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HomeMy WebLinkAbout489 Red RoseLn + (rev)% T CITY OF SANFORD BUILDING & FIRE PREVENTION JUL 207 l PERMIT APPLICATION ,trt '' Application No: Documented Construction Value: $ old g %4/'X Job Address: _ �% feW KaS Historic District: Yes ❑ No 0 Parcel 1D:.,,2(-19-30-,1510-0000- 3 6Y'O Residential [ Commercial ❑ Type of Work: New 0 Addition ❑ Alteration❑ Repair ❑ Demo ❑ Change of Use ❑ Move ❑ Description of Work: _NEIN SINGLE FAMILY HOME - THORN EBROOK PHASE LOT NUMBER: 3otl Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Email: daphne@PermitsPermitsPermits com Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Street: 151 SOUTHHALL LANE # 200 City, State Zip: MAITLAND FL 32751 Phone: 407-629-0077 Resident of property? : Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: 407-257-6940 Street: 151 SOUTHHALL LANE # 200 Fax: City, State Zip: MAITLAND FL 32751 State License No.: Name: Street: Arch itect/E ng 1 neer Information Phone: Fax: City, St, Zip: E-mail: Bonding Company: N/A Mortgage Lender: N/A Address: _ - Address: NO CBC1257462 WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for- electrical work, plumbing, signs, wells, pools, fufnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 511 Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application 'YrZvS'r"rG�r�'u 20' 0'" MAX FRO Hl C��T ''� ©/� GENERAL E N E RAL NOTES IT IS THE BUILDER'S RESPONSIBILITY TO ENSURE THAT ALL METAL CONNECTORS, V METAL FASTENERS, ANCHORS, AND NAILS ARE THE APPROPRIATE MATERIAL FOUNDATIONS AND/OR HAVE THE APPROPRIATE COATING FOR USE WITH THE DIFFERENT TYPES SOIL UNDER SLABS AND UNDER FOOTINGS TO BE COMPACTED TO AT LEAST 95% OF OF PRESSURE TREATED WOODS, AS PER THE FOLLOWING GUIDELINES. 1. WOOD TREATED WITH DOT SODIUM BORATE(SBX): CONNECTORS SHALL BE A MAX. DRY DENSITY AS DETERMINED BY ASTM- 1557 (MODIFIED PROCTOR) MINIMUM MINIMUM G50 ZINC COATING BEARING CAPACITY 2000 PSF 2. WOOD TREATED WITH ACQ-C OR ACQ-D (CARBONATE) OR OTHER BORATE TERMITE TREATMENT (NON -DOT) TREATMENTS: CONNECTORS SHALL BE A MINIMUM G185 ZINC COATING. STRUCTURAL WOOD FRAMING MEMBERS. (I.E. BLOCKING OR GABLE END BRACING), 3. FOR ALL OTHER COMBINATIONS FOLLOW THE RECOMMENDATIONS OF THE THE SOIL UNDER THIS STRUCTURE SHALL BE TREATED FOR THE PRESERVATIVE WOOD TREATER. PREVENTION OF SUBTERRANEAN TERMITES, OR A PERIMITER TREATMENT 4. STAINLESS STEEL CONNECTORS AND FASTENERS MAYBE USED WITH ALL TYPES (BORACARE) MAY BE USED, IN ACCORDANCE WITH RULES AND LAWS OF PRESSURE TREATED WOOD. ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND PREFABRICATED WOOD TRUSSES CONSUMER SERVICES, MANU'S INSTRUCTIONS, ASSURE ALL DUST AND DEBRIS FROM DRILLING ARE REMOVED WOOD SHALL BE TREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4. 1. ALL PREFABRICATED WOOD TRUSSES SHALL BE SECURELY FASTENED TO THEIR 4. THE PORTIONS OF GLUED -LAMINATED TIMBERS THAT FORM THE STRUCTURAL SUPPORTING WALLS OR BEAMS WITH HURRICANE CLIPS OR ANCHORS.UPLIFT CAST IN PLACE CONCRETE CONNECTORS SUCH AS HURRICANE CLIPS, TRUSS ANCHORS AND ANCHOR BOLTS ARE 1. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF ONLY REQUIRED ON MEMBERS IN WALLS THAT ARE EXPOSED TO UPLIFT OR LATERAL 2500 PSI, A SLUMP OF 4" PLUS OR MINUS 1", AND HAVE 2 TO 4% AIR ENTRAINMENT, FORCES. INTERIOR LOAD BEARING WALLS ARE NOT ALWAYS EXPOSED TO UPLIFT FORCES. AND A MAXIMUM WATER/CEMENT RATIO OF 0.58, THE MEMBERS OF THESE WALLS WOULD NOT NEED TO HAVE CONNECTORS APPLIED. 5. ALL LUMBER SPECIFIED ON DRAWINGS IS INTENDED FOR DRY USE ONLY PLEASE COORDINATE WITH THE TRUSS ENGINEER FOR THE LOCATION OF THESE WALLS 2. ALL REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO AND STRUCTURAL PLANS FOR MORE INFO. ASTM A-615 GRADE 2. TRUSSES SHALL BE DESIGNED BY MWFRS METHODOLOGY FOR LONG SPAN TRUSSES TO 3. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 FOR 6x6xW1.4xW1.4 WWF SHALL BE LAPPED AT LEAST 6" & CONTAIN Af LEAST ONE CROSS WIRE WITHIN DETERMINE UPLIFT AND REACTION VALUES. MEMBER AND PLATE DESIGN TO BE THE 6".FIBERMIX OF EQUAL SPECIFICATIONS MAYS USED IN LIEU OF WWF. CALCULATED BY COMPONENTS AND CLADDING METHOD UNLESS SPECIFIED OTHERWISE BY CENTER OF THE STUD UP TO 1" DIA. SHALL HAVE STUD PROTECTION SHEILDS. ALL TRUSS ENGINEER OF RECORD 4. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH"THE BUILDING CODE 3. PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE REQUIREMENTS FOR REINFORCED CONCRETE" ACI 318 LATEST EDITION, AND LATEST EDITION OF ANSI TPI 1. "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS," ACI 301. 4. BRIDGING FOR PRE-ENGINEERED TRUSSES SHALL BE AS REQUIRED BY TRUSS 5. HORIZONTAL FOOTING BARS SHALL BE BENT MIN. 12 BAR DIAMETERS (EXCLUDING MANUFACTURER UNLESS NOTED ON PLANS BEND) AROUND CORNERS OR CORNER BARS WITH MIN. 24" LAP EXCLUDING BEND 5. TRUSS ELEVATIONS AND SECTIONS ARE FOR GENERAL CONFIGURATION OF AT EACH END SHALL BE PROVIDED. TRUSSES ONLY. WEB MEMBERS ARE NOT SHOWN, BUT SHALL BE DESIGNED BY 6. MINIMUM LAP SPLICES ON ALL REINFORCING BARS SHALL BE 48 BAR DIAMETERS. TRUSS MANUFACTURER IN ACCORDANCE WITH THE DESIGN LOADS. 