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303 San Lanta Cir 09-2518 (room addition)CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Qr Application No: L_ Documented Construction Value: $ Job Address: C, Ic Historic District: Yes 11No ❑ Parcel ID: Description of Work: Zoning: Plan Review Contact Person: rc l'l 5 Title: Phone: '�'� / '? '7 / Fax: E-mail: r Property Owner Information Name iI"+�:i GENERAL CAST IN PLACE CONCRETE EPDXY GROUT ,ANCPORS A, 57RUC7URAL WORK SHALL BE IN ACCORDANCE W17H THE FLORIDA A. ALL CONCRETE SHALL HAVE THE FOLLOWING MINIMUM COMPRESSIvE BUILDING CATEGORY: ENCLOSED BUILDING CODE (2007, w/ 200>9 SUPPLEMENT), 45 ADOPTED AND 2" CONCRETE EXP05ED TO EARTH OR WEAK'' #� THROUGH #15 BARS. STRENGTH AT 28 D,4YS; A. ANCHORING ADHESIVE SHALL A BE TWO COt-IFONENT SOLID EPDXY BOT BAR SUPPLEMENTED BY LOCAL REGULATIONS. 25" SLAB,ON CzRADE; FOOTING 3000 PSI BASED SYSTEM SUPPLIED IN MANUFACTURER'S &T,4NDARD SIDE-BY-SIDE B. THECONTRACTOR SHALL VE ,RIFI AND BE RESPONSIBLE FOR ALL 4 CLADDING) : ... CA5T-IN-PLACE CONC. SHALL MEET THE FOLLOWING MATERIAL CARTRIDGE AND DISPENSED THROUGH A 5T,4TIC (MIXING NOZZLE 5LIPF�LIED 5-4.1 DIMEN51ON6 AND CONDITIONS AT THE SITE AND SHALL NOTIFY THE a RE0UIREI"IENT5: BY THE MANUFACTURER, ROOF INTERIOR ARCHITECT OF DISCREPANCIES BETWEEN THE ACTUAL CONDITIONS AND 3/4" CONCRETE= NOT EXPO&ED TO WEATHER NOR IN CONTACT WITH EARTH 1. CEMENT: USE DOMESTIC PORTLAND CEMENT P- ADHESfVE SHALL BE "EPDXY-TIE SET" FROM 51MES0N STRONG -TIE. 15.0 P5F/-23.a PSF INFORMATION SHOWN ON THE DRAWINGS BEFORE PROCEEDING WITH THE " 20 TO 49.99 SF 24,9 PSF/-27,1 PSF 2. FINE AGGREGATE: CLEAN 54ND ANCHORS SHALL BE INSTALLED PER SI1"IP60N STRONG -TIE INSTRUCTIONS M, HORIZONTAL FOOT1NCx BARS SHALL BE BENZ" 1'-0" AROUND CORNERS OR WORK. 50 TO 99.99 SF 3. COARSE AGGREGATE: CLEAN LIME STONE, SIZE 51, EXCEPT FOR FILL FOR "EPDXY-TIE SET". C, THE CONTRACT STRUCTURAL DRAWINGS AND 6PECIFICA7ION5 REPRESENT 10.( PSF/-21.G FSP CELLS, WHICH SHALL BE SIZE a. THE COMPLETE DESIGN OF THE STRUCTURE, THEY DO NOT INDICATE THE N: MINIMUM LAP SPLICES ON ALL REINFORCING &AIR SPLICES SHALL BE F'ER 4. NO CALCIUM CHLORIDE SHALL BE USED, SUE3MITT,AL5 0 TO 19.99 SF 26.0 PSF/-34:8 PSF METHODS OF CONSTRUCTION UNLESS 50 STATED OR NOTED: THE B. ALL CONCRETE SHALL HAVE A SLUMP OF 4" PLUS OR MINUS I", AND HAVE Zia A. APPROVAL OF SHOP DRAWINGS DOES NOT INDICATE ACCEPTANCE OF 20 TO 49.99 SF CONTRACTOR SHALL PROVIDE ALL MEASURES NECE55ARY TO FROTECT TOP STEEL OVER THE MIDBPAN, UNLESS OTHERWISE NOTED, TO 4% AIR ENTERTAINMENT, AND A MAXIIMUI'1 WATER/CEMENT RATIO OF 035, DEVIATION& FROM CONTRACT DOCUMENTS, UNLESS ACCEPTED BY THE 11.9 P6F/-39,4 PSF THE WORKMEN, OR OTHER PERSONS ERSONS DURING CONSTRUCTION, SUCH N ENGINEER IN WRITING PRIOR TO SUBMISSION OF 5HOF DRAWING5, 1"IEA5URE5 SHALL INCLUDE BUT NOT BE LIMITED TO BRACINCx, SHORING FOR C. CONCRETE MIX DESIGN SHALL BE IN ACCORDANCE WITH THE LATEST EDITION CONFLICTS RESULTING FROI"f SUCH DEVIATIONS, CONFLICTST BE WEEN THIS EARTH B,4NK5, FORMS, SCAFFOLDING, PLANKING, SAFETY NETS, SUPPORT OF ACI 301 CHAI:TER 3, METHOD 1 OR METHOD 2, SUBMIT BACKUP DATA AS WOR< AND THE WORK OF OTHER TRADES DUE TO SUCH DEVIATION, AND 0 v AN BRACING D BR G G FO C R AN R ES AND GIN POLES: QU I RE RED B'�' CHAPTER 5 SECTION 5.3 OF THE LATEST EDITION OF ACI 315, DIMENSIONAL CONFLICTS AS A RESULT OF SUCH DEVIATIONS SHALL BE D. THE CONTRACTOR SHALL PROVIDE TEMPORARY ERECTION BRACING AND D. ALL REINFORCING STEEL SHALL BE NEW DOMESTIC DEFORMED BILLET DEEMED THE CONTRACTOR'S RESPONSIBILITY. SH I OR NG OF ALL STRUCTURAL ME &ERS AS EQUIREDFOR ST CTU L STEEL CONE O MIN T ASTM MA-� 15 GRADE 50. B. ANY CAN GE5 t0 THE DETAILS SHOWN IN THESE CONTRACT AGT DOCUMENTS STABILITY OF THE STRUCTURE DURING ALL PHASES OF CONSTRUCTION. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT OF ANY E. WELDED WIRE FABRIC SHALL CONFORM TO ,OSTM A-185. WWF SHALL BE LAPi=ED SHALL BE SUBMITTED IN WRITING BY R.F.I. AND APPROVED B1' THE ARCHITECT AND ENGINEER PRIOR TO SUBMITTING SHOP DR,4WING&: CONDITION WHICH, IN H15 OPINION, MIGHT ENDANGER THE STABILITY OF THE AT LEAST 5" AND CONTAIN AT LEAST ONE GROSS WIRE WITHIN THEa", ALL SUCH CHANGES SHALL BE "BUBBLED° ON THE SNOB DRAWINGS AND STRUCTURE OR CAUSE DISTRESS IN THE STRUCTURE. F. FIBER-iREINFORCED CONCRETE IS AN ACCEPTABLE ALTERNATIVE TO WELDED- REFERENCED TO THE PROPER R.F.I. E, CONSTRUCTION MATERIALS SHALL NOT BE STACKED ON FLOORS OR ROOF& WIRE FABRIC. REINFORCED CONCRETE FIBERS SHALL BE 100% VIRGIN ROLYPfROPYLENE FIBRILLATED FIBERS AS MANUFACTURED BY FIBERMESH CO. C. SUBMITTALS SHALL CONFORM TO THEEQUI - � fREM�NTS OF THE CONTRACT IN EXCESS OF THE DE51GN LIVE LOADS WHICH ARE INDICATED IN THE GENERAL NOTES. IT IS THE GENERAL CONTRACTOR'S RESPONSIBILITY TO (NO SUBSTITUTION PERMITTED) APPLIED AT THE RATE OF 1,5 LBS, PER CY. DRAWINGS. NON -CONFORMING SUBMITTALS WILL BE RETURNED WITHOUT REVIEW. INSURE THAT THE SUBCONTRACTORS ARE INFORMED AND DO NOT VIOLATE G• ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH THE BUILDING CODE 1. SHOP DRAWINGS SHALL BE CHECKED AND MARKED 'A PPROVED BY THIS IMPORTANT REQUIREMENT, IMPACT _SHALL BE AVOIDED WHEN w 2 REQUIREMENTS FOR REINFORCE[) CONCRETE" ACI 318 LATEST EDITION, AND ''SPECIFICATIONS THE GENERAL CONTRACTOR PRIOR TO SUBMITTAL TO ARCHITECT, PL,4GING MATERIALS ON FLOORS OR ROOFS FOR STRUCTURAL CONCRETE FOR BUILDING&, ACI 301, 2. SHOP DRAWINGS SHALL NOT CONTAIN REPRODUCTIONS OF THE F. PLANS, SECTIONS AND DETAILS ARE NOT TO BE SCALED FOR H. .ALL REINFORCING DET,41L5 SHALL CONFORM TC) "MANUAL OF STANDARD CONTRACT DRAWING5.3. DETERMINATION OF QUANTITIES, LENGTHS; OR FIT OF MATERIALS. PRACTICE FOR DETAILING REINFORCED CONCf.FETE STRUCTURES" ACI 315 SUBMIT FOR .ENGINEER'S REVIEW THE SHO P DRAWINGS FOR THE �I ti LATEST EDITION; UNLESS DETAILED OTHERWISE ON THE STRUCTURAL FOLLOWING ITEMS: DESIGN DRAWINGS, c• A. .DESIGN DATA I. CONTRACTOR SHALL VERIFY LOCATIONS OF Gr'ENINGS, SLEEVES, ANCHOR DESCRIPTION NOTES I. CONSTRUCTION JOINT LOCATIONS IN STRUCTURAL FLOORS 1. ROOF LIVE LOADS 20 PSF DRAWN: BOLTS, INSERTS, FTC., AS REQUIRED BY OTHER TRAL>ES BEFORE CONCRETE .. ; .. a 2. CONCRETE MIX DESIGNS 2. ROOF DEAD LOAD 25 PSF IS PLACED, 3. RE=INFORCING STEEL 3, ROOF TRU55 TOP CHORD 20 PSF LIVE LOAD, 15 PSF DEAD LOAD J: WHERE BAR LENGTHS ARE GIVEN ON THE DR41,01,IG5, THE LENGTH OF ANY 4, ROOF TRUSSES AND GIRDERS b 4. ROOF TRUSS SOT70M CHORD . , 10 PSF LIVE LOAD, 10 1`57 DEAD LOAD ?00�-133. NOOK, IF REQUIRED, IS NOT INCLUDED, HOOKS SHALL BE PROVIDED AT 5, ALLOWABLE SOIL f=RE55URE 2000 P5F (SEE FOUNDATION NOTE "G") DISCONTINUOUS ENDS OF ALL TOP BARS OF BEAMS AND AT 5LA5S EDGES, NOTES: B. WIND LOAD CRITERIA �F'FR FBG 1003.1,4): U.N.O. a. APPROVED CONSTRUCTION JOINT LOCATIONS MAY REQUIRE ADDITIONAL TH15 5TRUCTUIRE HAS BEEN DESIGNED; FOR WIND IN ACCORDANCE WITH CHAFFER K. CONTRACTOR SHALL PROVIDE SPACER5, CH,IF�&, BOLSTER&, ETC. NECESSARY TO 5UPPORT REINFORCING STEEL, SUPPOfRT ITEMS WHICH BEAR REINFORCING. In. CALCULATIONS TO BE SIGNED AND SEALED BY THE 6FECIAL7Y 1G OF THE FLORIDA BUILDING CODE, 2007 EDITION W/ 2009 SUPPLEMENT, AS FOLLOWS: ON EXPOSED CONCRETE SURFACES SHALL HAVE ENDS WHICH ARE PLASTIC ENGINEER, TIPPED OR 5TAINLE66 STEEL, BASIC WIND SPEED: 120 MPH (3- SECOND GUST) L. THE FOLLOWING MINIMUM CONCRETE COVER TO BE FFP OVIDEr) FOR EXPOSURE CATEGORY: B REINFORCEMENT: IMPORTANCE FACTOIR: j 5-1.1 3" CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH, BUILDING CATEGORY: ENCLOSED 32" 2" CONCRETE EXP05ED TO EARTH OR WEAK'' #� THROUGH #15 BARS. INTERNAL FRE55URE COEFFICIENT: +/- 0.18 BOT BAR 1 1/2" CONCRETE EXPOSED TO EARTH OR 115 BAR AND SMALLER. 