49 Ardella Rd. RES25-0162 ENGROOF:LIVE LOAD: DEAD LOAD:CEILING:LIVE LOAD:LIVE LOAD-STORAGE:DEAD LOAD:FLOOR:LIVE LOAD:DEAD LOAD:DECK LIVE LOAD:WIND LOADS:WIND SPEED:EXPOSURE:IMPORTANCE:BUILDING CATEGORY:ENCLOSED BUILDING: INTERIOR PRESSURE COEFFICIENT:ROOF PITCH:LOAD TABLECONCRETE NOTES1.CODES USED: 2023 FLORIDA BUILDING CODE, RESIDENTIAL EDITION AND EXISTING BUILDING EDITION, ACI, NDS,APA AND ASCE7-22.2.THE ALTERATIONS FOUND WITHIN THESE PLANS ARE DESIGNATED LEVEL 2 ALTERATIONS IN COMPLIANCE WITHSECTION 301.1.2 OF THE EXISTING BUILDING CODE.3.ALL DESIGN, CONSTRUCTION AND MATERIALS SHALL BE IN ACCORDANCE WITH APPLICABLE CODES ANDAUTHORITIES HAVING JURISDICTION OVER THE WORK.4.CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT THE JOB SITE PRIOR TO COMMENCINGCONSTRUCTION.5.DETAILS FOUND WITHIN THESE DRAWINGS SHALL BE ASSUMED TO BE TYPICAL DETAILS FOR THIS JOB ONLY.DETAILS SHALL GOVERN CONSTRUCTION FOR THIS JOB UNLESS NOTED OTHERWISE ON THE PLANS.6.SUBSURFACE SOIL CONDITIONS WERE NOT AVAILABLE AT THE TIME OF THIS DESIGN. THE OWNER SHALL PROVIDETO THE CONTRACTOR A REPORT OF THE SUBSURFACE CONDITIONS. SOIL PREPARATIONS NOTED IN SAID REPORTSHALL BE FOLLOWED UNLESS MORE STRINGENT DESIGN IS SPECIFIED WITHIN THESE PLANS. DESIGN OF THISSTRUCTURE WAS PERFORMED ASSUMING 2500 PSF SOIL CAPACITY.7.THE SCOPE OF WORK OF THIS PROJECT IS LIMITED TO THE CHANGES SHOWN ON THESE PLANS, THE SCOPE OFWORK SPECIFICALLY EXCLUDES ANY AND ALL ARCHITECTURAL, WATERPROOFING, MECHANICAL, PLUMBING ORELECTRICAL WORK.8.EXISTING STRUCTURES ARE SHOWN ON DRAWINGS FOR CLARITY ONLY. VERIFY ALL EXISTING/NEW ELEVATIONSAND TYPE OF CONSTRUCTION OF THOSE STRUCTURES, AND NOTIFY ENGINEER IMMEDIATELY BEFORE BEGINNINGNEW CONSTRUCTION OF ANY INTERFERENCES AND/OR DISCREPANCIES THAT MIGHT EXIST BETWEENCONSTRUCTION DOCUMENTS AND/OR ACTUAL FIELD CONDITIONS. THE CONTRACTOR SHALL PROVIDE ALLTEMPORARY BRACING/SHORING, TEMPORARY SUPPORTS AND OTHER SUCH ITEMS OR OTHER MEASURESNECESSARY TO PROTECT THE STRUCTURE AND ANY PERSONNEL DURING CONSTRUCTION. THE DESIGNADEQUACY AND SAFETY OF ABOVE ITEMS ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR.1.DESIGN OF WOOD COMPONENTS IN THIS STRUCTURE IS BASED ON THE 2023 FLORIDA BUILDING CODE, AND THENATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION.2.DESIGN LOADING FOR THIS STRUCTURE IS FOUND IN THE LOAD TABLE ON THIS SHEET.3.ALL FRAMING ANCHORS SHOWN ON PLANS ARE SIMPSON. ALTERNATE CONNECTORS ARE ACCEPTABLE PROVIDEDEQUAL OR GREATER CAPACITIES ARE ACHIEVED. CONTACT ENGINEER OF RECORD IF EQUAL CAPACITIES ARE NOTAPPARENT.4.ALL WOOD DIRECTLY EXPOSED TO CONCRETE, MASONRY