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HomeMy WebLinkAboutBuilding PlansSTRUCTURAL DE REINFORCED CONCRETE MASONRY D-1 CODES 2020 FLORIDA BUILDING CODE (7TH EDITION),' BUILDING RC-1 ALL CONCRETE DESIGN AND PLACEMENT SHALL BE IN STRICT M-1 MASONRY CONSTRUCTION SHALL CONFORM TO ACI "BUILDING CODE 2020 FLORIDA BUILDING CODE (7TH EDITION), RESIDENTIAL ACCORDANCE WITH THE ACI BUILDING CODE REQUIREMENTS FOR REQUIREMENTS FOR MASONRY STRUCTIJ ES" 530-02) AND STRUCTURAL CONCRETE," ACI 318—LATEST EDITION. SPECIFICATIONS FOR MASONRY STRUCTURES" "(ACl/ASCE (ACl/ASCE 530.1-02) D-2 DESIGN SUPERIMPOSED DEAD LOADS: EXCEPT AS AMENDED BELOW. ROOF 25 PSF RC-2 PROVIDE (4) TEST CYLINDERS FOR EACH 50 C.Y. OF CONCRETE FLOOR 25 PSF PLACED OR FRACTION THEREOF. M-2 CONTRACTOR SHALL OBTAIN COPY OF MASONRY CODE AND DESIGN LIVE LOADS: RC-3 STRUCTURAL CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS SPECIFICATIONS FOR REFERENCE AT TH JOBSITE. ROOF 20 PSF AND SHALL DEVELOP THE FOLLOWING MINIMUM COMPRESSIVE UNINHABITABLE ATTIC WITHOUT STORAGE 10 PSF STRENGTH AT 28 DAYS: M-3 STRUCTURE HAS BEEN DESIGNED AS A BEARING WALL STRUCTURE: EA ALL MASONRY UNITS SHALL BE LAID TO CONCRETE UNINHABITABLE ATTIC WITH STORAGE 20 PSF SPREAD AND WALL FOOTINGS 3000 PSI PLACEMENT OF COLUMNS, BEAMS AND SLABS FOR THE SAME STORY. COLUMNS AND WALLS 3000 PSI DECK 60 PSF� BEAMS AND SLABS 3000 PSI ALL OTHER CONCRETE 3000 PSI M-4 USE TYPE "M" MORTAR FOR ABOVE G DE APPLICATIONS D-3 UL tS1 u 1 tSN@'GUST) AND TYPE "S" MORTAR FOR BELOW MADE APPLICATIONS. NOMINAL DESIGN WIND SPEED, Vasd: 124 MPH (3 SECOND GUST) RC-5 STRUCTURAL CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS MORTAR SHALL CONFORM TO ASTM C2 (PROPORTION OR PROPERTY RISK CATEGORY: II RC-6 USE REGULAR WEIGHT CONCRETE. SPECIFICATION) WIND EXPOSURE CATEGORY: C MEAN ROOF HEIGHT, H: 18.0 FT RC-7 STRUCTURAL CONCRETE SHALL CONFORM TO ACI 301 AND HAVE THE M-5 MASONRY UNITS SHALL CONFORM TO A3TM C90, NORMAL WEIGHT, ROOF PITCH: 3:12, 6:12 FOLLOWING SLUMPS & AGGREGATE REQUIREMENTS: TYPE 11. MINIMUM NET COMPRESSIVE UNIT STRENGTH OF 2000 PSI ENCLOSED BUILDING TO PROVIDE NET AREA COMPRESSIVE ST ENGH OF MASONRY (Fm ) INTERNAL PRESSURE COEFFICIENT: GCpi = +/— 0.18 LOCATION SLUMP MAX. AGGREGATE OF 1500 PSI. ASSUMPTIONS: FOOTINGS 4"t1" ASTM #57 M-6 COARSE GROUT SHALL CONFORM TO ASTM C476: A. BUILDING IS ASSUMED TO BE ENCLOSED AS DEFINED BY COLUMNS 5"t1" ASTM #57BEAMS AND SLABS 5"ft" ASTM #57 a.) 2500 PSI AT 28 DAYS SECTION 1606.1.5 FBC b.) 1/4 MAXIMUM AGGREGATE SIZE B. ALL COMPONENTS AND CLADDING SUBJECT TO. WIND LOADINGS, RC-8 MAXIMUM WATER TO CEMENT RATIO WHEN NO BACK—UP DATA IS AVAILABLE: c.) 8" TO 11" SLUMP I.E. DOORS, WINDOWS, JAMBS, ROOFING, ETC, SHALL BE DESIGNED a) 3000 PSI, 28 DAY COMPRESSIVE STRENGTH; W/C RATIO 0.58 MAXIMUM AND FASTENED RESIST DESIGN WIND PRESSURES FOR COMPONENTS (NON -AIR ENTRAINED), 0.47 MAXIMUM (AIR ENTRAINED) M-7 A REINFORCED CONCRETE TIE BEAM OR MASONRY TIE BEAM AND CLADDING, AS SHOWN ON PLAN. A b) 5000 PSI, 28 DAY COMPRESSIVE STRENGTH; W/C RATIO 0.40 MAXIMUM SHALL BE PROVIDED IN ALL WALLS SHOWN ON THE STRUCTURAL C. ALL PRE —MANUFACTURED MAIN WIND FORCE RESISTING COMPONENTS, DRAWINGS AT EACH FLOOR AND THE ROOF. USE "GALVANIZED MESH I.E. TRUSSES SHALL BE DESIGNED TO RESIST MAIN WIND FORCE (NON -AIR ENTRAINED), 0.35 MAXIMUM (AIR ENTRAINED) TYPE CELL CAPS. PROVIDE CORNER BA S AT ALL BEAM CORNERS RESISTING DESIGN FORCES, AS SPECIFIED ON PLAN AND SHALL BE IN AND SHALL BE INSTALLED IN ACCORDANCE WITH RC-9 FLYASH, WHEN USED, SHALL BE LIMITED TO 20% OF THE TO MATCH HORIZONTAL BARS. MANUFACTURER'S SPECIFICATIONS CEMENTITIOUS MATERIAL. DO NOT USE FOR EXPOSED SLABS D. ALL GLAZING IS TO HAVE EITHER IMPACT RESISTANT GLAZING OR BE M-8 UNLESS NOTED OTHERWISE, TIE BEAMS SHALL BE EITHER PROTECTED WITH AN IMPACT RESISTANT COVERING. RC-10 SUBMIT COPIES OF CONCRETE MIX DESIGN TO ENGINEER FOR APPROVAL a. 8"X16" CONCRETE TIE BEAM 1. GLAZED OPENINGS LOCATED WITHIN 30 FT OF GRADE SHALL INFORMATION SHALL INCLUDE: REINFORCED WITH (2) #5 TOP AND BOTTOM AND MEET THE REQUIREMENTS OF THE LARGE MISSILE TEST a INTENDED USAGE AND LOCATION FOR EACH TYPE #3 STIRRUPS ® 18" OC 2. BLAZED OPENINGS LOCATED MORE THAN 30 FT ABOVE GRADE b MIX DESIGN FOR EACH TYPE „ b. (2) COURSES 8 MASONRY U—BLO K SHALL MEET THE REQUIREMENTS OF THE SMALL IMPACT TEST a CEMENT CONTENT IN POUNDS —PER —CUBIC YARD E. OWNER OR CONTRACTOR SHALL OBTAIN NECESSARY INSTALLATION d) COARSE AND FINE AGGREGATE IN POUNDS/CUBIC YARD REINFORCED WITH #5 EA COURSE' ULLY GROUTED SPECIFICATIONS AND INSPECTIONS REQUIRED TO COMPLY WITH e) WATER CEMENT RATIO BY WEIGHT MANUFACTURERS RECOMMENDATIONS FOR INSTALLATION OF f) CEMENT TYPE AND MANUFACTURER M-9 VERTICAL REINFORCING FOR FILLED CEL S SHALL CONFORM TO COMPONENTS AND CLADDING FOR HURRICANE PRONE REGIONS. g) SLUMP RANGE h)) AIR CONTENT ASTM 615 D-4 SEISMIC: ZONE 0 i) ADMIXTURE TYPE AND MANUFACTURER 'X' j PERCENT ADMIXTURE BY WEIGHT M-10 PROVIDE VERTICAL REINFORCEMENT IN GROUT FILLED CELLS: D-5 FLOOD DESIGN DATA: ZONE k) STRENGTH TEST DATA REQUIRED TO ESTABLISH MIX DESIGN A. AS SHOWN ON THE