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HomeMy WebLinkAboutPlansi i L dinddition der Pe mit #BLCO-9-11-2180 rotective Location L 11,11, 1,011 111111111111111 iwlli idrAli' , i k Protective ocation 111p 1g113111r,lllq i 1,{ r,.. . �: �+1rrHu1 9.8' 4119111111tl1rJ New Open Storage Sh - - ���iilll Location 51.33' 50.00' Ht WantkomotN1>nr lw ,,,,,fdr 11 olo.y11M01.100IINWIHH1H11IOWYMIININN1111411IIIIIAIIIUIlII11 CONDITIONS OF PERMIT BLCO-1-12-2348 Bayou Well Services, Oil Tank Storage Shed 28730 Hwy 6 & 24 Rifle, Colorado 1.) ALL WORK MUST COMPLY WITH THE 2009 IBC AND MANUFACTURER'S SPECIFICATIONS. 2) BUILDING PERMIT IS FOR EXISTING OIL TANK STORAGE SHED. 3) CONTACT LOCAL FIRE DISTRICT FOR PERTINENT IFC REQUIREMENTS. FIRE DISTRICT APPROVAL IS REQUIRED FOR FINAL/COMPLETION INSPECTION. 4) ELECTRICAL FINAL APPROVAL IS REQUIRED FOR FINAL/COMPLETION INSPECTION. 5) INSPECTORS DISCRETION TO REQUIRE ENGINEER APPROVAL FOR ENCLOSED BUILDING ELEMENTS. 0) GARFIELD COUNTY FINAL INSPECTION REQUIRED FOR COMPLETION APPROVAL. tr„wn, Wee.. .r4=irHYpIr11NXY1rHI1.10,HBtl.66brrHY6 ail nN11 I Hi rii,f luaY.1 1111110 dition LJ Bayou Well Services LLC Warehouse Expansion 28730 Highway 6 & 24 Rifle, CO 8165t1 �—x Site Plan tank shelters and st&ag�hed 50 100 200 x x x II��i1nu9H� 00 M = Cao 03 03 Oil Tank Shed "A" Local ion of Compressor Storag 21.11' ' 52.9 Ht WantkomotN1>nr lw ,,,,,fdr 11 olo.y11M01.100IINWIHH1H11IOWYMIININN1111411IIIIIAIIIUIlII11 CONDITIONS OF PERMIT BLCO-1-12-2348 Bayou Well Services, Oil Tank Storage Shed 28730 Hwy 6 & 24 Rifle, Colorado 1.) ALL WORK MUST COMPLY WITH THE 2009 IBC AND MANUFACTURER'S SPECIFICATIONS. 2) BUILDING PERMIT IS FOR EXISTING OIL TANK STORAGE SHED. 3) CONTACT LOCAL FIRE DISTRICT FOR PERTINENT IFC REQUIREMENTS. FIRE DISTRICT APPROVAL IS REQUIRED FOR FINAL/COMPLETION INSPECTION. 4) ELECTRICAL FINAL APPROVAL IS REQUIRED FOR FINAL/COMPLETION INSPECTION. 5) INSPECTORS DISCRETION TO REQUIRE ENGINEER APPROVAL FOR ENCLOSED BUILDING ELEMENTS. 0) GARFIELD COUNTY FINAL INSPECTION REQUIRED FOR COMPLETION APPROVAL. tr„wn, Wee.. .r4=irHYpIr11NXY1rHI1.10,HBtl.66brrHY6 ail nN11 I Hi rii,f luaY.1 1111110 dition LJ Bayou Well Services LLC Warehouse Expansion 28730 Highway 6 & 24 Rifle, CO 8165t1 �—x Site Plan tank shelters and st&ag�hed 50 100 200 x x x II��i1nu9H� 00 M = Cao 03 03 Oil Tank Shed "A" w J w 8" 50'-0" m z 0 F- U w cn 8" 00 0 )1k- ;" 7ct (0 1'-6" 1'-2" 4" • 0 0o 0 1:12 SLOPE • e GALVANIZED CHAIN LINK FENCE GALVANIZED CHAIN LINK FENCE WITH DOUBLE • SWINGING GATES 2 SLOPE 48 4" y 1'-2" 25'-4" 51 '-4" 25'-4" 06 SITE STORAGE BUILDING PLAN SCALE : 1/8" = 1'-0" 16'-0" SECTION A O O O O 0 0) 16'-8" 17'-4" 03 TANK SHED PLAN SCALE : 1/8" = II� PRITCHARD ASSOCIATES, INC. 0o FINISH GRADE ar 4;,‘,4•.:5',..;,..