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<br /> STRUCTURAL ABBREVIATIONS STRUCTURAL ABBREVIATIONS C\ BUILDING CODES AND STANDARDS USED FOR DESIGN SPECIAL INSPECTIONS WOOD FRAMING NOTES
<br /> # POUND(S), NUMBER ga GAUGE 1 . 2015 INTERNATIONAL BUILDING CODE 1 . REFER TO THE "SPECIAL INSPECTIONS TABLES" FOR THE LIST OF ELEMENTS OF 1 . WOOD FRAMING SHALL CONFORM TO THE "LUMBER TABLE" UNLESS NOTED
<br /> DESIGN LOADS
<br /> & AND GALV GALVANIZE(D) CONSTRUCTION THAT SHALL REQUIRE SPECIAL INSPECTION. THIS SHALL BE OTHERWISE.
<br /> 1 . DESIGN LOADS CONSIDERED A GUIDE, AND THE CONTRACTOR AND INSPECTOR SHALL REFER TO 2. MINIMUM NAILING AND BOLTING OF WOOD FRAMING MEMBERS AND WOOD
<br /> (E) EXISTING HGR HANGER ROOF LIVE LOAD: 20 psf THE IBC FOR COMPLETE REQUIREMENTS, QUALIFICATIONS, EXCEPTIONS, AND SHEATHING SHALL BE AS INDICATED IN THE "WOOD FRAMING FASTENING
<br /> @ AT HK HOOK ROOF DEAD LOAD: 15 psf (30 psf @a SOLAR ZONES) SUBMITTALS. THE OWNER SHALL BE RESPONSIBLE FOR EMPLOYING THE SPECIAL SCHEDULE" UNLESS OTHERWISE NOTED.
<br /> AB ANCHOR BOLT HORIZ HORIZONTAL 2. WIND LOAD DESIGN CRITERIA INSPECTION AGENCY. 3. ALL NAILS SHALL BE GALVANIZED COMMON WIRE NAILS UNLESS OTHERWISE
<br /> ADDL ADDITIONAL JST JOIST WIND IMPORTANCE FACTOR, I: 1 .0 2. COPIES OF ALL INSPECTION REPORTS THAT REPORT COMPLIANCE SHALL BE NOTED. NAILS IN CONTACT WITH FIRE RETARDANT TREATED OR PRESSURE
<br /> ALT ALTERNATE JT JOINT SUBMITTED TO THE ARCHITECT OF RECORD, STRUCTURAL ENGINEER OF RECORD, TREATED WOOD SHALL BE HOT DIPPED GALVANIZED ASTM A153 OR
<br /> BASIC WIND SPEED: 110MPH (3 SEC GUST) ( )
<br /> 11 1
<br /> ARCH ARCHITECT(URAL) kip 1 ,000 POUNDSWIND EXPOSURE CATEGORY: g AND BUILDING INSPECTOR WITHIN 7 CALENDAR DAYS OF COMPLETION OF THAT STAINLESS STEEL (TYPE 304 OR 316). WHEN REQUIRED TO PREVENT
<br /> B/FTG BOTTOM OF FOOTING ksi kips PER SQUARE INCH PORTION OF WORK. A MINIMUM OF ONE (1) PROGRESS REPORT PER MONTH FOR SPLITTING, PRE-DRILL FOR NAILS WITH 1/8" DIAMETER DRILL BIT.
