1661 PARK TER E - TRUSS � 9,
e JULIUS LEE PE. .. � flLE r'DY
c IS PANAGE `i
MP LIES WITH THE ,
1 D S,G1'.INTENT APPLIED
lu INSPIIOJCCT
RE: 713991 - N,y �P
04 g� 1109 COASTAL BAY BLVD,
DRAWING BOYNTON BEACH, FL 33435
Site Information:
Project Customer: Jewel Homes Project Name: 713991 Model: Ketteringham Res.
Lot/Block: . Subdivision: .
Address: 1661 Park Terrace East
City: Duval State: Florida
Name Address and License#of Structural Engineer of Record, If there is one, for the building.
Name: Bryan A. Murray License#: 64010
Address: 157 Hampton Point Dr.
City: St.Augustine State: Florida
General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC2014/TPI2007 Design Program: MiTek 20/20 7.6
Wind Code: N/A Wind Speed: N/A mph Floor Load: 55.0 psf
Roof Load: N/A 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.
This document processed per section 16G15-23.003 of the Florida Board of Professionals Rules
In the event of changes from Builder or E.O.R. additional coversheets and drawings may accompany
this coversheet.The latest a proval dates supersede and replace the previous drawings.
No. Seal# Truss Name Date
1 110695291 F01 1 10/8/015
12 1 110695292 1F02 1 10/8/015 1
1 13 (110695293 1F06 110/8/015 1
1
The truss drawing(s)referenced above have been prepared by MiTek \\� �, �� //�i/
Industries,Inc.under my direct supervision based on the parameters \'`� DVS sic -'%
provided by Builders FirstSource(Jax). .` �J�'•• NSF'. �.
Truss Design Engineer's Name: Julius Lee * ' o 34869 * '
My license renewal date for the state of Florida is February 28,2017.
-...1 u24'
/� �r, � / _
'0 Ck�1 . i
NOTE:The seal on these drawings indicate acceptance of ----_,0 wJ ?
professional engineering responsibility solely for the truss T STATE OF ._•
components shown. The suitability and use of this component % '••FLORID..•' L9 .;
for any particular building is the responsibility of the building �'//;s7ONp E�\\\
designer, per ANSI/TPI-1 Chapter 2. �'/// i I I%\Oktober 8,2015
1 of 1 Julius Lee
713991 F01 GABLE 12 1 I rwrUcnr.i
•
Job Reference(optional)
Builders FlretSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MTek Industries.Inc. Thu Oct 0815:01:51 2015 Page 1
ID:fe_LDeDPS_E1 ygCFH8cJ0?zgsUV-jfovvn?IOb114JN7AMzzEhP8jRBXU?aOLUXTc?yVRZE
' aka °148
r
Scale=1:37.1
34 = 3x8 FP= 3x3=
1 2 T7 3 45 8 7 8 9 10 11 12 13 14 15 18 17 18 19
cc�� . a
79B!.�rsl Si s Sj Si Sj Si 3i Si S+ Si Sj Sj u, Sj ■%7t.', 4
- _ i 1__' 1'lii
38 37 38 35 34 33 32 31 30 29 28 27 28 25 24 23 22 21 20
353 = 34 = 3x6 FP= 34= 34=
1-6-12 2-10-12 4-2-12 5.6.12 6-10-12 8-2-12 9.8-12 10-10.12 12-2-12 13-6-12 14-10-12 16-2-12 17.6-12 18-10-12 20-2-12 •7-1 22-2-8
1-6-12 1-4-0 140 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1.4-0 140 MP; 1-6-12
. LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress lncr YES WB 0.04 Horz(TL) -0.00 21 n/a n/a
BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:102 lb FT=11%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc puffins,
BOT CHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except
OTHERS 2x4 SP No.3(flat) 10-0-0 oc bracing:37-38,20-21.
REACTIONS. All bearings 22-2-8.
(lb)- Max Gray All reactions 250 lb or less at joint(s)38,20,37,21,36,35,34,33,32,31,30,29,28,27,26,
25,23,22 \\\1tII1111f/////
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. \�\\ �l3 S.r` ////
NOTES- (7-9) J�. •\CEN$F• '.
