HomeMy WebLinkAbout Truss4- O Y03. 0,-;Dl
TJ Truss Cor .
Travis J. White Tony Little
Vice President Assistant Manager
Engineering Package Certification Form
Contractor/Builder: G.W.Purucker Homes, Inc Job #:
Project: Rupp / 7O506P22
Model:
City/County of Jurisdictior SAINT LUCIE
Occupancy Type:
Engineer or Architect of Record
Roof / Floor Truss Company TJ Truss Corp.
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
Engineering Software Version V.I.E.W. Version 7.33.0114.18
I certify that the engineering for the trusses listed on the at e . n L
sheet has been designed and checked for compli h� torid
Building Code 2004.. The truss system ha n s gne f o�ovide
adequate resistance to wind loads andf' es as r , uire the following
provisions:
DesignCrit a 7-0 .. 140 mph
TCL T DL BCLL BCDL' TL:
Loading(PS 20 16 10' 10 46 1.25 Duration Factor
.non -concurrent
i
Mean Roof Height: 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 Engineering, Tallahassee, FL. Engineering sheets are
photocopies of the original design and approved by me.
If structural Engineer of Record is not listed above then he did not exist as of
the seal date persection 61 G15-31.003(5a) of the Florida Adminsitrative
Code.
tty�itill�tl�z
As witness by my seal, I hereby certify that the above .�` +° 'ti. C� »� sj�
information is true and correct to the best of my No. 0
knowledge and belief. 08
Name ...............: Julius Lee, P.E. + ; ST T OF
Certification #..: 34869
1f�� •asrlr•r ��i
TJ Truss Corp. - Page:
Engineering Package Index Sheet
an 1 Pitch
! 11
Support List
Non. App.
! 12
18 - 1 3/4" X 18" LVL-
03/13/2008
2
13
Al G
03/13/2008
1
32'00 00
14
1 A2
03/13/2008
1
j 32'00"00
1 15
1 A3
03/13/2008
1 32'00 00
16
j A4
03/13/2008
I 1
32'00"00
17
A5
03/13/2008
1
! 32 00 00
18
B1 G
03/13/2008
2
07 00"00
19
C1 G
03/13/2008
2
16 06"00
! 20
C2G
03/13/20082
08'08"00
21
.-.... ..........:
C3G
03/13/2008
3
32 00 00
22
.... ..... :
; C4G
_-
03/13/2008.
2
1 20'00 00
23
24
C5
I C6
03/13/2008
03/13/2008
12
1
32 00 00
32A0"OOf-►
1 7 / 12_
7/12
,7/12
7/12
1 7 / 12 =_.r
7/12
j7/12
7/12
7/
This index sheet lists, in numerical order, the
drawings as they appear within 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.
oz
E �' y
+��► w'•'ti�}qq//�� � s s
_ 03/1 08 _
r� ST OF
a
µ TJ Truss Corp. Page:;
Engineering Package Index Sheet
JobNumber:
70506P22
Builder:
G.W.Purucker Homes, Inc
Y Project:
Rupp
Model:
Location:
SAINT LUCIE
This index sheet lists, in numerical order, the
drawings as they appear within 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.
1 Pg # 'Page I.D.
Dwg Date
Qty Base Span
Pitch Seq. # Notes
140 EJ3A
03/13/2008
2 03'10"03
7 / 12
41 EJ3
03/13/2008
.... .-.:::
2 ; 04 04 00
7/12
42 j EJ2B
03/13/2008
' 2 03'04 08
1 7 / 12
43
1 HJ9
03/13/2008 1
2
1 14'07"15
1 5.06 / 12 1
44
HJ8
03/13/2008
3
1 1100 03
1 4.95 / 12
1 45
_ .
1 HJ7VA
..:__-_
03/13/2008
-...::-
1
09'10 01
_...... .... ._..
4.95 / 12
46
..__- -
HJ7V
. ....__ —.
03/13/2008
2
.._.-
0910 01
1 4.95 / 12 ,
i 47
HJ7
03/13/2008
1
0910 01
4.95/12
48
..::- _:-
HJ3
. _.
03/13/2008 i
1
07 00 02
4.95 / 12
49
.
HJ2B
03/13/2008
4
_
04'08"08
4.95 / 12
77 FT25 03/13/2008 4 23'06"04 0 / 12
us
+raasar+.
+ N s/. i
031� 08
ST OF
ld/ a
A. 4VD.'►''
�...� Page
TJ Truss Corp.
Engineering Package Index Sheet
JobNumber:
70506P22
This index sheet lists, in numerical order, the
`
Builder:
G.W.Purucker Homes, Inc
drawings as they appearwithin this bound pkg.
Project:
Rupp
As per Florida Law (copy included), the seal on
Model:
the last page of this index is used in lieu of
Location:
SAINT LUCIE
5liii�3ifr the! aista to - 4tti P
P&Ibrhtake
signing and sealing each individual sheet.
Pg # Pagel. D.
Dwg Date
Qty j Base Span
Pitch
Seq. # Notes
179
I FT26
03/13/2008
1 1711 04
0 / 12
80
j FT27
03/13/2008
1 05 03 08
1 0 / 12
81
FT28
03/13/2008
j 2 y05 03"08
i 0 / 12
j
JU
a# No. 0 o
z 03/1 08
ST T OF ±'
w
VALLEY 'FRUti S DETAIL
TOP CI4ORD 2X4 SP #P_ OR SPF ffl. /#2 OR BETTER.
BOT CHORD 2X.3(*) OR 2X•4 SP ff'2N' OR SPFy'L/#Z OR. BETTER.
2X3 M:AY. BE RIPPED FROM A 2X6 (PITCHED OP. SQUARE).
* ATTACH EACH VALLEY TO EVERY SUPPORTING TRUSS WITH:
12" STRAP (4) i.Od x 1.5" NAiLS FOR MWF:S. ASCE 7-02
14O ,MPii TKIND SPEED, 30' MEAN ROOF HEIGHT EXP. 19
CUT FROM 2X6 OR
LARGER AS REQ'D
-`4—o-0
12
Jam..
1.2 MAX. (- - /j W2M
W2X4 i' \�N'2X4
U-0-0 MAX- ---
1.2 /' \ PITCHED CUT
12 MAX.1 - '�4}'4 I BOTTOM CHORD
/i
VALLEY
(MAX. SPACING) �� W2X4
riLA.-_ ._._.._WSX3 F - --- --9 --;
--- — .—----I.6--0-0 MAX-----ti+ --
UNLESS SPECIFIED ON ENGINEER'S SEALED DESIGN, APPLY IX4 °T'•'-BRACE, DO
LENGTH OF WEB, VALLEY WEB, SAME SPECIES AND GRADE OR BETTER, ATTACHED
MTji-8r1__Ll0`S—(D L13" X 2.5") NAILAT G" OC, OR CONTINUOUS LATERAL BRACING,
EQUALLY SPACED, FOR VERTICAL VALLEY WEDS GREATER THAN 7'9'".
MAXIMUM VALLEY VERTICAL HEIGHT MAY NOT EXCEED 12'0
'TOP CHORD OF '1PUSS BENEATH VALLEY SET MUST BE BRACED WITH ONE OF THE,
FOLLOWING OPTIONS BELOW :
# 1. --- PROPERLY ATTACHED, RATED SHEATHING APPLIED PRIOR TO VELLY TRUSS
INSTALLATION
# 2 -- PURLINS AT 24" OC OR AS OTHI3RWISE SPECIFIED ON ENGINEERS'
SEALED DESIGN
3 - BY VALLEY TRUSSES ATTACHED PER NOTE *'
NOTE'NIAT 714' PURLN SPACING FOR BRACING THE TOP CHORD OF i'1lli 'TRUSS
BEN, EATH THE VALLEY IS MEASURED ALONG THE SLOPE OF THE 'COP CHORD.
F ARGER SPANS MAY Di; BUILT AS LONG AS THE VERTICAL HEIGHT DOES
)T EXCEED 12 0".
BOTTOM CiIORD MAY BE SQUARE OR PITCHED CUT AS SHOWN.
LL{}` -I W4X4
S C:I:NG �L iN2X4 /F—
SQUARE CUT 1
BOTTOM CHORD
bA.].J,LY OPTIONAL STUB
END DETAIL
12 MAX �1h:4X,iCx
ice.• ,.�.� � \ /G�';a
1x,3
/ Flilia
1ti1X3 I I Cr-:0---0 \ **<
1 x I� II .-•.. �.� '` 34" O%C, l.2" S'1'F2AP
Iv X... (�;L�} .SPACING) I'i Fd2X4 \�`(4)- lOd }. 1.5" NA1(,
+11`1XI tv5x4,rSPL] I
I ACI. 1 E N D
--- ---- -' - -20- 0-0 MAX (:..;-)'
SUPPORTING ` PUS':i.S AT 24" OC MAXIMUM SPACING.
ys VAF:NIN(i.M1 IRIISS :i R!:DUIRE Cr.ML< %C CARL IN FABRICATINp, HANDLING, S'41PPING, INSTALLING A141i T
nNAr-INC. REFER .0 RCSI I-LU (DUILUING CCH,PINCNS SAFETY INt'1]PMr.12GN), FUL'LIFHEU by T-I (TRU'SS 1
PLATE II+S?I TUTC. S6G D'GNUI'RIO DR, SUITE 20D, HADISGtr, VI. 5:!719) AND V-,CA (VIVID TRESS CGUNCIL
OF AI:ERICA, 6100 ENTER°RICO' LI(, HAMSCI+, 'VI 937!9) FIR SA.r E.iV WACTiCE.S PRIOR TO PCRFCRIq NG �, S.
/ \ IHCSF. rI1M.:l III'e s. I:V�F.SS "THE
INDICATCD, TOP EHORrI S'1nl.L HAt•r: PRFLY ATTACHED -
1 \ i`RI;CTUPAL PANELS nOTTGH CHORD $Hf-.LL 145VE A PRGP[RLV niTA HED EC .INC l 1�k
T
l �LR
_ w,-nRIAN- ruRimm r..Lf„r nF nim nC51Gr! TO !NSTALLATIDII CONTRAC-13R. ALNNE UKGI n.{CF.EU fRDD IN A.
414A Nor III. RESPOIu51BI.0 =0R A! ' DC'J:nT 10N FI:GH P.!IS DESIGNI ANV Fn:l U,C 10 BULL_ iHF IItWS
!I+ EGI+F GP,HW:f[ VITH TP:; OR FAD RICATING, N•NDLING, SHIPPING. INSTALLING . BRACT t+i 0: I'R:1SSE5. IAi
II TLC PRUN'ISI7N`: OF -I- (.\nilUN•?L -MN SFEl_. D` AF&PA) MID M.
�jf, j
DESIGN l'GI+TIRrnS •fin API, S ,,) ASTH AGS3 l!AUL
A(PII:E CUNNECIUR PLAIEY PC NADC OF 20i1BlIEGe. :W!•: GOJGO (V,Y,/H,S7 �
GAL'J. EL API'L' PLATE` 1'0 EACH FACE OF SPECS ANC, L'nLAIE CFOs 'OISC LIV•1F.n 4 THIS
ALPINE ENGINEERED PRODUCTS, ING. DESIGN. POSTT101': F'ER DRAVIRGS :cOA-7.. ANY ! )S DE ! JI OF PLATES r'G;.LOVELI 9. - SHALL SF. PER
AIJ'9,_K A3 OF TPI 1-20:4_ SEC ]. A SL-.AI. li+l IRIS DRAVIRfi (NBICn TES k.rEr-TANCr. OF Pii±''C':SIOI•wL
POMPPN08F.ACH, FLORIDA Etf iNCCRIN(i RF. S°LM1'SI BILII I' SOLELY FOR 1HL rRt1GS COI•,PnNENT BCSiG:+ SIIIVV. i!I' SU1 TaB1LiTY aHn
"' '" '11S£"TIT•-'fH15" CL!IIPONENr FOR ANV.-BUILDING 15 TI4O.RCSPWSIBILITY ❑T T1.-E BUiLBING nLsaGNER. PER
ANSV:PI 1 SEC. 2 111
C
1, - E;U IS
fi as � 2LG1
A7E aF
11 ppnA �`�
"•.•••••`• •` Mir)rlhC1 . \G4s
" IS CI i PA 1
OPTIONAL HIP
JOINT DETAIL,
2'�R
P.USSFS --PARTIAL
FRAMING
...00:.. FLAN
THIS DRAWING REPLhCES DRAWING A105
11 20 201 PSF R.EF
VALLEY DETAIL
DI, 15 7; PSF DATE
ocT.il3j'2005
Ln, 10 5I FSF• DR14G
LL 10-I11 0i PSF -EVG
LD. 55 1421 PSF
.Dlt.,iii<Al'.
24"
_5
I 'a
1 %_j V
C
TABLE BELOW
FOR HTPJACK
.. ...........
GRADE
. - ----- —
BOO CHORD 2XA- SO. PJNI.`*, -.#2 N
2X4 SO. PINE i13
HIPJACK TC')P C1101-11L) LUMBER GRADE-----
':MAX'M.AX NIORMA1,1 - *
-MAX ILIIPJACK SOFFTY `vS'ZIGHT
OVEMHANG 0V1,'I?IIA1N(`
j, 2 PSF I 10 PISF,
1-0600 1 2 - 0 1, 07 !1'2 IN
IE' N S11,
2 00-00 i.2 - - 0'-) 1,5 j
111,11OVIDE Upi.1171' C(11.JNNF'.CTIONS AT BEARINGS AS INDIC-ATI-11).
U 1-1 !.1 i"T: 3501 20Oi1
UPI -AFT BASED ON iU.O PSF TOTAL D'E'AD LOAD. NVIND
1,41`11. MEAN HG]'=17.5 (30.0) FT. ENCLOsEF). (ASCE
I ) nnx ' I n i , I i I:) r I i i, f-r-, MI !I I 1�ir`P? Md Q A P I-) W A D 17,1 (� <Z A rZ V M 1 ) I r A - 1'1�i I ) I
-1 wI I . . I . . - .
5a01i 4:3 0 1;
ORG LOC: 4- + +
UPI, PT 13ASEID ON 10.0 PSF TOTAL DEAD LOAD. WIN'D
f�
,I, ." PEPD.J,1-13 MPH. MEAN, HGT�--22.6 F.T. ENCLOSED. (ASCE 70 r 'A
I (J
� 1 � it i
#2 HIP 0IR CM-IMON! TRUSS
81 HIP TRUSS
OPTIONAL VERTICAL IVE'B, US,"• W1.5XI AT
BOTTOM OF VERTMAI USE, 'A'-3',,4 AT TOP
OF VERTICA], AND I)JAGONAI., WEB,
(3) 16d TOE'NA11,1,', alt: 4-12d toe nail
�14" (6).10d x 1.5" NAIL 1!'.AC:ll END
alt 1611 strap w/ 6-10dxl.51, nail each
end
ll
TOII
I
C3.00
N
r
4 1 '.1II Cj F?
10 1
T H J vl 6
w— ',I,
E '4 F) AN D I •CI
:,I_ % I j I I.. C ", I I -:i C A I E III rAa,Z:� l'2- 1C. INSI.,41 P'It -I,
- i; U1 1 0 il"M (VZ,.. ;,
i:!..; I i J: E. "n u 1,� ":no,.!I rko. 'Qllj:,:.b
r.W K., 4' ir. t 111. 1.) r III I , VI �n 7 f:-2R 5 r I T I r 111.R -.1 i �-11.
1"., '11, I -RI I SF jNi-:f,t I C 1, rj1P C �,M. 1 %T I PLIF�7�,'l I I A I. i
t, 0110.-- '40T!j:1 H HVI A Y A. 'It ! 1, 1. R. G:71 LE:1.
ALPINE
M.PlNr ENGINEERED PRODUCTS, INC.
POMPANO BF.ACI I. FLORIDA
ca; t" 'I."% CLII:1QA;:0-' AI.Vi:1i:, (7.14WNLJPEIJ FrIZ
,,!,L, ""1 41,1
L 111:7 UP-- ill PLA;., 1 Ii.
'�k! I�c- � t % P';�' L'-
C-IM-WLL � ITi T OR F AD P: C 11 - I-C,
(:4A1lTJI,L K-10 SINC.C. FY kI 0A) AI:11 "I
.1 1- NS rc
-.1L V %'I -L L A
;a1 . .....
.3, ;P: SLIL D1 11"i DR—:NG Ill KIII-S
r.vrwr!:R%,r, N-S�wS:Bft-0y %rLC.Y FLO ;.AL lltj�_S CIC.SILN %WW*4 �L 1; Il II I
U'� r I 11-t- IIL-11 ur c rap y Ru LZII�L' K ti,r �rMM:RIL11 ( 0; -MNI� !ILSI -A
....... .......
917c. F
AIE OF
FLORIDA
,j
I by
JULIUS -D,Z-�-2,J,Uzl�U-S LEE,
LEEULIUSLEE
ENGINEERING INIC.—PL434869.
mail Ieeen9nenyanoocom,<u5
LEE Date: 11 .14 08:41 ".05,00,
REVIEWED
By JULIUS LEE at 8:40
am; Nov 14, 2007
DRAWING
REPLACE,:
DRAIV:NG
I-IC1. 1 '1195029
i•
20
MAX
FSF
R 1!: 1"
7 '--' I'L 3 K CS
1.
I
i-5
MAX
PSF
---------------
DATI' I
OCT. 1 B /2005
I)L
10
MAX
PSF
DPWI7,
IIX
BC I.I.
10
MAX
PSF
U, N (.'I
101 I.D.
'.
5,
5
-
MAX
I S
" F
------
DUR. rAC:.
12 5
SPACING ---SEE ABOVE
TOP CHORD 2X4 y2 OR BETTER
BOT CHORD 2X4 Y2 OR BETTER
WEBS 2X4 ff3 OR 1313TTER
PIG"GYRACK DET-A.11-1
SPACE PIGGYBACK VERTICALS AT 4' OC MAX.
TOP AND BOTTOM CHORD SPLICES MUST BE STAGGERED-SO.THAT ONE SPLLCE
1S NOT DIRECTLY OVER ANOTHER.
PIGGYBACK BOTTOM CHORD MAY BE OMITTED. ATTACH VERTICAL WEBS TO
TRUSS TOP C14013D WITH 1.5X3 PLATE.
ATTACH PIIRLWS TO TOP OF FLAT TOP CI{ORD. !F PIGGYBACK
IS SOLID LUMBER OR THE BOTTOM CL:OP,D IS OMITTED, PLIRLINS
MAY BE APPLLED BENEATH THE TOP CHORD OF SUPPORTING TRUSS.
REFER TO ENGINEER'S SEALED DESIGN FOR RE2GIRF,D PC'RLIN SPACING.
THIS DETAIL IS APPLICABLE FOR 'TI.AE FOLLOWING WIND CONDLTIONS:
110 I.1PH WIND, 30' MEAN HGT, ASCE 7--02, CLOSED BLDG, 130 MPH WIND, 30' MEAN HGT, ASCE 7-02, CLOSED
LOCATED ANYWFERE IN ROOF, 1. MI FROM COAST BLDG, LOCATED ANYWHERE IN ROOF, CAT 11. EXP. C.
CAT 1, EXP C, WJND TC UL=6 PSF, F,'1ND I3C DI.=5 PSF WIND TC DL--5 PSIS', WIND BC DI-5 PSF
110 MPH WIND. 30' MEAN TIGT, 213C 146 MPH WIND, 30' MEAN HOT, ASCE 7 -02, CLOSED
ENCLOSED BLDG, LOCATED ANYWHERL' IN ROOF BLDG, LOCATED ANYWHERE IN ROOF, CAT IL EXP. C,
WIND TC DL=5 PSF, WIND BC PL=5 PSP WIND TC DL-5 PSF ' IND BC DL.=5 F:SY'
FRONT FACE (E,* ) PLATES MAY BE OFFSET FROM BACK FACE
PLATES AS LONG AS BOTH FACES ARE SPACED 4' OC MAX. MAX SIZE OF 12
,._i12 OR BETTER —
E-. c, - I" Ell -1� _l.A0w-fin-- ---E
20' FLAT TOP CHORD MAX SPAN
•i I I 'd
jN I�d
'ATTACH PIGGYBACK WITH 3X8 TRULOX OR ALPINE PIGGYBACK SPECIAL PLATE.
WARNING•• TPUSSCS DCOUIRE EX P.ENE CARE IN FADRICATING, HANpi:11G, SHIPPING,. INSTALLING AND
RRACIN�... REF CR fC BCS1 I-D-3 (BUILDING rVPPUNENI SAFCTY INFJRMAI IDN). PURL ISIIEp BY N'1 <i fallSS
PLAT(: INSTIIUTV. bW3 D'DNIT IZID BR.. SUITE EGO, MADISDN, WI. "'715) <ND VICA cWUuO IR'USS COUNCIL
AHERICA, 63UB E:+iCRK':Sr.. 01. IIApISON, WI 53719) FOR SAFETY FRACTICES PRIOR TO PERFORMWrJ
IHE SC FIJNC. TION$. 4N!.E SS ➢THEFWISC IIaC•ICATEp, TOP CHORD sHM.I. HAVE PRCIPERI.Y ATTACHED
Nfl.
\ STPUCT DRAi- PA:{L'_S AND NDTTOM C)(ORR SH:'_L IIAVE A PROPERLY AT(ACWD RIGID nF.11_i Nii.
— +c N NTRAr R. nL• I L E ,! «� L
^r J: 1 ( TAI.1_AIIC CD 0 - 1H S 'SIC. O 1 .
."., J r f uN,-H C PT' t G�
"ALPINE - I("L 1.(,. , D
�="T------ SHf-.LI. NuT DC RESPD:ISi pLE FOR AIJY DEVIATION fkOH THIS D_'sIGNI ,V{Y FAILURE iD IUll.p fH_ TRIJ5S
III
CONFOVNAM'E WITH 1'PI; OR 1-f.BR 1U'AlINC,, HANDLII:G, SHIPPING, INS if L!_:NG 6 pRACII{G OF TRUSSES.
DE51CN CDNrORHS V:TN APPLICABLE ''ROVISIONS Or NDS (NAr(ONAL rrsic-H sPEC, BT AF&PA) AND TPT.
A•. -PI NL- TCDNN'ECl'OR PLATES ARE HARE Dr 20i1B/16GA (W,N/31K: nS'Ill A653 GRADE 10/60 (VA/A,S-
SEEL. APPLY FLAILS TO EACH FACE: Or' TRUSS AIII). UNLESS Ul'HERWISE DCAI'ED VN ihIS
DESIGN, FUSI1((Y� PLP DRAVINGS 16OA-Z W0 INsncnoN OF =LAZES FCLLOVED �D" (]) SHALL BE PER
ALPINE ENGINEERFD PRODUCTS, INC. ANNE>< 11 OF TM 1-2092 SEC. 3. A SEAL OR T141S BRAWp+, INDICATES ACCE0ANr Cl PROFESSIGNAL
POMPANO BEACH, FLORIDA ENGJ.NE.ERINO RESPONi1311.I1Y SOLELY Top THE lFuSS CGMPSIIENT pEVGN SYOWN. THE SUITARILITY ANI
- USE -OF_IHIS Lor.-.RRJENT. FOR. ANY. BUILDING IS Tm RETPUNSi BILiIY CF T14E BUILDING DCSIGNER, FER
ANSI/TPI I SLC P.
—co
as
JOINT !
SPANS UP 'I'0
-TYPE---_---�_�_.�-----
30'
34' 1 38' 1
52'
-
--2X4
A
2:SY.9 2.5X4
3X5
B
4X6
5X'6 i-5X6
5X6
C
1.5X3
11.5X4• + 1.5X4
1.5%4
D
5X4 i 5X5 ; 5X5 5X6
4X6 OR 3X6 TRULOX AT 4' OC
E
ROTATED VERTICALLY_)
ATTACH TRULOX PLATES WITH (8) OA20" X 1.375" NAII-S, OR
EQUAL, PER FACE PER PLY. (4) NAILS IN EACH MEMBER TO
HE CONNECTED. REFER TO DRAWING 160 TL FOR TRULOX
INFORMATION.
- - -... -----._-..------ --- ---' -
WEB BRACING CHART
WEB LENGTH
REQUIRED BRACING —
-----
0' TD7'9•' _
NO BRACING
-_
lYlJ "T" BP.ACE SAME GRADE, SPECIEG AS 1'fEB
7'9" TO 10'
MEMBER, OR BETTER, AND 80% LENGTH OF WEB
ATTACH WITH Rd NAILS AT 4" OC.
_
-MEMBER.
2X4 "T" BRACE. SAME GRADI , SPECIL'S AS WEB
lU' TO L4'
MEMBER, OR BETTER, AND 80% LENGTH OF WEB
MEMBER. ATTACH WITH 16d NAILS AT 4" OC.
* PIGGYBACK SPECIAL PLATE:
ATTACH TEETH TO THE PIGGYBACK AT THE TIME OF
FABRICATLON. ATTACH TO SUPPORTING TRUSS WITll
(4) 0.120" X 1.375" NAILS PER FACE PER PLY APPLY
PIGGYBACK SPECIAL PLATE TO EACH TRUSS FACE AND
SPACE 4' OC OP. LESS.
I
C' C�
A141°rj�G RFPLACL'S DRAWINGS 634,016 6:14,017 A3: 84.7,045
\4AX LOADING
REF PIGGYBACK
DATI OCT./18/2005
I3•QV2
55 PSF AT
= 1.25 DUR. FAC.
--°—
DRIVG
50 PSF AT
-'UNG
.2 1 5 DUR. FAC.
,mow` �\
42 PSF AT
1.25 FAC.
STATE OF-FLORIDA I SPACING 24.0"
ASCE 7-02
GAHLE VERTICAL
�'L
SPT
-- +Jj31I
STUD
_STANDA
s i. jI
lI2
(
1 i
STANDA
N_
STAW_
C)
W '
~
`C
.E-'
! D F L
�P3
_ STUD
STANDF
pFi
I11'
_-STUD
STAND/
NL
j
(`�t
`J i.
