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1876 BEACH AVE DWGS 2DESIGN CODE: - - - - - - - - - - - - - 2017 FLORIDA BUILDING CODE (RESIDENTIAL) DESIGN LOADS: ------------ ACTUAL AND UNIFORM DEFLECTION CRITERIA: (cd=1.25) ROOF LOADING: TOTAL LOAD L/240 TOP CHORD LIVE LOAD ------------------ 20 psf TOP CHORD DEAD LOAD ----------------- 20 psf (TILE) BOTTOM CHORD LIVE LOAD - - - - - - - - - - - - - - - - 10 psf BOTTOM CHORD DEAD LOAD - - - - - - - - - - - - - - - - 5 psf FLOOR LOADING: (cd=1.00) LIVE LOAD (INTERIOR) - - - - - - - - - - - - - - - - - - - 40 psf LIVE LOAD (BALCONIES) ------------------40 psf DEAD LOAD ------------------------ 25 psf DEFLECTION CRITERIA: TRIBUTARY AREA (sf) ROOF FRAMING: LIVE LOAD L/360 TOTAL LOAD L/240 FLOOR FRAMING: LIVE LOAD L/480 & TOTAL LOAD L/360 & 0.75" MAX WIND LOADING: (ASCE 7/10) +30.2 -32.9 BASIC WIND SPEED --------------------- 130 MPH IMPORTANCE FACTOR - - - - - - - - - - - - - - - - - - - 1.00 MEAN ROOF HEIGHT -------------------- 28.0 FT ROOF PITCH ------------------------ 6/12 BUILDING CATEGORY-------------------- II EXPOSURE CATEGORY-------------------- D ENCLOSURE CLASSIFICATION _--------------- ENCLOSED INTERNAL PRESSURE COEFFICIENT - - - - - - - - - - - - - t .18 COMPONENTS & CLADDING ALLOWABLE DESIGN PRESSURES TRIBUTARY AREA (sf) INTERIOR EDGE STRIP (PSF): ZONE (PSF) a' 10 +30.2 -32.9 +30.2 -40.5 50 +27.1 -29.6 +27.1 -34.2 100 +25.7 -28.2 +25.7 -31.2 GARAGE DOOR PRESSURES (PSF) 1 CAR FOOTINGS AND MESH SHALL BE CENTERED IN SLAB ON GRADE USING GARAGE +30.2 DOOR REINFORCINQ AT INTERSECTIONS OF PERPENDICULAR CONCRETE ELEME14TS (8'x7') -32.9 2 CAR SHALL BE 48 BAR DIAMETERS GARAGE +27.1 DOOR GEOTECHNICAL ENGINEER TO MAINTAIN DESIGN BEARING PRESSURE. (16'x7') -29.6 • COMPONENT & CLADDING WALL ELEMENTS SHALL BE DESIGNED FOR BOTH POSITIVE AND NEGATIVE PRESSURES SHOWN IN TABLE ABOVE. • LINEAR INTERPOLATION IS PERMISSIBLE. • PLUS = PRESSURE AND MINUS = SUCTION. • THE DISTANCEI'a' FROM OUTSIDE CORNERS OF BUILDING SHALL BE DESIGNED FOR EDGE STRIP PRESSURES. • DESIGN OF WINDOWS/DOORS FASTENING TO THE WALL FRAMING IS THE RESPONSIBILITY OF THE WINDOW/DOOR MANUF./SUPPLIER & SHALL MEET THE ABOVE NOTED POSITIVE AND NEGATIVE PRESSURES. GENERAL NOTES: THESE CONTRACT DOCUMENTS REPRESENT THE FINISHED STRUCTURE, THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE, WORKERS AND OTHER PERSONS DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT ARE NOT LIMITED TO, MEANS AND METHODS, BRACING, SHORING, FORMS, SCAFFOLDING, GUYING OR OTHER MIEANS TO AVOID EXCESSIVE STRESSES AND TO HOLD STRUCTURAL ELEMENTS IN PLACE DURING CONSTRUCTION. OBSERVATION VISITS TO THE SITE BY THE STRUCTURAL ENGINEER OR STRUCTURAL OBSERVERS SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS. TYPICAL DETAILS AND NOTES ON THESE SHEETS SHALL APPL'( UNLESS SPECIFICALLY SHOWN OR NOTED OTHERWISE. CONSTRUCTION DETAILS NOT FULLY SHOWN OR NOTED SHALL BE SIMILAR TO DETAILS SHOWN FOR SIMILAR CONDITIONS. ALL WORK, MATERIALS AND CONSTRUCTION SHALL COMPLY WITH ALL APPLICABLE BUILDING CODES, REGULATIONS AND SAFETY REQMT'S. FOR CLARIT',, ALL OPENINGS MAY NOT BE SHOWN ON DRAWINGS. SEE ALSO ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING PLANS. ALL OPENINGS AND PENETRATIONS SHALL BE LOCATED AND VERIFIED BY ALL TRADES FROM DRAWINGS MADE BY THEM. CONTRACTOR SHALL NOT PROCEED WITH ANY WORK SHOWN ON DRAWINGS IF IN CONFLICT UNTIL RECEIVING CLARIFICATION FROM ARCHITECT. FOR FRAMING AT OPENINGS, SEE TYPICAL STRUCTURAL DETAILS. WHERE A DETAIL, TYPICAL DETAIL, SECTION, TYPICAL SECTION OR PLAN NOTE IS SHOWN FOR ONE CONDITION, IT SHALL APPLY FOR ALL SIMILAR OR LIKE CONDITIONS UNLESS OTHERWISE NOTED. c3 THE STRUCTURAL DOCUMENTS (DRAWINGS CONTRACT DOCUMENT_ ,NCLUDE, BUT ARE NOT LIMITED TO, AND SPECIFICATIONS), BUT DO NOT INCLUDE SHOP DRAWINGS, VENDOR DRAWINGS, OR MATERIAL PREPARED AND SUBMITTED BY THE CONTRACTOR. CONTRACT DOCUMENTS SHALL GOVERN IN THE EVENT OF A CONFLICT WITH THE CODE OF PRACTICE OR SPECIFICATIONS OF ACI, PC, AISC, SJI OR OTHER STANDARDS. WHERE A CONFLICT OCCURS WITHIN THE CONTRACT DOCUMENTS, THE STRICTEST REQUIREMENT SHALL GOVERN. MATERIAL, WORKMANSHIP, AND DESIGN SHALL CONFORM TO THE REFERENCED BUILDING CODE. THE GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND SITE CONDITIONS AND NOTIFY ARCHITECT OF ANY DISCREPANCIES PRIOR TO PROCEEDING WITH WORK. FOR DIMENSIONS NOT SHOWN ON STRUCTURAL DRAWINGS, SEE ARCHITECTURAL DRAWINGS. DO NOT SCALE FOR DIMENSIONS NOT SHOWN ON DRAWINGS. SEND WRITTEN REQUEST FOR INFORMATION TO THE ARCHITECT FOR DIMENSIONS NOT PROVIDED. ALL DIMENSIONS AND ELEVATIONS SHOWN ON STRUCTURAL DRAWINGS SHALL BE VERIFIED WITH ARCHITECTURAL_ DRAWINGS. RESOLVE ALL DISCREPANCIES WITH ARCHITECT PRIOR TO START OF CONSTRUCTION. DO NOT SCALE DRAWINGS COORDINATE THE STRUCTURAL DOCUMENTS WITH THE ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND CIVIL DOCUMENTS. ARCHITECT/STRUCTURAL ENGINEER SHALL BE NOTIFIED OF ANY DISCREPANCY OR OMISSION. CONTRACTOR HAS SOLE RESPONSIBILITY FOR MEANS, METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES OF CONSTRUCTION. CONTRACTOR HAS SOLE RESPONSIBILITY FOR THE DESIGN, ADEQUACY, AND SAFETY OF ERECTION BRACING, SHORING, TEMPORARY SUPPORTS. CONTRACTOR HAS SOLE RESPONSIBILITY TO COMPLY WITH ALL OSHA SAFETY REGULATIONS FOR ITS EMPLOYEES. NO STRUCTURAL CHANGE FROM THE APPROVED PLANS AND SPECIFICATIONS SHALL BE MADE IN THE FIELD UNLESS WRITTEN APPROVAL IS OBTAINED PRIOR TO MAKING SUCH CHANGE. CHANGES WITHOUT THE WRITTEN APPROVAL SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. THE CONDITION SHALL BE REPAIRED OR REPLACED AS DIRECTED. THE MECHANICAL CONTRACTOR SHALL COORDINATE INSTALLATION OF THE REQUIRED INSERTS WITH THE GENERAL CONTRACTOR. REFER TO MECHANICAL DRAWINGS FOR SUPPORT STRUCTURES AND INSERTS. THE MECHANICAL CONTRACTOR SHALL FURNISH ALL NECESSARY STRUCTURES FOR MECHANICAL EQUIPMENT, HANGING DEVICES AND INSERTS FOR INSTALLATION OF MECHANICAL EQUIPMENT. FOR ELEVATORS ASSOCIATED WITH THIS PROJECT, EDGE OF SLAB OPENINGS AT PIT, FOUNDATION, FLOOR FRAMING AND ROOF FRAMING HAVE BEEN COORDINATED FOR DIMENSIONS, SLAB EDGE SUPPORTS, HOIST BEAM SUPPORTS AND RAIL SUPPORTS BASED ON ELEVATOR CUT SHEETS PROrYIDED DURING THE DESIGN PHASE FOR THIS PROJECT. CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING WITH THE ELEVATOR MANUFACTURER FOR THE ELEVATOR(S) TO BE INSTALLED ON THE PROJECT AND SHALL ADJUST SLAB OPENING DIMENSIONS, PROVIDE MISCELLANEOUS FRAMING AS REQUIRED FOR SLAB OPENING ADJUSTMENTS, SLAB EDGE SUPPORTS, RAIL SUPPORTS AND HOIST BEAM SUPPORTS, AS REQUIRED. CONTRACTOR SHALL COORDINATE WITH ARCHITECT FOR ALL REQUIRED ADJUSTMENTS AS NOTED AND SHALL BE RESPONSIBLE FOR COSTS ASSOCIATED WITH ANY REQUIRED ADJUSTMENTS NOTED ABOVE FOR INSTALLATION OF ELEVATOR(S) AT NO ADDITIONAL COST TO OWNER. GUARDRAILS AND HANDRAILS: SHALL BE DESIGNED PER 2006 INTERNATIONAL RESIDENTIAL CODE, TABLE R301.5. COMPLIANCE WITH THESE REQUIREMENTS IS THE RESPONSIBILITY OF THE RAILING MANUFACTURER. FOUNDATIONS: SOIL BEARING (DESIGN MAXIMUM): 2500 PSF. A SOILS INVESTIGATION REPORT IS RECOMMENDED TO VERIFY SUITABLE SUBSURFACE CONDITIONS. IF THE FOOTING ELEVATIONS SHOWN OCCUR IN A DISTURBED OR UNSTABLE SOIL, THE ENGINEER SHALL BE NOTIFIED. FOUNDATION PLAN ONLY CONVEYS STRUCTURAL INFORMATION. FOR GE ERAL FEATURES, CONDUITS, ELECTRICAL EMBEDS, STEP HEIGHTS, ETC., SEE ARCHITECTURAL PLANS DO NOT SCALE FOOTING DIMENSIONS AND LOCATIONS FROM THE FOUNDATION PLAN. IF FOOTI G SIZE OR LOCATION IS NOT DETERMINED ON PLAN THEN CONTACT THE STRUCTURAL ENGINEER. UNLESS OTHERWISE NOTED ON DRAWINGS, MINIMUM CONCRETE COVER OR REINFORCING SHALL BE 3" IN FOOTINGS AND MESH SHALL BE CENTERED IN SLAB ON GRADE USING SUPPORT BARS AND CHAIRS. IN ALL CONTINUOUS FOOTINGS PROVIDE #4 @ 48" O.C. OR ROD CHAIRS. PROVIDE CONTINUITY OF REINFORCINQ AT INTERSECTIONS OF PERPENDICULAR CONCRETE ELEME14TS BY INSTALLING CORNER BARS, MINIMUM OF 40 BAR DIAMETERS INTO EACH ELEMENT. SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE 48 BAR DIAMETERS THE CONCRETE. MAXIMUM WHERE FILL IS REQUIRED, IT SHALL BE PLACED IN ACCORDANCE WITH INSTRUCTIONS OF THE PROJECT GEOTECHNICAL ENGINEER TO MAINTAIN DESIGN BEARING PRESSURE. SUCH THAT THE AREA UNLESS SPECIFICALLY NOTED AS "CANTILEVERED" ON PLAN OR DETAILS, WALLS RETAINING EARTH MUST BE SHORED CONTINUALLY PRIOR TO COMPLETION OF STRUCTURAL SLABS ON GRADES AND/OR ELEVATED SLABS HAVE BEEN PLACED. THE CONTRACTOR SHALL BE RESPONSIBLE. FOR PROVIDING THE DESIGN, ADEQUACY, SAFETY, AND STABILITY OF TEMPORARY ERECTION BRACING AND SHORING. BACKFILL AGAINST WALLS SHALL BE DEPOSITED EVENLY IN 8" TO 12" LIFTS AGAINST BOTH SIDES OF WALL UNTIL THE LOWER FINAL GRADE IS REACHED. CONTRACTOR SHALL PROVIDE ADEQUATE BRACING OR SHORING FOR ALL WORK DURING THE CONSTRUCTION PERIOD. BACKFIL SHALL NOT BE PLACED AGAINST WALLS UNTIL THE WALLS HAVE ACHIEVED 75% OF SPECIFIED DESIGN STRENGTH. BY FROST, FREEZING ACTIONS AND FOOTINGS SHALL BE CENTERED ABOUT COLUMN LINES UNLESS NOTED OTHERWISE. TOP OF FOOTING ELEVATIONS PROVIDED ON DRAWINGS ARE FOR PURPOSES OF CONTRACT & SHALL BE ADJUSTED, AS REQUIRED, AT TIME OF EXCAVATION TO BEAR ON PRO ERLY PREPARED SUPPORT SUBGRADE (PER GEOTECHNICAL REPORT RECOMMENDATIONS OR FIELD DIRECTIVES OF GEOTECHNICAL ENGINEER ON SITE) OR TO ADJUST FOOTING ELEVATIONS TO AVOID IN[FLUENCE BETWEEN FOUNDATIONS & BURIED PLUMBING. SEE TYPICAL FOOTING -TRENCH INFLUENCE DETAIL FOR SIMILAR REQUIREMENTS FOR INFLUENCE BETWEEN FOUNDATIONS & BURIED PLUMBING. DO NOT EMBED PIPING WITHIN OR PASS PIPING VERTICALLY OR HORIZONTALLY THROUGH ISOLATED FOOTINGS. JOB SITE. WHERE THE GEOTECHNICAL ENGINEER FINDS AN UNSTABLE CONDITION IS BEING CREATED, EITHER BY CUTTING OR FILLING, THE WORK SHALL NOT PROCEED IN THAT AREA JNTIL AN INVESTIGATION HAS BEEN MADE AND THE GRADING PLAN REVISED. ONSIBLE FOR COORDINATING & FILL TO BE COMPACTED TO 95% OF MAXIMUM DENSITY AS DETERMINE BY ASTM D-1557. PLACE FILL IN LAYERS OF 8" THICK MAXIMUM & UNDER THE DIRECT SUPERVISION OF THE GEOTECHNICAL ENGINEER. FILL TO BE TESTED TO VERIFY COMPACTION AS REQUIRED BY THE GEOTECHNICAL ENGINEER. TESTS FOR DEGREE OF COMPACTION SHALL BE DETERMINED BY THE ASTM D-1556 OR ASTM D-2922 TEST METHODS. OBSERVATION AND FIELD TESTS SHALL BE CARRIED ON DURING FILL AND BACKFILL PLACEMENT BY THE GEOTECHNICAL ENGINEER TO ASSIST THE CONTRACTOR IN OBTAINING THE REQUIRED DEGREE OF COMPACTION. IF LESS THAN 95 (U.O.N. IN SOILS REPORT) PERCENT IS INDICATED, ADDITIONAL COMPACTION EFFORT SHALL BE MADE WITH ADJUSTMENT DF THE MOISTURE CONTENT AS REQUIRED COMPACTION IS OBTAINED. CAST -IN-PLACE CONCRETE: ORCING IN CONCRETE MASONRY (AS REQUIRED) SHALL BE DOWELED INTO THE TO BE MIXED AND PLACED IN ACCORDANCE WITH ACI 301, ACI 506 & 506.2. ALL REINFORCED CONCRETE TO HAVE 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS: CHEMICAL SOIL TREATMENT FOR ALL STRUCTURAL ELEMENTS f'c = 4000 PSI UNLESS NOTED OTHERWISE. IN CONCRETE MASONRY GROUTED CELLS AT EACH SIDE OF OPENING, EQUAL TO -COLUMNS & WALLS: f'c = 4,000 PSI T INTO THE SLABS AT A DEPTH OF -BEAMS & ELEVATED SLAB: f'c = 4,000 PSI THE CONCRETE. MAXIMUM • FOUNDATIONS: f'c = 3,000 PSI SHALL BE 12'-0" (MAX.) IN • SLAB ON GRADE: f'c = 3,000 PSI SUCH THAT THE AREA ALL CONCRETE MIX DESIGN SUBMITTALS SHALL INCLUDE A WRITTEN D SCRIPTION INDICATING WHERE EACH PARTICULAR MIX IS TO BE PLACED WITHIN THE STRUCTURE. JOINTS WHERE NEEDED TO UNLESS NOTED OTHERWISE, NORMAL WEIGHT CONCRETE (145 PCF) SH LL BE USED WITH 3/4" MAX. (ELEVATED) OR 11" MAX. (SLAB -ON -GRADE) COARSE AGGREGATE CON ORMING TO ASTM C 33. PROTECT FRESHLY POURED CONCRETE FROM PREMATURE DRYING AND EXCESSIVE COLD AND HOT TEMPERATURES. START CURING AS SOON AS FREE WATER HAS DISAP EARED FROM THE CONCRETE SURFACE AFTER PLACING AND FINISHING. ALL CURING PROCEDURES TD FOLLOW ACI 308. PROTECT CONCRETE FROM DAMAGE AND REDUCED STRENGTH CAUSED BY FROST, FREEZING ACTIONS AND LOW TEMPERATURES IN COMPLIANCE WITH ACI 306. LEVATIONS, AND ENCASED OR PROTECT CONCRETE FROM DAMAGE AND REDUCED STRENGTH CAUSED BY HIGH TEMPERATURES IN COMPLIANCE WITH ACI 305. UNIFORMLY COOL WATER AND AGGREGATES BEFORE MIXING TO OBTAIN A CONCRETE MIXTURE TEMPERATURE OF NOT GREATER THAN 