OR SOIL SHALL BE PRESSURE TREATED.5.ALL WOOD DIRECTLY EXPOSED TO WEATHER SHALL BE PRESSURE TREATED.6.NAILS OR CONNECTORS EXPOSED TO WEATHER SHALL BE GALVANIZED.7.DIMENSION LUMBER7.1.ALL MEMBER SIZES GIVEN IN THE DRAWINGS ARE NOMINAL DIMENSIONS7.2.WHERE POSTS ARE CALLED OUT, HEADERS SHALL BEAR FULLY ON POSTS.7.3.ALL BEAMS AND JOISTS NOT BEARING ON SUPPORTING MEMBERS SHALL BE FRAMED WITH SIMPSONSTRONG-TIE JOIST HANGERS OR EQUAL PER APPROVAL OF THE ENGINEER OF RECORD. THE JOIST HANGERSSHALL BE NAILED WITH NAILS MEETING THE DIAMETER AND LENGTH PER THE DETAILS.8.ALL NAILS SHALL BE COMMON NAILS, UNLESS OTHERWISE NOTED. NAIL SIZES ARE DEFINED BELOW:8d = 0.131" x 2-1/2"10d = 0.131" x 3"10d = 0.131" x 1-1/2" (STUBBY NAIL)12d = 0.148" x 3-1/4"16d = 0.162" x 3-1/2"9.WHERE FRAMING DETAILS SHOW FOOTINGS, SEE FOOTING DETAILS ON THE FOUNDATION PLAN AND/OR THEFOOTING DETAILS SHEET.10.CONVENTIONAL FRAMING LUMBER IS 2x No.2 SYP UNLESS NOTED OTHERWISE.20.0 PSF7.0 PSF 0.0 PSF 30.0 PSF 5.0 PSF 40.0 PSF 10.0 PSF 60.0 PSF130 MPHC 1.0 II 0.18N/ACOMPONENT AND CLADDINGDESIGN PRESSURES1.ALL-THREAD CONNECTORS TO BE 3/8" DIAMETER BARS PLACED AT 4' O.C. IN ALL BEARINGWALLS, UNLESS NOTED OTHERWISE ON PLANS.2.ALL-THREAD USED IN SHEARWALL AND HIGH UPLIFT TRUSS HOLD-DOWN APPLICATIONS MAY BECOUNTED AS PART OF THE DESIGNATED O.C. SPACING.3.PLACE ALL-THREAD RODS WITHIN 6" TO 10" OF EACH CORNER AND AT EACH INTERSECTION OFBEARING WALLS. RECOMMENDED INSTALLATION SEQUENCE IS:A. PLACE SHEARWALL RODS (SPECIFIED ON PLANS)B. PLACE HIGH UPLIFT RODS (SPECIFIED ON PLANS)C. PLACE CORNER RODSD. PLACE ALL OTHER RODS.4.ALL-THREAD SHALL BE DRILLED AND EPOXIED INTO FOOTING WITH SIMPSON SET EPOXYSYSTEM, OR APPROVED EQUIVALENT. ALL-THREAD EMBEDMENTS FOR SHEAR WALLS AND HIGHUPLIFT TRUSS CONNECTIONS ARE SPECIFIED IN THEIR RESPECTIVE DETAILS.5.WHERE NECESSARY, ALL-THREAD COUPLERS SHALL BE RATED NOT LESS THAN 3200 LBS.6.MINIMUM EMBEDMENT OF ALL-THREAD SHALL BE:6" - TYPICAL WALLS, MONOLITHIC FOOTING7" - EXTERIOR WALLS, STEMWALL FOOTING8" - MASONRY WALLS7.ALL-THREAD EMBEDMENTS FOR SHEARWALLS AND HIGH UPLIFT CONNECTIONS ARE SHOWN INTHEIR RESPECTIVE DETAILS ON THIS SHEET.8.USE 2" SQUARE WASHERS ON ALL-THREAD AND ANCHOR BOLT LOCATIONS, U.N.O.9.WHERE THREADED RODS ARE NOT ABLE TO BE INSTALLED DUE TO FIELD LIMITATIONS, IT ISACCEPTABLE TO PLACE A DOUBLE 2X STUD GROUP. FASTEN STUDS TOGETHER WITH (1) ROWOF 10d NAILS. FASTEN THE STUDS TO THE TOP AND BOTTOM PLATES WITH (2) SPH. PLACE A 1/2"ANCHOR BOLT WITH 6" EMBEDMENT WITHIN 6" OF DOUBLE STUD GROUP.10.IN LOCATIONS WHERE SECOND FLOOR BEARING WALLS BEAR ON BEAMS/HEADERS