H2
- d3
__ 89'UD
r
1
i 1
D I L
130 / 140 MPH WIND SPEED. 90' MEAN HEIGHT; ENCLOSED, 1 1..00, EXPOSURE. C
(i) IX4 "L" RRACE • �(i) 2X4 'L" BRACE •j(2) 2X4 "L" RRAC!) 2X6 'L" BRACE • 1(2) 2XG "L" BRACE ••
NO--- -..... - --- ---- '-'--- t - BRACES � '�------ _--_ -_-..-------
GROUP A CROUP 13 GROUP A GROUP 8' GROUP A GROUP BI GROUP A GROUP B iGROUP A !G(20�
° r 1.0" 8' 0" 10' 3" 10' 7" I ].2' 3" 1.2' 7" BRACING GROUP SPECIES AND GRADES:
- -- -
3' 1" 4' 5" 4' O 5' 10 5' 10" 7' 70" 7' l0" 9' 1" 9' 1" 1 12' 3" L2' 3" -- -----
- --- ------ - - - y GROUP A:
10" 7' 10' i 9' 1". �' 1" 12' 3- l2' 3_
' 1_-'----- - .. - -- -- - - -- - -- •- SPt2UCC.-PINY:-FIR ITEM -FIR
2' 11" 3' 9.. 8' 9" b'-0 G 9" G' 9" 7' 10" 7' IA" i -��` 7'` 10' 7" --�- - -
3' G" 5' 6" 5' 11" 6' G' 7' 0" 7' 10 8' 5" 10 3" 11' 1" 12' 3' t 13, 7" --- -11 - - --
I 2 �rSTU )RI! 3 SI A.\DARDI
!
f 7'
3' S" 5' (i' S 11' I G' 7 0 LO 8 5 LO' 3' I1' 1" 12' 3" 13' 2"
6' 34' �' .....4`. 6.%-- riG-0� G' 0" 7' 10" -! a. 1'. 9' 4" 9' 4" 12' ',I L2' 8" DOUGLAS FIR -LARCH SOUTLTERN PINE
3 11.
3' 9'
3' 9'
3' 8'
3' 11
311
3' 11
4' S
4` 4
4' 2
4' 2
4' 0
............-__-
4' 4' /3 5' 11" 6' 11" 1 7' 10" 6' U"
G. e G' (3" 7' Il'. 7' 3,. 8' 11" 9' 2"
5' d7�
r" 7' 2" b 11" 8' 11,;
61y, -5
G'. I 8' I:. 8' 11" ----9'--7c
G' -
-----`_ . j--- -
'11 8' 1.' 0., il'. 9. 7..
5' 7" I O 7" 7' 4" 7' 4" 1 8' 1.1" 9' 5"
5' 6. 5' 6" �' 3" - 7' 3" � 11"
4' 0" 4' 9" __.7'
-6' 3.'-'--
" 5a 8' 5"
---1-..--=--- -11'� 7, 2" - 6' 3" --13'.G'C. lr'9 LO"
9" 8' 3_" 8' 3" (1 9' 10'
i' 11.° 7' C" 8' 3'„ -----8r'-ii" 9 10:,-11-.- 1.0• 7•.
G 4
SYMM, I
ABOUT;
10' 4
OR BETTER
DIACONAL. BRACE OPTION:
VERTICAL LENGTH MAV BE
DOUBLED WHEN DIAGONAL
DRACE III USED CONNECT
DIACONAL. BRACE FOR 960k I 1 !/ 11 BRACE l i
Rl' EACH END. MAX WES
TOTAL. LENGTH 13 14'. 1 I I L 1,
OR I I ( I
% 1 f 2X4 SP i
rF-1, k2 Oil ! � I !
VEf.TICI:\h l.fNC.TH SHOWN BETTER DIACONAL LG I * I I
IN 4'P.73LE ABOVE. DRACE; SINGLE I 11 -j_ 1 I
;!OR L J
i .GUT (AS Sif011'N
JtAT URPF;k2 EJJU �7 � 7 7ON'flNli Cll!S/I'
J f
CONNECT' DIACONAL AT :1� REFER TO CHART ABOVE FOR
MIDPOINT OF VERTR:AI, WEB.
q
'J 'J HIPP' 1.' •14 TA. NG AND
BRV114G.:;i•• TRUSSES I+EPUIFC II TREHE CARE IIJ TnURIEAT LNG, I A. FL I' S I G. . S L-1
QRAi:INJ. R_F LR T(i 3C31 1-03 173lIIL GI L:G :CL'Pat'n'f.>IT SON, I' IN)3719) AND
r(1T.L-OD IIY TPI CT.^.(JCS
^ PI.AiC II;SrITU(F. `E3 D'Cn,OFRIO VC, SUITE 20P, MA DI
SUN, Vf. G3119) nhp VICA rvrriD TRESS C:DliNC)L
/ OT AHEFICA, 6300 ENTFRPl!,:SC LN, I'AI;SRN, VI ;3ii,1 I -OR SAFETY PRACTICES PRI.3R TO FE(2f ORr.11JG -
/\t�
.TtILSL' FI:IJCTIH`IS. UNLESS Ofi11:RVISC IND)CATI:D' TM CHORD SHALL HAVI: F-?OPCKLY AITA��ED
i kl.:Cl'LGAL PAEIf.I.S nup GDT i01! r. H'IRV SHALL HAVE A PROrCRLY ATTACHCU T!Mlf) CC'.t.ING.
_3 -IMPORTANTRA FURNISH COPY OF THIS DESIGN TO 111SIALI..1TID Crl'"I.C.OR. AI-PfI:E ENGINEEFCD FRO JS,
/-APISHALL NDT ➢E RESPONSIBLE FOR ANY ➢EV!ATIDN FRDH iT-NS DESIGN: nI(Y I'AII,UNE '!;] FiUIi.G '4i: iROSS
:1I EON'�rGRI4AI:CE V;TH TPL GIt I'AUR!CAIVV6. 11ANBI., NG, SNIPPING. INStALL;KG L TRAC11iG or TR.ISSES.
;x"SIGu ::ONFO.RHS Vail! A.FPLIC"31.r. PROVISIONS Or NUS (NT'TIDW..L :)[SIC. SPC-, UY ATSPA) A.n LI TI•; �
G/ API VE a7NIJLCIGQ PLAMS ARC HAUE OF 20 /16GA (V;-:S/K) 1+STN AG'•3 GRAVE 40/GA
GAL•./ STEEL. APPLY VLATCS fp EACH FACE Of TRUSS MU. UNLESS DrHERV:SC LOCATF_Ii GN :HIS
RLS16M, FOSIIION PER IJRAVIMiS I6OA-L AI(Y INSPECTION Or PLATES FOLLOVED D•i (D SHALL HE °E'+
ALPINE ENGINEERED PRODUCTS. INC. AN•£EK A? OF 701 1-20,12 SEC. 3. A SEAL ON IMIS RRAWING INBICA.TCS ACCCPTANCC OF PRO(FESVINAI., I
POMPANO BEACH' FLORIDA EWOKFE_RINIi RCSPONSIZILITN SCI-E0 W11 TI-C TRUSS COMPONENT DESIGN StI'Mi. THE SUi7AN;L!" Al D I
IJCF-0 6-'THIS- VISMPONENT FOR ANYBUILDING IS. 1FL RL PONS;DILITY OF 7-r. BUILDING DCSIGNER, PER I7
r.�.51/TPI I SCI:. ?.
-12' 3-:
io' iG'
r 12' G"
1o' iD"
I -- SIT tit) -- I ml)
r I-
i L 5:'A NI7ARD j tiT,1N GAR0
14' 0"
1.4' 0"
------
1"
- --
l4' 0"
-- - - -
GI:UUP 13:
- - -- -
!
;
12', 11u"
tti� -
._
t.4 0
_t2'
I .1 %. o" -
_Rr',M--FIR
1
-_A_ATR-
14, o"
14' 0"
_
J,V 0'
14' 0"
SOUT14CHN PINE COUCLAS FIR --LARCH
13' 3"
13' 3'--(
- -
_12' 10_._ j 14_-0" 11' 0"
ll' t' 14' o" GABLE 'TRUSS DETAIL NOTES:
11. 0" - 14' 0"
13' l 1 " 14' OT' - 14' 0"
I.IV1; LOAD DEFLECTION CRITERIA IS L(24.0.
13' 3' i 19' 0 14' 0"
-J--- ----�-- PROVIDE UPLIFT' CONNECTIONS FOR IGO PhF OV!iR
13' 1" j 14 0" 14' 0" CONI'INUOL'S BEARING (5 PSF TO DEAD LOAD).
11'_4'-L4-(119-0..._- GAME END SUPPORTS LOAD FROM 4• 0"
OUTLOOKERS Willi 2' 0" OVERHANG. OR 12"
PLYWOOD OVERHANG.
ATTACr EACH "L' BRACE WITIC IOd NAILS.
FOR (1) "E:' BRACE: SFACE NAILS AT 2" O.C.
1N 18' END ZONES AND 4•' O.C. BETWEEN ZONES
* FOR (U) "L' BRACES: SPACE NAIIS AT 3" O.C.
IN 18" rNO '!,ONES AND G" O.C. BETWEEN ZONES.
BRACING MUST BE A MINIMUM OF 807 OP WtE13
MEMDER LENGTH.
vrR•3'!r:AI; Pi<n�rE sizs
VERTICAL LENGTH No-
! IX4 OR 2X3
GRL''ATER THAN h' 0 DUTj 2X4
LESS THAN 11' G"
I_ ___ _ � GREATER THAN 11' (1" --L =SXh_- �I
��� r REFER I'D COMMON TRUSS DE!3IGN FOR
PEat_. SPLICE. AND -HEEL PIA'1'F-S.
J ae•e•
STRL I'(.((OT..f
MAX
LOADING
55
PSI' AT
1.25
DUR. I''AC.
50
I:ISF AT
1.25
1)UR. PAC.
42
PSf' AT
I'25
DUR' FAC.
MAX. SPACING 24.0"
REF ASCE7-913-GA1113030
DATE ocT./18/2005-
D_RWG_-
TYPICAL ATTIC TRUSS BRACING
GABLE. END TRUSS DETAIL
sYuu
ABOUTiC
_2X4-24-�D,/_C-
(2).12d —
SEE GABLE DETAIL
+ +
RUSSES12d
BACK 3
�- ONTINUOUS BEARINC> T/ /
+2x6 (3).10d
MINIMUM BC BRACING ON GABLE TRUSS. OTHER PERMANENT BRACING DESIGNS BY ARCHITECT OR BUILDING DESIGNER
TYPICAL ALTERNATE BRACING DETAI
TYPICAL WALL GIRDER VERTICAL WEB
FOR EXTERIOR FLAT GIRDER TRUSS
BRACING DETAIL
12
4 12d PITCH1
--- --
A -A
f-
MIN 3x4 TYP. 24"0/C
TRUSS 24" o,c.
6x6 —�
4 12d
ON WEB MIN
ON VALL H
x
6x \
W
C. M CH \� x
UPLIFT CONNECTION 2x6 42 SP
ON OOF \
SEE ROOF TRUS 24" o,c,
--�
EXTERIOR FLAB
GIRDER SIMPSON H5
I
L--A_A GIRDER
SEE RO F TRUS
S
FOR UPLIFT ROOF 24" O/C
TYP STRONGBACK DETAIL FLOOR TRUSS
ADD 2x6 ;12 SP
% ONE FACE (3) 10D EACH CORD
SEE GABL FEND D
S
FOR T-BRACE BFri, vi
EACH VERTICAL •• •••• ��i
J[.�EE
PLYII;OOD 4c0
8d 4 O/C 1455 he nVENUE y
DELRAY B I, FL 334h4-�165� m
2x6 #2 SP
(3) 101)
2x6 #2 SP
(3) joD
ST OF :��
2x4 LEDGER 12d 4"0 C s
/ P
GIRDER ���•.; C RIB .•' ��'�
_._ MAX T(3 BEARLN
....
TRUSSES 24" 0/G A -A ������'laA��
JobKey: 70506P22
Company: TJ Truss Corp.
Address: 2801 Industrial Ave. #2
Fort Pierce, FL. 34946
Phone: 772-466-3388
Site Address: Lot 61, Watersong
• Port Saint Lucie,FL-
-----------------------------------------------------------------------------------
-----------------------------------------------------------------------------------
SUPPORT REPORT JOB DESCRIPTION: 70506P22
_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.+# MAX.-# UPLFT.-
-----------------------------------------------------------------------------------
A1G 32.000 8.000 WALL 2.000 40.000 3012 -2967
A1G 32.000 8.000 WALL 29.333 40.000 3246 -3195
-----------------------------------------------------------------------------------
A2 _ 32.000 8.000 WALL 2.000 40.000 2709 -3076
A2 32.000 8.000 WALL 29.333 40.000 2562 -2910
-----------------------------------------------------------------------------------
A3 32.000 8.000 WALL 2.000 40.000 2187 -2491
A3 32.000 8.000 WALL 29.333 40.000 2084 -2374
-----------------------------------------------------------------------------------
A4 32.000 8.000 WALL 2.000 40.000 2695 -3061
A4 32.000 8.000 WALL 29.333 40.000 2576 -2925
------------=----------------------------------------------------------------------
A5 32.000 8.000 WALL 2.000 40.000 3038 -3440
A5 32.000 8.000 WALL 29.333 40 1 2954 -3344
B1G 7.000 6.000 WALL 1.0 0 5M 0 430 -639
B1G 7.000 6.000 WALL .500 5,. -0 430 -639
-------------------------------- - - - - --
--- -- - ------------------------------
C1G 16.500 8.000 2. 30.000 5654 -4207
C1G 16.500 3.000 16.250 30.000 5745 -4274
C2G 8.667 8.000 IL 2.000 30.000 1540 -1643
C2G 8.667 3.000 Y 8.417 30.000 1871 -1996
-----------------------------------------------------------------------------------
C3G 32.000 8.000 WALL 2.000 30.000 5567 -4142
C3G 32.000 6.000 WALL 21.500 30.000 10931 -8134
C3G 32.000 8.000 WALL 29.333 30.000 783 -1568
-----------------------------------------------------------------------------------
C4G 20.000 8.000 WALL 2.000 30.000 2895 -2154
C4G 20.000 3.000 19.750 30.000 4056 -3018
-----------------------------------------------------------------------------------
05 32.000 8.000 WALL 2.000 30.000 1150 -831
C5 32.000 8.000 WALL 29.333 30.000 1151 -793
-----------------------------------------------------------------------------------
C6 32.000 121.750 WALL 2.000 30.000 1575 -1140
C6 32.000 8.000 WALL 29.333 30.000 742 -536
-----------------------------------------------------------------------------------
C7 32.000 8.000 WALL 2.000 30.000 529 -470
C7 32.000 8.000 WALL 12.401 30.000 1626 -1332
C7 32.000 8.000 WALL 29.333 30.000 935 -660
-----------------------------------------------------------------------------------
C8 32.000 8.000 WALL 2.000 30.000 632 -528
_C8 32.000 8.000 WALL 13.667 30.000 1578 -1290
C8 32.000 8.000 WALL 29.333 30.000 880 -626
-----------------------------------------------------------------------------------
C9G 32.000 8.000 WALL 2.000 30.000 1339 -996
.C9G 32.000 8.000 WALL 13.667 30.000 3605 -2683
EET- 6�,T Z:�Z'IVTI LE8'6 CIaZIvN OOS'T L£8'6 VALPH'
T8S- 08IV 000"0t, 99L'Z ZZXM S8:�'8 LE8'6 VALPH
-----------------------------------------------------------------------------------
ST- �:�T 000"0E 9T0"TT cariivN OOS'T 9TO'TT 8-CH
8T:�- fiTE 8ZL':�£ 9TO'TT CIElZIvN 00S'T 9TO'TT 8PH
8t'S- 86:� 000,0E 99L"Z TIKM :�TE"TT 9TO'TT 8PH
-----------------------------------------------------------------------------------
Z8:�Z- 9:8T 000,0E 080':�T ZZvM S86'9 Z99':�T 6-PH
T9�:�- 966S 000'0£ £ZV8 ZZvM 'VTE'TT Z99'-T 6PH
-----------------------------------------------------------------------------------
S'�- 8Z 000'OS SLUE CIaZIvN OOS'T SLE'E SZPa
Z6T- TS 080'ZS L8Z'E CIEEZIVN OOS'T SLUE E[ZPR
6 E Z - 09Z 000"0S 000'T ZZvM 000'9 SLE'£ SZPa
-----------------------------------------------------------------------------------
L6T- Z:� 9£L'Zt, £EECIElZIvN OOS'T E£E't, EPa
68- 6E- 09 000'0:p EEC CIEIZIvN OOS'T EEE'IV EPa
86:- 'PLIV 000'0� 000'Z ZZvM 000'9 EEE'P, EPa
-----------------------------------------------------------------------------------
LTZ- 8£ 9EL'ZIV 6TV8'E CISZIvN 00S'T 6:V8'£ VEPa
88- LT- 6E 000'0:� 6'V8'£ cariivN OOS'T 6:V8'E VEPa
SZE- Lt£ 000'0:v 9TS'T ZZKM 000'9 6:V8'E KEP21
-----------------------------------------------------------------------------------
SLT- L6T 000'0:� OSL'Z 000,E 000,E SEPa
68T- 9EZ 000'0:� 000"0 ZZKM 000"9 000,E SEPa
-----------------------------------------------------------------------------------
SSZ- ZTT SZT'E:� 000,E CIHZIVN OOS'T 000,E SEPH
86- T9 000'0lv 000'£ CIaZIKN OOS'T 000'£ SEPH
OE 9tT 000'0:� 000"0 ZZvM 666'S 000,E S£Pa
-----------------------------------------------------------------------------------
6ZT 000'OE LT6'S 000,E L9T'9 :�Pa
SL9 000,0E 000'Z ZZ 000'8 L9T'9 �P21
LE£- 6TVT Z6Z':V 000' OOS'T 000'L LPa
££T- Z8 000'0� 0'L =2 N OOS'T 000,E LPG
8Z�- OLIV 000' � 0 ^'Z ZZKM 000'9 000'L LP21
90E- LET �� O'L CIEIZIvN OOS'T 0 0 0 ' L ALPa
EST- ZL 000'L cariivN OOS'T 000'L ALPH
0S�- OOS 0I 000'Z ZZvM 000'9 0 0 0 ' L ALPa
-----------------
--- )�-i -----------------------------------------------------------
EIV£- EST Z6Z"v'v 0 0 0 ' L CIHZIKN 00S"T 000'L VALPS
LTT- 99 TTVZ'T:� 000"L CIElZIKN OOS'T 000"L KALPH
TSB- OOS 000"0p 000'Z ririvm 000"9 0 0 0 ' L VALPEl
-----------------------------------------------------------------------------------
8LZ- LZT Z6Z':�Tv 000'L CIElZIvN 0 0 S ' T 000'L EIALP21
Z8T- OL 66E'0t' 000"L CIaZIvN OOS'T 000"L EIALPH
ZS:�- 86TV 000'0:� 000'Z ZZvM 000'9 000'L HALPS
-----------------------------------------------------------------------------------
OLZ 8LL':VE EE8'L CIHZIVN OOS'T E£8'L 8Ps
9T 000,0E EE8'L CISZIvN OOS'T EE8'L 8Pa
T8L 000,0E 000'Z ZZvM 000"8 ££8'L 8Pa
-----------------------------------------------------------------------------------
T£8- EIVS 000,0E SZT"OT TIXM 000,E SL£'OT 6-CH
EE6- TS6 000,0E 000'Z ZZKM 000"8 SLE'OT 6PH
---------------------------------------------------------------------------------"-
6LL- LTVOT 000,0E OSL'6T 000,E £8S'SZ TTJ
SETT- 8EST 000"OE 000'Z ZZKM 000"8 E85'SZ TTD
-----------------------------------------------------------------------------------
IV9- 6S 000,0E EE£'SZ 000,E £8S'SZ 0TO
E80T- SSTVT 000,0E OOS'TZ ZTdM 000'9 E8S'SZ OTC)
ZOZT- ST9T 000'OE 000'Z ZZvM 000'8 E8S'SZ OTC
-----------------------------------------------------------------------------------
LTt'T- S06T 0'0£ £E£'6Z ZZKM C 8 000'ZE 06D
HJ7VA 9.837 1'._ 0 NAILED 9.837 40.3," 152 -159
H= 9.837 8.485 WALL 2.766 40.000 507 -613
HJ7V 9.837 1.500 NAILED 9.837 41.667 100 26
HJ7V 9.837 1.500 NAILED 9.837 44.242 249 -359
------------------------------------------------ ----------------------------------
HJ7 9.837 11.312 WALL 2.766 40.000 489 -591
HJ7 9.837 1.500 NAILED 9.837 44.242 244 -347
HJ7 9.837 1.500 NAILED 9.837 40.000 66 48
-----------------------------------------------------------------------------------
HJ3 7.009 11.314 WALL 2.766 40.000 414 -528
.HJ3 7.009 1.500 NAILED 7.009 40.000 117 -56
HJ3 7.009 1.500 NAILED 7.009 ' 43.099 52 -75
-----------------------------------------------------------------------------------
HJ2B 4.710 8.485 WALL 1.352 50.000 228 -664
HJ2B 4.710 1.500 NAILED 4.710 50.000 43 -31 -36
HJ2B 4.710 1.500 NAILED 4.710 52.151 41 -180
-----------------------------------------------------------------------------------
HJ2 6.066 11.312 WALL 2.766 40.000 394 -509
HJ2 6.066 1.500 NAILED 6.066 42.686 33 -27
HJ2F 6.066 1.500 NAILED 6.066 40.000 106 -62
-----------------------------------------------------------------------------------
CJ10F 9.897 94.000 WALL 2.000 30.000 1824 -1342
-----------------------------------------------------------------------------------
CJ9F 9.137 1.500 NAILED 0.722 30.292 477 -404
CJ9F 9.137 8.000 WALL 6.000 30.000 771 -601
CJ9F 9.137 1.500 NAILED 9.137 30.8 79 -124
CJ9F 9.137 1.500 NAILED 9.137 30 21 0
CJ8F 7.719 1.500 NAILED 0 3 ,. 92 506 -456
CJ8F 7.719 8.000 WALL .000 00 636 -547
CJ8F 7.719 1.500 NA LEF 7. 30.875 15 -30
CJ8F 7.719 1.500 E 7. 9 30.000 8 -36 -11
CJ9 8.849 8.000 A,. 2.000 30.000 1049 -1120
CJ9 8.849 1.500 AILED 8.849 30.875 63 -143
CJ9 8.849 1.500 NAILED 8.849 30.000 239 -654
-----------------------------------------------------------------------------------
CJ7C 6.787 1.500 NAILED 0.722 30.292 440
CJ7C 6.787 8.000 WALL 6.000 30.000 1627
CJ7C 6.787 1.500 NAILED 6.787 34.167 0 -1158
CJ7C 6.787 1.500 NAILED 6.787 30.000 17
-----------------------------------------------------------------------------------
CJ7 6.875 8.000 WALL 2.000 30.000 733
CJ7 6.875 1.500 NAILED 6.875 30.000 0 -3
CJ7 6.875 1.500 NAILED 6.875 34.219 208
-----------------------------------------------------------------------------------
CJ5VA 3.000 6.000 WALL 0.000 40.000 148 34
CJ5VA 3.000 1.500 NAILED 3.000 41.042 63 -105
CJ5VA 3.000 1.500 NAILED 3.000 43.125 112 -254
-----------------------------------------------------------------------------------
CJ5V 5.000 6.000 WALL 2.000 40.000 458 -481
CJ5V 5.000 1.500 NAILED 5.000 41.042 77 -56 -141
CJ5V 5.000 1.500 NAILED 5.000 43.125 73 -183
-----------------------------------------------------------------------------------
CJ5S 3.000 3.000 0.000 40.000 141 -79
'CJ5S 3.000 1.500 NAILED 3.000 40.000 64 -105
CJ5S 3.000 1.500 NAILED 3.000 43.125 91 -207
-_----------------------------------------------------------------------------------
CJ5C 4.912 1.500 NAILED .0.722 30.292 398
CJ5C 4.912 1.500 NAILED 4.912 33.074 277
CJ5C 4.912 1.500 NAILED 4.912 30.000 0 -6
:-----------------------------------------------------------------------------------
CJ5 5.000 6.' J WALL 2.000 40.0 439 -463
CJ5 5.000 1.500 NAILED 5.000 40.0--- 50 -15 -76
CJ5 5.000 1.500 NAILED 5.000 43.125 49 -256
-----------------------------------------------------------------------------------
CJ3V 3.000 6.000 WALL 2.000 40.000 1024 -449
CJ3V 3.000 1.500 NAILED 3.000 40.208 171 -194 -330
CJ3V 3.000 1.500 NAILED 3.000 41.958 179 -316 -414
--•---------------------------------------------------------------------------------
CJ3C 2.912 1.500 NAILED 0.722 30.292 272
CJ3C 2.912 1.500 NAILED 2.912 31.907 166
CJ3C 2.912 1.500 NAILED 2.912 30.000 0 -41
-.; ----------------------------------------------------------------------------------
CJ3 3.000 6.000 WALL 2.000 40.000 847 -372
CJ3 3.000 1.500 NAILED 3.000 40.000 169 -188 -325
CJ3 3.000 1.500 NAILED 3.000 41.958 103 -188 -243
---=-------------------------------------------------------------------------------
CJ1B 2.000 6.000 WALL 1.000 50.000 344 -131
CJ1B 2.000 1.500 NAILED 2.000 50.000 54 -61 -104
CJ1B 2.000 1.500 NAILED 2.000 51.375 37 -48 -80
-----------------------------------------------------------------------------------
CJl 1.000 1.500 NAILED -0.125 40.162 49 -11
CJ1 1.000 1.500 NAILED 1.000 40.792 36 -82
CJl 1.000 1.500 NAILED 1.000 40.000 13 -6
----`-------------------------------------------------------------------------------
FG20 23.521 7.250 WALL 0.000 30.000 3427 -2774
FG20 23.521 6.000 WALL 19.438 30.000 2175 -1728
FG20 23.521 3.000 23.271 30.00 101 -100
FG21 17.938 7.250 WALL 0.000 4 wa 3313 -2632
FG21 17.938 3.000 17.--1 30. 0 1613 -1281
--------------------------------------------- ---- ----------------------------
FG22 17.521 3.000 0. 00 30.000 4343 -3450
FG22 17.521 3.000 17.2 30.000 2853 -2267
-------------------------------- -- - -----------------------------------------
FG23 4.104 7.250 0.000 30.000 1484 -1179
FG23 4.104 3.000 3.854 30.000 1203 -956
-----------------------------------------------------------------------------------
FG24 9.646 7.250 WALL 0.000 30.000 3605 -2867
FG24 9.646 3.000 9.396 30.000 3240 -2577
-----------------------------------------------------------------------------------
FT20GE 16.083 193.000 WALL 0.000 30.000 2278 -1811
-----------------------------------------------------------------------------------
FT21 16.083 3.000 0.000 30.000 465
FT21 16.083 8.000 WALL 9.708 30.000 663
FT21 16.083 3.000 15.833 30.000 283
-----------------------------------------------------------------------------------
FT22GE 13.792 165.500 WALL 0.000 30.000 1954 -1849
-----------------------------------------------------------------------------------
FT23 13.792 4.500 WALL 0.000 30.000 588
FT23 13.792 3.000 13.542 30.000 588
-----------------------------------------------------------------------------------
FT24 23.521 7.250 WALL 0.000 30.000 3785 -3007
FT24 23.521 3.000 WALL 19.563 30.000 1185 -941
FT24 23.521 3.000 23.271 30.000 118 -37 -94
-----------------------------------------------------------------------------------
FT25 23.521 7.250 WALL 0.000 30.000 3527 -2802
�FT25 23.521 6.000 WALL 14.438 30.000 1243 -988
FT25 23.521 3.000 23.271 30.000 318 -253
-_----------------------------------------------------------------------------------
FT26 17.938 7.250 WALL 0.000 30.000 3516 -2793
FT26 17.938 42.000 WALL 14.438 30.000 1018 -809
-----------------------------------------------------------------------------------
.FT27 5.292 3.000 0.000 30.000 229 -278
FT27 5.292 20. WALL 3.583 30.0f, 229 -278
-------------------------------------------------------- -------------------------
FT28 5.292 3.000 0.000 30.000 229 -278
FT28 5.292 3.000 5.042 30.000 229 -278
--•---------------------------------------------------------------------------------
ob:(70506P22) ,G.)JV.Purucker Homes, Inc ,Rupp / A16
Top chord 2x6 SP 2400f-2.OE :T1, T5 2x4 SP #2:
Bot chord 2x4 SP #2 :B2 2x4 SP #1:
:B3, B4 2x6 SP 2400f-2.0E:
Webs 2x4 SP #3 :W2, W11. W13, W14 2x4 SP #2:
:W6, W16 2x4 SP 2400f-2.0E::W12 2x6 SP #2:
Calculated horizontal deflection is 0.11" due to live load and 0.16" due to dead load.
