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PLUMBING NOTES:
ORDINANCE 604.4 OF FPC (2001)-APPENDIX
"J" TO STANDARD PLUMBING 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
PRIVATE FACILITIES
SHOWER HEADS
0.5 G.P.M.
2.2 G.P.M.
2.5 G.P.M.
VTR LOCATIONS ARE APPROXIMATE
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CONDITIONS
3'-Q"x3'-0"
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OR PER ASTM STANDARDS WITHIN
24 HOURS AFTER CONCRETE PLACEMENT.
PROPERTY LINE
SET BACK REQUIREMENTS
FRONT: 20' MIN.
REAR: 10' MIN.
SIDES: 5' MIN.
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TO THE BEST OF THE ENGINEER'S KNOWLEDGE AND BELIEF, THE
STRUCTURAL PLANS AND SPECIFICATIONS COMPLY WITH THE
flORIDA BUILDING CODE, SECTION 1606 FOR 120 M.P.H. 3 SECOND
GUST, EXPOSURE "B" WIND ZONE (2001 EDITION).
THIS DRAWING AND DESIGN IS VALlD FOR 12 MONTHS AFTER THE
DATE IS SIGNED AND SEALED.
SIGl\ED AND SEALED FOR THE STRUCTURAL PORTION OF THIS
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LAST PLOT DATE @
June 21, 2005
FOUNDATION
DE #250988
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REV. 08-20-04
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REV. 9/03
STEP DOWN BRG.
REV. 9/03 SCALE: N.T.S.
REV. 6.24.2004 TH
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FOUNDATION NOTES
3) SOIL:
3.1 MINIMUM ALLOWABLE SOil PRESSURE 2000 PSF. (VERIFY BY CONTRACTOR)
4) CONCRETE:
4.1 CONCRETE COMPRESSIVE STRENGTH AT 28 DAYS:
3000 PSI (NORMAL WEIGHT).
4.2 REINFORCING BARS: ASTM A615 (GRADE 40).
4.3 WELDED WIRE FABRIC (WWF): ASTM A185.
4.4 DETAIL REINFORCEMENT IN ACCORDANCE WITH ACI 315.
4.5 CONCRETE COVERAGE OF REINFORCEMENT: FOOTINGS 3"
BOTTOM AND SIDES.
4.6 EARTH SUPPORTED SLABS: (INCLUDING EXTERIOR WALK
AND DRIVE SLABS) 3 1/2" THICK MIN., REINFORCED
WITH 6X6 - W1.4 X W1.4 WWF AT MID-DEPTH OF SLAB.
4.7 CONCRETING OPERATIONS SHALL COMPLY WITH ACI STANDARDS.
4.8 LAP SPLICE SHALL BE AS FOLLOWS: #5 BAR 25", #4 BAR 20", #3 BAR 1511.
4.9 SOIL TO BE TREATED FOR TERMITES PER FBC 2001 SECTIONS
104.2.6 ; 104.2.7 ; 1403.1.6, 1503.4.4 ; 1816 ; 1916.7.5 ; 2303.1.4 & 2304
(Y)
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GENERAL MASONRY NOTES:
1. MASONRY UNITS: 1AW ASTM ego
2. MORTAR: TYPE M OR TYPE S 1AW SBC TABLE 1402.8B IS
REQUIRED TO BE TYPE M OR TYPE S
3. GROUT: 3/8" MAXIMUM AGGREGATE, 811 - 11" SLUMP
3000 PSI OR ASTM C476
4. CONCRETE: 3000 PSI MIN. COMPo STRENGTH AT 28 DAYS FOR
FOOTINGS: 3000 PSI FOR SLABS ON GRADE
5. REINFORCING STEEL: GRADE 40 MIN. AND IDENTIFIED IN
ACCORDANCE WITH ASTM A615, A616,A 70
LAST PLOT
DATE: June 21, 2005 @)
NOTE; IT IS THE CONTRACTORS RESPONSIBILITY TO REVIEW ALL
DRAWINGS BEFORE CONSTRUCTION BEGINS, DANSCO
ENGINEERING, LLC IS RESPONS!BLE FOR THE STRUCTURAL
INTEGRITY OF THIS PROJECT ONLY. ANY DISCREPANCY BElWEEN
FIELD CONDITIONS, OTHER DESIGN PROFESS'OMLS' SHO? DR.eVvINGS.
CONTRACTORS' BUILDING METHODS, AND THESE SIGNED AND SEALED
DRAWINGS MUST BE BROUGHT TO THE AITENTION OF DANSCO
ENGINEERING. LLC PRIOR TO THE COMMENCEMENT OF CONSTRUCTION.
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TO THE BEST OF THE ENGINEER'S KNOWLEDGE AND BELIEF, THE
STRUCTURAL PLANS AND SPECIFICATIONS COMPLY WITH THE
FLORIDA BUILDING CODE, SECTION 1606 FOR 120 M.P.H. 3 SECOND
GUST, EXPOSURE "B" WIND ZONE (2001 EDITION).
THIS DRAWING AND DESIGN IS VALID FOR 12 MONTHS AFTER THE
DATE IS SIGNED AND SEALED.
\
\
,
,
'"J\}
,
"
SIGNED AND SEALED FOR THE STRUCTURAL PORTION OF THIS
DRAWING ONLY.
------
PLACE SEAL HERE DE #250988
L
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USP STRUCTURAL CONNECTORS
UPLIFT LATERAL
CONNECTOR CAPACITY CAPACITY FASTENERS
MASONRY APPLICATIONS
1500 590 13-10d x 11/2"
1500 590 13-10d x 11/2"
4290* - 18-16d
5370* - 32-16d
1850 - 16\R~~1l~ g~1{S4"X3"
1390* - 8-10d
2650* - 18-10d x 11/2"
1/4" MIN. SPACE
TRl USP TR 1 W/3 - 8d
COMMON NAILS @ EA
TRUSS OR BLOCKING
(NOTE: (2) 16d TOE NAILS
CAN BE USED IN LIEU OF
TRl STRAP)
2 x STUD @ 24" O.C. MAX.
2 x TOP PLATE
UPLIFT CONNECTION CROSS-REFERENCE
SIMPSON STRONG-TIE
UPLIFT LATERAL
CONNECTOR CAPACITY CAPACITY
MASONRY APPLICATIONS
1450 335 7-10d x 11/2"
14nO 335 7-10d x 11/2"
4175* - 1~16d
5260* - 32-16d Sinkers
16-16d Sinkers & 7-
2150 - 1/4"x2 1/4" Titen
1350* - 8-16d Sinkers
2310* - 18-10d x 11/2"
2- ROWS OF
10d @ 4" OIG
MAX.
10d @ 8" OIG
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BLOCKS
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FASTENERS
HTA16
HTA20
HTT16
HTT22
LUGT2
LST19
LTTI31
META16
META20
HTT16
HTT22
LGT2
L TT19
L TTI31
PACER
2 x P.T. PLATE
NOTE:
PLATE LENGTHS MUST BE
AT LEAST 8'-0" LONG. TYPICAL
TYPICAL INTERIOR NON-BEARING
SCALE: N.T.S. REV. USP 07-28-04 TH
-BOTTOM SPLICE
OVER STUD
FRAME APPLICATIONS FRAME APPLICATIONS
RT7 ~ 170 10-8d x 11/2" H2.5 415 150 10-8d x 11/2"
RT16 1 ()~O 645 16-8d x 11/2" HiO 990 525 16-8d x 11/2"
RT16-2 1 ()~O 390 16-8d x 11/2" H10-2 760 395 12-10d
SPT22 7'i n 260 8-10d SP1 585 - 10-10d
SPT24 107f) 260 12-10d SP2 1065 - 12-10d
SPT4 RRfi - 6-10d x 11/2" SP4 885 - 6-10d x 1 172"
SPTH4 17~O - 12-10d x 11/2" SPH4 1360 - 12-10d x 11/2"
MUGT15 qQp'f) - 22-10d MGT 3965 - 22-10d
LUGT2 ')I')P,O 32-10d LGT2 2050 - 30-16d Sinkers
HTW20 1 FI~O 95 20-10d HTS20 1450 - 20-10d
MSTA18 1 ':17f) 14-10d LSTA18 1165 - 14-10d
MSTA24 110~ - 18-10d LSTA24 1235 - 18-10d
MSTA30 1 P,.~f) - 22-10d LSTA30 1640 - 22-10d
MSTA36 1R~f) 22-10d LSTA36 1640 - 24-10d
HUNG APPLICATIONS I HUNG APPLICATIONS
HUS26 1925 - 20-16d HUS26 1550 - 20-16d
THDH26-2 2605 - 30-16d HGUS26-2 2325 - 28-16d
HUS28 2570 - 30-16d HUS28 2000 - 30-16d
THDH210-2 3970 - 58-16d HGUS28-2 3220 - 48-16d
* CAPACITY IS BASED ON CONCRETE EMBEDMENT, REFER TO MANUFACTURER FOR GROUT FILLED
CMU
NOTES :
1) CONNECTOR CAPACITIES ARE FOR SYP, REFER TO MANUFACTURERS FOR ADDITIONAL
INFORMATION
2) DO NOT DRIVE NAILS THROUGH THE TRUSS PLATE ON THE OPPOSITE SIDE OF THE TRUSS, WHICH
COULD FORCE THE PLATE OFF THE TRUSS.
"T"
CORNER
TYPICAL liT" AND CORNER DETAIL
TOP PLATE SPLICE DETAIL
SCALE: N.T.S. 5/6/04
SCALE: N.T.S.
2"x4" P.T. PLATE
1/2" x 8" ANCHOR 12
BOLT W/ 2" x 1/8" FLAT
WASHER (TYP)
@ @ @
J, 32" kW 32" J,
PRE ENGINEERED WD TRUSSES @ 24" O.C.
INSULATION BAFFLE
BATT OR BLOWN INSULATION MIN. R-19
TRUSS ANCHOR (SEE PLAN)
FIBERGLASS SHINGLE
ROOFING FELT
APA RATED STRUCTURAL SHEATHING
MIN 7/16" FASTENED TO TRUSSES W/
8d COMMON WIRE NAILS @ 4" OIC
_ _ _ ~QUNDt\RIE~" O/C EDGES & 8" O/C FIELD
~ METAL DRIP EDGE
2" X SUBFASCIA
CONT. VENTED ALUM SOFFIT
8" X 8" X 16" K.O. LINTEL BLOCK
W/1 #5 DIA. REBAR &
FILLED SOLID W/GROUT
PRECAST "U" LINTEL
(SEE S/2A FOR LINTEL
SIZE & REINFORCEMENT)
FILL CELL -1 #5 DIA. REBAR W/ GROUT
@ ALL LOCATIONS SHOWN ON
F""OUNDATION & FLOOR PLANS
ALUM FRAMED WINDOW WI SCREEN
PRECAST CONC SILL
8" X 8" X 16" CONC. BLOCK
DECORATIVE FINISH
FTG. DOWEL #5 DIA. REBAR
18" IN CONC. -25" EXTEND (ACI 530)
ABOVE SLAB. ALL LOCATIONS
SHOWN ON FOUNDATION PLAN
/ ~GRADE
Z- - - - -IQP OF_SLA[!-$
I
1/2" CD DRYWALL:
3/4" P.T. NAILER
1/2" DRYWALL
CURTAIN NAILER
1 X 4 P.T. @ WINDOWS
1 X 8 P.T. @ S.G.D.
REV. 9/03
P.T. PLATE
SCALE: N.T.S.
2 - S.P.F. CaNST. GRADE TOP PLATE
SPLICE MIN 48" APART
r_ @ NAIL AT BASE 2 ROWS 4" OIC STAGGER
~~ -III -11- IT -II W/8d COMMON NAIL
1\ I \1 \I II @ NAIL AT TOP PLATE 2 ROWS 4" OIC STAGGER
III I II II \I W/8d COMMON NAIL
III 10 II II II @ NAIL OPENING PERIMETER @ 3" O.C. W/8d
\I 1\\ COMMON NAIL
II I III @ NAIL INT. AT 6" O.C. W/8d COMMON NAIL
1\ \I 1\ \I III 1\ \1 @ STAGGER ALL VERT. JOINTS & NAIL @ 4" O.C.
II = JL JI = 1\\ II \I w/8d COMMON NAIL
FLOOR SY ~MII \I CD NO SPLICE au HEADER - NAIL SHEATHING TO
x8 P.T. SI~L PLAT HEADER W/B'd COMMON NAIL@ 4" ole
2 STORY ONLY) 2x4 P.T. BASE PLATE
WALL SHEATHING INSTALL. & NAILING SCHED.
NO SCALE REV. 5/12/04
MARBLE STOOL
1 X 2 P.T FURRING
R-3 ~~8-d~W*L~~ EXT
1 X 4 P.T. BASE NAILER
WOOD BASE
3 1/2" CONC SLAB
6 X 6 10/10 W.W.M.
6 MIL VISQUEEN
TREATED
CLEAN FILL
I
SEE FND. PLAN FOR
FOOTING SIZE AND
REINF.
TYPICAL WALL SECTION
CONCRETE BLOCK REV. 9/03 TH
SCALE: 1/2" = 1'-0"
I I
IV TRUSS/JOIST/RAFTER
I I
I I
~--- -------'--1
I I (1) USP RT16T
: w/7-10d x 1 1/2" TO BOTH
TRUSS AND DBL. TOP PLATE
__L_
2 - 2x4 TOP PLATE
CONST. GRADE SPF
USP SPT 24 w/6-10d
TO STUD & TO TOP PLATE
2x4 SPF STUDS @ 16" O.C.
USP RT 16
@ 16" O.C.
I I
I I _
:: / TRUSS/RAFTER
~II' .-
: I ,/' // USP HTW20 W/24-10d x 1 1/2"
I ',/ TO BOTH TRUSS
__1-- ~ AND DBL. TOP PLATE/STUD
--------- 2 - 2x4 TOP PLATE
CONST. GRADE SPF
USP SPT24 W/6-10d TO
STUD & TO TOP PLATE
2x4 SPF STUDS @ 16" O.C.
3.12d EA. END
OF BLOCKING
TRUSSES
-----
-----
- - --
- - --
2 - 2x4 CaNST. GR. SP
TOP PLATE. SPLICE
24" APART MIN.
STRUCTURAL SHEATHING
(MIN. 7/16"). NAIL 3" O.C.
EDGES STAGGERED, & 6" O.C.
INTERIOR.
A
USP SPT 22 w/4 -10d TO
STUD & 4-10d TO BASE PLATE
1/2" x 8" A307 A.B. OR 5/8"x T'
WEDGE ANCH. w/2" WASHER 6"
FROM ENDS & JOINTS & @32" O.C.
MIN.,w/#3 PT PLATE
A
I
II
, I
" CJ
\..---------------
USP SPT22 W/4-10d TO
STUD & 4-10d TO BASE PLATE
#3 PT PLATE W/1/2" x 8" A307 A.B. OR 1/2" dia. x 6"
TITEN H.D. @ 6" FROM CORNERS & JOINTS & @ 32" O.C.
2x4 SPF STUDS
@ 16" O.C.
#3 PT PLATE W/ 1/2" X 8" A307 A.B.
OR 1/2" dia. X 6" TITTEN H.D. @ 6"
FROM CORNERS & JOINTS @ 32" O.C.
I I
1--------', :: /r--------'
"- - - -~- - - ../"
I
r------------, SEE F~OOR PLAN
~ ""~ I
~---------------I
SEE P AN FOR DIM.
-----------------
,
SEE FND PLAN F
FOOTING SIZE AND
REINF.
'i
SEE FND PLAN
FOR FOOTING
SIZE AND REINF.
SEE FND PLAN FOR
FOOTING SIZE AND
REINF.
INTERIOR BEARING
w/UPLlFT
INTERIOR BEARING
w/UPLlFT @ 4" STEP-DOWN
NO SCALE REV. 9/24/04 TH
THIS DETAIL REQUIRED ONLY WHEN & WHERE
SPECIFICALLY INDICATED BY THIS SYMBOL
UPLIFT VALUES - (DOUBLE SIDE CONNECTORS-DOUBLES VALUE BELOW)
1 (EACH CONNECTOR) EACH STUD - 1075 LBS. PER TRUSS
UPLIFT CAP 410 PLF (ANCHOR BOLTS)
TO THE BEST OF THE ENGINEER'S KNOWLEDGE AND BELIEF, THE
STRUCTURAL PLANS AND SPECIFICATIONS COMPLY WITH THE
FLORIDA BUILDING CODE, SECTION 1606 FOR 120 M.P.H. 3 SECOND
GUST, EXPOSURE "S" WIND ZONE (2001 EDITION).
THIS DRAWING AND DESIGN IS VALID FOR 12 MONTHS AFTER THE
DATE IS SIGNED AND SEALED.
INTERIOR SHEARWALL @ TRUSSES
STEP-DOWN, WALL TO TRUSS
NO SCALE REV. 9/03
THIS DETAIL REQUIRED ONLY WHEN & WHERE
SPECIFICALLY INDICATED BY THIS SYMBOL
SHEAR CAP. 260#L1N.FT.
NO SCALE REV. 09/13/04 TH
THIS DETAIL REQUIRED ONLY WHEN & WHERE
SPECIFICALLY INDICATED BY THIS SYMBOL
UPLIFT VALUES - (DOUBLE SIDE CONNECTORS-DOUBLES VALUE BELOW)
1 (EACH CONNECTOR) EACH STUD - 462 PLF
SIGNED AND SEALED FOR THE STRUCTURAL PORTION OF THIS
DRAWING ONLY.
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LAST PLOT
DATE:June 21, 2005
@
NOTE: IT IS THE CONTRACTORS RESPONSIBILITY TO REVIEW A~L
DRAWINGS BEFORE CONSTRUCTION BEGINS, DANSCO
ENGINEERING, LLC IS RESPONSIBLE FOR THE STRUCTURAL ,
INTEGRITY OF THIS PROJECT ONLY. A.'-IY DISCREPANCY BEfWEEN
FIELD CONDITIONS, OTHER DESIGN PROFESSIOML$' SHOP DRAWINGS,
CONTRACTORS' BUILDING METHODS. AND THESE SIGNED AND SEALED
DRAWINGS MUST BE BROUGHT TO THE ATTENTION OF DANSC()
ENGINEERING. LLC PRIOR TO THE COMMENCE~ENT OF CONSTRUCTION,
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STRUCTURAL NOTES:
GENERAL NOTES:
TERMITE SPECIFICATIONS:
STRUCTURAL DESIGN CRITERIA
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FOUNDATIONS
SOIL TO BE COMPACTED TO AT LEAST 95%
OF MAX. DRY DENSITY AS DETERMINED BY
ASTM - 1557 ( MODIFIED PROCTOR)
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
1. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE
STRENGTH AT 28 DAYS OF 3000 PSI, A SLUMP OF 6"
PLUS OR MINUS 1", AND HAVE 2 TO 5% AIR ENTRAINMENT,
AND A MAXIMUM WATER/CEMENT RATIO OF 0.63
2. ALL REINFORCING STEEL SHALL BE NEW DOMESTIC
DEFORMED BILLET STEEL CONFORMING TO ASTM A-615
GRADE 40.
3. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185,
WWF SHALL BE LAPPED AT LEAST 6" AND CONTAIN AT
LEAST ONE CROSS WIRE WITHIN THE 6".
4. HOOKS SHALL BE PROVIDED AT DiSCONTINUOUS ENDS OF
ALL TOP BARS OF BEAMS.
5. HORIZONTAL FOOTING BARS SHALL BE BENT 1'-0"
AROUND CORNERS OR CORNER BARS WITH A 2'-0"
LAP PROVIDED
6. MINIMUM LAP SPLICES ON ALL REINFORCING BAR
SPLICES SHALL BE 40 BAR DIAMETERS TYP.
7. CONCRETE COVER MIN. 3" WHEN EXPOSED TO EARTH OR
11/2" TO FORM
MASONRY WALL CONST.
1. HOLLOW LOAD BEARING UNITS SHALL BE NORMAL
WEIGHT, GRADE N, TYPE 2, CONFORMING TO ASTM C90,
WITH A MINIMUM NET COMPRESSIVE STRENGTH OF
1900 PSI ( f'm = 1500 PSI)
2. MORTAR SHALL BE TYPE "M" OR "S", CONFORMING TO
ASTM C270.
3. COARSE GROUT SHALL CONFORM TO ASTM C476 WITH A
MAXIMUM AGGREGATE SIZE OF 3/8" AND A MINIMUM
COMPRESSIVE STRENGTH OF 3000 PSI SLUMP 8" TO 11".
