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CEILING LINE
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GARAGE FLOOR LINE I LIVING AREA FLOOR LINE
------------------------------------------------------------
LEFT SIDE ELEVATION SCALE: 1/4• _ 1-01,
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OFF RIDGE
VENT
FIBERGLASS SHINGLES ON
15# FELT & 7/16' STRUCTURAL 1 O.S.B.
OR 15/32' EXPOSURE 1 CD PLYWOOD,
CEILING LINE
INSTALL PLYWOOD CLIPS 1224" O.C.
-----------------------------------i----------------------------------------
- - - - - - - - - - - - - - - - - - - - FLOOR LINE ---
RIGHT SIDE ELEVATI❑N SCALE 1/4• _ 1-0//
CEMENTACIOUS FINISH
REAR ELEVATION SCALD 1/4'-1-0'
FIBERGLASS SHINGLES ON
15# FELT & 7/16' STRUCTURAL 1 ❑,S.B.
12 OR 15/32' EXPOSURE 1 CD PLYWOOD,
5 INSTALL PLYWOOD CLIPS @24' O.C.
CEILING LINE
--------------------------------------------------------------------
--
16"
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- - - - - - -
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- - - - - - FLOOR -LINE
--
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FRONT ELEVATI❑N SCALE 1/4' _ 1-0•
GENERAL NOTES
THE DESIGN OF THIS STRUCTURE HAS BEEN REVIEWED FOR COMPLIANCE WITH THE WINDLOAD PROVISIONS OF FBC BUILDING,
SIXTH EDITION 2017
ULTIMATE WIND SPEED =140 MPH
NOMINAL WIND SPEED =108 MPH
IMPORTANCE FACTOR =1.0 (BUILDING CATEGORY 11)
EXPOSURE CATEGORY = B (ALL DIRECTIONS)
INTERNAL PRESSURE COEFFICIENT = + 0.18
1. COMPONENTS AND CLADDING WIND PRESSURES TO BE USED FOR DESIGN OF EXTERIOR COMPONENT AND CLADDING
MATERIALS SHALL ABE IN COMPLIANCE WITH ASCE 7-10 CHAPTER 30 AS FOLLOWS:
ZON
A UP TO 10 S.F. +20.3, -32.3 +20.3, -56.2 +20.3, -83.1 +35.3, -38.2 +35.3, -47.2
B UP TO 20 S.F. +18.5, -31.4 +18.5, -51.7 +18.5, -77.7 +37.7, -36.7 +33.7, -44.0
C UP TO 50 S.F. +16.1, -30.2 +16.1, -45.7 +16.1, -70.5 +31.6, -34.6 +31.6, -39.8
D UP TO 100 S.F. +14.3, -29.3 +14.3, -41.2 +14.3, -65.1 +30.0, -33.0 +30.0, -36.7
E OVER 100 S.F. +14.3, -29.3 +14.3, -41.2 +14.3, -65.1 +30.0, -33.0 +30.0, -36.7
2. ALL WORK AND MATERIALS SHALL CONFORM TO THE REQUIREMENTS OF THE 2017 FLORIDA BUILDING CODE, BUILDING.
3. DESIGN LIVE LOADS USED IN THE DESIGN DEAD LOADS USED IN THE
ANALYSIS AREAS FOLLOWS: ANALYSIS ARE AS FOLLOWS:
- ROOF = 20 PSF - FLOORS = 40 PSF
- FLOORS = 40 PSF - ROOF: SHINGLE = 47 PSF
- GARAGE FLOOR = 50 PSF TILE = 65 PSF
- BALCONIES = 60 PSF
- PORCHES, LOFTS, DECKS = 40 PSF
4. CONCRETE FOUNDATIONS SHALL COMPLY WITH THE REQUIREMENTS OF CHAPTER 18, FBCB. SUBSURFACE GEOTECHNICAL
INFORMATION HAS NOT BEEN PROVIDED TO THE ENGINEER. THEREFORE FOUNDATIONS AND FOOTINGS ARE DISIGNED FOR THE
FOLLOWING ASSUMED SOIL BEARING CONDITIONS: LOOSE GRANULAR MATERIAL WITH NO APPRECIABLE CLAY OR ORGANIC
MATERIAL WITH A MINIMUM ALLOWABLE BEARING PRESSURE OF 2000 PSF PER FBCB TABLE 1806.2 COMPACT FILL TO 95%
MODIFIED PROCTOR.
5. MASONRY CONSTRUCTION SHALL CONFORM TO REQUIREMENTS OF CHAPTER 21, FBCB. NET AREA COMPRESSIVE STRENGTH OF
MASONRY IS 1500 PSI. TYPE M, OR S MORTAR SHALL BE USED. ALL MASONRY SHALL BE LAID 1N RUNNING BOND PATTERN WITH
HEAD JOINTS IN SUCCESSIVE COURSES OFFSET BY NOT LESS THAN ONE-FOURTH THE UNIT LENGTH. THICKNESS OF BED JOINTS
SHALL NOT EXCEED %". GLASS UNIT MASONRY SHALL BE CONSTRUCTED IN ACCORDANCE WITH SECTION 2110, FBCB.
