HomeMy WebLinkAboutREVISED TRUSSCUTThis document has been electronically signed
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h.Ns r a� / ALPINE
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�••`` 04�;I AN RW COMPANY
No 70773
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STATE OF
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1111111
COA#0-278
Alpine, an ITW Company
6750 Forum Drive, Suite 305
Orlando, FL 32821
Phone:(800)755-6001
www.alpineitw.com
Site Information:
I Page 1:
Customer: Central Florida Truss, Inc.
Job Number: G8265 Re air
Job Description:
Address:
Job Engineering Criteria:
Design Code: FBC 7th Ed. 2020 Res IntelliVIEW Version: 21.01.00A
JRef#: 1X607610020
Wind Standard: ASCE 7-16 Wind Speed (mph): 170 Design Loading (pso: 37.00
Building Type: Closed
This package contains general notes pages, 4 truss drawing(s) and 1 detail(s).
Item
Drawing Number
Truss
1
180.21.1741.31043
T14 Rep
3
180.21.1742.02490
T42 Rep
5
160TL
Item
Drawing Number
Truss
2
180.21.1741.54433
T15 Rep
4
180.21.1742.09467
T43 Rep
Florida Certificate of Product Approval #FL1999 Printed 6/30/2021 9:06:58 AM
General Notes
Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities:
The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1,
Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate
Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design
Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and
dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to
independently verify the accuracy or completeness of the information provided by others and may rely on that information
without liability. The responsibility for verification of that information remains with others neither employed nor controlled
by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page
listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component
designs and not for the technical information furnished by others which technical information and consequences thereof
remain their sole responsibility.
The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in
accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and
loads for each truss component match those required by the plans and by the actual use of the individual component, and
for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any
additional factors required in the particular application. Truss components using metal connector plates with integral teeth
shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to
exceed 19% and/or cause corrosion of connector plates and other metal fasteners.
The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set
forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss
component design loads, inspection of the truss components before or after installation, the design of temporary or
permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear
walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the
foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports,
installation of the truss components, observation of the truss component installation process, review of truss assembly
procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in
the installation of the truss components and/or its connections.
This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic
file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request.
Temporary Lateral Restraint and Bracing:
Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2,
B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or
other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these
drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to
and may not be relied upon for the temporary stability of the truss components during their installation.
Permanent Lateral Restraint and Bracing:
The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of
the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of
BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional.
These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building
stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building
Designer.
Connector Plate Information:
Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations,
gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60.
Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at
www.icc-es.ora.
Fire Retardant Treated Lumber:
Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all
stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special
handling care must be taken to prevent breakage during all handling activities.
Page 1 of 3
General Notes (continued)
Key to Terms:
Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed
information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be
found in calculation sheets available upon written request.
BCDL = Bottom Chord standard design Dead Load in pounds per square foot.
BCLL = Bottom Chord standard design Live Load in pounds per square foot.
CL = Certified lumber.
Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot.
FRT = Fire Retardant Treated lumber.
FRT-DB = D-Blaze Fire Retardant Treated lumber.
FRT-DC = Dricon Fire Retardant Treated lumber.
FRT-FP = FirePRO Fire Retardant Treated lumber.
FRT-FL = FlamePRO Fire Retardant Treated lumber.
FRT-FT = FlameTech Fire Retardant Treated lumber.
FRT-PG = PYRO-GUARD Fire Retardant Treated lumber.
g = green lumber.
HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches.
HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep
adjustment.
HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds.
Ic = Incised lumber.
FJ = Finger Jointed lumber.
L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value.
L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the
referenced panel point. Reported as 999 if greater than or equal to 999.
Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection.
Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases.
Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases.
Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases.
NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot.
PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds.
PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds
PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds.
PP = Panel Point.
R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc).
-R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc).
Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the
indicated location (Loc).
RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic)
load cases, at the indicated location (Loc).
Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
identified location (Loc).
TCDL = Top Chord standard design Dead Load in pounds per square foot.
TCLL = Top Chord standard design Live Load in pounds per square foot.
U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
indicated location (Loc).
VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in
inches.
VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and
maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment.
VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load.
VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment.
W = Width of non -hanger bearing, in inches.
Refer to ASCE-7 for Wind and Seismic abbreviations.
Uppercase Acronyms not explained above are as defined in TPI 1.
Page 2 of 3
References:
1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org.
2. ICC: International Code Council; www.iccsafe.ora.
3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO
63045; www.alpineitw.com.
4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org.
5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com.
Page 3 of 3
SEQN: 17825 SPEC Ply: 1 Job Number: G8265 Repair Cust: R 761 JRef:1X607610020 T48
FROM: Oty: 1 DrwNo: 180.21.1741.31043
Truss Label: T14 Rep AK / FV 06/27/2021
z77
27*7 ,19'¢•s
8'
5' 6'1' 9'8'8 13'1'S 17*9'11 19'
5 3'55 375 34'15 1 4'8'6 1'2'
-4X4
12 D
5 �
c4
ro m4X8 (-) o5eX5
a
F
WM
=4X4 s12X8X1/2'(G1)
,G H
1W6x112'(G1)
2.5 0
12 1111.5X3
19'8'8
2'Q'3 7711 T6'113'3'11 4'8'6
2'S'71 6 17'117 19•
5 I;8' �,s
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udell U#
Gravity Non -Gravity
TCDL: 7.00
Speed: 170 mph
Pf: NA Ce: NA
VERT(LL): 0.063 M 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00
Enclosure: Closed
Risk Category: II
9 �'�
Lu: NA Cs: NA
: VERT CL 0.119 M 999 240
( )
P 738 /- /- /388 /433 /121
BCDL: 10.00
EXP: C Kzt: NA
Snow Duration: NA
HORZ(LL): -0.016 I - -
I 734 /- /- /340 /439 /-
Des Ld: 37.00
Mean Height: 15.00 ft
HORZ(TL): 0.030 1 -
Wind reactions based on MWFRS
NCBCLL: 10.00
TCDL: 4.0 psf
Building Code:
Creep Factor: 2.0
P Brg Width = 3.5 Min Req = 1.5
Soffit: 2.00
BCDL: 4.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.380
! Brg Width = - Min Req = -
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.519
Bearing P is a rigid surface.
Spacing: 24.0 "
P 9�
C&C Dist a: 3.00 ft
Re Fac: Yes
P
Max Web CSI: 0.397
Members not listed have forces less than 375#
Loc. from endwall: Any
FT/RT:20(0)/5(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate T ype (s)
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 21.01.00A.0324.17
A - B 699 -1433 D - E 623 -1042
Wind Duration: 1.60
WAVE
Truss repaired to at right end vertical, relocate
and modify bearing as shown.
Refer to drawings 119.21.1636.06447 for
lumber, plates, and other data not listed here.
Note: Prior to and during the repair operation,
this truss and any supported spans must be
temporarily braced and shored. The design
and positioning of this bracing and shoring
to be designed by Building Designer.
