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42 11th ST - NEW HOME STRU. DRAWINGS DESIGN CODE: _______________ 2014 FLORIDA BUILDING CODE - RESIDENTIAL FOUNDATIONS:(CONTINUED) FORMWORK & SHORING: (CONTINUED) THE GEOTECHNICAL ENGINEER SHALL ACT AS THE OWNER'S REPRESENTATIVE AND SHALL MAKE OBSERVATIONS AND TESTS AS CONSIDERED FINAL SIGNED AND SEALED SHORING AND RESHORING DRAWINGS SHALL BE ISSUED TO THE ENGINEER OF RECORD FOR THE PROJECT AND THE DESIGN LOADS: ______________ ACTUAL AND UNIFORM NECESSARY FOR QUALITY CONTROL. WHERE FOUNDATIONS OR OTHER CRITICAL ELEMENTS ARE TO BE SUPPORTED ON ENGINEERED FILL, THRESHOLD BUILDING INSPECTOR FOR HIS USE TO INSURE COMPLIANCE WITH THESE DRAWINGS. NO FLAT SLAB SHALL BE STRIPPED AND F, 1[ P777 ROOF LOADING: (cd=1.25) CONTINUOUS OBSERVATIONS AND TESTS OF GRADING OPERATIONS SHALL BE MADE BY THE GEOTECHNICAL ENGINEER. ALL TESTS SHALL BE RESHORED UNTIL CONCRETE HAS ACHIEVED A MINIMUM OF 85% OF DESIGN STRENGTH AND 72 HOURS OF AGE. BASED ON THE LOWEST 20 psf PERFORMED IN ACCORDANCE WITH PROCEDURES SET FORTH IN THE CURRENT BOOK OF STANDARDS OF THE AMERICAN SOCIETY OF TESTING CONCRETE TEST. TOP CHORD LIVE LOAD ---------------------- AND MATERIALS (ASTM). TOP CHORD DEAD LOAD -____________________- 15 psf (FLAT ROOF) BOTTOM CHORD LIVE LOAD -___________________ 0 psf BOTTOM CHORD DEAD LOAD ___________________ 5 psf WHERE FILL IS REQUIRED, IT SHALL BE PLACED IN ACCORDANCE WITH INSTRUCTIONS OF THE PROJECT GEOTECHNICAL ENGINEER TO MAINTAIN CONCRETE MASONRY: 1-05/ASCE 6-05/TMS Lou Pontigo DESIGN BEARING PRESSURE. ALL MASONRY DESIGN AND CONSTRUCTION SHALL CONFORM TO ACI 530-05/ASCE 5-05/TMS 402-05 AND ACI 530. and FLOOR LOADING: (ed-1.00) 602-05. CMU SHALL BE IN ACCORDANCE WITH ASTM C90-75, HOLLOW LOAD-BEARING (CMU), TYPE 1, GRADE N-1, NORMAL WEIGHT, WITH A Associates, Inc. TOP CHORD LIVE LOAD (INTERIOR) -------------- 40 psf UNLESS SPECIFICAL Y NOTED AS "CANTILEVERED" ON PLAN OR DETAILS, WALLS RETAINING EARTH MUST BE SHORED CONTINUALLY PRIOR TO MINIMUM COMPRESSIVE STRENGTH OF 1900 PSI (f'm=1500 PSI). GROUT ALL CELLS CONTAINING VERTICAL REINFORCEMENT IN 5'-0" MAXIMUM - COMPLETION OF STRUCTURAL SLABS ON GRADES AND/OR ELEVATED SLABS HAVE BEEN PLACED. THE CONTRACTOR SHALL BE RESPONSIBLE LIFTS PROVIDE CLEANOUTS PER ACI 530.1-02 IN THE BOTTOM OF COURSE OF MASONRY WHEN THE WALL HEIGHT EXCEEDS 5'-0". 4200sceo a venue TOP CHORD LIVE LOAD (BALCONIES) -------------- 60 psf TOP CHORD LIVE LOAD (CORRIDOR) --------------- 100 psf FOR PROVIDING THE DESIGN, ADEQUACY, SAFETY, AND STABILITY OF TEMPORARY ERECTION BRACING AND SHORING. )ax. Beach, Florida Ph. TOP CHORD DEAD LOAD -___________________- 20 psf CONCRETE MASONRY UNITS SHALL BE NORMAL WEIGHT AND CONFORM TO ASTM C-90. LAY IN RUNNING BOND UNLESS NOTED OTHERWISE. F'M FL CA# 808 Fax. A#35 9 AD ________________ 0 psf BACKFILL AGAINST WALLS SHALL BE DEPOSITED EVENLY IN 8" TO 12" LIFTS AGAINST BOTH SIDES OF WALL UNTIL THE LOWER FINAL GRADE IS FL: CA# 8344 SC: # BOTTOM CHORD LIVE LO ____ P SHALL BE 1500 PSI (MIN. CMU COMPRESSIVE STRENGTH = 1900 PSI). COMPLETE TEST REPORTS THAT DOCUMENT MINIMUM COMPRESSIVE BOTTOM CHORD DEAD LOAD __-______-_-_____-_ 5'-psf REACHED. CONTRACTOR SHALL PROVIDE ADEQUATE BRACING OR SHORING FOR ALL WORK DURING THE CONSTRUCTION PERIOD. BACKFILL SHALL STRENGTH SHALL BE SUBMITTED TO THE BUILDING INSPECTOR. NOT BE PLACED AGAINST WALLS UNTIL THE WALLS HAVE ACHIEVED 75% OF SPECIFIED DESIGN STRENGTH. DEFLECTION CRITERIA: SHALL B CENTERED ABOUT COLUMN LINES UNLESS NOTED OTHERWISE. GROUT SHALL BE IN ACCORDANCE WITH ASTM C476 WITH A MINIMUM OF 28 DAY COMPRESSIVE STRENGTH OF 3000 psi PER ASTM C1019. �e��.•�®cam p,, ��y,,�� ROOF FRAMING: LIVE LOAD L/360 TOTAL LOAD L/240 FOOTINGS " " GROUT SHALL HAVE A MAXIMUM COURSE AGGREGATE SIZE OF 3/8 PLACED AT AN 8 TO 11 SLUMP. MORTAR SHALL CONFORM TO ASTM C270 �,•..��C� •••., f - 0, FLOOR FRAMING: LIVE LOAD L/480 & TOTAL LOAD L/360 & 0.75" MAX TOP OF FOOTING E EVATIONS PROVIDED ON DRAWINGS ARE FOR PURPOSES OF CONTRACT & SHALL BE ADJUSTED, AS REQUIRED, AT TIME OF AND TYPE M OR S. TYPE N MORTAR MAY BE USED IN BRICK VENEER. 14 c� •�.� ASCE 7/10) EXCAVATION TO BEAR ON PROPERLY PREPARED SUPPORT SUBGRADE (PER GEOTECHNICAL REPORT RECOMMENDATIONS OR FIELD DIRECTIVES OF JOINT REINFORCING - TRUSS TYPE, 9 GAUGE SPACED VERTICALLY AT 16" UNLESS NOTED OTHERWISE AND CONFORM TO ASTM A-82. WIND LOADING: '� 11 ( GEOTECHNICAL ENGINEER ON SITE) OR TO ADJUST FOOTING ELEVATIONS TO AVOID INFLUENCE BETWEEN FOUNDATIONS & BURIED PLUMBING. SEE BASIC WIND SPEED --- 130 MPH TYPICAL FOOTING- RENCH INFLUENCE DETAIL FOR SIMILAR REQUIREMENTS FOR INFLUENCE BETWEEN FOUNDATIONS & BURIED PLUMBING. DO00 IMPORTANCE FACTOR -_____________________- 1.00 NOT EMBED PIPING WITHIN OR PASS PIPING VERTICALLY OR HORIZONTALLY THROUGH ISOLATED FOOTINGS. VERTICAL REINFORCING IN CONCRETE MASONRY (AS REQUIRED) SHALL BE DOWELED INTO THE FOUNDATION AND EXTEND INTO THE BOND BEAM �0�;• AT OF ::• AT THE FLOOR OR ROOF. PROVIDE MIN. 4" X 4" OPENING AT U BLOCK FOR VERTICAL BAR. �-,, ��, ...,, ID � MEAN ROOF HEIGHT _______________________- 35 FT WHERE THE GEOTECHNICAL ENGINEER FINDS AN UNSTABLE CONDITION IS BEING CREATED, EITHER BY CUTTING OR FILLING, THE WORK SHALLL ROOF PITCH _____________________________ 6/12 PROVIDE REINFORCING IN CONCRETE MASONRY GROUTED CELLS AT EACH SIDE OF OPENING, EQUAL TO THE REINFORCING DISPLACED. MINIMUM NOT PROCEED IN AT AREA UNTIL AN INVESTIGATION HAS BEEN MADE AND THE GRADING PLAN REVISED. BUILDING CATEGORY -______________________- II REINFORCING SHALL BE (1) TYPICAL REINFORCEMENT BAR AT EACH SIDE UNLESS REINFORCED CONCRETE JAMB IS CALLED OUT. Luis A. Pontigo, PE FILL TO BE COMPA TED TO 95% OF MAXIMUM DENSITY AS DETERMINED BY ASTM D-1557. PLACE FILL IN LAYERS OF 8" THICK MAXIMUM & FL PE#53311 EXPOSURE CATEGORY _______________________- D UNDER THE DIREC SUPERVISION OF THE GEOTECHNICAL ENGINEER. FILL TO BE TESTED TO VERIFY COMPACTION AS REQUIRED BY THE PROVIDE JOINT REINFORCING AT 8" AT MASONRY BELOW GRADE, 2 ROWS AT 8" AT TOP AND BOTTOM OF OPENINGS, (EXTEND 24" EACH SIDE) ENCLOSURE CLASSIFICATION -__________________- ENCLOSED GEOTECHNICAL ENGINEER. AND 2 ROWS AT 8" AT BOND BEAMS. UNLESS NOTED OTHERWISE, WHERE MULTIPLE WYTHES OF CONCRETE MASONRY ARE CONSTRUCTED REVISIONS DATE INTERNAL PRESSURE COEFFICIENT -_______________ t .18 AND/OR WHERE ADDITIONAL WYTHES OF CONCRETE MASONRY ARE ADDED TO EXISTING WYTHES, EACH ADJACENT WYTHE SHALL BE TIED TO TESTS FOR DEGREE OF COMPACTION SHALL BE DETERMINED BY THE ASTM D-1556 OR ASTM D-2922 TEST METHODS. OBSERVATION AND THE NEXT WYTHE WITH TYPICAL JOINT REINFORCING (NEW CONSTRUCTION FOR BOTH WYTHES) OR POST-INSTALLED TIES APPROVED BY COMPONENTS & CLADDING ALLOWABLE PRESSURES FIELD TESTS SHALL. BE CARRIED ON DURING FILL AND BACKFILL PLACEMENT BY THE GEOTECHNICAL ENGINEER TO ASSIST THE CONTRACTOR IN ARCHITECT/ENGINEER (ADDITION TO EXISTING CONSTRUCTION) WITH SPACING/LOCATIONS MATCHING THE SPACING/LOCATIONS FOR TYPICAL OBTAINING THE REQUIRED DEGREE OF COMPACTION. IF LESS THAN 95 (U.O.N. IN SOILS REPORT) PERCENT IS INDICATED, ADDITIONAL JOINT REINFORCING DESCRIBED IN THE GENERAL., NOTES. TRIBUTARY INTERIOR EDGE STRIP (PSF): COMPACTION EFFOF SHALL BE MADE WITH ADJUSTMENT OF THE MOISTURE CONTENT AS REQUIRED COMPACTION IS OBTAINED. RETE OTTHEPROPER ELEVATION UNITS SHALL BE BELOW CONCRETE BEAMS OR BOND BEAMS AS REQUIRED IN ORDER TO GET CONTINUOUS BEAM OR AREA (sf) ZONE (PSF) 'a' - 4'-0" BONDBEAMS A 10 +31.0 -33.7 +31.0 -41.5 CAST-IN-PLACE C NCRETE: TO BE MIXED AND PLACED IN ACCORDANCE WITH ACI 301, ACI 506 & 506.2. ALL REINFORCED CONCRETE TO HAVE 28 DAY COMPRESSIVE ALL CELLS BELOW GRADE AND SLAB ON GRADE SHALL BE GROUTED. RELD ALTERATION 50 +27.7 -30.4 +27.7 -35.0 STRENGTHS AS FOLLOWS: CONTRACTOR SHALL CONTACT LOU HORIZONTAL BEAMS, BOND BEAMS AND REINFORCING SHALL BE DISCONTINUOUS AT CONTROL JOINTS. PONTIGoB ANY PRM ALFIELO MAKING ANY STRUCTURAL FIELD 100 +26.4 -29.0 +26.4 -32.2 ALL STRUCTURAL ELEMENTS f'c = 4000 PSI UNLESS NOTED OTHERWISE. MODIFICATIONS WHICH MAY •COLUMNS & WALLS: f'c = 4,000 PSI 16" DEEP BOND BEAMS MAY BE CONSTRUCTED OF 8" U BLOCK BELOW AND 8" STANDARD BLOCK ABOVE WITH BREAK AWAY TOP PART OF CONROM TRUCTIOHE NTO UME TS. NY CONSTRUCTION DOCUMENTS.ANY FIELD ALTERNATIONS MADE PRIOR TO -BEAMS & S ABs: f'c = 4,000 PSI WEB. BEING APPROVED BY LOU PONTK-O 8 ASSOCIATES MAY RESULT IN OR • COMPONENT & CLADDING WALL ELEMENTS SHALL BE DESIGNED FOR BOTH POSITIVE AND NEGATIVE PRESSURES •AUGERCAST PILES: f'c = 5,000 PSI SEE ARCHITECTURAL DRAWINGS FOR LAYING MASONRY AND LOCATION OF OPENINGS. ARCHITECT SHALL BE RESPONSIBLE FOR THE DESIGN OF SHOWN IN TABLE ABOVE. •BREAK-AWA SLAB-ON-GRADE: fADD`r� ENG IN 'c = 3,000 PSI • ALL FLASHING. LINEAR INTERPOLATION IS PERMISSIBLE. • PLUS = PRESSURE AND MINUS = SUCTION. ALL CONCRETE MIX DESIGN SUBMITTALS SHALL INCLUDE A WRITTEN DESCRIPTION INDICATING WHERE EACH PARTICULAR MIX IS TO BE PLACED " • THE DISTANCE 'a' FROM OUTSIDE CORNERS OF BUILDING SHALL BE DESIGNED FOR EDGE STRIP PRESSURES. WITHIN THE STRUC URE. FACE SHELLS OF BED JOINTS SHALL BE FULLY MORTARED. WEBS SHALL BE FULLY MORTARED IN ALL COURSES OF PILASTERS, PIERS, • DESIGN OF WINDOWS/DOORS FASTENING TO THE WALL FRAMING IS THE RESPONSIBILITY OF THE WINDOW/DOOR COLUMNS, IN THE STARTING COURSE ON .FOUNDA T IONS WHERE ADJACENT CELLS/CAVITIES ARE TO BE GROUTED, & WHERE OTHERWISE NOTED. MANUF./SUPPLIER & SHALL MEET THE ABOVE NOTED POSITIVE AND NEGATIVE PRESSURES. UNLESS NOTED OT ERWISE, NORMAL WEIGHT CONCRETE (145 PCF) SHALL BE USED WITH 3/4" MAX. (ELEVATED) OR 1" MAX. (SLAB-ON-GRADE COARSE AGGREGATE CONFORMING TO ASTM C 33. SHOP DRAWINGS PROTECT FRESHLY POURED CONCRETE FROM PREMATURE DRYING AND EXCESSIVE COLD AND HOT TEMPERATURES. START CURING AS SOON AS DESIGN OF PRE-ENGINEERED SYSTEMS SPECIFIED IN THE CONTRACT DOCUMENTS WHICH ARE DESIGNED/ENGINEERED BY OTHERS IS THE SOLE GENERAL NOTES: ECT THESE CONTRACT DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE FREE WATER HAS DISAPPEARED FROM THE CONCRETE SURFACE AFTER PLACING AND FINISHING. ALL CURING PROCEDURES TO FOLLOW ACI RESPONSIBILITY OF THE DELEGATED ENGINEER. SUBMITTALS OF SUCH SYSTEMS SHALL BE SEALED BY AN ENGINEER LICENSED IN THE PROD CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE, WORKERS AND OTHER PERSONS DURING 308. STATE. CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT ARE NOT LIMITED TO, MEANS AND METHODS, BRACING, SHORING, FORMS, SCAFFOLDING, GUYING OR OTHER MEANS TO AVOID EXCESSIVE STRESSES AND TO HOLD STRUCTURAL ELEMENTS IN PLACE DURING CONSTRUCTION. PROTECT CONCRETE FROM DAMAGE AND REDUCED STRENGTH CAUSED BY FROST, FREEZING ACTIONS AND LOW TEMPERATURES IN COMPLIANCE STRUCTURAL DRAWINGS INDICATE TYPICAL AND CERTAIN SPECIFIC CONDITIONS ONLY. SHOP DRAWINGS SHALL DETAIL ALL CONDITIONS IN OBSERVATION VISITS TO THE SITE BY THE STRUCTURAL ENGINEER OR STRUCTURAL OBSERVERS SHALL NOT INCLUDE INSPECTION OF THE ABOVE WITH ACI 306. ACCORDANCE WITH SPECIFIED STANDARDS AND THE SPECIFIC REQUIREMENTS OF THIS PROJECT AS INDICATED IN THE PROJECT DOCUMENTS. ITEMS. PROTECT CONCRETE FROM DAMAGE AND REDUCED STRENGTH CAUSED BY HIGH TEMPERATURES IN COMPLIANCE WITH ACI 305. UNIFORMLY COOL THE CONTRACTOR SHALL SUBMIT, AS REQUIRED, PRINTS OF SHOP DRAWINGS FOR ALL FABRICATED MATERIALS TO ARCHITECT FOR TYPICAL DETAILS AND NOTES ON THESE SHEETS SHALL APPLY UNLESS SPECIFICALLY SHOWN OR NOTED OTHERWISE. CONSTRUCTION DETAILS . WATER AND AGGREGATES BEFORE MIXING TO OBTAIN A CONCRETE MIXTURE TEMPERATURE OF NOT GREATER THAN 90 DEGREES FAHRENHEIT AT NOT FULLY SHOWN OR NOTED SHALL BE SIMILAR TO DETAILS SHOWN FOR SIMILAR CONDITIONS. ALL WORK, MATERIALS AND CONSTRUCTION POINT OF PLACEM NT. REVIEW OF SHOP DRAWINGS BY THE ARCHITECT/ENGINEER DOES NOT RELIEVE THE CONTRACTOR OF THE SOLE RESPONSIBILITY FOR ERRORS SHALL COMPLY WITH ALL APPLICABLE BUILDING CODES, REGULATIONS AND SAFETY REQMT'S. AND OMISSIONS ASSOCIATED WITH THE PREPARATION OF THOSE SHOP DRAWINGS. WHERE NEW CONCRETE IS TO BE POURED ONTO EXISTING CONCRETE, ROUGHEN AND CLEAN SURFACE OF THE ADJOINING AREA AND COAT WITH FOR CLARITY, ALL OPENINGS MAY NOT BE SHOWN ON DRAWINGS. SEE ALSO ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING PLANS. SIKADUR 32 HI-M DOR AN APPROVED BONDING AGENT. 'SkiOP DRAWINGS REQUIRING A SPECIAL ENGINEERING DESIGN BY THE FABRICATOR SHALL BE STAMPED BY A REGISTERED ENGINEER OF RECORD IN THE STATON WILL OCCUR BEFORE SUBMITTING FOR REVIEW BY THE ARCHITECT/ENGINEER. ALL OPENINGS AND PENETRATIONS SHALL BE LOCATED AND VERIFIED BY ALL TRADES FROM DRAWINGS MADE BY THEM. CONTRACTOR SHALL TS ,fiCON� NOT PROCEED WITH ANY WORK SHOWN ON DRAWINGS IF IN CONFLICT UNTIL RECEIVING CLARIFICATION FROM ARCHITECT. FOR FRAMING AT NO ADDITIONAL WATER SHALL BE ADDED TO THE CONCRETE AT THE JOB SITE. STRUCTURAL DETAILS. COMPLETE SHOP DRAWINGS FOR CONSTRUCTION OF ALL APPLICABLE SPECIALTY ITEMS INCLUDING, BUT NOT LIMITED T0, PRECAST CONCRETE, OPENINGS, SEE TYPICAL SEE ARCHITECTURAL, ELECTRICAL, MECHANICAL, FIRE PROTECTION AND PLUMBING DRAWINGS FOR DRIPS, CHAMFERS, REGLETS, SLOTS, SLEEVES, CURTAIN WALL GLAZING SYSTEMS, LIGHT GAGE STEEL FRAMING, ORNAMENTAL GUARDRAILS, SKYLIGHTS, AND STAIRS SHALL BE SEALED AND w WHERE A DETAIL, TYPICAL DETAIL, SECTION, TYPICAL SECTION OR PLAN NOTE IS SHOWN FOR ONE CONDITION IT SHALL APPLY FOR ALL RUSTICATIONS, INSERTS ANCHORS AND OTHER EMBEDDED ITEMS NOT NOTED ON STRUCTURAL DRAWINGS. CONTRACTOR SHALL BE RESPONSIBLE SIGNED BY A PROFESSIONAL ENGINEER t#CENSED' IN THE STATE IN WHICH THIS BUILDING SHALL BE CONSTRUCTED AND SHALL BE AVAILABLE Q AR OR LIKE CONDITIONS UNLESS OTHERWISE NOTED. FOR COORDINATING & PLACING ALL EMBEDDED ITEMS SHOWN ON DRAWINGS & ADDITIONAL ITEMS NOTED IN THIS NOTE, AS REQUIRED BY AT THE JOB SITE DURING TIMES OF INSPECTION. w SIMIL OTHER TRADES. M THE OWNER WILL NOT PAY FOR ADDITIONAL,CHARGES DUE TO RE-DETAILING FEES ASSOCIATED WITH A THREE-DIMENSIONAL DETAILING W T DOCUMENTS INCLUDE, BUT ARE NOT LIMITED TO, THE STRUCTURAL DOCUMENTS (DRAWINGS AND SPECIFICATIONS), BUT DO NOT OTHER TRADES ARE TO BE COORDINATED W/ARCH. & MECH. DWGS., AND ARE SUBJECT TO STRUCTURAL PROGRAM. THE DETAILER SHALL ESTIMATE AI 'D INMDE ANY COSTS IN THE BASE BID ASSOCIATED WITH RE-DETAILING FEES AS A RESULT OF w CONTRACT ALL OPENINGS REQUIRED BY 0 INCLUDE SHOP DRAWINGS, VENDOR DRAWINGS, OR MATERIAL PREPARED AND SUBMITTED BY THE CONTRACTOR. Q ENGINEERING APPROVAL. CHANGES AND/OR REVISIONS MADE TO THE SHOP DRAWINGS DURING THE SHOP DRAWING REVIEW. DOCUMENTS SHALL GOVERN IN THE EVENT OF A CONFLICT WITH THE CODE QF PRACTICE OR SPECIFICATIONS OF ACI, PCI, AISC, SJI NFORCED WITH THE EXCEPTION OF SMALL OPENINGS AND/OR SLEEVES CONTRACT DOCU REQUIREMENT SHALL GOVERN. ALL OPENINGS IN CONCRETE SLABS SHALL BE LOCATED, SIZED .AND REI ( / ENGINEER SHALL BE FOR CONFORMANCE WITH CONTRACT DOCUMENTS WITH REGARD TO THE ARRANGEMENT AND SIZES OF MEMBERS SHOWN ON (n OR OTHER STANDARDS. WHERE A CONFLICT OCCURS WITHIN THE CONTRACT DOCUMENTS;- IjSTRICTEzST Q OF A SIZE THAT ILL NOT DISPLACE OR INTERRUPT THE CONTINUITY OF" THE REINFORCING) AS SHOWN ON RESPECTIVE FLOOR PLANS AND THE STRUCTURAL CONTRACT DOCUMENTS ANO THE .DELEGATED ENGINEER INTERPRETATION OF THE DESIGN INFORMATION INCLUDED IN THE w Z TO THE REFERENCED BUILDING CODE. - _ DETAILS. ALL OPE INGS IN SLAB LESS THAN 10" SHALL BE COORDINATED WITH ARCHITECTURAL & MEP DRAWINGS AND ARE SUBJECT TO CONTRACT DOCUMENTS. SUCH REVIEW BY THE., �IRUCTURAL ENGINEER SHALL NOT IMPLY ANY RESPONSIBILITY FOR THE ACTUAL DESIGN OF MATERIAL, WORKMANSHIP, AND DESIGN SHALL CONFORM L.G. STRUCTURAL ENGI EER'S APPROVAL. ANY ALTERATIONS REQUIRE APPROVAL OF THE STRUCTURAL ENGINEER. (SEE TYPICAL SLAB OPENING SUCH SYSTEMS. CONTRACTOR HAS FULL REONS'IBILITY FOR DIMENSIONAL ACCURACY AND CONFORMANCE WITH THE INFORMATION CONTAINED IN THE CONTRACT DOCUMENTS. THE GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND SITE CONDITIONS AND NOTIFY ARCHITECT OF ANY DISCREPANCIES PRIOR TO DETAIL). DIMENSIONS NOT SHOWN ON STRUCTURAL DRAWINGS, SEE ARCHITr_�TURAL DRAWINGS. DO NOT SCALE FOR PROCEEDING WITH WORK. FOR DIM SEE GENERAL NOTES FOR DESIGN CRITERIA AND ADDITIONAL REQUIREMENTS. FOOTINGS, HOLDDOWNS, FASTENERS, ETC. INDICATED WITHIN WHICH w WN ON DRAWINGS. SEND WRITTEN REQUEST FOR INFORMATION TO THE ARCHITECT FOR DIMENSIONS NOT PROVIDED. DEFECTIVE AREA IN CONCRETE INCLUDING, BUT NOT LIMITED T0, HONEY-COMBING, SPALLS, AND CRACKS WITH WIDTHS EXCEEDING 0.01 INCH DIMENSIONS NOT SHO J SUPPORT APRE-ENGINEERED ITEM ARE PRELIMINARY AND SUBJECT TO CHANGE AFTER .REVIEW OF THE PRE-ENGINEERED SHOP DRAWINGS. ALL DIMENSIONS AND ELEVATIONS SHOWN ON STRUCTURAL DRAWINGS SHALL BE VERIFIED WITH ARCHITECTURAL `DRAWINGS. RESOLVE ALL SHALL BE REPAIR D. EXTENT OF DEFECTIVE AREA TO BE DETERMINED BY THE STRUCTURAL ENGINEER. THESE SHOP DRAWINGS SHALL ALSO BE SUBMITTED TO THE BUILDING DEPT. AS A DEFERRED SUBMITTAL TO THE PERMIT DOCUMENTS. RT OF CONSTRUCTION. DO NOT SCALE DRAWINGS COORDINATE THE STRUCTURAL DOCUMENTS O DISCREPANCIES WITH ARCHITECT PRIOR TO STA w TURAL MECHANICAL, ELECTRICAL, PLUMBING AND CIVIL DOCUMENTS. ARCHITECT/STRUCTURAL ENGINEER SHALL BE NOTIFIED CONCRETE REINFORCING WITH THE ARCHITECTURAL, MM OF ANY DISCREPANCY OR OMISSION. REINFORCING STEEL AND ACCESSORIES SHALL BE DETAILED IN ACCORDANCE WITH ACI 315-99 (MANUAL OF STANDARD PRACTICE FOR DETAILING W METHODS TECHNIQUES, SEQUENCES, AND PROCEDURES OF CONSTRUCTION. CONTRACTOR REINFORCED CONCRETE STRUCTURES) AND CRSI MSP2-01 (MANUAL OF STANDARD PRACTICE). (IBC 2009: CRSI MANUAL OF STANDARD T CONTRACTOR HAS SOLE RESPONSIBILITY FOR MEANS, HAS SOLE RESPONSIBILITY FOR THE DESIGN, ADEQUACY, AND SAFETY OF ERECTION BRACING, SHORING, TEMPORARY SUPPORTS. CONTRACTOR PRACTICE, 28TH EDITION) HAS SOLE RESPONSIBILITY TO COMPLY WITH ALL OSHA SAFETY REGULATIONS FOR ITS EMPLOYEES. REINFORCING STEL SHALL CONFORM TO ASTM A-615, GRADE 60 CLASS ��I3t�� CASE 1 TENSION 44 NO STRUCTURAL CHANGE FROM THE APPROVED PLANS AND SPECIFICATIONS SHALL BE MADE IN THE FIELD UNLESS ITTENTHEAPPROVAL IS OR. (UNLESS NOTED THERWISE). SPLICES IN INCHES OBTAINED PRIOR TO MAKING SUCH CHANGE. CHANGES WITHOUT THE WRITTEN APPROVAL SHALL BE THE RESPONSIBILITYUNLESS NOTED OTHERWISE, CONCRETE COVER FOR REINFORCING STEEL THE CONDITION SHALL BE REPAIRED OR REPLACED AS DIRECTED. SHALL BE AS FOLLOWS: BAR f'c = 3000 psi f'c = 4000 psi f'c = 5000 psi THE MECHANICAL CONTRACTOR SHALL COORDINATE INSTALLATION OF THE REQUIRED INSERTS WITH THE GENERAL CONTRACTOR. REFER TO ALL TOP ALL TOP ALL TOP a MECHANICAL DRAWINGS FOR SUPPORT STRUCTURES AND INSERTS. THE MECHANICAL CONTRACTOR SHALL FURNISH ALL NECESSARY STRUCTURES 1. CONCRETE CAST AGAINST EARTH ----------------- 3" SIZE EQUIPMENT, ---- OTHERS BARS OTHERS BARS OTHERS BARS FOR MECHANICAL EQ , HANGING DEVICES AND INSERTS FOR INSTALLATION OF MECHANICAL EQUIPMENT. 