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560 SHERRY DR - ADDITION DRAWINGSGENERAL NOTES Et C SPECIFICATIONS . . . ....... DESIGN SPECIFICATIONS COMPONENTS 8c CLADDING WALL SHEATHING SPECIFICATIONS: FLEVEL CODE: ALLOWABLE DESIGN PRESSURES FLEXIBLE FINISH -MIN. 7/6 ", 24/16, APA RATED OSB OR PLYWOOD SHEATHING, FASTENED w/ 8d © 6" O.C. EDGE AND 6" O.C. FIELD. SHEATHING MAY BE ORIDA BUILDING CODE - RESID _ HORIZONTALLY OR VERTICALLY. FLEXIBLE FINISH WALLS INCLUDE: WOOD, CEMENT, OR VINYL SIDING, HARDI PANEL & BRICK. ALL OTHER WALL SHALL BE CONSIDERED BRITTLE FI I ALTERATION TRIBUTARY INTERIOR EDGE STRIP (PSF) INSTALLED HORIZ IS VOID ONE YEAR AFTER THE D TE OF THE ORIGINAL PLANS, AREA (sf} ZONE (PSF) 'a' - 4'-6" CONCRETE SPECIFICATIO- SIGNED IN ACCORDANCE WITH ACI 318-08, AND SHALL BE CONSTRUCTED IN ACCORDANCE WITH ACI 301. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI LESS PLANS HAVE BEEN REVIEWED R CODE COMPLIANCE. _ 7 +25 6 -34 2 ALL CONCRETE HAS BEEN DE 10 +25.6 27 AT 28 DAYS CONCRETE AT GARAGE AND PORCH SLABS SHALL HAVE A COMPRESSIVE STRENGTH OF 3000 PSI. DESIGN L LAND UNIFORM FLOOR FL ROOF 50 +22.9 -25.0 +22.9 -28.8 GENERAL NOTES: ROOF LOADING (cd=1.25) (cd=1.00) 20 psf 40 psf 100 +21.8 -23.9 +21.8 -2fi.fi I FOOTING AND FOUNDATIONS: IS TOP CHORD LIVE LOAD Pf ARCH SHINGLES) 10 psf FOOTINGS AND FOUNDATION S SHALL BE IN ACCORDANCE WITH LOCAL BUILDING CODES. FOOTING HAVE BEEN DESIGNED WITH A SOIL BEARING (DESIGN MAXIMUM) OF 2000 PSF. A SOILS INVESTIGATION REPORT 7 SUITABLE SUBSURFACE CONDITIONS. IF THE FOOTING ELEVATIONS SHOWN OCCUR IN A DISTURBED OR UNSTABLE SOIL, THE ENGINEER SHALL BE NOTIFIED. SOIL SHALL BE FR 0 TOP CHORD DEAD LOAD p ( RECOMMENDED TO VERIFY RD DEAD LOAD 20 psf (TILE SHINGLES) 10 psf ABOVE ARE ALLOWABLE WIND PRESSURE VALU S (ASD). THE 0 A MATERIAL AND COHESIVE (CLAY) SOILS. SOIL COMPACTION AND FILL SHALL BE COMPACTED TO A MIN. OF 95� MODIFIED PROCTOR IN ACCORDANCE WITH ASTM D 15 57. TOP CH p 0 psf THE VALUES ORGANIC BOTTOM CHORD LIVE LOAD 10 psf 5 psf ABOVE WIND PRESSURES HAVE BEEN REDUCE BY 0.60 AS ERMITTED BY LOAD f METHODOLOGY. NO FURTHER REDUCTION CONVEYS STRUCTURAL INFORMATION. FOR GENERAL FEATURES, CONDUITS, ELECTRICAL EMBEDS, STEP HEIGHTS, ETC., SEE ARCHITECTURAL PLANS. DO NOT SCALE FOOTING DIMENSIONS AND BOTTOM CHORD DEAD L 5 psf THE ALLOWABLE STRESS DESIGN FOUNDATION PLAN ONLY PLAN SHOWN ON 51.0. DO NOT DETERMINE FOOTING LOCATION BASED ON EITHER THE ARCHITECTURAL PLAN OR FRAMING PLAN, BUT BY DIMENSIONS PROVIDED ON FOUNDATION;= SHALL BE PERMITTED LOCATION FROM THE FOUNDATION DEFLECTION CRITERIA: PLAN. IF FOOTING SIZE OR LOCATION IS NOT DETERMINED ON PLAN THEN CONTACT ENGINEER OF RECORD (EOR) = � ROOF FRAMING: LIVE LOAD L/240 TOTAL LOAD L/180 COMPONENT & CLADDING WALL ELEMENTS SHALL BE DESIG ED FOR BOTH VE LOAD L 360 & TOTAL LOAD L/240 T E AND NEGATIVE PRESSURES SHOWN IN TABLE ABO�E. ENTERED IN SLAB ON GRADE. IN ALL CONTINUOUS FOOTINGS PROVIDE #3 FLOOR FRAMING: LI / POSITIVE UNLESS OTHERWISE NOTED ON DRAWINGS, MINIMUM CONCRETE COVER FOR REINFORCING SHALL BE 3" IN FOOTINGS AND MESH SHALL BE PROVIDE CONTINUITY OF REINFORCING AT INTERSECTIONS OF PERPENDICULAR CONCRETE ELEMENTS BY INSTALLING CORNER BARS, MINIMUM OF 40 BAR DIAMETERS INTO EACH WIND LOADING: LINEAR INTERPOLATION IS PERMISSIBLE. C� 48 O.C. OR ROD CHAIRS. SIGNED WITH A / 10 FOR WIND UPLIFT, TRUSSES SHALL BE DE SI ELEMENT. SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE 48 BAR DIAMETERS ASCE 7/ MIN. DEAD LOAD CONDITION OF 5 PSF TOP CHORD AND 5 PSF = PRESSURE AND MINUS = SUCTION. • PLUS TREATMENT FOR GRADE: „ SOIL TRE BOTTOM CHORD. REACTIONS CALCULATED FOR THE BEARING POINTS I CONCRETE SLABS ON GRA OF ROOF TRUSSES SHALL BE REDUCED. SPECIFICALLY, ATTIC F OVER MINIMUM 6 MIL POLYETHYLENE VAPOR RETARDER WITH JOINTS LAPPED 6 AND SEALED OVER CLEAN, COMPACTED EARTH OR FILL WITH APPROVED CHEMICAL LOADS SHALL BE MULTIPLIED DESIGN OF WINDOWS/DOORS FASTENING TO THE WALL FRA TING IS THE SHALL BE INSTALL LIVE LOADS COMBINED WITH ROOF LIVE RESPONSIBILITY OF THE WINDOW/DOOR MANUF./SUPPLIER acI SHALL MEET PREVENTION OF SUBTERRANEAN TERMITES. BY 0.75 WHEN COMBINED w/ DEAD LOAD. 7-10 THE ABOVE NOTED POSITIVE AND NEGATIVE PRESSURES. CRACKING CUT A 1" SAWCUT INTO SLAB IN A 12'x12' GRID WITHIN 12 HOURS OF CONCRETE PLACEMENT, PROVIDE SAWCUTS THROUGH OUT SLAB CALL EOR FOR ALTERNATIVE -------- ------ 130 MPH SAWCUTS: FOR CONTROLLED BASIC WIND SPEED (ASCE ) METHODS. ----- ----------------- 1.00 MEAN ROOF HEIGHT ------ IMPORTANCE FACTOR --_-------- EXISTING° -,k WOOD FRAMING SPECIFICATIONS: �--, a IN ACCORDANCE WITH NATIONAL DESIGN SPECIFICATIONS (NDS) FOR WOOD CONSTRUCTION, LATEST EDITION. ALL WOOD MEMBERS EXPOSED TO WEATHER OR IN CONTACT �--" -,IL- ALL WOOD FRAMING HAS BEEN DESIGNED --------------- EXISTING o i a LL BE PRESSURE -TREATED. IF, ACID OR NON -DOT BORATE PRESERVATIVE TREATMENT IS USED, ALL ATTACHED FASTENERS SHALL BE HOT DIPPED GALVANIZED. IF ACZA ROOF PITCH -- ; ----� WITH MASONRY, CONCRETE OR SOIL SHA BUILDING CATEGORY ------ PRESERVATIVE IS USED, ALL ATTACHED FASTENERS SHALL BE STAINLESS ST EEL EXPOSURE CATEGORY - - - - - - - - - -- ------- ENCLOSED - DENOTES EDGE STRIP. PRE-ENGINEERED WOOD TRUSSES: ---------- IN THE STATE WHERE PROJECT IS BEING BUILT AND SHALL COMPLY WITH NEPA, TPI, AND AITC 100. CONTRACTOR SHALL VERIFY THAT ADEQUATE TRUSS BEARING IS ENCLOSURE CLASSIFICATION o ;---- SEE C & C CHART ------------__ + 18 � SHALL BEAR THE SEAL OF AN ENGINEER TED IN THE TRUSS SHOP DRAWINGS. ALL TRUSS -TO -TRUSS CONNECTIONS AND TRUSS PROFILES ARE THE RESPONSIBILITY OF THE DELEGATED TRUSS ENGINEER. ALL INTERNAL PRESSURE COEFFICIENT ABOVE FOR a DIMENSION INSTALLED AT ALL TRUSSES AS INDICA BRACING PER 'COMMENTARY' AND RECOMMENDATION FOR HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES, HIB -91." AT MULTIPLE STRAP = TRUSSES SHALL HAVE TEMPORARY NAILING CONFLICTS THROUGH TRUSS. WHEN USING (2) STRAPS ON SINGLE PLY TRUSSES, PLACE STRAPS DIAGONALLY ACROSS DBL. TOP PLATE FROM EA. 0TH � � o CONNECTIONS, SPREAD STRAPS TO AVOID MATERIAL SPECFICATION WATERPROOFING: INSTALLATION OF ALL WATER PROOFING. a ; THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN/INSTALLATION HARDWARE AND ANCHORS: WITH !