<br /> NET UPLIFT VALUES (ASD) VALUES 13psf EACH TYPE OF CONSTRUCTION REQUIRING SPECIAL INSPECTION SHALL BE BOLTS AND LAG SCREWS SHALL CONFORM TO ASTM A307 AND ANSI / ASME JASON
<br /> BLDG BUILDING LB POUND
<br /> 3. SEISMIC LOAD DESIGN CRITERIA SUBMITTED TO THE STRUCTURAL ENGINEER OF RECORD. 4. STANDARD B18.2.1-1981 , AND SHALL BE GALVANIZED. BOLTS AND LAG SCREWS
<br /> BLKG BLOCKING MAX MAXIMUM SEISMIC IMPORTANCE FACTOR, I: 1 .0 3. SPECIAL INSPECTOR SHALL INFORM ENGINEER OF RECORD IMMEDIATELY OF IN CONTACT WITH FIRE RETARDENT TREATED OR PRESSURE TREATED WOOD
<br /> BM BEAM MECH MECHANICAL SITE CLASS: D NON-COMPLIANCE WITH CONSTRUCTION DOCUMENTS OR APPROVED SUBMITTALS. SHALL BE HOT DIPPED GALVANIZED (ASTM A153) OR STAINLESS STEEL (TYPE GNICH
<br /> BOT BOTTOM MFR MANUFACTURER SPECTRAL RESPONSE COEFFICIENTS: Sds-0.655g, Sd1-0.377g CONTACT ENGINEER OF RECORD THE SAME DAY NON-COMPLIANCE IS DISCOVERED 304 OR 316). STANDARD WASHERS SHALL BE PROVIDED UNDER HEAD AND NUT ARCHITECT
<br /> BP BASE PLATE MIN MINIMUM AND FOLLOW UP WITH AN OFFICIAL REPORT WITHIN 2 BUSINESS DAYS. OF ALL BOLTS IN WOOD FRAMING. BOLT THREADS SHALL NOT BEAR ON WOOD.
<br /> SEISMIC DESIGN CATEGORY: D DRILLED HOLES FOR BOLTS SHALL BE 1/16" LARGER IN DIAMETER THAN BOLT.
<br /> BRDG BRIDGING MISC MISCELLANEOUS BASIC SEISMIC-FORCE RESISTING SYSTEM: WOOD SHEAR WALLS 4. THE SPECIAL INSPECTIONS IDENTIFIED ON THE PLANS ARE IN ADDITION TO, AND
<br /> BRG BEARING MTL METAL NOT A SUBSTITUTE FOR, THOSE INSPECTIONS REQUIRED TO BE PERFORMED BY A 5. ALL BOLTS SHALL BE RETIGHTENED IMMEDIATELY PRIOR TO CLOSING IN
<br /> SEISMIC RESPONSE COEFFICIENT, Cs: 0.101 BUILDING INSPECTOR.
<br /> BTWN BETWEEN NTS NOT TO SCALE RESPONSE MODIFICATION FACTOR R: 6.5 FRAMING. 9 SE 3RD AVE, SUITE 110
<br /> C-C CENTER TO CENTER oc ON CENTER 5. SPECIAL INSPECTIONS ARE NOTED AS EITHER CONTINUOUS OR "PERIODIC". A 6. METAL FRAMING CONNECTORS SHALL BE "SIMPSON" BRAND OR ENGINEERED
<br /> "CONTINUOUS" INSPECTION REQUIRES THE PRESENCE OF A QUALIFIED INSPECTOR PORTLAND OR 97214
<br /> DEFLECTION AMPLIFICATION FACTOR, Cd: 4.0 APPROVED EQUIVALENT AND SHALL BE GALVANIZED. METAL FRAMING '
<br /> 3 CANT CANTILEVER(ED) OPNG OPENING ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE IN THE VICINITY OF THE WORK BEING PERFORMED FOR 100% OF THAT WORK. A V. 503.552.9079
<br /> CONNECTORS IN CONTACT WITH FIRE RETARDANT TREATED OR PRESSURE F. 503.241.7055
<br /> CIP CAST-IN-PLACE PAF POWER-ACTUATEDFROST DEPTH: 1'-6" USED "PERIODIC" INSPECTION REQUIRES PART-TIME OBSERVATION OF THE WORK BEING TREATED WOOD SHALL BE HOT DIPPED GALVANIZED (ASTM A123) OR WWW.GNICHARCH.COM
<br /> Q CJ CONTROL OR CONST JOINT FASTENER PERFORMED. THE INSPECTOR SHALL ALSO OBSERVE THE FINAL CONDITION OF STAINLESS STEEL (TYPE 316L). METAL FRAMING CONNECTORS SHALL BE
<br /> CL CENTER LINE PARA PARAPET GENERAL STRUCTURAL NOTES THE WORK BEFORE IT IS CLOSED FROM VIEW. INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S LATEST PUBLISHED
<br /> CLR CLEAR PL PLATE 6. WHEN WORK IN MORE THAN ONE CATEGORY OF WORK REQUIRING SPECIAL INSTALLATION INSTRUCTIONS USING THE LARGER SIZE AND QUANTITY OF Q��f s' q
<br /> 1 . THIS DRAWING SET IS TO BE VIEWED AS A WHOLE AND COORDINATED WITH o c
<br /> INSPECTION IS TO BE PERFORMED SIMULTANEOUSLY OR THE GEOGRAPHIC FASTENERS INDICATED UNLESS OTHERWISE NOTED.
