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710 TRITON RD - REVISION 3-29-18 DRAWINGSF I DESIGN SPECIFICATIONS SCOPE OF SERVICE 2x4 BLOCKING 4-12d TOE NAILS (2 EA. SIDE) H3 @ EA. 4-12d TOE NAILS 2 EA. SID*D5 2x_ BLOCKING DESIGN CODE MEANS AND METHODS: OUTLOOKER EXISTING OUTLOOKER ( EN EACH JOIST, 2017 FLORIDA BUILDING CODE - RESIDENTIAL THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL OR BE RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS AT 24" O.C. N EA. END w/ ASCE 7-10 TECHNIQUES, PROCEDURES, OR SEQUENCES; FOR THE ACTS OR OMISSIONS OF THE CONTRACTOR OR ANY OTHER PERSONS EXISTING ROOF RAFTERS ATOENAILS PERFORMING THE WORK OR FOR THE FAILURE FOR ANY OF THEM 0 CONSTRUCT THE WORK IN ACCORDANCE WITH THE -_ _-__=_ __--- SHEATHING TO REMAIN AS DESIGN IS VOID ONE YEAR AFTER THE DATE OF THE ORIGINAL PLANS, CONTRACT DOCUMENTS.____ _ UNLESS PLANS HAVE BEEN REVIEWED FOR CODE COMPLIANCE. SISTER 2x6 SYP#2 TO EACH DESIGN LOADS: LIMITS OF STRUCTURAL ENGINEERING DESIGN RESPONSIBILITIES: (L�U PONTIGO AND ASSOCIATES SCOPE IS LIMITED 0 (2)2x4 SYP#2 TOP PLATE EXISTING RAFTER w/ 1 -ROW OF ACTUAL AND UNIFORM ENGINEERING ASSOCIATED WITH ENCLOSING EXISTING CARPORT) 1 O OF 4" O.C. (TYP.) - H3 @ 32 O.C.-)" .C. (2 ROOF LOADING cd 1.25 LO G ( ) THE ITEMS SPECIFICALLY DESIGNED BY THE STRUCTURAL ENGINEER ARE LIMITED TO THE FOLLOWING: CONTINUOUS OAD PATH EXISTING ROOF SYP#2. LIVE LOAD 20 psf FOR WIND UPLIFT, WOOD PANEL SHEARWALLS, WALL FRAMING AND REQUIRED SHEATHING AND HEADERS DIRECTLY S PPORTING SHEATHING PLATE DEAD LOAD 17 psf EXISTING ROOF FRAMING WHILE ENCLOSING EXISTING CARPORT. ITEh✓1S NOT INCLUDE SPECIFICALLY ANY ARCHITECTURAL, 2x4 @ 16" O.C. 4-12d TOE RAKED WALL NAILS EACH 2x4 @ 16" O.C. MECHANICAL OR ELECTRICAL SYSTEM. TRUSS FULL DEFLECTION CRITERIA: HEIGHT 'i RAKED WALL, ROOF FRAMING: LIVE LOAD L/240 TOTAL LOAD L/180 WATERPROOFING: ANCHOR, SEE SO.0. FOR FLOOR FRAMING: LIVE LOAD L/360 & TOTAL LOAD L/240 SEE PLAN SHEATHING SPECS THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN/INSTALLATION OF ALL WATERPROOFING. 1 WIND LOADING: EXISTING 2x4 OUTRIGGERS BASIC WIND SPEED --------------------- 130 MPH SPECIFICATIONS AT NEW RAKED WALL 1 K�2� RAFTER TO NEW WALL CONNECTION MEAN ROOF HEIGHT ----------------------- 10.0 FT S0.0 S0.0 ROOF PITCH - - - - - - - - - - - - - - - - - - - - - - - - - - - - MATCH EXISTING BUILDING CATEGORY ----------------------- II FOOTING AND FOUNDATIONS: EXPOSURE CATEGORY - - - - - - - - - - - - - - - - - - - - - - B FOOTINGS AND FOUNDATIONS SHALL BE IN ACCORDANCE WITH LOC L BUILDING CODES. FOOTING HAVE BEEN DESIGN -D WITH A 2x4 SPF#2 WALL STUDS @ ENCLOSURE CLASSIFICATION ----------------- ENCLOSED SOIL BEARING (DESIGN MAXIMUM) OF 2000 PSF. A SOILS INVESTIGATION REPORT IS RECOMMENDED TO VERIFY SUITABLE 16" O.C., SEE 1/S0.1 UR IN A DISTURBED OR UNSTABLE SOIL, THE EN 1NEER INTERNAL PRESSURE COEFFICIENT -------------- t .18 SHALL RBE NOTIFIED. ITIOSOIL SHALL EBE FFRIEE OF ORGAONIIC MAOTERIAL AIND COHESIVE (CLAY) SOILS. SOIL COMPACTION AND FILL 2x4 SYP# 2 P.T. SOLE PLATE SHALL BE COMPACTED TO A MIN. OF 95% MODIFIED PROCTOR IN ACCORDANCE WITH ASTM D 1557. » COMPONENTS & CLADDING ALLOWABLE DESIGN PRESSURES TRIBUTARY AREA (sf) INTERIOR EDGE STRIP (PSF): ZONE (PSF) 'a' = 4'-0" 10 +18.2 -19.8 +18.2 -24.4 50 +16.3 -17.9 +16.3 -20.6 100 +15.5 -17.0 +15.5 -19.0 1 DEEP z>AWCUT w/ ELASTOMERIC SEALANT FOUNDATION PLAN ONLY CONVEYS STRUCTURAL INFORMATION. FOR GENERAL FEATURES, CONDUITS, ELECTRICAL EMBEDS, STEP 4" CONCRETE SLAB ON SLAB ON GRADE, HEIGHTS, ETC., SEE ARCHITECTURAL PLANS. DO NOT SCALE FOOTI G DIMENSIONS AND LOCATION FROM THE FOUNDATION PLAN MATCH MAIN HOUSE SLAB SEE PLAN SHOWN ON S1.0. DO NOT DETERMINE ELEVATION, 4" MIN. GRADE w/ 1.5 LBS/CU.YD EITHER THE ARCHITECTURAL PLAN OR FRAMING PLAN, BUT OF