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I III 1. 9#iFAaA'AI AIIH9llR99lRfglliA1111 A`S: II.I.L. , I I A o � Q s > 3 _ W Uj _WZaw Ho:V C] a 0 in ►- Lj LLJ L> Q W QZm 0 W V=WOp�W�N •0 POINT ~ wtH W-1-WEST O+ T-jz� R d Pereyr esi ence NGINEERING 1 5939 12th Street = u:z 771 P.O. BOX 360035 ='�� w Q v ,% , Zephyrhills FL 33542 TAMPA FL 33673-0035 -s�- o,..� PHONE: (813) 232-1997 ®''® call 0 � (727) 255-3658 FAX: (813) 232-1998 www.flackdesigns.com grover@flackdesigns.com �o U1 W GENERAL NOTES CODE INFO D RAW I N G LIST 1. CODES AND REFERENCES 6. WOOD FRAMING 1 COVER SHEET 1.1 FLORIDA BUILDING CODE - SIXTH EDITION (2017), RESIDENTIAL 6.1 DIMENSIONED LUMBER SHALL BE DRESSED S4S, AND SHALL BEAR THE GRADE STAMP OF THE 2 FOUNDATION PLAN 1.2 AMERICAN CONCRETE INSTITUTE OF STRUCTURAL CONCRETE (ACI 318) MANUFACTURER'S ASSOCIATION. THIS PLAN IS DESIGNED FOR 1.3 AMERICAN CONCRETE INSTITUTE OF MASONRY STRUCTURES 6.2 ALL LUMBER SHALL BE SOUND, SEASONED, AND FREE FROM WARP. 3 FLOOR PLAN (ACI-530/1/ S 402 AND SPECIFICATIONS FOR MASONRY STRUCTURES) 6_3 FRAMING WALLS AND COLUMNS COMPLIANCE WITH THE "FLORIDA 4 ELEVATIONS AND ROOF PLAN m� (ACI 530 1/ASCE 6/TMS 602) 6.3.1 MINIMUM OF 3 PLY STUD COLUMNS TO BE INSTALLED AT BEAM OR GIRDER TRUSS BEARING IS 1.4 AMERICAN SOCIETY OF CIVIL ENGINEERS MINIMUM DESIGN LOADS FOR BUILDINGS LOCATIONS. UNLESS NOTED OTHERWISE. c M I AND OTHER STRUCTURES (ASCE-7) 6.3.2 S.Y.P. #2 GRADE OR BETTER FASTEN PLYS TOGETHER USING 16d COMMON NAILS 6" O.C. AS BUILDING C DE6th EDITI N(2017)i� 5 ELEVATION TRUSS PLAN"o1.5 SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL EACH MEMBER IS APPLIED U.N.O. 6 ELECTRICAL PLAN m STEEL FOR BUILDINGS LATEST EDITION 6.3.3 4 PLY OR AND LARGER STUD COLUMNS SHALL BE FASTENED TOGETHER AS STATED ABOVE C S ,4 1.6 DESIGN SPECIFICATION FOR LIGHT METAL PLATE CONNECTED WOOD TRUSSES BY PLUS CS16 COIL STRAPPING WRAPPED AROUND COLUMN WITH A 4" END CAP AT 16" O.C. OR 7 CONSTRUCTION DETAILS s 1/2" THRU BOLTS AT 24" O.C. THE TRUSS PLATE INSTITUTE (TPI) LATEST EDITION O p , Z x 1.7 NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NDS) LATEST 6.3.4 ALL FRAMING LUMBER SHALL BE #2 SPRUCE -PINE -FIR OR BETTER U.N.O. 8 CONSTRUCTION DETAILS a o � EDITION 6.3.5 INTERIOR LOAD BEARING (IF APPLICABLE) WALLS SPACED AT 16" OC AND LESS THAN 8'-0 IN H = 1.8 AMERICAN PLYWOOD ASSOCIATION DESIGN / CONSTRUCTION GUIDE. (APA) LATEST HEIGHT SHALL BE STUD GRADE, SPRUCE -PINE -FIR OR BETTER. EDITION 