HomeMy WebLinkAboutTRUSS PAPERWORKTJ Truss Corp.
Travis J. White Tony Little
Vice President AssistantManager
Engineering Package Certification Form
Contractor/Builder: Coastal Construction and Development jcb�-k----
Project: Lot 185 70892
Model: SCANNED
City/County of Jurisdictior SAINT LUCIE BY
OccupancyType: St. Lucie County
Engineer or Architect of Record
X'M
In 3
Roof/Floor Truss Company TJ Truss Corp. FILE 13Y
Truss Company Address 2801 Industrial Ave. #2 Fort Pierce, FL. 34946
Truss Company Contact Info Phone 772-466-3388 Fax 772-466-9329
Engineering Software Supplier Alpine Engineered Products
_-Eingineering-Software Version V.I.E.W. Version 7.33.0114.18
1 certifythatthe engineering forthetrusses; listed on theattached index
sheet has been designed and checked for compliance with the Flodda
Building Code 2004. The truss system has been designed_to provide
adequate resistance to wind loads and forces as required by the following
provisions:
Design Criteria: ASCE 7-02 140 mph
TCLL TCDL BCLL BCDL TL
Loading(PSF): 20 15 10 * 10 45 1.25 DurationFactor
*non-ooncurrent
MeanRoofHeight: Auto Feet
Engineer: Julius Lee
1455 SW 4th Avenue, Delray Beach, FL 33444-2161
Attached is an index sheet submitted in accordance with the Department of
Professional Engi neeri ng, Tallahassee, FL. Engi nearing sheets am
photocopies of the original desig n and approved by me.
If structure I Eng ineer of Record is not listed above then he did not exist as of
the seal date per section 61 G 1 5-31.003(5a) of the Florida Adm insitrative
Code.
0,1 U Q 04.,
% .......
C
As witness by my seal, I hereby certify that the above
information is true and correct to the best of my
knowledgeand belief.
1/1 07
Z
Name ... ........... : Julius Lee, P.E. ST OF :4
Certification#..: 34869
is" 4 �®r-
R
ONVIN ONJECTED
45MMEWASNOM OREMSEAND"Off
ARCHITECT
I TJ Truss Corp. Page: I
0
Engineering Package Index Sheet
JobNumber.
70892
Builder:
Coastal Construction and
Project:
Lot 185
Model:
Location:
SAINT LUCIE
malms CORP.
Spmrdq the Dbuiice - vAth Peg ftrlornwe�
This index sheet lists, in numerical order, the
drawings as they appear within this bound pkg.
As per Florida Law (copy included), the sea[ on
the last page of this index is used in lieu of
signing and sealing each Individual sheet.
Pg# Pagel.D.
Owg Date
Qty
Base Span
Pitch Seq. # Notes
j
n. App.
___,Cover�Sheet
Form
Non. ��pp.
.2C�rt.
3 'Bkletindex
Non. App.
-4- ' �ShlpperPkg
---Non.A--p-p—
.Sh*ipperPkg
Non. App.
.6 S�LiRper Pkq
N - App.
7 ShipperPkg
on.App.
Non. App.
9 Shipper Pkg
o n'
10 Shipper Pkg
Non. App.
11 Support List
Non. App.
W1 V2667
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I TJ Truss Corp. Page: 2
Engineering Package Index Sheet
JobNumber; 70892
Builder., Coastal Construction and
Project: Lot 185
Model:
Location: SAINT LUCIE
This Index shest lists, In numerical order, the
drawings as they appearwilthin this bound pkg.
As per Florida Law (copy included), the seal on
the last page of this index is used in lieu of
signing and sealing each individual sheet.
Pg # , Page I.D. Dwg Date Qty I Base Span Pitch Seq. # Notes
40
C1 OG
11/1212007
1
21'04"0 0
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1
15' 00
6/1 2
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11/12/2007
1
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C F
i TJ Truss Corp. P a g a::::
Engineering Package Index Sheet
JobNumber.
70892
This index sheet lists, in numerical order, the
Builder:
Coastal Construction and
d rawings as they appear within this bound pkg.
Project:
Lot 185
As per Florida Law (copy included), the seal on
Model:
the last page of this index is used in lieu of
Location:
SAINT LUCIE
S COR
signing and sealing each individual sheet.
Spwing Ux DWwAt - vAth Pak kftm"-e
Pg# Pagel.D.
Dwg Date
Qty Base Span Pitch
Seq. # Notes
79
V4
11/1212007
2 04'00"00 6/12
180
V8
11/1212007
2 08'00"00 6/12
-61
'�8A
1171iER7
08'0,V'08 6112
82
V8B___
�-1111212007
1 08 ION108 6/12
1
83
V9
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-- -'- -
1 09'10"08 6112
84
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1 .09-10-08 6/12
%%%N JUS t "RoPy,
%
4A d
11/1 07
ST90F Hr,
\0�"
I A
I
x
VALLEY
TRUSS DETAIL
TOP CHORD
PUT CHORD
2X4 SP #2
2X3(-� OR
OR SPF (11/#2
2X4 SP #2N, OR
OR BETTER.
SPF 4L/�Z OR
BETTER.
UNLESS SPECIFIED ON ENGINPER'S SEALED DESIGN.
LENGTH OF WEB, VALLEY WEB, SAME SPECIES AND
7177ml t 0 � M �V I A i I � 3- %' 0 = "N XT A TT 0 t M � " Ar' � n
APPLY LX4 "T"-BRACE, 60%
GRADE OR BETTER, ATTACHED
nn KITTWIT I A I T Q I A T L-V A T M V A rl Mr
PX3 MAY BE RIPPED FROM A 2X6 (PITCHED OR SQUARE).
ATTACH EACH VALLEY TO EVERY SUPPORTINIC TRUSS WITH:
12" STRAP (4) I.Od x 1.5" NAILS FOR MWFS, ASCE 7-02
140 MPH WIND SPEED, 30' MEAN ROOF 14EIGHT EXP. B
CUT FROM 2X6 OR
LARGER AS REQD
12 mml-� W2Xd
WSX4 WZX4
1--8-0-0 MAX----L-�
12 MAX.1
6-0-0
PITCHED CUT
BOTTOM CHORD
VALLEY
W2X4
LG-0-0
MAX
SUPPORTING TRUSSES AT 24" OC MAXIMUM SPACING.
A
�INS ENGNE�D PRODUCTS. INC.
B�11, �OROA
EQUALLY SPACED, FOR VERTICAL VALLEY WEBS GREATER THAN 7-9".
MAXIMUM VALLEY VERTICAL HEIGHT MAY NOT EXCEED 12*0".
TOP CHORD OF TRUSS BENEATH VALLEY SET MUST BE 13RACED WITH ONE OF THE,
FOLLOWING OPTIONS BELOW :
# I - PROPERLY ATTACHED, RATED SHEATHING APPLIED PRIOR TO VELLY TRUSS
INSTALLATION,
# 2 - PURLINS AT 24" OC OR AS OTHERWISE SPECIFIED ON ENGINEERS'
SEALED DESIGN
3 - BY VALLEY TRUSSES ATTACHED PER NOTE
... NOTE THAT THE PURLIN SPACING FOR 13RACING THE TOP CHORD 017 THE TRUSS
BENEATH THE VALLEY IS MEASURED ALONG THE SLOPE OF THE TOP CHORD.
LARGER SPANS MAY BE BUILT AS LONG AS THE VERTICAL HEIGHT.DOES
NOT EXCEED 12'0".
BOTTOM CHORD MAY BE SQUARE OR PITCHED CUT AS SHOWN.
,VALLEY
SPACING
24" O/C
SQUARE CUT
BOTTOM CHORD
VALLEY
24"_O/C. 12" STRAP
4 �(4) 10d x 1.5" NAIL
EACH END
Of
W04
W2X4
OPTIONAL STUB OPTIONAL HIP
END DETAIL JOINT DETAIL
M2�2�
PARTIAL FRAMING
J-oc.
PLAN
THIS
DRAWING
REPLACES DRAWING A105
LL, 20
201
PSF
REF VALLEY DETAIL
DL
16
7
PSF
DATE oc'r./18/2005
DL
10
5
PSF
DRWG
LL
10
0
10
Psr
Nc mui/�KAR
-LD
65
42
12
FISF
1.2511.2611.15 -_--
. . 24" - . 1. .
a
STEPDOWN CORNER SET
PINE #3 - -
F_ HIPJACK TOP CHORD LUMBER GRADE
MAX NORMAL
OVERHANG
LENGTH***
MAX HIPJACKI
OVERHAN *.
LENGTHG*
SOFFIT WEIGHT
F____ I
2 PSF
10 PSF —
1 1-06-00
201-07
#2 N
1 #2 N
1
1#2 DENSE OR #1 N
PV
#P- DENSE
PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED.
UPLIFT: 350# POO#
BRG LOC: - ++
UPLIFT BASED ON 10.0 PSF TOTAL DEAD LOAD. WIND
SPEED=130 MPH. MEAN HGT=17.5 (30.0) FT. ENCLOSED. (ASCE 7-02)
PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED.
,UPLIFT: . 580# 430#
BPG LOC: + ++
UPLIFT BASED ON 10.0 PSF TOTAL DEAD LOAD. WIND
SPEED=146 MPH. MEAN HGT=22.6 FT. ENCLOSED. (ASCE 7-02)
J 57 � J3
3.0 0 Fill 2,
TO
6.00
ivzxq
END AND CORNIER JACKS
/L,PINE
-7
�PlNr 6NOINEWED PRODUCTEI, INC.
_.F�91A 0 B�,>I. MORDA
HJ
2' TYP.
5'
3'
HIP OR CC
HIP TRUSS
1' 3: 5 7 2' TYP.
... OPTIONAL VERTICAL WEB. USE WI.5X4 AT
BOTTOM OF VERTICAL. USE W3X4 AT TOP
OF VERTICAL AND DIAGONAL -WEB.
(3) 16d TOENAILS
24" STRAP (6).10d x 1.5" NAIL EACH END
2712
0
424
12X5
OR
SIMPSON
THIAM
R=720#, W=3.50-
OF
THIS DRAMING REPLACES
�l
DRAITING IICI1795D29
20
MAX PSF
REF 7' ST13K CS
�AN'TPC
C DUL
15
MAX PSF
DATE OCT. 118/20E
BC DL
10
MAX PSF
DRWG
4
BC LL
10
MAX PSF
—ENG
TOT. LD.
55
MAX PSF
DUR. FAC.
1.25
SPACING
SEE ABOVE'
L
TOP CHORD 2X4 62 OR BETTER
BUT CHORD 2X4 #2 OR BETTER
WEDS 2X4 1,13 OR BETTER
PIGGYBACK DETAIL
91'ACE PIGGYBACK VERTICALS AT 4' OC MAX.
TOP AND BOTTOM CHORD SPLICES MUST BE STACGERFD-SO THAT ONE SPLICE
IS NOT DIRECTLY OVER ANOTHER.
PIGGYBACK B0170M CHORD MAY BE OMITTED. ATTACH VERTICAL WEBS TO
TRUSS TOP CHORD WITH 1.5X3 PLATE.
ATTACH PURLINS ID TOP OF FLAT TOP CHORD. IF PIGGYBACK
IS SOLID LUMBER OR THE BOTTOM CHORD IS OMITTED. PURLINS
MAY BE APPLIED BENEATH THE TOP CHORD OF SUPPORTING TRUSS.
REFER TO ENGINEEH'S SEALED DESIGN FOR REQUIRED PURLIN SPACING.
THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS:
110 MPH WIND, 30' MEAN HOT. ASCE 7-02. CLOSED BLDG.
130 MPH WIND.
30' MEAN
HOT, ASCE 7-02,
CLOSED
LOCATED ANYWHERE IN ROOF, I MI FROM COAST
BLDG, LOCATED
ANYWHERE
IN ROOF,
CAT 11,
EXP. C.
CAT 1. EXP C, WIND TC DL=r PSF. WIND BC DL-6 PSF
WIND TC DL=5
PSF, WIND
BC DL=5
PSF
Ila MPH WIND, 30' MEAN IIGT. SBC
146 MPH WIND,
30� MEAN
HOT, ASCE 7-02,
CLOSED
ENCLOSED BLDG. LOCATED ANYWHERE IN ROOF
BLDG, LOCATED
ANYWHERE
IN ROOF,
CAT 11,
EXP. C.
WIND TC DL=5 PSF, WIND BC DL=5 PSF
WIND TO DL-5
PSF. WIND
BC DL=5
PSF
FRONT FACE (E,* ) PLATES MAY BE OFFSET FROM BACK FACE
PLATES AS LONG AS BOTH FACES ARE SPACED 4' OC MAX.
MAX SIZE OF 2XI2
,�' #2 OR BETTER
A El to R E E R 7'
20" FLAT TOP CHORD MAX SPAN
o' C
C
=1C
7�ALPIWE
APINE ENGINE�ED PRODUCTS. INC.
POMPANO19EACKPLOWDA
SPANS UP TO
JOINT
30'
34' 38' 52'
A
2X4
2.5X4
2.5X4
3X5
B
4X6
5X6
5X6
5X6
C
I.5XS
1.5X4
1.5X4
1.5X4
D
5X4
5X5
5X5
I
6X6
4XS OR 3X8 TRULOX AT 4' OC.
E
. ROTATED VERTICALLY
ATTACH TRULOX PLxrEs WITH (8) OA20" X t.375" NAILS. OR
EQUAL, PER FACE PER PLY. (4) NAILS IN EACH MPMRF.R TO
BE CONNECTED. REFER TO DRAWING 160 TL FOR TRULOX
INFORMATION.
WEB BRACING CHART
WEB LENGTH
REQUIRED BRACING
�TOVU"
NO BRACING
IX4 'T" BRACE. SAME GRADE, SPECIES AS WEB
7Y TO 10'
MEMBER. OR BETTER. AND 80% LENGTH OF WED
MEMBER. ATTACH WrrH fid NAILS AT 4" OC.
71�'EIRACR. SAME GRADE. SPECIES AS WEB
10- TO 14'
MEMBER, OR BETTER, AND 80% LENGTH OF WEB
MEMBER. ATTACH WITH 16d NAILS AT 4" OC.
* PIGGYBACK SPECIAL PIATC
TO THE PIGGY13ACK AT THE TIME OF
FABRICATION. ATTACH TO SUPPORTING TRUSS WITH
(4) 0.120- X L.375" NAILS PER FACE PER PLY. APPLY
PIGGYBACK SPECIAL PLATE TO EACH TRUSS FACE AND
SPACE 4' OC OF. LESS.
0 0
100 .....
REPLACES DRAWINGS 634,016, 634.017 & 847.045
MAX LOADING REP PIGGYBACK
55 PSF AT DATP OCT./18/2005
1.25 DUR. PAC.
DRIVG
50 PSF AT
—ENG
1.25 DUR. PAC.
42 PSF AT
1.25 DUR. PAC.
CING 24:0"
I
ASCE 7-02: 13 0 / 140- MI'll WIND SPEED, 30' MEAN HEIGHT, ENCLOSED, I � 1.00,
CE
GABIX Vi�RTICAL
i SPECIES I GRADE I-
NO
BRACrS
(1) IX4 'L'
GROUP AJOROUP B
2X4 U` EIRAC, .
GROUP A IGROUP B I
(2) 2X4 -L" BRACE - (1) I'D 'L" BRACE -
GROUP A I GROUP B GROUP A GROUP B
(2) 2XO I' BRAll
GROUP A _GROUP B
E—
" / #2
5 B"
6�6
1
10, 3,
10' 7"
1
2 �7
SPF
ly 3
3, 1
10" 1
7, 1 0
7' 10"
9 1"
9' 1'
12 3"
12' 3
STU
3 1
4' 5'
4� 6
5 10'
5 10
7 10'
7' 10"
9' 1"
9'
FIF
STANDARD
2' 11
3 9
3. g I
o
5' 0
6 9"
a, q..
7' 10"
7' 10"
10' 7"
10' 7'
1
3' 6
5 6'
5' 11" 1
6' 6'
7' 109
a. 5..
to* V
it' 1"
32' 3"
13' 2"
sp
— 2
13, 5..
6- 6"
-7�
6, It
-'T
6' 6" 1
7' 0"
71 10"
13. 51.
104 31,
11' 1"
12' 3"
13, 2"
6
F..
6"
6' 0"
6' 0"
7* F0'
1
9' 4"
9' 4"
1
12' 3"
12, 81,
rQ
DFL
STUD
3'
4'
6'
S' 11"
5' 11"
1 7' 10"
a 0"
9' 3"
9. 9
124
t2' 6'
STANDARD
10'
5' 1
1 -
1 w 1 r
6 11
8,- 0,
10, to"
10, Iv
2
3.
6, 4"
6- 6"
7' 6"
--i 'p
Ir 61,
8 17
2'
11 9" -
I--
E-
SPF
3
a, 7'r
7, 7�
I B, I 1
8' it'
11 2"
it' 2"
14' 0'*
14' 0
STUD
3' 7"
6' 5"
7, 2,
7- 2,
1 8' 11'
B, it"
it' I"
It' 1"
F9-7`
14' 0"
14' 0"
w
c
HF
STANDARD
3- V
- -
4 6'
6' 2"
6' 2',
a. 31,
--w-
8. 3..
--v
9' 7"
-TT�w—
-T2 �S"
12' 11"
- -a
12' It'.
r- -6;'
1
4' 0'
6' 4'
10
7' 6"
8' 1
6' 1
9'
Te
T�
>
sp
3' t .1
. 11
6 4
0' 10"
7' 6'
— 1.
8' 1"
8' 11
9' 7':
1 �9'
12' B"
12,
:
4 '0
4 0"
Q0
7,
j �4"
8p it"
11' 5"
111 5"
14' 0"
14' 0"
UFL
STUD
5. 6..
7' 3'
7. 3
7' 3"
8' till
1 4"
11.
It* 4"
.14' 0'
14' G"
Sl 'ANDARD
1 2
3' 8"
41 0
4, 9"
9
4�
7. 2"
6 3
6 3
, o"
j—L
EV 5
—
w to"
8 5'
10. 1,
9 9
12' It"
1 9
13' 4*
13
14P 0'
13 3
14' 0"
SPF
#3
W1111
S, 1
.. ,
I ",
6,
—
6, a
6* a'*
8' 3"
8, 3"
- -
8 3
9' 104'
--
ti L(r
10�
— —
9 fO
-TP —
7 10'
12' 11'
-1�
2 10"
14' 0"
14"0"
14' 0"
14' 0"
..TANDARD
1
3, W
4' 5"
6
7 1
3
7' 1"
8-1
91 B.,
9 ' to"
-7—
91 61.
--To7"
--
it' 1"
-72 'a
-T —
11, t
ITII"
14' 0"
14' 0"
— -
14' 0"
14' 0'
-7F
SP
4' 4pp
6' 11*
7 G
10"
fg�?-
;E' 11"
-Fz
It"
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BRACING GROUP SPCCIPS AND GRADE
GROUP A:
SPFUCE-PlNE-rIR 21CM-FIR
rml—jj]�
�,a STUD I
J2 1 STUD
DOUGLAS FIK-LARCH
3
ST I.D
SOUTHERN PINE
"'d
INS
GROUP
HEM
F=
SOUTHERN PINE
RZ
13
-FIR
2, BE- I
DOUGLAS FIFT-LARCH
CABLE TRUSS DETAIL NOTES:
LIVE LOAD DEFLECTION CRITERIA IS L/240:
PROVIDE UPLIFT CONNECTIONS MR 160 PLr OVER
CONTINUOUS BEARRAC IS PSF TC DEAD LOAD).
CABLE, END SUPPORTS LOAD FROM A 0-
MIM i(� OUTLOOKERS WITH 2 0 OVERHANG. OR 12
ABOUTI PLYWOOD OVERHANG.
ATTACH EACH 'L BRACE WITH LOA NAILS.
CABLE TRUSS 2X4 02N OR BETTER Pon (1) "L� BRACE: SPACE NNW AT 2d O.C.
T IN 18� END ZONES AND 4' D.C. DEMERS ZONES
DIAGONAL BEACH OPTION! FOR (2) -L- BRACES: SPACE NNIS AT 3' B.C.
VERTICAL LENGTH MAY BE IN 18" END 'ZONES AND 6 O.C. BETWEEN ZONES
DOUBLED WHEN DIAGONAL I L 1" BRACING MUST BE A MINIMUM OF 80% OF WEB.
BRACE IS BEES CONNECT L" MEMBER LENOTH.
DIAGONAL BRACE MR THMOP BR'ACE
NI EACH END. PINK WEB GARLS VERTICAL PLATE SIZES
TOTAL LENGIII 15 14'. Z
2X4 SP OR I VERTICAL LENGTH I NO NPUCE-F
DF-L #2 OR LESS THAN 4' 0' 1 M OR 2X3
BETTER DIAGONAL IS" GREATER ?RAN 4 0'. BUT1
VERTICAL L6 �GTIR SHOWN ; / 2X4
IN TABLE ABOVE. BRACE: SINGLE L I LESS THAN 11' 0"
OR DOUBLE 5X4
J, / R B- 1 11 L
I CUT (AS SHOWN) 7� —/7
1" -7
SIA�Tj�uous� Emil BETTER TO COMMON TRUSS DESIGN FOR
AT UPPER END I -/ / - PEAK. SPLICE. AND HEEL PLATES.
I FoRoo' 4% -'LENGTH,
CONNECT DIAGONAL REFER TO CHART A BOVE
MIDPOINT OF VERTICAL WES ........ Ik
XTREME CARE 114 FARRICATISO, PANGLINS, SHUPPIRT, INSTALLING AND I
;IWARNIGU-N TRUSSE,S RNUIRE I 3N) PUBUSHED A� TP[ (TRUSS MAX LOADING REF AME7-98-GH1.9030
PRACRAG� REFER TO SCSI 1-03 IBVILDI�G CUINNONENT SAFETY INFERHATH VICA "INS TRUSS COUNCIL
�ATL INSTOWr. 583 DIONUFRID lk� SUITC 200, MADISOM Ul. 537191
0, AWRICA. 6300 CNTERPRISE LN, DISCII, 11 53719) FOR SArETY P4ANCOUCES PRICE TO FEGFORMING DNS. I IV. 55 PSF AT DATE OCT./18�/2005
,K,-7,,NCTIGlS. UNLESS BTGERVISE NOMATED, TOR CHORD SHALL HAIC 11CHERLY AITAU�Lv
ItFkILR�L PIRCLS AND SOTTOH CROPS SHA4L HAVE A PROPERLY ATTACHED RIGID CEILING. ES 4 A .25 OUR. AC. DRWC
AN'. UP G s DE TRACTOR TS, 3NN"ll 216t
C, IS" W 7 DID" To iNSTALLATIO' COR �y I ALI 50 PSF AT -ENG
'I CC - THIS DESIGN A
SLE rOA ANY DE"tATIDN Mo INS IN' TRLL:MG 1.25 DUR. FAC.
Ap cmm GAMBLING ' SGlP' CSCG' E or
EE7�ALPIN FORT R I BE A 'N' TP CR r A TIONAL S IDA 42 PSF AT
S
LL No
Nro NANIE V L IS PROV)SiONS Or NDG INA 6S3
PC 0 COR`ENAHS IIIH .. LIC NAUC or 2A1,9"IGA SF> ASPSTA
I'S F�ENU
'C' OL40U 1.25 DUR. FAC.
SIGN C
'jN, 'TER PLATES AG
�L 'INS S iEL PL, AL S IS EAC rACE 0, TRUSD AND F UAL
SEE T ISH PER 11 'It RED 16UA Z ANN INSPECTION 9 FL C TED ACCC,
G
�GN posl I Tl 1 2002 � I C A ON THIS WAGING ENG A
L
&PINE ENGINEERED PRODUCTS. INC. END Cl AD Or SE S a I EL� SEAL P�r TRUSS COFPSH T DESIGN SNO
POMPANOS DCH. FLORIDA NPDCAIWO RCSPO�SIDIL11, rr� I E
USE a ISHPIDAE.7 FOR au G IS 7PC ALS'DRE 4 ly OF T.0 6
THIS N ILIDS MAX SPTCINr 2ZF]
if
TYPICAL ATTIC TRUSS BRACING
GABLE END TRUSS DETAIL
ABO T
—2x4 2 -10-/-C
I
(2).12,d
-SEE GABLE DETAIL
+
2X4 24" O/C (3).12d
BACK 3-TRUSSES T
+2x6 (3).10d
MINIng BC BRACING ON GABU TRUSS. OTHER PERROEN7 BRACING DESIGNS BY ARCHITECT OR BIALDING DESIGNER
TYPICAL ALTERNATE BRACING DETAIL
TYPICAL WALL GIRDER VERTICAL WEB
FOR EXTERIOR FLAT GIRDER TRUSS
BRACING DETAIL
12
4 12cl PITCH '_
4 12cl PITCH[,-
r—A-A
MIN 3x4 TYP.--) r�24"O/C
TRUSS 24' oz,
"'c*
6 1.
4 12d
4 12cl
ONE WEB 191
ON WALL E-
6x
T.C. MATCH
UPLIFT CONNECTION 2x6 #2 SP
ON 2 X� # 2 SP
FRONT ROOF
SEE ROOF TRUS 24' o.c.
S 24
PROFILE
EXTERIOR FL
L
jz� �T
GIRDER SIMPSON H5
L—A-A GIRDER
SEE ROOF TRUSSE
FOR UPLIF ROOF 24" O/C
TYP STRONGBACK DETAIL FLOOR TRUSS
ADD 2x6 #2 SP
ONE FACE (3)IGD EACH CORD
SEE GA L EE D D is
FOR T- A
EACH V TI AL
E V
PLYWOO -co RE%P. ez
8d 4'0 CZ) 1455
334"11
-2x6 #2 SP
Rx6 42 SP
2x4 LEDGER 12d 4"O/C
(3) 101)
(3) IOD
GIRDER
lg,_O, O.j
MA -TO-DEARIN
TRUSSES 24" O/C X-A A
JobKey: 70892
Company: TJ Truss Corp.
Address: 2801 Industrial Ave. #2
Fort Pierce, FL. 34946
Phone: 772-466-3388
Site Address: Conifer Dr
Lot 185
Ft Pierce,FL-
SUPPORT REPORT
JOB
DESCRIPTION: 70892
WIND CODE:
ASCE 7-02
WIND
MPH:
140
BLDG TYPE:
CLOSED
TRUSS
TRUSS
SUPPORT
SUPPORT
BEARING
BEARING
REACT.
REACT. MAX WIN
DESC
SPAN-ft
SIZE -in.
TYPE
XLOC-ft.
YLOC-ft.
MAX.+4
MAX.-4 UPLFT.-
Al
46.958
8.000
WALL
0.000
9.333
2829
-739
Al
46.958
8.000
WALL
46.292
11.333
2902
-764
-----------------------------------------------------------------------------------
A2
46.958
8.000
WALL
0.000
9.333
2829
-739
A2
46.958
8.000
WALL
46.292
11.333
2902
-764
-----------------------------------------------------------------------------------
A3
39.292
8.000
WALL
0.000
9.333
2041
-502
A3
39.292
4.000
WALL
32.167
9.333
2723
-643
-----------------------------------------------------------------------------------
A3A
39.292
8.000
WALL
0.000
9.333
2045
-505
A3A
39.292
4.000
WALL
32.167
9.333
2723
-643
-----------------------------------------------------------------------------------
A4
39.292
8.000
WALL
0.000
9.333
2045
-506
A4
39.292
4.000
WALL
32.167
9.333
2723
-646
-----------------------------------------------------------------------------------
A5
39.292
8.000
WALL
0.000
9.333
2073
-511
A5
39.292
4.000
WALL
32.167
9.333
2201
-583
A5
39.292
3.500
WALL
36.000
9.333
922
-117
-----------------------------------------------------------------------------------
A6
40.208
8.000
WALL
0.000
9.333
2281
-575
A6
40.208
3.500
WALL
36.000
9.333
2461
-624
-----------------------------------------------------------------------------------
A7
40.208
8.000
WALL
0.000
9.333
2449
-628
A7
40.208
3.500
WALL
39.000
9.333
2272
-604
-----------------------------------------------------------------------------------
A8
40.208
8.000
WALL
0.000
9.333
2449
-634
A8
40.208
3.500
WALL
39.000
9.333
2272
-600
-----------------------------------------------------------------------------------
A9G
40.208
8.000
WALL
0.000
9.333
4150
-1160
A9G
40.208
3.500
WALL
39.000
9.333
4203
-1135
-----------------------------------------------------------------------------------
Bl
39.208
7.250
WALL
0.000
9.333
1991
-640
Bl
39.208
7.250
WALL
38.604
11.333
1842
-576
-----------------------------------------------------------------------------------
B2
39.208
7.250
WALL
0.000
9.333
728
-330
B2
39.208
8.000
WALL
12.938
9.333
1908
-474
B2
39.208
7.250
WALL
38.604
11.333
1190
-417
-----------------------------------------------------------------------------------
B3
31.896
7.250
WALL
0.000
9.333
751
-245
B3
31.896
8.000
WALL
12.938
9.333
1540
-470
B3
31.896
3.500
WALL
31.604
9.333
841
-287
-----------------------------------------------------------------------------------
B4
31.896
7.250
WALL
0.000
9.333
743
-230
B4
31.896
8.000
WALL
12.938
9.333
1553
-488
B4
-----------------------------------------------------------------------------------
31.896
3.500
WALL
31.604
9.333
835
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Top chord 2x6 SP #2 -.T1 2x4 SP #2:
.T5 2x4 SP SS Dense:
Bat chord 2x6 SP 24OOf-2.OE
Webs 2x4 SP #3
:Lt Wedge 2x4 SP #3::Rt Wedge 2x4 SP 13:
(A) 1x4 -7 brace. 80% length of web member. Same species & grade or better, attached wth 8d Box or Gun
(0.1 13'x2.6',min.)nails @ 6' OC. or (1) congnuous lateral brace equally spaced on member.
Defection meets U360 live and L/240 total load
Truss checked for 250# movable conoentrated load along Bottom Chord, Concurrent With design gravity loads.