90 DEGREES FAHRENHEIT AT POINT OF PLACEMENT. AROUND COLUMN BASE PLATES WHERE NEW CONCRETE IS TO BE POURED ONTO EXISTING CONCRETE, ROUGHEN AND CLEAN SURFACE OF THE ADJOINING AREA AND COAT WITH SIKADUR 32 HI -MOD OR AN APPROVED BONDING AGENT. NO ADDITIONAL WATER SHALL BE ADDED TO THE CONCRETE AT THE JOB SITE. SEE ARCHITECTURAL, ELECTRICAL, MECHANICAL, FIRE PROTECTION AND PLUMBING DRAWINGS FOR DRIPS, CHAMFERS, REGLETS, SLOTS, SLEEVES, RUSTICATIONS, INSERTS ANCHORS AND OTHER EMBEDDED ITEMS NOT NOTED ON STRUCTURAL DRAWINGS. CONTRACTOR SHALL BE RES ONSIBLE FOR COORDINATING & PLACING ALL EMBEDDED ITEMS SHOWN ON DRAWINGS & ADDITIONAL I EMS NOTED IN THIS NOTE, AS REQUIRED BY OTHER TRADES. ALL OPENINGS REQUIRED BY OTHER TRADES ARE TO BE COORDINATEdp W/ARCH. & MECH. DWGS., AND ARE SUBJECT TO STRUCTURAL ENGINEERING APPROVAL. ALL OPENINGS IN CONCRETE SLABS SHALL BE LOCATED, SIZED AND REINFORCED (WITH THE EXCEPTION OF SMALL OPENINGS AND/OR SLEEVES OF A SIZE THAT WILL NOT DISPLACE OR INTERRUPT THE CONTINUITY OF THE REINFORCING) AS SHOWN ON RESPECTIVE FLOOR PLANS AND DETAILS. ALL OPENINGS IN SLAB LESS THAN 10" SHALL BE COORDINATED WITH ARCHITECTURAL & MEP DRAWINGS AND ARE SUBJECT TO STRUCTURAL ENGINEER'S APPROVAL. ANY ALTERATIONS REQUIRE APPROVAL OF THE STRUCTURAL ENGINEER. (SEE TYPICAL SLAB OPENING DETAIL). DEFECTIVE AREA IN CONCRETE INCLUDING, BUT NOT LIMITED TO, HON Ey- COMBING, SPALLS, AND CRACKS WITH WIDTHS EXCEEDING 0.01 INCH SHALL BE REPAIRED. EXTENT OF DEFECTIVE AREA TO BE DETERMINED BY THE STRUCTURAL ENGINEER. CONCRETE SLABS ON GRADE: ORCING IN CONCRETE MASONRY (AS REQUIRED) SHALL BE DOWELED INTO THE SHALL BE INSTALLED OVER MINIMUM 6 MIL POLYETHYLENE VAPOR RE ARDER WITH JOINTS LAPPED 6" AND SEALED OVER CLEAN, COMPACTED EARTH OR FILL WITH APPROVED CHEMICAL SOIL TREATMENT FOR PREVENTION OF SUBTERRANEAN TERMITES. IN CONCRETE MASONRY GROUTED CELLS AT EACH SIDE OF OPENING, EQUAL TO G.J. DENOTES CONCRETE SLAB "CONTROL JOINT" WHICH SHALL BEC T INTO THE SLABS AT A DEPTH OF 34 TIMES THE THICKNESS OF THE SLAB WITHIN 12 HOURS OF PLACING THE CONCRETE. MAXIMUM SPACING OF INTERIOR SLAB CONTROL JOINTS, UNLESS NOTED OTHERWISE, SHALL BE 12'-0" (MAX.) IN EACH DIRECTION. CONSTRUCTION OF CONTROL JOINTS SHALL BE LOCATED SUCH THAT THE AREA CONTAINED IS 600 SQUARE FEET MAX., WITH A MAXIMUM RATIO OF LONG TO SHORT SIDE OF 2 TO 1.. SLAB CONSTRUCTION JOINTS SHALL BE USED IN PLACE OF CONTROL JOINTS WHERE NEEDED TO INTERRUPT A CONTINUOUS POUR. SLAB CONSTRUCTION JOINTS SHALL BE KEYED. PLACEMENT OF WELDED WIRE REINFORCEMENT IN SLAB, WHERE SPECIFIED, SHALL BE AT CONSISTENT DEPTH OF 1"-2" FROM T/SLAB. WELDED WIRE REINFORCEMENT SHALL BE PROPERLY CHAIRED ABOVE GRADE. OVERLAP EACH REINFORCING SHEET TWO FULL PANELS AND IFIE CROSS WIRES ON EACH SIDE. WELDED WIRE REINFORCEMENT SHALL BE SUPPLIED IN FLAT SHEETS. UNITS SHALL BE CUT BELOW CONCRETE BEAMS OR BOND BEAMS AS REQUIRED IN REFER TO ARCHITECTURAL/MECHANICAL FOR SLAB FINISHES, SLAB DEPRESSIONS, THICKENED SLABS (IN ADDITION TO THICKENED SLABS NOTED ON STRUCTURAL DRAWINGS), LEVATIONS, AND ENCASED OR EMBEDDED ITEMS. BOND BEAMS AND REINFORCING SHALL BE DISCONTINUOUS AT CONTROL JOINTS. PLUMBING AND ELECTRICAL CONDUITS SHALL BE PLACED BELOW THE SLAB AND NOT WITHIN THE SLAB. VERTICAL PENETRATIONS ARE ALLOWED. TOP PART OF WEB. COLUMN BOX -OUTS SHALL BE USED TO ISOLATE AN ADEQUATE ARE AROUND COLUMN BASE PLATES TO PROVIDE FOR COLUMN PLACEMENT AND LEVELING. BOX -OUTS ARE TO BE CLEAN AND FREE OF DEBRIS TO TOP OF FOOTING PRIOR TO FILLING WITH CONCRETE. COLUMN BOX -OUTS ARE NOT REQUIRED IF STEEL COLUMNS ARE PLUMB AND FULLY GROUTED PRIOR TO PLACEMENT OF SLAB.: REINFORCING ETEEL AND ACCESSORIES SHALL BE DETAILED IN ACCORDANCE WITH ACI 315-99 (MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES) AND CRSI MSP2-01 (MANUAL OF STANDARD PRACTICE). (IBC 2009: CRSI MANUAL OF STANDARD PRACTICE, 28TH EDITION) REINFORCING STEEL SHALL CONFORM TO ASTM A-615, GRADE 60 (UNLESS NOTED OTHERWISE). UNLESS NOTEC OTHERWISE, CONCRETE COVER FOR REINFORCING STEEL SHALL BE AS FOLLOWS: 1. CONCRETE CAST AGAINST EARTH ----------------- 3" 2. FORMED CONCRETE EXPOSED TO EARTH OR WEATHER - - - - 2" 3. WALLS ---------------------------------- 3/4" 4. COLUMNS/ EAMS--------------------------- 1 1/2" SUBMIT SHOP DRAWINGS WHICH ADEQUATELY DEPICT THE REINFORCING BAR SIZES AND PLACEMENT. WRITTEN DESCRIPTION OF REINFORCEMENT WITHOUT ADEQUATE SECTIONS, ELEVATIONS AND DETAILS IS NOT ACCEPTABLE. ALL WELDED REINFORCING STEEL SHALL CONFORM TO ASTM A-706, GRADE 60, AND BE USED ONLY WITH PRIOR PERMISSION FROM THE STRUCTURAL ENGINEER. ALL TENSION SPLICES, INCLUDING SPLICES FROM BARS LABELED CONTINUOUS, SHALL CONFORM TO ACI 318-05. SPLICES SHALL BE CLASS B IN ACCORDANCE WITH ACI 318, UNLESS NOTED OTHERWISE. REINFORCEMENT SHALL BE SPLICED ONLY AT LOCATIONS SHOWN OR NOTED IN THE STRUCTURAL DOCUMENTS, EXCEPT REINFORCEMENT MARKED "CONTINUOUS" CAN BE SPLICED AT LOCATIONS DETERMINED B CONTRACTOR. SPLICES AT OTHER LOCATIONS SHALL BE APPROVED IN WRITING BY THE STRUCTURAL ENGINEER. (FBC 2010: ACI 318-08) WELDED WIRE REINFORCEMENT SHALL CONFORM TO ASTM A-185 AND BE LAPPED TWO FULL PANELS, TIED ON EACH SIDE AND SHALL BE SUPPLIED IN FLAT SHEETS. LONGITUDINAL REINFORCING BARS IN FOOTINGS SHALL BE PLACED CONTINUOUS AT CORNERS AND INTERSECTION . FOR EVERY VERTICAL OR HORIZONTAL BAR DISCONTINUED BY AN OPENING, ONE BAR (MIN. OF 2 BARS) SHALL BE ADDED © SIDE OF OPENING (HALF TO EACH SIDE - TYPICAL). PROVIDE CORNER BARS AT ALL CONTINUOUS REINFORCING BARS AT ALL MEMBERS (FOUNDATIONS, WALLS, SLABS, BEAMS AND OTHER MEMBERS). PROVIDE DOWELS FROM FOUNDATIONS, THE SAME SIZE AND NUMBER AS THE VERTICAL WALL OR COLUMN REINFORCING, UNLESS NOTED OTHERWISE. ALL DOWELS AND TERMINATING BARS SHALL HAVE A STANDARD 90 DEGREE HOOK. ALL HORIZONTAL REINFORCING SHALL BE CONTINUOUS THROUGH CONTROL AND/OR CONSTRUCTION JOINTS ANDAROUND CORNERS. ALL MASONRY DESIGN AND CONSTRUCTION SHALL CONFORM TO ACI 530-05/ASCE 5-05/TMS 402-05 AND ACI 530.1-05/ASCE 6-05/TMS 602-05. CMU SHALL BE IN ACCORDANCE WITH ASTM C90-75, HOLLOW LOAD-BEARING (CMU), TYPE 1, GRADE N-1, NORMAL WEIGHT, WITH A MINIMUM COMPRESSIVE STRENGTH OF 1900 PSI (f'm=1500 PSI). GROUT ALL CELLS CONTAINING VERTICAL REINFORCEMENT IN 5'-0" MAXIMUM LIFTS PROVIDE CLEANOUTS PER ACI 530.1-02 IN THE BOTTOM OF COURSE OF MASONRY WHEN THE WALL HEIGHT EXCEEDS 5-0". CONCRETE MA ONRY UNITS SHALL BE NORMAL WEIGHT AND CONFORM TO ASTM C-90. LAY IN RUNNING BOND UNLESS NOTED OTHERWISE. F'M SHALL BE 1500 PSI (MIN. CMU COMPRESSIVE STRENGTH = 1900 PSI). COMPLETE TEST REPORTS THAT DOCUMENT MINIMUM COMPRESSIVE STRENGTH SHALL BE SUBMITTED TO THE BUILDI G INSPECTOR. GROUT SHALL BE IN ACCORDANCE WITH ASTM C476 WITH A MINIMUM OF 28 DAY COMPRESSIVE STRENGTH OF 3000 psi PER ASTM C1019. GROUT SHALL HAVE A MAXIMUM COURSE AGGREGATE SIZE OF 3A PLACED AT AN 8" TO 11" SLUMP. MORTAR SHALL CONFORM TO ASTM C270 AND TYPE M OR S. TYPE N MORTAR MAY BE USED IN BRICK VENEER. JOINT REINFORCING - TRUSS TYPE, 9 GAUGE SPACED VERTICALLY AT 16" UNLESS NOTED OTHERWISE AND CONFORMI TO ASTM A-82. VERTICAL REIN ORCING IN CONCRETE MASONRY (AS REQUIRED) SHALL BE DOWELED INTO THE FOUNDATION AND EXTEND) INTO THE BOND BEAM AT THE FLOOR OR ROOF. PROVIDE MIN. 4" X 4" OPENING AT U BLOCK FOR VERTICAL BAR. PROVIDE REINFIORCING IN CONCRETE MASONRY GROUTED CELLS AT EACH SIDE OF OPENING, EQUAL TO THE REINFORCING DISPLACED. MINIMUM REINFORCING SHALL BE (1) TYPICAL REINFORCEMENT BAR AT EACH SIDE UN ESS REINFORCED CONCRETE JAMB IS CALLED OUT. PROVIDE JOINT REINFORCING AT 8" AT MASONRY BELOW GRADE, 2 ROWS AT 8" AT TOP AND BOTTOM OF OPENINGS, (EXTEND 24" EACH SIDE) AND 2 ROWS AT 8" AT BOND BEAMS. UNLESS NOTED OTHERWISE, W ERE MULTIPLE WYTHES OF CONCRETE MASONRY ARE CONSTRUCTED AND/OR WHERE ADDITIONAL WYTHES OF CONCRETE MASONRY ARE ADDED TO EXISTING WYTHES, EACH ADJACENT WYTHE SHALL BE TIEC TO THE NEXT WYTHE WITH TYPICAL JOINT REINFORCING (NEW CONSTRUCTION FOR BOTH WYTHES) OR OST_INc ALLED TIES APPROVED BY ARCHITECT ENGINEER ADDITION TO EXISTING CONSTRUCTION) WITH SPACING/LOCATIONS MATCHING THE SPACING/LOCATIONS FOR TYPICAL JOINT REINFORCING DESCRIBED IN THE GENERAL NOTES. CONCRETE MASONRY UNITS SHALL BE CUT BELOW CONCRETE BEAMS OR BOND BEAMS AS REQUIRED IN ORDER TO GE1 CONTINUOUS BEAM OR BOND BEAMS AT THE PROPER ELEVATION. ALL CELLS BE OW GRADE AND SLAB ON GRADE SHALL BE GROUTED. HORIZONTAL BEAMS, BOND BEAMS AND REINFORCING SHALL BE DISCONTINUOUS AT CONTROL JOINTS. 16" DEEP BOND BEAMS MAY BE CONSTRUCTED OF 8" U BLOCK BELOW AND 8" STANDARD BLOCK ABOVE WITH BREAK AWAY TOP PART OF WEB. SEE ARCHITECTURAL DRAWINGS FOR LAYING MASONRY AND LOCATION OF OPENINGS. ARCHITECT SHALL BE RESPONSIB E FOR THE DESIGN OF ALL FLASHING. FACE SHELLS F BED JOINTS SHALL BE FULLY MORTARED. WEBS SHALL BE FULLY MORTARED IN ALL COURSES OF ILASTERS, PIERS, COLUMNS, IN THE STARTING COURSE ON FOUNDATIONS WHERE ADJACENT CELLS/CAVITIES ARE TO BE GROUTED, & WHERE OTHERWISE NOTED. ALL WOOD MEMBERS EXPOSED TO WEATHER OR IN CONTACT WITH MASONRY, CONCRETE OR SOIL SHALL BE PRESSURE TREATED. PT LUMBER INDICATED IN SECTIONS PRESERVED WITH SODIUM BORATE (DOT-DISODIUM OCTABORATE TETRA HYDRATE). IF HOWEVER, ACQ OR NON -DOT BORATE PRESERVATIVE TREATMENT IS USED, ALL ATTACHED FASTENERS SHALL BE HOT DIPPED GALVANIZED. IF ACZA PRESERVATIVE i IS USED, ALL ATTACHED FASTENERS SHALL BE STAINLESS STEEL. rmr__CIVVIIVC u rrvvu Ircva.)t_.j. SHALL BEAR 1HE SEAL OF AN ENGINEER IN THE STATE WHERE PROJECT IS BEING BUILT AND SHALL COMPLY WITH NFPA, TPI, AND AITC 100. CONTRACTOR SHALL VERIFY THAT ADEQUATE TRUSS BEARING IS INSTALLED AT ALL TRUSSES AS INDICATED IN THE TRUSS SHOP DRAWINGS. ALL TRUSS -TO -TRUSS CONNECTIONS AND TRUSS PROFILES ARE THE RESPONSIBILITY OF THE DELEGATED TRUSS ENGINEER. ALL TRUSSES SHA L HAVE TEMPORARY BRACING PER 'COMMENTARY' AND RECOMMENDATION FOR HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES, HIB -91." AT MULTIPLE STRAP CONNECTIONS, SPREAD STRAPS TO AVOID NAILING CONFLICTS THROUGH TRUSS. WHEN USING (2) STRAPS ON SINGLE PLY TRUSSES, PLACE STRAPS DIAGONALLY ACROSS DBL. TOP PLATE FROM EA. OTHER. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF THE ROOF COVERING SYSTEM. ASPHALT SHINGLES SHALL COMPLY WITH ASTM D3161 AND BE INSTALLED ACCORDING TO THE MANUFACTURER'S REQUIREMENTS. CLAY AND TIL ROOFS SHALL BE INSTALLED PER THE "CONCRETE AND CLAY ROOF TILE INSTALLATION MANUAL." AN THE MANUFACTURER'S REQUIREMENTS. STANDING SEAM METAL ROOFS SHALL COMPLY WITH ASTM E1514 AND BE INSTALLED ACCORDING TO THE MANUFACTURER'S REQUIREMENTS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF ALL METAL FLASHING AND VALLEY OTERIA.LS. TIMBER FRAMED BEARING WALL NOTES: 1. DOUBLE TOP PLATES AND SILL PLATES SHALL BE SYP#2 2. PLATES IN CONTACT WITH CONCRETE OR CMU SHALL BE P.T. 3. STUD SIZE & GRADE PER STRUCTURAL PLANS. 4. MIN. OF SPF UTILITY GRADE FOR INTERIOR NON-BRG. TOP PLl.TES. 5. USE SPF#2 OR BETTER FOR ALL WALLS IN THESE PLANS, U.O�N. 6. SPACE STUDS AT 24" O.C. IN NON -LOAD BEARING WALLS. 