#1 hip supports 7-0-0 jacks at left end and 4-4-0 jacks at right end. Jacks have 2 panel TC and no end vertical.
Left side jacks have 7-0-0 setback with 0-0-0 cant and 2-0-0 overhang. End jacks have 7-0-0 setback with 0-0-0 cant and
2-0-0 overhang. Right side jacks have 4-4-0 setback with 0-0-0 cant and 2-0-0 overhang.
Calculated vertical deflection is 0.02" due to live load and 0.05" due to total load at X = 26-0-10.
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM
LAYOUT
(") 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements.
140 mph wind, 42.54 ft mean hgt, ASCE 7-02,'CLOSED bldg, Located anywhere in roof, CAT 11, EXP D, wind TC DL=9.6 psf,
wind BC DL=6.0 psf.
Wind reactions based on MWFRS pressures.
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START( T) END(FT)
BC 41 0.00 10.17
BC 35 10.;7 14.17
BC 42 14. i7 19.67
BC 37 19.07 23.67
BC 49 23.H7 32.00
Deflection meets U360 live and U240 total load.
7'
19'2"
2110"
1
7
7
10'2" _
14-2�22
1
1618" 19'2"
22 gg��
23'8'�
2,4„
I
4,8"
I
3'7"
I
4,
121'10"
I
2,6„ 2'6"
2'8" 1'10"
H0912(I)
12
5X6(I)
5X81
3X41
2X31
7
T1
H0912�
4X8It-(I)
W6
W1
;ZM(B1)(I)
W2
H0912(I) H0912(I)
�, 4X8
(`rxTt B3
7XB(I)
1-1
5X6(I)
H0610(I)
H0912(I)
L _ 2, 4X6QI )
5
4„
7'
107-
1422
16,8„ 19,8„
,8„23
1
4
II
�
2
I
14 ,,
19'8,,
+�2'
"+,10„2
2A3'8
10'2"
4'
5'6"
4'
I
Rv=3012#
Ur2967# W=8"
32'
SEAT PLATE REQUIRED
LEFT JIG = 8'4"6
DESC. = A1G
PLT. TYP.-WAVE
USS CC)RI'_ FIL`
_
iia ow
2.900 Industrial '.Qrd
Fort Piave FL- 349446
P}ILHW: r72) 4,66-338S
1'H x: C" 72) 466-9-3 29
QTY= 1 TOTAL= 1
32'
2 29'8" 4,4„ 32
4, 2' 2,4„
T5
X81) 3X4(B1)(1) ,I
14 5X8(I)
N :7
j � I
X (h
308 —
27'8" 2 ' 32' '1
4, 2'4"
8,4„
Rv=3246# U=3196# W=8"
SEAT PLATE REQUIRED
AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS
PLATE INSTITUTE, 583 D'ONOFRIO 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. —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,
HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE
PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE 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 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
Julius Lee P.E.
License # 34869
REV. 7.33.0107.17
RIGHT JIG = 5'37
SEQ = 4107
SCALE=0.1875
20.Opsf REF
16.0psf a DATE 03-13-2008
10.Opsf DRWG
10.Opsf
46.Opsf
1.25
455 SW 4th Avenue ('PACING 24.0"
lelray Beach. FL 33444-2161 i
{C LL
-CDL
SC DL
E}C LL`
1-OT.LD.
17UR.FAC
JC
O/A LEN. 32
JOB #: 70506P22
TYPE SPEC
30:t I U01JOrZZ) ,ta.VV.t;UfuCJKer r omt)s, me ,mul3P / /iZ -
- THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRt S LAYOUT --
Top chord 2x8 SP 2400f-2.OE :T1, T5 2x4 SP #2:
140 mph wind, 43.13 ft mean hgt, ASCE 7-02, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP D, wind
Bot chord 2x6 SP 2400f-2.OE :B1, B5 2x6 SP #2:
TC DL=9.6 psf, wind BC DL=6.0 psf.
Webs 2x4 SP #3 :W6, W13, W14, W15 2x4 SP #2:
:W10 2x6 SP #2:
Component and cladding wind pressures considered for uplift reactions.
SPECIAL LOADS
(A) Continuous lateral bracing equally spaced on member. Or lx4'T' brace. 80% length of web member. Same species & g
-(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25)
or better, attached with 8d Box or Gun (0. 1 13"x2.5",min.)nails @ 6" OC.
TC - From 77 PLF at 0.00 to 77 PLF at 9.00
TC - From 77 PLF at 9.00 to 77 PLF at 12.58
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
TC - From 302 PLF at 12.58 to 302 PLF at 17.17
CHORD SPACING(IN OC) START(FT) END(FT)
TC - From 302 PLF at 17.17 to 302 PLF at 17.58
BC 51 0.00 10.17
TC - From 77 PLF at 17.58 to 77 PLF at 19.83
BC 48 10.17 14.17
TC - From 77 PLF at 19.83 to 77 PLF at 25.67
BC 35 14.17 19.71
TC - From 77 PLF at 25.67 to 77 PLF at 32.00
BC 43 19.71 23.67
BC - From 8 PLF at 0.00 to 8 PLF at 2.00
BC 57 23.67 32.00
BC - From 20 PLF at 2.00 to 20 PLF at 10.17
BC - From 22 PLF at 10.17 to 22 PLF at 14.17
Bottom chord checked for 10.00 psf non -concurrent live load.
BC - From 20 PLF at 14.17 to 20 PLF at 19.67
BC - From 22 PLF at 19.67 to 22 PLF at 23.67
Calculated vertical deflection is 0.06" due to live load and 0.09" due to total load at X = 32-0-0.
BC - From 20 PLF at 23.67 to 20 PLF at 30.00
BC - From 8 PLF at 30.00 to 8 PLF at 32.00
Deflection meets U360 live and U240 total load.
TC - 500 LB Conc. Load at 12.58, 17.58
TC - 75 LB Conc. Load at 15.08
9' + 177' 1I921
g0" . 25'8" + 32'
�'4" 5'8'9 9' 12'8"12 87' 17'2" 19"tD�24($ZHYtilB"?15'8" 29'8§'4" 32
2W' T4" l 3'4" l3'8"12 I 4'5"4 2'8" 11"7 2' l 4' l2'4'.'
12 S�T1 �Xe(V
l' 8X101 H1015(I) (( W14
7 �2X3(I� 7H10115(I) 3X4(A1)(I)
b)3X4 (A1)(I)5X6(I )
in
I = l
5'8" 10,2"
3'4�O.;, 4,6„
10'2"
Rv=2709# U=3077# W=B"
SEAT PLATE REQUIRED
15(8X6(I) 7 5XB(I) 4X6(I)=-_- 4X8(I
21 '217'4"12 9'8"2 '8"923'8"25'8" 2 `a 32'
y"4 3'2" 2'0" '11"7 2'
2 19'8' .23'8' 32 _
4' 5'6" 4' 8'4"
32' _ I
Rv=2562# U=2910# W=8"
SEAT PLATE REQUIRED
T
9)
40'
LEFT JIG = 10'8"3 RIGHT JIG = 77'3
DESC. = A2 SEQ = 4161
PLT. TYP.-WAVE FBC/rP12002(STD)Cg1RT=1.25(1,25)/5(0) QTY= 1. TOTAL= 1 REV. 7.33.0107.18 SCALE=0.1148
' Ii (�� COI?I *-
"WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING
INSTALLING AND BRACING), PUBLISHED TPI
Julius Lee P.E.
TC LL 20.0P sf
REF
AND BRACING . REFER TO HIB-91 (HANDLING BY (TRUSS
PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) FOR SAFETY PRACTICES
PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE
License # 34869
LL --
TC DL 16.Opsf a ;
DATE 03-13-2008
PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID
'IMPORTANT"
t
CEILING. FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
BC DL 10.0psf
DRWG
ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
JC
DESIGN; ANY FALURE TO BUILD TE TRUSSES IN CNFORMANCE WITH TI; OR HANDLING, SHIPPING, INSTALLING AND RACING OFOTRUS ES. DESIGN CPONFORMSRWITHIAPPLICABLE
BC LL* 10.Opsf * J C-)
m o
2900 In(I Ilstrigl ,i3 rd
O/A LEN. 32
Fort Piers e. FL- 34946
PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL
TOT.LD. 46.Opsf Z
P1I111lit: r- 72) 466-335$
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 #: 70506P22
��
Pax: C: ,2) 466AI29
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"
SPEC
IS THE ES ONSIBILITY OFT E BUILDING DESIG ER ER ANSIRPI 1-1995 SECTION 2.-.
Delra Beach, fL 33444-2161
y
TYPE_ -
Job:(70506P22) ,G.W.Puruo.er Homes, If1C ,Rupp /A3 THIS DWG. PREPARED BYTHE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Top chord 2x6 SP #2 :T1, T6 2x4 SP #2: 140 mph wind, 43:71 It mean hgt, ASCE 7-02, CLOSED bldg, not located within 4.50 ft from rooi edge, CATYI; EXP D, wind
Bot chord 2x6 SP #2 :B1, E5 2x4 SP #2: - TC DL=9.6 psf, wind BC DL=6.0 psf.
Webs 2x4 SP #3 :W8, W12 2x6 SP #2: 1 '
Component and cladding wind pressures considered for uplift reactions.
SPECIAL LOADS
---(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) (A) Continuous lateral bracing equally spaced on member. Or 1x4'7 brace. 80% length of web member. Same species & grade
TC - From 77 PLF at 0.00 to 77 PLF at 9.02 or better, attached with 8d Box or Gun (0. 1 13"x2.5",min.)nails @ 6" OC.
TC - From 77 PLF at 9.02 to 77 PLF at 13.02
TC - From 77 PLF at 13.02 to 77 PLF at 15.02 IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
TC - From 77 PLF at 15.02 to 77 PLF at 17.81 CHORD SPACING(IN OC) START(FT) END(FT)
TC - From 77 PLF at 17.81 to 77 PLF at 23.65 BC .48 0.00 10.17
TC - From 77 PLF at 23.65 to 77 PLF at 32.00 BC 42 10.17 14.17
BC - From 8 PLF at 0.00 to 8 PLF at 2.00 BC 38 14.17 19.67
BC - From 20 PLF at 2.00 to 20 PLF at 10.17 BC 52 19.67 23.67
BC - From 22 PLF at 10.17 to 22 PLF at 14.17 BC 100 23.67 32.00
BC - From 20 PLF at 14.17 to 20 PLF at 19.67
BC - From 22_ PLF at 19.67 to 22 PLF at 23.67 Bottom chord checked for 10.00 psf non -concurrent live load.
BC - From 20 PLF at 23.67 to 20 PLF at 30.00
BC - From 8 PLF at 30.00 to 8 PLF at 32.00 Calculated vertical deflection is 0.04" due to live load and 0.05" due to total load at X = 0-0-0.
TC - 600 LB Conc. Load at 12.58, 17.58
Deflection meets U360 live and U240 total load.
r_
1
9'0'4 13'0"4 15'0'16'1"' 27'9'12 237'12 sy 32'
9,0„4 I 4, �, 1,!8 "1 1' 17V;- 2 I 255'7„2 9'8" 8,4„4
32'2'4" 4510 9'0"4 11'33 13'0"4 15 1
2'4" 2'1"10 4'6"10 27'15 1'9"1 2'0"12 1 2'8"12 1 5'10" "4 �2'4" y'
71X8(R)(1, XS(I) .
5X6(1) 4X8 R I1 7X8(I) 7X8 I
I-12
c�1 7 V T1 8 (A (A)
(V 4X6(I) A) CV
W1 T6 3X4(61)(I) �
3X4(B1)(I) 2X3(I) 4X6(I) �n
7X8(I)
11e 7X8(I) 7X8(R)(1)
B1 3X4(I) 7XB(R)(1) X6(I) 5X80) B 40
5 28' 'l 2' _I 1
2,4„ 6'7" 10'2" 12,9"8 12 47' 17'4"4 19'8" 23'8" 29'8' 32'
2'4" 4 3„ 3'7" 2,7"8 4"8 3'2"4 2'3"12 4' 6' 2'4" 1
1 10'2" 14'2" I 19'8" 23'8" 32' ^ _
107" 4' 5'6" 4' 8'4
L
Rv=2187# UI=2492# W=8" 32 Rv=2084# U=2375# W=8" ;
SEAT PLATE REQUIRED SEAT PLATE REQUIRED
LEFT JIG = 10'87 RIGHT JIG = 9'11"3
DESC. = A3 • SEQ = 4166
PLT. TYP.-WAVE FBC/rP12002(STD)Cq/RT=1.25(l.25)/5(0) QTY= 1 TOTAL= 1 REV. 7.33.0107.18 SCALE=0.1875
"WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING a<
It IJ� C.CiI2I �- AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS Julius Lee P.E. -TC LL 20.Opsf REF
J PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI.53719) FOR SAFETY PRACTICES License # 34869 u
PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE TC DL 16.Opsf n. ` DATE 03-13-2008
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. DRWG
ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS `BC DL 10.Opsf J o
` HANDESIDLING, SHIPPING, PPING, INSTALLING AND BRACING OFGN; ANY FAILURE TO BUILD THE TRUSSES IN OTRUS ES. D SIGN CONFORMS WITH APNFORMANCE WITH TPI; OR PLICABLE `BC LL* 10.0psf ` J U JC
��00 IO�fLStPL�I •�P� PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND U
Fort Il11ev e. F.L. 34946 PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL ;TOT.LD. 46.Opsf m Z C/A LEN. 32
EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON
P}I LHYC: (- rr2) 466-338 S THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160,A-Z. THE SEAL ON THIS DRAWING INDICATES 'DUR.FAC. 1.25 JOB #: 70506P22
ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT r 1455 SW 4th AVenUe
1''8 x: (" 72) ir,�-�}-jz9 IIS DESIGN THE RESPONSIBILITY OF THIE BUILDING D S G EIR PER AONSUTP 1O 995 ECTION 2.�R BUILDING Delray Beach, FL 33444-2161 SPACING 24.0" TYPE SPEC
Job:(705D6P22) ,G. W.PdruGker Homes, Inc ,Rupp / A4
Top chord 2x8 SP 2400f-2.0E :T1, T7 2x4 SP #2::T2 2x6 SP #2:
Bot chord 2x4 SP #2 :B2, B4 2x6 SP #2:
:B3 2x6 SP 2400f-2.0E:
Webs 2x4 SP #3 :W5 2x4 SP #2:
:W7, W10 2x6 SP #2::W13 2x4 SP #1:
SPECIAL LOADS
--(LUMBER DUR.FAC =1.25 /
PLATE DUR.FAC.=1.25)
TC - From 77 PLF at 0.00 to
77 PLF at 7.00
TC - From 77 PLF at 7.00 to
77 PLF at 11.00
TC - From 77 PLF at 11.00 to
77 PLF at 12.58
TC - From 302 PLF at 12.58 to
302 PLF at 13.00
TC - From 302 PLF at 13.00 to
302 PLF at 17.17
TC - From 302 PLF at 17.17 to
302 PLF at 17.58
TC - From 77 PLF at 17.58 to
77 PLF at 19.83
TC - From 77 PLF at 19.83 to
77 PLF at 25.67
TC - From 77 PLF at 25.67 to
77 PLF at 32.00
BC - From 8 PLF at 0.00 to
8 PLF at 2.00
BC - From 20 PLF at 2.00 to
20 PLF at 10.17
BC - From 22 PLF at 10.17 to
22 PLF at 14.17
BC - From 20 PLF at 14.17 to
20 PLF at 19.67
BC - From 22 PLF at 19.67 to
22 PLF at 23.67
BC - From 20 PLF at 23.67 to
20 PLF at 30.00
BC - From 8 PLF at 30.00 to
8 PLF at 32.00
TC - 500 LB Conc. Load at 12.58, 17.58
TC - 75 LB Conc. Load at 15.08
Continuous lateral bracing equally spaced on member. Or lx4'T' brace. 80% length of web member. Same species & grade
better, attached with 8d Box or Gun (0.113"x2.5",min.)nails @ 6" OC.
Bottom chord checked for 10.00 psf non -concurrent live load
Calculated vertical deflection is 0.06" due to live load and 0.08" due to total load at X = 32-0-0
Deflection meets U360 live and U240 total load.
;.PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FR(
i LAYOUT iu
(") 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements.
140 mph wind, 43.13 ft mean hgt, ASCE 7-02, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP D, wind
TC DL=9.6 psf, wind BC DL=6.0 psf.
Component and cladding wind pressures considered for uplift reactions.
Calculated horizontal deflection is 0.19" due to live load and 0.07" due to dead load.
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD
SPACING(IN OC)
START(FT)
END(FT)
BC
43
0.00
10.17
BC
34
10.17
14.17
BC
35
14.17
19.71
BC
42
19.71
23.67
BC
44
23.67
32.00
Q.
7'
11'
.1223'
1gq77' 19p'1g0"
32'
2'4" 7 7'
1
Al
1
13' 17'2" 19'10"
I 525'8"
23'8"10"
1 i
215 8 29 8¢,4„ 32
12,4„ I 4,8„
I 4,
T2
12' I 47' 2,8„
13-10„
2' 1 4, 124„ i
12 T1
7 8 I
8 10(I) H10151)
BX10(RJ(I).
6X101)
H1015(I) (
7X81) 3X4(61)(I)
T 5X6(I)
W
3 T7
O
h3SC4(B1)(I)
(A)
� (A)
2X3(I)
SX6(I)
j 6
3X6(I)
B4
4X8(I)
91?(I)
B2H0- H1 5r)(1)
�-
28'
6X6(I 2'
2'4" 7'
107'
13' 'i0 2" 17,T B 9'8"
23,B„
29,8„ 32'
12,4„ I 4
%.2"
131109�2I1
3' 2,6„
I
I 6,
1�'2119-8'
'
32'
10,2"
+
4, 5,6"
1�23'84,
4'
8'4„
-
Rv=26954 U=3ii9li W=8"
32
Rv=2576# U=2926# W=8"
SEAT PLATE REQUIRED
SEAT PLATE REQUIRED
TT
N m
(V
_,l,40'
LEFT JIG = 8'4"6 RIGHT JIG = 772
DESC. = A4 SEQ = 4171
PLT. TYP.-WAVE mcrrP12002(STD)Cq/RT=1.25(1.25)/5(0) QTY= 1 TOTAL= 1 REV. 7.33.0107.18 SCALE=0.1250
It IaSS C.C}Ii I *.
eur -r,-ua o-w
"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, 583 D'ONOFRIO 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. '•IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
ANY FAILURE TO BUILD THE TRUSSES IN CNFORMANCE WITH TPI; OR
HANIDLING, SHIPPING, I STALL NG AND RACING OF TRUS ES. DESIGN CON ORMS WITHI 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 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
IR THE RFRPr1NRIRII ITY OF THE RIIII nlNr;-nFRIr.NFP PFR ANSIrrPI 1.1AM RFr:TI(]N 9 - - -
Julius Lee P.E.
License # 34869
1455 SW 4th Avenue
Delray Beach, FL 33444-2161
TC LL 20.O 8f
p
u..-
TC DL 16.Opsf a d
BC DL 1 O.Opsf o -
BC LL' 10.0psf " J U
m o
TOT.LD. 46.Opsf Z
REF
DATE 08-13-2008
DRWG
JC
2�J(1O Io�JILSfria I ,� rd
Fort View e. 11. 34946
(
MI LFIIC: 7,2) 446-3388
T'H 1l: �";1r} ar;f-�Y329
-
O/A LEN. 32
DUR.FAC. 1.25
JOB #: 70506P22
SPACING , 24-.0"
TYPE SPEC
`� ,_
Job:(70506P22),G.IIV.Puruc� Nomes,Inc,Rupp/A5
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER
Top chord 2x6 SP #2 :T4, T5, T6 2x6 SP 2400f-2.OE:
Bot chord 2x6 SP #2 :132 2x6 SP 2400f-2.0E:
:B3, B4 2xB SP 2400f-2.OE:
Webs 2x4 SP #3 :W1, W2, W15. W16 2x4 SP #2:
:W4, W17 2x4 SP 2400f-2.0E::W7, W10, W13, W14 2x6 SP #2:
SPECIAL LOADS
----(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25)
TC - From 77 PLF at 0.00 to 77 PLF at 5.00
TC - From 150 PLF at 5.00 to 150 PLF at 27.67
TC - From 77 PLF at 27.67 to 77 PLF at 32.00
BC - From 20 PLF at 0.00 to 20 PLF at 5.00
BC - From 50 PLF at 5.00 to 50 PLF at 27.67
BC - From 20 PLF at 27.67 to 20 PLF at 32.00
TC - 165 LB Conc. Load at 5.00
TC - 162 LB Conc. Load at 27.67
BC- 9 LB Conc. Load at 5.00, 27.67
BC - 200 LB Conc. Load at 5.94
5'
2.4" 5' 5,
9, I 11 I 197„
qq 22
14'3"12 8'219'2"
2,4„ 2'8" 4' 2' T312
SX10(I)
12 8X10(I)
7 7X8(I)
I` =
�n
M
5XB(I) 4
W
re•
6'
UH
!IV-8 10'2" 14,212
2,4"8 I 5'5"8 I 4
10'2" I 14'2"
107' 4'
Rv=3038# U=3440# W=8"
SEAT PLATE REQUIRED
4' 10"4 '
140 mph wind, 42.54 ft mean hgt, ASCE 7-02, CLOSED bldg, Located anywhere in roof, CAT II;'EXP D, wiRl TC
wind BC DL=6.0 psf.
Wind reactions based on MWFRS pressures.
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START(FT) END(FT)
BC 36 0.00 10.17
BC 50 10.17 14.17
BC 44 14.17 19.67
BC 38 19.67 23.67
BC 60 23.67 32.00
Calculated vertical deflection is 0.09" due to live load and 0.12" due to total load at X = 32-0-0.
Deflection meets U360 live and U240 total load.
2122' 1gg0"
811(P1'10" 23'8" 2,
3'1011"6 1� 10"
T�5
H1015(I)
3X4(l)-., ...
1015(I) B3 H1015(I)
3X6(I) B'
8X1C
1
28' -
19'8"
A%l
5'6"
32' -
?0'8"102'5"10 23'88" T 27'9"12
1„J"10 23,9$ 1'76 4'1"12"12
t- 4, "I - B,4„
Rv=2954# U 451tW=8
SEAT PLATE REQUIRED
32'
4
6"4'4" {�2'
0"4 2'5' 12
3X4(D1)(1) T4X8(I)
2
32'
psf,
LEFT JIG = 60"11 RIGHT JIG = 5'37
DESC. = A5 SEQ = 4103
PLT. TYP.-WAVE FBC/rP12002(STD)Cq/RT=1.25(1.25)/5(0) QTY= 1 TOTAL= 1 REV. 7.33.0107.17 SCALE=0.1875
' It (j ss co I21 '.
eu. •r.��r ew
-WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSIALLING
AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS
PLATE INSTITUTE, 583 D'ONOFRIO 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. ••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 CHANDLING, SHIPPING, INSTALLING AND BRACING OFOTRUOSSES. CDESIGN CONFORMSWITH TPI; ORRNGWITHIAPPLICABLE
PAPER ASSOCIATION) AND TP ( I ALPINE CONNECTORS ARE MOF 0GA A TH6 BMADE E I53 GR 0 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 PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS NENT _
DESIGN SHOWNTHE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING
IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1.1995 SECTION 2.
Julius Lee P.E.
License # 34869
1455 SW 4th AVenUe
Delray Beach, FL 33444-2161
TC LL 20.0psf
iu...-
:TC DL 16.Opsf a
1 O.Opsf
. BC DL J o
BC LL* 10.0psf * -� V
TOT.LD. 46.0p sf T Z
REF
DATE 03-13-2008
DRWG
JC
2')(14 Imlustrial ;►3rd
�'
Fort ICTI: F.L.LF.L.e, 349.1G
PlI URC: C 72} 466�-33R3
rA l: t" 1Z} i�111-q-j 29
LEN. 32
DUR.FAC. 1.25
JOB #: 70506P22
SPACING 24.0"
TYPE SPEC
)D:(iu5,:/ur/-z) ,1;.vv.t-uruaxer rtomfis, Inc ,Hupp / bi u
T � "
Top chord 2x4 SP #2
Bot chard 2x4 SP #2 ,
Webs 2x4 SP #3
SPECIAL LOADS
—(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25)
TC - From 77 PLF at 0.00 to 77 PLF at 3.37 '
TC - From 77 PLF at 3.63 to 77 PLF at 7.00
BC - From 8 PLF at 0.00 to 8 PLF at 1.00
BC - From 20 PLF at 1.00 to 20 PLF at 6.00
BC - From 8 PLF at 6.00 to 8 PLF at 7.00
TC - 41 LB Conc. Load at 3.37, 3.63
BC - 43 LB Conc. Load at 3.37, 3.63
BC - 55 LB Conc. Load at 3.50
Calculated vertical deflection is 0.00" due to live load and 0.00" due to total load at X = 0-7-8
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFf2'8 LAYOUT'
2 Complete Trusses Required
Nailing Schedule: (0.131"x3'_Gun nails)
Top Chord: 1 Row @12.00" o.c,
Bot Chord: 1 Row @12.00" o.c.
