379 10th St RES20-0113 Revision Packet 11.16.2020Revision Request/Correction to Comments
City of Atlantic Beach Building Department
800 Seminole Rd, Atlantic Beach, FL 32233
Phone: (904) 247-5826 Email : Bu i lding-Dept@coab .us
r.., I Revision to Issued Permit OR D Corrections to Comments
**ALL INFORMATION
HIGHLIGHTED IN
GRAY IS REQUIRED.
PERMIT#: g € £.. ~ 0 \ 13
Date ic/4 ✓~
3. 79 ID~ :S=:.oe.,,-Project Address: -~-...:::;_-~-++--__._ _ _.:;_ ___ ..::..__,_ll_'---'--'=L~:_!..._1 _________________ _
Contractor/Contact Name : /; /Y1. {xc(.,/('.fd
Contact Phone qo':f_-5~ I ~100/ Ema il -f-9(J!;v' IV g pr N/Vade -/2iJ/)1eI &ff
Description of Proposed Revision/ Corrections:
T[1As5 /?-efuLL -;q 3R'.5dC {dot;,~ [}ocL
___ 71__,_·-+--"-·ffl~_._.f:J:.+-lb'vl....,J'--l'/i.,_j....,J'--__ affirm the revision/correction to comments is i nclusive of the proposed changes .
{printed na'";1e)
-rn~I proposed revision/corrections add additional square footage to original submittal?
~ o EJ Yes (additional s.f. to be added, ____________ )
No EJ*Yes (add1t1onal increase in building value : $ ________ ) (C on t ract o r must sign i f in cr eas e i n val uation)
•~-ill prop~sed revision~c_orrec~ions ad~ addi_ti~nal increas.e in. building value to original submittal?
~. I
*Signature of Contractor/Agent: -s;/ ==-====--~~ __
{Office Use Only)
~Approved D Denied D Not Applicable to Department Permit Fee Due$ _____ _
Revision/Plan Review Comments, ____________________________ _
Department Review Required:
Building
Planning & Zoning
Tree Administrator
Public Works
Public Utilities
Public Safety
Fire Services
Reviewed By
Date
Updated 10/17/18
Doc# 2020132876, OR BK 19257 Page 1905, Number Pages: 1,
Recorded 06/26/2020 10:39 AM, RONNIE FUSSELL CLERK CIRCUIT COURT DUVAL COUNTY
RECORDING $10.00
NOTICE OF COMMENCEMENT
State of ___________ _ Tax Folio No, ____________ _
County of ___________ _
To Whom It May Concern:
The undersigned hereby informs you that improvements wHI be made to certain real property, and in accordance with Section 713
of the Florida Statutes, the following information is stated in this. OT!CE OF co .MENC MENT.
Le al Description of property being improved: 38" ( 3 ~f . f S
( f 5 v,.g
Owner: 'Rhe.tt :Earhe"-Address: l~i°9 Ccwopy 0\Jd.Jool(_Cf •~'/,FL
Owner's interest in site of the improvement: ___ \,,_D""""'D..:;...0
_,;/c..,a"'"· ----------------------
Fe-e Simple Titleholder (if other than owner): -----------------------------
Na rn e: ~-----,-----------------------------------
Contractor: Pi NNacle. tloMes. Lf) R-;ij · ·-=-----------
Add,ess .,;;i~¾eoE Woods u I st ½' sTiNe' p /..,
Telephone No.:'Ji}1"' s1J_~_-,q</1/ _ Fax No: ___________ _
Surety (if any) ____________________________________ _
Address: _____________________ Amount of Bond$ ________ _
Telephone No: _________ _ Fax No: ___________ _
Name and address of any person making a loan for the construction of the improvements
Name: _____________________________________ _
Address: ____________________________________ _
Phone No: ___________ _ Fax No: ___________ _
Name of person within the State of Florida, other than himself, designated by owner upon whom notices or other documents may
beserved:Name: -P±u ('O{C\ f~J-be.c ' I :::;:.::,
Add.ress: . .lJ1.~. 1 .r .. ,Qdl\. o.~. r--Dv.e rl. ut,K, Co .. J:t ) JAX. 3 2:1:2.,y,
Tel!!phCJn~_N~=-!l O Lt -JS.'L-0 't'il_ J ~ _ .tax No: ___________ _