�__ Bc THREADED ROD: SHALL BE IN ACCORDANCE W PRE-ENGINEERED MISCELLANEOUS STRUCTURES: ANCHOR BOLTS OR ANY OTHER BUILDING APPENDAGES NOT SPECIFICALLY DETAILED HEREIN SHALL BE DESIGNED BY OTHERS AT THE EXPENSE OF THE CONTRACTOR, CONTRALTO 07 OR ASTM F 1554 GRADE 36. [NOT ACTUAL PLAN] �aa ANY EYEBROW, CANOPY, ALUMINUM COMPONENT ASTM A 3 MISCELLANEOUS ATTACHED STRUCTURES TO THE MAIN STRUCTURE INDICATING CONNECTION POINTS, REACTIONS AND FASTENER REQUIREMENTS PRIOR TO FABRICATION OF ACCORDANCE WITH ASTM A500 (GRADE B). SHALL SUBMIT SHOP DRAWINGS OF MISCE FLOOR WASHERS: SHALL BE IN CONSTRUCTION OF MAIN STRUCTURE. CONTRACTOR SHALL COORDINATE LOADING REQUIREMEN I�S WITH ANY OTHER PRE-ENGINEERED COMPONENT SUCH AS ROOF • SHALL BE IN ACCORDANCE WITH ASTM A 563 GRADE A HEX. MISCELLANEOUS STRUCTURE AND PRIOR TO NUTS. S WHICH ARE EXPOSED TO AND ROOF TRUSS ENGINEERING. METAL CONNECTORS: ALL METAL CONNECTOR EXTERIOR SHALL BE GALVANIZED.SCOPESERVICE RETROFIT REBAR/ROD INSTALLATION: EMBEDMENT OF RODS OR REBAR of DOWELS SHALL BE 12 BAR DIAMETER MINIMUM, HOLES SHALL BE /4 GER THAN REBAR SIX AND '/8" LARGER THAN THREADED ROD SIZE. MEANS AND METHODS: LL NOT HAVE CONTROL OR B � RESPONSIBLE LAR THE STRUCTURAL ENGINEER SHA (U.0.N.)FOR CONSTRUCTION MEANS, METHODS TECHNIQUES PROCEDU ES OR ANCHORING ADHESIVE: SHALL BE ONE OF THE FOLLOWING PRODUCTS SEQUENCES; FOR THE ACTS OR OMISSIONS OF THE CONTRACT R OR ANY (DUAL CARTRIDGE INSTALLATION ONLY): OTHER PERSONS PERFORMING THE WORK OR FOR THE FAILUR FOR ANY OF EPDXY: ITW RED HEAD A 7THEM TO CONSTRUCT THE WORK IN ACCORDANCE WITH THE C NTRACT REINFORCING STEEL: SHALL BE ASTM A615, GRADE 60. DOCUMENTS. STEEL: SHALL BE ASTM A992, GRADE 50. LL BE ASTM A185. • SHA ENGINEERING DESIGN RESPONSIBILITIES:I WELDED WIRE FABRIC (WWF). LIMITS ._F STRUCTURAL BER (LVL): ALL LAMINATED VENEER LUMBER E ITEMS SPECIFICALLY DESIGNED BY THE STRUCTURAL ENGI SEER ARE LAMINATED VENEER LUM (FO )LOWING DESIGN PROPERTIES - ELASTIC TH EXCEED THE TO THE FOLLOWING: BEAM DESIGN/WALL REMOVAL SP CIFICALLY SHALL MEET OR EX LIMITED i TED MODULUS (E)1,900ksi, BENDING STRESS (Fb) 2600psi REFERENCED ON PLAN, WALL FRAMING AND REQUIRED SHEATH LNG AND HEADERS DIRECTLY SUPPORTING ROOF FRAMING. ITEMS NOT D SIGNED PRE-ENGINEERED WOOD FLOOR AND ROOF TRUSSES, FLOOR F AMING NOT ED, TRUSS -TO -TRUSS CONNECTION, AND ANY SPECIFICALLY ADDRESS ARCHITECTURAL, MECHANICAL OR ELECTRICAL SYSTEM. SIMPSON CONNECTORS WOOD FASTENING S REDUCE PLAN LEGEND AND ABBREVIATIONS _ MEMBERS CONNECTION FASTENER INTERIOR LOAD BEARING WALL ® BUILT-UP POST IN THE WALL UPLIFT TYPE CONNECTOR SPF FASTENERS FL# CODL TOP PLATE TO TOP PLATE FACE NAIL 2 --GUN NAILS @ 12" STAG. SYP GABLE X -BRACE A35 450 450 12-8dx1'/2 " 10446,4 TOP PLATE, LAPS/INTERSECTION FACE NAIL ( -16d) 3 -GUN NAILS EARWALL. THE H6-1 /2 HEADER SIZE, JACK AND KING STUD 520 5-8d EA. END 11478,3 DESIGNATES SH H2.5T 600 DBL. TOP PLATE TO STUD FACE NAIL (-16d) 3 -GUN NAILS _____ HIDDEN LINE DESIGNATES SIDE OF 1147C.3 -------- WALL THE SHEARWALL SHEATHING H8 620 530 5-1Odx1'/2 EA. END RIM JOIST TO TOP PLATE TOE NAIL ( 'd Q 6") GUN NAIL © 6" SW TO BE APPLIED. 8d © 3/6 NAILING: 10454.3 TOE NAIL 8d DESIGNATES 8d COMMONS @ 3" MTS12 1000 860 7-10dx1'/2" EA. END CEILING JOIST TO TOP PLATE (�-) 5 -GUN NAILS i D 13872.3 8dC�?3 /6 O.C. EDGE & 6" O.C. "IN THE HTS20 1450 1245 24-10dx1 /2 EA. EN CEILING JOIST, OVER PARTITIONS FACE NAIL ( -164) 4 -GUN NAILS FIELD" MSTA24 1765 1270 9-10d EA. END 13872.4 CEILING JOIST TO RODE RAFTER FACE NAIL ( -164) 8 -GUN NAILS ADJ - ADJACENT LG - Long MSTA36 2050 1870 13-1Od EA. END 13872._,:'MANUF - Manufacture FOIST/TRUSS TO PLATE TOE NAIL (�-164) 3 -GUN NAILS BM - BEAM 18-16d TO TRUSS/BEAM BOT - BOTTOM MONO - Monolithic 3480 3080 11 3. 21 RAFTER TO PLATE TOE NAIL ( -8d) 3 -GUN NAILS BRG - BEARING OC - On Center HTT4 1-5/8"0 ROD TO FTG. CMU - CONCRETE MASONRY UNIT OSB - Oriented Strand Board JACK RAFTER TO HIP TOE NAIL (-104} 4 -GUN NAILS DBL - DOUBLE PERP - Perpendicular 32-16d TO TRUSS/BEAM ,14462 5250 4670 ROOF RAFTER TO 2x_ RIDGE BM. TOE NAIL ( -164) 3 -GUN NAILS DIA - DIAMETER PRE ENG - Pre Engineered HTT5 1-5/,"0 ROD TO FTG. PSF - Pounds per Square Foot EA - EACH 6-10d TO HEADER Z CONT. HEADER, TWO PIECES FACE NAIL 1 d© 16" O.C. Q EDGE EE - EACH END PSI - Pounds per Square Inch LUS28 930 780 106..5. i1.. EOR - ENGINEER OF RECORD PT - PRESSURE TREATED 4-104 TO JOIST CONT. HEADER TO STUD TOE NAIL ( -164) 4 -GUN NAILS EQ _ EQUAL QT - Quick Tie `E COPY k-164 4 -GUN NAILS - EXTERIOR REINF - Reinforce OFFIL; 14-164 TO HEADER 10531.36 STUD 10 SOLE PLATE TOE NAIL (� ) EXT HU410 905 785 FBC _ FLORIDA BUILDING CODE SF - Square Foot 6-16d TO JOIST SOLE PLATE TO JOIST/BLOCKING FACE NAIL (16d @ 16") GUN NAIL C� 8" FDN FOUNDATION SPF -Spruce Pine Fur 5 w 12-16d 10849.E FT - FOOT SYP - Southern Yellow Pine 2200 /8 ROD / ABU44 FTG FOOTING THRU - Through 5/s / "0 ROD w 12-16d 10849.6 NAIL SPECIFICATIONS HDR - HEADER TYP - Typical ABU66 2300 4 3"x0.131 "O = GUN NAILS 2"x0.113 O = RINK SHANK HORIZ - HORIZONTAL UON - Unless Otherwise Noted REVISION N A N/A SIMPSON EPDXY-TIE 115C6. �- �° 21/,%0.