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1725 BEACH AVE RES20-0065 STRU. DWGSLOAD TYPE/PLACEMENT FLOOR (Cd = 1.0) P F DE EMA / - - DE_SIG N CRITERIA SHOP DRAWINGS REQUIRING A SPECIAL ENGINEERING DESIGN BY THE FABRICATOR SHALL BE CLAY MASONRY BRICK CRITERIA � LOADS L 20 PSF 14 , STAMPED BY A REGISTERED ENGINEER OF RECORD T R IN HE STATE IN WHICH CONSTRUCTION BRICK SHALL BE IN ACCORDANCE WITH ASTM C62, 0216, OR C652 FOR BUILDING BRICK, DESIGN DESIGN CODE: 2017 FLORIDA BUILDING CODE - RESIDENTIAL, CODES AND STANDARDS i AND CURRENT REFERENCED WILL OCCUR BEFORE SUBMITTING FOR REVIEW BY THE ARCHITECT/ENGINEER. COMPLETE SHOP DRAWINGS FOR CONSTRUCTION OF ALL APPLICABLE BLE SPECIALTY ITEMS INCLUDING BUT NOT LIMITED TO PRECAST CONCRETE CURTAIN WALL GL GLAZING SYSTEMS, LIGHT GAGE STEEL FRAMING, ORNAMENTAL GUARDRAILS; SKYLIGHTS, AND STAIRS SHALL BE SEALED AND SIGNED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE IN WHICH THIS BUILDING SHALL BE CONSTRUCTED AND SHALL BE AVAILABLE AT SITE DURING FACING BRICK, & HOLLOW BRICK, RESPECTFULLY. TYPE N MORTAR MAY BE USED IN BRICK VENEER." FEMA RELATED DESIGN CRITERIA FEMA BFE): FEMA AID DEPTH 2'-0" ( � ) DEP MONUMENT NUMBER - DV R046 _ 100 YR. STORM ELEVATION +16.3 NAVD .(FROM MONUMENT) 100 YR, STORM DESIGN GRADE ELEVATION - +�.4' NAVD FROM '_MONUMENT - - ( ) BOTTOM OF PILING 25.0 NAND FOUNDATION ION NO ES TABLE 1: FLOOR AND ROOF LOADING FOUNDATIONS: A SOILSREPORT WAS N'OT PRONTO LOAD TYPE/PLACEMENT FLOOR (Cd = 1.0) ROOF (Cd = 1.25) TOP CHORD DEAD 10 PSF 7 PSF SHINGLES 20 PSF. TILE TOP CHORD LIVE 40 PSF 20 PSF BOTTOM CHORD DEAD 5 PSF 5 PSF BOTTOM CHORD LIVE 5 PSF 10 PSF FRAMING TYPE BOTTOM OF LOWEST HORIZONTAL STRUCTURAL ELEVATION - +16.3' NAVD. TIMES OF INSPECTION. ED TO LOU PONTIGO & ASSOCIATES (LPA). LPA HAS AND ROOF LOADING NOTES:. FIND. AND STRUCTURE IS ANCHORED TO RESIST =LOTATION COLLAPSE AND LATERAL , INCLUDED IN THE -CONTRACT DOCUMENTS. SUCH REVIEW BY THE STRUCTURAL ENGINEER DESIGNED A PILE SUPPORTED FOUNDATION WITH 14" DIAMETER AUGER CAST PILES WITH A .:.FLOOR T ROOF .BOTTOM CHORD LIVE 1. ROOF TRUSS MAY BE DESIGNED. WITH R I _ STRUCTURAL METAL CONNECTORS ARE IN CONFORMANCE WITH TABLE 1, FEMA TECHNICAL - THE OWNER WILL NOT PAY FOR ADDITIONAL CHARGES DUE TO RE DETAILING FEES GROUT STRENGTH OF 5000 PSI. LPA HAS "ASSUMED TH E AUGER CAST PILES TO .HAVE A _ LOAD 10 -PSF APPLIED N ON CONCURRENTLY WITH ROOF TOP ( ALL CONCRETE REBAR COVERAGE HAS BEEN SPECIFIED AS REQUIRED BY BULLETIN 8 96. Q ASSOCIATED WITH A THREE-DIMENSIONAL SIONAL DETAJLING PROGRAM: THE DETAILER SHALL CAPACITY 4 OF 0 TONS iN COMPRESSION 18 TONS N I TENSION 'CAPACITY AND 5 KIPS IN CHORD LIVE LOAD 20 PSF ACI: ESTIMATE AND INCLUDE ANY COSTS IN THE BASE BID ASSOCIATED WITH RE -DETAILING FEES ,. SHEAR. THE PILE DEPTH HAS BEEN ASSUMED TO BE -25.00'' NAVD. HAL BE INCREASED TO 2. `ROOF TRUSS BOTTOM CHORD LIVE LOAD SHALL REQ'. Q AS A RESULT OF CHANGES AND/OR REVISIONS MADE TO THE SHOP DRAWINGS DURING THE THE; CONTRACTOR SHALL ENGAGE THE SERVICE OF A -FLORIDA REGISTERED PROFESSIONAL WITH WI ,H A MINIMUM EMBEDMENT OF '8 TIMES THE NOMINAL ANCHOR DIAMETER OR THE .-, - VE CONSTRUCTION CERTIFICATION STATEMENTS SHOP DRAWING REVIEW. IT IS THE RESPONSIBILITY OF THE CONTRACTOR OWNER TO HIRE A GEOTECHNICAL / ENGINEER WITH LIMITED STORAGE. REACTIONS SHALL BE 20 PSF AT ATTICS D AT THE FE W LOCATIONS WHERE THE PILE SPACING HAS BEEN REDUCED TO LESS THAN 8:1 .SUPERVISE INSTALLATION COMPLIES WITH THE DESIGN REQUIREMENTS, RECORDS OF THE REINFORCING TO VERIFY PILE CAPACITY AND PILE DEPTH. THE FOUNDATION MAY BE MODIFIED AFTER A + Lr PER ASD LOAD COMBINATION D + 0.75 L L REDUCED ( )ARE )ARE .RATIO (PER FBC 3109.4), THE .PILES HAVE BEEN DESIGNED TO RESIST .THE ADDITIONAL ENGINEER 'SHALL BE FOR CONFORMANCE WITH CONTRACT' DOCUMENTS- WITH REGARD TO THE GEOTECHNICAL INVESTIGATION IS PERFORMED. 3. FLOOR TRUSS TOP CHORD LIVE LOAD SHALL BE INCREASED TO LOADS FROM FLOOD WATERS AND TRAPPED DEBRIS. ARRANGEMENT AND SIZES OF MEMBERS SHOWN ON THE STRUCTURAL CONTRACT INSTALLED FOR EACH PILE, TOTAL NUMBER. OF INSTALLED PILES; TOTAL LENGTH OF FRAMING TYPE LIVE LOAD DOCUMENTS AND THE DELEGATED, ENGINEER INTERPRETATION OF THE DESIGN INFORMATION ALL AUGER PILE REINFORCEMENT SHALL HAVE A MINIMUM CONCRETE COV " ER OF 3 TO THE AND ROOF LOADING NOTES:. FIND. AND STRUCTURE IS ANCHORED TO RESIST =LOTATION COLLAPSE AND LATERAL , INCLUDED IN THE -CONTRACT DOCUMENTS. SUCH REVIEW BY THE STRUCTURAL ENGINEER #3 TIES. .:.FLOOR T ROOF .BOTTOM CHORD LIVE 1. ROOF TRUSS MAY BE DESIGNED. WITH R COMBINED TO THE OMBINE EFFECTS OF AN -WATER LOAD ACTING MOVEMENT DUE D S C SHALL NOTE IMPLY ANY RESPONSIBILITY FOR THE ACTUAL DESIGN OF SUCH SYSTEMS: SCALE FOOTING DIMENSIONS AND LOCA FROM THE FOUNDATION PLAN: IF _ LOAD 10 -PSF APPLIED N ON CONCURRENTLY WITH ROOF TOP ( THE BLDG. COMPONENTS THAT RECEIVE SUCH LOADIN BRE KAWAY, SIMULTANEOUSLY ON G A CONTRACTOR R HAS' FULL RESPONSIBILITY ' FOR. DI "I DIMENSIONAL ACCURACY CONFORMANCE FORMAN CE :AUGER PILE PLACEMENT TOLERANCE.. PLUS OR MINUS 2 INCHES. CHORD LIVE LOAD 20 PSF T TE ELEMENTS COMPLY WITH HE INTENT OF TECHNICAL BULLETIN 5 FREE'-OFIOBSTRUCTION WITH THE INFORMATION CONTAINED IN THE CONTRACT DOCUMENTS. ENGINEER.. HAL BE INCREASED TO 2. `ROOF TRUSS BOTTOM CHORD LIVE LOAD SHALL REQ'. Q POST -INSTALLED ANCHORS SHALL ONLY BE USED WHERE SPECIFIED ON THE DRAWINGS. A GS. THE; CONTRACTOR SHALL ENGAGE THE SERVICE OF A -FLORIDA REGISTERED PROFESSIONAL WITH WI ,H A MINIMUM EMBEDMENT OF '8 TIMES THE NOMINAL ANCHOR DIAMETER OR THE .-, - SHOWN OR NOTED OTHERWISE. CONSTRUCTION DETAILS NOT -FULLY SHOWN OR NOTED SEE GENERAL NOTES FOR DESIGN CRITERIA` AND ADDITIONAL REQUIREMENTS. Q NTS. I=OOTINGS, ENGINEER OR AN APPROVED TESTING AGENCY TO AND CERTIFY THAT THE PILE WITH LIMITED STORAGE. REACTIONS SHALL BE 20 PSF AT ATTICS D ' HOLDDOWNS FASTENERS ETC. INDICATED WITHIN WHICH - SUPPORTA PRE-ENGINEERED ITEM .SUPERVISE INSTALLATION COMPLIES WITH THE DESIGN REQUIREMENTS, RECORDS OF THE REINFORCING ENGINEERED FILL, CONTINUOUS OBSERVATIONS AND TESTS OF GRADING OPERATIONS SHALL + Lr PER ASD LOAD COMBINATION D + 0.75 L L REDUCED ( )ARE )ARE GENERAL NOTES PRELIMINARY AND SUBJECT TO CHANGE AFTER REVIEW OF T - HE PRE-ENGINEERED ;SHOP FOR EACH PILE, EACH INDIVIDUAL PILE DEPTH AND QUANTITY OF CONCRETE GROUT VOLUME 3. FLOOR TRUSS TOP CHORD LIVE LOAD SHALL BE INCREASED TO WHERE A DETAIL TYPICAL DETAIL SECTION TYP CAL SECTION OR PLAN L NOTE.. IS SHOWN - DRAWINGS. THESE SHOP DRAWINGS SHALL ALSO BE SUBMITTED TO THE BUILDING ' DEPT: AS INSTALLED FOR EACH PILE, TOTAL NUMBER. OF INSTALLED PILES; TOTAL LENGTH OF GENERAL NOTES:0 60 PSF AT ALL GAME ROOMS AND BALCONIES A DEFERRED" SUBMITTAL, T THE PERMIT DOCUMENTS. , INSTALLED PILES; TOTAL. CALCULATED CONCRETE GROUT VOLUME FOR ALL OF THE PILES; . 4. FOR WIND UPLIFT, TRUSSES SHALL BE DESIGNED WITH A 5 PSF THESE CONTRACT DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THEY. DO NOT GRADES ACTUAL TOTAL CONCRETE GROUT VOLUME INSTALLED FOR ALL OF THE PILES; AND TOP AND BOTTOM CHORD DEAD LOAD. INDICATE THE METHOD OF CONSTRUCTION: THE CONTRACTOR SHALL PROVIDE ALL MEASURES POST -INSTALLED ANCHORS IN CONCRETE DEVIATION OF EACH PILE FROM THE SPECIFIED LOCATION SHALL BE KEPT T A ND SUBMITTED NECESSARY TO .PROTECT THE STRUCTURE, WORKERS AND OTHER PERSONS DURING EXPANSION ANCHORS AS SHOWN OCO 'N CONTRACT DOCUMENTS SHALL BE HILTI KWIK BOLT 3 TO THE ENGINEER OF RECORD UPON COMPLETION OF THE AUGER I PILE WORK. TABLE 2. ROOF AND FLOOR DEFLECTION CRITERIA ., CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT.. ARE NOT LIMITED T0, MEANS AND ANCHORS MANUFACTURED BY HILTI FASTENING SYSTEMS WEDGE -ALL -ANCHORS MANUFACTURED BY SIMPSON STRONGTIE COMPANY POWE - T R S UD ANCHORS MANUFACTURED' FOUNDAT P FRAMING TYPE LIVE LOAD TOTAL LOAD ROOF L/240 L/240 FLOOR L/360 L/240 0.75" MAX DEFLECTION EFLECTION UNDER ANY CASE SHALL BE 3 IN FOOTINGS AND MESH SHALL BE SHALL BE SIMILAR TO DETAILS SHOWN FOR SIMI AR CONDITIONS. ALL WORK, MATERIALS AND ;ALL THREAD GRADE 36 STEEL ANCHOR WITH HY150 MAX INJECTION ADHESIVE HIT HY2 CENTERED IN SLAB ON `GRADE USING TABLE 3: WIND LOADING ( 0 „ PLY WITH ALL APPLIC�B UI SU CONSTRUCTION SHALL COM LE BUILDING CODES REGULATION -IS AND SUPPORT BARS AND CHAIRS IN ALL CONTINUOUS FOOTINGS PROVIDE 4 @ 48 -0 C OR IN LECTION ADHESIVE FOR"MASONRY CONSTRUCTION WITH VOIDS SUPPLIED BY H T # BASIC WIND SPEED(ASCE 7-10) METHODS, BRACING, SHORING, FORMS, SCAFFOLDING, GUYING OR OTHER MEANS TO AVOID EXPOSURE CATEGORY ION LAN ONLY CONVEYS STRUCTURAL INFORMATION. FOR GENERAL FEATURES, BUILDING RISK CATEGORY EXCESSIVE STRESSES .AND TO HOLD STRUCTURAL_ ELEMENTS 1N PLACE DURING Y POWERS FASTENERS B TRUBOLT WEDGE- ANCHORS 'MANUFACTURED BY ITW RAMSET' RED / CONDUITS LE ELECTRICAL EMBEDS, STEP HEIGHTS ETC. SEE ARCHITECTURAL PLAN S D0 NOT INTERNAL PRESSURE COEFFICIENT - CONSTRUCTION: OBSERVATION VISITS TO THE SIT,_ BY THE STRUCTURAL ENGINEER OR .HEAD OR APPROVED EQUAL. INSTALL IN ACCORDANCE WTIONS Q WITH THE MANUFACTURERSFOOTING SCALE FOOTING DIMENSIONS AND LOCA FROM THE FOUNDATION PLAN: IF COMPONENTS AND CLADDING STRUCTURAL OBSERVERS SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS. RECOMMENDATIONS. MINIMUM EMBEDMENT. SHALL BE PER MANUFACTURER, REQUIREMENTS SIZE OR LOCATION IS NOT DETERMINED ON PLAN THEN CONTACT CT THE STRUCTURAL DOCUMENTS INCLUDE, .BUT ARE 'NOT LIMITED TO, THE STRUCTURAL DOCUMENTS PENETRATIONS SHALL BE LOCATED AND VERIFIED BY ALL TRADES FROM DRAWINGS MADE UNLESS NOTED OTHERWISE. ENGINEER.. DESIGN BEARING PRESSURE. TYPICAL DETAILS AND NOTES ON THESE SHEETS SHALL APPLY UNLESS SPECIFICALLY POST -INSTALLED ANCHORS SHALL ONLY BE USED WHERE SPECIFIED ON THE DRAWINGS. A GS. MAKE OBSERVATIONS AND TESTS AS .CONSIDERED NECESSARY FOR QUALITY CONTROL. WITH WI ,H A MINIMUM EMBEDMENT OF '8 TIMES THE NOMINAL ANCHOR DIAMETER OR THE .-, - SHOWN OR NOTED OTHERWISE. CONSTRUCTION DETAILS NOT -FULLY SHOWN OR NOTED ;'ADHESIVE ANCHORS AS SHOWN ON CONTRACT DOCUMENTS SHALL CONSIST OF AN UNLESS OTHERWISE NOTED ON DRAWINGS, MINIMUM CONCRETE COVER FOR REINFORCING SHALL BE 3 IN FOOTINGS AND MESH SHALL BE SHALL BE SIMILAR TO DETAILS SHOWN FOR SIMI AR CONDITIONS. ALL WORK, MATERIALS AND ;ALL THREAD GRADE 36 STEEL ANCHOR WITH HY150 MAX INJECTION ADHESIVE HIT HY2 CENTERED IN SLAB ON `GRADE USING TABLE 3: WIND LOADING ( 0 „ PLY WITH ALL APPLIC�B UI SU CONSTRUCTION SHALL COM LE BUILDING CODES REGULATION -IS AND SUPPORT BARS AND CHAIRS IN ALL CONTINUOUS FOOTINGS PROVIDE 4 @ 48 -0 C OR IN LECTION ADHESIVE FOR"MASONRY CONSTRUCTION WITH VOIDS SUPPLIED BY H T # BASIC WIND SPEED(ASCE 7-10) 130 MPH EXPOSURE CATEGORY D BUILDING RISK CATEGORY II BUILDINGENCLOSURE CLASSIFICATION N ENCLOSED INTERNAL PRESSURE COEFFICIENT ±0.18 Cd 1.6 COMPONENTS AND CLADDING SEE TABLE 4 WIND LOADING NOTES: ' SAFETY REQMT S. = - FASTENING F G SYSTEMS, .EPDXY. TIE SET EPDXY ADHESIVE SUPPLIED BY SIMPSON STRONGTIE ROD -CHAIRS. PROVIDE CONTINUITY C N NUTTY OF REINFORCING AT INTERSECTIONS OF PERPENDICULAR INTERIOR ZONE END ZONE Ct,;. 'ANY EPCON G5 EPDXY ADHESIVE SUPPLIED _BY ITW RAMSET " ,�MP/ RED HEAD OR APPROVED CONCRETE ELEMENTS BY INSTALLING CORNER BARS MI N MU MINIMUM OF 40 BAR DIAMETERS INTO +29.3 FOR 'CLARITY, ALL OPENINGS MAY. NOT BE SHOWN ON DRAWINGS. SEE ALSO EC,;UAL. INSTALL IN ACCORDANCE WITH THE MANUFACTURERS RECOMMENDATIONS. MINIMUM EACH ELEMENT. EMEN SPLICES IN REINFORCING WHERE PER MUTED, ,SHALL BE 48 BAR DIAMETERS, FILL IS REQUIRED IT SHALL 8E PLACED IN , ARCHITECTURAL' MECHANICAL ELECTRICAL AND PLUMBING PLANS. ALL OPENINGS AND EMBEDMENT SHALL BE PER MANUFACTURE REQUIREMENTS MANUFACTURER'S RE Q TS UNLESS NOTED OTHERWISE. CONTRACT DOCUMENTS INCLUDE, .BUT ARE 'NOT LIMITED TO, THE STRUCTURAL DOCUMENTS PENETRATIONS SHALL BE LOCATED AND VERIFIED BY ALL TRADES FROM DRAWINGS MADE PROJECT OJECT , THE GEOTECHNICAL ENGINEER SHALL ACT AS THE OWNERS REPRESENTATIVE AND SHALL DESIGN BEARING PRESSURE. BY THEM. CONTRACTOR SHALL NOT PROCEED WITH ANY WORK SHOWN ON RA E D WINGS IF IN. POST -INSTALLED ANCHORS SHALL ONLY BE USED WHERE SPECIFIED ON THE DRAWINGS. A GS. MAKE OBSERVATIONS AND TESTS AS .CONSIDERED NECESSARY FOR QUALITY CONTROL. WITH WI ,H A MINIMUM EMBEDMENT OF '8 TIMES THE NOMINAL ANCHOR DIAMETER OR THE .-, - CONFLICT N RECEIVING CLARIFICATION FROM ARCHITECT. FOR FRAMING T C CTU TIL A OPENINGS, CONTRACTOR SHALL OBTAIN APPROVAL FROM ENGINEER OF RECORD PRIOR TO USING P OST WHERE RE FOUNDATIONS` R OTHER T 0 CRITICAL ELEMENTS ARE TO BE SUPPORTED ON . LOAD COMBINATION. 0.6D + 0.6W SEE TYPICAL STRUCTURAL DETAILS. INSTALLED ANCHORS FOR MISSING OR, MISPLACED CAST -IN-PLACE ANCHORS. CARE SHALL ENGINEERED FILL, CONTINUOUS OBSERVATIONS AND TESTS OF GRADING OPERATIONS SHALL UNLESS _ SPECIFICALLY NOTED AS CANTILEVERED BE GIVEN TO AVOID CONFLICTS .WITH EXISTING REBAR. HOLES SHALL. BE DRILLED AND � BE MADE B THE GEOTECHNICAL ENGINEER. ALL TESTS SHALL BE PERFORMED IN WHERE A DETAIL TYPICAL DETAIL SECTION TYP CAL SECTION OR PLAN L NOTE.. IS SHOWN - CLEANED PER THE MANUFACTURERS INSTRUCTIONS. ANCHORS SHALL BE INSTALLED PER ACCORDANCE WITH PROCEDURE S SET FORTH IN THE CURRENT BOOK OF STANDARDS OF THE - MUST BE SHORED CONTINUALLY. PRIOR TO S AP FOR ONE CONDITION,. IT HALL PLY FOR.. ALL OR LIKE CONDITIONS UNLESS' E 4. COMPONENT AND CLADDING DESIGN PRESSURES PSF .TARE ._ (PSF) AMERICAN SOCIETY OF TESTING AND MATERIALS ASTM WIND LOADING NOTES: OTHERWISE NOTED. THE MANUFACTURERS INSTALLATION INSTRUCTIONS Al NOT LESS THAN MINIMUM EDGE INTERIOR ZONE END ZONE CAPACITY USING THE APPROPRIATE DESIGN PROCEDURE REQUIRED BY THE BUILDING' CODE. 1. FOR WIND UPLIFT TRUSSES SHALL BE DESIGNED WITH A DEAD +29.3 -31.8 DISTANCES AND/OR SPACING INDICATED IN THE MANUFACTURER'S S LITERATURE. UNLESS - 'WHERE FILL IS REQUIRED IT SHALL 8E PLACED IN , ACCORDANCE WITH INSTRUCTIONS OF THE LOAD. CONDITION OF 5 PSF TOP CHORD AND 5 PSF BOTTOM- CONTRACT DOCUMENTS INCLUDE, .BUT ARE 'NOT LIMITED TO, THE STRUCTURAL DOCUMENTS AN SPECIFIED OTHERWISE ANCHORS SHALL BE EMBEDDED IN THE AP � APPROPRIATE SUBSTRATE PROJECT OJECT _ GEOTECHNICAL ENGINEER TO MAINTAIN DESIGN BEARING PRESSURE. CHORD. WIND UPLIFT REACTIONS SHALL BE REDUCED PER ASD (DRAWINGS AND SPECIFICATIONS), BUT D0 NOT INCLUDE SHOP DRAWINGS, VENDOR WITH WI ,H A MINIMUM EMBEDMENT OF '8 TIMES THE NOMINAL ANCHOR DIAMETER OR THE .-, - GEL SUPPLIED BY POWERS FASTENERS EPCON G5 EPO X Y A DHESIVE SUPPLIED B Y ADEQUATE BRACING OR SHORING FOR ALL WORK DURING THEE CONSTRUCTION PERIOD. . LOAD COMBINATION. 0.6D + 0.6W DRAWINGS, OR MATERIAL PREPARED AND SUBMITTED BY THE CONTRACTOR. , r T EMBEDMENT REQUIRED 0 SUPPORT THE INTENDED LOAD. SUBSTITUTION REQUESTS, FOR Q UNLESS _ SPECIFICALLY NOTED AS CANTILEVERED ON PLAN` OR DETAILS; 'WALLS RETAINING DIMENSIONS NOT SHOWN ON STRUCTURAL DRAWINGS, SEE ARCHITECTURAL DRAWINGS. D0 PRODUCTS OTHER THAN THOSE SPECIFIED, SHALL BE SUBMITTED TO THE ENGINEER WITH EARTH. - MUST BE SHORED CONTINUALLY. PRIOR TO COMPLETION OF STRUCTURAL SLABS 0'N E 4. COMPONENT AND CLADDING DESIGN PRESSURES PSF .TARE ._ (PSF) CONTRACT CO A DOCUMENTS SHALL GOVERN IN THE EVENT OF A CONFLICT WITH :THE CODE OF CALCULATIONS CUL. NS THAT ARE PREPARED -AND SEALED BY A REGISTERED FRED PROFESSIONAL GRADES AND/OR ELEVATED SLABS HAVE BEEN PLACED / _ THE CONTRACTOR AC OR SHALL BE EFFECTIVE WIND AREA (SQUARE FT) WIND ZONE DESIGNATION � . _ RESPONSIBLE FOR PROVIDING THE DESIGN, -ADEQUACY, SAFETY,. AND STABILITY OF INTERIOR ZONE END ZONE CAPACITY USING THE APPROPRIATE DESIGN PROCEDURE REQUIRED BY THE BUILDING' CODE. 0 - 10 +29.3 -31.8 +29.3 -39.3 WITH ARCHITECTURAL DRAWINGS. RESOLVE ALL DISCREPANCIES WITH ARCHITECT PRIOR TO C 0 11 - 50 51 - 100 +26.3 +24.9 -28.7 -27.4 1 +26.3 - +24.9 -30.5 33.1 101 - 200 +25.6 -26.1 EPDXY ADHESIVE SUPPLIED' BY SIMPSON STRONGTIE COMPANY, N POWER -FAST EPDXY OXY +23.6 -27.8 g PRACTICE" OR SPECIFICATIONS OF ACI, PCI, AISC, SJI OR OTHER STANDARDS. WHERE A ENGINEER SHOWING THAT THE -SUBSTITUTED PRODUCT WILL ACHIEVE AN EQUIVALENT � . _ RESPONSIBLE FOR PROVIDING THE DESIGN, -ADEQUACY, SAFETY,. AND STABILITY OF ... -1- -11 ..,,,.,"...,l- ,.11 .,I. -u `Lv \L VLJ I \AI. INFORMATION TO THE ARCHITECT FOR DIMENSIONS NOT PROVIDED: ALL DIMENSIONS AND ELEVATIONS SHOWN ON STRUCTURAL DRAWINGS SHALL BE VERIFIED CONFLICT OCCURS WITHIN THE CONTRACT DOCUMENTS THE STRICTEST REQUIREMENT SHALL. Q CAPACITY USING THE APPROPRIATE DESIGN PROCEDURE REQUIRED BY THE BUILDING' CODE. - TEMPORARY ERECTION BRACING AND SHORING. +26.0 -32.7 GOVERN. WITH ARCHITECTURAL DRAWINGS. RESOLVE ALL DISCREPANCIES WITH ARCHITECT PRIOR TO C 0 F 1554 GRADE 36. ADHESIVE FOR REINFORCING DOWELS IN EXISTING CONCRETE SHALL BE EITHER THE HIT CAR 16'x7' 1 MATERIAL, WORKMANSHIP, AND DESIGN SHALL CONFORM TO THE REFERENCED BUILDING HY150 MAXACKFILL. AX _INJECTION ADHESIVE SUPPLIED BY HILTI FASTENING SYSTEMS, EPDXY-TIE SET AGAINST WALLS SHALL BE DEPOSITED EVENLY IN 8 TO 12„ LIFTS AGAINST BOTH �TAPT nF rnNICTPI InTInNI nn NinT CnAI F nRAIAIIN(C nnnpF)lNIATF THF CTQI'InTI IQ AI EPDXY ADHESIVE SUPPLIED' BY SIMPSON STRONGTIE COMPANY, N POWER -FAST EPDXY OXY TI SIDES OF WALL UNTIL L THE LOWER FINAL GRADE IS REACHED: CONTRACTOR SHALL PROVIDE GEL SUPPLIED BY POWERS FASTENERS EPCON G5 EPO X Y A DHESIVE SUPPLIED B Y ADEQUATE BRACING OR SHORING FOR ALL WORK DURING THEE CONSTRUCTION PERIOD. _ THE GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND SITE CONDITIONS AND ITW RAMSET/RED `HEAD OR APPROVED EQUAL MINIMUM EMBEDMENT LENGTH SHALL BE 12 BACKFILL SHAI_I- iv OT BE PLACED AGAINST WALLS UNTIL THE 5 H WALLS HAVE ACHIEVED 7�% ESI^N OF SPECIFIED . D��i��l STRENGTH. NOTIFY ARCHITECT OF ANY DISCREPANCIES PRIOR TO PROCEEDING WITH WORK. FOR BAR DIAMETERS, UNLESS NOTED OTHERWISE. DIMENSIONS NOT SHOWN ON STRUCTURAL DRAWINGS, SEE ARCHITECTURAL DRAWINGS. D0 FOOTINGS SHALL BE CENTERED ABOUT COLUMN LINES UNLESS NOTED OTHERWISE 1 NnT C( -Al F P-nR nlN>IFNCInNIq NnT CI-In1AINI nN nRAWINII^C CP_Nn \A/PITTFNi Qri-nl IFQT F-nD A A ATI' -I11 A I A TI!'1A If- -11,11, - -1-1-1-1. vv 1- ­„ vl\,,vvll­ vvvl\vllv,,lL JII\VVIVI /\L ..AVOID INFLUENCE BETWEEN FOUNDATIONS & BURIED PLUMBING. SEE TYPICAL - DOCUMENTS WITH THE ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND CIVIL WASHERS: SHALL' BE IN ACCORDANCE" WITH ASTM A500 GRADE Bl. WIND LOADING NOTES. FOOTING -TRENCH INFLUENCE DETAIL FOR SIMILAR REQUIREMENTS FOR INFLUENCE BETWEEN DOCUMENTS. ARCHITECT/STRUCTURAL ENGINEER SHALL BE NOTIFIED OF ANY DISCREPANCY 1. THE VALUES SHOWN ABOVE HAVE BEEN REDUCED PER ASD LOAD FOUNDATIONS & BURLED PLUMBING. DO NOT EMBED PIPING WITHIN OR PASS PIPING COMBINATION 0.6W. NO FURTHER REDUCTIONS SHALL BE OR OMISSION. NUTS: SHALL BE IN ACCORDANCE WITH ASTM A 563 GRADE A HEX. VERTICALLY OR HORIZONTALLY THROUGH ISOLATED FOOTINGS. PERMITTED _ CONTRACTOR HAS SOLE RESPONSIBILITY FOR MEANS, METHODS TECHNIQUES, SEQUENCES, METAL CONNECTORS. ALL METAL CONNECTORS WHICH. ARE EXPOSED TO EXTERIOR SHALL BE 2 PLUS - .PRESSURE AND MINUS - SUCTION. COMPONENT. AND � � Q � Q WHERE ...THE GEOTECHNICAL ENGINEER FINDS AN UNSTABLE. CONDITION IS BEING CREATE FOR BOTH POSITIVE AND PROCEDURES OF CONSTRUCTION. CONTRACTOR HAS SOLE RESPONSIBILITY FOR THE GALVANIZED OR BETTER. D, CLADDING ELEMENTS SHALL BE DESIGNED EITHER BY .CUTTING OR FILLING, THE WORK SHALL .NOT PROCEED IN THAT AREA UNTIL AN AND NEGATIVE PRESSURES SHOWN IN TABLE ABOVE DESIGN, ADEQUACY, AND SAFETY OF ERECTION BRACING, SHORING, TEMPORARY SUt-PPORTS. INVESTIGATION HAS BEEN -MADE AND THE GRADING PLAN REVISED.: ROD INSTALLATION: EMBEDMENT OF RODS OR REBAR DOWELS SHALL BE CONTRACTOR HAS SOLE RESPONSIBILITY TO COMPLY WITH ALL OSHA SAFETY REGULATIONS RETROFIT REBAR 3. DESIGN OF WINDOWS AND DOOR FASTENING TO WALL FRAMING IS / � „ THE RESPONSIBILITY OF THE WINDOW DOOR MANUFACTURER AND FOR ITS EMPLOYEES. 