1)All plates are 1.5x3 MT20 unless otherwise indicated. • -
2)Gable requires continuous bottom chord bearing. .... * 34869
3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). _
4)Gable studs spaced at 1-4-0 oc. _ -0 W _
5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. -n / ]/) W`
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. — ww ll _
Strongbacks to be attached to walls at their outer ends or restrained by other means. STATE OF .. •_• �
7)This manufactured product is designed as an individual building component. The suitability and use of this component for any - -.
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. .•. 1.ORIOP`.-• ( ��
8)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. / SS . \ \\
9)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 /1// /Q N A1- �,
LOAD CASE(S) Standard ////f i I I I I t `\
• e•: 8,201'.
A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIl-7473 BEFORE USE.
Design valid to use only with MITek connectors.This design is based only upon parameters shown,and is for an individual building component.
Applicability of design paramenters 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 Waring to Insure stability during construction is the responsibility of the Julius Lee PE.
erector.Additional permanent bracing of the overal structure Is the responsibility of the building designer.For general guidance 1109 Coastal Bay
fabrication.dusky control.storage.delivery,erection end bnadrg,wrnrtt ANSVTPII Quality Criteria,DSB-89 and BBC.S111 Building Component Boynton Beach FL 33435
Salty Inlonmtlon available from miss PIMs I ntlbte.583 D'OnoMo Drive,Madison,WI 53719.
713991 F02 'FLOOR f124 ' 1
�we.
iJob Ref renceLopionap
Builders Fk tSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc.Thu Oct 0815:01:52 2015 Page 1
ID1e_LDeDPS_EtygCFH8cJQ?zqsUV-BsMH670N9uQ9hTyKk3VCmuyG2rP6DLOXa8H09SyVRZD
4 0-1-8
H I 1-340 I I 2-2-8 I Sc4'
le=1:37.6
4x4= 4x4 =
1.5x3 = 3x4= 3x8 FP= 1.5x3 I I 3 x 6 = 3x4 = 1.5x3 I I 3x4= 1.5x3=
QQ 1 TS 2 3 4 5 8 7 8� 9 10 1_1a �1_2+` 13 k 27
Ik4 014
MI eill
25 24 23 22 21 20 19 18 17 18 15 14
4x6 = 3x4= 3x8= 3x8 = 3x8 = 3x8 MT18H FP= 4x8=
3x4 =
I 22-2-8 I
22-2-8
Plate Offsets(X,Y)- [1:Edge,0-1-81[13:0-1-8.Edgel
LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (hoc) 1/defl Lid PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.32 Vert(LL) -0.31 20 >856 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.57 Vert(TL) -0.48 20 >549 240 MT18H 244/190
BCLL 0.0 Rep Stress Ina YES WB 0.51 Horz(TL) 0.07 14 n/a n/a
BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:118 lb FT=11%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP M 31(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP M 31(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 25=801/0-5-4 (min.0-1-8),14=801/0-5-4 (min.0-1-8)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
'\`'\l\I l I I I I/
/
TOP CHORD 25-26=-797/0,1-26=796/0,14-27=-797/0,13-27=796/0,1-2=-832/0,2-3=-2108/0, //
\
3-4=2108/0,4-5=3021/0,5-6=3021/0,6-7=-3507/0,7-8=-3615/0,8-9=-3615/0,
9-10=3024/0,10-11=3024/0,11-12=-2109/0,12-13=-831/0
BOT CHORD 23-24=0/1571,22-23=0/2626,21-22=0/3361,20-21=0/3615,19-20=0/3615,18-19=0/3334,
17-18=0/2622,16-17=0/2622,15-16=0/1572 =\ \\\J\\\iJ C E S N S`L C�
//
//
WEBS 1-24=0/1074,2-24=-1029/0,2-23=0/747,4-23=-720/0,4-22=0/537,6-22=-463/0,
34869
6-21=0/342,7-21=-424/142,13-15=0/1074,12-15=-1030/0,12-16=0/747,11-16=715/0, _ -
11-18=01546,9-18=-421/0,9-19=-2/616,8-19=-273/0 _ -D y IX
NOTES- (6-8) -70 l(/'1�/AJ W=
1)Unbalanced floor live loads have been considered for this design. - STATE OF . <</
2)All plates are MT20 plates unless otherwise indicated. ..- •,
3)All plates are 3x3 MT20 unless otherwise indicated. ELORIOP �i�
4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ///61/".1_,,‘././: ! ���
5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. • 0 N A� \\\
Strongbacks to be attached to walls at their outer ends or restrained by other means.