4. VERTICAL REINFORCEMENT SHALL BE AS NOTED ON THE
DRAWINGS WITH THE CELLS FILLED WITH COARSE GROUT.
5. VERTICAL REINFORCEMENT SHALL BE HELD IN POSITION
AT THE TOP AND BOTTOM AND AT A MAXIMUM SPACING
OF 192 BAR DIAMETERS. REINFORCEMENT SHALL BE PLACED
IN THE CENTER OF THE MASONRY CELL TYPICAL UNLESS
OTHERWiSE NOTED.
6. REINFORCING STEEL SHALL BE LAPPED A MINIMUM OF 40 BAR
DIAMETERS, UNLESS OTHERWISE NOTED ON THE DRAWINGS
7. DUR.{)-WALL SHALL BE PROVIDED @ EVERY OTHER
COARSE OR 16" O/C
FLORIDA BUILDING CODE, 2001 EDITION
BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (ACI 318-02)
SPECIFICATIONS FOR STRUCTURAL CONCRETE BUILDINGS (ACI 301-89)
BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES (ACI 530-02)
NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION, 2001 EDITION
APA PLYWOOD DESIGN SPECIFICATION
CODES:
1. A PERMANENT SIGN WHICH IDENTIFIES THE TERMITE TREATMENT PROVIDER
AND NEED FOR RE-INSPECTION AND TREATMENT CONTRACT RENEWAL SHALL
BE PROVIDED. THE SIGN SHALL BE POSTED NEAR THE WATER HEATER OR
ELECTRIC PANEL.(FBC 104.2.6)
2. CONDENSATE AND ROOF DOWNSPOUTS SHALL DISCHARGE AT LEAST 1'-0"
AWAY FROM BUILDING SIDE WALKS,(FBC 1503.4.4)
3. IRRIGATION/SPRINKLER SYSTEMS INCLUDING ALL RISERS AND SPRAY HEADS
SHALL NOT BE INSTALLED WITHIN 1'-0" OF THE BUILDING SIDE WALLS.(FBC 1503.4.4)
4. TO PROVIDE FOR INSPECTION FOR TERMITE INFESTATION, BElVIEEN WALL
COVERING AND FINAL EARTH GRADE SHALL NOT BE LESS THAT 6 INCHES,
EXCEPTION: PAINT OR DECORATIVE CEMENTATIOUS FINISH LESS THAN 5/8"
THICK ADHERED DIRECTLY TO THE FOUNDATION WALL,(FBC 1403,1.6)
5. INITIAL TREATMENT SHALL BE DONE AFTER ALL EXCAVATION AND BACKFlLL
IS COMPLETE,(FBC 1816.1.1)
6. SOIL DISTURBED AFTER THE INITIAL TREATMENT SHALL BE RETREATED
INCLUDING SPACES BOXED AND FORMED,(FBC 1816,1.2)
7. BOXED AREAS IN CONCRETE FLOORS FOR SUBSEQUENT INSTALLATION OF TRAPS,
ETC., SHALL BE MADE WITH PERMANENT METAL OR PLASTIC FORMS. PERMANENT
FORMS MUST BE OF A SIZE AND DEPTH THAT WILL ELIMINATE THE DISTURBANCE OF
SOIL AFTER THE INITIAL TREATMENT.(FBC 1816.1.3)
8. MINIMUM 6 MIL VAPOR RETARDER MUST BE INSTALLED TO PROTECT AGAINST RAINFALL
DILUTION. IF RAINFALL OCCURS BEFORE VAPOR RETARDER PLACEMENT, RETREATMENT IS
REQUIRED.(FBC 1816,1.4)
9. CONCRETE OVERPOUR AND MORTAR ALONG THE FOUNDATION PERIMETER MUST BE
REMOVED BEFORE EXTERIOR SOIL TREATMENT.(FBC 1816.1.5)
10. SOIL TREATMENT MUST BE APPLIED UNDER ALL EXTERIOR CONCRETE OR GRADE
WITHIN 1'-0" OF THE STRUCTURE SIDEWALLS,(FBC 1816,1.6)
11. AN EXTERIOR VERTICAL CHEMICAL BARRIER MUST BE INSTALLED AFTER CONSTRUCTION
IS COMPLETE INCLUDING LANDSCAPING AND IRRIGATION, ANY SOIL DISTURBED AFTER
THE VERTICAL BARRIER IS APPLIED, SHALL BE RETREATED.(FBC 1816.1.6)
12. ALL BUILDINGS ARE REQUIRED TO HAVE PRE-CONSTRUCTION TREATMENT.(FBC 1816.1.7)
13. A CERTIFICATE OF COMPLIANCE MUST BE iSSUED TO THE BUILDING DEPARTMENT
BY A LICENSED PEST CONTROL COMPANY BEFORE A CERTIFICATE OF OCCUPANCY
WILL BE ISSUED. THE CERTIFICATE OF COMPLIANCE SHALL STATE: "THE BUILDING
HAS RECEIVED A COMPLETE TREATMENT FOR THE PREVENTION OF SUBTERRANEAN
TERMITES, THE TREATMENT is IN ACCORDANCE WITH THE RULES AND LAWS OF THE
FLORIDA DEPARMENT OF AGRICULTURE AND CONSUMER SERVICES."(FBC 1816,1.7)
14. AFTER ALL WORK is COMPLETED, LOOSE WOOD AND FILL MUST BE REMOVED FROM
BELOW AND WITHIN 1'.{)" OF THE BUILDING. THiS INCLUDES ALL GRADE STAKES,
TUB TRAY BOXES, FORMS, SHORING OR OTHER CELLULOSE CONTAINING MATERIAL.
(FBC 2303.1.3)
15. NO WOOD, VEGETATION, STUMPS, CARDBOARD, TRASH, ETC., SHALL BE BURIED
WITHIN 15'-0": OF ANY BUILDING OR PROPOSED BUILDING,(FBC 2303,1.4)
PREFABRICATED WOOD TRUSSES
1. ALL PREFABRICATED WOOD TRUSSES SHALL BE SECURELY
FASTENED TO THEIR SUPPORTING WALLS OR BEAMS WITH
HURRICANE CLIPS OR ANCHORS.
2. PREFABRICATE WOOD TRUSSES SHALL BE DESIGNED IN
ACCORDANCE WITH THE LATEST EDITION OF THE "NATIONAL
DESIGN SPECIFICATION FOR STRESS-GRADE LUMBER AND
ITS FASTENERS" AS RECOMMENDED BY THE NATIONAL
FOREST PRODUCTS ASSOCIATION.
3. TRUSS MEMBERS AND CONNECTIONS SHALL BE PROPOR-
TIONED ( WITH A MAXIMUM ALLOWABLE STRESS INCREASE
FOR LOAD DURATION OF 25%) TO WITHSTAND THE LIVE
LOADS GIVEN IN THE NOTES AND TOTAL DEAD LOAD,
4. BRIDGING FOR PRE-ENGINEERED TRUSSES SHALL BE AS
REQUIRED BY THE TRUSS MANUFACTURER UNLESS
NOTED ON THE PLANS.
5. TRUSS ELEVATIONS AND SECTIONS ARE FOR GENERAL
CONFIGURATION OF TRUSSES ONLY. WEB MEMBERS ARE
NOT SHOWN, BUT SHALL BE DESIGNED BY THE TRUSS
MANUFACTURER IN ACCORDANCE WITH THE DESIGN
LOADS AS LISTED ON THE STRUCTURAL DESIGN CRITERIA
6. DESIGN SPECIFICATIONS FOR LIGHT WEIGHT METAL
PLATE CONNECTED WOOD TRUSSES PER THE TRUSS
PLATE INSTITUTE TPI LATEST EDITION.
7. PRE-ENGINEERED WOOD TRUSSES SHALL BE DESIGNED BY
THE MANUFACTURER IN ACCORDANCE WITH SPECIFlED LOADS
AND GOVERNING CODES. SUBMITTALS SHALL INCLUDE TRUSS
FRAMING PLANS AND DETAILS SHOWING MEMBER SIZES,
BRACING, ANCHORAGE, CONNECTIONS, TRUSS LOCATIONS, AND
AND PERMANENT BRACING AND/OR BRIDGING AS REQUIRED
FOR ERECTION AND FOR THE PERMANENT STRUCTURE. EACH
SUBMITTAL SHALL BE SIGNED AND SEALED BY A FLORIDA
REGISTERED STRUCTURAL ENGINEER. SUBMIT 3 COPIES FOR
REVIEW AND APPROVAL PRIOR TO FABRICATION.
8. THE TRUSS MANUFACTURER SHALL DETERMINE ALL SPANS
WORKING POINTS, BEARING POINTS, AND SIMILAR CONDITIONS.
TRUSS SHOP DRAWINGS SHALL SHOW ALL TRUSSES, ALL
BRACING MEMBERS, AND ALL TRUSS TO TRUSS HANGERS.
THE FOLLOWING TECHINCAL CODES
SHALL APPLY:
2001 flORIDA BUILDING CODE,
PLUMBING, MECHANICAL, FUEL GAS,
ENERGY EFFICIENCY, ACCESSIBILITY,
AND 2002 NATIONAL ELECTRICAL CODES
ROOF
TOP CHORD
BOTTOM CHORD (W/O STORAGE)
RESIDENTIAL FLOOR, UNLESS OTHERWISE INDICATED
BALCONIES
STAIRS
ROOF
FLOOR
WIND LOADS BASED ON FBC, SECTION 1606.2.
WIND VELOCITY: 120 M.P.H., USE FACTOR: 1.0
ALL CONCRETE UNLESS OTHERWISE INDICATED
PEA GRAVEL CONCRETE FOR MASONRY CELLS ONLY
(DO NOT USE FOR CONCRETE COLUMNS OR TIE BEAMS)
LIVE LOADS:
20 PSF
10 PSF
40 PSF
40 PSF
40 PSF
17 PSF (SHINGLE)
15 PSF
ORDINANCE 92-19 - APPENDIX "J"
TO FBC PLUMBING 2001 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 LOCATIONS ARE APPROXIMATE
AND MAY CHANGE DUE TO JOBSITE
CONDITIONS
THE FOLLOWING SHALL COMPLY
WITH THE 2001 FBC.
o PORCHES AND BALCONIES
SECTION 1014
o HANDRAILS - SECTION 1007.5
o GUARDRAILS - SECTION 1015, 1019.9
o STAIRS - SECTiON 1007
o CHIMNEY & FIREPLACE
SECTION 2804-2806 (MFGR)
SECTION 2113-2114 (MAS)
o EGRESS WINDOWS
SECTION 1005.4
DEAD LOADS:
WIND LOADS:
(F.B.C.)
3000 PSI
3000 PSI
CONCRETE
STRENGTH
@ 28 DAYS
10
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ASTM A185
ASTM A615-40 40,000 PSI
ASTM A615-40 40,000 PSI
WELDED WIRE FABRIC SHALL CONFORM TO
ALL REINFORCING BARS
ALL STIRRUPS AND TIES
ASTM C90 OR C129, STANDARD WEIGHT UNITS, fm=1500 PSI
MORTAR TYPE "S" 1900 PSI
CONCRETE GROUT 3000 PSI
CONTINUOUS MASONRY INSPECTION IS REQUIRED DURING CONSTRUCTION
ALL STRUCTURAL AND MISCELLANEOUS STEEL A36 36,000 PSI, U.N.O
SHOP AND FIELD WELDS: E70XX ELECTRODES
ALL BOLTS CAST IN CONCRETE: ASTM A36 OR ASTM A-307
REINFORCING:
CONCRETE
MASONRY
UNITS:
L.[) 00 C\/
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N t-- ~
.q- Q) 0
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a.: a.. 0..:
STRUCTURAL
STEEL:
BEAMS, RAFTERS, JOIST, PLATES, ETC. U.N.O.
NO.2 SOUTHERN YELLOW PINE (19% M.C.)
ROOF DECK: PLYWOOD C-C/C-D, EXTERIOR, or OSB
FLOOR SHEATHING: 3/4" PLYWOOD (5 PLIES) OR 3/4" T&G ADVANTECH
WALL SHEATHING: PLYWOOD C-C/C-D, EXTERIOR OR OSB
VERSA LAM BEAM Fb = 2900 PSI (2.0E)
WOOD FRAMING:
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4. ALL OPENINGS SHALL COMPLY WITH
2001 FBC WIND LOADS AS STATED
BELOW. ATTACHMENTS OF WINDOWS,
DOORS, SLIDING GLASS DOORS
AND O.H. GARAGE DOORS ARE TO DELEGATED
THE MANUFACTURER OF THESE ITEMS. THE
MANUFACTURER OF THESE ITEMS
SHALL SUBMIT ATTACHMENTS FOR
SITE INSTALLATION.
SEE ATTACHED SPECIFICATION SHEETS FOR
MANUFACTURERS DESIGN CRITERIA AND
INSTALLATION METHODS FOR WINDOWS,
DOORS, SLIDING GLASS DOORS, OVERHEAD
GARAGE DOORS, AND ROOFING.
UPLIFT CONNECTORS
DESIGN LOADS:
TOP CHORD LIVE AND DEAD LOAD:
BOTTOM CHORD LIVE AND DEAD LOAD:
TOTAL:
WOOD ROOF
TRUSSES:
27 PSF
20 PSF
47 PSF
1. UPLIFT CONNECTORS SUCH AS HURRICANE CLIPS, TRUSS
ANCHORS AND ANCHOR BOLTS ARE ONLY REQUIRED ON
MEMBERS IN WALLS THAT ARE EXPOSED TO UPLIFT FORCES.
INTERIOR LOAD BEARING WALLS ARE NOT ALWAYS EXPOSED
TO UPLIFT FORCES. THE MEMBERS OF THESE WALLS WOULD
NOT NEED TO HAVE CONNECTORS APPLIED. PLEASE CONSULT
THE TRUSS ENGINEERING FOR THE LOCATION OF THESE WALLS.
NET UPLIFT DESIGN PRESSURE: 20 PSF WITHIN
4 FEET OF RIDGES, HIPS, EAVES AND BUILDING
PERIMETER AND 15 PSF MIN FOR ALL OTHER AREAS.
SEE DRAWINGS FOR SPECIAL CONCENTRATED LOADS. DESIGN
FOR NEW WIND UPLIFT AS PER SPECIFIED CODES, DEDUCTING
A MAXIMUM OF 10 P.S.F. DEAD LOAD, BUT NOT EXCEEDING ACTUAL
DEAD LOAD.
DESIGN LOADS:
DEAD LOAD:
LIVE LOAD:
TOTAL:
WOOD CONSTRUCTION
1. WOOD CONSTRUCTION SHALL CONFORM TO THE NFPA
"NATIONAL DESIGN SPECIFlCATION FOR WOOD 1. MISSED LINTEL STRAPS FOR MASONRY CONSTRUCTION MAY
CONSTRUCTION", 2001 EDITION, BE SUBSTITUTED W/ (1) "SIMPSON MTSM16lV11ST STRAP W/
2. ALL EXTERIOR WOOD STUD WALLS, BEARING WALLS, SHEAR (4) 1/4" X 2 1/4" DIA. TITENS TO THE BOND BEAM BLOCK
WALLS AND MISC. STRUCTURAL WOOD FRAMING MEMBERS, AND (7) 10d TO THE TRUSS FOR UPLIFTS OF 1000 LBS. OR
( I.E. BLOCKING OR GABLE END BRACING) SHALL BE EITHER LESS. USE (2) FOR 2000 LBS. OR LESS. OTHERS MAY BE
SOUTHERN PINE, OR S.P.F. NUMBER 2 GRADE SHALL BE SUBSTITUTED ON A CASE BY CASE BASIS,
USED REGARDLESS OF SPECIES. 2. MISSED "J" BOLTS FOR WOOD BEARING WALLS MAY BE SUB-
3. ANY WOOD FRAME BEARING WALL STUDS THAT ARE CUT STITUTED W/ 1/2" DIA. ANCHOR BOLTS SET IN 3/4" DIA. X 6"
FOR PLUMBING LINES, ETC. SHALL BE REPAIRED WITH DEEP UNITEX "PROPOXY" 300 ADHESIVE BINDER FOLLOWING
SIMPSON HSS2 STUD SHOES,TYP., U,N.O. ALL MANUFACTURERS RECOMMENDATIONS ( OR 1/2" X 6"
4. ALL STUCCO FINISH OVER EXTERIOR FRAME MUST BE 7/8" THICK RAWL STUD EXPANSION ANCHORS, )
PER ASTM C. 926-APPLY 3 LAYERS WITH TOTAL THICKNESS 7/8" 3. REGARDING MISSED REBAR IN VERTICAL FlLLED CELLS:
OVER METAL LATH. DRILL A 3/4" DIAMETER HOLE 6" DEEP AT THE LOCATION OF
FIRST 2 LAYERS 3/8" THICK EACH. 3RD LAYER 1/8" THICK. THE OMITTED REBAR, AND INSTALL A 32" LONG #5 BAR INTO
5. ALL EXPOSED WOOD OR WOOD IN CONTACT WITH THE EPOXY FILLED HOLE. USE A lVIO PART EMBEDDEMENT
EARTH OR CONCRETE TO BE PRESSURE TREATED, EPOXY (SIMPSON "EPOXY TIE SET", OR HILTI " 2 PART"
EMBEDDMENT EPOXY), MIXED PER MANUFACTURER'S
*ATTENTION: CHEMICAL CHANGES IN PRESSURE TREATED WOODS INSTRUCTIONS. ASSURE THAT ALL DUST AND DEBRIS FROM
AS OF DECEMBER 31ST, 2003, CHROMATED COPPER ARSENATE DRILLING ARE REMOVED FROM THE HOLE BY BRUSHING AND
(CCA-C) WILL NO LONGER BE PRODUCED FOR RESIDENTIAL OR AND USING COMPRESSED AIR PRIOR TO APPLYING THE EPOXY.
GENERAL CONSUMER USE. SEVERAL NEW PRESSURE TREATED ALLOW THE EPOXY TO CURE TO MANUFACTURER'S SPECIFICATIONS,
WOOD ALTERNATIVES HAVE BEEN CREATED TO REPLACE CCA-C. THEN FILL THE CELL IN THE NORMAL WAY DURING BOND BEAM
MANY OF THE NEW PRESSURE TREATED WOODS USE CHEMICALS POUR.
THAT ARE CORROSIVE TO STEEL. IT IS THE CONTRACTOR'S 4. HURRICANE STRAPS MAY BE SUBSTITUTED WITH A STRAP OF
RESPONSIBILITY TO VERIFY THE TYPE OF WOOD TREATMENT AND TO GREATER HOLDOWN VALUE OR GREATER UPLIFT VALUE IN THE
SELECT APPROPRIATE CONNECTORS THAT RESIST CORROSION. FIELD WITHOUT VERIFlCATION, PROVIDED ALL MANUFACTURERS
FOR EXAMPLE, ACQ-C, ACQ-D, CBA-A, OR CA-B REQUIRE HOT-DIPPED INSTALLATION INSTRUCTIONS ARE FOLLOWED.
GALVANIZED OR STAINLESS STEEL FASTENERS. 5. FOR MORTAR JOINTS LESS THAN 1/4", PROVIDE (1) #5 VERT.
DOT SODIUM BORATE (SBX) DOES NOT. IN CONC. FILLED CELL EACH SIDE OF THE JOINT ( BAR DOES
WOOD FRAMING INSPECTION NOT HAVE TO BE CONT, TO FOOTING)
ALL PLUMBING, ELECTRICAL, AND MECHANICAL
ROUGH-INS MUST BE COMPLETE, INSPECTED
AND APPROVED BEFORE REQUESTING FRAMING
INSPECTION.
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FIELD REPAIR NOTES
WOOD FLOOR
TRUSSES:
5. ALL DOORS INTERIOR & EXTERIOR ARE
6'-8" UNLESS OTHERWISE NOTED
ALL SHOWER ENCLOSURES TO BE
TEMPERED GLASS
6. ALL WINDOWS WITHIN 24" OF DOORS
(INTERIOR & EXTERIOR) AND WITHIN
18" OF FLR TO BE TEMPERED GLASS,
(SECTION 2405.2)
15 PSF
40 PSF
55 PSF
ASSUMED ALLOWABLE SOIL BEARING PRESSURE AFTER COMPACTION: 2000 PSF
SEE SOILS REPORT AND SPECIFICATIONS FOR COMPACTION REQUIREMENTS
IF SOIL CONDITIONS IN THE PROJECT DO NOT MEET OR EXCEED THE CAPACITY
THE GENERAL CONTRACTOR SHALL CONTACT THE ENGINEER PRIOR TO
FOUNDATION POUR FOR VERIFICATION OF FOUNDATION DESIGN.
