Loading...
459 Ocean Blvd RES19-0140 Bay Windowi n1:7ci(_Nni roiTE- o� A Cc LOS ADS HEATHING SPECIFICATIOTYPICAL DESIGN CODE: NS MEMBER FASTENING I MATERIAL SPECIFICATIONS 2017 FLORIDA BUILDING CODE - RESIDENTIAL, AND CURRENT REFERFNCFD TABLE 5: WALL SHEATHING TARI F Q- Wnnll N,IFNARFR FACT�:-NIINIn Cruc-r,111 VVVCJ HIVV JIFIIV VFIRUJ TABLE 1: FLOOR AND ROOF LOADING 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 SPECIFICATION TYPICAL NAILING SHE) I NRWALL NAILING .MIN. '/16 ", 24/16, APA RATED OSB 8d COMMON @ 8d COMMON @6" OR PLYWOOD SHEATHING O.C. EDGE, 3" O.C. EDGE, TOP PLATE TO STUD (BOTTOM PLY OF DOUBLE TOP PLATE END NAILED) 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 FLOOR AND ROOF LOADING NOTES: 5. VERT. AND HORIZ. SHEATHING GAPS SHALL BE MIN. Y8" AND MAX. 5/s" 1. ROOF TRUSS MAY BE DESIGNED WITH ROOF BOTTOM CHORD LIVE TABLE 6: ROOF SHEATHING LOAD (10 PSF) APPLIED NON -CONCURRENTLY WITH ROOF TOP CHORD LIVE LOAD (20 PSF) 2. ROOF TRUSS BOTTOM CHORD LIVE LOAD SHALL BE INCREASED TO 20 PSF AT ATTICS WITH LIMITED STORAGE. REACTIONS SHALL BE REDUCED PER ASD LOAD COMBINATION D + 0.75 (L + Lr) 3. FLOOR TRUSS TOP CHORD LIVE LOAD SHALL BE INCREASED TO 60 PSF AT ALL GAME ROOMS AND BALCONIES 4. FOR WIND UPLIFT, TRUSSES SHALL BE DESIGNED WITH A 5 PSF TOP AND BOTTOM CHORD DEAD LOAD. TABLE 2: ROOF AND FLOOR DEFLECTION CRITERIA FRAMING TYPE LIVE LOAD TOTAL LOAD ROOF L/240 L/240 FLOOR L/360 L/240 0.75" MAX DEFLECTION UNDER ANY CASE MEMBER CONNECTION TYPE FASTENERS D TOP PLATE TO TOP PLATE FACE NAIL (3) SPECIFICATION TYPICAL NAILING GABLE END NAILING TOP PLATE TO STUD (BOTTOM PLY OF DOUBLE TOP PLATE END NAILED) SHINGLE: MIN. 7/16 " 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 6" O.C. FIELD WITHIN 4' OF ROOF END TILE: MIN. 15/2", 32/24, APA 8d RING SHANK 8d RING 'HANK @ 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 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 MEMBER CONNECTION TYPE FASTENERS D TOP PLATE TO TOP PLATE FACE NAIL (3) ROWS 10d @ 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) 1 O @ 2x4 WALL (3) 1Od @ 2x6 WALL (4) 10d @ 2x8 WALL STUD TO BOTTOM PLATE TOE NAIL (3) 1Od @ 2x4 WALL (4) 1Od @ 2x6 WALL (5) 10d @ 2x8 WALL RIM BOARD TO TOP PLATE TOE NAIL 10d @ 6" OC In CEILING JOIST TO TOP PLATE TOE NAIL (5) 10d U CEILING JOIST TO RAFTER FACE NAIL (8) 10d TRUSS/RAFTER TO TOP PLATE TOE NAIL (2) 12d COMMON JACK RAf TER TO HIP TOE NAIL (3) 10d RAFTER TO RIDGE TOE NAIL (3) 10d BOTTOM PLATE TO RIBBON FACE NAIL 16d COMMON @ 8" O.C. - i 1LL Lj�. ITV r`,%-k-vl_\u/11NuL VVI I Y-1 HJ I M A _�U ON ASTM F 155 GRADE 