-31"0 = 8d POUNDS VERT - Vertical S� SET / 2 x0.113 b = 6dLBS „ WWF - Welded Wire Fabric BP# �� aEFCC)/ 10-16d TO STUD/BEAM/POST = 3'/ x0. 62 b = 164 11496.3 3%0.148"0 104 2 „ DATE 1675 1675 11/2 "x0.131 "o = 8dx11/2 LTT20� 1-'/2 "� ROD TO FTG. 1 �/2 "x0.148"9� = 104x1 i/2 SIGNED LSTA12 805 695 10-10d 13872:5 CS16 1705 1705 13-8d 10852.1 Lou Pontigo and Associates, Inc. 420 Osceola Avenue )ax. Beach, Florida 32250 ?h. 242-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 ✓ O_ Na. 53 ? S TA _ > . X_ O 1 C cS' X rrl rf!l dltl Si{llii 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 ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO & ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. DESIGN CRITERIA AND GENERAL NOTES L ALE DI�IENSiONSFROMINGS. IF A DIMENSION ISAR REFER TO THE TURAL DRAWINGS OR TACT THE E.Q.R. PLAN NAME RENOVATION DESIGN/DRAWN/CHECKED JWA / MJK /LAP DACE 09/19/18 SCALE AS NOTED LPA No. FAVR-18-00879 CONTROL IN SHEET S060 SHEET 1 of 3 J � W UL) Z L.Lj r)lLij m Lf) =LIJ U 0� �Z CD w Ln Q> � Q DESIGN CRITERIA AND GENERAL NOTES L ALE DI�IENSiONSFROMINGS. IF A DIMENSION ISAR REFER TO THE TURAL DRAWINGS OR TACT THE E.Q.R. PLAN NAME RENOVATION DESIGN/DRAWN/CHECKED JWA / MJK /LAP DACE 09/19/18 SCALE AS NOTED LPA No. FAVR-18-00879 CONTROL IN SHEET S060 SHEET 1 of 3 El EXISTING STRUCTURE TO REMAIN UNCHANGED U.O.N. LOCATE FOOTINGS DIRECTLY BELOW POSTS SUPPORTING BEAM ABOVE U IF NO FOOTING PRESENT. INSTALL 2' -0"x2' -0"x12" DEEP CONC. FOOTING w/ 3-#5 EA. WAY BOT. SEE 6/S2.0 (TYP) (2 -PLACES) 4S20) EXISTING REMAIN STRUCTURE TO UNCHANGED U.O.N. Uj CONTRACTOR VERIFY MIN. 12" DEEP CONC. FOOT�NG NEW TO EXISTING I FOOTING w/ 2- #5x30" DOWFI_S EPDXIED 6" MIh,�1. 4" CONCRETE SLAB w/ FIBERMESH © 1.5 LBS/CU.YD. OF CONCRETE OR 6x6 W1.4xW1.4 WWF ON 6MIL VAPOR BARRIER y IN PREPARED GRADE. �a FOUNDATION PLAN ,ALE: SYMBOLS LEGEND DESIGNATES THE HEADER SIZE, NUMBER (2)2x8-1/2 OF PLY'S & JACK/KING STUDS NEEDED FOR SUPPORT HEADER. -- BEAM OR TRUSS, SEE FLAN NEW LOAD BEARING EXTERIOR WALL 1 0 SIMPSON DTT2Z PER 4/S2.0 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.) FASTEN BOTTOM PLATE OF INTERIOR LOAD BEARING WALLS TO CONCRETE SLAB w/16d MASONRY CUT NAILS © 16" O.C. MINIMUM. NEW FRAMING PLAN SCALE: 1/4" = 1'-0" Lou Pontigo and Associates, Inc. 420 Osceola Avenue Jax. Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 F L: CA # 8344 SC: CA# 3579 PO i 0 S hT 'r��tt;it a itts�'•wtti. Luis A. PontiBo, PE FL PE#53311 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO 8 ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VAR`( FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO & ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. J FOUNDATION & NEW F RAMING PLAN L T SCALE DIMENSIONS FROMDRAWINGS. IF A DIMEN51ON ISNCLEAR REFER TO THEITECTURAL DRAWINGS OR CONTACT THE E.O.R. PLAN NAME RENOVATION DESIGN/DRAWN/CHECKED JWA / MJK /LAP DATE 09/19/18 SCALE AS NOTED LPA No. FAVR-18-00879 CONTROL No. SHEET sloo SHEET ���2OF 3 LL. Uj T.. Z Q ry m Lf) 7Uj U Lli r)1 (f) Z � CDQi Ln 4< LL FOUNDATION & NEW F RAMING PLAN L T SCALE DIMENSIONS FROMDRAWINGS. IF A DIMEN51ON ISNCLEAR REFER TO THEITECTURAL DRAWINGS OR CONTACT THE E.O.R. PLAN NAME RENOVATION DESIGN/DRAWN/CHECKED JWA / MJK /LAP DATE 09/19/18 SCALE AS NOTED LPA No. FAVR-18-00879 CONTROL No. SHEET sloo SHEET ���2OF 3 TYPICAL WALL FRAMING NOTES: 1. USE SPF#2 OR BETTER FOR ALL WALL STUDS.. 2. USE SYP #2 FOR ALL TOP PLATES AND SOLE PLATES. 3. USE SYP#2 FOR ALL TOP HEADERS 4. ALL WALLS SHALL BE BALLOON FRAMED FULL HEIGHT TO ROOF OR FLOOR BEARING ELEVATION, U.O.N. ON PLAN. 5.) FASTEN BOTTOM PLATE OF INTERIOR LOAD BEARING WALLS TO CONCRETE SLAB w/16d MASONRY CUT NAILS @ 16" O.C. MINIMUM. SEE FOUNDATION PLAN ADDITIONAL ANCHORS AT SHEARWALLS TYP. WALL SECTIONS -)CALE: 3/4" = 1'-0" SYP#2 DBL. TOP PLATE WALL SHEATHING rIOTES 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 ° "--2x4 MEMBERS: ° (1) ROW OF 10d (4) ROWS 12d NAILS C 4" O.C. AT 12" O.C. 2x6 MEI\,45ERS: EA. SIDE. °10d (2) ROW OF NAILS @ 4" O.C. (3) ROWS 12d STAGGERED AT 12" O.C. 2 PLY 3 PLY EA. SIDE. BEAM. BEAM. 2 Ar 3 PLY BEAMS 2x4 OR 2x6 POST �-- FASTEN EA. TRUSS TO NEW WALL FRAMING w/ H2.5T FASTEN TOP PLATE TO STUD w/ H2.5T @ 32" 0. C. BLOCKING AT ALL SHEATHING JOINTS: 2x4 FLAT WISE. FASTEN EACH END WITH 2-10d TOENAILS. ONLY REQUIRED AT SHEATHING JOINTS FOR EXTERIOR WALLS AND SHEARWALLS FASTEN STUD TO BOT. ITPLATE w/ H3 @ 32" O.C. SEE DETAIL 5/S2.0 F- I I I' i I I I I I L ---------J SINGLE STORY (3)ROWS OF 5" (3)ROWS OF 63/4" TRUSSL OK TRUSSLOK ENGINEERED WOOD ENGINEERED WOOD FASTENERS @ 24"o.c FASTENERS @ 24"o.c AS SHOWN AS SHOWN Y 4 -PLY 14" LVL AND GREATER BUILT-UP MEMBER FASTENING EXISTING SLAB POST AND HOLD DOWN, SEE PLAN #3x18" LONG DOWEL BARS EPDXIED 4" INTO EXISTING SLAB (2 EA FACE OF UEW FOOTING TO EXISTING SLAB) 3" MIN. FOOTING SIZE AND REBAR, SEE PLAN RETROFIT FOOTING DETAIL -INTERIOR SCALE: 3/4" = 1'-0" TYPICAL STUD NAILING: THREADED ROD 0 PLATE NAILING: 0.131 x3" END N ILS: TOE NAILS: (2) @ 2x4, @ 2x4, (3) @ 2x6, j @ 2x6, (4) @ 2x8. @ 2x8. 