Loading...
HomeMy WebLinkAboutRevisions; Structural PlansOFFICE USE ONLY: DATE FILED: _ REVISION FEE: PERMIT # RECEIPT # PLANNING & DEVELOPMENT SERVICES BUILDING & CODE REGULATION DIVISION 2300 VIRGINIA AVENUE FORT PIERCE, FL 34982-5652 (112) 462.1553 APPLICATION FOR BUILDING PERMIT DEFERRAL PROJECT INFORMATION LOCATION/SITE ADDRESS: 38 Sovereign Way PERMIT 2101-0347 DETAILED DESCRIPTION OF PROJECT REVISIONS: Second time sent- REVISION OF STURCTURAL PLAN LE COPY CONTRACTOR INFORMATION: STATE of FL REG./CERT. #: CBC 1263072 ST. LUCIE CO CERT. #: 31220 BUSINESS NAME: PSL PROP INC QUALIFIERS NAME: MARK MONTALTO ADDRESS: 201 SW PSL BLVD CITY: PORT ST LUCIE STATE: FL ZIP; 34984 PHONE (DAYTIME): 772-336-0050 FAX: OWNER/BUILDER INFORMATION: NAME: MARK MONTALTO .� C41 r 1 `a ADDRESS: 201 SW PSL BLVD, CITY: PORT LUCIE STATE: FL ZIP: 34984 PHONE (DAYTIME: 772-336-0050 FAX: ARCHITECT/ENGINEER INFORMATION: NAME: PAUL WELCH JR ADDRESS: 1984 SW BITMORE ST CITY: PORT LUCIE STATE: FL ZIP: 34984 PHONE (DAYTIME): 772-785-9888 FAX: SLCCC: 9123109 Revised 06130117 y. STRUCTURAL ENGINEERING June 30, 2021 RE: Pile Inspection and Log for: O'Neal Residence 38 Sovereign Drive Install date: 6/29 F11,E Cop, For your information, during the pile installation at the above referenced `property, each pile was documented for proper type and size of steel placement, correct grout mix, the number of strokes indicating volume and any abnormalities that may have occurred during installation. Each pile was checked by "counting the strokes method" as documented in several literature including "Inspector Guide to the Auger Cast -in -Place Piles" published by the Auger Cast -In -'Place Pile Committee of the" The Deep Pile Institute". The approved drawings specified a 14" diameter auger cast pile drilled 29' in length. Each pile was drilled 30' to account for any fill or difference in lot elevation. All piles were reinforced with 1#7 bar with 25' of pile penetration. The concrete pump used, a Transcrete BV75 was calibrated on site and determined to produce .65 cuft / stroke. A digital stroke counter was provided on the pump. The drilling equipment was fitted with gauges that were used to monitor and record the installation procedure. These were monitored and/or reviewed to insure a positive head and adequate volume was maintained throughout the grouting of each pile. Attached is a detailed record of the pile volumes pumped into each pile. The lowest yield for any pile other than for the pool area, was 110% which is consistent with the recommendations and meets the job requirements as set forth in the structural drawings and soil report. Based on this information, it is my professional opinion, the piles constructed for the referenced project were installed in accordance with industry standards and as specified according to the construction drawings to the best of my knowledge. The pile documentation and location plan are attached. As indicated on the pile sequence page, one pile was omitted due to overhead obstruction with 2 being added to take its place. This new placement is acceptable and works within the current grade beam design. Please feel free to contact me if you have any questions. Thank you, Michael A. Kalajian, P.E. PE. No. 60133 mike(a)-mkstructural.com ��a�e; BOAS i N/®/ 6133` � v' �'L. REG. NO. #60133e p„1 o ®° STATF OF °F<®R\®PYONAL 1111111110 .