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<br /> GENERAL STRUCTURAL NOTES
<br /> (TNE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE PLANS.) B. DESIGN CRITERIA CONCRETE PROTECTION (COVER) FOR FOOTINGS AND SLABS-ON-GftADE ftEINFORCING STEEL SHALL BE AS .
<br /> � FOLLOWS:
<br /> A. GENERAL 1. DESIGN LOADS
<br /> 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION FOR NEW CONSTRUCTION SHALL ROOF LIVE LOAD 25 PSF (SNOW*, Is=1.0) FOOTINGS AND OTHER UNFORMED SURFACES, EARTH FACE 3"
<br /> CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2012 ROOF DEAD LOAD 2Q p� FORMED SURFACES EXPOSED TO EARTH (i.e. WALLS BELOW GROUND} OR WEATHER ,
<br /> EDITION. ACCESS FLOOR LIVE LOAD 100 PSF (�6 BARS OR LARGER) 2" � : � �
<br /> ACCESS FLOOR DEAD LOAD 15 PSF ��5 BARS OR SMALLER) 1-1/2 �
<br /> RCHITECTllRAL DRAIMNGS FOR COLUMN 11ES OR SPIRALS AND BEAM STIRRUPS 1-1/2" � �` � ^ � ]� � �
<br /> 1. S T R U C T U R A L D R A W I N G S S H A L L B E U S E D I N C O N J U N C T I O N I M T H A S T A I R L I V E L O A D 1 0 0 P S F ' � �� ` `� ` ' �d � � ^
<br /> BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DII�ENSIONS ANQ CONDITIONS FOR HAND/GUARD RAIL LOAD 200# OR 50 PLF S�BS 3/4# �= j ` { �` 3 y'� �� $ ��v 4 � �
<br /> COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. SEE J' e � ' �`f �� � '
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<br /> ARCHITECTURAL DRAWINGS FOR EXACT LOCATIQNS AND DIMENSIONS-0F DOOR AND WINDOW OPENINGS. ALLOWABIE SOIL PRESSURE** ............. 4000 PSF 9. CONCRETE WALL REINF4RCING - PROVIDE THE FOLLOWING UNLESS DETAILED OTHERWISE � x` 4 `� " ° ' �
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<br /> SEE MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF MISCELLANEOUS �1ECHANICAL OPENINGS. PASSIVE EARTH PRESSURE�* .................. 360 PCF ,f . . ._ � . - ' � `� � �£�' , �
<br /> �,�._ . � . , _. .
<br /> PASSIVE EARTH PRESSURE## .................. 360 PCF 6N WALLS #4 � 13 HORIZ. #4 � 13 VERTICAL 1 CURTAIN � CENTER
<br /> � 2. CONTRACTOR SHALL VERIfY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CONDITIONS PRIOR TO COEFFICIENT OF FRICTION�* .................... 0.5 8" WALLS #5 � 15 HORIZ. #5 � 15 VERTICAL 1 CURTAIN � CENTER
<br /> COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTING CONSTRUC110N SHOWN ON THE DRAWINGS ARE 10" WALLS #4 � 16 HORIZ. #4 � 16 VERTICAL 2 CURTAINS (ONE EACH FACE) 1122 80th Street SW :
<br /> INTENDED AS GUIDELINES ONLY AND MUST BE VERIFIED. ��SOILS REPORT REFERENCE: GEOTECHNICAL ENGINEERING INVEST1GATi0N 12° WALLS #4 � 12 HORIZ. #4 � 12 VERTICAL 2 CURTAINS (ONE EACH FACE}
<br /> PROPOSED JAMCO 16G DYNAMIC SLED EVER�T T, WA 98203
<br /> 3. DEMOLI110N: CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS BEFORE COMMENCING ANY KRAZAN & ASSOCIATES, INC. 14. NON-SHRINK GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND SHALL BE MIXED
<br /> DEMOLITION. SHORING SHALL BE INSTALLED TO SUPPORT EXISTING CONSTRUCTION AS REQUIRED AND IN PROJECT No. 092-15010
<br /> A MANNER SUITABLE TO THE W4RK SEQUENCE. EXISTING REINFORCING SHALL BE SAVED WHERE AND AS DECEMBER 8, 2015 AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISNED RECOMMENDATIONS. GROUT
<br /> NOTED ON THE PLANS. SAW CUTf1NG, IF AND WHERE USED, SHALL NOT CUT EXISTING REINFORCING SHALL BE NON-SHRINK, CEI�ENT-BASED AND HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF
<br /> THAT IS TO BE SAVED. DEMOLITION DEBRIS SHALL NOT BE ALLOWED TO DAMAGE OR OVERLOAD THE C. FOUNDATIQN f c = 500q PSI WHEN TESTED IN AGCORDANCE WITH ASTM C109.
