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HomeMy WebLinkAbout103 Bristol Cir #16-2814- additionCITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION VV lea don v. 2016 'Documented Construction Value: $U, Job Address: ( A)op— !I 6a)&[f)b c;2e12 -Sc, historic District:. Yes ❑ No,k Parcel Ill: �'"J- .2 - 31- .5o is DOM — l tftf 0 Residential A Commercial ❑ Type of Work: New L Addition ❑ Alteratiou ❑ Repair ❑ I Demo ❑ Change of Use 11 Move Description of Work: /-AjcZosG 4e, WN W'P -jo C`k.etrl2 cteL�.f�o�;t 15'/)A0e, ( h0d,�- Plan Review Contact Person: Title: 0��s�i<ut2� Phone: y D 7_'1 to s -t Fax: Email: 11✓16.5) x O ,L ed wt �J,�,61- 330 n�3 ;ISI r Property Owner Information Name ✓M' /) QE /��. it .� v5� �1 Q • Phone: 407- Gell Ott' Street: //)? 1(mb, Rgls--o1. &JXd-e- Resident "of::" ;pt;operty;� City, State Zip: CoRJ Fl. 3-2,-7-13 Name Street NM Contractor Information"`"" '"'' ' Phone: Fax: City, State Zip: State License No.: Aonumolh Arc'hitect/Engineer Information Name: A-be,31nl 9'6110 . jAle v Street: gDI7. V11.. FrRS} S�n�e 1 City, St, Zip: SA,%jCouA -Flox. k 3z111 Phone: �/ 07 -' Rr)q - Ri00 Fax: LJ �7 g 9 - 0°116 E-mail: A0eab0tx-,c dwlc&4,ee wwvv, Bonding Company: AiA Mortgage Lender: Address: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENTMAY RESULT IN YOUR PAYING 'TWICE FOR IMPROVEMENTS TO YOUR PROPER'T'Y. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POS'T'ED 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 perforuted to meet standards of all laws regulating construction in this jurisdiction, t understand that a separate permit must be secured for electrical work, plumbiug, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect its of that date: 5"' Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application r AM I I] :I AERIAL IMG. dditi 103 Bristol Circle Sanford, FI PROJECT LOCATION LEGAL DESCRIPTION LOT 144 OF BRYNHAVEN FIRST REPLAT. ACCORDING TO THE PLAT THEREOF RECORDED IN PLAT BOOK 37, PAGES 20 AND 21, OF THE OFFICIAL RECORDS OF SEMINOLE COUNTY, FLORIDA o n DRAWING INDEX CO COVER SHEET SP SITE PLAN 1 FLOOR EXISTING AND DEMOLITION PLAN 2 FOUNDATION AND FLOOR PLAN 3 EXTERIOR ELEVATIONS 4 ROOF PLAN E1 ELECTRICAL FLOOR PLANS SN STRUCTURAL NOTES S1 STRUCTURAL DETAILS VICINITY MAP g` #ROVED PLAN Ok to enclose the existing 12' x 24' footprint to create additional living space as shown on plan per variance granted on September 14, 2016. Approval subject to conditions stipulated in approved variance letter. RECORD COPY REVIMIED PCR CGDE COMPLIANCE PLANS EXAMINEH DATE a FQRD BUILDING DIVISION A PERMIT ISSUED SHALL BE CONSTRUED TO BE A LICENSE TO PROCEED WITH THE WORK AND NOT AS AUTHORITY TO VIOLATE, CANCEL, ALTER OR SET ASIDE ANY OF THE PROVISIONS OF THE TECHNICAL CODES, NOR SHALL ISSUANCE OF A PERMIT PREVENT THE BUILDING OFFICIAL FROM THEREAFTER REQUIRING A CORRECTION OF ERRORS IN PLANS, CONSTRUCTION OR VIOLATIONS OF THIS CODE #16-2814 `i� (D cD E Q� o L N 00 ON U �,0)a N _J 00 c O � j q C C ti O c) c a X CD M 1-_ 14- C M a U z` it 9 <' m 7 7. 1!• � t" t r s y; 4 title: 1(I.'i 1v� mac ILI 1\1I I')\ ItiQTAVII�t z _O 0 Q L1J U) O m LLQ 0 COVER project no checked drawn: date: N scale N z 0 IL 0 M ti N C'7 J LL O LL z Q U) W J U W1 O F- U) N 0 V_ 2016476 AB 08-17-16 AS SHOWN The structural design of this building is in accordance with the FLORIDA BUILDING CODE 5TH EDITION (2014) RE 3IDENTIAL and is certified as such. L tt. N N ? a) 1(I.'i 1v� mac ILI 1\1I I')\ ItiQTAVII�t z _O 0 Q L1J U) O m LLQ 0 COVER project no checked drawn: date: N scale N z 0 IL 0 M ti N C'7 J LL O LL z Q U) W J U W1 O F- U) N 0 V_ 2016476 AB 08-17-16 AS SHOWN The structural design of this building is in accordance with the FLORIDA BUILDING CODE 5TH EDITION (2014) RE 3IDENTIAL and is certified as such. AREA OF WORK ----------------------------------------- EXISTING/DEMOLITION FLOOR PLAN 1/4" = 1'-0" DEMOLITION NOTES XX - 1. EXISTING DOOR TO BE REMOVED. 2. EXISTING WINDOW TO BE IN -FILLED. REFER TO SHEET # FOR DETAIL. 3. EXISTING SCREEN ENCLOSURE TO BE REMOVED. A. EXISTING PAD TO BE REMOVED PER OWNER DISCRETION. 5. EXISTING SLAB TO BE SAW CUT TO RECEIVE NEW FOOTING; REFER TO SHEET # FOR DETAIL. 6. EXISTING FLOOR TO REMAIN. 7. EXISTING WALL TO REMAIN. 6. EXISTING FLOOR FINISH REMOVED AND OR DAMAGES TO BE REPLACED AND SHALL MATCH EXISTING ADJACENT FLOOR FINISHES. 9. EXISTING WINDOW TO REMAIN 10. G.C. TO VERIFY IF EXISTING CLEAN OUT / PIPE WILL BE RELOCATED OR REMAIN PER OWNER DISCRETION. 11. EXISTING CLEAN OUT / PIPE TO REMAIN CD E co o or itCCOO CO :0 .; GENERAL DEMOLITIONS o. REQUIREMENTS ,. Q m �K a .A. THE FOLLOWING REQUIREMENTS FOR DEMOLITION, CUTTING AND 'F � PATCHING APPLY TO ALL WORK WHICH 1S.ALTERED W NETHER SUCH WORK IS NEW, EXISTING,' RENOVATED OR REPLACED: � � ; YSx f 1. G.C. TO VERIFY ALL EXISTING CONDITIONS PRIOR TO ' mss, DEMOLITION. G.C. TO NOTIFIED DESIGNER IF THERE ARE ANYr�'",,cM DISCREPANCIES. �y x a'aq,�'� xmye ✓+ _auk z�7'�k r {,3. 2. DURING DEMOLITION, ALL ADJACENT, EXISTING SPACES SHALL;-,.'' REMAIN IN FULL, OPERATION. ACCESS TO7HEBUILDING HAS TO p,;, . • JJJ` REMAIN AT ALL TIMES. ALL WORK MUST FOLLOW ALL LOCAL .. ..:. BUILDING CODES....w H 3. PRIOR TO DEMOLITION, CUTTING AND PATCHING, THE ��ir , a -;� r,;;' CONTRACTOR SHALL LOCATE AND DISCONNECT UTILITY SERVICES AND ELECTRICAL/ MECHANICAL SYSTEMS, OR TEMPORARILYsCAP*.,•,r OFF SUCH SERVICES TO THE AFFECTED AREAS: GIVE NOTICE TO, AND COORDINATE WITH UTILITY COMPANIES. OBTAIN z WRITTEN APPROVAL FROM, AND COOPERATE WITH OTHER PARTIES WHO MAY BE AFFECTED BY. INTERRUPTION OF SERVICES.°" L.i�1i!l111.1: ` f7f 4. CLEARLY MARK THE AREAS AND LIMITS OF DEMOLITION CUTTING AND PATCHING. IF FEASIBLE PRE-CUT THE LINE OF n���N. , o m o SEPARATION BETWEEN AREAS OF DEMOLITION AND AREAS TO BE zae3 W PRESERVED. UTILIZE DEMOLITION AND CUTTING TECHNIQUES -1 t; :e WHICH ARE LEAST LIKELY TO DAMAGE SURROUNDING OR wZ0 o = " y `� � zi ADJOINING WORK. WHERE FEASIBLE, USE HAND TOOLS AND m 0 ° � —Ilg, � SMALL POWER TOOLS THAT ARE DESIGNED FOR SAWING AND om� zyCE LiU c��A4:��y GRINDING, NOT HAMMERING OR CHOPPING. z o �o ri ow W Q 5. STRUCTURAL REQUIREMENTS: DO NOT CUTAND PATCH k STRUCTURAL WORK IN A MANNER WHICH WILL REDUCU. Io W U E LOAD-CARRYING CAPACITY OR LOAD -DEFLECTION RATIO. WHERE o STRUCTURAL WORK MUST BE CUT, PROVIDE ADEQUATE >a,c,tasa> »tn TEMPORARY SUPPORT , (BRACING AND/OR SHORING) TO RESIST VERTICAL, LATERAL AND C+ DYNAMIC LOADS IN THE ENTIRE TRIBUTARY AREA OF THE AFFECTED STRUCTURAL MEMBERS. WHERE REQUIRED, ENGAGE A o LICENSED STRUCTURAL ENGINEER TO DESIGN SHORING/ BRACING SYSTEMS AND JOINT OR CONNECTION DETAILS: W 6. OPERATIONAL AND SAFETY LIMITATIONS: DO NOT CUT AND W PATCH OPERATIONAL ELEMENTS OR SAFETY RELATED COMPONENTS IN A MANNER WHICH WILL: REDUCE INTENDED -kLL PERFORMANCE OR SAFETY FACTOR ,'OR,WHICH WILL RESULT IN, w INCREASED MAINTENANCE OR REDUCED OPERATIONAL LIFE. Z z 7. VISUAL REQUIREMENTS: DO NOT CUT AND PATCHWORK IN A o ® O MANNER WHICH WILL RESULT IN LESSENING OF THE AESTHETIC L QUALITIES OF THE BUILDING OR SITE, OR THAT WILL RESULT IN o • ®, I VISUAL EVIDENCE OF CUT AND PATCH WORK, WHERE REQUIRED,ff EXTEND FINISH MATERIALS OVER ENTIRE UNBROKEN SURFACE AREAS AFFECTED BY CUT AND PATCH WORK. REMOVE AND Q REPLACE CUT AND PATCH WORK WHICH DOES NOT MEET VISUAL WLJJ C) REQUIREMENTS. Lii U) U � 8. PROTECTION: PROTECT OTHER WORK DURING CUTTING AND W ® PATCHING OPERATIONS TO PREVENT DAMAGE. PROVIDE CIO (� PROTECTION OF ALL WORK FROM ADVERSE WEATHER a CONDITIONS. WHERE OPENINGS ARE CREATED IN ROOF OR W 0 EXTERIOR < 0 WALLS, PROVIDE TEMPORARY ENCLOSURE OF SUCH OPENINGS ON ° U) A DAILY BASIS, AND WHENEVER ADVERSE WEATHER THREATENS OR EXISTS z r pY w 1 C 9. PATCH AND REPAIR ALL SURFACES AFFECTED BY DEMOLITION UJ U UJ z NLUI U W W SANFORD _ o ; _ �F/ A RTrI`o #16;-2814 U ' title: W EXT'G. CONDITION z PROPOSED ADDITION o 0 Z project no. 2016476 Wchecked: AB o , ca drawn: LO date: 08-17-16 N scale: AS SHOWN z 1 0. U The structural design of this building is in accordance with the FLORIDA BUILDING CODE 5TH EDITION (2014) RESIDENTIAL and is certified as such. Q DOOR SCHEDULE MARK WIDTH HEIGHT THICKNESS COMMENTS 1 DBL. 3'-0" 6'-8" EXTERIOR GLASS -DOOR SCALE:1 1/2"=1'-0" REMOVE 32" OF EXISTING SLAB EDGE FOR NEW MONOLITHIC FOOTING. LINE OF AREA OF WORK SAW CUT F------- ----------------------- IN EXISTNG I 26'-0" SLAB 9'-7" I 4'-4" T-'2" 3'-10" 3'-4" 3'-10" -2" O WINDOW SCHEDULE MARK TYPE `� r •-; - ' #5 CONT REINF. HEAD HEIGHT SEE FND. FOR • ` ` '' QUANTITY 37 3/4" x 63" #5X251X25" E CORNER BAR ONE :. FOR EA. HORIL EXISTING WINDOW REBAR,TYP. U.N.O. (1) REQ'D I .. �r�. r'r,-,. ,•rY: ,. ��`: ,. \•vim,. \'�,r _ ------ ------ --- co TYP. CORNER BAR PLAN DETAIL Q DOOR SCHEDULE MARK WIDTH HEIGHT THICKNESS COMMENTS 1 DBL. 3'-0" 6'-8" EXTERIOR GLASS -DOOR SCALE:1 1/2"=1'-0" REMOVE 32" OF EXISTING SLAB EDGE FOR NEW MONOLITHIC FOOTING. LINE OF AREA OF WORK SAW CUT F------- ----------------------- IN EXISTNG I 26'-0" SLAB 9'-7" I 4'-4" T-'2" 3'-10" 3'-4" 3'-10" -2" O WINDOW SCHEDULE MARK TYPE APPROVED LINTEL MANUFACTURERS1 CASTE -CRETE, ROUGH OPENING HEAD HEIGHT A SH 25 +28.4 / -30.9 Q +28.4 / -37.0 37 3/4" x 63" TO MATCH EXISTING 1ST FL E EXIST z S1®® EXIST EXISTING WINDOW SAW CUT & REMOVE EXISTING SLAB EDGE AS SHOWN EXISTING SLAB TO BE CUT BACK ENOUGH TO RECEIVE NEW FOOTING - #5 DOWEL WITH MINIMUM EMBEDMENT OF 6" INTO EXISTING SLAB AND MINIMUM _ - I EMBEDMENT OF 6" INTO NEW SLAB 4'_4" I EDGE @ 32" O.C. AROUND SLAB PERIMETER ■ .,,__ _- --�--'�------------------.-.--.----- / --.-.