12 BAR DIAMETER MINIMUM, HOLES SHALL BE I/," LARGER THAN REBAR SIX AND /8 FILL TO BE COMPACTED TO 95% OF MAXIMUM DENSITY AS DET - ERMINED BY ASTM D 1557. BOTH POSITIVE AND NEGATIVE PRESSURES SHOWN IN LARGER' THAN THREADED SHALL MEET ROD SIZE. (LION) PLACE FILL IN LAYERS OF -8 THICK MAXIMUM & UNDER THE DIRECT SUPERVISION OF THE N0 STRUCTURAL CHANGE FROM THE APPROVED PLANS AND SPECIFICATIONS SHALL BE TABLE ABOVE MADE IN THE FIELD UNLESS WRITTEN APPROVAL 1S OBTAINED PRIOR TO MAKING SUCH GEOTECHNICAL ENGINEER. FILL TO BE TESTED TO VERIFY COMPACTION AS REQUIRED BY 4. SEE SCHEMATIC BELOW FOR END ZONE LOCATIONS EPDXY: ITW RED HEAD A7 DUAL CARTRIDGE (MINIMUM EDGE DISTANCE PER MANUFACTURES THE GEOTECHNICAL ENGINEER. a C,CHANGE. CHANGES WITHOUT THE WRITTEN APPROVAL SHALL BE THE RESPONSIBILITY OF THE SPECIFICATION) SIL - CONTRACTOR. THE CONDITION SHALL BE REPAIRED OR REPLACED AS DIRECTED. TESTS FOR DEGREE OF COMPACTION SHALL BE DETERMINED BY THE ASTM D-1556 OR a I as REINFORCING STEEL: SHALL BE ASTM A615, GRADE 60. ASTM D-2922 TEST METHODS. OBSERVATION AND FIELD TESTS SHALL BE CARRIED ON THE MECHANICAL CONTRACTOR SHALL COORDINATE INSTALLATION OF THE REQUIRED DURING FILL AND BACKFILL PLACEMENT BY THE GEOTECHNICAL ENGINEER TO ASSIST THE a INSERTS WITH THE GENERAL CONTRACTOR. REFER TO MECHANICAL DRAWINGS FOR SUPPORT STRUCTURES AND INSERTS. THE MECHANICAL CONTRACTOR SHALL FURNISH ALL STRUCTURAL STEEL: SHALL BE ASTM A992, GRADE 50. CONTRACTOR IN OBTAINING THE REQUIRED DEGREE OF COMPACTION. IF LESS THAN 95 NECESSARY STRUCTURES FOR MECHANICAL EQUIPMENT HANGING DEVICES AND INSERTS FOR (U.O.N. IN SOILS REPORT) PERCENT IS INDICATED, ADDITIONAL COMPACTION EFFORT SHALL INSTALLATION OF MECHANICAL EQUIPMENT. WELDED WIRE FABRIC WWF): SHALL BE ASTM A1064. BE MADE WITH ADJUSTMENT OF THE MOISTURE CONTENT AS REQUIRED COMPACTION IS END ZONE WIDTH 'a' 3 FT OBTAINED, NOT ACTUAL PLAN FOR ELEVATORS ASSOCIATED WITH THIS P LAMINATED VENEER LUMBER (LVL): ALL LAMINATED VENEER LUMBER SHALL MEET OR - [ ] PROJECT, .EDGE OF SLAB OPENINGS AT PIT, ( ) CAST IN PLACE CONCRETE... FOUNDATION, FLOOR FRAMING AND ROOF FRAMING HAVE BEEN COORDINATED FOR EXCEED THE FOLLOWING DESIGN PROPERTIES ELASTIC MODULUS E 1 9OOksi, BENDING TO BE MIXED AND PLACED` IN ACCORDANCE WITH I I � ( ) TH ACI 301, ACI 506 & 506.2: ALL DIMENSIONS, SLAB EDGE SUPPORTS, HOIST BEAM SUPPORTS AND RAIL SUPPORTS BASED ON STRESS (Fb) 2600psi, PLY WIDTH OF 1.75" REINFORCED CONCRETE TO HAVE 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS: ---- ELEVATOR CUT SHEETS PROVIDED DURING THE DESIGN PHASE FOR THIS PROJECT. P a CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING_ WITH THE. ELEVATOR CONCRETE SPECIFICATIONS: ALL STRUCTURAL ELEMENTS f'c = 4000 PSI UNLESS NOTED OTHERWISE. a a MANUFACTURER FOR THE TO BE INSTALLED ON THE PROJECT AND SHALL ALL CONCRETE HAS BEEN DESIGNED IN ACCORDANCE WITH ACI 318, AND SHALL BECOLUMNS & WALLS: f'c = 4,000 PSI DI ---- - ADJUST SLAB OPENING DIMENSIONS, PROVIDE MISCELLANEOUS FRAMING AS REQUIRED FOR CONSTRUCTED IN ACCORDANCE WITH ACI 301, 318 AND ALL OTHER APPLICABLE -BEAMS & SLABS. f'c = 4,000 PSI � SLAB OPENING ADJUSTMENTS, SLAB EDGE SUPPORTS, RAIL SUPPORTS AND HOIST BEAM REFERENCED STANDARDS. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH , `a'� �� AUGERCAST PILES. f c = 5,000 PSI SUPPORTS, AS REQUIRED. CONTRACTOR SHALL COORDINATE WITH ARCHITECT FOR ALL OF 2500 PSI AT 28 DAYS. ' REQUIRED ADJUSTMENTS AS NOTED AND SHALL BE RESPONSIBLE FOR COSTS ASSOCIATED SLAB -ON -GRADE: f'c = 3,000 PSI S WITH ANY REQUIRED ADJUSTMENTS NOTED ABOVE FOR INSTALLATION OF ELEVATORS CONCRETE MASONRY A ONRY SPECIFICATIONS. ALL CONCRETE MIX DESIGN SUBMITTALS SHALL INCLUDE A WRITTEN- DESCRIPTION1N MASONRY SHALL BE DESIGNED CONSTRUCTED AND TEST DILATING NO ADDITIONAL COST TO OWNER. ED IN .ACCORDANCE WITH ACI 530, ACf WHERE EACH PARTICULAR MIX IS TO BE PLACED WITHIN THE STRUCTURE. SHOP DRAWINGS 530.1 AND ASTM C90. MASONRY UNITS SHALL BE HOLLOW LOAD-BEARING, GRADE N, TYPE 1, NORMAL WEIGHT WITH A MINIMUM COMPRESSIVE- STRENGTH OF 1900 psi DESIGN OF PRE-ENGINEERED SYSTEMS SPECIFIED IN THE CONTRACT DOCUMENTS WHICH ARE P �' UNLESS NOTED OTHERWISE, NORMAL WEIGHT CONCRETE ,(145 PCF SHALL BE USED WITH (f m=1500 psi). i ) DESIGNED/ENGINEERED BY OTHERS IS THE SOLE RESPONSIBILITY OF THE DELEGATED 3/4" MAX. ELEVATED OR 1" MAX. SLAB -ON -GRADE COARSE ENGINE SUBMITTALS OF .SUCH SYSTEMS _ Y / (ELEVATED) ( ) SE AGGREGATE CONFORMING ER SHALL BE SEALED B AN ENGINEER LICENSED IN GROUT AND MORTAR SHALL' BE DESIGNED, CONSTRUCTED AND TESTED IN ACCORDANCE TO ASTM C 33. THE. PROJECT STATE. ASTM C476, ASTM C1019, ASTM C270. GROUT SHALL HAVE. A MINIMUM 28 DAY PROTECT FRESHLY POURED CONCRETE FROM PREMATURE DRYING .AND EXCESSIVE COLD AND COMPRESSIVE STRENGTH OF 3000 psi AND A MAXIMUM COURSE 'AGGREGATE SIZE OF 3/a STRUCTURAL DRAWINGS. INDICATE TYPICAL AND CERTAIN SPECIFIC CONDITIONS ONLY. SHOP _ „ ,, R HOT TEMPERATURES. START CURING AS SOON A R DRAWINGS SHALL DETAIL ALL CONDITIONS IN ACCORDANCE WITH SPECIFIED STANDARDS AN PLACED AT AN 8 TO 11 SLUMP. MORTAR SHALL BE TYPE M OR S. S FREE WATER HAS DISAPPEARED FROM D THE CONCRETE SURFACE AFTER PLACING AND FINISHING. ALL CURING PROCEDURES TO THE SPECIFIC REQUIREMENTS OF THIS .PROJECT. AS INDICATED IN THE PROJECT DOCUMENTS. FOLLOW ACI 3 08. CELLS CONTAINING VERTICAL` REINFORCEMENT SHALL BE GROUTED IN 5'-0" MAXIMUM LIFTS: THE CONTRACTOR SHALL SUBMIT, AS REQUIRED PRINTS OF SHOP DRAWINGS FOR ALL WHEN LIFT SHALL EXCEED 5-0„ PROVIDE CLEAN OUTS IN BOTTOM COURSE: OF MASONRY PROTECT CONCRETE FROM DAMAGE AND REDUCED STRENGTH CAUSED BY FROST, REEZING FABRICATED MATERIALS TO ARCHITECT FOR REVIEW. WALL. ACTIONS AND LOW TEMPERATURES IN COMPLIANCE WITH 'ACI 306. REVIEW OF SHOP DRAWINGS BY THE ARCHITECT-NGINEER DOES NOT E / RELIEVE THE CLAY MASONRY (BRICK): CONTRACTOR OF THE SOLE RESPONSIBILITY FOR ERRORS AND OMISSIONS ASSOCIATED WITH BRICK SHALL BE IN ACCORDANCE WITH ASTM C62, C216, OR C652 FOR BUILDING BRICK, THE PREPARATION OF THOSE SHOP DRAWINGS. FACING BRICK, & HOLLOW BRICK, RESPECTFULLY. TYPE N MORTAR IMAY BE USED IN BRICK e lz 4 Lou Pontlgo and Associates. Inc: 4745 Sutton Park Ct. 4204 Jacksonville, F1. 32224 Ph: 242-0908 F L: CA # 8344 P � N 3 z . 5 - . N •ir - STaTE OF o .p /v M '% Cid. ••. � OR��.•• �\ .' N Luis A Pontigo, PE FL'PE#53311' REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO 5 ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY' ` FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO a ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. FSIGN CRITERIA, SPECS, CS 8 GENERAL NOTES DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER To. THE ARCHITECTURAL_ DRAWINGS OR CONTACT THE E.U:R. LPA JOB NUMBER M F R I-19-00217 DATE 12/23/19 DRAFT/DESIGN/CHECK WAC/WAC/LAP UNDER ROOF SQFT DEP SHEET SO.0 SHEET 1 OF20 GARAGE DOOR SIZE PRESSURES ... -1- -11 ..,,,.,"...,l- ,.11 .,I. -u `Lv \L VLJ I \AI. INFORMATION TO THE ARCHITECT FOR DIMENSIONS NOT PROVIDED: ALL DIMENSIONS AND ELEVATIONS SHOWN ON STRUCTURAL DRAWINGS SHALL BE VERIFIED IVI/AI CKIf�L JV-T:L_.Irll..f-� I IUIND TOP OF FOOTING ELEVATIONS PROVIDED ON DRAWINGS ARE FOR PURPOSES OF CONTRACT & SHALL BE ADJUSTED, AS REQUIRED, PROPERLY AT TIME OF EXCAVATION TO BEAR ON : (1) CAR 8'x7' +26.0 -32.7 ANCHOR BOLTS & THREADED ROD:- SHALL BE IN ACCORDANCE WITH ASTM A 307 OR ASTM WITH ARCHITECTURAL DRAWINGS. RESOLVE ALL DISCREPANCIES WITH ARCHITECT PRIOR TO C 0 F 1554 GRADE 36. PREPARED SUPPORT SUBGRADE (PER GEOTECHNICAL REPORT RECOMMENDATIONS OR FIELD CAR 16'x7' +24.7 -30.1 2 ( ) �TAPT nF rnNICTPI InTInNI nn NinT CnAI F nRAIAIIN(C nnnpF)lNIATF THF CTQI'InTI IQ AI DIRECTIVES OF GEOTECHNICAL ENGINEER ON SITE) OR TO ADJUST FOOTING ELEVATIONS TO -11,11, - -1-1-1-1. vv 1- ­„ vl\,,vvll­ vvvl\vllv,,lL JII\VVIVI /\L ..AVOID INFLUENCE BETWEEN FOUNDATIONS & BURIED PLUMBING. SEE TYPICAL - DOCUMENTS WITH THE ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND CIVIL WASHERS: SHALL' BE IN ACCORDANCE" WITH ASTM A500 GRADE Bl. WIND LOADING NOTES. FOOTING -TRENCH INFLUENCE DETAIL FOR SIMILAR REQUIREMENTS FOR INFLUENCE BETWEEN DOCUMENTS. ARCHITECT/STRUCTURAL ENGINEER SHALL BE NOTIFIED OF ANY DISCREPANCY 1. THE VALUES SHOWN ABOVE HAVE BEEN REDUCED PER ASD LOAD FOUNDATIONS & BURLED PLUMBING. DO NOT EMBED PIPING WITHIN OR PASS PIPING COMBINATION 0.6W. NO FURTHER REDUCTIONS SHALL BE OR OMISSION. NUTS: SHALL BE IN ACCORDANCE WITH ASTM A 563 GRADE A HEX. VERTICALLY OR HORIZONTALLY THROUGH ISOLATED FOOTINGS. PERMITTED _ CONTRACTOR HAS SOLE RESPONSIBILITY FOR MEANS, METHODS TECHNIQUES, SEQUENCES, METAL CONNECTORS. ALL METAL CONNECTORS WHICH. ARE EXPOSED TO EXTERIOR SHALL BE 2 PLUS - .PRESSURE AND MINUS - SUCTION. COMPONENT. AND � � Q � Q WHERE ...THE GEOTECHNICAL ENGINEER FINDS AN UNSTABLE. CONDITION IS BEING CREATE FOR BOTH POSITIVE AND PROCEDURES OF CONSTRUCTION. CONTRACTOR HAS SOLE RESPONSIBILITY FOR THE GALVANIZED OR BETTER. D, CLADDING ELEMENTS SHALL BE DESIGNED EITHER BY .CUTTING OR FILLING, THE WORK SHALL .NOT PROCEED IN THAT AREA UNTIL AN AND NEGATIVE PRESSURES SHOWN IN TABLE ABOVE DESIGN, ADEQUACY, AND SAFETY OF ERECTION BRACING, SHORING, TEMPORARY SUt-PPORTS. INVESTIGATION HAS BEEN -MADE AND THE GRADING PLAN REVISED.: ROD INSTALLATION: EMBEDMENT OF RODS OR REBAR DOWELS SHALL BE CONTRACTOR HAS SOLE RESPONSIBILITY TO COMPLY WITH ALL OSHA SAFETY REGULATIONS RETROFIT REBAR 3. DESIGN OF WINDOWS AND DOOR FASTENING TO WALL FRAMING IS / � „ THE RESPONSIBILITY OF THE WINDOW DOOR MANUFACTURER AND FOR ITS EMPLOYEES. 12 BAR DIAMETER MINIMUM, HOLES SHALL BE I/," LARGER THAN REBAR SIX AND /8 FILL TO BE COMPACTED TO 95% OF MAXIMUM DENSITY AS DET - ERMINED BY ASTM D 1557. BOTH POSITIVE AND NEGATIVE PRESSURES SHOWN IN LARGER' THAN THREADED SHALL MEET ROD SIZE. (LION) PLACE FILL IN LAYERS OF -8 THICK MAXIMUM & UNDER THE DIRECT SUPERVISION OF THE N0 STRUCTURAL CHANGE FROM THE APPROVED PLANS AND SPECIFICATIONS SHALL BE TABLE ABOVE MADE IN THE FIELD UNLESS WRITTEN APPROVAL 1S OBTAINED PRIOR TO MAKING SUCH GEOTECHNICAL ENGINEER. FILL TO BE TESTED TO VERIFY COMPACTION AS REQUIRED BY 4. SEE SCHEMATIC BELOW FOR END ZONE LOCATIONS EPDXY: ITW RED HEAD A7 DUAL CARTRIDGE (MINIMUM EDGE DISTANCE PER MANUFACTURES THE GEOTECHNICAL ENGINEER. a C,CHANGE. CHANGES WITHOUT THE WRITTEN APPROVAL SHALL BE THE RESPONSIBILITY OF THE SPECIFICATION) SIL - CONTRACTOR. THE CONDITION SHALL BE REPAIRED OR REPLACED AS DIRECTED. TESTS FOR DEGREE OF COMPACTION SHALL BE DETERMINED BY THE ASTM D-1556 OR a I as REINFORCING STEEL: SHALL BE ASTM A615, GRADE 60. ASTM D-2922 TEST METHODS. OBSERVATION AND FIELD TESTS SHALL BE CARRIED ON THE MECHANICAL CONTRACTOR SHALL COORDINATE INSTALLATION OF THE REQUIRED DURING FILL AND BACKFILL PLACEMENT BY THE GEOTECHNICAL ENGINEER TO ASSIST THE a INSERTS WITH THE GENERAL CONTRACTOR. REFER TO MECHANICAL DRAWINGS FOR SUPPORT STRUCTURES AND INSERTS. THE MECHANICAL CONTRACTOR SHALL FURNISH ALL STRUCTURAL STEEL: SHALL BE ASTM A992, GRADE 50. CONTRACTOR IN OBTAINING THE REQUIRED DEGREE OF COMPACTION. IF LESS THAN 95 NECESSARY STRUCTURES FOR MECHANICAL EQUIPMENT HANGING DEVICES AND INSERTS FOR (U.O.N. IN SOILS REPORT) PERCENT IS INDICATED, ADDITIONAL COMPACTION EFFORT SHALL INSTALLATION OF MECHANICAL EQUIPMENT. WELDED WIRE FABRIC WWF): SHALL BE ASTM A1064. BE MADE WITH ADJUSTMENT OF THE MOISTURE CONTENT AS REQUIRED COMPACTION IS END ZONE WIDTH 'a' 3 FT OBTAINED, NOT ACTUAL PLAN FOR ELEVATORS ASSOCIATED WITH THIS P LAMINATED VENEER LUMBER (LVL): ALL LAMINATED VENEER LUMBER SHALL MEET OR - [ ] PROJECT, .EDGE OF SLAB OPENINGS AT PIT, ( ) CAST IN PLACE CONCRETE... FOUNDATION, FLOOR FRAMING AND ROOF FRAMING HAVE BEEN COORDINATED FOR EXCEED THE FOLLOWING DESIGN PROPERTIES ELASTIC MODULUS E 1 9OOksi, BENDING TO BE MIXED AND PLACED` IN ACCORDANCE WITH I I � ( ) TH ACI 301, ACI 506 & 506.2: ALL DIMENSIONS, SLAB EDGE SUPPORTS, HOIST BEAM SUPPORTS AND RAIL SUPPORTS BASED ON STRESS (Fb) 2600psi, PLY WIDTH OF 1.75" REINFORCED CONCRETE TO HAVE 28 DAY COMPRESSIVE STRENGTHS AS FOLLOWS: ---- ELEVATOR CUT SHEETS PROVIDED DURING THE DESIGN PHASE FOR THIS PROJECT. P a CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING_ WITH THE. ELEVATOR CONCRETE SPECIFICATIONS: ALL STRUCTURAL ELEMENTS f'c = 4000 PSI UNLESS NOTED OTHERWISE. a a MANUFACTURER FOR THE TO BE INSTALLED ON THE PROJECT AND SHALL ALL CONCRETE HAS BEEN DESIGNED IN ACCORDANCE WITH ACI 318, AND SHALL BECOLUMNS & WALLS: f'c = 4,000 PSI DI ---- - ADJUST SLAB OPENING DIMENSIONS, PROVIDE MISCELLANEOUS FRAMING AS REQUIRED FOR CONSTRUCTED IN ACCORDANCE WITH ACI 301, 318 AND ALL OTHER APPLICABLE -BEAMS & SLABS. f'c = 4,000 PSI � SLAB OPENING ADJUSTMENTS, SLAB EDGE SUPPORTS, RAIL SUPPORTS AND HOIST BEAM REFERENCED STANDARDS. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH , `a'� �� AUGERCAST PILES. f c = 5,000 PSI SUPPORTS, AS REQUIRED. CONTRACTOR SHALL COORDINATE WITH ARCHITECT FOR ALL OF 2500 PSI AT 28 DAYS. ' REQUIRED ADJUSTMENTS AS NOTED AND SHALL BE RESPONSIBLE FOR COSTS ASSOCIATED SLAB -ON -GRADE: f'c = 3,000 PSI S WITH ANY REQUIRED ADJUSTMENTS NOTED ABOVE FOR INSTALLATION OF ELEVATORS CONCRETE MASONRY A ONRY SPECIFICATIONS. ALL CONCRETE MIX DESIGN SUBMITTALS SHALL INCLUDE A WRITTEN- DESCRIPTION1N MASONRY SHALL BE DESIGNED CONSTRUCTED AND TEST DILATING NO ADDITIONAL COST TO OWNER. ED IN .ACCORDANCE WITH ACI 530, ACf WHERE EACH PARTICULAR MIX IS TO BE PLACED WITHIN THE STRUCTURE. SHOP DRAWINGS 530.1 AND ASTM C90. MASONRY UNITS SHALL BE HOLLOW LOAD-BEARING, GRADE N, TYPE 1, NORMAL WEIGHT WITH A MINIMUM COMPRESSIVE- STRENGTH OF 1900 psi DESIGN OF PRE-ENGINEERED SYSTEMS SPECIFIED IN THE CONTRACT DOCUMENTS WHICH ARE P �' UNLESS NOTED OTHERWISE, NORMAL WEIGHT CONCRETE ,(145 PCF SHALL BE USED WITH (f m=1500 psi). i ) DESIGNED/ENGINEERED BY OTHERS IS THE SOLE RESPONSIBILITY OF THE DELEGATED 3/4" MAX. ELEVATED OR 1" MAX. SLAB -ON -GRADE COARSE ENGINE SUBMITTALS OF .SUCH SYSTEMS _ Y / (ELEVATED) ( ) SE AGGREGATE CONFORMING ER SHALL BE SEALED B AN ENGINEER LICENSED IN GROUT AND MORTAR SHALL' BE DESIGNED, CONSTRUCTED AND TESTED IN ACCORDANCE TO ASTM C 33. THE. PROJECT STATE. ASTM C476, ASTM C1019, ASTM C270. GROUT SHALL HAVE. A MINIMUM 28 DAY PROTECT FRESHLY POURED CONCRETE FROM PREMATURE DRYING .AND EXCESSIVE COLD AND COMPRESSIVE STRENGTH OF 3000 psi AND A MAXIMUM COURSE 'AGGREGATE SIZE OF 3/a STRUCTURAL DRAWINGS. INDICATE TYPICAL AND CERTAIN SPECIFIC CONDITIONS ONLY. SHOP _ „ ,, R HOT TEMPERATURES. START CURING AS SOON A R DRAWINGS SHALL DETAIL ALL CONDITIONS IN ACCORDANCE WITH SPECIFIED STANDARDS AN PLACED AT AN 8 TO 11 SLUMP. MORTAR SHALL BE TYPE M OR S. S FREE WATER HAS DISAPPEARED FROM D THE CONCRETE SURFACE AFTER PLACING AND FINISHING. ALL CURING PROCEDURES TO THE SPECIFIC REQUIREMENTS OF THIS .PROJECT. AS INDICATED IN THE PROJECT DOCUMENTS. FOLLOW ACI 3 08. CELLS CONTAINING VERTICAL` REINFORCEMENT SHALL BE GROUTED IN 5'-0" MAXIMUM LIFTS: THE CONTRACTOR SHALL SUBMIT, AS REQUIRED PRINTS OF SHOP DRAWINGS FOR ALL WHEN LIFT SHALL EXCEED 5-0„ PROVIDE CLEAN OUTS IN BOTTOM COURSE: OF MASONRY PROTECT CONCRETE FROM DAMAGE AND REDUCED STRENGTH CAUSED BY FROST, REEZING FABRICATED MATERIALS TO ARCHITECT FOR REVIEW. WALL. ACTIONS AND LOW TEMPERATURES IN COMPLIANCE WITH 'ACI 306. REVIEW OF SHOP DRAWINGS BY THE ARCHITECT-NGINEER DOES NOT E / RELIEVE THE CLAY MASONRY (BRICK): CONTRACTOR OF THE SOLE RESPONSIBILITY FOR ERRORS AND OMISSIONS ASSOCIATED WITH BRICK SHALL BE IN ACCORDANCE WITH ASTM C62, C216, OR C652 FOR BUILDING BRICK, THE PREPARATION OF THOSE SHOP DRAWINGS. FACING BRICK, & HOLLOW BRICK, RESPECTFULLY. TYPE N MORTAR IMAY BE USED IN BRICK e lz 4 Lou Pontlgo and Associates. Inc: 4745 Sutton Park Ct. 4204 Jacksonville, F1. 