1649 ATLANTIC BEACH DR - REV TRUSSES SHEETS ( , CITY OF ATLANTIC BEACH
\J� 1`� 800 Seminole Road
Atlantic Beach,Florida 32233
" .r Telephone(904)247-5800
FAX(904)247-5845
..—}
REVISION REQUEST SHEET
Date: 1?7)1 S Received by: Resubmitted:
Permit Number: )rj — SFR— )ag0 L
Original Plans Examiner: nice. Joloce g Project Name: 4fL -iL oec4 . `oHK,t., i�
Project Address: I'-t1q MIo iL ✓S ALl.t 0/,„�
Contractor: T II 6.0 4tfe-s- S)-1 Piece kti Contact Name: a e 3 C o✓.,e f
Contact Phone : 90`1--`-t 8-7 e"`tot,3 Contact e-mail: )Co r�+"4- fietnAe s;ti c.,c ov►1
Revision/Plan Check/Permit Fee(s)Due: $
Description of Proposed Revision to Existing Permit:
�t...% � f tu- }-.K s se s ; 9--tcc----00.--1 / ik kL c -i
Additional Increase in Building Value: $ `'— Additional S.F.
Site Plan Revised: �`` ((11 Public W/U Approval: --�
By signing below.I(print name) %) a v"-C3 COQ e--# affirm that the above revision
is inclusive of the proposed changes.
49-- sCi----- 61,9 7 it c
Signature of Contractor/Agent(Contractor must sign if increase in valuation) Date
Offic .. •
Date: +/ /5— Approved: Re r
7
Plan Review Comments:
AUG272015
J
- e Sc a °- rm -it C A,.'*l a _ . - • -3-
Co p/ . -
Department review required Yes No �)
Building c/ '
P
) .---
lanning &Zoning
Tree Administrator Plans Examiner
Public Works
Public Utilities 9- / j S
Public Safety
Fire Services Date Created 8120115 Rev 2
. .
--
immi A, Lumber design values are in accordance with ANSI/TPI 1 section 6.3
These truss designs rely on lumber values established by others.
MiTekC
RE: 730701-1 - terrano/ Lot 9 ABCC MiTek USA, Inc.
Site Information: 6904 Parke East Blvd.
Tama,FL 33610-4115
Customer Info: Toll Brothers, Inc. (Jax) Project Name: Terrano (Classic Elev) Mode '1errano
Lot/Block: 9 Subdivision: ABCC
Address: 1649 Atlantic Beach Drive
City: Atlantic Beach State: Fl.
Name Address and License#of Structural Engineer of Record, If there is one, for the building.
Name: Luis Ponitgo License#: #53311
Address: 420 Osceola Ave
City: Jacksonville Beach State: Fl
General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC2010/TP12007 Design Program: MiTek 20/20 7.5
Wind Code: N/A Wind Speed: N/A mph
Roof Load: N/A psf Floor Load: 60.0 psf
This package includes 3 individual, dated Truss Design Drawings and 0 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules.
