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GENERAL STRUCTURAL NOTES
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<br /> ' (The following apply unless shown otherwise on the plans) h'
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<br /> CRITERIA ANCHORAGE ■
<br /> 1. ALL MATERIALS,WORKMANSHIP,DESIGN,AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS,SPECIFICATIONS,THE ALL LOADS IMPOSED ON BASIC STRUCTURE AND SHALL INCLUDE DESIGN CALCULATIONS WITH THE ENGINEERS STAMP. 20.EXPANSION BOLTS INTO CONCRETE SHALL BE'KWIK BOLT TT EXPANSION ANCHORS AS MANUFACTURED BY HILT!CORP. H A R E Z LA K
<br /> 2018 EDITION OF THE INTERNATIONAL BUILDING CODE(IBC) INSTALLED IN STRICT ACCORDANCE WITH I.C.C.REPORT NO.ESR-1917 INCLUDING STANDARD EMBEDMENT REQUIREMENTS
<br /> THE FOLLOWING COMPONENTS SHALL BE DEFERRED SUBMITTALS FOR THIS PROJECT: U.O.N. PROPOSED SUBSTITUTIONS SHALL BE SUBMITTED FOR REVIEW WITH I.C.C.OR IAPMO UES REPORTS INDICATING ENGINEERING
<br /> 2. DESIGN LOADING CRITERIA CANOPIES EQUIVALENT OR GREATER LOAD CAPACITIES.SPECIAL INSPECTION IS REQUIRED FOR ALL EXPANSION BOLT INSTALLATION. HAREZLAK ENGINEERING
<br /> ROOF SNOW LOAD 25 PSF 21.SCREW ANCHORS INTO CONCRETE SHALL BE'TITEN HD',AS MANUFACTURED BY SIMPSON STRONG-TIE ANCHOR SYSTEMS. 11745 87th Ave.S.
<br /> ROOF DEAD LOAD ALLOWANCE FOR PV PANELS(IN DESIGNATED AREAS) - 5 PSF GEOTECHNICAL INSTALL IN STRICT ACCORDANCE WITH I.C.C.REPORT NO.ESR-2713 INCLUDING STANDARD EMBEDMENT REQUIREMENTS U.O.N. Seattle,WA 98178
<br /> FLOOR LIVE LOAD 40 PSF PROPOSED SUBSTITUTIONS SHALL BE SUBMITTED FOR REVIEW WITH I.C.C.OR IAPMO UES REPORTS INDICATING EQUIVALENT PH:360224.0627
<br /> FLOOR LIVE LOAD(RESIDENTIAL EXTERIOR DECKS AND BALCONIES) 60 PSF 15.FOUNDATION NOTES:ALLOWABLE SOIL PRESSURE AND LATERAL EARTH PRESSURE ARE ASSUMED AND THEREFORE MUST BE OR GREATER LOAD CAPACITIES.SPECIAL INSPECTION IS REQUIRED FOR ALL SCREW ANCHOR INSTALLATION. E:phil@harezlakengineering.com
<br /> VERIFIED IN THE FIELD. IF SOILS ARE FOUND TO BE OTHER THAN ASSUMED,NOTIFY THE STRUCTURAL ENGINEER FOR
<br /> GUARDRAILSBALCONY RAILS 50 PLF OR 200 LBS. POSSIBLE FOUNDATION REDESIGN.
<br /> CONSULTANT STAMP:
<br /> STEEL
<br /> SNOW: ROOF SNOW LOAD=25 PSF FOOTINGS SHALL BEAR ON FIRM,UNDISTURBED EARTH(CONTROLLED,COMPACTED STRUCTURAL FILL OR BOTH)AT LEAST 18"
<br /> GROUND SNOW LOAD=20 PSF BELOW LOWEST ADJACENT FINISHED GRADE FOOTING DEPTHS/ELEVATIONS SHOWN ON PLANS(OR IN DETAILS)ARE MINIMUM 22.STRUCTURAL STEEL DESIGN,FABRICATION,AND ERECTION SHALL BE BASED ON THE LATEST EDITIONS OF THE A.I.S.C.
