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1753 Live Oak Ln RES19-0175 New Single Family ResidenceA. 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 ATTHE 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 R403.1.7. 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, CONTACT THE 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 RETARDER. 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 951 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. 1. 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. 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 BY THE 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 C90-14, 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 ALLOWABLE SPANS FOR LINTELS SUPPORTING MASONRY VENEER SIZE OF STEEL ANGLE GENERAL: WOOD: TWO STORIES ABOVE L3x3x1/4 -0 6'" A. THIS DOCUMENT, ALONG WITH ASSOCIATED DOCUMENTS, IS AN INSTRUMENT OF A. ALL SOLID SAWN (SS) FRAMING LUMBER TO BE AS FOLLOWS: L4x3x1/4 8'-0" 6'-0" ENGINEER's SERVICE FOR THE EXCLUSIVE USE AT THE PROJECT TITLED HEREIN. 1. RAFTERS/JOISTS - #2 SYP 10'-0" 8'-0" 6'-0" INFORMATION DERIVED FROM THIS DOCUMENT, AND/OR ASSOCIATED DOCUMENTS, 2. WALL PLATES - #2 SYP, U.N.O. 9'-6"71-011 _ 2 -6x3 -1/2x5/16 MAY NOT BE USED FOR OTHER WORK(S) OR PROJECT(S) WITHOUT THE EXPRESS 3. WALL HEADERS - #2 SYP -6 9'" 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. 60 WRITTEN PERMISSION OF THE PROJECT ENGINEER IDENTIFIED BELOW. 4. WALL STUDS - #2 SPF, U.N.O. 3/8 x 4 ATR 3/8 x 6 ATR 3/8 x 6 ATR B. DESIGN IS VOID TWELVE MONTHS AFTER DATE OF ORIGINAL ISSUE. B. ALL ENGINEERED WOOD PRODUCTS (EWP) TO BE AS FOLLOWS: NAILS -OR- 10 C. DESIGN IS BASED ON SECTIONS 1603-1610 OF THE FLORIDA BUILDING 1. ALL STRUCTURAL COMPOSITE LUMBER (SCL) SPECIFIED BY THIS OFFICE TO BE AS L/240 WALL (BRITTLE FINISH) 3/8�� x6 TITEN HD CODE -BUILDING AND SECTION R301 OF THE FLORIDA BUILDING CODE -RESIDENTIAL. FOLLOWS: MAX. 16" o/c. WALL (FLEXIBLE FINISH) (8) 1/4"x1-1/2" THE ENGINEER OF RECORD ACCEPTS NO RESPONSIBILITY FOR THE PROJECTS a. BEAMS b. COLUMNS 3/8" x 6" ATR DTT2Z N/A COMPLIANCE WITH PORTIONS OF THE FLORIDA BUILDING CODE NOT SPECIFICALLY - LSL - 1.55E - LSL - 1.3E -OR- -OR- IDENTIFIED. CODE REQUIREMENTS FOR FIRE (FIRE SEPARATION BETWEEN - LVL - 2.0E - LVL - 1.8E 3/8"x6" TITEN HD 3/8"x6" TITEN HD 3/8"x6" TITEN HD DWELLINGS, SPRINKLERS, ALARMS, EGRESS, ETC.) ARE TO BE SPECIFIED BY OTHERS. - PSL - 2.0E - PSL - 1.8E/2.OE (PER PLAN) (18) .162 x 2-1/2" 5/8" x 6" ATR 5/8" x 12" ATR D. DO NOT SCALE. REFER TO ARCHITECTURAL PLANS FOR ALL DIMENSIONS. IF 2. ALL BEAMS PROVIDED BY OTHERS (e.g. DESIGNED IN CONJUNCTION WITH A FLOOR NAILS DISCREPANCIES ARE FOUND BETWEEN PLANS, NOTIFYTHIS OFFICE IMMEDIATELY. TRUSS SYSTEM) TO BE PER BEAM LIST ON FRAMING PLAN ACCORDING TO BEAM HTT5 HTTS (26) .162 x 2-1/2" i NAILS E. THESE DRAWINGS CONTAIN SPECIFIC INFORMATION INCLUDING, BUT NOT LIMITED CALCULATIONS PROVIDED BY OTHERS. REFER TO BEAM CALCULATIONS FOR _- 5/8" x 15" ATR HDQ8 UPHD8 TO, ARCHITECTURAL ELEMENTS, DIMENSIONS AND LOCATIONS PROVIDED BY INFORMATION IDENTIFYING THE SCL MANUFACTURER, SIZE AND MATERIAL TO BE 7/8" x 16" ATR 7/8" x 16" ATR HDU14 OTHERS. THIS OFFICE IS NOT RESPONSIBLE FOR THE ACCURACY OF INFORMATION USED. IT IS IMPORTANT THAT THE BEAM INSTALLED MATCHES THE SIZE, 1" x 10" ATR 1" x 18" ATR 1" x 20" ATR PROVIDED BY OR DERIVED FROM OTHER SOURCES. MATERIAL, AND MATERIAL MANUFACTURER SHOWN ON THE BEAM CALCULATION. t ALL HOLD DOWNS SPECIFYING A 3/8" ATR. 3. PROVIDE MIN. 3" EDGE DISTANCE FROM CENTER OF ANCHOR TO SLAB EDGE FOR ALL F. CERTAIN COMPONENTS DISPLAYED IN THESE DOCUMENTS HAVE BEEN PREPARED BY SUBSTITUTING ANOTHER MANUFACTURERS MATERIAL, EVEN WITH MATCHING 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. COMPONENT MANUFACTURERS HAVING PROVED COMPLIANCE EITHER THROUGH PROPERTIES, IS NOT ALLOWED WITHOUT WRITTEN NOTICE FROM THIS OFFICE. THE FLORIDA PRODUCT APPROVAL SYSTEM OR APPROVAL BY A DELEGATE ENGINEER 3. ALL ]-JOISTS TO BE PERFORMANCE RATED I -JOIST (PRI) 40, U.N.O. LICENSED IN THE STATE OF FLORIDA AND ARE NOT THE RESPONSIBILITY OF THE 4. ALL EWP TO BE INSTALLED PER MANUFACTURER's SPECIFICATIONS AND ENGINEER OF RECORD. IN ADDITION, COMPONENTS NOT SPECIFICALLY SPECIFIED IN INSTRUCTIONS. THESE DOCUMENTS ARE NOT THE RESPONSIBILITY OF THE ENGINEER OF RECORD. C. ALL SHEATHING TO BE AS FOLLOWS: REQUIRED COMPONENTS BELIEVED TO BE STRUCTURAL IN NATURE SHOULD BE 1. SHEATHING SPECIFIED IS THE MINIMUM THICKNESS REQUIRED TO SUPPORT ALL BROUGHT TO THE ATTENTION OF THIS OFFICE OR BE PREPARED/REVIEWED BY A DESIGN LOADS WITHIN CODE LIMITATIONS. ARCHITECTURAL SPECIFICATIONS, PROFESSIONAL ENGINEER LICENSED IN THE STATE OF FLORIDA. INCLUDING PRODUCT MANUFACTURER REQUIREMENTS OR A DESIRED HIGHER G. ALL DETAILS SHALL BE IN ACCORDANCE WITH INSTRUCTIONS FROM MANUFACTURER PERFORMANCE REQUIREMENT MAY REQUIRE SHEATHING THICKER THAN THAT OR DESIGNER. H. THE CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE JOB SITE SPECIFIED ON THESE PLANS. FOLLOW THE MOST STRINGENT SHEATHING PRIOR TO COMMENCING WORK. THICKNESS REQUIREMENT. IF ROOF SHEATHING THICKNESS REQUIRED EXCEEDS 15/32", USE 10d RING -SHANK NAILS. 1. THESE DOCUMENTS, AS INSTRUMENTS OF SERVICE, ARE THE PROPERTY OF THE 2. ALL SHEATHING TO BE APA OR TECO RATED. ENGINEER OF RECORD AND MAY NOT BE USED OR REPRODUCED WITHOUT 3. ALL ROOF/FLOOR SHEATHING TO BE ORIENTED PERPENDICULAR TO SUPPORTS. EXPRESSED WRITTEN CONSENT OF THE ENGINEER OF RECORD. J. ALL DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE INTENDED TO BE 4. ALL WALL SHEATHING PANEL EDGES TO BE BLOCKED w/ 2x SOLID MATERIAL. TYPICAL AND SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION 5. NOMINAL PANEL THICKNESS SPECIFIED ON PLAN TO BE AS FOLLOWS: ELSEWHERE IN THE WORK EXCEPT WHERE A DIFFERENT DETAIL IS SHOWN. a. 7/16" ------ .437" THICKNESS - 24/16 SPAN RATING K. IT IS THE CONTRACTORS SOLE RESPONSIBILITY TO DETERMINE ERECTION PROCEDURE b. 15f32" ------ .469" THICKNESS - 32/16 SPAN RATING AND SEQUENCE TO INSURE THE SAFETY OF THE BUILDING AND ITS COMPONENT c. 19/32" ------ .594" THICKNESS - 40/20 SPAN RATING PARTS DURING ERECTION. d. 23/32" ------ .719" THICKNESS - 48/24 SPAN RATING L. TEMPORARY BRACING: CONTRACTORS SHALL BE RESPONSIBLE FOR ALL TEMPORARY D. ATTACH ALL STUD COLUMNS, JACK ASSEMBLIES, KING ASSEMBLIES, CORNER POSTS, BRACING THAT IS REQUIRED DURING CONSTRUCTION TO KEEP THE STRUCTURE SAFE ETC. INCLUDING MULTI -PLY STUD MEMBERS AS FOLLOWS: AND PLUMB UNTIL THE ENTIRE STRUCTURE IS IN PLACE. BRACING SHOWN ON THE 1. 2x4 POST - (1) ROW OF 10d NAILS @ 6" o/c STAGGERED WITHIN 3/4" OF STRUCTURAL DRAWINGS IS FOR THE COMPLETED STRUCTURE ONLY. 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) FOUNDATION: 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 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 ATTHE 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 R403.1.7. 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, CONTACT THE 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 RETARDER. 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 951 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. 1. 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. 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 BY THE 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 C90-14, 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 ALLOWABLE SPANS FOR LINTELS SUPPORTING MASONRY VENEER SIZE OF STEEL ANGLE NO STORY ABOVE ONE STORY ABOVE TWO STORIES ABOVE L3x3x1/4 -0 6'" 4'-6" 3'-0" L4x3x1/4 8'-0" 6'-0" 4'-6" L5x3-1/2x5/16 10'-0" 8'-0" 6'-0" L6x3-1/2x5/16 14'-0" 9'-6"71-011 _ 2 -6x3 -1/2x5/16 20'-0" 12'-0" -6 9'" 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: A. ALL TRUSS ENGINEERING TO BE DESIGNED AND APPROVED BY DELEGATED TRUSS ENGINEER LICENSED TO PERFORM ENGINEERING IN THE STATE OF FLORIDA. B. 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. C. ALL TRUSSES TO BE DESIGNED TO MEET OR EXCEED THE WIND SPEED / EXPOSURE DESIGNATED IN THE "WIND DESIGN CRITERIA" SHOWN ON THIS SHEET. D. ALL TRUSSES TO BE DESIGNED TO MEET OR EXCEED THE LOADINGS SPECIFIED IN THE "TRUSS MEMBER DESIGN CRITERIA" SHOWN ON THIS SHEET. E. ALL RIDGE, HIP RIDGE, AND HIP BLOCKING ("DOLLAR EATERS") TO BE 2x4 #2 SYP @ MAX. 24" o/c w/ (3)..131x3" TOENAILS/END. F. REFER TO TRUSS ENGINEERING OR TRUSS LAYOUT FOR ALL TRUSS TO TRUSS, BEAM, OR LEDGER CONNECTIONS. IF NO CONNECTION IS SPECIFIED, CONTACTTHIS OFFICE IMMEDIATELY. G. REFER TO TRUSS ENGINEERING FOR ALL PLY TO PLY CONNECTIONS. H. TRUSS UPLIFTS REPORTED BY THE TRUSS DESIGN SOFTWARE SHOULD BE DISREGARDED. UPLIFTS HAVE 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. J. 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. K. BOTTOM CHORD OF ALL ROOF TRUSSES TO BE BRACED WITH PROPERLY APPLIED DRYWALL CEILING OR ,,!x4 #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) .131x3" NAILS. SEE DETAIL C/FRD FOR BRACING OF BOTTOM CHORDS AT PORCHES. L. 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 DIAGONAL BRACE FROM CONTINUOUS LATERAL BRACE TO UNDERSIDE OF TRUSS TOP CHORD. APPLY OVER MIN. (3) TRUSSES @ EACH END OF EACH CONTINUOUS LATERAL, BRACE LINE AND @ MAX. 20' INTERVALS BETWEEN ENDS. 2x4 S.G. SPF LATERAL BRACE. QUANTITY AND LOCATION PER TRUSS ENGINEERING. OVERLAP SPLICES OVER MINI. (2) TRUSSES. 6" MAX. T -BRACE FASTENED TO WEB w/ .131x3" @ 6" i f O/C. T -BRACE TO BE SAME SIZE, SPECIES AND GRADE AS WEB TO BE BRACED. �t 6" MAX. OPTION 1- - OPTION 2 - CONTIN000S LATERAL BRACING INDIVIDUAL WEB BRACING HOLD DOWN CONNECTOR SCHEDULE 1, 2, 3, 4, 5, 6 z 45' MAX. FASTENERS � C) z ATTACHMENT 20 TO CONCRETE FOUNDATION 0. N = ATTACHMENT INTERIOR WALL MONO L/360 N o 6" MAX. T -BRACE FASTENED TO WEB w/ .131x3" @ 6" i f O/C. T -BRACE TO BE SAME SIZE, SPECIES AND GRADE AS WEB TO BE BRACED. �t 6" MAX. OPTION 1- - OPTION 2 - CONTIN000S LATERAL BRACING INDIVIDUAL WEB BRACING HOLD DOWN CONNECTOR SCHEDULE 1, 2, 3, 4, 5, 6 z w FASTENERS � C) z ATTACHMENT 20 TO CONCRETE FOUNDATION 0. N = ATTACHMENT INTERIOR WALL MONO L/360 N o ¢ TO WOOD POST 15 SLAB @ STEMWALL @ _ 60 15 (no slab edge) EXTERIOR WALL EXTERIOR WALL 60 15 (10).148" x 3" 3/8 x 4 ATR 3/8 x 6 ATR 3/8 x 6 ATR LTT20B N/A NAILS -OR- 10 -OR- L/360 L/240 WALL (BRITTLE FINISH) 3/8�� x6 TITEN HD ,AOR- 3/8 x6 TITEN HD 3/8�� x6 TITEN HD MAX. 16" o/c. WALL (FLEXIBLE FINISH) (8) 1/4"x1-1/2" 3/8" x 4" ATR 3/8" x 6" ATR 3/8" x 6" ATR DTT2Z N/A SDS SCREWS -OR- -OR- -OR- 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 HTTS (26) .162 x 2-1/2" i NAILS 5/8" x 6" ATR 5/8" x 12" ATR _- 5/8" x 15" ATR HDQ8 UPHD8 (20) 1/4" x 3" SDS SCREWS 7/8" x 8" ATR 7/8" x 16" ATR 7/8" x 16" ATR HDU14 UPHD14 (36) 1/4"x2-1/2" SDS SCREWS 1" x 10" ATR 1" x 18" ATR 1" x 20" ATR HOLD-DOWN NOTES: 1. 3/8" ATR ANCHOR REQUIRES 2"x2"x1/4" WASHER FOR USE WITH LTT20B 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 H2.5A RT7A HA4 (5) 8d COMMON x 1-1/2" / END SDWC15600 FMFF006 N/A H8 RT8A N/A (5) 10d COMMON x 1-1/2" / END MTS12 MTW12 N/A (7) 10d COMMON x 1-1/2" / END HTS20 HTW20 N/A (12) 10d COMMON x 1-1/2" / END LGT2 LUGT2 N/A (16) 16d SINKER x 3-1/4" TO TRUSS (14) 16d SINKER x 3-11/4" TO PLATE/POST LGT3 LUGT3 N/A (12) 1/4"x2-1/2" SDS SCREWS TO TRUSS (26) 16d SINKER x 3-1/4" TO PLATE/POST LGT4 LUGT4 N/A (16) 1/4"xK SDS SCREWS TO TRUSS (30) 16d SINKER x 3-1/4" TO PLATE/POST CS20 RS250 CS20-250 (9) 10d COMMON x 1-1/2" / END CS18/CSHP18 RS200 CS18-200 (11) 10d COMMON x 1-1/2" / END CS16 RS150 CS16-150 (14) 10d COMMON x 1-1/2" / END MSTA12 MSTA12 LS12 (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 N/A (25) 16d COMMON x 3-1/2" / END MST60 KTS260 N/A (34) 16d COMMON x 3-1/2" / END SP1 SPT22 N/A (6) 10d COMMON x 3" TO STUD (4) 10d COMMON x 3" TO PLATE SP2 SPT24 N/A (6) 10d COMMON x 3" TO STUD (6) 10d COMMON x 3" TO PLATE SSP N/A N/A (3) 10d COMMON x 1-1/2" TO DOUBLE PLATE (1) 10d COMMON x 1-1/2" TO SINGLE PLATE (8) 10d COMMON x 1-112" TO STUD DSP N/A N/A (6) 10d COMMON x 1-1/2" TO DOUBLE PLATE (2) 10d COMMON x 1-1/2" TO SINGLE PLATE TSP LFTA6 N/A (9) 10d COMMON x 1-1/2" TO STUD (6) 10d COMMON x 1-1/2" TO DOUBLE PLATE SPH4/6/8 SP H4/6/8 N/A (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 HIP ROOF - FOLLOW "END ZONE" - NAILING REQUIREMENTS NOTED ON ROOF SHEATHING SCHEDULE. T Y i MAIN ROOF BODY J FOLLOW "INTERIOR ZONE" NAILING REQUIREMENTS NOTED ON ROOF SHEATHING SCHEDULE. GABLE ROOF J 4" o/c NAILING TO WITHIN 4' OF EACH GABLE END, SEE DETAIL L/FRD. 4' TYPICAL ROOF ZONE NAILING REQUIREMENTS GENERAL DESIGN CRITERIA BUILDING CODE 2017 FBC - RESIDENTIAL] ,L SOLID SAWN MEMBER DESIGN CRITERIA I 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 L/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 OVER THE ENTIRE SPAN. L/360 MAX. 16" o/c. WALL (FLEXIBLE FINISH) PANEL) SYSTEMS. 1/180 a. KUUI- IVlt[VlbtKJ HAVt NU I BEEN DESIGNED TO SUPPORT PHOTOVOLTAIC (SOLAR PANEL) SYSTEMS. TRUSS MEMBER DESIGN CRITERIA MEMBER L.L. D.L. L.L. T.L. L1 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 VERSION 5.3 LIN GO E) WE TRUST MURRAY ENGINEERING INCORPORATED 157 HAMPTON PT DRIVE, STE. 3 ST. AUGUSTINE - FL - 32092 C.O.A.#26894 - (904)342-8751 O. NUMBER PRIOR VERSION DATES ' DESIGNED BY: SDM DRAWN BY: MWP CHECKED BY: JRA SHEET c S PROJECT ENGINEER JESSE R. ALEXANDER FL PE #81327 `i��QO,.• EIV F� i 0 81 920' ATE OF 40 ,o •, O R , P; `�`�� 4/22/19 F- I l L I L - SEE DETAIL C/FD2 1'-4" 11-41 1 1'-4" ( I I J SEE DETAIL C/FD2 ABEDS REQUIRED :E DETAIL 5/FDD. NOTES: 1. REFER TO DETAIL 1/FDD FOR ALL EXTERIOR PERIMETER FOOTINGS. 2. REFER TO DETAIL 2/FDD FOR ALL EXTERIOR PERIMETER FOOTINGS WITH CURB/PEANUT WALL. 3. ALL FLATWORK CONTAINED WITHIN THE BEARING FOOTINGS SHOWN TO BE A 4" CONC. SLAB REINFORCED W/ EITHER 6x6 10/10 WWM OR FIBERMESH ON 6 MIL VAPOR RETARDER OVER TERMITE TREATED, CLEAN, COMPACTED FILL. 4. SAWCUT FLAT WORK IN 15'x15' GRID, 1" DEEP WHILE CONCRETE IS WORKABLE (WITHIN 12 HOURS OF PLACEMENT). 5. CERTAIN EMBED STRAPS REQUIRE ADDITIONAL FOUNDATION REINFORCEMENT. REFER TO SIMPSONS DETAILS FOR REQUIREMENTS. 6. FOR CHASE PENETRATIONS OF INTERIOR OR EXTERIOR FOOTINGS, DEEPEN THE FOOTING THE DEPTH OF THE PENETRATION. FOR CHASE PENETRATIONS OF STEMWALLS, GROUT SOLID AROUND CHASE. NOTE: THIS PLAN IS TO BE USED FOR STRUCTURAL FOUNDATION REQUIREMENTS AND INTERIOR BEARING FOOTING LOCATIONS. REFER TO THE ARCHITECTURAL PLAN FOR SLAB DIMENSIONS. SEE SHEET FDD FOR FOUNDATION DETAILS FOUNDATION PLAN SCALE: 1/4"=1'-0" IN 130D WE TRUST MURRAY ENGINEERING INCORPORATED 157 HAMPTON PT DRIVE, STE. 3 ST. AUGUSTINE - FL - 32092 C.O.A.#26894 - (904)342-8751 JOB NUMBER J15829 PRIOR VERSION DATES DESIGNED BY: SDM DRAWN BY: MWP CHECKED BY: JRA SHEET FD 1 PROJECT ENGINEER JESSE R. ALEXANDER FL PE #81327 `��avEMORE �'j N 327 ' O �• S A O :' 44/ o 4/22/19 Z v Q LLQ Ln Z In(� _ Z W Q 2� �> �J 0 = Q ❑ Z Z W > --Iin �- zi ❑ D W � ❑ _ U U Q cn ` • s W .. Z Q Z > Q > :1 0 J Z) 0 PRIOR VERSION DATES DESIGNED BY: SDM DRAWN BY: MWP CHECKED BY: JRA SHEET FD 1 PROJECT ENGINEER JESSE R. ALEXANDER FL PE #81327 `��avEMORE �'j N 327 ' O �• S A O :' 44/ o 4/22/19 DECK FRAMING NOTES • ALL MATERIAL #2 SYP P.T. • ALL FASTENERS TO BE HOT DIPPED GALVANIZED OR STAINLESS IF EXPOSED PORCH PT POST PER PLAN w/ (1) ABU @ BASE TO CMU COLUMN. BLDR. TO SET PIER ELEV. P TLPLAN BEAM 16"x16" CMU PIER PER PLAN w/ #5 VERTICALS @ EACH CELL. BEND 6" MIN. INTO FOOTING. GROUT ALL CELLS SOLID. 30"00"x16" CONCRETE FOOTING w/ — 3-#4/#5's BOTH WAYS. (NOTE: IF USING BRICK AROUND CMU, ADD 6" TO PAD WIDTH) J c 16„ 30"SQUARE 3/4" DECKING PER BUILDER SPEC. 2x12 PT LEDGER ATTACHED w/ 1/2"x5" STAINLESS STEEL TITEN HD ANCHORS @ 8" o/c STAGGERED. SEE LEDGER TO CMU FACE VIEW DETAIL. SEE DETAIL 1/FDD, GROUT WALLSOLID 2x12 PT DECK JOISTS SPACED 16"o/c (USE LUS210 HANGERS AT EACH END TO BEAM/LEDGER) SECTION THROUGH EXT. PORCHES PORCH PT POST PER PLAN w/ (1) ABU @ BASE TO CMU COLUMN. BLDR. TO SET PIER ELEV. P T. BEAM PER PLAN 16"x16" CMU PIER PER PLAN w/ #5 VERTICALS @ EACH CELL. BEND 6" MIN. INTO FOOTING. GROUT ALL CELLS SOLID. ----------- 30"x30"xW' CONCRETE FOOTING w/ _ 3-#4/#5's BOTH WAYS. (NOTE: IF USING BRICKAROUND CMU, ADD 6" TO PAD WIDTH) PT BEAM ON EACH FACE OF CMU PIER PER PLAN 3/4" DECKING PER BUILDER SPEC. 2x12 PT LEDGER ATTACHED w/ 1/2"x5" STAINLESS STEEL TITEN HD ANCHORS @ 8" o/c STAGGERED. SEE LEDGER TO CMU FACE VIEW DETAIL. 2" w/ 2x8 2-1/2" w/ 2x10 3-1/4" w/ 2x12 4" MIN. FROM END OF WALL 4" MIN. FROM TOP OF WALL 1-1/4" MIN. FROM VERTICAL HEAD101NT,TYP. , O O 2x12 PT LEDGER O 1 O O 8" o/c STAGGERED SPACING O LEDGER TO CMU (FACE VIEW) II � SEE DETAILI/FDD, 16"x16" CMU PIER PER PLAN w/ II GROUT WALL SOLID II it II II #5 VERTICALS @ EACH CELL. ;I BEND 6" MIN. INTO FOOTING. H 11 II If GROUT ALL CELLS SOLID. II 11 i! 11 II e N lo_ a II 16" 16" _ _ IL ��.� 30"x30"x16" CONCRETE FOOTING w/ ` 3-#4/#5's BOTH WAYS. (NOTE: IF USING BRICK AROUND CMU, 30" SQUARE 30" SQUARE ADD 6" TO PAD WIDTH) ., --- 2x12 PT DECK JOISTS SPACED 16"o/c 2x12 PT DECK JOISTS SPACED 16"o/c (USE LUS210 HANGERS AT EACH END TO BEAM/LEDGER) (USE LUS210 HANGERS AT EACH END TO BEAM/LEDGER) SECTION THROUGH EXT. PORCHES CONCRETE SILL w/ MATCH WALL (1) #5 CONTINUOUS THICKNESS (MIN. 6") MAX 8" — FINISH FLOOR • HEIGHT a8 :. f12 (2) #5'S CONTINUOUS 1611 RIBBON FOOTING DETAIL u EL I cl at • + # + + + + + + t # # + a t # t t t + #R# * * t * t ■ • MURRAY ENGINEERING INCORPORATED 157 HAMPTON PT DRIVE, STE, 3 ST. AUGUSTINE - FL - 32092 C.O.A.#26894 - (904)342-8751 Z J Y O W m Ln un � J r— u W Z 0 U7 CL _U W Q LL 2 O �I—v = Q 0 z W > 1 -I L.L. W J coID o w -1 0 F- _' (n cj Ll ID.. J W w .. Z W F-Q>O > O L.L � JQ.Da PRIOR VERSION DATES DESIGNED BY: SDM DRAWN BY: MWP CHECKED BY: JRA J SHEET FD2 PROJECT ENGINEER JESSE R. ALEXANDER FL PE #81327 ,��111111 U1/� S�• • ?