FIBERMESH OVER BY DIMENSIONS PROVIDED ON FOUNDATION I PLAN. CFTI OOTINGESIZE OR LOCATION IS NOT DETERMINED ON PLAN THE CONTACT a --------- ' ENGINEER OF RECORD (EOR) _ -- ,r,�Tn CONCRETE BONDING AGENT zi UNLESS OTHERWISE NOTED ON DRAWINGS, MINIMUM CONCRETE COV R FOR REINFORCING SHALL BE 3" IN FOOTINGS AND MESH =N z SHALL BE CENTERED IN SLAB ON GRADE. IN ALL CONTINUOUS FOOTINGS PROVIDE #3 @ 48" O.C. OR ROD CHAIRS. ROVIDECONTINUITY OF REINFORCING AT INTERSECTIONS OF PERPENDICULA CONCRETE ELEMENTS BY INSTALLING CORNER B RS,REMOVE EXISTING SLAB NOTES: MINIMUM OF 40 BAR DIAMETERS INTO EACH ELEMENT. SPLICES IN EINFORCING, WHERE PERMITTED, SHALL BE 48 B R REMOVE EXISTING MAKE WAY FOR NEW 1) bROVIDE SAW Lou Pontigo and Associates, Inc. 420 Osceola Avenue lax, Beach, Florida 32250 I'h.242-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 Christopher I Sabourirl PE FL PE#71461 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO 8 ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE IN OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALIERNATIONS MADE PRIOR TO BEING' APPROVED BY LOU PONrIGO ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. J DIAMETERS U. 0 DRIVEWAY TO MAKE 3 CUTS TO CREATE FOOTING U Z Q 0rnLJJ CLIR. APPROXIMATE 12' X 12' MAX. SQ. THE VALUES ABOVE ARE ALLOWABLE WIND PRESSURE VALUES AS • ( )� CONCRETE SLABS ON GRADE: WAY FOR NEW CDZ THE ABWIND PRESSURES HAVE BEEN REDUCE BY 0.60 AS � SHALL BE INSTALLED OVER MINIMUM 6 MIL POLYETHYLENE VAPOR ETARDER WITH JOINTS LAPPED 6" AND SEALED OVER FOOTING 12" w/ (2)#4 CONT. 2) SAWCUT CONC. SLAB WITHIN 4OVE Q PERMITTED BY THE ALLOWABLE STRESS DESIGN METHODOLOGY. NO FURTHER REDUCTION SHALL BE PERMITTED CLEAN, COMPACTED EARTH OR FILL WITH APPROVED CHEMICAL SOI TREATMENT FOR PREVENTION OF SUBTERRANEAN TERMITES TO 12 HOURS OF CONC. PLACEMENT. • COMPONENT & CLADDING WALL ELEMENTS SHALL BE DESIGNED FOR SAWCUTS: FOR CONTROLLED CRACKING CUT A 1" SAWCUT INTO SL, B IN A 12'x12' GRID WITHIN 12 HOURS OF CONCRETE BOTH POSITIVE AND NEGATIVE PRESSURES SHOWN IN TABLE ABOVE PLACEMENT, PROVIDE SAWCUTS THROUGH OUT SLAB CALL EOR FO ALTERNATIVE METHODS. • LINEAR INTERPOLATION IS PERMISSIBLE. WOOD FRAMING SPECIFICATIONS: 3 TYPICAL MONOLITHIC FOOTING DETAIL 4 SAWCUT DETAIL ALL WOOD FRAMING HAS BEEN DESIGNED IN ACCORDANCE WITH NATIONAL DESIGN SPECIFICATIONS (NDS) FOR WOOD • PLUS = PRESSURE AND MINUS = SUCTION. CONSTRUCTION, LATEST EDITION. ALL WOOD MEMBERS EXPOSED T OR IN CONTACT WITH MASONRY, CON RETE OR �_OWEATHER S0.0 SCALE: 3/4" SOIL SHALL BE PRESSURE -TREATED. IF, ACQ OR NON -DOT BORATE PRESERVATIVE TREATMENT IS USED, ALL ATTACHED • DESIGN OF WINDOWS/DOORS FASTENING TO THE WALL FRAMING IS FASTENERS SHALL BE HOT DIPPED GALVANIZED. IF ACZA PRESERVATIVE IS USED, ALL ATTACHED FASTENERS SHALL BE THE RESPONSIBILITY OF THE WINDOW/DOOR MANUF./SUPPLIER & STAINLESS STEEL. SHALL MEET THE ABOVE NOTED POSITIVE AND NEGATIVE PRESSURES.ROOF COVERING SPECIFICATIONS: THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION SHINGLES SHALL COMPLY WITH ASTM D3161 AND BE INSTALLED ACCORDING AND TILE ROQFS SHALL BE INSTALLED PER THE "CONCRETE AND OF THE ROOF COVERING SYSTEM. A TO THE MANUFACTURER'S REQUIREMENTS. LAY ROOF TILE INSTALLATION MANUAL." AND THE PHALT CLAY MATERIAL SPECIFICATIONS MANUFACTURER'S REQUIREMENTS. STANDING SEAM METAL ROOFS SHALL ACCORDING TO THE MANUFACTURER'S REQUIREMENTS. THE CONTRA COMPLY WITH ASTM E1514 AND BE INSTALLED TOR SHALL BE RESPONSIBLE FOR THE DESIGN AND HARDWARE AND ANCHORS: INSTALLATION OF ALL METAL FLASHING AND VALLEY MATERIALS. ANCHOR BOLTS & THREADED ROD: SHALL BE IN ACCORDANCE WITH ASTM A 307 OR ASTM F 1554 GRADE 36. CONCRETE SPECIFICATIONS: WASHERS: SHALL BE IN ACCORDANCE WITH ASTM A500 (GRADE B). ALL CONCRETE HAS BEEN DESIGNED IN ACCORDANCE WITH ACI 3108, AND SHALL BE CONSTRUCTED IN ACCORDA CE WITH NUTS: SHALL BE IN ACCORDANCE WITH ASTM A 563 GRADE A HEX, ACI 301. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE ST�ENGTH OF 2500 PSI AT 28 DAYS CONCRETE AT GARAGE METAL CONNECTORS: ALL METAL CONNECTORS WHICH ARE EXPOSED TO AND PORCH SLABS SHALL HAVE A COMPRESSIVE STRENGTH OF 3000 PSI. EXTERIOR SHALL BE GALVANIZED. RETROFIT REBAR/ROD INSTALLATION: EMBEDMENT OF RODS OR REBAR SHEATHING SPECIFICATIONS: DOWELS SHALL BE 12 BAR DIAMETER MINIMUM, HOLES SHALL BE '/4" ROOF: CONTRACTOR VERIFY MIN. 7/16 ", 24/16, APA RATED OSB OR PLYWOOD SHEATHING, MIN. @ 6" O.C. EDGE & " O.C. LARGER THAN REBAR SIX AND '/8" LARGER THAN THREADED ROD SIZE FIELD (REPAIR DAMAGED AREAS USING 0.113"x2" RINK SHANK 6"DGE/6" If FIELD (U.0.N.) ANCHORING ADHESIVE: SHALL BE DUAL CARTRIDGE INSTALLATION ONLY WALL: FLEXIBLE FINISH (WOOD, CEMENT, OR VINYL SIDING, HARDI PANEL & BRICK ONLY) -MIN. 7/16 ", 24/16, APA R TED OSB EPDXY: ITW RED HEAD A7 (OR EQUIVALENT) OR PLYWOOD SHEATHING, FASTENED w/ 8d @ 6" O.C. EDGE AND O.C. FIELD. SHEATHING MAY BE INSTALLED HO IZONTALLY REINFORCING STEEL: SHALL BE ASTM A615, GRADE 60. OR VERTICALLY. STRUCTURAL STEEL: SHALL BE ASTM A992, GRADE 50. ' WELDED WIRE FABRIC (WWF): SHALL BE ASTM A185. LAMINATED VENEER LUMBER (LVL): ALL LAMINATED VENEER LUMBER SHALL MEET OR EXCEED THE FOLLOWING DESIGN PROPERTIES - ELASTIC MODULUS (E)2,000ksi, BENDING STRESS (Fb) 2600psi SIMPSON CONNECTOR...S WOOD FASTENING 9CHEDULE PLAN (EGE D AND ABBREVIATIONS UPLIFT MEMBERS CONNECTION FASTENER SYP SPF CONNECTOR FASTENERS FL# CODE TYPE LOAD BEARING WALL ® BUILT-UP POST IN THE WALL TOP PLATE TO TOP PLATE FACE NAIL 2 -GUN NAILS @ 12" STAG. A35 450 450 12-8dx1'/2 11 10446.4 TOP PLATE, LAPS/INTERSECTION FACE NAIL (2-16d) 3 -GUN NAILS DESIGNATES SHEARWALL. 8d @ H2.5T - 600 520 5-8d EA. END 11478.3 3/ SW 3" D.C. NAILING: FIELD" DESIGNATES 8d COMMONS @ (2)2x8-1 /1 HEADER SIZE, JACK AND KING STUD EDGE & 6" O.C. "IN THE QUANTITY. DBL. TOP PLATE TO STUD FACE NAIL (2-16d) 3 -GUN NAILS H8 620 530 5-10dx1'/2" EA. END 11470.3 RIM JOIST TO TOP PLATE TOE NAIL (8d @ 6") GUN NAIL @ 6" MTS12 1000 860 7-1Odx1'/2" EA. END 10456.3 CEILING JOIST TO TOP PLATE TOE NAIL (3-8d) 5 -GUN NAILS 8d@3"/6" HTS20 1450 1245 24-10dx11/2" EA. END 13872.3 CEILING JOIST, OVER PARTITIONS FACE NAIL (3-16d) 4 -GUN NAILS MSTA24 1765 1270 9-10d EA. END 13872.4 CEILING JOIST TO ROOF RAFTER FACE NAIL (6-16d) 8 -GUN NAILS MSTA36 2050 1870 13-10d EA. END 13872.8 ADJ - ADJACENT LG - Long 18-16d TO TRUSS/BEAM JOIST/TRUSS TO PLATE TOE NAIL (2-16d) 3 -GUN NAILS BM -13EAM MANUF - Manufacture HTT4 3480 3080 11496.E BOT - BOTTOM MONO - Monolithic 1-5/8 "0 ROD TO FTG. RAFTER TO PLATE TOE NAIL (3-8d ) 3 -GUN NAILS BRIG - BEARING OC - On Center 32-16d TO TRUSS/BEAM JACK RAFTER TO HIP TOE NAIL (3-10d) 4 -GUN NAILS CMU - CONCRETE MASONRY UNIT OSB - Oriented Strand Board HTT5 5250 4670 11496.2 DBL - - DOUBLE PERP Perpendicular 1-5/g"0 ROD TO FTG. ROOF RAFTER TO 2xRIDGE BM. TOE NAIL (2-16d) 3 -GUN NAILS _ DIA DIAMETER PRE ENG - Pre Engineered LUS28 930 780 6-10d TO HEADER 10655.113 CONT. HEADER, TWO PIECES FACE NAIL 16d@ 16" O.C. @ EDGE EA - EACH PSF - Pounds per Square Foot 4-10d TO JOIST EE - EACH END PSI - Pounds per Square Inch CONT. HEADER TO STUD TOE NAIL (3-16d) 4 -GUN NAILS EOR - ENGINEER OF RECORD PT - PRESSURE TREATED STUD TO SOLE PLATE TOE NAIL 3-16d 4 -GUN NAILS ( ) HU410 905 785 14-16d TO HEADER 10531.36 EQ - QUAL QT - Quick Tie 6-16d TO JOIST EXT - EXTERIOR REINF - Reinforce SOLE PLATE TO JOIST BLOCKING / FACE NAIL (16d @ 16) GUN NAIL @ 8 FBC - FLORIDA BUILDING CODE SF - Square Foot q ABU44 2200 5/8"0 ROD w/ 12-16d 10849.6 FDN - FOOT FTG - FOOTING HDR - HORIZ FOUNDATION SPF -Spruce Pine Fur SYP - Southern Yellow Pine THRU - Through HEADER TYP - Typical HORIZONTAL UON - Unless Otherwise Noted NAIL SPECIFICATIONS 3"x0.131 "O = GUN NAILS 2"x0. 