HomeMy WebLinkAbout6423 Silver Oaks Dr (2)ENGINEER'S NFITES
1,
WIND DESIGN SPEED = 120 MPH (3 sec gust)
2,
WIND IMPORTANCE FACTOR = L0
3.
WIND EXPOSURE CATEGORY= "B"
4,
INTERNAL PRESSURE C❑EFFICIENT = +/-0,18 (ENCLOSED
BLDG)
5,
DESIGN WIND PRESSURE FOR COMPONENTS AND CLADDING
INCLUDING
AND DOORS FOR PRESSURE OR SUCTION AS PER SECTION
1609 FBC04
(RESIDENTIAL FBC04 R301)
6,
LIVE LOAD PER TABLE R301,5 (FBC R301,5)
DEAD LADS: ROOF (SHINGLE) 17 PSF (7PSF T/C & 10 PSF B/C)
(FBC R301,4)
FLOOR 15 PSF
WINDOWS
CODES:
FLORIDA RESIDENTIAL CODE, FLORIDA BUILDING CODE, 2004 EDITION (INCLUDING 2006 SUPPLEMENT)
BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (ACI 318-02)
SPECIFICATIONS FOR STRUCTURAL CONCRETE BUILDINGS (ACI 301)
BUILDING CODE REQUIREMENTS FOR MASONRY STURCTURES (ACI 530-02)
NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION, 2001 EDITION
APA PLYWOOD DESIGN SPECIFICATION
BUILDING CATEGORY: II
CONSTRUCTION TYPE: 5-B
GENERAL CONTRACTOR AND SUBCONTRACTORS SHALL PERFORM THEIR WORK IN
ACCORDANCE WITH ALL APPLICABLE CODES GOVERNING EACH TRADE.
TECHINCAL CODES SHALL APPLY:
FLORIDA RESIDENTIAL CODE, FLORIDA BUILDING CODE, 2004 EDITION (INCLUDING 2006 SUPPLEMENT)
PLUMBING, MECHANICAL, FUEL GAS, ENERGY EFFICIENCY, ACCESSIBILITY, AND
2005 NATIONAL ELECTRICAL CODES (NFPA 70).
ORDINACE 92-19 - APPENDIX 'J' TO FBC PLUMBING 2004 CODE.
1, TANK TYPE WATER CLOSET VOLUME - 1.6 GALLONS
2, WALL MOUNT WATER CLOSET VOLUME - 3.5 GALLONS,
3. WATER - FLOW RATE
PUBLIC FACILITIES 0.5 G.P.M.
PRIVATE FACILITIES 2.2 G.P.M.
SHOWER HEADS 2.5 G.P.M.
4, ALL PLUMBING WATER LINES TO BE PVPC,
VTR
LOCATI
ONS
S ARE APPROXIMATE AND MAY CHANGE DUE TO J❑BSITE CONDITIONS,
THE FOLLOWING SHALL COMPLY WITH THE 2004 FBC:
I. PORCHES AND BALCONIES - SECTION 1406.3 & 1012.4
2, HANDRAILS - SECTION R311.5,6
3, GUARDRAILS SECTION R312
4. STAIRS - SECTION R311.5
5, CHIMNEY & FIREPLACE - SECTION R1002 & R1004 (MFGR)
SECTION R1001 & R1003 (MAS)
6. EGRESS WIND❑WS - SECTION R310,1
GENERAL NOTES:
WINDO
W AND DOOR MANUFACTURERS TO PR❑VIDE CERTIFICATION/RATING THAT THEIR WINDOWS AND DOORS
WILL WITHSTAND THE PRESSURE RESULTING FROM THE SPECIFIED DESIGN COMPONENTS AND CLADDING WIND
PRESSURE AND PROVIDE INSTALLATION INF❑RMATI❑N WITH THEIR PRODUCTS.
CONTRACTOR TO INSTALL WINDOWS AND DOORS ACC❑RDING TO INSTRUCTIONS SUPPLIED BY MFGR AND HAVE
MAUFACTURERS SPECIFICATIONS (CUT SHEETS) ON SITE AT THE TIME OF INSPECTION FOR REVIEW BY THE
BUILDING INSPECTOR.
ALL HURRICANE CLIPS, STRAPS AND FASTENERS ARE TO BE APPLIED ACC❑RDING TO THE FASTENERS
SCHEDULE AND MANUFACTURERS SPECIFICATIONS. IF DESIRED, EQUAL VENT CONNECTORS MADE BY ANOTHER
SUPPLIER MAY BE USED IN PLACE OF THE CONNECTORS SHOWN,
THE STRUCTURAL INTEGRITY OF THE COMPLETED STRUCTURE DEPENDS UPON THE INTERACTION OF VARIOUS
CONNECTED COMPONENTS. PROVIDE ADEQUATE BRACING, SH❑RING AND ANY OTHER TEMPORARY SUPPORTS
AS REQUIRED TO SAFELY COMPLETE THE WORK.
ALL DOORS INTERIOR & EXTERIOR ARE 6'-8' UNLESS OTHERWISE NOTED
ALL SHOWER ENCLOSURES TO BE TEMPERED GLASS
ALL WINDOWS WITHIN 24" OF DOORS (INTERIOR & EXTERIOR) AND WITHIN 18' OF FLR TO BE TEMPERED GLASS. (FBC, R308.4)
SITE WORK:
FOUNDATION DESIGN IS BASED ON ALL ALLOWABLE S❑IL PRESSURE OF 2000 PSF. SHOULD FIELD CONDITIONS
INDICATE THIS MINIMUM CONDITION DOES NOT EXIST, THE SUBCONTRACTOR SHALL IMMEDIATELY NOTIFY CONTRACTOR,
THE SUBGRADE UNDER THE NEW CONCRETE F❑UNDATI❑NS SHALL BE COMPACTED TO 95% OPTIMUM DENSITY.
AS DETERMINED BY ASTM -1557 (M❑DIFIED PROCTOR)
SOIL COMPACTION TESTS TO BE TAKEN BY A QUALIFIED SOILS LAB PRIOR TO POURING CONCRETE,
FOOTINGS SHALL BE NEAT EXCAVATED WHERE POSSIBLE WITH SIDES AND TOP EDGES FREE OF LOOSE OR WET MATERIALS.
WHERE NEAT EXCAVATION IS NOT POSSIBLE, FOOTINGS EXCAVATED SHALL BE OPEN CUT WITH EDGES FORMED AND BRACED.
ALL F❑❑TINGS WITH FORMED EDGES SHALL BE BACKFILLED FROM BOTTOM TO TOP OF FOOTING WITH SELECT FILL.
THE BOTTOM EXCAVATION SHALL BE CLEAN AND DRY WITH ALL LOOSE MATERIAL REMOVED FOR AN ESSENTIALLY FLAT BEARING SURFACE,
PR❑VIDE SOIL TREATMENT FOR TERMITES.
SET BACKS PER 106.3.1
FOUNDATION INSPECTIONS
A FOUNDATION SURVEY SHALL BE PERFORMED AND A COPY OF THE SURVEY SHALL BE ON SITE FOR THE BUILDING INSPECTORS USE,
OR ALL PROPERTY MARKERS SHALL BE EXPOSED AND A STRING STRECHED FROM MARKER TO MARKER TO VERIFY REQUIRED SETBACKS,
CAST IN PLACE CONCRETE
L CONCRETE TO BE NORMAL WEIGHT WITH THE FOLLOWING MINIMUM C❑MPRESSIVE STRENGTHS AT 28 DAYS:
FOOTINGS SLAB ON GRADE, SLAB FILL ..... 3000 PSI
MAS❑NARY WALL TIE BEAMS, TIE COLUMNS,,..,3000 PSI
2, CONCRETE SHALL BE READYMIX PER ASTM C94;
P❑RTLAND CEMENT - ASTM C150
AGGREGATES - ASTM C33 (3/4' MAX)
NO CALCIUM CHLORIDE
AIR ENTRAINING - ASTM C260
WATER REDUCING - ASTM C494
FLYASH - ASTM C618-78 CLASS F (20% MAX)
WATER - CLEAN AND POTABLE
3. REINF❑RCING STEEL: ASTM A615 GRADE 60, DEFORMED BARS
4, REQUIRED SLUMP RANGE - 3" - 5'
5, WELDED WIRE FABRIC - ASTM A185
FIBERMESH MAY BE SUBSTITUTED FOR W WF WHERE SPECIFICALLY STATED ON PLANS
6, M❑ISTURE BARRIER: 6 MIL POLYETHYLENE
7. CODES AND STANDARDS;
ACI 301 'SPEC FOR STRUCTURAL CONCRETE FOR BUILDINGS,'
ACI 305 "RECOMMENDED PRACTICE FOR HOT WEATHER CONCRETING."
ACI 318 'BLDG CODE REQUIREMENTS FOR REINF. CONCRETE.'
ACI 315 'DETAILS AND DETAILING OF CONCRETE REINFORCEMENT,"
8, REF❑RCING BAR COVER:
FOOTINGS 3"
COLUMNS 1 1/2'
BEAMS AND WALLS 1 1/2'
SLABS 3/4' (INTERIOR) 1 1/2' (EXTERIOR)
9, PR❑VIDE CORNER BARS AT ALL WALL F❑❑TING CORNERS TO MATCH HORIZONTAL BARS.
(25' MINIMUM LAP)
10, ALL BUILDING SLAB ON GRADE SHALL BE NOMINAL 4" THICK, FIBER -MESH C❑NC OR REINFORCED
WITH 6X6-W1,4 W,W,F, AS SPECIFIED PER PLAN ON 6 MIL VAPOR BARRIER,
11. ANCHOR BOLTS FOR WOOD PLATED TO CONCRETE OR MASONRY:
'J' BOLTS -USE 5/8'X8' 'J' BOLT WITH 6' ENBEDMENT AND 2' PROJECTION WHEN INSTALLED
PRIOR TO PLACING CONCRETE.
EXPANSION ANCHORS -USE 5/8'X3 1/2' IMBED AT LOCATIONS IN LIEU OF 5/8'X8" "J' BOLTS
EPDXY ANCHORS IN CONCRETE -USE 5/8'X4 1/4' IMBED WITH 2" MIN EDGE DISTANCE
EPDXY ANCHORS IN TOP OF BLOCK WALLS -USE THREADED ROD (3/4'X7' INBED)
ON TOP OF 8" MASONRY WALLS WITH ADHESIVE OR ANCHOR BOND, WHEN
USED IN LIEU OF 5/8'X8' 'J' BOLTS
12,F❑❑TING SIZES SHOWN ARE TYPICAL ONLY FOR STATED S❑IL BEARING PRESSURE AND CONSISTED COMPACTION,
CONTRACTOR SHALL BE RESPONSIBLE FOR FOOTINGS COMPLYING WITH THE DESIGN REQUIREMENTS
OF SPECIFIC S❑IL CONDITIONS.
13,PROVIDE 1/2' EXPANSION JOINT MATERIAL BETWEEN ALL CONCRETE SLABS AND ABUTTING
CONCRETE OR MASONRY WALLS OCCURRING IN EXTERIOR OR UNHEATED AREA'S.
MASONRY WALLS:
1, HOLLOW LOAD BEARING UNITS (CMU) SHALL CONFORM TO ASTM C90, NORMAL WEIGHT, TYPE I, GRADE N.
MINIMUM NET C❑MPRESSIVE STRENGTH = 1900 PSI
2. MORTAR SHALL BE TYPE M OR S AND CONFORM TO ASTM C270,
3. CONCRETE GROUT SHALL CONFORM TO ASTM C476:
3000 PSI AT 28 DAYS
3/8' MAXIMUM AGGREGATE
8SSHALL HAVE e 4.BARMINIMUM CLEARANCE OF 1/2' FROM MASONRY, THE CLEAR DISTANCE BETWEEN BARS SHALL
NOT BE LESS THAN ONE BAR DIAMETER, NOR LESS THAN 1'.
5, VERTICAL REINF❑RCING SHALL BE AT ALL CORNERS, EACH JAMB OPENINGS OVER 4 FT. WIDE, UNDER ALL
CRIDER LOADS, AND NOT TO EXCEED 8'-0- O/C FOR STRAIGHT WALLS, OR AS SHOWN ON THE DRAWINGS.
6, FILL CELLS WITH CONCRETE GROUT AS SPECIFIED. PROVIDE ACI 90 DEGREE STANDARD HOOKS
INTO F❑❑TING, AND TIE BEAMS.
7.REINFORCING BARS SHALL BE STRAIGHT FOR BENDS AROUND CORNERS AND WHERE BENDS OR HOOKS
ARE DETAILED ON THE PLANS,
8, REINFORCING BARS SHALL BE LAPPED 25' MIN WHERE SPLICED AND SHALL BE WIRED TOGETHER,
9, WHEN A FOUNDATION DOWEL DOES NOT LINE UP WITH A VERTICAL CORE, IT SHALL NOT BE SLOPED MORE THAN ONE
HORIZONTAL IN SIX VERTICAL. DOWELS SHALL BE GROUTED INTO A CORE IN VERTICAL ALOGNMENT, EVEN THOUGH
IT IS IN AN ADJACENT CELL TO THE VERTICAL WALL REINFORCEMENT.
10,CLEANOUTS SHALL BE PROVIDED IN THE BOTTOM COURSE OF MASONRY IN EACH GROUT POUR WHEN THE POUR HEIGHT
EXCEEDS 5'. PR❑VIDE 4"X4' OBSERVATION HOLE TO VERIFY CONCRETE GROUT PLACEMENT.
11, PLACE ALL MASONRY IN RUNNING BOND WITH 3/8' MORTAR JOINTS, PROVIDE COMPLETE COVERAGE FACE SHELL MORTAR BEDDING,
H❑RIZONATL AND VERTICAL. FULLY MORTAR WEBS IN ALL COURSES OF PIERS, COLUMNS, AND PILASTERS AND
ADJACENT TO GROUTED CELLS.
12. PROVIDE 8'X8' PRECAST REINFORCED CONCRETE LINTELS OVER ALL MASONARY OPENINGS NOT SHOWN To HAVE A
STRUCTURAL BEAM, MINIMUM END BEARING = 8' (MINIMUM CAPICITY OF 1000 PLFJ
13. PR❑VIDE METAL CAVITY CAPS, 6" WIRE MESH, OR DUR-❑-STOP BY DUR-A-WALL, INC, WHERE REQUIRED TO RETAIN
GROUT IN VERTICAL CELLS,
PRE -CAST & PRE -STRESSED LINTELS
PRE -CAST AND PRE -STRESSED CONCRETE COMPONENTS SHALL BE USED AND INSTALLED PER MANUFACTURER'S SPECIFICATIONS, PRE -CAST LINTELS HAVE
BEEN REVIEWED AND PLACED BASED ON DESIGN ALLOWABLE LOAD INFORMATION PROVIDED BY SPECIFIED PROVIDER. ENGINEER
OF RECORD MUST PROVIDE IN WRITING ANY CHANGE IN LINTEL MANUFACTURER. ALL OTHER STRUCTURAL PRE -CAST COMPONENT
MANUFACTURERS MUST SUBMIT DESIGN LOAD INFORMATION TO ENGINEER ❑F RECORD FOR APPROVAL. ENGINEER OF RECORD RESERVES THE RIGHT
TO MAKE ANY CHANGES AFTER SUCH INF❑RMATI❑N HAS BEEN PROVIDED FOR REVIEW. CONTRACTOR, AS PROJECT COORDINATOR, SHALL BE
RESPONSIBLE FOR INSURING INFORMATION REQUESTED ABOVE HAS BEEN SUBMITTED TO ENGINEER OF RECORD IN A TIMELY MANNER WHEN AVAILABLE.
CARPENTRY:
1, DIMENSIONED LUMBER SHALL BE DRESSED S4S, AND SHALL BEAR THE GRADE STAMP ❑F THE MANUFACTURER'S ASSOCIATION,
2. ALL LUMBER SHALL BE SOUND,,,SEASONED, AND FREE FROM WARP.
3. ALL STRUCTURAL BEAMS AND HEADERS SHALL BE SOUTHERN YELLOW PINE (SYP.) NO. 2 GRADE OR BETTER,
WITH SINGLE MEMBER (UNFACT❑RED) STRESSES AS FOLLOWS:
Ec= 1,600,000 PSI
1% MAXIMUM M❑ISTURE CONTENT
FRAMING LUMBER SHALL BE #2 APRUCE-PINE-FUR OR BETTER,
INTERIOR NON -LOAD BEARING WALLS MAY BE UTILITY GRADE,
4. ALL LUMBER IN CONTACT WITH MASONRY OR CONCRETE SHALL BE PRESSURE TREATED.
5. PRESSURE TREATED LUMBER SHALL BE IMPREGNATED WITH A CCA SALT TREATMENT IN ACCORDANCE WITH F.S. TT-W-571
AND BEAR THE AMERICAN WOOD PRESERVERS INSTITUTE EQUALITY MARK LP-2,
6. SHEATHING FOR ROOFS AND WALLS SHALL BE APA RATED (EXPOSURE 1) SHEATHING WITH EXTERIOR GLUE,
ALL ROOF SHEATHING TO BE INSTALLED WITH PLYCLIPS. (MAXIMUM 24' O.C.)
7, NAILING FOR PLYWOOD ROOFS AND WALL SHEATHING SHALL BE 8d COMMONS @ 4" ❑.C. @ PANEL EDGES, AND 6"
D.C. INTERMEDIATE FOR 1/2' SHEATHING OR LESS, NAILING FOR STRUCTURALLY APPROVED ARCHITECTURAL WALL PANELS (1/4'+)
SHALL BE 6d COMPlON @ 4' D.C. AT PANEL EDGES, AND 6" O.C. INTERMEDIATE.
8. ALL FL❑❑RING MATERIAL TO BE 3/4' T&G PLYWOOD, NAILED AND GLUED TO FLOOR JOISTS, FLOOR NAIL
WITH lOd NAILS AT 3' D.C. AT PANEL EDGES, 6' O.C, IN THE FIELD, STAGGER NAILS AT 2" D.C. AT BUTT ENDS OF PLYWOOD SHEATHING.
9,INSTALL BRIDGING IN ALL (2X) FLOOR OR R❑OF JOISTS AT 8'-0- MAXIMUM, INSTALL BLOCKING IN ALL BEARING
WALLS AND PARTITIONS OVER 9'-0' @ MID -HEIGHT. BRACE GABLE END WALLS AT 4'-0' ❑,C, WHERE WALL FRAMING IS NOT
CONTINUOUS FROM FOUNDATION TO ROOF,
10. ALL NAILING AND BOLTING SHALL COMPLY WITH AMERICAN INSTITUTE OF TIMBER CONSTRUCTION REQUIREMENTS.
ALL NAILS EXPOSED TO THE EXTERIOR SHALL BE GALVANIZED.
11, ALL CONNECTION HARDWARE SHALL BE GALVANIZED AND SUPPLIED BY SIMPSON STR❑NGTIE CO. OR EQUIVALENT. SUBMIT CUT
SHEETS FOR ALL CONNECTION HARDWARE TO CONTRACTOR FOR APPROVAL,
ALL NAIL HOLES SHALL BE FILLED OR AS PRESCRIBED BY THE MANUFACTURER,
12,PROVIDE A SINGLE PLATE AT THE BOTTOM AND DOUBLE PLATE AT THE TOP OF ALL LOAD BEARING STUD WALLS. STAGGER END
J❑INTS IN DOUBLE PLATES AT LEAST 4'-0', 2X4 SILL PLATES FOR BEARING WALLS SHALL BE BOLTED TO FOUNDATION
AT A MAXIMUM OF 4'-0' D.C.
13.L❑AD BEARING STUDS SHALL BE DOUBLED AT ALL ANGLES AND AROUND ALL OPENINGS, AND AT STRUCTURALLY APPROVED
ARCHITECTURAL WALL PANEL JOINTS, STUDS SHALL BE TRIPLED AT ALL CORNERS,
14,W❑OD LINTELS OVER OPENINGS SHALL BE DOUBLED 2X12 HEADERS UNLESS NOTES OTHERWISE ON PLANS, WITH CONTINUOUS \" PLYWOOD
FILLER CUT TO FULL DEPTH OF BEAM BETWEEN 2x MEMBERS.
15,RAFTER SCHEDULE FOR CONVENTIONAL FRAMED AREAS,
MAXIMUM MAXIMUM
MEMBER SIZE SPAN (SYP #2)
2 X 8 2 FT 0 FT
2 X 12 16 FT 14 ET
NOTE 1: RAFTERS MUST BE BRACED LATERALLY BY A C❑NTINIOUS NAILING OF SHEATHING OR BRACED @ 24' ❑.C, WITH MINIMUM 1X4,
NOTE 2: RAFTER SPACING NOT TO EXCEED 24" O.C.
NOTE 3: RIDGE BARDS TO BE ONE SIZE LARGER THAN RAFTER UNLESS OTHERWISE NOTED ON PLANS.
NOTE 4: CONNECTOR SCHEDULE, SPAN (SYP #2)
A. SIMPS❑N MTS20 (❑R EQUAL) BETWEEN CAT BLOCKING AND ROOF TRUSSES,
B. SIMPSON H5 (OR EQUAL) BETWEEN RAFTER TAILS TO CAT BLOCKING.
C. SIMPSON H5 (OR EQUAL) BETWEEN RAFTERS AND RIDGE BOARD.
D. SIMPSON CS20 AT ENDS OF RIDGE BARD, OR SIMPSON JOINT HANGER WHERE APPLICABLE.
TIMBER MATERIALS:
ALL TIMBERS MATERIALS SHALL BE AS FOLLOWS:
LUMBER UTILIZED IN BOTTOM PLATE, TOP PLATES, POST, STUD PACKS AND BEAMS SHALL BE #2 YELLOW PINE (OR BETTER).
EXTERIOR AND INTERIOR LOAD BEARING STUDS SHALL BE #2 SPRUCE (❑R BETTER), ALL OTHER STUDS SHALL BE 'STUD GRADE'
SPRUCE SPACE 16' O.C., ALL SPLICES AT TOP PLATE MUST BE MINIMUM 4'-0' AND NAILED 4" D.C. W/ 12d COMMON NAILS.
EXTERIOR WALLS SHALL BE CONSTRUCTED WITH 1/2' PLYWOOD OR 7/16' O.S.B. (2-M-W RATING) NAILED WITH 8cl NAILS SPACED AT
3' D.C. ALONG ALL HORIZONTAL J❑INTS AND EDGES, 6' D.C. ALONG ALL VERTICAL JOINTS AND EDGES AND 12' D.C. ALONG ALL INTERMEDIATE STUDS.
ALL OPENINGS 5'-0' WIDE OR LARGER STRAP HEADER BEAM TO THE HEADER STUDS WITH SIMPS❑N LSTA24 STRAP TIES AT EACH END
OF HEADER BEAM. ANCHOR BOTTOM OF HEADER STUDS TO F❑UNDATI❑N WITH SIMPS❑N HTT16 TENSION TIE.
INTERIOR STUD WALLS TO BE OF 2X4 #2 SPRUCE OR BETTER WITH SINGLE 2X4 P,T, PINE BOTTOM PLATE AND SINGLE 2X4 #2 SPRUCE TOP PLATE WITH
STUDS SPACED MAXIMUM 24' D.C. WALLS TO HAVE 1/2' GYPSUM BOARD EACH SIDE, WITH WALLS AT GARAGE TO HAVE MIN R-11 INSULATION.
ANCHOR WOOD SHEAR WALLS SEGMENTS TO FOUNDATION WITH SIMPS❑N LTT20B TENSION TIE AT EACH END OF WALL SEGMENTS AND AT ANY
WALL SEGMENT INTERSECTION (BUILDING CORNERS).
TRUSSES
1. THIS SECTION DEFINES PRE-ENGINNERED, PREFABRICATED, METAL PLATE CONNECTED WOOD ROOF AND FLOOR TRUSSES AS "WOOD TRUSSES'.
2. TRUSS LAYOUTS SHOWN ON PLANS ARE SCHEMATIC ONLY. TRUSS MANUFACTURER AND/OR ENGINEER SHALL BE RESPONSIBLE FOR THE
DESIGN AND SPACING OF ALL TRUSSES AND SHALL SUBMIT SHOP DRAWINGS To THE BUILDER FOR APPROVAL.
3. THE WOOD TRUSS MANUFACTURER MUST PARTICIPATE IN A CODE APPROVED THIRD PARTY QUALITY ASSURANCE PROGRAM SUCH AS THE TRUSS PLATE
INSTITUTE'S "QUALITY CONTROL INSPECTION PROGRAM' OR EQUIVALENT,
4. WOOD TRUSS MEMBERS AND CONNECTORS SHALL BE DESIGNED FOR ALL LOADS: LIVE, DEAD AND CONCENTRATED LOADS,
PLUS WIND LOADS IN ACCORDANCE WITH THE FBC SEC. 1606.
5. REFER TO THE FLOOR PLAN AND OTHER STRUCTURAL DETAIL SHEETS FOR IMPORTANT INFORMATION NOT SPECIFICALLY ADDRESSED BY THE
TRUSS FRAMING LAYOUT SUCH AS BEARING WALL HEIGHTS AND CEILING VAULT DETAILS.
6, WOOD TRUSS DESIGN SHOP DRAWINGS SHALL INCLUDE, BUT ARE NOT LIMITED TO, THE FOLL❑WING INFORMATION:
A. SPAN LENGTH, OVERHANG AND EAVE DIMENSIONS, SLOPE AND SPACING OF WOOD TRUSSES.
B, ALL DESIGN LOADS AND THEIR P❑INTS OF APPLICATION, VALLEY AND CONVENTIONAL FRAMING MUST BE CONSIDERED,
C. ADJUSTMENTS TO ALLOWABLE VALUES,
D. REACTIVATE FORCES AND THEIR L❑CATIONS,
E. BEARING TYPE AND MINIMUM BEARING LENGTH,
F. DEFLECTIONS
G. METAL CONNECTOR PLATE TYPE, GAUGE, SIZE, AND LOCATION,
H. LUMBER SIZE SPECIES t;RADE AND MOISTURE CONTENT.
I, LOCATION ANt CONNECTION DESIGN OF REQUIRED CONTINU❑US LATERAL BRACING,
J. NET UPLIFT LOADS BASED ON ACTUAL BUILDING DEAD LOAD.
K. WEB REINFORCEMENT DETAILS FOR GABLE END TRUSSES.
L. VALLEY SETS FOR OVER -BUILD CONDITIONS,
7, LIMIT DEFLECTIONS FOR LIVE LOAD TO SPAN/360 (ROOF), SPAN/460 (FLOOR), AND LIMIT TOTAL LOAD DEFLECTIONS TO
SPAN/240 (ROOF), SPAN/360 (FLOOR) UNLESS SPECIFICALLY NOTED OTHERWISE.
8. FIRE RETARDANT WOOD IS NOT ALLOWABLE FOR USE AS TRUSS CHORDS OR WEBS.
9.WOOD TRUSSES SHALL BE DESIGNED S❑ THAT MINIMAL HORIZONTAL REACTIONS ARE IMP❑SED ON THE SUPPORTING STRUCTURE UNDER
VERTICAL LOADS. NO SLIP CONNECTIONS ARE ALLOWED UNLESS OTHERWISE NOTED, CONTACT CONTRACTOR AS REQUIRED.
10. WOOD TRUSSES MUST BE CHECKED FOR WIND. WIND VELOCITY, DESIGN VEL❑CITY PRESSURES, AND MEAN ROOF HEIGHT MUST BE
SHOWN ON THE SUBMITTED SHOP DRAWINGS.
11. CONTINUOUS BOTTOM CHORD LATERAL BRACING IS REQUIRED AT A MINIMUM SPACING OF 10' O.C. UNLESS NOTED OTHERWISE,
BOTTOM CHORD BRACING IS CONTINUOUS FROM ONE END OF THE BUILDING TO THE OTHER END, OVERLAP CONTINUOUS BRACING AT LEAST
ONE TRUSS SPACE, USE A MINIMUM OF 2 X 4 (ROOF), 2 X 6 (FLOOR) GRADE MARKED LUMBER AT LEAST 10, LONG, WITH
2- 16d NAILS AT INTERMEDIATE AND 3- 16d AT END CONNECTIONS.
12.CROSS BRACING IS REQUIRED AT MINIMUM 10' ❑,C. UNLESS NOTED OTHERWISE. LOCATE CROSS BRACING AT OR NEAR THE BOTTOM
CHORD BRACING. INSTALL CROSS BRACING AT EACH END AND AT 20' O.C. ALONG THE LENGTH OF THE LATERAL BRACING. CROSS BRACING IS ACCOMPLISHED
BY ATTACHING DIAGONAL WEB BRACING TO ❑PP❑SITE SIDES OF THE SAME GROUP OF SIMILAR WEB MEMBERS. SLOPE CROSS BRACING IN OPPOSITE
DIRECTIONS AR APPROXIMATELY 45 DEGREES FORMING A CROSS "X', USE A MINIMUM OF 2X4 GRADE MARKED LUMBER WITH AT LEAST 3- 16d NAILS
AT EACH CONNECTION,
13.TRUSS ERECTOR IS RESPONSIBLE FOR ALL TEMPORARY BRACING OF TRUSS SYSTEM DURING CONSTRUCTION.
14. HANDLING, INSTALLATION, AND BRACING OF WOOD TRUSSES SHALL BE IN ACCORDANCE WITH "HIB-91", PUBLISHED BY THE TRUSS PLATE INSTITUTE.
15.ALL WOOD TRUSSES SHALL BE FASTENED TO THEIR SUPPORTS WITH APPROVED HURRICANE ANCHORS, RATED TO CARRY UPLIFT LOADS
SPECIFIED BY TRUSS MANUFACTURER
16,ALL CONNECTION HARDWARE SHALL BE GALVANIZED AND SUPPLIED BY SIMPS❑N STR❑NG-TIE OR APPROVED EQUIVALENT MANUFACTURER. ALL NAIL HOLES
SHOULD BE FILLED, OR AS PRESCRIBED BY THE MANUFACTURER,
17.TRUSSES ARE TO BE DESIGNED TO ALLOW FOR THE PROPER ROUTING OF A/C DUCT WORK AND PLUMBING.