� o 81327 T E OF �4�ii ••• NAL �1I11111111% 4/22/19 OPTIONAL CONCRETE PEDESTAL TO ELEVATE PORCH COLUMNS. MIN. WIDTH = 6" MAX. HEIGHT= 8" GRADE VARIES 777:1 MIN, MIN. I II —111—I . III— —I 1=1 I 1=1 I I-1 1-111 =1 i t III.; 111 11 CONTINUOUS 8" FOOTING - w/(1) #4 or #5 CONT. d El 11=' • I FI 8"1 III I1=' PAD FOOTING SHOWN BEYOND FOR BEARING POSTS. SEE PLAN FOR SIZE AND LOCATION. MONOLITHIC PORCH EDGE DETAIL OPTIONS: STEMWALL DETAIL 4 OPTIONAL CONCRETE PEDESTAL TO ELEVATE PORCH COLUMNS. MIN. WIDTH = 6" MAX. HEIGHT= 8" Q SEE DETAIL 1-STEMWALL FOR WALL REQUIREMENTS 11' d=•=al-•--PAD FOOTING SHOWN iJ BEYOND FOR BEARING POSTS. GRADE a li I I II I II I II SEE PLAN FOR SIZE AND II-III= LOCATION. III= 111 ;,111=III,�!IIN.1o�' III c .111111 - FOLLOW ° 11 FOLLOW DETAIL 1-STEMWALL REQUIREMENTS STEMWALL PORCH EDGE DETAIL (MAX. 5 COURSES) OPTIONS: MONOLITHIC DETAIL 4 STEP ° d ° 445' a d ° -11_1=III-111-1 --11 III=111=!' -III—III--I III I—I' STEP +2 NON-BEARING STEP DOWN DETAIL FINISH FLOOR ELEVATION — EXPANSION JOINT ELEVATION OF POOL DECK POOL DESIGN BY OTHERS 45' TYPICAL LOAD BEARING FOOTING, STEMWALL SHOWN, MONOLITHIC APPLIES AS WELL. TYP. FOOTING IN PROXIMITY TO POOL O J THIS DETAIL APPLIES TO ALL PROJECTS WHERE FOOTING IS IN PROXIMITY TO POOL. OPTIONAL CONCRETE CURB TO BE BUILT UP TO FINISH FLOOR CENTER FOOTING ON LOAD ELEVATION CENTER OF BEARING WALL ABOVE. �4 (MAX HEIGHT = 4" FOR 4" WIDTH) j WALL ABOVE. Y (MAX HEIGHT = 8" FOR 6" WIDTH) VARIES, SEE ARCH. I +, f �I =III—III=III=III=1' -45' =1 ° 9 =111_111 III III '_ e a f — 45� A 45`—III—III—I I 8° III=1112" MIN. _ _ – _P' III III—I I i III—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 OPTIONS: STEMWALL DETAIL 3 CHAIR BLOCK w/ (1) #4 4" CONCRETE SLAB OR #5 CONT. VARIES, SEE ARCH. - � —I 11=1 I I III I' I II I—I I I 8" CMU w/ #4 OR #5 VERTICALS @ III=111—III 11 = EACH CORNER, EACH SIDE OF EACH I=1 I I—I 1= 11 =1 I 1=) FOOTING ELEVATION CHANGE AND 111-111— =III-1 - I I—I I 48" o/c THEREAFTER. BEND MIN. 1-11 12" INTO SLAB. GROUT REINFORCED CELLS SOLID. CONTINUOUS STRIP FOOT114G AS FOLLOWS: 1 -STORY: 16" WIDE w/ (2) #4 or (2) #5's 2 -STORY: 20" WIDE w/ (3) :44 or (2) #5's (FOR BRICK VENEER, ADD 4" TO FOOTING WIDTHS SHOWN) STEMWALL BEARING STEP DOWN DETAIL OPTIONS: MONOLITHIC DETAIL 3 SLOPE FOR DRAINAGE OR PROVIDE 3/4" RECESS. 11=I I=I I I -I 118� 1 a 45' � II I I� � II' =III=III=III— —I _ = — III_ 1112" 1 III=111-- ' 1—I I I = 1=11' CONTINUOUS FOOTING w/ (1) #4 or #5 CONT. THICKENED EDGE @ GARAGE OPENING (1) #4 or #5 CONTINUOUS Z @ 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" l� ° — 4" CONCRETE SLAB WITH UPPER STEEL. W d �' I GRADE I-1 I I G,. d 45 — — 111=III III12" MIN. II �I�-1I� III-1�I=1�I ° I a III •e-•_ — I�i- 8" °� OPTIONAL 8x8 BRICK CONTINUOUS MONOLITHIC EXTERIOR LEDGE w/ (1) #4 OR #5 Ln 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 MONO DETAIL w/ ELEVATED CURB CONCRETE CURB TO BE BUILT UP TO FINISH FLOOR ELEVATION (MAX HEIGHT = 4" FOR 4" WIDTH) (MAX HEIGHT = 8" FOR 6" WIDTH) 4" CONCRETE SLAB 8" MIN. ° d 20" MAX. m ° d ° GRADE __ - 1=1 I I 45� I I III I -1 I I—III—I 1112 MIN. -1 1 111 1=1„I I—III III III= 8” '1 '1 � L..L AL -1 PVn nT -- T -_ 1 k 1U Ul l-, uAm. V. I I 1 FRAMING PLAN SCALE: 1/4"=1'-0" I ROOF SHEATHING I PANEL TO BE APPLIED WITH LONG DIMENSION PERPENDICULAR TO TRUSSES/RAFTERS SIZE INTERIOR ZONES END ZONES SHINGLE 7/16" 8d RING SHANK 8d RING SHANK METAL` 15/32" EDGE FIELD EDGE FIELD TI LE 15/32" 6" o/c 12" o/c 4" o/c 4" o/c 1. MAY BE 7/16" PROVIDED THAT METAL ROOFING MANUFACTURER ALLOWS PER FLORIDA PRODUCT APPROVAL. WALL SHEATHING ALL SHEATHED WALLS TO BE TIED IN TO ROOF/FLOOR SYSTEM ABOVE PER DETAIL A/FRD OR B/FRD. SHEAR WALL ID, REFER TO SHEATHING OPTIONS WALL SHEATHING SCHEDULE END POST EXTERIOR WALLS w/ NO ID (FR PAGES) AND TO STUBBIE SW6 -1,012 SPACING SCHEDULE (TD PAGES) 5/16" HARDI-PANEL 6" / 6" 3/8" SMARTSIDE2 SHEAR WALL HOLD DOWN TO SW6HP 7/16" RATED OSB 1,2 611/1211 BE PLACED @ EACH END OF 5/16" HARDI-PANEL SHEAR WALL. REFER TO HOLD TYPICAL DOWN SCHEDULE (TD PAGES) SHEARWALL FOR HOLD DOWN OPTIONS. CALLOUT ID SHEATHING OPTIONS NAILING EDGE/FIELD) END POST EXTERIOR WALLS w/ NO ID 7/16" RATED OSB"" 6" / 12" 1ply 5/16" HARDI-PANEL 6" / 6" 3/8" SMARTSIDE2 611/611 SW6HP 7/16" RATED OSB 1,2 611/1211 1ply 5/16" HARDI-PANEL 6" / 6" 3/8" SMARTSIDE2 410/611 SW -GYP 1/2" GYPSUM 7"/7 .,3 1ply SW6 7/16" RATED OSB 1'2 6" / 12" 2ply SW4 7/16" RATED OSB 1'2 4"/12" 2ply SW3 7/16" RATED OSB12 3" / 12" 3ply SW - 7/16" STRUCTURAL 1 RATED OSB1,2SYP 3" / 12" 4ply DSW4 DOUBLE SIDED SW4 7/16" RATED OSB 4"/.12" SYP DSW3 DOUBLE SIDED SW3 7/16" RATED OSB 311/1211 5ply SYP NUItS: 1. EXTERIOR STUCCO FINISH REQUIRES ONE: a. 7/16" SHEATHING GRADE ORIENTED WITH THE LONG DIMENSION PERPENDICULAR TO THE WALL STUDS. b. 15/32" SHEATHING GRADE. c. 7/16" STRUCTURAL 1 GRADE. 2. ALL EXTERIOR WALLS FRAMED w/ 24" o/c STUDS REQUIRE THE WALL SHEATHING (7/16" or 15/32" OSB) TO BE INSTALLED HORIZONTALLY WITH THE LONG DIMENSION PERPENDICULAR TO THE STUDS. HARDI-PANEL AND SMARTSIDE NOT ALLOWED WITH 24" o/c FRAMING. 3. 1/2" GYPSUM BOARD TO BE ATTACHED w/ 5d COOLER NAILS OR #6x1-1/4" TYPE W OR S SCREWS WHERE SW -GYP IS SPECIFIED. STUD WALL LEGEND ■ = 2x4 #2 SPF @ 16" o/c. ®= 2x4 #2 SPF @ 12" o/c. ® = 2x6 #2 SPF @ 24" o/c.1 ®= 2x6 #2 SPF @ 16" o/c. ® = 2x8 #2 SPF @ 16" o/c. ®= OTHER, SEE PLAN 1. FOR EXTERIOR WALLS, SEE NOTE 2 IN WALL SHEATHING SCHEDULE. HEADERS # OF PLIES REFER TO SCHEDULE BELOW (2)2x6-1/*-* FOR KING STUDS, U.N.O. NOMINAL SIZE OF RAISED HDR IF HEADER (#2 SYP, U.N.O.) LABELED "RSD". NUMBER OF JACK CONTINUOUS IF STUDS EACH SIDE LABELED "CONT". CORNERS IDENTIFIED & DIMENSIONED INDICATE WALL SEGMENTS WHERE END -ZONE PRESSURES SHALL APPLY TO COMPONENTS & CLADDING. ALL OTHER AREAS MAY USE INTERIOR -ZONE PRESSURES FOR COMPONENTS & CLADDING. 13 D 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 5829 PRIOR VERSION DATES DESIGNED BY: SDM DRAWN BY: MWP CHECKED BY: JRA SHEET FFR 1 PROJECT ENGINEER JESSE R. ALEXANDER FL PE #81327 ```wil u u uill�� a�E.MORF "q< ��o�� Q-0 • �,� G ENS • '��i 27 ST OF 4o 4O • R , SEN 4/22/19 KING STUDS MAX. OPENING WIDTH N PLATE NON -STUCCO FINISH STUCCO FINISH 4'1 6J8 12' 16' 18' 4'16' 8'112'1161181 N HT J 8'R 1 1 1 2 2 3 1 2 2 4 5- 9'R 1 1 2 3 4 4- - - - - - X 10'R 1 2 2 4 5 - - - - - _ _ N 12't J 8'R 1 1 1 1 1 1 1 1 1 1 1 1 9'R 1 1 1 1 1 1 1 1 1 1 2 2 ID 10'k 1 1 1 1 2 2 11 1 1 2 2 3 " 12'R 1 1 1 2 2 3 1 1 2 3 1 5 5 NOTES: 1. (1) KING STUD @ ALL INTERIOR OPENINGS. 2. STUD COUNT MAY BE REDUCED IF FRAMED SOLID TO ADJACENT EXTERIOR WALL CORNER. 3. USE WIDTH OF TOTAL OPENING FOR CONTINUOUS HEADERS. END -ZONES CORNERS IDENTIFIED & DIMENSIONED INDICATE WALL SEGMENTS WHERE END -ZONE PRESSURES SHALL APPLY TO COMPONENTS & CLADDING. ALL OTHER AREAS MAY USE INTERIOR -ZONE PRESSURES FOR COMPONENTS & CLADDING. 13 D 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 5829 PRIOR VERSION DATES DESIGNED BY: SDM DRAWN BY: MWP CHECKED BY: JRA SHEET FFR 1 PROJECT ENGINEER JESSE R. ALEXANDER FL PE #81327 ```wil u u uill�� a�E.MORF "q< ��o�� Q-0 • �,� G ENS • '��i 27 ST OF 4o 4O • R , SEN 4/22/19 NAIL ROOF SHEATHING NAIL ROOF NAIL ROOF TO TOP CHORD OF SHEATHING TO TOP SHEATHING TO TRUSS w/ 8d NAILS @ if CHORD OF TRUSS w/ TOP CHORD OF - -® - 3" o/c. --0---= 8d NAILS @ 3" o/c.- TRUSS w/ 8d �- NAILS @ 3" o/c. 2x #2 SYP ENGINEERED- CONTINUOUS FROM "" ROOF TRUSS. ENGINEERED TOP PLATE OF ENGINEERED 7/16 THICK MIN.) i ATTACH EACH BRACEROOF TRUSS. "i i SHEATHED -WALL TO ROOF TRUSS. i SHEATHING TO TOP/SILL PLATE w/ ATTACH EACH i i (4) ,131x3" NAILS. ; ADJACENT TRUSS. 2x4 #2 SYP NAILER ATTACHED TO i i 2x MUST MATCH OR ATTACHED TO i NAILER, TOP PLATE BRACE TO EACH NAIL TRUSS EXCEED LENGTH OF TRUSS BOTTOM "" i AND BLOCKING w i 2x4 #2 SPF LEDGER / TRUSS BOTTOM � ATTACHED TO TRUSS BOTTOM CHORD SHEATHED -WALL. -.- 8d NAILS @ 3" o/c. 11 CHORD w/ .131x3 CHORDw/ (3) w/ (4) .131x3" NAILS @ TO 2x BLOCKING ��-- NAIL 2x BLOCKING TO NAILS @ 3" o/c. .131x3"TOENAILS. EACH INTERSECTING w/ .131x3" NAILS TOP PLATE w/ .131x3" TRUSS MEMBER. USE @ 3" o/c. NAILS @ 3" o/c. 2x4 #2 SYP BRACES @ WHEN BOTTOM 12" o/c ALONG WALL CHORDS ADJACENT TO 11.25" MAX. LENGTH. WALL ARE AT 16" MAX. DIFFERING HEIGHTS. OPTION #1 OPTION #2 OPTION #3 SHEATHED WALL TIE-IN TO ADJACENT TRUSSES SHEATHED WALL TIE-IN TO SHEATHED WALL TIE-IN TO PARALLEL EACH SIDE (PREFERRED) ADJACENT PARALLEL TRUSS ADJACENT PARALLEL TRUSS A/FRD SHEATHED WALL TIE-IN DETAILS (ROOF TRUSSES) B/FRD (SHEATHED WALL TIE-IN DETAILS (FLOOR TRUSSES) PORCH Hr„ ^rn PER PLAT` ...�...... -..-H RATED VINYL CEILING OVER 1x4 #2 SYP OR 2x4 #2 SPF PURLINS SPACED AT 12" o/c AND ATTACHED WITH (2) .131x3" NAILS TO EACH INTERSECTING TRUSS. �2 MIN. 3/8" SHEATHING w/ 6" EDGE 12" FIELD 8d NAILING. BLOCK ALL UNSUPPORTED PANEL EDGES. CEILING PER ( MIN. w/3/8" SHEATHING w/6" EDGE 12" FIELD 8d OPTION 1 OR 2, NAILING. BLOCK ALL UNSUPPORTED PANEL EDGES. UNLESS NOTED ATTACH BLOCKING TO TOP OF EXTERIOR WALL TOP PLATE OTHERWISE ON & TO PORCH HDR w/ .131x3" NAILS @ 6"o/c . PLAN. PORCH SHEATHING DETAILS PORCH HEADEF PER PLAN NOTCH PORCH HEADER 3" AROUND TOP PLATE AND POCKET INTO WALL AS SHOWN. SUPPORT PORCH HEADER w/ (1) 2x PER OPTION 1 PORCH HEADER PLY. (NON -PLATED OPTION 2 PORCH HEADER) (PLATED PORCH HEADER) PORCH HDR /WALL INTERSECTION DETAIL rrr-rTAILJ/FRD AIL 6/TDD. POCKET PORCH HEADER INTO WALL AS SHOWN. HEADER PER PLAN IF > 16", ADD -� CRIPPLE STUDS @ 16" o/c. ATTACH HEAD/SILL TO JACK STUD PER SCHEDULE. WIDTH NAIL FLOOR SHEATHING 0-7' (4).131x3" TOENAILS 7'-11' TO TOP CHORD OF ATTACH FLOOR SHEATHING (2) A34's (4) PER PLY TRUSS w/ 10d NAILS @ (5) PER PLY TO 2x4 #2 SYP PANEL EDGE (6) PER PLY 14" 3" o/c. 16" BLOCKING/RIBBON BOARD 18" (9) PER PLY ATTACH EACH BRACE „ WITH 10d NAILS @ 3 o/c. ATTACH FLOOR TO TOP/SILL PLATE w/ CHIMNEYTO REQ'D. NO SHEATHING TO 2x4 2x4 #2 SYP BLOCKING (4) .131x3" NAILS. SEE BLOCKING PANEL HORIZONTAL #2 SYP PANEL EDGE ENGINEERED REQ'D. NO DETAIL OR SHEATH ALLOWED. BLOCKING WITH FLOOR TRUSS. i ` SHEATH FLOOR TRUSS BLOCKING CONTINUOUS TO 10d NAILS @ 3" o/c. ALLOWED. ADJACENT TO SHEAR RIBBON BOARD. EACH END OF ATTACH EACH 3" o/c 8d NAILS. FLUSH HEADER WALL w/ 7/16" RATED - RAFTER. ROOF TRUSS BRACE TO EACH SHEATHING ATTACHED w/ ENGINEERED 7/16" RATED TRUSS BOTTOM 8d NAILS @ 3" EDGE & 12" FLOOR TRUSS. SHEATHING CHORD w/ (3) FIELD. BLOCK ALL PANEL ATTACHED 42x4 �� 131x3 TOENAILS. EDGES. SHEATHING w/ 8d NAILS LENGTH TO MATCH SHEAR WALL LENGTH. @ 3" o/c. 2x4 #2 SYP BRACES @ 12" o/c ALONG WALL ADDITIONAL 2x4 #2 SYP ATTACH PANEL EDGE #2 SYP PANEL LENGTH. TOP PLATE ABOVE BLOCKING TO TOP EDGE BLOCKING SHEAR WALL. ATTACH PLATE w/ .131x3" AT ALL PANEL TO TOP PLATE w/ TOENAILS @ 3" o/c. EDGES. 131x3" NAILS @ 3" o/c. BLOCKING PANEL DETAIL OPTION #1 OPTION #2 SHEATHED WALL TIE-IN TO ADJACENT TRUSSES I SHEATHED WALL TIE-IN TO CONTINUOUS I PARALLEL EACH SIDE TRUSSES PERPENDICULAR TO SHEATHED WALL B/FRD (SHEATHED WALL TIE-IN DETAILS (FLOOR TRUSSES) PORCH Hr„ ^rn PER PLAT` ...�...... -..-H RATED VINYL CEILING OVER 1x4 #2 SYP OR 2x4 #2 SPF PURLINS SPACED AT 12" o/c AND ATTACHED WITH (2) .131x3" NAILS TO EACH INTERSECTING TRUSS. �2 MIN. 3/8" SHEATHING w/ 6" EDGE 12" FIELD 8d NAILING. BLOCK ALL UNSUPPORTED PANEL EDGES. CEILING PER ( MIN. w/3/8" SHEATHING w/6" EDGE 12" FIELD 8d OPTION 1 OR 2, NAILING. BLOCK ALL UNSUPPORTED PANEL EDGES. UNLESS NOTED ATTACH BLOCKING TO TOP OF EXTERIOR WALL TOP PLATE OTHERWISE ON & TO PORCH HDR w/ .131x3" NAILS @ 6"o/c . PLAN. PORCH SHEATHING DETAILS PORCH HEADEF PER PLAN NOTCH PORCH HEADER 3" AROUND TOP PLATE AND POCKET INTO WALL AS SHOWN. SUPPORT PORCH HEADER w/ (1) 2x PER OPTION 1 PORCH HEADER PLY. (NON -PLATED OPTION 2 PORCH HEADER) (PLATED PORCH HEADER) PORCH HDR /WALL INTERSECTION DETAIL rrr-rTAILJ/FRD AIL 6/TDD. POCKET PORCH HEADER INTO WALL AS SHOWN. HEADER PER PLAN IF > 16", ADD -� CRIPPLE STUDS @ 16" o/c. ATTACH HEAD/SILL TO JACK STUD PER SCHEDULE. WIDTH ATTACHMENT 0-7' (4).131x3" TOENAILS 7'-11' (6) .131x3" TOENAILS 11-16 (2) A34's 2x BLOCKING FOR ARCH WINDOWS w/ (2) .131x3" NAI LS/END. H/FRD TYP. OPENING DETAIL SUPPORT PORCH HEADER w/ (1) 2x PER PORCH HEADER PLY. FOR OPENINGS > 4' SEE DETAIL J/FRD OR DETAIL 2/TDD. NAIL LEAD KING STUD TO . • • HEADER OR TOENAIL PER SCHEDULE BELOW KING TO HDR NAILING HDR DEPTH .131x3" NAILS 4" (2) PER PLY 6" (3) PER PLY 8" (4) PER PLY 10" (5) PER PLY 12" (6) PER PLY 14" (7) PER PLY 16" (8) PER PLY 18" (9) PER PLY IF > 16", ADD CRIPPLE STUDS @ 16" o/c. NOTE: WINDOWS/DOORS TO BE ATTACHED TO FRAMING MEMBERS PER MANUFACTURER's INSTRUCTIONS. NAIL ROOF SHEATHING TO < 41" TOP CHORD OF ATTACH SHEATHING - - - TRUSS w/ 8d TO BLOCKING WITH NAILS @ 3" o/c. o/c 8d EDGE i NAILING SPECIFIE< II ENGINEERED ON PLAN. i ROOF TRUSS. Ii ii II ii ATTACH SHEATHING - TO UPPER TOP ATTACH B.C. OF PLATE WITH o/c 8d TRUSS TO TOP EDGE NAILING PLATE w/ .131x3" SPECIFIED ON PLAN. TOENAILS @ 3" o/c. 2x4 #2 SYP BLOCKING. FOR STUCCO FINISH: PROVIDE 2x BLOCKING @ 16" o/c FOR 15/32 SHEATHING APPLIED VERTICALLY. OPTION #4 OPTION #5 SHEATHED WALL TIE-IN TO EXTERIOR WALL - HIGH HEEL TRUSS DIRECTLY ABOVE WALL HEEL GREATER THAN 6" IN HEIGHT NAIL FLOOR SHEATHING TO TOP CHORD OF FLOOR TRUSS w/ 10d NAILS @ 3" o/c. ENGINEERED FLOOR TRUSS. ATTACH B.C. OF TRUSS TO TOP PLATE w/ .131x3" NAILS @ 3" o/c. EXTEND WALL SHEATHING TO FLOOR TRUSS TOP CHORD. ATTACH TO TRUSS TOP/BOTTOM CHORD w/ 8d NAILS @ 3" o/c. OPTION #3 SHEATHED WALL TIE-IN TO TRUSS DIRECTLY ABOVE WALL 2x8 #2 SYP RIDGE. NAIL RIDGE ENDS TO COMMON TI1USS & TRUSS TOP CHORD OR BLOCKING w/ (3) .131x3" TOENAILS. BRACE TOP CHORD OF TRUSSES BELOW OVERFRAMING w/ 1x4 SYP PURLINS @ MIN. SPACING DESIGNATED ON TRUSS ENGINEERING w/ (2) 8d NAILS PER INTERSI=CTING TOP CHORD. LAP SPLICES MIN. (2) TRUSSES. #2 SPF CRIPPLES @ 4` o/c PER SCHEDULE BELC)W. ATTACH TO RAFTER w/ (3) .1131x3" NAILS. 2x6 #2 SYP RAFTERS @ 24" o/c. 4' o/c M CRIPPLE TKAJ 2x4 2x4 w/ 1x4 "T" BRACE HL 6'-3" 9'-10" 2x4 w/ 2x4 "T" BRACE 11'-2" *ATTACH #2 SPF "T" w/ .131x3" BRACE TO CRIPPLE NAILS @ 4" o/c. 2" 211 � W 2ply (3) ROWS OF 10d NAILS @ 12" o/c 2x4 PLANK ORIENTED BRACES @ 48" o/c. ATTACH TO TOP CHORDS w/ (4) 10d TOENAILS) FASTEN FLOOR DECKING TO LATERAL BRACE w/ (4) 10d COMMON NAILS. 2x4 DIAGONAL BRACE @ 48" o/c. ATTACH DIAGONAL BRACE TO LATERAL BRACES w/ (4) 10d COMMON NAILS AT EACH END. 2x4 PLANK ORIENTED BRACES @ 48" o/c. ATTACH TO TOP OF BOTTOM CHORD/FLANGE w/ (4) 10d NAILS. OPTION #4 EXTERIOR WALL - TRUSS/JOISTS PARALLEL TO WALL 2" 2" 3ply (3) ROWS OF 10d NAILS @ 12" o/c EACH SIDE 2" 2" 4ply (2) ROWS OF 1/4"x6" SDS SCREWS @ 24" o/c EACH SIDE (3).131x3" TOENAILS @ E/FRD BM/HDR CONNECTION DETAIL CRIPPLE TO TOP CHORD NAIL STAGGERED. TIGHTEN TO 6" o/c PATTERN STAGGERED @ ALL WALLS LABELED OR 1,3LOCKING BELOW. SHEATHING TO UPPER PLY OF TOP - (3) .131x3" TOENAILS @ RAFTER TO 2ply 2x4 #2 SYP (1) CS18 HORIZ. @ LOWER TOP PLATE TO 3" o/c 8d NAILS. ROOF TRUSS VALLEY NAILER 2x #2 SYP BLOCKING IN TOP CHORDS. ATTACHED TO HIGHER WALL. (9) ALL INTERSECTING 10dx1-1/2" NAILS EACH NT. NOT IF CRIPPLE DOES NOT BEAR DIRECTLY TRUSS TOP REQUIRED SIDE OF JOINT. CORNERS ABOVE TRUSS TOP CHORD, ADD 2x4 #2 CHORDS w/ (2) SPF BLOCKING BETWEEN ADJACENT 131x3" NAILS. OR INTERIOR WALLS. TRUSS TOP CHORDS AND ATTACH w/ (3) .131x3" TOE -NAILS PER END. ROOF SYSTEM - ROOF SHEATHING (SEE FR SHEETS) WALL SHEATHING (SEE FR SHEETS) TOP PLATE EXTERIOR WALL STUDS - SEE FRAMING PLAN FOR SIZE SHOE PLATE TOP PLATE INTERIOR WALL STUDS - SEE FRAMING PLAN FOR SIZE ROOF SYSTEM ROOF SHEATHING (SEE FR SHEETS) WALL SHEATHING (SEE FR SHEETS) SHOE PLATE 2x4 #2 SYP RIBBON BOARD ATTACHED FOUNDATION - SEE FD SHEETS TO EACH GRADE INTERSECTING 1 -STORY WALL SECTION TRUSS 131x3" NAILS. SHOE PLATE WALL SHEATHING SIZE 2x (MATCH WALL STUD) (SEE FR SHEETS) GRADE #2 SYP {PT ON CONCRETE) NOTE: FASTEN 2nd FLOOR SHOE PLATE TO RIM BOARD WITH .131x3" NAILS @ 8" o/c. SIZE 2ply 2x (MATCH WALL STUD) GRADE #2 SYP 232" (2) ROWS OF .131x3" NAILS @ 12" o/c NAIL STAGGERED. TIGHTEN TO 6" o/c PATTERN STAGGERED @ ALL WALLS LABELED SW3/SW4 OR ATTACH WALL HEADER. SHEATHING TO UPPER PLY OF TOP PLATE. 3" o/c 8d NAILS. MIN. 48" w/ (24) .131x3" NAILS IN LAP LAP SPLICE UPPER PLY LAP OVER HEADERS WHERE POSSIBLE. %J"MVL OC %AUAIV I i I T Ur ALL ZHU FLOOR MULTI -PLY STUD COLUMNS w/ BLOCKING IN FLOOR SYSTEM AND w/ 1st FI nnR I F\/FI CTI Ir) rr)l I MAKI I I KI n SIZE __/3 10d COMMON NAILS w/ ADHESIVE or PASLODE TETRAGRIP FASTENERS EDGE NAILING FIELD NAILING 232" 6" o/c - 6" o/c K/FRD TYPICAL WALL SECTIONS BLOCK ALL PANEL EDGES AND FASTEN ROOF SHEATHING w/ 8d RING -SHANK NAILS @ 4" o/c WITHIN 4' OF END OF GABLE RAKE. 2x4 #2 SYP -� OUTLOOKERS @ 24" o/c (MAX 24" RAKE). NOT REQUIRED FOR GABLE RAKES 12" OR LESS. ATTACH TO GABLE TRUSS w/ (1) H2.5A. GABLE END TRUSS BRACING AS SPECIFIED BY DELEGATED TRUSS ENGINEERING. ATTACH BOTTOM CHORD TO TOP PLATE w/ .131x3" TOENAILS @ 6" o/c. PLATFORM FRAMED WALL STU DS. I (6) .131x3" NAILS. TOP PLATE I '--TOP PLATE EXTERIOR WALL INTERIOR WALL STUDS - SEE STUDS - SEE FRAMING PLAN FRAMING PLAN FOR SIZE FOR SIZE FLOOR SHEATHING -� SHOE PLATE j (( -SHOE PLATE TOP PLATE 0 I L- TOP PLATE FLOOR SYSTEM -� EXTERIOR WALL INTERIOR WALL STUDS - SEE STUDS - SEE FRAMING PLAN FRAMING PLAN FOR SIZE FOR SIZE SHOE PLATE ' I --SHOE PLATE •- �I`-FOUNDATION - SEE FD SHEETS -r i�-- 2-STORY WALL SECTION BLOCK ALL PANEL EDGES AND FASTEN ROOF SHEATHING w/ 8d RING -SHANK NAILS @ 4" o/c WITHIN 4' OF END OF GABLE RAKE. u 2x BLOCKING BETWEEN 2x4 #2 SYP 2x4 #2 SYP BLOCKING @ _ I ALL OUTLOOKERS ABOVE OUTLOOKERS @ 24 I TOP PLATE/CHORD BRACE LEG ATTACHED w/ (3) o/c (MAX 24" RAKE). I TOENAILED @ 6" o/c NOT REQUIRED FOR i .131x3" NAILS. GABLE RAKES 12" I I 2x6 #2 SYP BRACE @ PEAK, 4' OR LESS. EACH SIDE OF PEAK, AND 6' o/c ATTACH TO GABLE THEREAFTER. ADD 2x4 #2 SYP TRUSS w/ (1) H2.5A. 45a 11 T -BRACE TO ANY BRACE I A i MAX. i GREATER THAN 9 IN LENGTH i 11 w/ .131x3" NAILS @ 6" o/c. @)HORIZ3BRACE TO ATTACH 2x4 TO 2x6 w/ (6) .131x3" NAILS PRIOR TO BALLOON BOTTOM CH � D. FRAMED ATTACHING 2x6 ANGLE WALL 2x6 ANGLE BRACE. STUDS. POSITION 2x6 BRACE AT OR ABOVE BRACE i (2) SDWC15450's @ 2x6 EXTERIOR WALL. ATTACH 2x6 BRACE i PLANK TO EXTERIOR I I WALL TOP PLATE. TO 2x4/2x6 HORIZONTAL BRACE (SEE 2x4 VER2x6 PLANK SECTION) w/ (6) .131x3" NAILS. SDWC15600 SCREWS @ 5' o/c. FOR OPENINGS > 5' BUT NO LARGER THAN 181 , I HORIZONTAL BRACE SECTION 2x BLOCKING BETWEEN ALL OUTLOOKERS ABOVE TOP PLATE TOENAILED @ 6" o/c SLOPE TOP PLATE TO MATCH ROOF PITCH. INSTALL (2) SCREWS EACH SIDE OF OPENING. @ EXTERIOR WALL. 1 17 PLATFORM FRAMED BALLOON FRAMED F/FRD OVERFRAMING DETAIL G/FRDEXTERIOR PLATE HEIGHT BREAKS L/FRD TYPICAL GABLE END DETAIL SEE DETAIL DD FOR REQUIREMENTS I� I REQ THIS DETAIL APPLIES TO ALL WINDOW/PORCH HEADERS (,GREATER THAN 4' IN WIDTH UNLESS THE TOP PLATE IS STRAPPED TO THE HEADER PER DETAIL 2/ -EDD. THIS DETAIL DOES NOT APPLY TO WALLS SUPPORTING A FLOOR SYSTEM ABOVE. J/FRD HEADER DETAIL CLIP TRUSS TO (1) MTS12 OR SHEATHED SIDE OF CLIP TRUSS TO HEADER. SHEATHED SIDE OF HEADER. STRAP @ EACH 3" o/c 8d NAILS. 3" o/c 8d NAILS. OSB SHEATHING CHIMNEYTO REQ'D. NO RAFTER/TRUSS 2x4 #2 SYP BLOCKING OSB SHEATHING HORIZONTAL JOINTS REQ'D. NO OR 2x4 ALLOWED. HORIZONTAL JOINTS BLOCKING WALLS w/ (4) .131x3" ALLOWED. TOE/END NAILS AT -- EACH END OF 3" o/c 8d NAILS. 3" o/c 8d NAILS. FLUSH HEADER CHORD OF TRUSS OR DROPPED HEADER THIS DETAIL APPLIES TO ALL WINDOW/PORCH HEADERS (,GREATER THAN 4' IN WIDTH UNLESS THE TOP PLATE IS STRAPPED TO THE HEADER PER DETAIL 2/ -EDD. THIS DETAIL DOES NOT APPLY TO WALLS SUPPORTING A FLOOR SYSTEM ABOVE. J/FRD HEADER DETAIL M/FRDI CHIMNEY OVERFRAMING TRUSS L SCAB RAFTER TO TOP CHORD OF TRUSS w/ .131x3" NAILS @ 4" o/c. 2x4 #2 SYP SCAB: MAX OVERHANG 20" 2x6 #2 SYP SCAB: MAX OVERHANG 42" N/FRD RAFTER SCAB DETAIL NOTE: GARAGE DOOR TO BE ATTACHED TO FRAMING MEMBERS IN ACCORDANCE w/ APPLICABLE MAN U FACTURER's INSTRUCTIONS. JAMB LAG SCREWS MAY BE OMITTED PROVIDED SCREWS FASTENING GARAGE DOOR TRACK ARE INCREASED IN LENGTH BY 2" OR THE DEPTH OF THE JAMB MATERIAL. 