-4,444".'• 0 c� 06 SECTION B SCALE : 1/8" = 0 zy) 8" 02 SECTION A SCALE : 1/8" = GALVANIZED METAL ROOF BY BLDG. MANUFACTURER. COLUMNS AND ROOF STRUCTURE BY BLDG. MANUFACTURER. STORAGE TANK AND PIPING. 8" PERIMITER GRADE BEAM / TOW WALL. EXISTING CONCRETE SLAB AND BOLLARDS. PA014 GALVANIZED METAL ROOF BY BLDG. MANUFACTURER. COLUMNS AND ROOF STRUCTURE BY BLDG. MANUFACTURER. METAL SIDING 3 SIDES BY BLDG. MANUFACTURER. DEPRESS SLAB 3" RIDGE OF SLOPE 8" PERIMITER GRADE BEAM. Rifle - Oil Tank Shed and Site Storage Building 2500 Routh Street Dallas, Texas 75201 p214.849.0022 f 214.849.0024 February 29, 2012 9661 Audelia Road Suite 333-66 Dallas, Texas 75238 214.261.9060 www.azimutharc.com ABBREV. DEFINITION & AND AB ANCHOR BOLT ACI AMERICAN CONCRETE INSTITUTE . AISI AMERICAN IRON AND STEEL INSTITUTE E BUILDING LE, CO ASTM AMERICAN AWS AMERICAN SOCIETY FOR TESTING AND MATERIALS WELDING SOCIETY . . _ . STORAC RI BRG BEARING LLiEW 11. �jC7m�� Qz w>�� ti a ZJwh .� W X WQ (15 14w< 0 o z o w 0 INo 0Q�cal a) 2 *N ili 71: 0 IN)HN k tg.) I Z� 111_I- 0-1 IJ� a id. LLIZ ViU�() , 7/27/12 CONC CONCRETE H&J PROJECT# 11273 so ABBREV. DEFINITION & AND AB ANCHOR BOLT ACI AMERICAN CONCRETE INSTITUTE AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION AISI AMERICAN IRON AND STEEL INSTITUTE ARCH ARCHITECTURAL ASTM AMERICAN AWS AMERICAN SOCIETY FOR TESTING AND MATERIALS WELDING SOCIETY BL BLOCK LINTEL BOS BOTTOM OF STEEL BOT BOTTOM / BOTTOM OF BRG BEARING CJ CONTRACTION JOINT CL CENTER LINE CLR CLEAR CMU CONCRETE MASONRY UNIT CONC CONCRETE CONN CONNECTION CONST CONSTRUCTION ICTG CORNER TRUSS GIRDER CONT CONTINUOUS DIA, 0 DIAMETER EIFS EXTERIOR INSULATION AND FINISH SYSTEM EJ EXPANSION JOINT ELEV ELEVATION EQ EQUAL EW EACH WAY FDN FOUNDATION FIN FLR FINISHED FLOOR FAR SIDE GA GAGE GC GENERAL CONTRACTOR GYP BD GYPSUM BOARD HORIZ HORIZONTAL HSA HEADED STUD ANCHOR HEIGHT INFO INFORMATION ISO ISOLATION JT JOINT KSI KIPS PER SQUARE INCH L LENGTH LBS POUNDS LEH LONG EDGE HORIZONTAL LEV LONG EDGE VERTICAL LLH LONG LEG HORIZONTAL LLV LONG LEG VERTICAL LONG LONGITUDINAL MAX MAXJMUM MECHANICAL MFR MANUFACTURER MIN MINIMUM MISC MISCELLANEOUS MO MASONRY OPENING METAL NO NUMBER NS NEAR SIDE NTS NOT TO SCALE OC ON CENTER OD OUTSIDE DIAMETER OPP OPPOSITE PAF POWDER ACTUATED FASTENER PCF POUNDS PER CUBIC FOOT PEF EFFECTIVE PRESTRESS FORCE PJ PANEL JOINT PL PLATE PLF POUNDS PER LINEAR FOOT PS PANEL STEP PSF POUNDS PER SQUARE FOOT PSI POUNDS PER SQUARE INCH QTY QUANTITY REF REFERENCE I REFER TO RE1NF REINFORCING REQD REQUIRED RO ROUGH OPENING RTU ROOF TOP UNIT SCHED SCHEDULE SDI STEEL DECK INSTITUTE SIM SIMILAR SJI STEEL JOIST INSTITUTE SPECS SPECIFICATIONS STL STEEL STRUC STRUCTURAL TB TOP OF BEAM