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Home My WebLink AboutAPPROVED PILING PLAN 21-194 Structural - Gonzalez - 10.25.21-signed12'-5"47'-814"40'-034"7'-712"24' - 1 0 " 5'- 7 " 13' - 8 " 5'- 7 "12'-5"47'-814"27'-812"8'-4"8'-334"3'-414"24' - 1 0 " 2'- 4 1 2" 10' - 0 " 1'- 5 3 4" 10' - 1 1 3 4"7'-8"4'-714"2'-8"6'-2"3'-0"10'-8" 3'-3"5'-7"1'-10"2'-4"5'-534"6'-2"5'-912"5'-10"RECESSSLOPE T/SLABEL. 98'-6"T/SLABEL. 99'-8"STEPSTEPSINDICATES CAST-IN-PLACECONCRETE SLAB REINFORCINGSLAB DEPTH LOCATIONSPACING OF REINFORCINGSIZE OF REINFORCING BARGB-1GB-2 GB-1GB-1GB-1GB-1GB-1GB-2 GB - 1 GB - 1 GB - 1 GB - 1 GB-18" MASONRY WALL(BY OTHERS)8" MASONRY WALL(BY OTHERS)6" CAST-IN-PLACESTRUCTURALCONCRETE SLABT/SLABEL. 100'-0"6" CAST-IN-PLACESTRUCTURALCONCRETE SLABT/SLABEL. 98'-4"SCALE:1/4"=1'-0"GRADE BEAM PLANTOP OF GRADE BEAM EL. 98'-4" TYP U.O.N. (GB1& GB2)TOP OF SLAB EL. SEE PLANGB-27'-7"5'-034"4'-534"7'-9"8'-9" 1'-0" 2'-0"SCALE:1/4"=1'-0"PILE LAYOUT PLAN14" DIA. AUGER CASTPILING, SEE DETAIL B/S3,TYP.NOTE:1.THE DRAWINGS S1 TO S2 ARE FOR FOUNDATION DESIGN ONLY. ALL STRUCTURE ABOVE THE SLAB IS DESIGNED BY ENGINEER OFRECORD. COORDINATE BEARING WALL LOCATIONS AND MASONRY WALL DOWELS, PLUMBING AND ALL OTHER ITEMS WITH DESIGNDRAWINGS.2.CROSS CHECK ALL DIMENSIONS, SLAB ELEVATIONS, AND STEPS SHOWN WITH ARCHITECTURAL DRAWINGS.Michael A. Kalajian FL. REG. NO. #60133DATE: OCT 26, 2021revisionsRegistered Engineer:Michael A. KalajianRegistered Engineer License:PE 60133sheet numberNMCMAKby MK Structural Engineering, LLC. all rights reserved.WHEN PLOTTED AT FULL SIZE THIS SHEET MEASURES 24" x 36"scaledrawn by:checked by:itemdescriptiondateseal/signaturedateissued forproject numberGONZALEZRESIDENCEMK 21-194151 NETTLES BLVDJENSEN BEACH, FLORIDA 3495710/26/2021PERMIT SETMK STRUCTURAL ENGINEERING587 WEST EAU GALLIE BLVDSUITE 201MELBOURNE, FL 32935P: 321.600.0672 OR 321.574.2702www.mkstructural.comCertificate of Authorization#:CA 27800This document is the property of MK Structural Engineering.MK Structural Engineering retains all rights therein, includingcopyrights. It is not to be reproduced or copied in whole or inpart. It is not to be used on any other project and is to bereturned upon request. It may only be used in a mannerconsistent with MK Structural Engineering's rights while MKStructural Engineering is providing services for the specificproject identified or referred to herein or extensions thereto.It may not be used for any other purpose except with theexpress written agreement of, and compensation to, MKStructural Engineering. Unauthorized use will be prosecutedpursuant to the copyright laws.sheet titleAS NOTEDMichael