Webs : 1 Row @ 4" o.c.
Use equal spacing between rows and stagger nails
in each row to avoid splitting.
140 mph wind, 51.48 ft mean hgt, ASCE 7-02, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP D, wind
TC DL=9.6 psf, wind BC DL=6.0 psf.
Wind reactions based on MWFRS pressures
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START(FT) END(FT)
BC 84 0.00 7.00
Deflection meets U360 live and U240 total load.
3'4"8 317 8 I 7 _
3'4"8 3" 3'4"8
1'3" 3'6" 5'9" 7'
1'3" 2'3„ 2'3" �+ 1'3"
—)— 50'
1'3' 2X3(I) 4y;' 2X3(I) 1.3..
Rv=430# U=639# W=6" 7' Rv=430# U=6399 W=6"
LEFT JIG = 4'3"6 RIGHT JIG = 4'3"6
DESC. = BIG SEQ = 4136
PLT. TYP.-WAVE FBC/TP12002(STD)Cc/RT=1.25(1.25)/5(0) QTY= 1 PLIES= 2 TOTAL= 2 REV. 7.33.0107.17 SCALE=0.7500
It «SS co I? I'-
TV"
.v." .1 aw
"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, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI.53719) FOR SAFETY PRACTICES
PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHOFFD 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
ANY FAILURE TO BUILD TE TRUSSES IN CONFORMANCE WTH TI; OR FAICATING,
HANDLING, SHIPPING, INSTALL NGHAND BRACING OF TRUSSES. DESIIGN CPONFORMS WITH APPLICABLE
PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE 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 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
IS THE -RESPONSIBILITY OF THE BUILDING -DESIGNER: -PER ANSI PI 1- 995-SECT ON-2 -.Delray
Julius Lee P.E.
License # 34869
-
1455 SW 4th Avenue
Beach,. FL 334442161_
TC LL 2010pr1sf
M
IL «
TC DL 16.Opsf a
o
BC DL 10.0psf a
o
_jDESIG;
BC LL* 10.Opsf " U
m o
TOT.LD. 46.OpSf Z
REF
DATE 03-13-2008
DRWG
JC
2�1QQ In�ltrstri�l ,�rd
Fort View & F.L. 349V3
P}IURC; (72)466-339S
r. H I.-C7,94 466-9.129
O/A LEN. 7
-
DUR.FAC. 1.25
JOB #: 70506P22
SPACING 24.0'
TYPE_ _ _ _ COM N
1ob:(70806P22) ,G.4N.Puruc „er Homes, Inc Rupp / C1 G
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Top chord 2x4 SP #2
2 Complete Trusses Required
Bot chord 2x6 SP #2 :B2 2x6 SP 2400f-2.OE:
Webs 2x4 SP #3 :W1, W7 2x8 SP 2400f-2.0E:
'
:W6 2x4 SP #2:
Nailing Schedule: (0.131"x3"_Gun _nails)
SPECIAL LOADS
Top Chord: 1 Row @12.00" o.c.
--(LUMBER DUR.FAC.=1.00 / PLATE DUR.FAC.=1.00)
Bot Chord: 1 Row @ 3.50" o.c.
Webs : 1 Row @ 4" o.c.
TC � From 126 PLF at 0.00 to 126 PLF at 7.83
TC - From 187 PLF at 7.83 to 187 PLF at 16.50
Use equal spacing between rows and stagger nails
BC - From 20 PLF at 0.00 to 20 PLF at 2.58
in each row to avoid splitting.
BC - From 595 PLF at 2.83 to 470 PLF at 6.5
BC -From 595 PLF at to 595,PLF at 16.50
140 mph wind, 32.78 ft mean hgt, ASCE 7-02, CLOSED bldg, not located within 4.50 ft from roof edge, CAT 11, EXP D, wind
d at
BC - 1111 LB Conc. Load at 7.83
TC DL=9.6 psf, wind BC DL=3.0 psf.
Calculated vertical deflection is 0.04" due to live load and 0.07" due to total load at X = 5-1-0.
Wind reactions based on MWFRS pressures.
Deflection meets U480 live and U360 total load.
Right end vertical not exposed to wind pressure.
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START(FT) END(FT)
BC 101 0.00 16.50
7-10"
16'6"
r
7 10
8 8I
2'4" 7'10"
12'2" 16'6"
2'4" 5'6"
4'4" 4'4"
M
O
N
2X4(A1
T
1
\I
LEFT JIG = 9'3"15 RIGHT JIG=10'0"8
DESC.= C1G SEQ= 4094
PLT. TYP.-WAVE FBC/rP12002(STO)Cq/RT=1.25(l.25)/6(0) QTY= 1 PLIES= 2 TOTAL= 2 REV. 7.33.0107.17 SCALE=0.3750
11*
1? uss C.0It I �.
cur .11 ew
**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, 583 D'ONOFRIO 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. —IMPORTANT"' FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THISDESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FAICATING,
HANDLING, SHIPPING, INSTALLING AND RACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE
PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE 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 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 —
IS THE RFSP0NSIRII ITY OF THE Rim nwn nFSIriNFR PFR ANSIlrPI 1.149E RFr.TIr1N 9
Lee P.E.
ee
Juliuspsf
License # 34869
1455 SW 4th Avenue
Delray Beach, FL 33444-2161
C LL 40.0
..
TC DL 20.Opsf a
� '
BC DL 10.Opsf J o
BC LL* 10.0psf * �
TOT.LD. 70.Opsf 0° Z
REF
DATE 03-13-2008
DRWG
JC
2�00 InlJ�lstria1;43r(i
Fort View p_ F.L. 34944
I'llU11L': I'?72) 466-335$
r� ,�
Pax: (: 12) •466—U 29
O/A LEN. 160600
DUR.FAC. 1.00
JOB #: 70506P22
SPACING 24.0"
TYPE HIPM
W.P�rueker Homes, Inc ,Rupp / C:20
THIS
BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Top chord 2x4 SP #2
Bot chord 2x6 SP 2400f-2.0E
Webs 2x4 SP #3
SPECIAL LOADS
—(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25)
TC - From 77 PLF at 0.00 to 77 PLF at 8.67
BC - From 20 PLF at 0.00 to 20 PLF at 2.67
BC - From 325 PLF at 2.67 to 325 PLF at 7.83
BC - From 325 PLF at 7.83 to 325 PLF at 8.67
BC - 739 LB Conc. Load at 7.83
Deflection meets L/360 live and U240 total load.
7'10" 8'8"
I I I
2,4„ 7'10" 7'10„ 1818
2'4" 5'6" . 10"
2,4" +
2'4"
Rv=1540# U=1643# W=8"
SEAT PLATE REQUIRED
T 10"
5'6" 10"
8,8„ - - -
8'8"
Rv=1871# U=1997#
140 mph wind, 32.78 ft mean hgt, ASCE 7-02, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP D, wind
TC DL=9.6 psf, wind BC DL=6.0 psf.
Wind reactions based on MWFRS pressures.
Right end vertical not exposed to wind pressure.
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: -
CHORD SPACING(IN OC) START(FT) END(FT)
BC 78 0.00 8.67
Calculated vertical deflection is 0.06" due to live load and 0.09" due to total load at X = 0-0-0.
Id11
LEFT JIG = 9'315 RIGHT JIG = 5'1 "10
DESC. = C2G SEQ = 4303:
PLT. TYP.-WAVE FBC/TP12002(STD)Cq/RT=1.25(1.25)/5(0) QTY= 2 TOTAL= 2 REV. 7.33.0107.18 SCALE=0.3750
' I; I�SS C.C}Id I'-
Z�J(lO In1J IlSfria I .Qrd
Fort i'iev e. F.L. 34946
P}I LLIIC: ('�i2) 466-3398
-WARNING- TRUSSES REQUIRE EXTREME CARE IN, FABRICATING, HANDLING, SHIPPING, INSTALLING
AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BYTPI (TRUSS
PLATE INSTITUTE, 583 D'ONOFRIO 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. "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS WITH TPI; OR FABRICATING,*
HANDLING, SHIPPING, INSTALLING ANDR RUSSES ACING OFDESIGN: ANY FAILURE TO BUILD THE INONFORMANCE TRUS ES. DESIGN CONFORMS WITH APPLICABLE
PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE 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 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
IS THE ESPONSIBILI OF THE BUILDING -DES DESIGNER PER NSVTP 1.1995 SECTION 2
Julius Lee P.E.
License # 34869
1455 SW 4th Avenue
D@Tray-Beach, FL 33444-2161
TC LL 20.0p sf
.-
TC DL 16.Opsf a C
o �
BC DL 10.Opsf
J o
BC LL' 10.Opsf U
m o
TOT.LD. 46.OpSf Z
REF
DATE . ' 03-13-2008
DRWG
JC
O/A LEN. 80800
DUR.FAC. 1.25
JOB #: 7050BP22
SPACING 24.0" -
TYPE H I PM
- -- -
Job: (70506P22) ,( XV.Purud;er Homes, Inc ,Rupp / C33
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'§
Top chord 2x4 SP #2 :T2, T3 2x4 SP 2400f-2.0E:
Bot chord 2x8 SP 2400f-2.0E
Webs 2x4 SP #3 :W1, W17, W25 2x6 SP #2:
:W3, W4, W14 2x4 SP #2:
SPECIAL LOADS
-(LUMBER-DUR.FAC.=1.00 / PLATE DUR.FAC.=1.00)
TC - From 84 PLF at 0.00 to 84 PLF at 7.83
TC - From 334 PLF at 7.83 to 334 PLF at 24.17
TC - From 334 PLF at 24.17 to 334 PLF at 24.20
TC - From 84 PLF at 24.20 to 84 PLF at 32.00
BC - From 5 PLF at 0.00 to 5 PLF at 2.00
BC - From 13 PLF at 2.00 to 13 PLF at 30.00
BC - From 5 PLF at 30.00 to 5 PLF at 32.00
BC - 5750 LB Conc. Load at 7.96
BC - 4350 LB Conc. Load at 25.71 -
Trusses to be spaced at 16.0" OC maximum.
Calculated vertical deflection is 0.02" due to live load and 0.04" due to total load at X='7-9-14,
5'11"12
5'11"'L�1a0"
2'5"l2 75110"
7'8.911"
2'5"12. 3'4"4
1'10"4 3'
12
2X3(I)
7 F--' M(l)
H0912
X3(1)
co
3X6(I)
W4
irWM(A1)(1)
6'
W
�2' 5)81
2'5"12 8'111
2'5"12 6'6"
Rv=5567# U=4143# W=8"
SEAT PLATE REQUIRED
3 Complete Trusses Required
Nailing Schedule: (0.131"x3" Gun -nails)
Top Chord: 1 Row @ 5.75" O.C.
Bot Chord: 1 Row @ 4.00" o.c.
Webs : 1 Row @ 4" o.c.
Repeat nailing as each layer is applied. Use equal spacing
between rows and stagger nails in each row to avoid splitting.
(") 2 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements.
140 mph wind, 32.78 ft mean hgt, ASCE 7-02, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP D, wind
TC DL=9.6 psf, wind BC DL=3.0 psf.
Component and cladding wind pressures considered for uplift reactions.
Calculated horizontal deflection is 0.19" due to live load and 0.16" due to dead load
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) . START(FT) END(FT)
BC 120 0.00 32.00
Deflection meets U480 live and U360 total load.
26'0"4
32'
24P2�
I
5
35,1
2pp'11 .12
12'0"12 14'2"B
1619�.411 19'2"8 21'9"
2 24'2 (37-
�
29'377 "'10 32'
2'0"8 2'1"12
2'6"8 2'6"8 2'6"8
jp2 P 2"
2'
3'1"10 2'8"6
2X3(I)
2X3(I)
W14
4
4X6(A1)(I)
T2
5X8(" )(I) T3
3X6(I)
K4I 7X8(I) 2X3(I) 5X6I 4X12I
(I)
30,
5X6(I)
10X10(I) P9
4X12(I) 5X8(I)
4X4(R)(Ij9'9"
5X6 I
4X12("19)(1))
8
3X6 I ,
2
'0"12 14'2"8
16'9" 7'8 21'9"
24' 26'2"
2 '4 32'
2,1„ 3,1"12
2,6" 92 2,5"8 2,6"6
2'3" 2,2"
3' „ 2,5"12
32' Rv=10931# U=8134#
W=6"
Rv=78�3
j #W=B"
SEAT PLAUIRED
LEFT JIG = 9'3"l5 RIGHT JIG = 9'3"15
DESC. = C3G SEQ = 4176
PLT. TYP.-WAVE FBC/rP12002(STD)Cq/RT=1.25(1.25)/5(0) QTY= 1 PLIES= 3 TOTAL= 3 REV. 7,33.0107.18 SCALE=0.1875
5i co It I �-
rur .irvr•w
-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, 583 D'ONOFRIO 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. **IMPORTANT'" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THISDESIGN: ANY FAILURE TO BUILD THE T
HANDLING, SHIPPING, INSTALLING ANDRUSSES BRACING OF TRUSSES. DESIGN CONFORMS WITHIN CONFORMANCE WITH TPI; ORIAPPLICABLE
PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A663 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 ',
SET E -RESPONSIBILITY OF THIE BUILDING DESIGNER, POER ANS RP 1� 995 SEC IOTIN 2. BUILDING
Julius Lee P.E.
License # 34869
1455 SW 4lh Avenue
Delray Beach, FL 33444-2161
TC LL 40.0Sf
p
u. ..
TC DL 20.Opsf a 45
o j
' BC DL 1 O.Opsf �I
BC LL* 10.Opsf U C
Q7
TOT.LD. 70.Opsf . Z0
REF
DATE 03-13-2008
DRWG
JC -
/ 700 InlJ llstrial ,?3rd
Fort Pierce, FL- 34946
MIL11kc; (-,2) 96-335.4
r71 x- C" 1i.} 4r;f,-9-Z29
O/A LEN. 32
DUR.FAC. 1.00
JOB #: 70506P22
SPACING 16.0"
TYPE COMN
ob:(70506P22) ,G.W.P,uruaker Homes,
Ine .RUDD / C46
PROGRAM FROM TRUSS MFR'S LAYOUT '
Top chord 2x4 SP #2 :T2 2x4 SP #1: x
Bot chord 2x4 SP 2400f-2.0E
Webs 2x4 SP #3 :W1 2x6 SP #2:
:W7, W14 2x8 SP 2400f-2.0E::W13 2x4 SP #1
SPECIAL LOADS
—(LUMBER DUR.FAC.=1.00 / PLATE DUR.FAC.=1.00)
TC - From 84 PLF at 0.00 to 84 PLF at 7.83
TC - From 484 PLF at 7.83 to 484 PLF at 20.00
BC - From 5 PLF at 0.00 to 5 PLF at 2.00
BC - From 13 PLF at 2.00 to 13 PLF at 20.00
TC - 150 LB Conc. Load at 8.83
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START(FT) END(FT)
BC 61 0.00 20.00
THIS DWG. PREPARED BY THE ALPINE JOI
2 Complete Trusses Required
Nailing Schedule: (0.131"x3" Gun nails)
Top Chord: 1 Row @ 5.00" o.c.
Bot Chord: 1 Row @12.00" o.c.
Webs : 1 Row @ 4" o.c.
Use equal spacing between rows and stagger nails
in each row to avoid splitting.
140 mph wind, 32.78 ft mean hgt, ASCE 7-02, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP D, wind
TC DL=9.6 psf, wind BC DL=3.0 psf.
Component and cladding wind pressures considered for uplift reactions.
Calculated horizontal deflection is 0.14" due to live load and 0.25" due to, dead load.
Deflection meets U480 live and U360 total load. Trusses to be spaced at 16.0" OC maximum.
Calculated vertical deflection is 0.00" due to live load and 0.02" due to total load at X = 14-9-6.
5'2"12 I 20'
i 5,2"12 T10" 1 14'9"4 20'
7' " 0" 12'2"
\ 2'4" 51 7'10' 7'11"6 10'9"12 13' 16'3"4' 20'
2'4" 2'9" 2'9" 1'6 2'10"6 2'2"4 TT'4 T812
22" I 5'1" I T11"6 I2 I 13' I 634 I 20'
2'9" 2'2"4'433'8"12
20, I
Rv=2895# U=2155# W=8" 20' Rv=4056# U=3019#
SEAT PLATE REQUIRED
LEFT JIG = 9'3"15
DESC.= C4G
PLT. TYP.-WAVE
It IaSS colt I'.
J
rumnw
2900 Industrial ;i3rd
Fort New& FL- 349445
Phtroc: (1'"+2) 466-3358 _
rli x_ (772) 466-U 29
QTY= 1 PLIES= 2 TOTAL= 2
AND BRACING. REFER TO HIS-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS
PLATE INSTITUTE, 583 D'ONOFRIO 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. ••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,
HANDLING, SHIPPING, 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 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
JuliusLee- P.E.
License # 34869
1455 SW 4th Avenue
Delrav Beach. FL33444-2161
RIGHT JIG = 14'10"3
SEQ = 4192
REV. 7.33.0107.18 SCALE=0.3750
TC LL
40.Opsf
TC DL
20.Opsf a
BC DL
10.Opsf
BC LL*
10.0psf *
TOT.LD.
70.Opsf 0°
DUR.FAC.
1.00
SPACING
_16.9'.
REF
DATE
03-13-2008
DRWG
JC
O/A LEN.
20
JOB #: 70506P22
TYPE
COMN -_
Job:(70506P22) ,G.VV.Puruclner Homes, Inc,Rupp I C5
Top chord 2x6 SP #2 :T2, T3 2x4 SP 2400f-2.0E:
Bot chord 2x4 SP 2400f-2.0E
Webs 2x4 SP #3 :W1, W22 2x6 SP #2:
:W4, W19 2x4 SP #2:
140 mph wind, 32.78 ft mean hgt, ASCE 7-02, CLOSED bldg, not located within 4.50 It from roof edge, CAT 11, EXP D, wind
TC DL=9.6 psf, wind BC DL=3.0 psf.
Calculated horizontal deflection is 0.24" due to live load and 0.19" due to dead load.
Bottom chord checked for 10.00 psf non -concurrent live load.
Trusses to be spaced at 12.0" OC maximum.
Deflection meets U480 live and U360 total load.
T
I
0
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'$ LAYOUT
2 Complete Trusses Required_
Nailing Schedule: (0.131"x3" Gun nails)
Top Chord: 1 Row @12.00" o.c.
Bot Chord: 1 Row @12.00" o.c.
Webs : 1 Row @ 4" o.c.
Use equal spacing between rows and stagger nails
in each row to avoid splitting.
Component and cladding wind pressures considered for uplift reactions
IN.LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START(FT) END(FT)
BC 86 2.10 29.90
Calculated vertical deflection is 0.48" due to live load and 0.87" due to total load at X = 17-4-5.
37'12 24'9"4 28'
3,2125'10 I 222¢2$ v 'P 28 3,2„12
2'1"4 2' 5'1" 5'10" 7'8"4 11'2"14 14'97 1��2�9 20'9"2 247-1„ 510 29'829'10"1232'
2'1"4 2"12 2'9" 27"4 3'6"10 3'6"10 2'5"2 3'6"10 3'4"14 2'9" 2'9" 2"122'1"�
2X3(I) 1
12 I'I-
72XX X4() 2X3(1)
x8 2X3(I) 3X4(1) 7X80)
3X6(I)
T2
28'
2"j22 5'7" I9'611I1'2'8"3 '18"�5
544 315
2"0 610 2
Rv=1150# =Ali
W=8" 28'
SEAT PLATE REQUIRED
187'14 + 22'2"8
3'6"10 3'6"l0
Rv=115 8' 2
SEAT PLATE RTURED
1 _o30'
r
LEFT RAKE = 2'5"4 RIGHT RAKE = 2'5"4
LEFT JIG = 7'7"13 RIGHT JIG = 7713
DESC. = C5 SEQ = 4504
PLT. TYP.-WAVE FBCrrP12002(STD) Cq/RT=1.25(1.25)15(0) QTY= 6 PLIES= 2 TOTAL= 12 REV. 7.33.0107.18 SCALE=0.1875
,
rI I� (1.r1r1 C�1I2 I'-
�At
r Yiia nw
Z7()b Inrlusf riq 1:4� rd
Fort there e, FL. 34946
PhUlke*; r72) 446-3383
n�
Pax: (: 12) 466-U29
"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, 583 D'ONOFRIO 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. "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
TO BUILD THE TRUSSES IN CONFRMANCE WITH TPI; OR FABRICATING,f
HANIDLINGNSYHIPPING, INSTALLING AND BRACING OF RUGS ES. DESIGN CONFORMS WITH APPLICABLE
PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE 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 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 -
IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1-1995 SECTION 2,
Julius Lee P.E.
License # 34869
1455 SW 4th Avenue
Delra Beach, FL 33444-2161
y
TC LL 40.0 sf
p
u--
TC DL 20.Opsf a c
' BC DL 10.Ops J o
BC LL* 10.OpsILURE " J
pU0 0
TOT.LD. 70.Opsf Z
REF
DATE 03-13-2008
DRWG
JC
O/A LEN. 32
DURYAC. 1.00
JOB #: 70506P22
SPACING 12.0"
TYPE COMN
•.Job:(70506P22) U.W.P,uruekerHOrn*(ts, Inc—,Rupp/C6—
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 :B2 2x4 SP #1:
Webs 2x4 SP #3 :W1, W20 2x6 SP #2:
:W15 2x4 SP #2:
All plates are 2X3 except as noted.
Bottom chord checked for 10.00 psf non -concurrent live load.
Trusses to be spaced at 12.0" OC maximum.
Deflection meets U480 live and U360 total load.
— - -- THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT,
140 mph wind, 32.78 ft mean hgt, ASCE 7-02, CLOSED bldg, not located within 4.50 ft from roof edge, CAT 11, EXP D, wind
TC DL=9.6 psf, wind BC DL=3.0 psf.
Component and cladding wind pressures considered for uplift reactions.
Calculated horizontal deflection is 0.14" due to live load and 0.12" due to dead load.
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START(FT) END(FT)
BC 50 -2.10 29.90 -
Calculated vertical deflection is 0.00" due to live load and 0.03" due to total load at X = 18-6-10.
7' 10"
I
24'2" -
I
32'
�hI
qq
•2
477 14 "0"
1T10"4 14'10" 20'1"12 4T
7'0"12I
'64 32'
i2'6"12 I7
I
2'6"8 0"12
Igg
I
I 1 '0
2'11"12 "4
2'10"12
122'5"12
2'5"8 S"12
12
T
7 [3X4 (I)
3X4(B1)
(1)
3X4
3X6 X8
4X8
W15
(I)
�BX4(B1)
(I)
(1)
(I) (I)
DT-G)l0"13
3X6
5X8 R 4X4
s
W
I_ 4X8 5X6 1 - (1) (1) (1) _I_
r2 ( ( (I) ) 84X4 () —2 I
2'1"4 4'11"4 11'10"4 14'10" (I).-, 20'1"1-2 24'2" 24'S27'0"12 29'5"4 32'
12'1"4 I 2'10" I 6-11" 12-11"12 1 2'q' 12-11"12 1 4'0"4 3"2'7"4 2'4"8 2'6"12
Rv=155plf U=112plf W=10'1"12 32' Rv=742# U=536# W=8"
SEAT PLATE REQUIRED
T
0
LEFT JIG = 9'315 RIGHT JIG = 9'315
DESC. = C6 SEQ = 4528
PLT. TYP.-WAVE FBC/TP12002(STD) Cq/RT=1.25(1.25)/ 5(0) QTY=1 TOTAL= 1 _REV. 7.33.0107.18 SCALE =0.1875
I� IaSS co I? I I.
"WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING
AND BRACING. REFER TO HIB-91 INSTALLING AND BRACING), PUBLISHED BY TPI
e ee .
Juliusp
LeRE
TC LL 40.0Sf
REF
(HANDLING (TRUSS
PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) FOR SAFETY PRACTICES
PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE
License # 34869
LL
TC DL 20.Opsf d
DATE 03-13-2008
PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID
"IMPORTANT"
o
CEILING. FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
BC DL 10.Opsf �I
DRWG '
1UP �;��m vw
ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
HANDLING, SHIPPINGDESIGN; ANY
INSTALLING AND BRACING OF TO BUILD THE TRUSSES IN TRUSSES. RUS ES. DESIGN CONFORMNFORMANCE WITH TPI; OR S WITHAPPLICABLE-
� o
BC LL* 10.0psf * U o
r JC
2()00 Industrial ;�3rd
,
PROVISIONS OF NDS DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
O/A LEN. 32
Fort Pierm F.L. 349U
(NATIONAL
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL
m o
TOT.LD. MOW , Z
r
r}ILF11C: 5 ,2) 446-333S
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
DURYAC. 1.00
JOB #: 70506P22 -
Pax, (721466-9329
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
COMN
IC TI-IR PFCPr1NSIRII ITV r1F TWP RI III NNf_ r1FCIr:NFP PRP ANCIrrPI 1-1QQ5 CFr_TIr1N - _
Delrav-Beach• FL 33444-2161
SPACING 2Q"
.-- -� -
-TYPE- _
Job: 7C506P22),(3W.Puruc,;erHomes, Inc,Ru. /C7 _
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 :62 2x4 SP 2400f-2.0E:
Webs 2x4 SP #3 :W6, W11. Wt7 2x4 SP #2:
Calculated horizontal deflection is 0.15" due to live load and 0.12" due to dead load.
Bottom chord checked for 10.00 psf non -concurrent live load.
Trusses to be spaced at 16.0" OC maximum.
Deflection meets U480 live and U360 total load.
7' 10"
2'4" 5,1,,
2'4" 2'9"
T 12
7 � 3X4(I)
b 3X4(I)
5X4(B1)(I)
s
4X
2,
�i' 5�1„
2'9„
24'2"
7-10" 1011"2 12'8"13 16'0"4 16'418'0':8 21'0"14
I I I
2'9" TV-2 1'9"1 1 3'3"7 2'0"4 3'0"6
2X3(I)
W6 2X3(I)
^ 7X81 2X31
DT-3'10"13
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
140 mph wind, 32.78 ft mean hgt, ASCE 7-02, CLOSED bldg, not located within 4.50 ft from roof edge, CAT'II, EXP D, wind
TIC DL=9.6 psf, wind BC DL=3.0 psf.
Component and cladding wind pressures considered for uplift reactions.
