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G E N E RAL N OTES s-r�,��"�:
<br /> � �AVID S �
<br /> �IUFAG?URED STRUC�IJRIlL � � TM �'c��F �'"skt,t, �.�
<br /> LVL SNOWN ON PLANS TO BE REDBUILT MICROLl1�M OR APPROVED EQUAL LVL MATERIAL SHALL BE OF WESTERN REFERENCE STANDARDS; ���' � G'�'o �
<br /> SPECIES. MODULUS OF ELASTICITY (E) SHALL BE 2,OOOKSI MINIMUM, WITH CORRESPONDING BASE FB = 2,900 PSI AND CONFORM TO THE IBC AND THE "METAL STAIRS MANUAL" OF THE NATIONAL ASSOCIATION OF ARCHITECTURAL METAL �' ' �' �
<br /> FV = 285 PSI. LVL ASSEMBLY TO BE TESTED UNDER IBC TESTING PROCEDURES. LVL MANUFACTURER SHALL PROVIDE MANUFACTURER'S. +
<br /> � ALL SPECIALTY ITEMS FOR A NORMAL AND COMPLEfE INSTALLATION OF THE MEMBERS. ALL LVL'S OTHFR THAN REDBUILT 33253
<br /> SHALL HAVE lCC APPROVALS SUBMITfED TO THE ARCHITECT FOR REVIEW. � ��'o�, STRUc'P��'���
<br /> STRUCTURAL STEEL (SHAPES & PLATES) ASTM A36 ��' IoxnL �l
<br /> PSL SHOWN ON PLANS TO BE REDBUILT PARALLAM� OR APPROVED EQUAL. MODULUS OF ELASTICITY (E) SHALL BE SHEEI� STEEL ASTM A446, A570, OR A611
<br /> 2,OOOKSI MINIMUM, WITH CORRESPONDING BASE FB = 2,900 PSI (NOT INCLUDING SIZE & REPETITIVE MEMBER FACTORS STEEL RAILING AS7M A53 OR A500 � PROJEC"f�:
<br /> PER REPORT ESR-1387; LOAD APPLIED PARAL�EL TO WIDE FACE OF STRAND) AND FV = 290 PSI. PSL ASSEMBLY TO BOLTS ASTM A325
<br /> BE TESTED UNDER IBC TESTING PROCEDURES. PSL MANUFACTURER SHALL PROVIDE ALL SPECIALTY ITEMS FOR A NORMAL WELDS AWS D1.1 FOR STRUCTURAL STEEL ES� Ff�CILI�IES
<br /> AND COMPLETE INSTALLATION OF THE MEMBERS. ALL PSL'S OTHER THAN PARALLAM SHALL HAVE ICC APPROVALS AWS D1.3 FOR SHEEf STEEL
<br /> SUBMITfED TO THE ARCHITECT FOR REVIEW. STUD SHEAR CONNECTIONS CONFORM TO AWS D1.1 � ������
<br /> CONCRETE FILL CONFORM TO NOTES FOR "CAST-IN-PLACE CONCREfE"
<br /> LSL SHOWN ON PLANS TO BE REDBUILT TIMBERSTRANDTM OR APPROVED EQUAL. MODULUS OF ELASTICITY (E) SHALL BE (USE MINIMUM 3000 PS) CONCREfE) ��ERETT
<br /> 1,500KSI MINIMUM, WITH CORRESPONDING BASE FB = 2,250 PSI (NOT INCLUDING SIZE & REPETITIVE MEMBER FACTORS CONCRETE REINFORCEMENT CONFORM TO NOTES FOR "CONCRETE REINFORCEMENT". -
<br /> . PER REPORT ESR-1387) AND FV = 400 PSI. LSL ASSEMBLY TO BE TESTED UNDER IBC TESTING PROCEDURES, LSL (USE MINIMUM WWF 6X6-Wl/4XW1.4 UNLESS NOTED)
<br /> ' MANUFACTURER SHALL PROVIDE ALL SPECIALTY ITEMS FOR A NORMAL AND COMPLEfE INSTALLATION QF THE MEMBERS. ����, � 650=E EVERGEZEEN Wi�Y
<br /> ALL LSL'S OTHER THAN REDBUILT SHALL HAVE ICC APPROVALS SUBMITTED TO THE ARCHITECT FOR REVIEW, INCLUDE TREADS AND RISER, STRINGERS, LANDINGS, RAILINGS AND ALL CONNECTIONS INCLUDING CQNNECTIONS TO THE � EVEEZETT�, Wt� 98203
<br /> ��� �, PRIMARY STRUCTURE UNLESS NOTED. DESIGN TO SUPPORT A LIVE LOAD OF 100 PSF OR CONCENTRATED LOAD OF 300 �
<br /> PLYWOOD/OSB ROOF, FLOOR AND WALL SHEATHING TO 8E APA RATED C-D EXPOSURE 1 PER APA "PLYWOOD DESIGN LBS AT ANY LOCATION, WHICHEVER PRODUCES THE GREATER STRESS. LIVE LOAD DEFLECTION SHALL NOT EXCEED
<br /> SPECIFICATION" (Y510). MAXIMUM FASTENER SPACING SHALL BE 6" O.C. AT ALL SUPPORTED PANEL EDGES, AND 1/360 OF THE SPAN. ALL INSERTS REQUIRED FOR ATTACHMENT TO THE STRUCTURE SHALL BE DESIGNED AND �
<br /> 12' O.C. AT INTERMEDIATE SUPPORTS. FASTENERS WT0 WOOD MEMBERS SHALL BE 10D NAILS PER THE WOOD PROVIDED BY THE CONTRACTOR. SUBMIT TO THE STRUCTURAL ENGINEER CALCULATIONS AND SHOP DRAWINGS STAMPED ��� ^ � T �
<br /> , »
<br /> BY A STRUCTURAL ENGWEER LICENSED IN THE STATE OF WASHINGTON. nl �
<br /> CONNECTORS" SECTION FASTENERS INTO COLD-FORMED STEEL MEMBERS SHALL BE #10 SCREWS PER THE �
<br /> "COLD-FORMED STEEL CONNECTORS"SECTION CONFORM TO SHAPE AND CONFIGURATION SHOWN ON THE ARCHITECTURAL DRAWINGS. CONSULT THE SPECIFICATIONS � �SSO�i����
<br /> STAGGER END LAPS AT ROOF AND FLOOR SHEATHING. ALL PANEL EDGES TO BE BLOCKED AT SHEAR WALLS. SUPPORT FOR ADDITIONAL INFORMATION. �
<br /> SHALL BE SUPPLIED TO ALL PLYWOOD EDGES WITH PLYCLIPS, BLOCKING, TQNGUE AND GROOVE PLYWOOD JOINTS OR � ARCHI TECT�S, II�IC. -
<br /> � OTHER APPROVED METHODS PER APA RECOMMENDATION. PLYCLIPS ARE NOT ALLOWED FOR FLOOR SHEATHING. � � ,
<br /> THE FOLLOWING ITEMS ARE CONSIDERED TO BE DEFERRED SUBMITi�ALS UNDER SECTION 107.3.4.1 OF THE �� 2000 - ll6 l H A�ENUE NE
<br /> , ����„ �,� INTERNATIONAL BUILDING CODE AND MUST BE SUBMITTED TO THE ARCHITECT OR THE ENGINEER FOR REVIEW. S�ll 1 E '�
<br /> WIDE FLANGE SHAPES TO BE ASTM A992,FY=50KS1. SUBMITfALS TO INCLUDE FULL, DETAILED DESIGN, DRAWINGS, AND CALCULATIONS SIGNED BY A PROFESSIONAL ENGINEER
<br /> CHANNELS, ANGLES, AND PLATES TO BE ASTM A36, FY=36KSI. I N T H E S T A T E W H E R E T H E P R O J E C T I S L O C A T E D. D E S I G N S S I G N E D B Y A N E N G I N E E R W H O I S N O T L I C E N S E D I N T H E B E L L E V�[E, W�, 9 8 0 0'�
<br /> PIPE COLUMNS TO BE ASTM A53, GRAOE B, FY=35KS1. STATE WHERE THE PROJECT IS LOCATED WILL BE REJECTED WITHOUT REVIEW. THESE ITEMS WILL THEN BE FQRWARDED
<br /> HSS RECTANGULAR AND SQUARE STRUCTURAL TUBE TO BE ASTM A500, GRADE B, FY=46KSL TO THE BUILDING OFFICIAL FOR APPROVAL. THE DEFERRED SUBMIT�AL ITEMS SHALL NOT BE INSTALLED UNTIL THEIR �25.637.0831
<br /> HSS ROUND STRUCTURAL TUBE TO BE ASTM A500, GRADE B, FY=42KSL DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. FAX.637.1878
<br /> ALL STEEL EXCEPT STEEL EMBEDDED IN CONCRE�E SHALL BE GIVEN ONE SHOP COAT OF APPROVED PAINT. • WOOD ROOF TRUSSES
<br /> WELDS TO BE 3 16" MINIMUM CONTINUOUS FILLET, BY CERTIFIED WELDERS USING E70XX ELECTRODES. • EXTERIOR CANOPY NOTE:
<br /> / 9. ARt�°DIIECTl1R,�l. 13RA1MN� �
<br /> ALL WELDING SHALL BE PERFORMED IN STRICT ADHERENCE TO A WRITfEN WELDING PROCEDURE SPECIFICATION (WPS) '1�iE PRI�lE C�1TRlaCT DRA��t�S.