A. KalajianG-1 REVIEW ALL PROJECT DOCUMENTS PRIOR TO FABRICATION AND START OF CONSTRUCTION. REPORT ANY DISCREPANCIES TO ARCHITECT OR STRUCTURALENGINEER PRIOR TO PROCEEDING WITH WORK.G-2 THE MASONRY WALLS ARE NOT DESIGNED TO WITHSTAND TEMPORARY CONSTRUCTION LOADS. IT IS THE CONTRACTOR'S RESPONSIBILITY AT ALL TIMES TOMAINTAIN WALL STABILITY DURING THE CONSTRUCTION PHASE OF THIS PROJECT.G-3 IT IS THE CONTRACTOR'S RESPONSIBILITY TO PROTECT EXISTING FACILITIES, STRUCTURES AND UTILITY LINES FROM ALL DAMAGE DURING CONSTRUCTION.G-4 NO STRUCTURAL MEMBER SHALL BE CUT, NOTCHED OR OTHERWISE REDUCED IN SIZE OR STRENGTH WITHOUT PRIOR APPROVAL IN WRITING FROM THESTRUCTURAL ENGINEER.G-5 COORDINATE STRUCTURAL AND OTHER DRAWINGS THAT ARE PART OF THE CONTRACT DOCUMENTS FOR ANCHORED, EMBEDDED OR SUPPORTED ITEMS WHICH MAYAFFECT THE STRUCTURAL DRAWINGS (I.E. MECHANICAL, ELECTRICAL, PLUMBING, DUCTWORK, ETC.)G-6 ALL DETAILS AND SECTIONS ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ONTHE PROJECT EXCEPT WHERE A SEPARATE DETAIL IS SHOWN.G-7 THE INTENTION OF THE PLANS AND SPECIFICATIONS IS TO PROVIDE ALL NECESSARY DETAILS TO CONSTRUCT A COMPLETE STRUCTURE. WHEN SPECIFICINFORMATION IS MISSING OR IS IN CONFLICT. THE CONFLICTS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT/ENGINEER.G-8 THE ENGINEER SHALL NOT BE RESPONSIBLE FOR LAYOUT, DIMENSIONAL ERRORS OR DISCREPANCIES RESULTING FROM THE REPRODUCTION AND USE OFCONTRACT DRAWINGS FOR ERECTION AND SHOP DRAWINGS. USE OF CONTRACT DRAWINGS REPRODUCED IN WHOLE OR ANY PART IN SHOP DRAWINGS SHALL NOTRELIEVE THE CONTRACTOR NOR SUBCONTRACTORS FROM THEIR RESPONSIBILITY TO ACCURATELY LAYOUT, COORDINATE, DETAIL, FABRICATE AND NSTALL A COMPLETESTRUCTURE.G-9 REVIEW ALL SHOP DRAWINGS FOR CONFORMANCE WITH THE CONTRACT DOCUMENTS AND FOR COMPLETENESS AND ANSWER ALL CONTRACTOR RELATEDQUESTIONS. STAMP AND INITIAL ALL SHEETS PRIOR TO SUBMITTING SHOP DRAWINGS TO ARCHITECT/ENGINEER FOR REVIEW. NON-COMPLIANCE WITH THIS REQUIREMENTWILL RESULT IN REJECTION OF SUBMITTAL.D-1 CODES: - 7TH EDITION FLORIDA BUILDING CODE (2020) RESIDENTAL - ASCE 7-16 "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES"D-2 DESIGN DEAD LOADS: ROOF 20 PSF 8" MASONRY WALL 55 PSF CONCRETE 150 PCF DESIGN LIVE LOADS: ROOF 20 PSF RESIDENTIAL AREAS 40 PSFD-3 DESIGN WIND SPEED: Vult = 163 MPH (3 SECOND GUST) PER FIGURE 1609A Vasd = 126 MPH PER SECTION 1609.3.1 RISK CATEGORY II ( PER TABLE 1604.5) SURFACE ROUGHNESS: C PER SECTION 1609.4 WIND EXPOSURE CATEGORY: C PER SECTION 1609.4 MEAN ROOF HEIGHT: 21.5 FT ENCLOSED BUILDING INTERNAL PRESSURE COEFFICIENT GCpi = +/- 0.18ASSUMPTIONS:A. BUILDING IS ASSUMED TO BE ENCLOSED AS