7. ALL WALLS SHALL BE BALLOON FRAMED FULL HEIGHT TO ROOF OR FLOOR BEARING ELEVATION, UNLESS NOTED OTHERWISE ON PLAN. WOOD FRAMING SPECIFICATIONS: EACH PIECE OF STRUCTURAL LUMBER, SHEATHING AND TIMBER SHALL BE MARKED WITH THE GRADE BY SUCH COMPETENT AND RELIABLE ORGANIZATION WHOSE REGULAR BUSINESS IS TO ESTABLISH LUMBER GRADES. ALL LUMBER, EXCEPT WHERE SPECIFICALLY NOTED OTHERWISE, SHALL BE MILL SIZED AND SURFACED ON (4) SIDES. ALL SHALL BE STRAIGHT STOCK, FREE FROM WARP OR CUP, AND SINGLE LENGTH PIECES. SPLICES WILL NOT BE PERMITTED EXCEPT WHERE SPECIFICALLY SO DETAILED OR AS DIRECTED BY THE ENGINEER. ROUGH HARDWARE, JOIST HANGERS, STRAPS, HOLDOWNS, ETC. SHALL BE MANUFACTURED BY "SIMPSONS" COMPANY OR APPROVED EQUAL. THE MAXIMUM SIZE AND NUMBER OF FASTENERS SPECIFIED BY THE MANUFACTURER SHALL BE USED UNLESS NOTED OTHERWISE. BLOCKING AND FIRESTOPPING TO BE INSTALLED AS REQUIRED TO SUPPORT ALL ITEMS OF FINISH SUCH AS BULKHEADS AND BUCKS. PROVIDE FIREBLOCKING ITO CUT OFF ALL CONCEALED DRAFT OPENINGS, BOTH VERTICAL AND HORIZONTAL,ETWEEN CEILING AND FLOOR AREAS (AS REQUIRED BY BUILDING OFFICAL AND ARCHITECT). BOLTS (IF APPLICABLE) SHALL BE INSTALLED IN HOLES BORED WITH A BIT 1/16" LARGER THAN THE DIAMETER OF THE BOLT. BOLTS AND NUTS SEATING ON WOOD SHALL HAVE CUT STEEL WASHERS UNDER HEADS AND NUTS. NUTS SHALL BE PULLED TIGHT AND AGAIN CHECKED AND TIGHTENED JUST PRIOR TO ENCLOSING BOLTED MEMBERS. COUNTER BORE FOR BOLTED HEADS OR NUTS ONLY WHERE SO INDICATED ON THE DRAWINGS AND THEN TO SUFFICIENT DEPTH TO HOUSE THE BOLT HEAD OR NUT AND WASHER. CUT OFF EXCESSIVE BOLT PROJECTION WHERE NECESSARY. NICK THREADS TO PREVENT LOOSENING. COMMON NAILS SHOULD BE USED WHEN NAILING IS SPECIFIED ON;THESE PLANS (U.O.N.), SUCH AS AT SHEARWALLS AND DIAPHRAGMS. ALL OTHER NAILIN? MAY BE OF THE "BOX OR SINKER" TYPE. ALL ROUGH CARPENTRY WILL PRODUCE JOINTS TRUE AND TIGHTND WELL NAILED WITH HE MEMBERS ASSEMBLED IN ACCORDANCE WITH TDRAWINGS AND LL PERTINENT BUILDING CODES. THE SHIMMING OF SILLS, JOISTS SHORT STUDS, TRIMMERS„ HEADERS OR OTHER FRAMING MEMBERS SHALL NOT BE PERMITTED. ALL WALLS AND PARTITIONS SHALL BE STRAIGHT, PLUMB AND ACCURATELY LOCATED. CAREFULLY SELECT ALL STRUCTURAL MEMBERS. INDIVIDUAL PIECES SHALL BE SELECTED SO THAT KNOTS AND OBVIOUS MINOR DEFECTS WILL NOT INTERFERE WITH THE PLACING OF BOLTS, OR PROPER NAILING OR THE MAKING OF SOUND CONNECTIONS. LUMBER MAY BE REJECTED BY THE ENGINEER FOR EXCESSIVE WARP, TWIST, BOW OR CROOK, MILDEW, FUNGUS OR MOLD AS WELL AS FOR IMPROPER GRADE MARKINGS, DEFECTS WHICH WILL RENDER A PIECE UNABLE TO SERVE ITS INTENDED FUNCTION SHALL BE DISCARDED. WHERE "LVL" MEMBERS ARE INDICATED ON THE PLANS AND SCHE ULES THEY SHALL BE MANUFACTURED BY TRUSS -JOIST MACMILLAN OR BE AN APPROV D EQUAL PRODUCT. MEMBERS SHOWN ON THE PLANS AND SCHEDULES ARE DETERMINED FROM MANUFACTURER SUPPLIED INFORMATION AND SHOULD BE REVIEWED FOR COMPLIANCE BY THE MANUFACTURER'S CIVIL OR STRUCTURAL ENGINEER. LOADING INFORMATION MAY BE PROVIDED UPON REQUEST. NOTCHES, HOLES OR CUTS SHOWN IN! THE TYPICAL DETAILS ARE ALLOWED WITHOUT ADDITIONAL APPROVAL; ALL OTHER MEMBER MODIFICATIONS ARE TO BE APPROVED BY THE STRUCTURAL ENGINEER, ALL WOOD MEMBERS EXPOSED TO WEATHER, OR IN CONTACT WITHII MASONRY, CONCRETE OR SOIL SHALL BE PRESSURE -TREATED. PT LUMBER INDICATED IN SECTIONS PRESERVED WITH SODIUM BORATE (DOT-DISODIUM OCTABORA E TETRA HYDRATE). IF HOWEVER, ACQ OR NON -DOT BORATE PRESERVATIVE TREATMENT, IS USED, ALI_ ATTACHED FASTENERS SHALL BE HOT DIPPED GALVANIZED. IF ACZA PRESERV.AT;VE IS USED, ALL ATTACHED FASTENERS SHALL BE STAINLESS STEEL. METAL CONNECTORS AND FASTENERS ALL EXPOSED METAL STRAPS AND HANGEF:; -HALL BE GALVANIZED G185 (1.85 OZ/FT^2) OR BETTER. HANGER AND STRAPS INTALLED OVER ACQ OR kCZE PRESSURE TREATED LUMBER SHALL BE STAINLESS STEEL. ALL EXPOSED WOOD FASTENERS SHALL 3E HOT DIPPED GALVANIZED TO MEET THE SPECIFICATIONS OF ASTM153 0R BETTER. FASTENERS INTALLED INTO ACQ OR ACZE PRESSURE TREATED LUMBER SHALL BE STAINLESS STEEL. SHEATHING SPECIFICATIONS: ROOF - MIN. SY8", 32/16, APA RATED PLYWOOD SHEATHING, NAILED w/ 0.120x3" RING SHANK NAILS © 6" O.C. EDGE & W' O.C. FIELD (ATG BLE ENDS DECREASE EDGE NAIL SPACING TO 4" O.C. WITHIN 4'-0" OF ROOF? EDGE). WALL - MIN.'/6", 24/16, APA RATED OSB OR PLYWOOD SHEATHING, FASTENED w/0.131x22 (8d COMMON) © 6" O.C. EDGE AND 6" O.C. FIELD. SEE PLAN FOR INCREASED NAILING REQUIREMENTS AT SHEARWALLS FLOOR - 23/32" T&G OSB OR PLYWOOD SHEATHING, GLUE AND NAIL WITH 0.148x32" (10d COMMON) @ 6" O.C. EDGE & FIELD. PORCH CEILING - 3/$" (OR GREATER) OSB OR PLYWOOD, W/ 0. 31x22" (81D COMMON) NAILS © 6" O.C. EDGE AND FIELD 1 REVIEWED FOR CODE COMPLIANCE CITY OF ATLANTIC BEACH SEE PERMITS FOR ADDITIONAL REQUIREMENTS AND CONDITIONS REVIEWED 13y- / /� ' DATE:2:2D/ Lou Pontigo and Associates, Inc. 420 Osceola Avenue Jax. Beath, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 M N M 0 N M N Christopher J Sabourin PE FIL PE#71401 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO a ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO 8 ASSOCIATES .MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. DESIGN CRITERIA AND GENERAL NOTES DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. r--7PLAN NAME ADDITION DESIGN/DRAWN/CHECKED CS RD / LAP DA I E 01.23.18 SCALE AS NOTED LPA No. HAKI-18-00045 CONTROL No. Sr1EET S®.® SHEET "1 OF 14 m m Ljj N D Cn Z Q = U = Q Q m m U Z 0o Q Q DESIGN CRITERIA AND GENERAL NOTES DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. r--7PLAN NAME ADDITION DESIGN/DRAWN/CHECKED CS RD / LAP DA I E 01.23.18 SCALE AS NOTED LPA No. HAKI-18-00045 CONTROL No. Sr1EET S®.® SHEET "1 OF 14 ISOLATED FOOTING, SEE DETAIL 7/S1.01. EIWr/II/.M MWANWA l I%�//////////moi 4A F2.5 51.01 8 V1.01) -a - - 4A L _11 �} a S1.01 F2.5 SEE 8/S1.01. Ar- I F2.5 -17 4 a I 10 a a S1.01 r I U �62 1 - I� � 51.01 v d S1.01 a EXISTING FOUNDATION: NO STRUCTURAL CHANGE IN HATCHED AREA UNLESS FOUNDATIION I F j OTHERWISE NOTED. TO REMAIN. I I. L I - I - .�-1 . , -� DRILL 4" AND EPDXY 1-#3x20" HORIZONTAL DOWEL BARS @ 24" 0. C. (TYP) CONNECT NEW FOOTING T0' I" EXISTING w/ 3-#5x30' DOWEL -BARS EPDXIED 6" MIN. S1.01 �.. -- y� 3x3x12 THICK I L ° - - a_1 FOOTING w/ 3-#5y IF EACH WAY. 9 i 1 S1.01 1 1 Si. -I1< 1. .� 4> >, , 1 �- 1 I`EW CONCR0 Z ,, I S1.o1 PROVIDE SAW CUTS PER 1 FOOTING, SEE -//I 1 1 2/S1.01, BUILDER TO I 11/S1.01 Q 11 I 1- 51. COORDINATE WITH FINISH ( S1.01 a 1 FLOOR MATERIAL. I I .. I v I I 14k-:.�`li I I 4" CONCRETE SLAB w/ I � I �` a4 :a F3.0 F3.0 FIBERMESH @ 1.5 LBS/CU.YD. OF CONCRETE OR 6x6 W1.4xW1.4 L _----- WWF ON 6MIL VAPOR BARRIER IN PREPARED GRADE. L J FOOTING SCHEDULE AND NOTES BOTTOM BARS DEPTH WIDTH LENGTH TYPE 3-#5 EA. WAY BOT. 1'-0" 2'-0" 2'-0" F2.0 3-#5 EA. WAY BOT. 1'-0" 2'-6" 2'-6" F2.5 3-#5 EA- WAY BOT. 1'-0" 3'-0" 3'-0" F3.0 4-#5 EA. WAY BOT. 1'-0" 3'-6" 3'-6" F3.5 4-#5 EA. WAY BOT. 1'-0" 4'-0" 4'-O" F4.0 4-#5 EA. WAY BOT. 1'-0" 1 4'-6" 4'-6" F4.5 1. THIS FOUNDATION PLAN ONLY CONVEYS STRUCTURAL INFO. RELATED TO THE FOUNDATION. FOR GENERAL FEATURES, DIMENSIONS, CONDUITS, ELECTRICAL EMBEDS, STEP HEIGHTS, ECT., SEE ARCH. PLAN. ARCHITECTURAL PLAN SHOWN HERE IN FOR REFERENCE ONLY. 2. FTGS. & FND. SHALL BE IN ACCORDANCE w/ LOCAL BUILDING CODES. 3. SOIL COMPACTION AND FILL SHALL BE COMPACTED TO A MIN. OF 95% MODIFIED PROCTOR IN ACCORDANCE WITH ASTM D 1557. 4. AT MONOLITHIC CONCRETE POURS, FOUNDATIONS ARE TO BE POURED INTEGRAL WITH THE SLAB. AT STEMWALL LOCATIONS, FOUNDATIONS ARE TO BE POURED INTEGRAL WITH CONTINUOUS CONCRETE FOOTING. SEE DETAIL AT LEFT INFORMATION SHOWN ON THESE DRAWINGS REGARDING EXISTING CONDITIONS HAVE BEEN OBTAINED BASED ON AVAILABLE SOURCES AT THE TIME OF DESIGN INCLUDING ASSUMPTIONS BASED ON EXPERIENCE WITH SIMILAR STRUCTURES. THE ACTUAL AS -BUILT CONDITION FOUND IN THE FIELD MAY VARY FROM INFORMATION INDICATED IN THESE DRAWINGS. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND NOTIFY ENGINEER IN WRITING BEFORE BEGINNING NEW CONSTRUCTION OF ANY INTERFERENCES AND/OR DISCREPANCIES THAT MIGHT EXIST BETWEEN THESE DRAWINGS AND/OR ACTUAL FIELD CONDITIONS. CONTRACTOR SHALL REPAIR/REPLACE ANY DAMAGED EXISTING STRUCTURAL MEMBERS DISCOVERED DURING CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY BRACING/SHORING, TEMPORARY SUPPORTS AND OTHER SUCH ITEMS OR OTHER MEASURES NECESSARY TO PROTECT THE STRUCTURE AND ANY PERSONNEL DURING CONSTRUCTION. SAFETY OF THE STRUCTURE AND PERSONNEL DURING CONSTRUCTION ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. 1 16x16 CMU PIER, S1.01 SEE 5/S1.01. FOUNDATION PLAN SCALE: 1/4" = 1'-0" EXISTING FOUNDATION TO REMAIN. DRILL 4" AND EPDXY 1-#3x20" HORIZONTAL DOWEL BARS @ 24" O.C. (TYP) EXISTING FOUNDATION /I/ TOREMAIN./ 9 a � < �J L 4B F3.0 S1.01 1 S1.01 16x16 CMU PIER, SEE 5/S1.01. Wei PROVIDE SAW CUTS PER 2/S1.01, BUILDER TO COORDINATE WITH FINISH FLOOR MATERIAL. 4" CONCRETE SLAB w/ FIBERMESH @ 1.5 LBS/CU.YD. OF CONCRETE OR 6x6 W1.4xW1.4 WWF ON 6MIL VAPOR BARRIER IN PREPARED GRADE. CONNECT NEW FOOTING TO EXISTING w/ 3-#5x30" `Q,,,...- DOWEL -BARS EPDXIED 6" MIN. 4" CONCRETE SLAB w/ FIBERMESH @ 1.5 LBS/CU.YD. OF CONCRETE OR 6x6 W1.4xW1.4 WWF ON 6MIL VAPOR BARRIER IN PREPARED GRADE. PROVIDE SAW CUTS PER 2/S1.01, BUILDER TO COORDINATE WITH FINISH FLOOR MATERIAL. SYMBOLS LEGEND ----) - - - - - DESIGNATES FOOTING LINE - DESIGNATES SAWCUT LINE DESIGNATES SLAB RECESS Lou Ponti-o and Assolciates, Inc. 420 Osceola Avenue Jax. Beach, Florida 32250 11h. 242-01908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 oo i � M 0C OF `ifRli r s F`.Sk°•t Christopher J SabOLIrin PE FL PE#71461 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO 8 ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO 8 ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. m m w N L:) cn Z .j LIJ � U T < QmLLJ m U �0 ~ Z 0^�0 Q F - Q DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION'S UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.Rr---. PLAN NAjML ADDITION DESIGN/DRAWN/CHECKED CS / RD / LAP DATE 01.23.18 SCALE AS NOTED LPA No. HAKI-18-00045 CONTROL No. SHEET S1.0 SHEET 2 of 1 4 � w I �1 w 1 � - \ Q J Tifl AT WALLS GREATER THEN 4'-0" HIGH, NOTIFY E.O.R. FOR TEMPORARY BRACING LAYOUT PLAN. #5 VERTICAL WALL REINFORCING. SEE PLAN. STEMWALL SCHEDULE CMU REINFORCING COURSES DOWEL BARS EPDXIED 1 TO 6 SLAB ON GRADE, #4 VERT. © 24"O.C. STEMWALLS OVER (6) COURSES TO SEE PLAN. GARAGE FLOATING SLAB (3 EA FACE OF NEW FOOTING VERTICAL STEMWALL REINFORCING GRADE OR CONC. SLAB, SEE PLAN. � (SEE SCHEDULE) w/ 6" HOOK INTO FOOTING. MATCH #5 VERTICAL WALL REINFORCING LOCATIONS OR -co:g % BEND INTO SLAB w/ 12" HOOK. STEMWALL SCHEDULE CMU REINFORCING COURSES DOWEL BARS EPDXIED 1 TO 6 #4 VERT. @ 48"O.C. 7 TO 10 #4 VERT. © 24"O.C. STEMWALLS OVER (6) COURSES TO HAVE TRUSS TYPE HORIZ. JOINT REINF. BETWEEN EVERY OTHER COURSE. FILL CELLS SOLID. --CONT. CONCRETE FOOTING 12"x24" w/(3)#4 CONT. STEMWALL FOOTING SCALE: 3/4" = V-0" MASONRY PIER SEE PLA 4-#5 DOWEL BAR EMBEDDED 9" INTI FOOTING. SEE DOWEL BA DETAIL TO RIGH CONCRETE FOOTINC SEE PLAT` _ 16" _ III °�#2 CLOSED TIES AT EACH COURSE (8" -- -------N, O.C. VERTICALLY) SQUARE CMU PILASTER BUILT OF 16x16 BLOCK 16"x16" w/ 4-#5 CMU PILASTER SCALE: 3/4" = V-0" DRILL 4" AND EPDXY 1-#3x20" HORIZONTAL DOWEL BARS 24" O.C. (TYP) 4" CONCRETE SLAB w/ FIBERMESH (9 1.5 LBS/CU.YD. OF CONCRETE OR 6x6 W1.4xW1.4 WWF ON 6MIL VAPOR BARRIER IN PREPARED GRADE. mo J V) C7 d Z o )SED TIES AT -_OURSE (8" 0. ALLY) z 3" MIN. EXISTING WALL EXISTING FOOTING EXISTING SLAB ON GRADE, SEE PLAN. S5 DOWEL BAR DETAIL DEEP SAWCUT w/ ELASTOMERIC SEALANT SLAB ON GRADE, SEE PLAN a --- NOTES: 1) PROVIDE SAWCUTS TO CREAT APPROXIMATE 12' X 12' MAX. SQ. 2) SAWCUT CONC. SLAB WITHIN TO 12 HOURS OF CONC. PLACEMENT. 2 SAWCUT DETAIL S1.01 SCALE: 3/4" = V-0" 7 STEP, SEE ARCH PLAN. #3x20" LONG DOWEL BARS EPDXIED 4" INTO EXISTING SLAB @ 24" O.C. EXISTING SLAB #5 DOWEL w/ 10" HOOK ALIGN w/ VERT. REBAR EXISTING EXTERIOR WALL AND FOOTING TO REMAIN. PROVIDE EXPANSION JOINT MATERIAL IN GAP BETWEEN d NEW AND EXISTING FOOTING. 1#5 CONT. •� \ j\���j/\� SLAB ON GRADE SEE PLAN THICKENED EDG 4 4 a. w/ 1-#5 CONT. : •..\� 3 THICK --NED SLAB @ EXISTING FOUNDATION S1.01 SCALE: 3/ = 1'-0" 8" CMU WALL w/ #5 VERT. w/ STD. 90` HOOK INTO FOOTING ALIGNED w/ WALL REINFORCEMENT ABOVE. SEE PLAN OR SC EDULE FOR SPACING #3x20" LONG DOWEL BARS EPDXIED 4" INTO EXISTING SLAB @ 24" O.C. EXISTING SLAB d d 4 / 3-#5 CONT 3" w/ #4 @ 40"o.c R"Y94" CENTERED '6 MONO. FOOTING AT STEP-DOWN S1.0ij SCALE: 3/4" = 1'-0" WALL FRAMING—,\ -RICK VENEER IS ACCEPTABLE WITHOUT INCREASE OF DOTING SIZE. STEP, SEE ARCH. PLAN. SLAB ON 4- -- d <l GRADE, - �- -- ---�.: /�/\ SEE PLAN. ao 77-7 777 0 4 3" 8"x16" 1 -STORY, w/(2)#5 CONT. OPTION: A @ BEARING STEPDOWN NEW SLAB TO EXISTING FOUNDATION K 10 MONO. FOOTING A STEP-DOWN SCALE: 3/4"=1'-0" �01 MATCH DOOR WIDTH, SEE ARCH_ I cV PAVING BY BUILDER E. J. MATERIAL RECESS SLAB ON GRADE, SEE PLAN. 12" DETAIL: B [{ d d 100 �= j THICKENED EDGE 8 w/ 1-#5 CONT. -1#5 CONT. SLAB ON •� GRADE, SEE PLAN. �� DETAIL: A THICKENED SLAB EDGE SCALE: 3/4" = V-0" NEW POST SEE PLAN, FASTEN BASE OF POST w/ HTT5 & 3-#4 HOOKED THREADED EPDXIED 6" MIN 14VERTICALS 8" O.C. 8" d 3» 12" DEEP FOOTING. MIN. SEE SCHEDULE ON 51.0 FOR SIZE NEW PAD FOOTING IN EXISTING SLAB SCALE: 3/4"=1'-0" EXISTING STEMWALL FOOTING TO REMAIN. 