140 mph wind. 15.00 It mean hgt, ASCE 7-02, CLOSED bldg. not located within 6.50 R from met edge, CAT 11, EXP B, wind TC
DL=5.0 Pat, wind BC DL=3.0 psf.
Wind reactions based on MWFRS pressures.
Calculated horizontal deflection is 0.27" due to live load and 0.22" due to dead load.
Bottom chord checked for 10.00 psf non -concurrent live load.
Calculated vertical cleffection is 0.50* due to live load and 0.91" due to total load at X = 29-5-12.
WARNING: Famish a copy of this DING to the Installation contractor. Special care must be taken during handling, shipping
and installation of trusses. See 'WARNING" note below.
19, 46'11"8
2
4 0" 1 5 24'2"14 12 1;831'11' 1 .11"6 46'11"8
19' 8 k .3
"6`14 117"1121 1?2"11 1 UTI 5'2"14 7'8"1 1!4'-19 7"13 4'0"2
-F -.011'4"
74�
—L 1 -4,9'4'
46'11"8
SIMS 918"1 -8 9-7-1 46'11"8
67*15 �-O-i 9 .8
2 12';: 12 7W T47
2'- 1 2 4611
Rv=-2829# U=7t39# W=8w 29'5"12 17'5"12Rv=-2g02ft Um765# 81
SEAT PLATE REQUIRED SEAT PLATE REQUIRED
LEFT RAKE = 2'2"13 RIGHT RAKE = &2"13
LEFT JIG = 21'4"13 RIGHT JIG= 16'11"2
DESC. = Al SEQ = 4064
PLT. TYP.-WAVE FBC1TP12002(STD) CqfRT=1.0D(l.25)11G(0) QTY=4 TOTAL=4 REV. 7.33.0107.17 SCALE =0.1250
'"ARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING. INSTALLING
ANDBRACLNG. REFERTOH&91(HWDUNG INSTALUNGMD BRACING), PUBLISHED BYTPI (TRUSS
PLATE INSTPUTE. 683 DONOFRIO DR.. SUITE 200, MADISON. Wt. 53719) FOR SAFETY PRACTICES
PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL. HAVE
PROPERLY ATTACHED STRUCTURAL PANELS MID BOTTOM CHORD SHALL, HAVE A PROPERLY ATTACHED RIGID
CEILING. "IMPORIMT— FURNISH ACOPY OF THIS DESIGN TO WE INSTALLATION CONTRACTOR.
ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPL OR FABRICATING.
MANULINU, bHIVVING. INSTALLING AND BRACING OF TRUSSES, DESIGN CONFORMS WITH APPLICABLE
PROVISIONS OF Nos (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) MD TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTIVI A653 GR40 GALV. STEEL
EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS MD. UNLESS OTHERWISE L�TEO ON
THIS DESIGN. POSITION CONNECTORS PER DRAWINGS ISO A-Z WE SISAL ON THIS DRAWING INDICATES
ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR WE TRUSS COMPONENT
DESIGNSHOWN. WE SULTABILITY AND USE OFTHIS COMPONENT FOR MY PARTICULAR BUILDING
Iq WF RFSPONSIRIUTY OF WE BUILDING DESIGNER. PER ANSIVTPI 14995 SECTION 2
Julius Lee P.E.
License # 34869
1455 SW 4th Avena
Delray Beach, FIL 32L4-2161
TIC ILL 20.Opsf
TCDL 15.0PSf
BIC DL 1 0.0PSf
BG LL* 10.0PSf
z
TOT.LD. 45.Opsf 0
REF
DATE 11-12-2007
DRW`G
ic
ZIMI) Industrial.'13rd
Fort Pierce. FL. 34946
Phune; (7,21466-3388
rsix: (7721466-r).329
O/A LEN. 461108
DURTAC. 1.25
JOB #: 70892
, SPACING 24.0"
TYPE SPEC
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR!S LAYOUT
Top chord 2x6SP#2:Tl 2x4 SP 92-
:T5 2x4 SP SS Dense:
Bot chord 2x6 SP 2400f-2.0E
Webs 2x4 SP #3
:Lt Wedge 2x4 SP #3:: Rt Wedge 2x4 SP 93:
(A) 1 x4l 'r brace. 80% length of web member. Same species & grade or better, attached with 8d Box or Gun
(0.11 3*x2.5',mm.)naiIs @ V OC. or (1) continuous lateral brace equally spaced an member.
Deflection meets U360 live and 1-1240 total load
Truss checked for 250# movable concentrated load along Bottom Chord, concurrent with design gravity loads.
140 mph wind, 15.00 ft mean hgt, ASCE 7-02, CLOSED bldg. not located within 6.50 ft from roof edge, CAT 11, EXP B. wind TC
DL=5.0 psf. wind BC DL=3.0 psf.
Wind reactions based on MWFRS pressures.
Calculated horizontal deflection is 0.27' due to live load and 0.22" due to dead load.
Bottom chord checked for 10.00 psf non-concurent live load.
Calculated vertical deflection is 0.50" due to live load and 0.91'due to total load at X = 29-5-12.
WARNING: Furnish a copy of this DWG to the installation contractor. Special care must be taken during handling, shipping
and installation of trusses. See "WARNING* note below.
'q' , !1, 1,�1,44 1+2'11"8L,.il�,8 j!' 19 1546�11"36
r 7 IT 7 37 4 G!i
4�O 4 N;11�1 611--l' S'T
1 4911 *8
6715 918" 9'7-1 46'11'8
67'15 2-12 "11-8 1 .8 1
12';S"'� 9 T47
I Z MR1 2 '912 TF9 46"11
Rv--2829# U=7t3g# W=8" 29'5"12 1T5'12Rv--2902# U=765# W68"E
SEAT PLATE REQUIRED SEAT PLATE REQUIRED
or, '111? Us'; col? I,-
An>C::'-r
2,100 Inijustript '.Urd
Fort Pierce. FL- 34946
PhURC; (—,2) 466-33gs
Fax: C-72)466-C).329
QTY= 3 TOTAL= 3
�HORD SHAU- MVE A PROPERLY ATTACHED RIGID
TO 74E INSTALLATION COWRACTOR.
NSIBLE FOR ANY DEVIATION FROM THIS
ON
Lee P.E.
a # 34869
SW 4th Avenue
v Beach, FL 33444-2161
T
z,j -F
REV. 7.33.0107.17
RIGHT RAKE = 3'2"13
RIGHT JIG = 16'11"2
SECI = 4065
SCALE =0.1250
REF
TC LL
20.Opsf
TC DL
15.0PSf
BC DL
10.0PSf
BC LL*
10.0PSf *
TOT.I.D.
45.Opsf
DUR.FAC.
1.25
SPACING
24.0"
E DATE 11-12-200
9
§ DRWG
ic
O/A LEN. 461108
Top chord 2x4 SP #2 :T1 2x4 SP SS Dense:
Bot chord 2x4 SP #2 :B1 2x4 SP SS Dense:
:132 2x4 SP 91:
Webs 2x4 SP #3 :W12 2xS SP 24COf-2.OE:
(A) 1x4 -f- brace. 60% length of web member. Same species & grade or better, attached with 8d Box or Gun
(0.1 13*x2.S",mt-L)naiIs @ 6" OC. or (1) Continuous lateral brace equally Spaced on member.
Calculated vertical deflection is 0.07' due to live load and 0.24' due to total load at X = 11-1-2.
Truss checked for 250# movable Concentrated load along Bottom Chord, concument With design gravity loads
19,
140 mph wind, 15.00 It mean hgt. ASCE 7-02, CLOSED bldg, not located within 4.i
DL—SO psf, wind BC DLm3.0 psf.
Wind reactions based on IJWFRS pressures.
Right end vertical not exposed to wind pressure.
Bottom chord checked for 10.00 psf non-concumint live load.
Deflection meets U360 live and L1240 total lead.
31"! 1"8
3978
7'9'4 19, i 19, �4,2"14 2'1 1"'S�1142 4,�,"2,, 1 36,�,� 7'4" 1 L!, 8
4�3_ _i
.8 5.2.14 5.2 2 1 T
1 2 3�
Tg*4 4
I 1 6 11:1
LAYOUT
roof edge. CAT 11, EXP B, Wind TIC
� I
04
12
b L'-
4X8
3X4
3X4
1
SX4
5X6
(A)
TI
4X4 (95
7
X8 '8
5X8
F
W12
*(A)
N
4XB(FI)
5X6
2X3 2
12
t
7X8
--013
X6
32'6"
i 6918
14'5" 4
1 2 1�2"2
i 3 Q4 !-�B
67*12 T1- 1 SW1 4
5!2 4
2 3 4
29'�512
39'3'8q
2-
29'5"12
2'8"12
7-1-
39'3"8
R�-2041# U=503#
W=8"
Rv=-2723# U=644ft
W=4"
SEAT PLATE REQUIRED
LEFT RAKE = 2713
LEFT JIG = 21'4"13
RIGHT JIG 1275
DESC. = A3
SEQ = 4075
PLT. TYP.-WAVE
FB�P12DD2(STO)rq/RT=1.00(1.25YIG(0) QTY=l TOTAL=1
REV. 7.33.0107.17
SCALE =0.1875
-�WARNING- TRUSSES REQUIRE EXTREME CARE IN FABRICATING. HANDLING. SHIPPING. INSTALLING
PUBLISHED BYTPI
Julius Lee P.E.
TC LL 20.Opsf
REF
AND BRACING. REFER TO HIMI (Hh4DUNG INSTALLING AND BRACING), C-RUSS
PLATE INSTITUTE. 5B3 DONOFRIO DR.. SUITE 200. MADISON, WL 53719) FOR SAM PRACTICES
INDICATED. TOP CHORD SHALL HAVE
License # 34869
TCDL 15.0PSf
'W E
DATE 11-12-2007
PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE
PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHNU. HAVE A PROPERLY ATTACKED RIGID
n.
'-
CEILING. -IMPORTANT- FURNISH A COPY OF MIS DESIGN TO ME INSTAI-I-ATION CONTRACTOR.
BIC DL 10.0PSf
8
DRWG
ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
5.
DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING.
BC LL* 10.0PSf
Ju
ic
2900 InsAg-striall k3rd
.�RUUN ....... ING. INSTA-UNGAND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE
C
PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
GA-V. STEEL
TOT.LD. 45.Opsf
M 0
z
O/A LEN. 390308
Fort Pierce. FL. 34`106
PAPER ASSOCIATION) AND TPIL ALPINE CONNECTORS ARE MADE OF 20GA ASTIVI M53 GR40
ON
EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED
THIS DRAWING INDICATES -
1.25
JOB #: 70892
Phunc: (—,2) 466-33SS
THIS DESIGN. POSITION CONNECTORS PER DRAWINGS Ise �Z ME SEAL ON -,
TRUSS COMPONENT
DURSAC.
VNI: 41(6-0329
ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR ME
ME SUITABILITY AND USE OF MIS COMPONENT FOR MY PARTICULAR BUILDING
1455 SIN 4th Avenue
SPACING 24.0"
SPEC
(772)
DESIGN SHOWN.
Delray Beach, FL 33444-2161
TYPE
Top chord 2x4SP#2:Tl 2x4SP#1:
Bot chord 2x4l SP #2:B1 2x4l SP SS Dense:
:B2 2x4 SP #1:
Webs 2x4 SP #3 :W1 3 2x8 SP 2400f-2.OE:
�A) 1x4 -1- brace. 80% length of web member. Same species & grade or better, attached with 8d Box or Gun
0.1 13"x2.5",mIn.)naIIs @ 6" OC. or (1) continuous lateral brace, equally spaced on member.
Calculated vertical defleebon is 0.09' due to live load and 0.30' due to total load at X = 3.11-13.
Tmss checked for 25D# movable concentrated load along Bottom Chord, concurrent with design gravity loads.
t
—4�
�- 2-
THIS DWG. PREPARED BYTHE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT
140 mph Wind, 15.00 it mean hg1, ASCE 7-02, CLOSED bldg, not located within 4- , 50 it from mof edge, CAT 111, ;E;XTB. �Wnd TO
OL=5.0 Pat, Wnd SO DL=3.0 psf.
Wind reactions based on MWFRS pressures.
Right end vertical not exposed to wind pressure.
Bottom chord checked for 10.00 psf nont-concumant live load.
Defection meets U360 live and U240 total load.
19, 3111"8 39'3"8
7'9"4 19, 14'6'1 "y 24714 1 2'1 1"99-5-12 31'11"8 ! 36'1"4 7-4- 3978
7'9"4 SYS Z-4 62"14 52"14 Z5*12 Nl"12 T2"4
i 32'6" T— 619"8
7VAI 14'6'12 14'8"B 19, 24714 29'5"12 3z2"8 36'1*4 391X8
Rv�-20459 U=505# I W=8" 3978 Rv=-2723# U=643# W=4'
SEAT PLATE REQUIRED
LEFT RAKE = 2'2"13
LEFT JIG = 21'4"13 RIGHT JIG = 12'3"5
DESC. = A3A SEQ = 4074
PLT. TYP.-WAVE FBCrrP12002(STD)CqIRT=1.00(1.25YlO(OI QTY=1 TOTAL=1 REV. 7.33.0107.17 SCALE =0.1875
'�WARNING- TRUSSES REQUIRE EX-MUEME CARE IN FABRICATING. HANDLING. SHIPPING. INSTALLING
AND BRACING. REFER TO 3-118-91 (HMDUNG INSTALLING MD BRACING), PUBLISHED BY TFI (TRUSS
PLATE INSTITUTE. 580 D'ONOFRIO DR.. SUITE 200, MADISON. Wt. 53719) FOR SAFETY PRACTICES
PR OR To PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE
PRIOPERLY ATTACHED STRUCTURAL PMELS MO BOTTOM CHORD SHALL HAVE A PROPERTY ATTACHED RIGID
CEILING. "IMnRTMr- FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
ALPINE ENGINEERED PRODUCTS, INC. SMALL NOT BE RESPONSIBLE FOR MY DEVIATION FROM THIS
DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING.
HMULINU, 5ITPPING. INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE
PROVISIONS OF NDS (NATIO1,1AL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPIL ALPINE CONNECTORS ARE MADE OF 20GA XSTM "53 GR40 GALV. STEEL
EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OFTRUSS MD. UNLESS OTHERWISE LOCATED ON
THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 10 �Z THE SEAL ON THIS DRAWING INDICATES
ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY MR THE TRUSS COMPONENT
DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING
IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSYTPf 1-105 SECTION 2.
Julius Lee P.E.
License # 34869
1455 SIN 4th Avenue
Delmy Beach, FL 33444-2161
TC LL 20.Opsf
� �E
TC DL 15.Opsf
BIG DL 10.0PSf
5g
BC LL* 10.0PSf
TOT.LD. 45.0psf 2' zo
REF
DATE 11-12-2007
DRWG
—
JC
2900 Injiustriol.0rd
Fort Nerve. 111. 34946
PlIDIVU; (72) 466-3388
(7-M466-cl.329
01A LEN. 390308
DUR.FAC. 1.25
JOB #: 70892
SPACING 24.0"
TYPE SPEC
Top chord 2x4 SIR #2 :T1 2x4 SP 01:
Bot chord 2x4 SP #2 :131 2x4 SP SS Dense:
:132 2x4 SP #1:
Webs 2x4 SP #3'.W12 2x8 SP 2400f-2.OE:
A) IM -r brace. 80% length of web member. Same species & grade or better, attached voth 8d Box or Gun
0.1 13"I2.5%min.)nails @ 6" OC. or (1) confinuous lateral brace equally spaced on member.
Calculated vertical detection is 0.09" due to live load and 0.30" due to total load at X = 3-11-13.
Truss checked for 25D# movable concemirated load along Bottom Chord, concurrent Wth design gravity loads
t -4�
MIS OWE. PREPARED BY THE ALPINE JOB DESIGNER P
140 mph Wind, 15.00 111 mean hgL ASCE 7-02, CLOSED bidg,
DL=5.0 psf. wind BIG DL=3-0 psf.
Wind reactions based on IVWFRS pressures.
Right end vertical not exposed to Wind pressure.
Bottom chard checked for 10.00 psf non-concument live load.
Defection meets 11360 live and 1-1240 total load.
17' 33'11"8 3"
17' 4 16'1j6
T9"4 2 142 3� 32'wl 1-8 3Y3
98 6 14 1 8!4
T9w4 6 2-K4 4"A'S"6 54"
IVIFR'S LAYOUT
It from roof edge, CAT 11, EXP 8, %vind TC
5 A 5X6 4X6 5X8 5X6
4X,
12
5X6
7XZ8
4X12
T1 B2
2
w 12
2)
4X5(A �2 i -1 1
Pi F7 MID 1-Ni M '42
1� H0610 3X4
�- 2' -�—
Rv=-2045# U=506# �W—=!
SEAT PLATE REQUIRED
,KE = 2'2"13
; = 197
Mr. 'I'l? IjS9 colt 1'.
A�
MOO IntlowlaI.Qrd
Fort View e. 11-1- 3046
PlIURC: C—,2) 466-3388
TW4 14'6*12
Tg"4 14'8'8 6'9"8
14'8"8
BE RESPONSIBLE FOR
CONFORIMVNCE WITIll I
326"
678
4
3�18
401'4
393"8
1
3�8 6�'Tl 4
OMP4
pili 11 1 2
29'5'12
39.3-82"41
1,V7"8
2'8"12
7-1-
- 3978
Rv=-2723#
U=647# W=4"
RIGHT JIG = 10716
SEQ = 4073
QTY=1 TOTAL=1
REV.
7.33.0107.17 SCALE =0.1 875
ING. SHIPPING. INSTALLING
UBLISHED BY TPI (TRUSS
Julius LED P.E.
TC LL
20.Opsf
REF
I S� PRACTICES
MD. TOP CHORD SHALL HAW
License 9 34869
TCDL
15.0PSf 'WE
D-
DATE 11-12-
. HAVE A PROPERLY ATTACHED RIGID
9
�LATIONI COI,�M�jqf.
BCDL
10.0PSf
DRWG
BC LL*
*
10.0pisf
n .
00
ic
TOTA-D.
45.Opsf
TZ
CIA LEN. 390308
DUR.FAC.
1.25
JOB #: 70892
4th Avenue
ach.FL33444-2161
SPACING
24.0-
TYPE SPEC
Top chord 2x4 SP#2.'T1 2x4 SP#1:
Bot chord 2x4 SP SS Dense :B2 2x4 SP #1: :134, B5 20 SP 92:
Webs 2x4 SP #3:W1 120 SP SS Dense:
(A) 1x4 "r brace. 80% length of web member. Same species & grade or better, attached with 8d Box or Gun
(0.11 3x2.5",m[n.)naiIs @ 6" OC. or (1) continuous lateral bnace equally spaced on member.
Calculated vertical deflection Is 0.25" due to live load and 0.46" due to total load at X c 19-64
Truss checked for 25D# movable concentrated load along Bottom Chord, concurrent with design gravity loads
15,
T9"4
140 mph wind. ISM It mean hgt. ASCE 7-02, CLOSED bldg. not
DL=5.0 psf, wind BC DL=3.0 psf.
Wind reactions based on MWFRS pressures.
Right end vertical not exposed to wind pressure.
Bottom chord checked for 10.00 psf non -concurrent live load.
Defection meets 1-1360 live and L1240 total load.
MFRS LAYOUT
it from mof edge, CAT 11. EXP B. wind TC
2X3 5X8 5X8 5X8
3X4
6 12 5,X6 7X8 Tt
B4 (A)
T1 —402
91
�2
3 12
4X6(A2,)
M
6XIO 3X6 0 3X6 3X4 3X4 3 6
2-
Rv--2073# U=511# �W—=l
SEAT PLATE REQUIRED
-r. -rit us'; colt 1�
24)00
Fort Pierce. FL. 34946
PIFUM; (772) 466-3388
rax: (772) 4(;(-q.129
7T9*4
T9"4 163.8
324" 3-11-8 T
L
1 3419-2-12 1 22-3-12 2%:2 3�� "8 361"12 8
r �_T M
.12 .1 2 �jj 3'111"41 39-3-8 3??1'2
4�2"112 9'11 V8 2'8"12 ri,
39'3"8 Rv=-22011# U=583# W=4'
Rv=922# U=117# W=3-8
QTY=1 TOTAL=1 REV. 7.33.0107.17
Lee P.E.
a # 34869
4th Avenue
RIGHT JIG = 8'6"5
SEQ = 4072
SCALE =0.1875
REF
TC ILL
zu.UPST
TC DIL
15.Opsf
BC DIL
1 0.0PSf
BC LL*
10.0PSf
TOT.LD.
45.Opsf,
DUR.FAC.
1.25
SPACING
24.0"
N DATE 11-12-2007
ic
O/A LEN. 390308
JOB M 70892
TYPE SPEC
Construction arrd
Top chord 2x4 SP #2
Bot chord 2x4 SIP SS Dense:B3 2x4 SIP 91:
Webs 2x4 SP 93
(A) 1x4 'T' brace. 80% length of web member. Same species & grade or better, attached with 8d Box or Gun
(0.1 13"x2.5",min.)nalls @ 6" OC. or (1) continuous lateral brace equally spaced an member.
Calculated vertical deflection is 010" due to live load and 0.31' due to total load at X = 32-3-7.
Truss checked for 250# movable concentrated load along Bottom Chord, concument with desIgn gravity loads.
is
13'
20'8"9
THIS DWG. PREPARED SYTHEALPINEJOB DESIGNER PROGRAM FROMMUSS MFRS LAYOUT
140 mph wind. 15.00 it mean hgL ASCE 7-02. CLOSED bldg, not located within 4. 50 it from mof edge. CAT 11, EXP B, wind TC
DL=5.0 psf, wind BC DLc3.0 psf.
Wind reactions based on MWFRS pressures.
Right end vertical not exposed to wind pressure.
Bottom chord checked for 10.00 psf non-concument live load.
Deflecthon meets U360 live and U240 total load.
37'1 V8
36'1'12
5X8 3X4 5X6 5X6 5X6
IN 2X3
6 5X6
(A)
A)
4X8(B3)
2X3 3X4 ... H0308 778
4X6 ��4XI,
3678
. I b J-4 ti�-Iz f U-u 393"8 f b-9 ('879 3' 1-1;
Rv=-2281# = 6# W=8" 39'3"8 Rv=-2461# U=625ft W=3*8
SEAT PLATE REQUIRED
LEFT RAKE = 2'2"13
LEFT JIG = 14'8"5
DESC. = A6
PLT. TYP.-WAVE
mr.'I'Miss CORR.
Ad :�
MOO Industrixi Mrd
Fort 11jerv& FL. 34946
Plaukc; (772) 466-3388
Fmi: ('772) 466 -9-129
REFER TO HIS-91 flHANDUNG INSTALUNG AND BRACINGI. PUBLISHED BY
RIGID
-ESS OTHERWISE LOCATED ON
THIS DRAWING INDICATES
I THE MUSS COMPONEW
tn(��LARBUILOING
T
RIGHT JIG = 6
SEO =
--o,9'4"
3 Lee P.E.
TC LL
20.Opsf
REF
se # 34869
TC DIL
15-OPSf
V)
'M
DATE
11-12-2007
BC DL
BC LL*
TOT.LD.
1 0-10PSf
10.0psf
45.Opsf
'o
Z'
DRWG
ic
O/A LEN.
400208
DURYAC.
1.25
JOB #: 70892
SW 4th Avenue
I Beach, FL33444-2161
SPACING
24.0"
TYPE
—
SPEC
DD:�iuts-jz),L;oastaiL;onstmCtionano LOt1b01Af THIS DING. PREPARED BYTHE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT
Top chord 2x4 SP #2 :T2 20 SP #1: 140 mph wind, 15.00 ft mean hgt, ASCE 7-02, CLOSED bldg. not located within 4# it from roof edge, CAT 11, EXP B, wind T(
Sot chord 2x4 SP SS Dense DL=5.0 psf, wind BC DL=3.0 pal.
Webs 2x4 SP #3
Wind reactions based an MWFRS pressures.
(A) lx4 �I- brace. 80% length of web member. Same species & grade or better, attached with Sit Box or Gun
(0.1 13"x2.5,min.)nalls @ 6" OC. or (1) Continuous lateral brace equally spaced on member. Right end vertical not exposed to wind pressure.
Calculated vertical deflection Is 0.26" due to live load and 0.48" due to total load at X = 18-1-14
Truss checked for 250# movable concentrated load along Bottom Chord, concument with design gravity loads
T
Bottom chord checked for 10.00 psf non -concurrent live load.
Deflection mi U360 live and U240 total load.
5'9"4 " " 14 2
69*4 111 28'3'8 1 0
"i 12 18-3-10 Lr3'40
7'3"10 6!2-"1'4
7X8 3X4 5X6 4X6 5X8
12
6 U7- 3X4 A) (A) (A)
(A) b in
4XS(B3) It.
':'_��2 �3� 5X6 4X4 5X8
4X4
5'9"4 ill 18'3"10
— 574 5712 T3'10 39'3'8 7'3"10 7'3'10 6'2"14 1"12
Rv=-2449# = '8# !W=8* 39'3"8 Riv=-2272# U=605# 3"S
SEAT PLATE REQUIRED
LEFT RAKE = 2713
LEFT JIG = 12'5"8
DESC. = A7
PLT. TYP.-WAVE
1. Qq r
-r.-I-Imsscoml
A b�
Z1100 Inclustriall'33rd
Fort Vierce. FL. 34946
PlIDTIC: (172) 466-3398
rax: (-)2)46(-0.129
RIGHT JIG = 2
qrf) =
QTY=1 TOTAL=l
��F-
Julius Lee P.E.
TC LL
zU.UPST
REF
_LHAVE .
License # 34869
TC DL
15.Opsf
�w
0-
DATE
11-12-2007
TTACHED RIGID
IR.
BC DL
1 0.0PSf
DRWG
THIS
BC LL*
10.0psf
ic
!CABLE
O/A LEN.
400208
AND
V.SnEL
45.0PSf ca,
TOT.LD. Z
LOCATED ON
)ICATES
DUR.FAC.
1.25
JOB #: 70892
—
PONENT
ING
1455 SW 4.. Aveme
FI �91AI
SPACING
24.0"
TYPE
HIPM
Top chord 2x4 SP 92
Bot chord 2x4 SP SS Dense
Webs 2x4 SP #3
(A) 1x4 -r brace. 80% length of web member. Same species & grade or better, attached with Sd Box or Gun
(0.11 3d)2.50.min.)nalls, @ 6w OC. or (1) continuous lateral brace equally spaced on member.
Bottom chord checked for 10.00 psf non-concument live load.
Calculated vertical deflection is 0.32" due to live lead and 0.58" due to total load at X = 16.9-10.
Truss; checked for 250# movable concentrated load along Bottom Chord, conctiment with design gravity loads.
THIS DING. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRIIISS MFRS LAYOUT
140 mph Wind, 15.00 It mean hgL ASCE 7-02, CLOSED bldg, not located within #0 it from roDf edge, CAT 11, EXP B, wind
DL=5.0 Pat wind BC DL=3.0 psf.
Wind reactions based on NlWFRS pressures.
Right end vertical not exposed to wind pressure.
�B) 2x4 "T" brace. 80% length of web member. Same species & grade or better, attached with 16d Box or Gun
0. 1 35"x3.5",min.)naiIs @ G" OC. or (1) continuous lateral brace equally spaced on member.
Deflection meets U360 live and 11240 total load.
5X6 4X4 5X6 4X4 7X8 2X3
12 2X3 T
6 (A)
4X8(B3) INS I
7X8 3X4 H0610 5X6
91 16,9110
Rv=-24499 U=635# I W=I
SEAT PLATE REQUIRED
Ltt- I KAM� = Z Z 10
LEFT JIG = 10'2"111 RIGHT JIG = 30'8"2
DESC. = A8 SEQ = 4069
PLT. TYP.-WAVE FBC/TP12002(STD)CIVRT=1.W(I.25YIC(0) QTN--1 TOTAL=1 REV. 7.33.0107.17 SCALE=0.1875-
-NARNING— TRUSSES REQUIRE ENTREME CARE IN FABRICATING. HANDLING. SHIPPING, DISTALUNG
Julius Lee P.E.
TC LL 20.Opsf
REF
AND GRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS
PLATE INSTITUTE. W DX)NOFRIO DR. SUITE 200. MADISON. VVI. W719) FOR SAFETY PRACTICES
INDICATED, TOP CHORD SHALL HAVE
License # 34869
TC DL 15.0PSf 0
DATE 11-12-2007
PRIOR TO PERFORMING TH ESE FUNCTIONS. UNLESS OMERWISE
PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAW A PROPERLY ATTACHED RIGID
.
CEILING. —WPORTAN�- FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
BC DL 10.0PSf
DRING
&PINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR MY DEVIATION FROM THIS
ic
DESIGN: MY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WIml TPI; OR FABRICATING.
HANUUNU. b"jePING. INSTALLING AND BRACING OF TRUSSES. DESIGN C*NFORh1SvVmH �PLICABLE
AMERICAN FOREST AND
BC LL* 10.0PSf
06
2900 Industrizil.13rd
Fort Vierc& I'L. 34946
PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY ME
PAPER ASSOCIATION) MD TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM M53 GR,10 �V. STEEL
TOT.LD. 45.Opsf Tz'
O/A LEN. 400208
1.25
JOB #: 70892
EXCEPTAS NOTED, APPLY CONNECTORS TO EACH FACE OF TRUSS AND. UNLESS OMERWISE LOCATED ON
ON MIS DRAWING INDICATES
(—,2) 466-3388
MIS DESIGN. POSITION CONNECTORS PER DRAWINGS 160 A.Z. THE SEAL
DUR.FAC.
("-j2)46(-1)329
ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
DESIGN SHMN. ME SUITABILffY MO USE OF MIS COMPONENT FOR MY PARTICULAR BUILDING
1455 SW 4th Avenue
24.0'
HIPM
IS ME RESPONSIBILITY OF THE 131.111ONG DESIGNER PER ANSVTPI IANS SECTION 2.