6. GROUT USED TO FILL CELLS, LINTELS AND BOND BEAMS SHALL CONFORM TO REQUIREMENTS OF ASTM C476 AND CHAPTER 21,
FBCB. REQUIRED MINIMUM COMPRESSIVE STRENGTH IS 2000 PSI AT 28 DAYS.
7. CONCRETE SHALL CONFORM TO REQUIREMENTS OF CHAPTER 19, FBCB, AND HAVE A MINIMUM COMPRESSIVE STRENGTH OF
3000 PSI AT 28 DAYS UNLESS OTHERWISE SPECIFIED.
8. REINFORCING BARS SHALL BE GRADE 40 OR 60 DEFORMED BILLET STEEL BARS AND COMPLY WITH ASTM A 615
REQUIREMENTS. JOINT REINFORCING IF USED SHALL BE 9 GAGE, GALVANIZED STEEL CONFORMING TO ASTM A82
REQUIREMENTS. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A 185 REQUIREMENTS. WIRE FABRIC SHALL BE SUPPORTED
AS REQUIRED IN SECTINO 1910, FBCB. SYNTHETIC FIBER REINFORCEMENT SHALL CONFORM TO REQUIREMENTS OF SECTION
1910, FBCB.
9. WOOD ROOF AND WALL SHEATHING SHALL BE APA-RATED PANELS AND CONFORM TO REQUIREMENTS OF CHAPTER 23, FBCB.
WOOD STRUCTURAL PANEL DIAPHRAGM NAIL SPACING ALONG PANEL EDGES SHALL BE 6" O.C. AND INTERMEDIATE FASTENERS
SHALL BE AT 12" O.C. UNLESS NOTED OTHERWISE. FASTENERS SHALL BE 8D COMMON NAILS, UNLESS OTHERWISE NOTED.
THICKNESS OF WOOD PANELS IS NOTED ON THE DRAWINGS.
10. WOOD STUDS AND GIRDER SUPPORT POSTS USED FOR BEARING WALL FRAMING OF LESS THAN 10; PLATE HEIGHT SHALL BE
HEM -FIR, S-P-F; OR S-Y-P, STUD GRADE OR BETTER. WOOD STUDS AND GIRDER SUPPORT POSTS USED FOR BEARING WALL
FRAMING WITH 10' PLATE HEIGHT AND HIGHER SHALL BE HEM -FIR, S-P-F; OR, S-Y-P #2 GRADE OR BETTER. ALL POSTS UNDER
GIRDERS SHALL HAVE A MINIMUM OF 1 STUD PER GIRDER PLY. WALL OPENINGS SHALL BE CONSTRUCTED IN ACCORDANCE WITH
CHAPTER 23, SECTION 2308.9.5, AND 2308.9.6. FBCB, UNLESS OTHERWISE NOTED. WOOD BEAMS, HEADERS, RAFTERS AND
OTHER HORIZONTAL LOAD BEARING ELEMENTS SHALL BE S-Y-P #2 GRADE OR BETTER.
11, FASTENING OF WOOD FRAMING SHALL CONFORM TO TABLE 2304.9.1, FBCB, UNLESS OTHERWISE NOTED.
12, DESIGN OF PREFABRICATED WOOD TRUSSES IN FLOORS AND ROOFS IS DELEGATED TO THE TRUSS MANUFACTURER'S
ENGINEER. THE TRUSS ENGINEER SHALL SUBMIT ENGINEERING DOCUMENTS FOR REVIEW FOR CONFORMANCE WITH THE
DESIGN INTENT OF THE PROJECT. INSTALLATION OF PREFABRICATED WOOD TRUSSES SHALL FOLLOW THE RECOMMENDATIONS
OF THE MANUFACTURER. THE CONTRACTOR 1S RESPONSIBLE FOR INSTALLING ALL TEMPORARY AND PERMANENT TRUSS
BRACING REQUIRED BY THE MANUFACTURER IN ADDITION TO ANY SUPPLEMENTAL BRACING SHOWN ON THESE DRAWINGS.
13, WOOD CONSTRUCTION CONNECTORS SHOWN ON THE DRAWINGS REPRESENT THE DESIGNER'S INTENT TO FURNISH A
COMPLETE LOAD PATH FROM ROOF TO FOUNDATION. THE CONTRACTOR 1S RESPONSIBLE FOR FURNISHING AND INSTALLING
THE SPECIFIED CONNECTOR OR A SUBSTITUTE CONNECTOR WITH DOCUMENTED EQUIVALENT CAPACITY.
14, DEVIATIONS FROM THESE DRAWINGS ARE THE RESPONSIBILITY OF THE CONTRACTOR AND OWNER. MODIFICATIONS OF
STRUCTURAL DETAILS SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TO PROCEEDING WITH THE
MODIFICATION. ALL CHANGES TO STRUCTURAL DETAILS CONSTRUCTED WITHOUT PRIOR APPROVAL OF THE ENGINEER ARE AT
THE CONTRACTOR'S AND OWNER'S RISK.
THESE NOTES COMPILED BY MICHAEL D. WILBURN, P.E.
CEMENTACIOUS FINISH
DESIGN LOADS:
WIND LOADING = 140 MPH
TCLL = 20 PSF
TCDL = 7 PSF (SHINGLES/METAL)
TCDL = 15 PSF (TILES)
BCDL 10 PSF
ALL FLOOR DESIGN LOADS = 40 PSF (FLOOR DESIGN LOADS ARE APPLICABLE TO STAIRS ALSO)
PRE -MANUFACTURED TRUSSES TO BE DESIGNED BY FLORIDA REGISTERED ENGINEER.