BELOW, IT ISACCEPTABLE TO DRILL THE THREADED RODS THROUGH THE HEADER AND FASTEN THE BOTTOMOF THE ROD WITH A 3" SQ WASHER AND NUT.ALL-THREAD NOTESGENERAL NOTESFRAMING NOTES1.ANCHOR BOLTS, REINFORCING STEEL, THREADED RODS, STAIR HANDRAILS, AND OTHEREMBEDDED STEEL ITEMS SHALL BE SET INTO HARDENED CONCRETE WITH EPOXY OR EPOXYGROUT ONLY WHERE DETAILED ON THE DRAWINGS OR WHERE APPROVED BY THE ENGINEER.2.MANUFACTURER'S DATA FOR ALL EPOXY AND EPOXY GROUT SHALL BE SUBMITTED TO THEENGINEER FOR APPROVAL PRIOR TO INSTALLATION. ACCEPTABLE EPOXY PRODUCTS ARE:HILTI HY150, HILTI HSE2421, SIMPSON STRONG-TIE SET OR APPROVED EQUAL.IN USING THE ABOVE PRODUCTS, FOLLOW STRICTLY THE MANUFACTURER'S SPECIFICATIONSAND DIRECTIONS FOR MIXING AND APPLICATION. HEED ALL LABEL WARNINGS. INSTALL INACCORDANCE WITH APPLICABLE SAFETY LAWS.3.ALL EPOXY AND EPOXY GROUT SHALL DEVELOP A MINIMUM COMPRESSIVE STRENGTH OF 8,000PSI AND TENSILE STRENGTH OF 2,300 PSI.4.ALL HOLES SHALL BE DRILLED WITH A DIAMETER NO LARGER THAN 1/8" GREATER THAN THEDIAMETER OF THE STEEL MEMBER BEING INSTALLED.5.ALL HOLES SHALL BE CLEANED WITH COMPRESSED AIR AND SHALL BE DRY PRIOR TOINSTALLATION OF EPOXY. HOLES SHALL BE FREE OF ALL DELETERIOUS MATERIAL SUCH ASLAITANCE, DUST, DIRT, AND OIL.6.CONTRACTOR PERFORMING EPOXY WORK SHALL BE AN APPROVED CONTRACTOR BY THEMANUFACTURER FURNISHING THE EPOXY MATERIALS, AND SHALL HAVE NO LESS THAN FIVEYEARS EXPERIENCE IN THE VARIOUS TYPES OF EPOXY RELATED WORK REQUIRED IN THISPROJECT. A NOTARIZED CERTIFICATION FROM THE MANUFACTURER ATTESTING TO THETRAINING SHALL BE SUBMITTED TO THE ENGINEER/ARCHITECT ALONG WITH THE PROPOSAL TODO THE WORK.EPOXY NOTESEFFECTIVEAREA, SFEND ZONES, PSFINTERIOR ZONES,PSF0-2024.4-32.0-26.620-5022.9-28.8-25.350-10021.6-27.2-24.0-22.9-24.420.8100-20024.422.921.620.81.ALL REINFORCED CONCRETE WORK SHALL BE IN CONFORMANCE WITH ACI 318, LATEST EDITION, "BUILDING CODEREQUIREMENTS FOR REINFORCED CONCRETE", AND ACI 301, LATEST EDITION, "SPECIFICATIONS FOR STRUCTURALCONCRETE".2.ALL CONCRETE SHALL BE NORMAL WEIGHT CONCRETE, (145 PCF +/-) ALL CEMENT SHALL CONFORM TO ASTM C150,TYPE 1. MAXIMUM AGGREGATE SIZE SHALL BE 112" INCHES FOR FOUNDATIONS, AND 34" FOR ALL SLABS AND SHALLCONFORM TO ASTM C33.3.MINIMUM CONCRETE COMPRESSIVE STRENGTH OF ALL CONCRETE IS 3000 PSI AT 28 DAYS.4.4" 3000PSI CONCRETE SLAB WITH 6X6 W1.4 X W1.4 WWM OR 1/2" FIBERMESH OVER A 6 MIL. VAPOR BARRIER ANDTERMITE TREATED SOIL.5.THE FILL BELOW THE FOUNDATION SHOULD BE FREE OF DEBRIS, ORGANIC MATERIAL, COHESIVE SOILS OR ANYOTHER DELETERIOUS MATERIAL. SOIL MUST BE COMPACTED TO 95% MODIFIED PROCTOR MAXIMUM DRY