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HomeMy WebLinkAbout113 Calabria Springs Cove 03-2073 03-2692 New SFHPERMIT ADDRESS CONTRACTOR ADDRESS Beazer Homes Corp. 215 N. Westmonte Dr. Altamonte Springs, EL 32714 PHONE NUMBER CBC 053044 PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR (} MECHANICAL CONTRACTOR PLUMBING CONTRACTORi MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE FEE SUBDIVISION tA'krjj' t'a PERMIT # , ° 001--a DATEto* 4S PERMIT DESCRIPTION PERMIT VALUATION % , SQUARE FOOTAGE C9 OS5 1 1' , F , d 1 CLI /,nn 1'-41I 2'-DTI 2'-0" +26.0 9'-4" 6-011 PSF. 12'-011 -34.0 U PSF. =F2,'F,8flr-_O R ° H 5` �, Ccvereol Patio47 VAULT CLG. +24.9 ip5F. ■ m 1 2-OD FF -41I VAULT CLG. VAULT m 3:12 6' I + 23.1 PSF. -25.3 PSF. 2- 24 3 2 104\ 5' RCS I -31.05 i I 4'-4 1/21I 21_VII II ° 1850 SH 61 I r, c4, RCS I +2 .0 PS I I 45 411 •1 �- p0 I ' � � LU.I. TIES = I �, Lu.I.�, I R5I� io I I LIVI >M I VAULT CLG.-COGjt� �'IQ ZIP n �---- ° 3050 SH -2-1.36 PSF L � ff.4:L PSF- PSF. I A LT cL . _ Q 4 1850 54 (° ? 5� ■ � 243 VAU 3:12 T i VAULT = � I 3:12 r O +26.0 P5F. L a _ 1 � = +=T-SfF-..3ITO I WALL i'-4" I @ 8F. - O NT 0 ER LT;EMP.W L�-(:DAV. =1 4 CQ _ 8" I 112'-4" A LT CL's. -1 2'- 5" 13 -- l0'-8" 2118" '-I " 1 Y 24 10 IIL IT- w.0 r _:,5F• ■ L+2 PSF. - edrOam 2 I I I = I � I �1 I1 iTl . VAULT CLG. I V4 _I O I ' VAULT Cl-G. - CC IC ARCH ID 4 E W/ TOP " A.F.F _1 C -1 (L � 5HELF ARV. TIRESTOP M.T. S.C. A/C COMP ' G:LR. U T 26.0 PSF-1 O O = PAN 8 `r c ° -L F_ - -1 Z, DRAIN 8 3 -0 PSF. p HOWE M.C.I® O 13'-0" I 5 -4 8 MAV. i �r - ATTIC ACCESS - R45 - --- O R Re O F. SF. 2 Car araee z zW20. + 24.2 MT ■ ■ H /TEMP 8 ° CLG. 0 I i VAULT*., - 3:12 ®® edr 11-QC!!x 3 _4" 81I 5IDELITE W/4038 ARCH TOP F.G.A5 , _L ■ - F I I ■ -' I V I o 3:.12 12 I LU I- am =-2 VAULT !.I_G. 21.0 PSF- 1 I _ ■ �' ■ ■ ■ 16 ° x -f ° O.H. GAR. DR:. 120 M.P.N. RATED cJ� SY MANUFACTURER ■ ■ ■ 24.9 PSF. - 32.3 PSF. 34 0+ ARCH TOP 3'-1011 8'-2" 1'-2" 51411 1'-8" 16'-®" 1'-8" 121-011 6'_81' 191_411 le THESE PLANS ARE NOT VALID FOR PERMITTING WITHOUT THE RAI5ED SEAL AND SIGNATURE OF ENGINEER/ARCHITECT OF RECORD. of ----- NOTES: 2-0 INDICATES NUMBER OF DOORS. 2-0 INDICATES NUMBER OF WINDOWS. FR - FRENCH DOORS L - FULL LITE FG - FIXED GLASS TR - TRANSOM P - POCKET DOOR OBS - OBSCURED TEMP - TEMPERED HR - HORIZONTAL ROLLER SPECIALTY WINDOWS/DOORS, FIXED GLASS WINDOWS, AND TRANSOMS ARE NOTED ON PLANS. COMPARATIVE ANALYSIS AND ANCHOR CHART COMPARATIVE ANALYSIS AND ANCHOR CHART GENERAL ALUMINUM CORP. GENERAL ALUMINUM CORP. SERIES: 1440 ALUMINUM SINGLE HUNG WINDOW (TDL) SERIES: 1440 ALUMINUM SINGLE HUNG WINDOW (TDL) SIZE TESTED: 53-1/8' x 72'. TEST REPORT: OL1-31239 SIZE TESTED: 57-1/8' x 72': TEST REPORT: OL1-31239 TESTED OP: POS. h NEG. 40 PSF; GLAZING: 1/8' THK. ANNEALED GLASS TESTED DP: POS. h NEG. 40 PSF; GLAZING: 1/8' THK. ANNEALED GLASS DESIGN PRESSURE CAPACITY IN PSF TAPCON ANCHOR LOCATIONS REQ'D IN FRAME WIDTH/HEIGHT EXTERIOR INTERIOR HEM JAMBS 19-1 8 x 26 157 157 8 FG 19-1 8 x 38-3 8 108 108 B FG 19-18 x 50-5 8 80 80 - - 75 75 19-1 8 x 55-5 8 73 73 B FG 19-1/8 x 83 62 62 B FG 19-1 8 x 72 53 53 B F G 26-1/2 x 28 116 116 B FG 26-1/2 x 38-3 8 77 77 B FG 26-1/2 x 50-5 8 66 66 B FG,H,1 26-1/8 x 54-5/8 61 61 B FGHI 26-1/2 x 55-5/0 60 60 B FG,H,I J,. 26-1/2 x 63 54 54 B FGH I 26-1/2 x 72 47 47 B FGHI 30-1 2 x 26 103 103 B FG 30-1/2 x 38-3/8 65 65 B FG 30-1 2 x 50-5 8 57 57 B FCH 1- 30-1/2 x 54-5/8 55 55 B F,O,H.1 30-1 1 x 55-5 8 54 54 8 FF CG NH I 3O., 49 49 I 301-. 4x72 44 B DESIGN PRESSURE CAPACITY IN PSF TAPCON ANCHOR LOCATIONS REQ'O IN FRAME WIDTH/HEIGHT EXTERIOR INTERIOR HEAD JAMBS 37 x 28 94 94 e F 0 37 x 38-3 8 51 51 B F C 37 x 50- 8 47 47 37 x - 45 45 a F.G.H.I 37 x 55-5/8 45 45 B 37 x 63 41 41 B 37 x 72 40 40 B 48 ■ 28 83 83 AC 48 x 38-3a 40 40 B FFGHI 48 x 50-5 8 40 40 8 48 x 54-5/8 40 40 8- 48 55-5/8 40 40 B _ 48 x 63 40 40 B FCH 1 48 x 72 40 40 B F G H 1 53-1/8 x 25 82 82 AC F G H I 53-1/8 x 38-3/8 40 40 a F.9,H,1 53-1/8 x 50-5 5 40 40 B F G H I 53-1/0 x 54-5/5 40 40 B F,G.H,I 53-1 6 x 5S 5 8 40 40 B FCH I 53-1 e x 83 40 40 B F G H I 53-1/8 x 72 40 40 B F.G.H.1 1.) WHERE WATER RESISTANCE TEST REQUIREMENT OF 15X OF DESIGN LOAD APPLIES, POSITIVE 1.) WHERE WATER RESISTANCE TES( REQUIREMENT OF 15X OF DESIGN LOAD APPLIES, POSITIVE DESIGN LOADS WILL BE UMITED TO 40.0 PSF, DUE TO WATER TEST PRESSURE OF 60 PSF ACHIEVED IN TEST. q DES ON LOADS WILL BF. IIMITEO TO 40.0 PSF, DUE TO WATER TEST PRESSURE OF 6.0 PSF ACHIEVED IN TEST. 2.) INSTALLATION: RANGE FRAME WINDOW W CONCRETE OR MASONRY OPENING, USE 3/16 DIM. 2.) INSTALLATION: fIANCE FRAME WINDOW IN CONCRETE OR MASONRY OPENING, USE 3/10 DIM. TAPCON ANCHOR OF SUFFICIENT LENGTH TO PROVIDE MIN. 1-1/4- EMBEDMENT INTO,SUBSTMTE TAPCON ANCHOR OF SUFFICIENT LENGTH TO PROVIDE MIN. 1-1/4- EMBEOMRiT INTO SUBSTRATE AT LOCATIONS SHOWN ON CHART. J.) SEE BACK OF THIS SHEET FOR KEY TO TAPCON LOCATIONS �. AT LOCATIONS SHOWN ON, CHART. J.) SEE BACK OF THIS SHEET FOR KEY TO TAPCON LOCATIONS 4.) INSTALL #a SCREWS OF SUFFICIENT LENGTH TO PROVIDE 3/4' MIN. EMBEDMENT INTO WOOD BUCK 4.) INSTALL /8 SCREWS rr SUFFICIENT LENGTH TO PROVIDE 3/4' MW. EMBEDMENT INTO WOOD BUCK AT ALL OTHER FACTOR{ APPLIED INSTALLATION HOLES. 5.) IF EXACT WINDOW SIZE IS NOT LISTED IN ANCHOR CHART, USE ANCHOR QUANTITY LINED WITH AT ALL OTHER FACTORY APPLIED INSTALLATION HOLES. IS.) IF EXACT WINDOW SIZE IS NOT LISTED IN ANCHOR CHART, USE ANCHOR QUANTITY LISTED WITH NEXT URGER SIZE, FOR THE APPROPRIATE DESIGN PRESSURE REQ'D. T' ,h NEAP LARGER SIZE, FOR THE APPROPRIATE DESIGN PRESSURE REQ'D. INSIDE HEAD I' r 6 DRYWALL _ WINDOW T."/*W NTH. 1W PT BUGC STRIP 1/4 TAPCON TWO C)•U) THRCWH FINISHED oFrW. WIDTH �•K WITH MIPL 1 1/4' EMBEDMENT A� C E SnCC4 I" .STUCCO FINISHCI WIDTH 2 P.T. BUCK STRIP -CALL 817E WID 1'X4' P.T. BUCK STRI t ?' TAPCON INTO CJ'W TINROUW BOAC WITH I V4.. E1'IBEq•I@fT O J O 1/4' TAPCON INTO CMD THROUGH U%'x! 1/4 IAPCON INTO CMW iHR7 .,•.';e'c\; BUCK WITH MIN. 1 114' EMDEDM-M BUCK WITH MIN. I y4' B'VED`SNT ;%y y; ;-;.• � �-DRTWALL DRi'W4LL .., OUTSIDE OUTSIDE WINDOW JAMB JAMB, N T. FINISHED 07 IDTH g I NO FASTENERS THRO" 81 NISHE,D STOOL( BY OTHERS) x, O VW C RST DDNa zErE e1u " INS(pE 11 5 i SILL J � VA T I Oil SON INSTALLATION - 1 VIEWED FROM EXTERIOR MARIA VIRGINIA A. CAPARR05 FL P.E. NO. 53959 DATE 5IGNATUR A'1_ �aoa(n.�aU �(nryanirZ)0zt QaU 0 0Nu ZOO <7pui J 14LIT, �f•0 iu r:tL q p� T O I-? -.. _ca o gofmO(t xi t J c� c) w �- ti Id 4(UI to j) U w�-U-- UgW2Uji-�)- O DOOR SIZE KEY MARK SIZE A 1'4"x6'8" B 1'6"x6'8" C 1'8"x6'8" D210,Ix618" E2'411x618" F 2'6"x6'8" G 2'8"x6'8" H 3'0"x6'8" I 1'4"x8'0" J 1'6"x8'0" K 1'8"x8'0" L 2'0"x8'0". M214'1x810'$ N 2'6"x8'0" 0 2'8"x8'0" P 3'0"x8'0" 0 1'6"x6'8" BF R 2'0"x6'8" BF S 2'6"x6'8" BF T 3'0"x6'8" BF U 4'0"x6'8" BF V 5'0"x6'8" BF W 6'0"x6'8" BF X 1'6"x8'0" BF Y 2'0"x8'0" BF Z 2'6"x8'0" BF. AA 3'0"x8'0" BF BB 4'0"x'8'0" BF CC 5'0"x8'0" BF DD 6'0"x8'0" BF EE 6'0"x6'8" SL.GL.DR. FF 8'0"x6'8" SL.GL.DR. GG 9'0"x6'8" SL.GL.DR. HH 12'0"x6'8" SL.GL.DR. Il 6'0"x8'0" SL.GL.DR. JJ 8'0"x8'0" SL.GL.DR. KK 9'0"x8'0" SL.GL.DR. LL 12'0"x8'0" SL.GL.DR. revisions by (f 05/15/2003 JL Iri U .N v 0 E N7 0 U] E w r 04 , VI i Q) (n v Ex v O � �Jn y .0 (D r�.V1�•� U)OC) CV � O a� CO U) � •�'I^1 CN ( P - j >' 0 XN p) Co o U) O ® j VJ Co J 0fn a ` U .LJ > � � N o o U k J): O v 00 o in p o .D .a 0 v' o 1 Q o 'C D -ror c ; 0 .N v v _0 v c 1T 1, In v '®"M o T I� -0 c $: 01 N¢ A. UF�Q,nQ o - INDICATES EGRESS WINDOW - INDICATES PLANT SHELF 01-411 A.F.F. o v (+ CD DESIGN PRESSURE CD NOTE: `FOWER5 STEEL.. LINTEL SYSTEM MAY 5E SU55TITUTED FOR PRE -CAST 'LINTELS. THE L-2 "REQUIRES NO RE5AR EXCEPT IN TOP COURSE OF "U" 5LOCK U.N.O. L-1 LINTEL WITH HOLES FOR STIRRUPS MAY 5E USED AS AN L-2 LINTELS. USE L-2 LOAD TABLES. LINTELS SHALL 5E A55UMED TO 5E L-2 LINTEL5 UNLE55 MARKED OTHERWISE. TH15 STRgCTURE WAS BEEN DESIGN TO MEET THE WIND LOAD I;Rq MEr�T5 OF SECTION 1606 OF THE FLORIDA 5UILDIN `;;CODE 2001 EDITION. 1. SASIC W"'IND SPEED - 120 MPH.0v 3 SEC. GUST.) 2,WIND IM0'•,ORT,4NT FACTOR - 1.0 3.WIND EXPOSU E - CATEGORY 5 4.INTERNAL PRE55URE COEFFICIENT +/- 0.15 O WINDOW SIZE KEY MARK MASONRY FRAME 1 SH12 20"x24"± 2 SH13 20%36"± 3 SH14 20%48"± 4 SH15 20"x60"± 5 SH16 20"x72"± 6 SH1H2 24"x24"± 7 SH1H3 24"x36"± 8 SH1H4 24"x48"± 9 SH1H5 24%60"± 10 SH1H6 24%72"± 11 N/A 26%24" _ 12 N/A 26%36"± 13 N/A 26"x48"± 14 N/A 26"x60"± 15 N/A 26%72" ± 16 N/A 30"x24"± 17 N/A 30%36" ± 18 N A 30"x48"± 19 N/A 30"x60" ± 20 N/A 30"x72"± 21 SH22 36%24"± 22 SH23 36%36"± 23 SH24 36"x48"± 24 SH25 3611x60"± 25 SH26 36%72"± 26 N/A 48%24" ± 27 N/A 48%36" ± 28 N A 48%48" + 29 N/A 48%60" + 30 N/A 48%72" + '; 31 SH32 53"x24"± f 32 SH33 53%36" 33 SH34 53"x48"± 34 SH35 53%60" ± 35 SH36 53"x72"' 36 37 38 Area Tabulations Living: let floor: 1649 s F f 2nd floor: N/1,"y1 er! Total Living: 1649 eF' entry: 40 5 F Patio: a6 a gara52e:8-I 'ram sf other: :IN/A SF Tota I Area: 2252 5 f WRITTEN DIMENSIONS SHALL HAVE PRECEDENCE OVER SCALE DIMENSIONS. Contractorp shall verify and be responsible for dimensions qpd conditions of the job and Home Design Servicq"s, Inc, must be notified in writing of any variatjgn from the dimensions, conditions and specifiegtions appearing on these plans. { Floor Plan i Scale: 1 /4 tt' l71 S 0 O T� h \ 0 � nlbelIsland" Lo t: FP-36 01 �r a o L,OT# 31, CALA COVA CD � 3 ' k Uo o drawn by E E J L L� 0 checked by JR In date 05/15/2003 In scale AS NOTED v job no. L 03-4282 U V I--ILJI LLJ r X vt A 2 m H 2.5 2x4 RAFTER 2 4 " O.G. 12 6 HURRICANE STRAP HETA 1 H 2.5 51MP50N (MIN.) a 1x4 P.T. FURRING 4 1 5x8 GONG. P.C. LINT:=L I TOP PLATE ° BLOCK REINFORCED I' W/ CONC. 4 1-05 REBAR I I CONTINUOUS 2-2xO's W/ 1/2" PLYWOOD FLITCH PLATE 2 x 4 FRAMING NOTE: AT DOUBLE JACK STUDS I H 2.5 TOP AND BOTTOM. SHEATHING WILL SATISFY UPLIFT TRANSFER AT OTHER LOCATIONS. THI5 DETAIL. MASONRY WALL BEYOND TEXTURE CEMENT FINIeH ON // MTL. LATH OVER 150 FIELT AND 1/1(o" O.S.B. r I I 2x4 P.T. SOLE PLATE W/ 1.2 " 4 -4 I I 2 -0 DI 4" MIN. EMBED. CORNERS.