HomeMy WebLinkAbout#04-003996 SFRi
RONALD G. KELLER P.E. #37293 E.B.# 5963
P.O. BOX 78-1377, SEBASTIAN, FL. 32978-1377
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SCALE: -$
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REVISED
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DESIGNATES
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450 Fis,
PER MY REVIEW THESE PLANS FOR THE PROPOSED RESIDENCE
LOCATEDATL07-12,13.0CK 350 SESASTIAN HIGHLANDS
ARE IN CONFORMANCE WITH SECTION 1606, OF THE FLORIDA
BUILDING CODE 2001. '
BY -
RONALD G. KELLER P.E. #3729.1 E.B.# 5963
P.O. BOX 78-1377, SEBASTIAN, FL. 32978-1377
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CONSTRUCT/ON
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'APPROVED BY: DRAWN BY l
SCALE: -_.. R.R.sO.
DATE :! REVISED
DRAWING NUMBER
II
STRAP AND TIE)OWN SCHEDULE LEGEND: 2x) BEARING LOCATION F FASTENERS REQUIRED @ A SPECIFIC
TRUSS INFORMATION FROM MANUFACTURER
TRUSS BEARING UPLIFT CIE
IDENTIFICATI❑N JOINT REQUIRED
TRUSS CONNECTIONS
FRAME BEARING WALL FASTENERS
T❑P PLATE TO
BOTTOM PLATE C❑NNECTI❑NS
WALL ANCHOR CONNECTION
RUSS
TO
RUSS
TRUSS TO
MASONRY
TRUSS TO
WOOD FRAMING
TOP
PLATE To
STUD
C❑NNECTI❑N
SPACING
MAXIMUM O.C.
STUD TO
BOTTOM
PLATE
BOTTOM
PLATE TO
FOUNDATION
ANCHOR
SPACING
MAXIMUM ❑,(
A
2
1 6
6591659
HTA16
Al
2
1 7
6631656
HTA16
A2
2
5
691/411
HTA16
A3
4
6
321/290
HUS26
HTA16
A4
2
9
1096/903
HTA16
RT12T
SPTH4
32"
SPTH4
1/2" ANCHOR
4'
A5
2
10
1093/834
HTA16
RT12T
SPTH4
32"
SPTH4
1/2" ANCHOR
4'
A6
2
12
1083/799
HTA16
RT12T
SPTH4
32"
SPTH4
1/2" ANCHOR
4'
A7
2
11
1072/765
HTA16
RT12T
SPTH4
32"
SPTH4
1/2" ANCHOR
4'
A8
2
11
1058/735
HTA16
RT12T
SPTH4
32"
SPTH4
1/2" ANCHOR
4'
A9
2
12
954/793
HTA16
B
2
11
14
8091600/1345
HTA16
RT12T
B1
2
11
14
782/564M420
HTA16
RT12T
B2
2
11
14
844/579/1425
HTA16
RT12T
133
2
11
14
838/616/1440
HTA16
RT12T
B4
2
14
17
22
499/542/1117/1044
HTA16
RT12T
B5
2
13
16
21
06/555/1076/1064
1
HTA16
RT12T
B6
2
12
15
21
16/568/1050/105
HTA16
RT12T
B7
2
13
16
23
88/552/1037/109(
1
HTA16
RT12T
B8 2
B9
C
C1
C2
C3
C4
C5
14
17
24
05/515/1160/118(
3551233
4771320
63/461/485
56/457/498
4201371
423/374
47/465/521
j
I
1
HTA16
HTA16
HTA16
HTA16
HTA16
HTA16
HTA16
HTA16
RT12T
RT12T
RT12T
RT12T
RT12T
RT12T
RT12T
SPTH4
SPTH4
SPTH4
SPTH4
SPTH4
4'
4'
4'
4'
4'
SPTH4
SPTH4
SPTH4
SPTH
SPTH4
2
4
2
5
1
20
1/2" ANCHOR
4'
1
2
@
1/2" ANCHOR
4'
2
8
1/2"ANCHOR
4'
2
6
1/2" ANCHOR
4'
1
2
1/2" ANCHOR
4'
C6
1
2
7
53/468/508
HTA16
RT12T
SPTH4
4'
SPTH4
1/2" ANCHOR
4'
C7
2
5
472/324
HTA16
RT12T
SPTH4
4'
SPTH4
1/2" ANCHOR
4'
GRA
2
13
8531853
HTA16
GRB
2
8
1398/736
HTA16
GRC
1
3
613/580
HUS26
RT12T
SPTH4
4'
SPTH4
1/2" ANCHOR
4'
GRD
2
13
2327/2217
2X) HTA16
2X) RT12T
SPTH4
4'
SPTH4
1/2" ANCHOR
4'
GRE
2
7
7811832
HTA16
GRF
2
6
4551661
HTA16
RT12T
JACK TRUSSES
<531 I
SEE DETAIL
HTA16
RT12T
SPTH4
4'
SPTH4
1/2" ANCHOR
4'
KJ7A
2
4
5
6
547/88151728
SEE DETAIL
HTA16
RT12T
EXTERIO
BA
W LL,6
RT12T
SPTH6
4'
SPTH6
1/2" ANCHOR
32"
1/2" COX NAILED S0TH4 OR SP1rH6
WITH 8d @ 4" SEAMS
SPTH4 OR SPTH6 SPACED
8" FIELD ON STUDS IN LIEU OF EMBEDDED STRAPS,
Y - PER SCHEDULE
RT12F STRAPS MAY BE USED
BE USED @ THE EXTERIOR.
- - - - - - FASTEN @ TOP & BOTTOM
Qo PLATES & 2' O.C. MAX.
FASTEN W/ (3) 3/16" DIA.
TAPCONS TO BLOCK &
4-10d NAILS @ FRAMING
RT12F STRAP
RT12F STRAP SHOWN • �• �-
r HALF PER SIDE '
r
AND 16BEL WI WINDOW
--
1/2" ANCHORS
EMBEDDED TRAPS
HEADER
H
HEA
WITHIN 6" OF TOP
& BOTTOM PLATES
& 2' O.C. MAX.
MAXIMUM
TO
TO
TO
TO
HEADER SPAN
6'2'
9'2'
12'2'
18'2'
# OF JACKS
UNDER HEADER
1
1 2
3
3
# OF FULL
LENGTH STUDS
AT EACH END
OF HEADER
WALL HEIGHT
-10,
1
2
2
3
WALL HEIGHT
+10,
1 2
3
3
4
JACKS AND STUDS SHALL BE NAILED
TOGETHER WITH 12d COMMON NAILS AT
6' ❑,C, STAGGERED
FILLED CELL
WITH #5 BAR
FRAMED BAY WINDOW
CONNECTIONS
HEADER CONNECTIONS
@ BEARING WALLS
�/+
JACK C_JC., STUD
REQ UI R.EMENT
FRONT PORCH COLUMN CONNECTIONS
2608
X) RT12F + C44
DIRECT
KCBQ44
EMBEDDED
DIRECT
BEAM TO WALL
813
HUC410
REAR PORCH COLUMN CONNECTIONS
2522
2X) HTA16
BEAM TO WALL
1261
HUC410
ANCH❑
R
SCHEDULE
❑❑UTEBEL❑W, THESFA TEINERAMUSTFBEEEQUALSINNB❑THRUPDI
❑T &ER ADA C PIBI ITYTHN THE CALLED
SIMPSON
USP
SEMCO
SPECIFIED
ANCHOR BOLT ❑PTION
UPLIFT
PROVIDED
FASTENING NOTES
SIMPSON
US ANCHOR
RAWL-STUD
HILTI
HTA16
1890
14-10d X 1 1/2' NAILS/ EMBEDDED 4"
RT12 T/F
1109
12-16d X 1 1/2" NAILS TWISTED OR FLAT STRAP
SPTH4
1487
12 -1Od X 1 112" NAILS
SPTH6
1487
12 -1Od X 1 1/2" NAILS
HUS26
1550
GIRDER 144W NAILS/ TRUSS 6-16d NAILS
HUC410
I
1505
(14) 3/16" DIA, X 2 1/4" TAPCONS W/ 10-10d NAILS
KCBQ44
j
5010
EMBEDDED 1 P/ 12 WS2 SCREWS
C44
1000
12-16d NAILS
MS
950
EMBEDDED W18-10d X 1 1/2" NAILS
UPLIFT FORCES SUPPLIED BY THE MANUFACTURER OF THE PRE-ENGINEERED TRUSSES
X ENGINEER MUST BE N❑TIFIED IF FINAL TRUSS I ENGINEERING UPLIFTS VARY FROM THIS SHEET
CONTRACTOR SHALL VERIFY ALL BEARING F❑❑TER L❑CATI❑NS WITH FINAL Tf USS ENGINEERING
WHERE 010 MEETS RIDGE BETWEEN TRUSSES INSTAL
2 X 12 RIDGE BOARD TO ACCEPf HIP CATS (2 R 12 MAY NEED
TO BE CYTTO MATCH SLOPE).
HIP CAA SHALL BE_'*'� HIP TRUSSES
CONTIN ODUS TO RIDGE
T HIP GIRD R TRUSS WALL SUPPORT
NAIL HIP JACK TRUSSES W/
TOP CHORD 2- #10 COMMON
BOTTOM CHORD 2410 COMMON
--- ��� SUB -FASCIA BOARD
ROOF SHEATHING TO BE
CARRIED OVER 2 SPANS
MINIMUM @ ALL LOCATIONS
-� #16d NAIL HAS A MAXIMUM
RAFTER
LATERAL RESISTANCE ❑F FASTENED TO
HEADER_ _--,-
�i
VALLEY
BLOCK HANGER
TRUSSES/
RAFTERS/
FASTENED
to, UJSSES
OR VALLEY
CATS AS\
PER
SCHEDULE
,& NOTES
SPECIFIED ANCHOR
SEE STRAP AND
TIE DOWN SCHEDULE
4" X 4" P.T.
POST
-- 108 lbs, RIDGEBOARD W/ 12" X 12"
2"X4" CONTINUOUS BLOCKING REQUIRED NAIL END OF JACK TRUSSES W/ SIMSON A34 OR SPECIFIED EMBEDDED COLUMN BASE
USP RT12F POST ANCHOR
4' UP FROM ROOF EDGE, NAILED W/ TOP CHORD 3- #16 COMMON OR AS PER NOTES
2-16d @ EACH END. 1ST SHEETS FROM BOTTOM CHORD 3416 (:OIMON
EDGES SHALL FULL 8' SHEETS. W MJACK TRUSS' CONNECTION @
ROOF SHEATHING NAILEDD @ 3"O.C. ON
SUBFASCIA AND AT 4" O.C. ON THE
REMAINING (BLOCKING MAYBE HIP AND GIRDER TRUSSES
INSTALLED ONN THE THE FLAT OR ON EDGE.
I
ALLOWABLE SPANS
FOR HANDFRAMING
UNSUPPORTED CLEARSPANS
12"O.0
16"O.C.
24"O.C.
2"X4"=
8'-8"
7'-6"
6'-1"
21IX6"=
13'-8'
11'-1"
9'-8"
2"X811=
18'.0"
15'-7"
121-9„
BLOCK WALL
rJ 2 #5 DOWELS
PER BASE
VALLEY DETAIL
Notes 044757 25"MIN.
1. All construction shall conform to the latest edition of the Florida Building Code 2001 if A MAXIMUM OF A 1-1/2"
not specified below. FILLER MAY BE USED
2. Install #5 vertical rebar in grouted cell as shown on the plans with the following BETWEEN THE STRAP PRE-ENGINEERED
characteristics: AND THE TRUSS WITH TRUSSES
a) Minimum hook distance into footer = 8" COMMON NAILS IF THE
b) Minimum embedment in footer and beam = 10" DISTANCE BETWEEN THE
c) Minimum vertical overlap distance = 25" (40 KSI Steel) 30" (60 KSI Steel) STRAP &TRUSS IS GREATER I I—) _
d) Adjacent to all openings GREATER THAN 1/2"" _ �— a � •� ' •4 : � 6" MIN
JOR LESS THAN 1-1/2 -I 11= I VIZ-_
;°.-
e) (2) downpours at each end of openings 12' or larger THIS ELIMINATES THE —
3. Minimum net compressive strength of the block shall be 2000 psi. Mortar shall be type S or SLACK IN THE ROOF SHEATHING) I I III�I —II I—M.STRAP TO TRUSS ° a • as-4. Grout shall have a maximum coarse aggregate size of 3/8" placed at an 8" to 11" slump and CONNECTION. �—have a minimum specified compressive strength of 2500 psi at 28 days.-—RONT PORCH l�Lj T /' I % B — I —III—I (I —I
5. A continuous connection between the foundation, wall and roof shall be provided. The double ,�J� �j �/ _
perimeter beam block with 1 - 45 in each course shall be continuous with pre-engineered REPLACMENT
concrete lintels over openings. All lintels shall be poured with 1 - #5 bar, and be TRUSS TRUSS BEARING
designed to support the intended loads. ANCHOR
6. If welded wire mesh is used to reinforce the concrete slab, it shall be supported up off the EMBEDDED ANCHOR
fill dirt 1/3`d the distance from the top of the slab with approved supports (foundation SEE STRAP AND
bricks) a 3' o.C. minimum each way. �- �- - ~ TIE DOWN SCHEDULE
7. To reduce the probability of random cracking of poncrete slabs, KSM recommends sawcutting HEADER
concrete flatwork. See engineer for recommendations.
8. All framed bearing walls shall have 2" X 4" or 2" X 6" studs (see floor plans) at 16" O.C.
with a double top plate and a single P.T. bottom plate.
