1911 Oak Circle RESIDENTIAL COVER
SIIEET
CODE SUMMARY
I Q,6, LJ�-J I T 1-2 -
FLORIDA BUILDING CODE (2004) WX2006 ic 2006 REV.
R-410EA12\011c;�Ljs L-OT
FLORIDA RESIDENTIAL CODE (2004) W/2006 & 2006 REV.
FLORIDA PLUMBING CODE (2004) W/2005 & 2006 I&V- wow PeC44:15 W01T IQCLL40640
FLORIDA MECHANICAL CODE (2004) W/2005 & 2006 REV.
NATIONAL ELECTRICAL CODE (2005)
T
SQUARE FOOTAGE INFORMATION
S.F.
CONDITIONED SPACE
UNCONDITIONED SPACE 1* 70 S.F.
UNENCLOSED SPACE S.F.
LOT AREA (EXCLUDING WETLANDS AND 14790S.F.
BODIES OF WATER)
11.
FZFLA, ^e> KSM'
STRUCTURE HEIGHT AND # OF STORIES
MAXIMUM HEIGHT OF THE STRUCTURE:
NUMBER OF STORIES:
c- I
TYPE OF CONSTRUCTION
0 OCCUPANCY:
. TYPE OF CONSTRUCTION:
. SPRINKUD
COMPONENT & CLADDING (P.S.F.) "` �i
SIZE END ZONE (5) INTERIOR ZONE (4)
MATERIAL INFORMATION p OS. + NEG. — POS. + NEG. —
HOOFING (MATERIAL SHALL MEET THE THE REIQUIREMENTS OF CHAKER 15. 0-20 aco-5
20-50
OF THE 2004 FLORIDA BUILDING. CODE W/2005 2006 REV. AND THE 2004 34-.G -4SP-4 "34,G iz.P-7,.-7
FLORIDA RESIDENTIAL CODE CHAPTER 9 W/2005 2006 REV. 50-100 .4 1., ?i2.lii B9, -0
>100 5-7,7%
WIND ZONE INFORMATION DIMENSION OF ZONE 5 IN FEET: 4'
Lo
(UNLESS SPECIFEED BY THE ENGINEER OF REC!ORD)
NOTE: THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH.
AND MEETS THE REQuIREMEwTs or SECTION 1600 OF THE
120
2004 EDITION OF THE FLORIDA BURDING CODE. cv
PLAN INDEX If Jim
1-10 En
THIS BUIMINGrISIOW LOCATED IN THE WIND BORNE DEBRIS IMIJON
DWG. NO. TITLE
cp 1" —1
*RASIC WIND SPEED (W.P.H. - 3-SECOND GUST) 110 119
oz F-Ikr>r F-60:)FL. Pt-AW
'WIND IMPORTANCE FACTOR.
WIND EXPOSURE CATEGORY
BUILDING CATEGORY PL-A-I S5=�40 FL.,,aor-L
INTERNAL PRESSURE COEFFICIENT:
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GENERAL NOTES:
DE-d'iGW SPECIFICATIONS:
9
D
The scope of these plans is limited to the structural requirements of this project. 8. All concrete slabs on grade shall be the thickness as indicated on the drawings over
Pr;��ect has been designed in accordance with the 2007 Florida Building Code, I.
Architectural,civil(site),electrical, mechanical(plumbing and HVAC),waterproofing, minimum 6 mil. polyethylene(visqueen)vapor barrier.Slabs shall be reinforced with
[Usidential,and the Florida Building Code, Existing Building(as applicable),with the
not addressed in these plans. 6x6 W1.4x1.4 WWF lapped 8"at edges and ends In conformance with ASTM-A 185, g
-2009 supplements. and flashing requirements are
or fibermesh reinforcement shall be used with minimum 2"fiber length at 1 LB/CY
DESIGN CRITERIA: 2. It is the intent of the Engineer of Record (Engineer)that this work be performed in complying with ASTM C1 116(u.o.n.).
conformance with all requirements of the authorities having jurisdiction over this type
of construction and occupancy. 9. Slabs on grade shall bear on structural fill which shall be clean sand free of debris and 0
Wind Design Method ASC E 7-05 (Enclosed Structure) other deleterious material.Structural fill shall be compacted to a density of at least
1 E
120 mph 0
LL
Basic Wind Speed: 3. The contractor is responsible for the means and methods of construction. It is the 95%of the Modified Proctor Maximum Dry Density(ASTM D1557).Fill shall be treated I
Building Category: 11 0 X C
contractors sole responsibility to determine the procedure,sequence,and temporary with termite poison before slab is placed. 0
Wind Importance Factor: 1.0
Wind Exposure: C (Opening protection required) bracing as to insure the safety of the building and its component parts during
co
construction. 10. Footings may bear upon undisturbed soil or upon structural fill. Structural fill shall be W
Building Classification: Residential I-
Building Type: Type V Construction compacted to a density of at least 95%of the Modified Proctor Maximum Dry Density f 0 0 .2
r-
th I
4. The contractor shall verify all conditions and dimensions at the job site prior to (ASTM D1557)for a depth ofat least two feet(2'-0")below the bottom of efooting. x z
Wind-Bome Debris: Located in the wind-borne debris region commencing work. -J
11. The following minimum concrete cover shall be provided for reinforcement:
Unless otherwise noted,project site considerations shall be the responsibility of the earth UJ
5. The contractor shall supply,locate,and build Into the work all inserts,anchors,angles, 3" Concrete cast against and permanently exposed to Z .0
owner and/or contractor. Examples of such items include, but shall not be limited to, plates,openings,sleeves, hangers,slab depressions,or other components as may be 2" Concrete exposed to earth or weather W 0 Ij a
determination of grade elevations,drainage features,and special requirements 0 li:0 co
Z
1 1/2"Concrete not exposed to earth or weather
required to attach and accommodate other work.
associated with FEMA flood hazard and/or DEP zones.
