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HomeMy WebLinkAboutREVISIONA fj � REVISIONS FOR PERMITTED PROJECTS Received: Date of Revision: _ Permit#: -j,-�� 7 3 Number of Plans: / LcTfE/L r SIGNED AND SEALED r CD Commercial (3 Sets of Signed & Sealed Plans w/CD) Residential: (2 Sets Signed & Sealed Plans) Project C Project Address: ��� �o lVI f i ,IAI Z A5 4 a Contractor's Name: d � <iPT�i4 /I 1G i2 — RECEIVED Contact Person To Call: Phone #: 1� ` 37,Q _ i 92 d Fax/Cell#: DetailedDescriptionof Revision. /, &1//ni/jA G LIVO eg-LGu-' N /%-- 2, P 6�)r i ,0 tj 5F— REVISIONS: 1. Must be accompanied with a narrative of changes and/or corrections. 2. Must be clouded. 3. 1s" REVISION JOB VALUE UNDER S5,000 $ 25.00 PER PAGE. JOB VALUE OVER S5,000 S 50.00 PER PAGE 2xD REVISION JOB VALUE UNDER $5,000 S 50.00 PER PAGE JOB VALUE OVER $5.000 S100.00 PER PAGE 310 REVISION JOB VALUE UNDER S5,000 $100.00 PER PAGE /MORE JOB VALUE OVER $5,000 S200.00 PER PAGE St. Lucie County Permitting 3rd REVISION OR MORE 4 TISIES PLAN REVIENA FEE AS-SESSFD (IF ADDRESSING SAME DEFICIENCY/VIOLATION) _REVISION A U. Boc 560141 ._ Raci..3ecl c;c•, I�furidzn 32^355 C. (arfielcl Neely, RE-, CCE $ I Jes{SU F,x r.xee`ri e Cc t"dtrtttt ! tr�arf Cu t F.r-,nicer +'+1 Da}: 121 - Zf,o-S61 8 Ex en1rig: 32;-632-7071 seegm-tielC�3aoL�om February 1, 2022 Re: SLC-2103-0734 4906 Matanzas Ave. Fort Pierce FL. 34982 Attn: Building Department The Contractor would like to change the slab reinforcing from 6x6 wwf to Fiber-crete concrete I also do not object to the contractor eliminating the A/C chase that runs under the slab and run overhead or any other suitable location. If you have any comments are questions, please feel free to contact me, at (321.266.8618). Regards, Charlie Garfield Neely C. Garfield Neely, P.E. PE #58120 321.266.8618 Digitally signed by Charlie G Neely DN: c=US, o=Unaffiliated, ou=A01410000000171A388263 100004899, cn=Charlie G Neely Date: 2022.02.0120:14.26 -05'00' o �r I NIA I 22'-4" 18,-8" 1'-4" 91-10" 1'-4" 9'-10" 9'-4" 5-4" 4'-0" 10 10 PR 2 FRENC FF_------- J rIII -------------- �2 ------O-� LANAI IIIIII 10'-0" CLG. 3 5'-0" 10'-4" 6'-0" -O I I I SH258 N 6' SGD I I I I I r-----------------------------J I O �I I I 1 1 10 I 4'-9" 1 I I � I 4 SWH N L. I I I 9 I O I I I WC I I LAV LAV 'I _ I r m I I I LAV �J I 1 SINK I I I � CDW I I - I I I I _ - __; If 1 I 3/0 - - - - - - - - - - -- - L----- --------�---- VIZ36"WX24"H RANSOM "A OVE O COVERED ° 1 d ENTRY a, 10' 4„ d3'-4„ a a d I I 30" SQ. X16"D. I I W/3#5 EA. WAY � -J--:-L I 13'-0„ 1n-4„ 344" 1'-4" 2'-0" I I I 09 n 4 d I