TO TOP OF CONCRETE TF TOP OF FOOTING TG TRUSS GIRDER TGB TOP OF GRADE BEAM THK THICKNESS TOJ TOP OF JOIST TOM TOP OF MASONRY TOP TOP OF PIER TOS TOP OF STEEL TP TOP OF PANEL TRANS TRANSVERSE (TYP) TYPICAL UON UNLESS OTHERWISE NOTED VERT VERTICAL VF VALLEY FRAMING W WIDTH WP WORK POINT GENERAL NOTES 1 Building Code: International Building Code (IBC), 2009 Ed. 2 Design Gravity Loads: Roof Live Load = 20 psf 3 Design Wind Loads: (3 Sec Gust Wind Speed - 90 mph, Exposure C) 4 Design Ground Snow Load = 40 psf 5 Minimum Frost Depth = 42 inches GENERAL CONDITIONS GC1 The general contractor shall verify all dimensions and conditions at the job site, and shall be responsible for conditions of all work and materials, including those furnished by subcontractors. GC2 Discrepancies and/or variations shall immediately be reported to the architect. GC3 Details shown on drawings apply at all like conditions. GC4 All materials and workmanship shall be performed in accordance with local standards and to the applicable provisions of the governing building code. GC5 The contract structural drawings and specifications represent the finished structure. Unless otherwise indicated, they do not indicate the method of construction. The contractor shall provide all measures necessary to protect the structure. workmen, and other persons During construction. Such measures shall include, but not be limited to bracing, shoring for construction equipment. shoring for the building, shoring for the earth banks. forms, scaffolding, planning, safety nets, support and bracing for cranes, gin poles, etc. The contractor shall supervise and direct the work, and he shall be solely responsible for all construction means, methods, techniques, sequences, and procedures. Observation visits to the site by the architect or the engineer shall not include inspection of the above items, GC6 These drawings show only representative and typical details to assist the contractor_ The drawings do not illustrate every condition. All attachments, connections, fastenings, etc., shall be properly secured in conformance with the best practice, and the contractor shall be responsible for providing and installing them. GC7 The use of reproductions of these contract drawings by any contractor. subcontractor, erector, fabricator, or material supplier in lieu of preparation of shop drawings signifies his acceptance of all information shown hereon as correct, and obligated himself to any job expense, real or implied arising due to any errors that may occur hereon. FOUNDATIONS Fl The foundations have been designed using an allowable soil bearing value of 2.000 psf. F2 Spread footing and continuous footing dimensions and/or locations may not be altered