9. Install specified W' J-Bolts or specified W" expan@ion bolts with 2" diameter X 1/8" washers ~
to the framed bearing/exterior walls at the maximUM spacing per schedule and within 12" from
all corners, door openings, and end -jointing bottom plates. Minimum bolt embedment = 6". FILLED COLUMN
Mudsill anchors (MAS) @ 32" O.C. may be used instead of J-Bolts on exterior frame walls. BLOCK HANGER
10. All individual jacks under headers on interior bearing walls shall be strapped to the header
with a RT12F. Attach the SPTH4 to the top plate as per connection spacing. Attach the 81.X 8"
SPTH4 to each jack and to the PT bottom plate. BLOCK COLUMN
The SPTH4 shall be installed at both ends of the wall and spaced as per schedule. The lap `• 2 #5 BARS IN
of the double top plate shall be a minimum of 4'. USE A SIMPSON MTSM16 WHEN THE EMBEDDED ,
12. At girder truss bearing locations, 2 studs shall be nailed together with 12d Common Nails STRAP IS FURTHER THAN 1-1/2" FROM THE TRUSS. r
spaced at 6" o. C. USE 1/4" X 2 1/4" TITEN SCREWS TO ATTACH THE
13.11 Attach wall sheathing with 8d Common Nails at 4" 0. C. on the seams and 8" O.C. in the field. STRAP TO THE MASONRY WALL AS DESCRIBED
Provide 2" X 4" blocking at every seam and edge on walls to secure sheathing. BELOW. ATTACH TO THE TRUSS AS PER SCHEDULE.
14.1 There shall be a continuous connection between the roof and foundation at each truss bearing
point. 3- TAPCONS FOR LESS THAN 500 LBS.
15.1 Unless otherwise detailed, ratruns shall be 1" X 4" Southern Yellow Pine at a maximum 5- TAPCONS FOR LESS THAN 1000 LBS 2 #5 DOWELS
spacing of 10' O.C. and attached with 2-8d Common Nails at each truss or as specified by 7-TAPCONS FOR LESS THAN 1200 LBS PER COLUMN
truss engineer (using whichever method is more stringent).
16.1' Any exterior porch ceilings shall be '-" Exterior Soffit Board. Fasten to trusses with 46 - TRUSS BEAM
1 �" drywall screws at 7" O.C. on the seams and 12" O.C. in the field. This application BLOCK WALL
creates a structural diaphragm and will not require any additional bracing of the bottom
cords of the trusses other than the ratruns specified. CONNECTIONS FOR
17- All roof hand -framing shall be blocked and strapped together to form one unit and connected
to trusses below using a 'RT20T. The rafters attached to the ridge board shall be tied MISSED/MISPLACED 25" MIN.
together with either a 2"iX 4" collar tie directly below the ridge (w/3 12d nails at each
end) or a PT20F strap. TRUSS STRAPS
18. On the roof, attach CDX sheathing, staggering the Joints with 8d Common Nails at 6" O.C. on
seams and 6" O.C. at intermediate supports. The valleys and hips shall be nailed at 4" O.C.
to the roof below.
19. All fasteners, nails, bolts, etc. that shall come into contact with exterior grade pressure BUCK FRAMING CONNECTIONS
treated lumber (or any lumber treated with a copper based solution) shall behot-dipped - ` 6" MIN
galvanized (HDG) or stainless steel. 1/2' J-DOLTS ORI =I = _ ` ' - ° a 4 = _ a
20. All studs shall be construction grade spruce. All hand framing shall be construction grade HILTI KBII 12-512 KWIKBOLTS, _ I I —III— b-'.
spruce or Southern Yellow Pine. The CDX sheathing shall have a span rating of 24/16. All ON �J,$, ANCHOR W1254,
headers on bearing walls shall be 2 - 2" X 12". Porch beams shall be (2) 2" X 12" S.Y.P. LOCK RAWL-STUD 7424
21. All fastening procedures shall be in accordance with the manufacturers recommendations and .. . II II II _
all components attached to the structure (doors, windows, skylights, screened porches, W/2 DIA, X 1/8 I s I =I
WASHERS _ —III—III— I �
roofing materials, etc.), shall be designed and installed to resist the design wind force. O� REAR PORCH DL'TAILIII=III—III=III--III
ATTACH SHEATHING @ 4' O.C.
IN DE F i / FIRST+3 TRUSSES
DOOR AND WINDOW ATTACHMENT SPECIFICATIONS
MASONRY
WINDOWS- THE 2' X 4' P.T, WIND❑W BUCKS SHALL BE ATTACHED TO THE MASONRY WALL WITH
3/16' DIA. X 3 3/4' TAPCONS AT 12' ❑,C, ON THE SIDES AND ON THE TOP OF THE OPENING, THE WINDOWS
SHALL BE ATTACHED TO THE BUCKS WITH #10X 1-5/8' FLAT HEAD SHEET METAL SCREWS IN EACH PRE -
MANUFACTURED HOLE. DOUBLE WINDOWS SHALL BE INSTALLED WITH STEEL REINFORCED J❑INING MULLIONS,
DOORS- THE 2X DOOR BUCKS SHALL BE ATTACHED TO THE MASONRY WALL WITH 1/2' SPECIFIED ANCHORS @ 24'
❑,C, OR W/3/16' TAPCON ANCHORS @ 16' ❑,C, THE DOOR JAMBS SHALL BE ATTACHED TO THE BUCKS W/8-#10 WOOD
SCREWS PER SIDE, ALL SLIDING GLASS DOORS SHALL HAVE ALL PRE -MANUFACTURED HOLES FILLED WITH #10
SCREWS ATTACHING THE FRAME TO THE ROUGH ❑PENING.
BUCK ATTACHMENT OPTION (DOORS) - 1X BUCKS MAY BE USED ONLY W/ 3/16' DIA. TAPCONS @ 16' O.C. PENETRATING
THROUGH THE DOOR JAMB INTO THE MASONRY WALL 1 1/2' MIN,
BUCK ATTACHMENT OPTION (WINDOWS) - 1X BUCKS MAY BE USED ONLY W/ 3/16' DIA. TAPCONS @ EACH
PRE -MANUFACTURED HOLE PENETRATING INT❑ THE MASONRY WALL 1 1/2' MIN,
WOOWINDOWS- THE WINDOWS SHALL BE ATTACHED TO THE FRAMED OPENING W/#8D NAILS OR #10 X 2-1/2' WOOD
SCREWS THRU THE FLANGE SPACED @ 16' O,C,
DOORS- DOOR JAMBS SHALL BE ATTACHED TO THE FRAMED OPENING V/6-#10 X 3-1/2' WOOD SCREWS PER SIDE
AND W/ 4-#10 X 3-1/2' WOOD SCREWS INTO THE HEADER, ALL SLIDING GLASS DOORS SHALL HAVE ALL
PRE -MANUFACTURED HOLES FILLED WITH #10 SCREWS ATTACHING THE FRAME TO THE ROUGH ❑PENING,
NOTE:IF THE MANUFACTURER OF THE DOORS AND/OR WINDOWS HAVE MORE RIGID SPECIFICATI❑NS,
USE THEIR ATTACHMENT PROCEDURES IN LIEU OF THE AB❑VF.
ALL FASTENERS SHALL BE 6' FROM THE ENDS AND CORNERS,
ALL TAPCONS SHALL HAVE A MINIMUM EMBEDMENT OF 1 1/2' INTO MASONRY WALLS,
DESIGN PARAMETERS
2"X6" P.T. ON ROUGH OPENING
(4) 1/2" BOLTS REQUIRED
REFER TO GARAGE DOOR
MANUFACTURER FOR
BOLT SPACING I -------
GARAGE
BUCK CONNECTION
DETAIL
A)
WIND FORCES @ 130 MPH (ASCE 7-98)
1)
WIND IMP❑RTANCE FACTOR
=1,0
B)
CONCRETE C❑MPRESSIVE STRENGTH
-2500 PSI
2)
WIND EXPOSURE
=B
C)
ROOF LIVEL❑AD
-20 PSF
3)
INTERNAL PRESSURE C❑EFFICIENT
=,18 (ENCL❑SED)
D)
ROOF DEADL❑AD
=17 PSF
=40 PSF
4)
C❑MP❑NENT/CLADDING PRESSURES
(PSF) AS SHOWN
E)
F)
FLOOR LIVEL❑AD
MIN, S❑IL BEARING CAPACITY
=2000 PSF
❑N ELEVATI❑NS
WEP
INSTALL 2" X 4"
BLOCKING BETWEEN
TOP CORDS TO
ACCEPT'X'BRACE
RT12F
2 X 4 RATRUNNERS 1 SET OF 2"X4"
@ CENTER & 8' O.C.. 'X' BRACE
EXTEND BACK 4 TRUSSES
PAST HIP GIRDER
BOSTON HIP BRACING
ENGINEER " S CERTIFICATION
PER MY REVIEW THESE PLANS FAR THE PROPOSED RESIDENCE
LOCATED AT LOT1.2, BLOCK 350, SEBASTIAN HIGHLANDS
ARE IN CONFORMANCE WITH SECTION 1606 OF THE FLORIDA
BUILDING CODE 2001
BY
RONALD G. KELLER P.E. #37293
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CUDERI #3
SHEET I PROJECT #
S11044757
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FABRICATION AGREEMENT I
TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT IS SIGNED & RETURNED
The legal description of the property where the trusses will be installed is: j }
The undersigned acknowledges and agrees:
,1. Trusses will be made In strict accordancewfth this truss placement -diagram layout,
which is the sole authority for determining successful fabrication of the trusses. I 'I
2, All dimensions in this layout have been verified by the undersigned.
3. Unless written notice is provided by certified mail to Chambers Truss within ten (10)
days of delivery the undersigned agrees that no backcharges will be allowed.In the event
such written notice is furnished Chambers Truss shall have three (3) business days in which
to begin repairs required, or to substitute other trusses, at Chambers option. `
4. The vndersigned'acknowledges receipt of "BCSI 1-03" summary sheet by!TPI & WTCA.
5. Delivery is "to job situ It is the buyer's responsibility to make the job site suitable for
delivery. Chambers Truss -has the sole authority to determine the suitability of the job site or a
portion of the job site for delivery: Chambers Truss will be responsible for dump delivery only.
The buyer is responsible for additional delivery expenses if Chambers Truss has to redeliver
because job site is not prepared for delivery or buyer is not prepared for delivery of trusses.
Buyer is responsible to Chambers Truss for towing costs due to site conditions,
6. Price as shown in paragraph 7 below is subject to change if any changes are made in
this layout.A $50 per hour fee for revisions may be charged by Chambers Truss.
7. This is a PURCHASE ORDER to Chambers Truss of the sum agreed to, ortf no
agreement a reasonable price. Invoice will be made on delivery and paid within terms of net
on delivery. Invoice may be made. at scheduled date of delivery if buyer, cannot accept
delivery of fabricated' trusses. The undersigned agrees to pay Chambers` Truss reasonable
attorney's fee for collections In event of payment not timely made. 1-112 °toper month service
charge will be added for all sums not paid within terms.
8. Signature or initials anywhere on this sheet constitutes agreement to all terms herein.
9. In consideration of Chambers Truss extending credit for this material the undersigned
unconditionally guarantees payment when due` of any and all indebtedness owed to
Chambers Truss by any entity`, receiving material and the Undersigned agrees to pay such
indebtedness including attorneys fees; if default in payment for material be made by the
recipient.
V. In the event of any litigation conceming this agreement, the items furnished hereunder
or payments referred to herein, the parties agree that the sole venue,for any such action will
be Saint Lucie County, Florida.,
11. Design responsibilities are per "National Standard And Recommended GuidelinesOn
Responsibilities For Construction. Using Metal Plate Connected Wood Trusses I -j
ANSUTPI/WTCA'4 - 2002""
DATED
SIGNED I,
I
FOR TITLE f
l
;Aspreader bar may be required per"BCSI 1.03" to prevent injury& damage.
Multiple ply trusses must be fastened together per engineering
before they are set, failure to do so can result in roof collapse.
Temporary and permanent bracing are required and can ''save life
and property.and is the responsibility of the,truss erector. ;E
Study the content§ of the information packet included on delivery
before setting trusses.. j
i
Tn tomes must be set and braced per design to•pr vil injury & damage.' � .
Trusses must be set plumb and square
Do not set bunks or stack of plywood, roofing material or any
other concentrated loads on trusses, this can cause collapse:l
DO N07- SET TRUSSES USING THIS LAYOUT
USE LAYOUT DELIVERED WITH TRUSSES TO SET TRUSSES`
h. f :,; !
pMIA
f ,
J5 170 7/70.3 MITEK 4.0 1 I
LOADING/DESICC<rTERIA REDUCIBLE n,nITERIA PER CODE SUCH AS SBC 1604.6.1 1
9 County INDIAN RIVER
�n Building' Department De SEBASTIAN
P
Wind Design Criteria ASCE 7-98
Wind Design Method Main Wind Force Resisting
7,9777
Roofing Material Shingle or Shake 1 1
Loading' in PSF Roof R.D.L.
Top Chord Live 20
IrIIUIIILJit: I J I I U 7 7 IfG. VI V Wll ly IVIJI I IC. .J.7vL 7 .
— -� Scale: 1 4 1' a
I 110 total trusses, 44 different trusses. !
MI 4: RLC ACAD: RLC Reviewed By: g<W -k6Y
I I
Date: 04/05/04 I
FOR
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PER MY RE EW THESE P H P POSED RESIDENCE
LOCATE LoT l2 L S CA 5- T AN H tVbS
ARE I O E S TIO 606 OF T
BU! 1N E
R KELLER P.C.293 E.B.# 596 -
.O. BOX 78-1377, SEBAST1A L f-178-
rOZZOL 0 BROS.
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SCALE: _EYG7L!/;. APPROVED BY: DRAWN BY
DATE:i_:-yyam��. �T�'
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CON r)? c rioN
DRAWING NUMBER
S'T lof'2
4
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'PRESSURES .IN P.S.F.
