HomeMy WebLinkAboutBIN B-3 PERMIT 4418
TERMITE SPECIFICATIONS:
STRUCTURAL NOTES:
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 Wj (1) "SIMPSON MTSM16 TWIST STRAP Wj
2. ALL EXTERIOR WOOD STUD WALLS, BEARING WALLS, SHEAR (4) 1j4" X 2 1j4" 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 Wj lj2" DIA. ANCHOR BOLTS SET IN 3j4" 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 FILLED CELLS:
OVER METAL LATH. DRILL A 3j4" 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 TWO 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 VERIFICATION, 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.
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, BETWEEN 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 BACKFILL
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 UI\DER 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 COMPLlAl\CE 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'-0" 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)
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 AJ\D 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-O-WALL SHALL BE PROVIDED @ EVERY OTHER
COARSE OR 16" O/C
ALL WORK SHALL COMPLY WITH AlL
PREVAILING CODES, FLORlDA BUILD1N3
CODE) NAnONAL ELECTRIC CODE AND
CITY OF ZEPHYRHILLS ORDINANCES
RF\flr:W'ED
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t1AY u 9 iUUJ
(j3.d- &r
MASTER REVISIONS
DATE
DESCRIPTION
ENGINEERED PLANS
ON FI1 B
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 GEI\ERAL
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.
UPLIFT CONNECTORS
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.
FIELD REPAIR NOTES
CENTRAL FLORIDA DIVISION
600 N. WESTSHORE BLVD.
SUITE 600
STRUCTURAL DESIGN CRITERIA
CODES:
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
LIVE LOADS:
ROOF
TOP CHORD
BOTTOM CHORD (WjO 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)
3000 PSI
3000 PSI
DEAD LOADS:
20 PSF
10 PSF
40 PSF
40 PSF
40 PSF
17 PSF (SHINGLE)
15 PSF
WIND LOADS:
(F.B.C.)
CONCRETE
STRENGTH
@ 28 DAYS
REINFORCING:
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-3D?
ASTM A185
ASTM A615-40 40,000 PSI
ASTM A615-40 40,000 PSI
CONCRETE
MASONRY
UNITS:
STRUCTURAL
STEEL:
WOOD FRAMING:
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: 3j4" PLYWOOD (5 PLIES) OR 3j4" T&G ADVANTECH
WALL SHEATHING: PLYWOOD C-CjC-D, EXTERIOR OR OSB
VERSA LAM BEAM Fb = 2900 PSI (2.0E)
WOOD ROOF
TRUSSES:
DESIGN LOADS:
TOP CHORD LIVE AND DEAD LOAD:
BOTTOM CHORD LIVE AND DEAD LOAD:
TOTAL:
27 PSF
20 PSF
47 PSF
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.
WOOD FLOOR
TRUSSES:
DESIGN LOADS:
DEAD LOAD:
LIVE LOAD:
TOTAL:
15 PSF
40 PSF
55 PSF
SOil BEARING
VALUE:
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.
BUILDING DATA
CONSTRUCTION TYPE - TYPE VI UNPROTECTED
(SECTION 608 - FBC 2001)
WIND SPEED 120 MPH
WIND IMPORTANCE FACTOR - (lw) = 1.0
WIND EXPOSURE - "B" (FBC 1606,1.8)
INTERNAL PRESSURE COEFFICIENT = +/- 0.18 (ENCLOSED BLDG)
WIND BORNE DEBRIS AREAS
TO SATISFY PROTECTION OF OP GS
IBILlTY
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 j - 34.7 PSF (END)
+ 25,9 PSFj-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
GLAZING
B.APPROVE TTERS
000 STRUCTURAL PANELS
C 1606.1.4
TAMPA, FL 33609-1140
1-813-769-5277
OXFORD 2003
GENERAL NOTES:
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THE FOLLOWING TECHINCAL CODES
SHALL APPLY:
2001 FLORIDA BUILDING CODE,
PLUMBING, MECHANICAL, FUEL GAS,
ENERGY EFFICIENCY, ACCESSIBILITY,
AND 2002 NATIONAL ELECTRICAL CODES
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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 & FlREPLACE
SECTION 2804-2806 (MFGR)
SECTION 2113-2114 (MAS)
o EGRESS WINDOWS
SECTION 1005.4
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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.
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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)
INDEX OF DRAWINGS
SHT NO: TITLE Z
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A COVER SHEET Ow
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90
1 FLOOR PLAN O'::::c
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1A DIMENSION FLOOR PLAN (f) ....JI-
LL.U)
STEM FOUNDATION PLAN ....JllJO
2 --I c2~g
ELECTRICAL PLAN I-ZW
3 --I zoC:
4 ELEVATION PLAN (II) wo::)
- u~U)
S-1 STEM FOUNDATION DET. I
S-2 LINTEL DETAILS
S-2A LINTEL PLANS ~
S-3 ROOF FRAMING (II) >-
S-4 GABLE DETAILS (II) lJJ
S-6 STEM WALL SECTIONS 0::: - 0::0..:
> (V) wO::
STRUCTURAL NOTES & zO
S-7 0 zU
I- 0 <(w
HANGER INFORMATION ~~
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S-7A STRUCTU RAL NOTES & (f) ZI
C'J 0 o:!(/')
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HANGER INFORMATION lJJ Z
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S-8 WINDOW & DOOR DETAILS wo::
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S-8.1 ROOF INSTALLATION DET > ::)1-
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S-8.1A ROOF INSTALLATION DET 0 O::CI)
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MILESTONE WINDOW DET. ~ WOZ
S-9M lL. O::uQ
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S-10M MILESTONE SGD DET. >< row>
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S-11 STD. GARAGE DETAILS ~a w 0 O-o:!
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SFPA FL PRODUCT APPROVAL <:( <(wo::
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NOTICE TO BUILDER --.J -I-
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IT IS THE INTENT OF THIS DESIGNER THAT N er::
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THESE PLANS ARE ACCURATE AND ARE co U
CLEAR ENOUGH FOR THE LICENSED PROFESS- L() w
A ~
ONAL TO CONSTRUCT THIS PROJECT. 0
IN THE EVENT THAT SOMETHING IS UNCLEAR I ~ I
I'- (/')
OR NEEDS CLARIF1CATION..STOP"AND CALL :J
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THE DESIGNER LISTED IN THIS TITLE PAGE. IT ~ 0
IS THE RESPONSIBILITY OF THE LICENSED 0
N
PROFESSIONAL THAT IS CONSTRUCTING THIS ~ I- LAST PLOT DATE @
PROJECT TO FULLY REVIEW THESE DOCUMENTS April 15, 2005
BEFORE CONSTRUCTION BEGINS AND ANY AND L() 0
ALL CORRECTIONS, IF NEEDED, TO BE MADE COVER SHEET
BEFORE ANY WORK IS DONE. ~ --I
DE#250989
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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 5j8"x 831/2" A,F.F. 3'-0" x 6'-8" DOOR (ENTRY)
3068 2 37 1j2"x 82" A.F.F. 3'-0" x 6'-8" BIFOLD
4068 1 49 1/2" x 82" A.F.F. 4'-0" 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
NOTE: REFER TO S9 FOR
WINDOW ROUGH OPENING SIZES
DO NOT NAI L
LID DOWN
1-3/4" OR 2-1/2"
PLYWOOD OR OSB
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NO TO SCALE
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GENERAL NOTES:
THE FOLLOWING SHALL COMPLY WITH
THE FBC (2001)
o PORCHES AND BALCONIES
SECTION 1014
o HANDRAILS - SECTION 1007,5
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
6'-8" UNLESS OTHERWISE NOTED
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 &
CLADDING PRESSURE DESIGN TABLE
REFER TO SHEET S9+S10 FOR DOOR
AND WINDOWS INSTALLATION
WALL LEGEND
FRAMED WALL
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MASONRY SHEAR WALL DOES
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FILLED SOLID WITH GROUT
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PROVIDE A MIN. NET CLEAR
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OTHER LEVELS WITH 24" CLEAR
HEIGHT MIN').. 20" CLEAR WIDTH
MIN. AND BvTTOM OF OPENING
WITHIN 44" FROM FINISH FLOOR
AREA TABULATION
L1VI NG 1515
GARAGE 373
ENTRY 32
TOTAL 1920
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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April 15, 2005
FLOOR PLAN
DE #250989
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* START
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THE FOLLOWING SHALL COMPLY WITH
THE FBC (2001)
o PORCHES Al\D BALCONIES
SECTION 1014
o HANDRAILS - SECTION 1007.5
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
6'-8" UNLESS OTHERWISE NOTED
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 &
CLADDING PRESSURE DESIGN TABLE
REFER TO SHEET S9+S10 FOR DOOR
AND WINDOWS INSTALLATION
WALL LEGEND
FRAMED WALL
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GROUND LEVEL OR 5.7 FT SO.
OTHER LEVELS WITH 2411 CLEAR
HEIGHT M1N'A 20" CLEAR WIDTH
MIN., AND BuTTOM OF OPENING
WITHIN 44" FROM FINISH FLOOR
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 "BI! WIND ZONE (2001 EDITION),
THIS DRAWING AND DESIGN IS VALID FOR 12 MONTHS AFTER THE
DATE IS SIGr\ED AND SEALED.
SIGI\ED AND SEALED FOR THE STRUCTURAL PORTION OF THIS
DRAWING ONLY,
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TO CENTERED LINE OF THE BOX TO BE: 12" AFF (GENERAL)
KITCHEN
BATHROOM
LAUNDRY ROOM
EXTERIOR WATERPROOF
GARAGE GENERAL PURPOSE
RANGE
44" AFF
39" AFF
36" AFF
12" AFF
42" AFF
2" AFF
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IOPTI
3. ELECTRICAL SWITCHES TO BE AT 42" CENTERLINE ABOVE FINISHED FLOOR.
4. ELECTRICAL PLAN IS INTENDED FOR BID PURPOSES ONLY, ALL WORK SHALL
BE DONE IN STRICT ACCORDANCE WITH THE NATIONAL ELECTRIC CODE, LATEST
EDITION, BY A LICENSED ELECTRICAL CONTRACTOR WHO SHALL BE RESPONSIBLE
FOR THE INSTALLATION & SIZING OF ALL ELECTRICAL, WIRING & ACCESSORIES.
5. SMOKE DETECTORS SHALL BE INSTALLED AS DIRECTED BY THE
NFPA NATIONAL FIRE ALARMCODE. CHAPTER 2 1999 EDITION
6. ALL ELECTRICAL IN SLEEPING ROOMS SHALL BE ON AN A.F.C.I. PROTECTED
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LAST PLOT DATE @
April 15, 2005 ELECTRICAL PLAN
DE #250989
I
1'h" ~" 1'h"
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ROOF VENT SCHEDULE
ROOF PLAN II
VERIFY WITH GENERAL CONTRACTOR ALL ROOF VENT
LOCATIONS, QUANITIES, AND SIZES. ROOF VENTS
SHALL BE INSTALLED FOR A MINIMUM OF VENTED AREA
AS LISTED BELOW OR EQUIVALENT SYSTEM PER F,B.C.
2001 SECTION 2309.7
LOCATION OFF RIDGE VENTS SOFFIT VENT
(SQ. IN.) (SQ. IN.)
ROOF / GARAGE 461 461
NOTE: 1'0' OVERHANG
SCALE: 3/16" = 1'.0"
CUT jSCORED
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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.
SIGNED AND SEALED FOR THE STRUCTURAL PORTION OF THIS
DRAWING ONLY.
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LAST PLOT DATE @)
April 15, 2005
ELEVATION "II"
DE #250989
r
W.W.M.
2-#5 REBAR
REINF.
SEE PLAN
F.F.
.' .... . -' '.....
. ., .,
.. .. ..
... .. ... .. ~ 0.'
116 "J ... ..
INT. BRG WALL 2 X 4
(ALSO SHEARWALL) SCALE: N.T.S.
REV. 9/03
(1) #5 REBAR CONT.
HICKENED EDGE
REV. 08-20-04
SCALE: N.T.S.
DOWELS WI 900
HOOK @ FOOTING -
SEE FOUND. PLAN
FOR LOCATION
z
~
EXTEND W.W.M. INTO
HEADER BLOCK,
BEND 900 & HOOK
OVER #5 CONT.
#5 VERT. IN SOLID CELL WI
900 HOOK INTO FOOTING @
5'-4" OIC FOR STEMWALL
< 4'-8" & @ 2'-0" OIC FOR
STEMWALL~ 6'-0"
DOWELS WI 900
HOOK @ FOOTING -
SEE FOUND. PLAN ~ w
FOR LOCATION ()
= -.J
lI')a..
NU)
HEADER BLOCK WI #5
REBAR CO NT. @ SLAB LEVEL
#3 REBAR WI 900
HOOK @ 36" OIC _
I=tN'
, _ ":w ......... Z
, -, , . -,. 't""'i -
.. ,. b. , ,. r.1 ~
I I ('t')
HEADER BLOCK WI
#5 REBAR CONT.
@ SLAB LEVEL F.F.
FINISH
GRADE
8"CMU
WALL
EXTEND W.W.M. INTO
HEADER BLOCK,
, BEND 900 & HOOK
,., 3
' .': ; . ',L = OVER #5 CONT.
e. ,. I "," J 00
,. 4:). ... ",. I ,.
... ,. ....,,. ,. \.