<br /> EXPOSURE C=1.00 AND FOR GUIDANCE ONLY;THE ACTUAL ELEVATIONS OF FOOTINGS MUST BE ESTABLISHED BY THE CONTRACTOR IN THE SPECIFICATIONS AND CODES: ,',\on Hsshfl
<br /> IMPORTANCE FACTOR Is=1.00 • FIELD.UNLESS OTHERWISE NOTED,FOOTINGS SHALL BE CENTERED UNDER COLUMNS OR WALLS ABOVE ?� d�V�
<br /> THERMAL FACTOR Ct=1.00 1 �,,
<br /> A.AISC-STEEL CONSTRUCTION MANUAL,15iH EDITION g '
<br /> BACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING,GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE. B.AISC 303-16-CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES. DPA• / Q
<br /> C.2014 RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH STRENGTH BOLTS. TA 55770 ,.
<br /> WIND: ANALYSIS PROCEDURE:ASCE 7-16 CHAPTER 27 PART 1-BUILDINGS OF ALL HEIGHTS' � E.0ISTE ('_
<br /> RISK CATEGORY II THE STRUCTURAL DESIGN IS BASED ON THE FOLLOWING ASSUMED VALUES: 23.STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING REQUIREMENTS: S'ONAL 6�
<br /> 98 MPH ALLOWABLE SOIL PRESSURE 1,500 PSF APPROVED
<br /> EXPOSURES" LATERAL EARTH PRESSURE(RESTRAINED/UNRESTRAINED) 55 PCF/35 PCF TYPE OF MEMBER ASTM SPECIFICATION a PAB 06.17.2022
<br /> TOPOGRAPHIC FACTOR Kzt=1.0 SEISMIC SURCHARGE PRESSURE(RESTRAINEDAINRESTRAINED) 8H PSF/5H PSF B.ALL OTHER SHAPES A36 36 KSI
<br /> PASSIVE SOIL PRESSURE 350 PCF
<br /> THE DESIGN WIND PRESSURES LISTED ABOVE ARE INWARD OR OUTWARD AND ARE BASED ON AN EFFECTIVE WIND AREA OF 10 SOIL COEFFICIENT OF FRICTION 0.35 SUBSTITUTION OF MEMBER SIZES OR STEEL GRADE SHALL NOT BE ALLOWED WITHOUT PRIOR APPROVAL OF THE ENGINEER.
<br /> SQUARE FEET NEAR A BUILDING CORNER,U.O.N. CORNER AND OTHER ZONES ARE DEFINED BY FIGURE 30.3-1,30.3.2A TO 21 STEEL BEAMS ARE EQUALLY SPACED BETWEEN DIMENSIONED POINTS.ALL STEEL ANCHORS AND TIES AND OTHER MEMBERS
<br /> AND 30.3-5A TO 5B IN ASCE 7-16.REDUCED DESIGN PRESSURES MAY BE CALCULATED USING ASCE 7.NOTE THAT THE DESIGN EMBEDDED IN CONCRETE OR MASONRY SHALL BE LEFT UNPAINTED.ALL STEEL TO BE FIREPROOFED SHALL BE LEFT
<br /> WIND PRESSURES NOTED ABOVE ARE ULTIMATE VALUES PER THE 2018 IBC AND SHALL BE MULTIPLIED BY 0.6 FOR ALLOWABLE CONCRETE UNPAINTED.ALL OTHER STEEL SHALL HAVE ONE COAT OF APPROVED SHOP PAINT.
<br /> STRESS DESIGN.
<br /> 16.CONCRETE SHALL BE MIXED,PROPORTIONED,CONVEYED AND PLACED IN ACCORDANCE WITH ACI 301. CONSTRUCTION
<br /> EARTHQUAKE: ANALYSIS PROCEDURE:IBC'EQUIVALENT LATERAL FORCE PROCEDURE" - TOLERANCES SHALL NOT EXCEED THOSE LISTED IN ACI 117. STRENGTHS AT 28 DAYS AND MIX CRITERIA SHALL BE AS WOOD
<br /> SEISMIC DESIGN CATEGORY(SDC)=D FOLLOWS:
<br /> RISK CATEGORY=II 24.FRAMING LUMBER:SHALL BE KILN DRIED OR MC-19(MOISTURE CONTENT LESS THAN 19%),AND GRADED AND MARKED IN
<br /> SEISMIC SITE CLASS=D TYPE 28 DAY MAXIMUM MIN.CEMENT CONTENT MAX. CONFORMANCE WITH W.C.L.I.B.STANDARD NO.17 GRADING RULES FOR WEST COAST LUMBER. FURNISH TO THE FOLLOWING
<br /> IMPORTANCE FACTOR le=1.0 OF CONSTRUCTION STRENGTH(fc) SLUMP PER CUBIC YARD AGGREGATE SIZE MINIMUM STANDARDS:
<br /> MAPPED MCE Ss=1.33;Si=0.47 A.FOOTINGS, 2,500 PSI 5" 5-1/2 SACKS 1 1/4' JOISTS(2X,3X,AND 4X MEMBERS) DOUGLAS FIR OR HEM-FIR NO.2 W
<br /> DESIGN ACCELERATION Sds=1.06;Sdt=0.47 SLABS-ON-GRADE, U
<br /> SEISMIC RESISTING SYSTEM:WOOD PANEL BEARING SHEAR WALL,R=6.5 TOPPING SLABS BEAMS AND STRINGERS(INCLUDING 6 XAND LARGER MEMBERS) DOUGLAS FIR NO.1 Z
<br /> 3. LATERAL LOADS ARE TRANSFERRED BY THE ROOF AND FLOOR DIAPHRAGMS TO THE SHEAR WALLS.FORCES ARE BASED ON B.CONCRETE WALLS 2,500 PSI 5" 5-1/2 SACKS 3/4" POSTS AND TIMBERS DOUGLAS FIR NO.1 Q
<br /> THE TRIBUTARY AREA FOR EACH SHEAR WALL AND ARE CARRIED BY THE SHEAR WALLS TO THE FOUNDATION. RIM
