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GENERAL STRUCTURAL NOTES PODIUM STRUCTURE E. POST TENSIONING
<br /> (THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE PLANS.) R=5.0
<br /> V 1.3*V + 0.17W = 589K (INCLUDING COMBINED UPPER LEVEL FORCE) 1. DESIGNATION: POST TENSIONING IS DESIGNATED ON THE STRUCTURAL PLANS WITH THE TOTAL FINAL FORCES REQUIRED AND IS TO BE
<br /> A. GENERAL ULT = ULT UPPER VERIFIED BY POST TENSION SUPPLIER AND STRUCTURAL ENGINEER NOTIFIED OF ANY DISCREPANCIES.
<br /> EQUIVALENT LATERAL FORCE PROCEDURE ® FOSSATTI PAWLAK
<br /> 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION FOR NEW CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, LATERAL LOADS ARE RESISTED BY BEARING WALL SYSTEM 2. STRAND: PRESTRESSING STEEL TO BE SEVEN WIRE LOW RELAXATION STRAND FOR PRESTRESSED CONCRETE PER / ASTM 416, CLEAN, AND
<br /> AND THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION. SPECIAL REINFORCED CONCRETE SHEAR WALLS FREE FROM CORROSION, HAVING A GUARANTEED MINIMUM ULTIMATE STRENGTH OF 270,000 PSI. Mil STRUCTURAL ENGINEERS
<br /> & CONCRETE DIAPHRAGMS 1735 Westlake Ave N,Ste 205
<br /> 2. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR 3. ANCHORAGES: ANCHORING HARDWARE SHALL MEET THE MINIMUM REQUIREMENTS SET FORTH IN ACI STANDARD BUILDING CODE Seattle,WA 98109
<br /> SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. ALLOWABLE SOIL PRESSURE** 5000 PSF REQUIREMENTS FOR CONCRETE (AC 318 25.8) AND POST TENSIONING INSTITUTE SPECIFICATIONS FOR UNBONDED SINGLE STRAND TENDONS. CABLE Fax:206.456 307671
<br /> SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF DOOR AND WINDOW OPENINGS. SEE MECHANICAL DRAWINGS FOR SIZE LATERAL EARTH PRESSURE** 35 PCF (ACTIVE W\ LEVEL BACKFILL) ENDS TO BE PROTECTED BY ENCAPSULATING PLASTIC COVERING. www,tossattl.com
<br /> AND LOCATION OF MISCELLANEOUS MECHANICAL OPENINGS. 45 PCF (AT-REST)\7H (SEISMIC)
<br /> 100 PCF (TRAFFIC SURCHARGE) 4. CONCRETE: TO BE F'C = 6000 PSI © 28 DAYS. TENSIONING OPERATIONS SHALL NOT COMMENCE UNTIL TEST OF CYLINDERS INDICATE THAT
<br /> 3. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS 350 PCF (PASSIVE) CONCRETE HAS REACHED A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI. ALL POST TENSIONED CONCRETE SHALL REMAIN SHORED UNTIL
<br /> HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. 0.35 COEFFICIENT OF FRICTION TENDONS ARE STRESSED.