- rtl III=1 I I =1 I I=11T 111--M�EIII�Eiil=d H — I I I —III—III— - III —III —III � 45*,\Section Thr0u(:::ih 5aQ Window SCALE = N.T.S. ALUM WINDOW-- 2 X(o P.T. — I/2 " ANCHOR BOLT 24" O.C. IIIII��III G���NAILED 1 O CONC. FILLED CELL—, 2x? P.T. — �1/2 " DRYWALL 3 E3LOCK TO FAME 2 CONNECTION "rs 0"-0" FIN. FLi;. GRADE NOTES: N r I ALL DIMENSIONS FOR VERTICAL STRINGS ON POURED CELLS MAY BE *-. OPT. MON01-ITHIC FOUNDATION MAY BE USED INSTEAD OF STEM WALL FOUNDATION. REPLACE DET. 12/D1 WITH 14/2 OR 35/2(TWO STORY). ALL REBAR USED IN CONSTRUCTION OF THIS HOUSE SHALL BE #5 BAR WITH STANDARD LAP OF 25" MIN. ( APPLIES TO MASONRY ALSO). IF MA50N'I'RY DOWEL HAS BEEN OMITTED, PROVIDE DOWEL IN iPREDRILLED HOLE AND CEMENT WITH SIMPSON STRONG-TIE'S EPDXY TIE ADHESIVE SYSTEM ('ET22) OR EPIWELD 300. 12'-0" 4'-4" (0'-8" -411 Ilk I I 24' I I / 2. W/: _ ■ {3 ■ 12 \ 2 I \ A 2 ■ \ D1 44 \K�� Op � 12 s 1 0 DI \ \ \ I 45 I 10'-411 in 10'-1" 2 I I 8'-4" 411 Ou LAV. ZHOWFR 31/2 \ TUB � l I p.W. I J �LA1%i I ■ -I— - 3'-0" — 1 I REF. ® I 1 4-1+IIF�i+ ELEV. 01-011 A.F.F. " t r— + ---�/� r I 4" PVC PIPE FOR A/C LINE - A/C / I I'll I I t ------------ ----- ---- W.H.1/ A c /---- ------------------- ----�`-�J ------------ _ -}}� I SHOW�R W/ TU5 I 211 ■ - D I �C 0 2ro --- F- \,,D2 II 2 + + + ■ -�- - 2 doll 2 &" 2'-4" 51-0" 12 ■ 30 DR. W/ a.L ■ 4 DI — -1 cj61 2 Y' o z ® cn %1100 D I I I m ■ — ■ ■ H.B. 12 I I 9 ® ® od ® ■ ■ 16' O.N. GAR. DR. ■ ■ I I 3'-0 " 5'-011 3'-(0 121-0" 0'-5" 1'4"121-04 40'-®" FOR A #5 REBAR (5/8" DIAMETER) USE DRILL BIT DIAMETER 3/4 TO A DEPTH OF 5" O 6" (MIN. EMBEDMENT) AND FILL HOLE WITH EPDXY ADHESIVE SYSTEM, FOLLOWING MANUFAC'TURER'S INSTRUCTIONS. USE THIS APPLICATION FOR PULLOUT FORCES UP O 4010 L55. 14" x 12" 3 0 E.W. THESE PLANS ARE NOT VALID FOR PERMITTING revisions by WITHOUT THE RAISED SEAL AND SIGNATURE J 05/15/2003 JL OF ENGINEER/ARCHITECT OF RECORD. - ° U L v C N ° E 0 E 0 c 0 .N N E n r- _ — N U ' - - 4" CONC. SLAB W/ FIBERMESH X- OR 6x6 WWM OVER (0M Vl5Q. FINISH GRADE _ = 0'-0" FIN. FL. - - F—I n O III��II, u 4 a: as a = I O — — a 16 I I CLEAN COMPACTED A TERMITE TREATED o TYP. 16"40" MONO. I _ I FILL FOOTER W/2-#50 I I - ROD CONT. I I I — c N ° OPT. MONOLITHIC FTG. (ONE STORY) 14 SCALE: 3/a" 1'-0° 2 T 43) t �t Iv 0 O `" #5 ROD IN FILLED CELL = = a ° G.M.U. ' 0 A5 PER FLOOR PLAN = I =010 TIED TO CONT. ROD IN = = 3 FOOTER 4 BOND BEAM = = 4" CONC. SLAB W/ ABOVE _ I = FIBERME5H OR 6x(o WWM o 2 OVER (OM V150. ° - - L 0'-0" FIN. FL. E dliIll. v a d i l l=1 01 ' El e W. N 4. I I=2I I ` = = CLEAN, COMP., 0 — — — — I I —I TERMITE TREATED TYP.20'x2m" MONO. — _ I= = I 1 1 FILL ° FOOTER W/3-#5O =I =I ROD CONT. 0 3'x4'x4" C ONC. PAD ° iw all FROM WALL ° 0 OPT. MONOLITHIC DETAIL (TWO STORY) 38 C SCALE: 3/4" =1'-0" 2' ctJ 0 I � ° rn rn ° c �N U c ° U U a ° 1 L C N d O U L s 0 0 Z 04 ti C0 W U- E C O vi �CD O Cn t1i 0 cfl M 0��0000 M a) -0 CD�^ 0 3 VJ va Q X Z C (n '- dam' Q) -J r®Cn n , ® 00 O J ^ 70 O cn 0 U) > 4-0 CO 00 E:BLI I ]:H A N WRITTEN DIMENSIONS SHALL HAVE PRECEDENCE s OVER SCALE DIMENSIONS. Contractors shall verify and be responsible for dimensions and conditions C SEAL THI5 STRUCTURE HAS BEEN IDE81GN TO MEET THE WIND LOAD REQUIRMENT5 OF SECTION 1606 OF THE FLORIDA of the job and Home Design Services, Inc. must be notified in writing of any variation from the 2 - MARIA VIRGINIA A. BUILDING GODS 2001 EDITION. dimensions, conditions and specifications appearing CAPARROS on these plans. °' FL P.E. NO: 53989 j BASIC WIND SPEED - 120 MPH.(Q 3 SEC. GUST.) DATE 6S< Foundation Plan 2.WIND IMPORTANT FACTOR - 1.0 Q) tSgp ?� 3,WIND EXPOSURE - CATEGORY B 4. INTERNAL. PRESSURE COEFFICIENT +/- 0.15 ° SIGNATURE Scale: 1/4 "=1'-®" drawn by JL checked by JR date 05/15/2003 scale AS NOTED job no. 03-4282 drawing no 4 L _ THESE PLANS ARE NOT VALID FOR PERMITTING WITHOUT THE RAISED SEAL AND SIGNATURE revisions by 05/15/2003 JL BRG. 0'-0" FIN. FLR. 0'-0" FIN. FLR. 12 12 "-5EE FOUNDATION PLAN FOR FOOTING SIZES OL 5'-m" BRG. 1'-m" O.H. TYP. m'-(I " FIN. FLR. OF ENGINEER/ARCHITECT OF RECORD. Q) U) c 12 12 0 6 &" x 14" SMOOTH FINISH o SEE DETAIL "B" 13'-m" BRG.. o 12 0 E .12 • c SEE DETAIL "C"S'-®" BRG, 3 N N L x 00 DODO 'FOOD LeFt Elevation Ele\\./at-iar 5CALE: 1/4" = 1'-0" SCALE: 1/4" = 1'-0" 8'-m" BRG. SEE DETAIL SHEET FOR FASCIA m'-O" FIN. FLR. " 1d 1 /0" 1A 1/1)" N 4 1/211[' 12" 2 I,511I,1�" 12" 1/2" SCALE: 1/2" = 1'-0" A O 0- T C 0 0 v Lo c > v 0 0 0 s 3 E L 0 L 0 v c c 0 E T C C Q) N C C O t U O N O 0 O C U L wear Elevatfor 0 a SCALE: 1/4" = 1'-0" 0 ° C 15 1/2" 1" 12" 1" 15 1/2" EXTERIOR FINISHING NOTES 1. Composition shingles over #15 felt. 10 2. Concrete tile roof installed as per manufacturers m specifications. 3. Cricket as condition req. 4. Roof window 0, 4 I/2" 13 I/2" 5" „ 13 1 2" 4 1/2" 5. Chimney Cap/Spark Arrestor 6. Typical Textured Finish o Q Q 7. 4" Smooth Textured Trim/Band 0 8. 6" Smooth Textured Trim/Band 9. 8" Smooth Textured Trim/Band 10. 12" Smooth Textured Trim/Band ap? 11. Raised Panel 'Tl�e �,s t Or e D e t I l 12. 13. Key Stone Quoins (Brick or Textured Finish) a N 14. 4" Frieze Trim SCALE: I/2" = I'-(D" 15. 8" Frieze Trim 16. 12" Frieze Trim 17. Brick Veneer s 18. Soldier Coursing 19. Rowlock Coursing o 20. Light Conc. Mortar Wash I'-9 1/2" " 12 L1," 1'-9 1/2° 21. Cont. Ridge Vent, as req. 22. Off Ridge Vent, as req. ° SMOOTH FINISH 23. R.S. Cedar 24. R.S. Plywood 25. 4' Wood Trim ; co 26. 27. 6" Wood Trim 8" Wood Trim >, o 28. T-11 Siding ° 29. 4" Lap Siding 4 I/2" 1'--1 2' 1�' 2" 1'--f" 4 1/2" 30. 8 Lap Siding C 31. Wood Louver Vent ° E 32. Wrought Iron Railing o e(� S t o r e D e t a 1 l 33. 34. Treated Wood Hand Railing Painted Block 0 ° ° SCALE: 1/2" = P-m" ° L WRITTEN DIMENSIONS SHALL HAVE PRECEDENCE A OVER SCALE DIMENSIONS. Contractors shall verify s SEAL TH15 STRUCTURE HAS BEEN DESIGN TO MEET THE WIND and be responsible for dimensions and conditions of the job and Home Design Services, Inc, must LOAD REQUIRMENTS OF SECTION 16®(o OF THE FLORIDA be notified in writing of any variation from the N MARIA VIRGINIA A. CAPARRO5 BUILDING CODE 2001 EDITION. dimensions, conditions and specifications appearing o FL P.E. NO: 53959 j BASIC WIND SPEED - 120 MPH.(e 3 SEC. GU5TJ on these plans. a U1 DATE 2.WIND IMPORTANT FACTOR - 1.0 C 3.WIND EXPOSURE - CATEGORY B Elevations o 51GNATURE 4,INTERNAL PRESSURE COEFFICIENT +/- 0.18 SCQI@• 1/4"=1'-0" E o J_ Z I l l r WCV ef) J E C ® N 0 0} rq N QCD C CO L 0 CO 'D N W O .--. C> W 3:>> Z 6j {o U (D ��- C/)L� CV e 00 O W U M 0 0 W 0- CO U 0 00 drawn by JL checked by JR date 05/15/2003 scale AS NOTED job no. 03-4282 CD CNIi Ln Ln CD CD I- Q::� CD L� C OO NNEC TOO R SCHEDMLLFE CONNECTOR ONIPSOG`N UI%P TYPE DESCRIPTION FASTENERS PER CONNECTOR DESCRIPTION FASTENERS PER CONNECTOR 4 HETAI6 10d X 15' HETAI6 (10) loci X 11/2' EA. (10) loci 4A HHETAI6 12-16d (2) ETAl6 10-10d X 11/2' EA. 6 META22 15-I0d 21 HI 4-8d RTi5 5-8d 25 H3 8-ad RTl to-8d 26 H25 10-8d RT7 10-8d 31 L6TA9 8-loci L5TA9 8-lod 34 HGT-2 8-10d N/A N/A 38 HTTI6'STEA. SIDE TO GIRDER: 8-10d HUG, HTTI6 EA. SIDE TO GIRDER: 8-10d TO HTTI6 BELOW 5/a. THREADED ROD W/ (2) LBP 5je' WASHERS TO HTTI6 BELOW %' THREADED ROD W/ (2) LBP 5/15' WASHERS HTTI6 TO STUD:18-16d HTTI6 TO 5TUD:18-16d 38A HTTI6 TO HTTI6 TO GIRDER: 18-16d HMTSI2 N/A HTTI6 TO HTTI6: 5/a' THREADED ROD W/ (2) LBP 5b' WASHERS HTTI6 TO 5TUD:15-16ci 14-10dx1i2' 39 MTS12 14-10d HC 20 18-8d 40 1_13TA36 26-10d LSTA36 26-10dx11/2' 41 ST9 8-Ibd 5T9 8-16d 43 LSTA12 Io-loci LSTA12 10-10d 44 LSTA15 12-10d 1-6TAI5 15-lod 45 5TI8 14-16d RTIB 14-16d 46 STIB 14-16d RT20 16-16d 48 5T6224 28-16d KST 224 24-16d 51 ST6236 40-16d K6T234 40-16d 68 5T22 18-Ibd 5T22 18-I6d ro9 6T6224 28-16d K6T234 40-.16d 11 M5TA36 26-10d MSTA36 26-10d 81 SPH 4AA 12-10d SPTH 4A,48 to-10d N/A N/A 90 A15U66 12-1bd PA166 12-I6d 92 C15SQ44 2-a/V BOLTS C5844 2-1/V BOLTS 95 /2'0 x 6' AB W/ 2' WASHER /2',0 X 6' AB W/ 2' WASHER 96 LTT20B SILL: 2-1/2' BOLT LTS20B SILL: 2-i2' BOLT STRAP: 10-16d 10-10ci x I/2' 91 MTT285 S:I 9/4'BLTJSTR:24-16d MTS275 S:I-Zb'5LTJSTR:24-16d 99 A35 12-5d MPAI 12-ad 101 HD5A COL UMN ' 2-�/4'4 x 3' BOLTS BILL . 3/4' BOLT ADrJ.5 COLUMN. 