<br /> PER AWS D1.1. ALL WELDfNG PARAMETERS SHALL BE WITHIN THE ELECTRODE MANUFACTURER'S RECOMMENDATIONS. �VIL, S'1RUCTURAI, �
<br /> WELDING PROCEDURES SHALL BE SUBMIT�ED TO THE OWNER'S TESTING AGENCY FOR REVIEW BEFORE STARTING MEt�iANiCAL, PLUM6ING,
<br /> � FABRICATION OR ERECTIONS. COPIES OF THE WPS SHALL BE ON SITE AND AVAILABLE TO ALL WELDERS AND THE �C �� �1�
<br /> SPECIAL INSPECTOR.
<br /> PROTEC�01�1� SHALL �E U� IN �
<br /> CONIJliNC110N YM?H ARCHI?ECTURAI.
<br /> FOR ASTM A6 GROUP 3 SHAPES THIS A FLANGE THICKNESS OF 1 ',� INCHES OR GREATER, GROUP 4 AND 5 SHAPES, ������� ��
<br /> AND BUILT-UP MEMBERS WITH A PLATE THICKNESS OF 1 'h INCHES OR GREATER, CHARPY V-NOTCH TESTING SHALL ��� a����S ��;�
<br /> BE PROVIDED IN ACCORDANCE THE ASTM A6 SUPPLEMENTARY REQUIREMENT S5 AND PER THE AISC SEISMIC � p��w� �Y
<br /> PROVISIONS FOR STRUCTURAL STEEL BUILDINGS, WITH A MINIMUM VALUE OF 20 FOOT - POUNDS AT 70 DEGREES p� p�Jq� � C���
<br /> FAHRENHEIT. EXCEPTIONS SHOWN IN AISC SPECIFICATION SECTION A3.1.0 MAY BE USED FOR MEMBERS THAT ARE NOT � p����s ��y �
<br /> PART OF THE SEISMIC FORCE RESISTING SYSTEM. R�POR'tID TO THE �iT�Cl' Ft� �
<br /> R�.lJ11QN PRlOR TO PR�l�G
<br /> STEEL TO STEEL BOLTED CONNECTIONS ARE SHOWN TO BE BEARING-IYPE CONNECTIONS USING A325 BOLTS WITH IM1H �tOC OR F CS�ON OF
<br /> THREADS INCLUDED IN THE SHEAR PLANE. HOLE SIZE SHALL BE IN ACCORDANCE WITH AISC SPECIFICATION FOR h1E IlE�I(S) IN QUESlI�d. .
<br /> BEARING CONNECTION AND BOLTS SHALL BE TIGHTENED TO SNUG-TIGHT CONDITION. 2. NOT A FULL �ZE DR�WIPtG U�dLE�S
<br /> WHERE BOLTS ARE NOTED A325SC, CONNECTIONS SHAL� BE FRICTION-TYPE CONNECTIONS WITH BOLTS TENSIONED AND o� PRIN'TED ON 24" x �" �1E�T. !F
<br /> USING APPROPRIATE HARDENED STEEL WASHERS AS REQUIRED BY AISC STANQARDS. � 1HiS S�IEET IS NOT 24° x �"
<br /> � 1HEN IT IS NOT TO S'CA�.
