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HomeMy WebLinkAbout125 Venetian Bay Cir 04-2877 New SFHPERMIT ADDRESS CONTRACTOR ADDRESS Mon-ison 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 FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE , SUBDIVISION; PERMIT #Q 'A DATE PERMIT DESCRIPTION PERMIT VALUATION SQUARE, FOOTAGE .a _ revisions by A HOME DESIGN SERVICES, INC, 5a0 CAFE COE) LANE SUITE 9 ALTAMONTE SFF;�1NG�S, FL, 32114 FH, < 401 > a& 2 = 5444 r14i Ffffl- MORRISON k1OMES 1E51 souTk4 I-4ALL LANE, SUITE 200 MAITLAND, FL. 32151 FH.- (401) &213 0001 1 FAX: «0 i> 629=5202 E {� TH15 STRUCTURE HA5 BEEN DE51GN TO MEET THE WIND -IARC05 FICxUEROA P.E. LOAD REQUIRMENTS OF SECTION lr UG OF THE FLORIDA FL. LIC. Na 311D7 BUILDING CODE 2001 EDITION, 1, BASIC WIND 5PEED - 120 MPH.( 3 5EC. GU5T.) D'A2 3 2004 2-WIND IMPORTANT FACTOR - 1.0 3.WIND EXP05URE - CATEGORY B SIGNATURE 4.INTERNAL PRESSURE COEFFICIENT iO.18 F2,COMPONENT/ CLADDING DF51GN WIND PRESSURE AS PER PLAN. (INTERNAL PRESSURE COEFFICIENT ±O.la INCLUDED) 0 LOT 73 V.B. drawn by m v checked by SC date 06.21 _04 scale AS NOTED job no. 0.4 5 47 revisions by drawn by m V checked by SC date 06.21 .04 scale AS NOTED job no. 04-5347 drawing no. III _ I _ _ __ _ _ __ __ THESE PLANS ARE NOT VALID FOR PERMITTING WITHOUT THE RAISED SEAL AND SIGNATURE OF ENGINEER/ARCHITECT OF RECORD. revisions by 0 32 2 1'-011 10' x 13' GONG. PAD 31 _ QII 1, aI all -a11 aI _o II 4 1 - 4 11 at -oil 51 -011 ILI 1 4111 � ILI ILI I D1 - DI ■ ■_- 805L_�L_DR. 1-4 _ -- ----------• - - - - - - - - - - --- - --- A-7 1 I I I D1 I I I 1 I Q 1 `-1' COY 1 I_�Ii II 1_aII I23-4 2 111_l�j�ll C/ ■ I I ■ 1 1 TUB. `A -1 D 1/2 Jl_AV, �W-G) 1---J _J LAV, I %\ TUB. 20'-211 ■ ■ 1 1 SINK W/D15P. ; - 11-10 / " 1 D.W. ; I _ � �r I ■T ( JL A V, Ko I■ I I �1 - I E!_E�. O'-0n A.F.F. I i OPT. I REF. 1 I �1_g11 � 1 ■ I ■1 „�,�P�I 3 -I 11 W 1 1--� 30 A-7 - -1 -------- __--_------- 4"IT TWH7 1 I IF � � LI �i ELEV. 3=1/211 5F.F. 31 I ■ 1 ■ Q 33 rob DR.W/(2) 1060 5LIL d) ILI Ll - - - - - - -�Joil - - - - r- I 29 Ul 4 32 D1 D1 DI 111411 2 1 _ Oil � 1 _ 0 11 � 1 _ 0 11 �J S�/ 1 � 11 �j 1 _ � 11 1611 all -all all 1 oil le 1�1- 11 141-011 10'-a° i 401-011 SC/ le L 34 DI � 3'x4'CONC. PAD FOR, A/C COMP. 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 ASFM 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: 372"/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 ACHITECFURAL 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 . 5.5 CONCRETE FOR FILLED CELLS SHALL BE VIBRATED DURING PLACEMENT USING A "PENCIL" VIBRATOR. 6 WOOD: 6.1 WOOD FRAMING STRUCTURAL MEMBERS: #2 SOUTHERN YELLOW PINE (UNLESS NO -FED OTHERWISE) WITH AN ALLOWABLE BENDING STRESS Fb = 1250 PSI AND A MODULUS OF ELASTICITY = 1,600,000 PSI (DOES NOT INCLUDE INTERIOR NON LOAD BEARING STUD WALLS). 6.2 ALL NON-STRUCTURAL LUMBER SHALL BE "H.F." OR "S.P.F." ( MIN Fb= 750 PSI) UNLESS SPECIFIED OTHERWISE ( FILLER BLOCKING MATERIAL, ETC.) 6.3 DESIGN, FABRICATE AND ERECT WOOD TRUSSES IN ACCORDANCE WITH THE "DESIGN SPECIFICATIONS FOR LIGHT METAL PLATE CONNECTED WOOD TRUSSES" BY THE TRUSS PLATE INSTITUTE, 1995 EDITION AND HIB 91 ( IF APPLICABLE). 6.4 ALL EXPOSED WOOD OR WOOD IN CONTACT WITH EARTH OR CONCRETE SHALL BE PRESSURE TREATED. 6.5 ROOF SHEATHING: REFER TO ROOF PLAN WALL SHEATHING: REFER TO FLOOR PLAN FLOOR SHEATHING: 23/32" APA RATED 32/16 EXPA 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). 81 VERIFICATION OF FIELD CONDITIONS: 8.1 CONTRACTOR SHALL VERIFY ALL FIELD CONDITIONS AND DIMENSIONS RELATIVE TO SAME, WHERE THERE ARE CONFLICTS BETWEEN ACTUAL FIELD CONDITIONS AND DATA PRESENTED IN THE DRAWINGS, SUCH CONDITIONS SHALL BE CALLED TO THE DESIGNER'S AF'TENTIION AND NECESSARY ADJUSTMENTS MADE PER DESIGNER'S INSTRUCTIONS. 8.2 ALL WRITTEN DIMENSIONS PER PLAN TAKE PRECEDENCE OVER SCALED DIMENSIONS. 8.3 CONTRACTOR SHALL COORDINATE ALL THE WORK OF TRADES INVOLVED. 8.4 ALL MATERIALS SHOWN OR CALLED FOR ON THESE PLANS SHALL BE INSTALLED PER MANUFACTURERS RECOMMENDATIONS AND SPECIFICATIONS. 8.5 CONTRACTORS SPECIFICATIONS SHALL TAKE PRECEDENCE OVER ANY DETAILS AND SPECIFICATIONS FOUND IN THESE DRAWINGS PROVIDED NOTIFICATION AND APPROVAL OF ARCHITECT/DESIGNER PRIOR TO EXECUTION. NUMBER OR SPACING NOTE: 3 TABLE 2306.1 NAILING REQUIREMENTS ARE IN ADDITION TO STRAPPING REQUIREMENTS. 3 2 TABLE 2306.1 FASTENING SCHEDULE 3 AT EACH JOIST CONNECTION FASTENERS 3 JOIST TO BAND JOIST, FACE NAIL 16d COMMON 2- JOST TO SILL OR GIRDER, TOE NAIL 8d COMMON 16" O.C. BRIDGING TO JOIST, 'TO NAIL EACH END 8d COMMON 2 LEDGER STRIP 16d COMMON 4 1X6 SUBFLOOR OR LESS TO EACH JOIST, FACE NAIL 8d COMMON 24" O.C. OVER 1X6 SUBFLOOR TO EACH JOIST, FACE NAIL 8d COMMON 16" O.C. 2' SUBFLOOR TO JOIST OR GIRDER, BLIND AND FACE NNW COMMON (2)16d OR (3)10d COMMON SOLE PLATE TO JOIST OR BLOCKING, FACE NAIL 16d COMMON 16' O.C. ALONG EACH EDGE TOP OR SOLE PLATE TO STUD, END NAILED 16d COMMON 3 STUD "TO SOLE PLATE , TOE NAIL 8d COMMON 3 NAIL DOUBLED 10d COMMON ( Od COMMON �4 TOPOUBLEDDPLA ESE FACE NAIL 10d COMMON (3316d OR 10d COMMON TOP PLATES, LAP AND INTERSECTIONS FACE NAIL CONTINUOUS HEADER, TWO PEICES 16d COMMON 2 CEILING JOIST TO PLATE, TOE NAIL 8d COMMON 2 CONTINUOUS HEADER TO STUD, TOE NAIL 8d COMMON 3 CEILING JOISTS, LAPS OVER PARTITIONS, FACE NAIL - 24" O.C. CEILTING JOISTS TO PARALLEL RAFTERS, FACE NAIL - 32" O.C. AT TOP & BOTTOM RAFTER TO PLATE, TOE NAIL 8d COMMON & STAGGARED 2 ENDS 1" BRACE TO EACH STUD AND PLATE, FACE NAIL 8d COMMON & AT EACH SPLICE 1X8 SHEATHING TO EACH BEARING, FACE NAIL 8d COMMON 2 EACH BEARING OVER 1X8 SHEATHING TO EACH BEARING, FACE NAIL 8d COMMON 2 EACH END BUILT-UP CORNER STUDS 16d COMMON BULT-UP GIRDERS AND BEAMS, OF THREE MEMBERS 20d COMMON 7" O.C. ON CEILINGS 2" PLANKS 16d COMMON 8" U.C. ON WALLS STUDS TO SOLE PLATE, END NAIL 16d COMMON 7" O.C. ON CEILINGS GYPSUM WALLBOARD 1/2" 1-3/8" DRYWALL NAIL 5/8" 1-1/2" DRYWALL NAIL NOTE: FOR OTHER TYPES OF CONNECTION- REFER TO THE TABLE, 2001 FLORIDA BUILDING CODE 1. TRUSSES MUST BE CAPABLE OF TRANSFERRING LATERAL LOADS TO BEARING WALLS. 