U u u
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+ o -- rvsoi
_ :}go 431
lc_ lark/
PER MY R EW THESE PLANS F R PROPOSED RESIDEN w
LOCATE T 1.OT►Z/ 0 ISASTIA I G ANDS
ARE IN OR S 606 OF A ,
BUILD O -
B
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.O. 78-1377, SEBASTIAN . 3297d-
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SCALE: __- APPROVED 8Y: DRAWN 6Y
REVISED
i
STRAP AND TIEDOWN SCHEDULE LEGEND: 2x) BEARING LOCATION F FASTENERS REQUIRED @ A SPECIFIC
TRUSS INFORMATION FROM MANUFACTURER
TRUSS
CONNECTIONS
FRAME BEARING WALL FASTENERS
TOP PLATE TO
BOTTOM PLATE CONNECTI❑NS
WALL ANCHOR CONNECTION
TRUSS
IDENTIFICATION
BEARING
JOINT
UPLIFT CIETO
REQUIRED
TRUSS
TRUSS
TRUSS TO
MASONRY
TRUSS T❑
WOOD FRAMING
TOP
PLATE T❑
STUD
C❑NNECTI❑N
SPACING
MAXIMUM D.C.
STUD TO
BOTTOM
PLATE
BOTTOM
PLATE T❑
F❑UNDATION
ANCHOR
SPACING
MAXIMUM O.C,
A
2
6
659/659
HTA16
Al
2
7
6631656
HTA16
A2
2
5
691/411
HTA16
A3
4
6
3211290
HUS26
HTA16
A4
2
9
1096/903
HTA16
RT12T
SPTH4
32"
SPTH4
1/2" ANCHOR
4'
A5
2
10
1093/834
HTA16
RT12T
SPTH4
32"
SPTH4
1/2" ANCHOR
4'
A6
2
12
10831799
HTA16
RT12T
SPTH4
32"
SPTH4
1/2" ANCHOR
4'
A7
2
11
1 1072/765
HTA16
RT12T
SPTH4
32"
SPTH4
1/2" ANCHOR
4'
A8
2
11
1 1058/735
HTA16
RT12T
SPTH4
32"
SPTH4
1/2" ANCHOR
4'
A9
2
12
1 9541793
HTA16
B
2
11
14
8091600/1345
HTA16
RT12T
B1
2
11
14
7821564/1420
HTA16
RT12T
B2
2
11
14
844157911425
HTA16
RT12T
B3
2
11
14
838/616/1440
HTA16
RT12T
B4
2
14
17
22
99/542/1117/104
HTA16
RT12T
B5
2
1 13
16
21
06/555/1076/106
HTA16
RT12T
B6
2
12
15
21
16/568/1050/1059
HTA16
RT12T
B7
2
13
16
23
88/552/1037/109(
HTA16
RT12T
B8
2
14
17
24
05/515/1160/118(
HTA16
RT12T
B9
2
4
355/233
HTA16
RT12T
C
2
5
477/320
HTA16
C1
1
2
9
63/461/485
HTA16
RT12T
SPTH4
4'
SPTH4
1/2" ANCHOR
4'
C2
1
2
8
56/457/498
HTA16
RT12T
SPTH4
4'
SPTH4
1/2" ANCHOR
4'
C3
2
8
1 4201371
HTA16
RT12T
SPTH4
4'
SPTH4
1/2" ANCHOR
4'
C4
2
6
423/374
HTA16
RT12T
SPTH4
4'
SPTH4
1/2" ANCHOR
4'
C5
1
1 2
6
47/465/521
HTA16
RT12T
SPTH4
4'
SPTH4
1/2" ANCHOR
4'
C6
1
2
7
53/468/508
HTA16
RT12T
SPTH4
4'
SPTH4
1/2" ANCHOR
4'
C7
2
5
1 4721324
HTA16
RT12T
SPTH4
4'
SPTH4
1/2" ANCHOR
4'
GRA
2
13
1 8531853
HTA16
GRB
2
8
1398/736
HTA16
GRC
1
3
613/580
HUS26
RT12T
SPTH4
4'
SPTH4
1/2" ANCHOR
4'
GRD
2
13
2327/2217
2X) HTA16
2X) RT12T
SPTH4
4'
SPTH4
1/2" ANCHOR
4'
GRE
2
7
781/832
HTA16
GRF
2
6
455/661
HTA16
RT12T
JACK TRUSSES
<531
SEE DETAIL
HTA16
RT12T
SPTH4
4'
SPTH4
1/2" ANCHOR
4'
KJ7A 1
2
4
5
6
547188/51728
SEE DETAIL
HTA16
RT12T
2" X 6" EXTERIOR
BA
W
LLS
RT12T
SPTH6
4'
SPTH6
1/2" ANCHOR
32"
112" CDX NAILED SPTH4 OR S13TH6
WITH 8d @ 4" SEAMS SPTH4 OR SPTH6 SPACED
8" FIELD ON STUDS IN LIEU OF EMBEDDED STRAPS, PER SCHEDULE
RT12F STRAPS MAY BE USED
BE USED @ THE EXTERIOR. = :`
FASTEN @ TOP & BOTTOM
PLATES & 2' O.C. MAX.
FASTEN W/ (3) 3/16" DIA.
TAPCONS TO BLOCK & O - ---_��
�4-10d NAILS @ FRAMING
RT12F STRAP RT12F STRAP SHOWN \\�-
1 ABOVE WINDOW R-HALF PER SIDE
AND 1 BELOW WINDOW
1/2" ANCHORS
W/ 2" WASHERS 2-2"X 12"
EMBEDDED STRAP
HEADER
WITHIN 6" OF TOP
& BOTTOM PLATES
& 2' O.C. MAX.
MAXIMUM
TO
TO
TO
TO
HEADER SPAN
6'2'
9'2'
12'2'
18'2'
# OF JACKS
UNDER HEADER
1
2
3
3
# OF FULL
LENGTH STUDS
AT EACH END
OF HEADER
WALL HEIGHT
-10,
1
2
2
3
WALL HEIGHT
+10'
2
3
3
4
JACKS AND STUDS SHALL BE NAILED
TOGETHER WITH 12d COMMON NAILS AT
6' ❑,C. STAGGERED
FILLED CELL
WITH #5 BAR
FRAMED BAY WINDOW
CONNECTIONS
HEADER CONNECTIONS
@ BEARING WALLS
JACK STUD
REQUIREMENT
FRONT PORCH COLUMN CONNECTIONS
2608
X) RT12F + C44
DIRECT
KCBQ44
EMBEDDED
DIRECT
BEAM TO WALL
813
HUC410
REAR PORCH COLUMN CONNECTIONS
2522
2X) HTA16
BEAM TO WALL
1261
HUC410
ANCHOR
SCHEDULE
❑❑UTEBELOW, THESFA TEINERAMUST
BEE EQUALSINNB❑THRUPLIF❑T &EL❑ DA C PIBI ITY CALLED
SIMPSON
USP
SEMCO
SPECIFIED
ANCHOR BOLT ❑PTION
UPLIFT
PROVIDED
FASTENING NOTES
SIMPSON
US ANCHOR
RAWL-STUD
HILTI
HTA16
1890
14-10d X 1 112' NAILS/ EMBEDDED 4"
RT12 T/F
1109
12-16d X 1112" NAILS(TWISTED OR FLAT STRAP
SPTH4
1487
12 -1Od X 1112" NAILS
SPTH6
1487
12 -1Od X 1112" NAILS
HUS26
1550
GIRDER 14-16d NAILS/ TRUSS 6-16d NAILS
HUC410
1505
(14) 3/16" DiA. X 21/4" TAPCONS W/ 10-1 Od NAILS
KCBQ44
5010
EMBEDDED W/ 12 WS2 SCREWS
C44
1000
12-16d NAILS
MS
950
EMBEDDED W/ 8-10d X 1 1/2" NAILS
I I I I I i I I
UPLIFT FORCES SUPPLIED BY THE I MANUFACTURER OF THE PRE-ENGINEERED TRUSSES
X ENGINEER MUST BE NOTIFIED IF FINAL TRUSS ENGINEERING UPLIFTS VARY FROM THIS SHEET
CONTRACTOR SHALL VERIFY ALL BEARING F❑❑TER LOCATIONS WITH FINAL TRUSS ENGINEERING
WHERE HI`P MEETS RIDGE BETWEEN TRUSSES INSTAL
2 X 12 RIDGE BOARD TO ACCEPt
HIP CATS (2 R 12 MAY NEED
TOBECYTTO MATCH SLOPE).
HIP CATq SHALL BE-N
CONTIN ODUS TO RIDGE
J-
HIP TRUSSES
T\\ HIP GIRD R TRUSS
WALL SUPPORT
NAIL HIP JACK TRUSSES W/
TOP CHORD 2410 COMMON
BOTTOM CHORD 2410 COMMON
SUB -FASCIA BOARD
ROOF SHEATHING TO BE
_
v
CARRIED OVER 2 SPANS
MINIMUM @ ALL LOCATIONS
#16d NAIL HAS A MAXIMUM
RAFTERS
�_-
LATERAL RESISTANCE OF
TO
108 (b5.
RIDGEBOARD W/
2"X4" CONTINUOUS BLOCKING REQUIRED
NAIL END OF JACK TRUSSES W/
SIMSON A34 OR
USP RT12F
4' UP FROM ROOF EDGE, NAILED W/
- #16 COI MON
TOP CHORD 3A
OM
OR AS PER NOTES
2-16d @ EACH END. 1ST SHEETS FROM BOTTOM CHORD 3416 F MON
EDGES SHALL N FULL D@ SHEETS. JACK TRUSS' CONNECTION @
ROOF SHEATHING NAILED @ 3"O.C. ON
REMAINISUBFASNG
IA AND S. 4" O.C. ON THE IRDER TRUSSES
NSTALLIEDONTHE (FLAT ORONEDGE. HIP AND 0-_
ALLOWABLE SPANS
FOR HANDFRAMING
UNSUPPORTED CLEARSPANS
12"0.0
16"O.C.
24"O.C.
211X411=
8'-8"
7•-6"
6'-1"
2"X611=
13'-8'
11'-l"
9'.8"
2"XS"=
181-0"
15'-7"
12'-9"
VALLEY
TRUSSES/
RAFTERS
FASTEN D
t0jT fSSES
OR VA LLEY
CATS AS
PER
SCHEDULE
A NOTES
BEARING
HEADER
BLOCK HANGER
SPECIFIED ANCHOR
SEE STRAP AND
TIE DOWN SCHEDULE
SPECIFIED EMBEDDED 12" X COLUMN
BASE
POST ANCHOR
BLOCK WALL
2 #5 DOWELS
PER BASE
VALLEY DETAIL
Notes - 044757 25"MIN.
1. All construction shall conform to the latest edition of the Florida Building Code 2001 if A MAXIMUM OF A 1.1/2"
not specified below. FILLER MAY BE USED
2. Install #5 vertical rebar in grouted cell as shown on the plans with the following BETWEEN THE STRAP PRE-ENGINEERED
characteristics: AND THE TRUSS WITH TRUSSES
a) Minimum hook distance into footer = 8" COMMON NAILS IF THE
b) Minimum embedment in footer and beam = 10" DISTANCE BETWEEN THE _
c) Minimum vertical overlap distance = 25" (40 KSI Steel) 30" (60 KSI Steel) STRAP &TRUSS IS -I I-) I I=_ _
GREATER THAN 1/2" f - 6" MIN
d) Adjacent to all openings OR LESS THAN 1-1/2" (=I I =I I - ` 4 -
e) (2) downpours at each end of openings 12' or larger THIS ELIMINATES THE d a
3. Minimum net compressive strength of the block shall be 2000 psi. Mortar shall be type S or SLACK IN THE ROOF SHEATHING I -III= I • I
M. STRAP TO TRUSS - - - a . a .. d . ° `a _ ..
4. Grout shall have a maximum coarse aggregate size of 3/8 placed at an 8 to 11 slump and CONNECTION. /� I -I I I_I I -I - i -III-III-I I- I I -
have a minimum specified compressive strength of 2500 psi at 28 days. I i I= I I= i I- I I -I i I -III -III -I
5. A continuous connection between the foundation, wall and roof shall be provided. The double FRONT PORCH DETAIL-
perimeter beam block with 1 - #5 in each course shall be continuous with pre-engineered REPLACMENT -
concrete lintels over openings. All lintels shall be poured with 1 - #5 bar, and be TRUSS
TRUSS BEARING
designed to support the intended loads. ANCHOR
6. If welded wiredmesh is used to reinforce the concrete slab, it shall be supported up off the EMBEDDED ANCHOR
fill dirt 1/3 the distance from the top of the slab with approved supports (foundation - __--
bricks) a 3' O.C. minimum each way. \i��\ SEE STRAP AND
7. To reduce the probability of random cracking of concrete slabs, KSM recommends sawcutting �- HEADER
TIE DOWN SCHEDULE
concrete flatwork. See engineer for recommendations. �-��-
6. All framed bearing walls shall have 2" X 4" or 2" X 6" studs (see floor plans) at 16" O.C.
with a double top plate and a single P.T. bottom plate.
9. Install specified W' J-Bolts or specified 4" expansion bolts with 2" diameter X 1/8" washers
to the framed bearing/exterior walls at the maximum spacing per schedule and within 12" from
all corners, door openings, and end -jointing bottom plates. Minimum bolt embedment = 6".
Mudsill anchors (MAS) @ 32" O.C. may be used instead of J-Bolts on exterior frame walls. BLOCK HANGER FILLED COLUMN
10. All individual jacks under headers on interior bearing walls shall be strapped to the header
with a RT12F. Attach the SPTH4 to the top plate as per connection spacing. Attach the 8" X 8"
SPTH4 to each jack and to the PT bottom plate. BLOCK COLUMN
11. The SPTH4 shall be installed at both ends of the wall and spaced as per schedule. The lap 2 #5 BARS IN
of the double top plate shall be a minimum of 4'. USE A SIMPSON MTSM16 WHEN THE EMBEDDED
12. At girder truss bearing locations, 2 studs shall be Trailed together with 12d Common Nails STRAP IS FURTHER THAN 1-1/2" FROM THE TRUSS.
spaced at 6" C.C. USE 1l4" X 2 1/4" TITEN SCREWS TO ATTACH THE
13. Attach wall sheathing with 8d Common Nails at 4" O.C. on the seams and 8" O.C. in the field. STRAP TO THE MASONRY WALL AS DESCRIBED
Provide 2" X 4" blocking at every seam and edge on walls to secure sheathing. BELOW. ATTACH TO THE TRUSS AS PER SCHEDULE.
