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GENERAL STRUCTURAL NOTES STANDARD ABBREVIATIONS
<br /> A.B ANCHOR BOLT
<br /> ACI AMERICAN CONCRETE INSTITUTE
<br /> A. GENERAL D. CONCRETE (CONT'D.) E. MASONRY (CONT'D.) A.c.S. ALL COMMON SURFACES
<br /> A15C AMERICAN INSTITUTE OF STEEL CONSTRUCTION y
<br /> 1. THESE DRAWINGS HAVE BEEN PREPARED USING STANDARDS OF PROFESSIONAL CARE 5. ALL CONCRETE SHALL BE NORMAL WEIGHT OF 145 POUNDS PER CUBIC FOOT USING 10. MIN. WALL HORIZ. REINF, U.N.O. ON PLANS OR DETAILS, SHALL BE (2) 05 BARS IN CENTER A151 AMERICAN IRON AND STEEL INSTITUTE T
<br /> ALT, ALTERNATEo
<br /> AND COMPLETENESS NORMALLY EXERCISED UNDER SIMILAR CIRCUMSTANCES BY HARD ROCK AGGREGATES CONFORMING TO ASTM 033 U.N.O. WHERE LIGHTWEIGHT OF 32" DEEP (MIN.)CONTINUOUS GROUTED BOND BEAM AT ELEVATED FLOOR AND ROOF ANSI AMERICAN NATIONAL STANDARDS INSTITUTE N M
<br /> REPUTABLE STRUCTURAL ENGINEERS IN THIS OR SIMILAR LOCALITIES. THEY ASSUME CONCRETE IS SPECIFIED, CONCRETE SHALL BE 110 POUNDS PER CUBIC FOOT U61NG LINES AND SINGLE *5 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 t0 EXCEED 46" ARCH'L. ARCHITECTURAL .x a, o
<br /> N
<br /> AND/OR WORKMEN WHO HAVE A WORKING KNOWLEDGE OF THE APPLICABLE CODE BE I-I/2" OR GREATER FOR SLABS ON GRADE AND 3/4" OR LESS FOR ALL OTHER o.c. PLACE BARS At ELEVATED FLOOR AND ROOF LINES CONTINUOUS THROUGH ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS �
<br /> ATS ANCHOR TIE-DOWN SYSTEM o ti
<br /> STANDARDS AND REQUIREMENTS AND OF INDUSTRY ACCEPTED STANDARD GOOD CONCRETE U.N.O. CONTROL JOINTS. PROVIDE BENT BARS PER TYPICAL DETAILS TO MATCH AND LAP AWS AMERICAN WELDING SOCIETY 'x 2 0 6'
<br /> PRACTICE. AS NOT EVERY CONDITION OR ELEMENT IS (OR CAN BE) EXPLICITLY SHOWN HORIZ, BOND BEAM REINF. AT CORNERS AND WALL INTERSECTIONS TO MAINTAIN BOND B.F. BOUNDARY FASTENERS QCz
<br /> ON THESE DRAWINGS, THE CONTRACTOR SHALL USE INDUSTRY ACCEPTED STANDARD 6. MAX. SLUMP SHALL BE 5 INCHES (EXCEPTION: WHERE ADMIXTURES/PLASTICIZERS HAVE BEAM CONTINUITY. USE BOND BEAM UNITS AT HORIZ. REINF, B.F.F. BELOW FINISH FLOOR
<br /> GOOD PRACTICE FOR MISCELLANEOUS WORK NOT EXPLICITLY SHOWN. BEEN INCLUDED IN MIX DESIGN TO IMPROVE WORKABILITY, SLUMP LIMIT SHALL BE BOT. BOTTOM cn o
<br /> BRG. BEARING M O o
<br /> BASED ON ADMIXTURE MFRS RECOMMENDATIONS). MIX WATER SHALL BE CLEAN AND 11. MIN. LINTEL, WHERE NOT NOTED ON PLANS, SHALL HAVE A MIN. OF (2) 05 CONTINUOUS CANT. CANTILEVERED X a= M
<br /> 2. THESE DRAWINGS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE POTABLE. HORIZ. BARS IN BOTTOM OF BOND BEAM OR LINTEL BLOCK AND SHALL BE GROUTED C.J. CONTROL JOINT O o M