2"x0.113"0 = 6d 2'/2" 13"o = RINK SHANK = 8d ABU66 2,300 5/8"0 ROD w/ 12-16d 10849.6FT SET N/A N/A SIMPSON EPDXY-TIE 11506.4 LTT206 1675 1675 10-16d TO STUD BEAM P / / ST 11496.3 .0.131"0 °' 3x0.148"� = 10d 3'/2 " 0.162 0 = 16d LBS - POUNDS VERT - Vertical 1-1/2 "0 ROD TO FTG. 11/2 "x0.148"0 = 10dx11/2 " 1 1/2 x0.131 "0 = 8dx1'/2 " WWF - Welded Wire Fabric LSTA12 805 695 10-10d 13872.5 CS16 1705 1705 13-8d 10852.1 Lou Pontigo and Associates, Inc. 420 Osceola Avenue lax, Beach, Florida 32250 I'h.242-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 Christopher I Sabourirl PE FL PE#71461 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO 8 ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE IN OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALIERNATIONS MADE PRIOR TO BEING' APPROVED BY LOU PONrIGO ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. DESIGN CRITERIA AND GENERAL NOTES DO NOT SCALE DIMENSIONS FROM THESE, DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARt~HITEC'rURAL DRAWINGS OR CONTACT THE E O.R F N NAME ENOVATION AWN;CHECKED JMD LAP DATE 03/06/18 CONTROL NO. TRUSS ID. LPA NO. VIRI-18-00061 SHEET SO.0 SHEET 1 OF 4 J U. 0 = U Z Q 0rnLJJ CDZ J � Q DESIGN CRITERIA AND GENERAL NOTES DO NOT SCALE DIMENSIONS FROM THESE, DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARt~HITEC'rURAL DRAWINGS OR CONTACT THE E O.R F N NAME ENOVATION AWN;CHECKED JMD LAP DATE 03/06/18 CONTROL NO. TRUSS ID. LPA NO. VIRI-18-00061 SHEET SO.0 SHEET 1 OF 4 0.131X3" TOE NAILS TYPICAL STUD NAILING: 2X6, 2x8 = (5) NAILS 2x10, 2x12 = (7) NAILS 0.131x3" END NAILS: 9" LVL, 11" LVL = (7) NAILS (2) @ 2x4, 14" LVL, 16" LVL = (9) NAI � (3) @ 2x6, (4) @ 2x8. FULL HEIGHT ANCHOR 16"MAX.I EITHER SIDE OF PLATE HEIGHT CHANGE 2x—BLOCKING ONLY REQUIRED IF SHEARWALL SIMPSON H2.5T OR LSTA10VERRTOP AP FPLATE D FASTEN LOWER STUD TO TALLER STUD w/ 2—ROWS OF 10d COMS @ 12" 0. C. TYPICAL SOLE IDROPPED HEAD PLATE NAILING: MINIMUM END 0.131x3" TOE NAILS: OR SILL (3) @ 2x4, EACH END (4) @ 2x6, (1)2x4 (5) @ 2x8. TOE NAILS PT. SYP#2 SOLE PLATE WALL FRAMING AT PLATE CHANGE CONDITION 1 TYPICAL WALL FRAMING SO.1 WINDOW SILL SCHEDULE SYP#2 jL. TOP PLE RAISED HEADER ARCHED TRANSOM OPTION SEE RIGHT WINDOW SILL SEE S HEDULE 3/S0.1 FOR SILL SIZE AND C NNECTION EACH END TYPICAL DOUBLE TOP PLATE SPLICE —0" MIN. SPLICE LENG / (16) 0.131x3" NAILS VENLY SPACED SYP#2 HEADER, PER PLAN FOUNDATION, SEE PLAN ROUGH IDROPPED HEAD SILL MINIMUM END OPENING ER OR SILL PLATES FASTENER EACH END 5 4'-4" JACK -7" SCHEDULE (1)2x4 SPF #2 (4)12d TOE NAILS 6'-4" 24" (2)2x4 (1)2x6 OR(5)12d SPF#2 ROUGH OPN'G, TOE NAILS ARCH. 9/16 110 (3)2x4 OR 6„ 2X2„ 8,-4„ 5/8 (3)2x6 SPF#2 (1)A34 + (4)12d TOE NAILS S 12'-0" 2X2„ (3)2x6 SYP #2 (1)A35 + (4)12d TOE NAILS SEE BELOW FOR BOX GIRTS REQUIRED BETWEEN WINDOWS IN TWO STORY CLEAR HEIGHT WALLS. SYP#2 HEADER, PER PLAN OPENING END F FASTENER ,l (2)12d ITOE NAILS .E. (MIN) SO.1 4'-0"\MIN. FULL HEIGHT ANCHOR, SEE PLAN FOR SIZE AND LOCATION 12" 1 X2„ r JG AT MAX. MIN. CONDITION FROM SOLE PLATE BREAK TYPICAL TOP PLATE NAILING: FASTEN ALL TOP PLATES TOGETHER w/ 0.131x3 @ 8" O.C. STAGGERED. ROPPED 1EADER SYP1#2 HEADER, PERI PLANS WINDOW SILL SEE SC 1EDULE 3/SO.1 FO SILL SIZE AND CO NECTION EACH END W LL FRAMING AT DROPPED HEADER CONDITION 2x SPF DIAGONAL 13401<11G FASTENED w/ 3-0.1 "1 "x3" EA. END TYPICAL. SHEATHING MAY EXTEND 2" PAST BLOCKING— WINDOW ATTACHMENTS MUST ANCHOR INTO 2x MATERIAL. SOLE PLATE ANCHOR SCHEDULE HEAD OR SILL SHEARWALLS SPACING WAS SPED. ER PLATES SEE 3/8 40" KING & JACK -7" SCHEDULE /8 " 3'/2 " STUDS SEE PLAN 48" 24" 2x2x /8 " ROUGH OPN'G, SEE ARCH. 9/16 110 3x3x1,/4 „ (6)12d TOE NAILS 6„ 2X2„ 3„ 5/8 TOP & BOT. 3/4 "0 3x3x1/4 „ 7.5” 10" 2X2„ 