2. FORMED CONCRETE EXPOSED TO EARTH OR WEATHER 2" # 3 21 28 18 F�24 17 22 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 3. WALLS ---- ---------------------------- 3/4 # 4 28 37 25 22 29 PROVIDED 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 4. COLUMNS BEA S (TO MAIN REINF. 1 1/2" # 5 36 46 31 40 28 36 / ) ---------------- MISCELLANEOUS FRAMING AS REQUIRED FOR SLAB OPENING ADJUSTMENTS, SLAB EDGE SUPPORTS, RAIL SUPPORTS AND HOIST BEAM # 6 43 56 37 48 33 43 SUPPORTS, AS REQUIRED. CONTRACTOR SHALL COORDINATE WITH ARCHITECT FOR ALL REQUIRED ADJUSTMENTS AS NOTED AND SHALL BE STRUCTURAL DRAWING INDEX RESPONSIBLE FOR COSTS ASSOCIATED WITH ANY REQUIRED ADJUSTMENTS NOTED ABOVE FOR INSTALLATION OF ELEVATOR(S) AT NO SPLICES IN REINFORCEMENT, WHERE PERMITTED SHALL BE AS FOLLOW: # 7 62 81 54 70 48 63 ADDITIONAL COST TO OWNER. 1. WELDED WIRE MESH -------------------------- g" # 8 71 93 62 80 55 72 # 9 80 104 70 90 62 81 MATERIAL SPECIFICATIONS: 2. ALL OTHERS ----------------------------- CLASS "B" ANCHOR BOLTS & THREADED ROD: SHALL BE IN ACCORDANCE WITH ASTM A 307 OR ASTM F1554 GRADE 36. TENSION, CASE "1" # 10 90 118 78 102 70 91 QT WIRE ROPE: GALVANIZED "AIRCRAFT" DESIGNED 7x19, 270KSI WIRE ROPE. MINIMUM U.O.N. PERMIT WASHERS: SHALL BE IN ACCORDANCE WITH ASTM A500 (GRADE B). (SEE CHART) # 11 100 131 87 113 78 101 NUTS: SHALL BE IN ACCORDANCE WITH ASTM A 563 GRADE A HEX. `nC° METAL CONNECTORS: ALL METAL CONNECTORS WHICH ARE EXPOSED TO EXTERIOR SHALL BE GALVANIZED. SUBMIT SHOP DRAWINGS WHICH ADEQUATELY DEPICT THE REINFORCING BAR SIZES AND PLACEMENT. WRITTEN DESCRIPTION OF REINFORCEMENT U) `� SET RETROFIT REBAR/ROD INSTALLATION.• MBEDMENT OF RODS OR REBAR DOWELS SHALL BE 12 BAP. DIAMETER MINIMUM, HOLES SHALL BE 1/4" WITHOUT ADEQU TE SECTIONS, ELEVATIONS AND DETAILS IS NOT ACCEPTABLE.E11-1 LARGER THAN REBAR SIX AND 1/s" LARGER THAN THREADED ROD SIZE. (U.O.N.) EPDXY: RED HEAD EPC ON G5. ALL WELDED REINFORCING STEEL SHALL CONFORM TO ASTM A-706, GRADE 60, AND BE USED ONLY WITH PRIOR PERMISSION FROM THE UJ REINFORCING STEEL: SHALL BE ASTM A615, GRADE 60. STRUCTURAL EN (NEER. STRUCTURAL STEEL: SHALL BE ASTM A992, GRADE 50. rL ALL TENSION SP ICES, INCLUDING SPLICES FROM BARS LABELED CONTINUOUS, SHALL CONFORM TO ACI 318-11. SPLICES SHALL BE CLASS B IN DESIGN WELDED WIRE FABRIC (WWF): SHALL BE ASTM A185. w w ACCORDANCE WITH ACI 318, UNLESS NOTED OTHERWISE. REINFORCEMENT SHALL BE SPLICED ONLY AT LOCATIONS SHOWN OR NOTED IN THE o a- STRUCTURAL DOCUMENTS, EXCEPT REINFORCEMENT MARKED "CONTINUOUS" CAN BE SPLICED AT LOCATIONS DETERMINED BY CONTRACTOR. ENTIRE SET SUBMITTED • • CRITERIA FOUNDATIONS: SPLICES AT OTHER LOCATIONS SHALL BE APPROVED IN WRITING BY THE STRUCTURAL ENGINEER. (FBC 2010: ACI 318-08) ASSOCIATES (LPA). LPA HAS DESIGNED A PILE SUPPORTED FOUNDATION WITH S0.0 DESIGN CRITERIA & GENERAL NOTES • AND A SOILS REORT W CAST PILES PROVIDED WI TA LOU POTPENOGTH OF5000PSI. (LPA)HAS ASSUMED THE AUGER CAST PILES TO HAVE ,A CAPACITY WELDED WIRE REINFORCEMENT SHALL CONFORM TO ASTM A-185 AND BE LAPPED TWO FULL PANELS, TIED ON EACH SIDE AND SHALL BE S0.1 GENERAL NOTES • 14" DIAMETERGENERAL OF 40 TONS IN COMPRESSION, 18 TONS IN TENSION AND 5 KIPS IN SHEAR. THE PILE DEPTH HAS BEEN ASSUMED TO BE -16.00 NAVD. LONGITUDINALIEFR T SHEETS. NG BARS IN FOOTINGS SHALL BE PLACED CONTINUOUS AT CORNERS AND INTERSECTIONS. S1.0A PILE LAYOUT PLAN • S1.0B SLAB DIMENSION PLAN • NOTES IT IS THE RESPONSIBILITY OF THE CONTRACTOR/OWNER TO HIRE A GEOTECHNICAL ENGINEER TO VERIFY PILE CAPACITY AND PILE DEPTH. THE MAY BE MODIFIED AFTER A GEOTECHNICAL INVESTIGATION IS PERFORMED. FOR EVERY VERTICAL OR HORIZONTAL BAR DISCONTINUED BY AN OPENING, ONE BAR (MIN. OF 2 BARS) SHALL BE ADDED © SIDE OF OPENING S1.0 FOUNDATION PLAN • FOUNDATION (HALF TO EACH IDE - TYPICAL). FILE COPT( S1.1 FOUNDATION DETAILS • DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS.IF A DIMENSION IS ER ALL AUGER PILE REINFORCEMENT SHALL HAVE A MINIMUM CONCRETE COVER OF 2" TO THE #3 TIES. UNCLEARREFHEEOTHE PROVIDE CORNER BARS AT ALL CONTINUOUS REINFORCING BARS AT ALL MEMBERS (FOUNDATIONS, WALLS, SLABS, BEAMS & OTHER MEMBERS). S1.2 POOL SECTIONS AND MISC. DETAILS • ARCHr>EcruRALDRAWINGSOR S1.3 FRANGIBLE RETAINING WALL DETAILS • CONTACT THEE.O.R AUGER PILE PLACEMENT TOLERANCE: PLUS OR MINUS 2 INCHES. PROVIDE DOWELS FROM FOUNDATIONS, THE SAME SIZE & NUMBER AS THE VERTICAL WALL OR COLUMN REINFORCING, UNLESS NOTED OTHERWISE. S2.0 FIRST LEVEL WALL FRAMING PLAN PLAN NAME BELIEFS RESIDENCE THE CONTRACTOR SHALL ENGAGE THE SERVICE OF A FLORIDA REGISTERED PROFESSIONAL ENGINEER OR AN APPROVED TESTING AGENCY TO S2.1 SECOND FLOOR FRAMING PLAN SUPERVISE AND CERTIFY THAT THE PILE INSTALLATION COMPLIES WITH THE DESIGN REQUIREMENTS. RECORDS OF THE REINFORCING FOR EACH ALL DOWELS AN TERMINATING BARS SHALL HAVE A STANDARD 90 DEGREE HOOK. I DESIGN/DRAWN/CHECKED PILE; EACH INDIVIDUAL PILE DEPTH AND QUANTITY OF CONCRETE GROUT VOLUME INSTALLED FOR EACH PILE; TOTAL NUMBER OF INSTALLED S3.0 . SECOND LEVEL WALL FRAMING PLAN L �°� � 1 cs KJL /LAP PILES; TOTAL LENGTH OF INSTALLED PILES; TOTAL CALCULATED CONCRETE GROUT VOLUME FOR ALL OF THE PILES; ACTUAL TOTAL CONCRETE ALL HORIZONTAL REINFORCING SHALL BE CONTINUOUS THROUGH CONTROL AND/OR CONSTRUCTION JOINTS AND AROUND CORNERS. S3.1 THIRD FLOOR FRAMING PLAN T DATE IT 03-16-2016 GROUT VOLUME INSTALLED FOR ALL OF THE PILES; AND DEVIATION OF EACH PILE FROM THE SPECIFIED LOCATION SHALL BE KEPT AND S4.0 THIRD LEVEL WALL FRAMING PLAN OF RECORD UPON COMPLETION OF THE AUGER PILE WORK. SHORING: (; I PELT g' SCALE SUBMITTED TO THE ENGINEER FORMWORK BE DESIGNED BY A FLORIDA REGISTERED ENGINEER IN ACCORDANCE WITH ACI 301 & 347 S4.1 . ROOF FRAMING PLAN �'`� THE FORM AND SHORING SYSTEM SHALL AS NOTED FOUNDATION PLAN ONLY CONVEYS STRUCTURAL INFORMATION. FOR GENERAL FEATURES, CONDUITS, ELECTRICAL EMBEDS, STEP HEIGHTS, ETC., "RECOMMENDED RACTICE FOR CONCRETE FORMING". S5.0 � WOOD FRAMING DETAILS TRUSS�D. SEE ARCHITECTURAL PLANS. DO NOT SCALE FOOTING DIMENSIONS AND LOCATIONS FROM THE FOUNDATION PLAN. IF FOOTING SIZE OR LAN THEN CONTACT THE STRUCTURAL ENGINEER.. S5.1 WOOD FRAMING DETAILS REVIEWED FOR CODE COMPLIANCE LOCATION IS NOT DETERMINED ON P SHORING AND R -SHORING PLANS MUST BE SIGNED AND SEALED BY A FLORIDA REGISTERED ENGINEER AND SUBMITTED WITH CALCULATIONS. S5.2 WOOD FRAMING DETAILS CITY OF ATLANTIC BEACH LPA NO. 3" IN FOOTINGS AND MESH SHALL BE CALCULATIONS OR THE RE-SHORING PROCESS MUST INCLUDE THE POURING AND THE STRIPPING CYCLE BASED ON THE CONSTRUCTION SEE PERMITS FOR ADDITIONAL. BELT-15-00330 UNLESS OTHERWISE NOTED ON DRAWINGS, MINIMUM CONCRETE COVER FOR REINFORCING SHALL BE SCHEDULE. THE ASSUMED CONCRETE STRENGTH AT THE TIME OF STRIPPING ANY NEW SLAB AND MUST BE SUBSTANTIATED BY PROVIDING S6.0 SECTION & ELEVATION DETAILS 48" O.C. OR ROD CHAIRS. REtitIiREMENTSANDCONDITIONS SHEET CENTERED IN SLAB ON GRADE USING SUPPORT BARS AND CHAIRS. IN ALL CONTINUOUS FOOTINGS PROVIDE #4 © CONCRETE MIX DESIGN AND EXPECTED STRENGTH GAIN WITH AGE. THE CALCULATIONS MUST SHOW THAT THE SLABS SUPPORTING A NEW SLAB S6.1 SECTION & ELEVATION DETAILS AT INTERSECTIONS OF PERPENDICULAR CONCRETE ELEMENTS BY INSTALLING CORNER BARS, MINIMUM OF NOT OVER STRESSED BASED ON THE ASSUMED STRENGTH AND THE AGE AT THE TIME OF POURING. ALL RE-SHORING CALCULATIONS REVIEWEDBY: DATE: `1�G S0.0 PROVIDE CONTINUITY OF REINFORCING ARE _""'rr�""', 40 BAR DIAMETERS INTO EACH ELEMENT. SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE 48 BAR DIAMETERS SHALL INCLUDE CALCULATIONS FOR MUD SILLS AND ANY CONSTRUCTION LOADING SUCH AS CONCRETE PLACING BOOM SUPPORT ETC. SHEET 1 of 19 WOOD FRAMING CONTINUED PRE-ENGINEEREED WOOD FLOOR & ROOF TRUSSES (CONTINUED) DEP RELATED DESIGN CRITERIA UNLESS NOTED 0TH RWISE, USE SPRUCE-PINE-FIR (SPF) OR SOUTHERN PINE (SYP), 19% MAX. MOISTURE CONTENT, AS FOLLOWS: TRUSS DESIGNER SHALL INDICATE THAT ALL HIPS, VALLEYS, AND RIDGES NOT SUPPORTED BY A TRUSS MEMBER SHALL HAVE A DOUBLE 2x8 IFP77 FRAMING MEMBER SPANNING BETWEEN TRUSSES WITH SIMPSON CLIP CONNECTION EA. END. F, DEP RELATED DESIGN CRITERIA 1. DOUBLE TOP PLATES AND SILL PLATES SHALL BE (SPF#2). AMOUNT AND TYPE OF TRUSS UPLIFT STRAPPING SHALL BE VERIFIED W/ TRUSS ENGINEER'S SHOP DRAWINGS AND CALCULATION AND ADJUSTED FEMA (BFE): FEMA FLOOD ZONE 'Y' 2. PLATES IN CONTACT WITH CONCRETE OR CMU SHALL BE (SYP#2) P.T. ACCORDINGLY, AS NEEDED. ROOF TRUSSES, TRUSS GIRDERS, JOISTS AND BEAMS TO WALLS. ALL CONNECTIONS SPECIFIED HEREIN ARE DEP MONUMENT NUMBER: R048 3. SILL PLATE ANCHORS PER FOUNDATION PLAN. MINIMUM CONNECTIONS AND WILL BE REVIEWED AND UPDATED BASED ON UPLIFT FORCES SUBMITTED ON THE TRUSS AND JOIST SHOP 100 YR. STORM ELEVATION: +16.4' NAVD (PER DEP MONUMENT) 4. MIN. OF (SPF) UT LITY GRADE FOR INTERIOR NON-BRG. TOP PLATES. DRAWINGS. SINGLE SPAN ROOF TRUSSES - 1) SIMPSON H2.5A AT EACH END. TWO SPAN ROOF TRUSSES 100 YR. STORM DESIGN GRADE ELEVATION: +4.4' NAVD (PER DEP MONUMENT) 5. USE (SPF#2) OR ETTER FOR ALL WALLS IN THESE PLANS. ( - (1) SIMPSON H2.5A AT EACH LE& BOTTOM OF PILING: -16.0' NAVD (TO BE VERIFIED BY GEOTHECHNICAL ENGINEER REPORT) END AND (2) SIMPSON H2.5A AT INTERMEDIATE SUPPORTS (ONE EACH SIDE). TRUSS GIRDERS - (1) SIMPSON HTS16 EACH END TYPICAL. Lou Ponti BOTTOM OF LOWEST HORIZONTAL STRUCTURAL ELEVATION: +16.4' NAVD. 6. SPACE STUDS AT 24" O.C. IN NON-LOAD BEARING WALLS. DESIGN BY TRUSS DESIGNER FOR NON-TYPICAL CONDITIONS. go and 7. BEAMS AND HEADERS (SYP#2). Associates, Inc. 8. LOAD BEARINGS UDS, & EXTERIOR STUDS (SEE WALL SCHEDULE) PROPER ERECTION BRACING SHALL BE INSTALLED TO HOLD THE TRUSSES TRUE AND PLUMB AND IN SAFE CONDITION UNTIL PERMANENT TRUSS STRUCTURAL METAL CONNECTORS ARE IN CONFORMANCE WITH TABLE 1, FEMA - TECHNICAL BULLETIN 8 96. ALL CONCRETE REBAR 420Osceola Avenue 9. SUB-PURLINS, PL TES, BLOCKING (SPF #2) BRACING AND BRIDGING CAN BE SOLIDLY NAILED IN PLACE TO FORM A STRUCTURALLY SOUND FRAMING SYSTEM. ALL ERECTION AND )ax. Beach, Florida 32250 COVERAGE HAS BEEN SPECIFIED AS REQUIRED BY ACI. PERMANENT BRACING SHALL BE INSTALLED AND ALL COMPONENTS PERMANENTLY FASTENED BEFORE THE APPLICATION OF ANY LOADS TO THE Ph.242-0908 Fax. 241-9557 DEP COMPLIANCE STATEMENT: TO THE BEST OF THE ENGINEER'S KNOWLEDGE AND BELIEF... ALL WALLS SHALL BE BALLOON FRAMED FULL HEIGHT TO ROOF OR FLOOR BEARING ELEVATION, UNLESS NOTED OTHERWISE ON PLAN. TRUSSES. ALL BRACING SHALL BE DESIGNED BY MANUFACTURER AND INDICATED ON SHOP DRAWINGS. CONTRACTOR SHALL COORDINATE WITH FL: CA# 8344 SC:CA#3579 TRUSS FABRICATOR TO ENSURE THAT ALL BRACING IS PROVIDED INCLUDING BOTTOM CHORD BRACING BY WAY OF CEILING SHEATHING OR THESE DESIGN PLANS AND SPECIFICATIONS ARE IN COMPLIANCE WITH THE STANDARDS ESTABLISHED IN SECTION 628-33, FLORIDA SPRUCE PINE FIR #2 SPECIFICATIONS: Fb=775 PSI, Fc(PARALLEL)= 1000 PSI, Fc=(PERP)=335 PSI, Fv=135 PSI, Ft=350 PSI, E=1100 KSI SPECIFIC BRACES AT PREDETERMINED LOCATIONS (AT DROPPED SUSPENDED CEILING). ALL PREFABRICATED WOOD TRUSSES ARE TO BE ADMINISTRATIVE CODE. SOUTHERN PINE #2 SPECIFICATIONS PER LATEST SOUTHERN FOREST PRODUCTS ASSOCIATION (SFPA) INSTALLED IN ACCORDANCE WITH BRACING WOOD TRUSSES COMMENTARY, "HANDLING AND ERECTING WOOD TRUSSES", AS PUBLISHED BY THE rr �tlrkr,,,, ,tttttNHlU,r{in► p'% M TRUSS PLATE INSTITUTE. PROVIDE STRONG BACK BRACING AT TRUSSES PER REQUIREMENTS FROM TRUSS DESIGNER. ��o+°� THESE DESIGN PLANS AND SPECIFICATIONS ARE IN COMPLIANCE WITH THE STANDARDS AND GUIDELINES ESTABLISHED IN FEMA P-55, COASTAL ANY WOOD IN CONT CT WITH CONCRETE, MASONRY, OR SOIL, SHALL BE PRESSURE TREATED. COMPONENT-TO-COMPONENT CONNECTIONS SHALL BE SPECIFIED ON PRE-ENGINEERED TRUSS DESIGN SUBMITTAL. °� �.` '"'""`••.;Vj•�''� a CONSTRUCTION MANUAL. METAL CONNECTORS SHALL BE FASTENED IN ACCORDANCE WITH THE MANUF. INSTRUCTIONS TO DEVELOP THE MAXIMUM PUBLISHED CAPACITY. THE POOL HAS BEEN DESIGNED NOT TO INCREASE THE RISK OF DAMAGE OF ADJACENT DWELLINGS DURING A COASTAL STORM EVENT AS METAL CONNECTORS AND FASTENERS REQUIRED BY F.A.C. 6213-33 AND FEMA 55, CHAPTER 9.5.3. ALL WOOD-TO-WOOD CONNECTIONS SHALL EMPLOY METAL ANCHORS. NO TOE OR END NAILING SHALL BE PERMITTED (UON), EXCEPT FOR AT ALL EXPOSED MTL. STRAPS AND HANGERS SHALL BE GALV. G185 (1.85 OZ/FT^2) OR BETTER. SIMPSON PRODUCTS SHALL BE ZMAX GALV. TOP AND BOTTOM PATES IN WALLS. METAL CONNECTORS SHALL BE FASTENED IN ACCORDANCE WITH MANUF. INSTRUCTIONS TO DEVELOP THE = 0�;T op I PUBLISHED CAPACITY. ALL CONNECTORS SHALL BE G90 GALV. STEEL. ALL ANCHORS IN CONTACT WITH PRESSURE TREATED, FIRE-RETARDANT HANGER AND STRAPS INSTALLED OVER ACQ OR ACZE PRESSURE TREATED LUMBER SHALL BE STAINLESS STEEL. '''-.