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1596 Maritime Oak Dr RES18-0358 dwgs 2GENERAL: A. THIS DOCUMENT, ALONG WITH ASSOCIATED DOCUMENTS, IS AN INSTRUMENT OF ENGINEER's SERVICE FOR THE EXCLUSIVE USE AT THE PROJECT TITLED HEREIN. INFORMATION DERIVED FROM THIS DOCUMENT, AND/OR ASSOCIATED DOCUMENTS, MAY NOT BE USED FOR OTHER WORK(S) OR PROJECT(S) WITHOUTTHE EXPRESS WRITTEN PERMISSION OF THE PROJECT ENGINEER IDENTIFIED BELOW. B. DESIGN IS VOID TWELVE MONTHS AFTER DATE OF ORIGINAL ISSUE. C. DESIGN IS BASED ON SECTIONS 1603-1610 OF THE FLORIDA BUILDING CODE -BUILDING AND SECTION R301 OF THE FLORIDA BUILDING CODE -RESIDENTIAL. THE ENGINEER OF RECORD ACCEPTS NO RESPONSIBILITY FOR THE PROJECTS COMPLIANCE WITH PORTIONS OF THE FLORIDA BUILDING CODE NOT SPECIFICALLY IDENTIFIED. CODE REQUIREMENTS FOR FIRE (FIRE SEPARATION BETWEEN DWELLINGS, SPRINKLERS, ALARMS, EGRESS, ETC.) ARE TO BE SPECIFIED BY OTHERS. D. DO NOT SCALE. REFER TO ARCHITECTURAL PLANS FOR ALL DIMENSIONS. IF DISCREPANCIES ARE FOUND BETWEEN PLANS, NOTIFY THIS OFFICE IMMEDIATELY. E. THESE DRAWINGS CONTAIN SPECIFIC INFORMATION INCLUDING, BUT NOT LIMITED TO, ARCHITECTURAL ELEMENTS, DIMENSIONS AND LOCATIONS PROVIDED BY OTHERS, THIS OFFICE IS NOT RESPONSIBLE FOR THE ACCURACY OF INFORMATION PROVIDED BY OR DERIVED FROM OTHER SOURCES. F. CERTAIN COMPONENTS DISPLAYED IN THESE DOCUMENTS HAVE BEEN PREPARED BY COMPONENT MANUFACTURERS HAVING PROVED COMPLIANCE EITHER THROUGH THE FLORIDA PRODUCT APPROVAL SYSTEM OR APPROVAL BY A DELEGATE ENGINEER LICENSED IN THE STATE OF FLORIDA AND ARE NOT THE RESPONSIBILITY OF THE ENGINEER OF RECORD. IN ADDITION, COMPONENTS NOT SPECIFICALLY SPECIFIED IN THESE DOCUMENTS ARE NOT THE RESPONSIBILITY OF THE ENGINEER OF RECORD. REQUIRED COMPONENTS BELIEVED TO BE STRUCTURAL IN NATURE SHOULD BE BROUGHT TO THE ATTENTION OF THIS OFFICE OR BE PREPARED/REVIEWED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF FLORIDA. G. ALL DETAILS SHALL BE IN ACCORDANCE WITH INSTRUCTIONS FROM MANUFACTURER OR DESIGNER. H. THE CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE JOB SITE PRIOR TO COMMENCING WORK. I. THESE DOCUMENTS, AS INSTRUMENTS OF SERVICE, ARE THE PROPERTY OF THE ENGINEER OF RECORD AND MAY NOT BE USED OR REPRODUCED WITHOUT EXPRESSED WRITTEN CONSENT OF THE ENGINEER OF RECORD. J. ALL DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE IN THE WORK EXCEPT WHERE A DIFFERENT DETAIL IS SHOWN. K. IT IS THE CONTRACTORS SOLE RESPONSIBILITY TO DETERMINE ERECTION PROCEDURE AND SEQUENCE TO INSURE THE SAFETY OF THE BUILDING AND ITS COMPONENT PARTS DURING ERECTION. L. TEMPORARY BRACING: CONTRACTORS SHALL BE RESPONSIBLE FOR ALL TEMPORARY BRACING THAT IS REQUIRED DURING CONSTRUCTION TO KEEP THE STRUCTURE SAFE AND PLUMB UNTIL THE ENTIRE STRUCTURE IS IN PLACE. BRACING SHOWN ON THE STRUCTURAL DRAWINGS IS FOR THE COMPLETED STRUCTURE ONLY. FOUNDATION: A. THIS DESIGN HAS BEEN COMPLETED IN ACCORDANCE WITH PERTINENT STANDARDS, RECOMMENDED DESIGN SOIL PARAMETERS, AND ACCEPTED ENGINEERING DESIGN PROCEDURES AND IS BASED ON THE BEST INFORMATION AVAILABLE AT THE TIME OF COMPLETION. THE DESIGN DOES NOT ANTICIPATE DIFFERENTIAL MOVEMENT RESULTING FROM SUBSURFACE CONDITIONS SUCH AS THE HEAVING OF EXPANSIVE SOIL OR DECOMPOSITION OF SUBSURFACE ORGANIC MATTER. SUBSURFACE EXPLORATION CONDUCTED BY A QUALIFIED GEOTECHNICAL ENGINEERING FIRM MAY BE USED AT THE DISCRETION OF THE BUILDING CONTRACTOR AND/OR BUILDING OFFICIAL AND ALL FINDINGS REPORTED TO THIS OFFICE FOR REVIEW. IN THE ABSENCE OF A GEOTECHNICAL ENGINEERS REPORT, THE E.O.R. DOES NOT ACCEPT LIABILITY FOR SUBSURFACE CONDITIONS WHICH MAY LEAD TO STRUCTURAL OR AESTHETIC DAMAGE TO THE STRUCTURE. B. DESIGN HAS BEEN BASED ON A NON -EXPANSIVE SOIL WITH AN ALLOWABLE SOIL BEARING CAPACITY OF 2000 psf, ACTIVE EFP = 30 pcf (LEVEL BACK SLOPE). NOTIFY THE ENGINEER OF RECORD AND CEASE CONSTRUCTION IF ADVERSE OR OTHERWISE NON -CONFORMING CONDITIONS ARE FOUND TO EXIST. C. MINIMUM COMPRESSIVE DESIGN STRENGTH OF CONCRETE USED FOR FOUNDATION AND SLABS SHALL BE 2500 psi @ 28 DAYS. D. ADJACENT SURFACES SHALL COMPLY WITH FBC R401.3 AND 8403.1.7. E. BACKFILL ADJACENT TO FOUNDATION WALLS SHALL NOT BE PLACED UNTIL THE WALLS HAVE SUFFICIENT STRENGTH AND HAVE BEEN ANCHORED TO THE FLOOR SYSTEM ABOVE OR ADEQUATELY BRACED TO PREVENT DAMAGE TO THE WALL. EXTREME CARE MUST BE USED THROUGHOUT CONSTRUCTION TO PREVENT MOVEMENT OF RETAINING/FOUNDATION WALLS UNTIL STRUCTURAL SYSTEM COMPLETION. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO ADEQUATELY SHORE THE WALLS THROUGHOUT CONSTRUCTION TO MAINTAIN THE INTEGRITY OF THE DESIGN. IF UNSURE WHAT COURSE OF ACTION TO TAKE IN ORDER TO PROVIDE ADEQUATE TEMPORARY BRACING/SHORING, CONTACTTHE ENGINEER OF RECORD FOR ADDITIONAL CONSULTATION PRIOR TO PROCEEDING. F. FOOTINGS SHALL BEAR UPON UNDISTURBED SOIL OR UPON SOIL COMPACTED TO A DENSITY OF MIN. 95% OF MODIFIED PROCTOR MAXIMUM DRY DENSITY (ASTM -D 1557) FOR A DEPTH OF AT LEAST TWO FEET (2') BELOW THE BOTTOM OF THE FOOTING. G. ALL CONCRETE SLABS ON GRADE SHALL BE THE THICKNESS AS INDICATED ON THE DRAWINGS OVER MINIMUM 6 mil POLYETHYLENE VAPOR BARRIER. SUCH SLABS SHALL BE REINFORCED WITH 6x6 W1.4x1.4 WWM LAPPED 8" AT EDGES AND ENDS IN CONFORMANCE WITH ASTM -A 185, OR FIBER MESH REINFORCEMENT SHALL BE USED WITH THE MINIMUM 2" FIBER LENGTH AT (1) LB/YD COMPLYING WITH ASTM -C 116. H. FILL UNDER CONCRETE SLABS SHALL BE CLEAN SAND FREE OF DEBRIS AND OTHER DELETERIOUS MATERIAL. FILL SHALL BE COMPACTED TO A DENSITY OF AT LEAST 95% OF MODIFIED PROCTOR MAXIMUM DRY DENSITY (ASTM -D 1557). FILL SHALL BE TREATED WITH TERMITE POISON BEFORE SLAB IS PLACED OR OTHER MEANS OF PROTECTING STRUCTURE FROM WDO's MUST BE INSTALLED AT LATER DATE. I. WHERE SHOWN, CORES OF BLOCK MASONRY SHALL BE FILLED WITH COARSE GROUT OR PEA GRAVEL CONCRETE WITH THE MINIMUM COMPRESSIVE STRENGTH OF 2500 psi AT 28 DAYS. J. MINIMUM CONCRETE COVER FOR REINFORCEMENT SHALL BE AS FOLLOWS: • CONCRETE CAST AGAINST EARTH - 3" • FORMED CONCRETE EXPOSED TO EARTH OR WEATHER- 11/2" • INTERIOR SLABS, WALLS - 3/4". 1. REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 40 LONGITUDINAL REINFORCING IN WALLS AND FOOTINGS SHALL BE CONTINUOUS AT CORNERS AND INTERSECTIONS. MATCHING CORNER BARS SHALL BE USED. MINIMUM LAP OF REINFORCING SHALL BE 25" FOR #5 BARS AND 20" FOR #4 BARS. ALL 90° HOOKS SHALL HAVE A MIN. BEND LENGTH OF 6" FOR #4 AND 7-1/2" FOR #5 INTO FOOTING UNLESS NOTED OTHERWISE. J. ALL CONCRETE OPERATIONS, INCLUDING BUT NOT LIMITED TO MIX DESIGN, MIXING, TRANSPORTING, PLACING, REINFORCING DETAILING AND PLACING, CURING, AND TESTING SHALL BE DONE IN ACCORDANCE WITH THE REQUIREMENTS AND APPLICATION OF ACI 301, "SPECIFICATIONS FOR STRUCTURAL CONCRETE". STEEL: A. DETAIL, FABRICATE, AND OR ERECT STEEL ACCORDING TO AISC "SPECIFICATION FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL BUILDINGS". B. STRUCTURAL STEEL SHALL BE ASTM A36, EXCEPT AS NOTED BELOW: • PIPE - ASTM A53, TYPE E OR S, GR. B • TUBE - ASTM A500 C. ALL BOLTS, ANCHOR BOLTS, AND THREADED RODS SHALL BE ASTM F1554 GRADE 36 UNLESS NOTED OTHERWISE. D. HEX NUTS AND COUPLERS USED FOR BOLTS, ANCHOR BOLTS, AND THREADED RODS SHALL BE LOW CARBON STEEL AND MEET OR EXCEED THE CAPACITY OF THE CORRESPONDING A36, SAE 1018 AND GRADE 2 BOLTS, ETC. HEX NUTS AND COUPLERS USED FOR HIGH STRENGTH BOLTS, ANCHOR BOLTS, AND THREADED RODS - ASTM A449 OR SIMILAR - SHALL BE HEAVY HEX ASTM A563 GRADE DH. E. ALL WELDING SHALL BE BY A CERTIFIED WELDER IN ACCORDANCE WITH AWS D1.1. WOOD: A. ALL SOLID SAWN (SS) FRAMING LUMBER TO BE AS FOLLOWS: 1. RAFTERS/JOISTS - #2 SYP 2. WALL PLATES - #2 SYP, U.N.O. 3. WALL HEADERS - #2 SYP 4. WALL STUDS - #2 SPF, U.N.O. B. ALL ENGINEERED WOOD PRODUCTS (EWP) TO BE AS FOLLOWS: 1. ALL STRUCTURAL COMPOSITE LUMBER (SCL) SPECIFIED BY THIS OFFICE TO BE AS FOLLOWS: a. BEAMS b. COLUMNS - LSL - 1.55E - LSL - 1.3E - LVL - 2.0E - LVL - 1.8E - PSL - 2.0E - PSL-1.8E/2.OE (PER PLAN) 2. ALL BEAMS PROVIDED BY OTHERS (e.g. DESIGNED IN CONJUNCTION WITH A FLOOR TRUSS SYSTEM) TO BE PER BEAM LIST ON FRAMING PLAN ACCORDING TO BEAM CALCULATIONS PROVIDED BY OTHERS. REFER TO BEAM CALCULATIONS FOR INFORMATION IDENTIFYING THE SCL MANUFACTURER, SIZE AND MATERIAL TO BE USED. IT IS IMPORTANT THAT THE BEAM INSTALLED MATCHES THE SIZE, MATERIAL, AND MATERIAL MANUFACTURER SHOWN ON THE BEAM CALCULATION. SUBSTITUTING ANOTHER MANUFACTURERS MATERIAL, EVEN WITH MATCHING PROPERTIES, IS NOT ALLOWED WITHOUT WRITTEN NOTICE FROM THIS OFFICE. 3. ALL I -JOISTS TO BE PERFORMANCE RATED I -JOIST (PRI) 40, U.N.O. 4. ALL EWP TO BE INSTALLED PER MANUFACTURER's SPECIFICATIONS AND INSTRUCTIONS. C. ALL SHEATHING TO BE AS FOLLOWS: 1. SHEATHING SPECIFIED IS THE MINIMUM THICKNESS REQUIRED TO SUPPORT ALL DESIGN LOADS WITHIN CODE LIMITATIONS. ARCHITECTURAL SPECIFICATIONS, INCLUDING PRODUCT MANUFACTURER REQUIREMENTS OR A DESIRED HIGHER PERFORMANCE REQUIREMENT MAY REQUIRE SHEATHING THICKER THAN THAT SPECIFIED ON THESE PLANS. FOLLOW THE MOST STRINGENT SHEATHING THICKNESS REQUIREMENT. IF ROOF SHEATHING THICKNESS REQUIRED EXCEEDS 15/32", USE 10d RING -SHANK NAILS. 2. ALL SHEATHING TO BE APA OR TECO RATED. 3. ALL ROOF/FLOOR SHEATHING TO BE ORIENTED PERPENDICULAR TO SUPPORTS. 4. ALL WALL SHEATHING PANEL EDGES TO BE BLOCKED w/ 2x SOLID MATERIAL. 5. NOMINAL PANEL THICKNESS SPECIFIED ON PLAN TO BE AS FOLLOWS: a. 7/16" ------ .437" THICKNESS - 24/16 SPAN RATING b. 15/32" ------ .469" THICKNESS - 32/16 SPAN RATING c. 19/32" ------ .594" THICKNESS - 40/20 SPAN RATING d. 23/32" ------ .719" THICKNESS - 48/24 SPAN RATING D. ATTACH ALL STUD COLUMNS, JACK ASSEMBLIES, KING ASSEMBLIES, CORNER POSTS, ETC. INCLUDING MULTI -PLY STUD MEMBERS AS FOLLOWS: 1. 2x4 POST - (1) ROW OF 10d NAILS @ 6" o/c STAGGERED WITHIN 3/4" OF CENTERLINE OF POST. 2. 2x6 POST - (1) ROW OF 10d NAILS @ 4" o/c STAGGERED 1-1/2" OFF STUD EDGE. 3. 2x8 POST - (1) ROW OF 10d NAILS @ 8" o/c ALONG CENTERLINE AND (2) ADDITIONAL ROWS @ 8" o/c 1-5/8" OFF STUD EDGE. E. FASTEN WALL SHEATHING TO EACH WALL STUD/POST w/ MIN 8d NAILS @ 12" o/c OR ATTACH GYPSUM TO INTERIOR POST w/ MIN 5d NAILS @ 4" o/c. IF MORE THAN 3 PLIES ARE USED, CONNECT EACH OUTER PLY TO SHEATHING AS SPECIFIED. F. WHERE NOT OTHERWISE SHOWN ON PLANS, ALL ATTACHMENTS SHALL BE AS INDICATED IN FBC TABLE 2304.9.1. G. ALL NAILS SHALL BE "COMMON", U.N.O. NAIL SIZES TO BE AS FOLLOWS: a. 8d - .131"x2-1/2" c. 12d - .148"x3-1/4" b. 10d - .148"x3" d. 16d - .162"x3-1/2" H. FASTENERS USED FOR ROOF APPLICATIONS TO BE CORROSION RESISTANT PER FBC 1506.5 (NAILS), 1506.6 (SCREWS), AND 1506.7 (CLIPS). I. USE OF TETRA GRIP (.113"X2-3/8") NAILS TO FASTEN FLOOR SHEATHING IS ALLOWED AS NOTED BASED ON ESR -3071 DATED DECEMBER 2015. CORROSION/DECAY RESISTANCE: A. ALL STRUCTURAL MEMBERS OF WOOD OR STRUCTURAL COMPOSITE LUMBER IN DIRECT GROUND CONTACT TO BE PRESERVATIVE -TREATED WOOD CONFORMING TO AWPA STANDARD U1 AND