N
...-l
FILLED STEM
WALL SOLID
WI GROUT
16"
2 # 5 CONT. ON 3" CHAIR
EXTERIOR BEARING
STEM WALL FTG.
l-STORY
SCALE: N.T.S.
EXTERIOR BEARING
STEM WALL FTG. SCALE: N.T.S.
RAISED FND. < 72" UNBALANCED FILL
HEADER BLOCK WI
#5 REBAR CONT.
@ SLAB LEVEL F.F.
- F.F.~
----
, I SEE PLAN
, , '1-'-
..; ... - - :'-'- - ,-..- - - I I
, , I
z
~
3.5" CONC. DRIVE
w/CONT. JOINTS
10' O.C. TYP.
BLOCK WALL ~
DOWELS WI 900 - , .
HOOK @ FOOTING -
SEE FOUND. PLAN
FOR LOCATION
FINISH ;- ~
GRADE M ~
FRONT WALL
OF GARAGE
1/2" EXP. JT.
ALIGN DRIVE WI
BOTTOM OF
RECESS & PITCH
DRIVE
PROVIDE 11/2" X 12"
SLOPED RECESS AT
GARAGE DOOR
EXTEND W.W.M. INTO
HEADER BLOCK,
BEND 900 & HOOK
OVER #5 CONT.
,
~r- ..j.,._.
., ,
W.W.M.
#5 REBAR CONT.
(2) # 5 CONT.
ON 3" CHAIR
N
...-l
FI LLED STEM
WALL SOLID
WI GROUT
EXTERIOR BEARING @ GAR.
J
16" J
STEM WALL FTG.
l-STORY
SCALE: N.T.S.
FOOTING @ GAR. DOOR
STEM WALL FTG.
1- STORY
SCALE: N.T.S.
PROVIDE 11/2" X 6" WIDE FOR 2
PANEL UNITS, 8" WIDE FOR 3 PANEL
UNITS @ SGD LOCATIONS ~ 0'-0" FIN. FL.
#5 REBAR CONT. , . -"..- -'~,-_- -'~r--
b.... ,. . J( e.."" "f ,.
, ,." lrrr. Ii> ' ,." r...,. ,. .. ,. to ,,, I, ,.
".,; ,.,.
1/2" EXP. JOINT
0'-0" FIN. FL.
DOWELS-SEE
PLAN FOR LOCATION
DOWELS-SEE
PLAN FOR LOCATION
(2) # 5 CONT.
ON 3" CHAIR
STEM WALL FTG. SCALE: N.T.S.
RAISED FND. BALANCED FILL l-STORY
STEP DOWN @ PORCH
L
S.G.D. Sill DETAil
STEM WALL FTG. SCALE: N.T.S.
RAISED FND. BALANCED FILL 1- STORY
3.5"
+1} 16" r16"
STEP DOWN BRG.
REV. 9/03 SCALE: N.T.S.
NOTE:
STEM WALL MUST BE BRACED PRIOR TO
COMPACTING BACK FILL AS FOLLOWING:
OPT. 1: SEE TEMP. BRACING DETAIL BBISl
OPT. 2: BACK FILL SLAB ON OUTSIDE COMPACTION
DURRING FILL PLACEMENT & TO PREVENT BOWING
OF WALL. MAY BE REMOVED AFTER SLAB IS POUR
2.x 6"x 8" LONG
W/TAPCON ANCHORS (4)
3/16" x 31/4. CENTER
BLOCK @ FILLED CELL
12" BELOW F.F. FOR
STEM WALL ~ 6'-0. & 30"
BELOW F.F. FOR STEM
WALL ~ 8'-0" & > 6'-0.
1
1
10d x 3"
@6" O,C.
2x4 STAKE W/MIN. 2'-0" PENETRATION
I~TO SOIL @ EA. FILLED CELL FOR STEM
WALL ~ 4'-8" @ 4'-0" O/C FOR STEM
WALL~ 4'-8" & < 6'-0" @ 2'-8" O/C FOR
STEM WALL> 6'-0" & ~ 8'-0.
TEMPORARY BRACING DETAIL
SCALE: N.T.S.
BRACING NOTES
CD ERECT TEMPORARY BRACING
PRIOR TO SETTING &
COMPACTING BACKFILL
@ BRACING TO REMAIN IN PLACE
UNTIL POURED SLAB IS FULLY
CURED
8" 4"
STEP DOWN NON BRG.
REV. 9/17/03 TH
SCALE: N.T.S.
DOWELS WI 900
HOOK @ FOOTING -
SEE FOUND. PLAN a.. w -
FOR LOCATION ~ ~
lI')e..
NU)
HEADER BLOCK WI #5
REBAR CONT. @ SLAB LEVEL
#3 REBAR WI 900
HOOK @ 24" OIC
_-:~-1-~ .
.,.., I_)L...-l Z
I ('t')~
EXTEND W.W.M. INTO
HEADER BLOCK,
BEND 900 & HOOK
OVER #5 CONT.
#5 VERT. IN SOLID CELL WI 900
HOOK INTO FOOTING @ 8" O/C
OR #7 VERT. IN SOLID CELL WI 900
HOOK INTO FOOTING @ 16" OIC
~
~
5'
00
DURO WALL
@ 16" O/C
VERTICALLY
8" CMU WALL
NOTE:
STEM WALL MUST BE BRACED PRIOR TO
COMPACTING BACK FILL AS FOLLOWING:
OPT. 1: SEE TEMP. BRACING DETAIL BBISl
OPT. 2: BACK FILL SLAB ON OUTSIDE COMPACTION
DURRING FILL PLACEMENT & TO PREVENT BOWING
OF WALL. MAY BE REMOVED AFTER SLAB IS POUR
(3) # 5 CONT.
ON 3" CHAIR
44"
f
EXTERIOR BEARING
STEM WALL FTG. SCALE: N.T.S.
RAISED FND. < 96" UNBALANCED FILL
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): A8TM 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 1402.8B 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
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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8-1 (8)
LAST PLOT
DATE:ApriI15,2005
@)
NOTE; IT is THE COI'.TRACTORS RESPONSIBIUTY TO REVIEW ALL
DRAWINGS BEFORE CONSTRUCTION BEGINS. DANSCO
ENGINEERING, LLC IS RESPONSIBLE FOR THE STRUCTURAL
INTEGRITY OF THIS PROJECT ONLY. ANY DiSCREPANCY BElWEEN
FIELD CONDITIONS, OTl1ER DESIGN PROFESSIOt\ALS' SHOP D~AWINGS,
CONTRACTORS' BUILDING METHODS, AND THESE SIGNED AND SEALED
DRAWINGS MUST BE B~OUGHT TO THE AlTEr'HlON OF DANSCO
ENGINEERING, LLC PRIOR TO THE COMMENCEMENT OF CONSTRUCTION.
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PLACE SEAL HERE DE #250989
------
r
PRECAST "U" LINTEL WI 1-#5 CONT. IN
GROUT @ OPNGS. 6'-0" & OVER.
PRECAST "U" LINTEL ALL OPENINGS
UNDER 6'-0".
SEE FOOTING DETAIL
TYP. MONO. FTG.
I. SEE FOUNDATION PLAN J
FOR LOCATIONS
BLOCK WALL/REINFORCEMENT
SCALE: N.T.S.
1
20" MIN. LAP
t
~~VY~,,,,/' ~/~ """0'",./ ~~~" '\./'<!ro
"-- #3 OR #4 REINFORCING BAR
#3 & #4 LAP SPLICE
o
STD. 90 HOOK (TYP.)
TYP. BOND BEAM
8" x 8" x 16" K.O.
LINTEL BLOCK
FILL W / GROUT &
1 #5 DIA. REBAR MIN, LAP 25"
(ACI530)
STD. 90 DEGREE
ANGLE W/1 #5 DIA.
REBAR MIN. LAP 25"
(ACI 530)
INDICATES FILLED
CELL FROM FTG. TO
BEAM WITH 1 #5
BAR MIN. LAP 25"
(ACI 530)
8"x8"x16"
C.M,U,
TYP. DOWEl 25"
MIN. LAP (ACI 530)
25" MIN. LAP {'
~xx, x~ >sxK' ~ ~ ~ 'W$( >)"Y' VVV I
#5 REINFORCING BAR
#5 REINFORCING BAR
1J,z
->
........&~
#5 LAP SPLICE
36" MIN. LAP
1 1
r.nx~ ~~^~~~~~~~~~~~~~^~~ ~,~
#6 LAP SPLICE
TYPICAL REBAR SPLICE DETAil
SCALE: N.T.S.
A-2
....
3/4"
GROUT COVER
3/16" DIA. TAPCONS
@ 24" a.c.
STAGGERED
EXISTING FOUNDATION
3/16" DIA. TAPCONS
@ 24" O.C.
STAGGERED
...
A-2
CD SECTION
10.
#5 STD. 900 HOOK
EXISTING MASONRY WALL
EXISTING FOUNDATION
RETROFIT WALL OVERHANG DETAIL (NTS)
FOR OVERHANGS BEIWEEN 11/2' TO 3 1/2'
RETROFIT OVERHANG DETAIL
.L
3-31-04 D.M. N.T.S.
TYPICAL SHEARWALL SEGMENT
ALL SHEARWALL SEGMENTS CONSIST OF A FILLED
CELL EACH END WITHOUT AN OPENING BETWEEN.
SEE FLOORPLAN FOR FILLED CELL LOCATIONS.
FILLED CELL:
FILL BLK. CELLS WITH
GROUT ONE #5 @ LOCATIONS SHOWN
ON THE FOUNDATION PLAN
AND FLOOR PLAN.
MIN. LAP 25" (ACI 530)
TOP OF S~~ --@
NOTE:
SECTION BETWEEN DOWN RODS
ARE CONSIDERED SHEARWALLS
UNLESS OPENINGS ARE BETWEEN
THEM.
LINTEL BEAM:
1 COURSE LINTEL
BLOCK W/ 1 # 5
BAR & GROUT
MIN, 25" LAP
SPLICE (ACI 530)
3 1/2" 3000 P.S.1. CONC. SLAB
OVER 6 MIL V.B, OVER CLEAN
COMPACT. TERMITE TREATED
EARTH FILL REINFORCED WITH
6x6 W1.4xWl.4 WWF
TYP. SHEARWALL SECTION
SCALE: N.T.S.
n
TYP. TIE BEAM RLLED SOLID
WI GROUT & 1 #5 REBAR CONT.
FASTENERS (SEE OPT.)
USP SPT4 W/6 -10d x 11/2"
NON-SHEARWALL SEGMENT
STANDARD HOOKS W/25"
MIN. SPLICE
TYP. FILLED CELL W
GROUT &
1 #5 REBAR VERT.
8" C.M.U.
INTERIOR BEARING WALL
INTERIOR SHEARWALL
EXTERIOR FRAME WALL
2" X 4" P.T. WI 1/2" X 8"
"J" BOLTS @ 40" OIC (MAX) OR
1/2" X 6" EXPANSION ANCHORS
@ 40" O/C (MAX) OR
27/8" HILTI X-DNI NAIL @ 12" OIG (MAX) OR
1/4"~X 3" TAPCONS @ 16" O/C (MAX)
ASTENERS (SEE OPT.)
NOTE: ANCHORS TO BE
6" (MAX) FROM
TOP & BOTTOM
9/16/03 TH
FRAME (EXT.jBRG.jSHEAR) WALL
TO MASONRY CONNECTION DETAIL
SCALE: N.T.S.
1/2"~X 8" "J" BOLT @ 40" OIC SHEAR = 61 PLF
1/2"~X 6" EXPANSION ANCHOR @ 40" O/C SHEAR = 61 PLF
27/8" HILTI X-DNI NAIL @ 12" O/C SHEAR = 140 PLF
1/4"~X 3" TAPCONS @ 16" Ole SHEAR = 198 PLF
REV. 8-31-04 TH
______ EXISTING U-BLOCK W/ 1 #5 CONT.
DRILL 3j4"X 5" MIN. HOLE
SET BAR IN EPOXY
CAP TO PREVENT LEAKAGE
#5X6' EMBEDDED INTO
EXISTING U-BLOCK LINTEL
FILL CELL FULL HEIGHT W/
NON-SHRINK GROUT
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-#5X6' IN CONC. FILLED CELL
NOTES:
(1) IF RETROFIT FILLED CELL CONDITIONS
EXCEED (3) PER PROJECT CONTACT
ENGII\EER OF RECORD FOR ADDITIONAL
INSTRUCTION.
(2) FOR PROJECTS IN HILLSBOROUGH
COUNTY, ALL FILLED CELLS MUST BE
WI1NESS BY A LICENSE INSPECTOR OR
AN ENGINEER.
MASONRY CODES
5) MASONRY:
5.1 DESIGN AND CONSTRUCTION SHALL CONFORM TO THE
SPECIFICATION OF THE NATIONAL CONCRETE MASONRY
ASSOCIATION AND ACI 530.
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
FILLED WITH CONCRETE WHEN STEM WALL IS GREATER
THAN 24" TALL ABOVE GRADE
5.5 FILL CELLS SHOULD BE LOCATED AS INDICATED ON
FOUNDATION PLAN.
5.6 LINTELS SUPPLIED BY APPROVED MANUFACTURER:
1) FECP/CAST-CRETE CORPORATION
2) POWER CONCRETE
3) ALLIED PRECAST
4) LOTT
SECTION
SCALE:
C)
L!)
