379 10th St RES20-0113 Revision PacketDESCRIPTION ACCOUNT QTY PAID
PermitTRAK $50.00
RES20-0113 Address: 379 10TH ST APN: 170090 0010 $50.00
BLDG SUBSEQUENT PLAN REVIEW FEES $50.00
BLDG 2ND PLAN REVIEW FEE 455-0000-322-1006 0 $50.00
TOTAL FEES PAID BY RECEIPT: R13880 $50.00
Printed: Wednesday, October 21, 2020 8:47 AM
Date Paid: Wednesday, October 21, 2020
Paid By: Pinnacle Homes Corp
Pay Method: CREDIT CARD 388194381
1 of 1
Cashier: CG
Cash Register Receipt
City of Atlantic Beach
Receipt Number
R13880
Alpine, an ITW Company
6750 Forum Drive, Suite 305
Orlando, FL 32821
Phone: (800)755-6001
www.alpineitw.com
Site Information:Page 1:
Customer: W. B. Howland Company, Inc.Job Number: Repair 19-3852 A08
Job Description: Repair 19-3852 A08
Address:
Job Engineering Criteria:
Design Code: FBC 2017 RES IntelliVIEW Version: 18.02.01B
JRef #: 1WYS2150006
Wind Standard: ASCE 7-10 Wind Speed (mph): 130 Roof Load (psf): 20.00-10.00- 0.00-10.00
Building Type: Closed Floor Load (psf): None
This package contains general notes pages, 1 truss drawing(s) and 0 detail(s).
Item Drawing Number Truss Item Drawing Number Truss
1 265.20.0948.14350 A08
Florida Certificate of Product Approval #FL1999 Printed 9/21/2020 9:50:10 AM
09/21/2020
COA #0 278
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.org.
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
**WARNING**READ AND FOLLOW ALL NOTES ON THIS DRAW ING!
**IMPORTANT**FURNISH THIS DRAW ING 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 (BuildingComponent Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporarybracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properlyattached 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 Joint Details, unless noted otherwise. Refer todrawings 160A-Z for standard plate positions.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build thetruss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of trusses.A seal on this drawing or cover pagelisting this drawing, indicates acceptance of professional engineering responsibility solely for the design shown. The suitabilityand use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org
6750 Forum Drive
Suite 305
Orlando FL, 32821
Lumber
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP #2;
Webs: 2x4 SP #3;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Right end vertical not exposed to wind pressure.
Uplifts based on an elevation at or above 1000 ft.
Additional Notes
Refer to General Notes for additional information
The overall height of this truss excluding overhang is
3-6-10.
Truss repaired to cut out a section as shown.
Refer to drawing 189.20.1207.12193 for plates and
other data not given here.
Repair(s) must comply with Alpine designs and
specifications.
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 others.
+ USE A SHARP METAL CUTTING SAW BLADE TO
CAREFULLY REMOVE MATERIAL FROM THE TRUSS
AS SHOW N. REMAINING PORTIONS OF TRUSS AND
ALPINE PLATES MUST BE FREE FROM DAMAGE.
* (1)NEW 2x4 SP #2-13B (OR BETTER) MEMBERS,
CUT TO FIT AS SHOWN WITH HATCHED MEMBER
BELOW.
(+)REMOVE EXISTING MEMBER AND REPLACE WITH *.
(G1)3/4"X(CUT TO FIT AS SHOW N) APA RATED 48/24
SHEATHING (PLYW OOD OR OSB) GUSSETS.
ATTACH ONE GUSSET TO EACH FACE OF TRUSS
WITH 2 row(s) of (0.131"X3.0") GUN NAILS @
3" O.C. STAGGERED THROUGHOUT ALL WEBS AND
CHORDS, WITHOUT SPLITTING LUMBER.
Portions of gussets protruding past the truss profile
may be cut out.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+/ R-/ Rh / Rw / U / RL
O 882 /-/-/462 /150 /92
H 777 /-/-/397 /131 /-
Wind reactions based on MWFRS
O Brg Width = 5.5 Min Req =1.5
H Brg Width = 5.5 Min Req =1.5
Bearings O & H are a rigid surface.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - C 503 -2172
C - D 879 -3247
D - E 457 -1631
Chords Tens.Comp.
E - F 397 -1324
F - G 392 -1307
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - N 2070 -560
L - K 3161 -910
Chords Tens.Comp.
K - I 1563 -463
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - N 289 -907
C - L 1113 -357
N - L 2198 -591
L - D 789 -182
Webs Tens.Comp.