�J'••��RIDP •'��101- M OR WOLMANIZED WOOD SHALL BE COATED WITH G185 ZINC COATING. ALL OTHER ANCHORS MAY BE COATED WITH C90 COATING. ''��.,�'/�NA�• Gj�ti ► ALL EXPOSED WOOD FASTENERS SHALL BE HOT DIPPED GALVANIZED TO MEET THE SPECIFICATIONS OF ASTM153 OR BETTER. '''�� PRE-ENGINEERED STEEL STAIRS. HANDRAILS & GUARDRAILS THE QUANTITY OF W LL STUDS DISPLACED OR CUT FOR AN OPENING SHALL BE PLACED ADJACENT TO AND ATTACHED TO JAMBS, HALF ON COMPLY WITH NAAMM, NATIONAL ASSOCIATION OF ARCHITECTURAL METAL MANUFACTURERS, "METAL STAIR MANUAL" HANDRAILS AND EACH SIDE OF THE OPENING. Luis A. Pontigo, PE . GUARDRAILS SHALL BE DESIGNED FOR THE REQUIREMENTS OF 1607.7 OF THE REFERENCED BUILDING CODE. HANDRAILS & SUPPORTING FASTENERS INSTALLED INTO ACQ OR ACZE PRESSURE TREATED LUMBER SHALL BE STAINLESS STEEL. FL P E#53311 STRUCTURE SHALL BE CAPABLE OF WITHSTANDING A 200 LB POINT LOAD OR 50 LB/FT LINE LOAD APPLIED IN ANY DIRECTION AT ANY POINT WHERE CONNECTIONS ARE NOT SHOWN ON THE DRAWINGS, COMPLY WITH NAILING SCHEDULE IN THE BUILDING CODE. ALL NAILS AT NON-AIR PRE-ENGINEERED MISCELLANEOUS STRUCTURES: - ON THE RAIL AND TO THE REQUIREMENTS OF THE REFERENCED BUILDING CODE. CONDITIONED/HEATE1 AREAS SHALL BE GALVANIZED. PRE-ENGINEERED ALUMINUM CANOPY STRUCTURE DESIGNED BY OTHERS. CONTRACTOR SHALL SUBMIT SHOP DRAWING INDICATING CONNECTION REVISIONS DATE ALL COMPONENTS SHALL BE DESIGNED AND DETAILED BY THE FABRICATOR FOR A MINIMUM 100 PSF LIVE LOAD, 2000 LB. CONCENTRATED POINTS, REACTIONS, & FASTENER REQUIREMENTS. CONTRACTOR SHALL COORDINATE ANY LOADING REQUIREMENTS WITH THE PRE-ENGINEERED LOAD AND L/360 MAX. DEFLECTION. MINIMUM SIZES SHALL BE AS FOLLOWS: TOE NAILS SHALL BE DRIVEN AT AN ANGLE OF 30° TO THE PIECE AND BE STARTED AT 1/3 THE NAIL LENGTH FROM THE END OF THE PIECE. WOOD ROOF TRUSSES. (TYPICAL) 1. METAL PANS: 14 GA. (UNLESS NOTED OTHERWISE) ALL BOLTS SHALL BE FURNISHED WITH STANDARD NUT WASHER. FASTENERS IN CONTACT WITH TREATED WOOD, INCLUDING BOLTS AND NAILS LAMINATED VENEER LUMBER (MICROLLAM� 2. STRINGERS: C12x20.7 (UNLESS NOTED OTHERWISE) AT SILL PLATES SHALL BE HOT-DIPPED GALV. OR STAINLESS STEEL IN ACCORDANCE WITH REQ. OF SECTION 2304.9.5 OF THE BUILDING CODE. LAMINATED VENEER LUMBER SHALL BE 1.9E MICROLLAM LVL AS MANUFACTURED BY TRUSS JOIST MACMILLAN OR AN APPROVED EQUAL. STEEL STAIRS SHALL BE SLAB SUPPORTED USING 4" DIAMETER STANDARD PIPE POSTS AS NEEDED. PROVIDE DETAILS SO THAT STAIR CAN BE ALL NAILS TO BEG 0 GALVANIZED (G185 GALVANIZATION FOR NAILS IN CONTACT WITH TREATED WOOD). COORDINATE BLOCKING LOCATION SIGNED AND SEALED SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW. SHOP DRAWINGS SHALL INCLUDE SIZE, SPACING, ASSEMBLED AND INSTALLED IN PROPER SEQUENCE WITH ADJACENT WORK. METAL PAN STAIR TREADS AND LANDINGS SHALL HAVE NOT LESS WITH SHEATHING EDGES AS REQUIRED. ALL NAILS SHALL BE COMMON WIRE NAILS. BRACING AND ALL SUPPORT HANGERS. THAN 2" NOR MORE THAN 3" OF CONCRETE FILL FOR WALKING SURFACES. COORDINATE WITH ARCHITECTURAL DRAWINGS & MEET ALL RELD ALTERATION APPLICABLE LOCAL BUILDING CODES. MULTIPLE STUD OR SOLID COLUMNS SHALL BE CONTINUOUS FROM FRAMING LEVEL, WHERE SHOWN, TO THE FOUNDATION. THIS WILL REQ. SOLID LAMINATED VENEER LUMBER SHALL HAVE THE FOLLOWING PROPERTIES: CONTRACTOR SHALL CONTACT LOU BLOCKING WITHIN THEFLOOR FRAMING EQUAL TO THE COLUMN DIMENSION. UNLESS OTHERWISE FASTENED, CONNECT COLUMNS ABOVE AND ALLOWABLE BENDING STRESS 2600 PSI MMGO&ANY TURAL RTO MAKING ANY STRUCTURAL FIELD SEE ARCHITECTURAL DRAWINGS FOR EXACT LAYOUT AND CONFIGURATION. COMPLETE SHOP DRAWINGS (INCLUDING MEMBERS, COMPONENTS, BELOW EACH FRAMING LEVEL WITH SIMPSON CMST14 STRAP (WITH NAILS/LAP ABOVE AND BELOW FRAMING LEVEL PER STRAP SPECIFICATIONS) ALLOWABLE COMPRESSION PARALLEL TO GRAIN 2510 PSI MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONNECTIONS AND ALL LOADS CLEARLY INDICATED ON THE CALCULATIONS & SHOP DRAWINGS. SHOP DRAWINGS SHALL SHOW & SPECIFY ALL AND ANCHOR COLUMN TO FOUNDATION WITH SIMPSON HTT16 HOLD-DOWN w/ 5/8" DIAMETER x 6" EMBED. DEPTH EPDXY ANCHOR. ALLOWABLE HORIZONTAL SHEAR 285 PSI CONSTRUCTION DOCUMENTS.ANY FIELD MDE PRIOIR TO CONNECTIONS UTILIZED WITHIN THE RAILING SYSTEM AS WELL AS CONNECTIONS TO AND LOADS IMPOSED UPON THE STRUCTURAL FRAMING ALLOWABLE COMPRESSION PERPENDICULAR TO GRAIN 750 PSI BEINGAAPPROVED BYLLOUPONTIGO6 SULT IN SYSTEM) FOR CONSTRUCTION OF STAIRS, HANDRAILS, AND GUARDRAILS SHALL BE SEALED AND SIGNED BY A PROFESSIONAL ENGINEER MULTIPLE STUD PAC COLUMNS SHALL BE CONNECTED LATERALLY TO ONE ANOTHER PER DETAIL INDICATED HEREIN. MODULUS OF ELASTICITY 1,900 000 PSI ADITIONALENGISSOCIATES REIRINGO LICENSED IN THE STATE IN WHICH CONSTRUCTION WILL OCCUR AND SHALL BE AVAILABLE AT THE JOB SITE DURING TIMES OF INSPECTION. SHEAR MODULUS OF ELASTICITY 118,750 PSI A��INSPECnONFEES. MINIMUM TIO CONNECS SHALL BE AS FOLLOWS (UON): BEAMS - ( N STIO N HT16 EACH END TYPICAL. NOTCHES, HOLES OR CUTS SHOWN IN DETAIL 8/S700 ARE ALLOWED WITHOUT ADDITIONAL APPROVAL; ALL OTHER MEMBER MODIFICATIONS ARE EARTHWORK TESTING: BEAM TO POST - CIAST14 STRAP WRAPPED ACROSS TOP OF BEAM END AND DOWN POST WITH NAILS/LAP ON TOP OF BEAM AND DOWN POST TO BE APPROVED BY THE STRUCTURAL ENGINEER. IT IS REQUIRED THAT THE SITE PREPARATION & FOUNDATION CONSTRUCTION BE MONITORED BY THE GEOTECHNICAL ENGINEER OR HIS AS SPECIFIED FORS RAP. REPRESENTATIVE. THE FOLLOWING ARE RECOMMENDED MINIMUM SAMPLING AND TESTING FREQUENCIES. MANUFACTURER SHALL PROVIDE A COMPLETE SET OF DESIGN. CALCULATIONS SHALL BE PROVIDED BY THE CONTRACTOR TO THE WALL SHEATHING NOTED ON STRUCTURAL DRAWINGS OR SCHEDULES SHALL BE ATTACHED DIRECTLY TO THE FACE OF FRAMING MEMBERS. ARCHITECT/ENGINEER FOR REVIEW. AT LEAST ONE MOISTURE-DENSITY (PROCTOR) TEST, ATTERBERG LIMITS TEST AND PERCENT FINER THAN #200 SIEVE TEST SHOULD BE SEE ARCHITECTURAL DRAWINGS FOR ALL NON-STRUCTURAL SHEATHING REQUIREMENTS. ADDITIONAL SHEATHING REQUIRED BY ARCHITECTURAL PERFORMED PER EACH SOIL TYPE SUCH AS SUBGRADE AND SELECT FILL. DRAWINGS SHALL BE ATTACHED TO THE OUTSIDE FACE OF STRUCTURAL SHEATHING. PARALLEL STRAND LUMBER (PARALLAMI PARALLEL STRAND LUMBER SHALL BE 2.0E PARALLAM PSL AS MANUFACTURED BY TRUSS JOIST MACMILLAN OR AN APPROVED EQUAL. IN STRUCTURE AREAS, AT LEAST 1 DENSITY AND MOISTURE CONTENT TEST PER 5000 SQUARE FEET OF SURFACE AREA SHOULD BE WALL FRAMING MAY BE PANELIZED (WITHOUT GYPSUM WALLBOARD OR SHEATHING). SUBMIT PANEL DRAWINGS FOR REVIEW. PERFORMED ON THE SUBGRADE SOILS, AND AT LEAST 1 DENSITY AND MOISTURE CONTENT TEST PER 5000 SQUARE FEET OF SURFACE AREA SIGNED AND SEALED SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW. SHOP DRAWINGS SHALL INCLUDE SIZE, SPACING, SHOULD BE PERFORMED FOR EACH COMPACTED 8-INCH THICK LAYER OF FILL. TESTING BACKFILL TRENCHES SHOULD BE AT LEAST 1 DENSITY TIMBER FASTENING SHALL BE PER FBC "MINIMUM FASTENING SCHEDULE" UNLESS NOTED AS GREATER ON DRAWINGS. CONNECTORS TO BE BRACING AND ALL SUPPORT HANGERS. AND MOISTURE CONTENT TEST PER 100 LINEAR FEET OF TRENCH PER 8-INCH COMPACTED FILL THICKNESS. AT 25% OF ANY ISOLATED SIMPSON OR APPROVED ALTERNATE, WITH MINIMUM CAPACITY AS NOTED. SEE PLANS. COLUMN FOOTING LOCATIONS PARALLEL STRAND LUMBER SHALL HAVE THE FOLLOWING PROPERTIES: ALL NAILS SHALL BE COMMON WIRE NAILS. ALLOWABLE BENDING STRESS 2900 PSI A MINIMUM OF AT LEAST FIVE (5) DENSITY AND MOISTURE CONTENT TESTS SHOULD BE PERFORMED IN THE BUILDING AREA ON THE SUBGRADE ALLOWABLE COMPRESSION PARALLEL TO GRAIN 2900 PSI SOILS, AND A MINIMUM OF AT LEAST FIVE (5) DENSITY AND MOISTURE CONTENT TESTS SHOULD BE PERFORMED PER 8-INCH COMPACTED ROUGH HARDWARE, JOIST HANGERS, STRAPS, HOLDOWNS, ETC. SHALL BE MANUF. BY "SIMPSON STRONG-TIE" COMPANY OR APPROVED ALLOWABLE HORIZONTAL SHEAR 290 PSI THICKNESS OF FILL IN THE BUILDING AREA. TESTING OF BACKFILLED TRENCHES SHOULD BE AT LEAST 1 DENSITY AND MOISTURE CONTENT EQUAL. THE MAX. SI E AND NUMBER OF FASTENERS SPECIFIED BY THE MANUFACTURER SHALL BE USED UNLESS NOTED OTHERWISE. ALLOWABLE COMPRESSION PERPENDICULAR TO GRAIN 750 PSI TEST PER 100 LINEAR FEET OF TRENCH PER 8-INCH COMPACTED FILL THICKNESS. "`SHEAR M OF EL CITY 2,000.000 PSI BLOCKING AND FIRE TOPPING TO BE INSTALLED AS REQUIRED TO SUPPORT ALL ITEMS OF FINISH SUCH AS BULKHEADS AND BUCKS. PROVIDE SHEAR MODULUS 0' �''1`��; ,rPSI IT IS IMPERATIVE THAT A QUALIFIED FIELD TECHNICIAN BE ON-SITE DURING ALL SOIL PROCESSING AND PLACEMENT. FIREBLOCKING TO CUT OFF ALL CONCEALED DRAFT OPENINGS, BOTH VERTICAL AND HORIZONTAL, BETWEEN CEILING AND FLOOR AREAS (AS NOTCHES, HOLES OR CUTS SHOWN IN DETAIL 8/S700 ARE ALLOWED WITHOUT ADDITIONAL APPROVAL; ALL OTHER MEMBER MODIFICATIONS ARE = ti REQUIRED BY BUILDING OFFICIAL AND ARCHITECT). TO BE APPROVED BY THE STRUCTURAL ENGINEER. f 1 CONCRETE TESTING: w BOLTS (IF APPLICABLE) SHALL BE INSTALLED IN HOLES BORED WITH A BIT 1/16" LARGER THAN THE DIAMETER OF THE BOLT. BOLTS AND OWNER WILL EMPLOY AN INDEPENDENT TESTING LABORATORY TO PERFORM THE FOLLOWING TESTS AND SUBMIT TEST REPORTS ON WOLMANIZED PARALLEL STRAND LUMBER SHALL'"-$E TREATED WITH CA-C PRESERVATIVE IN ACCORDANCE WITH MANUFACTURER'S r l CAST-IN-PLACE CONCRETE: NUTS SEATING ON OD SHALL HAVE CUT STEEL WASHERS UNDER HEADS AND NUTS. NUTS SHALL BE PULLED TIGHT AND AGAIN CHECKED REQUIREMENTS. MAXIMUM MOISTURE CONTENT AFTER TREATMENT AND DRYING SHALL BE 19%. �•J w AND TIGHTENED JUS PRIOR TO ENCLOSING BOLTED MEMBERS. COUNTER BORE FOR BOLTED HEADS OR NUTS ONLY WHERE SO INDICATED ON MM STANDARD TEST METHOD FOR SLUMP OF PORTLAND CEMENT CONCRETE." _SLUMP SHALL NOT EXCEED LIMIT INDICATED ON THE DRAWINGS AND THEN TO SUFFICIENT DEPTH TO HOUSE THE BOLT HEAD OR NUT AND WASHER. CUT OFF EXCESSIVE BOLT PROJECTION STRUCTURAL STEEL Z W -ASTM C143 " WHERE NECESSARY. ICK THREADS TO PREVENT LOOSENING. w APPROVED MIX DESIGN, OR 6" (WHICHEVER IS SMALLER) ." MATERIALS: Q U •ASTM C39 "STANDARD TEST METHOD FOR COMPRESSIVE STRENGTH OF CYLINDRICAL CONCRETE SPECIMENS." CYLINDERS SHALL BE TAKEN FOR ALL WOOD MEMBERS EXPOSED TO WEATHER OR IN CONTACT WITH MASONRY, CONCRETE OR SOIL SHALL BE PRESSURE-TREATED. PT LUMBER STRUCTURAL STEEL A572 or A992 (50 KSI) INDICATED IN SECTIO S PRESERVED WITH SODIUM BORATE (DOT-DISODIUM OCTABORATE TETRA HYDRATE). IF HOWEVER, ACQ OR NON-DOT CHANNELS ANGLES PLATES A36 (36 KSI) EACH MIX DESIGN USED, AND FOR EVERY 50 CUBIC YARDS OF CONCRETE PLACED. TEST CYLINDERS AT THE FOLLOWING AGES: BORATE PRESERVATIVE TREATMENT IS USED, ALL ATTACHED FASTENERS SHALL BE HOT DIPPED GALVANIZED. IF ACZA PRESERVATIVE IS USED, ^a ALL ATTACHED FASTENERS SHALL BE STAINLESS STEEL. RECTANGULAR STEEL TUBES A500 Gr. B. (46 KSI) w CYLINDER AT 3 DAYS, I CYLINDER AT 7 DAYS, 2 CYLINDERS AT 28 DAYS -OR- HOLD ONE RESERVE CYLINDER TO BE TESTED AS REQUESTED PIPES A53 Gr. B BY THE ENGINEER. IF REQUIRED 28 DAY STRENGTH IS ACHIEVED, THE RESERVE CYLINDER MAY BE DISCARDED. HIGH STRENGTH BOLTS A325N J PRE-ENGINEEREED W OD FLOOR & ROOF TRUSSES ANCHOR BOLTS A307 or ASTM F1554 (36 KSI) ALL CONCRETE TESTS INCLUDING AIR CONTENT SLUMP, AND TEST CYLINDERS SHALL BE TAKEN AT THE POINT OF DISCHARGE AND FROM THE "GANG-NAIL" PRE-ENGINEERED WOOD TRUSSES ARE TO BE CONSTRUCTED WITH METAL PLATE WELDING ELECTRODES E70XX W DISCHARGE END OF PUMP HOSE WHEN CONCRETE IS PUMPED. CONNECTORS ANDD SIGNED BY A DELEGATED ENGINEER. TRUSSES SHALL COMPLY WITH NFPA, TPI, AND AITC 100. THE TRUSS MANUFACTURER SHALL PROVIDE DESIGN CALCULATIONS AND SHOP DRAWINGS SIGNED AND SEALED BY A STRUCTURAL ENGINEER (CONTRACTED BY TRUSS DETAIL, FABRICATE, AND ERECT ALL STRUCTURAL STEEL IN ACCORDANCE WITH AISC SPECIFICATION FOR DESIGN, FABRICATION AND ERECTION POST-INSTALLED ANCHORS IN CONCRETE MANUFACTURER) FOR REVIEW PRIOR TO FABRICATION. OF STRUCTURAL STEEL FOR BUILDINGS. J 0 EXPANSION ANCHORS AS SHOWN ON CONTRACT DOCUMENTS SHALL BE HILTI KWIK BOLT 3 ANCHORS MANUFACTURED BY HILTI FASTENING w SYSTEMS, WEDGE-ALL ANCHORS MANUFACTURED BY SIMPSON STRONGTIE COMPANY, POWER-STUD ANCHORS MANUFACTURED BY POWERS DESIGN, CONSTRUCTION, AND INSTALLATION SHALL MEET ALL APPLICABLE REQUIREMENTS OF THE NATIONAL DESIGN SPECIFICATION FOR WOOD ALL STRUCTURAL STEEL WORK SHALL CONFORM TO THE AISC SPECIFICATION FOR STRUCTURAL STEEL FOR BUILDING - ALLOWABLE STRESS MM RED HEAD OR APPROVED EQUAL. INSTALL IN ACCORDANCE WITH THE CONSTRUCTION AND F THE TRUSS PLATE INSTITUTE. DESIGN AND PLASTIC DESIGN, 14TH EDITION. FASTENERS, TRUBOLT WEDGE ANCHORS MANUFACTURED BY ITW RAMSET/ W MANUFACTURER'S RECOMMENDATIONS. MINIMUM EMBEDMENT SHALL BE PER MANUFACTURER'S REQUIREMENTS UNLESS NOTED OTHERWISE. PROVIDE ALL REQ. B OCKING AND BRACING REQUIRED BY THE MANUFACTURER FOR CONSTRUCTION AND ERECTION IN ADDITION TO BLOCKING WELDING FOR STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH AWS CODE D1.1 AND VISUALLY CONFORM TO AWS SECTION 6 AND TABLE SHOWN ON THE STRUCTURAL DETAILS. MEMBERS OF A COMPLETED TRUSS ARE NEVER TO BE NOTCHED OR CUT. THE DESIGN SHALL ACCOUNT 6.1. FABRICATION/ERECTION INSPECTIONS BY THE CONTRACTOR PER AWS D1.1 SECTION 6, SHALL BE BY ASSOCIATE/CERTIFIED INSPECTORS ADHESIVE ANCHORS AS SHOWN ON CONTRACT DOCUMENTS SHALL CONSIST OF AN ALL-THREAD GRADE 36 STEEL ANCHOR WITH HY150 MAX FOR ALL UNIFORM LOADS AND EQUIPMENT LOADS. CONTACT THE STRUCTURAL ENGINEER FOR UNIFORM LOADING AND REQUIREMENTS IF REQ. (ACI/CWI) PER AWS QC1 OR AWS B5.1. VERIFICATION INSPECTIONS SHALL BE BY A CERTIFIED WELDING INSPECTOR (WI) OR SENIOR WELDING INJECTION ADHESIVE (HIT HY20 INJECTION ADHESIVE FOR MASONRY CONSTRUCTION WITH VOIDS) SUPPLIED BY HILTI FASTENING SYSTEMS, INSPECTOR (SWI) PER AWS B5.1 EPDXY-TIE SET EPDXY ADHESIVE SUPPLIED BY SIMPSON STRONGTIE COMPANY, EPCON G5 EPDXY ADHESIVE SUPPLIED BY ITW RAMSET RED / CONTRACTOR SHALL VERIFY THAT ADEQUATE TRUSS BEARING IS INSTALLED AT ALL TRUSSES AS INDICATED IN THE TRUSS SHOP DRAWINGS. HEAD OR APPROVED EQUAL. INSTALL IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. MINIMUM EMBEDMENT SHALL BE PER WELDS SHALL BE MADE ONLY BY OPERATORS EXPERIENCED IN PERFORMING THE TYPE OF WORK INDICATED. WELDING SHALL BE DONE IN MANUFACTURER'S REQUIREMENTS UNLESS NOTED OTHERWISE. ALL TRUSS-TO-TRU S CONNECTIONS AND TRUSS PROFILES ARE THE RESPONSIBILITY OF THE ACCORDANCE WITH APPROPRIATE WELD PROCEDURE SPECIFICATIONS (WPS'S) WELDERS SHALL BE FAMILIAR WITH THE APPLICABLE WPS'S. DELEGATED TRUSS ENGINEER. PRE-ENGINEERED WOOD TRUSSES SHALL BE BRACED IN ACCORDANCE WITH TRUSS PLATE INSTITUTE'S WELDS NORMALLY EXPOSED TO VIEW IN THE FINISHED WORK SHALL BE UNIFORMLY MADE AND GROUND SMOOTH. WHERE WELDING IS DONE IN POST-INSTALLED ANCHORS SHALL ONLY BE USED WHERE SPECIFIED ON THE DRAWINGS. CONTRACTOR SHALL OBTAIN APPROVAL FROM "HANDLING, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES, HIB-91" AND " BUILDING COMPONENT SAFETY INFORMATION PROXIMITY TO GLASS OR FINISHED SURFACES, SUCH SURFACES SHALL BE PROTECTED FROM DAMAGE DUE TO WELD SPARKS, SPATTER OR ENGINEER OF RECORD PRIOR TO USING POST INSTALLED ANCHORS FOR MISSING OR MISPLACED CAST-IN-PLACE ANCHORS. CARE SHALL BE BOOKLET BCSI 1-03' AND RELATED SUMMARY SHEETS. TRAMP METAL. GIVEN TO AVOID CONFLICTS WITH EXISTING REBAR. HOLES SHALL BE DRILLED AND CLEANED PER THE MANUFACTURER'S INSTRUCTIONS. ANCHORS SHALL BE INSTALLED PER THE MANUFACTURER'S INSTALLATION INSTRUCTIONS AT N-OT LESS THAN MINIMUM EDGE DISTANCES AND/OR TRUSSES TO BE SPACED ® 24" O.C. (UNLESS OTHERWISE SHOWN). SEE PLANS FOR TRUSS LOCATION AND SPANS AS WELL AS SPECIAL TRUSS WELDER QUALIFICATIONS AND (WPS) SHALL BE MAINTAINED AT THE SITE OF THE WORK AND SHALL BE READILY AVAILABLE FOR INSPECTION SPACING INDICATED IN THE MANUFACTURER'S LITERATURE. UNLESS SPECIFIED OTHERWISE, ANCHORS SHALL BE EMBEDDED IN THE APPROPRIATE LOCATIONS REQUIRED FOR MECHANICAL UNITS AT ROOMS. UPON REQUEST, BOTH IN THE SHOP AND IN THE FIELD SUBSTRATE WITH A MINIMUM EMBEDMENT OF 8 TIMES THE NOMINAL ANCHOR DIAMETER OR THE EMBEDMENT REQUIRED TO SUPPORT THE INTENDED LOAD. SUBSTITUTION REQUESTS, FOR PRODUCTS OTHER THAN THOSE SPECIFIED, SHALL BE SUBMITTED TO THE ENGINEER WITH ACTUAL TRUSS SPACING TO BE USED TO DETERMINE UNIFORM LOADS/FOOT. A CERTIFIED WELD INSPECTOR (CWI) SHALL INSPECT AND DOCUMENT COMPLIANCE WITH THE FOLLOWING: CALCULATIONS THAT ARE PREPARED AND SEALED BY A REGISTERED PROFESSIONAL ENGINEER SHOWING THAT THE SUBSTITUTED PRODUCT WILL ACHIEVE AN EQUIVALENT CAPACITY USING THE APPROPRIATE DESIGN PROCEDURE REQUIRED BY THE BUILDING CODE. WOOD TRUSSES ALONG A VERTICAL PLANE OF THE BUILDING SHALL BE CONTINUOUS. TRUSSES MAY BE SPLICED FOR SHIPPING PURPOSES AND CONFIRM WELDER QUALIFICATIONS PRIOR TO START OF WORK. CONNECTED IN THE FIELD WITH METAL CONNECTOR PLATES. REVIEW ALL (WPS) PRIOR TO START OF WORK.. ADHESIVE FOR REINFORCING DOWELS IN EXISTING CONCRETE SHALL BE EITHER THE HIT HY150 MAX INJECTION ADHESIVE SUPPLIED BY HILTI CONFIRM MATERIALS IN FABRICATIONS CONFORM TO SPECIFICATIONS. FASTENING SYSTEMS, EPDXY-TIE SET EPDXY ADHESIVE SUPPLIED BY SIMPSON STRONGTIE COMPANY, POWER-FAST EPDXY INJECTION GEL SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW. OBSERVE JOINT PREPARATION, FIT-UP AND WELDER TECHNIQUE. SUPPLIED BY POWERS FASTENERS, EPCON G5 EPDXY ADHESIVE SUPPLIED BY ITW RAMSET/RED HEAD OR APPROVED EQUAL. MINIMUM IDENTIFY ALL MULTI-PASS FILLET WELDS, SINGLE PASS FILLET WELDS GREATER THAN 5/16" AND COMPLETE / PARTIAL JOINT EMBEDMENT LENGTH SHALL BE 12 BAR DIAMETERS, UNLESS NOTED OTHERWISE. WOOD TRUSSES SHALL BE FULLY ENGINEERED AND FABRICATED BY THE MANUFACTURER AND SHALL BEAR THE SEAL AND SIGNATURE OF A PENETRATION GROOVE WELDED BUTT JOINTS THAT REQUIRED CONTINUOUS INSPECTION. VISUALLY INSPECT ALL WELDS PER PROFESSIONAL ENGINEER LICENSED IN THE STATE WHERE CONSTRUCTION IS TO OCCUR. SHOP DRAWINGS SHALL BE SUBMITTED AND SHALL AWS SECTION 6.5 AND TABLE 6.1 PLYWOOD WALL SHEATHING: INCLUDE TRUSS SPACING (24" MAX.), SIZE OF MEMBERS, CONNECTIONS, AND BRACING. DESIGN SHALL CONSIDER LL, DL, AND ALL SPECIAL 15/32" APA RATED OSB SHEATHING, 32/16. LOADS FROM MECHANICAL AND PLUMBING. CALCULATIONS SHALL ALSO BE SUBMITTED AND SHALL BEAR THE SEAL OF A PROFESSIONAL ALL WELDS SHALL BE 3/16" MINIMUM FILLET WELDS U.O.N. OR AS REQUIRED BY DESIGN. PERMITM7 ENGINEER LICENSED IN THE STATE WHERE CONSTRUCTION IS TO OCCUR. PANELS SHALL BE ORIENTED PER 1/S703. THE FIRST 4'-0" OF SHEATHING AT THE FOUNDATION SHALL BE ZIP PANEL TYP. THROUGHOUT. STRUCTURAL GROUT SHALL BE SHRINKAGE RESISTANT NON-EXPANSIVE, NON- METALLIC GROUT WITH A MINIMUM 28-DAY COMPRESSIVE MINIMUM SIZE OF CONNECTION SHALL BE 8d COMMON NAILS TO WOOD. MAXIMUM SPACING OF CONNECTION SHALL BE 6" O.C. EDGE & 6" O.C. SPECIAL LOADS FROM MECH./PLUMBING OR OTHER EQUIPMENT HAVE NOT BEEN CONSIDERED AND SHALL BE COORDINATED BY THE TRUSS STRENGTH OF 5000PS1 WHEN TESTED IN ACCORDANCE WITH ASTM C109. FORMS SHALL BE PLACED AROUND BASE PLATE