<br /> 3 COL COLUMN psf POUNDS PER SQUARE FOOT ARCHITECTURAL, MECHANICAL, CIVIL, AND OTHER DISCIPLINES. ALL WORK
<br /> CONC CONCRETE PTDF(L) PRESSURE TREATED PERTAINING TO A SPECIFIC CONTRACTOR MAY OR MAY NOT BE SHOWN ON LOCATION OF THE WORK IS SUCH THAT IT CANNOT BE CONTINUOUSLY OBSERVED, 7. WASHERS USED IN SHEAR WALLS AND ANCHOR HOLD DOWNS SHALL BE � �
<br /> DOUGLAS FIR (LARCH) SPECIFIC DRAWING SECTIONS. IT IS EACH SUBCONTRACTOR'S RESPONSIBILITY IT SHALL BE THE RESPONSIBILITY OF THE AGENT TO EMPLOY A SUFFICIENT SQUARE WASHERS OF SIZE AND THICKNESS INDICATED IN "FRAME ANCHORcc
<br /> CONN CONNECTION TO PREPARE HIS BID FROM A COMPLETE SET OF PLANS. NUMBER OF SPECIAL INSPECTORS TO ASSURE THAT ALL WORK IS CONTINUOUSLY
<br /> REINF REINFORCEDREINFORCING BOLT DETAIL". ROUND WASHERS ARE NOT ACCEPTABLE FOR SHEAR WALL
<br /> ' CONST CONSTRUCTION , INSPECTED IN ACCORDANCE WITH THOSE PROVISIONS. * q 6
<br /> READ REQUIRED APPLICATIONS.
<br /> 0 2. THE CONTRACTOR SHALL FOLLOW WRITTEN DIMENSIONS ONLY. DO NOT SCALE
<br /> CONT CONTINUOUS sr->f civiv e�`P
<br /> SCHED SCHEDULE DRAWINGS. DIMENSIONS NOT SHOWN ON PLAN TO BE COORDINATED WITH CONCRETE NOTES 8. REFER TO TABLE 2304.9.1 FOR IBC 2012 AND OLDER OR TABLE 2304.10.1 FOR TFo��A��Fa
<br /> CTR CENTER ARCHITECTURAL PLANS. IBC 2015 AND NEWER FOR WOOD FASTENING REQUIREMENTS AND CBC.