No. Seal# Truss Name Date
II T7348387 8/19/015
12 1T7348388 18/19/015 1
13 1T7348389 allir 18/19/0151
istIuJIt,
The truss drawing(s)referenced above have been prepared by MiTek ����`�QVIN UF,i,,i
Industries, Inc. under my direct supervision based on the parameters �•N OP, ....... 46' /1
provided by American Builders Supply, Inc.. `. •.\-\G E N S6-..• ...•
Truss Design Engineer's Name: Velez, Joaquin , No 68182
My license renewal date for the state of Florida is February 28,2017. ..*: *•• .* =
IMPORTANT NOTE:Truss Engineer's responsibility is solely for -
g p Y Y :��. STATE OF ��
design of individual trusses based upon design parameters shown .0�.•, c P ; 4./::.•
on referenced truss drawings. Parameters have not been verified %, F •• o R t v••'�\�,:;
for file preferrenceoonlnyand has been used inicaio pedels specified design. ',�'SS;�NA�.t.�`��
only preparing 9
Suitability of truss designs for any particular building is the Joaquin Velez PENo.66182
responsibility of the building designer, not the Truss Engineer, 69104 Parke East Blvd.Tampa FL 33610
per ANSI/TPI-1, Chapter 2. Date:
August 19,2015
Velez,Joaquin 1 of 1
Job Truss Truss Type Qty Ply terrano I Lot 9 ABCC
T7348387
730701-1 FIR Floor 1 1
Job Reference lootionall
Amencan Builders Supply. Sanford.FL 32771 7630 s Jul 28 2015 MiTek Industries.Inc.Ned Aug 19 10:31:13 2015 Page 1
ID:2ldnnkV2M7uozMX2KV5Fglya5Xn-uJ F6mrDkgRNU WO7oIQxf7J1 QgOI?SvduUDd3ETymKBC
0.1.8
H I 24.0 I 10'9.10 I I 244 I WI
Scale=1:32.9
204 II 4x4= 3x10=
2x4 = 3x10 = 2x4 II 3x4= 2x4 II 2x4 II 2x4 II 3x6 FP= 3x4 II
1 2 3} 4 S 8 7 8 9 10 11
1 illrAiii.._,1 li ---',..0' ii
•
CA
I 17 18 15 14 13 12
3x6 = 3x6 FP= 3x12= 3x4= 4x4= 3x12 = 3x6=
9-9-10 10-11-2
I 6.64 8-010 1 10-9-10 I 12.5.2 I 13-11-2 I 19.3.10 I
8-8-2 0.1-� 1-0-0 1-0-0 0-4-0 1-6-0 1-6-0 64.8
Plate Offsets(X.Y)— 15:0-1-8,Edael.16:0-1-8.0-0-01.(14:0-1-8,Edael.115:0-1-8,Edge1,119:0-1-8.0-1-01
' LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (l0c) 1/deft L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.62 Vert(LL) -0.30 15 >756 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.91 Vert(TL) -0.53 14-15 >429 240
BCLL 0.0 Rep Stress Ina' YES WB 0.79 Horz(TL) 0.10 12 n/a n/a
BCDL 10.0 r Code FBC2010ITPI2007 (Matrix) Weight:98 lb FT=20%F.11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(ftat)'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
1-9:2x4 SP M 30(flat) end verticals.
BOT CHORD 2x4 SP No.2(Ilat)'Except* BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing.
12-17:2x4 SP M 30(flat)
WEBS 2x4 SP No.3(flat)
REACTIONS. (lb/size) 18=1137/0-5-4,12=1143/Mechanical
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-3646/0,3-4=-3646/0,4-5=-4459/0,5-6=-4459/0,6-7=-4459/0.7-8=-3639/0,
8-9=-363910.9-10=-3639/0
BOT CHORD 17-18=0/2154,16-17=0/2154.15-16=0/4359,14-15=0/4459,13-14=0/4368,12-13=0/2156
WEBS 5-15=-366/132,6-14=-510/185,2-18=-2366/0,2-16=0/1649,3-16=-256/0,4-16=-788/0,
4-15=-192/571,10-12=-2373/0,10-13=0/1641,8-13=-253/0,7-13=-833/0,
7-14=-229/678
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)Refer to girder(s)for truss to truss connections. ,o I ti 1 111 f 7 fi
3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ,0% v I N V l'i
4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to .� P.Q F( 'j�
be attached to walls at their outer ends or restrained by other means. ��s• •,O••••G•E N •S••`'� '.i
5)CAUTION,Do not erect truss backwards. ; •••\. CC ••
` No 68182
7. • ,,,to • E OF :Z1-/,:::
mac/.
1 •••• ' I 9 n••••••
e :ORS C? s�
•
' ,it;'0NA' 0
Joaquin Velez PE No.68182
MITek USA.Inc.FL Cert 6634
6904 Parke East Blvd.Tampa FL 33610
Date:
August 19,2015
®WARNING•Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE WI•7473 rev.02/18/2015 BEFORE USE. •
Design valid for use only with MiTek connectors.This design is based only upon aerometers shown,and is for an individual building component.