'/1/1111 %\‘\
\
6)This manufactured product is designed as an individual building component. The suitability and use of this component for any
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.
7)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB.
8)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435
LOAD CASE(S) Standard
October-8,201;
I r
WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE.
Design valid for use only with MITek connectors.This design is based only upon parameters shown,and is for an individual building component.
Applicability of design paramenters 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 is the responsibility of the Julius Lee PE.
erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay
fabrication,quality control,storage,delivery,erection and bracing,consult ANSVfPl1 Gwllty Criteria,DSB-89 and BCSl1 Building Component Boynton Beach,FL 33435
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719.
713991 F06 FLOOR 2 1'1 1
> i Job Reference(optional)
Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MTek Industries,Inc.Thu Oct 08 15:01:53 2015 Page 1
I D1e_L DeDPS_E 1 ygC FH8cJO?zgsUV-f2w(JS1?wCYOJdXW I nORJ6VKI FjFygDhpoOZhuyVRZC
■ v 0-1-8
H I 1-3-0 I I 2-2-12
y Scale=1:14.5
1.5x3 I I 1.5x3 i 1 3x3 =
1 3x4 = 2 3 43x3 — 5
. T1
o _/I/
SS 1.,R
i I q
81e
9 e g 3x3 73x3 6 Wt
Y
r� 3x< -
3x3= 1.5x3 II
I
7-10-4
7-10-4
Plate Offsets(X,Y)— (9:0-1-8.Edgej
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.73 Vert(LL) -0.10 7-8 >906 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.70 Vert(TL) -0.16 7-8 >593 240
BCLL 0.0 Rep Stress Inc( YES WB 0.35 Horz(TL) 0.01 6 n/a n/a
BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:41 lb FT=11%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins,
BOT CHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 10=415/0-5-4 (min.0-1-8),6=422/Mechanical
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. `�1 1))I I I(/////
TOP CHORD 10-11=461/0,1-11=-461/0,5-6=-433/0,1-2=-571/0,2-3=-571/0,3-4=-571/0,4-5=-360/0 \ ````S /
BOT CHORD 8-9=0/571,7-8=0/631 �\\ \v •• .- r\• ////•WEBS 1-9=0/728,2-9=352/0,5-7=0/490,4-7=376/0 J�' . .• ••��•C\//
NOTES- (6-8)
1)Unbalanced floor live loads have been considered for this design. 34869
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. _ -D :
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.
4,t) W`Strongbacks to be attached to walls at their outer ends or restrained by other means. \
5)CAUTION,Do not erect truss backwards. STATE OF
6)This manufactured product is designed as an individual building component. The suitability and use of this component for any •• . .
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. FLORjQP �i
7)Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. / ,) � i \\�
8)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435 /// Q \\
LOAD CASE(S) Standard ///// NIAi t 111\\
October-8,201,'
t
a WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 BEFORE USE.
Design valid for use only with MTek connectors.This design Is based only upon parameters shown,and Is for an Individual building component.
Applicability of design paramenters 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 Is the respectability of the Julius Lee PE.
erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay
fabrication,Quality control,storage,delivery,erection and bracing.consult ANSVTPI1 Quality Criteria,DSB49 and BCSI1 Building Component Boynton BeeCh,FL 33435
Safety Information available from Truss Plate Institute.583 D'OrwBio Drive,Mattson,WI 53719.
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ENG//v
J�QS' • c*5)L'
JULIUS LEE PE. !Pp (AGE
LIES WITH THE oity
DE N INTENT APPLIED
TO THIS PROJECT Q
RE: 713991 - �y0 �Q�
ORAWING 1109 COASTAL BAY BLVD,
BOYNTON BEACH, FL 33435
Site Information:
Project Customer: Jewel Homes Project Name: 713991 Model: Ketteringham Res.
Lot/Block: . Subdivision: .