DRAWINGS D-6 GEOTECHNICAL REPORT 1) COMPLETE DETAIL AND PLACING SHOP DRAWINGS FOR ALL REINFORCING B. MAXIMUM 48" OC ASSUMED ALLOWABLE SOIL BEARING CAPACITY 2,000 PSF. 1F CONDITIONS STEEL INCLUDING ACCESSORIES THAT HAVE BEEN REVIEWED AND STAMPED C. AT ALL CORNERS AND INTERSECTIONS DO NOT PERMIT ASSUMED CAPACITY, NOTIFY ENGINEER OF RECORD: BY THE GENERAL CONTRACTOR D. AT ANCHORAGE OF CONNECTIONS OR BEARING OF BEAMS RC-11 ALL REINFORCEMENT SHALL BE FASTENED AND SECURED TOGETHER M-11 REINFORCING BARS SHALL BE LAPPED 48 BAR DIAMETERS WHERE TO PREVENT DISPLACEMENT BY CONSTRUCTION LOADS OR THE PLACING SPLICED AND SHALL BE WIRED TOGETHER. LAP VERTICAL GENERAL NOTES OF CONCRETE REINFORCEMENT ABOVE GRADE BEAM AND ABOVE EACH FLOOR G-1 REVIEW ALL PROJECT DOCUMENTS PRIOR TO FABRICATION AND START RC-12 THE USE OF JITTERBUGS TO CONSOLIDATE CONCRETE WILL NOT BE UNLESS NOTED OTHERWISE. OF CONSTRUCTION. REPORT ANY DISCREPANCIES TO ARCHITECT OR PERMITTED. STRUCTURAL ENGINEER PRIOR TO PROCEEDING WITH WORK. M-12 PROVIDE FULL MORTAR BEDDING AROUND ALL FILLED CELLS WITH RC-13 ALL PUMPED CONCRETE WITH #57 AGGREGATE IS TO CONTAIN A HIGH VERTICAL REINFORCING. G-2 THE MASONRY WALLS ARE NOT DESIGNED TO WITHSTAND TEMPORARY RANGE WATER REDUCING AGENT. MINIMUM SIZE OF DISCHARGE TO M-13 PLACE ALL MASONRY IN RUNNING BON WITH 3/8" MORTAR JOINTS. CONSTRUCTION LOADS. IT IS THE CONTRACTOR'S RESPONSIBILITY BE 4" I.D. AT ALL TIMES TO MAINTAIN WALL STABILITY DURING THE RC-14 A 2" I.D. DISCHARGE MAY BE USED WITH #8 AGGREGATE. USE CONSTRUCTION PHASE OF THIS PROJECT. PLASTICIZER :ADMIXTURE IF NECESSARY TO INCREASE SLUMPS M-14 PROVIDE HORIZONTAL WALL REINFORCE ENT 9 GA. LADDER TYPE BEYOND THAT NOTED ABOVE. (DUR-O-WALL OR EQUAL) IN BED JOIN SAT 16" O.C. MEASURED G-3 IT IS THE CONTRACTOR'S RESPONSIBILITY TO PROTECT EXISTING VERTICALLY. FACILITIES, STRUCTURES AND UTILITY LINES FROM ALL DAMAGE DURING CONSTRUCTION. RC-16 ALL REINFORCING STEEL SHALL BE DETAILED, FABRICATED AND M-15 JOINT REINFORCEMENT SHALL BE LAPPED AT LEAST 6" AT SPLICES INSTALLED IN ACCORDANCE WITH ACI 318 AND ACI DETAILING AND SHALL CONTAIN AT LEAST ONE CROSS WIRE OFEACHPIECE G-4 NO STRUCTURAL MEMBER SHALL BE CUT, NOTCHED OR OTHERWISE MANUAL,, ACI-315 LATEST EDITION. OF REINFORCEMENT IN THE LAPPED DISTANCE. REDUCED IN SIZE OR STRENGTH WITHOUT PRIOR APPROVAL IN THE STRUCTURAL ENGINEER. WRITING FROM RC-17 REINFORCE 2CNT WITH RUST, MILL SCALE OR A COMBINATION OF BOTH SHALL BEB-CONSIDERED SATISFACTORY, PROVIDED THE MINIMUM M-16 AT INTERSECTING WALLS FIFTY PERCENT �OF THE MASONRY SHALL G-5 COORDINATE STRUCTURAL AND OTHER DRAWINGS THAT ARE PART OF DIMENSIONS ,INCLUDING HEIGHT OF DEFORMATIONS) AND HAND -WIRE BE LAID IN OVERLAPPING MASONRY B04DING PATTERN THE CONTRACT DOCUMENTS FOR ANCHORED, EMBEDDED OR SUPPORTED WEIGHT OF A -BRUSHED TEST SPECIMEN ARE NOT LESS THAN' APPLICABLEDSPECIFICATION REQUIREMENTS IN THE ITEMS WHICH MAY AFFECT THE STRUCTURAL DRAWINGS ( I.E. MECHANICAL, REF ASTM STANDARDS .REFERENCE IN ACI 318 ELECTRICAL, PLUMBING, DUCTWORK, ETC.) M-17 REFER TO TYPICAL WALL SECTIONS FORMAXIMUM CONSTRUCTION RC-18- ALL SLABS ON GRADE; SHALL REINFORCED WITH: HEIGHT OF MASONRY WALLS. PROVIDE .CLEAN. -OUT HOLES AT BASE 0-6 ALL DETAILS AND SECTIONS ON THE DRAWINGS ARE INTENDED TO BE 6"X6"-W2.9/W2.4 WELDED WIRE FABRIC PLACED ON THE TOP OF FILLED CELL WHEN THE CONCRETETOUR :EXCEEDS 5 FEET IN TYPICAL AND SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR ONE HALF TO ONE THIRD OF THE SLAB THICKNESS HEIGHT. SITUATION ELSEWHERE ON THE PROJECT EXCEPT WHERE A SEPARATE RC-19 LAP CONTINUOUS REINF. AS NOTED IN LAP SPLICE SCHEDULE OR M-18 - GROUT FOR FILLED CELLS SHALL BE BRATS BRAYED DURING DETAIL IS SHOWN. MIN 40 BAR DIA. LAP CONT. BOTTOM STEEL OVER SUPPORT AND PLACEMENT USING A PENCIL TYPE VI G-7 THE INTENTION OF THE PLANS AND SPECIFICATIONS IS TO PROVIDE CONT. TOP STEEL AT MIDSPAN UNLESS OTHERWISE SPECIFIED. ALL NECESSARY DETAILS TO CONSTRUCT A COMPLETE STRUCTURE. M-19 VERTICAL REINFORCEMENT SHALL BE HI LD IN POSITION AT THE TOP WHEN SPECIFIC INFORMATION IS MISSING OR IS IN CONFLICT. THE RC-20 TERMINATE ALL DISCONTINUOUS TOP BARS WITH STANDARD 90 AND BOTTOM OF BAR AND AT OLAR 0 CLEARANCE OF b/2' FROM MASSONRY. ; MAXIMUM WITH A MINIMUM HE CLEAR DISTANCE BETWEEN CONFLICTS SHALL BE BROUGHT TO THE ATTENTION OF THE DEGREE HOOK (PLACED VERTICALLY) UNLESS NOTED OTHERWISE. ARCHITECT/ENGINEER. BARS SHALL NOT BE LESS THAN ONE AR DIAMETER OR 1". CENTER BARS IN WALLS UNLESS NOTED OTHERWISE. sG-$ THE ENGINEER SHALL NOT BE RESPONSIBLE FOR LAYOUT, RC-21 PROVIDE THE FOLLOWING CONCRETE COVERAGES OVER REINFORCING: DIMENSIONAL ERRORS OR DISCREPANCIES RESULTING FROM THE FOOTINGS / GRADE BEAMS: BOTTOM AND UNFORMED EDGES M-20 ALL REINFORCED CELLS ARE TO BE C NAND FREE OF ANY FOREIGN REPRODUCTION AND USE OF CONTRACT DRAWINGS FOR ERECTION AND DIRECT CONTACT WITH SOIL 3" CLR. MATERIAL OR DEBRIS. SHOP DRAWINGS. USE OF CONTRACT DRAWINGS REPRODUCED IN WITH VAPOR BARRIER 2" CLR. WHOLE OR ANY PART IN SHOP DRAWINGS SHALL NOT RELIEVE THE CONTRACTOR NOR SUBCONTRACTORS FROM THEIR RESPONSIBILITY TO BEAMS &COLUMNS: INTERIOR 