DEFINED BY SECTION 1609.2 FBCD-4 SEISMIC: ZONE 0D-5 PREPARE SITE IN ACCORDANCE WITH THE GEOTECHNICAL REPORT, PREPARED BY FEDERAL ENGINEERING AND TESTING, INC.JOB NO. 21SB0503, DATED MAY 3, 2021.DESIGN CRITERIAGENERAL NOTESDF-1 AUGERCAST PILING SYSTEMS SHALL BE INSTALLED IN ACCORDANCE WITH THE GEOTECHNICAL RECOMMENDATIONS AND INSTALLATION PROCEDURES CONTAINEDIN THE FOLLOWING GEOTECHNICAL REPORT LISTED IN D-5.DF-2 ALL PILES SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE SOILS ENGINEER AND PROVIDE THE FOLLOWING SIZE ANDCAPACITIES: ASSUMPTIONS - GEOTECHNICAL REPORT TO BE COMPLETED 14" DIA. AUGER CAST PILES70 KIPS COMPRESSION, 34 KIPS UPLIFT, 4 KIPS LATERAL(30 FT. LENGTH)DF-3 PILES SHOULD BE REINFORCED AS INDICATED IN "TYPICAL AUGERCAST PILING DETAIL".DF-4 GROUT SHALL BE PER AN APPROVED MIX DESIGN PROPORTIONED TO ACHIEVE A STRENGTH AT 28 DAYS OF 4000 PSI MINIMUM. GROUT SHALL HAVE A MAXIMUMFLOW RATE OF 15 SECONDS. SUBMIT PROPOSED MIX DESIGN WITH RECENT FIELD CURED OR LAB CURED CYLINDER TESTS FOR REVIEW PRIOR TO USE.DF-5 GROUT SHALL BE TESTED IN ACCORDANCE WITH ASTM STANDARDS UTILIZING 3"x6" CYLINDERS. TEST CYLINDERS SHALL BE MADE AND CURED IN ACCORDANCEWITH ASTM C31.DF-6 WHEN PILES ARE IN CLUSTERS OF TWO OR MORE, INDIVIDUAL PILES SHALL BE INSTALLED WITHIN 3" OF THE DESIGN LOCATION. THE CUMULATIVE LOCATION OF THEPILE GROUP CENTER OF GRAVITY SHALL NOT EXCEED 1\". SINGLE PILES SHALL BE INSTALLED WITHIN 1\" OF DESIGN LOCATION. VARIATION FROM PLUMB SHALL NOTEXCEED \" IN TWO FEET.DF-7 ADJACENT PILES SHALL NOT BE PLACED UNTIL THE MORTAR HAS REACHED ITS INITIAL SET IN ORDER THAT THERE WILL BE NO INTER CONNECTION BETWEENADJACENT PILES WHILE THE MORTAR IS IN THE FLUID STATE.DF-8 AN AS-BUILT SURVEY OF PILE LOCATIONS SHALL BE PERFORMED BY A FLORIDA REGISTERED LAND SURVEYOR. PILES SHALL BE LOCATED ON THE AS-BUILTDRAWINGS HORIZONTALLY AND VERTICALLY FROM THE COLUMN CENTERLINES. SUBMIT AS-BUILT DRAWINGS TO THE STRUCTURAL ENGINEER FOR APPROVAL.DF-9 CONTRACTOR IS RESPONSIBLE FOR ENGINEERING COSTS ASSOCIATED WITH REDESIGNS CAUSED BY IMPROPER PILE LOCATIONS.DF-10 WHERE THE PILE CUTOFF IS NEAR THE SURFACE OR ABOVE THE BOTTOM OF THE EXCAVATION METAL SLEEVES OR CASING OF THE PROPER DIAMETER AND ATLEAST 18 INCHES IN LENGTH SHALL BE PLACED AROUND THE PILE TOPS. (SPECIAL CONDITIONS MAY REQUIRE METAL SLEEVES OF ADDITIONAL LENGTH)DF-11 INSTALLATION OF PILING SHALL BE MONITORED BY A LICENSED GEOTECHNICAL ENGINEER. REPORTS OF WORK SHALL BE SUBMITTED FOR REVIEW. REPORTSHALL INCLUDE PILE DEPTH, PILE GROUT VOLUME, GROUT FACTOR, CONCRETE COVERAGE ON THE REINFORCING STEEL, GROUT DELIVERY DATES, MISCELLANEOUSOBSERVATIONS, AND OTHER