2x -BLOCKING ONL' REQUIRED IF SHEARWAL SIMPSON H2.5T OR LSTA12 STRAP FOLDED OVER TOP PLATE FASTEN LOWER STUD TO TALLER STUD w/ 2 -ROWS OF 10d COMS @ 12" 0. C. TYPICAL SOLE THREADED ROD 0 PLATE NAILING: MIN 2 PLY STUD 0.131x3" TOE NAILS: IN LIEU OF 2 STUDS (3) @ 2x4, 16" (4) @ 2x6, 1 3/4" (5) @ 2x8. TO SISTER A PT. SPF#2 SOLE PLATE--\ WALL PLATE CI 2 TYP. WALL SECTIONS S2.Oj SCALE: 3/4" = 1'-0" TYPICAL HEADER NAILING 0.131X3" TOE NAILS 2X6, 2x8 = (5) NAILS 2x10, 2x12 = (7) NAILS 9" LVL, 11" LVL = (7) NAILS 14" LVL, 16" LVL = (9) NAILS SYP#2 DBL. TOP PLATE RAISED HEADER --------- ARCHED TRANSOM OPTION SEE RIGHT WINDOW SILL SEE SCHEDULE 3/52.0 FOR SILL SIZE AND CONNECTION EACH END RAMING AT NGE CONDITION TYPICAL DOUBLE TOP PLATE SPLICE '-0" MIN. SPLICE LENGTH / (16) 0.131x3" NAILS EVENLY SPACED SYP#2 HEADER, PER PLAN I. FOUNDATION, SEE PLAN WALL FRAMING AT RAISED HEADER CONDITION HTT5 or HDU DTT2Z LTT20B 4 HOL�)DOWN ATTACHMENT DETAIL s2.o 4" CONCRETE SL BON GRADE W/ 1.5 LjBS/CU.YD OF. FIBERMESH OVER CONCRETE BONDING AGENT TYPICAL WALL FRAMING AND ANCHORAGE PER CONSTRUCTION SPECS. NEW 1 EXISTING Z e' d 0 o Z \TRIM EXISTING SLAB ""'AS NEEDED 12 (2)#5 CONT. 7 MONOLITHI EDGE FOOTING S2.0 SCALE: 3/4" = 1'-TI0" /DRILL 4" AND EPDXY 1-#3x16" HORIZONTAL DOWEL @ 36 OC (TYP) \ EXI STING FOOTING AND SLAB TO REMAIN AS IS 4'-0" MIN. TYPICAL TOP PLATE NAILING: FASTEN ALL TOP PLATES TOGETHER w/ (3) ROWS OF .131 x3 @ 12" O.C. STAGGERED. DROPPED HEADER SYP#2 HEADER, PER PLANS WINDOW SILL SEE SCHEDULE 3/S2.0 FOR SILL SIZE AND CONNECTION EACH END 8„ 1/ , 2 MAX. MIN. WALL FRAMING AT FROM SOLE DROPPED HEADER CONDITION PLATE BREAK FASTEN EXITING ROOF FRAMING TO NEW BEAM TOP PLATE w/ H3 SET STEEL BEAM DIRECTLY ON POST (NO PLATES) 2x6 SYP#2 PLATE RIPPED TO MATCH FLANGE WIDTH. FASTEN w/ 2 ROWS 3/8"O CARRIAGE BOLTS @ 12 O.C. STAGGERED. 4" FILLET WELD, EACH SIDE - It Y4"x3"x16" w/ (4) 3/8Ox3.75" LAG SCREW. (PRE -DRILL HOLES) (TYP) ARCHED TRANSOM OPTION: 2x SPF DIAGONAL BLOCKING FASTENED w/ 3-0.131 "x3" EA. END TYPICAL. SHEATHING MAY EXTEND 2" PAST BLOCKING- WINDOW ATTACHMENTS MUST ANCHOR INTO 2x MATERIAL. JACK AND KING STUDS, SEE PLAN SOLE PLATE ANCHOR: 1/2 "0 x 6" LG (MIN 3�" EMBED.) THREADED ROD ANCHOR DRILLED & EPDXY w/2"O x" PLATE WASHER, SEE SCHEDULE BELOW AT TWO STORY CONDITIONS, PROVIDE SOLID BLOCKING WITHIN FLOOR SYSTEM AT ALL UPPER LEVEL POSTS &JACK STUDS BUILDER MAY CHOOSE EITHER THE DROPPED HEADER CONDITION OR RAISED HEADER CONDITION SOLE PLATE ANCHOR SCHEDULE THREADED ROD 0 MIN 2 PLY STUD MIN 2 PLY STUD WASHER SPEC. EMBEDMENT DEPTH IN LIEU OF 2 STUDS IN LIEU OF 2 STUDS 40" 16" ITS ACCEPTABLE ITS ACCEPTABLE 1 3/4" 1/2 TO SISTER A TO SISTER A MIN 12 PLY 36" LONG STUD 36" LONG STUD STU b FASTEN w/12- FASTEN�� w/12- N/A LLJ > 0.131X3 GUN 0.131x3 GUN NAILS SIMPSON HTT5 OR ° ° o NAILS HDU5. FASTEN o° 26-10d COMONS o ° I ° °o SIMPSON DTT2Z °° °° W 8- Y4 X1 Y2" r °° SDS SCREWS ,° ° o° \_ SIMPSON °° ° ° o LTT20B ° 0 0 ° ° Y2" THREADED ROD o ° ° ° EPDXIED 4" MIN OR /8" THREADED I -yo--) Y2x6" TITEN HD ° ROD 7.5' EPDXIED MIN ° ° ° Y2" THREADED ROD EPDXIED 4" MIN OR �r/1/2x6" TITEN HD HTT5 or HDU DTT2Z LTT20B 4 HOL�)DOWN ATTACHMENT DETAIL s2.o 4" CONCRETE SL BON GRADE W/ 1.5 LjBS/CU.YD OF. FIBERMESH OVER CONCRETE BONDING AGENT TYPICAL WALL FRAMING AND ANCHORAGE PER CONSTRUCTION SPECS. NEW 1 EXISTING Z e' d 0 o Z \TRIM EXISTING SLAB ""'AS NEEDED 12 (2)#5 CONT. 7 MONOLITHI EDGE FOOTING S2.0 SCALE: 3/4" = 1'-TI0" /DRILL 4" AND EPDXY 1-#3x16" HORIZONTAL DOWEL @ 36 OC (TYP) \ EXI STING FOOTING AND SLAB TO REMAIN AS IS 4'-0" MIN. TYPICAL TOP PLATE NAILING: FASTEN ALL TOP PLATES TOGETHER w/ (3) ROWS OF .131 x3 @ 12" O.C. STAGGERED. DROPPED HEADER SYP#2 HEADER, PER PLANS WINDOW SILL SEE SCHEDULE 3/S2.0 FOR SILL SIZE AND CONNECTION EACH END 8„ 1/ , 2 MAX. MIN. WALL FRAMING AT FROM SOLE DROPPED HEADER CONDITION PLATE BREAK FASTEN EXITING ROOF FRAMING TO NEW BEAM TOP PLATE w/ H3 SET STEEL BEAM DIRECTLY ON POST (NO PLATES) 2x6 SYP#2 PLATE RIPPED TO MATCH FLANGE WIDTH. FASTEN w/ 2 ROWS 3/8"O CARRIAGE BOLTS @ 12 O.C. STAGGERED. 4" FILLET WELD, EACH SIDE - It Y4"x3"x16" w/ (4) 3/8Ox3.75" LAG SCREW. (PRE -DRILL HOLES) (TYP) ARCHED TRANSOM OPTION: 2x SPF DIAGONAL BLOCKING FASTENED w/ 3-0.131 "x3" EA. END TYPICAL. SHEATHING MAY EXTEND 2" PAST BLOCKING- WINDOW ATTACHMENTS MUST ANCHOR INTO 2x MATERIAL. JACK AND KING STUDS, SEE PLAN SOLE PLATE ANCHOR: 1/2 "0 x 6" LG (MIN 3�" EMBED.) THREADED ROD ANCHOR DRILLED & EPDXY w/2"O x" PLATE WASHER, SEE SCHEDULE BELOW AT TWO STORY CONDITIONS, PROVIDE SOLID BLOCKING WITHIN FLOOR SYSTEM AT ALL UPPER LEVEL POSTS &JACK STUDS BUILDER MAY CHOOSE EITHER THE DROPPED HEADER CONDITION OR RAISED HEADER CONDITION SOLE PLATE ANCHOR SCHEDULE THREADED ROD 0 EXT. WALL SPACING SHEARWALLS SPACING WASHER SPEC. EMBEDMENT DEPTH EDGE DISTANCE 3/8 40" 16" 2x2x'/8" 31/2" 1 3/4" 1/2 48" 24" 2x2x'/8 " 31/2 " 1 3/4" MASA 48" 24" N/A N/A N/A STEEL BEAM, SEE PLAN FILLET WELD, EACH SIDE It Y4"x3"x16" w/ (4 3/8OX3.75 LAG SCREW (TYP BUILT UP POST WITHIP BEARING WALL, SEE PLAT BUILT UP POST WITHIN BEARING WALL, SEE PLAN . . A r. r- A r-1 1 \ I FASTEN EXISTING KING POST TO NEW STEEL BEAM w/ LTT20B w/ 3/4" BOLT PRE -DRILL HOLE STEEL BEAM PER PLAN KING POST TO BEAM DETAIL SCALE: 3/4" = 1'-0" EXISTING ROOF TRUSS l I I WALL TO BE REMOVED I I 9 SECTION S2.0 SCALE: 3/4" = 1'-0" H3 CLIP 2x6 SYP#2 PLATE RIPPED TO MATCH FLANGE WIDTH. FASTEN w/ 2 ROWS 3/8"0 CARRIAGE BOLTS @ 12" O.C. STAGGERED. Lou Pontigo and Associates, Inc. 420 Osceola Avenue )ax. Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 ,SFr*rrrreerrJ// i\\lett' P 61 E .0 ~ 31 IgEO R C Al 1. Luis Luis A. PontiBo, PE FL PE#53311 REVISIONS DATE FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO 8 ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS, ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO & ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. J NEW FRAMING PLAN & DETAILS DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS, IF A DIMENSION I5 UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. —-) PLAN NAME RENOVATION DESIGN/DRAWN/CH ECKED JWA / MJK / LAP DATE 09/19/18 SCALE AS NOTED LPA No. FAVR-18-00879 CONTROL No. SHEET SHEET 3 OF 3 T. w C) �m>7 = U� Uj Lf) Z LLJ > D LnQ� NEW FRAMING PLAN & DETAILS DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS, IF A DIMENSION I5 UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. —-) PLAN NAME RENOVATION DESIGN/DRAWN/CH ECKED JWA / MJK / LAP DATE 09/19/18 SCALE AS NOTED LPA No. FAVR-18-00879 CONTROL No. SHEET SHEET 3 OF 3 DESIGN SPECIFICATIONS GENERAL NOTES Et CONSTIRUCTION SPECIFICATIONS DESIGN CODE: 2017 FLORIDA BUILDING CODE - RESIDENTIAL DESIGN IS VOID ONE YEAR AFTER THE DATE OF THE ORIGINAL PLANS, UNLESS PLANS HAVE BEEN REVIEWED FOR CODE COMPLIANCE. DESIGN LOADS: ACTUAL AND UNIFORM ROOF FLOOR ROOF LOADING (cd=1.25) (cd=1.00) TOP CHORD LIVE LOAD 20 psf 40 psf COMPONENTS & CLADDING ALLOWABLE DESIGN PRESSURES TRIBUTARY AREA (sf) INTERIOR EDGE STRIP (PSF): ZONE (PSF) 'a' = 4'-6" 10 +25.6 -27.7 +25.6 -34.2 50 +22.9 -25.0 +22.9 -28.8 100 +21.8 -23.9 +21.8 -26.6 URBED WALL SHEATHING SPECIFICATIONS: FLEXIBLE FINISH -MIN. 7/16 ", 24/16, APA RATED OSB OR PLYWOOD SHEATHING, FASTENED w/ 8d © 6" O.C. EDGE AND 6" O.C. FIELD. SHEATHING MAY BE PANEL & BRICK. ALL OTHER WALL SHALL BE CONSIDERED BRITTLE FINISH. CEMENT OR VINYL SIDING, HARDI INSTALLED HORIZONTALLY OR VERTICALLY. FLEXIBLE FINISH WALLS INCLUDE: WOOD, , NS: STRENGTH OF 2500 PSI CONCRETE SPECIFICATIONS: TE SHALL HAVE A MINIMUM COMPRESSIVE IN ACCORDANCE WITH ACI 318-08, AND SHALL BE CONSTRUCTED IN ACCORDANCE WITH ACI 301. ALL CONCRETE ALL CONCRETE HAS BEEN DESIGNED AT 28 DAYS CONCRETE AT GARAGE AND PORCH SLABS SHALL HAVE A COMPRESSIVE STRENGTH OF 3000 PSI. GENERAL NOTES: FOOTING AND FOUNDATIONS: AXIMUM OF 2000 PSF. A SOILS INVESTIGATION REPORT IS WITH LOCAL BUILDING CODES. FOOTING HAVE BEEN DESIGNED .WITH A SOIL BEARING. (DESIGN MAXIMUM) ND FOUNDATIONS SHALL BE IN ACCORDANCE FOOTING A SHALL BE NOTIFIED. SOIL SHALL BE FREE OF F OR UNSTABLE SOIL THE ENGINEER Lou Pont>go and Associates, Inc. 420 Osceola Avenue )ax. Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 TOP CHORD DEAD LOAD 7 psf (ARCH SHINGLES) I psf RECOMMENDED TO VERIFY SUITABLE SUBSURFACE CONDITIONS. IF THE FOOTING ELEVATIONS SHOWN OCCUR IN ADI LOAD psf TILE SHINGLES P RE VALUES AS THE TOP CHORD DEAD L 20 p ( ) THE VALUES ABOVE ARE ALLOWABLE WIND PRESSURE (ASD). ORGANIC MATERIAL AND COHESIVE (CLAY) SOILS. SOIL COMPACTION AND FILL SHALL BE COMPACTED TO A MIN. OF 95% MODIFIED PROCTOR IN ACCORDANCE WITH ASTM D 1557. BOTTOM CHORD LIVE LOAD 10 psf 0 psf p 5 psf ABOVE WIND PRESSURES HAVE BEEN REDUCE BY 0.60 AS PERMITTED BY LOAD 0 FURTHER REDUCTION R GENERAL FEATURES, CONDUITS, ELECTRICAL EMBEDS, STEP HEIGHTS, ETC., SEE ARCHITECTURAL PLANS. DO NOT SCALE FOOTING DIMENSIONS AND DEAD D psf Y. N ION . F O ````�`���,,P "P'0���'��4 BOTTOM CHORD D 5 p THE ALLOWABLE STRESS DESIGN METHODOLOG FOUNDATION PLAN ONLY CONVEYS STRUCTURAL INFORMAT00 BE PERMITTED FOUNDATION PLAN SHOWN ON S1.0. DO NOT DETERMINE FOOTING LOCATION BASED ON EITHER THE ARCHITECTURAL PLAN OR FRAMING PLAN, BUT BY DIMENSIONS PROVIDED ON FOUNDATION �� DEFLECTION CRITERIA: SHAL LOCATION FROM THE `v ••' �, CE DOTING SIZE OR LOCATION IS NOT DETERMINED ON PLAN THEN CONTACT ENGINEER OF RECORD (EOR) ROOF FRAMING: LIVE LOAD L/240 TOTAL LOAD L/180 COMPONENT & CLADDIN(; WALL ELEMENTS SHALL BE DESIGNED FOR BOTH PLAN. IF MING: LIVE LOAD L/360 8c TOTAL LOAD L/240 OSITIVE AND NEGATIVE PRESSURES SHOWN IN TABLE ABOVE. TERED IN SLAB ON GRADE. IN ALL CONTINUOUS FOOTINGS PROVIDE #3 No 311 FLOOR FRA P S MINIMUM CONCRETE COVER FOR REINFORCING SHALL BE 3 IN FOOTINGS AND MESH SHALL BE CEN UNLESS OTHERWISE NOTED ON DRAWING " PR`�VIDE CONTINUITY OF REINFORCING AT INTERSECTIONS OF PERPENDICULAR CONCRETE ELE=MENTS BY INSTALLING CORNER BARS, MINIMUM OF 40 BAR DIAMETERS INTO EACH WIND LOADING: LINEAR INTERPOLATION I -S PERMISSIBLE. C� 48 O.C. OR ROD CHAIRS. '•. STATE F [� WIND UPLIFT, TRUSSES SHALL BE DESIGNED WITH A ELEMENT. SPLICES IN REINFORCIrIG, WHERE PERMITTED, SHALL BE 48 BAR DIAMETERS ASCE 7 10 FOR --,G'�` • � a�?� ��� K ,� MIN. DEAD LOAD CONDITION OF 5 PSF TOP CHORD AND 5 PSF = AND US = SUCTION.Al • US PRESSURE MIN �`fi`S�%C� PL BOTTOM CHORD. REACTIONS CALCULATED FOR THE BEARING POINTS CONCRETE SLABS ON GRADE: ED. SPECIFICALLY, ATTIC FLOOR 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 OF ROOF TRUSSES SHALL BE REDUCED. °`" v OF WINDOWS DOORS FASTENING TO THE WALL FRAMING IS THE SHALL BE INSTALLED LIVE LOADS COMBINED WITH ROOF LIVE LOADS SHALL BE MULTIPLIED DESIGN / PREVENTION OF SUBTERRANEAN TERMITES. Luis A. Pontigo, P E 75 WHEN COMBINED w/ DEAD LOAD. RESPnNSIBILITY OF THE WINDOW/DOOR MANUF./SUPPLIER & SHAL F MEET F L P E#53311 BY 0. _ THE ABOVE NOTED POSITIVE AND NEGATIVE PRESSURES. _ CONTROLLED CRACKING CUT A 1" SAWCUT INTO SLAB IN A 12'x12' GRID WITHIN 12 HOURS OF CONCRETE PLACEMENT, PROVIDE SAWCUTS THROUGH OUT SLAB CALL EOR FOR ALTERNATIVE ____-____--- 130 MPH SAWCUTS: FOR REVISIONS DATE BASIC WIND SPEED (ASCE 7-10) IMPORTANCE FACTOR ---------------- - 1.00 METHODS. IMP a a ----------- -------- EXISTING-k.