HomeMy WebLinkAbout39165 9th Ave2293 SQ. FT./300=8.77xl44=1263.83/2=631.9/16.9=37.39 LINEAR FEET
OF RIDGE VENT IS REQUIRED FOR VENTILATION OF ATTIC SPACE
FL. #5027
GAF MASTERFLOW AR-10 RIDGE VENT (OR EQUAL)
RIDGE VENT
FIBERGLASS SHINGLES ON
15# FELT & 7/16' STRUCTURAL 1 O.S.B,
OR 15/32' EXPOSURE 1 CD PLYWOOD,
5 INSTALL PLYWOOD CLIPS C24' O.C.
CEILING LINE CEILING LINE CEILING LINE
_FLOOR LINE - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - --
LEFT SIDE ELEVATION SCALE 1/4• _ 1-0�
CEILING LINE
s
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GARAGE FLOOR LINE I _ _ _ _ _ _LIVING AREA FLOOR LINE
------------------------------------
RIGHT SIDE ELEVATION SCALD 1/4� _ 1-0•
0
I
d0---------------
CEMENTACIOUS FINISH
CEILING LINE
RIDGE VENT
FINISH ON TRUSS ENDS
STUCCO ON METAL LATH OVER <2) LAYERS
OF 15# FELT OR (1) LAYER OF 15# FELT
& (1) LAYER OF TYVEK OVER
7/16' STRUCTURAL 1 O.S.B. OR 15/32'
EXPOSURE 1 CD PLYWOOD SHEATHING WITH
8d NAILS 6' O.C.
--------- ------------ /-- STUBBED OFF TRUSSES---------_---
FLOOR LINE________________�__
REAR ELEVATION SCALE: 1/4•=1-0•
6'
0
I----------------
CEMENTACIOUS FINISH
::IN
% r"
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 II)
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:
EFFECTIVE WIND AREA ZONE
1 2 3 4 5
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 IN 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 SECTIN01910, 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 2308.95, 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 IS 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 IS 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.
15 5
d
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 A FLORIDA REGISTERED ENGINEER.
ENGINEER 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
DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER/ARCHITECT/DRAFTSMAN PRIOR TO
BID OR CONSTRUCTION.
THE CONTRACTOR / OWNER -BUILDER IS TO VERIFY THAT TRUSS ENGINEERINGAND DESIGN IS COMPATIBLE
WITH THESE DRAWINGS 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=11
FULLY ENCLOSED DESIGN
SURFACE ROUGHNESS CATEGORY= B
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
FLOOD ZONE DESIGNATION - X ALL
TYPE OF ROOF COVERING - FIBERGLASS SHINGLES CODES FLORIDA BlC1tOLp �iG yyITH PREVAILING
TOTAL SQUARE FEET OF RESIDENCE - 2293 SQ. FT. NATIONAL ELECTRIC CODE,G CODE,
INTERNAL COEFFICIENT +/- 0.18 ENCLOSED +/- 0.57 UNENC8RCME
CN ECTRI OF 11.LS
IMPORTANCE FACTOR 1.0 QINANCES
COMPONENTS AND CLADDING +/- 37.5 PSF
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FLOOR PLAN SCALES 1/4' _ 1"-o--
ALL C,M,U, WALL SEGMENTS 48' OR LONGER WITH NO OPENINGS LARGER
THAN 144 SQUARE INCHES AND (1) VERTICAL #5 BAR AT EACH END,
126' OICI MAXIMUM, IN GROUTED CELLS AND SPLICED TO A STANDARD HOOK
IN THE FOOTER AND IN THE BOND BEAM SHALL CONSTITUTE A SHEARWALL,
CONCRETE PAD
TTI ITI r vm- t e
1/4'x3-1/4' TAPCONS
@16' O.C. FOR FRAME WALL
TO CMU & SLAB CONNECTION,
STUDS IN DIRECT
CONTACT WITH CMU's
& SLAB TO BE P.T.
FRAME TO MASONRY DETAIL
FL. 11473.3 ADDITIONAL CONNECTORS
SIMPSON HETA16 @24" O.C. MAY BE REQUIRED AT
TYPICAL ANCHOR GIRDER TRUSS LOCATIONS,
(❑R EQUAL) SEE TRUSS LAYOUT,
VERTICAL REBAR / (1)#5 BAR CONTINUOUS
I /,,BOND BEAM I /IN BONDI BEAM, I
PRE -CAST LINTEL
BAR
#5 BAR IN GI
BLOCK CELLS
#5 BAR WITH 25' MIN. LAPS
& 10' 900 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.