32224 Ph: 242-0908 F L: CA # 8344 P � N 3 z . 5 - . N •ir - STaTE OF o .p /v M '% Cid. ••. � OR��.•• �\ .' N Luis A Pontigo, PE FL'PE#53311' REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO 5 ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY' ` FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO a ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. FSIGN CRITERIA, SPECS, CS 8 GENERAL NOTES DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER To. THE ARCHITECTURAL_ DRAWINGS OR CONTACT THE E.U:R. LPA JOB NUMBER M F R I-19-00217 DATE 12/23/19 DRAFT/DESIGN/CHECK WAC/WAC/LAP UNDER ROOF SQFT DEP SHEET SO.0 SHEET 1 OF20 PROTECT CONCRETE FROM DAMAGE AND REDUCED STRENGTH CAUSED BY HIGH TEMPERATURES IN COMPLIANCE WITH ACI 305. UNIFORMLY COOL WATER AND AGGREGATES BEFORE MIXING TO OBTAIN ACONCRETE MIXTURE TEMPERATURE OF NOT GREATER THAN 90 DEGREES FAHRENHEIT AT POINT OF PLACEMENT: WHERE NEW CONCRETE IS TO BE POURED ONTO EXISTING CONCRETE, ROUGHEN AND CLEAN SURFACE OF THE ADJOINING AREA AND COAT WITH SIKADUR 32 HI -MOD OR AN APPROVED BONDING AGENT. NO ADDITIONAL WATER SHALL BE ADDED TO THE CONCRETE AT THE JOB SITE. SEE ARCHITECTURAL, ELECTRICAL, MECHANICAL, FIRE PROTECTION AND PLUMBING DRAWINGS FOR DRIPS CHAMFERS, REGLETS, SLOTS, SLEEVES, RUSTICATIONS, INSERTS ANCHORS AND OTHER EMBEDDED ITEMS NOT NOTED ON STRUCTURAL DRAWINGS. CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING & PLACING ALL EMBEDDED ITEMS SHOWN ON DRAWINGS ADDITIONAL ITEMS NOTED IN THIS NOTE, AS REQUIRED BY OTHER TRADES. ALL OPENINGS REQUIRED BY OTHER TRADES ARE TO BE COORDINATED W/ARCH. & MECH. DWGS., AND ARE SUBJECT TO STRUCTURAL ENGINEERING APPROVAL. ALLOPENINGS N OP I CONCRETE SLABS SHALL BE LOCATED SIZED AND REINFORCED INFORCED WITH THE I EXCEPTION OF SMALL OPENINGS AND/OR ..SLEEVES OF A SIZE THAT WILL NOT DISPLACE OR INTERRUPT THE CONTINUITY OF THE REINFORCING) AS SHOWN ON RESPECTIVE FLOOR PLANS AND DETAILS. ALL OPENINGS IN SLAB LESS THAN 10" SHALL BE COORDINATED WITH ARCHITECTURAL & MEP DRAWINGS AND ARE SUBJECT TO STRUCTURAL `ENGINEER'S APPROVAL. ANY ALTERATIONS REQUIRE APPROVAL OF THE STRUCTURAL ENGINEER. SEE TYPICAL SLAB OPENING DETAIL). DEFECTIVE AREA IN CONCRETE INCLUDING, BUT NOT LIMITED TO, HONEY -COMBING, SPALLS, AND CRACKS WITH WIDTHS EXCEEDING 0.01 INCH SHALL BE REPAIRED. EXTENT OF DEFECTIVE ARA TO BE DETERMINED BY THE STRUCTURAL ENGINEER. E CONCRETE SLABS ON -GRADE (BREAK—AWAY): SHALL BE INSTALLED OVER MINIMUM 6 MIL POLYETHYLENE VAPOR RETARDER WITH JOINTS LAPPED 6 AND SEALED OVER CLEAN COMPACTED EARTH OR FILL WITH APPROVED CHEMICAL SOIL TREATMENT FOR PREVENTION OF SUBTERRANEAN TERMITES. C.J. DENOTES CONCRETE SLAB "CONTROL JOINT" WHICH SHALL BE CUT INTO THE SLABS AT A DEPTH OF / TIMES THE THICKNESS THE SLAB WITHIN 12 HOURS OF PLACING THE . CONCRETE. MAXIMUM SPACING OF CONTROL JOINTS, UNLESS NOTED OTHERWISE, SHALL BE 5-0" (MAX.) IN EACH DIRECTION (FEMA REQUIREMENT). . FOR SLAB FINISHES SLAB DEPRESSIONS REFER TO ARCHITECTURAL/MECHANICAL, LABS IN A DITION 'TO THICKENED SLABS NOTED ON STRUCTURAL DRAWINGS THICKENED S ( D ), ELEVATIONS, AND ENCASED OR EMBEDDED ITEMS. PLUMBING AND ELECTRICAL CONDUITS SHALL BE PLACED BELOW THE SLAB AND NOT WITHIN THE SLAB. VERTICAL PENETRATIONS ARE ALLOWED. CONCRETE REINFORCING REINFORCING STEEL AND ACCESSORIES SHALL BE DETAILED IN ACCORDANCE WITH ACI 315-99 (MANUAL -0F STANDAR PRACTICE FOR DETAILING REINFORCED ON (MA L D CONCRETE STRUCTURES) AN CRSI MSP2-01 MANUAL OF STANDARD PRACTICE . S URES) D ( ) (IBC 2009: CRSI MANUAL OF STANDARD PRACTICE, 28TH EDITION) REINFORCING STEEL SHALL CONFORM TO ASTM A-615, GRADE 60- UNLESS NOTED OTHERWISE U o UNLESS NOTED OTHERWISE, CONCRETE COVER FOR REINFORCING STEEL SHALL BE AS FOLLOWS: 1 CONCRETE CAST AGAINST EARTH — — — — — -- 3" CO 2. FORMED CONCRETE EXPOSED TO EARTH OR WEATHER - 2" 3. WALLS ----------- ----- ----- 3/4" / 4. COLUMNS/BEAMS (TO MAIN REINF.)- - - - - - - - - - 1 1/2" SPLICES IN REINFORCEMENT, WHERE PERMITTED SHALL BE AS FOLLOW: 1. WELDED WIRE MESH --------------------- 8'' 2. ALL OTHERS - - - - - - - - - - - - - - - - - - - - - - CLASS B TENSION, CASE "'I" MINIMUM U.O.N. (SEE CHART) CLASS 'IB", CASE I TENSION SPLICES IN INCHES # L BE PERFORMED PER EACH SOIL TYPE SUCH AS SUBGRADE AND SELECT FILL. f'c = 3000 psi f'c = 4000 psi f c = 5000 psi BAR SIZE ALL OTHERS TOP BARS ALL OTHERS TOP BARS ALL OTHERS TOP BARS # 3 21 28 18 24 17 22 # 4 28 37 25 32 22 29 # 5 36 - 46 31 40 28 36 # 6 43 56 37 48 33 43 # 7 62 81 54 70 48 63 # 8 71 93 62 80 55 72 # 9 80 104 70 90 62 81 # 10 90 118 78 102 70 91 # 11 100 131 87 113 78 101 PROVIDE CORNER BARS AT ALL CONTINUOUS REINFORCING BARS AT ALL MEMBERS (FOUNDATIONS, WALLS, SLABS, BEAMS & OTHER MEMBERS): PROVIDE DOWELS FROM FOUNDATIONS, THE SAME SIZE & NUMBER AS THE VERTICAL WALL OR COLUMN REINFORCING, UNLESS NOTED OTHERWISE. ALL DOWELS AND TERMINATING BARS SHALL HAVE A STANDARD 90 DEGREE HOOK. ALL HORIZONTAL REINFORCING SHALL BE CONTINUOUS THROUGH CONTROL AND/OR CONSTRUCTION JOINTS AND AROUND CORNERS, CONCRETE MASONRY: ALL MASONRY DESIGN AND CONSTRUCTION SHALT_ CONFORM TO ACI 530-0 A S 5/ASCE 5-05/TMS 402-05 AND ACI 530.1-05/ASCE 6--05/TMS 602-05. CMU SHALL BE / / L IN 1- ACCORDANCE WITH ASTM C90-75, H HOLLOW LOAD-BEARING CMU TYPE 1 GRADE N 1 WEIGHT WITH A MINIMUM COMPRESSIVE STRENGTH OF 1900 PSI = NORMAL (f m 1.500 PSI). GROUT ALL CELLS CONTAINING VERTICAL REINFORCEMENT IN 5'-0" MAXIMUM LIFTS PROVIDE CLEANOUTS PER ACI 530.1-02 1N THE BOTTOM OF COURSE' OF MASONRY WHEN THE WALL HEIGHT EXCEEDS 5-0". RY UNITS SHALL BE NORMAL WEIGHT - CONCRETE MASON HT AND NFO G CONFORM TO ASTM C 90. LAY IN RUNNING BOND UNLESS NOTED OTHERWISE. F M SHALL BE 150.O PSI (MIN. CMU- COMPRESSIVE STRENGTH = 1 P.900 SI COMPLETE: TEST REPORTS THATDOC T' UMEN MINIMUM COMPRESSIVE STRENGTH SHALL BE SUBMITTED' TO THE BUILDING INSPECTOR. ROUT HALL BE IN ACCORDANCE WITH ASTM C476 WITH A G S WI MINIMUM OF 28 DAY COMPRESSIVE STRENGTH OF 3000P si PER ASTM C1019 GROU T,S HALL HAVE A MAXIMUM COURSE AGGREGATE SIZE OF % PLACED AT AN 8" TO 11" SLUMP. MORTAR SHALL CONFORM TO ASTM C270 AND TYPE M OR S. TYPE N MORTAR MAY BE USED IN BRICK E R VEN E . TYPE, JOINT. REINFORCING TRUSS 9 GAUGE SPACED 'VERTICALLY AT 16 UNLESS NOTED OTHERWISE AND CONFORM TO ASTM A-82: VERTICAL REINFORCING IN CONCRETE MASONRY AS RE UIR ( REQUIRED) SHALL BE DOWELED INTO THE FOUNDATION AND EXTEND INTO THE BOND BEAM AT THE FLOOR OR ROOF. PROVIDE MIN. 4" X 4" OPENING AT U BLOCK FOR VERTICAL BAR. PROVIDE REINFORCING IN CONCRETE MASONRY GROUTED CELLS AT EACH SIDE OF OPENING, EQUAL TO THE REINFORCING DISPLACED. MINIMUM REINFORCING SHALL BE (1) TYPICAL REINFORCEMENT BAR AT EACH SIDE UNLESS REINFORCED CONCRETE JAMB IS CALLED OUT, PROVIDE JOINT REINFORCING AT 8" AT MASONRY BELOW E GRA " D 2 ROWS AT 8 AT TOP AND BOTTOM OF OPENINGS EXTEND 24" EACH SIDE AND 2 ROWS AT 8" AT BOND BEAMS, UNLESS NOTED OTHERWISE WHERE MULTIPLE WYTHES OF CONCRETE MASONRY ARE CONSTRUCTED AND/OR WHERE ADDITIONAL WYTHES` OF CONCRETE MASONRY ARE ADDED T / D 0 EXISTING WYTHES EACH ADJACENT WYTHE SHALL BE TIED TO THE NEXT WYTHE WITH TYPICAL JOINT "REINFORCING NEW CONSTRUCTION FOR BOTH - ( WYTHES) OR POST INSTALLED TIES APPROVED BY ARCHITECT ENGINEER ADDITION TO EXISTING CONSTRUCTION WITH SPACING LOCATIONS MATCHING THE SPACING LOCATIONS FOR TYPICAL JOINT REINFORCING / / C DESCRIBED IN THE GENERAL NOTES. CONCRETE MASONRY UNITS SHALL BE CUT BELOW ,CONCRETE- BEAMS OR BOND BEAMS AS REQUIRED IN ORDER TO GET CONTINUOUS BEAM OR BOND BEAMS AT THE PROPER ELEVATION. ALL CELLS BELOW GRADE AND SLAB ON GRADE SHALL BE GROUTED. HORIZONTAL BEAMS, BOND BEAMS AND REINFORCING SHALL BE DISCONTINUOUS' AT CONTROL JOINTS. 16 D AMS .MAY BE DEEP BOND BE CONSTRUCTED OF 8 U BLOCK BELOW AND 8 STANDARD BLOCK ABOVE WITH BREAK AWAY TOP PART OF WEB. SEE ARCHITECTURAL DRAWINGS FOR LAYING MASONRY AND LOCATION OF OPENINGS. ARCHITECT SHALL BE RESPONSIBLE FOR OR THE: DESIGN OF ALL FLASHING:" FACE SHELLS OF BED JOINTS SHALL BE FULLY MORTARED. WEBS SHALL BE FULLY MORTARED IN ALL COURSES OF PILASTERS, PIERS, COLUMNS, IN THE STARTING COURSE ON FOUNDATIONS WHERE ADJACENTCE LLS CAVITIES ARE TO BE GROUTED & WHERE OTHERWISE / THE ISE NOTED. EARTHWORK 0 TESTING: IT IS REQUIRED THAT THE SITE PREPARATION & FOUNDATION CONSTRUCTION BE MONITORED c Y THE GEOTECHNICAL ENGINEER B E EE OR HIS REPRESENTATIVE. AT THE FOLLOWING ARE RECOMMENDED MINIMUM SAMPLING AND TESTING FREQUENCIES. UENCIES. AT LEAST ONE MOISTURE -DENSITY (PROCTOR) TEST, ATTERBERG LIMITS TEST AND PERCENT FINER THAN 200 SIEVE TEST SHO" D WOOD FRAMING NOTES WOOD FRAMING NATIONAL FOREST PRODUCTS ASSOCIATION AF & PA 'NDS -05 WITH 2005 SUPPLEMENT AND AT&PA SPECIAL' DESIGN PROVISIONS FOR WIND & SEISMIC, SDPWS-05`. ALL LUMBER, EXCEPT WHERE SPECIFICALLY NOTED OTHERWISE, SHALL BE MILL SIZED AND SURFACED ON 4 SIDES. ALL SHALL BE ( ) STRAIGHT STOCK, FREE' FROM WARP OR CUP, AND SINGLE LENGTH PIECES. SPLICES WILL NOT BE PERMITTED EXCEPT CE T WHERE SPECIFICALLY SO DETAILED OR AS DIRECTED BY THE ENGINEER. EACH PIECE OF STRUCTURAL LUMBER' SHEATHING AND TIMBER SHALL BE MARKED WITH THE GRADE BY SUCH COMPETENT AND RELIABLE ORGANIZATION WHOSE REGULAR BUSINESS IS TO ESTABLISH LUMBER GRADES. II UNLESS NOTED OTHERWISE,- USE SPRUCE -PINE -FIR SPF OR SOUTHERN PINE SYP 19% (SPF) { ) MAX. MOISTURE CONTENT, AS FOLLOWS: 1. DOUBLE TOP PLATES AND SILL PLATES SHALL BE (SYP#2). 2. PLATES IN CONTACT WITH CONCRETE OR CMU SHALL BE (SYP#2) P.T. 3.__ SILL PLATE_ .ANCHOR_S PER FOUNDATION PLAN. ' (SPF4. MIN.'OF )UITILITY GRADE FORINTERIOR N N - BRC. TOP PLATES. 5. USE (SPF#2) OR" BETTER FOR ALL STUDS IN THESE` PLANS: 6. SPACE STUDS AT 24 O.C. IN NON LOAD BEARING'WALL '. S 7. BEAMS AND HEADERS SYP 2 . 8. LOAD' BEARING STUDS & EXTERIOR 'STUDS (SEE WALL SCHEDULE) 9. SUB -PURLINS, PLATES, BLOCKING (SPF #2) I 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 SOUTHERN PINE #2 SPECIFICATIONS PER LATEST SOUTHERN FOREST PRODUCTS ASSOCIATION (SFPA) ANY WOOD IN CONTACT WITH CONCRETE, MASONRY, OR SOIL, SHALL' BE ` PRESSURE TREATED. METAL CONNECTORS SHALL BE FASTENED_ IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS TO DEVELOP THE MAXIMUM PUBLISHED CAPACITY. ALL WOOD -TO -WOOD CONNECTIONS SHALL EMPLOY METAL ANCHORS. NO TOE OR END NAILING SHALL BE PERMITTED (LION), EXCEPT FOR AT TOP AND BOTTOM PLATES IN WALLS. METAL CONNECTORS SHALL BE FASTENED IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS TO DEVELOP IN THE PUBLISHED CAPACITY: ALL CONNECTORS SHALL BE 090 GALVANIZED STEEL. ALL ANCHORS IN CONTACT WITH PRESSURE 'TREATED FIRE -RETARDANT E RDANT OR WOLMANIZED WOOD SHALL BE COATED WITH G185 ZINC COATING. ALL OTHER ANCHORS MAY BE COATED WITH G90 COATING: THE QUANTITY OF WALL STUDS DISPLACED :OR CUT FOR AN OPENING SHALL BE PLACED ADJACENT TO AND ATTACHED TO JAMBS, , HALF ON EACH SIDE ;OF THE OPENING. WHERE CONNECTIONS ARE NOT SHOWN ON THE DRAWINGS, COMPLY WITH NAILING SCHEDULE IN THE BUILDING CODE. ALL NAILS AT NON -AIR CONDITIONED/HEATED AREAS SHALL BE GALVANIZED: TOE NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES TO THE PIECE AND BE STARTED AT 1/3 THE NAIL LENGTH FROM THE END OF THE PIECE. ALL BOLTS SHALL BE FURNISHED WITH STANDARD NUT WASHER. FASTENERS IN CONTACT WITH TREATED WOOD, INCLUDING BOLTS AND NAILS AT SILL PLATES SHALL BE HOT -DIPPED GALVANIZED OR STAINLESS STEEL IN ACCORDANCE WITH REQUIREMENTS OF SECTION 2304-.9.5 OF .THE BUILDING CODE. ALL NAILS TO BE G90 GALVANIZED (0185 GALVANIZATION FOR NAILS IN CONTACT WITH TREATED WOOD). COORDINATE BLOCKING LOCATION WITH SHEATHING EDGES AS REQUIRED. ALL NAILS SHALL BE COMMON WIRE NAILS. MULTIPLE STUD OR SOLID COLUMNS' SHALL BE CONTINUOUS FROM FRAMING LEVEL, WHERE SHOWN, TO THE FOUNDATION. THIS WILL REQUIRE 'SOLID BLOCKING WITHIN THE FLOOR FRAMING EQUAL TO THE COLUMN DIMENSION. UNLESS OTHERWISE FASTENED, CONNECT COLUMNS ABOVE AND BELOW EACH FRAMING LEVEL WITH SIMPSON CMST14 STRAP (WITH NAILS LAP ABOVE AND BELOW FRAMING LEVEL PER STRAP .SPEC C NAILS/ LAP AND ANCHOR ) COLUMN TO FOUNDATION WITH SIMPSON HTT16 HOLD-DOWN w 5/8" DIAMETER x 6" EMBED. DEPTH EPDXY ANCHOR. (MULTIPLE STUD PACK COLUMNS SHALL BE CONNECTED LATERALLY TO ONE ANOTHER PER DETAIL INDICATED HEREIN: FORMWORK & SHORING: THE FORM AND SHORING SYSTEM SHALL BE DESIGNED BY A FLORIDA REGISTERED ENGINEER IN ACCORDANCE WITH ACI 301 & 347 "RECOMMENDED PRACTICE FOR CONCRETE FORMING". FORMWORK FOR POST. -TENSIONED SLABS SHALL ALLOW HORIZONTAL MOVEMENT OF CONCRETE DURING STRESSING OF TENDONS. SHORING AND RE -SHORING PLANS MUST BE SIGNED AND SEALED BY A FLORIDA REGISTERED ENGINEER AND SUBMITTED WITH CALCULATIONS CALCULATIONS FOR THE. RE -SHORING PROCESS MUST INCLUDE THE POURING AND THE STRIPPING CYCLE BASED ON THE CONSTRUCTION SCHEDULE. THE ASSUMED CONCRETE .STRENGTH AT THE TIME OF STRIPPING ANY NEW SLAB AND MUST BE SUBSTANTIATED BY PROVIDING CONCRETE MIX DESIGN AND EXPECTED STRENGTH GAIN WITH AGE. THE CALCULATIONSUST M SHOW'. THAT THE SLABS SUPPORTING A NEW SLAB ARE NOT OVER -STRESSED BASED ON THE ASSUMED STRENGTH AND THE AGE AT THE TIME OF POURING. ALL RE -SHORING CALCULATIONS SHALL INCLUDE CALCULATIONS FOR MUD SILLS AND ANY CONSTRUCTION LOADING SUCH AS CONCRETE PLACING BOOM SUPPORT ETC. FINAL SIGNED AND SEALED SHORING AND RESHORING DRAWINGS SHALL BE ISSUED TO THE ENGINEER OF RECORD FOR THE PROJECT AND THE THRESHOLD BUILDING INSPECTOR FOR HIS USE TO. INSURE COMPLIANCE WITH THESE DRAWINGS. NO FLAT SLAB SHALL BE STRIPPED AND RE SHORED UNTIL CONCRETE .HAS ACHIEVED. A MINIMUM OF 85% OF DESIGN STRENGTH AND 72 HOURS OF AGE, BASED ON THE LOWEST CONCRETE TEST. LAMINATED VENEER LUMBER MICR OLLAM LAMINATED VENEER LUMBER SHALL BE 1.9E MICROLLAM' LVL AS MANUFACTURED BY 'TRUSS JOIST MACMILLAN OR AN APPROVED EQUAL. SIGNED AND SEALED SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW. SHOP DRAWINGS SHALL INCLUDE SIZE SPACING BRACING AND ALL ,SUPPORT HANGERS. LAMINATED VENEER LUMBER SHALL HAVE THE FOLLOWING PROPERTIES: ALLOWABLE BENDING STRESS 2600 PSI ALLOWABLE COMPRESSION PARALLEL TO GRAIN 2510 PSI ALLOWABLE HORIZONTAL SHEAR 285 PSI ALLOWABLE COMPRESSION PERPENDICULAR D R TO GRAIN 750 PSI MODULUS OF ELASTICITY 1,900,000 PSI SHEAR MODULUS OF ELASTICITY 118,750 PSI' NOTCHES, HOLES OR CUTS SHOWN IN DETAIL 8/S700 ARE ALLOWED WITHOUT / HOU ADDITIONAL APPROVAL; ALL OTHER MEMBER MODIFICATIONS ARE TO BE APPROVEDY THE E STRUCTURAL ENGINEER: MANUFACTURER SHALL PROVIDE A COMPLETE SET OF DESIGN. CALCULATIONS SHALL BE PROVIDED BY THE CONTRACTOR TO THE ARCHITECT/ ENGINEER FOR REVIEW. PARALLEL STRAND LUMBER(PARALLAM) PARALLEL STRAND LUMBER SHALL BE 2.0E PARALLAM 'PSL AS MANUFACTURED BY TRUSS JOIST MACMILLAN OR AN APPROVED EQUAL. SIGNED AND SEALED SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW. SHOP DRAWINGS SHALL INCLUDE SIZE, SPACING, BRACING AND ALL SUPPORT HANGERS. PARALLEL STRAND LUMBER SHALL HAVE THE FOLLOWING PROPERTIES ALLOWABLE, BENDING STRESS 2900 PSI ALLOWABLE COMPRESSION PARALLEL TO GRAIN 2900 PSI ALLOWABLE HORIZONTAL SHEAR- 290 PSI ALLOWABLE COMPRESSION PERPENDICULAR TO GRAIN 750 PSI MODULUS -OF ELASTICITY 2,000,000 S PSI SHEAR MODULUS OF ELASTICITY 125,000 PSI NOTCHES HOLES 091 CUTS SHOWN IN DETAIL 8 S700 ARE ALLOWED WITHOUT ADDITIONAL DITI 0 L APPROVAL; ALL OTHER MEMBER MODIFICATIONS ARE TO BE APPROVED BY THE STRUCTURAL ENGINEER: WOLMANIZED PARALLEL STRAND LUMBER SHALL BE TREATED WITH CA -C PRESERVATIVE IN ACCORDANCE WITH MANUFACTURER'S S REQUIREMENTS.... MAXIMUM MOISTURE CONTENT AFTER TREATMENT AND DRYING SHALL BE 19%. PRE-ENGINEERED MISCELLANEOUS LLANEOUS STRUCTURES: ANY EYEBROW CANOPY ALUMINUM COMPONENT OR ANY OTHER BUILDING APPENDAGES NOT SPECIFICALLY DETAILED HEREIN SHALL BE DESIGNED BY OTHERS AT THE EXPENSE OF THE CONTRACTOR. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS OF MISCELLANEOUS ATTACHED STRUCTURES S TO THE MAIN STRUCTURE R UC E I NDICATING CONNECTION NECTION POINTS, REACTIONS AND FASTENER REQUIREMENTS PRIOR TO FABRICATION OF MISCELLANEOUS STRUCTURE AND PRIOR TO CONSTRUCTION N OF MAIN STRUCTURE. CONTRACTOR SHALL COORDINATE LOADING REQUIREMENTS WITH ANY OTHER PRE-ENGINEERED COMPONENT SUCH AS ROOF FLOOR AND ROOF TRUSS ENGINEERING. METAL CONNECTORS AND FASTENERS SUBMIT SHOP DRAWINGS WHICH ADEQUATELY DEPICT THE REINFORCING BAR SIZES AND PLACEMENT. WRITTEN DESCRIPTION OF REINFORCEMENT WITHOUT ADEQUATE SECTIONS, ELEVATIONS AND DETAILS IS NOT ACCEPTABLE. ALL WELDED REINFORCING STEEL SHALL CONFORM TO ASTM A-706, GRADE 60, AND BE USED ONLY WITH PRIOR PERMISSION FROM THE STRUCTURAL ENGINEER. ALL TENSION SPLICES; INCLUDING SPLICES FROM BARS LABELED CONTINUOUS, SHALL CONFORM TO ACI 318-11. SPLICES SHALL BE CLASS B IN ACCORDANCE WITH ACI 318, UNLESS NOTED OTHERWISE. REINFORCEMENT SHALL BE SPLICED ONLY AT LOCATIONS SHOWN OR NOTED IN THE STRUCTURAL DOCUMENTS, EXCEPT REINFORCEMENT MARKED "CONTINUOUS" CAN BE SPLICED AT LOCATIONS DETERMINED BY CONTRACTOR. SPLICES AT OTHER LOCATIONS SHALL BE APPROVED IN WRITING BY THE STRUCTURAL ENGINEER: (FBC 2010: ACI 318-08) WELDED WIRE REINFORCEMENT SHALL CONFORM TO ASTM A-185 AND BE LAPPED TWO FULL PANELS, TIED ON EACH SIDE AND SHALL BE SUPPLIED IN FLAT SHEETS. LONGITUDINAL REINFORCING BARS iN FOOTINGS SHALL BE PLACED CONTINUOUS AT CORNERS AND INTERSECTIONS. FOR EVERY VERTICAL OR HORIZONTAL BAR -DISCONTINUED BY AN OPENING, ONE BAR (MIN. OF 2 BARS) SHALL BE ADDED @ SIDE OF OPENING (HALF TO EACH SIDE TYPICAL). OWNER WILL EMPLOY AN INDEPENDENT TESTING LABORATORY TO PERFORM THE FOLLOWING TESTS AND SUBMIT TEST REPORTS ON CAST -IN-PLACE CONCRETE: -ASTM C143 "STANDARD TEST METHOD FOR SLUMP OF PORTLAND CEMENT CONCRETE. SLUMP SHALL NOT EXCEED LIMIT INDICATED ON APPROVED MIX DESIGN, OR 6" (WHICHEVER IS SMALLER) -ASTM C39 "STANDARD TEST METHOD FOR COMPRESSIVE STRENGTH OF CYLINDRICAL CONCRETE SPECIMENS." CYLINDERS SHALL BE TAKEN FOR EACH MIX DESIGN USED, AND FOR EVERY 50 CUBIC YARDS OF CONCRETE PLACED. TEST CYLINDERS AT THE FOLLOWING AGES: CYLINDER AT 3 DAYS, I CYLINDER AT 7 DAYS, 2 CYLINDERS AT 28 DAYS -OR HOLD ONE RESERVE CYLINDER TO BE TESTED AS REQUESTED BY THE ENGINEER. IF REQUIRED 28 DAY STRENGTH IS ACHIEVED, THE RESERVE CYLINDER MAY BE DISCARDED. ALL CONCRETE TESTS INCLUDING AIR CONTENT, SLUMP, AND TEST CYLINDERS SHALL BE TAKEN AT THE POINT OF DISCHARGE AND FROM THE DISCHARGE END OF PUMP HOSE WHEN CONCRETE IS PUMPED. ROUGH HARDWARE, JOIST HANGERS, STRAPS, HOLDOWNS, ETC. SHALL BE MANUFACTURED BY "SIMPSON STRONG -TIE" COMPANY OR APPROVED EQUAL. THE MAXIMUM SIZE AND NUMBER OF FASTENERS SPECIFIED BY THE MANUFACTURER SHALL BE USED UNLESS NOTED OTHERWISE. BLOCKING AND FIRESTOPPING TO BE INSTALLED AS REQUIRED TO SUPPORT ALL ITEMS OF FINISH SUCH AS BULKHEADS AND BUCKS. PROVIDE FIREBLOCKING TO CUT OFF ALL CONCEALED DRAFT OPENINGS, BOTH VERTICAL AND HORIZONTAL, BETWEEN CEILING AND FLOOR AREAS (AS REQUIRED BY BUILDING OFFICIAL AND ARCHITECT). BOLTS (IF APPLICABLE) SHALL BE INSTALLED IN HOLES' BORED WITH A BIT 1/16" LARGER THAN THE DIAMETER OF THE BOLT.