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CONTRACTOR Norw) I nan
ADDRESS C O'n `�` ^�-
PHONE #
LOCATIOf
OWNER
ADDRESS
PHONE #
PLUMBING CONTRACTOR - `yl 1 02A 12
ADDRESS _
PHONE #
ELECTRICAL CONTRACTOR !!E // t l ll ff L)eC 52
ADDRESS
PHONE #
MECHANICAL CONTRACTOR
ADDRESS
PHONE #
MISCELLANEOUS CONTRACTOR i
ADDRESS
ARCHITECTURAL APPROVAL DATE:
SUBDIVISION:
q,�5-30(q
PERMIT #
JOB
COST $
FEE $
STATE NO. G
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FEE $ (0
FEE $ 7�
FEE $
LOT NO. ff,
BLOCK:
SECTION:
SQUARE FEET: /&,33
MODEL: �r
OCCUPANCY CLASS: /
INSPECTIONS
TYPE DATE OK REJECT BY
FEE $-- ENERGY SECT. EPI:
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{ F '
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{ 21' -2' I I I
(I
I ; DEPRESS SLAB 3/4'
1 I UNDER GARAGE DOOR
I i I
1{ 1' SLOPE
I I �
TYPICAL SECTION NOTES:
O 4' CONC, SLAB W/ FIBERMESH
o I I I
D UNLESS OTHERWISE NOTED, PLAN DIMENSIONS ARE GIVEN ( OR 6x6 # 10 WIRE MESH OVER EL 0'-0' (ASSUMED)I i
TO THE OUTSIDE OF THE STRUCTURAL PORTION OF THE I , I VAPOR BARRIER OVER CLEAN REFERENCE I I
i COMPACTED POISONED SOIL I I I
WALL.
1A CAST IN PLACE CONCRETE FOOTER, 16" WIDE, 8" HIGH, {
G= +/- 12„
t
1 B CAST IN PLACE CONCRETE FOOTER, 20" WIDE, 10" HIGH, ` 1
G= +/- 44". I I {
1 C THICKENED SLAB FOOTER, BOTTOM 12" WIDE. SLAB & FOOT- I
ER 8" THICK.
2A STEEL REINFORCING: (2) #5 REBAR: ALL REINFORCING CON-—
TINUOUS THROUGH FOOTER.-
2B STEEL REINFORCING: (3) #5 REBAR; ALL REINFORCING CON- 1 _ _
TINUOUS THROUGH FOOTER. , {L.
1 #5 REBAR; ALL REINFORCING CON- { 'v�•� t1Z�.'
2C STEEL REINFORCING:O i I I dJ
TINUOUS THROUGH FOOTER. { { STEPPED FOOTER - SEE DETAIL B STEPPED FOOTER - SEE DETAIL B _ _
3 CONCRETE BLOCK WALLS, 8" WIDE. REINFORCED
( L I _ �r INDICATES 24'x24'x12` DEEP
DOWNPOURS AT 6" O.C. MAX. OR WHERE SHOWN ON THE 1 I I CONIC. PAD W/(3) #5 REBAR
EACH WAY (TYP.)
PLANS. DOWNPOUR REINFORCING IS #5 REBAR UNLESS I
OTHERWISE NOTED. BEND REBAR INTO FOOTER AND BOND
BEAMS I2"MIN. �- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - J {
I
4 STEM WALL BOND BEAM: CAST IN PLACE WITH SLAB; CHAIR
BLOCK OPTIONAL AS FORMS; 8 x 8, REINFORCRED WITH (1) L— y
#5 REBAR CONTINUOUS THROUGH. -02
7 EXTERIOR FACING: TO BE SELECTED. 41
8 CAST IN PLACE CONCRETE SLAB, 4" THICK.
9A SLAB REINFORCING: 6 x 6 WELDED WIRE FABRIC (WWF).
WWF REINFORCING WILL BE DOUBLED BACK 36" AT ALL SLAB 441J8�
PERIMETERS BELOW FRAME WALLS.
9B SLAB REINFORCING: FIBERGLASS FILAMENTS PER MFGR'S
SPECIFICATIONS.
