206 S Scott Ave 10-1430 (A) ADDITIONv,.
CONNECTOR SCHEDULE
MODEL #
FASTENERS
UPLIFT(133)
CAPACITY
SP -1
6-10d 4-10d
585
SP -2
6-10d 6-10d
890
SP -4
6-10dxl
735
MTS12
14-10dx1
1000
MTS20
14-10dx1
1000
LSTA12
10-10d
755
LSTA24
18-10d
1295
LSTA30
22-10d
1670
LSTA36
26-10d
1715
_LSTA36
26-10d
1715
MSTA36
26-10d
1995
H TA1
11-1 x1 1 ply truss)
4-2"
114-16� 6-16d
1550
_H1IS26
H(',1A96-9
20-16d 8-16d
9000
1116
1816ci+id holt
3480
_H
24' O.C. (TYP.)
_ARLJ44
19-16d jr] holt
99on
ARLJ66
112_16cj+j� bolt
2,500
_ARU88
1F3-16d+2-jd bolts
9390
H
- x1N 8-8dx1N
H2.5
5-8d 5-8d
415
H
4-4-8d
455
HT
-1 x11450
A35
12-18clxl�
385.1555
3655
.MGT22-10d
T-
14-16d sinkers7
H T-2
8-10d+rd bolt4
HGT-3
8-10d+ bolt
90
MBHA H=7
18-10d + 1 ATR X8 TOP
1885
& 1 ATR X4 FACE
C❑NNECTI❑N (TYP,)
ATR is all
threaded rod
ASPH. SHINGLES TO MATCH EXISTING
12-
4
SIMPSON H 2.5 0 EA. RAFTER
DBL. 2x HEADERS
IJL
2x8 ROOF RAFTER
1/2" PLYWOOD WITH 15LB FELT ON TOP
30 IN UL 0
2x4 CEILING JOIST 16" O.C.
P.T. 1x4
CUT @ 45° AROI
PLANTER (TYP.)
c
ALUM. WINDOWS � 1/2" DRYWALL
20 STUDS 16° O.C.
2x4 PLATE CONT. Al
R9 INSULATION 3/4" PLYWOOD
1/2' CEMENT BOARD DURAROCK) OVER 3/4" PLYWOOD
SIMPSONt1ETA202x 8 FLOOR JOIST 16" O.C.
6" LAP SIDING �T
OVER 15L6 FELT
GALV. METAL TERMITE PLATE
8" x16" FILLED CONC. BLOCK CONC. BRICKS BETWEEN FOOTER AND FLOOR JOIST
(SAME AS EXIST. FOUNDATION SYSTEM)
GRA
NOTE: DETAIL DEPUPICATES EXISTING "
PIER AND SUB FLOOR CONFIGURATIONN
ENTIRE EXISTING FLOOR SYSTEM
CONSTRUCTED AS DETAIL — =1 I I-111J11-III=11HF, 1-1-Jjl-Jll 111=_1ll=111 WITH (2) #5 REBAR
ANOTE: PROPOSED. FLOOR HTG. 16" ox,s W FOOTER CONT.
WITH (2)„�S REBAR REMAINS THE SAME AS EXISTING. ALL DAMAGED
,s° DAVw FOOTER CONT. WOOD SHALL BE REPLACED.
FULL HTG. WALL SECTION A -A
W/PIER PROPOSAL DETAIL
N.T.S.
I i�r- 1A0-0# rt n_1 rrnMM❑N) OR 148X3 1/4' (16d SINKER) NAIL
Simpson Strong -1 ie
HUS210
2x6 P.T. (TYP.)
ALTHOUGH GREAT CARE HAS BEEN TAKEN TO
INSURE ACCURACY, MISTAKES CAN OCCUR,
IT IS THE BUILDER'S RESPONSIBILITY TO
VERIFY ALL DIMENSIONS AND DETAILS AND
REPORT ANY DISCREPANCIES TO DDB SWEET, INC.
BEFORE BEGINNING CONSTRUCTION,
DECK REVISION PLAN GALV. S-ZLVS t' CC.