<br /> METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR SOLID TO A MIN. DEPTH OF 24". SILLS SHALL BE REINFORCED WITH SINGLE *5 BAR IN C.J.P. COMPLETE JOINT PENETRATION �„ N ti
<br /> CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, PROCEDURES, LAGGING, 1. PORTLAND CEMENT SHALL CONFORM t0 ASTM 0150. TYPE V CEMENT SHALL BE USED BOND BEAM BLOCK GROUTED SOLID TO MIN. DEPTH OF 8". ALL LINTEL OR SILL REINF. CENTER LINE CO N
<br /> SHORING, BRACING, FORM-WORK, 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 JAMBS U.N.O. ON PLANS OR DETAILS. COR, CLEAR DIMENSION TO FACE OF REBAR o ,-
<br /> COL. COLUMN o rn
<br /> PROPERTY DURING CONSTRUCTION. CONSTRUCTION MATERIALS SHALL BE UNIFORMLY CEMENT SHALL BE TYPE V WITH POZZOLAN WHERE CONCRETE IS IN CONTACT WITH SOIL CONT. CONTINUOUS co 6
<br /> SPREAD OUT SUCH THAT DESIGN LIVE LOAD PER SQUARE FOOT AS NOTED HEREIN IS CONTAINING VERY SEVERE SULFATE EXPOSURE. 12. MASONRY VENEER SHALL BE ATTACHED TO SUPPORTING WALL FRAMING WITH 3/16" DIA. CR61 CONCRETE REINFORCING STEEL INSTITUTE
<br /> NOT EXCEEDED. WALL TIES OR DOVETAIL-TYPE METAL TIES OF EQUIVALENT STIFFNESS EMBEDDED INTO DIA. DIAMETER
<br /> 8, FLY ASH MAY BE USED IN CONCRETE, SUBJECT TO APPROVAL BY THE ARCHITECT, HORIZ.MORTAR JOINTS. VERT. SPACING OF TIES SHALL BE 16" o.c.MAX. HORIZ. D DWG..GDIAGONAL
<br /> DRAWING
<br /> 3. DESIGN OF ITEMS NOT PART OF THE PRIMARY STRUCTURAL SYSTEM (SUCH AS STAIRS, PROVIDED THE FOLLOWING CONDITIONS ARE MET: SPACING SHALL BE 24" oz.MAX. TIES IN ALTERNATE COURSES SHALL BE STAGGERED. E.F. EACH FACE
<br /> RAILINGS, NON-STRUCTURAL WALLS) AND PREFABRICATED STRUCTURAL ITEMS (SUCH AS PROVIDE n WIRE REINF. IN HORIZ.MORTAR JOINTS AT 16" o.c. 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 0618. 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 /> EQUAL
<br /> SUBMITTED FOR REVIEW AND FOR SUBMITTAL REQUIREMENTS. 8.2. CEMENT CONTENT SHALL BE REDUCED A MINIMUM OF 15 PERCENT UP t0 A MAXIMUM OF EP ENNDP05T
<br /> 25 PERCENT WHEN COMPARED TO AN EQUIVALENT CONCRETE MIX DESIGN WITHOUT FLY 13, MECH., ELECT., AND PLUMBING PENETRATIONS THRU MASONRY SHALL COMPLY WITH THE ES END STUDS) 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: ESR EVALUATION SERVICE REPORT
<br /> E.W. EACH WAY KETTLEMAN & L. SACRAMENTO
<br /> ARCH'L, DRAWINGS AND RESOLVE ANY DISCREPANCIES WITH THE ARCHITECT PRIOR TO CEMENTITIOUS CONTENT. THE WATER-CEMENT RATIO SHALL BE CALCULATED BASED ON
<br /> F.F. FINISH FLOOR
<br /> START OF CONSTRUCTION. CONTRACTOR SHALL ESTABLISH AND VERIFY ALL OPENINGS THE TOTAL CEMENTITIOUS MATERIAL IN THE MIX. 13.1. DO NOT CUT ANY REINF. THAT MAY INTERFERE WITH PENETRATIONS. INSTALL ANY FT. FLOOR LORI, CA 95242
<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
