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GENERAL STRUCTURAL NOTES STANDARD ABBREVIATIONS
<br /> AB ANCHOR BOLI'
<br /> ACI AMERICAN CONCRETE INSTITUTE
<br /> A. GENERAL D. CONCRETE (CONT'D.) E. MASONRY (CONT'D.) A.C.S. ALL COMMON SUWACES
<br /> A15C AMERICAN INSTITUTE O= STEEL CONSTRUCTION !Is
<br /> L THESE DRAWINGS HAVE BEEN PREPARED U51NG STANDARDS OF PROFESSIONAL CARE 5. ALL CONCRETE SHALL BE NORMAL WEIGHT OF 145 POUNDS PER CUBIC FOOT U51NG 10. MIN.WALL HORIZ,REINF, UN.O.ON PLANS OR DETAILS, SHALL BE (2)#5 BARS 1N CENTER AI51 AMERICAN IRON AND STEEL INSTITUTE ,-
<br /> AND COMPLETENE55 NORMALLY EXERC15ED UNDER SIMILAR CIRCUMSTANCE5 BY HARD ROCK AGGREGATES CONFORMING TO ASTM C33 UN.O. WHERE LIGHTWEIGHT OF 32" DEEP(MIN.)CONTINUOUS GROUTED BOND BEAM AT ELEVATED FLOOR AND ROOF ALT. ALTERNATE
<br /> ANSI AMERICAN NATIONAL STANDARDS INSTITUTE civ c
<br /> REPUTABLE STRUCTURAL ENGINEERS 1N THIS OR SIMILAR LOCALITIES. THEY A55UME CONCRETE IS SPECIFIED, CONCRETE SHALL BE 110 POUNDS PER CUBIC FOOT USING LINES AND SINGLE 45 BAR IN CENTER OF 16" DEEP CONTINUOUS GROUTED BOND BEAM A.R. ANCHOR ROD
<br /> THAT THE WORK DEPICTED WILL BE PERFORMED BY AN EXPERIENCED CONTRACTOR AGGREGATES CONFORMING TO ASTM C330. LARGEST NOMINAL AGGREGATE SIZE SHALL AT TOP OF PARAPET OR FREE STANDING WALL AND AT INTERVALS NOT TO EXCEED 48" ARCH'L. ARCHITECTURAL
<br /> AND/OR WORKMEN WHO HAVE A WORKING KNOWLEDGE OF THE APPLICABLE CODE BE I-1/2" OR GREATER FOR 5LA55 ON GRADE AND 3/4" OR LE55 FOR ALL OTHER
<br /> ac. PLACE BARS 4T ELEVATED FLOOR AND ROOF LINES CONTINUOUS THROUGH ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS �,
<br /> ATS ANCHOR TIE-DOWN SYSTEM o r-
<br /> STANDARDS AND REQUIREMENTS AND OF INDUSTRY ACCEPTED STANDARD GOOD CONCRETE UN.O. CONTROL JOINTS. PROVIDE BENT BARS PER TYPICAL DETAILS TO MATCH AND LAP AWS AMERICAN WELDING SOCIETY x. o rn
<br /> PRACTICE. AS NOT EVERY CONDITION OR ELEMENT 15 (OR CAN BE)EXPLICITLY SHOWN HORIZ.BOND BEAM REINF.AT CORNERS AND WALL INTER5ECTION5 TO MAINTAIN BOND B.F. BOUNDARY FASTENERSC
<br /> ON THESE DRAWINGS, THE CONTRACTOR SHALL USE INDUSTRY ACCEPTED STANDARD 6. MAX.SLUMP SHALL BE 5 INCHES (EXCEPTION: WHERE ADMIXTURE5/PLA6TICIZER5 HAVE BEAM CONTINUITY. USE BOND BEAM UNITS AT HORIZ.REINF. B.F.F. BELOW FINISH FLOOR -
<br /> GOOD PRACTICE FOR MISCELLANEOUS WORK NOT EXPLICITLY SHOWxN. BEEN INCLUDED 1N MIX DESIGN TO IMPROVE WORKABILITY, SLUMP LIMIT SHALL BE BOT. BOTTOM v c CZc�
<br /> c�
<br /> BASED ON ADMIXTURE MFR'5 RECOMMENDATIONS). MIX WATER SHALL 5E CLEAN AND 11. MIN.LINTEL, WHERE NOT NOTED ON PLANS, SHALL HAVE A MIN.OF (2)'5 CONTINUOUS B CD
<br /> T. BEARING TILEVEREl� M C °C m