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START(FT) END(FT)
BC 46 0.00 32.00
Calculated vertical deflection is 0.00" due to live load and 0.03" due to total load at X = 19-7-1.
10'8"13 1TW3 —
10'l1"2 112'8"13 I 16'0"4 B2 8'0"8 21'0"14 I 24T"
5'10"2 119"11 T3"7 32'2'0"4 3'0"6 3'1"2
Rv=529# U=470# W=8" 32'
SEAT PLATE REQUIRED Rv=1626# U=1332# W=8"
SEAT PLATE REQUIRED
32'
26'11" 72�48" 32'
I I -
2,9" 2,9„ 2,4„
mi
S
im
T
3X4(B1)(1)
3X4(I) P
30'
0I 2,
32'
2,4„
W=8„
UIRED
LEFT JIG = 9'3"15 RIGHT JIG = 9'3"15
DESC. = C7 SEQ = 4348
PLT. TYP.-WAVE FBC/rP12002(STD)Cq/RT=1.25(1.25)/5(0) QTY= 1 TOTAL= 1 REV. 7.33.0107.18 SCALE=0.1875
�u.rzia ww
"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, 583 D'ONOFRIO 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. -IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THISDESIGN; ANY FA
IN CONFORMANCE WITH TPI; OR FAICATING.
HANDLING, SHIPI ILURE NG, INSTALLING ANDTO BUILD THERUSSES BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE
PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE 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 DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES
ACCEPTANCE
DESIGN SHOWNF THE SUITABNATMEANDNEERING USE OF THIS COMPONENT FBILITY OLELY FOR THE TRUSS OR ANY PARTICULAR BUILDING
IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/rPI 1-1995 SECTION 2.
Ju-
Julius Lee P.E.
License # 34869
1455 SW 4th Avenue
Delray Beach, FL 33444-2161'
TIC LL 40.0sf
p
LL .-
TC DL MOW d
BC DL � '
10.Opsf J o
BC LL' 10.0psf
U c
TOT.LD. 70.Opsf T Z
REF
DATE 03-13-2008
DRWG
JC
Z!)nd I n�J ustria I ,4;i rd
Fort Pien I; F.L. 349-M
r
PTI LfHC: 5�Z) 466-335S
'' IJ i 29
i'sx: (. 1..) 46 r- .
O/A LEN. 32
DUR.FAC. 1.00
JOB #: 70506P22
SPACING 16.0"
TYPE COMN
3.W.PuruekerHomes, Inc.Ruon/C8
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS M4'sLAYOUT',' _
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 :B2 2x4 SP #1:
Webs 2x4 SP #3 :W6, W17 2x4 SP #2:
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START(FT) END(FT)
BC 47 0.00 32.00
Calculated vertical deflection is 0.00" due to live load and 0.03" due to total load at X = 19-7-1.
140 mph wind, 32.78 ft mean hgt, ASCE 7-02, CLOSED bldg, not located within 4.50 ft from roof edge, CAT 11, EXP D, wind
TC DL=9.6 psf, wind BC DL=3.0 psf.
Component and cladding wind pressures considered for uplift reactions.
Bottom chord checked for 10.00 psf non -concurrent live load.
Trusses to be spaced at 16.0" OC maximum.
Deflection meets L/480 live and U360 total load.
7'1110"
247'
3112'
7
2'4" 5''I "
7'10" 10'11"2
14' 16'0"j6440"8 21'0"14
242" - 26'11" 729Q8"
32'
2'4" 2'9"
2'9" 3.T'2 olo3V'14
2V'4 2V'4 o 3'0" 6 5 o
3'1" 2 2'9" 2'9"
2,4"
12
2X3(I)
3(I)
7 3X4(I)
2X3(1)
3X4(I)
�Wl
co
4XB(I)
W6
2X3(I)
5X8(I)
7
3X4(B1)(I)
3X4(I)
M(131)(1)
4X8 I
3X4(I)
4X4 I
DT-3'10"13
4X4 I
4X8(I) 2X3(I) 5X6(I)
4X8(I) 4X4(1) " 5X6(I)
2X3(I) 4X8(I)
_ 2, 2X$(I)
12'
4X4 1
16' 2X3U� _ 2, �J
2'4" 5'1"
10'l1"2
14' 16' ' 2 18'0"8 21:0"14
24'2" 24'5"826'11" 29'8"
I .
32'
2'4" 2'9"
5'10"2
3'0"14 2'0"4 32,2'0"4 310"6
3'1"2 3'8 28 2'9"
2'4"
Rv=632# U 528# W=8"
32' °"'
Rv=880# U=627#
W=8"
SEAT PLATE REQUIRED
Rv=1578#
U=1290# W=8"
SEAT PLATE REQUIRED
SEAT PLATE REQUIRED
0
N
--o-30'
LEFT JIG = 9'3"15 RIGHT JIG = 9'3"15'
DESC. = C8 SEQ = 4321
PLT. TYP.-WAVE FBC/rPI2002(STD)Cq/RT=1.25(l.25)/5(0) QTY= 1 TOTAL= 1 REV. 7.33.0107.18 SCALE=0.1875
' I? I j.'�' g C01 I'.
. .UP' aw
"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, 583 D'ONOFRIO 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. •'IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THISDES
IGN; ANY FAILURE TO BUILD THE TRUSSES IN DLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS NFORMANCE WITH TPI; OR FABRICATING,
LICABLE
HANDLING, WITH APPLICABLE
PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE 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 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
IC TWP PFCPl1NCIR11 ITV 11F. THF_RI III. rvmr,.nr.Czi :NFP__PFP ANRIrrPI 1.1Q45 CFr.T1nN 7- _>r __ -._ .` - y _ _ _ -_
Julius Lee P.E.
License # 34869
1455 SW 4th Avenue
Delray_Beach, FL 3 _ 4- - __ -
TC LL 40.0 sf
p
tL .-
TC DL 20.Opsf a
o E
BC DL 10.0psf o
iI c
BC LL* 10.Opsf " U
m o
TOT.LD. 70.Opsf , Z
REF
DATE 03-13-2008
DRWG
.),C
i!}Qa In11115frial ,��rd
Fort Vien e. F.L. 34946
P)ILllll': (M) 466-3395
n�
1FH%: C: 1Z) 466-U29
O/A LEN. 32
DUR.FAC. 1.00
JOB #: 70506P22
SPACING 16.0"
___ - ____ _ _ _ _ ___- _-
•COMN -
TYPE -
UUD:(rUr7UOrzz) ,vwv.ruruu;nUr nOrnes, lflu'mupp/ k.,tak.�
Top chord 2x4 SP #2 :T3 2x4 SP'2400f-2.OE:
Bot chord 2x6 SP 2400f-2.0E :B2 2x4 SP 2400f-2.0E:
Webs 2x4 SP #3 :W11, W17 2x4 SP #2:
SPECIAL LOADS
-----(LUMBER DUR.FAC.=1.00 / PLATE DUR.FAC.=1.00)
TC - From 84 PLF at 0.00 to 84 PLF at 7.83
TC - From 84 PLF at 7.83 to 84 PLF at 24.17
TC - From 84 PLF at 24.17 to 84 PLF at 32.00
BC - From 5 PLF at 0.00 to 5 PLF at 2.00
BC - From 13 PLF at 2.00 to 13 PLF at 10.78
BC - From 13 PLF at 10.78 to 13 PLF at 21.22
BC - From 13 PLF at 21.22 to 13 PLF at 30.00
BC - From 5 PLF at 30.00 to 5 PLF at 32.00
BC - 1880 LB Conc. toad at 7.90, 24.10
Bottom chord checked for 10.00 psf non -concurrent live load.
Calculated vertical deflection is 0.00" due to live load and 0.03" due to total load at X = 19-4-4
2,4„
2�4"
7'10"
5'1'p 7-10" 10'9"6 14'2"
2,9„
T 12
7 F7_ 3X
I
N3X4(A1)(I) 3X4(I)
6"
22X I
2,4„ 5'1"
2-4" 2,9„
Rv=1339# U=997# W=81.
SEAT PLATE REQUIRED
2'9„--211"13 T41"10
2X3(I) I
I hn) uvvu. rmrrAKLu VT I rIC ALrINC JUC UCJIUIVCR rKVt RAyI rRUIVI I muao iv-0 L VV I
2 Complete Trusses Required
Nailing Schedule: (0.131"x3"-Gun-nails)
Top Chord: 1 Row @12.00" o.c.
Bot Chord: 1 Row @10.25" O.C.
Webs : 1 Row @ 4" o.c.
Use equal spacing between rows and stagger nails
in each row to avoid splitting.
('•) 4 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements.
140 mph wind, 32.78 ft mean hgt, ASCE 7-02, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP D, wind
TC DL=9.6 psf, wind BC DL=3.0 psf.
Component and cladding wind pressures considered for uplift reactions.
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START(FT) END(FT)
BC 70 0.00 32.00
Trusses to be spaced at 16.0" OC maximum.
Deflection meets U480 live and U360 total load.
247'
16'0"46418'0"8 212"10 02
1'10"4 2'0"4 3'2"2 2'11"6 e
2X3(I)
2X3(I) H0610(")(1)
7X8 I
DT-3'10"13 'T3 r`
14'2" �6'b 4J 18'0"8 21'210
37
410 1'10"432'2,0"4 I '37"2
32' _
Rv=3605# U=2683# W=8"
SEAT PLATE REQUIRED
16' -
24'2"
2'11"6
32'
26'11"
729Q8" 32'
2'9„
2,9„ 2'4"
2X3(I)
4X4(I)
W17
3X4(A1)(1)
SEAT P
2X411 .2'
29'8" 32'
2,9„ 2,4"
9 1418# W=8"
REQUIRED
T
0
N
LEFT JIG = 9'3"15 RIGHT JIG = 9'3"l5
DESC. = C9G SEQ = 4339
PLT. TYP.-WAVE FBC/rP12002(STD)Cq/RT=1.25(1.25)/5(0) QTY= 1 PLIES= 2 TOTAL= 2 REV. 7.33.0107.18 SCALE=0.1875
y, + I It (JSS COI? P-
' . •
-T' a
eur •rz�m ew
"WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING
AND BRACING. REFER TO HIS-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS
PLATE INSTITUTE, 583 D'ONOFRIO 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. "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THISDESIGN; ANY FAILURE T
THE TRUSSES IN CNFRMANCE WITH TPI; OR FAICANG, '0.0psf
HANDLING, SHIPPING, INSTALLING AND BRACING OFOTRUUS ES. 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 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
IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI
PI 1-1995 SECTION 2.
Julius Lee P.E.
License # 34869 : - .
1455 SW 4th Avenue
Delray Beach, FL ,33444-2161
TC LL 40.0 sf
p
u- -
TC DL 20.Opsf a ;
O j
BC DL 1 O.O sf n
p
BC LL* 1BUILD * J o
U 1�
TOT.LD. 70.Opsf o0 Z
REF
DATE 03-13-2008
DRWG
JC
2.)00 Inlalrst�i� I ,iZ rd
Fort there V3 e, FL. 349
1'
P)IlrnC: CM) 466-330
rH.%: (772) 4 6 6 - U 2 9
O/A LEN. 32
DUR.FAC. 1.00
JOB #: 70506P22
SPACING 16.0"
TYPE COMN
r Homes, Inc ;Rupp / C10` '
Top chord 2x4 SP #2
Bot chord 2x4 SP 2400f-2.0E :B2 2x4 SP #2: '
Webs 2x4 SP #3 :W7 W SP 2400f-2.0E:
:W13 2x4 SP #2:
SPECIAL LOADS
---(LUMBER DUR.FAC =1.00 I PLATE DUR.FAC.=1.00)
TC - From 84 PLF at 0.00 to 84 PLF at 7.83
TC - From 84 PLF at 7.83 to 84 PLF at 25.58
BC - From 5 PLF at 0.00 to 5 PLF at 2.00
BC - From 13 PLF at 2.00 to 13 PLF at 25.58
TC - 650 LB Conc. Load at 8.08
Calculated vertical deflection is 0.00" due to live load and 0.02" due to total load at X = 9-3-4
M
0
N 3X4(B1
THIS DWG. PREPARED BY THE ALPINE J08 DESIGNER PROGRAM FROM TRUSS MF -S LAYOUT-`
140 mph wind, 32.78 ft mean hgt, ASCE 7-02, CLOSED bidg, not located within 4.50 ft from roof edge, CAT 11, EXP D, wind
TC DL=9.6 psf, wind BC DL=3.0 psf.
Component and cladding wind pressures considered for uplift reactions.
Calculated horizontal deflection is 0.19" due to live load and 0.20" due to dead load.
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: "
CHORD SPACING(IN CC) START(FT) END(FT)
BC 48 0.00 25.58
Bottom chord checked for 10.00 psf non -concurrent live load.
Trusses to be spaced at 16.0" OC maximum.
Deflection meets U480 live and U360 total load.
62"12 I 257'
5'2"12 77710 1 20'4"4 257"2'4" I 5'11'0 1 710" 7'116 10'9"12 I 13' I 17W'S 17'9 I 21'9" I 25'6" 257
2 2'9" 2'9" 1"6 2'10"6 2'2"4 4'4"8 4'4"8 3'9" 1"
)
2X3(I)
12
7 F-' 2X3(I)
6 4X8(I)
3X4(I) 2X3(I) �0
(I) H0308 I 1 2X3 5X6 R 5X8 I 2X4 I
2X3(I) 4X8(I) 3X4(I) 5X6(R)(I) 4X6(I) 82
19'9" ,. 5X8(I) 3'10"
2'4" 5'1" 7'11"6 10'9"12 13' 17'4"8 21'9" 25'6" 25'7"
2'4" 2'9" 2'10"6 2'10"6 2'2"4 4'4"8 4'4"8 3'9" 1
II
I 25'7'. —
Rv=1615# U=1203# W=8" 257" Rv=1455# U=1083# W=6"
SEAT PLATE REQUIRED
Rv=59# U=65#
1
ii
LEFT JIG = 9'3"l5 RIGHT JIG = 20'4"15
DESC. = C10 SEQ = 4112
PLT. TYP.-WAVE FBCfTP12002(STD) C41RT=1.25(1.25)/ 5(0) QTY= 1 TOTAL= 1 _ REV. 7.33.0107.18 SCALE=0.2500
It t15�i co I? I �-
"WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING
AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS
e ..
Julius E P Le
TC LL 40.0pSf
REF
J
PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI.53719) FOR SAFETY PRACTICES
PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE
License # 34869
rL
TC DL 20:0psf a
DATE 03-13-2008
PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID
t
CEILING..IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
BC DL 10.Opsf n
DRV1lG
ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
RMANCE WITH TPI: OR FABRICATING,
HANDLING, SHIPPING, INSTALLING AND BRACING OFDESIGN; ANY FAILURE TO BUILD THE TRUSSES IN OTRUOSSES. DESIGN CONFORMS WITH APPLICABLE
c
BC LL* 10.Opsf " J U
JC -
2MO Intiustrial'Mrc1v
2
IOTPI.ALPINE
=
O/A LEN. , 250700
ATy'nrt I iers P F.L. 3494ta
PAPER ASSOCIATION) (AND CONNECTORSTOARE MADE OF GA A TM A653 GR 0 GALVASTEEL
TOT.LD. MOW 00 Z
p
1 }ILlllf:: ('.'72) 466-33SS
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 •OO
JOB #: 7O5OBP22
j,
PN 0.] (l: 1Z) ir,r-t}.iZ9
" -
ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT -
DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING
1C-THF-PFCP(1NCIRII ITY-OF THF-RI III nIN(:-nFRIrWFP-PFP-ANRI?PI. 1-14Q.5-C Ff^.TIn N-q-- - _- - ,, - - ,-- -.�
1455 SW 4th Avenue
Delray Beach. FL 33444-21.61..
�+I�
SPACING ,1.6.0"., -
EaIACK _
TYPE., _ _ _ _, -..
Jot):((ut utiNZz) ,(3.:�v.t-uruciter domes, Inc ,Kupp / ci T
Top chord 2x4 SP #2
Bot chord 2x4 SP 2400f-2.0E
Webs 2x4 SP #3 :W7 2x8 SP 2400f-2.OE:
SPECIAL LOADS
-----(LUMBER DUR.FAC.=1.00 / PLATE DUR.FAC.=1.00)
TC - From 84 PLF at 0.00 to 84 PLF at 7.83
TC - From 84 PLF at 7.83 to 84 PLF at 20.00
BC - From 5 PLF at 0.00 to 5 PLF at 2.00
BC - From 13 PLF at 2.00 to 13 PLF at 20.00
TC - 650 LB Conc. Load at 8.08
Trusses to be spaced at 16.0" OC maximum.
Deflection meets U480 live and L/360 total load
57'12 _
5712 T10„
2,4„ F- 57j 10
2,4„ 2,9„
12 2X3(I)
7 .�
�4X
3X4(I)
3X4(B 1)(I)
IT
I 2'
2,4"
2'4" 2'9"
Rv=1538# U=1145# W=8"
SEAT PLATE REQUIRED
THIS DWG. HKtHAKtU UY I Ht ALPINt JUb UI=bIUNtK VKUUKAM YKUM I KUSS IVR-K J LAY UU I
140 mph wind, 32.78 ft mean hgt, ASCE 7-02, CLOSED bldg, not located within 4.50 ft from roor edge, CAT91,
TC DL=9.6 psf, wind BC DL=3.0 psf.
Component and cladding wind pressures considered for uplift reactions.
Calculated horizontal deflection is 0.15" due to live load and 0.17" due to dead load.
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START(FT) END(FT)
BC 50 0.00 20.00
Bottom chord checked for 10.00 psf non -concurrent live load.
Calculated vertical deflection is 0.04" due to live load and 0.08" due to total load at X = 16-6-14.
20'
14'9"4 20' -
~ -
7'10" 7'11'6 1012'2" 9"12 13, 1 16'5"2 1 19'10"4 2Q'1 25'7"
2'9" 1"6 2'10"6 2'2"4 3'5"2 3,5"2 1"12 57'
2X3(I) /j
4X (1)
2X3(I)
18'
7'11"6 10'9"l2 13,
2'10"6 — 2'10"6 20, 2'2"4
20'-.
wind
19' 10"4
6'10"4 1"1
Rv=1047# 9=779#
I 1
LEFT JIG = 9'315• RIGHT JIG = 14'10"3
DESC. = C11 SEQ = 3969
PLT. TYP.-WAVE FBCrrP12002(STD) Cq/RT=1.25(1.25)/5(0) QTY= 1 TOTAL= 1 REV. 7.33.0107.18 SCALE=0.3750
•
12 (j.S„s col} I'-
eur r��erx�
?7QQ InIJ 11sf rig l ,�: rd
Fort 14ei C P F.L. 34946
P}IL1nC. (';72) 4&-338S
PA7l: �" jam} �(7�- .iz�
'•WP.RNING" 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, 583 D'ONOFRIO 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. "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
DESHHANIDLINGNSHIPPING, INSTALLING AND RACING OFY FAILURE TO BUILD THE TRUSSES IN OTRUUS ES. DESIGN CRMANCE WITH PONFORMS WITH I APPLICABLE
PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL
EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LCCATED 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
DESIGNER, PF THIS ER AONENT NSRPI 1. 995 SECTION 2.. R ANY PARTICULAR BUILDING -
SE HE RESPONSIBIFL!TY OF THILITY AND E BUILDING USE
E P Le
e ee .: '
JuliusREF
License # 34869 '-
1455 SW 4th Avenue
Delra y Beach, FL 33444-2161
TC LL 40.0p sf
LL .-
TC DL 20.Opsf a
1 O.Opsf 0
BC DL �I 3
BC LL* 10.0psf ` 0
p
TOT.LD. 70.0pSf . Z
DATE 03-13-2008
DRWG
JC
O/A LEN. 250700
DUR.FAC. 1.00
JOB #: 70506P22
SPACING 16.0"
TYPE EJACK
Job: (70W0P22) ,G.W:Furu6ker Homes, IhC ,Rupp/ EJ9 a
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3 :W3 2x6 SP #2:
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START(FT) END(FT)
BC 75 0.00 10.38
Deflection meets U360 live and U240 total load.
LEFT JIG = 9'3"15
DESC. = EJ9
PLT. TYP.-WAVE
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS* S LAYOLIf"
140 mph wind, 32.78 ft mean hgt, ASCE 7-02, CLOSED bldg, not located within 4.50 ft from roof edge, CAT ll, EXP D, wind
TC DL=9.6 psf, wind BC DL=3.0 psf.
Component and cladding wind pressures considered for uplift reactions.
Bottom chord checked for 10.00 psf non -concurrent live load.
Calculated vertical deflection is 0.05" due to live load and 0.06" due to total toad at X = 0-0-0.
I 710 104 8
7' 10" g
I 2'4" I 7'10" I. 1b'�1"� 10'4�8
2'4" 5'6" 2'5"8 1"
I'I? IJSS col? I
J
�m ax
M0 Industrial .Qrd
Wort Pierce, F.L. 349445
P}ILFuc: ('M) 466-338S
PHx: (" 72) 4r;f-q.129
T
N
1
7UW d
Rv=951# U=934# W=8" 10'4"8 Rv=543# . U=831# WIT'
SEAT PLATE REQUIRED
QTY= 3 TOTAL= 3
AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS
PLATE INSTITUTE, 583 D'ONOFRIO 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. "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,
HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE
PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE 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 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
IC. YI D-D-ICIDII_ITV.-TU=011II_ N AI(_. 11FCIl_I.IFD_ DD D. AA 1-1 I_10-CD!•TI-II
Julius Lee P.E.
License # 34869
SW 4th Avenue
�30'
RIGHT JIG = 2'9"9
SEQ = 3964 .
REV. 7.33.0107.17
SCALE=0.5000
TC LL
40.Opsf
REF
TC DL
20.Opsf
a c
DATE 03-13-2008
BC DL
10.Opsf
I 'C'
DRWG
BC LL*
10.0psf
TOT.LD.
70.Opsf
00 z
O/A LEN. 100408
DUR.FAC.
1.00
JOB #: 705061322
SPACING_
24.0"
TYPE_ EJACK
[Job:(70506P22) ,GPJV.Purucaer Homes, l
Top chord 2x4 SP #2
Sot chord 2x4 SP #2
Webs 2x4 SP #3
Deflection meets U360 live and L/240 total load
2,4„
2-4"
! EJB, THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM.TRUSS MFR,S I
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START(FT) END(FT),
BC 75 G:00 7.83
Calculated vertical deflection is 0.02" due to live load and 0.04" due to total load at X = 0-0-0.
7' 10"
5'6" Rv=270# NAILED
�34'9"5
1 2'4" + 7'10" 5'6
Rv=781# W=8" 7'10" Rv=16# N
SEAT PLATE REQUIRED
LEFT JIG = 9'3"15 RIGHT JIG = T10"3
DESC. = EJ8 SEQ = 3972
PLT. TYP.-WAVE FBCrrP12002(STD) Cq/RT=1.25(1.25)/5(0) QTY= 4 TOTAL= 4 REV. 7.33.0107.17 SCALE=0.5000
' R USS ('01 I .
A.— - L
-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, 583 D'ONOFRIO 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. "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
HANIGN; ANY FAILURE TO BUILD THE DLING, SHIPPING, INSTALLING AND BRACING RACING OFUSSES IN OTRUS ES. DESIGN CNFORMANCE WITH PONFORMS WITH APPLICABLE
PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE 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 DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES
ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
ISSIGN SHOWN. THE HE RESPONSIBILITY OF THILITY AND USE OF THIS E BUILDING DESIGNER, POERPONENT ANS RPI 1� 995 SECTR ANY ION PARTICULAR BUILDING
Julius Lee P.E: ,.
License # 34869 •„-`
1455 SW 4th AVenUe
Delray Beach, FL 33444-2161
TIC LL 40.Opsf
LL
TICDL MOW u) c
D_ _
BC DL 5.0psf
BC LL" 10.Opsf J U
GG U
TOT.LD. V 5.OpSf m Z
REF
DATE 03-13-2008
DRWG
JC
��7I1O I n�J IlStrifl I ,i3 rd .
Fort tlierI: e F.L. 34946
P}ILFIIC: (•'72) 96-33.9S
r +l� r
1''8 x: 1� 1.,)'71711- t-; Z9
O!A LEN. 71000
DUR.FAC. 1.00
JOB #: 70506P22
SPACING 24.0"
TYPE EJACK
..
)b:(70506P22) ,G.W.P}Irucker Homes; Inc,Rupp / EJ7VB THIS DWG: PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Top chord 2x4 SP #2 140 mph wind, 42.54 ft mean hgt, ASCE 7-02, CLOSED bldg, not located within 4.50 ft from roof edge, CAT 11, EXP D, wind
Bot chord 2x4 SP #2 . TC DL=9.6 psf, wind BC DL=6.0 psi.
Webs 2x4 SP #3
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
Component and cladding wind pressures considered for uplift reactions.
, ,
CHORD SPACING(IN OC) START(FT) END(FT) Bottom chord checked for 10.00 psf non -concurrent live load.
BC 30 0.00 2.50
BC 12 2.50 3.46 Calculated vertical deflection is 0.08" due to live load and 0.10" due to total load at X = 0-0-0.
BC 43 3.46 7.00 ;�•. -
Deflection meets V360 live and U240 total load.
R„ I 3,5„8 7'
" 11"8 3'6"8 Rv=127# U=279# NAILED
12
7 3X4(I) M
n V n n
I -T �
3X4(B1)(
6"
2'6" 3'5" 82 14 7'
j;g;; 31J4 1'7"6 7, 111"2
2'6" 11"8 3'6"8
Rv=498# U=452# W=6" 7
Rv=70# U=183# NAILED
�443"8
40'4"13
40'
LEFT JIG = 8'4"6 RIGHT JIG = 7— '
DESC. = EJ7VB SEQ = 4003
PLT. TYP.-WAVE FBCrrP12002(STD) Cq/RT=1.25(1.25)/ 5(0) QTY= 2 TOTAL= 2 REV. 7.33.0107.17 SCALE'=0.5000
•
SS co I? I
It Ia'.
"WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING
AND BRACING. REFER TO HIB-91 INSTALLING AND BRACING), PUBLISHED BY
Julius Lee P.E.