3„ 2x_ SPF T&B w/ STEM A4 STEM 12d @ " O.C. KING & (TYP) JACKS POR PLAN = T SHEATHING Alw u CONT. AT Q GIRT/VERT SIMPSON LTP4 ON JOINT. INSIDE FACE, IF NO JACK STUD 2x SP RIPPED TO FIT ARCH. BOX BEAM BETWEEN WINDOWS DEPTH REQ'D. IN TWO STORY FRAMING SECTION A—A WINDOW HEAD AND SILL FRAMING SO.1 4'-0"\MIN. FULL HEIGHT ANCHOR, SEE PLAN FOR SIZE AND LOCATION 12" 1 X2„ r JG AT MAX. MIN. CONDITION FROM SOLE PLATE BREAK TYPICAL TOP PLATE NAILING: FASTEN ALL TOP PLATES TOGETHER w/ 0.131x3 @ 8" O.C. STAGGERED. ROPPED 1EADER SYP1#2 HEADER, PERI PLANS WINDOW SILL SEE SC 1EDULE 3/SO.1 FO SILL SIZE AND CO NECTION EACH END W LL FRAMING AT DROPPED HEADER CONDITION 2x SPF DIAGONAL 13401<11G FASTENED w/ 3-0.1 "1 "x3" EA. END TYPICAL. SHEATHING MAY EXTEND 2" PAST BLOCKING— WINDOW ATTACHMENTS MUST ANCHOR INTO 2x MATERIAL. SOLE PLATE ANCHOR SCHEDULE THREADED ROD 0 EXT. WALL SPACING SHEARWALLS SPACING WAS SPED. ER EMBEDMENT DEPTH EDGE DISTANCE 3/8 40" 16" 2x2x /8 " 3'/2 " 1 3/4" 1/2 48" 24" 2x2x /8 " 31/2 " 1 3/4" 5/8„0 9/16 110 3x3x1,/4 „ 6„ 6„ 2X2„ 3„ BOUNDARY OF SHEATHING EXAMPLE OF PANE EDGE w/ BLOCKIN WHERE REQUIRED E GENERAL NOTE NAIL SPACING A' SUPPORTED EDGES GENERAL NOTE`. EXAMPLE OF UNSUPPOF (UNBLOCKED) PANEL E (TYPIC NAILING TO INTERMEDI, SUPPORT IS 6" O.C. M (U IDA -FILM c`I Ir A TI IIA I/� JACK AND KING STUDS, SEE PLAN SOLE PLATE ANCH R: '/2 "0 x 6" LG (MIN 32" EMBED.) THREADED ROD ANCHOR DRILLED EPDXY w/2"O x g" PLATE WASHER, SEE SCHEDULE BELOW "4 SHEATHING NAILING DETAIL SO.1) SCALE: 3/4" 1'-0" WASHER DOUBLE TOP PLATE STEEL COUPLER (OPTIONAL, LOCATE AS NEEDED) FULL HEIGHT THREADED ROD SEE PLAN CTOR _AN FULL HEIGHT THREADED ROD SEE PLAN FLOOR FRAMING FOUNDATION, PER PLAN. EMBEDMENT DEPTH O FULL HEIGHT ANCHOR WALL SECTION SOLE PLATE PLAN T) DOUBLE FULL HT. TOP PLATE. ANCHOR WALL STUD OR POST. 9 AT SILL PLATE D __i I v I I Inl 141 FULL HT. ANCHOR ELEVATION 0 FULL HT. ANCHOR AT TOP PLATE FULL HEIGHT ANCHOR INSTALLATION CHART THREADED 0 © O EO FO ROD 0 WOOD PLATE HOLE CONCRETE HOLE WASHER SPEC. EMBEDMENT DEPTH EDGE DISTANCE 3/8 1/2 "w 1/2 "0 2x2x'/8 " 4" 4" 2„ 3" 1 /2 5/8„0 9/16 110 3x3x1,/4 „ 6„ 6„ 2X2„ 3„ 5/8 3/4„0 3/4 "0 3x3x1/4 „ 7.5” 10" 2X2„ 3„ MONO STEM MONO STEM THREADED ROD INSTALLATION CHART FULL HEIGHT WOOD FRAME WALL ANCHORING SYSTEM (3) ROWS 12d AT 12" O.C. EA. SIDE. 2 PLY BEAM. 2 PLY BEAMS 2x4 POST 2x4 MEMBERS: (1) ROW OF 10d NAILS @ 4" O.C. NOTES: 1. TYP. CONNECTION AT STUD COLUMNS, JACK—TO—KING ASSEMBLIES, CORNER POST, ETC. 2. SPECIFIED NAILING REQUIRED FOR EVERY PLY IN ADDITION TO (2) PLYS BUILT-UP MEMBER FASTENING LOCATE FULL HEIGHT ANCHOR ON SIDE OF CORNER WHERE UPPE TOP PLATE OVER LAI` STUD BELO LOWER TC PLATE AT BREA FULL HEIGHT ANCHORING SPECIFICATIONS ANCHORING SYSTEM: THE THREADED ROD ANCHORING SYSTEM SHALL CONSIST OF %"0 A307 THREADED RODS, ORIENTED VERTICALLY AND ATTACHED TO THE FOUNDATION AND TO THE UPPERMOST PLATE AT THE LOCATIONS INDICATED IN THESE DOCUMENTS. ABOVE TOP PLATE, PROVIDE A 2"x 2"x Y8" STEEL WASHER. FASTEN WITH A NUT AND ALLOW AT LEAST 3 THREADS TO EXTEND ABOVE TIGHTENED NUT. (TYP.) ROD INSTALLATION: AT ALL PLATE PENETRATIONS, PROVIDE A HOLE IN THE PLATE Y4" LARGER THAN THE DIAMETER OF THE THREADED ROD USED. WHILE SINGLE CONTINUOUS RODS ARE PREFERRED, COUPLER (SIMPSON CNW OR EQUAL) MAY BE USED IN CASES WHERE '', ONE CONTINUOUS ROD IS UNFEASIBLE. THE ROD SHALL BE INSTALLED APPROXIMATELY CENTERED IN HOLE. RODS MAY BE SLANTED FROM TRUE VERTICAL BY A MAXIMUM OF 2 INCHES IN 10 FEET TO AVOID ONFLICTS WITH FLOOR AND WALL FRAMING. THE N�T ABOVE THE UPPERMOST PLATE SHALL BE SECURED OVER THE WASHER TO A SNUG—TIGHT CONDITION PLUS ONE—HALF TURN OF A STANDARD WRENCH (APPROXIMATELY 30 FT.—LBS. OF TORQUE). DUE TO SHRINKAGE AND COMPRESSION OF BUILDING CONTRACTORS SHALL RE—TIGHTEN NUT TO 30 FT.