<br /> 2. THESE DRAWINGS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE POTABLE. HORIZ.BARS 1N 5070M OF BOND BEAM OR LINTEL BLOCK AND SHALL BE GROUTED C.J. CONTROL JOINT = CD-(=6
<br /> s
<br /> METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR SOLID TO A MIN.DEPTH OF 24". SILLS SHALL BE REINFORCED WITH SINGLE 'S BAR IN C.J.P. COMPLETE JOINT PENETRATION � c
<br /> O C/)
<br /> CONSTRUCTION MEANS,METHODS, TECHNIQUES, SEQUENCES, PROCEDURES, LAGGING, 7. PORTLAND CEMENT SHALL CONFORM TO ASTM C150. TYPE V CEMENT SHALL BE USED BOND BEAM BLOCK GROUTED 50LID TO MIN. DEPTH OF 8". ALL LINTEL OR SILL REINF. � CENTER LINE C�l
<br /> CLR CLEAR DIMENSION TO FACE OF REBAR
<br /> SHORING, BRACING,FOR'1-WO�1K, ETC.AS REQUIRED FOR THE PROTECTION OF LIFE AND FOR CONCRETE IN CONTACT WITH EARTH. TYPE II CEMENT MAY BE USED ELSEWHERE. AND GROUT SHALL EXTEND 2 -0 MIN.PAST JAM55 UN.O.ON PLANS OR DETAILS. COL. COLUMN o �'
<br /> PROPERTY DURING CONSTRUCTION. CONSTRUCTION MATERIALS SHALL BE UNIFORMLY CEMENT SHALL BE TYPE V WITH FOZZOLAN WHERE CONCRETE 15 IN CONTACT WITH SOIL CONT. CONTINUOUS CO
<br /> SPREAD OUT SUCH THAT DE51GN LIVE LOAD PER SQUARE FOOT A5 NOTED HEREIN 15 CONTAINING VERY 5EVERE SULFATE EXFO5URE. 12. MASONRY VENEER SHALL BE ATTACHED TO 5UPFORTING WALL FRAMING WITH 3/16" DIA. CR51 CONCRETE REINFORCING STEEL INSTITUTE
<br /> NOT EXCEEDED. WALL TIES OR DOVETAIL-TYPE METAL TIES OF EQUIVALENT 5TIFFNE55 EMBEDDED INTO DIA. DIAMETER
<br /> 8. FLY ASH MAY BE USED 1N CONCRETE, SUBJECT TO APPROVAL BY THE ARCHITECT, HORIZ.MORTAR JOINTS. VERT.SPACING OF TIES SHALL BE 16" or-MAX. HORIZ. DUDIAGONAL
<br /> DUG.
<br /> DRAWING
<br /> 3. DE51GN OF ITEMS NOT PART OF THE PRIMARY STRUCTURAL SYSTEM (SUCH A5 5TAIR5, PROVIDED THE FOLLOWING CONDITIONS ARE MET: SPACING SHALL BE 24" oc.MAX. TIES IN ALTERNATE COURSES SHALL BE STAGGERED. E.F. EACH FACE
<br /> RAILINGS,NON-5TRUCTURAL WALLS)AND PREFABRICATED STRUCTURAL ITEMS (SUCH AS PROVIDE *B WIRE REINF. IN HORIZ.MORTAR JOINTS AT 16" or- ENGAGE 9 WIRE WITH ELECT. ELECTRICAL
<br /> FLOOR, ROOF TRUSSES) SHALL BE PROVIDED BY OTHERS UNLESS SPECIFICALLY NOTED 8.1. FLY ASH SHALL COMPLY WITH ASTM C618. WALL ANCHOR TIES. CONSTRUCTION JOINTS IN MASONRY VENEER WALLS SHALL BE ELEV. ELEVATION
<br /> ON THESE DRAWINGS. REFER TO SUBMITTALS SECTION FOR ITEMS THAT MUST BE LOCATED PER ARCH'L.DRAWINGS. E.O.R ENGINEER OF RECORD
<br /> EQ. EQUAL
<br /> SUBMITTED FOR REVIEW AND FOR SUBMITTAL REQUIREMENTS. 82. CEMENT CONTENT SHALL BE REDUCED A MINIMUM OF 15 PERCENT UP TO A MAXIS OF EF END FO5T
<br /> 25 PERCENT WHEN COMPARED TO AN EQUIVALENT CONCRETE MIX DE51GN WITHOUT FLY 13. MECH, ELECT., AND PLUMBING PENETRATIONS THRU MASONRY SHALL COMPLY WITH THE E5 END 5TUD(5) Store:
<br /> 4. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, CONDITIONS AND ELEVATIONS WITH ASH. FLY ASH CONTENT SHALL NOT COMPRISE MORE THAN 35 PERCENT OF THE TOTAL FOLLOWING: E5R EVALUATION SERVICE REPORT
<br /> ARCH'L.DRAWINGS AND RESOLVE ANY DISCREPANCIES WITH THE ARCHITECT PRIOR TO CEMENTITIOUS CONTENT. THE WATER-CEMENT RATIO SHALL BE CALCULATED 5145ED ON E.W. EACH WAY YOSEMITE & COTTAGE
<br /> F.F. FINISH FLOOR
<br /> START OF CONSTRUCTION. CONTRACTOR SHALL ESTABLISH AND VERIFY ALL OPENINGS THE TOTAL CEMENTITIOU5 MATERIAL IN THE MIX. 13.1. DO NOT CUT ANY REINF.THAT MAY INTERFERE WITH PENETRATIONS. INSTALL ANY FLR. FLOOR
<br /> AND INSERTS FOR ARCH'L.,MECH., PLUMBING AND ELECTRICAL WITH APPROPRIATE SLEEVES REQUIRED BY MECH., ELECT., OR PLUMBING PRIOR TO GROUTING. FRTW FIRE RETARDANT TREATED WOOD �ANTECA, CA 9533fi
<br /> TRADES, DRAWINGS AND SUBCONTRACTORS PRIOR TO CONSTRUCTION. 83. CLA65 F FLY ASH SHALL BE USED IN SULFATE RE515TANT CONCRETE WITH f'c EQUAL TO FT. FOOT
<br /> OR GREATER THAN 4000 PSI. CLASS C FLY ASH MAY BE USED ELSEWHERE. 132. PENETRATIONS SHALL NOT BE CORED OR CUT INTO MASONRY WITHOUT PRIOR WRITTEN FTG. FOOTING
<br /> GA. GAGE Restaurant #RC529
<br /> 5. TYPICAL DETAILS AND NOTES SHALL APPLY, THOUGH NOT NECESSARILY INDICATED AT APPROVAL OF ENGINEER THRU THE ARCHITECT. GLB GLUCAN BEAM
<br /> A SPECIFIC LOCATION ON PLANS. WHERE NO DETAILS ARE SHOWN, CONSTRUCTION 9. WATER SOLUBLE CHLORIDE ION CONCENTRATIONS IN CONCRETE SHALL BE LIMITED PER G.5N. GENERAL STRUCTURAL NOTES
<br /> SHALL CONFORM TO SIMILAR WORK ON THE PROJECT. DETAILS MAY SHOW ONLY ONE ACI 318, SECTION 1932.1, EXPOSURE CLA55 "C1". 133. PENETRATIONS THRU LINTEL5, PILASTERS, AND JAM55 ARE PERMITTED ONLY WHERE G.T. GIRDER TRU55
<br /> SIDE OF CONNECTION OR MAY OMIT INFORMATION FOR CLARITY. SPECIFICALLY DETAILED. H55 HORIZONTAL HOLLOW STRUCTURAL SECTION
<br /> H55 Professional of Record: NAME
<br /> 10. TIME BETWEEN CONCRETE BATCHING AND PLACEMENT SHALL BE IN ACCORDANCE WITH IAMFO INTERNATIONAL ASSOCIATION OF PLU1115ING AND MECHANICAL OFFICIALS
<br /> 6. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL A5TM C94. 13.4. CONDUIT AND PIPING PARALLEL TO PLANE OF WALL SHALL NOT BE EMBEDDED IN IBC INTERNATIONAL BUILDING CODE
<br /> STRUCTURAL NOTES AND TYPICAL DETAILS. WALL UN.O. ICC INTERNATIONAL CODE COUNCIL
<br /> 11. CONCRETE MIXING, PLACEMENT AND QUALITY SHALL BE PER ACI 318. MECHANICALLY INF INSIDE DIAMETER
<br /> NFO. INFORMATION1. STANDARDS AND CODE REFERENCES NOTED IN THESE CONSTRUCTION DOCUMENTS VIBRATE ALL CONCRETE WHEN PLACED. SLABS ON GRADE NEED BE VIBRATED ONLY F. REINFORCING STEEL JT. JOINT
