HomeMy WebLinkAboutSUBMITTED DOCUMENTSProduct Review Affidavit
St Lucie County, Public Works Department
Code Compliance Division
The following products will be installed in the structure located at
Building Permit # _
° Owners Name kj-t-teQa.A.v 4Z C Owner's Address z-g .5 W kA&Lauuf/!!v !Ic �o. StyAs r
Contractor Peaan Coact Contractor's Address /)yb Swi®At a QR , p��,o, c`,��; F� i $4yyo
Product
*Product Rated I Manufacturer
Method of Attachment
Windows * Fill in the rated wind design pressures listed by the manufacturer for each product listed
1st Choice
Mullions
Fixed Glass
1st Choice
*lee S,0
kfijAp
NS5n
zXz. a& !Skylights � r Ant
°OTa°L'
ii
A+Pcu5fl
SE TA70
I4f7APCog @ /O yO.G• // O
is (other)
Butt Glass
Glass Block
ing Glass Di
1st Choice
2nd Choice rauq
ag Type Doors
EAO #/ 2 i ! u e n lust
1st Choice .�
yip*.-y p
KK P
5
S!a. Y V Z %`� fs�peoni !
2nd Choice rJcc�un
4-69!�70-
li Ni/
7� u S".Is�coGr- Air.!{
Overhead Garage Doors a A. JAM.-3
1st Choice
2nd Choice
Roofing Material 44 u u
GB^ghalt/Fiberglass G G t C A/ 71 - z �/ u 5 �e w FoA
Metal (� O F
Other
Choice
b e.
I have reviewed the abive iompopents,and cladding, and have app
se in the structure to
provide adequate resistanceto themind'loads and forces specified by r
t code provisions.
Name: Gd.ln1O�: ` ; Signature i
Design Firm. �. ek;1 fro �C Cert. No. 70
l�A 9 1
Date: �� / �r�
t
.GowSSurr �G
l
1117
17
i5
19722-Z3 r.4
Page: 1
• 6 1 TR 19722- 2 U p L I F T 88 338
1188 338
19722-23/
• 5 1 TR A3 TO y 1188 338
1188 338
19722Mo
G
m
5 2 TR A4m v1 tail 2085 546
7D co 'i 2085 546
c' r I\/I
19722-23/ to g— c
2 1 SP B1H � n � 1066 324
O m m 788 277
19722-23/ o
2 1 SP B2 m o c 748 246
to 507 212
19722-23/ a y
2 1 SP B3 cb Q 748 240
507 199
19722-23/
2 1 SP B4 742 231
513 193
19722-23/
11 1 SP B5 m i 748 229
$ m _.�497 157
19722-23/ m g :
58 1 SP Cl o $k (t 507 190
a aU314 103
19722-23/
32 1 SP C2 s 3 @ 243 34
d 1 n 344 105
19722-23/
10 1 SP C3243 103
330 149
19722-23/ O
10 1 SP C4 243 162
330 141
19722-23/ I\
10 1 FLAT C5 243 189 N
m m r f 353 206
19722-23/ IG m ; aN
10 1 FLAT C6 m a 243 239
353 257
19722-23/
5 1 FLAT C7 I� z� n 243 301
353 318
19722-23/
4 1 SP CBG N j� 1346 412
19722-23/ �IN � 999 337
4 1 EMJ C9G 420 77
433 117
*UPLIFTS*
FILE
COPY
Robbins Engineering, IvsJOolioe Pluss^C I9903007 VVslon 21.0A595Umm•sO Pege Uplift Rsl.r, Dv¢ I IMI107 Peg¢l olg
19722-EE3 &.'+
Page: 2
19722-23/
• 2
1
SP
C10H
595
206
/I
827
210
-
19722-23/
• 2
1
SP
D1G
417
166
�\
430
107
19722-23/
2
1
SP
D2
264
84
307
61
19722-23/
B
1
MONO
-HJ7
470
216
317
340
136
19722-23/
2
1
ENDJ
-HJD
345
195
�\
142
50
237
17
19722-23/
4
2
M100
LVL-A
2681
507
2681
507
ALL END JACKS 7' AND UNDER
WILL HAVE AN UPLIFT VALUE OF
250 L8S UNILESS NOTED OTHERWISE
*UPLIFTS*
Robbins Englneart a9,IneJOnlina Plus' " 0 2996-2007 Version 21.0.059 Summary Page Uplift Report Deb 1110/107 PnCC; g or
, Permit Nunibi:ea - ; Lot Number:
Miscellaneous _ Address:
The ink_.aaaoninb's bhox "r administrative purposes only andis not pan of this engineednp review.
Truss Fabricator: East Coast Lumber
Job Reference: 19722-23 - KITTERMAN PLAZA (DEEP DEVELOPMENT)
Robbins 104 Parke East
Tampa, FL 33610
Engineering, Inc. (813)972-1135
� InL. hlnm4,or Ihto
Engineering Index Sheet
} Index Page l-oft--- --
FBC2004 Specification Quantity
19722-23 11 /01 /2007 33
A Professional Engineer's Seal affixed to this Index Sheet Indicates the acceptance of professional Engineering
responsibilities for individual truss components fabricated In accordance with the listed and attached Truss Specification
Sheets. Determination as to the suitability of these individual truss components for any structure is the responsibility of
the Building Designer, as defined in ANSI1TP11-95, Section 2.2. Permanent files of the original Truss Specification Sheet
are maintained by East Coast Lumber. Questions regarding this Index Sheet and/or the attached Specification Sheets may
be directed to East Coast Lumber @ or Robbins Engineering, Inc. (d (813) 9724135. (Software - Online Plus)
Date Mark
Date Mark
Morris A. Shashoua, P.E.
MAURICE A. SHASHOUA, P.E., INC.
1908 NW 112 Avenue
Coral Springs, FL 33071
(954)753-1988
License Nos: EB5251 & 19554
Date Mark
Date
Standard Loadin
T.C. Live
20 pef
T.C. Dead
15 paf
H.C. Live
0 paf
H.C. Dead
10 paf
Total
45 pelf
ANSI/ASCE7-02
Main Wind Force Res. Sys.
Wind Speed: 140
Mean Roof Ht.: 15
Exposure Category: B
Occupancy Factor :1.00
Building Type: Open
Zone location: Exterior
TO Dead Load : 7.0
BC Dead Load : 3.0
Mark Notes: Refer to individual truss design
special loading conditions.
Robbins Engineering,Inc./Online Plus^ 01996-2007 version 21.0.059 Job Index Sheet 111112007 12:45:48 PM Page
v
"All
v
Job
Mark
Quan Type Span Pl-Hl Left OH Right OH
Engineering
'7972J-23
AISGE 1
5 TR 250000 6. 13 13
19722-23 - KITTERMAN PLAZA (DEEP DEVELOPMENT)
HO 6-0 HO 6-0
n n
i
T(. L 12-6-0 I 12-6-0 e
4x4
B
R
U
I
P
6
W
y
6-9-0
' L
AA
•2x4
J
cc
3x4
3.4
A
C
H K M O Q S EE T v x z BB DD I
3x4
SPL
BCI 2-4-0 1 20-4-0 1 2-4-0
25-0-0 III
ALL PLATES ARE MT2020
See Joint J For Typical Gable Plate size and Placement
Scale: 0.265" = 1'
Online Plus -- Version 21.0.059
RUN DATE: 01-NOV-07
CSI
-Size-
TC 0.12
2x 4
SP-#2
BC 0.14
2x 4
SP-#2
GW 0.15
2x 4
SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 25- 0-
BC Cont. 0- 0- 0 25- 0-
psf-Ld Dead Live
TC 15.0 20.0
BC 10.0 0.0
TC+BC 25.0 20.0
Total 45.0 Spacing 24.011
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Total Load Reactions (Lbs)
it Down Uplift Horiz-
K 2250 676 U 199 R
it Brg Size Required
K 244.0" 28"-to- 272"
\,IPlus 6 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
Robbins Engineering, Inc./Online Plus-
B -U 0.05 147 T 0.02 0.03
U -W 0.07 154 T 0.03 0.04
W -Y 0.07 153 T 0.03 0.04
Y -AA 0.07 155 T 0.03 0.04
AA -CC 0.10 146 T 0.01 0.09
CC-C 0.12 164 T 0.03 0.09
--------Bottom Chords ---------
* -K 0.11 137 C 0.01 0.10
K -M 0.13 0 T 0.00 0.13
M -O 0.14 0 T 0.00 0.14
O -Q 0.13 0 T 0.00 0.13
Q -S 0.13 0 T 0.00 0.13
S -EE 0.07 0 T 0.00 0.07
EE-T 0.07 0 T 0.00 0.07
T -V 0.13 0 T 0.00 0.13
V -X 0.13 0 T 0.00 0.13
X -Z 0.13 0 T 0.00 0.13
Z -BB 0.14 0 T 0.00 0.14
BB-DD 0.13 0 T 0.00 0.13
DD-C 0.11 137 C 0.01 0.10
----------Gable Webs----------
- -J 0.03 191 C
M -L 0.02 121 C
O -N 0.03 143 C
Q -P 0.04 136 C
S -R 0.06 151 C
T -B 0.15 259 C
V -U 0.06 151 C
X -W 0,04 136 C
Z -Y 0.03 143 C
BB -AA 0.02 121 C
DD-CC 0.03 191 C
Checked for
NonConcurrent 200
TL Defl
0.00"
in K -M
L/999
Lbs Moving
Point Load applied
LL Defl
0.00"
in Z -BB
L/999
at Panel Points
and Mid -panel
LL Cant
0.01"
in A -K
L/999
on BC
DL Defl
0.00"
at
L/999
Shear //
Grain
in EE-T
0.20
Membr CSI
P Lbs Axl-CSI-Bnd
----------Top Chords----------
Plates for each
ply each
face.
A -J 0.12
164 T 0.03 0.09
Plate - MT20 20
Ga, Gross Area
J -L 0.10
146 T 0.01 0.09
Plate - MT8H 18
Ga, Gross Area
L -N 0.07
155 T 0.03 0.04
it Type
Plt Size X Y
JSI
N -P 0.07
153 T 0.03 0.04
A MT20
3.Ox 4.0
0.6 0.3
1.00
P -R 0.07
154 T 0.03 0.04
C MT20
3.Ox 4.0-0.6
0.3
1.00
R -B 0.05
147 T 0.01 0.04
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by::
East Coast Lumber
Analysis Conforms To:
FBC2004
Design checked for LL on BC
Per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Refer to Gen Det 3 series for
web bracing and plating.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 140 mph
Mean Roof Height: 15-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Open
Zone location: Exterior
TC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Max comp. force 259 Lbs
Max tens. force 164 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER 6 SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 6 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING 6
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: NC
Robbins Engineering,Inc/Online Plus^'D1g9S2007Vemian21.0.059EngineeMg-PO it lli11200711:14:35AM Pagel
Job
Hark
Quan
Type Span Pl-Hl
Left OR Right
OH
Engineering
111972M3
AZ
1 6
TR 250000 6
13 13
19722-23 - KITTERMAN
PLAZA (DEEP
DEVELOPMENT)
Ho 6-0
HO 6-0
n
n
TTA12-6-0
1
12-6-0
91
4x4
B
4x4
4x4
F
G
6-9-0
2x4
2x4
J
x '
3x4
i
3x4
A
C
01 -
-
H
E
Sl
D
I
3xxll4
3x4
4x4
3x4
3.4
Cant:2- 4- OI
�Cant:2- 4- 0
w:400
w:400
R:1188
R:1188
U: 338
U: 338
EC 1 2-6-0 1
20-0-0
1 2-6-0
FJ
ALL PLATES ARE MT2020
Scale: 0:263" = 1'
Online Plus -- Version 21.0.059
RUN DATE: 01-NOV-07
CSI -Size- ----Lumber----
TC 0.33 2x 4 SP-#2
BC 0.68 2x 4 SP-#2
WE 0.50 2x 4 SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 25- 0-
BC Cont. 0- 0- 0 25- 0-
psf-Ld Dead Live
TC 15.0 20.0
BC 10.0 0.0
TC+BC 25.0 20.0
Total 45.0 Spacing 24.011
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Total Load Reactions (Lbs)
Jt Down Uplift Horiz-
H 1188 338 U 199 R
r
I 1188 338 U 199 R
Jt Erg Size Required
H 4.0" 1.5"
tl 1 4.0" 1.5"
Plus 6 Wind Load Case(s)
Plus 1 DEC LL Load Case(s)
Plus 1 BC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
Membr
CSI
P Lbs
Axl-CSI-Bnd
----------Top Chords ----------
A -J
0.16
155 T
0.03 0.13
J -F
0.33
150 T
0.03 0.30
F -B
0.32
992 C
0.01 0.31
Robbins Engineering, Inc./Online Plus-
B -G
0.32
992 C
0.01
0.31
G -K
0.33
150 T
0.03
0.30
K -C
0.16
155 T
0.03
0.13
--------Bottom Chords ---------
* -H
0.32
124 C
0.00
0.32
H -E
0.54
886 T
0.09
0.45
E -S1
0.52
734 T
0.07
0.45
S1-D
0.68
734 T
0.07
0.61
D -1
0.53
885 T
0.09
0.44
I -C
0.32
124 C
0.00
0.32
H -J
0.03
229 C
H -F
0.50
1339 C
F -E
0.03
123 T
E -B
0.10
336 T
B -D
0.10
336 T
D -G
0.03
123 T
G -1
0.50
1339 C
I -K
0.03
229 C
TL Defl -0.29" in E -D L/824
LL Defl -0.19" in E -D L/999
LL Cant 0.01" in I -C L/999
DL Defl -0.13" at S1 L/999
Shear // Grain in F -B 0.24
Plates for each ply each face.
Plate - MT20 20 Ga, Gross Area
Plate - MTSH 18 Ga, Gross Area
Jt Type Plt Size X Y JSI
A MT20 3.Ox 4.0 0.6 0.3 1.00
C MT20 3.Ox 4.0-0.6 0.3 1.00
H MT20 3.Ox 4.0 0.5 Ctr 0.85
S1 MT20 4.Ox 4.0 Ctr 0.2 0.81
I MT20 3.Ox 4.0-0.5 Ctr 0.85
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 140 mph
Mean Roof Height: 15-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Open
Zone location: Exterior
TC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Max comp. force 1339 Lbs
Max tens. force 886 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER 6 SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 & 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING G
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: NC
Robbins Engineenng, InclOnline Plus"' 0199 2007 Vemion21.0059 Engineenog-Ponsail 11/iR00711:59:t0AM Pagel
Yn 1
1 l
Job
Nark
Quan
Type Span Pl-Hl
Left OR Right
OH
Engineering
`1972i-23
A3
5
TR 250000 6
0 0
19722-23 - KITTERMAN
PLAZA (DEEP
DEVELOPMENT)
EO 6-0
HO 6-0
TCI
12-6-0
I
12-6-0
1
4x4
B
6F
4x4
4x4
F
G
6-9-0
2x4
zx4
J
A
3x4
3x4
A
C
H
E
Sl
D
I
3xx4
3.4
4x4
3x4
3x4
cr
Cant:2- 4- 0 I
MCsnt:2- 4- 0
W:400
W:400
R:1188
R:1188
U: 338
U: 338
BC 2-6-0 1
20-0-0
1 2-6-0
25-0-0
ALL PLATES ARE MT2020
Scale: 0.263" = T
Online Plus -- Version 21.0.059
RUN DATE: 01-NOV-07
CSI -Size- ----Lumber----
TC 0.33 2x 4 SP-#2
BC 0.68 2x 4 SP-#2
WB 0.50 2x 4 SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 25- 0-
BC Cont. 0- 0- 0 25- 0-
psf-Ld Dead Live
TC 15.0 20.0
BC 10.0 0.0
TC+BC 25.0 20.0
Total 45.0 Spacing 24.011
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Eb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 FC=1.10 Ft=1.10
Total Load Reactions (Lbs)
Jt Down Uplift Horiz-
R 1188 338 U 199 R
I 1188 338 U 199 R
Jt Brg Size Required
H 4.0n 1.5"
1 I 4.0., 1.5"
Plus 6 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
Plus 1 BC LL Load Case(s)
Checked for NonConourrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords ----------
* -J 0.16 155 T 0.03 0.13
J -F 0.33 150 T 0.03 0.30
F -B 0.32 992 C 0.01 0.31
Robbins Engineering, Inc./Online Plus-
B -G 0.32 992 C 0.01 0.31
G -K 0.33 150 T 0.03 0.30
K -C 0.16 155 T 0.03 0.13
--------Bottom Chords ---------
* -H 0.32 124 C 0.00 0.32
H -E 0.54 886 T 0.09 0.45
E -S1 0.52 734 T 0.07 0.45
S1-D 0.68 734 T 0.07 0.61
D -I 0.53 885 T 0.09 0.44
I -C 0.32 124 C 0.00 0.32
------------- Webs -------------
H -J 0.03 229 C
H -F 0.50 1339 C
F -E 0.03 123 T
E -B 0.10 336 T
B -D 0.10 336 T
D -G 0.03 123 T
G -I 0.50 1339 C
I -K 0.03 229 C
TL Defl-0.291' in E -D L/824
LL Defl -0.1911 in E -D L/999
LL Cant 0.0111 in I -C L/999
DL Defl -0.13" at S1 L/999
Shear // Grain in F -B 0.24
Plates for each ply each face.
Plate - MT20 20 Ga, Gross Area
Plate - MT8H 18 Go, Gross Area
Jt Type Plt Size X Y JSI
A MT20 3.Ox 4.0 0.6 0.3 1.00
C MT20 3.Ox 4.0-0.6 0.3 1.00
H MT20 3.Ox 4.0 0.5 Ctr 0.85
S1 MT20 4.0x 4.0 Ctr 0.2 0.81
I MT20 3.Ox 4.0-0.5 Ctr 0.85
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 140 mph
Mean Roof Height: 15-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Open
Zone location: Exterior
TC Dead Load : 7.0 psf
BC Dead Load : 3.0 psf
Max comp, force 1339 Lbs
Max tens. force 886 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER 6 SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 S 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "BCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING 6
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: NC
Robbins Engineering, Inc/Online Plus^ 01996-2007 Version 21.0059 Ergineenng-PoNait 11/12M711:59:11 AM Page 1
Job
"19722-23
Mark
A4G
Quan
5*2P
Type Span Pl-Hl
TR 250000 6
Left OH
0
Right OH
0
Engineering
19722-23 - KITTERMAN PLAZA (DEEP
DEVELOPMENT)
HO 6-0
HO 6-0
TCI
12-6-0
12-6-0
4x4
B
6�
3.4
3x4
M
N
6-9-0
2x4
2x4
L
O
4x6
4x6
A
C
H
R sl
J
I
3x6
3x6 4x6
3x6
3.6
Cant:2- 4- 0®®I
4- 0
I
II
I®Cent:2-
II
W:400
W:400
R:2085
R:2085
U: 546
U: 546
BC 2-6-0 1
20-0-0
25-0-0
ALL PLATES ARE MT2020
8ple: 0:250' =1'
Online Plus -- Version 21.0.059
RUN DATE: 01-NOV-07
+++++++++++++++
* 2-Ply Truss
+++++++++++++++
CHI -Size- ----Lumber----
TC 0.19 2x 4 SP-#2
BC 0.39 2x 6 SP-#2
WB 0.20 2x 4 SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 25- 0-
BC Cont. 0- 0- 0 25- 0-
psf-Ld Dead Live
TC 15.0 20.0
BC 10.0 0.0
TC+BC 25.0 20.0
Total 45.0 Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TO Fb=1.00 Fc=1.00 Ft=1.00
BC Fb=1.00 Fc=1.00 Ft=1.00
Total Load Reactions (Lbs)
it Down Uplift Horiz-
H 2O85 547 U 199 R
I 2085 547 U 199 R
it Brg Size Required
H 4.0" 1.5"
I 4.0" 1.5"
Plus 6 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
Plus 1 BC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
Membr CSI P Lbs Axl-CSl-Bnd
----------Top Chords----------
RobbinsEngineering, Inc./Online Plus-
* -L
0.08
127 C
0.00
0.08
L -M
0.16
128 C
0.00
0.16
M -B
0.19
2074 C
0.01
0.18
* -N
0.19
2074 C
0.01
0.19
N -0
0.16
128 C
0.00
0.16
O -C
0.09
127 C
0.00
O.OB
--------Bottom
Chords ---------
* -H
0.14
117 T
0.00
0.14
H -H
0.39
1745 T
0.11
0.28
K -S1
0.37
1379 T
0.09
0.28
S1-J
0.37
1379 T
0.09
0.28
J -I
0.39
1745 T
0.11
0.28
I -C
0.14
117 T
0.00
0.14
-------------
Webs -------------
H -L
0.01
222 C
H -M
0.20
2245 C
M -K
0.04
302 T
A -B
0.13
854 T
B -J
0.13
854 T
J -N
0.04
302 T
I4 -I
0.20
2245 C
I -0
0.01
222 C
TL Defl -0.12" in K -J L/999
LL Defl -0.0611 in K -J L/999
LL Cant 0.00" in A -H L/999
DL Defl -0.12" at S1 L/999
Shear // Grain in K -S1 0.21
Plates for each ply each face.
