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2x-STUDS @ 16"O.C.(I.I.O.N.) AT EACH
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(SEE TYPICAL WALL SECTION E
9 j
FOR ANCHORAGE) :]�AEXISTING RAFTERS L
4"CONCRETE SLAB WITH 6x6 &CEILING JOISTS Ca
GRADE WIAxIA WWF OR FIBERMESH (TO REMAIN)
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AN TYPICAL INTERIOR ZONE(4) K
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V-0" ONE STORY-(2)#5 CONT. (TO BE REMOVED) U)
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WIND PRESSURES ON WINDOWS & DOORS (psf) 0
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20.1 to 50 sf 24.9 -32.3 24.9 -27.1
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DESIGN LOADS DEFLECTION CRITERIA -0
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INSTALL(2)#5 DOWELS EMBEDDED INTO ADHESIVE(4-MINIMUM)AT EXISTINC FLOORS FLOORS 0 w
\-EXISTING 42
FOOTING.DOWELS WILL BE EMBEDDED INTO NEW POURED CONCRETE (2)#5 CONT. LIVE LOAD CARPET OR WOOD FINISH C! U.
FOOTING(12-MINIMUM).TYPICAL-U.O.N. FOUNDATION LIVING AREAS: 40psf LIVE LOAD: U480 Z5 U_j
w z
to LU
EXTERIOR BALCONIES: 60psf TOTAL LOAD: L/2' 0
(D F-
EXTERIOR DECKS: 40psf
/`B_� SECTION - FRAMING AT BAY WIND DEAD LOAD TILE OR BRITTLE FINISH 4
\,�2 CARPET OR WOOD FINISH: 15psf LIVE LOAD: U600 2
TILE OR BRITTLE FINISH: 20psf TOTAL LOAD: U360 31:
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INSTALL#5 DOWELS EMBEDDED INTO ADHESIVE(4-MINIMUM)@ 48-O.C.
D ROOFS ROOFS Z
ALONG PERIMETER OF EXISTING FOUNDATION.DOWELS WILL BE EMBEDDE z
LIVE LOAD LIVE LOAD: U240 '
INTO NEW POURED CONCRETE(12'MINIMUM).TYPICAL-U.O.N. a) 0
'6
EXISTING RAFTER TRUSS TOP CHORD: 20psf TOTAL LOAD: U180 Cn C>
CL LO
(TO REMAIN)
TRUSS BOTTOM CHORD: 1 Opsf E CD 6
CEILING JOIST CONVENTIONAL RAFTER: 20psf WALLS >1 Il- Fn z
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It- (TO REMAIN) CONVENTIONAL CEILING: 20psf BRITTLE FINISH cc 00 C/i U.1
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15psf WIND LOAD: U120 5
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TRUSS BOTTOM CHORD: 5psf 0
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SLAB WITH 6x6 WiAxIA WWF OR FIBERMESH OVER CONVENTIONAL RAFTER:
OR B RIER COVERING CLEAN,COMPACT,TREATED FILL. TILE- 20psf
GYPSUM BOARD CONVENTIONAL CEILI Op 0
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WIND DESIGN METHOD:ASCE 7-02 12 <
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2'-0" 24!-9" BASIC WIND SPEED: 120 mph
(EACH FACE OF STUD) Ca
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BUILDING CATEGORY: 11 vi
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WIND IMPORTANCE FACTOR: 1.00
(2)2x SYP#2 DOUBLE PLATE WIND EXPOSURE: B U_
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BUILDING CLASSIFICATION: RESIDENTIAL
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2x SPF#2 STUDS @ 16-O.C.-U.O.N.(SEE WALL LAYOUT) BUILDING TYPE:TYPE V CONSTRUCTION
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0 W LO
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NEW RAFTER TAIL TO--\ ..... .... �2
..... .... SHEARWALL LEGEND: 0
E
BE EXTENDED WITH
2x4#2 SYP @16'O.C.