AND THE SET FIELD. SEE PLAN FOR INCREASED NAILING REQUIREMENTS AT SHEARWALLS. DESIGNER. TRUSSES SUPPORTING THESE SPECIAL LOADS SHALL BE DESIGNED FOR THESE LOADS IN ADDITION TO THE TYPICAL UNIFORM LOADS. STRUCTURAL GROUT SHALL BE POURED. NO DRY-DAMP PACKING. PLYWOOD FLOOR DECKING: CONCENTRATED LOADS SHALL BE SUPPORTED AT PANEL POINTS ONLY. ANY LOADS SUSPENDED FROM TRUSSES MUST BE APPLIED TO EACH PRIME: ALL STEEL SURFACES, BOTH EXPOSED AND CONCEALED ARE TO RECEIVE ONE SHOP COAT OF PAINT AND FIELD SPOT PRIME ALL -7 23/32" APA RATED TONGUE AND GROOVE OSB DECKING, 48/24 . TRUSS UNIFORMLY, SPACING OF HANGERS NOT TO EXCEED 2'-0" O.C. IN ANY DIRECTION. WELDS, SCARS CONN., ETC., WHERE PAINT IS DAMAGED. ALL GALVANIZED STEEL SHALL HAVE ALL WELDS, SCARS, ETC., RE-GALVANIZED IF DAMAGED. LONG SIDE OF PLYWOOD PANEL SHALL BE PERPENDICULAR TO THE SUPPORT WITH THE END JOINT OF THE PANEL ALIGNED WITH THE CENTER ALL TRUSS SHOP DRAWINGS INCLUDING LATERAL BRACING DETAILS SHALL BE AVAILABLE AT THE JOBSITE DURING TIMES OF INSPECTION AND OF THE TWO ADJACENT PANELS (NO CONTINUOUS PANEL JOINTS). PANELS SHALL BE CONTINUOUS OVER TWO OR MORE SPANS. MINIMUM SIZE SHALL BEAR CLEAR NDICATION THAT THEY HAVE BEEN REVIEWED AND APPROVED BY THE STRUCTURAL ENGINEER OF RECORD. DEVIATION FROM THE CONNECTION DETAILS DEPICTED IN THE CONTRACT DOCUMENTS SHALL NOT BE PERMITTED WITHOUT WRITTEN PERMISSION n p OF CONNECTION SHALL BE 10d COMMON NAILS TO WOOD. MAXIMUM SPACING OF CONNECTION SHALL BE 6" O.C. EDGE & 6" O.C. FIELD. FROM THE REDESIGN OF STRUCTURAL CONNEC TIONS FOR T HESTRUCTUALCONVENIENCE ENGINEER THE SHALLCONTRE COMPENSATED BY THE CONTRACTOR FOR THE COST INVOLVED IN THE GENERAL DECKING SHALL ALSO BE GLUED TO THE SUPPORTING FLOOR TRUSSES.. PR - N IN RED FLOOR & ROOF TRUSSES CONTINUED GENERAL CONTRACTOR SHALL NOT CUT OR ALTER ANY TRUSS MEMBER. NOTES PLYWOOD ROOF SHEATHING: 19/32" APA RATED OSB SHEATHING, 32/16 (EXPOSURE 1). ALL TRUSS CONNECTORS TO BE G90 GALVANIZED STEEL. ALL NAILS/SCREWS USED AT CONNECTOR PLATES/ANCHORS SHALL BE G-90 LONG SIDE OF PLYWOOD PANEL SHALL BE PERPENDICULAR TO THE SUPPORT WITH THE END JOINT OF THE PANEL ALIGNED WITH THE CENTER GALVANIZED. OF THE TWO ADJACENT PANELS. (NO CONTINUOUS PANEL JOINTS). PANELS SHALL BE CONTINUOUS OVER TWO OR MORE SPANS. MINIMUM SIZE FLOOR TRUSSES SHALL CONNECT TO BEARING WALLS WITH A MINIMUM OF (2)-16d TOENAILS. OF CONNECTION SHALL BE 0.113x2Y2" RINGSHANK NAILS © 6" O.C. EDGE & 6" O.C. FIELD (AT GABLE ENDS DECREASE EDGE NAIL SPACING TO DO NOTSV=S.IFAD NSFROM THESE DRAWINGS.IF A DIMENSKIN IS UNCLEAR REFER TO TFE it 4„ O.C. WITHIN 4,-0rr CTURAL DRAWINGS OR ARCHf1EOF ROOF EDGE). FLOOR TRUSSES SHALL CONNECT TO BEAMS AT FLUSH CONDITIONS WITH SIMPSON HANGERS AS SPECIFIED BY TRUSS DESIGNER. CONTACTTHE E.O.R SUITABLE EDGE SUPPORT SHALL BE PROVIDED AS RECOMMENDED BY THE AMERICAN PLYWOOD ASSOCIATION BY USE OF PANEL CLIPS OR TRUSS MANUFACTURER SHALL COORDINATE WITH CONTRACTOR FOR LOCATIONS OF SQUARE PANELS FOR HVAC. PLAN NAME LUMBER BLOCKING BETWEEN JOISTS. PANEL END JOINTS SHALL OCCUR OVER FRAMING. PLYWOOD PANELS SHALL BE BLOCKED WITH 2x4 (MIN. BELIEFS RESIDENCE - U.N.O.) AT PERIMETER OF ROOF AND .AT DIRECTIONAL CHANGES. FLOOR TRUSS WEB STIFFENERS ARE REQ. AT ALL INTERMEDIATE BEARING LOCATIONS AND WHEN TRUSSES ARE BEING SUPPORTED ON HANGERS. �� DESIGN/DRAWN/CHECKED FLOOR TRUSSES SHALL BE FABRICATED AND INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. FILE C07j; cs KJL LAP DATE WOOD FRAMING 03-16-2016 FOREST PRODUCTS ASSOCIATION, AF & PA NDS-05, WITH 2005 SUPPLEMENT, AND AF&PA SPECIAL DESIGN PROVISIONS FOR WIND & SEE MECHANICAL DRAWINGS AND ROOF PLAN FOR EQUIPMENT WEIGHTS, LOCATIONS AND ACCESS PATHS IN ROOF TRUSSES. SCALE SEISMIC, SDPWS-05. AS NOTED SEE MECHANICAL DRAWINGS AND ROOF PLAN FOR EQUIPMENT WEIGHTS, LOCATIONS AND ACCESS PATHS IN ROOF TRUSSES. ACTUAL TRUSS ALL LUMBER, EXCEPT WHERE SPECIFICALLY NOTED OTHERWISE, SHALL BE MILL SIZED AND SURFACED ON (4) SIDES. ALL SHALL BE STRAIGHT SPACING TO BE USED TO DETERMINE UNIFORM LOADS/FOOT. TRUSS ID. 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. ROOF TRUSSES SHALL BE CONNECTED AT THE BEARING AT EACH END AS FOLLOWS: WHERE THE ROOF TRUSSES BEARS ON A DOUBLE 2x T I� 'r LPA PLATE, THE TRUSS HALL BE CONNECTED WITH (2)-12D TOENAILS AND A SIMPSON H2.5A. WHERE THE ROOF TRUSS CONNECTS TO ANOTHER o ® � c BELT-15-00 0330 EACH PIECE OF STRUCTURAL LUMBER, SHEATHING AND TIMBER SHALL BE MARKED WITH THE GRADE BY SUCH COMPETENT AND RELIABLE TRUSS OR BEAM, IT SHALL BE CONNECTED WITH A METAL TRUSS ANCHOR CAPABLE OF RESISTING GRAVITY AND WIND LOADS. (ANCHOR TO BE f SHEET ORGANIZATION WHOSE REGULAR BUSINESS IS TO ESTABLISH LUMBER GRADES. SELECTED AND DESIGNED BY TRUSS ENGINEER). H ISO.1 SHEET 2 of 19 Ff -1 FP77 Lou Pontigo and Associates. Inc. 65'-4" 12'-0" 18'-4" 420 Osceola Avenue 4'-9" V-3" 10'-5" 11'-3Y2" 8, 5" 7'-9" 8'-3" ,-3" 9'-6" 1'-3" )ax. Beach, Florida 32250 01 Ph. 242-0908 Fax.241-9557 FL: CA# 8344 SC: CA#3579 STARTING CORNER SLAB EDGE �� ''`�• �, it '.� /^^ � � �• � s�AV' N I I I I *■• o ••O 00 -0 ■ • 00 O = •�� ♦ I I . _1. /tel N — ••• . �� •(Al�``t',,E` r o ♦ , - - - ♦ , - I L uP�.,, I ` F L �# `�31 I II oI E N��j I II I REVISIONS DATE I I ♦ � - I I I � I I O o I =461 I I o I I 00 8„ 9'_O" Lij I FlELD ALTERATION TN CONTRACTOR SHALL CONTACT LOU MPRIOR TO �AKIZ ANY STRUCTURALl ♦ , — — — — — , — — — MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGIIVAL _ — — — — — — / CONSTRUCTKN1 DOCUMENTS.ANY FIELD ALTERNATIONS MADE PRIOR TO ♦ , — — — " BEING APPROVED BY LOU PONTIGO 5 IEWT ASSOCIATES MAY RESULT IN O ADDITIONALENGINEERING FEES. OR V7 N I I _ _ I (0 I I o I I it7 N I �t °) I I F n 0 ALL I I I / N / II CIOI o 0 I U w U w 1 I I I I I Ujm W z - I IQ I I LU J Q Jo LU V- 10'-10" 6'-3" 9'-3" 11'-4" 11'-4" 11'-4" 11'-0" 1'-3" T 1'-3" 72'-7" LJ , 7 7e- TOP OF PILE ELEVATION LEGEND PILE LAYOUT PLAN = TOP of PILE SEE 7/S1.2 SCALE: 1/4" = 1'-0" = TOP OF PILE 16.33' NAVD ( = TOP OF PILE 16.50' NAVD \ = TOP OF PILE 17.00' NAVD PERMIT SET PILE LAYOUT PLAN DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS.IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R eeo PLAN NAME BELILES RESIDENCE DESIGN/DRAWN/CHECKED FILE COI-i"'! CS DATE LAP 03-16-2016 SCALE AS NOTED TRUSS ID. 0 C T � � LPA NO. S LA BELI-15-00330 OB E F a SHEET EA H INSPEC ION SLOA SHEET 3 of 19 --]I F 7P 79'_2» Lou Pontigo and Associates, Inc. 73'-10" 420 Osceola Avenue 5'-4" 6'-0" 23'-6Y2" 33'-31/2" Jax. beach, Florida 32250 11 le e Ph.242-0908 Fax.241-9557 FL: CA#8344 SC:CA#3579 ' rr ' " 8" 4 -8 8" 5 -4 23'-6Y2" 9'_03/4„ 6,_43/4,, 4 -10 7 -0 5 -0 1 -0 10 _O 1 - 'r ' " ' r' IVIV 10 EDIMENSIONS '-lisp 1'-1" 2'-1' r 3 1 -0' 'r �•,.....••• � ., V SEE SHEET ' » „ems .• `• N S1.OA FOR PILEJ 9 -3 90-3$1 8 LOWER -2 4 2 :°•• c�`�•• SLAB EDGE _ * as o O N r ► S • O N00T da/S AB a I 7 �j` .M RECESS, EL.1 .08. I cV o 00T71- 00.13% SEE°ARCH. ° NA D. T/SLAB a { �� ( ° d I r p +18.17 _ Luis A. Pontigo, PE Lj HIS ER- S ° I NAVD 6„ T/PAVERS FL PE#53311 EDGE 0 TOP OF STEP / +16.6 7 REVISIONS DATE bo F ° d d d ° $" CIP LL, EE NAVD a° d d /S1.1 SIM ov °d o Q dr------------ ----------- d 48°' REINFORCED CONCRETE . 8". CONC. ° SLAB FORD 04 FILL -.W/h: CURB ' A CONTINUOUS MAT 06 ° ° ° °. I I d d #4 12".o.c E.W. JbP & BOT. d :. grid° 8'_10,'. °• d ° ° 13'_5»d ° 4'_ 1 » d'- » '_6" 4'-103/4" 5'_23/4" 19,-0» 11,_0» o FlELD ALTERATION •< d ° le e _ CONTRACTOR SHALL CONTACT LOU I I PONTIGO&ASSOCIATES PRIOR TO MODIFI CATIONS ATIONS WHICH MAY VARY ° d I FROM THE INTENT OF THE ORIGINAL d d d lt ° _ °- HELD w II ONCRETE III CONSTRUCTIONASSTSRCONSTRUCTIONES DOCUMENTS. OCUMENTS.IINAG NOYQ ° ALTERNATIONS PRIOR TO T .SLA - W APPROVED CL 5IED Co Q 7.33 7» REINFORCED CONC. & I I ADDITIONAL ENGINEERING OR I SLAB FORM D ON FILL W/ I INSPECTION FEES. H I&E R SLAB d NAVD ° °I SLAB FORMED ON FILL ' EDGE ON .TOP<OF Q °- a d N . 1 A CONTINUOUS MAT OF ° � . STE w/ A CONTINUOUS #5 @ 8"o. E.W. BOTTOM 8 CIP WALL , SEE• m cv MAT OF #4 ® 12 o.c - 00 d ° 7/°S1".1 SIM- ° c.N 40 N E.W. BOTTOM I N p ° — _ 2 T/SLAB I N I N I I ° 4 a 00 +18.67 POCKET IN GRADE d LOWER SLAB EDGE NAVD 17' 0" ' • BEAM, REFER TO I I 4- 2" RECESS, STEP ARCH. DRAWINGS I I ..•• SEE ARCH. (TYPICAL) vI I CSI o0 I I I N 13'-4» 15-2 2" I 7" REINFORCED CONCRETE T/SLAB SLAB FORMED ON FILL w/ 0 +18.17 6 A CONTINUOUS MAT OF NAVD STEP #4 012"o.c E.W. BOTTOM TWO i� ,L T/SLAB I o SLOPE � +18.17 NAVD 1' O" 10'-0" - 2 � ; U I LU 7" REINFORCED CONC. T PAVERS U w SLAB FORMED ON FILL ,i / M -, w/ A CONTINUOUS :5 +16.67 Z W N ❑ Y2 6 - W I MAT OF #4 ® 12"o.c P \ NAVD N R E.W. BOTTOM ❑ U sLU 5V CONC. o o Q CURB Ln I I 'I j O O N LU E_ � Q _ IVJ � 70. 31'-0" 8'-4" 12'-8" 10'-0" 1'-0" 10'-10" ol 52'-0" 73'-10" el SLAB DIMENSION PLAN SCALE: 1/4" = V-0" PERMIT SET SLAB DIMENSION PLAN DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS.IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R PLAN NAME BELILES RESIDENCE DESIGN/DRAWN/CHECKED FILE COPY CS KJL LAP DATE 03-16-2016 SCALE AS NOTED JB40 Y TRUSS ID. T w LPA NO. BELT-15-00330 SHEET �+ /^+ �✓SPEC 0� SLOB SHEET 4 of 19 Al Lou Pontigo and Associates, Inc. 420 Osceola Avenue lax. Beach, Florida 32250 Ph. 242-0908 Fax.241-9557 FL: CA# 8344 SC:CA#3579 NOTE: TWO STEEL EMBED PLATES REQUIRED AT _ THESES LOCATIONS PRIOR TO PLACING 8" FRANGIBLE it�irirry�i o`O CONCRETE SLAB. SEE 1/S2.0 FOR MORE T/BLOCK RETAINING WALL. SEE 4 S2.1 ••' t,1� '�� i . °; NAVD 7 INFORMATION. NAVD / �• Mfr �•� d - ••. ,RCDP .•• --------------- ---------------- ----- ,. I .d T/SLAB I h ° I T/SLAB - ------------------- ---------------------------------------------------, /V ° L.17.08 d . d +18.17l►1,�11111111,,,,,, d I ( ( 1 I I I I Luis A. Poll, PE NAVD. ° ° d d NAVD FL P E#5 3 31 1 4 d 6 I I STEP r� :y d 4 aS1.1 I SIM I I 1 , REV6IONS DATE .:.:,:•••••.'.•;- -I 4 • °-� I I 4 i i I :..•. : I i I 7 F A SPAN L _ I ADDITIONAL m A Y3 PROVIDE l 7„ REINFORCED CONC. ° TYPICAL TOP d ° ° d a 8 (5)#4x5'-0" HOOKED �I SLAB FORMED ON FILL d ° REINFORCING PATTERN 8: RINF.ORCED C�NCR TE _ S1 1 BARS BELOW WIND 5 z I w/ A CONTINUOUS I I I I I I I I d AT EA. GARAGE PILE 'SLAB FORMED OI�IIFILL W/ a POSTS AS SHOWN. as MAT OF #4 ® 12 o.c ° a ° ® .CONTIN�JOUS MAT 0 I S1.1 N I E.W. BOTTOM I I I I tr I I I I ; FlELD ALTERATON ° #4 @ 19-' o.c E.W. qOP 8c°BiOT. 3P-01' ;------------ LL_ I I I I I I 1 CONTRACTOR SHALL CONTACT OR LOU ' I POM'IGO 8 ASSOCIATES PRIOR TO - MAKING ANY STRUCTURAL FIELD ° � . B 2 � - - - d 4 ° : I I MODIFICATIONS WHICH MAY VARY 13 _ 4_ _ _ 1 a• I FROM THE INTENT OF THE ORIGINAL d / O I i I I CONSTRUCTION DOCUMENTS.ANY \ \ , W ° Q ^ f - 1n1 , I z , r----------J I I FIELD ALTERNATIONS MADE PRIOR TO J a `� ° d I' \_/ Q , I I I I I BEING APPROVED BY LOU POfYTIGO& ° O 7 P d I , ASSOCIATES MAY RESULT IN J L. (n SPAN Y3 S 1 1 ADDfI IONAL ENGINEERING OR Q d T/S L•A� 1 I I I I- I I I INSPECTION FEES. 4- ° +17.34 d STE a I I I I I I I I I I I NAVD F_ . � Y3 SPAN 1 4 V3 SPAN I Y3 SPAN POCKET IN GRADE I I I I 8 REINFORCE CONCRETE I I T/BLOCK I d N ° I 'I` BEAM, REFER TO I I I I I I I +16.67 NAVD T7 ARCH. DRAWINGS 1 SLAB FORMED FILL W/ I I A CONTIN MAT OF 2 IM I I T/SLAB m I (TYPICAL) I I i I - V #5 @ 8 o.c W. BOTTOM 1 d ° I o- I I 9 S1.1 I I +18.67 co S1.1 NAVD 6w , d I 0I L_ - - -r -�- - - - - --� I Q I sTEP I I L - - - - - - - - - - - - -1 I I - - 1 ---------- Y3 SPAN ' I I T/SLAB . - - - - - - - � A I I I +18.17 Y AN NAVD I Q ; 1 ------ ' � I I I � I I I I I SLOPE S1.1 - - - - - - - - - ' ' � �� ( r I 'K- I T/SLAB ( �, 1 6 �_� I 3 SPAN Y3 SPAN I 7" REINFORCED CONCRETE ( +18,17 8 ANGIBLE I I I I I I STEP I I SLAB FORMED ON FILL w/ I NAVD R TAIN NG WALL. I I I77 I A CONTINUOUS MAT OF 12 S E 4/S2.1 7" REINFORCED CONC. I I I #4 ® 12 o.c E.W. BOTTOM PO S1.1 I I I X3 h `�. I w `J SLAB FORMED ON FILL 11 I 11 I I I 1 I { ( w/ A CONTINUOUS S1 I I 51.1 - - - - - - - - I I U (�- I MAT OF #4 ® 12"o.c I 6" I " I I I I ,:. T/PAVERS I W E.W. BOTTOM S ® 6 O.C. I I z TIES 6 d.C. P Q I I ; I `. .. : .: +16.67 ! �..�..I n- d I I - NAVD J L I I 1 , I \ / ---------------- W .{ L----------------------------- -- ------------------------------------- I ry 10 3 4 V) T/BLOCK 8" FRANGIBLE J S1.1 S1.1 S1.1 +16.67 RETAINING WALL NAVD SEE 4/S2.1 w J Q 0 �C = DENOTES SIMPSON STHD14 w EMBED STRAP-TIE HOLDDOWN. C MUST BE INSTALLED PRIOR TO PLACING CONCRETE SLAB. SEE 1/S6.1 FOR MORE INFORMATION FOUNDATION PLAN FILL"mCOPY J � Y PERMIT HI H S1 C SET FOUNDATION LEGEND O14" DIAMETER AUGERCAST PILE, SEE 1/S1.1 FOUNDATION INDICATES GRADE BEAM, SEE SHEET S1.0 FOR REINFORCEMENT NOTE: - - - PLAN SEE SHEET S1.OA FOR PILE d1 INDICATES DETAIL NUMBER DIMENSIONS to INDICATES BUILDING AND SHEET NUMBER T.O.S. TOP OF SLAB ELEVATION INDICATES DIRECTION OF OUTER INDICATES DIRECTION OF OUTERBARS WITHIN DO NOT SCALE DIMENSIONS FROM BARS WITHIN REINFORCING MAT. THESE DRAWINGS.IF A DIMENSION IS SEE 14/S1.1 REINFORCING MAT. SEE 14/S1.1 UNCLEAR REFER TO THE. ARCHrtEcrurzAL DRAwKVGs oR CONTACT THE E.O.R NOTES: 1. TOP OF SLAB ELEVATION VARIES, SEE PLAN. PLAN NAME GRADE BEAM SCHEDULE: 2. SEE ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS, FLOOR SLOPES - AND STEPS NOT SHOWN. BELIEFS RESIDENCE 21"x18" CONC. BEAM w/4-#5 TOP 3. COORDINATE TOP OF SLAB WITH ARCHITECTURAL PLANS PRIOR TO DESIGN/DRAWN/CHECKED & BOT: & #3 CLOSED TIES ® 12" CONSTRUCTION CS KJL LAP o.c, SEE 4/S1.1 DATE NOTES: 03-16-2016 GB-2: 1. THIS FOUNDATION PLAN ONLY CONVEYS STRUCTURAL INFO RELATED TO 21"x22" CONC. BEAM w/4-#5 TOP THE FOUNDATION. FOR GENERAL FEATURES, DIMENSIONS, CONDUITS, SCALE & BOT., 2-#5 ® MID-DEPTH & #3 ELECTRICAL EMBEDS, STEP HEIGHTS, ECT., SEE ARCH. PLAN. ARCHITECTURAL AS NOTED CLOSED TIES ® 12" o.c, SEE PLAN SHOWN HERE IN FOR REFERENCE ONLY. TRUSS ID. 9/S1.1 2. FTGS. & FND. SHALL BE IN ACCORDANCE w/ LOCAL BUILDING CODES. LPA NO. GB-3. 3. SOIL COMPACTION AND FILL SHALL BE COMPACTED TO A MIN. OF 95% BELT-15-00330 24"x16" CONC. BEAM w/6-#5 TOP MODIFIED PROCTOR IN ACCORDANCE WITH ASTM D 1557. SHEET & BOT. & #3 CLOSED TIES ® 12" o.c, SEE 12/S1.1 SIM 4. TYP. GRADE BEAM IS GB-1 U.O.N., SEE DETAIL 4/S1.1 FOR REINFORCING. SLO SHEET 5 of 19 EXTEND BARS TO WITHIN r 3" OF TOP OF GRADE I j BEAM w/6" 90' HOOK (TYP) I I j T PILE VARCS 2-#4 SUPPORT 2-#4 SUPPORT SEE PLAN #5 @ 12" OC TOP #4 @ 12" OC #5 @ 12" OC TEMPERATURE #5 @ 12" OC TOP W/ STD 90' BEND TOP W/ STD 90' BEND 1/3 SPAN TOP REINFORCING 1/3 SPAN TOP REINFORCING REINFORCING 1/3 SPAN TOP REINFORCING 1/3 SPAN TOP REINFORCING Lou P o n t i g o a n d 2-#4 SUPPORT Associates, Inc. EL. +18.67' NAVD EL. +18.67' NAVD EL.+18.67' NAVD 420 Osceola Avenue • • • • , , TOP OF SLAB • TOP OF SLAB • TOP OF SLAB )ax. Beach, Florida 32250 • 3" Ph.242-0908 Fax. 241-9557 ---� �- - ------ GRADE BEAM TOP , Q FL: CA# 8344 SC:CA#3579 7" STRUCTURAL o �� i� #4 @ 12" OC EA. o REINFORCING w I # 7 STRUCTURAL i 7 STRUCTURAL 14"0 AUGER CAST PILE CONCRETE SLAB � WAY. BOTTOM 4 @ 12 OC 1 CONTINUOUS THROUGH #4 @ 12 OC EA. I C) w/ 7-#5 w/ #3 TIES @ o •_ •• _•_•_ � • BOTTOM. . • •-• .- _ CONCRETE SLAB M �x�nhna,Hgi, N PILE CAP SEE EA. WAY CONCRETE SLAB N PILE CAP WAY. BOTTOM • • • PLAN FOR LOCATIONS n MONOLITHIC CONCRETE 12" oc I GRADE BEAM REINFORCING OUTLINE OF GRADE o°` ,0. A, p� � ` CONTINUOUS THROUGH EL. +16.67' NAVD BEAM BEYOND, GRADE BEAM, SEE PLAN ,,,0° \,•,.•► ►`• d .,' r� SEE d EL. +16.67 NAVD +17.17 NAVD +I PILE CAP, SEE SECTION BOTTOM OF PILE CAP SECTION 4/S1.1 B OF PILE CAP FOR LOCATIONS �' '�" o PILE SECTION 1 -g» BOT OF GRADE BEAM 3/S1.1 GRADE BEAM TOP REINFORCING 1 2 STOP GRADE BEAM GRADE BEAM REINFORCING, S * 311 OUTLINE OF GRADE BEAM CONTINUOUS THROUGH BOTTOM REINFORCING 4-#5 TOP & BOT. W/ #3 14"� AUGER CAST PILE TJo BEYOND, SEE SECTIONu PILE CAP, SEE SECTION 4/S1.1 AT PILE TIES @ 12 OC pF * °° 3 S1.1 PER DETAIL 1/S1.1. :,,� '•�p ••.••.•. ••off ``; GEOTECH ENGINEER TO / SEE PLAN FOR LOCATION 3-#5 EACH WAY �'•,J'S IDP.. VERIFY PILE DEPTH. SEE I ABOVE PILE 4. KI NOTE ON SHEET S1.0 3-#5 EACH WAYY ................Z;mwo"- ABOVE PILE14"0 AUGER CAST PILE Luis A. Pontigo, PE 0 20-60' PER DETAIL 1/S1.1. SEE 2'-6" FL P E#5 331 1 .n PLAN OR LOCATION gk BOT PILE REVISIONS DATE TYPICAL PILE EL -16.00' A.v.D. SINGLE PILE CAP AND STRUC URAL SLAB SINGLE PILE CAP AT EDGE CONDITION GRADE BEAM AT EDGE CONDITION 1 ELEVATION 2 SECTION K3- SECTION 4 SECTION S1.1 SCALE: 1/4" = 1'-0" S1.1 SCALE: 3/4" = 1'-0" S1.1 SCALE: 3/4" = 1'-0" S1.1 SCALE: 3/4" = 1'-0" 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& 7" STRUCTURAL ADDITIONAL ENGINEERING OR ASSOCIATES MAY RESULT IN CONCRETE SLAB INSPECTION FEES. 1/3 SPAN TOP REINFORCING 1/3 SPAN TOP REINFORCING #5 @ 12" OC TOP EL. +18.67' NAVD EL. +18.67' NAVD I EL. +18.67' NAVD TOP OF SLAB 4-#5 DOWEL BARS TOP OF SLAB #5 @12"o.c VERT. TOP OF SLAB (2 EACH SIDE OF BEAM) ' ----------------------------------- -- 8" CONC. WALL �\ 10 o_ W @ 12" OC EA. I OUTLINE OF T SLAB VARIES FROM 3- 4 HORIZ. CONTINUOUS 2-#4 SUPPORT I w WAY. BOTTOM 3- 4 HORIZ. • • • • Uj T SLAB VARIES FROM # SLAB BEYOND # EL. +17.17 NAVD + 7.33' TO +17.08' NAVD CONTINUOUS::1 +17.33 TO +17.08 NAVD • io BOTTOM OF GRADE BEAM 1'-9" 41 � B/SLAB VARIES FROM, B SLAB VARIES FROM . _----.