<br /> EXISIING STRUCTURE. LIMIT CONSTRUCTION LOADING (INCLUDING DEMOLITION DEBRIS) ON EXISTING FLOOR m �
<br /> 11. ADHESIVE ANCHOR SYSTEM SHALL BE SET IN HIT-HY 240-A OR HIT-RE 500-SD BY HILTI OR S I I i I ��.
<br /> SYSTEMS TO 40 PSF. 1. FOUNDATION EXCAVATION, BACKFlLL AND COMPACTION SHALL CONFORM TO SPECIFICATION APPROVED EQUAL
<br /> REQUIREMENTS. THIS CONSTRUCTION WORK, INCLUDING DRAINAGE, SHORING AND SUCH OTHER RELATED 1725 westlake avenue n.
<br /> 4. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE t�ETHODS, WORK AS REQUIRED, SHALL BE CONDUCTEp BY THE CONTRACTOR UNDER THE OBSERVATtON AND suite 210 ,
<br /> ' TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM HIS WORK. STRUCTURAL DESIGN OF DIRECTION OF THE GEOTECHNICAL ENGINEER. seattle, washington 98109
<br /> THE BUILDING IS BASED ON RESISTANCE TO DEAD LOAQS, CODE SPECIFIED LATERAL LOADS, AND F. STRUCTURAL STEEL
<br /> MAXIMUM EXPECTED SERVICE LOADS. NO CONSIDERATIQN HAS BEEN GIVEN TO LOADS WHICH WILL BE 2. FOOTINGS SHALL BEAR ON SOLID UNDISTURBED EARTH (CONTROLLED, COMPACTED STRUCTURAL FILL 1. STRUCTURAL SIEEL DESIGN, FABRICATION, AND ERECTION SHALL BE BASED ON THE AISC 206.838.5485 p
<br /> INDUCED BY ERECTION PROCEDURES. THE CONTRACTOR SHALL VERIFY, TO THE SATISFACTION OF OR BOTH) AT LEAST 18" BELQW LOWEST ADJACENT FINISHED GRADE. MATERIAL TO BE COMPACTED TO "SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS," 206.713.4076 m
<br /> HIM�/HERSELF AND THE OWNER, THE ABILITY OF THE STRUCTURE TO RESIST ALL ERECTION LOADS 95% MINIMUM OF MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D1557. 206.464.Q700 f
<br /> WITHOUT EXCEEDING THE ALLOWABLE STRESSES OF TtiE MATERIALS USED. WHERE ERECTION LOADS LATEST EDITION, PLUS ALL REFERENCED CODES. ;
<br /> ksmith@smithco.org
<br /> WOULD OVERSTRESS TNE STRUCTURE, THE CONTRACTOR SHAI.L SUBMIT DESIGN DOCUMENTS FOR 3. FOOTiNGS MAY BE POURED IN NEAT EXCAVATIONS PROVIDED SIZE IS INCREASED 3" AT EACH
<br /> TEMPORARY BRACING AND STRENGTHENING, INCLUDING FABRICATION AND ERECTION DRAWINGS, TO THE INTERFACE WITH SOIL PRIME ALL NEW STEEL WITH TWO COATS OF PEROXIDE PRIMER. http://www.smithco.org/
<br /> ARCHITECT FOR REVIEW. THESE DQCUMENTS SHALL BEAR THE SEAL AND SIGNATURE OF A REGISTERED