In addition to himself, owner designates the following person to receive a copy of the Uenor's Notice as provided in Section
713.06(2) (b), Florida Statu7f (Fill in at Owne0.option)
Name: /::!pA rota... tzrbt'[
Address: ____________________________________ _
Telephone No: 1J 1/:-;J.S:'i .. b 8' '6 ~ Fax No: _________ _
Expiration date of Notice of Commencement (the expiration date is one (1} year from the date of recording unless a dlfferent date is
specified): _________________________ -::-, ____________ _
THlS SPACE FOR RECORDER'S USE ONLY OWNER
)<:'Signed: ---1-+->~----..,._~-,1,;...-:=':=-t---
Before me th· ---1--1---
0f Florida, h
Notary Public at Lar ,
My commission expires: ---➔~ldll,-.;i;;.-Aw-.~W8';__----r-
Personal!y Known: -----.R:::=,t,-ir-:#--;"c:=":~~~f-=~-~--or
Produced Identification: ----.,e:. w::, "-.,::Alli J;!!! """~"'-=,...'-,...-= lfw.::: ":..:.,,,:..:. .,-.... -"'-.,.-..,-...,,..-.,-..,-...,,..,,._,,-"'"-...,->----
October 22, 2020
Building Inspection Division
City of Atlantic Beach Building Dept.
800 Seminole Road
Atlantic Beach, Florida 32233
Re: Pinnacle Homes
Farber Residence -379 10 th Street
To Whom It May Concern:
H ULSBERG
ENGINEERING
Residential and Commercial Structural Engineers
At the subject project, the original F05 trusses were in the way of the stairs leading up to the
second floor. This condition required repair, which consisted of cutting the 2 frontmost trusses
back and hanging them into a raised beam. The raised beam would then hang into the 3rd F05
truss at one end and bear on the front laundry room wall at the other end. The repair
modifications required to the trusses were submitted by W.B. Howland Company, Inc. The
raised beam shall be a minimum (2) 2xl0 SYP No. 2 header with an LUS28-2 hanger (or equal)
where it hangs into the rearmost F05 truss. The beam shall bear directly on the front laundry
room double plate at the front end. Alternately, the beam may also be raised to have it's top at
the finished floor height, which would then require solid blocking down to the laundry room top
plate.
If you have any further questions, please feel free to contact me.
Sincerely,
Digitally signed by Jesse Jannette
Date: 2020.10.22 11 :02:57 -04'00'
Jesse J. Jannette, P .E.
FL PE No. 78623
Jesse J. Jannette, State of Florida, Professional Engineer, License No. 78623
This item has been electronically signed and sealed by Jesse J Jannelle, P.E. on October 22, 2020 using a Digital Signature.
Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies.
12058 San Jose Blvd., Suite 1001, Jacksonville, Florida 32223
Phone (904) 886-2401 ~ Florida Registry No. 25846
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: 19 3852C REPAIR
Job Description: 19 3852C REPAIR
Address:
Job Engineering Criteria:
Design Code: FBC 2017 RES IntelliVIEW Version: 20.01.01
JRef #: 1WYQ2150003
Roof Load (psf): None
Floor Load (psf): 40.00-10.00- 0.00- 5.00
This package contains general notes pages, 1 truss drawing(s) and 4 detail(s).
Item Drawing Number Truss Item Drawing Number Truss
1 261.20.1006.30160 F05 rep 2 STRBRIBR1014
3 160TL 4 CNSY42PL0118
5 LSCSYX2A1014
Florida Certificate of Product Approval #FL1999 Printed 9/17/2020 10:16:07 AM
09/17/2020
COA #0 278
This document has been electronically
signed using a Digital Signatu r e. Pr int ed
copies w it hout an original signat ure must
be v erified using t he orig inal elect ronic
version .