8 SCALE:
(SEE DETAIL'Aw ON S-2) SHEARWALLS;SHALL BE CONSTRUCTED WITH EITHER
Y2'THREADED ROD WITH NU Y2'x 10-CAST-IN-PLACE HEADED OR
CD X6' OR'Y3f RATED SHEATHING,EXPOSURE 1.FASTEN )/411 = 11-011 (U.O.N.)
AND 2'xYe WASHER SET IN L-BOLT WITH NUT AND 2'x X8'WASHER 2_1
ADHESIVE(4-EMBEDMENT) (7-EMBEDMENT) WITH 0.1317x 2Y2'NAILS @ 6-O.C.ON EDGES AND 4) DO NOT SCALE
x \-ANCHOR BOLTS @ 32-11O.C. Yex 5-TITEN HD WITH 1-WASHER 12"O.C.ON INTERMEDIATE SUPPORTS. THIS DRAWING
UJ,
RELEASE DATE:
SHEARWALLS SHALL BE CONSTRUCTED WITH EITHER a)
SILL PLATE ;`fe'OR'Y3f RATED SHEATHING,EXPOSURE 1.FASTEN 07-03-07
WITH 0.131'x 2 XV NAILS @ YO.C.ON EDGES AND 0
-E REVISIONS:
\`EXISTING BEAMS 12"O.C.ON INTERMEDIATE SUPPORTS.
TO REMAIN 7`
SHEATH BOTH SIDES OF INDICATED SHEARWALL AND NAIL
4. WITH DENOTED PATTERN.
NOTES: WALLLAYOUT 2M
TYPE (1) TYPE (1) TYPE
1) ALL FIRST FLOOR EXTERIOR WALLS SHALL BE CONSTRUCTED WITH2x4SPF No.2
WOOD FRAIVIED HEADER LEGEND:
STUDS @ 16-O.C.FOR PLATE HEIGHT OF V-1 Ye-U.O.N.
rD SECTION -ANCHOR BOLT OPTIONS
DENOTES SIZE DRAWN BY:
S-2
2) ALL FIRST FLOOR INTERIOR BEARING WALLS SHALL BE CONSTRUCTEDwiTH 2X4 OF HEADER \ JJJ/BCW
SPF No.2 STUDS @ 16"O.C.FOR PLATE HEIGHTS UP TO 8'.1 Ye-U.O.N. (2)2x HEADER (D
'D CHECKED BY:
'BRITTLE'(STUCCO)-U.O.N.
DENOTE '\-DENOTES QUAN LU
FLOOR EXTERIOR WALL FINISH IS WIND-BORNE DEBRIS PROTECTION REQUIRED:
3) THE FIRST S QUANTITY TITY WJD
NOTIFY ENGINEER OF ANY VARIATIONS.
LM
OF CRIPPLES OF KING STUDS
a) SHEET:
THIS STRUCTURE IS LOCATED IN THE WIND-BORNE DEBRIS REGION PENING PROTECTION
AN
IS REQUIRED. STORM SHUTTERS OR IMPACT RESISTANT GLASS SHALL PROVIDED FOR AL NOTE:
GLAZEDOPENINGS. CONSTRUCT SHUTTERS PER THE DETAILSONSHE T SA OR USE ALL WOOD FRAMED LOAD BEARING HEADERS SHALL BE MINIMUM
0
C)
ALTERNATIVE SHUTTERS WITH*FLORIDA PRODUCT APPROVAL!. (2)2x6 No.2 OR BETTER SYP.INSTALL MINIMUM(1)CRIPPLE AND
N
S �2
WE "4A
r(JI
(1)KING STUD AT EACH HEADER(U.O.N.)
ot
i�4
ILL-
GENERAL: CONCRETE: STRUCTURAL STEEL: Metal Connector Fastening Schedule
C=
teners Anchorage (I.I.O.N.)