2-%' 9 x 3' BOLTS BILL . V 0 x W BOLT 103 HDBA COLUMN: 3-16'0 x 3' BOLTS BILL : T'i' BOLT HDXB COLUMN : 3-VO x 3' BOLTS BILL : IV ♦ x 14' 5OLT 151 LUS24 H:4-10d / J:2-10d JUS24 H:4-lod/J:2-10d 168 U46 H:8-10d / J:4-10d SUH46 H:10-16d/J:3-16d 181 HUS26 20-16d THD26 H:20-16d/J:10-10d 184 HGU526-2 H:22-HN20A/J:ll THDH26-2 H:22-HN20A/J:11-HN20A I89 HU548TF HEADER:B-Ibd JOIST : 6-Ibd HHD048 HEADER: 12-20d JOIST : 4-20d 191 THA29 HDR T : 4-10d HDR F : 4-10d JST : 4-10d MSH29 HDR T : 4-106 HDR F : 4-10d JST : 4-10d 204 HGU526-2 HEADER:20-16d JOIST : 8-16d THDH26-2 N/A 216 HUC412 HEADER:22-16d JOIST : 10-10d HD412 HEADER: 16-20d JOIST : 5-20d 219 N/A N/A N/A N/A 241A N/A N/A N/A N/A 245 N/A NIA N/A N/A N/A 268 N/A N/A N/A N/A 302 N/A N/A N/A N/A 303 N/A N/AI N/A N/A SHINGLE 15* FELT 15/32" C.D.X. OR 1/16" O.S.B. (MIN. 2.5.12 PITCH) 2x's v 24" O.C. W/ HUGHES MP35 ATTACHED TO SHEATHING WHEN GREATER THAN 24" x 24". GDX PLYWOOD OR 0.5.5.7 15* FELTS LATH AND STUCCO — "J" METAL FLASIHING- \ ICI' • maa�/l Y ML-L-L- 1 RAFTER Gr i c�,et And Fla &him [Detail NOT TO SCALE MIRROR I WiC I TUB a c HOOD DGE - TYP. "v Q Master Bath Master Bath Bath 11 D Kitchen E Kitchen F Niche NCT : ALL CiONVENT I ONAL FOAMING TO E3E 2 xa I [DG /P I F 5 AM5 4 2 x(o AFT S la) 24" O_C. M 1N, U-N,0. CONVENTIONAL FRAMING O.N. SEAL MARIA VIRGINIA A. CAPARROS FL P.E. NO: 53959 DATE 0L51 3 SIGNATURE NCTE-1 ALL ROOD SLOPES AT io:12 UNLESS OTNERLUISE NOtEDJ 5IMP50N 4 USP CONNECTORS 55CC1 *9405, 94139 ROOF TRUSS HOLD DOWN EACH ROOF TRUSS (I -JOIST) AT CMU WALL TO BE ATTATCHED WITH (1) SIMPSON HETAI6 OR USP U.N.O. EACH ROOF TRUSS AT FRAME WALL OR WOOD BEAM CONNECTION TO BE (1) SIMP50N OR USP MT512 U.N.O. FLOOR TRUSS / JOIST CONNECTION EACH FLOOR TRU55 ATTACHED TO CMU WITH (1) HETAI6. EACH FLOOR TRUSS ATTACHED TO FRAME BEARING WALL (OR BEAM) WITH (1) MT512. ENDJACK5 AND CORNER SETS AT FRAME MAY BE CU-H2.5 ROOF SHEATHING ROOF 5HEATHING TO BE 15/32' GDX OR 7/1ro' OSB NAILED WITH 0.131 X 2' MECHANICALLY DRIVEN NAILS OR 10d X 3' AT 6 " O.C. FIELD AND 4' O.C. ALONG THE EDGE U.N.O. WALI SH ATHIN z W.4LL SHEATHING TO BE 15/32' CDX OR -1/11o" 08E3 NAILED WITH 06 CORROSION RESISTANT NAILS AT 6' O.C. IN THE FIELD AND 4" O.C. ALONG THE EDGE U.N.O. WHERE STRUCTURAL WALL SHEATHING 15 USED FOR UPLIFT RESISTANCE, THERE SHALL NOT BE ANY HORIZONTAL JOINTS WITHIN 16' (ABOVE OR E3ELOW) OF THE SECOND FLOOR SOLE PLATE. FASTEN SOLE PLATE INTO FLOOR TRUSS W/ 4-16d X 3 1/2'. PROVIDE H2.5 AT TOP OF EACH FULL HEIGHT STUD (Q lro" o.c.). FRAME BEARING WALL SECOND FLOOR EXTERIOR WALL STUDS TO BE MIN. 2X4 *2 SPF OR *3 SYP AT 16" o.c.± (OPTION *2) WITH (1) N2.r5 w TOP 4 BOTTOM OF EACH FULL HEIGTH STUD OR (OPTION *3) WITH (1) 5PH4 1W TOP AND BOTTOM OF EVERY OTHER STUD (32' o.c.). WHERE CONNECTORS BETWEEN FLOOR JOIST/TRUSS AND EXTERIOR STUD WALL ABOVE HAS BEEN MISSED, PROVIDE A SIMPSON M5T31 m 24' c.c. OR USP K5T231 6 4'-0' o.c. (MIN.) ur/ 16-10d NAILS FROM BOTTOM OF FLOOR JOIST TO STUD WALL ABOVE. NOTE: NO STRUCTURAL CHANGES FROM THE APPROVED PLANS SHALL BE MADE IN THE FIELD UNLESS, PRIOR TO MAKING CHANGES, WRITTEN APPROVAL IS OBTAINED FROM THE ENGINEER/ ARCHITECT OF RECORD. IF CHANGES ARE MADE WITHOUT WRITTEN APPROVAL SUCH CHANGES SHALL BE THE LEGAL AND FINANCIAL RESPONSIBILITY OF THE CONTRACTOR OR SUB -CONTRACTORS INVOLVED AND SHALL BE THEIR RESPONSIBILITY TO REPLACE OR REPAIR THE CONDITION AS DIRECTED BY THE ENGINEER. TH15 STRUCTURE HAS BEEN DESIGN TO MEET THE WIND LOAD REQUIRMENTS OF SECTION 160(o OF THE FLORIDA BUILDING CODE 2001 EDITION. 1. BASIC WIND SPEED - 120 MPHPW 3 SEC. GUST.) 2.WIND IMPORTANT FACTOR - 1.0 31IJIND EXPOSURE - CATEGORY B 4.INTERNAL PRESSURE COEFFICIENT +/- 0.15 THESE PLANS ARE NOT VAL.Ip FOR PERMITTINCa 1 WITHOUT THE RAISED SEAL AND SIGNATURE OF ENGINEER/ARCHITECT OF RECORD. V U iv V) C rn a2 0 N E 0 2 E 0 v- c 0 .N 0 E a2 a c a2 3 m a2 a X a2 v r rn c c 'o 0 0 V) m 0 r v a -0 t c 0 O -O c o (n N 0 0 .n 0 T r -N 0 `o c `m 0 fN 0 0 r 3 E I 0 `o s= c 0 E T 0 0 rn C 0 r U `o v v .Q 0 U a� 0 0 G a) a 0 C, -0 c 0 ROOF PLAN NOTES In 1. All trusses shall be designed and sealed by truss En manufacturers Florida registered structural engineer. a ARCHITECT ACCEPTS NO LIABILITY FOR TRUSS DESIGN OR LAYOUT. 2. TRUSS MANUFACTURER TO VERIFY ALL TRUSS SPANS, s SLOPES, BEARING POINTS, AND DIMENSIONS BEFORE ~ FABRICATION. ALSO, TRUSS MANUFACTURER TO PROVIDE SHOP DRAWINGS TO HOME DESIGN SERVICES, N INC. FOR FINAL APPROVAL BEFORE FABRICATION. 3. All roof pitches are to be set as indicated on plans o and elevations. o 4. Top plate heights vary. See building sections, wall sections, and elevations for bearing heights. o 5. Truss spacing shall be 24" o.c. unless otherwiseCn noted. Conventional framing shall be 16" o.c. or as otherwise noted. 6. Truss manufacturer to provide all gable end trusses with intermediate stud members 16" a.c. 7. Roof decking as specified. T a 0 8. Overhangs will vary. See roof plan and exterior elevations. All overhangs greater than 18" shall 0 be tacked on in the field. o 9. Frame walls up to underside of roof trusses at all non -bearing walls and at volume area unless 21 otherwise noted. 0 0 U 10. Align trusses and hand framing so as all gypsum o wall board to be continuous from floor to ceiling. — 0 0 11. Truss manufacturer to insure design consideration E to the following additional loads: o a: All ceiling hung soffits and soffits w/ In cabinets as shown on plans. .l_ In b: Attic located HVAC units as shown on N plans. WRITTEN DIMENSIONS SHALL HAVE PRECEDENCE OVER SCALE DIMENSIONS. Contractors shall verify and be responsible for dimensions and conditions of the job and Home Design Services, Inc. must be notified in writing of any variation from the dimensions, conditions and specifications appearing u on these plans. 1n Roof Plan.21 Scale: 1/4 )J=1 3_033 E revisions by 05/15/2003 JL w 0 x "Sanibel Island" FP-36 LOT# 31, CALA COVA drawn by JL checked by JR date 05/15/2003 scale AS NOTED job no. 03-4282 drawing no Az I C) C) TOTAL ALLOWABLE SUPERIMPOSED LOAD POUNDS PER LINEAR FOOT 8'XB' PRECAST LINTEL ( FILLED AND UNFILLED ) MARK NO. CLEAR SPAN LINTEL SIZE NO FILL NO STEEL FILLED 1 #5 'A' FILLED 2 #5 'B' L-1 Y-6' 2'-10' 6191 7845 8122 L-2 2'-2. 3'-6- 4277 5413 5604 L-3 2'-8' 4'-0' 3466 4383 4538 L-4 3'-2' 4'-6' 2917 3686 3817 L-5 4'-0' 5'-4' 2300 2906 3010 L-6 4'-G' 5'-10' 2045 2577 2669 L-7 5'-2- 6'-6' 1722 2167 2245 L-8 6'-2- 7'-6- 1484 1865 1932 L-9 7'-0- 8'-4- 1384 1636 1696 L-10 8'-0' 9'-4' 1138 1425 1476 L-11 9'-2' 10'-6' 989 1236 1281 L-12 10'-0' 11'-4' 904 1128 1170 L-13 11'-2' 12'-6' 807 1004 1047 L-14 12'-0' 13'-4' 749 931 933 L-15 12'-8' 14'-0' 708 783 784 L-16 13'-4' 14'-8' 548 760 765 L-17 14'-0' 15'-4' 491 687 681 L-18 16'-0' 17'-4' 332 521 523 L-19 18'-0' 19'-4' 233 406 408 L-20 18'-B' 20'-0' 208 376 377 L-21 20-0' 21'-4' 186 302 303 L-22 22'-0' 24'-0' 111 237 239 NOTEI BOLD NUMBERS REPRESENT PRECAST LINTELS PRESTRESSED USING (2) 7/16' DIAMETER PRESTRESSING STRANDS. TOTAL ALLOWABLE SUPERIMPOSED LOAD POUNDS PER LINEAR FOOT 8'X16' COMP❑SITE PRECAST LINTEL FILLED 145 TOP 1#5 BOT. 'C' FILLED 1#5 TOP 2#5 BOT, 'D' FILLED 2#5 TOP 2#5 BOT: 'E' MARK NO, CLEAR SPAN LINTEL SIZE L-1 1'-6' 2'-10' 12374 12591 12867 L-2 2'-2- 3'-6- 8488 8680 8871 L-3 2'-8- 4'-0' 6868 7023 7178 L-4 3'-2' 4'-6' 5772 5902 6033 L-5 4'-0' 5'-4' 4546 4649 4753 L-6 4'-6- 5'-10' 4028 4120 4212 L-7 5'-2' 6'-6' 3382 3460 3538 L-8 6'-2' 7'-G' 2908 2975 3042 L-9 T-O' 8'-4' 2548 2607 2666 L-10 8'-0' 9'-4' 2215 2267 2319 L-11 9'-2- 10'-6' 1918 1936 2009 L-12 10'-0' 11'-4' 1749 1790 1832 L-13 11'-2' 12'-6' 1554 1591 - 1628 L-14 12'-0' 13'-4' 1438 1473 1507 L-15 12'-8' 14'-0' 1356 1389 1421 L-16 13'-4' 14'-8' 1395 1448 1512 L-17 14'-0' 15'-4' 1326 1376 1437 L-18 16'-0" 17'-4- 1153 1197 1250 L-19 18'-0' 19'-4' 1019 1057 1104 L-20 18'-8' 20'-Q' 980 1017 1063 L-21 20'-0' 21'-4- 880 913 954 L-22 22'-0' 24'-0' 740 775 Rol NOTE, BOLD NUMBERS REPRESENT PRECAST LINTELS PRESTRESSED USING (2) 7/16' DIAMETER PRESTRESSING STRANDS. POWERS STEEL & WIRE PRODUCTS 4118 E. ELWOOD PHOENIX, ARIZONA 85040 TABLE 1 L-1 LINTELS (SHEAR STEEL REINFORCED) FLA MKT'96 PAGES-11 12-4-95 LINTEL LOAD TABLE (IN POUNDS PER LINEAL FOOT) DEAD LOAD PLUS LIVE LOAD 3000 PSI GROUT SPAN LI-12' L1-12' L1-16' 1-1-16' L1-20' L1-20' L1-24" L1-24 LI-32' L1-32' Lt-40' Lt-40' L1-48" L1-48' SPAN * W/O W/I5 W/15 W/:N` W/is W/l5 W/o >Ic 2'-0' 7628 7628 9245 9245 11675 11675 13042 13042 13042 13042 13042 13042 13042 13042 Z 0' 2'-8' 5713 5713 6925 6925 8745 8745 9769 9769 9769 9769 9769 9769 9769 9769 Z-8' S-4- 4581 4581 5553 5553 7012 7012 7833 7833 76JJ 7833 7833 7633 7833 7833 S-4' 4'-0' 3814 3814 4623 4623 5838 5838 6521 6521 6521 6521 6521 6521 6521 6521 4'-0' 4'-B' 3267 3267 3959 3959 5000 5000 5585 5585 5585 5585 5585 5585 5585 5585 4'-B' 5'-4" 2662 2862 3469 3469 4381 4381 4894 4894 4894 1 4894 4894 4894 4894 4894 5'-4" W-O' 2543 2543 3082 3082 3892 3892 4347 4347 4347 4347 4,347 4347 4347 4347 _ 6'-0' 6'-8' 2287 2287 2772 2772 3501 3501 3910 3910 3910 3910 3910 3910 3910 3910 6'-a. 7'-4' 2081 2081 2523 2523 J186 3106 3558 3558 3558 3558 3556 3558 355E 3556 1-4' 8'-0: 1907 1907 2311 2311 2919 2919 3260 3260 3260 3260 3260 3260 3260 3260 8'-0- 8'-8' 1760 1760 2133 2133 2693 2693 3008 3008 3008 3008 3008 3008 3008 308 8'-8' 9'-4' 1635 1 1635 1 1982 1982 2503 2503 1 2796 2796 2796 2796 2796 2796 2796 2796 9'-4" 10'-0' 1499 1526 1849 1849 2335 2335 2608 2608 2608 2608 2608 2608 2608 2608 10'-0' 10'-8' 1316 1430 1733 1733 2188 2188 2445 2445 2445 2445 2445 2445 2445 2445 10'-8' 11'-4' 1157 1346 1632 1632 1 2061 2061 2302 2302 1 2302 2302 2JO2 2302 2302 1 2302 12'-0' 1041 1271 1465 1541 188E 1946 2174 2174 2174 2174 2174 2174 2174 2174 12'-0' 12'-8" 934 1174 1314 1459 1693 T3 2059 2059 2059 2059 2059 2059 2059 2059 12'-8" 13'-4' 843 1061 1187 1387 1530 1752 1868 1957 1957 1957 1957 1957 1957 1957 13'-,V 14!-0" 765 962 1076 1321 1387 1668 1693 1863 1863 1863 1863 1863 1863 186J 14'-0' 14'-B" 696 876 980 1247 1263 1592 1542 1778 1778 1778 1778 1778 1778 1776 14'-8' 15'-4' 638 802 897 1142 1157 1466 1412 1701 1701 1701 1701 1701 1701 1701 15'-4" 16'-0- 585 736 824 1046 1062 1346 1297 1630 1630 1630 1630 1630 1630 1630 16'-0' 16'-8' 539 578 759 966 978 1240 1194 1542 1565 1565 1565 1565 1565 1565 16'-8' 17'-4' 499 628 702 893 905 1147 1105 1427 1494 1505 1505 1505 1505 1 1505 17'-4' 18'-0' 463 582 651 826 839 1064 1024 1323 1J85 1449 1449 1449 1449 1449 18'-0' 18'-B' 430 541 605 770 780 989 952 1229 1287 1397 1397 1397 1397 1397 1B'-8' 19'-4- 401 505 564 718 1 726 922 888 1147 1201 1349 1349 1349 1349 1349 19'-4° 20'-0' 375 471 527 671 680 862 830 1071 1122 1304 1304 1304 1304 1304 20'-0' 21'-0" 340 427 478 608 616 781 753 972 1018 1242 1242 1242 1242 1242 21'-0' 22-0. 