<br /> ANCHOR BOLTS EMBEDDED IN CONCRETE OR MASONRY ARE ASTM F1554 GRADE 36, UNLESS OTHERWISE NOTED. USE ��
<br /> HEADED ANCHOR BOLTS, NOT "J" BOLTS. DO NOT ENLARGE HOLES IN BASE PLATE BY BURNING. BENDING OF �
<br /> ANCHOR BOLTS IS PERMITTED ONLY WITH THE PRIOR APPROVAL FROM THE ENGINEER. ��
<br /> HIGH STRENGTH ANCHOR BOLTS TO BE ASTM F1554, A354, OR ASTM A193 GRADE B7, MINIMUM YIELD STRENGTH PER � �
<br /> DRAWINGS. NO WELDING TO OR BENDING OF HIGH STRENGTH ANCHOR BOLTS IS PERMITTED. ��
<br /> SHEAR STUDS SHALL BE "NELSON"(ESR�2856.) SHEAR STUD MATERIAL AND WE�DING TO BE PER AWS D1.1. �
<br /> WHERE NOT SPECIFICALLY SHOWN BY DETAIL, CONNECTIONS SHALL BE BOLTED FRAME BEAM CONNECTIONS PER AISC �� rzE�[s�o�«: ���rE .
<br /> - STANDARDS. � _ _ . �
<br /> DURING ERECTION, STRUCTURAL STEEL SHALL BE SECURED FROM COLLAPSING WITH TEMPORARY BRACING. � � �
<br /> � � CITY UPDATES 10 13 17
<br /> SUBMIT SHOP DRAWINGS PREPARED BY AN EXPERIENCED DEI�AILER FOR REVIEW PRIOR TO FABRICATION. SHOP �
<br /> DRAWINGS TO BE COMPLETE, SHOWING ALL WELDS AND MATERIAL GRADES. PROVIDE A PLAN LOCATION OR DETAIL
<br /> REFERENCE FOR EACH SHOP DRAWING. FOR MINOR STEEL-TO-STEEL CONNECTIONS OF 12"AND SMALLER STEEL � �
<br /> MEP�BERS: IF AN EXPLICIT CONNECTION IS NOT SHOWN ON THE STRUCTURAL DRAWINGS, DETAILER IS TO PROPOSE A „�
<br /> CONNECTION SIMILAR TO THE CONNECTIONS ON THE DRAWINGS OR PER AISC STANDARD CONNECTIONS. ON THE SHOP
<br /> DRAWING, CLOUD THE CONNECTION AND STATE "VERIFY." SHOP DRAWINGS NOT MEETING THESE CONDITIONS WILL BE
<br /> REJECTED. REVIEW OF SHOP DRAWINGS BY THE ENGINEER IS FOR DESIGN INTENT ONLY, AND DOES NOT INCLUDE
<br /> VERIFICATION OF DIMENSIONS AND QUANTITIES. VERIFICATION OF DIMENSIONS AND QUANTITIES ARE THE RESPONSIBILITY
<br /> OF THE CONTRACTOR. �
<br /> STEEL FABRICATORS AND DETAILERS: BASE BID TO INCLUDE STEEL DETAILER AND FABRICATOR TIME AND COSTS FOR
<br /> ROUTINE CONSTRUCTION QUESTIONS. ROUTINE CONSTRUCTION QUESTIONS INCLUDE DIMENSIONAL QUESTIONS AND MINOR
<br /> FRAMING QUESTIONS. ROUTINE CONSTRUCTION QUESTIONS ARE PART OF THE NORMAL CQNSTRUCTION PROCESS, AND
<br /> ARE TO BE INCLUDED IN THE BASE BID.