SOIL BEARING
VALUE:
ALLWORKSHALLCOMPLYWl11IALL .~
PREVAILlNG CODES, FLORlDABU1LUIN J
CODE NATIONAL ELECTRIC CODE AND
cny OF ZEPHYRlllLLS ORDINANCES
INDEX OF DRAWINGS
BUILDING DATA
SHT NO:
TITLE
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~ ~ LAST PLOT DATE @
April 11, 2005
L() 0 COVER SHEET
~ --I DE#250988
CONSTRUCTION TYPE - TYPE VI UNPROTECTED
(SECTION 608 - FBC 2001)
WIND SPEED 120 MPH
WIND IMPORTANCE FACTOR - (Iw) = 1.0
WIND EXPOSURE - "B" (FBC 1606.1.8)
INTERNAL PRESSURE COEFFICIENT = +1- 0,18 (ENCLOSED BLDG)
REVIEWED
MA~ 06 Z005
A
1
1A
2
3
4
S-1
8-2
S-2A
S-3
S-4
S-6
S-7
COVER SHEET
FLOOR PLAN
DIMENSION FLOOR PLAN
STEM FOUNDATION PLAN
ELECTRICAL PLAN
ELEVATION PLAN (III)
STEM FOUNDATION DET.
LINTEL DETAILS
LINTEL PLANS
ROOF FRAMING (III)
GABLE DETAILS (III)
STEM WALL SECTIONS
STRUCTURAL NOTES &
HANGER INFORMATION
STRUCTURAL NOTES &
HANGER INFORMATION
WINDOW & DOOR DETAILS
ROOF INSTALLATION DET
ROOF INSTALLATION DET
MILESTONE WINDOW DET.
MILESTONE SGD DET.
STD. GARAGE DETAILS
FL PRODUCT APPROVAL
WIND BORNE DEBRIS AREAS
DESIGN WIND PRESSURE:
(COMPONENT AND CLADDING) WORST CASE (10 SF - END ZONE)
# END ZONE IS ONLY WITHIN 5'-0"
OF ALL EXTERIOR BUILDING CORNERS
~~
WINDOWS AND DOORS
120 MPH + 25.9 PSF / - 34.7 PSF (END)
+ 25.9 PSF/-28.1 PSF (INTERIOR) U.N.O.
GARAGE DOORS (V = 120 MPH)
SINGLE 9x7 +25 PSF / -32.0 PSF
DOUBLE 16x7 +24 PSF / -24.5 PSF
SEE ELEVATION PAGE FOR ACTUAL PRESSURES
MASTER REVISIONS
S-7A
DESCRIPTION
DATE
S-8
S-8.1
S-8.1A
S-9M
S-10M
S-11
SFPA
ENGINEERED PLANS
ON FILB
..............~..... ....... i ~. i .. .. !t"~ ~.;\ms...
1 I, .~".
",::' ~~.:;_~~':' :iii.D
. . . . I " ." l " '" t, .r: ," , . ;- ~ "
. ._. ." "-.. "i"" ,-,;., -'''Yk _:_,~z,:..-:J,
CENTRAL FLORIDA DIVISION
600 N. WESTSHORE BLVD.
SUrrE 600
NOTICE TO BUILDER
TAMPA, FL 33609-1140
1-813-769-5277
IT is THE INTENT OF THiS DESIGNER THAT
THESE PLANS ARE ACCURATE AND ARE
CLEAR ENOUGH FOR THE LICENSED PROFESS-
ONAL TO CONSTRUCT THIS PROJECT,
IN THE EVENT THAT SOMETHING is UNCLEAR
OR NEEDS CLARIF1CATION..STOP..AND CALL
THE DESIGNER LISTED IN THIS TITLE PAGE. IT
is THE RESPONSIBILITY OF THE LICENSED
PROFESSIONAL THAT IS CONSTRUCTING THIS
PROJECT TO FULLY REVIEW THESE DOCUMENTS
BEFORE CONSTRUCTION BEGINS AND ANY AND
ALL CORRECTIONS, IF NEEDED, TO BE MADE
BEFORE ANY WORK IS DONE.
OXFORD 2003
I
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11'-4"
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I"T I 'I II{II 1111 I ~
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10'-{)"
16'-{)"
NOTE:
*START DIMENSIONING HERE
3'-8"
14'-8"
10'-4"
DOOR SCHEDULE
DOOR QUANTITY MASONRY OPENING FRAME OPENING DESCRIPTION
NUMBER
16070 OH 1 192"x 84" 16'-0" x 7'-0" OVERHEAD
BANCO GARAGE DOOR
8068 1 98" x 81" 8'-0" x 6'-8" SLIDING GLASS DOOR
1668 3 191/2"" x 82" A.F.F, 1'-6" x 6'-8" BIFOLD
2668 5 32" x 83" A.F.F. 2'-6" x 6'-8" DOOR
2868 1 34" x 83" A,F.F. 2'-8" x 6'-8" DOOR
2868 1 34" x 83" A,F.F. 2'8" x 6'-8" SOLID CORE DOOR
3068 1 39 5/8"x 831/2" A,F.F. 3'-{)" x 6'-8" DOOR (ENTRY)
3068 2 37 1/2"x 82" A.F.F. 3'-{)" x 6'-8" BIFOLD
4068 1 49 1/2" x 82" A.F.F. 4'-{)" x 6'--8" DBL BIFOLD
6068 1 73 1/2" x 82" A.F.F. 6'-0" x 6'--8" DBL BIFOLD
FlAT OPNG 1 @ 6'-8" A.F.F. FLAT HEADER
NOTES: 1) ALL INT. DOORS ARE TO BE HOLLOW CORE U,N,O.
2) ENTRY DOOR TO BE FIBERGLASS
PATIO
q
(Y')
8068 SGD
DBL 25 SH *
GENERAL NOTES:
~I
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-
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-
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-
-
-
.
9-
Ln -
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-
-
-
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FAMILY ROOM
14'.0" X 16'-4"
CARPET
THE FOLLOWING SHALL COMPLY WITH
THE FBC (2001)
D PORCHES AND BALCONIES
SECTION 1014
D HANDRAILS - SECTION 1007.5
D GUARDRAILS - SECTION 1015, 1019.10,9
D STAIRS - SECTION 1007
D CHIMNEY & FIREPLACE
SECTION 2804-2806 (MFGR)
SECTION 2113-2114 (MAS)
EGRESS WINDOWS
SECTION 1005.4
ALL DOORS INTERIOR & EXTERIOR ARE
6'-8" UNLESS OTHERWISE NOTED
REFER TO SHT S/8 FOR WINDOW & PATIO
DOOR INSTALLATION REQUIREMENTS
REFER TO SHT S/B fOR SAFETY GLAZING
IN HAZARDOUS LOCATIONS
REFER TO SHEET S/8 FOR COMPONENT &
CLADDING PRESSURE DESIGN TABLE
REFER TO SHEET S9+S10 FOR DOOR
AND WINDOWS INSTALLATION
/
2-U
S8
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~
TYP. @ NON
BEARING
WALLS
13'-0" X 14'-4"
CARPET
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SIM.W/~ \.l:-- ~2x~COLU~~________
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12'-{)" ~
/
BEDROOM #2
/
11'-0" X 10'-8"
8'-0" CLG.
CARPET
,
--10'CLG-(
I 13'-2"
4~4"
q~
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~
_ VAULT
14'-10"
-
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_ /''' /' ~1
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lfr266~h
t'~ ~~~~ ~/ -~ FlOOR'Gid:5S' A--~
_ ~? - . ~ LINE ~I ro~ ~
';f. 0 i'- VINYL ~ ~u:: :L50 q V 1/2 WALL @ 391/2"
~ i~ 0 rVT~R ~ ~ \;r' ~~'" ~ ~/JJ:U~~EFR ABOVE
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- ~'IWALL N ('I) ..,
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:= "V
-
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2'-8"
2'-4"
3'-4"
3'-2"
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WINDOW ROUGH OPENING SIZES
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TO THE BEST OF THE ENGINEER'S KNOWLEDGE AND BELIEF, THE
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GUST, EXPOSURE "B" WIND ZONE (2001 EDITION).
THIS DRAWING AND DESIGN IS VALID FOR 12 MONTHS AFTER THE
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o PORCHES AND BALCONIES
SECTION 1014
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o GUARDRAilS - SECTION 1015, 1019.10.9
o STAIRS - SECTION 1007
o CHIMNEY & FIREPLACE
SECTION 2804-2806 (MFGR)
SECTION 2113-2114 (MAS)
EGRESS WINDOWS
SECTION 1005.4
All DOORS INTERIOR & EXTERIOR ARE
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REFER TO SHT S/8 FOR WINDOW & PATIO
DOOR INSTALLATION REQUIREMENTS
REFER TO SHT S/8 FOR SAFETY GLAZING
IN HAZARDOUS LOCATIONS
REFER TO SHEET S/8 FOR COMPONENT &
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REFER TO SHEET S9+S10 FOR DOOR
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TO THE BEST OF THE ENGINEER'S KNOWLEDGE AND BELIEF, THE
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LOCATION OFF RIDGE VENTS SOFFIT VENT
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TO THE BEST OF THE ENGINEER'S KNOWLEDGE AND BELIEF, THE
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(ALSO SHEAHWALL) SCALE: N.T.S.
REV. 9/03
REV. 08-20-04
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OPT. 1: SEE TEMP. BRACING DETAIL BBISl
OPT. 2: BACK FILL SLAB ON OUTSIDE COMPACTION
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2"x 6"x 8" LONG
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REV. 9/17/03 TH
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FOUNDATION NOTES
3) SOIL:
3.1 MINIMUM ALLOWABLE SOIL PRESSURE 2000 PSF. (VERIFY BY CONTRACTOR)
4) CONCRETE:
4.1 CONCRETE COMPRESSIVE STRENGTH AT 28 DAYS:
3000 PSI (NORMAL WEIGHT).
4.2 REINFORCING BARS: ASTM A615 (GRADE 40).
4.3 WELDED WIRE FABRIC (WWF): ASTM A185.
4.4 DETAIL REINFORCEMENT IN ACCORDANCE WITH ACI 315.
4.5 CONCRETE COVERAGE OF REINFORCEMENT: FOOTINGS 3"
BOTTOM AND SIDES.
4.6 EARTH SUPPORTED SLABS: (INCLUDING EXTERIOR WALK
AND DRIVE SLABS) 3 1/2" THICK MIN., REINFORCED
WITH 6X6 - W1.4 X W1.4 WWF AT MID-DEPTH OF SLAB.
4.7 CONCRETING OPERATIONS SHALL COMPLY WITH ACI STANDARDS.
4.8 LAP SPLICE SHALL BE AS FOLLOWS: #5 BAR 25", #4 BAR 20", #3 BAR 15".
4.9 SOIL TO BE TREATED FOR TERMITES PER FBC 2001 SECTIONS
104.2.6: 104.2.7: 1403.1.6, 1503.4.4: 1816: 1916.7.5: 2303.1.4 & 2304
GENERAL MASONRY NOTES:
1. MASONRY UNITS: 1AW ASTM C90
2. MORTAR: TYPE M OR TYPE S 1AW SBC TABLE 1402.88 IS
REQUIRED TO BE TYPE M OR TYPE S
3. GROUT: 3/8" MAXIMUM AGGREGATE, 8" - 11" SLUMP
3000 PSI OR ASTM C476
4. CONCRETE: 3000 PSI MIN. COMPo STRENGTH AT 28 DAYS FOR
FOOTINGS: 3000 PSI FOR SLABS ON GRADE
5. REINFORCING STEEL: GRADE 40 MIN. AND IDENTIFIED IN
ACCORDANCE WITH ASTM A615, A616,A 70
TO THE BEST OF THE ENGINEER'S KNOWLEDGE AND BELIEF, THE
STRUCTURAL PLANS AND SPECIFICATIONS COMPLY WITH THE
FLORIDA BUILDING CODE, SECTION 1606 FOR 120 M.P.H. 3 SECOND
GUST, EXPOSURE "B" WIND ZONE (2001 EDITION).
THIS DRAWING AND DESIGN IS VALID FOR 12 MONTHS AFTER THE
DATE IS SIGNED AND SEALED.
SIGI\ED AND SEALED FOR THE STRUCTURAL PORTION OF THIS
DRAWING ONLY.
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INTEGR'TY OF THIS PROJECT ONLY. ANY DISCREPANCY BETWEEN I
FIELD CONDITIONS, OTHER DESIGN PROFESSiONALS' SHOP DRAW/t-,GS,
CONTRACTORS' BUILDING METHODS. AND THESE SIGNED AND SE~LED
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SCALE: N.T.S.
1/2"~X 8" "J" BOLT @ 40" OIG SHEAR = 61 PLF
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27/8" HILTI X-DNI NAIL @ 12" OIC SHEAR = 140 PLF
1/4"~X 3" TAPCONS @ 16" OIG SHEAR = 198 PLF
REV. 8-31-04 TH
BLOCK WALL/REINFORCEMENT
SCALE: N.T.S.
_______ EXISTING U-BLOCK W/ 1 #5 CONT.
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NOTES:
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EXCEED (3) PER PROJECT CONTACT
ENGINEER OF RECORD FOR ADDITIONAL
INSTRUCTION.
(2) FOR PROJECTS IN HILLSBOROUGH
COUNTY, ALL FILLED CELLS MUST BE
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AN ENGINEER.
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5,2 MINIMUM MASONRY UNIT STRENGTH: fm 1500 PSI.
5.3 MORTAR SHALL BE TYPE S.
5.4 ALL BLOCK CELLS AND CAVITIES BELOW GRADE SHALL BE
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5.5 FILL CELLS SHOULD BE LOCATED AS INDICATED ON
FOUNDATION PLAN.
5.6 LINTELS SUPPLIED BY APPROVED MANUFACTURER:
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EXISTING MASONRY WALL
LAST PLOT
DATE: April 11, 2005 @
3/4"
GROUT COVER
EXISTING FOUNDATION
USP MSTA24
NOTE: IT IS THE CONTRACTORS RESPONSIBILl1Y TO REVIEW ALL,
DRAWINGS BEFORE CONSTRUCTION BEGINS. DANSCO ,
ENGINEERING, LLC IS RESPONSiBLE FOR THE STRUCTURAL I
INTEGRITY OF THIS PROJECT ONLY. ANY DISCREPAJl.CY BElWEE~
FIELD CONDITIONS, OTHER DESIGN PROFESSIOMLS' SHOP DRA\OVINGS,
CONTRACTORS' BUILDING METHODS. AND THESE SIGNED AND SfALED
DRAWINGS MUST BE BROUGHT TO THE ATTENTION OF DANSCO I
ENGINEERING, LLC PRIOR TO THE COMMENCEMENT Of CONSTRUCTION.
OVERHANG
"-OPENING~
HEADER
PER PLAN
3/16" DIA. TAPCONS
@ 24" O.C.
STAGGERED
RETROFIT WALL OVERHANG DETAIL (NTS)
EXISTING FOUNDATION
3/16" DIA. TAPCONS
@ 24" O.C.
STAGGERED
FOR OVERHANGS BE.TWEEN 3iB" TO 11/2'
RETROFIT WALL OVERHANG DETAIL (NTS)
2x4 P.T. CRIPPLE STUD
ATTACHED TO MASONRY
PER DETAIL 3U/S2
...
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-------
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--
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\ APR i1 1 2005
\
\
\
\
\
,
FOR OVERHANGS BETWEEN 11/2' TO 3 1/2'
NOTE: FOR OVERHANGS LESS ThAN 3/B" - NO REPAIR REQD.
\
\
\
\
\
\
\
I
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--
/
--
--,--
CD SECTION
TO THE BEST OF THE ENGINEER'S KNOWLEDGE AND BELIEF, THE
STRUCTURAL PLANS AND SPECIFICATIONS COMPLY WITH THE
FLORIDA BUILDING CODE, SECTION 1606 FOR 120 M.P.H. 3 SECOND
GUST, EXPOSURE "B" WIND ZONE (2001 EDITION).
THIS DRAWING AND DESIGN IS VALID FOR 12 MONTHS AFTER THE
DATE IS SIGNED AND SEALED.
RETROFIT OVERHANG DETAIL
HEADER / WALL CONNECTION
3-31-04 D,M. N.T.S.
03/30/05
SCALE: N.T.S.
SIGNED AND SEALED FOR THE STRUCTURAL PORTION OF THIS
DRAWING ONLY.
--------'
PLACE SEAL HERE DE #250Q88
L
.
I
AFE LOAD TABLES
FOR GRAVITY, UPLIFT & LATERAL LOADS
SAFE GRAVITY LOADS FOR 8" PRECAST & PRESTRESSED U-L1NTELS
%~~@OO SAFE LOAD - POUNDS PER LINEAR FOOT
~ 8F8-0B 8F12-DB 8F16-DB 8F20-DB 8F24-0B 8F28-0B 8F32-0B
LENGTH * 8U8 8F8-1B 8F12-1B 8Fl6-1B 8F20-1B 8F24-1B 8F28-1B 8F32.1B
3069 4605 6113 7547 8974 10394 11809
2'.10" (34") PRECAST 2231 3069 4605 6113 7547 8974 11809
10394
3069 3719 5163 6607 8054 9502 10951
3'-6" (42") PRECAST 2231 3069 4605 6113 7547 8974 10394 11809
2561 2751 3820 4890 5961 7034 8107
4'-D" (48") PRECAST 1966
2693 4605 6113 7547 8974 10394 11809
4'-6" (54") PRECAST 1969 2110 2931 3753 4576 5400 6224
1599
2189 4375 6113 7547 (7) 8672 10294 11809
1349 1438 1999 2560 3123 3686 4249
5'-4'" (64") PRECAST 1217
1663 3090 5365 7547 (36) 7342 (19) 8733 (19) 10127 (19)
1105 1173 1631 2090 2549 3009 3470
5'.10" (70") PRErAST 1062
1451 2622 4360 7168 (45) 6036 (19) 7181 (19) 8328 (20)
1238 2177 3480 3031 3707 4383 5061
6'-6" (78") PRECAST 908
1238 2177 3480 5381 8360 1039~37) 8825 (14)
1011 1729 2632 2205 2698 3191 3685
7'-6" (90") PRECAST 743
1011 1729 2661 3898 5681 8467 (44) 6472 (15)
(112") 699 1160 1625 2564 3486 2818 3302
9'-4" PRECAST 554
752 1245 1843 2564 3486 4705 (37) 6390 (47)
535 890 1247 2093 2777 2163 :2536
10'-6" (126") PRECAST 475
643 1052 1533 2093 2781 3643 (38) 4754 (45)
582 945 1366 1846 2423 3127 4006
11'-4" (136") PRECAST 362
582 945 1366 1846 2423 3127 4006
540 873 1254 1684 2193 2805 3552
12'-0" (144") PRECAST 337
540 873 1254 1684 2193 2805 3552
471 755 1075 1428 1838 2316 2883
13'-4" (160") PRECAST 296
471 755 1075 1428 1838 2316 2883
424 706 1002 1326 1697 2127 2630
14'-0" (168") PRECAST 279
442 706 1002 1326 1697 2127 2630
NR NR NR NR NR NR NR
14'-8" (176") PRESTRESSED N.R.
458 783 1370 1902 2245 2517 2712
PRESTRESSED NR NR NR NR NR NR NR
15'-4" (184") N.R,
412 710 1250 1733 2058 2320 2513
NR NR NR NR NR NR NR
17'-4" (208") PRESTRESSED N.R.
300 548 950 1326 1609 1849 2047
19'-4" (232') PRESTRESSED NR NR NR NR NR NR NR
N.R. 235 420 750 1037 1282 1515 1716
21'-4" (256") PRESTRESSED NR NR NR NR NR NR NR
N.R. 180 340 598 845 1114 1359 1468
22'-0" (264") PRESTRESSED NR NR NR NR NR NR NR
N.R. 165 315 550 784 1047 1285 1399
NR NR NR NR NR NR NR
24'-0" (288") PRESTRESSED N.R,
129 250 450 654 884 1092 1222
(#) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR
GR40 FIELD ADDED REBAR. SEE SAFE LOAD TABLE NOTES NO, 12
(*) LENGTH == OVER ALL LENGTH OF LINTEL
SAFE LATERAL LOADS FOR
8" PRECAST & PRESTRESSED U-L1NTELS
%~~ SAFE LOAD
PLF
REINF.