• r tu..._ o
ALPINE
AN ITW COMPANY
I
I
t----+---1 I -------11 I
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. 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 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 suitability and use of thisdrawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
For more information see 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: 4x2 SP M-31; T2 4x2 SP #2;
Bot chord: 4x2 SP #2; B2,B3 4x2 SP M-31;
Webs: 4x2 SP #3;
Special Loads
------(Lumber Dur.Fac.=1.00 / Plate Dur.Fac.=1.00)
TC: From 100 plf at 0.00 to 100 plf at 26.62
BC: From 10 plf at 0.00 to 10 plf at 26.62
BC: 629 lb Conc. Load at 8.00 ***
Plating Notes
All plates are 3X4 except as noted.
Additional Notes
+++See DWG CNSY42PL0118 for connection details of 2
ply trusses.
+ 2x6 continuous strongback. See detail
STRBRIBR1014 for bracing and bridging
recommendations.
Truss must be installed as shown with top chord up.
Truss repaired to add a point load of 626#
at 8ft on the BC *** as shown.
Refer to drawing 189.20.1207.09853 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.
***IT IS THE RESPONSIBILITY OF THE BUILDING
DESIGNER AND TRUSS FABRICATOR TO REVIEW
THIS DW G PRIOR TO CUTTING LUMBER TO VERIFY
THAT ALL DATA, INCLUDING DIMENSIONS AND LOADS,
CONFORM TO THE ARCHITECTURAL PLANS/
SPECIFICATIONS AND FABRICATOR'S TRUSS LAYOUT.
(JS) (1) PRE-FABRICATED 16-0-8 JACKSCAB
REQUIRED. ATTACH JACKSCAB TO ONE FACE OF
TRUSS as shown in +++ W ITHOUT SPLITTING LUMBER.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+/ R- / Rh / Rw / U / RL
AL 1171 /- /- /- /- /-
AB 1357 /- /- /- /- /-
W 688 /- /- /- /- /-
T 357 /- /- /- /- /-
AL Brg Width = 5.5 Min Req =1.5
AB Brg Width = 3.5 Min Req =1.5
W Brg W idth = 3.5 Min Req =1.5
T Brg W idth = -Min Req =-
Bearings AL, AB, & W are a rigid surface.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - C 0 -1025
C - D 0 -1794
D - E 0 -1794
E - F 0 -2353
Chords Tens.Comp.
F - G 0 -1950
G - H 0 -1950
H - I 0 -960
I - J 0 -938
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
AL-AK 569 0
AK-AJ 1457 0
AJ-AI 2130 0
AI-AH 2129 0
AH-AG 2217 0
Chords Tens.Comp.
AG-AF 2217 0
AF-AE 1379 0
AE-AD 1379 0
AD-AC 938 0
AC-AB 905 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
AL- B 0 -793
B -AK 635 0
AK- C 0 -601
C -AJ 457 0
AJ- E 0 -457
AF- H 744 0
Webs Tens.Comp.