DENSITYFOR TWO FEET BELOW THE BOTTOM OF THE FOOTING.6.ALL REINFORCEMENT SHALL BE GRADE 40 DEFORMED BARS CONFORMING TO ASTM-A615. ALL CONCRETEREINFORCEMENT SHALL BE FABRICATED, INSTALLED, SUPPORTED AND SPACED IN FORMS AND SECURED IN PLACEIN ACCORDANCE WITH ACI 315, "DETAILS AND DETAILING OF CONCRETE REINFORCEMENT".7.CONTRACTOR SHALL VERIFY DIMENSIONS AND LOCATIONS OF ALL SLOTS, PIPE SLEEVES, ETC., AS REQUIRED FORMECHANICAL TRADES BEFORE CONCRETE IS PLACED.8.VERTICAL AND HORIZONTAL REINFORCEMENT WILL BE LAPPED FOR 36 BAR DIAMETERS OR 24", WHICHEVER ISGREATER.9.CORNER REINFORCEMENT SHALL BE LAPPED 25".10.REINFORCEMENT SHALL HAVE THE FOLLOWING COVER REQUIREMENTS;10.1.3" FOR CONCRETE CAST AND PERMANENTLY EXPOSED TO EARTH10.2.2" FOR CONCRETE EXPOSED TO EARTH AND WEATHER10.3.1 1/2" FOR CONCRETE NOT EXPOSED TO WEATHER OR EARTH FOR THE PRIMARY REINFORCEMENT.11.ONLY DIMENSIONS FOUND ON THE FOUNDATION PLAN BY ALEXANDER GRACE CONSULTING, INC., SHOULD BE USEDFOR FOUNDATION CONSTRUCTION. IF DIMENSIONS CAN NOT BE DETERMINED FROM FOUNDATION PLAN, CONTACTTHE ENGINEER OF RECORD.12.STEM WALL TO BE A MAXIMUM OF SIX (6) COURSES TALL. CONTACT ENGINEER OF RECORD IF STEM WALL WILLEXCEED SIX (6) COURSES IN HEIGHT.13.WHERE THREADED RODS ARE EMBEDDED 12" INTO STEM WALLS, THE TOP TWO COURSES OF STEM WALL MUST BEFILLED.MASONRY NOTES1.ALL MASONRY WORK SHALL BE IN CONFORMANCE WITH THE LATEST EDITION OF "BUILDINGCODE REQUIREMENTS FOR MASONRY STRUCTURES" (ACI 530) AND THE "SPECIFICATIONS FORMASONRY STRUCTURES" (ACI 530.1) OF THE AMERICAN CONCRETE INSTITUTE.2.CONCRETE MASONRY UNITS SHALL BE NORMAL WEIGHT WITH A MIN. NET COMPRESSIVESTRENGTH OF 1500 PSI, HOLLOW, LOAD-BEARING UNITS. CONFORMING TO ASTM C90, TYPE N-II3.MORTAR SHALL CONFORM TO ASTM C270, TYPE M OR S. ALL PORTLAND CEMENT SHALLCONFORM TO ASTM C150 TYPE I. LIME SHALL CONFORM TO ASTM C207. ALL MASONRY CEMENTSHALL CONFORM TO ASTM C91. THICKNESS OF MORTAR SHALL NOT EXCEED 58". FULL BEADAND HEAD JOINTS SHALL BE USED.4.MASONRY GROUT SHALL CONFORM TO ASTM C476. f'c OF GROUT SHALL BE 3000 PSI MIN. THEMAXIMUM AGGREGATE SIZE SHALL BE 38" GRADED TO PRODUCE FINE GROUT IN CONFORMANCEWITH ASTM C476 AND C404. SLUMP OF GROUT SHALL BE 8 TO 10 INCHES.5.MASONRY WALL REINFORCING SHALL CONFORM TO ASTM A615, GRADE 60. PROVIDE 48 BAR DIALAP ON ALL SPLICES. PROVIDE BAR SPACERS AS REQUIRED TO PROPERLY LOCATEREINFORCING IN CELLS.6.THE CONTRACTOR SHALL PROVIDE ADEQUATE TEMPORARY BRACING OF ALL MASONRYCONSTRUCTION TO RESIST WIND, BACKFILLING, SOIL COMPACTION AND OTHER NATURAL ANDCONSTRUCTION FORCES OCCURRING DURING CONSTRUCTION. THE BRACING SHALL REMAIN INPLACE