14. There shall be a continuous connection between the rcrf and foundation at each truss bearing
point. 3-TAPCONS FOR LESS THAN 500 LBS.
15. Unless otherwise detailed, ratruns shall be 1" X 4" Southern Yellow Pine at a maximum 5-TAPCONS FOR LESS THAN 1000 LBS
spacing of 10' O.C. and attached with 2-8d Common Nails at each truss or as specified by 7-TAPCONS FOR LESS THAN 1200 LBS 295 DOWELS
truss engineer (using whichever method is more stringent) . PER COLUMN
16. Any exterior porch ceilings shall be 1-i" Exterior Soffit Board. Fasten to trusses with 46 -
1 W' drywall screws at 7" O.C. on the seams and 12" O.C. in the field. This application TRUSS BEAM BLOCK WALL
creates a structural diaphragm and will not require any additional bracing of the bottom
cords of the trusses other than the ratruns specified. CONNECTIONS FOR
17. All roof hand -framing shall be blocked and strapped together to form one unit and connected
to trusses below using a RT20T. The rafters attached to the ridge board shall be tied MISSED/MISPLACED 25"MIN.
together with either a 2" X 4" collar tie directly below the ridge (w/3 12d nails at each
end) or a PT20F strap. TRUSS STRAPS
18. On the roof, attach CDX sheathing, staggering the joints with Bd Common Nails at 6" O.C. on
seams and 6" O.C. at intermediate supports. The valleys and hips shall be nailed at 4" O.C.
to the roof below.
19. All fasteners, nails, bolts, etc. that shall come into contact with exterior grade pressure BUCK FRAMING CONNECTIONS _
treated lumber (or any lumber treated with a capper based solution) shall be hot -dipped -
galvanized (HDG) or stainless steel. 112 ,
J-BOLTS ❑Ri=III= • - -L Ts" MIN -
20. All studs shall be construction grade spruce. All hand framing shall be construction grade HILTI KBII 12-512 KWIKB❑LTS, - - 6-•
spruce or Southern Yellow Pine. The CDX sheathing shall have a span rating of 24/16. All ON U,S, ANCHOR W1254
headers on bearing walls shall be 2 - 2" X 12". Porch beams shall be (2) 2" X 12" S.Y.P. '
21. All fastening procedures shall be in accordance with the manufacturers recommendations and LOCK BAWL -STUD 7424 _I -III -III- - I I -III -III III-1
WDIA. X 1/8 I=III_
all components attached to the structure (doore, windows, skylights, screened porches, WASHERS
roofing materials, etc.), shall be designed and installed to resist the design wind force. O
= REAR PORCH DETAIL
o
2"X6" P.T. ON ROUGH OPENINGFER
(4) 1/2" BOLTS REQUIRED
TO GARAGE
MANUFACTURER FORDOO
ANUACTURERFORO
DOOR AND WINDOW ATTACHMENT SPECIFICATIONS
BOLT SPACING
MASONRY
WINDOWS- THE 2' X 4' P.T. WINDOW BUCKS SHALL BE ATTACHED TO THE MASONRY WALL WITH
O D
3/16' DIA. X 3 3/4' TAPCONS AT 12' D.C. ON THE SIDES AND ON THE TOP OF THE ❑PENING. THE WIND❑WS
SHALL BE ATTACHED TO THE BUCKS WITH #10X 1-5/8' FLAT HEAD SHEET METAL SCREWS IN EACH PRE -
MANUFACTURED HOLE, DOUBLE WINDOWS SHALL BE INSTALLED WITH STEEL REINFORCED JOINING MULLI❑NS.
DOORS- THE 2X DOOR BUCKS SHALL BE ATTACHED TO THE MASONRY WALL WITH 1/2' SPECIFIED ANCHORS @ 24'
/
D.C. OR W/3/16' TAPCON ANCHORS @ 16' ❑,C. THE DOOR JAMBS SHALL BE ATTACHED TO THE BUCKS W/8-#10 WOOD
SCREWS PER SIDE. ALL SLIDING GLASS DOORS SHALL HAVE ALL PRE -MANUFACTURED HOLES FILLED WITH #10
SCREWS ATTACHING THE FRAME TO THE ROUGH ❑PENING.
O
I
BUCK ATTACHMENT OPTION (DOORS) - IX BUCKS MAY BE USED ONLY W/ 3/16' DIA. TAPCONS @ 16' O.C. PENETRATING
THROUGH THE DOOR JAMB INT❑ THE MASONRY WALL 1 1/2' MIN.
BUCK ATTACHMENT OPTION (WINDOWS) - 1X BUCKS MAY BE USED ONLY W/ 3/16' DIA. TAPCONS @ EACH
aA.
PRE -MANUFACTURED HOLE PENETRATING INT❑ THE MASONRY WALL. 1 1/2' MIN.
WOOD
:. d ` "'
WINDOWS- THE WINDOWS SHALL BE ATTACHED TO THE FRAMED OPENING W/#8D NAILS OR #10 X 2-1/2' WOOD
SCREWS THRU THE FLANGE SPACED @ 16' D.C.
DOORS- DOOR JAMBS SHALL BE ATTACHED TO THE FRAMED ❑PENING W/6-#10 X 3-1/2' WOOD SCREWS PER SIDE
GARAGE
AND W/ 4-#10 X 3-1/2' WOOD SCREWS INT❑ THE HEADER, ALL SLIDING GLASS DOORS SHALL HAVE ALL
PRE -MANUFACTURED HOLES FILLED WITH #10 SCREWS ATTACHING THE FRAME TO THE ROUGH ❑PENING.
BUCK CONNECTION
NOTE:IF THE MANUFACTURER OF THE DOORS AND/OR WINDOWS HAVE MORE RIGID SPECIFICATIONS,
USE THEIR ATTACHMENT PROCEDURES IN LIEU OF THE ABOVE.
ALL FASTENERS SHALL BE 6' FROM THE ENDS AND CORNERS,
DETAIL
ALL TAPCONS SHALL HAVE A MINIMUM EMBEDMENT OF 1 1/2' INTO MASONRY WALLS,
ATTACH SHEATHING @ 4' O.C.
FIRST+3 TRUSSES \�
WE
INSTALL 2" X 4"
BLOCKING BETWEEN
TOP CORDS TO
ACCEPT'X'BRACE
RT12F
2 X 4 RATRUNNERS 1 SET OF 2"X4"
@ CENTER & 8' O.C.. 'X' BRACE
EXTEND BACK 4 TRUSSES
PAST HIP GIRDER
BOSTON HIP BRACING
, DESIGN PARAMETERS ENGINEER'S CERTIFICATION
A) WIND FORCES @ 130 MPH (ASCE 7-98) PER MY REVIEW THESE PLANS FOR THE PROPOSED RESIDENCE
1) WIND IMPORTANCE FACTOR =1.0 B) CONCRETE COMPRESSIVE STRENGTH =2500 PSI LOCATED L❑T12, BLOCK 350, SEBASTIAN HIGHLANDS
2) WIND EXPOSURE . =B C) ROOF LIVEL❑AD =PSF ARE IN C NFORMAN ECTION 16 OF THE FLORIDA
3) INTERNAL PRESSURE C❑EFFICIENT =,18 (ENCL OSED) D) F OF DEADL❑AD =17 PSF BUILD
IN ❑ 2 1
4) C❑MPONENT/CLADDING PRESSURES (PSF) AS SHOWN E) FLOOR LIVELOAD =40 PSF
[IN ELEVATIONS F) MIN, S❑IL BEARING CAPACITY =2000 PSF BY
❑ KELL P.�# 3
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CUDERI # 3
SHEET PROJECT #
,S 1 044757
A I R F—I A I' ---I = I_ E FR N O T E
UNLESS NOTED ELSEWHERE ON THIS LAYOUT, THESE TRUSSES
ARE NOT DESIGNED FOR AIR HANDLERS IN THE ROOF OR FOR
ANY OTHER A/C REQUIREMENTS. THIS MAY BE IN CONFLICT
WITH BUILDING CODE AND A/C DESIGN REQUIREMENTS.
CONSULT WITH BUILDING DEPARTMENT AND A/C CONTRACTOR.
SPACING NOTE
ALL TRUSSES ARE TO BE SET
AT 2'-0: ON CENTER
EXCEPT AS NOTED
MULTIPLE PLY TRUSSES MUST
BE FASTENED TOGETHER PER
ENGINEERING BEFORE THEY
ARE SET.
DON'T LIFT SINGLE TRUSSES
WITH SPANS LONGER THAN
30' BY THE PEAK.
CONSULT BCSI 1-03
30' Span r less 30' t0 60' Span
Spread r Bar
60 degrees
or less
an /2 O Line t— �2 of 5/anto —►Tagg Line p pp P
REFER TO BCSI 1-03
REFER TO BCSI 1-03 i1ss must best t�ru way if cratne utsed.
Truss must be set this way If crane used. is is an example, russ may no ma ch.
Truss is an example, your truss may not mat nsist crane operator sets truss this wa
Insist crane operator sets truss this wd P y.
WARNING
"I"joists, headers do beams, such as Paralams,
Mirco=Lams, & GLULAMs, may be shipped longer
and in different number plies than shown on this
layout. It is the builders responsibility to
measure, cut, fasten plies together & install per
manufacturers instructions.
Truss to Truss ConnectioTjHIP VALLEY NOTE
consist of hangers only.p valley members are
No bolts, nails or tie douilt 2" shorter span
will be supplied by Cham" shorter setback
Truss. than shown here.
ARRANGE
INDICATES LOAD BEARING WALL
REQUIRED BY
TRUSSES
SUPPLIED BY
BUILDER
AT A HEIGHT
OF 8'-1
ABOVE FINISHED
FLOOR
KX
INDICATES LOAD BEARING WALL
KX
00<
REQUIRED BY
TRUSSES
SUPPLIED BY
BUILDER
AT A HEIGHT
OF 11'-1
ABOVE FINISHED FLOOR r
A
I V L fi
WITH CRANE OPERATOR
HANGER SCHEDULE
USE HUS26 for 2x4 U46 for 42 EXCEPT AS SHOWN
CARRIED
TRUSS
CARRIER
TRUSS
HANGER ID
TOTAL HANGER COUNT=
u REPRESENTS A HAIvr;FR
upset=1/4" heel=4 3/16"
SQUARE CUT END
2 x 4 Top Chord
WALL HEIGHT 8'-1"
TYPICAL END DETAIL
I
m
a t--
Vm
ALL I?M = N Nw%
U9 bVALL MLE`."1""'M""'Aff'h
A M"',
D ,. ,I
ki
N ADVANCE FOR
A SPREADER
3— 4"
28'
22' 2,
11
12'— 4"
13'-4"
SEAT PLATES BY CHAMBERS
Vol D
Without
Fabrication Agreement
or
Job Site Warning
Covering This Text
End Condition in ENG: SQUARE
70.7/70.3 MITEK 4.0
CRITERIA
1BLE
REDUCDESIGN
PERDESIGN
County
CO CODE SUCH ASITERIA SBC 1604.E
INDIAN RIVER
Building Department
SEBASTIAN
Wind Design Criteria
ASCE 7-98
Wind Design Method
Main Wind Force Resisting
Roofing Material
Shingle or Shake
Loading in PSF
Roof R.D.L.
Top Chord Live
20
Top Chord Dead
7 4.2
Bottom Chord Live
0
Bottom Chord Dead
10 3
TOTAL Load
37 7.2
Duration Factor
1.25
Wind Speed
140mph
Top Chord C.B.
Sheeting by builder.
Bottom Chord C.B.
Sheeting by builder.
Highest Mean Height
30'-0"
Building Type
ENCLOSED
Building Category
II: Non Restrictive
Exposure Category
B: URBAN/SUBURBAN
Miles from Ocean
4
Conformsto Florida
Building Code 2001
R.D.L.=Restraining Dead
Load C.B.=Continuous Bracing
Verify DESIGN CRITERIA shown above with the
building department
and your engineer.
Design Criteria is the responsibility of the
Building Designer and/or Engineer of Record.
Chambers Truss Inc.
Drawing Name: 59028
Scale: 1 /4 =
1'
110 total trusses, 44 different trusses.
MI 4: RLC ACAD: RLC Reviewed By:
Date: 04/05/04
FOR
TOZZOLO BROTHERS CONST.
DESCRIPTION:
LOTS 37
PAGE 1 of 1 CUSTOMER INITIALS
EACH PAGE
59028
i
RONALD G. KELLER P.E. #37293 E.B.# 5963
P.O. BOX 78-1377, SEBASTIAN, FL. 32978-1377
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LOCATEDATL07-12,13.0CK 350 SESASTIAN HIGHLANDS
ARE IN CONFORMANCE WITH SECTION 1606, OF THE FLORIDA
BUILDING CODE 2001. '
BY -
RONALD G. KELLER P.E. #3729.1 E.B.# 5963
P.O. BOX 78-1377, SEBASTIAN, FL. 32978-1377
TOZZOLO
BROS.
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DRAWING NUMBER
II
STRAP AND TIE)OWN SCHEDULE LEGEND: 2x) BEARING LOCATION F FASTENERS REQUIRED @ A SPECIFIC
TRUSS INFORMATION FROM MANUFACTURER
TRUSS BEARING UPLIFT CIE
IDENTIFICATI❑N JOINT REQUIRED
TRUSS CONNECTIONS
FRAME BEARING WALL FASTENERS
T❑P PLATE TO
BOTTOM PLATE C❑NNECTI❑NS
WALL ANCHOR CONNECTION
RUSS
TO
RUSS
TRUSS TO
MASONRY
TRUSS TO
WOOD FRAMING
TOP
PLATE To
STUD
C❑NNECTI❑N
SPACING
MAXIMUM O.C.