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<br /> 4. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES 5. TENDONS: TO BE SHOP COATED WITH COATING COMPOUND TO PREVENT BOND, REDUCE FRICTION, AND RESIST CORROSION AND ENCASED IN n�"� P, p�S.ss>�
<br /> REQUIRED TO PERFORM HIS WORK. STRUCTURAL DESIGN OF THE BUILDING IS BASED ON RESISTANCE TO DEAD LOADS, CODE SPECIFIED LATERAL *EVEER TILS , WA" PREPARED BY PANGEO, INC., PROJECT
<br /> NICAL T, 7-2 3, DATEDD RT TS, 19, N BROADWAY, SLIPPAGE SHEATHING. TENDONS SHALL BE DRAPED TO APPROXIMATE PARABOLIC PROFILE BETWEEN SUPPORTS AND SHALL CONFORM TO THE c� OF WASti/,1,�v
<br /> # OCTOBER 9, 20 7 G.., � �� � c�� N�
<br /> LOADS, AND MAXIMUM EXPECTED SERVICE LOADS. NO CONSIDERATION HAS BEEN GIVEN TO LOADS WHICH WILL BE INDUCED BY ERECTIONCONTROL POINTS SHOWN IN THE PROFILE. DIMENSIONS SHOWN ON DETAILS LOCATE THE CENTER OF GRAVITY OF THE TENDON OR GROUP OF �� o - ,'
<br /> PROCEDURES. THE CONTRACTOR SHALL VERIFY, TO THE SATISFACTION OF HIM/HERSELF AND THE OWNER, THE ABILITY OF THE STRUCTURE TO C. FOUNDATION TENDONS. LOW POINTS ARE AT MID-SPAN UNLESS NOTED OTHERWISE. ADEQUATE SUPPORT BARS AND CHAIRS SHALL BE FURNISHED TO HOLD . , Aek---
<br /> RESIST ALL ERECTION LOADS WITHOUT EXCEEDING THE ALLOWABLE STRESSES OF THE MATERIALS USED. WHERE ERECTION LOADS WOULD TENDONS IN PLACE DURING THE CONCRETE PLACEMENT. VERTICAL TENDON DIMENSIONS SHALL NOT VARY MORE THAN 1/4" FROM THE DIMENSIONS . N�1 riii f
<br /> OVERSTRESS THE STRUCTURE, THE CONTRACTOR SHALL SUBMIT DESIGN DOCUMENTS FOR TEMPORARY BRACING AND STRENGTHENING, INCLUDING 1. FOUNDATION EXCAVATION, BACKFILL AND COMPACTION SHALL CONFORM TO SPECIFICATION REQUIREMENTS. THIS CONSTRUCTION WORK, SHOWN. SLIGHT DEVIATIONS IN SPACING OF SLAB TENDONS WILL BE PERMITTED WHERE REQUIRED TO AVOID OPENINGS, INSERTS, AND DOWELS. ���O�S' 23024 . ' <i '
<br /> FABRICATION AND ERECTION DRAWINGS, TO THE ARCHITECT FOR REVIEW. THESE DOCUMENTS SHALL BEAR THE SEAL AND SIGNATURE OF A INCLUDING DRAINAGE, SHORING AND SUCH OTHER RELATED WORK AS REQUIRED, SHALL BE CONDUCTED BY THE CONTRACTOR UNDER THE WHERE TENDON SEEMS TO INTERFERE WITH EACH OTHER, ONE TENDON MAY BE MOVED HORIZONTALLY IN ORDER TO AVOID THE INTERFERENCE. �K.',?,
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<br /> REGISTERED STRUCTURAL ENGINEER IN THE STATE OF WASHINGTON. THE CONTRACTOR SHALL PROVIDE, INSTALL AND IF NECESSARY REMOVE SUCH OBSERVATION AND DIRECTION OF THE GEOTECHNICAL ENGINEER. WHERE WILD STEEL INTERFERES WITH TENDON LOCATION, PROPER TENDON LOCATION HAS PRIORITY. G��`�I�NA� �� ,4
<br /> TEMPORARY WORK AS REQUIRED. v,4 . ig
<br /> 2. FOOTINGS SHALL BEAR ON SOLID UNDISTURBED EARTH (CONTROLLED, COMPACTED STRUCTURAL FILL OR BOTH) AT LEAST 18" BELOW LOWEST 6. MISCELLANEOUS: ALL INSERTS FOR SUSPENDED MECHANICAL AND ARCHITECTURAL WORK SHALL BE CAST IN PLACE. IF ADDITIONAL
<br /> 5. CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO ADJACENT FINISHED GRADE. MATERIAL TO BE COMPACTED TO 95% MINIMUM OF MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D1557. FASTENERS ARE REQUIRED, POWER DRILLED FASTENERS WILL BE PERMITTED ONLY WHERE IT CAN BE SHOWN THAT INSERTS ARE LOCATED SO AS
<br /> FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. TO AVOID TENDONS. PROJECT
<br /> 6. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED, BUT ARE OF 3. FOOTINGS MAY BE POURED IN NEAT EXCAVATIONS PROVIDED SIZE IS INCREASED 3" AT EACH INTERFACE WITH SOIL. 7. SHOP DRAWINGS SHOWING ALL DETAILS OF END OF ANCHORAGE, CONNECTIONS, BLOCK OUTS OF ALL HOLES, INSETS, AND OTHER POST
<br /> SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE 4. ALL FOOTING EXCAVATIONS SHALL BE HAND CLEANED PRIOR TO PLACING CONCRETE. TENSIONING DETAILS SHALL BE SUBMITTED FOR APPROVAL BY THE STRUCTURAL ENGINEER PRIOR TO CONSTRUCTION.