2x GARAGE DOOR JAMB ATTACHED TO JACK/KING POST w/ (1) ROW OF 5/16"x3" LAG SCREWS @ 24" o/c FOR OPENINGS UP TO WIN WIDTH AND @ 12" o/c FOR OPENINGS UP TO 18' IN WIDTH. GARAGE DOOR BUCK. USE PT LUMBER IF 2x MATERIAL. P/FRD GARAGE DOORJAMB DETAIL GARAGE DOOR MURRAY ENGINEERING INCORPORATED 157 HAMPTON PT DRIVE, STE. 3 ST. AUGUSTINE - FL - 32092 C.O.A. #26894 - (904) 342-8751 JOB NUMBER J15829 PRIOR VERSION DATES DESIGNED BY: SDM DRAWN BY: MWP CHECKED BY: JRA SHEET PROJECT ENGINEER JESSE R. ALEXANDER FL PE #81327 011111111111 '0% ��o r ro s�<�.t��• F ri r eco N 813 '0�+ r .O 00 R 1 �. BONA �► S\tk \' � (1) MTS12 OR (1) MSTA18 STRAP @ EACH CORNER OF CHIMNEYTO RAFTER/TRUSS 2x4 #2 SYP BLOCKING TOP CHORD BETWEEN TRUSSES OR 2x4 BELOW CHIMNEY BLOCKING WALLS w/ (4) .131x3" BELOW. TOE/END NAILS AT -- EACH END OF BLOCKING TO TOP CHORD OF TRUSS OR RAFTER. ROOF TRUSS TOP CHORDS. M/FRDI CHIMNEY OVERFRAMING TRUSS L SCAB RAFTER TO TOP CHORD OF TRUSS w/ .131x3" NAILS @ 4" o/c. 2x4 #2 SYP SCAB: MAX OVERHANG 20" 2x6 #2 SYP SCAB: MAX OVERHANG 42" N/FRD RAFTER SCAB DETAIL NOTE: GARAGE DOOR TO BE ATTACHED TO FRAMING MEMBERS IN ACCORDANCE w/ APPLICABLE MAN U FACTURER's INSTRUCTIONS. JAMB LAG SCREWS MAY BE OMITTED PROVIDED SCREWS FASTENING GARAGE DOOR TRACK ARE INCREASED IN LENGTH BY 2" OR THE DEPTH OF THE JAMB MATERIAL. 2x GARAGE DOOR JAMB ATTACHED TO JACK/KING POST w/ (1) ROW OF 5/16"x3" LAG SCREWS @ 24" o/c FOR OPENINGS UP TO WIN WIDTH AND @ 12" o/c FOR OPENINGS UP TO 18' IN WIDTH. GARAGE DOOR BUCK. USE PT LUMBER IF 2x MATERIAL. P/FRD GARAGE DOORJAMB DETAIL GARAGE DOOR MURRAY ENGINEERING INCORPORATED 157 HAMPTON PT DRIVE, STE. 3 ST. AUGUSTINE - FL - 32092 C.O.A. #26894 - (904) 342-8751 JOB NUMBER J15829 PRIOR VERSION DATES DESIGNED BY: SDM DRAWN BY: MWP CHECKED BY: JRA SHEET PROJECT ENGINEER JESSE R. ALEXANDER FL PE #81327 011111111111 '0% ��o r ro s�<�.t��• F ri r eco N 813 '0�+ r .O 00 R 1 �. BONA �► S\tk \' � TRUSS TO PLATE CONNECTIONS (1) H2.5A or (1) SDWC15600 @ EACH TRUSS TO TOP PLATE OR HEADER UNLESS DENOTED AS SHOWN: (1) H8 (1) MTS12 OTHERWISE FOLLOW SPECIFIC CALL OUT ON PLAN SEE DETAIL S/TDD FOR GABLE STRAPPING AND DETAIL 2/TDD FOR STRAPPING AT OPENINGS NOTE: ALL UPLIFTS HAVE BEEN CALCULATED BY ENGINEER OF RECORD. UPLIFTVALUES REPORTED BY TRUSS SOFTWARE SHALL BE DISREGARDED. IF USING ALTERNATIVE CONNECTIONS THAN THOSE SPECIFIED, THE CONNECTIONS MUST EXCEED THE CAPACITY OF THE CONNECTION SPECIFIED ON THIS PLAN. SDWC INSTALLATION GUIDELINES MAY BE SKEWED UP TO 30* PROVIDED IT PASSES THROUGH FULL DEPTH OF TOP PLATE. SKEW SDWC UP TO 14' TO FULLY Al EMBED INTO rL OF 3/4"-1" TRUSS BOTTOM WALL CHORD (AS +/-1" SHOWN). SINGLE DOUBLE TRUSS ALIGNED SDWC15600 SDWC15600 w/ STUD GENERAL FULL LENGTH 7 ATR/QT LOCATIONS I ALL PLAN REFERENCES TO "ATR" TO BE A 3/8" ALL THREAD ROD OR BLUE QUICK TIE CABLE I SEE DETAIL 8 FOR ATR INSTALLATION GUIDELINES SEE DETAIL 9 FOR QT INSTALLATION GUIDELINES ALL THREAD RODS / QUICK TIE CABLES TO BE LOCATED AS FOLLOWS: 1. 3/8" ATR / QTB LOCATED @ SPACING PER PLAN. 2. 3/8" ATR / QTB LOCATED WITHIN 2" OF END POST OF ONE SIDE OF EACH EXTERIOR CORNER. LOCATE ON SIDE OF UPPER PLATE SPLICE LAP. 3. 3/8" ATR / QTB EACH SIDE OF EACH PLATE HEIGHT CHANGE. 4. 3/8" ATR / QTB LOCATED THROUGH CENTER OF UPPER TOP PLATE SPLICE OR EACH SIDE OF UPPER TOP PLATE SPLICE. 5. SPECIFIC LOCATIONS DENOTED BY THE FOLLOWING SYMBOLS: PLAN SPEC. OPTIONS WALL SHEATHING SCHEDULE ATR QT SW6 - 012 3/8" ATR_ QTB O G38 3/8" ATR QTG 0 012 1/2" ATR QTO 0 058 5/8" ATR QTO 0 X58 5/8" ATR N/A I SHEAR WALLS I SHEAR WALL ID, REFER TO OPTIONS WALL SHEATHING SCHEDULE QT 1 (FR PAGES) AND TO STUBBIE SW6 - 012 SPACING SCHEDULE (TD PAGES) 3/8" ATR QTB DTT2Z (1) CS16 SHEAR WALL HOLD DOWN TO 3/8" ATR QTG HTT4 (2) CS16's BE PLACED @ EACH END OF 1/2" ATR SHEAR WALL. REFER TO HOLD TYPICAL (2) CS16's DOWN SCHEDULE (TD PAGES) SHEARWALL QTO FOR HOLD DOWN OPTIONS. CALLOUT X58 I HOLD DOWN SCHEDULE SW ID OPTIONS ATR' QT 1 SIMPSON2 OVER BEAM/HDR B38 3/8" ATR QTB DTT2Z (1) CS16 G38 3/8" ATR QTG HTT4 (2) CS16's 012 1/2" ATR QTO HTT4 (2) CS16's 058 5/8" ATR QTO HDQ8 (3) CS16's X58 5/8" ATR N/A HDQ8 (3) CS16's * PER PLAN PER PLAN PER PLAN PER PLAN 1. ATR / QT TO BE LOCATED WITHIN 2" OF END POST. 2. ATR / QT SPACING TO BE MAINTAINED or ATTACH END POST TO TOP PLATE w/ (1) SPH. STUBBIE SPACING SEE DETAIL 7/TDD FOR STUBBIE OPTIONS SHEAR WALL ID STUBBIE SPACING' INTERIOR WALL EXTERIOR WALL WALLS w/ NO ID NONE REQ. 96" o/c3 SW6HP or SW -GYP 64" o/c 36" o/c SW6 42" o/c 24" o/c SW4 28" o/c 16" o/c SW3 22" o/c 12" o/c SWS1 18" o/c 10" o/c 14" o/c 8" o/c LLIDSZW4 LLJ 10" o/c 6" o/c NO I ES: 1. STUBBIES NOT REQUIRED FOR 2nd FLOOR SHEAR WALLS OVER WOOD FLOOR SYSTEM. 2. INSTALL (1) STUBBIE WITHIN 8" OF EACH SIDE OF EACH SHOE PLATE BREAK (SHEATHED WALLS ONLY). 3. STUBBIES ARE NOT REQUIRED IF NON -ID WALL HAS ATR's OR QT CABLES INSTALLED. MURRAY ENGINEERING INCORPORATED 157 HAMPTON PT DRIVE, STE. 3 ST. AUGUSTINE - FL 32092 C.O.A.#26894 - (904)342-8751 JOB NUMBER J15B29 Z J Y Q w J ,,`^^, Ln r Q Z UJ W Q 22: '2 >_ z ❑ < 0 f Q 1 > z _j W —I Ln i CL W -1 O Z _ If] UL]3: Int'.' ❑ w� .. :] W L.. Z � O r � � W ❑ —I W J a. 0 F - CHECKED BY: JRA ET HEET D1 E PROJECT ENGINEER JESSE R. ALEXANDER FL PE #81327 011111111111111 MOR'E,...E.., .q4� 81 2 u S TE OF OR IV '�.*iS�ONAL ��1I'rn 111% 4/22/19 CLIP OP SCREW PER PLAN (REFER TO DETAIL 5 FOR GABLE CONDITION) STUD TO TOP PLATE NOTE: STUD TO SHOE PLATE (1) SDWC15600 AND SHOE PLATE TO or MEMBER BELOW (1) H8, TSP, or SP2 CONNECTIONS MAY BE or REPLACED w/(l)CS18 @ JACK/KING POST BASE OF STUD DIRECTLY TO OPTION IS NOTED ON PLAN USE MEMBER BELOW. 32" o/c MAX. ** SHOE PLATE TO MEMBER BELOW (2) SDWC15600 STUD TO SHOE PLATE (1) SDWC15600 SCREW (1) SDWC15600 @ MAX. 32" o/c. @ BASE OF or NOTE: WHEN HIGH UPLIFT JACK/KING POST (1) SPI OPTION IS NOTED ON PLAN USE TO SHOE PLATE. TO SHOE PLATE. (2) SDWC15600 SCREWS - - - Q @ MAX. 24" o/c. WC15600 - - l-- BEAM, GIRDER 7 BLOCKING, OR PERPENDICULAR TRUSS/JOIST/BEAM. WALL OVER SUPPORT MEMBER BELOW 1/TDD CONVENTIONAL STRAPPING DETAILS CLIP OR SCREW PER PLAN (REFER TO DETAIL 5 FOR GABLE CONDITION). ATTACH TRUSS TO TOP PLATE ON SHEATHED SIDE OF WALL PER PLAN. SHEATHING MUST BE APPLIED PER DETAIL J/FRD. CUT SECTION HEADER MAY BE FLUSH (AS SHOWN) OR DROPPED. WALL TO HEADER STRAPPING IS NOT REQUIRED IF ATR SPACING SPECIFIED IS MAINTAINED. n I I _ I I I I I I ii SEE FULL LENGTH ELEVATION VIEW ATR DETAIL SINGLE ROOF FRAMING DIRECTLY STORY OPTION OVER OPENING ** HIGH UPLIFT OPTION ** REQUIRED WHEN NOTED ON PLAN **TIGHTEN TO 16" o/c MAX. FOR "HIGH UPLIFT" OPTION. NOTE: FOR 24" o/c FRAMING USE (2) SDWC15600 SCREWS or (1) SPH4/6/8 @ EACH STUD TO TOP/SHOE PLATE. ** LOW UPLIFT OPTION ** BASED ON SUPPORTING ROOF SPAN SPACING MAY BE INCREASED TO 48" o/c WHEN SUPPORTED ROOF TRUSSES SPAN NO MORE THAN 12'. SEE FULL — LENGTH ATR DETAIL WALL TO HEADER STRAPPING IS NOT REQUIRED IF ATR SPACING SPECIFIED IS MAINTAINED. IE CLIP OR SCREW I I I I PER PLAN (REFER TO DETAIL I I 5 FOR GABLE j I ! CONDITION) NOTE: JACK/KING TO SHOE PLATE AND SHOE PLATE TO MEMBER BELOW CONNECTIONS MAY BE REPLACED w/ (1) MSTA12 OR (1) CS18 @ BASE OF JACK/KING POST DIRECTLY TO MEMBER BELOW. SCREWS ALSO NOT REQUIRED IF STRAPPING IS SPECIFIED ON PLAN. ALTERNATIVE FLUSH HEADER ALTERNATIVE DROPPED HEADER (2) SDWC15600 SCREWS or (1) TSP @ KING POST TO TOP PLATE. SEE DETAIL 2/TDD FOR STRAPPING OF TOP PLATE TO HEADER. (2) SDWC15600 SCREWS or (1) TSP @ KING POST TO TOP PLATE. SEE DETAIL 2/TDD -OR STRAPPING IF TOP PLATE TO HEADER. (2) SDWC15600 (2) SDWC15600 SCREWS or (1) DSP SCREWS or (1) DSP @ BASE OF @ BASE OF (2) SDWC15600 JACK/KING POST JACK/KING POST SCREWS @ SHOE TO SHOE PLATE. TO SHOE PLATE. PLATE TO EACH - - - Q INTERSECTING WC15600 - - l-- i MEMBER EACH SIDE OF JACK/KING WS @SHOE -- — _ ` LPLATE I POST. TO MEMBER ELOW. I I CONNECTIONS MAY BE OPENING OVER PARALLEL MEMBER OPEIiVING OVER PERPENDICULAR MEMBER NOTE: PLAN SPECIFIC NOTES OVERRIDE THESE DETAILS. ATTACH TRUSS TO tTOP PLATE ON INTERIOR SIDE OF WALL PER PLAN. iATTACH TOP PLATE LUSH HDR w/ SPHs @ 48" o/c. CONV. METAL OPTION CLIP OR SCREW PER PLAN (REFER TO DETAIL 5 FOR GABLE CONDITION) NOTE: TOP PLATE TO HDR STRAPPING MAY BE OMITTED PROVIDED THAT EACH TRUSS IS ATTACH TO HDR w/ MTS12 FOR EACH SPECIFIED H2.5A OR SDWC15600. STUD TO TOP PLATE (1) SDWC15600 or (1) H8, TSP, or SP2 4L_ 32" o/c MAX.** - STUD TO SHOE PLATE (1) SDWC15600 or (1) H8 SDWC TO BE INSTALLED SKEWED BETWEEN 100 AND 30° FROM VERTICAL. ATTACH HDR TO TOP PLATE w/ SDWC15600's @ 24" o/c SKEWED BETWEEN 10* AND 30' FROM VERTICAL. SDWC SCREW OPTION ** HIGH UPLIFT OPTION ** REQUIRED WHEN NOTED ON PLAN **TIGHTEN TO 16" o/c MAX. FOR "HIGH UPLIFT" OPTION. NOTE: FOR 24" o/c FRAMING USE (2) SDWC15600 SCREWS or (1) SPH4/6/8 @ EACH STUD TO TOP/SHOE PLATE. ** LOW UPLIFT OPTION ** BASED ON SUPPORTING ROOF SPAN SPACING MAY BE INCREASED TO 48" o/c WHEN SUPPORTED ROOF TRUSSES SPAN NO MORE THAN 12'. OPENING OVER HDR BELOW NOTE: FOR OPENINGS WITH JACKS/KINGS OVER HEADER BELOW ATTACH KING POST TO TOP PLATE w/ (2) SDWC15600 SCREWS or (1) TSP AND ATTACH BASE OF JACK/KING POST TO HDR BELOW w/ (1) CS18, UNLESS NOTED OTHERWISE ON PLAN. STUD TO TOP PLATE 2/TDD I WALL OVER HEADER STRAPPING DETAILS ALL OPTIONS APPLY TO ALL WINDOW/PORCH SUPPORTING ROOF TRUSSES/RAFTERS ABOVE. THIS DETAIL DOES NOT APPLY TO 'WALLS SUPPORTING A FLOOR ONLY. *4, HIGH UPLIFT OPTION REQUIRED WHEN NOTED ON PLAN **TIGHTEN TO 16" o/c MAX. FOR "HIGH UPLIFT" OPTION. NOTE: FOR 24" o/c FRAMING USE (2) SDWC15600 SCREWS or (1) SPH4/6/8 @ EACH STUD TO TOP/SHOE PLATE. ** LOW UPLIFT OPTION (BASED ON SUPPORTING ROOF SPAN SPACING MAY BE INCREASED TO 48" o/c WHEN SUPPORTED ROOF TRUSSES SPAN NO MORE THAN 12'. -(1) FULL LENGTH ATR WITHIN 2" OF HEADER POST. (1) FULL LENGTH ATR WITHIN 2" OF END POST, ONE r5� SIDE OF CORNER. PLATED CONDITION SHOWN. NOTCHED HEADER APPLIES. (1) H2.5A @ HDR TO POST w/ (1) H2.5A @ BASE TO POST/TOP PLATE BELOW. ONLY (1) H2.5A REQUIRED IF L PLATED CONDITION (1) FULL HEADER BEARS PLATED CONDITION SHOWN. NOTCHED LENGTH ATR DIRECTLY ON TOP SHOWN. NOTCHED HEADER APPLIES. WITHIN 2" PLATE. HEADER APPLIES. OF HEADER POST. PORCH HDR @ WALL PORCH HDR @ WALL CORNER RAISED PORCH HDR @ WALL (1) MSTA24 @ EACH PORCH HDR (1) MSTA24 @EACH TO COLUMN (MIN. PORCH HDR TO COLUMN (2) MSTA24's PER (MIN. (2) MSTA24's PER COLUMN). COLUMN). PORCH POST, PORCH HDR, SEE PLAN. a I_ PORCH HDR, SEE PLAN. SEE PLAN. PORCH POST, SEE PLAN. A ABU BU (12) 16d COMMON (.162 5/8" x 6" EMBED EPDXIED - COMMON (.162) 5/8" x 6" EMBED EPDXIED ) ATR or 5/8"x8" TITEN HD. x 3-1/2" NAILS. ATR or 5/8"x8" TITEN HD. x 3-1/2" NAILS. "WEDGE ANCHORS" ARE "WEDGE ANCHORS" ARE NOT ALLOWED. NOT ALLOWED. PORCH HDR @ POST CORNER 1 PORCH HDR @ POST 3/TDD PORCH HDR STRAPPING DETAILS MAXIMUM SPACING PER PLAN 3/8" GRADE 2 HEX NUT L F -1 OVER 2"x2"x1/8" WASHER. SEE STU OPT DET, �r �rcL�ritU vIV Yi.F11V OR SCHEDULE. NOTE: FULL LENGTH ATR MAY BE INCLUDED IN STUBBIE SPACING. 14/TDD I ALL THREAD ROD SYSTEM DETAIL II II II II !! I II Ii II II II II II I II If II II It II II II II II II II II II II II II II II I II II II t, II II II ,I 11 II II � II II II I II II II II II II II II II II II II II II II II II II II II II II II I II II (i II II II II - - - - - - - - - - - - - - - - - - - - - -- OPTION 2 ATTACH TOP PLATE TO GABLE END BOTTOM CHORD w/ SIMPSON SDWC OR 1/4"x6" SDS SCREWS @ 5' o/c. FOR OPENINGS GREATER THAN 5' BUT NO LARGER THAN 18', INSTALL (2) SCREWS EACH SIDE OF OPENING. 5/TDD GABLE END TIE -DOWN DETAIL BALLOON FRAMED GABLE END ATTACH STUDS TO TOP PLATE W/ (1) H8 AND TO SHOE PLATE w/ (1) SSP OR TO BEAM/HDR BELOW w/ (1) CS18 @ 48" o/c MAX. ATTACH SHOE PLATE w/ 3/8"x6" EMBED EPDXIED ATR STUBBIES @ ATR/STUBBIE SPACING SPECIFIED ON PLAN. NOTE: IF OPTION 2 IS FOLLOWED, ATTACH TOP PLATE STRAPPING ON SAME SIDE AS LTP4'S. OPTION 1 ATTACH TOP PLATE TO GABLE END BOTTOM CHORD w/ LTP4's @ 5' o/c. GENERAL NOTES 1. ALL EPDXY CONNECTIONS TO BE MADE WITH SIMPSON "SET -XP" 2 -PART EPDXY, INSTALLED PER MANUFACTURER's INSTRUCTIONS. EXCEPTION: IT IS ALLOWABLE TO USE QUICK TIE QE -1 EPDXY FOR ALL QUICK TIE (QT) CABLES. 2 NAIL DIAMETERS: 8d COMMON =.131 16d SINKER =.148 10d COMMON =.148 16d COMMON =.162 3. IN THE EVENT THE SHEATHING IS APPLIED PRIOR TO INSTALLATION OF THE SPH CONNECTIONS SPECIFIED, IT IS ALLOWABLE TO SUBSTITUTE A SPHR OR MSTA24 w/ (6)10d COMMON NAILS EACH SIDE TO STUD OR HEADER. USE 1-1/2" NAILS ON EXPOSED STUD/HEADER SIDE AND 2-1/2" NAILS ON SHEATHED SIDE. 4. ATR/QT MAXIMUM OUT -OF -PLUMB TOLERANCE: 1/4" PER FOOT OR 2" PER FLOOR LEVEL - WHICHEVER IS LESS. 5. WASHERS TO BE TOTALLY SUPPORTED BYTOP PLATE. 6. IN THE EVENT A COUPLER 15 REQUIRED USE A LOW -CARBON STEEL COUPLER w/ MIN. 5/8 THREAD ENGAGEMENT FROM EACH ALL THREAD ROD. 3/8"x6" TITEN HD W/ CUT WASHER 3/8"x6" EMBED 1/2"x7" CAST-IN- EPDXIED ATR PLACE "J" BOLT w/ NUT & CUT w/ NUT & CUT WASHER WASHER OPTIONS 7/TDDSTUBBIE OPTIONS -1 3/8" ASTM F1554, GRADE 36 STEEL ROD. UPPERMOST SET ROD IN 7/16" BRUSHED TOP PLATE AND BLOWN HOLE. EPDXY TO OVERFLOW ONTO SHOE PLATE. LOWEST EMBEDMENT- SHOE PLATE INTERIOR - 4" EXTERIOR* (MONO) - 6" EXTERIOR* (STEMWALL) - 6" I I *MIN. 2-1/2" EDGE DISTANCE u 3/8" ATR DETAIL 1/2" GRADE 2 HEX NUT OVER 3"x3"x1/8" SLOTTED WASHER. I I 1/2" ASTM F1554, GRADE 36 STEEL ROD. UPPERMOST SET ROD IN 9/16" BRUSHED TOP PLATE AND BLOWN HOLE. EPDXY TO OVERFLOW ONTO SHOE PLATE. LOWEST EMBEDMENT: SHOE PLATE INTERIOR - 5" EXTERIOR* (MONO) - 8" EXTERIOR* (STEMWALL) - 12" j *MIN. 3" EDGE DISTANCE I I u 1/2" ATR DETAIL 5/8" GRADE 2 HEX NUT OVER DOUBLE 3"x3"x1/4" ROUND HOLE WASHER. 5/8" ASTM F1554, GRADE 36 STEEL ROD. UPPERMOST TOP PLATE SET ROD IN 11/16" BRUSHED AND BLOWN HOLE. EPDXY TO OVERFLOW ONTO SHOE PLATE. LO WEST EMBEDMENT: SHOE PLATE INTERIOR - 6 EXTERIOR* (MONO) - 12" EXTERIOR* (STEMWALL) - 15" *MIN. 3" EDGE DISTANCE I I II u 5/8" ATR DETAIL 8/TDD ATR DETAILS NOTE: IN THE EVENT WALL CAVITY SPACE DOES NOT ALLOW REQUIRED STUBBIE, IT IS ALLOWABLE TO USE AN LTT20B @ BASE OF WALL POST 3/8" GRADE 2 HEX NUT OVER 2 -1/4"x2 -1/4"x1/8" WASHER. QTB BLUE QUICK �— TIE ASSEMBLY CONSISTING OF 3/8" UPPERMOST THREADED STUDS TOP PLATE AND 3/16" WIRE ROPE. SET ROD IN 7/16" BRUSHED AND BLOWN HOLE. EPDXY TO LOWEST OVERFLOW SHOE PLATE ONTO SHOE PLATE. NOTE: PROVIDE MIN. 2-1/2" EDGE DISTANCE @ I I 4" SLAB EDGES (WHERE u APPLICABLE) QTB (BLUE) DETAIL 1/2" GRADE 2 HEX NUT OVER 3"x3"x1/4" WASHER. I I QTG GREEN QUICK -- TIE ASSEMBLY CONSISTING OF 1/2" UPPERMOST THREADED STUDS TOP PLATE AND 1/4" WIRE ROPE. SET ROD IN 9/16" BRUSHED AND BLOWN HOLE. EPDXY TO LOWEST OVERFLOW OE PLATE ONTO SHOE PLATE. NOTE: COUPLE TO 1/2"x8" EMBED EPDXIED ATR @ ALL SLAB EDGES (MIN. 3" EDGE DISTANCE). QTG (GREEN) DETAIL 5/8" GRADE 2 HEX NUT OVER 3"x3"x1/4" WASHER. QTO ORANGE QUICK TIE ASSEMBLY CONSISTING OF 5/8" UPPERMOST THREADED STUDS TOP PLATE AND 5/16" WIRE ROPE. SET ROD IN 11/16" BRUSHED AND BLOWN HOLE. EPDXY TO LOWEST OVERFLOW SHOE PLATE ONTO SHOE PLATE. - NOTE: COUPLE TO I I 5/8"x15" EMBED EPDXIED 6" ATR @ ALL SLAB EDGES I I (MIN. 3" EDGE DISTANCE). U QTO (ORANGE) DETAIL /TDD QUICK TIE DETAILS MURRAY ENGINEERING INCORPORATED 957 HAMPTON PT DR)VE, STE. 3 ST. AUGUSTINE - FL - 32092 C.O.A.#26894 - (904)342-8751 JOB NUMBER J 1 5829 r-. Z NOTE: STUD TO SHOE PLATE (1) SDWC15600 SEE FULL I Q i AND SHOE PLATE TO MEMBER BELOW or (1) H8, TSP, or SP2 LENGTH I W I I CONNECTIONS MAY BE ATR DETAIL m REPLACED w/ (1) CS18 @ Ln i I I I BASE OF STUD DIRECTLY TO Q I I I Z I MEMBER BELOW. 32" o/c MAX.** I I i W Q J I I I I SHOE PLATE TO MEMBER BELOW Q ❑ = STUD TO SHOE PLATE Z F- Ll.l _ ,..J i❑ U] (1) SDWC15600 SCREW ❑ (1) SDWC15600 ❑ Z Ul rj 13 U1 @ MAX. 32" o/c. •• -� or .. Z < ❑ i — I I NOTE: WHEN HIGH UPLIFT Ja®I- (1) SPI j I - OPTION IS NOTED ON PLAN USE I I I (2) SDWC15600 SCREWS i I i I i l @ MAX. 24" o/c. I I SEE SINGLE STORY OPTIONS ELEVATION VIEW FOR ATTACHMENT OF 1st , FLOOR TOP PLATE TO HDR. ATTACH EACH FLOOR TRUSS TO (NOT REQUIRED IF 2nd I TOP PLATE w/ (1) SDWC15600 M U LTI FLOOR STUDS ARE (NOT REQUIRED IF 2nd FLOOR ROOF FRAMING OVER FLOOR SYSTEM ATTACHED TO HDR w/ STUDS ARE ATTACHED TO HDR STORY OPTION OVER OPENING C518's. w/ C518's) CUT SECTION 2/TDD I WALL OVER HEADER STRAPPING DETAILS ALL OPTIONS APPLY TO ALL WINDOW/PORCH SUPPORTING ROOF TRUSSES/RAFTERS ABOVE. THIS DETAIL DOES NOT APPLY TO 'WALLS SUPPORTING A FLOOR ONLY. *4, HIGH UPLIFT OPTION REQUIRED WHEN NOTED ON PLAN **TIGHTEN TO 16" o/c MAX. FOR "HIGH UPLIFT" OPTION. NOTE: FOR 24" o/c FRAMING USE (2) SDWC15600 SCREWS or (1) SPH4/6/8 @ EACH STUD TO TOP/SHOE PLATE. ** LOW UPLIFT OPTION (BASED ON SUPPORTING ROOF SPAN SPACING MAY BE INCREASED TO 48" o/c WHEN SUPPORTED ROOF TRUSSES SPAN NO MORE THAN 12'. -(1) FULL LENGTH ATR WITHIN 2" OF HEADER POST. (1) FULL LENGTH ATR WITHIN 2" OF END POST, ONE r5� SIDE OF CORNER. PLATED CONDITION SHOWN. NOTCHED HEADER APPLIES. (1) H2.5A @ HDR TO POST w/ (1) H2.5A @ BASE TO POST/TOP PLATE BELOW. ONLY (1) H2.5A REQUIRED IF L PLATED CONDITION (1) FULL HEADER BEARS PLATED CONDITION SHOWN. NOTCHED LENGTH ATR DIRECTLY ON TOP SHOWN. NOTCHED HEADER APPLIES. WITHIN 2" PLATE. HEADER APPLIES. OF HEADER POST. PORCH HDR @ WALL PORCH HDR @ WALL CORNER RAISED PORCH HDR @ WALL (1) MSTA24 @ EACH PORCH HDR (1) MSTA24 @EACH TO COLUMN (MIN. PORCH HDR TO COLUMN (2) MSTA24's PER (MIN. (2) MSTA24's PER COLUMN). COLUMN). PORCH POST, PORCH HDR, SEE PLAN. a I_ PORCH HDR, SEE PLAN. SEE PLAN. PORCH POST, SEE PLAN. A ABU BU (12) 16d COMMON (.162 5/8" x 6" EMBED EPDXIED - COMMON (.162) 5/8" x 6" EMBED EPDXIED ) ATR or 5/8"x8" TITEN HD. x 3-1/2" NAILS. ATR or 5/8"x8" TITEN HD. x 3-1/2" NAILS. "WEDGE ANCHORS" ARE "WEDGE ANCHORS" ARE NOT ALLOWED. NOT ALLOWED. PORCH HDR @ POST CORNER 1 PORCH HDR @ POST 3/TDD PORCH HDR STRAPPING DETAILS MAXIMUM SPACING PER PLAN 3/8" GRADE 2 HEX NUT L F -1 OVER 2"x2"x1/8" WASHER. SEE STU OPT DET, �r �rcL�ritU vIV Yi.F11V OR SCHEDULE. NOTE: FULL LENGTH ATR MAY BE INCLUDED IN STUBBIE SPACING. 14/TDD I ALL THREAD ROD SYSTEM DETAIL II II II II !! I II Ii II II II II II I II If II II It II II II II II II II II II II II II II II I II II II t, II II II ,I 11 II II � II II II I II II II II II II II II II II II II II II II II II II II II II II II I II II (i II II II II - - - - - - - - - - - - - - - - - - - - - -- OPTION 2 ATTACH TOP PLATE TO GABLE END BOTTOM CHORD w/ SIMPSON SDWC OR 1/4"x6" SDS SCREWS @ 5' o/c. FOR OPENINGS GREATER THAN 5' BUT NO LARGER THAN 18', INSTALL (2) SCREWS EACH SIDE OF OPENING. 5/TDD GABLE END TIE -DOWN DETAIL BALLOON FRAMED GABLE END ATTACH STUDS TO TOP PLATE W/ (1) H8 AND TO SHOE PLATE w/ (1) SSP OR TO BEAM/HDR BELOW w/ (1) CS18 @ 48" o/c MAX. ATTACH SHOE PLATE w/ 3/8"x6" EMBED EPDXIED ATR STUBBIES @ ATR/STUBBIE SPACING SPECIFIED ON PLAN. NOTE: IF OPTION 2 IS FOLLOWED, ATTACH TOP PLATE STRAPPING ON SAME SIDE AS LTP4'S. OPTION 1 ATTACH TOP PLATE TO GABLE END BOTTOM CHORD w/ LTP4's @ 5' o/c. GENERAL NOTES 1. ALL EPDXY CONNECTIONS TO BE MADE WITH SIMPSON "SET -XP" 2 -PART EPDXY, INSTALLED PER MANUFACTURER's INSTRUCTIONS. EXCEPTION: IT IS ALLOWABLE TO USE QUICK TIE QE -1 EPDXY FOR ALL QUICK TIE (QT) CABLES. 