1/4'=1'-0'
IN.. -- _ - -: BEAM
STING
FRAMED WALL
I
6'-11”
LOAD BEARNING I
2x4 16" 0.c. 8'7" max span i I
(SEE CHART BELOW)
i
I
I
PROPOSE 2x6 KNEEW ;L.L (SEE PAGE 4 DETAIL)
10'2
PROPOSED ROOT -
I
PROPOSED 2x8 ROOF RAFTER �AlI
�/11 6'9 I 16 O.C. TYP.
LAW §21 T-=Ll-�
IT
rrrl
I ! I I_Lo_E�, !
T `' N I PROPOSED 2x6 KNEEWALL (SEE PAGE 44 DETAIL)
I i I I I
i4 1- - - I
I i —
---------- —J
14'
PROPOSED ROOP' CEN1ZR
5' 2 19'
PROPOSED
STI'. ' ,ASTER BE =-
ROOF FRAMING PLAN
I
0
EXISTING
STRUCTURE
/
'•1h S❑N HUS210 v
_ .".1ECTI❑N (TY ��.
Q0
PT. 2X10 BEA1,1
SIMPSON HUS210 @ EA
CONNECTION (TYP.)
21'-3"
EXISTING
SCREENROOM
EXISTING
STRUCTURE
REVISION
C)
,� l B_
F I E
WINDSPEED = 120 MPH
WIND IMPORTANCE FACTOR = 1.0
WIND EXPOSURE CATAG❑RY =.//B#
EXT. C❑MP❑NANT AND CLADDING = + 12.5 T —
19.9 PSF
WIND❑W PRESSURE _ + 23.6 TO — 25.1 PSF
INTERI❑R PRESSURE _ + 25.9 TO — 28.1 PSF
NOTE:IT IS THE RESPONSIBILITY OF THE BUILDING CONTRACTOR
TO REVIEW TRUSS ENGINEERING PACKAGE AGAINST FLOOR PLAN AND ELEVATIONS
AND REPORT ANY DISCREPANCIES TO DESIGNER AND ENGINEER OF RECORD.
„ ,
CONSTRUCT NEW FOOTER
AND STEM WALL
EXISTING P, 1. 2x1O BEAM
��L
"
r a
EXISTING SIMPS❑N HUS2 0 @ EA.
„
C❑NNECTI❑N (TYP,)
}
114-
SIMPSON HUS210 @ EA.
I
CONNECTION (TYP.)
EXISTING
STRUCTURE
EXISTING P,T. 2x10 BEAM (f YP:;
4-2"
P,T, 2x10 J❑IST
f`
i
24' O.C. (TYP.)
8'xl6' FILLED CIONC, BLOCKS
P,T, 2x10 BEAM
P,T. 2x10 BEAM
I
I
w
00
I
DIKI
i
SIMPS❑N HUS210 @ EA.
C❑NNECTI❑N (TYP,)
�— P T, 2x10 BEAM
\— P,T, 6x6 POST W/3!4"
I
\-- s
P.T. 4x4 POST IW/3/4"
P.T, 6x6 POST W/3/4"
GALV
GALV, BOL
, BOLT THRU
GALV, BOLT '. THRU
GALV, BOLT T RU
AND NUT
W/WASHER AND NUT
W/WASHER AN NUT
NUT
TYP.
TYP.
ON CENTERLINE' OF
DECK TYP.
DECK SUB FLOOR
AND BATH.
FOUNDATION PLAN
CONNECTION (TYP.)
FLOOR F, AVING PLAN
I
1/4'=1'-0'
ROOF LIVE LOAD = 20PSF 1/4"=1'-0'
i
21\
PLUMBING SIZE NOTES:
CONVENTIONAL FRAMING SPANS ALL MA'\ DRAIN LINES TO BE A MINIMUM OF 3" EXITING THE HOUSE. SHOULD THERE BE
MAX SPAN 24 O.C.
MORE THAN 2 WATER CLOSETS THE MAIN LINE WILL EXIT 4". A STANDARD GUEST BATH
RAFTER SPANS CEILING JOISTS FLOOR „v'STS CONSISTING OF (1) WATER CLOSET, (1) LAV, (1) TUB/OR SHOWER WILL HAVE iA MINIMUM
2x6 12"o.c. 14'9" max span 4 1 "o.c. 9'3" max span 202 12'a -L_ 23'4" max span VENT SIZE 0= 2" THRU ROOF. EACH HOUSE WILL HAVE (1) 3" MAIN VENT THRU ROOF.