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 NAIL, STRAP OR CLIP SHOULD BE VERIFIED BY THE STRUCTURAL ENGINEER. 3. BEARING WALL NAIL PATTERN 1. PLYWOOD: (FIELD) USE 8D NAILS © 12" O/C (EDGE) USE 8D NAILS ©6 O/C 2. GYPSUM: (FIELD) USE 5D NAILS @ 10" O/C USE I I� ROOF EDGE � 5--I I - (EDGE) 5D NAILS 0 7' O/C 4. ROOF NAILING PATTERN ( UNLESS NOTED OTHERWISE) 1 1@ZONE 1 - USE 8D COMMON NAILS @ 6" O/C © L4' AT EDGES AND 6" O.C. INTERMEDIATE FRAMING ©ZONE 2 - USE BD COMMON NAILS © 6' O/C RID AT EDGES AND 6" O.C. INTERMEDIATE FRAMING 5__ OZONE 3 - USE 8D COMMON NAILS © 4" AT EDGES T FOR GABLE END AND 6" OTHERWISE AND QD { �h' 6" O.C. INTERMEDIATE FRAMING Q IDS 5• 1/2" GYPSUM CEILING: USE 5D NAILS @ 7" O/C 5, CS r 6. SEE STRUCTURAL NOTES FOR SHEATHING SPECIFICATIONS. 7. END JOINTS OF THE ROOF SHEATHING SHALL BE STAGGERED ZONE CHART AND OCCUR OVER FRAMING MEMBERS. AS AN ALTFRNATIVF TO THE 501L TERMITE TREATMENT, THE WOOD TREATMENT BORA-CAME SYSTEM COULD E3E U5ED AS A PREVENTIVE METHOD OF TERMITE TREATMENT WHEN APPLIED E3Y AN AUTHORIZED BORA-CARE PRETREATMENT CO. (PER FE3C 2001 SECTION lal/a.l.a) FLOOR SLAB OF PLANT MIX CONCRETE 2500 P.S.I. 4" THICK WITH FIBER -MESH REINFORCEMENT OVER TERMITE TREATED SOIL WITH 6 MIL. POLYETHYLENE VAPOR BARRIER OVER COMPACTED CLEAN FILL. OR FLOOR SLAB OF PLANT MIX CONCRETE 2500 P.S.I. 4" THICK WITH 6x6 10/10 GAUGE REINFORCING MAT. WITH MIN 1" COVER. TERMITE TREATED SOIL WITH 6 MIL. POLYETHYLENE VAPOR BARRIER l OVER COMPAC-I-ED CLEAN FILL. 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. Foundation Plan Scale: 1/3"=1'--0" 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. 0 L.ANTANA B LOT 73 V.B. drawn by MV checked by SC date 06.21 .04 scale AS NOTED Ljob no. 04-5347 revisions by f�Als)=p TEXTURED PAN' 4" TEXTURED BAND �1� ,J 0 -0 F j91 11 '-4BEARING Y' 8'-0" HEADER HT. Ir 0'-0" FIN. FLR. Y' Prort Elevation u511 SCALE. 1/4" = I'-O" i�ear Elevation SCALE. 1/4" = P-0" 9'-4" BEARING r` 8'-0" HEADER HT. L 0'-0" FIN. FLR. THESE PLANS ARE NOT VALID FOR PERMITTING WITHOUT THE RAISED SEAL AND SIGNATURE OF ENGINEER/ARCHITECT OF RECORD. EXTERIOR FINISHING NOTES 1. Composition shingles over #15 felt. 2. Concrete the roof installed as per manufacturer's specifications. 3. Cricket as condition req. 4. Roof window 5. Chimney Cap/Spark Arrestor 6. Stucco 7. 4" Smooth Textured Trim/Band 8. 6" Smooth Textured Trim/Band 9. 8" Smooth Textured Trim/Band 10. 12" Smooth Textured Trim/Band 11. Raised Panel 12. Key Stone 13. Quoins (Brick or Textured Finish) 14. 4" Frieze Trim 15. 8" Frieze Trim 16. 12" Frieze Trim 17. Brick Veneer 18. Soldier Coursing 19. Rowlock Coursing 20. Light Conc. Mortar Wash 21. Cont. Ridge Vent, as req. 22. Off Ridge Vent, us 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 29, 4" Lap Siding 30. 8" Lap Siding 31. Wood Louver Vent 32. Wrought Iron Railing 33. Treated Wood Hand Railing 34. Painted Block 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. Elevations Scale; 1/4"=1'-0" THIS STRUCTURE HAS BEEN DESIGN TO MEET THE WIND MARCO5 FIGUEROA F'.E. LOAD REOUIRMENTS OF SECTION I&OG OF THE FLORIDA FL. LIC. NO. 3110- BUILDING CODE 2001 EDITION. 1, BASK WIND SPEED - 120 MPH.() 3 SEC. GUST.) D aT � 2 : M4 2.WIND IMPORTANT FACTOR - 1.0 3.WIND EXPOSURE - CATEGORY B SIGNATURE 4,INTERNAL PRESSURE COEFFICIENT ±0da ,COMPONENT/ CLADDIN(S; DESIGN WIND PRESSURE AS PER PLAN. (INTERNAL PRESSURE COEFFICIENT ±0.1,5 INCLUDED) , LANTANA B LOT 73 V.B. drawn by M V checked by SC date 06.21 .04 scale AS NOTED job no. 04-5347 drawing no. 9'-4" BEARING j, 8'-0" HDR. HT. 0'-0" FIN. FLR. 12 El Lift Elevation SCALE: 1/4" = V-0" ° it 12 F M 14'-0" BEARING 9'-4" BEARING fp IV 8'-0" HDR. HT. ,L 0'-0" FIN. FLR. THESE PLANS ARE NOT VALID FOR PERMITTING WITHOUT THE RAISED SEAL AND SIGNATURE OF ENGINEER/ARCHITECT OF RECORD, EXTERIOR FINISHING NOTES 1. Composition shingles over #15 felt. 1 22 2. Concrete tile roof installed as per manufacturer's specifications. 3. Cricket as condition req. 4. Roof window 12 5. Chimney Cap/Spark Arrestor 6 6. Typical Textured Finish 7. 4" Smooth Textured Trim/Band 12 8. 6" Smooth Textured Trim/Band Q9. 8" Smooth Textured Trim/Band 10. 12" Smooth Textured Trim/Band ,L14'-0" BEARING 11. Raised Panel 12. Key Stone 13. Quoins (Brick or Textured Finish) 14. 4" Frieze Trim 15. 8" Frieze Trim 16. 12" Frieze Trim 17. Brick Veneer 18. Soldier Coursing 9'-4" BEARING 9'-4" BEARING ,` 19. Rowlock Coursing 20. Light Conc. Mortar Wash oL 8'-0" HDR. HT. 8'-0" HDR. HT. 21. Cont. Ridge Vent, as req. If - 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 Q Q Q 2. Siding 294" L. 4" Lap Siding O30. 8" Lap Siding 31. Wood Louver Vent 3 0 33. TWrought Iron Railing reatedWood Hand Railing 0'-0" FIN. FLR. 0'-0" FIN. FLR. 34. Painted Block r Elevation SCALE: 1/4" = V-0" WRITTEN DIMENSIONS SHALL HAVE PRECEDENCE OVER SCALE DIMENSIONS. Contractors shall verify and be responsible for dimensions and conditions of the job and Horne Design Services, Inc. must be notified in writing of any variation from the dimensions, conditions and specifications appearing on these plans. Elevations I Scale: 1/4"-V-0" SEAL TH15 STRUCTURE HAS BEEN DESIGN TO MEET THE WIND IARCOS FIGUEROA P.E. LOAD REQUIRMENT5 OF SECTION IroOG OF THE FLORIDA FL. LIC. NO. 31101 i3U1LDINC:; CODE 2001 EDITION. 