W 13: Field applied 2x4 SP#2 (or better), cut to fit
tight member.
Additional Notes
(G1) Gusset Plates are
1/2" APA RATED SHEATHING, 32/16, EXP 1 or 2.
Apply gusset to each face of truss and attach with evenly
distributed 0.113"x2.0" Nails specified in
circles. Hatched lines indicate portions on gussets
protruding outside of the perimeter of the truss that may
be trimmed flush with the truss profile.
Minimum Nail/Screw Spacing Requirements Based on
ANSI/AF&PA NDS-2001:
End Distance 1-3/4" Edge Distance 5/8"
Spacing Between Rows 5/8" Spacing in a Row 1-3/4"
Maximum Number of Rows for Member Size:
2x4 4 Rows
+++PROVIDE HANGER CONNECTION TO RESIST
REACTION IN THE VERTICAL DIRECTION.
DESIGN AND CONNECTION TO BE FURNISHED
BY BUILDING DESIGNER.
NOTE: NOTCH PLYWOOD GUSSET TO
ACCOMODATE HANGER CONNECTION.
pADO
NN
No 70773
STATE OF ; �LU
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//lllllll\1\
06/30/2021
B - C 875 -1700 E - F 306 - 509
C - D 621 -1047 F - G 288 -485
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
N - M 1218 - 774 L - K 1270 - 751
M - L 1266 - 753
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
A - N
1459 -782
M - E
282
-423
P - A
459 - 838
E - K
503
- 861
N - B
494 -806
F - K
329
-412
N - C
428 -104
K - G
1187
- 704
D - M
584 - 296
G - J
355
- 609
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT— FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusspes requiretreme care in fabricating, handlin shi�ping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
ing
Com orient Safe Information, b TPI anr7 SBCA) fo'r sa ety practices prior to performthese functions. Installers shall provide temporary
bracing er BCSI. Unless noted oherwise, top chord shall have roper) attached structural sheathing and bottom chord shall have a properly
attache rigid ceiling Locations shown for permanent Ipateral resi°aint owebs shall have bracinfq installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face oT truss and osition as shown above and on the Join Details, unless noted otherwise. f�efer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE
Alpine, a division of ITW BuildinggComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the *" ,�,�,,
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracing4 of trusses. A seal on this drawing or cover pa qa 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine:. al ineitw.com' TPI: t inst.or • SBCA: sbcindustry.com; ICC: iccsafe.om: AWC: awc.ora Orlando FL, 32821
�ROM:
QN: 17830 SPEC Ply: 1 Job Number: G8265 Repair Cust:R761 JRef:1X607610020 T49 Qty: 1 DrwNo: 180.21.1741.54433
Truss Label: T15 Rep AK / FV 06/27/2021
5" 47 9'8"6 15'1"5 19' 19' "6
5" 4'1"15 5'0"15 5'4"15 3'10"11 8'
12 =4X4
5 p C
A XB :5gX5=5X151.5X4=12X18X1/2"(G1)
11
D E Cq) Q F G =4X5
12X8X1/2"(G1) =4X4
3'10"7
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Sid: ASCE 7-16
TCDL: 7.00
Speed: 170 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
Des Ld: 37.00
EXP: C Kzt: NA
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.0 psf
Soffit: 2.00
BCDL: 4.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Truss repaired to at right end vertical, relocate
and modify bearing as shown.
Refer to drawings 119.21.1636.06697 for
lumber, plates, and other data not listed here.
Note: Prior to and during the repair operation,
this truss and any supported spans must be
temporarily braced and shored. The design
and positioning of this bracing and shoring
to be designed by Building Designer.
W 11: Field applied 2x4 SP#2 (or better), cut to fit
tight member.
+++PROVIDE HANGER CONNECTION TO RESIST
REACTION IN THE VERTICAL DIRECTION.
DESIGN AND CONNECTION TO BE FURNISHED
BY BUILDING DESIGNER.
NOTE: NOTCH PLYWOOD GUSSET TO
ACCOMODATE HANGER CONNECTION.
4 4
2 1 y,tn
4 4 w -}
W11
=3X8 1111.5X4 4 J=_5X5 q 4)
12x24x1/2"(G1) 1� „{ 4 1 ry �WV
1111.5X3 ++
�2'-=12X12X1/2"(G1)
2.5 0
12
- 19'8"6 --
5'4"7
9'8"6
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/O(0)
Plate Type(s):
6'3"1 TO'
15117 i 19'
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.115 D 999 360
VERT(CL): 0.215 D 999 240
HORZ(LL): 0.036 H - -
HORZ(TL): 0.067 H
Creep Factor: 2.0
Max TC CSI: 0.425
Max BC CSI: 0.625
Max Web CSI: 0.477
Ver: 21.01.00A.0324.17
Additional Notes
(G1) Gusset Plates are
1/2" APA RATED SHEATHING, 32/16, EXP 1 or 2.
Apply gusset to each face of truss and attach with evenly
distributed 0.113"x2.0" Nails specified in
circles. Hatched lines indicate portions on gussets
protruding outside of the perimeter of the truss that may
be trimmed flush with the truss profile.
Minimum Nail/Screw Spacing Requirements Based on
ANSI/AF&PA NDS-2001:
End Distance 1-3/4" Edge Distance 5/8"
Spacing Between Rows 5/8" Spacing in a Row 1-3/4"
Maximum Number of Rows for Member Size:
2x4 4 Rows
EN8F •����i
i
1 _ No 70773
_ ?y' STATE OF % tt/
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//lllllll\`\
06/30/2021
8"
19' "6
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
O 738 /- /- /352 /440 /86
H 735 /- /- /344 1432 /-
Wind reactions based on MWFRS
O Brg Width = 3.5 Min Req = 1.5
H Brg Width = - Min Req = -
Bearing O is a rigid surface.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 950 -1645 D - E 1090 -1880
B - C 709 -1203 E - F 1066 -1839
C - D 704 -1204
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
M-L 1741 -1016 K-J 1882 -1091
L-K 1904 -1115
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
A - M
1557 - 885
L - D
548 - 860
O - A
571 - 905
E - J
224 - 395
M - B
379 - 491
J - F
1943 -1124
B - L
451 - 700
F - I
342 - 493
C - L
553 - 233
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT— FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, byy TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable Apply lates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ,4 LP N E
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. 1"1
Alpine, a division of ITW Buildinh1Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the r a„Rw�oE
truss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracingq of trusses. A sea! on this drawin or cover pa a 6750 Forum Drive
listing this drawin indicates acceptance of professional en ineering responsibilittyv solely for the design shown. The suitability and use of Phis
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t nst.org; SBCA: sbcindustry.com: ICC: iccsafe.ora: AWC: awc.oro Orlando FL, 32821
SEQN: 17864 SPEC Ply: 1 Job Number: G8265 Repair Cust: R761 JRef:1X607610020 T51
FROM: Qty: 1 DrwNo: 180.21.1742.02490
Truss Label: T42 Rep AK / FV 06/27/2021
1qT "2
5"
4'
18'11'
12'8"10 14'10"151
16'11"1a
'10 +
3'9"10 + 2'2"5 r
0
=4X4
D
T 12
T
5 I%
�a1.5X4
�k3X8
0
C
E
5X5
=4X7 (++)
P
a
F
G to
H o
ZD A
1
1 81'
K J
=5X5 =-5X5 =3X4
I
III1.5X4
=2X4(A7)
=3X8
a 2.5
Remove 12
Bearing
17'5"2
8'11"
3'11'6 i 1'0"�
1'9'3
12'10"6 13'10�'15
i6'11'i
� 1'3'8
15'2'7
5"
17 '2
Loading Criteria (psf) Wind Criteria
Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 170 mph
Pf: NA Ce: NA VERT(LL): 0.039 M 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Lu: NA Cs: NA VERT(CL): 0.072 M 999 240
B 715 /- /- /433 /417 /162
BCDL: 10.00 Risk Category: II
Snow Duration: NA HORZ(LL): 0.013 1 - -
H 646 /- /- /311 /387 /-
EXP: C Kzt: NA
Des Ld: 37.00
HORZ(TL): 0.024 1
Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00
Building Code: Creep Factor: 2.0
B Brg Width = 7.6 Min Req = 1.5
TCDL: 4.0 psf
Soffit: 2.00 BCDL: 4.0 psf
FBC 7th Ed. 2020 Res. Max TC CSI: 0.239
H Br Width = 3.5 Min Re 1.5
g q =
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014 Max BC CSI: 0.689
Bearings B & li are a rigid surface.