STUD TO
BOTTOM
PLATE
BOTTOM
PLATE TO
FOUNDATION
ANCHOR
SPACING
MAXIMUM ❑,(
A
2
1 6
6591659
HTA16
Al
2
1 7
6631656
HTA16
A2
2
5
691/411
HTA16
A3
4
6
321/290
HUS26
HTA16
A4
2
9
1096/903
HTA16
RT12T
SPTH4
32"
SPTH4
1/2" ANCHOR
4'
A5
2
10
1093/834
HTA16
RT12T
SPTH4
32"
SPTH4
1/2" ANCHOR
4'
A6
2
12
1083/799
HTA16
RT12T
SPTH4
32"
SPTH4
1/2" ANCHOR
4'
A7
2
11
1072/765
HTA16
RT12T
SPTH4
32"
SPTH4
1/2" ANCHOR
4'
A8
2
11
1058/735
HTA16
RT12T
SPTH4
32"
SPTH4
1/2" ANCHOR
4'
A9
2
12
954/793
HTA16
B
2
11
14
8091600/1345
HTA16
RT12T
B1
2
11
14
782/564M420
HTA16
RT12T
B2
2
11
14
844/579/1425
HTA16
RT12T
133
2
11
14
838/616/1440
HTA16
RT12T
B4
2
14
17
22
499/542/1117/1044
HTA16
RT12T
B5
2
13
16
21
06/555/1076/1064
1
HTA16
RT12T
B6
2
12
15
21
16/568/1050/105
HTA16
RT12T
B7
2
13
16
23
88/552/1037/109(
1
HTA16
RT12T
B8 2
B9
C
C1
C2
C3
C4
C5
14
17
24
05/515/1160/118(
3551233
4771320
63/461/485
56/457/498
4201371
423/374
47/465/521
j
I
1
HTA16
HTA16
HTA16
HTA16
HTA16
HTA16
HTA16
HTA16
RT12T
RT12T
RT12T
RT12T
RT12T
RT12T
RT12T
SPTH4
SPTH4
SPTH4
SPTH4
SPTH4
4'
4'
4'
4'
4'
SPTH4
SPTH4
SPTH4
SPTH
SPTH4
2
4
2
5
1
20
1/2" ANCHOR
4'
1
2
@
1/2" ANCHOR
4'
2
8
1/2"ANCHOR
4'
2
6
1/2" ANCHOR
4'
1
2
1/2" ANCHOR
4'
C6
1
2
7
53/468/508
HTA16
RT12T
SPTH4
4'
SPTH4
1/2" ANCHOR
4'
C7
2
5
472/324
HTA16
RT12T
SPTH4
4'
SPTH4
1/2" ANCHOR
4'
GRA
2
13
8531853
HTA16
GRB
2
8
1398/736
HTA16
GRC
1
3
613/580
HUS26
RT12T
SPTH4
4'
SPTH4
1/2" ANCHOR
4'
GRD
2
13
2327/2217
2X) HTA16
2X) RT12T
SPTH4
4'
SPTH4
1/2" ANCHOR
4'
GRE
2
7
7811832
HTA16
GRF
2
6
4551661
HTA16
RT12T
JACK TRUSSES
<531 I
SEE DETAIL
HTA16
RT12T
SPTH4
4'
SPTH4
1/2" ANCHOR
4'
KJ7A
2
4
5
6
547/88151728
SEE DETAIL
HTA16
RT12T
EXTERIO
BA
W LL,6
RT12T
SPTH6
4'
SPTH6
1/2" ANCHOR
32"
1/2" COX NAILED S0TH4 OR SP1rH6
WITH 8d @ 4" SEAMS
SPTH4 OR SPTH6 SPACED
8" FIELD ON STUDS IN LIEU OF EMBEDDED STRAPS,
Y - PER SCHEDULE
RT12F STRAPS MAY BE USED
BE USED @ THE EXTERIOR.
- - - - - - FASTEN @ TOP & BOTTOM
Qo PLATES & 2' O.C. MAX.
FASTEN W/ (3) 3/16" DIA.
TAPCONS TO BLOCK &
4-10d NAILS @ FRAMING
RT12F STRAP
RT12F STRAP SHOWN • �• �-
r HALF PER SIDE '
r
AND 16BEL WI WINDOW
--
1/2" ANCHORS
EMBEDDED TRAPS
HEADER
H
HEA
WITHIN 6" OF TOP
& BOTTOM PLATES
& 2' O.C. MAX.
MAXIMUM
TO
TO
TO
TO
HEADER SPAN
6'2'
9'2'
12'2'
18'2'
# OF JACKS
UNDER HEADER
1
1 2
3
3
# OF FULL
LENGTH STUDS
AT EACH END
OF HEADER
WALL HEIGHT
-10,
1
2
2
3
WALL HEIGHT
+10,
1 2
3
3
4
JACKS AND STUDS SHALL BE NAILED
TOGETHER WITH 12d COMMON NAILS AT
6' ❑,C, STAGGERED
FILLED CELL
WITH #5 BAR
FRAMED BAY WINDOW
CONNECTIONS
HEADER CONNECTIONS
@ BEARING WALLS
�/+
JACK C_JC., STUD
REQ UI R.EMENT
FRONT PORCH COLUMN CONNECTIONS
2608
X) RT12F + C44
DIRECT
KCBQ44
EMBEDDED
DIRECT
BEAM TO WALL
813
HUC410
REAR PORCH COLUMN CONNECTIONS
2522
2X) HTA16
BEAM TO WALL
1261
HUC410
ANCH❑
R
SCHEDULE
❑❑UTEBEL❑W, THESFA TEINERAMUSTFBEEEQUALSINNB❑THRUPDI
❑T &ER ADA C PIBI ITYTHN THE CALLED
SIMPSON
USP
SEMCO
SPECIFIED
ANCHOR BOLT ❑PTION
UPLIFT
PROVIDED
FASTENING NOTES
SIMPSON
US ANCHOR
RAWL-STUD
HILTI
HTA16
1890
14-10d X 1 1/2' NAILS/ EMBEDDED 4"
RT12 T/F
1109
12-16d X 1 1/2" NAILS TWISTED OR FLAT STRAP
SPTH4
1487
12 -1Od X 1 112" NAILS
SPTH6
1487
12 -1Od X 1 1/2" NAILS
HUS26
1550
GIRDER 144W NAILS/ TRUSS 6-16d NAILS
HUC410
I
1505
(14) 3/16" DIA, X 2 1/4" TAPCONS W/ 10-10d NAILS
KCBQ44
j
5010
EMBEDDED 1 P/ 12 WS2 SCREWS
C44
1000
12-16d NAILS
MS
950
EMBEDDED W18-10d X 1 1/2" NAILS
UPLIFT FORCES SUPPLIED BY THE MANUFACTURER OF THE PRE-ENGINEERED TRUSSES
X ENGINEER MUST BE N❑TIFIED IF FINAL TRUSS I ENGINEERING UPLIFTS VARY FROM THIS SHEET
CONTRACTOR SHALL VERIFY ALL BEARING F❑❑TER L❑CATI❑NS WITH FINAL Tf USS ENGINEERING
WHERE 010 MEETS RIDGE BETWEEN TRUSSES INSTAL
2 X 12 RIDGE BOARD TO ACCEPf HIP CATS (2 R 12 MAY NEED
TO BE CYTTO MATCH SLOPE).
HIP CAA SHALL BE_'*'� HIP TRUSSES
CONTIN ODUS TO RIDGE
T HIP GIRD R TRUSS WALL SUPPORT
NAIL HIP JACK TRUSSES W/
TOP CHORD 2- #10 COMMON
BOTTOM CHORD 2410 COMMON
--- ��� SUB -FASCIA BOARD
ROOF SHEATHING TO BE
CARRIED OVER 2 SPANS
MINIMUM @ ALL LOCATIONS
-� #16d NAIL HAS A MAXIMUM
RAFTER
LATERAL RESISTANCE ❑F FASTENED TO
HEADER_ _--,-
�i
VALLEY
BLOCK HANGER
TRUSSES/
RAFTERS/
FASTENED
to, UJSSES
OR VALLEY
CATS AS\
PER
SCHEDULE
,& NOTES
SPECIFIED ANCHOR
SEE STRAP AND
TIE DOWN SCHEDULE
4" X 4" P.T.
POST
-- 108 lbs, RIDGEBOARD W/ 12" X 12"
2"X4" CONTINUOUS BLOCKING REQUIRED NAIL END OF JACK TRUSSES W/ SIMSON A34 OR SPECIFIED EMBEDDED COLUMN BASE
USP RT12F POST ANCHOR
4' UP FROM ROOF EDGE, NAILED W/ TOP CHORD 3- #16 COMMON OR AS PER NOTES
2-16d @ EACH END. 1ST SHEETS FROM BOTTOM CHORD 3416 (:OIMON
EDGES SHALL FULL 8' SHEETS. W MJACK TRUSS' CONNECTION @
ROOF SHEATHING NAILEDD @ 3"O.C. ON
SUBFASCIA AND AT 4" O.C. ON THE
REMAINING (BLOCKING MAYBE HIP AND GIRDER TRUSSES
INSTALLED ONN THE THE FLAT OR ON EDGE.
I
ALLOWABLE SPANS
FOR HANDFRAMING
UNSUPPORTED CLEARSPANS
12"O.0
16"O.C.
24"O.C.
2"X4"=
8'-8"
7'-6"
6'-1"
21IX6"=
13'-8'
11'-1"
9'-8"
2"X811=
18'.0"
15'-7"
121-9„
BLOCK WALL
rJ 2 #5 DOWELS
PER BASE
VALLEY DETAIL
Notes 044757 25"MIN.
1. All construction shall conform to the latest edition of the Florida Building Code 2001 if A MAXIMUM OF A 1-1/2"
not specified below. FILLER MAY BE USED
2. Install #5 vertical rebar in grouted cell as shown on the plans with the following BETWEEN THE STRAP PRE-ENGINEERED
characteristics: AND THE TRUSS WITH TRUSSES
a) Minimum hook distance into footer = 8" COMMON NAILS IF THE
b) Minimum embedment in footer and beam = 10" DISTANCE BETWEEN THE
c) Minimum vertical overlap distance = 25" (40 KSI Steel) 30" (60 KSI Steel) STRAP &TRUSS IS GREATER I I—) _
d) Adjacent to all openings GREATER THAN 1/2"" _ �— a � •� ' •4 : � 6" MIN
JOR LESS THAN 1-1/2 -I 11= I VIZ-_
;°.-
e) (2) downpours at each end of openings 12' or larger THIS ELIMINATES THE —
3. Minimum net compressive strength of the block shall be 2000 psi. Mortar shall be type S or SLACK IN THE ROOF SHEATHING) I I III�I —II I—M.STRAP TO TRUSS ° a • as-4. Grout shall have a maximum coarse aggregate size of 3/8" placed at an 8" to 11" slump and CONNECTION. �—have a minimum specified compressive strength of 2500 psi at 28 days.-—RONT PORCH l�Lj T /' I % B — I —III—I (I —I
5. A continuous connection between the foundation, wall and roof shall be provided. The double ,�J� �j �/ _
perimeter beam block with 1 - 45 in each course shall be continuous with pre-engineered REPLACMENT
concrete lintels over openings. All lintels shall be poured with 1 - #5 bar, and be TRUSS TRUSS BEARING
designed to support the intended loads. ANCHOR
6. If welded wire mesh is used to reinforce the concrete slab, it shall be supported up off the EMBEDDED ANCHOR
fill dirt 1/3`d the distance from the top of the slab with approved supports (foundation SEE STRAP AND
bricks) a 3' o.C. minimum each way. �- �- - ~ TIE DOWN SCHEDULE
7. To reduce the probability of random cracking of poncrete slabs, KSM recommends sawcutting HEADER
concrete flatwork. See engineer for recommendations.
8. All framed bearing walls shall have 2" X 4" or 2" X 6" studs (see floor plans) at 16" O.C.
with a double top plate and a single P.T. bottom plate.
9. Install specified W' J-Bolts or specified W" expan@ion bolts with 2" diameter X 1/8" washers ~
to the framed bearing/exterior walls at the maximUM spacing per schedule and within 12" from
all corners, door openings, and end -jointing bottom plates. Minimum bolt embedment = 6". FILLED COLUMN
Mudsill anchors (MAS) @ 32" O.C. may be used instead of J-Bolts on exterior frame walls. BLOCK HANGER
10. All individual jacks under headers on interior bearing walls shall be strapped to the header
with a RT12F. Attach the SPTH4 to the top plate as per connection spacing. Attach the 81.X 8"
SPTH4 to each jack and to the PT bottom plate. BLOCK COLUMN
The SPTH4 shall be installed at both ends of the wall and spaced as per schedule. The lap `• 2 #5 BARS IN
of the double top plate shall be a minimum of 4'. USE A SIMPSON MTSM16 WHEN THE EMBEDDED ,
12. At girder truss bearing locations, 2 studs shall be nailed together with 12d Common Nails STRAP IS FURTHER THAN 1-1/2" FROM THE TRUSS. r
spaced at 6" o. C. USE 1/4" X 2 1/4" TITEN SCREWS TO ATTACH THE
13.11 Attach wall sheathing with 8d Common Nails at 4" 0. C. on the seams and 8" O.C. in the field. STRAP TO THE MASONRY WALL AS DESCRIBED
Provide 2" X 4" blocking at every seam and edge on walls to secure sheathing. BELOW. ATTACH TO THE TRUSS AS PER SCHEDULE.
14.1 There shall be a continuous connection between the roof and foundation at each truss bearing
point. 3- TAPCONS FOR LESS THAN 500 LBS.
15.1 Unless otherwise detailed, ratruns shall be 1" X 4" Southern Yellow Pine at a maximum 5- TAPCONS FOR LESS THAN 1000 LBS 2 #5 DOWELS
spacing of 10' O.C. and attached with 2-8d Common Nails at each truss or as specified by 7-TAPCONS FOR LESS THAN 1200 LBS PER COLUMN
truss engineer (using whichever method is more stringent).