LENGTH * 8U8 8F8
CMU**
2'.10" (34") PRECAST 1293 1642 2135
3'-6" (42") PRECAST 1025 1024 1830
4'-0" (48") PRECAST 765 763 1365
4'-6" (54') PRECAST 592 591 1057
5'-4" (64") PRECAST 411 411 734
5'-10" (70") PRECAST 340 339 607
6'-6" (78") PRECAST 507 721 483
7'-6" (90") PRECAST 424 534 357
9'-4" (112") PRECAST 326 512 227
10'-6" (126") PRECAST 284 401 178
11'-4" (136') PRECAST 260 452 152
12'-0" (144") PRECAST 244 402 135
13'-4" (160") PRECAST 217 324 109
14'-0" (168") PRECAST 205 293 98
14'-8" (176") PRESTRESSED N.R. 284 89
15'-4" (184") PRESTRESSED N.R. 259 82
17'-4" (208") PRESTRESSED N.R. 194 63
19'-4" (232') PRESTRESSED N.R. 148 51
21'-4" (256') PRESTRESSED N,R. 125 42
22'-0" (264") PRESTRESSED N.R. 116 39
24'-0" (288") PRESTRESSED N.R. 91 33
(**) SEE SAFE LOAD TABLE NOTES 5
(*) LENGTH == OVER ALL LENGTH OF LINTEL
SAFE UPLIFT LOADS FOR 8" PRECAST & PRESTRESSED U-L1NTELS
%~~ SAFE LOAD - POUNDS PER LINEAR FOOT
8F12-iT 8Fl6-iT 8F20-1 T 8F24-iT 8F28-1 T 8F32.iT
LENGTH * 8F8-2T 8F12-2T 8F16-2T 8F20-2T 8F24-2T 8F28-2T 8F32-2T
1972 3173 4460 5747 7034 8321 9608
2'-10" (34") PRECAST
1972 3173 4460 5747 7034 8321 9608
1569 2524 3547 4569 5591 6613 7636
3'-6" (42") PRECAST 1569
2524 3547 4569 5591 6613 7636
1363 2192 3079 3966 4853 5740 6627
4'-0" (48") PRECAST
1363 2192 3079 3966 4853 5740 6627
4'-6" (54") 1207 1940 2724 3508 4292 5077 5861
PRECAST
1207 1940 2724 3508 4292 5077 5861
1016 1632 2290 2949 3607 4265 4924
5'-4" (64") PRECAST
1016 1632 2290 2949 3607 4265 4924
909 1492 2093 2694 3295 3897 4498
5'-10" (70") PRECAST
929 1492 2093 2694 3295 3897 4498
6'-6" (78") 835 (12) 1340 1880 2419 2959 3498 4038
PRECAST
835 1340 1880 2419 2959 3498 4038
727 (23) 1021 1634 (12) 2102 (11) 2571 (10) 3039 (10) 3508 (9)
7'-6" (90") PRECAST
727 1166 1634 2102 2571 3039 3508
9'-4" (112") 591 680 1133 (15) 1471 (15) 1811(15) 2152 (16) 2494 (15)
PRECAST
591 851 1326 1705 2084 2463 2842
530 552 914 (15) 1185 (15) 1458 (15) 1732 (15) 2007 (15)
10'-6" (126") PRECAST
530 686 1183 1526 1865 2204 2544
474 485 798 (15) 1034 (15) 1272 (15) 1510(15) 1749 (15)
11'-4" (136") PRECAST
494 599 1028 1422 1738 2053 2369
470 (9) 441 723 (14) 936 (14) 1151(15) 1366 (15) 1582 (15)
12'-0" (144") PRECAST
470 543 928 1349 1649 1948 2247
418 (15) 373 606 (14) 783 (14) 962 (14) 1141 (14) 1321 (14)
13'-4" (160") PRECAST
428 455 770 1145 1444 1718 1993
384 (15) 346 559 (14) 723 (14) 887 (14) 1052 (14) 1218 (14)
14'-0" (168") PRECAST
410 420 709 1050 1434 (8) 1694 (8) 1954 (7)
239 323 519 (13) 671 (13) 823 (13) 976 (14) 1129 (14)
14'-8" (176") PRESTRESSED
246 390 655 968 1324 (8) 1625 (11) 1874 (11)
PRESTRESSED 224 302 485 (13) 626 (13) 767 (13) 909 (13) 1052 (13)
15'-4" (184")
230 364 609 897 1224 (8) 1562 (14) 1801 (14)
187 255 404 (12) 520 (12) 637 (12) 754 (12) 872 (12)
17'-4" (208") PRESTRESSED
192 303 500 732 993 (8) 1268 (14) 1470 (14)
19'-4" (232") PRESTRESSED 162 222 347 (11) 446 (11) 546 (12) 646 (12) 746 (12)
166 261 424 616 831 (8) 1057 (14) 1225 (14)
21'-4" (256") PRESTRESSED 142 198 306 (11) 393 (11) 480 (11) 567 (11) 654 (11)
142 230 369 531 713 (7) 903 (13) 1046 (13)
22'-0" (264") PRESTRESSED 137 192 295 (10) 378 (11) 461 (10) 545 (11) 629 (11)
137 221 354 508 681 (7) 861 (13) 997 (13)
124 175 267 (10) 341 (10) 416 (10) 491 (10) 566 (10)
24'-0" (288") PRESTRESSED
124 200 316 450 600 (7) 756 (12) 875 (13)
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(#) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS
FOR GR40 AELD ADDED REBAR. SEE SAFE LOAD TABLE NOTES NO. 12
(*) LENGTH == OVER ALL LENGTH OF LINTEL
SAFE GRAVITY LOADS FOR 8" PRECAST wi 2" RECESS DOOR U-L1NTELS
%~~~ SAFE LOAD - POUNDS PER LINEAR FOOT
~ 8RF6-OB 8RF10-OB 8RF14-0B 8RF18-0B 8RF22-0B 8RF26-0B 8RF30-0B
LENGTH * 8RL;6 8Rm-1B 8RFiO-18 8RFl4-18 8RFl8-18 8RF22-18 8RF26-1B 8RF30-18
1749 3355 3280 4349 5421 6493 7567
4'-4" (52') PRECAST 1635 1891 3699 5206 6639 8060
9479 10893
1596 3063 2992 3968 4946 5924 6904
4'-6" (54') PRECAST 1494 1756 3699 5206 6639 8060 9479 10893
920 1770 1716 2277 2839 3402 3966
5'-8" (68") PRECAST 866
1167 2481 4567 6389 8060 (34) 7917 (19) 9311 (19)
(70") 859 1653 1600 2124 2649 3174 3700
5'-10" PRECAST 810
1113 2342 4242 6639 (10) 8060 (39) 7402 (19) 8706 (19)
901 1825 3120 5048 7747 9448 7360
6'-8" (80") PRECAST 797
901 1825 3120 5048 7915 9479 10893 (32)
755 1490 2459 3776 5743 7239 5623
7'-6" (90') PRECAST 669
755 1490 2459 3776 5743 8998 (19) 10893 (48)
466 999 1568 2253 3129 4091 3146
9'-8" (116") PRECAST 411
526 999 1568 2253 3129 4150 5891 (47)
(#) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR
GR40 FIELD ADDED REBAR. SEE SAFE LOAD TABLE NOTES NO. 12
(*) LENGTH == OVER ALL LENGTH OF LINTEL
SAFE LATERAL LOADS FOR
8" PRECAST wi 2" RECESS DOOR U-L1NTELS
%~~~ SAFE LOAD
PLF
~ 8RF6 REINF.
LENGTH * 8RU6 CMU**
4'-4" (52") PRECAST 758 757 1365
4'-8" (54") PRECAST 694 693 1249
5'-8" (68") PRECAST 408 407 734
5'-10" (70") PRECAST 382 381 687
6'-8" (80") PRECAST 595 788 510
7'-6" (90") PRECAST 509 674 393
9'-8" (116") PRECAST 370 490 227
(**) SEE SAFE LOAD TABLE NOTES 5
(*) LENGTH == OVER ALL LENGTH OF LINTEL
t 7 5/8" l BOnOM REINFORCING
ACTUAL' PROVIDED IN LINTEL
8" NOMINAL WIDTH (VARIES)
TYPE DESIGNATION
IF = FILLED WITH GROUT I U = UNFILLED
r QUANTITY OF #5 REBAR AT
I BOnOM OF LINTEL CAVITY
8F16-1B/1T
NOMINAL WIDTH J J L QUANTITY OF #5
NOMINAL HEIGHT REBAR AT TOP
SAFE UPLIFT LOADS FOR 8" PRECAST wi 2" RECESS DOOR U-L1NTELS
%~~ SAFE LOAD - POUNDS PER LINEAR FOOT
~ 8RF6-iT 8RF10-1 T 8RFl4-iT 8RFl8-1 T 8RF22-iT 8RF26-1 T 8RF30-iT
LENGTH * 8RF6-2T 8RF10-2T 8RFl4-2T 8RFl8-2T 8RF22-2T 8RF26-2T 8RF30-2T
905 1748 2635 3522 4409 5296 6183
4'-4" (52") PRECAST 905 1748
2635 3522 4409 5296 6183
867 1675 2525 3374 4224 5074 5924
4'-6" (54") PRECAST 867 1675 2525
3374 4224 5074 5924
675 1301 1960 2618 3277 3935 4594
5'-8" (68") PRECAST
675 1301 1960 2618 3277 3935 4594
5'-10" (70") 655 1262 1900 2538 3176 3815 4453
PRECAST
655 1262 1900 2538 3176 3815 4453
570 1012 1651 2204 2758 3312 3865
6'-8" (80") PRECAST
570 1097 1651 2204 2758 3312 3865
506 797 1462 (8) 1952 (7) 2442 (6) 2931 (6) 3257
7'-6" (90") PRECAST
506 967 1462 1952 2442 2931 3421
395 491 931 (12) 1301 (15) 1640 (15) 1980 (15) 2322 (16)
9'-8" (116") PRECAST
395 589 1135 1514 1893 2272 2652
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(#) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR
GR40 FIELD ADDED REBAR. SEE SAFE LOAD TABLE NOTES NO. 12
(*) LENGTH == OVER ALL LENGTH OF LINTEL
I MATERIALS
o f'c 8" precast lintels = 3500 psi
o f'c 8" prestressed, 6" and 12" precast lintels = 6000 psi
o f'c 4" precast lintels = 3000 psi
o Grout per ASTM C476 f'g = 3000 psi wi maximum
3/8 inch aggregate and 8 to 11 inch slump.
I ENGINEERING)
SPECI FICA TIONS
I PRODUCT DESCRIPTION I
High strength precast concrete lintels designed to be unfilled or filled to form a composite reinforced beam using concrete masonry units.
I GENERAL NOTES
1. Provide full mortar head and bed joints.
2. Shore filled lintels as required.
3. Installation of lintel must comply with architectural
andlor structural drawings.
4. U-Lintels are manufactured with 5-1/2 inch long notches at
ends to accomodate vertical cell reinforcing and grouting.
5. All lintels meet or exceed L/360 vertical deflection, except
lintels 17'-4" and longer with a nominal height of 8" meet
or exceed L/180.
6. Bottom field added rebar to be located at the bottom
of lintel cavity.
7.7/32 inch diameter wire stirrups are welded to the bottom
steel for mechanical anchorage.
o Concrete masonry units (CMU) per ASTM C90 w'lth minimum net area
compressive strenght = 1900 psi
o Rebar per ASTM A615 Grade 60
o Prestressing strand per ASTM A416 Grade 270 low relaxation
7/32 inch wire per ASTM A510
. Mortar per ASTM C270 Type M or S
I SAFE LOAD TABLE NOTES
1. All values based on minimum 4 inch nominal bearing.
Exception: Safe loads for unfilled lintels must be reduced
by 20 % if bearing length is less than 6-1/2 inches.
2. N.R. = Not Rated.
3. Safe loads are superimposed allowable load.
4. Safe loads based on Grade 40 or Grade 60 field rebar.
5. Additional lateral load capacity can be obtained by the
designer by providing additional reinforced masonry above
the precast lintel. See Reinforced CMU on Page 4.
6. One #7 rebar may be substituted for two #5 rebars in 8" lintels only.
7. The designer may eva/ute concentrated loads from the safe load tables
by calculating the maximum resisting moment and shear at d-away
from the face of support.
8. Cast-in-place concrete may be provided in composite lintel in lieu of
concrete masonry units.
9. Safe load ratings based on rational design analysis per ACI 318 and ACI 530
10. Product Approvals: Miami Dade County, Florida Nos. 03-0605.05
and 03-0605.04
11. The exterior surface of lintels installed in exterior concrete masonry walls
shall have a coating of stucco applied in accordance with ASTM C926
or other approved coating.
12. Lintels loaded simultaneously with vertical (gravity or uplift) and horizontal
(lateral) loads should be checked for the combined loading with the
foUowing equation:
Applied vertical load Applied horizontal load 1 0
+ < .
Safe vertical load Safe horizontal load
L
8. For composite lintel heights not shown, use safe load from
next lower height.
9. For lintel lengths not shown, use safe load from
next longest length.
10. All safe loads in units of pounds per linear foot.
11. All safe loads based on simply supported span.
12. The number in the parenthesiS indicates the percent reduction
for grade 40 field added rebar.
Example: 7'-6" lintel Type 8F32-1B safe gravity load = 6472 (15)
wi 15% reduction => 6472 (.85) = 5501 plf
@
@
@ ELEV, (I) (B.OL @ 7'-4' A.F.F)
@ (T,O.B, @ 11'-0" A.F.F, ELEV.ll)
(T.O.B. @ 10:-8: A.F.F., ELEV. Ill)
(T.O.B. @ 12-4 A.F.F" ELEV. IV)
@
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MIN. (1) REQ'D
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C.M.U.
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NOTE:
THE LINTEL PLAN PROVIDED HEREIN BY DANSCO ENGINEERING, LLC,
IS INTENDED TO BE USED FOR STRUCTURAL INFORMATION ONLY.
UNLESS SPECIFICALLY NOTED OTHERWISE ON THE PLAN OUR CALC-
ULATIONS ASSUME A 16" (NOM.) DEPTH BETWEEN THE TOP OF THE TIE
BEAM AND BOTTOM OF THE LINTEL. THE NUMBER OF COURSES OF
MASONRY PLACED BETWEEN THE LINTEL AND TIE BEAM IS FOR THE
LOCATION OF THE TOP OF OPENING ONLY AND IS BASED ON THE
ELEVATION PLAN. IN THE EVENT OF A DISCREPANCY THE ELEVATION
PLAN SHALL TAKE PRECEDENCE. WE ARE NOT RESPONSIBLE FOR LINTELS
PLACED AT THE INCORRECT HEIGHT.
TO THE BEST OF THE ENGINEER'S KNOWLEDGE AND BELIEF, THE
STRUCTURAL PLANS AND SPECIFICATIONS COMPLY WITH THE
FLORIDA BUILDING CODE, SECTION 1606 FOR 120 M.P.H. 3 SECOND
GUST, EXPOSURE "B" WIND ZONE (2001 EDITION),
THIS DRAWING AND DESIGN IS VALID FOR 12 MONTHS AFTER THE
DATE IS SIGNED AND SEALED.
SIGNED AND SEALED FOR THE STRUCTURAL PORTION OF THIS
DRAWING ONLY.
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ENGINEERING, LLC IS RESPONS'BLE FOR THE STRUCTURAL ;
INTEGRITY OF THIS PROJECT ONLY. ANY DISCREPANCY BElWEfN
FIELD CO"4DITIO~S, OTHER DESIGN PROFESSIOMLS' SHOP D~AWINGS,
CON~RACTORS' BUILDING METHODS, AND THESE SIGNED AN~ SEALED
DRAWINGS MUST BE BROUGHT TO THE ATTENTION Of DA.'-~scd
ENGINEERING, LLC PRIOR TO THE COMME.NCWENT OF CONSTRUCTION.
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APR 1 1 Z0C6
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PLACE SEAL HERE DE #250988
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40'-0"
12'-0" 28'-0"
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14'-0" 7'-4" - 18'-8"
-
12'-11" 9'-6" 17'-7"
-
- -
40'-0"
~
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ALL UPLIFT CAPACITIES ARE BASED ON USP-2004 CATALOG
TRUSS JOINT UPLIFT CONN, FASTENERS** DET AI L
TYPE LOCATION (LBS) MANUF. CONNECTION QTY CAPACITY PER CONN.
LEFT 594 USP HTA 20-18 1 1200 10-10d x 11/2"
HOl INTERIOR 1980 USP H1Vv'20 2 2630 40-10d 5.1-UjS7
RIGHT 1386 USP HTA20 1 1500 13-10d x 11/2"
LEFT 743 USP HTA 20-18 1 1200 10-10d x l1j2"
H08 INTERIOR 1683 USP HWV20 2 2630 40-10d 5.1-UjS7
RIGHT 940 USP HTA 20-18 1 1200 10-10d x 11/2"
NOTE: ALL OTHER TRUSS BRG. CONNECTIONS ARE USP HTA 20-18 OR EQUAL FOR MASONRY; USP RT 16 OR RT
THESE TRUSS UPLIFT VALUES ARE LESS THAN CONNECTION CAPACITY,
MASONRY USP HTA 20-18 1 1200 10-10d x 11/2"
TIMBER COMMON USP RT 16 1 945 16-8d x l1j2"
HIP JACK USP RT 7 2 1170 20-8d
HUNG USP HUS26 1 1925 20-16d
*Double connectors to placed diagonally to each other.
**Do not drive nails through the truss plate on the opposite side of the truss which could force the plate off the truss.
** * Mounted vertically,
2 x CONNECT TO
HEADER Wj 10d NAILS
12" OjC STAGGERED
2 ROWS
. SECTION
A-A
6"
-rt
HEADER
1/2" DRYWALL
2 x 45 DIAGONAL
BRACE(S)
(4) 10d NAILS INTO
2 x BRACEj BLKG.
2 x SOLID BLKG. (FULL WIDTH OF WALL)
BTWN. ARCH FACES W (4) 10d NAILS
INTO 2 x
HEADER CRIPPLE STUD
(4) 10d NAILS INTO
2 x BRACEj BLKG.
2 x 45 DIAGONAL
BRACE AT EA. FACE
OF ARCH Wj (3) 10d
NAILS AT EA. END
INTERIOR ARCH DETAIL
REV. 8-4-D4 TH. NOT TO SCALE
L
PRE-ENGINEERE
WOOD TRUSSES
INIMUM 2"x4' CROSS
BRACING (SEE PLAN
FOR LOCATIONS)
3) 12d PER JOINT
CONTINUOUS BOTTOM CHORD BRACING 2 x 4 MIN,
20' -D" MAX
20'-0' MAX
OVERLAP TRUSS BRACING
. T LEAST TWO TRUSS SPACE
10'.4" FLAT CEILING
TYPICAL HTA 20-181 HTA 20 INSTALLATION
5" OVERLAP r
"X' BRACE SE~ r ~CONTINUOUS BOTTOM CH)I
DETAIL 2/S3 BRACING 2 X 4 MIN, SEE D T
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INIMUM 2x4 TRUSS BRACING
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SCALE: N.T.S,
REVISED 8/22/03 TH,
TRUSS BRACING OVERLAP DETAIL(TYP.)
SCALE: N,T,S.
REVISED 8122/03 TH.
4" MIN. EMBEDMENT
SEE SCHEDULE FOR
SIZE AND QUANTITY
OF FASTENERS
JOB NUMBER: R18601
CUSTOMER: USH CORPORATION
JOB NAME: OXFORD 2000 ELEV.III
DRAWN BY: TM DATE: 12-06-2002
PITCH: OH: 16ft sa
BEARING: 8" LOAD: PSF
WIND LD: 120 MPH WDM: ASCE-7-98
CONDITION: ENCL. EXPOSURE: "B"
mid-state truss co"' inc.
3125 Reynolds Rd., P.O. Box 1606
Eaton Park, Florida 33840
813-665-1309/1-800-940-8787
10'-4" BEARING HGT.
1-PL Y TRUSS = USP HUS-26
2-PL Y TRUSS = USP THDH210-2
3-PL Y TRUSS = USP THDH210-3
VAULTED - OR - SKEWED TRUSS
USP LSSH31
8'.0" BEARING HGT.
8'.0" FLAT CEILING
2.5/12 VAULTED CEILING
2 x a P.T. BUCK-CONNECT TO BLOCK
WI 3/16" x 31/4" TAPCON
( 11/4" MIN, EMBEDMENT INTO BLK.)
..SECTION
AA
1:' MAX.