Pelmy Beach, FL 33444-2161
SPACING
TYPE
ob:(7UB92),(;oastal(;onstructionand Lot185/A9G THIS OWE. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT
Top chord 2x6 SP#2:Tl 2x4 SP#2: 2 Complete Trusses Required
Bot chord 2x4 SP #2:B2 2x4SP SS Dense:
Webs 2x4SP#3:WlO2x4 SP#2::Wl I 2x6SP#2:
140 mph wind, 15.00 ft mean hill. ASCE 7-02, CLOSED bidg, Located anywhere in roof. CAT 11, EXP B, wind TC DL=5.0 psf,
Wind BC DL=3.0 psi.
#1 hip supports 7-0-0 jacks With no webs.
Left side jacks have 7-0-0 setback with 0-0-0 cant and 2-1-9 overhang. End jacks have 7-0-0 setback with 0-0-0 cant and
2-1-9 overhang. Right side jacks have 0-" setback with 0-0-0 cant and 0-0-0 overhang.
Deflecrion meets U360 live and L1240 total load.
T
13'5'9
Nailing Schedule: (0.131'xY_Gun_maIs)
Top Chord: 1 Row @12.00" o.c.
Bat Chord: 1 Row @12.00" o.c.
Webs : 1 Row @ 4"o.c.
Use equal spacing between rows and stagger nails
in each raw to avoid splitting.
Wind reaciRms based on MWFRS pressures
Right end verlical not exposed to wind pressure.
Calculated vertical deflecton is 0.45* due to live load and 0.78" due to total load at X = 19-11-2.
675
519"5
7X8 3X4 7X8 2X3 8X10 7X8
12
TI
Wit
4X8(B3) >1 -L
�0610� �4 Hublu 5xo r
4X�
T
3377 39'G*12
r 675 39'3'8 676 6'75 5'9`5 2,12
Rv=4150# ilh—l&#! W=8- 39'3"8 Rv�-4203# U=1135# ;�=3'6
SEAT PLATE REQUIRED
—WARNIN� TRU55ES RLQUI.� �1.1.1 .� Iry
ANDBRXCING. REFER TO HIR-91 (HANDLINGINSTAULING AND B�CING), PUBLISHED BY TPI(TRUSS
Julius Lee P.E.
PLATE INSTITUTE. 583 DPONOFRIO DR. SUITE 200. MiVHSON. WL 53719) FOR SAFETY PRACTCES
License # 34869
PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHVVLL HAVE
PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID
CEILING. "IMPORTANI" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
ALPINE ENGINEERED PRODUCTS, INC. S� NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMMCE WITH TPI; OR FABRICATING,
�Uurvu. SHaPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE
2.900 InrilUstrial '.�Jlrd
Fort View VL- 34946
PROVISIONS OF NDS (NATONAL� DESIGN SPECIFICATION PUBLISHED BY ME AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ME MADE OF 20GA ASTM A653 GR40 GN-V. STEEL
e.
EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON
PIU111t; (772) 466-3398
THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 160 A-Z THE Sr� ON THIS D�WING INDI�TES
ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
1455 SW 4th Avenue
ram (772) 46(-It.129
DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR MY PARTICULAR BUILDING
r,r. ,
Delray Beach, FIL 33444-2161
REV. 7.33.0107.17
TC LL
20.Opsf
TC IDL
15.Opsf
BC DL
10.Opsf
BC LL*
10.0psf *
TOT.1-13.
45.Opsf
DURFAC.
1.25
SPACING
24.0"
RIGHT JIG = 32'6"4
SEO = 4103
SCALE =0.1875
REF
E
DATE 11-12-2007
0 DRWG
10
0 JC
03
O/A LEN. 400208
JOB #: 70892
�b:(70892),(;oastai(;onstructionand Lot 1651131 THIS DWG. PREPARED BY THE ALPINE JOB DESIG�ER PROGR�M FROM TRUSS MFRS LAYOUT
Top chard 2x4 SP #2 :T2, T3 2X6 SP #2:
140 mph wind, 15.45 It mean hgL ASCE 7-02, CLOSED bldg, not located within 4 50 Ift from roof edge, CAT 11, EXP B, wind TO
Bot chord 2x6 SP #2:131 2x4 SP #2:
DL=5.0 psf, wind SO DL=3.0 psf.
Webs 2x4 SIP #3
:Rt Wedge 2x4 SIP 93:
Wind reactions based on MWFRS pressures.
Left end vertical not exposed to wind pressure.
Calculated horizontal defledon is 0.13" due to live load and 0.17" due to dead load.
Bottom chord checked for 10.00 psf non-concument live load.
�A) 1x4 "T" brace. 80% length of web member. Same species & grade or better. attached with So Box or Gun
0.11 3x2.5',mln.)naih; @ 6" OC. or (1) continuous lateral brace equally spaced on member.
Calculated vertical deflecdon is 0.20" due to live load and 0.47' due to total load at X = 21-9-8.
Defection meets U360 live and U240 total load.
24�3"4 39'2"8
6'7"4 11'u"Iz 11'3"12 16'6"10 lZil b 24'3"4 31'6"5 14 ''31-3-12 3978
I 6-r4 t 4'8'8 5'2"14 7'8*10 T3'1 2'9'7 410"12
11. �'� 2
6-r4 21V8 -li4 1�83
F"I 7';4. 4 88 2178 10'5"12 %3. 2 41-5-153978
Rv=-1991# �=�w# IW=7"4 Vr4 8" 14'6"4 Irs" R,-1842# U=576# 0=7-4
SEAT PLATE REQUIRED
= 2711
15'
—r. -1-1? uss col? 1�.
An>t�nr
2900 Intlustriall Urd
Fort Pien e. VL- 34946
PIMINC: (",21466-3388
rN 1! 2) 4(if-'-u 29
COPY OF
QTY= 2
P.E.
-ESS OTHERWISE LOCATED ON
THIS DRAWING INDICATES
I THE MUSS COMPONENT 1455 SW 4th Avenue
ARTIC 1D.l.v Beach- FIL 33444-2161
�LAR BUILDING
REV. 7.33.0107.17
TIC LL
20.0psf
TC DIL
15.10PSf
BC DIL
I O.Opsf
BC LL*
10.0PSV
TOT.LD.
45.Opsf
DURFAC.
1.25
SPACING
24.0"
RIGHT JIG = 16'10"8
SEQ = 4067
SCALE =0.1875
REF
DRWG
0
ic
A 01A LEN. 390208
1 JOB #: 70892
Top chord 2x4 SP 92
Bot chord 2x4 SP #2
Webs 2x4 SP #3:W6 2A SP SS Dense:
Left end vertical not exposed to vand pressure.
Bottom chord checked for 10.00 Pat non-concturrent live load.
Deflection meets L/360 live and L1240 total load.
Rv=-728# U=331# W=7"
SEAT PLATE REQUIRED
THIS DWG. PREPARED By THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOU'r
140 mph Wnd, 15,45 ft mean hgt ASCE 7-02, CLOSED bldg, not located vAthin 4. 50 ft from roof edge, CAT 11,
Wind reactions based on MWFRS pressures.
DL=5.0 Pat. wnd BC DL=3.0 Pat.
(A) 1x4 'T" brace. 80% length of web member. Same species &grade or better, attached vvith Ed Box or Gun
(0.1 13"x2.5",mIn.)naiS @ 5' OC. or (1) continuous lateral brace equally spaced on member.
Calculated vertical deflection is 0.18* due to live load and 0.37' due to total load at X = 26-5-7.
Shim all supports to solid bearing-
11:33"12 24'3"4 1 392*8
57'14 1 1 .1i 11'3"12 12'11'8 2474 31'6'5 14'11'4 8
6'74 T3*1 1
57'14 57"14 A�A"! I Lr8 3
2�22 ljob I o
I T10*10 -3
4 13-6.1 �'1�8 21-9.8 4':F8 9-18a, 19'2'R T8-i
Rv�-1908# U=475# W=8"
SEAT PLATE REQUIRED
Rv=119D# U=417# �=7"4
In
IN
LEFT RAKE = 2711
LEFT JIG = 15' RIGHT JIG = 16'10"8
DESC. = B2 SEQ = 4078
PLT. TYP.-WAVE FBCrrP12W2(SM)C�VRT=I.M(1.25YlO(0) QTY= 3 TOTAL= 3 REV. 7.33.0107.17 SCALE =0.1 875
AE
*1VARNING— TRUSSES REQUIRE �REME CARE IN FABRICATING. HANDLING. SHIPPING, INSTALLING
MO BRACING. REFER TO H113-91 (HMOLING INSTAIJUNG AND SPACING). PUBLISHED BY TPI (rRUSS
PLATE INSTITUTE. BIG IYONOFRIO DR.. SUITE 2W. MADISON. Va. 0719) FOR SAFETY PRACTICES
PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SRx-L HAvE
PROPEMLYATTACHED SMUCTURA-PANELS AND BOTTOM CHORD SHAUL HNVEAPROPERLYATTACHED RIGID
CEILING. "IMPORTANT— FURNISH A COPYOF THIS DESIGN TOTHE INSTALLATION CONTRACTOR.
ALPINE ENGINEERED PRODUCTS, INC. SIRAUL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
DESIGN; MY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE VVHH TPI; OR FABRICATING.
HANULINU. SHIPPING, INSTALLING AND BRNCING OF TRUSSES. DESIGN CONFORMS W" APPLICABLE
PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ME MADE OF 200A ASTM A653 GR40 GA-V. STEEL
EXCEPT AS NOTED. MPLY CONNECTORS TO EACH FACE OF TRUSS MD. UNLESS OTHERWISE LOCATED ON
THIS DESIGN. POSITION CONNECTORS PER DRAIVINGS 160 A-Z THE SEAL ON THIS DRAWING INDICATES
ACCIPTANIE OF PROFESSIONAL ENGINEERING RESPONSIBILM SOLELY FOR THE TFtUSS COMPONENT
DESIGNSHOWN. THE SUITABILITYAND USE OPTICS COMPONENT FOR MY PARTICULAR BUILDING
IS THE RESPONSIBIUTYOFTHS BUILDING DESICNER, PER ANSIITPI 1-1995SECTION 2.
Julius Lee P.E.
License # 34869
1455 SW 411, Avenue
Delmy Beach. FL 33444-2161
TC LL 20.Opsf
I-C DIL 15.0PSf 0 E
BC DIL 10-0PSf
BC LL* 10.0psf.
TOT.LD. 46.Opsf M 0
REF
DATE 11-12-2007
DRWG
ic
MOO Industrial.113rd
Fort Pierce. UL. 34946
Phillit; (7,2) 466-3388
rNI: C.721466--).129
O/A LEN. 390208
DURFAC. 1.25
JOB #: 70892
SPACING 24.0"
TYPE SPEC
Top chord 2x4 SP #2
Sot chord 2x4 SP #2
Webs 2x4 SP #3
End verticals not exposed to vAnd pressure.
Bottom chord checked for 10.00 Pat non-concunrent live load.
Deflection meets L1360 live and Lr240 total load.
140 mph wind, 15.30 ft mean hgt, ASCE 7-02, CLOSED bldg. not located vvithin 4.50 ft from roof edge, CAT 11, EXP B, vAnd TO
DL=5.0 psf. Mud SO DL=3.0 Pat
Wind reactions based on MWFRS pressures.
(A) 1x4 "r brace. 80% lengLh of vveb member. Same species & gmde or better, attached VAth 8d Box or Gun
(0.1 13*x2.5*,min.)naIIs @ 6" OC. or (1) continuous lateral brace equally spaced on member.
Calculated vertical deflection is 0.03' due to live load and 0.06" due to total load at X = 21-9-8.
Shim all supports to solid Bearing.
T b
T'
FD
N
4�941
T'2—'-1 i 4"l 4'V
21'9�8 1
-12
4`5 2 31-10-12
Iff-14
13'6"8
8-3-
101*4
�=7"A
31'10"12
Rv�-751# U=246#
Rv=841# U=288# WL3"8
SEAT PLATE REQUIRED
Mr, 'I'1?IjS% CORI,.
Ad: �
MO [ruJustrial'.1l3rd
Fort Pierce. FL. 34946
PlItinc; (M) 466-3388
rmi: ("-12)4(6-fM29
AS NOTED. API
aGN. POSTION
WCE OF PROF
Rv=1540# U=471# W=8*
SEAT PLATE REQUIRED
BE RESPONSIBLE FOR
RIGHT
QTY=1 TOTAL=1
Julius Lee P.E.
TO LL
20.Opsf
HAVE
Ucense # 34869
TCDL
15.0psf
ACHED RIGID
BC DL
1 0.0PSf
Is
kSLE
BC LL*
10 Opsf . zj
STEEL
TOT.LD.
45.Opsf
CATED ON
ATES
DURYAC.
1.25
NENT
1455 SW 4th Avenue
SPACING
24.0"
Dalmy Beach. Fl- 33444-2161
__0,9'4"
JKj = I �1'15
SEQ = 4076
SCALE =0.1 876
REF
DATE
11-12-2007
DRWG
ic
O/A LEN.
311012
JOB #: 70892
TYPE
SPEC
Top chord 2X4 SP #2
Bat chord 2x4 SP #2
Webs 2x4 SIP #3
End verricals not exposed to Wind pressure.
Bottom chord checked for 10.00 psf norPocmcurrent live load.
Deflection meets U360 live and U240 total lead.
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MIMS LAYOUT
140 mph Wind. 15.00 it mean hgt. ASCE 7-02, CLOSED bldg. not located Within 4.50 It from met edge, CAT 11, EXP B. wind TIC
DL=5.0 psf, wind BC DL=3.0 psf.
Wind reactions based on MWFRS pressures.
(A) 1X4 wr brace. 80% length of web member. Same species & grade or better, attached wth Bd Box or Gun
(0.1 13'x2.5',mm.)naiIs @ 6* OC. or (1) continuous lateral brace equally spaced on member.
Calculated vertical deflection is 0.15' due to live lead and 0.30' due to total load at X = 17-4-3.
Shim all supports to solid bearing.
2874 ' " 2 q
20'11"8 O;� 2
13'6*8 4
3 '.;93111
7'3"12 6'2"12 '5"12 X4" 3�
12 5X8 2X3 5X6 2X3 5XS
C7� 3)(4
4X4 5X8
(A)
T
51— 3X4
T to
12
<N
2P 1 &3"4 — 1 4 187"8
T3�12 - 31510-812
t 01�
T3"12 Z�l 8
F2 U 25 2
13'6"8 31'10'12
13'6"8 31'10"12 8-3- 10'1"4
Rv--7439 U=231# �=7"4 Rv=-835# U=279# W1:3"8
SEAT PLATE REQUIRED
,E = 2711
= 10'8"11
Rv=-1553# U=488# W=8"
SEAT PLATE REQUIRED
1 TOTAL= 1
_V-4-
RIGHT JIG = 5'8"15
SEQ = 4083
SCALE =0.1875
rit Ijss COI? III
.........
AM) BFV,CING. REFER TO H&SI (HMDUNG INSTALLING AND BRACING). PUBLISHED BYTPI (TRUSS
PLATE INSTITUTE. 583 DONOFRIO DR.. SUITE 200. MADISON, WI. 53719) FOR SAFETY PRACTICES
PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHIN-1. HAVE
PROPEM-YATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HNJE A PROPERLY ATTACHED RIGID
CEILING. -IMPORTANT- FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRV�CTOR.
A -PINE ENGINEERED PRODUCTS, INC. SHAUL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING.
PA PRJUN�, ..,ING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE
ROVISIONS OF INDS NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) MD TPI. A -PINE CONNECTORS ARE MADE OF 20GN ASTIM A653 GR40 GaV. STEEL
EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS MD. UNLESS OTHERWISE LOCATED ON
THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 10 A-Z THE SEA. ON THIS DRAWING INDICATES
ACCEP`FMCE OF PROFGSSIO� ENGINEERING RESPONSIBILUN SOLELY FOR THE TRUSS COMPONENT
DESIGN SHOWN. THE SUPTABILITY AND USE OF THIS COMPONENT FOR MY PARTICULAR BUILDING
Is THE RESPONSIBILITY OF THE BUTUDING DESIGNER, PER ANSFITPI 1 -1 "S SECTION 2,
Julius Lee P.E.
License If 34869
1455 SW 4th Avenue
Delray Beach, FL 33444-2161
TIC LL ZU.UPST
TC OL 15.Opsf w
BG DL 1 0.0PSf
BC LL* 10.0PSf
TOT.LD. 45.OpSf
REF
DATE 11-12-2007
DRWG
ic
00 Int)ostrial
Fort Pierm UL. 34946
Phone; (772) 466-33HS
rar. (7—j2)46(-U29
O/A LEN. 311012
DURFAC. 1.25
JOB #: 70892
SPACING 24.0"
TYPE SPEC
Top chord 2x4 SP 92
Bot chord 2x4 SIR 92
Webs 20 SP 03
End verticals not exposed to Wind pressure.
Calculated vertical deflection is 0.14" due to live land and 0.28" due to total load at X = 17-4-3.
Shim all supports to solid bearing.
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT
140 mph wind, 15.00 it mean hgt, ASCE 7-02. CLOSED bIdg, not located Within 4.50 it from roof edge, CAT 11, EXP B, Wad TC
DIL-5.0 psi, wind BC DL=3.0 psf.
Wind reactions based on MWPRS pressures.
Bottom chord checked for 10.00 psi non-concument live load.
Collection meets U360 live and U240 total load.
9:9:1� 9'6"14 13'6"8 17'8" 24'l 1 n8 2178 25'11" 3074 3990-1
5712
4'3"2 3'11"10
12 5X6 3X4 2 3 5XIS 2X3 3�� aA.
6 F,-,- - - — - 3X4
3X4 mA 7X8
5XT P 40
2 a, 'Tl-
T
!a 12
2�3 4X8 WA
4AU 9
1374 18`7"8 `1 '
13,618 31'10"12
;3"1__
8'2"12 8 '�io. 178
6-3-12 :IV . 12
13'6*8 R-
13'6'8 87
10'1"4
Rv--748# U=229# b=74 31'10'12
R�-839# U=277# VV13"8
SEAT PLATE REQUIRED Rv�-1544# U=499# W=8'
SEAT PLATE REQUIRED
LEFT RAKE = 2711
LEFT JIG = 8'8"
DESC. = B5
PLT. TYP.-WAVE
FBCnPl2CD2(STD) Cq/RT=1.0O(1.25YI0(0) QTY=1 TOTAL=1
REV. 7.33.0107.17
RIGHT JIG 3'1 V
SEQ = 4082
SCALE =0.1 875
'1VARMING" TRUSSES REQUIRE EXTREME CAPE IN FABRICATING HANDLING. SHIPPING. INSTALLING
AND BRACING. REFER TO HIB-91 (HMDLING INSTALLING AND BRAbING), PUBLISHED BY TPI (TRUSS
PLATE INSTITUTE. 583 IYDNOFRIO DR.. SUITE 200, MADISON. WIL 0719) FOR SAFETY PRACTICES
PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SI-ALL HNOE
PROPERLY ATTACHED SMUCTURAL PMELS AND BOTTOM CHORD SHAUL HAVE A PROPERLY ATTACHED RIGID
CEHUNG. -IMPORTAN�- FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
ALPINE ENGINEERED PRODUCTS. INC- SHALL NOT BE RESPONSIBLE FORANY DEVIATION FROM THIS
DESIGN; MY FAILURETO BUILD ME TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING.
�UUNU.bml?PING.INST�INGMDBMCINGOFTRUWES. DESIGN CONFORMS WITH APPLICABLE
PROVISIONS OF NOS (NATOMIU. DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GRQ GAI.V. STEEL
E)ICEPT AS NOTED. "PLY CONNECTORS TO EACH FACE OF MUSS AND. UNLESS OTHERWISE LOCATED ON
THIS DESIGN. POSITON CONNECTORS PER DRAWINGS 160 XZ THE SEA- ON THIS DRAWING INDICATES
ACCEPTANCE OF PROFESSION& ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
DESIGN SHOWN. THE SULTIBMUTY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING
I IS THE RESPONST
Julius Lee P.E.
License # 34869
1455 SW 4th Avenue
Pelray Beach, FIL 33444-216
TIC LL
TCDL
BC DL
BC LL*
TOT.LD.
20.Opsf
15.0PSf
10.0PSf
10.0PSf
45.Opsf
Tz'
REF
DATE 11-12-2007
DRWG
ic
Fort Pierce. 11:1. 34946
PTILTIAC: (7-72) 466-33911
rwi: (772)466-')329
O/A LEN. 311012
DUR.FAC. 1.25
JOB #: 70892
, SPACING 24.0"
TYPE SPEC
'...k .... �j 1�1..0 �IL .... ... U 1.1 .. I
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
End verticals not exposed to Wind pressure.
Bottom chord checked for 10.00 psf non�nwment live load.
Deflectio. eneele U36D live and Lt240 total lead.
T
bT
8'4"6 13'3*4
3V3'12 60"10 410"14
12
140 mph Wind, 15.00 ft mean hgLASCE 7-02, CLOSED bldg, not located within 4.50 f1from met edge, CAT 11,
DL=5.0 psf, wind BC DL=3.0 psf.
Wind reactions based on MWFRS pressures.
(A) 1x4"T" braw. 80% length of web member. Same species & grade or better, attached With SO Box or Gun
(0.1 13")a.5",minI @ 6" OC. or (1) continuous lateral brace equally spaced on member.
Calculated vertical deffection is 0.12'due to live load and 0.24' due to total lead at X = 3-8-1. 7
5X6 3X4 5X6 3X4 5X8 2X3
2X3 TT
. In
b 0
M
3X4 3X6 2X3
3X4
1�4 1374 3 V6 1878 6
6X6 IX
W4"6 ?�8 31ij
19512 1
13" 1 _�412 4
8'4*6 13*5" 1 41-0 11'11"4 , 6'0"12 �6 �93 0*12 1
�4 13'5* 1'6*4 16111"8
Rv=-700# UI �=741 31'10'12 1
Rv=-827# U=272# W13"8
SEAT PLATE REQUIRED Rv�-1613# UI W=8"
SEAT PLATE REQUIRED
—e 4-
LEFT RAKE = 2'3"11 RIGHT JIG = 28'8"7
LEFT JIG = 6'8"10
DESC. = B6 SEQ = 4081
PLT. TYP.-WAVE FBCrrPI2002(SM)CqRT=I.W(1.25YIG(DI QTY=1 TOTAL=1 REV. 7.33.0107.17 SCALE =0.1875
i
-1NARNING- TRUSSES REQUIRE EXTREME CARE IN FABRIGAI IND, HANI SHIPPING. INSTALLING
ANDBRPCING. REFERTO HIB-91 (HANDLING INSTALUNGANDSRACING), PUBLISHED BYTIPI (TRUSS
PLATE INS71TUTE 583 DONOFRIO DR.. SUITE 200. MADISON. WIL 53719) FOR SAFETY PRACTICES
PRIOR TO PERF&MING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE
PROPERV( ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID
CEILING. "IMPORTANT- FURNISKACOPYOF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR MY DENIATION FROM THIS
DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH WI; OR FABRICATING.
RI SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE
PROOSIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCKTION) AND TPI. ALPINE CONNECTORS ME MADE OF 20GA ASTIM MKI GR40 GALV. STEEL
EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON
THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 160 AZ THE SEAL ON THIS DRAWING INDICATES
ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
DESIGNSHOWN. THE SUITABILITYAND USE OF THIS COMPONENT FOR MY PARTICULAR BUILDING
I IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI"] 1-1995 SECTION 2.
Julius Lee P.E.
License 0 34869
1455 SW 4th Ave
3u�2161
Pelray Beach, FLO
TC LL 20.Opsf
TCDL 15.0PSf -6
I!
BC DL 1 0.0PSf 5
BC LL* 10.0PSf 09
TOT.LD. 45.Opsf T zo
REF
DATE 11-12-2007
DRWG
JC
Fort Pierce. FIL. 34946
PlIVIVIC: (—,2) 466-33FIR
rNA: (772)46(--).129
O/A LEN. 311012
DURYAC. 1.25
JOB #: 70892
, SPACIN G 24.0'
TYPE HIPM
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP M
End verlicals not exposed to Wnd pressure.
Calculated vertical deflection is 0.12" due to live load and 0.25" due to WWI load at X = 343-5.
TT
12
6 F,;-
THIS DING. PREPARED By THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT
140 mph vand, 1 SDD ft mean hgL ASCE 7-02, CLOSED bldg, not located vothin 4.50 it from roof edge, CAT 11, EXP B, wind TO
DL=5.0 psf. vAnd BC DL=3.0 psf.
Wind reactions based on MINFIRS pressures.
Bottom chord checked for 10.00 psf non -concurrent live load.
Deflection meets U360 live and L/240 total load.
31'10*12
SX6 2X3 5X8 2X3 5X6 4X4
2X31
TT
4X8 A 4X8 3X6 4X4
13'3"4 V 197"8 30
WE ......
Rv=-7489 U=234#
LEFT RAKE = 2'3"11
LEFT JIG = 574
DESC. = B7
PLT. TYP.-WAVE
ZIDOO Indostriall.Urd
Fort View e. FL. 34946
MIMIC; (77 2) U6-3388
rAx: (7772)466-9329
8`1 8
IX5*
1'5"4 ityl
31'10'12
Rv=-W# U=277# MT8
Rv=-I544# U=511# W=8"
SEAT PLATE REQUIRED
-4,9-4-
RIGHT JIG = 3
Ar:() =
- —.1- — ... I 1--l- -1 111--l-
.. REFER TO 1-1111,91 (HANDLING INSTALLING AND BRNCING). PUBLISHED BYTPI (TRUSS
U7E. SIG DONOFRIO DR., SUITE 200. MADISON. Wi. 53719) FOR SAFETY PRACTICES
WORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE
TTACHED STRUCTURAL PMELS AND BOTTOM CHORD SHAUL HAVE A PROPERLY ATTACHED RIGID
ZPORTANT�' FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
qEERED PRODUCTS. INC. SHA11. NOT BE RESPONSIBLE FOR MY DEVIATION FROM THIS
FXLURE TO BUILD THE TRUSSES IN CONFORmMCE WITH TPI; OR FABRICATING.
HIPPING. INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE
OFNDS ATIONALDESIG P AND
AND VI �INEM ECIFICATION PUBLISHED BY�E AMERICAN FOREST
CMTION�N NNECTORS ARE UADE OF 20GAASTM A653 GR40 GA-V. STEEL
OTED. APPLY CONNECTORS TO EACH FACE OF TRUSS MD, UNLESS OTHERWISE LOCATED ON
POSITION CONNECTORS PER DRAWINGS 160 A-Z THE SEAL ON THIS DRAWING INDICATES
7 OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
NN THE SUITABILITY MD USE OF THIS COMPONENT FOR MY PARTICUL-AR BUILDING
ONSMILITY OF THE BUILDING DESIGNER PER ANSIMPI 1-1995 SECTION 2.
Julius Lee P.E.
License # 34869
1455 SIN 4th Avenue
Delray Beach, FL 33444-2161
TC LL
TC DL
BC DL
BC LL*
-4—
TOT.LD.
zu.upsl
15.0PSf
1 0-0PSf
10.0PSf
5-OPSf
REF
DATE 11-12-2007
DRING
ic
O/A LEN. 311012
DUR.FAC. 1.25
JOB 111: 70892
SPACING 24.0"
TYPE HIPM
,...k .... � I �UC��J �UII�UU�LlVgi 011U �UL I UO I WU�
Top chord 2x6 SP #2
Bot chord 2x4 SP #2
Webs 20 SP #3.W1, W4, W5. W13 2x6 SP 92:
:W6, W12 2x4 SP #2:
(A) 1x4 -1- brace. 80% length of web member. Same species & grade or better, attached with 8d Box or Gun
(0.1 13'x2.S",mJnL)nafls @ 6" OC. or (1) continuous lateral brace equally spaced on member.
Calculated vertical deflection is 0.11" due to live load and 0.18" due to role load at X = 22-7-6
Truss must be installed as shown Win top chord up
69"
13'3"4
31'10"12
140 mph Wnd, 15.00 it mean hgt, ASCE T02, CLOSED bldg, Located anywhere in roof, CAT 11, EXP B, Wad TC DL=5.0 psf,
wind BC DL=3D psf.
Wind reactions based on MWFRS pressures.
End verticals not exposed to Wind pressure.
Girder supports 7-0-0 span to TCIBC split one face and 2-0-0 span to TC/BC split opposite face.
Deflection meets U360 live and L/240 total load.
The TC of this truss shall be braced With allached spans at 24"OC in lieu ofstructural sheathing.
4107
8 4X6 8X10 2X3 7X8 4X4 7X8
R
W�W6
W4 V 11
1 8X1O 4X6
4 13'3"4 �4
.... 59X
3
311-101"6;1�
13-46- 6
13'6' 1741 161118
Rv�-1181# U=326# W=7-4 31'10"12 Rb--1986# U=555# VVI-3"8
Rv=4263# U=1213# W=8"
SEAT PLATE REQUIRED
--o9'4"
LEFT JIG = 32'1"8 RIGHT JIG = 31'6"13
DEW.= B8G SEQ = 4102
PLT. TYP.-WAVE FB�P12002(STD)rq/RT=I.DO(1.25YIG(0) QTY=1 TOTAL=1 REV. 7.33.0107.17 SCALE=0.1875—
"WARNING" TRUSSES REQUIRE EYTREME CARE IN FABRICATING, HANDLING, S"IFFING. INSTALLING
AND BRACING. REFER TO HIB-91 (HA14DLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS
PLATE INSTITUTE. SM D ONOFRIO DR., SUITE 200, MADISON. WIL 53719) FOR SAFETY' PRACTICES
PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE
PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RICH)
CIEILING� "IMPORTAN'T' FURNISH A COPY OF MIS DESIGN TOME INSTALLATION CONTRACTOR.
ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
DESIGN; MY FAff-URE TO BUILD ME TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING.