•°°. D�`s Michael Kalalian R 687 W. Eau Gallie Blvd. Suite 201 Melbourne FL 32935 ph.321-600-0672 email: mike@mkstructural.com lly sighed by Michael Kalajian ttN=Mifhael,Kalajia n, 101427E00000167EBAW F1000026AD, S Structural €ngineering Inc., GUS Dn: I am ap roving this document 2021.07.01 1 g:2s:40-"00' 11;121 Pile Sequence Page' Pile omitted due to overhead obstruction. 2 piles added in its > place #1 and #3 Gal Gffz P32 2,4 P31 n3l P30 9 L 5812 5212 o I 'k, CI 9 P27 I �P�26] R P25 -CLM -i LL ............ [!20] ............... .......... . . . . . - - - - - - - - - - - - - - mp Nil L —i L 9 P21 L— — — — -- — — — — — — P23 - - - - - - P22 - - - 9 P19 P 4 ame P18 P17 P16 -jpis LI9 I PS P6 H P13 063 — — — O-FT3— 5 --- P8 P7 ----- ------ P4 �tP12 Oita S.M t,i L Pil P1.0 I P9 Pi P2 ,.-:, 1-1-2 F�01-1 1191 1. 13i 1"11i 38 Sovereign Drive 30'- 14" diameter piles Pump Calibration .65 cuft/ stroke Theoretical Volume 32 Cuft Theoretical Strokes for 30'pile 49 Target Volume 115% Target Strokes for 30' pile = 56 Pile Number Strokes Volume Notes t, 1) 62 1.26 2) 60 1.22 3) 58 1.18 4) 58 1.18 5) 59 1.2 6) 61 1.25 7) 58 1.18 8) 57 1.16 9) 57 1.16 10) 60 1.22 12) 61 1.25 13) 66 1.34 14) 63 1.29 15) 60 1.22 16) 57 1.16 17) 58 1.18 18) 58 1.18 19) 60 1.22 20) 59 1.2 21) 58 1.18 22) 57 1.16 23) 54 1.10 24) 57 1.16 25) 58 1.18 26) 59 1.2 Pile Number Strokes Volume Notes 27) 58 1.18 28) 57 1.16 29) 59 1.2 30) 62 1.26 31) 58 1.18 32) 57 1.16 j''!f T 1 1 ii: �� r­�ii��ii ik MiNZWKWk ffl��L� i DESIGN CRITERIA D-1 CODES: - FLORIDA BUILDING CODE 7TH EDITION (2020) - 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 150PCF DESIGN LIVE LOADS: ROOF 20 PSF RESIDENTIAL AREAS 40 PSF D-3 SEISMIC: ZONE 0 D-4 PREPARE SITE IN ACCORDANCE WITH THE GEOTECHNICAL REPORT, PREPARED BY KSM ENGINEERING AND TESTING, JOB NO. 213143-b, DATED MAY 6, 2021. GENERALNOTES G-1 REVIEW ALL PROJECT DOCUMENTS PRIOR TO FABRICATION AND START OF CONSTRUCTION. REPORT ANY DISCREPANCIES TO ARCHITECT OR STRUCTURAL ENGINEER PRIOR TO PROCEEDING WITH WORK. G-2 THE CONCRETE WALLS ARE NOT DESIGNED TO WITHSTAND TEMPORARY CONSTRUCTION LOADS. IT IS THE CONTRACTOR'S RESPONSIBILITY AT ALL TIMES TO MAINTAIN 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 THE STRUCTURAL ENGINEER. G-5 COORDINATE STRUCTURAL AND OTHER DRAWINGS THAT ARE PART OF THE CONTRACT DOCUMENTS FOR ANCHORED, EMBEDDED OR SUPPORTED ITEMS WHICH MAY AFFECT 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 ON THE 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 SPECIFIC INFORMATION 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 OF CONTRACT DRAWINGS FOR ERECTION AND SHOP DRAWINGS. USE OF CONTRACT DRAWINGS REPRODUCED