----- GRADE BEAM REINFORCING, +16.66' TO +16.41' NAVD GRADE BEAM REINFORCING, , 4-#5 TOP & BOT. W/ #3 + 6.66 TO +16.41 NAVD I 4-#5 TOP & BOT. W/ #3 8" CONC. SLAB TIES @ 12" OC #5 DOWEL BAR TIES @ 12" OC w/#4@12" O.C. EW DETAIL COLD JOINT TOP & BOT SEE 13/S1.1 IF REQUIRED 77 GRADE BEAM AND STRUCTURAL SLAB GRADE BEAM HIGH INTERSECTING LOWER PILE CAP ,� w U U Q 5 SECTION a4 6 SECTIONK-7 SECTION z w S1.1 SCALE: 3/4 = 1'-0" S1.1 SCALE: 3/4 = 1'-0" S1.1 SCALE: 3/4" - 1'-0" w 0 U to w Z In)/ Q cn wELEVAE- J Q OR #4 @ 12" O.C. ,� SHAFT WALL 5Y2" CURB POURED " O EA. WAY. BOTTOM 7 STRUCTURAL 7 TO 6 CONC. SLAB w CONCRETE SLAB ELEVATOR 5�» MONOLITHICALLY WITH w 5@12" TOP w 9" 90° #5 @ 12" O.C. SHAFT WALL 1-#4 HORIZ. CONTINUOUS SLAB /# / HOOK INTO FAR SIDE OF W/ STD 90' BEND STEP EL. +18.67' NAVD 12" MAX DEPTH # EL. +18.67 NAVD CONC. BEAM X11 7 STRUCTURAL 5 @12 o.c VERT. TOP OF SLAB V TOP OF SLAB - (VERIFY w/ELEVATO . . . CONCRETE SLAB EL. +18.67' NAVD TOP OF SLAB fi- d EL. +18.67' NAVD #4@12 TOP - • • • • • T SLAB VARIES FROM TOP OF SLAB - . • - • o _ +18.17 TO +17.92 NAVD C° I � • • • • - • • - EL. +18.17' NAVDo BOTTOM OF 11-911 I • • • • • • • • • • B/SLAB VARIES FROM E +17.17' NAV • • • • GRADE BEAM GRADE BEAM REINFORCING, • • ' • • SEE PLAN EL. +16.84 NAVD 1,-g» +16.67 TO +16.42 NAVD BOT OF GRADE BE. 4-#5 TOP & BOTTOM W/ 2'-0" BOTTOM OF SLAB PIT DIMENSIONS AS REQ. #3 TIES @ 12" O.C. GRADE BEAM REINFORCING, #4@12" BOTT E.W. ,� ,� BY ELEVATOR MANUFACTURER 4-#5 TOP & BOT. W/ #3 GRADE BEAM REINFORCING, GRADE BEAM W/ 6101 STEP GB-2 1 -9 x1 -# & BOT.-10 : 1'-g" #5@12 O.C. MAT EA WAY TOP & BOT. 12" TIES @ 12" OC 45 TOP W/ #3 GRADE BEAM REINFORCING, TIES ® 6" OC 14"� AUGER CAST PILE 4-#5 TOP & BOTTOM W/ BEYOND. EXTEND VERT. REINF. #3 TIES @ 12" O.C. INTO CONC. BEAM w/ 6" 90' HOOK 8 SECTION rq ELEVATOR RECESS SECTION 10 SECTION ,1 CANTILEVERED SUPPORT SLAB S1.1 SCALE: 3/4" = 1'-0" S1.1 SCALE: '3/4" = 1'-0" S1.1 SCALE: 3/4" = 1'-0" S1.1 SCALE: 3/4" = 1'-0" PERMIT SET 8-#5x6'-0" @ 6"O.C. w/ „ PARALLEL TO SLAB EDGE #5 @12"o.c VERT. 8 AT EACH PILE. (TYPICAL) VERIFY RECESS 18.67 8-#5x6'-0" @ 6"O.C. w/ DIMS. WITH ARCHNAVD 90° HOOK PERPENDICULAR FOUNDATION 8" CURB POURED TO SLAB EDGE AT EACH SEE PLAN MONOLITHICALLY w/SLAB PILE. (TYPICAL) DC ICT AILS #5 @ 12"o.c TOP W/ STD 90° BEND TOP OF SLAB » 1/3 SPAN TOP REINFORCING SEE TYPICAL #4@12 O.C. OUTER BARS. WHERE 3-#4 HORIZ. CONTINUOUS EA. WAY TOP AND REQUIRED 3" CLEAR EL. +18.67 NAVD ARCH 7" STRUCTURAL BOTTOM MATAN 2 CLEAR if TOP OF SLAB _ 17.08 • of tNUOT SCALE DIMENSIONS FROM CONCRETE SLAB NAVD c' • • • • Q RAWINGS• • • • • • • • • • • - • • Ld CLEAR REFER TO THE 16.41' � U CONTACT THE E.O.ITECTURAL DRAWINGS OR • 2-#4 SUPPORT I NAVD z - -----------� ----- ---- --------------------------- • • 00 • • • • • • - I ' ' » " • • • • PLAN NAME BOT. OF LOWEST ----------- --�� 2 CER. 2 CLR BELIEFS RESIDENCE EL. +17.17' NAVD, HORIZONTAL MEMBER I 7" STRUCTURAL BOTTOM OF BEAM AT SLAB CONCRETE SLAB 2 LAYERS OF 1'-9" DESIGN/DRAWN/CHECKED GB-3: GRADE BEAM 14"0 AUGER \-2 LAYERS OF 6 MIL VAPOR INNER BARS 6 MIL VAPOR BARRIER Cs KJL LAP CAST PILE I BARRIER (LAP SEAMS) (LAP SEAMS) FILE COr DATE REINFORCING, 6-#5 TOP & GRADE BEAM 03-16-2016 BOT. W/ #3 TIES @ 6" OC THICKENED SLAB AT PILE scALE ONLY w/3-#5 EA. WAY CONCRETE COVER D E TA AS NOTED BOTTOM, SEE PLAN SLAB REBAR PLACEMENT TRUSS ID. I !S LPA NO. BELI-15-00330 SHEET 12 GARAGE RECESSrl3SECTION 14 SECTION 15 SECTION " t_ S1.1 S1.1 SCALE: 3/4" = 1'-0" S1.1 SCALE: 3/4" = 1'-0" S1.1 SCALE: 3/4" = 1'-0" �EA PE�T�� F . S1 .1 SHEET 6 of 19 . j 1 TOP OF DECK/ 10" BOND BEAM TOP OF COPING SEE 4/S1.2 SEE 7/S1.2 _ & A 'f •d• 1 c - % 10" BOND BEAM mr Lou Pontigo and TOP OF DECK/ SEE 4/S1.2 Associates, Inc. TOP OF COPING I z 11 1�\ 10" BOND BEAM--\ 420 Osceola Avenue 8" STRUCTURAL CONCRETE 6 SEE 7/S1.2 SEE 4/S1.2 7Fi �� 1�� Jax. Beach, Florida 32254 POOL SHELL WALL 1 Ph.242-0908 Fax.241-9557 A -V 1 FL: CA#8344 SC:CA#3579 #4 VERTICAL @ 8" O.C., I` 1 ' _ •. CENTERED, ALIGNED w/ #4 @ 12 o.c E.W. I • ' I I I�I SLAB REINFORCING � °'� • : � -• TYPICAL AT STAIRS. AT CONTRACTORS OPTION z ONE FULL BAR MAY BE __T 8 STRUCTURAL » . -a BENT INTO SHAPE IN LIEU � a �..�� o��s'IQ '��j•'--,, � CONCRETE SLAB #5 @ 8 o.c -' . a a OF SPLICED BAR SHOWN 2_#4 EA. WAY TOP J #4» HORIZONTAL @ .d. d:l SUPPORT #4 HORIZONTAL @ 12 o.c, CENTERED • .. a #5 @ 8 o.c A • EA. WAY TOP Of L0 N 12 ox, CENTERED • C) 0 • : .< A d G 8 STRUCTURAL a #4 HORIZONTAL @ aso AT OF140 #5 @ 8 o.c H , » a s e. d a . .rC� N 1 3 PAN TOP REINFORCI G 1 -2 5- 5 TOP AND 5 5 - DP•• moo` a CONCRETE SLAB 12 o.c, CENTERED -o c�` •• • / # # d... : e EA. WAY TOP �..J' '••... BOTTOM w/ #3 S IRRUPS a l . a a :' a a e. N o ., sj� ......••`�� '# M 3" 5-#5 TOP AND 5-#5 / # d 4 LEN a @ 12 o.c GRADE EAM . .. a i � • : • 0 • • •' BOTTOM w 3 STIRRUPS w o I a I I 5-#5 TOP AND 5-#5 a ' CLR. / # REINFORCING U d° e . d a BOTTOM w/ #3 STIRRUPS Luis A. Pontigo, PE j m I . a a @ 12 o.c GRADE BEAM (,< d .• N I— 4 FL PE#53311 z REINFORCING _ . . : i.° •' @ 12 o.c GRADE BEAM - � - a. _ � 0 ' , REINFORCING a' _ — — to 0 m d d REVISIONS DATE EA. WAY BOT. f -� BOT. OF FTG. BOT. GRADE BEA I' e I. a I d #5 @ 8 0.c SEE 7/S1.2 SEE 7/S1.2 EA. WAY BOT. 8" STRUCTURAL �. CONCRETE SLAB - _j 0 4 BOT OF FTG. BEND OVER VERTICAL #5 � 0 Co BEND OVER VERTICAL #5 AUGERCAST PILE REINFORCING BEND OVER VERTICAL #5 SEE 7/S1.2 AUGERCAST PILE REINFORCING INTO GRADE BEAM/SLAB AUGERCAST PILE REINFORCING , INTO GRADE BEAM/SLAB INTO GRADE BEAM/SLAB , » 16 � AUGERCAST CONCRETE 16"0 AUGERCAST CONCRETE 1 -2 ANCHOR PILE (TYPICAL ANCHOR PILE (TYPICAL " 8 LOCATIONS) 16"0 AUGERCAST CONCRETE -/ FlELD ALTERATION 8 LOCATIONS 2 -6 CONTTGOTORSOCIATEfYRIORTOU 2f-61) ) ANCHOR PILE (TYPICAL PONT GO ft ASSOCIATES PRIOR TO 8 LOCATIONS) 1'-4" MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY 3 0"w x 2 0"d STRUCTURAL GRADE BEAM A T EDGE 4,_o„ FROM THE TITENT OF THE TS.ANALY CONSTRUCTION DOCUMENTS.ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PON IGO& 1 SECTION 2 SECTION 3 SECTION ASSOCIATES MAY RESULT IN ADDITIONAL ENGWEERING OR S1.2 SCALE: 3/4" = 1'-0" S1 2 SCALE: 3/4" = 1'-0" �.2SCALE: 3/4" = 1'-0" INSPECTION FEES 'I AD 4pcs #4 x 3'-0" DIAGONALS AROUND DEEP WELLDRAIN OPENING 3/8" MORTAR EA. WAY TOP JOINT 8" STRUCTURAL BULLNOSE COPING AS PER 10» EXTERIOR FINISH, MAINTAIN 2" 51-x» CONCRETE SLAB ARCHITECT DESIGN SEE ARCH. CONCRETE COVER 2-#4 SUPPORT AROUND OPENING a . a WATER LINE N a • V • • - #5 @ 8"o.c 4 ° d w U 6" WATERLINE EA. WAY BOT. 4 r l Q TILE ® ---- U LiJ • #4 @ 12 O.C. a • EACH WAY POOL BOT OF FTG. a z BOND BEAM W/ 2-#4 BEND OVER VERTICAL 5 CONTINUOUS AROUND SLAB REINFORCING SEE 7/S1.2 # W #4 HORIZONTAL @ PERIMETER TYP AUGERCAST PILE REINFORCING U ( ) N INTO GRADE BEAM/SLAB �_ 12 O.C., CENTERED DEEP WELL » #4 VERTICAL @ DRAIN 5-#5 TOP AND 5-#5 16 AUGERCAST CONCRETE 12" O.C., CENTERED BOTTOM w/ #3 STIRRUPS LU Z @ 12" O.C. GRADE BEAM ANCHOR PILE (TYPICAL Q TYPICAL COPING f EDGE DETAIL REINFORCING �'-4" 8 LOCATIONS) 2'-6" C!) j 4 SECTION 5 DRAIN OPENING REINFORCING ETAIL 6 SECTION ?r LLJ SCALE. 3/4" — 1'-0" SCALE: 3/4" — 1'-0" S1.2 SCALE: 3/4 = 1 —0 S1.2 S1.2 � O W V ' SEE 4/S1.2 TOP OF DECK/ TOP OF COPING ELEV = 16.67' ---- ---- TOP OF TOP OF COCK/ NG ELEV = 16.67' TOP OF WALL, ELEV = 16.50 I Imo) I a . a I I I •4 . a . III a - a .• � - .• °. . a III ------------- ---- --- d I III PERMIT d I 4 d• 4 a 4d a d ° a SET a a T/PILE ° a a a a 1 a T/PILE I d I 11.75' ")va ------ a �. a • I d T/PILE I a 4----.-- ° 11.42' BOT OF FTG. I ° d ° a 4 11.25 I r 4 I BOT OF FTG. T/PILE 4 d 1 a 4 I I ELEV = 11.42' a I d ELEV = 11.42 POOL 10.715' - - • • d . ° . � - a - d - r------ BOT OF FTG. I 1 BOT OF FTG. - I ELEV = 11.92' L----- - ------ ----------J SECTIONS ELEV = 10.42' I AND L- ------ ------ ---------� DETAILS SEE 3/S1.2 DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS.IF A DIMENSION IS UNCLEAR REFER TO THE CTURAL SEE 6/S1.2 COrNTACTTHE EoRs� PLAN NAME BELILES RESIDENCE 7 SCHEMATIC POOL SECTION DESIGN/DRAWN/CHECKED CS KJL LAP FILE COPS �.2SCALE: 3/4" = 1'-0" DATE 03-16-2016 SCALE AS NOTED TRUSS ID. TH I N U LPA NO. BELI-15-00330 ON E SHEET EAC CT NS 1 .2 SHEET 7 of 19 I BACKFILL WITH CLEAN FREE PROVIDE HORIZONTAL JOINT DRAINING SAND OR GRAVEL WITH LESS THAN 10% FINES NOTE: REINFORCEMENT AT 16"o.c PROVIDE KEYWAY VERTICALLY, (EVERY OTHER CONSTRUCTION JOINT COURSE) & A , IN RETAINING WALL HOLD VERTICAL PROVIDE HORIZONTAL JOINT FOOTING @ 5'-4" O.CLJ I Lou Pontigo and REINFORCEMENT AT 16"o.c CONT. OPEN LINTEL REINFORCING TOWARDS VERTICALLY, (EVERY OTHER BOND BEAM w/ INSIDE FACE Associates, Inc. COURSE) 1-#5 REBAR 420 Osceola Avenue 32250 PROVIDE HORIZONTAL JOINT CONT. OPEN LINTEL NOTE: ]ax. Beach, Florida 41-95 INSTALL RETAINING FL CA Fax. A#35 9 REINFORCEMENT AT 16"o.c BOND BEAM w/ HOLD WALL IN 5'-4" FL: CA# 8344 SC:CA#3579 VERTICALLY, (EVERY OTHER NOTE: 1-#5 REBAR NOTE:INSTALL RETAINING 21/2" CLEAR LONG SEGMENTS. COURSE INSTALL RETAINING WALL IN 5'-4" NOTE: FILL ALL CELLS SOLID WALL IN 5'-4" LONG SEGMENTS. \� ifj'''%•, WALL IN 5'-4" \ \ � LONG SEGMENTS. X c� SET REBAR w/ CONCRETE CONT. OPEN LINTEL / f1 • •• �• LONG SEGMENTS. \ /� Q z #5 VERTICAL �.�°��v .•��CE'''••. ��''-•, a BOND BEAM w/ �' z 2 FROM 8" CMU W/ #5 ® 16"o.c 1 -4 21-011 1 -4 SPACING • C� 1- 5 REBAR o _ < INSIDE EDGE „ �2 FROM INSIDE EDGE, -- - - - - - Q Z 3'-0" OF GROUT ALL CELLS 00 Ld o ° N 8" CMU W 5 @ 24"o.cw " Q CENTERED,/GROUT 3'-0" OF EXPOSED SIDE v N SEALANT TYP. 1/2 PRE-FORMED ' �O; �T TE OF * N x Z 8" CMU W/ #5 © 48"o.c o w w BOTH FACES. NEOPRENE GASKET *400 FLAT GRADE z - •% - Q _z 2'-0" OF CENTERED, GROUT '�' ALL CELLS NOTE: o FULL HEIGHT OF WALL ° ��f' '•••.,,,,,,,P••'•t��°�� M a ALL CELLS. J » Q :`i': e:: :+.. ;..* ; .y, . �'...' *.*,: iy� NAL ENG\. � Q °- PROVIDE KEYWAY � '� :- 00 8 8 J CONSTRUCTION JOINT w ` W U ��u a`a _ 3 CLR. z \ N z \ o IN RETAINING WALL ``_,' ~ �� Luis A. Pontigo, PE 3" CLR. 3 Z \\ \\ 3 \\ \\ �`� w FL PE#53311 1'— 01f \\//\\/ 1 \\\/�\\/ 1'— \\\/�\\/ FOOTING © 5 -4 0.C. N //�/ NOTE. o //�/ 9 CLR. N //�/ SOIL SIDE 1 \\ \\ PROVIDE KEYWAY \\\\ \\ \\ CONSTRUCTION JOINT o a .• NOTE: --------------------------- C.J. INDICATES 1-#5 VERTICAL, FIRST FiE SMS DATE IRS N _j IN RETAINING WALL N N a -- CELL EACH SIDE OF e v FOOTING ® 5'-4" O.C. v v 1/2" 5'-4" CENTER LINE OF CONTROL JOINT. FILL ALL i7 io CONTROL �' - #5 VERTICAL IN CONTROL JOINT. CELLS SOLID WITH CONCRETE #4 DOWEL W/ #5 DOWEL w/ #5 DOWEL w/ JOINT CONCRETE FILLED C.j. 10" HOOK 3-#5 CONT3-#5 CONT 10" HOOK ALIGN 4-#5 CONT CELL (TYPICAL). SEE BREAK-AWAY CMU WALL CONTROL JOINT 24" w/ #5 ® 48"o.c 10 HOOK ALIGN 30" w/ #4 Co? 40"o.c 36" SECTIONS FOR SPACING CENTERED w/ VERT. REBAR CENTERED w/ VERT. REBAR #4 TRANSVERSE BAR FRANGIBLE RETAINING WALL SEGMENT 3-COARSE 5-COARSE w/6" HOOK Co? 24" O.C. FlELDALTERATION 7-COARSE 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 1 FIELD ALTERNATIONS MADE PRIOR TO FRANGIBLE RETAINING WALL DETAILS 2 FRANGIBLE FOOTING DETAIL 3 DETAIL BEING APPROVED BY LOU PONTIGO 6 SULT IN S1.3 SCALE: N.T.S S1.3 SCALE: 3/4" = 1'-0" S1.3 » ASSOCIATESMAYENGINEERING SCALE: 3/4 = 1 —0 ADDITIONAL ENGINEERING oR INSPECTION FEES. i i U w Q U Z w LU m U T w Z � Q cn J w E— .j Q -J o w ao � i PERMIT SET FRANGIBLE RETAINING WALL DETAILS DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS.IF A DIMENSION LS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. PLAN NAME BELILES RESIDENCE DESIGN/DRAWN/CHECKED f FILE COPY �S KJL LAP DATE 03-16-2016 SCALE AS NOTED TRUSSID. t' LPA NO. HI I BELI-15-00330 ONSHEET QAC S1 .3 SHEET 8 OF 19 SYMBOLS LEGEND ® DESIGNATES INTERIOR LOAD BEARING WALL. DESIGNATES SHEARWALL. THE HIDDEN LINE DESIGNATES SIDE OF WALL THE ___ _____ SHEARWALL SHEATHING TO BE APPLIED. SW NAILING 8d O j DESIGNATES 8d COMMONS 8d®3"/6" 3" O.C. EDGE & 6" O.C. "IN THE Adwb FIELD" SEE 8/S5.1 DESIGNATES THE HEADER SIZE, NUMBER ommmmmmmmwj OF PLY'S & JACK/KING STUDS NEEDED Lou P o n t i g o a n d Associates, Inc. ---- BEAM OR TRUSS, SEE PLAN 420 Osceola Avenue ANCHOR LEGEND )ax. Beach, Florida 32250 Ph.242-0908 Fax.241-9557 SW NAILING: u 6" I ` THREADED ROD, SEE DETAIL 5/55.0 FL: CA# 8344 SC:CA#3579 8d�3" 01 / A307 DIAMETER FULL HEIGHT (2)2x6 FULL HEIGHT NALL " A307 DIAMETER FULL HEIGHT O.C. SEE DETAIL 2/S6.0. X5 THREADED ROD, SEE DETAIL 5/S5.0 SEE DETA L ��"„�+,"• '",'a�ar SEE DETAIL SEE DETAIL ``��s 9/S5.2 8/S5.2 9/S5.2 ,.:.,........ TEO W16x26 WIND " A307 DIAMETER THREADED ROD �o ��C Si �G) s TERMINATES AT SECOND FLOOR : : •. C� X TOP PLATE, SEE DETAIL 5/S5.0 0 o o BEAM BM 15 (3)1.75x9.5 2.0E LVL-3 _ _ I- -I ABOV POST, SEE DETAIL 5 • • _ N _ _ _ _ 1/S2.0 cj �" A307 DIAMETER THREADED ROD TERMINATES AT SECOND FLOOR N 5 P PLATE, SEE DETAIL 5/S5.0 = STA F * o MABOVEA307 DIAMETER THREADED RODS F�'��OR1DP.•••'•'�``��, I. M -[(j2)1.7jx1 2.0E LVL-3/ - 2)1.75x16 2.0E LV - /2 _ (2)2x8-2/2 I G RAGE HEADER GARAGE HEADET I - RMINATES AT FIRST FLOOR TOP ��cr`O�"'•■••••• \��+�0 L IrI ( I _ _ I I ATE, SEE DETAIL 5/S5.0 �,,"ftftum "11,"„ 64AM I I AM BM (2)2X10-2/2 Z io o I A307 DIAMETER THREADED ROD Luis A. o n t i g o. PE SWXA1 G: M-3 I (2)2x6 SPF#2 I ABOVE I I =_ \ RMINATES AT FIRST FLOOR TOP I I • „ FL PE#53311 $d » I > I A OVE I I I ( ) # i ¢ m ATE. SEE DETAIL 5/S5.0 POST. I 3 2x8 SP 2 z O I POST. I I N V muj A I I 3 2x SPF#2 I I I ® > SIMPSON HTT5, SEE DETAIL 6/S5.2 REV��NS DATE 5 I I BEAM BM-15 m i Q I ® ABOVE SIMPSON LTT20B, SEE DETAIL 6/S5.2 I LLJ m 00 I Q (3)2x6 SPF#2 >> i c� I " m P O T. Q w 1 Z I I • J - _ - - N m Z I N \ I SIMPSON DTT2Z, SEE DETAIL 6/S5.2 BEAM BM-1 ABOVE I i - I NIt W LL STUD SCHEDULE m i cn I r I X J PLATE STUD SIZE FIELD ALTERATION Z cD 1 i �_ J LOCATION HEIGHT & SPACING CONTRACTOR SHALL CONTACT LOU J \ Q I W I EXTERIOR 9'-1" 2x4 SPF#2 O 16" O.C. PONTIGO&ASSOCIATES PRIOR TO Qw I (0 O MAX MAKING ANY STRUCTURAL FIELD m I N 3)2x6 SPF#2 (3)2x6 SPF#2 (y 10'_1 2x6 SPF#2 O 16" O.C. MODIFICATIONS WHICH MAY VARY EXTERIOR FROM THE INTENT OF THE OMI.IAL Z -v S T. POST.S T. ao •- MAX 2x4 SPF#2 O 12" D.C.00 I SW NAILING: N CONSTRUCTION DOCUMENTS.ANY SW NAILING: ., I v X CD Z EXTERIOR 10'-1 TO 2x6 SPF#2 ® 16" O.C. FIELD ALTERNATIONS MADE PRIOR TO N OSB WALL 1 8d®3 /6 I - ---- _ _ _ _ (3)2x6 SPF#2 LO cn O O 14'-0" BEING APPROVED BY LOU PONTIGO& 8d®3"/6" \ F ASSOCIATES MAY RESULT IN SHEATHING. I BEAM BM-7 ABOVE POST. M w < I 0 INTERIOR IMAX" 2x4 SPF#2 O 16" O.C. ADDITIONAL ENGIVEERINGOR (2)2x6 SPF#2 POST. i 1 > v 0 I INTERIOR MAX 2x4 SPF#2 O 12" O.C. INSPECTION FEES. 17-0" 2x6 SPF#2 O 16" O.C. gL (3)2x6 SPF#2 1 - --- m o z > POST. x ( 1.) WA STUD SPECIFIED ON PLAN SUPERSEDE THIS TABLE I Q O w O -�. --r .� 00 W w Q 2.) MINIMUM STU SIZE AND SPACING ARE SHOWN. ?-- ------------- I d O I CONTRACTOR MA INCREASE STUD SIZE TO MEET 2 ARCHITEC RAL EQUIREMENTS. J (4)2x4 SPF#2 i m %x5j 1.8E i I Q w � w I 3.) SPF DENOTESSPRUCE PINE FIR. SYP DENOTES SOUTHERN 0 POST. 1 � PARALLAM PSL I I N m YELLOW NE. N SW NAILING: w POST I I C; N 4.) USE SYP#2 OR ALL TOP PLATES AND SOLE PLATES. S (2 2x1 -1/1) OSB WA L " " OD 8d®3 /6 1 ( _ \ �j Q (p 5.) FAS BOTTOM PLATE OF INTERIOR LOAD BEARING WALLS SHEATHING. BEAM BM-11 ABOVE I I Z to O N ( TO CONCRETE SB w/16d MASONRY CUT NAILS O 16" O.C. I� I t coo F- I MINIMUM. SEE 2/S5.0 FOR ADDITIONAL ANCHORS AT SHEARWA LS W NAILI G: ----- I I ® �- w d03"/ tow 1.8E i a N GENERAL NOTES SW N I G: m I PARALLAM PSL w JJ 3"/6 1 POST 1 g J 1. SEE DETAIL 2/S5.0 FOR WALL FRAMING DETAIL. Q Q SEE WAUL STUD SCHEDULE THIS SHEET FOR STUD 1 N OSB WALL 5 SIZES A D SP CING. AT GIRDERS AND BEAMS, � I 6x6 P.T. SYP#2 POST. PROVIDE STUDS BELOW TO MATCH BEAM/GIRDER C1' SHEATHING. I I SEE DETAIL 1/S6.0. PLIES. J j I > > 'i' (TYPICAL 5 PLACES) O 1 0 1 SHEATHI G 2. SEE E ST SOFICATION ROOF AND FLOOR 1 o I (4)2x4 SPF#2 I m I m > w I 1 04 C7 POST. I 04 Q Q LLI > 3. WHEREFRAMING MEMBERS CONSIST OF MULTIPLE Z (0 I j I 00 o O PLIES ( EAMS, HEADER, AND STUDS) FASTEN PLIES 1 Jto - Ij Z Ij IQ TOGETHERR PER DETAIL 1/S5.2X z -I LL- LO QM J ( � U Z w Q M-0 12 m 4. INST LLS E PLATE ANCHORS PER DETAIL w wX oo o Zw 2/S5.0N w N °0 0 Q m w(3)2x6 POST DIRECTLY \ 9m OSB WALL zo(3)2x6 SPF#2 a) . Z W POST. I ,O; SHEATHING. I PROVIDE SOLID BLOCKING 3 m (j BE BM_14 ABOV _ '� I WITHIN FLOOR SYSTEM. "' O04 Q U ' 1 - I I i I BEAM 5 5 ti22x8-1/ (2) x10-2/1 65 ABOVE W z 3 2x12-2 2 (2)1.75x14 2.0E LVL-3/2 ( ) W SW NAILING: 8 (n 8d®3"/6" O O 7.. (3)2x6 POST DIRECTLY U `"t", BELOW JACK STUDS ABOVE. J MINIMUM OF 2x6 SPF 2 STUDS MINIMUM OF (2)2x6 SPF#2 STUDS PROVIDE SOLID BLOCKING O DIRECTLY UNDER EACH TRUSS. DIRECTLY UNDER EACH TRUSS. w C� V ' FIRST LEVEL WALL FRAMING PLAN SCALE: 1/4" = 1'-0" CAP PL Y4"x5Y2"x24" NOTE: SPLICE ALL MULTI-PLY BEAMS/HEADERS/POST TOGETHER 10-Y2"Ox5" LAG 7 PER DETAIL 1/S5.2. SCREW HEADER PER PLAN NOTE: SEE ARCHITECTURAL PLANS AND WINDOW/DOOR MANUFACTURERS ALL HOLES IN STEEL BEAM SHALL STRAP HEADER TO REQUIREMENTS FOR ACTUAL ROUGH BE DRILLED BY STEEL FABRICATOR JACKS w/CS16 STRAP OPENING DIMENSIONS. NOMINAL DIMENSIONS SHOWN FOR GENERAL LAYOUT. 