ENGINEEP OF RECORD ASSUMPTIONS:
THESE, DRAWINGS WERE PREPARED WITH THE ASSUMPTION THAT THE CONTRACTOR OR OWNER -BUILDER IS
KNOWLEDGEABLE OF COMMON CONSTRUCTION PRACTICES.
THE CONTRACTOR / OWNER -BUILDER SHALL REVIEW DRAWINGS FOR ACCURACE AND INTERPRETATION. ANY
DISCREPANCIgS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER/ARCHITECT/DRAFTSMAN PRIOR TO
BID OR CONS'LrRUCT10'N.
THE CONTRACTOR / OWNER -BUILDER IS TO VERIFY THAT TRUSS ENGINEERING AND DESIGN IS COMPATIBLE
WITH THESE ORAWINGS PRIOR TO TRUSS FABRICATION.
THE FOUNDAtION PLAN SHALL BE VERIFIED BY THE CONTRACTOR / OWNER -BUILDER TO CORRESPOND WITH
THE FINAL ENGINEERED TRUSS LAYOUT.
DIMENSIONS SHALL TAKE PRECEDENCE OVER SCALE. DO NOT SCALE DRAWINGS.
THIS BUILDING DESIGN COMPLIES WITH CHAPTER 16 OF THE 2017 FLORIDA BUILDING CODE.
ALL EXTERIOR WALLS BETWEEN OPENINGS ARE DESIGNED AS AND SHOULD BE CONSIDERED SHEARWALLS.
ASPHALT SHINGLES, WHEN USED, SHALL COMPLY WITH ASTM D225 OR ASTM D 3462 AND SHALL
HAVE FACTORY APPLIED SELF -SEAL STRIPS OR BE INTERLOCKING.
APPLICABLE FLORIDA CODES:
FLORIDA BUILDING CODE - BUILDING, 2017 EDITION
FLORIDA BUILDING CODE - RESIDENTIAL, 2017 EDITION
FLORIDA BUILDING CODE - PLUMBING, 2017 EDITION
FLORIDA BUILDING CODE - MECHANICAL 2017 EDITION
FLORIDA BUILDING CODE - BUILDING CHAPTER 11 ACCESSIBILITY, 2017 EDITION
FLORIDA BUILDING CODE - ENERGY EFFICIENCY, 2017 EDITION
NFPA 70 NATIONAL ELECTRICAL CODE, 2015 EDITION
1609 DESIGN CRITERIA
BASIC WIND SPEED (3-SECOND GUST) -140 MPH
WIND IMPORTANCE FACTOR= 1.0
WIND EXPOSURE CATEGORY = B
INTERNAL PRESSURE COEFFICIENT=.18
BUILDING CATEGORY= it
FULLY ENCLOSED DESIGN
SURFACE ROUGHNESS CATEGORY = B
ALL WORK SHALL COMPLY WITH PREVAILING
GCOES FLORIDA SOLDING CODE,
NATIONAL ELECTFIC: ('0DE,
AND THE CITY Or ;_ERHYRHILLS
ORDINANCES
THE DESIGN OF THIS STRUCTURE HAS BEEN REVIEWED FOR COMPLIANCE BY MICHAEL D. WILBURN,
P.E. WITH THE WINDLOAD PROVISIONS OF 2017 FLORIDA BUILDING CODE & ASCE/SEI 7-10 MINIMUM
DESIGN LOADS FOR BUILDINGS & OTHER STRUCTURES & CHAPTER 30 COMPONENTS AND CLADDING
PART J: LOW RISE BUILDING USING THE FOLLOWING CRITERIA: RISK CATEGORY II BASIC WIND SPEED
139 MPH, EXPOSURE CATEGORY = B INTERNAL PRESSURE COEFFICIENT +/- 0.18.
DESIGNED TO EXCEED FLORIDA BUILDING CODE
SIXTH EDITION 2017
STRUCTURAL DESIGN - (ENCLOSED)
BASIC WIND SPEED 140 MPH (3 SECOND GUST), NOMINAL 108 MPH
WIND EXPOSURE CATEGORY "B" (ALL DIRECTIONS)
BUILDING CATEGORY CLASSIFICATION - V-B r;` v'�
J r.,f,Ii
FLOOD ZONE DESIGNATION -X r.,,-y
-)ErPE�',� t iILL
TYPE OF ROOF COVERING -FIBERGLASS SHINGLES F L,�b�1
TOTAL SQUARE FEET OF RESIDENCE - 2249 SQ. FT. w
INTERNAL COEFFICIENT +/- 0.18 ENCLOSED +/- 0.57 UNENCLOSED
IMPORTANCE FACTOR 1.0 n f
COMPONENTS AND CLADDING +/- 37.5 PSF l lJ
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CONCRETE PAD
INDICATES VERTICAL
REINFORCEMENT @ 6' O.C. MAX.,
3000 PSI C❑NC,, 1#5 BAR W/10'
STD, HOOK, 25" MIN, OVERLAP
FROM FOOTER TO BOND BEAM
& LOCATED AT ALL CORNERS,
OPENINGS, BEAMS & GIRDERS,
A7+-d"
HOSE
BIBB
3'-0" L 16'-0' L 3'-0" '- 8 'L 3'-5" L 2'-4" 7'-5" 3'-2' 7'-5"
22'-0' 7'-4"
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47'-4"
25SH
L-1
LINTEL
18'-0"
FLOOR PLAN SCALES 1/4-- _ 1--0'
ALL C,M,U, WALL SEGMENTS 48N OR LONGER WITH NO OPENINGS LARGER
THAN 144 SQUARE INCHES AND (1) VERTICAL #5 BAR AT EACH END,
@6' ❑.C, MAXIMUM, IN GROUTED CELLS AND SPLICED TO A STANDARD HOOK
IN THE FOOTER AND IN THE BOND BEAM SHALL CONSTITUTE A SHEARWALL,
AREA TABULATION
LIVING
1791
ENTRY
29
GARAGE
429
TOTAL
2249
DOUBLE TOP PLATE FL, 11473,3 ADDITIONAL CONNECTORS SIMPS❑N HETA16 @24" D.C. MAY BE REQUIRED AT
TYPICAL ANCHOR GIRDER TRUSS LOCATIONS,
(OR EQUAL) SEE TRUSS LAYOUT,
VERTICAL REPAIR / (1)#5 BAR CONTINUOUS
BOND BEAM IN BONDI BEAM,
1/4'x3-1/4' TAPCONS
B16' O.C. FOR FRAME WALL
TO CMU & SLAB CONNECTION. PRE -CAST LINTEL
STUDS IN DIRECT -
------------ T_j
CONTACT WITH CMU's W#3 BAR
& SLAB TO BE P.T.
#S BAR IN GROUTE
BLOCK CELLS
FRAME TO MASONRY DETAIL
#5 BAR WITH 25' MIN, LAPS
& 10' 90" HOOKS IN GROUTED
3000 P,S.I, CONCRETE CELLS
12' MINIMUM IN FOOTER
& 6" MIN, IN BOND BEAM,
6'-0' O,C, MAX, SPACING,
SEE FOUNDATION PLAN FOR
FOOTER LOCATIONS,
iiiiiiiiiiiiiiiiiiiii fti iii"
(2)#5 BARS
WALL ELEVATION CONTINUOUS
IN FOOTER
WHEN WOOD SHIM OR BUCK IS EQUAL TO OR GREATER THAN 1-1/2 NTS ON CHAIRS
THICK, 232 ❑
SECURELY FASTEN TO MASONRY WITH 1/4' DIA, TAPCONS 4' FROM CORNERS
& 12' ❑,C, MAX, THROUGH 1-PIECE BUCK WITH 1/4' SHIM EACH SIDE MAX,
& 1-1/4' EMBEDMENT MIN, WHEN WOOD SHIM OR BUCK IS LESS THAN 1-1/2,
INSTALL WINDOWS AND DOORS IN ACCORDANCE WITH MANUFACTURERS
SPECIFICATIONS.
BOND BEAM
Trim .
o❑
a❑
0
FrL ILOOR LINE
EXTERIOR DOOR AND WINDOW BUCK CONNECTION
BLOCK MASON TO VERIFY
WINDOW ROUGH OPENINGS
WITH MANUFACTURERS
REQUIREMENTS,
FILLED CELL WITH
#5 VERTICAL
(5) 1/2' DIA, x 8'
'J' BOLTS
CONTINUOUS
TRIM
2'x6' PT WOOD JAMB
DOOR AND CONNECTION PER ,
GARAGE DOOR MANUFACTURER.
TYPICAL GARAGE DOOR
TRACK MOUNTING DETAIL
CLEAR
GRAVITY
UPLIFT
OPENING
LOAD
UP TO 8'-8"
1818
980
UP TO 11'-4'
1254
631
UP TO 16'-8
950
361
UP TO 18'-8
750
313
1/4' TAPCONS @24' D.C.
WITH 1-1/4' EMBEDMENT (MIN,)
1/2"x8' ANCHOR BOLTS
W/2' WASHERS SET
IN TYP, FILLED CELL,
MIN, (5) PER JAMB,
P.T. #2 SYP
2'x6'
OVERHEAD SECTIONAL
DOOR TRACK WITH
3/8'xl-1/2' STEEL
LAG BOLT WITH
WASHER. MIN, (6) PER
TRACK TO JAMB,
OVERHEAD GARAGE
CLEAR
GRAVITY
UPLIFT
OPENING
LOAD
UP TO 8'-8"
1818
1192
UP TO 11'-4'
1254
818
UP TO 16'-8
950
449
UP TO 18'-8
750
383
1. CLEAR OPENING IS MASONRY OPENING DIMENSION. OVERALL LINTEL
LENGTH SHALL BE 8" LONGER, MIN.
2. ALL LOADS ARE IN POUNDS PER LINEAL FOOR (plf)
3. IN LINTEL "L-2" ONE OF THE TOP BARS IS A CONTINUOUS BOND
BEAM BAR. THE SECOND BAR SHALL EXTEND TO THE NEXT ADJACENT
VERTICAL BAR OR 16" MINIMUM BEYOND OPENING, WHICHEVER IS GREATER.
4. PRE-ENGINEERED LINTELS ("POWERS STEEL" OR EQUIVALENT) OF
EQUIVALENT LOAD CAPACITY MAY BE SUBSTITUTED AT CONTRACTOR'S
OPTION.
