The URL can be used to link to this page

Home My WebLink AboutS523- TYPICAL STEEL CONNECTIONSQ 0 z a � � r � �S � � w � 0 BEAM PER II II `�BLANGLEPER II CONNECTIONENGWEER j� WIDEFLANGE WLUMN PER PLAN /�� BEAM TO W COLUMN FLANGE (SIDEI BOLTED/BOLTED DBL CLIP ANGLES - BEAM TO W COLUMN FLANGE BEAM PER PLAN . v �° 3 SIDES, II II L DBLANGLEPER I CONNECTION ENGMEER I� WIDEFLANGE I COLUMN PER PLAN ,� II BEAM TO W COLUMN FLANGE (SIDEI BOLTED/WELDED DBL CLIP ANGLES - BEAM TO W COLUMN FLANGE rv.i.a. a - i � � 0 z a €� �O : o IOO � 0 - OO BEAM PER PLAN 5/8 �p SHEAR PLATE PER CONNECTION ENGWEER WIDE FLANGE WLUMN PER PLAN BEAM TO W COLUMN FLANGE (SIOEI CONVENTIONAL SHEAR PLATE - BEAM TO W COLUMN FLANGE NEARSI�E RANGE CUT AWAVFORCLARITV � 3" TVP a L�� BEAM PER PLAN a L�, BEAM PER PLAN,TVP OO MIN 1/2" SMOOTH x � QO RADIUS, TVP g � � I Q 5/8�p ` I Q 5/8ip L SHEAR PLATE PER � CONNECTIONENGWEER PLAN,TVP RFAM TO W QIR�FR lfilDFl SECTION A RELEA5E0 FOR CONSTRUCTION Su6jec� �o compliance with all regula�ions ofS�a�eantlLocalCodes qR PLATE - BEAM TO GIRDER City of Carmel `v�:��i 1�.rvalMf� DATE: O$�Z4�ZO 0 0 z a � � 0 xo 0 = " 0 OO BEAM PER PLAN � � DBL ANGLE PER - CONNECTION ENGINEER NEARSIDE FLANGE WT AWAV FOR CLARITV BEAM TO W COWMN W EB (SIDE) BOLTED/BOLTED DBL CLIP ANGLES - BEAM TO COLUMN WEB BEAM PER PLAN 3 SIDES, TYP DBLANGLEPER CONNECTION ENGINEER NEARSIDE FLANGE CUT AWAV FOR CLARITV BEAM TO W COLUMN W EB (SIDE) SECTION A BOLTED/WELDED DBL CLIP ANGLES - BEAM TO COLUMN WEB rv.i.o. BFAM PER PLAN � � O OO � sie 6 SHEAR PLATE PER CONNECTION ENGINEER NEARSIDE FLANGE CUT AWAV FOR CLARITV BEAM TO W COLUMN W EB (SIDE) SECTION A CONVENTIONAL SHEAR PLATE - BEAM TO COLUMN WEB ? -�� - � � � EXTENDED SHEAR PLATE � PER CONNECTION ENGINEER STABIL2ER PL (TOP AND BOT) AT FLANGE, TYP 3SIDE$ b�8�u TVP 6Bip z � � � � U O BEAM PER PLAN - � �� I �i O i0O �i Q 5/8�p I �i � Sl8 �p - �OO SHEAR PLATE PER CONNECTION ENGINEER HSS COLUMN PER PLAN BEAM PER PLAN a z � € U x O � H55 COWMN PER PLAN BEAM TO HSS COLUMN (SIDEI � SECTION A CONVENTIONAL SHEAR PLATE (FACE MOUNTED) - BEAM TO HSS COLUMN STABILIZER PL (TOP AND BOT) OV I x ' EXTENDE� SHEAR PLATE PER CONNECTION ENGWEER BEAM TO W COLUMN WEB BIDEI EXTENDED SHEAR PLATE - BEAM TO COLUMN WEB STEEL SHEAR CONNECTION NOTES � BOLT gEAM PER GAGE PLAN,TVP O O Z n � � �� o 0 x O OO OO