310 390 436 554 562 712 686 885 927 1186 1180 1186 1186 1186 22--0' 23'-0: 283 356 399 507 514 651 627 810 848 1111 1079 1134 1134 1134 23'-0' 24'-0' 260 327 366 466 472 598 576 744 779 1121 991 1087 1087 1067 24'-0' 25'-0' 240 302 337 429 435 551 531 686 718 941 913 1043 1043 1043 25'-0' 26:-0: 222 279 312 397 402 510 491 634 664 870 845 1003 1003 1003 26:-0' 27'-0' - 259 289 36B 373 473 455 588 616 806 7B3 966 959 966 27'-0' 2B'-0' - 240 269 342 347 440 423 547 572 750 728 932 892 932 28'-0' 29'-0' - 224 251 319 323 410 395 510 534 699 679 888 831 899 29'-0' 30,-0" - - 234 298 302 383 369 476 499 653 634 630 777 869 JO'-0' 31,-0, - - - 279 283 359 345 446 467 612 594 777 727 841 3f-O' 32'-0' - - - 262 265 337 324 418 438 574 1, - , 730 - • 683 815 32'-0' . QUALITY PRECAST COMPANY DISTRIBUTORS FOR: "STRONG" ON SERVICE L❑TT'S CONCRETE PRODUCTS, INC. WEKIWA CONCRETE PRODUCTS P.D. BOX 771255 P.D. BOX 279 P.O. BOX 11 WINTER GARDEN, FL 34777--1255 ZELLW❑❑D, FL 32798 SBCCI PST & ESI EVALUATION SBCCI PST & ESI EVALUATION BRANDON, FLORIDA 33509-0011 REPORT NUMBER 95102 REPORT NUMBER 9537 TELEPHONE: 1-813-653-3240 ORLANDO TEL. : 1-407-877-1000 TYPICAL LINTEL SECTION PRECAST CONCRETE TOTAL ALLOWABLE SUPERIMP❑SED LOAD TOTAL ALLOWABLE SUPERIMP❑SED LOAD POUNDS PER LINEAR FOOT POUNDS PER LINEAR FOOT '� , �!' '� �!, (CON PSI ACED, FILL (CONC. PLACED IN FIELD) IV�'IV -'Iv B'X14' COMPOSITE PRECAST LINTEL FILLED FILLED FILLED 8'X6' PRECAST LINTEL ( FILLED AND UNFILLED) STD. 180' HOOK @ EACH 1#5 TOP 1#5 BOT, 1#5 TOP 2#5 BOT. 2#5 TOP 2#5 BOT, FILLED FILLED ` °• ° END OF STIRRUP W/2 1/2' NO FILL 1 #5 2 #5 a LEG EXTENSION PAST REND MARK NO: CLEAR SPAN LINTEL SIZE 'C' 'D' 'E' MARK NO, CLEAR SPAN LINTEL SIZE NO STEEL 'A' 'B' U-) I 1 1 TYPICAL. M-1 V-6- 2'-10, 9095 8725 8930 M-1 1'-6' 2'-10' 4119 3986 3920 Ri \0 CU II e TOP LEG BAR 3/8' BAR, EACH LEG.' M-2 2'-2' 3'-6' 6261 6005 6147 M-2 2'-2' 3'-6' 2843 2745 2699 L0 I H' 7/32- STIRRUPS @ 6'-0- M-3 2'-8' 4'-0' 5060 4852 4968 M-3 2'-B' 4'-0' 1889 2219 2182 ' L _____J O.C. (TIED OR WELD) M-4 3'-2- 4'-6' 4249 4073 4170 M-4 3'-2' 4'-6' 1335 1 1864 1832 BOTTOM STEEL -SEE SCHEDULE 111 M-5 4'-0' 5'-4' 3340 3201 3276 M-5 4'-0' 5'-4' 827 1310 1324 M-6 4'-6- 5'-10' 2957 2833 2901 M-6 4'-6' 5'-10' 647 1025 1036 7.625 L M-7 5'-2' 6'-6' 2650 2538 2600 M-7 5'-2' 6'-G' 519 822 831 7 M-8 6'-2' 7'-6- 2118 2037 2087 M-6 6'-2' 7'-6' 332 524 530 FIGURE 1 M-9 7'-0' 8'-4' 1619 1717 1730 M-9 7'-0' 8'-4' 252 397 401 NOTES: M-10 8'-0' 9'-4' 1396 1481 1492 M-10 8'-0' 9'-4- 216 340 343 1: MINIMUM COVERAGE OF STEEL 1:5' M-11 9'-2' 10'-6' 1213 1266 1298 M-11 9'-2' 10'-6' 186 293 296 2. CONC, STRENGTH AT RELEASE 3,500 PSI. M-12 10'-0' 11'-4' 897 954 962 M-12 10'-0' 11'-4' 135 212 215 M-13 11'-2' 12'-6' 736 784 790 M-13 11'-2' 12'-6' 109 171 173 M-14 12'-0' 13'-4' 566 606 611 M-14 12'-0' 13'-4' 82 128 129 CARUSO TURLEY SCOTT INC. CONSULTING STRUCTURAL ENGINEERS 2702 NORTH 44TH STREET SUITE 200 PHOENIX, ARIZONA 85008 VOICE (602) 912- 9120 FAX (602) 912-9390 �C .NOTE: 20 GAGE LINTELS SHALL NOT BE USED - - FOR SPANS GREATER THAN 12'-0'. L-1 , L-2 NOTES 1. PRODUCT NAME (PATENT NO. 4767656; SBCCI PST & ESI / 93-132) PREFORMED POWERS STEEL LINTEL SHALL BE GALVANIZED COIL STEEL AS MANUFACTURED BY 16' DEEP AND DEEPER UNTELS - 6 STIRRUPS AT 8' O.C. EACH END (12 TOTAL STIRRUPS). POWERS STEEL AND WIRE PRODUCTS, INC. STEEL GRADE SHALL BE ASTM A570 GRADE C Fy = 40 kel. BOTTOM FLANGE DEFORMATIONS, AT CONTRACTORS OPTION. MAY RUN PARALLEL TO THE LINTEL OR TRANSVERSE TO THE BOTTOM FLANGE. NOTE: DEFORMATIONS STIRRUPS SHALL BE 1 1/2' CLEAR FROM TOP OF GROUT. DO NOT EFFECT STRUCTURAL CAPACITY. 12. PLACE FIRST STIRRUP 4" FROM FACE OF JAMB AS SHOWN 9 1'. 2. SHORE UNTELS AS REQUIRED TO COMPENSATE FOR DEAD LOAD DEFLECTION ON NON- 13.MA50NRY WALL MAY OCCUR ABOVE COMPOSITE LINTEL HEIGHT. CURED MASONRY. THE DEAD LOAD WEIGHT OF THE LINTEL MAY BE EXCLUDED FROM THE LOAD 3. LINTELS TO BE USED WITH BRICK OR CONCRETE MASONRY UNITS HAVING A MINIMUM CALCULATIONS DUE TO THE COMPOSITE NATURE OF THE LINTEL ASSEMBLY. Pm AS SHOWN. 14.#5 REINFORCING BAR (GRADE 40) TO BEAR ON BOTTOM OF STEEL LINTEL OR MORTAR SHALL BE UNPAINTED 4. STEEL SURFACES IN CONTACT WITH GROUT AND/OR IN SHOWN AND TO BE THE SAME LENGTH AS LINTEL ONLY WHENE SPECIFIED IN LINTEL CALLOUT. AND FREE OF MATERIAL THAT MIGHT INHIBIT BOND. 5. BEARING EACH END SHALL BE 3' PLUS OR MINUS 1". O SHALL BE ON A MINIMUM B" DEEP GROUTED CELL EXCEPT THAT L2 LINTELS MAYYBEAR ON 1 1/4' THICK 15. MANUFACTURER: POWERS STEEL PRODUCTS LINTELS MINIMUM FACE SHELL. 4110 E. ELWOOD PHOENI AZ. 85040 PHI 602-437-1160 FAX 602-437-5409 6. rm: 1500 pet. MASONRY UNITS SHALL CONFORM TO ASTM C90, GRADE N. DAYTONA BEACH, FL GIL SUMMERS 7. GROUT: 3,000 pei. SLUMP RANGE: 8' TO 11". ROD OR YBRATE GROUT ADEQUATELY PHI & FAX/ 1-904-239-9545 PGRI 1-000-542-5576 TO ENSURE CONSOUDATION OF GROUT (NO AIR POCKETS). GROUT SHALL COMPLY WITH TAMPA, FL KARL GRETZINGFH ASTM C476-83 AND BE EITHER COARSE OR FINE GROUT. PGRI 1-800-519-5022 FAXI 1-813-759-8859 8. MORTAR: TYPE 'S' OR TYPE 'M' 1800 16. TECHNICAL DATA AND ENGINEERING POWERS LINTELS HAVE BEEN DESIGNED IN psi. P ACCORDANCE WITH THE FOLLOWING: 9. TOP REINFORCING OR TOP OF WALL REINFORCING. IS REQUIRED BY CODES TO PROVIDE A CONTINUOUS TIE AROUND A STRUCTURE AND TO PROVIDE FOR UPLIFT RESISTANCE AT LINTELS. TOP REINFORCING IS NOT REQUIRED AND IS NOT PART OF THE POWERS STEEL UNTELS (EXCEPT AT THE L-1 LINTELS A REINFORCING BAR IS REQUIRED FOR THE ' SBCCI SSTD 10-96 STEEL STIRRUPS). SIZING OF TOP REINFORCING IS THE RESPONSIBILITY OF THE BUILDING " STANDARD BUILDING CODE - 1994 ARCHITECT OR ENGINEER. ALTERNATELY, TOP REINFORCING COULD BE SIZED PER SBCCI DOCUMENT ° AISI LIGHT GAGE COLD FORMED SSTD 10-93. STEEL DESIGN - 1990 IO.ATTACHMENTS TO TOP OF WALL PER ARCHITECTURAL AND/OR ENGINEERING DRAWINGS. 11. STEEL STIRRUPS SHALL CONFORM TO ASTM A82 Fy - 60 ksi MINIMUM. STIRRUPS TECHNICAL ASSISTANCE IS AVAILABLE FROM THE MANUFACTURER ON SPECIAL DESIGN SHALL BE 5/16" DIAMETER SMOOTH ROD. PROBLEMS OR LINTEL DEPTHS DIFFERENT THAN THOSE SHOWN IN THE LOAD TABLES. AN ALTERNATE SIZE STEEL STIRRUP SHALL BE 2-5/16.0 X 2 1/2- X LINTEL HEIGHT STRUCTURAL ENGINEER FOR THESE LINTELS IS: MINUS 2- X 2 1/2- PER SKETCH: 2 1/2' CARU50, TURLEY, SCOTT INC. PAUL SCOTT P.E. LINTEL HEIGHT MINUS 2' 2702 North 44th Street Suite 200 Ph Ix. Arizona 85008 2 1/2' Phone No. (602) 912-9120 Fax (602) 912-9390 STIRRUP PLACEMENT (NOTE: STIRRUPS AT Lt LINTEL ONLY)). IF AN INSPECTOR, CONTRACTOR, SUBCONTRACTOR, OR PLANS EXAMINER HAS ANY TECHNICAL QUESTIONS 12' DEEP LINTEL - 11 STIRRUPS AT 4" D.C. EACH END (22 TOTAL STIRRUPS). PLEASE CALL PAUL SCOTT P.E. COLLECT. 17. INSTALLATION POWERS LINTELS ARE TO BE INSTALLED IN ACCORDANCE WITH STANDARD CONSTRUCTION PRACTICES. SET TO PROPER LINE AND LEVEL, PLUMB AND TRUE, AND IN CORRECT TABLE 2 RELATION TO OTHER WORK. L-2 LINTELS RUIFLAMKT '96 PAGE:5-11 12-4-96 LINTEL LOAD TABLE (IN POUNDS PER LINEAL FOOT) DEAD LOAD PLUS LIVE LOAD 3000 PSI GROUT SPAN L2-8' L2-12" L2-16' 1-2-20" L2-24" L2-32' L2-40" L2-48- SPAN 2'-0' 3360 5220 7070 8930 10790 13042 13042 13042 2'-0' 2'-B" 2517 3910 5296 6689 8082 9769 9769 9769 2'-8- S-4' 2018 3135 4246 5363 6480 7833 7833 7833 S-4" 4'-0" 1680 2610 3535 4465 5395 6521 6521 6521 4'-0' 4'-8" 1439 2236 3028 3824 4621 5585 5585 5585 4'-8- 5'-4- 1261 1959 2653 3351 4049 4894 4894 4894 5'-4" W-0" 1120 1740 2357 2977 3597 4347 4347 4347 6-0 6'-8" 1007 1565 2120 2678 3235 3910 3910 3910 6'-8" 7'-4- 917 1424 1929 2437 2944 3558 3558 3558 7'-4" 8'-0" 840 1305 1768 2233 2698 3260 3260 3260 B'-0" 8'-8" 775 1204 1631 2060 2489 3008 3008 3008 B'-8' 9'-4" 720 1119 1 1516 1914 1 2313 2796 1 2796 2796 9'-4" 10'-0" 672 1044 1414 1786 2156 2608 2608 2608 10'-0" - 10' 0' 630 978 1325 1674 2022 2445 2445 2445 10'-8" ll'-4' 593 921 1248 1576 1905 2302 2302 2302 ll'-4' - 12' 0" 560 870 1178 1488 1798 2174 2174 2174 12'-0" 12'-B" 530 824 1116 1410 1703 2059 2059 2059 12'-8" 13'-4" 504 783 1061 1340 1619 1957 1957 1957 13'-4' 14'-0' 480 746 1010 1276 1541 1863 1863 1863 14'-O" 14'-8" 458 696 964 1217 1471 1778 1778 1778 14'-8" 15'-4' 438 638 897 1157 1 1408 1701 1701 1701 15'-4" 16'-0" 420 585 824 1062 1297 1630 1630 1630 16'-0' 16'-B' 403 539 759 978 1194 1565 1565 1565 16'-8" 17'-4" J88 499 702 905 1105 1494 1 1505 1505 17'-4° - 18'0" 373 463 651 839 102 4 1385 144 9 1449 16-0,-0" 1B'-8" 360 430 605 780 952 1287 1397 1397 18'-B" 19'-4" 348 401 564 728 888 1201 1349 1349 19'-4" 20'-0" 336 375 527 680 830 1122 1304 1304 20'-0" 21'-0" 32D 340 478 616 753 1018 1242 1242 21'-0" 22'-0" 301 310 436 562 686 927 1180 1186 22'-0" 23'-D" 276 283 399 514 627 848 1079 1134 23'-0" 24'-0" 253 260 366 472 576 779 991 1087 24!-0" 25'-0" 233 240 337 435 531 718 913 1043 25'-0" 26'-0' - 222 312 402 491 664 845 1003 26'-0" 27'-0" - - 289 373 455 616 783 959 27'-0" 25-0"- - 269 347 423 572 728 892 28'-0" 29'-0" - - 251 323 395 534 679 831 29'-0" 30'-0" - - 234 J02 369 499 634 777 30'-0" 31'-0" - - - 283 345 467 594 727 31'-0" 32'-0" - - - 265 1 324 438 1 558 683 32'-0' * NOTE: 20 GAGE LINTELS SHALL NOT BE USED FOR SPANS GREATER THAN 12.-0.. 8" (7.625" ACTUAL) MASONRY. (10) (9) (7) (2) 13) POWERS STEEL PRODUCTS LINTELS ++ LINTEL DESIGNATION -}- INDICATES HEIGHT OF GROUT s4yAil�� I5 BOTTOM REINFORCING WHEN / CALLED OUT SEE NOTE 14. / (1) HEIGHT OFCOMPOSITE (2) LINTEL VARIES - SEE PLAN AND SCHEDULES. USE BOND BEAM BLOCK AT BOTTOM COURSE TO ISOMETRIC GO OVER POWERS STEEL (GRC(JT NOT SHOWN FOR CLARITY) LINTEL AND BONO BEAM BLOCK AT HORIZONTAL FIGURE N OA A REINFORCING. (FOR NUMBERS IN () SEE NOTES). (14) 8" (7.625" ACTUAL) MASONRY. (13) I (10) A. HEIGHT VARIES (9) (11) ' (7) STEEL LINTEL. (2) L-1 SECTION FIGURE NO.1B (FOR NUMBERS IN () SEE NOTES). Z25- 2.25- 2.25- l.