---J --- --- TIE-IN NEW C.M.U. TO ----------- EXISTING C.M.U. REFER TO 3/S1 FOR DETAIL NEW CONSTRUCTION FOUNDATION PLAN 1/4" = 1'-01' GENERAL CONCRETE LINTEL SCHEDULE ALTERNATE POWERS APPROVED LINTEL MANUFACTURERS1 CASTE -CRETE, STEEL LINTEL QUALITY ■ ■:■ ■ ■ +28.4 / -30.9 Q +28.4 / -37.0 �E 6'5 REBAR AT TOP 85 REBARAT'rOP z S1®® 140 MPH I _l I MIN. (1) REQ'D I GROUT / U = UNFILLED _ ------ ------ --- co -vz' f. APPLY OWENS CORNING ENERGY COMPLETE TO THE TOP OF ALL CONDINTIONED SPACE WALLS THAT INTERACT WITH UNCONDITIONED ATTIC SPACE ABOVE. o Q a R = RECESSED ® M o n CLEAR o QTY. OF #5 -REN I-f-f-�j�-+----I---+---I- p I -�---- C� BOTTOM OF WINDOW TO STRUCTURE BY OTHERS IN THIS CASE,LJL 1. WINDOWS TO MATCH EXISTING STYLE, SIZE -CONFIGURATION OF D D OF LI OF LINTEL CAVITY = LU Q Z _ d. TESTING: L EXTERIOR WINDOWS AND GLASS DOORS SHALL BE TESTED IN ACCORDANCE WITH ANSI/AAMA/NWWDA 101/I.S.2 OR ANSI/AAMA/WDMA ° d IL a C.M.U. ° w To 0 2'18"- � ASTM E 1300-04 02) PER R612.3 IN THE 2014 FBRC DIST. a - ° A 4� ° ° GROUT w�` w W \-.0 FROM PRESSURE. >`r- OLno NOMINAL QUANTITY OF PROVIDE 1/2" X 9" RECESS ■ ' I .o N EDGE OF SLAB WIDTH #5 REBAR AT TOP 4 BOTTOM OF LINTEL CAVITY D D w w u "5 REBAR AT BOTTOM FOR FRONT DOOR ° M M ° BorroM 0 4 Do �o as INDICATED HEIGHT REINFORCING Q 7-5/8"ACTUAL PROVIDED IN 8" NOMINAL WIDTH N2' 8" LINTEL(VARIES) 16GAl1GEFOYIERS S"TEEL BOXED LINTEL POWERS STEEL BOXED LINTEL NOTES (ALT.) INFILL EXISTING WINDOW 1. f'c precast lintels = 3500 psi. 2. f'cprestressed lintels =6000 psi. ONLY IF NOTED ON LINTEL PLAN 3. grouted per ASTM C476 f'g = 3000 psi w/ 1. Refer to manufacturer's specifications for Installation. 4. maximum 3/8" aggregate and 8" to 1 I" slump. 2. Contractor to provide proper protection of lintel to prevent rusting. 5. Concrete masonry Units (CMU) per ASTM C90 w/ Refer to manufacturer's specifications. minimum net area compressive strength = 1900 psi. OPENINGS, REFER TO 6. Rebar per ASTM A615 Grade 60. 4. Lintel depth to match precast depth. One 45 Bar requited at top Prestressing strand per ASTM A416 grade see lintel plan/details for bottom steel required. 7. 270 low relaxation. wire per ASTM 5. A bonding agent must be applied to the Steel Box lintels prior to 8. Mortar per ASTM C27700 type M or S. Mor applying the cementitiucs coating. See contractor specifications ® T STRUCTURAL FOR DETAIL RM01 I. Provide full mortar head and bed joints.' 2. Shore filled lintels as required. 3. Installation of lintel rust comply with the architectural and/or structural drawings. , ,';4. UOO U -Lintels are manufactured with 5-1/'2" long notches at the ends to accorr modate •�• � vortical cell reinforcing and grouting. O O O O " � �, �.'•, •••. I I I longer with a nominal height of 8" meet or exceed 0180. 8F8-1B/1T 8F8-0B/1T LINE OF SAW I Cast -in-place concrate may be provided in composite lintel in lieu of concrete `° -I I I ® S1 I ! g, Safe load ratings based on rational design analysis per ACI 318 and ACI 530 8RF14-1 WIT 8RF14-0B/1T CUT IN _ EXISTING SLAB ■ .,,__ _- --�--'�------------------.-.--.----- / --.-.---J --- --- TIE-IN NEW C.M.U. TO ----------- EXISTING C.M.U. REFER TO 3/S1 FOR DETAIL NEW CONSTRUCTION FOUNDATION PLAN 1/4" = 1'-01' GENERAL CONCRETE LINTEL SCHEDULE ALTERNATE POWERS APPROVED LINTEL MANUFACTURERS1 CASTE -CRETE, STEEL LINTEL QUALITY +29.7 / -37.2 Q +29.7 / -39.6 TYPE DESIGNATION +28.4 / -30.9 Q +28.4 / -37.0 �E 6'5 REBAR AT TOP 85 REBARAT'rOP F = FILLED WITH 140 MPH FT. MIN. (1) REQ'D MIN. (1) REQD G] 1-12" CLEAR GROUT / U = UNFILLED WIND PRESSURES LISTED ABOVE ARE -vz' f. APPLY OWENS CORNING ENERGY COMPLETE TO THE TOP OF ALL CONDINTIONED SPACE WALLS THAT INTERACT WITH UNCONDITIONED ATTIC SPACE ABOVE. o Q a R = RECESSED ® M o n CLEAR o QTY. OF #5 -REN r xx NEW CONSTRUCTION NOTES 0 C� BOTTOM OF WINDOW TO STRUCTURE BY OTHERS IN THIS CASE,LJL 1. WINDOWS TO MATCH EXISTING STYLE, SIZE -CONFIGURATION OF D D OF LI OF LINTEL CAVITY = LU Q Z _ d. TESTING: L EXTERIOR WINDOWS AND GLASS DOORS SHALL BE TESTED IN ACCORDANCE WITH ANSI/AAMA/NWWDA 101/I.S.2 OR ANSI/AAMA/WDMA ° d IL a C.M.U. ° w To 0 8F16- B/1 T< ASTM E 1300-04 02) PER R612.3 IN THE 2014 FBRC WUJ a - ° A 4� ° ° GROUT w�` w W \-.0 PRESSURE. >`r- OLno NOMINAL QUANTITY OF U ' 15 REBAR Ar 9. INSULATION: WIDTH #5 REBAR AT TOP 4 BOTTOM OF LINTEL CAVITY D D w w u "5 REBAR AT BOTTOM NOMINAL ° M M ° BorroM 0 4 Do �o as INDICATED HEIGHT REINFORCING Q 7-5/8"ACTUAL PROVIDED IN 8" NOMINAL WIDTH LINTEL(VARIES) 16GAl1GEFOYIERS S"TEEL BOXED LINTEL POWERS STEEL BOXED LINTEL NOTES (ALT.) MATERIALS 1. f'c precast lintels = 3500 psi. 2. f'cprestressed lintels =6000 psi. ONLY IF NOTED ON LINTEL PLAN 3. grouted per ASTM C476 f'g = 3000 psi w/ 1. Refer to manufacturer's specifications for Installation. 4. maximum 3/8" aggregate and 8" to 1 I" slump. 2. Contractor to provide proper protection of lintel to prevent rusting. 5. Concrete masonry Units (CMU) per ASTM C90 w/ Refer to manufacturer's specifications. minimum net area compressive strength = 1900 psi. 3. If lintel is scratched or damaged refer to Powers Steel for repair. 6. Rebar per ASTM A615 Grade 60. 4. Lintel depth to match precast depth. One 45 Bar requited at top Prestressing strand per ASTM A416 grade see lintel plan/details for bottom steel required. 7. 270 low relaxation. wire per ASTM 5. A bonding agent must be applied to the Steel Box lintels prior to 8. Mortar per ASTM C27700 type M or S. Mor applying the cementitiucs coating. See contractor specifications GENERAL INSTALLATION NOTES I. Provide full mortar head and bed joints.' 2. Shore filled lintels as required. 3. Installation of lintel rust comply with the architectural and/or structural drawings. , ,';4. UOO U -Lintels are manufactured with 5-1/'2" long notches at the ends to accorr modate •�• � vortical cell reinforcing and grouting. O O O O " � �, �.'•, •••. 5. All lintels meet or exceed U360 vertical deflection, except lintels 17'-4" and , longer with a nominal height of 8" meet or exceed 0180. 8F8-1B/1T 8F8-0B/1T 6. Bottom field added rebar to be located at the bottom of the lintel cavity. 7, 7/32" diameter wire stirrups are welded to the bottom steel for mechanical anchorage.8. O U-6�, Cast -in-place concrate may be provided in composite lintel in lieu of concrete masonry units. O O O O g, Safe load ratings based on rational design analysis per ACI 318 and ACI 530 8RF14-1 WIT 8RF14-0B/1T 10. Product Approvals: Miami Dade County, Florida Nos.03-0605.05 and 03-0605.04. 11. The exterior surface of lintels installed in exterior concrete masonry walls shall have . OL a coating of stucco applied in accordance with ASTM C-926 or outer approved coating.- •'.•r, a ' 12. All lintel dimensions shown are "overall" lintel lengths. • •, a' 13, Lintels loaded simultaneously with veritcal (gravity and uplift) and horizontal (lateral) ,' ' ,. ',' loads shoed be checked for combine loading with the following equation: , , ; ; `'� ; - Applied vertical load Applied horizontal load +Safe < O b, Safe vertical load horizontal load " . u O O O O O 8RF6-0B/1T 8F20-1B/1T8F16-0B/1T 8F16-1B/1T NOTES: CONTRACTOR AND SUPPLIER TO VERIFY WINDOW LOCATION, TYPE (FIN vs. FLANGE) AND HEADER HEIGHTS PRIOR TO DELIVERY. HEADER HEIGHTS ARE DIMENSIONED ABOVE FINISH FLOOR (A.F.F.) WINDOW G.C. TO VERIFY ROUGH OPENINGS OF ALL FIELD ASSEMBLED FIXED GLASS WINDOW UNITS PRIOR TO INSTALLATION. 1. SEE EXTERIOR ELEVATIONS FOR STYLE AND DIVIDED LITE CONFIGURATIONS, 2. HEIGHT AT ROUND TOP ALLOWS 2" FOR ARCH FRAMING 9 LEGEND INDICATES STUDS 24" O.C. MAX. (NON LOAD BEARING INTERIOR PARTITIONS ONLY.) (U.N.O.) EXISTING TO BE REMOVED EXISTING OPENING TO BE FILLED IN W/ CONSTRUCTION TO MATCH EXISTING. INDICATES 8x8x16 (NOM.) C.M.U. (EXTERIOR LOAD BEARING). 8'-0" TOP OF C.M.U. INDICATES FILLED CELL w/3000 PSI CONCRETE N AREA OF WORK r------------------------------------------- I 26'-0" I � 9'-5" j T-2" 9'-5" A '°` T I I 07�1111 O � � I Dc'1_o ' COVERED ADDITION I 8'-0" CLG. r t I I I I I I I RM01 I� L- - - - - - - - - - - - - - - - - - s - - - - - - - - - - - - - - - - - - - - - J (D GENERAL NOTES Q) r- Q Mo N 00 O 1. MISCELLANEOUSC9 a a7 a. PLANS ARE TO SCALE AS NOTED, UNLESS SPECIFIED N.T.S DO NOT SCALE PLANS. b. ALL DIMENSIONS AND SITUATIONS PERTAINING TO THE BUILDING ARE TO BE VERIFIED PRIOR e LL-, (D I` .N TO BEGINNING OF CONSTRUCTION. NOTIFY B & A DESIGN STUDIO, INC. OF ANY DISCREPANCIES. c. ALL WALL-rHICKNESS DIMENSIONS AS SHOWN ARE NOMINAL. ACTUAL WALL THICKNESS DIMENSIONS Q X p MAY BE + OR -: C) cU -- 2. EXTERIOR WALLS: U) co = C---��? a. ASSUME ALL EXTERIOR WALLS TO BE LOAD BEARING. b. SEE FOUNDATION PLAN FOR CMU WALL REINFORCEMENT LOCATIONS. ® H 7= ,T%T -ti ,,P.T.VERTICAL FURRING BAITS SPACED c. INTERIOR SURFACE OF CMU WALL TO HAVE 1/2" GPBD APPLIED TO 1x P'x rj x1 @ 16" O.C. ATTACH FURRING TO CONCRETE WALLAS REQUIRED. r r 3 "d .' d. SECOND FLOOR EXTERIOR WALLS TO BE WOOD STUDS. Zr 3. INTERIOR WALLS: a. WOOD FRAMING:'r��'xt x I. ALL PLATES AND SLEEPERS ON CONCRETE SLAB, WHICH ARE IN DIRECT CONTACT WITH THE EARTH, --�• . r _ � �- SHALL BE PRESSURE TREATED.1, ■ it. ALL INTERIOR WALL PLATES, OTHER THAN SHEAR WALLS, ON CONCRETE SLAB TO BE ATTACHED WITH ' POWER ACTUATED EASTERNERS, SPACED @ 48" O.C. MAX. iii. ALL WOOD BRG. INTERIOR PARTITIONS SHALL BE 2x4 STUDS SPACED @ 16" O.C. WITH DOUBLE TOP PLATE. TOWNHOMES°`>t:I iv. FIREBLOCKING/ DRAFTSTOPPING TO BE PROVIDED IN THE FLOOR/CEILING ASSEMBLIES ABOVE AND IN LINE WITH THE TENANT SEPARATION, WHEN TENANT SEPARATION WALLS DO NOT EXTEND TO THE FLOOR SHEATHING ABOVE AND IN OTHER LOCATIONS PER SECTION R602.2.1/R302.11 OF THE 2014 FBRC CODE. z.,. 4. WOOD: t a. WOOD CONSTRUCTION SHALL CONFORM TO THE AMERICAN FOREST &PAPER ASSOCIATION (AF&PA) "NATIONAL SPECIFICATION FOR WOOD CONSTRUCTION", LATEST EDITION. c b. ALL WOOD IN CONTACT WITH CONCRETE OR CONCRETE BLOCK IS TO BE PRESSURE TREATED. c. SEE STRUCTURAL GENERAL NOTES. 