` BOLTS AND NUTS SEATING ON WOOD SHALL HAVE CUT STEEL WASHERS UNDER HEADS AND NUTS NUTS SHALL BE PULLED TIGHT AND AGAIN - CHECKED AND TIGHTENED JUST PRIOR TO ENCLOSING BOLTED MEMBERS. COUNTER BORE FOR BOLTED HEADS OR NUTS ONLY WHERE SO INDICATED ON THE DRAWINGS AND THEN TO SUFFICIENT DEPTH TO HOUSE THE BOLT_ HEAD' OR NUT AND WASHER. CUT OFF EXCESSIVE BOLT PROJECTION WHERE NECESSARY. NICK THREADS TO PREVENT LOOSENING. I ALL WOOD MEMBERS EXPOSED TO WEATHER OR INTI,, CONTACT WITH MASONRY, CONCRETE OR SOIL SHALL BE PRESSURE TREATED. PT LUMBER INDICATED IN SECTIONS PRESERVED WITH SODIUM BORATE (DOT-DISODIUM OCTABORATE TETRA HYDRATE). IF HOWEVER, ACO OR, NON -DOT BORATE PRESERVATIVE TREATMENT IS USED, ALL ATTACHED FASTENERS SHALL BE NOT DIPPED GALVANIZED. IF ACZA PRESERVATIVE IS USED, ALL ATTACHED 'FASTENERS SHALL BE STAINLESS STEEL. Lou Pontigo and Associates, Inc. 4745 Sutton Park Ct. #204 Jacksonville, F1: 32224 Ph: 242-0908 F L: CA # 8344 �C fr # L BE PERFORMED PER EACH SOIL TYPE SUCH AS SUBGRADE AND SELECT FILL. °G ALL EXPOSED METAL STRAPS AND HANGERS SHALL BE GALVANIZED G185 (1.85 OZ/FT-2) / ) MINIMUM CONNECTIONS. SHALL BE AS FOLLOWS (UON): OR BETTER. SIMPSON PRODUCTS SHALL BE ZMAX GALVANIZED. N = O. 11 - «� cV BEAMS - (1) SIMPSON HTS16 EACH END TYPICAL. ST EF •• IN STRUCTURE AREAS AT LEAST 1 DENSITY AND MOISTURE CONTE NT TEST PER 50 oa SQUARE FEET OF `SURFACE AREA SHOULD BE P-RFORMED ON THE SUBGRADE SOILS, AND FAM.. TOP B OST - CMST14 STRAP WRAPPEDACROSS OF BEAM END A S AND DOWN POST HANGER AND STRAPS INSTALLED OVER ACQ OR ACZE PRESSURE TREATED LUMBER SHALL AT LEAST 1 DENSITY AND MOISTURE CONTENT TEST PER 5000 SQUARE FEET OF SURFACE WITH NAILS/LAP / AP ON TOP OF BEAM AND DOWN POST AS SPECIFIED FOR STRAP.' BE STAINLESS` STEEL. Luis A. Ponti3 ' o, PE AREA SHOULD BE PERFORMED FOR EACH COMPACTED 8 -INCH THICK LAYER OF FILL: FL PE#53311 REVISIONS DATE TESTING BACKFILL TRENCHES SHOULD BE AT LEAST 1 DENSITY AND MOISTURE CONTENT WALL SHEATHING H NG NOTED ON STRUCTURAL DRAWINGS OR SCHEDULES ALL SH BE ATTACHED ALL EXPOSED WOOD 'FASTENERS SHALL BE HOT DIPPED GALVANIZED TO MEET THE TEST PER 100 LINEAR FEET OF TRENCH PER 8 INCH COMPACTED FILL THICKNESS. AT 25% DIRECTLY TO THE FACE OF FRAMING MEMBERS. SEE ARCHITECTURAL DRAWINGS FOR ALL SPECIFICATIONS OF ASTM153 OR BETTER. OF ANY ISOLATED COLUMN FOOTING LOCATIONS NON-STRUCTURAL SHEATHING REQUIREMENTS. ADDITIONAL SHEATHING REQUIRED BY �' RC ARCHITECTURAL DRAWINGS SHALL BE ATTACHED TO THE OUTSIDE FACE OF STRUCTURAL FASTENERS INSTALLED INTO ACQ OR ACZE PRESSURE TREATED LUMBER SHALL BE A MINIMUM OF AT LEAST FIVE (5) DENSITY AND MOISTURE CONTENT TESTS SHOULD BE SHEATHING, - STAINLESS STEEL. PERFORMED IN THE BUILDING AREA ON THE SUBGRADE SOILS, AND A MINIMUM OF AT WALL FRAMING MAY BE PANELIZED (WITHOUT GYPSUM` WALLBOARD OR SHEATHING). SUBMIT LEAST FIVE (5) DENSITY AND MOISTURE CONTENT TESTS SHOULD BE PERFORMED PER PANEL DRAWINGS FOR REVIEW. 8 -INCH COMPACTED THICKNESS OF FILL IN THE 13UILDING AREA. TESTING OF BACKFILLED TRENCHES SHOULD BE AT LEAST 1 DENSITY AND MOISTURE CONTENT TEST PER 100 LINEAR TIMBER FASTENING SHALL BE PER FBC "MINIMUM FASTENING SCHEDULE" UNLESS NOTED AS FEET OF TRENCH PER 8 -INCH COMPACTED FILL THICKNESS. GREATER ON DRAWINGS. CONNECTORS TO BE SIMPSON' OR APPROVED ALTERNATE, WITH IT IS IMPERATIVE THAT A QUALIFIED FIELD TECHNICIAN BE ON-SITE DURING ALL SOIL MINIMUM CAPACITY AS NOTED. SEE PLANS. PROCESSING AND PLACEMENT. ALL NAILS SHALL BE COMMON WIRE NAILS. CONCRETE TESTING: r SUBMIT SHOP DRAWINGS WHICH ADEQUATELY DEPICT THE REINFORCING BAR SIZES AND PLACEMENT. WRITTEN DESCRIPTION OF REINFORCEMENT WITHOUT ADEQUATE SECTIONS, ELEVATIONS AND DETAILS IS NOT ACCEPTABLE. ALL WELDED REINFORCING STEEL SHALL CONFORM TO ASTM A-706, GRADE 60, AND BE USED ONLY WITH PRIOR PERMISSION FROM THE STRUCTURAL ENGINEER. ALL TENSION SPLICES; INCLUDING SPLICES FROM BARS LABELED CONTINUOUS, SHALL CONFORM TO ACI 318-11. SPLICES SHALL BE CLASS B IN ACCORDANCE WITH ACI 318, UNLESS NOTED OTHERWISE. REINFORCEMENT SHALL BE SPLICED ONLY AT LOCATIONS SHOWN OR NOTED IN THE STRUCTURAL DOCUMENTS, EXCEPT REINFORCEMENT MARKED "CONTINUOUS" CAN BE SPLICED AT LOCATIONS DETERMINED BY CONTRACTOR. SPLICES AT OTHER LOCATIONS SHALL BE APPROVED IN WRITING BY THE STRUCTURAL ENGINEER: (FBC 2010: ACI 318-08) WELDED WIRE REINFORCEMENT SHALL CONFORM TO ASTM A-185 AND BE LAPPED TWO FULL PANELS, TIED ON EACH SIDE AND SHALL BE SUPPLIED IN FLAT SHEETS. LONGITUDINAL REINFORCING BARS iN FOOTINGS SHALL BE PLACED CONTINUOUS AT CORNERS AND INTERSECTIONS. FOR EVERY VERTICAL OR HORIZONTAL BAR -DISCONTINUED BY AN OPENING, ONE BAR (MIN. OF 2 BARS) SHALL BE ADDED @ SIDE OF OPENING (HALF TO EACH SIDE TYPICAL). OWNER WILL EMPLOY AN INDEPENDENT TESTING LABORATORY TO PERFORM THE FOLLOWING TESTS AND SUBMIT TEST REPORTS ON CAST -IN-PLACE CONCRETE: -ASTM C143 "STANDARD TEST METHOD FOR SLUMP OF PORTLAND CEMENT CONCRETE. SLUMP SHALL NOT EXCEED LIMIT INDICATED ON APPROVED MIX DESIGN, OR 6" (WHICHEVER IS SMALLER) -ASTM C39 "STANDARD TEST METHOD FOR COMPRESSIVE STRENGTH OF CYLINDRICAL CONCRETE SPECIMENS." CYLINDERS SHALL BE TAKEN FOR EACH MIX DESIGN USED, AND FOR EVERY 50 CUBIC YARDS OF CONCRETE PLACED. TEST CYLINDERS AT THE FOLLOWING AGES: CYLINDER AT 3 DAYS, I CYLINDER AT 7 DAYS, 2 CYLINDERS AT 28 DAYS -OR HOLD ONE RESERVE CYLINDER TO BE TESTED AS REQUESTED BY THE ENGINEER. IF REQUIRED 28 DAY STRENGTH IS ACHIEVED, THE RESERVE CYLINDER MAY BE DISCARDED. ALL CONCRETE TESTS INCLUDING AIR CONTENT, SLUMP, AND TEST CYLINDERS SHALL BE TAKEN AT THE POINT OF DISCHARGE AND FROM THE DISCHARGE END OF PUMP HOSE WHEN CONCRETE IS PUMPED. ROUGH HARDWARE, JOIST HANGERS, STRAPS, HOLDOWNS, ETC. SHALL BE MANUFACTURED BY "SIMPSON STRONG -TIE" COMPANY OR APPROVED EQUAL. THE MAXIMUM SIZE AND NUMBER OF FASTENERS SPECIFIED BY THE MANUFACTURER SHALL BE USED UNLESS NOTED OTHERWISE. BLOCKING AND FIRESTOPPING TO BE INSTALLED AS REQUIRED TO SUPPORT ALL ITEMS OF FINISH SUCH AS BULKHEADS AND BUCKS. PROVIDE FIREBLOCKING TO CUT OFF ALL CONCEALED DRAFT OPENINGS, BOTH VERTICAL AND HORIZONTAL, BETWEEN CEILING AND FLOOR AREAS (AS REQUIRED BY BUILDING OFFICIAL AND ARCHITECT). BOLTS (IF APPLICABLE) SHALL BE INSTALLED IN HOLES' BORED WITH A BIT 1/16" LARGER THAN THE DIAMETER OF THE BOLT.` BOLTS AND NUTS SEATING ON WOOD SHALL HAVE CUT STEEL WASHERS UNDER HEADS AND NUTS NUTS SHALL BE PULLED TIGHT AND AGAIN - CHECKED AND TIGHTENED JUST PRIOR TO ENCLOSING BOLTED MEMBERS. COUNTER BORE FOR BOLTED HEADS OR NUTS ONLY WHERE SO INDICATED ON THE DRAWINGS AND THEN TO SUFFICIENT DEPTH TO HOUSE THE BOLT_ HEAD' OR NUT AND WASHER. CUT OFF EXCESSIVE BOLT PROJECTION WHERE NECESSARY. NICK THREADS TO PREVENT LOOSENING. I ALL WOOD MEMBERS EXPOSED TO WEATHER OR INTI,, CONTACT WITH MASONRY, CONCRETE OR SOIL SHALL BE PRESSURE TREATED. PT LUMBER INDICATED IN SECTIONS PRESERVED WITH SODIUM BORATE (DOT-DISODIUM OCTABORATE TETRA HYDRATE). IF HOWEVER, ACO OR, NON -DOT BORATE PRESERVATIVE TREATMENT IS USED, ALL ATTACHED FASTENERS SHALL BE NOT DIPPED GALVANIZED. IF ACZA PRESERVATIVE IS USED, ALL ATTACHED 'FASTENERS SHALL BE STAINLESS STEEL. Lou Pontigo and Associates, Inc. 4745 Sutton Park Ct. #204 Jacksonville, F1: 32224 Ph: 242-0908 F L: CA # 8344 �C fr °G , N = O. 11 - «� cV 7L ST EF •• CD CDO O O Luis A. Ponti3 ' o, PE FL PE#53311 REVISIONS DATE I FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO & ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO & ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. W J W X 11_ U w w U 0 Q w Lf) I m nI U U TQf- tUmQ �Ln Rl r** -4< GENERAL NOTES 00 NOT SCALE DIMENSIONS FROM THESE DRAWINGS: IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. LPA JOB NUMBER MFRI-19-00217 DATE 12/23A 9 DRAFT/DESIGN/CHECK WAC/WAC/LAP UNDER ROOF SQFT DEP SHEET 50.1 SHEET 2 OF 20 SHEATHING SPECIFICATIONS TABLE 5: WALL SHEATHING SPECIFICATION TYPICAL NAILING SHEARWALL NAILING NAILING 8d COMMON @ 8d COMMON @ MIN, 15/32", 24/16, APA RATED OSB 6" O.C. EDGE, 3" O.C. EDGE, OR PLYWOOD SHEATHING 6" O.C. FIELD 6" O.C. FIELD WALL SHEATHING NOTES: 1. FLEXIBLE FINISH INCLUDES WOOD, CEMENT OR VINYL SIDING, HARDI PANEL AND BRICK. ALL OTHER SIDING SHALL BE CONSIDERED BRITTLE FINISH 2. SHEATHING MUST EXTEND FULL HEIGHT FROM BOTTOM PLATE TO UPPER PLY OF DOUBLE TOP PLATE 3, SHEATHING MAY BE INSTALLED HORIZONTALLY OR VERTICALLY 4. PANEL EDGE BLOCKING IS REQUIRED AT SHEAR WALLS AND WALLS WITH BRITTLE FINISH. BLOCKING SHALL BE FLATWISE 2x4 SPF#2 OR BETTER FASTENED EA END W/ (3) 10d TOE—NAILS 5. VERT. AND HORIZ. SHEATHING GAPS SHALL BE MIN. Y8" AND MAX. 5/6" TABLE 6: ROOF SHEATHING SPECIFICATION TYPICAL NAILING TYPICAL NAILING GABLE END NAILING 5d COOLER @ 6" O.C. EDGE, 6" O.C. FIELD SHINGLE: MIN. 1/16 ", 24/16, 8d RING SHANK 8d RING SHANK @ 4" APA RATED OSB OR PLYWOOD @ 6" O.C. EDGE, O.C. EDGE, 4" O.C. FIELD SHEATHING (2) 6" O.C. FIELD WITHIN 4' OF ROOF END TILE: MIN. 15/32", 32/24, APA 8d RING SHANK 8d RING SHANK @ 4" RATED OSB OR PLYWOOD @ 6" O.C. EDGE, O.C. EDGE, 4" O.C. FIELD SHEATHING 10d 6" O.C. FIELD WITHIN 4' OF ROOF END METAL: MIN. Y2", 32/24, APA 8d RING SHANK 10d RING SHANK @ 4" RATED OSB OR PLYWOOD @ 6" O.C. EDGE, O.C. EDGE, 4" O.C. FIELD SHEATHING 6" O.C. FIELD WITHIN 4' OF ROOF END ROOF SHEATHING NOTES: 1, ROOF SHEATHING SHALL BE INSTALLED WITH LONG DIMENSION PERPENDICULAR TO THE SUPPORTS 2. PANEL EDGE BLOCKING IS NOT REQUIRED 3. SEE DETAIL 1 /SO.1 TABLE 7: FLOOR SHEATHING SPECIFICATION TYPICAL NAILING 23/32 T&G OSB OR PLYWOOD SHEATHING 10d COMMON @ 6" O.C. EDGE, 6" O.C. FIELD ROOF SHEATHING NOTES: 1. FLOOR SHEATHING SHALL BE INSTALLED WITH LONG DIMENSION PERPENDICULAR TO THE SUPPORTS 2. PANEL EDGE BLOCKING IS NOT REQUIRED 3. SEE DETAIL 1 /SO.1 * SHEATHING GAP: IN. y„ _ MAX. %6 BOUNDARY OF SHEATHING EXAMPLE OF UNSUPPORTED (UNBLOCKED) PANEL EDGE (TYPICAL) FIELD NAILING PER TABLE WALL, R00 OR *ADD FRAMING MEMBERS R FLOOR F WHEN MAX SHEATHING FRAMING GAP IS EXCEEDED MEMBERS K_1--�WALL, ROOF £ FLOOR SHEATHING NAILING SCALE: 3/4" = 1'-0 TABLE 8: PORCH CEILING SHEATHING SPECIFICATION TYPICAL NAILING MIN 3/S" PLYWOOD OR OSB 8d COMMON @ 6" O.C. EDGE, 6" O.C. FIELD %2" GYPSUM (WATERPROOF) GREEN BOARD 5d COOLER @ 6" O.C. EDGE, 6" O.C. FIELD j I TYPICAL MEMBER FASTENING TABLE 9: WOOD MEMBER FASTENING SCHEDULE MEMBER CONNECTION TYPE ,p I;#kcpp - If, mow,. FASTENERS 8d COMMON TOP PLATE TO TOP PLATE FACE NAI'_ (3) ROWS 10d C 12" OC STAGGERED TOP PLATE LAP FACE NAIL (16) 10d EVENLY SPACED TOP PLATE TO STUD (BOTTOM PLY OF DOUBLE TOP PLATE END NAILED) END NAIL (2) 10d @ 2x4 WALL (3) 1 O @ 2x6 WALL (4) 10d @ 2x8 WALL STUD TO BOTTOM PLATE TOE NAIL (3) 10d @ 2x4 WALL (4) 10d @ 2x6 WALL (5) 10d @ 2x8 WALL RIM BOARD TO TOP PLATE TOE NAIL 10d @ 6" OC CEILING JOIST TO TOP PLATE TOE NAIL (5) 10d CEILING JOIST TO RAFTER FACE NAIL (8) 10d TRUSS/RAFTER TO TOP PLATE TOE NAIL (2) 12d COMMON JACK RAFTER TO HIP TOE NAIL (3) 10d RAFTER TO RIDGE TOE NAIL (3) 10d BOTTOM PLATE TO RIBBON FACE NAIL 16d COMMON @ 8" O.C. WOOD MEMBER FASTENING NOTES: ra 1. FASTENERS NOTED ON PLAN SHALL 'SUPERCEDE THE ABOVE TABLE 2. SEE DETAIL 1/SO.2 FOR TYPICAL BUILT UP MEMBER FASTENING REQUIREMENTS TABLE 10: NAIL SIVE LEGEND NAIL LENGTH ,p I;#kcpp - If, mow,. DIAMETER 8d COMMON 2Y2" 0.131" 8d RING SHANK 23j8" ♦ f♦ 10dx1Y2" 1Y2" • f • N®.5 11 0.148" 10d 3" •' 6 0.131 " 10d COMMON 3" ' '• STAT OF 0.148" 10d RING SHANK 3" 0.148" 12d COMMON 3Y4" 0.148" 16d COMMON 3Y2" 0.162" NAIL SIZE LEGEND NOTES: 1. USE BORED HOLES WHERE NEEDED TO PREVENT SPLITTING OF WOOD. BORED HOLES SHALL NOT BE GREATER THAN 75% OF THE NAIL DIAMETER 2. NOMINAL NAIL LENGTHS AND DIAMETERS FROM TABLE 10 SHALL BE MET PRIOR TO THE APPLICATION OF ANY PROTECII'VE COATING CONNECTOR SCHEDULE FLAT STRAPS AND COIL STRAPS CONNECTOR FASTENERS LSTA12 (10) 1 O MSTA24 (18) 1 O CS16 LAP EA END 1 1 " & FASTEN W/ (10) 10d CS18 LAP EA END 10" & FASTEN W/ (9) 10d F POST BASES CONNECTOR FASTENERS ABU44 (12) 16d INTO POST, 5/8" THREADED ROD INTO SLAB ABU66 (12) 16d INTO POST, 5/g" THREADED ROD INTO SLAB TWIST STRAPS CONNECTOR FASTENERS H2.5T (5) 8d EACH END MTS12 (14) 10d HTS16 (16) 1 O HTS20 (20) 1 O FRAMING ANGLES CONNECTOR FASTENERS A34 (8) 8dx% A35 (12) 8dxY2 HANGERS CONNECTOR FASTENERS LUS28 (6) 10d TO CARRYING MEMBER (4) 10d TO CARRIED MEMBER LUS210 (8) 10d TO CARRYING MEMBER (4) 10d TO CARRIED MEMBER HU210-2/HUC210-2 (18) 16d TO CARRYING MEMBER (10) 10d TO CARRIED MEMBER HU212-2/HUC212-2 (22) 16d TO CARRYING MEMBER (10) 10d TO CARRIED MEMBER HU410 (18) 16d TO CARRYING ME=MBER (10) 10d TO CARRIED MEMBER HOLD DOWNS CONNECTOR FASTENERS (8) SDS Y4"x2Y2" INTO STUDS/POS1- W/ Y2" THREADED ROD EPDXIED 4" DTT2Z OR Y2%6" TITEN HD (10) 10d INTO STUDS/POST W/ Y2 THREADED ROD EPDXIED 4" OR LTT20B Y2%6" TITEN HD HTT5 (26) 16dx2Y2 INTO STUDS/POST W/ %" THREADED ROD EPDXIED 7Y2" 5 HDU5 (14) SDS Y4"x2Y2" INTO STUDS/POST W/ 5/8" THREADED ROD EPDXIED 7Y2" CONNECTOR NOTES: 1. FOR CONNECTORS NOT SHOWN ABOVE, CONSULT THE MANUFACTURER'S CATALOG AND INSTALL FASTENERS THAT WILL PROVIDE THE GREATEST CAPACITY 2. CONNECTORS SHOWN ARE SIMPSON—STRONG—TIE. ALTERNATIVE MANUFACTURER IS ACCEPTABLE AS LONG AS PUBLISHED VALUES ARE GREATER Lou Ponti3o and Associates, Inc. 4745 Sutton Park Ct. #204 Jacksonville, Fl. 32224 Ph: 242-0908 FL: CA # 8344 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO & ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO & ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR NSPECTION FEES. GENERAL NOTES L NOT SCALE DIMENSIONS FROM E DRAWINGS. IF A DIMENSION IS UNCLEAR, REFER TO THE RCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. FPA J0' NUMBER M F R I-19-00217 DATE 12/23/19 DRAFT/DESIGN/CHECK WAC/WAC/LAP UNDER ROOF SQFT DEP SHEET SO.2 SHEET 3 OF 20 ,p I;#kcpp - If, mow,. �r ♦ f♦ • f • N®.5 11 � •' 6 ' '• STAT OF - fq Luis A. Pontigo, PE FL PE#53311 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO & ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO & ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR NSPECTION FEES. GENERAL NOTES L NOT SCALE DIMENSIONS FROM E DRAWINGS. IF A DIMENSION IS UNCLEAR, REFER TO THE RCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. FPA J0' NUMBER M F R I-19-00217 DATE 12/23/19 DRAFT/DESIGN/CHECK WAC/WAC/LAP UNDER ROOF SQFT DEP SHEET SO.2 SHEET 3 OF 20 (3) 1 O (4) 1 O Z (3) 3381 @ 12" O.C. @ 12" O.C. FASTENMASTER z CEA. SIDE _Z EA. SIDE TRUSSLOK WOOD (3) 12d 4» ` N COMMON SCREW @ 2 @ 12" O.C. OC EA. SIDE (2)2x_ (3)2x_ BEAM BEAM (2)12" OR SMALLER GREATER THAN (2)12" @ 2x6 LVL LVL 1'/2" @ 2x8 ° x 00 _ N x ° 12d NAILS (3) 5" (3) 6%" FROM OTHER FASTENMASTER "' FASTENMASTER SIDE OF 2nd TRUSSLOK WOOD TRUSSLOK 0 >e PLY. SCREW @ 16" OC WOOD SCREW @ 16" OC x ° (3)PLY (4)PLY LVL LVL 2x6 or 2x8 2x4 POST POST NOTES: 1. TYPICAL CONNECTION AT STUD COLUMNS, JACK—TO—KING ASSEMBLIES, CORNER POSTS, ETC. 2. SEE FASTENMASTER FOR TRUSSLOK INSTALLATION RECOMMENDATIONS �BUILT UP MEMBER FASTENING SCALE: NTS TABLE 11: PENETRATIONS THROUGH STUDS WALL L SIZE STUDS LOAD BEARING OR EXTERIOR WALL BORED HOLE SIZE LOADNON BEARING WALL BORED HOLE SIZE LOAD BEARING WALL NOTCH NON—LOAD BEARING WALL NOTCH 2 3/4" 40% 60% 60% 25% 40% 2x4 1 3/s" — 2 Ys>,/s" ' 1 3/s>' (2)2x4 — 2 Ys„ 2 Ys"/$„ OF STUD 1 3/8„ 2x6 2 Y4" — 3 5/6" 1 3/8" 2 Y4„ 2 2 x 6 — 3 5/ 6" 3 5/16 " 1 3/8" 2 Y4" 2 x 8 2 7/8„ — 4 3/8" 1 136>, 2 7/811 �L212 x 8 — 4 %1' 4 3/8„ 1 13/16» 2 7/8» WALL SIZE HOLE SIZE 2 x 4 1 3/4" 2 x 6 2 3/4" 2x8 3 5/s" 1/ » 2 BEAM DEPTH i SCALE: 3/4" = 1'—O" , 6"0 HOLE MAX. WITHOUT ADDITIONAL REINFORCEMENT STUD FACE 3y2" BORED HOLES DIA. 40% OF 3)/ STUD FACE %" MIN. BORED HOLES MIN. NOTES: STUD WIDTH, Di A. 60% OF 1. THESE GUIDELINES APPLY TO UNIFORMLY LOADED BEAMS SELECTED FROM THE QUICK DO NOT: CUT, NOTCH, OR DRILL HOLES IN 1'—O"REFERENCE IN. 2x DIAMETE 1 —0 WIDTH IF DOUBLE TABLES OR THE UNIFORM LOAD TABLES OR DESIGNED WITH LP'S BEAMS / HEADERS UNLESS REVIEWED STUD ' _ OF LARGER HO NOTCH 40% Glil OF STUD OF STUD DESIGN/SPECIFICATION SOFTWARE ONLY. FOR ALL OTHER APPLICATIONS, SUCH AS BEAMS WITH BY DESIGN PROFESSIONAL WIDTH MAX. SPF#2 OR BETTER. (UON) W/ H3. EXTERIOR OR NON BEARING r i CONCENTRATED LOADS, PLEASE CONTACT YOUR LP@SOLIDSTART®ENGINEERED WOOD / fAF, ALT. TO BOTH H3 ABOVE PENETRATION�A THE BRACED TRUSS, PER DELEGATED TRUSS ENGINEER. PROVIDE MTS12 OR CS18 DIRECTLY MEMBER. PRODUCTS DISTRIBUTOR FOR ASSISTANCE. All AND MAIN ROOF MEMBER. NOT REQD 3.)PERMANENT PERMANENT BRACING WHERE NOTED -0N IF RAFTER LENGTH < 48" PONTIGO & ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD 2. ROUND HOLES CAN BE DRILLED ANYWHERE IN "AREA A"PROVIDED THAT: NO MORE THAN MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL f PROVIDE 1x4 SYP#3 OR BETTER BOTTOM CHORD •' FIELD ALTERATIONS MADE PRIOR TO FOUR HOLES ARE CUT, WITH THE MINIMUM SPACING DESCRIBED IN THE DIAGRAM. THE BRACING PERPENDICULAR TO TRUSS BOTTOM CHORDS T—BRACE FASTENED TO f - t f,, WEB w/ 12d @ 6"O.C. f NAILS. AT GABLE END WALLS PROVIDE DIAGONALS AT T—BRACE TO BE THE AREA B ARA A `\` AREA B i'i 1ST STORY TO THE ADJACENT EXTERIOR PERPENDICULAR WALL MAXIMUM HOLE SIZE IS 1-1/2" FOR DEPTHS UP TO 9-1/4," AND 2" FOR DEPTHS GREATER TOP PLATE ELEV. BETWEEN EACH LINE OF BRACING TO FORM A ZIGZAG TO BE BRACED. PATTERN ALL CONSTRUCTED OF THE SAME BRACING THAN 9-1/4." MATERIAL. THIS REQUIREMENT IS NOT NECESSARY AT w HIP ROOFS. ALSO ALONG EXTERIOR WALLS PARALLEL � J 3. RECTANGULAR HOLES ARE NOT ALLOWED. THE END SPACE BETWEEN THE WALL` AND THE FIRST -H D LL_ LINE OF BOTTOM CHORD BRACING AT A MAXIMUM SPAN LENGTH _ SPACING OF 20 FEET. 4. DO NOT DRILL HOLES IN CANTILEVERS WITHOUT PRIOR APPROVAL FROM THE PROJECT DESIGNER. 