4
SOLID BLKG. AT TOP
BTWN. ARCH BLKG. & BUCK
3/16" x 3" TAPCONS
1 X 4 FURRING
BLOCK HEADER
1/2" DRYWALL-
2 x 8 45 DIAGONAL
BRACE(S)
BUILT UP PLWD. BUCK-
SCRIBE (NOTCH) BACKSIDE TO FIT
ARCH CONNECT WI ad NAILS
INSTALL WDW. SCREW
ANCHOR INTO ARCH BLKG.
PER INSTALU\TION DETAILS
rlld NAiLS ~T 8' 0 C,
AT BUCK
LEAVE A CUT OUT IN O.S.B.
ON THE INSIDE TO ALLOW FOR
INSUU\TION TO BE INSTALLED
2 x 8 45 DIAGONAL
BRACE AT EA. FACE
OF ARCH Wj (3) 10d
NAILS AT EA. END
PROVIDE TAPCON
~~T~~C'1 MIN.
(4) 10d NAILS INTO
2 x a BRACEI BLKG,
CUT HOLE IN O.S,B. FOR
POLY-CELL IN THIS AREA
(4) 10d NAILS INTO
2 x a BRACEI BLKG.
2 x a SOLID BLKG. (FULL WIDTH OF WALL)
BlVVN. OSB ARCH FACES W (4) 10d NAILS
THRU OSB INTO 2 x 8
PROVIDE TAPCON PER WDW. INSTALU\TION
DETAILS OR THRU 1-1/2" THK. OR MORE BUCK
WITHIN 6" MIN. OF START OF ARCH
EXTERIOR ARCH DETAIL
REV 8.{)4 -04 TH NOT TO SCALE
HARDWARE LIST
CLIENT NAME: US HOME TAKE OFF BY: A.S.
MODEL: Oxford 2003 - USP CHECKED BY: J.B.
QTY PER QTY PER
ELEV ELEV
DESCRIPTION III DESCRIPTION III
USP
SPT22 29 HARDWARE (BOLTS)
SPT24 41
SPT4 3 1/2" x 8" J Bolt (or) 9
HTA 20-18 88 - 1/2" x 6" Expansion Anchors 9
HTW 20 4 - 2-7/8" "Hilti" Nails 24
RT 16 27 - 1/4" x 3" Tapcons 18
RT 7 8
RSPT4 6 1/2" x 8" A307 A.B. OR 20
MSTA24 6 1/2" Dia. X 6" Titen H.D. 20
MSTA36 2 1/2" x 8" Anchor Bolts 18
L TS 19 5 5/8" x 7" Wedge Anchors 2
HTT22 2 3/4" wedge Anchors 2
MSTA36 8 3/8" x 11/2" Steel Lag Bolts 12
MTW12 3
MST A30 3
LSTA30 5
L TS 20B 4
HUS28-2IF 2
NOT
1) S
CUT SHEETS FOR ADDITIONAL PERMANENT BRACING
THAT MY BE REQUIRED
2) 'T" BRACING MAY BE USED IN PLACE OF PERMANENT
BRACING PROVIDED IT EXTENDS OVER AT LEAST 90% OF THE WEB,
OM CHORD
GABLE END BRACING @
4'-0' O,C, MAX. FOR
FIRST (4) ROWS OF TRUSSES
REQUIRED MINIMUM PERMANENT TRUSS BRACING PLAN
AS PER HIB 91
SCALE: N,T,S,
REVISED 8122/03 TH,
TYPICAL HUS INSTALLATION
TYPICAL RT16 INSTALLATION
3/4" "J" BOLT WI
6" MIN. EMBEDMENT
HTA 20-181 HTA 20 INSTALLATION @ MID SPAN
TYPICAL MUGT15 INSTALLATION
"L" BRACING REQUIREMENTS
STUD NO (1) 2"x4" (2) 2"x4" (2) 2"x6"
SPACING "L" BRACE "L" BRACE "L" BRACE "L" BRACE
16" 0'0" - 4'.5" 4'-5" - 8'-0" 8'-0" - 12'-0" 12'.0" - 16'-0"
24" 0'-0" - 4'-0" 4'.0" - 7'-0" 7'-0" - 1 0'-0" 1 0'-0" . 14'-0"
SCISSOR GABLE - (1) 2"x8" #2 S.P.F. @ EACH VERTICAL AND
(2) 2"x8" FULL HEIGHT @ DIAPHRAGM BLOCKING
NOTE:
1) "L" BRACE MUST EXTEND AT LEAST 90% OF WEB LENGTH EXCEPT,
SCISSOR GABLE WHICH REQUIRES BRACE TO EXTEND FULL HEIGHT OF GABLE.
2) ilL" BRACE TO BE FASTENED TO GABLE STUD WITH
10dx3" NAILS @ 4" O/C.
TO THE BEST OF THE ENGINEER'S KNOWLEDGE AND BELIEF, THE
STRUCTURAL Pu\NS AND SPECIFICATIONS COMPLY WITH THE
FLORIDA BUILDING CODE, SECTION 1606 FOR 120 M.P.H. 3 SECOND
GUST, EXPOSURE "B" WIND ZONE (2001 EDITION).
THIS DRAWING AND DESIGN IS VALID FOR 12 MONTHS AFTER THE
DATE IS SIGNED AND SEALED.
SIGNED AND SEALED FOR THE STRUCTURAL PORTION OF THIS
DRAWING ONLY.
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NOTE: IT IS TI-<E cor-. TRACTORS RESPONSIBILITY TO REVIEW ALL:
DRAWINGS BEFORE CONSTRUCTION BEGINS, DANSCO I
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ENGIi'.EERING, LLC IS RESPONSIBLE FOR THE STRUCTURAL I
INTEGRITY OF THIS PROJECT ONLY. AN'( DISCREPANCY BETWEEN
FIELD CONDIT'ONS, OTHER DESIGN PROFESSIONALS' SHOP DRA\IJIi'.GS,
CONTRAC,ORS' BUILDING '<1ETHODS. AND ,HESE SIGNED AND S~AlED
DRAWIi'.GS MUST BE BROUGHT TO THE ATTENTION OF DANSCO I
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APR 1 1 2005
PLACE SEAL HERE DE #250~88
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SEE STRUCTURAL NOTES AND NAILING
SCHEDULE FOR SHEATHING DETAILS
DROP GABLE END TRUSS & LOOKOUT
RAFTERS FOR O.H. GREATER THAN 12"
2X4 SPF BLOCKING @
PANEL EDGES - NAIL
SHEATHING @ 4" O.C.
STAGGERED w/ 8d
USP LSTA30 - STR
BLKG. @ 1st TRUSS
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10d AT EACH END & AT
CROSSING AT 4D"ZANGLE
2X4 SPF BLOCKING
BETWEEN TRUSSES
@ 48" O.C. MAX,
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4 BAYS
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GABLE END BRACING
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SCALE: 3/4" = 1'-0"
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IF APPLICABLE
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O.C. FIELD
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10d @ 4" O.C.
GABLE TRUSS
NAIL TOP OF "T"
TO GABLE TRUSS
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USP MTW12
w/14-10d x 11/2"
NAIL TRUSS BOTTOM
CHORD TO 2X4 DEAD-
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USP MSTA30
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FRAME WALL
2x4 @ 16" O.C.
(TYPICAL)
GABLE TRUSS
~ DBL. TOP PLATE
CONT. BEARING
"L" BRACE W/10d @ 4" OIC
(SEE SCHEDULE ON S3 FOR SIZE
AND LOCATION)
GABLE END BRACING DETAIL
MEAN WALL HEIGHT UP TO 30'-0" - SEE STRUCTURAL
NOTES FOR WIND SPEED SPECIFICATION
USP MlW12
STUDS @ 16" O.C.
USP SPT24
@ EACH STUD
8/23/04
SCALE: N.T.S.
TO THE BEST OF THE ENGINEER'S KNOWLEDGE AND BELIEF, THE
STRUCTURAL PlANS AND SPECIFICATIONS COMPLY WITH THE
FLORIDA BUILDING CODE, SECTION 1606 FOR 120 M.P.H. 3 SECOND
GUST, EXPOSURE "B" WIND ZONE (2001 EDITION).
THIS DRAWING AND DESIGN IS VALID FOR 12 MONTHS AFTER THE
DATE IS SIGNED AND SEALED.
SIGNED AND SEALED FOR THE STRUCTURAL PORTION OF THIS
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0::: lAST PLOT
en DATE: April 11, 2005
8-4
@
NOTE: IT IS THE CONTRACTORS RESPONSIBILITY TO REVIEW ALL i
DRAWINGS BEFORE CONSTRUCTION BEGINS. DANSCO !
ENGI:-.JEERING, LlC IS RESPONSIBLE FOR THE STRUCTURAL I
INTEGRITY OF THIS PROJECT ONLY. ANY DISCREPANCY BETWEEN I
FIELD CONDITIONS, OTHER DESIGN PROFESSIONALS' SHOP DRA~It\GS,
CONTRACTORS' BUilDING METHODS, AND THESE SIGNED AND SEf'LED
DRAWIt\GS MUST BE BROUGHT TO THE ATTENTION OF DANSCO I
ENGINEERING, LlC PRIOR TO THE COMMENCEMENT OF CONSTRUCTION.
------
,-
1
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PLACE SEAL HERE DE #2509~8
....------'
u
r
2 x TOP PLATE
I
I
""
I
BLOCKS
r
PACER
2 x P.T. PLATE
.
1/4" MIN. SPACE
TRl USP TR 1 W/3 - 8d
COMMON NAILS @ EA
TRUSS OR BLOCKING
(NOTE: (2) 16d TOE NAILS
CAN BE USED IN LIEU OF
TRl STRAP)
2 x STUD @ 24" O.C. MAX.
SCALE: N.T.S.
TYPICAL INTERIOR NON-BEARING
REV. USP 07-28-04 TH
NOTE:
PLATE LENGTHS MUST BE
AT LEAST 8'-0" LONG. TYPICAL
-BOTTOM SPLICE
OVER STUD
"T"
CORNER
TYPICAL "T" AND CORNER DETAIL
SCALE: N.T.S.
REV. 9/03
P.T. PLATE
SCALE: N.T.S.
2 - S.P.F. CONST. GRADE TOP PLATE
SPLICE MIN 48" APART
o NAIL AT BASE 2 ROWS 4" OIC STAGGER
W/8d COMMON NAIL
@ NAIL AT TOP PLATE 2 ROWS 4" OIC STAGGER
W/8d COMMON NAIL
@ NAIL OPENING PERIMETER @ 3" O.C. W/8d
COMMON NAIL
@ NAIL INT. AT 6" O.C. W/8d COMMON NAIL
@ STAGGER ALL VERT. JOINTS & NAIL @ 4" O.C.
w/8d COMMON NAIL
CD NO SPLICE @ HEADER - NAIL SHEATHING TO
HEADER W/frd COMMON NAIL@ 4" ole
2x4 P.T. BASE PLATE
-11- If -II
II II II
II II II
II II II
II
II
II II II
11_ lL JI_
FLOOR SY ~MII
x8 P .T. SIEL PLAT
2 STORY ONLY)
WALL SHEATHING INSTALL. & NAILING SCHED.
NO SCALE REV. 5/12/04
1 1
:V: TRUSS/JOIST/RAFTER
1 1
~--- -------,--,
I I (1)USPRT16T
: w/7-10d x 1 1/2" TO BOTH
__ L _ TRUSS AND DBL. TOP PLATE
2 - 2x4 TOP PLATE
CONST. GRADE SPF
USP SPT 24 w/6-10d
TO STUD & TO TOP PLATE
2x4 SPF STUDS @ 16" O.C.
A
USP SPT 22 w/ 4 -10d TO
STUD & 4-10d TO BASE PLATE
1/2" x 8" A307 A.B. OR 5/8"x 7"
WEDGE ANCH. w/2" WASHER 6"
FROM ENDS & JOINTS & @32" O.C.
MIN'lw/#3 PT PLATE
I
,- - - - - - - - ""-
,
,
"
I
r--------.,
/
/
/
: 1
-.1
1
1
SEE FND PLAN
FOR FOOTING
SIZE AND REINF.
INTERIOR BEARING
w/UPLlFT
NO SCALE REV. 09/13/04 TH
THIS DETAIL REQUIRED ONLY WHEN & WHERE
SPECIFICALLY INDICATED BY THIS SYMBOL
UPLIFT VALUES - (DOUBLE SIDE CONNECTORS-DOUBLES VALUE BELOW)
1 (EACH CONNECTOR) EACH STUD - 462 PLF
L
2- ROWS OF
10d @ 4" O/C
MAX.
10d @ 8" O/C
TOP PLATE SPLICE DETAIL
SCALE: N.T.S. 5/6/04
PRE ENGINEERED WD TRUSSES @ 24" O.C.
INSULATION BAFFLE
BATT OR BLOWN INSULATION MIN. R-19
TRUSS ANCHOR (SEE PLAN)
FIBERGLASS SHINGLE
ROOFING FELT
-APA RATED STRUCTURAL SHEATHING
MIN 7/16" FASTENED TO TRUSSES W/
8d COMMON WIRE NAILS @ 4" O/C
_ _B'pUND_ARIES.~QjC EDGES & 8" O/C FIELD
~ METAL DRIP EDGE
2" X SUBFASCIA
CONT. VENTED ALUM SOFFIT
8" X 8" X 16" K.O. LINTEL BLOCK
W/l #5 DIA. REBAR &
FILLED SOLID W/GROUT
PRECAST "U" LINTEL
(SEE S/2A FOR LINTEL
SIZE & REINFORCEMENT)
FILL CELL -1 #5 DIA. REBAR W/ GROUT
@ ALL LOCATIONS SHOWN ON
FOUNDATION & FLOOR PLANS
ALUM FRAMED WINDOW W/ SCREEN
PRECAST CONC SILL
8" X 8" X 16" CONC. BLOCK
DECORATIVE FINISH
FTG. DOWEL #5 DIA. REBAR
18" IN CONC. -25" EXTEND (ACI 530)
ABOVE SLAB. ALL LOCATIONS
SHOWN ON FOUNDATION PLAN
1
1/2" CD DRYWALL :
3/4" P.T. NAILER
1/2" DRYWALL
CURTAIN NAILER
1 X 4 P.T. @ WINDOWS
1 X 8 P.T. @ S.G.D.
MARBLE STOOL
1 X 2 P.T FURRING
R-3 FOIL INSUL ON EXT
BLOCK WALLS
1 X 4 P.T. BASE NAILER
WOOD BASE
3 1/2" CONC SLAB ~
6 X 6 10/10 W.W.M.
6 MIL VISQUEEN
TREATED-
CLEAN FILL
SEE FND. PLAN FOR
FOOTING SIZE AND
REINF.
TYPICAL WALL SECTION
CONCRETE BLOCK REV. (STEM) 1/18/05 TH
I I
1 1 ,
:: ~ TRUSS/RAFTER
~" ,
: 1 /,' /,'" USP H1W20 W/24-10d x 1 1/2"
1 ... ,// TO BOTH TRUSS
__L_ ~ AND DBL. TOP PLATE/STUD
--------- 2-2x4TOPPLATE
CONST. GRADE SPF
USP SPT24 W/6-10d TO
STUD & TO TOP PLATE
2x4 SPF STUDS @ 16" O.C,
A
USP SPT22 W/4-10d TO
STUD & 4-10d TO BASE PLATE
#3 PT PLATE WI 1/2" x 8" A307 A.B. OR 1/2" dia. x 6"
TITEN H.D. @ 6" FROM CORNERS & JOINTS & @ 32" O.C.
2"x4" P.T. PLATE
1/2" x 8" ANCHOR
BOLT W/ 2" x 1/8" FLAT 12
WASHER (TYP)
@ @ @
J 32" ~ 32" J
SEE F~OOR PLAN
SEE FND PLAN FOR
FOOTING SIZE AND
REINF.
SCALE: N.T.S.
TRUSSES
USP RT 16
@ 16" O.C.
-----
-----
2 - 2x4 CONST. GR. SP
TOP PLATE. SPLICE
24" APART MIN.
UPLIFT CONNECTION CROSS-REFERENCE
USP STRUCTURAL CONNECTORS SIMPSON STRONG-TIE
UPLIFT LATERAL FASTENERS CONNECTOR UPLIFT LATERAL FASTENERS
CONNECTOR r'~'~'~'yl CAPACITY CAPACITY ~.~.~.~,
;11 Y
MASONRY APPLICATIONS MASONRY APPLICATIONS
HTA16 1500 590 13-10d x 11/2" META16 1450 335 7-10d x 11/2"
HTA20 1500 590 13-10d x 11/2" META20 1450 335 7-10d x 11/2"
HTT16 4290* - 18-16d HTT16 4175* - 18-16d
HTT22 5370* - 32-16d HTT22 5260* - 32-16d Sinkers
LUGT2 1850 16-10d & 5-1&4"X3" LGT2 2150 16-16d Sinkers & 7-
- Wed~e bol s - 1/4"x2 1/4" Titen
L TS19 1390* - 8-10d L TT19 1350* - 8-16d Sinkers
L TTI31 2650* - 18-10d x 11/2" L TTI31 2310* - 18-10d x 11/2"
FRAME APPLICATIONS FRAME APPLICATIONS
RT7 585 170 10-8d x 11 2" H2.5 415 150 10-8d x 11/2"
RT16 1030 645 16-8d x 1 1 2" Hl0 990 525 16-8d x 11/2"
RT16-2 1030 390 16-8d x 1 1 2" Hl0-2 760 395 12-10d
SPT22 715 260 8-10d SPl 585 - 10-10d
SPT24 1075 260 12-10d SP2 1065 - 12-10d
SPT4 885 - 6-10d x 11/2" SP4 885 - 6-10d x 11/2"
SPTH4 1730 - 12-10d x 11/2" SPH4 1360 - 12-10d x 11/2"
MUGT15 3965 - 22-10d MGT 3965 - 22-10d
LUGT2 2260 - 32-10d LGT2 2050 - 30-16d Sinkers
HTW20 1530 95 20-10d HTS20 1450 - 20-10d
MSTA18 1275 - 14-10d LSTA18 1165 - 14-10d
MSTA24 1305 - 18-10d LSTA24 1235 - 18-10d
MSTA30 1635 - 22-10d LSTA30 1640 - 22-10d
MSTA36 1635 - 22-10d LSTA36 1640 - 24-10d
HUNG APPLICATIONS HUNG APPLICATIONS
HUS26 1925 - 20-16d HUS26 1550 - 20-16d
THDH26-2 2605 - 30-16d HGUS26-2 2325 - 28-16d
HUS28 2570 - 30-16d HUS28 2000 - 30-16d
THDH210-2 3970 - 58-16d HGUS28-2 3220 - 48-16d
* CAPACITY IS BASED ON CONCRETE EMBEDMENT, REFER TO MANUFACTURER FOR GROUT FILLED
CMU
NOTES :
1) CONNECTOR CAPACITIES ARE FOR SYP, REFER TO MANUFACTURERS FOR ADDITIONAL
INFORMATION
2) DO NOT DRIVE NAILS THROUGH THE TRUSS PLATE ON THE OPPOSITE SIDE OF THE TRUSS, WHICH
COULD FORCE THE PLATE OFF THE TRUSS.
3-12d EA. END
OF BLOCKING
- - --
- - --
STRUCTURAL SHEATHING
(MIN. 7/16"). NAIL 3" O.C.
EDGES STAGGERED, & 6" O.C.
INTERIOR.
#3 PT PLATE W/ 1/2" X 8" A307 A.B.
OR 1/2" dia. X 6" TITTEN H.D. @ 6"
FROM CORNERS & JOINTS @ 32" O.C.
-------------...
,
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\..._--------------
SEE FND PLAN F
FOOTING SIZE AND
REINF.
TO THE BEST OF THE ENGINEER'S KNOWLEDGE AND BELIEF, THE
STRUCTURAL PLANS AND SPECIFICATIONS COMPLY WITH THE
FLORIDA BUILDING CODE, SECTION 1606 FOR 120 M.P.H. 3 SECOND
GUST, EXPOSURE "B" WIND ZONE (2001 EDITION).
THIS DRAWING AND DESIGN IS VALID FOR 12 MONTHS AFTER THE
DATE IS SIGNED AND SEALED.
SIGNED AND SEALED FOR THE STRUCTURAL PORTION OF THIS
DRAWING ONLY.
INTERIOR SHEARWALL @ TRUSSES
STEP-DOWN, WALL TO TRUSS
NO SCALE REV. 9/03
THIS DETAIL REQUIRED ONLY WHEN & WHERE
SPECIFICALLY INDICATED BY THIS SYMBOL
SHEAR CAP. 260#lIN.FT.