--,�-,�--,� MEAN ROOF HEIGHT ---- WOOD FRAMING SPECIFICATIONS: ______________ �---- �--' a I N DESIGNED IN ACCORDANCE WITH NATIONAL DESIGN SPECIFICATIONS (NDS) FOR WOOD CONSTRUCTION, LATEST EDITION. ALL WOOD MEMBERS EXPOSED TO WEATHER OR IN CONTACT ROOF PITCHZA -------------- EXISTING a- ALL WOOD FRAMING HAS BEEN � TE OR SOIL SHALL BE PRESSURE -TREATED. IF, ACQ OR NON -DOT BORATE PRESERVATIVE TREATMENT IS USED, ALL ATTACHED FASTENERS SHALL BE HOT DIPPED GALVANIZED. IF AC ----; WITH MASONRY, CONCRETE BUILDING CATEGORY ----- PRESERVATIVE IS USED, ALL ATTACHED FASTENERS SHALL BE STAINLESS STEEL. EXPOSURE CATEGORY - - - - - - - - - - - - - - - - C -----------------ENCLOSED- DENOTES EDGE STRIP. PRE-ENGINEERED WOOD TRUSSES: ENCLOSURE CLASSIFICATION_ AND AITC 100. CONTRACTOR SHALL VERIFY THAT ADEQUATE TRUSS BEARING IS ____________ o �--- SEE C 8c C CHART SHALL BEAR THE SEAL OF AN ENGINEER IN THE STATE WHERE PROJECT IS BEING BUILT AND SHALL COMPLY WITH NEPA, , + ALL TRUSS -TO -TRUSS CONNECTIONS AND TRUSS PROFILES ARE HE RESPONSIBILITY OF THE DELEGATED TRUSS ENGINEER. ALL INTERNAL PRESSURE COEFFICIENT -- _ 18 ABOVE FOR 'a' DIMENSION INSTALLED AT ALL TRUSSES AS INDICATED IN THE TRUSS SHOP DRAWINGS. =FIELD ALTERATION TRUSSES SHALL HAVE TEMPORARY BRACING PER 'COMMENTARY' AND RECOMMENDATION FOR HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES, HIB -91." AT MULTIPLE STRAP VOID NAILING CONFLICTS THROUGH TRUSS. WHEN USING (2) STRAPS ON SINGLE PLY TRUSSES, PLACES APS DIAGONALLY ACROSS DBL. TOP PLATE FROM EA. OTHER. CPONTIGO Et ONTRACTORSOCIATEHALL PRIORTOU I � o CONNECTIONS, SPREAD STRAPS TO A MODIFCATIONSWHICHMAYOVARY D '�-� FROM T EMAKING RIN ENT OF THNY E ORI INAL MATERIAL SPECIFICATIONS WATERPROOFING: CONSTRUCTION DOCUMENTS, ANY ORTO THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN/INSTALLATION OF ALL WATER PROOFING. FIELDALTER VEDBYLOUPONATIONS MADE IGO8 ASSOCIATES MAY RESULT IN BEING APPROVED BY LOU PUNTIGO & D i p ADDITIONAL ENGINEERING OR HARDWARE AND ANCHORS: ��__ ��! BOLTS & THREADED ROD: SHALL BE IN ACCORDANCE WITH PRE-ENGINEERED MISCELLANEOUS STRUCTURES: INSPECTION FEES. ANCHOR BO -- NUM COMPONENT OR ANY OTHER BUILDING APPENDAGES NOT SPECIFICALLY DETAILED HEREIN SHALL BE DESIGftlED BY OTHERS AT THE EXPENSE OF THE CONTRACTOR. CONTRALTO ASTM A 307 OR ASTM F 1554 GRADE 36 [NOT ACTUAL PLAN �a� a ANY EYEBROW, CANOPY, ALUMI WASHERS. SHALL BE IN ACCORDANCE WITH DINTS REACI�JONS AND FASTENER REQUIREMENTS PRIOR TO FABRICATION OF ASTM A500 GRADE B). SHALL SUBMIT SHOP DRAWINGS OF MISCELLANEOUS ATTACHED STRUCTURES TO THE MAIN STRUCTURE INDICATING CONNECTION POINTS, NUTS: SHALL BE IN ACCORDANCE WITH ASTM A 563 GRADE A HEX. MISCELLANEOUS STRUCTURE AND PRIOR TO CONSTRUCTION OF MAIN STRUCTURE. CONTRACTOR SHALL COORDINATE LOADING REQUIREMENTS WITH ANY OTHER PRE-ENGINEERED COMPONENT SUCH AS ROOF FLOOR ARE EXPOSED TO AND ROOF TRUSS ENGINEERING. METAL CONNECTORS: ALL METAL CONNECTORS WHICH EXTERIOR SHALL BE GALVANIZED. r RETROFIT REBAR/ROD INSTALLATION: EMBEDMENT OF RODS OR REBAR SCOPE OF SERVICE DOWELS SHALL BE 12 BAR DIAMETER MINIMUM, HOLES SHALL BE 1/4" R THAN REBAR SIX AND 1/g" LARGER THAN THREADED ROD SIZE. MEANS AND METHODS: NTROL OR BE RESP NSIBLE LARGE THE STRUCTURAL ENGINEER SHALL NOT HAVE CO (U.0.N.)FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, PROCEDURES, 0 ANCHORING ADHESIVE: SHALL BE ONSc OF THE FOLLOWING PRODUCTS SEQUENCES; FOR THE ACTS OR OMISSIONS OF THE CONTRACTOR OR ZANY LL INSTALLATION ONLY): K OR FOR THE FAILURE FOR NY OF (DUAL CARTRIDGE IN ) OTHER PERSONS PERFORMING THE WOR EPDXY: ITW RED HEAD A7 THEM T: CONSTRUCT THE WORK IN ACCORDANCE WITH THE CONTRA IT r1l at& U REINFORCING STEEL: SHALL BE ASTM A615, GRADE 60. DOCUMEi,, rS. 7 Z STRUCTURAL STEEL. SH • ALL BE ASTM A992, GRADE 50. ASTM A185. SIGN RESPONSIBILITIES: WELDED WIRE FABRIC (WWF): SHALL BE LIMITS OF STRUCTURAL ENGINEERING DE � t ' LAMINATED VENEER LUMBER (LVL): ALL LAMINATED VENEER LUMBER THE ITEIV�S SPECIFICALLY DESIGNED BY THE STRUCTURAL ENGINEER A �E L.� ) 0 SHALL MEET OP EXCEED THE FOLLOWING DESIGN PROPERTIES - ELASTIC LIMITED T THE FOLLOWING: BEAM DESIGN/WALL REMOVAL SPECIFICA SLY >= 0 MODULUS (E)1,'I00ksi, BENDING STRESS (Fb) 2600psi REFERENCED ON PLAN, WALL FRAMING AND REQUIRED SHEATHING ANP HEADERS, DIRECTLY SUPPORTING ROOF FRAMING. ITEMS NOT DESIGNEEW PRE-ENGINEERED WOOD FLOOR AND ROOF TRUSSES, FLOOR FRAMING NOT V) SPECIFICALLY ADDRESSED, TRUSS -TO -TRUSS CONNECTION, AND ANY W ARCHITECTURAL, L MECHANICAL OR ELECTRICAL SYSTEM. W U Z - �- v� In nI o Zw Ln �- L.L � SIMPSON CONNECTORS WOOD FASTENING SCH DULE PLAN LEGEND AND ABBREVIATIONS MEMBERS CONNECTION FASTENER INTERIOR LOAD BEARING WALL ® BUILT-UP POST IN THE WALL UPLIFT TYPE CONNECTOR FASTENERS FL# CODE N SYP SPF TOP PLATE TO TOP PLATE FACE NAIL 2 -GUN ILS @ 12" STAG. GABLE X -BRACE DESIGN 35 450 450 12-8dx11/2 10446.4 PLATE LAPS INTERSECTION FACE NAIL (2-16d) ��-GUN NAILS HEADER SIZE, JACK AND KING STUD A TOP / H6-1 /2 DESIGNATES SHEARWALL. THE QUANTITY. CRITERIA H2.5T 600 520 5-8d EA. END 11478.3 DBL. TOP PLATE TO STUD FACE NAIL (2-16d) -GUN NAILS ______ HIDDEN LINE DESIGNATES SIDE OF 1 11470.3 >> --- WALL THE SHEARWALL SHEATHING AND Hg 620 530 5-10dx1 /2 EA. END RIM JOIST TO TOP PLATE TOE NAIL (8d C� 6 GUN NAIL C� 6 SWTO BE � 456.3 NAILING:, DESIGNATES APPLIED.8d COMM�ONS6© 3" 1000 860 7-10dx1 /2 EA. END 10 TOP PLATE- TOE NAIL (3-8d) 5 GUN NAILS 8d©3 /6 GENERAL MTS12 CEILING JOIST TO - dx1 � EA. END 13872.3O.C. EDGE & E O.C. IN THE HTS20 1450 1245 24 10 /2 CEILING JOIST, OVER PARTITIONS FACE NAIL (3-16d) -GUN NAILS FIELD" NOTES MSTA24 1765 1270 9-10d EA. END 13872.4 CEILING JOIST TO ROOF RAFTER FACE NAIL (6-16d) -GUN NAILS ADJ - ADJACENT LG - Long MSTA36 2050 1870 13-10d EA. END 13872.8 MANUF - Manufacture JOIST TRUSS TO PLATE TOE NAIL (2-16d) -GUN NAILS BM _BEAM Do NOT DRAWINGS. DIMENSIONS FROM 18-16d TO TRUSS BEAM / BOT BOTTOM MONO - Monolithic THESE DRAWINGS. IFA DIMENSION IS TRUSS/BEAM TOE NAIL (3-8d) 3 GUN NAILS UNCLEAR REFER WTHE HTT4 3480 3080 RAFTER TO PLATE � BRG - BEARING OC - On Center FTG. _ MASONRY UNIT OSB - Oriented Strand Board ARCHITECTURAL DRAWINGS OR 1-5/8"0 ROD TO CMU CONCRETE MAS -- - d -GUN NAILS CONTACT THE E.O.R. -­""') 