�ULINQ.bHIPPING.3NST�NOMOB�CINGOF�USSES- DESIGN CONFORM WITH APPLICABLE
PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY ME AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTIM A60 GR40 GAI-V. STEEL
EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF MUSS AND. UNLESS OTHERWISE LOCATED ON
THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 10 A-Z ME SEAL ON THIS DRAWING INDICATES
ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR ME TRUSS COMPONENT
DESIGN SHOWN. ME SUPIABILITY AND USE OF MIS COMPONENT FOR ANY PARTICULAR BUILDING
IISTHE RESPONSIBILITYOF'ITE BUILDING DESIGNER PER ANSIffPI 1.1995 SECTION 2
ulius Lee P.E.
License # 34869
W5 SW 4th Avenue
Delmy Beach, FL 33444-2161
TC LL 20.Opsf
TC DL 15.Opsf
SCOL I 0.0PSf
BIC LL* 10.0PSf*
TOT.L.D. 45.Opsf zo
REF
DATE 11-12-2007
DRING
ic
Fort Men e. FL. 34946
PIRIUC: (M) 466-3388
Fmi: (772)46CA329
O/A LEN. 311012
DUR.FAC. 1.25
JOB #: 70892
SPACING 24.0"
TYPE SPEC
Top chord 2x4 SP SS Dense -.T2 20 SP 01:
Bot chord 2x4 SIP 02 :B2 2x6 SP #2:
Webs 20 SP #3:W3 2x4 SP #2:
:Rt Wedge 2x4 SID #3:
SPECIAL LOADS
---- (LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.26)
TC - From 74 PLF at -2.13 to 74 PLF at 11.67
TC - From 74 PUP at 11.67 to 74 PLF at 22.96
BC - From 20PLF at 0.00 to 20 PUP at 7.21
BC - From 20 PUF at 7.21 to 20 PLF at 7.50
BC - From 80 PUP at 7.50 to 80 PUP at 15.83
BC - From 20 PUF at 15.83 to 20 PLF at 16.13
BC - From 20 PUF at 16.13 to 20 PLF at 22.96
WT 3X6(Al)
THIS DING. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT
140 mph vvind, 15.00 Ift mean hgt, ASCE 7-02, CLOSED bldg, not located Wthin 4.50 It from roof edge, CAT 11, EXP B, wind TC
DL=5.0 Pat, Wind BC DL=3.0 psf.
Wind reactions based on MWFRS pressures.
Bottom chord checked for 10.00 psf non-soncument live load.
Calculated vertical deflection is 0.20' due to live load and 0.37' due to total load at X = 7-2-8.
Deflection meets 11360 live and U240 total load.
22'11*8
78 'Al
5'10'7 1118" r44 S'1 1"8 1118" 14'4"8 15-10- 17-5111 22'1 V8 2X .
12
4X6(B2
* ) t
M
2X4'
T 2 15'10'
P110"!
_;: I
T2 38
80-
Rv=l48�V=393+#W=8"
2T4"
Rv=-1316# U=327# 8.
SEAT PLATE REQUIRED
SEAT PLATE REQUIRED
LEFT RAKE = 2'2"13
LEFT JIG = 13'2"7
DESC. = C1
PLT. TYP.-WAVE
FBCfrP12002(STD)Cq)RT-1.DG(1.25YID(0) QTY=5 TOTAL=5
REV. 7.33.0107.17
RIGHT JIG 12107
SEQ = 4052
SCALE =0.2500
-�WARNING- TRUSSES REQUIRE EXTREME CARE IN FABRICATING. HANDLING. SHIPPING. INSTA-UNG
AND BRACING. REFER TO HIB,91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (MUSS
PLATE INSTITUTE. W DONOFRIO DR., SUITE 200. MADISON. WI. 53719) FOR SAFETY PRACTICES
PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE
PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL I-AVE A PROPERLY ATTACHED RIGID
CEILING, "IMPORTANT- FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
JRE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING.
NAHIJUNU. ..,,,NG. INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE
PROVISIONS OF Nos (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 200A ASIM A653 GR40 GN-V. STEEL
EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF MUSS AND, UNLESS OTHERWISE LOCATED ON
THIS DESIGN. POSITION CONNECTORS PER DRAWINGS ISO A-Z THE SEAL ON THIS DRAWING INDICATES
ACCEPTANCE OF PROFESSION� ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
DESIGNSHOWN. THE SUITABILITYAND USE OF THIS COMPONENT FOR MY PARTICULAR BUILDING
I IS THE RESPONSIBIR ITY OF THE BUILDING DESIGNER, PER ANSVTP1 1.1"S SECTION 2.
Julius Lee P.E.
License # 34869
1455 SW 491 AFvanU
Delray Beach . 32��2161
TC LL
TIC DL
BC DL
BC LL*
TOT.LD.
20.Opsf
15.0PSf
1 0.0PSf
10.0PSf
45.Opsf
T zc
REF
DATE 11-12-2007
DRWG
ic
Fort Pierce. FL. 34946
Plianc r-72) 466-33RS
rxx: (`72)4((A129
01A LEN. 230400
DURYAC. 1.25
JOB #: 70892
SPACI NG 24.0"
TYPE SPEC
Top chord 2x4 SIP #1
Bot chord 2x4 SP #2 :B2 2x6 SP #2:
Webs 2x4 SP #3:W3 2x4 SP W2:
SPECIAL LOADS
---(LUMBER DUR.FAC.=1.25 I PLATE DUR.FAC.=1.25)
TC - From
74 PLF at -2.13 to
74 PUP at 11.67
TC - From
74 PLF at 11.67 to
74 PLF at 25A6
BIC - From
20 PLF at 0.00 to
20 PLF at 7.21
BC - From
20 PLF at 7.21 to
20 PLF at 7.50
BC - From
60 PLF at 7.50 to
80 PILF at 15.83
BC - From
20 PUP at 15.83 to
20 PLF at 16.13
BC - From
20 PLF at 16.13 to
20 PLF at 23.33
12
6 F7-
3X6(Al)
4�
778
SEAT PLATE REQUIRED
LEFT RAKE = 2713
LEFT JIG = 1377
DESC. = C2
PLT. TYP.-WAVE
mr"[,I? USS COI? I.-
Z904 Intlustrial 33rd
Fort 114eyce. FL. 34946
Phone; (,2) 466-338S
rH x: (72) 4(;C-9.329
THIS OWE. PREPARED BY THE ALPINE JOB DESIG14ER PROGRAM FROM TRUSS MFRS LAYOUT
140 mph Wind, 15.00 ft mean hgl, ASCE 7-02, CLOSED bldg, not located vvithm 4.50 ft from met edge, CAT 11, EXP B, Wnd TC
DL=5.0 psf, wind BC DL=3.0 psf.
Wind reactions based on MWFRS pressures.
Bottom chord checked for 10.00 psf non-concument live load.
Calculated verfical deflection is 0.19* due to live load and 0.36" due to total load at X = 7-2-8.
Detection meets L/360 live and U240 fowl load.
— 234"
15,10,
8Y375-
23'4"
QTY= 5 TOTAL= 5
4G. SHIPPING, INSTALLING
BUSHED BY TPI (TRUSS
SAFETY PRACTICES
D. TOP CHORD SH�I- MVE
IAVE A PROPERLY ATTACHED RIGID
1ATION CONTRACTOR.
4Y DEVIAT ON FROM THIS
; OR FASNATING.
INFORMS WITH APPLICABLE
= AMERICAN FOREST AND
6TIM A653 GR40 GALV. STEEL
INI-ESS OTHERWISE LOCATED ON
23'4'
23'4"
234"
7"2"8
Rv=-1493# U=39U 8" 2-
SEAT PLATE REQUIRED
Lee P.E.
a # 34869
SW 4th Avenue
V Beach, FL 33444-2161
'41"
REV. 7.33.0107.17
RIGHTRAKE=22"13
RIGHT JIG = 13'27
SEQ = 4040
SCALE =0.2500
TIC LL
20.Opsf
TC DL
15.Opsf
BC OL
10.0PSf
BC LL*
10.0PSf *
TOT.LD.
45.Opsf
1)UR.FAC.
1.25
SPACING
24.0"
REF
DATE 11-12-2007
DRWG
ic
TZ
01A LEN. 230400
JOB #: 70892
TYPE SPEC_
Top chord 2x4 SP 91 T2 2x4 SP #2:
Bot chord 2x4 SP #2 :132 2x6 SP #2:
Webs 2x4 SP #3:W3 2x4 SP #1:
SPECIAL LOADS
--- (LUMBER DURLFAC.=1.25 I PLATE DUR.FAC.=1.25)
TIC - From
74 PLF at -2.13 to
74 PLF at 10.33
TC - From
74 PLF at 10.33 to
74 PLF at 13.00
TC - From
74 PLF at 13.00 to
74 PLF at 25.46
BC - From
20 PLIF at 0.00 to
20 PLF at 7.21
BC - From
20 PLF at 7.21 to
20 PLF at 7.50
BC - From
80 PLF at 7.50 to
80 PLF at 15.83
BC - From
20 PLF at 15.83 to
20 PLF at 16.13
BC - From
20 PLF at 16.13 to
20 PLF at 23.33
3X6(A1)
71
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR`S LAYOUT
140 mph wind, 15.00 it mean hgt, ASCE 7-02, CLOSED bldg. not located within 4.50 ft from met edge, CAT 11, EXP B, wind TC
DL=5.0 psf, wind BC DLn3.0 psf.
Wind reactions based on MWFRS pressures.
Bottom chord checked for 10.00 psf non -concurrent live load.
Calculated vertical deffection is 0.18" due to live load and 0.34" due to total load at X = 7-2-8.
Deflection meets U360 live and U240 total load.
5:1 " 7 10,4" 'f14 '�7 a 2�� 10.4. 23.4-
i _ a. _ j f88 0 11 9
0. 1�5 3 1 6107
4 j?
48 Y8_ 1�4 1
8
9
12
6 L'-
15,10" 23'4"
4 V
7:2L8 3 8 7'2"8
Rv=1491F L�395#i W=S' 23'4* R,1493# U=395# �=8'
SEAT PLATE REQUIRED SEAT PLATE REQUIRED
= 2713
11 18"9
-r,'l'RIjS';C0I?I'-
AC�
2900 lindustriml 33rd
Fort Vierce. FL- 34946
P111HIM: (—,2) 466-3388
ral: (772)4(if-9.329
ILY ATTACHED STRUCTURAL PANELS AND BOTTOM
1. —IMPORTANT�. FURNISH A COPY OF MIS DESIGN
ENGINEERED PRODUCTS, INC. SHAUL NOT BE RESP4
: ANY FAILURE TO BUILD THE TRUSSES IN CONFORN
QTY=l T0TAL=1
-11AII-11[k
REV. 7.33.0107.17
Julius Lee P.E. TC LL 20.Opsf
RIGID License # 34869 TC DL 15.0PSf
BC DL 1 0.0PSf
BC LL* 10.0PSf'
SW MIT Avenue
y Beach, FL 33444-2161 rSPACING 24-0"
RIGHT RAKE =
RIGHT JIG = 11
SFO =
E DATE 11-12-2007
DRWG
0
ic
O/A LEN. 230400
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT
Top chard 2x4 SP #2 :T4 2x4 SP #1:
But chord 2x4 SP #1 :132 2x4 SP SS Dense:
Webs 2x4 SP 93
Bottom chord checked for lo.oa psf non-ooncurrent live load.
Deflector, meets LJ360 live and L/240 total load.
140 mph wind, 15.00 It mean hgt, ASCE 7-02, CLOSED bidg, not located Within 4.50 It from roof edge. CAT 11. EXP B, wind TC
DL=5.0 psf, wind BC DL=3.0 psf.
Wind reactions based on MWFRS pressures.
Calculated verfical deflection is 0. 14" due to live load and 0.43" due to total load at X = 19-1 -7.
Truss checked for 250# movable concentrated load along Bottom Chord, concurrent With design gravity loads.
6rg"4 3'10"12 2V 2' We
4X4
5X6 4X6
12 3
6
ST4
3X6(A1) 4X4(A2)
'5� 2)(3 4X8 M4 3X4 @)2
23'4"
6:9 * 1 23'4"
,2 Z4! 8-4-
3 - 11 Z' �12 234" 2'--�
Rv--161 =393#i W=8" 234" R,-1611# U=394#
SEAT PLATE REQUIRED SEAT PLATE REQUIRED
LAKE = 2'2"13
IG = 121"
= r�A
IM 'I'll Us; col? I,.
Fort Viejve� 11. 34946
PIRMC: (7,2) 466-3388
Fsx: (772) 466-t).329
RIGHT RAKE =
RIGHT JIG = 91
SEO =
1RT=1.W(1.25)H0(0) QTY=1 TOTAL=1 REV. 7.33.0107.17
:XTREME CARE IN FABRICATING. HANDLING, SHIPPiNG. INSTALLING
Julius Lee P.E.
TC LL 20.Opsf
AMBLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS
DR., SUITE 200, MADISON. WIL 53719) FOR SAFETY PRACTIC
ESL
License 111348169
�w
i HAVE
NCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD H
TC DIL 15.0PSf
AL PANELS AND BOTTOM CHORD $HAUL HAVE A PROPER Y A AC ED RIGID
I A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
BC DIL 1 0.0PSf
INC. SHALL NOT BE RESPONSIBLE FOR MY DEVIATION FROM THIS
a
1E TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING,
BIC LL* 10.0psf - —i
AND B�CING OF TRUSSES. DES GN CONFORMS WITH APPLICABLE
ESIGN SPECIFICATION PUBLISHEDISY THE AMERICAN FOREST AND
PINF r.ONMFr.TnR.q ARF MADE OF 20GA ASTIVI A653 GR40 GALV. STEEL
TOTALD. 45.Opsf T
SW 4th Avenue
y Beach, FL 33444-2161
El DATE 11-12-2007
ic
O/A LEN. 230400
JOB #: 70892
TYPE SPEC
uunstruction ana L.ot I o3 i uo
Top chord 2x4 SP #2
Bat chord 2x4 SP #1 :132 2x4 SP SS Dense:
Webs 2X4 SP #3
Bottom chord checked for 10.00 psf non-ooncumant live load.
Defection meets U360 live and U240 total load.
20
F.
I-7T
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT 1
140 mph wind, 15.00 It mean hgt, ASCE 7-02, CLOSED bldg, not located within 4.50 It from roof edge, CAT 11, EXP B. wind TC
DL=5.0 psf, wind BC DL=3.0 psf.
Wind reactions based on MWFRS pressures.
Calculated vertical deflection is 0.10" due to live load and 0.31" due to total load at X = 19-2-0.
Truss checked for 250# movable concenheled load along Bottom Chord, concurrent with design gravity loads.
23'4"
T10"12 4-4-
12 3 5X6 4X6
T1
3X6(Al) P NEI-- 4X4(A2)
2X3 4X8 4X4 3X4 U2 I-
234"
6;9! 234"
5 4 3Z0'!1'2 1 23'4" 4174� 94" 1 2-
Rv�-116111# LJ=393#1 W=8" 23'4" Rv�-16119 U=3949 W68"
SEAT PLATE REQUIRED SEAT PLATE REQUIRED
LEFT RAKE = 2'2"13
LEFT JIG = 12"1"
DESC. = C5
PLT. TYP.-WAVE
mr.11? Us; COR 1'.
MOO lntlpsgri;jl'.�3rd
Fort Pierce. FL- 34946
Mimic; (M) 466-3388
rxx.- (772) 466-9-329
�ATTACHEDSTRUCPUW
'IMPORTANT�' FURNISH A
OTY=1 TOTAL=1
TOP CHORD SHALL HAVE
IE A PROPERLY ATTACHED RIGID
ON
REV. 7.33.0107.17
Lee P.E.
TC LL 20.Opsf
# 34S69
TC DL 15.Opsf
BC DL 10.Opsf
BC LL* 10.Opsf,
SW 4th Avenue
V Beach, FL 33444-2161 rSAA7C5ING24 0-
RIGHT RAKE = 2713
RIGHT JIG = 7'2"15
SEQ = 4042
SCALE =0.2500
REF
DATE 11-12-2007
DRWG
0
ic
TZ O/A LEN. 230400
JOB #: 70892
Top chord 2x4 SP #2
Sot chord 2x4 SP #1 :82 2x4 SP SS Dense:
Webs 2x4 SP #3
(A) I x4 '7 brace. 80% length of web member. Same species& grade or better, allached with 8d Box or Gun
(0.1 13"x2.5",rmn.)naiIs @ 6" OC. or (1) continuous lateral brace equally spaced on member.
Defection meets L/360 live and U240 iotal load.
1018"
140 mph wind, 15.00 It mean hgt, ASCE 7-02, CLOSED bldg, not located within 4.50 If from roof edge, CAT 11, EXP B, wind TC
DL=5.0 psf, wind BC DL=3.0 psf.
Wind reactions based on IvIWFRS pressures.
Bottom chord checked for 10.00 psf non-concument live load.
Calculated vertical deff action is 0.06" due to live load and 0.21" due to total load at X = 3A-1 0.
Tmss checked for 250# movable concentrated load along Bottom Chord, concurrent wth design gravity loads.
23'4"
T ED
V-4-
23'4"
2X4'
I SZO?1"2 23'4" 5-4-
Rv=- 161 �O-V=139 3# W=8" 23'4" R,-1611# U=394# �=-8'
SEAT PLATE REQUIRED SEAT PLATE REQUIRED
LEFT RAKE = 22"13 RIGHT RAKE = 2'213
LEFT JIG = 12'1" RIGHT JIG = 6'0"2
DESC. = CIS SEQ = 4041
PLT. TYID.-WAVE FBCffP12002(SM) C,1RT=1.00(1.25y10(0) QTY=1 T0TAL=1 REV. 7.33.0107.17 SCALE =0.2500
'�WARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICAI IND, HANULINU, SHIIPM. INSTALLING
AND BRACING. REFER TO KIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS
PLATE INSTITUTE. 583 DONOFRIO DR., SUITE 200. MADISON. WL 53719) FOR SAFETY PRACTICES
PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 01'HERWISE INDICATED. TOP CHORD SHALL HAVE
PROPERLY ATTACKED STRUCTURAL PANELS AND BOTTOM CHORD SHALL. HAVE A PROPERLY ATTACHED RIGID
CEILING. "IMPORTANr' FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
DESIGN: MY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING,
HANULINU. SmievING. INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE
PROVISIONS OF Nos (NATION& DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPIL ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 G�V. STEEL
EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON
THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 AZ. THE SEAl- ON THIS DRAWING INDICATES
ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
DESIGN SHOWN. THE SUITABILITY AND USE OF 11115 COMPONENT FOR ANY PARTICULAR BUILDING
ISTHERESPONSIBILITYOF E BUILDING DESIGNER. PER ANSt"I I -INS SECTION 2
Julius Lee P.E.
License # 34869
1455 SIN 4th Avenue
Delray Beach, IFL 33444-2161
TC LL 20.Opsf
u-
TG DL 15.Opsf
BC DIL 1 0.0PSf
0
BC LL* 10.0PSf
45.Opsf M 0
TOT.LD. z
REF
DATE 11-12-2007
DRWG
ic
NCO Industriall'.k3rd
Fort Viery e. 11:1. 34946
PlIDINIC r72) 466-3388
rlix: (772)466-U29
O/A LEN. 230400
DURYAC. 1.25
JOB #: 70892
. SPACING 24.0"
TYPE SPEC
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT I
Top chord 20 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
SPECIAL LOADS
-----(LUMBER DUR.FAC.=1.25 I PLATE DUR.FAC.=1.25)
TC-Fronn 74PLFat-2.13to 74PLFat25.46
BC-Fram 30PLFatO.00to 30PLFaI19.0O
BC -From 30PLFatl9.00to 30PLFa[21.00
BC -From 30PUFat2l.00to 30PUFat23.33
13C- 100 LB Cone. Load at 21.00
140 mph Wind, MOO It mean hgL ASGE 7-02, CLOSED bidg, not located Within 4.50 It from roof edge, CAT 11, EXP B, wind TC
DL=6.0 psf, Wind BC DL=3.0 psf.
Wind reactions based on IVlWFRS pressures.
Calculated vertical defection is 0.21"due to live load and 0.32"due to total load at X = 5-2-13.
Deflection meets L1360 live and U240 total load.
21' 234"
4X4
12 2X3 5X6
6
5X8 5X8
4X4(A2) �4M(A2)
8 V.4-
4X8 3X4 7X8 2X3
23'4"
1018"
19,
21' 23�4"
234" 1 2-
R�- 13 6 4 6-2 0 �W= 8 —' 23'4" Rv�-1450# U=489# W68'
SEAT PLATE REQUIRED SEAT PLATE REQUIRED
LEFT RAKE = 2713 RIGHT RAKE = 2713
LEFT JIG = 12'1' RIGHT JIG = 2'9"6
DESC.= C7G SEQ = 4114
IQLT. TYP.-WAVE FBCrrPI2002(STD) Cq/RT=I.00(1.25Y1 DO) QTY=l TOTAL=1 REV. 7.33.0107.17 SCALE =0.2500
la
-WARNING- TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING. INSTALLING
AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS
PLATE INSTITUTE. M3 DONOFRIO DR.. SUITE 2ao, MADISON. Wt. 5371m FOR SAFETY PRACTICES
PRIOR TO PERFORMING THESE FUNCTIONS, UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HA�
PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID
CEILING. -IMPORTArn-' FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM MIS
DESIGN; MY FARLURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING,
HANDLING, ..,,PING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE
PROVISIONS OF NOS (NAT(ONA1- DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION, AND TPIL ALPINE CONNECTORS ME MADE OF 20GA ASTM A653 GR40 �I-V. STEEL
EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS MD. UNLESS OTHERWISE LOCATED ON
TIIIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-Z THE SEAL ON THIS DRAWING INDICATES
ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICUI-AR BUILDING
IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI/TPI 1.1995 SECTION 2
Julius Lee P.E.
License It 34869
1455 SW 4th Awnue
Pelray Beach, FL 33444-2161
TC LL 20.Opsf
TC DIL 15.0PSf W��
BC OL 10.0PSf
BC LL* 10.0PS f
45.Opsf cc
TOT.LD. z
REF
DATE 11-12-2007
DRWG
ic
24)00 Intlustrial.Urd
Fort 1-itive. 11-1. 349U
Maine; r" 2) 466-339S
rxi: C72)4(;(-q.329
O/A LEN. 230400
DUR.FAC. 1.25
JOB #: 70892
. SPACING 24.0"
TYPE SPEC
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT
Top chord Zx4 SP #2
Bot chord 2x4 SP #1
Webs 2x4 SP #3
Bottom chord checked for 10.00 psf non-coneurrent live load.
Deflection meets U360 live and U240 total load.
177
KV=-10119 U=Jow- vv=,
SEAT PLATE REQUIRED
140 mph wind, 15.00 it mean hgt. ASCE 7-02, CLOSED bldg. not located within 4.60 it from met edge, CAT 11, EXP B, wind TO
DL=5.0 list, Wind BC DL-3.0 psi.
Wind reactions based on MWFRS pressures.
Calculated vertical deflection is 0.05" due to live load and 0.27" due to total load at X = 10-7-8.
Truss checked for 250# movable Concentrated load along Bottom Chord, concurrent with design gravity loads.
1018" 21'4"
5-4- 1 16' 21-4-
5-4- 54" 5-4-
7"1" 142" 21'4"
Kv=-I�U`F U=j� W=t
SEAT PLATE REQUIRED
F-
LEFT RAKE = 27"13
LEFT JIG = 12"1" RIGHT JIG = 12"1"
DESC. = C8 SEQ = 4039
PLT. TYP.-WAVE FBCffPl2W2(SM)CqfRT=1.M(1.25YlO(0) QTY=1 TOTAL=1 REV. 7.33.0107.17 SCALE =0.2500
"WARNINW' TRUSSES REQUIRE EXTREME CARE IN FABRICATING. HANDLING, SHIPPING, INSTALLING
AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BYTPI CTRUSS
PLATE INSTITUTE, 583 Di DR.. SUITE 200. MADISON. W1. 53719) FOR SAFETY PRACTICES
PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE
PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID
CEILING. -IMPORTANT- FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEmATION FROM THIS
DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING,
"ANUUNU. PNIVVING, INSTALLING AND BRINGING OF TRUSSES. DESIGN CONFORMS WITH APPLICABUE
P EST AND
ROMSIONS OF Nos (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOR
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 200A ASTIM A653 GR40 GAI-V. STEEL
E)CEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON
THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 AZ THE SEAL ON THIS DRAWING INDICATES
ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE MUSS COMPONENT
DESIGN SHOWN. ME SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING
HIS THE RESPONSIBILITYOFTHF BUILDING DESIGNER PER ANSIffP1 1-1995 SECTION?
Julius Lee P.E.
License It 34869
1455 SW 4th Ave n3u;44-2161
Delray Beach, FL
TO LL 20.Opsf
TO DL 15.0PSf
BCDL 10-0PSf
BC LL* 10.0PSf
45.Opsf 0
TOT.1-13. z
REF
-
DATE 11-12-2007
DRWG
ic
2900 IndostriniMird
Fort Pierm U1. 34946
MILHIC: (772) 466-33SR
rwi: (772)46CA329
O/A LEN. 210400
DUR.FAC. 1.25
JOB #: 70892
SPACING 24.0"
TYPE SPEC
lob:(7131392),Coastal Construction afid Lot 1851 C;
Top chord 2x4 SP hI2
Got chord 2x4 SP SS Dense
Webs 2x4 SP #3
Bottom chord checked for 10.00 psf non-concuuent live load.
Detection meets U360 live and U240 total load.
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFITS LAYOUT
140 mph Wnd, 15.00 ft mean hgt, ASCE 7-02, CLOSED bidg, not located within 4.50 ft from root edge, CAT 11, EXP B, wind TC
DL=5.0 psf, Wind BC DL=3.0 pal.
Wind reactions based on MWFRS pressures.
Calculated vertical deflection is 0.17" due to live load and 0.50" due to total load at X = 4-64.
Truss checked for 250# movable concentrated load along Bottom Chord, concurrent with design gravity loads.
9 1274" 21'4'
6'4" "4 9. 21'4"
9'
6-W12 2'7�4 3-4- 2 7! 6W12
4X6 4X6
T12 2X3 !2X3
6 [�7-
4X4(A2) 4X4(A2)
5X6 3X4
9.
Rv�-16UB# U=35191 W=k
SEAT PLATE REQUIRED
9
RV=1508# U=367# �*8.
SEAT PLATE REQUIRED
T
in
9'4"
LEFT RAKE = 2713 MIGHT RAKE = 2'2"13
LEFT JIG = 10711 RIGHT JIG = 10'2"11
DESC. = C9 SEQ = 4037
PLT. TYP.-WAVE FBCffP12002(STD)CqIRT=1.00(1.25YID(OI QTY=l TOTAL=1 REV. 7.33.0107.17 SCALE =0.2500
I? R.
"WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING. INSTALLING
AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS
Julius Lee P.E.
TC LL 20.Opsf
REF
DATE 11-12-2007
—
PLATE INSTITUTE, 583 YONOFRIO DR., SUITE 200. MADISON, WIL 53719) FOR SAFETY PRACTICES
PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHA-1- HAW
License # 34869
15.0PSf -or
TCDL n-2
PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHN-L HAVE A PROPERLY ATTACHED RIGID
"IMPORTANT- FURNISH A COPY OF THIS DESIGN TO WE INSTALLATION CONTRACTOR.
� �i
I 0.10PSf
DRING
CEJUNG.
FROM THIS
BC DL
ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION
DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING.
HANDLING, SHIPPING, INSTALLING AND BRACINGOF TRUSSES. DESIGN CONFORMS WITH APPLICABLE
PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
BIG LL* 10.0ps f
TOT.LD. 45.Opsf TZ
ic
O/A LEN. 210400
Fort Mem U'L. 34944
PAPER ASSOCIATION) AND TPI. &PINE CONNECTORS ME MADE OF 20GA ASTM A653 GR40 GALV. STEEL
DUR.FAC. 1.25
JOB #: 70892
PilLIKIC; r-72) 466-338A
EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON
THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-Z THE SEAL ON THIS DRAWING INDICATES
SPACING 24.0"
TYPE HIPS
rax: (772146(-ci.329
ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS CDMPONEMT
DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR SU LD No
1455 SW 4th Avenue
Delmy Beach. FL 33444-2161
IIS THE RESPONSIBIN ITYOFTJIS BUILDING DESIGNER
,
iuu.ktuo�Z),UUdbldl�UlibLIUULIUIldllU 1UL
Top chord 2x4 SP #2 :T2 2x6 SP 2400f-2.OE:
Bot chord 2x4 SP 91
Webs 2x4 SP 93
#1 hip supports 7-0-0 jacks With no welbs.
Calculated vertical detection is 0.18" due to live load and 0.29" due to total load at X z: 10-8A4.
T
7-
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT
140 mph wind, 15.00 It mean hgt. ASCE 7-02, CLOSED bldg, Located anywhere in roof, CAT 11, EXP B, wind TO DL=5.0 psf,
wind BC DL=3.0 psf.
Wind reactions based on MWFRS pressures.
Left sfde jacks have 7�0-0 setback with 0-0-0 cant and 2-1-9 overhang. End jacks have 7-0-0 setback with 0-0-0 cant and
2-1-9 overhang. Right side jacks have 7-D-0 setback with 0-0-0 cant and 2-1-9 overhang.
Deflection meets U360 live and U240 total load.
217'
4"
I
5X8 5X8
12
6
4XB(B3) 4X8(B3)
F25a 94"
4X4 H0610 3X4 1 —1
i 21'4" 1 1
7- 14'4" 21'4*
I- - , I
Rv�-22544! LA649#1 W=I
SEAT PLATE REQUIRED
= 2713
-r. C.01w.
69 ...