7. SLAB ON GRADE, REINFORCEMENT SHALL BE SUPPORTED IN PLACE FROM THE TRUSS DESIGN LOADS: CENTER TO UPPER 1/3 OF THE SLAB. TOP CHORD: Lr = 16 PSF BOLTS AND THREADED RODS DL = 7 PSF (SHINGLE TYPE ROOF COVER) 1. ALL BOLTS & THREADED RODS TO BE ASTM A307 OR BETTER (U.N.O.) DL = 15 PSF (LIGHT WEIGHT CLAY TILE ROOF COVER) 2. STEEL BOLTS LESS THAN ONE -HALF-INCH (12.7 mm) IN DIAMETER USED AS DL - 14 PSF (TRUSS OVERBUILD) FASTENERS FOR PRESSURE PRESERVATIVE -TREATED WOOD SHALL BE OF BOTTOM CHORD: DL = 5 PSF HOT -DIPPED ZINC COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE MINIMUM FLOOR DESIGN LIVE LOADS: OR COPPER. FASTENERS SHALL BE IN ACCORDANCE WITH ASTM A 153. A) FLOORS = 40 PSF B) BALCONIES =60 PSF / 100 PSF (IF BALCONY > 100 SQ FT) 3. FASTENERS OTHER THAN NAILS AND TIMBER RIVETS SHALL BE PERMITTED TO BE C) DECKS = 40 PSF D) STAIRS = 40 PSF OF MECHANICALLY DEPOSITED ZINC -COATED STEEL WITH COATING WEIGHTS IN E) BONUS ROOM/GAME ROOMS = 60 PSF U.N.O. ACCORDANCE WITH ASTM B 695, CLASS 55, MINIMUM. MINIMUM FLOOR DESIGN DEAD LOADS: MASONRY WALL CONSTRUCTION A) FLOORS =15 PSF B)BALCONIES =15 PSF 1. HOLLOW LOAD BEARING UNITS SHALL BE NORMAL WEIGHT, GRADE N, TYPE 2, GENERAL LOADING: CONFORMING TO ASTM C90, W/ A MINIMUM NET COMPRESSIVE STRENGTH OF 2000 ATTIC WITHOUT STORAGE = 10 PSF PSI (fm = 1900 PSI) ATTIC WITH LIMITED STORAGE = 20 PSF 2. MORTAR SHALL BE TYPE M OR S, CONFORMING TO ASTM C270 GUARDRAILS / HANDRAILS = 200 LB POINT LOAD / 50 PSF 3. HEAD MORTAR JOINTS AT PRECAST WINDOW SILLS TO BE NO MORE THAN 1". GUARDRAILS IN -FILL COMPONENTS = 50 PSF 4. COARSE GROUT SHALL CONFORM TO ASTM C476 WITH A MAXIMUM AGGREGATE GENERAL TRUSS BRACING & BLOCKING REQUIREMENTS SIZE OF 3/8" AND A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI, -ADDIT'L BRACING & BLOCKING PER BCSI-1 & TRUSS MANUFACTURER'S DWGS 5. VERTICAL REINFORCEMENT SHALL BE A5 NOTED ON THE DRAWINGS WITH CELLS -G.C. TO PROVIDE MIN 2x SYP #2 BLOCKING BETWEEN TRUSSES TO COMPLY W/ APA FILLED WITH COARSE GROUT AND GRADE 40 STEEL. REINFORCEMENT SHALL BE RECOMMENDATIONS FOR MIN. 7/16" OSB SHEATHING PLACED IN CENTER OF MASONRY CELL W/ MIN 1/2" CLEARANCE TO INSIDE FACE. -MIN 2x SYP #2 BLOCKING REQ'D ALONGSIDE TRUSS TOP CHORD @ ROOF HIP/RIDGE 6. VERTICAL REINFORCEMENT SHALL BE HELD IN CENTER OF THE MASONRY/ BLOCK TO PREVENT SHEATHING SPAN FROM EXCEEDING 2FT (NOT REQ'D IF SHEATHING SPAN IS WALL AT THE TOP & BOTTOM & MAXIMUM 8'-0" U.N.O. VERITCALLY. TIES TO THE LESS THAN 2FT). BLOCKING TO TRUSS TOP CHORD w/ (2) 12d NAILS @ 12" O.C. MAX & 4" FROM FOOTING & LINTEL STEEL IS ADEQUATE @ TOP &BOTTOM OF WALL; REBAR EA. END. NOTE: PLYWOOD EDGES @ HIP CORNERS REQUIRE MIN 2x4 SYP #2 BLOCKING w/ (3) POSITIONERS IN MIDDLE OF WALL 12d TOENAILS EACH END. 7. REINFORCING STEEL SHALL BE LAPPED MIN. 25" U.N.O. -TRUSS "X" BRACING: MIN 2x4 SYP #2 AT ANGLE APPROX. 