<br /> TRADES, DRAWINGS AND SUBCONTRACTORS PRIOR TO CONSTRUCTION. 8.3. CLASS F FLY ASH SHALL BE USED IN SULFATE RESISTANT CONCRETE WITH f'c EQUAL TO FT. FOOTING
<br /> OR GREATER THAN 4000 PSI. CLASS C FLY ASH MAY BE USED ELSEWHERE. 13.2. PENETRATIONS SHALL NOT BE CORED OR CUT INTO MASONRY WITHOUT PRIOR WRITTEN Restaurant #RC576
<br /> 5. TYPICAL DETAILS AND NOTES SHALL APPLY, THOUGH NOT NECESSARILY INDICATED AT APPROVAL OF ENGINEER THRU THE ARCHITECT. GLB GLULAM 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.S.N. GENERAL STRUCTURAL NOTES P4E-HV-M SCHEME A
<br /> SHALL CONFORM TO SIMILAR WORK ON THE PROJECT. DETAILS MAY SHOW ONLY ONE AGI 318, SECTION 19.3.2.1, EXPOSURE CLASS "Cl", 13.3. PENETRATIONS THRU LINTELS, PILASTERS, AND JAMBS ARE PERMITTED ONLY WHERE G.T. GIRDER TRUSS
<br /> SIDE OF CONNECTION OR MAY OMIT INFORMATION FOR CLARITY. SPECIFICALLY DETAILED. HHORIZONTAL
<br /> HS5S5 HOLLOW STRUCTURAL SECTION Professional of Record: NAME
<br /> 10, TIME BETWEEN CONCRETE BATCHING AND PLACEMENT SHALL BE IN ACCORDANCE WITH IAMPO INTERNATIONAL ASSOCIATION OF PLUMBING AND MECHANICAL OFFICIALS
<br /> 6. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL ASTM 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 U.N.O. IGC INTERNATIONAL CODE COUNCIL
<br /> 11. CONCRETE MIXING, PLACEMENT AND QUALITY SHALL BE PER ACI 318. MECHANICALLY I.D. INSIDE DIAMETER
<br /> INFO. INFORMATION
<br /> 1. 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 t0 THE EDITIONS ADOPTED BY THE BUILDING CODE SPECIFIED IN THE BASIS AROUND AND UNDER FLOOR DUCTS OR SIMILAR ELEMENTS. REMOVE ALL DEBRIS FROM K KIP (1,000 LBS) PAR
<br /> FOR DESIGN. REFERENCES NOT SPECIFICALLY ADOPTED BY SAID BUILDING CODE FORMS BEFORE PLACING CONCRETE. CONCRETE SHALL NOT BE DROPPED THROUGH 1. REINFORCING STEEL SHALL BE DETAILED AND PLACED IN ACCORDANCE WITH AGI 31& K.O. KNOCKOUT DESIGN
<br /> REFER TO THE LATEST EDITION. REINFORCING STEEL SO AS TO CAUSE SEGREGATION OF AGGREGATES. UNCONFINED AND CRSI'S MANUAL OF STANDARD PRACTICE. KP KING POST
<br /> KS KING STUDS)
<br /> FALL OF CONCRETE SHALL NOT EXCEED 5 FEET, KSI KIPS PER SQUARE INCH
<br /> 8. ALL INSPECTIONS REQUIRED BY THE BUILDING CODES, JURISDICTION, OR THESE PLANS 2. REINFORCING STEEL SHALL CONFORM TO ASTM A615 OR ASTM A106 (A106 REQUIRED LLH LONG LEG HORIZONTAL
<br /> SHALL BE PROVIDED BY AN INDEPENDENT INSPECTION COMPANY OR THE BUILDING 12. PROTECT CONCRETE FROM DAMAGE OR REDUCED STRENGTH DUE TO GOLD OR HOT FOR ALL REINFORCING TO BE WELDED) AND SHALL BE GRADE 60 (fy = 60 KSI) LLV LONG LEG VERTICAL A r c hi t e c t u r a
<br /> L6L LAMINATED ND LUMBER