1 1/2" CLR. DRILL -IN BOLTS, SCREWS AND DOWELS ACCURATELY LAYOUT, COORDINATE, DETAIL, FABRICATE AND EXTERIOR 2" CLR. DI-1 WEDGE BOLTS SHALL BE ITW RAMSET/ VDHEAD BOLTS OR APPROVED INSTALL A COMPLETE STRUCTURE. EQUIVALENT INSTALLED IN ACCORDANCE ITH MANUFACTURER'S G-9 REVIEW ALL SHOP DRAWINGS FOR CONFORMANCE WITH THE CONTRACT SLABS INTERIOR 3/4" CLR. RECOMMENDATIONS. DO NOT CUT EXIST 4G REINFORCING TOINSTALL. DOCUMENTS AND FOR COMPLETENESS AND ANSWER ALL CONTRACTOR EXTERIOR 1 1/2" CLR. --RELATED QUESTIONS. STAMP AND INITIAL ALL SHEETS PRIOR TO DI-2 MASONRY AND CONCRETE SCREWS SHA BE MANUFACTURED BY SUBMITTING SHOP DRAWINGS TO ARCHITECT/ENGINEER FOR CONC. WALLS AS NOTED BUT NO LESS THAN 1 1/2" CLR. RAMSET/REDHEAD "TAPCONS" OR APPR VED EQUAL INSTALLED IN REVIEW. NON-COMPLIANCE WITH THIS REQUIREMENT WILL RESULT IN ACCORDANCE WITH MANUFACTURERS' R OMMENDATIONS. REJECTION OF SUBMITTAL RC-22 SLEEVE ALL PENETRATIONS THROUGH BEAMS AND SLABS DI-3 ANCHORING ADHESIVE SHALL BE A TW COMPONENT SOLID EPDXY -BASED INDIVIDUALLY. CORE DRILLING WILL NOT BE PERMITTED. SUBMIT DISPENSED THROUGH A STATIC-MIXINGOZZLE SUPPLIED BY THE SHALLOW FOUNDATIONS LOCATION AND SIZE OF SLEEVES THROUGH BEAMS TO ENGINEER FOR MANUFACTURER. SYSTEM SUPPLIED IN NUFACTURER'S STANDARD SF-1 SOIL TO BE STRIPPED, COMPACTED AND TESTED IN ACCORDANCE WITH REVIEW PRIOR TO CASTING CONCRETE. SIDE -BY -SIDE CARTRIDGE AND EPDXY HALL MEET THE MINIMUM THE RECOMMENDATIONS OF THE SOILS ENGINEER AND PROJECT RC-23 NO REINFORCING BARS SHALL BE CUT TO ACCOMMODATE THE REQUIREMENTS OF ASTM C-881 SPEC ICATION FOR TYPE I, 11, IV AND V, SPECIFICATIONS. INSTALLATION OF ANCHORS, EMBEDS OR OTHER ITEMS. GRADE S CLASS B AND C AND MUST COMPRESSIVE YIELD STRENGTH AFTER: EDAY A MINIMUM 10,560 PSI ,.DAY CURE. SF-2 CENTER ALL FOOTINGS UNDER THEIR RESPECTIVE COLUMNS OR WALLS " RC-24 USE THE STRUCTURAL DRAWINGS INCLUDING REVISIONS AND ADDENDA DI-4 GROUTED ANCHORS SHALL BE SIMPSO EPDXY -TIE ADHESIVE SYSTEM UNLESS OTHERWISE SHOWN ON PLANS. MAXIMUM MISPLACEMENT OR IN CONJUNCTION WITH REVIEWED SHOP DRAWINGS FOR PLACEMENT OF OR APPROVED EQUIVALENT INSTALLED f ACCORDANCE WITH ECCENTRICITY - 2". TOLERANCE FOR MISLOCATION OF COLUMN REINFORCING. MANUFACTURERS' RECOMMENDATIONS. DOWELS OR ANCHOR BOLTS TO BE PER ACI OR AISC STANDARDS. RC-25 AT CHANGES IN DIRECTION OF CONCRETE WALLS, BEAMS & STRIP DI-5 DRILL -IN REBAR DOWELS AND THREAD b ROD ANCHORS (A307) SHALL SF-3 HORIZONTAL JOINTS IN FOOTINGS WILL NOT BE PERMITTED. FOOTINGS, PROVIDE CORNER BARS OF SAME SIZE AND QUANTITY BE SET USING A TWO-PART EPDXY A DESCRIBED ABOVE. UNLESS NOTED OTHERWISE AS HORIZONTAL STEEL. SF-4 COORDINATE PLUMBING LINES WITH FOOTING LOCATIONS FOR INTERFERENCE. INDIVIDUAL FOOTINGS CAN BE LOWERED WITH RC-26 ALL EMBEDDED ITEMS SHALL BE SECURELY TIED IN PLACE PRIOR TO THE PRIOR APPROVAL OF THE STRUCTURAL ENGINEER: CONTINUOUS CONCRETE PLACEMENT. WALL FOOTINGS SHOULD BE STEPPED AS DETAILED ON THE DRAWINGS. RC-27 THE GENERAL CONTRACTOR IS RESPONSIBLE FOR FOR PROVIDING THE SF-5 EXCAVATING UNDER OR NEAR IN -PLACE FOOTINGS/FOUNDATIONS CONSTRUCTION OF ALL FORMWORK IN ACCORDANCE WITH ACI 347. WHICH DISTURBS THE COMPACTED SOIL BENEATH THE FOOTINGS/ FOUNDATIONS WILL NOT BE PERMITTED. RC-29 PLACE CONCRETE PER ACI 304. USE INTERNAL MECHANICAL VIBRATION FOR ALL CONCRETE. LIMIT MAXIMUM FREE FALL DROP SF-6 REINFORCING SHALL BE SUPPORTED ON PRECUTS CONCRETE PADS. OF CONCRETE TO 6'-0" FOR #57 AGGREGATE AND 8'-0" FOR #8 AGGREGATE. ALL PRECAUTIONS SHOULD BE TAKEN TO AVOID DOWELS FOR COLUMNS AND FILLED CELLS SHALL BE SECURED IN SEGREGATION OF CONCRETE DURING PLACEMENT. PLACE PRIOR TO POURING CONCRETE. USE TEMPLATES FOR SETTING COLUMN DOWELS AND ANCHOR BOLTS. RC-30 FOOTING SIZES SHOWN ARE FOR FOOTINGS CONSTRUCTED WITH SIDE FORMS. IF SOIL MATERIAL CAN HOLD A VERTICAL SHAPE, IT CAN BE USED AS AN EARTH FORM PROVIDED FOOTING WIDTH IS INCREASED 1" IN EACH HORIZONTAL DIRECTION. ALL SLOUGHED MATERIAL SHALL BE REMOVED FROM EXCAVATION BEFORE AND DURING PLACEMENT OF CONCRETE. RC-31 PLACEMENT OF CONDUIT AND PIPES IN CONCRETE SHALL CONFORM TO ACI 318, SECTION 6.3. RC-32 CONSTRUCTION JOINTS NOT SHOWN ON THE DRAWINGS MUST BE AND LOCATED TO LEAST IMPAIR THE STRENGTH OF THE STRUCTURE. a) NO HORIZONTAL CONSTRUCTION JOINTS WILL BE PERMITTED IN b) LOCATION OF ANY CONSTRUCTION JOINT NOT SHOWN IS SUBJECT TO REVIEW AND` ACCEPTANCE BY ENGINEER, WOOD TRUSSES WT-1 THIS SECTION DEFINES PRE-ENGINEERED, PREFABRICATED, METAL PLATE CONNECTED WOOD ROOF TRUSSES AS "WOOD TRUSSES". WT-2 DESIGN OF METAL CONNECTED ROOF TRUSSES TO COMPLY WITH: APPLICABLE BUILDING CODE (SEE NOTE 0-1). NFPA'S "NATIONAL DESIGN SPECIFICATION FOR STRESS GRADED LUMBER AND ITS FASTENINGS." TRUSS PLATE INSTITUTE'S "DESIGN SPECIFICATIONS FOR LIGHT METAL PLATE CONNECTED ROOF TRUSSES." WT-3 WOOD TRUSSES SHALL BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION 1986 ' EDITION, PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION, "DESIGN SPECIFICATION FOR METAL PLATE CONNECTED WOOD TRUSSES, TPI-85", PUBLISHED BT THE TRUSS PLATE INSTITUTE, AND THE APPLICABLE BUILDING CODE LISTED IN THE MISCELLANEOUS