Fas
Simpson ID USP ID Uplift Capacity (Ibs)
1. All concrete has been designed In accordance with"Building Code Requirements GENERAL: 5/8"w/7"embed (D
1 Project has been designed in accordance with 2004 Florida Building Code ABU44-Z PAU44-TZ 2200(SYP) (12) 16d
for Structural Concrete,"ACI 318-05, and shall be constructed in accordance with (12) 16d 5/8"w/7"embed
Building, 2004 Florida Existing Building Codej and/or 2004 Florida Building ABU66-Z PAU66-TZ 2300(SYP)
cable (with 2006 supplements). "Specification for Structural Concrete,"ACI 301. 1. All structural steel has been designed in accordance with AISC"Manual of Steel CS16 RS150 17051 or SPF) (111) 1 Od in each end-(22)total LU
Code Residential, as appli Construction"and shall be constructed in accordance with AISC"Specification for DSP 775(SYP or SPF) (8)11 into studs n/a
2. All concrete shall have the following minimum compressive strength at 28 days in Structural Steel Buildings,""Code of Standard Practice for Steel Buildings and Bridges," (6)1 Odxl into double plate
2. It is the intent of the Engineer of Record (Engineer)that this work be performed H2.5A RT7A 600(SYP (5)Bid in each end-(10)total n/a
accordance with ASTWi C 172, C31 and C39: "Detailing for Steel Construction,"and have the following designations:
in conformance with all requirements of the authorities having jurisdiction over H3 -(8)total n/a
RT3A 455(SYP) (4)Bid in each end
Welded connections---------------------- AWS D 1.1 E
a. Slabs on grade,footings, and miscellaneous concrete: f c=2500psi H6 LFTA6 951 820(SPF) (8)Bid in each end-(16)total n/a
P. d occupancy. 0
this type of construction an ASTM A36 (10)total n/a
b. Cast-in-place beams, columns,walls, and structural slabs:f c=3000psi Structural steel shapes, plates, etc. H8 RTBA 745(SYP) (5)11 in each end 7/8"wl 15"embed(SET epoxy only)
Structural steel pipe UPHDB
-------ASTM A53 or A501 HDQ8 8325(SYP)721 O(SPF) (20)'/4"x3"`SDS
3. The contractor is responsible for the means and methods of construction and to
shall work In conformance with all applicable codes and regulations. It is the 3. Cement shall conform to"Speclification for Portland Cement"(ASTM C1150) Structural steel tubing ASTM A500 HETA16 HTA16 1810(SYP) (10) 1 odxl%" 4"embed.
HTS20 or HTS30 HTW20 or HTW30 1451 1245(SPF) (110) 1 Od in each end-(20)total n/a
contractor's sole responsibility to determine erection procedure and sequence HTSM16 or HTSM20 HTWM 16 or HTWM20 1175(SYP) (8)1 Od into wood CL
ates" (ASTM C33) 2. All structural steel connections and fabrications shall comply with AISC specifications.
to insure the safety of the building and its component parts during erection. 4. Aggregate shall conform to"Specification for Concrete Aggreg (4)Y4"x2%"Titen into CMU
(4)%"xl%"Titan into concrete
4. The contractor shall be responsible for all temporary bracing that is required 5. Water shall be clean and free of injurious amounts of oil, acids, alkalis, salts, 3. All steel decking has been designed in accordance with"Steel Deck Institute(SDI)"and HTT16 HTT16 4175(SYP)3695(SPF) 18) 16d 5/8"w/7"embed(mono)and 12"embed(stem)
r substances that are deleterious to concrete or steel shall be constructed in accordance with SDI "Manual of Construction with Steel Deck". HTT22 HTT22 5250(SYP or SPF) (32j 16d sinkers 5/8"w/7"embed(mono)and 12"embed(stem)
I n/a
during construction to keep the structure safe and plumb until the entire organic materials or othe LSTA18 LSTA18 1235(SYP) 1165(SPF) (7)1 Od in each end-(14)tota Q. W
J ny bracing shown on the structural drawings is for the reinforcement. X
structure is in place. A LTS12 LTW12 775(SYP)665(SPF) (6)1 Od in each end-(112)total n/a
4. All bar joists have been designed in accordance with "Steel Joist Institute (SJI)"and
112"w/4%"embed(mono)and 7"embed
LTT20 LTW20 1751 or SPF) (10)16d
completed structure only.