Plate - MT20 20 Ga, Gross Area
Plate - MT8H 18 Ga. Gross Area
,It Type Plt Size R Y JSI
M MT20 3.Ox 4.0-0.4-0.2 0.86
N MT20 3.Ox 4.0 0.4-0.2 0.86
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
2 COMPLETE TRUSSES REQUIRED.
Fasten together in staggered
pattern. (1/211 bolts -OR-
SDS3 screws -OR- 10d nails
as each layer is applied.)
----Spacing (In) ----
Rows Nails Screws Bolts
TO 1 12 1 24 0
BC 2 12 24 0
WB 1 8 8
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 140 mph
Mean Roof Height: 15-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Open
Zone location: Exterior
TC Dead Load : 7.0 psf
BC Dead Load : 3.0 psf
Max comp, force 2245 Lbs
Max tens. force 1745 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER 6 SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 6 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION M READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING 6
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: NC
Robbins Engineeing,Inc./On4ne Room 01996-2007 Version 21.0,059 Engineeing- Ponent 11111200711:14:38 AM Pagel
Job Nark Quan Type Span Pl-Hl Left OH Right OH Engineering
`19722-23 BIH 1 2 SP 130900 6 13 3- 0
19722-23 - KITTERMAN PLAZA (DEEP DEVELOPMENT)
He 6-0 HO 4-0-0
n o
Tail 7-0-0 6-9-0 !0
4x4 3x3
H C
6F
3x4
4-0-0 G
;X3
= D
2x4
F E
2x4 3x8 II®
Cant:2- 3-12 1 I
w:400 14:308
R:1066 R: 786
U: 324 U: 277
HC 2-5-12 1 11-3-4
913-9-0
ALL PLATES ARE MT2020
Scale: 0.405" = 1'
Online•Plus -- Version 21.0.059
RUN DATE: 01-NOV-07
CSI -Size-
TC 0.55 2x 4 SP-SS
-- 0.39 2x 4 SP42
A -B
BC 0.73 2x 4 SP-#2
WE 0.30 2x 4 SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 13- 9- 0
BC Cont. 0- 0- 0 13- 9- 0
psf-Ld Dead Live
TC 15.0 20.0
BC 10.0 0.0
TC+BC 25.0 20.0
Total 45.0 Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.00 Fc=1.00 Ft=1.00
BC Fb=1.00 Fc=1.00 Ft=1.00
Total Load Reactions (Lbs)
Jt Down Uplift Horiz-
F 1066 325 U 83 R
D 789 278 U 210 R
Jt Brg Size Required
F 4.0" 1.5"
D 3.5" 1.5"
1 LC#1 Girder Loading
Dur Fctrs - Lbr 1.25 Plt 1.25
plf - Dead Live* From To
TC V 30 40 0.0' 13.8'
BC V 20 0 0.0' 13.8'
TC V 19 25 7.0' 12.8'
TC V -30 -40 12.8' 13.8'
BC V 13 0 7.1' 12.8'
8C V -20 0 12.8' 13.8'
BC V 204 163 7.1' CL-LB
Plus 6 Wind Load Case(s)
Robbins Engineering, Inc./Online Plus -
Plus 1 UBC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords ----------
A -G 0.17 150 T 0.03 0.14
G -B 0.39 883 C 0.00 0.39
B -C 0.55 800 C 0.00 0.55
--------Bottom Chords ---------
* -F 0.23 121 C 0.00 0.23
F -E 0.52 121 C 0.00 0.52
E -D 0.73 147 T 0.00 0.73
F -G 0.15 984 C
G -E 0.30 963 T
E -B 0.04 196 C
E, -C 0.29 923 T
D -C 0.16 705 C WindLd
TL Defl -0.16" in E -D L/824
LL De£1 -0.07" in E -D L/999
LL Cant 0.01" in A -F L/999
DL Defl -0.12" at E L/999
Shear // Grain in B -C 0.49
Plates for each ply each face.
Plate - MT20 20 Ga, Gross Area
Plate - MTBH 18 Ga, Gross Area
Jt Type Plt Size % Y JSI
A MT20 3.Ox 3.0 0.1 Ctr 0.75
C MT20 3.Ox 3.0-0.5 Ctr 0.89
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
Girder Half Hip
Framing King Jacks
Jack Open Faced
Setback 4- 6= 0
OH Loading
Soffit psf 2.0
Design checked for LL on BC
per ROCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for SO psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 140 mph
Mean Roof Height: 15-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Open
Zone location: Exterior
TC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Max comp. force 984 Lbs
Max tens. force 963 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER 6 SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 6 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING 6
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK HAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: NC
Robbins Engineering, IneJOnline Plus"' O 1996-2007 Vernon 21.0.059 Engineeing - Pmbait 11/1n00711:14:39 AM Pagel
Job
Nark
Quan
Type Span Pl-Hl
Left OR Right OH
Engineering
19 7A-23
B2
1 2
SP 130900 6
13 3- 0
19722-23 - KITTERMAN PLAZA (DEEP DEVELOPMENT)
HO 6-0
HO 5-0-0
n
o
0
TCoI
9-0-0 I
4-9-0 OI
4x4
3x3
B
C
5I
5-0-0
3x3
7
F
3x3
A
D
GCT
G
H
2x4
2�g'xx4
3x6
Cant:2- 3-12I
�I
•
W:400
W:308
R: 748
R: 507
U: 246
U: 212
RC 2-5-12
t
11-3-4
13-9-0
ALL PLATES ARE MT2020
Scale: 0.335" = 7'
Online Plus -- Version 21.0.059
RUN DATE: 01-NOV-07
CSI -Size- ----Lumber----
TC 0.44 2x 4 SP-#2
BC 0.50 2x 4 SP-#2
WE 0.19 2x 4 SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 13- 9- 0
BC Cont. 0- 0- 0 13- 9- 0
psf-Ld Dead Live
TC 15.0 20.0
BC 10.0 0.0
TC+BC 25.0 20.0
Total 45.0 Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Total Load Reactions (Lbs)
it Down Uplift Horiz-
G 749 246 U 106 R
D 507 212 U 267 R
it Brg Size Required
G 4.0" 1.5"
D 3.5" 1.5"
Plus 6 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
Robbins Engineering, Inc./Online P1us'a
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords ----------
* -F 0.44 99 C 0.01 0.43
F -B 0.43 348 C 0.00 0.43
B -C 0.20 302 C 0.00 0.20
--------Bottom Chords ---------
* -G 0.39 99 T 0.01 0.38
G -H 0.50 171 T 0.01 0.49
H -D 0.36 188 T 0.00 0.36
------------- Webs -------------
G -F 0.10 642 C
F -H 0.09 289 T
H -B 0.08 254 C
H -C 0.14 439 T
D -C 0.19 455 C WindLd
TL Defl -0.07" in G -H L/999
LL Defl 0.0811 in G -H L/999
LL Cant 0.0111 in A -G L/999
DL Defl -0.12" at H L/999
Shear // Grain in F -B 0.28
Plates for each ply each face.
Plate - MT20 20 Ga, Gross Area
Plate - MT8H 18 Ga, Gross Area
it Type Plt Size R Y JSI
A MT20 3.Ox 3.0 0.1 Ctr 0.75
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
OH Loading
Soffit psf 2.0
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 140 mph
Mean Roof Height: 15-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Open
Zone location: Exterior
TC Dead Load : 7.0 psf
BC Dead Load : 3.0 psf
Max comp. force 642 Lbs
Max tens. force 439 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER 6 SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 G 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2, II (CAUTION)!! READ ''SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING 6
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: NC
Robbins Engineering, InclOnline Plus^' 0199G2007 Version 21.0.059 Engineering - PONait 1111200711:14:40 AM Pagel
Job Nark Quan Type Span PI -RI Left OH Right OH Engineering
197,12-23 $3 1 2 ° SP 130900 6 13 3- 0
19722-23 - KITTERMAN PLAZA (DEEP DEVELOPMENT)
HO 6-0 HO 6-0-0
n o
o
A11-0-0 I 2-9-0 ilk
4x4 3.3
B c
3x3
6� I
6-0-0
2x4
F
3.3
A
O
s H %2x4
3�X3 3x6
cant:2- 3-12I I M
W:400 W:305
R: 748 R: 507
U: 240 U: 199
BC 1 2-5-12 1 11-3-4
ALL PLATES ARE MT2020
Scsle: 0.293" = 1'
Online Plus -- Version 21.0.059
RUN DATE: 01-NOV-07
CSI -Size- ---- Lumber----
TC 0.24 2x 4 SP-#2
BC 0.67 2x 4 SP42
WB 0.26 2x 4 SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 13- 9- 0
BC Cont. 0- 0- 0 13- 9- 0
psf-Ld Dead Live
TC 15.0 20.0
BC 10.0 0.0
TC+BC 25.0 20.0
Total 45.0 Spacing 24.011
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft--1.10
Total Load Reactions (Lbs)
it Down Uplift Horiz-
G 749 240 U 130 R
D 507 200 U 325 R
it Brg Size Required
G 4.0" 1.5"
D 3.511 1.5"
Plus 6 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
Robbins Engineering, Inc./Online Plus-
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords ----------
A -F 0.16 131 C 0.01 0.15
F -I 0.24 119 C 0.02 0.22
I -B 0.22 214 C 0.00 0.22
B -C 0.05 181 C 0.00 0.05
--------Bottom Chords ---------
* -G 0.56 117 T 0.01 0.55
G -H 0.67 333 T 0.04 0.63
H -D 0.52 229 T 0.00 0.52
------------- Webs -------------
G -F 0.04 252 C
G -I 0.22 501 C
I -H 0.09 195 C
H -B 0.07 151 C
H -C 0.14 459 T
D -C 0.26 500 C WindLd
TL Defl-0.1911 in G -H L/666
LL Defl 0.2011 in G -H L/642
LL Cant 0.02" in A -G L/999
DL Defl -0.12" at H L/999
Shear // Grain in G -H 0.24
Plates for each ply each face.
Plate - MT20 20 Ga, Gross Area
Plate - 14TSH 18 Ga, Gross Area
Jt Type Plt Size 8 Y JSI
A MT20 3.Ox 3.0 0.1 Ctr 0.75
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
OH Loading
Soffit psf 2.0
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
.(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 140 mph
Mean Roof Height: 15-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Open
Zone location: Exterior
TC Dead Load : 7.0 psf
BC Dead Load : 3.0 psf
Max comp. force 501 Lbs
Max tens. force 459 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER 6 SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 6 19554
5285 ST. LUCIE BLVD,
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING 6
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: NC
RO Nns Engineenag, Inc/OnSne Plus^' 0 JN9 2001 Version 21.0.059 EMheeiug -Po as 11111200711:14:41 AM Page 1
Job
419721-23
Mark
B4
Quan
2
Type Span Pl-Hl
SP 130900 6
Left OR Right OH
13 3- 0
Engineering
19722-23 - KITTERMAN PLAZA (DEEP
DEVELOPMENT)
He 6-0
SO 7-0-0
M
o
o
A13-0-0
19-01
4x42x4
B C
F-- 3x3
6J
7-0-0
3x3
H
3x3
A
D
G
I
03DIO
2x4
3x3
Cant:2- 3-12M
W:400
W:308
R: 742
R: 513
U: 231
U: 193
BC 2- -12 1
11-3-4
ALL PLATES ARE
MT2020, 9 = PLATE SELECTED IN PLATE MONITOR
Scale: 0.259" = T
Online Plus -- Version 21.0.059
RUN DATE: 01-NOV-07
CSI
-Size-
----Lumber----
TC 0.35
2x 4
SP-#2
BC 0.54
2x 4
SP-#2
WB 0.33
2x 4
SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 13- 9- 0
BC Cont. 0- 0- 0 13- 9- 6
psf-Ld Dead Live
TC 15.0 20.0
BC 10.0 0.0
TC+BC 25.0 20.0
Total 45.0 Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Total Load Reactions (Lbs)
it Down Uplift Horiz-
G 742 232 U 153 R
D 514 194 U 383 R
it Brg Size Required
G 4. 0'- 1.5"
D 3.5" 1.5"
Plus 6 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
Robbins Engineering, Inc./Online Plus"'
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords ----------
A -H 0.23 114 T 0.02 0.21
H -J 0.35 396 C 0.00 0.35
J -B 0.35 147 C 0.00 0.35
B -C 0.08 106 C 0.00 0.08
--------Bottom Chords ---------
* -G 0.27 90 T 0.00 0.27
G -I 0.36 190 T 0.00 0.36
I -D 0.54 360 T 0.05 0.49
G -H
0.10
646 C
H -I
0.14
456 T
I -J
0.07
221 T
J -D
0.28
420 C
B -D
0.20
311 C
D -C
0.33
112 T WindLd
TL Defl -0.06" in I -D L/999
LL Defl 0.03" in G -I L/999
LL Cant 0.01" in A -G L/999
DL Defl -0.12" at I L/999
Shear // Grain in I -D 0.25
Plates for each ply each face.
Plate - MT20 20 Gar Gross Area
Plate - MT8H 20 Ga, Gross Area
it Type Plt Size R Y JSI
A MT20 3.Ox 3.0 0.1 Ctr 0.75
D MT20 3.Ox10.0-1.9 Ctr 0.59
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
ON Loading
Soffit psf 2.0
Design checked for LL on -BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
NOTE: USER MODIFIED PLATES
This design may have plates
selected through a plate
monitor.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 140 mph
Mean Roof Height: 15-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Open
Zone location: Exterior
TC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Max comp, force 646 Lbs
Max tens. force 456 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER 6 SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 6 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. M CAUTION M READ 115CSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING S
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: NC
Robbins Engineering. lnelOnline Plus" 01996-2007Version 21.0059 Engineering - Ponrail 11112D0711:14:42AM Pagel
Job nark Quan Type Span Pl-Hl Left OR Right OR Engineen.ng
19722-23 $5 1 11 SP 130900 6 13 1- 7
19722-23 - KITTERMAN PLAZA (DEEP DEVELOPMENT)
HO 6-0 HO 7-4-8
m n
0
TEI 13-9-0
2x4
8
6
3x3
H
7-4-8
3x3
E _
3x3
A
C
F U 3.3
2xx4 3x3
Cant:2- 3-12I ®
W:400 W:308
R: 748 R: 497
U: 229 U: 157
BC 2-5-12 1 11-3-4
B u a a
ALL PLATES ARE MT2020
Scale: 0:250" = 1'
Online Plus -- Version 21.0.059
RUN .DATE: 01-NOV-07
CSI
-Size-
TC 0.42
2x 4
SP-#2
BC 0.52
2x 4
SP-#2
WE 0.37
2x 4
SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 13- 9- 0
BC Cont. 0- 0- 0 13- 9- 0
psf-Ld Dead Live
TC 15.0 20.0
BC 10.0 0.0
TC+BC 25.0 20.0
Total 45.0 Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Total Load Reactions (Lbs)
it Down Uplift Horiz-
F 749 229 U 160 R
C 498 158 U 400 R
it Erg Size Required
F 4.0" 1.5"
C 3.5" 1.5"
Plus 5 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
Robbins Engineering, Inc./Online P1us-
Membr CSI P Lbs Axl-CSI-Bnd
---- Top Chords _______--_
A -E 0.25 105 T 0.02 0.23
E -H 0.42 401 C 0.00 0.42
H -B 0.42 160 C 0.00 0.42
--------Bottom Chords ---------
* -F 0.30 89 T 0.00 0.30
F -G 0.36 199 T 0.00 0.36
G -C 0.52 366 T 0.04 0.48
F -E
0.10
647 C
E -G
0.14
451 T
G -H
0.07
229 T
H -C
0.31
460 C
C -B
0.37
163 C WindLd
TL Defl -0.06" in G -C L/999
LL Defl 0.04" in F -G L/999
LL Cant 0.01" in A -F L/999
DL Defl -0.1211 at G L/999
Shear // Grain in H -B 0.27
Plates for each ply each face.
Plate - MT20 20 Gar Gross Area
Plate - MT8H 18 Ga, Gross Area
it Type Plt Size R Y JSI
A MT20 3.Ox 3.0 0.1 Ctr 0.75
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
OR Loading
Soffit psf 2.0
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 140 mph
Mean Roof Height: 15-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Open
Zone location: Exterior
TC Dead Load : 7.0 psf
BC Dead Load : 3.0 psf
Max comp. force 647 Lbs
Max tens. force 451 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER 6 SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 5 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "BCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING G
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-HEARING BLOCK.
4. DESIGNER: NC
Robbins Engineering, InclOnline Pluses' 0 1996-2007 Version 21.0.059 Engineering - Portrait 1 t/1200711:14:43 AM Page 1
Job
`19722-23
Nark
1 C-1
1
Quan
56
Type Span PI -El
SP 70900 6
Left OR Right OH
13 1- 7
Engineering
19722-23 - KITTERMAN
PLAZA (DEEP
DEVELOPMENT)
so 6-0
SO 4-4-8
m
n
0
TL4
7-9-0
Al
2x4
H
-_-_T
__ _ _
_ .. __6�-
4-4-8
3x3
E
2x4
A
CO 24
2x4
Cant:2-
3-12 .�
i1: 400
W:308
R: 507
R: 314
u: 190
U: 103
HC 2-5-12 1 5-3-4
ALL PLATES ARE W2020
Scale: 0.3W = 1'
Online Plus -- Version 21.0.059
RUN DATE: 01-NOV-07
CSI -Size- ----Lumber----
TC 0.32 2x 4 SP-#2
BC 0.41 2x 4 SP-#2
WB 0.11 2x 4 SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 7- 9- 0
BC Cont. 0- 0- 0 7- 9- 0
psf-Ld Dead Live
TC 15.0 20.0
BC 10.0 0.0
TC+BC 25.0 20.0
Total 45.0 Spacing 24.011
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Total Load Reactions (Lbs)
Jt Down Uplift Horiz-
D 508 191 U 90 R
C 314 103 U 225 R
it Brg Size Required
D 4.0-1 1.5"
C 3.511 1.5"
Plus 5 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
Robbins Engineering, Inc./Online P1us-
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords ----------
* -E 0.32 80 T 0.01 0.31
E -B 0.31 102 C 0.00 0.31
--------Bottom Chords ---------
* -D 0.32 76 T 0.00 0.32
D -C 0.41 138 T 0.00 0.41
------------- Webs -------------
D -E 0.06 403 C
E -C 0.04 156 T
C -B 0.11 156 C WindLd
TL Defl -0.04" in D -C L/999
LL Defl 0.0211 in D -C L/999
LL Cant 0.0111 in A -D L/999
DL Defl 0.0011 at L/999
Shear // Grain in E -B 0.24
Plates for each ply each face.
Plate - MT20 20 Ga, Gross Area
Plate - MT8H 18 Ga, Gross Area
,It Type Plt Size X Y JSI
A MT20 2.Ox 4.0 0.6 0.2 0.84
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
ON Loading
Soffit psf 2.0
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 140 mph
Mean Roof Height: 15-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Open
Zone location: Exterior
TC Dead Load : 7.0 psf
BC Dead Load : 3.0 psf
Max comp. force 403 Lbs
Max tens. force 185 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER 6 SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 6 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ 11SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING 6
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-HEARING BLOCK.
4. DESIGNER: NC
Robbins Engineering, Inc./Online Pl.a-a 1991i 2007 Version 21.0.059 Engineenng-P4Neil 11111200711:59:12 AM Page 1
Job bleak Quan Type Span Pl-Hl Left OH (Right OH Engineering
797ir7_7.i C2 32 Sp 50500 6 0 1- 7
Ho 1-8-0 HO 4-4-8
t-
0
Tc I 5-5-0 Hi
4-4-8
A
2x4
Online Plus -- Version 21.0.059
RUN DATE: 01-NOV-07
CSI -Size- ----Lumber----
TC 0.41 2x 4 SP-#2
BC 0.60 2x 4 SP-#2
WB 0.11 2x 4 SP-#3
Brace truss as follows:
0. C. From To
TC Cont. 0- 0- 0 5- 5- 0
BC Cont. 0- 0- 0 5- 5- 0
psf-Ld Dead Live
TC 15.0 20.0
BC 10.0 0.0
TC+BC 25.0 20.0
Total 45.0 Spacing 24.011
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Total Load Reactions (Lbs)
it Down Uplift Horiz-
A 244 35 U 130 R
A C 344 105 U 223 R
it Brg Size Required
A 4.011 1.511
C 3.511 1.511
Plus 5 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
2x4
�I
W: 400
W:308
R: 243
R: 344
U: 34
U: 105
BC
5-5-0
5-5-0
ALL PLATES ARE W2020
Robbins Engineering, Inc./Online Plus-
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords ----------
D -B 0.41 106 C 0.00 0.41
--------Bottom Chords ---------
A -C 0.60 106 T 0.00 0.60
------------- Webs -------------
A -D 0.03 189 C WindLd
D -C 0.03 146 T
C -B 0.11 189 C WindLd
TL De£1-0.0711 in A -C L/801
LL De£1-0.0411 in A -C L/999
DL De£1 0.0011 at L/999
Shear // Grain in D -B 0.20
Plates for each ply each face.