4)#4 EACH WAY NEW BEARING WALL. _ DRILL 4" AND EPDXY r -1-#3x20" HORIZONTAL DOWEL BARS @ 24" O.C. (TYP) d - I err c d � Q 4 d d <4 d d 44 d /\ 4 q d Q. (3)#4 ©EACH WAY - d d a_ 4 \\\\ d d d G \ DRILL 4" AND EPDXY 1-#3x20" HORIZONTAL DOWEL BARS @-7 24" O.C. (TYP) SPOT FOOTING REPAIR SCALE: 3/4" = 1'-0" =T a w EXISTING STEMWALL FOOTING TO REMAIN. EXISTING STEMWALL FOOTING TO REMAIN. POST, SEE PLAN. SEE DETAIL 4/S1.01 FOR THICKENED SLAB NOTES. .0. a d d d d . . a i °a �� d G G \ .. a . •_ �\ \ISOLATED FOOTING, \ . SEE PLAN SLAB ON GRADE, SEE PLAN. REINFORCING, SEE SCHEDULE. NEW PAD FOOTING IN EXISTING SLAB SCALE: 3/4"=1'-0" Lou Pontigo and Associates, Inc. 420 Osceola Avenue ]ax. Beach, Florida 32250 Ph. 242-01908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 "ER EIV o YC • %� M 6 : Z N () C •• i 1 E e •• ,�: •4Q� esu^ N �3!<,hw ��f„Afttff�f�f,2� Christopher J Sabourin PL FL PE#71461 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO 8 ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL. FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO 8 ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. m m N Ujm Z � w� 4< U 2Q U m m U �0 ~ IZ 0^D Q Q FOUNDATION DETAILS AND SECTIONS DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER T' THE ARCHITECTURAL DRAWINGS OR CONTACT THE EO.R. PLAN NAME ADDITION DESIGN/DRAWN/CHECKED CS / RD / LAP DATE 01.23.18 SCA LL AS NOTED LPA No. HAKI-18-00045 CONTROL No. SHEET S1. Q1 SHEET 3 of 1 4 #3x12 LONG DOWEL BARS EPDXIED EXISTING 4" INTO EXISTING SLAB SLAB (3 EA FACE OF NEW FOOTING TO EXISTING SLAB) d 3» 12" DEEP FOOTING. MIN. SEE SCHEDULE ON 51.0 FOR SIZE NEW PAD FOOTING IN EXISTING SLAB SCALE: 3/4"=1'-0" EXISTING STEMWALL FOOTING TO REMAIN. 4)#4 EACH WAY NEW BEARING WALL. _ DRILL 4" AND EPDXY r -1-#3x20" HORIZONTAL DOWEL BARS @ 24" O.C. (TYP) d - I err c d � Q 4 d d <4 d d 44 d /\ 4 q d Q. (3)#4 ©EACH WAY - d d a_ 4 \\\\ d d d G \ DRILL 4" AND EPDXY 1-#3x20" HORIZONTAL DOWEL BARS @-7 24" O.C. (TYP) SPOT FOOTING REPAIR SCALE: 3/4" = 1'-0" =T a w EXISTING STEMWALL FOOTING TO REMAIN. EXISTING STEMWALL FOOTING TO REMAIN. POST, SEE PLAN. SEE DETAIL 4/S1.01 FOR THICKENED SLAB NOTES. .0. a d d d d . . a i °a �� d G G \ .. a . •_ �\ \ISOLATED FOOTING, \ . SEE PLAN SLAB ON GRADE, SEE PLAN. REINFORCING, SEE SCHEDULE. NEW PAD FOOTING IN EXISTING SLAB SCALE: 3/4"=1'-0" Lou Pontigo and Associates, Inc. 420 Osceola Avenue ]ax. Beach, Florida 32250 Ph. 242-01908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 "ER EIV o YC • %� M 6 : Z N () C •• i 1 E e •• ,�: •4Q� esu^ N �3!<,hw ��f„Afttff�f�f,2� Christopher J Sabourin PL FL PE#71461 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO 8 ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL. FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO 8 ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. m m N Ujm Z � w� 4< U 2Q U m m U �0 ~ IZ 0^D Q Q FOUNDATION DETAILS AND SECTIONS DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER T' THE ARCHITECTURAL DRAWINGS OR CONTACT THE EO.R. PLAN NAME ADDITION DESIGN/DRAWN/CHECKED CS / RD / LAP DATE 01.23.18 SCA LL AS NOTED LPA No. HAKI-18-00045 CONTROL No. SHEET S1. Q1 SHEET 3 of 1 4 400 FASTEN NEW CMU WALL TO EXISTING w/ GALVENZIED CORRUGATED BUCK ANCHOR @ 16" O.C. VERT. FASTEN TO EXISTING CMU w/1/4"6x21/4" TAPCON MASONRY ANCHOR (TYPICAL) MASONRY NOTES: 1. MASONRY WALLS SHALL BE REINFORCE WITH 1-#5 VERTICAL @ 48" O.C., AT CORNERS, JAMBS, AND WALL INTERSECTIONS. SEE 2/S4.0 FOR ADDITIONAL REINFORCEMENT AT JAMBS OVER 4'-4" 12. PROVIDE HORIZONTAL JOINT REINFORCING AT 16" O.C. 3. GROUT ALL CELLS CONTAINING VERTICAL REINFORCEMENT AND ALL CELLS BELOW GRADE. SEE SO.0 FOR GROUTING NOTES. 4. WALL COURSING SHALL BE RUNNING BONDS, STACK BOND SHALL NOT BE USED 5. AT WALL CORNERS AND INTERSECTIONS, WALL COURSING SHALL INTERLOCK, EVERY OTHER COARSE. 6. SEE SO.0 FOP MASONRY BLOCK AND GROUTING SPECIFICATIONS 7. WHERE NON -PRESSURE TREATED WOOD BEARS ON CMU PROVIDE 2 -LAYERS OF 30 LBS. ROOFING PAPER BETWEEN WOOD & CMU WALL. NEW BEAM ABOVE NEW 6" BEARI G WALL TO REPLACE EXISTI G EXTERIOR CMU WALL 8"x8" LINTEL SEE DETAIL 7/S4.0 1 S4.4 TEL. W NEWEAM ABOVE SEE 1 /S4.3. SYMBOLS LEGEND 1/1-1Z I INTERIOR BEARING WALL. INFORMATION SHOWN ON THESE DRAWINGS REGARDING EXISTING CONDITIONS HAVE BEEN OBTAINED BASED ON AVAILABLE SOURCES AT THE TIME OF DESIGN INCLUDING ASSUMPTIONS BAS�D ON EXPERIENCE WITH SIMILAR STRUCTURES. THE ACTUAL AS -BUILT' CONDITION FOUND IN THE FIELD MAY VARY FROM INFORMATION INDICATED IN THESE DRAWINGS. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND NOTIFY ENGINEER IN WRITING BEFORE BEGINNING NEW CONSTRUCTION OF ANY INTERFERENCES AND/OR IST STORY WALL FRAMING PLAN DISCREPANCIES THAT MIGHT EXIST BETWEEN THESE DRAWINGS AND/OR ACTUAL FIELD CONDITIONS. CONTRACTOR SHALL REPAIR/REPLACE ANY SCALE: 1/4" = 1'-O" DAMAGED EXISTING STRUCTURAL MEMBERS DISCOVERED DURING CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY FRAMING NOTES: BRACING/SHORING, TEMPORARY SUPP�;HE RTS AND OTHER SUCH ITEMS OR OTHER 1. FOR TYPICAL WALL FRAMING, SEE DETAIL 2/S4.1 MEASURES NECESSARY TO PROTECT STRUCTURE AND ANY PERSONNEL 2. ALL BUILT-UP POST, HEADERS &BEAMS SHALL DURING CONSTRUCTION. SAFETY OF THE STRUCTURE AND PERSONNEL DURING BE FASTENED PER 3/S4.1 CONSTRUCTION ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. Lou Ponti3o and Assojciates, Inc. 420 Osceola Avenue Jax. Beach, Florida 32250 Ph. 242408 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 Christopher J Sab0Llrin PE FL PE#71461 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO $ ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO 8 ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. m m N LLJm Z � w� � U 2 Q Qm m U Z 00 J Q IST STORY WALL FLAMING PLAN DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. r --'LAN NAME ADDITION DESIGN/,DRAWN/CHECKED CS / RD / LAP DATE 01.23.18 SCA LE AS NOTED LPA No. HAKI-18-00045 CONTROL No. SHEET X1.1 SHEET 4 of 14 DESIGNATES SHEARWALL. THE HIDDEN SYP#2 POST LINE DESIGNATES SIDE OF WALL THE �-- SHEARWALL SHEATHING TO BE APPLIED. SW NAILING- 8d ® 9 DESIGNATES 8d COMMONS 8d®3"/6" 3" O.C. EDGE & 6" O.C. "IN THE FIELD" DESIGNATES THE NUMBER OF PLY'S OF (2)2x8-1/2 HEADER, HEADER SIZE, & JACK/KING STUDS NEEDED FOR HEADER OPENING. INFORMATION SHOWN ON THESE DRAWINGS REGARDING EXISTING CONDITIONS HAVE BEEN OBTAINED BASED ON AVAILABLE SOURCES AT THE TIME OF DESIGN INCLUDING ASSUMPTIONS BAS�D ON EXPERIENCE WITH SIMILAR STRUCTURES. THE ACTUAL AS -BUILT' CONDITION FOUND IN THE FIELD MAY VARY FROM INFORMATION INDICATED IN THESE DRAWINGS. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND NOTIFY ENGINEER IN WRITING BEFORE BEGINNING NEW CONSTRUCTION OF ANY INTERFERENCES AND/OR IST STORY WALL FRAMING PLAN DISCREPANCIES THAT MIGHT EXIST BETWEEN THESE DRAWINGS AND/OR ACTUAL FIELD CONDITIONS. CONTRACTOR SHALL REPAIR/REPLACE ANY SCALE: 1/4" = 1'-O" DAMAGED EXISTING STRUCTURAL MEMBERS DISCOVERED DURING CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY FRAMING NOTES: BRACING/SHORING, TEMPORARY SUPP�;HE RTS AND OTHER SUCH ITEMS OR OTHER 1. FOR TYPICAL WALL FRAMING, SEE DETAIL 2/S4.1 MEASURES NECESSARY TO PROTECT STRUCTURE AND ANY PERSONNEL 2. ALL BUILT-UP POST, HEADERS &BEAMS SHALL DURING CONSTRUCTION. SAFETY OF THE STRUCTURE AND PERSONNEL DURING BE FASTENED PER 3/S4.1 CONSTRUCTION ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. Lou Ponti3o and Assojciates, Inc. 420 Osceola Avenue Jax. Beach, Florida 32250 Ph. 242408 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 Christopher J Sab0Llrin PE FL PE#71461 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO $ ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO 8 ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. m m N LLJm Z � w� � U 2 Q Qm m U Z 00 J Q IST STORY WALL FLAMING PLAN DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. r --'LAN NAME ADDITION DESIGN/,DRAWN/CHECKED CS / RD / LAP DATE 01.23.18 SCA LE AS NOTED LPA No. HAKI-18-00045 CONTROL No. SHEET X1.1 SHEET 4 of 14 6x6 P.T. SYP#2 POST W/ABU66. SEE DETAIL BEAM OR TRUSS, SEE PLAN 2/S4.3. TYPICAL 3 PLACES) ANCHOR LEGEND SIMPSON HTT5 SEE DETAIL 7/S4.1 -NEW BEAM ABOVE Q LTJ u" A307 DIAMETER FULL HEIGHT W > ( / ` THREADED ROD, SEE DETAIL 1/S4.2 moll :3:: C°'I w< ILL >O ULL HEIGHT DROD, uDETAIL Z I / `5 THREADED SEEIAMETER DETAIL /S4.2 m Q A307 DIAMETER THREADED ROD (2)2x6-1 /1 I TERMINATES AT FIRST FLOOR TOP ® PLATE, SEE DETAIL 1/S4.2 Q Iw m %" A307 DIAMETER THREADED ROD (95 TERMINATES AT FIRST FLOOR TOP LL1 PLATE, SEE DETAIL 1/S4.2 ' z C I WALL STUD SCHEDULE LOCATION PLATE STUD SIZE HEIGHT & SPACING EXTERIOR 9'-1.. 2x4 SPFg2 ®16" O.C. MAX EXTERIOR 10'-1 2x6 SPF#2 ® 16" O.C. or MAX 2x4 SPF#2 ® 12" O.C. EXTERIOR 10'-1 TO 2x6 SPF#2 ® 16" O.C. 14'-0" 2x4 SPF#2 ® 16" O.C. INTERIOR MAX 74 INTERIOR 12'-0" 2x6 SPF#2 0 16" O.C. or MAX 2x4 SPF#2 0 12" O.C. SIIJn NATES, 1.) WALL STUDS SPECIFIED ON PLAN SUPERSEDE THIS TABLE 2.) MINIMUM STUD SIZE AND SPACING ARE SHOWN. CONTRACTOR MAY INCREASE STUD SIZE TO MEET ARCHITECTURAL REQUIREMENTS. 3.) SPF DENOTES SPRUCE PINE FIR.. SYP DENOTES SOUTHERN YELLOW PINE. NO STRUCTURAL CHANGE IN HATCHED AREA UNLESS 4.) USE SYP#2 FOR ALL TOP PLATES AND SOLE PLATES. OTHERWISE NOTED. 5.) FASTEN BOTTOM PLATE OF INTERIOR LOAD BEARING WALLS TO CONCRETE SLAB w/16d MASONRY CUT NAILS ® 16" O.C. MINIMUM. SEE 2/S4.1 FOR ADDITIONAL ANCHORS AT SHEARWALLS GENERAL NOTES 1. SEE DETAIL 2/S4.1 FOR WALL FRAMING DETAIL. / SEE WALL STUD SCHEDULE THIS SHEET FOR STUD SIZES AND SPACING. AT GIRDERS AND BEAMS, PROVIDE STUDS BELOW TO MATCH BEAM/GIRDER PLIES. 2. SEE Sl:=ET SO.0 FOR ROOF AND FLOOR EXISTING TRUSS ABOVE TO�REMAI SHEATHING SPECIFICATIONS. rGIR� - - /j / FASTEN NEW CMU WALL TO EXISTING w/ 3. WHERE FRAMING MEMBERS CONSIST OF MULTIPLE / EXISTING BEAM ABOVE, GALVENZIED CORRUGATED BUCK ANCHOR PLIES (BEAMS, HEADER, AND STUDS) FASTEN PLIES i CONTRACTOR TO VERIFY. @ 16 O.C. VERT. FASTEN TO EXISTING CMU TOGETHER PER DETAIL 3/S4.1 , _ w/1/4 "6x21/4" TAPCON MASONRY ANCHOR 4. INSTALL SOLE PLATE ANCHORS PER DETAIL (TYPICAL) 2/S4.1 ' - IL a LJ w> mR"yj ,' INTEL. Q z SEE CETAII 11" (TYPICAL) )tj JOB COPY INFORMATION SHOWN ON THESE DRAWINGS REGARDING EXISTING CONDITIONS HAVE BEEN OBTAINED BASED ON AVAILABLE SOURCES AT THE TIME OF DESIGN INCLUDING ASSUMPTIONS BAS�D ON EXPERIENCE WITH SIMILAR STRUCTURES. THE ACTUAL AS -BUILT' CONDITION FOUND IN THE FIELD MAY VARY FROM INFORMATION INDICATED IN THESE DRAWINGS. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND NOTIFY ENGINEER IN WRITING BEFORE BEGINNING NEW CONSTRUCTION OF ANY INTERFERENCES AND/OR IST STORY WALL FRAMING PLAN DISCREPANCIES THAT MIGHT EXIST BETWEEN THESE DRAWINGS AND/OR ACTUAL FIELD CONDITIONS. CONTRACTOR SHALL REPAIR/REPLACE ANY SCALE: 1/4" = 1'-O" DAMAGED EXISTING STRUCTURAL MEMBERS DISCOVERED DURING CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY FRAMING NOTES: BRACING/SHORING, TEMPORARY SUPP�;HE RTS AND OTHER SUCH ITEMS OR OTHER 1. FOR TYPICAL WALL FRAMING, SEE DETAIL 2/S4.1 MEASURES NECESSARY TO PROTECT STRUCTURE AND ANY PERSONNEL 2. ALL BUILT-UP POST, HEADERS &BEAMS SHALL DURING CONSTRUCTION. SAFETY OF THE STRUCTURE AND PERSONNEL DURING BE FASTENED PER 3/S4.1 CONSTRUCTION ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. Lou Ponti3o and Assojciates, Inc. 420 Osceola Avenue Jax. Beach, Florida 32250 Ph. 242408 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 Christopher J Sab0Llrin PE FL PE#71461 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO $ ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO 8 ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. m m N LLJm Z � w� � U 2 Q Qm m U Z 00 J Q IST STORY WALL FLAMING PLAN DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. r --'LAN NAME ADDITION DESIGN/,DRAWN/CHECKED CS / RD / LAP DATE 01.23.18 SCA LE AS NOTED LPA No. HAKI-18-00045 CONTROL No. SHEET X1.1 SHEET 4 of 14 2x12 SYP#2 LEDGER. FASTEN W/ (4)10d & (4)Y4"4x6" SDS SCREWS @ 24" O.C. (2)HTS16 2x8 PONYWALL TO SUPPORT JOIST. EXISTING DECK JOIST TO 8 REMAIN. FASTEN TO NEW %BEAM WITH LUS210 S4.2 > HANGERS. I[4,�/ EXISTING t RIRE N TRUSS TO 2—PLY 18" LVL BELOW POST ABOVE. NEW (2)PLY 18" LVL NEW (3)PLY 18" I_VL 2—HTSM16 2—HTSM16 2x12 SYP#2 LEDGER. FASTEN W/ (4)10d & (3)Y4"4x6" SDS SCREWS @ 16' O.C_ Z� C> - f) of N III X 4 S4.2 POST FROM ABOVE. SEEf DETAIL 4/S4.2. Ill (2)2x12 SYP#2 INFORMATION SHOWN ON THESE DRAWINGS REGARDING EXISTING CONDITIONS HAVE BEEN OBTAINED BASED ON AVAILABLE SOURCES AT THE TIME OF DESIGN INCLUDING ASSUMPTIONS BASED ON EXPERIENCE WITH SIMILAR STRUCTURES. THE ACTUAL AS—BUILT CONDITION FOUND IN THE FIELD MAY VARY FROM INFORMATION INDICATED IN THESE DRAWINGS. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND NOTIFY ENGINEER IN WRITING BEFORE BEGINNING NEW CONSTRUCTION OF ANY INTERFERENCES AND/OR DISCREPANCIES THAT MIGHT EXIST BETWEEN THESE DRAWINGS AND/OR ACTUAL FIELD CONDITIONS. CONTRACTOR SHALL REPAIR/REPLACE ANY DAMAGED EXISTING STRUCTURAL MEMBERS DISCOVERED DURING CONSTRUCTION. I'HE CONTRACTOR SHALL PROVIDE ALL TEMPORARY BRACING/SHORING, TEMPORARY SUPPORTS AND OTHER SUCH ITEMS OR OTHER MEASURES NECESSARY TO PROTECT THE STRUCTURE AND ANY PERSONNEL DURING CONSTRUCTION. SAFETY OF THE STRUCTURE AND PERSONNEL DURING CONSTRUCTION ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. (2)PLY 18" LVL )HTS16 2x12 SYP#2 JOIST @ 12" O.C. BUILDER TO FURR DOWN CEILING. (2)1.75 16 2.0E LVL HANGER EXISTING BEAM TO REMAIN. 1'-6" DEEP EXISTING FLOOR SYSTEM 2x2 SYP#2 @ 16" O.C. RIPPED TO SLOPE HANGER SCHEDULE SYMBOL HANGER �1 HU410 MASONRY HANGER ® HUC210-2Z MASONRY HANGER 0 HUC210-2 TIMBER HANGER (2)1.75x16 2.0E LVL cflJ -- -- X JLn wo fll N cv II �7 2x12 SYP#2 ROOF R FTERS @ 24" O.C.1 r 2x12 SYP#2 LEDGER. FASTEN W/ (4)10d & (4)Y4"4x SDS SCREWS @ 24" O.C. NO STRUCTURAL CHANGE IN HATCHED AREA UNLESS OTHERWISE NOTED. e ~ N (2)2x10 SII cS4.3 1 S 4.3 O [gL 3 N _LL_ = N (2)2x10 SYP#2 C T DOWN TO 8" 1110 II II � VIIIII Illli I III 1 2 S4.3 '/EXISTING GIRDER TRUSS TO REMAIN.' f CT�ft �f0 7 E tZ Y EA SI CONTACT� E.O.R. 2x12 SYP#2 ROOF RAFTERS @ 24" O.C. _ II I II N (2)2x12 SYP#2 cn eL,l X 2 N N 2x12 SYP 2 LEDGER. FASTEN TO PIER / 2-1"x6" TITEN SCREWS 16" O.C. 2ND FLOOR, DECK AND ROOF PLAN SCALE: 1/4" = 1'-0" S4.4 O EXTEND LEDGER TO SUPPORT BEAM 111OL III cn fll N X N L__ LL _ 3 2x12 SYP#2 LEDGER. FASTEN 5 W/ (4)10d & (3)Y4"4x6" SDS S4.2 SCREWS @ 16" O.C. SYMBOLS LEGEND ---- BEAM OR TRUSS, SEE PLAN JOB COPY Lou Pontigo and Assojciates, Inc. 420 Osceola Avenue Jax. Bead, Florida 32250 1'h.242-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 Christopher J Sabourin PE FL PE#71461 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO a ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO 8 ASSOCIATES .MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. m m N � m Z J w� Q= = U Q Q m w m U Z Q FRAMING PLAN DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. r --- PLAN NAME ADDITION DESIGN/DRAWN/CHECKED CS / RD / LAP DATE 01.23.18 SCALE RS NOTED LPA No. HA 1-18-00045 C N I RO L No. SHEET S1.2 SHEf�`T 5 of 1 4 (2)CS1 NEW EXTERIOR WALL BUMP -OUT EXISTING BE r REMOVE/ EXISTING? POST. EW (4)2x4 POST. MITIMI w 0 6)2x SPF# POS - EXISTING BEA Q Lei - /ABOVE TOR M Lj Cc >' C)/ 2-CS16 ©I /z Q BASE OF STUD, L I; (3)1.75x11.88 2.0E LVL -3/3 o I„ I W m I z� (2)CS16 NEW BEAM ABE E 6x6 P.T. SYP#2 POST FASTENED TO MASONRY WALL BELOW. SEE DETAIL 4/S4.2. INFORMATION SHOWN ON THESE DRAWINGS REGARDING EXISTING CONDITIONS HAVE BEEN OBTAINED BASED ON AVAILABLE SOURCES AT THE TIME OF DESIGN INCLUDING ASSUMPTIONS BASED ON EXPERIENCE WITH SIMILAR STRUCTURES. THE ACTUAL AS -BUILT CONDITION FOUND IN THE FIELD MAY VARY FROM INFORMATION INDICATED IN THESE DRAWINGS. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND NOTIFY ENGINEER IN WRITING BEFORE BEGINNING NEW CONSTRUCTION OF ANY INTERFERENCES AND/OR DISCREPANCIES THAT MIGHT EXIST BETWEEN THESE DRAWINGS AND/OR ACTUAL FIELD CONDITIONS. CONTRACTOR SHALL REPAIR/REPLACE ANY DAMAGED EXISTING STRUCTURAL MEMBERS DISCOVERED DURING CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY BRACING/SHORING, TEMPORARY SUPPORTS AND OTHER SUCH ITEMS OR OTHER MEASURES NECESSARY TO PROTECT THE STRUCTURE AND ANY PERSONNEL DURING CONSTRUCTION. SAFETY OF THE STRUCTURE AND PERSONNEL DURING CONSTRUCTION ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. 1 S4.4 a 2-CS16 @ BASE OF STRAP HEADER PER 2/S4.2 ;3)2x6/ SPF#2,� POST./ 27m I3)2x SPF## • .2 I Q LLI m LL1�ka_ - _ .....- - - NFILL NALL. NO STRUCTURAL CHANGE IN HATCHED AREA UNLESS OTHERWISE NOTED. ISTING Ox6 P.T. SYP#2 POST FASTENED TO MASONRY COLUMN BELOW. SEE DETAIL 1/S4.3. SECOND STORY FRAMING PLAN SCALE: 1/4" = 1'-0" 1. FOR TYPI 'AL WALL FRAMING, SEE DETAIL 2/S4.1 2. ALL BUIL -UP POST, HEADERS & BEAMS SHALL BE FAS ENED PER 3/S4.1 0 W SYMBOLS LEGENI ) _ _�Z ( INTERIOR BEARING WALL. ----I BEAM OR TRUSS, SEE PLAN ANCHOR LEGEND A SIMPSON HTT5 SEE DETAIL 7/S4.1 X %" A307 DIAMETER FULL HEIGHT THREADED ROD, SEE DETAIL 1/S4.2 X� %" A307 DIAMETER FULL HEIGHT /` THREADED ROD, SEE DETAIL 1/S4.2 ® %" A307 DIAMETER THREADED ROD TERMINATES AT FIRST FLOOR TOP PLATE, SEE DETAIL 1/S4.2 %" A307 DIAMETER THREADED ROD TERMINATES AT FIRST FLOOR TOP PLATE, SEE DETAIL 1/S4.2 WALL STUD SCHEDULE LOCATION PLATE STUD SIZE HEIGHT & SPACING EXTERIOR 9'-11. 2x4 SPF#2 0 16" O.C. MAX EXTERIOR 10'-1 2x6 SPF#2 ® 16" O.C. pr MAX 2x4 SPF#2 0 12" O.C. EXTERIOR 10'-1 TO 2x6 SPF#2 0 16" O.C. 14'-0" INTERIOR 10'-0" 2x4 SPF#2 0 16" O.C. INTERIOR 12'-0" 2x6 SPF#2 0 16" O.C. or MAX 2x4 SPF#2 ® 12" O.C. STUD NOTES: 1.) WALL STUDS SPECIFIED ON PLAN SUPERSEDE THIS TABLE 2.) MINIMUM STUD SIZE AND SPACING ARE SHOWN. CONTRACTOR MAY INCREASE STUD SIZE TO MEET ARCHITECTURAL REQUIREMENTS. 3.) SPF DENOTES SPRUCE PINE FIR.. SYP DENOTES SOUTHERN YELLOW PINE, 4.) USE SYP#2 FOR ALL TOP PLATES AND SOLE PLATES. 5.) FASTEN BOTTOM PLATE OF INTERIOR LOAD BEARING WALLS TO CONCRETE SLAB w/16d MASONRY CUT NAILS ® 16" O.C. MINIMUM. SEE 2/S4.1 FOR ADDITIONAL ANCHORS AT SHEARWALLS GENERAL NOTES 1. SEE DETAIL 2/S4.1 FOR WALL FRAMING DETAIL, SEE WALL STUD SCHEDULE THIS SHEET FOR STUD SIZES AND SPACING. AT GIRDERS AND BEAMS, PROVIDE STUDS BELOW TO MATCH BEAM/GIRDER PLIES. 2. SEE S iEET SO.0 FOR ROOF AND FLOOR SHEATHING SPECIFICATIONS. 3. WHERE FRAMING MEMBERS CONSIST OF MULTIPLE PLIES (BEAMS, HEADER, AND STUDS) FASTEN PLIES TOGETHER PER DETAIL 3/S4.1 2/S4.1 CS18 STRAPPING DETAIL CS18 STRAP w/ 10" END LENGTH. FASTEN j; THIS END w/ 9-10d. III R _ WALL FRAMING -/;y1 w 1 0 w z DESIGNATES SHEARWALL. THE HIDDEN LINE DESIGNATES SIDE OF WALL THE I I SHEARWALL SHEATHING TO BE APPLIED. SW NAII 8d 0 j DESIGNATES 8d COMMONS 0 8d03"/6" 3" O.C. EDGE & 6" O.C. "IN THE FIELD" WALL FRAMING DESIGNATES THE NUMBER OF PLY'S OF (2)2x8-1/2 HEADER, HEADER SIZE, & JACK/KING STUDS NEEDED FOR HEADER OPENING. ----I BEAM OR TRUSS, SEE PLAN ANCHOR LEGEND A SIMPSON HTT5 SEE DETAIL 7/S4.1 X %" A307 DIAMETER FULL HEIGHT THREADED ROD, SEE DETAIL 1/S4.2 X� %" A307 DIAMETER FULL HEIGHT /` THREADED ROD, SEE DETAIL 1/S4.2 ® %" A307 DIAMETER THREADED ROD TERMINATES AT FIRST FLOOR TOP PLATE, SEE DETAIL 1/S4.2 %" A307 DIAMETER THREADED ROD TERMINATES AT FIRST FLOOR TOP PLATE, SEE DETAIL 1/S4.2 WALL STUD SCHEDULE LOCATION PLATE STUD SIZE HEIGHT & SPACING EXTERIOR 9'-11. 2x4 SPF#2 0 16" O.C. MAX EXTERIOR 10'-1 2x6 SPF#2 ® 16" O.C. pr MAX 2x4 SPF#2 0 12" O.C. EXTERIOR 10'-1 TO 2x6 SPF#2 0 16" O.C. 14'-0" INTERIOR 10'-0" 2x4 SPF#2 0 16" O.C. INTERIOR 12'-0" 2x6 SPF#2 0 16" O.C. or MAX 2x4 SPF#2 ® 12" O.C. STUD NOTES: 1.) WALL STUDS SPECIFIED ON PLAN SUPERSEDE THIS TABLE 2.) MINIMUM STUD SIZE AND SPACING ARE SHOWN. CONTRACTOR MAY INCREASE STUD SIZE TO MEET ARCHITECTURAL REQUIREMENTS. 3.) SPF DENOTES SPRUCE PINE FIR.. SYP DENOTES SOUTHERN YELLOW PINE, 4.) USE SYP#2 FOR ALL TOP PLATES AND SOLE PLATES. 5.) FASTEN BOTTOM PLATE OF INTERIOR LOAD BEARING WALLS TO CONCRETE SLAB w/16d MASONRY CUT NAILS ® 16" O.C. MINIMUM. SEE 2/S4.1 FOR ADDITIONAL ANCHORS AT SHEARWALLS GENERAL NOTES 1. SEE DETAIL 2/S4.1 FOR WALL FRAMING DETAIL, SEE WALL STUD SCHEDULE THIS SHEET FOR STUD SIZES AND SPACING. AT GIRDERS AND BEAMS, PROVIDE STUDS BELOW TO MATCH BEAM/GIRDER PLIES. 2. SEE S iEET SO.0 FOR ROOF AND FLOOR SHEATHING SPECIFICATIONS. 3. WHERE FRAMING MEMBERS CONSIST OF MULTIPLE PLIES (BEAMS, HEADER, AND STUDS) FASTEN PLIES TOGETHER PER DETAIL 3/S4.1 2/S4.1 CS18 STRAPPING DETAIL CS18 STRAP w/ 10" END LENGTH. FASTEN j; THIS END w/ 9-10d. III R _ WALL FRAMING -/;y1 w 1 0 w z JOB COPY Lou ['ontigo and Associates, Inc. 420 (Osceola Avenue Jax. Beach, Florida 32250 11h. 242-008 Fax. 241-9557 FL: CA # 044 SC: CA# 3579 Christopher I SabOLIrin PE F Ll PE#71461 I REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO a ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO a ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. m m w N :Dm z� wH � T 2Q Qm m U Z UjQ H Q SECOND STORY FRAMING PLAN DONOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. r --71777N NAME ADDITION DESIGN/PRAWN/CHECKED CS Z RD / LAP DATE 01.23.18 SCALE AS NOTED LPA No. HAKI-18-00045 CONTROL No. SHEET S2.1 SHEET 6 OF � 4 I1N,_NO NAILS REQUIRED I� IN CLEAR SPAN FLOOR TRUSSES I� OR JOIST. I o w WALL FRAMING ' z O J CS18 STRAP w/ 10" END LENGTH. FASTEN THIS END w/ 9-10d. JOB COPY Lou ['ontigo and Associates, Inc. 420 (Osceola Avenue Jax. Beach, Florida 32250 11h. 242-008 Fax. 241-9557 FL: CA # 044 SC: CA# 3579 Christopher I SabOLIrin PE F Ll PE#71461 I REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO a ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO a ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. m m w N :Dm z� wH � T 2Q Qm m U Z UjQ H Q SECOND STORY FRAMING PLAN DONOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. r --71777N NAME ADDITION DESIGN/PRAWN/CHECKED CS Z RD / LAP DATE 01.23.18 SCALE AS NOTED LPA No. HAKI-18-00045 CONTROL No. SHEET S2.1 SHEET 6 OF � 4 2x12 ROOF JOIST 16" 0. C. EXISTING DECK JOIST TO REMAIN. (2)HTS16 HU416__A HANGER. I NEW (2)PLY 18"� 2.0E LVL BEAM. II EXISTING DECK JOIST TO REMAIN. Y Z IIH �k 0 z_ HU410 MASONRY HANGER LiQ pw VA"Z.A IIQ O3 lIIL z0 IJ of Cn X (n I W O 'O• IMING, SEE r Q ,II• .%�1// .. Sill X EXISTING BEAM EXISTING BEAM TO REMAIN. TO REMAIN. (2)HTS16 2- LS50 ANGLES. N I i�Q` 2-LS50 ANGLES.' N III IC - Ni - 3 18" RIMBOARD.- INFORMATION SHOWN ON THESE DRAWINGS REGARDING EXISTING CONDITIONS HAVE BEEN OBTAINED BASED ON AVAILABLE SOURCES AT THE TIME OF DESIGN INCLUDING ASSUMPTIONS BASED ON EXPERIENCE WITH SIMILAR STRUCTURES. THE ACTUAL AS -BUILT CONDITION FOUND IN THE FIELD MAY VARY FROM INFORMATION INDICATED IN THESE DRAWINGS. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND NOTIFY ENGINEER IN WRITING BEFORE BEGINNING NEW CONSTRUCTION OF ANY INTERFERENCES AND/OR DISCREPANCIES THAT MIGHT EXIST BETWEEN THESE DRAWINGS AND/OR ACTUAL FIELD CONDITIONS. CONTRACTOR SHALL REPAIR/REPLACE ANY DAMAGED EXISTING STRUCTURAL MEMBERS DISCOVERED DURING CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY BRACING/SIIORING, TEMPORARY SUPPORTS AND OTHER SUCH ITEMS OR OTHER MEASURES NECESSARY TO PROTECT THE STRUCTURE AND ANY PERSONNEL DURING CONSTRUCTION. SAFETY OF THE STRUCTURE AND PERSONNEL DURING CONSTRUCTION ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. (4)1.75x11.2 1 S4.4 z 0 0 z W H X W Y U W r) IIVIrJVIV FIVVJ.VJ—JLJJ ANGER. CONFIRM SIZE ITS PRIOR TO ORDERING EXISTING BEAM TO REMAIN. 2.0E LVL NEW DECK EXTENSION. SEE DETAIL 1/S4.4. 1 S4.3 HANGER SCHEDULE SYMBOL IIH HANGER 0 HU410 MASONRY HANGER 02 VA"Z.A HUC210-2Z MASONRY HANGER O3 HUC210-2 TIMBER HANGER J J 00 J n 3RD LEVEL FLOOR/DECK FRAMING PLAN SCALE: 1/4" = 1'—O" NO STRUCTURAL CHANGE IN HATCHED AREA UNLESS OTHERWISE NOTED. it I/o /11 / / / / / kf h+ lVPMIL4 i SYMBOLS LEGEND DESIGNATES THE HEADER `_•I; E, NUMBER (2)2x8-1/2 OF PLYS & JACK/KING STI VS NEEDED FOR SUPPORT HEADER. ---- I BEAM OR TRUSS, SEE PLAN I Lou Pontioo and A�tiociates, Inc. 420 Osceola Avenue Jax. Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 c NS ""•' �k� SNS "•."