-i�00000011l000l.00011.,�'i".1"0000.,Oool�Im HUC48 W/ 3/16'Xl 3/4' TAPCONS GROUT FILLED BOND BEAM w/ 054, REBAR CONT. FIXED GLASS OPENING PFP.E-CAST CONC. LINTEL (w/ 1 450 REBAR SEE LINTEL SCHED.) TOP OF BOND BM.� TOP OF TRANSOM + OPENING TOP OF OPENING 2-2x8'e HDR. CONC. BLOCK WALL FILLED CELL W/ 1 #54' REEIAR CONT. FROM FND. TO BOND 5M. I v I VARIES (SEE FLOOR PLAN & ELEVS.) LINTELMEADER a ORENINC- 1/4'= 1'-0' HUC48 W/ 3/16'Xl 3/4' TAPCONS GROUT FILLED BOND BEAM w/ 054, REBAR CONT. FIXED GLASS OPENING PFP.E-CAST CONC. LINTEL (w/ 1 450 REBAR SEE LINTEL SCHED.) TOP OF BOND BM.� TOP OF TRANSOM + OPENING TOP OF OPENING 2-2x8'e HDR. CONC. BLOCK WALL FILLED CELL W/ 1 #54' REEIAR CONT. FROM FND. TO BOND 5M. I v I VARIES (SEE FLOOR PLAN & ELEVS.) LINTELMEADER a ORENINC- 1/4'= 1'-0' i./---------\\ fI /rA Fka i Ia ':: VARIES GROUT FILLED BOND BEAM w/ *50 REBAR CONT. FIXED 6LAS5 OPENING PRE -CAST CONC. LINTEL (w/ 1 #50 REBAR SEE LINTEL SCHED.) TOP OF BOND BM. rOP OF TRANSOM a 7PENING rof, OF OPENING . 'RECAST CONC. LINTEL ::ONC. BLOCK WALL :ILED CELL W/ SO REDAR CONT. :ROM FND. TO BOND BM. 8PS2.5 (16 GAGE) (SEE FLOOR PLAN & ELEVS,) Smin. _ .115 IN3 1min. =. LINTELS 'a MASONR�I' Oi=ENINC� N 8PS2.5 (2020 GAGE) A Smin. = .233 IN3 I/4'= I'-0' I min. = .410 IN 4 NOTE: 20 GAGE BPS2.5 LINTEL MAY BE L-1 & L-2 USED ON UP To 12'-0' SPANS. PS STEEL LINTELS NOTE: NO SCALE 16 GAGE IS .060 INCHES THICK. 20 GAGE IS .035 INCHES THICK. POWERS STEEL PRODUCTS LINTELS a. L;AITEL DESIGNATION INDICATES HEIGHT OF GROUT (13) „.;,-: L2 - 16 O HEIGHT OF COMPOSITE .'T`,'1• UNTEL VARIES - SEE--rK' PLAN AND SCHEDULES. (2) USE BOND BEAM BLOCK AT BOTTOM COURSE TO ISOMETRIC GO OVER POWERS STEEL ROUT NOT SHOWN FOR CLARITY LINTEL AND BOND BEAM ( ) BLOCK AT HORIZONTAL REINFORCING. (1) FIGURE NO.2A (FOR NUMBERS IN () SEE NOTES). HEIGHT VARIES L-2 SECTION FIGURE NO.213 8PS2.5 (FOR NUMBERS IN () SEE NOTES). STEEL LINTEL. ORANGE COUNTY BUILDING DEPT. WS 9-11-98 OVERALL LENGTH (ft.) CLEAR SPAN (it.) GRAVITY LOADS 2-#5 T. & B. 8-8UL 8-8SL25 B-12SL25 8-16SL25 8-20SL25 B-24SL25 8-28SL25 8-32SL25 2'-10' 1'-6. 8105 12276 30339 30339 30339 30339 30339 30339 S-6- 2'-2" 3542 5726 17439 21014 21014 21014 21014 21014 4'-O' 2'-8' 2488 4043 8564 17079 17079 17079 17079 17079 4'-6' S-2" 1915 3121 5676 13862 14385 14385 14385 14385 4'-8" S-4- 1775 2696 5092 11472 13653 IJ553 13653 13653 5'-4" 4'-O' 1383 2260 3639 6871 11400 11400 11400 11400 5'-10' V-6' 1183 1934 2988 5263 9584 10127 10127 10127 H 6'-6" 5'-2- 991 1624 2416 4016 6609 8820 8820 8820 7'-6- W-2- 796 1305 1877 2964 4511 6888 7391 7391 w 6' 8' 725 1188 1 689 2620 3B93 5733 6837 6837 a 8'-4- 7'-0" 684 1121 1584 2434 3570 5162 6514 6514 9'-4" 8'-0' 584 956 1333 2003 2853 3965 5484 5770 9'-2' 498 814 1125 1659 2310 3119 4152 4973 10'-0' 450 737 1012 1479 2035 2709 3542 4560 12'-0" 10'-8' 418 683 937 1360 1857 2449 3166 4052 13'-4' 12'-0' NA 660 1220 1700 2180 2700 3200 3800 14'-0" 12'-8' NA 580 1100 1600 2100 2570 3000 3500 w 14'-8" 13'-4' NA 520 1060 1500 1960 2400 2900 3300 w 15'-4" 14'-0' NA 480 1000 1460 1900 2300 2700 3420 17'-4" 16,-0, NA 320 800 1240 1500 1800 2300 2640 4" 18'-0' NA 250 640 920 1360 1500 1900 2300 cc 0 21'-4" 20'-0" NA 210 56U 820 1120 1400 1800 2200 22'-0' 20'-8" NA 190 500 800 1060 1300 1700 2000 24'-0" 22'-B" NA 148 392 640 960 1240 1560 1800 C O TYPICAL LINTEL SECTION PRECAST W/ PRESTRESS REINFORCEMENT - 2500 PSI CONC. FILL '�� (CONC. PLACED IN FIELD) ��j" ��j" -Iv�'Iv -Iv�ly STD. 180' HOOK @ EACH END OF STIRRUP W/2 1/2' LEG EXTENSION PAST BEND In 1 TYPICAL. CU N n 0J TOP LEG BAR 3/8' l0 I I BAR, EACH LEG. . In I 7/32' STIRRUPS @ 4'-0' O,C. L _ _ • J & @ 6' WITHIN 24' OF ENDS Ix �i BOTTOM STEEL -SEE SCHEDULE 7/16' PRESTRESSED STRAND 6 5 FIGURE 2 NOTES: 1: MINIMUM COVERAGE OF STEEL L5' 2. CONC, STRENGTH AT RELEASE 5,000 PSI. 3: STRAND FOR PRESTRESSING TENDONS ASTM A416 4. MINIMUM PRESTRESS FORCE PRIOR TO LOSSES 43.5K TOTAL (D revisions by s 05/15/2003 JL STRUCTURAL_ NOTES s w U 1.) CODES: 1.1 (2001) FLORIDA BUILDING CODE, U) 1:2 BUILDING CODE REQUIREMENTS FOR REINFORCED 0, CONCRETE (ACI 318-95). VI 1.3 AMERICAN SOCIETY OF CIVIL ENGINEERS MINIMUM Tom`!►�r�=���`��ar�s�l���S���S��= 1l�SK�=_' C❑MP❑SITE LINTEL SECTION STRUCTURES (ASCE 7-98). o 2.) CONCRETE: _ '':0^'. 1 #5 BAR. CONT. 2.1 CONCRETE COMPRESSIVE STRENGTH AT 28 DAYS: E O 2,1,1 PRECAST WITH STANDARD REINFORCEMENT-3,500 PSI '• 212 PRECAST WITH PRESTRESS REINFORCEMENT-5,000 PSI C ' CONCRETE BLOCK 'KNOCK 2.1.3 CONCRETE FILL (PLACED IN FIELD)-2,500 PSI OUT' COURSE fm=1250 PSI 2:2 REINFORCING BARS: 2.2.1 STEEL PLACED IN PRECAST LINTEL AT TIME OF ` CELLS AND 'U' LINTEL FILLED FABRICATION ASTM A615 (GRADE 60) a 4 W/ CON(, IN FILED 2500 PSI 2.2.2 STEEL IN LINTEL AND KNOCKOUT BLOCK (PLACED •u• LINTEL AS SHOWN IN FIELD) ASTM A615 (GRADE 40) ° IN FIG. 1 OR 2 2.3 PRESTRESS STRANDS ASTM A416 7-WIRE 3 ° 2.4 DETAIL REINF❑RCEMENT AN ACCORDANCE WITH ACI 315 v, 1 #5 BAR, CONT. 2.5 CONCRETING OPERATIONS SHALL COMPLY WITH Q) ACI STANDARDS: n 7,625 3 MAS❑NARY: 3.1 DESIGN AND CONSTRUCTION SHALL CONFORM TO THE SPECIFICATION OF THE NATIONAL CONCRETE MASONRY s ' ASSOCIATION AND ACI 530, 3.2 MINIMUM MASONRY UNIT STRENGTH: fm 1,500 PSI o FIGURE 3 3.3 MORTAR SHALL BE TYPE S )KA NOTE IT IS THE CONTRACTOR'S RESPONSIBILITY 0 TO REVIEW ALL DRAWINGS BEFORE CONSTRUCTION v) BEGINS: z3 0 a n. v r T 0 0 w c rn G) 0 at O O Lintel Layout !! ! !! Scale of Base: 1/8 =1 -0 NOTE: THIS INFORMATION IS BASED ON THE DATA SUPPLIED BY PRECAST COMPANIES AND IT'S ENGINEERS. OVERALL LENGTH (ft.) CLEAR SPAN (It.) GRAVITY LOADS 145 T. & B. 8-8UL 8-8SL5 8-12SL5 8-16SL5 8-20SL5 8-24SL5 8-28SL5 8-32SL5 2'-10' 1'-6' 8105 12276 30339 30339 30339 30339 30339 30339 3'-6° 2'-2- 3542 5726 15629 21014 21014 21014 21014 21014 4'-0° 2'-B' 2488 4043 8564 14846 17079 17079 17079 17079 4'-6° S-2- 1915 3121 5676 10498 13732 14385 14385 14385 4'-8' S-4° 1775 2896 5092 9445 12355 13653 13553 13653 5'-4° V-0' 1303 2260 3639 6551 8570 105941 11400 11400 V-10" 4'-6' 1103 1934 2988 5144 6732 8323 9916 10127 H 6'-6- 5'-2- 991 1624 2416 4016 6609 8331 8820 8820 v7'-6- 6'-2" 796 1305 1077 2964 4511 5797 6906 7391 w 8'-0' - 6' 8' 725 1188 1689 2620 3893 4 935 58 0 8 6 826 a 8'4- 7'-0- 664 1121 1584 2434 3570 4465 5320 6175 9'-4' 8'-O" 584 956 1333 2003 2731 3377 4025 4673 1V-6' 9'-2- 498 798 1078 1560 2044 2529 3014 3501 V-4' 10'-0' 450 737 1012 1479 1 2035 2709 1 3542 4386 12'-0" 10'-8' 418 684 937 1360 1857 2449 1 3166 3824 13'-4° 12'-0' NA 620 1200 1720 2180 2700 3200 3800 14'-0" 12'-8' NA 560 1100 1600 2100 2560 3000 3500 W 14'-B' 13'-4" NA 470 800 1400 2000 2400 2880 3340 w 15'-4' 14'-0" NA 440 700 1300 1900 2300 2720 3160 17'-4' 16'-0' NA 320 600 1000 1500 1800 2300 2640 19'-4' 18'-0" NA 250 420 660 1060 1500 1900 2300 LC a 2V-4' 20'-0' NA 190 340 620 960 1400 1800 2200 22'-0' 20'-B' NA 160 320 600 900 1300 1700 2000 24!-0' - 22' B' NA 130 280 480 750 1 00 1 1400 1600 RECESS DOOR HEADERS 0 LINTEL NO, QUALITY PRECAST FLORIDA ROCK POWERS STEEL COMMENTS 1 L-18 C 8-16SL5 (17'-4') L-1 20 W/ #5 16'-0' SPAN 2 M-6 A 8-6SR0 (5'-8') 3 L-6 8-8UL (5'-10') 4 L-2 8-8UL (3'-6') 5 L-4 8-8UL (4'-6') 6 L-8 A 8-8SL0 (7'-6') 7 M-3 8-6UR (4'-4') SERVICE DOOR 8 L-10-A 8-16SL5 (9'-4') g L-13-A 8-16SL5 10 L-10-A 8-8SL5 (9'-4') 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 )K N,S:-INDICATES 'N❑ FILL, N❑ STEEL" "O C C) rn NOTES: THESE PRECAST CONCRETE LINTELS HAVE BEEN DESIGNED o TO CARRY THE GROUT FILLED CONCRETE BLOCK WALL ABOVE THE LINTEL UP TO A HEIGHT OF 12'-0" A,F,F, N a) HL- Vi STACK BLOCKS MAY BE USED TO ELEVATE EITHER SIDE OF A LINTEL FOR A DOOR OPENING. STACK BLOCK SHALL NOT BE in CRACKED, MUST BE EQUAL TO BEARING SURFACE DIMENSION, AND MUST PR❑VIDE ACCESS FOR REBAR AND GROUT DOWNPOUR. 0 N 0 v LINTEL and RECESS DOOR HEADER DESIGNATION N 8-20 S L-X CL OVERALL LGTH(it.) CLEAR SPAN (ft.) DOOR SIZE (ft.) GRAVITY LOADS 8-6UR 8-65RO 8-105RD 8-14SRO 8-18SRO 8-225RO 8-265RO 8-305RO S-8" 2'-4° 2'-0' 2488 2720 8171 12574 17012 19546 19543 19543 4'-0' 2'-8. 2'-4" 1951 2075 6215 9602 12994 16413 17102 17102 4'-2" 2'-10° 2'-6" 1725 1833 5514 8490 11491 14515 16094 16094 4'-4" 3'-0" 2'-8" 1538 1632 4911 7563 10238 12934 15204 15204 0 LU 4'-8" S-4" 3'-0' 1241 1315 3960 6101 8262 10438 12620 13680 a 5'-8. 4'-4" 4'-0" 1128 1376 2288 3562 4845 6134 7425 8719 6'-8. - 5' 4" - 5' 0" 880 896 1481 2312 3149 3990 4832 5676 7'-8. 6'-4" 6'-0" 620 625 1025 1606 2191 2778 3367 3957 9'-8" 8'-4" 8'-O" 340 346 556 879 1204 1531 1858 2186 Field Rebar ty. and size q U) at to &bottom P Nominal Width (5 = 1 #5 Top and Bot.) ( 25 = 2 #5 Top and Bot.) Nominal Depth ( 5 = 1 #5 Top and Bot.) ( 0 = 1 #5 Top, 0 bars Bot.) rn S=Solid grout filled L=Lintel, R= Recess Door Header o U=Unfilled U 0) w t 0 -0 0 (1)#5TOP, (1)#5BOT. N s OVERALL LGTH (it.) CLEAR SPAN (ft.) DOOR SIZE (ft.) GRAVITY LOADS 8-6UR 8-6SR5 8-10SR5 8-14SR5 8-18SR5 8-22SR5 8-26SR5 8-30SR5 S-8" 2'-4" 2'-0' 248>8 2720 8243 18810 19543 19543 19543 19543 4'-0" 2'-8' 2'-4" 19511 2075 6215 12105 17102 17102 17102 17102 4'-2" 2'-10" 2'-6" 1725 1833 5533 17700 16094 16094 16094 16094 f- 4'-4" 3'-O" 2'-8" 153B 1632 4988 11089 15204 15204 15204 15204 U LIT 4'-8" T-4" S-0" 1241 1315 4155 8354 13680 13680 13680 13680 4'-4" 4'-0" 1128 1376 2785 4805 8418 10524 10524 10524 6'-8' 5'-4" 5'-0° 88q 896 2093 3372 5285 8463 8550 8550 7'-8" 6'-4" 6'-0" 62q 625 1551 2598 3852 6363 7200 6859 9'-8" 8'-4" 8'-O" 34q 346 859 1790 2497 3648 4592 3863 STRUCTURAL GENERAL NOTES: 1. SHORING REQUIRED WHEN THE CONSTRUCT ON LOAD EXCEEDS THE SAFE LOAD LISTED FOR UNTEL 8-8UL OR 8-BUR VERTICAL DEFLECTION RATIO. 