<br /> REFER TO THE EDITIONS ADOPTED BY THE BUILDING CODE SPECIFIED 1N THE BA615 AROUND AND UNDER FLOOR DUCTS OR SIMILAR ELEMENTS. REMOVE ALL DEBRIS FROMK KIP(1,000 L55)
<br /> FOR DESIGN. REFERENCES NOT SPECIFICALLY ADOPTED BY SAID BUILDING CODE FORS BEFORE PLACING CONCRETE. CONCRETE SHALL NOT BE DROPPED THROUGH 1. REINFORCING STEEL SHALL BE DETAILED AND PLACED IN ACCORDANCE WITH ACI 318 K.O. KNOCKOUT FFAA
<br /> REFER TO THE LATEST EDITION. REINFORCING STEEL SO A5 TO CAUSE SEGREGATION OF AGGREGATES. UNCONFINED AND CR51'5 MANUAL OF STANDARD PRACTICE. KP KING TUD DESIGN
<br /> K5 KING STUD(5)
<br /> FALL OF CONCRETE SHALL NOT EXCEED 5 FEET. KSI KIP5 PER SQUARE INCH
<br /> 8. ALL INSPECTIONS REQUIRED BY THE BUILDING CODES, JURISDICTION, OR THESE PLANS 2. REINFORCING STEEL SHALL CONFORM TO A5TM A615 OR ASTM A10(6 (A10(6 REQUIRED LLH LOG LEG HORIZONTAL
<br /> SHALL BE PROVIDED BY AN INDEPENDENT INSPECTION COMPANY OR THE BUILDING 12. PROTECT CONCRETE FROM DAMAGE OR REDUCED STRENGTH DUE TO COLD OR HOT FOR ALL REINFORCING TO BE WELDED)AND SMALL BE GRADE 60 lfy = 60 K51) LLV LONG LEG VERTICAL
<br /> DEPARTMENT. SITE VISITS BY THE ENGINEER DO NOT CONSTITUTE AN INSPECTION. WEATHER 1N ACCORDANCE WITH ACI 305 AND 306. CONTRACTOR SHALL TAKE SPECIAL DEFORMED BARS U.N.O. REINFORCING 1N 5LA55 ON GRADE MAY BE GRADE 40 (f = 40 LVL LAMINATED STRAND LUMBER r C h i t e C t u r a
<br /> y LVL LAMINATED VENEER LUMBER S Solutions Group
<br /> CURING PRECAUTIONS TO MINIMIZE SHRINKAGE CRACKING OF CONCRETE SLABS. KSI)DEFORMED BARS FOR ALL BARS *4 AND SMALLER UN.O.ON PLANS OR DETAILS. MFR. MANUFACTURER p
<br /> B. BASIS FOR DESIGN MAX MAXIMUM
<br /> 13. ALL ITEMS TO BE CAST IN CONCRETE SUCH A5 REINFORCEMENT, DOWELS, BOLTS, 3. RECTANGULAR PLATE DOWELS AND SMOOTH ROUND DOWELS USED AT CONTROL AND MECH. MECHANICAL 38 EXECUTIVE PARK,
<br /> 1. BUILDING CODE: CALIFORNIA BUILDING CODE 2019 ANCHORS, SLEEVES, ETC, SHALL BE 5ECUR=LY POSITIONED 1N THE FORMS. CONSTRUCTION JOINTS IN SLABS ON GRADE SHALL CONFORMTO A5TM A36. REFER TO MIN. MINIMUM SUITE 310
<br /> MISC. MISCELLANEOUS
<br /> TYPICAL CONTROL JOINTS IN SLAB ON GRADE DETAIL FOR SIZE, PLACEMENT, SPACING, N.T.5. NOT TO SCALE IRVINE, CA 92614
<br /> 2. ROOF LOADS: DEAD LOAD: LIVE LOAD (REDUCIBLE): 14. CONSTRUCTION JOINT SURFACES SHALL BE CLEANED AND LAITANCE REMOVED. ETC. RECTANGULAR PLATE DOWELS SHALL BE BY FNA CONSTRUCTION TECHNOLOGIES o.c. ON CENTER
<br /> 25 PSF (INCLUDING 5 FSF SOLAR) 20 PSF HORIZONTAL JOINT SURFACES SHALL BE ROUGHENED TO 1/4" AMPLITUDE. THOROUGHLY (800-542-0214)OR OTHER MFR APPROVED BY ENGINEER INSTALL ALL PLATE DOWEL OD. OUTSIDE DIAMETER
<br /> WET ALL JOINT SURFACES AND REMOVE STANDING WATER IMMEDIATELY PRIOR TO NEW BASKET ASSEMBLIES PER MFR.'5 RECOMMENDATIONS. PPP. OPPOSITE