('oj
#5X6' EMBEDDED INTO
EXISTING FOOTING
DRILL 3j4"X 5" MIN. HOLE
SET BAR IN SIMPSON
"SET" EPOXY OR EQUAL
EXISTING FOOTING
RETROFIT FILLED CELL DETAIL
1/2"=1'-0"
OVERHANG
FILL 1st 4 COURSES
SOLID WjGROUT
RETROFIT WALL OVERHANG DETAIL (NTS)
FOR OVERHANGS BElWEEN 3/8' TO 11/2'
NOTE: FOR OVERHANGS LESS THAN 3/8" - NO REPAIR REQ'D.
o
2x4 CRIPPLE STUDS @
16" O/C BETWEEN
HEADER & TOP PLATES
W/USP SPT24 @ TOP &
BOTTOM (U.N,O.) WHEN
APPLICABLE.
USP RSPT4
USP MSTA24
"-OPENING~
HEADER
PER PLAN
2x4 P.T. CRIPPLE STUD
ATTACHED TO MASONRY
PER DETAIL 3U/S2
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.
HEADER / WALL CONNECTION
03/30/05
SCALE: N,T.S.
SIGNED AND SEALED FOR THE STRUCTURAL PORTION OF THIS
DRAWING ONLY.
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@
NOTE: IT'S THE CO~ TRACTORS RESPONSIBHlY' TO REViEW ALL
DRAWINGS BEFORE CO'iSTRUCTION BEGINS. DANSCO
ENGINEERING, LLC is RESPONSIBLE FOR Ti-'E STRUCTURAL
INTEGRIlY' OF THIS PROJECT ONL Y. ANY DISCREPANCY BETWEEN
RELD CONDITiONS, OTHER DESIG~ PROFESSIONALS' SHOP DRAWI~GS,
CONTRAClORS' BUILDING METHODS, AND THESE SIGNED AND SEALED
DRAWlr.,GS MUST BE BROUGHT TO THE ATIENTION OF DANSCO
ENGINEERING, LLC PRIOR TO THE COMMENCEMENT OF CONSTRUCTION.
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SHEET NO.
8-2
LAST PLOT
DATE:ApriI15, 2005
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PLACE SEAL HERE DE #250989
....-------
.
r
AFE LOAD TABLES
FOR GRAVITY, UPLIFT & LATERAL LOADS
SAFE GRAVITY LOADS FOR 8" PRECAST & PRESTRESSED U-L1NTELS
%~~~ SAFE LOAD - POUNDS PER LINEAR FOOT
8 F8-D B 8F12-OB 8F16-OB 8F20-OB 8F24-0B 8F28-DB 8F32-0B
LENGTH * 8U8 8F8-1S 8F12-1B 8F16-1B 8F20-1B 8F24-1B 8F28-1B 8F32-1B
3069 4605 6113 7547 8974 10394 11809
2'-10" (34') PRECAST 2231 3069 6113
4605 7547 8974 10394 11809
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'-0" (48") PRECAST 1966
2693 4605 6113 7547 8974 10394 11809
4'-6" PRECAST 1969 2110 2931 3753 4576 5400 6224
(54") 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") PRECAST 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 10394.;37} 8825 (14)
1011 1729 2632 2205 2698 3191 3685
7'-6" (90") PRECAST 743
1011 1729 2661 3898 5681 8467 (44) 6472 (15)
699 1160 1625 2564 3486 2818 3302
9'-4" (112") 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 1075 1428 1838
755 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 f\R
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-lT 8Fl6-lT 8F20-lT 8F24-lT 8F28-lT 8F32-lT
LENGTH * 8F8-2T 8F12-2T 8Fl6-2T 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') PRECAST 1207 1940 2724 3508 4292 5077 5861
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
835 (12) 1340 1880 2419 2959 3498 4038
6'-6" (78") 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" 591 680 1133 (15) 1471 (15) 1811(15) 2152 (16) 2494 (15)
(112") 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 (Sl) 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)
o
(#) THE NUMBE.RS IN PARENTHESIS ARE PERCENT REDUCTIONS
FOR GR40 FIELD 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 8RF10-0B 8RF14-0B 8RF18-0B 8RF22-0B 8RF26-0B 8RF30--0B
LENGTH * 8RU6 8RF6-1B 8RF10-1B 8RF14-1B 8Rf18-1B 8RF22-1B 8RF26-1B 8RF30-1B
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)
5'-10" (70") PRECAST 859 1653 1600 2124 2649 3174 3700
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
~ REINF.
LENGTH * 8RU6 8RF6 CMU**
4'-4" (52") PRECAST 758 757 1365
4'-6" (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" J
ACTUAL
8" NOMINAL WIDTH
TYPE DESIGNATION
IF = FILLED WITH GROUT I U = UNFILLED
r QUANTITY OF #5 REBAR AT
I BOTTOM OF LINTEL CAVITY
8F16-1B/1T
NOMINAL WIDTH J J LQUANTITY OF #5
NOMINAL HEIGHT REBAR AT TOP
SAFE UPLIFT LOADS FOR 8" PRECAST wi 2" RECESS DOOR U-UNTELS
%~~~ SAFE LOAD - POUNDS PER LINEAR FOOT
~~ 8RF6-lT 8RF10-lT 8RF14-1 T 8RFl8-1 T 8RF22-lT 8RF26-1 T 8RF30-lT
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") PRECAST 655 1262 1900 2538 3176 3815 4453
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
9'-8" (116") PRECAST 395 491 931 (12) 1301 (15) 1640 (15) 1980 (15) 2322 (16)
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
(*) LE,NGTH = OVER ALL LENGTH OF LINTEL
I MATERIALS
. f'c 8" precast lintels = 3500 psi
. f'c 8" prestressed, 6" and 12" precast lintels = 6000 psi
. f'c 4" precast lintels = 3000 psi
. Grout per ASTM C476 f'g = 3000 psi wi maximum
3/8 inch aggregate and 8 to 11 inch slump.
I ENGINEERING I
SPECIFICATIONS
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
and/or 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 Lj360 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 j32 inch diameter wire stirrups are welded to the bottom
steel for mechanical anchorage.
. Concrete masonry units (CMU) per ASTM C90 with minimum net area
compressive strenght = 1900 psi
. Rebar per ASTM A615 Grade 60
. 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 roads 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 evalute concentrated loads from the safe load tab les
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
following 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)
w/ 15% reduction => 6472 (.85) = 5501 plf
@
@
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@ ELEV, (I) (B.O.L. @ 7'-4' AF.F.)
(T.O.B. @ 11'-0. A.F.F., ELEV. Ii) @
(T.O.B. @ 10'-8' A.F.F., ELEV. III)
(T.O.B. @ 12'4' A.F.F., ELEV, IV)
@
#5 REBAR AT TOP
MIN. (1) REQ'D
1-1/2" CLEAR
C.M.U.
GROUT
#5 REBAR AT BOTTOM
OF LINTEL CAVITY
LINTEL SCHEDULE
..::...a -:.-
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BOTTOM REINFORCING
PROVIDED IN LINTEL
(VARIES)
8F8-1 BlOT
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8F16-0B/H
8F16-1B/H
CD
@
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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DATE: April 15, 2005
NOTE: IT IS THE CONTRACTORS RESPONSIBIU1Y TO REVIEW ALL
DRAWINGS BEFORE CONSTRUCTION BEGI'lS, DANSCO
ENGINEERING, LLC is RESPONSiBLE FOR THE STrlUCTURAL
INTEGRI1Y OF THIS PROJECT ONLY. ANY DISCREPANCY BEIWEE.N
FIELD CONDITIONS, OTHER DESIGN PROFESSIOMlS' SHOP DRAWINGS.
CONTRACTORS' BUILDING METHODS, AND THESE SIGNED AND SEALED
DRAWII'.GS MUST BE BROUGHT TO THE ATTENTiON OF DANSCO
ENGiNEERING, LLC PRIOR TO THE COMME.NCEM[NT OF CONSTRUCTION,
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APR 1 8 2005
-----_...'
PLACE SEAL HERE DE #250989
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MINIMUM (2) 16d PER JOINT
20'-0" MAX
20'-0. MAX
40'-0"
PRE-ENGINEERE
WOOD TRUSSES
OVERLAP TRUSS BRACiNG
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ONTINUOUS BOTTOM CHORD BRACING 2 x 4 MIN,
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CROSS BRACING DETAIL (TYP.)
SCALE: N,T,S,
REVISED 8/22103 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
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HARDWARE LIST
CLIENT NAMF' US HOME TAKE OFF BY: A.S.
MODEL: Oxford 2003 - USP CHECKED BY: J.B,
QTY PER QTY PER
ELEV ELEV
DESCRIPTION II DESCRIPTION 1\
USP
SPT22 29 HARDWARE mOL TS\
SPT24 41
SPT4 3 1/2" x 8" J Bolt (or) 9
HTA 20-18 88 - 1j2" x 6" Expansion Anchors 9
HTW 20 4 - 2-7/8" "Hiltj" Nails 24
RT 16 26 . 1j4" x 3" Tapcons 18
RT 7 B
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 20
LTS 19 5 5j8" x 7" Wedge Anchors 2
HTT22 2 3j4" Wedge Anchors 2
MSTA36 10 3/8" x 11/2" Steel Lag Bolts 12
L TS 20B 2
LSTA30 4
SIMPSON
H8 2
TYPICAL HTA 20-181 HTA 20 INSTALLATION
JOB NUMBER: R14020
CUSTOMER: USH CORPORATION
JOB NAME: OXFORD 2000 II
DRAWN BY: TM DATE: 7-13-2001
PITCH: OH: 16" SQ
BEARING: 3.5" & 8" LOAD: PSF
11'-0" BEARING HGT.
mid-state truss CO., inc.
3125 Reynolds Rd., P.O. Box 1606
Eaton Park, Florida 33840
813-665-1309/1-800-940-8787
HANGER SCHEDULE
8'-0" BEARING HGT.
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i-PLY 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" FLAT CEILING
2.25/12 VAULTED CEILING
11'-0" FLAT CEILING
ALL UPLIFT CAPACITIES ARE BASED ON USP-2004 CATALOG
TRUSS JOINT UPLIFT CONN, FASTENERS** DETAIL
TYPE LOCATION (LBS) MANUF. COI\NECTION QTY CAPACITY PER CONN.
RIGHT 594 USP HTA 20-18 1 1200 10-10d x 11/2"
HOl INTERIOR 1980 USP HlW20 2 2630 40-10d 5.1-U/S7
LEFT 1386 USP HTA20 1 1500 13-10d x l1j2"
RIGHT 743 USP HTA 20-18 1 1200 10-10d x 11/2"
HOB INTERIOR 1683 USP HlW20 2 2630 40-10d 5.1-U/S7
LEFT 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 llj2"
HIP JACK USP RT 7 2 1170 20-8d
HUNG USP HUS26 1 1925 20-16d
2 x CONNECT TO
HEADER Wj 10d NAILS
12" OIC STAGGERED
2 ROWS
2 x 8 P.T. BUCK-COI\NECT TO BLOCK
WI 3/16" x 3 lj4" TAPCON
( 11/4" MIN. EMBEDMENT INTO BLK.)
.SECTION
A-A
1" MAX.
4
SOLID BLKG, AT TOP
BTWN. ARCH BLKG. & BUCK
3j16" x 3" TAPCONS
HEADER
1/2" DRYWALL
2 x 45 DIAGONAL
BRACE(S)
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 Wj 8d NAILS
INSTALL WOW. SCREW
ANCHOR INTO ARCH BLKG.
PER INSTALLATION DETAILS
"..80 NAILS AT 8' 0 C,
~ AT BUCt<.
LEAVE A CUT OUT IN O.S.B.
ON THE INSIDE TO ALLOW FOR
INSULATION TO BE INSTALLED
2 x 8 45 DIAGONAL
BRACE AT EA. FACE
OF ARCH WI (3) 10d
NAILS AT EA. END
PROVIDE TAPCON
~~T~~~C1:' MIN.
(4) 10d NAILS INTO
2 x 8 BRACE/ BLKG.
7/16" OSB CUT HOLE IN O.S,B. FOR
ARCH PANEL POLY-CELL IN THIS AREA
(4) 10d NAILS INTO
2 x 8 BRACEI BLKG,
2 x 8 SOLID BLKG. (FULL WIDTH OF WALL)
BlWN. OSB ARCH FACES W (4) 10d NAILS
THRU OSB INTO 2 x 8
PROVIDE TAPCON PER WOW. INSTALLATION
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
L
* Double connectors to placed diagonally to each other,
**00 not drive nails through the truss plate on the opposite side of the truss which could force the plate off the truss.
* * * Mounted vertically,
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" a.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" 10'-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) "L" BRACE TO BE FASTENED TO GABLE STUD WITH
10dx3" NAILS @ 4" O/C.
.. SECTION
A-A
6"
t1
HEADER CRIPPLE STUD
(4) 10d NAILS INTO
2 x BRACEj BLKG.
2 x 45 DIAGONAL
BRACE AT EA. FACE
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(4) 10d NAILS INTO
2 x BRACEI BLKG.
