Laserfiche WebLink
N `J J <br /> qq NOMINAL BEAM NUMBER OF BOLTS KEYNOTES:DEPTH"D" IN ROW STRUCTURAL STEEL U <br /> UP TO 7" 2 3/4"0 1. SHEAR PL TO EQ OR EXCEED BEAM WEB W <br /> THICKNESS 3/8"MIN OR AS SHOWN OTHERWISE GENERAL <br /> 8"TO 10" 2 3/4"0 2. AISC MIN EDGE DISTANCE <br /> 12"TO 14" 3 3/4"0 3. HORIZ SHORT SLOTTED HOLES AT 3"O.C. MIN IN DESIGN, FABRICATION,AND ERECTION OF STRUCTURAL AND MISCELLANEOUS <br /> EITHER BEAM OR SHEAR PL PER AISC SPEC STEEL SHALL CONFORM TO THE SPECIFICATIONS AND STANDARDS OF THE r 1 <br /> O CN 16" 4 3/4"0 4. 1/2"CLEAR TO FACE OF SUPPORTING MEMBER AMERICAN INSTITUTE OF STEEL CONSTRUCTION AS CONTAINED IN THE"AISC `.! <br /> 18" 5 3/4"0 (TYP) MANUAL OF STEEL CONSTRUCTION",CURRENT EDITION. <br /> M 21" 6 3/4"0 <br /> 5. 5/16"FOR 21"DEEP BEAMS OR LESS, 3/8"FOR <br /> 0 24"TO 27" 7 7/8"0 BEAMS 24"OR GREATER MEMBERS <br /> 30" 8 7/8"0 STRUCTURAL STEEL MEMBERS SHALL CONFORM WITH THE ASTM STANDARDS AND RED INC ARCHITECTS <br /> 33" g 7/8"0 NOTES: MATERIAL PROPERTIES PER TYPICAL DETAIL"STEEL MEMBERS'ASTM STANDARDS 1217J STREET,MODESTO,CA 95354 <br /> 36" 10 7/8"0 AND PROPERTIES"UNLESS NOTED OTHERWISE. 209.522.8900 <br /> A. TYP CONNECTION CONSISTS OF ONE SHEAR PL W/ <br /> 3/4"0 OR 7/8"0 A325N BOLTS PER SCHED FABRICATION SEAL: <br /> 1 04 B. MAINTAIN BOLT SPACING AND EDGE DISTANCE SHOP DRAWINGS SHALL SHOW MEMBER LAYOUT,SIZE, LENGTH, BOLT HOLE SIZES <br /> PER AISC SPEC <br /> AND LOCATIONS,CONNECTION DETAILS, GRADE,AND ERECTION PROCEDURES <br /> z CONFORMING TO AISC SPECIFICATIONS. <br /> QROFESS/pN <br /> 0 �� �OSEP&_ <br /> 0 M FABRICATORS SHALL BE PRE-QUALIFIED,APPROVED,AND RECOGNIZED BY THE y�Q-� y 2� <br /> Q BUILDING OFFICIAL AND CONTRACTOR AS COMPETENT TO COMPLETE REQUIRED CD m �� <br /> w FABRICATED ITEMS. S4634 =m <br /> J <br /> U EXP: 12/31/2 <br /> O WELDING R C-r ` <br /> z WELDING PROCEDURES, ELECTRODES,AND WELDER QUALIFICATIONS SHALL TF OF CA�\Fo`�� <br /> a 55 O CONFORM TO THE"CODE FOR WELDING IN BUILDING CONSTRUCTION",AMERICAN <br /> O WELDING SOCIETY(AWS)AND THE AISC"SPECIFICATIONS FOR THE DESIGN, 04/17/2019 <br /> FABRICATION AND ERECTION OF STRUCTURAL STEEL BUILDINGS". <br /> 0 <br /> Lu <br /> ry <br /> 3 TYPICAL SHEAR PLATE CONNECTION ALL WELDS SHALL USE A FILLER MATERIAL WITH A TENSILE STRENGTH OF 70 KSI. <br /> CONSULTANT: <br /> N <br /> TDS103 ALL WELDS INVOLVING REINFORCING BARS SHALL FOLLOW AISC SPECIFICATIONS. <br /> X <br /> co KEYNOTES: WELDING OR TACK WELDING OF HIGH STRENGTH BOLTS(ASTM A325 OR A490) IS NOT <br /> z 1. WOOD BEAM PER PLAN PERMITTED. 