2 NAIL DIAMETERS: 8d COMMON =.131 16d SINKER =.148 10d COMMON =.148 16d COMMON =.162 3. IN THE EVENT THE SHEATHING IS APPLIED PRIOR TO INSTALLATION OF THE SPH CONNECTIONS SPECIFIED, IT IS ALLOWABLE TO SUBSTITUTE A SPHR OR MSTA24 w/ (6)10d COMMON NAILS EACH SIDE TO STUD OR HEADER. USE 1-1/2" NAILS ON EXPOSED STUD/HEADER SIDE AND 2-1/2" NAILS ON SHEATHED SIDE. 4. ATR/QT MAXIMUM OUT -OF -PLUMB TOLERANCE: 1/4" PER FOOT OR 2" PER FLOOR LEVEL - WHICHEVER IS LESS. 5. WASHERS TO BE TOTALLY SUPPORTED BYTOP PLATE. 6. IN THE EVENT A COUPLER 15 REQUIRED USE A LOW -CARBON STEEL COUPLER w/ MIN. 5/8 THREAD ENGAGEMENT FROM EACH ALL THREAD ROD. 3/8"x6" TITEN HD W/ CUT WASHER 3/8"x6" EMBED 1/2"x7" CAST-IN- EPDXIED ATR PLACE "J" BOLT w/ NUT & CUT w/ NUT & CUT WASHER WASHER OPTIONS 7/TDDSTUBBIE OPTIONS -1 3/8" ASTM F1554, GRADE 36 STEEL ROD. UPPERMOST SET ROD IN 7/16" BRUSHED TOP PLATE AND BLOWN HOLE. EPDXY TO OVERFLOW ONTO SHOE PLATE. LOWEST EMBEDMENT- SHOE PLATE INTERIOR - 4" EXTERIOR* (MONO) - 6" EXTERIOR* (STEMWALL) - 6" I I *MIN. 2-1/2" EDGE DISTANCE u 3/8" ATR DETAIL 1/2" GRADE 2 HEX NUT OVER 3"x3"x1/8" SLOTTED WASHER. I I 1/2" ASTM F1554, GRADE 36 STEEL ROD. UPPERMOST SET ROD IN 9/16" BRUSHED TOP PLATE AND BLOWN HOLE. EPDXY TO OVERFLOW ONTO SHOE PLATE. LOWEST EMBEDMENT: SHOE PLATE INTERIOR - 5" EXTERIOR* (MONO) - 8" EXTERIOR* (STEMWALL) - 12" j *MIN. 3" EDGE DISTANCE I I u 1/2" ATR DETAIL 5/8" GRADE 2 HEX NUT OVER DOUBLE 3"x3"x1/4" ROUND HOLE WASHER. 5/8" ASTM F1554, GRADE 36 STEEL ROD. UPPERMOST TOP PLATE SET ROD IN 11/16" BRUSHED AND BLOWN HOLE. EPDXY TO OVERFLOW ONTO SHOE PLATE. LO WEST EMBEDMENT: SHOE PLATE INTERIOR - 6 EXTERIOR* (MONO) - 12" EXTERIOR* (STEMWALL) - 15" *MIN. 3" EDGE DISTANCE I I II u 5/8" ATR DETAIL 8/TDD ATR DETAILS NOTE: IN THE EVENT WALL CAVITY SPACE DOES NOT ALLOW REQUIRED STUBBIE, IT IS ALLOWABLE TO USE AN LTT20B @ BASE OF WALL POST 3/8" GRADE 2 HEX NUT OVER 2 -1/4"x2 -1/4"x1/8" WASHER. QTB BLUE QUICK �— TIE ASSEMBLY CONSISTING OF 3/8" UPPERMOST THREADED STUDS TOP PLATE AND 3/16" WIRE ROPE. SET ROD IN 7/16" BRUSHED AND BLOWN HOLE. EPDXY TO LOWEST OVERFLOW SHOE PLATE ONTO SHOE PLATE. NOTE: PROVIDE MIN. 2-1/2" EDGE DISTANCE @ I I 4" SLAB EDGES (WHERE u APPLICABLE) QTB (BLUE) DETAIL 1/2" GRADE 2 HEX NUT OVER 3"x3"x1/4" WASHER. I I QTG GREEN QUICK -- TIE ASSEMBLY CONSISTING OF 1/2" UPPERMOST THREADED STUDS TOP PLATE AND 1/4" WIRE ROPE. SET ROD IN 9/16" BRUSHED AND BLOWN HOLE. EPDXY TO LOWEST OVERFLOW OE PLATE ONTO SHOE PLATE. NOTE: COUPLE TO 1/2"x8" EMBED EPDXIED ATR @ ALL SLAB EDGES (MIN. 3" EDGE DISTANCE). QTG (GREEN) DETAIL 5/8" GRADE 2 HEX NUT OVER 3"x3"x1/4" WASHER. QTO ORANGE QUICK TIE ASSEMBLY CONSISTING OF 5/8" UPPERMOST THREADED STUDS TOP PLATE AND 5/16" WIRE ROPE. SET ROD IN 11/16" BRUSHED AND BLOWN HOLE. EPDXY TO LOWEST OVERFLOW SHOE PLATE ONTO SHOE PLATE. - NOTE: COUPLE TO I I 5/8"x15" EMBED EPDXIED 6" ATR @ ALL SLAB EDGES I I (MIN. 3" EDGE DISTANCE). U QTO (ORANGE) DETAIL /TDD QUICK TIE DETAILS MURRAY ENGINEERING INCORPORATED 957 HAMPTON PT DR)VE, STE. 3 ST. AUGUSTINE - FL - 32092 C.O.A.#26894 - (904)342-8751 JOB NUMBER J 1 5829 PRIOR VERSION DATES) DESIGNED BY: SDM DRAWN BY: MWP CHECKED BY: JRA SHEET PROJECT ENGINEER JESSE R. ALEXANDER FL PE #81327 xvEMOR,,llf't05 �i C40 813 ' ST OF 4 . lv � � .,� p R I., O. • S .. NGS. 0NAL 4/ 2 2I 1 9 r-. Z Y Q W m Ln L\ Q Z W Q J > Q ❑ = Q Z F- Ll.l W ,..J i❑ U] ❑ W ❑ Z Ul rj 13 U1 •• -� O .. 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DO ZZZCp D �m��rz O Am, O O 800p'N zm �ODC.O Z mOZZ D'< D(nN mmOorm* m pz z z m Zrc1m0 rtii o m no rpt-.'C� O OmmOZ' D A> O mZZNO Z zm Omncc c�D jy m ��m m z(nzzz z pZ l- UI A m m0 j?A �tnONS W .1O mDDC z r 0(f, O '>- > >Km'mom O n D m.- N C.. � a 1 I O Z m� Z Z O Z D� Op o ON O DDVI Zz>m z0 zC \ O ma]Oov wi D 7�r O O N zz- -{ m -000�'S 0 q OZ zA m = mNOSA ZO ➢Ai.'Sim m 2 �-� m N� O vzzmD o x -� < r D N D o g O N W Z DO rZD2��m m zN Z mC N 5 9>--1w!*I �m 0 ,0 E:C)>2 n m < m G1 OZ AIT1��D no m oc�x mm oN o A m <�mZm zs N�mvif m om n o r v 'v >K _ CC OZ �mD Z C !n ym m m m> DNDA� mo '-wV'71m z S s o mozm NN ��I�A N Am O pDAmi( m mD IZ Z ZD V1 Z D c Z�mrA K 0rod, �N O O Z z ':J<m; m Z x �c 2 Vln3�; o rrn N m m v V1 o D A 01�00 O <(7rm> o pyS Ozm O z O = m'ciZ zic� Ozrm-�om=Z Cm.Zl`Srcmm(n !CoAZ*1 DIi� �> Sr�^21 zcmN_a {ma c 0 D -iC0m mD pmp .-Mcw O CN O m NODk:m m Sfm/N;� N � �A v � NNDA fr' mrl y D - j N DC 0 71 �•.r,..��, UINIT N0. 5 PLAT BOOK 30, PAGES 29 & 29A S3ymzozm < OC O 0:0 C mtN+iO�y mjig3m< yy O S Z� m A Z O W O D pz oo�zm M, V y C m ozw�o� F, momc-, �rr, os i mm Mm �p 10, N1 Dj LOT NOTES LOT SIZE: 20,496 SF 0.47/ACRE VACANT; ORIGINAL HOUSE DEMOLISHED ZONING: RS -L, RESIDENTIAL SINGLE FAMILY, LARGE 45% MAX. IMPERVIOUS - 9,223 SF R/W TO CURB - 2,534 SF ISR CALCULATIONS LOT SIZE: 20,496 SF - 100% PERCENT IMPERVIOUS - 8,170 SF - 39.9% HOUSE (UNDER ROOF) - 3,941 SF TERRACES / PORCHES - 1,098 SF DRIVEWAY - 2,915 SF WALKWAY - 198 SF AC PAD 18 SF' PERCENT PERVIOUS - 12,326 SF - 60.1% PROPOSED HOUSE FINISHED FLOOR ELEVATION - 12.0' N.A.V.D. ELEVATIONS BASED ON N.A.V.D. 1988 LIMITS OF FILL IS OUTLINED BY BRL SETBACK LINES AND ARE NO MORE THAN 1.0' HIGHER THAN EXISTING GRADES, A MINIMUM 1% SLOPE SHALL BE PROVIDED PER SECTION 6.04.06 H OF THE LAND DEVELOPMENT CODE. THE APPLICANT / OWNER / CONTRACTOR SHALL IMMEDITELYCONTACT CITY OF ATLANTIC BEACH PUBLIC WORKS STAFF SHOULD MODIFICATIONS TO THE DRAINAGE PLAN BE REQUIRED DURING SITE DEVELOPMENT, BASED ON ACTUAL FIELD CONDITIONS. TREE MITIGATION TWO 4" HARDWOODS REQUIRED EXISTING LIVE OAK TREE INCHES REMOVED - 56" EXISTING LAUREL OAKS INCHES REMOVED - 94" EXISTING LIVE OAK TREE CREDITS APPLIED - 223' EXISTING TREE CREDITS APPLIED - 0" NEW LIVE OAK TREE INCHES PLANTED - 36" 6 TREES @ 6" CAL. EACH NEW CABBAGE PALM INCHES ADDED - 96" 8 PALMS © 12" CAL, 16' CT. EACH TREE TARHI ATnN 1. 15" LIVE OAK REMAIN 2. 15" LAUREL OAK DYING REMOVED 3. 24" LIVE OAK REMAIN 4. 22" LIVE OAK REMAIN 5. 22" LAUREL OAK (DYING) REMOVED 6. 20" LIVE OAK REMOVED 7. 24" LIVE OAK REMOVED 8. 36" LIVE OAK REMAIN 9. 15" LIVE OAK REMAIN 10. 12" LIVE OAK REMOVED 11. 22" LIVE OAK REMAIN 12. 22" LIVE OAK REMAIN 13. 12" LIVE OAK REMAIN 14. 10" LIVE OAK REMAIN 15. 8" LIVE OAK REMAIN 16. 13" LIVE OAK REMAIN 17. 24" LIVE OAK REMAIN 18. 10" MAGNOLIA REMOVED 19. ,8, 14, 10" LAUREL OAK (DEAD) REMOVED 20. 15" LAUREL OAK DEAD REMOVED PUBLIC WQ[3 r� {�} AAPPROVED o { } DENIED z { }NOT APPLICABLE TQ RE 12" LO 14" LO 8" HT. MOLE HILL 0 BERM TO PREVENT WATER FROM DRAINING U15° oe . LLO + DYING LOT 8 BLOCK 10 146.4' B" HT. MOLE HILL Q BERM TO PREVENT WATER FROM DRAINING OFF OF PROPERTY. 15" DEAD LLO 20 BASIN 'A' —VOLUME 4,146 CF BASIN 'B' VOLUME 1,947 CF 8" HT. MOLE HILL BERM TO PREVENT WATER FROM DRAINING OFF OF PROPERTY. 15" �z�, C\2 Z II � ti � II 0 Zr/l II Eo - II SII � BASIN 'C' —VOLUME 4,146 CF BASIN 'D' VOLUME 1,947 CF EUTHENICS STUDIO URBAN DESIGN 904 333 7483 kellmore®comcost—t FLORIDA REG. NO. 1160 GEORGIA REG. NO. 668 SEAL Z a W W � w Z Of Q C) Q O Ld J Y Q /W O U LL 5 W LJ 5 � m Go 3 r7 C Z Lo o Q IL - U Q a SITE e PLAN DATE ISSUED JULY 12, 2019 AUG2 6 2019 At AOUGUST 22, 2019 SCALE ?uildb g C?epartment 10, = ON City �^�{ � 7 ( 1 f �5 FL 24' x36" City O t ALca 1ti� e 3 rt tl7 SHEET L1 OF 9 Ei error or defective material must be made within 5 days 3' a' 16'&' 20'8" 23' 4" 14' 8" �� 1— - 94, 2, 0,. Notes: Hanger Schedul 4-1/4" Cantilever @Front and Rear porch. an er t HTU26 1 29 j C06 & Rear Porch trusses have bottom chord .ORIDA PRODUCT APPROVAL CODES: MITEK PL kTES 2197...... WEYERHAEUSER - E Ty' 1001, VL 21339 ..... WEYERHAEUSER EEI-JOIST 21360 WEY1 o" fed. --- dWdl � e >1 5 . oa v sy ' d, �J? }- IS CL N Q LOADING CRITERIA in Type Chord Live ad 20 f Floor Chord Dead Load 7 10 Chord Live Load 0 0 Chord Dead Load 10 5 1 Load 37 55 Ion Factor 1.25 1.00 d3jr1 Ing Code FBC 2017 RES W d Standard ASCE 7-10 nd Speed 130 MPH Wind Usage RES. CAT it Building Exposure C Building Type Closed Wall Height Legend -- 10' 1-1/8" U—TT-Iff LjLj _ 12'1-1/8" it■ L— ij ❑ooao 000 o ❑o❑ oonooooo ooooooao 20 ❑ooa p = 141 1-1/8" 171 iD r r = N/A" Approved truss anchor by builder. 2x4 minimum top and bottom Chords. Square cut overhangs. 12 d 6� 4 Lis" 1y. 5-112" 12 x,12" 1a• 8R6. nless note Otherwise. Engineer of Record: esse Alexander - FL PE# 8132, 157 Hampton Point Drive St Augustine, FL 32092 T is is a Truss Placement Plan Only a� Trusses have been designed based on the M drawings provided to MBS by the Builder. lease refer to the truss engineering for any information not listed on this page lease refer to the BCSI - Summary Sheets for proper bracing of trusses during erection Manning Building Supplies, Inc. 11155 Philips Parkway Dr E Jacksonville, FL 32256 Phone: (904)2684225 Fax: (904)260-2981 VWWV.MBS-CORP.COM ri, S1 JAXT R U S S @M BS -C O R P. CO M Job# J190005 21Customer: Riverside Homes Project: Scott Residence Lot/Sub: Address 1753 Live Oak Lane City,State: Atlantic BeachFL Scale: 1/4" = 1 Date: 4119/2019 )ARD 6527.5 Designer: I Ashley Casey D O mg: •omoii ❑ I oom'°= r y 0 o y A pD 9'MDcW F ono ao n N n 0 C 003 N O c o v m :< M t0 .+ �� O y y r0+ M c f mo 0 0 < \ m a o� sm s J\ m`y°OKy O rt N '25C N 3 y a n�om�am � rn y �r (- z f) O p y W01� W om 35:SS y Qt 0 y� y Z O-nS'+0, 4 3.��?o.m A :D •oma rtm o N� SO y � , m - 3 K O Fr 7.1 I fO y -n p r- s oonaa@`< 00® W o n, - 0 fD V �° � 0, b dO d0 0 'OO H L1 O 1.4 �0 � u�y zrri S O ❑ N y xc c , N p O(D OO a y I -O S y F`Fyy'] F0 .. 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Ctn My C� OA K CZ f D AASpC m C j a h i 31N3 V62 ;? 6Z SaOVd '06 -X008 LVrld 9 'ON ,LINn VKTTITWTA7 . t� ao 9. 110' OLX \ �f� 9 L �� 3 �M �flX Zt t K� pQno<~U' WUJm V1UzwfA UQ Z FS W wKxo�¢�Ooa�N Nza��wj7�m�ara / �_ • • •• BB'ZL \ ¢ iF,w w¢ww H W O pW w • e -OZt- • O N O� N wl-�WN (w7 iWQw VI zi p � X x S`_110� m� o o ti Z LL K w 0 W OLL F J W O¢ Z> F K rwo 3 a So w¢ w'a'd of Nva s 101 _ C O` w Gmz ¢wQK> O o z-wJ O Z m W P N O¢ O O 4 0 2 62 H J W QU pwo3a dU z U w Z p o _�_ .-,o<i LOT NOTES LOT SIZE: 20,496 SF 0.47/ACRE VACANT, ORIGINAL HOUSE DEMOLISHED ZONING: RS -L, RESIDENTIAL SINGLE FAMILY, LARGE 45% MAX. IMPERVIOUS - 9,223 SF R/W TO CURB - 2,534 SF ISR CALCULATIONS LOT SIZE: 20,496 SF - 100% PERCENT IMPERVIOUS - 8,170 SF - 39.9% HOUSE (UNDER ROOF) - 3,941 SF TERRACES / PORCHES - 1,098 SF DRIVEWAY - 2,915 SF WALKWAY - 198 SF AC PAD - 18 SF PERCENT PERVIOUS - 12,326 SF - 60.1% PROPOSED HOUSE FINISHED FLOOR ELEVATION - 12.0' N.A.V.D. ELEVATIONS BASED ON N.A.V.D. 1988 LIMITS OF FILL IS OUTLINED BY BRL SETBACK LINES AND A'RE NO MORE THAN 1.0' HIGHER THAN EXISTING GRADES. A MINIMUM 1% SLOPE SHALL BE PROVIDED PER SECTION 6.)4.06 H OF THE LAND DEVELOPMENT CODE. THE APPLICANT / OWNER / CONTRACTOR SHALL IMMEDIATELY CONTACT CITY OF ATLANTIC BEACH PUBLIC WORKS STAFF SHOULD MODIFICATIONS TO THE DRAINAGE PLAN BE REQUIRED DURING SITE DEVELOPMENT, BASED ON ACTUAL FIELD CONDITIONS. TREE MITIGATION TWO 4" HARDWOODS REQUIRED EXISTING LIVE OAK TREE INCHES REMOVED - 56" EXISTING LAUREL OAKS INCHES REMOVED - 94" EXISTING LIVE OAK TREE CREDITS APPLIED - 223" EXISTING TREE CREDITS APPLIED - 0" NEW LIVE OAK TREE INCHES PLANTED - 36" 6 TREES @ 6" CAL. EACH NEW CABBAGE PALM INCHES ADDED - 96" 8 PALMS @ 12" CAL, 16' CT. EACH TREE TABULATION 1. 15" LIVE OAK REMAIN 2. 15" LAUREL OAK DYING REMOVED 3. 24" LIVE OAK REMAIN 4. 22" LIVE OAK REMAIN 5, 22" LAUREL OAK (DYING) REMOVED 6, 20" LIVE OAK REMOVED 7. 24" LIVE OAK REMOVED 8. 36" LIVE OAK REMAIN 9. 15" LIVE OAK REMAIN 10. 12" LIVE OAK REMOVED 11. 22" LIVE OAK REMAIN 12. 22" LIVE OAK REMAIN 13. 12" LIVE OAK REMAIN 14. 10" LIVE OAK REMAIN 15. 8" LIVE OAK REMAIN 16. 13" LIVE OAK REMAIN 17. 24" LIVE OAK REMAIN 18. 10" MAGNOLIA REMOVED f9_18,114, 10" LAUREL OAK (DEAD) REMOVED 20. 15" LAUREL OAK (DEAD) REMOVED U w CD_ CD r� Z 12" • LO 4„ 14" LO 10" SF k� LO 8' 1ti' 10" 1 (313 0 LCC)" 0 LO ®', '' .. �12„ 0 LO LO •22„ 0 LO 6 LO' O 11, . + 0 U _ + y[1 2 LO �t 4' + k LOO GUTTERSYSTEM 146,4' +ti X24" y 10„ �f (D 10" --I— IACMG 1.33'EAVE(TYP) � 10 1 96 617 SF V 164 SF 9 8 N13 8",14",10" L 9 DYING DRIVEWAY BENCHMARK: ELEV. 10.22 3' WALKWAY 0 + ®36" 4" + a° • LO EL 0Ld GO 0 6� O NN 1�6 Lb. + + I 4" 2 e L 0 + + $65 •22® 02„+ LO WLO DYING � 24” OLO 4" + o GUTTER + SYSTEM 4„0 LO 0"© 0 i 9 DRIVEWAY Ln�4 „ 01 a +� 9 + d0 4 DRIVEWAY 15 15 DYING BASIN w� U LO OO LLO OUTLET 9”—� 6 1� ' CP • CID + CP +6 15" DEAD LLO 20 BASIN 'A' — VOLUME 4,146 CF BASIN 'B' VOLUME 1,947 CF ek' BASIN 'C' VOLUME 4,146 CF BASIN 'D' VOLUME 10 1.947 CF �Pt1 LI 1 RF"NQ 9 �$ D in+ { DE�1 Jf;D 146{. 41 NOT APPLICABLE TO DEPT f E- C I V E- 7LIE), DENIED 1D AUG � 2019 Building Department ' City of Atlantic Beach, FL EUTHENICS STUDIO LAND ARCHITECTURE COMMUNITY PLANNING URBAN DESIGN 904 333 7483 k6imore@com cast.net FLORIDA REG. NO. 1160 GEORGIA REG, NO. 668 SEAL z WL , z 0 FK 0 v Q O Ld J o � Q WLLJ O O Q >w J m m �-- z Ln z 0 Q J F- �U/"� Q l/ / SITE PLAN DATE ISSUED JULY 12, 2019 REVISIONS SCALE IC = 10' GN 24"x36" NORTH SHEET L1 OF 9 4„ J2,118 SF 10 '' 1,17 9 413 SF _I _ 8 I �t 8 + k 8 8 —1 15" DEAD LLO 20 BASIN 'A' — VOLUME 4,146 CF BASIN 'B' VOLUME 1,947 CF ek' BASIN 'C' VOLUME 4,146 CF BASIN 'D' VOLUME 10 1.947 CF �Pt1 LI 1 RF"NQ 9 �$ D in+ { DE�1 Jf;D 146{. 41 NOT APPLICABLE TO DEPT f E- C I V E- 7LIE), DENIED 1D AUG � 2019 Building Department ' City of Atlantic Beach, FL EUTHENICS STUDIO LAND ARCHITECTURE COMMUNITY PLANNING URBAN DESIGN 904 333 7483 k6imore@com cast.net FLORIDA REG. NO. 1160 GEORGIA REG, NO. 668 SEAL z WL , z 0 FK 0 v Q O Ld J o � Q WLLJ O O Q >w J m m �-- z Ln z 0 Q J F- �U/"� Q l/ / SITE PLAN DATE ISSUED JULY 12, 2019 REVISIONS SCALE IC = 10' GN 24"x36" NORTH SHEET L1 OF 9 SQUARE FOOTAGE ASSESSMENT: COND SQ. FTG. 3164 of Gwq 7700 E.tIY Pach: 194 of SMe Entry. Rmr Porch: 36 of 726 of Total UNDER ROOF. 4890 of Thermal VNU..: 33,422 d GENERAL FRAUNG/LAYOUT NOTES APPLICABLE C006: FLORIDA -uNNG CODE 2017 - 6th EDITION. 1). EXTERIOR WALLS NEN CONSTRUCTION: - 26 r2 SYP W/ R-19 INSULATION - 7/16 OSB W/' TYVEK OR EQ. OR OPIIONAL 20'BOARD -HMD18OMD - HARDILAP SONG & TRIM 1/2 GYP. BOARD INTERIOR 2) ALL WINDOW AND DOOR OPENINGS PER M.UFACTURER'S SPECIFICATIONS FOR RID RITE. JAMB SECS AND REND REQUIREMENTS AND STANDARDS - GARAGE. DOORS SERIES 280 DL m/P51 T,- 3 .5/PS - HOUSE TD -GARAGE DOOR M HAVE SELF -CLOSURE MECHANIS - WNDOWS LESS THAN 18' AFF TO BE SAFETY GLASS PER FBC-R 2007-308 3) INTERIOR FRAMING 2X4 IMP, 2X6 AT PLUMBING AND BEARING WALLS > 1a Hi. nNiSi 1/Y SfEETR00K ATH 'm MASOMTE GREEN BOARD NSTA IN B— AREA ITDOR COVERING AND ENTIRE BATH ENCLOSURES 4) PLATES: - MAIN: ia-1-1/6• FL - MAN GARAGE ROOF PL 9'-1-1/8' PL + V-8' DROP - FRONT PORCH MAIN PL 12'-1-1/8" PL + 4' STEP - FRONT ENTRY LOWER 14'-1-1/8* PL + 4' STEP - FRONT BEDROOM HIP: 12' 1-1/8• PL - GARAGE HIP n, 71'-1 1/8" ROOF PL CEILING PL - REAR PORCH PL 10'-1-1/8• PL + 6' STEP 5) - MAIN ROOF PITCH: 6/12, 18' OVERHANG TYP. ANY AND ALL MANUFACTJRED FLOOR TRUSSES, ROOF TRUSSES, BEAMS OR FABRICATED MEMBERS M BE OESGNED AFTER ON-SITE DIMENSIONS AND CONDIIONS REWIRED FOR SIITABIUTY HAVE BEEN VERIFIED. ' ROOF RAPIERS /JOISTS PER DESCNS BY STRUCTURAL ENGINEER - STANUING-SEAM METAL ROOF PANELS PER MANUF. SPECS - 1/2• COX RODE DECK W/ PERK SICK UNDERLAYTAENr TYP. - PEEL -N -SICK UNDERLAYMENT IN RIDGES & VALLEYS AND LONEFFD PITCH RD RE OF AA' ICYNENE FOAM SPRAYED ATTIC INSUUION TW. 6) FOUNDATION: CMU FOOTING PER ENGINEER W/ SLAB ON GRADE - PORCH PIERS PER ENGINEER W/ PORCH DECKS FLOOR "ST LAYOUT PER ENGINEER - VERIFYEXTERIOR BEARING WN ENGINEER - TRrdFY INTERIOR BEARING WRH ENGINEER 7) INSLLATION AREAS TO INCLUDE - ALLEKIERIOR WALLS ALL WALLS AOJACENT TO UNCONDITIONED SPACES ALLPLUMBING WALLS - ALL ROOF RAFTERS BENEATH El0'OSED ROOF MATERIALS 8) HVAC BY OTHERS 9) PLUMBING BY OTHERS 10) Au '1 CURAI ENGINEERING TO BE Co ITIM BY LICENYD STRUCTURAL ENGINEER OR TRUSS MANUFACRIRER. 3,-0" 89'-8" 16._8., 10'-4" 20•_8" 23x_4„ 5'4 0 2'-4" y 10'-1" HT V F7 C� CS 14'-8" _" 5•_q" 16.16 CMU PIER FOR 6.6 PT POST W/ ix HARDIE TRITO 8x8 & M 6'-8" 10'-8" 10'-8" 4'-2" 3'-2" 3'-2" 4'-2" CAP & BASE MOULDING ON 12x12 BASE TO 10" HEADER SOFFIT TO PLATE `O N CSM ---r 3'x8' CO I I 1 I 4 ..,.-s.. 604 HS _ - - "FrerSfa,c NB ... >..__. :_ -. _ . .�.>; -...• R ------------------ UO I O p l l 9/y 11 16' X 8' SODER i IO I , �i ry [V N -.. - O L 1 _ t PEA BELOW 3 _0" N ,Sj11� I I I I U�26 �:;;. _ ' I MH u5E pW � WARDROBE - fib OY' � as o N I O I I I P&G% 8'x8' SGD l SINK W DISP `A,x^ o 4✓ SH 2860 - B' ht y� �Ro & CABS ua 4'-70.. 3'-6" 3'-6" 4'-10" 20•-8,• III -0„ o- 14'-8" d ' 1 -1" X w m ° - - -- - l r _ _ __ --- ISLANDCABalp o I 1 W/ SEATING c{ wz ®� ZOT/% shdving 0 10'-d"6,_s� 22'-4" ro 'N o'i Z�0 DI ING rya es d n Hr w ®� 11 i soI i GREAT OM i i R& s � c00 �� t96Cv'A7 o REF ROD B��' ------��W i ' i" HT I I d' _1 1 1 ^ -I 1 l ppp\\��\p99+++\\`+`\\\\\\till.pp' M MASTER BEDROOM SH 3050 - 8' ht _ 7E RV, 10-1" HT LL Kitchen o COVERED PORCH o �m r0 DO _ PLAYROOM COVERED PORCH 10'-l" HT If DO 1D'-1' HT 10'-1' HTDo i 1 N4 21'-4" Tax oBDiwc _ > ; rl�dQ1* .� 10'-8" 12'-0" Qp`/•� q° L�� _ /6Tt� 1 9'-4" 2' 9'-4" RINNAI Wni HTR S 10'-4" I 11'-0" 5'4 0 2'-4" y 10'-1" HT V F7 C� CS _" 5•_q" 5,-q., io 6'-8" 4'_6^ 0 6XJ0 8" o 2880 CO `O N CSM ---r 3'x8' CO I I 1 I 4 ..,.-s.. 604 HS _ - - "FrerSfa,c NB ... >..__. :_ -. _ . .�.>; -...• R ------------------ UO I O p l l 9/y 11 16' X 8' SODER i IO I , �i ry [V N -.. - O L 1 _ t 3 _0" N ,Sj11� I I I I U�26 �:;;. _ ' I MH u5E pW � WARDROBE - fib OY' � as o N I O I I I P&G% 8'x8' SGD l SINK W DISP `A,x^ o 4✓ y� �Ro & CABS ua SHOYr -O BE O `-- - - joeM d ' 1 -1" X w m ° - - -- - l r _ _ __ --- ISLANDCABalp o I 1 W/ SEATING c{ wz ®� ZOT/% shdving 0 10'-d"6,_s� U I 1 'N o , a DI ING rya es d n Hr w ®� 11 i soI i GREAT OM i i R& s 2880 o REF ROD i ' i" HT I I d' _1 1 1 ^ -I 1 l O �6�_ypq•• rJ• IN T�4UHd(ffiH o] i 1 I O 10 1" H lrr� MKR Rff SCE l P r �I I Jt'N k n : " ! m -I HT i•o � I 12'-I' HT _�Z)(�0 0�l I teps up 2200 arnc m 4'-2" STAIR HATCH 2880 _ I (�((6'-9' 3'i� 12'-1' Hqc, w 1 Jg 5'- O a /Walk 7Xto R Po DESK !LIME JOE'S k > N N/'p j4Xly n I�Cfn 7_q•• HE N OFFICE utt WDDD ,, of I 10'-I" HT p w , N liOG> n ��I GI L'S BEDROOM - GIRL'S Bh.2 O 10'-1" HT 1 � BEDROOM # - t N yif I 60 FD SH 2040 - B Hi ' 10'-1' Hx T •E P - 802 FG 10' 6' HT o SH 2860 - 8' t SH 2860 - 8' t N ! n d�•r''" Uj _ Kj O yet, _ I I 17-1-1 /8' PL .. - _ ��/f + 4' STEP DOWN 2'-6" PEER Baow 5'-2" 3' S" T 4'-8,,. 