45° FROM VERT. TO EA. TRUSS 8. HOOKS AT THE TOP & BOTTOM OF VERTICAL REINFORCING BARS TO BOND MEMBER w/ (3) 12d NAILS. SPACE "X" BRACING ALONG TRUSS SPAN @ 10'-0" MAX AND EQUALLY SPACED FROM END OF TRUSS "X" BRACING TO START 41 COURSE AND FOOTING TO BE NO LESS THAN 12 BAR DIAMETERS EXCLUDING BEND - M r- 9. 9. EXPANSION TYPE ANCHORS ARE NOT TO BE USED IN BOND COURSE. EMBEDDED GIRDER AND / OR (4) BAYS AFTER GABLE END BRACING. SEE BCSI-133 SECTIONS 1, 2 AND 3 ANCHORS OR EPDXY FASTENED STUDS SHALL BE USED. FOR ADDITIONAL ROOF PLANE PERMANENT BRACING REQUIREMENTS. 10. MASONRY ROUGH OPENING TOLERANCES- 1/4" TO + 1/2" -PERMANENT 2x4 SPF #2 (MIN.) CONT. LATERAL TRUSS BOTTOM CHORD BRACING 11. GROUT STOPS SHALL BE PROVIDED BELOW BOND BEAM. PLASTIC SCREEN, METAL PERPENDICULAR TO TRUSS SPAN AT 15'-0" O.C. MAX W/IN TRUSS SPAN OR PER TRUSS LATH STRIP OR CAVITY CAPS MAY BE USED TO PREVENT THE FLOW OF GROUT INTO DESIGN DRAWINGS. ATTACH W/ (2) 16d NAILS AT EACH TRUSS. OVERLAP BRACING AT LEAST CELLS BELOW. THE USE OF FELT PAPER AS A STOP IS PROHIBITED. ONE TRUSS SPACE (24") PLUS 6" MIN PAST BOTTOM CHORD. 12. TEMPORARY BRACING AND SHORING OF WALL TO PROVIDE STABILITY DURING -INSTALL PERMANENT 2x CONTINUOUS LATERAL BRACE (CLB) ACROSS TRUSS WEBS CONSTRUCTION SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR AS INDICATED ON TRUSS SHOP DRAWINGS & BCSI-B3. ("T" BRACING MAY BE USED I.L.O. 13. DO NOT APPLY UNIFORM LOADS TO MASONRY WALLS FOR (3) DAYS AND NO PEMANENT CLB IF IT EXTENDS MIN. 90% OF THE TRUSS WEB (SEE WEB REINFORCEMENT CONCENTRATED LOADS FOR (7) DAYS. PER CODE ACI 318 LATEST EDITION TABLE WITHIN BCSI-133). 14. DURING CONCRETE POURS, GC TO ADEQUATELY VIBRATE THE FILLED CELL W/ -AT RAISED HEEL TRUSSES, 2x4 SYP #2 (MIN.) AT TOP AND BOTTOM OF HEEL W/ (2) 12d EITHER RODDING OR PENCIL VIBRATOR TO ENSURE PROPER CONCRETE TOENAILS REQ'D. EXT. SHEATHING MUST BE ATTACHED TO RAISED HEEL TRUSS AND CONSOLIDATION. INDICATED BLOCKING. ALTERNATE IF HEEL HEIGHT IS LESS THAN 12" TALL: 2x4 SYP #2 BUILDING TYPE V B BEHIND THE TRUSS VERT. RUNNING FROM TOP TO BOTTOM ACROSS MAX 4 TRUSSES, THEN WOOD CONSTRUCTION BOTTOM TO TOP W/ (2) 12d NAILS AT EACH TRUSS MEMBER (DIAGONAL BRACING) 1. WOOD CONSTRUCTION SHALL CONFORM TO THE NFPA "NATIONAL DESIGN DIAGONAL BRACING REQUIRED AT CLB PER BCSI-B3. 6. THE TRUSS MANUFACTURER SHALL DETERMINE ALL SPANS, WORKING POINTS, BEARING SPECIFICATION FOR WOOD CONSTRUCTION", LATEST EDITION.