DESIGN DEAD LOADS: 6. All details and sections shown on the structural drawings are intended to be typical 12. All continuous reinforcing steel in concrete shall be lap-spliced with the following
and shall be construed to apply to any similar situation elsewhere in the work except minimum lengths:
Z
Floors: where indicated otherwise. #4 bars: 21"minimum a
#5 bars: 26"minimum W
The design floor dead load of 12 psf assumes a floor system utilizing wood decking or
7. Refer to the structural drawings for all structural details and sections. The contractor #6 bars: 32"minimum e
wood subfloodng over wood truss,wood 1-joist,or solid sawn lumber framing. The floor 9
covering is assumed to be carpet,vinyl,wood or ceramic tile. The Engineer shall be shall contact the Engineer for clarification In cases of conflict between the structural
shall,be u4ed�
drawings and any drawings prepared by others prior to commencing work. 13. Reinforcement in footings shall be bent around corners or comer bars
notified if the floor coverings differ from the noted assumptions
8. It Is the owners and/or contractors responsibility to obtain a soils exploration report. 14. The contractor shall provide spacers,chairs,bolsters,etc.,necessary to suppo,rt
Roofs: The design of the project structure assumes an allowable soil bearing capacity Of reinforcing steel.Support items which bear on exposed concrete surfaces shall bave
Metal or Shingle: 10 psf(Rafters)7 psf(Wood Truss) Z
2000 psf. The Engineer shall be notified if soil conditions encountered differ from the ends which are plastic tipped or stainless steel.
Concrete or Clay Tile: 15 psf
noted assumptions. All requirements for site preparation and soil compaction
Refer to Architectural Plans for Roof Covering System
specified in the soils report shall be followed unless more stringent requirements are MASONRY:
DESIGN LPVE LOADS: specified in these plans.
General:
Floors: CONCRETE:
1. All masonry work shall be in accordance with"Building Code Requirements for LOS
Exterior Balconies: 60 psf
Exterior Decks: 40 psf 1. All concrete work shall be In accordance with"Building Code Requirements for Masonry Structures,"ACI 530-05,and Specifications for Masonry Structures,"ACI
Stairs: 40 psf(or 300 lb point load) Structural Concrete,"ACI 318-05,and"Specification for Structural Concrete,"ACI 301. 530.1-05
U-
Garages: 60 psf(or 2000 lb point load) be W
All Other Areas: 40 psf 2. All concrete shall have the following minimum compressive strength at 28 days: 2. Grout shall conform to ASTM C476 with minimum 28 day compressive strength of >-!;
�D
Slabs on grade,footings,and misc.concrete: fc=2500psi 2000 psi per ASTM C101 9. Grout shall be mixed to provide a slump between 8"to 11
UA
Attics: Structural slabs,walls,beams and columns: fc--3000psi
Without Storage: 10 psf Designated radon zones only-all concrete: fc=3000ps! 3. Mortar shall conform to ASTM C270 and be Type M or S. Type N mortar may be used
In brick veneer.
With Limited Storage: 20 psf
With Storage: 30 psf(fixed stair access) 3. Cement shall conform to"Specification for Portland Cemenf(ASTM C1 50) 4. The contractor shall be responsible for the design and installation of all flashing. Z
d
Roofs: 4. Aggregate shall conform to"Specification for Concrete Aggregates"(ASTM C33) 8
Concrete Masonry(CMU): 5
Less than 4:12 pitch: 20 psf
5. Water shall be clean and free of injurious amounts of oil,acids,alkalis,salts,organic
4:12 pitch or greater: 16 psf material or other substances that are deleterious to concrete or steel reinforcement. 1 Concrete masonry units(CMU)shall be ASTM C90-75, Hollow Load-Bearing Concrete
Masonry Units,Type 1, Grade N-11,normal weight,with a minimum compressive SCALE
DEFLECTION CRITERIA: &=1--V(U.0A)
strength of 1900 psi(fm=15W psi).
6. Reinforcing steel shall be ASTM A615 Grade 40 unless otherwise noted on the DO NOT SCALE
structural drawings.All reinforcing details shall conform to"Details and Detailing of THIS DRAWNG
Walls: with the following RELEASE DATE:
Brittle Finish (wind load): U240 Concrete Reinforcement,"ACI 315,unless detailed otherwise on the structural 2. All continuous reinforcing steel in masonry shall be lap-spliced W- 08-12-10
MS
drawings. minimum lengths: KW: -
Flexible Finish(wind load):U120 #4 bars: 20"minimum
Floors:
Live Load: U480* 7. Tolerances for foundation and slab alignment as well as placement of reinforcement #5 bars: 25"minimum
Total Load: U240* shall be in accordance with"Standard Tolerances for Concrete Construction and #6 bars: 30"minimum 9
Materials,"ACI 117. Footing or slab edges may be up to 1/2"inside of the sill plate.