2•-8' 4'-0" 6'-0" -0" wrR m � m � 13'-0" 0 � FTNR , 2 CAR GARAGE N SH 2860 ht SH 2860 - 8 ht ^®SINK R _ _ RY PORCH - 91 +20"1 STEP DOWNL srlo -�, • 3'-2: QD 5,-10" 3MI-10 14' -i -i`8' ROOF PL + 4 STEP O 24'-0" v, of HICHE 2020 FG# I - I Duct Sized per ASH RAE Standards 1g N SH 2660 - 8' ht 8' ht I oI p p _ I — � Faction Loss - a Duct Sized per ASHRAE Standards Friction Loss= CIF S Static= Z Total CFMs /s 9 �j Duct Sizes shown in Area X Length o TEL 334 C = CFM on Drawing 3'-0" 17'-10" ----- Static= /Z , _mol Total CFMs FRAME STEP TO GRADE Duct Sizes shown in Area X Length TEL= 5,,y 7-8 C = CFM on Drawing 1- 1- 10'-6" 13'-2" _ N 16x16 CMU PIER FOR 6.6 PT POST W/ ix HA TRIM 8.8 & �p CAP & BASESE MOULDING ON 12xTE BASE i. TO 70' HEADER SOFFIT TO PLATE 23'-8" ... ENTRY TOWER .2'-2" 2'-8" 2'-8" 2'- 2028 PORTALS AT 10'-2' PL LOUVERED PANELS TO FIT OPENINGS FLOOR PLAN OFFICE COPY m M m O O I N — ^ W � II z - r a¢ \3 � a em Z o O p SHEET A — 2 Revisions S 86'56'50" E 146.4' L0 z o vir z �V) �LLI WQQcn O� z ~ :3 Ntr0� r=aw¢ �aNzw ----�I------------ -- � 7.5' B.R.L. awaWm I---------� ------------------------------ f I zQOQo�Qo I a��rozo� - 0)�— v�"`�awar r-wL- ZI I s— I �®aZwQ U(n WZUUl i i Q D o w Q w wmLufw G, Cz oOoxz>- o O �OUFU-QQO ZF-(nZ W ZZU)Z OaUjOzO F=�O� V1ZZ�FOU 0 LL F— < F— C / I I U W U o o U d W ZWWZ MOZZoO U zW ® O ! Qn,> �o-< z I ! --:D W � II eto, I !I I I II ENTRY II Q) - ---. " I W AAL L- II MAIN BLDG. FFE II U —J O ! `�� ~ ' COVERED I � � Q ^''I .e ►i II w � v ! LJ l / �' ,moi_--_ _ PORCH 1 ILTJ (D 0 m M J II Z m 0 v I , �� I :� e> �—' � f O in -4- i U � O Io 3 - CAR GARAGE r— m cn (%� N Oro ro c i o - I _0 --- W 0 C > I �� i 4 &I 00 CII Garage: 770 sf a-�� I N o Entry Porch: 194 sf Q �� ( , `J �� d- I I Side Entry: 36 sf , zO c0 I Rear Porch: 726 sf C) 3 w Total UNDER ROOF:- 4890 sf ------ ----- -------------- --- ------ ------------------- ,,I- ch J �Q 7.5' B R.L. `of co Thermal Volume: 33,422 cf z U. N 8 56'50" W 146.4' 0 40' — 0" 71'-4" aSHEET 35-0. 13/16 S TE PLAN A — 1 GENERAL FRAMING/LAYOUT NOTES: APPLICABLE CODES: - FLORIDA BUILDING CODE 2017 - 6th EDITION. 1) EXTERIOR WALLS: NEW CONSTRUCTION: - 2x6 #2 SYP W/ R-19 INSULATION - 7/16" OSB W% TYVEK OR EQ. OR OPTIONAL ZIPBOARD - HARDIBOARD - HARDILAP SIDING & TRIM - 1/2 GYP. BOARD INTERIOR 2) ALL WINDOW AND DOOR OPENINGS PER MANUFACTURER'S SPECIFICATIONS FOR R/0 SIZE, JAMB SPECS AND WIND REQUIREMENTS AND STANDARDS- - GARAGE DOORS: SERIES 280 DL: 25/PSI TL: 37.5/PSI - HOUSE -TO -GARAGE DOOR TO HAVE SELF -CLOSURE MECHANIS - WINDOWS LESS THAN 18" AFF TO BE SAFETY GLASS PER FBC-R 2007-308 3) INTERIOR FRAMING 20 TYP., 2X6 AT PLUMBING AND BEARING WALLS > 10' HT. FINISH 1/2" SHEETROCK **** MASONITE GREEN BOARD INSTALLED IN BATH AREA FLOOR COVERING AND ENTIRE BATH ENCLOSURES 4) PLATES: - MAIN: 10'-1-1/8" PL - MAIN GARAGE ROOF PL: 9'-1-1/8" PL + 1'-8" DROP - FRONT PORCH MAIN PL: 12'-1-1/8" PL + 4" STEP - FRONT ENTRY TOWER: 14'-1-1/8" PL + 4" STEP - FRONT BEDROOM HIP: 12'-1-1/8" PL - GARAGE HIP PL: 11'-1-1/8" ROOF PL 10'-1-1/8" CEILING PL - REAR PORCH PL: 10'-1-1/8" PL + 6" STEP 5) - MAIN ROOF PITCH: 6/12, 18" OVERHANG TYP. ***** ANY AND ALL MANUFACTURED FLOOR TRUSSES, ROOF TRUSSES, BEAMS OR FABRICATED MEMBERS TO BE DESIGNED AFTER ON-SITE DIMENSIONS AND CONDITIONS REQUIRED FOR SUITABILITY HAVE BEEN VERIFIED. * ROOF RAFTERS/JOISTS PER DESIGNS BY STRUCTURAL ENGINEER - STANDING -SEAM METAL ROOF PANELS PER MANUF. SPECS - 1/2 CDX ROOF DECK W/ PEEL& STICK UNDERLAYMENT TYP. - PEEL -N -STICK UNDERLAYMENT IN RIDGES & VALLEYS AND LOWERED PITCH ROOF AREAS - ICYNENE FOAM SPRAYED AT11C INSULATION TYP. 6) FOUNDATION: CMU FOOTING PER ENGINEER W/ SLAB ON GRADE - PORCH PIERS PER ENGINEER W/ PORCH DECKS FLOOR JOIST LAYOUT PER ENGINEER - VERIFY EXTERIOR BEARING WITH ENGINEER - VERIFY INTERIOR BEARING WITH ENGINEER 7) INSULATION AREAS TO INCLUDE: - ALL EXTERIOR WALLS - ALL WALLS ADJACENT TO UNCONDITIONED SPACES - ALL PLUMBING WALLS - ALL ROOF RAFTERS BENEATH EXPOSED ROOF MATERIALS 8) HVAC BY OTHERS 9) PLUMBING BY OTHERS 10) ALL STRUCTURAL ENGINEERING TO BE CERTIFIED BY LICENSED STRUCTURAL ENGINEER OR TRUSS MANUFACTURER. CD O I N 89'-8" «_--___--_ -___ -fi- Q O �. R & S , » ICE_ _WINE 3^" REF `�r-===�' -� -0 ^ 10'-1" HT 61-41) I [3' 6" �-� 3'-8"-� T a :NI °O 1 I" I I MKR REE - - - j ICE i ¢ Pantr cam- ----_- _ I ` O SQUARE FOOTAGE ASSESSMENT: GOND. SQ. FTG.: 3164 sf Garage: 770 sf! Entry Porch: 194 sf Side Entry. 36 sf Rear Porch: 726 sf Total UNDER ROOF: 4890 sf Thermal Volume: 33,422 cf� GENERAL FRAMING/LAYOUT NOTES: APPLICABLE CODES: - FLORIDA BUILDING CODE 2017 - 6th EDITION. 1) EXTERIOR WALLS: NEW CONSTRUCTION: - 2x6 #2 SYP W/ R-19 INSULATION - 7/16" OSB W% TYVEK OR EQ. OR OPTIONAL ZIPBOARD - HARDIBOARD - HARDILAP SIDING & TRIM - 1/2 GYP. BOARD INTERIOR 2) ALL WINDOW AND DOOR OPENINGS PER MANUFACTURER'S SPECIFICATIONS FOR R/0 SIZE, JAMB SPECS AND WIND REQUIREMENTS AND STANDARDS- - GARAGE DOORS: SERIES 280 DL: 25/PSI TL: 37.5/PSI - HOUSE -TO -GARAGE DOOR TO HAVE SELF -CLOSURE MECHANIS - WINDOWS LESS THAN 18" AFF TO BE SAFETY GLASS PER FBC-R 2007-308 3) INTERIOR FRAMING 20 TYP., 2X6 AT PLUMBING AND BEARING WALLS > 10' HT. FINISH 1/2" SHEETROCK **** MASONITE GREEN BOARD INSTALLED IN BATH AREA FLOOR COVERING AND ENTIRE BATH ENCLOSURES 4) PLATES: - MAIN: 10'-1-1/8" PL - MAIN GARAGE ROOF PL: 9'-1-1/8" PL + 1'-8" DROP - FRONT PORCH MAIN PL: 12'-1-1/8" PL + 4" STEP - FRONT ENTRY TOWER: 14'-1-1/8" PL + 4" STEP - FRONT BEDROOM HIP: 12'-1-1/8" PL - GARAGE HIP PL: 11'-1-1/8" ROOF PL 10'-1-1/8" CEILING PL - REAR PORCH PL: 10'-1-1/8" PL + 6" STEP 5) - MAIN ROOF PITCH: 6/12, 18" OVERHANG TYP. ***** ANY AND ALL MANUFACTURED FLOOR TRUSSES, ROOF TRUSSES, BEAMS OR FABRICATED MEMBERS TO BE DESIGNED AFTER ON-SITE DIMENSIONS AND CONDITIONS REQUIRED FOR SUITABILITY HAVE BEEN VERIFIED. * ROOF RAFTERS/JOISTS PER DESIGNS BY STRUCTURAL ENGINEER - STANDING -SEAM METAL ROOF PANELS PER MANUF. SPECS - 1/2 CDX ROOF DECK W/ PEEL& STICK UNDERLAYMENT TYP. - PEEL -N -STICK UNDERLAYMENT IN RIDGES & VALLEYS AND LOWERED PITCH ROOF AREAS - ICYNENE FOAM SPRAYED AT11C INSULATION TYP. 6) FOUNDATION: CMU FOOTING PER ENGINEER W/ SLAB ON GRADE - PORCH PIERS PER ENGINEER W/ PORCH DECKS FLOOR JOIST LAYOUT PER ENGINEER - VERIFY EXTERIOR BEARING WITH ENGINEER - VERIFY INTERIOR BEARING WITH ENGINEER 7) INSULATION AREAS TO INCLUDE: - ALL EXTERIOR WALLS - ALL WALLS ADJACENT TO UNCONDITIONED SPACES - ALL PLUMBING WALLS - ALL ROOF RAFTERS BENEATH EXPOSED ROOF MATERIALS 8) HVAC BY OTHERS 9) PLUMBING BY OTHERS 10) ALL STRUCTURAL ENGINEERING TO BE CERTIFIED BY LICENSED STRUCTURAL ENGINEER OR TRUSS MANUFACTURER. CD O I N 89'-8" «_--___--_ -___ -fi- Q O �. R & S , » ICE_ _WINE 3^" REF `�r-===�' -� -0 ^ 10'-1" HT 61-41) I [3' 6" �-� 3'-8"-� T a :NI °O 1 I" I I MKR REE - - - j ICE i ¢ Pantr cam- ----_- _ I ` O M I N U! 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Z Q ry 0LL- I C) m > i U� \ z U M 0 L C) u r-- 0 T Cj _ _I Q rn 00 1 N m 00 0� II �. Z Q ry 0LL- I W m > i U� \ z U < U cn a rn 00 1 N 00 cn II �. Z Q ry I J m Q z Li � Li U cn SH EET A — 3 00 I MAIL a 8x8 PT POST W/ HARDIE BEV. CAP AND F BASE TO FRAMED HEADER ENTRY PORTICO O I cv BR FACADE PL CD I GARAGE PL 00 rn MAIN FIN FL 12 6 54" FRAMED SERVICE WALL W/ HARDIE SIDING & TRIM South Right Side Elevation I STANDING SEAM METAL ROOF PER MANUF SPECS 8" PAINTED FASCIA W/ VINYL SOFFITS 4" HARDIPLANK FRIEZE HARDILAP SIDING AND TRIM it 2" HARDIE LINTEL AND SIL TRIM W/' 4" HARDIE ACCENT PA EL BELOW SILL 8" HARDIPLANK LEDGER HARDILAP SIDING STUCCO FOUNDATION MAIN PL` 00 I 0 MAIN FIN FL O N TRY PORTICO FACADE PL kIN PL 00 00 I a Revisions p U; Ow cn w tr w Z O � Q w = w of(�Up� Q o O w p (n >_ Q Z w O w U) U p > Q Q:� --r w_ � <Ul 0 U Z z U of O_ Q �0~w Q O J � U w Cn m U o 0 U) LLJ O c Z U O (n � p -wz <cl Zi—�ZZ O oY a O O I= 0 0 LLJ l.i LL_ U = O a Qa� CO>-FUCn zwzC)fzo O> O I- O a U w U m U a rJ� co 0 0 FAN I in I JFX'�m, I I I 4-1 0 P IRM -11 FAN INI I INI I 10�_l I INE 1007.4 Ol 54" FRAMED SERVICE WALL W/ HARDIE SIDING & TRIM South Right Side Elevation I STANDING SEAM METAL ROOF PER MANUF SPECS 8" PAINTED FASCIA W/ VINYL SOFFITS 4" HARDIPLANK FRIEZE HARDILAP SIDING AND TRIM it 2" HARDIE LINTEL AND SIL TRIM W/' 4" HARDIE ACCENT PA EL BELOW SILL 8" HARDIPLANK LEDGER HARDILAP SIDING STUCCO FOUNDATION MAIN PL` 00 I 0 MAIN FIN FL O N TRY PORTICO FACADE PL kIN PL 00 00 I a Revisions p U; Ow cn w tr w Z O � Q w = w of(�Up� Q o O w p (n >_ Q Z w O w U) U p > Q Q:� --r w_ � <Ul 0 U Z z U of O_ Q �0~w Q O J � U w Cn m U o 0 U) LLJ O c Z U O (n � p -wz <cl Zi—�ZZ O oY a O O I= 0 0 LLJ l.i LL_ U = O a Qa� CO>-FUCn zwzC)fzo O> O I- O a U w U m U a SHEET A - 4 rJ� co 0 0 ^I cU 4-1 0 P aM W V) Cll 'Q � O o � I ::D �> J m I �� W a� \ V V v a U W C) U � O U U W O m > m �- T O Lo TO U r\ -,-� Cly _I Q 7-- SHEET A - 4 rJ� 0 0 ^I cU 0 P aM W V) Cll 'Q � O o � I ::D �> J m I �� W a� \ V V v a SHEET A - 4 rn 0 0 ^I cU 0 P U) II Z Q °� � \< a ::D a J m LLJ li. V v p SHEET A - 4 NICHE (-------- I \ FRAME STEPS TO GRADE GENERAL INSTALLATION NOTES: 1) VERIFY ALL FIXTURES, TYPES, STYLES AND LOCATIONS ON SITE WITH OWNERS AND CONTRACTOR. 2) ANY DISCREPANCIES, OMISSIONS, OR OVERAGES TO BE ADDRESSED PRIOR TO INSTALLATION. 3) ARC—FAULT CIRCUIT INTERRUPTERS INSTALLED OUTLETS AS REQUIRED PER FBC 5tH ED — E 3902.12, AND AS DESCRIBED IN NEC 210.12 — TO INCLUDE: ALL BEDROOMS, LIVING, DINING, REC ROOMS, HALLWAYS AND CLOSETS. 4) ALL SMOKE DETECTORS TO BE INTERCONNECTED. 5) VERIFY POOL AND LANDSCAPE REQUIREMENTS W/ OWNER, CONTRACTOR, & SUB—CONTRACTORS. 6) MINIMUM 75% HIGH—EFFICACY LIGHTING REQUIRED PER FBC 5th ED — ENERGY CONSERVATION R404 NOTED FIXTURES INDICATED ON SCHEDULES: --- TOTAL HI—EFF: 76 — 77.5% TOTAL FIXTURES: 98 6) TYPICAL SERVICE REQUIRED: AMP. ELECTRICAL COUNT SYMBOL I ceiling fan globe 1 J 9 ' pendant globe 1 3 electrical panel 1 ceiling globe light 10 0 chandelier 1 double spotlight 6 QQ fluorescent fixture 6 recessed hi—hat 62 p under—cabinet light 4 wall mount 1 6 cable tv outlet 9 p fan 4 outlet 54 outlet 220v 4 outlet gfi 13 outlet wp 7 smoke detector 8 _F split receptacle 4 switch 15 $ switch 3 way 23 $3 switch 4 way 6 $4 switch double 8 $$ switch quad 2 switch triple 3 $$$ switch with outlet 1 d1s telephone 6 Q carbon monoxide detector ! 4co ELECTRCAL PLAN HIGH - EFFICACY HlGH- EFFICACY HIGH - EFFICACY evision s p OW W z oQ` p _W �p U W _= UJ U)Um d- Z Q p O W p Q Z W O U p > Q ftf --j _W Jcn U U ¢ Z Z U O Q a0E=W a'WQW 0 J - U (/) W m U p Z Uj O 0U, O � Cn —Wz Q (�!) O o' O O f=0OwF-:v Z w U Z O CL Q ZO zWz�z_ O > O I— O (i' UWUtnUW LO T CD e� 0 U� O W C) U -' O w -� 0 O U C� O U (1) W O m cl� > m O Lr) U F-, O -�-� V) .-1 Q Cf) i M '� Uro V O 0 0 �� I = a' >I 0 U U Q �cr) a rn 00 I cv 00 — II z Of _j \ ry J m Q Li z_ L� U U) a� 0 p SHEET A - 5 0 r 1 - „ 14'-7„ 114' DINING ROOM OPENING A6 0 i 0 01 �I CROWN MOULDING 8" X 8" BOXED BEAMS it �I CASED OPENING OPENING TO DINING ROOM i I I ao -3'- 4„ 14'- 7„ STANDING SEAM METAL ROOF PANELS GREAT ROOM OPENING A6 , 16„ 8" X 8" BOXED BEAMS 4x6 CEDAR TOP BEAM R ANGLED BRACKET R WALL MOUNT GARAGE OVERHANG BRACKET STUCCO WORM FINISH BELOW LEDGER SEE FOUNDATION PLAN & ENGINEERING SPECS _III FOR FTR SIZES AND BAR REQ'S F 12" MIN DISTANCE BELOW GRADE TYPICAL WALL SECTION Revisions 0 ow ~V) w w Z 0 w �o /\d< 4J LU =w �viUm Q zQ Qowo z V) Q w �-a- O LdU) �o> Q � w oF-or_ L.7wC.�cncad I ao ^I N STANDING SEAM METAL ROOF PANELS 00 z� Q 0 o 2 PER MFGR. RECOMMENDATIONS OVER '> a LLJ LLL I o� I � NG TH PEE -N-STICK 1 /UNDERLAYMENTT ITYP a Q 0 0 � a CIAL SHEET A 0 6 PERPENDICULAR TO ROOF TRUSSES I, I (4x6 WITH STAGGERED END JOINTS. NAILED u7 WITH 8D COMMON NAILS @ 6" O.C. ON 3 8" HARDIE EDGES EDGES AND IN FIELDS 4x4 CEDAR ANGLED BRACKET IICYNENE SPRAY FOAM VENTED SOFFIT OVER ENG. WOOD TRUSSES CEDAR WALL MOUNT J INSULATION '% OR CONV. FRAMED RAFTERS CLERESTORY BRACKET 0 ii' I 1/2" GYP. BD. CEILING 0 TAPED AND SPRAYED I CIS 0 Q� W 0 m > M ALUM DRIP EDGE 8" HARDIE SMOOTH FASCIA Ln ' W/ 1x2 PT SUBFASCIA TRIM '-- J Q 1x2-1 /2" HARDIE BATTENS 5/4x4" HARDIE TRIM 1/2" GYP. BD.- _ TAPED AND PAINTED HARDIE P LANK SIDING 32" I�I R-19 BAT INSULATION &TRIM - 7-1/4" LAP SIDING ® ZIPBOARD SHEATHING ' 4x4 CEDAR TOP BEAM OR 7/16" OSB W/ TYVEK OR EQ. VAPOR BARRIER 4x8 CEDAR HEADER a FASTEN W 8d COMMON i @ 6" O.C. EDGES" / 6 O.C. INT TO _ j 2 X 6 #2 CONST GRADE OR BTR. STUDS @ 16" O.C. GALV. FLASHING UP f TREATED, CLEAN, 12" HARDIE LEDGER o COMPACTED FILL OVER 6 -MIL ® ! VAPOR BARRIER R ANGLED BRACKET R WALL MOUNT GARAGE OVERHANG BRACKET STUCCO WORM FINISH BELOW LEDGER SEE FOUNDATION PLAN & ENGINEERING SPECS _III FOR FTR SIZES AND BAR REQ'S F 12" MIN DISTANCE BELOW GRADE TYPICAL WALL SECTION Revisions 0 ow ~V) w w Z 0 w �o /\d< 4J LU =w �viUm Q zQ Qowo z V) Q w �-a- O LdU) �o> Q � w oF-or_ L.7wC.�cncad ao ^I N Y 00 z� Q 0 o o� '> a LLJ LLL I o� d� a Q co 0 0 � a 0 SHEET A 0 u7 0 � J 0 0 0 CIS 0 Q� W 0 m > M O Ln v '-- J Q ao ^I N m 00 z� Q 0 o o� '> a LLJ LLL I o� a Q co 0 � a 0 SHEET ao ^I N — 00 z� Q m a LLJ LLL z cn 0 SHEET A - 6 PREFAB. TRUSSES SHINGLES FASTENED PER FBC R905.2.6 UNDERLAYMENT FASTENED PER FBC R905.1.1 OSB ROOF SHEATHING--\ T-4" (MAY VARY) GALVANIZED EAVE DRIP ALUMINUM WRAPPED 2x6 FASCIA FIBER CEMENT SOFFIT W/SMOOTH FINISH (BLOCK ALL NAILING EDGES) 5/4 X 4 CONT; SIDING FLASHING - 5/4 X 4 TRIM 5/4X4TRIM - VAPOR BARRIER SEALED AT TOP AND BOTTOM PLATES CEMENT BOARD LAP SIDING O.S.B. WALL SHEATHING FLASHING 5/4 X 8 TRIM 7/8" STUCCO ON CMU SKIM COAT TO FOOTING GRADE 12 VARIES r OPEN CELL SPRAY FOAM INSULATION IN ATTIC -, 1/2" DRYWALL CLG 2-24 TOP PLATE /2" DRYWALL R.O. HEAD HEIGHT DRYWALL RETURN 1x SILL TRIM T.B.S. R-19 BATT. INSULATION 2X6 STUDS AT 16" O.C. 1/2" DRYWALL 2X6 P.T. BOTTOM PLATE — BASE T.B.S. 4" CONC. SLAB 8" CMU FOUNDATION FOOTING PER ENG. HARDIE LAP SIDING E WALL FRAME SCALE: 3/4"=1'-0" PLATE HT. 80 UPDATED 4-22-14 BY M.A.B. WINDOW FLASHING INSTALLATION DETAILS SCALE: NTS Tw APPLY NOM. CONTINI BEAD C SEALAN JAMBS HEAD o APPLY BACK C WINDOW NAILING FLANGE LINE Wy PRE -PL HOLES i SLOTS. (STALL INDOW LUMB, ND SQ ER ANUFP RITTEN STRUC INSTALL WIDE SELF -AD MEMBRAIN FLASHING OVER NA FLANGE , JAMBS EXTEND MEMBRA FLASHIN 1" BELO FLEXIBLE FLASHIN NSTALL VIDE SELF -A[ MEMBRA -LASHIN, )VER N) -LANGE iEAD EXTEND SELF -A[ kAEMBRA -LASHIN AIN BEY JAMB -LASHIN FOLD HOUSI DOWN DIAGC & AC', HEAD WINDC NOTE: NAI TO BE 3" GALVANIZE ROOFING NAILS WTF FOAM BUT CAP NAILS NO MORE THA 3" FROM E OF FOAM AND EVER' 12" a. c. NOTE: 1. WINDOW INSTALLATION AND FLASHING DETAILS ARE CONSISTENT WITH ASTM 2112 METHOD A-1 EXCEPT SELF -ADHERING MEMBRANE FLASHINGS ARE USED. 2. IT IS THE INSTALLATION CONTACTORS RESPONSIBILTY TO VERIFY THE COMPATIBILITY OF ALL PRODUCTS INCLUDING HOUSEWRAP, SEALANTS & SELF -ADHERING FLASHING MATERIALS USED DURING CONSTRUCTION. 3. INSTALL ALL MATERIALS PER MANUFACTURERS WRITTEN SPECIFICATIONS WARNING: SEALANTS/FLASHINGS MAY REACT ADVERSELY IF NOT COMPATIBLE. a 'SEAL WINDOW FRAMI TO INSIDE OF R.O. W/ SEALANT AT SIL AND A MIN 12" UP BOTH JAMBS TO FORM A BACK DAM, SEAL BALANCE OF FRAME WITH SEALANT OR NON -EXPANDING FOAM (PROVIDE BACKER ROD WHERE REQUIRED) SELF -ADHERING FLEXIBLE FLASHING at SILL, FLUSH TO INTERIOR FRAMING. STEP 10 INTERIOR VIEW Revisions O w w of w Z O af W � (n Q U Ll w � UU u Z Q p O w p U ® > Q (n cj:� J w c!1 v U ¢ Z Z Q � O Q O 1= n cifu- < Ld O J w m U Z O Iw�(D Cf) zU O(n � p Q --LjZ I- ZI- �¢ZZ OcLafOO I — OpLi=U LL � w Q 0 (~/)�UtC/1� [✓ 77 0 O 71 > O � O af ULvU(nUCL TEMPORARILY O O FOLD -UP & ALIGN CUT SECURE FLASHING W/ HOUSEWRAP HOUSEWRAP INT. EDGE OF AT OR TUCK = __ _ SILL R.O. 45 DEC ANGLEFLAP A UNDER) F W AT HEAD >I c: y - o� MODIFIED "I" -� M ECHANICALLY CUT IN Q FASTEN HOUSEWRAP FANNED a Q EDGE (CAP p SHEET NAILS, LINE OF STAPLES) IF WNDOW FOLD— REQUIRED OPENING HOUSEWRAP BY FLASHING IN AT JAMBS MANUFACTURER & SILL INSTALL 9" WIDE APPROVED SELF -ADHERING HOUSEWRAP SLOPE SILL FLEXIBLE OVER R.O. TO MEMBRANE SHEATHING EXTERIOR FLASHING AT OVER WD 0 SILL STUD WALL STEP 1 STEP 2 EX EN FL SHING UP STEP 3 U JAMBS 6" MIN WINDOW FLASHING INSTALLATION DETAILS SCALE: NTS Tw APPLY NOM. CONTINI BEAD C SEALAN JAMBS HEAD o APPLY BACK C WINDOW NAILING FLANGE LINE Wy PRE -PL HOLES i SLOTS. (STALL INDOW LUMB, ND SQ ER ANUFP RITTEN STRUC INSTALL WIDE SELF -AD MEMBRAIN FLASHING OVER NA FLANGE , JAMBS EXTEND MEMBRA FLASHIN 1" BELO FLEXIBLE FLASHIN NSTALL VIDE SELF -A[ MEMBRA -LASHIN, )VER N) -LANGE iEAD EXTEND SELF -A[ kAEMBRA -LASHIN AIN BEY JAMB -LASHIN FOLD HOUSI DOWN DIAGC & AC', HEAD WINDC NOTE: NAI TO BE 3" GALVANIZE ROOFING NAILS WTF FOAM BUT CAP NAILS NO MORE THA 3" FROM E OF FOAM AND EVER' 12" a. c. NOTE: 1. WINDOW INSTALLATION AND FLASHING DETAILS ARE CONSISTENT WITH ASTM 2112 METHOD A-1 EXCEPT SELF -ADHERING MEMBRANE FLASHINGS ARE USED. 2. IT IS THE INSTALLATION CONTACTORS RESPONSIBILTY TO VERIFY THE COMPATIBILITY OF ALL PRODUCTS INCLUDING HOUSEWRAP, SEALANTS & SELF -ADHERING FLASHING MATERIALS USED DURING CONSTRUCTION. 3. INSTALL ALL MATERIALS PER MANUFACTURERS WRITTEN SPECIFICATIONS WARNING: SEALANTS/FLASHINGS MAY REACT ADVERSELY IF NOT COMPATIBLE. a 'SEAL WINDOW FRAMI TO INSIDE OF R.O. W/ SEALANT AT SIL AND A MIN 12" UP BOTH JAMBS TO FORM A BACK DAM, SEAL BALANCE OF FRAME WITH SEALANT OR NON -EXPANDING FOAM (PROVIDE BACKER ROD WHERE REQUIRED) SELF -ADHERING FLEXIBLE FLASHING at SILL, FLUSH TO INTERIOR FRAMING. STEP 10 INTERIOR VIEW Revisions O w w of w Z O af W � (n Q U Ll w � UU u Z Q p O w p U ® > Q (n cj:� J w c!1 v U ¢ Z Z Q � O Q O 1= n cifu- < Ld O J w m U Z O Iw�(D Cf) zU O(n � p Q --LjZ I- ZI- �¢ZZ OcLafOO I — OpLi=U LL � w Q 0 (~/)�UtC/1� [✓ 77 0 O 71 > O � O af ULvU(nUCL Cn O O ^ I C-1 m 00 cn Z II Q) o U o FT i _ F W T >I c: y - o� LL- -� Q Q (n N a Q p SHEET A - 7 0 W U 0 0U C!� U W U U m i m 0 Ln U F--- 0 -- I Cn O O ^ I C-1 m 00 cn Z II Q) o U o FT i _ F W T >I c: y - o� LL- -� Q Q (n N a Q Cn O O ^ I C-1 — 00 cn Z II 4 \< t1 � � m LL- .LJU Q (n N Q p SHEET A - 7 Revisions ROOF SHEATHING EXTERIOR FINISH ASSEMBLY LAP BARRIERS OVER NAILING ALONG RAKE PLACE DRIP 2" MIN SIDE LAP EDGE ON TOP OF FLANGE UNDERLAYMENT 0 00 36" WIDE UNDERLAYMENT INSTALLED Ld WITHOUT WRINKLES. USE ONLY ENOUGH (n NAILS TO HOLD UNDERLAYMENT IN PLACEW D' W VINYL DRIP/WEEP SCREED UNTIL COVERED BY SHINGLES Z O uj WALL SHEATHING p v Q W =w m EXTERIOR FINISH ASSEMBLY z Q 5x5 METAL FLASHINGW/ 15# FELT OVER o O w o APPROVED HOUSEWRAPcn < z >- O KICK-OUT FLASHING w _ (SEE DETAIL) LAP FELT AND HOUSEWRAP ENo LAP ®> Q cn OVER ALONG EAVES PLACE VINYL STUCCO STOP/ W �--EXTEND KICK-OUT 2" WEEP UNDERLAYMENT ON TOP OF METAL DRIP EDGE Q cn C U z Z BEYOND FASCIA .