CHASES SHALL NOT BE BLOCKED BY WOOD TRUSSES.
18. PILING OF PLYWOOD ON WOOD TRUSSES IS NOT ALLOWED.
19.INSTALLATI❑N OF BR❑KEN, DAMAGED, WARPED, OR IMPROPERLY REPAIRED WOOD TRUSSES IS NOT ALLOWED,
20,IMPORPER OR UNAUTHORIZED FIELD ALTERATIONS OF WOOD TRUSSES IS NOT ALLOWED,
21.GABLE ENDWALL TRUSSES MUST TRANSFER LATERAL LOADS TO THE SHEAR WALLS AND/OR THE ROOF DIAPHRAGM,
22,W❑❑D TRUSSES THAT D❑ NOT MEET INTERIOR LOAD BEARING WALLS MUST BE SHIMMED. DO NOT PULL WOOD TRUSSES DOWN TO INTERIOR BEARINGS.
23,SUBMITTALS: ALL SUBMITTALS SHALL BEAR THE EMBOSSED SEAL OF A LICENSED STRUCTURAL ENGINEER IN THE STATE OF FLORIDA AND SHALL BE
SUBMITTED TO CONTRACTOR/ENGINEER FOR REVIEW PRIOR TO WOOD TRUSS FABRICATION,
A, SUBMIT SEALED WOOD TRUSS DESIGN CALCULATIONS AND PROFILES FOR EACH TYPE OF TRUSS WITH PERMANENT BRIDGING REQUIREMENTS,
B. SUBMIT WOOD RUSS ERECTION PLAN, INCLUDING CONNECTIONS DEATILS AND UPLIFT ANCHORS,
C. SUBMIT WOOD TRUSS TEMPORARY ERECTION BRACING PLAN.
D. MAINTAIN COPY OF SUBMITTAL ON J❑BSITE.
I hereby certi-Py that I have reviewed this plan and found it to
be in compliance with ASCE 7-02 and the Florida Building Code 2004,
Section 1609 with the 2006 Supplement -to FBC 04,
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R❑❑FING (FIBERGLASS SHINGLES)
1, THE INSTALLATION OF FIBERGLASS SHINGLES SHALL COMPLY WITH THE PROVISIONS OF FRC R905,
2. FIBERGLASS SHINGLES SHALL BE FASTENED TO SOLIDLY SHEATHED DECKS,
3, UNLESS ❑THERIWSE NOTED, REQUIRED UNDERLAYMENT SHALL CONFORM WITH ASTM D 226, TYPE I, OR ASTM D 4869, TYPE 1,
4. SELF -ADHERING POLYMER MODIFIED BITUMEN SHEET, SELF -ADHERING POLYMER MODIFIED BITUMEN SHEET SHALL COMPLY
WITH ASTM D 1970,
5.FIBERGLASS SHINGLES SHALL HAVE SELF -SEAL STRIPS OR BE INTERLOCKING, AND COMPLY WITH ASTM D 225 OR ASTM D 3462.
6 MINIMUM 12 TENERS FOR
AAUUGEI (0,1105 FIBERGLASS
HS SHANK WITHL BE A MINIMUM 3/8 EID�(CH TDIAMETER SHEAD ❑ ALUMINUM LNGTH TO PENETRATE THROUGH
THE ROOFING MATERIALS AND A MINIMUM OF 3/4 INCH INTO THE ROOF SHEATHINU, THE C❑RR❑SION RESISTANCE OF NAILS
NAILS AND SCREWS SHALL MEET ASTM A641, CLASS I OR EQUAL, THE C❑RR❑SI❑N RESISTANCE OF CLIPS SHALL MEET ASTM A153,
WHERE THE ROOF SHEATHING IS LESS THAN 3/4 INCH THICK, THE NAILS SHALL PENETRATE THROUGH THE SHEATHING,
7,FLASHING MADE FROM METAL SHALL BE CORROSION RESISTANT AND SHALL BE NOT LESS THAN 26 GAGE.
8, FIBERGLASS SHINGLES SHALL BE SECURED TO THE ROOF WITH NOT LESS THAN FOUR FASTENERS PER STRIP SHINGLE OR TWO
FASTENERS PER INDIVIDUAL SHINGLE. UNLESS OTHERWISE NOTED, ATTACHMENT OF FIBERGLASS SHINGLES SHALL
CONFORM WITH ASTM D 3161 (M❑DIFIED TO 110 MPH) OR M-DC PA 107-95.
PROTECTION AGAINST TERMITES
Y320,1
ermite protection shalt be provided b registered termiticides, inctudin soil applied pesticides, baitingsystems, and
PTO
applied to wood, or oth r a� roved methods of termite protection labeled for use as a peventative treatment
to new constructipn (see Section Re?
fe istered Termiticide). Upon, completion of the pplication of the termite protective
tre tNent, a ertificate of com Li sh�. l be issued to the build n d arttmentt tt licensed est ontrol company
con ains the ollowin statement louil�in has received a comp �e�e etpreatment �or t�e preventlion of subterraneany
termites, Treatment in accordance with rubs and laws established by the Florida Department of Agriculture and
Ro3��C ,�,m1er Services.'
If soil treatment used for subterranean termite prevention, the initial chemical soil treatment inside the foundation
pperimeter shall be done after all excavation, backfilling and compaction is complete.
R320,1.2
f soil treatment is u ed ,for s bterranean ter ite revention, soil are disc rbed after initial chemical soil treatment shall
e retreated with a c�emical soI treatment, inc�udinc� spaces boxed or ormear
R320.1,3
If soil treatment is used for $ubte ranean termite prevention, space in co c ete floor boxed out or formed for the
subsequent in tall t'on of plumbs raps, d ai s or, any other urRose shade �reatec ty usin,q plastic or metal
ermanenVy placed Forms of suf cient dep h o eliminate any �an ed soil dis ur ance of er mn& chemical soil treatment.
MI20,1,4
6 soil treatment �s used for sbterrarlean tfermite grevertion, �h mically treated soil shall be �rotected with a minim?m
mil vapor retarder o protectagainst r in all dilu ion, f rain al� o urs before va or retar er lacement retrea went
is re �ui d, An work, incudina�lac�ment o reinforcinq steel, done oil er Chem_cal tr atm,gnt until the concrete floor
is goo re shah be done in s manner as to avoid penetrating or is urbirng reate s(
R320.1.5
If soil tr atm nt, is used for s laterranean termite prevention,, co crete overpour or ortar accumulatedd al n the
e t for Round Lion perimeter s�iall be removed prior to exterior c�emical soil treatmen to enhance vertica� penetration
of die chemica�s,
R320,1,6
If soil treatment is used for tsu,bt�rranaermite revention, chemical soil trdeatm nt shall also be a lied under ,all
eAt rior co Gr to or raa wi hin foe (❑30 mm) o thI primag structure si ewal s, lso, a vertical mica( l2 ri r
ali bg �,prliec p�orptt� heeehconi al uct�oicalslocomo e s a in lu�i initial tands��pir)� and irrigation/sprink�er installa�ion.
ny soi is ur e a e pp�e s all be promp y r treated,
R320,1.7
If a registered termiticide formulated and registered as a bait system is used for subterranean termite prevention,
Sections R320.1.1 through R320,1,6 do not apply; however, a signed contract assuring the installation, maintenance and
monitoring of the baiting stem for a minimum of five ears from the issue of the certificate of occupancy shall be
provided to the building oyficial prior to the pouring of' the slab and the system must be installed prior to final building
approval. If the b�itinq sxstlem directions , For p use reque a moni�orinq phase grior to in5,totltation ?f the EF th isle active
cti e
ii redient, the ins allaRio o the monitoring tease components shall k7e deeme to constitute insta lation
GLAZING SECTION R308
R308.1 Identification.
Except as indicated in Section R30811 , each pane of glazing installed in hazardous locations as defined in
Section R308,4 shall be provided with a manufacturer?s or installer?s label, designating the type and
thickness of glass and the safet glazing standard with which it complies, which is visible in the final
installation. The label shall be acid( etched, sandblasted, ceramic -fired, embossed mark, or shall be of a
type which once applied cannot be removed without being destroyed.
Exceptions
1, For other than tempered Class, labels may be omitted provided the building official approves the use
of a certificate, affidavit or other evidence confirming compliance with this code.
2. Tempered spandrel glass may be identified by the manufacturer with a removable paper label.
R308.1,1 Identification of muttipane assemblies.
Multi -pane assemblies having individual panes not exceeolin 1 square foot (0,09 m 2 ) in exposed ureshall
have at least one pane in the assembly identified in accordance urea shalt with Section R308,1 All other panes in the
assembly shall be labeled ?16 CFR 1201,?
R30e.2 Louvered windows or jalousies,
Regular, float, wired or patterned glass in jalousies and louvered windows shall be no thinner than nominal
3 / 16 inch (4,76 mm) and no longer than 48 inches (1219 mm), Exposed glass edges shall be smooth.
R308,2.1 Wired glass prohibited.
Wired glass with wire exposed on longitudinal edges shall not be used in jalousies or louvered windows,
R308.3 Human impact loads,
Individual glazed areas inctucling glass mirrors in hazardous locations such as those indicated as defined in
Section R308.4 shall pass the Test requirements of CPSC 16 CFR, Part 1201. Glazinqq shall comply with the
CPSC 16 CFR, Part 1201 criteria for Category I or Category II as indicated in Table R308,3
Exceptions:
1, Polished wired glass for use in fire doors and other fire resistant locations shall comply with
ANSI Z971
2, Louvered windows and jalousies shall comply with Section R308,2
INDEX OF DRAWINGS
1 COVER
2 FLOOR PLAN
3 FOUNDATION PLAN
4 LINTEL & TRUSS PLAN
5 ELECTRICAL & HVAC
6 ELEVATIONS & WALL_
7 SPECS
8 SPECS
SUBMITTAL DATA
MICHAEL & ROBYN KIRK
S 6423 SILVER OAKS DR
LA __ ZEPHYRHILLS, FL 33542
�5 FLORIDA PROFESSIONAL ENGINEER LICENSE NUMBER 53608
PROJECTS ENGINEERING CONSULTANT
9909 WALLASTC]N DRIVE DADE CITY,ELNRIDA 33525
PHONE: 352-521-0865 FAX:352-521-0867 E-MAIL: dwsflpe@earthhnk, net
SECTIONS
DESIGN PLANS BY RICK
813-765-9793
ENGINEER NOTES
STANDARD NOTES
SCALE DATE
15 APR 2008
DESIGN/DRAWN CHECKED
R. GOLLHARDT D.W.SMITH,P.E.
SHEET OF
1 OF 8
JOB NO,
David W. Smith, P,E, #53609
ENGINEER LICENCE 453608
2008-1
1
A R E A'S
LIVINEI 381
TETAL AREA UNDER R[][]F 3e1 S F.
O
O
EXISTING
(EXISTING
EXISTING
(EXISTING
WIND❑W,
TO
LINTEL
❑K)
WIND❑W,
TO
LINTEL
❑K)
BE REMOVED AND FILLED WITH CLOSET DOOR.
BE REMOVED AND MADE FULL ❑PENING TO ROOM,
ENGINEER LICENCE #53608
JINDOW
'ESS REQUIREMENTS)
MICHAEL & ROBYN KIRK
6423 SILVER OAKS DR
ZEPHYRHILLS, FL 33542
D. W. SMITH, P.E.
FLORIDA PROFESSIONAL ENGINEER LICENSE NUMBER 53608
PROJECTS ENGINEERING CONSULTANT
9909 WALLASTON DRIVE—DADE CITY, FLORIDA 33525
PHONE:352-521-0865 EAX;352-521-0867 E-MAIL dwsflpe@earthlink.net
I hereby certify that I have reviewed this plan and found it to
be in compliance with ASCE 7-02 and the Florida Building Code 2004
with the 2006 Supplement to FBC 04.
DESIGN PLANS BY RICK
813- 765- 9793
FLOOR PLAN SHEET OF
STANDARD NOTES 2 [1F 8
SCALE DATE JOB NO.
1 /4"=1 '-0" 15 APR 2008
DESIGN/DRAWN CHECKED 2d�8—
R. GOLLHARDT D.W.SMITH,P.E.
pilw7 9f77 Mv,1
N
T YPICAL MONOLYTHIC
FOOTING DETAIL
o INDICATES 1-#5 REBAR
F❑❑TING TO LENTAL
LOCATED AT EACH SIDE
AND DOOR ❑PENINGS, 6'
SEE F❑❑TING DETAIL
TAP
❑UTSIDE WATER TAP
ACI 90 STANDARD
HOOK —EMBED 6"
'S
d
� J
LD Z
H F
w
_ in
OU
0
w
(1)#5 RER❑D IN GROUTED CELL
LOCATED PER PLAN
25" DOWEL LAP MINIMUM
4" CONCRETE (3000PSI) WITH #10
6XG MESH ON 6 MIL POLY
VAPOR BARRIER OVER CLEAN
COMPACTED P❑IS❑N TREATED
S❑IL. VAPOR BARRI❑R
MATERIAL TO BE LAPPED
6"WITH SEAMS TAPED
FIBERMESH CAN BE SUBSTITUED
12"W X 20"H F❑❑TINGS WITH 2 EACH
#5 (5/8") RODS C❑NTINU❑US ❑N CHAIRS -TYPICAL
BOTTOM OF F❑❑TER SHALL BE 12" FROM GRADE
IN FILLED CELL FROM
OF ALL WIND❑WS
❑C MAXIMUM ❑THERWISE,
#5 VERTICAL WALL REINF❑RCING
IN GROUTED CELL
BOND BEAM W/(1) #5 REBAR
FILLED CELL
#5 DOWEL ACI STANDARD HOOK
EMBED 10"' MIN LAP
25"' MIN W/ VERT, & H❑RIZ, REINF❑RCING
,. CONCRETE F❑❑TING
REINF❑RCING REBAR
(SEE F❑UNDATI❑N PLAN)
. F,
MIN
MASONRY WALL,
FILLED CULL DETAIL
EDGE OF F❑❑TING
I1-#5 DOWEL IN CORNER
25' LAP MIN.
CORNER DETAIL - FOOTING AND
FOUNDATION WALL REINFORCEMENT
PLUMBING
ALL PLUMBING FIXTURE L❑CATI❑NS ARE TO BE DETERMINED BY THE PLUMBING CONTRACTOR,
THE PLUMBING CODE REQUIRES THAT AT LEAST ONE 3" VENT STACK PIPE WILL BE
VENTED THROUGH THE ROOF.
IN ACCORDANCE WITH CHAPTER 471,003 (2) OF THE FLORIDA ADMINSTRATI❑N CODE,
PLUMBING SYSTEMS SHALL BE DESIGNED BY THE
RESPECTIVE CONTRACTORS TO MEET ALL APPLICABLE CODES. THE SYSTEMS DRAWN
HEREON ARE BASED UPON THE HOMEOWNERS/CONTRACTORS REQUIREMENTS,
ALL FIXTURE L❑CATI❑NS MUST BE VERIFIED FROM FLOOR PLAN AND IS THE RESP❑NSIBILITY OF
PLUMBING CONTRACTOR TO PLACE FIXTURES IN CORRECT L❑CATI❑N, PLUMBING DRAIN LAYOUT
WILL BE DETERMINED IN FIELD BY CONTRACTOR.
#5 DOWEL H❑RIZ. REBAR
BEAM REINF❑RCING -7
-DOWEL-LAPPED WITH
WALL REINF❑RCING
#5 CORNER REBAR
GROUTED CELL
NOTES ALL LAPS SHALL BE 25" MINIMUM
CORNER DETAIL - BOND BEAM
AND WALL REINFORCEMENT
it-) 1\ U / I\UlJJ l UIV I lIVUUUJ UIV L I I( tll\J iu " l
BOTTOM OF F❑❑TER SHALL BE 12" FROM GRADE
FO UJ\1DA TIO 1\1 PLAN
QUALITY PRECAST C❑YI PANY TABLE No. 2
REINS❑RCING SCHEDULE & LOAD CAPACITIES
SAFE W❑RKING LOADS (PLF)
8" x 8" LINTELS
MARK LINTEL CLEAR LINTEL LINTEL LINTEL GRAVITY SAFE LOAD UPLIFT SAFE LOAD SAFE LATERAL LOADS (PLF)
NO. LENGTH SPAN TYPE TOP BOTTOM SOLID
BARS BARS PLAIN SOLID SOLID SLID
#5(llU(0)L
#5(1)U(0)L #5(1)U(I)L #5(1)U(1)L #5(2)U(1)L 8"X8" 8'x8"
A BAR B BAR DETAIL A DETAIL B DETAIL C DETAIL B & C DETAIL D (PLAIN) (SOLID)
M-2 3'-6" 2'-2" Precast (2) #3 (2) #2 NONE 2475 3837 3837 4815 4815 1168 2318
M-4 4'-6" 3'-2" Precast (2) #3 1 (2) #2 NONE 1343 2165 2165 2608 2608 638 1266
DETAIL 'A' DETAIL 'B' DETAIL 'C' DETAIL 'D'
TABLE No, 9
REINF❑RCING
SCHEDULE & LOAD
CAPACITIES
SAFE W❑RKING
LOADS (PLF)
8" x 8"
RECESS DOOR HEADER
MARK
TOTAL
CLEAR
LINTEL
TOP
LINTEL
GRAVITY SAFE
LOAD
UPLIFT SAFE
LOAD
N❑,
LENGTH
SPAN
TYPE
BAR
BOTTOM BAR
SOLID
S❑LID
S❑LID
S❑LID
LATERAL
SAFE LOAD
PLAIN
#5(1)u(o)L
PLAIN
SOLID
#5(1)U(0)L
#5(1)U(1)L
#5(1)U(1)L
#5(2)U(1)L
D-2
A BAR B BAR
DETAIL DA DETAIL DB
DETAIL DC
DETAIL DB & DC
DETAIL DF
DETAIL DA
DETAILDB
4'-0"
2'-8"
Precast
(2) #3
(2) #2 NONE
1131 1425
1425
1863
1863
950
1677
D-4
4'-4"
3'-0"
Precast
(2) 43
(2) #2 NONE
963 1230
1230
1596
1596
785
1386
D-5
4'-8"
3'-4"
1 Precast
(2) #3
(2) #2 NONE
806 1081
1091
1396 1
1396 1
659
1165
2' RECE 2' RECESS 2' RECESS 2' RECESS
DETAIL 'DA' DETAIL 'DB' DETAIL 'DC" DETAIL 'DF"
UPLIFT CONNECTION - SIMPSON STRONG -TIE
MASONRY APPLICATIONS
MARK
CONNECTOR
UPLIFT
CAPACITY
LATERAL
CAPACITY
FASTENERS
FLORIDA
APPROVAL #
HETA16
1365
335
11-10d X 1-1/2"
1901,15
A
IHETA20
1890
335
16-10ol X 1-1/2"'
1901.16
HTT16
3480*
18-16d
503.20
HTT22
5260)K
32-16d Sinkers
503.21
LGT2
2150
16-16d Sinkers &
7-1/4' x 2-1/4" Titen
1423.13
B
VTC2
405
COMMON 4-10d
VALLEY 5-10d x 1-1/2'
3751
CAPACITY IS BASED ON CONCRETE EMBEDMENT, REFER TO
MANUFACTURER FOR GROUT FILLED CPU.
NOTE:
ALL PRE-ENGINEERED WOOD PRODUCTS SHALL BE VERIFIED BY TRUSS
TO MAKE SUBSTITUTIONS FOR PRODUCTS SPECIFIED ON THE PLANS DUE
MANUFACTURER SHALL CONTROL, CHANGES MADE AFTER TRUSS
APPROVED BY THE ENGINEER OF RECORD,
THE ENGINEER HAS NOT REVIEWED THE PRE—ENGINEERED TRUSS
AND RESERVES THE RIGHT TO MAKE ANY CHANGES AFTER TRUSS LOAD
UNDERLAYMENT SHALL COMPLY WITH SECTION R905,2,3
SLOPES 2:12 UP TO 4:12 R905,2,7, 1507.2.8
SLOPES 4:12 AND GREATER R905.2,7, 1507.2.8
FLASHING SHALL COMPLY WITH R905,2,8, 1507,23
VALLEYS SHALL COMPLY WITH R9052,8,2, 15072,92
DRIP EDGE SHALL COMPLY WITH R9052,82, 1507,2,9,3
ENGINEERING SPECIFICATIONS:
1.) SAFE LOADS ARE TOTAL SUPERIMPOSED ALLO
2.) DESIGNER MAY EVALUATE CONCENTRATED L❑�
CALCULATING MAX, RESISTING SHEAR AND MO
3.) SAFE LOADS LISTED ON ALL TABLES ARE IN
GENERAL NOTES:
1.) CODES
L1 FLORIDA BUILDING CODE 2004 AND 2006 S
12 BUILDING CODE REQUIREMENTS FOR REINF[
1.3 AMERICAN SOCIETY OF CIVIL ENGINEERS f
STRUCTURES (ASCE 7-02X
2,) CONCRETE:
2A C❑NCRETE COMPRESSIVE STRENGTH AT 28
211 PRE -CAST W/STANDARD REINFORCEMEN
2.1.2 PRE -CAST W/PRESTRESS REINFORCEME
2.1.3. GROUT PER ASTM C476 - 3000 PSI W
2.2 REINF❑RCING BARS:
2,2,1 STEEL PLACED IN PRECAST LINTEL AT TIME OF
FABRICATION ASTM A615 (GRADE 60)
2.22 STEEL IN LINTEL AND KNOCKOUT BLOCK (PLACED IN FIELD)
2.3 PRESTRESS STRANDS ASTM A416 7-WIRE, STRESS RELIEVED 270
2,4 DETAIL REINFORCEMENT IN ACCORDANCE WITH ACI 315.
2,5 CONCRETING OPERATIONS SHALL COMPLY WITH ACI STANDARDS,
3.) MASONRY:
ASTM A615 (GRADE 40).
KSI
3.1 DESIGN AND CONSTRUCTION SHALL CONFORM TO THE SPECIFICATION OF THE NATIONAL
CONCRETE MASONRY ASSOCIATION AND ACI 530-02.
3.2 MINIMUM MASONRY UNIT STRENGTH F'M 1500 PSI.
3.3 MORTAR SHALL BE TYPE S.
4,) STRUCTURAL:
4A SAFE LOAD VALUES ARE BASED ON LINTELS HAVING A BEARING OF 8" (WITH A MINIMUM
ACCEPTABLE BEARING OF 4" PER SECTION 2101.3.1 OF FLORIDA BUILDING CODE 2001 (INCLUDING
2003 REVISIONS)
4.2 FOR LINTELS THAT ARE GREATER THAN 14'-0" CLEAR SPAN THEY SHALL BE PROVIDED A
TEMPORARY SUPPORT AND THE TEMPORARY SUPPORT SHALL NOT BE REMOVED UNTIL 2 DAYS
AFTER GROUT PLACEMENT,
LINTE"L PLA N
LEGEND
� HETA20
� VTC2
LINTEL PLA N
SYMBOL
DESCRIPTION
SWITCH
$3
3 WAY SWITCH
110 V RECEPTICLE(1/2 SWITCHED)
110 V RECEPTICLE
8GFI
110 V RECEPTICLE — GROUND FAULT
84FI
110 V RECEPTICLE — ARC FAULT
220 V RECEPTICLE
r
RECESSED INCANDESCENT
LIGHT FIXTURE — WALL OR CEILING (TYP)
EXHAUST BATH FAN
. LITE
FL❑URESCENT FIXTURE
FLOOD LAMPS
\TV/
TELEVISION ANTENNAE PLUG
TELEPHONE JACK
S&D
SMOKE /FIRE DETECTOR/ALARM
GD
PUSH BUTTON
FOR GARAGE OPENER
�n
CEILING FAN
ONLY
<l/
J
n
�3jrnFF--
CEILING FAN
/LIGHT
FAN W%L
ELECTRICAL
METER
ELECTRICAL
PANEL
N❑TES:
UNLESS ❑THERWISE NOTED
1. ELECTRICAL OUTLETS HEIGHTS AS MEASURED FROM FINISHED
CENTERED LINE OF THE BOX TO BE: 12' AFF (GENERAL)
2
3
4
5.
G.
7,
8,
KITCHEN
44" AFF
BATHROOM
39" AFF
LAUNDRY ROOM
36" AFF
EXTERI❑R WATERPROOF
12" AFF
GARAGE GENERAL PURPOSE
42" AFF
RANGE
2" AFF
ALL TRIM PLATES & DEVICES
TO BE GANGED, WHERE P❑SSIBLE
ELECTRICAL SWITCHES TO BE
42" CENTERLINE AFF,
ELECTRICAL PLAN IS INTENDED FOR BID PURPOSES ONLY. ALL WORK
BE DONE IN STRICT ACCORDANCE WITH THE NATIONAL ELECTRIC CODE
EDITI❑N, BY LICENSED ELECTRICAL
CONTRACTOR WHO SHALL BE RESP[
FOR THE INSTALLATI❑N & SIZING
OF ALL ELECTRICAL, WIRING & ACC[
ALL SMOKE DETECTORS SHALL
BE HARDWIRED INTO AN ELECTRICAL PC
AND SHALL BE EQUIPPED WITH
A M❑NIT❑RED BATTERY BACKUP,
PR❑VIDE AND INSTALL LOCALLY
CERTIFIED SMOKE DETECT❑RS,
ALL ELECTRICAL IN SLEEPING
ROOMS BE BE ON AN A,F.C,I, PROTECTED
CIRCUIT PER 2002 N,E,C,
PR❑VIDE AND INSTALL G❑UND
FAULT CIRCUIT-INTERUPTERS (GFI)
AS INDICATED ❑N PLANS.
GROUND WIRE FORM REBAR TO
ELECTRICAL PANEL PER N,E,C,
NOTE:
MECHANICAL CONTRACTOR TO DETERMINE UNIT SIZE
IN ACCORDANCE WITH CHAPTER 471.003 (2) OF THE FLORIDA ADMINSTRATI❑N
MECHANICAL SYSTEMS SHALL BE DESIGNED BY THE
RESPECTIVE CONTRACTORS TO MEET ALL APPLICABLE C❑DES, THE SYSTEMS
HEREON ARE BASED UPON THE HOMEOWNERS/CONTRACTORS REQUIREMENTS.
�s
y.L
ENGINEER LICENCE #53608
NMI ME Mal
MICHAEL & ROBYN KIRK
6423 SILVER OAKS DR
ZEPHYRHILLS, FL 33542
D. .SMITH, P. E.
FLORIDA PROFESSIONAL ENGINEER LICENSE NUMBER 53608
PROJECTS ENGINEERING CONSULTANT
9909 WALLASTON DRIVE—DADE CITY, FLORIDA 33525
PHONE:352-521-0865 FAX:352-521-0867 E-MAIL: dwsFtpe@earthlink.net
I hereby certify that I have reviewed this plan and found it to
be in compliance with ASCE 7-02 and the Florida Building Code 2004.
with the 2006 Supplement to FBC 04.
✓IND❑W
'ESS REQUIREMENTS)
DESIGN PLANS BY RICK
813-765-9793
ELECTRICAL & HVAC
STANDARD NOTES
SCALE DATE
1 /4"=1 '-0" 15 APR 2008
DESIGN/DRAWN CHECKED
R. GOLLHARDT D.W.SMITH,P.E.
SHEET OF
5 OF 8
JOB NO.
2008-1
N
on •
OIGHT LE-,117-VATION
PRE—ENGINEERED WOOD TRUSSES @ 24' ❑,C. MAX
TRUSSES SHALL HAVE GALV, METAL SEAT PLATES
UNDER THEM WHEN BEARING ON MASONRY
25 YEAR WARRANTED FIBERGLASS SHINGLES ON 15# FELT PAPER
SHEATHING TO BE 15/32' 4 PLY CDX OR PLYW W/8d RING SHANK NAILS
6" O.C. 4" O.C. FOR FIRST 3 TRUSSES FROM GABLE ENDS
USE STEEL PLYCLIPS. RIDGE VENT AS REQUIRED
INSTALL R❑❑FING PER MANUFACTURERS SPECIFICATI❑NS
C❑NTINI❑US ALUM DRIP EDGE OR GUTTER
2X6 WOOD SUB WITH ALUMINUM
S❑FFIT AND FASCIA TRIM
EXISTING
1/2" CEILING TYPE GYPSUM BOARD
R-19 BATT INSULATI❑N (MIN) ATTIC SPACE
❑PTI❑NAL BLOWN FIBERGLASS INSULATI❑N
EXISTING
USE (1) SIMPS❑N HETA20 STRAP POURED IN LINTEL AT EACH TRUSS
L❑CATI❑N, EXCEPT AS NOTE ON TRUSS LAYOUT, FILL ALL NAIL HOLES
LDLDWITH 10d X 1 1/2" NAILS
VARIES
SEE PLAN z
J (1) COURSE 8°X8" KNOCK -OUT BLOCK FILLED
W S❑LID W/(1) #5 BAR, TYP. AT ALL S❑LID WALLS
ALUM FRAME WIND❑WS v
ATTACHED TO P.T. BUCKS PRECAST CONCRETE LINTEL
WIND❑WS ATTACHED PER MANUF, SPECS 00 MARBLE SILL
PRE -CAST C❑NC SILL & WIND❑W (TYP)
8"X8"X16" CMU TYP, VARIES 1/2" DRYWALL OVER R5,4 CEL❑TEX "TUFF-R"
i INSULATI❑N BOARD AND P,T, FURRING STRIPS
i
DEC❑RATIVE CEMENTU❑US FINISH
i
20"H X 12'W M❑N❑LITHIC SLAB u
W/ (2) #5 BARS ON CHAIRS 4'-0" D.C. a 4" THICK CONCRETE SLAB W/ 6X6 10/10 WWM
REINF OR FIBER MESHOVER .006 PL❑YETHYLENE VAPOR BARRIER,
HOLD MESH IN TOP 1 1/2" OF SLAB,
u
4• SEE MANUFACTURERS REC❑MMENDATI❑NS FOR QUANTITY
i, OF FIBER MESH IN MIX. (IN LIEU OF WIRE MESH)
2 0'
STANDARD 90 DEGREE BEND WITH 25" LAP MINIMUM
2
CLEAN COMPACT TERMITE TREATED S❑IL
BOTTOM OF F❑❑TER SHALL BE 12" BELOW GRADE
TYPICAL WALE SECTION - DETAIL "A"
STUCCO FINISH
L
TIO
6112
MATCH TO EXISTIN
PRE-ENGINEERED WOOD TRUSSES @ 24" ❑,C, MAX
TRUSSES SHALL HAVE GALV. METAL SEAT PLATES
UNDER THEM WHEN BEARING ON MASONRY
25 YEAR WARRANTED FIBERGLASS SHINGLES ON 15# FELT PAPER
SHEATHING TO BE 15/32" 4 PLY CDX OR PLYW W/8d RING SHANK NAIL
6" D.C. 4" O.C. FOR FIRST 3 TRUSSES FROM GABLE ENDS
USE STEEL PLYCLIPS. RIDGE VENT AS REQUIRED
INSTALL R❑❑FING PER MANUFACTURERS SPECIFICATI❑NS
C❑NTINI❑US ALUM DRIP EDGE OR GUTTER
2X6 WOOD SUB WITH ALUMINUM
S❑FFIT AND FASCIA TRIM
•
-LEFT ELEVA TION
1/2" CEILING TYPE GYPSUM BOARD
R-19 BATT INSULATI❑N (MIN) ATTIC SPACE
❑PTI❑NAL BLOWN FIBERGLASS INSULATI❑N
VARIES
SEE PLAN
8"X8"X16" CMU TYP,
DEC❑RATIVE CEMENTU❑US FINISH
#5 DOWEL TO MATCH REINF
FROM F❑❑TER W/25" MIN LAP
4"X4" INSPECTI❑N PORT
AT EACH FILL CELL (TYP)
20"H X 12"W M❑N❑LITHIC SLAB
W/ (2) #5 BARS ON CHAIRS 4'-0" D.C.