<br /> STRUCTURAL ENGINEER IN THE STATE OF WASHINGTON. THE CONTRACTOR SHALL PROVIDE, INSTALL AND 4. ALL FOOTING EXCAVATIONS SHALL BE HAND CLEANED PRIOR TO PLACING CONCRETE. 1. ALL °W(WIDE FLANGE BEAM AND COLUMN) SHAPES SHALL CONFORM TO ASTM A992. PLATES,
<br /> IF NECESSARY REt�OVE SUCH TEMPORARY WORK AS REQUIREO. BARS AND OTHER ROLLED SHAPES SHALL CONFORM TO ASTM A36, Fy = 36 KSI, UNLESS CALLED OUT
<br /> 5. ALL ABANDONED FOOTINGS, UTILI�IES, ETC. THAT INTERFERE WITH NEW CONSTRUCTION SHALL BE OTHERWISE ON PLAN. STEEL PIPE SHALL BE SCHEDULE 40 CONFORMING TO ASTM A53, TYPE E OR S,
<br /> . 5. CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND REMOVED. GRADE B, Fy = 35 KSi. RECTANGULAR HSS SHALL CONFORM TO ASTM A500, GRADE B, Fy = 46 KSI, Consuitant
<br /> STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON ROUND HSS SHALL CONFORI� TO ASTM A500, GRADE B, Fy = 42 KSI.
<br /> SHOP DRAWINGS ONLY WILL NOT SATiSFY THIS REQUIREMENT. 6. CONTRACTOR SHALL PROVIDE FOR DESIGN AND INSTALLATI4N OF ALL CRIBBING, SHEATHING, AND
<br /> SHORING REQUIRED TO SAFELY RETAIN EXCAVA�IONS. 2. ALL CONNECTION BOLTS AT STEEL/STEEL CONNECTIONS SHALL BE ASTM A325 OR ASTM A490 AND
<br /> fi. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE SHALL BE INSTALLED, TIGHTENED, AND INSPECTED IN ACCORDANCE WITH THE AISC 'SPECIFICATION FOR
<br /> NOT SPECIFICALLY INDICATED, BUT ARE OF 51MILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF 7, BACKFILL BEHINQ ALL EXCAVATIONS AND PROVIDE DRAINAGE AS DESCRIBfD IN THE SOILS REPORT. STRUCTURAL JOINTS USING ASTM A325 OR A 490 BOLTS." THE CRITERIA FOR SNUG-T1GHT CONNEC110NS
<br /> GONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPRQVAL BY THE ARCHITECT AND THE SHALL APPLY TO ALL CONNECTIONS UNLESS SPECIFICALLY NOTED AS SLIP-CRITICAL ON THE STRUCTURAL
<br /> STRUCTURAL ENGINEER. DRAWINGS. WHERE CONNECTIONS ARE NOTED AS SLIP-CRITICAL, THE CONTRACTOR SHALL INSTALL PER �
<br /> D. CONCRETE CRITERIA FOR SLIP-CRITICAL CONNECTIONS. SLIP-CRITI�AL CONNECTIONS SHALL USE LOAD INDICATOR � FQSSATTI PAWLAK
<br /> 7. ALL STRUCIURAL SYSTEMS WHICH ARE TO BE COMPOSED OF GOMPONENTS TO BE FIELD ERECTED WASHERS OR TENSION CONTROL BOLTS. ALL BOLT HOLES SHALL BE STANDARD SIZE, UNLESS NOTED �
<br /> SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND 1, ULIIMATE STRENGTH DESIGN PER IN7ERNATIONAL BUILDING CODE AND ACI 318-11. OTHERWISE.
<br /> � STRUCTURAL ENGINEERS
<br /> ERECTION IN ACCORDANCE IMTH INSTRUCTIONS PREPARED BY THE SUPPLIER.