<br /> ARCHITECT AND THE STRUCTURAL ENGINEER.
<br /> 5. ALL ABANDONED FOOTINGS, UTILITIES, ETC. THAT INTERFERES WITH NEW CONSTRUCTION SHALL BE REMOVED. 8. RECORDS SHALL BE KEPT OF ALL JACKING FORCES AND ELONGATIONS AND SHALL BE SUBMITTED PROMPTLY TO THE STRUCTURAL ENGINEER.
<br /> 7. ALL STRUCTURAL SYSTEMS WHICH ARE TO BE COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED BY THE SUPPLIER MEASURED ELONGATIONS DEVIATING UP TO 7% FROM REQUIRED ELONGATIONS ARE ACCEPTABLE. IF MEASURED ELONGATIONS EXCEED TOLERANCE,
<br /> DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER. 6. CONTRACTOR SHALL PROVIDE FOR DESIGN AND INSTALLATION OF ALL CRIBBING, SHEATHING, AND SHORING REQUIRED TO SAFELY RETAIN CONTACT TENDON SUPPLIER AND STRUCTURAL ENGINEER. TENDON TAILS SHALL NOT BE CUT PRIOR TO REVIEW OF ELONGATION REPORTS BY
<br /> EXCAVATIONS. STRUCTURAL ENGINEER.
<br /> 8. INSPECTIONS: INSPECTIONS OF THE WOOD FRAMING, THE STEEL REBAR AND WOOD FORMS FOR CONCRETE FOOTINGS Sc FOUNDATIONS, AND >.
<br /> CONCRETE SLABS ARE REQUIRED PER IBC SECTION 110.3. 7. BACKFILL BEHIND ALL WALLS WITH WELL DRAINING, GRANULAR FILL MATERIAL, AND PROVIDE PERFORATED PIPE DRAINS AS DESCRIBED IN THE 9. STRESSING HARDWARE TO BE COATED WITH CORROSION PREVENTIVE MATERIAL (ASPHALTIC PAINT OR SIMILAR) AFTER COMPLETION OF C6
<br /> SOILS REPORT. BACKFILL BEHIND WALLS SHALL NOT BE PLACED BEFORE THE WALL IS PROPERLY SUPPORTED BY THE FLOOR SLAB, OR STRESSING OPERATION.
<br /> 9. SPECIAL INSPECTION: SHALL BE PERFORMED BY A CERTIFIED TESTING AGENCY, DESIGNATED BY THE ARCHITECT OR ENGINEER, AND TEMPORARY BRACING. ALL FOOTINGS SHALL BE CENTERED BELOW CENTERLINE OF COLUMNS OR WALLS ABOVE, UNLESS NOTED OTHERWISE. -0 Q
<br /> APPROVED BY THE OWNER. 10. GENERAL CONTRACTOR TO COORDINATE THE DETAILING AND PLACING OF TENDONS AND MILD STEEL BETWEEN SUPPLIERS AS REQUIRED.
<br /> D. CONCRETE
<br /> THE SPECIAL INSPECTION AGENCIES SHALL PRODUCE REPORTS AND KEEP RECORDS PER IBC SECTION 1704.2.4. 11. JOB SITE INSTRUCTION OF CONTRACTOR'S PERSONNEL IN ALL PLACING AND STRESSING OPERATIONS SHALL BE PROVIDED BY POST-TENSION L.. -1--+
<br /> 1. ULTIMATE STRENGTH DESIGN PER INTERNATIONAL BUILDING CODE AND ACI 318-14. SUPPLIER. CO 6
<br /> THE SPECIAL INSPECTION AGENCIES DUTIES SHALL INCLUDE THE FOLLOWING:
<br /> 9.1 STEEL CONSTRUCTION: 2. CONCRETE STRENGTH 12. SHOP DRAWINGS ARE TO BE PREPARED UNDER THE SUPERVISION OF AND SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE Z w
<br /> OF WASHINGTON WHO SHALL BE AVAILABLE FOR PERIODIC INSPECTIONS. O W
<br /> VERIFY AND/OR INSPECT STEEL CONSTRUCTION PER QUALITY ASSURANCE INSPECTION REQUIREMENTS OF AISC 360. THIS INCLUDES (BUT IS NOT 2.1 CONCRETE FOR FOOTINGS, COLUMNS AND WALLS SHALL CONFORM TO A 28-DAY STRENGTH OF F'C = 4000 PSI, SHALL CONTAIN NOT (N
<br /> LIMITED TO) STRUCTURAL STEEL AND WELDING. LESS THAN 6 SACKS OF CEMENT PER CUBIC YARD, AND SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5" OR LESS. EXPOSURE CLASS 13. THE POST-TENSIONING MATERIAL SUPPLIER SHALL HAVE A TECHNICAL REPRESENTATIVE ON THE SITE TO INSTRUCT THE POST-TENSIONING CD