Members not listed have forces less than 375#
Spacing: 24.0 " C&C Dist a: 3.00 ft
Re Fac: Yes Max Web CSI: 0.245
P
Maximum Top Chord Forces Per Ply (Ibs)
Loc. from endwall: Any
FT/RT:20(0)/5(0)
Chords Tens.Comp. Chords Tens. Comp.
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WAVE VIEW Ver: 21.01.00A.0324.17
B - C 734 -1182 E - F 751 -1269
Lumber
C - D 532 - 881 F - G 609 -1052
Truss repaired to remove internal bearing
D - E 534 -874
Top chord: 2x4 SP #2;
as shown.
Bot chord: 2x4 SP #2;
Webs: 2x4 SP #2;
Note: Prior to and during the repair operation,
Maximum Bot Chord Forces Per Ply (Ibs)
Rt Bearing Leg: 2x6 SP #2;
this truss and any supported spans must be
Chords Tens.Comp. Chords Tens. Comp.
temporarily braced and shored. The design
B - M 1059 -680 L - K 1016 598
Plating Notes
and positioning of this bracing and shoring
(++) - This plate works for both joints covered.
to be designed by Building Designer.
M - L 1001 -680 K - J 1016 -598
707
Purlins
+++PROVIDE CONNECTION TO RESIST
Maximum Web Forces Per Ply (Ibs)
REACTION IN THE VERTICAL DIRECTION.
Webs Tens.Comp. Webs Tens. Comp.
In lieu of structural panels use purlins to brace all flat
DESIGN AND CONNECTION TO BE FURNISHED
TC @ 24" oc.
BY BUILDING DESIGNER. N.
D - M 444 -193 J - G 1086 -625
F-J 365 -571 G-H 480 -724
Wind
Wind loads based on MWFRS with additional C&C
member design.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
F
\ No 70773
ir—
r STATE OF
s`S/ON A%_
COA#0-2 8
06/30/2021
-WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT— FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the AN CO -An
truss in conformance with ANSI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawin or cover pa c7e 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilittyv sole) Tor the design shown. The suitability and use of this Suite 305
drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 S c.2.
For more information see these web sites: Alpine: al ineitw.com TPI: t inst.or ; SBCA: sbcindust .com' ICC: iccsafe.or AWC: awc.or Orlando FL, 32821
SEQN: 17868 SPEC Ply: 1 Job Number: G8265 Repair Cust: R761 JRef:1X607610020 T52
FROM: Qty: 1 DrwNo: 180.21.1742.09467
Truss Label: T43 Rep AK / FV 06/27/2021
4'9"6 8'1 V 12'10"15 16'11"10
4'9"6 4'1"10 + T11"15 T 4VII1
Loading Criteria (psf) Wind Criteria
TCLL: 20.00 Wind Std: ASCE 7-16
TCDL: 7.00 Speed: 170 mph
BCLL: 0.00 Enclosure: Closed
BCDL: 10.00 Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00 Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.0 psf
Soffit: 2.00 BCDL: 4.0 psf
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 " C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP #2;
Webs: 2x4 SP #2;
Rt Bearing Leg: 2x6 SP #2;
Purlins
In lieu of structural panels use pudins to brace all flat
TC @ 24" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
=4X4
D
17'5"2
8'11"
8'11"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/5(0)
Plate Type(s):
WAVE
Bearing 12
3'11"6 T'
12'10"6 15'10"15 1
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): -0.034 C 999 360
VERT(CL): 0.062 K 999 240
HORZ(LL): -0.011 J - -
HORZ(TL): 0.021 J
Creep Factor: 2.0
Max TC CSI: 0.236
Max BC CSI: 0.656
Max Web CSI: 0.140
Ver: 21.01.00A.0324.17
Truss repaired to remove internal bearing
as shown.
Note: Prior to and during the repair operation,
this truss and any supported spans must be
temporarily braced and shored. The design
and positioning of this bracing and shoring
to be designed by Building Designer.
+++PROVIDE CONNECTION TO RESIST
REACTION IN THE VERTICAL DIRECTION.
DESIGN AND CONNECTION TO BE FURNISHED
BY BUILDING DESIGNER.
No 70773
STATE OF ; �4/ `
FtORtVP•"V�2��
COA#0-2 8 /////IIIIII\\\\\
q5"
17 "2
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 715 /- /- /443 /412 /167
G 646 /- /- /310 /393 /-
Wind reactions based on MWFRS
B Brg Width = 7.6 Min Req = 1.5
G Brg Width = 3.5 Min Reg = 1.5
Bearings B & G are a rigid surface.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 721 -1182 D - E 520 - 876
C - D 520 - 882 E - F 294 - 518
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - K 1059 - 718 J -1 1045 - 633
K - J 1012 - 614
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
D - K 443 -179 I - F 622 - 323
E - I 359 - 553 F - G 510 - 771
06/30/2021
—WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for sa shipping,
practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)% attached structural sheathing and bottom chord shall have a properly
attachetl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for s�andard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin,4Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSIPI1, or for handling, shipping,installation and bracing of trusses. A seal on this drawingor cover page
listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabilitand use of is
drawing for any sgIucture is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
ALPINE
CQMPRNY
6750 Forum Drive
Suite 305
Orlando FL, 32821
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ATE OF c�
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ti••��ORN • <c,
COA #0 278
06/29/2021
•
ALPINE
AN nW COMPANY
Alpine, an ITW Company
6750 Forum Drive, Suite 305
Orlando, FL 32821
Phone:(800)755-6001
www.alpineitw.com
Site Information:
page 1:
Customer: Central Florida Truss, Inc.