-m---------a--------------- --:s------ ---Waft-- -- ass:
(2)#5 BARS
WALL ELEVATION CONTINUOUS
IN FOOTER
CHAIRS
WHEN WOOD SHIM OR BUCK IS EQUAL TO OR GREATER THAN 1-1/2' THICK, NTS @32' ON CHAIAI
SECURELY FASTEN TO MASONRY WITH 1/4' DIA, TAPCONS 4' FROM CORNERS
& 12' O.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.
-_
- - - - - �L-INT-J---BOND BEAM LI�-------------� TEL -�
0
rl r-- FLOOR LINE
EXTERIOR DOOR AND WINDOW BUCK CONNECTION
BLOCK MASON TO VERIFY
WINDOW ROUGH OPENINGS
WITH MANUFACTURERS
REQUIREMENTS,
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,
AREA TABULATION
LIVING
1808
FRONT PORCH
51
GARAGE
434
TOTAL
2293
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
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
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
1/4' TAPCONS @24' ❑1C
WITH 1-1/4' EMBEDMENT (MIN.)
1/2"x8' ANCHOR BOLTS
W/2" WASHERS SET
IN TYP, FILLED CELL,
MIN, (5) PER JAMB.
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OVERHEAD SECTIONAL
DOOR TRACK WITH
3/8"xl-1/2" STEEL
LAG BOLT WITH
I
WASHER. MIN, (6) PER
TRACK TO JAMB,
'
d-
GARAGE SLAB
aD
OVERHEAD GARAGE DOOR DETAILS
B� CONCRETE KNOCK -OUT $.
BLOCK BOND, BEAM
FILLED WITH CONCH_ rr—n
QCENTER BLOCK(S) IS (ARE) OPTION,
Y- AND CAN EITHER BE OMITTED OR
D LLJJINSTALLED AT THE BUILDERS DISCRE
(1) 05 BAR ----�,
(FILL SOLD W/ WOO PSI CONC.)
L-1 L- 2
USE L-2 FOR ALL
OPENINGS OVER 8'-O"
O
NOTE, LINTEL BEARING LENGTH PER MANUFACTURERS SPECIFICATIONS
POWERS STEEL LINTELS OR PRE —CAST CONCRETE LINTELS MAY BE USED,
NSF
No, 76061
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BARS
PREMIER
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27'-8' 25'-8'
lo
5'-0' # 3'-10' 5'-4' 4'-8" 7'-2' '-8' 3'-8"le 5'-2' 3'-11' 4'-1' 3'-10' 5'-0'
H.B.
n a o a a n n
SLAB
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! FOOTER WITH (2)#5 BARS I
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IF
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4' THICK (3000 P,S.I. MIN.)
FIBERMESH CONCRETE SLAB OR
CONCRETE SLAB REINFORCED
WITH #10 GA. 6X6 W.W. MESH
ON 6 MIL VAPOR BARRIER
AND TREATED, 95% COMPACTED SOIL.
INSTALL
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FOOTER WITH (2)#5 BARS o I I
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INDICATES VERTICAL
REINFORCEMENT @ 6' O.C. MAX.,
3000 PSI CONC., 1#5 BAR W/10"
STD, HOOK, 25' MIN. OVERLAP
FROM FOOTER TO BOND BEAM
& LOCATED AT ALL CORNERS,
OPENINGS, BEAMS & GIRDERS,
PLUMBING RISER
FIBERGLASS SHINGLES ON
30# FELT & 7/16' STRUCTURAL 1 O.S.B.
OR 15/32' EXPOSURE 1 CD PLYWOOD,
INSTALL PLYWOOD CLIPS @24' O.C.
FL. 11473.3 FIRESTOP
SIMPSON HETA16 @24' O.C.
TYPICAL ANCHOR
(OR EQUAL)
(2)SIMPSON HETA16
AT ALL GIRDERS
(OR EQUAL)
DRIP EDGE 1/2' GYPSUM BOARD
2x6 FACIA KNOCK -OUT BLOCKS CEILING RATED
BOARD 16" WITH (1) #5 BAR CONTINUOUS
ALUM, FACIA 'CAST-CRETE" LINTEL FL. #158.1
KAYCAN SOFFIT, FL. #16503 OR
OVER WINDOWS & DOORS
EQUIVALENT INSTALLED PER WINDOW
MANUFACTURERS INSTRUCTIONS.