2x6 16"o.c. 13'5" max span 2x4 16"0. 8'7" max span 2x12 tE'a 20'2" max span A WASHER STANDING ALONE WILL HAVE A MINIMUM OF 1 1/2" VENT THRU ROOF. 'IF THE
2x6 24"o.c. 1 1'9" max span 2x4 24"o.c. 7 max span 2x12 21.'o t. 16'6" max span I -
WASHER IS STACKED WITH THE LAUNDRY TUB THE VENT THRU ROOF WILL BE 2„ . ALL
2x8 12"o.c. 19'6" max span 2x6 12"o.c. 14'9" max span 200 12c.c. 19'11” max span KITCHEN WILL BE AUTOVENT. 2" CLEAN OUTS WILL BE USED AT EXTERIOR WALL FOR
2x8 16"o.c. 17'9" max span 2x6 16"o.c. 12'11" max span 2x10 tE'c c_ 17'3" max span ACCESS. IN NO CASE WILL THERE EVER BE MORE THAN 3 MINOR AND (1) WATER CLOSET
2x8 24"o.c. 13'2" max span 2x6 24"o.c. 10'6" max span 2x10 24'c c_ ta•t" max span VENTED ON LESS THAN A 2" VENT. A WASHER WILL NEVER DRAIN PAST ANOTHER TUB/OR
2x10 12"o.c. 24'10" max span 2xs 12"o.c. 19'2" max span SHOWER USING THE SAME UPSTREAM VENT, AS WELL AS A WATER CLOSET WILL NEVER
2x10 16"o.c. 22'1" max span 2x8 16"o.c. 16'7" max span DRAIN PAST A TUB/OR SHOWER USING SAME UPSTREAM VENT. BATH VENTS TO TERMINATE
200 24"o.c. 18'1" max span 2x8 24"o.c. 13'7" max span THROUGH? ROOF VENTS OR SOFFIT 3' MIN. FROM WINDOW AND DOOR OPENINGS.
2x12 12"o.c. 26'0" max span 2x10 12'o.c. 22'9" max span
202 16"o.c. 26'0" max span 2x10 16"o.c. 19'9" max span
2x12 24"o.c. 21'4' max span 2x10 24'o.c. 16'1" max span
NOTE: ALL SPANS BASED ON #2 SOUTHERN YELLOW PINE DESIGN LOADS Or 2:: PSF-LIVE LOADS _
1r PSF-DEAD LOAD
ARTHUR WILLIAM HULL, P.E.
REVISION AND DATE DELAND , FL. 32724 l
D REVISIONS PER CITY OF SANFORD-10130109 NOTES REVISED, NAILING SCHEDULE,ATTIC NOTE & REBAR PH# 407-497-0566 _
#
REVISIONS PER CITY OF SANFORD-01-26-10 NOTES REVISED, STRAP REV. ON HEADER FL CERT. 33672
t
I
i
1/4'=1'-0'
P.T. 2X6 DECORATIVE BEAMS
24" O.C. TYP,
SOU I H. E1_F VATION
1/4'=1'-0'
MANM BATH ADD. PLAN
Email: ddbsweet@earthlink.net
SHEET,'inc
"We.�ring Visions To Life" phone: (407)221-5168
PLAN FOR: RUSSELL & ANITA MANN
_C
ADDR� ESS: Zos S. SCOTT AVE.
S NFORD , FLA. 32771
DATE: sloe SCALE: PAGE:
PROP.,, I.D.# 30-19-31-502-0200-0040 30F5
2 X 4 FIRE -
BLOCKING
AT MID -SPA[
_ I SIMPSON
MTT28B
H5 EVERY STUD TDP
/ ROOF FRAMING \
DOUBLE TDP PLATE
��I��ll�istsimmlw
L -HS EVERY STUD @ BOTT PL �
CLIPS REQ'D WHEN SILL PL. EXCEEDS 48" H,
GENERAL NOTES
.1___-
,___-1.1 FLORIDA RESIDENTIAL BUILDING CODE (2007) ED. WITH 2009 REVISIONS.