Plate - 14T20 20 Ga. Gross Area
Plate - 14TSH 18 Ga, Gross Area
it Type Plt Size X Y JSI
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
ON Loading
Soffit psf 2.0
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Scale: OA08° = 1'
Wind Speed: 140 mph
Mean Roof Height: 15-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Open
Zone location: Exterior
TC Dead Load : 7.0 psf
BC Dead Load : 3.0 psf
Max comp, force 189 Lbs
Max tens. force 146 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER 6 SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 6 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! HEAD "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING 6
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: NC
Robbins EngNeeMg.lnWOnline Plua^ 019952007Version 21.0.059Engineetlly-Ponlait 1111=0711:59:13AM Pagel
Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering
19722-23 C3 1 10 SP 50500 6 0 0
19722-23 - KITTERMAH PLAZA (DEEP DEVELOPMENT)
HO 2-8-10 HO 4-4-8
Q
O
TCl 2-1-4 I 3-2-3
2x4
n
6
-- - - 2.4 4x4 - --
B C
4-3-11
A E
2x4 2x4
99
W:308 W:308
R: 243 R: 330
U: 103 U: 149
SC 5-5-0
5-5-0
ALL PLATES ARE MT2020
Scale: 0i415" = 1'
Online Plus -- Version 21.0.059
RUN DATE: 01-NOV-07
CSI
-Size-
----Lumber----
TC 0.13
2x 4
SP42
BC 0.60
2x 4
SP42
WB 0.11
2x 4
SP-#3
Robbins Engineering, Inc./Online Plus-
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords ----------
B -C 0.04 35 C 0.00 0.04
C -D 0.13 95 C 0.00 0.13
--------Bottom Chords ---------
A -E 0.60 174 C 0.00 0.60
A -B
0.03
61
C WindLd
Brace truss
as follows:
A -C
0.03
170
C
O.C.
From
To
C -E
0.03
141
T
TC Cont.
0- 0- 0
5- 5- 0
E -D
0.11
100
C WindLd
BC Cont.
0- 0- 0
5- 5- 0
psf-Ld Dead Live
TC 15.0 20.0
BC 10.0 0.0
TC+BC 25.0 20.0
Total 45.0 Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=-1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Total Load Reactions (Lbs)
Jt Down Uplift Horiz-
A 244 104 U 242 R
E 331 149 U 167 R
it Erg Size Required
A 3.5" 1.5"
E 3.5" 1.5"
Plus 6 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
TL Defl -0.07" in A -E L/808
LL Defl -0.04" in A -E L/999
DL Defl 0.00" at L/999
Shear // Grain in A -E 0.20
Plates for each ply each face.
Plate - MT20 20 Ga. Gross Area
Plate - MTSH 18 Ga, Gross Area
Jt Type Plt Size R Y JSI
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 140 mph
Mean Roof Height: 15-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Open
Zone location: Exterior
TC Dead Load : 7.0 psf
BC Dead Load : 3.0 psf
Max comp. force 174 Lbs
Max tens. force 141 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER 6 SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 S 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING S
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: NC
Robbins Engineering, Inc/Online Plus"' a 1996-2017 VeRion 21.0.a g Engineervg - Poro ft 111=0711:14:46 AM Pagel
Job
I9722-23 1
Mark
C4
Quan Type
1 10 SP
Span
50500
Pl-Hl Left OH Right OH
6 0 0
Engineering
19722-23 - KITTERMAN
PLAZA (DEEP DEVELOPMENT)
NO 3-8-10
NO 4-4-9 '
TCj
4-1-4
T
O
I 1-2-3 11
6
2.4
D
2.4
ax4
s
c
4-3-11
A
E
zxa
2x4
I®
II
W:308
W:308
R: 243
R: 330
U: 162
U: 141
�BC 5-5-0
s-s-a
ALL PLATES ARE
M312020
Scale: 0.372" = 1'
Online Plus -- Version 21.0.059
RUN DATE: 01-NOV-07
CSI -Size- ----Lumber----
TC 0.20 2x 4 SP-#2
BC 0.60 2x 4 SP-#2
WE 0.10 2x 4 SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 5- 5- 0
BC Cont. 0- 0- 0 5- 5- 0
psf-Ld Dead Live
TC 15.0 20.0
BC 10.0 0.0
TC+BC 25.0 20.0
Total 45.0 Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Pb=1.10 Fc=1.10 Ft=1.10
Total Load Reactions (Lbs)
it Down Uplift Horiz-
A 244 163 U 238 R
E 331 142 U 163 R
it Erg Size Required
A 3.5" 1.5"
E 3.5" 1.511
Plus 6 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
Robbins Engineering, Inc./Online Plus-
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords ----------
* -C 0.20 52 C 0.00 0.20
C -D 0.06 78 T 0.00 0.06
--------Bottom Chords ---------
A -E 0.60 112 T 0.00 0.60
------------- Webs -------------
A -B 0.07 136 C WindLd
A -C 0.04 155 T
C -E 0.04 190 C
E -D 0.10 59 C WindLd
TL Defl -0.07" in A -E L/808
LL Defl -0.04" in A -E L/999
DL Defl 0.0011 at L/999
Shear // Grain in A -E 0.20
Plates for each ply each face.
Plate - MT20 20 Go, Gross Area
Plate - MT8H 18 Ga, Gross Area
it Type Plt Size R Y JSI
REFER TO ROBBINS ENS. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 140 mph
Mean Roof Height: 15-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Open
Zone location: Exterior
TC Dead Load : 7.0 psf
BC Dead Load : 3.0 psf
Max comp. force 190 Lbs
Max tens. force 155 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER 6 SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 S 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING &
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: NC
Robbins Engineering. InWOnbne PIVso'01996-2007 Version 21.0.059 Engineering - Pornot 11112007 11:14:47 AM Pagel
Job
19 722-23
Bark
1 CS
Quan Type
1 10 FLAT
Span
50500
Pl-Hl Left OH Right OH
40810 0 3- 0
Engineering
19722-23 - RITTERMAN
PLAZA (DEEP DEVELOPMENT)
RO 4-8-10
HO 4-8-10
0
0
TC
5-5-0
1"
2x4
2x4
A
B
4-8-10
D
C
2x4
2x4
I
W:308
W:308
R: 243
R: 353
'
D: 189
D: 206
BC
5-5-0
ALL PLATES ARE
MT2020
Scale: 0.387" = 1'
Online Plus -- Version 21.0.059
RUN DATE: 01-NOV-07
CSI -Size-
TC 0.41 2x 4 SP-#2
BC 0.60 2x 4 SP-#2
WB 0.15 2x 4 SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 5- 5- 0
BC Cont. 0- 0- 0 5- 5- 0
psf-Ld Dead Live
TC 15.0 20.0
BC 10.0 0.0
TC+BC 25.0 20.0
Total 45.0 Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Total Load Reactions (Lbs)
it Down Uplift Horiz-
D 244 189 U 232 R
C '354 207 U 232 R
it Brg Size Required
D 3.5" 1.5'r
C 3.5" 1.5"
Plus 6 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
Robbins Engineering, Inc./Online P1us-
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords ----------
A -B 0.41 69 C 0.00 0.41
--------Bottom Chords ---------
D -C 0.60 158 T 0.00 0.60
D -A 0.12 205 T WindLd
A -C 0.09 148 T
C -B 0.15 189 C WindLd
TL Defl -0.07" in D -C L/808
LL Defl -0.04" in D -C L/999
DL Defl 0.0011 at L/999
Shear // Grain in A -B 0.23
Plates for each ply each face.
Plate - MT20 20 Ga, Gross Area
Plate - MT8H 18 Ga, Gross Area
Jt Type Plt Size R Y JSI
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
OR Loading
Soffit psf 2.0
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Provide drainage to prevent
water ponding.
This truss must be installed
as shown. It cannot be
installed upside-down.
Wind Loads - ANSI./ ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 140 mph
Mean Roof Height: 15-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Open
Zone location: Exterior
TC Dead Load : 7.0 psf
BC Dead Load : 3.0 psf
Max comp. force 189 Lbs
Max tens. force 205 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER & SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 & 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "BCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING &
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: NC
RoWins Engineering, IneJOnline Plus" 01996-2001 Versl"n 21.0.059 Engineering - Portrait 11/11200711:14:48 AM Page
Job Hark Quan Type Span Pl-Hl Left OR Right OR Engineering
419712-23 C6 1 10 FLAT 50500 50810 0 3- 0
19722-23 - EITTERMAN PLAZA (DEEP DEVELOPMENT)
HO 5-8-10 HO 5-8-10
0
e
TCI 5-5-0 IeI
2.4 2.4
A B
an
5-8-10
D C
2x4 2.4
W:308 W:308
R: 243 R: 353
U: 239 U: 257
BC 5-5-0
5-5-0
ALL PLATES ARE MT2020
Scale: 0.336" =1'
Online Plus -- Version 21.0.059
RUN DATE: 01-NOV-07
CSI -Size- ----Lumber----
TC 0.41 2x 4 SP-#2
BC 0.60 2x 4 SP-#2
WB 0.22 2s, 4 SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 5- 5- 0
BC Cont. 0- 0- 0 5- 5- 0
psf-Ld Dead Live
TC 15.0 20.0
BC 10.0 0.0
TC+BC 25.0 20.0
Total 45.0 Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Total Load Reactions (Lbs)
it Down Uplift Horiz-
D 244 240 U 286 R
C 354 257 U 286 R
it Brg Size Requized
D 3.5" 1.5"
C 3.5" 1.5"
Plus 6 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
Robbins Engineering, Inc./Online Plus-
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords ----------
A -B 0.41 85 C 0.00 0.41
--------Bottom Chords ---------
D -C 0.60 195 T 0.00 0.60
D -A 0.18 256 T WindLd
A -C 0.15 202 T
C -B 0.22 189 C WindLd
TL De£1 -0.07" in D -C L/808
LL Defl -0.04" in D -C L/999
DL De£1 0.00" at L/999
Shear // Grain in A -B 0.23
Plates for each ply each face.
Plate - MT20 20 Ga, Gross Area
Plate - MTSH 18 Ga, Gross Area
it Type Plt Size % Y JSI
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
OR Loading
Soffit psf 2.0
Design checked £or LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for SO psf non -
concurrent LL on BC.
Provide drainage to prevent
water pending.
This truss must be installed
as shown. It cannot be
installed upside-down.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 140 mph
Mean Roof Height: 15-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Open
Zone location: Exterior
TC Dead Load : 7.0 psf
BC Dead Load : 3.0 psf
Max comp. force 202 Lbs
Max tens. force 256 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER & SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 & 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ °BCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING &
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK: NAILS.
2-TBRACE. 3-HEARING BLOCK.
4. DESIGNER: NC
Robbins Engineering, InolOnline Plus^ 0199&2007Vemion21.0059Elginee g-PoNail ll/11200711:14:49AM Pagel
Job
19722-23
Mark
C7
Quan
s
Type Span
FLAT sosoo
Pl-Hl Left OH Right OH
60810 0 3- 0
Engineering
19722-23 - KITTERMAN PLAZA (DEEP
DEVELOPMENT)
He 6-8-10
HO 6-8-10
0
TC 5-5-0
0
S' I
2.4
2x4
A
H
6-8-10
D
E C
2x4 Iary�I
A 2x4
W :308
W:308
R: 243
R: 353
U: 301
U: 318
HC 5-5-0
A 5-5-0
ALL PLATES ARE
MT2020
Scale: 0.294" =1'
Online Plus -- Version 21.0.059
RUN DATE: 01-NOV-07
CSI
-Size-
----Lumber----
TC 0.41
2x 4
SP-#2
BC 0.60
2x 4
SP-#2
WB 0.30
2x 4
SP43
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 5- 5- 0
BC Cont. 0- 0- 0 5- 5- 0
psf-Ld Dead Live
TC 15.0 20.0
BC 10.0 0.0
TC+BC 25.0 20.0
Total 45.0 Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Total Load Reactions (Lbs)
Jt Down Uplift Horiz-
D 244 301 U 340 R
C 354 318 U 340 R
it Brg Size Required
D 3.5" 1.5"
C 3.5" 1.5"
Plus 6 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
Robbins Engineering, Inc./Online Plus-
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords ----------
A -B 0.41 102 C 0.00 0.41
--------Bottom Chords ---------
D -C 0.60 233 T 0.00 0.60
D -A 0.26 317 T WindLd
A -C 0.25 266 T
C -B 0.30 189 C WindLd
TL Defl -0.07" in D -C L/808
LL Defl -0.04" in D -C L/999
DL Defl 0.00" at L/999
Shear // Grain in A--B 0.23
Plates for each ply each face.
Plate - MT20 20 Ga, Gross Area
Plate - MT8H 18 Ga, Gross Area
Jt Type Plt Size K Y JSI
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
. East Coast Lumber
Analysis Conforms To:
FBC2004
ON Loading
Soffit psf 2.0
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Provide drainage to prevent
water pending.
This truss must be installed
as shown. It cannot be
installed upside-down.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 140 mph
Mean Roof Height: 15-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Open
Zone location: Exterior
TC Dead Load : 7.0 psf
BC Dead Load : 3.0 psf
Max comp. force 266 Lbs
Max tens. force 317 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER 6 SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 S 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING 6
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: NC
Robbins Engineemg.[AWOnlme Pl s" 0199G200YVersion21.0.059Egineering-Portrait 1111n00211:14:49AM Pagel
4 Jon
Nark
Quan
Type Span
PI -El
Left OH Right OH
Engineering
19722-23
C8G
4
SP 130900
6
13 3- 0
19722-23 - KITTERMAN PLAZA (DEEP
DEVELOPMENT)
HO 6-0
HO 4-0-0
nl
o
0
TLo 7-0-0
6-9-0
4x8
2x4
3x4
B
I
C
6�
3x4
4-0-0
G
3x4
A
D
F
E
8
2x4
2x4
3x4
3x8
Cant:2- 4- 0
M
W:400
W:308
R:1346
R: 999
U: 412
U: 337
BCJ 2-6-0 1
La
11-3-0
13-9-0
ALL PLATES ARE MT2020
Scale: OA05" =1'
Robbins Engineering, Inc./Online Plus -
Online Plus -- Version 21.0.059 Lbs Moving Point Load applied
RUN DATE: 01-NOV-07 at Panel Points and Mid -panel
on BC
CSI -Size- ----Lumber----
TC 0.38 2x 4 SP-#2
BC 0.27 2x 6 SP42
WB 0.42 2x 4 SP-#3
Brace truss as follows:
.O.C. From To
TC Cont. 0- 0- 0 13- 9-
BC Cont. 0- 0- 0 13- 9-
psf-Ld Dead Live
TC 15.0 20.0
BC 10.0 0.0
TC+BC 25.0 20.0
Total 45.0 Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.00 Fc=1.00 Ft-1.00
BC Fb=1.00 Fc=1.00 Ft=1.00
Total Load Reactions (Lbs)
Jt Down Uplift Horiz-
F 1346 413 U 81 R
D 1000 337 U 205 R
Jt Brg Size Required
F 4.0" 1.5"
` D 3.5" 1.5"
LC# 1 Standard Loading
Dur Fctrs - Lbr 1.25 Plt 1.25
plf - Dead Live* From To
TC V 30 40 0.0' 13.8'
BC V 20 0 0.0' 13.8'
BC V 2 -2 8.3' 8.3'
TC V 189 151 7.1' CL-LB
BC V 176 141 7.1' CL-LB
BC V 241 192 8.3' CL-LB
Plus 6 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
Checked for NonConcurrent 200
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords ----------
* -G 0.29 70 C 0.01 0.28
G -B 0.29 1216 C 0.01 0.28
B -I 0.34 1098 C 0.01 0.33
I -C 0.38 1098 C 0.01 0.37
--------Bottom Chords ---------
A -F 0.16 77 T 0.00 0.16
F -E 0.17 131 T 0.00 0.17
E -H 0.21 1075 T 0.08 0.13
H -D 0.27 145 T 0.00 0.27
------------- Webs -------------
G -F 0.19 1194 C
G -E 0.37 1167 T
E -B 0.05 161 T
8 -H 0.05 185 T
H -1 0.07 332 C
H -C 0.42 1333 T
D -C 0.20 920 C WindLd
TL Defl -0.0411 in H -D L/999
LL Defl -0.0211 in E -H L/999
LL Cant 0.00" in A -F L/999
DL Defl -0.12" at H L/999
Shear // Grain in I -C 0.28
Plates for each ply each face.
Plate - MT20 20 Ga, Gross Area
Plate - MT8H 18 Ga, Gross Area
Jt Type Plt Size X Y JSI
C MT20 3.Ox 4.0-0.5 Ctr 0.99
E MT20 3.Ox 4.0-0.5 Ctr 0.82
H MT20 3.Ox 8.0 0.5 Ctr 0.90
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
ON Loading
Soffit psf 2.0
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 140 mph
Mean Roof Height: 15-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Open
Zone location: Exterior
TC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Max comp, force 1216 Lbs
Max tens. force 1333 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER 6 SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 S 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946 '
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING 6
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACX NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: NC
Robbins Engineemg. Inc/Ongne Pl s" 01996-2007 Version 21.0,059 EngineeMg- Ponnait 1111200711:14:50 AM Page
Joa Nark Quan Type Span Pl-Hl Left OH Right OH Engineering
19722-23 C9G 4 ENDJO 40800 6 0 0
19722-23 - KITTERMAN PLAZA (DEEP DEVELOPMENT)
Ho 1-8-0 Ho 4-0-0
TCI 4-8-0
2x4
a
fi
a-o-o 2x4
0
ro
E F
2x4 3x3
W:400 HGR
R: 420 R: 433
U: 77 U: 117
BC 4-7-15
4-8-0
ALL PLATES ARE MT2020
Scale: 0.449" =1'
Online Plus -- Version 21.0.059
RUN DATE: 01-NOV-07
CSI -Size- ----Lumber----
TC 0.34 2x 4 SP42
BC 0.38 2x 6 SP42
WE 0.08 2x 4 SP43
Brace truss as follows:
O.C. From To
TO Cont. 0- 0- 0 4- 8- 0
BC Cont. 0- 0- 0 4- 8- 0
psf-Ld Dead Live
TC 15.0 20.0
BC 10.0 0.0
TC+BC 25.0 20.0
Total 45.0 Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.00 Fc=1.00 Ft=1.00
BC Fb=1.00 Fc=1.00 Ft--1.00
Total Load Reactions (Lbs)
Jt Down Uplift Horiz-
E 420 77 U 117 R
F 433 117 U 196 R
Jt Erg Size Required
E 4.011 1.5"
F 3.5" 1.5"
LC# 1 Standard Loading
Dur Petra - Lbr 1.25 Plt 1.25
plf - Dead Live* From To
TC V 30 40 0.0' 4.7'
BC V 20 0 0.0' 4.7'
BC V 50 40 0.0' 4.7'
Plus 5 Wind Load Case(n)
Robbins Engineering, Inc./Online Plus -
Plus 1 UBC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords ----------
D -B 0.34 92 C 0.00 0.34
--------Bottom Chords ---------
E -F 0.38 94 T 0.00 0.38
E -D 0.02 163 C WindLd
D -F 0.03 129 T
F -B 0.08 163 C WindLd
TL Defl -0.03" in E -F L/999
LL Defl -0.01" in E -F L/999
DL Defl 0.00" at L/999
Shear // Grain in E -F 0.21
Plates for each ply each face.
Plate - MT20 20 Ga, Gross Area
Plate - MT8H 16 Ga, Gross Area
Jt Type Plt Size R Y JSI
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
Design checked for LL on BC
per BOCA (section 1606.2.3),
IHC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 140 mph
Mean Roof Height: 15-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Open
Zone location: Exterior
TO Dead Load : 7.0 psf
BC Dead Load : 3.0 psf
Max comp. force 163 Lbs
Max tens. force 129 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER S SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 S 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. M CAUTION M READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING 6
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: NC
Robbins Engineering, lnclOnllne Pius^' ®1996.2007 Version 21.0.059 Engineering - Portrait 1111200711:14:51 AM Pagel
Job Ma:x Quan Type Span P1-H1 Left OH Right OH Engineering
' 1972'2-23 CIOH z sP 70900 6 13 3- o
19722-23 - KITTERMAN PLAZA (DEEP DEVELOPMENT)
NO 6-0 NO 4-0-0
n o
,A 7-0-0 19-0 rl 1
♦<6xfi 2x4
B C
fi F
2x4
4-0-0 s
2x4
A
D
2x4
E
3x3 I®
Cant:2- 3-12 r I
W:400 W:308
R: 545 R: 827
U: 206 U: 210
BC 2- _y _3_
ALL PLATES ARE MT2020, 8 = PLATE SELECTED IN PLATE MONITOR
Scale: OA07" =1'
Online Plus -- Version 21.0.059
RUN DATE: 01-NOV-07
CSI -Size-
TC 0.26 2x 4 SP-#2
BC 0.39 2x 4 SP-#2
WB 0.12 2x 4 SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 7- 9- 0
BC Cont. 0- 0- 0 7- 9- 0
psf-Ld Dead Live
TC 15.0 20.0
BC 10.0 0.0
TC+BC 25:O 20.0
Total 45.0 Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.00 Fc=1.00 Ft--1.00
BC Fb=1.00 Fc=1.00 Ft--1.00
Total Load Reactions (Lbs)
it Down Uplift Horiz-
E 546 206 U 83 R
D 827 211 U 208 R
Robbins Engineering, Inc./Online Plus -
on BC
Membr CSI P Lbs Axl-CSI-Bnd
---------- Top Chords__________
A -F 0.26 80 C 0.01 0.25
F -B 0.25 60 T 0.00 0.25
B -C 0.03 58 C 0.00 0.03
--------Bottom Chords ---------
* -E 0.30 84 T 0.00 0.30
E -D 0.39 133 T 0.00 0.39
E -F 0.04 307 C
E -B 0.07 145 C
B -D 0.12 502 C
D -C 0.09 42 T WindLd
TL Defl -0.03" in E -D L/999
LL Defl 0.02" in E -D L/999
LL Cant 0.01" in A -E L/999
DL Defl 0.00" at L/999
Shear // Grain in D -D 0.49
Plates for each ply each face.