2 x SOLID BLKG. (FULL WIDTH OF WALL)
BlWN, ARCH FACES W (4) 10d NAILS
INTO 2 x
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
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INTERIOR ARCH DETAIL
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PLACE SEAL HERE DE #250989
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------
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2X4 SPF BLOCKING @
PANEL EDGES - NAIL
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CONTINUOUS 2X4 SPF
SPANNING (4) TRUSS
BAYS (8 FT) NAILED TO
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5/8" OR 1/2" CEILING DENSE GYPSUM
WALL BOARD FASTENED WI 8d COOLER
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MASONRY
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TO THE BEST OF THE ENGINEER'S KNOWLEDGE AND BELIEF, THE
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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
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NOTE: IT IS THE CONTRACTORS RESPONSIBIU1Y TO REVIEW ALL
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INTEGRI1Y OF THIS PROJECT ONLY. ANY DISCREPANCY BETWEEN
FIELD CONDITIONS, OTHER DESIGN PROFESSIOMLS' SHOP DRAWINGS,
CONTRACTORS' BUILDING METHODS, AND THESE SIGNED AND SEALED
DRAWINGS MUST BE BROUGHT TO THE ATTENTION OF DANSCO
ENGINEERING, LLC PRiOR TO THE COMMENCEMENT OF CONSTRUCTION,
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PLACE SEAL HERE DE #250989
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I UPLIFT CONNECTION CROSS-REFERENCE
USPSTRUCTURALCONNECTORS SIMPSON STRONG-TIE
UPLIFT LATERAL FASTENERS CONNECTOR UPLIFT LATERAL FASTENERS
CONNECTOR CAPACITY CAPACITY CAPACITY CAPACITY
MASONRY APPLICATIONS MASONRY APPLICATIONS
HTA16 1500 590 13-10d x llj2" META16 1450 335 7-10d x llj2"
HTA20 1500 590 13-10d x 11/2" META20 1450 335 7-10d x llj2"
HTT16 4290* - 18-16d HTT16 417F1* - 18-16d
HTT22 5370* - 32-16d HTT22 F1?f10* - 32-16d Sinkers
LUGT2 1850 16-10d & 5-1~4"X3" LGT2 2150 16-16d Sinkers & 7-
- Wed~e bol s - 1/4"x2 lj4" Titen
LST19 1390* - 8-10d LTT19 1~n()* - 8-16d Sinkers
L TTI31 2650* - 18-10d x 11/2" L TTI31 ?~1()* - 18-10d x llj2"
FRAME APPLICATIONS FRAME APPLICATIONS
RT7 585 170 10-8d x 11/2" H2.5 415 150 10-8d x llj2"
RT16 1 O:iO 645 16-8d x 11/2" Hl0 990 525 16-8d x llj2"
RT16-2 10:iO 390 16-8d x 11/2" 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 RRF1 - 6-10d x 11/2" SP4 885 - 6-10d x 11/2"
SPTH4 1730 - 12-10d x 11/2" SPH4 1360 - 12-10d x llj2"
MUGT15 3965 - 22-10d MGT 3965 - 22-10d
LUGT2 2260 - 32-10d LGT2 2050 - 30-16d Sinkers
HlW20 1530 95 20-10d HTS20 1450 - 20-10d
MSTA18 1275 - 14-10d LSTA18 1165 - 14-10d
MSTA24 1 .10F1 - 18-10d LSTA24 1235 - 18-10d
MSTA30 1f1:iF1 - 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
1/4" MIN. SPACE
TRl USP TR 1 W/3 - 8d
COMMON NAILS @ EA
TRUSS OR BLOCKING
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3/4" P.T. NAILER
1/2" DRYWALL
CURTAIN NAILER
1 X 4 P.T. @ WINDOWS
1 X 8 P.T. @ S.G.D.
* 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.
P.T. PLATE
SCALE: N.T.S.
REV. 9/03
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@ NAIL OPENING PERIMETER @ 3" O.C. W/8d
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@ NAIL INT. AT 6" O.C. W/8d COMMON NAIL
@ STAGGER ALL VERT. JOINTS & NAIL @ 4" O.C.
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NO SCALE REV. 5/12/04
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CONCRETE BLOCK REV. (STEM) 1/18/05 TH
SCALE: N.T.S.
I I
:~: TRUSS/JOIST/RAFTER
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2 - 2x4 TOP PLATE
CONST. GRADE SPF
USP SPT 24 w/6-10d
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2x4 SPF STUDS @ 16" O.C.
1 1
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--------- 2 - 2x4 TOP PLATE
CONST. GRADE SPF
USP SPT24 W/6-10d TO
STUD & TO TOP PLATE
2x4 SPF STUDS @ 16" O.C.
USP RT 16
@ 16" O.C.
3-12d EA. END
OF BLOCKING
TRUSSES
-----
-----
STRUCTURAL SHEATHING
(MIN. 7/16"). NAIL 3" O.C.
EDGES STAGGERED, & 6" O.C.
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WEDGE ANCH. w/2" WASHER 6"
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MIN.,w/#3 PT PLATE
USP SPT22 W/4-10d TO
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TITEN H.D. @ 6" FROM CORNERS & JOINTS & @ 32" O.C.
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#3 PT PLATE W/ 1/2" X 8" A307 A,S.
OR 1/2" dia. X 6" TITTEN H.D. @ 6"
FROM CORNERS & JOINTS @ 32" O.C.
A
LAST PLOT
DATE:ApriI15, 2005
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NOTE: IT IS THE CONTRACTORS RESPONSIBIUTY TO REVIEW ALL
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ENGINEERING. LLC IS RESPONSIBLE FOR THE STRUCTURAL
INTEGRITY OF THIS PROJECT ONLY. ~Y DISCREPANCY BETWEEN
FIELD CONDITIONS, OTHER DESIGN PROFESSIONALS' SHOP DRAWINGS,
CONTRACTORS' BUILDING METHODS, AND THESE SIGNED AND SEALED
DRAWINGS MUST BE BROUGHT TO THE ATTENTION OF DANS CO
ENGINEERING, LLC PRIOR TO THE COMMENCEMENT OF CONSTRUCTiON.
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REINF.
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INTERIOR BEARING
w/UPLIFT
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 "B" 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. 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
NO SCALE REV. 9/03
THIS DETAIL REQUIRED ONLY WHEN & WHERE
SPECIFICALLY INDICATED BY THIS SYMBOL
SHEAR CAP. 260#L1N.FT.
SIGNED AND SEALED FOR THE STRUCTURAL PORTION OF THIS
DRAWING ONLY.
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PLACE SEAL HERE DE #250989
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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)
1/2"x 8" A. BOLTS 6"
FROM ENDS & 32" O.C.
P.T. #3 S.Y.P. 2x
BASE PLATE
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NO SCALE REV. 09/9/04
UPLIFT CAP. @ GIRDER: 2630# (2-HTW20)
CANTILEVER BEAM @ RAISED ENTRY
Exterior Frame Wall
EXTERIOR FRAME WALL @ RAISED ENTRY
SCALE: N.T.S.
(ELEV. II & IV ONLY)
REV: 03/28/05
REV: 03/28/05
SCALE: N.T.S,
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TRUCTURAL NOTES
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1) CODES:
1.1 FLORIDA BUILDING CODE (2001).
1.2 BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (ACI 318-02).
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.
LAST PLOT
DATE:April 15, 2005 @
NOTE: IT IS THE CONTRACTORS RESPONSIBllI1'l' TO REY,EW ALL
DRAWINGS BEFORE CONSTRUCTION BEGINS. DANSCO
ENGINEERING, LLC IS RESPONSIBLE FOR THE STRUCTURAL
INTEGRW OF THIS PROJECT ONLY. ANY DISCREPANCY BETWEEN
FIELD CONDiTIONS, OTHER DESIGN PROFESSIONALS' SHOP DRAWIf'.GS,
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.
SIGNED AND SEALED fOR THE STRUCTURAL PORTION OF THIS
DRAWING ONLY.
'''-'-----....
L
PLACE SEAL HERE DE #250989
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SP MSTA 24
W/18 - 10d x 11/2"
(6) 16d @ EA. E~D
lOd @ 8" O.C. STAGGERE.D
EACH MEMBER (TYP.)
STRUCTU RAL NOTES
6) WOOD:
6,1 WOOD STRUCTURAL FRAMING MEMBERS:
WALL STUDS
TOP & BOTTOM PLATE
BOTTOM PLATE IN CONTACT WITH MASONRY
I JOIST SQUASH BLOCK I
TRUSS BRACING & BLOCKING
FURRING & B.U,C. STRIP
-SPF STUD
-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
6.7 FOR RETROFIT STRAPS WITH MASONRY SCREWS USE (1) - 3/16" 0 X llj4" LONG MASONRY
SCREW FOR EVER (2) -10d NAILS
6.8 USP TA 51 EMBEDED STRAPS MAY BE REPLACED USING USP KST 248 STRAPS Wj 21-12d NAILS
THRU SHEATHING & INTO STUDS ABOVE & (8) 3/16"0 x 1-lj4" LONG TAPCONS
SP RSPT4 W/(4) 8d NAILS INTO
TOP PLATE & (4) 8d NAILS INTO
STUD (TYP.)
CRIPPLE STUDS @ 16" O.C, BETWEEN
HEADER & TOP PLATE Wj USP SPT24
@ TOP & BOTTOM (U.N.O,) WHEN APPLICABLE
(2) 2X8 NO.2 SYP HEADER w/7/16" 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/18-10d 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 LTS19 @ EA. END OF OPENING
WI 8 -10d & 3j4" DIA. ATR ANCHOR Wj 5" EMBEDMENT
MIN. USING SIMPSON "SET" EPOXY
NOTE: SEE PLAN DETAILS FOR CONNECTIONS THAT
MAY BE REQUIRED FOR SHEAR Al\D/OR 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 #'5 = (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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DATE: April 15, 2005
NOTE: IT IS THE CONTRACTORS RESPONSIBILITY TO REVIEW ALL
DRAWINGS BEFORE CONSTRUCTION BEGINS. DANSCO
ENGiNEERING, LLC IS RESPONSIBLE FOR mE STRUCTURAL
INTEGRITY OF THIS PROJECT ONLY. ANY DISCREPANCY BE1WElN
FIELD CONDITIONS, OTHER DESIGN PROFESSIOI\ALS' SHOP DRAWINGS,
CONTRACTORS' BUILDING METHODS, AND THESE SIGNED AND SEALED
DRAWlto-GS MUST BE BROUGHT TO THE ATTENTION OF DANSCO
ENGINEERING, LLC PRIOR TO THE CO"v1MENCErviOO OF CONSTRUCTION.
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PLACE SEAL H ERE DE #250989
....-----,-
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INSTALLATION OF WINDOW
BUCK STRIPS - lx3 (MIN). GLUE
STRIP W/ADHESIVE SEALANT
& SCREW Wj3j16" x 2 lj211 PHILLI
FLAT HD. "TAPeON" SCRE:W MIN.
4" FROM END & 1611 O.C.
EXT. FINISH
DRIP EDGE
INSTALLATION OF S.G.D.
BUCK STRIPS - lx4 (MIN). GLUE
STRIP W/ADHESIVE SEALANT
& SCREW W/3/16" 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. SCREWS
W/PLASTIC ANCHORS I .-'"
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
g~~~~~ JAMB
11/2" RECESS
IN SLAB
SLIDING GLASS
DOOR
. TIE BEAM .
. PRECAST LINTEL -.
(/)
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0:: FASTEN PT 2X 8 BUCK TO
<(
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MASONRY Wj 3116" X 3"
TAPCONS 6" FROM ENDS
AND 16" O.C. MAX.
FASTENING WINDOW TO
BUCK RESPONSIBILTY OF
WINDOW MANUFACTURER.
/
/
2 X 8 BUCK DETAIL
SCALE: N.T.S,
3-15-04 TH
L
3
2
TYP. 8" BLOCK WALL
1
6" BITUMINOUS TAPE INSTALLATION SEQUENCE
----~
1 X P.T. WI 3/16" X 2 1/4"
TAPCONS @ 18" OIG MAX.
& 6" FROM CORNERS
EXT. FINISH ---1
JAMB. FILL I
ALL HOLES W j I
l-1j2"X#8 (MIN.),
SC/{EW
I
SEALANT
BACK OF ALL
JAMBS
TRACK - FILl:
ALL HOLES W j
1"X#8 (MIN.)
SCREWS WI
PLASTIC ANCH.
WINDOW HEADER
2 - 2"X12" S.Y.P.
UNLESS OTHERWISE
SPECIFIED
1/2" D.W.
------TRIM
(SEE PLAN)
S,G.D. JAMB
'-- 3j4" RECESSED
SLAB
SEALANT
MAS. WALL EXT.DOOR JAMB
SCALE: N.T.S.
FRM. OPNG. SGD INSTALL
SCALE: N.T.S.
h
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a: ) 10 PERCENT OF LEAST HORIZONTAL DIMENSION OR O.4h, 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 B, 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 1606.2D
OF THE FLORIDA BUILDING CODE 2001.
3 PLUS AND MINUS SIGNS SIGNIFY PRESSURES ACTING TOWARD
AND AWAY FROM THE BUILDING SURFACES.
FILLED CELL Wj
#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
Wj 3/8" X l1j2"
STEEL LAG
BOLT WI
WASHER. MIN,
6 PER TRACK
TO JAMB.