5/8"0 HEX HEAD THRU 5/8"0 HEX HEAD THRU FRAMING NOTE: GENERAL BOLTS w/ HEX NUTS & BOLTS w/ HEX NUTS & CONTRACTOR TO COORDINATE WASHERS ® 48" O.C. WASHERS ® 48" O.C. LOCATION OF FRAMING MEMBERS WITH HVAC DUCT WORK AND ELECTRICAL PERMIT FIXTURE LOCATIONS. NOTE: ALL EXTERIOR CONNECTORS & (2)2x6 SPF #2 JACKS/KINGS 2'-0" Ole- STUDS PER PLAN 3Y4) 5" 02" 5" 3%" SLAB EDGE STEEL. It CV M W1 6x26 WIND °O o o POST IL " 1'-o" 1'-0" FIRST LEVEL HOT DIP GALV. EMBEDDED COL y» WALL STEEL BASE PL w/ (4)3/4"x12" FRAMING HEADED STUDS EMBEDDED INTO CONTRACTOR SUBMIT GRADE BEAM y» STRUCTURAL STEEL SHOP PLAN ... DRAWINGS PRIOR TO FABRICATION •,••,•~• L4 " •-'. -1 i •l ? r,:I: -• '• !•� 'I�, DO NOT SCALE DIMENSIONS FROM 4 I• • I + I~:' THESE DRAWINGS.IF A DIMENSION IS �•• ;.�..• • 'I I•. I'. UNCLEAR REFER TO THE ".I r' . I• I.I: 1., �I. { -47.: ': ARCHITECTURAL DRAWINGS OR 4� ;i:• I! •� :.� I •• [A ' CONTACT THE E.O.R. " °� ' • •' TYPICAL GRADE BEAM REINFORCING PLAN NAME BELIEFS RESIDENCE ADDITIONAL REINFORCING, DESIGN/DRAWN/CHECKED SEE PLAN CONCRETE GRADE BEAM Cs KJL LAP PER PLAN, SEE DETAILSFILE CO DATE ON S2.0 1 03-16-2016 SCALE AS NOTED TRUSS ID. 1 WIND POST SECTION LPA NO. BE BELI-15-00330 52.0 ON _ Com` % SHEET AC TIS S2.0 SHEET 9 of 19 7 F7--7] i p 'p -10A Lou Pontigo and Associates, Inc. 420 Osceola Avenue 32250 OSB BLOCKING PER PhJ 2420908each, F1oriFax.a241-95557 DETAIL 3/S5.2 FL: CA#8344 SC: CA#3579 OSB BLOCKING PER (2)2x6 FULL HEIGHT WALL 5 DETAIL 3/S5.2 7 12" O.C. SE DETAIL ORCH SHEATHING AT ,,,.•�+ ►�+++�++rr+tr�ff� S5.1 0TTOM CHORD OF S5.1 TRUSS. r� O 5 SIMPSON S5.1 S5.1 HUCQ412-SDS *```, 'w•�� E •SFo�� v w d o fHANGER6 6 v � � _ CJ43 . S5.1 �� U w U , S5.1 (2)1.75x11.25 2.0E LVL S TE * N i° B I -15 7 m CJ44 J44 0 '•'�` _ P 00 3 PORCH SHE THI G AT NAL 8 ` '`, •awww ww• r r BOTTOM CHORD F ,IIIIII FASTEN SIDE F25 BM-16 F 6 I J TRUSS SEE /S .0. Luis A. Pontigo, PE 5.1 �I AM TO ip > FL PE#53311 V434 I Ir 7 7 FSP IV I 111m m I p REVLSIONS DATE N L J HI-D r L N QQ Q B33 00 I r OSB BLOCKING PER L J L J L Z/ L0 LL LL_ L DETAIL 3/S5.2 -ir I r � r -1 r -i r FASTEN BOTTOM CHORD L F23 N N OF TRUSS TO SIDE OF r DECK JOISF E CH FlELD ALTERATION /( ) F27 SIDE OF P ST TYP. CONTRACTOR SHALL CONTACT LOU O w 1 STA24 11 1 L PDNrIGo a ASSOCIATES PRIOR TO 6 N OSB BLOCKING PER J r MODIF ANYS STRUCTURAL MAY FIELD S5.1 DETAIL 3/S5.2 �c«'RUCrO11DOCUTM�ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO 6 F B M-7 ASSOCIATES MAY RESULT IN (2 HTS 16 °f I J ADDITIONAL ENGINEERING OR -� > INSPECTION FEES. - - Cy - i J (2)HTS16 24" OC F24 00 (0 I w O N Q7 © I N OSB BLOCKING PER a W Ln DETAIL 3/S5.2 0= (2)HTS16 (2)HTS16 N r` BM-11 X II N N II r - r - r Ir r r r r -1 r r r 7 r r CK JOIST EACH SHEARWALL I r-) SIDE OF POST (TYP.) ATTACHMENT, SEE Ln OSB BLOCKING PER DETAIL 9A/S5.1 00 SHEARWALL M DETAIL 3/S5. Z IIIATTACHMENT, SEE II JL DETAIL 9A/S5.1 m = 2x12 LEDG R. FASTEN w/ 9-1 II COMMONS ® 16' O.C. & -Y" " 111 -j LAG SCRE S ® 32" O.C. > J T W li > YZZZZZZ/EQ O U N P� d Ln CO O NLLJ LL L L LL LL U- LL_ LL- LL_ III LO N U Z DETAI 3/S5.2 w OSB BLOC ING� PER BM-14 v J L J J L J L O O 791F Z _ (_(J J N I N I 111 1 1 7M-12 m F28 x . ^w Z - 7E ___ FASTEN DECK JOIST 6 5 6 6 SIMPSON EACH END w/LUS210 S5.1 S5. S5.1 OSB BL S5.1 HUCQ412-SDS S5.1 S5.1 DETAIL 3/S5.2 HANGER w O . BEAM SCHEDULE �- Lt) BM-1 2-1 .75 5 X16 LVL SECOND FLOOR FRAMING PLAN BM-2 4-1 .75 X 16" LVL 24' O� SCALE: 1/4" = V-0" BM-3 2-1 .75" X 16" LVL 5' I BM-4 2-1 .75 X 16 LVL 22' BM-5 2-1 .75" X 16 LVL 9' BM-6 2-1 .75" X 16" LVL 10' TRUSS / ROOF RAFTER NOTES: STRAPPING NOTES BM-7 3-1 .75 X 12 LVL 11 ' BM-8 2-1 .75 X 12 LVL 9' 1. STRAP TRUSSES AND ROOF RAFTERS TO BEARING I> WITH 2-12d TOENAILS & 2-SIMPSON H2.5T UPLIFT BM-9 2-1 .75 X 16 LVL 18 STRAP UNLESS OTHERWISE NOTED BM-11 4-1.75" X 24" V ' LL23 BM-12 2-1 .75 X 16" LVL 4' BM-13 2-1 .75 X 16 LVL 4 BM-14 2-1 .75 X 16" LVL 16' BM-15 2-1 .75" X 16" LVL 8' BM-16 2-1 .75 X 16" LVL 8' PERMIT BM-17 2-1 .75 X 16" LVL 7' SET SECOND FLOOR j FRAMING PLAN DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS.IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWLS OR CONTACT THE E.O.R. PLAN NAME BELILES RESIDENCE DESIGN/DRAWN/CHECKED Am CS KJL LAP FILE CV 03-116x2016 SCALE AS NOTED TRUSS ID. WON Tu' LPA NO. fl P G BELI-15-00330 0SHEET L: _ 52.1 SHEET 10 OF 19 SYMBOLS LEGEND -71 ® DESIGNATES INTERIOR LOAD BEARING WALL. 1 71 - F7pp DESIGNATES SHEARWALL. THE HIDDEN LINE DESIGNATES SIDE OF WALL THE _ SHEARWALL SHEATHING TO BE APPLIED. SW NAILING 8d 0 j DESIGNATES 8d COMMONS 8d®3"/6" 3" O.C. EDGE do 6" O.C. "IN THE STRAP WALL TO FIELD" SEE 8/S5.1 A. CANTILEVERED TRUSSES DESIGNATES THE HEADER SIZE, NUMBER BELOW PER DETAIL 7/S5.1. (SIM) (2)2x8-1/2 OF PLHEA FRAC /NTNG.KING STUDS NEEDED Lou P o n t i g o a n d (2)2x6 FULL HEIGHT WALL Co? Associates, Inc. 12" O.C. SEE DETAIL 2/S6.0. ---- BEAM OR TRUSS, SEE PLAN 420 Osceola Avenue STRAP WALL TO ANCHOR LEGEND lax. Beach, Florida 32250 PROVIDE (3)PLY BOTTOM PLATE BEAM BELOW PER STRAP WALL TO Ph. 242-0908 Fax.241-9557 DETAIL 1/S5.1. RAISED BEAMFL: CA# 8344 SC:CA#3579 OVER CANTILEVERED TRUSSES MINIMUM OF (2)2x6 SPF#2 STUDS " A307 DIAMETER FULL HEIGHT DIRECTLY UNDER EACH TRUSS. BELOW PER THREADED ROD, SEE DETAIL 5/S5.0 DETAIL 1/S5.1. 7 41STRAP WALL TO SEE 1/S3.0 FOR STEEL X5 THREADED FA307ADE DIAMETER FULL HEIGHT BEAM BELOW PER BEAM HEADER TO THREADED ROD, SEE DETAIL 5/S5.0 DETAIL 1 S5.1. WOOD FRAME WALL. " .�° .•'' N'•% °i kpLj ��Z)zxlz-zlliil X - X - TERMINATES AT SECOND FLOOR : : o� / A307 DIAMETER THREADED ROD �� ° S °�� ( )1.75x9.5 2.0E LVL-,5/2 (TYPICAL EACH END.) TOP PLATE, SEE DETAIL 5/S5.0 No '�� N * : 3?1 �o 5 " A307 DIAMETER THREADED ROD % X TERMINATES AT SECOND FLOOR TAT 0 * 00 I (2)2x$-2/2 (2)2X12-2/2 TOP PLATE, SEE DETAIL 5/S5.0 -O3 ° ` I %" A307 DIAMETER THREADED ROD - F�•';:IORIDP •tt�1,`` \ BEAM ABOVE TERMINATES AT FIRST FLOOR TOP '�-�, •'••'•••■•'•• �`` PLATE, SEE DETAIL 5/S5.0 I C� � "'�n►�juaontn�?"`�� /�� A307 DIAMETER THREADED ROD Luis A. o n t I g o. P E • i I I Z J \ J J�1 ) TERMINATES AT FIRST FLOOR TOP F L P E#5 3 31 1 1 ( ( Q Q M `9 PLATE, SEE DETAIL 5/S5.0 ® I Q (2)2x6-1/1 z z 1 I I ( � 00 / \ U 00 > AL SIMPSON HTT5, SEE DETAIL 6/S5.2 R11/1$101�15 DATE STRAP 0 BEAM I i S AT I I N / m BELOW PER DETAIL 1/ i 1 2x8 WALL. OSB WALL �I F TEN OP OF WALL W SIMPSON LTT20B, SEE DETAIL 6/55.2 SHEATHING. I P _ IL /515.1. m (2)2X12-2/ ( Q • SIMPSON DTT2Z, SEE DETAIL 6/S5.2 ST P PER DE Al 9 WA 1L I I MINIMUM OF (2)2x6 SPF#2 STUDS °° WALL STUD SCHEDULE N DIRECTLY UNDER EACH TRUSS. J W LOCATION PLATE STUD SIZE FlELD ALTERATION X N HEIGHT & SPACING CONTRACTOR SHALL CONTACT LOU N I EXTERIOR 9-1. 2x4 SPF#2 ® 16" O.C. POrrrIGO a ASSOCIATES PRIOR TO i MAX MAKING ANY STRUCTURAL FIELD z \ OSB WALL v 1 O EXTERIOR 10'-1 2x6 SPF#2 ® 16" O.C. Qr MODIFICATIONS WHICH MAY VARY Q �,� FROM THE INTENT OF THE ORIGINAL SHEATHING. Z 8 5 (2)2x6-1/1 1 0 3.1 EXTERIOR MAX 2x6 SPF#2 0 116" O.C. CONSTRUCTION NATI NS MADNTs.ANY � 10'-1 TO z oo FAS P OF WALL ( 1 10-0' REIN ALTERNATIONS BY MADE PRIOR TO 14�-0" BEING APPROVED BY LOU PONTIGO& N ASSOCIATES MAY RESULT IN CS16 C�? BOTTOM OF STUD ER D AIL 9/S5. I S6.0 INTERIOR MAX 2x4 SPF#2 016" O.C. ADDITIONAL ENGINEERING OR 5 WHERE NOTED. SEE DETAIL I i I DL o \ W INTERIOR IMAX" i SPF#i ® iz" O.C. = I AT BOTTOM RIGHT OF PAGE. I I Q )2x6 SPF#2 Q > 00 1.) WALL STUDS SPECIFIED ON PLAN SUPERSEDE THIS TABLE (4)2 POST. I I N ST. 1 (0 Q m 2.) MINIMUM STUD SIZE AND SPACING ARE SHOWN. v W 1 PF2 rw W CONTRACTOR MAY INCREASE STUD SIZE TO MEET cX I 0 ARCHITECTURAL REQUIREMENTS. -7 (2)CS16 1 1 N I N 2x8 WALL. 0_ W 3.) SPF DENOTES SPRUCE PINE FIR. SYP DENOTES SOUTHERN u W m YELLOW PINE. F- ~ I x 4.) USE SYP#2 FOR ALL TOP PLATES AND SOLE PLATES. m Z Z Q Q J 5.) FASTEN BOTTOM PLATE OF INTERIOR LOAD BEARING WALLS TO CONCRETE SLAB / UNAILS " O.C. 0000 I I Q M Q M MINIMUM. SEE 2/S5.0 FOR ADDITIONAL ANCHORS AT Q 00 I Z 00 Q Z 00 SHEARWALLS 1 (n < N Z GENERAL NOTES J Q BEAM BM ABOVE I (4)2x6 SPF#2 I p z I- - - - 1 POST. K1. SEE DETAIL 2/S5.0 FOR WALL FRAMING DETAIL. SEE WALL STUD SCHEDULE THIS SHEET FOR STUD (2)CS161 1 6x6 P.T. SYP#2 POST SIZES AND SPACING. AT GIRDERS AND BEAMS, 2x5 4 1.8E DIRECTLY ABOVE POST PLIES. PROVIDE STUDS BELOW TO MATCH BEAM/GIRDER 3 ALA BELOW. SEE DETAIL 1/S6.0. W r7 2. SEE SHEET SO.0 FOR ROOF AND FLOOR I 1 PS ST i I (TYPICAL 5 PLACES) � I J SHEATHING SPECIFICATIONS. -� C4 > 3. WHERE FRAMING MEMBERS CONSIST OF MULTIPLE Q O v 1 I wo Om PLIES (BEAMS, HEADER, AND STUDS) FASTEN PLIES m J N Q TOGETHER PER DETAIL 1/S5.2 ( l 4. INSTALL SOLE PLATE ANCHORS PER DETAIL W of Q W I 00 w 2/S5.0 V) Wo I X zip m U °° I I r CS16 STRAPPING DETAIL z w ® ®° 1 2x8 WALL. Q M 00 L, zCS16 STRAP w/ 10" 1 CD v 3-. a0 END LENGTH. FASTEN W t0 (n THIS END w/ 9-10d. C) V (2)2x8-1/1 z WALL FRAMING-/ Ln I 'a RFAM ABOVEo o L1.J z IZM5 X7 Q (2)2x12-2/1 (2)2x12-2/1 (2)2x8-1/1 NO NAILS REQUIRED J (3)2x12-2/2 (2)2x6 SPF#2 FLOOR IN CLEAR SPAN POST. Uj (3)1.75x9.5 2.0E LVL-3/2 TRUSSES OR JOIST. STRAP WALL TO STRAP WALLS TO BEAMS STRAP WALL TO WALL FRAMING CANTILEVERED TRUSSES BELOW PER DETAIL 1 5.1. CANTILEVERED TRUSSES �� O BELOW PER DETAIL 7/S5.1. / BELOW PER DETAIL 7/S5.1. CS16 STRAP w/ 10• Vj END LENGTH. FASTEN �•�-� THIS END w/ 9-10d. V`.J V SECOND LEVEL WALL FRAMING PLAN SCALE: 1/4" = V-0" PACK OUT WEB OF STEEL BEAM w/ SINGLE TOP PLATE OVER STEEL BEAM. 2x8 P.T. SYP#2 AS REQ'D. FASTEN WOOD P.T. PLATE TO STEEL BEAM FASTEN WOOD P.T. PLATE TO STEEL FLANGE w/ J"O CARRIAGE BOLTS Co? NOTE: SPLICE ALL MULTI-PLY BEAM FLANGE w/ J"O CARRIAGE BEAMS/HEADERS/POST TOGETHER 16 O.C. STAGGERED. BOLTS @ 16" O.C. STAGGERED. PER DETAIL 1/S5.2. NOTE: SEE ARCHITECTURAL PLANS AND WINDOW/DOOR MANUFACTURERS CONTRACTOR SHALL SUBMIT REQUIREMENTS FOR ACTUAL ROUGH SHOP DRAWINGS FOR REVIEW OPENING DIMENSIONS. NOMINAL BEFORE FABRICATION DIMENSIONS SHOWN FOR GENERAL LAYOUT. W12x19 STEEL BEAM, -/ FRAMING NOTE: GENERAL SEE PLAN CONTRACTOR TO COORDINATE I LOCATION OF FRAMING MEMBERS WITH HVAC DUCT WORK AND ELECTRICAL (2)HTS16 FIXTURE LOCATIONS. ALL HOLES IN STEEL BEAM SHALL PERMIT NOTE: ALL EXTERIOR CONNECTORS & BE DRILLED BY STEEL FABRICATOR FASTENERS SHALL BE STAINLESS STEEL. (3)KINGS SET (2)JACKS 1 STEEL HEADER CONNECTION. S3.0 SCALE: 3/4" = 1'-0" SECOND LEVEL WALL 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. PLAN NAME BELILES RESIDENCE DESIGN/DRAWN/CHECKED FILE CU 7Fif CS KJL LAP DATE 03-16-2016 SCALE AS NOTED TRUSS ID. LPA NO. I BELI-15-00330 ON J SHEET EACH INS � e� S3.0 � � SHEET 11 OF 19 7FF Lou Pontigo and Associates, Inc. 420 Osceola Avenue Jax. Beach, Florida 32250 Ph. 242-0908 Fax, 241-9557 FL: CA#8344 SC: CA#3579 (2)2x6 FULL HEIGHT WALL 0 5 12" O.C. SEE DETAIL 2/S6.0 SCAB 2x8 SYP#2 TO INSIDE 5 ti S5.1 r\ TOP CHORD OF TRUSS FT106 SIMPSON S5.1 �o�`°��5.••••••••��j�''��,,, w/ 2-10d C� 12" O.C. HUCQ412-SDS '�;.•• \CE�ys�./ a� 6' rME HANGER5 � O)00 �S5.1 O U U U00 1 U PROVIDE OSB BLOCKING2 CJgg FT107 PANELS BETWEEN FLOOR/ROOF °'''s��NAL ENG�.•`` TRUSSES, SEE 3/S5.2 " V _1 /N r >\ I C 9 Luis A. Pontigo, PE E 0 I � L FT110 FL PE#53311 r 5 5 96 (2)HTS16 S5.1 REVISIONS DATE S5.1 N L J II L r FT106 2-PL PROVIDE OSB BLOCKING L PANELS BETWEEN FLOOR/ROOF /X � � � - �� I TRUSSES, SEE 3/S5.2 U U U EJ79 J N u7 r 00 FASTEN VALLEY BEAMS TO CJ95 , rN '\'-- I K "� � C0 I FT108 RIDGE w/ SKEWED � Li � SIMPSON HUC210-2 J W W W LLI L ,� IF =1r FlELD ALTERATION C J 9 3 L SIMPSON H U C210-2 CONTRACTOR SHALL CONTACT LOU FT105 _ r SKEWED. n a AN;S R � MODIFICATIONS WIIICH MAY Y FROM THE I C,191 , r CONSTRUCf70N DOCUMENTS ANY F T 10 9 2-PL INTENT OF"-E ORIGINAL F1041 L HELD ALTERNATIONS MADE F'RIOR TO 11 r BEING APPROVED BY LOU PONTIGO& 1 ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR S6.0 INSPECTION FEES. 5 S5.1 o FT110 21 SIMPSON ILI11 r Er 2 BEAM. HUC210-2 22x1 ( ) o (4)2x6 POST WITHIN N I FLOOR SYSTEM DIRECTLY BEHIND (2)?k� 2x12 SYP#2 DECK JOIST IL 1.11 i (2)2x12 DECK BEAM. 2 VgCC 16 O.C. FASTEN TO JOIST TO -1 j Fy BEAMS AND LEDGER LAI SIMPSON w/SIMPSON U210 HANGERS. EJ78 j HUC210-2 O r SIMPSON HUC210-2 IL I LL_ SKEWED. -- - - -- L FT109 2-PL oc� - - -- - -- r - - 2x12 LEDGER. FASTEN w/ 6-10d _ COMMONS ® 16" O.C. & 3-Y4%4"LL L LAG SCREWS ® 16" O.C. N wr 0 3 L FT108 PORCH SHEATHING AT BOTTOM CHORD OF 2x6 SYPm2 BLOCKING. FASTEN TRUSS SEE 1/S6.0. No EACH E D TO TOP CHORDS OF I C.� N oL FLOOR w/4-10d TOENAILS. w Q 5 U C J 91 r c0 Ln o 0) 00 I� oL L (� u7 Ln u7 u7 u7 In c0 r S5.1 Z 0 0 In W W Occ- W CJ93r C 9 PROVIDE OSB BLOCKING Q U 11 11 EJ83 {2)HTS16 FT110 Ci 9 PANELS BETWEEN FLOOR/ROOF XL CJ95 CJ95 C 7 TRUSSES, SEE 3/S5.2 (f� r w Z o u7 yv O 0) 0) � y � Q c0 d- N 5 5 U U U U V J S5.1 v U S5.1 5 S5.1 SIMPSON 5 w S5.1 HUCQ412-SDS S5.1 BEAM SCHEDULE Q SCAB 2x8 SYP#2 TO INSIDE HANGER TOP CHORD OF TRUSS FT107 BM-18 2-1 .75" X 16" LVL 14' �j w/ 2-10d @ 12 O.C. BM-19 2-1 .75 X 16" LVL 9' m cif THIRD FLOOR FRAMING PLAN SCALE: 1/4" = V-0" TRUSS / ROOF RAFTER NOTES: STRAPPING NOTES 1. STRAP TRUSSES AND ROOF RAFTERS TO BEARING WITH 2-12d TOENAILS & 2-SIMPSON H2.5T UPLIFT STRAP UNLESS OTHERWISE NOTED PERMIT SET THIRD FLOOR FRAMING PLAN DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS.IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.P- PLAN NAME BELILES RESIDENCE DESIGN/DRAWN/CHECKED FILE COPS' CS KJL LAP DATE 03-16-2016 SCALE •— AS NOTED TRUSS ID. T LPA NO. BELT-15-00330 0 J - IT SHEET S31 EAC N P . } SHEET 12 OF 19 SYMBOLS LEGEND (2)2x6 FULL HEIGHT WALL TE 12" O.C. SEE DETAIL 2/S6.0 ® LOAD BEARING WALL. DESIGNATES SHEARWALL. THE HIDDEN STRAP WALL TO TRUSSES/TRUSS UNE DESIGNATES SIDE OF WALL THE N --------- SHEARWALL SHEATHING TO BE APPLIED. BELOW PER DETAIL 2/S5.1. SW NAILING 8d 0 j DESIGNATES 8d COMMONS 0 8d®3"/6" 3" O.C. EDGE & 6" O.C. "IN THE FIEF" SEE 8/S5.1 L& DESIGNATES THE HEADER SIZE, NUMBER (2)2X8-2/2 (2)2x8-1/2 OF PLYS & JACK/KING STUDS NEEDED Lou Associates, Inc. FOR HEADER OPENING. 6x6 SYP#2 POST. FASTEN TOP w/2-HTS16. BEAM OR TRUSS, SEE PLAN 420 Osceola Avenue FASTEN BOTTOM w/2-CS16. ANCHOR LEGEND lax. Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: CA# 8344 SC: CA#3579 X �" A307 DIAMETER FULL HEIGHT THREADED ROD, SEE DETAIL 5/S5.0 aN�irr�� X5 A307 DIAMETER FULL HEIGHT �.•• ,�°„e ��1A1« { (2)2X$ /`5 THREADED ROD, SEE DETAIL 5/S5.0 •,• �s, STRAP WALL TO TRUSSES/TRUSS Na' S *'� a �" A307 DIAMETER THREADED ROD BELOW PER DETAIL 2/S5.1. a TERMINATES AT SECOND FLOOR TOP PLATE, SEE DETAIL 5/S5.0 • A • *� N " A307 DIAMETER THREADED ROD O'� A-' .••Q. :� Ex 5 TERMINATES AT SECOND FLOOR ID •.••w•`�t(i 0 N TOP PLATE, SEE DETAIL 5/S5.0 'i��, /+� .... p� 0�0 STRAP WALL TO TRUSSES U,V BELOW PER DETAIL 2/S5.1. TERMINATES TE A307 DIAMETER THREADED ROD TERMINATES AT FIRST FLOOR TOP PLATE, SEE DETAIL 5/S5.0 (95 %" A307 DIAMETER THREADED ROD Luis A. P o n t i g o. PE TERMINATES AT cn V) PLATE, SEED TAIL 5/S5.0 FLOORST TOP F L P E#5 3 311 5 171 0 CS16 © BOTTOM OF STUD I:0 WHERE NOTED. SEE DETAIL � - AT BOTTOM RIGHT OF PAGE. � SIMPSON HTT5, SEE DETAIL 6/55.2 ��V� DATE Q f'02101 WSIMPSON LTT206, SEE DETAIL 6/S5.2 0 00 II W . SIMPSON DTT2Z, SEE DETAIL 6/S5.2 v _ WALL STUD SCHEDULE J I Q ?i LOCATION PLATE STUD SIZE FIELD ALTERATION HEIGHT & SPACING CONTRACTOR SHALL CONTACT LOU Q EXTERIOR 9'-1. 2x4 SPF#2 ® 16" O.C. PONTIGO 5 ASSOCIATES PRIOR TO MAX MAKING ANY STRUCTURAL FIELD ~ IONS WHICH MAY VARY EXTERIOR 10'-1 2x6 SPF#2 ® 16" O.C. Q MODIFICAFROM THE INTENT OF THE ORIGINAL MAX 2x4 SPF#2 ® 12" O.C. _ CONSTRUCTION DOCUMENTS.ANY EXTERIOR 10'-1 TO 2x6 SPF#2 ® 16` O.C. FIELD ALTERNATIONS MADE PRIOR TO 14'-O" BEING APPROVED BY LOU PONTIGO 8 ----------------- ----- - MAY RESULT IN -------------- -- ----- 10'-0" ASSOCIATES INTERIOR MAX 2x4 SPF#2 ® 16" O.C. ADDITIONAL ENGINEERING OR INSPECTION FEES. STRAP WALL TO TRUSSES INTERIOR 12'-0" 2x6 SPF#2 ® 16" O.C. st 10 BELOW PER DETAIL 2/S5.1. MAX 2x4 SPF#2 ® 12" O.C. RAKED PO Y WALL FASTEN ' PE DETAIL 10/S5.2 S5.2 1.) WALL STUDS SPECIFIED ON PLAN SUPERSEDE THIS TABLE 2.) MINIMUM STUD SIZE AND SPACING ARE SHOWN. CONTRACTOR MAY INCREASE STUD SIZE TO MEET STRAP WALL TO TRUSSES/TRUSS STRAP WALL TO TRUSSES/TRUSS ARCHITECTURAL REQUIREMENTS. BELOW PER DETAIL 2/S5.1 BELOW PER DETAIL 2/S5.1. 