25" 31' 37" 1 1/2" CONCRETE NOT EXPOSED TO WEATHER r':>R IN CONTACT WITH EARTH C, DEIGN WIND PRES5URE5 (COMPONENTS 4 CLADDING) : FOUNDATION DETAILS FOR THE PRIMARY REINFORCEMENT, TIES, 37P,=UP5, AND SPIRALS IN 5-4.1 FRAMING DETAILS a 5FAM5 AND COLUMNS: WALL INTERIOR ZONE "4" ROOF INTERIOR ZONE "I" 3/4" CONCRETE= NOT EXPO&ED TO WEATHER NOR IN CONTACT WITH EARTH 0 TO 19.99 SF 2ro,0 PSF/-28.2 PSF 0 TO 15.99 5F 15.0 P5F/-23.a PSF FOR 5LA56, WALLS, AND JOISTS, Oil BAF: AN-) SMALLER, 20 TO 49.99 SF 24,9 PSF/-27,1 PSF 20 TO 49,99 SF 13,/o P5F/-23.1 PSF M, HORIZONTAL FOOT1NCx BARS SHALL BE BENZ" 1'-0" AROUND CORNERS OR 50 TO 99.99 5F 23.3 FSP/ -255 P5F 50 TO 99.99 SF 11.9 P5F/-22.2 PSF CORNER BARS WITH 2'-0" LAP SHALL BE PROVIDED. 100 SF 4 OVER 22,0 PSF/-24,2 P&F 100 5F 4 OVER 10.( PSF/-21.G FSP N: MINIMUM LAP SPLICES ON ALL REINFORCING &AIR SPLICES SHALL BE F'ER "WALL EDGE ZONE "5" ROOF EDGE ZONE "2° 4 CORNER ZONE "3 THEFOLLOWINC- TABLE EXCEFT WHERE OTHERWISE NOTED ON THE DRAWINGS, 0 TO 19.99 SF 26.0 PSF/-34:8 PSF 0 TO 19.99 SF 15.0 PSF/-50.2 P5F FOR BEAMS 8 ELEVATED SLABS, LAP BOTTOM STEEL AT THE SUf PO1RT d 20 TO 249.99 5F 24,9 PSF/-32.3 PSF 20 TO 49.99 SF 13.99, P5F/-45.5 PSF TOP STEEL OVER THE MIDBPAN, UNLESS OTHERWISE NOTED, 50 TO 99,99 5F 233 PSF/-29:3 P5F 50 TO 99.99 5F 11.9 P6F/-39,4 PSF 100 SF B OVER 22.0 PSF/-27.1 PSF 100 SF 4 OVER 10,99, PSF/-34.8 P5F FOUNDATIONS A, ANY FILL REQUIF-ED TO BACKFILL EXCAVATED AREA OR ACHIEVE FINISHED GRADE IN STRUCTURAL AREAS SHALL BE INORGANIC, NON -PLASTIC GRANULAR SOIL (CLEAN SANDS). THE FILL SHALL BE PLACED IN LEVEL, LIFTS NOT TO EXCEED 12 INCHE5 LOOSE THICKNE&5 AND COMPACTED TO 4 REINFORCING M- L,AP LENGTHS BAR SIZE *3 04 1 5-1.1 _ GENERAL NOTES TOP BAR 24" 32" 40" 40" 55" BOT BAR loll 25" 31' 37" 43" MINIMUM OF 95ia OF THE 501L'& MODIFIED PROCTOR MAXIMUM DRY DENSITY *TOP BAR 15 DEFINED AS ANY HORIZONTAL BAR WITH A& DETERMINED BY 45TM &PFCIFICATION D-1557, IN-PLACE DENSITY TESTS 12" OR MORE OF CONCRETE PLACE=D BELOUJ THE BAR SHALL BE PERFORMED ON EACH LIFT 5T' AN EXPERIENCED ENGINEERING TECHNICIAN TO VERIFY THAT THE REQUIRE© DEGREE OF COMPACTION NAS 4 00" Fr" I C E O. THE MAXIMUM SPACING OF SLAB CONTROL /CONSTiRUCTION JOINTS SHALL. BE BEEN ACHIEVED: A SOIL COMPACTION TEST 5HALL BE PERFORMED IN ,,aYe, EVERY SPREAD FOOTING PAD SUB -GRADE. 45 SHOWN IN THE FOLLOWING :SCHEDULE (UNLESS NOTED OTHERWISE ON THE B. 501E PRES5U FOUNDATION PLANS): +.., RE5 IMPOSED ON FINAL FREE'ARED FOUNDATION STRATA � r N1", , ka SHALL NOT EXCEED SPECIFIED ALLOWABLE INCLUDING ALL SPECIFIED ��1 DEAD AND LIVE LOADS: C, REMOVE FREE WATER FROM EXCAVATIONS BEFORE PLACING CONCRETE. D. CAUTION SHOULD BE USED WHEN OPERATING VIBRATORY COMPACTION EQUIPMENT NEAR THE EXISTING 57f;;ZUC7UfiRE TO AVOID THE RISK OF DAMAGE TO THE STRUCTURE. E. ALL FOOTINGS SHALL BE CENTERED UNDER THE COLUMN OR WALL ABOVE UNLESS NOTED OTHERWISE, F. BAC<FILL AGAINST A WALL SHALL BE PLACED EVENLY ON BOTH SIDES OF THE WALL UNLESS THE WALL 15 FULLY BRACED BY THE CONTRACTOR FOR INDEX OF STRUCTURAL Di ALU INCAS PAGE SHEET TITLE 1 5-1.1 _ GENERAL NOTES 2 5-1.2 GENERAL NOTES 3 5-2.1 FOUNDATION PLAN 4 5-2.2 ROOF FRAMING PLAN 5 5-2.3 WALL &ECTIONS 0 5-3.1 FOUNDATION DETAILS 7 5-4.1 FRAMING DETAILS a 5-4,2 FRAMING DETAILS 9 5-4.3 FRAMING DETAILS CONTROL JOINT 5P4CINCz - SLAB THICKNE55 (IN.) AGGREGATE SIZE LE55 THAN 3/4" GREATER THAN 3/4"* 4 IN _ 8 FT 17. FT 5 IN 10 FT 13 FT & IN 12 FT - 15 FT ** COURSE AGGREGATE IS SPECIFIED �d- LATERAL PRESSURE. SUCH BRACING INCLUDING ITS DESIGN IS THE SOLE THE MAXIMUM ASPECT RATIO (L / W) FOR CONTROL/CONSTRUCTION RESPON5I5ILITY OF THE CONTRACTOR $ SHALL REMAIN IN PLACE UNTIL JOINTS SHALL BE 1.25: AFTER THE FLOOR SLAB OR OTHER STRUCTURAL ELEMENT BRACING THE WALL HAS BEEN CONSTRUCTED TO THE SATI&FACTION OF THE ARCHITECT: G. THE FOLLOWING PAR,4IMETERS HAVE BEEN ASSUMED FOR THIS SPECIFIC SITE: ALLOWABLE SOIL BEARING I ... 2000 P5F MODULUS OF SUBGRADE, "K" ..... 