<br /> REINFORCEMENT PLACING CONTRACTOR IN THE PROPER METHOD OF INSTALLATION, INSPECTION, AND STRESSING OF CABLES. THE REPRESENTATIVE
<br /> F1, SO, WO, & CO r-
<br /> 9.2 CONCRETE CONSTRUCTION: SHALL BE PRESENT TO INSPECT THE PLACING AND STRESSING OPERATIONS FOR THE FIRST TWO POST-TENSIONED FLOORS. IF, AT THE DISCRETION
<br /> VERIFY AND/OR INSPECT CONCRETE PER IBC TABLE 1705.3 AND IBC SECTIONS 1705.3. THIS INCLUDES (BUT IS NOT LIMITED TO) REINFORCING 2.2 CONCRETE FOR SLABS-ON-GRADE SHALL CONFORM TO A 28-DAY STRENGTH OF F'C = 3000 PSI, SHALL CONTAIN NOT LESS OF THE ENGINEER, THE PRESENCE OF THE REPRESENTATIVE IS REQUIRED AT ANY OTHER TIME, THE ADDITIONAL COST SHALL BE BORNE BY THE
<br /> STEEL, PRESTRESSING TENDONS, REBAR WELDING, ANCHOR BOLTS IN CONCRETE, USE OF CONCRETE DESIGN MIX, PLACEMENT TECHNIQUES OF THAN 5-1/2 SACKS OF CEMENT PER CUBIC YARD, AND SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5" OR LESS. EXPOSURE CLASS GENERAL CONTRACTOR.
<br /> CONCRETE AND SHOTCRETE, PRESTRESSED CONCRETE, AND CONCRETE STRENGTH. SEE IBC SECTION 1705.3 FOR EXCEPTIONS TO SPECIAL FO, SO, WO, & CO
<br /> INSPECTION OF CONCRETE CONSTRUCTION. 14. TENDON LOCATIONS SHALL BE MARKED ON THE UNDERSIDE OF ALL POST-TENSIONED SLABS WITH DURABLE MARKING MATERIAL. MARKING
<br /> 2.3 CONCRETE FOR POST-TENSIONED SLABS SHALL CONFORM TO A 28-DAY STRENGTH OF F'C - 6000 PSI, SHALL CONTAIN NOT LESS SHALL BE SUFFICIENT TO IDENTIFY ZONES WHERE TENDON LOCATIONS EXIST TO ALLOW FOR FUTURE DRILLING OF SLABS WITHOUT DAMAGING
<br /> 9.3 WOOD CONSTRUCTION: TENDONS.
<br /> THAN 6 SACKS OF CEMENT PER CUBIC YARD, AND SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 7" OR LESS. EXPOSURE CLASS
<br /> FOR FABRICATED WOOD STRUCTURAL ELEMENTS, INSPECT DURING FABRICATION PER IBC SECTIONS 1705.5, 1705.11, AND 1705.12. THIS INCLUDES Fl, SO, WO, & CO
<br /> SPECIAL INSPECTION OF "HIGH-LOAD" DIAPHRAGMS AND SEISMIC RESISTANCE COMPONENTS INCLUDING FRAMING ANCHORS, HOLD-DOWNS, BOLTED15. SHORING AT ALL POST-TENSIONED CONCRETE SHALL REMAIN IN PLACE UNTIL TENDONS ARE STRESSED. SHORING AT CLOSURE STRIPS AND
<br /> OR NAILED CONNECTIONS, SHEAR WALL NAILING, FLOOR AND ROOF NAILING, LOAD-BEARING CANTILEVERS, AND DRAG STRUT CONNECTIONS. POUR STRIPS SHALL REMAIN IN PLACE UNTIL CONCRETE IN STRIP HAS REACHED DESIGN STRENGTH. PREVISIONS
<br /> 3. THE MINIMUM AMOUNTS OF CEMENT AND MAXIMUM AMOUNTS OF WATER MAY BE CHANGED IF A CONCRETE DESIGN MIX IS SUBMITTED TO THE
<br /> STRUCTURAL ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE CONCRETE
<br /> 9.4 SOILS: PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES AS WELL AS THE WATER F. STRUCTURAL STEEL NO. DATE
<br /> SPECIAL INSPECTION IS REQUIRED OF THE EXISTING SITE SOIL CONDITIONS, FILL PLACEMENT, AND LOAD-BEARING REQUIREMENTS PER IBC SECTION CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH ACI 318, CHAPTERS 19 AND 26.