H -AE 471 0
H -AD 0 -1348
AD- I 402 0
AC- J 603 0
J -AB 0 -1378
Loading Criteria (psf)
TCLL:40.00
TCDL:10.00
BCLL:0.00
BCDL:5.00
Des Ld:55.00
NCBCLL:10.00
Soffit:2.00
Load Duration: 1.00
Spacing: 24.0 "
Wind Criteria
Wind Std:NA
Speed:NA mph
Enclosure: NA
Category: NA
EXP: NA Kzt: NA
Mean Height: NA ft
TCDL: NA psf
BCDL: NA psf
MW FRS Parallel Dist: NA
C&C Dist a: NA ft
Loc. from endwall: NA
I: NA GCpi: NA
Wind Duration: NA
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 2017 RES
TPI Std:2014
Rep Fac: Varies by Ld Case
FT/RT:12(0)/0(0)
Plate Type(s):
WAVE, HS
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL):0.244 G 750 360
VERT(CL):0.335 G 545 240
HORZ(LL):0.037 B - -
HORZ(TL):0.050 B - -
Creep Factor: 2.0
Max TC CSI:0.844
Max BC CSI:0.866
Max W eb CSI:0.354
VIEW Ver: 20.01.01.0616.17
Job Number:19 3852C REPAIR
19 3852C REPAIR
Truss Label:F05 rep
Ply: 2
Qty:3
SEQN:1122 SY42
FROM:
Cust: R 215 JRef:1WYQ2150003 T40
DrwNo:261.20.1006.30160
GA /FV 09/17/2020
2 Complete Trusses Required
B2 B3
15'5"12 4'5"4 6'8"8
6'7"8 11'11"8'1"
3"
1'3"
2'6"
1'3"12
(TYP)
2'6"1'4"8
5"4
11"
3"
4"8
2'6"12
1'5"4
1'4"
2'6"
1'3"
3"
26'7"8
12'3"12
12'3"12
14'3"12
2'
15'5"12
1'2"
19'11"
4'5"4
26'7"8
6'8"8
1'
4
"
1"8
16'0"8
+
A B C D E F G H I J K L M N O P Q R S
TUVWXYZAAABACADAEAFAGAHAIAJAKAL
2X4
3X5
4X4
4X4
1X4
3X4 W=3X4
1X4
5X6
4X6
2.5X62.5X6
2X4
2.5X6
4X4
W=H03082X4
6X82.5X6
Jack Scab (JS)Existing Truss
**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. 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 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 suitability and use of thisdrawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
For more information see 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: 4x2 SP M-31; T2 4x2 SP #2;
Bot chord: 4x2 SP #2; B2,B3 4x2 SP M-31;
Webs: 4x2 SP #3;
Special Loads
------(Lumber Dur.Fac.=1.00 / Plate Dur.Fac.=1.00)
TC: From 100 plf at 0.00 to 100 plf at 26.62
BC: From 10 plf at 0.00 to 10 plf at 26.62
BC: 629 lb Conc. Load at 8.00 ***
Plating Notes
All plates are 3X4 except as noted.
Additional Notes
+++See DWG CNSY42PL0118 for connection details of 2
ply trusses.
+ 2x6 continuous strongback. See detail
STRBRIBR1014 for bracing and bridging
recommendations.
Truss must be installed as shown with top chord up.
Truss repaired to add a point load of 626#
at 8ft on the BC *** as shown.
Refer to drawing 189.20.1207.09853 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.
***IT IS THE RESPONSIBILITY OF THE BUILDING
DESIGNER AND TRUSS FABRICATOR TO REVIEW
THIS DW G PRIOR TO CUTTING LUMBER TO VERIFY
THAT ALL DATA, INCLUDING DIMENSIONS AND LOADS,
CONFORM TO THE ARCHITECTURAL PLANS/
SPECIFICATIONS AND FABRICATOR'S TRUSS LAYOUT.
(JS) (1) PRE-FABRICATED 16-0-8 JACKSCAB
REQUIRED. ATTACH JACKSCAB TO ONE FACE OF
TRUSS as shown in +++ W ITHOUT SPLITTING LUMBER.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+/ R- / Rh / Rw / U / RL
AL 1171 /- /- /- /- /-
AB 1357 /- /- /- /- /-
W 688 /- /- /- /- /-
T 357 /- /- /- /- /-
AL Brg Width = 5.5 Min Req =1.5
AB Brg Width = 3.5 Min Req =1.5
W Brg W idth = 3.5 Min Req =1.5
T Brg W idth = -Min Req =-
Bearings AL, AB, & W are a rigid surface.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - C 0 -1025
C - D 0 -1794
D - E 0 -1794
E - F 0 -2353
Chords Tens.Comp.
F - G 0 -1950
G - H 0 -1950
H - I 0 -960
I - J 0 -938
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
AL-AK 569 0
AK-AJ 1457 0
AJ-AI 2130 0
AI-AH 2129 0
AH-AG 2217 0
Chords Tens.Comp.
AG-AF 2217 0
AF-AE 1379 0
AE-AD 1379 0
AD-AC 938 0
AC-AB 905 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
AL- B 0 -793
B -AK 635 0
AK- C 0 -601
C -AJ 457 0
AJ- E 0 -457
AF- H 744 0
Webs Tens.Comp.