<br /> MIXES SHALL BE PROPORTIONED SO AS NOT TO EXCEED THE MAXIMUM SLUMPS INDICATED(BEFORE THE ADDITION OF STUDS,PLATES&MISCELLANEOUS LIGHT FRAMING DOUGLAS FIR OR HEM-FIR NO.2
<br /> 4. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND• ADMIXTURES). THE WATER/CEMENT RATIO SHALL NOT EXCEED 0.55 FOR FOOTINGS AND 0.45 FOR ALL SLABS AND EXPOSED (AS NOTED ON PLANS/DETAILS) LU
<br /> CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY.AND SHALL NOTIFY CONCRETE. Ce
<br /> ARCHITECT OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. 25.LAMINATED VENEER LUMBER(LVL)SHALL BE DESIGNED AND MANUFACTURED PER ASTM D5456. EACH PIECE SHALL BEAR A
<br /> THE MINIMUM AMOUNT OF CEMENT AND THE MAXIMUM SLUMP MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS STAMP OR STAMPS NOTING THE NAME AND PLANT NUMBER OF THE MANUFACTURER,THE GRADE,AND THE INDEPENDENT f ;
<br /> 5. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS,MEMBER SIZES,AND CONDITIONS PRIOR TO COMMENCING ANY SUBMITTED TO THE STRUCTURAL ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING INSPECTION AGENCY'S LOGO. ALL LAMINATED VENEER LUMBER SHALL BE MANUFACTURED USING DOUGLAS FIR VENEER �/
<br /> WORK ALL DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND ANY CONCRETE. (THE WIC RATIO LIMITS STILL APPLY). THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, GLUED WITH A WATERPROOF ADHESIVE MEETING THE REQUIREMENTS OF ASTM D2559 WITH ALL GRAIN PARALLEL WITH THE
<br /> MUST BE VERIFIED. CEMENTITIOUS MATERIAL,FINE AND COARSE AGGREGATE,WATER AND ADMIXTURES AS WELL AS THE WATER/CEMENT RATIO, LENGTH OF THE MEMBER.MINIMUM STRUCTURAL PROPERTIES ARE AS FOLLOWS:
<br /> SLUMP,CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH ACI 301.CHEMICAL ADMIXTURES AND
<br /> 6. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL FLY ASH SHALL CONFORM TO ASTM C494 AND C618 RESPECTIVELY.FLY ASH PERCENTAGE OF TOTAL CEMENTITIOUS Fb=2600 PSI,E=2.0 x 106 PSI,Fv=285 PSI
<br /> CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. MATERIAL SHALL NOT EXCEED 20%. THE USE OF A PERFORMANCE MIX REQUIRES BATCH PLANT INSPECTION,THE COST OF sssI
<br /> WHICH SHALL BE BROUGHT TO THE ATTENTION OF THE OWNER. REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF RECORD DESIGN SHOWN ON PLANS IS BASED ON MATERIALS MANUFACTURED BY THE WEYERHAEUSER CORPORATION. ALTERNATE 4
<br /> 7. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS,TECHNIQUES,SEQUENCES OR INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY TO CONTRACT DOCUMENTS. CONTRACTOR MANUFACTURERS MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER. W CO
<br /> PROCEDURES REQUIRED TO PERFORM THEIR WORK THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED PERFORMANCE. IX 0
<br /> AUTHORITY S ACTUAL AND/OR THE RESPONSIBILITY OF1A T FOR THE TR SPECIFIC.WORKING TU AT THE SITE AND/OR FOR ECEOVIE1
<br /> ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE CONTRACTOR.THE STRUCTURAL ENGINEER HAS NO DUN TO CONCRETE MAYBE PLACED BY THE"SHOTCRETE"METHOD,PROVIDED THE APPROVALS,TESTS,AND INSPECTIONS REQUIRED ___ D
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<br /> INSPECT,SUPERVISE,NOTE,CORRECT,OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES OF THE OWNER,CONTRACTORS, BY THE BUILDING DEPARTMENT ARE OBTAINED. SHOTCRETE MATERIALS, EQUIPMENT, PROCEDURES,PROPORTIONS, OOR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE. BATCHING AND MIXING AND PLACEMENT SHALL BE IN ACCORDANCE WITH ACI 506R,ACI 5062 AND IBC SECTION 1908. a
<br /> SHOTCRETE AGGREGATE SIZE SHALL NOT EXCEED 3/8".