1, BASIC WIND SPEED - 120 MPH.( 3 SEC. GUST.) DATE 2,WIND IMPORTANT FACTOR - 1.0 JU 200} 3.WIND EXPOSURE - CATEGORY B SIGNATURE 4.INTERNAL PRESSURE COEFFICIENT ±0.18 .COMPONENT/ CLADDING DESIGN WIND PRESSURE AS PEP, PLAN. (INTERNAL PRESSURE COEFFICIENT ±0.18 INCLUDED) LANTANA B LOT 73 V.B. drawn by MV checked by F�-- SC date 06.2 1 .04 scale AS NOTED job no. 04-3347 drawing no. AzI 13 revisions by SEAL THIS STRUCTURE WAS BEEN DESICzN TO MEET THE WIND -1ARC05 FICxUEROA P.E. LOAD REQUIRMENTS OF SECTION I0'06 OF TI-IE FLORIDA FL. LIC. No. 31101 51JILDING- CODE 2001 EDITION. 1, BASIC WIND SPEED - 120 MPH.0a 3 SEC. GUST.) DJ0 2 3 2004 2.wiND IMPORTANT FACTOR - 1.0 3.WIND EXPOSURE - CATEGORY F3 SICzNATURE 4.INTERNAL PRESSURE COEFFICIENT io.18 5.COMPONENT/ CLADDING DESICzN WIND PRESSURE AS PER PLAN. (INTERNAL PRESSURE COEFFICIENT ±0.18 INCLUDED) THESE PLANS ARE NOT VALID FOR PERMITTING WITHOUT THE RAISED SEAL AND SIGNATURE OF ENGINEER/ARCHITECT OF RECORD. 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 "x2' 1 /2" MECHANICALLY DRIVEN NAILS AT 6" O.C. EXCEPT FIRST 4'-0" OF ENTIRE PERIMETER WHICH SHALL BE 6" O.C. FIELD AND 4" 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 24" o.c max.. 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 Scale: 1/4"=1'-0" drawn by M V checked by SC date 06.2 1 .04 scale AS NOTED —job no. 04 5347 THESE PLANS ARE NOT VALID FOR PERMITTING WITHOUT THE RAISED SEAL AND SIGNATURE OF ENGINEER/ARCHITECT OF RECORD. revisions by 4 3/16" �j HOLD TRUSSES W1 RAISED HEELS BACK I" ON BLOCK 1/2" ON FRAME WALLS SM'rTH LUM5ER CG' ROOF TRUSS 722 SCU-rN APOFKA 5LVfD ,4POPKA, FL. 32103 (401) 299 - 1522 FAX (401) 299 - 9153 Eneineerine certiFicate of Authorization 9-210 DOTES 1) IT 15 THE BUILDER'S RESPONSIBILITY TO VERIFY TRU55 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) TRU55E5 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) BACKCHARGE5 OF ANY KIND WILL NOT BE CONSIDERED WITHOUT PRIOR REVIEW AND WRITTEN CONSENT BY SMYTH TRUSS COMPANY. D T/41 L & 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 MANGER LEG ENDI ALL ROOF TRU55 HANGERS TO BE SIMPSON HU52r OR U51- (KANT-SAG) THD26 UNLE55 NOTED OTHERWISE. SIMF SON 0 = 1=1U52(a OR TWD26 ®= HU52a OR THD20 _ kIW1J520=2 OR THD20=2 0 - PHUS40 OR TPD40 O - NCaU526-2 OR TNDN26-2 ®= NGU52a-2 OR TNDN2�3-2 _ HeU,52a=3 OR THDk420=3 COS _ SUL/R210 OR 6<H210L/R O = PrSU540 OP THDI440 - THA422 OR i SH422 OL - TPAC422 OR MSH4221F b = HUG410 OR ND410F ® = THJA2G OR HJC2(o CONTRACTOR : MORRI SON HOMES JOB : 104(o/L AI TA A ADDRE55 : ELEV 115 OR C '(S TD> SCALE DATE LAYOUT I.D. DRAWN BY NONE 0l/II/03 Z221316 SLC /I U _ r- C3 C3 _ o r- / El1 G2 C2 GI �I fi�13 fR12 RIO F, 4 z R2 � m C`, Tr m t�l Q Q R3 g (2)WF-TA I& Y3 Q m F,)11-21'LY R14 } 1 A1� i E 2- � - r- V4 CA � - �— R22 FZ1 R2 0 C2 (2)NETA 11 _ R21 RiO C2 E3 - �3 CI 17 1 - U C 2 C3 cr1 c�a CIA c{1 =(2)212;2 S.i.P. NEAIDER 24�@�:A.rE C 2 �3 _71A C3 W1 RIND FOINT 0 NEEWALL TG <NEEWALL fi 14'0" FL. HT. 12' 0" F'L. HT. V/// F_ NOTE: ALL ROOF SLOF'ES AT 6:12 UNLESS OTHERWISE NC77EC>. SEAL THIS STRUCTURE HAS BEEN DESIGN TO MEET THE WIND -1ARC05 FIGUEROA P.E. LOAD REOUIRMENT5 OF SECTION lroOro OF THE FLORIDA FL. LIC. NO. 31-101 BUILDING CODE 2001 EDITION. 1. BASIC WIND SPEED - 120 MPH.(-@ 3 SEC. GUST.) DATF 2.WIND IMPORTANT FACTOR - 1.0 3,WIND EXP05URE - CATEGORY B SIGNATURE 4,INTERNAL PRESSURE COEFFICIENT ±0.1a S,COMPONENT/ CLADDING DESIGN WIND PRESSURE AS PER PLAN. (INTERNAL PRESSURE COEFFICIENT ±O.Ia INCLUDED) 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 %2-1 /2" MECHANICALLY DRIVEN NAILS AT 6" O.C. EXCEPT FIRST 4'-0' OF ENTIRE PERIMETER WHICH SHALL BE 6" O.C. FIELD AND 4" 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 FLAN 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 24" o.c. max. 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 Horne Design Services, Inc. must be notified in writing of any variation from the dimensions, conditions and specifications appearing on these plans. Truss LLayou Scale: 1/4"=1'-0" LANTANA B LOT 73 V.B. drawn by My checked by SC date 06.2 1 .04 scale AS NOTED job no. 04-3347 drawing no. revisions by SAFE LOAD TABLES FOR GRAVITY, UPLIFT + LATERAL LOADS 8" PRECAST &PRESTRESSED U•LINTELS �►r-AYE GRAVITY UPLIFT LATERAL TYPE aFa-OE3 aF12-05 aF16-05 OF20-05 OF24-05 aF2a-05 aF32-05 aFa=1T OF12-1T aF10-1T OP20=1T OF24-IT OF2a-IT aF32-lT LENGTH aVa aFa-15 aF12=15 15 aF20=15 Or- 24-1E3 aF20=15 OF32=15 aFa-2T aF12=2T aF1ra=2T aF20=2T aF24-2T 5F2a=2T aF32=2T 8U8 81`8 31�� 4473 &039 152(a 9004 104-12 1193(0 2121 2aia 4101 5.332 ro5&9 -11511 9055 2'-10" C34") F'R' CAST 2302 31ro& 4413 (0039 -152(a 9004 104-12 1193(0 2127 2-1a4 3901 5190 &401 -1&30 aa57 2021 2021 3130 331-1 4(oa9 (0001 1315 0(030 9941 21&5 22a9 32G 0 4231 5219 0204 1192 3'=�" (42") PRECAST 2302 31&(0 4473 (0039 152(o 9004 10412 1193& 21G 5 2215 31&5 4125 5091 (00&1 703(0 1251 1251 4'-�" C4a") 2325 249& 34&-1 443a 5410 ro304 -135a lala 19a9 2032 3roa0 4532 53a7 (o245 PRECAST 2029 2&4� 44=13 (0039 752(o 9004 104-12 1193(0 Iola 1925 2=150 3503 4422 5264 roIlo 93a 93a 4'-(o" (54") PRECAST 1-1ai 1913 2&5i 3403 4149 4a9r 5ro44 1roro0 1-1ro2 2507 325-1 4010 4707 5525 =12 1�51 2110 402-1 (0039 -152� 9004 104-12 9(0roa 1�(00 1705 2435 3111 3913 4&5a 5400 12� fi 1223 1301 la09 2317 2a2G 333� 3a4ro 1393* 14a4 2110 2741 33=15 401�0 4&4a 5'=4" C�4") F'R CAST lla4 1ro�5 2aa9 505-1 &O9G 5400 (o424 7450 1393 143-1 2050 20-10 3293 3920 4549 505 505 5'-10"(10") 1000 1059 1474 laa9 2304 2721 3137 1272* 1357 1930 2505 30,54 3(0(05 424 PRECAST 972 1459 24&4 4144 545a 443=1 