Job Number: G8265R
Job Descri tion: /GROZA BUILDERS, INC. / /LA TORTUGA-GAM /MARTIRE RESIDENCE
Address: 10210 CARLTON RD., Ft Pierce, FL
Job Engineering Criteria:
Design Code: FBC 7th Ed. 2020 Res IntelliVIEW Version: 20.02.01A
JRef#: 1X607610002
Wind Standard: ASCE 7-16 Wind Speed (mph): 170 Design Loading (pso: 37.00
Building Type: Closed
This package contains general notes pages, 7 truss drawing(s) and 1 detail(s).
Item
Drawing Number
Truss
1
180.21.1113.25690
T16R
3
180.21.1113.29133
T18R
5
180.21.1113.32833
T20R
7
1 180.21.1113.41663
1 T52
Item
Drawing Number
Truss
2
180.21.1113.27377
T17R
4
180.21.1113.30857
T19R
6
180.21.1113.34453
T21 R
8
BRCLBSUB0119
Florida Certificate of Product Approval #FL1999 Printed 6/29/2021 1:39:55 PM
General Notes
Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities:
The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1,
Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate
Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design
Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and
dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to
independently verify the accuracy or completeness of the information provided by others and may rely on that information
without liability. The responsibility for verification of that information remains with others neither employed nor controlled
by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page
listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component
designs and not for the technical information furnished by others which technical information and consequences thereof
remain their sole responsibility.
The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in
accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and
loads for each truss component match those required by the plans and by the actual use of the individual component, and
for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any
additional factors required in the particular application. Truss components using metal connector plates with integral teeth
shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to
exceed 19% and/or cause corrosion of connector plates and other metal fasteners.
The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set
forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss
component design loads, inspection of the truss components before or after installation, the design of temporary or
permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear
walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the
foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports,
installation of the truss components, observation of the truss component installation process, review of truss assembly
procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in
the installation of the truss components and/or its connections.
This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic
file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request.
Temporary Lateral Restraint and Bracing:
Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2,
B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or
other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these
drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to
and may not be relied upon for the temporary stability of the truss components during their installation.
Permanent Lateral Restraint and Bracing:
The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of
the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of
BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional.
These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building
stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building
Designer.
Connector Plate Information:
Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations,
gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60.
Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at
www.icc-es.ora.
Fire Retardant Treated Lumber:
Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all
stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special
handling care must be taken to prevent breakage during all handling activities.
Page 1 of 3
General Notes (continued)
Key to Terms:
Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed
information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be
found in calculation sheets available upon written request.
BCDL = Bottom Chord standard design Dead Load in pounds per square foot.
BCLL = Bottom Chord standard design Live Load in pounds per square foot.
CL = Certified lumber.
Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot.
FRT = Fire Retardant Treated lumber.
FRT-DB = D-Blaze Fire Retardant Treated lumber.
FRT-DC = Dricon Fire Retardant Treated lumber.
FRT-FP = FirePRO Fire Retardant Treated lumber.
FRT-FL = FlamePRO Fire Retardant Treated lumber.
FRT-FT = FlameTech Fire Retardant Treated lumber.
FRT-PG = PYRO-GUARD Fire Retardant Treated lumber.
g = green lumber.
HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches.
HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep
adjustment.
HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds.
Ic = Incised lumber.
FJ = Finger Jointed lumber.
L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value.
L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the
referenced panel point. Reported as 999 if greater than or equal to 999.
Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection.
Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases.
Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases.
Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases.
NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot.
PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds.
PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds
PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds.
PP = Panel Point.
R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc).
-R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc).
Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the
indicated location (Loc).
RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic)
load cases, at the indicated location (Loc).
Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
identified location (Loc).
TCDL = Top Chord standard design Dead Load in pounds per square foot.
TCLL = Top Chord standard design Live Load in pounds per square foot.
U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
indicated location (Loc).
VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in
inches.
VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and
maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment.
VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load.
VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment.
W = Width of non -hanger bearing, in inches.
Refer to ASCE-7 for Wind and Seismic abbreviations.
Uppercase Acronyms not explained above are as defined in TPI 1.
Page 2 of 3
References:
1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org.
2. ICC: International Code Council; www.iccsafe.org.
3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO
63045; www.alpineitw.com.
4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org.
5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com.
Page 3 of 3
SEQN: 21659 SPEC Ply: 2 Job Number: G8265R Cust: R 761 JRef:1X6o7610002 T74
FROM: Qty: 1 IGROZA BUILDERS, INC. / ILA TORTUGA-GAM /MARTIRE RESIDENCE DrwNo: 180.21.1113.25690
Truss Label: T16R SSB / DF 06/29/2021
—� 2 Complete Trusses Required
F 1219.6
r17 7
'9.6 T 8'11" 10.1'15 1T0"4 19'10' 22'T_iz 28'9'1 31'10'i 35'T13 39'4"11 41'10i"
4'9'8 4'1'10 1'11 15 a 7 14 2'9 12 2'9"1 6'1"5 3'0'15 3'9"73 3'B"14 F 2'S•6
TT
a
T
L
12
5 p
=5X5
s5X10(SRS)
D =exe
=6X8
H_-..._.,.__.
=5X5
K
3X5(A1) =3X8 1111.56 x —,..-6X6 _ _ =4X6
_5X8 0 2.5 III5X5
12
41'10"
811" 2'1"11 3'10'6 1'3.15 Ti 5'8"1 3'4'7 4'1"5 525
8'11" 11'0 1 ifi'8.12 18' "11 22'9"�8- 28'S"935'11'5 41'110
12'1 "6 19'11"12 '41,10.
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Sid: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity
TCDL: 7.00 Speed: 170 mph Pf: NA Ce: NA VERT(LL): 0.641 1 780 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 1.201 1 416 240 B 1640 /_ /_ /939 /954 /263
BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.180 O - - O 1569 /- /- /748 /915 /-
Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.337 O Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 0.00 TCDL: 4.0 psf Building Code: Creep Factor: 2.0 B Brg Width = 7.6 Min Req = 1.5
Soffit: 2.00 BCDL: 4.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.717 O Brg Width = - Min Req = -
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Sid: 2014 Max BC CSI: 0.891 Bearing B is a rigid surface.
Spacing: 24.0 " Re Fac: Yes Max Web CSI: 0.481 Members not listed have forces less than 375#
P 9� C&C Dist a: 4.18 ft P
Loc. from endwall: Any FT/RT:20(0)/5(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.01A.1209.11 B - C 1027 -1726 H - I 1780 -3017
Lumber C - D 941 -1605 I - J 2259 -3849
Top chord: 2x4 SP #2;
D - E 946 -1583 J - K 1244 - 2099
Bot chord: 2x4 SP #2; B3 2x4 SP 2250f-1.9E; E - F 1423 -2379 K - L 1238 -2103
Webs: 2x4 SP #2; F - G 2163 -3675 L - M 1760 -3043
We
G - H 2233 - 3788 M - N 1166 - 2022
Nailnote
Nail Schedule:0.128"x3", min. nails Maximum Bot Chord Forces Per Ply (Ibs)
Top Chord: 1 Row @12.00" o.c. Chords Tens.Comp. Chords Tens. Comp.