5. FINISHES: e ` `� ti 7 amu a. ACCESSIBLE SPACE UNDER STAIRS SHALL BE PROTECTED BY.1/2•' GYPSUM BOARD. b. ALL INTERIOR WALLS SHALL HAVE STANDARD Y2" GYP BD, EXCEPT IN HIGH HUMIDITY AND WET AREAS ' a �ay'ya ' Co C. HIGH HUMIDITY AND WET AREAS SHALL HAVE y2" DENSSHIELD TILE BACKER GYPSUM BOARD. d. ALL INTERIOR CEILINGS SHALL HAVE y2" SAG- RESISTANT GYP BD; e. ALL EXTERIOR CEILINGS (PORCH & PATIOS) SHALL HAVE k, SAG RESISTANT GYP SOFFIT BOARD. Z If. STUCCO SURFACES TO HAVE STOPS, WEEP SCREEDS, AND EXPANSION JOINTS PER CODE. g. TILE IN TUBS, SHOWERS, AND WALL PANELS IN SHOWER AREAS ARE TO HAVE CEMENT, FIBER -CEMENT, OR GLASS MAT GYPSUM BACKERS R702.3.8.1 /R702.4.2 2014 FBRC . h• FBC2014 TABLE R302.6: 5/8" TYPE "X" GYPSUM BOARD OR EQUIVALENT IS REQUIRED FOR A GARAGE CEILING WIT HABITABLE ROOMS ABOVE, Y2" MINIMUM GYPSUM BOARD IS REQUIRED ON GARAGE SIDE OF INTERIOR WALLS. 6. CABINETS: a n.��r~• ; t (�Vi% ;r a. CABINET MANUFACTURE'S SHOP DRAWINGS TAKE PRECEDENCE OVER THE INTERIOR CABINET o wr o y,..••• �'r��� ELEVATIONS SHOWN ON THESE DRAWINGS. o J Z boy, c�A�, J► r•• b. SEE SUPPLIER / MFR'S DRAWINGS FOR KITCHEN, CABINETRY/MILLWORK, AND RESTROOM LAYOUTS.. Zan q r�� r ;1� �i•` `y„ 7. HARDWARE: $ w Q Q , "a� ff ,0 • tl! a. ALL LOCKING ARRANGEMENTS SHALL COMPLY WITH NFPA 101, SECTION 24.2.4.10. 0 - ILLp 8. WINDOW & DOORS: o F Q - a. MISCELLANEOUS: �w� rr Z o 3a �o.•• i�� ' • r L WINDOW AND DOOR SUPPLIERS SHALL PROVIDE CURRENT ROUGH OPENING INFORMATION WHICH,w �d w ''' o't'ani SHALL HAVE PRECEDENCE OVER THE WINDOWAND DOOR SCHEDULES ON PLAN. _" z brnr�r�p • ES ii. CONTRACTOR AND SUPPLIER TO VERIFY WINDOW LOCATION, TYPE FIN vs. FLANGE), HEADER FI EIGHTS W E c�= F; wad') liiv) ( ) �� w _tet r �, AND ROUGH OPENINGS PRIOR TO DELIVERY. o u W `%v C,� w i iii. WINDOW ROUGH OPENING INCLUDES 1x P.T. FRAME ATTACHED TO CMU's. $13 a=3 is 3 k ¢ 1 iv. DOOR ROUGH OPENING INCLUDES 2x P.T. FRAME ATTACHED TO CMU's, N a 7-1 v. ALL GLASS LOCATED IN HAZARDOUS LOCATIONS SHALL COMPLY WITH SECTION R308 OF THE 2014Lu ID FBRC. o vi. WINDOW CONTRACTOR TO VERIFY ROUGH OPENINGS OF ALL FIELD ASSEMBLED FIXED GLASS , NOUD,tasu:r.ttntn� WINDOW UNITS PRIOR TO INSTALLATION. vii. ALL WINDOWS IN WIND BORN DEBRIS AREAS SHALL BE PROTECTED FROM WIND BORN DEBRIS. PROVIDE SHUTTERS CERTIFIED TO MEET MIAMI-DADE IMPACT TEST. SHUTTERS MUST BE ROLL -DOWN, PANEL ACCORDIAN OR OTHER APPROVED DESIGN TYPE. BUILDER TO SUBMIT MANUFACTURER, MODEL NO. INSTALLATION INSTRUCTIONS, & COPY OF MIAMI-DADE IMPACT TEST DATA FOR PROPOSED SHUTTERS. w viii. GARAGE OVERHEAD DOORS SHALL BE LISTED AND TESTED FOR 30 SECONDS AT DESIGN PRESURE -------------------------- TOINCLUDEA10SEC =' NEW CONSTRUCTION FLOOR PLAN - 1/4" _ 1 011 AREA OF WORK ---------------------------------------- I 4'-4" 11 4'4" 11 0 r NEW CONSTRUCTION LINTEL PLAN 1 /4" = 1'-0" OND GUST AT 1.5 TIMES THE DESIGN PRESSURE AND BEAR A PERMANENT DESGIN 0 LABEL. or UJ b. INSTALLATION: l I. WINDOWS &DOORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S Z INSTALLATION INSTRUCTIONS. z(y) ii. ALL WINDOW HEADS SHALL BE SET ABOVE FINISH FLOOR AS FOLLOWS: � 1. FIRST FLOOR AT 8'-0". 2. SECOND FLOOR PER PLAN. o {Li OPENING PRESSURES JJ ENCLOSED - EXPOSURE "C" Q +29.7 / -37.2 Q +29.7 / -39.6 FLOOR LIVING GARAGE PORCH +28.4 / -30.9 Q +28.4 / -37.0 �E +26.6 / -29.1 OF +26.6 / -33.5 Q SEE SN SHT. H SEE SN SHT. TOTAL ADDITION 140 MPH FT. NOTE: WIND SPEED INDICATED ABOVE ii. INTERIOR FACE OF WINDOW, FASTEN BUCK TO MASONRY W/ /4"x 3" TAPCONS, 6" FROM EDGES AND IS AN "ULTIMATE" WIND SPEED. THE WIND PRESSURES LISTED ABOVE ARE ALLOWABLE PRESSURES OND GUST AT 1.5 TIMES THE DESIGN PRESSURE AND BEAR A PERMANENT DESGIN 0 LABEL. or UJ b. INSTALLATION: l I. WINDOWS &DOORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S Z INSTALLATION INSTRUCTIONS. z(y) ii. ALL WINDOW HEADS SHALL BE SET ABOVE FINISH FLOOR AS FOLLOWS: � 1. FIRST FLOOR AT 8'-0". 2. SECOND FLOOR PER PLAN. o {Li AREA CALCULATIONS c. ASSEMBLIES: L WINDOW AND DOOR ASSEMBLIES JJ c. INSULATE ALL CMU WALLS (THAT REQUIRE 1" P.T. FURRING STRIPS) WITH R4.1 FI -FOIL PANELS. ± o FLOOR LIVING GARAGE PORCH d. APPLY HILTI FOAM FILLER AT EXTERIOR WALLS AROUND: i. WINDOWFRAMES a TO CONFORM TO 2014 FBRC CHAPTER 6, SECTION 612 TOTAL EXISTING FL LIVING ADDITION 1 493 SQ. 288 SQ. FT. FT. TOTAL ADDITION ii. EXTERIOR DOOR FRAMES FT. TOTAL MADDITION ii. INTERIOR FACE OF WINDOW, FASTEN BUCK TO MASONRY W/ /4"x 3" TAPCONS, 6" FROM EDGES AND o Z f. APPLY OWENS CORNING ENERGY COMPLETE TO THE TOP OF ALL CONDINTIONED SPACE WALLS THAT INTERACT WITH UNCONDITIONED ATTIC SPACE ABOVE. o 16" O.C. MAX. 2x P.T. BUCKS/NAILERS SHALL EXTEND BEYOND. iii. BUCKS LESS THAN 2x z w, co~ o ® M o n w � (D TO BE FASTENED W/ CUT NAILS OR EQUIVALENT. STRUCTURAL CONNECTION r xx NEW CONSTRUCTION NOTES OF WINDOW TO STRUCTURE BY OTHERS IN THIS CASE,LJL 1. WINDOWS TO MATCH EXISTING STYLE, SIZE -CONFIGURATION OF ADJACENT WINDOWS VERIFY BEFORE ORDERING WINDOW, o agNFpRD N. SEE EXTERIOR ELEVATIONS FOR STYLE AND DIVIDED LITE CONFIGURATIONS. LU Z d. TESTING: L EXTERIOR WINDOWS AND GLASS DOORS SHALL BE TESTED IN ACCORDANCE WITH ANSI/AAMA/NWWDA 101/I.S.2 OR ANSI/AAMA/WDMA 101/I.S.2/NAFS OR AAMANVDMA/CSA 101/I.S.2/A440 OR TAS 202 (HVHZ SHALL COMPLY WITH TAS 202 UTILIZING ASTAM'E 1300-98 OR w ASTM E 1300-04 02) PER R612.3 IN THE 2014 FBRC WUJ ii. ALL GARAGE/OVERHEAD DOORS SHALL BE LISTED AND TESTED FOR 30 SECONDS AT DESIGN PRESSURE (+/_) TO INCLUDE A 10 SECOND GUST AT 1.5 TIMES THE DESIGN _ PRESSURE. U), U 9. INSULATION: 0 a. INSULATE ALL EXTERIOR FRAME WALLS WITH R-13 BATT FIBERGLASS INSULATION. b. INSULATE CONDITIONED ATTIC SPACE WITH R-30 BLOWN FIBERGLASS INACCESSIBL ° M M AREA CALCULATIONS E ATTIC SPACE or SHALL RECEIVE R-30 BATT INSULATION.a. 1 1 I U LLI t c. INSULATE ALL CMU WALLS (THAT REQUIRE 1" P.T. FURRING STRIPS) WITH R4.1 FI -FOIL PANELS. ± o FLOOR LIVING GARAGE PORCH d. APPLY HILTI FOAM FILLER AT EXTERIOR WALLS AROUND: i. WINDOWFRAMES a FT. FT. FT. TOTAL EXISTING FL LIVING ADDITION 1 493 SQ. 288 SQ. FT. FT. TOTAL ADDITION ii. EXTERIOR DOOR FRAMES FT. TOTAL MADDITION M. GAPS AROUND PIPES, VENTS, OUTLETS, ETC, o e. INSULATE ALL ATTIC KNEE WALLS WITH FT. R-30 3ATTS. _ f. APPLY OWENS CORNING ENERGY COMPLETE TO THE TOP OF ALL CONDINTIONED SPACE WALLS THAT INTERACT WITH UNCONDITIONED ATTIC SPACE ABOVE. o z w, co~ o M o n w � (D r xx NEW CONSTRUCTION NOTES LU _ rr 1. WINDOWS TO MATCH EXISTING STYLE, SIZE -CONFIGURATION OF ADJACENT WINDOWS VERIFY BEFORE ORDERING WINDOW, o agNFpRD - - .. 0 2. DOOR TO MATCH EXISTING STYLE, VERIFY BEFORE ORDERING DOOR c� c #15-2814 a AREA CALCULATIONS FLOOR LIVING GARAGE PORCH 1046 SQ. 399 SQ. 48 SQ. FT. FT. FT. TOTAL EXISTING FL LIVING ADDITION 1 493 SQ. 288 SQ. FT. FT. TOTAL ADDITION 288 SQ. FT. TOTAL MADDITION 1781 SQ. FT. I 3. NEW CONCRETE LANDING o LU LU title: • .� EXT'Gr. CONDITION U Z PROPOSED ADDITION ' o project no. 2016476 DISCLAIMER z C :� ¢W checked: AB IT IS THE CONTRACTOR/SUB-CONTRACTOK$ RESPONSIBILITY TO REVIEW ALL m drawn: INFORMATION CONTAINED HEREIN PRIOR TO COMMENCEMENT OF �? date: 08-17-16 CONSTRUCTION. B&A DESIGN STUDIO, INO'& FLORIDA DESIGN SOLUTIONS INC, a IS NOT RESPONSIBLE FOR ANY MISINTERPRETATIONS, ERRORS, OMISSIONS OR N scale: ;AS SHOWN M CUSTOM CHANGES MISSED AND NOT REPORTED TO B&A DESIGN STUDIO, INC.4r , -O t FLORIDA DESIGN SOLUTIONS INC. PRIOR TO CONSTRUCTION. NO EXCEPTIONS. T a` Ot U: The structural design of this building is in accordance with the FLORIDA BUILDING CODE 5TH EDITION (2014) RESIDENTIAL and "is certified as such. FASCIA BOARD TO MATCH EXISTING PAINT EXPOSED CMU BLOCKTO MATCH EXISTING 8'-011 =BEARING HGT. HEADER HGT — 0'-0" FIN. FLR. PHALT ROOF TO MATCH EXISTING EXTERIOR WINDOWS TO MATCH EXISTING 12 12 4F�-­ I� '' NEW WINDOW REFER TO WINDOW SCHEDULE AND FLOOR PLANS FOR MORE INFO REAR ELEVATION NEW CONSTRUCTION 1/4" = 1'-0" EXISTING TRUSSES EXISTING DOOR OPENING r G.C. TO VERIFY ROOF PITCH ROOF PITCH VARIES PER SUBDIVISION IT IS THE CONTRACTORS RESPONSIBILITY TO VERIFY ROOF SLOPE REQUIREMENTS WITH TRUSS MANUFACTURER. FLASHING SHALL BE INSTALLED AT WALL AND ROOF INTERSECTIONS, AT GUTTERS, AT ALL CHANGES IN ROOF SLOPE OR DIRECTION, AND AROUND ROOF OPENINGS. NEW PRE-ENGINEERED ROOF TRUSES GENERAL NOTES Q Q EXTERIOR PLASTER rn R703.6 EXTERIOR PLASTER. co o —lcOpNp-� INSTALLATION OF THESE MATERIALS SHALL BE o ~ o 0 IN COMPLIANCE WITH ASTM C 926 AND ASTM C 2 ASPHALT ROOF TO MATCHo 1063 AND THE PROVISIONS OF THIS CODE. EXISTING c� R703.6.1 LATHE. l FASCIA BOARD TO ALL LATH AND LATH ATTACHMENTS SHALL BE OF MATCH EXISTING �---.-' CORROSION -RESISTANT MATERIALS. EXPANDED R " METAL OR WOVEN WIRE LATH SHALL BE 4.12ATTACHED WITH 1 1/2 -INCH -LONG (38 MM), 11 a �� PAINT EXPOSED CMU GAGE NAILS HAVING A 7/16 -INCH (11.1 MM) HEAD, BLOCK TO MATCH EXISTING OR 7/8-INCHLONG (22.2 MM), 16 GAGE STAPLES, 8'-0" , -'' SPACED AT NO MORE THAN 6 INCHES (152 MM), BEARING HGT. — — — — — — — — ORAS OTHERWISE APPROVED. S p HEADER HGT R703.6.2 PLASTER, PLASTERING WITH PORTLAND CEMENT PLASTER SHALL BE NOT LESS THAN THREE COATS WHEN s APPLIED OVER METAL LATH OR WIRE LATH AND SHALL BE NOT LESS THAN TWO COATS WHEN A, x APPLIED OVER MASONRY, CONCRETE, PRESSURE -PRESERVATIVE TREATED WOOD OR DECAY -RESISTANT WOOD AS SPECIFIED IN FIN. FLR. — ^f — — SECTION R317.1 OR GYPSUM BACKING. IF THE I sA�° s vc. [IM . r PLASTER SURFACE IS COMPLETELY COVERED BY VENEER OR OTHER FACING MATERIAL OR IS - COMPLETELY CONCEALED, PLASTER NEW DOOR REFER TO APPLICATION NEED'BE ONLY TWO COATS, DOOR SCHEDULE AND FLOOR PLANS PROVIDED THE TOTAL THICKNESS IS AS SET FORTH IN TABLE R702.1(1). t i `. 4� V �o R �, r• ON WOOD -FRAME CONSTRUCTION WITH AN Nr.�'7 LEFT ELEVATION PARTIAL NEW CONSTRUCTIONIf� t K ON -GRADE FLOOR SLAB SYSTEM EXTERIOR ����:r� 4�a U31 /4" - ep 1'-0" 3 a , a i PLASTER SHALL BE APPLIED TO COVER, BUT w�U� o NOT EXTEND BELOW, LATH, PAPER ANDo y ASPHALT ROOF TO SCREED.9ail I, MATCH EXISTING o m z 4� �, � a'°�i \CLL FASCIA BOARD TO�W?