5, , OTHER HOLE SIZES AND CONFIGURATIONS MAY BE POSSIBLE WITH FURTHER ENGINEERING ANALYSIS. FOR MORE INFORMATION," CONTACT YOUR LP SOLID START ENGINEERED WOOD PRODUCTS DISTRIBUTOR. CLEAR SPAN 6. UP TO THREE 3/4" 'HOLES MAY BE DRILLED IN "AREA B"TO ACCOMMODATE WIRING AND/OR WATER LINES. THESEHOLES SHALL BE AT LEAST 12"' APART. THE HOLES SHALL BE LOCATED IN EXCEPTION: BEAM HOLE DETAIL THE MIDDLE THIRD OF THE DEPTH, OR A MINIMUM OF 3" FROM THE BOTTOM AND TOP OF THE SMALL HOLES MAY BE DRILLED IN BEAM. FOR BEAMS SHALLOWER THAN 9-1/4", LOCATE HOLES AT MID—DEPTH, ACCORDANCE WITH THE BEAM HOLE DETAILS. 7, PROTECT PLUMBING HOLES FROM MOISTURE. ALLOWABLE HOLES IN PSL, LVL AND HEADERS SCALE: 3/4" = 1'—O" , 6"0 HOLE MAX. WITHOUT ADDITIONAL REINFORCEMENT STUD FACE 3y2" BORED HOLES DIA. 40% OF 3)/ STUD FACE %" MIN. BORED HOLES MIN. BRACING STUD WIDTH, Di A. 60% OF 2x12 OR (2)2x6 OR (2)2x4 SYP#2 60% OF STUD 0 STUD WIDTH LEDGER, FASTEN TO ROOF FRAMING WIDTH IF DOUBLE MAX. BELOW W/ (4) 12d NAILS STUD ' _ NOTCH 25% NOTCH 40% Glil OF STUD OF STUD RAFTER TO LEDGER W/ SIMPSON WIDTH MAX. WIDTH MAX. SPF#2 OR BETTER. (UON) W/ H3. EXTERIOR OR NON BEARING r BEARING WALL PARTITION PLATES: NOTE: TOP AND BOTTOM PLATE HOLE, CUT OR NOTCH THAT IS 50% OR MORE- OF SEE SECTION 2308 9.10, 2308 9.11, AND FIGURE 2308 9.10 IBC WIDTH MUST BE REPAIRED USING 16 GA.(MIN.) METAL TIE THAT IS AT LEAST 1Y2" WIDE (SECTION 2308 9.8 IBC) IF WALL IS A SHEARWALL IT MUST BE REPAIRED USING HARDY FRAME SADDLE (HFS) CUTTING, NOTCHING, BORED HOLES IN STUDS AND PLATES S0,3 SCALE: 3/4" = 1'-0" MULTIPLE BRACED TRUSSES, AS INDICATED IN TRUSS SPECIFICATIONS, II II (1)DIAGONAL BRACE PER (4) TRUSSES APPLIED TO BACKSIDE OF WEB. BRACING APPLIED TO FRONT SIDE OF WEBS. ° CONTINUOUS LATERAL BRACING, SEE TRUSS SHOP DRAWING FOR QTY. AND LOCATION. IF MORE THAN (1) LATERAL BRACE IS NEEDED, OVERLAP BRACE AS SHOWN. PERMANENT TRUSS BRACING SCALE: 3/4" = 1'—Q" 2x4 BLOCKING ABOVE SHEARWALL, SEE PLAN AND BELOW OPENING CJ Nk CO X LID 5� WALL STUDS, SEE PLAN 11 1'_2 PROVIDE EDGE NAILING 2x4 BLOCKING CS18' MAX. EACH SIDE OF OPENING STRAP OVER FACE OF FOR 1'-0" ABOVE AND SHEATHING w/8d BELOW OPENING NAILS IN EACH BLOCK LE) SECTION AT SHEARWALL PENETRATION S0.3 SCALE: 3/4„ = 1,_O» ')Mn cTnQv SINGLE 8d RING SHANK NAILS TRUSS N BRACING 66 X /77,717 2x12 OR (2)2x6 OR (2)2x4 SYP#2 e a, LEDGER, FASTEN TO ROOF FRAMING BRACING NOTES AND SPECIFICATIONS 1.)ALL BRACING LUMBER SHOWN, EXCEPT FOR ROOF SHEATHING BELOW W/ (4) 12d NAILS ' _ PLAN. T—BRACE SHALL BE 1x4 SYP#3 OR BETTER OR 2x4 Glil -FL PE#53311 RAFTER TO LEDGER W/ SIMPSON H3. STUDS SPF#2 OR BETTER. (UON) W/ H3. -H a r i WALL / fAF, ALT. TO BOTH H3 ABOVE PENETRATION�A THE BRACED TRUSS, PER DELEGATED TRUSS ENGINEER. PROVIDE MTS12 OR CS18 DIRECTLY MEMBER. BETWEEN OVERFRAMING RAFTER All AND MAIN ROOF MEMBER. NOT REQD 3.)PERMANENT PERMANENT BRACING WHERE NOTED -0N IF RAFTER LENGTH < 48" PONTIGO & ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD TRUSS MFR. SHOP DRAWINGS. THE CONTRACTOR SHALL MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL f PROVIDE 1x4 SYP#3 OR BETTER BOTTOM CHORD •' FIELD ALTERATIONS MADE PRIOR TO o BRACING PERPENDICULAR TO TRUSS BOTTOM CHORDS T—BRACE FASTENED TO f - t f,, WEB w/ 12d @ 6"O.C. f NAILS. AT GABLE END WALLS PROVIDE DIAGONALS AT T—BRACE TO BE THE LID 5� WALL STUDS, SEE PLAN 11 1'_2 PROVIDE EDGE NAILING 2x4 BLOCKING CS18' MAX. EACH SIDE OF OPENING STRAP OVER FACE OF FOR 1'-0" ABOVE AND SHEATHING w/8d BELOW OPENING NAILS IN EACH BLOCK LE) SECTION AT SHEARWALL PENETRATION S0.3 SCALE: 3/4„ = 1,_O» ')Mn cTnQv SINGLE 8d RING SHANK NAILS TRUSS N BRACING 66 2x12 OR (2)2x6 OR (2)2x4 SYP#2 e a, LEDGER, FASTEN TO ROOF FRAMING BRACING NOTES AND SPECIFICATIONS 1.)ALL BRACING LUMBER SHOWN, EXCEPT FOR ROOF SHEATHING BELOW W/ (4) 12d NAILS ' _ PLAN. T—BRACE SHALL BE 1x4 SYP#3 OR BETTER OR 2x4 Glil -FL PE#53311 RAFTER TO LEDGER W/ SIMPSON H3. STUDS SPF#2 OR BETTER. (UON) W/ H3. -H a (TYPICAL) 2.)BRACING LUMBER SHALL INTERSECT THE WEB OF BLOCKING I� ALT. TO BOTH H3 ABOVE THE BRACED TRUSS, PER DELEGATED TRUSS ENGINEER. PROVIDE MTS12 OR CS18 DIRECTLY MEMBER. BETWEEN OVERFRAMING RAFTER I AND MAIN ROOF MEMBER. NOT REQD 3.)PERMANENT PERMANENT BRACING WHERE NOTED -0N IF RAFTER LENGTH < 48" PONTIGO & ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD TRUSS MFR. SHOP DRAWINGS. THE CONTRACTOR SHALL MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL PROVIDE 1x4 SYP#3 OR BETTER BOTTOM CHORD - FIELD ALTERATIONS MADE PRIOR TO o BRACING PERPENDICULAR TO TRUSS BOTTOM CHORDS T—BRACE FASTENED TO ASSOCIATES MAY RESULT IN AND ATTACHED TO EACH TRUSS WITH 2-8d COMMON WEB w/ 12d @ 6"O.C. INSPECTION FEES. NAILS. AT GABLE END WALLS PROVIDE DIAGONALS AT T—BRACE TO BE THE WALLS PROVIDE DIAGONALS (APPROXIMATELY 45%) SAME SIZE, SPECIES, i'i 1ST STORY TO THE ADJACENT EXTERIOR PERPENDICULAR WALL AND GRADE AS WEB TOP PLATE ELEV. BETWEEN EACH LINE OF BRACING TO FORM A ZIGZAG TO BE BRACED. PATTERN ALL CONSTRUCTED OF THE SAME BRACING MATERIAL. THIS REQUIREMENT IS NOT NECESSARY AT w HIP ROOFS. ALSO ALONG EXTERIOR WALLS PARALLEL � J TO BOTTOM CHORD BRACING PROVIDE DIAGONALS IN THE END SPACE BETWEEN THE WALL` AND THE FIRST -H D LL_ LINE OF BOTTOM CHORD BRACING AT A MAXIMUM C° _ SPACING OF 20 FEET. TOP PLATE ELEV. 8d RING SHANK NAILS N AT 3" O.C.(TYP) 66 2x12 OR (2)2x6 OR (2)2x4 SYP#2 e a, LEDGER, FASTEN TO ROOF FRAMING o ROOF SHEATHING BELOW W/ (4) 12d NAILS cq _ PLAN. SPF#2 Glil -FL PE#53311 RAFTER TO LEDGER W/ SIMPSON H3. STUDS I'I LEDGER TO MAIN ROOF MEMBER W/ H3. -H 48" (TYPICAL) BLOCKING ALT. TO BOTH H3 ABOVE MAIN ROOF PROVIDE MTS12 OR CS18 DIRECTLY MEMBER. BETWEEN OVERFRAMING RAFTER AND MAIN ROOF MEMBER. NOT REQD CONTRACTOR SHALL CONTACT LOU IF RAFTER LENGTH < 48" PONTIGO & ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD z w MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL - FIELD ALTERATIONS MADE PRIOR TO o BEING APPROVED BY LOU PONTIGO & ASSOCIATES MAY RESULT IN f— 'ADDITIONAL ENGINEERING OR INSPECTION FEES. 1ST STORY TOP PLATE ELEV. w � J -H D LL_ _ FASTEN PLIES TOGETHER PER 1/SO. 7 STUD �SPLICING S0.3 SCALE: /4" I� L_ H SPF#2 INFILL SPF#2 INFILL PROVIDE SOLID SPF#2 BLOCKING AT PANEL JOINTS ADJACENT TO TIE IN OF OVERFRAME RAFTERS TO TRUSS FRAMING. NOTE'S: 1. USE THIS DETAIL TO FASTEN OVERFRAMED ROOFS, VALLEYS, CRICKETS, ETC. 5 OVERFRAME LEDGER �-3SCALE: 3/4" = 1'-0" FRAMING AT 16" OC UON T� FRAMING SYP#2 LEDGER ATTACH TO EACH STUD, PER SCHEDULE BELOW LEDGER SIZE & NAILING 2x6 w/ 5-0.131x3" 2x8 w/ (4)0.131x3" PLUS (4)1/4 "Ox4Y2" SDS SCREWS 2x10 w/ (4)0.131x3" PLUS (6)1/4 "Ox4Y2" SDS' SCREWS 2x12 w/ (6)0.131x3 PLUS (6)1/4 "Ox4Y2" SDS SCREWS NOTES: 1. SEE PLAN FOR SPECIFIC LEDGER SIZE 2. TRUSS TO LEDGER CONNECTION BY TRUSS ENGINEER. NOT SHOWN FOR CLARITY 3. WHERE A LEDGER IS INDICATED ON PLAN AND NO TRUSSES BEAR AT THAT LOCATION, THE LEDGER IS BEING USED TO ATTACH THE ADJACENT ROOF DECK. USE A 2x6 LEDGER PER NAILING SCHEDULE ABOVE. ATTACH ROOF DECK PER GENERAL NOTES :8 LEDGER CONNECTION SCALE: 3/4" = 1'-0" 40 gs�m7 pr,rr►r. rr • i'.e�€ 6j' • ��.i�'r+r ,p i .-war/ 8d RING SHANK NAILS N AT 3" O.C.(TYP) 66 2x12 OR (2)2x6 OR (2)2x4 SYP#2 e a, LEDGER, FASTEN TO ROOF FRAMING o ROOF SHEATHING BELOW W/ (4) 12d NAILS cq OVERFRAME RAFTERS, SEE PLAN. Luis A. Pontigo, PE Glil -FL PE#53311 RAFTER TO LEDGER W/ SIMPSON H3. I'I LEDGER TO MAIN ROOF MEMBER W/ H3. I NOT REQD IF RAFTER LENGTH < 48" 2x4 SPF#2 BLOCKING ALT. TO BOTH H3 ABOVE MAIN ROOF PROVIDE MTS12 OR CS18 DIRECTLY MEMBER. BETWEEN OVERFRAMING RAFTER AND MAIN ROOF MEMBER. NOT REQD CONTRACTOR SHALL CONTACT LOU IF RAFTER LENGTH < 48" PONTIGO & ASSOCIATES PRIOR TO PROVIDE SOLID SPF#2 BLOCKING AT PANEL JOINTS ADJACENT TO TIE IN OF OVERFRAME RAFTERS TO TRUSS FRAMING. NOTE'S: 1. USE THIS DETAIL TO FASTEN OVERFRAMED ROOFS, VALLEYS, CRICKETS, ETC. 5 OVERFRAME LEDGER �-3SCALE: 3/4" = 1'-0" FRAMING AT 16" OC UON T� FRAMING SYP#2 LEDGER ATTACH TO EACH STUD, PER SCHEDULE BELOW LEDGER SIZE & NAILING 2x6 w/ 5-0.131x3" 2x8 w/ (4)0.131x3" PLUS (4)1/4 "Ox4Y2" SDS SCREWS 2x10 w/ (4)0.131x3" PLUS (6)1/4 "Ox4Y2" SDS' SCREWS 2x12 w/ (6)0.131x3 PLUS (6)1/4 "Ox4Y2" SDS SCREWS NOTES: 1. SEE PLAN FOR SPECIFIC LEDGER SIZE 2. TRUSS TO LEDGER CONNECTION BY TRUSS ENGINEER. NOT SHOWN FOR CLARITY 3. WHERE A LEDGER IS INDICATED ON PLAN AND NO TRUSSES BEAR AT THAT LOCATION, THE LEDGER IS BEING USED TO ATTACH THE ADJACENT ROOF DECK. USE A 2x6 LEDGER PER NAILING SCHEDULE ABOVE. ATTACH ROOF DECK PER GENERAL NOTES :8 LEDGER CONNECTION SCALE: 3/4" = 1'-0" 40 gs�m7 pr,rr►r. rr • i'.e�€ 6j' • ��.i�'r+r ,p i .-war/ G.+ N No, 66 e a, -o T STAT C T OF o ` ; N cq Luis A. Pontigo, PE -FL PE#53311 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO & ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS- ANY FIELD ALTERATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO & ASSOCIATES MAY RESULT IN 'ADDITIONAL ENGINEERING OR INSPECTION FEES. GENERAL NOTES DO NOT SCALE DIMENSIONS FROM THESE, DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. �LIA013,NUMBER MFRI-19-00217 DATE 12/23/19 DRAFT/DESIGN/CHECK WAC/WAC/LAP UNDER ROOF SQFT DEP SHEET SHEET 4 OF 20 l Iis A B C D C H J l 10 '-31s" �I 2 -10 I 10'-0" 1 11'-21%6" I 10'-316" 1 9'-2" I 10'-5)/8" 1 11'-7%6 1 11'-8y" 1 8'-7%" 1 11-10/16$' 1 11'-0/" I I I I I I I 816„ I I L I I 4 3'-1116" tl 1 I lj I 1 1 0 1 4'-9%» 1 I 1 1 1 1 1 I 3'-1116» J J „ 7 16 CD� 1LO � I 1 � 8'-616» J J q 16" 10 ------------- 7'-8%" 3'-1116» 6'-21%6» I ? 1 1 1 1 Ln IMF dK i — .I I I on I 1 I I I I I I I I I1 I I I '1 I j - =- - - - - - - - — - - - - 1 5'-7Y 5'- - 10/1/� - - p T ( I tF 7'-2" 6'-4 1116>' 1 1 1 1Ic' co _ _Lm to — — — — — — 2p _ '--... — .. .- .. _ .-..._.. - .. .., ..,_. it N — — — — — — �4 I Al I 1 3'-4?/16"I J '� �I ---1--�-- — a —1—'' --.-- 1'-10� 6" 3'-4%6»I �I IJ r — — (+1 _ CD to 1 / CO 91�g" o � I I I I I I I I I I I I I I 1 j PILE LAYOUT PLAN SCALE: 3j6,>_1,-0" 14" 0 AUGER CAST (SEE 1/S1.01) TOP OF PILE ELEVATION LEGEND = TOP OF PILE 9.34' NAVD = TOP OF PILE: 14.58' NAVD I = TOP OF PILE 21.25' NAVD = TOP OF PILE 20.75' NAVD Lou Pontigo and :Associates, Inc. 4745 Sutton Park Ct. #204 Jacksonville, F1.32224 Ph: 242-0908 FL: CA # 8344 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. LPA JOB NUMBER M F RI -19-00217 DATE 12/23/19 DRAFT/DESIGN/CHECK WAC/WAC/LAP CINDER ROOF SQFT DEP SHEET 1. S , OA SHEET 5 OF 20 I N -- {1 fV N o " STA OF - Fp , C7.1��•`�,�,�� AL Luis A. Pontigo, PE FL PE#53311 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO & ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERATIONS MADE PRIOR TO BEING APPROVED BYiLOU PONTIGO & ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. I 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. LPA JOB NUMBER M F RI -19-00217 DATE 12/23/19 DRAFT/DESIGN/CHECK WAC/WAC/LAP CINDER ROOF SQFT DEP SHEET 1. S , OA SHEET 5 OF 20 I FOUNDATION LEGEND 14" DIAMETER AUGERCAST PILE, SEE 1/S1.01 — _ INDICATES GRADE BEAM, SEE SHEET S1.01 FOR REINFORCEMENT # INDICATES DETAIL/SECTION NUMBER S# INDICATES SHEET NUMBER T.O.S. TOP OF SLAB ELEVATION C® DESIGNATES CONCRETE COLUMN, SEE 13/S1.01 DESIGNATES PILE CAP NOTES: 1. TOP OF SLAB ELEVATION VARIES, SEE PLAN. 2. SEE ARCHITECTURAL DRAWINGS FOR ALL' DIMENSIONS, FLOOR SLOPES AND STEPS NOT SHOWN. 3. COORDINATE TOP OF SLAB WITH ARCHITECTURAL PLANS PRIOR TO CONSTRUCTION 4 S1.02 i 11 C1 GB -2 (TYP) S1.01 j ocl_._w GB -2 (TYR) ; I S1 1 I t SIM SIM �l—----�-= {- 11 11 Q- ` S1.01 S1.01 - — — — — — — GB -2 (TYP) Q1► - L_ I- �— --- tCl T/SLAB SLOPE l L II T/S AB I' I +12.25' I "� I I� T/SLAB _ = 225 = _ - I; +12.0' . NAVD NSVD I NAVD r.._ 11C3 PILE TO CONC. COLUMN 1 I� �' +� %�; 4" BREAK AWAY TRANSITION DETAIL, SEE _ = SLAB ON GRADE w/ _ 8/S1.02(TYP) �I __ {I 5'x5' SAW -CUT GRID i pN M. PER 7/S1.01 C3 I I I� II I SLOPE 1 F_ ► I I II I I r g( Q— — — GB -2 (TYP) C J I GB -2 (TYP) 1 ..... .. .. -------- ------ 0- S1.0 11J L — - S1.01 ® ® S1.01 ll I 'I GARAGE AND LOW SLAB PLAN SCALE: 3j6„-1 '-0” PILE CAP SCHEDULE TYPE SIZE REINFORCING P1 30"x 30% 24 THICK (4)#5 EA WAY, BOT. P2 3'„0"x �� -6 6 x 24 (7)#5 TRANSVERSE AND (4)#5 THICK LONGITUDINAL PILE CAP SCHEDULE TYPE SIZE REINFORCING GB -14-#5 18 x20 TOP & BOT. W/#3 TIES TYP @ 12" OC (SEE 4/S1.01) (4) #5 TOP & BOT, GB -2 24"x24" ADDITIONAL 2-#5 EA FACE @ Y3 DEPTHS& 3 CLOSED TIES @ 12" O.C. SEE 11/S1.01) G13-3 18"x18" 4-#5 TOP & BOT. W/#3 TIES @ 12" OC (SEE 4/S1.01) Rk r Lou Pontigo and Associates, Inc. 4745 Sutton Park Ct. #204 Jacksonville, Fl. 32224 Ph: 242-0908 F L: CA # 8344 ���, '' ENS' •C�= a No.5 e a : STATE OF N • o Rk I�' p G ♦ —i r�fi,r O 1 V ti_ a pprrtillllll ■1 UtU�tU�♦♦` L;ui:s A. Pontigo, PE AFL PF#53311 REVISIONS DATE :FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO & ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO & ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. GARAGE AND .LOW SLAB PLAN DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR, REFER TO THE . ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. LPA JOB NUMBER MFRI-19-00217 DATE 12/23/19 DRAFT/DESIGN/CHECK WAC/WAC/LAP UNDER ROOF SQFT DEP SHEET 51.0B SHEET 6 OF 20 M y, y3 JI.VI JI.VL JVr r\JI\ IJ 1 Ir t 111' I c� (TY�) S1.03 g M I 4 m 7vCONTINUOUS MAT OF I — — — — — _ — — — — S1.o3 (*) EPICORE S1.02 r--�/ 0� #4 Q &" o.c E.W. BOTTOM — 6 40-8 N AVD It �-� " S 1.01 I 1 4 _ __ .___._ __ _ _ . _._-. I Y AN 03 (*) S1 S1 01 { YP) �I 1 0 r" Y SPAN - �� 1 1- — �------- — GB -1 -- — --- ------ �� ll i (TY 5 6 (TYP) . 6 d 4 � �'� S1.01 3 ' S1.02 I S1.01 I I 3 S1.01 1 51.01 /3 SAN r S1.02 ` i 3 I wl . T/SLAB , 2 10" SPAN ' d i I I � t +22.5' 74,W (10)#5 TOP EA. f NAVD S1.02 li l WAY WITHIN A , „ — — M J II v, M -- -- SHORE PERPENDICULAR_._=._ - -- 1• n.• e 4 STRIP P / Q _ LL BELOW, SE E Y SP I I DETAIL 11 /S1.01 SIM Y AN ` v, RE PERPENDICULAR 3 I I (SIM) Y SPAN Y SPAN ON . WALL BELOW, SEE _ ( YPAIL 11 /S1.01 ) I S1.02 (TYP) I (TYP) DETSIM ! a I Y SPAN I Y SPAN (TYP), - III Ww TYP._ dd _ CONC. COLUMN , L 1 C. Y 1 , 2 II _ IjR s1 02 BELOW (TYP) .� ti 2 ii I I I �I._�_ S1.0 o � S1 I , N � ,1�-11 I� SPAN1'"�':-V/3-SPAN TYP ( TYPE TYP). ; I ___ __ I I �- =I�.._�.� ..._II II 3 ��' � ��[ T/SLAB ,� -,.� S1.01 '� '''=I 'I GB , m m - d _._. _.__ _ 23.0- I. __, 1 I VD -- <c a a I I I ORE PERPENDICULAR SP4NGB-1 TYP _ CO C. WALL BELOW, SEE s1.o2 II _ SHORE PERPENDICULAR _^ DETAIL 11 S1 _ — _w CONC. WALL BELOW SEE. III (TYP) / 01 I r > �-- — — DETAIL 11/S1.01 (SIM) i _.CD 'I �____.. ...._,_._. ; i,�,. 4'< , _,, 51.01 S1.01 4 FOUNDATION LEGEND 14" DIAMETER AUGERCAST PILE, SEE 1/S1.01 INDICATES GRADE BEAM, SEE SHEET S1.01 FOR REINFORCEMENT # INDICATES DETAIL/SECTION NUMBER S# INDICATES SHEET NUMBER T.O.S. TOP OF SLAB ELEVATION C# DESIGNATES CONCRETE COLUMN, SEE 13/S1.01 ® DESIGNATES PILE CAP NOTES: 1. TOP OF SLAB ELEVATION VARIES, SEE PLAN. 2., SEE ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS, FLOOR SLOPES AND STEPS NOT SHOWN. 3. COORDINATE TOP OF SLAB WITH ARCHITECTURAL PLANS PRIOR TO CONSTRUCTION PILE CAP SCHEDULE TYPE SIZE REINFORCING P1 30% 30% (4)#5 EA WAY, BOT. TYP 24 THICK © 12" OC (SEE 4/S1.01) P2 "x 6-66 24 (7)#5 TRANSVERSE AND (4)#5 G13-2 x THICK LONGITUDINAL PILE CAP SCHEDULE TYPE SIZE REINFORCING G13-1 18"x20" 4—#5 TOP & BOT. W/#3 TIES TYP © 12" OC (SEE 4/S1.01) = N0.533CD (4) #5 TOP & BOT, G13-2 24"x24" ADDITIONAL 2—#5 EA FACE Y3 DEPTHS& #3 CLOSED TIES @ 12" O.C. (SEE 11/S1.01) G13-3 18"x18" 4—#5 TOP & BOT. W/#3 TIES @ 12" OC (SEE 4/S1.01) Luis A. Pontigo, PE REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO 6 ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO 8 ASSOCIATES MAY RESULT IN ADQITIONAL ENGINEERING OR INSPECTION FEES. W J LJ D LL � WLi > U = ] Q W gy=m uU [QF - w Cc Z Ln L � Q FOUNDATION PLAN DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. HEET 7 'r�r,��{{rvrrmm{t�f�iirrffhrutttjjJj! � N'* {J " e = N0.533CD STAT OF 'r ass... . Luis A. Pontigo, PE FL PE#53311 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO 6 ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO 8 ASSOCIATES MAY RESULT IN ADQITIONAL ENGINEERING OR INSPECTION FEES. W J LJ D LL � WLi > U = ] Q W gy=m uU [QF - w Cc Z Ln L � Q FOUNDATION PLAN DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. HEET 7 i EXTEND BARS TO WITHIN i I 3" OF TOP OF SLAB (TYP) T/PILE VARIES - SEE PLAN Q14"0 AUGER CAST PILE w/ 7—#5 & #3 TIES @ 12" oc PILE SECTION GEOTECH ENGINEER TO VERIFY PILE DEPTH. SEE NOTE ON SHEET SO.0 TYPICAL PILE ELEVATION SCALE: 1/4" = 1'-O" 10 0 Ln gL BOT/PILE EL -25.00' N.A.V. #5 DOWEL BAR EMBEDDED 9" INTO #5 @ 12" OC TOP 1/3 SPAN TOP REINFORCING 1/3 SPANFTOP REINFORCING 2-#4 SUPPORT r SEE PLAN 7" STRUCTURAL n.