52aO 6122 1272 1315 11515 2441 3010 35a3 4157 41a 41a -�„ C a„) PRECAST ro'1255 1255 2101 32&3 2-14G 335a 39-11 4505 1141* 1200 1133 2250 2-1(o9 3290 3a12 93� 2101 339& 521oO 1134 a995 (0a90 1141 11,52 1604 2192 2=103 3216 3732 107 aal 7'=G " (9O") 1029 1075 23a5 1994 2439 2aa& 3333 959* 912 1475 1914 2354 2i91 3240 PRECAST 1&7 1029 1(075 2G 1O 3a39 559� �0r013 504-1 99O 1029 14�G 190-1 2351 2-191 3245 591 (05=1 9'-4" (112") PRECAST 632 1049 14&9 1210 14,52 1154 2021 a0l* 612 9a0 1269 15&0 1a52 2144 573 -100 1212 lala 2544 34�9 4030 312l a01 155 1192 1550 1910 22-11 2034 454 �30 10' -(o "(I2& ") PRECAST 402 002 1125 915 1122 132a 1535 -11(0 49a 793 1021 12ro1 149(o 1131 450 (0 5a 1025 1514 20al 2=1=14 3130 2404 71& & 11 1039 13a9 1711 2 034 235a 39� 493 11'-4" C13�") PRECAST 59a 935 13r05 Ia54 2355 17,33 2075 &G r* 439 ro9ro a99 1104 1309 1515 445 590 935 13r05 Ia54 2441 3155 4044 ro(0(0 535 905 1295 1595 1a9ro 219a 3�3 55� 12'-0° C144") 545 Oro 1254 1&a9 2074 15-10 lala (00i* 400 (031 al(o 1001 llaro 1372 PRECAST 414 555 aG 4 1254 1ro93 2211 2a32 3590 G 31 4aro ala 1209 1514 1-i99 20a� 340 494 13'-4" C1�O") 427 12(o 1�02a 1331 1&35 1224 141a 50�0* 340 532 (0a& 541 991 1153 PRECAST 3�2 4a5 i40 _ 10-10 1430 1055 2343 2920 573 409 Gaa2 I004 13(0 1 1(037 la9-1 3O2 39a 14'-o°C1�a") PRECAST Sal ro4a 919 1190 14(o2 1007 12�0 450* 310 493 �35 -170 922 105 l 33a 455 700 1003 1335 1=114 2153 2&66 540 3=1a (o29 922 1254 15(07 lalo 2a� 3�0 14'-a" Cl fi�") PRESTRESSED NRNR NRNR NR NR N1� 243 295 459 591_ 724 a5-i 99O N.R. 4&5 i�5 1370 2045 2G 10 31a5 3705 243 352 5,52 a52 115(0 1491 1-142 N.R. 35-1 15'-4" (104") PRESTRESSED NR NR NR NR NR NR NR 22a 27a 430 553 (07l a01 925 N.R. 420 (0 135 1250 la55 2370 2a90 3410 22a 329 542 1131 1012 13,51 1&7(0 N.R. 32=1 11'-4" (200") PRESTRESSED N.R. NR NR NR NR NR NR NR 1aa 23& 3(01 4(04 5(0 1 (010 714 310 530 950 1400 1a00 2200 2(o00 100 2i(o 449 049 a74 1121 13a9 N.R. 255 19'-4" (232") PRESTRESSED N.R. NR NR NR NR NR NR NR 1ro5 207 313 401 490 57a 6&1 240 400 750 10,30 1400 1720 2030 1ro5 239 303 550 =13r 940 11G 0 N.R. 204 21'-4" (256") PRESTRESSED N.1 NR NR NR NR NR NR NR 145 lao 21a 35� 433 512 590 la3 330 (010 940 1340 MOO 2110 142 212 33& 411 035 a0l 993 N.R. 1=12 22'-0" (204") PRESTRESSED N.R. NR NR NR NR NR NR NR 140 laO 2roa 343 410 493 5roa 100 300 5-10 070 1250 1roe0 19i0 137 205 322 45l ro0-1 -Ill 947 N.R. 1G 1 24'-0° (28a") PRESTizESSEp N.R. NR NR NR NR NR NR NR 12=1 1(05 244 312 300 44=1 515 130 240 4-10 720 1030 1350 1&10 124 10& 29O 40a - 530 &00 033 N.R. 135 8" PRECAST W/ 2" RECESS DOOR U-LINTELS �'►�'�'�' GRAVITY UPLIFT LATERAL TYPE L N TN aRU� OR1=6-013 ORF10-05 aRP14-05 aRP1a-OS ORF22-OB aRP26-0S aRF30-05 ORP&-IT aR1=10-1T 5RF14=1T aRF10-IT ORF22-lT aRF2&-IT aRF30-IT aRF&-15 aRF1O-l5 aRF14-15 5RFIO-15 aRF22-15 aRF2(o-lE3 ORF30-15 aRF(o-2T aRF10-2T aRF14-2T aRFla-2T aRF22-2T OFF2G -2T aRF30-2T aRU6 aRF� 4'-4" (52") PRECAST 1409 1591 3053 29a2 3954 4929 5904 roaao 1244 1513 2413 3260 4112 49(o=1 5025 1,52=1 3412 49a2 &4-12 l lPU E ll � Y � C> � 4 Flq�2 RE A�339 31=10 4000 4050 5�,9� 932 932 4'-(o" (54") PRECAST 1351 1449 21a2 2114 3G 00 4401 5315 02(o4 1192 1501 2311 3121 3931 415(o 551-1 1-102 3412 49a2 6412 1941 941ro 10151a 1192 1455 2240 303ro 303-1 4643 5453 a53 a53 5'=a" (&0") PRECAST -1a5 a32 1(002 1550 2050 25G1 3015 35a5 924* 1112 lIC35 2423 3055 3( 159 4325 1153 2102 40-14 64-12 &51& 5a14 (0a39 924 1132 1-141 2351 2131a 3&03 4230 5O1 501 5'-10" (10") PRECAST 735 7-Is 1500 1449 1924 2400 20-ie 3352 09(0* 1130 1142 2352 29ro5 3501 419a 1103 2051 3all &4-12 ro51ro 5450 &411 a9& 1099 1(09�0 22aa 2a91 349i 410� 4�9 4�9 ra'=a" (aO") PRECAST a22 90-1 1017 2933 251ro 3223 3072 4522 77a a02 1513 2042 2513 3101 3042 90-1 ]roil2933 4100 ro-i30 a1-1-1 r0lol Ila 95(a 1460 19a-1 2509 3035 35(03 a30 1100 (90") PREC,4ST (005 101 1311 2252 IS50 2451 2944 3439 �aa &91 1325 la10 22aO 2153 3221 -1&4 13-1l 2329 3roO9 5492 Oro24 5132 G as 049 1302 ll(02 2225 2&90 3151 ilO 941 (illo") PRECAST 3=11 420 1 a34 1253 1011 1342 1ro14 laaro 533* 433 a0a 1123 1413 1104 1995 535 92a 149=1 21l9 2� 1a 3595 2,5 15 533 52=1 1009 13� 1=12a 20aa 2450 51� I4 T�f=E D S iGNAT I ON QUANT i TY OF *5 REE3AR AT- 5OTTOM OF LINTEL CAVITY F = FILLED WITH GROUT / U = UNFILLED NOMINAL WIDTH NOMINAL HE IG- HT QUANTITY OF #5 REE3AR AT TOP ! Q '1 4- 4. a *F;�EDUCE VALUE F3Y 25% FOR GRADE 40 FIELD REE3AR -5 REE3AR AT TOP MIN. (I) REQ'D -1/2" CLEAR C.M.U. ° d GROUT L a 5 REE3AR AT E3oTTOM • • OF LINTEL CAVITY BOTTOM REINFORCING -5/a"ACTUA PROVIDED IN LINTEL (VARIES) a" NOMINAL WIDTH MATEPfALS 1. F'c precast lintels = 3500 psi. 2. F'c prestressed lintels = �?000 Psi. 3. F'c grout = 3000 psi w/ maximum 3/0" aggregate. 4. Concrete masonry units (CMU) per ASTM C90 w/ minimum net area compressive strength = 1900 psi. 5. Debar provided in precast lintel per ASTM A&15 C:�R&0, Field rebar per ASTM A& 15 GR40 or GROO. (o. Prestressing strand per ASTM 441(o grade 210 low relaxation. 1. 1/32 wire per ASTM A51O. O. Mortar per ASTM C2=10 type M or S. LINTEL DESIGNATION Q � Q WL L C-1 �� a C�1 C�1 C�1 C�1 <, . LL LL F- A,. CA � CA IN LL LL LL H (p . • •<.• cJ •°• N- Ai- � r4 �4 Q4 �4 EL Lle LL ° ° L W- ff �/- , . W- �2 �1 c�A, Arlc� c0 c0 mil Vt : .a I 14 m (f) C LL IL LL LL Q � Cal (tee ^°` (\1 C�1 C(} CC) (f Cf) - LL LL LL LL /SECTIONS CIA �- C G- ENEPAL 1N3TALLAT1ON NOTES f d- N _ I U � II •`�f• II LL II�II 1\� ��J.• ��I LL UJU 1!- c0 c� I• - •� C� C� C� FL i7L FL 4 c0 c� • ` c0 c) 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 ce11 reinforcing and grouting. 