<br /> 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE COORDINA110N OF TNE SELEC110N OF OPTIONAL �7s5 wes�ake Ave N,ste 205 seame,wA
<br /> 2. CQNCRETE FOR REACTION BLOCK SHALL BE PROVIDED AS NOTEQ IN SEAT'TLE SAFETY PLANS AND sa�os
<br /> . 8. INSPECTIONS: INSPECTIONS OF THE 1NE STEEL REBAR AND WOOD FORMS FOR CONCRETE FOOTINGS SPECIFICATIQNS. DETAILS SHOY�I ON THE DRA4YINGS. THE GONTRACTOR SHALL ALSO BE RESPONSIBLE FOR ALL ERECTION Phone:2os.ass.3o�� .
<br /> & FOUNDAl10NS, AND CONCRETE SLABS ARE REQUIRED PER IBC SECTION 110.3. AIDS AND JOINT PREPARATIONS THAT INCLUDE, BUT ARE NOT LIMITED T0: ERECTION ANGLES, LIFT Fax206.456.3076
<br /> HOLES, AND OTHER AIDS; WELDING PROCEDURES; REQUIRED ROOT OPENINGS; ROOT FACE DIMENSIONS; www.►ossatti.com
<br /> 9. SPECIAL INSPECTION: SHALL BE PERFORMED BY A CERTiFIED TESTING AGENCY, DESIGNATED BY THE CONCRETE FOR FOOTINGS AND SLABS-ON-GRADE SHALL CONFORM TO A 28-DAY STRENGTH OF fc = GROOVE ANGLES; BACKING BARS; COPES; SURFACE ROUGHNESS VALUES; AND TAPERS OF UNEQUAL
<br /> ARCHITECT OR ENGINEER, AND APPROVED BY THE OWNER. 3000 PSI, SHALL CONTAIN NOT LESS THAN 5-1/2 SACKS OF CEMENT PER CUBIC YARD, AND SHALL BE PARTS.
<br /> PROPORTIONED TO PRODUCE A SLUMP OF 5" OR LESS.
<br /> THE SPECIAL INSPECTION AGENCIES SHALL PRODUCE REPORTS AND KEEP RECORDS PER IBC SECTION 4. ALL WELDING SHALL BE IN CONFORMANCE WITH AISC AND AWS STANDARDS AND SHALL BE Consuttant Registration Architect Registration
<br /> 1704.2.4. 3. THE MINIMUM AMOUNTS OF CEMENT AND MAXIMUM AMOUNTS OF WATER MAY BE CHANGED IF A PERFORMED BY WABO CERTIFIED WELDERS USING E70XX ELECTROQES. WELDS, UNLESS OTHERWISE NOTED,
<br /> CONCRETE DESIGN MIX IS SUBMITTED TO THE STRUCTURAL ENGINEER AND THE BUILDING DEPARTMENT SHALL BE 3/16' CONIINUOUS FILLET WELDS. WELDS SHOWN ON DRAWINGS ARE MINIMUM 51ZES.