M4 - USE CATEGORY UC4A (UC5C IF IN CONTACT WITH SALT OR BRACKISH WATER). B. ALL STRUCTURAL MEMBERS OF WOOD OR STRUCTURAL COMPOSITE LUMBER IN EXPOSED TO WEATHER OR WITH THE POTENTIAL FOR EXPOSURE TO BE PRESERVATIVE -TREATED WOOD CONFORMING TO AWPA STANDARD U1 AND M4 - USE CATEGORY UC3A. C. ALL INTERIOR WOOD BASED MEMBERS IN DIRECT CONTACT WITH CONCRETE OR MASONRY TO CONFORM TO AWPA STANDARD U1 AND M4 - USE CATEGORY UC1. D. ALL METAL FASTENERS AND CONNECTORS EXPOSED TO WEATHER OR IN CONTACT WITH PRESERVATIVE TREATED MATERIALS SHALL BE Z -MAX COATED, HOT DIPPED GALVANIZED, STAINLESS STEEL OR OTHERWISE RATED BYTHE MANUFACTURER FOR COMPATIBILITY WITH THE APPLICATION. THE EXTERIOR APPLICATION OF ANY MATERIAL TREATED WITH A PRESSURE PRESERVATIVE CONTAINING AMMONIA SHALL REQUIRE THE EXCLUSIVE USE OF STAINLESS STEEL FASTENERS AND CONNECTORS. THE USE OF ANY MATERIAL TREATED WITH THE PRESSURE PRESERVATIVE ACZA SHALL REQUIRE THE EXCLUSIVE USE OF STAINLESS STEEL FASTENERS AND CONNECTORS. E. STAINLESS STEEL AND ZINC -PLATED FASTENERS AND CONNECTORS MAY NOT BE COMBINED. USE ONLY SS FASTENERS WITH SS CONNECTORS. USE ONLY ZINC -PLATED FASTENERS WITH ZINC -PLATED CONNECTORS. F. REGULAR INSPECTION AND MAINTENANCE OF WOOD, WOOD -BASED AND METAL PRODUCTS USED IN OUTDOOR OR OTHER CORROSIVE ENVIRONMENTS OR APPLICATIONS IS NECESSARY FOR CONTINUED, LONG-TERM PERFORMANCE. MASONRY: A. ALL MASONRY WORK SHALL BE IN ACCORDANCE WITH ACI 530/ASCE 5/ TMS 402 MASONRY BUILDING CODE. B. CONCRETE MASONRY UNITS SHALL BE ASTM C90-75, HOLLOW LOAD-BEARING CONCRETE MASONRY UNITS, TYPE 1, GRADE N-1, NORMAL WEIGHT, WITH A MINIMUM COMPRESSION STRENGTH OF 2000 psi (F'm=1500 psi). C. MORTAR SHALL CONFORM TO ASTM C270 AND BE OF TYPE S. D. GROUT WHEN SPECIFIED, SHALL CONFORM TO ASTM C 476 WITH MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 3000 psi. GROUT SHALL BE MIXED TO PROVIDE A SLUMP BETWEEN 8"-11". E. PROVIDE PRE -CAST CONCRETE LINTELS OVER ALL OPENINGS PER STRUCTURAL PLANS UNLESS NOTED OTHERWISE. F. LAP ALL VERTICAL REINFORCING A MINIMUM OF 20" FOR #4 BARS AND 25" FOR #5 BARS. ALL 90* HOOKS SHALL HAVE A MIN. BEND LENGTH OF 6" FOR #4 AND 7-1/2" FOR #5 INTO FOOTING UNLESS NOTED OTHERWISE. G. ALL CMU TO BE RUNNING BOND CONSTRUCTION. H. BRICK VENEER TIES SHALL BE NO. 9 U.S. GAGE WIRE OR NO. 22 U.S. GAGE x 7/8" CORRUGATED AND SHALL HAVE A HOOK EMBEDDED IN THE MORTAR JOINT. TIES SHALL BE SPACED NO MORE THAN 18 INCHES HORIZONTALLY AND VERTICALLY AND SHALL BE ATTACHED THROUGH THE WALL SHEATHING TO THE WALL STUDS. TIES SHALL BE PLACED WITHIN 12" OF ALL WALL OPENINGS TRUSSES: 4. ALL TRUSS ENGINEERING TO BE DESIGNED AND APPROVED BY DELEGATED TRUSS ENGINEER LICENSED TO PERFORM ENGINEERING IN THE STATE OF FLORIDA. 3. ALL ROOF/FLOOR TRUSS ENGINEERING TO MATCH LAYOUT(S) SHOWN ON THE FRAMING PLAN(S). ANY VARIATIONS FOUND SHOULD BE REPORTED TO THIS OFFICE PRIOR TO COMMENCING FOUNDATION POUR OR FRAMING. �. ALL TRUSSES TO BE DESIGNED TO MEET OR EXCEED THE WIND SPEED / EXPOSURE DESIGNATED IN THE "WIND DESIGN CRITERIA" SHOWN ON THIS SHEET. ). ALL TRUSSES TO BE DESIGNED TO MEET OR EXCEED THE LOADINGS SPECIFIED IN THE "TRUSS MEMBER DESIGN CRITERIA" SHOWN ON THIS SHEET. ALL RIDGE, HIP RIDGE, AND HIP BLOCKING ("DOLLAR EATERS") TO BE 2x4 #2 SYP @ MAX. 24" o/c w/ (3) .131x3" TOENAILS/END. REFER TO TRUSS ENGINEERING OR TRUSS LAYOUT FOR ALL TRUSS TO TRUSS, BEAM, OR LEDGER CONNECTIONS. IF NO CONNECTION IS SPECIFIED, CONTACT THIS OFFICE IMMEDIATELY. 3. REFER TO TRUSS ENGINEERING FOR ALL PLY TO PLY CONNECTIONS. i. TRUSS UPLIFTS REPORTED BY THE TRUSS DESIGN SOFTWARE SHOULD BE DISREGARDED. UPLIFTS H/WE BEEN CALCULATED BY THIS OFFICE AND ALL CONNECTIONS SPECIFIED ON THESE PLANS SHOULD BE FOLLOWED. TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO BCSI 1-03 PUBLISHED BY TPI AND WTCA PRIOR TO PERFORMING THESE FUNCTIONS. TOP CHORD OF ALL ROOF TRUSSES TO BE BRACED WITH ROOF SHEATHING PER SCHEDULE (SEE FR SHEETS) OR 2x4 #3 SPF PURLINS SPACED ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE TRUSS ENGINEERING BENEATH PIGGYBACK TRUSSES, VALLEY TRUSSES, OR VALLEY OVERFRAMING PER DETAIL F/FRD ABOVE. ATTACH PURLINS TO EACH INTERSECTING TOP CHORD w/ (2) .131x3" NAILS. BOTTOM CHORD OF ALL ROOF TRUSSES TO BE BRACED WITH PROPERLY APPLIED DRYWALL CEILING Olt 2x4 #3 SPF PURLINS SPACED ACCORDING TO THE MAXIMUM SPACING ON THE BOTTOM CHORD OF: THE TRUSS ENGINEERING. ATTACH PURLINS TO EACH INTERSECTING BOTTOM CHORD w/ (2) .1:31x3" NAILS. SEE DETAIL C/FRD FOR BRACING OF BOTTOM CHORDS AT PORCHES. PERMANENT TRUSS BRACING: WEB BRACING QUANTITY AND LOCATION TO BE INSTALLED AT LOCATIONS SHOWN ON THE TRUSS ENGINEERING. FOR MULTIPLE, IN-LINE WEBS REQUIRING BRACING, REFER TO OPTION 1 BELOW. FOR INDIVIDUAL TRUSS WEBS, L OR T BRACE PER OPTION 2 BELOW. (1) 2x4 S.G. SPF 6" DIAGONAL BRACE FROM MAX. CONTINUOUS LATERAL j BRACE TO UNDERSIDE OF TRUSS TOP CHORD. T -BRACE APPLY OVER MIN. (3) 45*FASTENED TO WEB TRUSSES @ EACH END OFw/ .131x3" @ 6" I EACH CONTINUOUS MAX. 0/C. T -BRACE TO LATERAL BRACE LINE AND @ MAX. 20' INTERVALS BE SAME SIZE, SPECIES AND BETWEEN ENDS.GRADE AS WEB TO 2x4 S.G. SPF LATERAL TBE BRACED. BRACE. QUANTITY AND LOCATION PER TRUSS ENGINEERING. OVERLAP MM. (2) TRUSS OVER MAX. - OPTION 1 - CONTINUOUS LATERAL BRACING - OPTION 2 - INDIVIDUAL WEB BRACING ATR ALL THREAD ROD: SEE TD PAGES AND TDD DETAIL PAGE -- BM BEAM - -- - ---- - ---- --- Cl. CENTERLINE CLG CEILING - --- ----- --- - -- CMU