2. SHORING OF PRESTRESSED UNTELS IS REQUIRED AT B'-O' O.C. MAX DURING CONSTRUCTION AND MAINTAINED UNTIL 13. FOR GRADE 40 REINFORCING STEEL, USE 85% OF INDICATED TABLE VALUES. IF 4 INCH BEARING IS USED, 85K OF THE CONCRETE FILL GROUT STRENGTH IS OBTAINED. TABLE VALUES DO NOT NEED ANY FURTHER REDUCTION. 3. SAFE LOAD VALUES ARE BASED ON NOMINAL 8 INCH BEARING (6 INCH MIN). VALUES FOR 4 INCH BEARING MAY BE OBTAINED BY USING 14. BOTTOM BARS MAY NOT BE USED FOR CLEAR SPANS UP TO 5'-4'. USE 80% OF INDICATED TABLE VALUES. 80% OF INDICATED TABLE VALUES. 4. FOR COMPOSITE HEIGHTS NOT SHOWN, USE SAFE LOADS FROM THE NEXT LOWER ASSEMBLY HEIGHT IF 4 INCH BEARING IS USED, TABLE VALUES DO NOT NEED ANY FURTHER REDUCTION. FLORIDA ROCK I N D U S T R I E S 5. FOR LENGTHS NOT SHOWN, USE THE SAFE LOAD FROM THE NEXT LARGER LENGTH 6. SAFE LOADS ARE EXPRESSED IN POUNDS PER UNEAL FOOT. MATERIALS: P.O. B O X 547819 7. UPLIFT LOADS ARE BASED ON 1-$5 VERTICAL REINFORCING BAR AT EACH ENO OF BEAM CONTINUOUS TO TWO INCHES BELOW TOP OF BEAM. PROVIDE HOOK BARS INTO FILL CELLS FOR EIGHT INCH DEEP LINTEL BEAMS TO DEVELOP INDICATED UPUFT LOADS. B. LATERAL LOADS ARE BASED ON SCUD GROUT FILL CELLS ON EACH SIDE OF BEAM SPAN REINFORCED WITH AT LEAST 1-15 VERTICAL 1. fc PRECAST = 4,000 PSI 2, fc PRESTRESSED 6,000 PSI 0 R LA N D 0 , FLORIDA 3 2 8 5 4 - 7 8 1 9 REBAR. 9. COMPOSITE BEAM SAFE LOADS ARE BASED ON MATCHING FIELD REBAR IN BOTH THE TOP AND BOTTOM OF BEAM. LOAD RATINGS PER AND 318. LOAD FOR UNTELS BE BY = J. fc GROUT = 3,000 PSI WITH 3/8 INCH MAXIMUM AGGREGATE 4 WITH MINIMUM NET AREA COMPRESSIVE VOICE (4 O 7) 8 4 7 - 0 9 3 0 HAS BEEN DEDUCTEDHALL FROM THEESIGNED UNTEL BEAM WEIGHTPPORT 11. SAFE LOADSSAFE ARE LISTED SCINETOCAPACTYI GROSS CAPACITY. STRENGTH = 1.9 0 PSI 12. ALL UNTELS EXCEED L/360 VERTICAL DEFLECTION RATIO EXCEPT EIGHT INCH DEEP UNTELS. EIGHT INCH DEEP LINTELS EXCEED L/240 5. REBDRRPROVIDEDIN PRECASTPER 60 7 5/8'FAX T40 (4 0 7) 8 4 7 - 2 9 8 0 EBAR PER TM GRADES ar560GRADE r-"A' Steel-, 7. MORTAR PER ASTM C270 TYPE M OR S T 1/Y 4 6/8 A" y� "B' Steel I I� o, 'B" Steel r` b m v STEEL PRESTRESSED PRECAST REINFORCING SCHEDULE 8 INCH U-LINTEL Overall Length °A' Steel 'B" Steel IS-4' to 19'-4' 21'-4" to 24'-0" 2 - 13 2 - j13 2 - 7/160 STRAND 2 - 7/160 STRAND and 2-14 ORANGE COUNTY BUILDING DEPT. 7 5/8" N 7 5/6"1. W S 1 1- 5- 9 8 RECESS HEADER REINFORCING SCHEDULE 8 INCH U-UNTEL Overall Length "A' Steel 'B' Steel S-8' to 4'-8' 5'-8' to 9'-8" --- 2 -3 2 - 14 2 - #4 PRECAST REINFORCING SCHEDULE 8 INCH U-UNTEL Overall Length °A' Steel "B' Steel 2'-10' to 5'-10" 6'-6' to 10'-6" ll'-4' to 12' -0' 2 -3 2 - #3 2 - j3 2 - #3 2 - #4 9-#5 1- 8-8UL 8-8SL 8-12SL 8-16SL 8-20SL 8-24SL 8-28SL 8-32SL 0- 0 U 0 O E E 6 8-6UR 8-6SR 8-10SR 8-14SR 8-18SR 8-22SR 8-26SR 8-30SR > 0 T SEAL THIS STRUCTURE HAS BEEN DESIGN TO MEET THE WIN LOAD REQUIRMENTS ❑F SECTION 1006 OF THE FLORIDA MARIA \/IRCaINIA A. BUILDING CODE P-001 EDITION. Q) CAPARROS U i=L P.E. NO: 53959 1,BASIC WIND SPEED - 120 MPH.(@ 3 SEC. GUST:) N DATE 2 WIND IMPORTANT FACTOR - 1.0 c �3 3,WIND EXPOSURE - CATEGORY B SIGNATURE 4,INTERNAL PRESSURE C❑EFFICIENT +/- 0.18 E O T Z W " � uLL O ® U U) > C ' C;) d Q) Q CO (0 4 cn N L0 Q) -0 o r O t` �/ cL Q x o Z c �ry Z CD �♦ N N L ® °O O J ^ }, (n ® Q .1-4 0 U �' WW U U 00 LO 0 i �Ww 0 Sanibel Island FP T# 31, CALA COVA drawn by JL checked b JR y date 05/15/2003 scale AS NOTED job no. 03-4282 drawing no. CD U C J CD 0 L.� d i i PRE -WIRE PRE -WIRE FOR LIGHT FOR LIGHT PRE -WIRE PRE -WIRE FOR LIGHT FOR LIGHT SEAL DATE SIGNATURE NOTE: ALL SMOKE DETECTORS ARE TO BE HARD WIRED AND INTERCONNECTED THIS STRUCTURE HAS BEEN DESIGN TO MEET THE WIND LOAD REQUIRMENTS OF SECTION 16m(o OF THE FLORIDA BUILDING CODE 2001 EDITION. 1, BASIC WIND SPEED - 120 MPH.(e) 3 SEC. GUST.) 2.WIND IMPORTANT FACTOR - 1.0 3.WIND EXPOSURE - CATEGORY B 4.INTERNAL PRESSURE COEFFICIENT +/- 0.18 v L a x a� a� t rn ELECTRICAL LEGEND Ceiling Mounted Light T Pull Chain Light st PC ® Recessed Light a a Wall Mounted Light Wall Wash Recessed o 0 Duplex Receptacle 220V Receptacle N o 1/2 hot, 1/2 switched o WP Water Proof Receptacle Floor Receptacle 0 c Pre -Wire for Clg. Fan 0 0 �GFI Ground Fault Interrupt a 3 Wall Switch E 0 3-Way Switch o Dimmer Switch L 0 o E �® Telephone Jack T o c H Cable Jack ® Pre -Wire Garage Door Opener L 0 Fluorescent Light 0 Electrical Panel " 0 ® Chime 0 0 c I-E Door Bell/Garage Door Switch 0 L0 Disconnect Switch o 0- Electrical Meter o S.D. Smoke Detector N 0 \ Ceiling Fan Wall Sconce N S Chandelier Sr .N b 0 b IC Intercom O Cg Spot Light o 0 Flush Mount Fluorescent Light ;n 0 a O-1 Fan/Light Combination (� Motor V) QQ Speaker r 0 Junction Box a 0 (D Track Lighting 0 Theatrical Strip m •T NOTES: 1. Owner to verify exact location of floor outlets 3 in field. 0 E E 2. Location of fixtures and/or outlets are suggested 0 locations and meet most local code requirements. Additions or adjustments may be made between Owner and Builder in the field, or by Home Design Services, inc. as additional services. L WRITTEN DIMENSIONS SHALL HAVE PRECEDENCE OVER SCALE DIMENSIONS. Contractors shall verify s and be responsible for dimensions and conditions d of the job and Home Design Services, Inc. must C be notified in writing of any variation from the dimensions, conditions and specifications appearing o on these plans. U) c N Electrical Layout _ 0 Scale: 1/4"=1242 0 revisions by 0EO1 ,/2 D®3 JL Z ti W N U J (D C) LL C: O ® fn U 0) �Cn COCn u, �(� N w o CD Q X S 4) z z co Ln C/ N N L ® WcU 00 0 J QAAA�\\ -0 0 U 'q- a.-P U W U U s` 000 0 0) iE: TJI w 0 "Sanibel Island" FP-36 LOT# 31, CALA �COVA drawing no. 4000 U CD U LL_ _ _ v #50 ROD IN FILLED CELL CENTER LINE OF WALL ABOVE I- AS PER FLOOR PLAN 3 1/2" CONC. SLAB W/ FIBERMESH 1/2"OxiO" ANCHOR 5OLT5 2x4 STUDS a16" O.C. TIED TO CONT. ROD IN SLAB SLOPES AT OR 6x6 WWM OVER 6M V15Q. OR 1/2"4)x6" EXPANSION 1/2" x lO" "J" OR "L" BOLTS I #3KD S.Y.P. OR i #2 5PF TYP. U.N.O. 811 FOOTER 4 BOND BEAM ABOVE 1/0" PER FT. AWAY FROM HOUSE BOLTS 11 32" O.C. MAX. 1 3 1/2' GONG. SLAB W/ " " WASHERS OR 1/2"oxro" EXPANSION BOLTS t1 32" O.G. MAX. I OR 6 (FI5ERMEWWM 2x4 P.T.PLATE U.N.O. W/2"0xl/8" WASHERS I HCDPL/R Q 32' O.C. TYP. UNO. 2x4 P.T. PLATE _ = 3 1/2" GONG. SLAB W/ FIBERME51,4 OR 6x6 WWM OVER 6M VISQ. OVER 6M V15Q. 2 8" i - 3 1/2" CONC. SLAB W/ FIBERMESH FINISH GRADE _ = = - VARIES FIN. GRADE IY- lam} OR 6x6 6 WWM OVER M VISQ. - d° - I '.a III III,�� •' d d d dO .• IIIIIII, - -_ Cd' Q ° �d d d . d ° ° M W —_ _ 40 ' to '. ti d•. .O °. ' e ° '• 1E, - - III I 8 x16 CONC. FOOTER W/2-#5�I I _ EAN, ., TERMITETREATED - - I I I I I - 2-054, ROD CONT. W/3" MIN. COVER �GLEAN, 3OW/ MIN. COVERAGE 1-REBAR CONT. . CTRLEEAANTE, CDO., TERMITE COMP., TERMITE FILL III- , TREAT,D FILL E FILL 2-054, ROD CONT. TREATED FILL _ INT. BEARING WALL FOOTER DETAIL I GARAGE CURB DETAIL PATIO THICKENED EDGE DETAIL OFFSET BEARING FOOTER DETAIL %4� SCALE: 3/4" = i'-0" (ONE STORY) D1 SCALE: 3/4" = 1'-0" DI 3 I_ SCALE: /4", = I n O D1 SCALE: 3/4" = 1'-®" DI WALL BEYOND 3 1/2" CONC. SLAB W/FIBERME5H 3 1/2°' CONC. SLAB W/ FIBERMESH OR roxro WWM OVER 6M /15Q. OR 6x6 WWM OVER 6M Vi5Q. DRIVEWAY SLAB I-#5 BAR CONT. ALL LAPS 25' MIN. (TYP.) VARIES-4" TYP. r. d - � - - ° < - d . d ••°• d d 6 I 1—#5 REBAR VERT. I DOWEL LAPPED GOLD JOINT as _ CORNER. CONT. WITH WALL REINF. 8 III d ` • FROM FOUNDATION III 10" HOOK MIN. m III GLEAN, COMP., TERMITE SxI6" CONT. d d; . TO BOND BEAM. I I I III- TREATED FILL FTG W/2-#5O ax8 THICKENED POURED CELL W/1 #5 BAR EDGE W/1-050 CONT. CONT. FROM BEAM TO #5 CORNER BAR FTG. W/10" HOOK MIN. GROUTED CELL OFFSET THICKENED EDGE DETAIL 5 FOOTER DET. a GARAGE DOOR %9 � STEP DOWN TIE BEAM I® TYP. CORNER VERTICAL WALL REINF. ll SCALE: 3/4" 1'-0" Di SCALE: 3/4" = 1'-O" DI SCALE: 3/4" 1'-O" Dl SCALE: 3/4" 1'-0" D1 L5TA 18 MINIMUM WALL AND HEADER STUD REQUIREMENTS COMP. SHINGLES OVER 15# FELT ROOF FRAMING (2) 2XiOs ON 15/32" CDX OR 7/16" OSB (MIN. RATED 24/16) Maximum Header Span (ft.) SEE TRUSS LAYOUT FOR SPECIFICATIONS HEADER U.N.O. (IF TILE ROOF IS USED SEE TILE 3' s' s' 12' 15' 1e' HURRICANE STRAPS 5LA5SLOPES AT 3 1/2" CONC. 5LA5 W/ FIBERMESH MANUFACTURER FOR RECOMMENDED 5HEATHIN Number of Header Studs Supporting End of Header SEE TRUSS LAYOUT FOR SPECIFICATIONS 1/0' PER FT. AWAY OR 6x6 WWM OVER 6M VISQ. R-30 MIN. INSULATION 1" , 2 2 2 z FROM HOUSE FIN. GRADE `� PRE-ENGINEERED TRUSS 024" O.C. (MAX.) W/HURRICANE ANCHOR Unsupported Stud Number of Full —Length Studs Wall Height Spacing at Each End of Header ON EA. TRUSS. (SEE TRUSS 10' 12 in. 1 2 2 2 2 2 or less 16 in. 2 2 3 3 3 3 — ° '• °' LAYOUT FOR TYP. 4 MANUF.)z4 in. z 2 3 1 3 3aqtic.°. thant10' 16 in. 2 2 3 3 4 a DOUBLE TOP PLATE. I— PROVIDE BUILD. PAPER OR GALV. 24 in. 2 2 3 4 5 5 _ I d` — I STEEL PLATE BETWEEN VARIES SEE ELEV. The header stud shall not be required if the header is #2 SPF OR #3 5YP U.N.O. TRUSS � G.M.U. -_ supported by a suitable framing anchor. CRIPPLE STUDS 2-#5� ROD CONT. - 16 — . • ... NO CONNECTOR REQ'D MT512 (2) EA END ®IMP., TERMITE _ ° �. ; 5d COOLER NAILS OR GW554 � i" O.G. HEADER TO JACK STUDS III T��A��p L I 14 U.N.O. —III —III � 1/2" GYP BOARD - HURRICANE CLIPS OR AS SPECIFIED BY FILLED BOND BEAM W/1#-5 TRUSS ANCHORS - SEE ROOF TRUSS BUILDER. NON—STRUCTURAL 12" CONT. W/25" SPLICE MIN. 2x12 02 SYP tun/2' PLYUID LAYOUT FOR SPECIFICATIONS OR 7/16' O.SB. FLITCH HEADER STUDS 71, PRECAST HEADER W/I-#5 IP (U.N.O.) PORCH PATIO FTG. DETAIL 21 FOR OPENINGS OVER 6'-0"\_ HEADER STUDS SCALE: 3i4" = 1'-0" ®1 OR POWERS STEEL LINTEL STRAP TOP PLATE 4 HEADER FULL LENGTH NO CONNECTOR REQ'D CEMENT TEXTURED 1/2 GYP BOARD OVER 2x4 CRIPPLES UNDER HEADER TOGETHER LU/RTI2 MIN. U.N.O. WALL STUDS (2) FINISH U.N.O. 3/4' P.T. FURRING 4 d END OF HEADER FOR OPENINGS _j AL -FOIL INSULATION GREATER THAN 4'O" WINDOW OR FIXED GLA55 U.N.O. SILL COMP. SHINGLES OVER 15# FELT PRE -CAST SILL i° `.