PRE -CAST LINTEL DETAIL
tD
)N5
CONCRETE KNOCK -OUT
BLOCK BOND BEAM
FILLED MATH CONCH
My=
CENTER BLOCK(S) IS (ARE) OPTION,
AND CAN EITHER BE OMITTED OR
INSTALLED AT THE BUILDERS DISCRE
�i(1) 05 BAR - -�
(FILL SOLID W/ 3000 PSI CONC.)
L-1 L- 2
USE L-2 FOR ALL
OPENINGS OVER 8 -0"
NOTE, LINTEL BEARING LENGTH PER MANUFACTURERS SPECIFICATIONS
POWERS STEEL LINTELS OR PRE -CAST CONCRETE LINTELS MAY BE USED.
•
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OVERHEAD
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47'-4'
6'-4' 6'-0' 5'-2' 4'-0' 4'-0' 6'-10' 2'-10" 3'-4' 3'-10' 5'-0'
SLAB
8' x 4'
H.B.
RE ESS FOR DOOR
a o o a o 131 10 a o I a 0
-------- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -----------------------------
I 16' X 16' MONOLYTHIC
FOOTER WITH (2)#5 BARS I
CONTINUOUS I
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1 4' THICK t3nnn PSI MIN)
• FIBERMESH CONCRETE SLAB OR `0
CONCRETE SLAB REINFORCED
WITH #10 GA. 6X6 W.W. MESH
ON 6 MIL VAPOR BARRIER
AND TREATED, 95% COMPACTED S❑IL.
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0 o RECESS FOR DOOR o o ° t o
INDICATES VERTICAL 00
REINFORCEMENT @ 6' D.C. MAX., I I
3000 PSI CONC., 1#5 BAR W/10' I I
L -
STD. HOOK, 25' MIN. OVERLAP
FROM FOOTER TO BOND BEAM o 0 0 0 0 0
& LOCATED AT ALL CORNERS, HOSE
OPENINGS, BEAMS & GIRDERS. BIBB
2'-8" 16'-8' 2'-8" V-4 4'-1' '-11' 3'-8' 3'-5' 3'-10' 3'-5" 3'-8'
22' - 0' 7'- 4' 18'-0'
47'-4'
FOUNDATION PLAN v4° _ 1-0#
0
I
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FIBERGLASS SHINGLES ON
30# FELT & 7/16' STRUCTURAL 1 O.S.B.
OR 15/32' EXPOSURE 1 CD PLYWOOD,
INSTALL PLYWOOD CLIPS @24' D.C.
PRE-ENGINEERED
'i
FL. 11473.3 FIREST❑P TRUSSES @ 24' O.C.
ih
• O.C.
SIMPT �PICALT
ANCHOR
(❑R EQUAL)
•
(2)SIMPSON HETA16
AT ALL GIRDERS R-30 MIN. INSULATION
(❑R EQUAL)
DRIP EDGE 1/2' GYPSUM BOARD
0
2x6 FACIA KNOCK -OUT BLOCKS CEILING RATED
i'
BOARD 16• WITH (1) #5 BAR CONTINU❑US
M
ALUM, FACIA 'CAST-CRETE' LINTEL FL. #158.1
KAYCAN SOFFIT, FL. #16503 OR OVER WINDOWS & DOORS
o
EQUIVALENT INSTALLED PER WINDOW
MANUFACTURERS INSTRUCTIONS.
3/4' R-5 INSULATION BOARD
INDICATES VERTICAL SILL PLATE
H.B. oo
REINFORCEMENT @ 6' ❑.C. MAX.,
-- 1
3000 PSI CONC., 1#5 BAR W/10' SILL Ll P/T FURRING
;r
STD. HOOK, 25' MIN. OVERLAP Z1121 GYPSUM BOARD
FROM FOOTER TO BOND BEAM
& LOCATED AT ALL CORNERS, 4' THICK (3000 P.S.I. MIN.)
o
OPENINGS, BEAMS & GIRDERS. FIBERMESH CONCRETE SLAB OR
CONCRETE SLAB REINFORCED
un
CEMENTACIOUS FINISH WITH #10 GA. 6X6 W.W. MESH
ON EXTERIOR WALLS ON 6 MIL VAPOR BARRIER
AND TREATED, 95% COMPACTED S❑IL.
Coco Q HEADER BLOCK BOND BEAM
WITH (1)#5 BAR CONTINUOUS
11
GRADE j FILL CELLS SOLID
iI n
,
GRADE TOSLOPE N ? ��
6' IN FIRST 10'-0'. • STEMWALL FOOTER
WITH (2) #5 BARS C❑NTIN.
16' ON CHAIRS @32' D.C.
o
ALTERNATE NOTE,
.i
PENDING SITE CONDITIONS
CONTRACTOR SHALL DETERMINE
TYPE & COURSE OF FOUNDATION.
MONOLITHIC SLAB OR FOOTER
AND STEMWALL,
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GRADE
GRADE TO SLOPE ;D •
6' IN FIRST 10'-0'.
0
16' OTER WITH (2)
#�NBARS CONTINUOUS
ON CHAIRS @32' D.C.