without approval by the engineer. F3 All organic and deleterious material, and or any other unsuitable material, shall be removed within the building pad area, and beyond openings and other settlement sensitive areas. F4 Slabs -on -grade have been designed in accordance with ACI 318-08, Building Code Requirements for Structural Concrete. CONCRETE Cl Concrete work shall be executed in strict accordance with ACI 318-08, Building Code Requirements for Structural Concrete and, except as modified by these Contract Documents, shall conform to all requirements of ACI 301, Specifications for Structural Concrete. 02 Concrete specifications shall be as follows: A) Exterior concrete: Concrete slabs, grade beams, columns and walls permanently exposed to the exterior: Minimum 28 day compressive strength = 4,500 psi. Proportioned to have a maximum water/cement ratio of 0.45. Slump = 3" - 5". Ail concrete exposed to the exterior shall be air -entrained with minimum total air content of 6% +/- 1% by volume per ASTM C231 for 3/4" aggregate and larger. Reference ACI 318, Table 4.4.1, Total Air Content for Concrete Exposed to Cycles of Freezing and d) Portland Cement shall conform to ASTM C-150, Type 1 e) Aggregates for normal weight concrete shall conform to ASTM C-33. C3 See architectural and mechanical plans for verification of all depressions. openings, cast -in-place accessories, etc. C4 Job site conditions shall be verified by the contractor prior to the fabrication of materials. C5 Concrete Clear Cover, unless noted otherwise on the drawings, shall conform as follows: CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH CONCRETE EXPOSED TO EARTH OR WEATHER No3-No5 1-1/2" No 6 and Larger 2" Slab on grade CENTERED CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND Slabs, Walls and Joists: No 11 and Smaller .... ........... 3/4" No 14 - No 18 1-1/2" Beams and Columns: Primary reinforcement, ties, Stirrups and Spirals 1-1/2" REINFORCEMENT R1 All reinforcement shall conform to ASTM A-615 Grade 60. R2 Reinforcing steel shall be designed, detailed, fabricated and placed in accordance with the latest AC1 Detailing Manual (SP -66) and CSRI Manual of Standard Practice. R3 Provide 2-#5 bars each side of all openings. Extend bars 2'-0" past openings in each direction. R4 Comer reinforcing bars shall be used at all corners and intersections. See typical detail. R5 Splices in reinforcement shall occur at points of minimum stress and, unless noted otherwise, with a minimum lap as indicated in the Development and Lap Splice Schedule. R6 Except as provided in ACI 318-05, Building Code Requirements for Structural Concrete, all welding of reinforcement shall conform to "Recommended Practices for Welding Reinforcing