Address: 1661 Park Terrace East
City: Duval State: Florida
Name Address and License#of Structural Engineer of Record, If there is one, for the building.
Name: Bryan A. Murray License#: 64010
Address: 157 Hampton Point Dr.
City: St. Augustine State: Florida
General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC2014/TPI2007 Design Program: MiTek 20/20 7.6
Wind Code: ASCE 7-10 Wind Speed: 130 mph Floor Load: 55.0 psf
Roof Load: 32.0 psf
This package includes 71 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.
This document processed per section 16G15-23.003 of the Florida Board of Professionals Rules
In the event of changes from Builder or E.O.R. additional coversheets and drawings may accompany
this coversheet. The latest approval dates supersede and replace the previous drawings.
No. Seal# Truss Name Date No. Seal# Truss Name Date
1 110689847 CJ01 10/8/015 18 110689864 F07 10/8/015
2 110689848 CJO2 10/8/015 19 1 110689865 F08 10/8/015
3 110689849 CJO3 10/8/015 20 1110689866 F09 10/8/015
4 110689850 CJO4 10/8/015 21 1110689867 F10 10/8/015
5 110689851 CJ05 10/8/015 22 1110689868 F11 10/8/015
6 110689852 CJO6 10/8/015 23 1110689869 F12 10/8/015
7 110689853 CJO7 10/8/015 24 110689870 F13 10/8/015
8 110689854 CJO8 10/8/015 25 1110689871 F14 10/8/015
9 110689855 EJ01 10/8/015 26 110689872 F15 10/8/015
10 110689856 EJ02 10/8/015 27 110689873 F16 10/8/015
11 110689857 EJ03 10/8/015 28 110689874 F17 10/8/015
12 110689858 EJ04 10/8/015 29 110689875 F18 10/8/015
13 110689859 F01 10/8/015 30 110689876 HJO1 10/8/015
14 110689860 F02 10/8/015 31 110689877 HJO2 10/8/015
15 110689861 F04 10/8/015 32 110689878 HJO3 10/8/015
16 110689862 F05 10/8/015 33 110689879 T01 10/8/015
17 110689863 F06 10/8/015 34 110689880 TO1A 10/8/015
The truss drawing(s)referenced above have been prepared by MiTek \`Vs S�K���
Industries, Inc. under my direct supervision based on the parameters \\\\ \ ..•• •:.•
provided by Builders FirstSource(Jax). �J�' NSF .
Truss Design Engineer's Name: Julius Lee * ' o 34869 *
My license renewal date for the state of Florida is February 28,2017. _ ,/ / ► —
NOTE:The seal on these drawings indicate acceptance of % 0 i •
.(� STATE OF
professional engineering responsibility solely for the truss � •
components shown. The suitability and use of this component %, F�oRtoP.„,,,‘„,\••',�j ��•
for any particular building is the responsibility of the building ''/,, /ONA1-
designer, per ANSI/TPI-1 Chapter 2. • r/f i l l\OIober 8,2015
1 of 4 Julius Lee
110689847
713991 • C.101 adc-Open 2 1
Job Reference(optional)
Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc.Thu Oct 08 09:36:48 2015 Page 1
ID:fe_LDeDPS_E 1 yg CFH8cJQ?zgsUV-Gcrye t zCN 17Yn 7vp9taSHu9CtggkOOyjeifyawyV WJz
-1-4-0 1-0-0
, , I 1-4-0 i 1-0.0
Scale=1:6.0
3
400R1 2
1
M., 4
7/M_
2x4 =
Plate Offsets(X,Y)- j2:0-0-2 Edge]
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.00 2 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(TL) 0.00 2 >999 180
BCLL 0.0 • Rep Stress[nor YES WB 0.00 Horz(TL) 0.00 n/a n/a
BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:5 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 2=165/0-5-8 (min.0-1-8),4=-27/Mechanical
Max Horz 2=55(LC 8)
Max Uplift 2=-192(LC 8),4=-27(LC 1)
Max Gray 2=165(LC 1),4=29(LC 8) \\\,1`\\It I I I,//////
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\\ �vs, S1.r\, ///�
` r
NOTES- (7-9) \�\,J� •\CENS - '��
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;End., \ *
•
GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces / is 34869
8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - -10 /;/ /16t6 ;
3)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide -r1 _
will fit between the bottom chord and any other members. -N
4) Refer to girder(s)for truss to truss connections. �� STATE OF
5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 192 lb uplift at joint 2 and 27 lb uplift at �w��`
joint4. .-- 'LORIOP" v -
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. S) s `� \\�
7)This manufactured product is designed as an individual building component. The suitability and use of this component for any / L ' �\
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. // \
/, 4NA \�
8) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. //f I I I 1\\\
9)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435
LOAD CASE(S) Standard
October-8,201.'