I a I a I o o I I a da a d. I 3 I 4 d a I I 16' WIDE GARAGE DOOR 18 a 21'-0„ d. a n. d 2'-0"4 a a d 16,-(4 4 .a . d 41'-0" qd d. Od 4 a FOOTER 1 /2"=1 '-0" FOUNDATION PLAN -4 FOOTER 1 /2"=1'-0" N S 0 1 0 C COMP 3/0 2 LOAD BEARING FOOTER CONCRETE FOUNDATION NOTES: COMPLIANCE PARAGRAPH 1. ALL CONCRETE SHALL BE AS DESIGNED TO DEVELOP A COMPRESSIVE • THESE PLANS ARE CERTIFIED TO BE DESIGNED IN ACCORDANCE WITH 7TH EDITION OF THE 2020 FLORIDA BUILDING CODE STRENGTH AS FOLLOWS: FOUNDATIONS 2500 PSI RESIDENTIAL CODE, USING A FASTEST -MILE WIND VELOCITY OF 160 MPH. THIS ENGINEERING DESIGN IS FOR RESISTING 4" CONCRETE SLAB WITH FIBERCRETE OVE WIND LOADS ON THIS PATICULAR RESIDENCE ON THIS SPECIFIC LOT, AND IS NOT VALID WITHOUT MY SIGNATURE 2. ALL REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO AND RAISED SEAL NOTES, THE WALL SECTIONS AND THE FLOOR PLAN(S). ASTM A-615 GRADE 40 6 MIL VAPOR BARRIER OVER CLEAN 3. ALL CONCRETE REINFORCEMENT SHALL BE DETAILED, FABRICATED, COMPACTED, & TERMITE TREATED FILL. ROOF TRUSSES LABELED, SUPPORTED AND SPACED IN FORMS AND SECURED IN PLACE IN ACCORDANCE WITH THE PROCEDURES AND REQUIREMENTS OUTLINED IN O2 ""2 5 BARS CONT. AROUND. 16DX12W FOOTING W / # HE ROOF STRUCTURE CONSISTS OF PRE-ENGINEERED TRUSSES PLACED 24" O.C.. THE TRUSSES SHALL BE DESIGNED THE LATEST EDITION OF THE "BUILDING CODE REQUIREMENTS FOR AND ENGINEERED FOR 150 MPH WIND LOADS. FINAL TRUSS ENGINEERING SHALL INCLUDE UPLIFT FOR TRUSS GIRDERS, AND REINFORCED CONCRETE", ACI 318-95 AND THE MANUALS OF STANDARD ALL REGULAR TRUSSES THAT HAVE OVER 520 LBS. OF UPLIFT. IT SHALL ALSO INCLUDE ALL TRUSS BRACING REQUIREMENTS PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES", ACI O3 8"WIDE X 8"DEEP THICKENED SLAB EDGE WITH AND SHALL SPECIFY ALL GIRDER BUCKET LOADS. 315 LATEST EDITION. SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT ENGINEER FOR REVIEW PRIOR TO FABRICATION. 1-#5 REBAR CONT. 4. ALL BAR SPLICES AND DOWELS SHALL LAP 25 BAR DIAMETERS UNLESS e FINAL ENGINEERING FROM THE TRUSS MANUFACTURER SHALL BE PROVIDED TO THE CONTRACTOR BEFORE WORK STARTS OTHERWISE NOTED. 8"X8"X16" CONC. MASONRY UNITS WITH HORIZ. 6. CALCIUM CHLORIDE SHALL NOT BE USED IN ANY FORM. JOINT REINF. AT 16" VERTICALLY FROM FTG. TO ROOF SHEATHING 7. MINIMUM CONCRETE PROTECTION FOR REINFORCING BARS: TIE BEAM HOOK BOTH ENDS 6" MIN. ® THE ROOF TRUSSES SHALL BE SHEATHED WITH 7/16" OSB OR 1/2" COX PLYWOOD AND NAILED WITH 8d GUN NAILS 0 6" O.C. NAIL SHEATHING INTO GABLES 4" O.C. ALONG EDGES & 6" O.C. IN FIELD STRUCTURAL PART VC HVAC CHASE UNDER SLAB. WHERE TRUSS OR ROOFING MANUFACTURER