2"x6" P.T. WOOD JA!'v1B
DOOR AND CONNECTION PER
GARAGE DOOR MANUFACTURER
TYP. GARAGE DOOR
TRACK MOUNTING DETAIL
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OVERHEAD
0 DOOR 7
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SECT. OVERHEAD GAR. DOOR INSTALL
SCALE: N.T.S. I\OTE: THIS DETAIL HAS A CAPACITY THAT IS EQUAL TO OR
3-15-D4 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 the 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 all 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 the 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 liB" 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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LAST PLOT
DATE:Apri115,2005
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DRAWINGS BER)RE CONSTRUCTION BEGINS. DANSCO
ENGINEERING, LLC IS RESPONSIBLE R)R THE STRUCTURAL
INTEGRITY OF THIS PROJECT O'iL y, ANY DISCREPANCY BETWEEN
FIELD CONDITIONS. OTHER DESIGN PROFESS!OMLS' SI-IOP DRAWINGS,
CONTRACTORS' BUILDING METHODS, AND THESE SIGNED AND SEALED
DRAWII'.GS MUST BE BROUGHT TO THE ATTENTION OF DANSCO
E'JGINEERING, LLC PRIOR TO THE COMMENCE:.MENT OF CONSTRUCTION.
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PLACE SEAL HERE DE #250989
I
MIAM_
_iiII
DVlLDmG CODE CO:\tI'L.IA..'iCE OFFICE (13<.."<:0)
PROm:iCrCQNffiOL ~lV1StQN
J~OTICE OF ACCJ~CE (~q~} ~
CerlalllTeed Corporation
1400 Union MeclingRoad
Blue BeD, PA 19422
This product is apl'royed as d~cribed herein, and bas been designed to comply with the H@tVtlodty Hurricane
~ne()ftM Florida Building Code.
D,ESClUf'TIO~; .' Landmark 30 (~d.AR) (and 'VidoTr2ck QB), L~m4lUark 40 (and--Alt) (nnd\Vi~eTra~k
QB) and LllndmarkSO (itlld..AU) (and WI~eTra~k QD)
RENE\VAL ofthis NOA sball be considered after a renewaIapplication has be-enfiledand there ~as bun. no
t;qang.e in tl1eJlppl1caple building cQ~e ne.gat.lvelyaffecting the ~orm<mce; oftl1i~p,roduct.
TERMINATION Of this NOA will occur after the expiration date or if there has b<<n a revision ot change in the
materials, use, mid/of roanufacfure oillie product or process. MisuSe oftbisNOA as ail endQrselh~hfof any."
proouct, for sates. ad\'ertlsingor any other pUIptiSCS ~han automatically t~lin.ate this NOk Failure to comply
with any section ofthisNOA shall be cause {or termination and iemo..:al of NO A..
ADVERTISEl\1ENl':The NOA number pr<<eded by the words Mietni.Pade Cm.mt.Y, FlQrida.and fQllQWOO by
the expiration date UJa)' be' displayed in advert1sinaliterature. If any portion .ofilie NoA is displayed, then it shall
be done in its entirety., . . '
INSPECTION: A copy of this entire NOA shaH be provided to the user by the maJ'l.~ctutc.: Qt its distributors
and shall be a~i1ableJor inspection at the job site at the request of the Building Official.
This NOA CQnsists of pages J through 4. .
The submitted documentation was reviewed by Frank. Zuloagas RRC
~...
a
NOANtM lJ2..1219J)3
E3,pira,tiQu Dale; 01.lZ8J07
Appro,'al.l)att:03121/QJ
. Pag.c 1 or4
O. I.ABELL~G
6.1 Shingles shall be labeled with the Miami~Dadc Logo or the wording ~Miam.i.Dade CQunty
Product Control Approved".
7. U\JII~DJNG PERJ.'\1frnEQUIREMEN'1'S
7.1 Application for buitdinJ1 pennit shall be accompanied by copies of the following:
7.1.1 This Notice of Acceptance. ,
7.l.2 /\11Y otherdocunierits ~uJred by the BuiIdfngOf~dal or the applicablo c~ein
order to property evaluate the i~llation ofth{s system.
DETAlliA.
CERTAINTEED LANDMARK 30,40, 50
All dlmenslonsshown are tn incl'..as
-111/4, .~
55181
27 112
5518"1
5518
Full.
Shingle
--
Starter
Eaves
NOA No.: 02-1Z19.03
Expiration Date:02t28/01
Appruval Date~ 0311.7/03
. . Page;} of4
L
ROOFING ASSEl\IBLY 1\1'PROV AL
Roofmg
07310 Asphalt Shingles
Dimensional
Wood
~ilt~~,t!i.
Sub.Cat~ory~
~:fat~Tfa~
. Det:J< T:ype~
.1.. SCOflE
This revises C(rtainTe~tJ Landuuuk 30 and AR(andWldeTrackQB), C~rtatnTc.edLandnuU'k 40
audAI{ (and 'VldeTrack.QB),Certaln'f((d Landwark SO andAR(and W{d\f.Frad( QB) Shingles
as manufactured by Certain'reedCorporatton described in Secti()112 otthisl-{otice of Acceptanl:e.
2.
Test
SllecificatJ()~!!
~rodnd D~triptIQn.
A heavy.weight, . 247)b/$il. dimensional
asphalt srorigle'. ' .
Ahea'Vywcight, 2641b/sq.. dilnmsional
asphalt shmgle.
A heaVy weight, 2961b1s<t. dimensional
asphalt shingle. '
Accessory shingles fot hip, ridge and
starter strip applications.
PA 110
PA 11()
13~" x38%'" PA 110'
yariQUS proprietary
3.. EVI})E.i'l(CESVBl\U1"l'ED:
:.t:e:it ~~d~p.!iti~r.
R6&4
PCTC..Q 142-01
arCO06~Q2...o 1
94NK9632
02NK4244&
'r~$' ltl)n,e~R~po,t;!
lJL.79Q
P A lOO
~
04/02101.
01112101
11/12102
11/3,0/00
11/08/02
PRI Asphalt rechnologies"rric~
Underwnt~'TS Laboratories, Inc.
Wind npli:ft resistance P A.t 07
4. U'UTATIONS
4;1 Fire ctassific$tiQn is n(}t part of this acceptance; refer tQ a current Approved ROQnllg
Materials DirC9tory f()r fire ratingsofthis p.roduct
sb.allnotbc installed O,U roofme~n heights in ex<:ess of33 ft~
5.
FIGUSE 1: FLAe~ING INe,fALLATION
.....~..
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NOA Na.; 02~1Z19.03
Expiration pate: Oil28/()?
;\11pro"al,Date: Q3/17103'
})age 2 of 4
~i.t $tM.A'<T.
e<T~t>MiN. 0#(;>"
d.Ji$;C:~~ ft..d.Wm
DETAll.B
-t
.~"".........",,~,-~. 383/4"
r--~-""""'"
121t_.-,-~,,--- 14314" -- ..
131(4'"
LANOMAHK 30,40. 50. (AND AR)
t,."
. ..,...
WIDe {
'NAiL(NG~
AREA .
..w. ,"eAt""", ~
FIGUfQE 3:CORNEfQOSTAIL.
FLAII-IING, IN6TAL.lATlaN
FfGURE2: WALL FINfeJ.4
= :
LANDMARK 3O,40~ 50 (AND AR) ~ WIDETRACK OS
(~'eep Slope)
EN)) OF 'flIlS ACCEPT Ai"{CE
I
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~~.
NOt\. Na.: 02.1219.0)
l~:<pjrati(m Datlit OUlal01.
.\pprovalDate:03/27/03.
Fa ge 4 of 4
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!.hASHING DETAILS
NOT~:.1HiS OET(\lL is REQUiREl) , ,
AT ^lLV!;"T1PAt. W.\U. iNTERseCTIONS
WITH RO(J~ VAlWYS " 1~()(;IP C~~/<;E1S,
FLA$HlNG OErAlLAl' CRlCKEI/KNEeWALL iNTERSECTION
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DATE: March 15, 2005
NOTE: IT IS THE CONTRACTORS RESPONSIBIUlY TO REViEW ALL
DRAWiNGS BEFORE CONSTRUCTION BEGINS, DANSCO
ENGiNEERING, llC IS RESPONS!BlE FOR THE STRUCTURAL
lNTEGRJlY OF THIS PROJECT ONLY, NN DISCREPANCY BEiWEEN
FIELD CONOITIONS, 01liER DESIGN PROFESSIONALS' SHOP DRAWINGS,
CONTRACTORS' BUilDING MEil10DS, ~D THESE SIGNED AND SEALED
DRAWINGS MUST BE BROUGHT TO 1liE ATIENTlON OF DANSCO
ENGINEERING, LlC PRIOR TO THE COMMENCEMENT OF CONSTRUCTlON.
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I
MAstER SHINGLB APPJ,.ICL\TOR'S MANUAL
LAMINATED SHINGLES
yor.l9 OBjECl1JlJJ:
.1b learn the corrt'd procedurf! for fnsl-a!IJllg
laminated sblngle....
tANOMMK~' SIRlES, WOOD5<APP SiR/U,
I.AHDIMtIf" 40 m AND l.ANrmAtl(" n
ThlltC ~il1gl~;$llre bltut ~\n a fifx>r g41SS base to provioo a Cf1ss A
UN:. re~bWl(e rnting. ~lrid watl"Mllcs ,ire graduMOO llccorclin&'
{a l~e kw.f1Jl..'l'S Il':lttJllty dm~otl; A $o.)W shingle pro~1JC$ a 70 mpb
wind warranty, 1l40-jw pro\idc.i 81.1 rnplt, ;15o..~'m p{'()\'lu<>s 90 mph
1111d \lliu\Il<<l.fJictillle nul'.llUon is \~IUt;l.ntrd lip to t 10 mph,
N,Q'ru: The wind 'lYJfTlUlty intte.lscs wht.'11 fJSteflcd with six runt'! ill
lhi1 wmmoo bvnil arrll irweful ufwilh ({l\lt a$ (uUm\'$ \Sfe r~l/!'IJ 15.5):
. 50.)'(':<!t illCNa..q'S to SO MPn
. 40.~~r Incre.\$(3 tr) <J{j MrH
. 50-retf i!tc~~~:S 11) I 1.1) Mm
(R(!()/'lng ccmcnlls not n-qn1rcd, tltt<pt (lil ~1Cl?p sl1)~<:.)
* WooJ.'lC~ a.od LntulmJrk shl.ngks h;t\.c t!Je insu11cr"(delldlr
'Mdcl'rll,(k QB'" fwun" whk.l1lll1lvldcs 1 t/lv wIde tl<11lhig area and
~4'{~lrnn\h1cd QuJJt:'l-l3orull:u.l!ID:llln:!adh~~\1 (:WffgtiN 15-J),
* Lalldlllatk 40 ni .-lbe~ SU\'ld, for IUlVad l1.'SisUl1t -l~ ~ll('t~;illy
ffilllWflld.l,\t,td with a reiltiQw~d fibt'fgla~,:; ~ctiln to um.1 \'r, 2418
Clm <1 tflJtlW reslwJKerntillg and ills ro$t) algae f(>SIli1<UlI,
XO'fE: lillldflurk 4XIlR must be l1'I:llltW O\'\:t a c1f:Al1 deck (no
roof-<:O\tf.s) 10 obtain the I\l.l H8 liHIUg. It t, s!rongty recot'.1n\t'tidl'll
Ulat Imp:Ld re$!l;laul c:tp shl\l~h~ l1t:lde trom XC 50 IR ~111lSleg be
in~(afItd ()U all hips lUld' dds~. s.;,me 1n.s1l!:l.l1ct 'I:urlen; ItlllY 1l()('
(;{)os'idtr tberool ")'Stl'm us COlUp1illlll 10 t:t 22 W Cfa..o;s .. witl1/Hlt
ll:\lp4l1:t {~$l~~\fJt (;;lp ohlng.lt'S
~i1Wtk n Is \Jlll<ilJ(~ b~callse its P:ll(>O!('d !ti.r.M1it1~te"
d~~lgJl tom!1inl!~ lhl'-ce layc~ of 1Mk'l'lallfl p!il\'idc II drwlll11kally
thkk shingle with a ~(){)() s.11m.'t 5tif~. .
Witlllhc txc~'PtklO (-,f l.:aldmarl< 11., d(l5cd-M \)1,ll\..Tg are prd'ww
by C~'1t\illt~'l.~l ';\!ten Ilppl>iog (fJ.csc sbil1gk'$. Op\:11 "a.lIC)~ are
(,(t~t!ldcd \dl~n IlwI}1ng '"ndmltrk 'It; ~~..r CfusOO-(UI
\'aIfc~l are lI.lstJ ll<<cpInbk. ~~m'll 11I.Ue}'S are nQ1 ~OIlWl{'IHIM (01'
L.1tdcnW'k n. t<<tUlSe the Irf L'l/ftJl1i(tcd $hll1~ c.~n. backle ~lld
bCl.X1IUe damaged "bl'n ~bal?oo ilito full valley. Nllih are requ~d :no
(l\S!CllCN fer L<\JlOOlarl, n, ~t:lplc~ Me riot illlwcd
sr.\l\DAnn OR ~,'ttP SLOPE tJSl.lE.R1.\Y~UlNTl sbhl.s1c
noocdal"J.w!l~$ m~'('tillg ASUi D1869 Type ~ 5tllndmls is ~1.1gg~lcd,
Ctrtalntt:ed'$ Roolers' Sdect'~ Shluglcl~t'~ or Rool\\"r.lll'''' is
preferced.
tOW' swtt r1\1)ERL\YME.~1': Olle lltix>( <)f Wlllli:t-{i\\1l'd'" Or itS
cqUII"-UCJ\l$, or lITo 11l}(i'S0f 36" (915 mm) "'ide Cdl $h1ngl~ \llHk1"lay-
mcnlla~~l 19' (tiS5 Ulm) mu~t be uppU~1:f OWl thl! ~tltlre roof.
