Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
121 Venetian Bay Cir 04-1218 New SFH
PERMIT ADDRESS Of % CONTRACTOR ADDRESS Morrison Homes 151 Southhall Ln #200 Maitland, FL 32751 .407-257-6940-- _ CRC 041929 PHONE NUMBER PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE FEE SUBDIVISION V% - J^JL;AA;p!!� PERMIT # s DATE (9 PERMIT DESCRIPTION PERMIT VALUATION 0 4 .- SQUARE FOOTAGE �� d d h cn W f I a ARCHITECT: HOME DESIGN SERVICES, INC. 580 CAPE COD LANE SUITE 9 ALTAM ON TE SPRINGS, EL, 32714 PH. (407) 862-5444 BUILDERS: MORRISON HOMES 151 SOUTH HALL LANE, SUITE 200 MAITLAND, FL. 32751 PH: (407) 629-0077 FAX: (407) 6295282 revisions by U 1"Is U C w o !7 �:� 'y„yu� ,mod y,•�, ! �� p S_ s E N OCC L I J LL ii 0-) O j E (_0 0 Q x uN 00 cn 0 E t c � �1 0 � o Q� ^ / I i' E o E LL11-- C) V C9 ' I LLB 4 C) NO Q x Z l� OO 0 j Q 0� T (1) O Q 0 -I-J— 4-1 u( L z Z D L -Y T W �' 11 v/ n U E \� /J >� J ^ uj E N L v / —J 00 D • W o 0 o cn U 0. cn REVISIONS s Q) 0�� 0 U o CHANGE DATE DESCRIPTION � o Q 00 0 0 L0 V) U t 7 0 O O O C U E T U C -U U U L U ° L -U N .a O � N O O C O L U v) C O Q "U C U U) C U! .O U vl U y �U O H Vl U V1 N -O C U U U N "U vi 0 a o C Qi T Q O V N t O LANTANA LOT# "72 V.B. T a 0 U o drawn by CQ E checked by 0 SC date V, 12/15/03 scale AS SHOWN THIS STRUCTURE HAS BEEN DESIGN TO MEET THE WIND job no. AARCOS FIGUEROA P.E. LOAD REQUIRMENTS OF SECTION 1606 OF THE FLORIDA 03-6387 FL. LIC. NO. 31707 BUILDING CODE 2001 EDITION. I .BASIC WIND SPEED — 120 MPH.(@ 3 SEC. GUST.) DA 1 6 200 2,WIND IMPORTANT FACTOR — 1.0 .� drawing no. ,.,WIND EXPOSURE — CATEGORY B y 4I;INTERNAL PRESSURE COEFFICIENT 10.18 SIGNATURE .91 5.•,COMPONENT/ CLADDING DESIGN WIND PRESSURE V) AS PER PLAN. (INTERNAL PRESSURE COEFFICIENTCV1 -10.18 INCLUDED) /_ a! I 40'-0" '-0" 12'-4" 13'-4" 8'-0" 4'-4" 0 24.9 ■ 24.9 A 2- O -27.1CI 2 SH26 Q ■ ■ IN ■ I ■ ■ 13 JJ Q I 10 0 0 U 10'-6„ 15,-10„ _ ILI edroom 3 I Bed 4 9'-4" CLG. CLG. Ln 00 `1 I o I ■ o d- (D13 � I Family Room 4,-1 „ 5' -1 „00 9'-4" CLG. I L 13 O 011 I Ln B � O I � 0 ® G .� - J2 I CD -ath 2 Nook N 23.8 _ , „ „ 27�1 C 5 0- 6 N 14 O 9'-4" CLG. -26.0 Q I N 4 Bedroom 2 �' 9 � 2'-0 5'-0" 9'-4" CLG. ^ "D O ■ 10'-0„ O 10 o-- 3 _� 4,-2„ 5 -0„ o 00 a y O I 11 �O 8 1 `� 14 O I^ ItC en 0 24.9 N \\\ Master-& T 5 O T I 9'-4" CLG. 2 23\ Bath i� I N 0 O I.� O O 'c0 - 4' Master Suite N I- 11 2 I N I ■ 14 `- 7 9'-4" CLG. LO 23 I I F , „ I o rl 1 .5"122.5' - -0' 5,_6„ I -8, -- 3 -10 ---� i n '(� ^ (D ® I O O 09 � 6' G6' 8 „ 3,-0„ g,_1 24.9 N I C und: 11 O L I � On W. I. C. I 00,-4 CLG I N I 4 I G I 24.2 Din Rm. N-26.4 nng ( TO 13 I 17 9'-4" CLG. APRE-PLUMB � N 18 I- N N ■ I �� ^I 7 24 v ^ ^ O O r� 5„I 20 4,_5„ _0,It 2'--8' �o ■ L-----� �(�� 14 ^ 3068 DR.W/ 00 BEARING WALL A 4'-0" C G. I (2) 1068 SL 2 Car Garage 24If Livin Rm. 9'-4" CLG. � -26.2 9'-4" Cl - W/ 5034 � 10 A EYE BROW.T ANS. ■ ■ ■ 2,-8" El 16'x7' GARAGE DOOR 16'-0" 21'-4" ■ 6 I -2 d 25.9 25.9 n r h 28 4'-0" CLG ■ " '� ■ ■ I 10' 5'- 0" 1.0' 2'-8„ 40'-0" 6,-8" Q0 2060 SH 2O60 SH 00 A ^I THESE PLANS ARE NOT VALID FOR PERMITTING WITHOUT THE RAISED SEAL AND SIGNATURE OF ENGINEER/ARCHITECT OF RECORD. 0 DOOR SIZE KEY MARK SIZE A 1'4"x6'8" B 1'6"x6'8" C II8%15'8" D 2'0"x6'8" E 2'4"x6'8" F2'6"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" M 2'4"x8'0" N 2'6"x8'0" 0 2'8"x8'0" P 3'0"x8'0" Q 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"x5'8" BF V 5'0"x6'8" BF W 6'0"x6'8" BF X 1'5"x8'0" BF Y 2'0"x8'0" BF Z 2'6"x8'0" BF AA 3'0"x8'0" BF BB 4'0"x8'0" 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 121011x61811 SL.GL.DR. II 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. THE SENTRICON TERMITE COLONY ELIMINATION SYSTEM WILL BE USE ON THIS HOUSE AND CERTIFICATE OF COMPLIANCE PROVIDED AT TIME OF INSPECTION. revisions b 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: OLl-31239 SIZE TESTED: 53-1/8" x 72': TEST REPORT: OLI-31239 TESTED DP: POS. & NEG. 40 PSF; GLAZING: 1/8' THK. ANNEALED CUSS TESTED DP: POS. & NEG. 40 PSF; GLAZING: 1/8' THK. ANNEALED GLASS WINDOW SIZE(INCHES) DESIGN PRESSURE CAPACITY IN PSF TAPCON ANCHOR LOCATIONS REQ'D IN FRAME WIDTH/HEIGHT EXTERIOR INTERIOR HEAD JAMBS 19-1 8 x 26 157 157 B F G 19-1 8 x 38-3 8 106 108 B FG 19-1 8 x 50-5 8 60 80 B FG - - 75 75 19-1 8 x 55-5 8 73 73 B FG 19-1/8 x 63 62 62 B FG 19-1 8 x 72 53 53 B FG 26-1 2 x 26 116 116 B FG 26-1 2 x 38-3 8 77 77 B F,G 26-1 2 x 50-5 8 66 66 B F.G.HJ 26-1 8 x 54-5 8 61 61 B FGHI 26-1/2 x 55-5/8 60 60 B F.G.H,I 26-1/2 x 63 54 54 B F G H I 26-1/2 x 72 47 47 B F.G.H,I 30-1 2 x 26 103 103 B FG 30-1/2 x 38-3/8 65 65 a F,G 30-1/2 x 50-5/8 57 57 B FGHI 30-1/2 x 54-5/8 55 55 a F.G.H,1 30-1/2 x 55-5/8 54 54 B F.G.H.1 30-1 2 x 63 49 49 B FCHI 30-1/2 x 72 44 44 B WINDOW SIZE(INCHES) DESIGN PRESSURE CAPACITY IN PSF TAPCON ANCHOR LOCATIONS REQ'D IN FRAME WIDTH/HEIGHT EXTERIOR INTERIOR HEAD JAMBS 37 x 26 94 94 B FG 37 x 38-3 8 51 51 B FG 37 x 50-5 8 47 47 e F G 37 54-5/8 45 45 0 F.G.HJ 37 x 55-5/8 45 45 B F G H I 37 x 63 41 41 B F,G,H,I 37 z 72 40 40 B F G H I 48 x 26 83 83 AC F,G,H,I 48 x 38-3 8 40 40 0 F,G 48 x 50-5 8 40 40 B F,G,HJ 48 x 54-5/6 40 40 B F 2.!H I 48 x 55-5 a 40 40 B F.G.H.I 48 x 63 40 40 B F,C H I 48 x 72 40 40 B F,G,H.I 53-1 S x 26 3-i38-3/8 82 82 AC F G H I 53-1/8 x 40 40 0 F,G,H,I 53-1/B x 50-5/8 40 40 B FCHI 53-1/8 x 54-5/8 40 40 0 F,G,H,I 53-1/8 x 55-5/8 40 40 B F,G.H.I 53-I 8 x 63 40 40 B FGHI 53-1/8 z 72 40 40 1.) WHERE WATER RESISTANCE TEST REQUIREMENT OF 15 % OF DESIGN LOAD APPLIES, POSITIVE 1.) WHERE WATER RESISTANCE TEST REQUIREMENT OF 15% OF DESIGN LOAD APPLIES, POSITIVE DESIGN LOADS WILL BE LIMITED TO 40.0 PSF, DUE TO WATER TEST PRESSURE OF 6.0 P5F DESIGN LOADS WILL BE LIMITED TO 40.0 PSF, DUE TO WATER TEST PRESSURE OF 6.0 PSF ACHIEVED IN TEST ACHIEVED IN TEST. . 2.) INSTALLATION: FLANGE FRAME WINDOW IN CONCRETE OR MASONRY OPENING, USE 3/16 DIM. 2.) INSTALLATION: RANGE FRAME WINDOW IN CONCRETE OR MASONRY OPENING, USE 3/16 DIM. TAPCON ANCHOR OF SUFFICIENT LENGTH TO PROVIDE MIN. 1-1/4' EMBEDMENT INTO SUBSTRATE TAPCON ANCHOR OF SUFFICIENT LENGTH TO PROVIDE MIN. 1-1/4' EMBEDMENT INTO SUBSTRATE AT LOCATIONS SHOWN ON CHART. AT LOCATIONS SHOWN ON CHART. 3. SEE BACK OF THIS SHEET FOR KEY TO TAPCON LOCATIONS 3- SEE BACK OF THIS SHEET FOR KEY TO TAPCON LOCATIONS 4.) INSTALL #8 SCREWS OF SUFFICIENT LENGTH TO PROVIDE 3/4" MIN. EMBEDMENT INTO WOOD BUCK 4.) INSTALL dB SCREWS OF SUFFICIENT LENGTH TO PROVIDE 3/4" MIN. EMBEDMENT INTO WOOD BUCK AT ALL OTHER FACTORY APPLIED INSTALLATION HOLES. AT ALL OTHER FACTORY APPLIED INSTALLATION HOLES. 5.) IF EXACT WINDOW SIZE IS NOT USTED IN ANCHOR CHART, USE ANCHOR QUANTITY LISTED WITH 5.) IF EXACT WINDOW SIZE IS NOT LISTED IN ANCHOR CHART, USE ANCHOR QUANTITY LISTED WITH NEXT LARGER SIZE, FOR THE APPROPRIATE DESIGN PRESSURE REQ'D. NEXT LARGER SIZE, FOR THE APPROPRIATE DESIGN PRESSURE REQ'D. INSIDE HEAD STUCCO WINDOW ALL I BUCK STRIP WTH. 3/16"X2 1/4" TAPCON INTO C.M.0 THROUGH FINISHED OP i ING W10TH BUCK WI Ili MIN. 1 1/4" EMBEDMENT - A B C D - E STUCCO STUCCO 2 ---FINISHED OPENING WIDTH CALL SIZE WIDTH ---. STRIP 1 X4 P.T. BUCK STRH'� =0 . TAPCON INTO C. THROUGH BUCK WITH 1 1/4" EMBEUMEN _ J K '. /16"X2 1/4" TAPCON INTO C.M.0 'THROUGH3 16"X2 1/4" TAPCON INTO C.M.0 THROU `• W17ki MIN. 1 1/4" EMBEDMENT E3UCK N1 TH MIN. 1 1/4" EMBEDMENT _ = -DRYWALL DRYWALL WINDOW W UTSIDE OUTSIDE JAMB JAMB H T. F G FINISHED. OIENING ' DTH NO FASTENERS THROUGH SILL I FINISHED STOOL( BY OTHERS) / CAU K PRE -CAST CONCRETE SILL H I INSIDE 1 SILL ELEVATION MASONRY I N STAEEATI ON y U c ° L In C: U) O ( r- _ E N O v�- C: 0 V, E ` L- (D Cl T ^ C y 0)c� I L O s (_0 O N I u X N (� X C N lam/ s rye �Q0C) 0- Cf) co a Q ry E0� � ' O � y N LJ__I Q X 7 EL oo Q ^ � T Q L / � 1- o � I/1\ ^ uIJ o � N ° O QM0 • W o O + U O 41 d U O `' (D 0_ L1J U C) > 00 6) ° � V) y U -C 0 5 E 0 0 E:ELI 0 U T VIEWED FROM EXTERIOR °' FLOOR PLAN LEGEND ° U 1. Dbl. sink adjacent to dish washer. v (See plan.) o 2. Range/cooktop w/ venting - per code. 3. Oven w/ venting - per code. 4. Refrigerator space - per builder. o 5. Linen/pantry w/ 4 shelves - per builder. L 6 B 'It d k t t t @ 30" ° WINDOW SIZE KEY NOTE MASONRY FRAME 1820 SH12 I 20 11x24 _ 1830 SH13 20"x3611± 1840 SH14 20 x48"+_ 1850 SH15 20"x60"± 1860 SH16 20"x72" ± 2020 SH1H2 24"x24"± 2030 SH1H3 24"x36"± 2040 SH 1 H 4 24"x48" ± 2050 SH1H5 24%60"± 2060 SH1H6 24"x72"± 2220 N/A 26"x24" ± 2230 N/A 26"x36"± 2240 N/A 26"x48"+_ 2250 N/A 26"x60"± 2260 N/A 26"x72"± 2620 N A 30" x24" ± 2630 N/A 30"x36" ± 2640 N/A 30"x48" ± 2650 N/A 30"x60"± 2660 N/A 30"x72"± 3020 SH22 36% 4"± 3030 SH23 36"x36"± 3040 SH24 36"x48"+ 3050 SH25 36"x60"± 3050 SH26 36"x72"± 4020 N/A 48"x24"± 4030 N/A 48"x36"± 4040 N/A 48"x48" ± 4050 N/A 48"x60"± 4060 N/A 48"x72"± 4020 SH32 53"x24"+ 4030 SH33 53"x36"± 4040 SH34 53"x48"± 4050 SH35 53"x60"± 4060 SH36 53"x72"+ 2X8 P.T. ul -in es /vans y w/ coup er op STRUC'L BUCK high - per builder. (TYIPICAL) 7. Countertops @ 36" high w/ cabinets a DOOR OR WINDOW PER PLAN above. (See plan.) o ATTACHED DIRECTLY TO 8. 