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8-6 (8)
LAST PLOT
DATE: April 11, 2005
@)
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NOTE: IT IS THE CONTRACTORS RESPONSIBILITY TO REVIEW ALl
DRAWINGS BEFORE CONSTRUCTION BEGINS, DANSCO ,
ENGINEERING. llC IS RESPONSIBLE FOR THE STRUCTlJRAl !
INTEGRITY OF THIS PROJECT ONLY. A.'W DISCREPANCY BETWEEN
FiElD CONDITIONS. OTHER DESIGN PROFESSIOMlS' SHOP DR~WI~GS,
CONTRACTORS' BUILDING METHODS, AND THESE SIGNED AND *EALED
DRAWINGS MUST BE BROUGHT TO THE ATTENTION OF DA.NSCO i
ENGINEERING, LlC PRIOR TO THE COMMENCEMENT OF CONST~UCTION,
I
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,
INTERIOR BEARING
w/UPLlFT @ 4" STEP-DOWN
NO SCALE REV. 9/24/04 TH
THIS DETAIL REQUIRED ONLY WHEN & WHERE
SPECIFICALLY INDICATED BY THIS SYMBOL
UPLIFT VALUES - (DOUBLE SIDE CONNECTORS-DOUBLES VALUE BELOW)
1 (EACH CONNECTOR) EACH STUD - 1075 LBS. PER TRUSS
UPLIFT CAP 410 PLF (ANCHOR BOLTS)
I
PLACE SEAL HERE DE #250$88
------
u
r
GIRDER TRUSS
(2) USP HTW 20 w/10-10d
TO TRUSS & 10-10d TO STUDS
2-2x4 SPF TOP PLATE
(2)2x4 SFF w/1 ROW
Od@ 12" O.C. EA. SIDE
STAGGERED
USP HTT22 32-10d
TO BUILT-UP COLUMN
5/8" x 7" WEDGE ANCHOR
MIN 41/2" EMBEDMENT
HIGH UPLIFT FRAME WALL
GIRDER/BEAM CONN.
NO SCALE REV. 09/9/04
UPLIFT CAP. @ GIRDER: 2630# (2-HTW20)
L
USP L TS20B wi
10-16d TO COLU
NO.3 PT 2x
PLATE (TYP.)
3/4" WEDGE ANCHOR
5" MIN EMBEDMENT
COLUMN BASE CONNECTION
NOT TO SCALE REV. 8/28/04 TH
THIS DETAIL REQUIRED ONLY WHEN & WHERE
SPECIFICALLY INDICATED BY THIS SYMBOL
MAX. CONNECTION UPLIFT CAP.: - 1642 # (SPF)
1910 # (SYP)
ATTACH 2x4 P.T. TO MASONRY
WALL PER 3-U/S2.
~ BLOCK WALL '"
(2) 2x4 TOP PLATE,
(2) 2x8 BEAM S.Y.P. #2
WI 1/2" PLYWOOD FLITCH.
USP MSTA36 @ EA. STUD
WI 13-10d x 1-1/2"
COMMON NAILS TO STUD
& 13-10d x 1-1/2" COMMON
NAILS TO BEAM.
2x4 S.P.F. STUD
@ 16" OIC,
SEE PLAN FOR
COLUMN SPEC.
8"X8/1 UPSET LINTEL
FILLED SOLID WI GROUT
& (1) #5 CONT.
2x4 BLOCKING @ EA.
PLYWOOD JOINT.
1/2"x 8" A. BOLTS 6"
FROM ENDS & 32" O.C.
SHEATHING TO TOP OF
BEAM NAILED PER 7,U/S-6
CANTILEVER BEAM @ RAISED ENTRY
Exterior Frame Wall
SCALE: N.T.S.
REV: 03/28/05
(2) 2x4 TOP PLATE.
(2) 2X8 BEAM SYP # 2
W / USP HUS 28-21F INVERTED
FlANGE HANGER @ EA. W I
12-10d COMMON NAILS
USP MST A36 @ EA.
STUD WI 26-10d x 1.1/2"
COMMON NAILS
2x4 S.P.F. STUD
@ 16" O/C.
(3) 2x4 P.T. SPACER WI
USP LTS20B @ BASE.
8"X8" UPSET LINTEL
FILLED SOLID WI GROUT
& (1) #5 CONT.
ATTACH 2x4 P.T. TO MASONRY
WALL PER 3-U/S2.
"-- BLOCK WALL '"
2x4 BLOCKING @ EA.
PLYWOOD JOINT.
1/2"x 8" A. BOLTS 6"
FROM ENDS & 32" O.C.
SHEATHING TO TOP OF
WALL NAILED PER 7-U/S-6
EXTERIOR FRAME WALL @ RAISED ENTRY
SCALE: N.T.S.
(ELEV. II & IV ONLY)
REV:03/28j05
TRUCTURAL NOTES
1) CODES:
1.1 FLORIDA BUILDING CODE (2001).
1.2 BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (ACI318-02).
1.5 "DESIGN SPECIFICATION FOR LIGHT METAL PLATE CONNECTED WOOD TRUSSES" BY THE TRUSS PLATE
INSTITUTE (TPI) LATEST EDITION.
2) DESIGN CRITERIA:
2.1 DWELLING FLOORS - 40 PSF LIVE LOAD + 15 PSF DEAD LOAD.
2.2 BALCONIES - 40 PSF LIVE LOAD + 15 PSF DEAD LOAD.
2.3 ROOF OVER LIVING AREAS - 30 PSF LIVE LOAD, 17 PSF (7 PSF TIC & 10 PSF BIC) DEAD LOAD FOR SHINGLE
ROOF.
2.4 WIND - 120 MPH, 3 SECOND GUST, EXPOSURE "B", IMPORTANCE FACTOR 1.0
2.5 NET UPLIFT DEAD LOADS 10 PSF MIN. SHINGLE.
TO THE BEST OF THE ENGINEER'S KNOWLEDGE AND BELIEF, THE
STRUCTURAL PLANS AND SPECIFICATIONS COMPLY WITH THE
FLORIDA BUILDING CODE, SECTION 1606 FOR 120 M.P.H. 3 SECOND
GUST, EXPOSURE "B" WIND ZONE (2001 EDITION).
THIS DRAWING AND DESIGN IS VALID FOR 12 MONTHS AFTER THE
DATE IS SIGNED AND SEALED.
SIGNED AND SEALED FOR THE STRUCTURAL PORTION OF THIS
DRAWING ONLY.
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NOTE; IT IS THE CONTRACTORS RESPONSIBILITY TO RF.VEW ALL I
DRAWiNGS BEFORE CONSTRUCTiON BEGINS, DANSCO I
ENGINEERING, LLC IS RESPONSIBLE FOR THE STRUCll.;RAL 1
INTEGRITY OF THIS PROjECT ONLY. ANY DISCREPANCY BETWEE
FIELD CONDITIONS, OTHER DESIGN PROFESS!OMLS' SHOP DRA11i'<GS,
CONTRACTORS' BUILDING METHODS, AND THESE SIGNED AND S~LED
DRAWiNGS MUST BE BROUGHT TO THE ATTENTION OF DANSCO
ENGINEERING, LLC PRIOR TO THE COMMENCEMENT OF CONSffi CTION,
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PLACE SEAL ~~RE--~E #250d88
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SP MSTA 24
W/18 - 10d x 11/2"
(6) 16d @ EA. END
10d @ 8" D.C. STAGGERED
EACH MEMBER (TYP.)
STRUCTURAL NOTES
6) WOOD:
6.1 WOOD STRUCTURAL FRAMING MEMBERS:
WALL STU OS
TOP & BOTTOM PLATE
BOTTOM PLATE IN CONTACT WITH MASONRY
I JOIST SQUASH BLOCK I
TRUSS BRACING & BLOCKING
FURRING & B,U.C. STRIP
-SPF STU 0
-SPF #2 OR BETTER
.#3 SYP PT
-SPF STUD
-SPF STUD
-#3 SYP PT
(UNLESS NOTED OTHERWISE ABOVE) #2 SOUTHERN YELLOW PINE WITH AN ALLOWABLE BENDING STRESS (Fb)
PER NDS-2001 = 1250 PSI AND A MODULUS OF ELASTICITY = 1,600,000 PSI
6.2 DESIGN, FABRICATE AND ERECT WOOD TRUSSES IN ACCORDANCE WITH THE "DESIGN SPECIFICATION FOR
LIGHT METAL PLATE CONNECTED WOOD TRUSSES" BY THE TRUSS PLATE INSTITUTE, LATEST EDITION, HIB-LATEST
EDITION AND QST-LATEST EDITION.
6,3 ALL EXPOSED WOOD OR WOOD IN CONTACT WITH EARTH OR CONCRETE TO BE PRESSURE TREATED.
6.4 ROOF SHEATHING: (APA RATED EXPOSURE 1) 1/2" PLYWOOD OR 7/16" OSB MINIMUM SHINGLES OR TILE
6.5 UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE OR MASONRY. SEAT PLATES
SHALL BE PROVIDED AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES.
6.65/8" x 7" EXPANSION BOLT OR 1/2" x 8" A.B. BOLT MAY BE USED INTERCHANGABLY
6. 1 FOR RETROFIT STRAPS WITH MASONRY SCREWS USE (1) - 3/16" 0 X 11/4" LONG MASONRY
SCREW FOR EVER (2) -10d NAILS
6.8 USP TA 51 EMBEDED STRAPS MAY BE REPLACED USING USP KST 248 STRAPS WI 21-12d NAILS
THRU SHEATHING & INTO STUDS ABOVE & (8) 3/16"0 x 1-1/4" LONG TAPCONS
SP RSPT4 W/(4) 8d NAILS INTO
TOP PLATE & (4) 8d NAILS INTO
STUD (TYP.)
CRIPPLE STUDS @ 16" O.C. BElWEEN
HEADER & TOP PLATE W/ USP SPT24
@ TOP & BOTTOM (U.N.O.) WHEN APPLICABLE
(2) 2X8 No.2 SYP HEADER wlll16" OSB
SPACER UNLESS NOTED OTHERWISE ON PLAN
BOTTOM OF HEADER TO BE AT OPENING HEAD HEIGHT.
2 ROWS 16d NAILS @ 12" O.C. STAGGERED (TYP.)
SP MSTA 24 w/lS-10d x 11/2"
(2) FULL-LENGTH STUDS AT EACH SIDE OF OPENING
TRIMMER STUDS:
(1) REQ. EACH SIDE OPENINGS UP TO 6'-0" WIDE
(2) REQ. EACH SIDE OPENINGS 6'-0' TO 12'-0" WIDE
(2) 10d TOENAILS OR (2)
16d ENDNAILS EA. STUD
USP L TS19 @ EA. END OF OPENING
W/8 -10d & 3/4" DIA. ATR ANCHOR W/5" EMBEDMENT
MIN. USING SIMPSON "SET" EPOXY
NOTE: SEE PLAN DETAILS FOR CONNECTIONS THAT
MAY BE REQUIRED FOR SHEAR ANDIOR UPLIFT FORCES
TYPICAL FRAMING OPENING WI UPLIFT
REV. 9-24-04 TH
NOT TO SCALE
UPLIFT: 1195 #'s = (LTS19)
695 PLF = (SPT24)
1122 #'s = (MSTA24)
404 #'s = (RSPT4)
L
TO THE BEST OF THE ENGINEER'S KNOWLEDGE AND BELIEF, THE
STRUCTURAL PLANS AND SPECIFICATIONS COMPLY WITH THE
FLORIDA BUILDING CODE, SECTION 1606 FOR 120 M.P.H. 3 SECOND
GUST, EXPOSURE "B" WIND ZONE (2001 EDITION).
THIS DRAWING AND DESIGN IS VALID FOR 12 MONTHS AFTER THE
DATE IS SIGNED AND SEALED.
SIGNED AND SEALED FOR THE STRUCTURAL PORTION OF THIS
DRAWING ONLY.
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DRAWINGS BEFORE CONSTRUCTION BEGINS. DANSCO !
ENGINEERING. LLC IS RESPONSBLE FOR THE STRUCT1.JRAL I
INTEGRI1Y OF THIS PROJECT ONLY. ANY DISCREPANCV BETWEE~
FIELD CONDITIONS, OTHER DESIGN PROFESSIOf\AlS' SHOP DRAf'INGS,
CON-;-RACTORS' BUILDING METHODS, AND THESE SIGNED AND 9EftLED
DRAWINGS MUST BE BROUGHT TO THE AITENTION OF OA,NSCO J
ENGINEmING, LLC PRIOR TO THE COMMENCEMENT OF CONST jUCTlON.
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S-7A
LAST PLOT
DATE: April 11, 2005
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APR 1 12000 /
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PLACE SEAL ~~RE"~E #250~88
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INSTALLATION OF WINDOW
BUCK STRIPS - 1x3 (MIN)' GLUE
STRIP W/ADHESIVE SEALANT
& SCREW W/3/16" x 2 1/2" PHllLl
FLAT HD. "TAPCON" SCREW MIN.
4" FROM END & 16" O.C.
EXT. FINISH
DRIP EDGE
INSTALLATION OF S.G.D.
BUCK STRIPS - 1x4 (MIN). GLUE
STRIP W/ADHESIVE SEA[ANT
& SCREW W/3/1f." x 2 1/2"
PHilLIPS FLAT HD. "TAPCON"
SCREW MIN. 4" FROM END
& 16" O.C.
TRACK - FILL ALL HOLES ~
W/l" x #8 ST. STL. SCREW
W/PLASTIC ANCHORS
SEALANT
~
MASONRY OPENING
S.G.D. INSTALLATION
SCALE: N.T.S
BLOCK LINTEL
1/2" DRWAlL
BUCKSTRIP - lX3 MIN (WINDOW)
1/8" SHIM S~\MIN (SGD)
WINDOW/SGD
~~~k'&~ JAMB
11/2" RECESS
IN SLAB
SLIDING GLASS
DOOR
.. TIE BEAM .
.. PRECAST LINTEL -.
(f)
W
0::: FASTEN PT 2X 8 BUCK TO
~
MASONRY WI 3116" X 3"
TAPCONS 6" FROM ENDS
AND 16" O.C. MAX.
FASTENING WINDOW TO
BUCK RESPO~SIBILTY OF
WINDOW MANUFACTURER.
/
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2 X 8 BUCK DETAIL
SCALE: N.T.S.
3-15-D4 TH
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3
2
TYP. 8" BLOCK WALL
1
6" BITUMINOUS TAPE INSTALLAT[ON SEQUENCE
EXT. FINISH -~
JAMB - FILL I
ALL HOLES WI I
1-1/2"X#8 (MIN')i
SC Ii EW
I
SEALANT
BACK OF ALL
JAMBS
TRACK - FILl:
ALL HOLES WI
1"X#8 (MIN.)
SCREWS WI
PLASTIC ANCH.
1 X P.T. WI 3/16" X 2 1/4"
TAPCONS @ 18" OIC MAX.
& 6" FROM CORNERS
WINDOW HEADER
2 - 2"X12" S.Y,P.
UNLESS OTHERWISE
SPECIFIED
1/2" D.W.
~TRIM
(SEE PLAN)
S.G.D. JAMB
"---- 3/4" RECESSED
SLAB
SEALANT
MAS. WALL EXT.DOOR JAMB
SCALE: N.T.S.
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a: ) 10 PERCENT OF LEAST HORIZONTAL D[MENSION OR 0.41" WHICHEVER IS SMALLER, BUT NOT
LESS THAN EITHER 4% OF LEAST HORIZONTAL DIMENSION OR 3 FT ( 1 m).
COMPONENT & CLADDING DESIGN PRESSURE
(120 MPH, 3 SEC GUST, 2.1/12 PITCH, EXPOSURE S, HEIGHT = 0 TO 30 FEET, IMPORTANCE FACTOR = 1 )
(PSF)
TRIBUTARY AREA ROOF WALL
(FT2)
(GCpi = +/- .18) (GCpi = +/- .18)
ZONE 1 ZONE 2 & 3 ZONE 4 ZONE 5
10 14.9 -23.7 14.9 -50.1 25.9 -28.1 25.9 -34.7
20 13.6 -23.0 13.6 -45.4 24.7 -26.9 24.7 -32.4
50 11.9 -22.2 11.9 -39.3 23.2 -25.4 23.2 -29.3
100 10.5 -21.5 10.5 -34.7 22.0 -24.2 22.0 -26.9
125 10.5 -21.5 10.5 -34.7 21.7 -23.6 21.7 -26.2
NOTES: 1 FOR EFFECTIVE AREAS OR WIND SPEEDS BETWEEN THOSE GIVEN
ABOVE THE LOAD MAY BE INTERPOLATED, OTHERWISE USE THE
LOAD ASSOCIATED WITH THE LOWER EFFECTIVE AREA.
2 TABLE VALUES SHALL BE ADJUSTED FOR HEIGHT AND EXPOSURE
BY MUL TIPL YING BY ADJUSTMENT COEFFICIENTS IN TABLE 1606.20
OF THE FLORIDA BUILDING CODE 2001.
3 PLUS AND MINUS SIGNS SIGNIFY PRESSURES ACTING TOWARD
AND AWAY FROM THE BUILDING SURFACES.
FILLED CELL WI
#5 VERTICAL
1/2" X 8" A.B.
W/2" WASHERS
SET IN TYP.
FILLED CELL
MIN. 5 PER
JAMB.
(5) 1/2" DIA. x 8"
"J" BOLTS
CONT. WOOD TRIM
P.T. #
SYP 2" X 6"
OVERHEAD
SECTIONAL
DOOR TRACK
WI 3/8" X 11/2"
STEEL LAG
BOLT WI
WASHEli. MIN.
6 PER TRACK
TO JAMB.
2"x6" P.T. WOOD JAMB
DOOR AND CONNECTION PER
GARAGE DOOR MANUFACTURER
TYP. GARAGE DOOR
TRACK MOUNTING DETAIL
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SCALE: N.T.S. NOTE: THIS DETAIL HAS A CAPACITY THAT is EQUAL TO OR
3-15-04 TH GREATER THAN THAT RECOMMENDED BY MANUFACTURER.
-EQUIRED SAFETY GLAZING IN HAZARDOUS LOCATIONS
(RE: FBC 2405.1 & 2405.2.1)
2405.1 General. Individual glazed areas including glass mirrors in
hazardous locations such as those indicated in 2405.2 shall
pass the test requirements of CPSC 16-CFR, Part 1201 or
by comparative test shall be proven to produce at least
equivalent performances.
Exceptions:
1. Polished wire glass installed in fire doors, fire windows and
view panels in fire resistant walls and hazardous locations in
2405.2.1 (3) and 2405.2.1 (4) shall comply with ANSI Z97.1.
2. Approved plastic materials used as glazing in hazardous
locations shall comply with ANSI Z97.1.
2405.2 Hazardous Locations
2405.2.1 The following shall be considered specific hazardous locations for the purpose
of glazing:
1. Glazing in swinging doors and fixed and sliding panels of sliding (patio)
door assemblies.
2 Glazing in doors and walls of enclosures for hot tubs, whirlpools, saunas, steam
rooms, bathtubs, showers, and other such facilities where such glazing is located
36 inches (914 mm) or less, measured horizontally, from a standing or walking
surface within the enclosure and where tl1e bottom edge of the exposed glazing is
less than 60 inches (1524 mm), measured vertically, above such standing or walking surface.
3. Glazing in an individual fixed or operable panel adjacent to a door where the
nearest vertical edge is within a 24-inch (610 mm) radius of the door in a
closed position and whose bottom edge is less than 60 inches (1524 mm)
above the floor or walking surface.
EXCEPTION: Glazing in walls perpendicular to the plane of the door in a closed position in
Group R3 or within dwelling units in Group R2 shall be subject to 2405,2.1 (4).
4. Glazing in an individual fixed or operable panel, other than those locations
descried in items 2 and 3 above, that meets a[1 of the following conditions:
1. Exposed area of an individual pane greater than 9 sq. ft (0.84 m sq,).
2. Bottom edge less than 18 inches (457 mm) above the floor.
3. Top edge greater than 36 inches (914 mm) above the floor.
4. One or more walking surfaces within 36 inches (914 mm)
horizontally of the plane of tl1e glazing.
5. All glazing in railings regardless of area or height above a walking
surface including structural baluster panelS and non structural in-fill
panels.
6. Glazing in walls and fences enclosing indoor and outdoor swimming
pools and spas where the bottom edge of the glazing is 1) less than 60 inches
(1525 mm) above the walking surface on the pool side of the glazing, and 2)
the glazing is within 60 inches (1525 mm) horizontally of the water's edge of
a swimming pool or spa. This shall apply to single glazing and all panes in
multiple glazing.