3.) SPF DENOTES SPRUCE PINE FIR. SYP DENOTES SOUTHERN YELLOW PINE. \ \ 4.) USE SYP#2 FOR ALL TOP PLATES AND SOLE PLATES. CS18 T I CS18 5.) FASTEN BOTTOM PLATE OF INTERIOR LOAD BEARING WALLS X cx TO CONCRETE SLAB w/16d MASONRY CUT NAILS 0 16" O.C. N N MINIMUM. SEE 2/S5.0 FOR ADDITIONAL ANCHORS AT i. N N SHEARWALLS 2 2X8 CS1 s CS18 GENERAL NOTES 1. SEE DETAIL 2/S5.0 FOR WALL FRAMING DETAIL. SEE WALL STUD SCHEDULE THIS SHEET FOR STUD SIZES AND SPACING. AT GIRDERS AND BEAMS, 6x6 SYP#2 POST. PPROS DE STUDS BELOW TO MATCH BEAM/GIRDER FASTEN TOP w/2-HTS16. FASTEN BOTTOM w/2-CS16. 2. SEE SHEET S0FOR ROOF AND FLOOR SHEATHING SPECIFICATIONS. 3. WHERE FRAMING MEMBERS CONSIST OF MULTIPLE PLIES (BEAMS, HEADER, AND STUDS) FASTEN PLIES TOGETHER PER DETAIL 1/S5.2 ( l 4. INSTALL SOLE PLATE ANCHORS PER DETAIL W Q 2/S5.0 ( , THIRD LEVEL WALL FRAMING PLAN CS16 STRAPPING DETAIL z W SCALE: 1/4" = 1'-0" CS16 STRAP w/ 10" W END LENGTH. FASTEN ❑ ( , THIS END w/ 9-10d. v NOTE: SPLICE ALL MULTI-PLY WALL FRAMING BEAMS/HEADERS/POST TOGETHER W z PER DETAIL 1/S5.2. NOTE: SEE ARCHITECTURAL PLANS N CLEAR REQUIRED v J FLOOR AND WINDOW/DOOR MANUFACTURERS TRUSSES W REQUIREMENTS FOR ACTUAL ROUGH OR JOIST. OPENING DIMENSIONS. NOMINAL DIMENSIONS SHOWN FOR GENERAL WALL FRAMING W LAYOUT. a'ji O CS16 STRAP w/ 10" W END LENGFRAMING NOTE: GENERAL THIS END / gA 1 d. CONTRACTOR TO COORDINATE LOCATION OF FRAMING MEMBERS WITH HVAC DUCT WORK AND ELECTRICAL FIXTURE LOCATIONS. NOTE: ALL EXTERIOR CONNECTORS & FASTENERS SHALL BE STAINLESS STEEL. PERMIT SET THIRD LEVEL WALL FRAMING PLAN DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS.IF A DMAENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. PLAN NAME BELILES RESIDENCE DESIGN/DRAW N/CHECKED FILE COr Pyr CS DATE LAP 03-16-2016 SCALE AS NOTED TRUSSID. P Al LPA NO. �1 BELI-15-00330 ON I SHEET EAC NSP s. ._ 54.0 SHEET 13 OF 19 SYMBOLS LEGEND HETALI6 DESIGNATES UPLIFT CONNECTION. FRAMING PLAN NOTES, 1. FOR TYPICAL ROOF SHEATHING AND FRAMING, SEE SHEET S0.0. 2. FOR SPECIFIC UPLIFT CONNECTORS, SEE PLAN. MIN. 5 (1)HETALI6 EMBED STRAP CONNECTOR. 3. FOR GENERAL DESIGN SPECIFICATIONS SEE SHEET 54.4 Lou Po n tin a n d N N 55.1 r�j 4. FOR GIRDER TRUSS UPLIFTS, SEE DETAIL 3/S1.6 S c/ �� 5. WHEN USING CLIPS ON 1'/2" NIDE LUMBER, PLACE A ss o c i a t e s, I n c. CLIPS DIAGONALLY ACROSS DOUBLE TOP PLATE FROM w U EACH OTHER. 420 Osceola Avenue 1�3Jax. Beach, Florida 32250 h.242-0908 Fax. 241-9557 CJ 2 2 FL: CA# 8344 SC:CA#579 J124 WRAP (2 CS16 AROUND 5 CORNER OF DOUBLE TOP S5 1 PLATE WH RE SHOWN. ��o�°� �� .. ....... ), S5. .. �•• LiC a F•.� h II •® * O J123 'o '••� .•'• oma' —1 ^4 AIA 5 � S5.1 S5.1 S5.1 WALL BELOW Luis A. Pontigo, PE II FL PE#53311 J122 II N O (2)2x12 RAFTER TO REVISIONS DATE OQCOQ D000<m IN 4/D0000000" SUPPORT PONYWALL, o ROOF RAFTERS BELOW. m II } o - - N 'p,�0 � +gyp v WRAP (2)CS16 AROUND +� 4 CORNER OF DOUBLE TOP RELD ALTERATION _ - - = S5.1 PLATE WHERE SHOWN. CONTRACTOR SHALL CONTACT LOU • 2 X 1 O PONTIGO&ASSOCIATES PRIOR TO \ I MAKING ANY STRUCTURAL FIELD +p �p + +, `` MODIFICATIONS WINCH MAY VARY >- � }- , O FROM THE INTENT OF THE ORIGINAL J —j n-} O CONSTRUCTION DOCUMENTS.ANY V FIELD ALTERNATIONS MADE PRIOR TO N I I — — — BEING APPROVED BY LOU O& ASSOCIATES MAY RESULTULT IN NV _ 0 r I I01 I I I ADDITIONAL EN ERING OR INSPEe0000Cr) CO 0N In CO N N In = w w LU w w � (2)2x12 RAFTER TO +o SUPPORT PONYWALL, ROOF RAFTERS AND LEDGERED RAFTERS BELOW. 10 0 S5.2 4 IIN WALL S5.1I I BEL W 4 S5.1 o FASTEN ALL RIDGE/HIP p BEAMS TOGETHER PER ,+I +�O DETAIL 7/S5.2 I I L- =J 4 WRAP (2)CS16 AROUND S5.1 CORNER OF DOUBLE TOP PLATE WHERE SHOWN. U w Q U w Z m w ❑ U ROOF FRAMING PLAN W z SCALE: 1/4" = V-0" TRUSS / ROOF RAFTER NOTES: STRAPPING NOTES w 1. STRAP TRUSSES AND ROOF RAFTERS TO BEARING Q WITH 2-12d TOENAILS & 2-SIMPSON H2.5T UPLIFT STRAP UNLESS OTHERWISE NOTED w �- PERMIT x SET ROOF FRAMING PLAN DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS.IF A DIMENSION IS UNCLEAR REFER TO THE ARCHrrECTURAL DRAWINGS OR CONTACT THE E.O.R. PLAN NAME FILE COPBELIEFS RESIDENCE DESIGN/DRAWN/CHECKED CS KJL LAP DATE 03-16-2016 SCALE AS NOTED T J TRUSS ID. 1 �m — ® � I LPA NO. S BELI-15-00330 EACH IN SHEET S4.1 SHEET 14 OF 19 TYPICAL HEADER N ILA ING 0.131X3" TOE NAILS TYPICAL DOUBLE TOP TYPICAL STUD NAILING: 2X6, 2x8 = (5) NAILS PLATE P C E L 2x10, 2x12 = (7) NAILS '-0" MIN. SPLICE LENGTH TYPICAL TOP PLATE NAILING: 0.13' x3" END NAILS: 9" LVL, 11" LVL = (7) NAILS wl (16) 0.131x3" NAILS (2) © 2x4, FASTEN ALL TOP PLATES (3) © 2x6, 14" LVL, 16" LVL = (9) NAILS VENLY SPACED TOGETHER w/ (3) ROWS AT TWO STORY CONDITIONS, PROVIDE SOLID [OA (4) © 2x8. SYP#2 OF .131x3 ® 12 O.C. STAGGERED. BLOCKING I WO TEM AT ALL UPPER EVPOSTS & JACKSTUDS Lou P o n t i g o a n d SYP#2 DBL. HEADER, Associates, Inc. FULL H IGHT ANCHOR 66I AX' TOP PLATE PER PLAN 4'-Opp MIN. EITHER IDE OF PLATE 420 Osceola Avenue TYPICAL WALL FRAMING NOTES: H EIGHT CHANGE )ax. [leach, Florida 3 1-95 Ph. 242-0908 Fax. 241-9557 2X-BL CKING ONLY BUILDER MAY CHOOSE EITHER THE DROPPED FL: CA#8344 SC: CA#3579 1. USE SPF#2 OR BETTER FOR REQUIRED IF SHEARWALL RAISED ARCHED TRANSOM OPTION: HEADER CONDITION OR RAISED HEADER CONDITION ALL WALL STUDS.. ROOF SHEATHING, HEADER 2x SPF DIAGONAL BLOCKING SEE SPECIFICATIONS SIMPSON H2.5T OR FASTENED w/ 3-0.131"x3" ,,.•"` ••'•••.,,, PLATES AND SOL2. USE SYP#2 OR ALL E PLATES.OP DROPPED LSTA12 STR P FOLDED EA. END TYPICAL. \.•,,,, ,••.• OVER OP PLATE SHEATHING MAY EXTEND 2" .�`' .••' �. '• ': a 3. USE SYP#2 FOR ALL TOP SEE 4 OR 5/S5.1 __ _ _____ PAST BLOCKING— WINDOW �:�= o # ---- ----- ARCHED # ANCHOR ATTACHMENTS 2xU MATERIAL. * • 311 HEADERSST ---- ----- SYP 2 HEADER, N FULL HEIGHT PER PLANS FASTEN LOWER STUD OPTIONTRANS �•� S T :. 4. ALL WALLS SHALL BE I ANCHOR SEE O T OF BALLOON FRAMED FULL I r I TO TALLER STUD w/ SEE RIGHT PLAN FOR SIZE JACK AND '�-r`•� �► ' � ' °O HEIGHT TO ROOF OR FLOOR 2-ROWS OF 10d OMS SOLE PLATE ANCHOR SCHEDULE �i�V'�+'•••.,,..D.•••'' '', M' » AND LOCATION KING STUDS, �• �NqL I i © 12 O.C. WINDOW SILL SEE "'rrrr�rn nna"+°++a BEARING ELEVATION, U.O.N. ON SEE PLAN I I THREADED EXT. WALL SHEARWALLS WASHER EMBEDMENT EDGE PLAN. I I TYPICAL SOLE SCHEDULE 3/S5.0 L--_ ------J FOR SILL SIZE AND WINDOW SILL SEE ROD SPACING SPACING SPEC. DEPTH DISTANCE Luis A. Ponti o, PE PLATE NAILING: » � 5.) FASTEN BOTTOM PLATE OF PERMANENT TRUSS SYP#2 DBL. 0.131x3" TOE NAILS: CONNECTION EACH SCHEDULE 3/S5.0 SOLE PLATE ANCHOR: 3/8 40 16 2x2x'/8 31/2 1 3/4 FL PE#53311 END FOR SILL SIZE AND » „ » , » , » » INTERIOR LOAD BEARING BRACING BY OTHER TOP PLATE (3) Co? 2x4, CONNECTION EACH /i 0 x 6 LG (MIN 1/2 48 24 2x2x /$ 31/2 1 3/4 TRA wA16d MASONRY CONCRETE SLAB CUT NAILS © TH'READED ROD (4) @ 2x6, REVISIONS DATE �� (5) ® 2x8. END MASA 48 24 N/A N/A N/A 16 O.C. MINIMUM. SEE BLOCKING AT ALL ANCHOR DRILLED & FOUNDATION PLAN ADDITIONAL SHEATHING JOINTS: PT. SPF#2 EPDXY w/2"O x all ANCHORS AT SHEARWALLS 2x4 FLAT WISE. FASTEN SOLE PLATE PLATE WASHER, EACH END WITH 2-10d SEE SCHEDULE BELOW TOENAILS. ONLY REQUIRED AT SHEATHING JOINTS FOR INTERIOR BEARING WALL: EXTERIOR WALLS AND —.. SEE PLAN FOR STUD SIZE SHEARWALLS FOUNDATION SEE PLAN AND O.C. SPACING. g" 1/2 � FlELD ALTERATION CONTRACTOR SHALL CONTACT LOU FLOOR SHEATHING, WALL FRAMING AT WALL FRAMING AT MAX. MIN. WALL FRAMING AT MAKING ANY STRUCTURAL FIELD PONTIGO 5 ASSOCIATES PRIOR TO CONTINUOUS BLOCKING SEE SPECIFICATIONS PLATE CHANGE CONDITION RAISED HEADER CONDITION FROM SOLE DROPPED HEADER CONDITION FROMTMODIFICATIONS ATIO WHICH THE MAYVARY DOCUMENTS.ANY WITHIN FLOOR SYSTEM PLATE BREAK FELDALCONSTT�ONSMMADEPRIORTO WHERE POST IS ABOVE. 16d COMMONS BEING ASSOCIAPPROVATES MAY RBY LOUESULT ULT IN & 2 TYP. WALLSECTIONS DDRIOINALENGINEERRNG INS C� 16 O.C. —— — Z W INSPECTION FEES. I I = I- S5.0 SCALE: 3/4" = V-0' SYP#2 DBL. I i ~ Q Q J TOP PLATE I r r------ ———— I I Z I JO � m Fw I I LOCATE FULL HEIGHT I I I j < ANCHOR ON SIDE OF I I I I r_ CORNER WHERE UPPER 2x4 BLOCKING I --- -� >N TOP PLATE OVER LAPS X24" O.C. FASTEN OR 5 S5.1 SEE 6/S5.1 �6 EACH END w/3-10d 4 SEE _ / q� TOENAILS INTERIOR BEARING WALL: SEE SCHEDULE BLOCKING AT ALL FOR STUD SIZE WINDOW SILL SCHEDULE SHEATHING JOINTS: AND O.C. SPACING. WALL STUD BELOW 2x4 FLAT WISE. SHEATHING ROUGH DROPPED HEAD MINIMUM END LOWER TOPfl- COMMONS 4-10d FASTEN EACH END OPENINGOR SILL PLATES FASTENER EACH END PLATE AT BREAK OVER LAP DOUBLE WITH 2-10d TOENAILS. WALL SHEATHING < 4'-4' (1)2x4 SPF #2 (4)12d TOE NAILS TOP PLATES WALL INTERSECTION ONLY REQUIRED AT < 6'-4' (2)2x4 SPF #2 (5)12d TOE NAILS ORTHOGONAL VIEW BLOCKING AT ALL TO SOLE PLATE OF CORNER CONDITIONS < 8 SHEATHING JOINTS SHEATHING JOINTS: RAISE '/4" FROM FOR EXTERIOR WALLS —4' (3)2x4 SYP #2 (1)A34 + (4)12d TOE NAILS 2x4 FLAT WISE. FASTEN BOTTOM OF SOLE < 12'-0' (3)2x6 SYP #2 (1)A35 + (4)12d TOE NAILS SYP#2 (2)12d TOE W U WALL AND SHEARWALLS EACH END WITH 2-10d PLAN AND FASTEN HEADER, 41 TOENAILS. ONLY REQUIRED NAILS E.E. Q SHEATHING w 8d Co? 3 O.C. SEE BELOW FOR BOX GIRTS REQUIRED BETWEEN � AT SHEATHING JOINTS FOR / WINDO S IN TWO STORY CLEAR HEIGHT WALLS. PER PLAN OPENING (MIN) O U w EXTERIOR WALLS AND 17MM SHEARWALLS 6 12d TOE NAILS END W W T P & ,-BOT. FASTENER CORNER WALL INTERSECTION 0 U SEE DETAILS SEE DETAILS 2x— SPF T& w/ CONDITIONS CONDITIONS ON S1.1 ON S1.1 12d @ 8 0. . A » TYP KING & KING & JACK NOTES: ---- ---I r----- --�---I r-- - --� (TYP) JACKS-/ I: STUDS SEE PLAN 1. OVERLAP TOP PLATES AT CORNERS AND INTERSECTIONS w I I I I I I w = SHEAT ING PER PLAN ilk I I w v CONT. AT A 2. DENOTES 3"x0.131" GUN NAILS ® 6" O.C. VERTICAL Q I I I I I to Q GIRT/ ERT HEAD OR SILL 3. O DENOTES FULL HEIGHT ANCHOR, SEE PLAN j I I I I I I JOINT. INSIDEIOFACEP4IFONO P SCHEDULE 5. CONTRACTTORSSOLE PLATE MAY CHOOSE EITHERROPTIONSWHERELMULTIPLE W I I I I I I 2x SPF RIP ED I I I I I TO FIT ARCH. JACK STUD OPTIONS ARE SHOWN Q L------------J L-------------J L-------- DEPTH REQ D. BOX BEAM BETWEEN WINDOWS ROUGH OPN G, SEE ARCH. SECTION A—A IN TWO STORY FRAMING J SINGLE STORY MULTI STORY w .--- FRAMED WALL CORNER AND m Lt) 1 TYP. WALL SECTIONS 3 WINDOW HEAD AND SILL FRAMING 4 INTERSECTIONS STUDS CONFIGURATIONS �_OSCALE: 3/4" = 1'-0" S5.0 SCALE: 3/4" = 1'-0' S5.0 SCALE: 3/4" = 1'-0" WHERE ANCHOR IS SPECIFIED ON FULL HT ANCHOR TERMINA ES D CONVENTIONALLY STRAP CONVENTIONALLY STRAP PLAN ADJ. TO GIRDER/BEAM AT UPPERMOST TOP PLATE WASHER WHERE MAX. ANCHOR WHERE MAX. ANCHOR I V I SPACING IS EXCEEDED SPACING IS EXCEEDED LOCATE ANCHOR WITHIN w/ NUT AND WASHER OD PLAN FULL HEIGHT 6" OF POST. OFV N ANCHORING SPECIFICATIONS I I I I I I I I I I + FULL HT. ANCHORING SYSTEM: THE THREADED ROD ANCHORING UPLIFT SOLE DOUBLE SYSTEM SHALL CONSIST OF %"0 A307 THREADED I I I I I \ I I I CONNECTOR PLATE FULL HT. TOP PLATE. ANCHOR RODS, ORIENTED VERTICALLY AND ATTACHED TO THE POST, PER I DOUBLE TOP ANCHOR FOUNDATION AND TO THE UPPERMOST PLATE AT THE I PLAN I I PLATE SEE PLAN LOCATIONS INDICATED IN THESE DOCUMENTS. ABOVE I I I I I I IMAXIMUM SPACING I I I I j I I SEE THREADED ROD WALL STUD TOP PLATE, PROVIDE A 2"x WIO V8" STEEL WASHER. PERMIT FASTEN NTH A NUT AND ALLLOW AT LEAST 3 SPECIFICATIONS ON I A OR POST. THREADS TO EXTEND ABOVE TIGHTENED NUT. (TYP.)I I SOLID BLOCKING I PLAN I FULL HEIGHT II THREADED ROD SET I I I I I I WITHIN FLOOR I ROD INSTALLATION: AT ALL PLATE PENETRATIONS, I I I I I I I (TYP) I j SEE PLAN PROVIDE A HOLE IN THE PLATE 1/" LARGER THAN THE I I I a ELEVATION DIAMETER OF THE THREADED ROD USED. WHILE _.a._ A SINGLE CONTINUOUS RODS ARE PREFERRED, COUPLER I I _ I �FLOORI RU{ S OR JOIST (SIMPSON CNW OR EQUAL) MAY BE USED IN CASES _ — — — —I + — — — — — — — — — — — C g FULL HT. WHERE ONE CONTINUOUS ROD IS UNFEASIBLE. THE j— T2)C-S 1t— j— ANCHOR ROD SHALL BE INSTALLED APPROXIMATELY CENTERED I (TYP) I I I I I I I I SOLE PLATE ANCHORS STEEL COUPLER VERTICAL BY A MAXIMUM OF 2 INCHES IN 10 FEET TO HOLE. RODS MAY BE SLANTED FROM TRUE I I I I I I I I 1 AT SILL PLATE AT TOP PLATE VWOOD I I I I I i I I I I PER SCHEDULE ON PLAN. (OPTIONAL, LOCATE AVOID CONFLICTS WITH FLOOR AND WALL FRAMING. HEADER, AS NEEDED) I I I 1 1 I I I THE NUT ABOVE THE UPPERMOST PLATE SHALL BE n/� I YPICA I I I I I I I I I FLOOR FULL HEIGHT ANCHOR INSTALLATION CHART SECURED OVER THE WASHER TO A SNUG-11GHT FRAMING I I I I POST TO I I SEE TABLE AT RIGHT FRAMING 0 © O O CONDITION PLUS ONE-HALF TURN OF A STANDARD MATCH WRENCH (APPROXIMATELY 30 FT.-LBS. OF TORQUE). G I !�i ,7 POST ABOVE FOR EPDXY EMBEDMENT THREADED O DUE TO SHRINKAGE AND COMPRESSION OF BUILDING DETAILS I I I I ► I I I I I I I I I I I I I I I AND EDGE DISTANCE. .FULL HEIGHT FOUNDATION, ROD 0 WOOD PLATE CONCRETE WASHER EMBEDMENT EDGE CONTRACTORS SHALL RE—TIGHTEN NUT TO 30 PER PLAN. HOLE HOLE SPEC. DEPTH DISTANCE FT.—LBS. OF TORQUE AFTER ALL TRADES ARE I I I I II I I I THREADED ROD-//t,:_j L I I I I I I 1 I I 1 SEE PLAN 3/8 '/2"b '/2"o 2x2x'/8" 4" 4" 2" 3" COMPLETE AND PRIOR TO INSULATION. I I I I I II I I 1 1/2 5/8"0 9/16,10 3x3x'/4" 6" 6" 2Y2" 3" EPDXY ANCHORING: ALL THREADED RODS SHALL BE DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS.IF A DIMENSION IS DRILLED & EPDXY ANCHORED. SEE INSTALLATION UNCLEAR REFER TO THE I I I INSTALL 1-STORY THREADED RODS I EMBEDMENT 5/8 3/4"o 3/4"0 3x3x'/4" 10" 10" 2Y2" 3" CHART FOR EMBEDMENT AND EDGE DISTANCE ARCHITECTURAL DRAWINGS OR 6"MAX. FROM WHERE 2-STORY RODS CANNOT BE INSTALLED DEPTHE REQUIREMENTS CONTACT THE E.O.R. KING STUD D CONICCMU CONC CMU FULL HEIGHT ANCHOR PLACEMENT DIAGRAM FULL HEIGHT ANCHORPLAN NAME WALL SECTION THREADED ROD INSTALLATION CHART BELILES RESIDENCE 5 FULL HEIGHT WOOD FRAME WALL ANCHORING SYSTEM �� COP , DESIISLAPN/DR WN/CKED SCALE: N.T.S DATE 03-16-2016 SCALE AS NOTED TRUSSID. 100 E LPA NO. I V BELI-15-00330 `� SHEET EA IN E r S5,0 SHEET 15 OF 19 ,rp TOP PLATE TO STUD ROOF FRAMING H2.5T @ 32" ON-CENTER UPLIFT CONNECTOR FOR RAISED HEADERS, STRAP THE TOP ' OE r H2.5T AT TOP PLATE ELEV. O, PLATE TO HEADER WITH LSTA12 @ 32" O.C. ROOF FRAMING IN LIEU OF THE H2.5T STRAPS --� � Lou Ponti3o and ssociates, nc. AI ROOF 420 Osceola Avenue FRAMING )ax. Beach, Florida 32250 Ph.242-0908 Fax.241-9557 TOP PLATE TO STUD FL: CA# 8344 SC:CA#3579 H2.5T @ 32" ON-CENTER TOP PLATE H2.5T TOP & nu►►1 H1tiw��I!! BOT. OF CRIPPLE �..�`J�S , MSTA24 STRAP EACH STUD @ 32" O.C. °�,.,.�� '••., �'� a s SIDE OF HEADER : STUDS TO TOP PLATE •o TOP PLATE TO STUD BOT PLATE TO TRUSS STUD TO BOT PLATE: H2.5 T @ 32" ON-CENTER 2.5T SIMPSON H3. SIMPSON H � SAT c• Ya x3Yz LAG SCREW @ 32" O.C. s0,� 'c`�•• R PF.••.•��,,,,; M TOP & BOT. OF WITH ROUND WASHER HEADER TO JACK STUD CRIPPLE ��STUD AT EACH FLOOR TRUSS STUD TOL WER FRAMING: °°��`s�4n/gL� N6��,�°``�, MSTA24 STRAP EACH @ 32 O.C. MSTA48 OR CS16 STRAP SIDE OF HEADER @ 48 ON-CENTER Luis A. Pontigo, PE FL PE#53311 (2)MSTA48 OR CS16 KING STUD TO LOWER FRAMING STRAP EACH END (2)MSTA48 OR CS16 STRAPS REVISIONS DATE STUD TO LOWER FRAMING: OF WALL SEGMENT MSTA24 OR CS16 STRAP @ 32" ON-CENTER BOT PLATE TO TRUSS TRUSSES PERPENDICULAR TO WALL ABOVE STUD TO BOT PLATE: FLOOR ELEV. (2)MS24 OR (2)CS16 Y4"x3Y2" LAG SCREW SIMPSON H3. h STRAPS EACH END WITH ROUND WASHER @ 32" O.C. OF WALL SEGMENT AT 24" O.C. TOP PLATE ELEV. FIELD ALTERAMN Or CONTRACTOR SHALL CONTACT LOU PONTIGO&ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD FLOOR ELEV. ri 11FROM FIT1CIEINTENT NO THE YVrARiaYL CONSTRUCTION DOCUMENTS.ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO& ASSOCIATES MAY RESULT IN A DDITIONAL FULL HEIGHT ANCHOR. SEE PLAN FOR SIZE AND SPACING KING STUD TO LOWER FRAMING WOOD BEAM J TRUSS PARALLEL TO WALL ABOVE (2)MSTA24 OR CS16 STRAPS (2)MSTA24 STRAP EACH SIDE OF HEADER 1 CONVENTIONAL STRAPPING TO BEAM BELOW 2 WALL STRAPPING DETAIL 3 CONVENTIONAL STRAPPING OVER HEADER S5.1 SCALE: 3/4" = 1'-0" S5.1 THIS DETAIL ONLY APPLIES WHEN NOTED ON PLAN S5.1 SCALE: 3/4 = 1'-0" 2x4 SYP#2 HORIZ. BRACING @ 24" O.C. BETWEEN OUTER WALL FLOOR SHEATHING, & FIRST INTERIOR TRUSS. NAIL SEE SPECIFICATIONS EACH END w/ 3-0.131x3" NAILS 16d @ 8" O.C. 16d @ 8" O.C. (TYP) SPLICE 2x6 P.T. SYP#2 FLOOR TRUSS TO EACH ROOF TRUSS. 2x4 SYP#2 EXPOSED RAFTER TAIL 2 ROOF SHEATHING. UPLIFT CONNECTOR, + 2x4 P.T. SYP No.2 SEE PLAN NOTE FASTEN EA BOARD RITYP) y O� FOR SPEC. ,Q BLOCKING/CLOSURE FASTEN _ END w/ LOOR TRUSS,ENGINEERED w U tigi(i w/ 3-12d TOE NAILS. RIP 3-10d COMMONS • • • _ DOWN TO REQUIRED DEPTH SPLICE 2x6 P.T. SYP NO.2 FLAT BLOCKING AT Q Fiy EXPOSED RAFTER TAIL TO EACH ROOF � � PITCH BREAK. --- ------ SEE PLAN w PRE-ENGINEERED �`� G'T CEILING U TRUSS. FASTEN TO ADJ. ROOF MEMBER M WOOD ROOF TRUSSES. WALL FRAMING WALL FRAMING Z 12d COMMON �\. ® EACH VERTICAL WEB w/6-10d NAIL FULL DEPTH SYP No.2 - LINE � W WIRE NAILS �� BLOCKING/CLOSURE FASTEN w/ 4-10d @ 4" 0.C. TOE NAILS. FASTEN TO DOUBLE TOP FLOOR TRUSS PARALLEL FLOOR TRUSS PERPENDICULAR 0 U STAGGERED �� ,dry PRE-ENGINERED ROOF �` PLATE PLATE w/10d TOENAIL @ 3 O.C. , ^ TRUSS, SEE LAN. 6 FLOOR TRUSS AT WALL FRAMING w z CEILING JOIST WHERE UPLIFT Ln j SHOWN ON PLAN. CONNECTOR STUD WALL, w . . SEE PLAN. 4'-0" MIN. .. �_ DOUBLE 2'-0" MAX OVERHANG CONT. SHEATHING TO BOT. OF OSB BLOCKING TOP PLATE J FLOOR TRUSS. NAIL TO EA. FLOOR PANEL BETWEEN w EXTERIOR WALL.