2x6 wall 40 1/2" high with raised STRUCTURAL BUCK PER t t @ 42" A F F 0 MANUFACTURER'S RECOMENDATIONS coup er op . . . N - & INSTALLATION INSTRUCTIONS. 9. Washer/dryer space. (plumbing & venting ° per code.) ° ° 10. Drop -in tub with wood framed deck - O per builder, 11. Shower with tempered glass enclosure. STRUCTURAL 2X8 BUCK W/1 /4" 12. Pre-fab. tub/shower - per builder. •2' -DIAMETER TAPCONS AT 6' O.C. 13. Rod and shelf - per builder. v AND AT 3" FROM ENDS AND EDGES. OR (2) ROWS OF 0.145" 14. Ceramic/vinyl tile flooring - per builder. o DIAMETER HILTI/RAMSEY PINS 15. 2x6 wood frame wall. a STAGGERED AT 6" O.C., AT 3" 16. 2x8 wood frame wall. FROM ENDS AND 2" FROM EDGES. 17. HVAC(s) w/ platform - install per code. a 18. HVAC compressor(s) on 4" deep concrete V) FASTENERS FASTENERS EMBEDED IN TO BLOCK E BED pad 8" from exterior edge of house. 1�ASTE (See plan for dimensions.) 19. Water heater(s). (Draining & venting per code.) o, TYPICAL BUCK DETAIL 20. Attic access above. (Field locate.) o SCALE: NTS. �I llK SEAL THIS STRUCTURE HAS BEEN DESIGN TO MEET THE WIND MARCOS FIGUEROA P.E. LOAD REQUIRMENTS OF SECTION 1606 OF THE FLORIDA FL. LIC. NO. 31707 BUILDING CODE 2001 EDITION. 1.BASIC WIND SPEED - 120 MPH.(@ 3 SEC. GUST.) DATE `� 6 200 2 WIND IMPORTANT FACTOR - 1.0 4'-4" %'-8" 3.WIND EXPOSURE - CATEGORY B SIGNATURE 4.INTERNAL PRESSURE COEFFICIENT dO.18 5.COMPONENT/ CLADDING DESIGN WIND PRESSURE AS PER PLAN. (INTERNAL PRESSURE COEFFICIENT -10.18 INCLUDED) 21. Skylight(s) above. (See plan.) 22. Wall @ 36" high w/ finished cap - per builder. (See plan for dimensions.) C 23. Arched opening - style per builder. ° 24. Decorative niche @ 36" high - per A Tbit' rea a u a ions builder. (See plan for dimensions.) a 25. 36" pre -fob. fireplace w/ hearth - per ° Total Living: 1846 Sf builder. (See plan for venting.) 26. Built-in media wall/bookcase - per o C: drawn by CQ E checked by SC en try: 33 Sf builder. (See plan for dimensions.) 27. Built-in seat -. per builder. •- date garage: 452 Sf 28. Railing system @ 36' high - per code. 12/15/03 Total Area: 2331 Sf 29, Steps down tograde/garage floor as P req d. (7 1 /2" riser max. u.n.o.) Q] scale AS SHOWN 0 job no. NOTES. WRITTEN DIMENSIONS SHALL HAVE PRECEDENCE OVER SCALE DIMENSIONS. Contractors shall verify s 03-6387 and be responsible for dimensions and conditions 1. GARAGE DOOR TO BE of the job and Home Design Services, Inc. must CERTIFIED BY MFR. FOR 120 M.P.H. be notified in writing of any variation from the V 2. ALL TUB & SHOWER UNITS WILL dimensions, conditions and specifications appearing HAVE ANTI -SCALDING DEVICES on these plans. INSTALLED. Floor 3. ALL DOORS TO BE 6'-8" TALL o Plan U.N.O. OR PER BUILDER/CLIENT. ° Scale: 1/4"=1'-0" o 4n'-n)) STRUCTURAL NOTES: 1 CODES: 1.1 CONSTRUCTION SHALL FOLLOW "FLORIDA BUILDING CODE 2001" AS ADOPTED BY THE COUNTY AND AS APPLICABLE AMENDMENTS. 2) DESIGN CRITERIA: 2.1 DWELLING FLOORS - - - - 40 PSF LIVE LOAD 2.2 BALCONIES - - - - 40 PSF LIVE LOAD 2.3 ROOF LIVE LOAD - - - 20 PSF LIVE LOAD 3 SOIL: 3.1 FOUNDATIONS ARE BASED ON PRESUMPTIVE BEARING CAPACITY OF A MINIMUM 2000 PSF ON UNDISTURBED ROCK OR SAND. VERIFY ACTUAL CONDITIONS PRIOR TO PLACING OF FOOTING. IF FOUNDATION IS ON PREPARED FILL, VERIFY SUITABILITY OF FILL FOR USE AS FOUNDATION BEARING MATERIAL. 3.2 RECOMPACT DISTURBED SOIL IN FOOTING BOTTOMS PRIOR TO PLACEMENT OF CONCRETE. 3.3 FOUNDATIONS SHALL BE CENTERED UNDER SUPPORTED COLUMN WALL U.N.O. 4) CONCRETE: 4.1 STRUCTURAL CONCRETE SHALL CONFORM TO THE ACI 305 SPECIFICATIONS AND SHALL DEVELOP THE FOLLOWING MINIMUM COMPRESSIVE STRENGTH: FOOTINGS /SLABS - - - - - - - - 2500 psi BOND BEAM (BEAMS, COLUMNS) - - - - - - - - 3000 psi COURSE GROUT BEAMS, COLUMNS - - - - - - - - 3000 psi 4.2 ALL REINFORCING STEEL SHALL BE GRADE 60 IN ACCORDANCE WITH ASTM A-615 AND SHALL LAP MIN. 40 BAR DIAMETER TYP. THROUGHOUT (BEAMS, COLUMNS, FOOTINGS) 4.3 WELDED WIRE FABRIC (WWF): ASTM A185. 4.4 DETAIL REINFORCEMENT IN ACCORDANCE WITH ACI 315, 4.5 PROVIDE THE FOLLOWING COVERAGES OVER REINFORCING: BOTTOM/TOP/SIDES FOOTINGS: 3"/2"/3" BEAMS: 1 1/2" COLUMNS: -/-/1 1/2" 4.6 SEE CONCRETE BEAM SCHEDULE FOR MINIMUM STEEL LAP REQUIREMENTS 4.7 EARTH SUPPORTED SLABS: ( INCLUDING EXTERIOR WALK AND DRIVE SLABS): 4" THICK REINFORCED WITH 6 X 6 W1.4 X W1.4 WWF AT MID DEPTH OF SLAB. FIBERMESH MAY BE USED IN LIEU OF WWF AT THE CONTRACTOR'S OPTION. 4.8 CONCRETE SHALL BE MIXED IN ACCORDANCE WITH ASTM C-94-78A 4.9 FILL FOR SLAB SHALL BE PLACED IN 12" LAYERS AND ROLLED AND/OR COMPACTED TO MINIMUM FIELD DENSITY OF 95% AS MEASURED BY THE MODIFIED PROCTOR TEST PER AASHTO-T-180. ALL FILL SHALL BE CLEAN SAND, FREE OF ORGANIC OR OTHER DELETERIOUS MATERIALS. 4.10 ALL DOWELS, SLEEVES, CONDUIT, INSERTS, BLOCKOUTS, ANCHOR BOLTS -AND DRAINS SHALL BE IN PLACE BEFORE CONCRETING. FOR OPENINGS AND SPECIAL FEATURES OMITTED ON THESE PLANS, SEE ACHITECTURAL OR MECHANICAL PLANS WHERE APPLICABLE. 5) MASONRY: 5.1 MASONRY CONSTRUCTION SHALL CONFORM TO ACI "BUILDING CODE REQUIREMENTS FOR MASONRY CONSTRUCTION' (ACl/ASCE 5.30-99) AND SPECIFICATIONS FOR MASONRY CONSTRUCTION (AC1530.1-99/ASCE 6-99). 5.2 USE TYPE "S" MORTAR WITH MINIMUM COMPRESSIVE STRENGTH OF 1900 PSI. 5.3 MASONRY UNITS SHALL CONFORM TO ASTM C90 OR C146 WITH MINIMUM NET COMPRESSIVE STRENGTH OF 1500 PSI. 5.4 PROVIDE FILLED CELLS WITH 1-#5 REBAR AS SHOWN IN THE PLANS . FILLED CELLS WITH 2-#5 ( ALT. 1-#7) VERTICAL SHALL BE LOCATED AT EACH SIDE OF OPENINGS 10'-0" AND GREATER, AT ALL GIRDER BEARINGS, INCLUDING HIP -SET GIRDERS. 5.5 CONCRETE FOR FILLED CELLS SHALL BE VIBRATED DURING PLACEMENT USING A "PENCIL" VIBRATOR. revisions by THESE PLANS ARE NOT VALID FOR PERMITTING WITHOUT THE RAISED SEAL AND SIGNATURE c OF ENGINEER/ARCHITECT OF RECORD. L f) C LD v) N N (7) E - 8) VERIFICATION OF FIELD CONDITIONS: _° 8.1 CONTRACTOR SHALL VERIFY ALL FIELD CONDITIONS AND DIMENSIONS RELATIVE TO SAME, WHERE E a� N THERE ARE CONFLICTS BETWEEN ACTUAL FIELD CONDITIONS AND DATA PRESENTED IN THE DRAWINGS, SUCH CONDITIONS SHALL BE CALLED TO THE DESIGNER'S ATTENTIION AND NECESSARY ADJUSTMENTS MADE PER DESIGNER'S INSTRUCTIONS. 0 8.2 ALL WRITTEN DIMENSIONS PER PLAN TAKE PRECEDENCE OVER SCALED DIMENSIONS. N 8.3 CONTRACTOR SHALL COORDINATE ALL THE WORK OF TRADES INVOLVED. 8.4 MATERIALS SHOWN OR CALLED FOR ON THESE PLANS SHALL BE INSTALLED PER MANUFACTURERS ° FFALL ECOMMENDATIONS AND SPECIFICATIONS. NOTE� O 8.5 CONTRACTORS SPECIFICATIONS SHALL TAKE PRECEDENCE OVER ANY DETAILS AND SPECIFICATIONS L 0 O FOUND IN THESE DRAWINGS PROVIDED NOTIFICATION AND APPROVAL OF ARCHITECT/DESIGNER PRIOR TO EXECUTION. w W I U CONNECTION Q)) O U (1, N CO E LEDGER STRIP (1) (_0 u c' > 4-1 O = cn O -� TABLE 2306.1 NAILING REQUIREMENTS ARE IN ADDITION TO STRAPPING REQUIREMENTS. o E TABLE 2306.1 FASTENING SCHEDULE d FASTENERS NUMBER OR SPACING Q0 JOIST TO BAND JOIST, FACE NAIL 16d COMMON 3 m L Q0 -+-� JOST TO SILL OR GIRDER, TOE NAIL 8d COMMON 3 N Q X BRIDGING TO JOIST, TO NAIL EACH END 8d COMMON 2 O 16d COMMON 3 AT EACH JOIST ° O r %� 1X6 SUBFLOOR OR LESS TO EACH JOIST, FACE NAIL 8d COMMON 2 v J OVER 1X6 SUBFLOOR TO EACH JOIST, FACE NAIL 8d COMMON 3 = O 2' SUBFLOOR TO JOIST OR GIRDER, BLIND AND FACE NMd COMMON 2 Q SOLE PLATE TO JOIST OR BLOCKING, FACE NAIL 16d COMMON 16" O.C. Q TOP OR SOLE PLATE TO STUD, END NAILED 16d COMMON 2 o O STUD TO SOLE PLATE , TOE NAIL 8d COMMON 4 + + DOUBLED STUDS, FACE NAIL 10d COMMON 24" O.C. O - DOUBLED TOP PLATES, FACE NAIL 10d COMMON 16" O.C. TOP PLATES, LAP AND INTERSECTIONS FACE NAIL - (2)16d OR (3)10d COMMON t u CONTINUOUS HEADER, TWO PEICES 16d COMMON 16' O.C. ALONG EACH EDGE O 21 I1101GNUGST TO PLATE, TOE NAIL 8d COMMON 3 T Li CONTINUOUS HEADER TO STUD, TOE NAIL 8d COMMON 3 0 � ON CEILING JOISTS, LAPS OVER PARTITIONS, FACE NAIL - COMMON �3�16d �4 j 1 CEILTING JOISTS TO PARALLEL RAFTERS, FACE NAIL OR 10d COMMON ° RAFTER TQ PLATE, TOE NAIL 1' BRAll TO EACH STUD AND PLATE, FACE NAIL 8d COMMON 8d COMMON 2 J 1X8 SHEATHING TO EACH BEARING, FACE NAIL 8d COMMON 2 C OVER d>4 SHEATHING TO EACH BEARING, FACE NAIL 8d COMMON 3 .2 • BUILT- CORNER STUDS 16d COMMON 24" O.C. V) I I O BUILT-UP GIRDERS AND BEAMS, OF THREE MEMBERS 20d COMMON 32" O.C. AT TOP & BOTTOM U W -(:) & STAGGARED 2 ENDS O 16d COMMON & AT EACH SPLICE 2 EACH BEARING O - I�JTD..S TO SOLE PLATE, END NAIL 16d COMMON 2 EACH END ° N - U > GYPSUM WALLBOARD 1-3/8" DRYWALL NAIL 7" O.C. ON CEILINGS (1) Q 8" O.C. ON WALLS o -I J U 1-1/2" DRYWALL NAIL 7" O.C. ON CEILINGS Lo - O O c O 1. Q DO2. Q) ° FOR OTHER 'TYPES OF CONNECTION- REFER TO THE TABLE, 2001 FLORIDA BUILDING CODE O 3. E 2 2. o 4. O 1 o L ,�BRUSSES MUST BE CAPABLE 0 TRANSFERRING LATERAL LOADS TO BEARING WALLS. 