�or/// THE PROPORTION OF AGGREGATE TO W. MATCH EXISTING W � �+� �^H w,D W t CEMENTITIOUS MATERIALS SHALL BE AS SETow w;'� e FORTH IN TABLE R702.1(3). o ooh 4:12 R703.6.2.1 WEEP SCREEDS. A MINIMUM 0.019 -INCH (0.5 MM) (NO. 26 GALVANIZED SHEET GAGE), BEARINGHGT. CORROSION -RESISTANT WEEP SCREED OR PLASTIC WEEP:.SCREED WITH A MINIMUM. HEADER FIGT VERTICAL ATTACHMENT FLANGE OF 3 1/2 ` INCHES (89 MM) SHALL BE OR BELOW THE � 00 I FOUNDATION PLATE LINE ON EXTERIOR STUD WALLS IN ACCORDANCE WITH ASM C 926. THE WEEP SCREED SHALL.BE PLACED A MINIMUM OF :Z N 4INCHES 102 51 MM ABOVE PE THE EARTH, OR 2 INCHES : MM ABOVE ED AREAS AND �I ( ) AV , 0'-0, o SHALL BE .OF A TYPE THAT WILL ALLOW - — — — T — — FIN. FLR. W TRAPPED WATER TO DRAIN TO THE EXTERIOR OF THE BUILDING. THE WEATHER -RESISTANT BARRIER SHALL LAP THE ATTACHMENT FLANGE. PAINT EXPOSED CMU THE EXTERIOR LATH SHALL COVER AND BLOCK To MATCH EXISTINGTERMINATE ON THE ATTACHMENT FLANGE OF ; a LL. THE WEEP SCREED d. IL R703.6.3 WATER -RESISTIVE BARRIES RIGHT ELEVATION PARTIAL NEW CONSTRUCTION v) WATER -RESISTIVE BARRIERS SHALL BE,1/4" 11-011 = 1'-0" INSTALLED AS REQUIRED IN SECTION R70.3 2 AND, WHERE APPLIED OVER WOOD -BASED AS SHEATHING, SHALL INCLUDE A vJ , •�/1 WATER -RESISTIVE VAPOR -PERMEABLE .BARRIER WITH A PERFORMANCE AT LEAST EQUIVALENT TO TWO LAYERS OF GRADE D PAPER. THE W INDIVIDUAL LAYERS SHALL BE INSTALLEDLu INDEPENDENTLY SUCH THAT EACH LAYER O PROVIDES A SEPARATE CONTINUOUS PLANE i- —BEARING ( AND ANY FLASHING INSTALLED IN z C� BEf-IGT. I ACCORDANCE WITH SECTION R703.8) INTENDED o 6' -II" _ TO DRAIN TO THE WATER -RESISTIVE BARRIER IS w r DIRECTED BETWEEN THE LAYERS. L HEADER HGT o W „ CDW , 0 L R312.2.1 Window sills. W a In dwelling units, where the opening of an operable window SELF LEVELING 3000 PSI is located more than 72 inches 1829 mm above the finished C2 CONCRETE POUR OVER grade or surface below, the lowest part of the clear opening _ SANFORD EXISTING SLAB TO MATCH o ) EXISTING MAIN HOUSE. of the window shall be a minimum of 24 inches ( 610 mm above the finished floor of the room in which the window is 2 e p REMOVE 32" OF EXISTING SLAB located. Operable sections of windows shall not permit o 1 6 - 2 8 1 !+ EDGE FOR NEW MONOLITHIC openings that allow passage of a 4 inch (102 mm) diameter EDDYING. sphere where such openings are located within 24 inches title: (610 mm) of the finished floor. ELEVATIONS NEW MONOLITHIC Z FOOTING 0'-0" o FIN. FLR. project no. 2016476 q checked: AB FOUNDATION SLAB OF 6" INTO EXISTING SLAB AND MINIMUM w drawn: " G.C. TO PROPERLY CLEAN 17 - EXISTING SLAB & APPLY AN Q date: 08-17-16 NEW CONSTRUCTION APPROVED BONDING AGENT N Scale: ' AS SHOWN PRIOR TO POURING NEW SLAB 1/2" - 1 -0 "" #5 DOWEL WITH MINIMUM EMBEDMENT FOUNDATION SLAB OF 6" INTO EXISTING SLAB AND MINIMUM O EMBEDMENT OF 6" INTO INTO NEW SLAB 17 - EDGE @ O.C. AROUND SLAB BUILDING SECTION PARTIAL NEW CONSTRUCTION ER. 1/2" - 1 -0 a 0 U The structural design of this building is in accordance with the FLORIDA BUILDING CODE 5TH EDITION (2014) RESIDENTIAL and As certified as such. S AREA OF WORK ----------------------------------i i I I I EXISTING/DEMOLITION ROOF PLAN 1/4" = 1'-0" EXISTING ROOF TO BE REMOVED EXISTING ROOFO REMAIN BEARING PROVIDED 26'-0" ) BEARING PROVIDED �- O p O r p IU C m N QQ N O U c� N J o0 co -0 LL O 0 c ° Qx.Fn p c� V (coma (RUSS Ilk AREA OF WORK 'IRDEFZ SPAN '� ri 4rtg A BEARING AT 8'-0' A.F.F.z rl a S1 TRUSS PROFILE WITH STAND r 1'-- 4" — — — — — — — -------------------- — — — — — — — — — HEEL MGT. OF 3.5" FOR ADDITION GABLE END 1 4 PRE-ENGINEERED ROOF TRUSSES AT 24" O.C.I�Yn .W,w....�.,...,�.,..,,�,..�.,._',E �..,-.....mow...... ^.::-✓' -,t.. "y,r:� k tc � ,ii,.. ;,,{ Now LU a SLOPE o j SLOPE 4:12 wo 4:12 ° Q� �I I -.+ 't ti k t 1. S 6 \ \ `.. \'* '^. ` �'�4 "' 8 ,\, 'ti, `;EXISTING ROOF VENTING, \.�',, �� ° V'� 6 ®,,`• '\NAND ACCESSORIES,REFER II `��,�°' °� `\\ �'�'. ,4 , :ati TO DEMO NOTES \�`� —tib �, •-- --- � � � ,,,�^ �=��\-�,,�,-- L �•,,��,°��,,� :,,-�- — — — — — — — J OVERBUILT FRAMING AND`*a`ti_'=�\�`` w ROOF TOP MATCH EXISTING `I. \-�` �* �`• `a g e��' I= p LLI LU L ` X 0, EXISTING OFF RIDGE w ROOF VENTS w EXISTING OFF RIDGE. EXISTING OFF RIDGE ROOF VENTS ROOF VENTS Z0- z0- �0 �0 w`� wU) Z w CL �o W (n W c� LL LL � Z zADDITIONAL � NOTES: Z> �I U)O T< 0� 1. THE ROOF PLAN DEPICTED IS NOT INTENDED TO SERVE AS TRUSS DESIGN. 2. REFER TO MANUFACTURER SPECIFICATION FOR EXISTING EXISTING INSTALLATION REQUIREMENTS OF ALL HARDWARE BEFORE SLOPE SLOPE i INSTALLATION. jj 3. PROVIDE BRACINIG AND BLOCKING PER BCSI-03 IN ADDITIO j TO BRACING AND BLOCKING SHOWN ON PLAN i 4. EXISTING ROOF ACCESSORIES, VENTS, OR PLUMBING AFFECTED FOR DEMOLITION AND NEW CONSTRUCTION TO I RE-ROUTED ACCORDINGLY. NEW FRAMING TRUSSES LAYOUT_ 1/4" = 1'-0" g, a TYP. HMO FRAMING ABOVE TRUSS 4" MIN. EMBEDMENT 2X4,STUDS $ PLATES AT 2'-0.O.C, EACH DIRECHON`IYP.U.N.o. SEE SCHEDULE FOR CONV. FRAMED RIDGE MAY '` BE NAILED W/ MIN. (4)hFEAM NAILED @ EACH SIZE AND QUANTITY WHEN IT LANDS NEXTd NAILS WHEN VERTICAL SCAB 2 x 8 N2 SPF o� .f Ft'i 33 jG I 48'O.C. W/(4)10d rOP& p ® OF FASTENERS PRE -ENG. TRUSS!(2) MT51ZS BOTTOM OR H5 OR HCLR/LL IN PLACE OF (4)10d * COLLARTIE EVERY3rd ! !o it RAFTER2X4SPFW/(2)r1X3-12'WOOD SCREW EACH TRUSSYE ORH5®48'O.C.ORMTSI2/LSTA12TO TRUSS BELOWNG. TRUSS � BEVELCUTS" TOP (OPTIONAL) ks a' \ �. -• (ri Ci CHORD AT ALL HAND FRAMED AREAS TYP. `• ` U a% ,,,,i TYPICAL HTA20-18 / HTA 20 OVERBUILT DETAIL INSTALLATION VENTILATION REQUIRED[ IN y ��Zq mpic./y✓' � ri 288 S.F. / 300 = :96 r zoa �1�'7),g)N`,,m LLI .48 *144 = 69.12 SQ. IN.9�a G�: ,u 69 SQ.IN OF VENT REQUIRED j ��� J� N �~` N -1 Q RED�� LI�IW���`p`r-r�.a�. ��; � � L W Lu W mu. zx v a o �,W mow ID GENERAL NOTES �a ❑ I VENTILATION CALCULATION FORMULA = 2014 FERC SEC R806.2 S.F./300 (1/300) /2 (INTAKE VS EXHAUST) * 144 (TO CONVERT TO SQ. INCHES) = NET SQ. INCH a REQUIREMENT. a CO T f O a Lu ROOF CRITERIA Lu 12 OVERHANG U.N.O. / PLUMB CUT FASCIA / ROOF PITCH PER ELEVATION /SHINGLES U.N.O. o LLo W ROOF PITCH VARIES PER SUBDIVISIONS IT IS THE`CONTRACTORS ° T n vi. RESPONSIBILITY TO VERIFY ROOF SLOPE REQUIREMENTS WITH TRUSS Z ;� MANUFACTURER. FLASHING SHALL BE INSTALLED AT WALL AND ROOF INTERSECTIONS, AT �- GUTTERS, AT ALL CHANGES IN ROOF SLOPE OR DIRECTION, AND AROUND Ld ROOF OPENINGS. 0 STEP FLASHING SHALL BE USED ON ALL ROOF TO WALL INTERSECTIONS W ON RAKES.LJJ C) W' UJ ATTENTION CONTRACTORS ALL PENETRATIONS THROUGH ROOF ARE TO' _ ' BE LOCATED ON REAR OR IF NECESSARY ON THE SIDE OF THE ROOF _ o BEHIND THE FRONT FACADE ZONE. W w r A Q- Ica a ASPHALT SHINGLES (IF APPLICABLE) : W o 1. WIND RESISTANCE OF ASPHALT SHINGLES. - ASPHALT SHINGLES SHALL BE INSTALLED IN ACCORDANCE WITH SECTION R905.2.6 AND R905.2.6.1, Q r. N 2. ASPHALT SHINGLES SHALL. ONLY BE USED ON ROOF SLOPES OF TWO UNITS VERTICAL IN 12 UNITS HORIZONTAL -(2:12) OR GREATER, z FOR ROOF SLOPES FROM TWO UNITS VERTICAL IN 12 UNITS HORIZONTAL BE (2:12) AND LESS THAN FOUR UNITS VERTICAL IN 12 UNITS HORIZONTAL Z W (4:12), TWO LAYERS OF UNDERLAYMENT COMPLYING WITH ASTM D 226, o TYPE I OR TYPE II, ASTM D 4869, TYPE I OR TYPE II OR ASTM D 6757 IS w REQUIRED IN ACCORDANCE WITH SECTION R905.2.7. X FOR ROOF SLOPES FROM FOUR UNITS VERTICAL IN 12 UNITS HORIZONTAL z (4:12) AND GREATER, ONE LAYER OF UNDERLAYMENT COMPLYING WITH ASTM D 226, TYPE II, ASTM D 4869, TYPE IV OR ASTM D 6757 IS REQUIRED IN w ACCORDANCE WITH SECTION R905.2.7. 3. AS AN ALTERNATIVE, THE ENTIRE ROOF DECK SHALL BE COVERED WITH AN APPROVED SELF -ADHERING POLYMER MODIFIED BITUMEN SHEET SANFORD MEETING ASTM D 1970 OR AN APPROVED SELF -ADHERING SYNTHETIC ° UNDERLAYMENT INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S ���c�'G� I INSTALLATION INSTRUCTIONS U Lu title: w EXISTING' ROOF z . PROPOSED ADDITION o 0 0 z project no. 2016476 w checked: AB 0 drawn: LO date: 08-17-16 IN scale: AS SHOWN z a , n}. 0 0 The structural design of this building is in accordance with the FLORIDA BUILDING CODE 5TH EDITION (2014) RESIDENTIAL, and is certified as such. The structural design of this building is in accordance with the FLORIDA BUILDING CODE STII EDITION (2014) RESIDENTIAL and 'is certified as such. M . STRUCTURAL NOTES NOTE: BORATE APPLIED TO ALL FRAME MEMBERS WITHIN 24" A.F.F. 1) METHOD OF TREATMENT SHALL BE APPROVED BY THE GOVERNING JURISDICTION "LIQUID BORATE OR BOR -A -COR" PRODUCT METHODS MUST BE DETERMINED AT PERMIT STAGE. 2) PRESSURE TREATED LUMBER THAT HAS BEEN CUT OR DRILLED THAT EXPOSES UNTREATED PORTIONS OF WOOD ARE REQUIRED TO BE FIELD TREATED TO PREVENT INSECT INFESTATION. ATTENTION: CHEMICAL CHANGES IN PRESSURE TREATED WOODS AS OF DECEMBER 31ST, 2003, CHROMATED COPPER ARSENATE (GGA -C) WILL NO LONGER BE PRODUCED FOR RESIDENTIAL OR GENERAL CONSUMER USE. SEVERAL NEW PRESSURE TREATED WOOD ALTERNATIVES HAVE BEEN CREATED TO REPLACE CCA -C. MANY OF THE NEW PRESSURE TREATED WOODS USE CHEMICALS THAT ARE CORROSIVE TO STEEL. IT IS THE CONTRACTOR'S RESPONSIBILITY TO VERIFY THE TYPE OF WOOD TREATMENT AND TO SELECT APPROPRIATE CONNECTORS THAT RESIST CORROSION. FOR EXAMPLE, ACQ-C, ACQ-D, CBA -A, OR CA -B REQUIRE HOT -DIPPED GALVANIZED OR STAINLESS STEEL FASTENERS. DOT SODIUM BORATE (SBX) DOES NOT. REQUIRED SAFETY GLAZING IN HAZARDOUS LOCATIONS (RE: FRC R308.4) R308.3 HUMAN IMPACT LOADS. INDIVIDUAL GLAZED AREAS INCLUDING GLASS MIRRORS IN HAZARDOUS LOCATIONS, SUCH AS THOSE INDICATED AS DEFINED IN SECTION R308.4 SHALL PASS THE TEST REQUIREMENTS OF CPSC 16 CFR, PART 1201 CRITERIA FOR CATEGORY I OR CATEGORY II AS INDICATED IN TABLE R308.3 EXCEPTIONS: 1. POLISHED WIRED GLASS FOR USE IN FIRE DOORS AND OTHER FIRE RESISTANT LOCATIONS SHALL COMPANY WITH ANSI Z97.1 2. LOUVERED WINDOWS AND JALOUSIES SHALL COMPANY WITH SECTION R308.2 R308.4 HAZARDOUS LOCATIONS. THE FOLLOWING SHALL BE CONSIDERED SPECIFIC HAZARDOUS LOCATIONS FOR THE PURPOSE OF GLAZING: 1. GLAZING IN SWINGING DOORS EXCEPT JALOUSIES. 