UNTIL THE STRUCTURE IS COMPLETE.7.HORIZONTAL JOINT REINFORCING SHALL BE USED FOR ALL MASONRY CONSTRUCTION. ANDSHALL CONSIST OF 9 GAGE, GALVANIZED, LADDER TYPE REINFORCING CONFORMING TO ASTMA82, SPACED AT 16" O.C. VERTICAL MAX.8.WHEN GROUT POURS EXCEED 5 FEET IN HEIGHT, PROVIDE A CLEAN-OUT HOLE AT THE BOTTOMCELL. CLEAN THE CELL BY REMOVING ALL MORTAR, DEBRIS, LOOSE AGGREGATES AND ANYMATERIAL DELETERIOUS TO MASONRY GROUT. INSTALL AND SECURELY TIE THE VERTICALSTEEL REINFORCEMENT TOGETHER. CLOSE THE OPENING AFTER INSPECTION.9.ALL MASONRY WALLS SHALL BE SECURELY BRACED UNTIL FLOOR OR ROOF SYSTEM HAS BEENINSTALLED AND HAS BECOME CAPABLE OF STABILIZING THE WALLS. REINFORCED MASONRYUNITS SHALL BE FILLED SOLID WITH 3000 PSI GROUT AS INDICATED ON PLANS.10.CASTCRETE PRECAST LINTELS TO BE USED OVER ALL OPENINGS, UNO. SEE PLAN FOR SIZE ANDREINFORCEMENT.SHEET INDEXS1.01S2.01COVER PAGE/GENERAL NOTESFRAMING PLAN AND DETAILSFOR WALL SHEATHING:1.FOR STUCCO AND STONE: MIN 1532" OSB OR PLYWOOD, SPAN RATING 32/16, INSTALLEDVERTICALLY, OR MIN 716" OSB OR PLYWOOD, SPAN RATING 32/16, INSTALLED HORIZONTALLY, TOWALL FRAMING. FASTEN WITH 8d NAILS AT 6" O.C. ON EDGE, 12" O.C. IN FIELD.2.FOR ALL OTHER VENEER: MIN 716" OSB OR PLYWOOD, SPAN RATING 24/16, INSTALLEDVERTICALLY OR HORIZONTALLY, TO WALL FRAMING. FASTEN WITH 8d NAILS AT 6" O.C. ON EDGE,12" O.C. IN FIELD (BLOCKED PANEL EDGES) OR 6" O.C. EDGE AND FIELD (UNBLOCKED PANELEDGES).3.FOR CURVED WALLS: TWO (2) LAYERS OF 14" PLYWOOD. FASTEN WITH 10d NAILS AT 6" O.C. ONEDGE AND 12" O.C IN FIELD. OUTER LAYER OF PLYWOOD PANEL EDGES MUST BE LAPPED 24"MIN WITH INNER LAYER. SHIM FRAMING AS NEEDED FOR TIGHT FIT.FOR ROOF SHEATHING:1.FOR SHINGLE AND METAL ROOF: MIN 716" OSB OR PLYWOOD, SPAN RATING 24/16, INSTALLEDPERPENDICULAR TO ROOF FRAMING. FASTEN WITH 8d RING SHANK NAILS AT 6" O.C. ON EDGE,12" O.C. IN FIELD.2.FOR TILE ROOF: MIN 1532" PLYWOOD, SPAN RATING 32/16, INSTALLED PERPENDICULAR TO ROOFFRAMING. FASTEN WITH 8d RING SHANK NAILS AT 6" O.C. ON EDGE, 12" O.C. IN FIELD.3.SINGLE CLIP PANEL EDGES. INSTALL PANELS CONTINUOUS OVER TWO OR MORE SPANS WITHSTAGGERED END JOINTS. WHERE PANELS ARE INSTALLED OVER SINGLE SPANS DUE TO FIELDCONDITIONS, BLOCK PANELS AT 12" O.C.FOR FLOOR DECKING:1.MIN 34" T&G OSB OR PLYWOOD, SPAN RATING 48/24, INSTALLED PERPENDICULAR TO FLOORFRAMING. FASTEN WITH 8d NAILS AT 6" O.C. ON EDGE, 12" O.C. IN FIELD.2.USE OF APA RATED STURD-I-FLOOR IS ALLOWED WITH A MINIMUM SPAN RATING OF 48/24 ANDMINIMUM 34" THICKNESS.FOR PORCH CEILING SHEATHING:1.MIN 38" OSB OR PLYWOOD, SPAN RATING 24/0, INSTALLED PERPENDICULAR TO CEILING FRAMING.FASTEN