0 TRUSSES, GIRDERS, AND BEAM TIE DOWNS TO BE SIZED PER TRUSS MANUFACTURERS E 4PLIFT CALCULATIONS. ANY QUESTIONS AS TO THE SIZE, TYPE, OR VALUE OF A IL, STRAP OR CLIP SHOULD BE VERIFIED BY THE STRUCTURAL ENGINEER. BEARING WALL NAIL PATTERN >1 PLYWOOD: (FIELD) USE 8D NAILS O 12" O/C 5- 5'__I L ROOF EDGE 5'--I I o (EDGE) USE 8D NAILS O 6 O/C 1 6 GYPSUM: (FIELD) USE 5D NAILS © 10" O/C © _ S (EDGE) USE 5D NAILS © 7' O/C 7• © 14, o ROOF NAILING PATTERN ( UNLESS NOTED OTHERWISE) ZONE 1 - USE 8D COMMON NAILS @ 6' O/C (2) RIDGE o AT EDGES AND 6" O.C. INTERMEDIATE FRAMING ZONE 2 - USE 8D COMMON NAILS O 6" O/C ° AT EDGES AND 6', O.C. INTERMEDIATE FRAMING © + O 10 4' 6 WOOD: ZONE 3 - USE SD COMMON NAILS © 4" AT EDGES IDS ° FOR GABLE END AND 6" OTHERWISE AND T -o 6" O.C. INTERMEDIATE FRAMING 5' I N 1/2" GYPSUM CEILING: USE 5D NAILS Q 7" O/C ZONE CHART ° 6.1 WOOD FRAMING STRUCTURAL MEMBERS: #2 SOUTHERN YELLOW PINE (UNLESS NOTED OTHERWISE) SEE STRUCTURAL NOTES FOR ',HEATHING SPECIFICATIONS. ° WITH AN ALLOWABLE BENDING STRESS Fb = 1250 PSI AND A MODULUS OF END JOINTS OF THE ROOF SHEATHING SHALL BE STAGGERED ELASTICITY = 1,600,000 PSI (DOES NOT INCLUDE INTERIOR NON LOAD BEARING STUD WALLS). AND OCCUR OVER FRAMING MEPABERS. 0 0 6.2 ALL NON-STRUCTURAL LUMBER SHALL BE "H.F." OR "S.P.F." ( MIN Fb= 750 PSI) o C UNLESS SPECIFIED OTHERWISE ( FILLER BLOCKING MATERIAL, ETC.) m 0 6.3 DESIGN, FABRICATE AND ERECT WOOD -TRUSSES IN ACCORDANCE WITH THE "DESIGN SPECIFICATIONS u FOR LIGHT METAL PLATE CONNECTED WOOD TRUSSES" BY THE TRUSS PLATE INSTITUTE, 1995 EDITION a AND HIB 91 ( IF APPLICABLE). D 6.4 ALL EXPOSED WOOD OR WOOD IN CONTACT WITH EARTH OR CONCRETE SHALL BE PRESSURE TREATED. o 6.5 ROOF SHEATHING: REFER TO ROOF PLAN n WALL SHEATHING: REFER TO FLOOR PLAN FLOOR SHEATHING: 23/32" APA RATED 32/16 EXP.1 CDX PLYWOOD w/ 8d COMMON NAILS © 4" O.C. EDGES, 6"O.C. FIELD 6.6 UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE. SEAT PLATES SHALL BE PROVIDED AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES. 7 STEEL: 7.1 ALL STRUCTURAL STEEL SHALL BE ERECTED IN ACCORDANCE WITH A.I.S.C., "MANUAL OF STEEL CONSTRUCTION". ALL STRUCTURAL STEEL SURFACES BELOW GRADE AND WITHIN 6", MEASURED VERTICALLY ABOVE GRADE, SHALL BE COATED WITH BITUMINOUS PAINT. 7.2 ALL STRUCTURAL TUBING SHALL BE CARBON GRADE STEEL IN COMPLIANCE WITH ASTM A500, GRADE B ( Fy= 36 KSI). ALL OTHER STRUCTURAL STEEL ( BASE PLATES, CONNECTION BUCKETS,ETC.) SHALL BE CARBON GRADE STEEL IN ACCORDANCE WITH ASTM A36 ( Fy = 36 KSI). THE SENTRICON TERMITE COLONY ELIMINATION SYSTEM WILL BE USE ON THIS HOUSE AND CERTIFICATE OF COMPLIANCE PROVIDED AT TIME OF INSPECTION. IF MASONRY DOWEL HAS BEEN OMITTED, PROVIDE DOWEL IN PREDRILLED HOLE AND CEMENT WITH SIMPSON STRONG-TIE'S EPDXY TIE ADHESIVE SYSTEM ET22 OR EPIWELD 300. FOR A #5 REBAR (5/8" DIAMETER) DRILL A 3/4" DIAMETER HOLE TO A DEPTH OF 6 MIN. AND FILL WITH EPDXY ADHESIVE SYSTEM, FOLLOWING MANUFACTURER'S INSTRUCTIONS. USE THIS \APPLICATION FOR PULLOUT FORCES UP TO 4010 LBS / SEAL THIS STRUCTURE HAS BEEN DESIGN TO MEET THE WIND AARCOS FIGUEROA P.E. LOAD REQUIRMENTS OF SECTION 1606 OF THE FLORIDA FL. LIC. NO. 31707 BUILDING CODE 2001 EDITION. DATE 1 .BASIC WIND SPEED - 120 MPH.(@ 3 SEC. GUST.) 2 WIND IMPORTANT FACTOR - 1.0 3.WIND EXPOSURE - CATEGORY B SIGNATURE 4,INTERNAL PRESSURE COEFFICIENT d0.18 5.COMPONENT/ CLADDING DESIGN WIND PRESSURE AS PER PLAN. (INTERNAL PRESSURE COEFFICIENT -0.18 INCLUDED) 1 o 0 o drawn by CQ checked by ° U SC date 12/15/03 ' scale L AS SHOWN WRITTEN DIMENSIONS SHALL HAVE PRECEDENCE job no. OVER SCALE DIMENSIONS. Contractors shall verify Q) 03-6387 and be responsible for dimensions and conditions 6 of the job and Home Design Services, Inc. must be notified in writing of any variation from the v dimensions, conditions and specifications appearing L, drawing no. on these plans. V) _ Foundation Plan ❑ E Scale: 1 /9"=1'-0" ZE w J w z O I- n Q z w 0 J w w 0 w z V) 0 E 0 0 CO 0 ►. 12 61 9'-4" BEARING 8' 0" HDR. HT. 6 6'-8" HDR. HT. r, 8 O STONE VENEER FINISH FIN. FLR. Li 9'-4" BEARING Front Elevation "C" "A SCALE: 1 /4" = V-0" 12 6 12 6 O.H. 14'-0" BEARING 9'-4" BEARING 8'-0" HDR. HT. 6'-8" HDR. HT. 0'-0" FIN. FLR. 9'-4" BEARING 8.-0-- HDR HT _ 1 -U" HEADER HT. -4' 0 OI O.H. 6 0'-0" FIN. FLR. 0'-0" FIN. FLR. Rear Elevation SCALE: 1 /4" = V-O" THESE PLANS ARE NOT VALID FOR PERMITTING le revisions by WITHOUT THE RAISED SEAL AND SIGNATURE OF ENGINEER/ARCHITECT OF RECORD. U n C U� V) N 0 O 2 o N C N U3 E LL Q O E (_00 U ij � X 00 C � c0 O -O ELn C) cal Q X O C t O + 3 Q Q � O N 0 L r n T CD 1 o � � " 0 N J U C) cMMfl Ui 00 D N W O O -� o � U O 'W L U (D " QD n U U O 03 U O Ln Q (�/\�\/\JJ V s 0 Z 0 G U E E:H] C U C EXTERIOR FINISHING NOTES 01 Q 1 E 1. Composition shingles over #15 felt. 2. Concrete tile roof installed as per manufacturer's o specifications. 3. Cricket as condition req. o 4. Roof window 5. Chimney Cap/Spark Arrestor 6. Stucco 2 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 o 11. Raised Panel a 12. Key Stone ° 13. Quoins (Brick or Textured Finish) o 14. 4" Frieze Trim .N 15. 8 Frieze Trim 16. 12" Frieze Trim 17 B k V ° ric eneer 18. Soldier Coursing 19. Rowlock Coursing 20. Light Conc. Mortar Wash ~ 21. Cont. Ridge Vent, as req. in 22. Off Ridge Vent, as req. 23. R.S, Cedar 24. R.S. Plywood 25. 4" Wood Trim 26. 6" Wood Trim ° 27. 8" Wood Trim 28. T-11 Siding o 29. 4" Lap Siding 30. 8" Lap Siding 31. Wood Louver Vent 32. Wrought Iron Railing 33. Treated Wood Hand Railing 34. Painted Block o 0 0 WRITTEN DIMENSIONS SHALL HAVE PRECEDENCE OVER SCALE DIMENSIONS. Contractors shall verify ", and be responsible for dimensions and conditions .01 of the Job and Home Design Services, Inc. must be notified in writing of any variation from the o dimensions, conditions and specifications appearing " drawn by on these plans. CQ e Elevations E checked by SGV Scale: 1/4"=1'-0" N date 12/15/03 scale AS SHOWN THIS STRUCTURE HAS BEEN DESIGN TO MEET THE WIND job no. JARCOS FIGUEROA P.E. LOAD REQUIRMENTS OF SECTION 1606 OF THE FLORIDA s 03-6387 FL. LIC. NO. 31707 BUILDING CODE 2001 EDITION. DATE 1.BASIC WIND SPEED - 120 MPH.(@ 3 SEC. GUST.) drawing no. DEC 2 WIND IMPORTANT FACTOR - 1.0 IWIND EXPOSURE - CATEGORY B SIGNATURE 4.INTERNAL PRESSURE COEFFICIENT 10.18 5.COMPONENT/ CLADDING DESIGN WIND PRESSURE o h AS PER PLAN. (INTERNAL PRESSURE COEFFICIENT ID E /� -10.18 INCLUDED) o w J W z O w Q z w w O J w W 0 w z U) aD E 0 C- 0 L 0 9'-4" BEARING 8'-0" HDR. HT. 0'-0" FIN. FLR. 14'-0" BEARING 9'-4" BEARING 8'-0" HDR. HT. STONE STONE Q 2 -O' '-0' _1 0'-0" FIN. FLR. Y 12 6 0 .I � ICI ICI 12 16 I. 6'-0" Right Elevation SCALE: 1 /4" = 1'-0" N ME R =: ► l 8'-0" HDR. HT. O 0 I I 0 60 0 STONE 3 3)-0)) - -0 fi10 0'-0" FIN. FLR. Left Elevation SCALE: 1 /4" = 1'-0" THESE PLANS ARE NOT VALID FOR PERMITTING revisions by WITHOUT THE RAISED SEAL AND SIGNATURE OF ENGINEER/ARCHITECT OF RECORD. 9'-4" BEARING 8'-0" HDR. HT. 0'-0" FIN. FLR. U L V) C N E O E U (N 0 L 0 c JV) LL L a O� 0 (-D O N i I U U�j N cn x 00 E c0 O :o O �0� C � C) iL LD -r� C) N Q X } n- O /J LL OO (/ / 4- Q � T Q 4-j a 0 )� - z Z � (J') L / ) / ^ V / T C ( 1 '� rl 1n 1) l�/J �1 Vl a Q) � / � N J I %� C) Q0 L c / J C0 D V)v_ s O o C0 U O ' Q) U N o W U U 00 N < 1-1 J 0 V, 0 s z 0 C c 0 E a I :BE C U C EXTERIOR FINISHING NOTES7 Ei-- 0 U 1. Composition shingles over #15 felt. L 2. Concrete tile roof installed as per manufacturer's specifications. a 3. Cricket as condition req. ° 4. Roof window 5. Chimney Cap/Spark Arrestor 6. Typical Textured Finish a 7. 