Plate - MT20 20 Ga, Gross Area
Plate - MT8H 20 Ga, Gross Area
it Type Plt Size X Y JSI
A MT20 2.Ox 4.0 0.6 0.2 0.84
B MT20 W6.Ox 6.0 0.7-0.8 0.56
it
Brg Size Required
E
4.0" 1.5"
D
3.5" 1.5"
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
LC#
1 Standard Loading
ADDITIONAL SPECIFICATIONS.
Dur Fctrs - Lbr 1.25 Plt 1.25
NOTES:
plf
- Dead Live* From To
Trusses Manufactured by:
TC V
30 40 0.0' 7.8'
East Coast Lumber
BC V
20 0 0.0' 7.8'
Analysis Conforms To:
TC V
189 151 7.1' CL-LB
FBC2004
BC V
176 141 7.1' CL-LB
OR Loading
Soffit psf 2.0
Plus
6 Wind Load Case(s)
Design checked for LL on BC
Plus
1 UBC LL Load Case(s)
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
Checked for NonConcurrent 200
(section 1607.1), 20.0 psf.
Lbs Moving Point Load applied
Design checked for 10 psf non -
at Panel Points and Mid -panel
concurrent LL on BC.
RoEbins Engineering, InWOnMe Plus"' 0199F2007 Version 21.0,059 Engineering-POroell 111W0W 11:14:52 AM Page 1
NOTE: USER MODIFIED PLATES
This design may have plates
selected through a plate
monitor.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 140 mph
Mean Roof Height: 15-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Open
Zone location: Exterior
TC Dead Load : 7.0 psf
BC Dead Load : 3.0 psf
Max comp. force 502 Lbs
Max tens. force 172 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER S SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 6 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. M CAUTION M READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING 6
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK RAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: NC
I iq Mark Quan Type Span Pl-Hl Left OR Right Oq Engineering
19722-23 DIG 2 SP 40900 6 13 0
19722-23 - RITTERMAN PLAZA (DEEP DEVELOPMENT)
HO 6-0 HO 2-10-8
M
TCA 4-9-0 �
2x4
B
T3x3
E
12
1 2x4
A
C
n 2x4
2,4
Cmt:2- 0- 0 1 1
W:400 W:308
R: 417 R: 430
U: 166 U: 107
BC - 2-7-0
4-9-0
ALL PLATES ARE MT2020
Style: 0.482" =1'
Online Plus -- Version 21.0.059
RUN DATE: 01-NOV-07
CSI -Size- ----Lumber----
TC 0.13 2x 4 SP-#2
BC 0.18 2x 4 SP-#2
WE 0.05 2x 4 SP43
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 4- 9- 0
BC Cont. 0- 0- 0 4- 9- 0
psf-Ld Dead Live
TC 15.0 20.0
BC 10.0 0.0
TC+BC 25.0 20.0
Total 45.0 Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.00 Fc=1.00 Ft--1.00
BC Fh=1.00 Fc=1.00 Ft--1.00
Total Load Reactions (Lbs)
Jt Down Uplift Horiz-
D 417 167 U 55 R
C 431 108 U 137 R
Jt Brg Size Required
D 4.0" 1.5"
C 3.5" 1.5"
LC# 1 Standard Loading
Dur Fctrs - Lbr 1.25 Plt 1.25
plf - Dead Live* From To
TC V 30 40 0.0' 4.8'
BC V 20 0 0.0' 4.8'
TC V 79 63 4.6' CL-LB
BC V 132 105 4.6' CL-LB
Robbins Engineering, Inc./Online Plus -
Plus 5 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords ----------
* -E 0.13 133 T 0.03 0.10
E -B 0.10 57 C 0.00 0.10
--------Bottom Chords---------
- -D 0.13 108 C 0.00 0.13
D -C 0.18 108 C 0.00 0.18
------------- Webs -------------
D -E 0.05 313 C
E -C 0.03 122 T
C -B 0.04 217 C WindLd
TL Defl 0.00" in D -C L/999
LL Defl 0.00" in D -C L/999
LL Cant 0.00" in A -D L/999
DL Defl 0.00" at L/999
Shear // Grain in D -C 0.19
Plates for each ply each face.
Plate - MT20 20 Ga, Gross Area
Plate - MTSH 18 Go, Gross Area
Jt Type Plt Size R Y JSI
A MT20 2.Ox 4.0 0.6 0.2 0.77
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 140 mph
Mean Roof Height: 15-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Open
Zone location: Exterior
TC Dead Load : 7.0 psf
BC Dead Load : 3.0 psf
Max comp. force 313 Lbs
Max tens. force 136 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER S SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 6 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING 6
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: NC
Robe s Engineering, InclOntine Pius"' 0 1996.2007 Version 21.0.059 Eng..e g - %'d 1111200711:14:53 AM Page 1
Jot Mark Quan Type Span PI -HI Left OH Right OH Engineering
19722-23 D2 2 SP 40900 6 13 1- 7
19722-23 - KITTERMAN PLAZA (DEEP DEVELOPMENT)
HO 6-0 HO 2-10-8
TC41 4-9-0
2.4
B
"2.4
T
-8
c
ON
Cant:l- 0- 0 W:400 W:308
R: 264 R: 307
U: 84 U: 61
8C -9-01
4-9-0
ALL PLATES ARE MT2020
Scale: 0.545' =1'
Online Plus -- Version 21.0.059
RUN DATE: 01-NOV-07
CSI -Size- ----Lumber----
TC 0.15 .2x 4 SP-#2
BC 0.32 2x 4 SP-#2
WE 0.04 2x 4 SP-#3
WG --- 2x 6 SP-#2
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 4- 9- 0
BC Cont. 0- 0- 0 4- 9- 0
psf-Ld Dead Live
TC 15.0 20.0
BC 10.0 0.0
TC+BC 25.0 20.0
Total 45.0 Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 FC=1.10 Ft=1.10
Total Load Reactions (Lbs)
Jt Down Uplift Horiz-
A 264 84 U 55 R
C 308 62 U 137 R
it Erg Size Required
A 4. On 1.5"
C 3.5" 1.5"
Plus 5 Wind Load Case(s)
Plus 1 DEC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
Robbins Engineering, Inc./Online Plus-
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords ----------
A -B 0.15 68 C 0.00 0.15
--------Bottom Chords ---------
A -C 0.32 95 T 0.00 0.32
------------- webs -------------
C -B 0.04 118 C WindLd
TL Defl -0.01" in A -C L/999
LL De£1 -0.01" in A -C L/999
DL De£1 0.00" at L/999
Shear // Grain in A -C 0.20
Plates for each ply each face.
Plate - MT20 20 Ga, Gross Area
Plate - MT8H 18 Ga, Gross Area
Jt Type Plt Size % Y JSI
A MT20 2.Ox 4.0 0.6 0.2 0.77
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
OH Loading
Soffit psf 2.0
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 140 mph
Mean Roof Height: 15-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Open
Zone location: Exterior
TC Dead Load : 7.0 psf
BC Dead Load : 3.0 psf
Max comp. force 118 Lbs
Max tens. force 95 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER 6 SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 6 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "BCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING 6
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: NC
Robbins Engineering, Inc./Online Plus^' 0199&2007 Version 21.0.059 Engineenng - Pamsit 11/12007 11:14:54 AM Page 1
Job Marx Quan Type Span PI-Hl Left OH Right OH Engineering
19 722-23 1 V4 1 VL.SB 40000 6 0 0
119722-23 - KITTERMAN PLAZA (DEEP DEVELOPMENT)
TCI 2-0-0
6
- 4x4
T
1-0-0
2x4
Online Plus -- Version 21.0.059
RUN DATE: 01-NOV-07
CSI -Size- ----Lumber----
TC 0.02 2x 4 SP-#2
BC 0.02 2x 4 SP-#2
Brace truss as follows:
D.C. From To
TC Cont. 0- 0- 0 4- 0- 0
BC Cont. 0- 0- 0 4- 0- 0
psf-Ld Dead Live
TC 15.0 20.0
BC 10.0 0.0
TC+BC 25.0 20.0
Total 45.0 Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Total Load Reactions (Lbs)
- Jt Down Uplift Horiz-
A 498 115 U 35 R
Jt Brg Size Required
A 48.0" 0"-to- 48"
Plus 6 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords ----------
* -B 0.02 124 C 0.00 0.02
B -C 0.02 124 C 0.00 0.02
--------Bottom Chords ---------
A -C 0.02 1 C 0.00 0.02
TL Defl 0.00" in A -C L/999
Robbins Engineering, Inc./Online Plus-
LL Defl 0.00" in A -C
L/999
DL Defl 0.00" at
L/999
Shear // Grain in A -B
0.06
Plates for each ply each face.
Plate - MT20 20 Ga, Gross Area
Plate - MTSH 18 Ga, Gross Area
Jt Type Plt Size R Y JSI
B MT20 4.Ox 4.0 Ctr-1.0 0.33
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 140 mph
Mean Roof Height: 15-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Open
Zone location: Exterior
TC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Max comp. force 124 Lbs
Max tens. force 39 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
2x4
Scale: 0.888" = T
1. EAST COAST LUMBER 6 SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 S 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. IIICAUTION111 READ ^SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING S
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: NC
Robbins Engineering, Inc./Online Plus^ 01996.2007 Version 21.0059 Engineedng- Powail 1111R00711:14:55 AM Page 1
Job Nark Quan Type Span Pl-Hl Left OH Right OH Engineering
19 722-23 V8 1 V1.SB 80000 6 0 0
19722-23 - KITTERMAN PLAZA (DEEP DEVELOPMENT)
TCI 4-0-0 1 4-0-0 I
4x4
6
2-0-0
1 2x4 2x4
D
•2x4
BC B-0-0
9 0 0
ALL PLATES ARE NT2020
See Joint D For Typical Gable Plate Size and Placement
Scale: 0.719" = 1'
Online Plus -- Version 21.0.059
RUN DATE: 01-NOV-07
CHI -Size-
TC 0.11 2x 4 SP42
BC 0.22 2x 4 SP42
GW 0.02 2x 4 SP43
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 8- 0- 0
BC Cont. 0- 0- 0 8- 0- 0
psf-Ld Dead Live
TC 15.0 20.0
BC 10.0 0.0
TC+BC 25.0 20.0
Total 45.0 Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
- Total Load Reactions (Lbs)
Jt Down Uplift Horiz-
A 923 218 U 89 R
Jt Brg Size Required
A 96.0" 0"-to- 96"
Plus 6 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
Membr CSI P Lbs Axl-CSl-Bnd
----------Top Chords----------
Robbins Engineering, Inc./Online Plus-
* -B 0.11 67 C 0.00 0.11
B -C 0.11 67 C 0.00 0.11
--------Bottom Chords ---------
A -D 0.22 3 C 0.00 0.22
D -C 0.22 3 C 0.00 0.22
----------Gable Webs----------
D-B 0.02 172 C
TL Defl -0.01" in D -C L/999
LL Defl -0.01" in D -C L/999
DL Defl 0.00" at L/999
Shear // Grain in A -D 0.18
Plates for each ply each face.
Plate - MT20 20 Gar Gross Area
Plate - MT8H 18 Gar Gross Area
Jt Type Plt Size R Y JSI
REFERTO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 140 mph
Mean Roof Height: 15-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Open
Zone location: Exterior
TC Dead Load : 7.0 psf
BC Dead Load : 3.0 psf .
Max comp. force 172 Lbs
Max tens. force 60 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER 6 SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 6 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING 6
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: NC
Robbins Engineering. InclOnline Plus"'e 19964007 Version 21.0,059 Engineering .Portrait 11I1200111:14:56AM Pagel
sot
Mark
Quan Type Span Pl-El Left OH
Right OH
Engineering
19722-23
V12
1 vL. sB 120000 6 0
0
19722-23 - KITTERMAN PLAZA (DEEP DEVELOPMENT)
TCI
6-0-0 1 6-0-0
1
4x4
B
- 6 F
-
3-0-0
3x3
3x3
A
C
D
•2x4
SC
12-0-0
q
ac 0
ALL PLATES ARE MT2020
See Joint D For Typical Gable Plate Size and Placement
Scale: 0.531" = 1'
Online Plus -- Version 21.0.059
RUN DATE: 01-NOV-07
CSI -Size- ---- Lumber----
TC 0.24 2x 4 SP-#2
BC 0.42 2x 4 SP42
GW 0.04 2x 4 SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 07 0- 0 12- 0- 0
BC Cont. 0- 0- 0 12- 0- 0
psf-Ld Dead Live
TC 15.0 20.0
BC 10.0 0.0
TC+BC 25.0 20.0
Total 45.0 Spacing 24.011
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Total Load Reactions (Lbs)
it Down Uplift Horiz-
A 1475 353 U 144 R
it Brg Size Required
A 144.011 0"-to- 1441'
Plus 6 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords ----------
A -B 0.24 123 C 0.00 0.24
Robbins Engineering, Inc./Online Plus-
B -C 0.24 123 C 0.00 0.24
--------Bottom Chords ---------
* -D 0.42 2 C 0.00 0.42
D -C 0.42 2 C 0.00 0.42
----------Gable Webs----------
D-B 0.04 272 C
TL Defl-0.0411 in A -D L/999
LL Defl 0.02" in D -C L/999
DL Defl 0.001, at L/999
Shear // Grain in A -B 0.21
Plates for each ply each face.
Plate - MT20 20 Ga, Gross Area
Plate - MT8H 18 Ga, Gross Area
it Type Plt Size X Y JSI
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 140 mph
Mean Roof Height: 15-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Open
Zone location: Exterior
TC Dead Load : 7.0 psf
BC Dead Load : 3.0 psf
Max comp. force 272 Lbs
Max tens. force 94 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER 6 SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 6 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. M CAUTIONItI READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING S
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: NC
Robbins Engineering, Inc/Online Plus"' 0 1OW2007 Version 21.0.059 Engineering - Ponait 111WO0711:14:57AM Pagel
Job
Nark
Quan
Type Span Pl-Hl Left OH Right OH
Engineering
v 722-23
19
VGE
1
VL. SB 150800 6 0 0
19722-23 - KITTERMAN PLAZA (DEEP
DEVELOPMENT)
TCl
7-10-0
1 7-10-0
4.4
B
- - -
S�
•2x4
D
A
3-11-0
3x4
3x4
A
C
E
G H J L
BC
q
a o
ALL PLATES ARE MT2020
See Joint
D For Typical Gable Plate Size and Placement
Scale: 0.412° = T
Online Plus -- Version 21.0.059
RUN DATE: 01-NOV-07
CSI -Size-
TC 0.11 2x 4 SP-#2
BC 0.19 2x 4 SP-#2
GW 0.03 2x 4 SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 IS- 8- 0
BC Cont. 0- 0- 0 15- 8- 0
psf-Ld Dead Live
TC 15.0 20.0
BC 10.0 0.0
TC+BC 25.0 20.0
Total 45.0 Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Total Load Reactions (Lbs)
it Down Uplift Horiz-
A 1564 309 U 198 R
it Erg Size Required
A 188.0" 011-to- 188"
Plus 6 Wind Load Case(s)
Plus 1 DEC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords ----------
* -D 0.11 57 C 0.00 0.11
D -F 0.09 36 C 0.00 0.09
Robbins Engineering, Inc./Online Plus-
* -B
0.03
58 T
0.00
0.03
B -I
0.03
58 T
0.00
0.03
I -K
0.09
36 C
0.00
0.09
K -C
0.11
57 C
0.00
0.11
--------Bottom
Chords ---------
* -E
0.19
3 C
0.00
0.19
E -G
0.13
0 T
0.00
0.13
G -H
0.14
0 T
0.00
0.14
H -J
0.14
0 T
0.00
0.14
J -L
0.13
0 T
0.00
0.13
L -C
0.19
3 C
0.00
0.19
----------Gable
Webs----------
- -D
0.03
205 C
G -F
0.02
124 C
H -B
0.02
110 C
J -I
0.02
124 C
L -K
0.03
205 C
TL Defl -0.01" in L -C L/999
LL Defl-0.01" in L -C L/999
DL'Defl 0.0011 at L/999
Shear // Grain in A -E 0.18
Plates for each ply each face.
Plate - MT20 20 Ga, Gross Area
Plate - MT8H 18 Ga, Gross Area
it Type Plt Size X Y JSI
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 140 mph
Mean Roof Height: 15-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Open
Zone location: Exterior
TC Dead Load : 7.0 psf
BC Dead Load : 3.0 psf
Max comp. force 205 Lbs
Max tens. force 103 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER S SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 6 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. ((!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING 6
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: NC
Robbins Engineering,Inc/Online Plus^ 01996-2W7 Version 21.0.059 Engineenng- Portrait 1111n00711:14:58AM Paget
sob Mark Quan Type Span PI-Hl Left OH Right OH Engineering
19722-23 VM2 4 VLMA. SB 20000 6 0 0
19722-23 - KITTERMAN PLAZA (DEEP DEVELOPMENT)
He 1-0-0
TCI 2-0-0 1
6
2x4
T
1-0-0
T 2.4
C
x4
BC 2-0-0 EJ
2-0-0 ALL PLATES ARE MT2020
Scsle:.0.859" = 1'
Online Plus -- Version 21.0.059
RUN DATE: 01-NOV-07
CSI -Size- ----Lumber----
TC 0.00 2x 4 SP-#2
BC 0.00 2x 4 SP-#2
WB 0.00 2x 4 SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 2- 0- 0
BC Cont. 0- 0- 0 2- 0- 0
psf-Ld Dead Live
TC 15.0 20.0
BC 10.0 0.0
TC+BC 25.0 20.0
Total 45.0 Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Total Load Reactions (Lbs)
it Down Uplift Horiz-
A 266 30 U 32 R
it Brg Size Required
A 24.0" 0"-to- 24"
Plus 5 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords----------
Robbins Engineering, Inc./Online Plus^'
A -B 0.00 13 C
--------Bottom Chords ---------
A -C 0.00 0 T
C -B 0.00 36 C WindLd
TL Def1 0.00" in C -C L/999
LL Defl 0.00" in C -C L/999
DL Defl 0.00" at L/999
Shear // Grain in C -B 0.03
Plates for each ply each face.
Plate - MT20 20 Ga, Gross Area
Plate - MT8H 18 Ga, Gross Area
it Type Plt Size R Y JSI
REFERTO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 140 mph
Mean Roof Height: 15-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Open
Zone location: Exterior
TC Dead Load : 7.0 psf
BC Dead Load : 3.0 psf
Max comp. force 36 Lbs
Max tens. force 16 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER 6 SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 S 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "BCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING &
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: NC
Robbins Engmeemg,Inc/OnfneP s" Cl1 2007Vembn2L0.059Engineee'"-PoNail 1111R00711:14:59AM Pagel
4, Job Mark Quan Type Span P1-H1 Left OR Right OR Engineering
19722-23 VM4 1 4 VLM.SB 40000 6 0 0
19722-23 - KITTERMAN PLAZA (DEEP DEVELOPMENT)
HO z-0-0
TO 4-0-o I
zR4
6
2-0-0
2.4
C
R4
BC 4-0-0
L . 0
ALL PLATES ARE MT2020
Scale: 0.757" = V
Online Plus -- Version 21.0.059
RUN DATE: 01-NOV-07
CSI -Size- ----Lumber----
TC 0.13 2x 4 SP-#2
BC 0.24 2x 4 SP-#2
WB 0.01 2x 4 SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 4- 0- 0
BC Cont. 0- 0- 0 4- 0- 0
psf-Ld Dead Live
TC 15.0 20.0
BC 10.0 0.0
TC+BC 25.0 20.0
Total 45.0 Spacing 24.011
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Total Load Reactions (Lbs)
it Down Uplift Horiz-
A 572 96 U 154 R
it Brg Size Required
A 48.0" On -to- 48"
Plus 5 Wind Load Case(s)
Plus 1 UBC LL Load Cases)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords----------
Robbins Engineering, Inc./Online Plus -
A -B 0.13 45 C 0.00 0.13
--------Bottom Chords ---------
A -C 0.24 4 C 0.00 0.24
C -B 0.01 110 C WindLd
TL Defl -0.01" in A -C L/999
LL Defl -0.01" in A -C L/999
DL Defl 0.00" at L/999
Shear // Grain in A -C 0.21
Plates for each ply each face.