36. WASHERS: SHALL BE IN ACCORDANCE WITH ASTM A500 (GRADE B). NUTS- SHALL BE IN ACCORDANCE WITH ASTM A 563 GRADE A HEX. METAL CONNECTORS- ALL METAL CONNECTORS WHICH ARE EXPOSED TO EXTERIOR SHALL BE GALV NIZED OR BETTER. RETROFIT REBAR/ROD INSTALLATION: EMBEDMENT OF RODS OR REBAR DOWELS SHALL BE 12 BAR DIAMETER MINIMUM, HOLES SHALL BE '/4" LARGER THAN REBAR SIX AND '/8" LARGER THAN THREADED ROD SIZE. (UO ) EPDXY: ITW RED HEAD A7 DUAL CARTRIDGE (MINIMUM EDGE DISTANCE PER MANUFACTURES SPECIF CATION) REINFORCING STEEL: SHALL BE ASTM A615, GRADE 60. � v u I v 1 1 1 l 6 V Q I T U Associates, Inc. 420 Osceola Avenue Jax. Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 STRUCTURAL STEEL: SHALL BE ASTM A992, GRADE 50.PO,, WELDED WIRE FABRIC (WWF.): SHALL BE ASTM A1064. �'T, \LENS LAMINATED VENEER LUMBER(LVL): ALL LAMINATED VENEER LUMBER SHALL MEET OR EXCEED THE OLLOWING DESIGN 3311 PROPERTIES - ELASTIC MODULUS (E)1,900ksi,' BENDING STRESS (Fb) 2600psi, PLY WIDTH OF 1.75" -o TATE OF r•• CONCRETE SPECIFICATIONS: ALL CONCRETE HAS BEEN DESIGNED IN ACCORDANCE WITH ACI 318, AND SHALL BE CONSTRUCTED IN ACCORDANCE WITH ACI 301, 318 AND ALL OTHER APPLICABLE REFERENCED STANDARDS. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI AT 28 DAYS. III'III"" Luis APontPE . ISO, CONCRETE MASONRY SPECIFICATIONS: FL P E# 5 3 311 WOOD MEMBER FASTENING NOTES MASONRY SHALL BE DESIGNED, CONSTRUCTED AND TESTED IN ACCORDANCE WITH ACI 530, AC15301 AND ASTM C90. 1. FASTENERS NOTED ON PLAN SHALL SUPERCEDE THE ABOVE TABLE MASONRY UNITS SHALL BE HOLLOW LOAD-BEARING, REVISIONS DATE 2. SEE DETAIL 1 /SO.1 FOR TYPICAL BUILT UP MEMBER FASTENING REQUIREMENTS GRADE N, TYPE 1, NORMAL WEIGHT, WITH A INIMUM COMPRESSIVE STRENGTH OF 1900 psi (f'm=1500 psi). ROOF SHEATHING NOTES: 1. ROOF SHEATHING SHALL BE INSTALLED WITH LONG DIMENSION GROUT AND MORTAR SHALL BE DESIGNED, CONSTRUCTED AND TESTED IN ACCORDANCE ASTM C47 ASTM C1019, PERPENDICULAR TO THE SUPPORTS TABLE 10: NAIL SIZE LEGEND ASTM C270 GROUT SHALL HAVE A MINIM 2. PANEL EDGE BLOCKING IS NOT REQUIRED TABLE 3: WIND LOADING 3. SEE DETAIL 1 /SO.0 BASIC WIND SPEED (ASCE 7-10) 130 MPH EXPOSURE CATEGORY D BUILDING RISK CATEGORY II . BUILDING ENCLOSURE CLASSIFICATION ENCLOSED INTERNAL PRESSURE COEFFICIENT ±0.18 Cd 1.6 COMPONENTS AND CLADDING SEE TABLE 4 TABLE 7: FLOOR SHEATHING FLOOR 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.0 * SHEATHING GAP: NAIL LENGTH SPECIFICATION TYPICAL NAILING 2Y2" 0.131" 8d RING SHANK 2%" 0.113" 1Odx1Y2' 1Y2" 23/32 T&G OSB OR PLYWOOD 10d COMMON @ 6" O.C. EDII33E, 6" O.C. 3" 0.131" SHEATHING FIELD 0.148" 10d