CONCRETE MASONRY UNIT CONT. CONTINUOUS CS COVER SHEET Dl. DEAD LOAD DSW4 DOUBLE SIDED SW4 SHEAR WALL - SEE FR PAGES DSW3 DOUBLE SIDED SW3 SHEAR WALL - SEE FR PAGES E.O.R. ENGINEER OF RECORD EXT. EXTERIOR FBC FLORIDA BUILDING CODE FD FOUNDATION SHEET FDD FOUNDATION DETAIL SHEET FR FRAMING SHEET FRD FRAMING DETAIL SHEET (3338 SHEAR WALL HOLD DOWN - SEE TD PAGES HDR HEADER INT. INTERIOR LL LIVE LOAD MAX. MAXIMUM MIN. MINIMUM 01.2 SHEAR WALL HOLD DOWN -SEE TD PAGES 058 SHEAR WALL HOLD DOWN - SEE TD PAGES O/C ON CENTER OPT. OPTIONAL OSB ORIENTED STRAND BOARD PCIF POUNDS PER CUBIC FOOT PSI POUNDS PER SQUARE INCH PSI= POUNDS PER SQUARE FOOT PT PRESERVATIVE TREATED / PRESSURE TREATED (TREATED FOR OUTDOOR USE) QTB BLUE QUICK TIE CABLE - SEE TD PAGES AND TDD DETAIL PAGE QTG GREEN QUICK TIE CABLE - SEE TD PAGES AND TDD DETAIL PAGE QTO ORANGE QUICK TIE CABLE - SEE TD PAGES AND TDD DETAIL PAGE RSD RAISED SCL STRUCTURAL COMPOSITE LUMBER (LSL, LVL, PSL) SG STUD GRADE SPF GRADE #2 SPRUCE PINE FIR SS STAINLESS STEEL SW6HP SHEAR WALL - SEE FR PAGES SW6 SHEAR WALL - SEE FR PAGES SW4 SHEAR WALL - SEE FR PAGES SW3 SHEAR WALL - SEE FR PAGES - SWS1 SHEAR WALL - SEE FR PAGES SYP GRADE #2 SOUTHERN YELLOW PINE TD TIE DOWN SHEET - TDD TIE DOWN DETAIL SHEET TYP. TYPICAL U.N.O. UNLESS NOTED OTHERWISE.------ -- w/ WITH - --__ ---- --- w/o WITHOUT WWM/F WELDED WIRE MESH/FABRIC X58 SHEAR WALL HOLD DOWN - SEE TD PAGES ABBREVIATIONS HOLD DOWN CONNECTOR SCHEDULE 1, 2, 3, 4, 5, 6 z w FASTENERS z ?: F- -- - -- --- - - - -- o ZATTACHMENT TO CONCRETE FOUNDATION ATTACHMENT o _ � TO WOOD POST INTERIOR WALL MONO SLAB @ STEMWALL @ < (no slab edge) EXTERIOR WALL EXTERIOR WALL 3/8" x 4" ATR 3/8" x 6" ATR 3/8" x 6" ATR LTT20B N/A (10) .148 x 3 -OR- -OR- -OR- 3/8"x6" 3/8"x6" TITEN HD 3/8"x6" TITEN HD 3/8"x6" TITEN HD 3/8" x 4" ATR 3/8" x 6" ATR 3/8" x 6" ATR DTT2Z N/A (8) 1/4"x1-1/2" -OR- -OR- -OR- SDS SCREWS 3/8"x6" TITEN HD 3/8"x6" TITEN HD 3/8"x6" TITEN HD HTT4 HTT4 (18) .162 x 2-1/2" 5/8" x 6" ATR 5/8" x 12" ATR 5/8" x 15" ATR NAILS HTT5 HTT5 (26).162 x 2-1/2" 5/8" x 6" ATR 5/8" x 12" ATR 5/8" x 15" ATR _ _-- NAILS HDQ8 UPHD8 (20) 1/4" x 3" 7/8" x 8" ATR 7/8" x 16" ATR 7/8" x 16" ATR SDS SCREWS HDU14 UPHD14 (36) 1/4"x2-1/2" 1" x 10" ATR 1" x 18" ATR 1" x 20" ATR SDS SCREWS HOLD-DOWN NOTES: 1. 3/8" ATR ANCHOR REQUIRES 2"x2"x1/4" WASHER FOR USE WITH LTT2OB HOLD DOWN. 2. PROVIDE MIN. 2-1/2" EDGE DISTANCE FROM CENTER OF ANCHOR TO SLAB EDGE FOR ALL HOLD DOWNS SPECIFYING A 3/8" ATR. 3. PROVIDE MIN. 3" EDGE DISTANCE FROM CENTER OF ANCHOR TO SLAB EDGE FOR ALL HOLD DOWNS SPECIFYING A 5/8" ATR. 4. PROVIDE MIN. 4" EDGE DISTANCE FROM CENTER OF ANCHOR TO SLAB EDGE FOR ALL HOLD DOWNS SPECIFYING A 7/8" OR 1" ATR. 5. ALL ATR CONNECTIONS ARE EPDXIED CONNECTIONS TO THE FOUNDATION USING SIMPSON "SET -XP" 2 -PART EPDXY INSTALLED PER MANUFACTURER'S INSTRUCTIONS. 6. FOR USP UPHD HOLD DOWNS, USE THE WS3 SCREWS PROVIDED TO ATTACH THE HOLD DOWN TO POST. FILL ALL HOLES. FRAMING CONNECTOR SCHEDULE SIMPSON USP QT FASTENERS CONNECTOR ALTERNATIVE ALTERNATIVE H2.5 (AorT) RT7A OR RT7 HA4 (5) 8d COMMON x 1-1/2" / END SDWC15600 FMFF006 N/A H8 RT8A (5) 10d COMMON x 1-1/2" / END MTS12 MTW12 _ (7) 10d COMMON x 1-1/2" / END HTS20 HTW20 (12) 10d COMMON x 1-1/2" / END LGT2 LUGT2 (16) 16d SINKER x 3-1/4" TO TRUSS (14) 16d SINKER x 3-1/4" TO PLATE/POST LGT3 LUGT3 (12) 1/4"x2-1/2" SDS SCREWS TO TRUSS (26) 16d SINKER x 3-1/4" TO PLATE/POST LGT4 LUGT4 (16) 1/4"x3" SDS SCREWS TO TRUSS (30) 16d SINKER x 3-1/4" TO PLATE/POST C522 RS300 CS20_250 (7) 8d OR (6) 10d COMMON x 1-1/2" / END CS20 RS250 CS20-250 (8) 8d OR (7) 10d COMMON x 1-1/2" J END CS18 RS200 CS18-200 (11) 8d OR (9) 10d COMMON x 1-1/2" / END CS16 RS150 CS16-150 (16) 8d OR (14) 10d COMMON x 1-1/2" j END MSTA12 MSTA12 L512 (5) 10d COMMON x 1-1/2" / END MSTA18 MSTA18 MS24 (7) 10d COMMON x 1-1/2" / END MSTA24 MSTA24 MS24 (9) 10d COMMON x 1-1/2" / END MSTA36 MSTA36 MS36 (13) 10d COMMON x 1-1/2" / END MST48 KST248 (25) 16d COMMON x 3-1/2" J END MST60 KTS260 (34) 16d COMMON x 3-1/2" / END SPI SPT22 (6) 10d COMMON x 3" TO STUD (4) 10d COMMON x 3" TO PLATE SP2 SPT24 (6) 10d COMMON x 3" TO STUD (6) 10d COMMON x 3" TO PLATE (4) 10d COMMON x 1-1/2" TO STUD SSP (3) 10d COMMON x 1-1/2" TO DOUBLE PLATE (1) 10d COMMON x 1-1/2" TO SINGLE PLATE (8) 10d COMMON x 1-1/2" TO STUD DSP (6) 10d COMMON x 1-1/2" TO DOUBLE PLATE (2) 10d COMMON x 1-1/2" TO SINGLE PLATE TSP LFTA6 (9) 10d COMMON x 1-1/2" TO STUD (6) 10d COMMON x 1-1/2" TO DOUBLE PLATE SPH4/6/8 SPTH4/6/8 (12) 10d COMMON x 1-1/2" TOTAL A34 MP34 SC35 (8) 8d COMMON x_ 1-1/2" TOTAL LTP4 MP4F SC35F (12) 8d COMMON x 1-1/2" TOTAL MEMBER CONNECTION DETAILS 4' 3 HIP ROOF - FOLLOW "END ZONE" - NAILING REQUIREMENTS NOTED ON ROOF SHEATHING SCHEDULE. y i MAIN RnnF RnnY FOLLOW "INTERIOR ZONE" NAILING REQUIREMENTS NOTED ON ROOF SHEATHING SCHEDULE. L GABLE ROOF j 4" o/c NAILING TO WITHIN 4' OF EACH GABLE END, SEE DETAIL L/FRD. 4' TYPICAL ROOF ZONE NAILING REQUIREMENTS I GENERAL DESIGN CRITERIA I BUILDING CODE 12017 FBC - RESIDENTIAL WIND DESIGN CRITERIA DESIGN GUIDE ALLOWABLE SPANS FOR LINTELS SUPPORTING MASONRY VENEER SIZE OF STEEL ANGLE NO STORY ONE STORY TWO STORIES EXPOSURE CATEGORY ABOVE ABOVE ABOVE L3x3x1/4 6'-0" 4'-6" 3'-0" L4x3x1/4 8'-0" 6'-0" 4'-6" L5x3-1/2x5/16 10 1-01181-011 FLOOR (GAME ROOMS) 61-011 L6x3-1/2x5/16 14'-0" _ 9'-6" 7'-0" 2 -6x3 -1/2x5/16 20'-0"12'-0" L/360 T-6" NOTES: a. LINTELS SHALL HAVE A LENGTH OF BEARING NOT LESS THAN 4". b. LONG LEG OF ANGLE SHALL BE PLACED INA VERTICAL POSITION. c. CONTACT THIS OFFICE FOR OPENING WIDTHS EXCEEDING THOSE SHOWN. TRUSSES: 4. ALL TRUSS ENGINEERING TO BE DESIGNED AND APPROVED BY DELEGATED TRUSS ENGINEER LICENSED TO PERFORM ENGINEERING IN THE STATE OF FLORIDA. 