�, °; .7 1 Z S TE T Christopher J SabOLirin PE FL PE#71461 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO S ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO E ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. m M N � m Z � U Z Q Q m m U Z 0o J Q FRAMING PLAN DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF , DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. PLAN NAME ,ADDITION DESIGN/PRAWN/CHECKED CS RD /LAP DATE 1 01.23.18 SCALE S NOTED j LPA No. HAkl-18-00045 CONTROL No. SHEET S2.2 SHEET 7 OF 1 4 IIH VA"Z.A /FA /wmj, II.I�I A 'O• IMING, SEE r I :5 ., 3RD LEVEL FLOOR/DECK FRAMING PLAN SCALE: 1/4" = 1'—O" NO STRUCTURAL CHANGE IN HATCHED AREA UNLESS OTHERWISE NOTED. it I/o /11 / / / / / kf h+ lVPMIL4 i SYMBOLS LEGEND DESIGNATES THE HEADER `_•I; E, NUMBER (2)2x8-1/2 OF PLYS & JACK/KING STI VS NEEDED FOR SUPPORT HEADER. ---- I BEAM OR TRUSS, SEE PLAN I Lou Pontioo and A�tiociates, Inc. 420 Osceola Avenue Jax. Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 c NS ""•' �k� SNS "•."�, °; .7 1 Z S TE T Christopher J SabOLirin PE FL PE#71461 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO S ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO E ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. m M N � m Z � U Z Q Q m m U Z 0o J Q FRAMING PLAN DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF , DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. PLAN NAME ,ADDITION DESIGN/PRAWN/CHECKED CS RD /LAP DATE 1 01.23.18 SCALE S NOTED j LPA No. HAkl-18-00045 CONTROL No. SHEET S2.2 SHEET 7 OF 1 4 NEW DECK EXTENSION NEW 2x6 FRAMED WALL w/ NEW HEADERS. STRAP HEADER PER 2/S4.2 INFORMATION SHOWN ON THESE DRAWINGS REGARDING EXISTING CONDITIONS HAVE BEEN OBTAINED BASED ON AVAILABLE SOURCES AT THE TIME OF DESIGN INCLUDING ASSUMPTIONS BASED ON EXPERIENCE WITH SIMILAR STRUCTURES. THE ACTUAL AS—BUILT CONDITION FOUND IN THE FIELD MAY VARY FROM INFORMATION INDICATED IN THESE DRAWINGS. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND NOTIFY ENGINEER IN WRITING BEFORE BEGINNING NEW CONSTRUCTION OF ANY INTERFERENCES AND/OR DISCREPANCIES THAT MIGHT EXIST BETWEEN THESE DRAWINGS AND/OR ACTUAL FIELD CONDITIONS. CONTRACTOR SHALL REPAIR/REPLACE ANY DAMAGED EXISTING STRUCTURAL MEMBERS DISCOVERED DURING CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY BRACING/SHORING, TEMPORARY SUPPORTS AND OTHER SUCH ITEMS OR OTHER MEASURES NECESSARY TO PROTECT THE STRUCTURE AND ANY PERSONNEL DURING CONSTRUCTION. SAFETY OF THE STRUCTURE AND PERSONNEL DURING CONSTRUCTION ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. NEW BEAM ABOVE (3)2x8-1/2 NEW DECK EXTENSION BELOW NO STRUCTURAL CHANGE IN HATCHED AREA UNLESS OTHERWISE NOTED. THIRD STORY FRAMING PLAN SCAL : 1/4" = 1'-0" 1.I -OR TYPICAL WALL FRAMING, SEE DETAIL 2/S4.1 2. LL BUILT—UP POST, HEADERS & BEAMS SHALL BE FASTENED PER 3/S4.1 SYMBOLS LEGEND ,e�/ /// I INTERIOR BEARING WALL. -- DESIGNATES SHEARWALL. THE HIDDEN LINE DESIGNATES SIDE OF WALL THE SHEARWALL SHEATHING TO BE APPLIED. SW NAIL ING• 8d ® 1 DESIGNATES 8d COMMONS 0 8d03"/6" 3" O.C. EDGE & 6" O.C. "IN THE FIELD" DESIGNATES THE NUMBER OF PLY'S OF (2)2x8-1/2 HEADER, HEADER SIZE, & JACK/KING STUDS NEEDED FOR HEADER OPENING. ----I BEAM OR TRUSS, SEE PLAN ANCHOR LEGEND A SIMPSON HTT5 SEE DETAIL 7/S4.1 X Ya" A307 DIAMETER FULL HEIGHT THREADED ROD, SEE DETAIL 1/S4.2 I �� %" A307 DIAMETER FULL HEIGHT I THREADED ROD, SEE DETAIL 1/S4.2 2.) MINIMUM STUD SIZE AND SPACING ARE SHOWN CONTRACTOR MAY INCREASE STUD SIZE TO MEET ARCHITECTURAL REQUIREMENTS. 3.) SPF DENOTES SPRUCE PINE FIR.. SYP DENOTES SOUTHERN YELLOW PINE. Lou Pontigo and Assciates, Inc. 420 sceola Avenue Jax. Be ch. Florida 32250 Ph. 242-908 Fax. 241-9557 FL: CA # $344 SC: CA# 3579 ® Gll qJ o 61 °:Z= fN fN k M I M _ 00 E OF N Al Christopher J SabOUrin PE FL PE#71461 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO S ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO 8 ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. 4.) USE SYP#2 FOR ALL TOP PLATES AND SOLE PLATES. 5.) FASTEN BOTTOM PLATE OF INTERIOR LOAD m BEARING WALLS TO CONCRETE SLAB w/16d / MASONRY CUT NAILS @ 16" O.C. MINIMUM. SEE m 2/S4.1 FOR ADDITIONAL ANCHORS AT SHEARWALLS ` , J GENERAL NOTES N CV 1. SEE DETAIL 2/S4.1 FOR WALL FRAMING DETAIL. W SEE WALL STUD SCHEDULE THIS SHEET FOR STUD SIZES AND SPACING. AT GIRDERS AND BEAMS, rn PROVIDE STUDS BELOW TO MATCH BEAM/GIRDER PLIES. 2. SEE SHEET SO.0 FOR ROOF AND FLOOR SHEATHING SPECIFICATIONS. �•�••1 3. WHERE FRAMING MEMBERS CONSIST OF MULTIPLE PLIES (BEAMS, HEADER, AND STUDS) FASTEN PLIES TOGETHER PER DETAIL 3/S4.1 i !I!Z)I1ALI! 3ULE rr-Air AI1CMuR::> rr-m 2/S4.1 CS1B STRAPPING DETAIL U CS18 STRAP w/ 10" END LENGTH. FASTEN Q THIS END w/ 9-lOd. U j W WALL FRAMING—/Lij W yy NO NAILS REQUIRED U li FLOOR IN CLEAR SPAN I� TRUSSES OR JOIST. , n Uj= W WALL FRAMING `' z L_ Z I� O J CS18 STRAP w/ 10" W Q END LENGTH. FASTEN THIS END w/ 9-10d. Q JOB COPY THIRD STORY FRAMING FLAN DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE EO. R. PLAN NAME ADDITION DESIGN/DRAWN/CHECKED CS / RD / LAP DATE 01.23.18 SCALE AS NOTED LPA No. HAKI-18-00045 CONTROL No. SHEET S3.1 SHEET 8 of 14 %" A307 DIAMETER THREADED ROD ® TERMINATES AT FIRST FLOOR TOP PLATE, SEE DETAIL 1/S4.2 %"DIAMETER THREADED ROD TERMINATES AT FIRST FLOOR TOP PLATE, SEE DETAIL 1/S4.2 WALL STUD SCHEDULE PLATE STUD SIZE LOCATION HEIGHT & SPACING EXTERIOR 91_11, 2x4 SPF#2 ® 16" O.C. MAX EXTERIOR 10'-1 2x6 SPF#2 ® 16" O.C. or MAX 2x4 SPF#2 0 12" O.C. EXTERIOR 10'-1 TO 14'-0" 2x6 SPF#2 0 16" O.C. INTERIOR 1 MAX 2x4 SPF#2 ® 16" O.C. INTERIOR 12'-0" 2x6 SPF#2 ® 16" O.C. or MAX 2x4 SPF#2 ® 12" O.C. SIUO NOTM, 1.) WALL STUDS SPECIFIED ON PLAN SUPERSEDE THIS TABLE 2.) MINIMUM STUD SIZE AND SPACING ARE SHOWN CONTRACTOR MAY INCREASE STUD SIZE TO MEET ARCHITECTURAL REQUIREMENTS. 3.) SPF DENOTES SPRUCE PINE FIR.. SYP DENOTES SOUTHERN YELLOW PINE. Lou Pontigo and Assciates, Inc. 420 sceola Avenue Jax. Be ch. Florida 32250 Ph. 242-908 Fax. 241-9557 FL: CA # $344 SC: CA# 3579 ® Gll qJ o 61 °:Z= fN fN k M I M _ 00 E OF N Al Christopher J SabOUrin PE FL PE#71461 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO S ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO 8 ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. 4.) USE SYP#2 FOR ALL TOP PLATES AND SOLE PLATES. 5.) FASTEN BOTTOM PLATE OF INTERIOR LOAD m BEARING WALLS TO CONCRETE SLAB w/16d / MASONRY CUT NAILS @ 16" O.C. MINIMUM. SEE m 2/S4.1 FOR ADDITIONAL ANCHORS AT SHEARWALLS ` , J GENERAL NOTES N CV 1. SEE DETAIL 2/S4.1 FOR WALL FRAMING DETAIL. W SEE WALL STUD SCHEDULE THIS SHEET FOR STUD SIZES AND SPACING. AT GIRDERS AND BEAMS, rn PROVIDE STUDS BELOW TO MATCH BEAM/GIRDER PLIES. 2. SEE SHEET SO.0 FOR ROOF AND FLOOR SHEATHING SPECIFICATIONS. �•�••1 3. WHERE FRAMING MEMBERS CONSIST OF MULTIPLE PLIES (BEAMS, HEADER, AND STUDS) FASTEN PLIES TOGETHER PER DETAIL 3/S4.1 i !I!Z)I1ALI! 3ULE rr-Air AI1CMuR::> rr-m 2/S4.1 CS1B STRAPPING DETAIL U CS18 STRAP w/ 10" END LENGTH. FASTEN Q THIS END w/ 9-lOd. U j W WALL FRAMING—/Lij W yy NO NAILS REQUIRED U li FLOOR IN CLEAR SPAN I� TRUSSES OR JOIST. , n Uj= W WALL FRAMING `' z L_ Z I� O J CS18 STRAP w/ 10" W Q END LENGTH. FASTEN THIS END w/ 9-10d. Q JOB COPY THIRD STORY FRAMING FLAN DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE EO. R. PLAN NAME ADDITION DESIGN/DRAWN/CHECKED CS / RD / LAP DATE 01.23.18 SCALE AS NOTED LPA No. HAKI-18-00045 CONTROL No. SHEET S3.1 SHEET 8 of 14 (2)PLY 18" LVL INFORMATION SHOWN ON THESE DRAWINGS REGARDING EXISTING CONDITIONS HAVE BEEN OBTAINED BASED ON AVAILABLE SOURCES AT THE TIME OF DESIGN INCLUDING ASSUMPTIONS BASED ON EXPERIENCE WITH SIMILAR STRUCTURES. THE ACTUAL AS—BUILT CONDITION FOUND IN THE FIELD MAY VARY FROM INFORMATION INDICATED IN THESE DRAWINGS. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND NOTIFY ENGINEER IN WRITING BEFORE BEGINNING NEW CONSTRUCTION OF ANY INTERFERENCES AND/OR DISCREPANCIE`, THAT MIGHT EXIST BETWEEN THESE DRAWINGS AND/OR ACTUAL FIELD CONDITIONS. CONTRACTOR SHALL REPAIR/REPLACE ANY DAMAGED EXISTING STRUCTURAL MEMBERS DISCOVERED DURING CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY BRACING/SHORING, TEMPORARY SUPPORTS AND OTHER SUCH ITEMS OR OTHER MEASURES NECESSARY TO PROTECT THE STRUCTURE AND ANY PERSONNEL DURING CONSTRUCTION. SAFETY OF THE STRUCTURE AND PERSONNEL DURING CONSTRUCTION ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. 11■®\I®I�GV� F-RALAINQ SEE 1 • R NO STRUCTURAL CHANGE IN HATCHED AREA UNLESS OTHERWISE NOTED, 2-0" DEEP ROOF SYSTEM TR SS / ROOF RAFTER NOTES: STRAPPING NOTES 1.I STRAP TRUSSES AND ROOF RAFTERS TO BEARING WITH 2-12d TOENAILS & 1—SIMPSON H2.5T UPLIFT STRAP UNLESS OTHERWISE NOTED ROOF FRAMING SCALE: 1/4" = 1'-0" FRAMING NOTES: 1. FOR TYPICAL WALL FRA 2. ALL BUILT—UP POST, H BE FASTENED PER 3A LAN NG, SEE DETAIL 2/S4.1 0ERS & BEAMS SHALL .1 SYMBOLS LEGEND DESIGNATES THE HEADER SIZE, NUMBER (22x8-1/2 OF PLYS & JACK/KING STUDS NEEDED FOR SUPPORT HEADER. ---- BEAM OR TRUSS, SEE PLAN JOB COPY Lou Pontigo and Associates, Inc. 420 Osceola Avenue jax. Beach, Florida 32250 I'h.242-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 I Christopher j S a b o u r i n PE FL; PE#71461 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO 8 ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO 8 ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. m m L N �m Z Lw 4< U 2Q QmLu m U Z 0c) J Q ROOF FRAMING PLAN DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION'S UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. PLAN NAME ADDITION DESIGN/,DRAWN/CHECKED CS X RD /I AP DA I E 01.23.18 SCALE AS NOTED LPA No. HAKI-18-00045 CONTROL No. CL1[:I`,I S3.2 SHEET 9 OF � 4 w 0LIJ I Lu A FOR OPENING OVER 4'-4" FOR OPENING TO 4'-4" _ = TO 9'-4" WIDE, PROVIDE WIDE, PROVIDE 1-#5 2-#5 VERTICAL EACH VERTICAL EACH SIDE 8x16 BOND 0 _ J - _ SIDE OF OPENING. OF OPENING. STD. 90° HOOK BEAM (TYP) Cl -0 0 �� }:�:� :.i...: o _ o Ld 0 I Iv Of N N = TYPICAL WALL REINF. SEE j SEE PLAN 8x16 BOND SCHED. ON BEAM (TYP) PLAN. = F F PLAN VIEW_E CDCD CMU JAMB REINFORCING 0 �_ �_ S .0 SCALE: 3/4" = 1'-0" _ _ = F- 25" LAP MIN. 1-#5 VERTICAL EACH 0 c� 0 0 = CORNER, INTERSECTION, Q:f0 w 0 w @ SPACING INDICATED Q 14 o _ i ON PLAN OR SCHED. Lr)Lr7 Q Q 0 J mJ 8" CMU WALL. o 0 ~ '— Q 0 00 a —' � _ 0 0 0.4 N #5 VERTICAL TO TOP co 00 #5 HORIZONTAL TIE BEAM OF BOND BEAM STEP. I I I [REINFORCING (ONLY ONE w NLn BAR SHOWN FOR CLARITY). w TYPICAL CMU HORZONTAUCORNER SPLICE =w 4 MASONRY WALL 5 EP �_O SCALE: 3/4" = 1'-0"S4.0 SCALE: 3/4" = 1'-0" 0 J J [-A _ NOTE: AT CORNER STEEL POST CONDIDTION, 0 0 FASTEN P.T. WOOD BUCK TO STEEL 0 Q 0 Q Q w/0.145"O x 2Y4" POWDER ACTUATED o DWLS. TO MATCH o DWLS. TO MATCH o DWLS. TO MATCH FASTENERS @ 12" O.C. (MIN (5) EA. SIDE) PROVIDE CONTROL JOINTS IN CMU WALLS AS SHOWN ON PLANS OR NOT TO �I VERTICAL REINF. VERTICAL REINF. VERTICAL REINF. � � I � 0- EXCEED 50'-0" 0/C. SPACING OF JOINTS SHOULD BE COORDINATED W/ _Ln m Q (TYP. U.N. m Q (TYP. U.N.O.) m Q _ (TYP. U.N.O.) ARCHITECT. TO SUBMIT LOCATION PLAN FOR REVIEW AND APPROVAL. CD 0 CLEAN OUT HOLE � CLEAN OUT HOLE — — — — I CL REQUIRED. I AS REQUIRED. __ ____�___ ._g_ __ ___�° ° 4 °_ (2) COURSE 8xT BOND _ - TOP OF ': a < ^ � I � � I" a. BEAM w/1-#5 TOP & .. I . ♦ .d BOND BEAM BOT. BOND BEAM GRADE BEAM GRADE BEAM GRADE BEAM REINFORCEMENT AND SEE PLAN. SEE PLAN. SEE PLAN. 8" CMU WALL. I° I ° GROUT IS CONTINUOUS • • • • • • THRU JOINT WALL SECTION Wil LL SECTION WALL SECTION ' I I STOP ,JOINT REINF. - PROVIDE REINFORCED° y � i.' ♦ ° .' °°< AT CONTROL JOINT LOW -LIFT GROWING (GROUTING WITHOUT CLEANOUTS):- THE HIGH -LIFT GROUTING (GROUTING WITH CLEANOUTSL- HIGH -LIFT GROUTING ALTERNATE PER MSJC 2005 CELL EACH SIDE OF I. WALL IS CONSTRUCTED IN HEIGHTS NO MORE THAN 5-4" THE WALL IS CONSTRUCTED IN HEIGHTS NO MORE FASTEN 2x8 P.T. SYP#2 JOINT SECTIONS (GROUT POUR HEIGHT OF 5'-4"), REINFORCED IS THAN 12'-8" SECTIONS (GROUT POUR HEIGHT OF THE WALL IS CONSTRJCTED IN HEIGHTS NO MORE THAN WINDOW/DOOR BUCK TO 8 PLACED IN THE INTENDED CELLS FOLLOWED BY MAX. 5'-0" 12'-8"), FULL HEI( -;HT REINFORCED IS PLACED IN THE 12 -8 SECTIONS (GROUT POUR HEIGHT OF 12 -8 ), __.. CMU w/ 1/4 Ox23/4 TAPCONS OF GROUT LIFTS. CONTINUITY OF THE REINFORCEMENT IS INTENDED CELLS Fa.ND CLEANOUT HOLES ARE FULL HEIGHT REINFORCED IS PLACED IN THE INTENDED 0 12"o.c INSTALL (5) MIN. CONTROL MAINTAINED BY SPLICING BETWEEN EACH SECTION. REQUIRED AT CELLS WITH REBAR FOLLOWED BY MAX. CELLS AND CLEANOUT HOLES ARE REQUIRED AT CELLS EACH SIDE. PRE -FORMED JOINT JOINT REINF. 