■ •
A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 BEFORE USE.
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component.
Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not Miss designer.Bracing shown
is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Julius Lee PE.
erector.Additional permanent bracing of the overal structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay
fabrication,quality control,storage,dekvery,erection and bracing,consult ANSIITPII Duality Criteria,DSB-89 and BCSII Building Component Boynton Beach,FL 33435
. Safety Information available from Truss Plate Institute,583 Donofrio Drive,Madison,WI 53719.
110689849
713991 • CJO3 Jack-Open 2 1
_Job Referenceloptionall
Builders FirstSource, Jacksonville,Fl 32244 7.640 s Oil 7 2015 MiTek Industries,Inc.Thu Oct 08 09:36:49 2015 Page 1
■ IDie_LDeDPB E1ygCFH8cJO?zqsUV-koPLsM_g8bFPOHU?1p5hg6iKa4617rCstMPV6NyVWJy
1 -1-4-0 1 5.0-0
, 1-4-0 5-0-0
Scale=1:12.6
3
X r2
g
4.00 FIF
4, n
T1 N
f:
2
1 1 B1
=, 4
2x4 =
LOADING (psf) SPACING- 2-0-0 CSI. DEFL- in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.07 2-4 >772 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(TL) 0.06 2-4 >943 180
BCLL 0.0 * Rep Stress Inc* YES WB 0.00 Horz(TL) -0.00 3 n/a n/a
BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:18 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=112/Mechanical,2=252/0-5-8 (min.0-1-8),4=24/Mechanical
Max Horz 2=117(LC 8)
Max Uplift 3=108(LC 12),2=-248(LC 8),4=-44(LC 8)
Max Gray 3=112(LC 1),2=252(LC 1),4=71(LC 3)
\111111111/////
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\\ \\3`vs S.{f //i
NOTES- (7-9) \.`\ \S 10ENS•• 4,„/,'i
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Encl., .`•
GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces — * ••
&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 / . 34869
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. _ --
3) •This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide _ -D 7 j r1\ •
will fit between the bottom chord and any other members. — T _
4) Refer to girder(s)for truss to truss connections. /�+
5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 108 lb uplift at joint 3,248 lb uplift at % A STATE OF ���
joint 2 and 44 lb uplift at joint 4. - �` \
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. r •• PI-ORION • \�
7)This manufactured product is designed as an individual building component. The suitability and use of this component for any ••••...•••
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. ///v/O N A`- \•/ \\-
8) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB. //ii I 1 1 1 1 1111
9)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435
LOAD CASE(S) Standard
October-8,201!
i
® WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE.
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component.
Applicability of design paramenters 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 is the responsibility of the Julius Lee PE.
erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay
fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,W 53719.
•
713991 • CJO5 Jack-Open 9 1 110689851
Job Reference(optional)
Builders FirrsiSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MiTek Industries,Inc.Thu Oct 08 09:36:50 2015 Page 1
• ID:fe_LDeDPS_E1ygCFH8cJQ?zgsUV-C zj3i?SWNGOR3BHIcwNJESPTSNsIS06083fpyVWJx
I -1-4-0 I 3-0-0
r 1-4-0 3-0-0
Scale=1:21.9
3 11
7.00 12
axe 11
2 4/1 g
1
a
5 4
4x6 II
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loci) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.01 4-5 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(TL) -0.01 4-5 >999 180
BCLL 0.0 * Rep Stress Ina YES WB 0.00 Horz(TL) -0.06 3 n/a n/a
BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:15 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=196/0-3-8 (min.0-1-8),3=54/Mechanical,4=12/Mechanical
Max Horz 5=118(LC 9)
Max Uplift 5=-36(LC 12),3=-98(LC 12),4=-28(LC 12)
Max Gray 5=196(LC 1),3=81(LC 19),4=40(LC 10) \\\\\\i I I I I///////
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \�� �vs `S ,\, ��i�
` i
NOTES- (7-9) `�\ J� •\CEN$F'•..