L\troltf,<\"ff: WIlt'll !U}uJUIJg J:ll:lliYark n. on Jim' NOPl'lll OOO,I:1)'(:j'
oJ WintttGillltd or an eqtth'31rnt ~J{{tprooflng ~hlilgle undcrlaYlncnt
*
For t&fibnfuJ qlla~ns. tBforrnatloB 0I111tceptabta
lIltcma11vll appl1nl)(;l1 mfJtf.o~t aM inll[Otf~J$.
or a tDpy llf !he P<<ldlld warranty, umfAtt m,
~~m H$lud beluw:
.Y2:!!J.~epJW:..9.U.~@,,~PP.!l~Jf:L._..,._._..___... ...r --.
CertilidThall Horne Ti'lSIitul$ . OOH8H111". .
~!~l1f~W fax.~.Q!m~!l!L_..__~g._~l~l _t:.. .:l
CSltalljf~R lecl1nW Services $00.345.1145
BS
'Wmllf.lO: "ftM-CQllml {}Jagvl1tdAfet/xJd" n:s/:dfutlmt sdJ/'iJJfltk~
ffgll1f1 I J.J f; lIfShHgN vi Ck',,({ffl/ (\'1Ite')' d,1a it..
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LOW AtiD StANOARD SlOP!
U(GUStt DIMENSIONS
*
BACl<
S fEll SLOfE
* WldeTl'lu:k QB
-
. MUIU( .OtMENSlONS
* WldeTra<;k QB
'...........131/,.. ........"1-11'!4'.. f............131N'.......~
{345 mm} . (299 [run) (MS mm)
.......1Ql/2'0;"'.. .....101~>>-
l265 rnm) (Z6S mm)
....
.......
~.
flgJ.w 15A: rfsttjvlJ.t n.1tl~.ror l't'i:f)'ju!1 sNIl~/.
UNDER$! QE j......--..........--......--..-a-;;act;a:a;Od-il
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t!i'II'it.;;fm.1g !JIiMm'&uIJC()1iSfi'llNJOIJ.
CbaPM')$ CER1"'\IN')'IlIW SJJIN'GU HhrCA'rORSllUNU.\f.
C!ifipMrJ5 e ~ RT" I N l'f. Ill) Sill N {i U 1 P P tI C ,\'( () Ii S ~tAN tJ.\1.
---...------ .
CHIMNEY flASHING
......"".."." .''''''-'''''''''''''' .".".""..""""""'.......:"."".."",..........................."..,,...,,..""....
Melal Step flashing
~Mllli: t'se 7$,,\>' or more fur Mdrlc Jlmem,!oo and
t:UldHark TL smnglt'S.
fiWu-q J5'[ t t~'b(1lJ.1lt(1,ltill!i 11 r;,~iJnrn'Y,
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fft,1!/1Yt 15.~ Stam{(JJ'd sf OM IUtderfa)'JT/fIU and sflJrkr dh'l> ~(ge 1fe'.tJflv,
B?
no
PIUtARING 11ll ROOf
SURIACr fOR R!AOOHttG
fff:;ttf'1;t 15- J >~ Nl.'e'(.(Jlitw l)iagOlwl, ;\'i:stfd,
lsr COlRSt:
t. l'bi.\ unt-course stungtes are llt~tJe Q( full Und.\{ark $hitlgk'$ wilh
2,. cut off the .bmtom f~r the fu!ls.
z.. MlgiJ tile tu:st-{QUf$(t $ll'l\)$ wltb tue IC1l and (QWCf cJ.<;~'$ a\l~h
wnll ~U~ ~L'\rtet wn~
1N:O TUROIJGH 5Tl~ (O~RSES:
t~~l+1'e 1.5: 7: MaM starter .hfngks by i'lml{/drrg fOO rower .5- (,'(lis.
<:Il At,\! Ntu () S lfl NGJ.11 ,\ l'P HC.\T'O R'S M A.N U.\L
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DATE: March 15,2005
NOTE: iT IS THE CONffiACTORS RESPONSIBIUlY TO REVlEW ALL
DRAWINGS BEFORE CONSlRUCTlON BEGINS. DANSCO
ENGINEERJNG. LLC IS RESPONSIBLE FOR THE STRUCTURAL
IN1EGRflY OF THIS PROJECT ONlY. NN DISCREPANCY BElWEEN
AELO CON011l0NS, OTHER DESIGN PROFESSIONALS' SHOP DRAWINGS,
CONTRACTORS' BUILDING MElliODS, AND THESE SIGNED AND SEAlED
DRAWINGS MUST BE BROUGHT TO THE AmNTION OF DANSCO
ENGINEERING, LLC PRIOR TO THE COMMENCEMENT OF CONSTRUCTION.
,...---
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LAST PLOT
DATE: December 21,2004 @
NOTE: IT IS lliE CONTRACTORS RESPONS181UTY TO REVIEW ALL
DRAW1NGS BEFORE CONSTRUCTION BEGINS. DANSCO
ENGINEERiNG, LLC IS RESPONSIBLE FOR lliE STRUC1\JRAL
INTEGRITY OF nitS PROJECT 00l y, Nff DISCREPANCY BETWEEN
FIELD CONOmoNS, OTHER DESIGN PROFESSIONAlS' SHOP DRAWiNGS.
CONTRACTORS' 8UILDlNG MElliOOS. AND THESE SIGNED AND SEAlED
DRAWINGS P.llST BE BROUGHT TO me A TTEN110N OF DANSCO
ENGINEERING, LlC PRIOR TO mE COMMENCEMENT OF CONSTRUCTION
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CAULK BETWEEN
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8. \JOOD BUCK
PERIMtTER
CAULK BY V
OTHERS
INSTALLAtION ANCHOR
J/16' DIA. TAPPER
(NOTt: 17>
CONCRETE OR
MASONRY OPENING
BY OTHERS1
SHIH AS
R(Q'D
(SEE
NOTES)
'<1
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BV OTHERS
INSTALLATION ANCHOR
.e SeRE\I \lOOD <lYP.
'-'HERE: TAPPERS ARt
NOT REQ'D. - NOTE 22)
SECTION A-A
-
&
CALU<lNG AT rMTENER
Ha.E$ RtQVlRED
(SEE NOTE 2).
SLIDING GLASS
DOOR FRAME:
SILL
1>>\
.~
1 1/4' MIN.
EM~EgM7NT
SLIDING GLASS
DOOR f'RAME:
HEAD
TEMPERED
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REQUIRED
(SEE NOTE: 2).
,
l/a.' A
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. ~
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(NOn: 17>
CONCRETE OR
MASONRY OPENING
BY OTHERS
SHEATHING
BY OTHERS
SHIM AS Rt/Q'D
(SEE NOTES)
CAULK BETWEEN
DOOR F'tANGF:
a. SHEATHING
STUCCO
OR SJDING
BY OTHERS
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(S!C NOTE 2).
SLIDING GlASS
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SILL
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SHIH SPACE
. QI
. 6
.
A
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INSTALLAT1CJi NlClm
ae WOD SCREV V/PLASTIC
ANa.OR (l'YP. \JHtRt
TAPPERS ARE: tllT RtQ1).
& stE NOTE 20)
LIBERAllY N'PLV CAUU<1NG
UNDER SIU. OR stT SILL IN
BED or C(J,\CRETt (SEE: NaTE: 2).
SHIH AS REQUIRED (SEE NOTe 1>.
I-lIS' MIN.
EMBEDMENT
SLIDING GlAS
DOOR f'RAME
HEAD
TEMPERtD
GLASS
<TYP.)
CAULKING &
REQUIRED
(SEE: NOTE: 2).
MASONRY INSTALLATION
&.
2X4, 2XG, DR axe VOOD
BY OTHERS (Nan: 6)
CONCRETE OR
MASONRY OPENING
BY OTHERS
SLIDING GLASS
DOOR f'RAM~
JAMS
1/4' MAX.
SHIH SPACE
1/4' MAX. SHIH SPAce
1 J/04' MIN.
E:MBEDMENT
ONe BY WOOD
BUCK BY OTHERS
(NOTC II a. 1~
CAULK BETWEEN
\JOoD BUCK &
MAS'Y. OPENING
BY OTHERS.
SHIM AS REG'D.
(stE: NOTES)
SLJDING GLASS DOOR
HOO)( STRIP
INSTALLATION ANCHOR
eta "000 SeREV <TVP.)
(NOTE 23)
(~ SWVN 1M S~
PlAte fOR ClARITY [N.Y.
l(J(]( STRIP ~ IO.E$
SPAtED a. N'ART u.
[J'PQ'Slft nAHGl:SJ
CAUlI< BETWEEN
HOOK STRIP S.
"ODD BUCI<
TEH?ERED GlASS
(TYP,)
INSTALLATION ANCHOR
3/16' DIA. TAPPER (NOTE: 11)
CAULI< BET'JEEN
DOOR rt.ANGE
& "00l) BUCK
~
. CONCRETE OR
MASONRY OPENING
BY OTHERS
STUCCO
BY OTHERS
SECTION B-B
r ..
LUCCD T
BY OTHERS
SLIDING GLASS DOOR
INTERLOCK
HOOK STRJP DyET A~b
IMPORTANT INFORMAnON a GENERAL NOTES
The$.e ntU.s are ~ to ~rt Il(opet wu~ of f1or~ Extr\Iders ~ pWuc.U aocS nMt be followed tully.
TEMPERED GlASS
<TYP.)
PERIMETER
CAULK BY
DTHERS
......-- S ,Go D. \I 1 DT H ...
DOOR
HEIGHT
GENEP.AlI~~Aj.,lATtotf INSJRUCTtONS
1) SHtH /oS REQ'O. A.T tACH lNSTl\UAl1ON ~OR wrrn LOAD BfARlOO SHIM. HA)t NJ.lJHNJl! SHIM STAO< TO Be ll....
lOo'D 6tAAtNG SHIM AY SILL MUST BE PRfSStJRE TREATEO WOOO OR PlAStlC AND MVST BE COMPlETU'f ENCAPSUlAl'EO I'"
CAUI..XlNG OR SET fNfO WET CONCRfTe.
A 2) use SlUC()N}Zfl) AaMlC CAW WiINO DOOR RANGe AT HfAD & w..ss. UB(P.AUY t>m 'f SlUCONlZfO ACP.YUC
~ CAUlKING ~sn.t. OR seT SlU.1N BED Of' wa ~ GWIJ( et1WUN BAOC ~fJt ~ SIll. ~AND
~. CAU\JC AU. FASrolU HOl1S ~OR TO INSTAWNG fMTENEA MfJ MOOt<<) HEAD AFTER INSTAU.Anoo.
J) USE stuC(lNtttO AO\YUC CAlJU( FOR KRJMETER sv.a. MOUND OO'EtUOR OF OOOR Mt) ~ HOOK STRn> a BUCK
r<m POOCtt DOORS.
B 4) JAMS AM) SlU OORNW AA.E TO Be SUUO WIlli" SMAlL JOtNT SEAM SfJUR.
S) OOOR fRAMe MAmuAL: ALUMINUM AltOV 6063,
~ 6)lWO f1'f wooo aucx MO/Oft FAAHlNGAT ltfS HOOl'STRIP TO ee SEMa.'t FAStENEtHQTAANSWt ll12 lOADTOTKE
~ MASONAV, CON(RfTE OR Ol'HfA mvc:ruMl su&S'tP.ATE PER rac, SECTtON 1101....4.1 AAt> -me ENGlNtER Of RE~
DETAILS.
7) R()(UOA EXTRUCfRS 1000 SElUfS SUOJNG GlASS IX>OR IS SHOVv'H. THlS mNr N..SO AWUES TO ll1e R.ORIOA
OO'RlJOEP& 500 NiO 2000 SEAlES SUDING GtASS DOOAS..
8) WHEtU: ~ ~ M<MNG PANa ~D "or' ~ FD<a> PANU, ~ CONf1<:;\1AATIOOS AAE /IS USltJ)
ON 1l1~ ANOiOR INSTALlATION OiART.
A
~
~
B
1>>\
A
tXU~RIOB rl..~VAnQN
2 PANEL DOOR SHO~N
(SEE NOTES 9, 9 S. 10)
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FLORIDA EXTRUDERSlNTERNATIONAL,INC
2540 J8'ffm LANE
~Tt rK ~noN NO. ~.m SOD I
TJTLE' SL DING GLASS DOOR 500, 1000 8. 2000
'MASONRY INSTALLATION VITH NON-STRUCTURAL
BUCK AND TAPPERS
DRAWN BY: DB APPROWD BY: RJA
DATE: 12/19/03 SCALE: NTS DWG I: fLEX0021 SHEET 1 OF' 2
FRAME INSTALLATION
1/4. MAX. SHIM SPACE
1"118 HINe
EMBEDMENT
T"O BY \/000 BY
OTHERS (NOTE: 6)
DOOR
HEIGHT.