RING SHANK FLOOR 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.0 * SHEATHING GAP: NAIL LENGTH DIAMETER 8d COMMON 2Y2" 0.131" 8d RING SHANK 2%" 0.113" 1Odx1Y2' 1Y2" 0.148" 10d 3" 0.131" 10d COMMON 3" 0.148" 10d RING SHANK 3" 0.148" 12d COMMON 31/4 0.148" 16d COMMON 3Y2" 0.162" FOUNDATION: UM COURSE AGGREGATE SIZE OF %" PLACED AT 28 DAY COMPRESSIVE STRENGTH OF 3000 psi AND A AN 8" TO 11" SLUMP. MORTAR SHALL BE TYPE M OR MAXIMUM S. rUUIIINU�) ANU FOUNDATIONS SHALL BE IN ACCORDANCE WITH LOCAL BUILDING CODES. FOOTINGS I VE BEEN END ZONE 1. FOR WIND UPLIFT, TRUSSES SHALL BE DESIGNED WITH A DEAD BOUNDARY OF NAIL SIZE LEGEND NOTLS: DESIGNED WITH A MAXIMUM SOIL BEARING PRESSURE OF 2000 PSF. A SOILS INVESTIGATION REPOR BY OTHERS IS CONNECTOR LOAD CONDITION OF 5 PSF TOP CHORD AND 5 PSF BOTTOM SHEATHING 1. USE BORED HOLES WHERE NEEDED TO PREVENT SPLITTING OF WO OD. BORED CELLS CONTAINING VERTICAL REINFORCEMENT SHALL BE GROUTED IN 5'-0" MAXIMUM LIFTS. WHEN -IFT SHALL EXCEED 5-0", PROVIDE CLEAN OUTS IN BOTTOM COURSE OF MASONRY WALL. ' CHORD. WIND UPLIFT REACTIONS SHALL BE REDUCED PER ASD +26.3 -33.1 HOLES SHALL NOT BE GREATER THAN 75% OF THE NAIL DIAMETER DISTURBED OR UNSTABLE SOIL, THE EOR SHALL BE NOTIFIED. SOIL SHALL BE FREE OF ORGANIC A D COHESIVE +24.9 LOAD COMBINATION: 0.6D + 0.6W EXAMPLE OF FIELD ALTERATION (CLAY) MATERIAL. EXISTING SOIL AND STRUCTURAL FILL SHALL BE COMPACTED TO A MIN. OF 95% MODIFIED CLAY MASONRY (BRICK): BRICK SHALL BE IN ACCORDANCE WITH ASTM C62, C216, BRICK, RESPECTFULLY. TYPE N MORTAR MAY BE USED IN OR C652 FOR BUILDING BRICK, FACING BRICK, BRICK VENEER. & HOLLOW CONTRACTOR SHALL CONTACT LOU PONTIGO 8 ASSOCIATES PRIOR TO MMAKING ANY ODIFICATIONS WHCHUMAYVARY FROM THE INTENT OF THECRIG1NAL CONSTRUCTION DOCUMENTS, ANY FIELD ALTERNATIONS MADE PRIOR TO BEING APPROVED BY LOU PCNTIGO 8 ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. GENERAL NOTE(1 J FOUNDATION: EFFECTIVE WIND AREA (SQUARE FT) WIND LOADING NOTES: MIN. Y8"" - MAX. %6" CONNECTOR SCHEDULE rUUIIINU�) ANU FOUNDATIONS SHALL BE IN ACCORDANCE WITH LOCAL BUILDING CODES. FOOTINGS I VE BEEN END ZONE 1. FOR WIND UPLIFT, TRUSSES SHALL BE DESIGNED WITH A DEAD BOUNDARY OF NAIL SIZE LEGEND NOTLS: DESIGNED WITH A MAXIMUM SOIL BEARING PRESSURE OF 2000 PSF. A SOILS INVESTIGATION REPOR BY OTHERS IS CONNECTOR LOAD CONDITION OF 5 PSF TOP CHORD AND 5 PSF BOTTOM SHEATHING 1. USE BORED HOLES WHERE NEEDED TO PREVENT SPLITTING OF WO OD. BORED RECOMMENDED TO VERIFY SUITABLE SUBSURFACE CONDITIONS. IF THE FOOTING ELEVATIONS SHOWN OC CUR IN A -28.7 CHORD. WIND UPLIFT REACTIONS SHALL BE