16.1' Any exterior porch ceilings shall be '-" Exterior Soffit Board. Fasten to trusses with 46 - TRUSS BEAM
1 �" drywall screws at 7" O.C. on the seams and 12" O.C. in the field. This application BLOCK WALL
creates a structural diaphragm and will not require any additional bracing of the bottom
cords of the trusses other than the ratruns specified. CONNECTIONS FOR
17- All roof hand -framing shall be blocked and strapped together to form one unit and connected
to trusses below using a 'RT20T. The rafters attached to the ridge board shall be tied MISSED/MISPLACED 25" MIN.
together with either a 2"iX 4" collar tie directly below the ridge (w/3 12d nails at each
end) or a PT20F strap. TRUSS STRAPS
18. On the roof, attach CDX sheathing, staggering the Joints with 8d Common Nails at 6" O.C. on
seams and 6" O.C. at intermediate supports. The valleys and hips shall be nailed at 4" O.C.
to the roof below.
19. All fasteners, nails, bolts, etc. that shall come into contact with exterior grade pressure BUCK FRAMING CONNECTIONS
treated lumber (or any lumber treated with a copper based solution) shall behot-dipped - ` 6" MIN
galvanized (HDG) or stainless steel. 1/2' J-DOLTS ORI =I = _ ° ' - ° a 4 = _ a
20. All studs shall be construction grade spruce. All hand framing shall be construction grade HILTI KBII 12-512 KWIKBOLTS, _ I I —III— b-'.
spruce or Southern Yellow Pine. The CDX sheathing shall have a span rating of 24/16. All ON �J,$, ANCHOR W1254,
headers on bearing walls shall be 2 - 2" X 12". Porch beams shall be (2) 2" X 12" S.Y.P. LOCK RAWL-STUD 7424
21. All fastening procedures shall be in accordance with the manufacturers recommendations and .. . II II II _
all components attached to the structure (doors, windows, skylights, screened porches, W/2 DIA, X 1/8 I s I =I
WASHERS _ —III—III— I �
roofing materials, etc.), shall be designed and installed to resist the design wind force. O� REAR PORCH DL'TAILIII=III—III=III--III
ATTACH SHEATHING @ 4' O.C.
IN DE F i / FIRST+3 TRUSSES
DOOR AND WINDOW ATTACHMENT SPECIFICATIONS
MASONRY
WINDOWS- THE 2' X 4' P.T, WIND❑W BUCKS SHALL BE ATTACHED TO THE MASONRY WALL WITH
3/16' DIA. X 3 3/4' TAPCONS AT 12' ❑,C, ON THE SIDES AND ON THE TOP OF THE OPENING, THE WINDOWS
SHALL BE ATTACHED TO THE BUCKS WITH #10X 1-5/8' FLAT HEAD SHEET METAL SCREWS IN EACH PRE -
MANUFACTURED HOLE. DOUBLE WINDOWS SHALL BE INSTALLED WITH STEEL REINFORCED J❑INING MULLIONS,
DOORS- THE 2X DOOR BUCKS SHALL BE ATTACHED TO THE MASONRY WALL WITH 1/2' SPECIFIED ANCHORS @ 24'
❑,C, OR W/3/16' TAPCON ANCHORS @ 16' ❑,C, THE DOOR JAMBS SHALL BE ATTACHED TO THE BUCKS W/8-#10 WOOD
SCREWS PER SIDE, ALL SLIDING GLASS DOORS SHALL HAVE ALL PRE -MANUFACTURED HOLES FILLED WITH #10
SCREWS ATTACHING THE FRAME TO THE ROUGH ❑PENING.
BUCK ATTACHMENT OPTION (DOORS) - 1X BUCKS MAY BE USED ONLY W/ 3/16' DIA. TAPCONS @ 16' O.C. PENETRATING
THROUGH THE DOOR JAMB INTO THE MASONRY WALL 1 1/2' MIN,
BUCK ATTACHMENT OPTION (WINDOWS) - 1X BUCKS MAY BE USED ONLY W/ 3/16' DIA. TAPCONS @ EACH
PRE -MANUFACTURED HOLE PENETRATING INT❑ THE MASONRY WALL 1 1/2' MIN,
WOOWINDOWS- THE WINDOWS SHALL BE ATTACHED TO THE FRAMED OPENING W/#8D NAILS OR #10 X 2-1/2' WOOD
SCREWS THRU THE FLANGE SPACED @ 16' O,C,
DOORS- DOOR JAMBS SHALL BE ATTACHED TO THE FRAMED OPENING V/6-#10 X 3-1/2' WOOD SCREWS PER SIDE
AND W/ 4-#10 X 3-1/2' WOOD SCREWS INTO THE HEADER, ALL SLIDING GLASS DOORS SHALL HAVE ALL
PRE -MANUFACTURED HOLES FILLED WITH #10 SCREWS ATTACHING THE FRAME TO THE ROUGH ❑PENING,
NOTE:IF THE MANUFACTURER OF THE DOORS AND/OR WINDOWS HAVE MORE RIGID SPECIFICATI❑NS,
USE THEIR ATTACHMENT PROCEDURES IN LIEU OF THE AB❑VF.
ALL FASTENERS SHALL BE 6' FROM THE ENDS AND CORNERS,
ALL TAPCONS SHALL HAVE A MINIMUM EMBEDMENT OF 1 1/2' INTO MASONRY WALLS,
DESIGN PARAMETERS
2"X6" P.T. ON ROUGH OPENING
(4) 1/2" BOLTS REQUIRED
REFER TO GARAGE DOOR
MANUFACTURER FOR
BOLT SPACING I -------
GARAGE
BUCK CONNECTION
DETAIL
A)
WIND FORCES @ 130 MPH (ASCE 7-98)
1)
WIND IMP❑RTANCE FACTOR
=1,0
B)
CONCRETE C❑MPRESSIVE STRENGTH
-2500 PSI
2)
WIND EXPOSURE
=B
C)
ROOF LIVEL❑AD
-20 PSF
3)
INTERNAL PRESSURE C❑EFFICIENT
=,18 (ENCL❑SED)
D)
ROOF DEADL❑AD
=17 PSF
=40 PSF
4)
C❑MP❑NENT/CLADDING PRESSURES
(PSF) AS SHOWN
E)
F)
FLOOR LIVEL❑AD
MIN, S❑IL BEARING CAPACITY
=2000 PSF
❑N ELEVATI❑NS
WEP
INSTALL 2" X 4"
BLOCKING BETWEEN
TOP CORDS TO
ACCEPT'X'BRACE
RT12F
2 X 4 RATRUNNERS 1 SET OF 2"X4"
@ CENTER & 8' O.C.. 'X' BRACE
EXTEND BACK 4 TRUSSES
PAST HIP GIRDER
BOSTON HIP BRACING
ENGINEER " S CERTIFICATION
PER MY REVIEW THESE PLANS FAR THE PROPOSED RESIDENCE
LOCATED AT LOT1.2, BLOCK 350, SEBASTIAN HIGHLANDS
ARE IN CONFORMANCE WITH SECTION 1606 OF THE FLORIDA
BUILDING CODE 2001
BY
RONALD G. KELLER P.E. #37293
W
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CUDERI #3
SHEET I PROJECT #
S11044757
I
I
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N
I
FABRICATION AGREEMENT I
TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT IS SIGNED & RETURNED
The legal description of the property where the trusses will be installed is: j }
The undersigned acknowledges and agrees:
,1. Trusses will be made In strict accordancewfth this truss placement -diagram layout,
which is the sole authority for determining successful fabrication of the trusses. I 'I
2, All dimensions in this layout have been verified by the undersigned.
3. Unless written notice is provided by certified mail to Chambers Truss within ten (10)
days of delivery the undersigned agrees that no backcharges will be allowed.In the event
such written notice is furnished Chambers Truss shall have three (3) business days in which
to begin repairs required, or to substitute other trusses, at Chambers option. `
4. The vndersigned'acknowledges receipt of "BCSI 1-03" summary sheet by!TPI & WTCA.
5. Delivery is "to job situ It is the buyer's responsibility to make the job site suitable for
delivery. Chambers Truss -has the sole authority to determine the suitability of the job site or a
portion of the job site for delivery: Chambers Truss will be responsible for dump delivery only.
The buyer is responsible for additional delivery expenses if Chambers Truss has to redeliver
because job site is not prepared for delivery or buyer is not prepared for delivery of trusses.
Buyer is responsible to Chambers Truss for towing costs due to site conditions,
6. Price as shown in paragraph 7 below is subject to change if any changes are made in
this layout.A $50 per hour fee for revisions may be charged by Chambers Truss.
7. This is a PURCHASE ORDER to Chambers Truss of the sum agreed to, ortf no
agreement a reasonable price. Invoice will be made on delivery and paid within terms of net
on delivery. Invoice may be made. at scheduled date of delivery if buyer, cannot accept
delivery of fabricated' trusses. The undersigned agrees to pay Chambers` Truss reasonable
attorney's fee for collections In event of payment not timely made. 1-112 °toper month service
charge will be added for all sums not paid within terms.
8. Signature or initials anywhere on this sheet constitutes agreement to all terms herein.
9. In consideration of Chambers Truss extending credit for this material the undersigned
unconditionally guarantees payment when due` of any and all indebtedness owed to
Chambers Truss by any entity`, receiving material and the Undersigned agrees to pay such
indebtedness including attorneys fees; if default in payment for material be made by the
recipient.
V. In the event of any litigation conceming this agreement, the items furnished hereunder
or payments referred to herein, the parties agree that the sole venue,for any such action will
be Saint Lucie County, Florida.,
11. Design responsibilities are per "National Standard And Recommended GuidelinesOn
Responsibilities For Construction. Using Metal Plate Connected Wood Trusses I -j
ANSUTPI/WTCA'4 - 2002""
DATED
SIGNED I,
I
FOR TITLE f
l
;Aspreader bar may be required per"BCSI 1.03" to prevent injury& damage.
Multiple ply trusses must be fastened together per engineering
before they are set, failure to do so can result in roof collapse.
Temporary and permanent bracing are required and can ''save life
and property.and is the responsibility of the,truss erector. ;E
Study the content§ of the information packet included on delivery
before setting trusses.. j
i
Tn tomes must be set and braced per design to•pr vil injury & damage.' � .
Trusses must be set plumb and square
Do not set bunks or stack of plywood, roofing material or any
other concentrated loads on trusses, this can cause collapse:l
DO N07- SET TRUSSES USING THIS LAYOUT
USE LAYOUT DELIVERED WITH TRUSSES TO SET TRUSSES`
h. f :,; !
pMIA
f ,
J5 170 7/70.3 MITEK 4.0 1 I
LOADING/DESICC<rTERIA REDUCIBLE n,nITERIA PER CODE SUCH AS SBC 1604.6.1 1
9 County INDIAN RIVER
�n Building' Department De SEBASTIAN
P
Wind Design Criteria ASCE 7-98
Wind Design Method Main Wind Force Resisting
7,9777
Roofing Material Shingle or Shake 1 1
Loading' in PSF Roof R.D.L.
Top Chord Live 20
IrIIUIIILJit: I J I I U 7 7 IfG. VI V Wll ly IVIJI I IC. .J.7vL 7 .
— -� Scale: 1 4 1' a
I 110 total trusses, 44 different trusses. !
MI 4: RLC ACAD: RLC Reviewed By: g<W -k6Y
I I
Date: 04/05/04 I
FOR
o90,29
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" �'•.•• � s,. - _,_l_._. —�� s`'- � I dian Riv r County He ith Department-
.�jo ero Beach , Florid
•�, � .• ` — . .V
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Nt
I
PER MY RE EW THESE P H P POSED RESIDENCE
LOCATE LoT l2 L S CA 5- T AN H tVbS
ARE I O E S TIO 606 OF T
BU! 1N E
R KELLER P.C.293 E.B.# 596 -
.O. BOX 78-1377, SEBAST1A L f-178-
rOZZOL 0 BROS.
!I I o
Est .. ....�2 medw
I
SCALE: _EYG7L!/;. APPROVED BY: DRAWN BY
DATE:i_:-yyam��. �T�'
'"f 1 REVISED i
CON r)? c rioN
DRAWING NUMBER
S'T lof'2
4
I
f
i
t�
+ DESIGNATES
COMPONENT/CLAD'DING
'PRESSURES .IN P.S.F.
U u u
_� --- - _
! S ! •i - ! ! • • . -• du
+ o -- rvsoi
_ :}go 431
lc_ lark/
PER MY R EW THESE PLANS F R PROPOSED RESIDEN w
LOCATE T 1.OT►Z/ 0 ISASTIA I G ANDS
ARE IN OR S 606 OF A ,
BUILD O -
B
N LD 7293 E BAT S9 3 -
.O. 78-1377, SEBASTIAN . 3297d-
mom
�k.
+31
TOZZ 0 L 0
BROSe
i
T.lal%alcIW 1Y1iv3.
i
i
e, i
K3l.V"",:; o►CO Sr,FM47,VeEEGiV,9770VS
44==ACM- 77WO-U 3Rr2Lo'0W.-4xdq:i:I.A7c,,y,
•C.Gex- IqYu/L1 ,0 JrA'E.STXlA'G 6�l2 s4Zr94 .SxCtccsY
Y`6 i�Ylmd. /NQ,lFREG�O.
Fib.¢ Gc x4s Snr/r►t�cAS Cy owwe
G9Ylt1EiYT0f lSL6 A&r VvL4f4s
0I7'lC.0 [ub4C NOTED Gil' � _'� `.
fi'OtC�E ELCt'RTlGHGS ii" .. ,�`' I -
. !N$LlLATlCW B4FFLE
41ErR[. fiVCAICK 57W-4,-,N _ !`
Cont.
T7L�GT LOG'R ZTQAt INSuLR 7?CW
,r�C� �- �- --\5:• --ram` .
AIETRt,. t'R!P ; %� "GRY .4LL G'E!L•✓M6
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c4vyr.
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Fro !mil cavc.,.�diovE
4TLmen. -(r
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14q va nmr h'oGc-` S-ZL 7YfE3, .ff f=C. d►
ELE✓.�TiG7vs P.r. !x� s r�,ealn� 11�wo
ficunt. FR�tlrtE tvl,vat�vS [osna!aus�lxaxa 4'.laac.z, �. f
[q/SGee�YS, cueeo P.T. lx2 4&XIVA6 Rr"a
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;ti ' E�Tnz,RrlPcc. coavcts, c
!n'STAtcEo,RS.P.�l7 Gov/.vC,►s �' 6=a'oc, ltux.