<br /> 1705.6. 1. STRUCTURAL STEEL DESIGN, FABRICATION, AND ERECTION SHALL BE BASED ON AISC 360 "SPECIFICATION FOR THE DESIGN, FABRICATION AND
<br /> ALL CONCRETE EXPOSED TO FREEZING TEMPERATURES WHILE CURING AND ALL CONCRETE PERMANENTLY EXPOSED TO WEATHER SHALL BE ERECTION OF STRUCTURAL STEEL FOR BUILDINGS," LATEST EDITION, PLUS ALL REFERENCED CODES. 7/01/19 PERMIT REVISIONS
<br /> FOR A MORE DETAILED EXPLANATION OF SPECIAL INSPECTIONS, AND FOR A MORE EXTENSIVE LIST OF THE SPECIAL INSPECTIONS REQUIRED, SEE AIR-ENTRAINED WITH AN AIR-ENTRAINING AGENT CONFORMING TO ACI 318. TOTAL AIR CONTENT SHALL BE 6% IN ACCORDANCE WITH TABLE
<br /> THE IBC, THE ARCHITECTURAL DRAWINGS AND THE PROJECT SPECIFICATIONS. 19 3 31 2. ALL "W" (WIDE FLANGE BEAM AND COLUMN) SHAPES SHALL CONFORM TO ASTM A992. PLATES, BARS AND OTHER ROLLED SHAPES SHALL /�
<br /> CONFORM TO ASTM A36, FY = 36 KSI, UNLESS CALLED OUT OTHERWISE ON PLAN. STEEL PIPE SHALL BE SCHEDULE 40 CONFORMING TO ASTM / \ 9/17/19 PERMIT REVISIONS
<br /> FORA MORE DETAILED EXPLANATION OF SPECIAL INSPECTIONS, AND FORA MORE EXTENSIVE LIST OF THE SPECIAL INSPECTIONS REQUIRED, SEE NO ADMIXTURES, OTHER THAN FOR AIR-ENTRAINMENT AS NOTED ABOVE, SHALL BE USED WITHOUT PRIOR REVIEW BY THE STRUCTURAL A53, TYPE E OR S, GRADE B, FY - 35 KSI. RECTANGULAR HSS SHALL CONFORM TO ASTM A500, GRADE B, FY - 46 KSI, ROUND HSS SHALL
<br /> THE IBC, THE ARCHITECTURAL DRAWINGS AND THE PROJECT SPECIFICATIONS. ENGINEER. CONFORM TO ASTM A500, GRADE B, FY = 42 KSI.
<br /> 10. SHOP DRAWINGS FOR REINFORCING STEEL, POST TENSIONED TENDONS, STUD RAILS, PRE-ENGINEERED HOLD DOWNS, GLUED LAMINATED ALL CONCRETE IN ELEVATED STRUCTURAL SLABS AND BEAMS SHALL BE POURED MONOLITHICALLY UNLESS SHOWN OTHERWISE OR APPROVED 3. ANCHOR BOLTS SHALL CONFORM TO ASTM A307 AND HAVE A WELDED HEAD. EMBED ANCHOR BOLTS A MINIMUM OF 7'" INTO CONCRETE OR
<br /> MEMBERS, AND STRUCTURAL STEEL SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF BY THE ENGINEER PRIOR TO PLACEMENT. MASONRY.
<br /> THESE ITEMS.