I . I
DETAIL
1.2 BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (ACI 318-95).
CORNERS
1.3 AMERICAN SOCIETY OF CIVIL ENGINEERS MINIMUM DESIGN LOADS FOR
MAXIMUM
SPAN
v V
STRAPS
EACH END
OF HEADER
2) CONCRETE:
5•-1"
2.1 CONCRETE COMPRESSIVE STRENGTH AT 28 DAYS:
1
2.1.1 PRE -CAST W/STANDARD REINFORCEMENT - 3500 PSI
6 -0
2.1.2. PRE -CAST W/PRESTRESS REINFORCEMENT - 5000 PSI
1
2.1.3. CONCRETE FILL (PLACED IN FIELD) - 2500 PSI
8 -2-1
2.2 REINFORCING BARS:
SP2
2.2.1. STEEL PLACED IN PRECAST LINTEL AT TIME OF FABRICATION ASTM A615
(GRADE 60).
2.2.2. STEEL IN LINTEL AND KNOCKOUT BLOCK (PLACED IN FIELD) ASTM A615
(GRADE 40).
2.3 PRESTRESS STRANDS ASTM A416 7 -WIRE
2.4 DETAIL REINFORCEMENT IN ACCORDANCE WITH ACI 315.
2.5 CONCRETING OPERATIONS SHALL COMPLY WITH ACI STANDARDS.
3) MASONRY:
FULL LENGTH
WALL STUDS-
TUDHEADER
SP2
ca1
3.1 DESIGN AND CONSTRUCTION SHALL CONFORM TO THE SPECIFICATION OF THE NATIONAL CONCRETE
MASONRY ASSOCIATION AND ACI 530.
3.2 MINIMUM MASONRY UNIT STRENGTH: Vm 1250 PSI.
3.3 MORTAR SHALL BE TYPE S OR M.
�
4) STRUCTURAL:
4.1 SAFE LOAD VALUES ARE BASED ON LINTELS HAVING A BEARING OF 8"
(WITH A MINIMUM ACCEPTABLE BEARING OF 4" PER
THE 2007 EDITION OF THE FLORIDA RESIDENTIAL BUILDING CODE WITH 2009
REVISIONS)
HEADER
SIMPS❑N LSTA9 AT
EVERY CRIPPLE BATT,
SIMPS❑N LS A18
HEADERSTUDS
H5 TYP,
��I��ll�istsimmlw
L -HS EVERY STUD @ BOTT PL �
CLIPS REQ'D WHEN SILL PL. EXCEEDS 48" H,
GENERAL NOTES
.1___-
,___-1.1 FLORIDA RESIDENTIAL BUILDING CODE (2007) ED. WITH 2009 REVISIONS.
I . I
DETAIL
1.2 BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (ACI 318-95).
CORNERS
1.3 AMERICAN SOCIETY OF CIVIL ENGINEERS MINIMUM DESIGN LOADS FOR
MAXIMUM
SPAN
BUILDINGS AND OTHER STRUCTURES (ASCE 7-95).
STRAPS
EACH END
OF HEADER
2) CONCRETE:
5•-1"
2.1 CONCRETE COMPRESSIVE STRENGTH AT 28 DAYS:
1
2.1.1 PRE -CAST W/STANDARD REINFORCEMENT - 3500 PSI
6 -0
2.1.2. PRE -CAST W/PRESTRESS REINFORCEMENT - 5000 PSI
1
2.1.3. CONCRETE FILL (PLACED IN FIELD) - 2500 PSI
8 -2-1
2.2 REINFORCING BARS:
1 2
2.2.1. STEEL PLACED IN PRECAST LINTEL AT TIME OF FABRICATION ASTM A615
(GRADE 60).
2.2.2. STEEL IN LINTEL AND KNOCKOUT BLOCK (PLACED IN FIELD) ASTM A615
(GRADE 40).
2.3 PRESTRESS STRANDS ASTM A416 7 -WIRE
2.4 DETAIL REINFORCEMENT IN ACCORDANCE WITH ACI 315.
2.5 CONCRETING OPERATIONS SHALL COMPLY WITH ACI STANDARDS.
3) MASONRY:
3.1 DESIGN AND CONSTRUCTION SHALL CONFORM TO THE SPECIFICATION OF THE NATIONAL CONCRETE
MASONRY ASSOCIATION AND ACI 530.