H -AE 471 0
H -AD 0 -1348
AD- I 402 0
AC- J 603 0
J -AB 0 -1378
Loading Criteria (psf)
TCLL:40.00
TCDL:10.00
BCLL:0.00
BCDL:5.00
Des Ld:55.00
NCBCLL:10.00
Soffit:2.00
Load Duration: 1.00
Spacing: 24.0 "
Wind Criteria
Wind Std:NA
Speed:NA mph
Enclosure: NA
Category: NA
EXP: NA Kzt: NA
Mean Height: NA ft
TCDL: NA psf
BCDL: NA psf
MW FRS Parallel Dist: NA
C&C Dist a: NA ft
Loc. from endwall: NA
I: NA GCpi: NA
Wind Duration: NA
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 2017 RES
TPI Std:2014
Rep Fac: Varies by Ld Case
FT/RT:12(0)/0(0)
Plate Type(s):
WAVE, HS
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL):0.244 G 750 360
VERT(CL):0.335 G 545 240
HORZ(LL):0.037 B - -
HORZ(TL):0.050 B - -
Creep Factor: 2.0
Max TC CSI:0.844
Max BC CSI:0.866
Max W eb CSI:0.354
VIEW Ver: 20.01.01.0616.17
Job Number:19 3852C REPAIR
19 3852C REPAIR
Truss Label:F05 rep
Ply: 2
Qty:3
SEQN:1122 SY42
FROM:
Cust: R 215 JRef:1WYQ2150003 T40
DrwNo:261.20.1006.30160
GA /FV 09/17/2020
2 Complete Trusses Required
B2 B3
15'5"12 4'5"4 6'8"8
6'7"8 11'11"8'1"
3"
1'3"
2'6"
1'3"12
(TYP)
2'6"1'4"8
5"4
11"
3"
4"8
2'6"12
1'5"4
1'4"
2'6"
1'3"
3"
26'7"8
12'3"12
12'3"12
14'3"12
2'
15'5"12
1'2"
19'11"
4'5"4
26'7"8
6'8"8
1'
4
"
1"8
16'0"8
+
A B C D E F G H I J K L M N O P Q R S
TUVWXYZAAABACADAEAFAGAHAIAJAKAL
2X4
3X5
4X4
4X4
1X4
3X4 W=3X4
1X4
5X6
4X6
2.5X62.5X6
2X4
2.5X6
4X4
W=H03082X4
6X82.5X6
Jack Scab (JS)Existing Truss
09/17/2020
COA #0 278
~
11
----1----1 H
1-----------1
I~1
= = Ill ~ ~ 111111
11 --I
I----H1
~ 1------------1 ~
1------------1 I--~ 11
~ ®
ALPINE
AN ITW COMPANY
514 Earth City Expressway
Suite 242
Earth City, MO 63045
09/17/2020COA #0 278
STRONGBACK BRIDGING RECOMMENDATIONS
ATTACH SCAB 'JITH lOcl B□X/GUN
C0,128'x3,0') NAILS IN 2 R□'JS AT
SCAB 6' □,C,
N□TE• IN LIEU □F SPLICING AS SH□'JN,
LAP STR □NGBACK BRIDGING MEMBERS
F□R AT LEAST □NE TRUSS SPACING
STR □NGBACK BRIDGING SPLICE DETAIL
NOTE: Deto.lls 1 o.nol 2 a.re the pref erreol o. tto.chMent Methools
(2) l0cl C □MM □N C0,148'x3,0') □R
B□X/GUN C0,128'x3,0') NAILS AT
T□P AND B □TT□M □F 2x4
SCAB-□N BL□CK. ATTACH
STR □NGBACK T □ BL □CK 'JI (3)
l0cl C□MM□N C0,148'x3,0') NAILS
□R C4)10cl B □X/GUN C0,128'x3,0')
NAILS,
ATTACH STR □NGBACK T □
'JEB 'JI (3) lOcl C□MM□N
C0,148'x3') NAILS □R
(4) lOcl B □X/GUN
28'x3,0') NAILS
► All sco.b-on blocks sho.ll be o. MiniMUM 2x4
'stress gro.oleol luMber.'