REDUCED PER ASD +26.3 -33.1 HOLES SHALL NOT BE GREATER THAN 75% OF THE NAIL DIAMETER DISTURBED OR UNSTABLE SOIL, THE EOR SHALL BE NOTIFIED. SOIL SHALL BE FREE OF ORGANIC A D COHESIVE +24.9 LOAD COMBINATION: 0.6D + 0.6W EXAMPLE OF 2. NOMINAL NAIL LENGTHS AND DIAMETERS FROM TABLE 10 SHALL BE MET PRIOR (CLAY) MATERIAL. EXISTING SOIL AND STRUCTURAL FILL SHALL BE COMPACTED TO A MIN. OF 95% MODIFIED 101 - 200 TABLE 4: COMPONENT AND CLADDING DESIGN PRESSURES (PSF) UNSUPPORTED (UNBLOCKED) PANEL TO THE APPLICATION OF ANY PROTECTIVE COATING PROCTOR IN ACCORDANCE WITH ASTM D 1557. EFFECTIVE WIND AREA (SQUARE FT) WIND ZONE DESIGNATION CONNECTOR SCHEDULE INTERIOR ZONE END ZONE CS18 0 - 10 +29.3 -31.8 CONNECTOR +29.3 -39.3 LSTA12 11 = 50 +26.3 -28.7 m +26.3 -33.1 � 51 100 +24.9 -27.4 +24.9 -30.5 J 101 - 200 +25.6 -26.1 +23.6 -27.8 Z WIND LOADING NOTES: 1. THE VALUES SHOWN ABOVE HAVE BEEN REDUCED PER ASD LOAD COMBINATION 0.6W. NO FURTHER REDUCTIONS SHALL BE PERMITTED 2. PLUS = PRESSURE AND MINUS = SUCTION. COMPONENT AND CLADDING ELEMENTS SHALL BE DESIGNED FOR BOTH POSITIVE AND NEGATIVE PRESSURES SHOWN IN TABLE ABOVE EDGE (TYPICAL) PRESSURES CONNECTOR SCHEDULE FOUNDATION PLAN ONLY CONVEYS STRUCTURAL INFORMATION. FOR GENERAL FEATURES, CONDUITS, ELECTRICAL EMBEDS, STEP HEIGHTS, ETC., SEE ARCHITECTURAL PLANS. DO NOT SCALE DRAWINGS. REFER TO A CHITECTU PLANS FOR ALL DIMENSIONS. RAL FLAT STRAPS AND COIL STRAPS CS18 * SHEATHING GAP: MIN. Ys" -MAX. %s" EDGE NAILING ' 'MINIMUM � � � II IT �0 CONCRETE COVER FOR REINFORCING SHALL BE 3" IN FOOTINGS. PROVIDE 3 @ 48O.C. R ROD PER FOUNDATION DETAILS. PROVIDE CONTINUITY OF REINFORCING AT INT # " CHAIRS OF PERPENDIC 'LAR CONCRETE ELEMENTS BY INSTALLING CORNER BARSMINIFviUM OF 40 BAR DIAMETERS INTO , INTO EACH ELEMENT. SP ICES IN REINFORCING SHALL BE 48 BAR DIAMETER S, WHERE PERMITTED. CONNECTOR FASTENERS LSTA12 (10) 10d MSTA24 c (18) 10d m PER TABLE � STEM WAI I S (�nNCTRI Ir..TFn \A// NA AC( -)N 1?\/ I INII_TC 0 L AI I fir CS16 I AP FA FNIn 11" R,- F7A CT�7KI \A/ I nN 1n_j WIND LOADING NOTES: 1. THE VALUES SHOWN ABOVE HAVE BEEN REDUCED PER ASD LOAD COMBINATION 0.6W. NO FURTHER REDUCTIONS SHALL BE PERMITTED 2. PLUS = PRESSURE AND MINUS = SUCTION. COMPONENT AND CLADDING ELEMENTS SHALL BE DESIGNED FOR BOTH POSITIVE AND NEGATIVE PRESSURES SHOWN IN TABLE ABOVE GARAGE DOOR SIZE PRESSURES ABU44 FIELD NAILING PER TABLE *ADD FRAMING MEMBERS kA>'uP'N1 RAAV CWC ATUlmn WALL, ROOF OR FLOOR FRAMING CS18 LAP EA END 10" & FASTEN W/ (9) 10d INU I F'LKMI I I ED. ALL EXTERIOR WALLS SHALL BE REINFORCED FULL HEIGHT AS SPECIFIED ON PLAN AND AT