<br /> 3. CANOPY CONCRETE PLACEMENT. PL . PLATE
<br /> ROOF LOADS: DEAD LOAD: LIVE LOAD (REDUCIBLE): 4. ALL DIMENSIONS SHOWING THE LOCATION OF REINFORCING STEEL NOT NOTED A$ PLF POUNDS PER LINEAR FOOT
<br /> 14 PSF 20 PSF 15. CONCRETE SHALL BE CUR=D 1N ACCORDANCE WITH ACI 318, SECTION 26.532, UNLE55 "CLEAR" OR "Cl-R." ARE TO CENTER OF STEEL. CLEAR COVER FOR NON-FRE5TRE55ED PLYWD. PLYWOOD
<br /> ALTERNATE METHODS HAVE BEEN APPROVED BY THE ARCHITECT AND ENGINEER CONCRETE REINFORCING SHALL BE AS NOTED BELOW, UN.O.ON PLANS OR DETAILS. PSF POUNDS PER SQUARE FOOT
<br /> FS1 POUNDS PER SQUARE INCH
<br /> 4. CORRAL WHERE CURING COMPOUNDS HAVE BEEN APPROVED FOR SLAB CURING, CONTRACTOR CLEAR COVER FOR PRESTRESSED CONCRETE AND FOR PRECAST CONCRETE P5L PARALLEL STRAND LUMBER R
<br /> ROOF LOAD5: DEAD LOAD: LIVE LOAD (REDUCIBLE): SHALL BE RESPONSIBLE FOR VERIFYING COMPATIBILITY OF COMPOUNDS WITH MANUFACTURED UNDER PLANT CONTROL CONDITIONS SHALL BE PER ACI 318, SECTIONS RC5C RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS tG b
<br /> 9 PSF 20 PSF ANTICIPATED FLOOR FINISH (eg, RESILIENT TILE)PRIOR TO CURING COMPOUND 20.6.132 AND 20.6.133, RESPECTIVELY. REQ'D. REQUIRED tid
<br /> SIM. SIMILAR d A O
<br /> APPLICATION. 5LR6 SEISMIC LOAD RE515TING SYSTEM to Z
<br /> 5. WIND LOADS: 93 MPH ULTIMATE WIND SPEED COMPONENT AND CLADDING EXF05URE CONDITION: COVER SPEC. SPECIFICATION Q W
<br /> EXF05URE C WIND PRESSURE PER A5CEI-16 16. GROUT BENEATH COLUMN BASES OR BEARING PLATES SHALL BE 5000 P51 (MIN) STD. STANDARD LL J c J
<br /> INTERNAL FR NON-SHRINK FLOWABLE GROUT OR DRYPACK INSTALL GROUT BENEATH BEARING CAST AGAINST AND PERMANENTLY 3" STK STACKED O =Q z p ap
<br /> tz
<br /> 5R) SHEAR WALL
<br /> COEFFICIENT (GCpi) = 0.18 PLATES BEFORE FRAMING MEMBER 15 INSTALLED. AT COLUMNS, INSTALL GROUT EXPOSED TO EARTH T & B TOP AND BOTTOM ~ _4&
<br /> BENEATH 545E PLATES AFTER COLUMN HAS BEEN PLUMBED. FRAMING (NOT INCLUDING T &G TONGUE AND GROOVE y�P
<br /> (o. 0-1EI5MIC LOADS: SITE CLA55 C SYSTEM: LIGHT-FRAMED WOOD CONCRETE OVER STEEL DECK OR CONCRETE TOPPING AS OCCURS)MAY BE INSTALLED EXPOSED TO EARTH OR WEATHER THRU THROUGH
<br /> SEISMIC DE51GN CATEGORY D SHEAR WALLS ONE LEVEL ABOVE BASE PLATE PRIOR TO PLACING GROUT BENEATH BASE PLATES. (INCLUDING SLABS ON GRADE) T.O. TOP OF
<br /> R = 6.5 ANALY515: EQUIVALENT GROUT SHALL BE PLACED BENEATH BASE PLATES PRIOR TO INSTALLATION OF ANY NO.5 AND SMALLER 1 1/2" T.O.D. TOP OF DECK
<br /> T.O.F. TOP OF FOOTING
<br /> 55 = 0.159 LATERAL FORCE PROCEDURE FRAMING TWO OR MORE LEVELS ABOVE BASE PLATE. GROUT DEPTH SHALL BE 1 1/2" NO.6 AND LARGER 2" T.O.L. TOP OF LEDGER