TO THE BEST OF THE ENGINEER'S KNOWLEDGE AND BELIEF, THE
STRUCTURAL PLANS AND SPECIFICATIONS COMPLY WITH THE
FLORIDA BUILDING CODE, SECTION 1606 FOR 120 M.P.H. 3 SECOND
GUST, EXPOSURE "B" WIND ZONE (2001 EDITION).
THiS DRAWING AND DESIGN IS VALID FOR 12 MONTHS AFTER THE
DATE IS S[GNED AND SEALED.
SIGNED AND SEALED FOR THE STRUCTURAL PORTION OF THIS
DRAWING ONLY.
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DATE: April 11, 2005
NOTE: IT IS THE CONTRACTORS RESPONSIBILl1Y TO REVIEW ALL I
DRAWINGS BEFORE CONSTRUCTION BEGINS, DANSCO I
ENGINEERING. LLC IS RESPONSIBLE FOR THE STRUCTURAL I
INTEGRI1Y OF THIS PROJECT ONLY. ANY DISCREPANCY BETWEEN I
FIELD CONOITIO'iS, OTHER DESIGN PROFESSIONALS' SHOP DRAW/NGS,
CONTRACTORS' BUILDING METHODS, AND THESE SIGNED AND SEfLED
DRAWI'iGS MUST BE BROUGHT TO THE AT1ENTION OF DANSCO I
ENGINEERING. LLC PRIOR TO THE COMMENCEMENT OFCONST''lUpTION.
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PLACE SEAL HERE DE #2509?8
I
MIAM_
.- ... . .
DUJI.nING CODE COMPJ..~'\CE OFF.tCE (BCCO)
PRODUCn:QNTR.OL :DlV15t~~
...rt~~,,,.j.tIJI
Thisproductis approve~ as d~cribed herein, and bas been designed to comply with fbel1igh Velocity Itunicane
UncoftM Florida Building Cooe.
DESClUP'llON:pLandmark30 (;.md.AR) {and WideTracl< QB),Landmark4(} (antl--I\R)(alld Wi~eTra(k
QB) and tandmark 50 (an(bAlt) (and Wl~eTraek QB)
:LABELING: Each unitsr.a)l bear 3.pcn11Cincntlabel with thexnanufacturer'sname C.f logo,Hhy~~tean<i
following statement: IIMianu"Dade County Product Control Approvedlt~ unless otherwise noted herebl.
This NOA consists of pages I1hrough 4. '. .
The submitted dooumentatfonwas reviewed by Frank Zuloag3, RRC
I
NOAl';a.: W-U19.03
Espif~tiQn1Ja(e: 01/1.8101
Approval ))<\le: 031l7lOJ
Pag.e 1 of 4
6. l..AB.ELL~G
6.1 Shingles shall be labeled with the Miami~P.adcLogo or t11" wording/'Miami.pade CQunty
Product Control Approved".
7. BUlI~DL~G PERMffltEQUlRE.'fENTS
1.1 Application for building ~t shall be auompanied by copies of the following~
7.1.1 This Notice of Acceptance: '.
7.1.2 Anyotherdocun1erltS ~uired by the Buitdfng()fficiaJ or.fhe 3ppliqable c~ein
order to property evatuatethe installauon ofthis$YS~ffil.'
DETAIL A
65/81
CERTAINTEE.D LANDMARK 30,40, 50
Aff dimens!onsshQw" are in incbes
5 518:;
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07310 Asphalt Shingl~s
c,\t~QtYi
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, De!Jt 1)'~: .
1.SCOJ.-E
This revises CertainTe~dLandmaik 30andAR(and WldcTrackQU), .<;ertaltlTe~~LandnuU'k4()
and.AR (and 'V(l!eTlac~QB), Cf:rtatnTet:d Landwark50 amlAR (and\vfde'fr...:kQB)..Shfugl,es
as manufaCfuredby Certam:reedC()..p()r~ttQn d~'Cribed in. Section 2 ortllis}{olice ()f:Acc~tan~e.
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A hcuvy w~ight, 2641b(sq,di1ftertsionat '.
asphalt shmgle. . .
A heavy wel&ht, 296lli/Sq, dimensional
asphalt shingle. . . . .'
Accessory shingles fot hip, ridge arid
starter strip application$.
13~1t x 38%"
proprietary
various
3.. EVQ>Ei'\'CE SVBl\ll1'1'ED:
:r~~l rden~;fiel
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PA lOO
Undenvrlh:!s Laboratories, Inc.
Wind nplift resistance PA 101
4~
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NOTE: IT IS THE CONTRACTORS RESPONSIBIUW TO REViEW All
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INTEGRITY OF THIS PROJECT ONLY. Nf( DISCREPANCY ~E1WEEN
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CONCRETE OR
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S) DOOR fRAMe HATtRIAl: ALUMINUM ALtOY 6063.
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BV OTHERS
DESCRIPTION DATE INI
~ff ,,, 1e, 'i~ 2i: 12118103 RJ
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3-PN.U ()()OM.
FLORIDA EXTRUDERSlNTERNATIONAL.INC
2540 J8Wt:rT LANE
canJlCATt rK ~TIOH NO, tU' SOD I
TttLE. SL DING GLASS DOOR 500, 1000 8. 2000
. MASONRY INSTALLATION W1TH NON-STRUCTURAL
BUCK AND TAPPERS
DRAWN BY: DB APPROWD BY: RJA
DATE:IZ/le/03 SCALE:NTS DWG l:fLEX0021 SHEET 1 OF' 2
FRAME INS-rALLA TION
DOOR
HEIGHT .
T"'O BY \1000
BY OTHERS
(NOTt 6)
1H$TAt.LATION ANCHM
IS 'JOOD SCRtv (TYP')
(tmf: 21)
(ANC~S $HO\IN 1H SAJof;
PLANt FCR ClARIT't [N.Y.
KJJl( ST~IP AHCtim tG.U
SPACED 2" APART [Jf
OPPOSITE Fl..A.NGEs.>
PERIMETER
CAULK BY
OTHERS
SLIDING GLAS
DOOR FRAME
HEAD
SLIDING GLASS DOOR
HOOI( STRIP
INSTALLATION ANCHOR
IS WOOD SCRE'J
(Nan: 21)
CAULK BET\lEEN
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8. SHEATHING
TEMPERED
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3/4' MAX.
L~rnl! \
BY OTHERS
SLIDING GLASS DOOR
INfERl.OCK
l:jQOK. SJRJP J/~JAIL
STUCCO
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I-lIS' HIN.
EMBEDMENT
TEMPERED
GLASS
<TYP.)
PERIHETtR
CAULK BV
OTHERS
SHEATHING
BY OTHERS
CAULKlNG &.
REQUIRED
(SEE NOTE 2),
A
STUCCO
OR SIDING
BY OTHERS IMPORTANT INFORMAnON 8& GENERAL NOTes
These notes are pnwfded to ensore proper Installatlon 0' Flolfdd E'<tnJders MUestolle products and must be
foltowed fully.
&\
CAUlKING AT rASTE1~R
HOLtS REavIRtD
(stE NOTE 2).
SECTIg~ B- B-.
.d
#
#
B
G~EfW. INS'(AllATION 'N$TR~9NS
IJ. 1) SHIM AS REQ'O. AT fAOf INstAllATlON ANOiOR wrm LOAD W.~ING SHl~'. MAX. AllOWABle SHIM STACK to
~ ae 1/4..l0A0 eeARlNG SH1M AT SIlL MUST Be PitESStJRE lREAn:o WOOD OR PlASTIC AND MUST BE COMPlETEI.V
eNCAPSVI.ATm IN CAUlKING OR SET INTO WET CONCUll!.
2) ose SIUCONruo ACRYlIC CAUU< BfH1ND DOOR RANGe AT HEAD &; '-'Mas. UBEAAUY ~f1.,{ SlUCOMZfO
B ACRYUC CAULKlNG UNDfR SILL OR SEf S1LL IN BfO OF WET CONCRETe. CAUlK BElWEEN BACX CORNER OF Sn.l
A RISER ANO CONCUTE. CAUUC AU. fASTENER HOlES flUOR TO INSTAlliNG fASTENER MO AROUND HEAD AFTm
~ INSTAllATION.
3) use SlUOONlZED ACRYlIC CAUlK fOR PERIME1tR SEAl AAOUNO txrtfUM Oft OOOR AND BElWEEN HOOK ST1UP
&; 6\JOC f<)R POO<Et OOORS.
"') lAMB AND stU. CORNERS ME TO BE SEAlED wrrn A SMAl.'- JOJ NT SfAM SEAlER.
5) OOOR fRAMe MATERIAl.: AlUMINUM AllOY 6(6).
.6.. 6) "tWO ev WOOD BUCX AND/OR fAAMlNG AT THe Hoo, JAMB MO HOOKSllUP TO Be SECURf1.Y fASTENEO TO
m lAANSfflt THE LOAD 10 THE WOOD OR AWROVf.O FAAMING MEMBeRS peR fae, SECTtON 1101.......3 AND me
ENGINEER OF RECORD'S OETAIlS.
SLIDING GLASS
DOOR FRAME
SILL
&
1/4' MAX]
SHIH SPACE
.
..
11
A
EMBEDMENT
1-1/4' Mut
A
A EXTERIOR ElF:VATIDt:l
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(SEE NOTES 8, 9 ~ 10)
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REV DESCRIPTION DATE INI
B ~ ~~~.. H. 12/L8/03 RJA
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[SfE SHEer 2 fCR CONllNUAnON OF NOTES]
FLORIDA ExrrRUDERS~1~W~~~'
~Tt elF ~ZATlOtf HO. 11m 0
TITLE: SLIDING GLASS DOOR 500, 1000 S. 2000
FRAME INSTALLATION WITH tta SCREWS
DRAWN BY: BB APPROVED nY: RJA
ATE: 12/19/Q3 SCALE: NTS lfG ,: n.EX~1 SHT I Cf' 2
NOTE: IT IS 1l1E COOTRACTORS RESPONSIBIUTY TO P.EV1EW ~
DRAWiNGS BEFORE CONSTRUCTION BEGINS. DAAS(;I)
ENGINEERlNO, UC IS RESPONSIBlE FOR mE STRIJCfUm :
INTEGRITY OF nus PROJECT ONi y,Nf( DISCRfP.A:tV ~~
FJaD CONomONS, OlllER DESIGN PROfESSIOtW.S' SHOP DRAWiNGS,
CON1RACTORS' BUILDING METHODS, AND l1ifSE SIGNED MD ~;f..ALED
ORA'MNGS MUST BE BROUGHT TO THE ATTENllON Of OANscq
ENGINEER~'lG. LLC PRIOR TO l11E COMMENCEMENT OF CONSr~ON.
I
I
. ~
INSTALLATION ANCHOR
Ie woo SCRE" lJ/F'LASTIC
ANCOOR ("tyP. \lHtRt
TAPPERS ME tilT REQ'D.
s(E NOtt 20)
&\
LIBERALLY APfL Y CAIJU<1NG
UNDtR SILL O~ SEl' SlU. IN
BED or C~RETt (St:t Non: 2).
SHIH AS REQUIRED (sa: MlTE: 1>.
INSTALLATION ANCHOR
3/16' DIA. TAPPER
(NeTt 15)
CONCRETE OR
MASONRY OPENING
BY OlHERS
,...---
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SECTION A-A
L
-..,...-- -..
I
LOCATION OF
OPTIONAL VENTS
OPTIONAL OUTSIDE KEYED LOCK POSITION
MAX, DOOR "'IDTH 9'0'
! 3" TALL x 20 GA GALV.
STEEL U-BAR. ONE U-BAR
PER SECTION. EACH U-BAR ATTACHED
WITH TWO 1/4"x3/4" SELF TAPPING
SCREWS PER STILE LOCATION.
s: "L"
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~
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w
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o
2" GALV. STEEL TRACK,
MIN. TRACK 111ICKNESS: ,060"
DOOR
HEIGHT "L'
6 -6
7"'=0
7 -6
8 -0
0 N 1.O
-.J ~ .8 -.::t
-.J N
('<) 00 I-N -.::t co
I 0> a&3d N
<.9 ~<D ~a~ ('f) l{) N
DO> ffiifia r-
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&"1J:&"1 -.;:t'
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--.J ...- 0> o...J O!:: C
o o~ 000 ~ Q) c
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0.......... ~~g Q.) -') :r:
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Ow wz>- en ~
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ONE 3" TALL x 20 GA
50 KSI MIN. U-BAR
PER DOOR SECTION,
&
END
STilE
SLIDE BOLT
LOCK ENGAGES
INTO VERTICAL
TRACK. ONE
LOCK ON
EACH SIDE
OF DOOR.
INSIDE SLIDE BOLT
LOCK OPTION
r 2" THICK
3" TALL U-BAR
20 GA GALV. STEEL
50 KSI MIN.
01
02
03
DATE
9/27/1999
12/01/1999
1/2000
DESCRIPTION
ADD 'CBPC' TO TITLE BLOCK
CORRECTED BRACKET ATTACHMENT TO ONE BOLT AND NUT
JAMB ATTACHMENT INFO; 50 KSI STRUTS; +25/-32 PSF
HORIZONTAL TRACK SUPPORT BY
DOOR INSTALLER (TO Surr)
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0::
o
o
o
STEEL SKIN)
STEEL SKIN)
OPTIONAL DSB GLASS OR
1/8" ACRYLIC LITES AVAI[J..BLE
(SEE SECTION B-B)
20 GA. MIN. END STILES ATTACHED TO DOOR
SKIN WITH PATENTED TOG-L-LOC SYSTEM
TOP, BOTTOM & CENTER),
REV
MODEL: 110RW4 (25 GA.
MODEL: 120RW4 (24 GA.
(1) INTERMED~TE STILE
ATTACHED w/ TOG-L-LOC (TOP & BOT)
AND URETHANE ADHESIVE (ALONG CENTER)
r
25 GA. MIN. STEEL
SKIN COATED WITH G-60
GALVANIZING, BAKED-ON PRIMER,
AND A BAKED-ON POLYESTER
TOP COAT APPLIED TO B0111
SIDES OF STEEL SKIN.
D 3" r
1-7/S" p
T
a
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oc,
r,
!.../
--- 16 GA G/>J..V. STHL TOP
ROLLER BRACKET. EACH
BRACKET ATTACHED W/(3)
#14x5/8" SHEET METAL
SCREWS.
rr=
13 GA. GALV. STEEL FLAG BRACKET.
EACH FASTENED TO WOOD JAMB WiTH
(3) 5/16"x1-5/S" WOOO LAG SCREWS,
LOCK POSITION
(BOTH SIDES)
TWO POINT LOCKING
14 GA GAlV. STEEL
END HINGE. EACH
FASTENED TO END
STILES W/(4) #1<1x5/8"
SHEET METAl SCREWS
&: (4) 1/4"x3/4" SELF
TAPPING SCREWS.
l-
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W
I
~
o
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TRACK CONFIGURATION
~
I
TYP. 2-1/2"x12 GA. GALV. STEEL TRACK BRACKET.
(4) TRACK BRACKETS PER SIDE (FACTORY ATTACHED).
#14x5/S" SHEET METAL SCREWS
NOTE 1:
DOORS UP TO 7'-0" HIGH CONSIST OF (4) SECTIONS (SHOWN).
DOORS OVER 7'-0" HIGH CONSIST OF (5") SECTIONS (NOT SHOWN).
13 GA GALV. STEEL BOTTOM BRACKET.
ATTACHED WITH TWO # 14x5/8"
SHEET METAl SCREWS.
1/4"x3/4" SELF
TAPPING SCREWS.
14 GA. END HINGES
VIEW "B"
18 GA. INTERMEDIATE HINGE
VIEW "C
ALUMINUM EXffiUSiON
de VINYL WEATHERSTRIP.
SECTION A-A (SIDE VIEW)
~
VERTICAL JAMB ATTACHMENT (C-90 BLOCK OR
2.000 PSI MIN. CONCRETE COLUMN):
3/8"x4" SLEEVE ANCHOR BOLTS ON 24" CENTERS
(C-90 BLOCK OR 2,000 PSI MIN. CONCRETE) OR
1/4"x4" TAPCON SCREWS ON 24" CENTERS (2,000
PSI MIN. CONCRffi). WASHERS INCLUDED WITH
SLEEVE ANCHORS, 1-1/4" 0.0. MIN. WASHERS REQUIRED
WITH TAPCONS. ANCHORS MAY BE COUNTERSUNK
(BUT NOT REQUIRED) TO PROViDE A FLUSH
MOUNTING SURFACE. HORIZONTAL JAMBS DO NOT
TRANSFER LOAD.
NOTE: THIS ATTACHMENT INFORMATION MAY BE
ALTERNATED BY THE ENGINEER OF RECORD
PROVIDED THAT IT HAS AN EQUAL CAPACITY.
MOLDED INSIDE
LITE RETAINER
#8x3/4" PAN HEAD SCREW
(10 SCREWS PER LITE)
OPTIONAl 1 0 SCREW
WINDOW LITE
SECTION B-B
20 GA. GALV.
END
STILE
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12 GA. GALV, STEEL TRACK ./
BRACKETS FASTENED TO WOOD JAMB.../
WITH ONE 5/16"x1-5/S" LAG SCREW
PER TRACK BRACKET.
STOP MOULDING BY DOOR INSTALLER (TO SUIT)
20 GA. MIN. GALV. STEEL END STILE
NOTE 2: THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS
SHALL BE 111E RESPONSIBILITY OF THE PROFESSIONAL OF
RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE
WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON
THIS DRAWING.
OUTSIDE KEYED LOCK
SNAP LATCH LOCK OPTION
DES. B~
MWW
Cf<CKO B~
MWW
DRA \tING MIl
101979
REV.
03
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2,S YELLOW PINE JAMB
INTER.
STILE
PREPARATION OF JAMBS BY OTHERS.
SHORT STEM, 10 BALL STEEL ROLLER.
JAMB CONflGURATION
SECTION C-C
OUTSIDE KEYED
HANDLE
SNAP LATCH ENGAGES
ONTO VERTICAL TRACK.
ONE SNAP [J..TCH ON
EACH SIDE OF DOOR.
OUTSIDE
HAN 0 LE
LOCK BAR
ENGAGES IN
TRACK ON
EACH SIDE
OF DOOR.
2" GALV. STEEL TRACK FASTENED TO
12 GA. GALV. STEEL TRACK BRACKETS.
TRACK ATTACHED TO EACH BRACKET
Ii-. WI111 ONE 1/4"x5/S" BOLT & NUT
ill OR TWO 1/4" DIA RIVETS.
14 GA. CALV. STEEL ROLLER HINGES
FASTENED TO END STILES EACH
W/(4) #14x5/B" SHEET METAL
SCREWS AND (4) 1/4"x3/4" SELF
TAPPING SCREWS PER END HINGE.
18 GA. GALV. STEEL
CENTER HINGE FASTENED
TO INTER. STILES W/(4)
#14x5/8" SHEET METAL
SCREWS.
OUTSIDE KEYED LOCK
LOCK BAR LOCKING
END
STILE
DESIGN LOADS: +25.0 P.S.F. & -32,0 P.S.F.
TEST LOADS: +37,5 P.SF & -48.0 P.S.F.
INSIDE HANDLE
VERTICAL JAMB ATTACHMENT (WOOD FRAME BUILDINGS):
1/2"x3" LAG SCREWS ON 24 CENTERS. 1-1/4" 0.0. MIN.
WASHER REQUIRED, [J..G SCREWS MAY BE COUNTERSUNK
(BUT NOT REQUIRED) TO PROVIDE A FLUSH MOUNTING
SURFACE. HORIZONTAL JAMBS DO NOT TRANSFER LOAD.
DATE SCALE
8/26/99 NOTED
DESCRIPTION
SINGLE CAR MODEL 11 ORW4 & 120RW4
+25.0/-32.0 PSF DESIGN LOAD
MAX. DOOR SIZE 9'O''W X 8'0"H
C!opoy &..111dnv Product. Company ,.. R"~ Reurl"tld.
Tho QrTlJl"'\iOm-em. depicted heCflin a.-. the 50r. pro~
rA the CI~O)' Buikfi'f\4 Product. CClf"njXltly and moy' not
be reproducid in arvy form without Ita .ritt.... permiSiion.