STt�CCO {NlSff, LI�YGESS •-- Sk`??CIrYO, CEGGS eQ.l'lr4C.O
OTiYER IL,ISE s1t77r0 QY X!0 4 COACV"TE
[You�lc E[E✓!t rlovs �
co" c • I91,= l.vSr![Rr,W.•r
6k6•n!6•Conc act` k.S alv Exr, r3ca tic [au4j- R, ou-
Qt1•G�ajurru, Fivlssr�o j
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pose 1.v8.9ECTloW ~� Eleaeln� 7Ys, ASREg27
3G•R� .�esB, _ -_ — - - ¢•7p!lesc Con�:Fetit¢ See!B
TrEo 70 ;(S jcmc vAaa
Soraary Fi.+lsy, R�a..F svj
idxlG'lI740MM.-MIC dr,;V7,&vt5 G X�' a cctivllTG4.Y OR.
sQgRs co.+•r_,z— Fes¢-lneslr.4 k c2 4: 4e W
[]v Lt i tE G.yRlRS, R3 REQO. �� ✓Nib.2 BA�4RlER OW
CG»aPAcrEO P0l3lOwC0 .SO!G
i ?-Y[�lCI" L 64OC,4 L-' &L X� .L SEC2 114aY
i
i
SCALE: __- APPROVED 8Y: DRAWN 6Y
REVISED
i
STRAP AND TIEDOWN SCHEDULE LEGEND: 2x) BEARING LOCATION F FASTENERS REQUIRED @ A SPECIFIC
TRUSS INFORMATION FROM MANUFACTURER
TRUSS
CONNECTIONS
FRAME BEARING WALL FASTENERS
TOP PLATE TO
BOTTOM PLATE CONNECTI❑NS
WALL ANCHOR CONNECTION
TRUSS
IDENTIFICATION
BEARING
JOINT
UPLIFT CIETO
REQUIRED
TRUSS
TRUSS
TRUSS TO
MASONRY
TRUSS T❑
WOOD FRAMING
TOP
PLATE T❑
STUD
C❑NNECTI❑N
SPACING
MAXIMUM D.C.
STUD TO
BOTTOM
PLATE
BOTTOM
PLATE T❑
F❑UNDATION
ANCHOR
SPACING
MAXIMUM O.C,
A
2
6
659/659
HTA16
Al
2
7
6631656
HTA16
A2
2
5
691/411
HTA16
A3
4
6
3211290
HUS26
HTA16
A4
2
9
1096/903
HTA16
RT12T
SPTH4
32"
SPTH4
1/2" ANCHOR
4'
A5
2
10
1093/834
HTA16
RT12T
SPTH4
32"
SPTH4
1/2" ANCHOR
4'
A6
2
12
10831799
HTA16
RT12T
SPTH4
32"
SPTH4
1/2" ANCHOR
4'
A7
2
11
1 1072/765
HTA16
RT12T
SPTH4
32"
SPTH4
1/2" ANCHOR
4'
A8
2
11
1 1058/735
HTA16
RT12T
SPTH4
32"
SPTH4
1/2" ANCHOR
4'
A9
2
12
1 9541793
HTA16
B
2
11
14
8091600/1345
HTA16
RT12T
B1
2
11
14
7821564/1420
HTA16
RT12T
B2
2
11
14
844157911425
HTA16
RT12T
B3
2
11
14
838/616/1440
HTA16
RT12T
B4
2
14
17
22
99/542/1117/104
HTA16
RT12T
B5
2
1 13
16
21
06/555/1076/106
HTA16
RT12T
B6
2
12
15
21
16/568/1050/1059
HTA16
RT12T
B7
2
13
16
23
88/552/1037/109(
HTA16
RT12T
B8
2
14
17
24
05/515/1160/118(
HTA16
RT12T
B9
2
4
355/233
HTA16
RT12T
C
2
5
477/320
HTA16
C1
1
2
9
63/461/485
HTA16
RT12T
SPTH4
4'
SPTH4
1/2" ANCHOR
4'
C2
1
2
8
56/457/498
HTA16
RT12T
SPTH4
4'
SPTH4
1/2" ANCHOR
4'
C3
2
8
1 4201371
HTA16
RT12T
SPTH4
4'
SPTH4
1/2" ANCHOR
4'
C4
2
6
423/374
HTA16
RT12T
SPTH4
4'
SPTH4
1/2" ANCHOR
4'
C5
1
1 2
6
47/465/521
HTA16
RT12T
SPTH4
4'
SPTH4
1/2" ANCHOR
4'
C6
1
2
7
53/468/508
HTA16
RT12T
SPTH4
4'
SPTH4
1/2" ANCHOR
4'
C7
2
5
1 4721324
HTA16
RT12T
SPTH4
4'
SPTH4
1/2" ANCHOR
4'
GRA
2
13
1 8531853
HTA16
GRB
2
8
1398/736
HTA16
GRC
1
3
613/580
HUS26
RT12T
SPTH4
4'
SPTH4
1/2" ANCHOR
4'
GRD
2
13
2327/2217
2X) HTA16
2X) RT12T
SPTH4
4'
SPTH4
1/2" ANCHOR
4'
GRE
2
7
781/832
HTA16
GRF
2
6
455/661
HTA16
RT12T
JACK TRUSSES
<531
SEE DETAIL
HTA16
RT12T
SPTH4
4'
SPTH4
1/2" ANCHOR
4'
KJ7A 1
2
4
5
6
547188/51728
SEE DETAIL
HTA16
RT12T
2" X 6" EXTERIOR
BA
W
LLS
RT12T
SPTH6
4'
SPTH6
1/2" ANCHOR
32"
112" CDX NAILED SPTH4 OR S13TH6
WITH 8d @ 4" SEAMS SPTH4 OR SPTH6 SPACED
8" FIELD ON STUDS IN LIEU OF EMBEDDED STRAPS, PER SCHEDULE
RT12F STRAPS MAY BE USED
BE USED @ THE EXTERIOR. = :`
FASTEN @ TOP & BOTTOM
PLATES & 2' O.C. MAX.
FASTEN W/ (3) 3/16" DIA.
TAPCONS TO BLOCK & O - ---_��
�4-10d NAILS @ FRAMING
RT12F STRAP RT12F STRAP SHOWN \\�-
1 ABOVE WINDOW R-HALF PER SIDE
AND 1 BELOW WINDOW
1/2" ANCHORS
W/ 2" WASHERS 2-2"X 12"
EMBEDDED STRAP
HEADER
WITHIN 6" OF TOP
& BOTTOM PLATES
& 2' O.C. MAX.
MAXIMUM
TO
TO
TO
TO
HEADER SPAN
6'2'
9'2'
12'2'
18'2'
# OF JACKS
UNDER HEADER
1
2
3
3
# OF FULL
LENGTH STUDS
AT EACH END
OF HEADER
WALL HEIGHT
-10,
1
2
2
3
WALL HEIGHT
+10'
2
3
3
4
JACKS AND STUDS SHALL BE NAILED
TOGETHER WITH 12d COMMON NAILS AT
6' ❑,C. STAGGERED
FILLED CELL
WITH #5 BAR
FRAMED BAY WINDOW
CONNECTIONS
HEADER CONNECTIONS
@ BEARING WALLS
JACK STUD
REQUIREMENT
FRONT PORCH COLUMN CONNECTIONS
2608
X) RT12F + C44
DIRECT
KCBQ44
EMBEDDED
DIRECT
BEAM TO WALL
813
HUC410
REAR PORCH COLUMN CONNECTIONS
2522
2X) HTA16
BEAM TO WALL
1261
HUC410
ANCHOR
SCHEDULE
❑❑UTEBELOW, THESFA TEINERAMUST
BEE EQUALSINNB❑THRUPLIF❑T &EL❑ DA C PIBI ITY CALLED
SIMPSON
USP
SEMCO
SPECIFIED
ANCHOR BOLT ❑PTION
UPLIFT
PROVIDED
FASTENING NOTES
SIMPSON
US ANCHOR
RAWL-STUD
HILTI
HTA16
1890
14-10d X 1 112' NAILS/ EMBEDDED 4"
RT12 T/F
1109
12-16d X 1112" NAILS(TWISTED OR FLAT STRAP
SPTH4
1487
12 -1Od X 1112" NAILS
SPTH6
1487
12 -1Od X 1112" NAILS
HUS26
1550
GIRDER 14-16d NAILS/ TRUSS 6-16d NAILS
HUC410
1505
(14) 3/16" DiA. X 21/4" TAPCONS W/ 10-1 Od NAILS
KCBQ44
5010
EMBEDDED W/ 12 WS2 SCREWS
C44
1000
12-16d NAILS
MS
950
EMBEDDED W/ 8-10d X 1 1/2" NAILS
I I I I I i I I
UPLIFT FORCES SUPPLIED BY THE I MANUFACTURER OF THE PRE-ENGINEERED TRUSSES
X ENGINEER MUST BE NOTIFIED IF FINAL TRUSS ENGINEERING UPLIFTS VARY FROM THIS SHEET
CONTRACTOR SHALL VERIFY ALL BEARING F❑❑TER LOCATIONS WITH FINAL TRUSS ENGINEERING
WHERE HI`P MEETS RIDGE BETWEEN TRUSSES INSTAL
2 X 12 RIDGE BOARD TO ACCEPt
HIP CATS (2 R 12 MAY NEED
TOBECYTTO MATCH SLOPE).
HIP CATq SHALL BE-N
CONTIN ODUS TO RIDGE
J-
HIP TRUSSES
T\\ HIP GIRD R TRUSS
WALL SUPPORT
NAIL HIP JACK TRUSSES W/
TOP CHORD 2410 COMMON
BOTTOM CHORD 2410 COMMON
SUB -FASCIA BOARD
ROOF SHEATHING TO BE
_
v
CARRIED OVER 2 SPANS
MINIMUM @ ALL LOCATIONS
#16d NAIL HAS A MAXIMUM
RAFTERS
�_-
LATERAL RESISTANCE OF
TO
108 (b5.
RIDGEBOARD W/
2"X4" CONTINUOUS BLOCKING REQUIRED
NAIL END OF JACK TRUSSES W/
SIMSON A34 OR
USP RT12F
4' UP FROM ROOF EDGE, NAILED W/
- #16 COI MON
TOP CHORD 3A
OM
OR AS PER NOTES
2-16d @ EACH END. 1ST SHEETS FROM BOTTOM CHORD 3416 F MON
EDGES SHALL N FULL D@ SHEETS. JACK TRUSS' CONNECTION @
ROOF SHEATHING NAILED @ 3"O.C. ON
REMAINISUBFASNG
IA AND S. 4" O.C. ON THE IRDER TRUSSES
NSTALLIEDONTHE (FLAT ORONEDGE. HIP AND 0-_
ALLOWABLE SPANS
FOR HANDFRAMING
UNSUPPORTED CLEARSPANS
12"0.0
16"O.C.
24"O.C.
211X411=
8'-8"
7•-6"
6'-1"
2"X611=
13'-8'
11'-l"
9'.8"
2"XS"=
181-0"
15'-7"
12'-9"
VALLEY
TRUSSES/
RAFTERS
FASTEN D
t0jT fSSES
OR VA LLEY
CATS AS
PER
SCHEDULE
A NOTES
BEARING
HEADER
BLOCK HANGER
SPECIFIED ANCHOR
SEE STRAP AND
TIE DOWN SCHEDULE
SPECIFIED EMBEDDED 12" X COLUMN
BASE
POST ANCHOR
BLOCK WALL
2 #5 DOWELS
PER BASE
VALLEY DETAIL
Notes - 044757 25"MIN.
1. All construction shall conform to the latest edition of the Florida Building Code 2001 if A MAXIMUM OF A 1.1/2"
not specified below. FILLER MAY BE USED
2. Install #5 vertical rebar in grouted cell as shown on the plans with the following BETWEEN THE STRAP PRE-ENGINEERED
characteristics: AND THE TRUSS WITH TRUSSES
a) Minimum hook distance into footer = 8" COMMON NAILS IF THE
b) Minimum embedment in footer and beam = 10" DISTANCE BETWEEN THE _
c) Minimum vertical overlap distance = 25" (40 KSI Steel) 30" (60 KSI Steel) STRAP &TRUSS IS -I I-) I I=_ _
GREATER THAN 1/2" f - 6" MIN
d) Adjacent to all openings OR LESS THAN 1-1/2" (=I I =I I - ` 4 -
e) (2) downpours at each end of openings 12' or larger THIS ELIMINATES THE d a
3. Minimum net compressive strength of the block shall be 2000 psi. Mortar shall be type S or SLACK IN THE ROOF SHEATHING I -III= I • I
M. STRAP TO TRUSS - - - a . a .. d . ° `a _ ..
4. Grout shall have a maximum coarse aggregate size of 3/8 placed at an 8 to 11 slump and CONNECTION. /� I -I I I_I I -I - i -III-III-I I- I I -
have a minimum specified compressive strength of 2500 psi at 28 days. I i I= I I= i I- I I -I i I -III -III -I
5. A continuous connection between the foundation, wall and roof shall be provided. The double FRONT PORCH DETAIL-
perimeter beam block with 1 - #5 in each course shall be continuous with pre-engineered REPLACMENT -
concrete lintels over openings. All lintels shall be poured with 1 - #5 bar, and be TRUSS
TRUSS BEARING
designed to support the intended loads. ANCHOR
6. If welded wiredmesh is used to reinforce the concrete slab, it shall be supported up off the EMBEDDED ANCHOR
fill dirt 1/3 the distance from the top of the slab with approved supports (foundation - __--
bricks) a 3' O.C. minimum each way. \i��\ SEE STRAP AND
7. To reduce the probability of random cracking of concrete slabs, KSM recommends sawcutting �- HEADER
TIE DOWN SCHEDULE
concrete flatwork. See engineer for recommendations. �-��-
6. All framed bearing walls shall have 2" X 4" or 2" X 6" studs (see floor plans) at 16" O.C.
with a double top plate and a single P.T. bottom plate.