<br /> 51 = 0.231 BASE SHEAR, V = CsW = 0.093W TYPICAL, OR SHALL BE SUFFICIENT TO ALLOW GROUT OR DRYPACK TO BE PLACED T.O.5. TOP OF STEEL
<br /> SDS = 0.605 BENEATH PLATE WITHOUT VOIDS. NOT EXPOSED TO WEATHER OR IN T.O.W. TOP OF WALL
<br /> 5D 1 = 0391 CONTACT WITH GROUND TP TRIMMER
<br /> T5 TRIMMER 5TUD STUD(5)
<br /> E. MASONRY STRUCTURAL SLABS, WALLS, JOISTS TYP. TYPICAL Prototype: P4 EXTENDED-HV, SCHEME A
<br /> 1. SNOW LOAD5: NONE NO. 11 AND SMALLER 3/4" UN.O. UNLE55 NOTED OTHERWISE
<br /> 1. ALL MA50NRY CONSTRUCTION SHALL BE PERFORMED IN ACCORDANCE WITH CBC 2104 NO. 14 AND LARGER 1 1/2" VERT. VERTICAL
<br /> 8. RISK RISK CATEGORY 11 AND ACI 530.1. BEAMS, COLUMNS (PRIMARY REINFORCEMENT, 1 1/2" w/ WITH Prototype Issue Date: 6.29.2020
<br /> w/o WITHOUT
<br /> CATEGORY: SEISMIC IMPORTANCE FACTOR = 1A TIES, STIRRUPS, SPIRALS) WT. WEIGHT Design Bulletin Updates: INCLUDED
<br /> 2. MASONRY GOMPRE551VE STRENGTH, f'm, SHALL BE 2000 PSI U.N.O.AND SHALL BE
<br /> 9. RAIN 1 I/2"/HR. 100 YEAR RAIN VERIFIED BY THE PR15M TEST METHOD OUTLINED IN IBC 2105. AS A MINIMUM, 28 DAY SHEET INDEX Date Issued: Bulletin Number:
<br /> INTENSITY: CYCLE COMPRESSIVE STRENGTHS OF INDIVIDUAL COMPONENTS (ie., BLOCK,GROUT, AND 5. LAP SPLICES OF REINFORCING STEEL SHALL CONFORM TO TYPICAL REBAR LAP
<br /> MORTAR)SHALL BE A5 NOTED BELOW. GR=ATER STRENGTHS SHALL BE USED AS SCHEDULE UN.O. NO TACK WELDING OF REINFORCING BARS ALLOWED. LATEST ACI • t4ACATES PREVIOUSLY / CURRENTLY ISSUED SHIM NOV. 2018 1 &2
<br /> C. FOUNDATION REQUIRED FOR COMBINED SYSTEM TO ACHIEVE SPECIFIED VALUE OF fm. MIN.BLOCK CODE AND DETAILING MANUAL APPLY. AT WALLS AND FOOTINGS, PROVIDE BENT
<br /> STRENGTH SPECIFIED 15 ON NET AREA, CORNER BARS TO MATCH AND LAP WITH HORIZ.BARS AT ALL CORNERS AND PLANCf-ECK SUBMITTAL. 1 ST BLDG. S U B M ITf AL
<br /> 1. FOUNDATIONS DESIGNED PER RECOMMENDATIONS BY TERRACON INC, REPORT NO. f m: BLOCK: GROUT: MORTAR: MORTAR TYPE: INTERSECTIONS U.N.O. VERT.WALL BAR5 SHALL BE SPLICED AT OR NEAR FLOOR LINES.
<br /> C5205034, DATED MAY 22, 2020.SITE PREPARATION,GRADING, TESTS, INSPECTIONS, SPLICE TOP BARS AT CENTER LINE OF SPAN AND BOTTOM BARS AT THE SUPPORT 1N SHEET TITLE
<br /> FIELD OBSERVATIONS, OR APPROVAL FROM THE GEOTECHNICAL ENGINEERSPANDRELS, BEAMS,GRADE BEAMS, ETC., UN.O. PLANS OR DETAILS.
<br /> 2000 Pel 2000 F51 2000 P51 1800 PSI TYPE 5 • 50.1 GENERAL STRUCTURAL NOTES
<br /> RECOMMENDED BY THE GEOTECHNICAL REPORT AND ANY ADDENDA SHALL BE • SO2 GENERAL STRUCTURAL NOTES (CONTD)
<br /> COMPLETED PRIOR TO CONSTRUCTION OF FOUNDATIONS. 3. STRUCTURAL MASONRY SHALL BE HOLLOW,MEDIUM WEIGHT 1115 PCF), LOAD-SEARING 6. MECHANICAL SPLICE COUPLERS SHALL HAVE CURRENT ICC APPROVAL AND SHALL BE • S03 G04RAL STRUCTURAL NOTES (CONTD.)