10 POLYETHYLENE BARRIER. 17
11 POISONED AND COMPACTED EARTH. 27
15 WOOD FRAME WALLS: 2 x 4 STUDS @ 16" MAX. 16" O.C. PRES- FOUNDATION PLAN
SURE TREATED SILL PLATES AGAINST CONCRETE, DOUBLE g
TOP PLATES; ALL BEARING WALLS #2 SOUTHERN PINE OR
# 2 ::s PRoc- e .
16A INSULATION: R-11 6
16C INSULATION: R-30
17 WALL & ROOF SHEATHING 1/2" CDX PLYWOOD OR APPRO-
VED EQUAL. NAILING IS 8d, 4" Q.C. AT ALL PANEL EDGES, 6"
O.C. ELSEWHERE PROVIDE METAL "H" CLIPS BETWEEN CELNG HT,
PANELS BETWEEN ALL ROOF TRUSSES -�
18 INTERIOR FINISH' SEE FINISH SCHEDULE
26 DOOR OR WINDOW: SEE PLANS & SPECIFICATIONS 29 31
27 ROOF SYSTEM. MANUFACTURED WOOD TRUSSES. TRUSS
MFGR. WILL DESIGN AND CERTIFY THE SYSTEM TO COMPLY EL, 6' A F.F.
WITH SBC SSTD 10-93, 100 MPH WIND ZONE, WITHIN THE F-EADER HT.
PARAMETERS OF THE ROOF FRAMING PLAN AND THE TRUSS
PROFILES PROVIDED. 26 I
28A SELF-SEALING FIBERGLASS SHINGLES ON 15 LB FELT.
29 ROOF PITCH: 6/12. OVERHANG: 2' TYP. TAIL CUTPLUMB. I 3
FASCIA: ALUMINUM. SOFFIT: VENTED ALUMINUM. I
31 LINTELS AND HEADERS. DOUBLE 2 x 12 WITH 1/2" PLYWOOD
FLITCH PLATE OR MANUFACTURED BEAM; MIN. 31/2 x 11"1/41.
LINTELS OR HEADERS MAY BE SPECIFICALLY DESIGNED; SEE
— — — — — — — — — — — — — — — — — — —
PLANS AND/OR BEAM SCHEDULES.
STRUCTURAL NOTES:
1 CONCRETE TO BE 3000 PSI MIN.
2 STEEL REINFORCING BARS: GRADE 40, MIN. SPLICE LAP 25".
3 STEEL COVERAGE: FOOTINGS AND SLABS AGAINST EARTH (3)
INCHES, TIE BEAMS (2) INCHES
4 CONCRETE MASONRY UNITS SHALL CONFORM WITH ASTM
C-90 HOLLOW LOAD BEARING CONCRETE MASONRY UNITS,
TYPE 1, GRADE N-1, NORMAL WEIGHT, 8 x 8 x 16
5 MORTAR SHALL CONFORM WITH ASTM C-91 FOR MASONRY
CEMENT AND ASTM C-150 FOR PORTLAND CEMENT MORTAR
SHALL BE TYPE M.
6 HORIZONTAL MASONRY JOINT REINFORCEMENT WHERE
INDICATED SHALL BE #8 TRUSS TYPE AT, EVERY OTHER
BLOCK COURSE. LAP SPLICES 6" MIN>
7 CONTRACTOR WILL VERIFY ADEQUATE SOIL CONDITIONS
BEFORE COMMENCING WORK (2500 PSF MIN. BEARING CA-
PACITY REQUIRED).
0 CONNECTOR SCHEDULE:
1 SILL PLATE ANCHORS: 1/2" DIA. x 8" J-BOLT, MIN. EMBEDMENT
6", HOOK UNDER REBAR, 21" MAX. O.C.. SHEAR WALL
ANCHORS MAY BE SUBSTITUTED WHERE LOCATED ON THE
PLAN, I.E.: SIMPSON HD5A, 3/4"x 8 J-BOLT INTO CONCRETE
(HOOK UNDER REBAR); ,(2) 3/4" DIA. BOLTS THROUGH STUDS
WITH 2" DIA WASHERS OPPOSITE CONNECTOR)