4" Smooth Textured Trim/Bond 8. 6" Smooth Textured Trim/Band o 9. 8" Smooth Textured Trim/Band 10. 12" Smooth Textured Trim/Band a 11. Raised Panel 12. Key Stone ° 13. Quoins (Brick or Textured Finish) 14. 4 Frieze Trim Q 15. 8" Frieze Trim 16, 12" Frieze Trim U 17. Brick Veneer .° 18. Soldier Coursing 19. Rowlock Coursing 20. Light Conc. Mortar Wash Ui 21. Cont. Ridge Vent, as req. 22. Off Ridge Vent, as req. -rJ 23. R.S. Cedar I ° 24. R.S. Plywood vi 25. 4" Wood Trim 26. 6" Wood Trim 1 27. 8" Wood Trim 28. T-11 Siding a 29. 4" Lap Siding Q) 30. 8" Lap Siding 31. Wood Louver Vent 32. Wrought Iron Railing 33. Treated Wood Hand Railing 34. Painted Block Q 0 U U L O WRITTEN DIMENSIONS SHALL HAVE PRECEDENCE o OVER SCALE DIMENSIONS. Contractors shall verify d b bl f dd d't' an e response e or imensions an con ions of the job and Home Design Services, Inc. must o be notified in writing of any variation from the UFk wn by dimensions, conditions and specifications appearing o on these plans. cCQ ked by Elevations ESC oate LIeVa�ions Scale: 1/4 „ V � -0" �15/03 cale SHOWN SEAL 10 no. THIS STRUCTURE HAS BEEN DESIGN TO MEET THE WIND 03-6387 MARCOS FIGUEROA P.E. LOAD REQUIRMENTS OF SECTION 1606 OF THE FLORIDA FL. LIC. NO. 31707 BUILDING CODE 2001 EDITION. vi 1.BASIC WIND SPEED - 120 MPH.(© 3 SEC. GUST.) drawing no. DA20 � i� 2WIND IMPORTANT FACTOR - 1.0 V) 3.WIND EXPOSURE - CATEGORY B SIGNATURE 4.INTERNAL PRESSURE COEFFICIENT -0.18 0 5.COMPONENT/ CLADDING DESIGN WIND PRESSURE AS PER PLAN. (INTERNAL PRESSURE COEFFICIENT = 10.18 INCLUDED) N w �t- Q0 0 O w O O ry z w w O 1 w w 0 w z Cn a) E 0 C 0 m O J THIS STRUCTURE HAS BEEN DESIGN TO MEET THE WIND AARCOS FIGUEROA P.E. LOAD REQUIRMENTS OF SECTION 1606 OF THE FLORIDA FL. LIC. NO. 31707 BUILDING CODE 2001 EDITION. DATE 1 .BASIC WIND SPEED — 120 MPH.(@ 3 SEC. GUST.) DEC2 WIND IMPORTANT FACTOR — 1.0 i 003 3,WIND EXPOSURE — CATEGORY B SIGNATURE 4,INTERNAL PRESSURE COEFFICIENT d0.18 5.COMPONENT/ CLADDING DESIGN WIND PRESSURE AS PER PLAN. (INTERNAL PRESSURE COEFFICIENT -10.18 INCLUDED) THESE PLANS ARE NOT VALID FOR PERMITTING WITHOUT THE RAISED SEAL AND SIGNATURE OF ENGINEER/ARCHITECT OF RECORD. N 0 TE: 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. SIMPSON CONNECTORS ISO 9001 REGISTERED EACH ROOF TRUSS AT CMU TO BE ATTACHED WITH (1)—HETA16 W/ 11-10dx1-1/2" NAILS CAP= 1365 EACH ROOF TRUSS AT FRAME CONNECTION TO BE (1)—MTS12 ENDJACKS AND CORNER SETS MAY BE (1)— H 10 ROOF SHEATHING TO BE 1 \2" NOMINAL (OR 7/16" RATED 24/16) NAILED WITH 0.131%2_" MECHANICALLY DRIVEN NAILS AT 6" O.C. EXCEPT FIRST 4'-0" OF ENTIRE PERIMETER WHICH SHALL BE 12" O.C. FIELD AND 6" O.C. EDGE WALL SHEATHING TO BE 15/32" CDX OR 7/16" OSB NAILED WITH 8d CORROSION RESISTANT NAILS AT 6" O.C. FIELD 4" O.C. EDGE U.N.O. WITHOUT STRUCTURAL SHEATHING EXTERIOR BEARING WALLS TO BE 2x (SEE FLOOR PLAN) #2 SPF, OR #3 SYP @ 16" O.C. W/1 113 AT TOP AND BOTTOM OF EACH FULL LENGTH STUD. (SIMPSON APPROVED EQUAL IS SP1 @ BOTTOM AND SP2 @ TOP) WITH STRUCTURAL SHEATHING EXTERIOR BEARING WALLS TO BE 2x (SEE FLOOR PLAN) #2 SPF, OR #3 SYP @ 16" O.C. W/ 1—H3 AT TOP @ 32" O.C. (SIMPSON APPROVED EQUAL IS A SP2 @ TOP) ROOF PLAN NOTES 1. All trusses shall be designed and certified by truss manufacturer's registered engineer. 2. TRUSS MANUFACTURER TO VERIFY ALL TRUSS SPANS, SLOPES, BEARING POINTS, AND DIMENSIONS BEFORE FABRICATION. ALSO, TRUSS MANUFACTURER TO PROVIDE SHOP DRAWINGS TO HOME DESIGN SERVICES, INC. FOR FINAL APPROVAL BEFORE FABRICATION. 3. All roof pitches are to be set as indicated on plans and elevations. 4. Top plate heights vary. See building sections, wall sections, and elevations for bearing heights. 5. Truss spacing shall be 24" o.c, unless otherwise 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" o.c. 7. Roof decking as specified. 8. Overhangs will vary. See roof plan and exterior elevations. All overhangs greater than 18" shall be tacked on in the field. 9. Frame walls up to underside of roof trusses at all non -bearing walls and at volume area unless otherwise noted. 10. Align trusses and hand framing so as all gypsum wall board to be continuous from floor to ceiling. 11. Truss manufacturer to insure design consideration to the following additional loads: a: All ceiling hung soffits and soffits w/ cabinets as shown on plans. b: Attic located HVAC units as shown on 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 on these plans. Roof Plan Scala: 1/4"=1'-0" revisions by (71 (D N LL 11 / U-)O E (_0 O Ur , U N W 00 C \\ � Q0 0 / E ,1 fG O 1-- F 0Ln � coo } C) N I I I Q X 0 o r n , V J Q O 4-J O z z d L 0 � � N C) cD --- J 00 D • W -U O � O 1-- + U (D > (1) Q W U U c�o 00 0 E:H] Na LAN TAN A "C" LOT # 72 V.B. sumauen® drawn by CQ checked by SC date 12/15/03 scale AS SHOWN job no. 03-6387 drawing no. 12.0 4 3/1 n HOLD TRUSSES " W/ RAISED HEELS 16 8 BACK 1" ON BLOCK 1 /2" ON FRAME WALL SMYTH LUMBER CO. ROOF TRUSS DIVISION 722 SOUTH APOPKA BLVD. APOPKA, FL, 32703 (407) 299 — 1522 FAX (407) 299 915 Engineering Certificate of Authorization # 9218 MOTES 1) IT IS THE BUILDER'S RESPONSIBILITY TO VERIFY TRUSS PLACEMENT PLAN AND TRUSS DESIGN DRAWINGS AGAINST FIELD CONDITIONS AND DESIGN INTENT. (REFERENCE: SECTION (A.2.1) ANSI/TPI 1-1995) APPROVED: NAME (PRINT) SIGNED DATE 2) TRUSSES MUST NOT BE CUT OR ALTERED IN ANY WAY WITHOUT PRIOR AUTHORIZATION BY SMYTH TRUSS COMPANY. 3) TRUSSES THAT ARE CUT OR ALTERED WITHOUT AUTHORIZATION WILL BE REPAIRED OR REPLACED AT CUSTOMER'S EXPENSE. 4) BACKCHARGES OF ANY KIND WILL NOT BE CONSIDERED WITHOUT PRIOR REVIEW AND WRITTEN CONSENT BY SMYTH TRUSS COMPANY. DETAILS: 1) REFER TO HIB 91 (RECOMMENDATIONS FOR HANDLING, INSTALLATION, AND TEMPORARY BRACING) REFER TO ENGINEERED DRAWINGS FOR PERMANENT BRACING REQUIRED 2) ALL TRUSSES (INCLUDING TRUSSES UNDER VALLEY FRAMING) MUST BE COMPLETELY DECKED OR REFER TO VALLEY TRUSS DETAILS FOR ALTERNATE BRACING REQUIREMENTS 3) ALL VALLEYS TO BE CONVENTIONALLY FRAMED BY BUILDER 4) INTERIOR LOAD BEARING WALLS HANGER LECEN D I ALL ROOF TRUSS HANGERS TO BE SIMPSON HUS26 OR USP (KANT—SAG) THD26 UNLESS NOTED OTHERWISE. SIMPSON 11 USP KANT—S OA — HUS26 OR THD26 ©— HUS28 OR THD28 0— HHUS28-20R THD28-2 0— HHUS48 OR THD48 E0— HGUS26-20R THDH26-2 O— HGUS28-20R THDH28-2 0— HGUS28-30R THDH28-3 0— SUL/R210 OR SKH21OL/R 0— HGUS48 OR THDH48 — THA422 OR M SH 422 0— THAC422 OR MSH4221F ©— HUC410 OR HD4101F 0 — THJA26 OR HJC26 CONTRACT OR R SON HOMES JOB 1 846 -AN TAN A ADDRESS : ELEV "B OR C "(STD) SCALE DATE LAYOUT I.D. [ RAWN BY NONE 07/11/0 Z22137B I SLC C-) iq n CA I N o C3 C3 0 E1 C2 C2 C1 C1 fi R13 R12 R10 R8 - R6 R4 R2 N I N I 4 R1 O 0 I Q0 R3 R5 R7 - (2)HETA 1-&--- R9 V3 0 i\ V4 JAL R11-2PLY C 0 o I `r' - 16 A o R14 - R22 A R17A R 20 ' HETA1 _. R21 (2)HETA 18 E2 C2 E3 C2 3 C1 E1 I N C3 - C2 C3 C2 00 1 C3 _ C3 (2 2X12# 2 S.Y.P. (2)LSTA24@E .BEARING HEADER W/ POINT NEEWALL TO KNEEWALL TO 14' 0 P L. H T. 12' 0" P L. H--. V11177TTT77771 12'-0" NOTE; ALL ROOF SLOPES AT 6:12 UNLESS OTHERWISE NOTED, NOTE: TRUSS ENGINEERING SHOULD BE SIGNED & SEALED BY 4 LICENSED PROFESIONAL ENGINEER IN THE THE STATE OF FLORIDA . ENGINEER OF RECORD IS NOT RESPONSABLE FOR THE THE TRUSS ENGINEERING. / SEAL THIS STRUCTURE HAS BEEN DESIGN TO MEET THE WIND /lARCOS FIGUEROA P.E. LOAD REQURRMENTS OF SECTION 1606 OF THE FLORIDA FL. LIC. NO. 31707 BUILDING CODE 2001 EDITION. 1.BASIC WIND SPEED — 120 MPH.(@ 3 SEC. GUST.) D A T��; 200 � 2 WIND IMPORTANT FACTOR — 1.0 3.WIND EXPOSURE — CATEGORY B SIGNATURE 4.I1NITERNAL PRESSURE COEFFICIENT -10.18 5.COMPONENT/ CLADDING DESIGN WIND PRESSURE AS PER PLAN. (INTERNAL PRESSURE COEFFICIENT 10.18 INCLUDED) THESE PLANS ARE NOT VALID FOR PERMITTING WITHOUT THE RAISED SEAL AND SIGNATURE OF ENGINEER/ARCHITECT OF RECORD. 