2. GLAZING IN FIXED AND SLIDING PANELS OF SLIDING DOOR ASSEMBLIES AND PANELS IN SLIDING AND BIFOLD CLOSET DOOR ASSEMBLIES. 3. GLAZING IN STORM DOORS. 4. GLAZING IN ALL UNFRAMED SWINGING DOORS. 5. GLAZING IN DOORS AND ENCLOSURES FOR HOT TUBS WHIRLPO0LS SAUNAS, STEAM ROOMSeATHT UBS AND SHOWERS.. GLAZING IN ANY PART OF A BUILDING WALL ENCLOSING THESE COMPARTMENTS WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING IS LESS THAN 60 INCHES (1524MM) MEASURED VERTICALLY ABOVE ANY STANDING OR WALKING SURFACE. 6, GLAZING, IN AN INDIVIDUAL FIXED OR OPERABLE PANEL ADJACENT TO A DOOR WHERE THE NEAREST VERTICAL EDGE IS WITHIN A 24-INCH(610MM) ARC OF THE DOOR IN A CLOSED POSITION AND WHOSE BOTTOM EDGE IS LESS THAN 60 INCHES (1524MM) ABOVE THE FLOOR OR WALKING SURFACE. 7. GLAZING IN AN INDIVIDUAL FIXED OR OPERABLE PANEL, OTHER THAN THOSE LOCATIONS DESCRIBED IN ITEMS 5 AND 6 ABOVE, THAT MEETS ALL OF THE FOLLOWING CONDITIONS: 7.1 EXPOSED AREA OF AN INDIVIDUAL PANE GREATER THAN 9 SQUARE FEET (0.836 M2). 7.2 BOTTOM EDGE LESS THAN 18 INCHES (457 MM) ABOVE THE FLOOR. 7.3 TOP EDGE GREATER THAN 36 INCHES (914 MM) ABOVE THE FLOOR. 7.4 ONE OR MORE WALKING SURFACES WITHIN 36 INCHES (914 MM) HORIZONTALLY OF THE GLAZING. 8. ALL GLAZING IN RAILINGS REGARDLESS OF AN AREA OR HEIGHT ABOVE WALKING SURFACE, INCLUDED ARE STRUCTURAL BALUSTER PANELS AND NONSTRUCTURAL IN FILL -PANELS. 9. GLAZING IN WALLS AND FENCES ENCLOSING INDOOR AND OUTDOOR SWIMMING POOLS, HOT TUBS AND SPAS WHERE THE BOTTOM EDGE OF THE GLAZING IS LESS THAN 60 INCHES (1524 MM) ABOVE A WALKING SURFACE AND WITHIN 60 INCHES (1524 MM) HORIZONTALLY OF THE WATER'S EDGE. THIS SHALL APPLY TO SINGLE GLAZING AND ALL PANES IN MULTIPLE GLAZING. 10. GLAZING ADJACENT TO STAIRWAYS, LANDINGS, AND RAMPS WITHIN 36 INCHES (914 MM) HORIZONTALLY OF A WALKING SURFACE WHEN THE EXPOSED SURFACE OF THE GLASS IS LESS THAN 60 INCHES (1524 MM) ABOVE THE PLANE OF THE ADJACENT WALKING SURFACE. 11. GLAZING ADJACENT TO STAIRWAYS WITHIN 60 INCHES (1524 MM) HORIZONTALLY OF THE BOTTOM TREAD OF A STAIRWAY IN ANY DIRECTION WHEN THE EXPOSED SURFACE OF THE GLASS IS LESS THAN 60 INCHES (1524 MM) ABOVE THE NOSE OF THE TREAD. EXCEPTION: THE FOLLOWING PRODUCTS, MATERIALS AND USES ARE EXEMPT FROM THE ABOVE HAZARDOUS LOCATIONS: 1. OPENINGS IN DOORS THROUGH WHICH A 3-INCH(76 MM) SPHERE IS UNABLE TO PASS. 2. DECORATIVE GLASS IN ITEMS 1, 6 OR 7. 3, GLAZING IN SECTION R308A ITEM 6, WHEN THERE IS AN INTERVENING WALL OR OTHER PERMANENT BARRIER BETWEEN THE DOOR AND THE GLAZING. 4. GLAZING IN SECTION R 308.4, ITEM 6, IN WALLS PERPENDICULAR TO THE PLANE OF THE DOOR IN A CLOSED POSITION OR WHERE ACCESS THROUGH THE DOOR IS TO A CLOSET OR STORAGE AREA 3 FEET (914 MM) OR LESS IN DEPTH. GLAZING IN THESE APPLICATIONS SHALL COMPANY WITH SECTION R308,4, ITEM 7. 5. GLAZING IN SECTION R308.4, ITEMS 7 AND 10, WHEN A PROTECTIVE BAR IS INSTALLED ON THESE ACCESSIBLE SIDE(S) OF THE GLAZING 36 INCHES t 2 INCHES (914 t MM 51 MM) ABOVE THE FLOOR. THE BAR SHALL BE CAPABLE OF WITHSTANDING A HORIZONTAL LOAD OF 50 POUNDS PER LINEAR FOOT KG/M) WITHOUT CONTACTING THE GLASS AND BE A MINIMUM OF 1)2 INCHES (38 MM) IN HEIGHT. 6. OUTBOARD PANES IN INSULATING GLASS UNITS AND OTHER MULTIPLE GLAZED PANELS IN SECTION.R308A ITEM 7, WHEN THE BOTTOM EDGE OF THE GLASS IS 25 FEET (7620 MM) OR MORE ABOVE GRADE, A ROOF, WALKING SURFACES, OR OTHER HORIZONTAL [WITHIN 45 DEGREES (0.79 RAD) OF HORIZONTAL] SURFACE ADJACENT TO THE GLASS EXTERIOR. 7. LOUVERED WINDOWS AND JALOUSIES COMPLYING WITH THE REQUIREMENTS OF SECTION R308.2. 8. MIRRORS AND OTHER GLASS PANELS MOUNTED OR HUNG ON A SURFACE THAT PROVIDES A CONTINUOUS BACKING SUPPORT. 9. SAFETY GLAZING IN SECTION R308,4, ITEMS 10 AND 11 IS NOT REQUIRED WHERE: 9.1 THE SIDE OF STAIRWAY, LANDING OR RAMP HAS A GUARDRAIL OR HANDRAIL, INCLUDING BALUSTERS OR IN -FILL PANELS, COMPLYING WITH THE PREVISIONS OF SECTION 1012 AND 1607.7 OF THE FLORIDA BUILDING CODE, BUILDING; AND 9.2 THE PLANE OF THE GLASS IS GREATER THEN 18 INCHES (457 MM) FROM THE RAILING. 1. SPECIFICATIONS 1.1. CONSTRUCTION: 2.6.1. FLOOR TRUSSES SHALL LIMIT DEFLECTION TO U480 TIMES THE SPAN FOR LIVE LOADS AND U240 TIMES THE SPAN FOR TOTAL LOAD. 3. DESIGN METHOD 3.1. LOAD FACTOR DESIGN: 1.1.1. ACI 318-11 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE P� 1.1.2. ACI 530-11, ASCE 5/TMS 402-11 & AGI 530.1-11, ASCE 6/TMS 602-11 3.2• SERVICE LOAD DESIGN: SPECIFICATIONS FOR MASONRY STRUCTURES. 00 CO 1.1.3. ASTM C270 -07a, C90 -06b & C91-05 SPECIFICATIONS FOR MASONRY STRUCTURES ADDITIONAL CRITERIA, 1.1.4. NATIONAL DESIGN SPECIFICATIONS (NDS) FOR WOOD CONSTRUCTION, 2012 EDITION, AND ALL 4.2.5. INTERIOR AND EXTERIOR WOOD FRAMING AND SHEATHING ACCOMPANYING SUPPLEMENTS. ACCORDANCE WITH THE SPECIFICATIONS. AS STATED. 1.1.5. FLORIDA RESIDENTIAL CODE (FRC), FLORIDA BUILDING CODE (FBC) 5th ed. (2014). WIND SPEED (ULTIMATE) 140 MPH 1.1.6. "MANUAL OF STEEL CONSTRUCTION, ALLOWABLE STRESS DESIGN", BY THE AMERICAN 3.3. LOAD COMBINATIONS FOR LRFD DESIGNS: INSTITUTE OF STEEL CONSTRUCTION, (AISC)13TH EDITION. 4.2.7. 1.1.7• "DESIGN SPECIFICATION FOR LIGHT METAL PLATE CONNECTED WOOD TRUSSES" BY THE ACI- MCP 2011 STANDARDS. TOTAL DL + FLOOR LL + ROOF LL TRUSS PLATE INSTITUTE TRI1-02. 1.2. DESIGN: LOAD BEARING CONCRETE MASONRY BLOCK SHALL BE ASTM C90-0601, TYPE II 1.2.1. ACI 301-11 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE 4.3.3. 1.2.2. ACI 530-11, ASCE 5/rMS 402-11 & ACI 530.1-11, ASCE 6/rMS 602-11 STEM WALLS. 4.3.4. SPECIFICATIONS FOR MASONRY STRUCTURES, + + 1.2.3, ASTM C270 -07a, C90 -06b & C91-11 SPECIFICATIONS FOR MASONRY STRUCTURES METHOD OF CONCRETE MASONRY PLACEMENT AND CONSTRUCTION SHALL BE 1.2.4. NATIONAL DESIGN SPECIFICATIONS (NDS) FOR WOOD CONSTRUCTION, 2012 EDITION, AND ALL 4.3.6. MORTAR SHALL BE ASTM C270 TYPE "S" FOR ALL MASONRY CONSTRUCTION. ACCOMPANYING SUPPLEMENTS. 4.4.1.1. 1.2.5. PLYWOOD DESIGN SPECIFICATIONS (APA) ALL EXTERIOR FRAMING SPF #2, fb =1,312 PSI, E =1,400 Ksi 1.2.6. FLORIDA RESIDENTIAL CODE (FRC), FLORIDA BUILDING CODE (FBC) 5th ed. 2014. 1.3. SHOP DRAWINGS: 4.4.2. 1.3.1. THERE SHALL NOT BE ANY DEVIATIONS FROM THESE DESIGN PLANS BY OTHERS SHALL BE APA RATED STRUCTURAL SHEATHING 15/32" EXP 1 OR 7/16" STRUCTURAL 1, U.N.O. 4.4.3. DURING THE PREPARATION OF SHOP DRAWINGS WITHOUT WRITTEN APPROVAL FROM + + + + + + + + + SHEAR WALLS SHALL BE APA RATED SHEATHING EXP 1 U.N.O. THE ENGINEER OF RECORD. IF OSB BOARD IS TO BE USED IN PLACE OF PLYWOOD IS TO HAVE SIMILAR OR 1.3.2. ALL SHOP DRAWINGS ARE TO BE SUBMITTED TO THE ENGINEER OF RECORD PRIOR TO 4.4.5. ONLY STRUCTURAL LUMBER TO BE USED FOR AN EXTERIOR APPLICATION. WOOD IN THE COMMENCEMENT OF CONSTRUCTION, CONTACT WITH CONCRETE IS TO RECEIVE A STANDARD GRADE PRESSURE TREATING. 1.3.3. ALL ROOF AND FLOOR TRUSS SHOP DRAWINGS ARE TO BE SIGNED AND SEALED BY A CONSTRUCTION MANUFACTURER IS TO SUBMIT SHOP DRAWINGS TO THE ENGINEER of RECORD. FLA. REG. PE. AND SHALL INCLUDE: DRAWINGS AND CALCULATIONS, REACTIONS AND DESIGN, FABRICATE AND ERECT WOOD -TRUSSES IN ACCORDANCE WITH THE "DESIGN ����-' t�f'��'T�� BEARING POINTS, BRACING REQUIREMENTS, AND CONNECTIONS TO GARAGE DOORS (V =140 MPH) ANSI/TPI 1-2007, BCSI SUPPORTING TRUSS MEMBERS. 2. DESIGN LOADS 2.1. DEAD LOADS : ALL EXTERIOR FRAME WALLS SHALL BE STUCCO FINISH- 7/8" STUCCO FINISH PER 2.1,1. UNIT WEIGHT OF SOIL, COMPACTED: 120 PCF DOUBLE 160 +25.2 PSF / -28.1 PSF 2.1.2. UNIT WEIGHT OF REINFORCED CONCRETE: 150 PCF INSTALLATION OF EXTERIOR LATHING & FRAMING SHALL COMPLY TO ASTM C 1063 2.1.3, UNIT WEIGHT OF 8" C,M.U. BLOCK: 55 PSF 4.5. FASTENERS AND TIE DOWNS: 2.1.4. IST FLOOR SUPERIMPOSED LOAD: 20 PSF 2.1.5, UNIT WEIGHT OF 2x4 PARTITION WALLS: 11 PSF ROUND METAL PIPE: ASTM A53, GRADE B Fy = 35 Ksi 2.1.6. UNIT WEIGHT OF 2x6 BEARING WALLS: 12 PSF 2.1.7. BALCONIES & DECKS: 15 PSF 4.2. 2.1, 8, TILE ROOF GALVANIZED COATING IN ACCORDANCE WITH ASTM A525-87. TOP CHORD : 15 PSF NAILS SHALL CONSIST OF: COMMON WIRE NAILS WITH MINIMUM DIAMETER AS MODULES OF BOTTOM CHORD: 10 PSF 4.2.1. 2.1.9. SHINGLE ROOF ELASTICITY DESIGN (E) TOP CHORD : 7 PSF C -1-P CONCRETE (NORMAL WEIGHT) 2,500 Psi BOTTOM CHORD: 10 PSF FOR IN THE PLANS ARE A MINIMUM. 2.1.10. FLOOR TRUSSES 15 2, 2, LIVE LOADS: 2.2. 1. SIDEWALK AND DRIVEWAY LOAD: 250 PSF 3,000 Psi 2.2.2. GARAGE LOADS : 40 PSF 2.2.3. PARTITIONED ROOMS: 40 PSF CONCRETE EMBEDDED TIE DOWNS USED FOR TRUSS AND WALL UPLIFT ARE TO BE 2.2.4. BALCONY AND DECKS: 60 PSF-UNDER 100 sq. ft. 2.2.5. STAIRWAYS AND LANDINGS: 40 PSF 2.2.6. 2.2.7. FLOOR TRUSS TOP CHORD MINIMUM: 40 PSF 2.2.8. ROOF TRUSS TOP CHORD MINIMUM: 20 PSF BOTTOM CHORD (W/O STORAGE) : 10 PSF (NON -CONCURRENT) 2.3, RAILING LOADS: 2.3.1. ALL RAILING AND GUARD RAIL SYSTEM'S ARE TO BE DESIGNED TO WITHSTAND A CONCENTRATED LOAD OF 200 POUNDS APPLIED AT ANY POINT AND IN ANY DIRECTION ON THE RAILING. 2.3.2. ALL RAILING AND GUARD RAIL SYSTEM'S ARE TO BE DESIGNED TO WITHSTAND A HORIZONTAL LOAD OF 50 PLF ON THE GUARDRAIL AND A SIMULTANEOUS LOAD OF 100 PLF APPLIED VERTICALLY DOWNWARD AT THE TOP OF THE GUARDRAIL 2.3.3. GUARDRAIL SYSTEM SHALL BE DESIGNED TO WITHSTAND 2001b CONCENTRATED HORIZONTAL LOAD APPLIED ON 1 SQ. FT. AT ANY POINT IN THE SYSTEM. 2.3.4. 