rIVL CORNERS, WALL ENDS, AND WALL INTERSECTIONS. PROVIDE CONTINUITY OF REINFORCING AT INTERS CTIONS OF PERPENDICULAR MASONRY ELEMENTS BY INSTALLING CORNER BARS, MINIMUM OF 40 BAR DIAMETE INTO EACH ELEMENT. AT STEM WALLS CONSTRUCTED OF 5 OR MORE COURSES, PROVIDE HORIZONTAL JOINT R NFORCEMENT AT 16" O.C. VERTICALLY, EVERY OTHER COURSE. VERTICAL REINFORCING SHALL BF INc�RFA�Fn OC NIn n t -w DI AKI I AT) (1) CAR 8'x7' +26.0 -32.7 POST BASES ' ' (2) CAR 16x7 +24.7 -30.1 CONNECTOR III FASTENERS I WIND LOADING NOTES: 1. THE VALUES SHOWN ABOVE HAVE BEEN REDUCED PER ASD LOAD COMBINATION 0.6W. NO FURTHER REDUCTIONS SHALL BE PERMITTED 2. PLUS = PRESSURE AND MINUS = SUCTION. COMPONENT AND CLADDING ELEMENTS SHALL BE DESIGNED FOR BOTH POSITIVE AND NEGATIVE PRESSURES SHOWN IN TABLE ABOVE GAP IV IS EXCEEDED - N 1 WALL, ROOF & FLOOR SHEATHING MEMBERS NAILING ABU44 (12) 16d INTO POST, 5/8" THREADED ROD INTO SLAB JOINT FORCING SHALL BE A MINIMUM OF 6". SLABS ON GRADE: CONCRETE SLABS ON GRADE SHALL BE INSTALLED OVER MINIMUM 6 MIL POLYETHYLENE VAPOR RE ARDER WITH JOINTS LAPPED 6" AND SEALED OVER CLEAN, COMPACTED EARTH OR FILL WITH APPROVED CHEMIC\L SOIL TREATMENT FOR PREVENTION OF SUBTERRANEAN TERMITES. SAWCUT CONTROL JOINTS SHALL BE IN TALLED THROUGHOUT ENTIRE SLAB ON GRADE. 1" DEEP SAWCUTS SHALL PLACED IN A 12'x12' GRID WITHIN 4 TO 12 HOURS OF CO Y2" GYPSUM (WATERPROOF) ABU66 (12) 16d INTO POST, 5/8" THREADED ROD INTO SLAB 5d COOLER @ 6" O.C. EDGE, 6" O.C. FIELD TWIST STRAPS S0.0 SCALE: 3/4" = 1'-0" TABLE 8: PORCH CEILING SHEATHING CONNECTOR FASTENERS H2.5T (5) 8d EACH END 3. DESIGN OF WINDOWS AND DOOR FASTENING TO WALL FRAMING IS THE RESPONSIBILITY OF THE WINDOW/DOOR MANUFACTURER AND SHALL MEET BOTH POSITIVE AND NEGATIVE PRESSURES SHOWN IN TABLE ABOVE 4. SEE SCHEMATIC BELOW FOR END ZONE LOCATIONS "k 11 �k 1� a,k . SPECIFICATION TYPICAL NAILING 3 MIN / PLYWOOD OR OSB 8d COMMON @ 6 O.C. EDG'=, > 6' O.C. FIELD Y2" GYPSUM (WATERPROOF) GREEN BOARD 5d COOLER @ 6" O.C. EDGE, 6" O.C. FIELD NCRETE PLACEMENT MTS12 (14) 10d WOOD FRAMING SPECIFICATIONS: HTS16 (16) 10d ALL WOOD FRAMING HAS BEEN DESIGNED IN ACCORDANCE WITH NATIONAL DESIGN SPECIFICATIONS NDS) FOR WOOD HTS20 (20) 10d CONSTRUCTION, LATEST EDITION. ALL WOOD MEMBERS EXPOSED TO WEATHER OR IN CONTACT WIT MASONRY, CONCRETE OR SOIL SHALL BE PRESSURE -TREATED. IF, ACQ OR NON -DOT BORATE PRESERVATIVE IREATMENT IS FRAMING ANGLES USED, ALL ATTACHED FASTENERS SHALL BE HOT DIPPED GALVANIZED. IF ACZA PRESERVATIVE IS U ED, ALL r -7ta Ilk 11 1� TYPICAL ABBREVIATION CONNECTOR FASTENERSATTACHED FASTENERS SHALL BE STAINLESS