N `� � � � � DBLANGLEPER CONNECTION ENGMEER BEAM TO W GIRDER (SIDE) SECTION A BOLTED/BOLTED DBL ANGLES - BEAM TO GIRDER BEAM PER PLAN,TYP MIN V2" SMOOTH RA� W 5, TYP � 0 0 0 OO � 3 SIDES, TVP � � � BEAM PER PLAN,TYP MIN V2" SMOOTH RADIUS,TYP �- BEAM PER EI � PLAN,TYP � � 0 0 OO OO 0 � BEAM TO W GIRDER (SIDEI SECTION A BOLTED/WELDED DBL ANGLES - BEAM TO GIRDER rv.i.a. SECTION A ALL CONNECTIONS SHALL BE DESIGNED BV THE STEEL FABRICATOR, UNO. �ETAILS INDICATED ON THE STRUCUTRAL DRAWINGS ARE PROVIDED TO SHOW CONNECTION CONCEPT ONLV AND ARE NOT TO BE CONSIDERED A FULL DESIGN. THE FABRICATOR'S REGISTERED PROFESSIONAL ENGINEER SHALL DESIGN ALL CONNECTIONS AS REQUIRED TO SAFELY TRANSFER THE DESIGN FORCES AND ALLOW FOR FIELD FIT- UP AND ERECTION TOLERANCE ACCORDING TO THE 14T" EDITION AISC STEEL MANUAL AN� THE FOLLOWING: DOUBLE ANGLE GONNECTIONS: 1. ONLV SINGLE VERTICAL ROW OF BOLTS IS PERMITTED. THE NUMBER OF BOLTS IN THE CONECTION, n, MUST BETW EEN 2 AND 12. 2 STANDARD HOLES (STD) OR SHORTSLOTTED HOLES TRANSVERSE TO THE DIRECTION OF THE SUPPORTE� MEMBER REACTION (SSLT) ARE PERMITTED. 3. WHERESLOTTEDHOLESAREPARALLELTOTHE�IRECTIONOFTHESUPPORTEDMEMBERREACTION, THE CONNECTION IS TO BE SLIP CRITICAL (CLASS A) AND CENTERED ON BEAM WEB WHERE AXIAL LOAD IS PRESENT. 4. THE OUTSTANDING LEGS MUST BE BOLTED TO THE SUPPORTING MEMBER W HERE AXIAL LOAD IS PRESENT 5. THE VERTICAL EDGE DISTANCE, Le., AND HORIZONTAL EDGE DISTACE, Le., MUST SATISFV AISC SPEqFlCATIONS TABLE J3.4 REQUIREMENTS. CONVENTIONAL SHEAR PLATE CONNECTION NOTES: 1. ONLV SINGLE VERTICAL ROW OF BOLT515 PERMITTED. THE NUMBER OF BOLTS IN THE CONECTION, n, MUST BETW EEN 2 AND 12. 2. THE WELD BETWEEN THE SINGLE PLATE ANO THE SUPPORT SHOULO BE SIZED AS (5/8)ip, W HICH WILL DEVELOP THE STRENGTH OF EITHER A 36 KSI OR 50 KSI PLATE. FOR SKEWED CONNECTIONS PROVI�E PREQUALIFlED WEL�S SHOWN IN TABLE 1�-14C OR CJP. 3. THE DISTANCE FROM BOLT LME TO THE WELD LME, a, MUST BE EQUAL TO OR LESS THAN 3 U2". 4. 80LTS AND PLATE MUST BE CHECKED FOR REpUIRED SHEAR WITH AN ECCENTRICITV EQUAL TO e, AS GNEN IN TABLE 10-9. 5. STANDARD HOLES (STD) OR SHORTSLOTTED HOLES TRANSVERSE TO THE DIRECTION OF THE Sl1PPORTE� MEMBER REACTION (SSLT) ARE PREMITTED TO BE USED AS NOTED IN TABLE 10-9. 