Increased floor stiffness may be required by floor covering manufacturer 3. Grout all cells containing vertical reinforcement in 6wO"maximum lifts.
DRAWN Br.
DJN1
Roofs:
4. Provide cleanouts per ACI 530.1-05 in the bottom course of masonry when the wall CHECKED BY:
Live Load: U240 WJQ
height exceeds V-0". 1_
Total Load: U180 SHEET:
5. Beam reinforcement shall be continuous across control joints. s-1
V)
(D
4"CONCRETE SLAB WITH 6x6 Wl.4xl A WWF OR FIBERMESH OVER E
0
6 MIL VAPOR BARRIER COVERING CLEAN,COMPACT,TREATED FILL. C14 c
SILL
0
E
PLATE Z 0
CONCRETE SLAB
;o IL
GRADE 0 Cc
z c
24'-0" c
A 0
161-6" 71-6"
0
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Z11=
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�^A -0. ONE STORY-(2)#5 CONT.
V-4 TWO STORY-(3)#5 CONT.
SECTION-MONOLITHIC �Tz
C4 Z-8
q-3
Is
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2x—STUDS @ 16"O.C.(U.O.N.)
2x TREATED SILL PLATE
(SEE TYPICAL WALL SECTION
FOR ANCHORAGE)
4"CONCRETE SLAB
7 Lu'e
VAPOR BARRIER OVER
TREATED AND COMPACTED FILL
V-4. .......ON
T
.(2
#
.5-CONT.
V-8" TWO STORY-(3)#5 CONT.
SECTION-INTEPJOR BEARING
A
EXISTING STRUCTURE SCALE.
INSTALL(2)#5 DOWELS EMBEDDED INTO ADHESIVE(4-MINIMUM) v=1w(U.0.1t)
1 DO NOT SCALE
AT EXISTING FOOTING.DOWELS WILL BE EMBEDDED INTO
NEW POURED CONCRETE FOOTING(17 MINIMUM).TYPICAL-U.O.N. TMS DRAWING
RELEASE DATE.
08-12-10
WASIONS:
INSTALL#5 DOWELS EMBEDDED INTO ADHESIVE(4-MINIMUM)@ 48-O.C. .9
ALONG PERIMETER OF EXISTING FOUNDATION.DOWELS WILL
BE EMBEDDED INTO NEW POURED CONCRETE(12-MINIMUM).TYPICAL-U.O.N.
CONTRACTOR SHALL VERIFY ALL DIMENSIONS
DPAVM BY:
Imm
USING FINAL APPROVED FLOOR PLAN PRIOR
CHECKED BY:
TO CONSTRUCTION. WJQ
FOUNDATION PLAN SHEET:
7-
NOTES.
Y8"x 6"TITEN HD ANCHOR
BOLTS AT GABLE END WALL
1)ALL NEW FIRST FLOOR EXTERIOR WALLS SHALL BE CONSTRUCTED wrTH2x4SPF No,
STUDS @ 16-O.C.FOR PLA7E HEIGHT OF 9-4 ys'-U.O.N. SPACING
No
_N T—E
S
0 S'
F71)
ALL NEW FIRST FLOOR EXT
STUDS @ 16-0.C.FOR PLA7
W Lo I T
LL Iz
2)ALL NEW FIRST FLOOR INTERIOR BEARING WALLS SHALL BE CONSTRUCTED WITH2x
SPF No.2 STUDS @ 16.0.C.F
SPF N0.2 STUDS @ 16 8
'O.C.FOR PLATE HEIGHTS UP To 9`1 yo'-U.O.N.
U. E
3 3) H W 1 0
)THE NEW FIRST FLOOR EXTERIOR WALL FINISH IS FLEXIBLE'(SIDING)-U.O.N.
NOTIFY ENGINEER OF ANY�ARIATIONS. E
U. 0
V-1 PLATE 9'-6 Y8'P TE z
'u 22.
0
HTT5 HOLDOWN AT SILL-r-
HTT5 HOLDOWN AT SILL 0
I" a
3/8'THREADED ROD FROM 0 HEADER
5212 x�l
2 C 2 K g
FOUNDATION TO UPPER FLOOR -3
DOUBLE PLATE(TYPICAL)
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a d
S-8 cd
SHEARWALL LEGEND:
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NOWBEARINGWALL
I -- A w,
W
04 BEARING WALL
ui
SW-6
cv cv a
8'PLATE(EXISTING STRUCTURE) SHEARWALLS FASTENED,WITI4 I Z 8
8d COM(0.131"x 2 y
F- rh 2w)NAIL,9-
6*0.C.ON EDGES AND 12-O.P.
ON INTERMEDIATE SUPPORTS.-
S*3
SHEARWALLS FASTENED WITH
L--NEW OPENING IN WALL ow
WITH(2)2XIO HEADER 8d COM(0.131*x 2 Y2")NAILS a
ui 3"O.C.ON EDGES AND 12-O.C.,
(2)CRIPPLES AT EACH
END ON INTERMEDIATE SUPPORTS I Lu
PONYWALL(SHIM)
(3)2X4 AND SHEATH BOTH SIDES OF WALL
co AT INDICATED SHEARWALL
(2)Ye'PLYWOOD 0
z
t; NOTE:ALL EXTERIOR WALLS SHALL BE
"SW-6"U.O.N.