► All strongbo.ck brlolglng o.nol bro.clng sho.ll be o.
MlnlMUM 2x6 'stress gro.oleol luMber.'
► The purpose of strongbo.ck brlolglng Is to
olevelop loo.cl sho.rlng between lnollvloluo.l trusses,
resulting In o.n overo.ll lncreo.se In the
stiffness of the floor systeM, 2x6
strongbo.ck brlolglng, posltloneol o.s shown In
oleto.ils, is recoMMenoleol o. t 10' -0' o,c, (Mo.x,)
► The terMs 'briolging' o.nol 'bro.cing' a.re soMetiMes
Misto.kenly useol intercho.ngeo.bly. 'Bro.cing' is o.n
iMporto.nt structuro.l requireMent of o.ny floor
or roof systeM, Refer to the Truss Design
Dro.wlng (TDD) for the bro.clng requlreMents for
ea.ch lnollvloluo.l truss coMponent. 'Brlolglng,'
po.rtlculo.rly 'strongbo.ck brlolglng' Is o.
recoMMenolo. tlon for o. truss systeM to help
control vlbro. tlon. In o.ololltlon to o.lollng In the
ollstrlbutlon of point loo.els between o.oljo.cent
truss, strongbo.ck brlolglng serves to reoluce
'bounce' or resloluo.l vlbro. tlon resulting froM
Moving point loo.els, such o.s footsteps,
The perforMo.nce of o.ll floor systeMs a.re
enho.nceol by the insto.llo. tion of strongbo.ck
brlolglng o.nol therefore Is strongly recoMMenoleol
by Alpine.
For o.ololltlono.l lnforMo. tlon rego.rollng strongbo.ck
brlolglng, refer to BCSI <Bullollng CoMponent
So. fety InforMo. tlon),
LL PSF REF STR □NGBACK
DL PSF DATE 10/01/14
DL PSF DR\v'G STRBRIBR1014
BC LL PSF
TOT. LD. PSF
DUR. FAC, 1.00
SPACING
514 Earth City Expressway
Suite 242
Earth City, MO 63045
09/17/2020COA #0 278
1/2"
PLATE AS
SPECIFIED
TYPICAL FILLER
0 ~ t....... ®
ALPINE
AN ITWCOMPANY
TRULOX INFORMATION DETAIL
TRULOX PLATE
APPIJED OVER
OTHER PLATES.
DO NOT APPLY NAill! 1flTHIN 1/2" OF LUMBER
EDGES OR 1" OF LUMBER ENDS ON EACH FACE,
AS SHOWN BY DASHED IJNES.
NAill! MUST NOT SPIJT LUMBER.
1/2"
:/:::::_ TYPICAL HEEL
--.........::::
--........::
1/2"
l_ ____ ----""'..J""'e------t-----.
~-
TYPICAL PANEL POINT WITHOUT SPLICE
1/2"
~
1/ ~
1/ / /i;2·
~
1/2" 1/2"
...L._ ----'---'-+---+'+----+-......... ---__L
~--~
...L.__
~
1/2"
TYPICAL PANEL POINT SPLICE
_ __L
~
1/2"
1/2" 1/2"
...L._ --~---'---+----+----+-----"<----__L
~--~
TRULOX PLATING
160
TL
PAGE 1 OF 1
DATE 10/01/14
514 Earth City Expressway
Suite 242
Earth City, MO 63045
09/17/2020COA #0 278
Systerri 42 Ply to Ply Connection Deto.il
Using GRK (RSS) JTS
ConcentrQtecliLoQcl per ChQrt Below
1/ 4x6-3/ 4 or SiMpson SDS25600 or SD\./22634 Strong Drive Screws or Equo.l.