Plate - MT20 20 Ga, Gross Area
Plate - MT8H 18 Ga, Gross Area
it Type Plt Size % Y JSI
REFERTO ROBBINS EKG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 140 mph
Mean Roof Height: 15-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Open
Zone location: Exterior
TC Dead Load : 7.0 psf
HC Dead Load : 3.0 psf
Max comp. force 110 Lbs
Max tens. force 45 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER 6 SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 G 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2, !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING G
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: NC
, Robbins Engineering,Ina/Ovine Plus"'01996-2007 Version 21.D.059 Engineering - PoNait 1111n00711:15:00AM Pagel
Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering
19 722-23 ^HJ7 8 MONO 91001 4.243 1-14 0
19722-23 - KITTERMAN PLAZA (DEEP DEVELOPMENT)
Ho 6-0 \ HO 3-11-12
v
TC'I'[ 9-10-1 1
2x4
B
T - 3-16d tosnaSls
4.243�
3.3
3-11-12 D
1 2x4
A
3-16d toenails
E C
2.4 2.4
Cent:3- 2-15
Em
wF11
R: 470
U: 216
BC 3-5-12 1 67-5
.Q ALL PLATES ARE W2020
Scale: 0.348" = V
Online Plus -- Version 21.0.059
RUN DATE: 01-NOV-07
CSI -Size- ----Lumber----
TC 0.67 2x 4 SP-#2
BC 0.69 2x 4 SP42
WB 0.10 2x 4 SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 9-10- 1
BC Cont. 0- 0- 0 9-10- 1
psf-Ld Dead Live
TC 15.0 20.0
BC 10.0 0.0
TC+BC 25.0 20.0
Total 45.0 Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.00 Fc=1.00 Ft-1.00
BC Fb=1.00 Fc=1.00 Ft=1.00
Total Load Reactions (Lbs)
Jt Down Uplift Horiz-
E 470 217 U 72 R
C 318
B 341 137 U 205 R
Jt Brg Size Required
E 5.7" 1.5"
C 1.5" 1.5"
B 1.5" 1.5"
Robbins Engineering, Inc./Online Plus -
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords ----------
* -D 0.58 173 C 0.00 0.58
D -B 0.67 114 T 0.00 0.67
--------Bottom Chords ---------
* -E 0.47 170 T 0.03 0.44
E -C 0.69 215 T 0.03 0.66
------------- Webs -------------
E -D 0.05 357 C
D -C 0.10 183 C
C -B 0.08 0 T WindLd
TL De£1 -0.12" in E -C L/583
LL Defl -0.06" in E -C L/999
LL Cant 0.02" in A -E L/999
DL De£1 0.00" at L/999
Shear // Grain in D -B 0.36
Plates for each ply each face.
Plate - MT20 20 Ga, Gross Area
Plate - MTSH 18 Gar Gross Area
Jt Type Plt Size K Y JSI
A MT20 2.Ox 4.0 0.3 0.1 0.91
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
LC#
1 Girder Loading
Dux Fctrs -
Lbr 1.25 Plt
1.25
For proper installation of
plf -
Dead
Live* From
To
toe -nails, refer to the 2001
TC V
30
40 0.0'
9.8'
National Design Specification
BC V
20
0 0.0'
9.8'
(NDS) for Wood Construction
TC V
-30
-40 0.0'
NOTES:
33
44
9.8'
Trusses Manufactured by:
BC V
-20
0 0.0'
East Coast Lumber
22
0
9.8'
Analysis Conforms To:
FBC2004
Plus
5 Wind Load Case(s)
Girder King Jack
Plus
1 UBC
LL Load Case(s)
Loading TC and BC
RaOb s Eginee6N. Ino OnMe Plus^' m 1996200] Version 21.0.059 Enginee4 g - PoNaa W11200] 11:15:01 AM Pagel
Setback 7- 0- 0
OH Loading
Soffit psf 2.0
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Use properly rated hangers for
loads framing into girder
truss.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 140 mph
Mean Roof Height: 15-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Open
Zone location: Exterior
TC Dead Load : 7.0 psf
BC Dead Load : 3.0 psf
Max comp. force 357 Lbs
Max tens. force 215 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER 6 SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 G 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "ECSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING 6
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-HEARING BLOCK.
4. DESIGNER: NC
Job Nark Quan Type Span PI -El Left OR Right OH Engineering
19722-23 HJD 1 2 ENDJO 61012 4.243 1- 2 0
19722-23 - KITTERMAN PLAZA (DEEP DEVELOPMENT)
80 5-12 60 2-11-0
N
TNN 6-10-12
2.4
s
T - 4.243� 2-16d toenail -
3x3
E
2-11-0
t z:d
A
0 C 2-16d toenaile
2x4 2.4
C t:2-11- 7
7
W:511
R: 345
U: 195
HC 3-2-4 3-8-8
-12
A ALL PLATE9VARE W2020
Scale: OA58" =1'
Online Plus -- Version 21.0.059
RUN DATE: 01-NOV-07
CSI -Size-
TC 0.14 2x 4 SP-#2
BC 0.31 2x 4 SP-#2
WE 0.03 2x 4 SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 6-10-12
BC Cont. 0- 0- 0 6-10-12
psf-Ld Dead Live
TC 15.0 20.0
BC 10.0 0.0
TC+BC 25.0 20.0
Total 45.0 Spacing 24.011
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.00 Fc=1.00 Ft=1.00
BC Fb=1.00 Fc=1.00 Ft=1.00
Total Load Reactions (Lbs)
it Down Uplift Horiz-
D 346 195 U 56 R
C 238 17 U 120 R
B 142 50 U
it Erg Size Required
D 5.7" 1.5"
C 1.5" 1.5"
B 1.5" 1.5"
LC# 1 Girder Loading
Der Fctrs - Lbr 1.25 Plt 1.25
pl£ -
Dead
Live*
From
To
TC V
30
40
0.0.
6.91
BC V
20
0
0.01
6.9'
TC V
-30
-40
0.0'
11
15
6.9'
BC V
-20
0
0.0'
8
0
6.9'
Plus 5 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
Robbins Engineering, Inc./Online Plus -
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on BC
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords ----------
* -E 0.12 115 C 0.00 0.12
E -B 0.14 58 C 0.00 0.14
--------Bottom Chords ---------
* -D 0.17 107 T 0.00 0.17
D -C 0.31 156 T 0.00 0.31
------------- Webs -------------
D -E 0.03 196 C
E -C 0.02 130 C
C -B 0.03 0 T WindLd
TL Defl 0.0111 in C -C L/999
LL Defl 0.01" in C -C L/999
LL Cant 0.01" in A -D L/999
DL Defl 0.00" at L/999
Shear // Grain in D -C 0.20
Plates for each ply each face.
Plate - MT20 20 Ga, Gross Area
Plate - MT8H 18 Ga, Gross Area
it Type Plt Size R Y JSI
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
For proper installation of
toe -nails, refer to the 2001
National Design Specification
(NDS) for Wood Construction
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
Girder King Jack
Loading TC and BC
Setback 5- 0- 0
ON Loading
Soffit psf 2.0
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Use properly rated hangers for
loads framing into girder
truss.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 140 mph
Mean Roof Height: 15-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Open
Zone location: Exterior
TC Dead Load : 7.0 psf
BC Dead Load : 3.0 psf
Max comp. force 196 Lbs
Max tens, force 156 Lbs
Quality Control Factor 1.00
FABRICATOR .NOTES:
1. EAST COAST LUMBER & SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 & 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. !!!CAUTION!!! READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING &
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: NC
Robbins Engineering,Inc/Online Plus"'t0199&2007 Version 21.0.059 Engineering -Por ait 11I1n00711:15:02 AM Paget
. Jolt Mark Quan Type Span Pl-Hl Left OH Right OH Engineering
19722-23 EJ7 14 ENDJO 70000 6 13 0
19722-23 - KITTERMAN PLAZA (DEEP DEVELOPMENT)
HO 6-0 HO 4-0-0
4-0-0
2x4
Cant:2- 4- 0
W:400
R: 481
U: 147
BC 2-6-0 1 4-6-0
v 7-0-0
ALL PLATES ARE MT2020
Online Plus -- Version 21.0.059
RUN DATE: 01-NOV-07
CSI -Size-
TC 0.33 2x 4 SP-#2
BC 0.37 2x 4 SP-#2
WB 0.05 2x 4 SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 7- 0- 0
BC Cont. 0- 0- 0 7- 0- 0
psf-Ld Dead Live
TC 15.0 20.0
BC 10.0 0.0
TC+BC 25.0 20.0
Total 45.0 Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Total Load Reactions (Lbs)
Jt Down Uplift Horiz-
D 481 147 U 143 R
C 230 1 U 87 R
B 127 82 U
Jt Brg Size Required
D 4.0" 1.5"
C 3.5" 1.5"
B 3.5" 1.5"
Plus 5 Wind Load Case(a)
Plus 1 UBC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
Robbins Engineering, Inc./Online Plus -
on BC
Mambr CSI
A -E 0.33
E -B 0.32
--------Bo
A -D 0.23
D -C 0.37
P Lbs Axl-CSI-End
Cop Chords ----------
140 C 0.01 0.32
51 C 0.00 0.32
ctom Chords---------
142 T 0.00 0.23
87 T 0.00 0.37
D -E 0.05 345 C WindLd
TL De£1 -0.01" in D -C L/999
LL De£1 0.01" in D -C L/999
LL Cant 0.06" in A -D L/490
DL Defl 0.00" at L/999
Hz Disp LL DL TL
Jt B 0.02" 0.03" 0.051,
Shear // Grain in E -B 0.22
Plates for each ply each face.
Plate - MT20 20 Gar Gross Area
Plate - MT8H 18 Gar Gross Area
Jt Type Pit Size X Y JSI
A MT20 2.Ox 4.0 0.6 0.2 0.82
REFER TO ROBBINS ENS. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
For proper installation of
toe -nails, refer to the 2001
National Design Specification
(NDS) for Wood Construction
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
2-16d toenails
2-16d toenails
Scale: 0.425" = V
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 140 mph
Mean Roof Height: 15-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Open
Zone location: Exterior
TC Dead Load 7.0 psf
BC Dead Load 3.0 psf
Max comp. force 345 Lbs
Max tens. force 152 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER S SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 6 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. M CAUTION M READ "SCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING 6
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: NC
Robbins Engineering. Inc/ONoe PWa" 01996-2007 Verson 21.0.059 Engineering - PoNait 1111207 11:15:03 AM Pagel
Job Nark Quan Type Span Pl-Hl Left OH .Right OH Engineering
19722-23 1 -CJ5 1 16 ENDJO 50000 6 13 0
19722-23 - KITTERMAN PLAZA (DEEP DEVELOPMENT)
SO 6-0 SO 3-0-0
n
i
TL9 5-0-0 �
H
6� 2-16d toenaile -
2.4
E
3-0-0
2x4
A
PM
2-16d toenails
D C
2.4
Cant:2- 4- 0
W:400
R: 449
D: 161
BC 2-6-0 1 2-6-0
5-0-0
ALL PLATES ARE MT2020
Scale: 0.520" = 1'
Robbins Engineering, Inc./Online Plus -
Online Plus -- Version 21.0.059 at Panel Points and Mid -panel
RUN DATE: 01-NOV-07 on BC
CSI -Size- ----Lumber----
TC 0.27 2x 4 SP-#2
BC 0.25 2x 4 SP-#2
WB 0.04 2x 4 SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 5- 0- 0
BC Cont. 0- 0- 0 5- 0- 0
psf-Ld Dead Live
TC 15.0 20.0
BC 10.0 0.0
TC+BC 25.0 20.0
Total 45.0 Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Total Load Reactions (Lbs)
Jt Down Uplift Horiz-
D 450 161 U 102 R
C 193 30 G 63 R
B 32 37 U
G = Gravity Uplift
Jt Erg Size Required
D 4.0" 1.5"
C 3.5" 1.5"
B 3.5" 1.5"
Plus 5 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords ----------
* -E 0.27 92 C 0.01 0.26
E -B 0.26 29 C 0.00 0.26
--------Bottom Chords ---------
* -D 0.25 102 T 0.00 0.25
D -C 0.25 62 T 0.00 0.25
------------- Webs -------------
D -E 0.04 283 C WindLd
TL Defl 0.01" in D -C L/999
LL Defl 0.00" in D -C L/999
LL Cant -0.04" in A -D L/673
DL Defl 0.00" at L/999
Hz Disp LL DL TL
Jt B 0.0311 0.0311 0.06"
Shear // Grain in D -C 0.20
Plates for each ply each face.
Plate - MT20 20 Ga, Gross Area
Plate - 14TBH 18 Ga, Gross Area
Jt Type Plt Size A Y JSI
A MT20 2.Ox 4.0 0.6 0.2 0.77
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
For proper installation of
toe -nails, refer to the 2001
National Design Specification
(NDS) for Wood Construction
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
rBc2004
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20'.0 psf.
Design checked for 10 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 140 mph
Mean Roof Height: 15-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Open.
Zone location: Exterior
TC Dead Load : 7.0 psi
BC Dead Load : 3.0 psf
Max comp. force 283 Lbs
Max tens. force 118 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER 6 SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 6 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. M CAUTION!(! READ "SCSI-Bl
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING S
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-HEARING BLOCK.
4. DESIGNER: NC
Robbins Engineering,Ine./Ongne Plus" 01995-2007Vemion 21.0.09 Engineering -Po Nail ll/1R00711:15:(Yl M Paget
Online Plus -- Version 21.0.059
RUN DATE: 01-NOV-07
CSI -Size- ----Lumber----
TC 0.09 2x 4 SP-#2
BC 0.07 2x 4 SP42
WB 0.03 2x 4 SP-#3
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 3- 0- 0
BC Cont. 0- 0- 0 3- 0- 0
psf-Ld Dead Live
TC 15.0 20.0
BC 10.0 0.0
TC+BC 25.0 20.0
Total 45.0 Spacing 24.0"
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
BC Fb=1.10 Fc=1.10 Ft=1.10
Total Load Reactions (Lbs)
Jt Down Uplift Horiz-
D 410 234 U
D 140 99 G 161 R
B 161 R
G = Gravity Uplift
Jt Brg Size Required
D 4.0" 1.5"
D 3.511 1.511
B 3.511 1.5"
Plus 5 Wind Load Case(s)
Plus 1 UBC LL Load Cases)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
Robbins Engineering, Inc./Online Plus -
at Panel Points and Mid -panel
on BC
Membr CSI
A -B 0.09
--------So
A -D 0.07
D -C 0.00
P Lbs Axl-CSI-Bnd
Cop Chords ----------
186 T 0.03 0.06
ttom Chords---------
161C 0.00 0.07
0 T
D -B 0.03 210 C WindLd
TL Defl
0.00"
in A -C
L/999
LL Defl
0.00"
in A -C
L/999
LL Cant
0.00"
in A -D
L/999
DL Defl
0.001,
at
L/999
Shear //
Grain
in D -D
0.14
Plates for each ply each face.
Plate - MT20 20 Ga, Gross Area
Plate - MT8H 18 Ga, Gross Area
Jt Type Plt Size R Y JSI
A MT20 2.Ox 4.0 0.6 0.2 0.77
REFER TO ROBBINS ENS. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
For proper installation of
toe -nails, refer to the 2001
National Design Specification
(NDS) for Wood Construction
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
Design checked for LL on BC
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 30 psf non -
concurrent LL on BC.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as aiMain
Wind -Force Resistance System.
Wind Speed: 140 mph
Mean Roof Height: 15-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Open
Zone location: Exterior
TC Dead Load : 7.0 psf
BC Dead Load : 3.0 psf
Max comp. force 210 Lbs
Max tens. force 186 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER S SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 G 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. M CAUTION M READ 11BCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING S
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-BEARING BLOCK.
4. DESIGNER: NC
Robbins Engineering, IncXnO a Plus^ 0 199&2007 Versian 21.0.059 Engineeemg - Portrait 1111/2007 11:15:05 AM Page i
Job Mark Quan Type Span Pl-Hl Left OR Right OH Engineering
19722-23 _CJI 20 ENDJO 10000 6 13 0
19722-23 - KITTERMAN PLAZA (DEEP DEVELOPMENT)
SO 6-0 SO 1-0-0
m
N
TC? 1-0-0 �
6F
T 2x4
;4 2-16d toenails
1-0-0
2-16d toenails
W:106
R: 135
BC - -
1-0-0
ALL PLATES ARE MT2020
Scale: 0.662° = 1'
Online Plus -- Version 21.0.059
RUN DATE: 01-NOV-07
CSI -Size-
TC 0.02 2x 4 SP-#2
Be 0.05 2x 4 SP-#2
Brace truss as follows:
O.C. From To
TC Cont. 0- 0- 0 1- 0- 0
Be Cont. 0- 0- 0 1- 0- 0
psf-Ld Dead Live
TC 15.0 20.0
Be 10.0 0.0
TC+BC 25.0 20.0
Total 45.0 Spacing 24.011
Lumber Duration Factor 1.25
Plate Duration Factor 1.25
TC Fb=1.15 Fc=1.10 Ft=1.10
Be Fb=1.10 FC=1.10 Ft=1.10
Total Load Reactions (Lbs)
It Down Uplift Horiz-
A 136 20 R
B 35 21 U
C 209 2 U 13 R
it Brg Size Required
A 3.511 1.5"
B 1.511 1.5"
C 1.511 1.5"
Plus 5 Wind Load Case(s)
Plus 1 UBC LL Load Case(s)
Checked for NonConcurrent 200
Lbs Moving Point Load applied
at Panel Points and Mid -panel
on Be
Robbins Engineering, Inc./Online P1us-
Membr CSI P Lbs Axl-CSI-Bnd
----------Top Chords ----------
A -B 0.02 12 C 0.00 0.02
--------Bottom Chords ---------
A -C 0.05 12 T 0.00 0.05
TL Defl
0.0011
in A -C
L/999
LL Defl
0.0011
in A -C
L/999
DL Defl
0.00"
at
L/999
Shear //
Grain
in A -C
0.17
Plates for each ply each face.
Plate - MT20 20 Ga, Gross Area
Plate - MTBH 18 Ga, Gross Area
Jt Type Plt Size K Y JSI
A MT20 2.Ox 4.0 0.6 0.2 0.77
REFER TO ROBBINS ENG. GENERAL
NOTES AND SYMBOLS SHEET FOR
ADDITIONAL SPECIFICATIONS.
For proper installation of
toe -nails, refer to the 2001
National Design Specification
(NDS) for Wood Construction
NOTES:
Trusses Manufactured by:
East Coast Lumber
Analysis Conforms To:
FBC2004
Design checked for LL on Be
per BOCA (section 1606.2.3),
IBC/IRC-2003 and FBC 2004
(section 1607.1), 20.0 psf.
Design checked for 10 psf non -
concurrent LL on Be.
Wind Loads - ANSI / ASCE 7-02
Truss is designed as a Main
Wind -Force Resistance System.
Wind Speed: 140 mph
Mean Roof Height: 15-0
Exposure Category: B
Occupancy Factor : 1.00
Building Type: Open
Zone location: Exterior
TC Dead Load : 7.0 psf
Be Dead Load : 3.0 psf
Max comp, force 12 Lbs
Max tens. force 12 Lbs
Quality Control Factor 1.00
FABRICATOR NOTES:
1. EAST COAST LUMBER 6 SUPPLY
MAURICE A. SHASHOUA,
P.E.#EB5251 6 19554
5285 ST. LUCIE BLVD.
FORT PIERCE FL. 34946
2. M CAUTION M READ nBCSI-B1
SUMMARY SHEET" BEFORE
HANDLING , INSTALLING 6
BRACING TRUSSES.
3. SEE ATTACHED DETAIL SHEET
FOR: 1-JACK NAILS.
2-TBRACE. 3-HEARING BLOCK.
4. DESIGNER: NC
Robbins Psgineedng. Inc./Online Plus° 01996.2007Vemion 21.0.059 Engineering -PoMit 11nn00711:15:06 AAA Pagel
W. DONALD OSTEEN
President
P. ALLEN OSTEEN
Executive Vice President
TYPICAL DETAIL INDEX SHEET
1. DTI
2. DT2
3. DT3
4. DT4
5. DT5
6. DT6
7. DT7
8. DT8
9. DT9
10. DT10
IL DTI 1
12. DT12
13. DT13
14. DT14
15. DTI
License 419554
JUL 2 5 2066
CHARLIE MARTINEZ
Vice President
Truss Division
FORT PIERCE
MELBOURNE
WE'RE HERE TO HELP YOU BUILD A BETTER WAY.w W, \
5285 St. Lucie Blvd. • Fort Pierce, FL 34946 • (772) 466-2480 • Fax (772) 466-5336 \vl
www.eastcoEistlumber.com • e-mail: ftptruss@eastcoastiumber.com TM
W.'DONALD OSTEEN
President
P. ALLEN OSTEEN
Executive Vice President
ID: DTI
July 21, 2006
Subject: Compression Member Bracing Requirements
CHARLIE MARTINEZ
Vice President
Truss Division
Compression web bracing shall be applied to all specified members, indicated.by an X
on the corresponding engineering sheet supplied by East Coast Lumber. Continuous
lateral bracing is required in order to reduce the effective length of individual truss web
members.
To apply continuous lateral bracing a minimum run of 3 like webs must be present.