<br /> ENGINEER OF RECORD SHALL REVIEW SHOP DRAWINGS FOR DESIGN INTENT ONLY. DIMENSIONS AND QUANTITIES ARE NOT GUARANTEED BY THE 4. REINFORCING 4. CONNECTION BOLTS:
<br /> ENGINEER OF RECORD, AND THEREFORE, MUST BE VERIFIED BY THE GENERAL CONTRACTOR. DRAWINGS FOR COMPONENTS DESIGNED PRIMARILY BY REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615 (INCLUDING SUPPLEMENT S1), GRADE 60, FY = 60,000 PSI. 4.1 CONNECTION BOLTS AND THREADED STUDS AT WOOD/STEEL CONNECTIONS SHALL CONFORM TO ASTM A307.
<br /> OTHERS SHALL BE APPROVED BY THE COMPONENT DESIGNER PRIOR TO CURSORY REVIEW BY THE ENGINEER OF RECORD FOR LOADS IMPOSED ON EXCEPTIONS: ANY BARS SPECIFICALLY NOTED ON THE DRAWINGS AS GRADE 40, FY = 40,000 PSI. REINFORCEMENT FOR COLUMNS, WALLS, AND
<br /> THE BASIC STRUCTURE. SUBMITTALS SHALL INCLUDE A REPRODUCIBLE AND A COPY; REPRODUCIBLE WILL BE REVIEWED AND RETURNED. SHOP WALL TO FOOTING DOWELS TO BE A706 UNLESS CERTIFIED MILL CERTIFICATES CONFORMING TO ACI 318 20.2.2.5 ARE PROVIDED. 4.2 ALL CONNECTION BOLTS AT STEEL/STEEL CONNECTIONS SHALL BE ASTM A325 OR ASTM A490 AND SHALL BE
<br /> DRAWINGS MUST BE REVIEWED AND STAMPED BY CONTRACTOR PRIOR TO REVIEW BY ENGINEER. INSTALLED, TIGHTENED, AND INSPECTED IN ACCORDANCE WITH THE AISC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR
<br /> 11. PRE-MANUFACTURED PRE-ENGINEERED STRUCTURAL COMPONENTS SHALL BE DESIGNED BASED ON THE CRITERIA PRESENTED IN THE REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED SHALL CONFORM TO ASTM A706. REINFORCING COMPLYING WITH ASTM A615 A 490 BOLTS." THE CRITERIA FOR SNUG-TIGHT CONNECTIONS SHALL APPLY TO ALL CONNECTIONS UNLESS SPECIFICALLY NOTED AS SLIP-CRITICAL
<br /> CONTRACT DOCUMENTS. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE, TEMPORARY AND PERMANENT BRACING AND ALL (S1) MAY BE WELDED ONLY IF MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS D1.4 ARE ON THE STRUCTURAL DRAWINGS. WHERE CONNECTIONS ARE NOTED AS SLIP-CRITICAL, THE CONTRACTOR SHALL INSTALL PER CRITERIA FOR
<br /> NECESSARY CONNECTIONS, INCLUDING CONNECTIONS TO THE PRIMARY STRUCTURE, NOT SPECIFICALLY CALLED OUT ON THE ARCHITECTURAL OR SUBMITTED. SLIP-CRITICAL CONNECTIONS. SLIP-CRITICAL CONNECTIONS SHALL USE LOAD INDICATOR WASHERS OR TENSION CONTROL BOLTS. ALL BOLT HOLES
<br /> STRUCTURAL DRAWINGS. SHOP DRAWINGS SHALL INDICATE THE MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON THE PRIMARY STRUCTURE. SHALL BE STANDARD SIZE, UNLESS NOTED OTHERWISE.
<br /> SHOP DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED PER PARAGRAPH "A.10." OF THESE NOTES. WELDED WIRE REINFORCEMENT: ASTM A82 AND ASTM A185, SPLICE WITH AT LEAST ONE FULL MESH. PLACE AT MID-DEPTH, OR SLIGHTLY
<br /> ABOVE, OF SLAB. MATERIAL TO BE SUPPLIED IN FLAT SHEETS. 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE COORDINATION OF THE SELECTION OF OPTIONAL DETAILS SHOWN ON THE DRAWINGS.