MQX,
Apply screws to top chorcl within 12• of the
concentrQtecl loQcl locQtlon Ii! 4• o,c,, Min,
evenly cllstrlloutlng theM to eQch slcle of the
concentrQtecl loQcl, A MQXIMUM of 6 screws
MQY loe Qppllecl to the top chorcl for eQch
concentrQtecl loQcl, 1 1/2'
Refer to Alpine sea.led dro.wing
for lndlvlduo.l truss design,
Loo.cl Appllecl to This Ply
3 1I2•---ii----+3 112·
MQX, UnlforM LoQcl per ChQrt Below
)
3/4'
For cloulole top chorcls, evenly cllstrlloute the
screws over loath top chorcls, using SQMe
spQclng gulclellnes speclflecl Qbove. The MQX
nuMber of top chorcl screws Is 6 per chorcl
MeMloer for Q totQl MQXIMUM of 12 screws.
Screw
For single top chorcl, see chQrt below for screw
spQclng, For cloulole top chorcl the screw spQclng
MQy loe cloulolecl (lout MQy not exceecl 24' o,c, per
chorcl), Screw spQclng shQll loe offset loy 1/2 the
If the concentrQtecl loQcl connection requires More
screws thQn 6 per top chorcl MeMloer Qncl the loQcl
Is locQtecl Qt Q pQnel point where webs Intersect
the top chorcl, the reMQlncler of requlrecl screws
MQy be Qppllecl to those webs below the
concentrQtecl loQcl locQtlon evenly spQcecl Ii! 4• o,c,,
Min, keeping the 3• Min encl cllstQnces, [Qch QclclltlonQl
screw Is worth 474 lb for SP webs, 442 lb for DFL
webs, Qncl 400 llo for SPF welos,
JTS or Strong-Drive Screw o,c, spo.clng In eo.ch chorcl,
Screws neecl only o.pply to the extents of tho.t loo.cl,
For chorcl sections supporting less tho.n 100 plf o.pply
one screw o. t eo.ch top chorcl Joint loco. tlon,
# of
Screws
1
2
3
4
5
6
7
8
9
10
11
12
Mo.xlMUM Concentro. tecl
Loo.cl (lbs) (1.00 DF>
SP DFL SPF
474 442 400
984 884 800
1422 1326 1200
1896 1768 1600
2370 2210 2000
2844 2652 2400
3318 3094 2800
3792 3536 3200
4266 3978 3600
4740 4420 4000
5214 4862 4400
5688 5304 4800
GenerQl Notes•
1, Screws centerecl Qlong the 1,5• cllMenslon of the 4x2 MeMber,
2, MlnlMUM encl cllsto.nce of 3',
3, Screws lnsto.llecl with heo.cl In loo.clecl MeMber,
4, Go.p between plies not to exceecl 1/8',
5, Screw loco.tlon Mo.y be o.cljustecl up to 1• to o.volcl conflict
with other ho.rclwo.re or to o.volcl luMber clefects,
6, Do not lnsto.ll screws In o.reo.s where luMloer wo.ne exceecls 1/4',
7, Equo.l loo.els froM looth fo.ces or loQcls tho.t o.re evenly
cllstrlloutecl to eQch ply clo not requlr~e con~':.'.i~,,z,hls clebll,
8, For 3x2 MeMloers use GRK (RSS) JTS 1/ ~1'A • lf'l Sl l'IJ)_l'li,;s
SDS25412 or SDIJ22500 screws or equ~\r ..... ;. If.(,""',.., ,., ~!r ...Ea •.. , r;: ~~
9, Canto.ct Alpine for speclo.l connectlo~ ~V"~-'i 0 -;:.