� EXTEND 15# ROOFING FELT UP Q O 8„ z WALL 7" MIN m LL <C ct MIN_ 5OQ N z U-) '_1 5 X 5 METAL FLASHING OVER ROOFING FELT (NAIL TO ROOF v owocn C3 z m Es c -i LU MIN `' -'� DECK NOT w¢ O FELT UNDERLAYMENT 5" t WALL SHEATHING) METAL DRIP DCEMENT I& n MIN SHINGLE ROOFING PLASTIC ROOF4% '-- CAP SHINGLE - DO NOT NAIL NAILED -_ O r-)Q tY z w z - INSTALL WITH ROOF CEMENT I z z cn MTL DRIP EDGE PT 1 x 2 z O�� C/0 O 0 O FASCIA ROOF CEMENT — 2 X 6 FASCIA UNDERLAYMENT UNDERLAYMENT v v w Q ROOFING P�wLl� zLLJz�zo PLACE SHINGLES 3/8" O > O F- O af OVER EAVE AND RAKE O W O (n O a- EDGES TO PROVIDE ALONG RAKES, CEMENT DRIP EDGE NOTE: INSTALL KICKOUTUNDERLAYMENT WATER SHINGLES TO AND FLASHING AT BOTTOM OF ROOF TIGHT EACH OTHER INA 4" & WALL INTERSECTIONS SEAL WIDTH OF ASPHALT 9 PLASTIC ROOF CEMENT r^ UJ DETAIL- WCKOO T FLASHING DETAIL NON-CORRODING RI WAIL FLASHING +� 1FROM TMTL 6- TRIM 6"-7" END OF SCALE: NTS SCALE: NTS FIRST LE TRIM TABS FROM ALL STARTER COURSE SHINGLES FIBERGLAS'j SHINGLE ROOFING OVER 15# FELT OVER 7/16" INSTALL SHINGLES OVER STARTER COURSE OSB OVER PRE-EN FLANGE AT HEAD TRUSSES PLACE SHINGLES CLOSE > INSTALL SHINGLES OVER OFF-RIDGE VE OPTIONAL: LEAD BOOT FLASHING TOGETHER BUT FIBERGLASS SHINGLE ROOFING DO NOT CROWD OVER 15# FELT OVER 7/16" ALONG RAKES, CEMENT W/ INTEGRAL FLANGE SET IN OSB OVER PRE-ENG WD SHINGLES TO (� TRUSSES UNDERLAYMENT AND PLASTIC ROOF CEMENT - EACH OTHER IN A 4" O GALVANIZED METAL OFF-RIDGE WIDTH OF ASPHALT VENT WITH BAFFLE. SET IN VENT STACK. SEE PLUMBING PLASTIC ROOF CEMENT I (- W C) PLASTIC R90F GEMENT OR SEALANT FOR SIZE & LOCATIONS NON-CORRODING MTL SAVE DRIP U a PREFORMED FLEXIBLE BOOT PLACE SHINGLES 3/8" W SCREEN FLASHING W/ INTEGRAL OVER EAVE AND RAKE FLANGE SET IN PLASTIC --*- EDGES TO PROVIDE DRIP � C)ROOF EDGE O CEMENT _ � INSTALL FLANGE OVER L L_I (D O M SHINGLE AT BASE > M INSTALL OFF-RIDGE VENT 22 FIRST COURSE ` FLANGE OVER SHINGLE AT 4-` BASE _- �-- - --_ 11 1 /2" to 12 1 /2" 11 1 /2" to 12 1 /2" O L 0 O F--� O 1 � to 1 2" / I 1 to 1 1/ t Q NOTES: NOTES: 1. INSTALL IN STRICT ACCORDANCE WITH 1. INSTALL IN STRICT ACCORDANCE WITH U} MANUFACTURERS WRITTEN INSTRUCTIONS MANUFACTURERS WRITTEN INSTRUCTIONS 2. APPLY ROOFING CEMENT OR 2. APPLY ROOFING CEMENT OR SELF-ADHERING FLASHING OVER FLANGE AT SELF-ADHERING FLASHING OVER FLANGE AT U) a �2 � HEAD ONLY HEAD oNLYSHINGLE NAILING o I°co DETAILOFF-RIDGE VENT DETAILVENT ROOFING STACKFLASHING0SCALE: _o 4 DSCALE: W �� NTS SCALE. NTS NTS 3:12 or GREATER SLOPE (PER MANUFACTURERS SPECIFICATIONS) VALLEY SHINGLE INSTALLATION: INSTALL SHINGLES USING 'WEAVE' METHOD. 1. EXTEND (1) FULL END SHINGLE MIN 12" PAST CENTER LINE OF VALLEY. SEE MANUF WRITTEN INSTRUCTION FOR ADDITIONAL INSTALLATION a INFORMATION 2. DO NOT NAIL 6" MIN FROM VALLEY CENTER LINE FIBERGLASS SHINGLE ROOFING OVER 15# FELT OVER 7/16" OSB OVER rn PRE-ENG WD TRUSSES 03 c\j 24" WIDE METAL VALLEY - 00 FLASHING OVER 15# FELTcn II I z - J Q 0- OPTIONAL: 36" WIDE SELF-ADHERING Ilk, Of d m Ll- ROOFING UNDERLAYMENT CENTERED ON 2: VALLEY (GRACE ICE AND WATER SHIELD OR EQUAL) DIRECTLY OVER 3/6" OSB a� OVER PRE-ENG WD TRUSSES @ 24" O.C. o PRIME SHEATHING PER MANUF. INSTRUCTIONS SHEET DETAIL - VALLEY FLASHING SCALE: NTS A - 8 C) N FOUNDAT�ON PLAN Revisions 0 01-1 cn w ryw z 00 Li �o U Li = w �(n0M z Q O w p cn QZLL-� O % W W U p > a cn [if w :D�vic� 0<zz U _O O~w Q Ofry O w OU (n wmUoz LLJ O_ wQzo E— � � C) ry o U) cn z wz F -- CIL, < CIL,< Oft� 00 �OOLvii=U Of w Q r � >-a UC) � O Z w z � Z O > 0 — 0 af UwU(nUQ. U) 00 � N WM 0 rn V / Cf)� K)O O � U M _! -i > C ,F Op W z O� W U v a _U LL N <L 0 0 CD S - 1 O U C/� U (1) W O m > m O LT 0 U r --O +- U) - -I Q U) 00 � N WM 0 rn V / Cf)� K)O O � (9 LL M _! -i > C ,F Op W z O� LL U v a cn N <L 0 00 � N CO " Z Q � Q _! m Q z Lei LL U cn N 0 0 SHEET S - 1 16x16 CMU PIER FOR 6x6 PT POST W/ 1x HARDIE TRIM TO 8x8 & CAP & BASE MOULDING ON 12x12 BASERevisions- - \ e V S I Q n S TO 10" HEADER SOFFIT TO PLATE D _ — - — - - — - — - — - — - — - - - - -- - — - — - — - ----------- 10 -1 -1 ---------- 10'-1-1 /8" PL j 10'-1-1 /8" PL I I + 4" STEP DOWN I 10'-1-1 8" PL a I oL`J I (f)c ()f w Oo --------------- E ! C Q "----------- ----- ----- 10'-1" HT � w z a CO I Lv o 670 i QO z 0 fff i w�- 10'-1" HT i I �Qjc= 10 -1 HT i I <c cn ! I Of J w � < cn 10'-1-1/8" PL 12 ��0Q 1� 6� Qo<w Q:fQ 6 12 o f c E3 Ul _- 10'_1-1/8r' P<0�z� _ _,' 0��Q� z—w�Q .cr -- ------------------------ I' z I- z Oo0Lj00 -J L-I ULA ~QUO i -- ! �w QI�tZ' F- ' J � z w z O O > O O � UWUVnUO- 10'-1" HT I F j I I N i ! I 12 I! 11' 1" H i ! I rj I------- ------------------ 12'- 1 -------------12'-1H 6 12 �! I j ---------- I I - - - - - - C) Ll'_Jo u If i I I ! I O 7z " I I I I 10'-1-1/8 PL i v " i------- I I , LLJ L� 12 12 0'-1" HT—-------- --- ' U _1 6 -- ----- ----- VAC IN 10'-1" HT 12'-1" HT �6 � � O GENERAL FRAMING/LAYOUT NOTES: i ATTIC r— W r-- APPLICABLE CODES: - t-i 12'- ' HT U - FLORIDA BUILDING CODE 2017 - 6th EDITION. i 1) EXTERIOR WALLS: �) ;------------ I O NEW CONSTRUCTION: 7u, - 2x6 #2 SYP W/ R-19 INSULATION; I > M - 7/16" OSB W/' TYVEK OR EQ. 12 • - OR OPTIONAL ZIPBOARD 10'-l" H T - ---- HVAC ---� - HARDIBOARD - HARDILAP SIDING & TRIM 10'-1" H \IIF_ - 1/2 GYP. BOARD INTERIOR- ! Ie 2) ALL WINDOW AND DOOR OPENINGS PER MANUFACTURER'S ' 1 L_� ATTIC' O Ln � _C) SPECIFICATIONS FOR R/0 SIZE, JAMB SPECS AND WIND O � REQUIREMENTS AND STANDARDS. 0 - GARAGE DOORS: SERIES 280 DL 25/PSI TL: 37.5/PSI - HOUSE-TO-GARAGE DOOR TO HAVE SELF-CLOSURE MECHANISM 10 -1 qT - WINDOWS LESS THAN 18" AFF TO BE SAFETY GLASS PER , 2-1— 8" PL E----—� FBC-R 2007-308 12 12 12 12 I I + 4 STEP OWN 3) INTERIOR FRAMING 2X4 TYP., 2X6 AT PLUMBING AND BEARING 6 �6 6 �6 WALLS > 10' HL FINISH 1/ SHEETROCK **** MASONITE GREEN BOARD INSTALLED IN BATH AREA i i ' '_ FLOOR COVERING AND ENTIRE BATH ENCLOSURES 4) PLATES: I I I I 41M �1 - MAIN: 10'-1-1/8" PL— r / ,� - MAIN GARAGE ROOF PL: 9'-1-1/8" PL + V-8" DROP — - I 9'--1-1/8" ROOF PL O 'L ' + 20 STEP DOWN - FRONT PORCH MAIN PL: 12'-1-1/8' PL + 4" STEP 1 0 - 1 - 1 8 PL 14 - -1 /8 R F PL I 12 / " + 4 STEP > - FRONT ENTRY TOWER: 14'-1-1/8" PL + 4" STEP I 6 C I� I'0 CD I I - FRONT BEDROOM HIP: 12'-1-1/8" PL _ — - — - — _ (U U - GARAGE HIP PL 11'-1-1/8" ROOF PL 10'-1-1/8" P L _ _ — _ _ — _ 12'-1-1/8" PL 10'-1-1/8" CEILING PL hi + 4" STEP DOWN < (n - REAR PORCH PL 10'-1-1/8" PL + 6" STEP I 5) - MAIN ROOF PITCH: 6/12, 18" OVERHANG TYP. ***** ANY AND ALL MANUFACTURED FLOOR TRUSSES, ROOF 12'- 1 - 1 /8"P L 14'-1-1/8" ROOF P L TRUSSES, BEAMS OR FABRICATED MEMBERS TO BE DESIGNED AFTER ON-SITE DIMENSIONS AND CONDITIONS + 4" STEP 16x16 CMU PIER FOR 6x6 PT POST REQUIRED FOR SUITABILITY HAVE BEEN VERIFIED. W/ lx HARDIE TRIM TO 8x8 & I *ROOF RAFTERS/JOISTS PER DESIGNS BY CAP & BASE MOULDING ON 12x12 BAS STRUCTURAL ENGINEER TO 10" HEADER SOFFIT TO PLATE ! 2 12 a - STANDING-SEAM METAL ROOF PANELS PER MANUF. SPECS - 1/2" CDX ROOF DECK W/ PEEL& STICK UNDERLAYMENT TYP. - PEEL-N-STICK UNDERLAYMENT IN RIDGES & VALLEYS AND LOWERED PITCH ROOF AREAS - ICYNENE FOAM SPRAYED ATTIC INSULATION TYP, 6) FOUNDATION: CMU FOOTING PER ENGINEER W/ SLAB ON GRADE V O O I N -PORCH PIERS PER ENGINEER � f W/ PORCH DECKS FLOOR JOIST LAYOUT PER ENGINEER _ 00 II - VERIFY EXTERIOR BEARING WITH ENGINEER (n r - VERIFY INTERIOR BEARING WITH ENGINEER 1 7) INSULATION AREAS TO INCLUDE: G_ J \< - ALL EXTERIOR WALLS 01-1 - ALL WALLS ADJACENT TO UNCONDITIONED SPACES m 7'Li - ALL PLUMBING WALLS T-1-1/8" p_Z t - ALL ROOF RAFTERS BENEATH EXPOSED ROOF MATERIALS 9 - 1 - 1 /8„ ROOF PL C) �A� T-1-1 /8” ROOF PL cn 8) HVAC BY OTHERS + 20" STEP DOWN + o9) PLUMBING BY OTHERS 20" STEP DOWN 11 ' -1-" 10) ALL STRUCTURAL ENGINEERING TO BE CERTIFIED BY LICENSED l/ 8P L STRUCTURAL ENGINEER OR TRUSS MANUFACTURER. SHEET ROOF S - 2 OFFICE COPY Revision Request/Correction to Comments **ALL INFORMATION :r :::.tHIGHLIGHTED IN ° CityofAtlanticBeachBuildingDepartmentGRAY IS REQUIRED. 800 Seminole Rd, AtlanticBeach, FL32233 Phone: (904) 247-5826Email: BuildingDept@coab.us PERMIT#: RES19-0175 ❑Revision to Issued Permit OR ❑Corrections to Comments Date:12/09/2019 Project Address: 1753 Live Oak Lane Contractor/Contact Name: Riverside Homes/Lindsey Bishop Contact Phone: 503-7055 Ext. 1 Email: Ibishop@myriversidehome.com Description of Proposed Revision /Corrections: Revised storm water retention plan 'Riverside Homes/Lindsey Bishop affirm the revision/correction to comments is inclusive of the proposed changes. (printed name) • Will proposed revision/corrections add additional square footage to original submittal? ONo ❑Yes (additional s.f.to be added: ) • ill proposed revision/corrections add additional increase in building value to original submittal? d No n*Yes (additional increase in building value: )(Contractor must sign if increase in valuation) *Signature of Contractor/Agent:X '� (Office Use Only) Approved ❑ Denied ❑ Not Applicable to Department Permit Fee Due$ Revision/Plan Review Comments Z-6/17 ac'I /0 e L Ic- L„(, -'o jo S,r)-i 0pu j s•I-0 y\ GDC(.i yr p,i- pev rP--e, De artment Review Required: uildin "--14714)-- mg&Zoning `, Reviewed By Tree Administrator u isWor u is tilities j 2--l6 -<<'J Public Safety Date Fire Services Updated10/17/18 t�Ayj Revision Request/Correction to Comments **ALL INFORMATION s r HIGHLIGHTED IN "' City of Atlantic Beach Building Department GRAY IS REQUIRED. i ' z' 800 Seminole Rd, Atlantic Beach, FL 32233 -wowPhone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#.bE : RES19-0175 � El Revision to Issued Permit OR El Corrections to Comments Date:12/09/2019 Project Address: 1753 Live Oak Lane Contractor/Contact Name: Riverside Homes/Lindsey Bishop Contact Phone: 503-7055 rxi. a Email: Ibishop@myriversidehome.com Description of Proposed Revision/Corrections: Revised storm water retention plan 'Riverside Homes/Lindsey Bishop affirm the revision/correction to comments is inclusive of the proposed changes. (printed name) • Will proposed revision/corrections add additional square footage to original submittal? ENo ' 1 Yes(additional s.f. to be added: ) • ill proposed revision/corrections add additional increase in building value to original submittal? 6 No *Yes (additional increase in building value: )(contractormust sign ifincrease invaluation) *Signature of Contractor/Agent:k (Office Use Only) Approved ❑ Denied ❑ Not Applicable to Department Permit Fee Due$ Revision/Plan Review Comments De artment Review Required: uildin _ __ atrrt ng&Zoning �� Reviewed By Tree Administrator ---- c—Ppil Wor , ublic tiliD ties-- I Z ^ ( 6 - (C( Public Safety Date Fire Services Updated10/17/18 sy>>v�x Revision Request/Correction to Comments **ALL INFORMATION �s��. �"�\ City g p HIGHLIGHTED IN of Atlantic Beach Building Department GRAY IS REQUIRED. r ri '1' r 800 Seminole Rd, Atlantic Beach, FL 32233 �`"'''� v Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: RES19-0175 ri Revision to Issued Permit OR 11 Corrections to Comments Date:12/09/2019 Project Address: 1753 Live Oak Lane Contractor/Contact Name: Riverside Homes/Lindsey Bishop Contact Phone: 503-7055 f x1. %. Email: Ibishop@myriversidehome.com Description of Proposed Revision/Corrections: Revised storm water retention plan 'Riverside Homes/Lindsey Bishop affirm the revision/correction to comments is inclusive of the proposed changes. (printed name) • Will proposed revision/corrections add additional square footage to original submittal? EINo 0 Yes(additional s.f. to be added: ) • ill proposed revision/corrections add additional increase in building value to original submittal? No 1]*Yes (additional increase in building value: )(Contractor must sign if increase in valuation) *Signature of Contractor/Agent:X. —� (Office Use Only) Lcd-Approved ❑ Denied ❑ Not Applicable to Department Permit Fee Due$ Revision/Plan Review Comments %� 4/1/0 ,6-.4 - e /`/t%d 71— (Z:. .........___- De artment Review Required: / uildin '' '''.-----)/c(-(,::; 'miring.T Z nlno&Z Wino g --�, eviewe ; _ Tree Administrator or — DEC � 3 20 9 .11-1a �Ii.c W— ' UDIIC tiliU ties ,. ret _ A��7i. Public Safety Date Fire Services Updated10/17/18 PUBLIC WORKS S1.-vii. fs? ► ��,t Comp. By: KRE { XiAPPROVEDDate: 12/9/2019 { } DENIED'' vr { NOT APPLICABLE TO DEPT Public Works Department City of Atlantic Beach Permit No: Scott Residence Rt...(-- /9.-"e REVISE D Address: 1753 Live Oak Lane Required Storage Volume 47cz —/i. /i Criteria: Section 24-66 of the City of Atlantic Beach's Zoning, Subdivsion, and Land Development Regulations requires that stormwater runoff from impervious areas be stored onsite. Volume to be retained is as follows: V=CAR/12 which is the Modified Rational Method for estimating stormwater runoff Where: V=Volume of Runoff to be stored(cubic feet) C= Runoff Coefficient, 0.92, the difference between impervious area(C=1.0) and undeveloped conditions(C=0.08). A= Impervious Area(square feet) R=25-yr/24-hr rainfall depth (9.3 inches for Atlantic Beach) Onsite Storage Volume Required for Impervious Area: Lot Area= 20,496 ft2 Impervious Area(A) = 8,221 ft2 = 40.1% V= 0.92 x 8,221.0 x 9.3 I 12 V= 5,862 ft3 Provided Storage: Basin A-Relative Elev. Area Storage Sideslope: 6 :1 (ft) (ft) (ft3) 0.0 2,442 BOTTOM size: -12 X -12 1.0 5,153 3'798 TOB size: 0 X 0 Basin B-Relative Elev. Area Storage (ft) (ft) (ft3) 0.0 2,442 2 930 BOTTOM size: -48 X -48 4.0 2,442 TOB size: 0 X 0 Inground Storage: =A*d/pf Total Storage Area at TOB(A)= 5153.0 ft2 _ Depth to ESHWT from BOTTOM (d)= 4.0 ft,default is 2.0 ft,verify onsite ESHWT ^'nig Pore Factor(pf)= 0.4 default is 0.4 Inground Storage Provided= 8083.0 ft3 Required Treatment Volume= 5,862 ft3 Supplied Treatment Volume= 8,083 ft3 Retention ScottCOAB StormwaterCalcs 1.xlsx 12/9/2019 ECS FLORIDA, LLC -Setting the Standard for Service" som Geotechnical• Construction Mater als• Environmental• Facilities REPORT OF GEOTECHNICAL EXPLORATION SCOTT RESIDENCE ATLANTIC BEACH,FLORIDA ECS PROJECT NO.35-28505 CLIENT ID: 4803 Prepared for: Riverside Homes 12276 San Jose Boulevard,Suite 120 Jacksonville,Florida 32223 Prepared by: ECS Florida,LLC 7064 Davis Creek Road Jacksonville,Florida 32256 March 20,2019 Revised November 8,2019 milminmas ECS FLORIDA, LLC "Setting the Standard for Service" sommemin Geotechnical • Construction Mater als• Environmental• Facilities March 20,2019 Revised November 8,2019 Riverside Homes 12276 San Jose Boulevard,Suite 120 Jacksonville,Florida 32223 Attention:Mr.Matt Birdwell Reference: Report of Geotechnical Exploration Scott Residence Atlantic Beach,Florida ECS Project No. 35-28505 (Revised) Client ID:4803 Dear Mr. Birdwell: ECS Florida,LLC(ECS)has completed the requested geotechnical exploration in general accordance with our proposal dated March 11, 2019. The exploration was performed to evaluate the general subsurface conditions within the proposed building area and to provide recommendations for site preparation and foundation support. We appreciate the opportunity to be your geotechnical consultant on this phase of the project and look forward to providing the materials testing and observation that will be required during the construction phase. If you have any questions,or if we may be of any further service,please contact us. Digitally signed by Robert W Very truly yours, Robert W.Clark,P.E. DN Clark =US,o=ECS FLORIDA LLC, Sr.Geote finical Engineer ou=A01427E0000016A7A03AC9 ECS FLORIDA,LLC Registered,Florida No.52210 500000D74 cn=Robert W Clark Date:2019.11.0813:29.56-0500' Chris M.Egan,P.E. Robert W.Clark,P.E. Project Engineer Senior Project Engineer Registered,Florida,No. 79645 Registered,Florida No. 52210 Distribution: Mr.Matt Birdwell—Riverside Homes 1 pdf 7064 Davis Creek Road,Jacksonville,FL 32256•T:904-880-0960•F:904-880-0970•ecslimited.com ECS Capitol Services,PLLC•ECS Florida,LLC•ECS Mid-Atlantic,LLC•ECS Midwest,LLC•ECS Southeast,LLP•ECS Southwest,LLP ECS FLORIDA LLC �r Grorochca C , ni =acrti Scott Residence TABLE OF CONTENTS Subject Page No. 1.0 PROJECT INFORMATION 1 1.1 Site Location and Project Description 1 2.0 FIELD EXPLORATION 1 2.1 SPT Borings 1 3.0 VISUAL CLASSIFICATION 1 4.0 GENERAL SUBSURFACE CONDITIONS 1 4.1 General Soil Profile 1 4.2 Groundwater Level 2 4.3 Normal Seasonal High Groundwater Level 7 5.0 DESIGN RECOMMENDATIONS 2 5.1 General 2 5.2 Foundation Design Recommendations 3 5.3 Floor Slabs 4 6.0 SITE PREPARATION AND EARTHWORK RECOMMENDATIONS 4 6.1 Clearing and Stripping 4 6.2 Temporary Groundwater Control 4 6.3 Compaction 4 6.4 Structural Backfill and Fill Soils 5 6.5 Foundation Areas 5 7.0 QUALITY CONTROL TESTING 5 8.0 REPORT LIMITATIONS 6 FIGURES Figure 1 Site Location Plan Figure 2 Field Exploration Plan Figure 3 Generalized Subsurface Profiles APPENDICES Appendix A Soil Boring Logs Field Exploration Procedures Key to Soil Classification 35-28505 i Revised November 8,2019 ECS FLORIDA,LLC Seffing the Standard forsennce Geotechaicai•Construction Mater als•Ereororcncnla]•Facilities Scott Residence 1.0 PROJECT INFORMAT ION 1.1 Site Location and Project Description The project site is located at 1753 Live Oak in Atlantic Beach,Florida.The general site location is shown on Figure 1. At the time of our exploration,the site had been cleared of a previous residential structure,with surface cover consisting of mostly exposed soils and grass.The site was relatively level,and surface water was not observed near planned structural areas at the time of our exploration. You provided project information via several emails.We were provided with a copy of a site plan for the subject site,prepared by Dave Mosby Residential Designs.This plan indicated the boundary limits for the property,the existing roadway adjacent to the site and the layout of the proposed construction. We understand the proposed construction includes a one-story residential structure with attached garage measuring approximately 5,000 square feet in plan area. We expect that the proposed building will be of wood frame or concrete block construction with slab-on-grade floors. We were not provided detailed structural loading and grading information.For the purposes of this report,we expect maximum column, wall, and floor loads of 50 kips, 3 kips per linear foot (kif) and 100 pounds per square foot (psf), respectively.We also expect that less than 3 feet of fill(and only nominal cuts)will be required to achieve final grades in structural areas. If actual building loads or fill/cut heights vary from these conditions,then the recommendations in this report may need to be re-evaluated. We should be contacted if any of the above project information is incorrect so that we may reevaluate our recommendations. 2.0 FIELD EXPLORATION We performed a field exploration on March 18,2019.The approximate boring locations are indicated on the attached Field Exploration Plan(Figure 2).Our personnel determined the boring locations using paced measurements from existing roadways and site features. The boring locations on the referenced Field Exploration Plan should be considered accurate only to the degree implied by the method of measurement used. 2.1 SPT Borings We located and performed three Standard Penetration Test (SPT) borings, drilled to a depth of approximately 20 feet below the existing ground surface, in general accordance with the methodology outlined in ASTM D 1586 to explore the subsurface conditions within the area of the proposed structure. Split-spoon soil samples recovered during performance of the borings were visually classified in the field and representative portions of the samples were transported to our laboratory for further evaluation. A summary of the field procedures is included in Appendix A. 3.0 VISUAL CLASSIFICATION A geotechnical engineer classified representative soil samples obtained during our field exploration using the Unified Soil Classification System(USCS) in general accordance with ASTM D 2488.A Key to the Soil Classification System is included in Appendix A. 4.0 GENERAL SUBSURFACE CONDITIONS 4.1 General Soil Profile A graphical presentation of the generalized subsurface conditions is presented on Figure 3.Detailed boring records are included in Appendix A.It should be understood that the soil conditions will vary between the boring locations. The following table summarizes the soil conditions encountered. 