32-16d TO TRUSS/BEAM JACK RAFTER TO HIP TOE NAIL (3 10 ) DBL - DOUBLE PERP - Perpendicular 11496.2 - -GUN NAILS DIA - DIAMETER PRE ENG Pre Engineered PLAN NAME HTT5 5250 4670 ROOF RAFTER TO 2x_ RIDGE BM. TOE NAIL (2 16d) 1-5/8 "� ROD TO FTG. EA - EACH PSF - Pounds per Square Foot RENOVATION 6-10d TO HEADER 10655.113 CONT. HEADER, TWO PIECES FACE NAIL 16d@16" O.C. © EDGE EE - EACH END PSI - Pounds per Square Inch SEs WA / MJK /LA ch�� g 930 780 TOE NAIL 3-16d -GUN NAILS EOR - ENGINEER OF RECORD PT _ PRESSURE TREATED JwA / MJK /LAP LUS2 4-10d TO JOIST CONT. HEADER TO STUD ( ) EQ - EQUAL QT Quick Tie SATE 14-16d TO HEADER STUD TO SOLE PLATE TOE NAIL (3-16d) -GUN NAILS EXT - EXTERIOR REINF - Reinforce - uare Foot 08.21.18 HU410 905 785 10531.36 FBC - FLORIDA BUILDING CODE SF Sq 6-16d TO JOIST SOLE PLATE TO JOIST/BLOCKING FACE NAIL (16d @ 1 �") GUN NAIL @ 8" SPF -Spruce Pine Fur SCALE �- PDN_- FOUNDATION - P 5 FT FOOT SYP - Southern Yellow Pine AS NOTED ABU44 2200 /8 � ROD w/ 12-16d 10849.6 5/8"0 9.6 NAIL SPECIFICATIONS FTG - FOOTING THRU - Through LPA -0 1 084 TYP - Typical ABU66 23 00 ROD w/ 12-16d HDR - HEADER YP FAVR-18 oo8�s "� " - 0.113"�b = RANK SHANK Unless Otherwise Noted 11506.4 3 x0.131 o - GUN NAILS 2 x HORIZ - HORIZONTAL UON - CONTROL No. SET N/A N/A SIMPSON EPDXY-TIE 1 2/ "x0.131 "0 = 8d 2%0-113"0 = 6d 2 LBS - POUNDS VERT - Vertical 10-16d TO STUD/BEAM/POST 3"x0.148"0 = 10d 31/2"x0.162"0 = 16d WWF - Welded Wire Fabric SHEET LTT20B 1675 1675 11496.3 1-1/2"o ROD TO FTG. 11/2%0.148"0 = 10dx11/2 " 11/2%0.131"0 = 8dx11/2 " 10-10d 13872.5 S000 LSTA12 805 695 SHEET 1 OF 3 CS16 1705 1705 13-8d 10852.1 Ef EXISTING STRUCTURE TO REMAIN UNCHANGED U.O.N. LOCATE FOOTINGS DIRECTLY BELOW POSTS SUPPORTING BEAM ABOVE u IF NO FOOTING PRESENT. INSTALL 2' -0"x2' -0"x12" DEEP CONC. FOOTING w/ 3-#5 EA. WAY BOT. SEE 6/S2.6 (TYP) (2 -PLACES) EXISTING STRUCTURE TO REMAIN U CHANGED U.0.1 CONTRACTOR VERIFY MIN 12" DEEP CONC. FOOTIN( 7 NEW TO EXISTING S2.0 FOOTING w/ 2-#5x30" DOWELS EPDXIED 6" MIN. 4" CONCRETE SLAB w/ FIBERMESH @ 1.5 LBS/CU.YD. OF CONCRETE OR 6x6 W1.4xW1.4 WWF ON 6MIL VAPOR BARRIER IN PREPARED GRADE. FOUNDATION PLAN SCALE: 1 /4" = SYMBOLS LEGEND DESIGNATES THE HEADER SI; E, NUMBER (2)2x8-1/2 OF PLY'S & JACK/KING STUDS NEEDED FOR SUPPORT HEADER. -- BEAM OR TRUSS, SEE PLAN NEW LOAD BEARING EXTERIOR WALL SIMPSON DTT2Z PER 4/S2.0 1.) SPF DENOTES SPRUCE PINE FIR.. SYP DENOTES SOUTHERN YELLOW PINE. 2.) USE SYP#2 FOR ALL TOP PLATES AND SOLE PLATES. 3.) FASTEN BOTTOM PLATE OF INTERIOR LOAD BEARING WALLS TO CONCRETE SLAB w/16d MASONRY CUT NAILS Q 16" O.C. MINIMUM. NEW FRAMING PLAN SCALE: 1/4$y = 1'-0" Lou Pontigo and Associates, Inc. 420 Osceola Avenue )ax. Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 J \ 0 M 4411hrnrrnri Lij rr T. \\\ y► a t/A 4N' Nc)11 >= < ST m � 7uj U Lij r1l Luis A. Pontigo, P E FL PE#53311 � REVISIONS DATE Ln < FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO 8 ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO 8 ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. J FOUNDATION 'vv & NL F 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. PLAN NAME RENOVATION DESIGN/DRAWN/CHECKED JWA / M JK / LAP DATE 08.21.18 SCALE AS NOTED LPA No. FAVR-18-00879 CONTROL No. SHEEN S100 SHEET 2 OF 3 LL Lij T. w >= < � m � 7uj U Lij r1l Lnn/Zuj � Qi Ln < FOUNDATION 'vv & NL F 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. PLAN NAME RENOVATION DESIGN/DRAWN/CHECKED JWA / M JK / LAP DATE 08.21.18 SCALE AS NOTED LPA No. FAVR-18-00879 CONTROL No. SHEEN S100 SHEET 2 OF 3 TYPICAL WALL FRAMING NOTES: 1. USE SPF#2 OR BETTER FOR ALL WALL STUDS.. 2. USE SYP #2 FOR ALL TOP PLATES AND SOLE PLATES. 3. USE SYP #2 FOR ALL TOP HEADERS 4. ALL WALLS SHALL BE BALLOON FRAMED FULL HEIGHT TO ROOF OR FLOOR BEARING ELEVATION, U.O.N. ON PLAN. 5.) FASTEN BOTTOM PLATE OF INTERIOR LOAD BEARING WALLS TO CONCRETE SLAB w/16d MASONRY CUT NAILS @ 16" O.C. MINIMUM. SEE FOUNDATION PLAN ADDITIONAL ANCHORS AT SHEARWALLS TYP. WALL SECTIONS SCALE: 3/4" = V-0" SYP #2 DBL. TOP PLATE WALL SHEATHING —FASTEN EA. TRUSS TO NEW WALL FRAMING w/ H2.5T —FASTEN TOP PLATE TO STUD w/ H2.5T @ 32" O.C. BLOCKING AT ALL SHEATHING JOINTS: 2x4 FLAT WISE. FASTEN EACH END WITH 2-10d TOENAILS. ONLY REQUIRED AT SHEATHING JOINTS FOR EXTERIOR WALLS AND SHEARWALLS FASTEN STUD TO BOT. PLATE w/ H3 @ 32" O.C. SEE DETAIL 5/S2.0 �— ----- I I I I I � I I I L ---------J SINGLE STORY 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 —2x4 MEMBERS: ° (1) ROW OF 1 O {(4) ROWS 12d NAILS @ 4" O.C. AT 12 O.C. 2x6 MEMBERS: EA. SIDE. °F 10d (2) ROW 0 NAILS @ 4" O.C. (3) ROWS 12d STAGGERED AT 12" O.C. 2 PLY 3 PLY EA. SIDE. BEAM. BEAM. 2 8c 3 PLY BEAMS 2x4 OR 2x6 POST (3)ROWS OF 5" (3)ROWS OF 63/4" TRU SSLOK TRUSSLOK ENGINEERED WOOD ENGINEERED WOOD FASTENERS @ 24"0.c FASTENERS @ 24"o.c AS SHOWN AS SHOWN y 4—PLY 14" LVL AND GREATER BUILT-UP MEMBER FASTENING POST AND HOLD DOWN, SEE PLAN TYPICAL STUD N ILA ING: 0.131x3" END SAILS: (2) @ 2x (3) @ 2x I, (4) @ 2x l 2x—BLOCKING ONLY REQUIRED IF SHEARWA LL SIMPSON H2.5T OR LSTA12 STRAP FOLDED— OVER OLDED—OVER TOP PLATE FASTEN LOWER STUD TO TALLER STUD w/ 2—ROWS OF 10d COMS @ 12" O.C. TYPICAL SOLE THREADED ROD 0 PLATE NAILING: MIN 2 PLY STUD 0.131x3" TOE NAILS: EDGE DISTANCE (3) @ 2x4, IN LIEU OF 2 STUDS (4) @ 2x6, 3/4!, (5) @ 2x8. 24 PT. SPF#2 SOLE PLATE TYPICAL HEADER NAILING 0.131X3" TOE NAILS 2X6, 2x8 — (5) NAILS 2x10, 2x12 = (7) NAILS 9" LVL, 11" LVL = (7) NAILS 14" LVL, 16" LVL = (9) NAILS SYP#2 DBL. TOP PLATE RAISED HEADER ---------- ARCHED TRANSOM OPTION SEE RICHT WINDOW SILL SEE SCHEDULE 3/S2.0 FOR SILL SIZE AND CONNECTION EACH END WALL FRAMING AT PLATE RANGE CONDITION 2 TYP. WALL SECTION S2.0 SCALE: 3/4" = 1'-0" TYPICAL DOUBLE TOP PLATE SPLICE '-0" MIN. SPLICE LENGTH / (16) 0.131x3 NAILS FVENLY SPACED SYP #2 HEADER, PER PLAN FOUNDATION, SEE PLAN WAT RAISED HEADER CONDITION #3x18" LONG DOWEL BARS EPDXIED °. 