<br /> deg DEGREE SHTG SHEATHING 3. ALL DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE INTENDED TO BE 1 . ALL CONCRETE WORK INCLUDING FORMING, REINFORCING, MIXING, PLACING
<br /> 0
<br /> DF (L) DOUGLAS FIR (LARCH) SIM SIMILAR TYPICAL AND SHALL APPLY AT ANY SIMILAR SITUATION ELSEWHERE ON THE JOB, AND CURING SHALL BE DONE IN ACCORDANCE WITH THE ACI MANUAL OF LUMBER TABLE
<br /> dia DIAMETER STD STANDARD EXCEPT WHERE A DIFFERENT DETAIL OR SECTION IS SHOWN. CONCRETE PRACTICE INCLUDING "BUILDING CODE REQUIREMENTS FOR
<br /> STL STEEL 4. THE STRUCTURE SHALL BE ADEQUATELY BRACED AND SHORED DURING
<br /> DIM DIMENSION STRUCTURAL CONCRETE", ACI 318, AND "SPECIFICATIONS FOR STRUCTURAL MEMBER SPECIES GRADE
<br /> STRUC STRUCTURAL ERECTION AGAINST WIND AND ERECTION LOADS. STRUCTURAL MEMBERS ARE CONCRETE , ACI 301 LATEST EDITIONS. 2x PLATES, STRIPPING,
<br /> DWG DRAWING DESIGNED FOR "IN-PLACE" LOADS ONLY. 2 IT SHALL BE THE RESPONSIBILITY OF THE MIX DESIGN SUPPLIER TO MISC CONCEALED
<br /> DWL DOWEL SW SHEAR WALL FRAMING BLKG & FIRE DOUGLAS FIR (LARCH) NO2 <LT
<br /> EA EACH T&B TOP AND BOTTOM 6. THE GENERAL CONTRACTOR SHALL VERIFY ALL OPENING SIZES, PAD SIZES, AND PROPORTION MIXES APPROPRIATELY TO REACH THE REQUIRED DESIGN
<br /> T/GONG TOP OF CONCRETE LOCATIONS WITH THE RESPECTIVE CONTRACTORS. STRENGTH NOTED, AND SHALL BE APPROPRIATE FOR THEIR INTENDED USE. STOPPING
<br /> EF EACH FACE ADMIXTURES ARE OPTIONAL, HOWEVER, AIR-ENTRAINING ADMIXTURES SHALL BE SILLS ON CONCRETE OR PRESSURE TREATED
<br /> T/FTG TOP OF FOOTING 7. THE CONTRACTOR SHALL NOTIFY THE ARCHITECT AND ENGINEER IMMEDIATELY USED FOR CONCRETE EXPOSED TO THE EXTERIOR OR FREEZE-THAW CYCLES. MASONRY DOUGLAS FIR LARCH NO2
<br /> EL ELEVATION OF ANY DISCREPANCIES BETWEEN CONSTRUCTION DOCUMENTS AND ACTUAL (LARCH) �
<br /> EQ EQUAL T/PARA TOP OF PARAPET FIELD CONDITIONS. 3 CONTRACTOR SHALL SUBMIT CONCRETE MIX DESIGNS FOR EACH INTENDED USE 2x LUMBER DOUGLAS FIR (LARCH) NO 2 Ouv(dLI�S�
<br /> T/S TOP OF SLAB ON THE PROJECT FOR REVIEW AND APPROVAL BY THE ENGINEER OF RECORD. TIMBER 5x5 AND LARGER DOUGLAS FIR (LARCH) NO 1
<br /> ETC ET CETERA 8. THE VARIOUS SUBCONTRACTORS ARE RESPONSIBLE FOR PLACING SLEEVES, CONTENTS OF THE MIX DESIGN SHALL COMPLY WITH AND INCLUDE ALL
<br /> EW EACH WAY TYP TYPICAL OUTLET BOXES, ANCHORS, VENT OPENINGS, ETC. THAT MAY BE REQUIRED IN PARALLEL STRAND LUMBER
<br /> INFORMATION REQUIRED BY ACI 318 CHAPTER 5. THIS INCLUDES BUT IS NOT PER MANUFACTURER 2.0E