BotChord: 1 Row @ We 4" o.c. o.c. B - Z 1569 - 938 U - T 4395 -2526
Webs : 1 Row @ o.c.
Use equal spacing between rows and stagger nails Z - Y 2122 -1218 T - S 4397 -2523
in each row to avoid splitting. Y - X 2121 -1218 S - R 3816 - 2191
Hangers /Ties X - W 2432 -1396 R - Q 2710 -1560
W - V 3877 - 2228 Q - P 2508 -1458
(J) Hanger Support Required, by others .w1tMIW4N1t7�yV - U 2716 -1533
Purlins S F(V�••••• e4 Maximum Web Forces Per Ply (Ibs)
In lieu of structural panels use puriins to brace all flat
TC @ 24" oc. o • • ; E •.•• /�� y Webs Tens.Comp. Webs Tens. Comp.
Cj i� Y n
•• ` •� D-Z 1091 -616 U-1 1167 -1971
Wind ✓ Z - E 720 -1169 I - S 337 -575
Wind loads based on MWFRS with additional C&C • No. 648 E - X 465 -268 J - R 1306 -2204
member design. . „ F - X 507 - 819 K - R 1494 - 861
Right end vertical not exposed to wind pressure. • : * F - W 1474 -842 R - L 525 -842
Wind loading based on both gable and hip roof types. W - G 597 -983 L - Q 562 -287
ATE O F •• G - V 388 - 620 M - P 781 -1289
VN • �� V - H 1526 - 899 P - N 2129 -1227
H - U 1188 - 686 N - O 437 - 742
COA #0M^
06/29/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and'SBCA) fo'r safety practices rior to performing these functions. Installers shall provide tempora
bracing per BCSI. Unless noted oytherwise, top chord shall have proper%y attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for Permanent lateral restraint of webs shall have bracing installed per BCSI sections 63, B7 or B10,
as applicable. Appfj lates to each face otruss and position as shown above and on the Join Details, unless noted otherwise. kefer to ALPINE
drawings 160A-Z for sfandard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinggComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the nN nwcotruss in conformance with ANSIlfPI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawin or cover paga 675o Forum Drive
listing this drawingq indicates acceptance of professional engineering responsibilittyy solely for the design shown. The suitability and use of ih!s
drawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. Suite 305
For more information see these web sites' Alpine' alpineitw com' TPI: tpinst org; SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.nra Orlando FL, 32821
SEQN: 21655 HIPS Ply: 1 Job Number: G8265R Cust: R 761 JRef:1X607610002 T10
FROM: Qty: 1 /GROZA BUILDERS, INC. / ILA TORTUGA-GAM /MARTIRE RESIDENCE DrwNo: 180.21.1113.27377
Truss Label: T17R SSB / DF 06/29/2021
4'9"7 8'11"1 1211"14 20'0"11 26'3"3 32'10"15 3 '9"9 41'10"
7 4'1"10 4'0"13 7-0.13 6'2"8 6'7"12 1 10 8'0"7
5 2 '�z1.5X4
T T1
c C (a
a
I T B
1 11 A =1 1051 (SRS)
=3X8(A1) B1 =3X0 4 -5X12
0 2.5
12
41'10"
= 7X8
=5X8 =-3X10 =5X6 =3X4
D E F G H 3X5
3X10(F1)
3'11"5 70"9 6'8"4 6'3"12 1' "2 7'0"9
8'11"1 12'10"6 19'10"15 26'7"3 32'10"15 34' "1 41'1"10
��8"6
'41'10"
Loading Criteria (psf) Wind Criteria
TCLL: 20.00 Wind Std: ASCE 7-16
TCDL: 7.00 Speed: 170 mph
BCLL: 0.00 Enclosure: Closed
BCDL: 10.00 Risk Category: II
Des Ld: 37.00 EXP: C Kzt: NA
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.0 psf
Soffit: 2.00 BCDL: 4.0 psf
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 " C&C Dist a: 4.18 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP 2250f-1.9E; T1 2x4 SP #2;
Bot chord: 2x4 SP 2250f-1.9E; 131 2x4 SP #2;
Webs: 2x4 SP #2;
Bracing
(a) 1x4 "T" reinforcement. 80% length of web
member. Same species & grade or better, attached
with 8d Box or Gun (0.113"x2.5",min.)nails @ 6" oc.
or (1) continuous lateral restraint equally spaced on
member.
Hangers / Ties
(J) Hanger Support Required, by others
Purlins
In lieu of structural panels use pudins to brace all flat
TC @ 24" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/5(0)
Plate Type(s):
D@fl/t:SI Criteria
PP Deflection in loc Udell U#
VERT(LL): 0.876 F 569 360
VERT(CL): 1.642 F 303 240
HORZ(LL): 0.306 K - -
HORZ(TL): 0.574 K
Creep Factor: 2.0
Max TC CSI: 0.849
Max BC CSI: 0.917
Max Web CSI: 0.861
VIEW Ver: 20.02.01A.1209.11
1p,S FL�C�''°'►,t�
O . •' �GENsF'•�.;LG' y4
•
i
No. 648
1 � i
% STATE OF ill.