Steel, Metal Inserts. R7 Provide one #4x4'-0" diagonal bar at all re-entrant corners. See foundation plans. STRUCTURAL STEEL SI All wide -flange beams shall be ASTM A-992 (Fy=50 ksi), all tube columns shall be ASTM A-500. Grade B, all steel pipe columns shall be ASTM A-53, Grade B, and all other steel shall be ASTM A-36. Anchor bolts shall be ASTM F1554, Grade 36. Headed Shear Studs shall be ASTM A-29, Fu=65 ksi. S2 Structural steel shall be detailed, fabricated. and erected in accordance with ALSO specifications. S3 All shop and field welding shall be executed by certified welders in accordance with the latest edition of the American Welding Society specifications. S4 Shop connections shall be welded unless noted otherwise. Field connections shall be as indicated on the drawings. S5 All erection bolts shall be ASTM A-307. All permanent bolts shall be ASTM A-325, UNO. S6 Design of connections not detailed shall be performed by the fabricator under the supervision of a registered engineer and shall conform to AISC specifications. Non -composite beam connections shall be capable of supporting 55% of the maximum load of the member for the span shown and the material specified in the AISC Handbook, Ninth Edition. Composite beam connections shall be capable of supporting the beam reactions shown on the plan or in accordance with the Composite Beam Connection Schedule. S7 All welds shall be performed using E70 electrodes. All fillet welds shall be 1/4" unless otherwise noted. S8 All structural steel, except embedded items. shall be galvanized. S9 Structural drawings shall not be reproduced in whole or in part for shop drawing submittals. 510 Hot dip galvanize in accordance with ASTM A123 and ASTM A153 structural steel and fasteners that are permanently exposed to the weather. Repair galvanizing after welding in accordance with ASTM A780. METAL DECK D1 All metal roof deck shall be 11/2" 22 gage type B deck as manufactured by Vulcraft or approved equal. Roof deck shall be welded to supporting members around perimeter edge for diaphragm action with 5/8" diameter puddle welds in a 36/7 pattern as follows: a) Edge welds parallel to sheets 6" on center. b) End welds at transverse supports 6" on center. In addition, the deck shall be welded at all intermediate supports at 6" on center. Side laps shall be fastened with #10 Teks, minimum 3 per span unless noted otherwise on drawings. D2 All metal deck panels shall span across a minimum of four joists or beams. D3 All metal roof deck shall be galvanized (0-90). PERMIT SET 7/27/12 NO: 11273 STEPHEN k DIAL P.E. CONSULTING ENGINEER 1825 MARKET CENTER BOULEVARD SUITE 620 DALLAS, TEXAS 75207 Ph: 214.292.0400 Fax: 21 €.760.7050 tl 51'-4" 25'-4" 50'-0" 25'-4" 8"I / 3'x3'x1' CONC SPREAD FOOTINGS BENEATH EA COLUMN r—t W8X24 COLUMN (TYP © 6 LOCATIONS) !n l 1 #4x4'-0" TYP AT ----- RE-ENTRANT CORNERS 0 0 00 E--1 L; i L_ 00 771 FIN FLR ELEV = 100'-0" r — w a_ 0 cn HIGH RIDGE 8"x12" RAISED PEDESTAL, ALL COLUMN BASES AT SAME ELEVATION 2'x2'x2' PIT-- a- 0 IT--- — 1 / 1 0 /(1 IL 0 DETAIL. 