STEEL. �� A34 (8) 8dxY2 PRE-ENGINEERED WOOD TRUSSES: SHALL BEAR THE SEAL OF AN ENGINEER IN THE STATE WHERE PROJECT IS BEING BUILT AND SHA L COMPLY WITH ' ADJ ADJACENT LVL LAMINATED VENEER LUMBER A35 (12) 8dxY2 NFPA TPI AND AITC 100 W J zLL Uj > 0 J U W m Q � Q m J w L) U =O ~ Z Z 0) In Q U . CONTRACTOR SHALL VERIFY THAT ADEQUATE TRUSS BEARING IS INSTAL D AT ALL HANGERS TRUSSES AS INDICATED IN THE TRUSS SHOP DRAWINGS. ALL TRUSS -TO -TRUSS CONNECTIONS AND TRUSS PROFILES END ZONE WIDTH 'a' 4 FT BM BEAM MANUF MANUFACTUhER ARE THE RESPONSIBILITY OF THE DELEGATED TRUSS ENGINEER. ALL TRUSSES SHALL HAVE TEMPOR RY BRACING DESIGN [NOT ACTUAL PLAN] BUT BOTTOM MONO MONOLITHIC CONNECTOR FASTENERS PER COMMENTARY .AND RECOMMENDATION FOR HANDLING, INSTALLING &BRACING METAL PLATE C NNECTED WOOD LUS28 TRUSSES, HIB -91." AT MULTIPLE STRAP CONNECTIONS, SPREAD STRAPS TO AVOID NAILING CONFLICTS THROUGH CRITERIA BRG BEARING OC ON CENTER (6) 10d TO CARRYING MEMBER (4) 10d TO CARRIED MEMBER TRUSS. WHEN USING (2) STRAPS ON SINGLE PLY TRUSSES, PLACE STRAPS DIAGONALLY ACROSS DEL. TOP PLATE CMU CONCRETE MASONRY UNIT OSB ORIENTED STRAND BOARD LUS210 (8) 10d TO CARRYING MEMBER (4) 10d TO CARRIED MEMBER FROM EA. OTHER. AND �---- ill`- /`i f� i a CONT COTINUOUS PERP PERPENDICULAR HU210-2/HUC210-2 (18) 16d TO CARRYING MEMBER (10) 10d TO CARRIED MEMBER ROOF COVERING SPECIFICATIONS 0 0 n^ DBL DOUBLE PRE ENG PRE-ENGINEERED HU212-2/HUC212-2 (22) 16d TO CARRYING MEMBER (10) 10d TO CARRIED MEMBER THE CONTRACTOR SHALL BE RESPONSIBLE FOR' THE DESIGN AND INSTALLATION OF THE ROOF COVERING SYSTEM. AND ASPHALT SHINGLES SHALL COMPLY WITH ASTM D3161 AND BE INSTALLED ACCORDING TO THE ' HU410 E MAN FACTURER S NOTES. a a'r EA EACH PSF POUNDS PER SQUARE FOOT (18) 16d TO CARRYING MEMBER (10) 10d TO CARRIED MEMBER REQUIREMENTS. TILE ROOFS SHALL BE INSTALLED PER THE "CONCRETE AND CLAY ROOF TILE IN STA CATION OF EE EACH END PSI POUNDS PEFZ SQUARE INCH HOLD DOWNS MANUAL." AND THE MANUFACTURER'S REQUIREMENTS. STANDING SEAM METAL ROOFS SHALL COMP WITH ASTM D0NOT SCALE DIMENSIONS FROM SCOPE OI SERVICE E1514 AND BE INSTALLED ACCORDING TO THE MANUFACTURER'S REQUIREMENTS. THE CONTRACTOR HALL BE THESEUNRCALEARGREFERTOIMEESIONIS EOR ENGINEER OF RECORD PSL PARALLEL STRAND LUMBER CONNECTOR FASTENERS RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF ALL METAL FLASHING AND VALLEY MATERIAL ARCHITECTURAL DRAWINGS OR CONTACT THE E.O.R. MEANS AND METHODS: EQ EQUAL PT PRESSURE TREATEDDTT2Z M (8) SDS Y4"x2Y2" INTO STUDS/POST W/ Y2" THREADED ROD EPDXIED 4 Y2 " GUARDRAILS AND HANDRAILS: THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL OR BE RESPONSIBLE O)/2%6" TITEN HD SHALL BE DESIGNED PER PBC. COMPLIANCE WITH THESE REQUIREMENTS IS THE RESPONSIBILITY PLAN NAME FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, EW EACH WAY REINF REINFORCING BILITY OF HE RAILING RESIDENCE PROCEDURES OR MANUFACTURER. SEQUENCES; FOR THE ACTS OR OMISSIONS OF THE CONTRACTOR OR ANY EXT EXTERIOR REQD REQUIRED (10) 10d INTO STUDS/POST W/ Y2" THREADED ROD EPDXIED 4" OR °Es:cNiDRAWNCHCCKE° OTHER PERSONS PERFORMING THE WORK OR FOR THE FAILURE FOR ANY OF LTT20B Y"x6" TITEN HD PRE-ENGINEERED MISCELLANEOUS STRUCTURE: JOB COPY JMD/ MJK/LAP THEM TO CONSTRUCT THE .WORK IN ACCORDANCE WITH.. THE CONTRACT FBC FLORIDA BUILDING CODE SF SQUARE FOOT DOCUMENTS. ANY EYEBROW, CANOPY, ALUMINUM COMPONENT OR ANY OTHER BUILDING APPENDAGES NOT SPECIr CALLY DETAILED DATE FDN FOUNDATION SPF SPRUCE PINE FUR HTT5 (26) 16dx2Y INTO STUDS/POST W/ 5/8" THREADED ROD EPDXIED 7Y2" HEREIN SHALL BE DESIGNED BY OTHERS AT THE EXPENSE OF THE CONTRACTOR. CONTRACTOR SHLL SUBMIT SHOP 04.04.19 DRAWINGS OF MISCELLANEOUS ATTACHED STRUCTURES TO THE MAIN STRUCTURE INDICATING CONN TION POINTS, SCALE SYP SOUTHERN 1 ELLOW PINE (14) SDS Y4 x2Y2 INTO STUDS/POST W/ /$ THREADED ROD EPDXIED 7Y2 REACTIONS AND FASTENER REQUIREMENTS PRIOR TO FABRICATION OF MISCELLANEOUS STRUCTURE ND PRIOR TO AS NOTED LIMITS OF STRUCTURAL ENGINEERING DESIGN RESPONSIBILITIES: FT FOOT � HDUS 5 " „ THE ITEMS SPECIFICALLY DESIGNED BY THE STRUCTURAL ENGINEER ARE FTG FOOTINGCONNECTOR NOTES: CONSTRUCTION OF MAIN STRUCTURE. CONTRACTOR SHALL COORDINATE LOADING REQUIREMENTS WI H ANY OTHERLPA No. THRU THROUGH PRE-ENGINEERED COMPONENT SUCH AS ROOF FLOOR AND ROOF TRUSS ENGINEERING. LIMITED TO 'HE FOLLOWING: CANTILEVER ADDITION/REMODEL. STRUCTURE TO 1. FOR CONNECTORS NOT SHOWN ABOVE, CONSULT THE MANUFACTURER'S CATALOG SUPPORT LOADING FROM UPLIFT LOADS, GRAVITY LOADS, AND SHEAR LOADS. GT GIRDER TRUSS TR THREADED ROD AND INSTALL FASTENERS THAT WILL PROVIDE THE GREATEST CAPACITY INFIVIEWED FOR COQ ' ITEMS NOT G D INCLUDE, BUT NOT LIMITED PRE-ENGINEERED CONTROL No. 2CONNECTORS SHOWN ARE SIMPSON-STRONG-TIE. ALTERNATIVE MANUFACTURER CITY OF ATLANT19 9AGH TRUSS DESIGN,, TROTRUOR . SS -TO -TRUSS CONNECTIONS, OR ANY ARCHITECTURAL, HGR HANGER TYP TYPICAL IS ACCEPTABLE AS LONG AS PUBLISHED VALUES ARE GREATER SSE RERr:'�TS F�� �+- i�����+�� MECHANICAL OR ELECTRICAL SYSTEM. THE CONTRACTOR SHALL BE Rr�i!lR R.`NTFORAP f19N ,,�5 SHEET HDR HEADER LION UNLESS OTHERWISE NOTED RESPONSIBLE FOR THE DESIGN/ INSTALLATION OF ALL WATER PROOFING. 