TC LL 20.0 Sf
p
REF
(HANDLING (TRUSS
PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) FOR SAFETY PRACTICES
PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE
License # 34869
LL
TC DL 16.Opsf a ;
DATE 03-13-2008
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.
t
BC DL 10.0psf
II
DRWG
cur, •r.�ia Fw
ALPINE EN
GNEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THISDES
FORMANCE WITH TPI; OR FABRICATING,
IGN; ANY FAILURE TO BUILD THE DLING, SHIPPING, INSTALLING AND BRACING OFS IN OTIRUU TRUSSES. DESIGN CONFORMS WITH APPL
ICABLE LICABLE
c
BC LL* 10.Opsf * J U
JC
�700 In1l�lstrigl ,��rd
PROVISIONS OF NOS DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
0
O/A LEN. 7
Fort fierce. FL. 34946
(NATIONAL
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL
pV0
TOT.LD. 46.0psf Z
P}ILFIIe: 17 2) 466-338S
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 #: 70506P22
�'n7IZ}-�(�(-1}.; Z�
�:
ACCEPTANCE OF PROFESSIONAL ENGINEERINGIRESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
1455 SW 4th Avenue
Nx:
-
DESIGN SHOWN. THE SUITABILITY AND USE OF -THIS COMPONENT FOR ANY PARTICULAR BUILDING
M TW= D=CDMIM MII-IW 11= TtJ=-DI III fIIM(_-np zi _mr;m D=D AMQ1a DI 1_1009 C=! TIl M 0- --- - -
Delrav Beach. -FL 33444-2161
SPACING 24.0" --
TYPE - EJACK
_ _
)D:(/uounrzz) ,u,vv.t-uruc, er domes, me ,Kopp / tit v/A
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
IN LIEU OF STRUCTURAL PANELS
OR RIGID CEILING
USE PURLINS:
CHORD SPACING(IN OC)
START(FT)
END(FT)
BC 30
0.00
2.50
BC 30
2.03
2.35
BC 30
2.50
2.50
BC 30
2.03
2.03
BC 30
2.50
2.50
BC 35
2.35
5.10
BC 35
2.50
5.10
BC 23
5.10
7.00
V
3X4(B1)(
THIS UWU. PREPAREU BY I HE ALHINE JU8 UE51UNER PRUUKAM t-KUM I KU55 MFR'S I
140 mph wind, 42.54 ft mean hgt, ASCE 7-02, CLOSED bldg, not located within 4.50 ft from r
TC DL=9.6 psf, wind BC DL=6.0 psf.
Component and cladding wind pres.,mres considered for uplift reactions.
Bottom chord checked for 10.00 psi non:concurrent live load.
Calculated vertical deflection is 0.07" due to live load and 0.09" due to total load at X = 0-0-0.
Deflection meets L/360 live and L/240 total load.
Shim all supports to solid bearing.
Rv=153# U=343# NAILED
�44'3"8
F4
O
O �
(h
'7
41 2 14
r
v �
40'
11S)3 Fo6
1'10"3 7"13 4,6„
Rv=500# U=451# W=6"
T
Rv=66# U=117# NAILED
CAI I, EXP D, wind
LEFT JIG = 8'4"6 . RIGHT JIG = 2'6"10
DESC. = EJ7VA SEQ = 3996
PLT. TYP.-WAVE FBCrrP12002(STD) Cq/RT=1.25(1.25)/5(0) QTY= 2 TOTAL= 2 :. REV. 7.33.0107.17 SCALE=0.5000
��pprr' I I2 Uss coi? I'-
"
cur -riia aw
��JilO Inrallstria I :�3 rii
Fort Nam F.L. 349U
P)ILt1IC: (M) 46 -33RS
THY x: lf - 12•) 466-U 29
"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, 583 D'ONOFRIO 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. ••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,
HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE
PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE 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 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 -
IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSIlTPI 1.1995 SECTION 2.
i
Julius Lee RE,
License # 34869,11 '
1 I
: i
(
t
-
f-
1455 SW 4th Avenue
Delray Beach, FL.&;444-2161
TC ILL 20.Opsf
..
TC DL 16.Opsf a
BC DL 10.Opsf
o
BC LL* 10.Opsf. * J
U c
TOT.LD. 46.Opsf m Z
REF
DATE 03-13-2008
DRWG
JC
O/A LEN. 7
DUR.FAC. 1.25
JOB #: 70506P22
SPACING 24.0"
TYPE EJACK
W.P;JruckerHomes, Inc,RuppI EJ7V
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRTS LAYOUT"
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START(FT) END(FT)
BC 30 0.00 2.50
BC 48 2.5d 6.12
BC 48 2.76 6.12
BC 30 2.76 2.76
BC 11 6.12 7.00
n
3X4(B1)(
7'
Rv=500# U=451# W=6"
Rv=147# U=307# NAILED
co
I- N
N
50
i
Rv=72# U=153# NAILED
140 mph wind, 42.54 ft mean hgt, ASCE 7-02, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP D, wind
TIC DL=9.6 psf, wind BC DL=6.0 psf.
Component and cladding wind pressures considered for uplift -reactions.
Bottom chord checked for 10.00 psf non -concurrent live load.
Calculated vertical deflection is 0.00" due to live load and -0.02" due to total load at X = 4-8-2.
Deflection meets U360 live and U240 total load.
4'3"8
i
K V
�41'8"
�40'
LEFT JIG = 8'4"6 RIGHT JIG = 71 "3
DESC. = EJ7V SEQ = 3990
PLT. TYP.-WAVE FBcrrP12002(SfD) Cq/RT=1.25(i.25)i5(0) QTY= 6 TOTAL= 6 REV. 7.33.0107.17 SCALE=0.5000
R U SS c l I? I'.
J
[UP -e nw
"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, 583 D'ONOFRIO 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. "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
DHANIGN; ANY FAILURE TO BUILD THE TRUSSES IN DLING, SHIPPING, INSTALLING AND RACING OFOTRUUS ES. DESIGN CONFORMS WITH NFORMANCE WITH TPI; OR I APPLICABLE
PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE 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 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 TNFNHIS COMPONENT FOR ANY PARTICULAR BUILDING
IR'TNF PFRPnWZIRII ITV r1F TNF RI III r11Nr:-nFCIrFP PP GCIrrP1 1_r: 1005 RPTIMI I ' - - a - -
Julius Lee P.E.
License # 34869
1455 SW 4th Avenue
Delrav Beach. -FL 33444-2161
TC LL 20.0 Sf
p
IL
TC DL 16.0psf d aci
t
BC DL 10.Opsf
II e
BC LL* 10.0psf * -I U
v =
m
TOT. LID 46.OpSf , Zo
REF
DATE 03-13-2008
DRWG
JC
i�Qo Inrlusfrial;#�rd
Fort View e. F.L. 349U
P11UNW: rM 466-3388
T'8x] (n�
: 1Z} ir,r-�}321f
O/A LEN. 7
DUR.FAC. 1.25
JOB #: 70506P22
SPACING �24.0"_ _ _ --,
TYPE EJACK
r.
joo:(r uouw-zz) ,u!vu-urucocer rlomes, Inc ,rwpp/ to /
Top chord 2x4 SP #2 '
Bot chord 2x4 SP #2
Webs 2x4 SP #3
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START(FT) END(FT)
BC 75 0.00 7.00
Deflection meets L/360 live and L/240 total load.
2'3" 7'
- I
2'3" 4'9" Rv=149# U=338# NAILED
MV—Y/VN V-4LvN VV=O !
Rv=82# U=133# NAILED
THIS UWG. YKtI'AKtU CY 1 Kt ALHINt JUt3 Ut6L9NLK NKUUKAM HKUM I KUSS MHK'S LAYUU I
140 mph wind, 42.54 ft mean hgt, ASCE 7-02, CLOSED bldg, not located within 4.50 ft from roodedge, CA7411, EXP D, wind
TIC DL=9.6 psf, wind BC DL=6.0 psf.
Component and cladding wind pressures considered for uplift reactions.
Bottom chord checked for 10.00 psf non -concurrent live load.
Calculated vertical deflection is 0.11" due to live load and 0.13" due to total load at X = 0-0-0.
�44'3"8
LEFT JIG = 8'4"6 RIGHT JIG = 7'0"3
DESC. = EJ7 SEQ = 4091
PLT. TYP.-WAVE FBCrrP12002(STD) Cq/RT=1.25(1.25)/ 5(0) QTY= 2 TOTAL= 2 REV. 7.33.0107.17 SCALE=0.5000
It (jsg C0IZ 1,-
"WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING
AND BRACING. REFER TO HI13-91 (HANDLING INSTALLING AND'BRACING), PUBLISHED BY TPI (TRUSS
Julius Lee P.E.
TC LL 20.Opsf
REF
PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) FOR SAFETY PRACTICES
PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE
License # 34869
LL �.
TC DL 16.Opsf
03-13-2008
STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE
n. `
DATE'
-
PROPERLY ATTACHED A PROPERLY ATTACHED RIGID
-IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE
CEILING. INSTALLATION CONTRACTOR.
BC DL 10.Opsf
DRWG
CUP •r.��a vw
ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
DESIG; ANY FAILURE TO BUILD THE TRUSSES IN CHANDLWITH TPI; OR FA, ING, SHIPPING, INSTALLING AND BRACING OFOTRUSSNFORMANCE
DESIGN CONFORMS WITHINGAPPLICABLE
J o
BC LL" 10.0psf " J U
JC
2900 Inijustriftl ,Q rd
.
PROVISIONS OF NDS DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
U c
O/A LEN. 7
Wort Vien a F.L. 34946
(NATIONAL
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL
TOT.LD. 46.Opsf T Z
P}ILFII(!: 0 72) 466-338S
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 #: 70506P22
1- �'.'JZ)-i (76-1}.�i29
ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
SHOWN. THE PARTICULAR BUILDING
�SIITP
1455 SW 4th AvenueT'N
SPACING 24.0"
EJACK
ISDESIGN
HE RESPONSIBILITY OF THE BUILDING DESIGNER. PER 1�995 SECTION ..-
Delray Beach, FL 33444-2161
TYPE
Job:(70506P2�) G.W.Ps4ruckerHomes,
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
:Rt'Bearing Leg 2x4 SP #3:
Deflection meets U480 live and U360 total load.
Inc. Rum / EJ4
TH
=D BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR S LAYOUT T sI
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
• CHORD SPACING(IN OC) START(FT) END(FT)
BC - 74 0.00 6.17
Calculated vertical deflection is 0.07" due to live load and 0.12" due to total load at X = 0-0-0.
1 510 8 IQ"
2 4 5' 10"B 6 2 3"8
1 2'4" I 310"
2'4" 3'10"
2X3(I) 6,2„ F)�4(i)
Rv=675# W=8"
SEAT PLATE REQUIRED
29#
LEFT JIG = 7'0"13 RIGHT JIG = 6'2"4
DESC. = EJ4 SEQ = 4161
PLT. TYP.-WAVE FBC/rP12002(STD)Cq/RT=1.25(1.25)/;5(0) QTY= 1 TOTAL= 1 REV. 7.33.0107.18 SCALE=0.7500
It I�SS C'(�I� I*-
eurri�m v.I
"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. 583 D'ONOFRIO 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. "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESNG,_
IGN; ANY FAILURE TO BUILD THE DLING, SHIPPING, INSTALLING AND RACING OFUSSES IN OTRUS ES. DESNFORMANCE IIGN CONFORMSTH TPI; OR
APPLICABLE
PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE 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 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
Iq THP PPgPnK1g1A11 ]TV -nP TNP RI -III nme-r1rmnKiPP--PPP ANCl/TPI- 1-_1QQS qP'-T10N 7- - - - - -. _ -- -- _ -
Julius LeP.E.
e ee
License # 34869
1455 SW 4th Avenue
Delray Beach, FL.33444-2161
TC LL 40.0P sf
CO .-
TC DL 20.0psf CO' E
t
BC DL 5.0psf
BC LL* 10.0 Sf'
p m o
TOT.LD. 65.Opsf . Z
REF
DATE ' 03-13-2008
DRWG
JC
2+1110 InlJustrial ,;�rd
Fort View e, FL- 349U
1'1l U1kC: {: ,2) 466-3398
��
Fe 17 (: ,2) 466--U Z{J
-- - - -
O/A LEN. • . 60200
DUR.FAC. 1.00
JOB #: 70506P22
SPACING 24.0" _ _ ____
TYPE-- MONO _ -T
Jot):(tu;)utirzz) ,t;.vv. rurucT.er domes, Inc ,Kupp / tJ:55
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START(FT) END(FT)
Be 36 0.00 3.00
Deflection meets L/360 live and L/240 total load.
2X3(I)
Rv=146# W=6"
3'
Rv=112# U=255# NAILED
Rv=61# U=98# NAILED
THIS DWG. PREPARED BY THE ALPINE JUS DESIGNER PROGRAM I-RUM,TRUSS MFRCSS LAYUU I
140 mph wind, 42.54 ft mean hgt, ASCE 7-02, CLOSED bldg, Located anywhere in roof, CAT II7EXP D, wind TC DL=9.6 psf,
wind Be DL=6.0 psf.
Component and cladding wind pressures considered for uplift reactions.
Bottom chord checked for 10.00 psf non -concurrent live load.
Calculated vertical deflection is.0.00" due to live load and -0.01" due to total load at X = 1-10-5.
43'1 "8
LEFT JIG = 4'6"9 RIGHT JIG = 3'5"3
DESC. = EJ3S SEQ = 4040
PLT. TYP:-WAVE FBC/TP12002(STD)Cq/RT=1.25(1.25)/5(0) QTY= 1 TOTAL= 1 REV. 7.33.0107.17 SCALE=0.7500
I I; (I.^ry! C'C} I� I'_
TI,
rur -e:ziv nw
"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, 563 D'ONOFRIO 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. "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,
HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE
PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A663 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 DESIGN SHOWN. THE SUITABILITY ANDNEERING RESPONSIBILITY SOLELY FOR THE TRUSS USE OF THIS COMPONENT OR ANY PARTICULAR BUILDING
IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1-1995 SECTION 2.
Julius Lee P.E. �
License # 34869 .1
1455 SW 4th Avenue
Delray Beach, FL 33444-2161
TC LL 20.OpSf
rL
TC DL 16.Opsf a
_
BC DL 10.Opsf J o
BC LL* 10.0psf *
TOT.LD. 46.0pSf T Z
REF
DATE 03-13-2008
DRWG
JC
�7i10 In01��51rip1.4�rd
Wort Vien B, FL. 349-9i
P}ILFIIc: (: ,,2) 446-33S5
T'N7L: `' 12} ir;f-9-129
O/A LEN. 3
DUR.FAC. 1.25
JOB #: 70506P22
SPACING 24.0"
TYPE EJACK
Job:(705,q6P22) ,G.W.Purucker HomeiS, Inc, Rupp / EJ3G
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 ,
Webs 2x4 SP #3
140 mph wind, 42.54 It mean hgt, ASCE 7-02, CLOSED bldg, Located anywhere in ro
wind BC DL=6.0 psf. of, CAT II, EXP D, wind TC DL=9.6 psf,
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START(FT) END(FT)
BC 36 0.00 3.00
Calculated vertical deflection is 0.01" due to live load and 0.02" due to total load at X = 1-4-10.
Fasten rated sheathing to one face of this frame.
2' 10"4
2' 10"4
=U)2X4(I;
io T
�40'
2'1034 1"1
�I I
Rv=236# U=189# W=6" 3'
Rv=197# U=175#
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT`
SPECIAL LOADS
---(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25)
TC - From 77 PLF at 0.00 to 77 PLF at 3.00
TC - From 0 PLF at 3.00 to 77 PLF at 3.00
BC - From 20 PLF at 0.00 to 20 PLF at 3.00
BC - 141 LB Conc. Load at 1.09
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
Deflection meets U360 live and L/240 total load.
LEFT JIG = 4'6"9 RIGHT JIG = 3'5"3
DESC. = EJ3G SEQ = 4013
PLT. TYP.-WAVE FBC/TP12002(STD)Cq/RT=1.25(1.25)/5(0) QTY=1 TOTAL=1 REV. 7.33.0107.17 SCALE=0.5000
•
I pass CCl It I'-
"WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING
Julius Lee P.E.
TC LL 20.0r1Sf
P
REF _
AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS
PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) FOR SAFETY PRACTICES
UNLESS TOP CHORD SHALL HAVE
License # 34869
u- .-
16.0psf
DATE 03-13-2008
PRIOR TO PERFORMING THESE FUNCTIONS. OTHERWISE INDICATED,
TC DL a
PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID
"IMPORTANT"
o
CEILING. FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
BC DL 1 0.OpSf
it
DRWG
ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
c
JC
DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING,
BC LL* 10.Opsf * J
2900 Intllrstrlal '.Urd
HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE
m o
O/A LEN. 3
Fort Pierce. F.L. 34946
PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL
TOT.LD. 46.OpSf Z
I'}TUNIC: (M) 446-338S
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
DURYAC. 1.25
JOB #: 70506P22
�
FHX: („: 22) 466-9329
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 240"
EJACK
- -.
IC-TF-RFRPr1NRIR11-ITY OF THF-RI.111 nwr nFRIr;NFR PFR-ANRIlTPI-1.1gg5 RFr:TION 2-.— 4
LI
Delray BeachFL 334442161_
, -
:_
TypE _ _ --- ----.
JOD:(tututsF22) ,G!W.Nurucvicer Homes, Inc ,KUpp / tJ3A
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
:Lt Stubbed Wedge 2x6 SP #2:
Bottom chord checked for 10.00 psf non -concurrent live load.
Calculated vertical deflection is 0.08" due to live load and 0.09" due to total load at X = 0-0-0.
O
(O
4X8(G 1)
T
So
zn
I
1'9"3 3'10"3
1'9"3 2'1" Rv=30# U=218 NAILED
N l(7
O O
`• •3�1,0..3
I
Rv=342# U=325#14N3^6"
Rv=-17# U=88# NAILED
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
140 mph wind, 41.91 ft mean hgt, ASCE 7-02, CLOSED bldg, Located anywhere in roof, CAT II, EXP�L=9.6 psf,
wind BC DL=6.0 psf.
r
Component and cladding wind pressul,:s considered for uplift reactions.
IN LIEU OF STRUCTURAL PANELS i;,R RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START(FT) END(FT)
BC 46 0.00 3.85
Deflection meets U360 live and U240 total load.
LEFT JIG = 410"12 RIGHT JIG = 3'11 "2
DES.C. = EJ3A SEQ = 4105
PLT. TYP.-WAVE FBC/rP12002(STD) Cq/RT=1.25(i.25)/5(0) QTY= 2 TOTAL= 2 (, REV. 7.33.0107.17 SCALE=0.7500
11'R I�.S�S COI? I'.
rur r.�.acw
"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, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) FOR SAFETY PRACTICES
TO
PROPERLY AT ACHED S RUCTU ALFORMING THESECPANELS AND BOTTOM CHORD SHALLUNLESS OTHERWISETEDHA, TOP SHALL HAVE
VE 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,
HANDLING, SHIPPING, 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 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 - _
IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSIRPI 1-1995 SECTION 2.
Julius Lee P.E.
License # 34869PRIOR
`.� i
; i
j
1455 SW 4th AvenL f
Delray Beach, FL 3;f4,44-2161
TC LL 20.Opsf
TC DL 16.0psf a
BC DIL 10.Opsf TI 8
BC LL* 10.0psf * U c
TOT.LD. 46.0psf 00 Z
REF
DATE 03-13-2008
DRWG
JC
29001 O� �Istrlftl 'r� ��
Fort View B. F.L. 3494.E
P)IINIC. (772) 4f6-3383
r817 (j' j2) 466-r)329
0/A LEN. 31003
DUR.FAC. 1.25
JOB #: 70506P22
SPACING 24.0"
TYPE EJACK
Job:(705,a6P22_) G.W.P.uruckerHomes, Inc,Rupp/'EJ3
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START(FT) END(FT)
BC 52 0.00 4.33
Deflection meets U360 live and U240 total load.
2'3"
2'3"
a,4„
2'1"
2,3„f3(I) 2,1„
Rv=429# U=41)6# W=6"
Rv=-39# U=90# NAILED
-THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFWS LAYOUT
140 mph wind, 41.76 ft mean hgt, ASCE 7-02, CLOSED bldg, Located anywhere in roof, CAT II, EXP D, wind TC DL=9.6 psf,
wind BC DL=6.0 psf.
Component and cladding wind pressures considered for uplift reactions.
Bottom chord checked for 10.00 psf non -concurrent live load.
Calculated vertical deflection is 0.07" due to live load and 0.12" due to total load at X = 0-0-0.
42'8"13
40'
LEFT JIG = 5'37 RIGHT JIG = 4'4"6
DESC. = EJ3 SEQ = 4109
PLT. TYP.-WAVE FBC/TP12002(STD)Cq/RT=1.25(1.25)/5(0) QTY= 2 TOTAL= 2 REV. 7.33.0107.17 SCALE=0.7500
•
I2 SASS co I? I*-
**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
PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) FOR SAFETY PRACTICES
PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE
License # 34869'
.IL
TC DL 16.Opsf o
DATE 03-13-2008
PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID
••IMPORTANT"
t
CEILING. FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
BC DL 10.Opsf
it
DRWG
cur •r��a o-w
ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THISDESIG
HANDLING, SHIPPING, INSTALLING AND BRACING O; ANY FAILURE TO BUILD THE TRUSSES IN F TRUSSES. DESIGN CONFORMS WITHNFORMANCE WITH TPI; OR APPLICABLE
c
BC LL" 10.0psf' J U
- JC
M0 Industrial',Qrd
O =
O/A LEN. 40400 .
Fort Pierce. FL- 349U
PAPER ASSOCIATION)ANDTPI ALPINE CONNECTORS ARE MADE OF 0GA A TM A653 GR 0 GALV. STEEL
TOT.LD. 46.Opsf 00 Z
/
MILHIC: (M) 466-3388
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 SEAL ON THIS DRAWING INDICATES
DUR.FAC. 1.25
JOB #: 70506P22
n�
1rH IL: (: /2) 466-U29
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
EJACK
- -
IA THE RFRPONRIRII ITV OF TNFRIIII WING -DESIGNER PFR ANSIl7P1 1-1995 SFCTIr1N:9
Delray Beach, FL 33444-2161
SPACING_ 24.0_" _ _ -
TYPE _ _
loo:(/u0oorzz) ,u:vv.rurULKer nomes, IFIG' MUPP / CJLD
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START(FT) END(FT)
BC 41 0.00 3.38
Deflection meets U360 live and U240 total load.
3'3"7 34"
1 3 3'37 34 8 1"1
1'3" 2'1"8 -1:1-193WINAILED
2X3 1 3 4 a
Rv=260# U=240# W=5'4"8
in
N
Rv=28# U=46# NAILED
I Hlb UVVU. rKtrAKCU CT I r1t ALVINt JUIJ UCJIU NCK rKUUKAIVI r'KVIVI,,1KUJ0IVIY J LAT VU I -
140 mph wind, 51.46 ft mean hgt, ASCE 7-02, CLOSED bldg, Located anywhere in roof, CAT 1f,"EXP D, wind TC 6L=9.6 psf,
wind BC DL=6.0 psf.
1
Component and cladding wind pressures considered for uplift reactions.
Bottom chord checked for 10.00 psf non -concurrent live load.
Calculated vertical deflection is 0.03" due to live load and 0.04" due to total load at X = 0-0-0.
i.
52'0"15
a
50'
0-
0
04
LEFT JIG = 4'0"15 RIGHT JIG = 34"15
DESC. = EJ213 SEQ = 4022
PLT. TYP.-WAVE FBC/TP12002(STD) Cq/RT=1.25(1.25)/5(0) QTY= 2 TOTAL= 2 REV. 7.33.0107.17 SCALE=1.0000
I R USS �C 01 I'-
' . ,
eur --
NDLING STALLING AND BRACING), PUBLISHED PREQUIREXTREE CARE IN FABCATING, HANDLING, SHIPPING, II(TRUSS STALLING
ANDABRACING. G. RUSSES RE ER TO HIB 9E ( AINSTALLING
PLATE INSTITUTE, 583 D'ONOFRIO 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. **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; NG
HANDLING, SHIPPING, INSTALLING AND RACING OF TRUE ES. DESIGN CONOFORMSRWITHI PPLICABLE
PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE 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 DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES
ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
ISSIGN SHOWN. THE THERESPONSIBILITY OF TBIE BUILDINGDES DESIGNER, PERLITY AND USE OF THIS PONENT ANS RP 1� 995 SECTION 2.R ANY �R BUILDING
Julius Lee P.E.
License # 34869
'
s
1455 SW 4th Avenue
Delray Beach, FL 33,444-2161
TICLL 20.Opsf
..
TC DL 16.Opsf a
BC DL 10.0psf o
BC LL* 10.0psf * U c
TOT.LD. 46.0psf .� Z
REF
DATE 03-13-2008
DRWG
JC
2�J[1Q In1l�lslriftl ,�3rd
Fort fierce, F.L. 34946
y
1 }ILFIIC: ( 2) 466-338S
rH1l: (77, 2} a%�- .;2�
O/A LEN. 30408
DUR.FAC. 1.25
JOB #: 70506P22
SPACING 24.0"
TYPE EJACK
lob: (70586P22)-,G.W.Purubker Homes, Inc,Rupp/ HJ9
Top chord 2x4 SP #2 :T2 2x6 SP 2400f-2.OE:
Bot chord 2x4 SP #2
Webs 2x4 SP #3 :W6, W14 2x6 SP #2:
:W7 2x4 SP #2:
SPECIAL LOADS
---(LUMBER DUR.FAC.=1.00 / PLATE DUR.FAC.=1.00)
TC - From 0 PLF at 0.00 to 400 PLF at 8.43
TC - From 0 PLF at 8:43 to 184 PLF at 14.66
BC - From 0 PLF at 0.00 to 15 PLF at 8.43
BC - From 0 PLF at 8.43 to 29 PLF at 14.66
TC - 707 LB Conc. Load at 0.00
BC - 400 LB Conc. Load at 1.00
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START(FT) END(FT)
BC 18 0.00 14.66
1 I.
147'15
911D'10"11 i"' 147"15
2'811 5'9„810110"11 8'10"12 10,101,11 12'4"8 3 9147'15
278"11 3'0"13 3'1"4 711'.15 'It"13 2'3"7
7X8(R)(I)2X3(I)
M
O
N
2X4(B1)(1)
8'5"1 6�10(1; 6'2"14
2"11 I 5'9"8 I 10,81,16 112'4"8 14'6"1514'7" )5
2'8'811 3'0"13 14'7"15gq'117 1'7"9 2'2„7 1¶
Rv=5996#7"tUS4462# W=11"5
SEAT PLATE REQUIRED Rv=-2482# W=7"
O
lq
4T
2 Complete Trusses Required
Nailing Schedule: (0.131"x3" Gun nails)
Top Chord: 1 Row @ 5.00" O.C.
Bot Chord: 1 Row @12.00" o.c.
Webs : 1 Row @ 4" o.c.
Use equal spacing between rows and stagger nails
in each row to avoid splitting.