35-28505 1 Revised November 8,2019 ECS FLORIDA,LLC wrong me standard for senate Residence •Construction Mater als•Environnenlal•Facilities Scott Residence GE\ERAI.SOI1.PROFILE: BUILDING AREA I PICAL DEPTH(ft) FROM TO SOIL DESCRIPTION USCSWWW 0 0.5 Topsoil 0.5 10 Loose to Medium Dense Fine Sand SP 10 20 Medium Dense to Very Dense Fine Sand SP (1)Unified Soil Classification System 4.2 Groundwater Level Groundwater was encountered at each boring location and recorded at the time of drilling at depths varying from about 61/2 to 7 feet below the existing ground surface.We note that groundwater levels will fluctuate due to seasonal climatic variations,surface water runoff patterns,construction operations,and other interrelated factors. The groundwater depth at each boring location is noted on the Generalized Subsurface Profiles and on the Log of Boring records. 4.3 Normal Seasonal High Groundwater Level The normal seasonal high groundwater level is affected by a number of factors. The drainage characteristics of the soils, land surface elevation, relief points such as drainage ditches, lakes, rivers, swamp areas, etc., and distance to relief points are some of the more important factors influencing the seasonal high groundwater level. Based on our interpretation of the site conditions, including the boring logs and Web Soil Survey, we estimate the normal seasonal high groundwater level at the site to be approximately 4 feet below the existing ground elevations. It is possible that groundwater levels may exceed the estimated normal seasonal high groundwater level as a result of significant or prolonged rains. 5.0 DESIGN RECOMMENDATIONS 5.1 General Our geotechnical engineering evaluation of the site and subsurface conditions at the property,with respect to the planned construction and our recommendations for site preparation and foundation support, are based on (1) our site observations, (2) the field data obtained, (3) our understanding of the project information and structural conditions as presented in this report,and(4)our experience with similar soil and loading conditions. If the stated structural or grading conditions are incorrect, or should the location of the structure or pavement areas be changed, please contact us so that we can review our recommendations. Also, the discovery of any site or subsurface conditions during construction that deviate from the data obtained during this geotechnical exploration should also be reported to us for our evaluation. The recommendations in the subsequent sections of this report present design and construction techniques that are appropriate for the planned construction.We recommend that ECS be provided the opportunity to review the foundation plans and earthwork specifications to verify that our recommendations have been properly interpreted and implemented. 35-28505 2 Revised November 8. 2019 ECS FLORIDA,LLC setting the Ste: el ter Seneca Geotechnrai•Const notion Mater als•Ennronmentai•Facilities Scott Residence 5.2 Foundation Design Recommendations Based on the results of our exploration, we consider the subsurface conditions at the site adaptable for support of the proposed structure on a properly designed conventional shallow foundation system. Provided the site preparation and earthwork construction recommendations outlined in Section 6.0 of this report are performed,the following parameters may be used for foundation design. 5.2.1 Bearing Pressure The maximum allowable net soil bearing pressure for use in shallow foundation design should not exceed 2,500 psf.Net bearing pressure is defined as the soil bearing pressure at the foundation bearing level in excess of the natural overburden pressure at that level.The foundations should be designed based on the maximum load that could be imposed by all loading conditions. 5.2.2 Foundation Size The minimum widths recommended for any isolated column footing and continuous wall footing are 24 inches and 18 inches,respectively.Even though the maximum allowable soil bearing pressure may not be achieved,these width recommendations should control the size of the foundations. 5.2.3 Bearing Depth The exterior foundations should bear at a depth of at least 12 inches below the exterior final grades,and the interior foundations should bear at a depth of at least 12 inches below the finish floor elevation to provide confinement to the bearing level soils.It is recommended that stormwater be diverted away from the building exterior to reduce the possibility of erosion beneath the exterior footings. 5.2.4 Bearing Material The foundations may bear in either the compacted suitable natural soils or compacted structural fill.The bearing level soils, after compaction, should exhibit densities equivalent to 95 percent of the modified Proctor maximum dry density(ASTM D 1557)to a depth of at least one foot below foundation bearing levels. 5.2.5 Settlement Estimates Post-construction settlements of the structure will be influenced by several interrelated factors,such as(1) subsurface stratification and strength/compressibility characteristics;(2)footing size,bearing level,applied loads, and resulting bearing pressures beneath the foundations; and (3) site preparation and earthwork construction techniques used by the contractor.Our settlement estimates for the structure are based on the use of site preparation/earthwork construction techniques as recommended in Section 6.0 of this report. Any deviation from these recommendations could result in an increase in the estimated post-construction settlements of the structure. Due to the sandy nature of the near-surface soils,we expect the majority of settlement to occur in an elastic manner and fairly rapidly during construction. Using the recommended maximum bearing pressure,the supplied/assumed maximum structural loads,and the field and laboratory test data that we have correlated to geotechnical strength and compressibility characteristics of the subsurface soils,we estimate that total settlements of the structure could be on the order of one inch or less. Differential settlements result from variations in applied bearing pressures and compressibility characteristics of the subsurface soils.Because of the general uniformity of the subsurface conditions and the recommended site preparation and earthwork construction techniques outlined in Section 6.0, we anticipate that differential settlements of the structure should be within tolerable magnitudes. 35-28505 3 Revised November 8. 2019 ECS FLORIDA,LLC semng the Standard ler Service' Geotechwai•Consrudwn Mater als•Environmental•Facilities Scott Residence 5.3 Floor Slabs The floor slabs can be constructed as a slab-on-ground,provided the site is prepared as outlined in Section 6.0. A minimum clearance of 2 feet is recommended between the estimated seasonal high groundwater table and the bottom of the floor slab. It is recommended the floor slab bearing soils be covered with an impervious membrane to reduce moisture entry and floor dampness. A 6-mil thick plastic membrane is commonly used for this purpose. Care should be exercised not to tear large sections of the membrane during placement of reinforcing steel and concrete. 6.0 SITE PREPARATION AND EARTHWORK RECOMMENDATIONS Site preparation as outlined in this section should be performed to provide more uniform foundation bearing conditions,to reduce the potential for post-construction settlements of the planned structure. 6.1 Clearing and Stripping Prior to construction, any foundations and near surface debris from the previous structure should be removed and the location of existing underground utilities within the construction area should be established. Provisions should then be made to relocate interfering utilities to appropriate locations. Underground pipes that are not properly removed or plugged may serve as conduits for subsurface erosion, which may subsequently lead to excessive settlement of overlying structures. The"footprint"of the proposed building plus a minimum additional margin of 5 feet,and of the hardscape areas(parking/driveway)plus a minimum additional margin of 3 feet, should be stripped of any surface vegetation,construction debris,or other deleterious materials.During grubbing operations,roots with a diameter greater than 0.5-inch, stumps, or small roots in a concentrated state, should be grubbed and completely removed. 6.2 Temporary Groundwater Control The borings encountered groundwater at a depth of about 6'/2 to 7 feet at the time of our exploration. Groundwater control will probably not be necessary in order to compact the existing soils. However, temporary groundwater control measures may be required if the groundwater level is within 2 feet below the surface at the time of construction. Should groundwater control measures become necessary, dewatering methods should be determined by the contractor. We recommend the groundwater control measures,if necessary;remain in place until compaction of the existing soils is completed.The dewatering method should be maintained until backfilling has reached a height of 2 feet above the groundwater level at the time of construction.The site should be graded to direct surface water runoff from the construction area. Note that discharge of produced groundwater to surface waters of the state from dewatering operations or other site activities is regulated and requires a permit from the State of Florida Department of Environmental Protection(FDEP).This permit is termed a Generic Permit for the Discharge of Produced Groundwater From Any Non-Contaminated Site Activity. If discharge of produced groundwater is anticipated, we recommend sampling and testing of the groundwater early in the site design phase to prevent project delays during construction. ECS can provide the sampling, testing, and professional consulting required to evaluate compliance with the regulations. 6.3 Compaction After completing the clearing and stripping operations and installing the temporary groundwater control measures(if required),the exposed surface should be compacted with a vibratory drum roller having a minimum static, at-drum weight, on the order of 4 to 6 tons. Typically, the material should exhibit moisture contents within±2 percent of the modified Proctor optimum moisture content(ASTM D 1557) during the compaction operations.Compaction should continue until densities of at least 95 percent of the 35-28505 4 Revised November 8, 2019 CECS FLORIDA,LLC Scttmg me Standard for Service- Geotechnical•Constvebon Mater ais•"cmnonm.eniai• acenies Scott Residence modified Proctor maximum dry density(ASTM D 1557)have been achieved within the upper 2 feet of the compacted natural soils at the site. Should the bearing level soils experience pumping and soil strength loss during the compaction operations, compaction work should be immediately terminated,and(1)the disturbed soils should be removed and backfilled with compacted structural fill, or(2) the excess moisture content within the disturbed soils should be allowed to dissipate before recompacting. Care should be exercised to avoid damaging any nearby structures while the compaction operation is underway.Prior to commencing compaction,occupants of adjacent structures should be notified,and the existing conditions of the structures should be documented with photographs and survey (if deemed necessary). Compaction should cease if deemed detrimental to adjacent structures, and ECS should be contacted immediately. We recommend the vibratory roller remain a minimum of 50 feet from existing structures.Within this zone,use of a track-mounted bulldozer,or a vibratory roller operating in the static mode,is recommended. 6.4 Structural Backfill and Fill Soils Structural backfill or fill required for site development should be placed in loose lifts not exceeding 12 inches in thickness when compacted by the use of the above described vibratory drum roller. The lift thickness should be reduced to 8 inches if the roller operates in the static mode or if track-mounted compaction equipment is used. If hand-held compaction equipment is used,the lift thickness should be further reduced to 6 inches. Structural fill is defined as a non-plastic, inorganic, granular soil having less than 10 percent material passing the No.200 mesh sieve and containing less than 4 percent organic material.The fine sand and fine sand with silt or fine sand with clay, without roots, as encountered in the borings, are suitable as fill materials and,with proper moisture control,should densify using conventional compaction methods.Soils with more than 10 to 12 percent passing the No.200 sieve will be more difficult to compact,due to their nature to retain soil moisture, and may require drying. Typically, the material should exhibit moisture contents within±2 percent of the modified Proctor optimum moisture content(ASTM D 1557)during the compaction operations.Compaction should continue until densities of at least 95 percent of the modified Proctor maximum dry density (ASTM D 1557) have been achieved within each lift of the compacted structural fill. 6.5 Foundation Areas After satisfactory placement and compaction of the required structural fill,the foundation areas may be excavated to the planned bearing levels. The foundation bearing level soils, after compaction, should exhibit densities equivalent to 95 percent of the modified Proctor maximum dry density(ASTM D 1557) to a depth of one foot below the bearing level. For confined areas, such as the footing excavations,any compactive effort should be provided by a lightweight vibratory sled or roller having a total weight on the order of 500 to 2,000 pounds. 7.0 QUALITY CONTROL TESTING ECS should be retained to perform the construction material testing and observations required for this project, to verify that our recommendations have been satisfied. We are the most qualified to address problems that may arise during construction, since we are familiar with the intent of our engineering design. A representative number of field in-place density tests should be made in the upper 2 feet of compacted natural soils,in each lift of compacted backfill and fill,and in the upper 12 inches below the bearing levels in the footing excavations. Density tests are recommended to verify that satisfactory compaction operations have been performed.We recommend density testing be performed(1)at one location for every 35-28505 5 Revised November 8, 2019 ECS FLORIDA,LLC Sohng the standard hi Sernce Geolechncal•Coeet a t,on Male,als•Envimrvnental•Facildics Scott Residence 5,000 square feet of building area,(2)at 25 percent of any isolated column footing locations,(3)at one location for every 100 linear feet of continuous wall footings, and(4)at one location for every 10,000 square feet of pavement area. 8.0 REPORT LIMITATIONS Our geotechnical exploration has been performed, our findings obtained, and our recommendations prepared,in accordance with generally accepted geotechnical engineering principles and practices.ECS is not responsible for any independent conclusions,interpretation,opinions,or recommendations made by others based on the data contained in this report. Our scope of services was intended to evaluate the soil conditions within the zone of soil influenced by the foundation system.Our scope of services does not address geologic conditions,such as sinkholes or soil conditions existing below the depth of the soil borings. This report does not reflect any variations that may occur adjacent to or between soil borings. The discovery of any site or subsurface condition during construction that deviates from the data obtained during this geotechnical exploration should be reported to us for our evaluation.Also,in the event of any change to the supplied/assumed structural conditions or the locations of the structures,pavement,or pond areas,please contact us so that we can review our recommendations.We recommend that we be provided the opportunity to review the foundation plans and earthwork specifications to verify that our recommendations have been properly interpreted and implemented. 35-28505 6 Revised November 8 2019 -0 z ii. FIT, z v I 'piNORTH BEACH , " of • Approximate Site Location rdc o R 0 Mf I Atlantic Beach 9 Country Club i:. 4 -- Atlantic Beach Ar. itz- L ATLANTIC � � BEACHES BEACHES Atlantic Blvd -c • ym AO CS. 0. 13 E.03- ECS Florida, LLC Site Location Plan '/`' �, _ Scott Residence co Atlantic Beach,Florida �" " Geotechnical•Conatrucilon Materials•Environmental•Facilites ��.�� m 7064 Davis Creek Road. Jacksonville,FL 32256 vn T (904)880-0960• F (904)880-0970 www.ecsiimited.corn Date:03/19/19 Project No.: 35-28505 Figure 1 Graphical Scale 0' 20' 40' I e I .7i 1.S.1.S.B.R.L. E B2 t' i ''''.. ...N\ 4 s � 70 I r % ,/- ice:.-.. ' I 1 1 0 i i j ENTRT - i .c• i i I tom' i f' covt=Rev r11 w_ ,;�, /..---,:1—__/. � B3 si ;`- - O I , �, Crim j L 71'1:'-' ' — — . j ',' m , �0 BIA 5,-CAR CsARA@E r c, ! APs• / I - 1®; $ e. i MOTOR COURT • i concrete i LEGEND 9 • . s Approximate Location of Standard Penetration Test(SPT)Boring imio ECS Florida, LLC Field Exploration Plan Scott Residence 0 es Atlantic Beach, Florida cGeotechnical•Construction Materials•Environmental•Facilities cd. 7064 Davis Creek Road, Jacksonville,FL 32256 cd T:(904)880-0960•F:(904)880-0970 www.ecslimited.com Date:03/19/19 Project No.: 35-28505 Figure 2 Boring No. N 81 B2 83 Y- ii 8- 'd' 4-',i::::::,i LOOSE 0 MEDIUM DENSE Brown to Lgft Brawn Foe SAND(SP) 12-t.'))).):)) 15<; ' 4- atitrI 5— 15:0^MEDIUM DENSE_Brown Flne SAND,Too. 12 2";,; 5 :.Smal Roots/SPI LOOSE to MEDIUM DENSE Brown awl Lgnt zz zz Brown Faro BANG(SPI - LOOSE Brawn Foe SAND ISPI - 111201g 8- LOOSE Brown Foe SAND ISP) ]/182019 12 1118 8— 30 28 5r.:.:: 0 10- MEDIUM DENSE to VERY DENSE Lgnt 12 Bram Fine SAND WrtM1 SM1e1 Fopments3T (SP) DENSE to VERY DENSE Light Brown Fine . DENSE to MEDIUM DENSE Light Br5 SAND With Snell Fragments(SP) Fine SAND Wrtn SneY Frap17,0 ISP) _ dl T1[ 21 :I —..