4" INTO EXISTING SLAB (2 EA FACE OF NEW FOOTING TO EXISTING SLAB) EXISTING SLAB\ 3" MIN. FOOTING SIZE AND REBAR, SEE PLAN RETROFIT FOOTING DETAIL -INTERIOR SCALE: 3/4" = 1'-0" HTT5 or HDL15 DTT2Z LTT206 4 HOLD DOWN ATTACHMENT DETAIL s2.o 4' CONCRETE SLAB ON GRADE w/ 1.5 LBS/CU.YD OF FIBERMESH OVER CONCRETE BONDING AGENT TYPICAL WALL FRAMING AND ANCHORAGE PER CONSTRUCTION SP CS. NEW EXISTING a' d a� Z 200 0 0 Z I I-, X \TRIM EXISTING SLAB `,'AS NEEDED 12" (2)#5 CONT. 7 M ONOLITHIC EDGE FOOTING S2.0 SCALE: 3/4" = 1'-0" 4'-0" MIN. TYPICAL TOP PLATE NAILING: FASTEN ALL TOP PLATES TOGETHER w/ (3) ROWS OF .131x3 @ 12" O.C. STAGGERED. DROPPED HEADER SYP#2 HEADER, PER PLANS WINDOW SILL SEE SCHEDULE 3/S2.0 FOR SILL SIZE AND CONNECTION EACH END MAX. I MIN. WALL FRAMING AT FROM SOLE DROPPED HEADER CONDITION PLATE BREAK DRILL 4" AND EPDXY 1—#3x16" HORIZONTAL DOWEL @ 36 OC (TYP) EXISTING FOOTING AND SLAB TO REMAIN AS IS NEW BEAM TRIM EXISTING ROOF R/ FASTEN TO NEW BEAM WALL TO BE ARCHED TRANSOM OPTION: 2x SPF DIAGONAL BLOCKING FASTENED w/ 3-0.131"x3" EA. END TYPICAL. SHEATHING MAY EXTEND 2" PAST BLOCKING— WINDOW ATTACHMENTS MUST ANCHOR INTO 2x MATERIAL. JACK AND >-- KING STUDS, SEE PLAN SOLE PLATE ANCHOR: 1/2 "0 x 6" LG (MIN 34" EMBED.) THREADED ROD ANCHOR DRILLED 8c EPDXY w/2"O x" PLATE WASHER, SEE SCHEDULE BELOW AT TWO STORY CONDITIONS, PROVIDE SOLID BLOCKING WITHIN FLOOR SYSTEM AT ALL UPPER LEVEL POSTS &JACK STUDS BUILDER MAY CHOOSE EITHER THE DROPPED HEADER CONDITION OR RAISED HEADER CONDITION SOLE PLATE ANCHOR SCHEDULE THREADED ROD 0 EXT. WALL SPACING MIN 2 PLY STUD MIN 2 PLY STUD EMBEDMENT DEPTH EDGE DISTANCE 3/8 IN LIEU OF 2 STUDS IN LIEU OF 2 STUDS 1/ ,!1 2x2x 8 31/2 3/4!, ITS ACCEPTABLE ITS ACCEPTABLE 24 2x2x'/8 " 31/2 " TO SISTER A TO SISTER A 48" MI � 2 PLY 36" LONG STUD 36" LONG STUD S BUD FASTEN w/12— FASTEN„ w/12— 0.131x3 SIMPSON HTT5 OR° ° ° NAILS ° ° HDU 5. FASTEN —\ FIELD ALTERATION 0 26-10d COMONS °° °° MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY ° FROM THE INTENT OF THE ORIGINAL SIMPSON DTT2Z ° ° ° BEING APPROVED BY LOU PONTIGO & Y4"x1Y2„ ° ASSOCIATES MAY RESULT IN a ° a ADDITIONAL ENGINEERING OR [W/8— SDS SCREWS ao SIMPSON °° ° a ° ° LTT20B o ° ° Y2 THREADED ROD ° ° °°° EPDXIED 4" MIN OR ° 5/81 THREADED ° ° Y2x6" TITEN HD R D EPDXIED ° ° Y2" THREADED ROD 7. MIN ° ° ., EPDXIED 4" MIN OR Y2x6" TITEN HD #3x18" LONG DOWEL BARS EPDXIED °. 4" INTO EXISTING SLAB (2 EA FACE OF NEW FOOTING TO EXISTING SLAB) EXISTING SLAB\ 3" MIN. FOOTING SIZE AND REBAR, SEE PLAN RETROFIT FOOTING DETAIL -INTERIOR SCALE: 3/4" = 1'-0" HTT5 or HDL15 DTT2Z LTT206 4 HOLD DOWN ATTACHMENT DETAIL s2.o 4' CONCRETE SLAB ON GRADE w/ 1.5 LBS/CU.YD OF FIBERMESH OVER CONCRETE BONDING AGENT TYPICAL WALL FRAMING AND ANCHORAGE PER CONSTRUCTION SP CS. NEW EXISTING a' d a� Z 200 0 0 Z I I-, X \TRIM EXISTING SLAB `,'AS NEEDED 12" (2)#5 CONT. 7 M ONOLITHIC EDGE FOOTING S2.0 SCALE: 3/4" = 1'-0" 4'-0" MIN. TYPICAL TOP PLATE NAILING: FASTEN ALL TOP PLATES TOGETHER w/ (3) ROWS OF .131x3 @ 12" O.C. STAGGERED. DROPPED HEADER SYP#2 HEADER, PER PLANS WINDOW SILL SEE SCHEDULE 3/S2.0 FOR SILL SIZE AND CONNECTION EACH END MAX. I MIN. WALL FRAMING AT FROM SOLE DROPPED HEADER CONDITION PLATE BREAK DRILL 4" AND EPDXY 1—#3x16" HORIZONTAL DOWEL @ 36 OC (TYP) EXISTING FOOTING AND SLAB TO REMAIN AS IS NEW BEAM TRIM EXISTING ROOF R/ FASTEN TO NEW BEAM WALL TO BE ARCHED TRANSOM OPTION: 2x SPF DIAGONAL BLOCKING FASTENED w/ 3-0.131"x3" EA. END TYPICAL. SHEATHING MAY EXTEND 2" PAST BLOCKING— WINDOW ATTACHMENTS MUST ANCHOR INTO 2x MATERIAL. JACK AND >-- KING STUDS, SEE PLAN SOLE PLATE ANCHOR: 1/2 "0 x 6" LG (MIN 34" EMBED.) THREADED ROD ANCHOR DRILLED 8c EPDXY w/2"O x" PLATE WASHER, SEE SCHEDULE BELOW AT TWO STORY CONDITIONS, PROVIDE SOLID BLOCKING WITHIN FLOOR SYSTEM AT ALL UPPER LEVEL POSTS &JACK STUDS BUILDER MAY CHOOSE EITHER THE DROPPED HEADER CONDITION OR RAISED HEADER CONDITION SOLE PLATE ANCHOR SCHEDULE THREADED ROD 0 EXT. WALL SPACING SHEARWALLS SPACING WASHER SPEC. EMBEDMENT DEPTH EDGE DISTANCE 3/8 „ 40 16 1/ ,!1 2x2x 8 31/2 3/4!, 1/2 48" 24 2x2x'/8 " 31/2 " 1 3/4„ MASA 48" 24" N/A N/A N/A cVIOTIKIr' D nnF TRUSS XISTING TRUSS W BEAM w/ -IAN GER (STING CEILING �1D FASTEN TO NEW BEAM w//A,35 Lou Pontigo and Associates, Inc. 420 Osceola Avenue Jax. Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: CA # 8344 S CA# 3579 P p N N 3 11 0 U Z TA .n S F 1011- O R ti = /ON � , Lu is A. PontiBo, PE FL P E# 53311 REVISIONS DATE Q H FIELD ALTERATION CONTRACTOR SHALL CONTACT LOU PONTIGO & ASSOCIATES PRIOR TO MAKING ANY STRUCTURAL FIELD MODIFICATIONS WHICH MAY VARY FROM THE INTENT OF THE ORIGINAL CONSTRUCTION DOCUMENTS. ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PONTIGO & ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. NEW' FRAMING PLAN & DETAILS DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. FDESIGN/DRAWN/CHECKED LAN NAME ENOVATION JWA / MJK /LAP DATE 08.21.18 SCALE AS NOTED LPA No. FAVR-18-00879 CONTROL No. SHEET SHEET 3 OF j p U Z w Lu� = U0 � BZW In Q H NEW' FRAMING PLAN & DETAILS DO NOT SCALE DIMENSIONS FROM THESE DRAWINGS. IF A DIMENSION IS UNCLEAR REFER TO THE ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. FDESIGN/DRAWN/CHECKED LAN NAME ENOVATION JWA / MJK /LAP DATE 08.21.18 SCALE AS NOTED LPA No. FAVR-18-00879 CONTROL No. SHEET SHEET 3 OF j