<br /> CONCRETE MASONRY UNITS CONFORMING TO ASTM C90. BLOCK TEST DATA BY A CAPABLE OF DEVELOPING 125516 OF THE SPLICED BAR'S YIELD STRENGTH. • SO.4 NOTES AND SCHEDULES
<br /> 2. ALLOWABLE DEAD PLUS LIVE LOAD SOIL PRE55URE = 3000 P5F. CERTIFIED LABORATORY SHALL BE SUBMITTED FOR REVIEW. ALL BLOCKS SHALL BE SO.5 rfi1CAL, DETAILS
<br /> PLACED IN RUNNING BOND CONSTRUCTION U.N.O.WITH ALL VERTICAL CELLS IN 7. ALL REINFORCING SHALL BE BENT COLD. BARS SHALL NOT BE UN-BENT AND R=-BENT. • SO.6 TYPICAL DETAILS
<br /> 3. TRENCHES AND EXCAVATIONS UNDER OR ADJACENT TO FOUNDATIONS SHALL BE ALIGNMENT. FIELD BENDING OF REBAR SHALL NOT BE ALLOWED UNLE55 SPECIFICALLY NOTED. • SO.7 TYPICAL DETAILS
<br /> PROPERLY BACKFILLED AND COMPACTED. • SO.8 TYPICAL NAILS
<br /> 4. GROUT SHALL CONFORM TO REQUIREMENTS OF C5C 21033. USE SUFFICIENT WATER FOR 8. WELDING OF REINFORCING BARS,METAL INSERTS, AND CONNECTIONS SHALL BE MADE • S1.1 FOUNDATM PLAN
<br /> 4. REFER TO GEOTECHNICAL REPORT FOR ON-SITE SOIL CORROSION POTENTIAL ON GROUT TO FLOW INTO ALL JOINTS OF THE MA50NRY WITHOUT SEGREGATION. ONLY SOLID ONLY AT LOCATIONS SHOWN ON PLANS OR DETAILS. SEE WIELDING SECTION OF G.5N. • S2.1 ROOF FRAMING PLAN REVISIONS:
<br /> METAL CONSTRUCTION MATERIALS. CONSULT A QUALIFIED CORROSION ENGINEER GROUT CELLS WITH REINFORCING UNLE55 REQUIREMENT TO SOLID GROUT ENTIRE WALL 15 FOR ADDITIONAL REQUIREMENTS. • S3.1 STRUCTURAL WALL SECTIONS
<br /> FOR RECOMMENDATIONS FOR MITIGATING CORROSIVE EFFECTS, IF NECESSARY. SPECIFICALLY NOTED ON PLANS OR SCHEDULE. HOLD GROUT DOWN 1-1/2" BELOW TOP • S3.2 STRUCTURAL. WALL SES 1 O$-07-20 1st. Bldg. Submittal
<br /> OF BLOCK AT GROUT LIFT JOINTS. 9. REINFORCING BAR SPACINGS SHOWN ON PLANS ARE MAX.ON CENTER DIMENSIONS. • S33 STRUCTURAL WALL SECTIONS 2
<br /> 5. WATER PROOFING A5 MAY BE REQUIRED AT SOIL FACE OF WALLS BELOW GRADE DOWEL ALL VERT.REINFORCING TO FOUNDATION. SECURELY TIE ALL BARS IN LOCATION • S3.4 STRUCTURAL WALL SECTIONS 3
<br /> SHALL BE BY OTHERS. 5. MORTAR MIX SHALL CONFORM TO REQUIREMENTS OF CBG 2103.1.1. SEE TABLE ABOVE BEFORE PLACING CONCRETE. MIN.CLEAR SPACING BETWEEN PARALLEL • S3.5 STRUCTURAL WALL SECTIONS
<br /> FOR MORTAR TYPE. MORTAR THICKNE55 SHALL NOT EXCEED 5/8 INCH. REINFORCEMENT SHALL BE THE LARGER OF 1-1/2 TIMES NOMINAL BAR DIA.OR 1-1/3 • S3.6 STRUCTURAL WALL SECTIONS 4
<br /> D. CONCRETE TIMES MAX AGGREGATE SIZE OR 1-1/2". CLEAR SPACING LIMITATION APPLIES ALSO TO • S4.1 FOUANDAT10N DETAILS 5
<br /> 6. GROUT AND MORTAR MIXES SHALL BE DESIGNED BY A CERTIFIED LABORATORY, CLEAR DISTANCE BETWEEN A CONTACT LAP SPLICE AND ADJACENT SPLICES OR BARS. • S42 FOUIIDATM DETAILS 6
<br /> 1. ALL CONCRETE CONSTRUCTION SHALL BE PERFORMED IN ACCORDANCE WITH ACI 318 STAMPED BY AN APPROPRIATELY LICENSED SPECIALTY ENGINEER, AND APPROVED • S43 FOUNDAIM DETAILS 7