72 <br /> 4O <br /> l'-6" 2. CCO COL CAP, INSTALL PER MFR <br /> w MAX 1 3. STEEL COL PER PLAN ALL EXPOSED BUTT WELDS SHALL BE GROUND SMOOTH. <br /> 4. HINGE TO SUPPORT DL+LL REACTION PER PLAN <br /> ALL CJP WELDS USED IN PRIMARY MEMBERS AND CONNECTIONS IN THE SEISMIC <br /> NOTES: FORCE RESISTING SYSTEM SHALL BE MADE WITH A FILLER METAL THAT HAS A <br /> LL ° ° MINIMUM CHARPY V-NOTCH TOUGHNESS OF 20 FT-LBS AT MINUS 20° F,AS ENGINEERING SYSTEM SOLUTIONS <br /> A. AS AN ALT,CCOQ CAP MAY BE USED DETERMINED BY AWS CLASSIFICATION OR MANUFACTURER CERTIFICATION. USING STRUCTURAL•MEP.BUILDING COMMISSIONING <br /> BUILDING RELATIONSHIPS <br /> 0 0 <br /> B. DAP TOP OF BEAM AS REQ'D TO RECESS HINGE 7018 ROD FULFILLS THIS REQUIREMENT. EXCEEDING EXPECTATIONS <br /> 2 www.es2eng.com <br /> FOR ALL WELDS REQUIRING CONTINUOUS INSPECTION, FABRICATOR OR ERECTOR 4943 NORTH 29TH EAST,STEA <br /> SHALL SUBMIT A WELDING PROCEDURE TO THE ENGINEER. in HONE(208552-9874 <br /> of <br /> 1 CDT 0 0 <br /> JOB NUMBER: 17.1019 <br /> BOLTINGiHESEPLANS,DRAWPIGS ND DE IGNS REiHEIXCU SNEPRGPER OF ENGEE REG <br /> S­S­sDALLNDiNRRPPRG Mffl­DRMWffMl7WRDTEN <br /> ALL BOLTED CONNECTIONS SHALL BE SNUG-TIGHTENED AS DEFINED PER AISC <br /> UNLESS NOTED OTHERWISE IN DRAWINGS. SEE DRAWINGS FOR BOLTS THAT ARE <br /> 16" 3/16 REQUIRED TO BE PRE-TENSIONED OR SLIP CRITICAL AS DEFINED PER AISC.ALL <br /> MINI BOLTS SHALL BE INSTALLED USING AN APPROVED AISC PROCEDURE. <br /> 3 GROUT <br /> GROUT SHALL BE 5,000 PSI(MINIMUM)NON-SHRINK FLOWABLE GROUT AND <br /> INSTALLED BEFORE ADDING VERTICAL LOAD. (IF <br /> I <br /> �m_�Rd <br /> I <br /> BY M /ARMOOTT <br /> 4 WOOD BEAM AT STEEL COLUMN <br /> S8.1 WS107 <br /> KEYNOTES: <br /> 1. 1/4"CAP PL Q <br /> 2. STEEL BEAM PER PLAN z <br /> 3. SHEAR PL AND BOLTS PER TYPICAL SHEAR PLATE 0� <br /> CONNECTION DETAIL LL <br /> 4. STEEL COL PER PLAN Q <br /> 5. STEEL BEAM AS OCCURS MEMBER DESIGNATION GRADE(Fy) U <br /> W SHAPE AND STRUCTURAL TEE ASTM A992 GRADE 50 50 KSI <br /> 1X—C) <br /> 2 CHANNELS,TEES,AND ANGLES ASTM A36 36 KSI <br /> BARS AND PLATES ASTM A36 36 KSI <br /> r0 O STRUCTURAL PIPE ASTM A53 GRADE B 35 KSI <br /> O O HSS RECTANGULAR TUBE ASTM A500 GRADE B 46 KSI <br /> i0 O HIGH STRENGTH BOLTS ASTM A325-N <br /> O O 3 NUTS ASTM A563 <br /> Lo- O HARDENED STEEL WASHERS ASTM F436 <br /> LOAD INDICATOR WASHER ASTMF959 <br /> ASTM F1554 <br /> 5 ANCHOR BOLTS(ANCHOR RODS) (W/WELDABILIABILI <br /> TY 36 KSI <br /> 4 <br /> SUPPLEMENT S1) <br /> MACHINE BOLTS ASTM A307 <br /> HEADED STUDS ASTM A108(TYPE B) ° O <br /> THREADED ROD ASTM A36 36 KSI <br /> OTHER STRUCTURAL STEEL ASTM A36 36 KSI a <br /> 5 STEEL BEAM AT STEEL COLUMN 1 STEEL MEMBER ASTM STANDARDS AND PROPERTIES <br /> 0 <br /> \\S8.1 SS115 58.1 TDS101 LL <br /> 0 <br /> z <br /> ui <br /> Q 0 <br /> _U KEYNOTES: KEYNOTES: zz <br /> O <br /> Q 1. STEEL COL. PER PLAN 1 1. AISC MIN EDGE DISTANCE,TYP U <br /> U 2. GYPSUM BOARD PER ARCH 1 <br /> j/8" <br /> IN 2. 1/4"FOR BASE PL UP TO 5/8"THICK,5/16" <br /> C) 3. FIRE CAULKING ALL AROUND PER ARCH a O <br /> FOR BASE PL MORE THAN 5/8"THICK LINO <br /> Lu 4. 5/8"x 12"x 1'0"STL PL 0 v <br /> 3. ALT CLIPPED CORNER z 0 <br /> 0 5. 1/2"x V-0"xWIDTH REQ'D SHEAR TAB O = 0 J <br /> NOTES: <br /> NOTES: <br /> Oo A. COORDINATE THIS DETAIL M THE COLUMN <br /> a> <br /> A. SHEAR TAB SHALL BE CENTERED ON COLUMN O SCHED <br /> B. ELEVATOR RAILS SHALL BE ATTACHED TO <br /> 3 B. BASE PL DIMS PER PLAN OR SCHED <br /> CENTER OF 12"x1'-0"PL(KENOTE 4) C. BASE CONNECTIONS MAY REQUIRE MORE <br /> 1/4 TYPE A TYPE CO NUMBER OF BOLTS NPER PLAN OR SCHED REVISIONS: <br /> -� I I <br /> a� <br /> Q <br /> 114V <br /> 4 MI 11/2 0 <br /> (D MIN <br /> 1 5 ELEVATOR SHAFT THIS SIDE0 <br /> 0 0 <br /> 3/8" 3/8" , 1 BLDG DEPT 10/12/18 <br /> MIN <br /> MIN REV DESCRIPTION DATE <br /> o Q <br /> o Qo O <br /> Q) <br /> TYPE B TYPED 3 BA PROJECT# 161010 <br /> co PLN PROJECT# 17077 <br /> MARRIOTT# 4476 <br /> Fo <br /> 6 RAIL PLATE AT ELEVATOR 2 TYPICAL STEEL COLUMN BASE PLATE - PLAN <br /> DETAIL TDS102 PERMIT# - <br /> APN# 058-66-012 <br /> U <br /> N <br /> L <br /> U <br /> i <br /> Q <br /> DATE: 11/13/2018 <br /> c <br /> p DRAWN: JK <br /> Lu <br /> nel <br /> CHECKED: JM <br /> 0 <br /> a <br /> CD <br /> O <br /> SHEET TITLE: <br /> CP <br /> .Q <br /> TYPICAL STEEL <br /> DETAILS <br /> U <br /> N <br /> N <br /> N <br /> L <br /> O <br /> O <br /> N <br /> C <br /> -L <br /> vi <br /> SHEET NO.: <br /> c <br /> c� <br /> H <br /> S8 . 1 <br />