J
6. Additional concrete requirements for structures located within 1500 ft of the Coastal shall be constructed in accordance with SJ I "Standard Specifications for Joist Girders (stem)
LTT131 2310(SYP or SPF) (18) 10li 5/8"w/4%"embed(mono)and 7"embed
5. The contractor shall verify all conditions and dimensions at the job site prior to Control Line (CCL)and exposed to salt spray are as follows: LTT131 :9
All concrete shall have the following minimum compressive strength at 5. All light gage structural framing has been designed in accordance with"AISI Standard (stem) 0
commencing work. a. bed(mono)and 12"embed(stem) CD
W", MGT MUGT115 3965(SYP) (22) 10d 5/8 7 em
41 28 days in accordance With ASTM C 172, C31 and C39: for Cold-Formed Steel Framing"Grade 33-U.O.N. (118)total
(9)10d in each end n a
MSTA24 MSTA24 1640(SYP) 1525(SPF)
(9)1 Od into wood n/a 0
illViil - UJ
I. Slabs on grade,footings, and miscellaneous concrete: In
6. The contractor shall supply, locate,and build into the work all inserts, anchors, MSTAM24 1501 or SPF)
fc=3000psi 6. Steel shop drawings shall be provided to the Engineer for approval prior to fabrication. (5)%"x2Y4"Titen into CMU
angles, plates, openings, sleeves, hangers, slab depressions, pitches, or other CO
11, A
'] � t ill ii. Cast-in- lace beams, columns,walls, and structural slabs: (5)%"xi%"Titan into concrete
11,1 mponents as may be required to attach and accommodate other work. p
co n/a
7. Holes required for bolted connections may be drilled or punched. Flami holes shall MSTA30 MSTA30 20511901 (11) 1 Od in each end-(22)total
fc=5000psi J
ii /a CL
A, 11P 1 MSTA36 MSTA36 2051 or SPF) 0 3) 1 Od in each end-(26)total in
li��:" 1 ral drawings are intended to be b. Maximum water-cement ratio: 0.40 be used. -2
7. All details and sections shown on the structu MSTAM36 18701 or SPF) (113) 1 Od into wood n/a J
e ion content: 0.15 percent by weight of cement in :F;
y similar situation elsewhere in the C. Maximum chlorid (8)%"x2%"Titen into CMLI
typical and shall be construed to apply to an 8. Bolts shall be installed to the"snug-tight"condition-u.o.n.
accordance with ASTM C 1218 (8)%"xl%"Titen into concrete UJ
work except where indicated otherwise.