3.2 MINIMUM MASONRY UNIT STRENGTH: Vm 1250 PSI.
3.3 MORTAR SHALL BE TYPE S OR M.
4) STRUCTURAL:
4.1 SAFE LOAD VALUES ARE BASED ON LINTELS HAVING A BEARING OF 8"
(WITH A MINIMUM ACCEPTABLE BEARING OF 4" PER
THE 2007 EDITION OF THE FLORIDA RESIDENTIAL BUILDING CODE WITH 2009
REVISIONS)
2 X 4 FIRE
BLOCKING
AT MID -SPAN
/2" X 8" A B.
48" O/C
TYPICAL FRAMING AND CONNECTIONS FOR OPENINGS
OR RSP4
FULL LENGTH
WALL STUDS
10d NAILS
0 12"O.C.
BOTH SIDES
STAGGERED
2 ROWS
H5 .SP4 OR RSP4
ALTHOUGH GREAT CARE HAS BEEN TAKEN TO
INSURE ACCURACY, MISTAKES CAN OCCUR.
IT IS THE BUILDER'S RESPONSIBILITY TO
VERIFY ALL DIMENSIONS AND DETAILS AND
REPORT ANY DISCREPANCIES TO DDB SWEET, INC.
BEFORE BEGINNING CONSTRUCTION,
GENERAL_ NOTES:
1. CONTRACTOR IS TO ASCERTAIN THAT ALL
CONSTRUCTION SHALL BE IN COMPLIANCE WITH
ALL APPLICABLE BUILDING CODES AND LOCAL
RESTRICTIONS AND THAT THE CONSTRUCTION
DOCUMENTS ARE IN ACCORDANCE WITH
APPLICABLE LAWS, STATUES, ORDINANCES,
CODES, RULES, AND REGULATIONS. IF THE
CONTRACTOR OBSERVES THAT PORTIONS OF
THE CONSTRUCTION DOCUMNETS ARE AT
VARIANCE THEREWITH, THE CONTRACTOR
SHALL PROPMPTLY NOTIFY THE DESIGNER IN
WRITING AND THE NECESARY CHANGES SHALL
BE INITIATED AND ACCOMPLISHED BY APPROPRIATE
MODIFICATION.
2. DIMESIONS TAKE PRECEDENCE OVER DRAWINGS.
DO NOT SCALE DRAWINGS TO DETERMINE ANY
LOCATIONS. IF ANY DISCREPANCIES OCCUR,
NOTIFY THE DESIGNER AT ONCE FOR CLARIFICATION.
3. ALL WOOD IN CONTACT WITH MASONRY, CONCRETE
OR STEEL SHALL BE PRESSURE TREATED.
4. ALL PRODUCTS AMD MATERIALS SHALL BE APPLIED
AND/OR INSTALLED IN ACCORDANCE WITH THE
MANUFACTURER'S PUBLISHED SPECIFICATIONS.
5. CONTRACTOR SHALL VERIFY ALL WINDOW AND
DOOR MASONRY OPENINGS WITH MANUFACTURER
PRIOR TO COMMENCEMENT OF CONSTRUCTION.
6. ALL PLAN DIMENSIONS ARE FROM FACE OF BLOCK
OR FACE STUD AND ARE NOMINAL UNLESS
OTHERWISE INDICATED.
7. HVAC SYSTEM DESIGN BY OTHERS. LAYOUT IS DIAGRAMATIC.
8. THIS STRUCTURE HAS BEEN DESIGNED TO MEET
OR EXCEED THE 120 MPH WIND LOAD REQUIREMENTS
OF THE FLORIDA RESIDENTIAL BUILDING CODE,
2007 EDITION WITH 2009 REVISIONS.
9. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL
WATER PROOFING.