A lx4 Construction Grade Spruce — Pine — Fir, or better, bracing material is adequate for
continuous lateral bracing (CLB) in order to reduce effective length of individual truss
web members.
A Ix4 Construction Grade Spruce — Pine — Fir, or better, "T" brace or one scab brace
(same size and grade as web, attached with 1 Od nails at 4" o.c. staggered) may be
substituted for a single CLB. One 2x4 Construction Grade Spruce — Pine — Fir, or better,
"T" brace or two scab braces, one per face (same size and grade as web, attached to each
face with 1 Od nails at 4" o:c. staggered) may be substituted when two CLB's are
specified. The "T" braces are to be nailed to flat edge (1-1/2" dimension) of the web
member with I Od common nails, spaced 4" o.c. The "T" brace and scab brace must be a
minimum length of 90% of the web length.
Whatever bracing you use, it may be placed on the top or bottom edge of the web
member. Please note, since Construction Grade Spruce — Pine — Fir is the minimum
allowed for lx4 or 2x4 CLB and "T" bracing, better or equal grades of S — Pine —
Fir and Southern Pine may also be used. SHA$
V%CEiV8
Cr
Also you may substitute (2) lx4 for (1) 2x4 "T" brace �
Wn
JUL 2 5 2000'.
Q
WE'RE HERE TO HELP YOU BUILD A BETTER WAV"""
FORT PIERCE
MELBOURNE
ozaa ar. Lucie croa. • Fort Fierce, FL 34946 • (772) 466-2480 • Fax (772) 466-5336 Mwww.eastcoastiumber.com • e-mail: ftptruss@eastcoastiumber.com
HANGER SCHEDULE (REV. 02/08/05j
ID: DT2
*ALL VALUES ARE
MAXIMUM
VALUES
HIP AND JACK HANGERS:
Manufacturer
Model
Hip Uplift
Jack Uplift
Hip Roof React.
Jack Roof React.
Simpson
THJA 26
730
245
2380
795
SINGLE 2X HANGERS:
Manufacturer
Model
Invoice Code
Uplift
Roof React.
Floor React.
Simpson
LUS 26
Not Stock Item
935
1045
835
Simpson
HUS 26
2X
1550
3205
2565
Simpson
THA 29
Not Stock Item
750
2500
2125
Simpson
LSSU 210
LSU
730
1390 (Slope)
1110 (Slope)
1250 (Skewed)
1000 (Skewed)
NuVue
NVBN 24
Not Stock Item
364
1113
1113
SINGLE 4X PLY HANGERS:
Manufacturer
Model
Invoice Code
Uplift
Roof React.
Floor React.
Simpson
THA 422
4X
1550
4250
3630
Simpson
HUC 414
HHU
1810
4020
3215
Simpson
LSSU 410
1150
2990 (Slope)
2395 (Slope)
2085 (Skewed)
1665 (Skewed)
DOUBLE 2X HANGERS:
Manufacturer
Model
Invoice Code
Uplift
Roof React.
Floor React.
Simpson
HGUS 28-2
62
2820
7675
6140
Simpson
HUS 28-2
Engle Only
1550
1885
1505
Simpson
HHUS28-2
HHS2
2000
4855
3885
HGUS 414
10260
3-PLY 2X HANGERS:
Manufacturer
Model
Invoice Code
Uplift
Roof React.
Floor React.
Simpson
HGUS 28-3
G3
2820
7675
6140
JUL 2 5 2006
W. DONALD OSTEEN
President
P.ALLEN OSTEEN
Executive Vice President
ID: DT3
To Whom it May Concern:
CHARLIE MARTINEZ
Vice President
Truss Division
FORT PIERCE
MELBOURNE
The nailing pattern specified for open end jacks also works for closed end jacks; as Iona
as the spans are the same. The number of nails to top chord and bottom chord are the
same for trusses of the same spans.
If ajack with an end vertical is only nailed at the bottom chord, then a nailing pattern or
hanger must be specified.
If you have any questions, please feel free to contact me at 772-466-2480.
Sincerely,
Morris A. Shashoua, P.E.
JUL 2 5 2006
WE'RE HERETO HELP YOU BUILD A BETTER WAY.w V
5285 St. Lucie Blvd. a Fort Pierce, FL 34946 a (772) 466-2480 a Fax (772) 466-5336
www.eastcoastiumber.com a e-mail: ftptruss@eastcoastlumber.com
TM
BER SCHEDULE: ID: DT4
CHORD 2X4 SP#2
FOM CHORD 2X4 OR 2X3 SP#2
S 2X4 SP#3
TYPICAL ROOF PLACEMENT PLAN SHOWING
USE OF 12'-0" VALLEY SET.
1is valley will resist 100# horizontal
ad per toe —nail if it is toe —nailed
to supporting trusses with 16d
)mmon nails.
WFR RRArlMr cruFnl a p.
Web Length
# of Braces
Up to 7'-0"
0
7'-0" to 11'-9"
1
11'-9" to 14'-0"
2
zOBBINS
ngineering Inc.
0.80g 2110055, Tampa, rL 35e82
NOTE: Truss top chords under a volley set may This truss is designed to with 140 mph
have sheathing attached to them with nails wind. per ASCE 7-02. exp. B. mean roof
spaced per code requirments. height 30'. MWFRS. In addition to toe —nails, .
OR provide connection for 170## uplift to each
Valley Trusses may be nailed directly to the supporting truss.
perpendicular main truss as shown. However, the CUT FROM NOMINAL SIZE LUMBER
main trusses under the valleys must be checked
for purlins at 24" on center in this area.
OR
A scab must be attached to each truss top chord
for full extent of the volley area; attach scabs to
truss top chords with 16d common nails at 12"
on center. Scabs must be the some size as the Iwall 4'-0" •—I
truss top chord and of #2 grade or better.
4X4 OPTION: Trusses may be stubbed in
alley set the field, using a carbide tip blade.
Attach 2x4 SP #2 scab to one fact
of truss, at stubbed location, using
3X4 3-10d common nails clustered into
each intersecting member.
2X4
way 8'-0" TO 16'-0" — — I 3X5 /
I6d TOE —NAIL
2X4
OPTIONAL
SPLICE
SECTION "A —A" —�
SLOPE
.•\��ENS
* No.530$1
0 STATE OF
:0 F40RIV
2X4
�n� IN I ►� i�IN 3X� 29
PROVIDE CONNECTION FOR 170� UPLIFT AT EACH SUPPORTING TRUSS
Up to 36'-0" with vertical members spaced of maximum 6'-0" —►
2X3 EQUAL PIECES Supporting trusses spaced at Mon. 24" on center.
W� RIPPED FROM 2X6 Vertical members, may not necessarily line up with
-\STOCK top chord of supporting trusses.
E AS ROOF, USE 2X3 OR 2X4 FOR BOTTOM CHORD
ROBBINS...... rPlom. ehall he applied on boW lrca oftmu at each joint Cemm
the Pinar wale... lndieoled mhenvue. No loom know or xvne In eom.a
Robin, EnmCo. h.... om,randbil, for dienminn of noun, field lauei„gm
plate area.
ed
oonly wChuenriong.ImenwdnD. M1Orkvenniolbnp.ha.oall .hua
dm',bend odnnpeq.vui
tmMdd, lmma
Peemanmlltuubraging. Refer to BC511-0Lnpuhliilrzd by din Tm.• Plane
Iwn.ad+mnin..m2lng Lmee np,mSfumiteb)n1d2,
VA 22)Id. 1a. mingotherwise.
dinu.dnirn
pumeseropemmehncuhn
mug-Minglntna.odpla,u Unlcu etbcmiu nmed, mowmm cansemarlvmbes.hell
noleeceedl9getdmeorr.bdcninnmdd,i,dedgn in
WNonnnhM
nSteekeaAdlvnicme cdadnaw,
melon bndog
mpnarnuapPlingand 'dmniming'. Can Aindd he ukrnteprtvmt dam.ge
I proealit
not pplkoMe Far one with
Bra rcterdwtlumbct ad .a prnmedve tnaunenu. ThRdeslgn wn prepmM
1. 'National
dudngfaMntwn, nonge, shipping and ertnion. Top and .hall be
adequately bead In the ab,.. of1headdr, orrigln calling.
ecmndencc with Deelgn 5pedne.gone for Wood Conwmgion"(AF&PA),
Nedon.I Design Standard For Metal Plain ConnnwJ Woad Train Cinmanian'
respectively. his
the teipamlbifly afadrtnmas,,,,In drollhe Jind, load, mlllrad an thin Jr.wing
(ANSUTPI 1.20021 and ULID Dedo Criteria lb. Trimed Reeern
meet or noeed the e.teel deed lneda imposed by do nwcmn and die live load,
imposed by the Iowd building rode of hiNodnl dims. records
FORNISSR A COPY OF THIS DESIGN TO ERECTION CONTRACTOR.
IT IS TI IE RESPONSI DILITY OF TIIE BUILDING DESIGNER TO REVIEW TIIIS TRUSS
_ THAT DATA INCLUDING DIM.& LOADS rONFnR M TO A nrG
DESIGN DRAWING & VERIFY
Pr, mPrr, a, e. n ro 1ae or a ree,c.m.,,..-.,...
TC Live 20.0/30.0 psf
TC Dead 7/15.0 psf
BC Live 0.0 psf
BC Dead 10.0 psi
TOTAL 47/55.0 psf
DURATION FACTOR:
1.33/1.25/1.15
CDAPIAIP. m. n I .
Designed By: MG
Checked By: MS
Rev. Date: 07/20/06
Dwg, No: Gen.Del.
5-8-140-30—EL
LUMBER SCHEDULE:
TOP CHORD 2X4
BOTTOM CHORD 2X4
WEBS 2X4
T}
TYPICAL ROOF PLACEMENT PLAN
USE OF 12'-0" VALLEY SET.
ID: DT5
SP#2
OR 2X3 SP#2
SP#3
SHOWING
i
his valley will resist 100# horizontal
,ad per toe —nail if it is toe —nailed
Ito supporting trusses with 16d
Dmmon nails.
WEB BRACING SCHFOIII F-
Web Length
# of Braces
Up to 7'-0"
0
7'-0" to 11'-9"
1
11'-9" to 14'-0"
2
'60BBINS
ngineering Inc.
.Box 250055, Tampa, FL 338e2
NOTE: Truss top chords under a valley set may This truss is designed to withstand 140 mph
have sheathing attached to them with nails wind. per ASCE 7-02. exp. C, mean roof
spaced per code requirments. height 30', MWFRS. In addition to toe —nails, "
OR provide connection for 2001E uplift to each
Valley Trusses may be nailed directly to the supporting truss.
perpendicular main truss as shown. However, the
main trusses under the valleys must be checked CUT FROM NOMINAL SIZE LUMBER
for purlins at 24" on center in this area.
OR
A scab must be attached to each truss top chord
for full extent of the valley area; attach scabs to
truss top chords with 16d common nails at 12"
on center. Scabs must be the some size as the I ■ 4'-0"
truss top chord and of #2 grade or better.
4X4 OPTION: Trusses may be stubbed in
alley set the field, using a carbide lip blade.
Attach 2x4 SP #2 scab to one face
of truss, at stubbed location, usi
3X4 3-10d common nails clustered intog
each intersecting member.
2xa f
Y �-- 8'-0" TO 16'-0" —rl 3X5
16tl TOE—INAIL�
SECTION "A —A"
2X4
SPLICE
.53601
STATE OF
`' C) a.. P
'•••.SS/ ...... ,
••'910N'AL
2X4
� ��' 3x�
PROVIDE CONNECTION FOR 200# UPLIFT AT EACH SUPPORTING TRUSS
Up to 36'-0" with vertical members spaced at maximum 6'-0"
f —►
2X3 EQUAL PIECES Supporting trusses spaced al moss. 24" on center.
RIPPED FROM 2X6 Vertical members may not necessarily line up with
STOCK top chord of supporting trusses.
SLOPE SAME AS ROOF, USE 2X3 OR 2X4 FOR BOTTOM CI-InRn
wo",nsmmecsm labasahall ba applied an hour f¢aafaun uaechjalm Crnm
omerwis.. No loose ¢nob orwane In plate wmad ena.
Rabbim Eng.on. h.ae no nspomibiBry fargm a,a.nnofauvo,Beld b,.dng or
SPII...e,anleasinJicnaJ
Sp Miss.. Men shown. Overall apam enume l•basingvaam and, unl.ssindi.ned
odTawise. Osningmd(ebdcWa mbl he pa(nrmedan e9uipmmT
pamsnall asui bracing.Rafe, la OCS11.03 as published by da Tmu pla..
Wtiaa.'21ONanhle.5"en,5ui1.]12,Alnmdd.,VAE211 a. I'mansmaing
which pmducaa
anuR rdling JoMb gad pLles. Unleu omarwise naled, moiaun maim on..ba s1u11
nomaaed l9Y,ndmeo(fehrkslion and his design b
smnoan, cvudrnW mnehpmressionei sdvi.e ann. bgpmpararnobn,hmaMg
la psavcnl Iappling and 'd ani..ing•. Can, dmuld be I.¢m,a pn,v.al damage
nin pplinbs, far me wbb
R,a nnNsns lomba and eome pnswsdye neaunenls. This dad,wos r and
In ecaoNsnaMA'National Design Spednndons far Wood Conbmesi.a`
du,ing isinnaslion..lang'. shi in
PP ¢and ernrinn. Tapmd hnuom dmNs mall be
Wegualely braced in die abunce ohheeJTing nr rigiJ calling, respadvely. Ris
W&P
"Notional Deiign Slandedfar Mandl Plat, Connected Wood Truss Commndan' A1,
the rt,ponaibilily of olFen to as¢min deal the Jnign laaJs uJlia.d on lhbdnwing
ANSIMI 1,
( 10021 end HUD Design Cdleda /arTmenJ ltvOen
Was or■ Ind the actual dead Imds impmad by b. saumTn, sad maIlw loads
Impomd by The local building
sad. or hbwriolalinuaa.,dv
FURNISH A COPY OF THIS DESIGN TO ERECHON CONrMCrOR.
IT 15 THE IRESPONSIOII.ITY OF TIRE BUILDING DESIGNER TO REVIEW TIRE
TRUSS DESIGN DRAWING A VERIFY
__. THAT DATA Mrs 1Inamn ma, manna rne.na..,...a�„..�............ ..._....___.
TC Live 20,0/30.0 psf
TC Dead 7/15.0 psf
BC Live 0.0 psf
BC Dead 10.0 psf
TOTAL 47/55.0 psf
DURATION FACTOR:
1.33/1.25/1.15
Designed By: MG
Checked By: MS
Rev. Dole: 07/20/06
Dwg. No: Gen.Det.
5—r— 1 An— zn—CT
LUMBER srurnm r.
TOP CHORD 2X4 SPyz--- ID: DT6
BOTTOM CHORD 2X4 SPH2
WEBS 2X4 SP#3
ROBBINS LOCK 20 PLATE CHART
JOINT TYPE
SPAN PTO
301-0"
34'-011
38--0"
42-0"
A
3X6
3X6
4X6
4X6
B
5X6
5X6
5XB
5X6
C
2X4
2X4
3X4
3X4
D
5X6
5X6
5X6
5X6
E
cents
5X6
5X6
5X6
5X6
NOT SHOWN; REFER TO �ORICINALuORAME Zi SEALEDGB TRUSS
ROBBINS ENGINEERING INC.
APPLY ALL NAILS SO AS TO AVOID DAMAGING OF LUMBER AND
LOOSENING OF PLATES AT JOINTS.
(+) ATTACH 2X4 CONTINUOUS LATERAL BRACING (®) AT 24"
ON CENTER MAX, SPACING TO TOP SIDE OF TOP CHORD OF
SUPPORTING TRUSS WITH 2—I6d COMMON NAILS AT EACH
TRUSS. LATERAL BRACING SHOULD OVERLAP AT LEAST ONE
TRUSS AND MUST BE PROPERLY ANCHORED OR RESTRAINED
TO PREVENT SIMULTANEOUS BUCKLING OF ADJACENT TRUSS
MEMBERS.
CONNECT PIGGYBACK TRUSS TO SUPPORTING TRUSS WITH
I/2"XB"X8" COX PLYWOOD OR OSB GUSSETS APPLIED TO
EACH FACE AT 4'-0" ON CENTER MAXIMUM SPACING, USING
4-6d COMMON NAILS INTO EACH FACE OF EACH CHORD.
NOTE: 3X8 TL NAIL —ON PLATES MAY BE USED IN LIEU OF
PLYWOOD OR OSB, USING 4-1.5" GALV. TRUSS NAILS PER
MEMBER (8 NAILS PER PLATE).
WEB LENGTH UP TO 7'-9", NO ADDITIONAL WEB BRACING
IS REQUIRED.
FOR WEBS LONGER THAN 7'-9", ATTACH 2X4 T—BRACE
(SAME GRADE AND LENGTH AS WEB) WITH I6d COMMON
NAILS AT 4" ON CENTER.
VOTE: THIS TRUSS IS NOT DESIGNED FOR LATERAL WIND
-OADING.
WIND LOADS — ANSI/ASCE 7-02
TRUSS IS DESIGNED AS A MAIN WIND FORCE
RESISTING SYSTEM FOR EXTERIOR ZONE
LOCATION.
WIND SPEED UP TO 140 MPH
MEAN ROOF HEIGHT: 30'
EXPOSURE CATEGORY: B OR C
OCCUPANCY FACTOR: 1.0
ENCLOSED BUILDING.
3X6 RL SPLICE PLATES IF NEEDED. E
12
PITCH AS . REQUIRED. �—
glr�
•�
LYWOOD GUSSET (TYPICAL) H
B A L4 JTYP.
ap
4'-0" MAXIMUM
TOP CHORD OF SUPPORTING
TYPICAL
PIGGYBACK
DETAIL
2'-0" MAXIMUM (TYP.)
'�po`NPa.
EL S• lLjq�100
* 1 O. 3
ST TE OF
-
"J a•. OFIIOP.•`����
NA1
BOBBINS
ROBBMS cwnecue plows shell be eppliN on hoN eto of min n each John' Center
Ihnpbnnly whersho.,d call s.No d Iduce kn000rwane lnpHie mnbn ono
Sps.h.,y whereohnom.Ovenll spoor nmme4"bndnIslip. h end, unless Wiitered
otherwise. Closing ebdeaeion
Robbins Erg. Co, been no ecspmeihlliry for din eraiion of vussn, field bracing or
pevnanent Rees bhoing Role, to BC511.01 npublishod by the True Piece
Imtifta, 211 Nonh Lee S@N, Suite 112. MeaWria, VA 22JI4.
�4pw��co�s
TC Live 20.0/30.0 psi
Designed By: MG
and ebJl be perTosmW an egvipm.1 whieb utu
sno-finis p Pe^'I
content
g gjoinw and lees. Unless mber.iscno,
I'emm eredng
woes are pudondmscdpmhsslond Wvice mrcernmg props atrnon Encing
io
TC Dead
7.0�15.0
ps(
Engineering Inc.
not easesdig%ntlme someirnmn•ndehbdnrats. or odenlin le fnr^sewiN
is or., in,.. with
In lombenndmmepnso vetive,rtaonema. waa
Present 1-111-1 end-des-badng: Can shoeW be seben to pmvem Jam.ge
during feMenion, smnge, shipping•M ertNi^n. Top and bottom chordsehell be
BC Live
D.0
ps(
Checked By: MS
P.O,Bou REOOJJ, Tampa, FL Man
leemmnr prepmed
In necoedanvewiih'Nnlnnal0esign SpedOceeiom for Wood [enmm"lon'IAF&PA),
WoodCan
'Nad^ml Design Standard For Metal Plain CannecnTines
Wand T
de eowl braced In the absence orehnwinrri id ealli ,m
the rtsp^viblliry^rmhm to utensil Nn the drags Utilized on Nisdnwing
BC Dead
5.0/10"0
Pet
Cosmetic..loads
Cosmetic..
ion"
(ANSIMI 1-1002)and HUD Derign Criteria for Tnnsed Ranan
menmeaceed the Mull dead lordi imposed by der soucmm•nd the live loads
imposed by the 1.1 building
TOTAL
32.0/55.0
Dale; 7/21�06
code oe Ironical efimaee �md,.
psf
FURMSN A COPY OF THIS DESIGN TO ERECTION CONFRAL M
1115 TIIF. RESPONSIBILITY OF TI RE OUILOING DESIGNER TO REVIEW
OUR. FAC:
1.25/ 1.33
Dwg, NO: GD12—H—EL
THIS TRUSS DESIGN DRAWING & VERIFY TIIATOATA INCLUDING DIM.& LOADS CONFORMTO ARCH. FLANISPECS&FAB. TRUSS P"MIENTIBAGIIAM.
SPACING:
24.011
ID: DT7
PLYWOOD
PIGGYBACK TRUSS (SEE ORIGINAL SEALED
CONTINUOUS LATERAL B
4'-0" O C MAXIMUM
TRUSS (SEE ORIGINAL SEALED DRAWING.)
FOR ALL WIND AND STANDARD LOADING, LUMBER, PLATES, ETC. NOT SHOWN,
REFER TO ORIGINAL DRAWINGS SEALED BY ROBBINS ENGINEERING INC.
