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Home My WebLink AboutS000.5�. � J�T/WALL EL I � PER ARC� J�JST. BRG. EL -... �PER PLAN � CAST IN ANGLE � BY P.C. SUPPLIER (DESIGN FOR 10.OK VERT. REACTION �--�� AND 0.30 KLF DECK SHEAR PARALLEL TO P.C. PANEL PRECAST PANEL L2 1/2x2 1/2x1/4xCONT. )ECK TO ANGLE � fi" O.C. DESIGN JOIST SHOE FOR 125K ROLL OVER FORCE. �oEsicN �oisr sHOE � is' oF T/C TO TRANSFER 25K OUT-0E-PLANE COMPRESSNE FORCE I i J�T/WALL EL I � PER ARCH. � TO MATCH T/JST. EL. L3x3x1/4x0�-3'� W/(1) - 3�8°0 E%P. ANCHOR PRECAST SECTION � S2.1 `J SECTION 4 S2.1 6 SPA. � 6" = 3'-0" 5/8" DIA. PUDDLE �WELD � 12" O.C. ALONG SUPPORTED EDGES 36/7 PATTERN 1 L5/8" DIA. PUDDLE WELD (TYP.) NOTES: 1) SIDELAP FASTENERS TO CON515T OF (2) -/j10 TEK SCREWS PER SPAN 2) SUPPLY IN SHEETS LENGTHS TO PROVIDE A MINIMUM 3-SPAN CONDITION TYPICAL ROOF DECK ATTACHMENT PATTERN NO SCALE RWFlNG MATERIAL PER ARCH. DWGS. JST. PER FULL WELDED FRAME Rnr�F DRAIN SUPPORT DETAIL RELEASED FOR CONSTRACTION �E Su6jec� �o compliance with all regula�ions 04 S�a�e antl Local Codes City of Carmel `�j sv�� \'��v�AWnT � � onrE: 01 /31 /20 �. 6�. �. 6�. II �. 0�. 6.. I 6. �. 0�. � & OVERFLOW ORAINS PWMBING DWGS. DECK PER PLAN PER PLAN EMBED ANGLE PER PC SUPPLIER. DESIGN FOR �.30 KLF DECK SHEAR PARALLEL TO PANEL. �DECK TO ANGLE 5 8 � 6" O.C. � JST. PER PLAN � JST. PER s�oTrEo eEnRiNc sEnr � � J06T NEAREST WLUMN 1 i ROOF DECK PER PLAN DECK PER PLAN J BRG. EL. PER PLAN PER SJI TIONS // PL 3/4" EXiEND JSi. BOT. CHORO� TO STABILIZER PL PL 3/8"x6"x0'-6'� W/ 13/i6" O.H. JST. GIRDER PER PLANJ / o STRUCTURAL STEEL Oetailing, fabricatlon and erection of structural steel shall be in confarmance with the AISC Specification for Structural Steel Buildings, latest edition with amendments, and the AISC Code of Stondard Practice for Steel Buildings and Bridges, latest edition with amendments. Rolled shapes shall conPorm to ASiM A992, Grade 50. Plates shall conform to ASTM A36. lubing shall conform to ASiM AWO, Grade B. Column anchor bolts shall conform to ASiM A36, unless noted otherwise. Rolled shapes and plates sholl be shop-painted gray with a rust 'mhibiting primer, unless dlrected otherwise by the specificatlon. Touch up all nicks and abrasions after erection Is complete. Design connections not shown per the latest edition of the A6C Specification and Manual of Steel Construction. � � Bolted connecflons sholl be mode with 3/4" diameter bolts, conforming to ASTM A325, tightened to the snug tight conditlon, unless noted otherwise. Bolted connections in wind n� broca elaments ehall be tightenad ueing the tum-of-nut mathad. Connactions shall i conform to the Specificaflon for Structural Joints Using ASTM A325 ar A490 Bolts, I approved by the Research Council on Structural Connections of the Engineering Foundation. `JSi. GIROER PER PLAN Welding of structural members shall be in conformance with the American Welding Society's (AWS) Structural Welding Codes foc Steel AN51/AWS D1.1, Sheet Steel AN51/AWS �1.3 and Reinforcing Steel ANSI�AWS D1.4. PL 3/4"x6"x0'-9" W/ 13/1fi" O.H. SECTION 2 s2.� POCKET PER PC WALL DWGS. GROUT POCKET AFTER GIftDER IS ERECTED. J�JOIST BRG. EL. �_� � PER PLAN BRG. ANGLE PER _ :� Pc owcs. �ESIGN FOR }��.. �6". SSK RXN. PRECAST PANEL � � L6x6x3/8 x 1'-0" W/ 2-1/7'0 x 5' EXP. ANCHORS DO NOT WELD BOTTOM CHORD TO STABILIZER PL SECTION 5 S2.1 TYPICAL ROOF OPENING DETAIL DO NOT WELD BOTTOM CHORD TO STABILIZER PL 1 ical welded connections shall be made with E70XX electrodes When ASiM A992 steel W is used as a base metal, E70XX Low Hydrogen electrodes shall be used. Base material within 2" of any field weld sholl be free of materials that would prevent SE C TI 0 N 3 proper welding or produce toxic fumes during welding operations. Spllcing of structural steel members is not permitted without