2 0
/
-�'-- USE (1) SIMPS❑N HF-TA20 STRAP POURED IN LINTEL AT EACH TRUSS
L❑CATI❑N, EXCEPT AS NOTE ON TRUSS LAY❑UT, FILL ALL NAIL HOLES
WITH 10d X 1 1/2" NAILS
(1) COURSE 8"X8" KNOCK -OUT BLOCK FILLED
S❑LID W/(1) #5 BAR. TYP. AT ALL S❑LID WALLS
1/2" DRYWALL LIVER R5.4 CEL❑TEX "TUFF-R"
INSULATI❑N BOARD AND FURRING
4" THICK CONCRETE SLAB W/ 6X6 10/10 WWM
REINF OR FIBER MESHOVER ,006 PL❑YETHYLENE VAPOR BARRIER.
HOLD MESH IN TOP 1 1/2" OF SLAB.
4" SEE MANUFACTURERS REC❑MMENDATI❑NS FOR QUANTITY
OF FIBER MESH IN MIX, (IN LIEU OF WIRE MESH)
STANDARD 90 DEGREE BEND WITH 25" LAP MINIMUM
i
i
i
i
i
i
j
2
ra
CLEAN COMPACT TERMITE TREATED S❑IL
BOTTOM OF F❑❑TER SHALL BE 12" BELOW GRADE
TYPICAL WALL SECTION - DETRIL "B"
PLAN NOTES
R301A Design.
Building S and structures, and OIL parts thereof, shckL( be constructed to safety support oil( I inctudin
Loads, Live toads, roof toads, flood toads and wind loads as prescribed by this code, The consotclrculs�tion of �Jildapcl
,,s
and structures shal( result in a system that provides a complete (ociol fath capable of transferring aR loads t om
their point of origin through the toad -resisting elements to the founcla ion.
Exception : Bui(cll�)gs and structures Located within the High-Vetocity Hurricane Zone shot[ comply only with
Sections R302 to R324, inclusive and inclusive the provisions of Chapter 44
R301.1.1 Alternative provisions.
As an alternative to the requirements in Section R301.1 the following standards are permitted subject to the
Limitations of this code and the imitations there in,
Where engineered design is used in conjunction with these standards the design shot[ comply with the Florida
Building Code, Building .
1. American Forest and Paper Association (AF&PA) Wood Frame Construction Manual (WFCM).
2. American Iron and Steel Institute (AISI), Standard For Cold -Formed Steel Framing Prescriptive Method for
One- and Two-Famity Dwellings (COFS/PM),
R30112 Construction systems,
The requirements of this code ore loosed on platform and balt(cion-frame construction for (icil-it-frame bui(olinys. The
requiremaents for concrete and masonry buildings are loosed on a balloon framing system. Other framing s y s ems
must have equivalent detailing to ensure force transfer, continuity and compatible deformations.
R30113 Eriouir�eered design,
When a , (cling of otherwise conventional construction contains structural elements exceeding the Limits of Section
R301 or otherwise, not conforming to this code, these elements shalt be designed in accordance with accepted
engineering practice, The extent of such design need only clemonstrate comp(iance of nonconventional elements with
other applicable provisions and shaLt be compiatibile with the performance of the conventional Framed system.
Engineered design in accordance with the Florida Building Code, Building is permitted for all buildings and structures,
and parts thereof, included in the scope of this code,
R301.2.1 Wind Limitations.
Buitclin s and portions thereof shati, be Limited by incl speed, as clefire in Table R301.2<1), and construction methods in
accoryance with this code. Basic wind speeds shialtwloe determined From Vigure R301.2(4). Where different construction methods
and structural miateriats ore used For various pqrtions of a building, the applicalote requirements OF this section For each
Yortion shalt apply, Where loads for windows, sk Y,,ghts and exterior doors are not otherwise speciFiecl, the Loads listed In
acite R301.2(2) adjusted for height and exposure per Table R30i.2(3), shalt loe used to determine design Load performance
requirements For windows and cl ors.
R301.2.1.1 Design criteria,
Construction in regions where the basic wind speeds Prom Figure R301.2(4) equal or exceed 100 mites per hour (177.1 km/h)
shalt loe designed in QccorclQnce with one of the following:
1. American Forest and Paper Association (AF&PA) Wood Frame Construction Manual. for One- and Two-FcLmiIy DweiLings (WFCM)j
2. Minimum Design Loads for BuiLclinqs and Other Structures (ASCE-7);
3. American Iron and Steel Institu -te (AISI), Standard for Cotcl-Formecl Steel Framing?Prescriptive Method for One- and
Two-famiLy Dwellings (COFS/PM),
4. Concrete construction shall be designed in accorclance with the provisions OF this code.
5. SBCCI SSTD 10 shalt be permitted for buildings for a basic wind speed OF 130 mph (58 m/s) or Less in Exposure B and
110 mph (49 m/s) or Less in Exposure C in accordance with Figure R301,2(4).
(D. The FC&PA Guide to ConcretF Masonrz Residential CorfpIrrti i in High Wind AreQ:s 15
o Cr (58 m/s) or less in Exposure B and 110 mp m/s) or
concrete masonry buildings or a bo, ic wind s eed 3 mp hot( loe permitted For ha?Aca b (e
Less in Exposure C in QccorclQnce with Figure 001.2(4)j or
7. The WPPC Guide to Wood Construction in High Wind Areas shcJI be permitted for appticalo(e wood -frame buildings for a basic
wind speed of 130 mph (58 m/s) or less in LXposure B and 110 mph (49 m/s) or Less in Exposure C In accordance with
Figure R301.2(4).
R301,211.1 Design.
The PoRowing design guide shalt loe accepted as conforming to accepted engineering practices: AAF Guide to Aluminum
Construction in High -Wind Areas.
R301.2.1.2 Internal pressure,
Windows in buitclingg Located in wiricl-bornf debris. regi . ons s ei opL7nhinV -b - debris or
the loulIding shaIL Tartlatty halt have gla� Cl
open . enciosL nice wit h.protectel From wind CE1,
e designed as a ebris :rd building in accor( a uiId Code, Icing, Blazed
n otection for wind-borne shall meet the requirements of the Large Missile Test
r'
r 0 F996 and OF ASTM E 1886, SSTD 12, cir TAS 201, 202 and 203 referenced tF)erein, I r1p
ASTM
(1) Opening in sunrooms, balconies or enclosed porches constructed under existing roofs or decks are not required to be
protected provided the spaces are separiated from the building interior by a wall and at( openings in the separating watt
ore protected in accordance with this section. Such space shQTt be permitted to be designed as either pQrtiQt(y enclosed
or enclosed structures.
(2) Storage sheds that are not designed For human habitation and that have a floor area of 720 square Peet (67 m2) or
less are not required to comply with the mandatory wind-borne debris impact standard of this code,
Exception: Wood structural panels with a minimum thickness of 7/16inch (11,1 mm> and a maximum span of 8 Feet (2438 mm)
shall. be permitted for openin protection in one- and two-story buildings. Panels shot[ be precut to cover the 9(Qzecl
opepings with attachment harLare provided. Attachments shall be provided in accordance with Table R301.2.1 . 2 or shot( be
designed to resist the components Qrcl cladding (oads determined in accordance with the provisions of the Florida
Building Code, Building.
R301.213 Wind speed conversion.
When referenced documents are based on fastest mile wind speeds, the three second gust wind velocities of Figure R301,2(4)
shalt be converted to fastest mile wind velocities using TabLe R301.2.1.3.
R301.214 Exposure category.
For each wind direction considered on exposure cQteq�or� that adequately reflects the characteristics of ground surface
irrepularitles shot( be determined �or the site at whic he louiLcling,r)or structure is to be constructed For Q site Located
in t e transition zone loetween categories, the category resulting the Largest wind Forces shalt apply, Account shot[ be
taken of var' t'Ons in gjrourd surface roughness that arise from natural toipoRr!:�phy and vegetation as well as from
constructed ?eclktures, For any given wind irection, the exposure in which 0, sp citic building r other structure is sited
shaLL be assessed as being one of the following categories:
1. Exposure A ' Large city centers with at least 50 percent OF the butclings having a height in excess of 70 Feet
(21 336 mm). Use OF this exposure category shall loe limited to those areas for which terrain representative OF Exposure
At�revcits in the upwind direction for a clistQnce of at Least 0.5 mile (0.8 km) or 10 times the height of the buil[cling or
a er structure, whichever is reater, Possible channeling effects or increased velocity pressures clue to the buitcling
or structure loeing tocated in qhe wake of acl 'a nt buildings shall be taker) into account.
2, Exposure B. Urban and suburban areas, wooded 1C11rL,;as or other terrair with numerous closely spaced obstructions having
the size of sinilge-famity dwellings or Larger. Exposure' B shall, be assumed unless the site meets the definition of another
type exposure.
3. Exposure C. Means, except in the High-Vetocit H Zone, that area which Lies within 1,500 feet (457 mm) of the
1,�00 urricare
coastal construction control tine, or within feet (457 mm) of the mean high ticle Line, whichever is less. On barrier
!stands, Exposure C shatt be applicable in the coastal building zone set forth in Section 161.55(4), Florida Statutes.
4. Exposure D. Flat, unobstructecl areas exposed to wind flowing over open water (excluding shorelines in hurricane
frone regions) For a distance of at Least 1 mile (1.61 km). Shorelines in Exposure D inclucre intancl waterwa�h,�sth,
akes and coastal, areas OF bu�re,t
California, Oregon, Washington and Alaska. This exposure shcL(I appt onLy to e , iclings
and other structures exposed to the wind coming,,fr am, over the water. Exposure D extends inlyand F rom the shoretine a
distance of 1,500 feet (4b7 m) or 10 times the ht a the building or structure, whichever is greater.
R301.215 Basic wind speed,
The basic w rid d in miles per hour, for the cleveLopment of wincRoacls, shall, be determined from Figure R301.2(4). Basic
wind speed Pcirsfheee special wind regions indicated, near mountainous terrain and near ) es shot( be in accorclance with
ar� by Local ordinance using
locat.Ayrisclict I or) requireme� ts. The exact Location of winy sp?ed Lines sh�1,1. be estalokisTe
reco zed p hysical landmarks such as major roads, cQr)oL s, rivers and to e shores wherever possible.
R301,2.2 Seismic provisions, Reserved.
Figure R301.2(2) Reserved.
R301.2,3 Snow loads. Reserved.
Figure R301,2(5) Reserved,
R301.2.4 F[ociclipl,ain construction,
This code specifically defers to th e xutho rity granted to Local government loy Title 44 CFR, Sections 51) and 60, This code
is not intended to supplant or supercede Local ordinances adopted pursuant to that authority, nor are Local PtoccIpLain
management ordinances to be deemed amendments to the code.
R301.2,5 Structures seaward of a coastal construction tine.
Structures Located seaward of the coastal construction line shall loe designed to resist the predicted Forces OF a
100-yecr storm event in accorclances with Section 3109 of the Florida Building Code, Building,
SECTION R303
LIGHT, VENTILATION AND HEATING
R3031 Habitable rooms,
All habitable rooms shall, be provided with aggregatedylazing area of not Less than 8 percent of the floor area of such
rooms. Natural ventilation shot( be throu windows, oors,louvers or other approved o entin
.9s to the outdoor air. Such
open in s shall, Ice provided with ready ac2le'ss or shall otherwise be readily controLtabLe gy e building occupants. The minimum
openaLn area to the outdoors shal( be 4 percent of the floor area being venti(Qteol,
Exceptions:
1. The 9,Lazed areas need not be operable where the opening is not required by Section R310 and an approved Mechanical
ventitation system is provided capable OF producing 0,35 air chanyetper hour in the room or a whote-house mechanical
ventitation system is installed capaWe of supplying outdoor vent I a or) air of 15 cubic Feet per Minute (cFm) (7�08 L/s)
per Occupant computed on the loasis OF two occupants for the First bedroom and one occupant For each additional bedroom.
2. The glazed areas need not loe provided in rooms where Exception I Qloove is satisfied and cirtificial, light is provided
capabLe of -proclucin_ an avera
c% pe illumination of 6 footcandles (6,46 lux) over the area of the room at a height of
30 inches (762 mm) L ove the FlIoor level.
R303,2 Adjoining rooms,
For the purpose of determinin I' ht ncl ventilation requirements, any room shall be considered as a portion of an CLV,cilning
ci� ITe a
room when at Least one half t area of the common wall is Open and unobstructed and provides cin opening of no ess
than one -tenth of the floor area of the interior room lout not Less than 25 square feet (2.32 m2),
Exc P n: Openings required for Liqht and/or ventitation shatt be permitted to open into a thermally isoiatecl sunroom
hot there is an operable area I., een the ablf'ining room and the sunroom addition or
addrelo"110or patio cover, provided t tw
yatio cover of not less than one -tenth of the floor area of the interior room ut not Less than 20 square feet (1.86 m2).
he Minimum openabLe area to the outdoors shot( be based upon the total floor area oeing ventilated.
R303.3 Bathrooms.
Bathrooms, water closet compartments Qncl other similar rooms shial[t be provided with aggregate glazing area in windows OF
not Less than 3 square Feet (0.279 m2), one-half of which must be operable.
Exception: The glazed areas shall not be required where artificial tight and a Mechanical, ventilation system are provided.
The minimum ventilation rates shot[ be 50 cfm (23�6 L/s) for intermittent ventilation or 20 cfm (9.4 L/s) for continuous
ventilation, Ventilation air from the space shall be exhausted directly to the outside,
R303.4 Opening location.
Outdoor intake and exhaust openings shot( be Located in accordance with Sections R303.4,1 and R303.4.2.
R303.4.1 Intake openings.
Mechanical and gravity outdoor air intake openings shot( be Located a minimum of 10 feet (3048 Min) from any hazardous
or noxious contaminant such as vents, chimneys, p[umloiny vents, streets, alleys, parking Lots and loading clocks, except as
otherwise specified in �his code, Where Q source of con ciminant is located within 10 feet (3048 mm) of an ir)tQke opening,
such opening shatL loe Located a minimum of 2 feet (610 mm) below the contaminant source,
For the purpose of this section, the exhaust from dwelling unit toilet rooms, biathrooms and kitchens shot[ not be
Considered as hQzQrclous or noxious,
R303.4.2 Exhaust openings,
Outside exhaust openings shot( be located so as not to create a nuisance, Exhaust air shQtL not be directed onto walkways,
R303,5 Outside opening protection,
Air exhaust and intake openings that terminate outdoors shall. be protected with corrosion -resistant screens, Louvers
or grilles having a minimum opening size of X inch (6.4 mm) and Q maximum opening size of 34 inch (12.7 mm), in any dimension.
Openings shall be protected against Local, weather conditions, Outdoor air exhaust and] intake openings shalt meet the
provisions for exterior wall opening protectives in accordance with this code.
R303.6 Stairway illumination.
All interior and exterior stairways shoU be provided with Q means to Illuminate the stairs, including the landings and treads.
Interior stairways shalt be provided with ar) artificia( Light source Located in the immediate vicinity of each Landing of the
s t air woL Y�OFTra interior st,,�irs the art!-Ficio
tight sour s shall be maye of iltuminiatin, treads Val Ltnclinps to levels not
than 1 o c nelte (11 lux measured at t e center oTetrecols and an ings, Exterior AcdrwQys 5 all e p ovicled with an
artficial. light source Located in the immediate vicinity of the top (anclino of the stairway. Exterior stairways providing
access to a basement from the outside gracle Level shQLI be provided with an artificial Light source located in the immediate
vicinity of the bottom Landing of the stairway,
Exception; An artificial tight source is not required at the top and bottom landing, provided an artificial Light source is
located directly over each stairway section,
R303.6.1 Light activation.
The control for activation of the required interior stairway tig�tinq shatt be accessible at the top and bottom OF each
stairway without traversing any steps. The illumination of exterior stairways shall be controlled From inside the dwelling unit.
Exception: Lights that are continuously illuminated or automatically controtted,
R303.7 Required g(Qzecl openin s.
Required glazed openings shat? open directly onto a street or public alley, or a yard or court Located on the some lot
as the building.
R303,7.1 Roofed porches.
Required glazed openings may Face into a rcofecl porch where the porch abuts a street, yard or court and the (onqer side
of the porch is at Least 65 percent open and unobstructed and the ceiling height is not Less than 7 feet (2134 mm).
R303.8 Required heating.
Wher the winter design temperature in Table R301.2(l) is below 60'F (16*C), every dwelling unit shall be provided with heating
facitities capable of Maintaining a minimum room temperature of 68*F (20*C) at a point 3 feet (914 mm) above the floor and
2 FTett (610 mm) from exteri r n(tt inuatLdh�bitabl? rooms at the i;Iesi temperature, The installation of one or more
por clo e space heaters sha?t no e se o achieve compliance with Wis section.
SECTION R304
MINIMUM ROOM AREAS
R304.1 Minimum area,
Every dwelling unit shall have at (east one habitable room that sha(IL have not less than 120 square Peet (112 m2)
of gross floor area,
R3042 Other rooms.
Other habitable rooms sha(L have a Floor area OF not less than 70 square Feet (6,5 m2).
Exception; Kitchens,
R304.3 Minimum dimensions,
Habitable rooms shall, not be Less than 7 feet (2134 mm) in any horizontal dimension,
Exception: Kitchens,
R3134.4 Height effect on room area,
Portions of a room with a sloping ceiling measurin Less than 5 feet (1524 mm) or a Furred ceiling measuring less than
7 Peet (2134 mm) from the Finished F(oor to the �Inishecl ceiling shot( not be considered as contributing to the Minimum
required habitable area for that room,
SECTION R305
CEILING HEIGHT
R305,1 Minimum height.
Habitable rooms, hollwpys,mccirriclors, bathrooms, toilet rooms, laundry rooms and basements shaR have a ceiting height of not
less than 7 feet (2134 m ), The required height shot( be measured from the finish floor to the lowest projection
from the ceiling.
Exceptions:
1. Beams and girders spaced not less than 4 feet (1219 mm) on center may project not more than 6 inches (152 mm) below
the required ceit' h ' i Ih t
Ceilings in in L ',qho'ut habitacite spaces may project to within 6 feet, 8 inches (2032 mm) of the finished fLoorj
2 basem�nqs w
and 10eam S, girders, ducts or other obstructions may project to within 6 feet, 4 inches (1931 mm) of the finished floor,
3. Not more than 50 percent of the required floor area of Q room or space is permitted to have a sloped ceiling Less than
7 feet (2134 mm> in height with no portion of the required floor arect Less than 5 feet (1524 mm ) in height.
4, Bathrooms shalk have a minimum ceiting he ht of 6 Feet 8 inches (2036 mm) over the fixture and at the front cIearance
area Fair Fixtures as shown in Figure R3�0.2. A shower or tub e$Luipped with Q showerhead shot[ have a minimum ceiting height
OF 6 feet 8 inches (2036 mm) above a minimum area 30 inches (76) mm) by 30 inches (762 mm) at the showerhead.
SECTION R307
TOILET, BATH AND SHOWER SPACES
R307-1 Space required,
Fixtures shall be spaced as per Figure R307.2.
R307.2 Bathtub and shower spaces,
Bathtub and shower Floors and walls Qbove bQthtu1os with installed shower heads and in shower compartments shati. be
Finished with Q nonabsorbent surface, Such wall. surfaces shot( extend to a height of not Less than 6 feet (1829 mm)
alocive the floor.
R308-4 HQzQrclous locations.
The following shall be considered specific hazarclous Locations for the purposes of gIazing;
1. Glazing in swinging doors except jalousies.
2. Glazing in fixed and sliding panels of sliding door assemblies and panels in sliding and loifotcl closet
door assemblies,
3. Glazing in storm doors.
4. Glazing in at[ unframed swinging cloors.
5. Glazing in doors and enclosures For hot tubs, whirlpools, saunas, steam rooms, bathtubs and
showers. Glazing In any part of a building wall encLosin-g these compartments where the loottom
exposed edge of the glazing is Less than 60 inches Qa24 mm) measured vertically above any
standing or walking sur12'Qce.
6. Glazing, in an individual fixed or 0 erable panel adjacent to a door where the nearest vertical edge
is within a 24-inch (610 mm) arc OP the door in o. closed position and whose bottom edge is Less
than 60 inches (1524 mm) above the Floor or walking surface.
7. Glazing in an individual fixed or operable panel, other than those Locations described in Items 5
and 6 above, that meets at( of the Following conditions:
7.1. Exposed area of an individual pare greater than 9 square feet (0.836 m 2
7.2. Bottom edge Less than 18 inches (457 mm) above the floor,
7.3. Top edge greater than 36 inches (914 mm) above the floor,
7.4. One or more walking surfaces within 36 inches (914 mm) horizontally of the glazing.
8. Alt glazing in railings regardless of an area or height above a walking surface, Included are
structural baluster panels and nonstructura( in-fIR ponels.
9. Glazing in walls and 1�'ences enclosing indoor and outdoor swimming pools, hot tubs and spas where
the bottom edqe of the glazing is Less than 60 inches (1524 mm) above a walking surface and within
60 inch es (1524- mm) horizontally of the water?s edge, This shall, apply to single glazing and all
panes in multiple glazing.
10. Glazing adjacent to stairways, landin s and ramps within 36 inches (914 mm) horizontally of a walking
surface when the exposed surface N the glass is Less than 60 inches (1524 mm) above the plane
of the adjacent walking surface.
1L Glazing adjacent to stairways within 60 inches (1524 mm) horizontally of the bottom tread of (a
stairway in any direction when the exposed surface of the grass is Less than 60 inches (1524 mm)
above the nose of the tread,
Exception: The fottowing products, materials and uses are exempt From the above hazardous locations:
1. Openings in doors through which c. 3-inch (76 mm) sphere is ur)QIOIe to pass.
2. Decorative glass in Items 1, 6 o r 7.
3. Glazit�g in Section R308.4 , Item 6, when there is an intervening watt or other permanent loarrier
barrier between the door and the glazing.
4. Glazing in Section R308.4 , Item 6, in watts perpendicular to the plane of the door in a closed
Fosi ti.on or where access through the door is to a closet or storaqe area 3 feet (914 Mm) or
ess in depth. Glazing in these applications shatt comply with Section R308.4
5. Glazing in Section R308.4 , Items 7 and 10, when a protective bar is install,e�ltoenmJe accessible
sicle(s) of the glazing 36 inches ± 2 inches (914 ± mm 51 mm) above the floor. The loar shall loe
capable of withstanding a horizontal load of 50 pounds per linear foot (74.5 kg/m) without
contacting the glass and be a minimum of 1A inches (38 mm) in height.
6. Outboard panes in insulating glass units and other multiple glazed panels in Section R308.4 , Item 7,
when the bottom edge of the gLass is 25 feet (7620 mm) or more above gracle, a roof,
walking surf'ace, or other horizontal Ewithin 45 degrees (0.79 racl) of horizontal] surface adjacent
to the glass exterior.
7. Louvered windows and jaLousles complying with the requirements of Section R3082
8. Mirrors and other glass panels mounted or hung on a surface that provides a continuous
backing support.
9. Safety glazing in Section R308.4 , Items 10 and il is not required where:
9.1. The side of a stairway landing or ramp has a guardrail or harclraiI, including balusters or in -Pill
aneits, complying with �he provisions of Sections 1012 and 1607.7 of the Florida Building Code,
uiIdingj and
92. The plane of the glass is greater than 18 inches (457 mm) from the raiIing.
R308.5 Site built windows.
Site built windows shalt comply with Section 2404 of the Florida Building Code, Building.
R308.6 Skylights and sloped glazing.
Skylights and sloped glazing shal.1, comply with the following sections,
R308.6,1 Definitions.
SKYLIGHTS AND SLOPED GLAZING. Glass or other transparent or translucent glazing material installed at a
slope. of more than 15 degrees (0.26 rad) From vertical, Glazing materials in skylights, including unit skylights,
solariums, sunrooms, roofs and sloped walls are included in this definition.
UNIT SKYLIGHT. A factory assembled, gliazed fenestration unit, containing one pane( of glazing material, that
allows For natural clayLiohtinp through an opening in the roof assembly white preserving the
weather -resistant barrier o the roof.
R308.6.2 Permitted materials,
The Following types of glazing may be used:
1. Laminated c)(ass with a minimum 0,015-inch (0.38 mm) poLyviny( butgra( intertayer For glass pores
16 square Teet (1,5 m 2 ) or less in area located such that highest point of the glass is
not more than 12 Feet (3658 mm) above a walking surface or other accessible area; for higher
or Larger sizes, the minimum interlayer thickness shall loe 0,030 inch (0.76 mm),
2. Fully tempered glass.
3. Heat -strengthened glass,
4. Wired glass.
5. Approved rigid plastics.
R308.6.3 Screens, general.
For Fully tempered or heiat-strengthened glass, a retaining screen meetiriystl�e requirements of Section
R308.6.7 shalt be instaLted below the glass, except for fully tempered glass that Mee either condition
Listed in Section R308.6.5 .
R308,6,4 Screens with multiple glazing.
When the inboarcl pane is full tempered, heat - str enqtherecl, or wireol glass, a retaining screen meeting the
requirements of Section R308.b shot[ be installed loeFow the glass, except for either condition listed in
Section R30e.6.5 - ALL other panes in the multiple glazing may loe of any type listed in Section R308.62
R308.6.5 Screens not required.
Screens shalt not be required when fully tempered glass is used as single glazing or the inboard pane in
multiple g(azing and either of the Following conclitions are met:
1, Glass area 16 square feet (1.49 m 2 ) or Less. Highest point of Q(ass not more than 12 feet
(3658 mm) above a walkin surface or other accessible area, nominal glass thickness not more than
3 / 16 inch (4.76 mm), ang (for multiple glazing only) the other pare or panes fully tempered,
laminated or wired glass.
2. Glass are 11 reciter than 16 square Feet (1.49 m 2 ). Glass sloped 30 degrees (0.52 rad) or Less
from vertica� ' and highest point of glass not more than 10 feet (3048 mm) above a walking surface
or other accessible area.
R308.6.6 Glass in greenhouses.
Any �)Lazinq material is permitted to be instcLI(ecl without screen in the sloped areas of greenhouses,
icled the greenhouse height at the ridge does not exceed "T
prov 2 Feet (6096 mm) above gracle.
R308.6,7 Screen characteristics,
The screen and its fasteninqs shall, loe capable of su�porting twice the we' J ht of the Viazing, be firmly and
sulostantiall, fostered to t-he framing members , and ave a mesh opening 0� no more t or) I inch loy 1 inch
(25.4 mm loy &4 mm).
R308,6.8 Curbs for skylights,
All unit skylights installed in a roof with a pitch flatter than three units vertical in 12 units horizontal
(25-percent slope) shot( be mounted on a curio extend n at Least 4 inches (102 mm) above the plane of
otherwise specified in the mcLr)ul2'cLcturi g2
the roof unless er s installation instructions.
R308,6.13 Testing and Labeling.
Exterior skylights shalt Ice tested by an approved independent testing laboratory, and shall be labeled with
on approved IQloeL 1clenti12'ying manufacturer, performance charac teris tics, and approved evaluation entity
to indicate comp�iance with the requirements of AAMA/WDMA 1600/IS7, Voluntary Specifications For Skylights
or TAS 202 (HVHZ shall comply with TAS 202).
SECTION R309
GARAGES AND CARPORTS
R309,1 Opening protection.
11 rings from a private ciarage directly into a room used for steeping purposes shall not be permitted.
Ote,
h � ci�eninqs between the garage and residence shall, loe equipped with solid wood doors not less than
13/8 inc es (35 mm) in thickness, solid or honeycomb core steel doors not less than 13/8 inches (35 mm)
thick, or 20-minute fire -rated cloors,
R30911 Duct penetration.
Ducts in the garage and ducts penetrating the watts or ceilings separating the dwelling from the garage
shalt be constructed of a minimum No, 26 gage (0.48 mm) sheet steel or other approved material (and shati,
shalt have no openings into the garage.
R309.2 Separation required.
The garage shot( be separated From the residence and its attic area loy not Less than X-inch (12.7 mm)
RyEsum board applied to the garage side, Garages berecith habitable rooms shall be separated from all
a italo(e rooms above loy not Less than 5/8-inch (15,9 mm) Type X gypsum looarcl or equivalent, Where the
separation is a flocir-ceiting assembly the structure supporting the separation shatt, also be protected by
not Less than %-inch (12.7 mm) gypsu� board or equivalent.