<br /> EXT EXTERIOR UNO UNLESS NOTED OTHERWISE FOUNDATION WALLS. CONSTRUCTION MANAGER SHALL COORDINATE ALL LIMITED TO NUMBER OF TESTS AND AGE OF TESTS INCLUDED IN THE MIX DESIGN (PSL)
<br /> ° FDN FOUNDATION USGS US GEOLOGICAL SURVEY PLACEMENT OF ITEMS IN FOUNDATION WALLS. REPORT. LAMINATED VENEER ICC ESR-1254. GRADE 1 .9E; OR
<br /> VAR VARIES 9. SEE ARCHITECTURAL PLANS FOR ADDITIONAL DETAILS AND INFORMATION. LUMBER (LVL) HEADERS ICC ESR-1307 GRADE 1 .9E; OR
<br /> FF FINISH FLOOR 4 ALL CONCRETE DENSITY SHALL BE NORMAL WEIGHT (145 pcf +/- 5) UNLESSBEAMS, STRINGERS AND PER MANUFACTURER ICC ESR-1618, GRADE 1 .9E; OR
<br /> FIN FINISH VERT VERTICAL 10. ALL ELEVATIONS GIVEN ARE REFERENCED TO FINISHED FLOOR ELEVATIONS AT OTHERWISE INDICATED. LIGHT WEIGHT CONCRETE SHALL BE 110 pcf +/- 5, UNO. POSTS ICC ESR-1994, GRADE 2.0E
<br /> FLR FLOOR w/ WITH 100'-0", UNLESS SHOWN AS USGS ELEVATIONS. 5 FLY ASH ALLOWANCES:
<br /> WWR WELDED WIRE 11 . WHERE GENERAL NOTES OR TYPICAL DETAILS CONTRADICT INFORMATION SHEAR WALL SHEATHING PER MANUFACTURER APA RATED SHEATHING
<br /> FRMG FRAMING PROVIDED IN BUILDING SECTIONS, THE BUILDING SECTIONS TAKE PRECEDENCE. - 20% MAXIMUM BY WEIGHT IN FOOTINGS EXPOSURE 1 (PS 1 OR PS 2) 4)
<br /> FTG FOOTING REINFORCEMENT - 15% MAXIMUM BY WEIGHT IN SLABS APA RATED SHEATHING O
<br /> 12. ALL HOLES THROUGH CONSTRUCTION SHALL BE CORE DRILLED OR SAWCUT. ROOF SHEATHING PER MANUFACTURER
<br /> 14WHERE INFORMATION PROVIDED IN THESE STRUCTURAL DRAWINGS 6. COORDINATE CONCRETE WORK WITH THAT OF OTHER TRADES TO ALLOW FOR EXPOSURE 1 (PS 1 OR PS 2) v)
<br /> .
<br /> TENSION LAP SPLICE LENGTH IN CONCRETE NOTES SETTING OF SLEEVES ACCESSORIES ETC.
<br /> CONTRADICTS INFORMATION PROVIDED IN BUILDING SPECIFICATIONS, THE ' CD
<br /> 1. FOR HORIZONTAL BARS, SPECIFICATIONS SHALL TAKE PRECEDENCE. 7. ALL REINFORCING STEEL, ANCHOR RODS, DOWELS, AND INSERTS SHALL BE SPECIAL INSPECTIONS - SOILS AND FOUNDATIONS TABLE00
<br /> VALUES IN THE TABLE SHALL BE MULTIPLIED BY 1.3 WHERE WELL-SECURED IN POSITION PRIOR TO PLACING CONCRETE. :
<br /> MORE THAN 12 INCHES OF FRESH CONCRETE IS CAST BELOW THE BAR. INSPECTION Q
<br /> 2. WHERE CLEAR SPACING OF BARS BEING SPLICED IS AT LEAST 2 BAR DIAMETERS 8. TEST CYLINDERS WILL BE REQUIRED (4 MINIMUM), AND RECORDS OF RESULTS ITEM SCOPE c
<br /> EXCAVATION AND EARTHWORK NOTES FREQUENCY
<br /> AND CLEAR COVER AT LEAST 1 BAR DIAMETER, USE CASE 1. FOR ALL OTHER BAR SHALL BE SUBMITTED TO ENGINEER OF RECORD (1 AT 7 DAYS, AND 2 AT 28 Q N