6.3.6 INTERIOR NON -LOAD BEARING WALLS SHALL BE UTILITY GRADE OR BETTER. PASCO COUNTY C� 6.3.7 INSTALL BLOCKING IN ALL WALL STUDS OVER V-0 @ MID -HEIGHT, AND SHEATHING 2. DESIGN CRITERIA JOINT. BRACE GABLE END WALLS AT 4'-0 O.C. AS SHOWN IN DRAWINGS 8 4 0 8 MILES 2.1 ROOF LOADING LIVE 20 PSF c@ 1.25 DURATION FACTOR 6_4 ALL LUMBER IN CONTACT WITH MASONRY OR CONCRETE SHALL BE PRESSURE TREATED OR 140 MPH W-- 30 PSF @ 1.33 DURATION FACTOR NATURAL DURABLE WOOD. DEAD 17 PSF FOR SHINGLE 6.5 PRESSURE TREATED LUMBER SHALL BE IMPREGNATED WITH A CCA SALT TREATMENT IN LL WORK SHALL COMPLY WITH P�EVA�� 75 25 PSF FOR TILE ACCORDANCE WITH F.S. 11-W-571 AND BARE THE AMERICAN WOOD PRESERVES INSTITUTE CODES FLORIDA BUILDING CODES 301 H W 2.2 FLOOR LOADING LIVE 40 PSF @ 1.00 DURATION FACTOR EQUALITY MARK LP-2. NATIONAL ELECTRIC CODE, DEAD I5 PSF 6.6 SHEATHING A.P.A. RATED SHEATHING EXTERIOR GRADE. ALL ROOF SHEATHING TO BE INSTALLED AND THE CITY OF ZEPHYRHILLS a►r 2.3 BALCONY LOADING LIVE 60 PSF WITH ORDINANCES ice' DEAD 15 PSF PLY CLIPS (MAX. 24 O.C.) (SEE PLAN FOR SHEATHING THICKNESS) FOR ALL SHEATHING 2.4 FOR FLOORING MATERIALS HAVIER THAN 5 PSF, CONTACT ENGINEER FOR ATTACHMENT SEE TYPICAL NAILING SCHEDULES. RECOMMENDATIONS 6.6.1 ROOF: SHINGLE, 7/16" MIN. THICKNESS SUPPORTED OVER 24" MAX. SPAN TILE: 1/2" MIN. 52 THICKNESS SUPPORTED OVER 24" MAX. SPAN 14 2_5 WIND LOADING 6.6.2 WALL: 7/16" MIN. THICKNESS SUPPORTED OVER 24" MAX. SPAN g� SEE TABLE FOR CRITERIA 6.6.3 FLOOR: CARPET, VINYL, WOOD, REVIEW DAT DEAD MAXIMUM 10 PSF FOR SHINGLE V ETC. 3/4" T&G MIN. THICKNESS SUPPORTED OVER 24' MAX. CITY OF CT1 587 140 MPH 41 SPAN CERAMIC TILE, MARBLE: SEE MFG. RECCMMENDATIONS.R� 15 PSF FOR TILE 6.7 ALL NAILING AND BOLTING SHALL COMPLY WITH AMERICAN INSTITUTE OF TIMBER ��'.. 3. SOIL CONSTRUCTION REQUIREMENTS. ALL NAILS EXPOSED TO THE EXTERIOR SHALL BE - GALVANIZED. 3_1 MINIMUM ALLOWABLE BEARING PRESSURE TO BE 2,000 PSF U.N.O. 6.8 ALL CONNECTION HARDWARE SHALL BE GALVANIZED AND SUPPLIED BY SIMPSON STRONG TIE E 3.2 SECTION 1804.1.8 AREA UNDER FOUNDATION SLAB, TO 95 % COMPACTION ~ CO., USP, KC METAL, OR EQUIVALENT. SUBMIT CUT SHEETS FOR ALL CONNECTION HARDWARE Ouo 00 3.3 THE FOUNDATION SYSTEM FOR THE ATTACHED PROJECT IS DESIGNED FOR A TO ENGINEER FOR APPROVAL. ALL NAIL HOLES SHALL BE FILLED OR AS PRESCRIBED BY THE 5 54 c � MINIMUM ALLOWABLE BEARING PRESSURE OF 2,000 PSF U.N.O. MANUFACTURER. m M 6.9 BRACING: TEMPORARY BRACING OF THE ROOF SYSTEM