1. BRACE FLAT TOP CHORD OF THE SUPPORTING TRUSS WITH 2X4 CONTINUOUS
LATERAL BRACING SPACED AT MAXIMUM 24" ON CENTER USING 2— 16d COMMON
NAILS AT EACH TRUSS.
2. ATTACH PIGGYBACK TRUSS TO SUPPORTING TRUSS WITH 7/16"X4"X8" CDX
PLYWOOD OR OSB GUSSETS SPACED AT MAXIMUM 4'-0" ON CENTER ON BOTH
FACES WITH 4-6d COMMON NAILS PER MEMBER( 8 NAILS PER GUSSET).
NOTE: 3X8 TL NAIL —ON PLATES MAY BE USED IN LIEU OF PLYWOOD OR OS,
USING 4— 1.5'r GALV. TRUSS NAILS PER MEMBER (8 NAILS PER PLATE). B
TYPICAL
PIGGYBACK
BOBBINS
epnu udee. i�ei: .a oma, �<pNoed on no, 4 ., bnmlvrvme npbu canulwymu
Splice
RvbhaFnp CO.ba mopvmibilryfu hevaMo O(Ba a. Bad6n
only vh,..M1arn Ovrnll rp.a uwne a•pa.Rvput orSmQ mlDuOdluled
v,h .iu. Cmlive and 4briuuvn.h.11 be pafmmedmrgoipmul
Mn,mmlblw br.enS Helm m BC511A]up,a,L,lud byma i.fidd6 Sar
IANOIm'] Il Noshly SuaL Sue ]Ix, AFnudnA VA ]UI.
Engineering Inc.
vNrh uu.
.mORmnS j0lvu.11 plau. Unln. vrhaniu n0lm, melnuu mmml of lum� .bll
nolaum119X.nima0ll.briulion and Ni. denxn i. nOUPplioble fin, on, wnh
fwrmrdm
Pmmr vevnB
4mset Beaucmd w.o& mra0md d.ia mn,aninP Platy maim b..cug
'p"YO1pWI'neuW•damm.inb•Cw,bme b.lam,. pevm,dun.pe
d
lamb and mmepreurvnrvaThi. dui
in.e.mdana vith•N.Bvnd Dai S `O nrnp 11m1d
'N.11..IDalpn
eGbdutl.R.mnbo rhipplgW-1. TwWb00m hmd .ullh
degauly b.vduNa.b.muor.ba d"nxun®d ullivy, mrpetivdY. hu
P.O,eO. xe003e, TompP. FL J]ee2
5undud far Maul PHU CwIn¢lad WoodTw.'Caomual�F6PA1.
IANSVTPI 1.Ifp]I.nd IIUD D-31 Cnun. for Tonal
V,e m+pmdbiliry OfNhn. ro.uvuln AN Aa daipa b.L uuBOdm No&%m
mmmarmdlhe sN.I deW lod.impact by
R.M.
lhe.mmne md,he lire laW impact by Ilr loyal bulldlnP node ar hn,obnj alimnie M1TO,dr,
FURNISH A COPY OF THIS DESIGN 10 ERECTION CONTRACTOR.
IT IS THE RESPONSIBILITY Or TID: BUILOMG DESIGNER
TO REVIEW TRS TRUSS DESIGN pRAIVMG S YEENy
THAT DATA MCLMING ON L LOADS CONFORM TO ARCH. PIAN5PEC5 a
rAB TRUSS PLACEMENT DIAGRAM.
AS At&
�\GEN&an
�•.
* No.39380
tik
STATE OF Q:
�**4'_10NAIl
DETAIL
Designed By: MG
Checked By: MS
Dole: 03/30/06
Dwg. No: GD12—I
General detail for field installation
For oil lumber, plates, etc. not shown, refer to oriainol'
Prnroril l.m r.._
removal or repair of cosmetic
rowings sealed by Robbins Engineering Inc.
V 11p1IIC lG nners In field
Attach 2x4 SP, SPF, DFL, Hem —Fir stud grade b tl
fillers. ID: DTs
or a er vertical scab (shaded) to one face of truss using clusters of (3)l0d
common nails into each intersecting member where shown circled (Typical),
Use a carbide tip blade to cut and remove portion of truss shown dashed. Do not cut any structural members or plates.
Cosmetic members and cosmetic plates are to be cut only.
Entire cosmetic filler may be removed if desired.
Procedure for field installation of c smetic fillers
Instoll 2x4 SP#3, SPF#3, DFL#3,Hem —fir#3,(minimum) cosmetic bottom chord (+) using 2x4 SP. SPF,Df-L,Hem—fir stud 'grade or
better vertical scabs (shaded) applied to one face of truss using (3)10d common nails into each intersecting member. Vertical
members may be installed in plane with truss using 3x8 TL nail —on plates applied to each face of truss using 1.5" goly. truss
noils` where shown circled. Vertical scabs to be spaced at 4'— Notes 0" on center max.
Cosmetic fillers to be repaired or modified, cannot bear on interior beoring supports or transfer concentrated loads.
Continuous lateral bracing to be applied to truss bottom chord of 10'-0" on center max. where ctl
or longer, ^
Loading applied to cosmetic
bottom chord not to exceed
10 psf. /�osmei f'l
ROBBINS
Engineering Inc.
P.O.Oo. 21100S5, TO.Pc, rL 550e7
c I er length Is 10
ENq
No.3938 /
-0 STATE O cc
Y
Y
°°e°enucse°`
T
4'-0'
FIELD INSTALLED COSMETIC FILLER
ROBBMS LOcx .." ". 120 q, q*..Y.1-ASIY A5y1,WI Rmdm YIQ„ ro. bw. n
YW 6. opprie � ml t 1 d 4w of .xn lo.n. D.nlw Dr ol•In,w... I"W bosl.q m grrn•,cnl iD1I Ilr DY wsJm d W.e.
ebw, �ellrnh. .;Ih In., Yl.y .IIYn4. Hfc.l.° bsL. PNm V MD -.I
• .bb In /l.. Nn 'p" .Iln IM aMn•1.. I nna.�IW �•0n• mWn 7711j. r"P.m. Y.el.p Irlm.. M eoull•n.E Im.wY
V.� Oro / m nM, x0 bo.. Yp4 m nna In
M °nn. ln•,,, Dmo..pnm e..um..• MohN. l •acn m ' Inl... oro 'cen,4g1_- �"'A' PnA nsfir d°l'N I. m..nx YYl„N
nl.t nIM,.W, Ukk4l nro lob t;W,. YY. a o•Hvrna m plp„c„I 1 '9 • Don .MUY M YYm 1. m.wnl bd-I IOYkvDn,
.nen VeLwn unq_nlllry Inlnl..M polo. IN. e. 91 F. mp.'. M ' m%�• Wppl,y MM w4Dm. hn .M Milt„ t1vtl..b. M o0r,w1
v¢mdeM. tin Y.ellonnl Dngn SP•llY.lim" Iv Yaad Dm.Y.clu, .re.b F UY O..wY. tl y,pD,yY Or'I& ..:", rne..liny, 11 I. IM"r
Ceminclin!• �lal'imnl De'yn SInMaN 1> Ylltl MI. CmnslM �m0 Irua mmiy mwl >'or+N'Un .[lull" NeE IW g. iWw.
.1' 1M'�Wclu,. W 1)Y
(ue9/rn 1_Ipp51. nro HUD Dnyn hY.11. Iv I,u.�r pell.ra Fa 6u.. .,,pyy q ,o, wYL�p .mY m L [IN na,Y,,
FURNI
IT IS THE RESPONSIBILNYSOFATHE BOCOPY 1.OINO I1S1p E 11, ..^ERECTION CONTRACTOR
II
_ IL_
4'-0" on center mox.(typ.)
EXISTING COSMETIC FILLER
(7Nf'4r473x8 TL (optional)
on center max.(typ.)
Designed By: MC
Checked By: TAA
Dale: 08/13/01
nWn .1....-__ ... __
DETAIL FOR FABRICATION OF BOTTOM CHORD FILLER TO BE USED
TO PRODUCE A FLAT BOTTOM CHORD OF VARIABLE LENGTH.
REFER TO ROBBINS ENGINEERING SEALED DESIGN FOR LUMBER
GRADES, PLATES, ETC. NOT SHOWN ON THIS DRAWING.
LUMBER (FILLER PORTION ONLY):
2X4 SP42, SPF #2, DFL #2, HEM -FIR 92 (MIN.)
(*): BRACE BOTTOM CHORD WITH IX4 CONTINUOUS LATERAL
BRACING SPACED 10'- 0" O.C. (MAX.). ATTACH WITH (2) 8D NAILS.
ALT. CONNECTION: ATTACH TL NAIL — ON PLATES TO EACH FACE OF
TRUSS USING 1.5" GALVANIZED TRUSS NAILS AS SHOWN CIRCLED.
i
3X4 I GALV. RUSE NAILS ON EACH
IH
4 ' — 0" o.c. (typ.)(fyP.� GALV, TRUSS NAILS ON EACH
FACE).
VARIES (LENGTH AS REQUIRED)
TRUSS SPAN
EXCEPT WHERE SHOWN, ALL PLATES TO BE ROBBiNS-LOCK
ID: DT9
,+0",p:AAS AC B 94
y '��GENS�'•
fJU.39380
it
-0 : STAT
�p '
c° a
°A°d°SSA •N t_ .. o�:,o
Not to scale
ROBBMSLOCK co,meOorph.o 00 It,. Gah, SleihASTM A679, Grade /0) daft be apphed an both famoftw, M each joint Center the thus, uNeu mhenvise the"
TC Live: yades psf
Designed By: DB
by mdn (o) or d'unemiom. UNm ethemue indicated by I "v", aB %IOU in cprmeelm Plato run partllel with the coub or horizontally at the peat an,U., heel No lone (mots
TC Dead: v=cs psf
mwanu in plate ep00ct His. Splice only where them OvcnU Spam easume a"bea,mp d each end. sudne indicated ethet.ot. Cutting and (abnwWo andl be performed
BC Live: 00 sf
Checked By: TA
on egwpmml which p,mucea enupfimng )aims Aphtca Tbu ticagn xN p,epuedNaeeolda,ue wtm •NanenJDs,p Speaficm9mfo,Wood Comoucbcn
—p
'Y^L•^}i'1y,G
(ANSVAFAPA),"Nadmul Uesspt SNnda,dto, Metal PNIe Connected WmdTwaCmswefian"(ANSVrPI1.19971,and HUD D,,tps Cdleda for Tmva Rallen Rabbi.
BC Dead: 10 osf
10500 University Ctr. Dr.
Mfg. Cob,. na,c,wibdiry ra, theerccmnofmum; Oddw cnituncni msu bracing Ref -Ito HIB-9I ADSB-69 as published by{reTwa Phte huamm.$99
D'Dnefno Dr sta 90o,Madama Vat 31719.Pmam net {pones Ne cauaaned ma eY porcaaimW adnce ,e{a,du{proper ctee9on brat rag to pravenl lopphng aM
TOTAL: varies psf
Tampa, FL33612
doin"O"a�Coo &haWd,bcu,toprneldp.gednghbritltoge.shippganepdgenlecztonsuTopxcadonBotwtomelttd!beadequalybcedintheabsenceof
Load l
Date: 10/25/2000
dnrrmg m<d or taeced the NnW dead loedt unpmd
Factor,
(813) 972-1135
byNespucutandthelivetoadsunposedbytheloedbiedduyeodea,huladeddime6cnord FURNISHACOPY OFTIISDESIGN TOERECTON
1.13to1.JJ
COSME71CFILER
CON CTOR Fy ., & B. and C dmvcd hem TPl Hendtuy, hsaW brag A B,acm{ manud G 1491 Two plate IntaNR
Spacing: 24.0"
•DETAIL
GABLE END DETAIL — 150 MPH, EXP:B , MEAN ROOF HEIGHT OF 30' — ASCE 7-02 C & C
TOP CHORD: 2X4 b2N So. Pine
BTM CHORD: 2X4 #21N So. Pine
WEBS .: SEE TABLE BELOW
Gable Bracing Schedule for ASCE 7-02 (MEAN ROOF HEIGHT=30 FT.)
Lumber Grade
Spacing of
Max Unbroced
Maximium Length with "L" Brace
of Vertical
Verflcols
Length
(1) 2x4
(2) 2x4
(1) 2x6
(2) 2x6
24"
3'-0"
6'-1"
7'-6"
2x4 SIP #3
16
12"
3 —5"
3'-9"
7'-2"
7'-11"
8'-7"
9'-5"
11'-3"
12'-5"
13'-5"
14'-9"
2x4 SP # 2
24"
16"
3'-2"
3'-7"
6'-7"
7'-6"
7'-10"
8'-11"
10'-3"
11'-9"
12'-3"
14'-0"
12"
4'-0"
8'-3"
9'-10"
13'-0"
15'-0"
NOTE: THIS GABLE IS DESIGNED TO WITHSTAND
WIND SPEEDS UP TO 150 MPH ACCORDING
TO ASCE 7-02. LATERAL STABILITY OF THIS
GABLE AND CONNECTIONS TO TRANSFER LOADS
TO THE ROOF AND CEILING DIAPHRAGM 'TO BE
DESIGNED BY OTHERS. SHEAR WALL DESIGN
TO TRANSFER DIAPHRAGM LOADS ACTING
PARELLEL TO GABLE TRUSS IS THE RESPON—
SIBILITY OF BUILDING DESIGNER.
PROVIDE CONNECTION TO RESIST UPLIFT ALONG
CONTINUOUS SUPPORT AS PER FOLLOWING SCHEDULE.
Outlooker
(O.H.) Length
Uplift
LBS/FT
24
197
16"
151
12
129
8"
106
60
3x4
3x4
3x4
ALT. END DETAIL
Minimum
plate sizes
for
vertical
members
are as
(allows:
2x4v
for
verticals
up
to
6'-0"
3x4v
for
verticals
up
to
8--0"
3x5v
for
verticals
up
to
1 2 '-0"
3X6v
for
verticals
up
to
15'-011
UPLIFT CONNECTIONS FOR THE ANCHORAGE OF
THE TOP CHORD SHEATHING, OUTLOOKERS AND
BOTTOM CHORD TO BE SPECIFIED BY OTHERS. 12
TYPICAL
ID: DT10
« "C-Braces must be the same grade
and species or better as the vertical
member and must be attached to the
Vertical member with 12d common
nails 3" on center for the entire length
of brace, IagX■■Xg■■■gew_
e lev4*"p s /1(e �■+r�
No. 39380
9 STATE 3
PNCH BREAK PLATES
TO MATCH TYPICAL
TRUSSES
3X4
FRAMED
OPENIIIG
24"
« r (MAX)
«
3.4
NOTE: Top chord
may be hipped.
SPAN OF TYPICAL
TRUSSES_
ROBRMS connecter planes shell be applied on beck feces ofmaut each faint center
RabbW Eng.Co, bcenw mslwmlL llry for NcertNnn of m,wca, geld bncingat
Ihepines,unleatndlcaledothembe.Nohow knob orwane Inplate cnmactarea.
en
rrestrluunbnaingRehIIcBCSI1.031,published bythe Tom Plate
MAX. TC LL
30.0 pet
Designed By: MG
ROBBINS
Bpi].. bad; where be.. Ooenll.1. mean. g' bemiogs a each and, i n es. Indicated
Indmec, I10 No" Lee Sue i. Suite 913, Alexandra, VA v114. Pecans c,dra
o,huwW. Comm, and Obriullon shall be performed on equipment which produces
Imautee antlered te seek profeaioml ldvi. lamming pmpo nccuan holing
MAX. TC DL
20.0 psf
snug RningJolnu endpoles.UnleuoNenvisenold,mabmreenmcm a Ilumber aidl
19% f 4brica,bn deal, is far
to prevcm topplingand'duminamg'. one stoodM Wen m prevent damage
dmingbMbabn,smngc.Aippin$.Meonion
BC Live
0.0
Checked By: M$
Engineering Inc.
g
not..l�d ndho. a and this not applicable u.. wi,b
The num rdent luhn cnd anme prury cadar ve lrtrnues. ThU dun wu lgprryad
Topandbdmmcbaada MHlbe
a dcqunun clybncedinNbsenafshmNngonmo igidmilog,p vcly. jib9
BC
pal
in ccondance with 'National Design Specifications fat Wood Comouseli.in' (AMPA),
'Nstiond Design Sunderd far Most Plate Connected Woad Tons Comlrucdon'
theresponsibiliryafothmluaeemiothatthedesignlod,udlbsdandubdnwteg
dead
Dead
10.0 pal
'Dale: 11/29/05
1 2BOOSS, Tampa, FL SJBe2
hotel or nccd lhe.emd Nadu impend by the usumer. and the hoe loads
MAX. TOTAL
60.0 of
P
(ANSIRPI 1-2002) it HUD Dealt. Criteria for Tment ed Res,
imposed by he local building code a, Identicaldinuucracculs.
FURNISH A COPY OF THIS DESIGN
TO ERECTION CONTRACTOR
DURATION
1.15/1.33
Org.N:GD-3-8-150-30
R IS THE RESPONSIBILITY OF THE BUILDING DESIGNER TO REVIEW THIS TRUSS ORSION ORA WINO A VERIFY
TIIAT DATA INCLUDING DIM. A LOADS colbro Ud TO ARCII.PLAN/SPECS A. FAR, TRUSS PLACEh1ENf OIAORAM.
SPACING: 24.0
. GABLE END DETAIL - 150 MPH, EXP:C , MEAN ROOF HEIGHT OF 30' - ASCE 7-02 C & C
TOP CHORD: 2X4 #2N So. Pine
BTM CHORD: 2X4 b2N So. Pine
WEBS : SEE TABLE BELOW
Gable BrOClna Schedule for ASCF 7-09 (MFAN RnOF Hrir.HT="rn PT)
Lumber Grade
Spacing of
Max .Unbraced
Moximium Length with "L" Brace
of Vertical
Verticals
Length
(1) 2x4
(2) 2x4
(1) 2x6
(2) 2x6
2x4 SP #3
24"
16
12"
2'-8"
3'-l"
3'-5"
5'-2"
6'-3"
7'-1"
6'-8"
7'-B"
8'-5"
B'-O�'
g'-10"
11'-1"
10'-6"
12'-0"
13'-2"
2x4 SP 2
24"
16"
12"
2'-10"
3'-3"
3'-6"
5'-10"
6'-g"
7'-0"
8'-0"
9'-2"
10'-6"
11'-0"
12'-6"
NOTE: THIS GABLE IS DESIGNED TO WITHSTAND
WIND SPEEDS UP TO 150 MPH ACCORDING
TO ASCE 7-02. LATERAL STABILITY OF THIS
GABLE AND CONNECTIONS TO TRANSFER LOADS
TO THE ROOF AND CEILING DIAPHRAGM TO BE .
DESIGNED BY OTHERS. SHEAR WALL DESIGN
TO TRANSFER DIAPHRAGM LOADS ACTING
PARELLEL TO GABLE TRUSS IS THE RESPON-
SIBILITY OF BUILDING DESIGNER.
PROVIDE CONNECTION TO RESIST UPLIFT ALONG
CONTINUOUS SUPPORT AS PER FOLLOWING SCHEDULE.
Oullooker
(O.H.) Length
Uplift
LBS/FT
24
276
16"
212
12"
180
8
14B
84
3x4
3x4
3x4
ALT. END DETAIL
Minimum plate sizes for vertical
members are as follows:
2x4v for verticals up to 4'-0"
3x4v for verticals up to 6'-0"
3x5v for verticals up to 8'-0"
3X6v for verticals up to 13'-10'
UPLIFT CONNECTIONS FOR THE ANCHORAGE OF
THE TOP CHORD SHEATHING, OUTLOOKERS AND
BOTTOM CHORD TO BE SPECIFIED BY OTHERS.
NOTE: Top chord may be hipped.
ROBBINS
Engineering Inc.
P.O.Box 2110055, Tampa, FL 33682
ROBBINSeamedm phm,bJl be applied rn brd, fva of weenach lrhL Cooler
Ihephle5ualeeelndlesndmhuwbe. Nv loose bnpa ar wane In pine amen era.