INFORMATION AS REQUIRED.DEEP FOUNDATIONS-AUGER CAST PILESTRUCTURALNOTES, PILELAYOUT ANDGRADE BEAMPLANS1RC-1 ALL CONCRETE DESIGN AND PLACEMENT SHALL BE IN STRICT ACCORDANCE WITH THE ACI "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE," ACI 318.RC-2 PROVIDE (4) TEST CYLINDERS FOR EACH 50 C.Y. OF CONCRETE PLACED OR FRACTION THEREOF.RC-3 STRUCTURAL CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS AND SHALL DEVELOP THE FOLLOWING MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS: GRADE BEAMS AND STRUCTURAL SLAB 4000 PSIAUGERCAST PILING4000 PSIRC-4 USE REGULAR WEIGHT CONCRETE.RC-5 STRUCTURAL CONCRETE SHALL CONFORM TO ACI 301 AND HAVE THE FOLLOWING SLUMPS, WATER CEMENT RATIO & AGGREGATE REQUIREMENTS: LOCATION SLUMP W/C RATIO MAX. AGGREGATE GRADE BEAMS 4"+/-1" 0.52 ASTM #57 AUGERCAST PILING 5"+/-1" 0.51 ASTM #8 PEAROCKSUBMIT DESIGN MIXES FOR APPROVAL AT LEAST ONE WEEK PRIOR TO CONCRETE POUR. DESIGN MIX SUBMITTALS MUST INDICATE PROPOSED LOCATION OR TYPE OFUSE. FAILURE TO DO SO WILL CAUSE DELAY AND/OR REJECTION OF SUBMITTALS.RC-6 MAXIMUM WATER TO CEMENT RATIO WHEN NO BACK-UP DATA IS AVAILABLE:a) 3000 PSI, 28 DAY COMPRESSIVE STRENGTH; W/C RATIO 0.58 MAXIMUM (NON-AIR ENTRAINED), 0.47 MAXIMUM (AIR ENTRAINED)RC-7 FLYASH, WHEN USED, SHALL BE LIMITED TO 20% OF THE CEMENTITIOUS MATERIAL. DO NOT USE FOR EXPOSED SLABSRC-8 SUBMIT COPIES OF CONCRETE MIX DESIGN TO ENGINEER FOR APPROVAL INFORMATION SHALL INCLUDE CEMENT CONTENT, WATER/CEMENT RATIO, SLUMP,ENTRAINED AIR, ADMIXTURE CONTENT AND QUANTITY.RC-9 ALL REINFORCEMENT SHALL BE FASTENED AND SECURED TOGETHER TO PREVENT DISPLACEMENT BY CONSTRUCTION LOADS OR THE PLACING OF CONCRETERC-10 THE USE OF JITTERBUGS TO CONSOLIDATE CONCRETE WILL NOT BE PERMITTED.RC-11 ALL PUMPED CONCRETE WITH #57 AGGREGATE IS TO CONTAIN A HIGH RANGE WATER REDUCING AGENT. MINIMUM SIZE OF DISCHARGE TO BE 4" I.D.RC-12 A 2" I.D. DISCHARGE MAY BE USED WITH #8 AGGREGATE. USE PLASTICIZER ADMIXTURE IF NECESSARY TO INCREASE SLUMPS BEYOND THAT NOTED ABOVE.RC-14 ALL REINFORCING STEEL SHALL BE DETAILED, FABRICATED AND INSTALLED IN ACCORDANCE WITH ACI 318 AND ACI DETAILING MANUAL, ACI-315 LATEST EDITION.RC-15 REINFORCEMENT WITH RUST, MILL SCALE OR A COMBINATION OF BOTH SHALL BE CONSIDERED SATISFACTORY, PROVIDED THE MINIMUM DIMENSIONS (INCLUDINGHEIGHT OF DEFORMATIONS) AND WEIGHT OF A HAND-WIRE-BRUSHED TEST SPECIMEN ARE NOT LESS THAN APPLICABLE SPECIFICATION REQUIREMENTS IN THE ASTMSTANDARDS REFERENCE IN ACI 318. REINFORCING BARS SHALL CONFORM TO ASTM A-615, GRADE 60, LATEST REVISION, WITH SUPPLEMENT (S1), MARKED "S".RC-16 ALL SLABS ON GRADE SHALL REINFORCED WITH:6"X6"-10/10 WELDED WIRE FABRIC LOCATED