IN WHOLE OR ANY PART IN SHOP DRAWINGS SHALL NOT RELIEVE THE CONTRACTOR NOR SUBCONTRACTORS FROM THEIR RESPONSIBILITY TO ACCURATELY LAYOUT, COORDINATE, DETAIL, FABRICATE AND INSTALL A COMPLETE STRUCTURE, G-9 REVIEW ALL SHOP DRAWINGS FOR CONFORMANCE WITH THE CONTRACT DOCUMENTS AND FOR COMPLETENESS AND ANSWER ALL CONTRACTOR RELATED QUESTIONS. STAMP AND INITIAL ALL SHEETS PRIOR TO SUBMITTING SHOP DRAWINGS TO ARCHITECT/ENGINEER FOR REVIEW. NON-COMPLIANCE WITH THIS REQUIREMENT WILL RESULT IN REJECTION OF SUBMITTAL. G-10 ALL BOLTS, SCREWS, NUTS, WASHERS, NAILS & ETC. TO BE OF STAINLESS STEEL. DEEP FOUNDATIONS -AUGER CAST PILE DF-1 AUGERCAST PILING SYSTEMS SHALL BE INSTALLED IN ACCORDANCE WITH THE GEOTECHNICAL RECOMMENDATIONS AND INSTALLATION PROCEDURES CONTAINED IN THE GEOTECHNICAL REPORT, LISTED IN D-4. DF-2 ALL PILES SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE SOILS ENGINEER AND PROVIDE THE FOLLOWING SIZE AND CAPACITIES: PER REPORT PREPARED BY KSM ENGINEERING AND TESTING, JOB NO. 213143-b, DATED MAY 6, 2021. 14" DIA. AUGER CAST PILES 56 KIPS COMPRESSION (29 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 MAXIMUM FLOW 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 ACCORDANCE WITH 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 THE PILE GROUP CENTER OF GRAVITY SHALL NOT EXCEED 1\". SINGLE PILES SHALL BE INSTALLED WITHIN 1V OF DESIGN LOCATION. VARIATION FROM PLUMB SHALL NOT EXCEED \" 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 INTERCONNECTION BETWEEN ADJACENT 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 -BUILT DRAWINGS 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 AT LEAST 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. REPORT SHALL INCLUDE PILE DEPTH, PILE GROUT VOLUME, GROUT FACTOR, CONCRETE COVERAGE ON THE REINFORCING STEEL, GROUT DELIVERY DATES, MISCELLANEOUS OBSERVATIONS, AND OTHER INFORMATION AS REQUIRED. MARK BEAM WI T SIZE DEPTH GB1 24" 24" G132 24" 24" ��B3 24" 24" GB4 24" 24" GRADE BEAM SCHEDULE REINFORCEMENT STIRRUPS rt TOP If 011-OR IBIARS BARS, uDII BARS SIZE TYPE SPACINGI', L EFIIEIT ELEDVATIONM TOP BARS BAR5RIGHTIBOT VARIES i 346 346 #3 Q 12" O.C. VARIES 346 346 #3 8" O.C. VARIES 346 346 #3 VARIES 3-#6 - i 346 #3 Q 16" O.C. NOTES: 1. STIRRUPS CAN BE DISCONTINUED WITHIN MIDDLE 1/3 OF SPAN 2. AM DEPTH IS ADJUSTABLE,SET BOTTOM OF BEAM AT A MINIMUM OF 6 BELOW GRADE. 24 MINIMUM BEAM DEPTH 0.25 LN-1 CONTINUOUS IF SHOWN "T BARS j"B" BARS - 2" CLR W/ VAPOR BARRIER 3" CLR W/O VAPOR BARRIER LN-1 REINFORCED CONCRETE RC-1 ALL CONCRETE DESIGN AND PLACEMENT SHALL BE IN STRICT ACCORDANCE WITH THE ACI "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE," ACI 318-14. 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 PILING 4000 PSI COLUMNS AND WALLS 5000 PSI BEAMS AND SLABS 5000 PSI ALL OTHER CONCRETE 3000 PSI RC-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" 0.48 ASTM #57 SLABS ON GRADE 4"+/-1" 0.48 ASTM #57 COLUMNS & WALLS 5"+/-1" 0.48 ASTM #57 BEAMS AND SLABS 5-W-1" 0.45 ASTM #57 TIE BMS & TIE COOS 5"+/-1" 0.45 ASTM #8 PEAROCK SUBMIT DESIGN MIXES FOR APPROVAL AT LEAST ONE WEEK PRIOR TO CONCRETE POUR. DESIGN MIX SUBMITTALS MUST INDICATE PROPOSED LOCATION OR TYPE OF USE. 