<br /> ARRANGEMENTS, USE CASE 2. 1 . WATER LEVELS INDICATED ON THE BORING LOGS MAY BE SUBJECT TO SEASONAL DAYS). SLUMP TESTS ARE RECOMMENDED. VERIFY MATERIALS BELOW SHALLOW
<br /> 3. VALUES IN THE TABLE ARE BASED ON 60ksi REBAR. FOR OTHER REBAR YIELD AND/OR ANNUAL VARIATIONS. A DEWATERING SYSTEM OF SUFFICIENT CAPACITY 9. CONSTRUCTION JOINTS IN CONCRETE INDICATED WITH A ROUGH CLEAN FOUNDATIONS ARE ADEQUATE TO ACHIEVE Q
<br /> ' THE DESIGN BEARING CAPACITY; VERIFY
<br /> STRENGTHS, MULTIPLY VALUES IN THE TABLE BY THE SPECIFIED YIELD STRENGTH SHALL BE INSTALLED AND OPERATED TO MAINTAIN THE CONSTRUCTION AREA SURFACE SHALL HAVE A 1/4" AVERAGE AMPLITUDE. EXCAVATIONS ARE EXTENDED TO PROPER N U_
<br /> DIVIDED BY 60. FREE OF WATER AT ALL TIMES. 10. ALL COLD JOINTS SHALL BE ROUGHENED AND CLEANED PRIOR TO PLACING DEPTH AND HAVE REACHED PROPER
<br /> 4. WHERE BARS OF DIFFERENT SIZES ARE SPLICED, PROVIDED THE LAP LENGTH OF 2. THE BEARING VALUE AND LATERAL PRESSURES OF THE SOILS IS PER REPORT BY: CONCRETE. SOILS PERIODIC co00
<br /> MATERIAL; PERFORM CLASSIFICATION AND
<br /> THE LARGER BAR.
<br /> GULARTE & ASSOCIATES, INC DATED MAY 22 2018. THE FOUNDATION DESIGN ISz
<br /> 11 . ALL CONCRETE SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE STRENGTH IN TESTING OF COMPACTED FILL MATERIALS; N
<br /> L 5. WELDED WIRE REINFORCEMENT (DEFORMED OR PLAIN WIRE) SHALL BE LAPPED BASED ON THE FOLLOWING NET ALLOWABLE BEARING AND LATERAL PRESSURESACCORDANCE WITH THE FOLLOWING: PRIOR TO PLACEMENT OF COMPACTED FILL, I C U C),
<br /> ONE FULL MESH SQUARE PLUS 2 INCHES MINIMUM, BUT NOT LESS THAN 12 INCHES. ALLOWABLE BEARING PRESSURES MAY BE INCREASED BY ONE THIRD FOR WIND
<br /> ( INSPECT SUBGRADE AND VERIFY THAT SITE 4)
<br /> 6. REBAR IN ALL CONCRETE MEMBERS SHALL BE SPLICED IN ACCORDANCE WITH - (A) TOTAL AIR CONTENT LIMITS INCLUDE BOTH ENTRAINED AND ENTRAPPED O Q
<br /> AND SEICMIC LOADS): HAS BEEN PREPARED PROPERLY `-)
<br /> "TENSION LAP SPLICE LENGTH" TABLE, UNLESS SPECIFICALLY NOTED OTHERWISE AIR +/- 1 1/2%. N IN COLUMN INDICATES THE ADDITION OF ENTRAINED AIR IS NOT Q
<br /> ON THE DRAWINGS. - SPREAD FOOTINGS 2,200 psf REQUIRED, BUT IS PERMITTED. Z O N N U
<br /> - CONT. WALL FOOTINGS 1 ,800 psf U o` "' N
<br /> TENSION LAP SPLICE LENGTH IN CONCRETE (INCHES) - 60 KSI REBAR TABLE 3. ALL FOOTING EXCAVATIONS SHALL BE INSPECTED, PRIOR TO CONCRETE SPECIAL INSPECTIONS - CONCRETE TABLE r� Q O
<br /> PLACEMENT, BY A SOILS ENGINEER TO VERIFY SUITABLE BEARING MATERIAL OF ITEM INSPECTION SCOPE U U