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. SIMPSON CONNECTORS ISO 9001 REGISTERED EACH ROOF TRUSS AT CMU TO BE ATTACHED WITH (1)—HETA16 W/11-10dx1-1 /2" NAILS CAP= 1365 # EACH ROOF TRUSS AT FRAME CONNECTION TO BE (1)—MTS12 ENDJACKS AND CORNER SETS MAY BE (1)— H 10 ROOF SHEATHING TO BE 1\2" NOMINAL (OR 7/16" RATED 24/16) NAILED WITH 0.131%22 MECHANICALLY DRIVEN NAILS AT 6" O.C. EXCEPT FIRST 4'-0" OF ENTIRE PERIMETER WHICH SHALL BE 12" O.C. FIELD AND 6" O.C. EDGE WALL SHEATHING TO BE 15/32" CDX OR 7/16" OSB NAILED WITH 8d CORROSION RESISTANT NAILS AT 6" O.C. FIELD 4" O.C. EDGE U.N.O. WITHOUT STRUCTURAL SHEATHING EXTERIOR BEARING WALLS TO BE 2x (SEE FLOOR PLAN) #2 SPF, OR #3 SYP @ 16" O.C. W/1 H3 AT TOP AND BOTTOM OF EACH FULL LENGTH STUD. (SIMPSON APPROVED EQUAL IS SP1 @ BOTTOM AND SP2 @ TOP) WITH STRUCTURAL SHEATHING EXTERIOR BEARING WALLS TO BE 2x (SEE FLOOR PLAN) #2 SPF, OR #3 SYP @ 16" O.C. W/ 1-H3 AT TOP @ 32" O.C. (SIMPSON APPROVED EQUAL IS A SP2 @ TOP) ROOF PLAN NOTES 1. All trusses shall be designed and certified by truss manufacturer's registered engineer. 2. TRUSS MANUFACTURER TO VERIFY ALL TRUSS SPANS, SLOPES, BEARING POINTS, AND DIMENSIONS BEFORE FABRICATION. ALSO, TRUSS MANUFACTURER TO PROVIDE SHOP DRAWINGS TO HOME DESIGN SERVICES, INC. FOR FINAL APPROVAL BEFORE FABRICATION. 3. All roof pitches are to be set as indicated on plans and elevations. 4. Top plate heights vary. See building sections, wall sections, and elevations for bearing heights. 5. Truss spacing shall be 24" o.c. unless otherwise 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" o.c. 7. Roof decking as specified, 8. Overhangs will vary. See roof plan and exterior elevations. All overhangs greater than 18" shall be tacked on in the field. 9. Frame walls up to underside of roof trusses at all non—beanny walls and at volume area unless otherwise noted. 10. Align trusses and hand framing so as all gypsum wall board to be continuous from floor to ceiling. 11. Truss manufacturer to insure design consideration to the following additional loads: a: All ceiling hung soffits and soffits w/ cabinets as shown on plans. b: Attic located HVAC units as shown on 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 on these plans. Truss Lay®u-� Scale: 1/4"-1'-0" i /00�7visions by U - L 0 Q) E O r— ;_ N 0 ° 1 I - a 0 o r O E �D 0 u 1-1-1 I U Cn N cn 00 Q 0 ° U � W N Q o t O 5 Q V \ T Q ` VnJ L z Z n \ LL/ d (n (n d 0� LT o � Q N C)Q �00 D ® O Lij U^\ 0 V U o C0 o � U > 00 N 0 U z 0 0 0 c E EISE] U— C_ Cn U U 0 .Q ° U ° 0 0 c L U c U a U 0 LO C N -U a o drawn by Co E checked by SC date 12/15/03 Nscale AS SHOWN job no. 03-6387 SASE LOAD TABLES FOR GRAVITY, UPLIFT + LATERAL GOADS 8" PRECAST & PRESTRESSED U-LINTELS AZT_ *new GRAVITY UPLIFT ATERAL TYPE 8F8-OB 8F12-OB 8F16-0B 8F20-0B 8F24-OB 8F28-0B 8F32-OB 8F8-1 T 8F12-1 T 8F16-1 T 8F20-1 T 8F24-1 T BF28-1 T 8F32-1 T LENGTH _ 8U8 8F8-1 B 8F12-1 B 81716-1 B 81720-1 B 8F24-1 B 8F28-1 B 8F32-1 B 8F8-2T BF12-2T 8F16-2T 8F20-2T 8F24-2T 8F28-2T 8F32-2T 81J8 81`8 3166 4473 6039 7526 9004 10472 11936 2727 2878 4101 5332 6569 7811 9055 2'-10'(34") PRECAST 2302 3166 4473 6039 7526 9004 10472 11936 2727 2784 3981 5190 6407 7630 8857 2021 2021 3138 3377 4689 6001 7315 8630 9947 2165 2289 3260 4237 5219 6204 7192 3'-6" (42") PRECAST 2302 3166 4473 6039 7526 9004 10472 11936 2165 2215 3165 4125 5091 6061 7036 1257 1257 2325 2496 3467 4438 5410 6384 7358 1878 1989 2832 3680 4532 5387 6245 4'-0" (48") PRECAST 2029 2646 4473 6039 7526 9004 10472 11936 1878 1925 2750 3583 4422 5264 6110 �38 938 4'-6" 54" PRECAST 1787 1913 2657 3403 4149 4896 5644 1660 1762 2507 3257 4010 4767 5525 ( ) 1651 2170 4027 6039 7526 9004 10472 9668 1660 1705 2435 3171 3913 4658 5406 727 727 1223 1301 1809 2317 2826 3336 3846 1393* 1484 2110 2741 3375 4010 4648 5'-4" (64") PRECAST 1184 1665 2889 5057 6096 5400 6424 7450 1393 1437 2050 2670 3293 3920 4549 505 505 5-10'(70") 1000 1059 1474 1889 2304 2721 3137 1272* 1357 1930 2505 3084 3665 4247 PRECAST 972 1459 2464 4144 5458 4437 5280 6122 1272 1315 1875 2441 3010 3583 4157 418 418 6'-6" (78") PRECAST 1255 2101 3263 2746 3358 3971 4585 1141 * 1200 1733 2250 2769 3290 3812 937 1255 2101 3396 5260 7134 8995 6890 1141 1182 1684 2192 2703 3216 3732 707 887 1029 1675 2385 1994 2439 2886 3333 959* 912 1475 1914 2354 2797 3240 7'-6" (90") PRECAST 767 1029 1675 2610 3839 5596 6613 5047 990 1029 1466 1907 2351 2797 3245 591 657 9'-4" (112")PRECAST 632 1049 1469 1210 1482 1754 2027 801 * 612 980 1269 1560 1852 2144 573 768 1212 1818 2544 3469 4030 3127 801 755 1192 1550 1910 2271 2634 454 630 10'-6'(126") PRECAST 482 802 1125 915 1122 1328 1535 716* 498 793 1027 1261 1496 1731 456 658 1025 1514 2081 2774 3130 2404 716 611 1039 1389 1711 2034 2358 396 493 11'-4"(136") PRECAST 598 935 1365 1854 2355 1793 2075 666* 439 696 899 1104 1309 1515 445 598 935 1365 1854 2441 3155 4044 666 535 905 1295 1595 1896 2198 363 556 545 864 1254 1689 2074 1570,, 1818 607* 400 631 816 1001 1186 1372 12'-O'(144") PRECAST 414 555 864 1254 1693 2211 2832 3590 631 486 818 1209 1514 1799 2086 340 494 13'-4'(160") PRECAST 427 726 1028 1331 1635 1224 1418 500* 340 532 686 841 997 1153 362 485 748 1076 1438 1855 2343 2920 573 409 682 1004 1367 1637 1897 302 398 14'-O'(168") PRECAST 381 648 919 1190 1462 1087 1260 458* 316 493 635 778 922 1065 338 455 700 1003 1335 1714 2153 2666 548 378 629 922 1254 1567 1816 286 360 14'-8" (176") PRESTRESSED NR NR NR NR NR NR NR 243 295 459 591 724 857 990 N.R. 465 765 1370 2045 2610 3185 3765 243 352 582 852 1156 1491 1742 N.R. 357 15'-4" (184") PRESTRESSED NR NR NR NR NR NR NR 228 278 430 553 677 801 925 N.R. 420 695 1250 1855 2370 2890 3410 228 329 542 791 1072 1381 1676 N.R. 327 17'-4" 208" PRESTRESSED ( ) NR NR NR NR NR NR NR 188 236 361 464 567 670 774 N.R. 310 530 950 1400 1800 2200 2600 188 276 449 649 874 1121 1389 N.R. 255 19'-4" (232") PRESTRESSED NR NR NR NR NR NR NR 165 207 313 401 490 578 667 N.R, 240 400 750 1090 1400 1720 2030 165 239 383 550 736 940 1160 N.R. 204 21'-4" 256" PRESTRESSED ( ) NR NR NR NR NR NR NR 145 186 278 356 433 512 590 N.R. 183 330 610 940 1340 1780 2110 142 212 336 477 635 807 993 N.R. 172 22'-0" (264") PRESTRESSED NR NR NR NR NR NR NR 140 180 268 343 418 493 568 N.R. 160 300 570 870 1250 1660 1970 137 205 322 457 607 771 947 N.R. 161 24'-0" (288") PRESTRESSED NR NR NR NR NR NR NR 127 165 244 312 380 1 447 515 N R. 130 1 240 470 720 1030 1350 1610 124 186 290 408 538 1 680 833 N.R. 135 *REDUCE VALUE BY 25% FOR GRADE 40 FIELD REBAR 8" PRECAST W/ 2" RECESS DOOR U-LINTELS T- 4nETG GRAVITY UPLIFT LATERAL TYPE 8RU6 8RF6-OB 8RF10-OB 8RF14-OB 8RF18-OB 8RF22-OB 8RF26-0B 8RF30-OB 8RF6-1 T 8RF10-1 T 8RF14-1 T 8RF18-1 T 8RF22-1 T 8RF26-1 T 8RF30-1 T LENGTH 8RF6-1 B 8RF10-1 B 8RF14-1 B 8RF18-1 B 8RF22-1 B 8RF26-1 B 8RF30-1 B 8RF6-2T 8RF10-2T 8RF14-2T 8RF18-2T 8RF22-2T 8RF26-2T 8RF30-2T 8RU6 8RF6 PRECAST 1489 1591 3053 2982 3954 4929 5904 6880 1244 1573 2413 3260 4112 4967 5825 4'-4" (52") 1827 3412 4982 6472 7947 9416 10878 1244 1519 2339 3170 4008 4850 5696 932 932 4'-6" (54") PRECAST 1357 1449 2782 2714 3600 4487 5375 6264 1192 1507 2311 3121 39,37 4756 5577 1702 3412 4982 6472 7947 9416 10878 1192 1455 224.0 3036 3837 4643 5453 853 853 785 832 1602 1550 2058 2566 3075 3585 924* 1172 1795 2423 3055 3689 4325 5'-8" (68") PRECAST 1153 2162 4074 6472 6516 5814 6839 924 1132 1741 2357 2978 3603 4230 501 501 735 779 1500 1449 1924 2400 2876 3352 896* 1138 1742 2352 2965 3581 4198 5'-10"(70") PRECAST 1103 2051 3811 6472 6516 5450 6411 896 1099 1690 2288 2891 3497 4106 469 469 6'-8" (80") PRECAST 822 907 1677 2933 2576 3223 3872 4522 778 882 1513 2042 2573 3107 3642 907 1677 2933 4100 6730 8177 6707 778 956 1468 1987 2509 3035 3563 830 1100 665 761 1377 2252 1958 2451 2944 3439 688 697 1325 1810 2280 2753 3227 7'-6" (90") PRECAST 764 1377 2329 3609 5492 6624 5132 688 849 1302 1762 2225 2690 3157 710 941 9'-8" (116")PRECAST 371 420 834 1253 1071 1342 1614 1886 533* 433 808 1123 1413 1704 1995 535 928 1497 1 2179 2618 3595 1 2875 1 533 1 527 1009 1 1369 1728 1 2088 1 2450 516 614 TYPE DESIGNATION QUANTITY OF #5 REBAR AT BOTTOM OF LINTEL CAVITY F = FILLED WITH Q CD GROUT / U = UNFILLED w U _ Q Q 00 z F1�6- B 1� NOMINAL WIDTH NOMINAL HEIGHT QUANTITY OF #5 REBAR AT TOP 0 11 I-5/8"ACTU L 8" NOMINAL WIDTH *REDUCE VALUE BY 25% FOR GRADE 40 FIELD REBAR -#5 REBAR AT TOP MIN. (1) REQ'D 1-1 /2" CLEAR C.M.U. GROUT #5 REBAR AT BOTTOM OF LINTEL CAVITY BOTTOM REINFORCING PROVIDED IN LINTEL (VARIES) 1. f'c precast lintels = 3500 psi. 2. f'c prestressed lintels = 6000 psi. 3. f'c grout = 3000 psi w/ maximum 3/8" aggregate. 