SPECIFICATIONS DIFFER FROM THESE, USE THE MORE STRINGENT. BRACE COVER MINIMUM CLEAR FOOTINGS, (CONCRETE CAST ALL TRUSSES PER TPI HIB-91 OPTIONAL. AGAINST AND PERMANENTLY UPLIFT CONNECTORS EXPOSED TO EARTH) 3 INCHES © 4" CONCRETE PAD FOR CONDENSING e ALL TRUSSES, EXTERIOR BEARING WALLS AND INTERIOR BEARING WALLS SHALL BE STRAPPED OR OTHERWISE CONNECTED WITH FOOTINGS AND WALLS UNIT. COORDINATE LOCATION A DIRECT LOAD PATH FROM THE TRUSS ALL THE WAY TO THE FOUNDATION, THIS INCLUDES THE CONNECTION BETWEEN (CONCRETE CAST IN WITH MECHANICAL CONTRACTOR. THE TRUSS AND THE TOP PLATES, THE TOP PLATES TO STUDS, THE STUDS TO THE BOTTOM PLATE AND THE BOTTOM FORMS PERMANENTLY PLATE TO THE FOUNDATION. EXPOSED TO EARTH) 2 INCHES • USE THE FOLLOWING CONNECTORS (OR EQUAL CONNECTORS) TO RESIST THE TRUSS UPLIFT LOADS CATEGORIZED BELOW OR SLAP (IN CONTACT WITH EARTH) 2 INCHES O DEPRESS SLAB 4" FOR SHOWER. MAINTAIN 4" SLAB USE THESE AS AN EXAMPLE. HOWEVER, TRUSS CONNECTORS SHALL RESIST A MINIMUM LATERAL LOAD OF 350 LBS.. BEAMS (TO STIRRUPS) 2 INCHES THICKNESS AT SHOWER BASIN. USE CONNECTOR STRENGHTS AND NAILING REQUIREMENTS IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. COLUMNS (TO TIES) • TRUSSES ON EXTERIOR AND INTERIOR FRAME WALLS ABOVE GRADE 2 INCHES ® CONCRETE WALK e ALLOWABLE LOADS FOR "SIMPSON" CONNECTORS ARE BASED ON SPECIES II SOUTHERN YELLOW PINE LUMBER. IF SPECIES S. UNLESS OTHERWISE PERMITTED OR SPECIFIED, THE CONCRETE SHALL BE III SPRUCE LUMBER IS USED INSTEAD OF S.Y.P. THEN ALL CONNECTOR STRENGTHS MUST BE MULTIPLIED BY .82 PROPORTIONED AND PRODUCED TO HAVE A SLUMP OF 3" MINIMUM AND �9 CONC. DRIVE MAXIMUM. IMMEDIATELY AFTER DEPOSITING, CONCRETE SHALL BE THOROUGHLY CONSOLIDATED BY MEANS OF MECHANICAL VIBRATION. HEADERS 9. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185. 10 1 #5 BAR FROM FOOTING TO TIE BEAM PRE -CAST CONCRETE LINTEL 11 HOOK BOTH ENDS 6 MIN. 10. THE STRUCTURAL INTEGRITY OF THE COMPLETED STRUCTURE DEPENDS 11 HOSE BIBB UPON THE INTERACTION OF VARIOUS CONNECTED COMPONENTS. PROVIDE TIMBER NOTES: ADEQUATE BRACING, SHORING, AND OTHER TEMPORARY SUPPORTS AS REQUIRED TO SAFELY COMPLETE THE WORK. MASONRY 1 STRUCTURAL LUMBER SHALL BE 2X4s SPF GRADE LUMBER. 11. DESIGN WIND LOAD: REFERENCE - ASCE 7-10 1. HOLLOW LOAD BEARING UNITS SHALL BE NORMAL WEIGHT, GRADE N,TYPE 2 CONFORMING TO ASTM C90-0601, WITH 2. 2x4 016"O.C. STUDS SHALL BE USED FOR FRAME WALLS. WALLS SHALL BE A MIN. NET COMPRESSIVE STRENGTH OF 1900 PSI ANCHORED WITH 1/2"DI,A. WEDGE ANCHORS,41ONG SP.4' O.C. EXPOSURE B, IMPORTANCE FACTOR 1, (f'm = 1500 PSI) INTERNAL TIERNAL PRESSURE COEF.