(NDS) POINTS, AND SIMILAR CONDITIONS. TRUSS SHOP DRAWINGS SHALL SHOW ALL TRUSSES, ALL 2. ALL EXTERIOR WOOD STUD WALLS, BEARING WALLS. SHEAR WALLS AND MISC. BRACING MEMBERS, AND ALL TRUSS TO TRUSS HANGERS. STRUCTURAL WOOD FRAMING MEMBERS. (I.E. BLOCKING OR GABLE END BRACING), SD1 SHALL BE SPRUCE- PINE -FIR OR EQUIVALENT. NO. 2 GRADE SHALL BE USED FIELD REPAIR NOTES REGARDLESS OF SPECIES U.N.O. ON FRAMING PLANS OR DETAILS. END -JOINTED 1. OMITTED REBAR LUMBER IS NOT PERMITTED TO BE USED IN ANY LOAD BEARING (GRAVITY OR WIND) DRILL A 3/4" O HOLE MIN. 6" DEEP AT LOCATION OF OMITTED REBAR, AND INSTALL#5 BAR CONDITIONS. E.O.R. TO REVIEW IF INSTALLED. INTO EPDXY FILLED HOLE. EPDXY TO BE SIMPSON STRONG TIE EPDXY OR EQ. FOLLOW 3. FIELD -CUT ENDS, NOTCHES AND DRILLED HOLES OF PRESERVATIVE -TREATED MANU'S INSTRUCTIONS, ASSURE ALL DUST AND DEBRIS FROM DRILLING ARE REMOVED WOOD SHALL BE TREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4. FROM HOLE W/ COMPRESSED AIR PRIOR TO APPLYING EPDXY. ALLOW EPDXY TO CURE TO 4. THE PORTIONS OF GLUED -LAMINATED TIMBERS THAT FORM THE STRUCTURAL MANU'S SPECIFICATIONS, THEN FILL CELL IN NORMAL WAY DURING BONDBEAM POUR. USE SUPPORTS OF A BUILDING OR OTHER STRUCTURE AND ARE EXPOSED TO WEATHER 30" MIN. LAP SPLICE. NOOKS AT TOP OF BAR TO BE MIN. 12 BAR DIAMETERS(EXCLUDING AND NOT PROPERLY PROTECTED BY A ROOF, EAVE OR SIMILAR COVERING SHALL BEND), BE PRESSURE TREATED WITH PRESERVATIVE, OR BE MANUFACTURED FROM 2. STRAPS/CONNECTOR SUBSTITUTION NATURALLY DURABLE OR (PRESERVATIVE -TREATED WOOD. MAY SUB STRAPS/CONNECTORS w/ STRAPS/CONNECTORS OF EQUAL OR GREATER UPLIFT 5. ALL LUMBER SPECIFIED ON DRAWINGS IS INTENDED FOR DRY USE ONLY & LATERAL RESISTANCE VALUES IN FIELD WITHOUT VERIFICATION, PROVIDED ALL (MOISTURE CONTENT 19% OR LESS), U.N.O. ALL WATERPROOFING AND FIRE SAFETY MANUFACTURER'S INSTALLATION INSTRUCTIONS ARE FOLLOWED. SYSTEMS ARE THE RESPONSIBILITY OF THE CONTRACTOR AND ARE TO BE 3. STAIR CONSTRUCTION DESIGNED AND DETAILED BY OTHERS, 2X12'5 MAY BE USED ILO TIMBERSTRANDS FOR STAIR STRINGERS. RIM BOARDS MAY BE 6. ANY WOOD FRAME INTERIOR BEARING WALL STUDS THAT HAVE HOLES IN THE USED FOR RISERS & TREADS ILO 2x12'S (SEE GEN. STAIR DETS FOR ADDIT'L INFO.) CENTER OF THE STUD UP TO 1" DIA. SHALL HAVE STUD PROTECTION SHEILDS. ALL 4. METAL STUD SUBSTITUTION HOLES OVER 1" IN DIA FOR PLUMBING LINES, ETC. SHALL BE REPAIRED WITH WOOD STUDS MAY BE SUBBED w/ METAL STUDS IN NON -LOAD BEARING WALLS SIMPSON HSS2 STUD SHOES, TYP U.N.O. 5. OMITTED J -BOLT 7. MANY OF THE PRESSURE TREATED WOODS USE CHEMICALS THAT ARE -1/2" ALL THREAD ROD