• TOP OF SLAB CONCRETE SLAB 7" STRUCTURAL o �� �� #4 @ 12 OC EA. 1/3 SPAN TOP REINFORCING 1/3 SPAN TOP REINFORCING I i WAY. BOTTOM CONCRETE SLAB N • • . • • Z PILE CAP SEE5 @12" OC TOP GRADE BEAM REINFORCING ------ PLAN FOR LOCATIONS SEE PLAN # CONTINUOUS THROUGH SEE PLAN TOP OF SLAB - • • n. • • • • PILE CAP, SEE SECTION BOTTOM OF PILE CAP 3/S1.01 2-#4 SUPPORT Co Q #4 @ 12" OC EA. OUTLINE OF GRADE BEAM I w WAY: BOTTOM BEYOND, SEE SECTION r 14"O AUGER CAST PILE • ' v 3/S1.1 ;.,.. PER DETAIL 1/S1.01. SEE PLAN FOR LOCATION i� BOTTOM OF GRADE BEAM 1'-2" 3-#5 EACH WAY ABOVE PILE 2,_6„ GB -1 TYPICAL GRADE BEAM REINFORCING: 4-#5 TOP & BOT. W/#3 TIES @ 12" OC SINGLE PILE CAP AND STRUCTURAL SLAB GRADE BEAM AND STRUCTURAL SLAB 2 SECTION 3 SECTION' _ S1.01 SCALE: 3/4" = 1'-0" 51.01 SCALE: 3/4" = 1'-0" UNREINFORCED 4" CONC, BREAK -AWAY SLAB ON GRADE 2-#4 SUPPORT 8" CMU WALL OVER 6 MIL VAPOR BARRIER, OVER TERMITE TREATED COMPACTED FILL. #5 @ 12" OC Vs%l" DEEP SAWCUT SAWCUT SLAB -ON -GRADE ON A TOP W/ STD 90° BEND w/ ELASTOMERIC 5'-O"x5'-0" GRID. 1 3 SPAN TOP REINFORCING SEALANT 2-#4 SUPPORT GRADE BEAM Q / J #5 @ 12" OC TOP w/ 0 8" CMU WALL, OP _OF SLAB 1 STD 90° BEND SEE PLAN FOR SEL. SEE PLAN REINFORCING #4 @ 12 O.C. NOTE: SAWCUT CONCRETE SLAB WITHIN 1/3 SPAN TOP REINFORCING ----- °� / � EA. WAY. BOTTOM 7 STRUCTURAL 4 TO 12 HOURS OF CONCRETE PLACEMENT „ ` o NCRETE SLAB r' TOP OF SLAB #4 @ 12 OC 7 STRUCTURAL 1 I #5 @ 12 D.C. L. SEE PLAN EA. WAY CONCRETE SLABij _' N W/ STD 90° BEND STEP . - ' ' BOTTOM. _ _ _ _ OUTLINE OF GRADE — "� 7" STRUCTURAL C° BEAM BEYOND, SEE �r 7 ` SAWCUT DETAIL I . . 4co CONCRETE SLAB #4 @ 12" SECTION 4 S1.01 - - �_o SCALE: 3/4" = 1'-0" OC EA. WAY 7' STRUCTURAL . . . . / „ BOTTOM. CONCRETE SLAB GRADE BEAM TOP REINFORCING 1 2` _ I STOP GRADE BEAM • MONOLITHIC CONCRETE Q III CONTINUOUS THROUGH PILE CAP, BOTTOM REINFORCING r • • � � OUTER BARS. WHERE GRADE BEAM, SEE PLAN w SEE SECTION 4/S1.01 AT PILE _J_ REQUIRED FOR LOCATIONS 1'-8" 3-#5 EACH WAY 1>-8,, BOTTOM OF -4 GB -1 TYPICAL GRADE BEAM REINFORCING: 4-#5 TOP &_p BOT. W/#3 TIES @ 12" OC GRADE BEAM AT EDGE CONDITION 4 SECTION �-o SCALE: 3/4" = 1'-O" CONTINUITY Z—BAR (DOG LEGj AT STEP LOCATIONS #5 @ 12" OC TOP Z -BAR, ()/3" SPAN) SEE DETAIL STEP PER ARCH EL. SEE PLAN OL ABOVE (6" MAX) TOP OF SLAB #4 @ 12" OC EA. WAY. BOTTOM 1'-0" CONTINUOUS THRU #4 @ Z -BAR RECESS @ 12" 0. C. 9 SECTION ,i m I SCALE: 3/4" = V-0" 7" 1"0 6" CONC. SLAB w/#5@8" TOP w/9" 90° HOOK INTO FAR EL. SEE PLAN SIDE OF CONC. BEAM TOP OF SLAB . • 0 #4@10" TOP 0 SEE PLAN BOT OF GRADE BEAM #4@10" BOTT E.W. GRADE BEAM REINFORCING, 4-#5 TOP & BOT. W/ #3 14"0 AUGER CAST PILE TIES ® 6 OC BEYOND. EXTEND VERT. REINF. INTO CONC. BEAM w/ 6" 90° HOOK 1 o CANTILEVERED SUPPORT SLAB SCALE: 3/4" = 1'-0" ABOVE PILE GRADE BEAM REINFORCING, GRADE BEAM 1 -3 4-#5 TOP & BOTTOM W/ 2'-0" a 14"0 AUGER CAST PILE #3 TIES @ 12" O.C. PER DETAIL 1/S1.01. SEE - 2'-6" D a 2" CLR PLAN OR LOCATION GRADE BEAM WS TE P 2 LAYERS of SINGLE PILE CAP AT EDGE CONDITION INNER BARS 6 MIL VAPOR BARRIER (LAP SEAMS) 5 SECTION SECTION �� SLAB REBAR PLACEMENT SCALE: 3/4" = V-0" SCALE: 3/a" = 1'-n" 1" CLEAR TO VERT. REINF.(TYP) #5 VERTICAL @ 12" 0. C. 8" CONCRETE WALL (4000psi CONC) #4 @ 12" O.C. HORIZ. INTENTIONALLY ROUGHEN SURFACE OF WALL INTERSECTION GRADE BL 4" CONCRETE SLAB ON GRADE, SEE—/ 0 FOUNDATION PLAN I N GB -2: GRADE BEAM w/(4) #5 1 z TOP & BOT, ADDITIONAL 2-#5 EA FACE @ Y3 DEPTHS & #3 CLOSED TIES @ 12" O.C. REINFORCING CONTINUOUS THROUGH PILE SECTION SCALE: 3/4" = 1'-0" INFORMATION NOT SHOWN 12 CONC. COLUMN DETAIL J SCALE: 3/4„ = 1'-0" r, ,, 1'-10" C3 #5 DOWEL BARS, EMBED 4-#5 w/#3 TIES ,-INTO GRADE BEAM AT 10" O.C. BELOW WITH 90' HOOK 21 00 Cl 8-#5 w/#3 TIES C2 AT 10" O.C. 8-#5 w/#3 TIES AT 10" O.C. 3 CONC. COLUMN DETAILS .01)SCALE: N.T.S Luis A. PontiSo, PE FL PE#53311 FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO & ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERATIONS MADE PRIOR TO BEING APPROVED. BY LOU PONTIGO & ASS�FEES. ADDI W �] W U Z 7 Z W w> U (� W V J W 1: 00 Q U U Z W U MM Z V) � W V J r,, LJ J LL Rl F— FOUNDATION DETAILS L OT SCALE DIMENSIONS FROM DRAWINGS. IF A DIMENSION 1S UNCLEAR REFER TO THE HITECTURAL DRAWINGS OR. CONTACT THE E.O.R. LPA JOB NUMBER.: M F RI -19-00217 DATE 12/23/19 DRAFT/DESIGN/CHECK ,WAC/WAC/LAP UNDER ROOF SQFT DEP SHEET Stoll SHEET$ OF 20 #5 DOWEL BARS, EMBED L. SEE PLAN ' INTO GRADE BEAM ABOVE WITH 90' HOOK CONCRETE COLUMN, SEE PLAN • FOR COLUMN DESIGNATION,AND Q DETAIL 13/S1.01 FOR COLUMN ' J REINFORCING U _ r� � SEE r _ _ Y .PLAN T/P I LE BREAKAWAY SLAB, • . ; 14"0 AUGER CAST PILE SEE PLAN PER DETAIL 1 /S1.01 1'-2" SEE PLAN FOR LOCATION G6-2, SEE 11 /S1.01. SEE 2'-0" DETAIL 11 /S1.01 FOR—/ INFORMATION NOT SHOWN 12 CONC. COLUMN DETAIL J SCALE: 3/4„ = 1'-0" r, ,, 1'-10" C3 #5 DOWEL BARS, EMBED 4-#5 w/#3 TIES ,-INTO GRADE BEAM AT 10" O.C. BELOW WITH 90' HOOK 21 00 Cl 8-#5 w/#3 TIES C2 AT 10" O.C. 8-#5 w/#3 TIES AT 10" O.C. 3 CONC. COLUMN DETAILS .01)SCALE: N.T.S Luis A. PontiSo, PE FL PE#53311 FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO & ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERATIONS MADE PRIOR TO BEING APPROVED. BY LOU PONTIGO & ASS�FEES. ADDI W �] W U Z 7 Z W w> U (� W V J W 1: 00 Q U U Z W U MM Z V) � W V J r,, LJ J LL Rl F— FOUNDATION DETAILS L OT SCALE DIMENSIONS FROM DRAWINGS. IF A DIMENSION 1S UNCLEAR REFER TO THE HITECTURAL DRAWINGS OR. CONTACT THE E.O.R. LPA JOB NUMBER.: M F RI -19-00217 DATE 12/23/19 DRAFT/DESIGN/CHECK ,WAC/WAC/LAP UNDER ROOF SQFT DEP SHEET Stoll SHEET$ OF 20 HECKMAN DOVETAIL TRIANGLE TIE (#103) W/DOVETAIL ANCHOR SLOT (#100) @ 24" O.C. VERT. MIN. (3) PER 4'-8" BREAK AWAY PANEL. SHEAR CAPACITY = 742 #/FT/ _ T WALL VARIES '/2" MIN. PERIMETER ISOLATION JOINT W/BACKER ROD AND SEALANT. SEE SECTION A—A FOOTING w/1"x4" KEYED 5'-4" MAXIMUM WIDTH JOINT AT MAX 5'-4" O.C. EACH PANEL BREAK REBAR AT JOINTS BREAK AWAY WALL ELEVATION 1-#5 IN CONC. FILLED RAILING (AS REQUIRED BY i 12 OF DRAINAGE FILL LOCAL CODE) -� TON • " CRUSHED KEYSTONE E GRADE BEAM OR 3 4ROCK OR STONE) LINTEL PER PLAN TROWELED MORTARCAP MAX. , 1 " DEEP J 01 N T 5 -4" __._ .__--_._____ _._ __... MAX. O.C. _-� I,17 I I I . i MIRAGRID 3XT SEALANT W/BACKER ROD I GEOSYNTHETIC SECTION A- A f � MIRAGRID 3XT ys BREAK BOND BEAM IN GEOSYNTHETIC REBAR @JOINTS 6 FRANGIBLE MASONRY x 4" BREAKAWAY WALL, SEE DETAIL AT MIRAGRID 3XT 1,7 CONC. SLABA GEOSYNTHETIC LEFT I ELEV. 10.00 NAVID c M, MIRAGRID 3XT ,F I _. TOP OF SLAB , I I , f I , E ;,; K'AGEOSYNTHETIC y�=g �_ , I I a :-1 I S1.02 SCALE: 3/4" = V-0" #5 DOWEL BAR a EMBEDDED 9" d » INTO WALL J » #5 @ 12 OC TOP �SEECMU WALL, PLAN FOR w/ STD 90• BEND REINFORCING 1/3 SPA TOP REINFORCING T SLAB •. EL SEE PLAN #4 BOT. SLAB • • REINFORCING @ 8" O.C. EA. WAY #5 'L' BARS @-/ INTENTIONALLY 30" 12" O.C. ROUGHEN SURFACE OF WALL INTERSECTION 130" WALL REINFORCING, SEE 11/S1.01 INTENTIONALLY ROUGHEN SURFACE OF WALL INTERSECTION GB -2, SEE 11/S1.01 SECTION EL. • Y EL. VARIES +t+ ISEE PLAN 02 SCALE: 3/4" = V-0" #5 @ 8" O.C. TOP 1/3 SPAN TOP REINFORCING 1/3 SPAN T P REINFORCING 2-#4 SUPPORT 8" STRUCTURAL CONCRETE SLAB GRADE BEAM, —/ SEE PLAN CONC. COLUMN PER PLAN • ' n. w#4 @ 8" 0 J WAY. BOTT U i� COLUMN TO GB TRANSITION, SEE 12/S1.01 No. 53N zl _ SEE 1/S1.02 S1.02 SCALE: 3/4" = 1'-0" ST -� AT 0 PIER ���,1fIDAil gD,t1D1AD�\\"`\ Luis A. PontiBo, PE FL P E# 5 3 31 1 SECTION SCALE: 3/4" = 1'-0" • C EA. OM FIBER LASS --- -- PIN P R KEYSTONE I m_. I I i� _ _' ' MIRAGRID 3XT j({j GEOSYNTHETIC 10x20 FRANGIBLE J1_ FOOTING � tiI_ j FOUNDATION'S01 �; ____ ,_- , _ �UNREINFORCED CONCRETE I , I f .� `..-'. LEVELING PAD SECTION VIEW 2 STACK STONE RETAINING WALL ST.02 EPICORE FASTENING: PROVIDE 2" OF BEARING AND 3/16" DIAMETER EPICORE FASTENING: PROVIDE 2" x 3/4 LONG TAP CON AT 8" O.C. #5 DOWEL BAR OF BEARING AND 3/16" DIAMETER EMBEDDED 9" INTO x 3/4" LONG TAP CON AT 8 O.C. 6 EPICORE CONC. WALL SLAB, SEE PLAN. #5x4'—O" LG @ #5 @ 12" OC TOP CONC. SLAB. D ,) 6" EPICORE SUPPORTED 6°° 8" O.C. TOP. EL. +22.5' NAVD — _ 4'-0" #5x4' -p» LG @ TOP OF SLAB Yxxx x .. • 16„ 8>' O.C. TOP. 8»x16" CONC. ------ - BEAM w/(2)#5 EL. +22.5' NAVDI, TOP AND BOT. - 8" CMU WALL, SEE PLAN FOR REINFORCING Q 0 STEP PER ARCH TOP OF SLAB x xx x #5 'L' BARS @ INTENTIONALLYE?EPE._. PN A 30" 12„ O.C. ROUGHEN SURFACE OF _. • � 30 WALL INTERSECTION #5 'L' BARS @ .r w 30°° 12" O.C. ` • #3 CLOSED TIES HECKMAN DOVETAIL TRIANGLE TIE - @ 8" O.C. (#103) W/DOVETAIL ANCHOR SLOT .:, �30" E - (#100) @ 24" O.C. VERT. MIN. (3) PER ,�,, INTENTIONALLY _ 4'-8" BREAK AWAY PANEL. SHEAR WALL REINFORCING, `aROUGHEN SURFACE OF • WALL INTERSECTION CAPACITY = 742 #/FT SEE 11/S1.01 INTENTIONALLY 4 ROUGHEN SURFACE OF WALL REINFORCING, WALL INTERSECTION INTENTIONALLY SEE 11/S1.01 ROUGHEN SURFACE OF WALL INTERSECTION GRADE, SEE T GB w._. PLAN EL VARIES F , LL BREAD AWAY WALL • ' - I AND FOUNDATION, No. 53N zl _ SEE 1/S1.02 S1.02 SCALE: 3/4" = r _ _ SEE PLAN F T/PILE T GB EL VARIES GB -2, SEE - - SERE PLAN 11/S1.01 F T�' /PILE GB -2, SEE 11 /S1.01 4 SECTION r5SECTION r6 SECTION FOUNDATION DETAILS DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR, REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. LPA JOB NUMBER MFRI-19-00217 DATE 12/23/19 DRAFT/DESIGN/CHECK WAC/WAC/LAP UNDER ROOF SQFT DEP SHEET S1.02 SHEET 9 OF 20 Lou Pontigo and Associates, Inc. 4745 Sutton Park Ct. #204 Jacksonville, Fl. 32224 Ph: 242-0908 FL: CA # 8344 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO & ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO a ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. SCALE: 3/4" = V-0" • ' moi' No. 53N S1.02 SCALE: 3/4" = 1'-0" ST -� AT 0 PIER ���,1fIDAil gD,t1D1AD�\\"`\ Luis A. PontiBo, PE FL P E# 5 3 31 1 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO & ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO a ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. SCALE: 3/4" = V-0" 51.02 SCALE: 3/4" = V-0" S1.02 SCALE: 3/4" = 1'-0" - PIER COLUMN PER COLUMN PER h SEE PLAN FOR PILASTER PLAN PLAN o SIZE AND REINF. GROUT ALL „ 1 —0 CELLS SOLID 16" DEEP TRANSITION " I o 28x28 MIN TRANSITION PIER, w/ CAP, w/ #3@6" O.C. CLOSED TIES IN EA. TOP OF PILE CAP DOWEL w/ 6 HOOK • ' i 3-#3 CLOSED TIES IN EA. DIRECTION # -� DIRECTION. (SEE sr- I I I EMBEDDED 9" INTO (SEE ORTHOGONAL SCHEMATIC I ;- I- j I - ORTHOGONAL ! ' _I FTG, LAP AS SHOWN. a DIAGRAM OMIT TRANSITION PIER 1F I L I_ I I I j ► SCHEMATIC DIAGRAM) I;m II I Lill � Q 00 (4)#5 VERTICAL SONOTUBE IS USED.I I I �ri TOP OF PILE m LJ - r l 1 I I d -z I I GRADE BEAM PER S1.01 �-r 14"0 AUGER 14"0 AUGER CAST PILE 3 CLOSED CAST PILE a 6» MAX. f , I , f_' TIES IN EA. DEVATION 7 t " ;` DIRECTION TYPICAL ALIGNED PIER PILE Ii AND PILE (DEVIATION LESS TYPICAL MIS—ALIGNED PIER ORTHOGONAL THAN 2" IN EA. DIRECTION) AND PILE (DEVIATION LESS SCHEMATIC THAN 6" IN EA. DIRECTION) DIAGRAM 8 TYPICAL COLUMN TO ONE PILE CAP DETAIL 9 CMU PILASTER DETAIL S1.02 SCALE: 3/4" = V-0,> S1.0 SCALE: 3/4" = V-0" i T/DECKING & COPING EL. +22.2 NAVD 1'-0" FINISH, SEE ARCH T/POOL WALL EL. +22.0' NAVD " STRUCTURAL CONCRETE FOOL SHELL WALL BOND BEAM SEE 9/S3.1 POOL Q0 #5 @ 8"o. c TOP I #3 HORIZONTAL @ 8"o.c, CENTERED z 1 8" STRUCTURAL CONCRETE SLAB 4 VERTICAL @ 8"o.c < 1/3 SPAN C CENTERED, ALIGNED w/ TP REIN F RING --w Z SLAB REINFORCING LO N n. 00 My-� • r — --� #5 @ 8"o.c U EA. WAY BOT. BEND OVER VERTICAL #5 AUGERCAST PILE REINFORCING 4-#5 TOP & BOTTOM w/ INTO GRADE BEAM/SLAB #3 STIRRUPS @ 12"o.c GRADE BEAM REINFORCING Q 1'-2" \-14"O AUGERCAST CONCRETE 2'-0" MIN ANCHOR PILE 1 POOL WALL DETAIL S1.O3 SCALE: 3/4" = V-0" 8" STRUCTURAL CONCRETE SLAB 00 #5 @ 8"o. c EA. WAY BOT. BEND OVER VERTICAL #5 AUGERCAST PILE REINFORCING--/ INTO GRADE BEAM/SLAB 14"0 AUGERCAST CONCRETE ANCHOR PILE BOND BEAM SUNSHELF SEE 8/S2.01P #3 HORIZONTAL @ 8"o.c, CENTERED • #4 VERTICAL @ 8"o.c, CENTERED, ALIGNED w/ SLAB REINFORCING 4—#5 TOP & BOTTOM w/ #3 STIRRUPS @ 12"o.c �-->+ GRADE BEAM REINFORCING SUN SHELF DETAIL SCALE: 3/4 = V-0" MAINTAIN 2" CONCRETE COVER AROUND OPENING DEEP WELL DRAIN 2'-0" MIN ADD 4pcs #4 x 3'-0" DIAGONALS AROUND DEEP WELL DRAIN OPENING #5 @ 12" 0. C. EACH WAY POOL SLAB REINFORCING EL. +SEE PLAN DEEP WELL DRAIN OPENING REINFORCING DETAIL SCALE: 3/4" = V-0" 'I 'I T/POOL WALL (4)#4 CONT. IN TOP T/POOL WALL EL. +22.0' NAVD OF 12" WALLS EL. +22.00' NAVD • o #4@ 12" 0. C. E.W. - TYPICAL AT STAIRS. FINISH, SEE ARCH 16" SPA BENCH • SPA #4 VERTICAL @ 8"o.c, CENTERED, ALIGNEDw / a. -- a SLAB REINFORCING <z 4 - SEE DETAIL POOL �3 : 2/P-1 FOR REINF. (TYP). v L #5 @ 8"o. c TOP 5—#5 TOP AND 5-#5 G ., BOTTOM w/ #3 STIRRUPS • @ 12"o.c GRADE BEAM - REINFORCING 00 I _ #5 @ 8"o. c EA. WAY BOT. r-- —[-1 BOT. PILE CAP ,, L. +14.58' NAVD 14"0 AUGERCAST CONC ANCHOR PILE 2'-6" MIN (TYPICAL 11 LOC.) 2 SPA TO POOL EDGE DETAIL 3 TYPICAL STAIR DETAIL S1.03 SCALE: 3/4" = V-0" S1.03 SCALE: 3/4" = V-0" #3 VERTICAL @ 8"o.c SUNSHELF #4 HORIZONTAL @ 00 8 o.c POOL #3 VER - #5 @ 8"o.c #4 HORIZOI` EA. WAY BOT. 2—#4 SUPPORT #4 'Z' BAR @ 8" O.C. SPA 2—#4 SUPPOF • #3 HORIZONTAL @ 8"o.c co #5 @ 8" O. C. ry4 EA. WAY BOT J v 4—#5 TOP & BOTTOM w/ 4—#5 TOP & BOTT( #3 STIRRUPS @ 12"o.c #3 STIRRUPS @ GRADE BEAM REINFORCING 14"4 AUGERCAST GRADE BEAM REINFC CONCRETE ANCHOR PILE 2'-0" MIN 5 POOL SECTION S1.03 SCALE: 3/4" = V-0" 6 SPA �.03SCALE: -rmm �7uw 1-7 BOND BEAM SEE 8/S2.OP RTICAL @ 8"o.c, 'RED, ALIGNED w/ REINFORCING ORIZONTAL D.0 AUGERCAST ETE ANCHOR FOUNDATION DETAILS L TSCALE DIMENSIONS FROM DRAWINGS. IF A DIMENSION IS NCLEAR REFER TO THE HITECTURAL DRAWINGS OR CONTACT THE E.O.R. LPA JOBNUMBER MFRI-19-00217 DATE 12/23/19 DRAFT/DESIGN/CHECK WAC/WAC/LAP v' UNDER ROOF SQFT DEP SHEET 1 S .03 5HEET10 OF 20 Lou Pontigo and ,,A:ssociates, Inc.'; 4745 Sutton Park Ct. #204 ,,Jacksonville, FL 32224 Ph: 242-0908 F L: CA # 8344 «s 8; 00 •� N p - - '�i°. _ _ C, STATS OF t o N � p N ON` /,/l////71101/1111111\11111111, Luis A. Ponti,o, PE FL PE#53311 REVISIONS DATE ``FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO & ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO & ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES, BOND BEAM SEE 8/S2.OP RTICAL @ 8"o.c, 'RED, ALIGNED w/ REINFORCING ORIZONTAL D.0 AUGERCAST ETE ANCHOR FOUNDATION DETAILS L TSCALE DIMENSIONS FROM DRAWINGS. IF A DIMENSION IS NCLEAR REFER TO THE HITECTURAL DRAWINGS OR CONTACT THE E.O.R. LPA JOBNUMBER MFRI-19-00217 DATE 12/23/19 DRAFT/DESIGN/CHECK WAC/WAC/LAP v' UNDER ROOF SQFT DEP SHEET 1 S .03 5HEET10 OF 20 Lou Pontigo and Associates, Inc. 4745 Sutton Park Ct. #204 Jacksonville, F1. 32224 Ph: 242-0908 FL: CA # 8344 oo- 'i�['�1/g�qyy[w,.k cc • s N ' STAT OF a, � -..OR IV ONAt Luis A. Pontigo, PE FL PE#53311 REVISIONS DATE 'FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONT GO & ASSOCIATES PRIOR TO MAKJNG ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO & ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. 1ST LEVEL WALL _F 11 RAMING PLAN DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR, REFER TO THE ARCHITECTURAL DRAWINGS OR ` CONTACT THE E.O.R. SINGLE PER 3/`. RAFTER - 2/S2 SYMBOLS LEGEND HTS16 DESIGNATES UPLIFT CONNECTOR ROOF FRAMING NOTES: 1. FOR TYPICAL ROOF SHEATHING AND FRAMING SPECS SEE SHEET SO.0 2. EA TRUSS OR RAFTER MUST HAVE MIN (2)12d TOENAILS & (1)SIMPSON H2.5T PER 1/S2.1, UON ON PLAN 3. CONTRACTOR MAY SUBSTITUTE (1)H2.5T W/ SIMPSON (1) SDWC15600 SCREW PER MANUFACTURE INSTALLATION SPECIFICATIONS 4. WHEN USING (2)SIMPSON CLIPS ON 1Y2" WIDE LUMBER, PLACE CLIPS DIAGONALLY ACROSS DOUBLE TOP PLATE FROM EA OTHER TO AVOID SPLITTING WOOD. GGER CUT FROM 8x12. FASTEN TO TRUSS PER 1/S2.4 (4—PLACES) IECK JOISTS AS SHOWN :N TO OUTRIGGER BELOW /S2.4 (4—PLACES) 2ND LEVEL FLOOR a LOW ROOF FRAMING PLAN .R. DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION 1S UNCLEAR, REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. FMP JOB NUMBER FR1-19-00217 DATE 12/23/19 DRAFT/DESIGN/CHECK -'WAC/WAC/LAP UNDER ROOF SQFT DEP SHEET S1.2 SHEET12 OF 20 Lou Pontigo and Associates, Inc. 4745 Sutton Park Ct. #204 Jacksonville, Fl. 32224 Ph: 242-0908 FL: CA # 8344 .�wJ No. 53 oc o +? STATE OF- o Al �,c�:'` -•,< OR IDP:•• ° N /0NAL hp1lU� un°°t"°°,1 Luis A. Pontigo, PE FL PE#53311 DATE REVISIONS 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 ALTERATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO & ASSOCIATES MAY RESULT IN 'ADDrrIONAL ENGINEERING OR INSPECTION FEES. 2ND LEVEL FLOOR a LOW ROOF FRAMING PLAN .R. DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION 1S UNCLEAR, REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. FMP JOB NUMBER FR1-19-00217 DATE 12/23/19 DRAFT/DESIGN/CHECK -'WAC/WAC/LAP UNDER ROOF SQFT DEP SHEET S1.2 SHEET12 OF 20 E �I S COND LEVEL WALL FRAMING PLAN SCALE: 3j6„=1,—O„ FASTEN BEAM TO /CMU w/ CJT3 6x6 P.T. SYP#2 POST 2xlO,,”" SEE 1/S2.4 I I III } III j 0 x N N III III I ?)2x10 SYMBOLS LEGEND Lou Pontigo and DESIGNATES SHEAR WALL. THE DASHED LINE Sw APPLYS TO INTERIOR SW'S AND DESIGNATES THE SIDE OF THE WALL THE SHEATHING IS TO 4745 Sutton Park Ct. #204 BE APPLIED. FASTEN W/ 8d COMMON Com? 3" O.C. EDGE, 6" O.C. FIELD, SEE DETAIL 1/S2.2 (2)2x6-1 /1 DESIGNATES HEADER SIZE, NUMBER OF PLIES, AND NUMBER OF JACK/KINGS REQUIRED EACH Ph: 242-0908 END OF HEADER (3)2x6 DESIGNATES NUMBER OF STUDS IN STUD COLUMN (1)CS18 DESIGNATES STRAP OR ANCHOR AT BASE OF STUD COLUMN * WHEN (TR) DASH IS INDICATED ON PLAN, ADJACENT * FULL HEIGHT ROD IS USED FOR UPLIFT TIE DOWN ' / F ' l ° '' "'` DESIGNATES.