TYPICAL WALL SECTION
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VTR
PLUMBING RISER
REINFORCING STEEL COVER
1, FOUNDATIONS:
A. MINIMUM COVER TO BE 3' WHEN CONCRETE IS CAST AGAINST AND PERMANENTLY
IN CONTACT WITH THE EARTH,
A. MINIMUM COVER TO BE 1-1/2' WHERE CONCRETE IS FORMED AND POURED BEAMS,
2. REINFORCEMENT BARS EMBEDDED IN GROUTED MASONRY CELLS SHALL HAVE A MINIMUM
CLEAR DISTANCE OF 1/2' OF GROUT BETWEEN REINFORCING BARS AND ANY FACE OF
A BLOCK CELL,
3. REINFORCEMENT BARS USED IN MASONRY WALLS SHALL HAVE A MASONRY COVER,
INCLUDING GROUT, OF NOT LESS THAN 2' FOR MASONRY UNITS EXPOSED TO EARTH
OR WEATHER OR 1-1/2' FOR MASONRY UNITS NOT EXPOSED TO EARTH OR WEATHER,
4. FOOTING DOWEL BARS SHALL BE EMBEDDED A MINIMUM OF 12' INTO THE F❑❑TING
(PERIMETER EXTERIOR FOOTINGS ONLY) WITH STANDARD HOOK AND SHALL BE PROVIDED
FOR ALL VERTICAL REINFORCEMENT, ALL DOWELS SHALL LAP WALL REINFORCEMENT
A MINIMUM OF 40 BAR DIAMETERS.
5. FOOTER SIZES BASED ON 2000 PSI BEARING CAPACITY OF SOIL. ANY
FOOTINGS CONSTRUCTED IN SOIL WITH BEARING CAPACITY LESS THAN
2000 PSI PLEASE CONSULT ENGINEER OF RECORD IMMEDIATELY.
FOOTER SIZES ALSO DESIGNED FOR MAXIMUM REACTION OF 6,000 LBS,
ANY REACTION OR LOADING GREATER THAN 6,000 LBS PLEASE CONSULT �N I M 1,,,11
ENGINEER OF RECORD IMMEDIATELY. ON '
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200 AMP
SERVICE
UNDER GROUND SERVICE
OPTIONAL
SERVICE BY
POWER CO.
(2) 4/0 COPPER
o
Cll 3/0 CAPPER
#12 COPPER TO
LIGHTS & OUTLETS
2' CONDUIT 200 AMP
PANEL #10 COPPER TO
WATER HEATER
#4 COPPER TO
RANGE
#8 COPPER TO
A/
TYPICAL ELECTRICAL
PANEL (20) CIRCUITS
#4 GROUND TO 112' ROD 10' DEEP
ALSO SERVICE IS BANDED TO
F❑❑TING STEEL
GROUNDING ELECTRODE SYSTEM DETAIL
NFPA 70 NATIONAL ELECTRICAL CODE, 2015 EDITION
ELECTRICAL NOTES:
1 — ELECTRICAL RECEPTICALS SHALL BE NO MORE THAN
6' FROM ALL DOOR OPENINGS, 12' MAX. O.C,, AND SHALL
BE WITHIN 25' FROM OUTSIDE A/C UNITS
2 — INCANDESCENT LIGHTS SHALL BE NO LESS THAN
12' AWAY FROM SHELVING, AND FLUORESCENT
LIGHTS SHALL BE NO LESS THAN 6' AWAY FROM
SHELVING
3 — SMOKE DETECTORS SHALL BE NO MORE THAN 36'
AWAY FROM CATHEDRAL PEAKS, NO LESS THAN 36'
FROM FORCED A/C AIR VENTS, NO LESS THAN 36'
FROM KITCHEN AND BATHROOM DOOR OPENINGS, NO
LESS THAN 4' AND NO MORE THAN 12' FROM THE CEILING
4 — WATER HEATERS THAT ARE NOT IN SIGHT OF AN
ELECTRICAL PANEL BOX SHALL REQUIRE A DISCONNECT
5 — GFI OUTLETS IN KITCHEN & GARAGE TO BE INSTALLED PER NEC,
6 — CIRCUITS MUST BE PROTECTED WITH
ARC FAULT BREAKERS. ONLY 15 & 20 AMP
CIRCUITS ARE PROTECTED,
7 — L❑CATI❑N OF OUTLETS MAY NEED TO BE ADJUSTED
DUE TO FIELD & FRAMING CONDITIONS ENCOUNTERED,
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No. 061
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'ONAU
PREMIER 2249
SHEET 4 OF 5
NAILING FOR ZONE
co
FL. 11473.3
SIMPSON HETA16 @24' O.C.
TYPICAL ANCHOR
(❑R EQUAL)
ROOF PLAN 1/4- _ 1-0-
PRODUCT APROVAL UST
PRODUCT CATEGORY
SUB CATEGORYIMODEL
MANUFACTURER
APPROVAL NUMBER
EXTERIOR DOOR
SLIDER
PLY GEM
FL 7612
STRUCTURAL COMPONENT
LINTEL HEADER
CAST CRETE CORP
FL 158.1
ROOFING
ASPHALT
GAF SHINGLES ALL
FL 10124.1
ROOFING
UNDERLAYMENT
GAF
FL 10626.1
ROOFING
ROOF VENT
LOMANCO
FL 3792.3
SOFFIT & FACIA
SOFFIT
AMERICAN CONST.MATERIALS
FL12019.1
WINDOWS
SINGLE HUNG
MI
FL 17676
EXTERIOR DOORS
SWINGING
PLAST PRO
FL 15271.1
GARAGE DOOR
8000
WAYNE DOLTON
FL 8248.7
OTHER BRANDS OF TRUSS ANCHORS
THAT ARE OF EQUAL OR GREATER
CAPACITY MAY BE SUBSTITUTED FOR
THOSE SHOWNON PLAN.