5. All lintels meet or exceed L/360 vertical deflection, except lintels 1-1'-4" and loner with a nominal height of a" meet or exceed L/100. (o. Bottom Field added mbar to be located at the bottom of the lintel cavity. 1. -1/32" diameter wire stirrups are welded to the bottom steel For mechanical anchorage. a. 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 31a and ACI 530 SAFE LOAD TA5LE NOTES I. All values based on minimum 4" bearing. Exception: Safe loads for unfilled lintels must be reduced by 20% if bearing length is less than &-1/2". Safe loads For all recessed lintels based on a" nominal bearing. 2. N.R. = Not Ra ted. 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 addiona l reinforced masonry above the precast lintel. �. One 1*7 rebar may be substituted For two 05 rebars in a" lintels only. 1. The des leer may evaluate concentrated loads From the safe load tables by calculating the maximum resisting moment and shear at d-away from the face of support a. For composite lintel heights not shown, use safe load From next lower height. g. All safe loads in units of pounds per linear Foot. 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. A DIVISION OF FLORIDA ENGINEERED CONSTRUCTION PRODUCTS CORPORATION P.O.... 24567 T-P.. Florida 33623 Phone: 613-621-4641 THIS STRUCTURE HAS BEEN DESIGN TO MEET THE WIND -IARCO5 FIGUEROA F.E. LOAD REQUIRMENT5 OF SECTION 100& OF THE FLORIDA FL. LIC. NO. 31101 BUILDING CODE 2001 EDITION. i. F3A51C WIND SPEED - 120 MPH.(,@ 3 SEC. GUST.) DAJ6N G � ����� 2.WiND IMPORTANT FACTOR - 1.0 3.WIND EXPOSURE - CATEGORY B SIGNATURE 4.INTERNAL PRESSURE COEFFICIENT �0.18 5.COMPONENT/ CLADDING DESIGN WIND PRESSURE AS PER PLAN. (INTERNAL PRESSURE COEFFICIENT ±0.13 INCLUDED) • U M LL V) i. V) c LU bo p Q. �t`t U V) - c C o` oo fl. 0�s o c X 4-- Z 01 a al Nd'V) � 00 LLJ 0 V) n 4-1 0 > U LU U Q � 0 c� U 0 00E 9LJ1 0 LANTANA B LOT 73 V.B. drawn by MV checked by SC date 06.21 .04 scale AS iJOTED job no. 04-5347 drawing no. n revisions by 0 O� N PQ -J A DIVISION OF FLORIDA ENGINEERED CONSTRUCTION PRODUCTS CORPORATION P.O. Bax 24567 Tampp Florida 33623 Phone: 813-621-4641 PRECAST LINTEL SCHEDULE L IN-rEL NO. T T'F=E COMMENTS 1 OF24-15/1T GARAGE DOOR 2 OF]&-18/1T DOUBLE WINDOWS 3 OF12-1B/1T GAR.SERVICE DR. 4 8U3 WINDOW 5 OFI& -1B/1T S.Gr.[D. ro OF]& - I5/1T COVERED FORCN -1 8 9 lO 11 12 13 14 15 I� 1-i la 1g 20 SEAL THIS STRUCTURE HAS BEEN DESK:;N TO MEET THE WIND -IARC05 FIGUEROA P.E. LOAD REQUIRMENTS OF SECTION 1&0G OF THE FLORIDA FL. LIC. NO. 31`10-1 BUILDINCz CODE 2001 EDITION. 1. BASIC WIND SPEED - 120 MPH.(-d 3 SEC. GUST.) F-)ATP= 2,WIND IMPORTANT FACTOR - 1.0 3.WIND EXP05URE - CATEGORY B SICzNATURE 4,INTERNAL PRESSURE COEFFICIENT ±0.1a 5.00MPONENT/ CLADDING-; DESIr-3N WIND PRESSURE AS PER PLAN. (INTERNAL PRESSURE COEFFICIENT ±0.18 INCLUDED) 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 or) these plans. Lintel Layout Scale: 1/8„-1'-0" s M U— ^ N L� G E . N L O It (n U Vi \'0 >C Cco C2. CA 1.0 o L LJ s ¢o 4J c ¢ x a Z a, (A ) • V) > cV to c Lam! p N C) v 0 > � V L U Q 0 C� U U 00 E:Ell 0 LANTANA B LOT 73 V.B. drawn by MV checked by SC date 06.2 1 .04 scale nb�47 drawing no. revisions by 415 REBAR IN CONC. FILLED CELL PER I" AIR SPACE 115 REBAR IN FILLED CELL PER FLOOR PLAN, W/ MIN. 25" OVERLAP, EXT. FINISH MAT. TIED TO CONT. ROD IN FOOTER - FLOOR PLAN, W/ MIN 25" OVERLA SEE EXT. ELEV. TIED TO CONT. ROE) IN AND BOND BEAM, ALT. BENDS _ ® AND BOND BEAM, ALT. BENDS R IN RE INF. BAR S G.M.U. EXT. WALL d FINISH WALL BEYOND ® IN REINF. BAR WALL TIES SPACED 24" SEE PLAN FOR PER PLAN ® MAX. VERT. � 3G MAX. �•' ��.`•: a C.M.U. P.T. FURRING, DRYWALL & WALL HOR.z. NOT To EXCEED P-T. FURRINCa 4 DRYWALL INSUL. W/ VAPOR BARRIER 45 LBS. PER TIE. 4" GONG. SLAB W/ `. BASE BOARD TOP OF SLAB 3/4" RECESS TYP. SLOPE: 1" IN 10' BASE BOA RD ',:-•�;. •.' , 0'-0" FIN. FLR. VAPOR BARRIER BRICK /STONE � TOP OF SLAB _ - - '.:. Q. '..'., DRIVEWAY SLAB 3 1/4" OR SEE FND. PLAN WEEP HOLES a 4a O.C. _ ' - . 0 -0 FIN. FLR. 1'.:._ FINISH COLD JOINT PEA R MFR - - - - •.. III -III -III I �_� FINISH GRADE - FINISH GRADE - - I I - - —I 4 CONC. SLAB W/ III I I III -III _ _ . "' • � � �� - - SOLID �� I -_- _ - VAPOR BARRIER -_ - - •.:. ,:: - - - L D BE R NG -III-1 I - 4 GONG. SLAB I III III I III -III NC. SLAB W/ -III- I III- - _ _ - �!-'° -'I -1 - - - VAPOR BA -I I II I II I - ° CLEAN, COMP., IE MITE I I , ;III -III- I I -III I III- R BARRIER -III- :�•: t .,' I I HEADER BLOCK _ • t .:.':: ;'. .: 11- TREATED FILL. I-#5 REBAR GONT. g CLEAN, COMP. FILL L 4 CONC- BLOCK III- , :, HEADER BLOCK =1 I i� lI - `: III i B - GLEAN, COMPACTED, 8"Xa" THICKENED TERMITE TREATED FILL. I�" 1-STORY EDGE W/1 #5 CONT. CLEAN, COMP., TERMIT fk _ TREATED FILL. } SOLID BEARING _ • ILI SOLID BEARING d� O 20" 2-STORY 0 >~ FOOTING NOTE: N FOOTING NOTE: LAY �- 20° I -STORY FOOTING NOTE: I(o" I -STORY - U ,- O 1-STORY 0"X16" GONG- n� I -STORY a°xl�° CONc. O u_ ,- O 1-STORY a"X20" CON(. FTC. W/2 #5 CONT. FTG. W/2 #5 CONT. `� 0 24" 2-STORY FTC. W/3 #5 CONT. O 20' 2-STOR 2-STORY Y 0 2 '� 2-5TORY 10"X20" CONC, 2-5TORY 10"X20" GONG. `1' U - R I "X 4" GONG. Q cp m FTC. W/3 #5 CONT. FTC. W/3 #5 CONT. 61 ct� m FTG. W/3 #5 CONT. CD 1 EXTERIOR WALL SCALE: 3/4" = V-0" 29 M GARAGE DOOR FOOTING SCALE: 3/4" = V-0" 32 M 8" THICKENED EDGE SCALE: 3/4" = 1'-0" 2 o EXTERIOR WALL WITH BRICK SCALE: 3 4" = V-0" #5 REBAR IN GONG. FILLED CELL PER I/2" > IA. X 10" ANCHOR FLOOR PLAN, W/ MIN- 25° OVERLAP, BOLTS OR 1/2" DIA. X a" EXT- FINISH MAT. �, c TIED TO CONT. ROD IN FOOTER WALL PER PLAN BOLTS OR O 5 X SEE EXT. ELEV. I-#5 x 24" REBAR OVER 2 X STUDWALL (BEARING) P B LT `. :. AND BOND BEAM, ALT. BENDS 21" O.C. W/ 2" DIA. X a"xa" CHASE STUDS IG " O.C. IN REfNF. BAR IN FOUNDATION ONLY -- 4" CON(. SLAB. 1/0" WASHERS all G.M.U. W/ VAPOR BARRIER .:•:•':a 2" X P TO E PLATE TOP OF SLAB (L T :: CD1- © #5 REB R CONT. W ------------------- - ,. :.': f' 0'-0" FIN. FLR. lU W SP1 OR SP4 � 32" O.C. FINISH GRADE 11.1=1 FINISH GRADE = �.'