SECTION OF THESE SPECIFICATIONS. WT-4 SIGNED AND SEALED SHOP DRAWINGS SHOWING TRUSS CONFIGURATION WITH MEMBER SIZES AND CONNECTIONS, TRUSS LAYOUT WITH PIECE MARKS, REQUIRED TRUSS TO TRUSS CONNECTIONS, DESIGN LOADS, DURATION FACTORS AND ERECTION DETAILS MUST BE SUBMITTED FOR REVIEW PRIOR TO FABRICATION. IF REQ., SUBMIT COPIES TO THE BUILDING DEPARTMENT AT TIME OF PERMITTING. WT-5 WOOD TRUSS MEMBERS AND CONNECTIONS SHALL BE DESIGNED FOR ALL LOADS SHOWN ON THE CONTRACT DOCUMENTS INCLUDING: LIVE, DEAD, WIND, AND CONCENTRATED. SEE STRUCTURAL DESIGN CRITERIA SECTION FOR LIVE LOADS. WT-6 MINIMUM DURATION OF LOAD FACTORS ROOF DL+LL+WL 1.33 ROOF DL+LL 1.25 WT-7 NO WANE, SKIPS OR OTHER DEFECTS SHALL OCCUR IN THE PLATE CONTACT AREA OR SCARFED AREA OF WEB MEMBERS. PLATES SHALL BE CONNECTED WITH ONE REQUIRED EACH SIDE OF TRUSS. WT-8 HANDLING, ERECTION AND BRACING OF WOOD TRUSSES SHALL BE IN ACCORDANCE WITH "HANDLING AND ERECTING WOOD TRUSSES" (HIS-91) AND "BRACING WOOD TRUSSES: COMMENTARY AND RECOMMENDATIONS' BY THE TRUSS PLATE INSTITUTE, LATEST EDITIONS. WT-9 DEFLECTION LIMITATIONS: (UNLESS NOTED OTHERWISE) ROOF LIVE LOAD = L/360 ROOF TOTAL LOAD = L/240 WT-10 SUPPORTS: WOOD TRUSSES SHALL BE DESIGNED WITH AT LEAST ONE HORIZONTAL ROLLER' CONNECTION PER SPAN SO THAT NO HORIZONTAL REACTIONS ARE INDUCED ON SUPPORTS UNDER DEAD OR LIVE LOADS. WT-11 WOOD TRUSS DESIGN SHOP DRAWINGS SHALL INCLUDE, BUT ARE NOT LIMITED TO, THE FOLLOWING INFORMATION: a) SPAN LENGTH, OVERHANG AND EAVE DIMENSIONS, SLOPE AND SPACING OF THE WOOD TRUSSES. b) ALL DESIGN LOADS AND THEIR POINTS OF APPLICATION, VALLEY AND CONVENTIONAL FRAMING MUST BE CONSIDERED. c) ADJUSTMENTS TO ALLOWABLE VALUES (DURATION OF LOAD FACTORS, ETC. d) REACTIVE FORCES AND THEIR LOCATIONS. e) BEARING TYPE AND MINIMUM BEARING LENGTH. f DEFLECTIONS, SPAN AND REACTION. g) METAL CONNECTOR PLATE TYPE, GAUGE, SIZE AND LOCATION. h) LUMBER SIZE, SPECIES, GRADE AND MOISTURE CONTENT i) LOCATION AND CONNECTION DESIGN OF REQUIRED CONTINUOUS LATERAL BRACING. j) TRUSS SPLICES MUST BE DETAILED. THIS INCLUDES "PIGGY BACK" TRUSSES. k) CONNECTION DETAILS: TRUSS TO TRUSS, TRUSS TO TRUSS GIRDER, PIGGY BACK TO TRUSS, ETC. 1) BRACING: NOTE MINIMUM REQUIREMENTS WT-12 CONTINUOUS BOTTOM CHORD T REQUIRED AT A MINIMUM WT-12 LATERAL BRACING IS EQ SPACING OF 10' O.C. UNLESS NOTED OTHERWISE. BOTTOM CHORD BRACING IS CONTINUOUS FROM ONE END OF THE BUILDING TO OTHER END. OVERLAP CONTINUOUS BRACING AT LEAST ONE TRUSS SPACE. USE A MINIMUM OF 2 X 4 GRADE MARKED LUMBER AT LEAST 10' LONG, WITH SIMPSON H2.5 AT EACH TRUSS. WT-13 TRUSS ERECTOR IS RESPONSIBLE FOR ALL TEMPORARY BRACING OF TRUSS` SYSTEM DURING CONSTRUCTION: WT-14 ALL CONNECTION HARDWARE IS TO BE FULLY FASTENED PER MANUFACTURER'S REQUIREMENTS UNLESS NOTED OTHERWISE. WOOD WD-1 ALL WOOD CONSTRUCTION AND CONNECTIONS SHALL CONFORM TO AITC "AMERICAN INSTITUTE OF TIMBER CONSTRUCTION" MANUAL, EDITION, AND THE "NATIONAL DESIGN SPECIFICATIONS" FOR WOOD CONSTRUCTION, 1991 EDITION, AND FLORIDA BUILDING CODE, CHAPTER 23. WD-2 ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY OR EXPOSED TO WEATHER SHALL BE PRESSURE TREATED. WD-3 DIMENSIONED LUMBER SHALL BE DRESSED S4S, AND SHALL BEAR THE GRADE, STAMP OF THE MANUFACTURER'S ASSOCIATION. WD-4 ALL LUMBER SHALL BE SOUND, SEASONED, AND FREE FROM WARP. WD-5 ALL METAL WOOD CONNECTORS EXPOSED TO MARINE AIR ENVIRONMENT SHALL BE STAINLESS STEEL TYPE 316. ALL OTHER CONNECTORS IN CONTACT WITH TREATED LUMBER SHALL BE HOT DIPPED GALVANIZED OR STAINLESS STEEL TYPE 316 MANUFACTURED BY SIMPSON STRONG TIE CO. OR APPROVED EQUAL. WD-6 ALL LUMBER SHALL BE SOUTHERN PINE NO. 2 GRADE OR BETTER: WITH 19% MAXIMUM MOISTURE CONTENT, UNLESS NOTED ON THE PLANS. WD-11 SHEATHING SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: ROOF SHEATHING SHALL BE APA RATED SHEATHING EXPOSURE I, SPAN RATED AS PER THE RAFTER OR TRUSS SPACING. WD-12 PNEUMATIC NAILING DEVICES SHALL BE CALIBRATED TO AVOID COUNTER SINKING NAILS INTO EXTERIOR WALL AND ROOF SHEATHING. WD-13 UNLESS NOTED OTHERWISE, HEADER BEAMS ARE TO BE PROVIDED IN ACCORDANCE WITH SECTION 2308.3 OF THE FLORIDA BUILDING CODE. WD-14 FRAMING MEMBERS SHALL BE FASTENED TOGETHER IN ACCORDANCE WITH SECTION 2306 OF THE FLORIDA BUILDING CODE, EXCEPT WHERE FASTENING SCHEDULES ARE MORE STRINGENT IN THESE PLANS. WD-15 PROVIDE ADDITIONAL UPLIFT CONNECTORS TO RESIST UPLIFT LOADS IN ACCORDANCE WITH CONNECTORS SPECIFIED ON PLAN OR ON DETAILS. U Z J Ws J M` QOD y 00 U o Q o W o OQ 'Z� LU o I--O CL c)):;pd�=WO W1�== N•w�a)CDLL L,�a 20 n WoLLJ rn Z Q J MH W Z U- mLL W W >_04 Y �rn J j < I ZLu U F- *000 0 Ld W O U x Z J W Q Q Li Z x V) E� o i--4 w N cn O a O 0_ a a ❑ JOSEPH W. SCHULKE FL REG, N0. 