3. ALL ROOF/FLOOR TRUSS ENGINEERING TO MATCH LAYOUT(S) SHOWN ON THE FRAMING PLAN(S). ANY VARIATIONS FOUND SHOULD BE REPORTED TO THIS OFFICE PRIOR TO COMMENCING FOUNDATION POUR OR FRAMING. �. ALL TRUSSES TO BE DESIGNED TO MEET OR EXCEED THE WIND SPEED / EXPOSURE DESIGNATED IN THE "WIND DESIGN CRITERIA" SHOWN ON THIS SHEET. ). ALL TRUSSES TO BE DESIGNED TO MEET OR EXCEED THE LOADINGS SPECIFIED IN THE "TRUSS MEMBER DESIGN CRITERIA" SHOWN ON THIS SHEET. ALL RIDGE, HIP RIDGE, AND HIP BLOCKING ("DOLLAR EATERS") TO BE 2x4 #2 SYP @ MAX. 24" o/c w/ (3) .131x3" TOENAILS/END. REFER TO TRUSS ENGINEERING OR TRUSS LAYOUT FOR ALL TRUSS TO TRUSS, BEAM, OR LEDGER CONNECTIONS. IF NO CONNECTION IS SPECIFIED, CONTACT THIS OFFICE IMMEDIATELY. 3. REFER TO TRUSS ENGINEERING FOR ALL PLY TO PLY CONNECTIONS. i. TRUSS UPLIFTS REPORTED BY THE TRUSS DESIGN SOFTWARE SHOULD BE DISREGARDED. UPLIFTS H/WE BEEN CALCULATED BY THIS OFFICE AND ALL CONNECTIONS SPECIFIED ON THESE PLANS SHOULD BE FOLLOWED. TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO BCSI 1-03 PUBLISHED BY TPI AND WTCA PRIOR TO PERFORMING THESE FUNCTIONS. TOP CHORD OF ALL ROOF TRUSSES TO BE BRACED WITH ROOF SHEATHING PER SCHEDULE (SEE FR SHEETS) OR 2x4 #3 SPF PURLINS SPACED ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE TRUSS ENGINEERING BENEATH PIGGYBACK TRUSSES, VALLEY TRUSSES, OR VALLEY OVERFRAMING PER DETAIL F/FRD ABOVE. ATTACH PURLINS TO EACH INTERSECTING TOP CHORD w/ (2) .131x3" NAILS. BOTTOM CHORD OF ALL ROOF TRUSSES TO BE BRACED WITH PROPERLY APPLIED DRYWALL CEILING Olt 2x4 #3 SPF PURLINS SPACED ACCORDING TO THE MAXIMUM SPACING ON THE BOTTOM CHORD OF: THE TRUSS ENGINEERING. ATTACH PURLINS TO EACH INTERSECTING BOTTOM CHORD w/ (2) .1:31x3" NAILS. SEE DETAIL C/FRD FOR BRACING OF BOTTOM CHORDS AT PORCHES. PERMANENT TRUSS BRACING: WEB BRACING QUANTITY AND LOCATION TO BE INSTALLED AT LOCATIONS SHOWN ON THE TRUSS ENGINEERING. FOR MULTIPLE, IN-LINE WEBS REQUIRING BRACING, REFER TO OPTION 1 BELOW. FOR INDIVIDUAL TRUSS WEBS, L OR T BRACE PER OPTION 2 BELOW. (1) 2x4 S.G. SPF 6" DIAGONAL BRACE FROM MAX. CONTINUOUS LATERAL j BRACE TO UNDERSIDE OF TRUSS TOP CHORD. T -BRACE APPLY OVER MIN. (3) 45*FASTENED TO WEB TRUSSES @ EACH END OFw/ .131x3" @ 6" I EACH CONTINUOUS MAX. 0/C. T -BRACE TO LATERAL BRACE LINE AND @ MAX. 20' INTERVALS BE SAME SIZE, SPECIES AND BETWEEN ENDS.GRADE AS WEB TO 2x4 S.G. SPF LATERAL TBE BRACED. BRACE. QUANTITY AND LOCATION PER TRUSS ENGINEERING. OVERLAP MM. (2) TRUSS OVER MAX. - OPTION 1 - CONTINUOUS LATERAL BRACING - OPTION 2 - INDIVIDUAL WEB BRACING ATR ALL THREAD ROD: SEE TD PAGES AND TDD DETAIL PAGE -- BM BEAM - -- - ---- - ---- --- Cl. CENTERLINE CLG CEILING - --- ----- --- - -- CMU CONCRETE MASONRY UNIT CONT. CONTINUOUS CS COVER SHEET Dl. DEAD LOAD DSW4 DOUBLE SIDED SW4 SHEAR WALL - SEE FR PAGES DSW3 DOUBLE SIDED SW3 SHEAR WALL - SEE FR PAGES E.O.R. ENGINEER OF RECORD EXT. EXTERIOR FBC FLORIDA BUILDING CODE FD FOUNDATION SHEET FDD FOUNDATION DETAIL SHEET FR FRAMING SHEET FRD FRAMING DETAIL SHEET (3338 SHEAR WALL HOLD DOWN - SEE TD PAGES HDR HEADER INT. INTERIOR LL LIVE LOAD MAX. MAXIMUM MIN. MINIMUM 01.2 SHEAR WALL HOLD DOWN -SEE TD PAGES 058 SHEAR WALL HOLD DOWN - SEE TD PAGES O/C ON CENTER OPT. OPTIONAL OSB ORIENTED STRAND BOARD PCIF POUNDS PER CUBIC FOOT PSI POUNDS PER SQUARE INCH PSI= POUNDS PER SQUARE FOOT PT PRESERVATIVE TREATED / PRESSURE TREATED (TREATED FOR OUTDOOR USE) QTB BLUE QUICK TIE CABLE - SEE TD PAGES AND TDD DETAIL PAGE QTG GREEN QUICK TIE CABLE - SEE TD PAGES AND TDD DETAIL PAGE QTO ORANGE QUICK TIE CABLE - SEE TD PAGES AND TDD DETAIL PAGE RSD RAISED SCL STRUCTURAL COMPOSITE LUMBER (LSL, LVL, PSL) SG STUD GRADE SPF GRADE #2 SPRUCE PINE FIR SS STAINLESS STEEL SW6HP SHEAR WALL - SEE FR PAGES SW6 SHEAR WALL - SEE FR PAGES SW4 SHEAR WALL - SEE FR PAGES SW3 SHEAR WALL - SEE FR PAGES - SWS1 SHEAR WALL - SEE FR PAGES SYP GRADE #2 SOUTHERN YELLOW PINE TD TIE DOWN SHEET - TDD TIE DOWN DETAIL SHEET TYP. TYPICAL U.N.O. UNLESS NOTED OTHERWISE.------ -- w/ WITH - --__ ---- --- w/o WITHOUT WWM/F WELDED WIRE MESH/FABRIC X58 SHEAR WALL HOLD DOWN - SEE TD PAGES ABBREVIATIONS HOLD DOWN CONNECTOR SCHEDULE 1, 2, 3, 4, 5, 6 z w FASTENERS z ?: F- -- - -- --- - - - -- o ZATTACHMENT TO CONCRETE FOUNDATION ATTACHMENT o _ � TO WOOD POST INTERIOR WALL MONO SLAB @ STEMWALL @ < (no slab edge) EXTERIOR WALL EXTERIOR WALL 3/8" x 4" ATR 3/8" x 6" ATR 3/8" x 6" ATR LTT20B N/A (10) .148 x 3 -OR- -OR- -OR- 3/8"x6" 3/8"x6" TITEN HD 3/8"x6" TITEN HD 3/8"x6" TITEN HD 3/8" x 4" ATR 3/8" x 6" ATR 3/8" x 6" ATR DTT2Z N/A (8) 1/4"x1-1/2" -OR- -OR- -OR- SDS SCREWS 3/8"x6" TITEN HD 3/8"x6" TITEN HD 3/8"x6" TITEN HD HTT4 HTT4 (18) .162 x 2-1/2" 5/8" x 6" ATR 5/8" x 12" ATR 5/8" x 15" ATR NAILS HTT5 HTT5 (26).162 x 2-1/2" 5/8" x 6" ATR 5/8" x 12" ATR 5/8" x 15" ATR _ _-- NAILS HDQ8 UPHD8 (20) 1/4" x 3" 7/8" x 8" ATR 7/8" x 16" ATR 7/8" x 16" ATR SDS SCREWS HDU14 UPHD14 (36) 1/4"x2-1/2" 1" x 10" ATR 1" x 18" ATR 1" x 20" ATR SDS SCREWS HOLD-DOWN NOTES: 1. 