w/ 2" x 2" SQ. WASHER DRILL & EPDXY w/ SIMPSON SET EPDXY WITH CORROSIVE TO STEEL. IT IS THE BUILDER'S RESPONSIBILITY TO VERIFY THE TYPE MIN. 7" EMBEDMENT. OF WOOD TREATMENT AND TO SELECT APPROPRIATE CONNECTORS THAT RESIST -1/2"4" SIMPSON TITEN HD THREADED ANCHORS W/ LBP1/2 WASHER MAY BE USED ILO 1/2" CORROSION, FOR EXAMPLE. ACQ-C, ACQ-D, CBA -A OR CA -B REQUIRE HOT -DIPPED J -BOLT. TAPGON FASTENERS MAY BE USED ILO SIMPSON TITENS GALVANIZED OR STAINLESS STEEL FASTENERS. DOR SODIUM BORATE (SBX) DOES 6. MORTAR JOINTS NOT. -FOR BED JOINTS 1/74", GROUT FILL CELLS IN BLOCK AFFECTED (NO VERT. REINF. REQ'D) 8. ALL EXPOSED WOOD OR WOOD IN CONTACT WITH EARTH, CONCRETE OR -FOR HEAD JOINTS GREATER THAN 3/4", GROUT FILL CELL IN BLOCK AFFECTED ON MASONRY IS TO BE PRESSURE TREATED. EA.SIDE OF JOINT. PROVIDE (1) #5 VERT. REINF. IN EA. CELL CONT. PER PLAN. 9. UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE OR "*EXCEPTION: IF TIE BEAM COURSE AND ADJ. TWO COURSES BELOW, AS WELL AS 1st (2) MASONRY. SEAT PLATES SHALL BE PROVIDED AT BEARING LOCATIONS WITHOUT COURSES FROM FND. HAVE HEAD JOINTS WHICH FALL W/IN THE SPECIFIED TOLERANCES, WOODEN TOP PLATES. THE ADDED VERTICAL REINFORCEMENT ISNOT REQ'D TO BE EPDXIED INTO TIE BEAM/FTG 10. SEE PLAN FOR BUILT UP STUD COLUMN AND BEAM NAILING PATTERNS -FOR BLOCKS NOT STAGGERED, GROUT FILL CELL EA. SIDE OF JOINT AND PROVIDE (1) #5 ENGINEERED LUMBER VERT. REINF. IN EA. CELL; CONT. PER PLAN. ALL ENGINEERED LUMBER IS TO HAVE THE MINIMUM DESIGN 7. OVERHANGING CMU WALL VALUES AS FOLLOWS: -FOR CMU OVERHANGING FOUNDATION <1/2", NO FIX IS REQ'D POUR TIEBEAM & VERT. COLUMNS BEAMS STUD CELLS PER PLAN: z z z E =1,700,000 Ib/in U.N.O. E = 2,000,000 Ib/in U.N.O. E = 1,500,000 Ib/in U.N.O. -FOR CMU OVERHANGING FOUNDATION FROM +1/7-1-1/8", GROUT FILL FIRST (3) COURSES 1N WALL ALONG AREA AFFECTED & TIE BEAM AND VERTICAL CELLS PER PLAN Fb = 2650 Fb = 3000 Fb = 2200 -FOR CMU OVERHANGING FOUNDATION OVER 1-1/8", CONTACT EOR FOR REPAIRS. Ft = 1650 Ft = 1700 Ft = 1500 STRUCTURAL STEEL Fc 11= 3000 Fc 11= 3000 Fc 11= 2100 1. MATERIAL SPECS: WIDE FLANGE SECTIONS: ASTM A992, GRADE 36, Fy=36 KSI. TUBE Fc j = 450 Fc j = 900 Fc j = 450 STEEL (HSS): ASTM A500, GRADE B, Fy = 46 KSI, PIPE STEEL: ASTM A53, TYPE E OR S, Fy = 35 KSI. ALL OTHER STRUCTURAL & MISC. STEEL: A36 Fy=36 KSI. Fv = 285 Fv = 285 Fv = 150 2. STRUCT. CONNECTIONS: ALL STRUCT. BOLTS TO BE A325N U.N.O. ALL A325N BOLTS WOOD BEARING SURFACES ARE TO BE SYP#2 OR BETTER END GRAIN SHALL BE AT "SNUG -TIGHT" CONDITION AS DEFINED IN THE SPEC. SLIP CRITICAL (SC) CONDITION U.N.O. BOLTS MUST BE FULLY