CBPef
(513) 381-4<lOO
312 WALNUT STREH6 SUITE 1600
CINCINNATI, OH 452 2
CMstofl 01 Clopay BIl1ld1n PrDdlJC~
x
~
(24 SKIN) -/ - ~. END STILES
EL: 120RW4 GA. STEEL ATTACHED W/ TOG-L-LOC (TOP & BOT~ SKIN WITH PATENTED TO
AND URETHANE ADHESIVE (ALONG CENT R) (TOP, BOTTOM & CENTE
r OPTIONAL SSB GLASS OR -
1/S" ACRYLIC LITES AVAILABLE -
(SEE SECTION B-B)
~ D D D D D =
, ~
:=:::J /; /; ; :1 ~ - \\ C::
I ~
- - /\
~ 1\ \ ~B b II
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c - VIEW
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,
D D D D D D ~LO
~ ~ Q$ (B
TW
II
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,
D D D \ D D D /
/
~ N I C::==:IC::==:Il:::::=::::l ~ I I i::::::=j i::::::=j i::::::=j ~ f["
~ LOCATION OF A ~
(5) INTERMEDIATE STILES FOR 16' WIDE DOOR
20 G
ATTACHED TO DOOR
G-L-LOC SYSTEM
R).
REV DATE
01 9/27/1999
02 12/01/1999
03 1/2000
DESCRIPTION
MODEL: 110RW4 (25 GA. STEEL SKIN)
MOO
ADD 'CBPC' TO TIllE BLOCK
CORRECTED BRACKET ATTACHMENT TO ONE BOLT AND NUT
ADDED JAMB ATTACHMENT INFORMATION
HORIZONTAL TRACK SUPPORT BY
DOOR iNSTALLER (TO SUIT)
VIEW "B"
13 GA. GALV. STEEL FLAG BRACKET.
EACH FASTENED TO WOOD JAMB WITH
(3) 5/16"x1-5/8" WOOD LAG SCRE'vVS.
"C"
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TRACK CONFIGURATION
'0
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o
"L"
2" CALVo STEEL TRACK,
MIN. TRACK THICKNESS: .060"
DOOR
HEIGHT "L"
6' -6" 70
7 -0 76
7 -6 S2
8' -0 88
CK POSITION
0111 SIDES)
o POINT LOCKING
TYP. 2-1/2"x12 GA. GALV. STEEL TRACK BRACKET.
(4) TRACK BRACKETS PER SIDE (FACTORY ATTACHED).
3" X 20 GA. U-BARS.
U-BARS IN A 2-1-2-1
PATTERN (I.E. TWO U-BARS
ON BOTTOM SECTION,
ONE U-BARS ON NEXT
SECTiON, ETC.)
# 14x5/S" SHEET METAL SCREWS
I
CJ) ~~
~~
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~ -
I- ~~
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@
DATE: March 15, 2005
I
OPTIONAL VENTS
OPTIONAL OUTSIDE KEYED LOCK POSITION
J
25 GA. MIN. STEEL
SKIN COATED WITH G-40 MIN
GALVANIZING, BAKED-ON PRIMER,
AND A BAKED-ON POLYESTER
TOP COAT APPLIED TO BOTH
SIDES OF STEEL SKIN.
OPTIONAL 10 SCREW
WINDOW LITE
SECTION B-B
& VERTICAL JAMB ATTACHMENT (C-90 BLOCK OR
2000 PSI MIN. CONCRETE COLUMN):
3/8"x4" SLEEVE ANCHOR BOLTS ON 20" CENTERS (C-90
BLOCK) OR 24" CENTERS (2,000 PSI MIN. CONCRffi) OR
1/4"x4" TAPCON SCREWS ON 16-3/4" CENTERS (2,000
PSI MIN. CONCRETE). WASHERS INCLUDED WI111
SLEEVE ANCHORS, 1-1/4" 00. MIN. WASHERS REQUIRED
WITH TAPCONS. ANCHORS MAY BE COUNTERSUNK
(BUT NOT REQUIRED) TO PROVIDE A FLUSH
MOUNTING SURFACE. HORIZONTAL JAMBS DO NOT
TRANSFER LOAD.
NOTE: THIS ATTACHMENT INFORMATION MAY BE
ALTERNATED BY l11E ENGINEER OF RECORD
PROVIDED THAT IT HAS AN EQUAL CAPACITY.
1/ 4"x3/ 4" SELF
TAPPING SCREWS.
14 GA. END HINGES
VIEW "B"
18 GA INTERMEDIATE HINGE
VI EW "c"
NOTE 1;
DOORS UP TO 7'-0" HIGH CONSIST OF (4) SECTIONS (SHOWN).
DOORS OVER 7'-0" HIGH CONSIST OF (5) SECTIONS (NOT SHOWN).
MAX. DOOR WIDTH = 16'-0"
INSIDE ELEVAllONS
MOLDED INSIDE
LITE RETAINER
2x6 YELLOW PINE JAMB
STOP MOULDING BY DOOR INSTALLER (TO SUIT)
20 GA. MIN. GALV. STEEL END STILE
#8x3/4" PAN HEAD SCREW
(10 SCREWS PER LITE)
12 GA. GALV. STEEL TRACK ./
BRAC K ETS FASTEN ED TO WOO 0 JAM B .../
WITH ONE 5/1S"x 1-5/8" [J..G SCREW
PER TRACK BRACKET.
20 GA. GALV. STEEL INTER. STILE
7/16. I.D. ROUND PU~ 18 GA G/oLV STEEL CEtm'R HINGE
FASTENER (ONE PER ROLLER) FASTENED TO INTER. STILES W/(4)
#14x5/6" SHEET METAL SCREWS.
14 GA. GALV. STEEL ROLLER HINGES
FASTENED TO END STILES EACH W/(4)
/l14x5/S" SHEET METAL SCREWS AND
(4) 1/4"x3/4" SELF TAPPING SCREWS PER END HINGE.
SHIP LAP JOINTS.
r\
!.../
--- 12 GA. GALV. STEEL TOP
ROLLER BRACKET. EACH
BRACKET ATTACHED W/(4)
#14x5/8" SHEET METAL
SCREWS.
&
VERTICAL JAMB ATTACHMENT (WOOD FRAME BUILDINGS):
1/2"x3" LAG SCREWS ON 18 CENTERS. 1-1/4" 00. MIN.
WASHER REQUIRED. [J..G SCREWS MAY BE COUNTERSUNK
(BUT NOT REQUIRED) TO PROVIDE A FLUSH MOUNTING
SURFACE, HORIZONTAL JAMBS DO NOT TRANSFER LOAD.
OUTSIDE KEYED
HANDLE
2" GALV. STEEL TRACK FASTENED TO
12 GA. GALV. STEEL TRACK BRACKETS.
TRACK ATTACHED TO EACH BRACKET
SNAP LATCH ENGAGES WITH ONE 1/4"x5/8" BOLT & NUT
ONTO VERTICAL TRACK. Ii-. OR TWO 1/4" DIA RIVETS
ONE SNAP LATCH ON ~ . .
EACH SIDE OF DOOR.
PREPARATION OF JAMBS BY OTHERS.
2" DIA. SHORT STEM, 10 BALL STEEL ROLLER.
3" TALL U-BAR
20 GA. GALV. STEEL
MIN. YEILD STRENGTH: 50 KSI
14 GA. GALV. STEEL
END HINGE. EACH
FASTENED TO END
STILES W/( 4) #14x5/S"
SHEET METAL SCREWS
& (4) 1/4"x3/4" SELF
TAPPING SCREWS.
JAMB CONFIGURATION
SECTION C-C
DES. BY
MWW
DRA \,'ING ND.
101980
REV.
03
NOTE: IT IS THE CONTRACTORS RESPONSIBiliTY TO REVIEW ALL
DRAWINGS BEFORE CONSTRUCTION BEGINS. DA'iSCO
ENGiNEERING, LLC IS RESPONSIBLE FOR THE STRUCruRAL
INTEGRITY OF THIS PROJECT ONLY ANY DISCREPANCY BETWEEN :
FHD CONDITIONS, OTHER DESIGN PROFESSIONALS' SHOP DRAWI~S,
CONTRACTORS' BUILDING METHODS, AND THESE SIGNEDAND SEALFD
DRAWINGS MUST BE BROUGHT TO THE ATIENTION OF DAASCO I
ENGiNEERING, LLC PRIOR TO THE COMMENCEMENT OF CONSTRUCflON
I
,
END
STILE
HANDLE
..t:!.QILZ; 111E DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS
SHALL BE THE RESPONSIBILl1Y OF THE PROFESSIONAL OF
RECORD FOR 111E BUILDING OR STRUCTURE AND IN ACCORDANCE
WI111 CURRENT BUILDING CODES FOR THE LOADS LISTED ON
111IS DRAWING.
1::..l 3" r-
1-7/S" p
T
3" TALL x 20 GA. GALV. STEEL U-BARS
IN A 2-1-2-1 PATTERN (I.E. TWO U-BARS
ON BOTTOM SECTION. ONE U-BAR ON NEXT
SECTION, ETC.). EACH U-BAR ATTACHED
WITH 1/4"x3/4" SELF TAPPING SCREWS
PER STILE LOCATION.
OUTSIDE KEYED LOCK
SNAP LATCH LOCK OPTION
MAX. DOOR SIZE: 1S'0"W X S'OH
DESIGN LOADS: +24.0 PSF & -24.5 PSF
TEST LOADS: +36.0 PSF & -37.0 PSF
13 GA. GALV. STEEL BOTTOM BRACKET.
ATTACHED WI111 (2) ff14x5/S" SHEET METAL SCREWS.
ALUMINUM EXTRUSION
& VINYL WEATHERSTRIP.
SLIDE BOLT INTER.
LOCK ENGAGES STILE
INTO VERTICAL
TRACK. ONE
LOCK ON
EACH SIDE
OF DOOR. OUTSIDE
HANDLE
END
STILE
OUTSIDE KEYED LOCK
LOCK BAR LOCKING
Clopoy Buildin9 Products Company AJI R;~hu Reserved.
The arrangements depicted herein are the 90le propert)'
of the Clap a)' Building Products Compan)' and ma)' not
be reprodu(;ed in any form without its written permission.
CEPC
(513) 381-4800
312 WALNUT STREE~ SUITE 1600
CINCINNA TI, OH 452u2
Dlvlsio" of C/opay 9ulldInl1 Products
,..---
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/ "
/ ,
/ \
I \
, I
\ I
\ I
\ /
, /
" ,/
'---"
CHE CKED BY
MWW
DESCRIPTION
DOUBLE CAR MODEL 110RW4 & 120RW4
+24/ -24.5 PSF DESIGN LOAD
SECTION A-A (SIDE VIEW)
LaC K BAR
ENGAGES IN
TRACK ON
EACH SIDE
OF DOOR.
DATE SCALE
8/26/99 NOTED
INSIDE SLIDE BOLT
LOCK OPTION
L
~
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a:: v 15!!25
O to El:i!:El:
........ c..zc..
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LL..- ~I-W
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Oc:::(X I-WN
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rc ~~~
o t:l<(:J
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--.J~m~:j~
o a~ 000
n.. In<:( ~~l5
<:( vOenw-
,to t:lw I-
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PRODUCT APPROVAL SPECIFICATION SHEET
l.()
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o DO:
Simpson & USP Cross Over Chart with Florida
Product Approval Numbers
Florida Product USP Product Florida Product
Simpson Product Approval Product Description Number Approval
Number Number Number
A34 FL474 Framing Anchor MP34 FL570
ABU44 FL474 Adjustable Post Base PAU44 FL569
CS22 FL1901 Coil Strap Tie RS300 FL822
H3 FL474 Hurricane Tie
H10 FL474 Hurricane Tie RT16 FL565
H2.5 FL474 Hurricane Tie RT7 FL565
H6 FL474 Hurricane Tie LFTA6 FL820
HCP2 FL474 Hip Corner Plate Connector HHCP2 FL817
HDQ8-SDS3 FL474 Holddown UPHD8 FL817
HETA16 FL1901 Embedded Truss Anchor HT A 16 FL821
HETA20 FL1901 Embedded Truss Anchor HT A20 FL821
HGUS210-2 F L4 74 Truss Hanaer THDH210-2 FL821
HHETA40 FL1901 Embedded Truss Anchor
HSURJL410 FL503 HeavY Skewed U Hanaer
HTS16 FL538 Heavy Truss Strap HTW16 FL820
HTS20 FL538 HeavY Truss Strao HTW20 FL820
HTT16 FL503 HD/Tension Tie HTT16 FL821
HTT22 FL503 HD/Tension Tie HTT22 FL821
HUS26 FL474 Heavy Joist Hanaer HUS26 FL818
H US28 FL474 HeavY Joist Hanaer HUS28 FL818
HUS410 FL474 Joist HanQer HUS410 FL821
H U S412 FL474 Joist HanQer H U S412 FL821
HUSC410 FL474 Joist Hanger
HUSC412 FL474 Joist Hanger
ITT FL474 TF I-Joist Hanaer THO FL815
IUT FL474 l..Joist Hanaer THF FL815
LGT2 FL1423 Liaht Girder Tiedown LUGT2 FL568
LSSU210-2 FL474 Slopable/Skewable Hanaer LSSH31 FL816
LSS U28 FL474 Slopable/Skewable HanQer
LSTA12 FL1901 Strap Tie LSTA12 FL816
LST A 18 FL1901 Strap Tie LST A 18 FL816
LST A30 FL1901 Strap Tie LSTA30 FL816
LST A36 FL1901 Strap Tie LSTA36 FL816
LTS12 FL474 Twist Strao L1W12 FL820
LTS16 FL474 Twist Strap L1W16 FL820
LTS18 FL474 Twist Strap L1W18 FL820
LTS20 FL474 Twist Strap L1W20 FL820
L TT19 FL474 Tension Tie LTS19 FL822
LTT20B FL474 Tension Tie LTS20B FL822
LUS26 FL474 Joist HanQer JUS26 FL821
LUS414 FL474 Joist Hanger J US414 FL821
MBHA3.56/11.88 FL538 Masonry Beam Hanaer NFM35X1178U FL578
MET A22 F1901 Embedded Truss Anchor HTA24-18 FL859
MGT FL1423 Medium Girder Tiedown
MST48 FL1901 Strap Tie KST248 FL822
MST60 FL1901 Strap Tie KST260 FL822
MST.A.M36 FL1901 Strap Tie for Masonry
MTS12 FL474 Twist Strap MTW12 FL820
MTS 16 FL474 Twist Strap M1W16 FL820
MTS 18 FL474 Twist Strao M1W18 FL820
MTS20 FL474 Twist Strap M1W20 FL820
MTS30 FL474 Twist Strap M1W30 FL820
MTT28B FL503 Tension Tie MTS27B FL822
PA51 FL474 Foundation Strap TA51 FL816
SDS 1/4x2 1/2 FL1463 StronQ Drive Screw
SDS 1/4x4 1/2 FL1463 Strong Drive Screw
SDS 1/4x6 FL1463 StronQ Drive Screw
SP1 FL474 Stud Plate Tie SPT22 FL817
SP2 FL474 Stud Plate Tie SPT24 FL817
SP4 FL474 Stud Plate Tie SPT4 FL821
U24 FL1218 Face Mount Joist HanQer
Set Pac 10 FL402.3 Expoy
HD Titen FL2304.2 Titen Anchor
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As required by Florida Statute 553.842 and Florida Administrative Code 98-72, please provide the inform~tion and ap.pr.oval nun:bers on the
building components listed below if they will be utilized on the construction project for which you are applYing for a bUlldln~ perml:. We
recommend you contact your local product supplier should you not know the product approval number for any of the applicable listed products.
Category/Subcategory Manufacturer Product Description Approval Number(s)
1. EXTERIOR DOORS FL1321
A. SWINGING Plastpro Inc./ Nanva Plastics Distintion Fibrealass Entry Doors
Jeld-Wen Exterior Doors FL498, 539
B. SLIDING Kinco Mk 2/3/4/5, Mk 2/3/4/5 HP, Mk 2/3/4/5 XHP FL126
BetterBilt (MI Home Prod.) 420, 470/452,470HP/452HP FL561
Fla. Extruders (Milestone) Series 500/1000/2000 FL45
General Aluminum 420/430/440 FL264
C. SECTIONAL Clooay BuildinQ Products Residential WindCoda Doors FL542
D. OTHER
2. WINDOWS FL123
A. SINGLE HUNG Kinco Mk 40/50, Mk 40/50 HP
BetterBilt 165, 165i3000, 740/3740, 3240/4250HP FL663
Fla. Extruders Series 1000/1500/2000 FL42
General Aluminum 1100/11,W/1440/1450/1540/1550/1570/1900/ FL254, 1698
1940/19'10
B. HORIZONTAL SLIDER Kinco RW HP, RW XHP, RW4-XHP FL124
BetterBilt 168/3168, 680 FL670
Fla. Extruders (Milestone) Series 1000 FL43
General Aluminum 1180/1480/1580/1590/1980/1990 FL256, 1700
C. FIXED Kinco Mk 40/50 PW/CT, TWPW/CT FL125
BetterB;lt 165/3000,740/3740, 3240/4250HP, 680 FL676
Fla. Extruders (Milestone) Series 1000/2000 FL44
General Aluminum 11 00TDL/11 001450TDL/1450/1550/1570/1900/ FL255,263,1697
1970/5000/5300/5350
D. MULLION Kinco M03-04A, M02-03A, M96-08C FL957
BetterBilt
Fla. Extruders (Milestone) FE5709/571 0/5711 /5712/5713/5714/5718 FL974
FE5700/5701/5702/5703/5704/5705/5717
General Aluminum 1100/1900/1970 FL1252
3. PANEL WALL
A. SIDING FL1965
B. SOFFITS Kaycan Ltd. 0605/0606/9500/9510 Aluminum Soffit
Cameron Ashley BuildinQ 41550/45102/45102N Aluminum Soffit FL406
C. WALL LOUVER FL1363
D. GLASS BLOCK Pittsburah Cornina Coro. Glass Unit Masonry installed w/Mortar
E. OTHER
4. ROOFING PRODUCTS CT20 (and AR), Landmark 30/40 (and AR), FL250
A. ASPHALT SHINGLES Certain Teed Corporation
XT25 (and AR), XT30 (and AR)
B. UNDERLAYMENTS
C. ROOFING FASTENERS NOA No. 03-0930.08
D. ROOF VENTILATORS Air-Vent Inc. CRV Aluminum Ridge Vent
E. ROOFING TILES FL479
F. MODIFIED BITUMEN Certain Teed Corp.-Roofina Modified Bitumen Roof System
G. SINGLE PLY ROOF
SYSTEMS
H. CEMENTS-ADHESIVES
COATINGS
I. ROOF TILE ADHESIVE
J. OTHER
5. SHUTTERS
A. STORM PANELS
B. COLONIAL
C. ROLL-UP
D. OTHERS
6. SKYLIGHTS
A. SKYLIGHT
B. OTHER
7. STRUCTURAL
COMPONENTS see chart
A. WOOD CONNECTORS/ Simpson Strong-Tie
ANCHORS
USP Structural Conn. see chart
B. TRUSS PLATES MiTek Industries, Inc. Truss Plates FL2197
C. ENGINEERED LUMBER Boise EnQ. Wood Prod. Versa-Lam SP FL1644
Wood I-Joists ALLJO 1ST FL1645
D. RAILING
E. CONCRETE
ADMIXTURES FL158
F. MATERIAL FECP Corp. (Cast-Crete) Hiah Strenath Concrete Lintels
G.OTHER
8. NEW EXTERIOR
ENVELOPE PRODUCT
A.
B.
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LL DATE: January 05,200:
NOTE: IT IS THE CONTRACTORS RESPONSIB!LiTY TO REVIEW
DRAWINGS BEFORE CONSTRUCTION BEGINS, D~SCO
ENGINEERING, LLC IS RESPONSIBLE FOR TliE STRUCTURAl.
INTEGRI1Y OF THIS PROJECT ONLY. ANY DiSCREPANCY BETWH
FIELD CONDITIONS, OTHER DESIGN PROFESSIONAlS' SHOP DRA
CONTRACTORS' BUILDING METHODS, ~D THESE S!GNED AND S~
DRAWINGS MUST BE BROUGHT TO THE ATTENT!ON OF DANSCO .
ENGINEERING, LLC PRIOR TO THE COMMENCEMENT OF CONSTRlJl
The products listed below did not demonstrate product approval at plan review. I understand that at the time of inspection of these prod~c~s,
the following information must be available to the inspector on the jobsite; 1) copy of the product a~proval, ~) the p~rformance characteristIcs
which the product was tested and certified to comply with, 3) copy of the applicable manufac.tur~rs tnst~lIatlon reqUirements. Further, I
understand these products may have to be removed if approval cannot be demonstrated dunng inspection.
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APPLICANT SIGNATURE
DATE