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 SLABS RC-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 CONCRETE RC-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 (INCLUDING HEIGHT OF DEFORMATIONS) AND WEIGHT OF A HAND -WIRE -BRUSHED TEST SPECIMEN ARE NOT LESS THAN APPLICABLE SPECIFICATION REQUIREMENTS IN THE ASTM STANDARDS 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: 4" SLAB ON GRADE: 6"X6"- 1.41.4 WELDED WIRE REINFORCEMENT (WWR) LOCATED IN THE MIDDLE TO UPPER PORTION OF THE SLAB, W.W.R. SHALL BE SUPPORTED WITH APPROVED MATERIALS OR SUPPORTS NOT EXCEEDING 3 FT OR IN ACCORDANCE WITH MANUFACTURER SPECIFICATIONS. RC-17 WELDED WIRE FABRIC TO COMPLY WITH ASTM A1064 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 MIDSPAN UNLESS 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 PERMANENTLY EXPOSED TO EARTH ALL BARS 3" B. CONCRETE EXPOSED TO EARTH OR WEATHER #6 OR GREATER 2" #5 OR SMALLER 1-1/2" C. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND 1. SLABS, WALLS, AND JOISTS #11 OR SMALLER 3/4" #14418 1-112" 2, BEAMS AND COLUMNS: (PRIMARY REINFORCEMENT, TIES, STIRRUPS, AND SPIRALS) ALL BARS 1-1/2" D. SLABS ON GRADE: SINGLE MAT, TOP 1/2 TO 1/3 OF THICKNESS RC-21 SLEEVE ALL PENETRATIONS THROUGH BEAMS AND SLABS INDIVIDUALLY. CORE DRILLING WILL NOT BE PERMITTED. SUBMIT LOCATION AND SIZE OF SLEEVES THROUGH BEAMS TO ENGINEER FOR REVIEW PRIOR TO CASTING CONCRETE, WHERE PIPING PENETRATES CONCRETE BEAMS, PLACE TWO #3 STIRRUPS @ 3" Q.G. EACH SIDE OF PIPE, UNLESS OTHERWISE NOTED. RC-22 NO REINFORCING BARS SHALL BE CUT TO ACCOMMODATE THE INSTALLATION OF ANCHORS, EMBEDS OR OTHER ITEMS. RC-23 USE THE STRUCTURAL DRAWINGS INCLUDING REVISIONS AND ADDENDA IN CONJUNCTION WITH REVIEWED SHOP DRAWINGS FOR PLACEMENT OF REINFORCING. RC-24 AT CHANGES IN DIRECTION OF CONCRETE WALLS, BEAMS & STRIP FOOTINGS, PROVIDE CORNER BARS OF SAME SIZE AND QUANTITY UNLESS NOTED OTHERWISE AS HORIZONTAL STEEL. RC-25 ALL EMBEDDED ITEMS SHALL BE SECURELY TIED IN PLACE PRIOR TO CONCRETE PLACEMENT. RC-26 THE GENERAL CONTRACTOR IS RESPONSIBLE FOR FOR PROVIDING THE CONSTRUCTION OF ALL FORMWORK IN ACCORDANCE WITH ACI 347. RC-27 PLACE CONCRETE PER ACI 304. USE INTERNAL MECHANICAL VIBRATION FOR ALL CONCRETE, LIMIT MAXIMUM FREE FALL DROP OF CONCRETE TO 6'-0" FOR #57 AGGREGATE AND 8'-0" FOR #8 AGGREGATE. ALL PRECAUTIONS SHOULD BE TAKEN TO AVOID SEGREGATION OF CONCRETE DURING PLACEMENT. RC-28 FOOTING SIZES SHOWN ARE FOR FOOTINGS CONSTRUCTED WITH SIDE FORMS. IF SOIL MATERIAL CAN HOLD A VERTICAL SHAPE, IT CAN BE USED AS AN EARTH FORM PROVIDED FOOTING WIDTH IS INCREASED 1" IN EACH HORIZONTAL DIRECTION. ALL SLOUGHED MATERIAL SHALL BE REMOVED FROM EXCAVATION BEFORE AND DURING PLACEMENT OF CONCRETE. RC-29 PLACEMENT OF CONDUIT AND PIPES IN CONCRETE SHALL CONFORM TO ACI 318, SECTION 20.7 LAP SPLICE LENGTHS REMARKS BAR No. � --------1-10 