__ k ::: 20 e,. BT.@ 20.0 ST 8 20.0' BT @ 200 LEGEND nilT N SlaMartl Pen001,0,Resu10,100 II i II aPeoi BbwvFod �''.^' Generalized Subsurface Profiles E: : Fine SAND ISP) SP umM1N Sol cMssa�cauon Srstem L.... Scott Residence s Grounawata Lev<I at rime or Onning Atlantic Beeeach.Florida BT Bonny Tenr�naten at DePln Bebw = Goee see 3)20)19IPSO-.va.35-28505 Flgure 3 APPENDIX A SOIL BORING LOGS FIELD EXPLORATION PROCEDURES KEY TO SOIL CLASSIFICATION a TsProject No.: 35-28505 moi Boring No.: Bl LOG OF BORING Sheet 1 of 1 Project: Scott Residence Client: Riverside Homes Drill Rig: ATV Driller: Suncoast Drilling Boring Location: See Field Exploration Plan Drill Rod: AWJ Drill Mud: Super Gel-X Casing Size: Length of Casing: Groundwater Depth: 6.5 ft Time: Drilling Date: 3/18/19 Boring Begun: 3/18/19 Boring Completed: 3/18/19 SHEAR STRENGTH V F w z z -W 2 Z (ksf) a Pocket Penetrometer Z W > it 0 re J N W J = 2 - Undisturbed Sample W a W Q— a N U Z 71 0 D stet P Sample ter a F a DESCRIPTION N > Z 1- Z N •y 2° s V Torvane a f 3 Z W a iii U O Ja -I- 0 • Unconfined Compression to in W m W W z O Q El Triaxial Compression a a 1�> 0 10 20 30 40 0 1 2 0 - Topsoil j-J, r "•.•`l.• 2 - - - LOOSE Brown to Light Brown Fine SAND(SP) 3 = = 1 - 5 8 5 - - - MEDIUM DENSE Light Brown Fine SAND(SP) 6 7 - - 2 - 8 15 - 8 - - - MEDIUM DENSE Brown Fine SAND,Trace Small 8 - Roots(SP) 7 _ 3 - 5 8 15 7 - - - LOOSE Brown Fine SAND(SP) 4 -- - 4 - - 4 - 4 8 - 6 - - - MEDIUM DENSE to VERY DENSE Light Brown 8 - Fine SAND With Shell Fragments(SP) 13 - - 5 - 17 30 - 21 - - - 10 — a — - - N 0 — - - 0 - 18 - - 6 - 32 0 - 40 72 - - mo - 15 w - a - N - - - J J Si - - a. — - - q o — - - — - - tn _- N _ _ _ l: 18 7 - 22 - - o - - 19 41 - - o 20 Boring Terminated @ 20 ft. LO- Remarks 0 0 J LOG OF BORING 35-28505 SCOTT.GPJ ELLIS ASSOCIATES.GDT 3/20/19 gl o ro fD --J 0` LA A w N .. SAMPLE NO. o �• • i III III III III 1111111 III III III 1111111 III III III 1111111 III III III III A 00 101 o al o 0, 0 DEPTH,FEET & 8 SAMPLE TYPE r �^' p 8 a co 5-Z C1 v rrim Ill oo c o n n. c y g ti to .Z7 -3 k ac 9 d t>7 hi —1 R 5 CO r IA'vZi o CR' y Z •Z I. 0 Cr1 d CZ d b bc • 'ifv, �? 5 O co P "r1 (n b d a) C" C ri Q 8 .. 47 siD 000 w NII n' o a w CA a. ah a' a` a Cr` a v c C" o, a a, in w w BLOWS PER 6 IN. b7 C� n C '" o 5. 5 _ --. T ONO N N N 0o N Value tO c4 a T n PERCENT ORGANIC 1 fD y MATERIAL w y C a: PERCENT PASSING CD NO.200 SIEVE o� 0q O OPLASTIC LIMIT 7 TD r-a. - MOISTURE o + CONTENT o ' R R. - -. n o c 8 =.- - 3. I i I III III III III III III III III III III III III III III III o OLIQUID LIMIT O �? I III III 11. 1 iii III III III III Iii III iii III III Iii iii III iii III III Iii 0 ® • 163 py .,.•C 8 O o - - c -1ovc-0 2 $04 _ I. 7� -y'O 7 0 - I. O of CF,O yrt(.�.1 (� �yy oo w L' a 'm H n a i-y i = O N a 3 13 n oo ON - - v mm 3S Z �O wm m m .-• N � '6'. I J mokilC Project No.: 35-28505 matimoom Boring No.: B3 LOG OF BORING Sheet 1 of 1 Project: Scott Residence Client: Riverside Homes Drill Rig: ATV Driller: Suncoast Drilling Boring Location: See Field Exploration Plan Drill Rod: AWJ Drill Mud: Super Gel-X Casing Size: Length of Casing: Groundwater Depth: 6.8 ft Time: Drilling Date: 3/18/19 Boring Begun: 3/18/19 Boring Completed: 3/18/19 V SHEAR STRENGTH w z z zW I.- �Z lks� Ci W a 0 J us W J F W Undisturrbeed Sampler Z 111 Cr 0 W U. La 0 K d U Z J 0 Pocket edenetro a ter a a DESCRIPTION N > Z F Z N coQ 2 5 v Tonane 2 ii 2 ; Z W a wO a t a • Unconfined Compression N 0 in CO til ix Z 0 Q ® Triapal Compression / a a 0 10 20 20 30 40 0 1 2 _ 0 Topsoil I-'" 2 � , -- - - LOOSE Brown Fine SAND(SP) 2 _ _ 1 - 2 4 2 - - 1 - 2 - - 2 - 2 4 2 - - - 2 2 -- - 3 - 5 5 7 9 -- - — 7 T'<:: 5 - - 4 3 8 — - 6 -- - _ 3 - 2 -- - 5 _ 3 5 _ 6 - - - 10 — -- - DENSE to MEDIUM DENSE Light Brown Fine - - SAND With Shell Fragments(SP) o —- — -- - N _ M a• - 11 -- - • 6 - 13 o _ : 24 37 - - O - 15 — Ci ,_ — - - a - - - - CO — — - - J — J W — — - - C. — — - - O — O — — - - 0 — — - - N �- o — — tn _ N_ 5 - - o 7 _ 8 E _ 19 27 _ _ 0m 20 Boring Terminated @ 20 ft. o Remarks (2 0 J CECS FLORIDA,LLC Setting the Standard far Service" Geotechnical•Constmclion Aiaterals•Environmental•Facilities FIELD EXPLORATION PROCEDURES Standard Penetration Test(SPT) Borings The Standard Penetration Test (SPT) borings were made in general accordance with the latest revision of ASTM D 1586, "Penetration Test and Split-Barrel Sampling of Soils". The borings were advanced by rotary (or"wash-n-chop") drilling techniques. At 2 1/2 to 5 foot intervals, a split-barrel sampler inserted to the borehole bottom and driven 18 inches into the soil using a 140 pound hammer falling on the average 30 inches per hammer blow. The number of hammer blows for the final 12 inches of penetration is termed the"penetration resistance,blow count,or N-value". This value is an index to several in-place geotechnical properties of the material tested, such as relative density and Young's Modulus. After driving the sampler 18 inches (or less if in hard rock-like material), the sampler was retrieved from the borehole and representative samples of the material within the split-barrel were containerized and sealed. After completing the drilling operations,the samples for each boring were transported to our laboratory where they were examined by our engineer in order to verify the driller's field classification. The retrieved samples will be kept in our facility for a period of six(6) months unless directed otherwise. 11 CECS FLORIDA,LLC selling the Standen}for sernce" Geotechncal•Constmcbor Malarials•EnvironmerlaF-Fac'lit*s KEY TO SOIL CLASSIFICATION Description of Compactness or Consistency in Relation To Standard Penetration Resistance Granular Materials Silts and Clays Safety Hammer Automatic Hammer Safety Hammer Automatic Relative SPT N-Value SPT N-Value Consistency SPT N-Value Hammer SPT N- Density (Blow/Foot) (Blow/Foot) (Blow/Foot) Value(Blow/Foot) • Very Soft Less than 2 Less than 1 Very Loose Less than 4 Less than 3 Soft 2-4 1 -3 Loose 4- 10 3-8 Firm 4-8 3-6 • Medium Dense 10—30 8—24 Stiff 8—15 6—12 Dense 30—50 24—40 Very Stiff 15—30 12—24 • Very Dense Greater than 50 Greater than 40 Hard Greater than 30 Greater than 24 DESCRIPTION OF SOIL COMPOSITION** (Unified Soil Classification System) Group LABORATORY CLASSIFICATION CRITERIA MAJOR DIVISION Symbol FINER THAN SUPPLEMENTARY SOIL DESCRIPTION 200 SIEVE% REQUIREMENTS GW <5* D60/D,o greater than 4 0302/(I o X D10)between 1 &3 Gravelly soils Wet graded gravels.sandy gravels (over half of <5� Not meeting above gradation Gap graded or uniform gravels,sandy coarse fraction GP for GW gravels Coarse larger than grained No.4) GM >120 PI less than 4 or below A-line Silty gravels,silty sandy gravels (over 50% GC >12* PI over 7 above A-line Clayey gravels.clayey sandy gravels • by weight coarser <5* z DedD,o greater than 6, Well graded sands,gravelly sands than No. 0302/(D60 x D10)between 1 &3 200 sieve) Sandy soils(over half of coarse SP <5* Not meeting above gradation fraction finer than requirements No.4) SM >12* PI less than 4 or below A-line Silty sands.silty gravelly sands SC >12* PI over 7 and above A-line Clayey sands.clayey gravelly sands r Low ML Plasticity chart Silts,very fine sands,silty or clayey fine sands,micaceous silts Fine compressibility (liquid limit less CL Plasticity chart Low plasticity clays.sandy or silty clays grained (over 50% than 50) OL Plasticity chart.organic odor or color Organic silts and clays of low plasticity • by weight finer than Micaceous silts,diatomaceous silts, No.200 High MH Plasticity chart volcanic ash - sieve) compressibility (liquid limit more CH Plasticity chart Highly plastic clays and sandy clays - than 50) OH Plasticity chart.organic odor or color Organic silts and clays of high plasticity Soils with fibrous organic matter PT Fibrous organic matter;will char,burn or glow Peat,sandy peats. and clayey peat For soils having 5 to 12 percent passing the No.200 sieve,use a dual symbol such as SP-SM **Standard Classification of Soils for Engineering Purposes(ASTM D 2487) SAND/GRAVEL DESCRIPTION SILT/CLAY DESCRIPTION MODIFIERS ORGANIC MATERIAL MODIFIERS MODIFIERS Sand/Gravel Modifier Organic Content Modifier Silt/Clay Content Modifier Content Trace 1%to 2% Trace <5% Trace <15% Few 2%to 4% With 5%to12% With 15%to 29% Some 4%to 8% Silty/Clayey 13%to 35% Sandy/Gravelly >29% Many >8% Very >35% LOT NOTES LOT SIZE: 20,496 SF 0.47/ACRE VACANT, ORIGINAL HOUSE DEMOLISHED ZONING: RS -L, RESIDENTIAL SINGLE FAMILY, LARGE LOT 45% MAX. IMPERVIOUS - 9,223 SF R/W TO CURB - 2,534 SF ISR CALCULATIONS LUI SILL: ZU,4Yb SF — IUU/ PERCENT IMPERVIOUS - 8,221 SF - 40.1% HOUSE (UNDER ROOF) - 4,903 SF DRIVEWAY - 3,185 SF WALKWAY - 115 SF AC PAD - 18 SF PERCENT PERVIOUS - 12,275 SF - 59.9% PROPOSED HOUSE FINISHED FLOOR ELEVATION - 12.0' N.A.V.D. ELEVATIONS BASED ON N.A.V.D. 1988 LIMITS OF FILL IS OUTLINED BY BRL SETBACK LINES AND ARE NO MOR THAN 1.0' HIGHER THAN EXISTING GRADES. A MINIMUM 1% SLOPE SHALL BE PROVIDED PER SECTION 6.04.06 H OF THE LAND DEVELOPMENT CODE. THE APPLICANT / OWNER / CONTRACTOR SHALL IMMEDIATELY CON'AC CITY OF ATLANTIC BEACH PUBLIC WORKS STAFF SHOULD MODIFICATION', TO THE DRAINAGE PLAN BE REQUIRED DURING SITE DEVELOPMENT, 9A° ON ACTUAL FIELD CONDITIONS. TREE MITIGATION TWO 4" HARDWOODS REQUIRED EXISTING LIVE OAK TREE INCHES REMOVED - 44" EXSTING LAUREL OAKS INCHES REMOVED - 69" EXISTING LIVE OAK TREE CREDITS APPLIED - 235" EXISTING TREE CREDITS APPLIED 10" NEW LIVE OAK TREE INCHES PLANTED - 30" 5 TREES ® 6' CAL. EACH NEW CABBAGE PALM INCHES ADDED - 96" 8 PALMS ® 12" CAL, 16' CT. EACH v N O) d- M 12"• LO 14" LO 1011 LO 30.00' CAT • a tib ;$ LO LO22" • LO �o • r LD LO + I + el 2" LO 0 1„ DRIVEWAY O LOO o LU I M CD -� + + •22" LO 24" BASIN •LO OUTLET, DRIVEWAY 00 • PM 11ti 36" + • LO DYING LOT 8 BLOCK 10 16"BERM AROUND 146.4+ry 10' CONTOUR, TYP� 9 ^i '15" DEAD 7.5' B.R.L. LLO y(24" y A/C _ 2 422 SF g �~LLO LO -Lr- 1KMG I BASIN 'A' BASIN 'A' VOLUME L— _ I I �5 5,153 CF NQ, -� to I BASIN 'B' +� +6 I a 18f,14",10" BASIN 'B' I�yQ VOLUME JJ��II 2,442 CF DYING BENCHMARK: 6• ELEV. 10.22 HYD ° oy w 10 1 U .. 10 9 LCA a' ENTRY + w o �t �� I ( C12 3' WALKWAY ,off + C rLO4"— 0 0 nv1N� ° + Lj I Z C)> n D_}WLL, x a .. ��. ', LdZ: I E,CQ oWJW_ mow I�wD_`. .•d'U I IN Z Z O wLL:< (x) z O U DRIVEWAY L ELEV 11.33' +0 15" $ LU LLL + •— ll DYING + 146.4' PM OFFICE Copy APPrOved BY Permit B&WK 10 BUilding Department C1tY Of Atlantic Beach, FL J A/C 9h +� BASIN 'A' + BASIN 'B' I I " I4442. 422 SF J 7.5 B.R.L. 5 $� + 5,153 SF + + - 16"BERM AROUND-/ 10' CONTOUR, TYP. DEC ? 2019 EUTHENICS STUDIO LAND ARCHITECTURE COMMUNITY PLANNING URBAN DESIGN 904 333 7483 kel I m ore®comcast. n et FLORIDA REG. NO. 1160 GEORGIA REG. NO. 668 SEAL U Z Q W wo LJ Z Of OW ao � Y Q LJLCL�' 00 LL j W m J m LLJ z Z Z F- C) Q U) SITE PLAN DATE ISSUED JULY 12, 2019 REVISIONS DECEMBER 4, 2019 SCALE 1"= 10' ON 24"x36' NORTH SHEET L1 OF 9 , �.1r�_ Revision Request/Correction to Comments **ALL INFORMATION , \ HIGHLIGHTED IN City of Atlantic Beach Building Department GRAY IS REQUIRED. 5*Wir' 800 Seminole Rd, Atlantic Beach, FL 32233 ``"t' Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#: jL5 lc/ f 0175 Revision to Issued Permit OR Corrections to Comments Date: (///2--C-) Project Address: k- '..--.....5 1 1 V-R._ /4i, k (o v‘(., Contractor/Contact Name: kVitr5c ce \ SPS / e €. y\g ✓\ Contact Phone: q`^ -/0 4 c - Email: J Description of Proposed Revision/Corrections: W s V\())0I-tir v -e \/`_--,A/ ero d t/c_'\-- ( .i&e S © T / U, - 0 - C-L P C.,-( - L E IA I �r^ ✓" affirm the revision correction to comment/is inclusive of the proposed changes. 5! , � �j/�' / p P (' . ted name) rTh 4--• ,g- ,--.- 7V, 9 ---, • Will proposed revision/corrections add additional square footage to original submittal? po ❑ Yes (additional s.f.to be added: ) JAN 8 2020 • W' I proposed revision/corrections add additional increase in building value t. ori:. al submittal? No ❑*Yes (additional increase in building value:$ ) (contracld(iT t'MO Wino-ease-inva_ ug._. ---- *Signature of Contractor/Agent: �+ - 444, (Office Use Only V' proved H Denied I Not Applicable to Department Permit Fee Due$ d Revision/Plan Review Comments (..-on Tt7C -I hi ✓moi th-u p 624(4-s-ea/ Solo Si -1-e_ of 0 C_ v le".-,ti I S.. Department Review Required: /Building y Pia-ming&Zoning Reviewed By Tree Administrator Public Works ^ �\ Public Utilities l— '1— v Public Safety Date Fire Services Updated 10/17/18 ,- �y rtonda Statute 553.842 . - �+��. and Florida Administrative Code Rule 9B-72 please provia the in—formation productPermit # �• _ �' .701M!'„ 19ey construction project for the permit number listed above. Your � approval may be obtained at:www.floridabuilding.org, 1 -"•�'�" should contact your product supplier ifyou do not know the product approval ��a"1`ieo pp approval numbers)for the building components listed below as applicable Category/Subcategory A.EXTERIOR DOORS �Mauufacturer number for an y of the applicable listed products. Informationegarding statewide product • Product Description Masonite Irate Limitation of Use International Fiberglass Hinged Door 2.Sliding -� ' 411111 4334.1,4334.2, - -.Sectional ��;_ . Approved for use in RIH,. . No,Approved for use outside 4334.4,4334.6, 4.Roll up Pressure:+25/-25,Other Glazing must comply Yes,Impact 4334.7,4334.8 •n• • ' P y with the adopted v Pact Resistant:No, in 1/8" flyGa 5.Automatic P version of ASTM g1300.�Min �' r., ether , D5 'Plast Pro 191' -• ' 3 �• +Onelite Series Fi berglass Door I_ 1 v z B.W 1 1 OWS " tr _Proved for use in HVHZ:No,A ICJI Jw Pressure:N/ See Approved for use outside / CJ ' installation instructions and S duct T 15.6,7,&8 for DesignHVHZ:Yes,Impact (� W e pact Resistant:No,Design ��oPzsznines,N/®� P Particulars. Pressure Ratings.any additional use limitations, 1521 f orizontal slider , r ]szls.8✓ I�� (6(C)L ais Double 111,1.12121111111111111111111111111M11111111111111111111.11111 , fixed , .w-25oo mining ,��+50/So,+35/-35 ,• MUM '.Fixed wood clad W-2500 - IF 8.Pass-through , +50%50 = �A(yy r• ►,— Projected , 16085.2,16085.3 9.Mullion_ , : ' - _ ®_ 4..fk 10.E•reaker an , Y —_ • 11. ' ' ! Dual action .�� _ 12.Garage Doom 7 �1► i — —_ Haas Door Company - 920 %"�--- _ Approved use HVHZ:No,Approved -_ t� `%(Si G for Other VH : fora outside HVHZ:Yes,Impact Resistant;No,Desi Inig gn Pressure:not m/-2 the impactGlazing is an available option for the 600,700,800, 13: resistant requirement for &900 series product only but it does 16660.4,16660.6 �� 1•Sidtng ' windbome debris regions (J / 2.Soffits • /y. Installed per manufacturer installation drawin / 3'EPS Iggiasianiiiiiiimmilliiiiiiiiiiiiiiiii construction per manufacturer drawinggs'Anchor size _II 4.Storefronts tYPe and spacing are determined by the type of 12098.- /..." .Zo 6•Wall louvers , — 7.Glass block , —_ 8.Membraneo , —_ —_19.Greenhouse 113 1.OtheSynthetic stucco —_ 11.Other — ).ROOFING PRODUCTS , men. 1.Asphalt shingles 'Ownes Coming - 2.Underlayments Laminated Shingles,Architectural — ,Owens Coming This approval does not cover Hv _ 3.Roofing fasteners Waterproofing andper m Products shall be in g underlayttlent •t•� manufacturers installation drawings stalled m accordance with This approval apes ROt COVCT FBC sections for non- 10614.1 AVHZ.Products shall be installed in accordance with FlIC sections for non- ®_ 4.Nonstructural metal roof 'Gultl ok 24 ga.GulfLok 16"wide roof panel Approved for use in HVHZ:No,Approved for use outside HVHZ:yes Impact 11111111 Category/Subcategory IManufacturer P Resistant:N/A Design �_ Product Description Limitation of Use State# LAM'6 5.Built-up roofing N/A 6.Modified bitumen N/A 7.Single ply roofing N/A olkk 8.Roofing tiles N/A I um. 6 PM' 9.Roofing insulation N/Ai„ l 10.Waterproofing N/A 11.Wood shingles/shakes N/A 12.Roofing slate N/A 13.Liquid applied roofing N/A 14.Cement-adhesive coats N/A 15.Roof tile adhesive N/A 16.Spray applied polyurethane roe N/A 17.Other N/A � � r4�Y E.SHUTTERS 1.Accordion N/A 2.Bahama Custom made cedar 3.Storm panels N/A 4.Colonial N/A 5.Roll-up N/A 6.Equipment N/A • 7.Other N/A F.STRUCTURAL COMPONENTS 1.Wood connector/anchor Simpson Wood Connectors Approved for use in HVHZ:No,Approved for use outside HVHZ:Yes,Impact resistant:N/A.Other: 4432 Connected to foundation and wall as specified in Evaluation Report.Field cutting only as specified in 2.Truss plates MiTek Industries Truss Plates Metal Connector Plate Products must be installed in accordance with Florida Building Code and per manufacturers drawings 2197.81, 2197 R2. 3.Engineered lumber Trus Joint,A Weyerhaeuser Business Engineered Lumber,Microllan LVL, Products must be installed in accordance with Florida Building Code and per manufacturers drawings 1630-R3,6527-R1 Parallam PSL,Timberstrand LSL,TJ- Strand Rim Board TIT 4.Railing N/A 5.Coolers-freezers N/A 6.Concrete admixtures N/A • 7.Material N/A 8.Insulation forms N/A 9.Plastics N/A 10.Deck-roof N/A 11.Wall Trus Joint,A Weyerhaeuser Business Engineered Lumber,Microllan LVL, Products must be installed in accordance with Florida Building Code and per manufacturers drawings 4478-R1 Parallam PSL,Timberstrand LSL,TJ- Strand Rim Board,TJI 12.Sheds N/A 13.Other MiTek Industries Truss Plates Metal Connector Plate Products must be installed in accordance with Florida Building Code and per manufacturers drawings G.SKYLIGHTS 1.Skylight N/A 2.Other N/A H.NEW EXTERIOR ENVELOPE PRODUCTS 1. N/A 2. N/A In addition to completing the above list of manufacturers, product description and State approval number for the products used on this project, the Contractor shall maintain on the job site and available to the Inspector,a legible copy of each manufacturer's printed specifications and installation instructions along with this Product Approval Sheet. I certify that this product approval list is true and correct to the best of my knowledge.I further certify that use of different components other than the ones listed in this document must be approved by the Building Official. (Contractor Name) (Print Name) Matthew Roberts (Signature) Company Name: Riverside Homes of North Florida Mailing Address: 12276 San Jose Blvd..Ste.120 City: Jacksonville State: FL Zip Code: 32223 Telephone Number:(904 ) 503-7055 Fax Number:( Cell Phone Number:( ) E-mail Address: �1l�� \ ' Cash Register Receipt Receipt Number '� City of Atlantic Beach R11533 --toril�r DESCRIPTION I ACCOUNT I QTY I PAID PermitTRAK $55.00 RES19-0175 Address: 1753 LIVE OAK LN APN: 172020 0186 $55.00 BUILDING FRAMING ROUGH 01/22/2020 RBE $55.00 BUILDING FRAMING ROUGH 01/22/2020 455-0000-322-1002 0 $55 00 RBE TOTAL FEES PAID BY RECEIPT: R11533 $55.00 Date Paid: Thursday,January 23, 2020 Paid By: Riverside Homes of North Florida Cashier: CT Pay Method: CREDIT CARD 05753G Printed:Thursday,January 23, 2020 8:59 AM 1 of 1 t