—LBS. OF TORQUE AFTER ALL TRADES ARE COMPLETE AND PRIOR TO INSULATION. EPDXY ANCHORING: ALL THREADED RODS SHALL BE DRILLED & EPDXY ANCHORED. SEE INSTALLATION CHARTIFOR EMBEDMENT AND EDGE DISTANCE REQUIREMENTS 2x4 BLOCKING @24 O.C. FASTEN EACH END w/3 -10d TOENAILS P DOUBLE TOP PLATES ORTHOGONAL VIEW OF CORNER 4-10d COMMONS WALL INTERSECTION CONDITIONS FRAMED WALL CORNER AND INTERSECTIONS �TUDS CONFIGURATIONS I.OU Porltigo and Associates, Inc. i 20 Osceola Avenuc Jax Beach, Florida 32250 Ph. 2� 2-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 CORNER WALL INTERSECTION 1�>P � !•„�M R•BM„b9' � CONDITIONS n1 CONDITIONS NOTES: Q = 1. OVERLAP TOP PLATES AT CORNERS AND INTERSECTIONS 2. — DENOTES 3"x0.131" GUN NAILS @ 6" O.C. VERTICAL 3. O DENOTES FULL HEIGHT ANCHOR, SEE PLAN 4. DENOTES SOLE PLATE ANCHOR, SEE SCHEDULE 5. CONTRACTOR MAY CHOOSE EITHER OPTION WHERE MULTIPLE OPTIONS ARE SHOWN FRAMED WALL CORNER AND INTERSECTIONS �TUDS CONFIGURATIONS I.OU Porltigo and Associates, Inc. i 20 Osceola Avenuc Jax Beach, Florida 32250 Ph. 2� 2-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 REVISIONS DATE I FIELD ALTERATION CON TRACTOR SHALL CONTACT LOU PONITIGO 9 ASSOCIATES PRIOR TO MA I✓;ING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU POKIIGO 5 ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. R . ,," fjf*'p'y' LL 1�>P � !•„�M R•BM„b9' � n1 �:• NQ 74 :2'" c Q = N ~U STA Z O i. ��/%t71f6C1i"i1i1111�j�� Christopher I Sabuurin I'E FL PE#71461 REVISIONS DATE I FIELD ALTERATION CON TRACTOR SHALL CONTACT LOU PONITIGO 9 ASSOCIATES PRIOR TO MA I✓;ING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU POKIIGO 5 ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. TYPICAL DETAILS DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR ` CONTACT THE EO_R. I'LAN NAME COOK RENOVATION DES�GN/DRAWN/CHECKED CS / JMD /LAP DATE I 03/06/18 CONTROL NO. I -rn�uss ID. LI'A NO. VIRI-18-00061 SHEET S0.1 SHEET 2 OF 4 J LL n1 U Z Q Om ~U Z O J l� Q TYPICAL DETAILS DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR ` CONTACT THE EO_R. I'LAN NAME COOK RENOVATION DES�GN/DRAWN/CHECKED CS / JMD /LAP DATE I 03/06/18 CONTROL NO. I -rn�uss ID. LI'A NO. VIRI-18-00061 SHEET S0.1 SHEET 2 OF 4 SISTER 2x6 SYP#2 TO EACH EXISTING NEW EXISTING RAFTER w/ 1—ROW OF Od OF 4" O.C. (TYP.) SIM. TO EXISTINC ROOF RAFTER 2/SO.0 AND SHEATHING TO REMAIN AS IS i \ ° 7,7 0 I ° j SIMPSON H2.5T EA. RAFTER, (TYP) 2x4 SPF#2 WALL STUDS @ _ 16" O.C., SEE 1 /SO.1 FULL HEIGHT THREADED RODS, SEE PLAN FOR LOCATION AND 2/S0.170 FOR SPECIFICATIONS DRILL 4" AND EPDXY 1-#3x20" HORIZONTAL D WEL @ 36" O.C. (TYP) WALL SHEATHING, SEE SPECS ON S0.0 4" CONCRETE SLAB ON GRADE W/ 1.5 LB /CU.YD OF FIBERMESH OVER CONCRETE BONDING AGENT SEE TO 3/SO.0 SAWCUT, SEE 4/SO.0 e i REMO E EXISTING\/EXISTING REMOVE EXISTING �� �i� SLAB TO MAKE �/\/� SLAB MAY DRIVEWAY TO MAKE WAY OR NEW �1 ��REMAIN IF-/ WAY FOR NEW - FOOT! G NEEDED FOOTING '1 TYPICAL WALL SECTION SO.2 SCALE: 3/4" = 1'-0" ,"__31-0 x 5'-0" WINDOW EXISTING 2x6 ROOF RAFTERS CEMENT BOARD SIDING 1"x4" CEMENT BOARD TRIM EXISTING ROOF RAFTER AND SHEATHING TO REMAIN AS IS EXISTING CMU WALL TO REMAIN AS IS EXISTING CONCRETE SLAB AND MONOLITHIC FOOTING TO REMAIN AS IS 0 FOUNDATION SEE S1.0 2'-6" 10'-9" FRONT (NORTH) ELEVATION SCALE: 3/4" = 1'-0" I 00 4'- 0" 10'-9" C2� REAR (SOUTH) ELEVATION 3'-0 x 5'-0" WINDOW SCALE: 3/4" = 1'-0" 5'-0" 4 LEFT (EAST) ELEVATION SO.2 SCALE 3/4" = 1'-0" FOUNDATION SEE S1.0 19'-6" CEMENT BOARD SIDING EXISj ING 2x6 ROOF RAFtERS CEMENT BOARD SIDING 1"x4" CEMENT BOARD TRIM LOU Ponti-o and 11 Associates, Inc. 420 Osceola Avenue Jax, Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: �A # 8344 SC: CA# 3579 3'-0 x 5'-0" WINDOW FOUNDATION SEE S1.0 19'-6" CEMENT BOARD SIDING EXISj ING 2x6 ROOF RAFtERS CEMENT BOARD SIDING 1"x4" CEMENT