WITH 8d NAILS AT 3" O.C. ON EDGE, 12" O.C. IN FIELD.SHEATHING NOTES1. ALL NON-CORNER STUDS LOCATED IN WALL END ZONES TO BE DOUBLED, FASTEN STUDS TOGETHERWITH 12d COMMONS AT 8" O.C.2. NON-BEARING WALLS MAY BE FRAMED WITH 2X STUDS AT 24" O.C. MAX.8 FTBEARINGCONDITIONEXTERIOR WALL STUD SPACINGSTUD SIZE AND GRADEONESTORYTWOSTORY2X4 SPF STUD9 FT10 FT11 FT12 FTBRITTLE FINISHWALL HEIGHT (L/360)16128 FT9 FT10 FT11 FT12 FT1616FLEXIBLE FINISHWALL HEIGHT (L/120)2X4 NO.2 SPF1612161612162X6 SPF STUD GRD OR NO.2161616161616161616162X4 SPF STUD2X4 NO.2 SPF2X6 SPF STUD GRD OR NO.216121612161212161616161616161616161616NOTESCONNECTORCONNECTION SCHEDULEFASTENERSH2.5A(10) 8d NAILS IN ALL HOLESMSTA12(10) 10d NAILS IN ALL HOLESMSTA18(14) 10d NAILS IN ALL HOLESMSTA24(18) 10d NAILS IN ALL HOLESABU44(12) 10d NAILS IN ALL HOLES, 58Ø8" ANCHOR, DRILLED AND EPOXIED.ABU66(12) 10d NAILS IN ALL HOLES, 58Ø8" ANCHOR, DRILLED AND EPOXIED.LTS12, LTS16, LTS20(12) 10d NAILS IN ALL HOLESMTS12, MTS16, MTS20(14) 10d NAILS IN ALL HOLESA34(12) 10d NAILS IN ALL HOLESA35(12) 10d NAILS IN ALL HOLESLUS28(6) 10d NAILS IN HEADER, (4) 10d NAILS IN JOISTLUS210(8) 10d NAILS IN HEADER, (4) 10d NAILS IN JOISTHU210-2/HUC210-2(18) 16d NAILS IN HEADER, (10) 10d NAILS IN JOISTHU212-2/HUC212-2(22) 16d NAILS IN HEADER, (10) 10d NAILS IN JOISTDTT2Z(8) 14" X 1-12" SDS SCREWS IN ALL HOLES, 12"Øx8" ANCHOR, DRILLED ANDEPOXIED.LTTI31(18) 10d NAILS IN ALL HOLES, 58Øx8" ANCHOR, DRILLED AND EPOXIED.HTT4(18) 10d NAILS IN ALL HOLES, 58Øx8" ANCHOR, DRILLED AND EPOXIED.HTT5(26) 10d NAILS IN ALL HOLES, 58Øx8" ANCHOR, DRILLED AND EPOXIED.HD5B(2) 34"Ø BOLTS IN STUDS, 58Øx8" ANCHOR, DRILLED AND EPOXIED.HD7B(3) 34"Ø BOLTS IN STUDS, 78Øx8" ANCHOR, DRILLED AND EPOXIED.H3(8) 8d NAILS IN ALL HOLESHTS16, 20(16) 10d NAILS IN ALL HOLESMSTA49(26) 10d NAILS IN ALL HOLESLCE4(3) 34"Ø BOLTS IN STUDS, 78Øx8" ANCHOR, DRILLED AND EPOXIED.LTTP2(12) 10d NAILS IN HEADER, 58"Øx8" ANCHOR, DRILLED AND EPOXIED.SSP(4) 0.148"x3" NAILS INTO STUD, (1) 0.148"x3" INTO SILL PLATE,(3) 0.148"X3" INTO DOUBLE TOP PLATE.S1.01COVER PAGE/
GENERAL NOTES
Jacksonville Beach, FL 32250Sheet No.BY
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904.241.8010
C 2025 Alexander Grace Consulting, Inc.
458 Osceola AvenueGEOFFREY W. GARTNER, P.E. 59328This document, together with the concepts and designs presented herein is intended only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization by Alexander Grace Consulting, Inc., shall be without liability to Alexander Grace Consulting, Inc.Florida PE #59328
Florida CA #2765206-02-25EFR
GWG
GWG
06-02-2025
TOM TROUT, INC.