47048 ❑JODAH 8."BITR.E FL REG. NO* 57396 LLIAWV P. STODDARI _FL REG. NO. 5760Y SHEET S1.0 RO CT NO. 100 B f f f 7 I I I I I I I I i I I ( I I D D B D B D B D B D 4'-0" TYP FRAMING ROOF SHEATHING FASTENER SPACING ZONE COMMON NAIL SIZE LENGTH & GAGE DIAPHRAGM BOUNDARY OTHER PANEL EDGES FIELD BLOCKING REQUIRED A 8d (2-1/2" X 0.135") DEFORMED SHANK 2-1/2" 4" 6" YES B 8d (2-1/2" X 0.135") DEFORMED SHANK 4" 4" 4"" NO C 8d (2-1/2" X 0.135") DEFORMED SHANK 6" 6" 1 6" YES p 8d (2-1/2" X 0.135") DEFORMED SHANK 6" 1 6" 1 6" NO NOTES: 1. APA RATED SHEATHING PLYWOOD PER PS 1 (MIN 19/32") 5-PLY SPAN RATED 32/16 2. MINIMUM 2" NOMINAL WIDTH OF FRAMING MEMBERS SOUTHERN PINE OR DOUGLAS FIR -LARCH AT ADJOINING PANELS & EDGES 3. PLYWOOD SHEATHING SHALL BE ARRANGED WITH THE LONG DIMENSION SET PERPENDICULAR TO THE TRUSSES SEE DIAGRAM CASE 1 ROOF SHEATHING FASTENING NOT TO SCALE 0 NOTES: 1. ULTIMATE TO CONVE 2. FOR EFI BE INTERP LOWER EF 3. PLUS AND AWAY FROM 4. ZONE 5 L i AP `sl IA. ' Im 3:12 PITCH ''U^ H ZONE 2n and 2r vJ V 6:12 PITCH ZONE 2e and 3 p Z (,/') ZONE 1 Z o w Q (n ROOF ZONE DIAGRAM ~ p Z (N NOT TO SCALE L�.I (' LLJ Z ry O Q CL - p p oQz LATED USING Vult. ULTIPLY BY 0.60. OVE THE LOAD MAY OCIATED WITH THE 3:12 PITCH ROOF ROOF COMPONENTS AND CLADDING NET DESIGN WIND PRESSURES EWA(sf) ZONE 1 2e 2r 3 10 LC 1 799.8 -140.1 -130.0 -140.1 LC 2 44.3 44.3 44.3 44.3 EWA(sf) ZONE 1 2e 2r 3 20 LC 1 -99.8 -126.2 -117.2-126.2 LC 2 38.2 38.2 38.2 38.2 EWA(sf) 50 ZONE LC 1 1 -76.8 2e -107.6 2r -100.2 3 -107.6 LC 2 30.2 30.2 30.2 30.2 1 2e 2r 3 LZONE LC 1 LC 2 -59.5 24.1 -93.6 24.1 -87.4 24.1 -93.6 24.1 6:12 PITCH .R OF U v ROOF COMPONENTS AND CLADDING NET DESIGN_ WIND PRESSURES EWA(sf) 010 ZONE 1 2e 2n rW3e3r LC 1 -86.5 -86.5 -137.9 -1 7.9-177.8 EWA(sf) 20E EWA(sf) 50 ujWLC 2 Z Q o o� _j q of u_ u W OF Lj _j Q' C9 O w N E, 0) N m t O a O 2 36.8 36.8. 36.8 3 .836.8 ZONE 1 2e 2n r 3e 3r LC 1 -86.5 -86.5 -120.8 -120.8 -120.8 -145.1 LC 2 33.2 33.2 33.2 3 .2 33.2 33.2 ZONE 1 2e 2n r 3e 3r LC 1 -73.5 -73.5 -98.1 -98.1 -98.1 -101.9 LC 2 28.4 28.4 28.4 2 .4 28.4 28.4 ZONE 1 2e 2n r 3e 3r rA00(sf) LC 1 -63.6 -63.6 -81.1 - 1.1 -81.1 -101.9 LC 2 24.7 24.7 24.7 2' .7 24.7 24.7 ENgNEER CERIIFlCA710N NOTES: NOTES: ❑JOSEPH W. SCHULKE 47048 ING TOWARD AND 1. ULTIMATE PRESSURES SHOWN ABOVE ARE CALCULATED USING Vult. 1. ULTIMATE PRESSURES SHOWN ABOVE ARE ALCULATED USING Vult. R_ H NO. LE TO CONVERT TO NOMINAL DESIGN PRESSURES, MULTIPLY BY 0.60. TO CONVERT TO NOMINAL DESIGN PRESSURES, MULTIPLY BY 0.60. ❑ F�REc NOI 57396 THE BUILDING, 2. FOR EFFECTIVE AREAS BETWEEN THOSE GIVEN ABOVE THE LOAD MAY 2. FOR 'EFFECTIVE AREAS BETWEEN THOSE GIVEN ABOVE THE LOAD MAY WWAM P. STOODARD BE INTERPOLATED, OTHERWISE USE THE LOAD ASSOCIATED WITH THE BE INTERPOLATED, OTHERWISE USE THE LAD ASSOCIATED WITH THE � REG. NO. q 5. WINDOWS AND DOORS SHALL BE CERTIFIED AND INSTALLED IN LOWER EFFECTIVE AREA. LOWER EFFECTIVE AREA. II �21 ACCORDANCE � ITH THE MANUFACTURERS SPECIFICATIONS TO dA WITHSTAND THE COMPONENTS AND CLADDING DESIGN PRESSURES, 3. PLUS AND MINUS SIGNS SIGNIFY PRESSURES ACTING TOWARD AND 3. PLUS AND MINUS SIGNS SIGNIFY PRESSUR S ACTING TOWARD AND WINDOWS AND DOORS SHALL BE PROTECTED WITH AN IMPACT AWAY FROM THE BUILDING SURFACES. AWAY FROM THE BUILDING SURFACES. SHEET RESISTANT COVERING OR SHALL BE MANUFACTURED IMPACT RESISTANT. } S 1 . 1 / PROJECT NO. 20-100 tL. PRE RT' FECTI M OCAT WALL COMPONENTS AND CLADDING WIND PRESSURES EWA(sf) ZONE 4 5 10 LC 1 -64.6 -79.7 LC 2 59.5 59.5 EWA(sf) ZONE 4 5 20 LC 1 -61.9 -74.2 LC 2 56.8 56.8 EWA(sf) ZONE 4 5 0 LC 1 ]]5]3]2]]]] E5321 LC 2 EW sf) ZONE 4 5 100 LC 1 -55.7 v -61.9 LC 2 50.6 50.6 URES SHOWN ABOVE ARE CALCU "NOMINAL DESIGN PRESSURES, M TIVE AREAS BETWEEN THOSE GIVEN AB OLAT D, OTHERWISE USE THE LOAD AS 'E AREA. MINUS SIGNS SIGNIFY PRESSURES ACT TH '' BUILDING SURFACES. D 4'-0" FROM EACH CORNER OF U Z J g SU C0) J (N Q� A a o LLcn o 2 00 U 00 Q c Q W p W J O Q 0 � Z ': m � o W L I� ZOO W rn VJ wx W ELN�Oi O0�(N0) O �. W 20 1 = W o a ~ r J c3 U)N W 0r J U m LL W Z W ry v �N W U Rco J _ U) zN n rU V! U O L- W m O S f W J O Z W 0 W V) O 0- 0 a Q OE O Z O J W E1= U U W_ 0) N ON ❑ JOSEPH W. SCHULKE FL REG. NO. 47048 ❑ JODAH B. BITILE FL REG. NO. 57396 WAM P. STODDARD REG. NO. 57605- S1.2 PROJECT NO. 20-100 ✓ IFI; L��4x4 PT POST ®� `®J J L, 4x4 PT POST - 4x4 PT POST Q�,�O 7( L 0 QF'S 44 PT POST QF'h 0 44 PT POST QF'h 0 QF'h 0 L- QF'h 0 WALL LEGEND FASTEN EA 4x4 PT POST TO FOOTING W/ SIMPSON ABU44SS W/ %" HDG THREADED ROD, DRILL AND EPDXY (MIN 8" EMBED) (TYPICAL 8 LOCATIONS) PT POST L 8x8 PT POST (TYP) QF� 0 L FASTEN EA 8x8 PT POST TO FOOTING W/ SIMPSON ABU88Z W/ (2) % HDG THREADED RODS, DRILL AND EPDXY (MIN 12" EMBED) (TYPICAL 20 LOCATIONS) Rh0 0 QF'h PT POST QF'h 0 40 PT POST L 8" MASONRY WALL REINFORCED W/ 9GA HORIZONTAL REINF ® 16" OC AND #5 VERTICAL REINF IN FULLY GROUTED CELLS AT THE FOLLOWING LOCATIONS 1. ALL CORNERS AND INTERSECTIONS 2. ADJACENT TO ALL OPENINGS 3. MAX 48" O.C. 4. AS SHOWN ON PLAN INTERIOR NON -BEARING WALL Z 1 �o U �1 J CL 04 ` Q a° ofof a Q W O y LJL w Qco o Z 00 0 o Q Q W o W Q om 2 w Z0> VJ ^X D ZoNm N'O7 o_ W W s��� cp = wO J Z O r` W 2I O xr J LL M— W ry W QU>N Y �o O J ¢LU � Z N � �~ V/ U O w m 0 x f LJ J CO z Ld w O a 0 w 0_ MR. i O H Q Z D 0 L.L. E-� a 00 O z 0 Qw rna N . 3 ❑ JOSEPH W. SCHULKE FL REG. NO. 47048 ❑ JODAH B. 81T1LE FL REG. NO. 57396 WLUAM P. STODDARD FL REG. NO. 57605 U1 2Q DATE: SHEET S2.1 PROJECT NO. 20-100 coy" U Z �U N co J I Q � � ❑ W o� LL N Q ❑ ro s c�o Z o a c ❑ WComQ O Zoow V��J( Z0LU W Z O N� W =WO �Q�= J CZ LL N 2 O r- Z¢JLL mLL LLI W Ld v W Y U >N to CT) J ¢F N U Ad o: 0 LEI i O t WE R J z Z 0 W N O a O o. P-4 H a O Z O J W U W a, a N . 