<br /> 8. CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR JUN 2022 $ 5 N N
<br /> APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION.CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS �A] U
<br /> REQUIREMENT. 17.REINFORCING STEEL SHALL CONFORM TO ASTM A615(INCLUDING SUPPLEMENT S1),GRADE 60,fy=60,000 PSI GRADE 60 i: o IW o N W
<br /> REINFORCING STEEL INDICATED ON DRAWINGS TO BE WELDED SHALL CONFORM TO ASTM A706. REINFORCING STEEL Q� _ z ' Q CO IZ
<br /> 9. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY COMPLYING WITH ASTM A615(SI)MAY BE WELDED ONLY IF MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH CITY(T�( BiERE
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<br /> INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN,SIMILAR DETAILS OF CONSTRUCTION- SHALL BE USED, WELDING PROCEDURES SPECIFIED IN A.W.S.DI.4 ARE SUBMITTED. permit
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<br /> SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. WHERE INFORMATION ON THEfr.Tfl€ e' d
<br /> DRAWINGS IS IN CONFLICT WITH THE SPECIFICATIONS,THE MORE STRINGENT SHALL APPLY,SUBJECT TO REVIEW AND LONGITUDINAL REINFORCING STEEL IN DUCTILE FRAME MEMBERS AND IN SHEAR WALL BOUNDARY MEMBERS SHALL COMPLY
<br /> APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER.DO NOT SCALE THE DRAWINGS. WITH ASTM A706. ASTM A615 GRADE 60 REINFORCING STEEL IS ALLOWED IN THESE MEMBERS IF(A)THE ACTUAL YIELD REVISIONS:
<br /> STRENGTH BASED ON MILL TESTS DOES NOT EXCEED THE SPECIFIED YIELD STRENGTH BY MORE THAN 18,000 PSI(RETESTS
<br /> 10.ALL STRUCTURAL SYSTEMS WHICH ARE COMPOSED OF FIELD ERECTED COMPONENTS SHALL BE SUPERVISED BY THE SHALL NOT EXCEED THIS VALUE BY MORE THAN AN ADDITIONAL 3,000 PSI)AND(B)THE RATIO OF THE ACTUAL ULTIMATE SHEET INDEX
<br /> SUPPLIER DURING MANUFACTURING,DELIVERY,HANDLING,STORAGE AND ERECTION IN ACCORDANCE WITH-INSTRUCTIONS TENSILE STRESS TO THE ACTUAL TENSILE YIELD STRENGTH IS NOT LESS THAN 1.25.
<br /> PREPARED BY THE SUPPLIER.
<br /> WELDED WIRE FABRIC SHALL CONFORM TO ASTM A1064.LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8'AT
<br /> 11.SHOP DRAWINGS FOR CONNECTOR PLATE WOOD ROOF TRUSSES SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL -SIDES AND ENDS. S1.0 GENERAL STRUCTURAL NOTES/SHEET INDEX
<br /> ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS. S1.1 GENERAL STRUCTURAL NOTES a REV 1 06.17.202206.17.2022
<br /> 18.REINFORCING STEEL(FOR RESIDENTIAL)SHALL CONSIST OF#4 BARS CONFORMING TO ASTM A615,GRADE 60 AND SHALL BENa DESCRIPTION DATE
<br /> 12.SHOP DRAWING REVIEW:DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF RECORD,AND THEREFORE DETAILED(INCLUDING HOOKS AND BENDS)IN ACCORDANCE WITH ACI 315 AND 318.LAP ALL CONTINUOUS REINFORCEMENT 48 S2.0 BASEMENT/FOUNDATION PLAN PROJECT NUMBER
<br /> MUST BE VERIFIED BY THE CONTRACTOR. CONTRACTOR SHALL REVIEW AND STAMP DRAWINGS PRIOR TO REVIEW BY BAR DIAMETERS,2-0'MINIMUM.PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS,LAP 2-0"MINIMUM.