f�.��.•:�LnnO R1�P•����c'
COA #V
06/29/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
—IMPORTANT— FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
the latest edition of BCSI (Building
Installers shall provide temporary
bottom chord shall have a properly
)er BCSI sections B3, B7 or B10,
iless noted otherwise. Ffefer to
fi
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1636 /- /- /961 /963 /181
J 1575 /- /- /878 /925 1-
Wind reactions based on MWFRS
B Brg Width = 7.6 Min Req = 1.9
J Brg Width = - Min Req = -
Bearing B is a rigid surface.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 2081 - 3444 F - G 4245 - 7129
C - D 1902 - 3187 G - H 3926 - 6605
D - E 2319 - 3734 H - 1 3109 - 5170
E - F 4223 - 7106 1-1 3367 - 5833
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - P 3131 -1840 M - L 4828 - 2660
P - O 2902 -1578 L - K 5172 - 2922
O - N 3827 -2143 K - J 5398 - 3040
N - M 6671 - 3757
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
D-O
1150 -713
M-H
1889 -1108
E - O
946 -1447
H - L
974 - 613
E - N
3546 - 2003
L - I
588 - 773
N - G
487 - 381
1 - K
915 - 446
G - M
437 - 520
iision of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
formance with ANSI Q PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawin or cover pa e
rawinqu indicates acceptance of professional en spring responsibilittyv solely Tor the design shown. The suitability and use of this
any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
ALPINE
For
AN co-
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 21652 HIPS Ply: 1 Job Number: G8265R Cust: R761 JRef:1X607610002 T42
FROM: City 1 /GROZA BUILDERS, INC. / /LA TORTUGA-GAM /MARTIRE RESIDENCE DrwNo: 180.21.1113.29133
Truss Label: T18R SSB / DF 06/29/2021
T
0
A
3X8(A1)
�1
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 2.00
Load Duration: 1.25
Spacing: 24.0 "
5'11"3 10'11"1 12'8"10 1T4"11 22'0"11 2633 30'10"15 36'6"1 41'10"
5'11"3 4'11"14 1'9" 4'8"1 4'8"1 4'2"8 47"12 5'7"2 5'3"15
19 -IVA
1111.5X4
=5X8 =3X8 =5X6 =3X4 =eXe
D E F G H I
131 =3X4=_5X10 a 25
III1.5X4 12
C111111 i
7 5'1"10 1'11"5 9'0"9 4'7"12 4'2"8 1'3"14 4'6"12 4'S"13
5'97 10'11"1 12'1 "6 21'10"15 26-6"11 30'9"3 32' "1 36'7"13 41'1"10
�8"6
' 41.10"
Wind Criteria
Wind Std: ASCE 7-16
Speed: 170 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.0 psf
BCDL: 4.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 4.18 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP 2250f-1.9E; T1 2x4 SP #2;
Bot chord: 2x4 SP 2250f-1.9E; B1 2x4 SP #2;
Webs: 2x4 SP #2;
Bracing
(a) 1x4 "T" reinforcement. 80% length of web
member. Same species & grade or better, attached
with 8d Box or Gun (0.113"x2.5",min.)nails @ 6" oc.
or (1) continuous lateral restraint equally spaced on
member.
Purlins
In lieu of structural panels use purlins to brace all flat
TC @ 24" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
o,w Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Gravity Non -Gravity
NA Ce: NA
VERT(LL): 0.659 G 757 360
Loc R+ / R- / Rh / Rw / U / RL
NA Cs: NA
VERT(CL): 1.229 G 405 240
B 1634 /- /- /980 /960 /230
)w Duration: NA
HORZ(LL): 0.280 M - -
K 1637 /- /- /969 /965 /-
HORZ(TL): 0.523 M
Wind reactions based on MWFRS
Iding Code:
Creep Factor: 2.0
B Brg Width = 7.6 Min Req = 1.9
7th Ed. 2020 Res.
Max TC CSI: 0.780
K Brg Width = 7.6 Min Req = 1.5
Std: 2014
Max BC CSI: 0.852
Bearings B & K are a rigid surface.
Fac: Yes
Max Web CSI: 0.582
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
RT:20(0)/5(0)
Chords Tens.Comp. Chords Tens. Comp.
to Type(s):
EVE HS
VIEW Ver: 20.02.01A.1209.11
B - C 2016 -3446 G - H 3536 -6010
C - D 1837 - 3020 H - 1 3282 - 5534
D - E 1903 - 3033 I - J 3244 - 5672
E - F 1898 - 3028 J - K 3293 - 5705
F - G 3524 - 5997
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - T 3125 -1753 P - O 4669 - 2484
T - S 3122 -1755 O - N 4666 - 2485
S - R 2737 -1453 N - M 5317 - 3003
R - Q 4413 - 2428 M - K 5266 - 2968
Q - P 5586 - 3024
rYlmulfffj� Maximum Web Forces Per Ply (Ibs)
Ott m�< Webs Tens.Comp. Webs Tens. Comp.
(e�S Ft�%, C - S 337 - 429 Q - H 500 - 257
V ... .
Q •••• °^•• �fL'�y D-R 758 -398 H-P 348 -483
O%i•° ��E�Ya��••o• �y �r R-F 1093-1817 P-1 1018 -593
//• �, o F - Q 1976 -1002 I - N 1327 - 712
•
No. 648
ATE OF roc
• ,• kr
06/29/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, b TPI an fabricating, fo'r safety practices rior to performing these functions. Installers shall provide temporary
bracing er BCSI. Unless noted otherwise, top chord shall have proper%% attached structural sheathing and bottom chord shall have a proprly
attache�ri id ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply lates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Ffefer to ALPINE
drawings 160A-Z for sfandard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the *H RW NMiANY
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracingq of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional en meenng responsibilitt%� solely -for the design shown. The suitability and use of Phis Suite 305
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com TPI: t inst.or • SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 21649 HIPS
Ply: 1
Job Number: G8265R
Cust: R761 JRef:1X607610002 T39
FROM:
Qty: 1
/GROZA BUILDERS, INC. I /LA TORTUGA-GAM /MARTIRE
RESIDENCE
DrwNo: 180.21.1113.30857
Truss Label: T19R
SSB / DF 06/29/2021
6'10"13
'12'11"1
18'5" 23'10"15
28'10"15 2 '9"9
35'6"1 41'10"
6'10"13
6'0"4
5'5"15 5'5"15
5' 1 10
5'8"8 6'3"15
=5DX8
1111.5X4 =3F5
5X8
4X5
G
12
"
T
5
p
T
3C4
(a)
ZZ
3X4
I
T
T3
1
O
N M
O
za•io B
A
=H0514
—H0510
=4X5
J
�i
=4X8
K
B1 R
1111: X4
=3X8(A1)
Q
1111.5X4
=5X6
a 2.5
=3X10(F1)
12
41'10"
6'9"1
6'1 "5
5'6"10 5'5"15
5' 1' "2
5'6 "12 5'5"l3
6'9"1
12'10"6
18'5" 2310"15
28'10"l5 30 "1
�1 �
13
35'7"41'1"10
sn„
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00
Speed: 170 mph
Pf: NA Ce: NA
VERT(LL): 0.629 O 792 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00
Enclosure: Closed
Risk Category: II
9 �'�
Lu: NA Cs: NA
: VERT CL 1.174 O 424 240
( )
B 1635 /- /- /995 /959 /266
BCDL: 10.00
EXP: C Kzt: NA
Snow Duration: NA
HORZ(LL): 0.284 L - -
J 1638 /- /- /984 /963 /-
Des Ld: 37.00
Mean Height: 15.00 ft
HORZ(TL): 0.531 L
Wind reactions based on MWFRS
NCBCLL: 10.00
TCDL: 4.0 psf
Building Code:
Creep Factor: 2.0
B Brg Width = 7.6 Min Req = 1.9
Soffit: 2.00
BCDL: 4.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.845
J Brg Width = 7.6 Min Req = 1.5
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.855
Bearings B & J are a rigid surface.
Spacing: 24.0 "
C&C Dist a: 4.18 ft
Rep Fac: Yes
Max Web CSI: 0.653
Members not listed have forces less than 375#
Loc. from endwall: Any
FT/RT:20(0)/5(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 20.02.01A.1209.11
B - C 1995 -3420 F - G 3026 -5107
Wind Duration: 1.60
WAVE HS
Top chord: 2x4 SP #2; T3 2x4 SP 2250f-1.9E;
Bot chord: 2x4 SP 2250f-1.9E; B1 2x4 SP #2;
Webs: 2x4 SP #2;
Bracing
(a) 1x4 "T" reinforcement. 80% length of web
member. Same species & grade or better, attached
with 8d Box or Gun (0.113"x2.5",min.)nails @ 6" oc.
or (1) continuous lateral restraint equally spaced on
member.