'UP
2900 Inclustriml `,3rd
Fort Pierce. FL. 34946
PTIURIC: (72) 466-33SR
Fsx: (7721466-9.129
AS
ANELS AND
OPY OF TH
SHALL NOT
1 TOTAL= 1
A653
RIGID
Rv--2256# U=649# GL8. 2-
SEAT PLATE REQUIRED
Lee P.E.
a # 34869
4th Avenue
ach, FL 334
TIC LL
TC DL
BC DL
BC LL*
RIGHT RAKE = 2713
RIGHT JIG = T1 1"14
SEQ = 4096
07.17 SCALE =0.2500
20.Opsf'
REF
DATE 11-12-2007
15 , OPSf
DRWG
1 O.Opsf
10.0psif -00
ic
45.Opsf T
01A LEN. 210400
1.25
JOB #: 70892
SPACING 24.0" TYPE HIPS
Gonstructlona�d Lot 185101 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFIRS LAYOUT
Top chord 2x4 SP #2
Bol chord 2x4 SP SS Dense
Webs 2M SP #3
(A) lx4 "T" brace. 80% length of web member. Same species & grade or better, attached with 8d Box or Gun
(0.1 13"x2.5*,mIn.)naIIs @ 6" OC. or (1) wnlinuous lateral brace equally spaced on member.
Calculated vertical deflection is 0. 16* due to live load and 0.49" due to total load at X = 11 -6-0.
Truss checked for 250# movable concentrated load along Bottom Chord, concurrent with design gravity loads.
140 mph wind, 15.00 ft mean hgt, ASCE 7-02. CLOSED bldg, not located within 4.50 It from met edge, CAT 11, EXP 6, wind
DL=5.0 psf, wind BC DL=3.0 pat.
Wind reactjons based on MWIFIRS pressures.
Right end vertical not exposed to wind pressure.
Bottom chord checked for 10.00 psf non -concurrent live load.
Deflection meets U360 live and U240 total load.
16'4"
7'8" 919, �,2 J%z-
1 : 1 4'
7-8- 5-7-
164"
7'9" 164"
1 1. — to — -
kv�-12094 U=29� W=8" 7-8- 7'8' Rv=-1016# U!249#
SEAT PLATE REQUIRED
LEFT RAKE = 2213
LEFT JIG = 11'0"12
DESC. = DI
PLT. TYP.-WAVE
-r. -1-1? us'; COI? I'-
24)00 llndustriall'.Qrd
Fort Pierce. 1-1- 349U
PTILHIM: (721466-3388
Fwv- (7721466-t).121
F��
INC.SHALL
AND
1 TOTAL= 1
RIGID
ee P.E.
# 34869
SW 4th Avenue
17
MEM
Mq=
RIGHT JIG = 77"12
SEQ = 4068
SCALE =0.3750
REF
TC LL
zu.UPST
TC 131-
15.0PSf
BC DL
I O.Opsf
BC LL*
10.0psf *
TOT.I.D.
45.Opsf' T
DILIR.FAC.
1.25
SPACING
24.0"
N nATr 11-12-2007 1
DRING
ic
O/A LEN. 150400
JOB #: 70892
TYPE 130i�N
JUU;k I UOVZ),UUdSIaIL,On51rUCIIOl`1anU 1-01 1 DO/ UZ
Top chord 2x4 SP #2
Bol chord 2x4 SP SS Dense
Webs 2x4 SP #3
(A) 2x4 'r brace. 80% length of Web member. Same species & grade or better, attached with 16d Box or Gun
(0.135"x3.5",min.)nalls @ 6" OC. or (1) continuous lateral brace equally spaced on member.
Calculated vertical deflection is 0.16" due to live load and 0.5V due to total load at X = 11-6-0.
Truss checked for 250# movable Concentrated load along Bottom Chord, Concurrent WRIT design gravity loads
41
kM=--1201; U=26� W=
SEAT PLATE REQUIRED
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT
140 rnph wind, 15.00 it mean hgt, ASCE 7-02, CLOSED bldg, not located within 4.50 it from roof edge, C
DL=5.0 pst, wind BC DL=3.0 psf.
Wind reactions based on MWFRS pressures.
Right end vertical not exposed to wmd pressure.
Bottom chord checked for 10.00 psf non -concurrent live load.
Deflection meets L/360 live and U240 total load.
7-9- 15'4"
7-7-
15 4"
7'9' 7-7-
164" 1
7-8- 15'4"
MAIN='
�F
LEFT RAKE = 2713
LEFT JIG = 8'9"14 RIGHT JIG = 8'8"2
DESC. = D2 SEQ= 4062
PLT. TYP.-WAVE FB�12002(SM)Cq/RT=1.00(1.25VID(0) QTY=1 TOTAL=1 REV. 7.33.0107.17 SCALE =0.3750
*"ARNING- TRUSSES REQUIRE EXTREME CAPE IN FABRICATING. HANDLING, SHIPPING, INSTALLING
Julius Lee RE.
TC LL 20.Opsf
REF
A D SPACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS
No
PLATE INSTITUTE, 583 DONOFRIO DR., SUITE 2M, MADISON, W1. 53719) FOR SAFETY PRACTICES
PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAW
License # 34869
TCDL 15.Opsf
DATE 11-12-2007
AE
PROPERLY ATTACKED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID
C.
-IMPORTANr�
�U
CEILING. FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
BC DL 10.0PSf 8
DRWG
ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
ic
DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING.
HANUUNU, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE
BC LL* 10.0PSf -00
2900 liuJustrial'Mrd
O/A LEN. 150400
Fort Pierce. FL. 3490
PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL
45.Opsf
TOT.LD. Z'
I'lunkc: (—,2) 466-338S
EXCEPT AS NOTED. "PLY CONNECTORS TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON
THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-Z. THE BE& ON THIS DRAWING INDICATES
DUR.FAC. 1.25
JOB #: 70892
Fax: (72) 466-q.129
ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING
1455 SW 4th Avenue
SPACING 24.0"
COMN
IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI1TP(l-IqA5 SECTION 2
Delray Beach, FL 33444-2161
TYPE
iuu:k I UOUL1,ucasiaivansiructionana LUL 1001 UJ
Top chord 20 SP #2
Bot chord 2x4 SP SS Dense
Webs 2x4 SP 93
(A) 1x4 'T" brace. 80% length of web member. Same species & grade or better, attached With 8d Box or Gun
(0.1 13"x2.5".mIn.)naiIs @ 6' OC. or (1) Continuous lateral brace equally spaced on member.
Calculated vertical deffeeflon is OA4" due to live load and 0.46" due to total load at X = 11-6-0.
Truss checked for 250# movable Concentrated load along Bottom Chord, Concurrent Wth design gravity loads
ta�
THIS DI PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT
140 mph wind, 15.00 it mean hgt, ASCE 7-02, CLOSED bldg, not located within 4.50 ft from roof edge, CAT 11, EXP B, Wnd TC
DL=5.0 psi, vvind BC DL=3.0 psf.
Wind reactions based on MWFRS pressures,
Right end vertical not exposed to Wnd pressure.
Bottom chord checked for 10.00 psi non-concument live load.
Deflection meets L/360 live and L/240 total load.
15'4"
4X6.
5X8 2X3
I
U
12
6 F;- Tt
7X8
Lo
3X4(Fl)
12
5X6 t
1 SW ft 1
7-8- 15'41"
ww'"Rui
MIR=
�,-1204
U=27i# Wz8" 7'8'
7'8' RV=1016T U228#
SEAT PLATE REQUIRED
LEFT RAKE = 2'2"13
LEFT JIG = 8'8"13
DESC. = D3
PLT. TYP.-WAVE
FBCrrP12002(STD)Cq/RT=1.00(1.25YIO(0) QTY=l TOTAL=1
REV. 7.33.0107.17
RIGHT JIG = 6'7"1
SEQ = 4063
SCALE =0.3750
'WARNINW' TRUSSES REQUIRE EXTREME CARE IN FABRICATING. HANDLING, SHIPPING, INSTALLING
AND BRAZING. REFER TO HIB-91 HANDLING INSTALLING AND BRAZING), PUBLISHED BY TPI (TRUSS
PI -ATE INSTITUTE. 583 DONOFRIO DR., SUITE 200, MADISON, Wt. 53719) FOR SAFETY PRACTICES
PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAW
PROPERLY ATTACHED STRUCTUR� PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID
CEILING. —IMPOITPANT�' FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR
ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR MY DEVIATION FROM THIS
DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING,
..NUIIN.. H,,,ING. INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE
PROVISIONS OF Nos NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 �[-V. STEEL
EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON
THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 160 A.Z. THE SEAL ON THIS D�MNG INDICATES
ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE MUSS COMPONENT
DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR MY PARTICULAR BUILDING
I IS THE RESPONSIBILITY OF THE BUILDING DESTGNER. PER ANSI)TPI 1.1995 SECTION 2.
Julius Lee P.E.
License # 34869
1455 SW 4th Avenue
Pelray Beach, FL 334 44-2161
TIC LL
TC DL
BC DL
BC LL*
TOT.I-D.
20.Opsf
15.Opsf
1 0.0PSf
10.0PSf
45.Opsf
, C
0 .
z
REF
DATE 11-12-2007
DRWG
ic
MOO Industriall 33rd
Fort View e. I'L. 34946
PjIUII (1466-3388
Fai: (72) 46CA3 29
01A LEN. 160400
DUR.FAC. 1.25
JOB #: 70892
SPACING 24 .01,
TYPE COWIN
Top chord 2x4 SP #2
Bot chord 2x4 SP SS Dense
Webs 2X4 SP #3
Bottorn chord checked for 10.00 Pat non-concument live load.
Deflection meets U360 live and L/240 total load.
a�
7-8-
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT
140 rnph wind, 15.00 R mean hgt, ASCE 7-02, CLOSED bldg, not located within 4.50 ft from mof edge, CAT 11, EXP B, wind TC
DL=5.0 pst, Wind BC DL--3.0 psf.
Wind reactions based on MWFRS pressures.
Calculated vertical deflection is 0.09" due to live load and 0.30" due to total load at X = 4-2-0.
Truss checked for 250# movable concentrated load along Bottom Chord, concurrent with design gravity loads.
1 Tfl-
54"
T13" f 5
4X6
12
b L"
5X6
91
3X4(FI) -L 3X4(Fl) 9'4"
12
1 7-8- 15'4" 1W
Z
U=27� W=8" 7'8"
7-8- R,-1189# U=275#
SEAT PLATE REQUIRED
SEAT PLATE REQUIRED
LEFT RAKE = 2713
RIGHT RAKE = 2713
LEFT JIG = 8'8"13
RIGHT JIG = 8'813
DESC. = D4
SEQ = 4053
PLT. TYP.-WAVE
FBCrrP[2002(STD)OWRT=I.OD(l.25ylO(0) QTY= 3 TOTAL= 3
REV. 7.33.0107.17
SCALE =0.3750
'"ARNING� TRUSSES REQUIRE EKHREME CARE IN FABK1UA I INU. MMULINU. �NIFVINIJd IN� I ALLINU
AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS
Julius Lee P.E.
TIC LL 20.Opsf
REF
DATE 11-12-2007
PLATE INSTITUTE, 583 DONOFRIO DR.. SUITE 20. MADISON. WIL 53719) FOR SAFETY PRACTICES
PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE
License # 34869
TC DIL 15.0PSf
E
PROPERLY ATTACHED STRIJGPJ� PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID
"IMPORTANT— FURNISH A COPY OF THIS DESIGN TO ME INSTALI-ATION CONTRACTOR.
10.0PSf
DRING
CEILING.
ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
kILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING.
11ANLII... .111PPING. INSTALUNG AND BRACING OF TRUSSES, DESIGN CONFORMS WITH APPLICABLE
PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
BC DL
BC LL* 10.0PSf
TOT.LD. 45.Opsf
T Z'
ic
D/A LEN. 150400
Fort Pierce. FL, 34946
PAPER ASSOCIATION) AND TP1. ALPINE CONNECTORS ARE MADE OF 200A ASTM A653 GR40 GALV. STEEL
DURTAC. 1.25
JOB #: 70892
PTIURC; (772) 4C6-3388
EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON
THIS DESIGN. POSMON CONNECTORS PER DRAWINGS 160 A-Z. THE SEA1- ON THIS DRAWING INDICATES
Fax: (772)466-9329
ACCEPTANCE OF PROFESSIONAL. ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
DESIGN SHOWN. ME SUITADJUTY AND USE OF THIS COMPONENT FOR MY PARTICULAR BUILDING
1455 SIN 4th Avenue
Deray Beach, FIL 33444-2161
SPACING 24.0"
TYPE COMN
JOD:l1UOUZ),L,aasRu �onsurucuuriarnu LOT iOD1
Top chord 2x4 SP #2
Bat chord 2x6 SP 24001-2.012
Webs 2x4 SP #3
SPECIAL LOADS
--(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25)
TC - From 74 PLIF at -2.13 to 74 PLIF at 7.67
TC - From 74 PILF at 7.67 to 74 PLF at 17.46
SC - From 21 PILF at 0.00 to 21 PLF at 7.67
BC - From 21 PLIF at 7.67 to 21 PLF at 15.33
BC - 65 LB Conc. Load at 3.00,12.33
BC - 400 LB Conc. Load at 4.00,11.33
a�
140 mph wind, 15.00 ft mean hgt, ASCE 7-02, CLOSED bldg. not located within 4.50 it from mof edge, CAT 11, EXP B, wind TC
DL=5.0 pd, Wnd SC DL=3.0 psf.
Wind reactions based on MWFRS pressures.
Bottom chord checked for 10.00 psf non-concuffent live load.
Calculated vertical defection is 0.12" due to live load and 0.26" due to total load at X = 7-84).
Deflection meets U360 live and U240 total load.
15'4"
7-8- 1W 1&4"
4-8-
3 4W T
15'4"
7-8-
4-8- 1W IL
3; T8" W 164" 3
kv=--1599 U=54� W=B" 7-8- 7-8- Rv=-1596# U=546#
SEAT PLATE REQUIRED SEAT PLATE REQUIRED
9-4-
LEFT RAKE = 2'2"13 RIGHT RAKE = 2713
LEFT JIG= 8'8"13 RIGHT JIG= 8'8"13
DESC.= D5G SEQ = 4100
PLT. TYP.-WAVE FBCffPl2CD2(STD)Cq/RT=I.W(1.25YlO(OI C1TY=1 TOTAL=1 REV. 7.33.0107.17 SCALE =0.3750
-WARNING�' TRUSSES REQUIRE EXTREME CARE IN FABRICAI ING, HANULINU. SHIPPING, N51N-UNU
AND BRACING. REFER TO HIS-91 (HANDLING INSTALLING AND BRACING) PUBLISHED BY TPI UTRUSS
PLATE INSTITUTE, 583 DONOFRIO DR.. SUITE 200, MADISON, W1. 63719) FbR SAFETY PRACTICES
PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SMALL. HAVE
PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SMALL HAVE A PROPERLY ATTACHED RIGID
CEILING, "IMPORTANr' FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
DESIGN; MY FAILURE TO BUILD WE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING,
MMIJI-v,1. SHIPPING, INST&LING AND SPACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE
P AND
ROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 200A ASTM A653 GR40 GALV. STEEL
EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON
THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 160 A-Z THE SI ON THIS DRAWING INDICATES
ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE MUSS COMPONENT
DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING
1 IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PPR ANSUTPI 1 .1995 SECTION 2.
Julius Lee P.E.
License # 34869
1455 SW 4th Avenu
Oelray Beach, Fl- 2161
32��
TC LL 20.Opsf
TC DL 15.0PSf
c, -
BC IDL 1 O-OPSf -,, ' .
10
BC LL* 10.0PSf.
TOT.LD. 45.0PSf z
REF
DATE 11-12-2007
DRWG
ic
2900 IntlustriAll Qrd
Fort View & FL. 34946
Phumc: (—,2) 466-33811
rxx: (772) 4664129
O/A LEN. 150400
DURFAC. 1.25
JOB #: 70892
. SPACING 24.0"
TYPE SPEC
I I
I .�." - -1 -141- 1 Q1 IU
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Bottom chord checked for 10.00 psf non-concument live load.
Collection meets U360 live and U240 total load.
5.
g:
. - .1- --- . I . -I.- - -.-- 1-- 1-. . -. .1- . - T -
140 mph wind, 15.00 It mean hgt, ASCE 7-02. CLOSED bldg, Located anywhere in roof, CAT 11, EXP B. Wind T -7
r
Wind BC DL=3.0 psf.
Wind reactions based on MWFRS pressures.
Calculated vertical collection Is 0.03" due to live load and 0.12" due to total load at X = 2-6-0.
Truss checked for 250# movable concentrated load along Bottom Chord, concurrent With design gravity loads.
10,
12'
5. 10, 51
�—R,-92J' U=201# !W=3" 10, R,-920# U=201# W13'
LEFT RAKE = 2'2"13 RIGHT RAKE = 2'2"13
LEFT JIG= 6711 RIGHT JIG= 6'3"11
DESC. = El SEQ = 4046
PLT. TYID.-WAVE FBCfrP12002(STD) CqfRT=1.00(I.25)Jl0(0) QTY=2 TOTAL=2 REV. 7.33.0107.17 SCALE =0.5000
-WARNING�' TRUSSES REQUIRE EXTREME CARE IN FABRICATING. HANDLING, SHIPPING. INSTALLING
A D BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS
NO
PLATE INSTITUTE. 583 DONOFRIO DR., SUITE 200, MADISON. WI. 53719) FOR SAFETY PRACTICES
PRIOR TO PERFORMING THESE FUNCTIONS, UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE
PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID
CEILING. "IMPORTANr' FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
DESIGN; MY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI OR FABRI
HANUUNU, bHIVr1NG, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE
PROVISIONS OF Nos (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPIL ALPINE CONNECTORS ARE MADE OF 20GA ASTIM A653 GR40 CALV. STEEL
EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF MUSS AND. UNLESS OTHERWISE LOCATED ON
THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 10 AZ THE SEAL ON THIS DRAWING INDICATES
ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
DESIGN SHOWN, THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING
IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSINT'l 1,1995 SECTION 2.
Julius Lee P.E.
License # 34869
1455 SIN 4th Avenue
Pelray Beach, FL 334 44-2161
TC LL 20.0psf
TC DL 15.Opsf ME
BC DL 10.0PSf
f. 11 c
BC LL* 10.0ps
TOT.I-D. 45.Opsf Pz
REF
DATE 11-12-2007
DRING
JC
Fort Pierce. FL. 34946
rmx: ('72)46(-9.329
CIA LEN. 10
DUR.FAC. 1.25
JOB #: 70892
SPACING 24.0"
TYP COMN
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
All plates are 2X3 except as noted.
Bottom chord checked for 10.00 Pat non�ncurrent live load.
Detection meets U360 live and U240 total load.
Fasten rated sheathing to one face of this frame.
T
M
140 mph wind, 15.00 If mean hgt, ASCE 7-02, CLOSED bldg, Located anywhere in roof, CAT Ii, EXP B, wind TC DL=5.0 pat,
wind BC DL=3.0 lost.
Wind reactions based on MWFRS pressures.
Truss spaced at 24.0" OC designed to support 1-0.0 top chord outlookers. Cladding load shall not exceed 0.00 PER Top
chord must not be cut or notched.
Calculated verijazil deflection is 0.00" due to live load and 0.00" due to total load at X = 9-".
Truss checked for 250# movable concentrated load along Bottom Chord, Concurrent with design gravity loads.
10,
51 i i- -
2- 9�
Z2; 2 1�'
. 1. 2- 2' 10, 2- 2' 1
2- 10, Rv=159plf U=107pif W=�()'
2-
LEFT RAKE = 22"13 RIGHT RAKE = 2713
LEFT JIG = 6'3"11 RIGHT JIG= 6'3"11
DESC. = E2GE SEQ = 4038
PLT. TYP.-WAVE FBCrrP12002(STD)Cq/RT=I.W(1.25)/10(0I QTY=1 TOTAL=1 REV. 7.33.0107.17 SCALE =0.5000
�"ARINING— TRUSSES REQUIRE EXTREMEGME IN FABRICATING. HMDLINQ. $HIPPING, IN51ALLINU
AND BRACING. REFER TO HIS-91 (HMDLING INSTNUJNG AND BRACING). PUBLISHED BY TPI (TRUSS
PLATE INSTITUTE, 583 YONOFRIO DR.. SUITE 200, MADISON, WL 53719) FOR SAFETY PRACTICES
PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OMERWISE INDICATED. TOP CHORD SHALL HAVE
PROPERLY ATTACHED STRUCTURAL PMELS AND BOTTOM CHORD SMALL HAVE A PROPERLY ATTACHED RIGID
CEILING. "IMPORTANr' FURNISH ACOPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING.
KANUUNU, bmiPPING. INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE
PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPIL ALPINE CONNECTORS ARE MADE OF 20GA ASTM M53 GR40 GAI-V. STEEL
EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON
THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES
ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
DESIGN SHOWN. THE SUITABILIT( AND USE Of THIS COMPONENT FOR MY PARTICULAR BUILDING
I IS THE RESPONSTBT1 ITY OF THE BUILDING DESIGNER, PER ANSIMPI 1-1995 SECTION 2,
Julius Lee P.E.
License If 34869
1455 SIN 4th Avenue
Demy Beach, FIL 33444-2161
TC LL 20.Opsf
TCDL 15.OPSf
BC DL 10.Opsf
BC LL* 10.0psf -00
TOT.LD. 45-OPSf
REF
DATE 11-12-2007
DRWG
ic
2900 IntlustrialJ3rd
Fort Pimp FL. 34946
Phalle; r-72) 466-33SS
(r72)46(-(M29
01A LEN. 10
DUR,FAC. 1.25
JOB #: 70892
1 SPACING 24.0"
TYPE GABL
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS
Top chord 2x4 SP #2
Bot chord 2x4 SP SS Dense :B2 2x5 SP #2:
Webs 2x4 SP #3:W1 2x8 SP 24OOf-2.GE:
:W3 2x4 SP #2:
140 mph wind, 15.00 It mean hgL ASCE 7-02, CLOSED bidg, not located within 4.50 It from mot edge, CAT 11, EXP B, wind TO
DL=5.0 psf, wind BC DL=3.0 psf.
Bottom chord checked for 10.00 psf non-concument live load.
Calculated vertical deflection is 0.08" due to live load and 0.14" due to total load at X = 0-8-8.
Tress checked for 250ff movable concentrated load along Bottom Chord, concurrent with design gravity loads.
4�
T
377 778
397 3'10"1
8"8 1,6n2 3'5"15 778
. 1 "13
1:9 '"10 3-511Y
_2021 �' U=569'&VtS' 2-9-7 41"9
SEAT PLATE REQUIRED Rv=1756# U=458# W=3"
LEFT RAKE = 2713
LEFT JIG = 8'8"4
DESC.= H1G
PLT. TYP.-WAVE
2j, r 11 1j.
2900 Indostriall 33rd
Fort Pierce. FL- 34946
PTIURC; (-72) 466-3388
rm 1: (7 2) 4 66-rM 29
ANELSAND
OPY OF TH
SHALL NOT
SPECIAL LOADS
---(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25)
TC - From 74 PLIF at -2.13 to 74 PLF at 7.63
BC - From 20 PLIF at 0.00 to 20 PLF at 0.71
BC - From 20 PLIF at 0.71 to 20 PLF at 7.63
BC - 703 LB Core. Load at 1.81, 3.81, 5.81
Wind reactions based on MWFRS pressures.
Right end vertical not exposed to wind pressure.
Deflection meets 11360 live and U240 total load.
1
RIGHT
Julius Lee P.E.
TC LL 20.Opsf
License # 34869
TC DL 15.0PSf om
RIGID
BC DIL 10.Opsf'
BC LL* 10.0PSf
TOT.LD. 45.Opsf
SW 4th Avenue S��
y Beach, FL 3344 161 1
= 9'10"1
a= 4101
ALLE =0.3750
U DATE 11-12-2007 1
ic
O/A LEN. 70708
JOB #: 70892
TYPE MONO
THIS DWG. PREPARED BYTHE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS I-AYOUT
Top chord 2x4 SP #2
Bat chord 2x4 SP #2 :132 2x4 SP SS Dense:
Webs 2x4 SP 93
Bottom chord checked for 10.00 psf non -concurrent live load.
Calculated vertical deffection is 0.11" due to live load and 0.38" due to total load at X = 4-1-2.
Truss checked for 250# movable concentrated load along Bottom Chord, Concurrent with design gravity laads.
3'11"1 77"8
311"1 3'8"7
7'78 3X3 P
7%9-4
778
[R—,-833f U=141I;B"&V=8" 6'7"8 '3'8
SEAT PLATE REQUIRED Rv=603# U=134# W=3"
140 mph wind, 15.00 ft mean hgt, ASCE 7-02, CLOSED bldg, not located within 4.50 It from mof edge, CAT 11, EXP B, wind TC
DL=5.0 Pat. Wind BC DLz3.0 psf.
Wind reactions based on MWFRS pressures.
Right end vertical not exposed to Wind pressure.
Deflection meets U360 live and U240 total load.
—(� 11'4"
L&tjfd'=-8'8F4- '- RIGHT JIG= 9'6"10
DESC. = H2 SEQ = 4054
PLT. TYP.-WAVE FBCfTP12002(STD) CqtRT=I.00(1.25Y10(0) QTY=1 TOTAL=1 REV. 7.33.0107.17 SCALE =0.3760
-�WARINING- TRUSSES REQUIRE EXTREME CARE IN -�XIUAI ING, HANCLINU, SHIPPING, INSTALLING
AND SPACING. REFER TO HIB-91 (HANDLING INSTALLING MO BRACING), PUBLISHED BY TPI (TRUSS
PLATE INSTITUTE, 583 DONOFRIO DR., SUITE 200, MDISON, WIL 53719) FOR SAFETY PRACTICES
PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE
PROPERLY ATIFACHEO STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID
CEILING. "IMPORTANr' FURNISH A COPY OF THIS DESIGN TO THE INSTN-I-ATION CONTRACTOR.
ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
DESIGN; MY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING,
HANULING. SHIPPING. INSTALLING AND SPACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE
PROVISIONS OF NOR (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST MD
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 �I-V. STEEL
EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS MD. UNLESS OTHERWISE LOCATED ON
THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-Z. THE SCAL ON THIS DRAWING INDICATES
ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE MUSS COMPONENT
DESIGN SHOWN. THE SUITABILITY MD USE OF THIS COMPONENT FOR ANY PARTICLI-AR BUILDING
IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PFR MqIITPI 1-1995 SECTION 2
Julius Lee P.E.
License # 34869
1455 SW 4th Avenue
Delray Beach, FL 33444-2161
TC LL 20.Opsf
TC DL 15.Opsf
BC DL I 0.0PSf
BC LL* 10.0PSf L?
TOT.LD. 45.Opsf T zc
REF
DATE 11-12-2007
DRWG
ic
Fort 14mr. 11-1. 34946
PIIUII� r--72) 4456-338.9
rxx: ('72)46(P-q.329
O/A LEN. 70708
DUR.FAC. 1.25
JOB #: 70892
. SPACING 24.0"
TYPE MONO
joD:ltuo�z),�oasmivansvrtucuunanu 1-01 LODIM�aizi=
Top chord 2x4 SP #2
Bot chord 2x4 SIP #2
Webs 2x4 SP ff3
All plates am 2X3 except as noted.
Truss spaced at 240 OC designed to support 2-0-0 top chord oullookers. Cladding load shall not exceed 0.00 PSF. Top
chord must not be cut or notched.
Deflection meets U360 live and U240 total load.
4*3
2'1"12 4'1" BY
212
2'1"12 212 2 �1-2
878
4'1" 8' 8
i T-12
212
212
11: 11 ?2 8'3�8 1
2- 8'3"8 Rv-194pif U=225plf W=678
140 mph wind, 15.00 It mean hgt, ASCE 7-02, CLOSED bidg, Located anywhere in roof, CAT 11, EXP B, wind TC DL=5.0 psi.
wind BC DL--3.0 psf.
Wind reactions based on MWFRS pressures.
Right end vertical not exposed to wind pressure.
Bottom chord checked for 10.00 psf norFooncument live load.
Calculated vertical deflection is 0.01" due to live load and 0.01" due to total load at X = 0-5-11.
Tress checked for 250# movable concentrated load along Bottom Chord, Concurrent with design gravity loads.
1 TOTAL= I
(H'A'NDLINGINSTAL'LINGAN'D"BM'C'ING),PUBL'iSHED BY-TF
PLATE INSTITUTE. 583 DONOFRIO DR.. SUITE 200, MADISON. WE, 53719) FOR SAFETY PRACT
PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORE
PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPEI
CEILING. -IMPORTANT- FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONITF
ALPINE ENGINEERED PRODUCTS, INC, SHALL NOT BE RESPONSIBLE FOR ANY DEEWATION I
AaL DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICAT
. ULI�.. SI-11PPING, INSTALUNG AND BRACING OF TRUSSES. DESIGN CONFORMS WITH
2.900 InoJustrial k3rd PAN
ROVISIONS OF Nos (NATIONAL DESIGN SPECIFICATION PUBLISHED BY WE AMERICAN FC
Fort Place. FL. 34946 PAPER ASSOCIATION) AND TPIL ALPINE CONNECTORS ARE MADE OF 200A ASTM M53 GR4
EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND. UNLESS OTHER
Phanc. (7,2) 466-338S THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 160 A-Z. THE SEAL. ON THIS DRAW11
ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR WE TRUSS
FH x: (772) 466-q.3 29 DESIGN SHOWN. WE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR I
I IS THE RESPONSIB
Julius Lee P.E.
License # 34869
SIN 4th Avenue
RIGHT JIG = 10'5"6
SEQ = 4055
REV. 7.33.0107.17
SCALE =0.3750
TC LL
20.Opsf
REF
TC DL
15.0PSf
DATE 11-12-20
DRWG
BC DL 10.0PSf
BIC LL*
10.0PSf
ic
TOT.LD.
45 Opsf
O/A LEN. 80308
DUR.FAC.
1.25
JOB #: 70892
SPACING
24.0"
TYPE GABL
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT
Top chord 2x4 SP #2
Bot chord 2X4 SP #2
Webs 20 SP 93
All plates are 2X3 except as noted.