SHEATHING
BY OTHERS
Sl.IDING GLASS DOOR
INTERLOCK
~DDK, ST8J.P Df;I AIL
T\lO BY \/000
BY OTHERS
(NOTt: 6)
1NSTAt.L"TI~ ANeHeR
18 'JooD $CRtv <TYP.>
coon: 21>
(ANC~S SHmIN IN $A~
fLM't rm CLARIT\' IlLV.
tOJ)( STRIP ANCHm ~ts
SPACED 2' APMT tH
OPPOSITE Fl.ANGt$.>
CAUlK BET"EEH
HOOI( STRIP &
\lOOD BUCK
SLIDING GlASS DOOR
HOOK STRIP
INSTALLATION ANCHOR
tt8 'JOOD seREV
(NOTE 21)
CAULK BETVEEH
DOOR f'LANGf:
8. SHEATHING
TEHPERED
GLASS <TVP.)
'\
PERIMETER
CAUlK BY
OTHERS
SHEATHING
BY OTHERS
S~CTlhlli B-:~-y
STUCCO
OR SIDING
BV OTHERS IMPORTANT INFORMATION 8& GENERAL NOTES
These 1lOte$ are pcovfded to ensure propet installation of FJOfida Extruders MUestone products and must be
folfoi\'ed fully.
A
~
~
B
GtN~ IN~~1l0N IN$TRUCTtONS
J).. 1) SHIH AS RfQ'O. AT fAOi INSTAllATION ANOiOR wrm LOAD BE.AAING SHtM. MAX. AllOWABLE SHIM STACK TO
~ BE 1/4-. lOAD 6EAA1NG SHIM AT SIlL MUST Be ~RE l'REATED WOOD OR PlASTlC AND MUST BE COM Plm l.....
ENCAPSUI.ATtO IN CAUOONG OR SET INTO WET CONCP.m.
2) USE SIUCONIUD ACRYUC CAUlK WitHD DOOR FL~Ge AT HfAO 6. JAMBS. U8aW.t.Y APPl'f S1UCOMUO
B ~YUC CAULKlNG UNDER SIll. OR SET S1LL IN BED OF Wfl COName. tAu\,]( BElWEEri BACK exlP.NER OF Sn.1.
~ RISER ANn CONamc. CAUUC AU. FASTENER HOltS PAlOR TO INSTAWNG fASTENER AND AROUND HEAD mm
~ INSfAl.LATtON.
3) use SlUCONtZro ACAYUC CAW F<>R PEIUMEltR seAL AROUND EXTfIUOO Oft DOOR AND BEtWEEN HOOK Sl1UP
&; SUO< fOR POO<El' OOORS.
"') lAMa AND Stu. CORNE~ ME TO BE SEAlED WITH A SMAll JOINT SE.AM S~
5) DOOR FAAMe MATERIAL: AlUMINUM AllO'f 6(6).
A. 6) 'tWO BY WOOO BlKX ANDIOR fAAMlNG AT THe HEAO, JAMB MO HOOKSTRlP 10 Be SECURf\.V fASTENED 10
~ TAANSfESt THe lOAD 10 THE WOOD OR APW,CMO fAAMING MEMBff\S PER rBC, SECTlON 1101.......3 AND THE
ENGlNEER OF RECORD'S OETAllS.
EMBEDMENT
~ 1-1/4' MIN.
A
A EXTERIOR ELEVATION
~ 2 PANEL DOOR SHO~N
(SEE NOTES 8, 9 ~ 10)
Ii
~
INST^LL~TION ANCHOR
3/16. DIA. TAPPER
(NOTE: 15)
CONCRETE OR
MASONRY OPt:NING
BV OTHERS
SECTION A-A
L
t
-=
[SfE ~EET 2 FQR CONTlNlJATtON Of NOlES]
~i
III
~~
I~
FLORIDA EXTRUDERS~~W~~~
~Tl c# ~V.TlOM 00. am 0
TITLE: SLIDING GLASS DOOR 500, 1000 8. 2000
f"RAMt: INST ALLA TION WITH tta SCREWS
DRAWN BY: BB APPROVED BY: RJA
ATE: 12/19/Q3 SCALE: HTS WG ,: nEX0021 SHf I [f' 2
REV DESCRIPTION DATE INI
B ~ ~~~.. H. l~/l8/03 RJA
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ONE BV "ODD REO'I). - NOTe 22)
BUCK BY OTHERS
(NOTE 11 s. 12>
&
INSTALLAllON ANCHOR ..........DOOR 'JJDTH
we \lODD SCRE'J
(NOTE 21)
;; 1\10 BY \1000 SlIDING GLASS
BY OTHERS DOOR FRAME
(NOTE 6) JAMB
1/4' MAX.
SHIH SPACE:
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DATE: December 21,2004 @
SHEET NO.
S-10M
NOTE: IT IS lliE CONTAACTORS RESPONSI8!U1Y TO REVIEW All.
DRAWiNGS BEFORE CONSTRUCTION 8EGiNS. OANSCO
ENGINEERlNG,llC IS RESPONSIBLE FOR lliE STRUCTUlW.
INTEGRIlY OF nlJS PROJECT ONlY. ANY DISCRePANCY ~
MD CONomONS. allieR DESIGN PROfESSiONAlS' SHOP DRAIV!NGS
COmMeTOR$' BUILDING METHOOS, NlD THESE SIGNED AND SE.AJ..EO'
DRA'MNGS MUST BE BROUGHT TO lliE ATIENTlON Of OANSCO
ENGINEERING, LtC PRIOR TO 1l1E COMMENCEMENT Of CONSTRUCTION.
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MODEL: 110RW4 (25 GA. STEEL
MODEL: 120RW4 (24 GA. STEEL
REV
DATE
9/27/1999
12/01/1999
1/2000
SKIN)
SKIN)
OPTIONAL DSB GLASS OR
1/8' ACRYLIC LITES AVAILABLE
(SEE SECTION B-B)
20 GA. MIN. END STILES ATTACHED TO DOOR
SKIN WITH PATENTED TOG-L-LOC SYSTEM
TOP, BOTTOM & CENTER),
3" TALL U-BAR
20 GA. GALV. STEEL
50 KSI MIN.
01
02
03
(1) INTERMEDIATE STILE
ATTACHED W/ TOG-L-LOC (TOP & BOT)
AND URETHANE ADHESIVE (ALONG CENTER)
o
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f 3' TAlL x 20 GA GALV.
STITL U-BAR, ONE U-BAR
PER SECTION. EACH U-BAR ATTACHED
WITH TWO 1/4',3/4' SElF TAPPING
SCREWS PER STILE LOCATION.
I.1 3" r-
1-7/8' p
T
25 GA. MIN. STEEL
SKIN COATED WITH G-60
GALVANIZING. BAKED-ON PRIMER,
AND A BAKED-ON POLYESTER
TOP COAT APPLIED TO BOTH
SIDES OF STEEL SKIN.
rr=
1"'"\
!../
--- 16 GA GALV, STEEL TOP
ROUER BRACKET. EACH
BRACKET ATTACHED W/(3)
# 14,5/6' SHEET METAL
SCREWS.
l-
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I
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o
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Cl
LOCK POSrTlON
(BOTH SIDES)
TWO POINT LOCKING
l-
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14 GA. CALV. STEEL
END HINGE. EACH
FASTENED TO END
STILES W/(4) #14'5/6'
SHEET METAL SCRE'....S
& (4) 1/4',3/4' SELF
TAPPING SCREWS.
s: "L"
o
W
I
o
2
Z
W
0..
o
ONE 3" TALL x 20 GA.
50 KSI MIN. U-BAR
PER DOOR SECTION,
&,
rSLlDE BOLT
/ LOCK ENGAGES
INTO VERTICAL
TRACK. ONE
LOCK ON
EACH SIDE
OF DOOR.
INSIDE SLIDE BOLT
LOCK OPTION
~
LOCATION OF
OPTIONAL VENTS
OPTIONAL OUTSIDE KEYED LOCK POSITION
MAX, DOOR 'w'lDTH 9'0'
#14x5/8" SHEET METAL SCREWS
, 3 GA GALV. STEEL BOTTOM BRACKET.
ATTACHED Wl11-1 TWO # 14'5/6'
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).
ALUMINUM EXTRUSION
& VlNYl WEA THERS"TRIP,
SECTION A-A (SIDE VIEW)
1/4"x3/4' SELF
TAPPING SCREWS.
14 GA. END HINGES
VIEW "B"
18 GA. INTERMEDIATE HINGE
VIEW 'c'
VERTICAL JAMB ATTACHMENT (C-90 BLOCK OR
2000 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" O,D. 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.
#8x3/4" PAN HEAD SCREW
(10 SCREWS PER LITE)
STOP MOULDING BY DOOR INSTALLER (TO SUIT)
20 GA. MIN. GALV. STEEL END STILE
MOLDED INSIDE
LITE RETAINER
2x6 YELLOW PINE JAMB
SHORT STEM, 10 BALL STEEL ROUER.
JAMB CONFIGURATION
SECTION C-C
20 GA. GALV, STEEL INTER. STILE-
12 GA. GALV. STEEL TRACK /
BRACKETS FASTENED TO WOOD JAMB.../
WITH ONE 5/ 16"x 1 -5/8" LAG SCRE\'!
PER TRACK BRACKET.
END
STILE
18 GA. GALV. STEEL
CENTER HINGE FASTENED
TO INTER. STILES W/(4)
#14x5/8" SHEET METAL
SCREWS,
SNAP LATCH ENGAGES
ONTO VERTICAL TRACK.
ONE SNAP LATCH ON
EACH SIDE OF DOOR.
2' GAlV, STEEL TRACK FASTENED TO
12 GA. GALV. STEEL TRACK BRACKETS.
TRACK ATTACHED TO EACH BRACKET
A WIT11 ONE 1/4"x5/8' BOLT & NUT
ill OR TWO 1 /4" DIA. RIVETS.
14 GA. GALV. STEEL ROLLER HINGES
FASTENED TO END STILES EACH
""/(4) #14x5/8" SHEET METAL
SCREWS AND (4) 1/4"x3/4" SELF
TAPPING SCREWS PER END HINGE.
OUTSIDE KEYED
HANDLE
PREPARATION OF JAMBS BY OTHERS.
INSIDE HANDLE
~ THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS
SHALL BE THE 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. BY
MWW
DATE SCALE
8/26/99 NOTED
VERTICAL JAMB ATTACHMENT (WOOD FRAME BUILDINGS):
1/2"x3' LAG SCREWS ON 24 CENTERS. 1-1/4" OD, MIN,
WASHER REQUIRED. LAG SCREWS MAY BE COUNTERSUNK
(BUT NOT REQUIRED) TO PROVIDE A FLUSH MOUNTING
SURFACE. HORIZONTAL JAMBS DO NOT TRANSFER LOAD,
MAX, DOOR SIZE 9'0"W X 8'0"H
DESCRIPTrON
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 SUrT)
u ~ l.()
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13 GA. GALV. STEEL FLAG BRACKET,
EACH FASTENED TO WOOD JAMB WITH
(3) 5/15"xl-5/8" WOOD LAG SCREWS.
TRACK CONFIGURATION
2" GALV, STEEL TRACK,
MIN. TRACK THICKNESS: .060"
DOOR
HEIGHT "L"
6 -6 70
7 -0 76
7 -6 82
8 -0 88
TYP. 2-1 /2'x 12 GA. GALV. STEEL TRACK BRACKET.
(4) TRACK BRACKETS PER SIDE (FACTORY ATTACHED).
OPTIONAL 1 D SCREW
WINDOW LITE
SECTION B- B
en
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w
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END
STILE
INTER.
STILE
w ~ ~O
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~~~~15
LOCK BAR
ENGAGES IN
TRACK ON
EACH SIDE
OF DOOR.
OUTSIDE KEYED LOCK
LOCK BAR LOCKING
DESIGN LOADS: +25.0 P.S.F. & -320 P.S,F.
TEST LOADS: +37.5 P.S.F. & -48,0 P,S.F.
DRA 'o'lNG NIl
101979
RE'o'.
03
CHI: CKCI BY
DESCRIPTION
SINGLE CAR MODEL 110RW4 & 120RW4
+25.0/-32.0 PSF DESIGN LOAD
MWW
Clopoy a.u~ Products Campa"1 ~ R"'9htI R&~..-ed..
~ afTUn~ments depic1ed hCl~ are the sole propertY
at the Clopoy BLlildi,,~ ProductA Company and may not
b. reproduced in afly form without ita writttilrl permissict\.
CEPC
(513) 381-4800
312 WALNUT STREE7), SUITr 1600
CINCINNATI, OH 4521/2
DMslon 01 C~ ay Suf1d1n prttt!IJC'-
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LO
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MODEL: 110RW4 (25 GA. STEEL SKIN)
MODE
(5) INTERMEDIATE STILES FOR 16' WIDE DOOR
'0
I
Co
(24 / .-- ~. END S"~S
L: 120RW4 GA. STEEL SKIN) ATTACHED W/ TOG-L-LOC (TOP & BOT) SKIN WrTH PATENTED TO
AND URETHANE ADHESIVE (ALONG CENTER) (TOP, BOTTOM & CENTE
r OPTIONAL SSB GLASS OR -
1/8" ACRYLIC LITES AVAILABLE
(SEE SECTION B-B)
I
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,
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D D D \ D D D 1/
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b'-;::rr-~~~ i:::==:::I i:::==:::I i:::==:::I i:::==:::I i:::==:::Il:: I",
~ LOCATION OF A ~ OPTI NA
. TI K K P SITI N
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OPTIONAL VENTS
o L OU S DE EYED LOC 0 0
MAX. DOOR WIDTH = 16'-0'
INSIDE ELEVATIONS
&, VERTICAL JAM ATTACHM NT C-90 LO K 0
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 WITH
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 THE ENGINEER OF RECORD
PROVIDED THAT IT HAS AN EQUAL CAPACITY.