200 PCI 09 - ;8- 20 -` RONALD [)D�'\/LEN F'.E. FL. FROF RITC. Na. 49782 i N � , w Q >-�NMjA,I+ Z LQO r� W C3 Z Lu V N w 0 v ^ z CL CL REVISIONS w a x w 2 w x z �I ti DATE: 09103/2009 w ,{ c• SCALE: 45 NOTED �{ ae DRAWN: e,45 a w APPROVED: s• JOB N0: ?00�-133. �E tF SHEET aQ yo �Q F �F i CONCRETE MASONiR�IT WOOD FRAMING A. ALL MASONRT CONSTRUCTION SHALL CONFORM TO ACI "BUILDING CODE W U � � 0 iREQUIiREMENTS FOR MASONRT STRUCTURES° (ACI 530), AND ACI A: GENERAL "SPECIFICATIONS FOR M,45ONR'�' 5TRUCTURES" (ACI 530.1), CURRENT a. ALL FASTENERS SHALL BE CxALVANIZED COMMON WIRE NAILS, OR EDITION, EXCEPT AS AMENDED BELOW. NOT -DIPPED GALVANIZED BOX NAILS, UNLESS NOTED OTHERWISE. A. CONCRETE MASONRY UNITS (CMU) SHALL CONFORM TO ASTM G 90, NORMAL U FASTENERS FOR ST4INLE55 STEEL FRAMING ANCHORS SHALL BE WEIGHT, WITH A MINIMUM COMPRESSIVE STRENGTH OF 1900 PSI ON UNIT NET STAINLESS STEEL. Q RECTION: d. ANCHOR BOLTS SHALL BE ASTM 4301 OR A36 PLAGE W/ 2" DIAMETER x C. THE DESIGN NET AREA COMPRESSIVE STRENGTH OF CONCRETE MASONRY I/8" PLATE WASHERS WITH BOLT HOLE 9/I&" DIAMETER. (F 'm) WALLS 15 1500 PSI, COMPLIANCE WITH THE SPECIFIED STRENGTH (F 'm c. ALL FRAMING ANCHORS SHALL BE SI1"IPSON OR APPROVED EQUAL, -- 1500 P5U SHALL BE VERIFIED B1' THE "UNIT STRENGTHM TROD IN S SPEDI FIGATIONS. INSTALLED IN STRICT ACCORDANCE WITH MANUFAGTURERi ACCORDANCE WITH AGI 530.1, SECTION 1.4, THESE FRAMING ANCHORS SHALL HAVE A MINIMUM PROTECTIVE COATINCx D; MORTAR SHALL COMPLY WITH ASTM C 210, TYPE "M" OR "S" WITH MINIMUM r�� AS FOLLOWS;' 28 -DAT GOMPRE551VE STRENGTH V= 180® PSI. UNTREATED WOOD, INT. OR EXT.; DRT CONDITIONS: CxgO> COATING REVISIONS (0.90 Oz. PER 5F) E. GROUT FOR FILLED CELLS 5HALL CONFORM TO ASTM C 41ro, WITH A SLUMP OF BETWEEN 8 AND 11''. GROUT COMPRESSIVE STRENGTH AT 28-DA1 SHALL d. METAL AC:C;ESSORIES FOR USE. IN EXTERIOR WALL CONSTRUCTION AND SCALE: 45 NOTED BE 3000 P51: JOB SITE MIXING OF GROUT SHALL N07 BE PERMITTED. APPROVED: NOT DIREC%'I- EXPOSED TO THE WEATHER SHALL BE GALVANIZEDIN F. GROUT FOR FILLED CELLS SHALL HAVE A MAXIMUM POUR HEIGHT OF 12'-0". ACCORDANCE WITH ASTM A 153 C LAS5 5-2 (1.50 OZ, PERSF) AFT, ER THE MAXIMUM HEIGHT OF SfZOUT LIFT SHALL BE 5'-0", PLACED AS FABRICATION: INDICATED IN THE GROUTING DETAIL (DET. 12/53.1).. ALL WOOD MEMBERS EXPOSED TO WEATHER OR IN CONTACT WITH G. CONCRETE BLOCK SHALL NOT BE l'`10I57ENED BEFORE GROUTING. M45ONFR i' OR CONCRETE SHALL BE PRESSURE TREATED. WOOD TREATMENTS SHALL INCLUDE: H: PROVIDE FULL MORTAR BEDDING AROUND ALL CELLS TO BE GROUTED, MCQ, CCA -C, CBA -A, CA -B, ACQ-C; OR ACO -D, I. REINFORCE WALLS WITH LADDER -TYPE STANDARD (9 C-rAUCxE) REINFORCEMENT IN BED JOINT& AT 16" O:C. MEASURED VERTICALLT U.N.O. B. ROOF SHEATHING: PLACE PER MANUFACTURER1S RECOMMENDATIONS. EXTEND INTO COLUMNS, ROOF DECK SHALL ISE 15/32" EXPOSURE I, C -D PL1'WOOD. ALL END JOINTS OF, PROVIDE (DOVETAIL ANCHORS 70 SECURE MASONRI' TO COLUMNS. SHALL BE STAGGERED 1/2 PANEL LENGTH IN ALTERNATING ROWS, LONG LADDER SHALL BE HOT DIPPED GALVANIZED PEIR A57M A153 (1.50 OZ. PER DIMEN51ON SHALL BE PERPENDICULAR 70 FRAMING. FASTENERS FOR THE SF) AFTER FABRICATION: LAP ALL HORIZONTAL JOINT REINFORCEMENT 8" MIN, ROOF SHEATHING SHALL BE AS FOLLOWS: USE 8d. NAILS &'l O.C. ALONG ALL PANFL FDCsES AND SHEAR BLOCKING. J. FOR WALL VERTICAL REINFORCING, SEE FOUNDATION/FLOOR PLANS. THE USE 86 NAILS 12" O.G. ALONG ALONG INTERMEDIATE SUPPORT, TYPICAL WALL VERTICAL REINFORCING SIZE A SPACING SHALL AL50 BE PLACED ABOVE AND BELOW ALL WALL OPENINGS, UNLESS NOTED C. WALL 5NEATHNG (GABLE END): OTHERWISE, REINFORCE CMU WALLS WITH 1-#S VERTICAL BAR AT 72" O.C. WALL SILEATHING SHALL BE 15/32" EXPOSURE I, G -D PLTWOOD. ALL END PROVIDE ADDITIONAL #5 VERTICAL AT THE FIRST CELL OF ALL JAMBS; JOINTS SHALL BE STAGGERED 1/2 PANEL LENGTH IN ALTERNATING ROWS, CORNERS, END OF WALLS AND WALL INTERSECTIONS, LONG DI1"1ENSION SHALL BE PERPENDICULAR TO FRAMING, 2x FLAT BLOCKED, WITH FASTENERS AS FOLLOWS: K: VER71SAL REINFORCING IS T-PICALLI' CENTERED IN THE WALL (UNLESS USE 86 NAIL& 12." O.C. ALONG ALONG INTERMEDIATE SUPPORT NOTED OTHERWISE), AND MUST HAVE A MIN. CLEARANCE OF 1/2 TO INSIDE USE 8d NAILS" O.C. ALONG ALL EDGES AND SHEAR BLOCKING, FACE OF WEB, VERTICAL BAR LAFF = 48 x (BAR DIAMETER). VERTICAL REINFORCEMENT LENT IN WALLS SHALL BE SECURED AND LATERALLY WOOD TfRUSSES SUPPORTED AGAINST DISPLACEMENT AT INTERVALS NOT EXCEEDING 192 x (BAR DIAMETER) OR 10 F7 (WHICHEVER IS LESS) WHENEVER A CLEANOUT IS A. TRUSS MANUFACTURER SHALL FURNISH THE SERVICES OF A SPECIALTT REQUIRED. SEE GROUTING DETAIL FOR CLEANOUT REQUIREMENTS. ENGINEER WHO SHALL BE A FLORIDA REGISTERED 57RUC7UR4L ENGINEER. SPECIALTT ENGINEER SHALL 5Uf?ERVI6E THE CUSTOM DESIGNING OF L. EXTEND ALL WALL VERTICAL REINFORCEMENT TO WITHIN 2" OF TOP OF TRUSSES, BRACING, AND THE PREF ,4R,4TION OF STRUCTURAL CALCULATIONS WALL OR BEAM UNLESS NOTED OTHERWISE. VERTICAL BARS WITH AND SHOP DRAWING&, SUBMITTALS FOR TRUSS 5T6TEM5 AND SHALL SIGN STANDARD 90 DEG. HOOK ARE REQUIRED AT TOP OF WALL AT OR ABOVE AND SEAL ALL SU3MITTALS. ROOF JOISTS/TRUSS BEARING. " DESIGN IN ACCORDANCE WITH TPI SPECIFICATIONS FOR METAL PLATE M. THE TOP COURSE OF ALL CMU WALLS, PARTITIONS AND PARAPETS SHALL CONNECTED WOOD 7RUSSE5. CONNECTED BE CONSTRUCTED OF KNOCK -OUT BLOCKS REINFORCED WITH 2-5 CONTINUOUS HORIZONTAL BARS IN GROUTED BOND BEAM, BEND BARS C. TRUSSES SHALL BE PREFABRICATED FROM Dli-15NS10N LUMBER CONNECTED WITH STANDARD HOOK AT ALL CORNERS AND INTERSECTIONS. ST PLATE CONNECTORS MANUFACTURED BY A MEMBER FIRM OF TPI: N. PROVIDE FILLED PRECAST CONCRETE U-LIN7EL5 OVER MASONRY WALL D. MAXIMUM TRUSS SPACINC-s 24" O.C. U.N.O: NANC:) 1~RAMINC:z SHALL BET" O.C. U.N.O. OPENINGS, A& NOTED ON FLOOR AND ROOF PLANS, THESE PRECAST CONCRETE LINTELS, MANUFACTURED BY CAST -CRETE OR APPROVED E. SUBMITTALS SHALL INDICATE DESIGN WIND SPEED, HEIGHT ABOVEGROUND, EQUAL, SHALL HAVE A MINIMUM 1-05 CONTINUOUS BOTTOM BAR AND SHALL AMOUNT OF UPLIFT AT BEARINGS AND GRAVIT'' LOADS. BEAR 8" EA. END ON A GROUT -FILLED CELL. NEATLT SAWCUT e REMOVE F. GIRDER, TRUSSES SHALL BE DESIGNED TO 1=UNCTION ALSO AS DRAG STRUTS: BOTTOM OF PRECAST TO ALLOW GON71NUATION OF VERTICAL JAMB TRUSS DESIGN SUBMITTALS AND ERECTION IN5TRUCGTIONS SHALL &HOW BOTH REINFORCING; UPLIFT AND LATERAL LOAD iREQUIREMENTS AT ENDS OF EACH GIRDER O. PROVIDE MASONRY CONTROL JOINTS (MCJ) FOR CMU WALLS, FULL HEIGHT TRU55. OF IWALLS, AT A SPACING NOT TO EXCEED THE LE55ER OF 3 x (WALL HEIC-cHT) OR 50'-0" O.C. COORDINATE LOCATIONS OF MC,'J'S WITH G. TOP AND BOTTOM CHORDS SHALL BE GROUP I1 SPECIES LUMBER, 2x ARCHITECTURAL PLANS. NOMINAL MINIMUM DIMENSION: P. REINFORCE M45ONfRT OPENINGS, GREATER THAN 1'-0" WIDE, WITH N. EACH TRUSS TTPE SHALL BE CLEARLY IDENTIFIED AND LOCATED ON A HORIZONTAL JOINT REINFORCEMENT PLACED IN (2) BED JOINTS AT 8" O.C. 7RU55 FRAMING PLAN SHOWING EACH TRUSS LOCATION. IMMEDIATELY" ABOVE THE LINTEL AND IMMEDIATELT BELOW THE SILL. EXTEND JT. REINFORCING A MINIMUM OF 2'-0" BETOND JAMBS OF THE I. WOOD EXPOSED 70 WEATHER OR IN CONTACT WITIH CONCRETE OR MASONRY OPENING EXCEPT AT CONTROL JOINTS. PROVIDE 2-#5 HORIZONTAL BARS SHALL BE PRESSURE TREATED No. 2 S.T.P. OR No. 2 D.F. CONNECTORS $ IN GROUT FILLED KNOCK -OUT BLOCK BOND BEAM BELOW SILLS, FASTENERS FOR f=RESSURE TREATED WOOD i EQUIRE ADDITIONAL EXTENDING roll INTO JAMB EA. END_ PROTECTIVE COATING (SEE WOOD FRAMING NOTES). Q_ TEMPORARY 5R,4C.ING AND SHORING OF LWALL5 AND LINTELS 70 PROVIDE J. INSTALL HURRICANE CLIPS, TIES AND TRUSS ANCHORS PER MANUFACTURER'S 37,45ILITY DURING CONSTRUCTION SHALL BE THE RESPONSIBILITY OF THE WRITTEN SPECIFICATIONS AND CATALOGS: CONTRACTOR. THE CONTRACTOR IS REFEREE TO NCMA TEK 3-48 FOR GUIDELINES ON PROVIDING WALL BRACING DURING CONSTRUCTION. K. THE CONNECTOR& SHOWN ON THE PLANS OR THE DETAILS ARE THE MIN. SIZE R. SUBMITTALS AND INSPECTION REQUIREMENTS DETERMINATION OF THE AND CAPACITI' 4CCEl` TABLE. MASONRY COMPRESSIVE STRENGTH, IN ACCORDANCE WITH THE "UNIT STRENGTH METHOD" OF ACI 530.1; REQUIRES WRITTEN ACCEPTANCE OF THE FOLLOWING SUBMITTALS. THE CONTRACTOR SHALL SUBMIT TO THE ENGINEER THE FOLLOWING DOCUMENTATION FOR REVIEW AND APPROVAL, PRIOR TO COMMENCEMENT OF THE WORK: 1, MORTAR