fc' 3 45 6 7 8 9 10 COMPRESSION LAP SPLICE 3000 12 15 19 23 27 30 34 39 CLASS A TENSION LAP SPLICE GREATER OF 0.33 LN-1 OR 0.33 LN-2 OR "B" BARS CONTINUOUS OVER CONTINUOUS IF SHOWN —GRADE BEAMS UNLESS SPLICE CONTINUOUS II REQ'D "T" BARS - "M" BARS BAR DESIGNATION: 4T16 WHERE 4 INDICATES SIZE OF REINFORCING BAR MIN 6 MIN 6" T LOCATION OF BAR (T=TOP, B=BOTTOM, M=MIDDLE) 16 INDICATES BAR SPACING IN INCHES TYPICAL STRUCTURAL SLAB ON GRADE REINFORCEMENT `r ~. MIN 6„ 3000 4000 13 11 17 15 21 18 25 22 36 32 -4 2 47 53 36 41_� 46 5000 10 13 16 20 28 32 36 41 CLASS B TENSION LAP SPLICE 3000 4000 16 14 22 19 27 23 33 28 47 41 54 47 61 53 68 59 5000 13 17 21 25 37 42 47 53 J) rn Co W dZ _J U_ LN-3 LN 2 -- - ------ --- - - - CANT -- -- SCALE 1/2"=1'-0" MK STRUCTURAL ENGINEERING 587 WEST EAU GALLIE BLVD SUITE 201 MELBOURNE, FL 32935 P: 321.600.0672 OR 321.574.2702 www.mkstructural.com Certificate of Authorization#: CA 27800 project number MK21-152 O' N EAL RESIDENCE 38 SOVEREIGN WAY FT PIERCE, FL 32949 issued for date PERMIT SET 06/16/2021 This document is the property of MK Structural Engineering, MK Structural Engineering retains all rights therein, including copyrights. It is not to be reproduced or copied in whole or in part. It is not to be used on any other project and is to be returned upon request. It may only be used in a manner consistent with MK Structural Engineering's rights while MK Structural Engineering is providing services for the specific project identified or referred to herein or extensions thereto. It may not be used for any other purpose except with the express written agreement of, and compensation to, MK Structural Engineering. Unauthorized use will be prosecuted pursuant to the copyright laws. scale AS NOTED sheet title STRUCTURAL NOTES Digitally signed by Michael KalaJian DN; CN=Michael Kalaiian, OU=A01427E00000167EBA9A1 F1000026AD, Michael Kalajian O=MKStructural Engineering Inc., C=US Reason: I am approving this document Date, 2021,08.12 11:22.07-04'00' seal/signature OQ���pp�IVldp699® ®° No°80133 ° ®� MICHAEL A. KALAJIAN Fa M L. REG. NO. #6013. X °DATE: AEJG 1 2, 2021 ° �/( ® 0 STATE OF �00o/0©N1 QL a� %0 Registered Engineer: Michael A. Kalajian Registered Engineer License: PE 60133 sheet number drawn by: NMC checked by: MAK by MK Structural Engineering, LLC, all rights reserved. WHEN PLOTTED AT FULL SIZE THIS SHEET MEASURES 24" x 36" MK STRUCTURAL ENGINEERING 587 WEST EAU GALLiE BLVD SUITE 201 MELBOURNE, FL 32935 P: 321.600.0672 OR 321.574.2702 www.mkstructural.com 20'-4447 -8 " --- - - - ,„ - -- -- 8 -- -- - ----- $9 -4 ------ - — - - -- 4 -6 - 10 10 6 - ,�— 55-2� '. -,k Certificate of Authorization#: II II II �� CA 27800 - --- - — -- - ------ - - - -.._ AD - -- - - -- ---- - e j pro et number MK 010 I e ONEAL fi 0 RESIDENCE I I I 0 o I 38 SOVEREIGN WAY FT PIERCE, FL 32949 14" DIA issued for date -... ._ PERMIT SET 06/16I2021 (1)#7 document is the property of MK Structural Engineering. � ' � � This docu P P Y MK Structural Engineering retains all