<br /> ENGINEER OF RECORD. CONTRACTOR SHALL REVIEW DRAWINGS FOR CONFORMANCE WITH THE MEANS, METHODS, PROVIDE(2)#4 MIN.U.N.O.TRIM BARS AROUND ALL OPENINGS IN CONCRETE WALLS OR SLABS EXTENDING 2'-0"PAST S2.1 FIRST FLOOR FRAMING PLAN 22-060
<br /> ISSUE DATE:
<br /> TECHNIQUES, SEQUENCES AND OPERATIONS OF CONSTRUCTION, AND ALL SAFETY PRECAUTIONS AND PROGRAMS CORNERS,TYPICAL. S2.2 SECOND FLOOR FRAMING PLAN 05232022
<br /> INCIDENTAL THERETO. CURRENT REVISION:
<br /> WELDED WIRE FABRIC SHALL CONFORM TO ASTM A1064.LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF B"AT S2.3 ROOF FRAMING PLAN
<br /> 13.SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS.THE PURPOSE OF SHOP DRAWING SIDES AND ENDS. S3.0 FOUNDATION DETAILS PERMIT
<br /> SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE TO THE ENGINEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT,BY INDICATING WHICH MATERIAL IS INTENDED TO BE FURNISHED AND INSTALLED AND BY DETAILING THE NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY SO DETAILED OR S3.1 FOUNDATION DETAILS SHEET NAME
<br /> INTENDED FABRICATION AND INSTALLATION METHODS. IF DEVIATIONS,DISCREPANCIES,OR CONFLICTS BETWEEN SHOP APPROVED BY THE STRUCTURAL ENGINEER.NO REINFORCING BARS SHALL BE"WET-SET"INTO THE CONCRETE. PROVIDE A S4.0 FRAMING SCHEDULES GENERAL
<br /> DRAWING SUBMITTALS AND THE CONTRACT DOCUMENTS ARE DISCOVERED EITHER PRIOR TO OR AFTER SHOP DRAWING 20'LONG REBAR GROUND(UFER GROUND)PER ELECTRICIAN.
<br /> SUBMITTALS ARE PROCESSED BY THE ENGINEER,THE DESIGN DRAWINGS AND SPECIFICATIONS SHALL CONTROL AND SHALL S4.1 WOOD FRAMING DETAILS STRUCTURAL
<br /> BE FOLLOWED. 19.CONCRETE PROTECTION(COVER)FOR REINFORCING STEEL SHALL BE AS FOLLOWS: S4.2 FLOOR FRAMING DETAILS
<br /> 14.DEFERRED SUBMITTALS OF DESIGN BUILD COMPONENTS SHALL BEAR THE STAMP AND SIGNATURE OF A STATE OF FOOTINGS AND OTHER UNFORMED SURFACES CAST AGAINST EARTH 3' S4.3 ROOF FRAMING DETAILS NOTES/SHEET
<br /> WASHINGTON REGISTERED PROFESSIONAL ENGINEER AND SHALL BE APPROVED BY THE COMPONENT DESIGNER PRIOR TO FORMED SURFACES EXPOSED TO EARTH(i.e.WALLS BELOW GROUND)OR WEATHER INDEX
<br /> CURSORY REVIEW BY THE ENGINEER OF RECORD FOR LOADS IMPOSED ON THE BASIC STRUCTURE THE COMPONENT (#5 BARS OR SMALLER) 1-1/2"
<br /> DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL NECESSARY CONNECTIONS NOT SPECIFICALLY CALLED OUT SHEET NUMBER
<br /> ON ARCHITECTURAL OR STRUCTURAL DRAWINGS.DEFERRED SUBMITTALS SHALL INDICATE MAGNITUDE AND DIRECTION OF SLABS AND WALLS(INTERIOR FACE) GREATER OF(BAR DIAMETER PLUS 1/81 OR 3/4"
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