=i.18 FOR ENCLOSED BUILDING 3. WHEN MANUFACTURED WOOD CONNECTORS ARE USED, CONTRACTOR SHALL CATAGORY II 2. CONCRETE BLOCKS SHALL CONFORM TO ASTM C 90 (28 DAY STRENGTH FOLLOW THE MANUFACTURER'S RECOMMENDATIONS AS TO QUANTITY AND SIZE OF NAICS = 2000 PSI (NET AREA), F'm = 1500 PSI) LAID IN RUNNING BOND 4. ROOF DECKING SHALL BE 7/16" OSB OR 1/2" CDX PLYWOOD - BASIC WIND SPEED 150 MPH WITH FULL MORTAR EMBEDMENT. DECKING SHALL BE FASTENED PER THE SHEATHING FASTENING NOTE THIS SHEET. 3. 4. MORTAR SHALL BE TYPE M. REINFORCE MASONRY WALLS VERTICALLY AS INDICATION ON PRE-ENGINEERED TRUSS SUPPLIER SHALL PROVIDE ROOF TRUSS FRAMING LAYOUT -ROOF DESIGN LOADS: APPLICABLE PLANS, DETAILS, SECTIONS, AND NOTES. CONCRETE BY A FLORIDA REGISTERED ENGINEER. DEAD LOAD LIVE LOAD 17 PSF 20 PSF FOR FILLED CELLS SHALL BE RODDED, VIBRATED, AND PUDDLED 5. ANCHOR TRUSS TO FRAME WALL W/(2) SIMPSON HCDP ALL THE WAY DOWN DURING PLACEMENT TO ENSURE COMPLETE FILING OF THE BLOCK BOTTOM PLATE TO SLAB W/1/2" WIDGETS @1 24" O.C. 12. FOUNDATIONS AND SLABS ON GRADE ARE DESIGNED TO BEAR ON SOIL. CORE. MORTAR BLOCK WEBS ON EITHER SIDE OF FILLED CELLS. WITH A MINIMUM SAFE BEARING CAPACITY OF 2000 PSF. 5. FILL ADDITIONAL MASONRY CELLS AT LOCATIONS AS SHOWN ON IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE THE SECTIONS FOR ANCHORAGE OF DRILLED ANCHORS FOR ANGLES ETC. REQUIRED CAPACITY UNDER ALL FOUNDATIONS AND SLABS. 6. FILL ONE CELL @ EACH JAMB FULL HEIGHT WITH GROUT AND ONE #5. 7. ALL VERTICAL REINFORCING STEEL BARS IN CMU WALLS SHALL BE ANCHORED IN THE CONCRETE THICKENED SLAB, FOOTING, OR BEAM (LINTEL) UPON WHICH THE WALL RESTS, AND IN THE BEAM AT THE TOP OF THE WALL WITH STANDARD HOOKS AND SHALL BE CONTINUOUS THROUGH ALL INTERMEDIATE WALL BEAMS, IF ANY. 8. ALL CMU REINFORCING STEEL BARS SHALL BE CONTINUOUS WITH LAP a SPLICES OF AT LEAST 25 BAR DIAMETERS. 9 ALL VERTICAL REINFORCING SHALL BE PROVIDED AS INDICATED IN THE MASONRY WALL SCHEDULE AND SHALL BE INSTALLED AS FOLLOWS: PROVIDE CLEAN -OUT SPACE AT BOTTOM OF CELL TO BE REINFORCED AND FILLED (AT LOCATION OF REINFORCING STEEL DOWEL IN FOUNDATIONS OR PREVIOUS CONCRETE PLACEMENT) COMPLETELY CLEAN OUT AND FLUSH CELL TO BE FILLED IN INSTALL VERTICAL STEEL AND TIE TO DOWEL AT BOTTOM AND TIE IN PLACE AT TOP CLOSE CLEAN -OUT OPENING, AND FILL WITH 3000 PSI GROUT. 10. CONTINUOUS BOND BEAMS SHALL BE PROVIDED AS SHOWN ON THE CROSS SECTION. USE OPEN BOTTOM TYPE (KNOCK OUT) BOND BEAM UNITS AND USE WIRE MESH OR SMALL MESH METAL LATH UNDER BOND BEAM UNITS OVER CELLS NOT TO BE FILLED. 11. ALL REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 40. 