1 '— SITE STORAGE FOUNDATION PLAN SCALE: 1/4"=1'-0" i ! 8" ,T --REF PLAN FOR SLAB RIDGE LOCATIONS - 6" CONC SLAB ON GRADE w/ #4 AT 16" 00 EA WAY, MID -DEPTH OF SLAB, TYP • 1-#3 w/ 180' HOOKS EA END AT 24" OC, TYP 4-#5 CONT EQ SPACED, TYP • 8" FOUNDATION SECTION SCALE: 3/4"=1'- 2'-0" ! I- II— II II 1 0 N 6" CONC WALL w/ 2-#4 CONT WATERSTOP AS REQ'D FOR CONTAINED LIQUID, TYP, BY CONTRACTOR 1 30" 1/4t --#4x3'-6" BENT DOWELS AS SHOWN EA WAY 6" CONC SLAB ON GRADE IN PIT 121 NOTE: AS CONTRACTORS OPTION, PIT CAN BE CAST MONOLITHICALLY WITH SLAB AND GRADE BEAM FOUNDATION SECTION SCALE: 3/4"=1'-0" --COMPACTED SUBGRADE EXIST SLAB 8" I1��•-,;�111,� FINISHED GRADE z N OTE: REF 4A/S1 FOR ADDITIONAL BARS AT TOP AND HAIRPINS AT COLUMN LOCATIONS —EXIST CONC SLAB 8" #4 BENT DOWEL AT 24" OC, DRILL 8c EPDXY MIN 6" INTO EXIST SLAB 1-#3 w/ 180' HOOKS EA END AT 12" OC, TYP 6-#5 CONT EQ SPACED FOUNDATION SECTION SCALE: 3/4"=1'-0" 12" 12" R"0 F1554 CR 36 ANCHOR BOLTS, REF DIAGRAM 1.5", 22 GA., TYPE "8" MTL DECK SIDING L3x3xix0'-4" (TYP) L5x3x (LLH) CONT. 6/51 8" 17'-4" i"Ox4" MIN. EMBED HILTI KB 3 EXP. ANCHORS ® 4'-O" OC 0 FINISHED GRADE • II�.1'11!1i !1 4-#5 EA WAY BOTTOM co 0 0) 'az) 0 TANK SHED WALL PLAN SCALE: 1/4"=1' -0" —STL. COLUMN (BEYOND) REF 1/S1 ------C6x13 GIRTS C 4'-O" 00 MAX. COPE AT ENDS TO ALLOW CONN. TO COLUMN ;:—L2x2x4" BRACE TO BACK SIDE OF GIRT AT POINTS ATTACH GIRT BRACE TO L5x3 ANGLE W/ L2x2xi"x V-4" WELDED TO BOTH MEMBERS REF 3/S1 FOR TYP WALL REINF 3-#5 DOWELS w/ STD HOOK IN FTG AND 24" LAP SPLICE WALL CONT BEYOND, FOOTING • • EXTEND WALL REINF THRU 3'-0" SQ FOUNDATION SECTION SCALE: 3/4"=1'--0" 20 BAR 0 / 1'-6" MIN 20 BAR 0 / X 1'-6" MIN Z c CO o 1 BEAM w MIN EMBEDMENT GO 1/8 " WASHER PER AISC TABLE 14-2 "o F1554 GR 36 ANCHOR BOLTS HEADED BOLTS MAY BE SUBSTITUTED UNO TACK HEAD OR DAMAGE THREADS ANCHOR BOLT DIAGRAM 1L_ I!I!!Irdarn REF 4A FOR TYPICAL—' REINFORCING STL. COLUMN CONN DETAIL SCALE: 1"=1'-0" BASE R i"x8"X8" - (TYP) 1" NON -SHRINK GROUT 2-#4x4'-0" BEND ----- AT CORNERS 3-#4 HAIRPINS EQ— SPACED AT ANCHOR BOLTS 10" 10" TYP REINF, REF 3/S1----` NOTE: REF 4/S1 FOR ADDITIONAL INFORMATION NOT SHOWN FOR CLARITY CONN DETAIL SCALE: 1"=1`-0" 30 BAR 0 2'-0" MIN NOTE: CORNER BARS TO BE SAME SIZE AS LARGEST HORIZONTAL BEAM BAR 4 0 z cv BEAM TYP CORNER BAR DETAIL NTS PERMIT SET 7/27/12 NO: 11273 STEPHEN A. DIAL, P.E. CONSULTING ENGINEER 1825 MARKET CENTER BOULEVARD SUITE 