R309.3 Floor surface,
Garage ftoor surfaces shot[ be of approved noncombustible material,
The area of floor used for parking of automobiles or other vehicles shall be sloped to facilitate the
movement of Liquids to a drain or -toward the main vehicle entry doorway,
R309,4 Carports,
Carports shall be open on at least two sides, Carport floor surfaces shalt be of approved noncombustible
material. Carports not open or) at (east two sides sha([ loe considered a garage ancl shall comply with the
provisions of this section For garages.
Exception: Asphalt surfaces sha(l be permitted at ground (evelt in carports,
The area of floor used for parkinq of automobiles or other vehicles shall, be sloped to Facilitate the
movement of liquids to a drain or tbwarcl the main vehicle entry doorway.
R309.5 Flood hazard areas.
Reserved.
R309.6 Automatic garage door openers,
Automatic garage door openers, if provided, shall be Listed in accordance with UL 325.
SECTION R310
EMERGENCY ESCAPE AND RESCUE OPENINGS
R310,1 Emergency escape and rescue required.
Bo.seMents with habitable space and every sleeping room shaLl have at least one openiable emergency esca e and rescue
openina Where basements contain one or more sleeping rooms, emergency egress and rescue ci� - ft be required in
each. eeping room, but shall not be required in adjoining areas of the basement, Where emergency escape and rescue
openings are provided the
u shot( have a sill height of not more than 44 inches (1118 mm) above the floor, Where a door
openinpahavingoa thresho below the cl ' c t )uncl elevation serves as an emer erg e��ape and rescue opening and is
provid with bulkhead enclosure, thQe VuLM4,9r'enclosure shall comply with SectioR 3 3. e net clear openling cliMensions
required by this section shall be obtained by the normal operation of the emergency escape and rescue opening Prom the
inside. Emergency escape and rescue openings with Q finished fit( height below the acfjQcent ground e,Levation shall be
provided wltl,) a window well In accordance with Section R310.2. he emergency escape and rescue opening shatt be permitted
to open into a screen enclosure, open to the atmosphere, where a screer door is provided leading away From the residence.
R31011 Minimum opening area,
All emergency escape and rescue openings shot[ hove Q minimum net clear opening of 5.7 square feet (0.530 m2).
Exception; Gracle floor openings shot( have a minimum net clear opening of 5 square feet (0.465 m2),
R31012 Minimum opening height.
The minimum net clear opening height shot( loe 24 inches (610 mm),
R31013 Minimum opening width,
The minimum net clear opening width shalL be 20 inches (508 mm).
R31014 Operational constraints.
Emergency escape and rescue openings shot( be operational from the inside of the room without the use of keys or tools,
R310.2 Window wells,
The minimum horizontal area of the window well shatL be 9 square feet (0.84 m2), with a Minimum horizontal projection and width
of 36 inches (914 mm), The area of the window wetL shalt allow the emergency escape and rescue openin to 15e Put opened.
Exce on: The Ladder or steps required by Section R310.21 shaLL be permitted to encroach a maximum o 6 '�5
into Ptthie re uirecl dimensions of the window well, inches ( 2 MM)
OL c, cq
R310.2.1 L er and steps.
Window wells with a vertical depth greater than 44 inches (1118 mm) shall, be equipped with a permanently affixed [adder or
steps usable with the window in.3ie open position, Ladders or stqp!�drequiredo�y this section shall not be required to
1 L fully
comply with Sections R311.5 and 6 Ladders or rungs shot( hove an insi e width at Least 12 inches (30b mm), shall
at (east 3 inches (76 mm) From the wall and shall be spaced not more than 18 inches (457 mm) on center vertically for
the Put[ height of the window weIL,
R310-3 Bulkhead enclosures.
Bulkhead enclosures shQU provide direct access to the basement. The bulkhead enclosure with the door panels in the fully
open osition sh�[ provide the minimum net clear opening required by Section R310.11 Bulkhead enclosures shot[ also comply
with &ection R311. .8.2.
R310.4 Bars, grills, covers and screens.
Bars, grills, covers, screens or similar devices are permitted to be placed over emergency escape and rescue openings,
bulkhead enclosures, or window wells that serve such openings, provided the minimum net clear opening size complies with
Sections R31011 to R31013, and such devices shot[ be reteQsQbte or removalote from the inside without the use of a key,
too[ or force greater than that which is required for normal operation of.the escofecto.1nd rescue openinq. The temporary
Instatliation or closure OF storm sh.utters, panels, and other approved hurricane pro e on devices shot[ Foe permitted on
emergency escape and rescue openir5s durinQ the threat of a storm. Such devices shcLL( not Ice required to comply with the
operational constraints of S 10.1.4. WT-)iLe such protection is provided, at least one means of escape from the dwelling
or clweUin unit shcilt be provided, The means et [in
a 9f ?scope shaLl be within the First floor of the dw g or dwettin unit and
shalt no %e toc VhwiVin a gorqlq,�� Ocppanbs P
shot[ be abLe to Qc ess the
_�in anioaarto?f tpe dg(ling or dwelling unit
means V escape wl Ou pass 9 ough a toc al�Ae r n un er eir control.
SECTION R313
SMOKE ALARMS
R313,1 Smoke alarms.
Smoke alarms shatt be installed in the Following locations;
1. In each sleeping room.
2. Outside each separate sleeping area in the immediate vicinity of the bedrooms,
3. On each additional story of the dwetLinq, incLuclir).q ba s ements but not incLucling crawl spaces and uninhabitable attics,
In clwei(irgs or dwelling units with split . levels and" without or) intervening door between the adjacent (eve a smoke alarm
Level provided that the lower Ieve is I%
installed on the upper Level shall suffice for the adjacent Lower 1. te s than one
full stor below the upper Level.
When more �hari one smoke alarm is required to be-instaRed within an individual o1weWrig unit the alarm devices shatt be
interconnected in such a manner that the actuation of one atarm will activate all of the Q(Qrms in the individual unit. The
aLarm shall, be clearly audible in aLL bedrooms over background noise Levels with all intervening doors closed.
ALI smoke aLarms shalt be tiste and installed in accordance with the provisions of this code ancl the household fire warning
equipment provisions of NFPA ' ' �;2.
R31311 Alterations, repairs and additions.
When interior alterations, repairs or additions requiring a permit occur, or wher one or more sLee ing rooms are added or
created in existing dwellings, the individual dwelling unit shcLIL be provided with smoke QtQrms tocateTas required for new
o1wetLings, the smoRe alarms shot[ be interconnected and hard wired,
Exceptions:
1. Smoke atarms in existing areas shall not be required to be interconnected one] hard wired where the alterations or
re airs do not result in the �.ejovalhoF lnte.�or wall or cei(ingfinir?hes, e osir,,%Jletstructur untq_!�s ttefe is on attic,
U
crR.L space, or basement QvQi e w ich couit provide access or hard Viping in erconnec�,,Or witho he remova
of interior finishes.
2, Repairs to the exterior surfaces OF dwellings ore exempt From the requirements OF this section.
R313,2 Power source,
In new construction, the required smoke alarms shot( receive their primary power From the building wirin wher suck) wirin
is served From Q commercial source, and when primary power is interrupted, shall receive power From Q %attery, Wiring sRa(l
be permanent and without a disconnecting switch other than those required for overcurrent protection. Smoke alarms shall,
be permitted to be loattery operated when installed in buildings without commercial power or in buildings that undergo
alterations, repairs or acloritions regulated by Section R313.1.1.
SECTION R319
PROTECTION AGAINST DECAY
R319.1 Location required.
In areas subjqct to decay damage as established by Table R301.2<1), the fo(LowinQ locations shalt require the use of an
approved species and grade of lumber, pressure treated in accordance with AWFA C1, C2, C3, C4, C9, C15, C18 , C22, C23, C24,
C28, C31, C33, P1, P2 and P3 , or decay -resistant heartwood of redwood, black locust, or ceclars,
1. Wood joists or the bottom of a wood structural floor when closer than 18 inches (457 mm) or wood girders when closer
than 12 inches (305 mm) to the exposed ground in crawl spaces or unexcavated area Located within the periphery of the
building founclation,
2. ALI wood framing members that rest or) concrete or masonry exterior foundation watts and are Less than 8 inches
(203 mm) From the exposed ground.
3. Silts and sleepers on a concrete or masonry slab that is in direct contact with the ground unless separated from such
slialp by an impervious moisture barrier.
4, The ends of wood girclers entering exterior masonry or concrete walls having c[eQrar)ces of less than 0.5 inch (12,7 mm)
on tops, sides and ends.
5. Wood siding, sheathing and wall framing on the exterior of Q buiLding having a c[earance of less than 6 inches (152 mm)
from the ricl
6. Wood s1r`.0CUTrur'a[ Members supporting mcisture-permealolle Floors or roofs that are exposed. to the weather, such Qs
concrete or masonry stabs, uness separated from such floors or roofs by an i m pervious moisture barrier.
7, Wood Furring strips or other wood framing members attached directly to the interior of exterior masonry wQtIs or
con�retp watts below grade except where on approved vapor retarder is applied between the wall and the furring strips
or raming members.
R31911 Ground contact,
ALI wood in contact with the ground and that supports permanent structures intended For human occupancy shaLl. be
ap ed pressure preservative treated wood suitalote for ound contact use, except untreated wood may be used where
eriptirroe'ly below groundwater Level or continuously submerged ignrfresh water,
R319.1.2 Geographical areas.
ARproved raturallyuclurabLe or pressure preservativeIy treated wood sha(l be used for those portions of wood members
t at Form the str ctural, supports of buildings, balconies, porches or similar permanent building appurtenances when such
members are exposed to the weather without adequate protection Prom Q roor, eave, overhang or other covering that
would prevent moisture or water accumulation or) -the surface or at joints between members. Uepencling an Local, experience,
such members may include:
1. Horizontal members such as girders, joists and decking,
2. Vertical members such as posts, poles anol columns.
3. Both horizontal and vertical members.
R319.1.3 Posts, poles and columns.
Posts, potes and co(umnsosupp?rting permianen,� struc ures thp ore embedoed in concrete in direct contyt with the
L
roun or embedded in c ncre e exposed to t e weat�er shatt �e approved pressure preserviativety trea ecl wood suitable
or.?.round contact use,
R319 4 Wood columns,
Wood columns shall be approved wood of natural, decay resistance or approved pressure preservativety treated wood,
Exceptions:
1. Posts or columns which are either exposed to the weather or Located in basements or ceUQrs, supported by piers or
metal peclestaLs pro�ecting 1 inch (25 . 4 mm) above the floor or finished grade and 6 inches (152 mm) above exposed earth,
and are separated here From by on approved impervious moisture biarrier.
2. Posts or cotumns in enclosed crawl spaces or unexcavated areas Located within the periphery of the building, supported
bi� a concrete piermor m . etal Pe�destal at o. height greater than 8 inches (203mm) from exposed ground, are separated
t ere from by an I pervious moisture barrier.
R319.2 Quality Mark.
Lumber and plywood required to be pressure preservative((, treated in accordance with Section R319.1 shall bear the quality
mark OF on approved inspection agency that maintains con-inuirgitsu �rvision, testi and inspection over the quality of the
that has loeen approved -by an accreditation body hafEcompties with n�
roduct and t e requirements of the American Lumber
�tanclarcl Committee treated wood program.
R319.2.1 Required information.
The required quatity mark on each piece of pressure preservativety treated lumber or plywood shall contain the
foLtowing information:
1, Identification OF the treating plaint.
2. Type of preservative,
3. The minimum preservative retention.
4. End use for which the product was treated.
5. Standard to which the product was treated.
6. Identity of' the aT proved inspection agency,
7. The clesiqnation ?. Iry,? if appLicalote.
E eption: Quality marks on lumber less than I inch (25.4 mm) nominal thickness, or Lumber Less than nominal I inch bge5Qinches
x�. by 127 mm) or 2 inches by 4 inches (51 mm by 102 mm) or Lumber 36 inches (914 mm) or Less in length shot
(2 4 mm I ppIied
by stamping the Faces of exterior pieces or by end Labelling not less than 25 percent of the pieces of a bundled unit.
R319.3 Fasteners,
Fasteners for pressure preservative and Fire -retardant - tre a tecl wood sha[L be OF hot -clipped galvanized steel, staintess
steel, silicon bronze or copper.
R32018
If a registered termiticide formulated and registered as a wood treatment is used for subterranean termite prevention,
Sections R320.1.1 through R32016 do not apply. AppIlication OF the wood treatment termiticide shot[ be as required by (abeL
directions For use, and must be complete c prior to final ouiLding approvaI.
R320,2 Penetration,
Protective sleeves around metaltic piping penetrating concrete s(alo-on-grade floors shot( not be of cet(ulose-containing
materials and, if soil treatment is used For subterranean termite protection, shot[ receive application OF a termiticicle in
annular space between sleeve and pipe.
R320,3 C(eaniniq.i.,
Celts and cav in masonry units and air gaps between brick, store or masonry veneers and the structure shall, be
c1leaned of all nonpreservative treated or nonnatura(ty durable wood, or other cettulose-containing material prior to
concrete placement,
ExceEtIon; Inorganic mcLteriQ( mcinuFactured for closing cells in Foundation concrete masonry unit construction or clean
eart fill placed in concrete Masonry unit voids below slob Level before termite treatment is performed.
R320.4 Concrete bearing Ledge.
Brick store or other veneer shot( be supported by a concrete bearing (eclQe at Least equal to the total thickn ss of the
brick� store or other veneer, which is poured integrally with the concrete foundation, No suWemental, concrete Foundation
pours which wit( create a hidden cold joint shall be used without supplemental treatment in t e foundation unless there is
an approved physical loarrier, An approved physical barrier shall, atso be instatted from below the wall SiLit plate or first
lotock course horizor)tQtIy to embed in a mortar , oint. IF masonry veneer extends betow grade, a termite protective
treatment must be applied to the cavit create� between the veneer and the foundation, in Lieu of a physical barrier.
Exception: Veneer supported loy a shetvangLe or Lintel secured to the foundation siclewati, in accordance with ACI 530/ASCE
5/TMS 402, provided at Least a 6-inch (152 mm) clear inspection space of the foundation sidewatl exterior exist between
t% veneer and �hqitop n R,Osocl mutch e r �r an
I N cp.f cQ
en�
0 TV a tq
. wic Landscaping component, cleck, apron, porch, walk or y
0 er work imme ia e y a ja r 661joining he s ruc e.
R320.5 Pressure preservativety treated and naturaIt resistant wood.
Heartwood of redwood and eastern red cedar shaLL �e considered termite resistant. Pressure preserv�tiveily treated wood
a numna tura termite -resistant wood shalt not loe used as an�hysical barrier untes5 Q loarrier can be inspected For any
ter ite she r tubes around the inside and outside edges a joints of Q barrier,
R320.5.1 Field treatment,
Field cut ends, notches and drilled holes of pressure preservativety treated wood shcLLL be retreated in the field in
accordance with AWPA M4.
R320.6 Foam plastic protection.
Extruded and expanded lystyrene, polyisocyonurate and other foam plastics shall, not be installed on the exterior face
or under interior or exfeorLior foundation walls or stab foundations Located be I ow gracle, The c(earance between foam
plastics installed above grade and exposed earth shall be at Least 6 inches (152 mm).
Exceptions:
1. Bu it dinqs where the structuriat Members of walls, ftoors, ceitings and roofs are entirety of noncombustible materials or
pressurq preservativeLy treated wood.
2. When in addition to the requirements OF Section R320,1, on approved method of protecting the Foam plastic and
structure from subterranean termite damage is provided,
3. On the interior side of basement walls,
R32211
Ali new singLe-famity houses, duplexes, triptexes, condominiums and townhouses shot[ provide at Least one bathroom, Located
Maximum possible where bathrooms are provided on habitable grade Levels, with a door that has a 29-inch (737 mm)
clear opening privacy,
a� However, f only a tolet room is provided at grade level, such toilet rooms shatt have a clear opening OF
not Less th 29 inches (737 mm).
FOUNDATIONS SECTION R401
Exceptions!
R401.1 Application.
The provisions of this chapter shall control the design and construction of the foundation and foundation
spaces for all buildinqs,
wood foundations shall be designed and installed in accordance with AF&PA Report No. 7 (see Section R301.2.1.1),
1. The provisions of this chapter shatt be permitted to be used for wood foundations only in the
f oUo wing situations:
11 In buildings that have no more than two floors and a roof.
1.2. When interior basement and Foundation waRs are provided at intervals not exceeding 50 feet,
2. In addition to the provisions of this chapter, the clesiqn and construction of Foundations in areas
prone to flooding shall, meet the provisions of Section -R323.
3. Buildings and structures Located within the High-VeLocity Hurricane Zone shalt comply with the
provisions of Chapter 44
R401.2 Requirements,
Foundation construction shot[ be capalo(e -oi2' accommoclatiny aR loads according to Section R301 and of
transmit the resulting loads to the supporting soil, F . I soils that support footings and foundations
ting gned, installed and tested in accordance with accepted engineering practice, Gravel Fill, used as
shall be clesi
Footings For wood and precast concrete foundations shall comply with Section R403
R401.3 Drainage,
Surface drainagte, shot[ be diverted to a storm sewer conveyance or other ap ol nt of collection so
rea prove poi
as to not c a hazard, Lots shall be graded so as to drain surface water away from foundation watts,
The grade away From Foundation watts shall -Poll a minimum of 6 inches (152 mm) within the 42'irst
10 feet (3048 mm).
Exception: Where Lot Lines, walLs, slopes or other h sical, loarriers prohibit 6 inches (152 mm> of Poll within
10 feet (3048 mm), drains or swales shall be provicleY to ensure ensure drainage away from the structure.
R401.4 Soil tests.
In areas likely to have ex comlpr�essiloile, shifting or other unknown soil characteristics, the building
pansive, 0i
official shaR bletermine whether to require a s t test to determine the soit?s characteris tics at a particular
Location. This test shall be made by an approved agency using an approved method,
R401.4.1 Geotechnical evaluation.
In tieu of a complete geotechnical evaluation, the Iccid-bearing values in Table R401.4.1 shall be assumed.
TABLE R401.4.1
PRESUMPTIVE LOAD -BEARING VALUES OF
FOUNDATION MATERIALS o, LOAD -BEARING PRESSURE
CLASS OF MATERIAL
(pounds per square foot) 12,000
Crystalline loedrock 4,000
Sedimentary and foliated rock 3,000
Sandy gravel and/or gravel (GW and 6P)
Sand, silty sand, clayey sand, silty gravel and clayey gravel 2,000
(SW, SP, SM, SC, GM and GC)
Clay, sandy clay, silty clay, clayey silt, sitt and sandy sitt
(CI, ML, MH and CH) 1,500 b
For SI: 1 pound per squaref'oot = 0,0479 kN/m 2.
a, When soil tests are required loy Section R401,4 , the al(owalo(e bearing capacities of the soil shatt be part
of the recommendations.
lo. Where the buildinp official cletermiresath� soits with an allowable bearin of Less than
sf qre �i. ely -place
to be present t ht insite, the a(lowalote bearing Capac,t y h Q�t to e
1, 5,� 0 e c P'c' Lterini,ecl loy a
soi s Prnves i9a ion.
R401.5 Compressible or shifting sol.
When top- or subsoils are compressible or shifting, such soils shall be removed to a depth and width
sufficient to assure stable mo sture content in each active zone and shcL(t not be used as fill or stabilized
within each active zone loy chemical, dewatering, or presaturation,
SECTION R403
FOOTINGS
R403.1 General.
AIL exterior watts shot[ be supported on �ontln Lid or FyL��,ryrciuted masonry or concrete Footinos, wood foundations,
S�o
�roother Q aii��s so I al
t pproved structural systrms w ich qe OF sufFici esln to accommodotp at[ Loads ac!-cording to Section
3 1 and 0 transmit the resulting oacls to the soit within the imitation as determined from the character of the solL.
Footings shall, be supported on undisturbed natural soils or engineered -Pit[,
R403.1.1 Minimum size.
Minimum sizes for concrete and masonry footin s shot[ be as set Forth in TQbte R403,1 and Figure R403,1(1). The footing width,
W, shall be ased on the Load- earin value op the soil in accorclance with Table �401.41 Spr eac footings shall, be at (east
� mm) in thickness. �ootln2 projections, P, shot[ be at Least 2 inches ( I mm) and shall not tsxceecl the thickness
of the footing, The size OF footings supporting piers and columns shatt be based on the tributary load and alIowaloLe soil,
in accordan e with Table R4Q1.4.I. Footinqs for wood foundations shalt loe in accordance with the details set forth in
Section R405.2, and Figures K,403.1(2) and R403,1(3).
R403.1.4 Minimum depth.
ALI exterior Footings shall loe placed at Least 12 inches (305 Min) below the undisturbed ground surface,
TA03.1.5 Slope.
e 1;o of footin s shffLL be Levet. The bptt?m surfatiie of footinaswighaLL not have a slopT exceeding �ne Lunit
c,T surSace eppe ere it is necessary a change e evation
verti n units horizonya( (1 -percent slope), oo ings sha be st t e
of the top surface of the footings or where the slope of the bottom surface of the footings will exceed one unit
vertical in ten units horizontal (10-percent slope).
R40316 Foundation anchorage.
When braced wall panels are supported directly on continuous Foundations, the wall wood sill plate or co(ol-Formed steel
loottom track shaLL be anchored to the foundation in accordance with this section,
The wood sole plate at exterior walts I'thi stabs and wQod sill plate shall, be anchored to the foundation with
Ut M(009, "-) on cent�?r. I here shatt be a minimum of two bolts pi�r plate section with
anch2r, bolts S ced a max �m of 6 feE I
one o t locate'd"not morelptl or) 12 inches (30 mm) or Less -char) seven bolt cliameters from each end o the plate section,
Bolts shall be at least 11� inch (12.7 mm) in diameter and shiallt extend a minimum of 7 inches (178 mm) into masonry or
concrete. interior bearin
,&wall sole ptates or) monolithic stalo Foundations shQU be positively anchored with approved
Fasteners. A nut and w er sha(l be tiphtened �n each boV to the plate. Siks and sole pLotes shQ(( be protected Qgclnst
, 1 0. Formed stel Frnmin2 s
decysi�ncl,tqrmltes where required by S ction�OR 19 and R3 Cold s shaR be Fastened to the
woo t p a es or anchored directly to the unclation as required in Section 505. .1 r W5.MLL
Exntlon:
Foun ation anchor straps, spaced as required to provide equivalent anchorage to X-inch-cliameter (12.7 MM) anchor bolts.
R40317 Footings on or adjacent to slopes.
The placement of bui[clin s and structures an or ad acent to sLogs steeper than 1 unit vertical in 3 units horizontal
(33.3-percent slope) sha% conform to Sections R403.6.1 through 4031.7.4.
R403.1.7.1 Building clearances from ascending slopes. icient distance from the s 10 e to provide _protection from slope
n gen er a I ' buil d ' s be' Ow s to e s shot b e - set a 5 u ff' 1cled in Section R40317.4 anx Figure R403.1.7.1, the Following criteria
r ov
n e e nonal ha Fa e s E c e t as p the
d s ec Where
d a a ros on s "Ow P " ur x p
b " umed e t In ro 0 n.
c n s e e 'F p t h e - tape h. (I be as
r ov
w 'r' g r s t l to pt h to e existing slope is steeper than one unit vertical in one unit horizontal,
e e F 6 n a 6 a I - re draw n t.rgen t to sumed to Ice at the intersection of a horizontal plane drawn From the
th a -p �i a s rs p t d t the t. e - F
10 o p e u the slope at or) angle of 45 degrees (0.79 rod) to the horizontat.
of
Wtop e a w I c tr -C e the slope, the height of the slope shall be measured from the top
he _. I I to in R e t -p OF the s ('p e
1 2 .tn c in g I s rf
R 03 7 F et k 6 e e 6 s e - aces.
s ba m s -F e O� - [I b e f
c f '
F t,_gs on or g d jac en t to Lope ur c s Founded in material with an embedment and setloack from the slope
F , ff, t r t , I r
survp e su cien t o provi e ve coL I an 6 (OxL t eroL I support for the footing without Oetrimertal. settlement, Except as
p 6 6 4 u r
rovi e for in Section R40 .1. 7.4 n d Fi e R403.1.7.1, he fottowin tio R is deemed adequate to meet the criteria. Where
an
t , t r
Pthe slope is steeper than One uni verVicral in one unit horizonta? (160 'crce'nt. slope), the required setback shail, be
1-fe
measured from an im nor plane 45 degrees (0.79 rad) to the horizon (111., projected upward from the toe of the slope,
cl�lerva&n,
R403.1.7.3 Foundation I
On qrQclecl sites, the top of any exterior Foundation shalt extend above the etevation of the street cutter at point or
disc , harge or the inlet of an approved drainage device a minimum of 12 inches (305 mm) plus 2 percent. . Alternate elevations
are permittFd su%ect to the approval, of theubuitoling, official, provided it ct4,n be demonstrated that required drainage to
the point o disc arge and away from the str cture s provided at all loc a ons on the site,
R40317.4 ALternate setback and clearances.
Alternate setbacks and clearances are permitted, subject to the approval of the building official. The building official is
permitted to . testiqation and recommendation of a i
require an,en, qualified engineer to clemonstrate that the ntent of this
section has Ioeen sat sf al. Such an investigation shall include consideration of material, height of slope, slope gradient,
Load intensity and erosion cha,racteristics of slope materiat.
R40318 Foundations on expansive soils.
Founcliation and floor slabs for buildings Located on expansive soils shcLI[ be designed in accordance with Section 1805.8
of the Florida Bui[cling Code, Building.
Exception: SLab-on-grounol and other foundation systems which have performed adequately in soil conditions similar to those
encountered at the building site ore permitted suloject to the approval of the oullcling official.
R403.1.8.1 Expansive soils cl[assiFictations.
Foils melr@ it( Four OF the f oLIoA1*d ppvi�selonp shot( be qonc?iOerecl expansive, exot that tests to show compliance with
tems 1, n 3 shot[ not be requi t e st prescribed in Item 4 is conduc e
1. Plasticity Index (PI) of 15 or greater, determined in accordance with ASTM D 4318,
2, More than 10 percent of the 5 oil partic I es pass a No, 200 sieve (75 mm), determined in accordance with ASTM D 422.
3, More than 10 percent of the soil particles are Less than 5 micrometers in size, determined in accordance with ASTM D 422.
4. Expansion index greater than 20, determined in accordance with ASTM D 4829.
R403.2 Footings for wood foundations.
Footings for wood foundations shalt be in acco-dance with Figures R403.1(2) and R403.1(3). Grove[ shall be washed and well
Rrode The maximum size stone shaIl not excee� ? inch (19.1 mm>. Gravel shall be Free from organic, clayey or silty soits
and shalt be coarle, not smaller than 1/16-inch (1.6 mm) grains and shalt be Free Prom organic, clayey or sitty soils,
shed stone shat ave a maximum size OF % inch (12.7 m
R40415 Foundation wait thickness based or) walls supported,
The thickness of concrete ancl masonry fourcliation walts shot[ not be Less than the thickness of the watt supported, except
that foundation watts of at Least 8-inch (203 Min) rominal, thickness sha(l be permitted under brick-veneereol Frame watts and
under 10-inch-wicle (254 mm) cavity watts where the total height of the watt supported, including gables, is not more than
20 feet (6096 mm), provided the requirements of Sections R404.1.1 and R40412 ore met.
R404151 Pier and curtain wall foundations.
Pier and curtain wall founclations sha(L be permitted to be used to support light -frame construction not more than two
stories in height, provided the Following requirements are Met:
i. ALI Load -bearing watts shall be placed on continuous concrete footin s placed Integrally witin the exterior wall footings,
2. The minimum actual thickness of a Ioad-bearinq masonry wall shatt beg not Less than 4 inches (102 mm) nominal or
33/8 inches (92 mm) actual thickness, and shall be boncled integriatty with piers spaced in accordance with Section R606.8.
3. Piers shatt. be constructed in accordance with Section R606.5 and Section R606,5.1, and shot( be corded into the
Load -bearing masonry wall, in accordance with Section R608.1.1 or Section R608.1.1.2.
4. The maximum height of Q 4-inch (102 mm) (oad-bearing masonry Foundiation wQ[( supporting wood Framed walls and Floors
shall not be more than 4 feet (1219 mm) in height.
5. Anchora
bu,t.11r,g be 1, accordance with R40316, Figure R40415(l), or as speciFiecl loy engineered design accepted by the
iciaL.
6. The unbalanced fill for 4-inch (102 mm) foundation watts shall not exceed 24 inches (610 mm) for solicl masonry or
12 inches (305 mm) for hoRow masonry.
7. Reserved.
R404.4.6 Reinforcing steel.
R404.4.6.1 Ger)erQI,
Reinforcing steel shall meet the requirements of ASTM A 615, A 706 or A 996. The minimum yield strength of reinforcing steel
�ho,R bF 4D,000 psi (Gracle 4�), L(�7 11cai, an�th.ri,o,tal wall E?irforcrments shall �e pta� closer to the ou�tside
IMP a), V �r
a e wall t ic ness. eel reinforcement for ounclat have concrete cover in
ace 3a theww I s shaL rd no
accor nce t�l A�?,qlg.,e
Exception: Where insulated concrete forms are used and the form remains in place as cover For the concrete, the minimum
concrete cover For the reinforcing steel is permitted to be reduced to ? inch (19.1 mm).
R404,4,6.2 Horizontal reinforcement.
When vertical reinforcement is required, ICF founclation walls shall have horizontal reinforcement in accordance with this
section. ICF foundation watts up to 8 feet (2438 mm) in height shaLL have a minimum OF one continuous No. 4 horizontal
reinforcing bar p1cced at 48 inches (1219 mm) on center, with one loar Located within 12 inches (305 mm) of the top OF the
wall story, ICF Foundation walls qreater thar 8 feet (2438 mm) in heiqht shal( have a minimum OF one continuous No, 4
horizontal reinforcing bar ptaced' at 36 inches (914 mm) on center witTi one bar located within 12 inches (305 mm) of the
top of the watt story.