Negative reaction(s) of -2481# MAX. (See below) from a non -wind load case requires uplift connection.
140 mph wind, 32.77 ft mean hgt, ASCE 7-02, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP D, wind
TC DL=9.6 psf, wind BC DL=3.0 psf.
Wind reactions based on MWFRS pressures.
Calculated horizontal deflection is 0.15" due to live load and 0.10" due to dead load.
Calculated vertical deflection is 0.36" due to live load and 0.60" due to total load at X = 0-0-0.
Deflection meets U480 live and U360 total load.
LEFT JIG; 12'0"2 RIGHT JIG = 5715
DESC. = HJ9 SEQ = 4062
PLT. TYP.-WAVE FBC/TP12002(STD)Cq/RT=1.25(1.25)/5(0) QTY= 1 PLIES=•2 TOTAL= 2 'REV. 7.33.0107.17 SCALE=0.2500 _
It I j SS col I *.
J
can M ew
"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, 683 D'ONOFRIO 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. "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
WITH TPI; OR FABRICATING,
HANDLING, SHIPPING, INSTALLING ANDR RUSSES ACING OFDESIGN; ANY FAILURE TO BUILD THE INONFORMANCE TRUSSES. DESIGN CONFORMS WITH APPLICABLE
PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE 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 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
ic=r— D=QonniciQ111W nc ruc-ai-innminncs Mc a Do P-nn�carPi-1-100; Prnnnia - _ _ _ _ _ _ _ _
Lee
e
Juliusp
eP.E.
License # 34869
1455 SW 4th Avenue
Delray Beach, FL 33444-2161_.
TC LL 40.0r1Sf
U)
TC DL 20.Opsf a E
BC DL 10.Opsf o �
II c
BC LL* 10.0psf * J '
m o
TOT LID. 70.Opsf Z
REF -
'
DATE 03-13-2008
DRWG
JC
NOO InoJ1151tria ll Mrd
Fort Vieree. F.L. 34946
Maine; (: rr 2) 4fi6-3338
��
r- H x: C: 12) 466 329
O/A LEN. 140715
DUR.FAC. 1.00
JOB #: 70506P22
IS 24.0" _ _
_
TYPE - _._ HIP JACK
/oD:(/uounrz/_),u-.vv.t-uruuKernomes, inc,mupp/ moo
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Wind reactions based on MWFRS pressures.
The following members need concentrated loads at the heel: 4-0-0 span/setback member on the 2-0-0 cant side requires 32
Ibs and the 4-0-0 span/setback member on the 2-0-0 cant side requires 32 lbs.
Sub -fascia beam assumptions: 4-0-0 sub -fascia beam on the 2-0-0 cantilever side. 4-0-0 sub -fascia beam on the 2-0-0.
cantilever side.
Deflection meets L/360 live and U240 total load.
77'9
3'2"14 1 5'6"7 I 11'0"3
37'14 2'3"9 65"12
N
3X4(B1)
V
I HIJ UWIi. 1'KtF'AKtU UT I Ht ALYINC JUt7 UCJIIiNCK YKUUKAIVI YKUIVI,,II. KUOO mr mO LHTUU I -
Trusses or components connecting to this girder have been modified by the truss designer. The loading for{his girder requires
verification for accuracy.
140 mph wind, 32.77 ft mean hgt, ASCE 7-02, CLOSED bldg, Located anywhere in roof, CAT II, EXP D, wind TC DL=9.6 psf,
wind BC DL=6.0 psf.
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START(FT) END(FT)
BC 120 0.00 11.02
Hipjack supports 7-10-0 setback jacks with 2-0-0 cantilever one face; 2-0-0 cantilever opposite face.
Calculated vertical deflection is 0.00" due to live load and 0.06" due to total load at X = 5-1-14.
Rv=314# U=419# NAILED
00 00
O O
7 N
37'14 8'6"2 11'0"3
3'2"14 11,0§ "4 2'6"1
Rv=498# U=549# W=11"5 11'0"3
SEAT PLATE REQUIRED Rv=144# U=16# NAILED
n
�34'8"12
i
30'
LEFT JIG = 12'1"6 RIGHT JIG=11'0"5
DESC. = HJ8 SEQ = 4028
PLT, TYP.-WAVE FBCfrP12002(STD) Cq/RT=1.25(1.25)/5(0) QTY= 3 TOTAL= 3 REV. 7.33.0107.17 SCALE=0.3750
Z I }.
I R «IS-S C.C)0
TI,
"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, 583 D'ONOFRIO 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. "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
ALPINE ENGINEERED PRODUCTS, INC. SHELL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FAICATING,
HANDLING, SH PPING, INSTALLING AND BRACING OF TRUE ES. DESIGN CONFORMS WITH APPLICABLE
PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE 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 DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES
ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
SE HE RESPONSIBILITY OF TFITHE IEIBUILDWG DESIGNER, PTY AND USE OF THIS ER AN8RP 1ENT � 995 SECTR ANY ION 2.�R BUILDING
Julius Lee P.E. '�
License # 34869
'
-
1455 SW 4th Avenue
Delray Beach, FL 33444-2161
20 psf
TC LL .
IL ...
TC DL 16.Opsf � aci
[L
BC DL 10.Opsf '
J o
BC LL" 10.Opsf J U
U
TOT.LD. 46.Opsf m Z
REF
DATE 03-13-2008
DRWG
JC
Z,)OO In1111strial ;i3rt1
Fort Pierce. FL- 349U
MILHIC: (: r2) 466-339.3
Pax_ (: ;2)4r;f-4.S29
O/A LEN. 110003
DUR.FAC. 1.25
JOB #: 70506P22
SPACING 24.0"
TYPE HIP JACK
W.Purucker Homes, Inc .RuOD / HJ7VA
- THIS OWGrPREPARED BY THE ALPINE JOB DESIGNER PROGRAM
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START(FT) END(FT)
BC 75 0.00 8.66
BC 15 8.66 9.84
Hipjack supports 7-0-0 setback jacks with 2-0-0 cantilever one face; 2-0-0 cantilever opposite face.
Deflection meets U360 live and U240 total load.
V
3X4(B1)
L�,2,-2 'I
3' 1 "7 I 87' 14 F9' 10"1
3'1"7 5'67 Rv=149#1 6�133# NAILED
N
(V
(D (D
C d'
46
72
140 mph wind, 42.53 ft mean hgt, ASCE 7-02, CLOSED bldg, Located anywhere in roof, CAT II, EXP D, wind TC DL=9.6 psf,
wind BC DL=6.0 psf.
Wind reactions based on MWFRS pressures.
The following members need concentrated loads at the heel: 5-0-0 span/setback member on the 2-0-0 cant side requires 54
Ibs and the 5-0-0 span/setback member on the 2-0-0 cant side requires 54 lbs.
Sub -fascia beam assumptions: 5-0-0 sub -fascia beam on the 2-0-0 cantilever side. 5-0-0 sub -fascia beam on the 2-0-0
cantilever side.
Calculated vertical deflection is 0.00" due to live load and 0.07" due to total load at X = 6-5-14.
Shim all supports to solid bearing.
87' 14 9 122Qi224
8 7 14 5'6"7 91101
1
87'14 1'2"2
-
Rv=480# U=581# W=8"8 9110,11
SEAT PLATE REQUIRED
Rv=152# U=160# NAILED
-IV4'2"14
LEFT JIG = 1010"2 RIGHT JIG = 8'81
DESC. = HJ7VA SEQ = 4126
PLT. TYP.-WAVE FBC/rPI2002(STD)Cq/RT=1.25(1.25)/5(0) QTY=1 TOTAL= 1 REV. 7.33.0107.17 SCALE=0.3750
' I� 5�� C'C}It I*-
"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, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) FOR SAFETY PRACTICES
PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE
Julius Lee P.E.
License #.34869
TC LL 20.Opsf
IL «
TC DL 16.0psf a `
'
REF '
-
DATE 03-13-2008
eur ,'fle aw
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; AY FAILURE TO BUILD THE TRUSSES IN CNFORMANCE WITH TPI; OR FABRICATING,
HANDLINGNSHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE
PROVISIONS OF NDS PAPER ASSOCIATION)ANDTP (NATIONAL
I. ALPINE CONNECTORS ARE MADE OF 2 GA ASTMA6E1CAN FOREST AND
53 GR 0 GA 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 SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING
IC-T41C OCCDlIAICI DII ITV-IIF TLIF DI.111-hIN_FCNFD DFD
1455 SW 4th Avenue
44.2161
BC DL 10.Opsf
II e
BC LL* 10.0psf * C) 1
TOT.LD. 46.0p Sf .� Z
DRWG
JC
2.4)00 InMrd.
i
Fort L iers a FL- 349afa
P)IURC: (; ,2) 446-33SS
�
FHx: (r: ,2) 466-U29
- - - - -
O/A LEN. 91001
DUR.FAC. 1.25
JOB #: 70506P22
SPA 4.0"
PA --- — .�.T/
__ __
PE__ -HIP _JA_CT_K
)OD:(/LiJUbF LZ),urvv.t-uruacernomes, mc,Kupp/mi/v
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START(FT) END(FT)
BC 42 0.00 3.47 "
BC 64 3.47 8.56
BC 64 3.89 8.56
BC 42 3.89 3.89
BC 15 8.56 9.64
Calculated'vertical deflection is 0.00" due to live load and 0.02" due to total load at X = 6-0-3.
I KIS UWU. HKtI'AKI-U CY I Kt ALVINt JUb UtJIUNtK HKUUKAM I-KUM,I KUJJ Mt-K-6 LAY VU I
140 mph wind, 42.53 ft mean hgt, ASCE 7-02, CLOSED bldg, Located anywhere in roof, CAT Il,` EXP D, wind TC DL=9.6 psf,
wind BC DL=6.0 psf.
Wind reactions based on MWFRS pressures.
The following members need concentrated loads at the heel: 5-0-0 span/setback member on the 2-0-0 cant side requires 54
Ibs and the 5-0-0 span/setback member on the 2-0-0 cant side requires 54 lbs.
Sub -fascia beam assumptions: 5-0-0 sub -fascia beam on the 2-0-0 cantilever side. 5-0-0 sub -fascia beam on the 2-0-0
cantilever side.
Hipjack supports 7-0-0 setback jacks with 2-0-0 cantilever one face; 2-0-0 cantilever opposite face.
Deflection meets U360 live and U240 total load.
i
�— 6'4"6
Rv=249# U=3594 NAILED
T11 T 44714
12
4.95 p o
cV
SO2X3(I) SoSO
2X3(I) v v 41'g"
3X4(131)(I)
�. 40'
12
3.58 4X4(l)
I_- 2'9„3 46(R)(I)
j� 3'5"11 37" 9110"1
F� 1�(
94:1 a 3'7'' 9.011315 0 6'�"15 91110,11
TS"11 1 7 66"11 9"4 `
Rv=507# U=614# W=8"8 9110"1 Rv=26# fVAILED
SEAT PLATE REQUIRED
LEFT JIG = 10'10"2 a RIGHT JIG = 91014
DESC. = HJ7V SEQ = 4132
PLT. TYP.-WAVE FBC/rP)2002(STD) Cq/RT=1.25(1.25)/5(0) QTY= 2 TOTAL= 2 REV. 7.33.0107.17 SCALE=0.3750
I� I j SS C OI? I'-
•- -
"WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLINGmam
AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS
PLATE INSTITUTE, 583 D'ONOFRIO 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. "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THISDES
HHANIDLING, S IPPING, INSTALLING ANDGN; ANY FAILURE TO BUILD THE RBRACING OF TRUSSES. ES. DESIGN CONUSSES IN CONFORMANCE WITH TPI; OFORMS WITH APPLICABLE
PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE 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 DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES
ACCEPTANCE RSPONSIBILITY SOLELY FOR THE TRUSS
DESIGN SHOWN. THE SUITABILITY ANDPROFESSIONALNEERING USE OF HIS COMPONENT FOR ANY PARTICULAR BUIILLDINGNENT .".
IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/rPl 1-1995 SECTION 2. "
E P L Julius P.E.
Ju. '
License # 34869
1455 SW 4th Avenue
Delray Beach, FL 33444-2161
TIC 20.Opsf
L
TICDL 16.0PSf a u
t
BC DL 10.Opsf i1
BC LL` 10.0psf " J U
U c
TOT.LD. 46.OPSf 00 Z
REF
DATE 03-13-2008
DRWG
JC
��JilO In�lllstriq 1 ,� rd
Fart Vim e. 1'L 34946
_
P}ILHIC: (M) 466-33$S
rif %: (772) -I66AI29
O/A LEN. 91001
DUR.FAC. 1.25
JOB #: 70506P22
SPACING 24.0"
TYPE HIP JACK
job: (705 5P22) ,G.W.Purucker Homes, Inc ,Rupp/ HJ7
- 1 -THIS DWG. PREPARED BY THE ALPINE JOB DE
PROGRAM FROM TRUSS MFR'S LAYOUT
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START(FT) END(FT)
BC 75 0.00 9.84
Hipjack supports 7-0-0 setback jacks with 2-0-0 cantilever one face; 2-0-0 cantilever opposite face.
Calculated vertical deflection is 0.00" due to live load and 0.08" due to total load at X = 6-11-2.
iD
-v
3X4(B1)(
37'14
37'14
— 6'5"7
9'10"1
6'7"3
3'214 zx3(1) 4'6"1 9'10"1
3'214 1'3"4 9110111 5'3"15
Rv=489# U=592# W=11"5 9110"1
140 mph wind, 42.53 ft mean hgt, ASCE 7-02, CLOSED bldg, Located anywhere in roof, CAT II, EXP D, wind TC DL=9.6 psf,
wind BC DL=6.0 psf.
Wind reactions based on MWFRS pressures.
The following members need concentrated loads at the heel: 5-0-0 span/setback member on the 2-0-0 cant side requires 54
Ibs and the 5-0-0 span/setback member on the 2-0-0 cant side requires 54 lbs.
Sub -fascia beam assumptions: 5-0-0 sub -fascia beam on the 2-0-0 cantilever side. 5-0-0 sub -fascia beam on the 2-0-0
cantilever side.
Deflection meets U360 live -and U240 total load.
Rv=244# U=348# NAILED
in im
-v v
Rv=48# NAILED
�44'2"14
�40'
LEFT JIG = 1010"2 RIGHT JIG = 9'10"3
DESC. = HP SEQ = 4048
PLT. TYP.-WAVE FBC/TP12002(STD)Cq/RT=1.25(1.25)/5(0) QTY= 1 TOTAL= 1 REV. 7.33.0107.17 SCALE=0.5000
•
Id I,) S C'C} I I *_
- eu•rz.a aw
"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, 583 D'ONOFRIO DR., SUITE 200, MADISON, WL 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 DEVIATION FROM THIS
HHANDLING, SHIPPING, INSTALL NG AND BRACING OFCONFORMANCE
TRUS ES. D SIGN CONFORMS W TH APDESIGN; ANY FAILURE TO BUILD THE TRUSSES IN WITH TPI; OR PLICABLE . '
PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE 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 DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES
ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
DESIGN SHOWN.TUC . THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING _ �_
IC-OCCOlt AICI R,I-IW l-r-Y.P-RI III fllNr-FlFCIt_N FR- OPP ANCIITDI-1_100q- PPTIf1N-'J _-- ._ .-
Julius Lee P.E.
License # 34869
1456 SW 4th Avenue
Delray Beach. FL 33444-2161
TC ILL 20.Opsf
.LL —
TC DL 16.Opsf a c
t
BC DL 10.Opsf 0�
J co
BC LL* 10.Opsf • C'
p7 C
TOT.LD. 46.Opsf Z
'
REF
DATE 03-13-2008
DRWG
- JC
2!}(lp In(1 il� fria I ,��rd
Fort New e, FL- 349U
P)I LFIIC; (� +2) 4 6-3358
Fox- (" 2) 41i(P-9321
- - - -
O/A LEN. 91001
DUR.FAC. 1.25
JOB #: 70506P22
SPACING 24.0"} _
I� V
TYPEHIP _
- - --
.ru
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Wind reactions based on MWFRS pressures
u.FIX
The following members need concentrated loads at the heel: 5-0-0 span/setback member on the 2-0-0 cant side requires 54
Ibs and the 5-0-0 span/setback member on the 2-0-0 cant side requires 54 lbs.
Sub -fascia beam assumptions: 5-0-0 sub -fascia beam on the 2-0-0 cantilever side. 5-0-0 sub -fascia beam on the 2-0-0
cantilever side.
Deflection meets L/360 live and U240 total load.
3'7"8 —�
1 3'2„14 i 7'0„2
3'2"14 3'9"4 Rv=52# U=76# NAILED
v v
ih i'7
LEFT JIG = 7'9" 7
DESC. = HJ3
PLT. TYP.-WAVE
1'1? (Jss C OIt I'.
wr r.�a rw
2.900 InrJuStrigl ;�3rd
Wort fierce, L•'L 34946
P)IUNW: (': r'2) 4,66-33S8
P>,x: (772)466-U29
N14 cnotl/4'2"11 7'0"2
14 70121"14 2'9"6
Rv=414# U=5200'1N=11"5
SEAT PLATE REQUIRED Rv=-56# NAILED
I KIJ UWUi VKtVAKtU [5Y I hIt ALVINL JUt5 UCJIIiIVtK VKUIiKAM rKUM,,I KUJJ IVIr K1"A LATUU I
Trusses or components connecting to this girder have been modified by the truss designer. The loading for this girder requires
verification for accuracy. r r
140 mph wind, 41.95 ft mean hgt, ASCE 7-02, CLOSED bldg, Located anywhere in roof, CAT II, EXP D, wind TC DL=9.6 psf,
wind BC DL=6.0 psf.
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START(FT) END(FT)
BC 75 0.00 7.01
Hipjack supports 5-0-0 setback jacks with 2-0-0 cantilever one face; 2-0-0 cantilever opposite face.
Calculated vertical deflection is 0.00" due to live load and 0.03" due to total load at X = 5-4-10.
FBC/TP12002(STD) Cq/RT=1.25(1.25)/5( 0) QTY= 1 TOTAL=1
ACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS
NSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) FOR SAFETY PRACTICES
-O-PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE
ILY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID
"IMPORTANT'- FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING,
VG, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE
IONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
4SSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL
AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON
SIGN, POSITION CONNECTORS PER DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES
'ANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
SHOWN.. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING
Julius Lee P.E.
License # 34869
1455 SW 4th Avenue
Delray Beach, FL 334
REV. 7.33.0107.17
TC LL
20.Opsf
TC DL
16.Opsf
BC DL
10.0psf
BC LL"
10.0psf *
TOT.LD.
46.Opsf
DUR.FAC.
1.25
SPACING
24.0"
RIGHT JIG = 7'0"5
SEQ = 4034
SCALE=0.5000
REF
LL
a DATE 03-13-2008
DRWG
J
O
rJ y JC
m z O/A LEN. 70002
JOB #: 70506P22
TYPE HIP JACK
Job: (705Q6P22) ,G.W.PVrucker Home's, Inc, Rupp / HJ2I3
tEPARED BY THE'ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
140 mph wind, 51.47 ft mean hgt, ASCE 7-02, CLOSED bldg, Located anywhere in roof, CAT II, EXP D, wind TC DL=9.6 psf
wind BC DL=6.0 psf.
Wind reactions based on MWFRS pressures.
Bottom chord checked for 10.00 psf non -concurrent live load.
Calculated vertical deflection is 0.03" due to live load and 0.05" due to total load at X = 0-0-0.
2'10"5 _I
1'8"7 4'8"8
1'8"7 3'0"1 Rv=41# U=1816 NAILED.
N �
rn Zr)
N N
1'8"7 2X3(I) 4'8"8 To"1
Rv=228# U=664# W=W8"8
SEAT PLATE REQUIRED Rv=43# U=36# NAILED
SPECIAL LOADS
---(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25)
TC - From 75 PLF at 0.00 to 75 PLF at 4.71
BC - From 8 PLF at 0.00 to 8 PLF at 1.35 '
BC - From 20 PLF at 1.35 to 20 PLF at 4.71
TC - -96 LB Conc. Load at 2.83
BC - -123 LB Conc. Load at 2.83
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START(FT) END(FT)
BC 57 0.00 4.71
Deflection meets U360 live and U240 total load
52' 1 "13
50,
LEFT JIG = 6311 RIGHT JIG = 4'8"13
DESC. = HJ2B SEQ = 4027 -
PLT.TYP.-WAVE FBC/rP12002(STD)Cq/RT=1.25(l.25)/5(0) QTY=4 TOTAL='4 REV. 7.33.0101.17 SCALE=0.7500 .
R (ass C 01 I'.
"WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING -
TO HIB-91 INSTALLING AND BRACING), PUBLISHED BYTPI
Julius Le
e E;e P.E.
TC LL 20.0 Sf
p
REF '
AND BRACING. REFER (HANDLING (TRUSS
PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) FOR SAFETY PRACTICES
TO THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE
License # 34869
u- .-
16.Opsf
DATE 03-13-2008
PRIOR PERFORMING
TC DL a `-
PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID
"IMPORTANT"
t
CEILING. FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
BC DL 10.Opsf
DRWG
r,
ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
JC
DESGN; ANY FAILURE TO BUILD THE TRUSSES IN CNFORMANCE WITH TI; OR FAICATNG,*
BC LL10.Opsf * ' J U
?QQ In�J1�5frial
HANIDLING, SHIPPING, INSTALLING AND BRAC NG OFOTRUSSES. DESIGN CPONFORMS WITHI APPLICABLE
p o
O/A LEN. 40808
,��r(j
Fort View e, F.L. 34946
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
TOT.LD. 46.Opsf . Z
P)IUDC; (: 12) 466-335R
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
DURYAC. 1.25
JOB #: 70506P22
��
FNI: (1 1Z) a%G-U29
-
ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT,FOR ANY PARTICULAR BUILDING
I-- o=�o�.,�,o I,, 1 -r =-o„., —.1 �«,�.,...=. s � ma, ,soot-�=�� � I - -- - - - -
1455 SW 4th Avenue -
Delrav-Beach. FL 33444-2161-
IS 24,0 _
t� I!
_
TYPE,__ _HIP JACr\.__
ioD:(tVOUbYZZ),u:VV.F uruGKerbiomes,Inc,Kupp/btiz
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START(FT) END(FT)
BC 73 0.00 6.07
Hipjack supports 4-4-0 setback jacks with 2-0-0 cantilever one face; 2-0-0 cantilever opposite face.
Calculated vertical deflection is 0.00" due to live load and 0.04" due to total load at X = 1-11-3.
T
sl
THIS UWG. PREPARED BY I HE: ALPINE JU13DESIGNER PRUUKAM FKOM -I RUSS MFK'S LAYUU I
Yr-
140 mph wind, 41.75 ft mean hgt, ASCE 7-02, CLOSED bldg, Located anywhere in roof, CAT II; EXP 1), wind TC DL=9.6 psf,
wind BC DL=6.0 psf.
� r '
Wind reactions based on MWFRS pressures.
The following members need concentrated loads at the heel: 4-4-0 span/setback member on the 2-0-0 cant side requires 40
Ibs and the 4-4-0 span/setback member on the 2-0-0 cant side requires 40 lbs.
Sub -fascia beam assumptions: 4-4-0 sub -fascia beam on the 2-0-0 cantilever side. 4-4-0 sub -fascia beam on the 2-0-0
cantilever side.
Deflection meets U360 live and L/240 total load
2,8„3 _I
3'2"14 _ 1 6101,13 _
3714 2'9"15 P.v=-27# NAILED
42'S"4
m
3714 6,0„3? 3(1) 2'9„ 15
Rv=394W"1B=509# W=11"5
Rv=-62# NAILED
LEFT JIG = 6'9"3 RIGHT JIG = 61"1
DESC. = HJ2 SEQ = 4120
PLT. TYP.-WAVE FBCrrP12002(STD)Cq/RT=1.25(1.25)/5(0) QTY= 2 TOTAL= 2 REV. 7.33.0107.17 SCALE=0.7500
' I R (ass ('012 I �
A
rur .,ia rw
12%0 1 no us* trio 1 ,Q rd
Fort View & FL. 34946
P}IDIIC: CM) 466-3385
n
1'N 1l: 1 Z} 4(�6-Q-i 2�1
"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, 583 D'ONOFRIO 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. "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
USSES
DESGN; ANY FAILURE TO BUILD THE T
IN CONFORMANCE WITH TPI; OR FABRICATING,
HANDLING,
IDLING, SHIPPING, INSTALLING AND RACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE
PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE 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 DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES
ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
DESIGN SHOWN. THE S THE RESPONSIBILITY OF THETY BUILDING NG DESIGNER. PND USE OF THIS ER ANNENT SI/TPI RPI 1� 995 SECTION 2.R ANY �R BUILDING ',DelrayBeach,
Julius Lee P.E. -
License # 34869
1455 SW 4th Avenue
FL 33444-2161
TC LL 20.Opsf
0- .-
TC DL 16.0Psf rn 5
d
BC DL 10.0Psf 11
BC LL' 10.OPSf ' J 0
U c
TOT.LD. 46.Opsf 00 Z
REF
DATE 03-13-2008
DRWG
JC
O/A LEN. 60013
DUR.FAC. 1.25
JOB #: 70506P22
SPACING 24.0"
TYPE HIP JACK
W.Puruaer Homes,.Inc ,Rupp / CJ1 OF
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 ,
Webs 2x4 SP #3
SPECIAL LOADS
--(LUMBER DUR.FAC.=1.00 / PLATE DUR.FAC.=1.00)
TC - From 126 PLF at 0.00 to 126 PLF at 2.00
TC - From 126 PLF at 2.00 to 126 PLF at 9.90
BC - From 8 PLF at 0.00 to 8 PLF at 2.00
BC - From 20 PLF at 2.00 to 20 PLF at 9.90
BC - 400 LB Conc. Load at 0.72
Deflection meets U480 live and U360 total load.
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
140 mph wind, 31.08 ft mean hgt, ASCE 7-02, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP D, wind
TC DL=9.6 psf, wind BC DL=3.0 psf.
Component and cladding wind pressures considered for uplift reactions.
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START(FT) END(FT)
BC 75 0.00 9.90
Bottom chord checked for 10.00 psf non -concurrent live load.
Calculated vertical deflection is 0.01" due to live load and 0.02" due to total load at X = 0-0-0.
11
1'8"11
9'102"1p2
2'
Tl0"12
1,47.