Le
WOOD FRAMED HEADER LEGEND:
SIZ 3F
OF HEADER
V=l'-V(U.O.N.)
DO NOT SME
2 2x—H THIS DRAMNG
ELEASE DATE--
ITITY REA Km:
QUANTI P PUANTITY
OFJACKS OF KING STUDS
NOTE:
ALL WOOD FRAMED LOAD BEARING HEADERS i DmwN By.
WALL LAYOUT-FIRST FLOOR SHALL BE MINIMUM(2)2X6NO.2 OR BETTER cum
CHECKED BY-
SYP.INSTALL MINIMUM(1)JACK AND win
(1)KING STUD AT EACH HEADER(U.O.N.) ET:
99
NOTES:
cr.
1)ALL NEW SECOND FLOOR EXTERIOR WALLS SHALL BE CONSTRUCTED WITH2x4SPF No.2
8
STUDS @ 16-O.C.FOR PLATE HEIGHT OF 4'-6--U.O.N. 0 0
LL
0 E
!)THE NEW SECOND FLOOR EXTERIOR WALL FINISH IS FLEXIBLE'(SIDING)-U.O.N. z 0
NOTIFY ENGINEER OF ANY VARIATIONS. 0 x
0
E
ui
0 M
0
0 Iry
TERMINATE RODS AT SOLE PLAT c
[BALLOON FRAME WALL 0
2x6 SPF#2 STUDS @ 16-O.C.
0
0
LLJ
(3)2x12 HEADER
k..�2�K
0
SHEARWALL LEGEND:
S-8
i
NOWBEARINGWALL
7T
Lu BEARINGWALL
5z
SW-6
Z? '91 z
SHEARWALLS FASTENED WITH i 3.
W
IN FLOOR
8d COM(0.131'x 2 Y2')NAILS 9
6"O.C.ON EDGES AND 12"O.C.
(EXISTING STRUCTURE) ON INTERMEDIATE SUPPORTS.
SW-3
1
SHEARWALLS FASTENED WITH ui
8d COM(0.131'xM')NAILS?
3"O.C.ON EDGES AND 12"0.
12U
(3)2x4 BUILT-UP ON INTERMEDIATE SUPPORTS.
POST(MIN.)
cr_
--NEW OPENING IN WALL SHEATH BOTH SIDES OF WALL
WITH(2)2xlO HEADER AT INDICATED SHEARWALL
(2)CRIPPLES AT EACH
END
CD NOTE:ALL EXTERIOR WALLS SHALL BE
z
"SW-6"U.O.N.
x
WOOD FRAMED HEADER LEGEND:
SIZE- SCALE
OF HEADER )v=V-V(UD.N.)
00 NOT SCALE
THIS DRAWING
(2)2)�\HEADER
RELEASE DATE.
�JK 08-12-10
REASIONS:
4TITyf _UIIANTITY
OFJACKS OF KING STUDS
NOTE:
ALL WOOD FRAMED LOAD BEARING HEADERS 9 DRAWN BY.
DJM
SHALL BE MINIMUM(2)2x6No.2 OR BETTER CHECKED BY:
WJQ
SYR INSTALL MINIMUM(1)JACK AND
WALL LAYOUT-SECOND FLOOR I SHEEr:
(1)KING STUD AT EACH HEADER(U.O.N.)
S-5
01
E Nn
0 0
c�
E
0
IV c
c
0 z 8
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U. ca
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....... ....................... IL
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nQUBL
0 0
0
U-
i,-(r(U.O.N.)
DO NOT SCALE
THIS DRAWING
RELEASE DATE.-
08-12-10
FF REIASIONS:
DRAWN BY:
DJM
FLOOR FRAMING LAYOUT CHECKED BY:
win
SHEEM
S-6
NOTE:
CONVENTIONAL FRAME ROOF AREAS-SHINGLE ROOFS BRACE OVERFRAMING TO TRUSSES OR ROOF SHEATHING
RAFTERS AS REQUIRED TO MAINTAIN
MAXIMUM 6'-W SPANS.
Span Tables for No.2 SYP Rafters
No Ceiling Load-20 psf ILL,10psf DIL
SIZE 12"o.c. 16'o.c. 24"o.c.
—17 T5-9—1 —TZ 4—1
2xB 27�5" JrW-5" 116-110" E
2x10 26'-0" 23-2" 181-11"— 2x6 OVERFRAMING 0
— (4).131"x3Y4"
.2
TOENAILS(TYP) E
Span Tables for No.2 SYP Rafters-No Ceiling Joist-
with Drywall Ceiling-20 psf LL,15 psf DL
co
z 0 ro-
SIZE 12"o.c. 116"O.C. 24"o.c. %
2x10 24'-10" 21'-6" IT-15" SIMPSON H3 CLIP
2x12 26'-V 26-2" 9 2 :E
U. PA Ak
U.