� #54 ROD IN FILLED CELL ON 15/32" CDX OR 7/16" 055 (MiN. RATED 24/1(o) = A5 PER FLOOR PLAN -44 CIF TILE ROOF IS USED SEE TILE = I TIED TO CONT. ROD IN MANUFACTURER FOR 8" C.M.U. = I FOOTER 4 BOND BEAM RECOMMENDED SHEATHING) = I ABOVE N3 (SIMPSON) SPH4 ALL CONNECTORS TO BE GALV. TRUSS SADDLE = I - 2x4 STUDS 1v 16' O.C. TOP 4 BOTTOM 51MP50N OR EQUAL TO BE PROVIDED BY TRUSS MFG. = 3 1/2" CONC. SLAB W/ FIBERMESH 03KD SYP OR 02 SPF EA. STUD = I OR roxro WWM OVER 6M VISQ. .O. 1/2' x 10' 'J' OR 'L' 50LT8 = OR 1/2'X6' EXPANSION BOLTS PRE-ENGINEERED TRUSS 624" O.G. (MAX.JW/HURRICANE SEE ELEV. ANCHOR ON EA. TRUSS = - = I _ °. _ d ° ° ° a ° 0 FIN. GRADE - d 4' MIN. EMBED g 32' O.C. MAX. U.N.O. U1/2'Nxl/a WASHERS 1/2' GYP. BOARD TYP. CONNECTIONS a BEARING OPENING 19 SCALE: 3/4" = I'-O" D1 SEE TRUSS LAYOUT _ — R-30 INSULATION MIN. FOR SPECIFICATIONS " 1/2 GYP BOARD — — IIIIIII, - I - -III III N I I nl _ HURRICANE CLIPS w 24' O.C. MAX. 2x4 P.T. PLATE U.N.O. THESE PLANS ARE NOT VALID FOR PERMITTING WITHOUT THE RAISED SEAL AND SIGNATURE -#5� I REBAR _ _ I I = _ -III OF ENGINEER/ARCHITECT OF RECORD. FOR OPENINGS FILLED U BLOCK W/1-050 8"x16" GONG. 1 — CLEAN, COMP., OVER 6'0" U.N.O. CONT. HORIZ. W/25" SPLICE (MIN..) FOOTER W/2-#547 — ° .d. - TERMITE TREATED •'•° � WRITTEN DIMENSIONS SHALL HAVE PRECEDENCE OR POWERS STEEL ROD CONT. -_ r. ,. FILL OVER SCALE DIMENSIONS. Contractors shall verify LINTEL ,I I I 6 ACI 90 SEAL THIS STRUCTURE HAS BEEN DESIGN TO MEET THE WIND and be responsible for dimensions and conditions I— 16" — HOOK (TYP) — -I _— of the job and Home Design Services, Inc. must LOAD REQUIRMENTS OF SECTION 1606 OF THE FLORIDA be notified in writing of any variation from the ' MARiA ViRGINIA CAPARRO5 A. BUILDING CODE 2001 EDITION. dimensions, conditions and specifications appearing - HEADER DETAIL INT. LOAD BEARING WALL 1-1 FL P.E. NO: 53989 on these plans. 1. BASIC WIND SPEED - 120 MPH.('w 3 SEC. GUST.) �/p T I I . WALL 5ECTION ®PENfN III 12 ONE STORY a" 5LOCK WALL SECTION NT.S. p1 DATE I � 5 3 2.WIND IMPORTANT FACTOR - 1.0 3.WIND EXPOSURE - CATEGORY B Details & Sections p1 SCALE: 314'- I'-m' SCALE: 314'= I'-0' SIGNATURE 4.INTERNAL PRESSURE COEFFICIENT +/- 0.18 Scale: As Noted I U C U lu V N W C o) .N 0 E 0 0 C 0 N E L N a C 'L V) a� L a x L_ C _C O 0 O U) rn 7, 0 0 s 3 vL a v L L_ A 0 v 0 V C .N v 0 r Lv O C 0 m 0 L 3 E L L 0 L C C v E T C O C_ v 0 rn C 0 s U O _0 N Q O U O 0 0 0 C C U a _o v C 'N vi v 0 -O N N v; C 01 N -v v O vi v u; c 0 a 0 s S 0 U N t 0 v In -C 0 0 U 3 v C 0 E E 0 U aI n L lu Q) L v; U N C 0 E O I Z C�n W CV J U_ E Ui 0 -/A C: /♦}V-� VW -Q (0 �v �00Cn LO }, (O "0 Q0 Z _ab (D =3 - [L r®n C) L �/ , N L 00 0 J 5 > U 0 LO E:BLI E-� W 0 • ONE STORY R-30 INSULATION OT 31, CALA COL.,/ drawn by JL checked by JR date 05/15/2003 scale AS NOTED job no. 03-4272 CD CD CD 'V d r 3 all C.M.U. WALL (FILLED CELL) 2x4 P.T. ATTACH TO G.M.U. WALL W/ 1/2" DIA. ANCHOR BOLTS OR 1/2"xro" HILTI/ } REDHEAD W/4" EMBEDMENT I FRAME TO BLOCK ATTACHMENT 24 N.T.S. D2 3 1/2" CONC. SLAB (2500 P.S.I.) W/ 6x6 10/I D W.W.M. OR FIBERMESH OVER 6 MIL. VAPOR BARRIER I,= , I I I I i I I I=- - III�III A/C CHASE 4' SLEEVE MIN. THRU STEM WALL- - I PER MFG. 5PEC'5. CHASE THROUGH 5TEMWALL 26 SCALE: 3/4" 1'-0" (•w ONE STORY) D2 3/4" RECES5 e SLIDING GLASS DR. �SILL FORMED ON SITE SLOPE 1/5' SL fp �N LASS p�• PER F OT EXP JOINT 2 X4 *3 5Y' #2 5PF MIT` 24" O.G. T` H NAILED TO TRUSS W/ 2-12d MIN. TYP. CRIPPLE WALL ON TRU55 31 SCALE: 3/4" = 1'-0" D2 EXTERIOR DOOR SILL 44 SCALE: 3/4" = 11- 11 D2 STRUCTURAL NOTES: S) vERiFICG+T_ION OF FIELD CONDITIONS: I) CODES: )TOR iE 6.1 CON SHALL VERIFY ALL FIELD CONDITIONS AND DIMENSIONS RELATIVE TO SAME, WHERE 1.1 CONSTRUCTION SHALL FOLLOW 'FLORIDA BUILDING GODS 2001' THERE 'RE CONFLICTS BETWEEN ACTUAL FIELD CONDITIONS AND DATA PRESENTED IN THE DRAWINGS, AS ADOPTED THE COUNTY AND A8 APPLICABLE AMENDMENTS. R'8 ATTENTION AND NECESSARY ADJUSTMENTS MAD i-ER DESIGNER'S INSTRUCTIONS. 2) DE51GN CRITERIA: 82 ALL WRITTEN DIMENSIONS PER PLAN TAKE PRECEDENCE, OVER SCALED DIMENSIONS. 2.1 DWELLING FLOORS ---- 40 P5F LIVE LOAD 83 RK CONTRACTOR SHALL COORDINATE ALL THE WOOF TRADES INVOLVED. 22 BALCONIES ---- 40 PSF LIVE LOAD 23 ROOF LIVE LOAD --- 20 PSF LIVE LOAD 0.4 ALL MATERIALS SHOWN OR CALLED FOR ON THESE PLANS SHALL BE INSTALLED PER MANUFACTURERS - RECG .I-rENDATIONS AND SPECIFICATIONS. 85 CONTRACTORS SPECIFICATIONS SHALL TAKE PRECEDENCE OVER ANY DETAILS AND SPECIFICATIONS 3) 501 : FOUND IN THESE DRAWINGS PROVIDED NOTIFICATION AND APPROVAL OF ARCHITECT/DEBIGNER PRIOR TO EXECUTION. 3.1 FOUNDATIONS ARE BASED ON PRESUMPTIVE BEARING CAPACITY OF A MINIMUM 2000 P5F ON UNDISTURBED ROCK OR SAND. VERIFY ACTUAL CONDITIONS PRIOR TO PLACING OF FOOTING. IF FOUNDATION 15 ON PREPARED FILL, VERIFY SUITABILITY OF FILL FOR USE AS FOUNDATION BEARING MATERIAL. 32 RECOMPACT DISTURBED 501L IN FOOTING BOTTOMS PRIOR TO PLACEMENT OF CONCRETE. 33 FOUNDATIONS SHALL BE CENTERED UNDER SUPPORTED COLUMN WALL U.N.O. 4) CONCRETE: 4.1 STRUCTURAL CONCRETE SHALL CONFORM TO THE ACI 305 SPECIFICATIONS NOTE: AND SHALL DEVELOP THE FOLLOWING MINIMUM COMPRESSIVE STRENGTH: TABLE 2306.1 NAILING REQUIREMENTS ARE IN ADDITION TO STRAPPING REQUIREMENTS. FOOTINGS /SLABS -------- 2500 pal BOND BEAM (BEAMS, COLUMNS) -------- 3000 pal COURSE GROUT TABLE 2306.1 FASTENING SCHEDULE BEAMS, COLUMNS -------- 3000 pal CONNECTION FASTENERS NUMBER OR SPACING m 42 ALL REINFORCING STEEL SHALL BE GRADE 60 IN ACCORDANCE WITH ASTM A-615 AND JOIST TO BAND JOIST, FACE NAIL 16d COMMON 3 ad COMMON 3 SHALL LAP MIN. 40 BAR DIAMETER TYP. THROUGHOUT (BEAMS, COLUMNS, FOOTINGS) JOIST N SILL OR GIRDER TOE NAIL BRIDGING TO JOIST, TO NAIL EACH END ad COMMON 2 43 WELDED WIRE FABRIC (WWF}. ASTM A185. LEDGER STRIP lbd C01MON 3 AT EACH J015T Ixb 6UBFLOOR OR LESS TO EACH JOIST, FACE NAIL W COMMON 2 4.4 DETAIL REINFORCEMENT IN ACCORDANCE WITH ACI 315. OVER IX6 SUBFLOOR TO EACH JOIST, FACE NAIL ed COMMON 3 45 PROVIDE THE FOLLOWING COVERAGES OVER REINFORCING: 5OTTOM/TOP/SIDE5 2' 51.15FLOOR TO JOIST OR GIRDER BLIND AND FACE!"COMMON 2 SOLE PLATE TO JOIST OR BLOCKING, FACE NAIL lad COMMON 16, O.C. FOOTINGS: 3'R'/3' BEAMS: I I/2' COLUMNS: 1/2' TOP OR SOLE PLATE TO STUD, END NAILED Ibd COMMON 2 4 4b SEE CONCRETE BEAM SCHEDULE FOR MINIMUM STEEL LAP REQUIREMENTS STUD TO BOLE PLATE , TOE NAIL ad COMMON DOUBLED STUDS, FACE NAIL 10d COMMON 24' O.C. 4.1 EARTH 8UPPORTED SLA55: ( INCLUDING EXTERIOR WALK AND DRIVE SLABS)- 4' THICK DOUBLED TOP PLATES, FACE NAIL 10d COMMON 16' O.C. TOP PLATES, LAP AND INTERSECTIONS FACE NAIL - (2)Ibd OR (3AOd COMMON REINFORCED WITH 6 X 6 WIA X WIA WWF AT MID DEPTH OF SLAB. FBERME614 MAY BE CONTINUOUS HEADER TWO PEICE6 Wad COMMON I6' O.C. ALONG EACH EDGE USED IN LIEU OF WU F AT THE CONTRACTOR'S OPTION CEILING JOIST TO PLATE, TOE NAIL 8d COMMON 3 3 4.8 CONCRETE SHALL BE MIXED IN ACCORDANCE WITH ASTM C-94-78A CONTINUOUS HEADER TO STUD, TOE NAIL 8d COMMON CEILING JOISTS, LAPS OVER PARTITIONS, FACE NAIL - (3>I6d OR (4)10d COMMON 4.5 FILL FOR SLAB SHALL BE PLACED IN 12' LAYERS AND ROLLED AND/OR CEILTING JOISTS TO PARALLEL RAFTERS, FACE NAIL - (3JIbd OR (4)10d COMMON ed COMMON 3 COMPACTED TO MINIMUM FIELD DENSITY OF 55% A8 MEASURED BY THE RAFTER TO PLATE, TOE NAIL I' BRACE TO EACH STUD AND PLATE, FACE NAIL 8d COMMON 2 6H MODIFIED PROCTOR TEST PER AAT0-T-180. ALL FILL SHALL BE CLEAN SAND, IX8 SHEATHING TEACH BEARING, FACE NAIL 8d COMMON 2 FREE OF ORGANIC OR OTHER DELETERIOUS MATERIALS. SHEATHING TO EACH BEARING, FACE NAIL 8d COMMON 3 OVER IX8 SHEATH 4.10 ALL DOWELS, SLEEVES, CONDUIT, INSERT$, 5LOCKOUTS, ANCHOR BOLTS AND DRAINS BUILT-UP COMER STUDS 16d COMMON 24' Off. BUILT-UP GIRDERS AND BEAMS, OF THREE MEMBERMOd COMMON 32' O.C. AT TOP < BOTTOM SHALL BE IN PLACE BEFORE CONCRETING. FOR OPENINGS AND SPECIAL FEATURES OMITTED 6TA6GARED 2 ENDS ON THESE PLANS, BEE ACHITECTURAL OR MECHANICAL PLANS WHERE APPLICABLE. i AT EACH SPLICE 2 EACH BEARING 2' PLANKS lbd COMMON STUDS TO SOLE PLATE, END NAIL lad COMMON 2 EACH END 5) MASONRY: GYPSUM WALLBOARD 5.1 MASONRY CONSTRUCTION SHALL CONFORM TO ACI 'BUILDING CODE REQUIREMENTS 1/2, 1-3/8' DRYWALL NAIL '1' O.C. ON CEILINGS FOR MASONRY CONSTRUCTION' (ACl/ASCE 530-99) AND SPECIFICATIONS FOR 8' O.C. ON WALLS 1-1/2' DRYWALL NAIL -1' O.G. ON CEILINGS MASONRY CONSTRUCTION (ACI530.1-99/ASCE 6-99). 5/8, 52 USE TYPE 'S' MORTAR WITH MINIMUM COMPRESSIVE STRENGTH OF IWO PSI. 53 MASONRY UNITS SHALL CONFORM TO ASTM C50 OR CI46 WITH MINIMUM NET COMPRESSIVE STRENGTH OF 1500 PSI. 5.4 PROVIDE FILLED CELLS WITH 1-05 REBAR AS SHOWN IN THE PLANS . FILLED CELLS WITH NOTE: 2-"5 ( ALT. 1-01) VERTICAL SHALL BE LOCATED AT EACH SIDE OF OPENINGS l0'-O' AND FOR OTHER TYPES OF CONNECTION- REFER TO THE TABLE, 2001 FLORIDA BUILDING CODE GREATER AT ALL GIRDER BEARINGS, INCLUDING HIP -SET GIRDERS. 55 CONCRETE FOR FILLED CELLS SHALL BE VIBRATED DURING PLACEMENT USING A 'PENCIL' VIBRATOR 6) WOOD: I. TRUSSES MUST BE CAPABLE OF TRANSFERRING LATERAL LOADS TO BEARING WALLS. 6.1 WOOD FRAMING STRUCTURAL MEMBERS: 02 SOUTHERN YELLOW PINE (UNLESS NOTED OTHERWISE) 2. TRUSSES, GIRDERS, AND BEAM TIE DOWNS TO BE SIZED PER TRUSS MANUFACTURERS UPLIFT CALCULATIONS. ANY QUESTIONS AS TO THE SIZE, TYPE, OR VALUE OF A WITH AN ALLOWABLE BENDING STRESS Fb - 1250 PSI AND A MODULUS OF NAIL, STRAP OR CLIP SHOULD BE VERIFIED BY THE 8TRUCTURAL ENGINEER ELASTICITY - 1,600,000 PSI (DOES NOT INCLUDE INTERIOR NON LOAD BEARING STUD WALLS). 