3/8" ATR ANCHOR REQUIRES 2"x2"x1/4" WASHER FOR USE WITH LTT2OB HOLD DOWN. 2. PROVIDE MIN. 2-1/2" EDGE DISTANCE FROM CENTER OF ANCHOR TO SLAB EDGE FOR ALL HOLD DOWNS SPECIFYING A 3/8" ATR. 3. PROVIDE MIN. 3" EDGE DISTANCE FROM CENTER OF ANCHOR TO SLAB EDGE FOR ALL HOLD DOWNS SPECIFYING A 5/8" ATR. 4. PROVIDE MIN. 4" EDGE DISTANCE FROM CENTER OF ANCHOR TO SLAB EDGE FOR ALL HOLD DOWNS SPECIFYING A 7/8" OR 1" ATR. 5. ALL ATR CONNECTIONS ARE EPDXIED CONNECTIONS TO THE FOUNDATION USING SIMPSON "SET -XP" 2 -PART EPDXY INSTALLED PER MANUFACTURER'S INSTRUCTIONS. 6. FOR USP UPHD HOLD DOWNS, USE THE WS3 SCREWS PROVIDED TO ATTACH THE HOLD DOWN TO POST. FILL ALL HOLES. FRAMING CONNECTOR SCHEDULE SIMPSON USP QT FASTENERS CONNECTOR ALTERNATIVE ALTERNATIVE H2.5 (AorT) RT7A OR RT7 HA4 (5) 8d COMMON x 1-1/2" / END SDWC15600 FMFF006 N/A H8 RT8A (5) 10d COMMON x 1-1/2" / END MTS12 MTW12 _ (7) 10d COMMON x 1-1/2" / END HTS20 HTW20 (12) 10d COMMON x 1-1/2" / END LGT2 LUGT2 (16) 16d SINKER x 3-1/4" TO TRUSS (14) 16d SINKER x 3-1/4" TO PLATE/POST LGT3 LUGT3 (12) 1/4"x2-1/2" SDS SCREWS TO TRUSS (26) 16d SINKER x 3-1/4" TO PLATE/POST LGT4 LUGT4 (16) 1/4"x3" SDS SCREWS TO TRUSS (30) 16d SINKER x 3-1/4" TO PLATE/POST C522 RS300 CS20_250 (7) 8d OR (6) 10d COMMON x 1-1/2" / END CS20 RS250 CS20-250 (8) 8d OR (7) 10d COMMON x 1-1/2" J END CS18 RS200 CS18-200 (11) 8d OR (9) 10d COMMON x 1-1/2" / END CS16 RS150 CS16-150 (16) 8d OR (14) 10d COMMON x 1-1/2" j END MSTA12 MSTA12 L512 (5) 10d COMMON x 1-1/2" / END MSTA18 MSTA18 MS24 (7) 10d COMMON x 1-1/2" / END MSTA24 MSTA24 MS24 (9) 10d COMMON x 1-1/2" / END MSTA36 MSTA36 MS36 (13) 10d COMMON x 1-1/2" / END MST48 KST248 (25) 16d COMMON x 3-1/2" J END MST60 KTS260 (34) 16d COMMON x 3-1/2" / END SPI SPT22 (6) 10d COMMON x 3" TO STUD (4) 10d COMMON x 3" TO PLATE SP2 SPT24 (6) 10d COMMON x 3" TO STUD (6) 10d COMMON x 3" TO PLATE (4) 10d COMMON x 1-1/2" TO STUD SSP (3) 10d COMMON x 1-1/2" TO DOUBLE PLATE (1) 10d COMMON x 1-1/2" TO SINGLE PLATE (8) 10d COMMON x 1-1/2" TO STUD DSP (6) 10d COMMON x 1-1/2" TO DOUBLE PLATE (2) 10d COMMON x 1-1/2" TO SINGLE PLATE TSP LFTA6 (9) 10d COMMON x 1-1/2" TO STUD (6) 10d COMMON x 1-1/2" TO DOUBLE PLATE SPH4/6/8 SPTH4/6/8 (12) 10d COMMON x 1-1/2" TOTAL A34 MP34 SC35 (8) 8d COMMON x_ 1-1/2" TOTAL LTP4 MP4F SC35F (12) 8d COMMON x 1-1/2" TOTAL MEMBER CONNECTION DETAILS 4' 3 HIP ROOF - FOLLOW "END ZONE" - NAILING REQUIREMENTS NOTED ON ROOF SHEATHING SCHEDULE. y i MAIN RnnF RnnY FOLLOW "INTERIOR ZONE" NAILING REQUIREMENTS NOTED ON ROOF SHEATHING SCHEDULE. L GABLE ROOF j 4" o/c NAILING TO WITHIN 4' OF EACH GABLE END, SEE DETAIL L/FRD. 4' TYPICAL ROOF ZONE NAILING REQUIREMENTS I GENERAL DESIGN CRITERIA I BUILDING CODE 12017 FBC - RESIDENTIAL WIND DESIGN CRITERIA DESIGN GUIDE ASCE 7-10 WIND SPEED (VDT) 130 mph WIND SPEED (VASD) 101 mph EXPOSURE CATEGORY C BUILDING TYPE ENCLOSED RISK CATEGORY 11 TOPOGRAPHY FLAT MEAN ROOF HEIGHT < 30' SOLID SAWN MEMBER DESIGN CRITERIA 71 USE L.L. D. L. L.L.A T.L.A ROOF'(METAL) 20 3 L/240 L/180 FLOOR (ROOMS) 40 15 L/360 L/240 FLOOR (DECKS) 40 15 L/360 1/240 FLOOR (GAME ROOMS) 60 15 L/360 L/240 FLOOR (BALCONIES) 60 15 L/360 L/240 ATTIC CEILING (STORAGE) 20 5 L/360 L/240 ATTIC CEILING (NO STORAGE) 10 5 L/360 L/240 WALL (BRITTLE FINISH) ACTUAL IMPOSED DEAD LOAD OR 10 psf, UNIFORMLY DISTRIBUTED >< L/360 MAX. 16" o/c. WALL (FLEXIBLE FINISH) PANEL) SYSTEMS. >< L/180 a. ROOF MEMBERS HAVE NOT BEEN DESIGNED TO SUPPORT PHOTOVOLTAIC (SOLAR PANEL) SYSTEMS. I TRUSS MEMBER DESIGN CRITERIA MEMBER L.L. D. L. L.L. T.L. (+) (-) (+) C) WINDOWS DOORS WALLS © A ROOF TOP CHORD (METAL) 20 3 L/240 L/180 ROOF BOTTOM CHORD 10a'b 5 L/240 L/180 FLOOR TOP CHORD 40 ` 10 L/360 L/240 FLOOR BOTTOM CHORD 0 5 L/360 L/240 a. NEED NOT BE ASSUMED TO ACT CONCURRENTLY WITH ANY OTHER LIVE LOAD REQUIREMENTS. b. MUST BE INCREASED TO 20 PSF (LIMITED STORAGE) WHEN TWO OR MORE ADJACENT TRUSSES HAVE THE SAME WEB CONFIGURATION AND ARE CAPABLE OF CONTAINING A RECTANGLE 42" HIGH BY 24" WIDE, OR GREATER, BETWEEN THE TOP OF THE BOTTOM CHORD AND THE BOTTOM OF ANY OTHER TRUSS MEMBER AND THE FOLLOWING CRITERIA IS MET: * THE ATTIC AREA IS ACCESSIBLE BY A PULL-DOWN STAIRWAY OR FRAMED OPENING. * THE BOTTOM CHORD PITCH IS < 2/12. * BOTTOM CHORDS SHALL BE DESIGNED FOR THE GREATER OF ACTUAL IMPOSED DEAD LOAD OR 10 psf, UNIFORMLY DISTRIBUTED OVER THE ENTIRE SPAN. c. INCREASE GAME ROOM LIVE LOADING TO 60 psf AND SPACE TRUSSES @ MAX. 16" o/c. d. TRUSSES HAVE NOT BEEN DESIGNED TO SUPPORT PHOTOVOLTAIC (SOLAR PANEL) SYSTEMS. WIND-BORNE DEBRIS CLASSIFICATION NOTE: THIS RESIDENCE IS NOT LOCATED IN THE WIND-BORNE DEBRIS AREA. WINDOW PROTECTION IS NOT REQUIRED. TIE -DOWN DESIGN TYPE ATR/QT SYSTEM DESIGN (C&C) PRESSURES SURFACE OPENING SIZE OR TRIBUTARY AREA IN SQUARE FEET INTERIOR ZONES END ZONES (+) (-) (+) C) WINDOWS DOORS WALLS 0-20 25.6 27.7 25.6 34.2 21-50 24.5 26.7 24.5 32.1 51-100 23.0 25.1 23.0 29.0 101-200 21.7 23.8 21.7 26.7 201-500 20.6 22.8 20.6 24.3 > 500 19.1 21.2 19.1 21.2 SOFFITS ALL 125.6 127.7 125.6 1 34.2 MLVI.-.- _3 FOR CODE COMPLIANCE CITY OF ATLANTIC EEACH SEI PERMITS FOR ADDITIONAL REQU;nEMENTS AND CONDITIONS REVIEVvE'" ^Y: DATE. -W-1 _`� VERSION 711 IIN 13 CID WE TRUST MURRAY ENGINEERING INCORPORATED 157 HAMPTON PT DRIVE, STE. 3 ST. AUGUSTINE - FL - 32092 C.O.A. #26894 - (904) 342-8751 JOB NUMBER J 1 45'76 PRIOR VERSION DATES DESIGNED BY: BAM DRAWN BY: TPM CHECKED BY: JRA SHEET S S PROJECT ENGINEER JESSE R. ALEXANDER FL PE #81327 `s���wEMORF q �0a �C•EIVS ••'��� c,. No 8 27 S TE • • i vAL l�_9111'*11111►►►►%` 1❑/16/18 W U N� LLLL rr nn uJ r W Z 2 ❑ ❑ w I U cj Z ❑ U W Q 0 rr nn UJ M t.