- INTERIOR LOAD BEARING WALL DESIGNATES BEAM OR TRUSS X 3/8"0 A307 THREADED ROD TERMINATES AT SECOND LEVEL TOP PLATE, SEE DETAIL 2/S2.2 X5 5/8"0 A307 THREADED ROD TERMINATES AT �. STATE OF SECOND LEVEL TOP PLATE, SEE DETAIL 2/S2.2 WALL STUD SCHEDULE LOCATION PLATE HEIGHT STUD SIZE AND SPACING EXTERIOR 9'-1" MAX 2x4 OR 2x6 @ 16" O.C. EXTERIOR 10'-1" MAX 2x4 @ 12" O.C. OR 2x6 C_ 16" O.C. EXTERIOR 14'-0" MAX 2x6 @ 16" O.C. INTERIOR 10'-0" MAX 2x4 OR 2x6 @ 16" O.C. INTERIOR 12'-0" MAX 2x4 @ 12" O.C. OR 2x6 @ 16" O.C. WALL STUD NOTES: 1. WALL STUDS SPECIFIED ON PLAN SUPERCEDE THIS TABLE 2. MIN STUD SIZE AND SPACING IS SHOWN. CONTRACTOR MAY INCREASE STUD SIZE TO MEET ARCHITECTURAL REQMTS 3. ALL STUDS AND POST SHALL BE SPF#2, UON 4. USE SYP#2 FOR TOP PLATES 5. USE SYP#2 PT FOR BOTTOM PLATES 6. FASTEN BOTTOM PLATES 0`F INTERIOR LOAD BEARING WALLS TO SLAB W/ 16d MASONRY CUT NAILS @ 16" O.C. SEE PLAN FOR ADDITIONAL ANCHORS AT SHEAR WALLS GENERAL FRAMING NOTES 1. SEE DETAIL 3/S2.0 FOR TYPICAL WALL FRAMING ELEVATION 2. SEE SHEET SO.O FOR SHEATHING SPECIFICATIONS 3. WHERE FRAMING MEMBERS CONSIST OF MULTIPLE PLIES (BEAMS, HEADERS, STUD COLUMNS, ETC.) FASTEN PLIES PER DETAIL 1 /SO.1 4. AT SHEAR WALLS, PROVIDE DIAPHRAGM ATTACHMENT PER DETAIL 3 AND 4/S2.1 5. FOR ATTACHMENT OF EXTERIOR WALLS THAT TERMINATE BETWEEN TRUSSES, SEE DETAIL 3A/S2.1 6. UNLESS OTHERWISE NOTED, PROVIDE STUD COLUMNS BELOW ALL MULTI—PLY BEAMS AND GIRDERS THAT MATCH BEAM/GIRDER PLIES. PROVIDE SOLID BLOCKING WITHIN FLOOR SYSTEM AND EQUAL SIZED STUD COLUMN ON FIRST LEVEL IF STUD COLUMN IS LOCATED ABOVE 2ND LEVEL WALL FRAMING PLAN t T SCALE DIMENSIONS FROMDRAWINGS. IF A DIMENSION ISNCLEAR REFER TO THEHITECTURAL DRAWINGS OR CONTACT THE E.O.R. LPA JOB NUMBER MFRI-19-00217 DATE 12/23/19 DRAFT/DESIGN/CH ECK WAC/WAC/LAP UNDER ROOF SQFT DEP SHEET S1.3 SHEETI3 OF 20 Lou Pontigo and Associates, Inc. 4745 Sutton Park Ct. #204 Jacksonville, F1.32224 Ph: 242-0908 FL: CA # 8344 lV���ri�1►i'�i'rrYdJry�,�� N0.53 11 N N C, �. STATE OF . M �NAL Luis A. Pontigo, PE FL PE#53311 REVISIONS DATE k FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO & ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO a ASSOCIATES MAY RESULT IN 4ADDITIONAL ENGINEERING OR INSPECTION FEES. 2ND LEVEL WALL FRAMING PLAN t T SCALE DIMENSIONS FROMDRAWINGS. IF A DIMENSION ISNCLEAR REFER TO THEHITECTURAL DRAWINGS OR CONTACT THE E.O.R. LPA JOB NUMBER MFRI-19-00217 DATE 12/23/19 DRAFT/DESIGN/CH ECK WAC/WAC/LAP UNDER ROOF SQFT DEP SHEET S1.3 SHEETI3 OF 20 SYMBOLS LEGEND l( 2) DESIGNATES UPLIFT CONNECTOR ROOF FRAMING NOTES: 1. FOR TYPICAL ROOF SHEATHING AND FRAMING SPECS SEE SHEET S0.0 2. EA TRUSS OR RAFTER MUST HAVE MIN (2)12d TOENAILS & (1)SIMPSON H2.5T PER 1/S2.1, UON ON PLAN 3. CONTRACTOR MAY SUBSTITUTE (1)H2.5T r SDWC15600 SCREW PER MANUFACTURE INSTALLATION SPECIFICATIONS 4. WHEN USING (2)SIMPSON CLIPS ON 1Y2" WIDE LUMBER, PLACE CLIPS DIAGONALLY ACROSS DOUBLE TOP PLATE v `. DOUBLE LEDGER PER 3/S2.1 �",VC r ' A l` DOUBLE LEDGER ',. 4 PER 3/S2.1 3 _ I 2 SYMBOLS LEGEND HTS16 DESIGNATES UPLIFT CONNECTOR ROOF FRAMING NOTES: 1. FOR TYPICAL ROOF SHEATHING AND FRAMING SPECS SEE SHEET S0.0 2. EA TRUSS OR RAFTER MUST HAVE MIN (2)12d TOENAILS & (1)SIMPSON H2.5T PER 1/S2.1, UON ON PLAN 3. CONTRACTOR MAY SUBSTITUTE (1)H2.5T W/ SIMPSON (1) SDWC15600 SCREW PER MANUFACTURE INSTALLATION SPECIFICATIONS 4. WHEN USING (2)SIMPSON CLIPS ON 1Y2" WIDE LUMBER, PLACE CLIPS DIAGONALLY ACROSS DOUBLE TOP PLATE R TAIL PER 3 (TYP) 1 S2.3 3x8 SYP#2 ROOF RAFTERS / © 24" 0. C. FROM EA OTHER TO AVOID SPLITTING WOOD. 2x10 SYP#2 LEDGER FASTEN w/ 9-10d @ 16" O.C. Lou Pontigo and Associates, Inc. 4745 Sutton Park Ct. #204 ,Jacksonville, Fl. 32224 Ph: 242-0908 FL: CA # 8344 4y0}`NY YYYYYYY yY .` No. 1 - STAT OF_ AL Luis A. Pontigo, PE FLPE#53311 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO & ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO a ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. I W W U Z 7 Z W w > U Q O � _ Q w w _ Q� m U ULIJ _ U Z 00 I ry Ln ffff._1 L.L Q I I I UPPER ROOF FRAMING l PLAN DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. ;.LPA JOB NUMBER MFRI-19-00217 DATE 12/23/19 DRAFT/DESIGN/CHECK WAC/WAC/LAP UNDER ROOF SQFT DEP SHEET LS.4 SHEETlL!4 OF 20 ROOF FRAMING, ar; SEE ROOF PLAN I I I UPLIFT CONNECTOR PER PLAN I - - J Fr_ TYPICAL ROOF AND PT TOP PLATE CONNECTION SEE 2/S2.1 8" CMU WALL w/_ (1)#5 VERT. DOWEL © 48" OC. UON ON PLAN (ALIGN W/ STEMWALL REINFORCING). SEE NOTES BELOW ROOF SHEATHING, SEE TABLE 6/SO.0 PERMANENT TRUSS BRACING SIM TO 6/S0.1 ROOF FRAMING, SEE ROOF PLAN I UPLIFT CONNECTOR ROOF PLAN I I TYPICALROOFROOF AND PT TOP PLATE CONNECTION SEE 2/S2.1 FLOOR SHEATHI SEE TABLE 7/S (T TOP CHORD BEARIRG HANGING FLOOR FRAMI SEE FLOOR PL 8x16 CONT BOND BEAM w/ PRECAST BOT COURSE OVER OPENINGS SEE PLAN FOR SPECIFIC LINTEL SIZES). ADD (1)#5 CONT TOP AND BOT. malb'', FOR C01 it { 6 :... t _a ._.._... i 7 8x16 CONT BONDBEAM w PRECAST BOT COURSE d 9 8x16 CONT BOND BEAM OVER OPENINGS SEE PLAN FOR SPECIFIC LINTEL/, INTE , w PRECAST BOT COURSE SIZES . ADD (1)#5 5 CONT TOP AND BOT. i OVER OPENINGS SEE . I PLAN FOR SPECIFIC PRECAST LINTEL PER PLAN. --� LINTEL SIZES ADD (1)#5 EXTEND REINFORCING 16"---' L v , I h CONT TCP AND BOT. PAST` BEARING- (TYP) I > I ,L S2.1 II 8' CMU WALL w/ (1)#5VERT. DOWEL @ 48" OC. I LION ON PLAN (ALIGN W/ STEMWALL REINFORCING). I j >e SEE NOTES BELOW _ _ _ __. 8" CMU WALL w/ (1)#5 VERT. DOWEL @ 48 OC. 5 UON ON (PLAN ALIGN W , M - �I 3I it I 1ST LEVEL REINFO G 52.1. -lµ� . � REINFORCING). I 1 LADDER JOINT REINF. I r 8x16 CONT BOND BEAM w/ PRECAST ,, X2.1 11 1 BOT COURSE OVER OPENINGS. SEE PLAN � '_.I IN FIRST MORTER IE I JOINT BELOW. __� _w_�. FOR SPECIFIC LINTEL SIZES) ADD (1)#5` E ROOF SHEATHING, CONTINUOUS TOP AND BOT. �i WINDOW SILL TYP. i SEE TABLE 6/SO.0 i $ SEE 2/S2.1 FOR BLOCKING OPTIONS SEE 7/S2.1 FOR ; I CMU WALL STEP ROOF FRAMINGI I 1. _. �__ __ _I4 ._. _� _ _ _ I __ _ DETAIL SEE ROOF PLAN -a ,,- I TYPICAL ROOF AND PT I 1 2 f TOP PLATE CONNECTION UPLIFT CONNECTOR S2.0 S2.1 z I_ .. II SEE 2/S2.1 PER ROOF PLAN ' I ,> I`, 2E � / : r ✓ fi I' I� it I! 52.0 >1 ✓ � ! I � f � it r r r IN. c! . i � , .. / / "/ . � it / '` ,% J / f r` F f' ,i f !. 1' �� / d ✓ ! f r' � 13 � I E aF $�,{ rr ,/ ; " r �, r /. f ,t' /' ,, r ✓fA f ✓. / ,, ;'f ! ./! f.: / - r .:� , .....e. ._fit o / ✓ / /� % / ,,/ i f ,�` J. .% <''�,/ ✓ Yr✓ r' �ff r" rr f� •f'. r, ("� ,, r ,/�fr..,✓ .r'' ,J`. ✓ '' ' / /. fi'{ f✓ � Gs.. . { I�. r � t r 9 a r I4 A. d it i� rt 7`-�s. ,I .. ! f ' j j ✓!- !'t / r' /,ir j� / ,' I l; ; c it i t ✓ .-✓,,+r;, rr / ✓ I'i,, i` ! ra I I r _ 8x16 CONT BOND BEAM I I II {I {I / f `• ,r, f ! L j{ f I ._-- f., - - % If �r rr w PRECAST / I S BOT II ,,rr/s rI �is E rf', f f {1 COURSE OVER OPENINGS .. ';•' sl I e..,E ? f r. ;Jef. f r r / .'rr , . BVI L�: 'ma c. it t> fa M I � r I I . �I I f / , SEE PLAN FORSPECIFIC LINTEL .SIZES). ADD (1)#5 I� CONT TOP AND BOT. JI `- ', ;✓' , ,' ' PRECAST LINTEL PER PLAN. i` EXTEND REINFORCING PAST BEARING (TYP) 6 I I l z, z I I f 114 a. PRECAST LINa � I TEL PER PLAN} �1 EXTEND REINFORCING 16 ----�- ®� a; JL PAST BEARING (TYP) I+ k I� t SEE 8/S2.1 FORIS - I; TYPICAL WINDOW AND l 13_ Y . �w 3 _._ _._�._. I �_ : -___ DOOR BUCK FAST I I E IN �s SEE 8/S2.1 FOUR _ _ » s _. _ I _ _ _ ___tel.___,_.,_ _ TYPICAL WINDOW AND _--$ q -_tea, y �� _ � - ___,rt� _ ._w �,-� �M-�-.1:.®��� _.__ �--�__-=-- � �__�4 SEE 4/S2.1 FOR DOOR BUCK FASTENING ;; I �I I A s I' .' II TYPICAL JAMB .5 $I t� iE I ;j a I REINFORCING DETAIL i;' : r; I = + I __i�_ CMU WALL w/ (1)#5 SEE 4/S2.1 FOR I i )) / IL , II 8 CMU WALL w/ (1) #5 ERT. DOWEL @ 48 OC. TYPICAL JAMB !I L , VERT. DOWEL ® 48 OC. DETAIL - ==- a a �- I I, I - L. x a REINFOR I C' I ! I u0N ON f LAN ALIGN. W C N a r� ( / I I UON ON PLAN (ALIGN W/ ( ; jIM STEMWALL. REINFORCING). , I STEMWALL REINFORCING). SEE NOTES BELOW SEE NOTES BELOW ._ v..._._._�____, LADDER JOINT REINF. j IN FIRST MORTER € .^I JOINT BELOW I= WINDOW SILL TYP. I! II l I+i A _"I v i n I I _. ._ ._ a CO m� j I n i vii co m s 00 m i II It li I:. S2.'1 , a__._,_ I____ -__ I' 1. 1 IFI ail. o i, Q$ f II$ j' � EI N r---- --- 8 CMU STEMWALL SLAB ON---- --� 8" CMU STEMWALL f I9 SLAB 0 i SLAB ON --1 _ `_ w 1 5 VERTICAL r GRADE I ., w/ (1)#5 VERTICAL GRADE +. I / O# L : 1 I GRADE I� 7 $ !, SEE PLAN � '.; ; SEE PLAN � ,. ... DOWEL w 6 HOOK DOWEL w 6 HOOK � .r q / SEE PLAN EMBEDDED 9 INTO. I{ ,v �� EMBEDDED 9 INTO �° F+' \�``s ``,. �t. '..:. i �: •I,. ; �: ,,' .. I FTG LAP AS SHOWN. �`�/Ir ,,,.. � .� I FTG, LAP AS SHOWN.IL L 1.0A /~ ,,,,,EE 1 S1.0A � �� I, I I . I : l SEE 1 /S . ,/ r r j I I i1 p 1.. ,., - ,, 'IF �II� r" ":. ^-.. P•,., _t ._ ` _. fi " ^(J•, `.•^. r .�. ,,,F Jf - f -. �� ss I �, I s� ...� !.. - .� v j SEE 1 S1.OA A � �� SEE 1 S1.OA 1; � � � �� � � � � � - �, � y / ,. / d - -(` 1 FOR FTG SPECS / FOR FTG SPECS n t t a J . [Y` ° _. , w . .-. t fi -.ter r ,,, i r �, ..:';��'�,. I ; \ l J % �:; / !X•,,, 3 <s n -J (1)STORY (2)STORY (1)STORY (2)STORY EXTERIOR WALL EXTERIOR WALL EXTERIOR WALL EXTERIOR WALL NOTES: NOTES: 1. REINFORCE AS INDICATED ABOVE AND AT EACH CORNER, WALL INTERSECTION, WALL/OPENING END, AND EACH SIDE OF CONTROL 1. REINFORCE AS INDICATED ABOVE AND AT EACH CORNER, WALL INTERSECTION, WALL/OPENING END, AND EACH SIDE OF CONTROL JOINTS. SEE FRAMING PLAN FOR ADDITIONAL SPECIFIC REINFORCING LOCATIONS JOINTS. SEE FRAMING PLAN FOR ADDITIONAL SPECIFIC REINFORCING LOCATIONS 2. PROVIDE #9 TRUSS TYPE HORIZONTAL JOINT REINF. AT 16" OC VERTICALLY (NOT SHOWN) AND BELOW EACH WINDOW OPENING. 2. PROVIDE #9 TRUSS TYPE HORIZONTAL JOINT REINF. AT 16 OC VERTICALLY (NOT SHOWN AND BELOW' EACH WINDOW OPENING. 3. SEE S0.0 FOR CMU SPECIFICATIONS AND GENERAL NOTES. 3. SEE SO.0 FOR CMU SPECIFICATIONS AND GENERAL' NOTES. 4. GROUT CELLS W/ REINFORCMENT, AND THAT ARE BELOW GRADE PER DETAIL 1/S2.1 4. GROUT CELLS W/ REINFORCMENT, AND THAT ARE BELOW GRADE PER DETAIL 1/S2.1 5. FINISH AND WATERPROOFING BY OTHERS 5^ FINISH AND WATERPROOFING BY OTHERS 1 TYPICAL WALL SECTION 2 TYPICAL WALL ELEVATION S2.0 SCALE: 3/4„ = 1)-0» S2.0 SCALE: 3/4 = 1'-0" I Lou Pontigo and Associates, Inca" 4745 Sutton Park Ct. #204 _Jacksonville: FI. 32224 Ph: 242-0908 FL: CA # 8344 / f N®.533 STATE OR 19 '/J111 �I1,1A1)A,\ox Luis A. Ponti go, PE FL PE#53311 i REVISIONS DATE °FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO & ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL � Q CONSTRUCTION DOCUMENTS. ANY Q FIELD ALTERATIONS MADE PRIOR TO m BEING APPROVED BY LOU PONTIGO & Q ASSOCIATES MAY RESULT IN 00 m :ADDITIONAL ENGINEERING OR INSPECTION FEES. z 0 _ W O tY LLJ Lij -j a UJ W W U Z W U W 1W11 V J m W r W ry U U ZT ji�L.� � L_ m tt W V)j2 Q Ln n, LLt ` V ,....FRAMING ,r DETAILS DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR, REFER TO THE ARCHITECTURAL DRAWINGS OR `` CONTACT THE E.O.R. LPA JOB NUMBER; MFRI-19-00217 DATE 12/23/19 DRAFT/DESIGN/CHECK :WAC/WAC/LAP UNDER ROOF SQFT DEP SHEET ' S 2. 0 SHEET15 OF 20', 2x41 BLOCKING BETWEEN EA TRUSS. FASTEN EA END W/ (3) — 0 N 10d TOE—NAILS. WHEN HEEL 16d COMMONS cr_l OVERHANGS ADD 2x4 ALL 2x4 SYP#2 HORIZ = 11 1 11 NUT AND PLATE DOUBLE @ 8' 0. C, BOND BEAM AND BOND BEAM AND AROUND. FASTEN TO TRUSSES SHEATHING __j 00 TOP PLATE BRACING @ 24" O.C. 0 Of WASHER n TOP PLATE NOT 0 LiJ TOP PLATE NOT AND TOP PLATE WITH 10d @ 4" BETWEEN OUTER WALL & SPLICE FLOOR FRAMING, SHOWN. SEE 2 SHOWN. SEE O.C. FASTEN EACH AND 7/1,," OSB FIRST INTERIOR TRUSS C) 1D SEE PLAN 0 2/S2.1 TYP 2/S2.1 TYP PANEL. FASTEN PERIMETER WITH 7 NAIL EE W/ (3) 10d CD T CN --j 10d @ 4" O.C.Lu CN CD m CD A36 OR Fl 554 THREADED ROD >< C'4 C4 UPLIFT CONN CONT WALL SHEATHING, 0 NUT AND PER PLAN CONT WALL WASHER NO SPLICE 171- SHEATHING, TOP PLATE I III I I \- T SPLICE AS FT 2KI - FRAMING, PLAN ANCHOR ASSEMBLY SHOWN U 8x16 CONT BOND BEAM w/ PRE—CAST 2x6 PT SYP#2 LEDGER 2x4 SYP#2 DIAGONAL :D BOT COURSE OVER W/ 5/8" THREADED ROD 0 FASTEN EE. �Op PT SYP#2 �PLATE, FASTEN ENINGS (SEE PLAN EPDXIED 5" MIN �SPACED, (2)2x8 0. C. STAGGERED 0 cn ctf '/2"0 THREADED ROD ASSEMBLY, 1v v SIZES). 'ADD (1)#5 � i � 'L @ 16' W/ (3)1 Od FOR SPECIFIC LINTE Lu CD CONT TOP AND BOT. 0- CD EMBED 9" IN BOND BEAM (SHOWN ABOVE) PARALLEL SEE NOTE 3 - PARALLEL 4 < OR m of Of -:c 1/2"0 THREADED ROD DRILLED AND EPDXIED 00 m TOP D BEARINGOR ui BOND BEAM AND n BOND BEAM AND MIN 12" IN BOND BEAM (NUT AND BOLT 16d COMMONS SHEATHING @ HEEL 12" 'OR GREATER HANGING FLOOR FRAMING, O.C. SPLICE TOP PLATE NOT TOP PLATE NOT REQ'D @ PLATE) =D SEE FLOOR PLAN 8" 00 m SHOWN. SEE 0 SHOWN. SEE SPACED 0 ct� of FLOOR FRAMING, 3/S2.1 TYP C -D C -D 3/S2.1 TYP 24" OC W/ 2"x2%Y16" PLATE WASHER. 7r_: -r_ SEE PLAN 00 00 d (ANCHORS REQUIRED AT ALL EXTERIOR m C-4 - I - I - WALLS, PLATES BREAKS AND KING STUDS) C14 C4 Ln I � = ..'r q� C�j < HEEL < 12" CONT. RIBBON 2x_ BLOCKING RIPPED I— TO FIT. FASTEN EA END 0 BOARD (TYP) 7: W/ (3)1 Od CONT WALL sk cn SHEATHING, Lu wSPLICE AS 2S SHOWN Of PERMANENT TRUSS (2)2x12 PT SYP#2 Ld 7____ n SEE NOTE 3 BRACING SIM TO 8x16 CONT BOND H D 0 a_O LEDGER W/ (2)5/8" BEAM W/ PRE—CAST THREADED ROD /So.l BOT COURSE OVER o L EPDXIED 5" MIN C CD 0- OPENINGS (SEE PLAN SPACED @ 16" OC, cn VERTICAL REINF. < VERTICAL REINF. VERTICAL REINF. SIZES). ADD (1)#5 _< - < UPLIFT CONN FOR SPECIFIC LINTEL Z ry < CL < _j DWLS. TO MATCH Of __j DWLS. TO MATCH __j DWLS. TO MATCH PER PLAN STAGGERED PERPENDICULAR PERPENDICULAR co a� m ry Of < < �< — u --_- Lo 000 m0 CONT TOP AND BOT. 7— L�j - NOTES: Of Of of HEEL < 5" 1 SEE TABLE 7/SO.0 FOR FLOOR SHEATHING SPECS (TYP. U.N.O.UNO) (TYP. U.N.O.UN0) m (TYP. U. N. 0.) CLEAN OUT HOLE d - /-- CLEAN OUT HOLE 2. 8x16 CONT BOND BEAM w/ PRECAST BOTTOM COURSE OVER OPENINGS C) AS REQUIRED. NOTES: (SEE PLAN FOR SPECIFIC LINTEL SIZES). ADD (1)#5 CONT TOP AND BOT. AS REQUIRED. 1. SEE TABLE 6/SO.O FOR, ROOF SHEATHING SPECIFICATIONS 3. SEE 2/S2.1 FOR TOP PLATE CONNECTION N v 4. FULL HEIGHT ANCHOR NOT SHOWN FOR CLARITY, SEE PLAN FOR SPECIFIC GRADE BEAM GRADE BEAM GRADE BEAM TOP PLATE AND ROOF LOCATIONS SEE PLAN.SEE PLAN. SEE PLAN. ----------- •CONNECTION (CMU) FLOOR LEDGER CONNECTION r2 r3 WALL SECTION WALL SECTION WALLSECTION s2� S21 LOW—LIFT GROUTING (GROUTING WITHOUT CLEANOUTS) HIGH—LIFT GROUTING (GROUTING WITH CLEANOUTS): HIGH—LIFT GROUTING ALTERNATE PER MSJC 2005 THE WALL IS CONSTRUCTED IN HEIGHTS NO MORE THAN THE WALL IS CONSTRUCTED IN HEIGHTS NO MORE (GROUTING WITH CLEANOUTS)L 5'-4" SECTIONS (GROUT POUR HEIGHT OF 5'-4"), THAN 12'-8" SECTIONS (GROUT POUR HEIGHT OF THE WALL IS CONSTRUCTED IN HEIGHTS NO MORE THAN REINFORCED IS PLACED IN THE INTENDED CELLS 12'-8"), FULL HEIGHT REINFORCED IS PLACED IN THE 12'-8" SECTIONS (GROUT POUR HEIGHT OF 12'-8"), FOR OPENING OVER 4'-4" FOR OPENING TO 4'-4" MIN 48 BAR FOLLOWED BY MAX. 5-0" GROUT LIFTS. CONTINUITY OF INTENDED CELLS AND CLEANOUT HOLES ARE FULL HEIGHT REINFORCED IS PLACED IN THE INTENDED TO 9-4" WIDEPROVIDE WIDEPROVIDE 1—#5 DIA. REBAR LAP 1—#5 VERTICAL EACH THE REINFORCEMENT IS MAINTAINED BY SPLICING REQUIRED AT CELLS WITH REBAR FOLLOWED BY MAX. CELLS AND CLEANOUT HOLES ARE REQUIRED AT CELLS , , CORNER, INTERSECTION, 2—#5 VERTICAL EACH VERTICAL EACH SIDE ON PLAN ORSCHED. BETWEEN EACH SECTION. 5'-0" GROUT LIFTS. NO SPLICING IS REQUIRED. WITH REBAR FOLLOWED BY MAX. 12'-8" GROUT LIFTS. SIDE OF OPENING. OF OPENING. @ SPACING INDICATED NO SPLICING IS REQUIRED, xdlH 11 A; GENERAL NOTES: ¢ < M cy� 1, FOR BOTH LOW—LIFT AND HIGH—LIFT GROUTING, THE GROUT LIFT HEIGHT IS LIMITED TO 5 FT UNLESS THE FOLLOWING CONDITIONS CAN BE MET, IN WHICH CASE :1 T 8" CMU WALL. < THE GROUT LIFT HEIGHT CAN HE INCREASED TO 12'-8" (HIGH—LIFT GROUTING ALTERNATE PER MSJC 2005): tl' 00 m L . _Lj ctf • THE MASONRY HAS CURED FOR AT LEAST FOUR HOURS TYPICAL WALL • THE GROUT SLUMP IS MAINTAINED BETWEEN 10 AND 11 INCHESPFIKIF QFr__ / OPENING, • THERE ARE NO INTERMEDIATE HORIZONTAL REINFORCED BOND BEAMS BETWEEN THE TOP AND THE BOTTOM OF THE POUR HEIGHT. SEE PLAN j #0 HORIZONTAL AL TIE BEAM SCHEID. ON REINFORCING (ONLY ONE 2. IF THE FIRST TWO CONDITIONS ARE MET BUT THERE ARE INTERMEDIATE BOND BEAMS WITHIN THE GROUT POUR, LIMIT THE GROUT LIFT HEIGHT TO THE BOTTOM PLAN. PLAN VIEW BAR SHOWN FOR CLARITY). OF THE BOND BEAM, BUT CANNOT EXCEED 12'-8". t 3. WHEN BOTH OF ANY OF THE FIRST TWO CONDITIONS ARE NOT MET, PLACE LIFTS NOT EXCEEDING 5 FT TYPICAL CMU WALL GROUTING OPTIONS �4 CMU JAMB REINFORCING�KTYPICAL CMU HORZZONTAUCORNER SPLICE —5 S2.1 ) SCALE: 3/4" = l'—O" 8)) J2.1 SCALE: 3/4" = V-0" 1* �� !