9@ ❑ JOSEPH W. SCHULKE FL REG. NO. 47048 ❑JODAH B. BIflLE IFL'REG. NO. 57396 WAN, P. STODDARD FL REG. N0: 578 lTt 021 DATE: S 2.2 PROJECT NO. 20-100 G COPY W PT POST (TIP) DENOTES COMPONENT AND CLADDING DESIGN NAND PRESSURES (TYP) 0 Q 0 z� 0 J La.l U W NFILE Copy o S ❑ JOSEPN W. SCHULKE " FL: REG. N0. 47048 .❑JODAH B: BITTIE REGNO. 57396 �f�FIJJAM P. STODDARD 'TFl.. ftEG N0. 57805 U '� 0 DA .1' EET 52.3 PROJECT N0. YX4 UUIKIGGtKti ® 12" OC (2) 2x4 OUTRIGGERS, S3.2 C VENTILATION REQUIREMENT OF ENCLOSED ATTIC ADDITION = 1722 SF FFLORIDA BUILDING CODE, RESIDENTIAL R806 NET FREE VENTILATION AREA MINIMUM = X5o x ATTIC AREA REQUIRED NET FREE VENTILATING AREA = X50 x 1722 SF = 11.48 SF 7 PROVIDE LOUVERED VENT WITH r GALVANIZED WIRE CLOTH AT EACH GABLE END N SEE BUILDING ELEVATIONS FOR LOCATION MINIMUM REQUIRED VENT AT EACH GABLE: ® TRIANGULAR BASE = 7'-3" 4j HEIGHT V-10" N NET VENTILATION AREA PROVIDED = 2 X 6.64 SF = 13.28 SF I 2x4 OUTRIGGERS ® 16" OC 2x6 STRUCTURAL SUB —FASCIA CONTINUOUS - -- i? C Z S. co N — 7108 108'-0" w m (2) 2x4 OUTRIGGERS C t� +$ M1 2x4 OUTRIGGERS lql 1 I F 11 2x8 RAFTERS ® MAX 24" II II . II IlJx12 K BEAM 108'-4I" II II II II 1 II II II II II B--- rz ­ ii o�m II II 1 II II II II II 11 II 11 II II II Z[1„ 2x8 RAFTERS ® MAX 24" 2x4 OUTRIGGERS ® 12" OC I (2) 2x4 OUTRIGGERS U N to 2x4 OUTRIGGERS ® 16" OC 2x6 STRUCTURAL SUB —FASCIA CONTINUOUS QA Q2x8 Q pQ Q Q Q STRUCTURAL NOTES 2x10 PT AND 200 LEDGER FASTENED W/ THREADED DRILL AND EPDXY (MIN 5" EMBED) ® 24" OC, STAGGERE PT AND 200 LEDGER FASTENED W/ %" THREADED' DRILL AND EPDXY (MIN 5" EMBED) ® 24" OC FASTEN EA JOIST TO DBL JOIST W/ SIMPSON U26 SKEWED FASTEN EA JOIST TO DBL JOIST W/ SIMPSON U26 SKEWED FASTEN DBL JOISTS TO TOP OF POST W/ SIMPSON LCE4 FASTEN DBL HIP RAFTER TO TOP OF POST W/ (2) SIMPSON FASTEN DBL HIP RAFTER TO LEDGER W/ SIMPSON LS70, ROD, OD, RIGHT 45' LEFT 45' IIIMTS12Z 1 EA SIDE 2x4 OUTRIGGERS 2x4 OUTRIGGERS ® 12" OC U Z �0 rn J M WE W N Q aa) J � Q o N g LL y Go � U o 0 o Z0Q= O 0 m Q O' ZZ. of nZ0> VJ( N o rn W ZONCA =WO J U)N fit` o W � Of W U � N N �(D Q� _ Z C4 U ad �P_ �w U Z J 0 z_ Q LL_ LL_ 0 O Ld m O =z li W W J z Zx W W c O O a R@ ❑ JOSEPH W. SCHULKE FL -REO. NO. 47D46 ❑JODM R. SITTLE fL REG. NO. 57396 PWA' P. STODDA FL REFL REG. N0. 57 u� 21 SHEET 52.4 PROJECT N0. 20-100 SEE PLAN FOR TRUSS FASTENING (2) 2x10 PT LEDGER FASTENED W/ W THREADED ROD, DRILL AND EPDXY (MIN 5" EMBED) 24" OC, STAGGERED 2X BLOCKING BETWEEN TRUSSES AND RAFTERS METAL ROOF AT PITCH BREAK i 3 it / MIN 30LB FELT FASTEN EA RAFTER TO BEAM W/ FASTEN EA RAFTER SIMPSON H10AZ TO LEDGER W/ - SIMPSON LRU28Z TOP OF BEAM 2x8 RAFTERS (2) COURSES OF 8" 708'-0" — 1 0. 24" OC MASONRY U-BLOCK REINF W/ #5 EA COURSE DRIP CAP 2X SUB -FASCIA WOOD BEAM, SEE PLAN I I I I 36" STUCCO FINISH (3 COATS) OVER 8 MASONRY BLOCK I I I 8x8 PT POST (BEYOND) I I I I I I I SEE PLAN FOR ROOF SHEATHING AND FASTENING REQUIREMENTS 12 6� I ROOF TRUSSES IFRSI BATT TION A -)f DRYWALL FASTENED DIRECTLY TO BOTT CHORD OF TRUSSES Yt" DRYWALL OVER R-4.1 FOIL INSULATION fAND %- PT FURRING 8" MASONRY WALL REINF W/ 9 GA LADUR TYPE REINF 0 16" OC AND #5 VERT REINF IN CONC FILLED CELLS AT THE FOLLOWING LOCATIONS: 1. ALL CORNERS AND INTERSECTIONS 2. MAX 48" OC 3. ADJACENT TO OPENINGS 4. AS SHOWN ON THE PLANS 2x8 PT AND 2x8 LEDGER �o FASTENED W/ W THREADED ROD, DRILL AND EPDXY (MIN 5" a.m I I EMBED) 0 24" OC, STAGGERED I I GRADES SEE PLAN FOR I I I TE SLAB ON FLOORING THICKNESS AND REINF WOOD BEAM, 44x6 COMPOSITE DECKING { SEE PLAN i i FASTENED W/ (2) "o 3"" 6" STEP — __� RRST FLOOR STAINLESS DECK SCREWS AT I f EACH CROSSING 100'-0" TOP OF DECKING 99,_6" 2x8 PT JOISTS 0 MAX 16" OC FASTEN EA JOIST 8" FHA BLOCK SI W/ #5 CONT VAPORk6 MIL BOLY ARRIERLUS2828Z EAAEND END x I I BACKFILL W/ CLEAN g I I o GRANULAR SAND COMPACTED I FINISHED a 0c TO 95% MAX DRY DENSITY GRADE a m j MASONRY STFIA WAl I I I I I - FOOTING (BEYOND) I � I I------------ A TYPICAL WALL SECTION 53.1 SCALE 3/4"=1'-O" 8x8 PT POST 4'4x6 COMPOSITE DECKING FASTENED W/ (2) #tOx31¢" STAINLESS DECK SCREWS ATd SEE SECTION B/53.1 EACH CROSSING J,,.. FOR CONNECTION " T9✓' OF DECK/NO 99'-6- WOOD BEAM, — — — — — - SEE PLAN to N 2x8 PT JOISTS (BEYOND) FINISHED GRADE -\ FASTEN POST TO FOOTING W/ SIMPSON ASU88SS W/ (2) %" THREADED RODS, DRILL AND EPDXY (MIN 12" EMBED) • SEE SCHEDULE - FOR FOOTING ® SCALE 3/4"=1'-0" I 8x8 PT POST (BEYOND) COMPOSITE DECKI NG ING WOOD BEAM, FASTENED W/ (2) #10x3V SEE PLAN I I STAINLESS DECK SCREWS AT FASTEN EA STAIR I I EACH CROSSING STRINGER TO BEAM OP 01 W/ SIMPSON LSCZ SEE ARCHITECTURAL DRAWINGS FOR RISER AND STEP DIMENSIONS — 7 — — — — - — "I 2x8 PT JOISTS I a (BEYOND) 2X BLOCKING BETWEEN STRINGERS FINISHED 2x12 PT �TAIR GRADE I STRINGERI i FASTEN EA STAIR I I 3x8 PT BLOCKING BELOW WOOD STRINGER TO LEDGER BEAM, AT STAIR STRINGERS W/ SIMPSON H2.5AZ ( I FASTENED W/ (2) -'a" DIA HDG F- _ _ _ — — L_ — — _ BOLTS AT EA POST ui 2x8 PT LEDGER FASTENED TO POSTS W/ E± (2) %- DIA HDG BOLTS " I FOOTING 1-(BEYOND) 4x4 PT POST SCALE 3/4"=1'-O" (8) 7/8"" THICK :AISI HOLES 304 HDG PLATE L �Lo rJ, j,. 