<br /> DEPARTMENT. SITE VISITS BY THE ENGINEER DO NOT CONSTITUTE AN INSPECTION. WEATHER IN ACCORDANCE WITH AGI 305 AND 306. CONTRACTOR SHALL TAKE SPECIAL DEFORMED BARS U.N.O. REINFORCING IN SLABS ON GRADE MAY BE GRADE 40 (fy = 40 LVL LAMINATED VENEER LUMBER Solutions Group
<br /> CURING PRECAUTIONS TO MINIMIZE SHRINKAGE CRACKING OF CONCRETE SLABS. KSI) DEFORMED BARS FOR ALL BARS °4 AND SMALLER U.N.O. ON PLANS OR DETAILS. MFR MANUFACTURER 1 101 Central Expressway South
<br /> B. BASIS FOR DESIGN MAX. MAXIMUMMECH. MECHANICAL suite 100
<br /> 13. ALL ITEMS TO BE CAST IN CONCRETE SUCH AS REINFORCEMENT, DOWELS, BOLTS, 3. RECTANGULAR PLATE DOWELS AND SMOOTH ROUND DOWELS USED AT CONTROL AND MIN. MINIMUM Allen, TX 75013
<br /> 1. BUILDING CODE: CALIFORNIA BUILDING CODE 2019 ANCHORS, SLEEVES, ETC., SHALL BE SECURELY POSITIONED IN THE FORMS. CONSTRUCTION JOINTS IN SLABS ON GRADE SHALL CONFORM TO ASTM A36. REFER TO MISG. MISCELLANEOUS CONTACT: EVERETT FIELDS
<br /> TYPICAL CONTROL JOINTS IN SLAB ON GRADE DETAIL FOR SIZE, PLACEMENT, SPACING, N.T.S. NOT TO SCALE (469) 619-1164
<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 PNA CONSTRUCTION TECHNOLOGIES O.C. ON CENTER EFIELDS@PMDGINC.COM
<br /> 25 PSF (INCLUDING 5 PSF 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 O.D. OUTSIDE DIAMETER
<br /> WET ALL JOINT SURFACES AND REMOVE STANDING WATER IMMEDIATELY PRIOR TO NEW BASKET ASSEMBLIES PER MFR.'S 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 AS PLF POUNDS PER LINEAR FOOT
<br /> 14 PSF 20 PSF 15. CONCRETE SHALL BE CURED IN ACCORDANCE WITH ACI 318, SECTION 26.5.3.2, UNLESS "CLEAR" OR "CLR." ARE TO CENTER OF STEEL. CLEAR COVER FOR NON-PRESTRESSED PLYWD. PLYWOOD
<br /> ALTERNATE METHODS HAVE BEEN APPROVED BY THE ARCHITECT AND ENGINEER CONCRETE REINFORCING SHALL BE AS NOTED BELOW, U.N.O. ON PLANS OR DETAILS. PSF POUNDS PER SQUARE FOOT
<br /> PSI 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 PSL PARALLEL STRAND LUMBER SNEER JK
<br /> ROOF LOADS: DEAD LOAD: LIVE LOAD (REDUCIBLE): SHALL BE RESPONSIBLE FOR VERIFYING COMPATIBILITY OF COMPOUNDS WITH MANUFACTURED UNDER PLANT CONTROL CONDITIONS SHALL BE PER AGI 318, SECTIONS RGSC RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS
<br /> 'L
<br /> 9 PSF 20 PSF ANTICIPATED FLOOR FINISH (e.g., RESILIENT TILE) PRIOR TO CURING COMPOUND 20.6.1.3.2 AND 20.6.1.3.3, RESPECTIVELY. REQ'D. REQUIRED
<br /> SIM. SIMILAR U A O o
<br /> APPLICATION. 5LR6 SEISMIC LOAD RESISTING SYSTEM U)Z m 6d M
<br /> 5. WIND LOADS: 93 MPH ULTIMATE WIND SPEED COMPONENT AND CLADDING EXPOSURE CONDITION: COVER: SPEC. SPECIFICATION Q W � � Q N
<br /> EXPOSURE C WIND PRESSURE PER ASCE(-1616. GROUT BENEATH COLUMN BASES OR BEARING PLATES SHALL BE 5000 PSI (MIN.) STD. STANDARD LL vq U