<br /> THE SPECIAL INSPECTION AGENCIES DUTIES SHALL INCLUDE THE FOLLOWING: FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE CONCRETE PERFORMANCE MIX INCREASE WELD SIZE TO AWS MINIMUM SIZES, BASED ON PLATE THICKNESS. WELDING OF REINFORCING
<br /> SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES AS BARS IF REQUIRED SHALL BE PERFORMED USING LOW HYDROGEN ELECTRODES. WELDING WITHIN 4° OF �' wA�`�l�
<br /> WELL AS TNE WATER CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATiNG STRENGTH DATA IN COLD BENDS IN RE NFORCING STEEL IS NOT PERMITTED. SEE REINFORCING NOTE FOR MATERIAL ���� yl�c�,�
<br /> 9.1 STEEL CONSTRUCTION: ACCORDANCE WITH ACI 318 SECTION 5.3. '
<br /> VERIFY AND/OR INSPECT STEEL CONSTRUC110N PER IBC TABLE 1705.2.2, AND IBC SECTIONS 1705.2 � REQUIREMENTS OF WELDED BARS. WELDING PROCEDURES SHALL BE SUBMITTED TO THE OWNER'S TESTING �� �� ° 9 �
<br /> � AND 1705.11. THIS INCLUDES (BUT IS NQT LIMITED TO) STRUCTURAL STEEL, HIGH-STRENGTH ALL CONCRETE EXPOSED TO FREEZING TEMPERATURES WHILE CURING AND ALL CONCRETE AGENCY FOR REVIEW BEFORE STARTING FABRICATION OR ERECTION. �
<br /> BOLTING, WELDING, AND JOINTS OF STEEL FRAMES. PERMANENTLY EXPOSED TO WEATHER SHALL BE AIR-ENTRAINED WITH AN AIR-ENTRAINING AGENT � N� •��
<br /> CONFORMING TO IBC SECTION 1904.2. TOTAL AIR C4NTENT SHALL BE IN ACCORDANCE WITH TABLE ALL WELDS SHALL BE VISUALLY INSPECTED AT 1NE SITE BY A QUALIFIED INSPECTOR. �,��'�T 23024 ��'�<v
<br /> 9.2 CONCRETE CONSTRUCTION: 19p4.2.1 OF THE INTERNATIONAL BUILDING CODE ��SI NAL�E�1
<br /> VERIFY AND/OR INSPECT CONCRETE PER IBC TABLE 1705.3 AND IBC SEC110NS 1705.3. THIS FlELD WELD ARROWS ARE SHOWN ONLY WHERE A FIELD WELD IS REQUIRED BY THE SIRUCTURAL DESIGN. ,
<br /> ' INCLUDES (BUT IS NOT LIMITED TO) REINFORCING STEEL, PRESTRESSING TENDONS, REBAR WELDING, NO ADMIXTURES, OTHER THAN FOR AIR-ENTRAINMENT AS NQTED ABOVE, SHALL BE USED WITHOUT THE CONTRACTOR IS RESPONSIBLE FOR DETERMINING IF A WELD SHOULD BE SHOP OR FIELp WELDED IN .
<br /> ANCHOR BOLTS IN CONCRETE, USE OF CONCRETE DESIGN MIX, PLACEMENT TECHNIQUES OF PRIOR REVIEW BY THE STRUCTURAL ENGINEER. ORDER TO FACILITATE THE STRUCTURAL STEEL ERECTION.
<br /> Issues and Revisions
<br /> CQNCRETE AND SHOTCRETE, PRESTRESSED CONCRETE, AND CONCRETE STRENGTH. SEE IBG SECTiON
<br /> 1705.3 FOR EXCEPTIONS TO SPECIAL INSPECTION OF CONCRETE CONSTRUCTION. ALL CONCRETE IN ELEVATED STRUCTURAL SLABS AND BEAMS SHALL BE POURED MONOLITHICALLY No. Date Issues By Check
<br /> UNLESS SHOWN OTHERWISE OR APPROVED BY THE ENGINEER PRIOR TQ PLACEMENT. 1 12.14.15 FOR REVIEW JDA FPP
<br /> 9.3 MASONRY CONSTRUCTION: 2 12.16.15 PERMIT JDA FPP
<br /> VERIFY AND/OR INSPECT MASONRY PER 'LEVEL Ba SPECIAL INSPECTIONS LISTED IN ACI530-11 4. REINFORCING
<br /> . TABLE 1.19.3. THIS INCLUDES (BUT IS NOT LIMtTED TO) MASONRY UNITS, MORTAR, PRE-STRESSING 3 01.15.16 PRICING SET JDA FPP ,
<br /> TECNNIQUES, PRE-STRESSING FORCES, PRE-STRESSING TENDONS, PRE-STRESSING ANCHORAGE, REINFORCING FOR REACTION BLOCK SHALL BE PROVIDED AS NOTED IN SEATILE SAFETY PLANS AND
<br /> JOINTS, REINFORCING STEEL, AND MATERIAL TESTING. SPECIF1CATIONS.