Span Tables for No.2 SYP Floor Joist 2x8 No.2 SYP NAILED 0 e
40 psf LL,10 psf DIL 2x4 POST TO BEARING BELOW -------TO TRUSS CHORD w/
(5).131"x 3 Y4*NAILS
SIZE 12"o.c. 16"o.c. 24'o.c. !�0 .co
2x6 9-8" 8'-10" T-8"
RUSS TOP CHORD OR RAFTER
2x8 12'-10" 111-8" 10'-2"
-10" 13'-0"
2x10 1164" 14'
2x12 191-11" 1181-11" 15'-4" 9 z
14"TJI 230 23'-10" 21'-9" 1191-11" 1-4
ca Z
16"TJI 230 26'�5" 24'-l" 20'-7' a-
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rB SECTION -TYPICAL OVERFRAMING AT EXISTING ROOF Lu
Roof Framing Notes: S-8
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1. ALL CONVENTIONAL FRAMING SHALL BE No.2 or BT.SYP z
2. ALL RAFTERS SHALL BE 2x10 @ 24"oc.(U.O.N.)
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3. FASTEN ALL RAFTERS TO PLATES WITH SIMPSON H8 CLIPS uj
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WITH(5)10d x 1k2'NAILS EACH END. Z A
4. FASTEN ALL RAFTERS AT RIDGES WITH COLLAR TIES.FACE-NAIL ZO
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COLLAR TIES-TO RAFTERS WITH(5).131"x 3 Y4'NAILS. Z L'
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5. FASTEN ALL JACK RAFTERS TO HIPS AND VALLEYS WITH(4)
.131"x3Y4"TOE-NAILS.
6. ALL RIDGES,HIPS,AND VALLEYS SHALL BE(1)NOMINAL SIZE LARGER
THAN ADJOINING RAFTERS.(U.O.N.) ........ ff
7. FASTEN RAFTERS TO CEILING JOISTS WITH(4).131"x 3 Y4"NAILS. Lou
8. FASTEN RAFTERS TO TOP PLATES WITH(3)
Foe
.131"x3Y4"TOENAJLS.
LL 10.
\—(3)2x4POS OBFJRINGBELOW uj
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2x6 OVER FRAMING @ 24-O.C.
SCALE:
X'=1'-W(I.I.O.N.)
DO NOT SCALE
EXISTING RIDGE
THIS DRAWING
RELEASE DATE:
08-12-10
REVISIONS:
DRAWN BY:
DJM
CHECKEDBY:
ROOF FRAMING LAYOUT WJD
SHEET:
S
(TYPICAL DOUBLE PLATE SPLICE)
48*MINIMUM SPLICE LENGTH
(16)0.131"x 3'NAILS IN THIS ZONE.
MINIMUM NALING OF TYPICAL HEADER TO KING STUD CONNECTION
TYPICAL FRAMING AT CHANGE IN PLATE HEIGHT M
JNG AND CRIPPLE STUDS ------—(2)2k—SYP#2 DOUBLE PLATE(U.O.N.)NAIL
NAIL EACH PLY OF V
JOINT IN LOWER PLATE JOINT IN UPPER PLATE TOGETHER WITH 0.131*x 3 X'NAILS @ 6-O.C. PLATES WITH 0.131'x 3'NAILS @ aO.C.
/,--THREADED STAGGERED(TYPICAL)
I ROD ASSEMBLY WITHIN THREADED ROD ASSEMBLY CENTERED STAGGERED
8"MAX. WOF SPLICE IN LOWER PLATE ON SPLICE IN PLATE OR THREADED ROD
6"MAX. CRIPPLE STUD AND KING TYPICAL STUD TO DOUBLE PLATE
ALTERNATE:IF ROD IS GREATER ASSEMBLY WITHIN 12'ON EACH SIDE OF
THAN 6*FROM SPLICE-ADD JOIN . STUD REQUIREMENTS CONNECTION
SSP AT SPLICE. (SEE WALL LAYOUT)
0
JOINT IN'LOWER PLATE
MSTA36 STRAP CENTERED ON CHANGE IN
RATE HEIGHT E
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E
2X4 BLOCKING BETWEEN STUDS TOENAIL
NAIL EACH PLATE UPPLE STUD OR ENDNAIL EACH END TO ADJACENT
ITH 0.131'x3 NAILS-TOENAIL c Cc
RE ALL(TYP STUD NTH(3)0.131'x 3 X4'NAILS m
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2x—SPF#2 STUDS @ 16"O.C.(U.O.N.) 0
(SEE WALL LAYOUT) U .co
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UBLE SILL REQUIRED WHERE OPENING
WIDTH EEDS N.)
THREADED ROD ASSEMBLY AT NOTED SPACING z
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1-4 1 d
JOINT IQ SILL PLAT)
ml cd w
2X_TREATED SYP SILL PLATE
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LTHREADI THREADED ROD ASSEMBLY OR ANCHOR Z
0
X
ICAL
(BEYOND) TYPICAL STUD TO SILL RATE
BOLT WITHIN 17 OF EACH SIDE OF JOINT
Z
IN SILL PLATE. CONNECTION
BUILT-UP CORNER POST
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BUILT-UP POST(WHEN NOTED ON WALL LAYOUT) 8
ADD ANCHOR BOLTS @ 48-O.C.MAX
NAIL EACH PLY WITH 0.131N 3 YV
WHERE THREADED ROD SPACING NAILS @ 6�O.C.STAGGERED uj
EXCEEDS 4frO.C.