CONNECTORS THAT MAY BE USED
FLORM
MANUPACTURER
DESCEOTION
PRODUCT
APPROVAL
NUMBIM
Simpson Strong Tie
AC8
PL10880.8
Simpson Strong Tie
H2.8
FL10488.3
Simpson strong Tie
Hs
FL10488.3
Simpson Strong Tie
HTT4
FL11496.6
Simpson Strong Tie
1110
FL10488.3
Simpson Strong Tie
HETA16
PL11473.3
Simpson strong Tie
HUC212-2
FL10888.17
Simpson strong Tie
LCE4
PL10446.11
Simpson strong Tie
LSTA18
FL10882.6
Simpson Strong Tie
IM
FL10446.13
Simpson Strong Tie
MSTA12
FL10882.9
Simpson strong Tie
MSTA24
FL10882.9
Simpson Strong Tie
PB88
FL10860.18
Simpson Strong Tie
BPI
PL10488.11
Simpson Strong Tie
SP4
FL10458.11
Simpson Strong Tie
BPS
FL10488.11
MMA8
TM -MAX
I,C.C.2328
SHINGLES OVER FELT
AND ROOF SHEATHING
L �q� `-26 GA. GALV, METAL FLASHING
8' EACH WAY FROM VALLEY
VALLEY FLASHING DETAIL
NTS
HEADER TABLE FOR OPENINGS
IN LOAD BEARING WALLS
OPENING
WIDTH
MIN. HEADER
SIZE
# OF
HEADER
STUDS
# OF FULL
LENGTH
STUDS
8'
2-2x4
1
1
3'
2-2x4
1
2
4'
2-2x4
1
2
5'
2-2x4
1
3
6'
2-2x6
2
3
7'
2-2x8
2
3
8'
2-242
2
3
9'
3-2x10
3
3
10,
3-242
3
4
11'
4-242
3
4
USE 1/2' PLYWOOD AS NEEDED FOR SPACERS
TRUSS FL. 10456.3
(1) SIMPSON H-10
OR EQUAL
EACH TRUSS
DOUBLE TOP PLATE
(2) SYP STUDS
UNDER GIRDERS
SEE FLOOR PLAN
FOR STUD SIZE
I.C.C. #2322
2x BLOCKING
'TIE -MAX' (❑R EQUAL)
MIDWAY UP WALL
8' FROM OPENINGS AND
@ 6'-0' D.C. MAX.
INSTALL PER MFG'S
SPECIFICATIONS.
2x STUDS
(TYPICAL)
@16' O.C.
FOR 12' HIGH WALLS
PLACE BLOCKING
@ 48' O.C.
TTOM PLATE
t F❑❑TER t t
FRAME LOAD BEARING WALL
zo
zo
10
8d
RING
SHANK
NAILS
AT
6
AND
6
(Z
8d
RING
SHANK
NAILS
AT
6
AND
6 W-6' FROM EDGE)
(
8d
RING
SHANK
NAILS
AT
4
AND
4 W-6' FROM EDGE)
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tY
GABLE REDS SHEATHING NAIL ZONE DETAIL
END
MULTI APPLICATION
TOENAIL RIDGE TO PLATE
WITH 3-16d NAILS EACH SIDE.
ROOF SHEATHING
PER SPECS
RAFTERS SECURED TO SOLE "
PLATE WITH SIMPS❑N H3 (OR EQUAL)
FL. #10456.3
FL. #10446.13
SIMPSON LTP5 FRAMING ANGLES
AT EACH RAFTER (TYPICAL).
RIDGE DEPTH AT LEAST EQUAL
TO PLUMB CUT (2x6 MIN.)
1x6 MINIMUM
COLLAR TIES
PRE-ENGINEERED
2x RAFTERS TRUSSES
(SEE CHART) II
2x6 MIN. SOLE PLATE
SOLE PLATE SECURED TO SHEATHING AND SUPPORTING TRUSSE
WITH SIMPSON MSTA12 (OR EQUAL)
f L. 1f1U0JC.7
CONVENTIONAL OVER FRAME DETAIL
MAXIMUM RAFTER SPAN
SIZE/SPACING
16" O.C.
24" O,C,
2x6
9'-6'
7'-9"
2x8
12'-6"
10'-3"
2x10
16'-0"
13'-0#
NOTES,
1. WHERE RAFTERS BEAR ON WALLS USE SIMPSON H1 ANCHORS,
2. AT AREAS WHERE CEILING JOISTS D❑ NOT TIE THE BOTTOM OF
THE RAFTERS TOGETHER, INSTALL COLLAR TIES (1x6 MIN.) IN
THE UPPER 1/3 OF ROOF ON EVERY THIRD RAFTER PAIR WITH
3-8d NAILS.