3. BEARING WALL NAIL PATTERN I. PLYWOOD: (FIELD) USE BD NAILS Is 12' O/C 5_I ROOF EDGE 5L 1 (EDGE) USE SD NAILS a I O/C 62 ALL NON-6TRJCTURAL LUMBER SHALL BE 'HF.' OR 6.PF. ( MIN Fb• 150 PSU - UNLESS SPECIFIED OTHERWISE ( FILLER BLOCKING MATERIAL, ETCH 2. GYPSUM: (FIELD) USE 5D NAILS a 10' O/C (EDGE) USE 50 NAILS a Z' O/C 6-3DESIGN, FABRICATE AND ERECT WOOD TRU66E6 IN ACCORDANCE WITH THE 'DESIGN SPECIFICATIONS 4. ROOF NAILING PATTERN (UNLESS NOTED OTHERWISE) QZONE I -USE 8D COMMON NAILS a 6' O/C RI FOR LIGHT METAL PLATE CONNECTED WOOD TRUSSES' BY THE TRUSS PLATE INSTITUTE, 1995 EDITION AT EDGES AND 6' O.C. INTERMEDIATE FRAMING AND HIB IN (IF APPLICABLE). QZONE 2 - USE 8D COMMON NAILS a 6' O/C 6.4 ALL EXP05ED WOOD OR WOOD IN CONTACT WITH EARTH OR CONCRETE SHALL BE PRESSURE TREATED. AT EDGES AND 6' O.C. INTERMEDIATE FRAMING ® O 1 ® 4' � ©ZONE 3 -USE 8D COMMON NAILS a 4' AT EDGES I E 65 ROOF SHEATHING: REFER TO ROOF PLAN FOR GABLE END AND 6' OTHERWISE AND 6' O.C. INTERMEDIATE FRAMING WALL SHEATHING: REFER TO FLOOR PLAN 5. 1/2, GYPSUM CEILING: USE 50 NAILS a 11' O/C ZONE CHART FLOOR SHEATHING: 23/32' APA RATED 32/16 EXP.1 CDX PLYWOOD W/ ed COMMON NAILS a 4' O.C. EDGES, b'O.C. FIELD (o. SEE STRUCTURAL NOTES FOR SHEATHING SPECIFICATIONS. bb UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE. BEAT PLATES SHALL BE 1. END JOINTS OF THE ROOF SHEATHING SHALL BE STAGGERED PROVIDED AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES. AND OCCUR OVER FRAMING MEMBERS. -1) STEEL: -1.1 ALL STRUCTURAL STEEL SHALL BE ERECTED IN ACCORDANCE WITH A.I.6.C, 'MANUAL OF STEEL CONSTRUCTION'. ALL STRUCTURAL STEEL SURFACES BELOW GRADE AND WITHIN 6', MEASURED VERTICALLY ABOVE GRADE, SHALL BE COATED WITH BITUMINOUS PAINT. -12 ALL STRUCTURAL TUBING SHALL BE CARBON GRADE STEEL IN COMPLIANCE WITH ASTM A500, GRADE B (Fyn 36 K61). ALL OTHER STRUCTURAL STEEL ( BASE PLATES, CONNECTION BUCKETSETC.) 614ALL BE CAR50N GRADE STEEL e IN ACCORDANCE WITH ASTM A36 ( N • 36 K81). TRUSS TOP CHORD H2.5 !" MIN. STRAP O TRUSS TYP. CHORDS THESE PLANS ARE NOT VALID FOR PERMITTING revisions by WITHOUT THE RAISED SEAL AND SIGNATURE 05/15/2003 JL OF ENGINEER/ARCHITECT OF RECORD. PRE -FAB CAP OVER CHIMNEY > rn En CHIMNEY HEIGHT 24" a) ABOVE ROOF WITHIN 1®' -N2.5 0 LJ I I Ll -1/0" STUCCO OVER PAPER BACK METAL LATH U.N.O. o 1/2" PLYWOOD OR 7/16" OSB EXT'R SHEATHING N 0 W ALL AROUND NAILED ad 6' ON EDGE GALV. L-FLASHING E AND 12' ON INTERIOR Q) CL FLUE, a a HCDPL/R HCDPL/R Q) TRUSS 24" O.C. (MAX.) 0 TRU56 24" O.G. 0 rn ". L 3 143 TYP. DOUBLE 2x4 BLOCKING L A 2x4 *2 SPF OR 113 5YP STUDS '816" O.C. o 0 -v a� fN in 0 O II III III II .� Im 11 II. 'I MANTLE -\ I�WWV II III II I I / o J c 0 \ N O PRE-FAB FIRE BOX DAMPER 1 3 I L 0 16" NON-COMBUSTABLE MATERIAL FOR HEARTH I CONC. SLAB E 0 0 L V L PRE-FAB FIREBOX DETAIL CENTER OF TRU55 50 N.T.S. D2 0 a> .n 0 0 C a� L v W C v Z r ti WCCV V C� LL O � d U � d' fn (lU •0- COO M N N �°CC) 0 UJ o r-_ 3 Q tI� CD ; Q X i- a) 4- J®n V J 6 04 �- (� 0 o J ^ }, rl- . ® � C:) to 5 > W � � O 00 0 LO M I - I :H F7 = E:FLI c v c rn #50 ROD IN FILLED CELL AS PER FLOOR PLAN o TIED TO CONT. ROD IN FOOTER 4 BOND BEAM rn ABOVE ~ EXT. WALL 4 FINISH I4INT. PER EXT. WALL BEE PLAN FOR IE FLOOR PLAN WALL TYPE. P.T. FURRING 4 DRYWALL o I BASE BOARD vi LU 4" CONG. SLAB W/ I VAPOR BARRIER 4' GONG. 5LA5 a SLOPE 1" IN 10' GLEAN, COMP., EXPANSION JOINT - = TERMITE TREATED CL ° 8"x16" GONG. Q' �- FILL s FOOTER W/2-050 a •. -_( CfJ O ROD CONT. . •. • a e -v • C v 6' ACI 90 I HOOK (TYP)QL 16 PORCH AT HOUSE 25 0 SCALE: 3/4" = 1'-0" D2 O E E O U (n cn L a> WRITTEN DIMENSIONS SHALL HAVE PRECEDENCE OVER SCALE DIMENSIONS. Contractors shall verify 5E_AL THIS STRUCTURE HAS BEEN DESIGN TO MEET THE WIND and be responsible for dimensions and conditions LOAD REaUIRMENT5 OF SECTION 161�6 OF THE FLORIDA of the job and Home Design Services, Inc. must be notified in writing of any variation from the N MARIA VIRGINIA A. BUILDING CODE 2001 EDITION. dimensions, conditions and specifications appearing CAPARRO , on these plans. � ) FL P.E. NO: 53959 1. BASK WIND SPEED - 12(0 MPHPW 3 SEC. GUST. DATE 2.wiND IMPORTANT FACTOR - 1.0 detail s & Sections q) bpi � p 3 3,WiIND EXPOSURE - CATEGORY B , ,SIGNATURE . A. {•.INTERNAL PRESSURE COEFFICIENT +/- 0.18 Scale: AS Noted 0 ONE STORY R-30 INSULATION OT# 31, CALA COVA I C) IL_If_ C) IL.JL C) LLJ a - -- - --- _ _- _ _ _ - _ CDX 15/32' OR 1/16" 055 CRATED 24/1(oX IIN. SEE NAILING SCHEDULE ON ROOF TRUSS LAYOUT U.N.O. 2x4 CONT. (IF TILE ROOF IS USED SEE TILE 2x4 BLOCKING MANUFACTURER FOR PANEL EDGE TYP. RECOMMENED SHEATHING) "ol16" MAX SEE TRUSS LAYOUT 2X4 DIAGONAL BRACING 1@ 10'-0" O.G. MAX START DIAL. BRACING 6' FROM END OF tRUSs IF ABLE Kz TRUSSES — �— — — i 2x4 STUD o MATCH VAULT LINE M5TA1-1 36 0 24" O/C 2X4 BLOCKING FIRST 6' 10 PANEL TYP. VAULTED EDGES 1/2" GYP. BOARD CEILING TRUSSES 24" O.G. � 16OC.. 2x KNEE WALL NAILED W/ 5D COOLERS Q i" O.C. " 16d a12" O.C. 2x6 FIRE BLOCKING MIN. 2x6 MIN. P.T. PLATE CONT. W/l/2"XS" J, L, OR REDHEADS 1W 24" O.C., W/4" MIN. EMBED. U.N.O. I BOND BM. W/I-#5 CONT. FILL CELL W/GONG. HETA16 24" O.G. MAX. 1/2" GYP. BD OVER 3/4' FURRING q U.N.O. �(2) 2X8 HEADER 2X8 PT. m 45° ATTACHED (3) 106 TOE W/ MINIMUM OF (3) IOd TOE NAIL NAIL AT EACH END. 3 LAYER I/4" PLY Wp. FASTENERS SIZE: 3/16" DIA. MINIMUM WITH 2X4'e SOLID �A5LE END WALL DETAIL a9 VOLUME CEILING (M NINUMISHEARMcAPACIrtY FILL TYP. 5CALE: 3/4' : P-0 I-10 LBSJ NAIL d TOE 2X8 PT. e 45" ATTACHED W/ MINIMUM OF (3) 106 TOE NAILS AT EACH END. 2X8 PT. ATTACHED TO MASONRY W/ POWERDRIVEN FASTENER a loll O.C. x. WD. I` -1/16" AP.A RATED CDX OR OSB MIN. SEE NAILING SCHEDULE ON ROOF TRUSS LAYOUT U.N.O. (IF TILE ROOF IS USED SEE TILE MANUFACTURER FOR 2x4 CONT. RECOMMENED SHEATHING) E 16 MAX. 2x4 BLOCKING PANEL EDGES TYP. lst 3 TRUSS BAYS MIN. SEE TRUSS LAYOUT FOR SPECIFICATIONS 5 ARI,CHTOP WIC. DETAIL 2X4 DIAGONAL BRACING ' F -1/16" O.S.B. OR i 10'-0' O.C. MAX TO 3RD TRUSS <" 15/32 CDX PLYWOOD U.N.O. >o DIAGONALS MAY BE NAILED TO BLOCKING W/4-126 AS NEEDED t 16d NAILS i a 2x'5 MAY BE SQUARE CUT OR MITERED" �✓�� ��\� I 12 " O.C. --.� I 2x6 P.T. PLATE CONT. W/1/2"XS" no 1/2" GYP. BOARD CEILING - J, L, OR REDHEADS -a 24" O.C. NAILED W/ 5D COOLERS -1" O.C. MAX. W/ 4" MIN. EMBED. U.N.O. BOND BM. W/1-05 CONT. FILL CELL W/ CONC. HETA16 1@ 24" O.C. MAX. U.N.O. d 1/2" GYP. BD OVER 3/4" FURRING 8" G.M.U. - 05 tv 8'-0" O.C. ((MAX) 4 1-#5 ID EA SIDE OF OPG., SEE FOUND. PLAN FOR RE:INF. REQUIREMENTS GAE3>_E END WALL DETAL 5CALE: 3/4': I'-0' WINDOW 4 DOOR TO BE INSTALLED AS PER MANU- FACTURE'S SPEC 4 INSTRUCTION NOTES: { 1/2" STRUCTURAL SHEATHING REQ'D ON BOTH SIDE OF —ARCH • MAY USE 2X8 OR 2X6 P.T. SCALE: 3/4" = 1'-0" GENE ,4L NOTES: INTERIOR SEARING WALL BOTTOM P.T. PLATE MAY BE SHOT W/ 21/a" MIN..145 DIA. HILTS / RAMS, T PINS lw15" O.G. MAX. IN LIEU OF 1i2" ANCHOR BOLTS. ONLY ON NON UPLIFT PART I t lONB. REBARS MAY BE DRILLED AND EPDXIED W/ MIN. 6" EMBEDMENT - ''W.. WHERE TRUSS -rqTRAPS ARE NOT IN PROPER PLACEMENT, PROVIDE AN HC20 w/ (2) 3/16"X 13/4" TAPCONS FOR UPLIFTS OF UP TO 1000 POUNDS OR A HD2X (SINGLE TRUSS, OR HD2-2X FOR 2 PLY TRUSS OR HD3-3X FOR 3 PLY TRUSS) W/ (4) 3/16" X 13/4' TAPCONS FOR UPLIFTS UP TO 1320 POUNDS (SPACE TAPCONS 31i2" APART). ALL INTERIOR BEARING WALLS TO BE #3 KZ.) SYP OR #2 SPF UNLESS NOTED OTHERWISE. I" x 4" P.T. SHOT TO CMU w/ 12d MIN. AT 12" O.C. MAX. STAGGERED TO AVOID SPLITTING. 3 - #8 x 13/4" MIN. WOOD SCREWS PER SIDE AT JAMBS = 100 M.P.N. WIND SPEED. rd r� THESE PLANS ARE NOT VALID FOR PERMITTING ) WITHOUT THE RAISED SEAL AND SIGNATURE OF ENGINEER/ARCHITECT OF RECORD. — N N U N N C °1 V) N N E O E O L C O N E N O. C v 3 vn C CL x x ° rn ° 0 0 CEILING a `v 0_ ro s z T C O 0 8" G.M.U. _ WALL.21 (FILLED CELL) 6 to ° 0 Z A ATTACH 2x6 P.T. Z TO G.M.U. WALL o W/(4) 1/2" ANCHORtu L BOLTS OR UJ 1/2"x6" HILTI REDHEAD W/ 4" Q } MIN. EMBEDMENT o W/ 1/0" ANCHORING 3 WASHER l 0 0 0 ° E C O 4 GARAGE DOOR BLOCK ANCHORING DETAIL 0 U O 'a 0 V 0 0 C ° N v DOUBLE TOP PLATE ° N C .21 I I I I I I 0 ° 2x4 SYP OR N #2 SPF 'W 16" O.G. W/ H2.5 EACH STUD ~ TOP AND BOTTOM TYP. C cq _ (Y N 4 ° } o C ° a 0 I I I I I I a .. ...a , sa.,; .F .�'•:''....'.. .. .o t''v.,; ). .. ai,r.'•. .:.Y .._. .>a.,.',F i3','.'..:i ANCHOR BOLTS P.7. SOLE PLATE s 'm 2 4' O.C. o_ 0 U N 0 KNEEWALL-EXTERIOR TO MASONRY ° N.T.S. s o, 0 0 U 3 ° C O E E 0 U N N ° WRITTEN DIMENSIONS SHALL HAVE PRECEDENCE a OVER SCALE DIMENSIONS. Contractors shall verify SEAL THIS STRUCTURE HAS BEEN DESIGN TO MEET THE WIND and be responsible for dimensions and conditions of the job and Home Design Services, Inc. must LOAD REQUIRMENTS OF SECTION 1606 OF THE FLORIDA be notified in writing of any variation from the MARIA VIRGINIA A. BUILDING CODE 2001 EDITIONRO5. dimensions, conditions and specifications appearing i APERNO: on these plans. N F E,3989 1. BASIC WIND SPEED - 120 MPH.('D 3 SEC. GUST.) C DATE 2.WIND IMPORTANT FACTOR - 1.0 Details �C Sections 3.WIND EXPOSURE - CATEGORY B SIGNATURE 4,INTERNAL PRESSURE COEFFICIENT +/- 0.18 Scale Note d ° 1A1. as = revisions by 05/15/2003 JL 1*4'.� J r f�- W CV ® 0 '0) W ® 0-C) M oo Q N W O ^ ti C Z CF) +r co �. J cnhn' ® �/ CO O J (n ® 5 � W 0 U 00 ® `O E:BLJI F7 ONE STORY R-30 INSULATION T# 31, CALA COVA drawn by JL checked by JR date 05/15/2003 scale AS NOTED —2o.job n24 __ _. _ —__ _ _.. _ 1 _ _ _. _ ___. _. f r .. .,: ,- /, � �� �� � „ ,. , _.. � ,.... � "'G, ti \ VGA `` F Z. 1 a` _ �...�T �1 f 3 4i' w ,a � 4 V V