2.3.1., 2.3,2 & 2.3.3. ARE NOT REQUIRED TO BE APPLIED SIMULTANEOUSLY, BUT EACH SHALL BE APPLIED TO PRODUCE THE MAXIMUM STRESSES IN THE MEMBER COMPONENTS, 2.4, WIND LOADS: 2.4.1. E 30 0 HE FBC 5th ed 2014 WIND DESIGN TO BE CONDUCTED IN ACCORDANCE WITH SECT. R 1.2 F T ( ), AND CONDUCTED BASED ON A140 MPH 3 SECOND GUST, EXPOSURE "C", IMPORTANCE FACTOR "I" =1.0. ENCLOSED BUILDING 2.4.2. NET UPLIFT DEAD LOADS -10 PSF SHINGLE, 15 PSF TILE 2.4.3. WIND LOAD DETERMINATION BASED ON ASCE 7-10 2.5• DEFLECTIONS: 2.6.1. FLOOR TRUSSES SHALL LIMIT DEFLECTION TO U480 TIMES THE SPAN FOR LIVE LOADS AND U240 TIMES THE SPAN FOR TOTAL LOAD. 3. DESIGN METHOD 3.1. LOAD FACTOR DESIGN: STRUCTURAL NOTES 3,1.1. THE LOAD FACTOR DESIGN METHOD WAS USED TO DESIGN: CONCRETE SHALL CONSIST OF 1" MAXIMUM AGGREGATE CONCRETE MIX WITH SLUMP P� CAST -IN-PLACE CONCRETE SLABS AND FOOTINGS +.. 3.2• SERVICE LOAD DESIGN: GROUT SHALL CONSIST OF PEA ROCK (3/8" MAXIMUM AGGREGATE) CONCRETE MIX 00 CO 3, 2. 1. THE SERVICE LOAD DESIGN METHOD WAS USED TO DESIGN: + + ADDITIONAL CRITERIA, MASONRY WALLS AND LINTELS CONSTRUCTION JOINTS WILL BE PERMITTED 4.2.5. INTERIOR AND EXTERIOR WOOD FRAMING AND SHEATHING +. ACCORDANCE WITH THE SPECIFICATIONS. AS STATED. STAIRS AND FLOOR FRAMING EARTH SUPPORTED SLABS (EXCLUDING EXTERIOR WALKWAYS & DRIVEWAYS) : WIND SPEED (ULTIMATE) 140 MPH ROOF FRAMING, SHEATHING AND UPLIFT °` 3.3. LOAD COMBINATIONS FOR LRFD DESIGNS: CONTRACTORS DISCRETION. 4.2.7. 3.3.1. THE FOLLOWING LOAD COMBINATIONS WERE DESIGNED FOR: U) M ACI- MCP 2011 STANDARDS. TOTAL DL + FLOOR LL + ROOF LL 4.3.1. FILLED CELLS W/ (1) #5 BAR SHALL BE LOCATED PER PLAN. TOTAL DL + FLOOR LL + WL LOAD BEARING CONCRETE MASONRY BLOCK SHALL BE ASTM C90-0601, TYPE II WIND EXPOSURE - "C" (FRC R301) TOTAL DL + WIL 4.3.3. ALL CELLS & CAVITIES BELOW GRADE WILL BE FILLED W/ CONCRETE IN ALL 3.3.2. ALL ROOF AND FLOOR TRUSSES SHALL BE DESIGNED TO RESIST THE WORST LOAD STEM WALLS. 4.3.4. COMBINATION RESULTING IN THE MAXIMUM STRESSES PLACED ON THAT COMPONENT. + + MINIMUM. BOTH PARTIAL, FULL, AND ALTERNATING SPAN LOADING ARE TO BE CONSIDERED. METHOD OF CONCRETE MASONRY PLACEMENT AND CONSTRUCTION SHALL BE 3.4. DESIGN ASSUMPTIONS: 4.3.6. MORTAR SHALL BE ASTM C270 TYPE "S" FOR ALL MASONRY CONSTRUCTION. 3.4.1. ALL FOUNDATIONS ARE CENTERED UNDER SUPPORTED COLUMNS AND WALLS UNLESS 4.4.1.1. INTERIOR LOAD BEARING WALLS SPF #2, fb =1,312 PSI, E =1,400 Ksi SHOWN OTHERWISE IN THE DESIGN PLANS, ALL EXTERIOR FRAMING SPF #2, fb =1,312 PSI, E =1,400 Ksi 4• MATERIALS ALL FRAME WALLS TO BE CONSTRUCTED USING SPF #2 4.1. REINFORCING STEEL: 4.4.2. ALL PLYWOOD USED FOR EXTERIOR APPLICATIONS 4.1.1. REINFORCING STEEL SHALL BE ASTM A615 / A185M-04A MIN. GRADE 40, fy = 40 Ksi SHALL BE APA RATED STRUCTURAL SHEATHING 15/32" EXP 1 OR 7/16" STRUCTURAL 1, U.N.O. 4.4.3. 4.1.2. LAP SPLICE SHALL BE AS FOLLOWS: #5 BAR 25", #4 BAR 20", #3 BAR 20". + + + + + + + + + SHEAR WALLS SHALL BE APA RATED SHEATHING EXP 1 U.N.O. 4.1.3. ALL DIMENSIONS PERTAINING TO THE LOCATION OF REINFORCING ARE TO THE IF OSB BOARD IS TO BE USED IN PLACE OF PLYWOOD IS TO HAVE SIMILAR OR + + + + + CENTERLINE OF EACH BAR EXCEPT WHERE THE COVER DIMENSION IS SHOWN TO THE 4.4.5. ONLY STRUCTURAL LUMBER TO BE USED FOR AN EXTERIOR APPLICATION. WOOD IN FACE OF THE CONCRETE, - CONTACT WITH CONCRETE IS TO RECEIVE A STANDARD GRADE PRESSURE TREATING. 4.4.6. 4.1.4. REINFORCING DETAIL DIMENSIONS ARE OUT TO OUT OF BARS. CONSTRUCTION MANUFACTURER IS TO SUBMIT SHOP DRAWINGS TO THE ENGINEER of RECORD. 4.1.5. REINFORCING MECHANICAL COUPLERS ARE TO DEVELOP 125 % OF THE REQUIRED DESIGN, FABRICATE AND ERECT WOOD -TRUSSES IN ACCORDANCE WITH THE "DESIGN ����-' t�f'��'T�� YIELD STRENGTH OF THE BAR AND ARE TO BE APPROVED BY THE ENGINEER OF GARAGE DOORS (V =140 MPH) ANSI/TPI 1-2007, BCSI RECORD. UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE. SEAT PLATES . project no. 2016476 4.1.6, DESIGN COVER REQUIREMENTS: 4.4.9. ALL EXTERIOR FRAME WALLS SHALL BE STUCCO FINISH- 7/8" STUCCO FINISH PER C -I -P CONCRETE FORMED AGAINST EARTH: 3" DOUBLE 160 +25.2 PSF / -28.1 PSF C -I -P CONCRETE EXPOSED TO EXTERIOR: 2" INSTALLATION OF EXTERIOR LATHING & FRAMING SHALL COMPLY TO ASTM C 1063 C -1-P CONCRETE NOT EXPOSED: 1 V 4.5. FASTENERS AND TIE DOWNS: GROUT FILLED MASONRY: 3/4' 4.1.7. WELDED WIRE FABRIC (WWF): ASTM A-185 / A 185M-07 F- ROUND METAL PIPE: ASTM A53, GRADE B Fy = 35 Ksi 4.1.8. DETAIL REINFORCEMENT IN ACCORDANCE WITH ACI 318-11 (STRUCTURAL CONCRETE) SQUARE METAL TUBING: ASTM A500, GRADE B Fy = 46Ksi ACI 530-11 (MASONRY STRUCTURES) 4.2. CONCRETE SHEET METAL ACCESSORIES SHALL CONFORM TO: Fy = 33KsIWITH G90 GALVANIZED COATING IN ACCORDANCE WITH ASTM A525-87. 4.5.3. NAILS SHALL CONSIST OF: COMMON WIRE NAILS WITH MINIMUM DIAMETER AS MODULES OF FOLLOWS: 8d = 0.131", 10d = 0.148", 12d = 0.148", 16d = 0.162". 4.2.1. CONCRETE TYPE MIN. 28 DAY DESIGN (fc) ELASTICITY DESIGN (E) PRIOR TO INSTALLATION. C -1-P CONCRETE (NORMAL WEIGHT) 2,500 Psi 2,850 Ksi FOR IN THE PLANS ARE A MINIMUM. 4.5.6. C4 -P CONCRETE (NORMAL WEIGHT) HERNANDO CO. ONLY 3,000 Psi 3,122 Ksi SPECIFICATIONS. C+P GROUT 3,000 Psi 3,122 Ksi STRUCTURAL NOTES 4.2.2. CONCRETE SHALL CONSIST OF 1" MAXIMUM AGGREGATE CONCRETE MIX WITH SLUMP P� BETWEEN 6" AND 7" AT TIME OF PLACEMENT. SEE SPECIFICATIONS FOR ADDITIONAL +.. CRITERIA. 4.2.3. GROUT SHALL CONSIST OF PEA ROCK (3/8" MAXIMUM AGGREGATE) CONCRETE MIX 00 CO WITH SLUMP BETWEEN 8" AND 10" AT TIME OF PLACEMENT. SEE SPECIFICATIONS FOR + + ADDITIONAL CRITERIA, 4.2.4. CONSTRUCTION JOINTS WILL BE PERMITTED 4.2.5. METHOD OF CONCRETE FORMING, PLACEMENT AND CURING SHALL BE CONDUCTED IN +. ACCORDANCE WITH THE SPECIFICATIONS. AS STATED. 4.2.6. EARTH SUPPORTED SLABS (EXCLUDING EXTERIOR WALKWAYS & DRIVEWAYS) : WIND SPEED (ULTIMATE) 140 MPH 31/2" MIN. THICKNESS W/ MIN. REINFORCEMENT OF 6.0 x 6.0 W/ 1.4 x 1.4 WWF @ °` MID -DEPTH OF SLAB, FIBER MESH PER DESIGN MIX MAY BE USED I.L.O. WWF @ -ec y W CONTRACTORS DISCRETION. 4.2.7. CONCRETE PLACEMENT PRACTICES SHALL BE IN ACCORDANCE W/ ALL U) M ACI- MCP 2011 STANDARDS. 4.3. CONCRETE MASONRY: 4.3.1. FILLED CELLS W/ (1) #5 BAR SHALL BE LOCATED PER PLAN. 4.3.2. LOAD BEARING CONCRETE MASONRY BLOCK SHALL BE ASTM C90-0601, TYPE II WIND EXPOSURE - "C" (FRC R301) NON -MOISTURE CONTROLLED, 4.3.3. ALL CELLS & CAVITIES BELOW GRADE WILL BE FILLED W/ CONCRETE IN ALL s'-0" STEM WALLS. 4.3.4. THE AGGREGATE STRENGTH OF THE BLOCK AND MORTAR SHALL BE F'm =1,500 PSI + + MINIMUM. 4.3.5. METHOD OF CONCRETE MASONRY PLACEMENT AND CONSTRUCTION SHALL BE " ra E! ��� CONDUCTED IN ACCORDANCE WITH THE SPECIFICATIONS AS STATED. 4.3.6. MORTAR SHALL BE ASTM C270 TYPE "S" FOR ALL MASONRY CONSTRUCTION. 4.4. STRUCTURAL LUMBER: 4.4.1.1. INTERIOR LOAD BEARING WALLS SPF #2, fb =1,312 PSI, E =1,400 Ksi (COMPONENT AND CLADDING) WORST CASE (10 SF- END ZONE)'` ALL EXTERIOR FRAMING SPF #2, fb =1,312 PSI, E =1,400 Ksi 4.4.1.2. ALL FRAME WALLS TO BE CONSTRUCTED USING SPF #2 QUALITY OR BETTER 4.4.2. ALL PLYWOOD USED FOR EXTERIOR APPLICATIONS ' SHALL BE APA RATED STRUCTURAL SHEATHING 15/32" EXP 1 OR 7/16" STRUCTURAL 1, U.N.O. 4.4.3. ALL PLYWOOD USED FOR INTERIOR APPLICATIONS SUCH AS SUB FLOORING AND + + + + + + + + + SHEAR WALLS SHALL BE APA RATED SHEATHING EXP 1 U.N.O. 4.4.4. IF OSB BOARD IS TO BE USED IN PLACE OF PLYWOOD IS TO HAVE SIMILAR OR + + + + + GREATER SECTION PROPERTIES. 4.4.5. ONLY STRUCTURAL LUMBER TO BE USED FOR AN EXTERIOR APPLICATION. WOOD IN 140 MPH + 29.7 PSF / 39 %6,PSF (END) U.N.O. CONTACT WITH CONCRETE IS TO RECEIVE A STANDARD GRADE PRESSURE TREATING. 4.4.6. WHEN PRE ENGINEERED TRUSSES ARE CALLED FOR ON THE PLANS THE CONSTRUCTION MANUFACTURER IS TO SUBMIT SHOP DRAWINGS TO THE ENGINEER of RECORD. 4.4.7, DESIGN, FABRICATE AND ERECT WOOD -TRUSSES IN ACCORDANCE WITH THE "DESIGN ����-' t�f'��'T�� SPECIFICATION FOR LIGHT METAL PLATE CONNECTED WOOD TRUSSES" BY THE GARAGE DOORS (V =140 MPH) ANSI/TPI 1-2007, BCSI 4.4.8. UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE. SEAT PLATES . project no. 2016476 SHALL BE PROVIDED AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES. 4.4.9. ALL EXTERIOR FRAME WALLS SHALL BE STUCCO FINISH- 7/8" STUCCO FINISH PER �tL?�3i'n 2. iwMdRn'&x ASTM C. 926, APPLY 3 LAYERS W/ TOTAL THICKNESS 7/8" OVER METAL LATH. FIRST DOUBLE 160 +25.2 PSF / -28.1 PSF 2 LAYERS 3/8" THICK EACH. 3RD LAYER 1/8" THICK 4.4.10. INSTALLATION OF EXTERIOR LATHING & FRAMING SHALL COMPLY TO ASTM C 1063 NOTE: THE WIND PRESSURES LISTED ABOVE ARE ALLOWABLE PRESSURES. PER FLORIDA CODE R706.6.1 4.5. FASTENERS AND TIE DOWNS: 4.5.1. FASTENERS AND TIE DOWNS SHALL CONSIST OF BUT ARE NOT LIMITED TO: SHAPES, ANGLES, CHANNELS: ASTM A36/36M 05 Fy = 36 Ksi F- ROUND METAL PIPE: ASTM A53, GRADE B Fy = 35 Ksi SQUARE METAL TUBING: ASTM A500, GRADE B Fy = 46Ksi HIGH STRENGTH BOLTS: ASTM A325 MACHINE BOLTS: GALVANIZED ASTM A307 4.5.2. SHEET METAL ACCESSORIES SHALL CONFORM TO: Fy = 33KsIWITH G90 GALVANIZED COATING IN ACCORDANCE WITH ASTM A525-87. 4.5.3. NAILS SHALL CONSIST OF: COMMON WIRE NAILS WITH MINIMUM DIAMETER AS FOLLOWS: 8d = 0.131", 10d = 0.148", 12d = 0.148", 16d = 0.162". 4.5.4. ALL FASTENERS AND TIE DOWNS EMBEDDED IN CONCRETE OR USED IN AN EXTERIOR RESIDENTIAL and +.is certified as such. APPLICATION ARE TO RECEIVE AN ANTI -CORROSIVE COATING BY MANUFACTURER PRIOR TO INSTALLATION. 4.5.5. ALL FASTENERS AND TIE DOWNS ARE TO PROVIDE THE UPLIFT CAPACITY CALLED FOR IN THE PLANS ARE A MINIMUM. 4.5.6. ALL FASTENER TIE DOWNS, BEAM HANGERS, JOIST HANGERS, AND FLOOR TRUSS STRAPPING ARE TO BE INSTALLED IN ACCORDANCE WITH THE PLANS AND SPECIFICATIONS. 4.5.7. CONCRETE EMBEDDED'Y BOLTS USED FOR UPLIFT ARE TO BE WET SET PRIOR TO INITIAL SET OF THE CONCRETE, SPACING AND ALIGNMENT ARE TO BE IN ACCORDANCE E WITH THE DESIGN PLANS, U.N.O. ALTERNATES TO "J" BOLTS ARE NOTED ON PLANS. 4.5.8. CONCRETE EMBEDDED TIE DOWNS USED FOR TRUSS AND WALL UPLIFT ARE TO BE PLACED AROUND EMBEDDED REINFORCING PRIOR TO OR WHILE PLACING GROUT. 