MIX DESIGN INDICATING TYPE AND PROPORTIONS OF, INGREDIENTS 1N COMPLIANCE WITH PROPORTION SPECIFICATION OF ASTM C 2-10, 2; GROUT MUX DESIGN INDICATING TYPE AND PROPORTIONS OF NGREDIENTS IN COMPLIANCE WITH PROPORTION REQUIREMENTS OF A57M C 41r 3: MATERIAL CERTIFICATES FOR THE FOLLOWING; CERTIFYING THAT EACH MATERIAL 15 IN COMPLIANCE: ---REINFORCEMENT (VERT. AND HORZ. BARS) �--JOINT REINFORCEMENT (HORZ.) ---ANCHORS, TIES, FASTENERS AND METAL ACCES60RIE5 --- MA&ONRY UNITS ---MORTAR AND GROUT 1"IA7ERIAL5 MINIMUM INSPECTION REQUIREMENTS INCLUDE VERIFICATION OF COMPLIANCE WITH THE APPROVED SUBMITTALS. INSPECTOR SHALL PROVIDE WRITTEN DOCUMENTATION/SUMM,ART OF FINDINGS TO TILE ENGINEER OF RECORD IN ACCORDANCE WITH ACI 530.1; SECTION 1:&, 0 9 — 0 S — 2 0 (-')q, MATERIAL OR WORK WHICH FAILS 70 COMPLY WITH THE CONTRACT DOCUMENTS SHALL BE REPORTED IMMEDIATELY TO THE ENGINEER, RONALD C). b1_\/LEN P.F-. FL. PROF. RES. NO. 49782 p r1111111� W U � � 0 p �U W �"Ito W n 0 M W) �+viz� N N v d U Q W V Pro O O r�� A M REVISIONS DATE: 09/03/2009 SCALE: 45 NOTED DRAWN: 5;4 E3 APPROVED: JOB NO: 2009-133 SHEET Sm1e2 p 1. SEE GENERAL NOTES ON SHEET 5-1.1. 2. (NEW CONST) 4" 5L,45 ON GRADE OVER PREPARED SUB -GRADE AS 5PECIFIEa, 101, REINFORCE WITH &x&-W2.IxW2:1 WWF AT CENTER OF 53,45, OR WITH CONCRETE REINFORCING FIBERS PER THE GENERAL 5TRUCTURAL NOTES. PROVIDE A G -MIL INDICATES NEW 8" 4'_8 F'OL''ETH''LENE VAPOR BARRIER OVER TERMITE TREATED SUBGRADE, CONC, 1`1,450NRY UJALL w/ 1*5 VERTS 3. PROVIDE SLAB CONTROL/ CONSTRUCTION JOINTS PER SECTIONS ON 5/5-3.1 72" O.C. LOCATIONS SHOWN ON PLAN5. 4. ` BOTTOM OF FOOTINGS 5H,43L BE MIN 1'-O" BELOW FINISH GR4DE, 5. COORDINATE iJ/ OWNER FOR DIMEN51ON5 4 INFORMATION NOT 5N0WN. (o. REINFORCE CMU WALL5 WITH (1)'15 VERT. AT 72 O.G. AND LADDER TYPE REINFORCING IN p BED JOINTS m 10" O.C- PER THE GENERAL NOTES. PiROVIDE ADDITIONAL O�5 s FIR5T Z CELL OF ALL JAMBS, CORNERS, END OF WALLS AND WALL INTERSECTIONS. LADDER REINFORCEMENT 5HALL BE HOT DIPPI=D GALVANIZED A5 PER GENERAL NOTES LL r4 CJ 7. EXISTING LIVING AREA 1064 5Q. FT. c� NEW ADDITION 242 50. FT. PRO}=05E D LIVING ARE,4 130 ro 50. FT. E, 4 GARAGE 30/o 60, FT. 1 -- 53.1 8" CONC, M;450NRY WALL (TT- f=.) f% 77' -n" FOOTING 5GNEDULE FOOTING _ FOOTING SIZES FOOTING REINFORCEMENT MARK T W x L E30TTOM1 TOP NOTES TS1G 1�" I'-4" x CONT. (2) 115 x CONT. C1)5 x CONT. 4 ON74OIC PL4\ SCALE: 1/4" = 1'-0 r 0c) w N �p LQ... hW N a M V`1 kCl ��NMFCT"�' W LU Q M a GSr LTA Fzl Z UJh V L 1 Q AMS REVISIONS DATE: 09/03/2009 SCALE: 45 NOTED DRAWN: 5,45 APPROVED: RI) JOB N0: 2009-133 SHEET S�2*1 \ ROOF SHEATHING (TYf=ICAL): j ROOF DECK Sl -TALL BE 15/32" EXPOSURE 1, C -D FLYWOOD" ALL END JOINTS 5+�ALL 5F STAGGERED 1/2 FANEL LENGTI-1 IN ALTERNATING ROWS, LONG DIMENSION SHALL BE �., FERF'ENDICULAR TO FRAMING, WITH FASTENERS AS FOLLOWS: USE 8d NAILS & O.G. ALONG ALL EDGES AND SHEAR BLOCKING. \ USE 8d NAILS 12" O.C. ALONG ALONG INTERMED1,4TE SUPPORT. 1. FOR GENERAL STRUCTURAL NOTES, 5EE SHEET 5-1.1. T/CMU 4 TRUSS BRCx 2, ROOF SHEATHING SHALL BE 15/32" AFA R,4TED I-L`r WOOD. AT` ACN 2.3 SHEATHING FnEfz C-�ENERZAL NOTES (SHEET 5-1.1) AND AS INDICATED ON "=LAN. Zi 3. Ff;,:AMING ON THIS PLAN SHALL 5E PRE-ENGINEERED WOOD Tf:RUSSES UNLESS -- _— (�IN-A �N- NOTED OTI-IERWISE. FRAMING IS DIAGR4MM,4TIC ONLY`". CONTRACTOR SHALL 5U5MIT TRUSS SHOP DR,4WINCz5 AND CALCULATIONS 51GNED AND SEALED 5Y AN ENGINEER REGISTERED IN TH4E STATE OF FLORIDA, f-RIOR TO ® �� COMMENCEMENT OF FABRICATION: CALCULATIONS 5HALL INCLUDE WIND UPLIFT LOADS. ALL CONNECTIONS SPECIFIED SI-IALL 5E CHECKED AND MODIFIED AS REQUIRED TO GOMFLY WITH UPLIFT REQUIRFIMENT5 OF THE SHOP DRAWINGS. 4, ALL EXTERIOR WALLS ARE LOAD SEARING:. RPEMOVE EXIST:�Q SLOPE ®� SLOPE \ SIMiPSON RAFTER TAIL MATCH MAN T HETAI& 5, PL`r'WOOD ROOF D1,4PHRAGM5 SHALL BE CONSTRUCTED IN ACCORDANCE EX TINGHiQ EXI TI G (T`i'f=.) WITH 2001 EDITION OF FLORIDA 5UILDINe CODE. 7I ¢ 52.3 (o. FOR WOOD TRUSS NOTES, 5EE GENERAL NOTES ON SI-4EEt 5-1.1. SEA FRD 0 52.3 _........ x, .. .....r �"/ ,l,„. ....r... �. _ .,.....:._ y.._.. ` ..:. 7--7— _ Yom, / f ,/. / r ✓' ,f ,� / ! /✓ A// ,✓ x ' i'/' ✓/`" ', ,f /,, i`' j''" ✓r" ✓+ r,o x" r✓ j` ij. r,1x / f r✓.'� / i"' , ,/'� ✓ f, r / / x rr fes,' , ✓, rr ✓ OVE`4FR4MIN(f SES" DETAIL S-4. j f ✓' ✓ ' /°x /.jar '. ✓ j'' ./f � ` /,// r� r� f; ,.j° ; "--� X I X71 N '�� � I �� � N,,"� ✓,' ,i' ,✓// ,,i'` s✓' f ✓;' ,;� � lf,0 lq f' fx' ;'' r✓ ,f ✓ — ✓ SCALE: 1/4 1'-0" RONALD D. DEVLEN 'v -'.E. FL. PROF. Ri;.(73 NC). 49782 1 I r lz i h� N O a M 1 4 Ill "S a 0 uj z U I U f�M W O H 4 O ENO C A REVISIONS DATE: 09/03/2009 SCALE: 45 NOTED DRAWN: 5AE3 APPROVED: JOB NO: 2009-133 SHEET Sm2*2 r �A Qi U �o uj- LU W NMc I w m m A LU x M t3, fs+ W LIUa J uj �Y 0 • N w w o -moo REVISIONS DATE: 09/03/2009 SCALE: AS NOTED DRAWN: 5145 APPROVED: RD D JOB NO: 2009-133 SHEET Sm2*3 CL. WALL; vERT. WALL REINF. $ DOWELS-- SEE PLANS - W1 �IN- STD. NOOK BOTT. ! ,� _ (TYP.) OLIN-Bj _ (2) # REINFORCING BAR OLIN. - TO ?A _ SIZE AND SPACING 8' NOM. •, 8' CMU WALL PER PLAN (TYP.) (2)5 5EE PLAN= fiRECAS TOP m U -LINTEL (� Via' - (2) "5 (2) '*5 TOP b' TOP 4 ,T TOP (1)5 CI)5 (1) #5 C1)5 CCN(-- SLAB ON GRADE BOTT. BOTT, '' BOTT.- BOTT. BOTT. 5EE PLANS 8F8 -15/1T 8F12 -15/2T 5FIro-15/21 81^24-18/2T SF32-15-2T T/SLAE3 4 NOTES: T/FOOTER 1, LINTELS SHALL BE DEPTH AND TYPE AS NOTED ON T14;= FLANS. (SEE PLAN)2. ALL DIMENSIONS ARE NOMINAL. • 3. LINTEL5 ARE REINF. PRECAST OR 1=RE5TRE5SED CONC. UNITS (SEE NOTE 1). 4: LINTEL SHALL BE 1'-4" LONGER THAN CLEAR 5P,4N (S" BEARING EACH SIDE): 5, REINPORCEMENT SHOWN SHALL BE #5 CONT. W/ 3000 PSI CONCRETE FILL. Z "TE" FOOTING SEE 0. PRECAST UNITS SHALL BE PROVIDED BY A MANUFACTUiRE1R WHICH HAS BEEN • PLAN @ SCHEDULE PRE -QUALIFIED BY THE FLORIDA BUILDING COMM15510N. 7, POWERS STEEL LINTELS OF EQUAL OR GREATER CAPACITY MAY BE DOWELS TO MATCH SUBSTITUTED PER THE LINTEL SCHEDULE. WALL REINFORCING W 3" CLR a. DO NOT PLACE WALL UNITS ABOVE LINTEL IN EXCESS OF UNFILLED (RATED (TYP.) CAPACITY FOR 7 DAYS AFTER LINTEL POUR, UNLESS SNORING IS PROVIDED. 9, FOLLOW ALL 1"1,4NUP Si"ECIRCATIONS FOR INSTALLATION PROCEDURES. 10. CONCRETE LINT ELS SINALL NOT BE CUT TO FIT SMALLER OPENING. EXTERIOR W4LL LI\TELS C2-) � ��;�_SGHECDULE) 1 — VERT. WALL A 0 RE INF. TYf= C SPACING 0 ALSO APPLIES TO TIV Al THE AFEA CMU WALL REINAF. o� G TI -(ESE TWO BED JT.5 51-IALL HAVE BELOW THE Cr -1U WALL REINF. PER PL N d® 8" BR PER PLAN—� �p = _ (T P:) HORZ. Jt. REINF. EXTENDINCx 2 -0 MIN. OPENLNGS BEl"OND OPENING (BOTH ENDS) N SEE PLA 5 FOR T/BEAM _ T/BEAM LINTEL SI4 REINF. SEE PLAN -11 SEE PLAN ZE Z RENT, WALL VA74 R7::w z � \� REINF, BAR MASONRY OPENING CENTERED IN (1) *s CONT. 11 EACH KNOCK -OU BLOCK COUR5 (2) 115 CON EACH KNOCK - BLOCK COU 5 CMU WALL 12" CMU WA! PER PLAN—,_. PER FLt �" M��ONRY 12" 1„IA�O NOTES: I. PROVIDE CORNER BARS PER 11/53.1 2. BOND BEAM 55-8 NAS ONE (1) COURSE BOND BEAM 55-1(o HAS TWO (2) COURSES BOND BEAM B5-24 HA5 THREE (3) COURSES LL SEE ARCH, PLANS FORSOLID GROUT SIZE $ LOCATION FILLED CELL (TTP., SEE Q MIN. / PLANS) .4 (TY"P.) -#5 IN SOLID GROUT BOND BEA 1 SEE ARCH: PLANS FOR SILL DETAILS Np"Ir THESE TWO BED JT.S 5HALL NAVE HORZ. JT. RE INF, EXTEND INC:: 2'-0," BEYOND WINDOW (EA. END) 09-08-2009 RONALD D. DEVLEN I',.E, FL. PROF. 'R G. NO 49782 ■ O ou NMCi��'JJ,,I M N MWI w N M M �oo�A uj M f W H J 0 W � SLA�3, ..OHC. BEAM, N C <4 FOUND 4TION, OR W4 LL PLO REVISIONS N THESE TWO BED JT.S 5HALL NAVE HORZ. JT. RE INF, EXTEND INC:: 2'-0," BEYOND WINDOW (EA. END) 09-08-2009 RONALD D. DEVLEN I',.E, FL. PROF. 'R G. NO 49782 ■ O ou NMCi��'JJ,,I M N MWI w N M M �oo�A uj M f W H 0 W N C PLO REVISIONS DATE: 09/03/2009 SCALE: AS N07ED DRAWN: APPROVED: FIEDD JOB NO: 2009-133 SHEET sm, 1.5/32" PLYWOOD ' SHEATHING SEE GEN, NOTE SIMfi 50N HET,41(o EA 12 TRU55 $ JACK TT'F, U.N.O. SLOPE PER PLAN OPTIONAL C�UTt=R T/01"IU WALL TRU55 5Fr-z. � (5EE KLAN) NOT USE PRE-ENGINEERED WOOD ROOF TRU55E5 24" O,C. vENTELD SOFFIT MATCH EXLSTING 1'74" SHOWN c2l) CHORD SNEATHING-�. CONT. TOP �-UJEB MEMBERB TB I, CONTINUOUS LATERAL CONT. BOTT. BRA( --E BIRACE AS (CB) REOUIIRED (BB) A5 REQUIRED BY BT TRU55 DE51GN TRU55 DE51CxN 4 A5 45 INDICATED BELOW. DIACONAL BRACE (DB) 7"'F.BB w.