DETAIL TYPICAL WALL FRAMING CONDITIONS
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HEADER NAILING REQUIREMENTS
24 (3)NAILS PER PLY
2A (4)NAILS PER PLY
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HEADERYI 200 (5)NAILS PER PLY
NAILS As p-nTrn
IN TABLE TYPICAL STUD NAIUNG
202 (6)NAILS PER PLY
— \—NAILING AT STUD
TO DOUBLE PLATE _STUDSIZE OUBLE PLATE SILL PLATF
W=1w pam)
CRIPPLE STUD 9 X'LVL (5)NAILS PER PLY 11
(END NAIL) DO NOT SCALE
KING STUDS 2A (2) (3) THIS DRAWING
i i Xe LVL (6)NAILS PER PLY STUD RELEASE DATE:
14"LVL 24 (3) (4) 08-12-10
NOTE: (7)NAILS PER PLY — REASIONS:
2xl LE
NAILS MAY BE TOENAILED OR BACK 6.LVL —NAILING AT STUD 2x8 (4) (5)
NAILED THROUGH KING STUD. 16"LVL (8)NAILS PER PLY TO SILL PLATE xL
Ljo(TOENAIL) 2xio (5) �(6)
ALL NAILS NOTED ARE 0.131*x 3 Y4*
DRAWNI BY.
DETAIL-TYPICAL HEADER TO KING STUD CONNECTION DETAIL-TYPICAL WALL STUD CONNECTION cum
CHIEC:KE]�BY-.
I YSFEET:
S-9
EDGE DISTANCE MINIMUM AT
TYPICAL)
FASTENERS( 96"MAXIMUM SPAN EXTERIOR FINISH
2"
SHEATHING 8
FRAMING AT OPENING: e
HEADER SHOWN,STUD,
CRIPPLES,OR SILL SIMILAR
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TRIM E 2
WOOD STRUCTURAL PANEL
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CORROSION RESISTANT X6'OSB OR'Yhe RATED WOOD SCREW BASED 0 0
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SHEATHING PANEL U
FASTENER(TYPICAL) THREADED STUD
�2 IM Or
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OR 0 -
Y4'FENDER WASHER(MIN.) a
Cn WOOD STRUCTURAL PANEL LU
CORROSION RESISTANT z
Y16'DS13 OR'Y32'RATED WINDOW UNIT
FASTENER(TYPICAL)
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SHEATHING PANEL Im
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OSB OR 1Y32r RAT IIJ co
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SHEATHING PANEL
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SECTION - FASTENING OF PANEL TO FRAMING
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FASTENER SPACING
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PER CHART
NOTE:
PANEL MUST EXTEND PAST WINDOW FAR ENOUGH TO 15A
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ALLOW FASTENER INSTALLATION INTO WOOD FRAMING.
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ORIENTATION OF RATED SHEATHING STRUCTURAL PANEL
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NOTES:
1) FASTENERS SHALL,BE INSTALLED ALONG THE TOP&BOTTOM 2§ g
OR LEFT&RIGHT%SIDES OF PANEL. PQ 06
Wind-Bome Debris Protection Fastening Schedule U_ d
2) THE SPAN OF THE PANEL BETWEEN ANCHORS SHALL NOT for Y16"OSB or IV32"RATED SHEATHING PANEL
EXCEED 96w. Fastener type Fastener spacing(inches)
panelspan 2 ft.<panel 4 ft.<panel 6 ft.<panel
3) MULTIPLE PANELS CAN BE USED TO COVER OPENINGS
WIDER THAN 48", PROVIDED THE PANEL SPAN DOES NOT <2 ft. span<4 ft. span<6 ft. span<8 ft.
EXCEED 96" #8 wood screw based
anchor w/min.2"emb. 16 16 10 8
length into wood
4) PANELS SHALL BE PRECUT AND PRE-DRILLED TO FIT OVER framing
EACH OPENING AND APPLICABLEE FASTEN
ERS.
#10 wood screw based
5) FASTENERS SHALL BE CORROSION RESISTANT. SCALE:
anchor w/min.2"emb.
Y4'=V-W(U.O.N.)
16 16 12 9
length into wood framing DO NOT SCALE
6) FASTENERSSHALL-BE PERMANENTLY INSTALLED INTO THE THIS DRAWING
WOOD FRAMING. RELEASE DATE:
08-12-10
X"lag screw based REMSIONS:
7) FOR CMU OR CONCRETE CONSTRUCTION,THE FASTENERS
anchor w/min.2"emb. 16 16 16 16
SHALL BE INSTALLED INTO.THEWOOD BUCKS FRAMING THE
length into wood framing
OPENING.
8) THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL WATER- 9 DRAWN BY.
PROOFING CONSIDERATIONS. DJM
CHECKED BY:
-9) PROVIDE PROTECTIVE COVERS FOR PERMANENTLY INSTALLED SHEEr:
HARDWARE WHEN SHUTTER IS NOT IN USE.
Is-10
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12.
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WINDOW,DOOR AND SOFFIT PRESSURES:
12. Fasten plies of 1 wide engineered lumber as follows:
Clay Masonry(Brick):
2-ply beams with(3)rows of 0.131"x3 Y4"nails @ 12"o.c.
I _-BrIck sha[conform to ASTM C62,C216,orC652 for Building Brick,Facing Brick,and 3-ply beams with(3)rows of 0.131"x3'/*"nails @ Wo.c.(each side) 1. All window,door and soffit assemblies shall be designed to withstand the design
Hollow Brick, respectively. Grade SW shall be used. 4-ply beams with(2)rows of Simpson 6%"long SDW screws @ 12"o.c. pressures indicated below and shall be Installed in accordancewith the manufacturers
requirements.