�. UJ :JLL1 W U v 0! In uN, L.L L� %r ` `' Y >_ W < r n U J1-- I_ ® j E" "1 Z W Z 1- -1 W Q J ❑ _ LL tp Q A'UUJ Z Q W W F" Q > > IY ❑ J-1 ❑ O _j a- 0 U PRIOR VERSION DATES DESIGNED BY: BAM DRAWN BY: TPM CHECKED BY: JRA SHEET S S PROJECT ENGINEER JESSE R. ALEXANDER FL PE #81327 `s���wEMORF q �0a �C•EIVS ••'��� c,. No 8 27 S TE • • i vAL l�_9111'*11111►►►►%` 1❑/16/18 FOUNDATION 9 mm SCALE: 1/4"=1'-0" E �-- --- ------j 4 2 I t-____-'---- ----------- r--_______-------------- ----------------------- ----- ----- --- ---- _ _ _ _ _ _ _ SEE DETEDS RE 5/FDD. � EMBEDS REQUIRED I-- — --_ --1 I------ __— I-- _ _ _ 30"x30"x16" �I SF . I I w/ 3-#4/#5's 1-- _ J BOTH WAYS I II I II I I I I I 1 1 I I I I I I I I i I SEE DETAIL 6/FDD j I I i t I I I I 3 @ GARAGE DOOR OPENING �1 3 II III I I� I 30"x60"x16" w/ 3-#4/#5's I I I g I I I I LONG WAYS I I I EMBEDS REQUIRED & 6-#4/#5's I t ) SEE DETAIL 5/FDD. I I I I SHORT WAYS I - 1I SEE DETAIL 6/FDD I I I 3 @ GARAGE DOOR OPENING I I I I I 13'-81/2" 4'-7" II u -124"x24"x16" I i( I I I I I 3 30"x30"x16" Iw/ 3-#4/#5's I ► I i I w/ 3-#4/#5's EMBEDS REQUIRED _j BOTH WAYS I I I — — — — — — T — — — ` I I BOTH WAYS I I — SqDETAIL 5/FDD. -� ► iI I �I --r- �� �� 30 x30 x16 8 II I °° I i I I I I I w/ 3-#4/#5's $ I i--_ I BOTH WAYS I I �- --i L------- --- I,--- - I I I I -x-120 x20 x16 w/ 2-#4/#5's BOTH WAYS I I I I 3 ( I 1 3 I II I II I N I °° I I I II I N I S I 11 1 x-120"x20"x16" w/ 2-#4/#5 s BOTH WAYS L-- J 24x24x16L I r 36"x36"x16° w/ 3-#4/#5's T� i I I w/ 4-#4/#5's BOTH WAYS I j _ I I BOTH WAYS �i FF —130"x30"x16" 00 I i I ,� w/ 3-#4/#5's I I , 1 24 x24 x16 BOTH WAYS Ll w/ 3-#4/#5's BOTH WAYS — --------1 I I------------- --�------------------------------------1 — (-- --- ------------------- —--------� I _ _ _ _ _ _ _ ------� --------- ------------------------ ----------- NOTE: THIS PLAN IS TO BE USED FOR STRUCTURAL FOUNDATION REQUIREMENTS AND INTERIOR BEARING FOOTING LOCATIONS. REFER TO THE ARCHITECTURAL PLAN FOR SLAB DIMENSIONS. E NOTES: O REFER TO DETAIL 1/FDD FOR ALL EXTERIOR PERIMETER FOOTINGS. 1 2 1 OREFER TO DETAIL 2/FDD 3a ALL FLATWORK CONTAINED WITHIN THE BEARING FOOTINGS ® SAWCUT FLAT WORK IN 15'x15' 0 CERTAIN EMBED STRAPS © FOR CHASE PENETRATIONS OF INTERIOR OR EXTERIOR FOR ALL EXTERIOR SHOWN TO BE A 4" CONC. SLAB REINFORCED W/ EITHER 6x6 GRID, 1 DEEP WHILE CONCRETE REQUIRE ADDITIONAL FOOTINGS, DEEPEN THE FOOTING THE DEPTH OF THE PERIMETER FOOTINGS 10/10 WWIM OR FIBERMESH ON 6 MIL VAPOR BARRIER OVER IS WORKABLE (WITHIN 12 FOUNDATION PENETRATION. FOR CHASE PENETRATIONS OF WITH CURB/PEANUT WALL. TERMITE TREATED, CLEAN, COMPACTED FILL. HOURS OF PLACEMENT). REINFORCEMENT. STEMWALLS, GROUT SOLID AROUND CHASE. SEE SHEET FDD FOR FOUNDATION DETAILS MURRAY ENGINEERING INCORPORATED 157 HAMPTON PT DRIVE, STE. 3 ST. AUGUSTINE - FL - 32092 C.O.A.#26894 - (904)342-8751 JOB NUMBER J14576 PRIOR VERSION DATES SHEET FD 1 PROJECT ENGINEER JESSE R. ALEXANDER FL PE #81327 �t%ij u u f fill 0 2 •?Um Zw E OF ij R i,��ss ONAI. •�NG��� 10/16/18 m J U LLL Lorr nn r w 2 :1 ❑ ❑ W = U v Z ❑ U W Q ❑ rn UJ M LJJ r— J UW U U 0� z _L rrnn u iir � / ,,..i L.L � Q Y� n UJ � LL W a' Z Z Z �D�0 LL < _j < 0 . F- , n W N Lj U < .. J O Q Z Q Z W Q > —1 ❑ _J —1 ❑ �1a0LL PRIOR VERSION DATES SHEET FD 1 PROJECT ENGINEER JESSE R. ALEXANDER FL PE #81327 �t%ij u u f fill 0 2 •?Um Zw E OF ij R i,��ss ONAI. •�NG��� 10/16/18 OPTIONAL CONCRETE PEDESTAL TO ELEVATE PORCH COLUMNS. MIN. WIDTH = 6". VARIES MAX. 20"I OPTIONAL CONCRETE PEDESTAL TO ELEVATE PORCH COLUMNS. MAX HEIGHT= 8". i � d o L OPTIONAL PEDESTAL DETAI •,w n,I.. dy CONTINUOUS 8" FOOTING --.. L—PAD FOOTING SHOWN BEYOND w/(1) #4 or #5 CONT. FOR BEARING POSTS. SEE PLAN FOR SIZE AND LOCATION. OOLITHIC PORCH EDGE DETAIL OPTIONAL CONCRETE SILL TO BE BUILT UP TO FINISH FLOOR CENTER FOOTING ON LOAD ELEVATION CENTER OF BEARING WALL ABOVE. (MAX HEIGHT = 4" FOR 4" WIDTH) WALL ABOVE. MAX HEIGHT = 8" FOR 6" WIDTH) ( r -{ VARIES, SEE ARCH. d I d =1 I I=1 I I=1 I I 111=1 -450 I I I=12° MINI I -I o ° d 11—III= III X111—' g1� III,! 1-1112" Mw. =1 I I=1 I I -III 45 45 -111 I I I-1 i- - "'—I CONTINUOUS FOOTING AS FOLLOWS. 1 -STORY: 16" WIDE w/ (2) #4 or (2) #5's OPTION 1 2 -STORY: 20" WIDE w/ (3) #4 or (2) #5's OPTION 2 MONOLITHIC BEARING STEP DOWN DETAIL CONCRETE CURB TO BE BUILT UP TO FINISH FLOOR ELEVATION (MAX HEIGHT = 4" FOR 4" WIDTH) (MAX HEIGHT = 8" FOR 6" WIDTH) F 4" CONCRETE SLAB 8" MIN. - 20" MAX. ° d P _ GRADE1777-7n77777° 45 =111=L111- -1112" MIN.III—III ° d i�16111—,111,;,111—ni III �a IT_ 8„ OPTIONAL 8"x8" BRICK CONTINUOUS MONOLITHIC EXTERIOR LEDGE w/ (1) #4 OR #5 FOOTING AS FOLLOWS: CONTINUOUS. 1 -STORY: 12" WIDE w/ (2) #4 or (2) #5's 2 -STORY: 16 WIDE w/ (3) #4 or (2) #5's MONOLITHIC EXT. FOOTING DETAIL w/ CURB 8" MIN. GRA OPTIONAL 8"x8" BRICK LEDGE W/ (1) #4 OR #5 CONTINUOUS. 4" CONCRETE SLAB d d • ° p III- 8" =111= 111111 I� CONTINUOUS MONOLITHIC EXTERIOR FOOTING AS FOLLOWS: 1 -STORY: 12" WIDE w/ (2) #4 or (2) #5's 2 -STORY: 16" WIDE w/ (3) #4 or (2) #5's MONOLITHIC EXT. FOOTING DETAIL M 0 N 0 L I T H I C (�,�O�PTION�S:STEMWALL DETAIL 4 STEMWALL DETAIL 3 OPTIONS: STEMWALL DETAIL 2 OR ELEVATED MONO DETAIL 10 OPTIONS: STEMWALL DETAIL 1 OR ELEVATED MONO DETAIL 9 OPTIONAL CONCRETE PEDESTAL MIN. WIDTH = 6". OPTIONAL CONCRETE PEDESTAL TO ELEVATE PORCH COLUMNS. TO ELEVATE PORCH COLUMNS. MAX HEIGHT = 8". _ HEADER COURSE w/ d- (1) #4 OR #5 CONT. CHAIR BLOCK w/ (1) #4 4 CONCRETE SLAB MAX PROJECTION OF CMU 4" CONCRETE SLAB OR #5 CONT. 8 CMU w/ #4 OR #5 VERTICALS @ EACH 0RN ER EACH SIDE OF EACH FOOTING ABOVE SLAB = 16" S OPTIONAL PEDESTAL DETAIL SEE DETAIL 1-STEMWALL '� T— FOR WALL REQUIREMENTS PAD FOOTING SHOWN •� J BEYOND FOR BEARING POSTS. It I PET, SEE PLAN FOR SIZE AND GRADE 8 n _ _ _ „ - d I I -I I is LOCATION. 