<br /> INTERNAL PRESSURE NON-SHRINK FLOWABLE GROUT OR DRYPACK INSTALL GROUT BENEATH BEARING CAST AGAINST AND PERMANENTLY 3" STK STACKED 2 Q z0 p r
<br /> C i) = 0.18 PLATES BEFORE FRAMING MEMBER IS INSTALLED. At COLUMNS, INSTALL GROUT EXPOSED t0 EARTH T SHEAR WALL
<br /> COEFFICIENT (G
<br /> p t & B TOP AND BOTTOM ~ P
<br /> BENEATH BASE PLATES AFTER COLUMN HAS BEEN PLUMBED. FRAMING (NOT INCLUDING T & G TONGUE AND GROOVE 5�
<br /> (o. SEISMIC LOADS: SITE CLASS D 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 DESIGN 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 ANALYSIS: 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.OF. TOP OF FOOTING
<br /> SS = 0.642 LATERAL FORGE 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 = 0.264 BASE SHEAR, V = CsW = 0.065W TYPICAL, OR SHALL BE SUFFICIENT TO ALLOW GROUT OR DRYPACK TO BE PLACED T.D.S. TOP OF STEEL
<br /> SDS = 0.551 BENEATH PLATE WITHOUT VOIDS. NOT EXPOSED TO WEATHER OR IN T.O.W. TOP OF WALL
<br /> SD 1 = 0.365 CONTACT WITH GROUND TP TRIMMER POST
<br /> TS TRIMMER STUD(S)
<br /> E. MASONRY STRUCTURAL SLABS, WALLS, JOISTS TYP. TYPICAL Prototype : P4E- HV 2020 -2.0 RELEASE
<br /> 1. SNOW LOADS: NONE NO. 11 AND SMALLER 3/4" U.N.O. UNLESS NOTED OTHERWISE
<br /> 1, ALL MASONRY CONSTRUCTION SHALL BE PERFORMED IN ACCORDANCE WITH CBG 2104 NO, 14 AND LARGER 1 1/2" VERT. VERTICAL
<br /> 8. RISK RISK CATEGORY II AND ACI 530.1, BEAMS, COLUMNS (PRIMARY REINFORCEMENT, 1 1/2" w/ WITH Prototype Issue Date: 7.14.2020
<br /> w/o WITHOUT
<br /> CATEGORY: SEISMIC IMPORTANCE FACTOR = 1.0 TIES, STIRRUPS, SPIRALS) WT. WEIGHT Design Bulletin Updates: --
<br /> 2. MASONRY COMPRESSIVE STRENGTH, f'm, SHALL BE 2000 PSI U.N.O. AND SHALL BE
<br /> 9. RAIN 1 1/2"/14R. 100 YEAR RAIN VERIFIED BY THE PRISM TEST METHOD OUTLINED IN IBC 2105. AS A MINIMUM, 26 DAY SHEET INDEX Date Issued: Bulletin Number:
<br /> INTENSITY: CYCLE COMPRESSIVE STRENGTHS OF INDIVIDUAL COMPONENTS (i.e., BLOCK,GROUT, AND 5. LAP SPLICES OF REINFORCING STEEL SHALL CONFORM TO TYPICAL REBAR LAP
<br /> MORTAR)SHALL BE AS NOTED BELOW. GREATER STRENGTHS SHALL BE USED AS SCHEDULE U.N.O. NO TACK WELDING OF REINFORCING BARS ALLOWED. LATEST ACI • WICAtES 000KY r CW*�Nfl(y ISSUED SHEEN'S --C. FOUNDATION REQUIRED FOR COMBINED SYSTEM TO ACHIEVE SPECIFIED VALUE OF f'm. MIN. BLOCK CODE AND DETAILING MANUAL APPLY. AT WALLS AND FOOTINGS, PROVIDE BENT J J
<br /> STRENGTH SPECIFIED IS ON NET AREA. CORNER BARS t0 MATCH AND LAP WITH HORIZ. BARS AT ALL CORNERS AND Ist B�dGr SWOMI#4 - 19/P/9494 1ST BLDG. SUBMITTAL
<br /> 1. FOUNDATIONS DESIGNED PER RECOMMENDATIONS BY TERRACON INC., REPORT NO. f m: BLOCK: GROUT: MORTAR: MORTAR TYPE: INTERSECTIONS U.N.O. VERT. WALL BARS SHALL BE SPLICED AT OR NEAR FLOOR LINES.