<br /> f'c - 3,000psi 3,000psi 3,500psi 3,500psi 4,000psi 4,000psi 5,000psi 5,000psi CAPACITY AS SPECIFIED CONCRETE TABLE FREQUENCY co O
<br /> = O 0
<br /> BAR SIZE CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 24. NOTIFY THE OWNER'S REPRESENTATIVE WHEN ADDITIONAL EXCAVATION IS MAX INSPECT REINFORCEMENT (INCLUDING Lu O
<br /> #3 22 33 20 30 19 28 17 25 REQUIRED TO REACH SUITABLE BEARING MATERIAL. MINIMUM 28 DAY TOTAL AIR LIMITS O U O�
<br /> INTENDED USE STRENGTH f'c WATER-CEME (MAX % RATIO) (A) PRESTRESSING TENDONS) AND PLACEMENT, j UO m o O
<br /> #4 29 43 27 40 25 37 23 34 5. THE SOILS ENGINEER SHALL CERTIFY IN WRITING THAT ALL FOUNDATIONS WERE NT RATIO VERIFY CONFORMANCE WITH CONSTRUCTION LO
<br /> #5 36 54 33 50 31 47 28 42 PLACED ON SOIL WITH THE BEARING VALUE AS SPECIFIED. INTERIOR SLAB ON GRADE 4 ksi 0.50 N REINFORCEMENT PERIODIC DOCUMENTS, AND THAT BARS ARE FREE 0 V)
<br /> #6 43 65 40 60 37 56 34 50 6. WITHIN THE EXCAVATION AREA OF FOUNDATIONS, ALL VEGETATION, TOPSOIL, FOOTINGS/FOUNDATION 6 (WHERE EXPOSED FROM MATERIALS THAT COULD PREVENT
<br /> PREVIOUSLY PLACED FILL AND UNSUITABLE SOILS SHALL BE REMOVED. ALL WALLS 4 ksi 0.48 TO EXT.) BOND, ARE ADEQUATELY LAPPED, SPLICED, ISSUED FOR PERMIT
<br /> REINFORCING STEEL NOTES FOOTINGS TO BEAR ON VIRGIN SOIL OR PROPERLY PLACED AND COMPACTED TIED, AND SUPPORTED
<br /> ENGINEERED FILL. CONCRETE EXPOSED TO 4 ksi 0.40 6 INSPECT POST-INSTALLED MECHANICAL AND 09. 12. 1 H
<br /> 1 . NON-WELDED STEEL BAR REINFORCING SHALL CONFORM TO ASTM A615, DEICERS ANCHOR
<br /> GRADE 60. WELDED STEEL BAR REINFORCING SHALL CONFORM TO ASTM A706. 7. FOUNDATION DESIGN DOES NOT ACCOUNT FOR WINTER CONSTRUCTION. ANY ALL CONCRETE NOT INSTALLATION PERIODIC ADHESIVE ANCHORS NOT OTHERWISE
<br /> UNENCLOSED / UNHEATED SPACES SHALL BE ADEQUATELY PROTECTED AGAINST 4 ksi 0.40 6 SPECIFIED
<br /> WELDERS IN CONFORMANCE WITH A.W.S. D1 .1 USING E90 ELECTRODES FOR
<br /> 2. WELDING OF REINFORCING STEEL SHALL BE PERFORMED BY A.W.S. QUALIFIED FROST DURING WINTER CONSTRUCTION BY THE CONTRACTOR. OTHERWISE SPECIFIED INSPECT POST-INSTALLED MECHANICAL AND ASTM A615 REBAR, AND E80 ELECTRODES FOR ASTM A706 REBAR UNLESS 8. IF ANY SOFT SPOTS OR AREAS QUESTIONABLE FOR ANY REASON ARE ANCHOR CONTINUOUS ADHESIVE ANCHORS PER THE REV: DATE: DESCRIPTION:
<br /> OTHERWISE NOTED ON THE DRAWINGS. ENCOUNTERED BY THE CONTRACTOR, ARCHITECT / ENGINEER SHALL BE INSTALLATION REQUIREMENTS IN THEIR RESPECTIVE ICC-ES