SLOCUM RENOVATION
49 ARDELLA ROAD
ATLANTIC BEACH, FL. 32233
25-10-0106
1 06-02-25 ISSUED FOR COMMENT AND REVIEW GWG GWG
THIS ITEM HAS BEEN ELECTRONICALLY SIGNED AND SEALED BY GEOFF GARTNER, PE , USING A DIGITAL SIGNATURE. PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALED WITHOUT THIS STATEMENT. (FAC 61G15-23.005(D) & 61G1-16.005).STATE OFFLORIDANo. 59328LI
CENSEENYAWYERF
FOEG
RENTRAGELANOISSEFOR PE
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FIRST LEVEL WALL PLAN1/4" = 1'-0"-FRAMING NOTES AND LEGENDTOP AND BOTTOM PLATE MATERIAL:2x No. 2 SYP, UNO.STUD MATERIAL:2x No. 2 SPF, UNO.HEADERS:ALL HEADERS ARE (2) 2x6 No. 2 SYP WITH TWO KINGS AND ONE CRIPPLE,UNO. FASTEN HEADER LUMBER TOGETHER USING (2) ROWS OF 16d (0.148" X3.5") COMMON NAILS AT 12" ON CENTER. SEE THE HEADER DETAIL FORFASTENING SPECIFICATIONS.HEADER NOTATION IS:INTERIOR BEARING WALL1-STORY THREADED RODINDICATES GLAZING CLASSIFIED AS END ZONE.ALL OTHER GLAZING LOCATED ON EXTERIOR OFSTRUCTURE WILL BE CLASSIFIED AS INTERIORZONE. SEE "COMPONENT AND CLADDING DESIGNPRESSURES," ON COVER SHEET.(2) 2x6 2:1NUMBER OF PLIES IN HEADERSIZE OF DIMENSIONAL LUMBERNUMBER OF KING STUDSNUMBER OF CRIPPLE STUDSEZABBREVIATIONS:ICRINTERMEDIATE CRIPPLES REQUIRED. FASTEN EACH END OF CRIPPLE WITH SDWC15600 SCREWS.LVL1.75" WIDE 2.0E TRUSJOIST 2.0E MICROLAM LVL OR EQUIVALENTMIRMIRROR.MSRMACHINE STRESS RATED LUMBER.O.C. ON CENTER.OSBORIENTED STRAND BOARD.SIMSIMILAR.SPFSPRUCE PINE FIR.SPHSTRUCTURAL PANEL HEADER.SYPSOUTHERN YELLOW PINE.TYPTYPICAL.UNOUNLESS NOTED OTHERWISE.CANTCANTILEVERSITTING RMOFFICESUITEKITCHENLIVINGBATHEXISTING LINTEL OVER OPENING.FILL IN OPENING WITH 8" CMU UNITS. FILLCELLS WITH #5 VERTICAL BAR AND 3000PSIGROUT AT ENDS OF WALL AND 48" O.C.EXISTING CMU WALLS.12" LONG 1/2" THREADED ROD AS SHOWNTOP COURSE, MID-HEIGHT, AND BOTTOMCOURSE, 6" EMBEDMENT. VERIFY EXISTINGCELLS ARE FILLED WITH 3000PSICONCRETE.VERIFY OR FILL CELLS WITH #5 BAR AND3000PSI GROUT.23/4" = 1'-0"CMU FILL DETAILWOOD FILLMASONRY FILLFILL OPENING WITH:·2X8 BUCKS AROUND OPENING. FASTENTO CMU/CONC. WITH (2) ROWS OF316"X3" TITEN SCREWS AT 12" O.C.STAGGERED.·2X8 STUDS AT 16" O.C. FASTEN EACHEND WITH (3) 10d TOE-NAILS.·SHEATH WALL PER TYPICALSHEATHING NOTES.VERIFY WALL AT OPENING IS SOLID FILLED.PROPOSED OPENING3/4" = 1'-0"1VERIFY EXISTING FILLED CELL.IF NONE, INSTALL #5 BAREMBEDDED 8" INTO CONCRETEBOND BEAM AND 25" INTOFILLED CELLEXISTING CONCRETE BONDBEAM (VERIFY)L 4"X4"X3/8" ANGLE FASTEN TOEXISTING FILLED CMU CELLWITH 1/2"X5" TITEN HD AT 24"O.C WITH (2) 1/2" TITENS ATENDSVERIFY EXISTING FILLED CELL.IF NONE, INSTALL #5 BAR 25"INTO FILLED CELL AND DRILLEDAND EPOXIED 8" INTO EXISTINGFOOTINGVERIFY EXISTING FILLED CELL.IF NOT USE 3000PSI CONCRETEFILLED INTO CMU CELL w/ 1 #5BAREXISTING CMU WALLSEXISTING