<br /> SC�E OF SiRl1CT11RAL �Id�NG 5�1�5: �
<br /> THE STRUCTURAL ENGINEER HAS PERFORMED THE STRUCTURAL DESIGN AND PREPARED THE STRUCTURAL WORKING �
<br /> DRAWINGS FOR THIS PROJECT. THE CONSTRUCTION MUST BE PERFORMED IN STRICT ACCORDANCE WITH THE ,
<br /> STRUCTURAL DRAWINGS. ANY DEVIATION FROM THE DRAWINGS MUST BE APPROVED IN WRITING BY THE STRUCTURAL
<br /> ENGINEER. ERRORS AND/OR OMISSIONS FOUND ON THE STRUCTURAL DRAWINGS MUST BE BROUGHT TO THE
<br /> STRUCTURAL ENGINEER'S ATTENTION IMMEDIATELY. -
<br /> � ARCHITECTURAL DRAWINGS ARE THE PRIME CONTRACT DRAWINGS. STRUCTURAL DRAWINGS SHALL BE USED IN
<br /> CONJUNCTION WITH ARCHITECTURAL DRAWINGS. PRIMARY STRUCTURAL ELEMENTS ARE DIMENSIONED ON THE STRUCTURAL DR�\�VN BY �
<br /> PLANS AND DETAILS. THE GENERAL CONTRACTOR SHALL VERIFY AND COORDINATE DIMENSIONS AMONG A�L DRAWINGS.
<br /> ANY DISCREPANCIES, CONTRADICTIONS, OR OMISSIONS SHALL BE REPORTED TO THE ARCHITECT FOR RESOLUTION PRIOR
<br /> TO PROCEEDING WITH WORK OR FABRICATION OF THE ITEM(S) IN QUESTION. � CHECKED BY R�
<br /> THE STRUCTURAL ENGINEER IS RESPONSIBLE FOR TNE DESIGN OF THE PRIMARY STRUCTURAL SYSTEM, EXCEPT FOR
<br /> ANY COMPONENTS NOTED ABOVE. RESPONSIBILITY FOR ANY SECONDARY STRUCTURAL AND NON-STRUCTURAL SYSTEMS � PROJEC["� �
<br /> NOT SHOWN ON THE STRUCTURAL PLANS RESTS WITH SOMEONE OTHER THAN THE STRUCTURAL ENGINEER. ,
<br /> THE STRUCTURE SHOWN ON THESE DRAWINGS IS STRUCTURALLY SOUND ONLY IN ITS COMPLETED FORM. THE � SET ISSUE D�\l-E: �/�/
<br /> CONTRACTOR SHALL PROVIDE ALL NECESSARY BRACING TO STABILIZE THE BUILDING DURING CONSTRUCTION. � .
<br /> � THE STRUCTURAL ENGINEER IS NOT RESPONSIBLE FOR, AND WILL NOT HAVE CONTROL OF, CONSTRUCTION MEANS,
<br /> METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES, OR FOR SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION
<br /> WITH THE CONSTRUCTION WORK, NOR WILL HE BE RESPONSIBLE FOR THE CONTRACTOR'S FAILURE TO CARRY OUT THE SHEET TITLE
<br /> CONSTRUCTION WORK IN ACCORDANCE WITH THE CONTRACT DOCUMENTS.
<br /> FIELD MEASUREMENTS AND THE VERIFICATION OF FIELD DIMENSIONS ARE NOT PART OF THE STRUCTURAL ENGINEER'S
<br /> RESPONSIBILITY. THE CONTRACTOR MUST CHECK ALL (ASSUMED) EXISTING CONDITIONS SHOWN ON THESE DRAWINGS N� � � ��
<br /> FOR ACCURACY AND NOTIFY THE STRUCTURAL FNGINFER OF ANY DISCREPANCIES.
<br /> . OMISSIONS FROM THE DRAWINGS OR SPECIFICATIONS OR THE INADVERTENT MISLABELING OF DEfAILS OF WORK WHICH O SHEE-I-# �
<br /> ARE MANIFESTLY NECESSARY TO CARRY OUT THE WTENT OF THE DRAWINGS AND SPECIFICATIONS, OR WHICH ARE PS M C O N S U LT I N G EN G I N E E RS, I N C. �
<br /> CUSTOMARILY PERFORMED, SHALL NOT RELIEVE THE CONTRACTOR FROM PERFORMING SUCH OMITTED OR INADVERTENT �
<br /> 2200 SIXTH AVENUE, SUITE 601 �
<br /> MISLABELED DEfAILS OF THE WORK BUT THEY SHALL BE PERFORMED AS IF FULLY AND CORRECTLY SEf FORTH AND � SEATTLE, WA 9�i 21 � � ,
<br /> DESCRIBED IN THE DRAWINGS AND SPECIFICATIONS.
<br /> P: 206e622.4580 F:206.622.0�22 -
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