SHALL BE INSTALLED PER HIB-91 N Ln RECOMMENDATIONS AND SHALL BE UTILIZED AS THE PERMANENT BRACING FOR THE ROOF 14 MPH Y Ln 4. CONCRETE SYSTEM U.N.O. N 4.1 OPERATION INSTALLATION AND PROCEDURE TO COMPLY WITH ACI STANDARDS 6.10 ALL WOOD FRAMING SHALL BE IN COMPLIANCE WITH THE LATEST NDS EDITION FOR WOOD �J N 4.2 CONCRETE & MINIMUM COMPRESSIVE STRENGTH OF 3000 psi AT 28 DAYS (U.N.O.) CONSTRUCTION. CNJ 4.3 REINFORCEMENT REBARS ASTM A615 GRADE 40 U.N.O. E `.. 4.4 WELD WIRE FABRIC (WWF ASTM A185) RETROFIT NOTES: on 4.5 LAP SPLICES AND HOOKS SEE TABLE. MISSING DOWELS: WHERE FOOTING DOWELS ARE PLACED INCORRECTLY OR MISTAKENLY ELIMINATED. REPLACE DOWEL AT PROPER LOCATION WJ GRADE 40 #5 BAR INSTALL IN SLAB Wj 5" MIN. EMBEDMENT, USE EPDXY BUILDING4_6 5" MAX. SLUMP GROUT. TABULATION 5 MASONRY MISSING TRUSS ANCHORS' TRUSSES WHICH ARE PLACED SUCH THAT AN EMBEDMENT ANCHOR IS MISPLACED 5.1 MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM TO ALL REQUIREMENTS OR MISSING MAY BE FASTENED TO THE MASONRY BOND BEAM USING ONE SIMPSON KTSM16 W/ (4) 1/4N21/4" OF, "SPECIFICATION FOR MASONRY STRUCTURES (ACI 530.1/ASCE 6/TMS 602), TITEN SCREWS AND 7-10 D NAILS IN TRUSS. MAS CAP IS 840 "PUBLISHED BY THE MASONRY SOCIETY, BOULDER, COLORADO: THE AMERICAN MISSING ANCHOR BOLTS AT BEARING WALL: CONCRETE INSTITUTE, FARMINGTON HILLS, MICHIGAN: AND THE AMERICAN SOCIATEY OF CIVIL ENGINEERS, RESTON, VIRGINIA: EXCEPT AS MODIFIED BY THE EXTERIOR BEARING WALL: REQUIREMENTS OF THESE CONTRACT DOCUMENTS. IN ADDITION TO THE GENERAL PLACEMENT REQUIREMENT: 5.2 GENERAL SPECIFICATION FOR MASONRY STRUCTURES 5.2.1 TESTING OF FIELD MATERIALS FOR QUALITY CONTROL IS NOT REQUIRED BY 1.) 5/8"o x 6" EMBEDMENT SIMPSON TITEN HD ANCHORS SPACED A MAXIMUM OF 24" O.C. ENGINEER FOR THIS PROJECT. INTERIOR BEARING WALL: 5.2.2 COMPRESSIVE STRENGTH REQUIREMENT IS fm=1500 PSI IN ADDITION TO THE GENERAL PLACEMENT REQUIREMENT: 5.2.3 DETERMINATION OF COMPRESSIVE STRENGTH IS THE ALLOWABLE STRESS METHOD 5.2.4 UNIT STRENGTH METHOD IS NOT APPLICABLE 1.) 5/8"o x 6" EMBEDMENT SIMPSON TITEN HD ANCHORS SPACED A MAXIMUM OF 48" O.C. IF 5.2.5 QUALITY ASSURANCE IS NOT APPLICABLE RESISTING UPLIFTT LOADS OR 31/2" EMBEDMENT AT 48" O.C. IF RESISTING GRAVITY LOADS 5.3 PRODUCAR MATERIRTS 5.3.1 MORTAR MATERIALS SHALL BE TYPE M OR S GRAY MORTAR 5.3.2 MASONRY UNIT MATERIALS SHALL BE 1900 PSI MIN. CONCRETE MASONRY UNIT. 5.3.3 REINFORCEMENT, PRE -STRESSED TENDONS, AND METAL ACCESSORIES SHALL BE 40 KSI REBAR (MIN.). 