<br /> NOTIFIED IMMEDIAETLY SO THAT ANY REQUIRED ACTION MAY BE TAKEN PRIOR TO STRUCTURAL STEEL NOTES REPORTS
<br /> 3. MINIMUM CONCRETE COVER FOR REINFORCING STEEL IN CAST-IN-PLACE CONTINUATION OF CONSTRUCTION IN THAT AREA MIX DESIGN PERIODIC VERIFY USE OF APPROVED MIX DESIGN
<br /> (NON-PRESTRESSED) CONCRETE SHALL BE AS FOLLOWS UNLESS OTHERWISE 1. FABRICATION AND ERECTION OF STRUCTURAL STEEL MEMBERS IS TO BE IN
<br /> NOTED ON THE DRAWINGS: ACCORDANCE WITH "AISC CODE OF STANDARD PREACTICE", LATEST EDITION. PRIOR TO CONCRETE PLACEMENT,
<br /> FABRICATE SPECIMENS FOR STRENGTH _
<br /> 2. ANCHOR RODS TO BE ASTM F1554, GRADE 36 STAINLESS STEEL OR HOT-DIPPED CONTINUOUS TESTING; PERFORM SLUMP AND AIR CONTENT
<br /> CONCRETE CAST AGAINST EARTH = 3" GALVANIZED FULLY THREADED RODS WITH PLATE WASHERS AND NUTS ON THE SAMPLING
<br /> AND
<br /> SHEET NAME:
<br /> CONCRETE EXPOSED TO WEATHER: BOTTOM UNLESS NOTED OTHERWISE. TESTS, AND DETERMINE TEMPERATURE OF
<br /> - #5 BAR AND SMALLER = 1 1/2" 3. BOLT HOLES SHALL BE 1/16" OVERSIZE UNLESS OTHERWISE NOTED ON THE THE CONCRETE GENERAL NOTES &
<br /> CONCRETE NOT EXPOSED TO EARTH OR WEATHER (SLABS, WALLS, & JOISTS): DRAWINGS. FIELD BURNING OF BOLT HOLES SHALL NOT BE PERMITTED. CONCRETE PERIODIC VERIFY MAINTENANCE OF CURING SCHEDULES
<br /> - #11 BARS AND SMALLER = 3/4" 4. WELDING SHALL BE PERFORMED BY A.W.S. QUALIFIED WELDERS IN PLACEMENT TEMPERATURE AND TECHNIQUES
<br /> CONCRETE NOT EXPOSED TO EARTH OR WEATHER (BEAMS & COLUMNS): CONFORMANCE WITH A.W.S. D1.1 USING E70 SERIES ELECTRODES UNLESS
<br /> OTHERWISE NOTED ON THE DRAWINGS. dlipfica
<br /> St.Louis-Montreal
<br /> - PRIMARY REINFORCEMENT TIES, STIRRUPS, & SPIRALS = 1 1/2" 00
<br /> 5. ALL STEEL SHALL BE SHOP PAINTED WITH A STANDARD ALKYD PRIMER (GRAY). N
<br /> 4. ALL DETAILING, FABRICATION, AND ERECTION OF REINFORCING STEEL SHALL FOR HARSH ENVIROMENTS USE A GRAY ZINC ORGANIC OR INORGANIC PRIMER. case SHEET NUMBER:
<br /> CONFORM TO THE LATEST EDITION OF ACI 315, DETAILS AND DETAILING OF 6. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING ASTM DESIGNATIONS engineering a
<br /> CONCRETE REINFORCEMENT. AND GRADES: S 1 1 �
<br /> 796 Menus Court mechanical
<br /> 5. LAP SPLICE LENGTHS FOR BARS INSTALLED IN CONCRETE AND CMU SHALL BE ANGLES, CHANNELS, PLATES, BARS, AND RODS = A36, fy = 36ksi St.Louis,MO 63026 electrical
<br /> T 636.349.1600 plumbing
<br /> IN ACCORDANCE WITH THE TABLE. F636.349,1730 fire protection w
<br /> aediFicaease.com structural U
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