Bottom chord checked for 10.00 psf no�ncunrent live load.
Deflection meets L/360 live and L/240 total load.
IT
140 mph vvind, 15.00 It mean hgt, ASCE 7-02, CLOSED bldg, Located anyhere in roof, CAT II. EXP B, vAnd TC DL=5.0 last,
Wind BC DL=3.0 psf.
Wind reactions based on MWFRS pressures.
Gable end supports 8* max rake overhang.
Calculated vertical collection is 0.01" due to live load and 0.02' due to total load at X = 2-3-0.
Truss checked for 2509 movable concentrated load along Bottom Chord. concurrent with design gravity loads.
8-6-
2-3- 4'3:. 4_ 63" 4+3" 8�"
2-3- 2� 2- T3;
12
6 UT,-
4X4(A2) 4X4(A2)
Li
N.3 1 41'� F "T
; 2 8'6. 2�
2' Rv--971i U=1127# W=1-4- 8.6. Rv�-971# U=1127# GLI.4- —2'
SEAT PLATE REQUIRED SEAT PLATE REQUIRED
AKE = 2'2"13 RIGHT RAKE = Zi
IG = 4'111" RIGHT JIG =,V1 1"
= HSGE SEQ = 4051
JI'll USS Coll R.
2.900 Inijustrial.Urd
Fort Pierce. 1-1- 349445
PhUli (772) 466-3398
ray. (7-7214fX-i
QTY=1 TOTAL=1
LING, SHIPPING, INSTALLING
UBLISHED BY TPI (TRUSS
RSAFETYPRNCTICES
MED. TOP CHORD SHALL HAVE
- HAVE A PROPERLY ATTACHED RIGID
&ILLATION CONTRACTOR.
MY DIEVIAni FROWTHIS
Pl; OR FABRICATING,
;ONFORMS WITH Al'PLICABLE
HE MERICAN FORESTMD
k ASTM A653 GR40 GA.V. STEEL
. UNLESS OTHERWISE LOCATED ON
Lee P.E.
, # 34869
SW 4th Avenue
1 Beach. FL 33444-2161
REV. 7.33.0107.17
TC LL
20.Opsf
TC DL
15.Opsf
BC DL
I 0.0PSf
BC LL*
10.0PSf'
TOT.LD.
45.Opsf
DURTAC.
1.25
SPACING
24.0"
DATE 11-12-2007
o- TF
oil JC
O/A LEN. 80600
JOB #: 70892
JOD:�fUt$'d,&).uoastaii,onstrucijonano LOIIIJO/K
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Bottom chord checked for 10.00 psf non -concurrent live load.
Deflection meets U360 live and Lr240 total load.
= 2'3"11
-r. -nI ;jqCq; COI? 1
A 69
1:2�
Mo Indiestrial'.1l3rd
Fort Ilime. FL. 34946
Maine; (M) 466-3388 -
rant: (7-72)466-9.129
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT
140 mph wind, 15.00 it mean hgt, ASCE 7-02, CLOSED bldg. not located vdthin 4.50 It from mof edge, CAT 11, EXP B, wind TC
DL=5.0 psf. wind BC DL=3-0 Psf.
Wind reactions based on MWFRS pressures.
Calculated vertical deffection is 0.02" due to live load and 0.03" due to total load at X = 2-10-4.
Truss checked for 250# movable concentrated load along Bottom Chord, concumant with design gravity loads.
3'8*4 7'4"8
R:8*3 �Tg
3'8"4 3'9"4
4X4
12
67-
2X4(A1) 2X4(Al)
3 4 5X6 3X4 1'3"8
3
12
I T4"8 . I
SHOWN.
ESPONS
3'8"4
2'10"4
AND
THIS DESIGN TO
QTY=1 TOTAL=
ON
Lee P.E.
- # 34869
SW 4th Avenue
� Beach, FL 334
RIGHT RAKE = 2'3"11
RIGHT JIG = 4'3"11
qFZO = Anrl
TC LL
�w.upst
TC OL
15.Opsf
BC DL
1 0.0PSf
BC LL*
10.Opsf *
TOT.LD.
45.0psf
DUR.FAC.
1.25
SPACING
24.0"
DATE
11-12-2007
DRWG
Jc
01A LEN.
70408
JOB ff: 70892
TYPE
COMIN
Top chord 2x4 SP 92
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Bottom chord checked for 10.00 psf non-concument live load.
Deflection meets U360 live and U240 total load.
T
THIS DING. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT I
140 mph Wnd, 15.00 It mean hgt, ASCE 7-02, CLOSED bldg, Located anywhere in roof, CAT II. EXP B. wind TC DL=5.0 psf,
wind BC DL=3.0 psf.
Wind reactions based on MWFRS pressures.
Calculated vertical deflection is 0.02' due to live load and 0.03' due to total load at X = 2-11-0.
Truss checked for 2500 movable concentrated load along Bottom Chord, Concurrent With design gravity loauls.
3-9- 6-
37
4X4
12
t
IN
2X4(Al) 2X4(Al)
3 4 5X6 3X4
3
12
3;2-
5 9_ Z
2'1 V 3:q9: TV 1 2 - — — — — -
�--R,�'795# U=162# W=8* 2'11- RXT95# U=162# W 8"
SEAT PLATE REQUIRED SEAT PLATE REQUIRED
4:
QTY=1 TOTAL=1
RIGHT RAKE =
RIGHT JIG = 4',
SE0 =
I'R 1jS9 coil 11
-WARNING" TRUSSES KhUUIHh � I KLM� I.Mh IN I�NILA I lNiJ. HANULIN�, �NIIIIN�. N� I �INI
ANDERACING, REFERTO HIB-91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS
PLATE INSTITUTE, 583 DONOFRIO DR.. SUITE M. MADISON. WI. 53719) FOR SAFETY PRALCTICES
PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE
PROPERLY ATTACHED STRUCTDRAL PANELS AND BOTTOM CHORD SITAILL. HAVII A PROPERLY ATTACKED RIGID
CEILING. -IMPORTANT- FURNISH A COPY OF 71KIS 06SIGM TO THE INSTALLATION CONTIRACTOR.
ALPINE ENGINEERED PRODUCTS. INC. SHAUL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
DESIGN: MY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING,
HANUUNU. bmu,ING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE
PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST MD
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ME MADE OF 20GA ASTM A653 GR40 G&-V. STEEL
EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS 01-HERWISE LOCATED ON
THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 160 A-Z THE SEAL ON THIS DRAWING INDICATES
ACCEPTATICE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
DESIGNSHOWN. THE SU11ABIUTYAND USE OF THIS COMPONENT FOR MY PARTICULAR BUILDING
IS THE RESPONSIBIL OF THE BUILDING DESIGNER, PER ANSIITPI 1-1995 SECTION 2.
Julius Lee P.E.
License # 34869
1455 SIN 4th Avenue
Balmy Beach. Fl- 33444-2161
TIC LL 20.Opsf
TIC DL 15.0PSf E
9
BC DL 10.0PSf
BC LL* 10.0PSf
TOT.LD. 45.Opsf Z'
REF
DATE 11-12-2007
—
DRING
ic
2900 In0ustrialMird
Fort Pierce. FL. 34946
PIPUBC: r772) 466-3388
rax: (7772)466-9329
O/A LEN. 70600
DUR.FAC. 1.25
JOB #: 70892
SPACING 24.0'
TYPE COMN
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT
Top chard 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
AJI plates am 2X3 except as noted.
Bottom chord checked for 10.00 psf non-cancurrent live load.
Detection meets U360 live and L/240 total load.
140 mph Wnd, 15.00 IT mean hgl, ASCE 7-02, CLOSED bldg. Located anywhere in rcof, CAT 11, EXP B, wind TC DL=5-0 psf.
wind BC DL=3.0 psf.
Wind reactions based on MWFRS pressures.
Gable end supports 8" max rake overhang.
Calculated vertical deffection is 0.01" due to live load and 0.02' due to total load at X = 3-".
Truss checked for 2504 movable Concentrated load along Bottom Chord, concurrent with design gravity loads.
3�9
1.9. 3.9. 3'_ 55 7-6-
119" 2� 2� T9.
12
3X,I(Al)� R 3X4(Al) 1178
7-6-
37 4*
2�
F 2 1:g'
T6. 7# W11.4.
2' Rv=-79� U=567# W=1'4* 7-6- Rv=795# U=56
SEAT PLATE REQUIRED SEAT PLATE REQUIRED
LEFr RAKE = 2713 RIGHT RAKE = 2'2"13
LEFT JIG = 4'4"5 RIGHT JIG = 4'4"5
DESC.= K3GE SEQ = 4059
PLT. TYP.-WAVE FB�P12002(STD)CqMT=I.W(1.25YlO(0) QTY=1 TOTAL=1 REV. 7.33.0107.17 SCALE =0.5000
-WARNING' TRUSSES REQUIRE EXTREME CME IN FABITICA1 INU, HANOUNU, 5HIPFING. INSTALLING
AND BRACING. REFER TO 1118,91 (HANDLING INSTALUNG AND BRACING). PUBLISHED BY TPI (TRUSS
PILATE INSTITURIE. 583 =NOFRIO DR. SUITE 200. MADISON. Wt. 53719) FOR SAFETY PRACTICES
PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE
Julius Lee P.E.
Umnse 9 34869
TC LL 20.Opsf
TCDL 15.Opsf -WE
REF
DATE 11-12-2007
PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAW A PROPERLY ATTACHED RIGID
CEILING. "IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTA-LATION CON-FRACTOR.
ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR My DEVIATION FROM THIS
DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING.
... Urt., iT,ING. INSTA_UNGAT,D BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE
PROVISIONS OF NOS (NATIOM DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ME MADE OF 20GA ASTM A653 GR40 G&V. STEEL
UCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON
THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 160 A-L THE SEAL ON THIS DRAWING INDICATES
ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
DESIGN SHOWN. THE SUITABIL" AND USE OF THIS COMPONENT FOR MY PARMCULAR BUILDING
IISTHE RESPONSIBILITYOF THE BUILDING DESIGNER PERANSI"11-19%5SECTION2.
1455 SW 4th Aven"
Palmy Beach. FIL 314-2161
BG DL I 0.0PSf
BC LL* 10.0psf -00
TOTLID. 45.Opsf to
DRWG
ic
2900 IrwhistrinI33rd
Fort Pierce. UL. 34946
Mimic: ' 72) 466-33HR
O/A LEN. 70600
DURJFAC. 1.25
JOB #: 70892
SPAGIN G 24.0"
TYPE GABL
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x6 SP 92:W2 2x4 SP #3:
SPECIAL LOADS
---(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25)
TC - From 70 PUF at -0.46 to 70 PLF at 2.40
BC - From 20 PLF at -0.46 to 20 PLF at 1.94
TC - 555 LB Conc. Load at 0.79
Truss must be installed as shown With top chord up.
The TC of this truss shall be braced With attached spans at 24" OC in lieu of structural sheathing.
0:1 . 2'11"
8" 4- jj?� . .4
0"12 ZIO'4
Rv�-721# U=147# W=7'
SEAT PLATE REQUIRED
Rv=-540# U=106#
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
140 mph wind, 15.00 it mean hgt, ASCE 7-02, CLOSED bldg. Located anywhere in roof, CAT 11, EXP B, wind TC DL=5.0 psf,
Wnd BC DL=3.0 psf.
Wind reactions based on MWFRS pressures.
Bottom chord checked for 10.00 psf non�oncuffent live load.
Calculated Vertical dellmlion is 0.00" due to live load and 0.03* due to total load at X = 1-5-14.
Deflection meets L/360 live and 1-1240 total lead.
Truss checked for 250ft movable concentrated load along Bottom Chord, concurrent With design gravity loads.
1071
94"
LEFT JIG = 275 RIGHT JIG = 275
DESC. = EJ3F SEQ = 4099
PLT. TYP.-WAVE FB�12002(STD)Cq/RT=1.00(1.25ylO(0) QTY=2 TOTAL=2 REV. 7.33.0107.17 SCALE =1.0000
3a
-WARNINC� TRUSSES REQUIRE E)47REME CARE IN FABRICATING, HANDLING, SHIPPING. INSTALLING
AND BRACING. REFER TO HIB-91 (IIANDUNG INST�IJNG AND BRACING). PUBLISHED BY TPI (MUSS
PLATE INSTITUTE. W DUNOFRIO DR.. SUITE 20. MADISON. WI. 0719) FOR SAFETY PRACTICES
PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE
PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL MVE A PROPERLY ATTACHED RIGID
CEILING. "WIPORTANT- FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR MY DEVIATION FROM THIS
DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING,
IVNUUN1. s ... RING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE
PROVISIONS OF Nos (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPIL &PINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 G�V. STEEL
�CEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF MUSS AND, UNLESS OTHERWISE LOCATED ON
THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 XZ THE SEAL ON THIS DRAWING INDICATES
ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE MUSS COMPONENT
DESIGNSHOWN. THE SUB'ABILITYAND USE OF "IS COMPONENT FOR MY PARTICULAR BUILDING
IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSVTPI I-1%S SECTION 2,
Julius Lee P.E.
License # 34869
1455 SW 4th Avenue
Delray Beach. FL 33444-2161
TC LL 20.Opsf
TC DL 15.Opsf
BC DL I 0.0PSf
BC LL* 10.0PSf
TOT.LD. 45.Opsf Tz'
REF
DATE 11-12-2007
DRING
ic
2.900 Inoostriall'.113rd
Fort Vitive. FL- 34946
PIRMU (772) 4456-3388
raw (772)466-9.329
O/A LEN. 21100
DUR.FAC. 1.25
JOB #: 70892
. SPACING 24.0"
TYPE EJACK
I
I I �.. 1. 11 ILI LJ I. .. ILI , III 1 .1 1 ",PI�
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Bottom chord checked for 10.00 psf non -concurrent live load.
Deflection meats U360 live and U240 total load.
T
T
on
I 3i, R,-83# U=23h NAILED
7"4
z F1 1 —2'4"12
R�-610# O=VM VV=8"
SEAT PLATE REQUIRED
I rLl� 1�11.� I I r'. 1ID IrL.. I rLLI�� .'I`L� �IILI I
140 mph Wind, 15.00 It mean hgt, ASCE 7-02, CLOSED bldg, Located anywhere in rwf, CAT II. EXP B, wind TC DL=5.0 psf,
Wnd BC DL=3.0 psf.
Wind reactions based on MWFRS pressures.
Caloulated vertical deflection is 0.00" due to live load and 0.01" due to total load at X = 0-74.
Truss checked for 2509 mowIble mmoentrated load along Bottom Chord, wncument With design gravity loads.
0'10"4
02 '4"
LEFI- RAKE = 2713 RIGHT RAKE = 2'8"2
LEFT JIG = 3'6"4 RIGHT JIG = 2715
DESC. = EJ3S SECI = 4057
PLT. TYP.-WAVE FB�12002(STD)Cq(RT=1.00(1.25YIC(0) QTY= 2 TOTAL= 2 REV. 7.33.0107.17 SCALE =0.7500
-�ARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICATING. MASIDLINU. 5HIPPINQ. NSTAL�ING
AND SPACING. REFER TO HIB-91 (HANDLING INSTALLING AND SPACING), PUBLISHED BY TPI (TRUSS
PLATE INSTITUTE 583 DrONOFRIO DR.. SUITE M. MADISON. WL 0719) FOR SAFETY PRACTICES
PRIOR TO PERFORMING TTIESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SI H4I!LrE
PROPERLY ATTACHED STRUCTURAL PANELS MD BOTTOM CHORD SHN-L �!IrE A PROPERLY ATTACHED RIGID
CEILING. "IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLA11ON CONTRACTOR.
ALPINE ENGINEERED PRODUCTS, INC. SHAI-1- NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING.
"ANULINU. SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE
PROMSIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICM FOREST MID
PAPER ASSOCIATION) AND TP1. ALPINE CONNECTORS ARE MADE OF 20GA ASIM A653 GR40 GALV. STEEL
EXCEP'T AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS MD. UNLESS OTHERWISE LOCATED ON
THIS DESIGN. �ITION CONNECTORS PER DRAWINGS 10 A.Z THE SEAL ON THIS DRAWING INDICATES
ACCEPTMCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING
Its THE RESPONSISTHTYOFTHS BUILDING DESIGNER. PPR ANqInT`I 1-19TS SECTION 2� .
Julius Lee P.E.
License ft 34869
1455 SW 4th Avenu
Delmy Beach, FL 3;144-2161
TC LL 20.Opsf
TC DL 15.Opsf n- 2!
BC DL I 0.0PSf
BC LL* 10.0PSf*
TOT.LD. 45.0PSf Z'
REP
DATE 11-12-2007
DRING
JC
2.900 Injilistrigil.113rd
Fort Nerce. FL. 34946
phunc; r72) 4C6-339S
rxi: C772)466-U29
O/A LEN. 3
DURYAC. 1.25
JOB #: 70892
SPACING 24.0"
TYPE EJACK
Top chord 2x4 SP #2
Bot chord 2x4 SP SS Dense
THIS DWG. PREPARED BYTHE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT
140 mph wind, 15.00 It mean hgL ASCE 7-02, CLOSED bldg, Located anywhere in met, CAT 11, EXP B, wind TC DL=5.0 psf,
Wind BC DL=3.0 psi.
Bottom chord checked for 10.00 Pat non-concument live lead.
Deflection meets U360 live and U240 total load.
7-
Wind reactions based on MWFRS pressures.
Calculated vefical deflection is 0.11" due to live load and 0.38* due to total load at X = 3-9-4.
Truss checked for 25G# movable concentrated load along Bottom Chord, concurrent with, design gravity loads.
Rv�-235# U=102# NAILED
7 - - -
�-2
-,A03# U=li6# W=8- 7- Rv�-363# U=211 NAILED
SEAT PLATE REQUIRED
1210"4
LEFT JIG= Tl 1"14 RIGHT JIG = 9'1"14
DESC. = EJ7 SEQ = 4077
PLT. TYP.-WAVE FBCfTP12002(STD) CqIRT-�.00(11.25yl 0a) QTY= 24 TOTAL= 24 REV. 7.33.0107.17 SCALE =0.6000
I'll IjS9 CORR.
An>t>,-
-WARNING- TRUSSES REQUIRE �REME CARE IN FABRICATING. HANDLING, SKIPPING, INSTALLING
AND BRACING. REFER TO HIS-91 (HANDLING INSTALLING AND BRACING). PUBUSHED BY TPI (TRUSS
PLATE INSTITUTE. SM UONOFNIO DR., SUITE 200. MADISON. WL 0719) FOR SAFETY PRACTICES
PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE
PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID
CEILING. -IMPORTANT�- FURNISH A COPY OF THIS DESIGN TO THE IINSTAL�TION CONTRACTOR.
ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR MY DEVIATION FROM THIS
DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING.
H��LlNU.�mipHNG,l�T�NG�DBMCINGOFMU�ES. DESIGN CONFORM WITH APPLICABLE
PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND WI. ALPINE CONNECTORS ME ME OF 20GA ASTM M53 GR40 GALV. STEEL
EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS MD. UNLESS OTHERWISE LOCATED ON
THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 160 A-Z. THE BE& ON THIS DRAWING INDICATES
ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
DESIGN SHOWN. THE SUITABIUTY AND USE OF THIS COMPONENT FOR MY PAPHICULAR BUILDING
IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSIVTP) 1-IfI95 SECTION Z
Julius Lee P.E.
License # 34869
1455 SW 4th Avenue
Delray Beach, FIL 33444-2161
TC LL 20.Opsf
TIC DL 15.0PSf
h
BC DIL I 0.0PSf
BC LL* 10.0ps -00
f
TOT.LD. 45.Opsf T z'
REF
DATE 11-12-2007
DRWG
ic
2.900 InullustriAl.113rd
Fort Piery e. FL. 34946
MUSIC: CM) U6-33118
ram (72146f-U 24) 4
O/A LEN. 7
DUR.FAC. 1.25
JOB #: 70892
SPACING 24.0"
TYPE EJACK
Top chord 2x4 SP #2
Bot chord 2x4 SP SS Dense
Bottom chord checked for 10.00 psf no�ncument live load.
Deflection meets U360 live and L/240 total load.
Rv�-2459 U=108# NAILED
t
Rv--621# 10=64st w=r 911" pv=-374# U=26# NAILED
140 mph wind, 15.00 ft mean hgt, ASCE 7-02, CLOSED bldg, not located within 4.50 It from roof edge, CAT 11, EXP B. wind
DL=5.0 psf, wind BC DL=3.0 psf.
Wind reactors based on MWIFRS pressures.
Calculated vertical deflection is 0.12' due to live load and 0.41" due to total load at X = 3.5-8.
Truss checked for 250# movable Concentrated load along Bottom Chord, cancurrent with design gravity loads.
$- 12'10"4
--V'4'
LEFT JIG = 7'11" RIGHT JIG= 6'11"2
DESC. = EVA SEQ = 4045
PLT. TYP.-WAVE FBCrrP12002(STD)Cq/RT=1.00(125YIO(0) QTY=5 TOTAL=5 REV. 7.33.0107.17 SCALE =0.5000
'�WARNING- TRUSSES REQUIRE EYTREME CARE IN FARRICATINK3. HANDLING. SHIPPING. INSTALLING
ANDBRACING. REFERTONI�91(�DUNGINST�NGMDBMCING).PUBLlSHEDBYVI(TRUSS
PLATE INSTTRITE, 583 DONOFRIO DR-, SUITE 20Q. MADISON.Wl. 0719) FOR SAFETY PRACTICES
PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD S�L HAVE
PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAW A PROPERLY ATTACHED RIGID
CEILING. -IMPORTAN�- FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
ALPINE ENGINEERED PRODUCTS. IN11 SHALL NOT BE RESPONSIBLE FOR MY DEVIATION FROM THIS
DESIGN: MY FAILURE TO BUILD WE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING.
HANIJUN.. ..,ING. IMSTAULING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE
PROMSVONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BYTHIE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPI. AURNE CONNECTORS ME MADE OF 20GAASTM M53 GR40 GALV. STEEL
EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF MUSS AND. UNLESS OTHERWISE LOCATED ON
THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A.Z. THE SEAL ON THIS DRAWING INDICATES
ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONIENT FOR ANY PARTCUI-AR BUILDING
I IS WE RESPONS11311 nY OF WE BUILDING DESIGNER. PER ANSVTPI J-1995 SECTION 2�
Julius Lee P.E.
License # 34869
1455 SW 4th Avenue
Delray Beach. FL 33444-21 61
TIC LL 20.0psf
TIC DL 15.0PSf
BC DL 1 0.0PSf
BC LL* 10.0PSf
z
TOT.LD, -0PSf To
REF
DATE 11-12-2007
DRIANG
ic
Z900 Industrial 33rd
Fort Pierce. FL. 34946
PIRHIC; r7211 4456-3388
O/A LEN. 61100
DURYAC. 1.25
JOB #: 70892
SPACING 24.0"
MID EJA
Construction a6d
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Bottom chord checked for 10.00 psf non,concument live load.
Calculated vertical deflection is 0.01" due to live load and 0.01" due to total load at X = 1-2-5.
Truss checked for 250# movable concentrated load along Bottom Chord, concurrent with design gravity loads.
7
SO
JT,1-1?ljc;c;* Com
2900 Inothustrial 13rd
Fort Vierm FL. 34946
PlIDUC; (72) 466-3388
rmi: ("12)466-U29
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT
140 mph Wind, 15.00 it mean hgt, ASCE 7-02, CLOSED bidg, not located Within 4.50 It from roof edge, CAT 11,
DL=5.0 psf, wind BC DL=3.0 psf.
Wind reactions based on MWFRS pressures.
Right end vertical not exposed to wind pressure.
Deflection meets LJ360 live and U240 total load. 7
f12"4 4'1 V4 T
2-10-4 2. 2'1"12
AS NOTED. API
3IGN. POSITION
PUBUSHED
1 TOTAL= 1
Julius Lee P.E.
License If 34869
4th
-4-
RIGHT JIG = 6
ql=n =
TC LL
zu.UPST
TC DL
15.0psf
BC DL
10.Opsf
BC LL*
10.0psf
TOT.LD,
45.Opsf
DUR.FAC.
1.25
SPACING
24.0"
E.1 DATE 11-12-2007 1
Jc
O/A LEN. 7
JOB #: 70892
TYPE SPEC
Top chord 2x4 SP SS Dense
But chord 2x4 SP #2
Webs 2x4 SP #3
Bottom chord checked for 10.00 psf non�ncunmnt live load.
Calculated vertical defiection is 0.15" due to live load and 0.33- due to total load at X = 2-6-11.
Truss checked for 250# movable concentrated load along Bottom Chord, Concurrent with design gravity loads -
so
'r
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT
140 mph wind, 15.00 it mean hgt, ASCE 7-02. CLOSED bldg. nut located within 4.50,11 from mot edge, CAT 11,
DL=5.0 pst, wind BC DL=3.0 psf.
Wind reactors based on MWFRS pressures.
Right end Vertical not exposed towind pressure.
Deflection meets U360 live and U240 total load.
8110,11
I
R
A RV=168# U=413� NAILED
L
3 08 5!
1110" 1 76"8 , _ XIO'8 54"8 — 8'10"8
1-1-12 14io-i 1 :� —'.6'
Rv=-809# U=1�7# W=8" &10"8
SEAT PLATE REQUIRED
Rv=5599 U=104# NAILED
SEAT PLATE REQUIRED
1210"4
I I MISS I M:
OEM=
LEFT RAKE = 1'1"10 RIGHT JIG = 107
LEFT JIG= 10'0"14
DESC. = EPT SEQ = 4079
PLT. TYP.-WAVE FBCrrPl2W2(STD)CqIU=1.00(125YIG(0) QTY=g TOTAL=9 REV. 7.33.0107.17 SCALE =0.5000
—WARNING- TRUSSES REQUIRE EXTREME CARE IN FABKIUA I INS. TANUUNU, bHIVPINU. INS I�INU
BY TPI
Julius Lee P.E.
TC LL 20.Opsf
REF
ANDBRACING. REFER TO HIB-91 (�OUNGINST�INGMDBMCING).PUBLlSHED (TRUSS
PLATE INSTITUTE. W IYONOFRIO DR.. SUITE 200. MAI)ISON. Wl. 0719) FOR SAFETY PMCTICES
License # 34869
15.0PSf
DATE 11-12-2007
PRFORTO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHNU-HAVE
TCDL
PROPERLY ATTACHED STRUCTURAL PANE� AND BOTTOM CHORD SHAUL MVE A PROPERLY ATTACHED RIGID
CEILNG. "IMPORTANT— FURNISH ACOP'fOF THIS DESIGN TO THE INSTAU-ATON CONTRACTOR.
If
BC DL 10-OPSf
DRWG
ALPINE ENGINEERED PRODUCTS, INC. SMALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
ic
JRE TO BUILD �E TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING,
HANULINU, SHIFrING, INSTALLING AND B�CWG OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE
PROVISIONS OF Nos (NATIONA. DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
BC LL* 10.0PSf*
— 0 �
TOTLID. 45.Opsf T zc
2900 InthistriAll.13rd
CIA LEN. 81011
Fgrt I'llene. FL- 349 0
PAPER ASSOCIATION) AND TPL ALPINE CONNECTORS ARE MADE OF 20GA AsTM A653 GR40 GALV. STEEL
DURYAC. 1.25
JOB #: 70892
Plautc; r-72)-96-3388
EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON
THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 160 A-Z THE S5fiJ- ON THIS DRAWING INDICATES
rHi: ('772)4C6-q-129
ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
DESIGN SHOWN. THE SUITTABILBY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING
1455 SW 4th Avenue
Debay Beach, FIL 33444-216
SPACING 24.0"
TYPE MONO
I IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER ANSI)TPI 1.1 N5 SECTION 2.
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT
140 mph wind, 15.00 ft mean hgI, ASCE 7-02, CLOSED bldg, Located anywhere in roof, CAT 11, EXP B, wind TC DL=5.0 psf.
Wind SC DL=3.0 psf.
Bottom chord checked for 10.00 psf non -concurrent live load.
Deflection meets L/360 live and U240 total load.
Rv=-159# U=123# NAILED
T
12
6 3X4_(AJ1
1__j
LEFT RAKE = 2713
LEFT JIG = 1712
DESC. = CJ1
PLT. TYP.-WAVE
-r. -I-I? ijss col? I' -
At :�
2.900 Industrial *.Qrd
Fort View& 11. 34946
P11HINC: r-7 21466-3388
Fax: (77,21466-0.129
2'—
Rv-715W U=1934' W=8"
SEAT PLATE RRUM U=47# NAILED
Wind reactions based on MWFRS pressures.
Calculated vertical defleclion is 0.00" due to live load and 0.ff due to total load at X = 0-6-8.
Tmss checked for 250# movable concentrated load along Bottom Chord, concurrent with design gravity loads.
QTY= 8 TOTAL= 8
RIGID
I'l 0"4
3-4-
Lee P.E.
a # 34869
SIN 4th Avenue
V Beach. FIL 33444-2161
RIGHT JIG = 379
SEQ = 4036
REV. 7.33.0107.17
SCALE =1.0000
TC LL
20.Opsf
REF
TC DL
15 OPSf
E
DATE 11-12-2007
BC DL
10 OPSf
=0
DRWG
BC LL*
10.0PSf
ic
'00
TOT.LD.
45.Opsf
T c
z
O/A LEN.
DIJR.FAC.
1.25
JOB #: 70892
SPACING
24.0"
TYPE JACK
THIS DWG. PREPARED BYTHE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Top chord 2x4 SP #2
Bol chord 2x4 SIR #2
Wind reactions based on MWFRS pressures.
Calculated vertical deffection is 0.00' due to live load and 0.00" due to total load at X = 0-74.
Truss checked for 2509 movable concentrated load along Bottom Chord. concurrent with design gravity loads.
1 .