(76)total n/a
MSTC66 MSTC66 5660(SYP or SPF) (38) 16d sinkers in each end
8. Refer to the structural drawings for all structural details and sections. The 7. Reinforcing steel shall be ASTM A615 Grade 40 unless otherwise noted on the PAINTING: MTS12 or MTS20 MTW112 or MTW20 1000(SYP)860(SPF) (7)1 Od in each end-(14)total n/a
MTSM16 or 861 (7)1 Od into wood n/a
flict structural drawings.All reinforcing details shall conform to"Details and Detailing of
ractor shall contact the Engineer for clarification in cases of con
cont MTSM20 (4)%"x2%"Titen into CMU
-painted. Prior to painting, steelwork shall be cleaned in U)
Concrete Reinforcement,"ACI 315, unless detailed otherwise on the structural 1. All structural steel shall be shop
between the structural drawings and any drawings prepared by others prior to accordance with Steel Structures Painting Council (SSPC)SP-6"Commercial Blast (4)1/4"xl%"Titen into concrete 4"embed Q ui
commencing work. drawings. PA51 TA51 3685(SYP or SPF) (21) 16d -0
5/8"w/7"embed(mono)and 12"embed(stem)
PHD2 PHD2 3610(SYP)3375(SPF)
Cleaning"after removal of loose rust, loose mill scale, and spatter, slag,or flux deposits. il-0)Y4"x3"S DS Z
SPH4orSPH6 SPTH4orSPTH6 1360(SYP) 1170(SPF) (12) 11 n/a
9. All window and door assemblies shall be designed to withstand the applicable 8. Tolerances for foundation and slab alignment as well as placement of reinforcement (4)1 Odxl%"into studs
351 or SPF)
SSP W
shall be in accordance with "Standard Tolerances for Concrete Construction and 1 (3)
design wind pressures and shall be installed according to the manufacturees 2. For projects located within 1500 feet of the Coastal Control Line(CCQ,�all structural 1 Odxl%"into double plate
IIN I ,, steel shall be cleaned in accordance with SP-6"White Metal Blast Cleaning". 14'embed ca C
Materials,"ACI 117. Footing or slab edges may be up to 2"outside and 1/2"inside I I 4430(SYP or SPF) 0 �_: u
requirements. STHD14 STAD14 0
of the sill plate. Notes: a Z
1.All connectors are manufactured by Simpson Strong-Tie or USP Structural Connectors(I.I.O.N.)
3. Immediately after surface preparation, SSPC Paint 15-(red ide)primer paint shall be C
10. The design of the project structure assumes an allowable soil bearing capacity 2 y = outhern Pine;SPF=Spruce-Pine-Fir a
> P:
Mono=monolithic concrete;stem=masonry sternwall or bond beam
es responsibility to obtain a soils 9. All concrete slabs on grade shall be the thickness as indicated on the drawings over applied in accordance with the manufacturees instructions. ainting methods shall be
of 2000 psf. It is the owner's and/or contracto
Anchorage refers to threaded anchors Wth noted diameters and embedment depths
used that re
exploration report. All requirements for site preparation and soil compaction minimum 6 mil. polyethylene(visqueen)vapor barrier. Slabs shall be reinforced with sult in full coverage of joints, comers, edges,an exposed surfaces. All nails noted are'common"(U.C.N.)
specified in the soil report shall be followed unless more stringent requirements 6x6 W1.4x1.4 WWF lapped 8"at edges and ends in conformance with ASTM-A 185, 3:
rr 4. For projects located within 1500 feet of the Coastal Control ine(CCL),SSPC Paint 20
are specified. The Engineer shall be notified if soil conditions encountered or fibermesh reinforcement shall be used with minimum 2"fiber length at 1 LB/CY
int 22(epoxy). WIND BORNE DEBRIS OPENING PROTECTION WITH WOOD PANELS
Type I (zinc inorganic)shall be applied,followed by SSPC
differ from the noted assumptions. complying with ASTIVI C1 116.
0
!A
10.Slabs on grade shall bear on structural fill which shall be clean sand free of debris 5. SSPC Paint 36(polyurethane)shall be applied as the final at to all structural steel
MASONRY:
and other deleterious material, Structural fill shall be compacted to a density of at surfaces exposed and visible to the exterior of the structure. EDGE DISTANCE MINIMUM cc
E
I Jil[" co
least 95%of the Modified Proctor Maximum Dry Density(ASTM D1557). Fill shall be FASTENERS(TYPICAL)
96"MAXIMUM SPAN 00
WT General:
it 1 1; 2"
treated with termite poison before slab is placed. 6. Field touch-up after installation where required to restore fin finish.
