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BEAM SF <br />& P <br />W HEP. -1: <br />STEEL BEAM <br />SCALE: 1/4" = 1'--O" <br />IR <br />I <br />-IED. <br />CL DIM NOT SHOWN <br />TO SCALE <br />1 24" M[I'C � <br />SOLE; 1 "=10" <br />3/8" FO <br />FOR <br />DIM NOT SHOWN <br />CL i- <br />SCALE; 1"=10" <br />SPLICE <br />ATE d WHEI - <br />tL 5 <br />STEEL BEAM <br />SPEAKER INSTALLATIONGENERAL NOTES <br />1. This speaker installation sot of drawings has been prepared by Quality Sound under the <br />direction of a Structural Engineer. Calculations sheets (submitted separately) shall be <br />pari of the overall installation information.. <br />2. It is the responsibility of the project Architect and/or Structural Engineer to verify <br />locations, dimensions and any other criteria in order to assess that the submitted <br />installation will not conflict with other trades' construction or cause improper stress <br />loads. <br />3. All components shall be installed per the manufacturer's installation requirements. <br />4. All mechanical screw and bolt connections shall be secured with LocTite 262 (red) thread <br />sealer. <br />5. Nylon -insert locknuts may not be reused. If a locknut must be taken removed, it must be <br />replaced with a new (unused) locknut. <br />6. Hardware shall be tightened to the following torque settings. <br />- 1/2" hardware: 50 ft. lbs, <br />- 5/16" hardware: 12 ft. lbs. <br />-I Omm hardware: 31 ft, lbs. <br />7. All hardware and brackets shall be painted black to match the speakers being installed. <br />8. Speakers shall be horizontally perpendicular to the court sidlines, and tilted as shown in detail 4 on Sheet E5.7. <br />GENERAL IRU,TU NT <br />A. ALL WORK SHALL BE IN STRICT ACCORDANCE WITH THE 2013 EDITION OF THE CALIFORNIA <br />BUILDING CODE AND STANDARDS AND ALL PUBLICATIONS DOTED HEREIN. <br />B. DETAILS SHOWN ON THE STRUCTURAL DRAWINGS ARE TYPICAL AND SIMILAR. DETAILS APPLY <br />TO SIMILAR CONDITIONS. SPECIFIC NOTES AND DETAILS ON THE DRAWINGS TAKE PRECEDENCE <br />OVER GENERAL NOTES AND TYPICAL DETAILS, <br />C. DIMENSIONS SHOWN SHALL TAKE PRECEDENCE OVER SCALE ON PLANS ARID DETAILS. ANY <br />DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE ENGINEER, <br />F. COORDINATE STRUCTURAL DRAWINGS WITH EQUIPMENT DRAWINGS FOR CONSTRUCTION DETAILS, <br />G. THE DESIGN AND ANALYSIS OF STRUCTURAL ELEMENTS (AND THEIR CONNECTIONS) DESIGNATED <br />ON THESE PLANS AS "BY OTHERS" SHALL BE THE RESPONSIBILITY OF A LICENSED ENGINEER <br />AND SHALL INCLUDE ALL RELATED LOADS WITH THE ADDED EQUIPMENT SYSTEMS. <br />H. REFER TO SIGNAL PLAN ON SHEET E2.1.5 FOR EQUIPMENT LOCATIONS, <br />3 <br />CL I <br />i I � <br />N8,8„ <br />SCALE: 1/4" = 1'--0" <br />CL <br />i <br />I' <br />STEEL BEAM <br />GENERA. STRUCTURAL STEEL NOTES <br />A. CODES: ALL WORK SHALL CONFORM TO THE LATEST EDITION OF THE FOLLOWING CODES: <br />1) 2013 CSC - CALIFORNIA BUILDING CODE. <br />2) AISC 341-10 - AMERICAN INSTITUTE OF STEEL CONSTRUCTION. <br />3) AWS D1.1-08 - AMERICAN WELDING SOCIETY. <br />4) ASTM A36-04, A6-04 - AMERICAN SOCIETY OF TESTING AND MATERIALS <br />5) RCSC 2004 - RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS <br />6) AISI RIAS -01 - AMERICAN IRON AND STEEL INSTITUTE. <br />B. MATERIALS <br />1) STRUCTURAL STEEL: <br />a. W SHAPES. ASTM A992, FY _ 50 KSI. SHAPES WITH FLANGES 1-1/2" THICK & <br />THICKER, & PLATES THAT ARE 1-1/2" THICK OR THICKER IN BUILT-UP CROSS-SECTION <br />SHALL HAVE A MINIMUM CHARPY V -NOTCH TOUGHNESS OF 20 FT -LBS AT 70°F. <br />b. OTHER ROLLED SHAPES: ASTM A36 <br />c. STRUCTURAL TUBING (HSS): ASTM A500 GR. B <br />d. PIPE: ASTM A53 GR. B <br />e. PLATE, BAR & CHANNEL: ASTM A36 MINIMUM. <br />2) HIGH STRENGTH BOLTS: ASTM A325 SNUG TIGHT PER RCSC "SPECIFICATIONS FOR <br />STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS" UNLESS NOTED OTHERWISE. TWIST - <br />OFF -TYPE TENSION -CONTROL (TC) BOLTS SHALL BE IN ACCORDANCE WITH ASTM F1852. <br />3) (NOT USED) <br />4) ANCHOR BOLTS: HOOKED, HEADED, OR THREADED ROD, ASTM F1554 GRADE 36 UNLESS <br />NOTED OTHERWISE. ANCHOR BOLTS EXTENDING THROUGH PRESSURE TREATED WOOD SHALL BE <br />HOT DIPPED GALVANIZED AT LEAST FOR THE PORTION OF BOLTS IN CONTACT WITH PRESSURE <br />TREATMENT, HOT DIP GALVANIZED IS NOT REQUIRED FOR ANCHOR BOLTS WITH D.O.T. <br />TREATED WOOD AT MUDSILLS WITHIN WEATHER -TIGHT MALLS. <br />5) FLITS: PLAIN - ASTM A563 GR. C HEAVY HEX, GALVANIZED - ASTM A563 GR. DH HEAVY HEX. <br />6) WASHERS. PLAIN - ASTM F436 ROCKWELL C HARDNESS 38 MIN., DIRECT TENSION <br />INDICATING (DTI) WASHERS - ASTM F959. <br />7) WELDING: PER AWS D1.1. <br />a. FILLER MATERIAL PER AWS D1.1, MINIMUM CHARPY V -NOTCH TOUGHNESS: <br />20 FT -LBS e@ -20®F AS FOLLOWS: <br />SMAW-E7018 <br />FCAW-E70T-X LH <br />GMAW-E70S-X LH <br />SAW-F71-EL12 LH <br />b. WELD METAL: <br />FILLET MELDS & PARTIAL JOINT PENETRATION GROOVE WELDS IN MATERIAL LESS THAN <br />1-1/2" THICK:, MINIMUM CHARPY V -NOTCH TOUGHNESS: NO REQUIREMENT. COMPLETE <br />JOINT PENETRATION GROOVE & PARTIAL JOINT PENETRATION GROOVE WELDS IN MATERIAL <br />1-1/2" THICK. & THICKER: MINIMUM CHARPY V -NOTCH TOUGHNESS: 20 FT -LBS @ O'F AND <br />40 FT -LBS @ 70°F. <br />8) PAING PRIMER: S SPC-PAIiNT 23. <br />9) GALVANIZING (WHERE NOTED ON PLANS). <br />a. STRUCTURAL SHAPES, PLATE AND BAR: ASTM A123. <br />b. HARDWARE: ASTM A153. THE PURCHASE OF GALVANIZED NUTS AND BOLTS SHALL BE FROM <br />THE. SAME SUPPLIER WITH THE NUTS LUBRICATED AND TESTED WITH THE SUPPLIED BOLTS, <br />NUTS SHALL BE OVER -TAPPED AFTER GALVANIZING IN ACCORDANCE WITH ANSI B 13.2.2. <br />BOLT THREADS SHALL NOT BE RE -CUT AFTER GALVANIZING. NUTS AND BOLTS SHALL BE <br />SHIPPED TOGETHER IN THE SAME SHIPPING CONTAINER. REPAIR OF DAMAGED AND <br />UNCOATED AREAS OF HOTDIP GALVANIZED COATINGS SHALL BE IN ACCORDANCE WITH <br />ASTM A780. <br />10) STAINLESS STEEL: <br />a. SHAPES & BAR: ASTM A276 TYPE 304 OR 316, ROCKWELL B HARDNESS 80 MIN. <br />b. PLATE: ASTM A240 TYPE 304 OR 316, ROCKWELL B HARDINESS 80 MIN. <br />c. WELDING: PER AWS D1.6, <br />FILLER MATERIAL: <br />TYPE 304 - E308-XX/ER308-XX <br />TYPE 316 - E316-XX/ER316-XX <br />d. BOLTS & NUTS: ASTM F593 GROUP 2 ROCKWELL B HARDNESS 85 MINIMUM. <br />C. FABRICATION: <br />,•O; <br />1) WELDING: WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS ONLY IN AN ICBO <br />APPROVED WELD <br />2) SHOP BI! THE GREATER POSSIBLE <br />SHOP .GALVANIZED DO NOT PRIME a • ,, r. <br />OR <br />WHICH WILL Br PLACED <br />e. .• .D INTO CONCRETE. <br />HOLES4) BOLT i BE DRILLED - THAN BOLTDIAMETER <br />OTHERWISE s ON PLANS. <br />r <br />51' <br />F-rSs�� <br />431 30th Street, Sacramento, CA 95816 ' <br />�1���s � e <br />Exp. 9-30-46 <br />office 916.256.2460 A� a' <br />PROJECT NUJ. C158 CONTACT DEAN . 7F OF CAv1F � <br />Copyright 0 2009 Rainforth Crau Architects. All rights reserved. Reproduction of these plans, either in whole or in part, including any form <br />of copying and/or preparation of derivative works thereof, for any reason without prior written permission, is strictly prohibited, <br />DSA <br />File Na 09q — 5 <br />IDENTIFICATION STAMP <br />DIV, OF THE STATE ARCHITECT <br />02--�i <br />AC FLSe SS <br />DATE l I 101 11 I <br />DRAWN PROJECT NO. <br />DEY 15-9207 <br />CHECKED DATE <br />YSL 6-26-15 <br />SCALE sHEET <br />AS SHOWN <br />4?141201510:24:25 AM <br />