Purlins
In lieu of structural panels use purlins to brace all flat
TC @ 24" oc.
D - E 2334 - 3794
H - 1
3128 - 5494
E - F 2332 - 3791
I - J
3330 - 5822
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords
Tens. Comp.
B - R 3095 -1723
O - N
4468 -2298
R - Q 3092 -1724
N - M
4923 - 2579
Q - P 2655 -1369
M - L
5419 - 3023
P - O 5226 - 2743
L - J
5384 - 2997
Maximum Web Forces
Per Ply (Ibs)
Webs Tens.Comp.
Webs
Tens. Comp.
Wind
y�►••- L+ Ft •rye
[`�7 •7 f
C - Q
D - P
1522 - 824
522 - 824
G - N
N - H
861
1861
-789 391
/��I-"'++y
-1391
Wind loads based on MWFRS with additional C&C
member design.
•••"'"•rn 1j�AI�4y
. .• .ii// �
j E Ns •.• /1
P-F
O - G
881 -1669
753 -452
H-M
M - 1
1247
378
-647
405
Wind loading based on both gable and hi roof ty es
O ••• �t
•• '. �7
F - O
750 -267
-
•
No. 648
-
iIk ' ; it
ATE OFc�
• Z 01R%'Q.aft
00
COA #
o01t •►
06/29/202
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT— FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
rrusses require extreme care in fabricating,handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
'omponent Safety Information, by TPI anSBCA) r saiPety practices prior to performing these functions. Installers shall provide tempora
,racing per BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly
Mc rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinQ installed per BCSI sections B3, B7 or B10.
as applicable. Appfy fates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. f#efer to
irawings 160A-Z for sgandard plate positions. Refer to job's General Notes page for additional information.
4lpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
.russ in conformance with ANSIl7 PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawin or cover pa e
fisting this drawing indicates acceptance of professional engineering responsibility solelygor the design shown. The suitability and use of ibis
hawing for any sgructure is the responsibility of the Building Designer per ANSIRI 1 Sec.2.
ALPINE
AN COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
3X4
F
SEQN: 21647 HIPS Ply: 1 Job Number: G8265R Cust: R 761 JRef1X607610002 T41
FROM: Qty: 1
GROZA BUILDERS, INC. / /LA TORTUGA-GAM /MARTIRE RESIDENCE DrwNo: 180.21.1113.32833
Truss Label: T20R SSB / OF 06/29/2021
6'10"13 + 12'10"6 + 14'1.1.1 20'6"12 + 26'10"15 .�27�'11"5 34'6"1 41'10"
6'10"13 5'11"9 2'0""11 5'7"11 6'4"3 1'0"6 6'6"12 7'3"15
= 5X8
3p4
12
5 p
3X4
C
1.$X4 =6X6 Jxv 2.5
12
41'10"
6X6
ICII1.5X4
H
-
6'1"5 2'0"j1
5'4"3 5'7"11 2'2"2
T +
6'6"12 _i_ 6'5"13 1'
1 12'10"6
14'1 "1
20'3"4 25'10"15 28'1 1
34'7"13 41'1"10
8�6 "
41'10"
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf
in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA
CAT: NA
PP Deflection in loc Udefl L/#
Gravity Non -Gravity
TCDL: 7.00
Speed: 170 mph
Pf: NA
Ce: NA
VERT(LL): 0.581 H 857 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 1.086 H 458 240
B 1636 /- /- /1004 /957 /302
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.281 L - -
J 1639 /- /- /994 /961 /-
Des
EXP: C Kzt: NA
HORZ TL : 0.525 L
( )
Wind reactions based on MWFRS
.00
NCBCLL: 10.00
Mean Height: 15.00 ft
Building Code:
Creep Factor: 2.0
B Brg Width = 7.6 Min Req = 1.9
Soffit: 2.00
TCDL: 4.0 psf
BCDL: 4.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.818
J Brg Width = 7.6 Min Req = 1.5
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.873
Bearings B & J are a rigid surface.
Members not listed have forces less than 375#
Spacing: 24.0 "
C&C Dist a: 4.18 ft
Rep Fac: Yes
Max Web CSI: 0.587
Maximum Top Chord Forces Per Ply (Ibs)
Loc. from endwall: An Y
FT/RT:20(0)/5(0)
Chords Tens.Comp. Chords Tens. Comp.
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WAVE HS
VIEW Ver: 20.02.01A.1209.11
B - C 1991 -3423 F - G 2543 -4322
Lumber
C - D 1750 - 2868 G - H 3092 - 5233
D - E 1799 -2818 H - 1 2954 -5238
Top chord: 2x4 SP #2;
T3 2x4 SP 2250f-1.9E;
E - F 2154 -3484 I - J 3346 -5890
Bot chord: 2x4 SP #2;
B3,134 2x4 SP 2250f-1.9E;
Webs: 2x4 SP #2;
Maximum Bot Chord Forces Per Ply (Ibs)
Purlins
Chords Tens.Comp. Chords Tens. Comp.
In lieu of structural panels use purlins to brace all flat
B - R 3098 -1718 O - N 3618 -1834
TC @ 24" oc.
R - Q 3095 -1720 N - M 4250 - 2121
Wind
Q - P 2643 -1363 M - L 5479 - 3027
P - O 2638 -1309 L - J 5453 - 3007
Wind loads based on MWFRS with additional C&C
member design.
Maximum Web Forces Per Ply (Ibs)
Wind loading based on both gable and hip roof types.
Webs Tens.Comp. Webs Tens. Comp.
00WK t1F1L*
C - Q 428 - 573 N - G 383 -129
,r
Q F
E - G - M 1327 -1023
1577 -
�v7 f-'`
`
.••'`••"��, f ��
F
O - F 577 - 875 H - M 327 - 377
O�� 875
F-N 984 -428 M-1 520 -743
O o•• �GENyF .••, G' ,
No. 648 't
ATE OF c
O.c��••:rL O R10P•���
•aaa �. N
COA #TONAL.