Applicability of design parameters and proper incorporation of component is responsibility of building designer•not truss designer.Bracing shown
is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction's the responsibility of the
erector.Additional permanent bracing of the overall structure is the responsibility of the bolding designer.For general guidance regarding MiTek•
fabrication.quality control.storage.deivery.erection and bracing.consult ANSI/TM I Quality Creeda,058.89 and BCSI Building Component 6904 Padre East WE
Safely Information ovoloble from Truss Plate Institute.781 N.lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33810
Job Truss Truss Type Oty Ply bursae/Lot 9 ABCC
17348388
730701-1 FG4 FLOOR 1 2 Job Reference(ootional)
. American Builders Supply. Sanford,FL 32771 7.630 s Jul 28 2015 MiTek Industries.Inc.Wad Aug 19 10:31:14 2015 Page 1
ID:2fdnnkV2M7uozMX2KV5FgIya5Xn-MWpUzBEMRkWL8Ai_I7SugXZYIOjyBK 1jtNcmwymKBB
1 2.4.10 4-7-9 I 6-10-7 1 9-1-6 1 1148.0 I
2-4-10 2.2.14 2-2-14 2-2-14 2-4-10
Scale=1:19.9
2x4 II 3x10 = 2x4 II 4x12= 3x4 II
4410= 2 3 4 5 6
• I •
1 e e
_.,
.11111111.11. I —■w�
N es. HHUS46 HHUS46 HHUS46 HHUS46 HHUS46 HHUS46 HHUS46
@ --,J 3 11 14 10 9 15 16 8 17 18 7
4x12= 3x10 II 7x8= 3x10 II
4x4 II HHUS46 4x8 =
1.548 STP=
1 2-4-10 I— 4-7-9 1 6-10-7 1 9-1-6 1 11.6.0 -1
2.4-10 2-2-14 2-2-14 2-2-14 2-4-10
Plate Offsets(X.2/)- 19:0-4-0.0-4.41
LOADING(psi) SPACING- 1-0-0 CSI. DEFL. in (lac) 1/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.79 Vert(LL) -0.16 9-10 >855 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.61 Vert(TL) -0.27 9-10 >495 240
BCLL 0.0 Rep Stress Incr NO WB 0.91 Horz(TL) 0.03 7 n/a n/a
BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:129 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-11 oc purlins,
BOT CHORD 2x6 SP 2400F 2.0E except end verticals.
WEBS 2x4 SP No.3'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
1-11,3-11,3-9,5-9,5-7:2x4 SP No.2
REACTIONS. (lb/size) 12=3899/0-8-0,7=4352/Mechanical
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1.12=-2711/0,1-2=-6363/0,2-3=-6363/0,3-4=-10057/0,4-5=-10057/0,5-6=-454/0
BOT CHORD 12-13=0/456,11-13=0/456,11-14=0/10433,10-14=0/10433,9-10=0/10433,9-15=0/7490,
15-16=0/7490,8-16=0/7490,8-17=0/7490,17-18=0/7490,7-18=0/7490
WEBS 1-11=0/6424,3-11=-4427/0,3-10=0/1679,3-9=-409/0,5-9=0/2791,5-8=0/1856,
5-7=-7652/0
NOTES-
1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows:
Top chords connected as follows:2x4-1 row at 0-7-0 oc.
Bottom chords connected as follows:2x6-2 rows staggered at 0-6-0 oc.
Webs connected as follows:2x4-1 row at 0-9-0 oc. ``111111111I,II
2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply ``tt Qu N t /,�,
connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. `s OP ''',. ',,,e,
3)Refer to girder(s)for truss to truss connections. ��� ) ,•'�Ci•E N S' :.