rights therein, including copyrights. It is not to be reproduced or copied in whole or in 14" DIA. AUGER CAST PILING, SEE DETAIL A/S2. part. It is not to be used on any other project and is to be returned upon request. It may only be used in a manner TYPICAL consistent with MK Structural Engineering's rights while MK i Structural Engineerings prove s ding services for the specific ecifi 'c ---— — - --- _ TOP OF PILE project Identified or referred to herein or extensions thereto. It may not be used for any other purpose except with the ° 4a express written agreement of, and compensation to, MK Structural Engineering. Unauthorized use will be prosecuted pursuant to the copyright ht laws . °~ revisions 56 KIPS COMPRESSION, 4 14" DIA AUGER CAST PILE "'I w/ 5,000 PSI GROUT 4°4 item description date FIELD 14 1 REVISIONS 08/12/21 Z 1 11 i i I I II I x 4 IL CL a DISCONTINUE #7 BAR AT 5'-0" ° ° 4 ABOVE BOTTOM OF PILE Scale M - -- I4 �I a AS NOTED I I I I I j a sheet title o ° a 14. � PILE LAYOUT � � _-- -- -- ----- — -- -- --- _� _ _--- -- ---- ---- —_ - ------ - — ---- --- -- 4 ° a � � LAN OL PILE TIP -- - II REVISION I TYPICAL PILE DETAIL _ SCALE 1/2"=1'4' seal/signature 7„ 1 $ 1 4$„ ®®p0 PIRA 04®D No, 60133 MICHAEL A. KALAJIAN ° m FL. REG. NO. #6013;' °DATE: AUG 12, 2021 ° ® 0, °° STATE OF ' �2 ZORID co ®®oa ONeAL ®®®® PILE LAYOUT PLAN SCALE: 1/4"=V-0°' Registered Engineer: Michael A. Kalajian Registered Engineer License: PE 60133 sheet number drawn by: NMC checked by: MAK by MK Structural Engineering, LLC, all rights reserved. WHEN PLOTTED AT FULL SIZE THIS SHEET MEASURES 24" x 36" A 1,-.Q,. /M. P- Ln 'E: FOUNDATION WORK SHALL NOT BEGIN UNTIL FINAL ARCHITECTURAL 1--)RAWINGS AND OTHER CONSTRUCTION DOCUMENTS ARE REVIEWED BY THE ENGINEER OF RECORD TO VERIFY FOUNDATION DESIGN. F0UNDATIONS ARE SUBJECT TO CHANGE BASED ON SUPERSTRUCTURE LOADS PROVIDED IN 2. VERIFY ALL WINDOW AND DOOR OPENING Z/1\1 � � LOCATIONS WITH FINAL ARCHITECTURAL PLANS GRADE BEAM PLAN SCALE: 1/4"=1 °-0" -4 Ar 1 AL -EU�GMEERIMG MK STRUCTURAL ENGINEERING 587 WEST EAU GAILLIE BLVD SUITE 201 MELBOURNE, FL 32935 P: 321.600.0672 OR 321.574.2702 www.mkstructural.com Certificate of Authorization#: CA 27800 project number M K 21-152 38 SOVEREIGN WAY FT PIERCE, FL 32949 issued for date PERMIT SET 06/16/2021 This document is the property of MK Structural Engineering. MK Structural Engineering retains all rights therein, including copyrights. It is not to be reproduced or copied in whole or in part. It is not to be used on any other project and is to be returned upon request. it may only be used in a manner consistent with MK Structural Engineering's rights while MK Structural Engineering is providing services for the specific project Identified or referred to herein or extensions thereto. It may not be used for any other purpose except with the express written agreement of, and compensation to, IVIK Structural Engineering. Unauthorized use will be prosecuted pursuant to the copyright laws. scale AS NOTED sheet title NRAM % No. 