<br /> NA205053, DATED JUNE 1&, 2020, SITE PREPARATION,GRADING, TESTS, INSPECTIONS, SPLICE TOP BARS AT CENTER LINE OF SPAN AND BOTTOM BARS AT THE SUPPORT IN TITLE
<br /> FIELD OBSERVATIONS, OR APPROVAL FROM THE GEOTECHNICAL ENGINEER SPANDRELS, BEAMS,GRADE BEAMS, ETC., U.N.O. ON PLANS OR DETAILS. 50.1 GE *4 S C � PtES
<br /> 2000 PSI 2000 PSI 2000 PSI 1800 PSI TYPES *4 $ PtES (CP
<br /> RECOMMENDED BY THE GEOTECHNICAL REPORT AND ANY ADDENDA SHALL BE JSHEET
<br /> Sq,2 GE �'1 C COMPLETED PRIOR TO CONSTRUCTION OF FOUNDATIONS. 3. STRUCTURAL MASONRY SHALL BE HOLLOW, MEDIUM WEIGHT (115 PGF), LOAD-BEARING 6. MECHANICAL SPLICE COUPLERS SHALL HAVE CURRENT ICC APPROVAL AND SHALL BE SP.13 GE ERAS, S C �
<br /> CONCRETE MASONRY UNITS CONFORMING TO ASTM C90. BLOCK TEST DATA BY A CAPABLE OF DEVELOPING 125% OF THE SPLICED BAR'S YIELD STRENGTH. • S(�,f4 H ES Ada S ED M-ES
<br /> 2. ALLOWABLE DEAD PLUS LIVE LOAD SOIL PRESSURE = 2500 PSF. CERTIFIED LABORATORY SHALL BE SUBMITTED FOR REVIEW. ALL BLOCKS SHALL BE • 50-p �CA D S
<br /> PLACED IN RUNNING BOND CONSTRUCTION U.N.O. WITH ALL VERTICAL CELLS IN 1. ALL REINFORCING SHALL BE BENT COLD. BARS SHALL NOT BE UN-BENT AND RE-BENT. • So,� WA q AS
<br /> 3, TRENCHES AND EXCAVATIONS UNDER OR ADJACENT TO FOUNDATIONS SHALL BE ALIGNMENT. FIELD BENDING OF REBAR SHALL NOT BE ALLOWED UNLESS SPECIFICALLY NOTED. • SQA OC D S
<br /> PROPERLY BACKFILLED AND COMPACTED. • SfJ 8 O to D S
<br /> 4, GROUT SHALL CONFORM TO REQUIREMENTS OF CBC 2103.3, USE SUFFICIENT WATER FOR 8. WELDING OF REINFORCING BARS,METAL INSERTS, AND CONNECTIONS SHALL BE MADE S�•i F1l'� �A'�MA �-Q
<br /> 4. REFER TO GEOTECHNICAL REPORT FOR ON-SITE SOIL CORROSION POTENTIAL ON GROUT TO FLOW INTO ALL JOINTS OF THE MASONRY WITHOUT SEGREGATION. ONLY SOLID ONLY AT LOCATIONS SHOWN ON PLANS OR DETAILS. SEE WELDING SECTION OF G.S.N. • Sg1 R F F M IG r G REVISIONS:
<br /> METAL CONSTRUCTION MATERIALS. CONSULT A QUALIFIED CORROSION ENGINEER GROUT CELLS WITH REINFORCING UNLESS REQUIREMENT TO SOLID GROUT ENTIRE WALL 15 FOR ADDITIONAL REQUIREMENTS. ge W
<br /> FOR RECOMMENDATIONS FOR MITIGATING CORROSIVE EFFECTS, IF NECESSARY. SPECIFICALLY NOTED ON PLANS OR SCHEDULE. HOLD GROUT DOWN 1-1/2" BELOW TOP • P1 9 A A SEC'I S 12.22.2020 1st Building Submittal
<br /> OF BLOCK AT GROUT LIFT JOINTS. 9. REINFORCING BAR SPACINGS SHOWN ON PLANS ARE MAX. ON CENTER DIMENSIONS. • 5,3.9 S A, AJ PEC'10 11 S 1
<br /> 5. WATER PROOFING AS MAY BE REQUIRED At SOIL FACE OF WALLS BELOW GRADE DOWEL ALL VERT. REINFORCING TO FOUNDATION. SECURELY TIE ALL BARS IN LOCATION • S3,� S C A wA SEC S 2
<br /> SHALL BE BY OTHERS. 5. MORTAR MIX SHALL CONFORM TO REQUIREMENTS OF GBG 2103.1.1. SEE TABLE ABOVE BEFORE PLACING CONCRETE. MIN. CLEAR SPACING BETWEEN PARALLEL • S3,4 SA A- wA SEC S