prior approvol of the S'z. � Structurol Engineer. STEEL OECK Suppty ond erect steel deck In conformonce with the latest edltion af the Steel �eck Institute's Speciflcations and Code of Standord Practice. Deck supplier shall provide all roof deck and accessories requlred for a complete installation. Such materials shall be shop painted with a rust inhibiting primer. Roof deck attachment shall be as directed on plan. Roof deck shall be attached to continuous supports at 12" o.c. along the building perimeter. Welding operations shall comply with the latest edition of the American Welding Societys Structurol Welding Code -Sheet Steel ANSI/AWS D7.3. STEEL JOISTS Steel bor joists sholl be designed, fabricated and instolled in conformance with the requirements of the lotest Steel Joist Institute (SJI) specifications. Steel bar joists shall be shop painted with a rust-inhibiting primer. Steel joists shall be tlesigned and fabricated per looding information shown on plon. Live lood deflection sholl be limited to the following: L/240 of the joist span L/360 of the joist span in office areas Where connectlans for steel joists are not shown or noted, provide connections as required by the SJI speciflcations. Horizontal and diagonol bridging for steel joists shall be bcated ond designed per the SJI specificotions. Bridging angles ehall be welded to joist top and bottom chords and shall be positivety ottoched ot ends of joist bays os detailed on plan. Support all mechanical, electrical, plumbing ond sprinkler systems at panel paints only. Otherwise reinforce chord members per plan detoils. Point loads greater than 200 pounds must be reviewed by the Structural Engineer. If o column is nat fromed in at leost two dlrections with steel beams, then the joist nearest the column sholl be bolted to supporting members during erection. STEEL JOIST GIRDERS Steel joist girders shall be designed, fobricated and installed in conformance with the requirements of the latest Steel Joist Institute (SJI) specifications. Joist girders shall be designed and fabricated per loading information shown on plan (self weight not included). When a girder is designated with VG instead of G, joists must beor only at vertical Joist Girder web membera Live load deflection shall be limlted to the following: IP THIS DIMENSION IS MORE THAN 4" ADD (2) - L2x2x3�16 AS SHOWN. WELD i0 TOP & BOTiOM CHOR�S (FURNISHED & INSTALLED BY MECH. CONTRACTOR) HARDWOOD BLOCKING IN DECK CELLS �17'QC ._.__ ._._-.._._- CURBS (e STEB JOIST REINFORCING AT ROOF TOP UNIT CURBS NO SCALE [R PLAN L/240 of tha joist epan L/360 of the joist span in offire areas Provide stobilizer plates on columns between the joist qirder bottom chord members os required by Steel Joist Institute (SJI) specificatlons. Where end connections for joist girders are not shown or noted, provide connectlons as required by the Steel Joist Institute (SJI) specificatlans. Joist Girder bracing shall be os indicated by the manufocturer ond as required by the Steel Joist Institute (SJI) speciflcations. OESIGN DATA The structure was designed per the Indiana Building Code. ROOF LOADS Live Load 20 psf Dead Loods 15 psf Struct�ural Destiqn, Inc. 7271 IIBST US 8AY 52 New Palestine, lndiana 46163 (a��/ csi-nu r.i p�v) es�-rrss \O��Uu i I I �N�� . ``�,S P SC,y% � P��.��,G1SiERE��.'�%F� : _� N0, �= = * PE6m870367 * _ �� -. SiRiE W "� �� i'��+Tw"' ��'�`� Struc{u��d��es� Inc. r�iis oenwwc; n.o r.i=inFns. nFsieNs AND CONC�PTSCO�TAIM_D1{RCINMC -i i� c�ccwzn�c iNr��cr�n� reo^�ar a sTk�.cr�nn� u�sicN. nN�� nk� � or iu n-u.Fo ok kwko.�� Fo. v�-ioi F ak IIV F/�HI. WIIFOV I I FF VVUI I FN CONSFNTOFSTRUQ6RAI ]FSIGN. O COPIRIGHT 2019. CURRAN ARCHIiECNRE MAYFLOWER R&IEW SEf 08.062019 PERMIT SEf 08.132019 SD119-054 � � � I IJST. SPACING PER PLAN I EDGE OF I�_I_CL PANEL POINT CURB