4. Concrete masonry units (CMU) per ASTM C90 w/ minimum net area compressive strength = 1900 psi. 5. Rebar provided in precast lintel per ASTM A615 GR60. Field rebar per ASTM A615 GR40 or GR60. 6. Prestressing strand per ASTM A416 grade 270 low relaxation. 7. 7/32 wire per ASTM A510. 8. Mortar per ASTM C270 type M or S. NOTE: THIS INFORMATION IS BASED ON THE DATA SUPPLIED BY CAST-CRETE AND IT'S ENGINEERS. 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 on these plans. HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS AND SILLS A DIVISION OF FLORIDA ENGINEERED CONSTRUCTION PRODUCTS CORPORATION P.O. Dox 24567 Tampa, Florida 33623 Phone: a13-621-4641 LINTEL DESIGNAT m m m m o o i I I I O ° O O O Cal . LL LL LL LL 00 00 00 00 ..... O o I I I I N N N e N N N N N LL LL LL LL m m m Er- 00 00 00 00 N m a:. m m_ m_ .41 o ° O a . 9 I LL LL LL LL 00 00 4 00 00 Q0 Co O .. Q0 N N N � N LL LL. LL � . LL_ � � 0:_ 0 00 00 00 • • 00 r- N m m m m O n< O a 00 00 00 00 N N ,<. N N rl LL LL LL LL 00 00 00 00 I- N N M [n W M G . 0- O G I I I I < - o O O O ; L LL_ LL_ LLi_. LL_ <.00 00 00 00 a° ~ N m m m m O O LL 00 LL 00 LLLL_ 00 r0 00 •' M revisions by ON SECTIONS U m m m m O OLJ o I I I I Qu Qu Qu C9 0 CLI LL 00 00 Lo Lo 00 E LL- 0 0 m m V l �o E I I I I r -� o n n oo co C0,00 o •.at '• co a Q I U u C U M N 00 ('D 0 0 > O -0 0 0 m m I I E 0 - 0 LL 4 LL LL LL 0 Q L{v00 Ua + +� ~ N N ° O - U� 0 0 m m �l '� I ;a I a� N N N � E N L LL LL LL LL ° J 00 D 00 �°ONO. O U 01 4- N N ° U O . - m m m m s U > O O Q) Q I I I I 0 LL > ' LL_ LL_ LL a ° U O ° 0 u J Z m m m m I O o U U �D 00 C . c0 C9 U a. E rLL. LL LL L L_ 00 00 • .. • 00 00 c U U m m m m o O 00 00 LL LL LL LL ° ° 00 co 00 co •° 0 C 0 In c -2 0- GENERAL INSTALLATION NOTES 1. Provide full mortar head and bed joints. 2. Shore filled lintels as required. 3. Installation of lintel must comply with the architectural and/or structural drawings. 4. Lintels are manufactured with 5-1/2" long notches at the ends to accommodate vertical cell reinforcing and grouting. 5. All lintels meet or exceed L/360 vertical deflection, except lintels 17'-4" and longer with a nominal height of 8" meet or exceed L/180. 6. Bottom field added rebar to be located at the bottom of the lintel cavity. 7. 7/32" diameter wire stirrups are welded to the bottom steel for mechanical anchorage.' 8. Cast -in -place concrete may be provided in composite lintel in lieu of concrete masonry units. 9. Safe load ratings based on rational design analysis per ACI 318 and ACI 530 BABE LOAD TABLE NOTES 1. All values based on minimum 4" bearing. Exception: Safe loads for unfilled lintels must be reduced by 20% if bearing length is less than 6-1/2". Safe loads for all recessed lintels based on 8" nominal bearing. 2. N.R. = Not Rated. 3. Safe loads are total superimposed allowable load on the section specified. 4. Safe loads based on grade 40 or grade 60 field rebar. 5. Additional lateral load capacity can be obtained by the designer by providing addional reinforced masonry above the precast lintel. 6. One #7 rebar may be substituted for two #5 rebars in 8" lintels only. 7. The designer may evaluate concentrated loads frorn the safe load tables by calculating the maximum resisting moment and shear at d-away from the face of sup 8. For composite lintel heights not shown, use safe load from next lower height. 9. All safe loads in units of pounds per linear foot. -U C ° C -U v IAV- o drawn by CQ checked by SC o -ori . date U) U 11 /15/03 Q) scale AS SHOWN SEAL job no. THIS STRUCTURE HAS BEEN DESIGN TO MEET THE WIND s 03-6387 AARCOS FIGUEROA P.E. LOAD REQUIRMENTS OF SECTION 1606 OF THE FLORIDA J C FL. LIC. NO. 31707 BUILDING CODE 20a1 EDITION. 1.13ASIC WIND SPEED - 120 MPH.(@ 3 SEC. GUST.) DAT EC U0 2WIND IMPORTANT FACTOR - 1.0 V) 3.WIND EXPOSURE - CATEGORY B U) SIGNATURE n 4,INTERNAL PRESSURE COEFFICIENT 10.18 1 •{ 5.COMPONENT/ CLADDING DESIGN WIND PRESSURE o I AS PER PLAN. (INTERNAL PRESSURE COEFFICIENT = 10.18 INCLUDED) % 5 n L) s s l I I O I U� Ncn K U 00 U �-o C) U 7 n i 7 n s n U 7 ri 7 ll T i 7 J drawn by - CQ checked by s SC J date n ll 12/15/03 v scale v AS SHOWN v job no. v 03-6387 #5 REBAR IN GONG. FILLED CELL PER pp, FLOOR PLAN, W/ MIN. 25" OVERLAP, EXT. FINISH MAT. TIED TO CONT. ROD IN FOOTER SEE EXT. ELEV. AND BOND BEAM, ALT. BENDS IN REINF. BAR 8" C.M.U. P.T. FURRING, DRYWALL & INSUL. W/ VAPOR BARRIER N. :. BASE BOARD OL TOP OF SLAB 0'-0" FIN. FLR. 00>_� FINISH GRADE III=1=1 I I I 1 _ 4" CONC. SLAB W/ VAPOR BARRIER L -111-1 I -III III- I HEADER BLOCK _ I - CLEAN, COMPACTED, TERMITE TREATED FILL. SOLID BEARING o 16" 1-STORY f- O > - N I O" 2-STOR Q -CID n EXT. WALL & FINISH WALL BEYOND SEE PLAN FOR PER PLAN WALL TYPE. 3/4" RECESS TYP. 4" GONG. SLAB W/ � VAPOR BARRIER DRIVEWAY SLAB 3 1 /4" OR COLD JOINT ER MFR. CLEAN, COMP., TERMITE TREATED FILL. ` 8"X8" THICKENED > EDGE W/1 #5 CONT. o 16" 1-STORY i o - U) r-- > N 0" 2-STOR � o 1 EXTERIOR WALL ,C.,;, _ �-� 29 `;GARAGE DOOR FOOTING « #5 REBAR IN CONC. FILLED CELL PER EXT. FINISH MAT. �. `. FLOOR PLAN, W/ MIN. 25" OVERLAP, SEE EXT. ELEV. TIED TO CONT. ROD IN FOOTER AND BOND BEAM, ALT. BENDS IN REINF. BAR IN FOUNDATION ONLY 8" C.M.U. TOP OF SLAB !:. 0 0 FIN. FL.R. FINISH GRADE c9 II III II I III III —I III=II Il-III I I 4" CONC. SLAB W/ o 11 11II1 I I I I- VAPOR BARRIER - CLEAN, COMP., TERMITE TREATED FILL. SOLID BEARING o 16" 1-STORY o > - FOOTING NOTE: cn N I 20" 2-STOR , 1-STORY 8"X16" CONC. of 00I ,-'I 0) 3 GARAGE CURB SCALE: - V-10 PER MFR. 3/4" REC. SPEC'S. @ SLIDING GLASS DR. 1111 11=1 I I=I I _ -IIIIII-III= DOOR PER PLAN III-III=II1�1 •.:�.-•,;•'. lI1=II1=1I1 8 C.M.U. WALL 1(- BEYOND METAL THRESHOLD OPTIONAL SILL @ SLIDING GLASS DR. FORMED ON SITE SLOPE 1" IN 10' 1 1 2*' _ J ' .'..Ta-•-�..:�--�-.' :a� .:-.�--:�-.,: -'�. �'.�', �. , .. ' �.' I I —III —I i I , 4" CONC. SLAB W%� VAPOR BARRIER - EXPANSION JOINT 7 M EXTERIOR DOOR SILL SCALE: 3/4" = 1'-0" c FOOTING NOTE: 1-STORY 8"X16" GONG. FTC. W/2 #5 CONT. 2-STORY 10"X20" CONC. FTG. W/3 #5 CONT. FINISH GRADE SOLID BEARING 1-#5 REBAR CONT SLOPE: 1" IN 10' SEE FND. PLAN 00 — — TF 4" CONC. SLAB II— I g ° CLEAN, COMP. FILL SCALE:=.-r 32i8'THICKENED EDGE 1-#5 x 24" REBAR OVER WALL PER PLAN 8"x8" CHASE 4" CONC. SLAB. W/ VAPOR BARRIER 00 >_ FINISH GRADE,- III- P.V.C. CHASE AS REQ. GROUT SOLID -III=III--III1111 AROUND CHASE 1� .;• III 1 CLEAN, COMP., TERMITE TREATED FILL. SOLID BEARING o 16" 1-STORY ccn � > N 1 0 20" 2-STORI �2I_co I",I 34�UTILITY CHASE FOOTING NOTE: 1-STORY 8"X16" CONC. FTG. W/2 #5 CONT. 2-STORY 10"X20" CONC. FTG. W/3 #5 CONT. m SCALE: 3/4" = 1'-0" 30 -STEP IN SLAB, NON —BEARING DOUBLE 2" X TOP PLATE SP2 @ 32" O.C. 2"X STUDS @ 16" O.C. #2 SPF OR #3 SYP 1/2" DIA. X 10" ANCHOR BOLTS OR 1/2" DIA. X 8" EXPANSION BOLTS @ 21" O.C. W/ 2" DIA. X 1 /8" WASHERS WALL PER PLAN 4" GONG. SLAB W/ VAPOR BARRIER ,. SP1 OR SP4 @ 32" O.C. �r-2" X P.T. SOLE PLATE - CLEAN COMP. _ = TERMITE =III=I II I I_I i 1- TREATED FILL � o , ,-III_ - III _ = III=III—III � ,I III III o cn cn 16" 1-STORY cv 20" 2-STORY C N INTERIOR I. EARING FOOTING NOTE: 1-STORY 8"X16" CONC. FTG. W/2 #5 CONT. 2-STORY 12"X20" GONG. FTG. W/3 #5 CONT. SCALE: 3/4" - 1'-0" SCALE: 3/4" = 1'-0" revisions _ by ci 06-OCT-99 JOHN U N U L C 1" AIR SPACE #5 REBAR IN FILLED CELL PER vi o /MllP, FLOOR PLAN, W/ MIN 25" OVERLA 7) TIED TO CONT. ROD IN FOOTER = Q) N AND BOND BEAM, ALT. BENDS E ® IN REINF. BAR WALL TIES SPACED 24" MAX. VERT, & 36" MAX. ® C.M.U. 0 HORZ. NOT TO EXCEED R/d P.T. FURRING &DRYWALL E 45 LBS. PER TIE. 7 BASE BOARD a BRICK / STONE - 1� t8" ;.,`_'.:•:.''• TOP OF SLAB :3 O FE WEEP HOLES @ 48 O.C. �.. ::......:...:.... 0'-0" FIN. FLR. O - - 1 rr 4 CONC. SLAB W/ III III- I IT VAPOR BARRIER QO 0 z 4" C > O Cf, -III N BLOC K - III HEADER BLOCK - E 0 CLEAN, COMP., TERMITE Ln O S TREATED FILL. L ' Qo W -� z SOLID BEARING p '' ::. ' 4 o o 20" 1-STORY f- O - cn > N I 24" 2-STORY 0 0 o Q a OL +J - v z d Fn s u T �/-� L J C U � � / n O N S rn v J t / 1 C) �O 2 o EXTERIOR WALL WITH BRICK SCALE: 3/4" _ �'-o I /I O ° W O cf) U O W 4- L U O� s W c > 00 ° Q LO O 0 1/2" DIA. X 10" ANCHOR ° BOLTS OR 1/2" DIA. X 8" EXPANSION BOLTS @ 2" X STUDWALL (BEARING) E 21" O.C. W/ 2" DIA. X STUDS @ 16" O.C. a 1/8" WASHERS a 2" X P.T. SOLE PLATE SP1 OR SP4 @ 32" O.C. > 4" GONG. SLAB N. 4" GONG. SLAB --� �" "' IIIIII=III=III=III—� COMP., TERMITE o -, -- i- i III ; I TREATED FILL. 00 Li _ 4 8"X16" CONC. a 0 16" FTG. W/2 #5 CONT. U a V) C .211 Q) a lK SCALE: 3/4" = 1'-0" 31 - STEP IN SLAB, BEARING SCALE: 3/4" = 1'-0" w -U 'D C NOTE: CONNECTORS NOTED ON THESE DETAILS ° ARE SIMPSON STRONG —TIE UNLESS NOTED OTHERWISE v c U a EXT. FINISH MAT. P.T. POST PER EXT. ELEV. PER PLAN C POST ANCHOR GROUT TOP TO SEE FND. PLAN SHED WATER T �• a ;I C o 0 :;.'':C..p: :.