D - K 468 -1675
E - K 412 -77
I - G 1430 -429
G - H 242 -723
Loading Criteria (psf)
TCLL:20.00
TCDL:10.00
BCLL:0.00
BCDL:10.00
Des Ld:40.00
NCBCLL:10.00
Soffit:2.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std:ASCE 7-10
Speed:130 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MW FRS Parallel Dist: h to 2h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code:FBC 2017 RES
TPI Std:2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE, HS
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL):0.182 L 999 240
VERT(CL):0.360 L 650 180
HORZ(LL):0.063 H - -
HORZ(TL):0.125 H - -
Creep Factor: 2.0
Max TC CSI:0.503
Max BC CSI:0.747
Max W eb CSI:0.837
VIEW Ver: 18.02.01B.0321.08
Job Number:Repair 19-3852 A08
Repair 19-3852 A08
Truss Label:A08
Ply: 1
Qty:1
SEQN:589691 /HIPM
FROM:
Cust: R 215 JRef:1WYS2150006 T58
DrwNo:265.20.0948.14350
GA /WHK 07/07/2020
19'8"
6'7"4
6'7"4
8'10"12
2'3"8
12'11"
4'0"4
14'11"4
2'0"4
19'8"
4'8"12
6'7"4
6'7"4
8'10"12
2'3"8
12'11"
4'0"4
14'11"4
2'0"4
19'8"
4'8"121'4"
3"14
3 '6 "1 0
1 '
3 '1 0 "6
1 '
A
B
C
D
E F G
H
IJK
LMNO
3 12
3X4(A1)
3X4
5X6 H05102X4
3X5
5X6
4X4
2X4
6X82X4
4X4
2.5X6
Section Cut Out +
*
36x60x3/4"(G1)
**WARNING**READ AND FOLLOW ALL NOTES ON THIS DRAW ING!
**IMPORTANT**FURNISH THIS DRAW ING 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 (BuildingComponent Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporarybracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properlyattached 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 Joint Details, unless noted otherwise. Refer todrawings 160A-Z for standard plate positions.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build thetruss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of trusses.A seal on this drawing or cover pagelisting this drawing, indicates acceptance of professional engineering responsibility solely for the design shown. The suitabilityand use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org
6750 Forum Drive
Suite 305
Orlando FL, 32821
Lumber
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP #2;
Webs: 2x4 SP #3;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Right end vertical not exposed to wind pressure.
Uplifts based on an elevation at or above 1000 ft.
Additional Notes
Refer to General Notes for additional information
The overall height of this truss excluding overhang is
3-6-10.
Truss repaired to cut out a section as shown.
Refer to drawing 189.20.1207.12193 for plates and
other data not given here.
Repair(s) must comply with Alpine designs and
specifications.
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 others.
+ USE A SHARP METAL CUTTING SAW BLADE TO
CAREFULLY REMOVE MATERIAL FROM THE TRUSS
AS SHOW N. REMAINING PORTIONS OF TRUSS AND
ALPINE PLATES MUST BE FREE FROM DAMAGE.
* (1)NEW 2x4 SP #2-13B (OR BETTER) MEMBERS,
CUT TO FIT AS SHOWN WITH HATCHED MEMBER
BELOW.
(+)REMOVE EXISTING MEMBER AND REPLACE WITH *.
(G1)3/4"X(CUT TO FIT AS SHOW N) APA RATED 48/24
SHEATHING (PLYW OOD OR OSB) GUSSETS.
ATTACH ONE GUSSET TO EACH FACE OF TRUSS
WITH 2 row(s) of (0.131"X3.0") GUN NAILS @
3" O.C. STAGGERED THROUGHOUT ALL WEBS AND
CHORDS, WITHOUT SPLITTING LUMBER.
Portions of gussets protruding past the truss profile
may be cut out.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+/ R-/ Rh / Rw / U / RL
O 882 /-/-/462 /150 /92
H 777 /-/-/397 /131 /-
Wind reactions based on MWFRS
O Brg Width = 5.5 Min Req =1.5
H Brg Width = 5.5 Min Req =1.5
Bearings O & H are a rigid surface.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - C 503 -2172
C - D 879 -3247
D - E 457 -1631
Chords Tens.Comp.
E - F 397 -1324
F - G 392 -1307
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - N 2070 -560
L - K 3161 -910
Chords Tens.Comp.
K - I 1563 -463
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - N 289 -907
C - L 1113 -357
N - L 2198 -591
L - D 789 -182
Webs Tens.Comp.
D - K 468 -1675
E - K 412 -77
I - G 1430 -429
G - H 242 -723
Loading Criteria (psf)
TCLL:20.00
TCDL:10.00
BCLL:0.00
BCDL:10.00
Des Ld:40.00
NCBCLL:10.00
Soffit:2.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std:ASCE 7-10
Speed:130 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MW FRS Parallel Dist: h to 2h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code:FBC 2017 RES
TPI Std:2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE, HS
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL):0.182 L 999 240
VERT(CL):0.360 L 650 180
HORZ(LL):0.063 H - -
HORZ(TL):0.125 H - -
Creep Factor: 2.0
Max TC CSI:0.503
Max BC CSI:0.747
Max W eb CSI:0.837
VIEW Ver: 18.02.01B.0321.08
Job Number:Repair 19-3852 A08
Repair 19-3852 A08
Truss Label:A08
Ply: 1
Qty:1
SEQN:589691 /HIPM
FROM:
Cust: R 215 JRef:1WYS2150006 T58
DrwNo:265.20.0948.14350
GA /WHK 07/07/2020
19'8"
6'7"4
6'7"4
8'10"12
2'3"8
12'11"
4'0"4
14'11"4
2'0"4
19'8"
4'8"12
6'7"4
6'7"4
8'10"12
2'3"8
12'11"
4'0"4
14'11"4
2'0"4
19'8"
4'8"121'4"
3"14
3 '6 "1 0
1 '
3 '1 0 "6
1 '
A
B
C
D
E F G
H
IJK
LMNO
3 12
3X4(A1)
3X4
5X6 H05102X4
3X5
5X6
4X4
2X4
6X82X4
4X4
2.5X6
Section Cut Out +
*
36x60x3/4"(G1)
09/21/2020
COA #0 278