<br /> 9.4 SOILS: REINFORCING STEEL FOR FOOTINGS AND SLABS-ON-GRADE SHALL BE DEFOftMED BARS CONFORMING TO
<br /> , SPECIAL INSPECTION IS REQUIRED OF THE EXISTING SITE SOIL CONDI110NS, FILL PLACEMENT, AND ASTM A615 (INCLUDING SUPPLEMENT S1), GRADE 60, fy = 60,000 PSL .
<br /> LOAD-BEARING REQUIREMENTS PER IBC SECTION 1705.6.
<br /> 5. REINFORCING STEEL FOR REACTION BLOCK SHALL BE DETAILED AS NOTED IN SEATTLE SAFETY PLANS
<br /> FOR A �IORE DETAILED EXPLANATION OF SPECIAL INSPECTIONS, AND FOR A MQRE EXTENSIVE LIST OF AND SPECIFlCATIONS.
<br /> THE SPECIAL INSPECTIONS REQUIRED, SEE THE IBC, THE ARCHITECTURAL DRAWINGS AND THE PROJECT
<br /> SPECIFIGATIONS. REINFORCING STEEL FOR FQOTINGS AND SLABS-ON-GRADE SHALL BE DETAILED (INCLUDING HOOKS AND
<br /> 10. SHOP DRAWINGS FOR REINFORCING STEEL (FOR BOTH CONCRETE AND MASONRY CONSIRUCTION), BENDS) IN ACCORDANCE WITH ACI 318 (LATEST EDITION). LAP ALL CQNTINUOUS REINFORCEMENT PER
<br /> NQTE D.6. PROVIDE CORNER BARS AT ALL WALL INTERSECTIONS. LAP CORNER BARS PER NOTE D.6.
<br /> � STEEL CONSTRUCTION, AND DEFERRED SUBMITTALS (SEE PARAGRAPH "A.12°) SHALL BE SUBMITTED TO �AP ADJACENT MATS OF WELDEQ WIRE REINFORCEMiENT A MINIMUM OF 8" AT SIDES AND ENDS.
<br /> THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS.
<br /> NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELQ BENT UNLESS SPECIfICALLY SO
<br /> ENGINEER OF RECORD SHALL REVIEW SHOP DRAWINGS FOR DESIGN INTENT ONLY. DIMENSIONS AND DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER.
<br /> QUANTITIES ARE NOT GUARANTEED BY THE ENGINEER OF RECORD, AND THEREFORE, MUST BE VERIFIED
<br /> � BY THE GENERAL CONTRACTOR. DRAIMNGS FOR COMPONENTS DESIGNED PRIMARILY BY OTHERS SHALL BE 6. REINFORCING STEEL LAPS AND EMBEDMENT FOR REAC110N BLOCK SHALL BE AS NOTED IN SEATTLE
<br /> APPROVED BY THE COMPONENT DESIGNER PRIOR TO CURSORY REVIEW BY THE ENGINEER OF RECORD FOR SAFETY PLANS AND SPECIFICATIONS.
<br /> LOADS IMPOSED ON THE BASIC STRUCTURE SUBMITfALS SHALL INCLUDE A REPRODUCIBLE AND A COPY;
<br /> REPRODUCIBLE WILL BE REVIEWED AND RETURNED. SHOP DRAWINGS MUST BE REVIEWED AND STAMPED REINFORCING STEEL LAPS AND EMBEDMENT FOR FOOIINGS AND SLABS-ON-GRADE SHALL BE AS NOTED
<br /> BY CONTRACTOR PRIOR TO REVIEW BY ENGINEER. BELOW, UNLESS NOTED OTHERWISE:
<br /> DEVELOPMENT LENGTH - COMPRESSION 2Q BAR DIAM. - 24" MINIMUM GENERAL STRUCTURAL NOTES
<br /> 11. PRE-MANUFACTURED, PRE-ENGINEERED STRUCTURAL COMPONENTS SHALL BE DESIGNED BASED ON DEVELOPMENT LENGT}i - TENSION 48 BAR DIAM. - (#11 BAR - 54 BAR DIA.)