IN THE MIDDLE TO UPPER PORTION OF THE SLAB. WELDED WIRE FABRIC SHALL BE SUPPORTED WITH APPROVED MATERIALSOR SUPPORTS NOT EXCEEDING 3 FT OR IN ACCORDANCE WITH MANUFACTURER SPECIFICATIONS.RC-17 WELDED WIRE FABRIC TO COMPLY WITH ASTM A185 SHEETS ONLY, NO ROLLS. INSTALL ON BRICKS OR BOLSTERS, AT MID-DEPTH OF THE SLAB.RC-18 LAP CONTINUOUS REINF. AS NOTED IN LAP SPLICE SCHEDULE OR MIN 40 BAR DIA. LAP CONT. BOTTOM STEEL OVER SUPPORT AND CONT. TOP STEEL AT MIDSPANUNLESS OTHERWISE SPECIFIED.RC-19 TERMINATE ALL DISCONTINUOUS TOP BARS WITH STANDARD 90 DEGREE HOOK (PLACED VERTICALLY) UNLESS NOTED OTHERWISE.RC-20 PROVIDE CONCRETE COVER OVER REINFORCEMENT AS FOLLOWS, UNLESS OTHERWISE NOTED: MINIMUM COVER: LOCATION AND CONDITION:A.CONCRETE CAST AGAINST AND ALL BARS 3" PERMANENTLY EXPOSED TO EARTHB.CONCRETE EXPOSED TO EARTH OR TO WEATHER #6 OR GREATER 2"#5 OR SMALLER 1-1/2" C.CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND1.SLABS, WALLS, AND JOISTS#11 OR SMALLER 3/4" #14-#18 1-1/2"2.BEAMS AND COLUMNS: ALL BARS 1-1/2" (PRIMARY REINFORCEMENT, TIES, STIRRUPS, AND SPIRALS)D.SLABS ON GRADE: SINGLE MAT, TOP 1/2 TO 1/3 OF THICKNESSRC-21 NO REINFORCING BARS SHALL BE CUT TO ACCOMMODATE THE INSTALLATION OF ANCHORS, EMBEDS OR OTHER ITEMS.RC-22 USE THE STRUCTURAL DRAWINGS INCLUDING REVISIONS AND ADDENDA IN CONJUNCTION WITH REVIEWED SHOP DRAWINGS FOR PLACEMENT OF REINFORCING.RC-23 AT CHANGES IN DIRECTION OF CONCRETE WALLS, BEAMS & STRIP FOOTINGS, PROVIDE CORNER BARS OF SAME SIZE AND QUANTITY UNLESS NOTED OTHERWISEAS HORIZONTAL STEEL.RC-24 THE GENERAL CONTRACTOR IS RESPONSIBLE FOR FOR PROVIDING THE CONSTRUCTION OF ALL FORMWORK IN ACCORDANCE WITH ACI 347.RC-25 PLACE CONCRETE PER ACI 304. USE INTERNAL MECHANICAL VIBRATION FOR ALL CONCRETE. LIMIT MAXIMUM FREE FALL DROP OF CONCRETE TO 6'-0" FOR #57AGGREGATE AND 8'-0" FOR #8 AGGREGATE. ALL PRECAUTIONS SHOULD BE TAKEN TO AVOID SEGREGATION OF CONCRETE DURING PLACEMENT.REINFORCED CONCRETESTRUCTURAL NOTES STRUCTURAL SLAB,SEE PLAN FOR REINFFORM GRADE BEAM FROMSOIL IF SURFACEUNEXPOSEDBEAM DEPTH MIN 10" EMBED BEAMWIDTHGRADE BEAM, SEE SCHEDULEFOR REINFAUGER CAST PILEEQEQEMBED 3"FOR ALL PILES THAT TERMINATEIN GRADE BEAMS, HOOK PILEREINF W/90° HOOK IN DIRECTIONOF GRADE BEAMBEAMDEPTHSTEP REIONFORCINGAS REQUIRED FORSTEP IN BEAMSTEP PROVIDE (3) ADD'NSTIRRUPS IN JOINT IFNO PILE OR COLUMNSUPPORT ATINTERSECTIONBEAMDEPTH S/2S S/2 STERMINATE ALLLONGITUDINAL RADEBEAM REINF W/ 90°HOOKPILE OR COLUMN SUPPORTBELOWS/2SHOOK PILE REINF INDIRECTION OF GRADEBEAMTYPICAL PILE CONNECTIONTYPICAL STEP IN GRADE BEAMTYP GRADE BEAM INTERSECTIONTYPICAL GRADE BEAM CORNEREXTEND TOP REINFMIN 48 BAR DIABEAMDEPTHCONTINUE