_19 1 8)' 8F16 ;,r ;,r xCONT BOND BEAM 811 NOMINAL NOMINAL 4w PRE—CAST BOT WIDTH HEIGHT 7 --------------- COURSE OVER OPENINGS Z TOP OF co 2 BOND BEAM (SEE PLAN FOR SPECIFIC LINTEL SIZES). ADD (1)#5 1 B/1 T S2.1 CONT TOP AND BOT. QUANTITY OF #5 QUANTITY OF 5 8F8 #5 FIELD ADDED STD. 90* HOOK k 1B/1T 113/1T 1B/1T FIELD ADDED REBA REBAR AT TOP OF AT BOTTOM OF 8$j U—LINTEL CAVITY U—LINTEL CAVITY --STOP JOINT REINF. �r 7r 8x16 CONT BOND BEAM LINTEL PLAN w/ PRE—CAST BOT U rIK]r'Q r)HPQF OVER FASTEN 2x8 P.T. SYP#2 PROVIDE REINFORCED o o I AT CONTROL JOINT WINDOW/DOOR BUCK TO 8" CELL EACH SIDE OF I. JOINT (-NAH "rA,?31. DESIGNATION __,T' _ = 4L cn 8 K__ (SEE PLAN FOR SPECIFIC Li TAPCONS @ 24"o.c INSTALL 7r• FIELD ADDED LINTEL SIZES). ADD (1)#5 N, 3 MIN. EACH SIDE. Q OF •< TOP REINF > CONT TOP AND BOT. CONTROL CN JOINT JOINT REINF. PRE—FORMED NO @ 16" O.C. C14 CD F FIELD PLACED CMU FILLER CN MATERIAL 17 do, —L-, LAIL BACKER ROD ERIAL 8" CMU WALL. � GROUT SOLID 4 CAULKING S2.1 FIELD ADDED p 7, U 4 __J BOTTOM REINF 4- DEPTH OF CAULKING WIDTH OF STOP JOINT REINF. NE FHEAD W$F20 8F24 8F32 CAST—CRETE CORP OAT CONTROL JOINT HEAD JOINTPRECAST LINTEL OF THE JOINT 113/11T 1B/lT 1B/lT NOTES: '\'�2x8 P.T. SYP#2 % WINDOW/DOOR BUCK - ------ 1. PRECAST LINTELS MUST BE DESIGNED BY CAST—CRETE CORP. OR BETTER. SEE CAST—CRETE "PRECAST CONCRETE PRODUCT DESIGN GUIDE" FOR SPECS NOTES: 2. SEE IST AND 2ND LEVEL FRAMING PLAN FOR LINTEL PER OPENING DESIGNATION 1. PROVIDE CONTROL JOINTS IN CMU WALLS AS SHOWN ON PLANS OR 3, PROVIDE MIN 8" BEARING EACH SIDE OF OPENING. #5 VERTICAL TO TOP NOT TO EXCEED 50'-0" O/C. SPACING OF JOINTS SHOULD BE OF BOND BEAM STEP. 4. GROUT LINTEL SOLID. COORDINATED W/ ARCHITECT. TO SUBMIT LOCATION PLAN FOR REVIEW 5. EXTEND HORIZONTAL REINFORCING 16" PAST OPENING AND APPROVAL. LINTEL DETAIL 7 MASONRY WALL STEP 8 STRUCTURAL WINDOW/DOOR BUCK 9 CMU CONTROL JOINT co 1 czr'Al U. 7 1A" — I' np$ C-1-1 A I r - IA" °r _)) :24 L ScALE* I TE PLATE TO HEADER: LSTA18 @ 24" OC, NOT REQUIRED AT GABLE ENDS - OR OPENINGS LESS THAN 24" KING STUD TO TOP PLATE: LSTA18. NOT REQUIRED AT GABLE ENDS OR OPENINGS LESS THAN 48" CONVENTIONAL STRAPPING WHERE NOTED ON PLAN ARCHED TRANSOM OPTION: 2x- SPF#2 DIAGONAL BLOCKING FASTENED W/ (3)10d EE TYP. SHEATHING MAY EXTEND 2" PAST BLOCKING. WINDOW ATTACHMENTS MUST ANCHOR INTO 2x MATERIAL. SYP#2 PT BOTTOM PLATE TYPICAL SOLE PLATE BREAK SEE TABLE 9/SO.0 FOR TYPICAL STUD TO BOTTOM PLATE CONNECTION SEE TABLE 9 /SO.0 FOR TYPICAL TOP PLATE TO STUD CONNECTION SEE FRAMING PLANS FOR HEADER AND JACK/KING STUD SPECIFICATIONS ROUGH OPENING CONNECTOR A SPF#2 SILL PLATES SILL PLATE TO JACK STUD CONNECTION EE LESS THAN 4'-4" MSTA24 MIN (1) 2x4 (4) 10d TOE -NAILS 4'-5" TO 6'-4" MIN (2) 2x4 (5) 10d TOE -NAILS 6'-5" TO 8'-4" MIN (3) 2x4 (1) A34 8'-5" TO 12'-0" MIN (3) 2x6 (1) A35 -GREATER THAN 12' -0" --SEE PLAN SEE -PLAN KEYNOTE CONNECTOR A LSTA18 @ 32" O.C. (MIN 3 STRAPS PER HEADER) B LSTA18 KING STUD TO TOP PLATE C MSTA24 D FULL HEIGHT OR KING STUD BASE, ANCHOR SEE PLAN* 4745 Sutton Park Ct. #204 Jacksonville, Fl. 32224; Ph: 242-0908 FL: CA # 8344 *•` GENSF•,CO I:k STRAP STUDS TO BELOW W/ (2)MSTA36 IF _ o HEADER IS LOCATED ON 2ND LEVEL- No.cq (V to .,F 5 1Od TO -; STATE OF o 5 10dxY2 TO LSTA18 WRAPPED ( ) : ; •- O FROM � -� FULL HEIGHT ANCHOR SEE ,�� ., 10 M WINDOW HEAD SEE LSTA18 WRAPPED FROM TOP PLATE HDR OVER TOP PLATE TOP PLATE .•.`0 IOP, PLAN FOR LO�.,ATIONS � :,� ,�.� E` •.,.R..••° ��,' TABLE 12/S2.2 HDR OVER TOP PLATE - Ss� �,Go.• (5)10 TO Ak HEADER (5)10dx1Y2" �' HEADER, Ir�rl HEADER, Luis A. Ponti3o, PE FASTEN CRIPPLES ''� ''>�,; TO HEADER EA END W/ (2) SEE PLAN FOR WALL STUD `� TRUSS TO PLATE: TRUSS TO PLATE: SEE PLAN 2x6 BLOCKING + PLY SEE PLAN FL P E# 53311 10d TOE -NAILS SIZE AND SPACING '�,,y H2.5T ''' H2.5T WOOD FLITCH BEHIND PLYWOOD BLOCK BEHIND6L FASTEN EACH PLY WALL ,, WALL LSTA18, ,REVISIONS DATE (TYP) LSTA18, FASTEN TO HEADER W/ (6)10d SHEATHING TO HEADER W/ (6)10d SHEATHING e, _ - 2x4 WALL 2x6 WALL.. fi [ PLATE TO HEADER: r. WINDOW SILL SEE PLATE TO HEADER: LSTA18 @ 24" O.C. LSTA18 INSTALLATION TABLE 12/52.2 LSTA18 @ 24" O.C. SEE 3/S2.2 FOR SEE 3/S2.2 FOR INSTALLATION TYPICAL SOLE PLATE ANCHOR. INSTALLATION HEADER PLACED HEADER PLACED AT OUTSIDE FACE FIELD ALTERATION 3 AT OUTSIDE FACE SEE 2/S2.1 ANCHOR REQD AT OF WALL OF WALL A cQNTkAcrDriSHALL coNTAcrrtou S2.1 ALL EXTERIOR WALLS AND PONTIGO 8 ASSOCIATES PRIORTO ADJACENT TO CORNERS, PLATE WINDOW SILL PER WINDOW SILL PER B MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY BREAKS, AND KING STUDS p FROM THC INTENT' OF THE ORIGINAL TABLE I ABLE 1 2/52.2 TABLE 12/S2.2 CONSTRUCTION DOCUMENTS. ANY 2x4 WALL 2x6 WALL FIELD ALTERATIONS MADE PRIOR TO " BEING APPROVED BY LOU PONTIGO 8 12 MAX CONDITION CONDITION D ASSOCIAT'E'S MAY RESULT IN D DITIONAL ENGINEERING OR. INSPECTION FEES. 1Y2" MI NOTES: C C C 5;�: 6=] -AL>< >< 1. TOP PLATETO HEADER CONNECTION NOT REQUIRED FOR OPENINGS 48 OR LESS OR LESS OR WHEN A 2ND LEVEL FLOOR SYSTEM IS ABOVE p D STU S 2. TOP PLATE TO HEADER CONNECTION NOT REQUIRED FOR OPENINGS 24" OR LESS INTERMEDIATE ' JACKS I IF NOTED ON PLAN L3. ALL HEADERS SHALLBE SYP#2 IT PROVIDE SOLID BLOCKING BELOW - .__. .. __�_�._...�.__ __. __. �.___ ,_,__.. __ U JACK STUDSK7�TYPICAL HEADER FRAMING DETAIL WHEN 3 HIGH UPLIFT HEADER STRAPPING �.2SCALE: 3/4„ = 1,_0„ NOTED S2.2 W D I , 41 WOOD WALL BUILT ON CMU 2x- PT STUD FASTEN STUD WALL ' l ' Z W SCALE: 3/4" = 1'-0" 2x4 BLOCKING @24" O.C. FASTEN EE w/ (3)1Od TOENAILS O (4)1Od O WALL INTERSECTION CORNER CONDITIONS CONDITIONS FULL HEIGHT ANCHOR TO CMU WALL w/ FRAMING SEE '/4"x3" TAPCONS @ PLANI ill A > LU U 16" O.C. W C T M 2x_ SPF BLOCKIN, L T W RIPPED TO FIT WITH - oa a GAP SHOWN UU CMU WALL,SEE .I. SHEET S2.1 FOR WOOD TO CMU WALL DETAILS .. Uj SCALE: 3/4" = 1,_0,) U Z I W SIMPSON SIMPSON SHEATHING MAY H2.5T UON H25T UONZ(TERMINATE AT TOP LI J OF DBL TOP PLATE. O MIN 2 STUDS OR FULL HEIGHT FULL HEIGHT ANCHOR, SEE ANCHOR, SEE SCAB 36" STUD TO MIN (2) STUDS OR PLAN PLAN FULL HEIGHT STUD SCAB 36" STUD TO Q " I W/ (12) 10d FULL HEIGHT STUD HEEL < 5 5 < HEEL < 12 W/ (12) 1 O ; I ECESSED IN SLAB L J { Y"0 THREADED ROD 2x4 BLOCKING BETWEEN EA PDXIED MIN 4" OR TRUSS. FASTEN EA END W/ Y O THREADED ROD y"O 6 TITEN HD (3)10d TOE -NAILS FXTFNn �HFATHINI; PDXIED MIN 4" OR 2 x s. I� /" Ox6 TITEN HD I tiZ.D1 UON oCNPRE-ENGINEEREDNOTES: MIN I 2 FULL �O D� NOT SCALE DIMENSIONS FROM STUD BELOW FULL HEIGHT ROOF TRUSS. I 1. SEE FIRST LEVEL FRAMING PLAN HELGHT STUDS TTIEE,DRAWINGS.IFADIMENSIONIS OVER LAP DOUBLE ANCHOR, SEE FOR ANCHOR LOCATIONS. k CHcoN ARCAr DRAWINGS eoRGSOR LOWER TOP E UNCLEAR, REFER TO THE PLATE AT BREAK TOP PLATES PLAN 2. THE EMBEDMENT DEPTHS SHOWN SHEATHING SIMPSON HDU8 / ARE TYPICAL. GREATER BREAK w 20 -SDS EMBEDMENT DEPTHS MAY BE I .. LPA J06 NUMBER ORTHOGONAL VIEW / OF CORNER Y4" x2Y2 SCREWS. / I $ THREADED r REQUIRED WHERE SHOWN ON PLAN (' ` OD EPDXIED MIN MFRI-19-00217 HEEL 12 OR GREATER Fr I (I.E. AT GARAGE RETURNS) 7Y" f; ! 3. LTT20B HOLD DOWNS ARE ONLY DATE REQUIRED TO BE RECESSED INTO NOTES: TOP PLATES _ �___ __ i� 1223/19 SLAB WHERE FRAMING IS PACKED TIGHT AND PREVENTS DRAFT/DESIGN/CHECK 1. DENOTES 10d @ 6" O.C. VERTICAL, UON INSTALLATION WITHIN THE WALL. 2. DENOTES SOLE PLATE ANCHOR, SEE SCHEDULE NOTES /s 0 THREADED ROD EPDXIED 8 BEARING WALL. 'WAC/WAC/LAP . 3. O DENOTES FULL HEIGHT HOLD DOWN, SEE PLAN TO FOUNDATION. PROVIDE COUPLER LTT20B MAY BE REPLACED WITH 1. CONTRACTOR MAY SUBSTITUTE (1)H2.5T W/ SIMPSON (1)SDWC15600 AS REQUIRED. TENSION ROD TIGHT DTT2Z IF THERE IS ADEQUATE UNDER ROOF SQFT 4. OVERLAP TOP PLATES AT CORNERS & INTERSECTIONS SCREW PER MANUFACTURE INSTALLATION SPECS AFTER BUILDING IS DRYWALLED. ROOM IN THE WALL FOR SIMPSON 5. SOLE PLATE ANCHOR NOT READ WHEN BASE ANCHOR 2. SEE TABLE 6/S0.0 FOR ROOF SHEATHING SPECS INSTALLATION HTTS DEP IS INSTALLED SHEET FRAMING 5 ROOF CONNECTION (WOOD) MHDU8-HIGH UPLIFT TRUSS CONNECTION r8; BASE ANCHOR DETAIL S2.2 SCALE: 3/4" = 1'-0" S2 2 SCALE: 3/4" = 1'-0" SCALE: 3/4" = 1'-0" ;SHEET17 OF 20 1 FORMED AND POURED CONCRETE RAKED TIE BEAM w/ (2)#5 CONT PLUS (1)#5 CONT IN OPEN LINTEL BOTTOM BLOCK 8" CMU, SEE PLAN FOR I " REINFORCEMENT. EXTEND REINF. INTO A -A CONCRETE BOND BEAM ABOVE AND HOOK. RAKED CMU WALL WITH CONCRETE CAP S2.3 SCALE: 3/4" = 1'-0" WALL ENDS OR CORNER: (2)LSTA18 FOLD OVER TOP PLATE PER 6/S2.0. (3)LSTA18 AT SHEARWALL ENDS DOUBLE TOP PLATES. 0 II Q U) O O D O z_z af, � 2. WHERE TRUSS BEARS ON STEEL BEAM r2 F-- m f1 CONNECTOR NOTES: ry� OTHERS. Q THREADED ROD w/ HEX NUT. LL ry LLJ0- ' , SIMPSON VGT 2x8 PT SYP#2 PLATE 0 O 0 II U) 1' /2VERT. EDGE DIST, .I SIMPSON MBHA D O O af, FASTENED TO 2. WHERE TRUSS BEARS ON STEEL BEAM z_ F-- m PREDRILL %" HOLE TO ALLOW CONNECTOR NOTES: OTHERS. THREADED ROD w/ HEX NUT. (3)CS16 AT 0- LLJ0- ' , SIMPSON VGT 2x8 PT SYP#2 PLATE 0 LLJ 1. CONNECTORS TO BE ATTACHED TO FULLY GROUTED CMU WALL. Q 2x4 BLOCKING w/1/2"x1O" ANCHOR BOLT 0 �0' F-- — Q BE SCABBED TO SIDE STUD TO LLJ PLATE WASHERS. OF TRUSS FASTEN TO BELOW. PRE -ENGINEERING �a ° as O RAFTER w/ 0.131 x32 TO CMU ROOF TRUSS a a ° o a- @ 6" O.C. STAGGERED',;* 0 o m w--JQ WALL ENDS OR CORNER: MIN (2)PLY STUD PACK AT WALL ENDS OR CORNER. PROVIDE (3)PLY STUD PACK AT SHEARWALLS 4-12d TOENAILS VAULTED TRU SIMPSON A35F FRAM CLIP w/12-8dx1'/2" NA AT 24" C PLATE TO HEADER: LSTA18 @ 24" OC, NOT REQUIRED AT GABLE ENDS OR 1 OPENINGS LESS THAN 24„ KING STUD TO TOP PLATE: 2 LSTA18. NOT REQUIRED AT GABLE 12.0 r l ENDS OR OPENINGS LESS THAN 48" jh RO F 0 Hill V BEARING 2x6 P.T. SYP#2 NAILER FASTENED TO TOP OF WALL w/3/6"x3" TAPCONS @ 12" O.C. 2x6 PT SYP#2 NAILER FASTEN STUD TO TOP PLATE: ID W/ (3)1Od LSTA18 @ 32" OC 2x6 SYP#2 NAILER INSTALLED PER 6/S2.0 FASTENED TO TOP PLATE w/ 10d @ 3" _PORCH SHEATHING, WALL BEARING CONDITIONS: O.0 _ SEE SPECIFICATIONS = WHERE UPPER WALL BEARS ON BELOW PORCH TOP OF GIRDER TRUSS: STRAPPING STARTS AT BOTTOM OF GIRDER TRUSS AND CONTINUES TO LAP UPPER 2x6 SYP2 PARALLEL STUDS 11 MIN. ALIGN STRAP WITH TRUSS VERTICAL OR BLOCKING BETWEEN TO WALL [PROVIDE SOLID BLOCKING 1 EA TRUSS. FASTEN / BETWEEN TRUSS CHORDS AT TO w TOP PLATE PER PLAN. BEAM AND POST STRAP LOCATION. PROVIDE PARALLEL TRUSS PERPENDICULAR 10d @ 3" O.C. FASTEN BEAM TO MINIMUM (12)10d NAILS EACH CONDITION TRUSS CONDITION POST PER END OF STRAP WITH MIN (4)10d POST BASE: DETAILS TO LEFT NAILS AT EACH TRUSS CHORD. MSTA24POST MSTA24 4x4 POST: ABU44 (TYP) WHERE UPPER WALL BEARS ON STRAP STRAP 6x6 POSf:ABU66 BELOW 8x8' POST:! ABU88 TOP OF LOWER WALL HEADERS: LAP UPPER STUDS AND - - ; „ i r- , _ PORCH. HEADER BELOW 11 MIN. NO - SLAB NAILING REQUIRED WHERE ° STRAP CROSSES THE FLOOR SYSTEM. PROVIDE MINIMUM HTS16 HTS16 OD5 (12)10d NAILS EACH END OF STRAP STRAP EPDXIEDs 6 MINN STRAP. WHERE UPPER WALL BEARS ON TOP E BEAM IN FLOOR SYSTEM: PLAN VIEW OF PORCH PLAN VIEW OF PORCH ELEVATION OF PORCH BEAM AT CORNER POST BEAM AT CENTER POST BEAM AT POST LAP UPPER STUDS AND BEAM BELOW 11" IMIN. PROVIDE MINIMUM (12)10d NAILS EACH END OF STRAP. NOTES: 1. SEE TABLE 8/SO.0 FOR PORCH CEILING SHEATHING SPECIFICATIONS 2. FASTEN TRUSS TO BEAM PER DETAIL 1/S2.1 (DISREGARD FULL HEIGHT ANCHOR ON DETAIL) 3. WATER PROOFING BY BUILDER 5 TYPICAL PORCH FRAMING HIGH UPLIFT STRAPPING WHERE NOTED ON PLAN CRIPPLE STUDS @ 16" OC II Jrtl,J UN JU.U. 1' /2VERT. EDGE DIST, .I SIMPSON MBHA EACH SIDE OF TRUSS. TO TITEN SCREW. PREBUILT ENGINEERED FASTENED TO 2. WHERE TRUSS BEARS ON STEEL BEAM ROOF TRUSS BY PREDRILL %" HOLE TO ALLOW CONNECTOR NOTES: OTHERS. THREADED ROD w/ HEX NUT. (3)CS16 AT CS16 STRAP @ MASONRY WALL ' , SIMPSON VGT 2x8 PT SYP#2 PLATE N'�N , 1. CONNECTORS TO BE ATTACHED TO FULLY GROUTED CMU WALL. GIRDER TIEDOWN 2x4 BLOCKING w/1/2"x1O" ANCHOR BOLT 3"x8" RAFTER TAIL TOf,' �0' SIMPSON HUC410 7 @ 24" O.C. w/2x2x'/2" BE SCABBED TO SIDE STUD TO • PLATE WASHERS. OF TRUSS FASTEN TO BELOW. PRE -ENGINEERING �a ° as O RAFTER w/ 0.131 x32 TO CMU ROOF TRUSS a a ° o a- @ 6" O.C. STAGGERED',;* 2. ATR IS ALL THREADED ROD. o w--JQ • WALL w/18 -3/6,,x23/4" AND TO JOIST TOP PLATES � ° ' 2x4-SYP 2 FASCIA BY �f C7 - SCREWS AND TO ` w/18 -10d NAILS. OUTRIGGER BUILDER. z w JOIST -w/10 -10d NAILS. @ 24" O.C. ; 8" LONG, GRADE A307 OR BETTER. 4a J r CONNECTOR A CONNECTOR B AND MBHA. INSTALLATION IS SIMILAR TO DETAILS ABOVE. SIMPSON HUC410 SIMPSON MBHA BEAM, GIRDER u" HANGERS:, FULL DEPTH BLOCKING THREADED ROD TRUSS OR HEADER - BELOW, SEE - BETWEEN EACH TRUSS. 6E LAYOUT FOR SPECS. „; 8 CMU/CONCRETE EPDXIED 8 MIN 8" CMU WALL RAKE BEAM INTO CMU WALL. EXTERIOR' BEARING WALL. CMU WALL 2 RAFTER TAIL CONNECTION r3 VGT-HIGH UPLIFT TRUSS CONNECTION 52,3 SCALE: N.T.S. S2.3 SCALE: N.T.S. PLATE TO HEADER: LSTA18 @ 24" OC, NOT REQUIRED AT GABLE ENDS OR 1 OPENINGS LESS THAN 24„ KING STUD TO TOP PLATE: 2 LSTA18. NOT REQUIRED AT GABLE 12.0 r l ENDS OR OPENINGS LESS THAN 48" jh RO F 0 Hill V BEARING 2x6 P.T. SYP#2 NAILER FASTENED TO TOP OF WALL w/3/6"x3" TAPCONS @ 12" O.C. 2x6 PT SYP#2 NAILER FASTEN STUD TO TOP PLATE: ID W/ (3)1Od LSTA18 @ 32" OC 2x6 SYP#2 NAILER INSTALLED PER 6/S2.0 FASTENED TO TOP PLATE w/ 10d @ 3" _PORCH SHEATHING, WALL BEARING CONDITIONS: O.0 _ SEE SPECIFICATIONS = WHERE UPPER WALL BEARS ON BELOW PORCH TOP OF GIRDER TRUSS: STRAPPING STARTS AT BOTTOM OF GIRDER TRUSS AND CONTINUES TO LAP UPPER 2x6 SYP2 PARALLEL STUDS 11 MIN. ALIGN STRAP WITH TRUSS VERTICAL OR BLOCKING BETWEEN TO WALL [PROVIDE SOLID BLOCKING 1 EA TRUSS. FASTEN / BETWEEN TRUSS CHORDS AT TO w TOP PLATE PER PLAN. BEAM AND POST STRAP LOCATION. PROVIDE PARALLEL TRUSS PERPENDICULAR 10d @ 3" O.C. FASTEN BEAM TO MINIMUM (12)10d NAILS EACH CONDITION TRUSS CONDITION POST PER END OF STRAP WITH MIN (4)10d POST BASE: DETAILS TO LEFT NAILS AT EACH TRUSS CHORD. MSTA24POST MSTA24 4x4 POST: ABU44 (TYP) WHERE UPPER WALL BEARS ON STRAP STRAP 6x6 POSf:ABU66 BELOW 8x8' POST:! ABU88 TOP OF LOWER WALL HEADERS: LAP UPPER STUDS AND - - ; „ i r- , _ PORCH. HEADER BELOW 11 MIN. NO - SLAB NAILING REQUIRED WHERE ° STRAP CROSSES THE FLOOR SYSTEM. PROVIDE MINIMUM HTS16 HTS16 OD5 (12)10d NAILS EACH END OF STRAP STRAP EPDXIEDs 6 MINN STRAP. WHERE UPPER WALL BEARS ON TOP E BEAM IN FLOOR SYSTEM: PLAN VIEW OF PORCH PLAN VIEW OF PORCH ELEVATION OF PORCH BEAM AT CORNER POST BEAM AT CENTER POST BEAM AT POST LAP UPPER STUDS AND BEAM BELOW 11" IMIN. PROVIDE MINIMUM (12)10d NAILS EACH END OF STRAP. NOTES: 1. SEE TABLE 8/SO.0 FOR PORCH CEILING SHEATHING SPECIFICATIONS 2. FASTEN TRUSS TO BEAM PER DETAIL 1/S2.1 (DISREGARD FULL HEIGHT ANCHOR ON DETAIL) 3. WATER PROOFING BY BUILDER 5 TYPICAL PORCH FRAMING HIGH UPLIFT STRAPPING WHERE NOTED ON PLAN CRIPPLE STUDS @ 16" OC STUD STRAPPING TO BELOW BOTTOM PLATE. (1)CS16 @ 32" O.C. FLOOR SHEATHING. WALL STRAPPING DETAIL THIS DETAIL ONLY APPLIES WHEN NOTED ON PLAN PRE-ENGINEERED FLOOR TRUSS BY OTHEF (2)A35 (2)2x12 SYP#2 BLOCKING TO ACCEPT STRAP FROM ABOVE. FASTEN (2)2x12 TOGETHER PER 1 /SO.3 2x6 SYP#2 VERTICAL NAILERS ATTACHED TO EACH FLOOR TRUSS CHORD w/(5)10d FLOOR SHEATHING, SEE SPECS ON SO.0 PRE-ENGINEERED FLOOR 2x6 SYP#2 VERTICAL NAILERS TRUSS BY OTHERS. ATTACHED TO EACH FLOOR _/ PLAN VIEW TRUSS CHORD w/(5) 10d 6 BLOCKING BETWEEN TRUSSES SCALE: N.T.S. PRE-ENGINEERED FLOOR TRUSS EXTERIOR SECOND )RY WALL. -ERIOR BASE _L STRAPPING, 4/S2.3 2x12 SYP#2 BLOCKING TO '.EPT STRAP FROM ABOVE. ACH TO EACH VERTICAL (2)A35 ANGLES. ELEVATION VIEW PLAN VIEW OF PORCH BEAM AT CORNER POST CEILING SHEATHING SIMPSON LINTEL PER H2.5T UON PLAN. TOP PLATE CONN PER 1 /S2.1 HEADER END PLAN VIEW OF PORCH BEAM AT CENTER POST SCALE: 3/4" = 1'-0„ WALL ENDS OR 1' /2VERT. EDGE DIST, .I SIMPSON MBHA CORNER: TO TITEN SCREW. FASTENED TO (2)CS16 STRAPS. CONNECTOR NOTES: • (3)CS16 AT CS16 STRAP @ MASONRY WALL ' , SHEARWALL ENDS. 1. CONNECTORS TO BE ATTACHED TO FULLY GROUTED CMU WALL. EACH JACK . : SIMPSON HUC410 T&B w/1 -ATR STUD TO • BELOW. FASTENED TO CMU 3/4"x8 EMBEDMENT ' �. o a- 2. ATR IS ALL THREADED ROD. w--JQ • WALL w/18 -3/6,,x23/4" AND TO JOIST Z � U a C7 - SCREWS AND TO ` w/18 -10d NAILS. z w JOIST -w/10 -10d NAILS. J EPDXY-TIE 63/4" MIN. EMBEDMENT REQUIRED. ATR TO BE 3/4" x 8" LONG, GRADE A307 OR BETTER. 4. SKEWED CONNECTOR OPTION IS AVAILABLE FOR BOTH HUC410 CONNECTOR A CONNECTOR B AND MBHA. INSTALLATION IS SIMILAR TO DETAILS ABOVE. SIMPSON HUC410 SIMPSON MBHA BEAM, GIRDER 7 MASONP12Y, HANGERS:, TRUSS OR HEADER BELOW, SEE 6E LAYOUT FOR SPECS. STUD STRAPPING TO BELOW BOTTOM PLATE. (1)CS16 @ 32" O.C. FLOOR SHEATHING. WALL STRAPPING DETAIL THIS DETAIL ONLY APPLIES WHEN NOTED ON PLAN PRE-ENGINEERED FLOOR TRUSS BY OTHEF (2)A35 (2)2x12 SYP#2 BLOCKING TO ACCEPT STRAP FROM ABOVE. FASTEN (2)2x12 TOGETHER PER 1 /SO.3 2x6 SYP#2 VERTICAL NAILERS ATTACHED TO EACH FLOOR TRUSS CHORD w/(5)10d FLOOR SHEATHING, SEE SPECS ON SO.0 PRE-ENGINEERED FLOOR 2x6 SYP#2 VERTICAL NAILERS TRUSS BY OTHERS. ATTACHED TO EACH FLOOR _/ PLAN VIEW TRUSS CHORD w/(5) 10d 6 BLOCKING BETWEEN TRUSSES SCALE: N.T.S. PRE-ENGINEERED FLOOR TRUSS EXTERIOR SECOND )RY WALL. -ERIOR BASE _L STRAPPING, 4/S2.3 2x12 SYP#2 BLOCKING TO '.EPT STRAP FROM ABOVE. ACH TO EACH VERTICAL (2)A35 ANGLES. ELEVATION VIEW PLAN VIEW OF PORCH BEAM AT CORNER POST CEILING SHEATHING SIMPSON LINTEL PER H2.5T UON PLAN. TOP PLATE CONN PER 1 /S2.1 HEADER END PLAN VIEW OF PORCH BEAM AT CENTER POST SCALE: 3/4" = 1'-0„ 1' /2VERT. EDGE DIST, .I SIMPSON MBHA O TO TITEN SCREW. FASTENED TO CONNECTOR NOTES: • MASONRY WALL ' , 1. CONNECTORS TO BE ATTACHED TO FULLY GROUTED CMU WALL. . : SIMPSON HUC410 T&B w/1 -ATR • FASTENED TO CMU 3/4"x8 EMBEDMENT ' �. 2. ATR IS ALL THREADED ROD. ` • WALL w/18 -3/6,,x23/4" AND TO JOIST TITEN SCREWS AND TO ` w/18 -10d NAILS. 3. MBHA SHALL BE INSTALLED w/ATR USING SIMPSON SET JOIST -w/10 -10d NAILS. EPDXY-TIE 63/4" MIN. EMBEDMENT REQUIRED. ATR TO BE 3/4" x 8" LONG, GRADE A307 OR BETTER. 4. SKEWED CONNECTOR OPTION IS AVAILABLE FOR BOTH HUC410 CONNECTOR A CONNECTOR B AND MBHA. INSTALLATION IS SIMILAR TO DETAILS ABOVE. SIMPSON HUC410 SIMPSON MBHA 7 MASONP12Y, HANGERS:, S2.3 SCALE: N.T.S. Cru -is A. Pontigo,PE FL PE#53311 a .1 271, SCHEMATIC SECTION SCALE: 1 /2" = 1'-0" LAN 0 VE S. kN 2 DECK TO W W/ SCREWS CONCRETE CAP RACKET CUT -. SYP#2 SCHEMATIC SECTION SCALE: 1/2" = 1' - ;PROOFING BY BUILDER" 4<u�Is A. Ponti3o, PE F L P E#5331 I PRE - HEADEF PRE—ENGINEE TRUSS BEAT PRE—ENGINE TRUSS SCHEMATIC SECTION SCALE: 1/2" = 1'-0" SCHEMATIC SECTION .Lou Pontiso and A, ;Associates, Inc. 4745 Sutton Park Ct. 4204 :Jacksonville, F1.32224 Ph: 242-0905 FL: CA # 8344 A,. ��wltrii�iiretrrrp C NS �i • 1 �, c c�i STA E OF a � ♦ ♦ S rl suis A. Pontigo, PE :FL PF#53311 aREVISIONS DATE FIELD ALTERATION SCHEMATIC SECTION SCALE: 1/2" = 1'-0" SCHEMATIC SECTION