60133 MICHAE:L. A. KAL.AJIAN FL REG.NO #60132 -DA�E: A�13 1 �, 2021 - 0, % STATE OF oICU 0 sao 0 Registered Engineer: Michael A. Kalaiian Registered Engineer License: PE 60133 sheet number 99 drawn bv: NMC checked bv: MAK by MK Structural Engineering, LLC. all rights reserved. WHEN PLOTTED AT FULL SIZE THIS SHEET MEASURES 24" x 36" w° co CONTINUE E LAP 8" MA: FORM AND CURB GRADE BEA STEP IN BEAM v FTAI mobs I al a ;l r A", -a #5 AROUND DEPRESSION #5 Z-BAR TOP @ 12" / O.C. AT DEPRESSION` — 6" STRUCTURAL SLAB TYPICAL SLAB DEPRESSION an. WW m W: SCALE 3/4"=1'-0" TOP OF SLAB SEE PLAN SCALE 3/4"=1'-0" STRUCTURAL SLAB FOP of SLAB SEE PLAN SCALE 3/4"=1'-0" GRAD PILE OR COLUMN SUPPORT BELOW TERMINATE ALL LONGITUDINAL RADE -- BEAM REINF W/ 90° \ HOOK 10" VERIFY W/ DOOR MANUF. STRUCTURAL SLAB, SEE FOUNDATION PLAN HOOK PILE REINF IN nlnr�rs r.ni ..r !.n n nr TOP OF SLAB SEE PLAN J g UU U SCALE 3/4"=V-0" TOP OF SLAB SEE PLAN SEE SCALE 3/4"=1'-0" SCALE 3/4"=V-0" GRADE BEAM, SEE r % ®— A R N STRUCTURAL SLAB, SEE FOUNDATION PLAN U W TOP OF SLAB SEE PLAN SCALE 3/4"=1'-0" FOP OF SLAB SEE PLAN a �gU :D r SCALE 3/4"=1'-0" SCALE 3/4°=V-0" GRA FOR ALL PILES THAT TERMINATE IN GRADE BEAMS, HOOK PILE REINF W/90° HOOK IN DIRECTION OF GRADE BEAM GRADE BEAM, SEE SCHEDULE FOR REINF col ri�nn r5rnrc+c+ BEAM WIDTH a a a STRUCTURAL SLAB, SEE PLAN FOR REINF AUGER CAST PILE FORM GRADE BEAM FROM SOIL IF SURFACE UNEXPOSED SCALE 3/4"=1'-0" 8" MA,' GRAD 8" MASONRY WALL BY OTHERS w' TOP OF SLAB Ali' � `- SEE PLAN >--- U �I CO GRADE BEAM, SEE PLAN SCALE 3/4"=1'-0" I . If. 1, i Ii, 11211r STRUCTURAL SLAB, SEE FOUNDATION PLAN a jl Q a ice. �—AUGERCAS7 PILE TOP OF SLAB SEE PLAN Q Fg U� H SCALE 3/4"=1'-0" FOP SEE SCALE MK STRUCTURAL ENGINEERING 587 WEST EAU GALLIE BLVD SUITE 201 MELBOURNE, FL 32935 D: 321.600,0672 OR 321.574.2702 www,mkstructu ral.com certificate of Authorization#: CA 27800 project number MK 21-152 38 SOVEREIGN WAY FT PIERCE, FL 32949 issued for date PERMIT SET 06/16/2021 This document is the property of MK Structural Engineering. MK Structural Engineering retains all rights therein, Including copyrights. It is not to be reproduced or copied in whole or in part. It is not to be used on any other project and is to be returned upon request. It may only be used in a manner consistent with MK Structural Engineering's rights while MK Structural Engineering is providing services for the specific project identified or referred to herein or extensions thereto. It may not be used for any other purpose except with the express written agreement of, and compensation to, MK Structural Engineering. Unauthorized use will be prosecuted pursuant to the copyright laws. NRQ _® No. 60133 ® 0 MICHAEL A. KALAJIAN ° ®� FL. REG. NO. #6D13>i pnn r °DATE: AUG 1 2, 213210 u ® A0 ST�ffE OF o �� N Registered Engineer: Michael A. Kaiajian Registered Engineer License: PE 60133 sheet number drawn by: NMC checked by: MAK by MK Structural Engineering, LLC. all rights reserved. WHEN PLOTTED AT FULL SIZE THIS SHEET MEASURES 24' x 36"