LO
IT
1 All masonry has been designed in accordance with"Building Code
11.Footings may bear upon undisturbed soil or upon structural fill. Structural fill shall
Requirements for Masonry Structures,"ACI 530-05, and shall be constructed in
be compacted to a density of at least 95%of the Modified Proctor Maximum Dry ca Li
accordance with"Specifications for Masonry Structures,"ACI 530.1-05 0 Z co
Density(ASTM D 1557)for a depth of at least two feet (7-01")below the bottom of ROOF COVERING:
0
the footing.
i il!41 IA
I I , 2. Grout shall conform to ASTM C476 with minimum 28 day compressive strength
Q.
provide a slump between 1. The contractor shall be responsible for the design and inst ation of the roof
of 2000 psi per ASTM C1 019. Grout shall be mixed to <0 8
12.The following minimum concrete cover shall be provided for reinforcement: 0. Z
(D
covering system. U)
8"to 11". Wo -
WOOD STRUCTURAL PANEL
Xie OSB OR'%2'RATED ZW 0
A
i iT 3"-----Concrete cast against a CORROSION RESISTANT LLI -
nd permanently exposed to earth. 2. Asphalt shingles shall comply with ASTM D3161 and be in Iled according to Lu
3. Mortar shall conform to ASTM C270 and be Type M or S. Type N mortar may SHEATHING PANEL
2"-----Concrete exposed to earth or weather, #6 bar and larger. 46
the manufacturees requirements. FASTENER(TYPICAL)
be used in brick veneer.
1 1/2"---Concrete exposed to earth or weather,#5 bar and smaller. OR
1 1/2"---Concrete not exposed to weather or in contact with earth for the 1411 co CORROSMIlill6bi
11 flashing
3_�,Clay and do roofs*M,�OW "d -the Roof Tile WOOD STRUCTURAL PANEL
4. The contractor shall be responsible for the design and installation of a 75 � %___-ii- --&-
primary reinforcement,ties,stirrups,and spirals beams and columns. RATED
120
FAS%%WM
6"1 i-Mabso*ii'iN-'11101111111 PANEL
Concrete Masonry(CMIJ):
--------Other concrete members exposed to salt spray
2 Y2" 14 96 "be installed 2
4. Standing seam metal roofs shall comply with ASTM E15
1. Concrete masonry units (CMU)shall be ASTM C90-75, Hollow Load-Bearing according to the manufacturer's requirements.
13.All continuous reinforcing steel in concrete shall be lap-spliced with the following
normal weight,with a minimum
!lt ll Z Lu
Concrete Masonry Units,Type 1, Grade N
31: minimum lengths unless offlienwise noted on the structural drawings:
5. The contractor shall be res risible for the design and insta tion of all metal
compressive strength of 1900 psi(fm=1500 psi).
#4 bars: 21"minimum
flashing and valley materia
#5 bars: 26"minimum
cc
-spliced with the fo owing
2. All continuous reinforcing steel in masonry shall be lap #6 bats: 32"minimum FASTENER SPACING
I drawings:
minimum lengths unless otherwise noted on the structura
#7 bars: 46"minimum PER CHART
#4 bars: 20"minimum
WATERPROOFING: NOTE:
#5 bars: 25"minimum PANEL MUST EXTEND PAST WINDOW FAR ENOUGH TO
14.Reinforcement in footings shall be bent around comers or comer bars shall be used.
0
#6 bars: 30"minimum ALLOW FASTENER INSTALLATION INTO WOOD FRAMING.
it 124 W
It 1. The contractor shall be responsible for all waterproofing an ashing
U)
#7 bars: 35"minimum 15.The contractor shall provide spacers, chains, bolsters, etc., necessary to support 0
considerations.