FOOTINGREMOVE BLOCK FOR NEWOPENING.CONTRACTOR TO VERIFYALL WALLS REMOVEDARE NON BEARING1S2.01TYP.VERIFY FILLED CELL.SEE 1/S2.01, TYP.IF NEW DOOR OPENINGMATCHES EXISTING, NOWORK NEEDED.1S2.01(2) 2x NO. 2 SYP TOP PLATE2X NO. 2 SYP PT BOTTOM PLATE.2X STUDS. SEE STUD TABLE FORSIZE AND SPACING.VERIFY EXISTING FOOTING.38" ALL THREAD CONNECTORS. SEEALL-THREAD NOTES FORINSTALLATION SPECIFICATIONS,SPACING AND EMBEDMENT.AT ROOFAT FOUNDATION1.SEE SHEATHING NOTES FOR ROOF, WALL AND FLOORSHEATHING SPECIFICATIONS.2.TOP PLATES FASTENED WITH (2) ROWS 10d AT 16" O.C.STAGGERED. MINIMUM 24" LAP WITH (12) 10d IN LAP.3.APPLY 1/2" ANCHOR BOLTS OR TITEN ANCHORS ATEACH SIDE OF BOTTOM PLATE SPLICES.* ALTERNATE HURRICANE TIE-DOWNS*·TOP PLATE TO STUD: SDWC15600AT 32" O.C.·STUD TO BOTTOM PLATE:SDWC15450 AT 32" O.C.EXISTING ROOF TO REMAIN.VERIFY OR INSTALL:FASTEN TRUSS/RAFTER TO TOPPLATE WITH H2.5ATYPICAL WALL SECTION3/4" = 1'-0"KING STUDS & CRIPPLES: (6) 16dBETWEEN ADJACENT KING STUDSAND CRIPPLES.PLACE 1/2" ANCHOR BOLTS PERTHE TYPICAL WALL SECTION.EDGE OF ALL THREAD WASHERMUST BE WITHIN 3" OF THEHEADER KING STUD, TYP BOTHSIDES OF OPENING.NO. 2 SYP HEADER, TYP. SEEPLANS FOR SIZE, PLIES, ANDNUMBER OF KINGS AND CRIPPLES.FASTEN TO TOP PLATE WITHSDWC15600 AT 12" O.C.38" ALL THREAD CONNECTORS. SEEALL-THREAD NOTES FORINSTALLATION SPECIFICATIONS,SPACING AND EMBEDMENT.* ALTERNATE HURRICANE TIE-DOWNS*·TOP PLATE TO KING STUD:SDWC15600 AT 32" O.C.·KING/CRIPPLE STUD TO BOTTOMPLATE: SDWC15450 AT 32" O.C.·HEADER TO CRIPPLES WITHSDWC15600.1. IF OPENINGS ARE LOCATED BETWEEN STANDARD ALL THREAD SPACING,NO ADDITIONAL CONNECTORS ARE REQUIRED FOR THE HEADER, CRIPPLES,KINGS OR TOP PLATE.NOTESTYPICAL HEADER FRAMING DETAIL3/4" = 1'-0"VERIFY REMOVED WALLS ARE NON-BEARING.FOR BEARING WALLS, SEE TYPICAL WOODFRAMING DETAILS.EZFRAMING PLAN
AND DETAILSS2.01Jacksonville Beach, FL 32250Sheet No.BY
Job Number:
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C 2025 Alexander Grace Consulting, Inc.
458 Osceola AvenueGEOFFREY W. GARTNER, P.E. 59328This document, together with the concepts and designs presented herein is intended only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization by Alexander Grace Consulting, Inc., shall be without liability to Alexander Grace Consulting, Inc.Florida PE #59328
Florida CA #2765206-02-25EFR
GWG
GWG
06-02-2025
TOM TROUT, INC.
SLOCUM RENOVATION
49 ARDELLA ROAD
ATLANTIC BEACH, FL. 32233
25-10-0106
1 06-02-25 ISSUED FOR COMMENT AND REVIEW GWG GWG
THIS ITEM HAS BEEN ELECTRONICALLY SIGNED AND SEALED BY GEOFF GARTNER, PE , USING A DIGITAL SIGNATURE. PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALED WITHOUT THIS STATEMENT. (FAC 61G15-23.005(D) & 61G1-16.005).STATE OFFLORIDANo. 59328LI
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