TENSIONED PER SPEC STRUCT. BOLTS SMALLER THAN 5/8" DIA. CEILING CONSTRUCTION TO BE A307 THREADED ROD & CONFORM TO A36 OR A307 ANCHOR BOLTS SHALL CONFORM TO ASTM F1554 ALL BOLTS CAST IN CONCRETE: ASTM A36 OR ASTM A-307 1. USE 1/2" CEILING OR SAG RESISTANT BOARD FOR 24" O.C. FRAMING UNLESS SHOP AND FIELD WELDS: E70XX ELECTRODES STEEL REINF.T SHOP DWGS TO BE OTHERWISE SPECIFIED. PROVIDED TO EOR BEFORE FABRICATION FOR REVIEW AND APPROVAL. WELDED 2. 5/8" TYPE "X" GYPSUM BOARD SHALL BE USED ON CEILING IN GARAGE WHEN CONNECTIONS: ELECTRODES - E70XX UNO (LOW HYDROGEN). FILLET WELDS SHALL BE LIVING SPACE IS ABOVE THE GARAGE. 3/6' LINO, 3. SUBMIT SHOP DWGS INDICATING ALL SHOP AND ERECTION DETAILS INC. PROFILES, SIZES, SPACING, & LOCATIONS OF STRUCTURAL MEMBERS, CONNECTION ATTACHMENTS, FASTENERS, LOAD, AND TOLERANCES. 4. STRUCTURAL STEEL SHALL RECEIVE SHOP COAT OF PRIMER (COLOR AS DIRECTED BY DESIGN PRESSURES WIND DESIGN LOAD INFORMATION WIND SPEED (ULTIMATE) 139 mph WIND SPEED (ALLOWABLE) 108 mph WIND EXPOSURE C RISK CATEGORY II BUILDING TYPE V B ENCLOSURE CLASSIFICATION ENCLOSED INTERNAL PRESSURE COEFFICIENT +/-0.18 S4 WIND PRESSURE & SUCTION EFFECTIVE NOTES &CONNECTOR LEGEND S4.2 (PSF) WIND LINTEL PLAN SD1 (+) VALUE DENOTES PRESSURE AREA (SQ FT) GENERAL DETAILS SD3 VALUE DENOTES SUCTION AREA G O 10 (+) 29.7 (+) 29.7 ST1 - 32.1 - 39.6 20 (+) 28.3 (+) 28.3 1 (-) 30.8 - 37.0 50 (+) 26.6 (+) 26.6 3 - 29.1 (- 33.5 100 (+) 25.2 (+) 25.2 5 - 27.7 - 30.8 GARAGE DOORS 9'-0" x T-0" 16'-0" x T-0" (+) 22.3 + (-) 27.7 (-) 23.8 WIND PRESSURE/ SUCTION DIAGRAM 5 5 `I 4 a I 5 5 J✓' Pa STANDARD DESIGN PRESSURE NOTES 1. ASCE 7-10 WALL DESIGN ALLOWABLE COMPONENTS AND CLADDING WIND PRESSURES AND SUCTIONS PER FLORIDA BUILDING CODE 5th EDITION (2014). WIND SPEED IS BASED ON LINEAR INTERPOLATION FOR THIS SITE. 2. MEAN ROOF HEIGHT FOR A TYPICAL SINGLE STORY HOME IS 15FT, 2 STORY HOME IS 30FT 3. MULTIPLY THE ABOVE PRESSURES BY 1.67 TO GET ULTIMATE WIND PRESSURES. 4. "a" = END ZONE IS ONLY W/IN V-0" OF ALL EXTERIOR BUILDING CORNERS. 5. INDICATED PRESSURES CAN BE INTERPOLATED FOR OTHER DOOR SIZES, OTHERWISE USE LOAD ASSOCIATED WITH THE LOWER EFFECTIVE AREAS. 6. DESIGNATED AREAS WHERE THE ULTIMATE WIND SPEED IS 140 MPH OR GREATER IS CONSIDERED TO BE IN THE WIND -BOURNE DEBRIS AREA. OPENING PROTECTION REQUIRED. REFER TO SECTION R301.2.1.2 OF THE RESIDENTIAL CODE FOR SPECIFICATION REQUIREMENTS OF THE USE OF WOOD STRUCTURAL PANELS. REFER TO TABLE R301.2.1.2 FOR ATTACHMENT SPECIFICATIONS INDEX OF DRAWINGS SHEET. SHEET TITLE S1 STRUCTURAL NOTES S2 FOUNDATION PLAN S3 DOWEL PLACEMENT PLAN