Brick veneer shall be anchored with approved ties spaced no more than 16"o.c. STRUCTURAL STEEL:
vertical arid 16"o.c. horizontal. Additional ties shall be provided around all wall
openings greater than 16"In either direction,and shall be spaced no more than 36" 1. Structural steel shall conform to AISC Specifications for Design and Fabrication and
0
o.c.and placed within 12"of the openings. Erection of Structural Steel for Buildings(latest editions).
a.Welded connections: AWS D1.1 C4
3. Strand wire veneer ties shall not be less In thickness than No.9 gage wire and shall b.Structural steel shapes,plates: ASTM A36 WIND PRESSURES ON WINDOWS, DOORS & LL
0
have a hook embedded in the mortar joint. Sheet metal ties shall not be less than No. E
c. Structural steel pipe: ASTM A53 or A501 SOFFITS (psf) 0 :6
22 gage by 7/8"corrugated and fastened with 1 %"galvanized roofing nails. d. Structural steel tubing: ASTM A500 co
Adjustable or strand wire veneer ties shall be used at CMU walls. UJ
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AREA OF OPENING EDGE STRIP(5) INTERIO ZONE(4),
2. All structural steel connections and fabrications shall comply with AISC specifications.
Z r C
4. Unless otherwise noted on the plans,a steel angle l_4x4x1/4 shall be used for Pos Neg Pos Neg
_J
supporting brick veneer over openings. This angle will not be required for arched 3. Steel shop drawings shall be provided to the Engineer for approval prior to fabrication.
windows where brick is self-supporting. If the length of the opening exceeds V-0"then 0 to 20 sf 33.3 -44.6 33.3 -36.1 U1
20.1 to 50 sf 31.9 -41.5 31.9 -34.7 Z
the steel angle shall be attached to the wood framing with 3/8"x 3"lag screws @ 12" 4. Holes required for bolted connections may be drilled or punched. Flame-cut holes It W 0
50.1 to 100 sf 29.9 -37.5, 29.9, -32.7 .9
O.C. a V-:0
shall not be used. - ai Z
100.1 to 200 sf 28.2 -34.7 28.2 31.0 1=
200.1 to 500 sf 26.81 -31.6 26.8 -29.6
WOOD FRAMING: 5. Bolts shall be installed to the"snug-tight"condition-u.o.n.
Soffit Design Pressure 33.31 -44.6 33.31 -36.1 1
.Base Design Pressure 28.20 GCpi ±0.18
6. All structural steel shall be shop-painted with SSPC Paint 15(red oxide)primer. Prior Z
1. All wood Iraming has been designed in accordance with"National Design Specification
(NDS)for wood construction,"2005 edition. to painting,steelwork shall be cleaned per SSPC SP-6"Commercial Blast Cleaning".
2. All wood members exposed to weather or in contact with masonry,concrete or soil 7. SSPC Paint 36(polyurethane)shall be applied as the final coat to all structural steel tb
shall be treated with an appropriate preservative suitable for the exposure conditions. surfaces exposed and visible to the exterior of the structure. co
TYPICAL EDGE STRIP(5)
Z
3. If ACQ treatment is used on any wood member,then all nailing shall require 8. Field touch-up after Installation where required to restore final finish. a=4.8'
hot-dipped galvanized nails meeting ASTM Al 53, Class C,or ASTM B695,Class 50.
If borate treatment is used then galvanizing is not required. TYPICAL INTERIOR ZONE(4)
HARDWARE AND ANCHORS: UJ
4. Prefabricated wood trusses shall comply with NDS and"National Design Standard for 1. All framing anchors and connectors noted on the structural drawings shall be
Metal Plale Connected Wood Truss Construction(ANSI1TPI 1-02)." manufactured by Simpson Strong-Tie or Engineer approved equal.
5. All trusseii shall be designed by the Truss Manufacturers registered Engineer. 2. All anchor bolts and threaded rods shall be in accordance with ASTM A307 or ASTM
6. The Truss Manufacturer shall submit shop drawings and design notes with a F1554,Grade 36.
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registered Engineer's seal for approval. Design notes shall Include the rated load 3. All metal connectors and hardware which are exposed to the exterior or in contact
capacity cif the truss to truss connectors,and the manufacturers license to fabricate with ACQ pressure treated lumber shall be Type 316 stainless steel or galvanized per LL
trusses utilizing the connector system proposed.The contractor shall approve
ASTM Al 53, Class C,or ASTM B695,Class 50.
Lu
fabrication and installation drawings showing size,shape and layout.
4. Anchor adhesives shall be either Epoxy-Tie SET or Acryllo-Tie AT by Simpson
7. Jobsite handling and erection,including temporary bracing,during installation of Strong-Tie and installed according to the manufacturers instructions. Holes shall be
trusses shall comply with TPI/WTCA BCSI 1. cleaned of all debris and brushed out prior to installation of anchor adhesive.
8. All prefabricated wood trusses subjected to uplift conditions shall be securely fastened ROOF COVERING:
PLAN KEY
to their SL pporting walls or beams with metal connectors as noted in the Truss
Connection Schedule. 1. The contractor shall be responsible for the design and installation of the roof covering
system.