BOTTOM REINF ORLAP SPLICE OVER PILEAUGER CAST PILESTEPBEAMDEPTH 2'-0"(3) # 3 STIRRUPS AT BEAM STEPTERMINATE ALLLONGITUDINAL GRADEBEAM REINF W/ 90°HOOKSTRUCTURAL SLAB VARIESTYP. SLAB DEPRESSION8"3'-0"STEP IN SLABGRADE BEAM, SEE PLAN8" MASONRY WALL,DESIGNED BY OTHERSEXTERIOR GRADE BEAMSTRUCTURAL SLABFORM AND POUR 8"X8"WITH (1) #5 BAR,CONTINUOUS.STAIR AT STEP IN SLABAUGER CAST PILE6" MIN.FINAL GRADE,SEE CIVILSTRUCTURAL SLABINTERIOR GRADE BEAMGRADE BEAM, SEEPLANSTRUCTURAL SLABGRADE BEAM, SEEPLANGARAGE GRADE BEAM12"10" VERIFY W/DOOR MANUF.STRUCTURAL SLAB GRADE BEAM, SEE PLAN8" MASONRY WALLBY OTHERSVARIESGARAGE GRADE BEAMFORM AND POUR CONC.CURB W/ #5 CONT.STRUCTURAL SLAB GRADE BEAM, SEEPLANSCALE 3/4"=1'-0"EXTERIOR GRADE BEAMFINALGRADESTRUCTURAL SLAB STRUCTURAL SLAB 1'-6"FINAL GRADE,SEE CIVIL6" MIN.6" STRUCTURAL SLAB#5 Z-BAR TOP @ 12"O.C. AT DEPRESSION#5 CONT. AROUNDDEPRESSIONSTRUCTURAL SLABGRADE BEAM, SEEPLANGRADE BEAM, SEEPLAN#4 NOSING BARSEE ARCH SEE ARCHEXTERIOR GRADE BEAMGRADE BEAM, SEEPLAN8" MASONRY WALL,DESIGNED BY OTHERSGRADE BEAM, SEE PLAN8" MASONRY WALL,DESIGNED BY OTHERSSTRUCTURAL SLABFORM AND POUR 8"X8"WITH (1) #5 BAR,CONTINUOUS.6" MIN.FINAL GRADE,SEE CIVILMichael A. Kalajian FL. REG. NO. #60133DATE: OCT 26, 2021revisionsRegistered Engineer:Michael A. KalajianRegistered Engineer License:PE 60133sheet numberNMCMAKby MK Structural Engineering, LLC. all rights reserved.WHEN PLOTTED AT FULL SIZE THIS SHEET MEASURES 24" x 36"scaledrawn by:checked by:itemdescriptiondateseal/signaturedateissued forproject numberGONZALEZRESIDENCEMK 21-194151 NETTLES BLVDJENSEN BEACH, FLORIDA 3495710/26/2021PERMIT SETMK STRUCTURAL ENGINEERING587 WEST EAU GALLIE BLVDSUITE 201MELBOURNE, FL 32935P: 321.600.0672 OR 321.574.2702www.mkstructural.comCertificate of Authorization#:CA 27800This document is the property of MK Structural Engineering.MK Structural Engineering retains all rights therein, includingcopyrights. It is not to be reproduced or copied in whole or inpart. It is not to be used on any other project and is to bereturned upon request. It may only be used in a mannerconsistent with MK Structural Engineering's rights while MKStructural Engineering is providing services for the specificproject identified or referred to herein or extensions thereto.It may not be used for any other purpose except with theexpress written agreement of, and compensation to, MKStructural Engineering. Unauthorized use will be prosecutedpursuant to the copyright laws.sheet titleAS NOTEDMichael A. KalajianS2GRADE BEAMDETAILS LAP SPLICE LENGTHSCLASS A TENSION LAP SPLICECOMPRESSION LAP SPLICEBAR