re
inforcing steel. Support items which bear on exposed concrete surfaces shall have LL
fits ORIENTATION OF RATED SHEATHING STRUCTUML PANEL
3. Grout all cells containing vertical reinforcement in 5'-0" maximum Ii
ends which are plastic tipped or stainless steel. ca
1530.1-02 in the bottom course of mason
4. Provide cleanouts per AC ry
NOTES:
when the wall height exceeds 6-0". C6
WOOD FRAMING:
1) FASTENERS SHALL BE INSTALLED ALONG THE TOP&BOTTOM
5. Beam reinforcement shall be continuous across control joints. 31.
P SYMBOLLEGEND OR LEFT&RIGHT SIDES OF PANEL. 2
U
Wind-Borne Debris Protection Fastening Schedule _0
1. All wood framing has been designed in accordance with"National Design Specification
Vill DIRECTION (1)
Clay Masonry(Brick): (NDS)for Wood Construction,"2001 Edition for Y16"OSB or'Yu"RATED SHEATHING PANEL U)
SE ION IDENTIFICATION 2) THE SPAN OF THE PANEL BETWEEN ANCHORS SHALL NOT
Facing EXCEED 96". Fastener type Fastener sp cinq(inches)
1. Brick shall conform to ASTM C62, C216,or C652 for Building Brick, 2. All wood members exposed to weather or in contact with masonry, concrete or soil PO ON OF STRUCTURE WHERE
t ; 11�: � �il i I
I i� , !!A�L panelspan 2 ft.<panel 4 ft.<panel 6 ft.<panel
ectiviely. Grade SW shall be used. ISE N IS CUT
Brick, and Hollow Brick, resp 3) CN
<2ft. span<4ft. span<6ft. span<8ft.
C*4
t
SH NUMBER WHERE THE SECTION WIDER THAN 48, PROVIDED THE PANEL SPAN DOES NOT
shall be treated with an appropriate preservative suitable for the exposure conditions. WALL SECTION MULTIPLE PANELS CAN BE USED TO COVER OPENINGS
d no more than 16"o.c. CL 4t LO
00
2. Brick veneer shall be anchored with approved ties space 3. If ACQ treatment is used on any wood member,then all nailing shall require hot-dipped is EXCEED96" #8 wood screw based
und all wall r C-4
it vertical and 16"o.c. horizontal. Additional ties shall be provided aro galvanized nails meeting ASTM A153, Class C, or ASTM B695, Class 50. If borate anchor w/min.2"emb. 16 16 10 8
either direction,and shall be spaced no more than
openings greater than 16" in treatment is used then galvanizing is not required. 4) PANELS SHALL BE PRECUT AND PRE-DRILLED TO FIT OVER length into wood framing C%4 CY
0 LU _J I
36"o.c. and placed within 12"of the openings. EACH OPENING AND APPLICABLE FASTENERS. Z U_ to 'I
'0 CO
00
Specifications(NDS) CHANGE,IN SECTION #10 wood screw based cc W -
3. Strand wire veneer ties shall not be less in thickness than No.9 gage wire 5) FASTENERS SHALL BE CORROSION RESISTANT.
4. Prefabricated wood trusses shall comply with"National Design LO ON WHERE SECTION WILL CHANGE C/) _J
J
C�l
for Wood Construction,"2001 Edition and "National Design Standard for Metal Plate anchor w/min.2"emb.
16 12 9 > C
16
length into woo Z 2
and shall have a hood embedded in the mortar joint. Sheet metal ties shall Connected Wood Truss Construction (ANSI/TPI 1-02)." d framing
rugated and fastened with 1 6) FASTENERS SHALL BE PERMANENTLY INSTALLED INTO THE 0 >
not be less than No. 22 gage by %"cor VIE DIRECTION 8 0 0
WOOD FRAMING.