R404.4.6.3 WaLL openings.
Vertical wall reinforcement required by Section R404.4,2, R404,4,3 or R404.4.4 that is interrupted loy wall openings shalt have
additional vertical reinforcement of the same size placed within 12 inches (305 mm) of each side OF the opening,
R406,3.2 Below gracle moisture barrier.
A 6-mi(-thick (0.15 mm) polyethylene film shcAl be applied over the beLiaw-grade ortion of exterior foundation watts prior to
biackfit[ing. Joints in the polyethylene film shal.l. be tapped 6 inches (152 mm) a n 9 sealed with adhesive. The top edge of the
polyethylene film shall be boncled to the sheathing to Form Q seat. Film areas at gracle level shot( be protected From
mechanical clamage and exposure loy a pressure preservativety treated tumber or plywood strip attached to the wall several
inches above finish gra�s Level Qri� extenclinR ?pproximatetv 5 inches (229 mm) kM?Iow grade. The joint between the strip and
the wall shalt be cauLke full Leng h prior t astening the strip to the wall, ther coverings appropriate to the
architectural treatment may also be used. The potyethyLene Film shot[ extend clown to the loottom of the wood Footing plate
but shall not overlap or extend into the grQVeL or crushed stone footing.
SECTION R408
UNDER -FLOOR SPACE
R40e.1 Ventilation.
The under-ftoor space between the loottom of the floor joists and the earth under any building (except space occupied
by a basement or cellar) shall besgrovided with ventilation openings through foundation watts ortexterior wa(ls. The minimum
net area of ventilation ope nn all, not be Less than I square foot for each 150 square fee (0.67 m2 for each 100 m2)
of uncler-FLoor space area. Orgessuch ventilating opening sha(1, be within 3 feet (914 mm) of each corner of said building,
R408.2 Openings for uncler-filoor ventitiation.
The minimum net area OF ventilation oRenings shot( not be Less than I square Foot (0,0929 m2) For each 150 square Feet
(100 m2) of uncler-fLoor space area. une such ventilating 0 g shall loe within 3 feet �914 mm) of each corner of the
building. Ventilation openings shati, be covered Fair their heF tin and width with any of the Following materials provided that
the Least dimension of the covering shQIL not exceed X in, F 4 mm):
1. Perforated sheet Metal plates not Less than 0.070 inch (1.8 mm) thick.
2. Expanded sheet Metal plates not Less than 0.047 inch (12 mm) thick.
3. Cost iron grills or grating.
4. Extruded to ad-bearim brick vents.mm)
5. Hardware cloth of 0. 5 inch (0.89 wire or heavier.
6. Corrosion -resistant wire mesh, with the least dimension being 1/8 inch (3.2 mm).
Exceptions:
1. Where warranted by climatic conditions, ventilation openings to the outdoors are not required if ventilation openings
to the interior are provided.
2. The total area of ventilation openings may be reduced to 1/1500 of the under-ftoor area where the ground surface is
treated with on approved vapor retarder material and the required openings are placed so as to provicle cross -ventilation
of the space. The installation of operable Louvers shaLl not be prohibited,
3. Under-PLoor spaces used as supply plenums For distribution of heated and cooled air shalt comply with the
requirements of Section M1601.9.
4. Ventilation openings are not required where continuously operated mechanical ventilation is provided at a rate of 1.0 cfm
(10 m2) for each 50 square feet �1.02 L/s) of uncler-fIcor space floor area and ground surface is covered with an
approved vapor retarder materiat.
5. Ventilation openings are not required when the ground surface is covered with an approved v apor retarder material, the
space is supplied with conditioned air and the perimeter walls are insulated to R-5 for *North Florida, R-4 for Central
F1, riclia and R-0 for South F(orIcIQ.
R408.3 Access.
Access shalt be provided to all under-PIoor spaces. Access openings through the Floor shall be a minimum OF 18 inches by
24 inches (457 mm loy 610 mm). Openings through a perimeter wall shot( be 16 inches by 24 inches (407 mm by 610 mm), When any
portion of the through wcLII access is below gracle, an areaway of not less than 16 inches by 24 inches (407 mm by 610 mm)
shot, be prov' ded. The bottom of the areaway shalL Ice below the threshold of the access open In Through wall access
openings hall not be Located under a door to the residence. See M130514 for access requiremen�s where mechanical
equipment is Located under Floors.
SECTION 1911
MINIMUM SLAB PROVISIONS
1911A General.
The thickness of concrete floor slobs supported directly on the ground shall not be less than 31/2 inches (89 mm).
A 6-mit 10.006 inch (152 mm)] polyethylene vapor retarder with joints Lapped not less than 6 inches (152 mm) shot( loe placed
between the base course or subgrade and the concrete floor stab , or other approved equivalent methods or materials shall, be
used to retard vapor transmission through the Floor slab,
Exception: A vapor retarder is not required:
1, For detached structures accessory to occupancies in Group R-3 as applicable in Section 101,2, such as garages, utility
buildings or other unheated facitities.
2. For unheated storaqe rooms having an area of Less than 70 square feet (6,5 m2) and cQrports attached to occupancies
in Group R-3 as QppT!calo[e in Section 101.2.
3. For buildings of other occupancies where migration of moisture through the slab from below will not be detrimental to
the intended occupancy of the buiLding.
4. For driveways, walks, patios and other fLatwork which will, not be enclosed at 0, Later date.
5. Where approved based on local site conditions.
1911.2 Joints,
Concrete stiabs on ground shQU Ice provided with joints in accordance with ACI 224.3R or other Qpprovecl methods. Joints shaR
be designed by or) architect or engineer.
Exception: Joints are not re ired in unreinforcecl plain concrete stabs on ground or in stabs for one- and two-family
dwellings complying with one OT the following:
1. Concrete stabs on ground containing synthetic Fiber reinPorcement, Fiber Lengths and dosage amounts sho(I comply with
one of the following
(1) Fiber Lengths shall be 112 inch to 2 inches (13 to 51 mm) in Length. Dosage amounts shall be From 0,75 to 1.5 pounds per
cubic ard (0.45 to 0.89 kg/r)3) in accordance with the manufacturer?s recommendations. Synthetic fibers shot[ comply with
ASTM � 1116. The manufacturer or supplier shot[ provide certification of comptiance with ASTM C 1116 when requesteolloy the
buitcling oPPIcicti or,
(2) Fiber tenyth shot[ be Prom 112 inch to 2 inches (13 mm to 51 mm) in IenQth, monoPi[ament or Fibrittated. Dosage amounts shaR
be From 0.5 a 1.5 pounds per culoic yard (0,30 to 0.89 kg/m3) to achieve minimum 40 percent reduction of plastic shrinkage
cracking of concrete versus a control mix in accordance with ICBO AC32, Independent test results using Minimum six (6) test
specimens shatL be provided to the bulding official showing compliance with ICBD A32, Synthetic Fiber shatt comply with ASTM C1116,
Paragraph 4.1.3, T�ipe III. The manufacturer or supplier shall provide certification of compliance with ASTM C1116 when requested
by bui(cling of Ficia ..
2. Concrete slobs on, ��'ouncl containin� 6x6 W1A ? W1.4 welded wire reinforcement fabric Located in the middle to the upper
one-third of the slob e(ded wire reir orcement fabric shall, loe supported with approved materials or supports at spacings
to exceed 3 feet (9L4 mm) or in accordance with the manufacturer?s speci Pica t lons. Welded plain wire reinPorcement Fabric For
concrete shaLL conform to ASTM A 185, Standard Specification for Steel Welded Wire Reinforcement Fabric, Plain, for
Concrete Reinforcement.
MICHAEL & ROBYN KIRK
DESIGN PLANS BY RICK
6423 SILVER OAKS DR
813- 765-9793
ZEPHYRHILLS, FL 33542
D.W.SMITH, P.E.
SHEET OF
FLORIDA PROFESSIONAL ENGINEER LICENSE NUMBER 53608
PROJECTS ENGINEERING CONSULTANT
STANDARD NOTES
-
7 [IF 9
SCALE
DATE
JOB NO.
9909 WALLASTON DRIVE-DADE CITY,FLORIDA 33525
PHONE:352-521-0865 FAX:352-521-0867 E-MAIL: dwsf[pe@earthlink.net
1 /4"= 1'-0"
15 APR 2008
ENGINEER LICENCE #53608
I hereby certiFy that I have reviewed this plan andfound it to
be in comptiQnce with ASCE 7-02 and the Florida Buitoling Code 2004.
with the 2006 Supiptement to FBC 04.
DESIGN/DRAWN
R. GOLLHARDT
CHECKED
D.W.SMITH,P.E.
2008-1
liTT- I i ---------------------- ............. ...................
PLAN NOTES
FL❑RIDA BUILDING C❑DE 2004
FASTENING SCHEDULE
R502.1 Identification.
Load -bearing dimension lumber for joists, beams and girders shall be identified by a rade mark of a lumber grading or
inspection agency that has been appproved by an accreditation body that complies wi.Th DOC PS 20. In lieu of a grade mark,
a certificate of inspection issued by a lumber grading or inspection agency meeting the requirements of this section shall
be accepted.
R5021,1 Preservatively treated lumber.
Preservatively treated dimension lumber shall also be identified as required by Section R319.1.
R502.1.2 Blocking and subflooring.
Blocking shall be a minimum of utility grade lumber. Subflooring may be a minimum of utility grade lumber or No. 4 common
rade 5oards,
9
R502.1.3 End- jointed lumber.
Appproved end-��''Iointed lumber identified by a grade mark conforming to Section R501.2 may be used interchangeably with
solid -sawn memlaers of the same species and grade.
R502.1.4 Prefabricated wood I- joists.
Structural cappacities and design provisions for prefabricated wood I -joists shalt be established and monitored in accordance
with ASTM D 5055.
R502.1.5 Structural glued laminated timbers.
Glued laminated timbers shall be manufactured and identified as required in AITC A190.1 and ASTM D 3737.
R502.2 Design and construction.
Floors shall be designed and constructed in accordance with the provisions of this chapter, Figure R502.2 and Sections
R319 and R320 or in accordance with AF&PA/NDS,
R502.2.1 Decks.
Where supported by attachment to an exterior wall, decks shall be positively anchored to the primary structure and
designed for both vertical and lateral loads as applicable. Such attachment shall not be accomplished by the use of
toenails or nails subject to withdrawal. Where positive connection to the primary building structure cannot be verified
during inspection, decks shall be self-supporting, For decks with cantilevered framing members, connections to exterior
walls or other framing members, shall be designed and constructed to resist uplift resulting from the full live load
specified in Table flirr'5 acting on the cantilevered portion of the deck.
R502.3 Allowable joist spans.
Spans for floor joists shall be in accordance with Tables R502,3.1(1) and R502,3.1C2). For other grades and species and for
other loading conditions, refer to the AF&PA Span Tables for Joists and Rafters,
R502.3.1 Sleeping areas and attic joists.
Table R502.3,1(1) shall be utilized to determine the maximum allowable span of floor oists that support sleepingg areas and
attics that are accessed by means of a fixed stairway provided that the design hive load does not exceed 30 sf
(1.44 kN/m2) and the design dead load does not exceed 10 psf WAS kN/m2). The allowable span of ceiling joists that support
attics utilized for limited storage or no storage shall be determined in accordance with Section R802,4.
R502.3.2 Other floor joists.
Table R502.3.1C2) shall be utilized to determine the maximum allowable span of floor joists that support all areas of the
building, other than sleeping and attics, provided that the design live load does not exceed 40 psf (1.92 kN/m2) and the
design dead does not exceed 10 psf WAS kN/m2).
R502.3,3 Floor cantilevers..
Floor cantilever spans shall not exceed the nominal depth of the wood floor joist. Floor cantilevers constructed in
accordance with Table R502.3.3(1) shalt be permitted when supporting a light -frame bearing wall and roof only. Floor
cantilevers supporting an exterior balcony are permitted to be constructed in accordance with Table R502, 3,3(2).
R502,5 Allowable girder spans.
The allowable spans of girders fabricated of dimension lumber shall not exceed the values set forth in Tables
R502.5(l) and R502.5(2).
R503.1 Lumber sheathing.
Maximum allowable spans for lumber used as floor sheathing shall conform to Tables R503.1, R503.2.1.1C1) and R503.2.1.1C2).
R503.1.1 End joints, -
End joints in lumber used as subflooring shall occur over supports unless end matched lumber is used, in which case each
piece shall bear on at least two joists. Subflooring may be omitted when joist spacing does not exceed 16 inches (406 mm)
and a 1-inch (25,4 mm) nominal tongue -and -groove wood strip flooring is applied perpendicular to the joists,
SECTION R506
C❑NCRETE FL❑❑RS (UN GR❑UND)
R506,1 General. - -
Concrete slab on ground floors shall be a minimum 3.5 inches (89 mm) thick (for expansive soils, see Section
R403,1.8 ). The specified compressive strength of concrete shall be as set forth in Section R402.2
R506.2 Site preparation,
The area within the foundation walls shall have all vegetation, top soil and foreign material removed.
R506.2.1 Fill.
Fill material shall be free of ve etation and foreign material. The fill shall be compacted to assure uniform
support of the slab, and except where approved, the fill depths shall not exceed 24 inches (610 mm) for
clean sand or gravel and 8 inches (203 mm) for earth.
R506.2.2 Base.
A 4-inch-thick (102 mm) base course consisting of clean graded sand, ggravel, crushed stone or crushed
blast -furnace slag passing a 2-inch (51 mm) sieve shall be placed on the prepared subgrade when the slab
is below rade.
g
Exception: A base course is not required when the concrete slab is installed on well -drained or sand -gravel
mixture soils classified as Group I according to the United Soil Classification System in accordance with
T e R405,1
abl
R506.2.3 Vapor retarder.
A 6 mil (0,006 inch; 152 pm) polyethylene or approved vapor retarder with joints tapped not less than
6 inches (152 mm) shall be placed between the concrete floor slab and the base course or the prepared
subgrade where no base course exists.
Exception: The vapor retarder may be omitted:
1. From garages, utility buildings and other unheated accessory structures.
2, From driveways, walks, patios and other flatwork not likely to be enclosed and heated at a later date,
3, Where approved by the building official, based on local site conditions.
R506.2,4 Joints.
Concrete slabs on ground shall be provided with joints in accordance with ACI 224.3R or other approved
methods. Joints shall be desi ned by an architect or engineer.
Exception: Joints are not required in unreinforced plain concrete slabs on ground or in slabs for one- and
two-family dwellings complying with one of the following:
1. Concrete slabs on ground containing synthetic fiber reinforcement. Fiber lengths and dosage amounts
shall comply with one of the following
(1) Fiber lengths shall be f inch to 2 inches (13 to 51 mm) in length. Dosage amounts shall c from
0.75 to 1.5 ,pounds per cubic yard (0.45 to 0,89 kg/m 3) in accordance with the manufacturer?s
rec mmendations, S, nt etic fibers hall co,m ly h gSTM C 1116. The m n fact er or supple
shah provide certiica ion of compliance wit ASwTM C 1116 when reques e� byEie building o� facial; or,
(2) Fiber length shall be from X inch to 2 inches (13 mm to 51 mm) in Lengc�th monofilament or fibrillated.
Dosage amounts shall be from 0,5 to 1.5 pounds per cubic yard (0.30 to 6.89 kg/m 3 ) to achieve
minimum 40 percent reduction of plastic shrinkage cracking of concrete versus a control mix in
accordance with ICB❑ AC32. Inde ndent to t results using minimum six (6) to tt s e amens shall be
provided to the cpmpliance with pI B A 2, Synthetic fiber shall comply with ATM �11c16, Para raph
4.1.3, Type III. The manufacturer or supplier shall provide certification of compliance with ASTM C1116
when re ested b but din official.
2, Concrete sl% on rYoun� cd�tainin W .4 X W1.4 w wir r inf r m n f ri o in th
q 6x6 1 Bided e e o ce e t ab c l sated e
middle to the upperg one-third of tFie slp.b. Welded wire reinf r ementt fabric shall be supported with
approved materials or supports at spacings not to exceed 3Q feet (914 mm) or in accordance with the
manufacturer"s specifications, Welded plain wire reinforcement fabric for concrete shall conform to
. ASTM A 185, Standard Specification for Steel Welded Wire Reinforcement Fabric, Plain, for Concrete
Reinforcement .
R602.1 Identification.
Load -bearing dimension lumber for studs, plates and headers shall be identified by,a grade m44rk of a lumber grading
or inspection agency that has been approved by an accreditation body that complies with D❑l PS 20. In lieu of a g ade
" mark, a certification of 4)spection issued by a lumber grading or inspection agency meeting the requirements of this
section shal[ be accep e
R602.1,1 End -jointed lumber.
A roved end- jointed t tuber identified by a rac mark conforming to Section R602.1 may be used interchangeably with
s�Pd-sawn memkjers ofhe same species and -grade.
R602.1.2 Structural glued laminated timbers.
Glued laminated timbers shall be manufactured and identified as required in AITC A190.1 and ASTM D 3737.
R602.31 Stud size, height and spacing.
The size, height and spacing of studs shall be in accordance with Table R602.3<5).
Exceptions:
L Utility grade studs shall not be spaced more than 16 inches (406 mm) on center, shall not support more than a roof and
ceiling, and shall not exceed 8 feet (2438 mm) in height for exterior walls and load -bearing walls or 10 feet (3048 mm)
for interior nonload-bearing walls,
2. Studs more than 10 feet (3048 mm) in height which are in accordance with Table R602.3.1.
R602;4 Interior load -bearing walls.
Interior load -bearing walls shall be constructed, framed and fireblocked as specified for exterior walls.
R602.10 Wall bracing.
All exterior walls shall be braced in accordance with this section. In addition, interior braced wall lines shall be provided
in accordance with Section R602.10.1.1.
R602.10.3 Braced wall, panel construction methods,
The construction of braced wall panels shall be in accordance with one of the following methods:
1, Nominal 1-inch-hv-4-inch (25.4 mm by 102 mm) continuous diagonal braces let in to the top and bottom plates and the
intervenin studs or ap roved metal strap devices installed in accord�n e with the manufacturer?s specifications. The
tt- c h n 4 r s / r ) fr m
Le in bra ing shall be laced at an angle not more than 60 degrees 1,Oc6 rod) or less t a 5 deg ee CO 9 ad o
the horizontal.
m i kn i n m xim m of 24 in hes C 10 mm).
2. Wood boards of 5/8 inch C15.9 tutu) net minimu th c ess applied d agqo allyy on studs spaced a a u c 6
Diagonal boards shall be attached to studs in accordance with TabCe R602.3(1).
3. Wood structural panel sheathing with a thickness not less than 5/16 inch (7,9 mm) for 16-inch (406 mm) stud spacing and
and not less ,than 3/8 inch (`D.5 mm) for 24-inch (610 mm) stud spacing. Wood structural panels shall be installed in
accordance with Table R602,3(3).
4. ❑ne-half-inch (12.7 mm) or 25/32-inch (19.8 mm) thick structural fiberboard sheathing applied vertically or horizontally on
on studs spaced a maximum f 16 inches (406 mm) on center. Structural fiberboard sheathing shall be installed in
accordance with Table R602. (1).
5. Gypsum board with minimum X-inch (12.7 mm) thickness placed on studs spaced a maximum of 24 inches (610 mm) on center
and fastened at 7 inches (178 mm) on center with the size nails specified in Table R602.3(1) for sheathing and
Table R702.3.5 for interior gypsum board.
6. Particleboard wall sheathing panels installed in accordance with Table R602.3<4)
7. Portland cement plaster on studs spaced a maximum of 16 inches (406 mm) on center and installed in accordance with
8. Hardboard panel siding when installed in accordance with Table R703.4.
Exception: Alternate braced wall panels constructed in accordance with Section R602.10.6 shall be permitted to replace any
of the above methods of braced wall panels.
Section R703.6,
R606.13 Beam supports.
Beams, ggirders or other concentrated fonds supported by a wall or column shall have a bearing of at least 3 inches (76 mm)
in lengtY� measured parallel to the beam upon solid masonry not less than 4 inches (102 mm) in thickness, or upon a metal
bearing plate of adequate design and dimensions to distribute the load safely, or upon a continuous reinforced masonry
member projecting not less than 4 inches (102 mm) from the face of the wall,
R606.13.1 Joist bearing.
Joists shall have a bearing of not less than lXinches (38 mm), except as provided in Section R606.13, and shall be
supported in accordance with Figure R606.10C1).
SECTION R607
UNIT MAS❑NRY
R607.1 Mortar.
Mortar for use in masonry construction shall comply with ASTM C 270. The type of mortar shall be in
accordance with Sections 607,1,1 and R607.1.2 and shall meet the proportion specifications of Table R607,1
or the property specifications of ASTM C 270,
R607,1.1 Foundation walls.
Masonry foundation walls constructed as set forth in Tables R404,1,1(1) through R404.1.1C4) and mortar shall
be Type M or S.
R607.1.2 All other masonry.
Mortar for masonry serving as the lateral -wind -force -resisting system shall be Type M, S or N mortar.
TABLE R607.1 Refer to table for Mortar Proportions
R607.2 Placing mortar and masonry units.
R607,2.1 Bed and head joints.
Unless otherwise required or ind icated on the project drawings, head and bed joints shall be 3 / 8 inch
(9.5 mm) thick, except that the thickness of the bed joint of the starting course placed over
foundations shall not be less than '/< inch (6,4 mm) and not more than ? inch (19.1 mm).
R607.2.1.1 Mortar joint thickness tolerance.
Mortar joint thickness shall be within the following tolerances from the specified dimensions:
1. Bed joint: + 1 / 8 inch (3.2 mm).
2, Head joint: 4 inch (6.4 mm), + 3 / 8 inch (9.5 mm),
3. Collar joints: '/, inch (6,4 mm), + 3 / 8 inch (9.5 mm).
Exception: Nonload-bearing masonry elements and masonry veneers designed and constructed in accordance
with Section R703.7 are not required to meet these tolerances.
ReO7.2.2 Masonry unit placement.
The mortar shall be sufficiently plastic and units shalt be placed with sufficient pressure to extrude
mortar from the joint and produce a tight joint.
Deep furrowing of bed joints that produces voids shall not be permitted. Any units disturbed to the extent
that initial bond is broken after initial placement shall be removed and relaid in fresh mortar, Surfaces to
be in contact with mortar shall be clean and free of deleterious materials.
R607.2.2.1 Solid masonry.
All solid masonry units shalt be laid with full head and bed joints and all interior vertical joints that are
designed to receive mortar shall be filled,
R607.2.2.2 Hollow masonry.
For hollow masonry units, all head and bed joints shall be filled solidly with mortar for a distance in from
the face of the unit not less than the thickness of the face shell.
R607.3 Installation of wall ties.
The installation of wall ties shall be as follows:
1, The ends of wall ties sh all be embedded in mortar joints. Walt tie ends shall engage outer
face shells of hollow units by at least � inch (12.7 mm),
Wire wall ties shall be embedded at least 1% inches (38 mm) into the mortar bed of solid
masonry units or solid grouted hollow units.
2, Wall ties shall not be bent after being embedded in grout or mortar,
SECTION R613
EXTERI❑R WIND❑WS AND DO❑R ASSEMBLIES
R613.1 General.
This section prescribes performance and construction requirements for exterior window systems installed in wall systems,
Waterproofing, sealing and flashing systems are not included in the scope of this section.
R6]3.2 Performance.
Exterior windows and doors shall be designed to resist the design wind loads specified in Table R301.2(2) adjusted for height
and exposure per Table R301.2(3).
R613.3 Exterior windows, sliding and patio glass doors.
R T tin n elin ,
6]3 3.1 es g a d Lab g
Exterior windows and glass doors shall be tested by an approved independent tespting laboratory, and shall be labeled with
n r ved lotbelyldentifya:n,$ the m Y ufacturer, performance sharp ante tto indicatepCorvpdaPeedwi h �et�requiremeriprin
es o Qabo cr evalu ,ti n en . or Miami -Dade notice o acce
one of the following specifications:
ANSI/AAMA/NWWDA 101/I.S. 2-97 or 101/I.S. 2/NAFS or TAS 202 (HVHZ shall comply with TAS 202 utilizing ASTM E 1300-98 or
ASTM E 1300-02).
Glass Strength: Determination of load resistance of glass for specified loads of products tested and certified in
accordance with s. R613.3.1 shall be designed to comply with ASTM E 1300.
R613.3.2 Supplemental label.
A supplemental temporary label conforming to AAMA 203, Procedural Guide for the Window Inspection and Notification System,
shall be acceptable for establishing calculated allowable design pressures higher than indicated on the label required by
R613.3.1 for window sizes smaller than that required by the ANSL/AAMA/NWWDA 101/IS2 test requirements. This supplemental
label shall remain on the window until final approval by the building official.
R613.4 Exterior door assemblies.
Exterior door assemblies not covered b R613,3 or R613.4.1 shall be tested for structural integqrity in accordance with
ASTM F 33Q Procedure A t toad f 1. times the re wired desi re sure load. The o dd� shall be s t ined for pp
seconds with no permanent cieforma�ion of an main fr�me or par�e� �iem�ner in excess or �.4 percent a i 's span oflter
the load is remove H�/HZ shall c m t with TAyS 202. After ash ecifie�� .l adin the e shall b o glass br akage,
permanent damageo fasteners, �ia�dyware parts, or an oteher d5c mage whic� caseshe door oiae inoperabele,
The minimum test sizes and minim m design press res, shplyl be as indicated in Tapble R613.4
The unit size tested shall uali all unit sm l.Yer in with a d/or height pf the same operation type and be limited to
ases where frame, panels net �tructura memabers main ain e same Profile as tested,
�613.4.1
Sectional garage doors shall be tested for determination of structural performance under uniform static air pressure
ddiffer n e in accordance with ANSI/DASMA 108 or TAS 202 (HVHZ shall comply with TAS 202).
R613.4. �ustom do rs.
Custom Cone of a kind) exterior dgor assemblies shall be tested by an approved testing laboratory or be engineered in
accordance with accepted engineering practices,
R613,4.3
DQorbe°i� ercnhan ea e to e b e rora o°rvecl rri lest eovi e tti n emit ertificapt' en s Y t-v to to ortor c�r engineer
y r{ �tl ty �g 0 p d ghat ih 'door com i� ri i5 d q �° gryea er
structural erfogrmance as demonstrated b accepted engineering practices.
RC�1l3.4.33.1 Option l ext ri r ddoor compone, t testing.
With tY e excepion o HR/HZ, exterior si�e-hinged door s embli s n t covered ,bb Section RR613.3 shp ll have the o tion to
have the components of, the assembly tested and rateq for $-truc�urol integrity in accordance with the followinpp
Window and door assemblies shall be b Nored in accordance with the published manufacturers recommendations td achieve
R613.5 Windborne debris protection.
R613.6 Anchorage methods.
specification+
R613.6.1 Anchoring requirements.
the design pressure specified. Substitute anchoring systems used for substrates not specified by the fenestration
manufacturer shall provide equal or greater anchoring performance as demonstrated by accepted engineering practice.
R613,6.2 Masonry, concrete or other structural substrate.
Where the wood shim or buck thickness is less than 1% inches (38 mm), window and door assemblies shall be anchored through
the main frame or by jamb clip or subframe system, in accordance with the manufacturers published Installation instructions.
Anchors shall be securely fastened directly into the masonry, concrete or other structural substrate material. Unless
otherwise tested bucks shall extend beyond the interior face of the, window or door frame such that full support of the
frame is rovidec(. Shims shall be made from materials ca able of sustainingq a plicable loads, located and, applied in a
thicknesspcapable of sustainin ap plicable toads. Anchorsp shall be provided to transfer load from the window or door
frame to the rough opening s.4 rate,
/here the wood buck thickn ss is 1Y i the C3g mm) or rea er, the buck sh ll be secure, fastened to tra sf r ,gad to
the masonry concr�te or o her stru� uraT substrate nl the buck shall ex end beyond tyhe interior face of t�e window
or door frr,e. Win ow and door assem ies shall be, anchored througgh the main frame or by amb clip or subrame system
fir thro h the fllan e to tie secured ood buck ccgrdance itT) th anuf,acturers ubli hed installat on i tructions.
nless o-erwise tes�ed, bucks shall extend beyondn t�e interior ace o W window or door Frame such t at t support
of the frame is provided. Shims shall be made from materials capable of sustaining a plicable loads, located and applied in a
thickness caiiable of sustaining applicable loads. Anchors shall be provided to transfer load from the window or door frame
assembly to he secured wood buck. .
R613.6.3 Wood or other approved framing material.
Where the framing material is wood or other approved framing material, window and glass door assemblies shall be anchored
thr u h the m in frame or b amb 4li or ubfram s stem or throu h t e fl n e n,accorda ce with the anufa tur r?s
publ4i,sV�ed Instalation instru t)ior� . Shimsp, $hat be , m dPe iXrom m terials pqqb e o �us�gming apprc ble toed Lot tec� ann�
applied in a thickness capable o sustainin ap pl:caable loads. �nchors sat I provided to transfer load rom he window
or door frame to the rough opening subsrate.
R613.7 Mullions occurring between individual window and glass door assemblies.
R613.7.1 Mullions.
Mullion other than mull, w ch ar an me r t part of a window or, lq�ss cl asse bt tested ant{ labeled in
actor , ce with Section 3. halg bb test dab an ap roved testln Tabora or r""�� en i e d rdan itth
n in ran roc6ice. OI meti s L tse er ormance crit ria cited i Soe: ons ��1P3,/r�C, f��l ,c/ and 613,7.4.
accepp.ed e g ee q p t p
R613,7.2 Load- tr- - er,
Mulligns shall he designed to transfer the design pressure loads applied by the window and door assemblies to the rough
openingg substrate.
R613.7,3 Deflection.
Mullions shall be capable of resisting the design pressure loads applied by, the window and door assemblies to be supported
without deflecting more than L/175, where L is the span of the mullion in inches.
R613.7.4 Structural safety factor.