620 DALLAS, TEXAS 75207 Ph: 214.292.0400 Fax: 214.760.7050 rE J W8x 2 4 CCCC{!!!! (TYP 0 4 LOCATIONS) — EXISTING SLAB ----'' i"Ox4" MIN. EMBED HILTI KB 3 EXP. ANCHORS ® 4'-O" OC 0 FINISHED GRADE • II�.1'11!1i !1 4-#5 EA WAY BOTTOM co 0 0) 'az) 0 TANK SHED WALL PLAN SCALE: 1/4"=1' -0" —STL. COLUMN (BEYOND) REF 1/S1 ------C6x13 GIRTS C 4'-O" 00 MAX. COPE AT ENDS TO ALLOW CONN. TO COLUMN ;:—L2x2x4" BRACE TO BACK SIDE OF GIRT AT POINTS ATTACH GIRT BRACE TO L5x3 ANGLE W/ L2x2xi"x V-4" WELDED TO BOTH MEMBERS REF 3/S1 FOR TYP WALL REINF 3-#5 DOWELS w/ STD HOOK IN FTG AND 24" LAP SPLICE WALL CONT BEYOND, FOOTING • • EXTEND WALL REINF THRU 3'-0" SQ FOUNDATION SECTION SCALE: 3/4"=1'--0" 20 BAR 0 / 1'-6" MIN 20 BAR 0 / X 1'-6" MIN Z c CO o 1 BEAM w MIN EMBEDMENT GO 1/8 " WASHER PER AISC TABLE 14-2 "o F1554 GR 36 ANCHOR BOLTS HEADED BOLTS MAY BE SUBSTITUTED UNO TACK HEAD OR DAMAGE THREADS ANCHOR BOLT DIAGRAM 1L_ I!I!!Irdarn REF 4A FOR TYPICAL—' REINFORCING STL. COLUMN CONN DETAIL SCALE: 1"=1'-0" BASE R i"x8"X8" - (TYP) 1" NON -SHRINK GROUT 2-#4x4'-0" BEND ----- AT CORNERS 3-#4 HAIRPINS EQ— SPACED AT ANCHOR BOLTS 10" 10" TYP REINF, REF 3/S1----` NOTE: REF 4/S1 FOR ADDITIONAL INFORMATION NOT SHOWN FOR CLARITY CONN DETAIL SCALE: 1"=1`-0" 30 BAR 0 2'-0" MIN NOTE: CORNER BARS TO BE SAME SIZE AS LARGEST HORIZONTAL BEAM BAR 4 0 z cv BEAM TYP CORNER BAR DETAIL NTS PERMIT SET 7/27/12 NO: 11273 STEPHEN A. DIAL, P.E. CONSULTING ENGINEER 1825 MARKET CENTER BOULEVARD SUITE 620 DALLAS, TEXAS 75207 Ph: 214.292.0400 Fax: 214.760.7050 rE J I A. DIAL, P.E. 3 ENGINEER CENTER BOULEVARD DALLAS, TEXAS 75207 Fax: 214.760.7050 7/27/12 H&J PROJECT# 11273 S 1 1"-22 GA TYPE "B" MTL ROOF ..K Y' SITE STORAGE FRAMING PLAN TANK SHED FRAMING PLAN SCALE: 1/4"=17-0" REF PLAN AS REQ. REQ. STEEL GIRDER REF PLAN DECK ANGLE REF 3/S2 -- BENT " x 2„x2” x0'-4" REF 4/S2 FOR MOMENT CONN (TYP) STL. BEAMS REF PLAN. REF 5/S2 FOR CONN. TO GIRDER N OTE: ONLY ONE SIDE OF CONNECTION SHOWN FOR CLARITY GIRT BRACE AT POINTS REF DETAIL 4/S1 REF 4/S1 FOR ADD'L INFORMATION STEEL COLUMNS REF 1/S1 --- -�L2 x 2 xi BRACE AT GI R TS REF 6/S2 FOR CONN. TO BEAM — i" CONN. ft BEAM AND COLUMN NOTE: WHERE GEOMETRY PERMITS, ANGLE MAY BE USED IN LIEU OF BENT . (4) i"o A325 BOLTS `-- STEEL BEAM REF PLAN REF DETAIL - 4/S1 NOTE: GIRTS MUST BE SHORED UNTIL BRACES AND DECK ARE INSTALLED DETAIL SECTION AT WIND BENT MOMENT CONNECTION BEAM TO GIRDER CONNECTION DECK ANGLE REF 3/S2 REF PLAN I 7/27/12 DECK ANGLE REF 3/S2 VARIES ROOF DECK REF PLAN H&J PROJECT# 11273 DECK ANGLE AT EDGE SECTION AT WIND BENT 3/4„^1'—O„ PERMIT SET 7/27/12 NO: 11273 STEPHEN A. DIAL, P.E. CONSULTING ENGINEER 1825 MARKET CENTER BOULEVARD SUITE 620 DALLAS, TEXAS 75207 Ph: 214.292.0400 Fox: 214.760.7050