.!::iQILL
DOORS UP TO 7'-0" HIGH CONSIST OF (4) SECTIONS (SHOWN).
DOORS OVER 7'-0" HIGH CONSIST OF (5) SECTIONS (NOT SH6WN).
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
MOLDED INSIDE
LITE RETAINER
#8x3/4" PAN HEAD SCREW
(10 SCREWS PER LITE)
1"'"\
!../
--- 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"S LAG SCREWS ON 18 CENTERS. 1-1/4' 00. MIN.
WASHER REQUIRED. LAG SCREWS MAY BE COUNTERSUNK
(BUT NOT REQUIRED) TO PROVIDE A FLUSH MOUNTING
SURFACE HORIZONTAL JAMBS DO NOT TRANSFER LOAD.
SNAP LATCH ENGAGES
ONTO VERTICAL TRACK.
ONE SNAP LATCH ON
EACH SIDE OF DOOR.
HANDLE
SHIP LAP JOINTS.
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.
SLIDE BOLT INTER.
LOCK ENGAGES STILE
INTO VERTICAL
TRACK. ONE
LOCK ON
EACH SIDE
OF DOOR. OUTSIDE
HANDLE
14 GA. GALV, STEEL
END HINGE. EACH
FASTENED TO END
STILES W/(4) #14x5/8"
SHEET METAL SCREWS
& (4) 1/4"x3/4' SELF
TAPPING SCREWS,
OUTSIDE KEYED
HANDLE
END
STILE
3' TALL U-BAR
20 GA. GALV. STEEL
MIN. YEILD STRENGTH: 50 KSI
OUTSIDE KEYED LOCK
SNAP LATCH LOCK OPTION
L1 3' f-
1-7/8" P
T
SECTION A-A (SIDE VIEW)
INSIDE SLIDE BOLT
LOCK OPTION
LOC K BAR
ENGAGES IN
TRACK ON
EACH SIDE
OF DOOR.
END
STILE
13 GA. GALV. STEEL BOTTOM BRACKET,
ATTACHED WITH (2) #14x5/8" SHEET METAL SCREWS.
ALUMINUM EXTRUSION
& VINYL WEATHERSTRIP.
ATTACHED TO DOOR
G-L-LOC SYSTEM
R).
REV DATE
01 9/27/1999
02 12/01/1999
03 1/2000
ADD 'CBPe' TO TITlE BLOCK
CORRECTED BRACKET ATTACHMENT TO ONE BOLT Al,D NUT
ADDED JAMB ATTACHMENT INFORMATION
DESCRIPTION
HORIZONTAL TRACK SUPPORT BY
DOOR INSTALLER (TO SUIT)
VIEW "B"
rr=
13 GA. GALV. STEEL FLAG BRACKET.
EACH FASTENED TO WOOD JAMB WITH
(3) 5/16"x1-5/8' WOOD LAG SCREWS.
"C"
l-
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Cl
DOOR
HEIGHT ''L''
6' -6' 70
7 -0 76
7 -6 82
8' -0 88
TRACK CONFIGURATION
CK POSITION
OTH SIDES)
o POINT LOCKING
l-
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W
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2
Z
W
Q..
o
''L''
2' GALV. STEEL TRACK,
MIN. TRACK THICKNESS: .060"
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.)
oc~
wO
en zU
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Z 0 1-lJ..
~I-g
<( <( 0 ....J:::>
0..0
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<.9 n.. ~~U
0 SHEET NO. n..
0:::
rc 0
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en
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0
0
en LAST PLOT N
@
DATE: March 15,2005
# 14x5/8" SHEET METAL SCREWS
1/4"x3/4" SELF
TAPPING SCREWS.
14 GA. END HINGES
VIEW "B'
18 GA. INTERMEDIATE HINGE
VIEW "c"
2x6 YEUOW PINE JAMB
STOP MOULDING BY DOOR INSTALLER (TO SUIT)
20 GA. MIN. GALV. STEEL END STILE
ill
12 GA. GALV STEEL TRACK /
BRACKETS FASTENED TO WOOD JAMB.../
WITH ONE 5/16"x 1-5/8" LAG SCREW
PER TRACK BRACKET.
2D GA. GAlV STEEL '~~
7/16" I.D. ROUND PUSHNUT ~ 18 GA. GALV. STEEL CENTER HINGE
FASTENER (ONE PER ROLLER) FASTENED TO INTER. STILES W/(4)
#14x5/8" SHEET METAL SCREWS.
14 GA. GALV. STEEL ROLLER HINGES
FASTENED TO END STILES EACH W/(4)
'14x5/8" SHEET METAL SCREWS AND
(4) 1/4"x3/4' SELF TAPPING SCREWS PER END HINGE.
2" GALV. STEEL TRACK FASTENED TO
12 GA. GALV, STEEL TRACK BRACKETS.
TRACK ATTACHED TO EACH BRACKET
WITH ONE 1/4"x5/8' BOLT & NUT
OR TWO 1 / 4" DIA. RIVETS.
PREPARATION OF JAMBS BY OTHERS.
2" DIA. SHORT STEM. 10 BALL STEEL ROLLER.
JAMB CONFIGURATION
SECTION C-C
NOTE: IT IS TI1E CONTRACTORS RESPONSIBILITY :0 REVIEW AlL
DRAWINGS BEFORE CONSTRJCTION BEGINS. DANSCO
ENGINEERING, LLC IS RESPONSIBLE FOR THE STRUCT1JRAL
INTEGRITY OF THIS PROJECT ONLY ANY DISCREPANCY BETWEEN
FHD CONDITIONS, OTHER DESIGN PROFESSIONALS' SHOP DRAWINGS,
CONTRACTORS' BUILDiNG METHOOS, AND THESE SIGNED AND SEALED
DRAWINGS MUST BE BROUGHT TO THE ATTENTION OF DANSCO
ENGINEERING, LLC PRIOR TO THE COMMENCEMENT OF CONSTRUCTION,
NOTE 2: THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS
SHALL BE THE 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.
DESIGN LOADS: +24.0 PSF & -24,5 PSF
TEST LOADS: +36,0 PSF & -37.0 PSF
MAX, DOOR SIZE: 16'0"W X 8'OH
DES. BY
IJ,WW
tJIIIII""'------....,.,
./ "
/ "
/ ,
I \
I \
, I
\ I
\ I
\ /
, /
'" ,/
........ ./
---
DRA \,II NG NO.
101980
REV,
03
CHECKED BY
DESCRIPTION
DOUBLE CAR MODEL 110RW4 & 120RW4
+24/-24.5 PSF DESIGN LOAD
MWW
DATE
8/26/99
SCALE
NOTED
CBPC--V
(513) 381 -4800
312 WALNUT STREE~ SUITE 1600
CINCINNA T1, OH 452u2
DMsion of Clopay Building Products
OUTSIDE KEYED LOCK
LOCK BAR LOCKING
elopo)' Buildit'19 Products Compony AJ Ri'iJhts Res~~.
~.tI1~rT~72;~.~~'d~~~ic~~~d~~:i~o%. Y:y. ;~~. J~~p~~
b. reproduced in any form without ~ written permission.
L
..
'; I
I
PRODUCT APPROVAL SPECIFICATION SHEET
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 Framina Anchor MP34 FL570
ABU44 FL474 Adiustable 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 F L4 74 Hio Corner Plate Connector HHCP2 FL817
HDQ8-SDS3 FL474 Holddown UP H 08 FL817
HETA16 FL1901 Embedded Truss Anchor HTA16 FL821
HETA20 FL1901 Embedded Truss Anchor HTA20 FL821
HGUS210-2 FL474 Truss Hanger THDH210-2 FL821
HHETA40 FL1901 Embedded Truss Anchor
HSURJL410 FL503 Heavv Skewed U Han~er
HTS16 FL538 Heavy Truss Strap HTW16 FL820
HTS20 FL538 Heavv Truss Strap HTW20 FL820
HTT16 FL503 HD/Tension Tie HTT16 FL821
HTT22 FL503 HD/Tension Tie HTT22 FL821
H US26 FL474 Heavy Joist Hanger HUS26 FL818
HUS28 F L4 74 Heavy Joist Hanger HUS28 FL818
HUS410 FL474 Joist Hanger HUS410 FL821
H U S412 FL474 Joist Hanger HUS412 FL821
HUSC410 FL474 Joist Hanger
HUSC412 FL474 Joist Hanger
ITT FL474 TF I-Joist Hanger THO FL815
IUT FL474 I-Joist Hanger THF FL815
LGT2 FL1423 Light Girder Tiedown LUGT2 FL568
LSS U21 0-2 FL474 Slooable/Skewable Hanger LSSH31 FL816
LSSU28 FL474 Slopable/Skewable Hanger
LSTA12 FL1901 Strap Tie LSTA12 FL816
LSTA18 FL1901 Strap Tie LST A 18 FL816
LST A30 FL1901 Strap Tie LSTA30 FL816
LSTA36 FL1901 Strap Tie LSTA36 FL816
LTS12 FL474 Twist Strap L1W12 FL820
LTS16 FL474 Twist Strap L1W16 FL820
LTS18 FL474 Twist Strap L1W18 FL820
LTS20 FL474 Twist Strap L1W20 FL820
LTT19 FL474 Tension Tie LTS19 FL822
LTT20B FL474 Tension Tie LTS20B FL822
LUS26 FL474 Joist Hanger JUS26 FL821
LUS414 FL474 Joist Hanger J US414 FL821
MBHA3.56/11 ,88 FL538 Masonrv Beam Hanger 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
MSTAM36 FL 1901 Strap Tie for Masonry
MTS12 FL474 Twist Strap M1W12 FL820
MTS16 F L4 74 Twist Strap M1W16 FL820
MTS 18 F L4 7 4 Twist Strap MTW18 FL820
MTS20 FL474 Twist Strap M1W20 FL820
MTS30 FL474 Twist Strap MTW30 FL820
MTT28B FL503 Tension Tie MTS27B FL822
PA51 FL474 Foundation Strap TA51 FL816
SDS 1/4x2 1/2 FL1463 Strong Drive Screw
SDS 1/4x4 1/2 FL1463 Strono Drive Screw
SDS 1/4x6 FL1463 Strong Drive Screw
SP1 F L4 74 Stud Plate Tie SPT22 FL817
SP2 FL474 Stud Plate Tie SPT24 FL817
SP4 FL474 Stud Plate Tie SPT4 FL821
U24 FL1218 Face Mount Joist Hanger
Set Pac 10 FL402.3 Expoy
HD Titen FL2304.2 Titen Anchor
<.9
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As required by Florida Statute 553.842 and Florida Administrative Code 9B-72, please pr.ovide the inform~tion and appr.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./ Nanya Plastics Distintion Fibreglass 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 Clopay Building Products Residential WindCode Doors FL542
D. OTHER
2. WINDOWS FL123
A. SINGLE HUNG Kinco Mk 40/50, Mk 40/50 HP
BetterBilt 165,165/3000,740/3740,3240/4250HP FL663
Fla. Extruders Series 1000/1500/2000 FL42
General Aluminum 1100/1140/1440/1450/1540/1550/1570/1900/ FL254, 1698
1940/1970
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
BetterBilt 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) FE5709/5710/5711/5712/5713/5714/5718 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 Building 41550/45102/451 02N Aluminum Soffit FL406
C. WALL LOUVER FL1363
D. GLASS BLOCK Pittsburgh Comino Corp. 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.-Roofing 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
A. WOOD CONNECTORS/ Simpson Strong-Tie see chart
ANCHORS
USP Structural Conn. see chart
B. TRUSS PLATES MiTek Industries, Inc. Truss Plates FL2197
C. ENGINEERED LUMBER Boise Eng. Wood Prod. Versa-Lam SP FL1644
Wood I-Joists ALLJOIST FL1645
D. RAILING
E. CONCRETE
ADMIXTURES FL158
F. MATERIAL FECP Corp. (Cast-Crete) HiQh Strenath Concrete Lintels
G.OTHER
8. NEW EXTERIOR
ENVELOPE PRODUCT
A,
B.
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LL DA TE: January 05, 2005
NOTE: IT IS THE CONTRACTORS RESPONSIBiliTY TO REVIEW ALL
DRAWINGS BEFORE CONSTRUCTION BEGINS, DANSCO
E~GINEERING, LLC IS RESPONSIBLE FOR THE STRUCTURAL
INTEGRITY OF iHIS PROJECT ONl Y. ANY DiSCREPANCY BUWEEN
FIELD CONDITIONS, OTHER DESIGN PROFESSIONALS' SHOP DRAWINGS,
CONTRACTORS' 3UIlDING METHODS, AND THESE SIGNED N1D SEALED
DRAWINGS MUSi BE BROUGHT TO THE ATTENT!ON OF DANSCO
ENGINEERING, LLC PRIOR TO THE COMMENCEMENT OF CONSTRUCTION
n,e 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 charactenstlcs
which the product was tested and certified to comply with, 3) copy of the applicable manufacturers Installation reqUirements. Further, I
understand these products may have to be removed if approval cannot be demonstrated during inspection.
L
APPLICANT SIGNATURE
DATE
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