<br /> FOR MORTAR TYPE. MORTAR THICKNESS SHALL NOT EXCEED 5/8 INCH, REINFORCEMENT SHALL BE THE LARGER OF 1-1/2 TIMES NOMINAL BAR DIA, OR 1-1/3 • poll 9 A & SEC 13 S 3
<br /> D. CONCRETE TIMES MAX. AGGREGATE SIZE OR 1-1/2", CLEAR SPACING LIMITATION APPLIES ALSO TO • S ,A S QV W SES {� S 4
<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. • CJ l A All S 5
<br /> 1. ALL CONCRETE CONSTRUCTION SHALL BE PERFORMED IN ACCORDANCE WITH ACI 316 STAMPED BY AN APPROPRIATELY LICENSED SPECIALTY ENGINEER, AND APPROVED SA,g FO D A All S
<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, AS SHOWN ON THE PLANS • $4, F {� D MIS 6
<br /> INDICATE THEIR USE WITHIN THE STRUCTURE. AND DETAILS, SHALL BE STUDRAILS AS MANUFACTURED BY DEGON PER ICC E5R-2494. • 5,U A 10 E 9 7
<br /> 2. MIN. 28 DAY COMPRESSIVE STRENGTH, f'c, SHALL BE 3000 PSI FOR ALL CONCRETE IN • SS.? A E 9 8
<br /> CONTACT WITH SOIL. (FOUNDATION DESIGN BASED ON 2500 PSI.) 1. LAP REINFORCING BARS PER TYPICAL REBAR LAP SCHEDULE (MASONRY)U.N.O. • SPA E A S
<br /> G. STEEL DECK
<br /> • P�_4 A 6 3E'-A TS
<br /> 3, CONCRETE MIXES SHALL BE DESIGNED BY A CERTIFIED LABORATORY, STAMPED BY 8. REINFORCING SHALL BE SECURED IN ITS PROPER POSITION WITHIN THE CELL TO 1. STEEL DECK SHALL BE MANUFACTURED BY EITHER VERCO MANUFACTURING, GO., PER PrP A :)EAl is
<br /> AN APPROPRIATELY LICENSED SPECIALTY ENGINEER, AND APPROVED BY THE PREVENT LATERAL DISPLACEMENT PRIOR TO GROUTING BY WIRE POSITIONERS OR IAPMO ER-0211 OR ASG STEEL DECK PER IAPMO ER-0329 OR ER-0161. STEEL DECK • sp.q6 A G E A 9
<br /> ENGINEER OF RECORD, MIX DESIGNS SHALL INCLUDE THE PROJECT NAME AND OTHER SUITABLE DEVICES AT INTERVALS NOT EXCEEDING 10'-0" o.e.MAX. BY OTHER MANUFACTURERS MAY BE USED ONLY WITH PRIOR WRITTEN APPROVAL OF • S5,7 A E A S Sheet Title:
<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 • S,S.8 A E�1 S
<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 "5 BAR VERT.FULL PROOFING 15 TO BE APPLIED OR IF DECK WILL BE EXPOSED TO WEATHER. OTHERWISE, SS,� ASH v� FRA SIC A�Ip F1�4iJf�pA Mdl� ��Al�s GENERAL
<br /> LESS BASED ON TESTING PER ASTM 0151. HEIGHT IN CENTER OF GROUTED CELL AT ALL WALL INTERSECTIONS, CORNERS, WALL DECK STEEL MAY BE EITHER GALVANIZED OR PRIME PAINTED. • SQ.� ASS 400 DE ,S
<br /> ENDS, JAMBS AT WALL OPENINGS, AND AT EACH SIDE OF CONTROL JOINTS. REFER TO STRUCTURAL NOTES
<br /> 4. IF 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, ATTACHMENT TO SUPPORTING MEMBERS, AND SIDE SEAM
<br /> DAY COMPRESSIVE 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 U.N.O. DECK SHALL BE ERECTED IN ACCORDANCE WITH MFR.'S Date: 12.07.2020
<br /> SUBSTANTIATE THE CONCRETE STRENGTH AT THE REQUIRED AGE. RECOMMENDATIONS.
<br /> Project Number: 202175
<br /> Drawn By: TA/CAD
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