`.L��•. W/ VAPOR a o drawn bBARIER CQC 0 I- - - I ° U SC - I I- III —III - N date -� °' _—_ =III 12 15 03 scale SEAL - AS SHOWN THIS STRUCTURE HAS BEEN DESIGN TO MEET THE WIND 3" MIN. COVER MARCOS FIGUEROA P.E. LOAD REQUIRMENTS OF SECTION 1606 OF THE FLORIDA T job no. 03-6387 3'X3'X12" DEEP GONG. FL. LIC. NO. 31707 BUILDING CODE 2001 EDITION. PEDISTAL FTG. W/3 #5 REBAR E.W. 1 BASIC WIND SPEED 120 MPH @ 3 SEC GUST DATE ( ) 2.WIND IMPORTANT FACTOR - 1.0 0 DEC 1 6 2003 3.WIND EXPOSURE - CATEGORY B SIGNATURE 4.INTERNAL PRESSURE COEFFICIENT 10.18 L�,COMPONENT/ CLADDING DESIGN WIND PRESSURE AS PER PLAN. ( INTERNAL PRESSURE COEFFICIENT N 56 = POST FOOTING CONNECTION SCALE: 3/4"1' cm M / =-0'� 1fJ.18 INCLUDED) P.T. POST PER PLAN EXT. FINISH MAT. PER EXT. ELEV. POST ANCHOR SEE FND. PLAN 4" CONC. SLAB W/ VAPOR BARRIER 1-1-1=tIi-1-1- -III—� I I III I I III — — 1 =1 I I —(III �I 3" MIN. COVER 3'X3'X12" DEEP CONC. SLAB FTG. W/3 #5 REBAR E.W. CON'T. BOND BEAM -' = ._ - W/1 #5 REBAR CONT. C_ w POURED CELL W/1 #5 BAR Cf) CONT. FROM BEAM TO ,- FTG. W/1 0" HOOK MIN. �,- L _e ELEVATION VIEW 41 STEP DOWN TIE BEAM SCALE: 3/4" = V-0" X ==J Q <2"} w N 8" (FII c� z ('0 w Q ¢ a- O V _ <t C- w > O N O 0 c� TO C Q Q Q BO HIL LLJ d EM N 6" P.T. C.M.U. WALL .LED CELL) 2"X6" P.T GARAGE DOOR W/ HARDWARE _L PLAN VIEW SIMPSON SP2 ROOF FRAMING SEE LAYOUT - (2) HUGHES RT18 OR SIMPSON LSTA21 AT END OF HEADER TO JACK STUDS — 6" P.T. ATTACHED C.M.U. WALL W/4 (2) FULL DIA. X 8" ANCHOR LENGTH WALL _TS OR 1 /2" DIA. X 6" STUDS FOR TI REDHEAD W/ 4" OPENINGS 3EDMENT GREATER THAN 48" /SIMPSON SP1 441—GARAGE DOOR BUCK DOUBLE TOP PLATE #2 SPF OR #3 SYR (2) 2"X12" HEADER----- HUGHES HCDPL-R OR SMIPSON H2.5 EACH TRUSS I CRIPPLE STUDS NO CONNECTOR REQ'D. iHEADER STUDS NO CONNECTOR REQ'D. I I HUGHES HCLH/RH SIMPSON SP4 --- OR SIMPSON H3 OR HUGHES TP4X ill ,a�. _� � 45 ,. BEARING OPENING WOOD FRAME SCALE,. N.T.S. I EXTERIOR INTERIOR I ALL LAPS MIN. 25" I DOWEL LAPPED WITH WALL REINF. 10" HOOK MIN. I �I #5 REBAR VERT.t1@ L:. — — —Q Q CORNER FROM FOUNDATION TO #5 CORNER BAR BOND BEAM CELL POURED SOLID PLAN VIEW 42 CORNER—VERTICAL WALL REINF. SCALE: 3;4= r HURRICANE CLIPS OR TRUSS ANCHORS - SEE ROOF TRUSS LAYOUT FOR SPECIFICATI STRAP TOP PLATE & HE/ TOGETHER W/2 RT18 MIN 2x12 #2 SYP W/1 /2" P OR 7/16" O.S.B. FLITCH 2x CRIPPLES UNDER HE AT END OF HEADER 46 ` HEADER DETAIL z MINIMUM WALL AND HEADER STUD REQUIREMENTS O 7-- Maximum Header Span (ft.) 3' 6' 9' 12' 15' 18' Number of Header Studs Supporting End of Header 1* 1 2 2 2 2 Unsupported Stud Number of Full —Length Studs Wall Height Spacing at Each End of Header 10' 12 in. 2 2 3 3 3 3 or less 16 in. 2 2 3 3 3 3 24 in. 1 2 2 2 2 2 greater 12 in. 2 2 3 4 5 5 than 10' 16 in. 2 2 3 3 4 4 24 in. 1 2 2 2 3 3 PRECAST LINTEL 2"X P.T. ❑ 8" C.M.U. WALL INSTALL WINDOW PER J Q ,� WINDOW MFR. SPECS. _ w ...1; 8" C.M.U. WALL (FILLED CELL) 2"X P.T. SEE FLOOR PLAN & LOCAL WIND CODE. -- FOR WINDOW SIZE WINDOW SILL PLAN VIEW ..:�`.. #5 BAR CONT. w r:;: ".o.:;;. 1"X4" P.T. WOOD BUCK W/ W/ MIN. 24" LAP. > - 2"X4" P.T. ATTACHED CONC. SILL 3/16"X2 3/4" TAPCONS AT CONC. COL. TO C.M.U. WALL W/ EXT. FINISH MATERIAL 6 FROM CORNERS AND PER PLAN 1/2" DIA. X 8" ANCHOR SEE EXT. ELEV. —�'" 16" MAX. O.C. IN AN BOLTS OR 1/2" DIA. X 6" OFFSET PATTERN 8" C.M.U. WALL, SEE EXT. FINISH MAT. { : HILTI REDHEAD W/ 4" EMBEDMENT @ 24" O.C. MAX. FLOOR PLAN P.T. FURRING & DRYWALL PER EXT. ELEV. CONC. FILLED CELL CONCRETE BEAM co Y 43 MASONRY FRAME ATTACHMENT SCALE:1/2" = 13-0" 17 "WINDOW SILL AT BLOCK SCALE: 3 4" = 1'-0" / 55 POST BEAM CONNECTION o '.2 2 The header stud shall not be required if the header is supported by a suitable framing anchor. SCALE: N.'C.S. BEAM PER FRAMING LAYOUT MTS12 (SEE FRAMING LAYOUT) P.T. POST PER PLAN EXT. FINISH MAT. PER EXT. ELEV. WOOD BEAM SCALE: 3/4" - 1'-0" Q w _J w X w z Q J 0— w w 07 revisions by 04—JAN-00 JOHN C W 04-APR-00 JOHN U 0 U) H 2.5 @ EACH STUDFD o 2"X PER PLAN rn � � N 12" STRAP TO ° EACH STUD E LL- 2-12d. NAILS MIN-�� 7t F I U) CT) 0 TOP CHORD �� 3 �D O OF TRUSS � Q I O � N cn x 00 == a) Q0 0 + Q O � �0� i � Q0 -Ln C) N Q X o O O r n f. L O lJ : $ Q 0-) T Q L O 6 z U Ln o � � I � o � � J 49 —"CRIPPLE WALL ON TRUSS SCALE: 3/4" = 1°-0" • V W -cj O 1-- +� U O a 4-' d- U (L) Q� Q U U 0 � U > 00 N Q LO 0 0 5 o DOUBLE 2"X TOP PLATE 0 0 2"X STUDS @ 16" O.C. >1 I H 2.5TOP & BOTTOM EA STUD OPTIONAL CONECTION AT �- BOTTOM OF STUD, HETA 16 OR SPH4 AT EACH STUD. LL 0 a 2"X P.T. SOLE PLATE ° U II II 1 /2" DIA. X 8" ANCHOR o U`\�' BOLTS OR 1 /2" DIA. X 6" EXPANSION BOLTS @ 32" O.C. W/ 2" DIA. X v 1/8" WASHERS ° G U o. v C SIMPSON HETA16 @ EACH STUD MAY BE USED INSTEAD ° OF THE ANCHOR BOLT AND H2.5 @ BOTTOM. 0 U � YviYilO N O ID U H 50 N" KNEE WALL TO MASONRY SCALE: 3/4" = 1'-0" o -U NOTE: CONNECTORS NOTED ON THESE DETAILS ARE SIMPSON STRONG —TIE UNLESS NOTED OTHERWISEvi 'U U C O a (U a , s s N C N t Q ° U 0 G O L a drawn by CQ Echecked by zc date 10/30/03 SEAL � L03-6387 e THIS STRUCTURE HAS BEEN DESIGN TO MEET THE WIND OWN MARCOS FIGUEROA P.E. LOAD REQUIRMENTS OF SECTION 1606 OF THE FLORIDA no. FL. LIC. N0. 31707 BUILDING CODE 2001 EDITION. 1.BASIC WIND SPEED - 120 MPH.(@ 3 SEC. GUST.) DATE 2.WIND IMPORTANT FACTOR - 1.0 N DEC� a drawing no. 3.WIND EXPOSURE - CATEGORY B L SIGNATURE 4.INTERNAL PRESSURE COEFFICIENT 10.18 5.COMPONENT/ CLADDING DESIGN WIND PRESSURE V AS PER PLAN. (INTERNAL PRESSURE COEFFICIENT 10.18 INCLUDED) E 2 O f STEMWALL PRECAST ABOVE NOTE: -MIN. 7/16" STRUCTURAL SHEATHING REQ,D ON BOTH SIDES OF ARCH W/ 2 P.T. x4 MIN. 6dNAILS 0 6" O.C. TO SIDE & TOPNAILER. TYPICALi "2X8'S OR 2X6'S MAY BE USED. 2X4'S EVENLY SPACED(TYPICAL) FASTENERS W/(2) 8 d's ON BOTH ENDS 012" O.C. MAX. (TYPICAL) TRANSITIONN FROM 1X TO 2X BUCK 2 X P.T. SHOT TO C.M.U. WITH EITHER (2) 0.145 DIAM. HILTY/RAMSET C.M.U. C.M.U'.INS STAGGERED WITH 1-3/4"MIN. 012" O.C.MAX OR (1)7/16" TAPCON W/1-3/4"MIN.EMBEDMENT 012"O.C. MAX. NOTE: MINOR CHANGES MAY TYP. ARCH OPENING @ CMU OCCUR AS PER INDIVIDUAL OPENING. SCALE: NITS. TRUSS NOTE: BOTTOM CHORD MAY BE SLOPED -SEE FLR. PLAN /TRUSS LAYOUT FOR CEILING CONDITIONS-TYP. EXT. FINISH ROOF MATERIAL SEE EXT. ELEV. 15# FELT PAPER OVER EXT. GRADE ROOF SHEATHING W/ "H" CLIPS — PRE -ENO. ROOF TRUSSES @ 24" O.C. MAX., PER TRUSS MFR. ---- METAL DRIP EDGE —� WOOD FASCIA, SEE ELEV. FOR STYLE VENTED SOFFIT EXT. FINISH MATERIAL SEE EXT. ELEV. FOR U.H. 8" C.M.U. WALL, SEE FLOOR PLAN - EXT. FINISH MATERIAL SEE EXT. ELEV. LINTEL SEE FLOOR PLAN FOR WINDOW SIZE SEE FLOOR FOR WINDOW CONC. SILL EXT. FINISH SEE EXT. EL 8" C.M.U. W FLOOR PLAT SEE INSULATION BAFFLE, 2" MIN. CLEARANCE INSULATION AS REQUIRED 2X NAILER BOND BEAM FULLY GROUTED W/1 #5 CONT. W/ UPLIFT STRAP PER FRAMING LAYOUT P.T. FURRING & DRYWALL OVER VAPOR BARRIER & INSUL. CVAP�LAN, Fh-I-EMIWJJW' U\VtRLAP, TIED TO CONT. ROD IN FOOTER AND BOND BEAM, ALT. BENDS IN REINF. BAR P.T. FURRING & DRYWALL 1"X4" P.T. WOOD BUCK W/ 3/16"X2 3/4" TAPCONS AT 6" FROM CORNERS AND 16" MAX. O.C. IN AN OFFSET PATTERN INSTALL WINDOW PER WINDOW MFR. SPECS. & INSTALATION INST. INSTALL WINDOW PER WINDOW MFR. SPECS. & INSTALATION INST. WINDOW SILL 1"X4" P.T. WOOD BUCK W/ 3/16"X2 3/4" TAPCONS AT 6" FROM CORNERS AND 16" MAX. O.C. IN AN OFFSET PATTERN P.T. FURRING & DRYWALL #5 REBAR IN CONIC. FILLED CELL PER EXT. FINISH MAT. FLOOR PLAN, W/ MIN. 25" OVERLAP, SEE EXT. ELEV. TIED TO CONT. ROD IN FOOTER i AND BOND BEAM, ALT. BENDS IN REINF. BAR 8" C.M.U. P.T. FURRING, DRYWALL & INSUL. W/ VAPOR BARRIER BASE BOARD TOP OF SLAB - EL ..-. ". 0'- 0" FIN. FLR. - Q.' :, FINISH GRADE 4„ CONIC. SLAB W/ VAPOR BARRIER —III— III— I HEADER BLOCK 01 _I CLEAN, COMPACTED, TERMITE TREATED FILL. SOLID BEARING : • ° : ..'. 