.= I ___ = I 1 -� <1 4 GONG. SLAB W/ } 4' CON(. SLAB I' := '" P.Y.C. CHASE 4" GONG. SLAB W/ } VAPOR BARRIER i:''::. I�j-rl 1-I - .- I I= AS REQ. VAPOR BARRIER 4 GONG. SLAB L — —Ell - — — — — — — — — - OU - G T SO - - R I - LD I - I — III 4 CO NC. C N . S 1-1 A W 11— I SLAB / III- - III I i —I _ II II - - - � _III -III- :� :.:�: I - - - - - I-� AROUND CHASE - - - - - - - - T • .• i I; III I -III 1 I VAPOR BARRIER o-I I - -III- � ;III=1 I ': III-1 I' , �.r�-- _ _ _ -="=1 � I I 1-1 I 1-1 I I -I � � I I I_I � -I 11,-,III, ; ,III-1 I I I I _ .•� _ I M� CLEAN, COMP., TERMIT -.CLEAN, COMP., TERMITE1 r i-r- I- CLEAN, COMP., TERMITE - — i—,, I I TREATED FILL. - GLEAN, COMP., TERMITE -III I - - TREATED FILL. ; `: TREATED FILL. a TREATED FILL. 4 ILI a"Xlro" GONG. SOLID BEARING `.• ` :.::.: .";. - SOLID BEARING FTC. W/2 #5 CONT. V 1�" I -STORY 16" I -STORY U lu FOOTING NOTE: [Y «) } � O Iu - FOOTING NOTE: N 0 20" 2-STORY 1-STORY a"XI&" GONG. Q 20" 2-STOR I -STORY a"X1(o" GONG. FTC. W/2 #5 CONT. `' U - FTG. W/2 #5 CONT. 2-STORY 10"X20" GONG. Q «, 2-STORY 10"X20" GONG. FTG. W/3 #5 CONT. FTG. W/3 #5 CONT. 3 M GARAGE CURB " _ � 34 J UTILITY CHASE - 30 <71 STEPSCALE: 3/4 1 -0 M SCALE: 3/4" - 1 -0" SLAB, NON —BEARING SCALE: 3/4" - 1 �-0" 31 MST E P IN SLAB, BEARING SCALE: 3/4" = V-0" M NOTE: coNNEcToRs- NOTED ON THESE DETAILS ARE SIMFSON STRONG -TIE UNLESS NOTED OTHERWISE DOUBLE 2" X TOP PLATE I EXT. FINISH MAT. P-T. POST SP2 'a 32" O-C. I PER EXT. ELEV.— PER PLAN I POST ANCHOR GROUT TOP TO 2"X STUDS a I&" O.C- - F.T. POST I SEE FND. PLAN — SHED WATER #2 5PF OR #3 5YP PER PLAN PER MFR. 1/2" DIA. X 10" ANCHOR 3/4" REC. SPECS. BOLTS OR 1/2" DIA. X all EXT. FINISH MAT. SLIDING - EXPANSION BOLTS PER EXT. ELEV. GLASS DR. 2 1 " O.C. W/ 2" DIA. X I : 1/a" WASHERS S0E FND PLAN I I/2"� •.I.•..:,'_ _ _ _ --WALL PER PLAN I _ _ I 4" GONG. SLAB III —III —III —III — 4" GONG. SLAB W/ 4° CON(. SLAB W/ I W/ VAPOR -III=III-III= [DOOR PER PLAN VAPOR BARRIER SPI OR SP4 32" O.G. YAPOR BARRIER `� �' ' BARTER I -� =111=111111= 1 � I, ;, I � I=, �• I = I_ a" C.M.U. WALL 2" X P.T. 50 -{_�• ;- .�' _ ;_;_T ._'. T^ �. ,: _ _ ,. •' :: `. •< - III II LE PLATE - BEYOND '- - _ _ -III-I 111 T - -- -- _ _ _ 1 � rr-l-rrr---mrrt-rrr�fi - -11 I-1 I 1-I 11- � :� ��� �• t - - - - _ METAL THRESHOLD LEAN, COMP. - TERMITE TED FILL 4.. I-- - 1 ;111-JIIIII- -- I 1 I I i OPTIONAL SILL_SLIDN CLASS D R. FORMED ON SITE � I I III_ .111-111=111-III 111-I :.�..— 0 1 2" I&" I -STORY I SEAL SLOPE I" IN 10' - - _ _ THIS STRUCTURE HAS BEEN DESfGN TO MEET THE WIND `' 20" 2-STORY 3" MIN. COVER i 3" MIN. COVER MARC05 FIGUEROA P.E. LOAD REQUIRMENTS OF SECTION 160E OF THE FLORIDA - III=III-III= 3'X3'X12` DEEP GONG. I 3'X3'X12" [DEEP CONC. FL. LTC. No. 317ro-i BUILDING CODE 2001 EDITION. I—III=1(1=1 11= I I 1=1 1=1 I I=I SLAB FTC. W/3 #5 REBAR E.W. I FED ISTAL FTG. W/3 #5 REBAR E.W. FOOTING NOTE: I. BASK WIND SPEED - 120 MPH.(0 3 SEC. GUST.) 4" GONG. 5LDATE AB 1-STORY a"X1�" CON(. �� 2,WIND IMPORTANT FACTOR - 1.0 VAPOR BARRIER - 2 3 R004 FTC. W/2 #5 CONT. 3.WIND EXPOSURE - CATEGORY B EXPANSION JOINT 2-STORY 12"X20" GONG. SIGNATURE 4.INTERNAL PRESSURE COEFFICIENT ±O.Ia FTC. W/3 #5 CONT. 5.COMPONENT/ CLADDING DESfGN WIND PRESSURE AS PER PLAN. (INTERNAL PRESSURE COEFFICIENT �' ±O.Ia INCLUDED) 7 M EXTERIOR DOOR SILL SCALE: 3/4" = 13-0 8 = INTERIOR BEARING SCALE: 3/4" = 1'-0" „ m » M / 56 M POST/FOOTING CONNECTION SCALE. 3/4 - 1 0 07 LANTANA B LOT 73 V.B. drawn by mu checked by SC date 06.2 1 .04 scale AS NOTED job no. 04-5347 revisions by 51MP5ON SP2 ROOF FRAMING DOUBLE TOP PLATE CON'T. BOND BEAM W/1 #5 REBAR CONT_-,+�-•- z U� Q > LH POURED CELL W/1 #5 BAR , W CONT. FROM BEAM TO ;�E FTC. W/10" HOOK MIN. 2�� q <( CS _ w � CV 10 8.. (FI z U ll 0 4ILI 0 Q 2° TO 1/2' X HI EM SEE LAYOUT---� #2 5PF OR #3 SYP 14 2.5 � EACH STUD GARAGE DOOR=4 w W/ HARDWARET 2 "X PER PLAN X6" P.T. 2"Xro" P.T. --� 1 �� 1(2) 2"X12" HEADER -�'' HUGHES HCDPL-R (2 HUGHES RT10 OR 5MIP5CN H2.5 C.M.U. WALL FILLED CELL OR SIMP50N LSTA21 EACH TRUSS 12" STRAP TO LLED CELL) AT END OF HEADER EACH STUD TO JACK STUDS FLAN VIEW CRIPPLE STUDS NO 2-12a1. NAILS MIN.-- CONNECTOR REO'D. TOP CHORD OF TRUSS HEADER STUDS BLOCKING X(o" P.T. ATTACHED -- C.M.U. WALL W/4 (2) FULL - DIA. X 8" ANCHOR LENGTH WALL OLTS OR 1/2" DIA. X 0" STUDS FOR NO CONNECTOR REO'D. LTI REDHEAD W/ 4" OPENINGS BEDMENT GREATER THAN 4a" 51MPSON SPl RUCHES HCLH/RN C SIMPSON SP4--- OR SIMPSON H3 OR HUGHES T1 4` ELEVATION VIEW 41 M STEP DOWN TIE BEAM SCALE: 3/43' _ �'-o°� 44 M GARAGE DOOR BUCK SCALE: ,���� _ -0�� 45 ?BEARING OPENING WOOD FRAME SCALE: N.T.S. 49 ?CRIPPLE WALL ON TRUSS SCALE: 3 4" = 1'-0" M M / HURRICANE CLIPS OR TRUSS ANCHORS - SEE ROOF TRUSS - MINIMUM WALL AND HEADER STUD REQUIREMENTS � DOUBLE 2'X TOP PLATE EX LAYOUT FOR SPECIFICATIONS EXTERIOR I INTERIOR q STRAP TOP PLATE HEADER TOGETHER W/2 RTIa MIN. U.N.O. I F 2x12 #2 5YP W/l/2" PLYWD ALL LAPS MIN. 25" I OR 7/16" O.S.B. FLITCH � DOWEL LAPPED WITH r WALL REINF. 10" NOOK MIN. �I :I f;' . 2x CRIPPLES UNDER HEADER #5 REBAR VERT. �- L:=; — _ — — — AT END OF HEADER CORNER FROM FOUNDATION TO #5 CORNER BAR BOND BEAM Maximum Header Span (ft.) 3' 6' 9' 12' 15' 18' Number of Header Studs Supporting End of Header 14, 1 2 F 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 1 3 } _t lU 2 "X STUDS �) 10" O.G. i1i 11 i - H 2.5 TOP $ BOTTOM EA STUD X - OPTIONAL CONECTION AT L ` BOTTOM OF STUD, HETA 16 OR 5PH4 AT EACH STUD. 0- 1H 2 "X P.T. SOLE PLATE 1/2" DIA. X a" ANCHOR BOLTS OR 1/2" DIA. X EXPANSION BOLTS a) 32" O.G. W/ 2" DIA. X DELL POURED 50LIp 1/a WASHERS * The header stud shall not be required if the header is supported by a suitable framing anchor. FLAN YI�� SIMPSON HETA16 '@ EACH STUD MAY BE USED INSTEAD OF THE ANCHOR BOLT AND H2.5 'a BOTTOM. 