6. THE VERTICAL EDGE DISTANCE, Le., MUST SATISFV AISC SPECIFICATIONS TABLE J34 RE�UIREMENTS. THE HORIZONTAL EDGE DISTANCE, Lerv, SHOULD BE GREATER THAN OR EQUAL TO 2Q W HERE tl IS THE BOLT DIAMETER. Z EITHERTHEPLATETHICKNESS,tv.ORTHEBEAMWEBTHICKNESS,�„,MUSTSATIFVTHEMAXIMUM THICKNE55 REQUIREMENT GNEN IN TABLE 10-9. 8. FOR CONNECTIONS TO HSS COW MNS, THE PLATE THICKNESS, y>, SHALL BE PROPORTIONED TO PREVENT HSS PUNCHING SHEAR SO THAT�. tp =< (F„ x �„,u)IFvp. 9. CONNECTION IS TO BE SLIP CRITICAL (CLASS A) AND CENTERED ON BEAM WEB WHERE AXIAL LOAD IS PRESENT. 10. CONNECTION MAV NOT 8E FULLV WELDED UNLESS WRITTEN PERMISSION IS GRANTED BV THE ENG W EERAFRECORD. 1. THE NUMBER OF BOLTS W THE CONECTION, n, IS UNLIMITED. 2. THE WELD BETWEEN THE SINGLE PLATE AND THE SUPPORT SHOULD BE SRED AS (5/8)�p, W HICH WILL DEVELOP THE STRENGTH OF EITHER A 36 K51 OR 50 KSI PLATE. FOR SKEWED CONNECTIONS PROVIOE PREQUALIFlED WEL�S SHOWN IN TABLE 1044C OR CJP. 3. THE DISTANCE FROM BOLT LME TO THE WELD LME, a, IS NOT LIMITED. 4. THE USE� OF HOLES MUST SATISFV AISC SPECIFICATION SECTION J32 REQUIREMENTS. 5. THEHORIZONTALANDVERTICALEDGEDISTANCE,LenANDLe.,MUSTSATISFVAISCSPECIFICATIONS TABLEJ34 REQUIREMENTS. 6. EITHERTHEPLATETHICKNES$t�.ORTHEBEAMWEBTHICKNE55,b.,MU5T5ATIFYTHEMAXIMUM THICKNE55 REQUIREMENT GNEN IN AISC MANUAL TO ENSURE PROPER ROTATIONAL �UCTILITV. 7. CONNECTION IS TO BE SLIP CRITICAL (CLASS A) AND CENTERED ON BEAM WEB WHERE AXIAL LOAD IS PRESENT. 8. CONNECTION MAV NOT BE FULLV WEL�ED UNLESS WRITTEN PERMISSION IS GRANTED BV THE ENGWEERAFRECORD. BEAM COPE GENERAL NOTES: • "CLR" EQUALS DISTANCE FROM COPED BEAM WEB AN� GIR�ER FLANGE SHALL BE VP' MIN • THETA E�UALS ANGLE OF SKEW FROM PERP 1. COPE LENGTH SHALL BE BASEO ON THE GIROER DIMS AN� SHALL BE THE GREATER OF (NEAREST i116"): A [@rtw)/2+CLR]Ims(THETA)+0.0824" B. >A;BASEOONENGINEERINGJIIDGMENT 2. COPE �EPTH SHALL BE BASED ON THE BEAM AN� GIR�ER DIMS AND SHALL BE THE GREATER OF (NEAREST 1/16"): A. 4+ 1/2"+0.0624"+l- ELEV DIFF FROM T/STL OF GIRDER B. ker+0.0624"+/-ELEVDIFFFROMT/STLOFGIRDER CCORNERSTONE ■■ � � �M�R CR\ ■ STRUCTUREPOINT nc � CARMEL MEDICAL ARTS PAVILION 12174 N. Meridian Street Carmel, Indiana 46032 �(/ +�t- m: No. q�11200647 9� STFTE Of / �OSI�� CERTIFIED BY ISSUANCE INDEX DATE: 05.22.2020 PROJECT PHASE: CONSTRUCTION DOCUMENTS S523 SECTION A SECTION A SECTION A SECTION A Project Number 2019.00780 TYPICAL STEEL CONNECTIONS