22RIZI HORIZONTAL VERT VERTICAL ,,g,, ( ,P ,,,... S�1�f(alq SOHO SHEET 1 OF 2 2x10 SYP#2 FLOOR @ 16 O.C. SCABBi EXISTING w/ CONSTRL ADHESIVE & 2—ROWS ' 6" O.C. STAG( HUC FASTEN BEAM T EXISTING SOLID WOO STUD PACK w HUC210-2 HANGS (2)2x1 4x4 SYP#2 POS' FASEN TO BELOV w/ (2)CS11 (2)2x1( CANTILEVER EXTENSION & EXISTING FLOOR FRAMING PLAN SCALE: 1/4" = 1'-0" CANTILEVER EXTENSION & EXISTING SECOND LEVEL WALL FRAMING PLAN SCALE: 1/4" i I EXISTINC O VE DOUBLE TOP H2.5T C) EA. F FASTEN BEAM TO POS1 BELOW w/ (2)CS1 E 4x4 SYP#2 POST @ CORNER. FASTEN POST TO BEAM BELOW w/ (2)CS16 SCHEMATIC SECTION AT POST SCALE: 3/4" = 1'-0" z z '2 \,--(4)10d @ 12" (3) 10d @ 12" OC EA. SIDE OC EA. SIDE (2)2x— (3)2x— BEAM BEAM 12d NAILS FROM OTHER SIDE OF 2nd PLY. EXISTING STRUCTURES ARE SHOWN ON DRAWINGS FOR CLARITY ONLY. VERIFY ALL XISTING/NEW ELEVATIONS AND TYPE OF CONSTRUCTION OF THOSE STRUCTURES, AND NOTIFY EN (NEER IMMEDIATELY BEFORE BEGINNING NEW CONSTRUCTION OF ANY INTERFERENCES AND R DISCREPANCIES THAT MIGHT EXIST BETWEEN CONSTRUCTION DOCUMENTS AND/OR A TUAL FIELD CONDITIONS. THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY BRACING/SHORING, TEMPORARY SUPPORTS AND OTHER SUCH ITEMS OR OTHER MEASURES NECESSARY TO PROTEC THE STRUCTURE AND ANY PERSONNEL DURING CONSTRUCTION. THE DESIGN ADEQUACY ND SAFETY OF ABOVE ITEMS ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. EXISTING ROOF OVERHANG H2.5T © EA. RAFTER r! WINDOW SILL QTS AS REQ'D PER BUILDER TI ON )d 2x6 or 2x8 2x4 POST POST NOTES: 1. TYPICAL CONNECTION AT STUD COLUMNS, JACK—TO—KING ASSEMBLIES, CORNER POSTS, ETC. 2. SEE FASTENMASTLR FOR TRUSSLOK INSTALLATION RECOMMENDATIONS BUILT UP MEMBER FASTENING J)UALL: N 15 V2 L NEW BEAM PER PLANS EXISTING HEADER TO REMAIN NEW BEAM PER PLAN NEW OPENING > _ 4„ 2x10 SYP#2 FLR JOISTS @ 16" O.C. SCA BED TO EXISTING w/ CO STRUCTION ADHESIVE & 2— OWS 1 O @ 6" O.C. STAG ERED 1 HTS16 EXISTING FLOOR JOIST I �V 2 SCHEMATIC SECTION AT CANTILEVER S1.0 SCALE: 3/4" = 1',-0 )1 JOS OPY Lou Pontigo and Associates, Inc. 420 Osceola Avenue Jax. Beach, Florida 32250 Ph. 242-0908 Fax. 241-9557 FL: CA # 8344 SC: CA# 3579 I, �71 �J��•�%G 331 I Z Q �' LLJ J FES S I ONP w 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 8 ASSOCIATES MAY RESULT IN ADDITIONAL ENGINEERING OR INSPECTION FEES. w J Z Q �' LLJ J D w 07Q �Q m -� w U U - =O ~ Z Z G) In � C7 GEN. DETAILS, & NEW FRAMING PLANS L NOT SCALE DIMENSIONS FROME DRAWINGS. IF A DIMENSION ISUNCLEAR REFER TO THE CHITECTURAL DRAWINGS OR CONTACT THE E.O.R. PLAN NAME RESIDENCE DESIGN/DRAWN/CHECKED JMD / MJK /LAP DATE 04.04.19 SCALE AS NOTED LPA No. CONTROL No. SHEET S1�T20 SHEEF 2