42 "CONER—VERTICAL WALL REINF. SCALE: 3/431 _ ,-0�� 46 M HEADER DETAIL SCALE: N.T.S. 50 a K NEE WALL TO MASONRY -It SCALE: 3 4" = 1'-0" 0 NOTE. CONNECTORS NOTE[) ON THESE [DETAILS ARE SIMPSON STFRONC:4-TIE UNLESS NOTED OTHEFWISE I BEAM R - FRAMING LAYOUT PRECAST LINTEL 2"X P.T. a" G.M.U. WALL I-� �- ❑ INSTALL WINDOW PER ( _/ -1 Q WINDOW MFR. SPECS. i:. a' C.M.U. WALL (FILLED CELL) N —2 X P.T. SEE FLOOR PLAN 8 LOCAL WIND CODE. ua FOR WINDOW SIZE WINDOW SILL FLAN VIEW #5 BAR CONT. I MT512 (SEE (k CON(. SILL 1"X4" P.T. WOOD BUCK W/ W/ MIN. 24" LAP. I FRAMING LAYOUT) } — 2 "X4" P.T. ATTACHED -.— 3/Iro"X2 3/4" TAPCONS AT CON(. COL. �- P.T. POST TO C.M.U. WALL W/ EXT. FINISH MATERIAL ro" FROM CORNERS AND PER PLAN I PER PLAN 1/2" DIA. X a" ANCHOR SEE EXT. ELEV. 5OL75 OR I/2" DIA. X /o° a C.M.U. WALL, SEE OFFSET PATTERN EXT. FINISH MAT. I-- EXT. FINISH MAT. -1 NILTI REDHEAD W/ 4 EMBEDMENT 24" O.G. MAX. FLOOR PLAN P.T. FURRING DRYWALL PER EXT. ELEV. I PER EXT. ELEV. SEAL THI5 STRUCTURE HAS BEEN DESIGN TO MEET THE WIND - CON(. FILLED i CELL MARCOS FIC3UEROA P.E. LOAD REQUIRMENTS OF SECTION I(oO�o OF THE FLORIDA FL. L IC. NO. 31101 BUILDING CODE 2001 EDITION. CONCRETE SEAM I WOOED BE -AM 1. BA51C WIND SPEED - 120 MPH.(o 3 SEC. GUST.) DA)btl 2.3 2004 ;?,WIND IMPORTANT FACTOR - 1.0 3.WIND EXPOSURE - CATEGORY B SIGNATURE /(-.INTERNAL PRESSURE COEFFICIENT ±0.10 .COMPONENT/ CLADDING DESIGN WIND PRESSURE AS PER PLAN. (INTERNAL PRESSURE COEFFICIENT ±O_la INCLUDED) 43 o o MASONRY/FRAME ATTACHMENT SCALE: 1/2" = V-0)) 17 M WINDOW SILL AT BLOCK SCALE: 3/4" = 1'-0)) 55 POST BEAM / CONNECTION SCALE: 3 4" 1'-0" M = / • M �I LL Ln V) aA u un � C 4-J >C CO Q. • Ln ck�0 o LU s 0 4-; c x ^ 1+-- rd °Z' c � � V) V 7 Qi cV C 0 LU 0 v) J 4-1 > U U 00 drawn by m V checked by SC date 06.2 1 .04 scale AS NOTED job no. 04-5347 PRECAST ABOVE NOTE: -MIN, 1/16' STRUCTURAL SHEATHING REQ,D ON BOTH SIDES OF ARCH W/ " 2 P.T.2x4 MIN. 6dNAIL5 9 6' O.C. TO SIDE 4 TOPNAILER. (TYPICAL) •2XV5 OR 2X6'5 MAY BE USED. 2X4'5 EVENLY 5PACED(TYPICAL) W/(2) 8 d'e / FASTENERS ON BOTH ENpS Q12' O.G. MAX. _ (TYPICAL) TRANSITIONN FROM IX TO 2X BUCK 2 X P.T. SHOT TO C.M.U. WITH EITHER (2) 0.145 DIAM. HILTY/RAMSET CM.U.J CM.UPIN5 STAGGERED WITH 1-3/41MIN. 912' O.CMAX _J_ OR (IT1/16' TAPCON W/1-3/4'MIN-EMBEDMENT tD12'0.C, MAX. NOTE: MINOR CHANGES MAY TYP. ARCH OPENING CMU OCCUR AS PER INDIVIDUAL OPENING. SCALE: NTS. T1;;;�USS NOTE: BOTTOM CHORD MAY BE SLOPED -SEE FLR. PLAN /TRUSS LAYOUT FOR CEILING CONDITIONS-TYP, EXT. FINISH ROOF MATERIAL SEE SEE EXT. ELEV. _ ELEV. 15# FELT PAPER OVER EXT. GRADE ROOF SHEATHING W/ N CLIPS INSULATION BAFFLE, PRE-ENG. ROOF TRUSSES �i) 24" 2" MIN. CLEARANCE O.C. MAX., PER TRUSS MFR. INSULATION AS REQUIRED METAL DRIP EDGE == 2X NAILER WOOD FASCIA, SEE ELEV. FOR STYLE_ BOND BEAM FULLY GROUTED W/1 #5 CONT. W/ UPLIFT STRAP ` PER FRAMING LAYOUT VENTED SOFFIT-------'P.T. FURRING d DRYWALL OVER VAPOR BARRIER 4 INSUL. EXT. FINISH MATERIAL SEE EXT. ELEV. TIED TO CONT, ROD IN FOOTER SEE ELEV. AND BOND BEAM, ALT. BENDS - IN REINF. BAR FOR O.N. 8" C.M.U. WALL, SEE FLOOR PLAN EXT. FIN15H MATERIAL P.T. FURRING 4 DRYWALL SEE EXT. ELEY. LINTEL F I"X4" P.T. WOOD BUCK W/ 3/I(o"X2 3/4" TAPCONS AT - SEE FLOOR PLAN (c" FROM CORNERS AND FOR WINDOW SIZE - Iro" MAX. O.G. IN AN OFFSET PATTERN —INSTALL WINDOW PER WINDOW MFR. SPECS. 4 INSTALATION INST. �--- INSTALL WINDOW PER WINDOW MFR. SPECS. SEE FLOOR PLAN $ INSTALATION INST. FOR WINDOW SIZE WINDOW SILL CONC. SILL I"X4" P.T. WOOD BUCK W/ 3/1 ro "X2 3/4" TAPCON5 AT EXT. FIN15H MATERIAL ro" FROM CORNERS AND SEE EXT. ELEV. lro" MAX. O.C. IN AN OFFSET PATTERN 8" G.M.U. WALL, SEE FLOOR PLAN P.T. FURRING DRYWALL #5 REBAR IN GONG. 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 •l• P.T. FURRING, DRYWALL & INSUL. W/ VAPOR BARRIER BASE BOARD TOP OF SLAB - 1.:. -_ - - — 0'-0" FIN. FLR, FINISH GRADE I I F=I ( i; 4" CONC. SLAB W/ - III -III- • ' III I I1= VAPOR BARRIER -I i t-I I �• • I -I �- —III °• :': III— I HEADER BLOCK CLEAN, COMPACTED, TERMITE TREATED FILL - SOLID BEARING - •��° a"Xlro° CONC. FTC. W/2 #5 CONT. } ' U m 21 M BLOCK WALL SECTION SCALE: 3/4" = 1'--0" HEADER/CONVENTIONAL FRAMING PER LOCATION 'S EVENLY %CED(TIPICAL) U 8 d'e BOTH ENDS NOTE: .MIN. 1/16' STRUCTURAL SHEATHING REQ,D ON BOTH SIDES OF ARCH W/ 6dNAIL5 e 6' O.0 TO SIDE 4 TOPNAILER. .2X8'S OR 2X6'S MAY BE USED. CONVENTIONAL FRAMING AS PER PLAN c..ri.u. CMU. 2 X P.T. SHOT TO C.H.U. WITH EITHER (2) 0.145 [)]AM. HILTY/RAM5ET TRANSITION PINS STAGGERED WITH 1-3/4'MIN, Q12' O.CMAX FROM OR (1)1/16' TAPCON W/1-3/4'MIN.EMBEDMENT 912'0.C. MAX. IX TO 2X BUCK NOTE: MINOR CHANGES MAY OCCUR AS PER TYP. ARCH OPENING FRAME OVER CMU INDIVIDUAL OPENING. SCALE: NTS. TRUSS NOTE: BOTTOM CHORD MAY BE SLOPED-5EE 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. ELEY. - EXT. GRADE SHEATHING PER. SPECS. FOR O.H. BATT INSUL. AS REQ. --- 2"X STUDS 1D Iro" O.G. EXT. GRADE SHEATHING PER SPECS. EXT. FINISH MATERIAL SEE EXT. ELEV. 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, 4 INSTALATION INST. INSTALL WINDOW PER WINDOW MFR. SPECS. 4 INSTALATION INST. SEE FLOOR PLAN FOR WINDOW SIZE P.T. WINDOW SILL WINDOW SILL EXT. FINISH MATERIAL SEE EXT. ELEY, EXT. GRADE SHEATHING PER &PEGS. 2 "X STUDS '@ 1 ro " O.C. DRYWALL BATT INSUL. AS REQ. EXT. FINISH MAT, 2X STUD& 'a Iro" O.C. SEE EXT. ELEY. --��� SEE FLOOR PLAN EXT. GRADE SHEATHING BAIT INSULATION AS REQ'D. PER SPECS. 