5'-0" GROUT LIFTS. NO SPLICING IS REQUIRED. WITH REBAR FOLLOWED BY MAX. 12'-8" GROUT LIFTS. FILLER io 6" O.C. NO SPLICING IS REQUIRED. BACKER ROD MATERIAL GENERAL NOTES: 2x8 P.T. SYP#2 1. FOR BOTH LOW -LIFT AND HIGH -LIFT GROUTING, THE GROUT LIFT HEIGHT IS LIMITED TO 5 FT UNLESS THE FOLLOWING CONDITIONS CAN BE ET, IN WHICH CASE THE GROUT WINDOW/DOOR BUCK CAULKING a • • LIFTHEIGHT CAN BE INCREASED TO 12'-8" (HIGH -LIFT GROUTING ALTERNATE PER MSJC 2005): `-- • THE MASONRY HAS CURED FOR AT LEAST FOUR HOURS DEPTH OF CAULKING • THE GROUT SLUMP IS MAINTAINED BETWEEN 10 AND 11 INCHES _WIDTH OF STOP JOINT REINF. � ONE HALF THE WIDTH HEAD JOINT AT CONTROL JOINT • THERE ARE NO INTERMEDIATE HORIZONTAL REINFORCED BOND BEAMS BETWEEN THE TOP AND THE BOTTOM OF THE POUR HEIGHT. OF THE HEAD JOINT 2. IF THE FIRST TWO CONDITIONS ARE MET BUT THERE ARE INTERMEDIATE BOND BEAMS WITHIN THE GROUT POUR, LIMIT THE GROUT LIFT HEIGHT TO THE BOTTOM OF THE BOND BEAM, BUT CANNOT EXCEED 12'-8". 3. WHEN BOTH OF ANY OF THE FIRST TWO CONDITIONS ARE NOT MET, PLACE LIFTS NOT EXCEEDING 5 FT. 1 TYPICAL WALL GROUTING OPTIONS STRUCTURAL WINDOW/DOOR BUCK 6 CMU CONTROL JOINT S4.0 SCALE: 3/4" = 1'-0" S.0 SCALE: 3/4" = 1'-0" S4.0 SCALE: 3/4" = 1'-0" 8" 8" 00Tj0 I _ - 8" CMU 12" CMU 16" CMU LINTEL LINTEL LINTEL , TOP PLATE TO LINTEL 2 "0 THREADED ROD TOP LINTEL BLOCK DRILLED & EPDXIED w/ OPEN BOTTOM 6" EMBEDMENT LINTEL BLOCK, OR I w/2-#5 TOP CONT. NOTES: J/2%12" ANCHOR BOLT WITH 2" 90° HOOK. BOTTOM LINTEL BLOCK 1. USE THESE LINTEL DETAILS U.O.N. ON PLANS. 2. FOR OPENING LOCATIONS, SEE ARCH. PLANS. AT PRE -CAST 3. PROVIDE 8" BEARING EACH SIDE OF OPENING. 24" O.C. w/ 2x2xY8" LINTEL BLOCK, 4. GROUT LINTEL SOLID. PLATE WASHER. w/2-#5 CONT. 5. BOTTOM SHALL BE A SOLID PRECAST LINTEL. TYPICAL CMU LINTEL SCALE: 3/4" = 1'-0" JOB COPS Lou Ponti-o and Assolciates. Inc. 1 420 Osceola Avenue Jax. Beach, Florida 32250 Ph. 242-008 Fax. 241-9557 FL: CA # 344 SC: CA# 3579 ti`�,:7 ♦♦°®••�\J'L— Ari°e° �aI_ w�� Cj• ♦ '�''. e � i STATE OE F1 J Al - Christopher I SabOUrin PE FL PF.#71461 REVISIONS DATE FIELD! ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO a ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO E ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. GENERAL SECTIONS L T SCALE DIMENSIONSJFROMDRAWINGS. IF A DIMENNCLEAR REFER TO THITECTURAL DRAWING CONTACT THE E.O.R. PIAN NAME ADDITION DESIGN/DRAWN/CHECKED CS RD /LAP DATE 01.23.18 1 SCALE I AS NOTED LPA No. HAKI-18-00045 CONTROL No. SHEET S4.0 SHEET 1 Q OF � 4. IN m m w N �m Z� w � � U T. Q Q m m U �-D Z r, 00Q GENERAL SECTIONS L T SCALE DIMENSIONSJFROMDRAWINGS. IF A DIMENNCLEAR REFER TO THITECTURAL DRAWING CONTACT THE E.O.R. PIAN NAME ADDITION DESIGN/DRAWN/CHECKED CS RD /LAP DATE 01.23.18 1 SCALE I AS NOTED LPA No. HAKI-18-00045 CONTROL No. SHEET S4.0 SHEET 1 Q OF � 4. IN FOR RAISED HEADERS, STRAP THE TOP PLATE TO HEADER WITH LSTA12 @ 32" O.C. IN LIEU OF THE H2.5T STRAPS TOP PLATE ELEV. h � Y TOP PLATE TO STUD H2.5 T @ 32" ON -CENTER STUD TO LOWER FRAMING: MSTA24 OR CS16 STRAP @ 32" ON -CENTER (2)MS24 OR (2)CS16 STRAPS EACH END OF WALL SEGMENT FLOOR ELEV. H2.5T AT ROOF FRAMING ROOF FRAMING r, K K KING STUD TO LOWER FRAMING WOOD BEAM J (2)MSTA24 OR CS16 STRAPS CONVENTIONAL STRAPPING TO BEAM BELOW SCALE: 3/4" = V-0" �z » 2x4 MEMBERS: TYPICAL STUD NAILING: 0.131x3" END NAILS: (2) @ 2x4, (3) @ 2x6, (4) @ 2x8. 6"MAX. 6"MAX. SYP#2 DBL. 1�1 I TOP PLATE FASTEN ROOF TRUSS w/ UPLIFT CONN. LONG ENOUGH TO ENGAGE STUDS. DROPPED HEAD OR SILL PLATES FASTENER MINIMUM END EACH END 5 4'-4" FULL HEIGHT ANCHORING (1)2x4 HEADER TO JACK STUD TOE NAILS 5 6'-4" SYSTEM, PER PLAN -\ SPF #2 (5)12d TOE NAILS ------------------------ fl IF HIGH SIDE OF WALL SYP #2(1)A SIMPSON H2.5T TOP & BOT. OF CRIPPLE STUD ©32" O.C. MSTA24 STRAP SIDE OF EACH HEADER �0 (3)2x6 SYP #2 (1)A 5 IS A SHEARWALL, INSTALL IF HIGH SIDE OF WALL IS Q DBL. 2x BLOCKING IN A SHEARWALL FASTEN FIRST (2) STUDS SPACES (2)MSTA36 AT INS DE KING STUD TO LOWER FRAMING WOOD BEAM J (2)MSTA24 OR CS16 STRAPS CONVENTIONAL STRAPPING TO BEAM BELOW SCALE: 3/4" = V-0" �z » 2x4 MEMBERS: TYPICAL STUD NAILING: 0.131x3" END NAILS: (2) @ 2x4, (3) @ 2x6, (4) @ 2x8. 6"MAX. 6"MAX. SYP#2 DBL. 1�1 I TOP PLATE FASTEN ROOF TRUSS w/ UPLIFT CONN. LONG ENOUGH TO ENGAGE STUDS. 16d COMMON ' I I @ 8 ON-CENTE SYP#2 SOLE PLATE CONTINUOUS RIM BOARD TYPICAL HEADER NAILING: 0.131X3" TOE NAILS 2X6, 2x8 = (5) NAILS 2x10, 2x12 = (7) NAILS 9" LVL, 11" LVL = (7) NAILS 14" LVL, 16" LVL = (9) NAILS DROPPED HEAD WINDOW SILL SEE SCHEDULE 5/S4.1 FOR SILL SIZE AND CONNECTION EACH END 4'-0" MIN. SPLICE LENGTH w/ (16) 0.131x3" NAILS EVENLY SPACED SYP#2 HEADER, PER PLANS _ I� ROUGH OPENING, PER PLAN SILL PLATES 44""� 11 7 --------- t -T ------------- 17 --------------- r -1 ----------- TYPICAL TOP PLATE NAILING: FASTEN ALL TOP PLATES TOGETHER w/ (3) ROWS OF .131x3 @ 12" O.C. STAGGERED. 4'-0" MIN. WALL SHEATHING 1. USE SPF#2 OR BETTER FOR ALL WALL STUDS.. 2. USE SYP#2 FOR ALL TOP PLATES AND SOLE PLATES. 3. USE SYP#2 FOR ALL TOP HEADERS 4. ALL WALLS SHALL BE BALLOON FRAMED FULL HEIGHT TO ROOF OR FLOOR BEARING ELEVATION, U.O.N. ON PLAN. 5.) FASTEN BOTTOM PLATE OF INTERIOR LOAD BEARING WALLS TO CONCRETE SLAB w/16d MASONRY CUT NAILS @ 16" O.C. MINIMUM. SEE FOUNDATION PLAN ADDITIONAL ANCHORS AT SHEARWALLS AT TWO STORY CONDITIONS, PROVIDE SOLID BLOCKING WITHIN FLOOR SYSTEM AT ALL TYPICAL SOLE PLATE NAILING: UPPER LEVEL POSTS & JACK STUDS 0.131x3" TOE NAILS: (3) @ 2x4, (4) @ 2x6, (5) @ 2x8. BUILDEFv', MAY CHOOSE EITHER THE DROPPED HEADER CONDITION OR RAISED HEADER'' CONDITION -d do Id 4 •d. 4 d d 4d d q d 4. d 'd d d.. - d. d p . d d a 441 d d d a b¢ d d a d d d v 1. USE SPF#2 OR BETTER FOR ALL WALLS. 1 -ROWS OF 10d CMU WALL PROVIDE SOLID 2. ALL WALLS SHALL BE BALLOON FRAMED FULL HEIGHT TO COMMONS @ BLOCKING BELOW ROOF OR FLOOR BEARING ELEVATION, U.O.N. ON PLAN. 3" O.C. ACK STUDS 2 TYPICAL WALL FRAMING S4.1 SCALE: 3/4" = 1'-0" NOTES: 1. ALL BUILT-UP POST, HEADERS & BEAMS SHALL BE FASTENED PER 3/S4.1 2. TYP. CONNECTION AT STUD COLUMNS, JACK -TO -K NG ASSEMBLIES, CORNER POST, ETC. 3. SPECIFIED NAILING REQUIRED FOR EVERY PLY IN ADDITION TO (2) PLYS � I (3) ROWS 12d N X,-- A T 12" O.C. EA. SIDE. (3)ROWS OF 63/4" (3)ROWS OF 5" 2 -PLY TRUSSLOK TRUSSLOK ENGINEERED WOOD ENGINEERED WOOD FASTENERS @ 24"o c NAILS @ 4" O.C. ° ° (4) ROWS 12d AS SHOWN FASTENERS @ 24 o.c (3) ROW OF 10d AT 12" O.C. AS SHOWN 2x6 MEMBERS: NAILS @ 8" O.C. EA. SIDE. (2) ROW OF 1 O STAGGERED 4 -PLY NAILS @ 4" O.C. 3 -PLY STAGGERED 3 -PLY 14" LVIL AND GREATER 2x4 OR 2x6 POST 2x8 POST LESS THAN 14" BEAM 3 BUILT - UP MEMBER FASTENING S4.1 SCALE: 3/4" = V-0" LOCATE FULL HEIGHT ANCHOR ON SIDE OF 2x4 BLOCKING CORNER WHERE UPPER @24" O.C. FASTEN TOP PLATE OVER LAPS 6>> EACH END w/3 -10d TOENAILS STUD BELOW '' LOWER TOP 4-10d PLATE AT BREAK OVER LAP DOUBLE COMMONS TOP PLATES ORTHOGONAL VIEW WALL INTERSECTION OF CORNER CONDITIONS O � CORNER WALL INTERSECTION CONDITIONS CONDITIONS NOTES: 1. OVERLAP TOP PLATES AT CORNERS AND INTERSECTIONS 2. DENOTES 3"x0.131" GUN NAILS @ 6" O.C. VERTICAL 3. O DENOTES FULL HEIGHT ANCHOR, SEE PLAN 4. DENOTES SOLE PLATE ANCHOR, SEE SCHEDULE 5. CONTRACTOR MAY CHOOSE EITHER OPTION WHERE MULTIPLE OPTIONS ARE SHOWN FRAMED WALL CORNER AND INTERSECTIONS STUDS CONFIGURATIONS SCALE: 3/4" = 1'-0" ROUGH OPENING DROPPED HEAD OR SILL PLATES FASTENER MINIMUM END EACH END 5 4'-4" FULL HEIGHT ANCHORING (1)2x4 SPF #2 (4)1:2d FASTEN TOE NAILS 5 6'-4" SYSTEM, PER PLAN -\ SPF #2 (5)12d TOE NAILS ------------------------ fl IF HIGH SIDE OF WALL SYP #2(1)A Q 4 + (4)12d TOE NAILS S 12'-0" �0 (3)2x6 SYP #2 (1)A 5 IS A SHEARWALL, INSTALL IF HIGH SIDE OF WALL IS Q DBL. 2x BLOCKING IN A SHEARWALL FASTEN FIRST (2) STUDS SPACES (2)MSTA36 AT INS DE FACE OF SHEARWALL OR BEND AROUND ENDS AT NON-SHEARW LL. JACK AND KING PTUDS, -4 PER HEADER SC EDULE 16d COMMON ' I I @ 8 ON-CENTE SYP#2 SOLE PLATE CONTINUOUS RIM BOARD TYPICAL HEADER NAILING: 0.131X3" TOE NAILS 2X6, 2x8 = (5) NAILS 2x10, 2x12 = (7) NAILS 9" LVL, 11" LVL = (7) NAILS 14" LVL, 16" LVL = (9) NAILS DROPPED HEAD WINDOW SILL SEE SCHEDULE 5/S4.1 FOR SILL SIZE AND CONNECTION EACH END 4'-0" MIN. SPLICE LENGTH w/ (16) 0.131x3" NAILS EVENLY SPACED SYP#2 HEADER, PER PLANS _ I� ROUGH OPENING, PER PLAN SILL PLATES 44""� 11 7 --------- t -T ------------- 17 --------------- r -1 ----------- TYPICAL TOP PLATE NAILING: FASTEN ALL TOP PLATES TOGETHER w/ (3) ROWS OF .131x3 @ 12" O.C. STAGGERED. 4'-0" MIN. WALL SHEATHING 1. USE SPF#2 OR BETTER FOR ALL WALL STUDS.. 2. USE SYP#2 FOR ALL TOP PLATES AND SOLE PLATES. 3. USE SYP#2 FOR ALL TOP HEADERS 4. ALL WALLS SHALL BE BALLOON FRAMED FULL HEIGHT TO ROOF OR FLOOR BEARING ELEVATION, U.O.N. ON PLAN. 5.) FASTEN BOTTOM PLATE OF INTERIOR LOAD BEARING WALLS TO CONCRETE SLAB w/16d MASONRY CUT NAILS @ 16" O.C. MINIMUM. SEE FOUNDATION PLAN ADDITIONAL ANCHORS AT SHEARWALLS AT TWO STORY CONDITIONS, PROVIDE SOLID BLOCKING WITHIN FLOOR SYSTEM AT ALL TYPICAL SOLE PLATE NAILING: UPPER LEVEL POSTS & JACK STUDS 0.131x3" TOE NAILS: (3) @ 2x4, (4) @ 2x6, (5) @ 2x8. BUILDEFv', MAY CHOOSE EITHER THE DROPPED HEADER CONDITION OR RAISED HEADER'' CONDITION -d do Id 4 •d. 4 d d 4d d q d 4. d 'd d d.. - d. d p . d d a 441 d d d a b¢ d d a d d d v 1. USE SPF#2 OR BETTER FOR ALL WALLS. 1 -ROWS OF 10d CMU WALL PROVIDE SOLID 2. ALL WALLS SHALL BE BALLOON FRAMED FULL HEIGHT TO COMMONS @ BLOCKING BELOW ROOF OR FLOOR BEARING ELEVATION, U.O.N. ON PLAN. 3" O.C. ACK STUDS 2 TYPICAL WALL FRAMING S4.1 SCALE: 3/4" = 1'-0" NOTES: 1. ALL BUILT-UP POST, HEADERS & BEAMS SHALL BE FASTENED PER 3/S4.1 2. TYP. CONNECTION AT STUD COLUMNS, JACK -TO -K NG ASSEMBLIES, CORNER POST, ETC. 3. SPECIFIED NAILING REQUIRED FOR EVERY PLY IN ADDITION TO (2) PLYS � I (3) ROWS 12d N X,-- A T 12" O.C. EA. SIDE. (3)ROWS OF 63/4" (3)ROWS OF 5" 2 -PLY TRUSSLOK TRUSSLOK ENGINEERED WOOD ENGINEERED WOOD FASTENERS @ 24"o c NAILS @ 4" O.C. ° ° (4) ROWS 12d AS SHOWN FASTENERS @ 24 o.c (3) ROW OF 10d AT 12" O.C. AS SHOWN 2x6 MEMBERS: NAILS @ 8" O.C. EA. SIDE. (2) ROW OF 1 O STAGGERED 4 -PLY NAILS @ 4" O.C. 3 -PLY STAGGERED 3 -PLY 14" LVIL AND GREATER 2x4 OR 2x6 POST 2x8 POST LESS THAN 14" BEAM 3 BUILT - UP MEMBER FASTENING S4.1 SCALE: 3/4" = V-0" LOCATE FULL HEIGHT ANCHOR ON SIDE OF 2x4 BLOCKING CORNER WHERE UPPER @24" O.C. FASTEN TOP PLATE OVER LAPS 6>> EACH END w/3 -10d TOENAILS STUD BELOW '' LOWER TOP 4-10d PLATE AT BREAK OVER LAP DOUBLE COMMONS TOP PLATES ORTHOGONAL VIEW WALL INTERSECTION OF CORNER CONDITIONS O � CORNER WALL INTERSECTION CONDITIONS CONDITIONS NOTES: 1. OVERLAP TOP PLATES AT CORNERS AND INTERSECTIONS 2. DENOTES 3"x0.131" GUN NAILS @ 6" O.C. VERTICAL 3. O DENOTES FULL HEIGHT ANCHOR, SEE PLAN 4. DENOTES SOLE PLATE ANCHOR, SEE SCHEDULE 5. CONTRACTOR MAY CHOOSE EITHER OPTION WHERE MULTIPLE OPTIONS ARE SHOWN FRAMED WALL CORNER AND INTERSECTIONS STUDS CONFIGURATIONS SCALE: 3/4" = 1'-0" ROUGH OPENING DROPPED HEAD OR SILL PLATES FASTENER MINIMUM END EACH END 5 4'-4" N (1)2x4 SPF #2 (4)1:2d FASTEN TOE NAILS 5 6'-4" GUN NAILS (2)2x4 SPF #2 (5)12d TOE NAILS 8'-4" Q (3)2x4 SYP #2(1)A Q 4 + (4)12d TOE NAILS S 12'-0" �0 (3)2x6 SYP #2 (1)A 5 + (4)12d TOE NAILS SEE BELOW FOR BOX GIRTS REQUIRED BETWEEN WINDOWS IN TWO STORY CLEAR HEIGHT WALLS. KING & JACK STUDS SEE PLAN (6)12d TOE NAILS TOP & BOT SYP#2 HEADER, PER PLAN END ` F - FASTENER (2)12d TOE NAILS E.E. OPENING (MIN) HEAD OR SIL - PLATES SE SCHEDUL ROUGH OPN'G, PEE ARCH. JA 2x_ SPF T& w/ 12 d @ 8" 0. C. KING & (TYP) JACKS POR PLAN = SHEATHING cn UCONT. AT LTP4 ON Q GIRT/ ERT ICE, IF NO JOINT. JACK STUD 2x SPF RIPPED TO FIT ARCH. BOX BEAM BETWEEN WINDOWS DEPTH RE 'D. IN TWO STORY FRAMING SECTION A -A i6� WINDOW HEAD AND SILL FRAMING S4.1 BOUNDARY OF SHEATHING EXAMPLE OF PANE EDGE w/ BLOCKY\ WHERE REQUIRED E GENERAL NOTE NAIL SPACING A SUPPORTED EDGE GENERAL NOTE' EXAMPLE OF UNSUPPOF (UNBLOCKED) PANEL E (TYPIC NAILING TO INTERMEDI SUPPORT IS 6" O.C. tv (U SIMPSON HTT5 OR HDU5. FASTEN 26-10d COMONS O A TE -n C`LJC_A TLJIKI/1 TYPICAL P.T. PLATE 2x8 P, T. SYP#2 w/'/2 "I0 THREADED ROD DRILLED & EPDXIED w/ 8" EMBEDMENT AT 24" O.C. w/ 2x2xY8" PLATE WASHER. SHEATHING NAILING DETAIL SCALE: 3/4" = V-0" MIN ? PI Y EADED OXIED MIN 2 PLY STUD IN LIEU OF 2 STUDS ITS ACCEPTABLE TO SISTER A 36" LONG STUD FASTEN w/12 - 0.131x3" GUN NAILS SIMPSON DTT2Z ` W/8- )4%1 Y2" I SDS SCREWS Y2" THREADED ROD VEPDXIED 4" MIN OR Y2x6" TITEN HD HTT5 or HDU5 DTT2Z LTT20B 7 HOLD DOWN ATTACHMENT DETAIL S4.1 MIN 2 P Y STUD IN LIEU OF 2 STUDS ITS ACCEPTABLE N TO SISTER A 36" LON STUD FASTEN /12- 0.131 x3" GUN NAILS SIMPSON LTT20B Y2" THREADED ROD EPDXIED 4" MIN OR )2x6" TITEN HD JOB COPY Lou Potitigo and Assolciates, Inc. 420 Osceola Avenue Jax. Beach, Florida 32250 11h.242-0; 08 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 gkY,,y4xetaauuaaa a,aaeeaq,rrrrr �P N E % ��- 71 61 a e M - 0C 1:1-- 11 1 i s to p h'le 1- hristopher J Sabourin PE FLPE#71461 REVISIONS DATE I FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO 8 ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO 8 ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. GENERAL SECTIONS DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE EO.R. PLAN NAME ADDITION DESIGN/DRAWN/CHECKED CS / RD / LAP DATE 01.23.18 SCALE �S NOTED LI'A No. HAkl-18-00045 CONTROL No. SHEET X4.1 SHEET 11 of 14 m m w N �m z Q= U = Q Q m m U �0 ~ Z �Q Q GENERAL SECTIONS DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE EO.R. PLAN NAME ADDITION DESIGN/DRAWN/CHECKED CS / RD / LAP DATE 01.23.18 SCALE �S NOTED LI'A No. HAkl-18-00045 CONTROL No. SHEET X4.1 SHEET 11 of 14 FULL HEIGHT ANCHOR INSTALLATION CHART THREADED CONNECTION CALL OUT UPLIFT CONNECTOR o I A H2.5T @ 32" O.C. TOP & BCT SEE PLAN (1)MSTA24 STRAPS FULL HGT ANCHOR PER PLAN. ROD 0 WOOD PLATE HOLE CONCRETE HOLE 00 PLAN n i n 1/2 "0 O 2x2x'/8 „ 4" V V SOLE 3„ DOUBLE 5/8" FULL HT. PLATE FULL HT. TOP PLATE. 