INDICATES VERTICAL
REINFORCEMENT @ 6' O.C. MAX.,
3000 PSI CONC., 1#5 BAR W/10' SILL
STD, HOOK, 25' MIN, OVERLAP C
FROM FOOTER TO BOND BEAM
& LOCATED AT ALL CORNERS,
OPENINGS, BEAMS & GIRDERS.
CEMENTACIOUS FINISH
ON EXTERIOR WALLS
GRADE -
GRADE TO SLOPE
6" IN FIRST 10'-0',
GRADE -
GRADE TO SLOPE
6' IN FIRST 10'-0'.
PRE-ENGINEERED
TRUSSES @ 24" O,C.
.- R-30 MIN. INSULATION
•3/4' R-5 INSULATION BOARD
SILL PLATE
,P/T FURRING
-1/2' GYPSUM BOARD
4' THICK (3000 P.S.I. MIN.)
FIBERMESH CONCRETE SLAB OR
CONCRETE SLAB REINFORCED
WITH #10 GA. 6X6 W.W. MESH
I�ON 6 MIL VAPOR BARRIER
AND TREATED, 95% COMPACTED SOIL,
00 Q HEADER BLOCK BOND BEAM
WITH (1)#5 BAR CONTINUOUS
jFILL CELLS SOLID
: Zcu
ooa�\STEMWALL FOOTER
WITH (2) #5 BARS CONTIN.
16' ON CHAIRS @32' O.C.
ALTERNATE NOTE,
PENDING SITE CONDITIONS
CONTRACTOR SHALL DETERMINE
TYPE & COURSE OF FOUNDATION.
MONOLITHIC SLAB OR FOOTER
AND STEMWALL,
4
16' MONOLITHIC FOOTER WITH (2)
#5 BARS CONTINUOUS
ON CHAIRS @32' D.C.
TYPICAL WALL SECTION
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 FOOTING
(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
ENGINEER OF RECORD IMMEDIATELY.
\``11111111/i///
p �.N
, ..
` ® No. 76061 �Z ,
SIto Z7
ATE OE I(!
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PREMIER
SHEET 3 OF 5
r
ELECTRICAL PLAN SCALE: 1/4// _ 1-0°
AD
-_CT
200 AMP
SERVICE
SERVICE BY
POWER CO,
0
(2) 4/0 COPPER
(1) 3/0 COPPER
2' CONDUIT I200 AMP
PANEL
TYPICAL ELECTRICAL
PANEL (20) CIRCUITS
#4 GROUND TO 1/20 ROD 10' DEEP
ALSO SERVICE IS BANDED TO
FOOTING STEEL
#12 COPPER TO
LIGHTS & OUTLETS
#10 COPPER TO
WATER HEATER
#4 COPPER TO
RANGE
#8 COPPER TO
A/C
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 - LOCATION OF OUTLETS MAY NEED TO BE ADJUSTED
DUE TO FIELD & FRAMING CONDITIONS ENCOUNTERED,
pON
C,
` No. 76061
�;
01AT OF �<(/
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PREMIER
SHEET 4 OF 5
53-04-00
ob
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27-08-00 25-OMO L
NGa�J�IE
I,]oil
I=,
NUIN
Him
WOO
WIN
FL, 11473.3
SIMPSON HETA16 @24'
TYPICAL ANCHOR
(OR EQUAL)
RODE PLAN
VO
25-OMO 7-00-00 21-04-00
534)M1-00
ROOF PLAN 1/4• _ 1--0•
PRODUCT APPROVAL LIST
PRODUCT CATEGORY SUB CATEGORY MANUFACTURER
APPROVALNUMBER
STRUCTURAL COMPONENT HETA20
SIMPSON
FL 11473
STRUCTURAL COMPONENT LINTEL HEADER
CAST CRETE CORP
FL 158.1
ROOFING ASPHALT
GAF SHINGLES ALL
FL 10124.1
ROOD(, UNDERLAYMENT
GAF
FL 10626.1
ROORNG ROOF VENT
LOMANCO
FL 3792.3
SOFFIT & FACIA SOFFIT
AMERICAN CONST.MATERIALS
FL12019.1
WU4DOWS SINGLE HUNG
SILVER LINE 50
FL 14911
EXTERIOR DOORS SWINGING
PLAST PRO
FL 15221.1
EXTERIOR DOORS SWINGING
PLAST PRO
FL 15220
OTHER BRANDS OF TRUSS ANCHORS
THAT ARE OF EQUAL OR GREATER