S4 FIRST FLOOR FRAMING PLAN S4.1 NOTES &CONNECTOR LEGEND S4.2 ROOF FRAMING PLAN S5 LINTEL PLAN SD1 FOUNDATION DETAILS SD2 GENERAL DETAILS SD3 GENERAL DETAILS SD4 GENERAL DETAILS SD5 TWO STORY DETAILS SD6 TWO STORY DETAILS ST1 STAIR DETAILS UPDATES NUMBER DATE DESCRIPTION 1 2/7/2017 UPDATED PLAN TO INCLUDE ELEV C W/ BFS TRUSSES PER LOT TB -296 2 3/1/2017 UPDATED PLAN TO INCLUDE ELEV B W/ BONUS W/ BFS TRUSSES PER LOT T6-148 3 3/2/2017 UPDATED PLAN TO INCLUDE ELEV B STD W/ BFS TRUSSES PER LOT TB -191 4 3/15/2017 UPDATED PLAN TO INCLUDE ELEV A STD W/ BFS TRUSSES PER LOT TB -290 5 .7/25/2017 UPDATED PLAN TO BFS TRUSSES AND EXP -139E - PER LOT TB -306 (DK/CFG/JV) UNDER STAIR PROTECTION ARCHITECT) EXCEPT FOR AREAS WHICH WILL RECEIVE SPRAY -ON FIRE PROTECTION. 1. ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER STAIR 5. A CERTIFIED TESTING AGENCY SHALL BE ENGAGED TO PERFORM INDUSTRY STANDARD SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH 1/2 -INCH INSPECTIONS TO ENSURE CONFORMANCE WITH PLANS AND SPECS (IF PROVIDED). (12.7MM) GYPSUM BOARD. SUBMIT REPORTS TO ARCHITECT AND ENGINEER. COPYRIGHT MCD 2014: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited. RECORD COPY >wDING WALL LEGEND w 1— <-- M = 9'-4" T.O.M. = INTERIOR/EXTERIOR O r BEARING WALLS VERIFY HGT. W/ ARCHITECTURAL PLAN U.N.O. 2 O Z U) _O5; 1-- w LL tY Oz w ry U- LU Ljrn CLP Lu oD If z o •®°••®•®•e•®•®� ® 0 m L.LL 111 04 S1 `./ O SD5 1 m �n �> o _ N N N N M V LO Lr) LO LO Il) (D�p ti N 00 O O w OIL O O O O O O O O O O O O O O O O O O O 8 O O O O r r Q Q d M U LL t LL LL LL. LL LL LL LL LL LL LL LL U. LL LL LL LL LL. �/ ad Jjdj� N ■ U r -1 J05 o z r N L_ J S1 J06 Z F- � SD2 G��g10 U S1 J07 Z L_ J J07 � o 1.0 �/ . J07 Q, BW1 FL— LD0 + ■ J05 BW4 of F1 SD4 � VolID Z Q F1 = = - BW4 D S1 J06 A H2X12 SIM. —� SD6 Z 1/3 -POINT BLOCKING BW1 = III ;? f n (D U REQUIRED. H2X$ J22 Il W A ■ �I F13 I-- -I- --- ------__ Z co�z�nP J23 Z Q3E 9 J23 1.� td LL Zoo CJ 5 J23 0 << E J23 rC j r r a Lu 0 Z F -O O J23 J LL Uj J22 W f J06 J05on _.-------- .+ ��r r r r r r r r r r- r r r r v Q 0� 0 IN 0 0 CD r0 U LL LL LL LL LL ILL LL LL LL LL LL LL LL LL U � 0 O o y1100 Q SD5 DO 1 O C SD2 F— M �Qw °°°Q M N �JLn I— w �.,.— �' - QOZ �pCLHCH » STRUCTURAL ENG: CFG / BAD ING DRAFTING: -STRUCT: TNA / DJ rap QC CHECK: CC J�PAR� JOB No. ^ TM - 2171184 SCALE_ AS INDICATED FIRST FLOOR FRAMING PLAN DATE: 07/27/2017 NOTE: SEE PAGE S4.1 FOR NOTES AND CONNECTOR LEGEND 1i4"=11 -o11 � COPYRIGHT MCD 2014: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN OF WMR & ASSOCIAT ES, LLC is strictly prohibited. #1°r -2o9 54