Mullions shall be capable of resisting a load of 1.5 times the desi n Pressure loads appplied by the window and door
assemblies to be supported without exceeding the appropriate ma erial stress levels, If tested by an approved laboratory,
the 15 times the design pressure load shall be sustained for 10 seconds, and the permanent deformation shall not exceed
0.4 percent of the mullion span after the 1,5 times design pressure load is removed.
R802.1 Identification.
Load -bearing dimension lumber for rafters, trusses and ceiling joists shall be identified by a grade mark of a lumber
grading or inspection a envy that has been approved by an accreditation body that complies with DOC PS 20. In lieu of a
rade mark, a certificage of inspection issued by a lumber grading or inspection agency meeting the requirements of this
ection shall be accepted.
R802.1.1 Blocking.
Blocking shall be a minimum of utility grade lumber.
R802,1,2 End- 'ointed lumber.
Approved end -jointed lumber identified by a grade mark conforming to Section R802,1 may be used interchangeably with
solid -sawn members of the same species and grade.
R802.1.3.1 Labelin
h n in:
Fire -retardant reated lumber and wood structural panels shall be labeled. The label s all co to
1, The identification mark of an approved agency in accordance with Section 1703.5 of the Florida Building Code, Building.
2. Identification of the treating manufacturer.
3. The name of the fire -retardant treatment.
4. The species of wood treated.
5, Flame spread and smoke developed rating.
6, Method drying after treatment,
7. Conformance with appropriate standards in accordance with Sections R802.1.3.2 through R802,1,3.5.
8, For FRTW exposed to weather, damp or wet location, the words ?No increase in the listed classification when subjected
to the Standard Rain Test? (ASTM D 2898).
R802.1.3.2 Strength adjustments,
Design values for untreated, lumber and wood, structural panels as specified in Section R802,1, shall be adjusted for fire
retardant -treated wood. Ad stm nts to ddesigqn values shall be based upon an approved m ,thod of investigation which takes
into consideration the effect s of the anticipbted temperature and humidity to which the fire -retardant -treated wood
will be sub ected, the type of treatment and redrying procedures.
R802,1,3.2.1 Wood structural panels.
The effect of treatment and the method of redrying after treatment, and exposure to hi h temperatures and high
- 9g i i r n with
- h l be determ ned n acco da ce
humidities on the flexure properties of fire retardant treated softwood plywood s a t
ASTM5Da5516orThe test data developed b ASTM ) 5516 shall be used to dey el ad'u ttm nt f ctors, ma ;mum load and
a p s both for untreated plyw�od desi n values in accordance with ,R�TM �30 Eac� manufncurer shads publish
the allowable maximum loads and spans for serve as floor and roof sheathing for their treatment,
R802.1.3.2.2 Lumber.
For each species of wood treated the effect of the treatment and the method of redrying after treatment and exposure
to high temperatures and higqh humidities on the allowable design properties of fire -retardant -treated lumber shall be
determined in accordance witTi ASTM D 5664. The test data developed by ASTM D 5664 shall be used to develop modification
factors for use at or near room temperature and at elevated temperatures and humidity in accordance with an approved
method of investigation. Each manufacturer shall publish the modification factors for service at temperatures of not less
than 80'F (26.7°C) and for roof framing. The roof framing modification factors shall take into consideration the
climatological location.
R802,1,3.3 Exposure to weather.
Where fire -retardant -treated wood is exposed to weather, or damp or wet locations, it shall be identified as 'Exterior' to
indicate there is no increase in the listed flame spread index as defined in Section R802.1.3 when subjected to ASTM D 2ege,
R802.1.3.4 Interior applications.
Interior fire -retardant -treated wood shall have a moisture content of not over 28 percent when tested in accordance
with ASTM D 3201 procedurggs at 92 percent relative humidity. Interior fire -retardant -treated wood shall be tested in
accordance with Section R9W.1.3.2.1 gr, R802.1f.3.2.2. Interior fire -retardant -treated wood designated as Type A shall be
tested in accordance with he provisions o this section.
R802.1.3.5 Moisture content.
Fire-retardant-treuated wood shall[ be dried to a moisture conteent of 19 percent or less for luumber and 15 ppercheQnt or
exceecP those userd cinuki�n drylntg theolumber nndrplywood subrriitedffor theatests describ deink�Sect%r�eOt2u .ClSfor not
plywood and R802.1.3,2.2 for lumber.
R802,1,4 Structural glued laminated timbers.
Glued laminated timbers shall be manufactured and identified as required in AITC A190,1 and ASTM D 3737.
R802,2 Design and construction.
Roof -ceilings shall be desigqned and constructed in accordance with the provisions of this chapter and Figgures R606,1OC1)
or in accordance with AFPA/NDS, Components of roof -ceilings shall be fastened in accordance with Table R602.30).
R802.3 Framing details,
Rafters shall be framed to ridge board or to each other with a gusset plate as a tie. Rid e board shall be at least
1-inch (25.4 mm) nominal thickness and not less in depth than the cut end of the rafter. At all valleys and hips there
shall be a valley or hip rafter not less than 2-inch (51 mm) nominal thickness and not less in depth than the cut end of
the rafter, Hip and valley rafters shalt be supported at the ridge by a brace to a bearing partition or be desi ned to
Carry and tribute the specif; to d at th,o point. Where th roof pitch is less than three units yerti aL in 1 units
horizontal -percent slope), s rucatural members that suppor rai'ters and ceiling joists, such as ridge �eams, nips and
valleys, shall be designed as beams.
R802.3.1 Ceiling joist and rafter connections.
Ceiling joists and rafters shall be nailed to each other in accordance with Tables R602.3(1) and R802.5.1<9), and the assembly
shall be nailed to the top wall plate in accordance with Table R602.3C1), Ceiling joists shall be continuous or securely joined
where they ,meet over inter; r partitions and nailed to adjacent rafters to provide a continuous tie across the building
when such joists are paralle� to the rafters.
Where ceiling joists are not parallel to rafters, subflooring or metal straps attached to the ends of the rafters shall
be installed in a manner, to provide a continuous tie across the buildinc� or rafters shall be tied to 1-inch by 4-inch
(25.4 mm by 102 mm) (nominal) minimum -size crossties. The connections shdT� be in accordance with Table R602,3C1) or connections
of equivalent capacities shall be provided. Where ceiling joists or rafter ties are not provided at the top plate, the ridge
formed by these rafters shall also be supported byy a girder designed in accordance with accepted engineering practice.
Rafter ties shall be spaced not more than 4 feet (1219 mm) on center.
R802.3.2 Ceiling joists lapped.
Ends of ceiling joists shall be lapped a minimum of 3 inches (76 mm) or butted over bearing partitions or beams and toenailed
to the bearin member. When eiling tt5 are used to provide resistance to rafter thrust, lapped joists shall be nailed
toggether in a cordance with able RblVlh and butted joists shall be tied together in a manner to resist such thrust.
R802.4 Allowable ceiling joist spans.
Spans for ceiling oists shall be in accordance with Tables R802.4(1) and R802.4(2). For other grades and species and for
other loading conditions, refer to the AF&PA Span Tables for Joists and Rafters.
R802.5 Allowable rafter spans.
Spans for rafters shall be in accordance with Tables R802,5.10) and R802,5.1(2). For other grades and species and for other
loading conditions, refer to the AF&PA Span Tables for Joists and Rafters. The span of each rafter shall be measured
along the horizontal projection of the rafter.
R802.5.1 Purlins.
Purlins are permitted to be installed to reduce the span of rafters as shown in Fi ure R802.5.1, Purlins shall be sized no
less than the required size of the rafters that they support. Purlins shall be continuous and shall be su ported by
2-inch by 4-inch (51 mm by 102 mm) braces installed to bearing walls at a slope not less than 45 degrees from the
horizontal. The braces shall be spaced not more than 4 feet <1219 mm) on center and the unbraced length of braces
shall not exceed 8 feet (2438 tutu).
R802.6 Bearing.
The ends of each rafter or ceiling joist shall have not less than IYa inches (38 mm) of bearing on wood or metal and
not less than 3 inches (76 mm) on masonry or concrete.
R802.6.1 Finished ceiling material.
If the finished ceiling material is installed on the ceiling prior to the attachment of the ceilin to the walls, such as in
construction at a factory, a compression strip of the same thickness as the finish ceiling material shall be installed
direct, above the top plate, of bearin walls if the com ressive strength of the finish ceiling material is less than the
loads it will be r quired ,to withstand, Me compression strip shall cover the entire tenth of such top plate and shall be
at least one -hat the width of the top plate. It shall be of material capable of tran matting the loads transferred
through it.
R802.7 Cutting and notching.
Structural roof members shall not be cut, bored or notched in excess of the limitations specified in this section.
R802.7.1 Sawn lumber.
Notches in solid lumber oists, rafters and beams shall not exceed one -sixth of the depth of the member, shall not be
tongrr than one-third o the depth of the member and shall not be located in the middle one-third of the span. Notches
at the ends of the member shall not exceed one-fourth the depth of the member. The tension side of members 4 inches
<102 tutu) or greater in nominal thickness shall not be notched except at the ends of the members. The diameter of the
holes bored or cut into members shall not exceed one-third the depth of the member. Holes shall not be closer than
2 inches (51 mm) to the top or bottom of the member or to an other hole located in the member. Where the member is
also notched, the hole shall not be closer than 2 inches (51 mm)Y to the notch.
Exception: Notches on cantilevered portions of rafters are permitted provided the dimension of the remaining portion of
the rafter is not less than 4-inch nominal (102 mm) and the length of the cantilever does not exceed 24 inches (610 mm).
R802.7.2 Engineered wood products.
Cuts, notches and holes bored in laminated veneer lumber, glue -laminated members or I- joists are not permitted unless the
the effect of such penetrations is specifically considered in the design of the member.
R802,8 Lateral support.
Rafters and ceiling joists having a depth -to -thickness ratio exceeding 5 to 1 based an nominal dimensions shall be provided
with lateral support at points of bearing to prevent rotation.
R802.8.1 Bridging.
Rafters and ceiling oists having a depth -to -thickness ratio exceeding 6 to 1 based on nominal dimensions shall be
supported laterally �y solid blocking, diagonal bridging (wood or metal) or a continuous 1-inch by 3-inch (25.4 mm by 76 mm)
wood strip nailed across the rafters or ceiling joists at intervals not exceeding 8 feet (2438 mmX
R802.9 Framing of openings.
❑penings in roof and ceiling framing shall be framed with header and trimmer ,joists. When the header joist span does not
exceed 4 feet (1219 mm), the header joist may be a single member the same size as the ceiling joist or rafter. Single
trimmer �.1o�asts ma be used, to Carry a sin le he der ' t that is located within 3 feet (914 mm) of ,the trimmer foist
bearin Vhen th header joist s avS excee s fl Bet c1219 tutu), the trimmer joists, and the header oist shall be doubled
and of sufficient cross section to support, the ceilingq �IIoists or rafter framing into the header. Fo proved hangers shall
be used for the header oist to trimmer joist connec`tibns when the header joist span exceeds 6 feet (1829 mm). Tail
��fists over 12 feet .C365� m ) ion shall be supported at the header by framing anchors or on ledger strips not less
an 2 inches by 2 inches (1 mm �y 51 tutu).
R802.10 Wood trusses.
R802.10.1 Truss design drawings.
Truss design drawings prepared in conformance with Section R802.10.1, shall be provided to the building official and approved
prior to installation. Truss design drawings shalt include, at a minimum, the information specified below. Truss design drawing
shall be provided with the shipment of trusses delivered to the jobsite.
1, Slope or depth, span and spacing.
2. Location of all joints.
3. Required bearing widths.
4, Design loads as applicable.
4.1. Top chord live load.
4.2. Top chord dead load.
4.3. Bottom chord live load.
4.4, Bottom chord dead load.
4.5. Concentrated loads and their points of application.
4.6. Controlling wind and earthquake loads.
5. Adjustments to lumber and joint connector design values for conditions of use.
6, Each reaction force and direction.
7. Joint connector type and description (e.g., size, thickness or gauge), and the dimensioned location of each joint
connector except where symmetrically located relative to the joint interface.
8. Lumber size, species and grade for each member.
9. Connection requirements or:
9.1. Truss to truss girder.
9.2. Truss ply to ply.
9.3. Field splices.
10. Calculated deflection ratio and/or maximum description for live and total load.
11. Maximum axial compression forces in the truss members to enable the building designer to design the size, connections
and anchorage of the permanent continuous lateral bracing. Forces shall be shown on the truss design drawing or on
supplemental documents,
12. Required permanent truss member bracing location.
R802.10.2 Design.
Wood trusses shall be designed in accordance with gccepted en ineering practice. The design and manufactu
re of metal
plate connected wood trusses shall comply with ANSI/TP1 ]. The russ desigqn drawings shall be prepared by a registered
professional where required by the statutes of the jurisdiction in which the project is to be constructed in accordance
with Section R106.1,
R802.10.3 Bracing.
Trusses shall be braced to revent rotation and provide lateral stability in accordance with the requirements specified
in the construction documents for the buildin and on the individual tr 5s design drawings. In the absence of specific
bracing requirements, trusses shall be bracedg in accordance with I PI/Hy .
R802.10.4 Alterations to trusses.
Truss members shall not be cut, notched, drilled spliced or otherwise altered in an way without the approval of a
registered design professional. Alterations resul+ing in the addition of load (e. HVAC equipment, water heater) that
exceeds the de ' n,load for the truss shalt not be permitted without verification that the truss is capable of supporting
such additional o�ding.
R802.10.5 Truss to wall connection.
Trusses shall be connected to wall fates by the use of approved connector having a resistance to up lift of not less
than 175 pounds (79,45 kg.) and shah be installed in accordance with the manusfacturer?s specifications. For roof assemblies
subject to wind uplift pressures of 20 pounds pper square foot (0,958 kN/m2) or greater, as established in Table R301,2(2),
ad 'usted for height and exposure per Table R301.2(3), see section R802.11.
RU2.11 Roof tie -down,
R802.11,1 Uplift resistance.
Roof assemblies which are subject to wind uplift pressures of 20 pounds per square foot (0.958 kN/m2) or greater shall
have roof rafters or trusses attached to their supportin wall assemblies by connections capable of providin the
resistance required in Table R802.11. Wind uplift pressures shhall be determined using an effective wind area of 1g00 square
feet (9.3 m2) and Zone 1 in Table R301.2(2), as adjusted for height and exposure per Table R301.2<3).
A continuous load path shall be provided to transmit the uplift forces from the rafter or truss ties to the foundation,
SECTION R803
R❑❑F SHEATHING
R803,1 Lumber sheathing.
Allowable spans for lumber used as roof sheathing shall conform to Table R803,1, Spaced lumber sheathing for wood shingle
and shake roofing shall conform to the requirements of Sections R905,7 and R905,8.
R803.2 Wood structural panel sheathing.
R803.2.1 Identification and grade.
Wood structural anels shall conform to DOC PS 1, DOC PS 2 or, when manufactured in Canada, CSA 0437, and shall be
identified by rade mark or certifi to of inspection issued by an approved agency. Wood structural panels shall comply
with the grads specified in Table R503.2.1.1C1).
R803.2.1.1 Exposure durability.
All wood structural anels, when designed to be permanently exposed in outdoor applications, shall be of an exterior
exposure durability. Blood structural ppanel roof sheathing exposed to the underside may be of interior type bonded with
exterior glue, identified as Exposure 1.
R803.2.1,2 Fire -retardant -treated plywood.
The allowable unit stresses for fire -retardant -treated plywood including fastener values, shall be developed from an
4pproved method of invest; ati n th t considers th effects of an ici ated tem rature and hu idity to which the
q p t p -r r nt- reated
fire -retardant -treated plywood will Vie subjected, t�e type of treatm�nt and re�rying process.he fire eta da t
plywood shall be graded by an approved agency.
Allowable s ans,
R803 2 2 p
The maximum allowable spans for wood structural panel roof sheathing shall not exceed the values set forth in
Table R503,2.1.1<1),
R803.2,3 Installation.
Wood sttructural panel used as roof sheathing shall be installed with joints staggered or nonstaggered in accordance with
Table R602.3(1), or APA E30 for wood roof framing or with Table R804.3 for steel roof framing.
R807,1 Attic access.
In buildinggs with combustible ceiling or roof construction, an attic access opening shall be provided to attic areas that
exceed 30 square feet C2.8 m2) and have a vertical height of 30 inches (762 mm) or greater.
The row h-framed o enin shalt not be less than 22 inches by 30 inches (559 mm by 762 mm) and shall be located in a hallway
or otherr readily accpessibte location. A 30-inch (762 mm) minimum unobstructed headroom in the attic space shall be provided
at some point above the access opening. See Section M1305.1.3 for access requirements where mechanical equipment is located
in attics,
13-103.2 Details, plans and specifications.
Plans and specifications shall be submitted with each application for a building permit. Energyy code calculations shall be made
a part of the plans and specifications of the building. The building official shall require, sub ect, to the exceptions in
Section 481,229, Florida Statutes, and Section 471,003, Florida Statut s, that plans and specifications be prepared by an
en in e , or arch'te t license to p a tice in the state of Florid . the lans nd s ci, ioations includin the ever c de
ff 9
ca ugaons, shahow, m sufi ten �et il, all p rtment data anal featupres thep�uildm and the eq�ipment and s�ems
aa Q qq q m ri U-va ues fie
m in n limite to: des �n crit na ex nor en elo e om oneR ate, als
as rein qq�o erne� chid g u r1 p p m nt e ui me�ht ant} s stems controls
and o%er yse��retrinent-vdaaa stoIn�dlcaet nC�n o Ma�ncs� wit�i�e ruir ar>Ptps oafe Coc�eQu P e q P Y
P
NFIP 44 CFR 60.3.c.5
All foundation walls and other exterior walls below the base flood elevation (BFE) shall be designed to preclude finished
living space and designed to have openings to allow unimpeded movement of flood water.
Hydro -Static openings and construction must comply with NFIP 44 CFR 60.3.c.5. Note: There should be a minimum of two
openings each, on two seperate walls. (1 square inch for every square foot, please provide calculations on plans for the
required area,) Any additional questions, please consult the Local ❑fficials Guide to Implementing the National Flood
Insurance Program in Florida pages 5-16.
Brick veneer must be installed in compliance with the requirements of FBC Residential section R703.7,2.1
New to existing connection detail is required and must comply with the requirements of FBC Residential 2004 Section
R602 or R606,
13-610,1,ABC.3,5.2 Air -handling units.
306.3.2 Air -handling units.
Air -handling units shall be allowed in residential attics if the following conditions are met:
L The service panel of the equipment is located within 6 feet (1829 mm) feet of an attic access.
2. A device is installed to alert the owner or shut the unit down when the condensation drain is not working properly.
3. The attic access opening is of sufficient size to replace the air handler.
4. A notice is posted on the electric service panel indicating to the homeowner that the air handler is located in the attic.
Said notice shall be in all capitals, in 16-point type, with the title and first paragraph in bold:
NOTICE T❑ HOMEOWNER
OPERATION p OUR E IAIR � ONDI� ONING SYSTEM, YOU IMUSTTNENSUkE STHAT AREGULARTMAINTENANCE RIS P❑ERFRdRMEDICIENT, AND EC❑N❑MIC
YOUR AIR-CONDITIONING SYSTEM IS EQUIPPED WITH ❑NE ❑R BOTH ❑F THE FOLL❑WING: 1) A DEVICE THAT WILL ALERT YOU WHEN THE
CONDENSATION DRAIN IS N❑T W❑RKING PROPERLY, ❑R 2) A DEVICE THAT WILL SHUT THE SYSTEM DOWN WHEN THE CONDENSATION DRAIN
ENSURE PROPER WORKING ORDER NOFATHESEADEVI�ESOBEFOREE�ACH SEASONO�F PIEAKPOP�RA�IONERVICE, IT IS RECOMMENDED THAT Y❑U
MINIMUM CATEG❑RY CLASSIFICATI❑N ❑F GLAZING
HEADER SCHEDULE F❑R FBC TABLE 2308,9.5
HEADER AND GIRDER SPANSa F❑R EXTERI❑R BEARING WALLS
(Maximum Spans for Douglas Fir -Larch, Hem -Fir, Southern Pine and
Spruce-Pine-Firb and Required Number of Jack Studs)
HEADERS
SUPPORTING
Roof & Ceilin g
20
Building
widths
28
(feet)
36
SIZE
Span NJd
Span NJd
Span
NJd
2-2 X 4
3-6 1
3-2 1
2-10
1
2-2 X 6
5-5 1
4-8 1
4-2
1
2-2 X 8
6-10 1
5-11 2
5-4
2
2-2 X 10
8-5 2
7-3 2
6-6
2
2-2 X 12
9-9 2
8-5 2
7-6
2
3-2 X 8
e-4 1
7-5 1
6-8
1
3-2 X 10
10-6 1
9-1 2
6-6
2
3-2 X 12
12-2 2
10-7 2
9-5
2
4-2 X 10
11-8 1
10-6 1
9-5
2
4-2 X 12
14-1 1
12-2 2
10-11
2
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 47.8 N/m2.
a, Spans are given in feet and inches (ft-in).
b, Tabulated values are for No. 2 grade lumber,
c. Building width is measured perpendicular to the ridge. For widths between those shown,
spans are permitted to be interpolated.
d. NJ - Number of jack studs required to support each end, Where the number of
required jack studs equals one, the header is
permitted to be supported by an approved framing anchor attached to the full -height
wall stud and to the header,
rn .1.11 T Tani
�OCTFNFR
NUMRFR ❑F SPACING
BAND JOIST T❑ SILL ❑R T❑P PLATE, T❑E NAIL
8d
6' O.C.
JOIST TO BAND JOIST, FACE NAIL
16d COMM❑N
3
J❑IST T❑ SILL ❑R GIRDER, TOE NAIL
8d COMM❑N
3
BRIDGING TO J❑IST, T❑E NAIL EACH END
8d C❑MMON
2
LEDGER STRIP
16d COMMON
3 AT EACH JOIST
1X6 ❑R LESS SUBFLO❑R TO EACH JOIST, FACE NAIL
8d COMMON
2
OVER 1X6 SUBFL❑❑R T❑ EACH JOIST, FACE NAIL
8d CDMM❑N
3
2-INCH SUBFLO❑R TO JOIST OR GIRDER, BLIND AND FACE NAIL
16d C❑MM❑N
2
SOLE PLATE T❑ J❑IST OR BLOCKING, FACE NAIL
16d COMMON
16' D.C.
TOP ❑R SOLE PLATE T❑ STUD, END NAIL
16d COMMON
2
STUD TO S❑LE PLATE, TOE NAIL
8d COMM❑N
4
DOUBLED STUDS, FACE NAIL
10d COMMON
24' D.C.
D❑UBLE TOP PLATES, FACE NAIL
10d COMMON
16' O.C.
TOP PLATES, LAP AND INTERSECTIONS, FACE NAIL
-
2-16d OR 3-10d COMMON
CONTINUOUS HEADER, TW❑ PIECES
16d COMMON
16' ❑.C. ALONG EACH EDGE
CEILING J❑ITS T❑ PLATE, T❑E NAIL
8d COMMON
3
CONTINUOUS HEADER TO STUD, TDE NAIL
8d C❑MMON
3
CEILING JOISTS, LAPS OVER PARTITIONS, FACE NAIL
-
3-16cl OR 4-10d C❑MM❑N
CEILING JOISTS TO PARALLEL RAFTERS, FACE NAIL
-
3-16d OR 4-10d COMMON
RAFTER TO PLATE, TOE NAIL
8d COMMON
3
1-INCH BRACE TO EACH STUD AND PLATE, FACE NAIL
8d C❑MM❑N
2
IX8 ❑R LESS SHEATHING TO EACH BEARING, FACE NAIL
8d COMMON
2
OVER IX8 SHEATHING TO EACH BEARING, FACE NAIL
Sd COMMON
3
BUILT-UP CORNER STUDS
16d COMMON
24' O.C.
BUILT-UP GIRDERS AND BEAMS, ❑F THREE MEMBERS
20d C❑MMDN
32' O.C. AT TOP AND BOTTOM
AND STAGGERED 2 ENDS AND
AT EACH SPLICE
2-INCH PLANKS
16d COMMON
2 EACH BEARING
STUDS T❑ SOLE PLATE, END NAIL
16d C❑MMDN
2 EACH END
W❑❑D STRUCTUAL PANEL SUBFLO❑RING7
15/32', 1/2', 7/16'
6d COMMON, ANNULAR
6' ❑.C, EDGES AND
❑R SPIRAL THREAD
12' ❑.C. INTERMEDIATE
19/32', 3/4'
8d COMMON ❑R 6d ANNULAR
6' D.0 EDGES AND
❑R SPIRAL THREAD
12' INTERMEDIATE
1', 1-1/8'
lOd COMMON OR 8d ANNULAR
6' ❑.C. EDGES AND
OR SPIRAL THREAD
6' D.C. INTERMEDIATE
15/32', 1/2', 7/16'
16ga GALVANIZED WIRE STAPLES, 3/8'
4' O.C. EDGES AND
MINIMUM CROWN 1-5/e' LENGTH
7' O.C. INTERMEDIATE
19/32', 5/8'
16ga GALVANIZED WIRE STAPLES, 3/8'
2-1/2' ❑.C. EDGES AND
MINIMUM CROWN 1-5/8' LENGTH
4' D.C. INTERMEDIATE
W0❑D STRUCTURAL PANEL R0❑F & WALL SHEATHING
6d COMMON (WALL)
8' O.0 EGDES AND
AND PARTICLEBOARD WALL SHEATHING 1/2' ❑R LESS
6d COMMON (ROOF)
12' O.C. INTERMEDIATE
15/32' - 19/32'
8d COMM❑N
6' ❑.C. EDGES AND
16ga GALVANIZED WIRE STAPLES, 3/8'
12' O.C. INTERMEDIATE
MIN. CROWN LENGTH ❑F 1' PLUS
19/32' - 3/4'
8d COMMON
4' D.C, EDGES AND
16ga GALVANIZED WIRE STAPLES, 3/8'
8' O.C. INTERMEDIATE
MIN. CR❑WN LENGTH ❑F V PLUS
7/8' - I'
8d COMM❑N
2' D.C. EDGES AND
16ga GALVANIZED WIRE STAPLES, 3/8'
5' ❑.C. INTERMEDIATE
MIN, CROWN LENGTH OF 1' PLUS
FIBERB❑ARD SHEATHING1
6d COMMON NAIL ❑R 11 ga
6' O.C. AT EDGES, 12' ❑.C.
1/2' REGULAR
GALV. R❑❑FING NAIL 1-1/2' LONG
AT OTHER BEARING AREAS
WITH 7/16' HEAD
FIBERBOARD SHEATHING1
8d C❑MM❑N NAIL ❑R 11 ga
3' ❑.C. AT EDGES, 6' ❑.C.
L/2' STRUCTURAL
GALV. ROOFING NAIL 1-1/2' LONG
AT ❑THER BEARING AREAS
WITH 7/16' HEAD
FIBERB❑ARD SHEATHING1
8d C❑MMON NAIL ❑R 11 ga
3' D.C. AT EDGES, 6' D.C.
25/32' STRUCTURAL
GALV, ROOFING NAIL 1-3/4' L❑NG
AT ❑THER BEARING AREAS
WITH 7/16' HEAD
GYPSUM SHEATHING
1/2'
11 ga. 1-1/2' GALVANIZED
4' D.C. AT EDGES
7/16' HEAD
8' ❑.C. AT ❑THER BEARINGS
5/8'
11 ga. 1-3/4' GALVANIZED
4' ❑.C. AT EDGES
7/16' HEAD
8' ❑.C. AT ❑THER BEARINGS
GYPSUM WALLBOARD
i/2'
1-3/8"2 DRYWALL NAIL
7' ❑.C. ❑N CEILINGS
8' O.C. ❑N WALLS
5/8"
1-1/2'2DRYWALL NAIL
7' ❑.C. ❑N CEILINGS
8' ❑.C, ON WALLS
PARTICLEBOARD SIDINGS
5/16' - 1/2'
6d4
5/8'
8dq
3/4'
8d4
HARDBOARD LAP SIDINGS
8d8CORROSI❑N-RESISTANT
16' O.C. AT T❑P
DIRECT TO STUDS
WITH MINIMUM SHANK
AND BOTTOM EDGES
DIAMETER OF 0.099 INCH
AND MINIMUM HEAD
DIAMETER ❑F 0.024 INCH.
HARDBOARD LAP SIDING
1Od6CDRROSION-RESISTANT
16' ❑.C, AT T❑P
OVER SHEATHING
WITH MINIMUM SHANK
AND B❑TTOM EDGES
DIAMETER ❑F 0.099 INCH
AND MINIMUM HEAD
DIAMETER OF 0.024 INCH.
HARDBOARD LAP SIDING
6d6CORR❑SI❑N-RESISTANT
6' O.C. AT EDGES
OVER SHEATHING
WITH MINIMUM SHANK
AND 12' ❑.C. AT
DIAMETER OF 0,099 INCH
INTERMEDIATE SUPP❑RTS
AND MINIMUM HEAD
DIAMETER ❑F 0.024 INCH.
HARDBOARD LAP SIDING
8d6C❑RR❑SI❑N-RESISTANT
6' O.C. AT EDGES
❑VER SHEATHING
WITH MINIMUM SHANK
AND 12' ❑.C. AT
DIAMETER ❑F 0.099 INCH
INTERMEDIATE SUPPORTS
AND MINIMUM HEAD
DIAMETER ❑F 0.024 INCH.
NOTES:
1. FIBERB❑ARD SHEATHING MAY BE STAPLED USING 16 a GALVANIZED STAPLES 1-1/8' LONG FOR 1/2' SHEATHING AND
1-1/2' L❑NG F❑R 25'/32' SHEATHING. STAPLES M HAVE MINIMUM CROWN ❑F 7/16' AND SPACED 3' ❑.C. AT EDGES
AND 6' ❑.C. AT ❑THER BEARINGS.
2. DRYWALL NAILS SHALL CONFORM TO ASTM C514.
3. SIDING APPLIED T❑ 5/8' NET WOOD SHEATHING. 15/32' STRUCTUAL PANEL ❑R 1/2' PARTICLEBOARD SHEATHING.
4. C❑RR❑SI❑N-RESISTANT NAILS SPACED 6' O.C. AT EDGE AND 8' ❑.C. AT INTERMEDIATE SUPPORTS. NAILS
SHALL HAVE A MINIMUM EDGE DISTANCE OF 3/8'.