<br /> 12. DEFERRED SUBMITTALS - THE FOLLOWING ITEMS ARE CONSIDERED TO BE DEFERRED SUBMITTALS UNDER SECTION 106.3.4.2 OF THE THE CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR ALL ERECTION AIDS AND JOINT PREPARATIONS THAT INCLUDE, BUT ARE NOT LIMITED TO:
<br /> INTERNATIONAL BUILDING CODE AND MUST BE SUBMITTED TO THE ARCHITECT AND THE ENGINEER FOR REVIEW. THESE ITEMS WILL THEN BE 5. REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORDANCE WITH ACI 318 (LATEST EDITION). LAP ALL ERECTION ANGLES, LIFT HOLES, AND OTHER AIDS; WELDING PROCEDURES; REQUIRED ROOT OPENINGS; ROOT FACE DIMENSIONS; GROOVE ANGLES; 5/28/19 19-042
<br /> FORWARDED TO THE BUILDING OFFICIAL FOR APPROVAL. THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THEIR DESIGN AND CONTINUOUS REINFORCEMENT PER DETAIL 6/S3.1. PROVIDE CORNER BARS AT ALL WALL INTERSECTIONS. LAP CORNER BARS PER DETAIL 6/S3.1. BACKING BARS; COPES; SURFACE ROUGHNESS VALUES; AND TAPERS OF UNEQUAL PARTS. DATE JOB#
<br /> SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. LAP ADJACENT MATS OF WELDED WIRE REINFORCEMENT A MINIMUM OF 8" AT SIDES AND ENDS. 6. EXPANSION BOLTS INTO CONCRETE SHALL BE "STRONG-BOLT 2" WEDGE ANCHORS BY SIMPSON STRONG-TIE OR APPROVED EQUAL
<br /> * PRE-ENGINEERED STEEL STAIRS, CANOPIES, & GUARDRAILS TCB FPP
<br /> PRE-ENGINEERED HOLD DOWN SYSTEM NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY SO DETAILED OR APPROVED BY THE INSTALLED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED RECOMMENDATIONS, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. DESIGN CHECKED
<br /> STRUCTURAL ENGINEER. SPECIAL INSPECTION IS REQUIRED FOR ALL EXPANSION BOLT AND INSERT INSTALLATION. SUBMIT MANUFACTURER'S DATA SHEETS AND ICC
<br /> REPORTS FOR ENGINEER'S REVIEW. BDS AS NOTED
<br /> B. DESIGN CRITERIA ALL HOOKS SHALL BE "STANDARD" IN ACCORDANCE WITH ACI 318. REINFORCING SHALL NOT BE TACK WELDED. DO NOT WELD GRADE 60 DRAWN SCALE
<br /> REINFORCING. 7. HEADED STUDS FOR COMPOSITE AND/OR NON-COMPOSITE CONNECTION OF STRUCTURAL STEEL TO CAST-IN-PLACE CONCRETE SHALL BE
<br /> 1. DESIGN LOADS MANUFACTURED FROM MATERIAL CONFORMING TO ASTM A108 AND SHALL BE WELDED IN CONFORMANCE WITH AWS REQUIREMENTS AND SHALL
<br /> 6. MECHANICAL SPLICING OF REINFORCING BARS, WHERE INDICATED ON THE DRAWINGS, SHALL BE BY AN INTERNATIONAL CODE COUNSEL (ICC) FULLY DEVELOP YIELD STRENGTH OF THE MATERIAL. SEE PLANS AND SECTIONS FOR STUD SIZES.
<br /> ROOF LIVE LOAD 25 PSF (SNOW*, IS=1.0) APPROVED SYSTEM (SUCH AS LENTON, FOX-HOWLETT, ETC.) AND SHALL DEVELOP 125% OF THE SPECIFIED YIELD STRENGTH OF THE BARS. SPLICE
<br /> ROOF DEAD LOAD 15 PSF LOCATIONS OF ALTERNATE BARS SHALL BE OFFSET BY A DISTANCE WHICH CONFORMS TO THE ICC REPORT OF THE SPLICE USED. 8. DRIVE PINS AND OTHER POWDER-ACTUATED FASTENERS SHALL BE STANDARD VELOCITY TYPE AS MANUFACTURED BY SIMPSON STRONG-TIE
<br /> FLOOR LIVE LOAD (RESIDENTIAL) 40 PSF (REDUCIBLE) ANCHOR SYSTEMS OR AN APPROVED EQUIVALENT IN STRENGTH AND EMBEDMENTS. INSTALL IN STRICT ACCORDANCE WITH THE MANUFACTURER'S
<br /> FLOOR LIVE LOAD (PRIVATE BALCONIES) 60 PSF (REDUCIBLE) 7. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: PUBLISHED RECOMMENDATIONS.