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;Encl., `
GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;end vertical left exposed;C-C for members and forces& / a 34869 -
MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. —-D /./ r• [t
3) •This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ' b _73 will fit between the bottom chord and any other members.
4) Refer to girder(s)for truss to truss connections. 0 : �/
5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 36 lb uplift at joint 5,98 lb uplift at joint 3 i STATE OF ••7\\■-'�and 28 lb uplift at joint 4. r F�OR10 N (6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. V ••.-••7)This manufactured product is designed as an individual building component. The suitability and use of this component for any //kS1 10 N A` �\
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. ///1 I I I I t\\`\\
8) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB.
9)Truss Design Engineer:Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435
LOAD CASE(S) Standard
October 8,201:
•
® WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1.7473 BEFORE USE.
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component.
Applicability of design paramenters 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 is the responsbillity of the Julius Lee PE.
erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay
fabrication,quality control,storage,delivery,erection and bracing,consult ANSyTP11 Quality Criteria,DSB-89 and BCSI7 Building Component Boynton Beach,FL 33435
Safety Information available from Truss Plate Institute,583 D'Onotrio Drive,Madison,WI 53719.
ilriL
110689853
713991 • CJ07 Jack-Open 1 1
Job Reference(optional)
Builders FisstSource, Jacksonville,Fl 32244 7.640 s Oct 7 2015 MTek Industries,Inc.Thu Oct 08 09:36:51 2015 Page 1
ID:fe_LDeDPS E1ygCFH8cJQ?zgsUV-gBX5H2O5gDV7ebeOr?79vXnfOtoEbli9KgucBFyVWJw
• r I 3-0-0 I
•
Scale=1:21.9
2
7.00 12 irl
.,1
3x4 II
J j
1
R
4 3
4x6 II
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.01 3-4 >999 240 MT20 244/190
TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.01 3-4 >999 180
BCLL 0.0 * Rep Stress Ina YES WB 0.00 Horz(TL) -0.06 2 n/a n/a
BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:12 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 4=89/0-3-8 (min.0-1-8),2=71/Mechanical,3=18/Mechanical
Max Horz 4=98(LC 9)
Max Uplift 2—102(LC 12),3=-21(LC 9)
Max Gray 4=89(LC 1),2=96(LC 19),3=41(LC 3) \\\``\``\\1 1 1111 1 f`/////
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. \\\�\�� )S, S.if .,/�
NOTES- (7-9) � •�J \CEN4- *.��
1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;Enc., • * • * ..-GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;end vertical left exposed;C-C for members and forces& / . 34869
MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 -
2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. _ -u I,./ r• ;
3) •This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide =T _
will fit between the bottom chord and any other members. /
4) Refer to girder(s)for truss to truss connections. (.41%. STATE OF
5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 102 lb uplift at joint 2 and 21 lb uplift at ' ,.. . .
joint 3. ..•,FLORIOr: •• v
6) Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. , -'••••••' \\
7)This manufactured product is designed as an individual building component. The suitability and use of this component for any '//v'O N A` � \\
particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. ///1111110\
\\\\\
8) Note:Visually graded lumber designation SP,represents new lumber design values as per SPIB.
9)Truss Design Engineer.Julius Lee,PE:Florida P.E.License No.34869:Address:1109 Coastal Bay Blvd.Boynton Beach,FL 33435
•
LOAD CASE(S) Standard
•
October 8,201:
■ •
A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITE(REFERENCE PAGE MIl-7473 BEFORE USE.
Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component.
Applicability of design paramenters and proper incorporation of component is responsibility of budding 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 responsibillity of the Julius Lee PE.
erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1109 Coastal Bay
fabrication,quality control,storage,deivery,erection and bracing,consult ANSIRPII Quality Criteria,DSB-89 and BCSI1 Building Component Boynton Beach,FL 33435
Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719.