- AT EA: END WALL 4 AT 2.0'-0" MAXIMUM INTERVALS ALONG BRACING 45 REO'[)" BY LATERAL WEB BRACE. - '-,a" CMAX TRUSS DESK:�N. (CEILINCx el DOES NOT ATTACH,) CONTINUE ROOF 5HEATHIN6AT 7RU55 TOP CHORD AT ALL NAND FRAMED 4REA5. TYfi TRU55 NOTE5: 1, WOOD TRU55 ERECTOR SHALL PROVIDE BRACING A5 FREOUIRED BY THE WOOD CONSTRUCTION INDUSTRY 5TANDARD5, NOTE THAT THE COMBINED WIND AREA 15 GRE,47ER BEFORE THE ROOF SHEATHING IS AP�LIED, BR,4CINn SHALL THEREFORE BE INSTALLED 45 THE TRU55E5 ARE ERECTED. INADEQUATE BRACING 15 THE MOST COMMON CAUSE OF ACCIDENTS IN TRUSS CONSTRUCTION. FULL BUNDLES OF PLT UOOD SHALL NOT BE PLACED ON TRUSSES, 71415 CONSTRUCTION LOAD SHOULD BE LIMITED TO 8 5HEE75 OF PLYWOOD ON ANT' PAIR OF TRU55E5 AND SHALL BE LOCATED ADJACENT TO THE 5UPPORT5, NO EXCE55 CONCENTRATION OF ANY CONSTRUCTION MATERIAL5 (SUCH AS GRAVEL OR SHINGLES) SHALL BE PLACED ON THE TRU55E5 IN ANY ONE AREA± THEY SHALL BE SPREAD OUT EVENLT' OVER A LARnE AREA 50 AS TO AVOID OVERLOADING ANY ONE TRUSS_ 2. ALL BRACIN% (DB,TB,BB) SHOWN 45OVE SMALL BE IN ADDITION t0 CONTINUOUS L4TFR,4L BRACING SPECIFIFE) BY TILE TRUSS M4NUF4CTUiRFiR. ALL LATERAL BRACING SPECIFIED BY TRUSS MANUFACTURER SHALL HAVE ADDITIONAL DIAGONAL BRACES AT 20'-0" O.C. MAXIMUM. 3. ALL BRACES SHALL BE ATTACHED WITH 2-126 NAILS AT EACIL TRUSS INTERSECTION, 4. MINIMUM BRACING SHALL BE CONTINUOUS AT TOP AND BOTTOM CHORDS &'-0" O.C. MAXIMUM, ADD DIAGONAL AS SHOWN ABOVE. 5, 4DPI7ION,4I BOTTOM CHORD BRACING SHALL BE INSTALLED A5 REQUIRED BY TRU55 DE51GN WHEREVER ADEQUATE 57RUCTURAL CEILINGS AIRE NOT ATTACHED D IRECTL-r" TO THE BOTTOM CHORD OF THE TRU55. e,. PROVIDE 7RU55 BLOCKING AT ALL TRU55 BE,4RINCx 5Uf PORT5 WHERE TRU55 DEI"TH EXCEEDS 12". SEE TT PICAL TRU55 BLOCKING DETAIL5. NO SCALE 09-08-20 )9 RONALD 0. DEVLEN P.E. FL. PROF. REG. NO. 49782 ■ O U N M Q1 MCNrI � U a Ocn ti 0 � W O h H � 0 EEO Mei REVISIONS DATE: SCALE: 45 NOTED DRAWN: APPROVED: F�ED JOB N0: 2009-133 SHEET Sm4ol lOd O:C. PANEL TO IELOGKINr:T N PL r'WOOD ROOF SNEATNINC-c F'ER SIMF'SON LU524 SIMPSON LST,49 GEN, NOTES, ATTACH TO ALL 2x4 BARGE RAFTER CONT, SIMIPSON A35 BLOCKING w/ 06 NAILS 6 4" O.C. SNINC-SLE BTF,'IP-----�- O n x�� Is+G� W LUcn� W 3- 126 NAILS VOno ry LLA:.TYPICAL AT d o 2x4 OUTRIGG;- R S 24" O.C. 2X4 BLOCKING X -BRACING REVISIONS (MAX:) CONTINUOUS OVER 48" O.C. DATE: 09/03/2009 SCALE: AS NOTE DRAWN: LDROPPED GABLE TRUSS FIE) D. JOB NO: 2009-133 \ 5NEAT141NC� Sm4*2 JOINT 4' PROM 2X4 SCAB G,45LE END TRU55 TOF , GABLE END CONT, TOP CHORD E)ROF> 3 1/2"—/TO BOTTOM CHORD e 8' CONT. 2x4 SCAB PROM TOIn TO ��� FROM GABLE BOTTOM CHORD a X-5RACIN� ' �'' -------- (PROVIDE ADDITIONAL 2x&'5 VERTICAL5 IF NIGHER TITAN .4;'__/Z- _-------' SCAB 11= TO FORM AN Lll SHAPE.)L2X4 vERT. tUEB 15 i NOT PRESENT VALLEY TRUSS GABLE END WALL j SN1rATNINC-s 5EE CrtEN. NOTES TOE NAIL TRU55 TO DOUBLE PLATE w/ fool COM @ g.. O.0 a N 5EE DETAIL "A"TI415 SHEET- w G,4BLE END TRUS5 -A r - PRE -ENG. WOOD BOTTOM GNORD 2x4 X -BRACING ROOF TRUSSES e V2X4 SIMPSON M6TAM24 48" O.C: BLOCKING; e -4 CONT. 2x4x8' 112 5Y1 LATER,4L GYF': BOARD CEILING w/ O.G. BETWEEN GABLE BRACE e 48" O.C. NAIL TO B/CHORD 56 COOLERS T" C.G. AND FIRST TRU55 EA. TizU55 w/ 3 -Ill NAILS V Ol� kn1 N NMtT IW V Z O n x�� Is+G� W LUcn� W VOno N d o M 00 AMS REVISIONS DATE: 09/03/2009 SCALE: AS NOTE DRAWN: APPROVED: FIE) D. JOB NO: 2009-133 SHEET Sm4*2 J w 2z a FWD O Wa� As W�U stip www 70.a 0 mom U & F W F�.U� ■ w 0 N �pON w �M4W4,' N N W M M �'oohh�q w z LU ofti u 1 '41, H W N A u O H M A M REVI&ONs DATE: 09/03/2009 SCALE: 43 NOTED DRAWN: APPROVED: JOB NO: ?009-133 SHEET Sm4o3 z w ac�F z° w w�N rAF� o5w �mw 0 w w wYti w�U C! � oM� F wFw a� w Faa a 0 ~A� °~w F FUV~j