Splice only where,hewn. Ovcnll ,prose wume e^ baring, or evh and. vela, indiavd
vlhalwhe. Cuuing end Fehdenlen shell be pafrrmd en rqulpmml wMch pmduca
mugAning lelnv end pieta. Unlen e,hervae na,d, mnirurt eonnm of lumber,hall
Tire eeead 19X er dmn of me pec on erd ehh daigr i, rhi epplln w fm me with
Rrermdenewilhoi lumber end evmapran SpecIve hemmmu. oodn MMC110rmud
in accordance Mlh Rldard f r Meal Fla. C euanr for Wood ComwaMn• (AF&PA),
'National Design Standard for Maul Cri Crencn d Wrea Tmr, Comwnivn'
(argvrtPl 1.2002) ma HUD Dai®I alede for Tmesea R.ner%,
12
TYPICAL I
ID: DT11
" "L"-Broces must be the Some grode
and species or better as the vertical
member and must be attached to the
vertical member with 12d common
noils 3" on center for the entire length
of brace.
p�'w pS A =egIe
llp
�\rENeg6- '•
No.39381)
Tr ;
'O STATE OF/j�%"
PITCH BREAK PLATES
TO MATCH TYPICAL
TRUSSES
In
3x4
FRAMED
OPEI<INI
24"
• (Max
3.4
SPAN OF TYPICAL TRUSSES
Rebbim Eng.Ce,have av,apvnGairy f.0 de accdmd by he ,hcldbru ar
pammn<nlmm bneirg, R...S BC511•gl nmd6a.hedbylhe Truef Phv
-n-InslimIe,11 g Nana Ise Seen, geln 111, nivI. l de, VA I3M e. Pmra bmsin
nu„aIertoudved Ie'd pmm,%Clrne dImrallvgpmpu,d.hrtcing
m prevent npplmg and "damn to :Cue JwuIJ he,am br pmvmldumha
Jaivg hbdnlivv, range. ,hipping mJ ertaim. Tap ed hmrm eherd„hell be
d, rompoybrecr&ir.dray, 1. asu i.area tharrigla leiling,rap«"tim. hn
0e rt 1 calves!
illry .,..1 d Ra ummin Pm the daien lade mllied an Ic l ads
mesaadeadtheururldint Iaed,le¢v,edby 1Me memxmrt And JIe Ilvc Irem
aePaaa by be laJ bwle�e •eaa a, hi,Ivdd abmeJe
FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR
IT IS THE RESPONSIBILITY OF TIM BUILDING DESIGNER TO REVIEW THIS TRUSS DESIGN DRAWING & VERIFY
THAT DATA INCLUDING DOA. & LOADS CONFORM TO ARCII. PLA NISPECS & FAR. TRUSS PLACEMENT DIAGMhI.
MAX. TC LL
30.0 psf
MAX. TC DL
20.0 psf
BC Live
0.0 psf
BC Dead
10.0 psi
MAX. TOTAL
60.0 psf
DURATION
1.15/1.33
SPACING: 24,0
Designed By; MG
Checked By: TAA
Dale: 11/29/05
150-30
ID: DT12
BEARING BLOCK DETAIL (#1/r2 Non -Dense So.Pine Truss Bottom chord)
One (1) Bearing Block
Block 10-d
Max. Reaction (lba.)
Lernoth Nall
1-ply
2-ply
3-ply
4-ply
5-ply
No Block g,a,d
2520
5040
7560
10080
12600
5
3126
56
6
3240
5768
6288
10808
13328
8" 7
8
3369
3490
5889
6010
6409
8530
10929
11050
13449
13570
9
3612
6132
8652
11172
13691
10
3733
6253
8773
11293
13813
11
3854
6374
6894
11414
13934
12
3976
6426
9DI6
1IQA
1 14056
12" 13
4097
6617
9137
11657
14177
14
4218
6738
925E
11779
14290
15
4340
6860
9380
11900
14420
16
4461
6981
9501
12021
14541
17
4582
7102
9622
12142
14662
20" IS
4704
7224
9744
12264
14783
19
4825
7345
9865
12305
14905
20
4947
7466
9986
12506
15026
21
5040
7560
10080
12600
15120
NOTES:
1. Bearing blocks to be same size and grade
as truss bottom chord.
2.. All nails must be equally spaced and
staggered.
••444f04aS81YaayFa4 �
�••• Up11AS A(eA `-
No. 39380
�9
p
iso'T� •'C_ ilu� '��•:
Tv ) Bearing Blocks R_)� )
Block
10-d
Man. Reaction (lbs.)
—Length
Nails
1-P1Y
2-ply
5400
7920
10440
12960
15400
12"
30
11
5688
8208
10728
13248
1576a
12
5976
0496
11016
13536
16056
13
6264
0784
11304
13824
16344
2
1 592
19112
16632
16"
15
6840
9360
118130
1110
1169211
16
712B
9648
12168
1468E
17208
17
7416
9936
12456
14976
17496
18
7560
10080
12600
15120
17640
For alternate stress increases, multiply required
number of 10d nails(N) by the following factors:
3. *2 Bearing blocks required. Stress Increase
4. +Attach one block to each face'of truss, 1.0
1.15
1.25
ROBBINS LOCK connector plates 120 ga. gals. sleel•ASTM A446, Grade AI shell bo appBed an bolh lae4s of lrum as eeeh loins• Cenrel insulates,
unless Shown otherwise by circles (al of dimenalon,. Unless otherwise Indies led by a "d'. all sloes in plates run parallel wnh the chinas at honrun,
tally al the peak andlar heal. Me hoard Anore or wanes In plain centeet area. Side. only wine shown. ¢yelall spans assume a" bearings al each
end. unless indicated otherwise. Culling and la rn., n "hall be pmlormed on equipment which produces snug-lnung joint. and ols es. This
de agn was prepared in accordance with "National Design SVeeigealion. for Stress _ Grade Lumber and Its Fastenings' INFPAI. •'Dacron
Speelliealms fin Light Metal Plate Conneered Wood Trustei • ITPII, and HUD Design [mega or Lapsed Rallete Robbins Mlg Co bears no
Faobbi n�i reeponslbidw for the erection trusses, held bracing at permanent uuas tuaong, Filter to BWT • 75 and HET • 80 as Published by in. Truss Plate
Ins ril ell e, 583 D'Oncikb D,rve, Suite 200, Madigan. Wisconsin S3719. Persons el ectmg Irusses are cautioned In see% proless,onal ad vice sun
earning proper election bracing to prevent lopolrng and "dommgmg". Cate should be taken Id prevent damage during lab ,morn. Waage. ship
engineering, inc. ping and erection. Top and began, chords shall be adequately braced In The absence of sheathing or rigid ceiling, tespaclrvety. II is the responsi
P,O, Bps 260055, Tempe, FL 33682 d. al others to ncmta�n lhah the devgn loads ulAhed on this drawing meal osa¢eed the actual dead load,Mposed by the structure and the 1ha
loads imps sad by the local building code ar historical cli eglic racohla FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR.
Factor
1.33 i N
1.16 x N
1.07 z N
ised 2/1/92
TOP CHORD LIVE LOAD: — P.S.F,
TOP CHORD DEAD LOAD: _ P.S.f.
BOTTOM CHORD LOAD: ,- P.S.F.
TOTAL LOADING: — P..S.F.
* STRESS INCRE SE: 33.3 %
nails only
SPAC G:
DESIGNED BY:
RW
CH'KD. BY: LS
DATE:
OWE. N0:
GEN. DET IEI (:
FLOOR TRUSSES (4X2) .
STRONGBACK BRACING DETAILS
1) Slrongbacking is specified to control
vibrotion,il shall be spaced no more than
10' apart for floor assemblies.
2) Slrongbocks shall be a minimum of
2x6 and shall be attached with (3)16d
nails to 0 2x4 vertical unless other—
wise specified by the details shown.
ROBBINS
Engineering Inc.
P.O.Oe. MISS, Tampa, TL 336e1
Simpson H3 or
equivalent with
4-8d common
nails each member,
(3)16d nails (typ)
ID:DT13
�MAS ALBgN
•\��,ENS�•.
Strongback can he placed at either side
of either face of vertical member of chase.
Revised 3/3,0/913
ROBBINS LOCH m lw own (20 go. pd.. ew-ASIY mm. &e Al
.lull W oPpw . WU loop .1 I,u. al .ed, 1o1'L C.A. IW ddo..,KNoc
Ncbbi. IN. Co. b.or1 ti IKWo.11ilr Iw IN wnia, e1 1..
e.tl bpdN or Mmw,.nl I. bnclq. We I. NB-11
.I,e.n dW,.1. N dcN (/) a d1,r,.kr,. 1bd... .OrnW 1,6nIN q
., a WI. b Wloo N Www .M„ IW d,o,p. to MllWoor al IN
p Poll.../ br IN Im Pbll 1.Illul'A 7 e'0m 60 pA+3,i1. ]00.
0000fo A K k% 53711. Pam. WIN 1,.K. cMbp nle ...,
Pool,Mi .I W.b Ma kp. 11 u M "Mr 11 Pk(. LWOd VR S'k.
won M .de, md, W.v
Wof .6 N.k..K..n q Vow, MKIY, b " 1. PI .l I.'L'
P,tl 'Oon:roiq', Can 1Mdd W M..p I. p. .I owl" WiN Iwwk.lkc,
M.o1N e1WnM., Wllbp o IMNIglb..lW W sorl" A, . *q l
1,o/uen wc,p-MI119 blots eed Odm TbY dnlr ea I..pw.d b
d.Kgo. wpoq .ro oncilee. 1. wb owls oWAo .1.1 to N J'y
bdcN b lW .b.- A W .Wol" or rqb e.ip, rnpel'w.,r. b
ettp,dry wu Ilvlb„d es'y. rp.daeee.,. Iw 4,.v-GW I~'-Ww
e„d 1. rwwkVi (NnA).'e..lo, Sb.dmliww Iv LI M "d Pbl.
Alr d .IWn le p..,le1, IWI IN M' b NIIIN en Its.
dn.1q ,nKl W p.M a. sl,d aced b . 1np..d by IW ol,ucly. e.d IN
rw od Y T. (T". w.l I.le 0. cAo,lo Icr TN.Kd loll..
r.. bdle bn.p.dd by IN bad W" Lots o, bi.lwkel dmolk rKw.h.
FURNISH A COPY Or THIS DESIGN TO ERECTION CONTRACTOR
IT 15 THE RESPONSIBMY Or ME BUILOINO OCSIONER AN0 TRUSS rAB. TO REVILW THIS ORwG, A ,,.e,... ,.,.. ,......._....... _.
TC Llve
40.0
psf
TIC Dead
10.0
psi
BC Llve
0.0
psi
BC Dead
5.0
psi'
TOTAL
55
psf
LOAD DUR.
FAG:
1.00
Designed By: LH/BR
Checked By: mu
Data: 6—I8-97
Dwg, No: STRONGBACK
DETAIL
ID: DT14
IF JACK TOP
WRAP
BOTH
EAST COAST LUMBER
5255 ST. LUCIE BLVD. FT. PIERCE FL. 34946
OFFICE: (772)466-2480 FAX: (772)466-5336
Calm JAM
r CJ
HPJACK BOTTOM C8OM j L—LSTAR ON ALL JACK TYPES
HAL ALL LSTA12 STBAPS WNG
(5) Ad . I VF NALS N EACH FEfEE1
INSTALL ALL CORNER JACKS TO
ONE FACE OF THE HIP JACK FIRST AND
THEN INSTALL JACKS TO THE OPPOSITE FACE
WRAPPING THE 5TKAP OVER AND PAST THE
ALREADY INSTALLED STRAPS.
INSTALL END JACKS IN A 51MILAR FASHION
USING L5TA24 w/ (S) 10d x 1 1/2° NAII - -',
EACH61EM13EF.
ALL NOTED STRAPS TO DE SUPPLIE
THE BUILDER/CUSTOMER
CANTILEVERED CORNER
STRAPPING DETAIL
JUL 2 5 264
NVBH 24 Butterfly Hamer
ID: DT15
Fastener Schedule Allowable Loads (lbs)
Size Product Code Gauge Header Joist Gravity Wind Uplift
3d 3d 100% 133%
2x4 N`VBH24 13 12 6 II13
364
Notes I. Use all specified Fasteners in schedule to achieve values indicated.
2. Values are based on 1 ' 2" header and joist thickness.
3. This table is based on Miami Dade County NOA # 04.1202.01
4. See General Notes, page 01.
3/16
J
1/2"
SYbgN. @ Mfd Span
I
Uplift
Downward Load (Gravity)
5160 N.W. Milner Drive
y. Port Saint Lucie, FL 34983
ST LUCIE COUNTY FIRE DISTRICT
Office of the Fire Marshal
Plan Review -
Telephone: 772.621.3322
FAX: 772.621.3604
THE FLORIDA FIRE PREVENTION CODE, 2004 EDITION IS CURRENTLY
The Code is based on NFPA 1 and NFPA 101, 2003 Florida Specific g,
Jurisdiction: SLC
Project Name: Kitterman Plaza
Address: 6641-6657
Contractor Deep Development
Contractor's Address: 2550 SW Willouhby Blvd
State: FI
Architect/Engineer: Richard Boyette Consulying
Occupancy Type: Mercantile
Construction Type: 313
Square feet: 17507
Number of stories: 1
Occupant Load:
FMO
Pht- 88-7645
tuart
34994
0 561-790-5766
A ermit: Required
FA Permit: Required
FFP Permit:
Access Box: Required
Access Key Switch:
NOTE
1. All revisions, including the electronic copy must be received prior to permitting.
2. The Fire Marshal requires 24 hour notice on all inspections.
3. The respective Building Department shall schedule all final inspections through the Fire Marshal's Office.
A. Failed inspections require payment of fee prior to rescheduling of further inspections.
5. Penetrations through rated assemblies shall be of proper UL design. Design criteria shall be submitted
with the construction plans.
6. Fire alarm panels shall be located indoors within a controlled environment.
7. Plans and construction are subject to corrections in the field to maintain code compliance.
An electronic version of the construction plans on a CD is required. The file
format shall be .pdf only. The CD shall contain a sheet index file.
Files shall be separated by discipline. Files names shall match construction
documents sheet numbers.
Required Revisions
1. A separate permit and review shall be required for the installation of the required fire alarm and sprinkler
system. A minimum of one pull station and horn strobe shall be required in each tennant space at shell
final. The fire alarm panel shall be located in an air conditioned space at shell final.
2. If the intent of the fire hour separation is to exempt the sprinkler requirement disregard note 1.
3. The minimum emergency lighting and two illuminated exits on each side of four hour separation shall be
required at shell final.
N, 20071127
ro b,
=� 08:22 05;,00'
_.
far ac_uccr •-
NOTE 3008.1 Pllovreda siren OesiBn LOAD TABLE
2 BEAMS 1.75 % 11.875 LP LVL2650Fb-1.9E DESIGN CRITERIA
1. THIS COMPONENT IS DESIGNED TO SUPPORT ONLY DESIGN CONSISTS OF 2 - PLIES FASTENED
THE VERTICAL LOADS SHOWN VERIFICATION OF NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE T. OTHER LOAD CASES TOGETHER (REFER TO NOTES). LIVE LOAD =
LOADING, DEFLECTION LIMITATIONS, FRAMING FOR PATTERN LIVE LOADING ARE CHECKED AS RED RED.
METHODS: WINO AND SEISMIC BRACING. AND OTHER (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.)
LATERAL BRACING THAT IS ALWAYS REQUIRED IS
DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM TO LOAD
THE RESPONSIBILITY OF THE PROJECT ENGINEER
FT-IN-SX FT-IN-SX
ORARCHITECT.
UNIFORM ROOF DEAD TOP 175 PLF 00-00-00 20-00-00
2. PROVIDE RESTRAINT AT SUPPORTS TO ENSURE
UNIFORM ROOF LIVE TOP 140 ELF 00-00-00 20-00-00
LATERAL STABILITY.
UNIFORM BEAM WEIGHT 12 ELF 00-00-00 20-00-00
3. DO NOT CUT, NOTCH OR DRILL LP LVL.
4. SHIM ALL BEARINGS FOR FULL CONTACT.
WARNING NOTES:
5. VERIFY DIMENSIONS BEFORE CUTTING
LP LVL TO SIZE.
THIS COMPONENT DESIGN IS SPECIFICALLY FOR L-P ENGINEERED WOOD PRODUCTS.
6. THIS LP LVL IS TO BE USED AS A
USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP IJOISTS IS
ROOF BEAM ONLY.
STRICTLY PROHIBITED. ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW
MAKE PROVISION FOR ADEQUATE DRAINAGE.
BY A DESIGN PROFESSIONAL
7. PROVIDE COMPRESSION EDGE BRACING AT
EACH END OF COMPONENT.
MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LP LVL
BEAM AS DESIGNED, BEARINGS MARKED WITH AN ASTERISK(') HAVE BEEN ANALYZED
DESIGN ASSUMES COMPONENTS CARRIED ARE
FOR BEARING ON A WOOD PLATE WITH AN ALLOWABLE BEARING STRESS OF
APPLIED TO TOP EDGE OF LP LVL, SUCH THAT
335 PSI. IT IS THE RESPONSIBILITY OF TH E PROJECT ENGIN BIER, ARCH ITECT OR
LOAD IS DISTRIBUTED EQUALLYTO EACH PLY.
DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS BEAM IS CAPABLE
ATTACH THE TWO PLIES WITH 2 ROWS OF 16d
OF SUPPORTING THE REACTIONS,
NAILS CAN BE DRIVEN FROM ONE FACE OR HALF I ANCHOR LP LVL ROOF BEAM SECURELYTO BEARINGS OR HANGERS
FROM EACH FACE. NAILS MAY BE COMMON OR
BOX NAILS WITH A MINIMUM SHANK DIAMETER THIS COMPONENTMEETS CODE ALLOWED DEFLECTION CRITERIA;CALCULATED
OF 0.131". 16d SINKERS (3-114-)MAYBE DEFLECTION EXCEEDS 314' AND SHOULD BE REVIEWED BY PROJECT DESIGNER
USED, BUT HALF MUST BE DRIVEN FROM FORADEQUACY.
EACH FAC
LP LVL ROOF BEAMS ARE MANUFACTURED WITHOUT CAMBER, THEREFORE, IN
ADDITION TO COMPLYING WITH THE DEFLECTION LIMITS OF LOCAL BUILDING
CODES, OTHER DEFLECTION CONSIDERATIONS SHOULD BE EVALUATED BY THE
PROJECT ENGINEER OR ARCHITECT SUCH AS PON DING, CRACKING AND
AESTHETICS. (POSITIVE DRAINAGE IS ESSENTIAL)
Morris A. Shashoua, P.E.
MAURICEA. SHASHOUA, P.E., INC.
1908 NW 112 Avenue
Coral Springs, FL 33071
(954)753-1988
License Nos: EB5251 & 19554
11.875
SUPPORT REACTIONS (LBS):
MAXIMUM B E A R I N G N U M B E R
1. 2•
1.740
T1
DOWN 3269 3269
3.500
UPLIFT --- ---
CROSS SECTION
CALCULATED ALLOWABL
LIVE LOAD 0.49 0.97"
'DEAD LOAD 0.98"
LDF
0.90
1.25
0.90
NOV 0 1 2007
12
0 r
2n- n- it
TOTAL LOAD 1 15- 1.30" 1 ••' THIS DRAWING IS NOT TO SCALE'•'
DEAD LOAD =
TOTAL LOAD =
ROOF LEFT SPAN CARS.
ROOF RIGHT SPAN CARR
DEFLECTION CRITERIA
LIVE LOAD DEFL:
TOTAL LOAD DEFL:
CODE COMPLIANCES :
REPORT If
ICBO ER-5004
L.A. City RR 25167
CCMC 11518-R
WISCONSIN 200124-W
NER 622
N.Y. CITY MEA 97-94-E
HUD MR 1214D
MSI: 0.68
VSI: 0.29
20 PSF
25 PSF
45 PSF
0.00 FT
0.00 FT
L / 240
L/ 180
Handling & Erection
Miscellaneous Information
LP LVL and CTR, LP IJRIst Spstificatons
Software Provided By:
LP Engineered Wood ProdDets
1fN1Ny sBCCI
TemmarM yapermanent dedrg far belong component
The use of We componamshall W sadfied M me dedgne el me
• Supports and commodons for LP LVL and CIR, LP weds to be specific appfica Joes.
plumb and for Include, leaned forces shall her designed and
complete structure. Obtain all the necessary code compliance approval a
• Common nails driven pemllel to glue Ones shaft be sloaed a mlNmum of 4•for 10d
27M Highway 421 North
irstalledbyomers. NaloedserelobeappOedtothe
lash onsf:om Nednignarsof NewmpletoM=ro WfomudMtNs
and 3•for 0a.
Wilmington, NO 28401
wmpommituntil after all the framing end fastening as
component. If the decline criteria listed above does not meet local building
Do not ant, notch, drill of after LP LVL and STIR. UpIJonse except as shoes In
Local 910.762,9878
completed. At no time shall hoods greeter man design loads
be epPOed to the component.
caderequlremeds,donotussmisdesign. Whenmledovxinglsdgned
and coaled, the structural design is approved as sham In this dmWng
based on date provided by the customer. LP I.M. and CTR, LP I-Idde are
WblisM1ed mamtlel lmm LP any roe al LP LVL end GTR. LP IJolab cemovryle the
limits setfeM hereon,negales any expvert ameenly of the product and LP disclaims
all Implied wanentles Including the lmpOed ameanfies of menhusetedllly and Otneas
National Wats 800.999.9105
Design Drenthe
made Wthout camber and ads dead under load. Wood in direct contact
vnfh concrete must be protected as annulled by case. Congruous lateral
for a Reticular use.
L
/�
The design and tenderedd specified are in sobstantal
ce nfemity Win the shatmvlslam of NDS and AM
supped is assumed(wall, floor beam, etc). LP does not provide on -site
DWG
Dead lead delleNon Includes adjustment dada, for veep.
inspector. This novella, must have an Artbltad'a or Emineels east arised
A COPY OF THIS DRAWINO IS TO BE GIVEN TO THE INSTALUNG CONTRACTOR
Total load deflection Is Instantaneous.
to W considered an Engineering document.
SHEET #
LP is a registeed trademark at Loulslana-Padfc Cmiedaton.