31,. 31„ 31" q, L SPLICE PLATE'A' DETAIL 8x8 PT POST SPLICE PLATE, ROUTE OUT RECESS IN SEE DETAILS POST FOR SS PLATE WOOD BEAM,- WOOD BEAM, SEE PLAN SEE PLAN TOP VIEW 8x8 PT POST FASTEN BEAM TO FASTEN BEAM TO POST W/ (4) %" DIA HDG BOLTS SPLICE PLATE W/ (2) DIA HDG BOLTS FASTEN BEAM TO SPLICE PLATE W/ (2) 1 _r ;Y4" DIA HDG BOLTS Fa WOOD BEAM, I WOOD BEAM, SEE PLAN I i ®®i�l SEE PLAN 11" SPLICE PLATE 'A', 6 6A" SEE DETAIL OPTION 2 (SPLICE IN BEAM) 8x8 PT POST FASTEN BEAM TO POST W/ (4) Y'4" DIA HDG BOLTS 3" 51" I t 4 I i 3^ 2" 2" WOOD BEAM, 3 SEE PLAN OPTION 1 (CONTINUOUS BEAM) LOWER BEAM CONNECTION SCALE 3/4"=1'-O" FASTEN EA BEAM /// TO POST W/ (2) W WOOD BEAM, / DIA HDG BOLTS SEE PLANS / MITER CUT END OF BEAMS 8x8 PT POST - WOOD BEAM, f SEE PLAN TOP VIEW 8x8 PT POST FASTEN EA BEAM TO POST W/ (2) 3a" DIA HDG BOLTS 2+j" 5j" 1 5j" 21" 31" WOOD BEAM, SEE PLAN 313�" WOOD BEAM, SEE PLAN 31" LOWER BEAM CORNER CONNECTION SCALE 3/4"=1'-O" U �0 J N` J � co � c° c Q W 00 LL rn Q coLL c) Z Q o 0 m Q Cp ': zZ�w '/J � V Z o> ,,����(( 06 a o10 N Z ONO W W J cpL�NN 2 o 1­ ti g �r coZ¢J Z � t0w LQ � ix W �� U �N 0) J j Q� z N J �H VJ v O w W m O Z 2 p w J 0 Z x N H w U) O a O a Z O Ld N O U a l ❑ JOSEPH W. SCHULKE FL REG. NO. 47048 c3xpM 8. BITR1 REG. N0. 96 t4611IAM P. STODDARD FL REG. NO. 57605 L)L DATE: SHEET S3.1 PROJECT NO. 20-100 (8) 7/9~ THICK AISI HOLES 304 SS PLATE FASTEN EA OUTRIGGER TO RAKE BEAM W/ +— SIMPSON HETA12 FORM AND POUR CONCRETE RAKE BEAM MATCH ROOF SLOPE q l— a 4d 4 2 a d q Q a s SPLICE PLATE'B' DETAIL (2) #5 CONT ° a a ° a 4 a 4 a' • a ° 'a° „ ^ 8x8 PT POST a q a a a ° q. a ROUTE OUT RECESS IN SPLICE PLATE, POST FOR SS PLATE " a SEE DETAIL a a ° °4 MIN 12" a WOOD BEAM, WOOD BEAM, ° SEE PLAN SEE PLAN TOP VIEW a FASTEN BEAM TO Lu POM FASTEN BEAM TO DSH G/ BOLT S TS ~ e d a o o ad q. a: Ld SPLICE PLATE W/ (2) ° — — — — — — — — — — — — — _ %- DIA HDG BOLTS FASTEN BEAM TO SPLICE PLATE W/ (2) SECTION A -A 3 34" DIA HOG BOLTS WOOD BEAM, ® I WOOD BEAM, FASTEN EA OUTRIGGER SEE PLAN I ® ®i I SEE PLAN TO RAKE BEAM W/ 2x4 OUTRIGGERS�— SIMPSON HETA12 ® 16" OC 1 SPLICE PLATE 'B', FASTEN W/ FASTEN OUTRIGGER TO SEE DETAIL \� SIMPSON LUS24 A -A TRUSS W/ SIMPSON LUS24 6 6 " 2x6 SUnii INI CO fN 8x8 PT POST J SOLID PLYW 11 APA RATEPROVIDE MOISTURE BARRIER W/ BD ® 4" OC EDGE AND FIELD 0 BETWEEN CONCRETE AND OPTION 2 " E AKE OUTRIGGERS (SPLICE IN BEAM) BEAM REINF W/ #5 TOP AND BOTT. FORM AND POUR TO MATCH SLOPE OF ROOF FASTEN BEAM TO 2x10 PT AND 2x10 LEDGER POST W/ (4) DIA HOG BOLTS FASTENED W/ %" THREADED ROD, DRILL AND EPDXY (MIN 5~ EMBED) ® 24" OC,- STAGGERED PRE-ENGIN ED ROOF TRUSSES (DESIGNED F1 OTHERS) MIN 5j" SEE PLAN FOR ROOF SHEATHING AND 3" FASTENING REQUIREMENTS TOP OF WALL METAL ROOF 12110'-8" 23. WOOD BEAM, MIN 30LB FELT � SEE TYPICA DETAIL FOR 2 3 " 2" SEE PLAN -- FLASHING ' R-30 BATT 8x8 PT POST INSULATION FASTEN EA RAFTER OPTION I TO LEDGER W/ CONTINUOUS BEAM SIMPSON LRU28Z ( ) 2x8 RAFTERS ® 24" OC (2) COURSES OF 8" CEILING MASONRY U—BLOCK 108'-0" UPPER BEAM CONNECTION REINF W/ #5 EA COURSE Nz" DRYWALL FASTENED B SCALE 3/4"=1'-0" J¢" DRYWALL OVER DIRECTLY TO BOTT CHORD OF TRUSSES R_4.1 FOIL INSULATION 7%" STUCCO FINISH AND %" PT FURRING (3 COATS) OVER S. MASONRY BLOCK MASONRY WALL A SCALE 3/4"=1'-O" `6" FROM CORNERS (TYP) 12" O.C. MAX. SPACING a .: [tn¢ PRECAST LINTEL REINF CELL mTERMINATE A t OR CONCRETE ADJACENT TO LI VERT BEAM UFLNING FULLY GRW/ I#5REINF W/ 90' OOK INTO TIE BEAM 1/4"0 X 3-1/4" TAPCONS INTO FASTEN EA BEAM TO POST W/ (2) 3/4" WOOD BEAM, / DIA HOG BOLTS SEE PLANS / 8x8 PT TOP VIEW MIN 5j"- 31"- 2j"- 2 CUT OF BEAMS WOOD BEAM, SEE PLAN FASTEN EA BEAM TO POST W/ (2) -Y4" DIA HOG BOLTS WOOD BEAM, SEE PLAN WOOD BEAM,_/ 3�" 3g" SEE PLAN 8x8 PT POST UPPER BEAM CORNER CONNECTION SCALE 3/4"=1'-O" METAL ROOF MIN 30LB FELT t2 SEE PLAN FOR ROOF 3 SHEATHING AND FASTENING REQUIREMENTS DRIP CAP "' I 40 P OF BEAM 2x8 RAFTERS TO 108'-0" (BEYOND) 2X SUB —FASCIA SEE SECTION C/S3.1 J FOR CONNECTION WOOD BEAM, SEE PLAN 8x8 PT POST SCALE 3/4"=V-0" INSTALLING END WALL TRIM 10 • T"h9 ntinw t Appfpa mMmuu"st" atang ceunfier flwttia,g {9'iastaBad); filling spa+ibhelWeBe flaahii� and "A, Rounds'. slbpehead su wntv,09 ran ut. 9.'Mm Wood $areal, spacer apaR ttw lengh w trim, Itvmn'srw WOW, aneflzst r . de edr stall a" panedq Psrellet to end mil and x t v wow paroll edge. Traryw"d 111 B Pace f9" ftw. tall famo, otrim, On" mullhulmtmit atd Mx.. H mrurr aoPanaa ro menu- �"r, [ac0�rur`ubt�rucelansaacf r + IMM wdw 1 •Ro4P Oatw*vto Fill '. m9mar�mwrp maraatdquraes ffi araiFl oodae. - 4.parral Waad Bcrew DRYWALL (X3-1/4 RING STRIPRPuou arrartfinq turaoaomond9dt riinq atxnanst «rd�,. N FULLY GROUTED CELLS ADJACENT t DOOR FRAMEOPENING AS SHOWN x it ALL FLASHING MATERIAL SHALL BE 26 GA STEEL ZINC COATED G90 DOOR L TYPICAL_ RC)OF FLA HING DETAIL SCALE AS RIOTED FLATHEAD SCREW,SEEDOOR MANUF SPECS 2"X6" PT BUCK STRIP TAPCON SPACED 12" OC D (MIN 1-1/4- PENETRATION INTO CONCRETE) NOTE: 1. DESIGN ADEQUATE FOR 90 SQUARE FOOT OPENINGS. 