2Y2 ANCHOR 5/8 ANCHOR 3/'110 3x3x'/4" 7.5" 10" WALL STUD CONC 0 OR POST. CMU ELEVATION O � © FULL HT. ANCHOR AT SILL PLATE AT TOP PLATE FULL HEIGHT ANCHOR INSTALLATION CHART THREADED CONNECTION CALL OUT UPLIFT CONNECTOR 4 A H2.5T @ 32" O.C. TOP & BCT SEE PLAN (1)MSTA24 STRAPS FULL HGT ANCHOR PER PLAN. ROD 0 WOOD PLATE HOLE CONCRETE HOLE WASHER SPEC. EMBEDMENT DEPTH EDGE DISTANCE 3/8 1/2 "0 1/2 "w 2x2x'/8 „ 4" 4„ 2" 3„ 1/2 5/8" 9/16 0 3x3x'/4 6 6 2Y2 3 5/8 3/4"0 3/'110 3x3x'/4" 7.5" 10" 2Y2„ 3" CONC CMU CONC. CMU THREADED ROD INSTALLATION CHART FULL HEIGHT ANCHORING SPECIFICATIONS ANCHORING SYSTEM: THE THREADED ROD ANCHORING SYSTEM SHALL CONSIST OF %"0 A307 THREADED RODS, ORIENTED VERTICALLY AND ATTACHED TO THE FOUNDATION AND TO THE UPPERMOST PLATE AT THE LOCATIONS INDICATED IN THESE DOCUMENTS. ABOVE TOP PLATE, PROVIDE A 2"x 2"x Ys" STEEL WASHER. FASTEN WITH A NUT AND ALLOW AT LEAST 3 THREADS TO EXTEND ABOVE TIGHTENED NUT. (TYP.) ROD INSTALLATION: AT ALL PLATE PENETRATIONS, PROVIDE A HOLE IN THE PLATE %" LARGER THAN THE DIAMETER OF THE THREADED ROD USED. WHILE SINGLE CONTINUOUS RODS ARE PREFERRED, COUPLER (SIMPSON CNW OR EQUAL) MAY BE USED IN CASES WHERE ONE CONTINUOUS ROD IS UNFEASIBLE. THE ROD SHALL BE INSTALLED APPROXIMATELY CENTERED IN HOLE. RODS MAY BE SLANTED FROM TRUE VERTICAL BY A MAXIMUM OF 2 INCHES IN 10 FEET TO AVOID CONFLICTS WITH FLOOR AND WALL FRAMING. THE NUT ABOVE THE UPPERMOST PLATE SHALL BE SECURED OVER THE WASHER TO A SNUG -TIGHT CONDITION PLUS ONE-HALF TURN OF A STANDARD WRENCH (APPROXIMATELY 30 FT. -LBS. OF TORQUE). DUE TO SHRINKAGE AND COMPRESSION OF BUILDING CONTRACTORS SHALL RE -TIGHTEN NUT TO 30 FT. -LBS. OF TORQUE AFTER ALL TRADES ARE COMPLETE AND PRIOR TO INSULATION. EPDXY ANCHORING: ALL THREADED RODS SHALL BE DRILLED & EPDXY ANCHORED. SEE INSTALLATION CHART FOR EMBEDMENT AND EDGE DISTANCE REQUIREMENTS FULL HEIGHT WOOD FRAME WALL ANCHORING SYSTEM DECK JOIST SEE PLAN. UPSIDE DOWN_ LUS210 HANGER. BEAM, SEE PLAN SEE DETAIL 7/S4.0 FOR TOP PLATE TO MASONRY WALL CONNECTION. 6X6 SYP#2 P.T. POST. FASTEN POST TO MASONRY WALL w/ ABU66 & 5/8" ROD EPDXIED 8" MIN CANTILEVERED DECK SCALE: N.T.S. FASTEN ROOF FRAMING AND PONYWALL TO STUDS BELOW w/ CS16 @ 48"A O.0 w/12" OVERLAP. I 2x6 PONY WALL. FASTEN BOTTOM PLATE FASTEN TO EA JOIST w/3 -10d DECK JOIST SEE PLAN. � LUS210 HANGER, H3 STRAP MASONORY WALL, SEE PLAN. ROOF SHEATHING, SEE SPECS ON SO.0 2x8 SYP#2 BLOCKING. FASTEN THIS END OF FASTEN EACH END RAFTER TO BEAM w/(4)10d TOENAILS. w/H2.5T. BEAM, 2x8 SYP#2 ROOF SEE PLAN. RAFTERS @ 24" O.C. EXISTING H2.5T STRAP. % TTOOREMAIN. S j FASTEN EXISTING TRUSS TO NEW BEAM 2x6 SYP 2 \ w/ LUS210 HANGER. CEIOST LING 24 J 01 .C.-,\\ \ H2.5T LUS26 STRAP HANGER RIMBOARD NEW EXTERIOR STUD WALL, SEE PLAN. AL FRAMED ROOF SCALE: 3/4" = 1'-0" —may;,. ._..... . I I EXISTING EXTERIOR, - WALL TO BE I REMOVED. I IF TRUSS REACTION EXCEEDS 300lbs PROVIDE CRIPPLE STUDS DIRECTLY BENEATH TRUSS 0 C HEADER DOWN CONNECTION CONNECTION CONNECTION CALL OUT UPLIFT CONNECTOR 4 A H2.5T @ 32" O.C. TOP & BCT SEE PLAN (1)MSTA24 STRAPS FULL HGT ANCHOR PER PLAN. B B C D WHEN 2 JOTED S4.2 ROOF RAFTERS, SEE PLAN. UPSIDE DOWN_ HANGER. BEAM, SEE PLAN D HEADER TIE DOWN THIS DETAIL ONLY APPLIES WHEN NOTED ON PLAN FASTEN WALL TO BEAM BELOW PER DETAIL 1/S4.2. I LEDGER, SEE PLAN. -\ SEE DETAIL 7/S4.0 FOR TOP PLATE TOY HANGER. MASONRY WALL CONNECTION. H3 STRAP MAS NORY ;91ALL, SEE PLAN. 5 CANTILEVERED ROOF 4.2 SCALE: N.T.S. EXISTING DECK TO BE SHORTENED (CUT) AND FASTE ED TO NEW LE )GER/BEAM. SHEATH WALL TO BOTTOM OF BEAM PRIOR TO INSTALLING -\ LEDGER. FASTEN WALL TO BEAM BELOW PER DETAIL 1/S4.2. I EXISTING WALL -� TO REMAIN. 8 EXI TING DECK TO NEW BEAM S4.2 SCALE N.T.S. HEADER UP CONNECTION CONNECTION UPLIFT CONNECTOR CALL OUT 4 A LSTA18 @ 32" O.C. B SEE PLAN C (2)CS16 STRAPS D FULL HGT ANCHOR PER PLAN. NEW EXTERIOR WALL, SEE PLAN. NEW EXTERIOR WALL, SEE PLAN. FLOOR JOIST, SEE PLAN. EXISTING i EXTERIOR, i WALL TO BE REMOVED. I I I i I I I FLOOR JOIST, SEE PLAN. FASTEN EACH END w/ LUS210 HANGER. CONTRACTOR TO VERIFY BEAM SIZE AND CONTACT E.O.R. TV� EXISTING EXTERIOR, i WALL TO BE I I REMOVED. I I I I I I I LEDGER, SEE PLAN. BUILDER TO FURR LUS 10 DOWN CEILING. HANGER. EXISTING GIRDER TRUSS TO REMAIN. STUD WALL FRAMING SEE PLAN CMU WALL 9�1■II�TiAff� 2_ P.T. STUD FASTEN T CMU WALL W/ '/4"x3" TAPCONS 16" O.C. FRAME WALL TO CMU WALL XISTING TIMBER RAMED WALL 2x4 P.T. SPF#2 NEW STUD FASTEN TO EXISTING WALL FRAMING -\\-TIMBER FRAMED WALL W/ ' 4 "x4'/2 " LAG SCREWS @ 161' O.C. NEW TO EXISTING FRAME WALL WALL TO WALL CONNECTION DETAILS 2 / SCALE: 3/4" = V-0" EXISTING FLOOR TRUSS TO REMAIN UNCHANGED. —\—,. IY EXISTING BEAM TO BE RAISED. SIMPSON HU616 HANGER EACH TRUSS. TRUSS REPAIR CUT TRUSS TO LLOW NEW BEAM TO FIT AND PLACE NEW 2x4 SYP#2 SCRIBE IN BETWEEN TOP AND BOT. CHORD AT NEW TRUSS END. FASTEN EACH END w/ 3-10d TOENAILS. (TYPICAL) TRUSS REPAIR I 4" THICK x 4-0' WIDE FULL DEPTH 1 PLYWOOD GUSSET EA. SIDE OF TRUSS. LFASTEN TO TRUSS CHORDS AND SCRIBES w/0.131 x1Y2" @ 3" O.C. AND CONSTRUCTION �DHESIVE. STAGGER NAILS TO AVOID FOULING. 6 TRUSS REPAIR w/ RAISED BEAM S4.2 JOB COPY LOU Ponti3o and Associates, Inc. 420 Osceola Avenue Jax. BeAch, Florida 32250 11h. 242-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 /11 ylytlCP raq° VAER-.,,, 04 4K c,'� 1 oG = 4 0. 77 6 N SAT � • i A% s • • e•er s� N M N Christopher j SabOUrin PE FLPE#71461 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PO NTIGO ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE 1i4TENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO 6 ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. m m � N �m Z� w LL, � T I Q Q m m U �0 ~ Z Q Q GENERAL SECTIONS LSC ALE DIMENSIONS FROM AWINGS. IF A DIMENSION IS LEAR RR TO THE ECTURARAWINGS ORONTAC�EE E E.O.R PLAN NAME ADDITION DESIGN/(BRAWN/CHECKED CS RD / LAP DALE 01.23.18 SCALE AS NOTED IYA No. HAKI-18-00045 C1 NTROL No. SHEET S4.z SHEET 12 OF 1 4 HANDRAIL BY I BUILDER. I EXISTING FLOOR ___. . �—...._....._....,._._._.._W.........._ ., . _ TRUSSES TO FLOOR SHEATHING, -------- REMAIN. SEE SPECS ON S0.0 77/1 . . . . . . .... - - - - - BEAM, SEE I I ROOF SHEATHING, PLAN.SEE SPECS ON SLOPE CUT RAFTERS w/ SLOPE JOIST 4" „ PER FOOT SO.0 2 DROP END TO END FASTEN BEAM TO POST I BEAM SEE PLAN. w/(2)MSTA24 STRAP j DECK JOIST, LUS210 HANGER. SEE PLAN. (TYPICAL) I - LUS210 HANGER.i II 11 ROOF RAFTERS, (TYPICAL) i I LUS28 SEE PLAN. LUS28 LEDGER, HANGER. HANGER. FASTEN O SEE PLAN. I I I POSTw/(2)MSTA24 I LEDGER, j FASTEN TRUSS TO I STRAP. TYPICAL I I SEE PLAN. y TOP PLATE w/ H2.5T I (TYPICAL) WATER PROOFING BY BUILDER. I j j STRAP. j WATER PROOFING NOT WITHIN SCOPE I OF LOU PONTIGO & ASSOCCIATES. 6x6 SYP#2 P.T. POST. FASTEN I it THREADED ROD, SEE TO MASONRY COLUMN BELOWA I j IJ PLAN. w/ ABU66 & 5/$" ROD EPDXIED 8" MIN EXISTING WALL AND I 1 INTERIOR FLOOR FRAMING. 1 2x6 SPF#2 STUDS a I 16" O.C. FASTEN TOP AND BOT. w/ (3)10d HANDRAIL BY o TOENAILS. BULDER. I � p TOP OF PIER, SEE ARCH. I Iit 6x6 SYP#2 T0 MASONRYTCOLPOST. UMN BELOW i w/ ABU66 & 5/$" ROD 1 I o v . 1 I Ij EPDXIED 6" MIN II I I 2x6 P.T. SOLE PLATE. e EXISTING FLOOR I TRUSSES TO DECK BEYOND, i -- FLOOR SHEATHING, REMAIN. 1 d a ° SEE SPECS ON SO.0 SEE PLAN. ° C D .r C SLOPE JOIST 4" SEE FOUNDATION PER FOOT 1 SECTION CUT a CALLOUTS ON S1.0. (TYPICAL) MASONRY LUS210 HANGER. COLUMN SEE . LEDGER, --- - SEE PLAN. (TYPICAL) EXISTING DETAIL 5/S1.01. LEDGER, BEAM TO -- -- SEE PLAN. REMAIN. DECK w/ WOOD POST TO MASONRY POST. 2 ROOF OVER NEWLY FRAMED BATHROOM SCALE: N.T.S. S4.3 SCALE: N.T.S. JOB COPY Lou Ponti-o and Assojciates, Inc. I 420 Osceola Avenue Jax. Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 0. 1 �7' F Christopher J Sabourin PE FL, PE#71461 REVISIONS DATE i FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO E ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO B ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. GENERAL SECTIONS DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE EOR. PLAN NAME ADDITION DESIGN/DRAW N/CHECKED CS RD / LAP DATE 01.23.18 SCALL AS NOTED LPA No. HA{ 1-18-00045 CONTROL No. SHLE1 S4-.3 SHEET 13 OF 14 0 N M N r-1 m m w N :D m Z I w LL U 2Q Q m m U Z 0oQ Q GENERAL SECTIONS DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE EOR. PLAN NAME ADDITION DESIGN/DRAW N/CHECKED CS RD / LAP DATE 01.23.18 SCALL AS NOTED LPA No. HA{ 1-18-00045 CONTROL No. SHLE1 S4-.3 SHEET 13 OF 14 0 N M N r-1 i HANDRAIL BY BULDER. 18" LSL RIMBOARD. FLOOR JOIST, SEE PLAN. STRAP WALL TO FASTEN EACH END w/ -- FLOOR SHEATHING,—HEADER BELOW PER LUS210 HANGER. SEE SPECS ON SO.0 DETAIL 1/S4.2. m I BEAM, SEE PLAN. I' SLOPE JOIST 4" PER FOOT FASTEN BEAM TO POST w/(2)MSTA24 STRAP I DECK JOIST, SEE PLAN. LUS210 HANGER. (TYPICAL) 7- LUS210 HANGER. (TYPICAL) EXISTING BEAM LEDGER, TO REMAIN. SEE PLAN. BUILDER TO FURR DOWN WATER PROOFING BY BUILDER. CEILING. WATER PROOFING NOT WITHIN SCOPE POST, BEYOND SEE PLAN. OF LOU PONTIGO & ASSOCCIATES. NEW WALL, SEE PLAN. HANDRAIL BY HANDRAIL BY BULDER. BULDER. -�_ ..—.__ t STRAP WALL TO _ BEAM, BEAM BELOW PER SEE PLAN. DETAIL 1/S4.2.' -- UPSIDE /S4 2..UPSIDE DOWN f — M FASTEN EXISTING LUS28 HANGER. I---- -- FLOOR SHEATHING, FLOOR TRUSS TO �-- — BEAM w/ HANGER. BEAM, SEE I _._.._.. �._ SEE SPECS ON SO.O PLAN. i 2x_ BLOCKINGry FOR _ _._ SHEATHING NAILER. i Py SLOPE CUT DECK JOIST " PER FOOT I H3 0 EACH LUS210 HANGER. NEW BEAM TO BE SEE DE_IAIL 9/S4.0 (TYPICAL) PLACED AT END FOR TOP PLATE TO JOIST. — MASONRY WALL LEDGER, FL EXISTING CONNECTION. MASONRY WALL, SEE PLAN. FLOOR TRUSSES. SEE PLAN. rj- DECK w/ WOOD POST TO MASONWPOST. S4.4 SCALE: N.T.S. i JOB CONY i Lou Pontigo and Associates. Inc. 420 Osceola Avenue lax. [3eaCh, Florida 32250 Ph. 242-0 08 Fax. 241-9557 FL: CA # $344 SC: CA# 3579 i7 Christopher I SabOUrin PE FL PE#71461 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO a ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATfONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO 8 ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. 7m m N �m z > `L Q= = U Q Q m LU CO U ts �D ~ Z 0o J I- Q GENERAL SECTIONS DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION'S UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. PLAN NAME ADDITION DESIGN/DRAWN/CHECKED CS / RD LAP DATE 01.23.18 SCALE AS NOTED LPA No. HAKI-18-00045 CONTROL No. SHEET S4.4 SHEET 1 4 of 1 4