cletQll. / ••• •• t . •. . \
---==r-THIS~~~~ =..=.vi: INST,umJ i
Trusses require extre,e co.re In ,obrlc:o.'llng, hondllng, shlpplna, Installing ond broclnQ. -,~ ,o11ow the lot.st ■lll'llan of' JCS! Clluldlng Co""°n■nt so,■'ty lnforRo-tlan, by TPI ond OCA> ,
~,,::;J~~::~ar:~•~t!.°:"'.!:"i,,,=1•:tt:~.i:. ':':'~:"'°..':!'~•~ b ICSLchoBd O • ;:
sha.ll ha.v• 111. prop.,.ly a.ttactwal rlglal calllng, Locations shown f'ar Pft"Nl,nfflt 1111.Wro.l rntro.lrrt -•• S 'AT : ._ ~ L.:..... ® -II ho•• broclng lnrioll■d par BCSI •c-tlan• 13, B7 or 111D, •• opollc:o.bl■, Apply plotn ton Ill:. Ao • l!f:: /
LP N of' tr ... • ond posl1:lon •• •-n •bov• ond on the .-.t ll■tols, union noted otheM1isa, "~~ •• ,--1 .,• j~ ,:·
Re,er to drowlngs 16M-Z ,or stondord plow positions, lllll"l •• , \ • .-~ '"'1 §
Alplrw, a. altvlslan oF ITV COP1ponfflts Grou Inc. shall not b• rnpand,l• for a.n alevlo.t •••• •••• ~ , A I E-thl• drowlng, ony ,o11..-. to~ th■ truss In can~ROnca with IIIISI/TPI I, or ,or hordt,g, shlppl 'ft •••" ••• .,.\<::>"°'~
ANITWCOMPANY lnstollo-tlan I broclng of' tr ... ••• U$/ONA\.. ~\ .. , .. :..:i~ :i.t~": ~ :....-'½":' == ~ ~-=-,._.. --·\~ u,y 'UCfl.ra Is '11w ~ of' luldlng 11■.....-par IIIISI/TPI I Sac.2. 'lflll.,.....tlllffl~
ALPIN~°';,w':.ar;:~a:,:..~~~-=•~;:.gr~: =:.:cr::::.~.o;:~C••=-~~'•.org
Top Chorcl Screw MQXIMUM Unlf'orM Loo.cl Cpl f')
o,c, Spo.clng (Inch) Along Top Chorcl (1.00 DF>
SP DFL SPF
4 1422 1326 1200
6 948 884 800
8 711 663 600
10 568 530 480
12 474 442 400
14 406 378 342
16 355 331 300
18 316 294 266
20 284 265 240
22 258 241 218
24 237 221 200
LL PSF REF SY 42 Connectlo
DL PSF DATE 01/19/2018
BC DL PSF DR\./G CNSY 42PL0118
BC LL PSF
TOT. LD. PSF
DUR. FAC. 1.00
SPACING
09/17/2020COA #0 278
SY32/SY42
Unif orM Loo.d Applico. tion
Mo.x. T.C. UnlforM
Loo.cl (plf) Clip Spo.clng
Along
SP DF SPF/HF
Top Chot"cl
935 810 585 12' O,C,
625 540 390 18' o.c.
470 405 295 24' O,C,
375 325 235 30' o.c.
Mo.xiMUM LSC spo.cing is 30' o,c.
PLY TD PLY LSC CONNECTION DETAIL
FDR D □~N~ARD LOADS ONLY
Concentro. ted Loo.d Applico. tion
Note:
Mo.x, Loo.d (lbs)
(See T o.ble)
Mo.x Loo.cl
(llos)
SP DF
1870 1620
SPF/HF
1170
Load applied
to this ply
Insto.ll LSC o.djo.cent, equldlsto.~;linnu.,,,,h
o.nd not More tho.n 6' on~ H '''
,. ..
Insto.llo. tion Instructions:
1. Position o.nd o. tto.ch LSC
to loo.ded ply with (3) 0.131 'xl.5'
no.lls Into no.rrow f o.ce,
2, Bend clip over o.djo.cent ply
o.nd o. tto.ch with (3) 0.131 'xl.5'
no.ils into wide f o.ce,
LSC42 for single 4x2 chords
LSC32 for single 3x2 chords
LSC42-2 for sto.cked 4x2 chords
LSC32-2 for sto.cked 3x2 chords
side of concentro. ted loo. ~\~ • •
I ~ ••••
Refer to Alpine sea.led dro.wi ~f'r •
ALL
REF SY42 Connection
DATE 10/01/14
DRWG LSCSYX2A 1014