-/ TRUSS w/2-ROWS OF 8d COMMON I TRUSSES. OVERHANG LENGTH WALL SHEATHING. NAILS @ 4" O.C. SEE ARCH CS16 STRAPS @ 32" O.C. , SIMPSON LTP4 FASTEN TO RIBBON BOARD & BETWEEN BLOCKING w/ 2-8d NAILS.-N EACH FLOOR 5 TYPICAL ROOF TRUSS CONNECTION TRUSS 4 RAFTER TAIL DETAIL CONT. 2x4 NAILED TO EACH SCALE: 3 4 = 1 -0 S5. SCALE: 3/4" = 1'-0" ' S5.1 / � TRUSS w/2-12d COMMON 2x4 BLOCKING BOT, OF FLOOR TRUSS SIMPSON HTS16 STUD WALL, ATTACH TO FLOOR TRUSS @ EACH FLOOR SEE PLAN. w/2-12d TOENAILS TRUSS SEE DETAIL 9/S5.1 FOR DIAPHRAGM ATTACHMENT TRUSS OUTRIGGER SECTION WHERE APPLICABLE S5.1 SCALE: N.T.S. ROOF TRUSS. SYP#2 2x4 NAILER FASTENED TO TRUSS ROOF BOT. CHORD w/ 0.131x3" @ 3" O.C. II �IFLOOR OR TRUSS. FASTENED TO SHEATHING w/ 8d @ 3" O.C. --- ROOF I� IIS-- ----------II --------------- - II I I I 2x4 SYP#2 CATS AT 12» ROOF TRUSS. TRUSS. SDWC 15600 I- PERMIT ---------------I L---------T----J O.C. FASTENED TO TOP > O.C. » 4 SHEATHING FASTENED TO @ 32" II II II I II II PLATE w/ 5-10d. MAX. TOP PLAT / 11 E w/ 1 O @ 3" O.C. SCREWS 16" MAX. 3 0.131x3" COMMON TOE NAILS SHEARWALL OSB WALL SET B C g e B FASTEN CATS EACH END w/:7 2x SYP#2 CONT. ATTACH SHEATHING TO TOP PLATE AND TRUSS w/ 0.131x3" @ 3" O.C. EDGE OF 2x MAY OVERHANG TOP PLATE. SHEARWALL SHEARWALL OR SHEARWALL ju SW 8d@3"/6" SW 803 l6" EXTERIOR WALL PERFORATED SHEARWALL SEGMENTED SHEARWALL ALTERNATE A ALTERNATE B ALTERNATE C ALTERNATE G WOOD FRAMING UPPER TO LOWER STUDS UPPER TO LONER STUDS SW 8d@3/6: (2) CS16 STRAPS SW 8d@3/6: (2) 16 STRAPS " OSB DIAPHRAGM FASTEN ROOF FLOOR DECK 10d @4"O.C. DETAILS O8 - END STUDS TO FOUNDATION OB - END STUDS FOUNDATION TO NAILER w/ (1) ROW 8d TRUSS. SW 8d@3 6: HTT5 OR HDU5 SW 8d@3/6: HTTSR HDUS @ 3" O.C. FASTEN TO TOP 2x4 SPF#2 CONTINUOUS FLOOR / LEDGER FASTENED C - SOLE PLATE ANCHORS PLATE w/ (2) ROWS 7 /16 " OSB TRUSS WEBS WITH TRUSS. DO NOT©- NS10116 FROM SOLE PLATE ANCHORS OF 8d @ 3" O.C. BLOCKING w/3-0.131x3" SHEARWALL NOTES: THESE FA DIMFNSICN IS SEE SCHEDULE ON DETAIL 2/S5.0 SEE SCHEDULE ON 'DETAIL 2/S5.0 PANNEL ID1� TOTHE FLOOR COMMON. 1. ANY ALTERNATE MAY 2x4 SPF ARcruRaDRATwuvGsaz SHEARWALL NOTES SYP#2 2x4 NAILER FASTENED ALL AROUND FRAMING BE USED. CONTACT THE E.O.R. 1. PROVIDE �/1s" OSB SHEATHING WITH 8d COMMONS @ 3" O.C. AT PANEL BOUNDARIES AIS 6" IN THE FIELD. TO TRUSS BOT. CHORD w/ PROVIDE 2x BLOCKING AT ALL PANEL EDGES. FASTEN CATS EACH END w/ 2x4 SYP#2 CATS AT 12" 2. USE ALTERNATE A. PLAN NAME (2) ROWS 0.131x3" @ 3" O.C. 3-0.131x3" NAILS @ 6" O.C. O.C. FASTENED TO TOP INTERIOR AT EXTERIOR WALLS DESIGN/DRAWN/CHECKED WN/DCHNCE ECKED 2. PROVIDE A MINIMUM OF 2 STUDS EACH END OF SHEARWALLS. KING & JACK STUDS AT HEADERS MAY SERVE AS SHEARWALL. PLATE w/ 4-0.131x3 ENDING BETWEEN ROOF FILE COPY END POSTS FOR SW. SW-2 COMMON. TRUSSES. SHEARWALL OR cs KJL LAP 5-16d NAILS EXTERIOR WALL DATE 3. FASTEN ALL INTERIOR SW TO ROOF OR FLOOR TRUSSES PER 9/S5.1 ALTERNATE D ALTERNATE E (TYPICAL) 3. USE ALTERNATE o3-1s-2o1s ALTERNATE F E & F FOR FLOOR SCALE 4. INSTALL INTERIOR FOOTING BELOW SHEARWALL PER DETAILS ON S1.0 TRUSS ATTACHMENT AS NOTED TRUSS ID. 8 TYPICAL SHEARWALL ELEVATION SHEARWALL ATTACHMENT AT ROOF a FLOOR T ` LPA NO. S5.1 PROVIDE SOLID BLOCKING WITHIN FLOOR SYSTEM AT SW END POSTS. S .1 ON BELI-15-00330 SHEET EASH I PT S5.1 n. SHEET 16 OF 19 I 7Ff I p ��IAJ- Lou Pontigo and Associates, Inc. 420 Osceola Avenue Jax. Beach, Florida 32250 Ph.242-0908 Fax.241-9557 FL: CA# 8344 SC:CA#3579 7/16" OSB PANEL RATED SHEATHING, FASTEN PERIMETER WITH NOTES: BOUNDARY OF SEE GENERAL NOTES. 8d COMMONS @ 4" O.C. SHEATHING �pyta►►A."'p�I,r„ 1. ALL BUILT—UP POST, HEADERS & BEAMS SHALL BE FASTENED PER 1/S5.2 y� '� .••••••••��►/�y EXAMPLE OF PANEL PRE—ENGINEERED FLOOR OR ROOF TRUSS ;° �`O��`�F'';Q �`! 2. TYP. CONNECTION AT STUD COLUMNS, JACK—TO—KING ASSEMBLIES, CORNER POST, ETC. EDGE w/ BLOCKING ` '* N S 31� 'c 3. SPECIFIED NAILING REQUIRED FOR EVERY PLY IN ADDITION TO 2 WHERE REQUIRED BY CONTRACTOR MAY USE A ( ) PLYS GENERAL NOTES. 1Y4” TIMBERSTRAND RIM °: T OF BOARD AS AN ALTERNATE1.4 P,• 11/2" ,1 1 TO THE OSB BLOCKING °�-,Fd' •' ••. .gip•• '° .��''� "' 1�/z" a NAIL SPACING AT PANEL FASTEN TO FRAMING °'�o ,`��AL E�A00,_ , ° >_ 3 ROWS 12d SUPPORTED EDGES, I ALL AROUND w/8-12d ( ) GENERAL NOTES TOENAILS Luis A. Pontigo, PE ° ° ° AT 12" O.C. _ _ — _ _ _ _ FL PE#53311 EA. SIDE. N ° (3)ROWS OF 63/4" TRUSSLOK (3)ROWS OF " EXAMPLE OF UNSUPPORTED r SPF#2 AROUND. FASTEN N ° 2x4 MEMBERS: N2—PLY ENGINEERED WOOD TRUSSLOK (UNBLOCKED) PANEL EDGE TO TRUSSES AND TOP REVISIONS DATE ENGINEERED NOODPLATE WITH 10d ° (1) ROW OF 1 O ° .. FASTENERS @ 24"o.c FASTENERS @ 24"o.c (TYPICAL) COMMONS @ 4" O.C. ° NAILS @ 4 O.C. ° ° } (4) ROWS 12d AS SHOWN ° (3) ROW OF 10d AT 12" O.C. ° AS SHOWN 2x6 MEMBERS: NAILS @ 8 O.C. EA. SIDE. NAILING TO INTERMEDIATE SHEAR/BEARING OSB BLOCKING (2) ROW OF 1 O ° STAGGERED r I I SUPPORT IS 6" O.C. MAX. ROOF NAILS @ 4" O.C. 4—PLY 3—PLY (UON) TRUSSES, OR WALL BELOW. PANEL STAGGERED 3—PLY 14" LVL AND GREATER FLOOR JOISTS. FlELD ALTERATION 2x4 OR 2x6 POST 2x8 POST LESS THAN 14" BEAM CONTRACTOR SHALL CONTACT LOU PONTIGO&ASSOCIATES PRIOR TO 1 BUILT - UP MEMBER FASTENINGL FIELD r2---� SHEATHING NAILING DETAIL 3 OSB BLOCKING ATTACHMENT MAKINGANYSWHICHRAYVAR MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS.ANY S5.2 SCALE: 3/4" = 1'-0" S5.2 SCALE: 3/4" = 1'-0" 55,2 SCALE: 3/4" = 1'-0" FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTI iO& ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. IF TRUSS REACTION EXCEEDS MIN 2 PLY STUD MIN 2 PLY STUD 2300Ibs PROVIDE CRIPPLE STUDS 6" IN LIEU OF 2 STUDS IN LIEU OF 2 STUDS DIRECTLY BENEATH TRUSS DBL. TOP MAX NOTCH HEADER ITS ACCEPTABLE ITS ACCEPTABLE MULTI—PLY HIP RAFTERS P ATE BELOW TOP PLATE TO SISTER A TO SISTER A SPLICE TOGETHER w/3—ROWS MIN 2 PLY 36" LONG STUD 36" LONG STUD 16d COMMONS @ 8" O.C. A B A B STUD FASTEN w/12— FASTEN w/12— STAGGERED FROM BOTH a PORCH ° 0.131x3" GUN 0.131x3" GUN NAILS SIDES. (TYP) HEADER, SIMPSON HTT5 OR ° 8—GUN NAILS NAILS °I HDU5. FASTEN ° SEE PLAN. 26-10d COMONS FULL HEIGHT ANCHOR OR ° ° ° TWO SIMPSON A35 DTT2Z HOLD DOWN A BASE SIMPSON DTT2Z D D D \_0 p OF POST. CS18 @ ASE IF MIN. (2)2x4 WOOD °°°° w/8— Y4"x1Y2" FRAMING CLIPS EA. SIDE. C PORCH IS AT 2ND LEVEL. BELOW. & (1) ADJ. °°° SDS SCREWS °o SIMPSON OPTION A TO PORCH HEADER. ° LTT20B C C e° Y2" THREADED ROD 5/8" THREADED EPDXIED 4" MIN OR ROD EPDXIED ° ° Y2x6" TITEN HD ROUGH OPENING, SEE ROUGH OPENING, SEE LSTA12 FOLDED OVER TOP 7.5" MIN °° °° Y2" THREADED ROD QVERHEAD DETAIL W U TRUSS UPLIFT TABLE AT LEFT TRUSS UPLIFT TABLE AT LEFT_ DOUBLE TOP PLATE PLATE w/5-10d NAILS ° EPDXIED 4 MIN OR r ' Q '— CONTINUOUS OVER INTO TOP PLATE & 5-10d Y2x6" TITEN HD U w HEADER z 600 NAILS INTO BEAM.` SPACE TWO SIMPSON A35 MAX @ 48" O.C. OMIT IF WALL FRAMING CLIPS EA. SIDE. MULTI—PLY W SHEATHING IS INSTALLED HIPS, SEE PLAN Q U HEADER DOWN CONNECTION HEADER UP CONNECTION ON FACE of BEAM _ CONNECTION CONNECTION ° UPLIFT CONNECTOR UPLIFT CONNECTOR ° ° v j CALL OUT CALL OUT z A H2.5T ® 32" O.C. TOP & BOT A LSTA18 ® 32" O.C. BNAILS ° ° `.1..1� 1 FULL HEIGHT ANCH R OR B SEE PLAN B SEE PLAN DTT2Z HOLD DOWN AT BASE (f) I C (1)MSTA24 STRAPS C (2)CS16 STRAPS OF POST. CS18 @ BASE IF MIN. (2)2x4 WOOD HTTS or HDU5 DTT2Z LTT206 RIDGE, SEE PLAw D FULL HGT ANCHOR PER PLAN. D FULL HIST ANCHOR PER PLAN. PORCH IS AT 2ND LEVEL. OPTION B BELOW. & (1) ADJ. j Q TO PORCH HEADER. SIDE VIEW OF CONNECTION w � Wt.,EN 4 HEADER TIE DOWN 5 TYPIC L PORCH BEAM CONNECTION (WOOD) 6 HOLD DOWN ATTACHMENT DETAIL RIDGE AND HIPS CONNECTION m NOTED S5.2 THIS DETAIL ONLY APPLIES WHEN NOTED ON PLAN 1,,S5.2S5.2S5.2 SCALE: 3/4" = V-0" 01 2ND STORY TOP PLATE ELEV. SPF#2 PRE—ENGINEERED SPF#2 INFILL ROOF TRUSS, STUDS - SEE PLAN. (TYPICAL) H2.5T TOP & BOTTOM @ „ (2)H2.5T SIMPSON STRAP 32 O.C. CRIPPLE @ EACH ROOF TRUSS. STUD ANCHOR H2.5T STRAP -H PER PLAN. @ 32" O.0 PONYWALL TOP PLATE GARAGE HEADER, 28'-2/6" SEE PLAN H2.5T @ LL 32" O.C. - PERMIT RY GARAGE HEADER ALWAYS PLACE 2x4 SPF#2 PONY WALL TOP PLATESEOEV. w/ STUDS @ 16 O.C. SEE PLAN HEADER AT ITOP ATTACH GARAGE SET FASTEN POST TO OPENING DOOR THRU GARAGE HEADER (2)MSTA24 UPRIGHT BUCK, w/ (3)MSTA24 JACK STUDS EACH SIDE, INTO JAMB STUDS WITH PRE—ENGINEERED KING STUDS ANCHOR %"001/2 " LAG ROOF TRUSS, LL PER PLAN. SCREWS EVENLY SEE PLAN. WOOD SPACED @ 10" O.C. SPF#2 16d COMMONS @ INFILL FRAMING PACK SOLIDOl/ 8" ON CENTER -H w/LUMBER 6x6 SYP 2 POST. FASTEN POST DETAILS TO FOUNDATION WITH SIMPSON ° ABU66 & 5/8"0 THREADED ROD s s s sass EPDXIED 8" MIN. (3)2x STUD CORNER THIRD STORY BOTTOM PLATE MSTA24 @ 32" O.C. o. SOLE PLATE CURB/STEMWALL BELOW 21'-113/4" DO NOT SCALE DIMENSIONS FROM THICKENED SLAB EDGE AT •° •O ANCHOR -H DRAWINGS.ARREFERTOTTHE°N� GARAGE OPENING. P.T. SOLE PLATE CONTACT THEE.O.R ARCHfrEGTURAL DRAWRNGS OR GARAGE GARAGE WING WALL SECTION T FLOOR PLAN NAME SOLE PLATE ANCHOR ., . . (�BELIEFSRESIDENCEFILE a CO DESIGN/DRAWN/CHECKED a< PRE—ENGINEERED c5 KJL LAP „�„ BEAM PER PLAN. FLOOR TRUSS, FASTEN PLIES TOGETHER DATE a THICKENED SLAB EDGE SEE PLAN. 03-16-2016 AT GARAGE OPENING. w/ 0.131x3" GUN NAILS, SCALE 2 ROWS @ 4" O.C. (TYPICAL) AS NOTED 8 GARAGE CENTER WALL FRAMING g TYPICAL GARAGE HEADER/ ACK CONNECTION 1 o PONY WALL DETAIL TRUSS ID. 11 STUD SPLIC ET IL S5.2 SCALE: 3/4" = 1'-0" S5.2 SCALE: 3/4" = V-0" 55,2 SCALE: 3/4" = 1'-0" SCALE: 3 4" = 1' LPA NO. �.2 / BELI-15-00330 SHEET N 1 S52N I SHEET 170F 19 I 1-A7 Lou Pontigo and Associates, Inc. 420 Osceola Avenue _ )ax. Beach, Florida 32250 Ph.242-0908 Fax.241-9557 SEE 4/S5.1 SEE SHEET S4.1 FOR FL: CA# 8344 SC:CA#3579 ROOF FRAMING. — (2)MTSA24 STRAPS (2)MTSA24 STRAPS / _ \ rulurrrrr VAULTED CEILING. i� �� CS16 POST Pot , � ,�� 'moi M STRAPS BELOW _ _ ,+,� o j TOP PLATE FULL HEIGHT 30'— * ; 3311 s � : SAOF * N HEADER SEE PLAN. = 4 '•'�' •• PORCH HEADER, WRAP (2)CS16 SEE PLAN HTS16 � •••r�RIDP.•'• AROUND CORNER OF STRAPS AI DOUBLE TOP PLATE. ium HEADER SEE PLAN.—/ PLAN VIEW OF Luis A. Pontigo, PE FL PE#53311 PORCH HEADER AT CORNER POST REVISIONS DATE HAND RAIL BY FlELD ALTERATION OTHERS. CONTRACTOR SHALL CONTACT LOU PONTIGO&ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD WATERPROOFING FROM THE INTENT of THE ower.IAL MODIFICATIONS WHICH MAY VARY BY BUILDER CONSTRUCTION DOCUMENTS. FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO& ASSOCIATES MAY RESULT IN 2x6 PONYWALL. ADDITIONAL ENGINEEwNG OR FLOOR SHEATHING. FASTEN SHEATHING INSPECTION FEES AROUND ALL SIDES. 2x12 LEDGER. FASTEN OVER SHEATHING Q " O.C. w/ 6-10d COMMONS @ 16" O.C. & MUILTI—PITCHED SLOPED BLOCKING AT ALL (D AA] 3—Y 2x4 FLAT WISE. FASTEN SEE DETAIL "x4" LAG SCREWS @ 16" O.C. DECK. SEE PLAN. N SHE TH PONY WALL WITH FULL SHEATHING JOINTS: ET OF PLYWOOD FROM BOTTOM I I 1 F PORCH BEAM FULL HEIGHT. TOENAILS. ONLY REQUIRED SPLICING DETAIL. II AT SHEATHING JOINTS FOR (2)1.75x11.25 2.0E LVL w/ EXTERIOR WALLS AND ADDITIONAL LVL SQUASH SHEARWALLS GJJ BLOCK DIRECTLY ABOVE POST. FASTEN 2x12 JOIST 2x12 SYP#2 DECK FASTEN BEAM TO PONY W1 Ox30, SEE EACH END w/ SIMPSON „ WALL w/ MSTA24 DETAIL X/SX.X LUS210 HANGERS JOIST 16 O.C. STRAPS © 32" O.C. FLOOR DRAIN BY BUILDER, FASTEN BEAM TO POST I I I WATER PROOFING BY BUILDER. BEAM w/(4)HTS16 STRAPS. ii I I I I II (2)MTSA24 S RAPS (2)MTSA24 STRAPS U PORCH C (LING SHESPECIFICATIONS: W <ATHING VERY IMPORTANT NOTE: J" (OR GREATER) OSB OR PLYWOOD, w/ 8d U 2x8 WALL TO CONCEAL COMMON NAILS @ 6 O.C. EDGE AND FIELDnW� STEEL BEAM. - W 6x6 P.T. SYP#2 0 W POST. DIRECTLY � WATERPROOFING Q U ABOVE POST BELOW. L BY BUILDER HEADER SEE PLAN. ^W,, z L.L Q 3 J HAND RAIL BY 0 W OTHERS. A—A F-1 n Ian—�,I — n I 2)1.75x11.25 2.0E LVL w FASTEN POST TO POST w/ L Lji J O �Q� ADDITIONAL LVL SQUASH (4)CS16, (2) EACH SIDE. PROVIDE W 2x12 LEDGER. FASTEN OVER SHEATHING BLOCK DIRECTLY UNDER POST. MM "/ \ 12" LAP EACH END. FASTEN 12" W W/ 6-1,0d COMMONS ® 16 „O.C. & V LAPS w/ 11-10d EACH END. 3—Y4 x4 LAG SCREWS ® 16 O.C. . ) a L11 __1 Lluu Q FLOOR SHEATHING. -� J 2ND FLOOR BOTTOM P A E N N HARDIE TRIM BOARD FASTENED OVER STRUCTURAL BEAM BY OTHERS. SLOPE _ TOP PLATE dK J 10'— I I N o Lf SEE 3/S5.0 2x12 SYP#2 DECK JOIST 5Y2"x11Y4" FALSE CEDAR @ 16" O.C. FASTEN 5Y"x11,4" FALSE CEDAR (TYPO 11 BEAM BY OTHERS. DECK JOIST EACH END BEAM BY OTHERS. w/ LUS210 HANGERS. HEADER SE PLAN. PERMIT _.j 6x6 P.T. SYP#2 Ll 1 111 Li 1 SET POST. iL ELEVATION 0 0 DETAILS Al WALL SHEATHING PER SPEC FASTEN POST TO FOUNDATION FASTEN w/ LONG DIMENSION w/ SIMPSON ABU66 w/ PERPENDICULAR TO STUDS. THREADED ROD EPDXIED 8" FASTEN w/ SHEARWALL NAILING. DONOTSCALEDIMENDIMENSISIONS OM THESE DRAWINGS.IF A DIMENSION IS UNCLEAR REFER TO THE MIN. (TYPICAL) ARCI-f1ECTlr2AL DRAWrJGS OR CONTACT THE E.O.R PLAN NAME BOT PLA o o BELILES RESIDENCE E 0' 0" DESIGN/DRAWN/CHECKED FILE cruy CS KJL LAP DATE 03-16-2016 SCALE 4017 1 AS NOTED PORCH SECTION 2 FULL HEIGHT WALL ELEVATION. TRUSS ID. S6.0 SCALE: 3/4" = 1'-0" �-OSCALE: 3/4" = 1'-0" � LPA NO. ! BELI-15-00330 ® J I r k SHEET ., EAC N S PE S&O SHEET 180F 19 Lou Pontigo and Associates, Inc. SEE SHEET S4.1 FOR 420 Osceola Avenue Jax. Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: CA#8344 SC:CA#3579 MSTA24 MSTA24 x4 N .2 SYP 2 2x8-1 2 FL ,.a��rtrrrririrrr � @ PA EDGES ATTACHED `J .Iv) o 00 (3)10d EACH E �— (TYP) _ N * • 3311 o • o 00 w : OF . p •.• . �g`" ------------------ ------ --- -------------- - —[—_j 00 10 0ROUG NTNG ____ SEE PLAN FOR FRAMING SE R H. SEE PLAN FOR FRAMING w Luis A. 1'"15Yt`fI o. PE 1 IN THIS AREA IN THIS AREA PROVIDE OSB BLOCKING Q F L P E#53311 � w PANELS BETWEEN PROVIDE OSB BLOCKING PANELS (2)MSTA48 JAC KING (2)MSTA48 FLOOR/ROOF TRUSSES, I Z REV6IONS DATE ol BETWEEN FLOOR/ROOF TRUSSES, STUDS E PLAN ol SEE 3/S5.2 °O = SEE 3/S5.2 (2)MSTA4811 (2)MSTA48 w J W .. Q 2x4 NO.2 SYP FlELD ALTERAT�N � FLATWISE BLOCKING (3)1.75x11.88 2.0 LVL-3/3 W10x30 STEEL BEAM _I CONTRACTOR SHALL CONTACT LOU �� 0 @PANEL EDGES POI&ASSOCIATES PRIOR TO Z ATTACHED w/ a ANY SI ;, Y�R Q (3)10d EACH END, C«MRU'C ION DOCUMENTS.ANY W (TYP) FELD ALTERNATIONS MADE PRIOR TO (2)MSTA24 (2)MSTA24 (2)HTS16 (2)HTS16 to BEINGAPPROVED BYLOU ULTIN & ASSOCIATES MAY RESULT IN lo ADDITIONAL ENGINEERING OR oo INSPECTION FEES. ——— ———————— ———————— ———————— ———————— ———————— —— ——————————— ——————————— ———————————— —————— PROVI E 8' VERTICAL SHEA ING PANELS THIS AREA J 2ND LEVEL- TO 0 RLAP FLOOR SYSTEM z = oo 11SHEATH ONLY TOW LL ABOVE. G_ 2x4 N0.2 SYP LIj ROUGH OPENING ROUGH OPENING _ w FLATWISE BLOCKING EXTERIOR SIDE J SEE ARCH. OF WALL SEE ARCH. of Z @ PANEL EDGES JACK & KING ~ ( )10dATTACHED EAACH/END, 2x8 WALL 2x8 WALL STUDS, SEE PLAN 11 = (TYP) oo JACK & KING JACK & KING 2x8 WALL JACK & KINH . 1 --- _�IIlDS�SEI�el�l------- ------�Tk}D�,—` E—RL�4�}— — — SSS;-51=� CMST12 CMST12 CMST12 CMST12 lo X, H2.5T TOP & BOT. OF H2.5T TOP & BOT. OF lo 11 oo 0o 11 CRIPPLE STUD @ 32" O.C. CRIPPLE STUD @ 32" O.C. w z I a CD � • _ z U a w = 2x4 NO.2 SYP Q (2)1.75x14" 2.0 LVL-3/3 2 MSTA 8 (3)1.75x18 2.0 LVL-3/3 U' FLATWISE BLOCKING U w @PANEL EDGES z M ATTACHED w/ W �..j..� (3)10d EACH END, r l >k. �\ (TYP) Q BUJ _. ` 0o lo� CD `_ `- w -------- -------- -------- -------- -------- -- ----------- ------------ ------------ -------- oo = CK & KING JACK & KING JACK & KING Q JACK & KI ST S SEE PLANlo o IST LEVEL• STUDS, SEE PLA STUDS, SEE PLAN Q STUDS, SE AN SHEATH BOTH SIDES OF WALL J (n ROUGH OPENINGoo oo M 11 < ROUGH OPENING z W T SEE ARCH. SEE ARCH. < j Q SIMPSON H DQ1 S S2.5 0 W/ /8';� TH EAD ROD = w O SIMPSON STHD14 EMBEDED. W/ 12 EM ED. ( 0) SIMPSON STHD14 EMBEDED. Q FASTEN THE HOLDDOWN Y4"Ox2Y2" SDS SC S FASTEN THE HOLDDOWNo w STRAP W/ 30-16d SINKERS STRAP W/ 30-16d SINKERS T V ' oo lo SIMPSON HHDQ14—SDS2.5 W/ 7/8"O SIMPSON HHDQ14—SDS2.5 THREADED ROD W/ 12" EMBED. & (30) Y4"Ox2Y2" SDS SCREWS FOUNDATION, SEE PLAN W/ 12" THREADED ROD W/ 12" EMBED. & (30) Y4"Ox2Y2" SDS SCREWS 1 EAST ELEVATION SCHEMATIC S6.1 SCALE: 1/2" = V-0" PERMIT SET ELEVATION DETAILS DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS.IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. PLAN NAME FILE BELILESRESIDENCE COr DESIGN/DRAWN/CHECKED CS KJL LAP DATE 03-16-2016 SCALE AS NOTED TRUSS ID. TH LPA NO. BELI-15-00330 SHEET EACH I PE S&I SHEET 19 OF 19