5. SIDING APPLIED T❑ STUDS SPACED 16' O.C. MAXIMUM
6, SIDING APPLIED DIRECTLY T❑ STUDS SPACED 24' O.C. MAXIMUM.
7. USE ANNULAR ❑R SPIRAL THREAD NAILS FOR C❑MBINATI❑N SUBFLODR/UNDERLAYMENT (SINGLE FLOOR).
8. NAIL MUST BE OF SUFFICIENT LENGTH T❑ ACCOMMODATE THICKNESS ❑F SIDING AND SHEATHING, IF USED, AND ALLOW
MINIMUM STD PENETRATION ❑F 1-1/2'.
9. FOR 1-INCH WOOD STRUCTURAL PANELED, 12' ❑.C. INTERMEDIATE NAILING SHALL BE PERMITTED.
TABLE R301.2.1.2
WIND-B❑RNE DEBRIS PR❑TECTI❑N FASTENING SCHEDULE F❑R W❑❑D STRUCTURAL PANELS
FASTENER TYPE FASTENER SPACING (in.) 1,2
Panel span
2 foot panel span
< 4 foot
panel span
< 6 foot
panel span
<- 2 ft
< 4 foot
< 6 foot
< 8 foot
2 #6 Wood Screw 3
16
16
12
9
2 #8 Wood Screws 3
16
16
12
12
Double -Headed Nails 4
12
6
4
3
SI: 1 inch = 25.4 mm, 1 foot = 305 mm.
1. This table is based on a maximum wind speed of 130 mph (58 m/s) and mean roof height of 33 feet (10 m) or less.
2. Fasteners shall be installed at opposing ends of the wood structural panel.
3, Where screws are attached to masonry or masonry/stucco, they shall be attached using vibration -resistant
anchors havin a minimum withdrawal capacity of 490 lb (2180 kN).
4, Nails shall be �Od common or 12d box double -headed nails,
a
MM IDADE MIAMI-DADE COUNTY, FLORIDA
METRO-DADE FLAGLER BUILDING
BUILDING CODE COMPLIANCE OFFICE (BCCO) 140 WEST FLAGLER STREET, SUITE 1603
PRODUCT CONTROL DIVISION MIAMI, FLORIDA 33130-1563
NOTICE OF ACCEPTANCE (NOA) (305) 375-2901 FAX (305) 375-2908
Jeld-Wen, Inc"
3737 Lakeport Boulevard
Klamath Falls, OR 97601
SCOPE:
This NOA is being issued under the applicable rules and regulations governing the use of construction materials.
The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted
by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by
the Authority Having Jurisdiction (AHJ).
This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control
Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to
have this product or material tested for quality assurance purposes. If this product or material fails to perform in
the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately
revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right
to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or
material fails to meet the requirements of the applicable building code.
This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane
Zone of the Florida Building Code.
DESCRIPTION: Steel, Steel Edge 7'-011 Opaque, Inswing, Impact Door In Hollow Metal Frame
APPROVAL DOCUMENT: Drawing No. S-2078-01, titled 113"-0" x T-0" & 6'-0" x 6'-8" Inswing Opaque
Steel Edge Impact Door in a Hollow Metal Frame" revision G dated 08/08/07, prepared by PTC, LLC, signed and
sealed on 08/16/07 by Eric S. Nielson, P.E. bearing the Miami -Dade County Product Control Renewal stamp with
the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Division.
MISSILE IMPACT RATING: Large and Small Missile Impact
LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and
following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein.
RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no
change in the applicable building code negatively affecting the performance of this product.
TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the
materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any
product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply
with any section of this NOA shall be cause for termination and removal of NOA,
ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by
the expiration date may be displayed in advertising literature, If any portion of the NOA is displayed, then it shall
be done in its entirety.
INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors
and shall be available for inspection at the job site at the request of the Building Official.
This NOA renews NOA # 01-0122.12 and consists of this page 1, evidence page E 1 as well as approval
document mentioned above.
The submitted documentation was reviewed by Mohammed Iqbal Shaikh, P.E.
NOA No. 07-0509.05
a " p(�' f a Expiration Date: June 13, 2012
MIS I Approval Date:September 20, 2007
qW Page 1
Jeld-Wen, Inc.
NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED
A. DRAWINGS
1. Manufacturer's die drawings and sections.
2. Drawing No. S-2078-01, titled "3"-0" x T-0" & 6'-0" x 6'-8" Inswing Opaque Steel
Edge Impact Door in a Hollow Metal Frame" dated 12/05/00 with revision G dated
08/08/07, prepared by PTC, LLC, signed and sealed on 08/16/07 by Eric S. Nielson, P.E.
B. TESTS (Submitted under NOA # 01-0122.11)
1. 1. Test reports on 1) Air Infiltration Test, per PA 202-94
2) Uniform Static Air Pressure Test, Loading per PA 202-94
3) Water Resistance Test, per PA 202-94(Not approved)
4) Large Missile Impact Test per SFBC, PA 201-94
5) Cyclic Wind Pressure Loading per SFBC, PA 203-94
4 Forc
ed Entry Test, per SFBC 3603.2 (b) and PA 202-94
along with marked -up drawings and installation diagram of double inswing steel
doors, prepared by Certified Testing Laboratories, Test Report No. CTLA632W
(Specimen #3 ), dated November 16-17, 2000„ signed and sealed by Ramesh
Patel, P.E.
2. Test reports on 1) Air Infiltration Test, per PA 202-94
2) Uniform Static Air Pressure Test, Loading per PA 202-94
3) Water Resistance Test, per PA 202-94(Not approved)
4) Large Missile Impact Test per SFBC, PA 201-94
5) Cyclic Wind Pressure Loading per SFBC, PA 203-94
4) Forced Entry Test, per SFBC 3603.2 (b) and PA 202-94
along with marked -up drawings and installation diagram of single inswing steel
doors, prepared by Certified Testing Laboratories, Test Report No. CTLA632W
(Specimen #5 & 45A), dated December 21-22, 2000, signed and sealed by
Ramesh Patel, RE
C. CALCULATIONS
Anchor Calculations and structural analysis, prepared by PTC, LLC dated 04/23/07,
signed and sealed by Eric S. Nielson, P.E.
D. MATERIAL CERTIFICATIONS
1. Tensile test report No. CTLA629W & CTLAW632W dated January 11, 2001 for steel
face sheet per ASTM-E8/A370, issued by Certified Testing Lab, signed and sealed by
Ramesh Patel, P.E.
2. Test report No. J99006660-001 dated 04/08/1999 issued by Intertek Testing Services
for expanded Polystyrene for smoke density per ASTM E84-97A and self -ignition per
ASTM- 1929D, signed and sealed by Dough Tucker, P.E.
E. STATEMENTS
1. FBC 2004 Code Compliance and no financial interest letter signed and sealed by Eric
Nielson, P.E. dated 04/27/07.
{{ Mohammed Igbal Shaikh, P.E.
Sr. Building Code Compliance Specialist
NOA No. 07-0509.05
Expiration Date:June 13, 2012
E-1 Approval Date: September 20, 2007
FLORIDA BUILDING CODE (W/ ZUUb & ZUUti JUF't-LtMLNtb)
AND "HIGH VELOCITY HURRICANE ZONE" (HVHZ) REQUIREMENTS.
2. WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY
TO TRANSFER LOADS TO THE STRUCTURE.
J. PRODUCT ANCHORS SHALL BE AS LISTED AND SPACED
AS SHOWN ON DETAILS. ANCHOR EMBEDMENT TO BASE
MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO.
4. DESIGNED PRESSURE RATING SEE TABLE I, PAGE 1.
5. THIS SYSTEM WAS TESTED FOR 2.86 LBS. WATER PRESSURE
AS PER ASTM-E331.
6. THIS PRODUCT DOES 01 MEET THE WATER INFILTRATION
REQUIREMENTS FOR (HVHZ).
-- RFSIDENTiAL INSULATED STEEL DOOR W/STEEL EDGE 1
(Common to aA frame candidarts)
DOOR LEAF CONSTRUCTION:
Face sheets: 24 ga. (0.021) minimum thickness, Galvanized .
Steel A-525 commercial quality - AKDQ per ASTM 620.
For flush' doors the minimum average yield strength is:
Fy=53650 psi. per CTLA-632W.
Core design: Expanded polystyrene with 1.0 to 1.25
Ib/CF density, by JELD-WEN INC.
Panel Construction: The steel face sheets are glued to the
expanded polystyrene (EPS). The top & bottom rail and
side stiles are roll formed of 0.040" min. thickness steel.
The face skin is rolled over the stiles and top rail to make
a r:iechanicol lock. At the bottom the face skin is bent 90'
over the rah: A wood lock block reinforcement is used.
From. Construction fBoth Frame Tvoes), The head and side
jambs are a one piece formed steel frame of 18GA
galvanized steel. The comers are mitered 45.
The side Jambs have tabs welded to their upper portion,
which are m a mechanical lock with the header.
inserted into slots in the header and bent
over 90' to for
The units use an ADA approved threshold.
E OF CONTEI
DESCRIPTION
J r
® ® o
T_
®® ®® 84" z� C4
79.25" Id6CIlYi ACTIVE MAX. F ..
PANEL
ANEL J J j HEIGHT W, _
HEIGHT eti 4
z<
LLMa
e. z
82' ® 87.25" r
e o
OVERALL OVERALL ��
FRAME a~ ale
HEIGHT HEIGHT X��
?Lug
dQ
W
A Q 04 O
o. a
SURFACE BOLTS ON INACTIVE
DOOR, MOUNT ON INSIDE.
6'-0" x 6'-B" INSWING ELEVATION 3'-O" x 7'-0' INSWING ELEVATION W
VIEWED FROM THE INTERIOR VIEWED FROM THE INTERIOR
TABLE
1: DESIGN PRESSURE RATING
UNIT TYPE
WHERE WATER INFILTRATION
WHERE WATER INFILTRATION
REQUIREMENT IS NEEDED
REQUIREMENT IS ME NEEDED
3'-0- X 7'-0- W/ ADA
MAX. +80 PSF / -85 PSF
SADDLE THRESHOLD
_
SEE NOTE 1 BELOW
6'-0- X 6,-8- W/ ADA
_
+55 PSF / -55 PSF
SADDLE THRESHOLD
SEE NOTE 1 BELOW
NOTE 1
CAN BE USED WHERE OVERHEAD REQUIREMENTS MEET
THE 2004 FBC, SECTION R 4410.2.3.2.1
23 -FOR ITEM #39, 1/4" ELCC
TAPCON: USE 2.0" MIN.
1/4" ELCO TAPCON 39 : '. ' " EMBED. AND 2.5" MIN.
3/8" RAWL TAPPER 40 °l "''' : EDGE DIST.
-FOR ITEM #40, 3/8" RAWL
37 TAPPER: USE 2.5" MIN.
46 EMBED. AND 6" MIN. EDGE
DISTANCE IN CONCRETE.
411 4
1. +
7'-0'
)
84.00"
SURFACE
MAX'
BOLTS ARE
.. ... I
PANEL
FOR INACTIVE
HEIGHT
DOOR LEAF
6'-B" _
79.25"
MAX.
PANEL
HEIGHT
INTERIOR
EXTERIOR
87.25"
OVERALL
FRAME
HEIGHT
SURFACE
BOLTS ARE
6'-8" =
FOR INACTIVE
82.00'
DOOR LEAF
OVERALL
1.75" MIN.
FRAME
PANEL THK.
HEIGHT
42
41
17
11
12
2.50" MIN.
1.25" MIN.
EDGE DiST.
EMBED.
C1 VERTICAL CROSS SECTION W/CROSS SEC�ON W/
2 ADA APPROVED THRESHOLD
EXTERIOR
FINISH BY
OTHERS
elan)
Eric S. Nelsen
Florida P.E No. 41323
1535 N. Cogswell St, Suite C25
Rockledge, FL 32955
FSPE Certificate of AtMority No,
25935
Prepared By:
��
.`
PTC, LLC
Phone: 321-690-1788
Fax: 321-690-1789
aE 12-05-00
SCAM N.T.S.
awG. BY: TJH
c11K. BY: RN
DBAwtNa Na.:
S-2078-01
� 1 of 8
ITEM
DESCRIPTION
MATERIAL
1
DOOR, STEEL FACE SHEET 24GA. .021 MIN.)..STEEL
2
HOLLOW METAL FRAME HEAD JAMB 8Y FLEMING
STEEL
3
HOLLOW METAL FRAME HINGE JAMB BY FLEMING
STEEL
4
HOLLOW METAL FRAME LATCH JAMB BY FLEMING
STEEL
5
ADA APPROVED SADDLE THRESHOLD
ALUM.
6
4' x 4 BUTT HINGE 12GA STEEL .097 MIN BY HALER
STEEL
7
9 X 1" PFH WOOD SCREW HINGE TO DOOR
STEEL
8
10-24 x 3 4" PFN MACHINE SCREW HINGE TO FRAME
STEEL
9
SILICONE CAULK
SILICONE
10
110 x 1 PAN HEAD SHEET METAL SCREW
STEE-
T1
1/4- TAPCON SELECT FOR 1-1 4 MiN. EMBEDMENT
STEEL
12
SURFACE BOLT STRIKE PLATE AT THRESHOLD
STEEL
13
DOOR BOTTOM SWEEP
VINYL
14
DOOR TOP RAIL
STEEL
15
DOOR BOTTOM RAIL
STEEL
16
DOOR SIDE STILE
STEEL
17
SURFACE BOLT SPACER BY iVES
PLASTIC
18
STRUCTURAL STEEL STUD 0.125" MIN. WEB THICKNESS
STEEL
19
WOOD LOCK BLOCK 1.67 x 3.0 x 11.75
WOOD
20
1.18" x 1.18" MDF BOARD FULL LENGTH OF DOOR STILES
MDF
21
STEEL Z-ASTRAGAL
STEEL
22
EXPANDED POLYSTYRENE (1.0 to 1.25 Ib. CF DENS BY JELD-WEN
FOAM
23
MASONRY CONCRETE
CONCRETE
24
2X WOOD BUCK
WOOD
25
KWIKSEr TITAN 700 SERIES KNOB
-
26
KWIKSET TITAN 700 SERIES DEADBOLT
-
27
W000 METAL STUD ANCHOR SEE SHEET 6
STEEL
28
DRYWALL COMPRESSION ANCHOR SEE SHEET 7
STEEL
29
BUTTERFLY ANCHOR SEE SHEET 5 & 6
STEEL
30
Z-ANCHOR SEE SHEET 6)
STEEL
31
T-ANCHOR SEE SHEET 5
STEEL
32
FRAME HINGE REINFORCEMENT PLATE FLEMING & KEWANEE
STEEL
33
10 PHILLIPS FLATHEAD WOOD SCREW SELECT FOR i 1 2 MIN. EMBED.)
STEEL
34
COMPRESSION WEATHERSTRIP SCHLEGEL Q-LON QDST 675
FOAM
35
YALE KNOB HERITAGE SERIES
-
36
YALE DEADe0LT HERITAGE SE21ES
-
37
12-24 x 3 4" F.H. MACHINE SCREW STRIKE PLATES TO FRAME
STEEL
38
f0 PHILLIPS PANHEAD SCREW SELECT FOR 1 1 2- MIN. EMBED.)
STEEL
39
1/4 FLAT HEAD PHILLIPS TAPCON BY ELCO
STEEL
40
3 8 x 5 FLAT HEAD PHIWPS TAPPER BY RAWL
STEEL
41
IVES SURFACE BOLT
STEEL
42
5 i6 SEX BOLT wl 110-24 FHMS SURFACE BOLT ATTACHMENT
STEEL
43
HOLLOW METAL FRAME HEAD JAMB BY KEWANEE
STEE-
44
HOLLOW METAL FRAME HINGE JAMB BY KEWANEE
STEEL
45
HOLLOW METAL FRAME LATCH JAMB BY KEWANEE
ST E-
46
SURFACE BOLT STRIKE ANGLE AT HEAD JAMB
STEEL
WELDED
27
To FRAME
24
SEE NOTES
EXTERIOR 1 22
INACTIVE
MIN.
1 AND 2
'A
0.75"
34
PAANNELL THK.
MIN_
MIN.
EDGE
EMBED.
EXTERIOR L
DIST.
FINISH BY
OTHERS
0\�\N�
'\\�
t•
jj//j//j//j///.
WHEN ATTACHING TO 38
--------
A METAL STUD USE
i
ITEM #10
37 16
20
19
1.75" MiN.
SEE
NOTE 3
PRDDUCT RENEWED
a; c:r.;PSyi:;g :vith ifs Fkxide
P.u::Bing Cale
Ac.cl::rnce No D -O SD 9.Os
L•xpirati�a Date (.y.
By-iD' Conn
Miaav Dade Product ConeDl
Division
A
tic IL
za
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oD W O
XQ inp
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.'oan
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Prepared By.
Dwa. er TJH
Eric S. Nielsen
Florida RE No. 41323
� I
�'
CW_ ae RW
NO.:
1535 N. Cogswell St, Suite C25
t RAw Nc
Rockledge, FL 32955
PTC. LLC
5-2078-02
FBPE Certificate of Authority No.
25935
Phone: 321-691 7788
Fax 321-690-1789
sHEEr 2 of
NOTES: PANEL THK. INTERIOR
1. STRUCTURAL STEEL OR WOOD MEMBERS MUST
INTERIOR
CARRY 142 #/ft LOAD AND THE STRUCTUAL 37 16
MEMBERS MUST BE VERIFIED BY THE APPROPRIATE
OFFICIAL. C"\ HORIZONTAL CROSS SECTION 17 42 41
2_ STUD ANCHOR, ITEM #27, INSTALLS BEFORE 3 LATCH JAMB TO WOOD OR METAL STUD G OSS SECTION -
DRYWALL. W/A WOOD/METAL STUD ANCHOR
3 THE SURFACE BOLTS ARE ON INTERIOR OF
3. SPACING FROM TOP DOWN IS AS FOLLOWS: OW • INACTIVE DOOR ONLY, AT TOP & BOTTOM.
1 1/8", 6 1/8', 17 7/8", 28 3/8", 38 3/4",
48 5/8", 65 3/8" & 77 3/8"
29 d
1/4" ELCO TAPCON 39 44 3 -FOR 1/4' ELCO TAPCON
3/8" RAWL TAPPER 40 .a' USE 2.50" MiN. EDGE DIST.
3/8" RAWL TAPPER USE 6"
10 23 MIN. EDGE DISTANCE IN
CONCRETE.
22 1 7 34 °.. °.
1.75' MIN.
PANEL THK.
a 1
` -FOR 1/4" ELCO TAPCON
• USE 2.50" MIN. EDGE DiST.
•,' 3/8" RAWL TAPPER USE 6"
4:. MIN. EDGE DISTANCE iN
CONCRETE.
INTERIOR
20 16 6 32 8
n HORIZONTAL CROSS SECTION FOR 1/4" ELCO TAPCON:
3 HINGE JAMB TO CONCRETE / 2.00' MIN. EMBEDMENT.
MASONRY WITH BUTTERFLY 3/8" RAWL TAPPER:
ANCHOR 2.50" MiN. EMBEDMENT.
B,:al:t ic. Cc D�-OS
ExP"{cn'is- O / ly
pia^.:i Dad= Prndun G+d11�
Ui•;>;on
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Prepared By.
DWG. Or. TJH
Eric Nielsen
P.E. Florida No. 41323
A -�.`
CteLowAweac BY RW
1535 N. Cogswell St, Suite C25
No.:
Rockledge, FL 32955
PTC, LLC
S-2078-03
FBPE Certificate of Authority No.
Phone: 321-690-1788
8
25935
For J21-690-1789
SHEET _L OF
EXTERIOR FINISH
BY OTHERS 4 45 25 35
30 70 FRAME WELDED
SEE NOTESIB
BELOW NO SHIM SPACE ON NEW
34 FX RIOR 1 22 MASONRY CONSTRUCTION
#10 S.M.S. 10 I THE FRAME MUST BE
GROUT FILLED OR THE
IN ANCHOR, ITEM DR T-ANCHOR MUST BE
INSTALLS BEFORE DRYWALL. I WELDED TO THE H.M.F.
EXTERIOR FINISH
BY OTHERS EXIEHLOB
37 16 20 1.75" MIN.
INiER10R 19 PANEL THK. 22 11\
7 34
STRUCTURAL STEEL OR WOOD MEMBERS MUST 1.75" MIN.
CARRY 142 #/ft LOAD AND THE STRUCTUAL HORIZONTAL r.IvnS.5 SFennnt PANEL THK.
MEMBERS MUST BE VERIFIED BY THE APPROPRIATE 4 LATCH JAMB TO METAL STUD
OFFICIAL• WITH Z-ANCHOR
44 3 28 33
0.50" FINISH
r BY OTHERS INgHIO
EXTERIO
22 1 7 34 0.75"
1.75" MIN. MIN.
PANEL THK. EDGE
DIST.
MIN.
'•;•: EMBED.
.., (TYP.)
24 STRUCTURAL STEEL OR WOOD MEMBERS MUST
INTERIOR CARRY 142 #/ft LOAD AND THE STRUCTUAL
PRODUCTrrNEWED
8S L'Or.�lft\'ti "ith ap FIn,M.
13L'1ldi
•C do
Acceple.a, rin 0 o sop. a.T
F.:pimtton Uate� / f�
By�
Miami Uade Prooud Dontrol
10.8" MIN
Didsia
EMBEDMENT
MIN 2250 PSI
CONCRETE
o
Z
ef.
WRLCja
-3 V)
J
.
za
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01O
�OW 2
ad..
y I d d°
ca N
I d.
2
•
=
j
OXd 0
0
O HORIZONTAL CROSS SECTION
HINGE JAMB TO CONCRETE/
MASONRY WITH T-ANCHORS
33 MEMBERS MUST BE VERIFIED 8Y THE APPROPRIATE
'
rl ��%%1
o"� 12-05-OI
OFFICIAL.
N.T.S.
20 16 6
32 8
of J��6C7
�Kb�serl
Prepared W.
Dwc. BY: TJH
- E - HORIZONT 1 RO TION
4 HINGE JAMB TO WOOD STUD
Eric S
Florida RE No. 41323
15J5 N. Cogswell St, Suite C25
�
�"�
CHK BY: RW
DRAWr to .:
WiTH COMPRESSION ANCHOR
Rockledge, FL 32955
FBPE Certificate of Authority No.
25935
PTC, LLC
Phone: 321-690-1788
Fox: 321-690-1789
S-2078-04
sNEEr _L OFF
40.25" MAX.
6"
87.25"
MAX.
FRAME
HEIGHT
1
3-1
31.75"
(TYP.)
6.00" -1 t- 6,00"
DESIGN PRESSURE )
ANCHORING LOCATIONS
EXT. +BO sf 3'-0" x 7'-0" INSWING
INT. -85 sf VIEWED FROM INTERIOR
Fy MIN. - 43,000 psi MIN.
t MIN. - 18go. (0.046")
�6.50" _,2011.11"
1.875" �\ 00.75' OO O
O 31
29 1.75" -y O
BUTTERFLY WALL ANCHOR MASONRY T-ANCHOR
(4) REWO PER JAMB (5) REO'D PER JAMB
USED W/ITEM 139 ABOVE 18" MAX. O.C. SPACING
t MIN. = 0.045' FOR APPLICATIONS NOT UTILIZING
' EXISTING MASONRY ANCHORS.
76.0" MAX. r•._^:::,�n� eintuicFiorido
Esp:atian SJatc
SEE M
DETAIL 938" Miami Dada Product Control1i Division
6.00" TYP. I I
m C
2
MAX.
Z
M
(TYP.) 39 31.00"
TYP.
(TYP.) 3 •-
_ O, g
MAX.
FRAME l _
HEIGHT za
5.50" Zz
C
SEE
DETAIL 10 ��M =o
U OZ
11 TYP. 37.63"
�cW� JZ
o :j
7.0" FROM 23" 23" �z o
CORNER TYP. XWa
8.50" 8.50" �
1 K O �.
SEE IDESIGN PRESSURE a a
ANCHORING LOCATIONS "ALL 12 EXT. +55 sf 2 % 5 5C X 5 �
6'-0" x 6'-8" INSWING INT. 1 -55 sf
VIEWED FROM INTERIOR c
37 46
3
ii $2
i.P.r.cc"oq
OEf81L t0 DETAIL 1 1 DETAIL 12 q o: n k
STRIKE &DDEEADBBOLT PLATE HINGE TO JAMB & DOOR SURFACE BOLT STRIKE SURFACE BOLT STRIKE a - -
TO FRAME OR ASTRAGAL ANGLE TO HEADER PLATE TO CONCRETE SLAB q a h h �,
CDW WOU mQ
DATE 12-05 000
srALE.N.T.S.
g%l6[ Prepared By. Dwo. BY: TJH
Eric S. Nielsen ticsW. -.`
� . RW
Florida No. 41323
1535 N. Cogswell St., Suite C25 DwaWNo No.: I
Rockledge, FL 32955 PTC, LLC S-2078-05
FBPE Certificate of Authority No. Ph tne: 321-690-1788 sNEEr 5 OF 8
25935 F ,: 321-690-1789 _ _
PFi.?f=i1CT P'ENE WED
40.25" MAX. 76.0" MAX. ns comytyU+p ptar d+e rykldm bmldin$ Cade
Acceprancaosop.as
- >"vPirarion Date �
uct
7--
SEE
DETAIL 8v-Pn`d"Dision
Control
6.00" TYP. 9.75" 6.00" TYP. I I 1 9.38' ? Ch
87.25" vmo•-
z
37.50"
40
7 35.00" 39 ca
MAX. MAX. TYR 31.75" MAX' TYP. 31.00"
FRAME (TYP.) (TYP.) 40 TYP. `y w
HEIGHT (TYP-) 8TYP
MAX. g
AX. W _
M""aon cr Il
FRAME L
U
5.50" HEIGHT 5.5"Z
SEE R;cx
DETAIL SEE
SEE 10 - DETAIL f0 mj W vicr
O
DETAIL 9 = II 1 t TYP. 37.63"
34.75" o c ��
_ o
a f Z
11 TYR i I 1 1 -X S =y
I o4� caL'ali
7.0" FROM 1 = N
6.00" -t 6.00" CORNER TYP. 23" 6.50" 8.50" 23" XW o
o
R n
DESIGN PRESSURE ANCHORING LOCATIONS SEE DESIGN PRESSURE
EX . +55 sf 3'-0" x 7'-0" INSWING ANCHORING LOCATIONS Dfi7AIL 12 EXT +55 sf 15 � 5 8.
INT 55 sf � VIEWED FROM INTERIOR 6'-0" x 6'-B" INSWING INT. -55 sf
VIEWED FROM INTERIOR wg
3 46 a�
✓ ALTERNATE ANCHOR TYPES NOT UTILIZING ITEM #40 " g tq 1.875" \ 6.50" Fy - 43.000 psi MIN. Fy = 43,000 psi MIN. 37 i
zst - 0.053' MIN. t = 0.053' MIN.o_\_ � 7�i1Egatj xIi�i�u1.75" 30" jR�o
2e 5.125"� � •
1.25' Elam
BUTTERFLY WALL ANCHOR DERNL 9 DETAIL 10 DETAIL I DETAIL 12 N
(3) REO'D PER JAMB 0.75 �1.0" STRIKE & DDEADBOLT PLATE HINGE TO JAMB & DOOR SURFACE BOLT STRIKE SURFACE BOLT STRIKE o 0 0 0 0 0
35" D.C. SPACING AS ITEM #40 ABOVE 1,75" 30 TO FRAME OR ASTRAGAL ANGLE TO HEADER PLATE TO CONCRETE SLAB q $ o h n k
t=0.045" 1.0" i P PNi i
w vvn nn�
W000/METAL STUD ANCHOR Z-ANCHOR o W W o o m a
(3) REWD PER JAMB (3) REO'D PER JAMB DATE: 12-05-00
35" D.C. SPACING AS ITEM 140 ABOVE 35" O.C. SPACING AS ITEM 140 ABOVE sw-e N.T.S.
ATTACH TO WOOD cn D IN ATTACH TD WODO STUN USING: Prepared By: DWG, eY: TJHr�
ITEM ;�38 (2) PER STRAP ITEM /38 (2) PER ANCHOR (C6
(4) TOTAL PER ANCHOR Eric S. Nielsen fD-
RWFlorida P.Esw No. 4 uite G Na.:1535 N. Cogswel SL, Suite C25ATTACH TO MET I sn D I f ITEM 110 (2) PER ANCHOR Rockledge, Fl 32955 PTC, LLC o' 78-06
ITEM 10 (2) PER STRAP FSPE Certificate of Authority No. Phone: 321-690-1788
(4) TOTAL PER ANCHOR
25935 Fox: 321-690-1789 SHEET 6 OF
I I I L i. illl!L fiilLF 1 11 N•d9 ttl:lt,,rJt:,1 dJtP.!,d_ILJ 1i:i1;Bl! -- f
PR:n�i:i' 1 1:FNGLvf:.D
76.0" MAX. a cna ylyLnp w'th -he Ft da
40.25" MAX. --{ � Buildin5l'nde D -�'O ,pS"
r,..0 ace at >
6ipi,ation Dlda
DwkM
6.
6.00" TIP. 1 _ - - 9.75" 6.00�TYP. 1I::I;SEE
- - - 9.38"
2MAX. za 1YP. 23.33" 2B TYP. m o '-
01 7 MAX. Z �DDt p
87.25" D�' O.C. 39 31.00 S
FRAME (TYP.) 3 (TYP.) TIP. - - - (TYP.) 3
HEIGHT _ 1- _ _ - _ (TYP.) g►
82.00"
MAX. a
FRAME L
HEIGHT 5 5" z<
SEE - -
SEE o
--- --- Do AIL DETAIL toSEE
0
DETAIL 9 = 11 TYR 37.63" X F
34.75" 1.00"
-- tt TYP. _ t I 1 I 1 - o x�
T- 0.63" o+�j
70' FROM 23• TYP. 3 is = o
f.00" 7 xW 3"
J 0.63 6.00' VC0. RNER TYP. 8.50"8.50" TYP. 2
33 TYP. I..._ 33 TYP. 2 PLACES o¢ o
TYP.