4.6. SOIL: 4.6.1. MINIMUM SOIL BEARING PRESSURE CAPACITY OF 2000 PSF. FOUNDATIONS HAVE BEEN DESIGNED WITH THE MIN. CAPACITY OF 2000 PSF 4.6.2. ALL SOIL IS TO BE CLEAN & POISONED FOR TERMITES PER FBC 5th ed. (2014), RESIDENTIAL SECTION R318. 4.6.3. SOIL IS TO BE COMPACTED To 95% MODIFIED PROCTOR AS DEFINED BY ASTM D 1557-02E01 TERMITE PROTECTION - CONTRACTOR TO USE (1) OF THE TREATMENTS BELOW Borate / Boracore treated lumber Soil Chemical Barrier Method Other treatment - Must specify proposed method and submit documentation, which substantiates the proposed method, is an approved termite protection system or method. OR CHEMICAL SOIL TERMITE TREATMENT IS USED 1. FRC R318.1- "A permanent si n which identifies the termite tr tment provider and need for re -inspection andgtreatment contract renewal shal�(�ia provided. The sign shall be posted near the water heater or electric panel" 2. Condensate and roof downspouts shall discharge at least V-0" away from the building side walls. 3, srrigation/sprinkler systems including all risers and spray heads shall not be installed wdhin 1-0" of the building side wall. 4. FRC R318.7- To provide for Inspection for termite Infestation, between wall covering and final earth grade shall not be less than b6 inches. Exception: Paint or decorative cementitious finish less than 5/8" thick adhered directly to the foundation wall. 5. FRC R318.1.1 - Initial treatment shall be done after all excavation and backfill is complete. 6. FRC R318.1,2 - Soil disturbed after the initial treatment shall be retreated Including spaces boxed or formed. 7. FRC R318.1.3 - Boxed areas in concrete floors for subsequent installation of traps etc., shall be made with permanent metal or plastic forms. Permanent forms must be of a size and depth that will eliminate the disturbance of soil after the initial treatment. 8. FRC R318.1.4 - Minimum 6 mil vapor retarder must be installed to protect against rainfall dilutin. If r inf II occurs before vapor retarder placement, retreatment p,s required 9. FRC R318,1.5 - Concrete overpour and mortar along the foundation perimeter must be removed before exterior soil treatment. 10. FRC R318.1,6 - Soil treatment must be applied under all exterior concrete or grade within V-0" of the structure sldewalls. 11. FRC R318.1.6 - An extod?r vertical chemical barrier must a Installed after construction is complete, Including landscaping and irrigation. Any soil disturbed after the vertical barrier is applied, shall be retreated, 12. FRC R318.1 - All buildings are required to have pre -construction treatment. 13. FRC R318,1 - A certificate of compliance must be issued to the building department by a licensed pest control company before a certificate of occupancy will be issued. The certificate of compliance shall state: "The building has received a complete treatment for theprevention of subterranean termites. The treatment Is In accordance with the rules and laws of the Florida Department of Agriculture and Consumer Services". 14. FRC R318,6 - After all work is completed, loose wood and fill must be removed from below and within l'-0" of the building. This includes all grade stakes, tub trap boxes, forms, shoring or other cellulose containing material, CD O CD E 2 0 Q U WORST CASE DESIGN PRESSURE TABLE U.j P� a N o0 N � � +.. 8d RING SHANK NAILS @ 6" O.C. & 8d RING SHANK NAILS @ 6" O.C. EDGES & + + + 4" O.C. @ GABLE END WALL OR GABLE TRUSS 8d RING SHANK NAILS @ 6" O.C. INTERMEDIATE of (� 00 CO " + + + +' + + + + + + + + +ip . BUILDING DATA wiui +. 0.280 INCH FULL ROUND HEAD DIAMETER 0.280 INCH FULL ROUND HEAD DIAMETER 5 Q + "+ + + + + + + + + + WIND SPEED (ULTIMATE) 140 MPH Z Q� °` o C: �- 'a -ec y W WIND SPEED (ALLOWABLE) 108 MPH 1) SEE STRUCTURAL NOTES FOR SHEATHING SPECIFICATIONS AND WIND SPEED, _ J:k < U) M 2) END JOINTS OF THE ROOF SHEATHING SHALL BE STAGGERED AND OCCUR OVER FRAMING MEMBER• 126 0 + + �Ow Uw ❑ + + WIND EXPOSURE - "C" (FRC R301) FLU s s'-0" INTERNAL PRESSURE COEFFICIENT=, 0.18 ENCLOSED BLDG) + + + BUILDING CATEGORY= II + " ra E! ��� + + + DESIGN WIND PRESSURE: t r4�i� T'•f + + + (COMPONENT AND CLADDING) WORST CASE (10 SF- END ZONE)'` # END ZONE IS ONLY WITHIN 5'-0"',' s ' + + + + + + + + + + + + + + 4 OF ALL EXTERIOR BUILDING CORNERS + + + + +:. + + + + + + + + + + + + + + + + + WINDOWS AND DOORS + + + + + ,y4x;, �,Nq,,_r, a' + + + + + 140 MPH + 29.7 PSF / 39 %6,PSF (END) U.N.O. + y + + + CONSTRUCTION + 29.7 PSF / =32.2. PSF (INTERIOR) U.N.O. {. ] : ��� '' ��' ����-' t�f'��'T�� TYPE' 58 GARAGE DOORS (V =140 MPH) "�;. . project no. 2016476 SINGLE 9x7 +26.3 PSF / -29.8 PSF Q o •.iry":'.. �tL?�3i'n 2. iwMdRn'&x DOUBLE 160 +25.2 PSF / -28.1 PSF t date: 08-17-16 NOTE: THE WIND PRESSURES LISTED ABOVE ARE ALLOWABLE PRESSURES. N I r O F- a NOTE: IT IS THE CONTRACTORS RESPONSIBILITY TO REVIEW ALL DRAWINGS BEFORE CONSTRUCTION BEGINS. FLORIDA DESIGN SOLUTIONS, INC. IS RESPONSIBLE FOR THE STRUCTURAL INTEGRITY OF THIS PROJECT ONLY. ANY DISCREPANCY BETWEEN FIELD CONDITIONS, OTHER DESIGN PROFESSIONALS' SHOP DRAWINGS, CONTRACTORS' BUILDING METHODS, AND THESE SIGNED AND SEALED DRAWINGS MUST BE BROUGHT TO THE ATTENTION OF FLORIDA DESIGN SOLUTIONS, INC. PRIOR TO THE COMMENCEMENT OF CONSTRUCTION. ..x9�EVI4i6Ii11j//////� 0-4 a, ti U.j + + + + + •_+.; CD +.. 8d RING SHANK NAILS @ 6" O.C. & 8d RING SHANK NAILS @ 6" O.C. EDGES & + + + 4" O.C. @ GABLE END WALL OR GABLE TRUSS 8d RING SHANK NAILS @ 6" O.C. INTERMEDIATE of (� Z " + + ..x9�EVI4i6Ii11j//////� 0-4 Y\(JJ' J Vi1S(Lr,ll�11,U 2s }{' 5:FZ4a M, (nrj U.j + + + + + •_+.; CD +.. 8d RING SHANK NAILS @ 6" O.C. & 8d RING SHANK NAILS @ 6" O.C. EDGES & + + + 4" O.C. @ GABLE END WALL OR GABLE TRUSS 8d RING SHANK NAILS @ 6" O.C. INTERMEDIATE 00 U=z �V'ni off © Elc: ` ? �: + + + + -h + + L: + + + +' + + + + + + + + +ip . + + + + + +` wiui +. 0.280 INCH FULL ROUND HEAD DIAMETER 0.280 INCH FULL ROUND HEAD DIAMETER Co + "+ + + + + + + + + + + + + + + + ... Z Q� + + + -ec y W 4 1) SEE STRUCTURAL NOTES FOR SHEATHING SPECIFICATIONS AND WIND SPEED, _ J:k < + 2) END JOINTS OF THE ROOF SHEATHING SHALL BE STAGGERED AND OCCUR OVER FRAMING MEMBER• 126 0 + + �Ow Uw ❑ + + OF A LESSER GRADE OF LUMBER, CONTRACTOR MUST CONTACT ENGINEER OF RECORD FOR ALTERNATE NAILING PATTERN. FLU s'-0" I: Y\(JJ' J Vi1S(Lr,ll�11,U 2s }{' + + + . + + + + + + . + + .f + + + + + •_+.; :i:+a + ,+_;_.:+ + +.. 8d RING SHANK NAILS @ 6" O.C. & 8d RING SHANK NAILS @ 6" O.C. EDGES & + + + 4" O.C. @ GABLE END WALL OR GABLE TRUSS 8d RING SHANK NAILS @ 6" O.C. INTERMEDIATE 0 W M + + + + -h + + o + + + +' + + + + + + + + +ip . + + + + + +` i +; ;+ + + + +. 0.280 INCH FULL ROUND HEAD DIAMETER 0.280 INCH FULL ROUND HEAD DIAMETER Co + "+ + + + + + + + + + + + + + + + ... ROOF DIAPHRAGM NAILING SCHEDULE + + + + 4 1) SEE STRUCTURAL NOTES FOR SHEATHING SPECIFICATIONS AND WIND SPEED, RIDGE LINE + 2) END JOINTS OF THE ROOF SHEATHING SHALL BE STAGGERED AND OCCUR OVER FRAMING MEMBER• 014 Lu + + + + . + + + + + + . + + .f + + + + + •_+.; :i:+a + ,+_;_.:+ + +.. 8d RING SHANK NAILS @ 6" O.C. & 8d RING SHANK NAILS @ 6" O.C. EDGES & + + + 4" O.C. @ GABLE END WALL OR GABLE TRUSS 8d RING SHANK NAILS @ 6" O.C. INTERMEDIATE + + :+ + + + + + + c. +. ,+... "+ + + + + -h + + + -.a. +.:. + .,+ + + + +' + + + + + + + + +ip . + + + + + +` i +; ;+ + + + +. 0.280 INCH FULL ROUND HEAD DIAMETER 0.280 INCH FULL ROUND HEAD DIAMETER + + "+ + + + + + + + + + + + + + + + ... +.. + '+ + + + + + }: 1) SEE STRUCTURAL NOTES FOR SHEATHING SPECIFICATIONS AND WIND SPEED, + 2) END JOINTS OF THE ROOF SHEATHING SHALL BE STAGGERED AND OCCUR OVER FRAMING MEMBER• + + + c + + OF A LESSER GRADE OF LUMBER, CONTRACTOR MUST CONTACT ENGINEER OF RECORD FOR ALTERNATE NAILING PATTERN. s'-0" I: + + + + + + + + + + + + +++ + + + + + + F + + + + + + + + + + + + + + + + + 4 + + + + + + + +:. + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + � w V Z L.L 0 w LL LIJ Z 15/32" CDX PLYWOOD OR 0- 7/16" OSB W 5 w RIDGE LINE s u) r , U v®/ ��J 140 MPH (ult) 3 SECOND GUST EXPOSURE "C" WIND ZONE 140 MPH (ult) 3 SECOND GUST EXPOSURE "C" WIND ZONE o 8d RING SHANK NAILS @ 6" O.C. & 8d RING SHANK NAILS @ 6" O.C. EDGES & + + + 4" O.C. @ GABLE END WALL OR GABLE TRUSS 8d RING SHANK NAILS @ 6" O.C. INTERMEDIATE o CL' + + 0.113 INCH NOMINAL SHANK DIAMETER 0,113 INCH NOMINAL SHANK DIAMETER a ' I I l i RING DIAMETER OF 0.012 OVER SHANK DIAMETER RING DIAMETER OF 0.012 OVER SHANK DIAMETER 16 TO 20 RINGS PER INCH 16 TO 20 RINGS PER INCH ~ 0.280 INCH FULL ROUND HEAD DIAMETER 0.280 INCH FULL ROUND HEAD DIAMETER < 2 INCH NAIL LENGTH 2 INCH NAIL LENGTH NOTE: ' FOR 8d RING SHANK NAILS 0.113x 2x 3/8" RING SHANK COIL GUN NAILS MAY BE USED W }: 1) SEE STRUCTURAL NOTES FOR SHEATHING SPECIFICATIONS AND WIND SPEED, s 2) END JOINTS OF THE ROOF SHEATHING SHALL BE STAGGERED AND OCCUR OVER FRAMING MEMBER• 3) SCHEDULE ASSUMES SHEATHING IS FASTENED DIRECTLY TO SOUTHERN YELLOW PINE OR DOUGLAS FIR OR BETTER. IF ROOF FRAMING CONSISTS c OF A LESSER GRADE OF LUMBER, CONTRACTOR MUST CONTACT ENGINEER OF RECORD FOR ALTERNATE NAILING PATTERN. U 0 I: 0 W s Z V W W SANFORD mc f'AR(N, } 4 X16 0 U W L W title: W Z 0 o Z . project no. 2016476 Q o checked: AB ;< drawn: date: 08-17-16 N scale: AS SHOWN O F- I SN a p . U The structural design of this building is in accordance with the FLORIDA BUILDING CODE 5TH EDITION (2014) RESIDENTIAL and +.is certified as such. y -NEW 8" C.M.U. WALL (1) LAYER TYPE a (#30) UNACCEPTABLE INSTALLTION ' a E {f UNDERLR TYPE 1 FOR LOAD BEARING OR - ' N CO N o EXISTING 8" C.M.U. WALL MAX. 8" � ♦ ;�j a� � � Q o �4 I PROPER INSTALLATION e DO NOT DO THIS e♦ CO y ROOF PITCH 4A2 & (2) LAYERS EXTERIOR WALL L; �® rn TYPE I OR TYPE II (#15 OR #30) @ I J co � f-„..�...--I,� #5 BAR 24” O.C. VERT. W/MIN. ® #5 REBAR (rYP,) e . � N N N .Q UNDERLAYMENT FOR ROOF 6 x 6 W1.4 x W1.4 ( I EMBEDMENT OF 4". CLEAN AND BLOW #5 REBAR , e , LL PITCH 4:<12. I WWF OR FIBERMESH N �� ] OUT HOLE TO ENSURE THERE IS NO (nP') 410# ee S D 31/2"(min.)