ROOF
EDGE
HIP
END
(4) 16D NAILS
TOENAILED
�gON
No. 6Ir _
of
O�
/ O N AL
PREMIER 2249
SHEET 5 OF 5
LOADING CRITERIA
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J07
J04
J01
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J01
J01
J01
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J01
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47'4"
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Simpson HGUS28-3
Simpson HUS28
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J08
J07
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J02
J02
J02
J02
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J02
J02
J02
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STAI E Of
N [I T I C E
i
APPROVAL OF THIS TRUSS LAYOUT IS NECESSARY BEFORE FABRICATI❑N CAN
BEGIN, VERIFY ALL SPANS, PITCHES, OVERHANGS, ELEVATI❑NS, DETAILS AND
BEARING C❑NDITI❑NS, THESE ARE IMP❑RTANT AS THE TRUSSES WILL BE BUILT
IN ACCORDANCE WITH THE INF❑RMATI❑N SHOWN,
APPROVED BYE A�b
ROOF
FLOOR
TOP CHORD LIVE LOAD
20
40
p.s.f.
TOP CHORD DEAD LOAD
10
10
p.S.f.
BOTTOM CHORD LIVE LOAD
0
0
p.S.f.
BOTTOM CHORD DEAD LOAD
10
5
p.s.f.
TOTAL LOAD
40
55
.S.f.
DURATION FACTOR
1.25
1.00
BUILDING CODE FBC 2017 RES
WIND LOAD TYPE MVWFRS
WIND STANDARD ASCE 7-10
WIND SPEED 140 m.p.h.
WIND USAGE Residential - CAT II
BUILDING TYPE Closed
BUILDING EXPOSURE B
NOTE
IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER OR
ARCHITECT TO PROVIDE AN APPROPRIATE CONNECTION FOR TRUSSES
TO SUPPORTING STRUCTURE PER REACTIONS SHOWN ON TRUSS
ENGINEERING. SPECIAL CONSIDERATIONS FOR MECHANICAL EQUIPMENT
AND/OR PLUMBING (AND THEIR CONNECTIONS) IN TRUSS SPACE
MUST BE DIAGRAMMED BY BUILDER ON APPROVED TRUSS LAYOUT
PRIOR TO FABRICATION.
THIS COMPANY IS ATRUSS MANUFACTURER WHOSE
RESPONSIBILITIES ARE LIMITED TO THOSE DESCRIBED IN WTCA
1-1995 "DESIGN RESPONSIBILITIES". ACCORDINGLY, IT DISCLAIMS
ANY RESPONSIBILITIES AND/OR LIABILITY FOR THE CONSTRUCTION
DESIGN, DRAWINGS, DOCUMENTS INCLUDING THE INSTALLATION AND
BRACING OF TRUSSES MANUFACTURED BY THIS COMPANY.
APPROVED TRUSS ANCHOR BY BUILDER
2x4 MINIMUM TOP AND BOTTOM CH❑RDS
PLUMB CUT OVERHANG
12
5
2x4
HEEL
2.5
8of 12
1.33 B R G ,
UNLESS NOTED
❑THERWISE
TYPICAL TRUSS END
WARNING
CONVENTIONAL FRAMING, ERECTION AND/OR PERMANENT BRACING IS
NOT THE RESPONSIBILITY OF THE TRUSS DESIGNER, PLATE
MANUFACTURER, OR TRUSS MANUFACTURER. PERSONS ERECTING
TRUSSES ARE CAUTIONED TO SEEK PROFESSIONAL ADVICE
REGARDING ERECTION BRACING WHICH IS ALWAYS REQUIRED TO
PREVENT TOPPLING AND DOMINOING DURING ERECTION; AND
PERMANENT BRACING WHICH MAY BE REQUIRED IN SPECIFIC
APPLICATIONS. SEE "BRACING WOOD TRUSSES COMMENTARY AND
RECOMMENDATIONS" (HIB-91) FOR FURTHER INFORMATION.
TRUSSES SHALL BE INSTALLED IN ASTRAIGHT AND PLUMB
POSITION. WHERE NO SHEATHING IS APPLIED DIRECTLY TO TOP
AND/OR BOTTOM CHORDS, THEY SHALL BE BRACED AS SPECIFIED
ON THE ENGINEERED DESIGN. TRUSSES SHALL BE HANDLED WITH
REASONABLE CARE DURING ERECTION TO PREVENT DAMAGE OR
PERSONAL INJURY.
ATTENTION
"APPROVAL OF THIS TRUSS LAYOUT IS NECESSARY
BEFORE FABRICATION CAN BEGIN. VERIFY SPANS,
PITCHES, OVERHANGS, ELEVATIONS, & BEARING
CONDITIONS. ACCEPTANCE OF THIS LAYOUTASSUMES
TOTAL RESPONSIBILITY. THE TRUSSES WILL BE BUILT
IN ACCORDANCE WITH THIS LAYOUT"
APPROVED BY:
DATE:
HITEK TRUSS
6179 Nature Coast Blvd. SKI
Brooksville, FL 34602 /;twe are cutting edge!
352-797-0877
Fax 352-797-0277
hitektruss@maiLcom
CUSTOMER
Don Brown
JOB NAME
Premier
DATE!
???„ F L,
SCALE LDATE DRAWN BY
19 BDS
JOB NUMBER
Q1428
4
C