galvanized roofing nails. Adjustable or strand wire veneer ties shall be used at 5. All trusses shall be designed by the Truss Manufacturers registered Engineer 10%AS�-SE ONIDENT'IFICATION
A
it CMU walls. CROSS SECTI
CO
ON Y4"lag screw based
SHE NUMBER WHERE THE SECTION
_W1 anchor wit min.2"emb. 16 16 16 16
it 7) FOR CMU OR CONCRETE CONSTRUCTION,THE FASTENERS
ith a registered 0
6. The truss manufacturer shall submit shop drawings and design notes w IS D SHALL BE INSTALLED INTO THE WOOD BUCKS FRAMING THE
ed on the plans, a 3 Y2"x 3 1/2"x Y4"steel angle shall be length into wood framing
4. Unless otherwise not Enginei seal for approval. Design notes shall include the rated load capacity of the OPENING. E
11 not be required 0
used for supporting brick veneer over openings. This angle wi
truss to truss connectors,and the manufacturees license to fabricate trusses utilizing 0 SCALE:
t -supporting. If the length of the opening LO ION OF DETAIL
for arched windows where brick is self the connector system proposed.The contractor shall approve fabrication and 8) THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL WATER-
f - N/A .
the wood framing with DET L IDENTIFICATION
exceeds 5'-0"then the steel angle shall be attached to installation drawings showing size, shape and layout. PROOFING CONSIDERATIONS.
DETAIL
x 3"lag screws @ 32"o.c. SHE NUMBER WHERE THE DETAIL DO NOT SCALE
A
ISO 9) PROVIDE PROTECTIVE COVERS FOR PERMANENTLY INSTALLED 20
7. Jobsite handling and erection, Including temporary bracing,during installation of SDA THIS DRAWINC
RELEASE DATE:
trusses shall comply with TPI/WTCA BCSI 1. HARDWARE WHEN SHUTTER IS NOT IN USE.
2
HARDWARE AND ANCHORS: (D
07-03.07
8. All prefabricated wood trusses subjected to uplift conditions shall be securely fastened
VIEW IRECTION
1. All framing anchors and connectors noted on the structural drawings shall be to their supporting walls or beams with metal connectors as noted in the Truss EXTERIOR FINISH REVISIONS:
ed equal. A ELEV)TION IDENTIFICATION
manufactured by Simpson Strong-Tie or Engineer approv Connection Schedule. SHEATHING
ELEVATION
SHEETNUMBER WHERE THE ELEVATION
IS DR WN FRAMING AT OPENING:
2. All anchor bolts and threaded rods shall be in accordance with ASTM A307, Grade A, 9. All gable ends shall be balloon framed or braced in accordance with the applicable
HEADER SHOWN,STUD,
Lu
Ali
or ASTM F 1554, Grade 36. detail as shown in the structural drawings
CRIPPLES,OR SILL SIMILAR
21
3. All metal connectors and hardware which are exposed to the exterior or in contact with
ized per 2 Ili (n
ACQ pressure treated lumber shall be Type 316 stainless steel or galvan :3
ASTM Al 53, Class C, or ASTIVI B695,Class 50. TRIM
WOOD SCREW BASED
-s DRAWN BY:
4. All anchor bolts,threaded rods, and associated hardware located within THREADED STUD 6
alvanized per ASTM Al 53, JJJ/BCW
1500 feet of the Coastal Control Line (CCL)shall be g (D
Y4'FENDER WASHER(MIN.)
Class C, or ASTM B695, Class 50
2E CHECKED BY:
WINDOW UNIT-------
WJD
5. Wedge/Expansion bolts shall be"Power Stud/Rawl Stud"by Powers Fasteners LU
-Tie,or X6'OSI3 OR'Y32-RATED
Rawl, "Trubi by ITW Ramset Redhead, "Wedge-All"by Simpson Strong SHEET:
Engineer approved equal. Indicates additional requirements for structures located within 1500 feet of the SHEATHING PANEL
Coastal Control Line (CCL).
to
6. Anchor adhesives shall be either Epoxy-Tie SET or Acrylicii AT by Simpson SECTION - FASTENING §F PANEL TO FRAMING 0 00
Strong-Tie and installed according to the manufacturers instructions. Holes shall be A 0
11 IN S
L
D
D
E
0
0
cleaned of all debris and brushed out prior to installation of anchor adhesive VERSION:05-07