12. PROVIDE CONTINUOUS 8 INCH DEEP BOND BEAM WITH ONE CONT. #5 AT THE BOTTOM OF THE WINDOWS, AND ABOVE THE LINTELS OVER BAR MASONRY OPENINGS AS WELL AS INDICATED ON THE PLANS, SECTIONS AND BLOCK NOTES. 13. ALL EXTERIOR BLOCK WALLS BETWEEN OPENINGS W/DOWNPOURS ® EACH END ARE SHEARWALLS. ALL STRUCTURAL & CONV. FRAMING LUMBER SHALL BE SPF STUD GRADE, OR BETTER, W/FRAME WALLS USINNG 2X4 STUDS AT 16" O.C. STUD GRADE, OR BETTER, W/FRAME WALLS USING 2X4 STUDS AT 16"' O.C. I/L. -- -v NOMINAL WIDTH QUANTTY OF #5 REBAR BOTTOM OF LINTEL CAVITY. QUANTTY OF #5 REBAR TOP OF LINTEL CAVITY 81`16 - 1B/1T zFNOMINAL HEIGHT =FILLED WITH GROUT U=UNFILLED 'TIC PRECAST LINTEL SCHEDULE APPLIED LOADS ON ALL PRECAST LINTELS HAVE BEEN REVIEWED TO INSURE THEY ARE WITHIN ALLOWABLE LIMITS. ALL UNITS ARE IN PLF LENGTH SAFE GRAVITY APPLIED GARVITY SAFE UPLIFT APPLIED UPLIFT COMPOSIE BEAM REMARKS 1 2'-10" 6113 < 2000 4460 <1500 81`16 - 18/1T 1X WINDOW 2 4'-6" 6113 < 2000 2724 <1500 BF16 - 1 B/1T 30" WINDOW OOR 3 5'-10" 4360 < 2000 2094 <1500 8Fi6 - 1B/1T BEAM/MISC EAM/OIPNG. 4 5'-10" 1451 < 1000 1207 <750 81`16 - 1B/1T 3X WINDOW 30 DR SOLT 5 3'-6" 6113 < 2000 2093 <1500 81`16 - 1B/1T 1/2 3 X WIN. OR MISC 6 6'-6" 3480 < 2000 1880 <1500 8F16 - 1B/1T 7 7'-6" 2661 < 2000 1438 <1500 81`16 - 1 B/1T 6' SGD OR 2x WINDOW 8 7'-6" 1011 < 755 560 <1500 8F16- 1B/1T (2) 30" DOOR 9 4'-4" 5206 < 2000 2635 <1000 8F16- 1B/1T (2)11 DR. ' DOOR 10A 8'-4" 1843 < 1000 963 <750 81`16- 1B/1T 8' SGD OR MISC 10 9'-4" 1843 < 1000 963 <750 81`16- 1B/1T 8' SGD OR MISC 11 10'-6" 1533 < 1000 777 <500 816 - 1B/1T 9 SGD OR (2)3X WIN 12 10'-6" 2781 < 2000 1239 <1000 81`24 - 1 B/1T 9' SGD OR (2)3X WIN 13 1 V-4" 1366 < 2000 1028 <1000 8F16 - 1 B/1T 10' OPNG. 14 13'-4" 1075 < 750 521 <350 81`16 - 1B/1T 12' SGD OR MISC 15 14'-0" 1002 < 750 481 <350 81`16 - 1B/1T 128 OPNG BEAM / MISC 16 17'-4" 1326 < 1000 422 <350 81`20 - 1B/1T 16' CHID 17 19'-4" 1326 < 1000 458 <350 81`20 - 1B/1T 18' OHD 18 10'-4" 1533 < 1000 774 <650 81`20 - 1B/1T 9' OHD CONIC SLAB FF NON LOAD BEARING FOOTER 1 /2"=1 ' -0" y VARIES i;2 1D- Aix Ww l �Z � w a Z uj s 4 o G Z Y .00 0 NCO 1 p � Jam•-•-� W W 00 -t O OJ ?� ❑ 'J Z W �,,� 10 W " - e Z vi p W 11n [•� Q (Y� N O o 0� tn�� zW (C X o <o J �� w ¢ < W W O N PRGFF w Q QD D:ONm OOUOON z C) � w W c ��a�� PROJECT NAME AND ADDRESS: MODEL 1545 3-BEDROOM FOR JOHN WILLIAMS JR. AND LAZATHA MURPHY PARCELL ID 1431-701-0023-000-6 DRAWN BY: C. PEARSON SHEET CHECKED BY: G. NEELY START DATE: SEPT 2020 LATEST REV. DATE: FILE LOCATION: C:/CLIFF/PROJECT/RUTH I( V SHEL-FD.DWG 9-26-18 7:58:01 pm EST