1/2" DIA, X 10" ANCHOR f DRYWALL BOLTS OR 1/2" DIA. X ro" 2X P.T. SOLE PLATE EXPANSION BOLT& 2 1 " O.C. W/ 2" pIA. X BASE BOARD TB 1/a" WASHERS OP OF &LA - - - - -� 0'-0" FIN, FLR, FIN15H GRADE i I -III -III I 1I- - ICI=I I I i II I 111I I 4" CONC. &LAB W/ #S REBAR IN CONC. -I I �I I ICI I II II I Ii VAPOR BARRIER FILLED CELL PER L -III III=11 FLOOR FOUND. PLAN, T j HEADER BLOCK ALT. BENDS IN REINF. BAR. CLEAN, COMPACTED, TERMITE TREATED FILL. SOLID BEARING FTG. W/2 #5 CONT. } 0 22 M FRAME WALL SECTION SCALE: 3/4" = 13--0" FLASHING AS REQ. SEE FLOOR PLAN FOR WINDOW SIZE EXT. FINISH ROOF MATERIAL SEE EXT. ELEV. METAL DRIP EDGE ------.1= WOOF-) FASCIA, SEE ELEV. FOR STYLE VENTED SOFFIT _ 2" 7YP. EXT. FINISH MATERIAL SEE EXT. ELEV. PRE-ENG. ROOF TRUSSES @ 24" O.C. MAX., PER TRUSS MFR!� EXT. GRADE SHEATHING PER. SPECS. META 1(o @ 24" O/C BOND BEAM FULLY GROUTED W/1 #5 CONT. W/ UPLIFT STRAP PER FRAMING LAYOUT 115 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 4 T 4a° C. •�': DRYWALL INSULATION 2X P.T. W/ 1/2 DIA. ANCHOR BOLTS,@ 32" O.C. P.T. FURRING 4 DRYWALL W/ INSUL. Y.B. DOUBLE 2x TOP PLATE DOUBLE 2x STUD @ EA. END OF SHEARWALL PANEL- 2x WED. STUDS �@ 10" O.C. W/ 2x BLOCKING 1/2" STRUCTURAL SHEATHING CRATED) W/ ad. NAILS 'a) 4" O.G. AROUND ALL EDGES OF THE SHEATHING AND 12" O.C. AT INTERMEDIATES. HTT22 a EA. END OF SHEARWALL PANEL — 16=GABLE AT BLOCK SCALE:_V-059 SHEARWALL PANEL SCALE: N�rS EXT. FINISH ROOF MATERIAL SEE EXT. ELEV. METAL DRIP EDT12" WOOD FASCIA, S ELEV. FOR STYL VENTED SOFFIT EXT. FINISH MATERIAL SEE EXT. ELEV. PRE-ENG. ROOF TRUSSES 'a) 24" O.C. MAX., PER TRUSS MFR. EXT. GRADE SHEATHING PER. SPECS. META I ro 'a 24" O/C BOND BEAM FULLY GROUTED W/1 #5 CONT. W/ UPLIFT STRAP PER FRAMING LAYOUT 1*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 BLOCKING 3 BAYS DEEP & 48" O.G. FROM RIDGE, TOP d BOTTOM OF TRUSSES -� DRYWALL INSULATION AS REQUIRED- 2X P.T. W/ 1/2 DIA, ANCHOR BOLTSO 32" O.G. P.T. FURRING 4 DRYWALL W/ INSUL. 4 Y.B. 15'GABLE END BLOCKING EXT. FINISH ROOF MATERIAL SEE EXT. ELEV. — 15# FELT PAPER OVER EXT. GRADE ROOF SHEATHING W/ "H" CLIPS -- PRE-ENG. ROOF TRUSSES a 24" O.G. MAX., PER TRUSS MFR. METAL .DRIP EDGE WOOD FASCIA, SEE ELEV. FOR STYLES-_ VENTED SOFFIT EXT. FINISH MATERIAL SEE EXT. ELEV. SEE ELF% FOR O.H. TRUSS NOTE. SEE _ E. BOTTOM CHORD MAY BE SLOPED-5EE FLR. PLAN /TRUSS LAYOUT FOR CEILING CONDITIONS-TYP. 131`,`TRUSS AT BLOCK SCALE: 3/4" = V-0" INSULATION BAFFLE, 2" MIN. CLEARANCE -INSULATION AS REQUIRED 2X NAILER BOND BEAM FULLY GROUTED CONT. W/ UPLIFT STRAP PER FRAMING LAYOUT P.T. FURRING 4 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 SCALE: 3/4" 7 1 ' - 0" TRU55a HEADER CONNECTION W/(U MT5I2.(TIPICAL) -DOUBLE 2X4 TOP PLATE ABOVE HEADER FRONT ENTRY DETAIL 1\ % SCALE: N.T.S. GEI EFE A I o rES" INTERIOR BEARING WALL BOTTOM F.T. PLATE MAY BE SHOT W/ 2-1/0" MIN..145 DIA. HILTE / RAMSET PINS ,�o 15" O.C. MAX. IN LIEU OF 1/2" ANCHOR BOLTS, ONLY NON UPLIFT PARTITIONS REBARS MAY BE DRILLED AND EPDXIED INTO CONC. BLAB ro" MIN. EMBEDMENT WHERE TRUSS STRAPS ARE NOT IN PROPER PLACEMENT PROVIDE MT61G (SIMP&ON) WITH 3-3/16"x2 1/4" TAPCONS MAY BE USED TO INSTALL TRUSS STRAP TO REINFORCED WALL ALL SINGLE STORY INTERIOR BEARING WALLS TO BE #3 KD5YP OR #2 5FF U.N.O. NOTE: CONNECTORS NOTED ON TkIF-SFz DETAILS ARE SIl" FSON STRONG; -TIE UNLESS NOTED OTHERWISE 01- SEAL THIS STRUCTURE HAS BEEN DESIGN TO MEET THE WIND~ IARCOS FIGUEROA P.E. LOAD REQUIRMENTS OF SECTION 100ro OF THE FLORIDA FL. LIC. NO. 31101 BUILDING CODE 2001 EDITION. DATE 1• BASIC WIND SPEED - 120 MPH.(,0 3 SEC. GUST.) �a 2,WIND IMPORTANT FACTOR - 1.0 3.WIND EXPOSURE - CATEGORY B SIGNATURE 4,INTERNAL PRESSURE COEFFICIENT ±0.18 5,COMPONENT/ CLADDING DESIGN WIND PRESSURE AS PER PLAN. (INTERNAL PRESSURE COEFFICIENT ±0J,5 INCLUDED) 0 LANTANA I LOT 73 V.B. drawn by my checked by sc date 06.2 1 .04 scale AS NOTED job no. 04-5347 - --- - -- - revisions by OPT.--------"� OPT. PT. NOTE: ALL SMOKE DETECTOF�S AFZE TO E3E HARD WIRED AND INTERCONNECTED ELECTRICAL LEGEND Ceiling Mounted Light PC Pull Chain Light r] Recessed Light l_-0 Wall Mounted Light Wall Wash Recessed =8 Duplex Receptacle 220 V Receptacle =8 1/2 hot, 1/2 switched �I%F Water Proof Receptacle Floor Receptacle _ Pre -Wire for Clg. Fan =' GiFl Ground Fault Interrupt Wall Switch �3 3-Way Switch �o Dimmer Switch 1A Telephone Jack H Cable Jack 0 Pre -Wire Garage Door Opener Fluorescent Light Electrical Panel OO Chime 1-0. Door Bell/Garage Door Switch L= Disconnect Switch RElectrical Meter 0 S.D. Smoke Detector Ceiling Fan Wall Sconce 10 Chandelier K1IC Intercom Spot Light Flush Mount Fluorescent Light Fan/Light Combination Garbage Disposal Motor s0 Speaker 0 Junction Box Track Lighting -O 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 rnost 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 Scala: 1/8 -1' -0" 011 SEAL THIS STRUCTURE HAS BEEN DESIGN TO MEET THE WIND -iARCOS plGuEROA P.E. LOAD REOUIRMENTS OF SECTION 1006 OF THE FLORIDA FL. LIC. NO, 31-101 E3UILDING CODE 2001 EDITION. I. E3A51C WIND SPEED - 120 MPH.(,a 3 SEC. GUST.) DATE 2,WIND IMPORTANT FACTOR - 1.0 3.WIND EXPOSURE - CATEGORY 5 SIGNATURE 4.INTERNAL PRESSURE COEFFICIENT ±0.18 .COMPONENT/ CLADDING DESIGN WIND PRESSURE AS PER PLAN. (INTERNAL PRESSURE COEFFICIENT +0.18 INCLUDED) M LL L V) �Nnn It d' O V) O vi rrrrrrs 110 C: coQ. • Ln OCie LU C X Q- Z a Q1 (1) z N d' v) V 1 c LLJ cC1 j Q v) J O v O U v 0 c� U o 00 E SE11 drawn by My checked by SC date 06.21 .O4 scale AS NOTED job no. k%,�O4—�3�V-7 drawing no. El