CAPACITY MAY BE SUBSTITUTED FOR
THOSE SHOWN ON PLAN,
CONNECTORS THAT MAY BE USED
FWRtDA
MANUFACTURER
DESCRIPTION
PRODUCT
APPROVAL
NUMBER
Simpson Strong Tie
AC8
FL10880.5
Simpson Strong Tie
HIS
FL10486.3
Simpson Strong Tie
H3
FL10486.3
Simpson Strong Tie
R7T4
FL11496.6
Simpson Strong Tie
H10
FL10486.3
Simpson Strong Tie
HETA16
FL11473.3
Simpson Strong Tie
HUC212-2
FL10638.17
Simpson Strong Tie
LCE4
FL10446.11
Simpson Strong Tie
LSTA18
FL10882.6
Simpson strong Tie
LTPS
FL10446.13
Simpson Strong Tie
MSTA12
FL10882.9
Simpson Strong Tie
MSTA24
FL10882.9
Simpson Strong Tie
P866
FL10860.18
Simpson Strong Tie
BPI
FL10486.11
Simpson Strong Tie
SP4
FL10486.11
Simpson Strong Tie
SP6
FL10486.11
TIE -MAX
TEE -MAX
I,C.C.2328
SHINGLES OVER FELT
AND ROOF SHEATHING
t�
o '
N
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
2'
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'
2-2x12
2
3
9'
3-240
3
3
10'
3-2x12
3
4
11'
4-242
3
4
USE 1/2' PLYWOOD AS NEEDED FOR SPACERS
SEE FLOOR P
FOR STUD SI;
2x BLOCKING
MIDWAY UP '%
2x STU
@16' ❑,(
TRUSS
FL, 10456.3
Ci) SIMPSON 1
OR EQUAL
EACH TRUSS
D❑UB
(2) SYP S1
UNDER GIF
-AN
'E
I.C.C.
'TIE—M
ALL
8' FRE
@ 6'-0
INSTAL
SPECIF
)S
(TYPI
FOR 12' HIC
PLACE BLO(
@ 48' O.C.
BOTTOM PL
rnnTFR
—10
LE TOP PLATE
UDS
'DERS
#2328
aX' (OR EQUAL)
iM ❑PENINGS AND
O.C, MAX.
L PER MFG'S
ICATI❑NS.
CAL)
H WALLS
:KING
ATE
FRAME LOAD BEARING WALL
kD
v
zo
i
'v
NAILING
FOR ZONE
Q
80l RING
SHANK NAILS AT
(Z
80l RING
SHANK NAILS AT
(3
8d RING
SHANK NAILS AT
6 AND 6
6 AND 6 (4'-6' FROM
4 AND 4 (4'-6' FROM
EDGE)
EDGE)
2 2
a a
--------------------------------
I I
Q
(D (Dl to
I I
I--------------------------
� O RIDGE � 2 I I
i aI
1
t i
a t aI1@ Oil (D
I a
i---_�._91
LO
22 CD
a
2
GABLE ROOF 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 SIMPSON H3 (OR EQUAL)
FL, #10456.3
2x RAFTERS
(SEE CHART)
FL, #10446.13
SIMPSON LTP5 FRAMING ANGLES
AT EACH RAFTER (TYPICAL),
RIDGE DEPTH AT LEAST EQUAL
TO PLUMB CUT (2x6 MIN.)
2x6 MIN, SOLE PLATE
SOLE PLATE SECURED TO SHEATHING AND SUPPORTING TRUSSES
WITH SIMPSON MSTA12 (OR EQUAL)
ri unncn %
i L. tt1VVJL.I
1x6 MINIMUM
COLLAR TIES
11
PRE-ENGINEERE
TRUSSES
CONVENTIONAL OVER FRAME DETAIL
MAXIMUM RAFTER SPAN
SIZE/SPACING
16" O,C.
24" O.C.
2x6
9'-6u
7'-9"
2x8
12'-6"
10'-3#
2x10
16'-0"
13'-0"
NOTES,
I. WHERE RAFTERS BEAR ON WALLS USE SIMPS❑N H1 ANCHORS,
2, AT AREAS WHERE CEILING JOISTS DO NOT TIE THE BOTTOM OF
THE RAFTERS TOGETHER, INSTALL COLLAR TIES C1x6 MIN,) IN
THE UPPER 1/3 OF ROOF ON EVERY THIRD RAFTER PAIR WITH
3-8d NAILS,
ON
NSF G .
7e061 2
��3(J� STATE OF �44/\
' clORIC?.• L)
O1NAL E
111
ROOF
EDGE
HIP
END
(4) 16D NAILS
TOENAILED
PREMIER
SHEET 5 ❑F 5
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