4)Provide metal plate or equivalent at bearing(s)7 to support reaction shown. '' F • •
5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to .:',' .• N 0 681 82
be attached to walls at their outer ends or restrained by other means. *� *•
7)Use Simpson Strong-Tie HHUS46(14-10d Girder,6-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at / I *
7-7-12 from the left end to 9-7-12 to conned truss(es)to front face of bottom chord. -0• r :CC
8)Use Simpson Strong-Tie HHUS46(14-10d Girder,6-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at $ • tit' • E OF
0-9-12 from the left end to 10-9-12 to connect truss(es)to back face of bottom chord. ••• Co' ((/
9)Fill all nail holes where hanger is in contact with lumber. I* if/ Q _,
LOAD CASE(S) Standard •'1 r' �•%
1)Dead•Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 /r /,,I O N Ak- 1 11
Uniform Loads(plf) b I/1111111it t
Vert:1-6=-50,7-12=-10 Joaquin Velez PE No.68182
Concentrated Loads(Ib) MITek USA.Inc.FL Cert 6634
Vert:10=-1133(B)9=-1133(B)13=-1133(B)14=-1133(B)15=-390(F)16=-1133(B)17=-390(F)18=-1133(B) 6904 Parke East Blvd.Tampa FL 33610
Date:
August 19,2015
' Q WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE•147473 rev.02/16/2015 BEFORE USE. •
Design valid for use only with Mifek connectors.This design's based only upon parameters shown,and is for on individual building component. 11111
Applicability of design parameters and proper incorporation of component is responsibiaty of building designer•not truss designer.Bracing shown
6 for lateral support of individual web members only.Additional temporary bracing to insure Maturity during construction u the responsibility of the MiTek
1 erector.Additional permanent bracing of the overol structure is the responsibility of Use building designer.For general guidance regarding
fabrication.quality control storage.delivery.erection and bracing.consult ANSVTPII Quality Criteria.DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information °voluble from Truss Plate Institute.761 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610
r`
Job Truss Truss Type Qty Ply terrano/Lot 9 ABCC
17348389
730701-1 FT2 Floor 2 1
Job Reference lootionall
American Builders Supply. Sanford,FL 32771 7.630 s Jul 28 2015 MiTek Industries.Inc.Wed Aug 1910:31:14 2015 Page 1
ID:2fdnnkV2M7uozMX2KV5Fglya5Xn-MWpUzBEMRkWL8Ai 17SugXZddQn5BWN1jtNCmwymKBB
I 2-6-0 I I 1-2-0 I
Scale=1:13.2
3x4=
1 3x4 II 2 3 3x4= 4 3x4 I I
•
7
e e . IA
e s
3x6= 2x4 II 2x4 II
8 7 6 5
3x6=
6-11-0
6-11-0
Plate Offsets(X,Y)— f1:Edae.0-1-81.12:0-1-8•Edgel,[3:0-1-8.Edael,f6:0-1-8,Edgel,f7:0-1-8.Edgel
r
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (roc) 1/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.48 Vert(LL) -0.04 7-8 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.34 Vert(TL) -0.05 7-8 >999 240
• BCLL 0.0 I Rep Stress Ina YES WB 0.18 Horz(TL) 0.01 5 n/a n/a
BCDL 10.0 I Code FBC2010/TPI2007 (Matrix) Weight:38 lb FT=20%F,11%E
LUMBER- BRACING-
.
:
• TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
•
•
BOT CHORD 2x4 SP No.2(flat) end verticals.
•. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 8=400/Mechanical,5=400/Mechanical
•
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
•
TOP CHORD 2-3=-584/0
• BOT CHORD 7-8=0/584,6-7=0/584,5-6=0/584
WEBS 3-5=-640/0,2-8=-640/0
NOTES-
.. 1)Unbalanced floor live loads have been considered for this design.
• 2)Refer to girder(s)for truss to truss connections.
3)"Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss.
4)Recommend 2x6 slrongbacks,on edge,spaced al 10-0-0 oc and fastened to each truss with 3-1Od(0.131'X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
•
,`j1i1lIIIIIII�!
No 68182
• '�•:�- I�' E OF :•�
' , 4' / 0 R 1 x•••• r,,N :'
'-iii''ONA'c.v.
``,`�.
Joaquin Velez PE No.68182
MITek USA,Inc.FL Cert 6634
6904 Parke East Blvd.Tampa FL 33610
Date:
August 19,2015
1 __ f
A WARNING•Wdly design paanatera and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 ray.02/16/2015 BEFORE USE.
Design valid for use only with Mack connectors.This design is based only upon parameters shown,and is tot on indviduol building component. MI
Applicabilly of design porameters and proper incorporation of component is responsbiity of building designer-not truss designer.Bracing shown
is for lateral support of individual web members only,Additional temporary bracing to insure stability during construction is the responsibility of the T
erector.Additional permanent bracing of the overall structure is the responsbiity of the budding designer.For generol guidance regarding M 1 iek
fabrication.quality control storage.delivery.erection and bracing.consult ANSI/TPlb Quality Cdteda,DSB-89 and SCSI Building Component 6904 Parke East BInd.
Safety Information available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33810
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