06/29/2021
**WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an fabricating,
r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin� installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. ,,or
to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the pH,,.�,Co,*,a,�
truss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawin or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solely.1or the design shown. The suitability and use of i�1is Suite For
drawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2.305
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.or • AWC: awc.orq Orlando FL, 32821
SEQN: 21645 HIPS Ply: 1 Job Number: G8265R Cust: R761 JRef:1X607610002 T40
FROM: Qty: 1 /GROZA BUILDERS, INC. / /LA TORTUGA-GAM /MARTIRE RESIDENCE DrwNo: 180.21.1113.34453
Truss Label: T21R SSB / DF 06/29/2021
6'10"7 12'10"6 16'111 24'10"15 29'9"9
6'10"7 5'11"15 4'0"11 71'1"14 4'10"10
= 5X6
=5X8 1111.5X4
E F G
12
41'10"
35'6"7 + 41'10"
5'8"14 6'39
T55
P9 V
K
3X10(F1)
4'0"11 6'11"14 62"2 5'6"12 5'S"13
8'9"1 12'10"6 16'11"1 23'10"15 30'1"1 357"13 41'1"10
6
��6"
41.10"
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00
Speed: 170 mph
Pf: NA Ce: NA
VERT(LL): 0.536 M 929 360
Loc R+ / R- / Rh / Rw / U / RL
B 1632 /- /- /1008 /956 /338
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 1.001 M 498 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.260 L - -
J 1635 /- /- /997 /960 /-
Des Ld: 37.00
EXP: C Kzt: NA
ei
ei
Mean Height: 15.00 It
0.485 L - -
Wind reactions based on MWFRS
NCBCLL: 10.00
TCDL: psf
Building Code:
Building
Creep Factor: 2.0
B Brg Width = 7.6 Min Req = 1.9
Soffit: 2.00
BCDL: 4.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.941
J Brg Width = 7.6 Min Req = 1.5
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.854
Bearings B & J are a rigid surface.
Spacing: 24.0 "
C&C Dist a: 4.18 ft
Rep Fac: Yes
Max Web CSI: 0.598
Members not listed have forces less than 375#
Loc. from l: Any
FT/RT:ype(s
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Cpi:end0.
Plate Type(s): :
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 20.02.01A.1209.11
B - C 1986 -3413 F - G 2072 -3365
C - D 1746 -2861 G - H 2O23 -3424
Wind Duration: 1.60
WAVE HS
Lumber
Top chord: 2x4 SP #2;
B t h d 2 4 SP 42
T4,T5 2x4 SP 2250f-1.9E;
B3 64
D - E 1749 - 2786 H - 1 3114 - 5487
E - F 2063 -3357 I - J 3318 -5811
SP 22 o c or . x 2x4 50f-1.9E,
Webs: 2x4 SP #2;
Bracing
(a) 1x4 "T" reinforcement. 80% length of web
member. Same species & grade or better, attached
with 8d Box or Gun (0. 1 13"x2.5",min.)nails @ 6" oc
or (1) continuous lateral restraint equally spaced on
member.
Purlins
In lieu of structural panels use pudins to brace all flat
TC @ 24" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
a
pN
NS Ftfir NENo. 648
STATE OF
4 �• A% OR,pP�.*�ytc,
` I�IVAl
COA #
06/29/2021
**WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT*" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
the latest edition of BCSI (Building
Installers shall provide temporary
bottom chord shall have a properly
)er BCSI sections B3, B7 or B10,
iless noted otherwise. Refer to
vision of ITW Buildi $Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
iformance with ANSI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawin or cover pa e
frawing indicates acceptance of professional ancLmeenng responsibilitysolely for the design shown. The suitability and use of gs
any sgructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - Q 3089 -1714 N - M 4912 - 2570
Q - P 3085 -1716 M - L 5409 - 3010
P - O 2643 -1362 L - J 5373 - 2986
O - N 2603 -1247
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - P 425 - 561 N - H 1210 -1986
E - N 997 -487 H - M 1283 -617
N - G 1269 - 765 M - 1 360 - 389
ALPINE
1N-COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEON: 21667 SPEC Ply: 2 Job Number: G8265R Cust: R 761 JRef:1X607610002 T81
FROM: oty: 1 /GROZA BUILDERS, INC. / /LA TORTUGA-GAM /MARTIRE RESIDENCE DrwNo: 180.21.1113.41663
Truss Label: T52 SSB / DF 06/29/2021
1 -- --< 2 Complete Trusses Required
R
4'2"6 TO"12 8'0"2
4'2"6
o X5 1112X p
12
5 1--
!h
W4 "�
A
G F
=3X4( 1) 1113X8 1111.5 6
=3X5
Loading Criteria (psi) Wind Criteria
TCLL: 20.00 Wind Std: ASCE 7-16
TCDL: 7.00 Speed: 170 mph
BCLL: 0.00 Enclosure: Closed
BCDL: 10.00 Risk Category: II
Des Ld: 37.00 EXP: C Kzt: NA
Mean Height: 15.00 ft
NCBCLL: 0.00 TCDL: 4.0 psf
Soffit: 2.00 BCDL: 4.0 psf
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 " C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2;
Bot chord: 2x6 SP #2;
Webs: 2x4 SP #2; W4 2x6 SP #2;
Nailnote
Nail Schedule:0.128"x3", min. nails
Top Chord: 1 Row @12.00" o.c.
Bot Chord: 2 Rows @ 5.00" o.c. (Each Row)
Webs : 1 Row @ 4" o.c.
Use equal spacing between rows and stagger nails
in each row to avoid splitting.
Special Loads
-(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 55 plf at 0.00 to 55 plf at 2.58
TC: From 28 plf at 2.58 to 28 plf at 7.06
TC: From 55 plf at 7.06 to 55 plf at 8.01
BC: From 10 plf at 0.00 to 10 plf at 8.01
BC: 1575 lb Conc. Load at 0.65
BC: 1569 lb Conc. Load at 2.58
BC: 735 lb Conc. Load at 4.65. 6.65
Purlins
In lieu of structural panels use purlins to brace all flat
TC @ 24" oc.
Wind
Wind loads and reactions based on MWFRS.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
T11"2
4'0"10 3'0'2
4'0"10 TO"12
8;
8'0"2
Snow Criteria (Pg,Pf In PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/5(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): -0.043 G 999 360
VERT(CL): 0.074 G 999 240
HORZ(LL): -0.012 G - -
HORZ(TL): 0.020 G
Creep Factor: 2.0
Max TC CSI: 0.367
Max BC CSI: 0.919
Max Web CSI: 0.334
Ver: 20.02.01 A.1209.11
It is the responsibility of the Building Designer and
Truss Fabricator to review this drawing prior to
cutting lumber to verify that all data,including
dimensions and loads, conform to the architectural
plans/specifications and fabricators truss layout.
•
•
No. 648
• A
a
ATE OF r,
ee
••�eeawN� Cif
COA # ONA%.
06/29/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
H 3214 /- /- /- /1908 /-
E 1797 /- /- /- /1074 /-
Wind reactions based on MWFRS
H Erg Width = 7.6 Min Req = 1.9
E Brg Width = 3.5 Min Req = 1.5
Bearings H & E are a rigid surface.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A - B 1026 -1726
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - G 1604 - 948 G - F 1534 - 908
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
G - B 1305 - 752 B - F 1000 -1690
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, byy TPI anSBCA) for safPety practices rior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properyy attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 63, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin4gComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ,,,,,,,,,Co,,,,aH,.
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawin or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional encLlneering responsibilittyv solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com• ICC: iccsafe.or • AWC: awc.org Orlando FL, 32821
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