2 PLATES TO STUDS: SIMPSON SP1, 6-10d TO STUD, 4-!Od
TO SILL PLATE: SIMPSON SP2, 6-1Od TO STUD, 6-1 Od TO TOP
PLATES
3 TOP PLATES TO TRUSSES: SIMPSON MTS16, 14-10d TOTAL.
4 COLUMN BASE TO CONCRETE: SIMPSON PBS44, 14-16d TO
COLUMN
5 COLUMN TO HEADER SIMPSON ACE4, 8-16d TO HEADER, 6-
16d TO COLUMN
ALL-
10.1 EA,
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16'
TYPICAL WALL SECTION
3/4' = 1' -0'
e n u
ELEVATION - STEPPED FOOTER
3/4' = P-0'
O
0
O
u
C FOOTER SECTION
3/4'=1'-0'
j 1C
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2
12't
D FOOTER SECTION
3/4'=1'-0'
J L SMITH & ASSOCIATES
PROFESSIONAL ENGINEERS
1299 "' FAIRBANKS AVE., STE. B. WINTER PARK. FL 32789
ORLANDO (407) 740-7111 TAVARES (904) 343-7711
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DRAWN
CHECKED
DATE
THIS DRAWING AND ITS REPRODUCTIONS ARE THE PROPERTY OF J L SMITH d ASSOCIATES
AND MAY NOT BE REPRODUCED WITHOUT THE WRITTEN CONSENT OF J L SMITH d ASSOCIATES
O
9
TRUSS PROFILE "A"
1/4'slt-0'
6�
I2 1-0'
TRUSS PROFILE 11B"
1/4'a1'-0'
TRUSS PROFILE 11 C11
1/4'-l'-0'
20t- Opt
ROOF FRAMING -------,, DOUBLE TOP PLATE
21 _01
-�- HEADER
TYP, CONNECTORS
REQUIRED
FULL LENGTH
WALL STUDS
A A
HEADER STUDS
II II II II 11 I
I I I I NO CONNECTOR REQUIRED — I I
II II II II II II
A II II 11 II II II A
II II II II II II
mill
TYR FRAMING & CONNECTIONS FOR OPENINGS
1/2'-P-0'
Co I f?'v r R -5 E E Go N N49-G1'o r2' Nc)lm 'r .
Uplift connection requirement
at points "A" - top and bottom
of header studs, sec Covioe- - -7,
Uplift connection is required at
each end of header and at bot
of header studs in addition to
connectors at wall studs.
ROOF FRAMING PLAN
na'-r-o•
tom
Maximum Header Span (ft,)
3'
6'
9'
12'
15'
18,
Number of Header Studs Supporting
End of Header
11
1
2
2
2
2
Unsupported
Stud
Number of Header Studs Supporting
Wall Height
Spacing
End of Header
10,
12'
2
2
3
3
3
3
or less
16'
2
2
3
3
3
3
24'
1
2
2
2
2
2
greater
12'
2
2
3
4
5
5
than 10'
16'
2
2
3
3
4
4
24'
1
2
2
2
3
3
1. The header stud shall not be recoured if the header is supported by a suitable framing anchor,
MINIMUM WALL AND HEADER STUD REQUIREMENTS
0
THE STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE
WITH, AND MEETS THE REQUIREMENTS OF SECTION 1205
STANDARD BUILDING CODE FOR ONE HUNDRED (100) MILE
PER HOUR WIND ZONE. CERTIFICATION BY ENGINEER APPLIES
TO ABOVE STATEMENT ONLY.
J L SMITH & ASSOCIATES
PROFESSIONAL ENGINEERS
1299 W. FAIRBANKS AVE. STE B. WINTER PARK. FL 32789
ORLANDO (4()7) 740-7111 TAVARES (904) 343-7711
�-
DRAWN
CHECKED
DATE
THIS DRAWING AND ITS REPRODUCTIONS ARE THE PROPERTY OF J L SMITH 6 ASSOCIATES
AND MAY NOT BE REPRODUCED WITHOUT THE WRITTEN CONSENT Of J L SMITH & ASSOCIATES
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GENERAL NOTES
1. DO NOT SCALE DRAWINGS, DIMENSIONS SHOWN SHALL: BE
USED IN PREFERENCE TO MEASUREMENTS
BY SCALE
2. CONTRACTOR SHALL VERIFY ALL. DIMENSIONS AND EXISTING
CONDITIONS
AT SITE BEFORE
PROCEEDING WITH ANY WORK
'3. NOTES INDICATING TYPICAL -CONDITIONS SHALL APPLY TO ALL LIKE AREAS UNLESS NOTED 'OTHERWISE.
r
i_0
4" CONC. SLAB W/ FIBERMESH
OR 6X6 #10 WIRE MESH OVER
VAPOR BARRIER OVER CLEAN
COMPACTED POISONED SOIL
44' —8"
FOUNDATION PLAN
SCALE 1/4-=1
ELECTRICAL PLAN
DEPRESS F R
GARAGE DOC R
11
SLOPE
-INDICATES (1) 24" X24" X 12" DEEP
CONC PAD W/ (3) 4#5 RFRAR