9. All gable ands shall be balloon framed or braced in accordance with the applicable
TWO STO
detail as shown in the structural drawings. 2. Asphalt shingles shall comply with ASTM D3161 and be installed according to the ADDITION
Y4* 1'-W N.O.N.)
manufacturer's requirements.
10, The guardralls, handralls,and guard in-fill components(Balusters and Panel Fillers) DO NOT SCALE
THIS DRAWING
shall be designed by the delegated Engineer. The Product Approval Report and/or 3. Clay and tile roofs shall be instidled per the"Concrete and Clay Roof Tile Installation RELEASE DATE:
08-12-10
shop drawings shall be approved by the Engineer of Record prior to construction. Manual,"and the manufacturers requirements.
REVISIONS:
Provide joist or solid blocking In floor framing at all guardrail and handrail posts.
4. Standing seam metal roofs shall comply with ASTM E 1514 and be installed according
11. Engineered lumber(LVL, Parallam or LSL)shall meet the following minimum material to the manufacturers requirements.
specifications:
LVIL or Parallarn LSL 5. The contractor shall be responsible for the design and installation of all metal flashing
E=11,900,000 psi E=1,550,000 psi DRAWN BY.
and valley material. DJM
Fb=2,600 psi Fb=2,325 psi
Fc=750 psi Fc=800 psi PROJECT SCOPE OF WORK IS CLASSIFIED PER CHECKED BY.
EXISTING BUILDING CODE AS BOTH"ADDITION"
HEU
Fv=285 psi Fv=310 psi AND"ALTERATION LEVEL(2)". SHEEr:
S-2
-STRUCTURAL RIDGE(AS NOTED) d
>
ROOF COVERING(BY OTHERS)----__
-----COLLAR TIE
(SEE ROOF FRAMING NOTE#4)
RAFTER AS NOTED
ON LAYOUT ------
E
0
E
'Y32'RATED OSB SHEATHING,EXPOSURE I-SHINGLE ROOF.
RATED PLYWOOD SHEATHING,EXPOSURE I-TILE ROOF.
32
.2
FASTEN WITH 0.1 13'x 2 Y8'RING SHANK -------
NAILS @ 6-O.C.ON EDGES AND INTERMEDIATE SUPPORTS.
0
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NUT&3'x 3wx Y4'WASHER
-'-��NAIIL 2x8 CEILING JOISTS AT EACH THREADED ROD a
lu
(a �-: 0
TO RAFTER WITH(4)0.131
'x 3'NAILS.
CORNICE DETAIL ci z
GYPSUM BOARD-----
(BY OTHERS
z 59
HURRICANE ANCHOR AT EACH RAFTER(SEE ROOF 2
FRAMING NOTES)
------(2)2x4 SYP#2 DOUBLE PLATE(U.O.N.)
co -b
2x4 STUDS @ 16-O.C.-U.O.N.(SEE WALL LAYOUT)
c lwn
WW
I
2x4 SOLE PLATE(U.O.N.)NAIL TO RIM BOARD @ FACE NAIL WITH(4)0.131 Px 3 Y4' CD
6"O.C.WITH 0.1 31'x 3 Y4'NAILS NAILS. ADD 2x4 BLOCKING UNDER +f
2 END OF EACH 24 FLOOR JOIST 0
u. I- I- Y32'RATED STURD-1-FLOOR(T&G)SHEATHING GLUED z Z
E co p �-4=I i
w AND NAILED.FASTEN WITH 0.131'x 2 Y2'RING SHANK cn g
> @ 6-O.C.ON EDGES AND 12-O.C.IN THE FIELD. w
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0
FLOOR JOIST(AS NOTED) FLOOR JOIST(AS NOTED)
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—RIM BOARD I-JOIST OR SAWN JOIST) a4 BLOCKING
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NAIL JOIST TO PLATE WITH(2)0.131'x 3 Y4'TOENAILS IL
(2)2X4 SYP#2 DOUBLE PLATE(U.O.N.) (2)2x4 SYP#2 DOUBLE PLATE(U.O.N.)
TOENAIL RIM BOARD TO PLATE WITH 0.131'x 3 Y4'
NAILS @ B-O.C.
THREADED COUPLING AS REQUIRED
--------—GYPSUM BOARD
------2x4 STUDS @ 16-O.C.-U.O.N.(SEE WALL LAYOUT) CD
�--&4 STUDS @ 16-O.C.-U.O.N.
----------- RATED SHEATHING,EXPOSURE I (SEE WALL LAYOUT)
6
FASTEN WITH 0.131"x 2 YZ Ye'x 6 Y4'TITEN HD ROD SCALE,
V-V(U.O.N.)
NAILS @ 6-O.C.ON EDGES AND COUPLER AT EACH
DO NOT SCALE
12"O.C.ON INTERMEDIATE SUPPORTS.(U.O.N.) THREADED ROD THIS NG
RELEASE DATE:
x 6'TITEN HD @ 48-O.C.\ W12-10
THREADED ROD ASSEMBLY AT
NOTED SPACING
2X4 TREATED SYP#2 SILL PLATE
2x4 TREATED SYP#2 SILL PLATE
SEE FOUNDATION DETAILS
DRAWN BY:
SECTION-TYPICAL EXTERIOR TWO STORY WALL DJM
CHECKED BY:
WjD
SHEET:
S-81,