2. DOOR FRAME FASTENED TO BUCK PER z MANUFACTURER'S RECOMMENDATION. CL cn TYPICAL DOOR BUCK DETAIL H w - - - - - GROUTED MASONRY W/ 1-3/4" EMBED a a SCALE AS NOTED 2X4 PT BUCK N FURRING STRIP DRYWALL 6 5 IN FULLY GROUTE ADJACENT #5 VERTICAL REINF CONTINUE TIE BEAM REINF ADJACENT TO ALL OPENINGS a TO OPENING AS SHNDiNCELLS 2"X4" PT BUCK'STRIP —......_.,.... ___.._....._......._ T�,sa......_._ __m..—_,......_ ....—m_.._. a._.... ° e4 -w s q. � m — — — — — 3 PRECAST/ PRESTRESSED MIN 8" CONCRETE LINTEL, SEE #5 VERTICAL REINF SCHEDULE FOR REINF ° ADJACENT TO ALL OPENINGS CONCRETE POUR__1 L FIFTI _1 SILL REINF W/ E I' I _ #5 a d � WINDOW w < . a „�.,,...,.,. a PANHEAD SCREW, SEE a N ¢ WINDOW MANUF SPECS MATCHING DOWELS , 1/4" X 3-1/4 TAPCON SPACED 12" OC FOR VERT REINF d PENETRATION INTOAND STAGGERED CONCRETE) WINDOWS AND DOORS SHALL BE CERTIFIED AND INSTALLED IN ACCORDANCE WITH THE MANUFACTURERS RECCOMENDAI.ONS TO WITHSTAND THE COMPONENT NOTE: AND CLADDING DESIGN PRESSURES SPE IFIED IN THE GENERAL NOTES AND 1. DESIGN ADEQUATE FOR 30 SQUARE FOOT OPENINGS. FOUNDATION SHALL BE PROTECTED WITH AN IMPACT RESISTANT COVERING OR SHALL BE 2. WINDOW FRAME FASTENED TO BUCK PER TYPICAL MASONRY WALL MANUFACTURED IMPACT RESISTANT. MANUFACTURER'S RECOMMENDATION. E TYPICAL PRECAST LINTEL HEADER F REINFORCEMENT G TYPICAL BUCK FASTENING TYPICAL WINDOW BUCK DETAIL SCALE NTS SCALE NTS SCALE AS NOTED SCALE AS NOTED �� SCALE NTS 3/16" X i" SAW CUT JOINT. CUT AS SOON AS POSSIBLE 4" FIBERMESH CONCRETE AFTER TROWELING. FILL SLAB ON GRADE JOINT WITH LIQUID SEALER SOIL FILL TO SHALL BE CLEAN GRANULAR MECHANICALLY COMPACTED 5% MAX DRY DENSITY i U U Zo J �U N` M L J as o� Q Q c W O w LJL w 00 '0 > 00 WoW—J 0 m Q O U Zz orj Zo> )2 V�J( �N0 Z -0 1 `6 w FWD J UL�U)N 20 r` L Lj 2 a /'� W ZUmLL vU=N W � CD J ¢� n to Z N cnLu U (n (n Z J O Q W W 0 C/) Q J In Q Ln U_ O D_ r U I- 0 w W 0 U O Z J Q LL W LLI J O zx rn E 4 0 0~�y4 W c 0 � O a O o_ Q &22 g zLL 0 U W D, a 04 tD JEER CER7IFlCATIOA MUM t SCHUGCE L,tfA NO. 47048 � B; BITILE in REG.-N0. 57396 64 P. STO0 �.. G. NOr :5 05 �, r TYPICAL SAW CUT JOINT SHEET S3.2 PROJECT NO. 20-100 FILE COPY 61'-4" 8„ 8„ 8„ 8„ 7 4" 14' 1" 14'-6" CO COVERED PORCH 8._0„ 45'-4., 'v n . 0 2'.0" 3'-4 ro 13,_8E. M.O. 20,_47 M.O. 6 _0 PGT it 2033* cb e PGT 3453* AHU XR/ CLOSET ro UTILITY i. y N 0 y vN 4.. 4„ 4" q 3 MASTER +b q MASTER Q; BATH 10 BEDROOM t0 ih G M 3° x 68 COVERED PORCH o 10 o N M.. -. cO co ch iv`Z �o y. n ;o 0 N 1 v 0 m 0 8„ 'v I: T bo 0 5° 'v i� 8, 0" I —I II( TI 8' —6 0"— ------------- CLOSET 1212° x 0 HALL 3'.0" x x N LIVING ROOM 17'-7" P REFR. MM110 i 14' 5" RANGE ISLAND I KITCHEN DINING OP�N16NG 2 x6 DESK 0 OFFICE/ DEN W) PGT 3453* °B I ����� ° o eo I PGT 3453* x co 4'_8., 3, 4„ 11,_4„ 0" 12._0„ 3'-4" 4.-8,. M.O. M. M.O. 45'-4" COVERED PORCH 7'-4" 81 14' 1" PROVIDE LANDING J FLOOR PLAN HAND RAIL ANDTRANSITION TRISERS/TREADS AS REQUIRED TO TRANSITION TO - FINISHED GRADE (RISERS NOT TO EXCEED 7", SCALE. E = TE-OTE TREADS NOT TO EXCEED IU) * WINDOW NOT : ALL MASONRY OPENINGS ARE BASED UPON PGT WINGUARD ALUMINUM FRAME SINGLE HUNG SH70D SERIES WINDOWS. IF ANOTHER MANUFACTURER OR WINDOW TYPE IS SELECTED, THE CONTRACTOR WILL NEED TO ADJUST MASONRY OPENINGS BASED UPON MANUFACTURERS WRITTEN SPECIFICATIONS, 146" 61'-4" 1F 1 qd Mf COVERED PORCH 0 8„ M N I Lo v "v O co Mi 8,_0„ 14' 1" B 7' 4" 0 Lo 0 31 K� AHU s Ri I CLOSET... �\ , HwH }UTILITY I vv / -g MASTER i v MASTER 3 BATH o �DROOM z M ",. ® I \\ SD V© I i ®i / REE__ -- R. DW O V HALE / BATH RANGE I \ $ r i \ I I ��C� IHTCiJ _ CLOSET __________ LINE '. /LIVING ROOM I �. 1 PANTRY U I I. / I IT _nrri 16 ------------ \ / r I I I I \ ELECTRICAL SYMBOL LEGEND ELECTRICAL PLAN $ SINGLE POLE SWITCH SCALE. 16TL � 1 E-oil $3 THREE POLE SWITCH DUPLEX OUTLET $ 220 V OUTLET FOR RANGE ' DUPLEX OUTLET (GROUND FAULT INTERRUPT) DUPLEX OUTLET (WEATHERPROOF) CEILING MOUNTED LIGHT FIXTURE WALL MOUNTED LIGHT FIXTURE ¢Q CEILING MOUNTED BATHROOM FIXTURE Q EF W/ EXHAUST FAN � a CEILING FAN GARBAGE DISPOSAL LE CABLE TV OUTLET PHONE JACK SD SMOKE/ CARBON MONOXIDE DETECTOR ® ELECTRICAL PANEL NEW HOME CONSTRUCTION (' E ELECTRICAL METER SMITH RESIDENCE MS FIXTURE WITH MOTION SENSOR I APPLIANCE OUTLET 6129 CARLTON ROAD PORT ST LUCIE, FLORIDA DATE: PROJECT NO.: 7-7-2020 REVISIONS: DRAINING: "FOP OF & DOORS 71 I;. FINISHED FLOOR .. . ... 01-01, FINISHED GRADE TBID FRONT ELEVATION_ ITT 1-011 SCALE-. 4 ROOF PEAK _9 12 3 & DOORS �o zo FINISHED ,LFLOOR 1 0'-0" 1 ,kFINISHED GRADE Z PROVIDE LANDING, RAILING AND RISERS/TREADS AS REQUIRED TO TRANSITION TO FINISHED GRADE (RISERS NOT TO EXCEED 7", TREADS NOT TO EXCEED 10") REAR ELEVATION - SCALE-. 4 ITT = 1 1-011 ROOF �EAK t _9 12 6 It k 12 3 VINDOWS& DOORS llk� FINISHED FLOOR O _0 L FINISHED GRADE j— -TF RIGHT ELEVATION SCALE: III I 1 0 IT 4 E20F PEAK _9 12 6 MIAD] 12 3 � TOP OF WINDOWS & DOORS t. J. r-J �o tt "I I'. C OR \DE LEFT ELEVATION SCALE- 4 NEW HOME CONSTRUCTION SMITH RESIDENCE 6129 CARLTON ROAD PORT Sly LUCIE, FLORIDA PROJECT NO.: 20 IEVISIONS: DRAWING: A = 5 OF FIVE