NO.fc'30003000400050003000400050001215192327303439109876543131110171513211816202225363228423632474136414653161413221917272321332825474137544742615347685953CLASS B TENSION LAP SPLICE4T16 WHERE 4 INDICATES SIZE OF REINFORCING BAR 16 INDICATES BAR SPACING IN INCHES2" CLR W/ VAPOR BARRIER3" CLR W/O VAPOR BARRIERLN-1 T LOCATION OF BAR (T=TOP, B=BOTTOM, M=MIDDLE)MIN 6"BAR DESIGNATION:"T" BARS0.25 LN-1CONTINUOUS IF SHOWN"B" BARSLN-2MIN 6"MIN 6""T" BARSGREATER OF 0.33 LN-1 OR 0.33 LN-2 ORCONTINUOUS IF SHOWN"M" BARS"B" BARS CONTINUOUS OVERGRADE BEAMS UNLESS SPLICEREQ'DSLABTHICKNESS LN-3CANT1. STIRRUPS CAN BE DISCONTINUED WITHIN MIDDLE 1/3 OF SPAN2. BEAM DEPTH IS ADJUSTABLE. SET BOTTOM OF BEAM AT A MINIMUM OF 6" BELOW GRADE. 24" MINIMUM BEAM DEPTH.NOTES:GRADE BEAM SCHEDULEbeam sizemarktop of beamelevationwidthdepthtypetop bars"c" or "e"bars leftREINFORCEMENTbot bars"d" barssizeSTIRRUPS3-#6spacingREMARKS"c" or "e"bars rightGB1---#312" O.C.24"24"3-#6SEE PLANTYPICAL 14" DIA. PILE DETAILAPPROX LENGTH 30'DISCONTINUE #7 BAR AT 5'-0"ABOVE BOTTOM OF PILE5'-0"14"DIA50 KIP COMPRESSION, 14" DIAAUGER CAST PILE W/ 5,000 PSIGROUT(1)#75' #3 TIES @ 8"OC#3 TIES @ 12" OCDISCONTINUE PILE CAGE AT 15'-0"BELOW TOP OF PILEAPPROX LENGTH 10'#3 CLOSED TIES(4)#5TYPICAL STRUCTURAL SLAB ON GRADE REINF AND SCHEDULESCALE 1/2"=1'-0"3-#6GB2---#312" O.C.30"24"3-#6SEE PLANMichael A. Kalajian FL. REG. NO. #60133DATE: OCT 26, 2021revisionsRegistered Engineer:Michael A. KalajianRegistered Engineer License:PE 60133sheet numberNMCMAKby MK Structural Engineering, LLC. all rights reserved.WHEN PLOTTED AT FULL SIZE THIS SHEET MEASURES 24" x 36"scaledrawn by:checked by:itemdescriptiondateseal/signaturedateissued forproject numberGONZALEZRESIDENCEMK 21-194151 NETTLES BLVDJENSEN BEACH, FLORIDA 3495710/26/2021PERMIT SETMK STRUCTURAL ENGINEERING587 WEST EAU GALLIE BLVDSUITE 201MELBOURNE, FL 32935P: 321.600.0672 OR 321.574.2702www.mkstructural.comCertificate of Authorization#:CA 27800This document is the property of MK Structural Engineering.MK Structural Engineering retains all rights therein, includingcopyrights. It is not to be reproduced or copied in whole or inpart. It is not to be used on any other project and is to bereturned upon request. It may only be used in a mannerconsistent with MK Structural Engineering's rights while MKStructural Engineering is providing services for the specificproject identified or referred to herein or extensions thereto.It may not be used for any other purpose except with theexpress written agreement of, and compensation to, MKStructural Engineering. Unauthorized use will be prosecutedpursuant to the copyright laws.sheet titleAS NOTEDMichael A. KalajianS3STRUCTURALDETAILS