- 4" y DEBRIS, EPDXY WITH SIMPSON SET O o ai PRE ENGINEERED WOOD I- e e } TRUSS @ 24" O.C. U.N.O. o °. a v GRADE I EPDXY { CD � Q -71I 12 4" _ _ L �, _`� , -'110A. 90' HOOK (TYP.) U) (TYP) HURRICANE ANCHOR @ EACH = - _ I - - - - - - STD. 90I P 0 a FILL SOLID - -� e VARIES _ _ _ _ _ _ I I I= I I ' : ` #5 BAR W/ MIN. 6" BOTH CELLS HOOK (TYP.) e TRUSS (SEE UPLIFT SCHED.) `� LINE OF 4" EXISTING I EMBEDMENT ; MOISTURE BARRIER -III I I- III—I 1- CONC. SLAB SHOWN INSULATION BAFFIL SHINGLE ROOF 14,E ,, I I 11- FOR CLARITY r )~ I EXISTING SLAB AND I MONOLITHIC FOOTING ' x 7/16 O.S.B. MIN. SEE ROOF MIN. NAILING SCHEDULE ON SHT. -„ JLC -�-. .M•._._..-_..- e P �tl Z"T hR� Y nq A k 3'h SN1 NEW MONOLITHIC Q ELEv.vARIEs TYPICAL THICKENED SLAB EDGE 2 FOOTING SHOWN—� -. p -• r�'..I_II"`'lll ex �� 5/8" OR 1/2" HIGH SCALE: 3/4"'1'-0" FOR CLARITY REFER a �� III I I I-1 NOTC 118 (c FIRST COURSE e� S1 a . , " I� (2) NEW #5 BARS CONT. FOR e ��� • ]� ALUMINUM DRIP TO FOR FTG DETAILS. u c p STRENGTH CEILING ' �` 6 =I I e BOARD COD 5 EDGE �: po-_NEW MONOLITHIC FOOTING TO e'.._` rr . NOTCH WEB AT THE " a� A PER E (OR /8 ALUMINUM FASCIA o ' ' .p P . r ; >� ' r GYP. TYPE "X" @ GARAGE I HAVE A 6 MIN. EMBEDMENT t5 FIRST 2 COURSES W/A HABITABLE ROOM 12" 2x SUB FASCIA- INTO EXISTING FOOTING. STOP y�+ 3 ♦ ,h;: i t.o- ..:.'� , t a,..n. . ,fa �S,u.i.r.,' l...i'r,„ N.O. ---'F. r F-1 wr-w-' * T IF YOU SEE SPARKS FROM ABOVE) W/DRYWALL EE SOFFIT -=III-I I I==III- I I I=I I I=I TI—TTI=III=III—�I FILLED CELL PER P I I I=I I I=111 TI I=III=III—TTI=I I I=III—TTI—I I I=III=�-7r EXISTING STEEL. SCREWS @ 7 O.C. - - - - - - - - - - - III I FOUNDATION PLAN c Y xs " SHEET Tl1..� ,_., x. CEILING & 8" O.C. WALLS — — � — _ — =FILLED CELL INSTALLATION 4 ` Ti I—III—III—TSI III—I � I—TTI T1 I—III, TiIII— � T7 III iii m 8"x8"X16" KNOCK -OUT scALE: N T INSULATION PER BLOCK W/ 1#5 CONT. C.M.U. WALL TO C.M.U. WALL CONNECTION CHART ON FLOOR FILLED SOLID W/GROUT PLAN SCALE: 3/4"=1'-0" 4 ' 1x2 P.T. HORIZONTAL NAILER 8: C.M.U. TYPICAL STD. 90 -HOOK (SEE DETAIL) s TYPE ..5.. MORTAR I " , v5 KNOCK -OUT— a \NVo FOR CONCRETE PLACEMENT NOTCH LINTEL WHERE RED /rit \ BLOCK W/ (1) #5 ��GVFL� . 4 -'4 ., 4-- 4 ARCHITECTURAL FINISH ° 4- 1x2 , 4 A° WOOD INFILL OPTION: a. PT WD FURRING @ 24" O.C. �M A FASTEN PT 2X NAILER TO • 1 #5 VERT. IN FILL �ctM\N\�o�8 " 1/2" GYPSUM WALLBOARD O \ , �\N 8' STD. 90°HOOK g +i CELLS (SEE co MASONRY WITH 1 ROW OF a" X 3" ', �,"N `�✓i U.N.O. FOUNDATION PLAN �� TAPCONS @ 12" ON CENTER, IF 2X6 z w .; ui ••` •., 3 ���.� EXISTING MASONRY WALL o n:`• - �' t" r OR 2X8 IS USED, THEN (2) ROWS FOR LOCATIONS) LINTEL BEAM W/ (1) #5 CONT. IN OPENINGS o « o ' 1x4 P.T. BASE NAILER — ARE REQUIRED. IF DOUBLE 2X �� . �� 4"x4" INSPECTION GREATER THAN 6'-0" WIDE (U.N.O. NAILER IS USED, USE 1/4" x 4 1/2" o�(T, r� �C) w 3 1/4 BASEBOARD PORT AT EACH n: FILLED CELL TYPICAL CONTINUOUS TO FOOTER BELOW 90 HOOK DETAIL 7d � w fAfp� TAPCONS. INFILL WITH 2 X DUR-O-WAL D/A 990 o S 2 � n fI �,G • ryl � K.O. BLOCK VERTICALS AT 24 O.0 WITH (2) 1Od CORRUGATED METAL o Mw. 2500 PSI corvc. SLAB OPENING o �, va AT GARAGE CONTRACTOR TOENAILS TOP AND BOTTOM) STRAPS @ EACH au: Z COURSE W/ (1)1/4 TO CUT BLOCK OR POUR :� 91 a 9 �.� •'"'� >° 4 ' Rte`. MIN PSI MAY VARY PER - v�o MUNICIPALITY. Y a = _ . t11 E. ` �0 CURB DUE TO SLOPE 20" MIN. LAP [24" MIN. LAP] #5 REINFORCING FILLED CELL W/ (1) #5 VERTICAL DIA. TAPCON INTO A m °�4�7 E CONCRETE SLAB W/ 6X6 a SEE FDN. PLAN FOR LOCATION EXISTING MASONRY w m v ' o 1 1111il g ,�a� _ NOTE:EXTEND BAR -- - q Z W- �_ DECO FINISH 4" to 6" - "' 'U z ^o � V �, ' FIBERMES WWF OR Q w a ,`3 W q n BELOW GRADE #3 OR #4 REINFORCING BAR w u �� : I 3 #4 P GRADE 40 MIN. Fy= 40ksi a o f w �� n # & LAPS LICE N �r ^� a p Z [GRADE 60 MIN. Fy= 60ksi] Vi w a E- a o r _ a 00 25' MIN. LAP [30" MIN. LAP]NOTES- w z o p U w IIII—TfI I —� p =W� ❑ w FILL LINTEL AND ALL CELLS ABOVE LINTEL. o 6 MIL VAPOR I I p I I = =I�I- Z R 17/8" — `�' NOTE: FOR BEAM DEPTH 22", PROVIDE A 4" x 4" INSPECTION R a�a� o,tisa c m,t\a� I I = � #5 REINFORCING BAR PORT BARRIER III D D C I I I=� N #5 LAP SPLICE @EACH VERTICAL REBAR &DIRECTLY ABOVE THE LINTEL. COMP. SOIL. - Y 36" MIN. LAP [36" MIN. LAP] (COMPACTED TO 95% =I I I I =TI -III I - 0 VERIFY THAT ALL REINFORCEMENT HAS BEEN PLACED NEW CMU INFILL MODIFIED PROCTOR III 11- 111=(11=1 I TI 1 10" PROPERLY. BLOCK (OR 2 x FRAME) ASTM D1557) ,� �� #6 REINFORCING BAR #5 STD. 9O HOOK �J SEE FLOOR PLAN FOR ADDITIONAL INFORMATION. -- (2) #5 REBAR CONT. 3" MIN. CLR. #6 LAP SPLICE ®� A o m RM � INFILL DETAIL - " ON 3" CHAIRS TYP. 4" 1'-4" STD. 90 fi00K (SEE � OPENINGS LESS THAN OR EQUAL TO 6'-0" IN WIDTH DO NOT - •: o • . ' REQUIRE ADDITIONAL STEEL REINFORCEMENT UNLESS NOTED ON - ' - -- - - 0. U.N.O. DETAIL) REBAR DETAILS 5 FLOOR PLAN. ' SCALE 3/4" = 1' ' ,LU SCALE: N.T.S. N TYPICAL WALL SECTION S1 TYPICAL FILLED LINTEL ASSEMBLY 6 UJ SCALE: 3/4" = V-0" S 1 SCALE: N.T.S. C z I V - f .. 'Q w _ . SEE STRUCTURAL NOTES AND - o z NAILING SCHEDULE FOR TOENAIL W/ (2)16d NAILS 2"x4" OUTLOOKER 0 ' SHEATHING DETAIL o A GABLE TRUSS 20'-0" MAX 20'-0" MAX TOP CHORD ` - - @ 24" O.C. LL REFER TO SECTION UJ LL , S1 "X"BRACE SEE DET. E/6 CONTINUOUS BOTTO CHORD BRACING 2X4 MIN. BLOCKING FOR . - m 7 1A ON SHEET S5.1 ° "L" BRACE W/ 10d @ 4" O.C. 12 (SEE SCHEDULE FOR SIZE AND LOCATION) 6.9 MAX. B S1 0 z W o_ C S1 "q FIRST FOUR 45° t 24" MAX. / FOR X -BRACING, AND W�-y ROWS OF USP HGAM10 W/ (4) - - TOP CHORD ii 0 + 1...! a TRUSSES @USP EDGES OF 2x4 CRO BRACE- RT16 OR 1!4"x1 3/4"WEDGE BLOCKING EQUAL @ EA. BOLTS & (4) SDS 1/4" _ INFORMATION � SHEATHING APPROX. 8" FROM � M `• TYPICAL OUTLOOKER x 1 1/2 SCREWS - WOOD TRUSSES E W @ RIDGE FASTENED AT 48" O.C. EACH JOINT W/ (3) 10d A BRACE TO EXTEND 2x4 RAT RUN BRACING s x ,. v) 1 MAX. & 2 10d TOE NAILS O @ EA. END 48" AT LEAST 9U% OF WEB LENGTH (SEE TABLE) AT 24" O.C. ON TOP OF @ O.C. BOTT. CHORD FOR 4 2x6 P.T. - GABLE TRUSS -- -- TRUSS SPANS °, 0 • SILL 1/2" CDX PLYWOOD OR ATTACHED W/ 2 -16d a �✓ 7/16 OSB SHEATHING - AT EA. TRUSS JOINT o ATTACHED W/1Od �W- , NAILS @ 6° O.C. EDGES 2x4 BLOCKING @ 24" 0 AND 12' O.C. FIELD -_ O/C W/ 2 - 16d 11 1 OdX3" @ 3" O/C THROUGH CHORD TOENAILS @ EA. END o MASONRY WALL 2x4'7' ON TOP OF PANEL BLOCKING, -ARCHITECTURAL INTO 2"x6" P.T. PLATE _ FINISH ' FASTEN WITH 1Odx3" @ 4" O/C SPACED WEEP SCREED W ■ I FIRST FOUR 45° t 24" MAX. / FOR X -BRACING, AND W�-y ROWS OF USP HGAM10 W/ (4) - - TOP CHORD ii 0 + 1...! a TRUSSES @USP EDGES OF 2x4 CRO BRACE- RT16 OR 1!4"x1 3/4"WEDGE BLOCKING EQUAL @ EA. BOLTS & (4) SDS 1/4" _ INFORMATION � SHEATHING APPROX. 8" FROM � M `• TYPICAL OUTLOOKER x 1 1/2 SCREWS - WOOD TRUSSES E W @ RIDGE FASTENED AT 48" O.C. EACH JOINT W/ (3) 10d A BRACE TO EXTEND 2x4 RAT RUN BRACING s x ,. v) 1 MAX. & 2 10d TOE NAILS O @ EA. END 48" AT LEAST 9U% OF WEB LENGTH (SEE TABLE) AT 24" O.C. ON TOP OF @ O.C. BOTT. CHORD FOR 4 2x6 P.T. - GABLE TRUSS -- -- TRUSS SPANS °, 0 • SILL 1/2" CDX PLYWOOD OR ATTACHED W/ 2 -16d a �✓ 7/16 OSB SHEATHING - AT EA. TRUSS JOINT o ATTACHED W/1Od �W- , NAILS @ 6° O.C. EDGES 2x4 BLOCKING @ 24" 0 AND 12' O.C. FIELD -_ O/C W/ 2 - 16d 11 1 OdX3" @ 3" O/C THROUGH CHORD TOENAILS @ EA. END o MASONRY WALL 2x4'7' ON TOP OF PANEL BLOCKING, -ARCHITECTURAL INTO 2"x6" P.T. PLATE _ FINISH ' FASTEN WITH 1Odx3" @ 4" O/C SPACED WEEP SCREED W 1 11 11 3 11 11 11 11NOTE: @ 48" O.C. INSTALLED PER MANUF. V 1) SEE TRUSS MANUFACTURER'S TRUSS ENGINEERING STOP & BOTTOM CHORD MOISTURE BARRIER ° C� CUT SHEETS FOR ADDITIONAL PERMANENT BRACING GABLE END BRACING 5/8"x 10" "J" BOLT @ 32" O.C. MINIMUM 6" FROM EXT. WALL CONN.@ W @ TFz HAT MY BE REQUIRED T-0" O.C. MAX. FOR PLATE SPLICES W/ 3/16"x2" 0 PLATE WASHER USP HTA20 @ EA. TRUSS NON - LOAD BEARING LOCATION F F 2)'T° BRACING MAY BE USED IN PLACE OF PERMANENT FIRST (4) ROWS OF TRUSSES VERT. WEB (24" 0/C MAX.) $ z 1[—f 1 11 BRACING PROVIDED IT EXTENDS OVER AT LEAST 90% OF THE WEB. SEE TYP. WALL SECTION FOR SCALE: 3/4"= P-0" `S2 01 CONT. BEARING NOTE: IF EMBEDDED ADDITIONAL INFORMATION. S W REQUIRED MINIMUM PERMANENT TRUSS BRACING PLAN STRAP MISSED VERTICAL SECTION GABLE END BRACING DETAIL As PER Bcsl 1-03 SCALE: N.T.S. WEB; USE A MEAN WALL HEIGHT UP TO 30'-0" - SEE STRUCTURAL NOTES FOR WIND SPEED SPECIFICATION SCALE: N.T.S. S MSTAM36 ON OUTSIDE SCALE: N.T.S. S LU SANFORD o a PAF���� c� 4 a. 0 2"x4" OUTLOOKER @ 24" a title: O.C. W/ (2) 1 Od PER JOINT OVERLAP TRUSS BRACING L 45' W PRE-ENGINEERED- AT LEAST TWO TRUSS SPACES 6"OVERLAP WOOD TRUSSES STRUCTURAL DETAILS U 2x4 "T" BLOCKING DIAPHRAGM - MINIMUM 2x 2x4 BLOCKING @ -� CROSS BRACING project no. 2016476 I' 2x4 BLOCKING -,,,,--2x4 "T" BLOCKING BLOCKING @ 10dx3" O/C @@ 48" O.C. -16d NAIL 48" O.C. 48' O/C J 2x4 "L" BRACE - ` GABLE TRUSS (SEE PLAN FOR w checked: AB TOENAIL 6" O/C ATTACHED W/ _ "L"BRACE ATTACHED- -16d NAIL TRUSS VERTICAL LOCATIONS) W/ (2)16d TYPICAL RUNNERS W/ 10d NAILS @ 4" O.C. drawn: K. NAILS 10d NAILS A 4° TYPICAL \ (2) 2"x8" "L" BRACE w 2 16d PER date: 08-17-16 ITMAX O.C. TYPICAL FASTENED WITH (3) O o _ _ MINIMUM (2) 16d PER JOINT MINIMUM 2x4 TRUSS BRACING GABLE TRUSS WEB GABLE TRUSS WEB 16d PER SIDE JOINT N scale: AS SHOWN ALTERNATE NON -DROP TRUSS BRACING OVERLAP DETAIL DOUBLE "L" BRACING DETAIL B SINGLE "L" BRACING DETAILrc SCISSOR GABLE "T" BRACEQ GABLE END DETAIL SCALE: N.T.S. S1 SCALE: N.T.S. S1 AS PER HIB 91 SCALE: N.T.S. S1 CONTINUOUS BOTTOM CORD BRACING 2"x4" MIN. SEE M/85 z SCALE: N.T.S. SCALE: N.T.S. D f: CROSS BRACING DETAIL rE S1 a SCALE: N.T.S. S 0 h The structural design of this building is in accordance with the FLORIDA BUILDING CODE 5TH EDITION (2014) RESIDENTIAL and;, is certified as such. 't i I . a