BOARD TRIM LOU Ponti-o and 11 Associates, Inc. 420 Osceola Avenue Jax, Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: �A # 8344 SC: CA# 3579 REVISIONS DAT[ FIELD ALTERATION CON I RACTOR SHALL CONTACT LOU PONTIGO b ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE IN'T'ENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO b ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. oT' r1l U Z • Om ca No. 71 1 F__ a STATE 1� F - C h r l ifi+y„ �,�1�t� c� u r i n I' E FI_ 13[#71461 REVISIONS DAT[ FIELD ALTERATION CON I RACTOR SHALL CONTACT LOU PONTIGO b ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE IN'T'ENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO b ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. �ECTIONS AND ELEVATIONS DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS, IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE EO. R. PLAN NAME COOK RENOVATION DESIGN/DRAWN/CHECKED CS / JMD /LAP DATE 03/06/18 CONTROL NO. TRUSS ID. LPA NO, VIRI-18-00061 SHEET SO.2 SHEET 3 OF 4 oT' r1l U Z Q Om ry F__ oz J 1� F - Q �ECTIONS AND ELEVATIONS DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS, IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE EO. R. PLAN NAME COOK RENOVATION DESIGN/DRAWN/CHECKED CS / JMD /LAP DATE 03/06/18 CONTROL NO. TRUSS ID. LPA NO, VIRI-18-00061 SHEET SO.2 SHEET 3 OF 4 DRILL 6" AND EPDXY 2—#4x30" DOWELS FROM NEW TO EXISTING FOOTING (TYP. 2 PLACES) 2 S0.2 N 4" CONCRETE SLAB ON GRADE w/ 1.5 LBS/CU.YD OF FIBERMESH OVER CONCRETE BONDING AGENT 3 S0.0 1.4 J� a 4 aq - 4 ° S UT 4 — ---� —4- 4 4 4 4 4 a v �. 4 ° 1°. 4. w w la O .d Z N 4. 10'-0" CONTRACTOR VERI 3 V 4 S0.2 NO STRUCTURAL CHANGE IN THIS AREA EXISTING FOUNDATION 3 TO REMAIN AS IS S0.0 (TYP.) FOUNDATION PLAN SCALE: Y4"=1'-0" 1. THIS FOUNDATION PLAN ONLY CONVEYS STRUCTURAL INFO. RELATED TO THE FOUNDATION. FOR GENERAL FEATURES, DIMENSIONS, CONDUITS, ELECTRICAL EMBEDS, STEP HEIGHTS, ECT., SEE ARCH. PLAN. ARCHITECTURAL PLAN SHOWN HERE IN FOR REFERENCE ONLY. 2. FTGS. & FND. SHALL BE IN ACCORDANCE w/ LOCAL BUILDING CODES. 3. SOIL COMPACTION AND FILL SHALL BE COMPACTED TO A MIN. OF 95% MODIFIED PROCTOR IN ACCORDANCE WITH ASTM D 1557. EXISTING OUTLOOKE�RS FASTE DIRECTLY TO NEW RAKED � PER 1 /SO.0 (l ROOF SHEATHING SHALL REMAIN A`. IF AREA OF DAMAGE FOUND, RE PER SHEATHING SPIECS ON FASTEN EA. END 4 RAFTER SIMPSON H2.5T AND 2 - TOENAILS (T SISTER 2x6 SYP#2 TO E EXISTING RAFTER w/ 1—ROWS 10d OF 4" O.C. (T EXISTING ROOFI RAFTERS REMAIN A' EXISTING OUTLOOKERS FASTE DIRECTLY TO NEW BRAKED V� PER 111/S0.0 (T 2 S0.2 FASTEN P.T. END STUD TO EXISTING w/Y4"x3" TAPCON @ 8" 0. C. 2x4 SPF#2 @ 12" O.C. FU L HEIGHT RAKED WALL SW: 3/6\, \ (2) x6 _ SYMBOLS LEGEN[ DESIGNATES SHEARWALL. 3d @ j SW: 3 6 DESIGNATES 8d COMMONS @ 3" O.C. EDGE & 6" O.C. "IN THE MELD" I DESIGNATES THE HEADER SIZE, NUMBER (22x8-1/2 OF PLY'S & JACK/KING STUDS NEEDED FOR HEADER OPENING. ---- BEAM OR TRUSS, SEE PLAN "A307 DIAMETER THREADED ROD TERMINATES ABOVE DOUBLE TOP f,3 LATE, SEE 2/S0.1 STUD NOTES: 1) SPF DENOTES SPRUCE PINE FIR.. SYP DENOTES SOUTHERN YELLOW PINE. 2) USE SYP#2 FOR ALL TOP PLATES AND SOLE PLATES. 3) SEE 1/SO.1 FOR SOLE PLATE ANCHOR SCHEDULE FRAMING NOTES: 1) SEE SHEET S0.0 FOR ROOF AND WALL SHEATHING SPECIFICATIONS. 