7*4 11
rt�" RP145M tl 21# NAILED
I
74
I F1 1
Z— Rv�-444# Rh4508h7",U=6S#
SEAT PLATE REQUIRED
AKE = 22"13
IG = 1'3"12
= CJ1S
** The maximum horizontal reaction is 508# "
140 mph wmd, 15.00 ft mean hgt, ASCE 7-02. CLOSED bldg. Located anywhere in mof, CAT 11. EXP B, wind TIC DL=5.0 psf
wind BC DL=3.0 pal.
Bottom chord checked for 10.00 psf non-concourent live load.
Deflection meets L/360 live and L/240 total load.
*— BEARING ANALOG MODIFIEDI *****
9'10"4
9-4-
RIGHT RAKE =
RIGHT JIG = 2'�
SEO =
PUUTYP.-WAVE FBCrTP12002(STD)Cq/RT=1.00(1.25YIG(OI QTY= 2 TOTAL= 2 REV. 7.33.0107.17 SCALE =1.0000
-WARNING" TRUSSES REQUIRE EXTREME CAPE IN FA13RICATING. HANDLING. SHIPPING, INSTALLING
AND BRACING. RIEFER TO HI�sl (HANDUNG INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSSI
Julius Lee P.E.
TC LL 20.Opsf
REF
PILATE INSTITUHE. ass D ONOFRIO DR., BLUE 200. MADISON. WL 53719) FOR SAFETY PRACTICES
PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 0flHERWISE INDICATED, TOP CHORD SHALL HAVE
License Iff 34869
TC DL 15.0PSf c. 2
DATE 11-12-2007
3a
PROPERLY ArTACHED STRUC`rJRAL PANELS AND BOTrOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID
CEILING. -IMPORTM�' FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
BC DL 1 Mpsf
DRWG
ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DWATION FROM THIS
0
ic
DESIGN: MY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING.
.�Ll..,..�l,iNG.INST�INOMDS�INGOFTRUMES. DESIGN CONFORMS WRIHAPPLICABUR
THE AMERICAN FOREST AND
BG LL* 10.0psf
21 Ind4jS(rjAj 33rd
.JOQ
Fort Ilierce FL. 34946
PROVISIONS OF NOS (NATONAL DESIGN SPECIFICADON PUBLISHED BY
PAPER ASSOCIATION) MD TPIL ALPINE CONNECTORS ME MADE OF 20GA ASTM A653 GR40 GALV. S'rEEL
TOT.LD. 45.Opsf
01A LEN. 1
EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON
THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A.Z. THE SEAL ON THIS DRAWING INDICATES
DUR.FAC. 1.25
JOB #: 70892
rmIic: C772) 4(;C-9.129
ACCEKANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR MY PARMULAR BUILDING
1455 SW 4th Aven
SPACING 24.0"
TYPE JACK
HIS THE RESPONSISTI RYOF'rHF RUII MIND DESIGNER PER ANSI�I 1-19RS SECTION 2.
Pelray Beach, Fl- 3L4-2161
,
Top chord 2x4 SP #2
Sot chord 20 SP #2
Bottom chord checked for 10.00 psf non�concument live load.
Deflection meets 11360 live and U240 total load.
Shim all supports to solid bearing.
THIS DWG. PREPARED BYTHEALPINE JOB DESIGNERPROGRAM FROMTRUSS MFRS LAYOUT
140 mph wind, 15.00 It mean hgt, ASCE 7-02, CLOSED bidg, Located anywhere in roof, CAT 11, EXP B, wind TC
wind BG DL=3.0 Pat.
Wind reactions based on MWFRS pressures.
Calculated vertical deflection is 0.00* due to live load and 0.00' due to total load at X = 0-8-0.
Truss checked for 250# movable concentrated load along Bottom Chord, concurrent with design gravity loads.
T
12
6 2X4(Al
3
12
AAL: =
G=I':
= 1'. 11'
�Mll"Rljs-g CORI
A�
2900 In0tistriall'.Urd
Fort Pierce. FL. 34W6
PhUlte; (—,2) 466-338A
rnv. (72) 466-1)324)
AS
Tt
W=8*
Rv�-52� U=1859
SEAT PLATE &� U-47# NAILED
V=— U=119# NAILED
QTY= 2 TOTAL= 2
ANELS AND BOTTOM CHORD SMALL HAVE A PROPERLY ATTACHED RIGID
OPY OF MIS DESIGN TO THE INSTALLATION CONMXCTOR.
SMALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
4
REV. 7.33.0107.17
Lee P E-
TC LL 20.Opsf
a At 34816�
TC DL 15.Opsf
BC DL 10.Opsf
BC LL* 10.0PSf'
TOT.LD. 45.Opsf
SW 4th Avenue
y Beach, Fl- 33444-2161 rSIDACING 24.0"
RIGHT JIG = 210*10
SEQ = 4056
SCALE =1.0000
REF
DATE 11-12-2007
5 DRWG
ic
TZ 01A LEN.
THIS DING. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR`S LAYOUT
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Wind reactions based on MWFRS pressures.
Bottom chord checked for 10.00 psf non -concurrent live load.
Defection meets U360 live and U240 total load.
T
M
Rv�-81# U=29# NAILED
3'
2- R%--641# �=114# W=8" 3'
SEAT PLATE REQUIRED Rv�-275# U=22# NAILED
Trusses or Components connecting to this girder have been modified by the truss designer. The loading for this girder requires
verification for accuracy.
140 mph wind, 15.00 It mean bill. ASCE 7-02, CLOSED bldg, Located anywhere in mof, CAT 11, EXP B. wind TC DL=5.0 psf,
Wind SO DL=3.0 pat.
Calculated vertical deflection is 0.00" due to live load and 0.02" due to total load at X = 1-6-5.
Truss checked for 250# movable concentrated load along Bottom Chord. concurrent with design gravity loads.
10'10'4
94"
RIGHT JIG = 6
qr:r) =
I"Imss CORI
'-WAKNIN�'
ANDBRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING). PUBLISHED BYTPI "USS
PLATE INSTITUTE. M DONOFRIO DR.. SUITE 201B MADISON, Wi. 53719) FOR SAFETY PRACTICES
PRIOR TO PERFORMING WESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL. MVIE
PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID
CEILING. "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
&PINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR MY DEVIATION FROM THIS
JRE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING.
�DLlNG.UMIVeiNG,INST�LtNGMDB�CINGOF�USSES. DESIGN CONFORMS WITHAPPLICNBLE
PROVISIONS OF Nos NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPL ALPINE CONNECTORS ARE MADE OF 20GA ASIM A653 GRQ GALV. STEEL
EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON
THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 �Z THE SM ON THIS DRAWING INDICATES
ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR My PARTICULAR BUILDING
iR THP RPRPONAIRTI IW OF THE BUILDING DESIGNER. PER ANSVTPI 1-1995 SECTION 2L
Julius Lee P.E.
License # 34869
1455 SIN 4th Avenue
Delray Beach, FL 33444-2161
TIC LL 20.Opsf
TC DL 15.0PSf
BIC DL I 0.0PSf
� 0
BC LL* 10.OPS
TOT.LD. 45.Opsf T Z'
REF
DATE 11-12-2007
DRWG
ic
21)00 Industriall.il3rd
Fort Vierm FL- 34SP44
PIILIIkC-. (-72) 466-3388
rnx: (7772)466-0329
01A LEN. 3
DUR.FAC. 1.25
JOB #: 70892
SPACING 24.0"
TYPE JACK
THIS DWG. PREPARED BYTHE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT
Top chord 2x4 SP #2
Ent chord 2x4 SP #2
Bottom chord checked for 10.00 psf non -concurrent live load.
Deflection meets U360 live and Lr240 total load.
6
Rv=-165# U=689 NAILED
7—
Rk13# U=1hft W=8' 6
SEAT PLATE REQUIRED Rv=320# U=14# NAILED
140 mph vAnd, 15.00 It mean hgt, ASCE 7-02, CLOSED bldg, not located Within 4.50 ft from roof edge, CAT 11, EXP B, Wind
DL=5.0 psf, Wnd BC DL=3.0 psf.
Wind reactions based an MWFRS pressures.
Calculated vertical deflectlon is ODY due to live load and 0.12" due to total load at X = 2-9-4.
Truss checked for 250# movable concentrated load along Bottom Chord, concurrent with design gravity loads.
1 V 0"4
--V -4-
LEFT RAKE = 2'2"13
LEFT JIG = 5'9"1 RIGHTJIG=7'2"
DESC. = CJ5 SEQ = 4035
PLT. TYP.-WAVE FOCrrPI2002(STD)CCVR�-1.00(l.26YIC(0) QTY= 6 TOTAL= 6 REV. 7.33.0107.17 SCALE =0.5000
I'IMS9 C01W.
—WARNING— TRUSSES REQUIRE EXTRIEME CARE IN FABRICATING. HANDLING. SHIPPING. INSTALLING
ARDBRACING, REFERTO HIB-91 (HANDUNG INSTALLINGAND BFACING). PUBLISHED BYTPI (TRUSS
PLATE INSTITUTE, 583 DONOFRIO DR.. SUITE 200. MADISON.Wl. 53719) FOR SAFETY PRAC110ES
PRIOR TO PERFORMING THESE FUNCYONS� UNLESS OTHERWISE INDICATED, TOP CHORD SHALL �VE
Julius Lee P.E.
License # 34869
TIC LL 20.Opsf
TC DIL 15.0psf �w
REF
-
DATE 11-12-2007
PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID
CEILING. —IMPORTANT�- FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR
ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR MY DEVIATION FROM THIS
DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING,
�ULINU.UHIPFING.INST�LINGMDO�CINGOFMUWES. DESIGN CONFORMS WITH APPLICABLE
PRO%1SIONS OF Nos (NATIONAL DESIGN SPECIFICATION PUBLISHED BYTHE AMERICAN FOREST AND
PAPER ASSOCLINTION) AND TPI. ALPINE CONNECTORS ME MADE OF 20GAASTM A653 GR40 GALV. STEEL
EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON
THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-Z THE SEAL ON THIS DRAWING INDICATES -
ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
DESIGNSHOWN. THE SUITABILITY AND USE OFTHIS COMPONENT FOR ANY PARTICUILAR BUILDING
IS THE RESPONSIBILUTY OF THE BUILDING DESIGNER, PER ANSIVTPI 1-1995 SECTION 2.
1455 SW 4th Ave
Delmy Beach, Ft.nu�2161
n-
BIG DL 10.0PSf
BC LL* 10.0PSf
TOT.L.D. 45.Opsf
DRWG
ic
2.000 Indp6priAl.1,3rd
Fort Vierce. FL. 34946
PlIDUC; C-72) 466-3388
rnx: (7-:2)4(;6-U29
O/A LEN. 5
DURYAC. 1.25
JOB #: 70892
SPACING 24.0"
TYPE JACK
Top chord 2x4 SP SS Dense
Bot chord 2x4 SP #2
140 mph wind, 15.00 it mean hgt, ASCE 7-02, CLOSED bidg, Located anywhere in met, CAT 11, EXP B, wind TC DL=5.0 psf,
wind BC DLc3.0 psf.
Hipjack supports 2-11-8 Setback jacks with no webs.
Defleclion meets U360 live and U240 total load.
Top chord overhangs have been checked only for loads as indicates. Overhangs not checked for man loads or long-term
deflection.
I
—F
LEFT RAKE = 3'
LEFT JIG = 4'6"12
DESC. = HJ3
PLT. TYP.-WAVE
Cow
Z1700 IndostrIR1.113rd
Fort Pierce. 11. 34V46
PTILAIM: (72) 466-3388
rXI: (7-72146P)329
Wind sections based on MWFRS pressures.
Calculated vertical deflection is -0.01" due to live load and -0.02" due to total load at X = 0-7-4.
Shim all Supports to solid bearing.
Rv�-4# U=7# NAILED
4'2'3
2715 Rv=-52� U=199# W=10"9 473 Rv--16# NAILED
SEAT PLATE REQUIRED
OF NOS
QTY=2 TOTAL=2
� THIS DESIGN TO THE INSTALLATION
NOT BE RESPONSIBI-E FOR ANY DEVI
0'10'3
9-11-2
-4-
RIGHT JIG = 3'10"7
SEQ = 4098
SCALE =0.7600
Julius Lee P.E.
TC LL 20.Opsf
License, # 34869
TIC DL 15.0PSf
RIGID
s-
BC DL I 0.0PSf �,2
BC LL* 10.0PSf
TOTJ-D. 45.Opsf T
ON
DURYAC. 1.25
1455 SW 49h Avenue
Delmy Beach, FL 33444-2161
SPACING 24.0"
5.1 DATE 11-12-2007 1
ic
O/A LEN. 40203
JOB #: 70892
TYPE HIP JA(
Construction arid Lotlb6/HJ7
Top chord 2x4 SP SS Dense
Bot chord 2x4 SP #2
Webs 2.4 SP 93
Hipjack supports 6-11 -8 setback jacks with no mbs.
Deflection meets U360 live and U240 total load.
Top chord overhangs have been checked only for loads as indicates. Overhangs not checked for man loads or long-term
deflection -
LEFT RAKE = 3'
LEFT JIG = 10'6"10
DESC. = HJ7
PLT. TYID.-WAVE
3a;
7900 IndustrNI 33rd
Fort Vierce. FL. 34946
PlIUMIC; (M) 446-338S
140 mph Wind, 15.00 It mean hgt. ASCE 7.02, CLOSED bidg, Located anywhere in roof, CAT It. EXP B, wind TC DL=5.0 psf,
wind BC DL=3.0 psf.
Wind reactions based on MWIFRS pressures.
Calculated vertical deflection is 0.03" due to live load and 0.05" due to total load at X = 6-1-5.
3'6"15
6'1'5 Ni?'i
6'1*5 —11 Rv�-249# U=1161 NAILED
7 — — —
SYS
6'1"5 5 �7 1
79"15 Rv=-777ft UL261# W=10"9 9110"ll
SEAT PLATE REQUIRED Rv=483# U=85# NAILED
(� 12'10"3
___(V,4"
RIGHT JIG = 1
czrr) =
6 -1 HUbbtbKLUUI� � I �Mt�Kt IN tAuKtUA I lv�.NANULIN�.�NII-I-[N�, tN� I �I-L�l
Julius Lee P.E.
TIC LL 20.Opsf
ING. REFER TO HIB-91 (HANDUNGINSTAIUNGANDBRACING). PUBLISHED BY TPI (MUSS
TITUTE, 683 D�NOFFUO DR., SUITE 200. MADISON, Wi. 5S719) FOR SAFETY PRACTICES
License 9 34869
PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE
TC DL 15.0PSf G.
I ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID
"IMPORTMr. FURNISH A COPY OF THIS DESIGN TO THE INSTAUL-ATION CONTRACTOR.
EIC DL 1 O.Opsf
GINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
NY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING.
BC LL* 10.Opsf
SHIPPING. INSTALLING AND BRhCINGOFTRUSSES. DESIGN CONFORNISWITH APPUCABUE
S OF NOS (NATIONAL DESIGN SPECIFICATION PUBUSHED BYTHEAMERICAN FORESTAND
TOTJ-D. 45.Opsf
SOCUknON) AND TPI. &PINE CONNECTORS ARE MADE OF 2aGA ASTM M53 GR40 GALV. STEEL
S NOTED. APPLY CONNECTORS TO EACH FACE OF MUSS AND. UNLESS OTHERWISE LOCATED ON
ZN. POSITION CONNECTORS PER DRAWINGS 160 A�. THE SEAL ON THIS DRAWING INDICATES
DUR.FAC. 1.25
4CE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
1455 SW 4th Avenue
SPACING 24.0"
iOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR MY PARTICULAR BUILDING
SPONSIBILITY OF THE BUTLDING DESIGNER, PER ANSI"] 1-1905 SECTION 2,
Delray Beach, I'L 33444-2161
DATE
11-12-2007
DRWG
ic
O/A LEN.
91001
JOB #: 70892
TYPE
HIP JACK
iuu.kluouzl,uuabidi�uiibtructiunano LU1 IODIMJ44
THIS DWG. PREPARED BYTHE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT
Top chord 20 SP 02
140 mph wind, 15.00 It mean hgt, ASCE 7-02, CLOSED bldg, Located anywhere in roof, CAT 11, EXP B, wind TC DL=5.0 psf,
got chord 2x4 SP #2
Wind BC DL=3.0 psi.
Hipjack supports 2-3-8 setback jacks with no webs.
Wind reactions based on MWIFRS pressures.
Deflection meats L/360 live and L/240 total load.
Calculated vertical detection is -0.01' due to live load and -0.01" due to total load at X = 1-10-6.
Top chord overhangs have been checked only for loads as Indicates. Overhangs not checked for man loads or ong-tenn
deflection.
37114
SEAT PLATE REQUIRED
Rv=36# NAILED
NAILED
016"3
-4-
LEFT RAKE = 3'
LEFT JIG = 3'6"12 RIGHT JIG = 677
DESC. = HJ24 SECI = 4104
PILT. TYP.-WAVE FBCrrP12002(STD)CWRT=1.00(125YIO(0) QTY=l TOTAL=1 REV. 7.33.0107.17 SCALE =1.0000
I'RUS9 CORR.
'1NARNING" TRUSSES REQUIRE �REME CAPE IN FABRICATING. HANDLING. SHIPPING, INSTAI-LING
ANDBRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BMCING). PUBUSHED BYTPI (TRUSS
PLATE INSTITUTE. S83D'ONOFRIO DR.,SUDE 200. MADISON.Wl. 53719) FOR SAFETYPRACIPCES
PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE
PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID
CEILING. '.IMPORTMT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
AI -PINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR MY DEVIATION FROM THIS
DESIGN; MY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING.
�uuNu,b"iFe,NG,INST�INGMDB�CINGOFMUSSES. DESIGN CONFORMS WITH APPLICABLE
PROVISIONS OF Nos (NATIONAL DESIGN SPECIFICATION PUBUSHEO BY ME AMERICAN FOREST AND
PAPER ASSOCATION) AND TPI. ALPINE CONNECTORS ME ME OF 20Gk ASTM A653 GR40 GALV. STEEL
EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON
TfIIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-Z THE SEAL ON THIS DRAWING INDICATES
ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
DESIGN SHOWN. ME SUITABILITY AND USE OF MIS COMPONENT FOR ANY PARTICULAR BUILDING
I IS ME RESPONSMILTIN OF ME BUILDING DESIGNER, PER ANSI"I I -INS SECTION Z
Julius Lee P.E.
License 9 34869
1455 SIN 4th AVenu
Delray Beach, I'L 314-2161
TC ILL 20.Opsf
1
TC DIL 15.Opsf 0, E
t
13C DL 10-0PSf
SIC LL* 10.0PSf
TOT.LD. 45-OPSf T
REF
DATE 11-12-2007
DRWG
ic
2900 Indaistri2l.13rd
Fort Pierce. 1-1. 34946
Phunc, (772) 466-3388
Fax: C772146(-q-329
A_
O/A LEN. 3021
DURFAC. 1.25
JOB #: 70892
SPACING 24.0"
TYPE HIP JACK
..c�/ ... U ��l . .1 1 .1.
Top Chord 2x4 SP #2
Bot chord 2x4 SP #2
Bottom chord Checked for 10.00 psf non-concument live lead.
Deflection meets U360 live and U240 total load.
See DING VALTRUSS1 106 for valley details.
12
6 F7-
2X4(D1)
14'6"3
Z Rv�-4155# U=38# W=!2'
SEAT PLATE REQUIRED
LEFT JIG = 2713
DESC.= MV2
PLT. TYP.-WAVE
1*1?ijsl; CORR.
An>C:;1-
7,901) Inthistriml,13rd
Fort Pierce. FL. 3V46
Plivoue; (72) M6-33813
rxi: C-772146f-q-324)
140 mph wind, 15.16 It mean hgt, ASCE 7-02, CLOSED bldg, Located anywhere in mof, CAT 11, EXP B, wind TO DL=5.0 psf,
wind SO DL=3.0 pal.
Wind reactions based on lVWFRS pressures.
Calculated vertical deffection is 0.00" due to live lead and 0.00" due to total lead at X = O-lD-7.
Truss checked for 250# movable concentrated load along Bottom Chord, concurrent with design gravity loads.
RIGHT JIG = 1
-qrzr) =
AND BRACING). PUBLISHED BY TPI (TRUSS
Julius Lee P.E.
TC LL
20.Opsf
REF
IN. WIL 0719) FOR SAFETY PRACTrICES
HERWISE INDICATED. TOP CHORD SHAUL HAVE
License 9 34869
TC DIL
15-OPSf
e'
WM
DATE
-
11-12-2007
Ile CHORD SHALL HAAE A PROPERLY ATTACHED RIGID
GN TO THE INSTALLATION CONTRACTOR.
BC DL
1 O-OPSf
DRWG
SPONSIBLE FOR MY DE�AnON FROM THIS
ic
RMANCE WITH TPI; OR FABRICATING.
BC LL* 10.0PSf
SSES. DESJGNCONFORMSWITHAPPLICABUE
O/A LEN.
2
PUBLISH50 BY1HE AMERICAN FOREST AND
2 MADE OF 20GA ASTIVI A653 GR40 GALV. STEEL
TOT.LD. 45.Opsf TZ
- OF MUSS AND. UNLESS OTHERWISE LOCATED ON
50 A.Z. THE SEiAL ON THIS DRAWING INDICATES
DUR.FAC.
1.25
JOB #: 70892
SIBILITY SOLELY FOR THE MUSS COMPONENT
1411 SIN 4" Avenu
SPACING
24.0"
TYPE
VAL
APONENT F MY PARTICULAR BUILDING
�NSIBrFl
DeIrayBe.chFL3,3%4-2161
B 191FPS5 SECTnOv 2 1
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Bottom chord checked for 10.00 psf non -concurrent live load.
Deflection meets U360 live and U240 total load.
Sea DING VALTRUSS1106 for valley details.
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT
140 mph Wind, 15.00 It mean hgL ASCE 7-02, CLOS ED bldg. Located anywhere in roof, CAT 11. EXP 8, wind TC DL=
Wind BG DL=3.0 psf.
Wind reactions thased on MWFRS pressures.
Calculated vertical deflection is 0.02" due to live load and 0.05" due to total load at X = 1-2-13.
Truss checked for 250# movable Concentrated load along Bottom Chord, Concurrent with design gravity loads.
13'6"3
LEFT JIG = 4'5"11 RIGHT JIG = 3'5"2
DESC.= MV4 SECI = 4086
PLT. TYP.-WAVE FBCffP12002(STD)CIVRT=I.W(1.25YIO(0) QTY=l T0TAL=1 REV. 7.33.0107.17 SCALE =1.0000
3
-WARIANG- TRUSSES REQUIRE EKTREME CARE IN FABRICATING. HANDLING. SHIPPING. INSTALLING
AND BRACING. REFER TO HIM1 (HAl,1DLING INSTALLING MO BRACING). PUBLISHED BYWI (TRUSS
PLATE INSTITUTE. 5rM D ONOFRIO DR. SUITE 200. MADISON. W1. 0719) FOR SAFETY PRACTICES
PRIOR TO PERFORMING THESE FUNCIRONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHAUL. HAVE
PROPERLY ATTACHED SWUOWRAL PANELS AND BOTTOM CHORD SHAI-L HAVE A PROPERLY ATTACHED RIGID
CEILING. "IMPORTANT- FURNISH A COPY OF WIS DESIGN TO WE INSTALLATION CONTRACTOR.
ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
DESIGN: MY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING,
PAN LING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE
PROWSICINS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY WE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A65ZI OR40 GALV. STEEL
EXCEPT AS NOTED. APPLY CONNECTORSTO EACH FACE OF MUSS AND. UNLESS OTHERWISE LOCATED ON
THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 160 A-Z ME SEAL ON THIS DRAWING INDICATES
ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR WE MUSS COMPONENT
DESIGN SHOWN. WE SUITABILITY AND USE OF THIS COMPONENT FOR MY PARTICULAR BUILDING
I IS WE RESPONSIBILITY OF WE BUILDING DESIGNER. PER ANS1,TPI I- "S SECTION 2.
Julius Lee P.E.
License 11134869
1455 SW 4th Avenue
Defray Beach, FL 33444-2161
TC LL 20.Opsf,
TIC DL 15.0PSf Wm
BC DIL 1 O.Op
1
BC LL* 10.0PSf* -00
45.Opsf M.
TOT.LID. z
REF
DATE 11-12-2007
DRWG
ic
2.900 Industrial ,
33rd
Fort Pierce. 1:1- 34946
PbUlikV. (—,21 466-33HS
rar. 177214(if-t).129
C/A LEN. 4
DURFAC. 1.25
JOB#.'70892
SPACING 24.0"
TYPE VAL
� I 19 w W-1 a lt-�Cfm Ili PLC
Top chord 2x4 SP #2
Bot chord 20 SP #2
Webs 2A SP #3
Bottom chord checked for 10.00 psf non�oncurrent live load.
Calculated verfical collection is 0.05' due to live load and 0.19" due to total load at X = 3-4-9.
Truss checked for 250# movable concentrated load along Bottom Chord, concurrent vrith design gravity Icads.
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFIZS LAYOUT
140 mph MAnd, 15.00 ft mean hgt, ASCE 7-02, CLOSED bldg. not located Within 4.50 ft from roof edge. CAT II.
DL=5.0 psf, wind GO DL=3.0 psf.
Wind reactions based on MWFRS pressures.
Right end vertical not exposed to Wnd pressure.
Defection meats U360 live and U240 total load. 7
Sea DWG VALTRUSS1 106 for valley details.
12'6"3
LEFT JIG = 6'8"8 RIGHT JIG = 5'5"2
DESC.= MV6 SEQ = 4085
PLT. TYP.-WAVE FBCITP12002(STD)CqRT=1.00(1.25YIO(OI QTY=1 TOTAL=1 REV. 7.33.0107.17 SCALE =0.7500
FRUSS C01W.
'1VARNING" TRUSSES REQUIRE E)CPREME CARE IN FABRICATING, HANDLING. SHIPPING. INSTALLING
AND BRACING. REFER TO HIB-91 (HANDUNG INSTALUNG AND BRACING). PUBLISHED BY TPI (MUSS
PLATE INSTTTUTBE. W DUNOFRIO DR.. SUME 200. MADISON. WL 0719) FOR SAFETY PRACTICES
PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OUIERWISE INDICATED, TOP CHORD SHALL HAVE
PROPERLY ATTACHED STRUCTURAL PMEtS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID
CEILING. -IMPORTANT- FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TP); OR FABRICATING.
HANDLING, 5HIMING, INSTALUNGMD BRACINGOF TRUSSES, DESIGN CONFORMS WITHAPPLICABLE
PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ME MADE OF 20GA ASTM A653 GR40 GALV. STEEL
EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON
THIS DESIGN, POSITION CONNECTORS PER DMWINGS 160 A-Z THE SEAL ON THIS DRAWING INDICATES
ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSSIUIX SOLELY FOR ME MUSS COMPONENT
DESIGNSHOWN. THE SUITABILITY AND USE OFTHIS COMPONENT FOR ANY PARTICULAR BUILDING
IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSIfTPI 1-1995 SECTION 2,
Julius Lee P.E.
License 9 34869
1455 SW 4th Avenue
Delray Beach, FIL 33444-2161
TC LL 20.Opsf
w
TC DL 15.0PSf
BC DIL 10-0PSf
BC -L* 10.0PSf* -C?
TOTILD. 45.Opsf Tz'
REF
DATE 11-12-2007
DRWG
ic
2.900 Industrial.li3rd
Fort Nerve. 11-1- 34946
MILHIC: r7,2) 466-3398
Fax: ('72)4(iC-q.329
OIA LEN. 6
DLIR.FAC. 1.25
JOB #: 70892
—
SPACING 24.0"
TYPE VAL
1031 MV00
Top chord 2x4 SP #2
Bot chord 2X4 SIP #2
Webs 2X4 SP #3
Bottom chord checked for 10.00 psf norT-concument live load.
Calculated vertical deflection is 0.01" due to live load and 0.05" due to total load at X = 6-9-2.
Truss checked for 250# movable concentrated load along Bottom Chord, concurent with design gravity loads.
2X
—T 4
7-8-
3'9"12
3'10"4 3'9"12
7-8-
Pi 7'8" Rv�-136plf U=100plf W*V
140 mph wind. 15.00 It mean hgt, ASCE 7-02, CLOSED bldg, not located within 4.50 111 from met edge, CAT 11, EXP B, Wind TC
DL=5.0 pal, Wnd BIC DL=3.0 psf.
Wind reactions based on MWFRS pressures.
Right end vertical not exposed to wind pressure.
Deflection meets U360 live and U240 total load.
See DING VALTRUSS1106 for valley details.
1'6"3
LEFT JIG = 87"12 RIGHT JIG = 7'5"1
SEQ = 4084
DESC.= MV8S
PLT. TYP.-WAVE FBCffP12002(STD)Gq/RT=I.W(IlSYIC(0) QTY=1 TOTAL=1 REV. 7.33.0107.17 SCALE =0.5000
-1-1? us'; col? 1�.
-1VARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, N51ALLINU
AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS
Julius Lee P.E.
TC LL 20.0PSf'
REF
DATE 11-12-2007
PLATE INSTITUTE, 583 D ONOFRIO DR., SUITE 200, MADISON. WL 53719) FOR SAFETY PRACTICES
PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE
License 11134869
TC DIL 15.OPSf
PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID
8.
CEILING. -IMPORTANr' FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
BC DL 10.0PSf'
DRWG
ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR MY DEVIATION FROM THIS
JRZ TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING,
D �UFVJ. .1-11,14G. INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE
PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
BC LL* 10.0PSf
TOT.LD. 45.0PSf z
ic
2900 InotistriAlMird
O/A LEN. 70800
Fort Meric e. FL. 34946
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GAI-V. STEEL
EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON
1.25
JOB #: 70892
P11 USIC; (72) 466-338.4
THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES
DUR.FAC.
SPACING 24.0"
TYPE VAL
ram (7772)466-4.129
ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING
1455 SW 4th Avenue
lDefiray Beach, FIL 33444-2i6l
IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PFR AN.S11TPI 1.1995 SECTION 2.