TYP. � o_
O I
TYP. 2 ryP. Z PLACES0 no
) P a a
PLACES LACES
DESIGN PRESSURE ANCHORING LOCATIONS , SEE • DESIGN PRESSURE $
EXT. +55 sf 3'-0" x 7'-0" INSWING DETAtL 12 EXT. +55 sf
STRUCTURAL STEEL OR WOOD MEMBERS MUST ANCHORING. LOCATK)NS-- INT'. -55 s
ENT. -55 psf VIEWED FROM INTERIOR
CARRY 142 #/rt Loao AND THE sTRucrtlAL 6'-0" x 6'-8' INSWING w w9g 99
MEMBERS MUST BE VERIFIED BY THE APPROPRIATE VIEWED FROM INTERIOR 3 3
OFFICIAL
37 48
28 11 rizz
3 8 7 • 12 `a`1$t5
DRYWALL COMPRESSION ANCHOR o g c
(1) REQ'D. PER JAMB AT THE TOP.
SECURE BOTTOM OF EACH JAMB WITH DETAILS QErAIL 10 DETAIL 11 I S
YJ.lali.•�. � - N •- •••
STRIKE k DEADBOLT PLATE HINGE TO JAMB & DOOR SURFACE BOLT STRIKE SURFACE BOLT STRIKE I I I n 1 I a
70 FRAME OR ASTRAGAL
(2) ITEM (l33 SCREW. FRONT &BACK ANGLE TO HEADER PLATE TO CONCRETE
DA,t 12-05-00
SCAM. N.T.S.
F3�lb (a 7 Prepared W. Dwc Tn. TJH
Eric Nielsen joNow
ctac sr: RW
Florida P. ' E No. 41323 oyM,� ,�•,
1535 N. Cogswell St, Suite C25 5-207E-07
Rockledge, FL 32955
FBPE Certificate of Authority No. Phone: 321-690-1788
Fax: 321490-1789 SHEET 7 of 8
VARIES W/ WALL SIZE
1.73" 0. 16" 5.625" MIN. WIDTH
1.27" � �-•- 2.00" 0.50"
L 0.15" T- I I 0"
T
a. ss" The
T �� •J��-• 1.03"
l � I-
" -= 0.58„ 1- -r 2.00" 2.00"
I FRAME WEATHERSRTIP 1.03"
0.25" - I F- 14 SCHLEGEL Q-LON ODST675 34
DOOR TOP RAIL & StDE STILES 16 Z-ASTRAGAL 0.63"
(0.040) ROLL FORMED STEEL 0.061' FORMED STEEL 21
0.25" -{
1. 73" -� 4.0 5 --{
1.21" 22" -1
" � J_ 0.50"
0.48
-{ 1.73" I-- ADA APPROVED SADDLE THRESHOLD O
DOOR BOTTOM SWEEP 15 0.125" EXTRUDED ALUMINUM
DOOR EXTRUDED VINYL 13 DOOR BOTTOM RAIL
0
(0.040") ROLL FORMED STEEL
0.173"
r 0.175"
0.105" OFFSET
OFFSET
FRAME HINGE REINFORCEMENT 32 FRAME HINGE REINFORCEMENT 32
FLEMING FRAME_ 7GA HOT KEWANEE FRAME 7GA. HOT
ROLLED STEEL ROLLED STEEL
MAX. PANEL
WIDTH 36" I
." 1-{
.5050"
0.75"
SURFACE BOLT SPACER
FOR IVES MODEL 1455 (0.50" THICK) 77
1.94' 4 -I 1.56" I�
2 3 4
STEEL HOLLOW METAL FRAME PROFILE 43 44 45
18GA. STEEL, KEWANEE & FLEMING
®® ®® ®® ®®® ®®®
®®® BUD
636 ®®®
7'-0" MAX. ®®
PANEL = 84.00" e e e ® ® e ®® e ® ®® e
6'-8" MAX. • • • • • •
3 PANEL = 7925"
®l] ®®®
JELD-WEN STEEL STEEL EDGE DOORS
7'-0" & 6'-B" DOOR MODELS
COLONIAL MUNTIN OPT10NSo 4' MAIL
-S(RFACE APPLIED-
-TRUE DIVIDED LITE- z �.
--GRILLES BETWEEN GLASS- (Y- 221' MAX.
m ►:
NGt e P)
��e
TAPCON TdPCOPI
PRODUCT RFNBW ED
as rnmplymg wid, Ibe Florida
Building Code D ocel •of
A trJl.x No
�i
iralioa Daft
a i
Division
m S 1-
Z
-a
OR
i<
z
Qd� w
C
L
(wq�I �c
�} �
SURFACE BOLT (0.25" STEEL) 41
IVES MODEL #455 r xw
2.88'
2.00 z yo
1.00" IL
g;,q bi ;§A
0,38" 0.75"
SURFACE BOLT STRIKE PLATE 0 THRESHOLD 12 a
FOR IVES MODEL #455 (0.125e THK. STEEL)
o
2.00"
1.50" Q
16 610.78
a��JJ 144. 1� vN p
SURFACE BOLT ANGLE STRIKE ANr°U E AT HEAD JAMB 46
FOR EVES MODEL 1455 (0.125" THICK STEEL) O n n ai n
o m< Ca
aax- 12-05-00
scar: N.T.S.
Y� 0". ar:
Prepared TJH
Pro
U
(6 j
P �"
Eric S. Nielsen '` BiK. se: RW
Florida P.E.�
No. 41323 '` pgµayg No.:
1535 N. Cogs"( St, Suite C25 p� LLC S-2078-08
Rockledge, FL 32955
ii Certificate of Authority No. Phone: 321-690-1788 SHEET 8 of
25935 For. 321-690-1789
JAMB INTERMEDIATE FASTENER rnuuvc.t ucnas-a.
NO. a SMS OR EQUAL CDRWERS ' 0{)(* SINGLE HUNG
ARE TO BE %' TAPCONS
1' MDt
EMBEDMENT
NO�TE���j
FLG 6CRUCK i WINDOW PERIMETER,lGM
INTERMEDIATE FASTENERS
"
09 SMS OR EQUAL I x
S
WIt MIN, WOOD
X
E
BUCK EMBEDMENT
k0 TAPCON
P AT
CORNERS ONLY
wes
ct
TAPCO14 ��
tAPCCUN
.4�
MASONRY INSTALLATION
(•) 2001 SINGLE HUNG PREVIOUSLY
HEADER FASTENERS CALK BETWEEN
NO. 8 SMS (TYP AS REQ'D) WOOD BUCK dMASONRY OPENING
BY OTHERS
CAULK BETWEEN
WINDOW FLANGE 6
WOOD BUCK 1/4' SHIM
\ f J-- MAX,
PERIMETER
CAULK BY
WOOD BUCK OTHERS
TRIP BY
OTHERS
H
09 z
s
_
/
ANCHORS WINDOW WIDTH (53k MAX,) 1-1/4' HIM,
NOT REQ'D EMBEDMENT
AT SILL
CAULK BETVCEN
W04 M I'LAIM
AND PRE -CAST
PERIMETER S&L
CAULK BY
OTHERS \
TYPICAL \\
1 g BUCK JA31tB SECTION fTYP)
PRE -CAST
- - -- -
TYPICAL ELEVATION lZUEH M LOCATIONS FLG 5 BUCK t WINDOW PERIMETER,
OTHERS
WINDOW INSTALLATION NOTESt
1. DESIGN StRUCfURAL LLTAA/RATING: 40 PSF/H-R40 & 55 P5'F/H-R55
2. CERTIFIED TEST REPORTS: NCTL-210-2359-01 do NCTL-210-1946-7, 8 & 9
3. FRAME: 6063-TO ALUMINUM/FLANGE TYP
ELEVATION 3�,G"I'1{% I !�I'P)
4. GLASS: SINGLE PANE A INSULATED
5• FASTENERS: 304 SS OR COATED FOR CORROSION RESISTANCE.
6, GIAZING: EXTERIOR GLAZED WITH ADHESIVE SILICONE BACK -BEDDING AND A SNAP ALUMINUM
EXTERIOR GLAZING BEAD FOR MONOLITHIC GLASS, AND A RIGID PVC GLAZING BEAD FOR INSULATED GLASS,
TYP
GLAZING SITE IS COMPLY
7, N4MDOW SEALN4T5: CEN,I'LY W/AAA1A BDO-92 OR EOUnlALENT.
���.
( 1
& WINDOW W000 BUCKS: STRUCTURAL 1MIEGRITY AND ATTACIfEMENi 1T1 771E WINDOW OPENING IS THE SOLE RESPONSIBILITY OF THE
OWNER. ENGINEER, AND/OR THE CONTRACTOR. r3
9. STATE L LOCAL BLD6° CODES- CONFORMANCE IS SOLE RESPONSIBILITY OF THE ARCHITECT, BLDG. OWNER OR CONTRACTOR.
SEASONSHIELD tNC, SHEET
DRAWING NUMBER NUMBER
En neerin Approvals+ WORPM Note 11DtOftXE
I
e'
03/02/02
I
GLASS OPTIONS,
SEE NOTES.
GLASS OPTIONS,
SEE NOTE 4•
FLANGE TYPE
WINDOW FRAME
SILL
1/4' SHIN
- MAX,
las Preston, PE PE certification Is for structural loads arty. tee ' ' ' ��� •
'�' ` No. gMNT,S. SEASONSHTn'Ji!
`J 1n� 1t531 Wellnan Dr, awn
M , Or I " vervtas, FL 33569 (MM2689.941 M.Gtf g a o a > Z III
0 Application Instructions for
MO
provided g p 9
total area should be doubled.
IT IS PARTICULARLY IMPORTANT TO PROVIDE ADEQUATE VEN-
TILATION.
• HERITAGE 30 AR°
BUILDING PRODUCTS LAMINATED ASPHALT SHINGLES
iFrederick, MD -Tuscaloosa, AL
THESE ARE TFUE MANUFACTURER'S APPLICATION INSTRUCTIONS FOR THE ROOFING CONDITIONS DESCRIBED. TAMKO ROOF-
ING PRODUCT, INC. ASSUMES NO RESPONSIBILITY FOR LEAKS
OR OTHER ROOFING DEFECTS RESULTING FROM FAILURE
TO FOLLOW THE MANUFACTURER'S INSTRUCTIONS.
THIS PRODUCT IS COVERED BY A LIMITED WARRANTY, THE TERMS OF WHICH ARE PRINTED ON THE WRAPPER.
IN COLD WEATHER (BELOW 40°F), CARE MUST BETAKEN TO AVOID DAMAGE TO THE EDGES AND CORNERS OF THE SHIN-
GLES.
IMPORTANT: It is
not necessary to remove the plastic strip from the back of the shingles.
1. ROOF DECK
i
These shingles ire
for application to roof decks capable of receiving
cooler months
can especially be a problem if the shingles are applied in co m
or in areas on the roof that do not receive direct sunlight. These condi-
and retaining fasteners,
FOr roofs having'
and to inclines of not less than 2 in. per foot.
pitches 2 in. per foot to less than 4 in. per foot, refer
lions may impede the sealing of the adhesive strips on the shingles. The
i
to special instru dons
.
titled "Low Slope Application". Shingles must be
compounded b prolonged cold weather
inability to seal down may be comp y p 9
applied properly. TAMKO
assumes no responsibility for leaks or defects
conditions and/or blowing dust. In these situations, hand sealing of the
resulting from improper
application, or failure to properly
shingles is recommended. Shingles must also be fastened according
prepare the surfce
to! be roofed over.
to the fastening instructions described below.
NEW ROOF QGK
CONSTRUCTION: Roof deck must be smooth,
Correct placement of the fasteners is critical to the performance of the
dry and free from
warped surfaces. It is recommended that metal drip
shingle. If the fasteners are not placed as shown in the diagram and
described below, this will result in the termination of TAMKO's liabilities
edges be installeld
at eaves and rakes.
under the limited warranty. TAMKO will not be responsible for damage
PLYWOOD: All
shall be exterior grade as defined by the
to shingles caused by winds in excess of the applicable mph as stated
(plywood
American Plywood
Association. Plywood shall be a minimum of 3/8 in.
in the limited warranty. See limited warranty for details.
thickness and applied
in accordance with the recommendations of
the American PltV
I
wood lAssociation.
FASTENING PATTERNS: Fasteners must be placed 5-1/2 in. from
the bottom edge of the shingle, penetrating through the common bond,
HEAT 1
RD Boards shall be well -seasoned tongue -and
and located horizontally as follows:
groove boards a
nominal minimum
d not over 6 in. nominal width. Boards shall be a 1 in.
thickness. Boards shall be properly spaced and
1) Standard Fastening Pattern. (For use on decks with slopes 2 in. per
nailed,
foot to 21 in. per foot.) One fastener 1 in. back from each and and one
12 in. back from each end of the shingle for a total of 4 fasteners.
8. VENTILATION
(See standard fastening pattern illustrated below).
Inadequate ventilation
of attic spaces can cause accumulation of mots
STANDARD FASTENING PATTERN NAIL ZONE/
COMMONBOND
tUre In winter months
and a build Up Of heat In the summer.
FASTENERS
/
These condition$
can lead to:
/t
1. Vapior Condensation
t
EXPOSl1RE
5"
2. Buckling of shingles due to deck movement.
51/i
3. Rotting of wood members.
4. Premature failure of roof.
1 �
1"-►I �r- 11"--►L--- 13" --►�.- 11"-►I �t"
To insure adequate
ventilation and circulation of air, place louvers of
2) Mansard Fastening Pattern. (For use on decks with slopes greater
sufficient size high
in the gable ends and/or install continuous ridge and
than 21 in. per foot.) One fastener 1 in. back from each end and one
soffit vents. FHA ITIinimumproperty
standards require one square foot of
fastener 10 1/2 in. back from each end and one fastener 13-1/2 in.
net free ventilation
area to each 150 square feet of space to be vented,
back from each end for a total of 6 fasteners per shingle.
or one square foot
per 300 square feet if a vapor barrier is installed on
nin pattern illustrated below.
(See Mansard Taste g p)
the warm side of
near the
the ceiling or if at least one half of the ventilation is
ridge. If the ventilation openings s are screened, the
MANSARD FASTENING PATTERN COMMONB
COMMONBOND
FASTENERS
R
51/2
n 0- n
EXPO US
I
-L
r
E 5"
3. FASTENERS
1 "-.I � 91/i'-�3+-10" •-+�-3' +-9% -- � 1"
WIND CAUTION: Extreme wind velocities can damage these shingles
after application when proper sealing of the shingles does not occur. This
(Continued)
Central District 220 West 4th St., Joplin, MO 64801
800-641-4691 03105
Visit Our Web Site at Northeast District 4500 Tamko Dr., Frederick, MD 21701
800-368-2055
Southeast District 2300 35th St., Tuscaloosa, AL 35401
800-228-2656
WWW.tamWI tom Southwest District 7910 S. Central Exp., Dallas, TX 75216
800-443-1834
Western District 5300 East 43rd Ave., Denver, CO 80216
800-530-8868
��;; (CONTINUED from Pg. 1)
TAM■1O • HERITAGE 30 AIR'
BUILDING PRODUCTS LAMINATED ASPHALT SHINGLES
Frederick, MD - Tuscaloosa, AL
NAILS: TAMKO recommends the use of nails as the preferred method
of application. Standard type roofing nails should be used, Nail shanks
should be made of minimum 12 gauge wire, and a minimum head di-
ameter f 0 3/8 in. Nails should
be long enough to
penetrate 3/4 in. into
the roof deck. Where the deck is less than 3/4 in. thick, the nails should
be long enough to penetrate completely through plywood decking and
extend at least 1 /8 in. through the roof deck. Drive nail head flush with
the shingle surface.
Properly Driven Improperly Drlven
�'O 3/e" min dlameter underdrlven overdriven crooked
Asphalt
shingles
Ejz
g � Decking
r7_ 1/4" nominal
straight, good penetration, Inadequate too deep, cuts Inadequate
and flush with shingle surface penetration Into shingle anchorage
STAPLES: If staples are used in the attaching process, follow the above
instructions for placement. All staples must be driven with pneumatic
staplers. The staple must meet the following minimum dimensional
requirements. Staples must be made from a minimum 16 gauge gal-
vanized wire. Crown width must be at least 15/16 in. (staple crown
width is measured outside the legs). Leg length should be a minimum
of 1-1/4 in. for new construction and 1-1/2 in. for reroofing thus allowing
a minimum deck penetration of 3/4 in. The crown of the staple must be
parallel to the length of the shingle. The staple crown should be driven
flush with the shingle surface. Staples that are crooked, underdriven or
overdriven are considered
improperly applied.
Property Driven Improperly Driven
el, /Ifi' N underddven overdriven crooked
Asphah
Shingles
2 I}
EL01M'-Decking
�/+•min.
CAUTION: ALL FASTENERS MUST BE DRIVEN INTO THE
NAIL ZONE/COMMON BOND AS SHOWN IN THE DIAGRAM
ABOVE.
4. UNDERLAYMENT
UNDERLAYMENT: An underlayment consisting of asphalt saturated felt
must be applied over the entire deck before the installation of TAMKO
shingles. Failure to add underlayment can cause premature failure of
the shingles which is not covered by TAMKO's limited warranty. Apply
the felt when the deck is dry. On roof decks 4 in. per foot and greater
apply the felt parallel to the eaves lapping each course of the felt over
the lower course at least 2 in. Where ends join, lap the felt 4 in, If left
exposed, the underlayment felt may be adversely affected by moisture
and weathering. Laying of the underlayment and the shingle application
must be done together.
Products which are acceptable for use as underlayment are:
- TAMKO''No. 15 Asphalt Saturated Organic Felt
-A non -perforated asphalt saturated organic felt
which meets ASTM: D226, Type I or ASTM D4869, Type I
- Any TAMKO non -perforated asphalt saturated
organic felt
In areas where ice builds up along the eaves or a back-up of water from
frozen or e clogged utters is po
tential otent al Taoism TAMKO's Moisture
99 9 P P
O o store
Guard Plus" waterproofing underlayment (or any specialty eaves flash-
ing product) may be applied to eaves, rakes, ridges, valleys, around
chimneys, skylights or dormers to help prevent water damage. Contact
TAMKO's Technical Services Department for more information.
TAMKO does not recommend the use of any substitute products as
shingle underlayment.
Be APPLICATION INSTRUCTIONS
STARTER COURSE: A starter course may consist of TAMKO Shingle
Starter, self-sealing 3-tab shingles or a 9 inch wide strip of mineral
surface roll roofing. If self-sealing 3-tab shingles are used, remove
the exposed tab portion and install with the factory applied adhesive
adjacent to the eave. Attach the starter course with approved fasten-
ers along a line parallel to and 3 in. to 4 in. above the eave edge. The
starter course should overhang both the eave and rake edges 1/4 in.
to 3/8 in. If a roll roofing is used, seal down the shingles in the first
course by applying adhesive cement in four spots equally spaced to
the surface of the starter strip and press the shingle down on the spots
of cement. Plastic cement should be used sparingly, as excessive
amounts may cause blistering.
SHINGLE APPLICATION: Start the first course with a full size shingle
and overhang the rake edge 1/4 in, Cut 8 in. from a full shingle to
form a shingle 29 in. long. Use this to start the second course (see
diagram below). Cut a 23 in. long shingle to start the third course.
Use the remaining 14 in. piece of shingle to start the fourth course
and use the remaining 8 in. piece to begin the fifth course. Continue
up the rake in as many rows as necessary using the same formula as
outlined above. The butt of the shingle should be aligned with the top
edge of the sawtooth of the underlying shingle for a 5 in. exposure
(see shingle application drawing illustrated on this panel). When you
make your final cut at the roof's edge, flip any pieces that are 8 in. or
longer back onto the roof. These pieces can be worked in anywhere
without creating zippers or color variations.
NOTE: Do not align joints of shingle courses when working in cut
pieces. Joints should be no closer than 4 in. from one another.
repeat
courses
rake
Sth course $' •'�^i•�
23,/ 14r,
41hcourse
3rd course 3r�
2nd course
1st course 11
save --�
® (CONTINUED from Pg. 2)
TA1ViK O • HERITAGE
30 AR°
BUILDING PRODUCTS LAMINATED ASPHALT SHINGLES
Frederick, MD - Tuscaloosa, AL
Lpalym, ,103ew en,l�ebmakO.2Y. aa•
length. CC, a ae -shingle to make a 23' M
a 14-kng,h
Starter Course° Begin by cutting shingles into 5 x 36 inch strips. This
zo. Is-
•
-. -
h
is done by removing the 5 in. tabs from the bottom and approximately
2 in. from the top the shingles that
33• 14'of
g so the remaining portion is the
same width as the exposure of the old shingles. Apply the starter
piece
so that the self-sealing adhesive lies along the eaves and is even with
the existing roof. The starter strip
F ,
should be wide enough to overhang
the eaves and carry water into the gutter. Remove 3 in. from the length
of the first starter shingle to ensure that the joints from the old roof do
not align with the new.
sag, g,kraa°nwkhaNakr,glCakingl°.
2Th""""�'.:''.,4 a^da N ema.
As you ran See, three ehinglea mlh Iwo tole
First Course: Cutoff approximately 2 in. from the bottom edge of the
shingles so that the shingles fit beneath
make fw
the existing third course and
align with the edge of the starter
c°°"^"° wa k ng yov weay anon the roof, vmen
strip. Start the first course with a full
36 in. Ion shing
le and 9 faste
n en according to the instructions printed in
Section
9 y°a make ya ,
Cock°on'to°ma rtool. Thaw lecespwn as wm IIn of 0 a° ere wMr
Ilrg LMnxs celor.d.fiona. nYwC Imoy,
3.
NOTE:po,gt"lgnfo(nb of shingle cnurwa when OnOld gin
g °` °'°'°,reuldI._1 Iran 4.lmmarwanmh°r.
Second and Sr4r•r
-- eedln9��& According to the off -set applica
tion method you choose to use,
Se LOW SLOPE APPLICATION
remove the appropriate length from the
rake end of the first shingle in each succeeding course. Place the top
On pitches 2 in. per foot to 4 in. per foot cover the deck with two layers
of asphalt saturated felt. Begin by
edge of the eW The shinfull le wl th shingainst the butt edge of the old shingles in the
applying the felt in a 19 in. wide strip
along the eaves and overhanging the drip edge by 1/4 to 3/4 in. Place
used on the second
reduce the exposure of the first courlse to 3 in. The re aini course will
maining courses
a full 36 in. wide sheet over the 19 in, wide starter piece, completely
will automatically have a 5 in. exposure.
overlapping it. All succeeding courses Will be positioned to overlap
the preceding course by 19 in. If
Existing shingles
winter temperatures average 25°F
or less, thoroughly cement the felts to
each other with plastic cement
from eaves and rakes to a point of a least
,g s
24 in, inside the interior wall
line of the building. As an alternative, TAMKO's Moisture Guard Plus®
self -adhering waterproofing underlayment may be used in lieu of the
Drip edge
cemented felts.
9. MANSARD ROOF OR STEEP SLOPE ROOK
Nip edge
New shingles � �,� � 7
If the slope exceeds 21 in. per foot (60), each shingle must be sealed
s"
exposure-��
�'3"exposure
with quick setting asphalt adhesive cement immediately upon installa-
tion. Spots of cement must be
equivalent in size to a $,25 piece and
applied to shingles with a 5 in. exposure, use 6 fasteners per shingle
9e VALLEY APPLICATION
.
See Section 3 for the Mansard Fastening Pattern.
Over the shingle underlayment, center a 36 in. wide sheet of TAMKO
Nail -Fast" or a minimum 50 lb. roll
Be RE -ROOFING
roofing in the valley. Nail the felt only
where necessary to hold it in place and then only nail the
Before re -roofing, be certain to inspect the roof decks. All l
P Ywood
shall meet the requirements listed in Section
edges. outside
1,
Nail down or remove curled or broken
IMPORTANT: PRIOR TO INSTALLATION WARM SHINGLES TO
PREVENT DAMAGE WHICH CAN OCCUR
shingles from the existing roof.
Replace all missing shingles with new
WHILE BENDING
SHINGLES TO FORM VALLEY.
ones to provide a smooth base.
Shingles that are buckled usually indicate warped decking or
protruding
nails. Hammer down all protruding nails or remove them and refasten in
a new location. Remove all drip edge
After valley flashing is in
• Apply the first course of shin lace: les
metal and replace with new.
along the eaves of one of the
intersecting9 roof planes and across the
If re -roofing over an existing roof where new flashing is required
e valley.
to
Protect against ice dams (freeze/thaw cycle of water and/or the backup
of water in frozen or clogged gutters), remove the old roofing to
Note: For proper flow of water over the trimmed shingle, always start
applying the shingles on the roof plane that has the lower
a point
at least 24 in. beyond the interior wall line and apply TAMKO's Moisture
less height. slope or
Guard Pluse waterproofing underlayment. Contact TAMKO's Technical
Services Department for more information.
Extend the end shingle at least 12 in.
onto the adjoining roof.
APPIY
The nesting procedure described below is the preferred method for re-
roofing over square tab strip shingles with a 5 in. exposure.
succeeding courses in the same manner, extending them
across the valley and onto the adjoining roof.
•
Press the shingles tightly into the valley.
Use normal shingle fastening methods.
(Continued)
Central District 220 West 4th St., Joplin, MO 64801 800-641 -4691
Visit Our Web Site at Northeast District 4500 Tamko Dr„
Frederick, MD 21701 03/05
WWW.ta111kO.COm Southeast District 2300 35th St., Tuscaloosa, AL 35401 800-368-2055
Southwest District 800-228-2656
7910 S. Central Exp., Dallas, TX 75216
Western District 5300 East 43rd Ave., Denver, CO 80216 800-443-1834
800-530-RRRR
® (CONTINUED from Pg. 3)
TAMKO • HERITAGE 30 AR°
BUILDING PRODUCTS LAMINATED ASPHALT SHINGLES
Frederick, MD - Tuscaloosa, AL
Note: No fastener should be within 6 in. of the valley centerline, and two
fasteners should be placed at the end of each shingle crossing
the valle
y.
Y
• To the adjoining roof plane, apply one row of shingles vertically fac-
ing
the valley and 2 in, back from the valley centerline.
Note: For a neater installation, snap a chalkline over the shingles for
guidance.
• To complete the valley, apply shingles on the adjoining roof plane
by positioning the tip of the first shingle of each row at the 2 in
point from the centerline where the edge of the vertical shingle has
been applied, covering the vertical shingle.
FOR ALTERNATE VALLEY APPLICATION METHODS, PLEASE CON-
TACT TAMKO'S TECHNICAL SERVICES DEPARTMENT
Valley centerline
36" wide TAMKO
Nail Fast ® or 50lb. or 1 Extra nail in
heavier roll roofing end of shingle
• " Extend end shingle
1 12"-18" beyond
valley centerline
i'.
Undedayment No fasteners within
6" of centerline
III
Place tip of shingle on the edge of
the vertical shingle, 2lnchas back
from valley centerline and covering
the vertical shingle.
10. NIP AND RIDGE FASTENING DETAIL
Apply the shingles with a 5 in. exposure beginning at the bottom of the
hip or from the end of the ridge opposite the direction of the prevailing
winds. Secure each shingle with one fastener on each side, 5-1/2 in.
back from the exposed end and 1 in. up from the edge.
4MKO recommends the useof TAMKO Hip & Ridge shingle products.
there matching colors are available, it is acceptable to use TAMKO's
lass -Seal or Elite Glass Seal shingles cut down to 12 in. pieces.
OTE: AR type shingle products should be used as Hip & Ridge
1 Glass -Seal or Elite Glass -Seal AR shingles.
Isteners should be 1/4 in. longer than the one used for shingles.
1PORTANT: PRIOR TO INSTALLATION, CARE NEEDS TO BE
kKEN TO PREVENT DAMAGE WHICH CAN OCCUR WHILE BEND-
IG SHINGLES IN COOL WEATHER.
Direction of prevailing wind
art 5" exposure
re- 1„
n stener
" Start RsiA
„
here 5" exposure
)TE: Exposure should be 1 /8 in. more when using shingles produced
Frederick, Md. See illustration below.
Direction of prevailing wind
.xt r.11R11 AYnla.et._
%/ II 1I \tom `;/ ✓� r-5-5/8„
Start
here 5-1/8" exposure
THESE ARE THE MANUFACTURER'S APPLICATION INSTRUC-
TIONS FOR THE ROOFING CONDITIONS DESCRIBED. TAMKO
ROOFING PRODUCTS, INC. ASSUMES NO RESPONSIBILITY FOR
LEAKS OR OTHER ROOFING DEFECTS RESULTING FROM FAIL-
URE TO FOLLOW THE MANUFACTURER'S INSTRUCTIONS.
uentrai uEsrrim
22U west 41n St., Joplin, MO 64801
800-641-4691 03/05
uenual vlslrlcl
z2u west 411n St., Joplin, MO 64801
800-641-4691
Visit Our Web Site at Northeast District
4500 Tamko Dr., Frederick, MD 21701
800-368-2055
Visit Our Web Site at Northeast District
4500 Tamko Dr., Frederick, MD 21701
800-368-2055
Southeast District
WWW.tamko.com
2300 35th 5t., Tuscaloosa, AL 35401
800-228-2656
Southeast District
COm
2300 35th St., Tuscaloosa, AL 35401
800-228-2656WWWatamkO.
Southwest District
7910 S. Central Exp„ Dallas, TX 75216
800-443-1834
Southwest District
7910 S. Central Exp., Dallas, TX 75216
800-443-1834
Western District
5300 East 43rd Ave., Denver, CO 80216
800-530-8868
Western District
5300 East 43rd Ave., Denver, CO 80216
800-530-8868
03/
- F_ - - i 11110 111 1 iiia11W:, likh.lu I,l n ulTilul.,TI_-:',i. I I I
r
u