, An
PLAN DETAIL @ REIN F
LAP SPLICE @ CONT FTG
CORNERS BARS
W/ 30" LAP
CORNER BARS SHALL
BE SAME SIZE & QTY
AS FTG REINF
PLAN
DETAIL
LOAD BEARING WALLS
HEADER/STUD/STRAP CHART (NTS)
CORNERS
2 SYP
EADER SIZE
MAXIMUM
SPAN
VADER STUDS FULL L�I�GTH
fr EACH END STUD S)
O EA H END
STRAPS
EACH END
OF HEADER
2)2X6
5•-1"
1 1
1
(2)2X8
6 -0
1 1
1
(2)2X10
8 -2-1
2 1 2
1 2
2 2X12
1 g'-8-
2 1 2
1 2
ALTHOUGH GREAT CARE HAS BEEN TAKEN TO
INSURE ACCURACY, MISTAKES CAN OCCUR.
IT IS THE BUILDER'S RESPONSIBILITY TO
VERIFY ALL DIMENSIONS AND DETAILS AND
REPORT ANY DISCREPANCIES TO DDB SWEET, INC.
BEFORE BEGINNING CONSTRUCTION,
GENERAL_ NOTES:
1. CONTRACTOR IS TO ASCERTAIN THAT ALL
CONSTRUCTION SHALL BE IN COMPLIANCE WITH
ALL APPLICABLE BUILDING CODES AND LOCAL
RESTRICTIONS AND THAT THE CONSTRUCTION
DOCUMENTS ARE IN ACCORDANCE WITH
APPLICABLE LAWS, STATUES, ORDINANCES,
CODES, RULES, AND REGULATIONS. IF THE
CONTRACTOR OBSERVES THAT PORTIONS OF
THE CONSTRUCTION DOCUMNETS ARE AT
VARIANCE THEREWITH, THE CONTRACTOR
SHALL PROPMPTLY NOTIFY THE DESIGNER IN
WRITING AND THE NECESARY CHANGES SHALL
BE INITIATED AND ACCOMPLISHED BY APPROPRIATE
MODIFICATION.
2. DIMESIONS TAKE PRECEDENCE OVER DRAWINGS.
DO NOT SCALE DRAWINGS TO DETERMINE ANY
LOCATIONS. IF ANY DISCREPANCIES OCCUR,
NOTIFY THE DESIGNER AT ONCE FOR CLARIFICATION.
3. ALL WOOD IN CONTACT WITH MASONRY, CONCRETE
OR STEEL SHALL BE PRESSURE TREATED.
4. ALL PRODUCTS AMD MATERIALS SHALL BE APPLIED
AND/OR INSTALLED IN ACCORDANCE WITH THE
MANUFACTURER'S PUBLISHED SPECIFICATIONS.
5. CONTRACTOR SHALL VERIFY ALL WINDOW AND
DOOR MASONRY OPENINGS WITH MANUFACTURER
PRIOR TO COMMENCEMENT OF CONSTRUCTION.
6. ALL PLAN DIMENSIONS ARE FROM FACE OF BLOCK
OR FACE STUD AND ARE NOMINAL UNLESS
OTHERWISE INDICATED.
7. HVAC SYSTEM DESIGN BY OTHERS. LAYOUT IS DIAGRAMATIC.
8. THIS STRUCTURE HAS BEEN DESIGNED TO MEET
OR EXCEED THE 120 MPH WIND LOAD REQUIREMENTS
OF THE FLORIDA RESIDENTIAL BUILDING CODE,
2007 EDITION WITH 2009 REVISIONS.
9. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL
WATER PROOFING.
, An
PLAN DETAIL @ REIN F
LAP SPLICE @ CONT FTG
CORNERS BARS
W/ 30" LAP
CORNER BARS SHALL
BE SAME SIZE & QTY
AS FTG REINF
PLAN
DETAIL
@
CORNERS
BAR
LAP
SPLICE
@ CONT FTG
i
NOTES:
1. FOUNDAT ON DESIGN BASED ON 2000 P.S.F. MINIMUM ALLOWABLE BEARING
PRESSURE. SUBMIT SOILS REPORT BY FLORIDA REGISTERED ENGINEERING FOR
REVIEW PRIOR TO FOUNDATION POUR.
2. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH A.C.I. 301-79 AND SHOP
DRAWINGS WITH A.C.I. 315-80. SHOP DRAWINGS SHALL BE SUBMITTED TO ARCHITECT
FOR APPROVAL PRIOR TO FABRICATION OR CONC. POUR.