8"X16" CONIC. � %FTC. 16" W/2 #5 CONT. w 00 O i� 21 M BLOCK WALL SECTION SCALE: 3/4" HEADER/CONVENTIONAL FRAMING PER LOCATION NOTE: MIN. 7/16" STRUCTURAL SHEATHING REQ,D ON BOTH SIDES OF ARCH W/ 6dNAILS 0 6" O.0 TO SIDE & TOPNAILER. .2X8'S OR 2X6'S MAY BE USED. 2X4"S EVENLY CONVENTIONAL SP//ACED(TIPICAL) FRAMING ON( OTHdENDS — AS PER PLAN C.M.0 C.M.U. 2 X P.T. SHOT TO C.M.U. WITH EITHER (2) 0.145 DIAM. HILTY/RAMSET TRANSITION PINS STAGGERED WITH 1-3/4"MIN. 012" O.C.MAX FROM OR (1)7/16" TAPCON W/1-3/4"MIN.EMBEDMENT 012"O.C. MAX. 1X TO 2X BUCK NOTE: MINOR CHANGES MAY OCCUR AS PER TYP. ARCH OPENING @ FRAME OVER CMU INDIVIDUAL OPENING. SCALE: 'NTS. TRUSS BOTTOM CHORD MAY BE SLOPED -SEE FLR. PLAN /TRUSS LAYOUT FOR CEILING CONDITIONS-TYP. EXT. FINISH ROOF MATERIAL SEE EXT. ELEV. 15# FELT PAPER OVER EXT. GRADE ROOF SHEATHING W/ "H CLIPS — PRE-ENG. ROOF TRUSSES @ 24" O.C., PER TRUSS MFR:- METAL DRIP EDGE WOOD FASCIA, SEE ELEV. FOR STYLE VENTED SOFFIT EXT. FINISH MATERIAL SEE EXT. ELEV. EXT. GRADE SHEATHING PER. SPECS. — SEE ELEV. FOR O.H. BATT INSUL. i 2"X STUDS @ EXT. GRADE PER SPECS. EXT. FINISH M SEE EXT. ELE' FLASHING AS SEE FLOOR PL FOR WINDOW ' SEE ELEV. INSULATION BAFFLE, 2" MIN. CLEARANCE INSULATION AS REQUIRED 2X NAILER DOUBLE 2X TOP PLATE W/ UPLIFT STRAP PER FRAMING LAYOUT DRYWALL 2X STUDS @ 16" O.C. BATT INSUL. AS REQ. DRYWALL (2) 2"X12" HEADER INSTALL WINDOW PER WINDOW MFR. SPECS. & INSTALATION INST. INSTALL WINDOW PER WINDOW MFR. SPECS. & INSTALATION INST, SEE FLOOR PLAN FOR WINDOW SIZE P.T. WINDOW SILL WINDOW SILL EXT. FINISH MATERIAL SEE EXT. ELEV. EXT. GRADE SHEATHING PER SPECS. 2"X STUDS @ 16" O.C. DRYWALL BATT INSUL. AS REQ. EXT. FINISH MAT. 2X STUDS @ 16" O.C. SEE EXT. ELEV. SEE FLOOR PLAN EXT. GRADE SHEATHING BATT INSULATION AS REQ'D. PER SPECS. 1/2" DIA. X 10" ANCHOR -- -----"DRYWALL BOLTS OR 1/2" DIA. X 6" 2X P.T. SOLE PLATE EXPANSION BOLTS @ 21" O.C. W/ 2" DIA. X BASE BOARD 1/8" WASHERS TOP OF SLAB - 0'-0" FIN. FLR Do >- — FINISH GRADE III -III -III III- - 4" CONC. SLAB W/ #5 REBAR IN CONIC. _ 711 II I I=I :. I I� :III VAPOR BARRIER FILLED CELL PER FLOOR FOUND. PLAN, —III— °...:, III—� I HEADER BLOCK ALT, BENDS IN REINF. o �� I :'I I -I I - BAR. I II- CLEAN, COMPACTED, .':.. TERMITE TREATED FILL. SOLID BEARING-- 8"X16" CONC. � 16" FTG. W/2 #5 CONT. Lu 00 o 22 M FRAME WALL SECTION SCALE: 3/4" 0 1'-0" EXT. FINISH ROOF MATERIAL SEE EXT. ELEV. METAL DRIP EDGE WOOD FASCIA, SEE ELEV. FOR STYLE VENTED SOFFIT 7,12" EXT. FINISH MATERIAL SEE EXT. ELEV. PRE-ENG. ROOF TRUSSES @ 24" O.C. MAX. , PER TRUSS MFR-- EXT. GRADE SHEATHING PER. SPECS. META 16 @ 24" 0/C BOND BEAM FULLY GROUTED W/1 #5 CONT. W/ UPLIFT STRAP PER FRAMING LAYOUT #5 REBAR IN FILLED CELL PER FLOOR PLAN, W/ MIN. 25" OVERLAP, TIED TO CONT. ROD IN FOOTER AND BOND BEAM 16GABLE=AT BLOCK EXT. FINISH ROOF MATERIAL SEE EXT. ELEV. METAL DRIP EDGE WOOD FASCIA, SEE ELEV. FOR STYLE VENTED SOFFIT 12" TYP. EXT. FINISH MATERIAL SEE EXT. ELEV. PRE-ENG. ROOF TRUSSES @ 24" O.C. MAX., PER TRUSS MFR. EXT. GRADE SHEATHING PER. SPECS. META 16 @ 24" 0/C BOND BEAM FULLY GROUTED W/1 #5 CONT. W/ UPLIFT STRAP `P PER FRAMING LAYOUT #5 REBAR IN FILLED CELL PER FLOOR PLAN, W/ MIN. 25" OVERLAP, TIED TO CONT. ROD IN FOOTER AND BOND BEAM 15# FELT PAPER OVER EXT. GRADE ROOF SHEATHING W/ "H" CLIPS \ 2X "X BRACING" FIRST 3 TRUSSES AT RIDGE & T 48 , OE CM `DRYWALL INSULATION 2X P.T. W/ 1/2 DIA. ANCHOR BOLTS@ 32" O.C. �...: P.T. FURRING & DRYWALL W/ INSUL. & V.B. SCALE: 3/4" = 1'-0" 15# FELT PAPER OVER EXT. GRADE ROOF SHEATHING W/ "H" CLIPS 2X BLOCKING 3 BAYS DEEP & 48" O.C. FROM RIDGE, TOP & BOTTOM OF TRUSSES --- DRYWALL INSULATION AS REQUIRED �X P.T. W/ 1/2 DIA. ANCHOR BOLTS@ 32" O.C. P.T. FURRING & DRYWALL W/ INSUL. & V.B. iS=GABLE END BLOCKING EXT. FINISH ROOF MATERIAL SEE EXT. ELEV. 15# FELT PAPER OVER EXT. GRADE ROOF SHEATHING W/ "Id" CLIPS — PRE-ENG. ROOF TRUSSES @ 24" O.C. MAX., PER TRUSS MFR.------- METAL DRIP EDGE WOOD FASCIA, SEE ELEV. FOR STYLE VENTED SOFFIT EXT. FINISH MATERIAL SEE EXT. ELEV. FUN U.H. TRUSS NOTE: BOTTOMCHORD MAY BE SLOPED -SEE FLR. PLAN /TRUSS LAYOUT FOR CEILING CONDITIONS-TYP. 13�—JRUSS AT BLOCK SEE ELEV SCALE: 3/4" - 1'-0" INSULATION BAFFLE, 2" MIN. CLEARANCE "INSULATION AS REQUIRED 2X NAILER BOND BEAM FULLY GROUTED W/1 #5 CONT. W/ UPLIFT STRAP PER FRAMING LAYOUT P.T. FURRING & DRYWALL OVER VAPOR BARRIER & INSUL. #5 REBAR IN FILLED CELL PER FLOOR PLAN, W/ MIN 25" OVERLAP, TIED TO CONT. ROD IN FOOTER AND BOND BEAM, ALT. BENDS IN REINF. BAR revisions by U N U , L I I �) I LI = II i 171 E (�f I I'i E DOUBLE 2x TOP PLATE If/ 1f1 .° —1 DOUBLE 2x STUD @ EA. END OF SHEARWALL PANEL � .. Cm 0 II 2x WD. STUDS @ 16" O.C. I i'i W CI O W/ 2x BLOCKING C N cn 1 III axi O E LI I I'I � 0 1/2" STRUCTURAL SHEATHING i �i 'ICI j — (RATED) W/ 8d. NAILS @ 4" E O.C. AROUNDTHE S HEA HINGLAND 12EDGEs O.C. OF J i i1'`„'9 O d� E O AT INTERMEDIATES. I !i In LO _C) o W Q X C) HTT22 @ EA. END OF O ` SHEARWALL PANEL 3 Q T o N 4- � E (� U 59 c1— SHEARWALL PANEL SCALE: N.T.S. J v J -1-1 00 D W o O + (� U O ' T 4 s U (D Q 1'16_111-JIII U c U O 00 Q TRUSS© HEADER o ( /—`� J CONNECTION W/(1) DOUBLE 2X4 TOP PLATE 3 \.J MTS12.(TIPICAL) � ABOVE HEADER � L 0 0 0 L (2) 2X12 # 2 S.Y.P. HEADERS C: 0 E >1 L:ELI (2)LSTA 24 W/1 U 18-10d NAILS PER STRAP 0 U� U L U M7S12 W/14-10 KNEWALL CONNECTION ° (TYPICAL) TO MASONRY AS PER DETAIL `5-0) °- 0 U 0 0 0 U A FRONT ENTRY DETAIL -I N SCALE: N.T.S. W Cm 0 0 INTERIOR BEARING WALL BOTTOM P.T. PLATE MAY BE SHOT W/ 2x" MIN. .145 DIA. HILTE / RAMSET PINS @16" O.C. MAX. IN LIEU OF1 \2" ANC. BOLTS REBARS MAY BE DRILLED AND EPDXIED INTO CONIC. SLAB 6" MIN. EMBEDMENT WHERE TRUSS STRAPS ARE NOT IN PROPER T PLACEMENT PROVIDE MTS16 (SIMPSON) o WITH 3-3/16"x2 3/4" TAPCONS MAY BE USED TO INSTALL TRUSS STRAP TO REINFORCED WALL 0 ALL SINGLE STORY INTERIOR BEARING WALLS TO BE #3 KDSYP OR #2 SPF U.N.O. T a o NOTE: CONNECTORS NOTED ON THESE DETAILS o drawn by ARE SIMPSON STRONG —TIE UNLESS NOTED OTHERWISE GO E checked by o Sc date 12/15/03 scale SEAL THIS STRUCTURE HAS BEEN DESIGN TO MEET THE WIND ASSHOWN v1ARCOS FIGUEROA P.E. LOAD REQUIRMENTS OF SECTION 1606 OF THE FLORIDA job no. 0 03-6387 FL. LIC. NO. 31707 BUILDING CODE 2001 EDITION. 1 BASIC WIND SPEED - 120 MPH (@ 3 SEC GUST S DATE) 2WIND IMPORTANT FACTOR - 1.0 3.WIND EXPOSURE - CATEGORY B SIGNATURE 4.INTERNAL PRESSURE COEFFICIENT -10.18 C 5.COMPONENT/ CLADDING DESIGN WIND PRESSURE AS PER PLAN. (INTERNAL PRESSURE COEFFICIENT Y / �0.18 INCLUDED) 0 � 0 SCALE: 3/4" = 1'-0" J OPT.—, OPT.f — — — OPT. NOTE: ALL SMOKE DETECTORS ARE TO BE HARD WIRED AND INTERCONNECTED ELECTRICAL LEGEND —(� Ceiling Mounted Light PC Pull Chain Light Recessed Light Wall Mounted Light Wall Wash Recessed Duplex Receptacle 220 V Receptacle 1/2 hot, 1/2 switched =RVP Water Proof Receptacle Floor Receptacle _ Pre —Wire for Clg. Fan �GFI Ground Fault Interrupt t Wall Switch 3—Way Switch Do Dimmer Switch 1-4 Telephone Jack Fi Cable Jack Pre —Wire Garage Door Opener Fluorescent Light Electrical Panel 00 Chime HH-I Door Bell/Garage Door Switch I_= Disconnect Switch OM Electrical Meter S.D. Smoke Detector Ceiling Fan Wall Sconce O Chandelier I<1 IC Intercom tSpot Light Flush Mount Fluorescent Light O( Fan/Light Combination Garbage Disposal Motor Speaker U Junction Box c' Track Lighting r Theatrical Strip NOTES: 1. Owner to verify exact location of floor outlets in field. 2. Location of fixtures and/or outlets are suggested 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. 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 on these plans. Electrical Fixture Layout Scab: 1/41=1'-0" / SEAL THIS STRUCTURE HAS BEEN DESIGN TO MEET THE WIND MARCOS FIGUEROA P.E. LOAD REQUIRMENTS OF SECTION 1606 OF THE FLORIDA FL. LIC. NO. 31707 BUILDING CODE 2001 EDITION. DATE 1 .BASIC WIND SPEED — 120 MPH.(© 3 SEC. GUST.) DEC I b 2003 2WIND IMPORTANT FACTOR — 1.0 IWIND EXPOSURE — CATEGORY B SIGNATURE 4.INTERNAL PRESSURE COEFFICIENT 10.18 5.COMPONENT/ CLADDING DESIGN WIND PRESSURE AS PER PLAN. (INTERNAL PRESSURE COEFFICIENT 10.18 INCLUDED) revisions by Q) % N J L� 0-)O E (_0 O U( 1 U N cn 00 E Q) CD O (� > coO I`__ -O E 0LO � \� �N W QX� n O +- O � Q Q \ N O v C � � N O Q 00 D • W o O 4- (n C� O ' v) U (D N Q W U > O < 0 L0 EISLI LAN TAN A "C" LOT # 72 V.B. V o drawn by CQ 0 E checked by 0 U SC 0 date N 0 12/15/03 scale (1) ID AS SHOWN 2 job no. r 03-6387 drawing no.