Job:(70892),Goastal Construction aild .1-at'lliti/MV10S THIS DING. PREPARED BY THE ALPINE JOB DESIGN6 PROGRAM FROM TRUSS MFRS LAYOLT
Top chord 2x4 SP #2
140 mph Wind, 15.00 111 mean hgl, ASCE 7-02, CLOSED bldg, not located within 4.50 It from mof edge, CAT 11, EXP B. Wind TC
Bot chord 2x4 SP 92
DL=5.0 psf,,Mnd BC DL=3.0 psf.
Webs 2x4 SP #3
Wind reactions based on MWFRS pressures.
Bottom chord checked for 10.00 psf non�ncurrent live load.
Right end vertical not exposed to wind pressure.
Calculated vertical deflection is 0.01"
due to live load and 0.06" due to total load at X = 2-0-6.
Deflection meets 11360 live and U240 total load.
Tniss checked for 250# movable concentrated Icad along Bottom Chord, concument With design gravity loads.
See DING VALTRUSS1 106 for valley details.
4'1" -r
00"N 4,112 576%
2X3
t
2X3
�3
12
0 L'- -
JAa
4X4
F
S
196"3
A,
2X3 3X4 2M
r8"
'Vi" 4
41' 5;6�4
T8
2'10'11
7-8- R,-164plf U=100plf W*-8-
LEFF RAKE 3'3"10
LEFT JIG = 9'1"3
RIGHT JIG 10'8"5
DESC.= MV10S
SEQ = 4094
PLT. TYP.-WAVE
FBCffP12002(STD)Cq/RT=1.00(125YlO(0) QTY=1 TOTAL=1
REV. 7.33.0107.17
SCALE =0.3750
*�WARMNG- TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING. SHIPPING. INSTALLING
PUBLISHED BY TPI
Julius Lee P.E.
TC LL
20.Opsf
REF
AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND B�CING), TRUSS
PLATE INSTITUTE 583 DONOFRIO DR., SUBFIE 20. MADISON. WI. 53719) FOR SAFETYPMCTICES
PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAvE
License # 34869
TC DL
15.Opsf
LL
w
DATE 11-12-2007
DRWG
AE
PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHOW SHALL. MVIE A PROPERLY ATTACHED RIGID
CEILING. -IMPORTANT- FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
BC DIL 10.Opsf
lu� 8
ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR MY DEVIATION FROM THIS
ic
DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING,
HANDLINU,bHlPeING,INST�LINGMDO�CtNGOF�USSES. DESIGN CONFORMS WITH APPLICABLE
BC LL*
10.0psf
290I)l IntillSfrial 33rd
O/A LEN. 70800
Fort Vierce. FL. 34946
PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST MID
PAPER ASSOCIATION) MD TPIL &PINE CONNECTORS ME MADE OF 20GA ASTM A653 GR40 GAI-V. STEEL
TOT.LD. 45.Opsf
zo
NIUSHI; r-72) 466-33SR
EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF MUSS AND. UNLESS OTHERWISE LOCATED ON
THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 1 SO A-L THE SEAL ON THIS DRAWING INDICATES
DUR.FAC.
1.25
JOB #: 70892
rax: C7772)466-c).32451
ACFJEPTMCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE MUSS COMPONENT
DESIGNSHOWN. THE SUUTAgIUB-yMD USE OFMIS COMPONENT FOR ANY PARTICULAR BUILDING
1455 SW 4th Avenue
SPACING
24.0"
TYPE VAL
IISTHE RES�NSIBILITYOFTHE BUILDING DESIGNER, PER ANSUTPI 1-1995SEC'NON 2.
Delray Beach, FL 33444-2161
,
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Bottom chord checked for 10.00 psf non-concurrant live load.
Defection meets U360 live and U240 total load.
See DWG VALTRUSS1 106 for valley details.
56"'! 5
140 mph wind, 20.80 ft mean hgt, ASCE 7-02. CLOSED bidg, not located within 4.50 It from roof edge, CAT 11, EXP B, wind
DL=5.0 psf. wind BC DL=3.0 pal.
Wind reactions based on lMWFRS pressures.
Calculated vertical deflection is 0.03' due to live load and 0.12" due to total load at X = 9-3,3.
Truss checked for 250# movable concentrated load along Bottom Chord, concurrent with design gravity loads.
5,13"15
4X4
12
6
2-X4(A2) 2X4(A2)
2 3
1 JVI.
1'1"14
66'15 11'1"14
10"13 5'6"15 1 1'1"l' 4 66*15
Rv�-873#! U=248# W=3"8 11'1"14 Rv�-873# U=248# V ;-1i
SEAT PLATE REQUIRED SEAT PLATE REQUIRED
Viol) lndostria03rd
Fort Pierce. FL- 34946
PlIURIC; (1-72) 466-3388
Film ("72)466-q.329
AS NOTED.
QTY= 6
Julius Lee P.E.
L PANELS AND BOTTOM CHORD SHAUL HAVE A PROPERLY ATTACHED RIGID
A COPY OF THIS DESIGN TO THE INSTALI-ATION CONTRACTOR.
4C. SHALL NOT BE RESPONSIBLE FOR ANY DEMATION FROM THIS
TRUSS COMPONENT 114�5 SW 4th Avenue
ULAR BUILDING - I - —
REV. 7.33.0107.17
RIGHT RAKE = 3"6
RIGHT JIG = 64"10
SEQ = 4091
SCALE =0.5000
--TREF
TC LL
20.Opsf
TC DL
15.Opsf
BC DL
10.Opsf
BC LL*
10.0PSf *
TOT.LD.
45.Opsf'
DURYAC.
1.25
SPACING
24.0"
2�!
DATE 11-12-2007
8,
DRWG
ic
zo
O/A LEN. 121108
JOB #: 70892
TYPE VAL
uontiumcuon ana .1-01 100 / !-�4
Top chord 20 SP #2
Sot chord 2x4 SP #2
Webs 2x4 SP #3
Bottom chord checked for 10.00 psi non-concument live load.
Detection meals U360 live and U240 total load.
Sea DING VALTRUSS1 106 for valley details.
THIS DVVG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS -AYOU-r
140 mph Wnd, 20.68 ft mean hgt, ASCE 7-02, CLOSED bldg, not located wthin 4.50 ft from met edge. CAT 11, EXP B, YAnd TC
DL=5.0 psf, Mind ED DL=3.0 psf.
Wind reactions based on MWFRS pressures.
Calculated vertical deflection is 0.03" due to live load and 0A I" due to total load at X = 9-6-1.
Truss checked for 250# movable concentrated load along Bottom Chord, concument With design gravity loads.
AIX6
r--
AIX6
12
6
2X4(A2) 2X4(A2)
El 1
2 2X3 2X3
3 2 3
11 V1.1 4
1"1 '114
61"3 6'0"11 11"1"14
10"13
SEAT PLATE REQUIRED
LEFT RAKE = 3"6
LEFT JIG = 5'10"4
DESC. = PG2
PLT. TYP.-WAVE
mr"FRUSS C'01?1,-
AC�
Fort Vince. F.L. 34946
Plunc. (—, 2) 466-33HR
Fax: (72)46(-q.129
QTY= 2 TOTAL= 2
SEAT PLATE REQUIRED
Lee P.E.
- # 34869
SIN 4th Avenue
� Beach, FL 33444-2161
REV. 7.33.0107.17
TC LL
20.Opsf
TC DIL
15.Opsf
BC DL
10.Opsf
BC ILL'
10.Opsf'
TOT.LD.
45.Opsf
DURYAC.
1.25
SPACING
24.0"
RIGHT RAKE = 3"13
RIGHT JIG = 510"4
SEQ = 4092
SCALE =0.5000
DATE 11-12-20C
DRWG
ic
TZ O/A LEN. 121108
JOB #: 70892
TYPE
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Bottom chord checked for 10.00 psf non -concurrent live load.
Deflection meets U360 live and U240 total load.
See DWG VALTRUSS1 106 for valley details.
I HI5 UWIJ. VKLPAKeU BY I 11� ALFINIz JVIJ UI,BVNLK FKUU� eKUM I (Ub� MI-K � -AYUU 1
140 mph wind. 20.18 ft mean hgt, ASCE 7-02, CLOSED bidg, not located within 4.50 fit from roof edge, CAT 11, EXP B, wind TC
DL=5.0 psf. wind BC DL=3.0 pat.
Wind reactions based on MWFRS pressures.
Calculated vertical deflection is 0.04" due to live load and 0.09' due to total load at X = 8-9-12.
Truss checked for 250# movable Concentrated load along Bottom Chord, concurrent with design gravity loads.
3'1*3 810"11 j�l 14
3�
1 E
10 3 1-3 4'111"8 3'1*3 1 0-T3
06 4X6
12 r=
6 �--7 z�� [—= I
3X4(Al) 3X4(All)
19'3"11
2X3 2X3
11'1"14
810"11 4
10"13 3,1 . W3 3 -1�3 16
Rv=-873# U=243# I W=3'8 11'1"14 Rv=-873h! U=243# WLTt
SEAT PLATE REQUIRED SEAT PLATE REQUIRED
LEFT RAKE = 3"6 RIGHT RAKE = 3"13
LEFT JIG = 377 RIGHT JIG = 3'7"7
DESC.= PG3 SEQ = 4093
PLT. TYP.-WAVE FBCffPl2M2(STD)CqRT=I.W(125YlG(0) QTY= 2 TOTAL= 2 REV. 7.33.0107.17 SCALE =0.5000
3
'VARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATING. HANDLINU. BI-011ING, INSTALLING
AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS
PLATE INSTITUTE, 583 DONOFRIO DR.. SUITE 200. MADISON, WIL 63719) FOR SAFETY PRACTICES
PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE
PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID
CEILING. "IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, ABLE
SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLIC
PROVISIONS OF Nos (NATIONAL DESIGN SPECIFICATION PUBLISHED BY WE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPIL ALPINE CONNECTORS ARE MADE OF 200A ASTM A663 GR40 GAI-V. STEEL
EXCEPT AS NOTED, APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON
THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-Z. WE SEAL ON THIS DRAWING INDICATES
ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
DESIGN SHOWN. WE SUITABILITY AND USE OF THIS COMPONENT FOR MY PARTICULAR BUILDING
IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSUTPI 1-1995 SECTION 2,
Julius Lee P.E.
License 34869
1455 SIN 4th Avenue
Delmy Beach, FIL 33444-2161
TC LL 20.Opsf'
TC DIL 15.Opsf
BC DL 10-0PSf
BC LL* 10.0PSf I
TOT.LD. 45.Opsf,
REF
DATE 11-12-2007
DRING
ic
2,I)CO Itallistrioll Qrd
Fort Pierce. FL- 349U
PhILHIC: (72) 466-3388
Fax: (772) 46C-9329
O/A LEN. 121108
DURFAC. 1.25
JOB #: 70892
, SPACING 24.0"
TYPE VAL
Top chord 2x4 SP 02
Sol chord 2x4 SP #2
Webs 2x4 SP #3
Bottom chord checked for 10.00 Pat non-concument live load.
Deflection meets U360 live and Lr240 total load.
See DING VALTRUSSI 106 for valley details.
—F
2
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
140 mph vAnd, 19.68 it mean hgL ASCE 7-02, CLOSED bidg, not located wiflim 4.50 it from mof edge, CAT It, EX
DL=5.0 psf. Wnd BC DL=3.0 psi.
Wind reactions based on MWFRS pressures.
Calculated vertical cleftection is 0.02" due to live load and 0.09" due to total load at X = 4-3-0.
Times; checked for 250# movable concentrated load along Bottom Chord, Concurrent vAth design gravity losWs.
12
08 2X3 H0308
P#Z4-� T
X4(A2) A '*-, 2X4fA2)
2 3 2�X3 19'3"11
NI — "11
21fT 573 �j 5'6"11
5'7'3 11'1"14
10'13 11'1'14
Rv=-588# U=121# !W=38 Rv�-821# 11=22091'4*3"It RI-586# U=120# WizA
SEAT PLATE REQUIRED SEAT PLATE REQUIRED
LEFT RAKE = 3"6
LEFT JIG = 1'4"14
DESC. = PG4
PILT. TYP.-WAVE
-r. COI? I
ALbt:24-
Z960 lindustriallMind
Fort 11 ierce. 11-1- 34946
Phone; (772) 466-3388
rax: ('72) 46C-q.329
ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD!
'IMPORTANT- FURNISH A COPY OF THIS DESIGN TO THE
QTY= 2 TOTAL= 2
IG. SHIPPING. INSTALLING
BUSHED BYTPI (TRUSS
WETY PRACTICES
R D. TOP CHORD SMALL HAVE
�E A PROPERLY ATTACHED RIGID
I-ATION CONTRACTOR.
W DEVIATION FROM THIS
OR FABRICATING,
NFORMSIATITTAPPUCABLE
AMERICAN FOREST AMID
STIM A553 GRQ GALV. STEEL
NUESS OITIERWISE LOCAtED ON
Lee P.E.
a ft 34869
SIN 4th Avenue
REV. 7.33.0107.17
RIGHT RAKE = 3"13
RIGHT JIG= 10'1"2
SEQ = 4066
SCALE =0.5000
TC LL
20.Opsf
TC DL
15.0PSf
BC DL
1 0.0PSf
BC LL*
10.0PSf *
TOT.I-D.
45.Opsf'
DUR.FAC. 1.25
SPACING 24.0"
REF
'w f
DATE 11-12-2007
5
DRING
ic
zo
O/A LEN. 121108
JOB #: 70892
TYPE VAL
Top chord 20 SP #2
SOL chord 2x4 SP #2
Bottom chord checked for 10.00 psi non-ooncument live load.
Deflection meets U360 live and LJ240 total load.
See DING VALTRUSSI 106 for valley details.
1HIbUWb.VKt,FAKtUIdY IHtALVINLJU5 Ut,61UNER PRUIJHAM FROM IRLSS MFRS LAYOUT
140 mph wind, 15.00 ft mean hgt, ASCE 7-02, CLOSED bldg, Located anywhere in Pont, CAT 11, EXP B, wind TIC DL=5.0 psf.
wind BC DL=3.0 psf.
Wind reactions based on MWFRS pressures.
Calculated vertical detector, is 0.01' due to live load and 0.02'due to total load at X = 1-2-13.
Truss checked for 250# movable concentrated load along Bottom Chord, concurrent with design gravity loads.
12'9"l 1
LEFT JIG = 22"13 RIGHT JIG = 2'2"13
DESC. = V4 SEQ = 4050
PLT. TYP.-WAVE FBC1TP120D2(STD) Cq/RT=1.D0(1�5)/1G(0) QTY= 2 TOTAL= 2 REV. 7.33.0107.17 SCALE =1.0000
1*11USS C01M
'WARNING— TRUSSES REQUIRE E)(TFtEME CARE IN FABRICATING. HANDLING, SHIPPING, INSTALLING
MD SPACING. REFER TO HIB-91 (HMDLING INSTALLING AND SPACING). PUBLISHED BY TPI (TRUEB
PLATE INSTITUTE. 583 QONOFRJ0 DR., SUITE 200. MADISON. WL 0719) FOR SAFETY PRIACTICES
PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAvE
PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID
CEILING. "IMPORTMr- FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR MY DEVIATION FROM THIS
DESIGN; MY FAHLURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING,
�OLING.5hiPPING.ENST�LINGMDB�CINGOFMU�ES. DESIGN CONFORMS WITH APPLICABLE
PROVISIONS OF Nos (MVONA1- DESIGN SPECIFICATION PUBLISHED BYTHE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ME MADE OF 20GAASTM A653 OR40 GAL�V. STEEL
EXCEPT As NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON
THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-Z THE SEAL ON THIS DRAWING INDICATES
ACCEPTANCE OF PROFESSION& ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
DESIGN SHOWN. THE SUFFABILITY MD USE OF THIS COMPONENT FOR MY PARTICULAR BUILDING
IS THE RESPONSIS LITY OF THE BUILDING DESIGNER, PER ANSInFPI 1-1995 BECTON 2.
Julius Lee P.E.
License 9 34869
1455 SW 4th AVenu
Defray Beach, I'L 3��2161
TC LL 20.Opsf
TC DL 15-0PSf —W
BC DL 10-0PSf
BIG LL* 10.0PSf
TOT.LD. 45.Opsf, Tz
REF
DATE 11-12-2007
IDRWG
ic
2.900 InglostriAl.Urd
Fort Pierce. 11:1. 34946
P11141MV: (72) 4456-338.9
r4m. (77 2) 466-9.329
O/A LEN. 4
DURTAC. 1.25
JOB #: 70892
SPACING 24.0"
TYPE VAL
r.
Top chord 2x4 So #2
Bot chord 2x4 SP #1
Bottom chord checked for MOO psf non-concurent live load.
Defection meets L/360 live and L/240 total load.
See DWG VALTRUSSI 106 for valley details.
LEFT JIG = 4'5"11
DESC. = V8
PLT. TYP.-WAVE
1, C(01?1
2904 lindustrial'.t3rd
Yart Pierct 11. 34946
PTILIPIC; r,2) 466-33S8
Fax: (7772)466-9329
140 mph wind, 15.00 ft mean hgL ASCE 7-02, CLOSED bldg. not located within 4.50 ft from roof edge, CAT 11. EXP B. wind TC
DLmS0 psf, Wind BC DL-3.0 psf.
Wind reactions based on MWFRS pressures.
Calculated vertical deflection is 0.06" due to live load and 0.21' due to total load at X = 4-0-0.
Tress checked for 250# movable concentrated load along Bottom Chord, Concurrent with design gravity loads.
IV 8-
4� W
ATTACHED STRUCTURAL PANEI
'IMPORTAN7' FURNISH A COPY
INSTALLING AND
1. 1-1—
PI (TRUSS
Julius Lee P.E.
TICES
License # 34869
D SHALL HAVE
RLY ATTACHED RIGID
RACTOR.
FROM THIS
ING,
IAPPLICABLE
ORESTAND
10 GALV. STEEL
WSE LOCATED ON
NO INDICATES
I COMPONENT
1455 SW 4th Avenue
.UILDING
Delray Beach, FL 334
t
RIGHT JIG = 4'5"11
SEO = 4049
REV. 7.33.0107.17
SCALE =0.7500
TC LL
20.Opsf
REF
TC DL
15.OPSf
DATE 11-12-2007
DRWG
BIG IDL 10.0PSf
BC LL*
10.0PSf
to
?
ic
TOT.LD.
45.Opsf
Z'
O/A LEN. 8
DURTAC.
1.25
JOB #: 70892
SPACING
24.0"
TYPE VAL
IUD/ VOA
Top chord 2x4 SP #2
Bot chord 2x4 SIP #2
Webs 2x4 So #3
:Lt Stubbed Wedge 2x6 SP #2::Rt Stubbed Wedge 2x6 SP #2:
Calculated vertical deflection is 0.01" due to live load and 0.06" due to total load at X = 6-3-6.
Truss checked for 250# movable concentrated load along Bottom Chord, concurrent With design gravity loads.
4'2"4
I I. W�. . I . n� �Llll�. 1�. r—W I — ... —n . — I —
140 mph wind, 15.00 It mean hgt, ASCE 7-02, CLOSED bldg. not located wthin 4.50 It from roof edge, CAT li, EXP B. wind TC
DL=5.0 psf, wind BC DL=3.0 psf.
Wind reactions based on MWFRS pressures.
Bottom chord checked for 10.00 psf non-concument live load.
Deflection meets U360 live and U240 total load.
See DWG VALTRUSS1 106 for valley details.
12
6
4X8(GI) 4X8(Gl)
2X3
— AWR
41�2"4 8'4"8
W2"4 8'4"8 474
2'0'12 8'4"8 Rv=171plf U=100plf WiWII 2-0-12
IV.
1019"11
RIGHT RAKE = 2'3"11
RIGHT JIG = 5'1"13
q;=n = AnAR
UIZZ)LI. = VONA QTY=1 T0TAL=1 REV. 7.33.0107.17 SCALE =0.5000
PLT. TYP.-WAVE FBCrrP12002(SM)CqIRT=1.00(1.25)[IO(0)
-�WARNING- TRUSSES REQUIRE EXTREME CARE INI-ABIVQAIING.�.I-111G.��IIPING, INSTALLING
AND BRACING. REFER TO 1,1113-91 (HANDLING INSTALLING AND SPACING), PUBLISHED BY TPI (TRUSS
PLATE INSTITUTE. 683 DONOFRIO DR., SUITE 2100, MADISON, Wt. 53719) FOR SAFETY PRACTICES
PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE
PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID
CEILING. "IMPORTANT- FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
&PINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVATION FROM THIS
DESIGN: MY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH Wi: OR FABRICATING,
.MuLIN.. SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE
PROVISIONS OF NDS (NATION& DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TP1. ALPINE CONNECTORS ARE WIDE OF 20GA AsTM A653 GR40 GALV. STEEL
EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON
THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-Z THE SEAL ON THIS DRAWING INDICATES
ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
DESIGN SHOWN, THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING
i IS THE RESPONSIBILITY OF E BUILDING DESIGNER PER ANSVTPI 1.1995 SECTION 2
Julius Lee P.E.
License # 34869
1455 SW 4th AVOnUO
Delray Beach, FIL 33444-2161
TC LL 20.Opsf
TC DL 15.0PSf
BCDL 1 0.0PSf
BC LL* 10.0PSf
TOT.LD. 45-0r)sf
REF
DATE 11-12-2007
DRWG
ic
Fort llitrc& FL. 34946
PTIERIC; (M) 4"-339A
rXI. (17211466-9.129
O/A LEN. 80408
DURYAC. 1.25
JOB#.'70892
SPACING 24.0"
ITYPE VAL
Top chord 20 SP 92
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Bottom chord checked for 10.00 psf non -concurrent live load.
Deflection meets U360 live and L/240 total load.
See DWG VALTRUSS1106 for valley details.
t
T
8'4"8
HMO
4174
140 mph wind, 15.00 ft mean hgL ASCE 7-02, CLOSED bldg, Located anywhere in roof, CAT II. rXP B, Wad TC DL=5.0 pal,
wind BC DL=3LO pat.
Wind reactions based on IVWFRS pressures.
Calculated vertical deffection is 0.02" due to live load and 0.07" due to total load at X = 6-3-6.
Truss checked for 250# movable concentrated load along Bottom Chord, concurrent with design gravity loads.
474 84' . 8 474
2712 i 84'8 Rv=171plf U=100plf W=�,�B 2'0'12
1010"15
LEFT RAKE = 2'3"11 RIGHT RAKE = 2711
LEFT JIG = 6'7"5 RIGHT JIG = 5'7"5
DESC. = V8B SEQ = 4047
PLT. TYID.-WAVE FBCrrP12002(STD)Cq/RT=1.00(1.25YlD(0) QTY=l TOTAL=1 REV. 7.33.0107.17 SCALE =0.5000
-WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATING. HANDLING. SHIPPING. INS FALLING
AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBUSHED BY TFI (TRUSS
Julius Lee P.E.
TC LL 20.Opsf
REF
DATE 11-12-2007
PLATE INSTITUTE, 583 D ONOFRIO DFL. SUITE 2D). MADISON, WL 53719) FOR SAFETY PRACTICES
PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OWERWISE INDICATED. TOP CHORD SHALL HAVE
Ucense 34869
TC DL 15.0PSf
PROPERLY ATTACHED STRUC1`URAl- PANELS AND BOTTOM CHORD SHALL, HAVE A PROPERLY ATTACHED RIGID
CEILING. "IMPORTANT- FURNISH A COPY OF WIS DESIGN TO WE INSTALLATION CONTRACTOR.
BC IDL 10.0PSf
DRWG
ALPINE ENGINEERED PRODUCTS. INC. SHAL- NOT BE RESPONSIBLE FOR ANY DPAATION FROM THIS
ic
DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMMCE WITH TPI: OR FABRICATING,
1ANULIN ...... FIND. INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE
PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
BC LL* 10.0ps
45.Opsf Tz'
80408
Fort Vitive. FL. 34946
PAPER ASSOCIATION) AND TPIL ALPINE CONNECTORS ME MADE OF 20GA MTM A653 GR40 GALV. STEEL
TOT.LD.
O/A LEN.
1.25
JOB #: 70892
DICEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS MD. UNLESS OTHERWISE LOCATED ON
'THIS INDICATES
PlIURIC; r- 72) 4456-338S
MIS DESIGN. POSITION CONNECTORS PER DRAWINGS 160 A-Z WE SISAL ON DRAWING
DURYAC.
rat: (7772) 466-11
ACIEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR WE TRUSS COMPONENT
DESIGNSHOWN. WE SUITABJURYAND USE OF THIS COMPONENT FOR MY PARTICUI.M BUILDING
1455 SW 4th Avenu
SPACING 24.0"
TYPE VAL
HSWE RESPONSIBILITY OF11HE BUILDING DESIGNER, PER ANSIfTPI 1-1995 SECTION 2,
Pelmy Beach. FIL 314-2161
I I
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Bottom chord checked for 10.00 psf non-ccIncurrent live load.
Deflectjon meets U360 live and U240 total load.
See DWG VALTRUSS1 106 for valley cletafli a.
LEFT RAKE = 1'2"4
LEFT JIG = 575
DESC. = V9
PLT. TYP.-WAVE
140 mph Wnd, 15.00 Ift mean hgt. ASCE 7-02. CLOSED bldg, not located vALhin 4.50 ft from mof edge, CAT 11, EXP B, vAnd TC
DL=5.0 psf, Wad BC DL=3.0 pal.
Wind reactions based on MWFRS pressures.
Calculated vertical deflection is 0.03- due to live load and 0.11' due to total load at X = 7-4-14.
Trues checked for 25D# movable concentrated load along Bottom Chord, concument wth design gravity loads.
911018
%11:1 9:14-9
4'11'4 4'11*4
V11"4 911018
1-0-12 4'11 *4 9110"8 4'1 V4
9110"a R,-146plf U=100plf W=�,10�:R"12
'I-RUS3 CORI'-
2900 In0ustriall.13rd
Fort Plerc e. U'L. 34946
MILIVIC: (-721466-33ES
rXI: (77,2146C-9.329
1 TOTAL= I
AVE A PROPERLY AUACHED RIGID
ATION CON�CTOR.
Y DEVIATION MOM �IS
OR FABRICATING.
ON
Lee P.E.
a # 34869
SW 4th Avenue
y Beach, FL 334
12'10"3
RIGHT RAKE =
RIGHT JIG = 51
CzF:0 =
TC LL
zu.UPST
REF
TC DL
15.Opsf
DATE
11-12-2007
BC DL
I 0.0PSf
DRWG
BC LL*
10.0PSf
-00
ic
TOTA-D.
45.Opsf
0
z
O/A LEN.
91008
DUR.FAC.
1.25
JOB #: 70892
SPACING
24.0"
TYPE
VAL
iuu��IUOU4),�Ud�tai�Ullbt[UULIU,Idltu 'Uut 10ji V
Top chord 2x4 SP #2
Bot chord 2A SP 92
Webs 2A SP #3
Bottom chord checked for 10.00 psf non�ncunrent live load.
Deflection meets L1360 rive and L/240 total load.
See DWG VALTRUSS1 106 for valley details.
4'l V4
T-11-1
140 mph wind, 15.00 It mean hgt, ASCE 7-02, CLOSED bidg, not located within 4.50 ft from roof edge, CAT 11, EXP B. Wind fc
DL=5.0 psf, wind BC DL=3.0 psf.
Wind reactions based an MWFRS pressures.
Calculated vertical deflection is 0.03" due to live load and 0.11" due to total load at X = 2-5-10.
Truss checked for 250# movable concentrated load along Bottom Chord, concument with design gravity loads.
2'2"15
41
�--2'0'12 2-0-12
Rv=-161pit LE:100plf W=9'10"8
LEFI- RAKE = 2711 RIGHT RAKE = 2'3"11
LEFT JIG = 6'1"6 RIGHT JIG = 6'1"6
DESC. = V9A SEQ = 4089
PLT. TYP.-WAVE FBC�l2M2(STD)CqIRT-1.00(125YIO(0) QTY=1 T0TAL=1 REV. 7.33.0107.17 SCALE =0.5000
—WARtiftNG--TRUSSES REQUIRE �REME�EINF�RIGAIINU.�ULINU.SHIPPINU. IN I.IN.
AND BRACING. REFER TO HiB-91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY M b(muss
LATE INSTITUTE, 583 DONOFRIO DR.. SUITE 2M. MADISON, WI. 53719) FOR SAFETY PRACTICES
P PR OR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CH040 SHALL HAVE
PRCPERV( ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SIHuU-L HAVE A PROPERLY ATTACHED RIGID
CEILING. "IMPORTAIff" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTFI
ALPINE ENGINEERED PRODUCTS. INC. SHA-L NOT BE RESPONSIBLE FOR MY DEVIATION FROM THIS
DESIGN; MY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING,
MIJUIN.. H,,ING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS Wm4APPLICABLE
PROVISIONS OF NDS (NATION� DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCATION) AND TPI. &PINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GAI.V. STEEL
EXCEPT AS NOTED. "PLY CONNECTORS TO EACH FACE OF TRUSS MD. UNLESS OTHERWISE LOCATED ON
THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 10 A-Z THE SIEAJ- ON THIS DRAWING INDICATES
ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING
IISTTE RESPONSIBILITYOFTHE BUILDING DESIGNER PER ANS(ITPI 1-1995 SECTION 2.
Julius Lee P.E.
License # 34869
1455 SW 4th Aven"
Delray Beach, FL 314-2161
TC LL 20.Opsf
TCDL 15.0PSf 'WE
BC DL 1 0.0PSf B
BC LL* 10.0p
TOT.I-D. 4t).UPST Tz
REF
DATE 11-12-2007
DRING
ic
2.900 Inthostrial 33rd
Fort Nam FL. 34946
O/A LEN. 91008
DUR.FAC. 1.25
JOB #: 70892
, SPACING 24.0
TYPE VAL