9. Install specified W' J-Bolts or specified 4" expansion bolts with 2" diameter X 1/8" washers
to the framed bearing/exterior walls at the maximum spacing per schedule and within 12" from
all corners, door openings, and end -jointing bottom plates. Minimum bolt embedment = 6".
Mudsill anchors (MAS) @ 32" O.C. may be used instead of J-Bolts on exterior frame walls. BLOCK HANGER FILLED COLUMN
10. All individual jacks under headers on interior bearing walls shall be strapped to the header
with a RT12F. Attach the SPTH4 to the top plate as per connection spacing. Attach the 8" X 8"
SPTH4 to each jack and to the PT bottom plate. BLOCK COLUMN
11. The SPTH4 shall be installed at both ends of the wall and spaced as per schedule. The lap 2 #5 BARS IN
of the double top plate shall be a minimum of 4'. USE A SIMPSON MTSM16 WHEN THE EMBEDDED
12. At girder truss bearing locations, 2 studs shall be Trailed together with 12d Common Nails STRAP IS FURTHER THAN 1-1/2" FROM THE TRUSS.
spaced at 6" C.C. USE 1l4" X 2 1/4" TITEN SCREWS TO ATTACH THE
13. Attach wall sheathing with 8d Common Nails at 4" O.C. on the seams and 8" O.C. in the field. STRAP TO THE MASONRY WALL AS DESCRIBED
Provide 2" X 4" blocking at every seam and edge on walls to secure sheathing. BELOW. ATTACH TO THE TRUSS AS PER SCHEDULE.
14. There shall be a continuous connection between the rcrf and foundation at each truss bearing
point. 3-TAPCONS FOR LESS THAN 500 LBS.
15. Unless otherwise detailed, ratruns shall be 1" X 4" Southern Yellow Pine at a maximum 5-TAPCONS FOR LESS THAN 1000 LBS
spacing of 10' O.C. and attached with 2-8d Common Nails at each truss or as specified by 7-TAPCONS FOR LESS THAN 1200 LBS 295 DOWELS
truss engineer (using whichever method is more stringent) . PER COLUMN
16. Any exterior porch ceilings shall be 1-i" Exterior Soffit Board. Fasten to trusses with 46 -
1 W' drywall screws at 7" O.C. on the seams and 12" O.C. in the field. This application TRUSS BEAM BLOCK WALL
creates a structural diaphragm and will not require any additional bracing of the bottom
cords of the trusses other than the ratruns specified. CONNECTIONS FOR
17. All roof hand -framing shall be blocked and strapped together to form one unit and connected
to trusses below using a RT20T. The rafters attached to the ridge board shall be tied MISSED/MISPLACED 25"MIN.
together with either a 2" X 4" collar tie directly below the ridge (w/3 12d nails at each
end) or a PT20F strap. TRUSS STRAPS
18. On the roof, attach CDX sheathing, staggering the joints with Bd Common Nails at 6" O.C. on
seams and 6" O.C. at intermediate supports. The valleys and hips shall be nailed at 4" O.C.
to the roof below.
19. All fasteners, nails, bolts, etc. that shall come into contact with exterior grade pressure BUCK FRAMING CONNECTIONS _
treated lumber (or any lumber treated with a capper based solution) shall be hot -dipped -
galvanized (HDG) or stainless steel. 112 ,
J-BOLTS ❑Ri=III= • - -L Ts" MIN -
20. All studs shall be construction grade spruce. All hand framing shall be construction grade HILTI KBII 12-512 KWIKB❑LTS, - - 6-•
spruce or Southern Yellow Pine. The CDX sheathing shall have a span rating of 24/16. All ON U,S, ANCHOR W1254
headers on bearing walls shall be 2 - 2" X 12". Porch beams shall be (2) 2" X 12" S.Y.P. '
21. All fastening procedures shall be in accordance with the manufacturers recommendations and LOCK BAWL -STUD 7424 _I -III -III- - I I -III -III III-1
WDIA. X 1/8 I=III_
all components attached to the structure (doore, windows, skylights, screened porches, WASHERS
roofing materials, etc.), shall be designed and installed to resist the design wind force. O
= REAR PORCH DETAIL
o
2"X6" P.T. ON ROUGH OPENINGFER
(4) 1/2" BOLTS REQUIRED
TO GARAGE
MANUFACTURER FORDOO
ANUACTURERFORO
DOOR AND WINDOW ATTACHMENT SPECIFICATIONS
BOLT SPACING
MASONRY
WINDOWS- THE 2' X 4' P.T. WINDOW BUCKS SHALL BE ATTACHED TO THE MASONRY WALL WITH
O D
3/16' DIA. X 3 3/4' TAPCONS AT 12' D.C. ON THE SIDES AND ON THE TOP OF THE ❑PENING. THE WIND❑WS
SHALL BE ATTACHED TO THE BUCKS WITH #10X 1-5/8' FLAT HEAD SHEET METAL SCREWS IN EACH PRE -
MANUFACTURED HOLE, DOUBLE WINDOWS SHALL BE INSTALLED WITH STEEL REINFORCED JOINING MULLI❑NS.
DOORS- THE 2X DOOR BUCKS SHALL BE ATTACHED TO THE MASONRY WALL WITH 1/2' SPECIFIED ANCHORS @ 24'
/
D.C. OR W/3/16' TAPCON ANCHORS @ 16' ❑,C. THE DOOR JAMBS SHALL BE ATTACHED TO THE BUCKS W/8-#10 WOOD
SCREWS PER SIDE. ALL SLIDING GLASS DOORS SHALL HAVE ALL PRE -MANUFACTURED HOLES FILLED WITH #10
SCREWS ATTACHING THE FRAME TO THE ROUGH ❑PENING.
O
I
BUCK ATTACHMENT OPTION (DOORS) - IX BUCKS MAY BE USED ONLY W/ 3/16' DIA. TAPCONS @ 16' O.C. PENETRATING
THROUGH THE DOOR JAMB INT❑ THE MASONRY WALL 1 1/2' MIN.
BUCK ATTACHMENT OPTION (WINDOWS) - 1X BUCKS MAY BE USED ONLY W/ 3/16' DIA. TAPCONS @ EACH
aA.
PRE -MANUFACTURED HOLE PENETRATING INT❑ THE MASONRY WALL. 1 1/2' MIN.
WOOD
:. d ` "'
WINDOWS- THE WINDOWS SHALL BE ATTACHED TO THE FRAMED OPENING W/#8D NAILS OR #10 X 2-1/2' WOOD
SCREWS THRU THE FLANGE SPACED @ 16' D.C.
DOORS- DOOR JAMBS SHALL BE ATTACHED TO THE FRAMED ❑PENING W/6-#10 X 3-1/2' WOOD SCREWS PER SIDE
GARAGE
AND W/ 4-#10 X 3-1/2' WOOD SCREWS INT❑ THE HEADER, ALL SLIDING GLASS DOORS SHALL HAVE ALL
PRE -MANUFACTURED HOLES FILLED WITH #10 SCREWS ATTACHING THE FRAME TO THE ROUGH ❑PENING.
BUCK CONNECTION
NOTE:IF THE MANUFACTURER OF THE DOORS AND/OR WINDOWS HAVE MORE RIGID SPECIFICATIONS,
USE THEIR ATTACHMENT PROCEDURES IN LIEU OF THE ABOVE.
ALL FASTENERS SHALL BE 6' FROM THE ENDS AND CORNERS,
DETAIL
ALL TAPCONS SHALL HAVE A MINIMUM EMBEDMENT OF 1 1/2' INTO MASONRY WALLS,
ATTACH SHEATHING @ 4' O.C.
FIRST+3 TRUSSES \�
WE
INSTALL 2" X 4"
BLOCKING BETWEEN
TOP CORDS TO
ACCEPT'X'BRACE
RT12F
2 X 4 RATRUNNERS 1 SET OF 2"X4"
@ CENTER & 8' O.C.. 'X' BRACE
EXTEND BACK 4 TRUSSES
PAST HIP GIRDER
BOSTON HIP BRACING
, DESIGN PARAMETERS ENGINEER'S CERTIFICATION
A) WIND FORCES @ 130 MPH (ASCE 7-98) PER MY REVIEW THESE PLANS FOR THE PROPOSED RESIDENCE
1) WIND IMPORTANCE FACTOR =1.0 B) CONCRETE COMPRESSIVE STRENGTH =2500 PSI LOCATED L❑T12, BLOCK 350, SEBASTIAN HIGHLANDS
2) WIND EXPOSURE . =B C) ROOF LIVEL❑AD =PSF ARE IN C NFORMAN ECTION 16 OF THE FLORIDA
3) INTERNAL PRESSURE C❑EFFICIENT =,18 (ENCL OSED) D) F OF DEADL❑AD =17 PSF BUILD
IN ❑ 2 1
4) C❑MPONENT/CLADDING PRESSURES (PSF) AS SHOWN E) FLOOR LIVELOAD =40 PSF
[IN ELEVATIONS F) MIN, S❑IL BEARING CAPACITY =2000 PSF BY
❑ KELL P.�# 3
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CUDERI # 3
SHEET PROJECT #
,S 1 044757
A I R F—I A I' ---I = I_ E FR N O T E
UNLESS NOTED ELSEWHERE ON THIS LAYOUT, THESE TRUSSES
ARE NOT DESIGNED FOR AIR HANDLERS IN THE ROOF OR FOR
ANY OTHER A/C REQUIREMENTS. THIS MAY BE IN CONFLICT
WITH BUILDING CODE AND A/C DESIGN REQUIREMENTS.
CONSULT WITH BUILDING DEPARTMENT AND A/C CONTRACTOR.
SPACING NOTE
ALL TRUSSES ARE TO BE SET
AT 2'-0: ON CENTER
EXCEPT AS NOTED
MULTIPLE PLY TRUSSES MUST
BE FASTENED TOGETHER PER
ENGINEERING BEFORE THEY
ARE SET.
DON'T LIFT SINGLE TRUSSES
WITH SPANS LONGER THAN
30' BY THE PEAK.
CONSULT BCSI 1-03
30' Span r less 30' t0 60' Span
Spread r Bar
60 degrees
or less
an /2 O Line t— �2 of 5/anto —►Tagg Line p pp P
REFER TO BCSI 1-03
REFER TO BCSI 1-03 i1ss must best t�ru way if cratne utsed.
Truss must be set this way If crane used. is is an example, russ may no ma ch.
Truss is an example, your truss may not mat nsist crane operator sets truss this wa
Insist crane operator sets truss this wd P y.
WARNING
"I"joists, headers do beams, such as Paralams,
Mirco=Lams, & GLULAMs, may be shipped longer
and in different number plies than shown on this
layout. It is the builders responsibility to
measure, cut, fasten plies together & install per
manufacturers instructions.
Truss to Truss ConnectioTjHIP VALLEY NOTE
consist of hangers only.p valley members are
No bolts, nails or tie douilt 2" shorter span
will be supplied by Cham" shorter setback
Truss. than shown here.
ARRANGE
INDICATES LOAD BEARING WALL
REQUIRED BY
TRUSSES
SUPPLIED BY
BUILDER
AT A HEIGHT
OF 8'-1
ABOVE FINISHED
FLOOR
KX
INDICATES LOAD BEARING WALL
KX
00<
REQUIRED BY
TRUSSES
SUPPLIED BY
BUILDER
AT A HEIGHT
OF 11'-1
ABOVE FINISHED FLOOR r
A
I V L fi
WITH CRANE OPERATOR
HANGER SCHEDULE
USE HUS26 for 2x4 U46 for 42 EXCEPT AS SHOWN
CARRIED
TRUSS
CARRIER
TRUSS
HANGER ID
TOTAL HANGER COUNT=
u REPRESENTS A HAIvr;FR
upset=1/4" heel=4 3/16"
SQUARE CUT END
2 x 4 Top Chord
WALL HEIGHT 8'-1"
TYPICAL END DETAIL
I
m
a t--
Vm
ALL I?M = N Nw%
U9 bVALL MLE`."1""'M""'Aff'h
A M"',
D ,. ,I
ki
N ADVANCE FOR
A SPREADER
3— 4"
28'
22' 2,
11
12'— 4"
13'-4"
SEAT PLATES BY CHAMBERS
Vol D
Without
Fabrication Agreement
or
Job Site Warning
Covering This Text
End Condition in ENG: SQUARE
70.7/70.3 MITEK 4.0
CRITERIA
1BLE
REDUCDESIGN
PERDESIGN
County
CO CODE SUCH ASITERIA SBC 1604.E
INDIAN RIVER
Building Department
SEBASTIAN
Wind Design Criteria
ASCE 7-98
Wind Design Method
Main Wind Force Resisting
Roofing Material
Shingle or Shake
Loading in PSF
Roof R.D.L.
Top Chord Live
20
Top Chord Dead
7 4.2
Bottom Chord Live
0
Bottom Chord Dead
10 3
TOTAL Load
37 7.2
Duration Factor
1.25
Wind Speed
140mph
Top Chord C.B.
Sheeting by builder.
Bottom Chord C.B.
Sheeting by builder.
Highest Mean Height
30'-0"
Building Type
ENCLOSED
Building Category
II: Non Restrictive
Exposure Category
B: URBAN/SUBURBAN
Miles from Ocean
4
Conformsto Florida
Building Code 2001
R.D.L.=Restraining Dead
Load C.B.=Continuous Bracing
Verify DESIGN CRITERIA shown above with the
building department
and your engineer.
Design Criteria is the responsibility of the
Building Designer and/or Engineer of Record.
Chambers Truss Inc.
Drawing Name: 59028
Scale: 1 /4 =
1'
110 total trusses, 44 different trusses.
MI 4: RLC ACAD: RLC Reviewed By:
Date: 04/05/04
FOR
TOZZOLO BROTHERS CONST.
DESCRIPTION:
LOTS 37
PAGE 1 of 1 CUSTOMER INITIALS
EACH PAGE
59028