2) WHERE FRAMING MEMBERS CONSIST OF MULTIPLE PLIES (BEAMS, HEADER, AND STUDS) FASTEN PLIES TOGETHER PER DETAIL 5/SO.1 WINDOW SCHEDULE 0) 8"x32" HILITE BLK. ® 2'X4' SH WINDOW 3'x5' SH WINDOW 6' DOUBLE SWING (E) 2'-4" INT. DOOR (E) 2' DOUBLE BI—SWING OPEN INFORMATION SHOWN ON THESE DR WINGS REGARDING EXISTING CONDITIONS NO STRUCTURAL SOURCES AT THE TIME OF DESIGN INCLUDING ASSUMPTIONS BASED CHANGE IN THIS STRUCTURES. THE ACTUAL AS—BU T (2)2x4 FULL AREA IN THESE DRAWINGS. CONTRACTOR X © HEIGHT STUDS IONS AND NOTIFY ENGINEER IN WRITING BEFORE BEGINNING NEW CONSTRUC N EA. END, HANG DISCREPANCIES THAT MIGHT EXIST 13ETWEEN THESE DRAWINGS AND/OR w/ HUC26 SHALL REPAIR/REPLACE ANY DAMAGED EXISTING STRUCTURAL MEMBERS z 0 0 CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY d' AND OTHER SUCH ITEMS OR OTI-ER MEASURES NECESSARY TO PROTEC O X DURING CONSTRUCTION. SAFETY 0-- THE STRUCTURE AND PERSONNEL DUR I�G Co ONSIBILITY OF THE CONTRACTOR. X N N 1 S0.2 O a (2)2x4 FULL FASTEN P.T. END STUD TO EXISTING w/Y4"x3" TAPCON HEIGHT STUDS M @ 8" 0. C. EA. END, HANG } w/ HUC26 N FRAMING PLAN (2)2x6 SCALE: Y4"=1'-0" 2x4 SPF#2 @ 12" O.C. FULL HEIGHT RAKED WALL Q SYMBOLS LEGEN[ DESIGNATES SHEARWALL. 3d @ j SW: 3 6 DESIGNATES 8d COMMONS @ 3" O.C. EDGE & 6" O.C. "IN THE MELD" I DESIGNATES THE HEADER SIZE, NUMBER (22x8-1/2 OF PLY'S & JACK/KING STUDS NEEDED FOR HEADER OPENING. ---- BEAM OR TRUSS, SEE PLAN "A307 DIAMETER THREADED ROD TERMINATES ABOVE DOUBLE TOP f,3 LATE, SEE 2/S0.1 STUD NOTES: 1) SPF DENOTES SPRUCE PINE FIR.. SYP DENOTES SOUTHERN YELLOW PINE. 2) USE SYP#2 FOR ALL TOP PLATES AND SOLE PLATES. 3) SEE 1/SO.1 FOR SOLE PLATE ANCHOR SCHEDULE FRAMING NOTES: 1) SEE SHEET S0.0 FOR ROOF AND WALL SHEATHING SPECIFICATIONS. 2) WHERE FRAMING MEMBERS CONSIST OF MULTIPLE PLIES (BEAMS, HEADER, AND STUDS) FASTEN PLIES TOGETHER PER DETAIL 5/SO.1 WINDOW SCHEDULE 0) 8"x32" HILITE BLK. ® 2'X4' SH WINDOW 3'x5' SH WINDOW 6' DOUBLE SWING (E) 2'-4" INT. DOOR (E) 2' DOUBLE BI—SWING OPEN INFORMATION SHOWN ON THESE DR WINGS REGARDING EXISTING CONDITIONS HAVE BEEN OBTAINED BASED ON AVAILABLE SOURCES AT THE TIME OF DESIGN INCLUDING ASSUMPTIONS BASED ON EXPERIENCE WITH SIMILAR STRUCTURES. THE ACTUAL AS—BU LT CONDITION FOUND IN THE FIELD MAY VARY FROM INFORMATION INDICATEC IN THESE DRAWINGS. CONTRACTOR SHALL VERIFY ALL EXISTING CONDI IONS AND NOTIFY ENGINEER IN WRITING BEFORE BEGINNING NEW CONSTRUC ION OF ANY INTERFERENCES AND/OR DISCREPANCIES THAT MIGHT EXIST 13ETWEEN THESE DRAWINGS AND/OR ACTUAL FIELD CONDITIONS. CONTRACTOR SHALL REPAIR/REPLACE ANY DAMAGED EXISTING STRUCTURAL MEMBERS DISCOVERED DURING CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY BRACING/SHORING, TEMPORARY SUPPORTS AND OTHER SUCH ITEMS OR OTI-ER MEASURES NECESSARY TO PROTEC THE STRUCTURE AND ANY PERSONNEL DURING CONSTRUCTION. SAFETY 0-- THE STRUCTURE AND PERSONNEL DUR I�G CONSTRUCTION ARE THE SOLE RES ONSIBILITY OF THE CONTRACTOR. Lpu Pontigo and Associates, Inc. 420 Osceola Avenue Jax. Beach. Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: CA # 8344 SC: C:A# 3579 Christopher J Sabourin PE FL PE#71461 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO 8 ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCI"ION DOCUMENTS. ANY FIELD ALTERNA"TIONS MADE PRIOR TO BEING'IAPPROVED BY LOU PONTIGO 5 SOCIATES MAY RESULT IN A DITIONAL ENGINEERING OR INSPECTION FEES. J �C E N r: F . G S. ,— • No. 71 1 1 Cm ' $TATE F 0 IR 10 LLJ Om ~ Christopher J Sabourin PE FL PE#71461 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO 8 ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCI"ION DOCUMENTS. ANY FIELD ALTERNA"TIONS MADE PRIOR TO BEING'IAPPROVED BY LOU PONTIGO 5 SOCIATES MAY RESULT IN A DITIONAL ENGINEERING OR INSPECTION FEES. FOUNDATION, FIRAMING, ROOF PLAN DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARt HITECTURAL DRAWINGS OR CONTACT THE E.O.R. PLAN NAME COOK RENOVATION DESIGN/DRAWNiCHECKED OS / JMD /LAP DATE 03/06/18 CONTROL NO. TRUSS ID. LPA NO. VIRI-18-00061 SHEET S1.0 SHEET 4 OF 4 J LL 1 U z LLJ Om ~ 1711Z U O Q Ili J Q FOUNDATION, FIRAMING, ROOF PLAN DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARt HITECTURAL DRAWINGS OR CONTACT THE E.O.R. PLAN NAME COOK RENOVATION DESIGN/DRAWNiCHECKED OS / JMD /LAP DATE 03/06/18 CONTROL NO. TRUSS ID. LPA NO. VIRI-18-00061 SHEET S1.0 SHEET 4 OF 4