3. CONCRETE 28 DAY STRENGTH; SLABS, FOOTING; 2500 P.S.I. 2/ 3/4" MAX.
AGGREGATE.
4. REINFORCING STEEL; ASTM A615, GRADE 60 EXCEPT STIRRUPS AND TIES MAY BE
GRADE 40.
5. STRUCTURAL DESIGN IS BASED ON AN ENCLOSED STRUCTURE. WINDOWS SHALL BE
COVERED WITH STORM SHUTTERS OR PLYWOOD FOR HURRICANE CONDITIONS TO PREVENT
PROJECT: E PENETRATION,
6. DESIGN L ADS: IN ACCORDANCE WITH F.B.C., 2007 RESIDENTIAL ED WITH 2009 REVISIONS.
ROOF LIVE LOAD: 20 P.S.F.
WIND LOADS: IN ACCORDANCE W/ F.B.C. 01 EDITION FOR
120 MPH REGION REFERENCING ASCE-7
INTERIOR PARTIONS: 5 P.S.F. PERPENDICULAR TO WALL FACE
7. PRE -EN INEERED WOOD TRUSSES SHALL BE DESIGNED IN ACCORDANCE W/ F.B.C.
TRUSS MANUFACTURER SHALL SUBMIT SIGNED AND SEALED DRAWINGS FOR APPROVAL
PRIOR TO FABRICATION.
8. LUMBER 3RADE SHALL BE:
A, EADER, COLUMNS, BEAMS #2 S.Y.P.
0 RBUILT FRAMING FB -1500 PSI
B. I fALLS, BLOCKING, MISC. #2 SPF
C. ILL PLATES #S.Y.P. P.T.
9. ALL NAIL3 SHALL BE COMMON WIRE NAILS UNLESS NOTED OTHERWISE.
10, CHECK LL DIMENSIONS WITH FLOOR PLAN BEFORE POURING FOUNDATION EXCLUDED
11, THIS ST UCTURE DESIGN EXTENDS TO ITEMS COVERED BY SSTD 10-99
EXCLUDE ARE FINISHES, NON-STRUCTURAL ITEMS, MISC. PARTS OVERHEAD
DOORS, OOFING, WALL WATERPROOFING WHICH ARE DESIGNED BY OTHERS.
12 CONCRE FLOOR SLAB IS EXPECTED TO DEVELOP SHRINKAGE CRACKS.
13. CONCRE E MASONRY: ASTM C-90, WITH 28 DAY PRISM STRENGTH OF 2000
P.S.I. MI . WITH TYPE M OR S MORTAR. MASONRY PRECAST LINTELS SHALL
BE PROVIDED ABOVE ALL OPENINGS. ALL MASONRY WORK SHALL BE IN ACCORDANCE W/
A.C.I, 530 AND A.C,I. 531. PROVIDE MASONRY CLEANOUTS ALL FILLED CELL LOCATIONS.
SUBMITTAL NOTES:
1. SPECIALTY ENGINEER FOR PRE-ENGINEERED WOOD TRUSSES SHALL BE A FLORIDA REGISTERED ENGINEER
AND SIGNED AND SEALED HOP DRAWINGS INCLIDING CALCULATIONS SHALL BE SUBMITTED TO ARCHITECT
FOR REVIEW AND APPROVA PRIOR TO FABRICATIO OR ERECTION. PRE-ENGINEERED WOOD TRUSSES SHALL BE
DESIGNED IN COMFORMANC WITH 2007 F.B.C. RESIDENTIAL EDITION WITH 2009 REVISIONS.
2. SHOP DRAWINGS SHALL INCLUDE TEMPORARY BRACING FOR ERECTION AND HANDLING AND PERMANENT
BRACING AS REQUIRED B SPECIALTY ENGINEER.
TRUSS NOTES:
1. TRUSSES SHALL BE DE IGNED BY FLORIDA REGISTERED ENGINEER EXPERIENCED IN TRUSS DESIGN.
PROVIDE SHOP DRAWINGS 0 ARCHITECT FOR APPROVAL PRIOR TO FABRICATION. SHOP DRAWINGS SHALL
BEAR THE SEAL OF THE ENGINEER.