<br /> AND ACI 301, EXCEPT AS MODIFIED BY THE CONSTRUCTION DOCUMENTS. BY THE ENGINEER OF RECORD. MIX DESIGNS SHALL INCLUDE THE PROJECT NAME AND 10. SHEAR REINFORCEMENT AT SLAB TO COLUMN CONNECTIONS, A5 SHOW! ON THE PUNS • S5.1 FRAMING DETAILS
<br /> INDICATE THEIR USE WITHIN THE STRUCTURE. AND DETAILS, SHALL BE 5TUDRAIL5 AS MANUFACTURED BY DECON PER ICC ESR-2494. 0 S52 FRAMING DETAILS 8
<br /> 2. MIN.28 DAY COMPRESSIVE STRENGTH, Vc, SHALL BE 3000 PSI FOR ALL CONCRETE IN • S53 FRAMING DETAILS 9
<br /> CONTACT WITH SOIL. (FOUNDATION DESIGN BASED ON 2500 PSL) 1. LAP REINFORCING BARS PER TYPICAL REBAR LAP SCHEDULE (MASONRY)U.N.O. G. STEEL DECK • SSA FRAMING DETAILS
<br /> • SS.S FRAMNG DETAILS
<br /> 3. CONCRETE MIXES SHALL BE DE51GNED BY A CERTIFIED LABORATORY, STAMPED BY 8. REINFORCING SHALL BE SECURED 1N 1T5 PROPER P051TION WITHIN THE CELL TO 1. STEEL DECK SHALL BE MANUFACTURED BY EITHER VERCO MANUFACTURING, CO, PER • SSA FRAMING DETAILS
<br /> AN APPROPRIATELY LICENSED SPECIALTY ENGINEER, AND APPROVED BY THE PREVENT LATERAL DISPLACEMENT PRIOR TO GROUTING BY WIRE P05ITIONER5 OR IAPMO ER-0211 OR ASC STEEL DECK PER IAPMO ER-0329 OR ER-0161. 5TEEL DECK • S5.7 FRAMING DETAILS
<br /> ENGINEER OF RECORD. MIX DESIGNS SHALL INCLUDE THE PROJECT NAME AND OTHER SUITABLE DEVICES AT INTERVALS NOT EXCEEDING 10'-0" or-MAX. BY OTHER MANUFACTURERS MAY BE USED ONLY WITH PRIOR WRITTEN APPROVAL OF S6.1 TRASH ENCLOSURE FRAMING AND FOUNaATM PLANS Sheet Title: E N E RAL
<br /> INDICATE THEIR USE WITHIN THE STRUCTURE. MIX DESIGNS SHALL BE PROPORTIONED TO THE ENGINEER THROUGH THE ARCHITECT. DECK STEEL SHALL BE GALVANIZED IF FIRE • S62 TRASH ENCLOSURE DETAILS
<br /> MINIMIZE SHRINKAGE AND HAVE PROVEN SHRINKAGE CHARACTERISTICS OF 0.05% OR 9. MIN.WALL VERT.REINF., U.N.O.ON PLANS OR DETAILS, SHALL BE d15 BAR VERT.FULL PROOFING 15 TO BE APPLIED OR IF DECK WILL BE EXPOSED TO WEATHER OTHERWISE,
<br /> LE55 BASED ON TESTING PER A5TM C157. HEIGHT IN CENTER OF GROUTED CELL AT ALL WALL INTERSECTIONS, CORNERS, WALL DECK STEEL MAY BE EITHER GALVANIZED OR PRIME PAINTED. STRUCTURAL NOTES
<br /> ENDS, JAMBS AT WALL OPENINGS, AND AT EACH SIDE OF CONTROL JOINTS. REFER TO
<br /> 4. 1F USED, EARLY STRENGTH CONCRETE SHALL BE PROPORTIONED TO DEVELOP THE 28 PLAN FOR TYPICAL WALL VERT.REINF.SIZE AND SPACING. DOWEL ALL VERT.REINF.TO 2. STEEL DECK TYPE,GAGE, ATTAG-IMENT TO SUPPORTING MEMBERS, AND SIDE SEAM
<br /> DAY COMPRE551VE STRENGTH AT THE AGE REQUIRED BY THE CONTRACTOR FOUNDATION WITH DOWELS TO MATCH AND LAP VERT.REINF. CONNECTIONS SHALL BE AS NOTED ON PLAN. FLOOR DECKS SHALL BE COMPOSITE
<br /> CONTRACTOR SHALL SUBMIT TEST DATA FOR REVIEW BY THE STRUCTURAL ENGINEER TO DECK UN.O. DECK SHALL BE ERECTED IN ACCORDANCE WITH MFR'5 Date: 7.23.2020
<br /> SUBSTANTIATE THE CONCRETE STRENGTH AT THE REQUIRED AGE. RECOMMENDATIONS.
<br /> Project Number: RAC19024.0
<br /> Drawn By: CAD
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