<br /> FLOOR LIVE LOAD (COMMON AREAS) 100 PSF (NON-REDUCIBLE)
<br /> FLOOR DEAD LOAD 25 PSF FOOTINGS AND OTHER UNFORMED SURFACES, EARTH FACE 3" 9. ALL WELDING SHALL BE IN CONFORMANCE WITH AISC AND AWS STANDARDS AND SHALL BE PERFORMED BY WABO CERTIFIED WELDERS USING
<br /> STAIR AND CORRIDOR LIVE LOAD 100 PSF FORMED SURFACES EXPOSED TO EARTH (I.E. WALLS BELOW GROUND) OR WEATHER E70XX ELECTRODES. WELDS, UNLESS OTHERWISE NOTED, SHALL BE 3/16" CONTINUOUS FILLET WELDS. WELDS SHOWN ON DRAWINGS ARE MINIMUM
<br /> PARTITION LOADING 10 PSF (#6 BARS OR LARGER) 2" SIZES. INCREASE WELD SIZE TO AWS MINIMUM SIZES, BASED ON PLATE THICKNESS. WELDING OF REINFORCING BARS (IF REQUIRED) SHALL BE
<br /> MECHANICAL UNITS WEIGHTS FURNISHED BY MANUFACTURER PERFORMED USING LOW HYDROGEN ELECTRODES. WELDING WITHIN 4" OF COLD BENDS IN REINFORCING STEEL IS NOT PERMITTED. SEE
<br /> (#5 BARS OR SMALLER) 1-1/2"" REINFORCING NOTE FOR MATERIAL REQUIREMENTS OF WELDED BARS. WELDING PROCEDURES SHALL BE SUBMITTED TO THE OWNER'S TESTING
<br /> WIND (ASCE 7-10) 110 MPH (3 SEC GUST), EXPOSURE "B"", IW=1.0, Ku = 1.0 COLUMN TIES OR SPIRALS AND BEAM STIRRUPS 1-1/2" AGENCY FOR REVIEW BEFORE STARTING FABRICATION OR ERECTION.
<br /> EARTHQUAKE (ASCE 7-10) SITE CLASS D JOISTS, SLABS AND WALLS (INTERIOR FACE) 1" SHEET TITLE
<br /> OCCUPANCY CATEGORY II (IE = 1.0) 8. NON-SHRINK GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE ALL WELDS SHALL BE VISUALLY INSPECTED AT THE SITE BY A QUALIFIED INSPECTOR.
<br /> SEISMIC DESIGN CATEGORY D WITH THE MANUFACTURER'S PUBLISHED RECOMMENDATIONS. GROUT SHALL BE NON-SHRINK, CEMENT-BASED AND HAVE A MINIMUM COMPRESSIVE ALL COMPLETE PENETRATION WELDS SHALL BE ULTRASONICALLY TESTED AT THE PLANT OR SITE BY A QUALIFIED INSPECTOR.
<br /> Ss =1.264G, Si = 0.481G STRENGTH AT 28 DAYS OF F'C = 5000 PSI WHEN TESTED IN ACCORDANCE WITH ASTM C109. GENERAL
<br /> SOS=0.843G, SD1 = 0.487G FIELD WELD ARROWS ARE SHOWN ONLY WHERE A FIELD WELD IS REQUIRED BY THE STRUCTURAL DESIGN. THE CONTRACTOR IS RESPONSIBLE
<br /> TWO-STAGE ANALYSIS 9. ADHESIVE ANCHOR SYSTEM SHALL BE SET-3G OR SET-XP EPDXY BY SIMPSON STRONG-TIE, HIT-HY 200-A OR HIT-RE 500 V3 BY HILTI OR FOR DETERMINING IF A WELD SHOULD BE SHOP OR FIELD WELDED IN ORDER TO FACILITATE THE STRUCTURAL STEEL ERECTION. STRUCTURAL
<br /> UPPER STRUCTURE APPROVED EQUAL.
<br /> R=6.5 NOTES
<br /> V 0.13W = 209K 10. ALL WOOD PLATES IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE-TREATED (SEE WOOD SECTION).
<br /> ULT UPPER =
<br /> EQUIVALENT LATERAL FORCE PROCEDURE SHEET NO.
<br /> LATERAL LOADS ARE RESISTED BY STRUCTURAL WOOD
<br /> PANEL SHEAR WALLS & DIAPHRAGMS
<br /> .L\.
<br /> S1 . 1
<br /> GENERAL STRUCTURAL NOTES 3
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