<br /> THE CRITERIA PRESENTED IN THE CONTRACT DOCUMENTS. THE COMPONENT DESIGNER IS RESPONSIBLE DEVELOPt�ENT LENGTH - TENSION, top bar* 64 BAR DIAM. - (#11 BAR - 70 BAR DIA.) Project Name JAMCO SERVO SLED
<br /> � FOR CODE CONFORMANCE, TEMPORARY AND PERMANENT BRACING AND ALL NECESSARY CONNECTIQNS,
<br /> INCLUDING CONNECTIONS TO THE PRIMARY STRUCTURE, NOT SPECIFICALLY CALLED OUT ON THE LAP SPLICE LENGTH - COMPRESSION 30 BAR DIAM. - 24" MINIMUM Project Number 15-201
<br /> ARGHITECTURAL OR STRUCTURAL DRAWINGS. SHOP DRAWINGS SHALL INDICATE THE MAGNITUDE AND Lqp SPLICE LENGTH - TENSION 64 BAR DIAM. - (�11 BAR - 70 BAR DIAM.� Descri tion
<br /> DlRECTION OF ALL LOADS IMPOSED ON THE PRIMARY STRUCTURE. SHOP DRAWINGS AND CALCULATIONS P
<br /> SHALL BE SUBMITTED PER PARAGRAPH °A.10.° OF THESE NOTES. LAP SPLICE LENGTH - TENSION, top bar# 80 BAR DIAM. - (#11 BAR - 90 BAR DIAM.)
<br /> 12. DEFERRED SUBMITTALS - THE FOLLOWING ITEMS ARE CONSIDERED TO BE DEFERRED SUBMITTALS *TOP BARS ARE HORIZONTAL REINFORCEMENT 50 PLACED THAT MORE THAN 12" QF CONCRETE IS CAST Computer File
<br /> UNDER SECTION 106.3.4.2 OF THE INTERNATIONAL BUILDING CODE AND MUST BE SUBMITTED TO THE IN THE MEMBER BELOW THE BAR.
<br /> ARCHITECT OR THE ENGINEER FOR REVIEW. THESE fTEMS WILL THEN BE FORWARDED TO THE BUILDING
<br /> OFfICIAL FOR APPROVAL. THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNT1L THEIR ALL HOOKS SHALL BE "STANDARD" IN ACCORDANCE WITH ACI 318. REINFORCiNG SHALL NOT BE TACK s���
<br /> DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. WELDED. DO NOT WELD GRADE 60 REINFORCING.
<br /> * PRE-ENGINEERED HAND/GUARD RAiLS Template 4.3 (120101)
<br /> PRE-ENGINEERED STEEL STAIRS 7. MECHANICAL SPLICING OF REINFORCING BARS, WHERE INDICATED ON THE DRAWINGS, SHALL BE BY AN
<br /> � INTERNATIONAL COQE GOUNSEL (ICC) APPROVED SYSTEM (SUCH AS LENTON, FOX-HOWLETT, ETC.) AND Ail ideas, designs, arrangements, and pians indicated or
<br /> SHALL DEVELOP 125% OF THE SPECIFIED YIELD STRENGTH OF THE BARS. SPLICE LOCATIONS OF represented by this drawing are owned by and the property of
<br /> ALTERNATE BARS SHALL BE OFF'SET BY A DISTANCE WHICH CONFQRMS TO THE ICC REPORT QF THE smith co. uc and were created, evo�ved, and developed
<br /> SPLICE USED. for use on and in connection with the specified project. None of
<br /> such ideas, designs, arrangements or plans shall be used
<br /> ' $. CONCRETE PROTECTION (COVER) FOR REACTION BLOCK REINFORCING STEEL SHALL BE AS NQTED IN by or disclosed to any person, firm, or corporatian for any
<br /> SEATTLE SAFETY PLANS ANQ SPEGIFlCATIONS. purpose whatsoever without the written permission of smith co. Ilc.
<br /> S1 . 1
<br /> GENERAL STRUCTURAL N�TES 3
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