2. TRUSS FABRICATOR SHA.L PREPARE A "FRAMING LAY -OUT" INDICATING THE LOCATION OF TRUSSES,
BEARINGS TRUSS SPACING, PITCH, BRACING LOCATION, AND OTHER INFORMATION DEEMED PERTINENT.
ARCHITECT WILL PROVIDE TO FABRICATOR, UPON REQUEST, ONE REVERSE SEPIA FOR THIS USE. FABRICATOR
SHALL SUBMIT "FRAMING UY-OUT" TO ARCHITECT FOR APPROVAL PRIOR TO FABRICATION. UPON APPROVAL,
FABRICATOR SHALL PROVIDE' COPIES TO CONTRACTOR AND TRUSS ERECTOR FOR FIELD USE,
3. CONTRACTOR SHALL BE RESPONSIBLE FOR PROPER TRUSS HANDLING AND POPER TEMPORARY AND ERECTION
BRACING.
4. PERMANENT BRACING AS INDICATED ON DRAWINGS SHALL BE MINIMUM 2X4 DIMENSION LUMBER WITH
2-16D NAILS IN NAILS IN EACH TRUSS, UNLESS INDICATED OTHERWISE. ADDITIONAL BRACING AS REQUIRED OR
RECOMMENDED BY TRUSS DESIGNER OR FABRICATOR SHALL BE INCLUDED AND INSTALLED.
5.TRUSS FABRICATOR SHALI, BE RESPONSIBLE TO COORDINATE ALL TRUSS DIMENSIONS WITH FIELD CONDITIONS
PRIOR TO FABRICATION. NOTIFY ARCHITECT IN WRITING IF ANY ADJUSTMENTS TO DRAWING DIMENSIONS ARE
RECOMMENDED OR REQUIRED.
6. PROVIDE HURRICANE ANCHORS ANCHORS AS PER GOVERNING CODES AND REGULATION, AND AS INDICATED ON
DRAWINGS.
NAILING SCHEDULE
ROOF & END GABLE: 8d RING SHANK NAILS AT 4" D.C. AT SUPPORTED
PANEL EDGES
OF 1/2" MIN. APA RATED CD!X PLYWOOD , W/8d NAILS
AT 6" D.C. AT INTERIOR SU PORTS,
I
WALL SHEATHING: 8d NAILS AT 4" D.C. AT SUPPORTED PANEL
EDGES OF 1/2" APA RATED �CDX PLYWOOD, W/8d
NAILS AT 12" D.C. AT INTERIOR SUPPORTS,
WINDSPEED = 120 MPH
WIND IMPORTANCE FACTOR = 1.0
WIND EXPOSURE CATAGORY ='B'
EXT. COMPONANT AND CLADDING = + 12.5 TO -
19.9 PSF
WINDOW PRESSURE _ + 23.6 TO - 25.1 PSF
INTERI❑R PRESSURE _ + 25.9 TO - 28.1 PSF
NOTE:IT IS THE RESPONSIBILITY OF THE BUILDING CONTRACTOR
TO REVIEW TRUSS ENGINEERING PACKAGE AGAINST FLOOR PLAN AND ELEVATIONS
AND REPORT ANY DISCREPANCIES TO DESIGNER AND ENGINEER OF RECORD
ARTHUR WILLIAM HULL, P.E.
MANN BATH ADD. PLAN
? Email: ddbsweet@earthlink.net
S!V ET, inc
"We ring Visions To Life" Phone: (407)221-5168
PLAN FOR: RUSSELL & ANITA MANN
ADD ESS: 206 S. SCOTT AVE.
SANFORD,_FLA.32771
DA :6/09 SCALE:. PAGE:
REVISION AND DATE ITEM DEWAIN D , FL. 32724
0 REVISIONS PER CITY OF SANFORD-10/30/09 NOTES REVISED, NAILING SCHEDULE,ATTIC NOTE & REBAR PH# 407-497-0566
FL CERT. # 33672 PROP. I.D.# 30-19-31-502-0200-0040
® REVISIONS PER CITY OF SANFORD-01-26-10 NOTES REVISED, STRAP REV. ON HEADER i
40F5