5.3.4 WELDED WIRE FABRIC TO BE INSTALLED AS SPECIFIED ON PLAN SET. 5.3.5 STAINLESS STEEL IS NOT APPLICABLE. 5.3.6 COATING FOR CORROSION PROTECTION IS NOT APPLICABLE. 5.3.7 CORROSION PROTECTION FOR TENDONS IS NOT APPLICABLE. 5.3.8 PRE -STRESSING ANCHORAGE, COUPLERS, AND END BLOCKS ARE NOT APPLICABLE. 5.3.9 JOINT FILLERS ARE NOT APPLICABLE. 5.3.10 LINTELS TO BE BY CAST-CRETE UNLESS NOTED OTHERWISE. 5.4 EXECUTION 5.4.1 PIPES AND CONDUITS ARE NOT APPLICABLE. 5.4.2 ACCESSORIES ARE NOT APPLICABLE. 5.4.3 EXPANSION AND CONTROL JOINTS SHALL BE AS INDICATED IN PLAN SET. LIVING AREA 11bbb S.F. GARAGE AREA 389 SA F■ ENTRY AREA 39 S.F. CD U N +., Ln -� C M LL N � r4 M A f TOTAL SQ. F7. 11983 S.F. NOTE: AI 145 VERTICAL REFER TO APPENDIX "E" OF THE FBC 6th EDITION (2017) AND COMPLY WITH ALL "PASSIVE RADON WHILE THESE PLANS HAVE BEEN THESE PLANS ARE THE PROPERTY IN FILLECELL DATE SHEET NAME SHEET OF THE NAMED OWNER, ANY OCt 7 2020 COV2T RESISTANCE NEW RESIDENTIAL BUILDING CONSTRUCTION" CHECKED FOR ACCURACY, IT IS THE REPRODUCTION WITHOUT WRITTEN A, 245 VERTICALS BUILDERS RESPONSIBILITY TO VERIFY IN FILLED CELL AUTHORITY IS EXPRESSLY ALL DIMENSIONS IN THE FIELD... DRAWN BY CALE DO NOT SCALE THESE PLANS FORBIDDEN, AND MAY RESULT IN SHEAR RESISTANT COPYRIGHT INFRINGEMENTS. COMPONETS GCF 139 M.P.H. WIND ZONE THIS STRUCTURE HAS BEEN DESIGNED AS AN ENCLOSED STRUCTURE IN ACCORDANCE WITH SECTION 1609 OF THE FLORIDA BUILDING CODE 6th EDITION (2017). STRUCTURES LOCATED IN A DEBRIS BORN AREA REQUIRES IMPACT GLASS OR SHUTTERS. ALL EXTERIOR WINDOWS AND GLASS DOORS ARE REQUIRED TO BE TESTED IN ACCORDANCE WITH ANSI/AMMA/NWWDA 101/IS2 STANDARD AND BEAR AN AMMA OR WDMA LABEL IDENTIFYING THE MANUFACTURER, PERFORMANCE CHARACTERISTICS AND APPROVED PRODUCT TESTING ENTITY. ALL GARAGE DOORS SHALL HAVE MINIMUM DESIGN PRESSURES OF +18.5 /-21 PSF COMPONENTS AND CLADDING WIND LOADS FOR BUILDINGS WITH A MEAN ROOF HEIGHT OF 30 FEET. WIND EXPOSURE B RISK CATEGORY II INTERNAL PRESSURE COEF. (GCPI) +/- 0.18 (ENCLOSED) WIND SPEED V "" 139 MPH (3 SEC GUST) WIND SPEED Vasd 108 MPH EXPOSURE ADJUSTMENT FACTOR 1.00 ROOF SLOPE: 0-27 DEGREES MEAN ROOF HEIGHT: 30' AREA A IS 2.5 FT MINIMUM SQFT ROOF COMPONENTS WALL COMPONENTS ZONE 1 ZONE 2 ZONE 3 ZONE 4 ZONE 5 10 12.2/-19 12.2/-33 12.21-49 21.2/-22 21.2/-28 20 11.1 / -18 11.1 / -31 11.1 / -46 20.2 / -22 20.2 / -22 SO 10/-18 10/-27 10/-42 19/-20 19/-20 100 10/-17 10/-24 10/-39 18/-33.0 18/-19 500 15.8/-17 15.8/-17