12 VARIES, SEE ARCH. __= ELEVATION CHANGE AND 48" o/c CHAIR BLOCK w/ (1) #4 F II 1 I' T THEREAFTER. BEND MIN. 12" INTO HEADER 4" CONCRETE SLAB OR #5 CONT. l=I I1; a �b 8" CMU w/ #4 OR #5 VERTICALS @ _ 8 CMU w/ #4 OR; #5 VERTICALS @ li I1- ii 1 I lil I I_ COURSE. GROUT REINFORCED CELLS SOLID. ° II EACH CORNER, EACH SIDE OF EACH E 1I1=1I ( I I I = EACH CORNER, EACH SIDE OF EACH _ 1—I I 1=1 11= �� _) til FOOTING ELEVATION CHANGE AND FOOTING ELEVATION CHANGE AND ql I I 1=1 -III-III=III it III=III- _ _ Ir III III= =111 I I Til l 48" o/c THEREAFTER. BEND MIN. GRADE- _ _ i Til l I_ GRADE- „ - I1=111_ 48" o/c THEREAFTER. BEND MIN. M _ _ _ _ _ l I—III-1 I H 11= 12 ° I H 1-1 I d ° III- 1=1 I I 1=1 11= 12 -1 I �I° III=1 „ 12 INTO SLAB. GROUT 12 INTO SLAB. GROUT _1 11 I I I-1 I I—I I I:.MIN. 10 11 I I—III I I I I=1 I Til I I MIN. to I I :. .° I I—I 11 W -10 .) I . ' I I -I I REINFORCED CELLS SOLID. REINFORCED CELLS SOLID. "-" I i I 1 f- "- =1 i 1= A CONTINUOUS STRIP FOOTING AS FOLLOWS: I I 1=1111 CONTINUOUS EXTERIOR STRIP FOOTING AS FOLLOWS: =1 I I-1 CONTINUOUS EXTERIOR STRIP FOOTING AS FOLLOWS: L 1 -STORY: 16" WIDE w/ (2) #4 or (2) #5's 1 -STORY: 16" WIDE w/ (2) #4 or (2) #5's 1 -STORY: 16" WIDE w/ (2) #4 or (2) #5's L 2 -STORY: 20" WIDE w/ (3) #4 or (2) #5's 2 -STORY: 20 WIDE w/ (3) #4 or (2) #5's 2 -STORY: 20" WIDE w/ (3) #4 or (2) #5's (FOR BRICK VENEER, ADD 4" TO FOOTING WIDTHS SHOWN) (FOR BRICK VENEER, ADD 4" TO FOOTING WIDTHS SHOWN) (FOR BRICK VENEER, ADD 4" TO FOOTING WIDTHS SHOWN) I I I I i ITLTi l-1 I I- � FOLLOW DETAIL 1-STEMWALL REQUIREMENTS STEMWALL PORCH EDGE DETAIL5 COURSES) STEMWALL BEARING STEP DOWN DETAIL STEMWALL DETAIL w/ CURB (MAX. 5 EXPOSED COURSES) STEMWALL DETAIL (MAX. 5 EXPOSED COURSES) ST (MAX.( 3 4 OPTIONS: MONOLITHIC DETAIL 3 OPTIQNS: MONOLITHIC DETAIL 2 OR ELEVATED MONO DETAIL 10 � OPTIONS: MONOLITHIC DETAIL 1 OR ELEVATED MONO DETAIL 9 OPTIONS: MONOLITHIC DETAIL CONTACT E.O.R. FOR STEMWALLS OVER 5 EXPOSED COURSES CONTACT E.O.R. FOR STEMWALLS OVER 5 EXPOSED COURSES 1/2„ MIN. IF STEP d 45� -III—III=III—I i III Ell II -1' =III—III—I (STEP + 2"=1 I I NON-BEARING STEP DOWN DETAIL FINISH FLOOR ELEVATION EXPANSION JOINT ELEVATION OF POOL DECI POOL DESIGN BY OTHERS 'lam, II II u II LTYPICAL LOAD BEARING FOOTING, STEMWALL SHOWN, MONOLITHIC APPLIES AS WELL. TYP. FOOTING IN PROXIMITY TO POOL THIS DETAIL APPLIES TO ALL PROJECTS WHERE FOOTING IS IN PROXIMITY TO POOL. SLOPE FOR DRAINAGE OR PROVIDE 3/4" RECESS. q a III f l l III—III I 4 450H 1 l =III=III—III—_=1 Til I-1 I I-1 I I I ISI 12" ISI I I i t 1 - CONTINUOUS FOOTING w/ (1) #4 or #5 CONT. THICKENED EDGE @ GARAGE OPENING (1) #4 or #5 CONTINUOUS @ 3" FROM TOP. 6"MIN. CONCRETE CURB TO BE BUILT UP TO FINISH FLOOR ELEVATION #4 or #5 VERTICALS @ (MAX HEIGHT= 30"). 48" o/c BEND INTO FOOTING & LAPPED 6" li ° - 4" CONCRETE SLAB WITH UPPER STEEL. li ° Id' °I 7 - . �I =n -r -r GRADE _ 1=1 d ° IL -45"' I Il i II I i 11- l lI , . III=111 11112" MIN. I I I III � a • — I 11= to 8 III—III OPTIONAL 8„x811 BRICK I I=1 11= I I=1 CONTINUOUS MONOLITHIC EXTERIOR LEDGE w/ (1) #4 OR #5 FOOTING A5; FOLLOWS: CONTINUOUS. 1 -STORY: 12" WIDE w/ (2) #4 or (2) #5's 2 -STORY: 16" WIDE w/ (3) #4 or (2) #5's MONO DETAIL w/ ELEVATED CURB EMBEDMENT LINE LOCATE ONE 24" LOCATE ONE 24" #4 OR #5 REBAR #4 OR #5 REBAR WITHIN HATCHED WITHIN HATCHED AREA. AREA. LOCATE ONE 24" #4 -J OR #5 REBAR WITHIN SHEAR CONE. (1) STHD14 @ EA. END OF WALL. IF GARAGE CURB EXCEEDS 8", USE STHDRJ's MONOLITHIC FOUNDATION EMBED STRAP(S) @ GARAGE OPENING DETAIL DETAIL IS ONLY REQUIRED WHEN SPECIFIED ON PLAN. (1) #4 or #5 CONTINUOUS @ 3" FROM TOP. #4 or #5 VERTICALS @ EACH CORNER, EACH SIDE OF ELEVATION CHANGE, & 48" o/c THEREAFTER. BEND MIN. 12" INTO SLAB. GRADE a .da li I� TiIII_ 8 MIN. 48" MAX. I 1 ��� ° 1111111 IiIII III°°- III= „IMINi i 11111 ° .. I II I L OPTIONAL 8"x8" BRICK LEDGE W/ (1) #4 OR #5 CONTINUOUS. 4" CONCRETE SLAB CONTINUOUS MONOLITHIC EXTERIOR FOOTING AS FOLLOWS: 1 -STORY: 12" WIDE w/ (2) #4 or (2) #5's 2 -STORY: 16" WIDE w/ (3) #4 or (2) #5's ELEVATED MONOLITHIC EXT. FOOTING DETAIL (1) STHD14RJ @ EA. END OF WALL STEMWALL FOUNDATION (UP TO 2 -COURSES) MSTCM40 w/ (14) 1/4"x2-1/4" TITENS CMU/FOOTING ANI 16d SINKERS TO FR STEMWALL FOUNDATION (OVER 2 -COURSES) 4" CONCRETE SLAB d 12" MIN.45` - " . ° ° 450 -1 I I-1 I I- - III— SII—i I' CONTINUOUS FOOTING AS FOLLOWS: 1 -STORY: 16" WIDE w/ (2) #4 or (2) #5's 2 -STORY: 20" WIDE w/ (3) #4 or (2) #5's INTERIOR BEARING FOOTING DETAIL MURRAY ENGINEERING INCORPORATED 157 HAMPTON PT DRIVE, STE. 3 ST. AUGUSTINE - FL - 32092 C.O.A.#26894 - (904)342-8751 JOB NUMBER J14576 W U N� Lnrr �� W Z 2 -1 ❑ ❑ w 2 v U G = Z ❑L3 W F -Q 0 Ln Wrn UJ � m W J U U Q Q U] �` W Z��L'p LLI < r 0 -� °- Z Z ZH>>p Q 1❑ - 0 < Lj N Q m, a Q.-ZQZ W Q / -I 0� ❑ J] ❑ 0 J IL 0 L.L PRIOR VERSION DATES DESIGNED BY: BAM DRAWN BY: TPM CHECKED BY: JRA SHEET FDD PROJECT ENGINEER JESSE R. ALEXANDER FL PE #81327 t%%11111111111 :��� �� • `' GEN -0 ; �co• o 81 7 �W :• S TE OF •'�� J* A i����10NAi1 1O/16/1B