I
6'3„14 9,9"12 9110,11
1'47
I
4' 11 "8 3'5" 14 1"
12
7 F7' 5X8(I)
3X4 I 3X4 I 3X6 I
4 X 1)(1) iv
iD
2X3(I)
2' 7' 12
2,3"13 "=: 6'3" 9"12
2'3"13 3X4(1 4'01 3X4(1 3'5"14, 3X4(I)
9'10"12 )
9'10"12 Rv=233plf U=171plf W=711
LEFT JIG = 27'4 RIGHT JIG = 87' , ,
DESC. = CJ1 OF SEQ = 4081
PLT. TYP.-WAVE FBC/rP12002(STD)Cq/RT=1.25(l.25)/5(0) QTY= 1 TOTAL= 1, REV. 7.33.0107.1.7 SCALE=0.7500
R I�.S9 C O R 1'_
cur •r.-ua ew
"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, 583 D'ONOFRIO 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. '•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 DLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH I APPLICABLE
HANDLING,
PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE 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 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
�_r�=-o=�o o �r_�� ��=-o„ ,_� 11- _� �� =o 00o nniairtoi ,_,00a-���r ��, ,- -- - -- - - - - ' - -
Julius Lee P.E.
License # 34869
1455 SW 4th Avenue'
Delrav Beach. FL 33444-2161.
TC LL 40.0 sf
p
U- .-
TC DL 20.Opsf a a
BC DL - �I O.OpSf , � 8
BC LL' 10.0 Sf U
p m o
TOT.LD. 70.Opsf . Z
REF
DATE 03-13-2008
DRWG
JC
2�JQQ In1J Ilstria I d
Fort Vierc 0, FL. 34946
P1IL111C: (772) 4f6-339$
rx><: C77, Z} ift�-r)_327
- - - - -
O/A LEN. 91012
DUR.FAC. 1.00
JOB #: 70506P22
SPACING 24.0"
- — - - - -' -'
JACK
TYPE. -- -
JOD:(/ UOUfOF'ZZ) ,u:vv.t-urucxer homes, Inc ,Kupp / L;Jyt-
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3 :W1 2x4 SP #2:
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START(FT) END(FT)
BC 110 0.00 9.14
Deflection meets U360 live and L/240 total load.
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROMiTRUSS MFR'S I
146 mph wind, 31.0E ft mean hgt, ASCE 7-02, CLOSED bldg, not located within 4.50 ft from r
TC DL=9.6 psf, wind BC DL=3.0 psf.
Component and cladding wind pressures considered for uplift reactions.
Bottom chord checked for 10.00 psf non -concurrent live load.
Calculated vertical deflection is 0.01" due to live load and 0.03" due to total load at X = 4-0-9.
Shim all supports to solid bearing.
edge, CA— II, EXP D, wind
-
27'14
2'
9'1"10
22
T1"10
2'
6,4„
A
9'1"10
2'
4'4"
2'9"10 Rv=79# U=1256
NAILED,
12
7 �
2X3(I)
g(I
DT _6„
2X4
50
U
NT
30'10"8
w
X 1)(1)
303"8
4
zo
j
JJ--
30,
2X3(I)
I_ 8„11 I
I
57"5
6'4"g�{1
10
Rv=477# U=404#
NAILED
64,E 9111,10
911"10 Rv=7719
3X4(I)
U=601# W=8"
0
SEAT PLATE REQUIRED
Rv=21# NAILED
LEFT JIG = 27"4 RIGHT JIG = 7712
DESC. = CJ9F SEQ = 4153
PLT. TYP.-WAVE _ FBC/rP12002(STD)Cq/RT=1.25(1.25)/5(0) QTY= 1 TOTAL= 1 REV. 7.33.0107.17 SCALE=0.7500
It USiS COI? I'-
,- - -
.u.
"WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING
AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPl (TRUSS
PLATE INSTITUTE, 583 D'ONOFRIO 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. -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; S BUILD THE TRUSSES IN
DLING, SHIPPING, INSTALLINGPPING, TINSTALLING AND BRACING OFOTRUS ES. DESIGN CONNFORMANCE WITH TPI; OFORMS WITH
HANDLING, APPLICABLE
PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE 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 DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES
ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT -
SE HE RESPONSIBILITY OF THIE BUILDING DESIGNER, S GNER PER AONS RPI 1� 995 SECTION 2. BUILDING -
Julius Lee P.E.
License # 34869
1455 SW 4th Avenue
Delray Beach, FL 33444-2161
TIC LL 40.Opsf
_
u- �.
TIC DL 20.Opsf a
1 0.0 Sf
BC DL p it
BC LL* 10.0ps
U c
TOT.LD. 70.Opsf T Z
REF
DATE 03-13-2008
DRWG
JC
3 7(10 InIJ�Ittrigl ,T�r(j
Wort llim e.. FL. 349#G
P!ILFIhC: (; rr 2) 446-335R
TA x: C7 1Z) 4�i6-L}-�2�
O/A LEN. 90110
DUR.FAC. 1.00
JOB #: 70506P22
SPACING 24.0"
TYPE JACK
Homes, Inc,RUpp/CJ8F
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Component and cladding wind pressures considered for uplift reactions.
Bottom chord checked for 10.00 psf non -concurrent live load.
Calculated vertical deflection is 0.00" due to live toad and 0.02" due to total load at X = 3-6-11.
Shim all supports to solid bearing.
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, 31.08 ft mean hgt, ASCE 7-02, CLOSED bidg, not located within 4.50 ft from roof edge, CAT II, EXP D, wind
TC DL=9.6 psf, wind BC DL=3.0 psf.
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START(FT) END(FT)
BC 93 0.00 7.72
Deflection meets U360 live and U240 total load.
rn--- 1 2 14 ---�
11 T810
1'8"112,
1'4"7 2' 3,9"5 5181,106'4" 7 8 10 -
1'4"7 2'4"15 2'6"11 1'4„10 - —0.-NAI
Rv=5069 U=456# NAILED 7'8"10 Rv=636# U=547# W=B"
SEAT PLATE REQUIRED
Rv=-36# U=11# NAILED
LEFT JIG = 27'4 RIGHT JIG = 65"1
DESC. = CJ8F SEQ = 4145
PLT. TYP.-WAVE FBCrrP12002(STD)CgrRT=1.25(1.25)/5(0) QTY= 1 TOTAL= 1., REV. 7.33.0107.17 SCALE=1.0000
• Id jss C01? I'-
"WARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING
AND BRACING. REFER TO HIS-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS
PLATE INSTITUTE, 583 D'ONOFRIO 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. "IMPORTANT'• FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THISDESIGN; AY FAILURE TO BUILD THE
OR FABRICATING,
HANDLINGNSHIPPING, INSTALLING ANDRUSSES BRACING OFONFORMANCE TRUS ES. D SIIGN CPONFORMS WITH APPLICABLE
PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE 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 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
Tom= o=�o o T = Tom= o
JUIIU§ Lee P.E.
License # 34869
1455 SW 4th Avenue
Delrav Beach..FL 33444-2161
r1
TC LL 40.0Psf
TC DL 20.Opsf U) �-
0-2
BC DL 10.Opsf
II e
BC LL* .Ip 10.0 Sf '" U
m o
TOT.LD. 70.Opsf . Z
REF
DATE 03-13-2008
DRWG
, ._ JC
00 In1111stria1 '.0 rd
Fort Vieu e, F.L. 349.11a
P}I UDC: r?721466-33SS
f,�
T'H x: t, 12}{�(-t}�Z�
O/A LEN. 70810
DURYAC. 1.00
JOB #: 70506P22
.SPACING 24.0" - -
TYPE_ ---JACK_ - -
Joo:(/ uouor/-z) ,L,.vv.ruruzicer homes, Inc , mup�
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3 :W3 2x4 SP #2:
SPECIAL LOADS
-----(LUMBER DUR.FAC: 1.25 / PLATE DUR.FAC.=1.25)
TC - From 77 PLF at 0.00 to 77 PLF at 7.83
TC - From 125 PLF at 7.83 to 125 PLF at 8.85
BC - From 8 PLF at 0.00 to 8 PLF at 2.00
BC - From 20 PLF at 2.00 to 20 PLF at 8.85
BC - 400 LB Conc. Load at 0.85
Deflection meets L/360 live and U240 total load
3X4(B1)
/ Ljj`j I HIS UW(3. NKtI AKtU CY I Ht ALVINt JUB UtSHi NEK YKUGKAM FKUM; (.KUSb Mh F'S LAYUU I
140 mph wind, 32.78 ft mean hgt, ASCE 7-02, CLOSED bldg, not located within 4.50 ft from roof edge,
TC DL=9.6 psf, wind BC DL=6.0 psf.
Component and cladding wind pressures considered for uplift reactions.
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START(FT) END(FT)
BC 73 0.00 8.85
Bottom chord checked for 10.00 psf non -concurrent live load.
Calculated vertical deflection is 0.04" due to live load and 0.08" due to total load at X = 5-3-11.
7' 10" 8' 10"3
2A" 710 7'10" 811�"3
2A" 5'6" R -63# V`13
2,4„ 87"11 8'
2 4 8' 10"3 6111
Rv=1049# U=1120# W=8" 8'10"3
SEAT PLATE REQUIRED
Rv=188# U=655# NAILED
D, wind
LEFT JIG = 9'315 RIGHT JIG =1'6"9
DESC. = CJ9 SEQ = 4073
PLT. TYP.-WAVE FBC/TP12002(STD)Cq/RT=1.25(1.25)/5(0) QTY= 1 TOTAL= 1 REV. 7.33.0107.18 SCALE=0.3750
(�S9 cooI? I �-
-�� ,
�u.
2.J(1Q I n1J�ls�rip 1 ,� 1 Sj
Fort Pierce. FL. 34946
PTILF11C: (: r2) 466-33.98
rN x: (�'iZ) ar;f-9-329
"WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, NSTALLING
AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS
PLATE INSTITUTE, 583 D'ONOFRIO 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. "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 WITH TPI; OR FA
HANDLING, SHIPPING, INSTALLING AND BRACING OF RMANCE TRUSSES. ES. DESIGN CONFORMS WITHIrAPPLICABLE
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
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
IS HE RESPONSIBILITY OF THSIGN SHOWN. THE E I BUILDING DESIGNER. PER ATY AND USE OF THIS NSI/TPI P 1NT O 995 SECT ON 2.. R ANY PARTICULAR BUILDING
Julius Lee P.E.
License # 34869
1455 $W 4th AVenUe
Delray Beach, FL 33444-2161
TC LL 20.Opsf
IL .-
TC DL 16.Opsf n. C
_
BC DL 10.0psf iI c
BC LL* 10.Opsf J U
U c
TOT.LD. 46.Opsf 00 Z
REF
DATE 03-13-2008
DRWG
JCi
O/A LEN. 81003
DUR.FAC. 1.25
JOB #: 70506P22
SPACING 24.0"
ITYPE EJACK
Job: (705tZ6P22) ,G,W.P�rucker Homes, Inc ,Rupp / GJ7(:
Top chord 2x4 SP #2 a
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Left end vertical not designed to be exposed to wind pressure.
Deflection meets U360 live and U240 total load.
90
in
V'
3X4(B1)
r:d
6'4" 6'9"7
6'4" Rv=-11p 4 !NAILED
3X4(I)
12
7
90 90in in
C 'V
(I)
LLU
6'9"7 _ _ _ _ _ _ _
Rv 440# NAILED 6'9"7 Rv=1627# W=8"
SEAT P RVTq-A NAILED
4 . ...
US DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT'
Negative reaction(s) of -1158# MAX. (See below) from a non -wind load case requires uplift connection.
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START(FT) END(FT)
BC 75 0.00 6.79
Calculated vertical deflection is 0.01" due to live load and 0.02" due to total load at X = 0-0-0.
Shim all supports to solid bearing.
�34'2"
30'3"B
30'
LEFT JIG = 8'1 "7 RIGHT JIG = 6'9"11
DESC. = CJ7C SEQ = 4135
PLT. TYP.-WAVE FBC/rP12002(STD)Cq/RT=1.25(l.2&)/5(0) QTY= 1 T0TAL=.1 REV. 7.33.0107.17 SCALE=0.5000
I2 I� f'Id I'-
"WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING
AND BRACING),
Julius Lee P.E.
TC LL 40.0r1Sf
p
REF
AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING PUBLISHED BY TPI (TRUSS
PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) FOR SAFETY PRACTICES
PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE
License # 34869
L- �-
TC DL 20.0psf n. ;
-
DATE 03-13-2008
LL,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.
.o j
BC DL 5.Opsf
it
..
DRWG
ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THISDESIG
e
JC
HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN C; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH ONFORMSWITHAPPLICABLE
BC LL" 10.0 Sf " J U
p m
00 Ino llstria I ,F31rd
O/A LEN. 60907
Fort Pimp- F.L. 34940
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
o
TOT.LD. 65.OpSf . Z
MILLILC; (72) 4 6-338S
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
DURYAC. 1.00
JOB #: 70506P22 '
��
Px x: (: r2) 466-U29
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
JACK
= o=�o�� = Q .,T
Delrav Beach. FL 33444216t
SPACING 24.0"
_ -- ----
TYPE _
Job: (7U506P22) ,G'VV.Purucl;er Homes, Inc
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Deflection meets U360 live and U240 total load.
zo
'7
3X4(B1)(
4'4"12
2'a" 6' 10" 8
2'4" I 4'6"8
v- NAILED
�34'2"10
� N N
(O (O
N
'7
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START(FT) END(FT),
BC 75 6.00 6.88
Calculated vertical deflection is 0.06" due to live load and 0.11" due to total load at X = 0-0-0.
Z4" 6'10"8 4'6"8
Rv=733# W=8" 6'10"B Rv=-99999# NAILED
SEAT PLATE REQUIRED
LEFT JIG = 8'2"l1 RIGHT JIG = 6'10"12
DESC. = CJ7 SEQ = 3968
PLT. TYP.-WAVE FBCrrP12002(STD)Cq/RT=1.25(1.25)/5(0) QTY= 7 TOTAL= 7 REV. 7.33.0107.17 SCALE=0.5000
? (i �I C. o I?_
TV"
�v---r. — nw
"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, 683 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. -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,
HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN. CONFORMS WITH APPLICABLE
PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE 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 DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES
ACPTANCE RESPONSIBILITY SOLELY FOR THE TRUSS
DESIGN SHOWN. THE SUIITABILIITY ANDN SEERING E OF THIS COMPONENT FOR ANY PARTICULAR BUIILLDINGNENT
IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSIrFPI 1"1995 SECTION 2.
Julius Lee P.E.
License # 34869
1455 SW 4th Avenue
Delray Beach, FL 33444-2161
TC LL 40.Opsf
�.-.-T
TC DL 20.Opsf a �
BC DL 5.Opsf n c
• -j 0
BC LL* 10.0psf
GG U c
TOT.LD. 65.Opsf T Z
REF
DATE 03-13-2008
DRWG
JC
3'�0 Intl �1$�P1� I{� ��
Fort l'iew. i—. F.L. 34946
P)IUDC: (M) 466-3383
Pax: �j'! 2) 466-U29
O/A LEN. 61008
DURYAC. 1.00
JOB #: 70506P22
SPACING 24.0"
TYPE JACK
Job (705W15P22) ,U.W-PUrucher Home's; Inc ,Rupp / CJ5VA THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT ,
Top chord 2x4 SP #2 140 mph wind, 42.54 ft mean hgt, ASCE 7-02, CLOSED bldg, Located anywhere in roof, CAT II, EXP D, wind TC DL=9.6 psf,
Bot chord 2x4 SP #2 r wind BC DL=6.0 psf.
Webs 2x4 SP #3
Component and cladding wind pressures considered for uplift reactions.
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START(FT) END(FT) Bottom chord checked for 10.00 psf non -concurrent live load.
BC 39 0.00 3.00
Calculated vertical deflection is 0.00" due to live load and -0.01" due to total load at X = 1-11-6.
Deflection meets U360 live and U240 total load. l i
Shim all supports to solid bearing.
I 2 8 8 Rv=112# U=25 I# NAILED
2X3(I) 3'
Rv=1489 W=6"
43'1"8
N in
M Cl)
41'0"8
[. 1 40'
Rv=63# U=105# NAILED
LEFT JIG = 4'6"9 RIGHT JIG = 1'8"14
DESC. = CJ5VA SEQ = 4097
PLT.TYP.-WAVE FBtrrP12002(STD)Cq/RT=1.25(l.25)/5(0) .:; QTY=2 TOTAL=,2 REV. 7.33.0107.17 SCALE=0.7500
I Ia SS C•[�I2 I �-
.up��m
"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, 583 D'ONOFRIO 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. "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THISDESIG
HANDLINGNSHIPPINGEINSTALLING AN BRACING OFTO BUILD THE TRUSSES IN OTRUS ES. D SNFORMANCE IIGN CONFORMTH TPI; OR S 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 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
Tyr oocon c ou-,ry nr-Tuo--H —.1 nreir_ l - oro enicir ,-poor-errrinu.a _ __ _ - _ _ __._
JUIIUS Lee P.E.
License # 34869
1455 SW 4th Avenue
Delrav-Beach. FL 33444-2161
2O0r1Sf
TC LL .p
.. U) «•
TC DL 16.Opsf Q.
o
BC DL 10.0psf it c
BC LL" 10.Opsf" J U
m o
TOT.LD. 46.Opsf z
REF
-
DATE 03-13-2008
DRWG -
JC
2IJQ0 InrJ115trial ,ird
Fort New & FL. 34946
P)IIHIC: (72) 466-338S
�
FN x- (n: r2.) 46(r-4329
O/A LEN. 3
DUR.FAC. 1.25
JOB #: 70506P22
SPACING 24.0"
- _ __ _ _
JACK
TYPE , _- _
)D:(ruouor«) ,v.vv.rurue!cernomes, Inc, ruppr wov
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START(FT) END(FT)
Be 30 0.00 2.50
Be 33 2.50 5.00
Shim all supports to solid bearing.
2,6„
TV 5'
2'6" 2'6" Rv=73# U=144 NAILED
1 HIS DWG. PREPARtU by I HE ALPINt JUd Ut51GNLK PKUGKAM FKUM. I KUS5 MFR'5 LAYUU 1
140 mph wind, 41.96 ft mean hgt, ASCE 7-02, CLOSED bldg, not located within 4.50 ft from roof edge, CAT`II, EXP D, wind
TC DL=9.6 psf, wind Be DL=6.0 psf.
Component and cladding wind pressures considered for uplift reactions.
Bottom chord checked fcr 10.00 psf non -concurrent live load.
Calculated vertical deflection is 0.01" due to live load and 0.02" due to total load at X = 0-0-0.
Deflection meets U360 live and U240 total load.
� T 4TV8
II �_
co
v
N
Lo
v"i
t '
4108
so
0
40'
4X4(I)
2'6" 2'6"
Rv=449# U=4829 W=6" —�
Rv=-56# U=142# NAILED
LEFT JIG = 60"11 RIGHT JIG = 2'6"10
DESC. = CJ5V SEQ = 4075
PLT. TYP.-WAVE, FBCrrP12002(STD) Cq/RT=1.25(l.25)/5(0) QTY= 2 TOTAL= 2 REV. 7.33.0107.17 SCALE=0.7500
-
CC} It I �-
T["'- -
e"r T-L.—
A.-
�'��� �n1�f18f�IS� •�r41
Fort lherce. FL. 34946
P}IL11IC: 7,2) 466-33S$
�
T'>tx: !Z} af711-$.i29
"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, 583 D'ONOFRIO 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. **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,
HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE
PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE 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 DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES
ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT _
SETHE RESPONSIBILITY OF THE BUILDWG D S GNER PER ANS RPI O 995 SECTION 2.�R BUILDING
Julius Gel. P.E.
License;# 34869 '
s
`�
'
1455 $!A� <tth Avenue
D61fay,Be& h, FL 33444-2161
TC LL 20 Opsf
a ..
TC DL 16.Opsf a E
_
BC DL 10.Opsf J o
BC LL* 10.0psf *
U
46.OpSf .�
TOT.LD. Z
REF
DATE 03-13-2008
DRWG
JC
5 O/A LEN.
-
DURFAC1.25
..
JOB #: 70506P22
SPACING 24.0"
TYPE JACK
lob:(705w6P2Z,) ,(3.W.PEarucyer Homdi, Inc,Rupp / GJ5S
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Left end vertical not exposed to wind pressure.
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START(FT) END(FT)
BC 36 0.00 3.00
Deflection meets U360 live and U240 total load.
1'0"5 3'
1:84 1-11311
1.0"5 11Q' A% U=208# NAILED
r—�
00 � [n
Cl)Tn
io
M
t7
(V
4X4(13'0"5 3, 1'11"11
Rv=141# U=80# 3'
Rv=64# U=105# NAILED
�43'1 "8
�40'
THIS DWG. PREPARED BY THE ALPINE
20GRAM FROM TRUSS MFR'S LAYOUT
140 mph wind, 42.84 ft mean hgt, ASCE 7-02, CLOSED bldg, Located anywhere in roof, CAT II, EXP D, wind TC DL=9.6 psf,
wind BC DL=6.0 psf.
Component and cladding wind pressures considered for uplift reactions.
Calculated horizontal deflection is 0.37" due to live load and 0.08" due to dead load.
Bottom chord checked for 10.00 psi non -concurrent live load.
Calculated vertical deflection is 0.00" due to live load and -0.01" due to total load at X = 1-9-3.
Fasten rated sheathing to one face of this frame.
LEFT JIG = 2'5"13 RIGHT JIG = 3'0"1
DESC. = CJ5S SEQ = 4007
PLT. TYP.-WAVE FBC/TP12002(STD)Cq/RT=1.25(1.25)/5(0) I QTY=1 TOTAL= 1 REV. 7.33.0107.17 SCALE=0.5000
Ii �aSS co IZ I �-
TF*
eur, T1 eal
"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, 583 D'ONOFRIO 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
"IMPORTANT•• FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
HANDLOR FABRICATING. ING, SHIPPING, INSTALLING AND BRACING OF;NY FAILURE TO BUILD THE TRUSSES IN COTRUENFORMANCE S. DES GN CWITHPONFORMS WITH APPLICABLE
PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE 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 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
IC TI AF .MISIMII ITV nP TWP Pi 1 f11N!_T pF irAIFG PFR:GNgirm 1_lo05 CFl`TInm 9 _ .,
JuliusLee P.E.
License # 34869
1455 SW 4th Avenue
Delrav_Beach. -FL 33444-2161
TC LL 20.0 pSf
tl
TC DL 16.0psf a a
ItCEILING.
BC DL 10.Opsf
it c
BC LL' 10.0psf —t U
000 0
TOT.LD. 46.Opsf Z
REF
DATE 03-13-2008
DRWG
JC
2.�00
Fort Newt FL. 34946
r)I UDC: CM) 466-3388
Fax: C77, 2) 466-U
O/A LEN. 3
DUR.FAC. 1.25
JOB #: 70506P22
SPACING 24.0°
_ .-
JACK
TYPE - : , - - -
W.PU
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM jRUSS MFR'S LAYOUT
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Left end vertical not designed to be exposed to wind pressure.
Deflection meets U360 live and U240 total load.
v
io
g4'g10"11555
4'1�"15
- Rv=398# NAILED
4'10"15
LEFT JIG = 5'117
DESC. = CJ5C
PLT. TYP.-WAVE
1 R1jS9 COI? I'
j' - -
rur Yiic nw
Z�7pU 1n�1U�trial;i3rd
!Fort fierce. FL. 34946
P)uFnc: (772) 4,66-338S
FH%: C"72)466 1?-129
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START (FT) END(FT)
BC 59 0.00 4.91
Calculated vertical deflection is 0.02" due to live load and 0.03" due to total load at X = 0-0-0.
Rv=277# NAILED
Rv=-6# NAILED
QTY= 2 TOTAL= 2
AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS
PLATE INSTITUTE, 583 D'ONOFRIO 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. '•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,
HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE
PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE 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 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 COMPONEN r FOR ANY PARTICULAR BUILDING
33'0"14
Julius Lee P.E.
License #, 34869
t
11455 SW 4th Avenue
Delray Beach, FL 33444-2161
CA
RIGHT JIG = 4'11"4
SEQ = 4119
REV. 7.33.0107.17 SCALE=0.7500
TC LL 40.Opsf REF
TC DL 20.Opsf a DATE 03-13-2008
BC DL 5.Opsf
DRWG
BC LL'
10.Opsf"
JC
TOT.LD.
65.Opsf
°' z
O/A LEN. 41015
DUR.FAC.
1.00
JOB #: 70506P22
SPACING
24.0"
TYPE JACK
W.Pµru&,er Home.; InC,RuppI GJ5 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
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USERURLINS:
CHORD SPACING(IN OC) START(FT) END(FT)
BC 60 0.00 5.00
Deflection meets L/360 live and L1240 total load.
r ll
27'4 - I
2'3" 5'
2'3" 2'9" Rv=47# U=2C74 NAILED
140 mph wind, 41.96 ft mean hgt, ASCE 7-02, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP D, wind
TC DL=9.6 psf, wind BC DL=6.0 psf.
Component and cladding wind pressures considered for uplift reactions.
Bottom chord checked for 10.00 psf non -concurrent live load.
Calculated vertical deflection is 0.14" due to live load and 0.17" due to total load at X = 0-0-0.
I io in
m io iy
M I
2,3„ 2X3(1) 5, 2,9„
Rv=429# U=463# VS-'6"
Rv=27# U=77# NAILED
43-1 "8
40'
LEFT JIG = 6'0"11 RIGHT JIG = 5'0"5
DESC. = CJ5 SEQ = 3986
PLT. TYP.-WAVE FBC/TP12002(STD)Cq/RT=1.25(l.25)/5(0) QTY= 9 TOTAL= 9 REV. 7.33.0107.17 SCALE=0.7500 -
i R USS C01 I�.
cuc> .�cm aw
"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, 583 D'ONOFRIO 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..IMPORTANT'* FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THISN; ANY FAILURTO BUILD THE TRUSSES IN
HANDLING, SHIPPINGE INSTALLING AND BRACING OFONFORMANCE TR
USSES. S. DESIGN CONFORMS WITHWITH TPI; ORI NGAPPLICABLE
PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE 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 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
.. T = o=�o o -- ram= o .. 11 �« �� �o o=o s Ro ,_,00� ==ter ��-" - - - . - - -. - -
.
Julius Lee P.E.0.0
License # 34869
1455 SW 4th Avenue
Delrav Beach. FL 33444-2161
TC LL psf
u• ..
TC DL 16.Opsf a ;
t
BC DL 10.Opsf �2
J o
BC LL" 10.0 Sf J U
p m o
TOT.LD. 46.Opsf Z
REF t
DATE 03-13-2008
DRWG
JC
Z900 I nAJustriol ',Qrd
Fort Piers e, F.L. 3494fi
P11 U,11 : ( ) 466-3388
w�
rx x: �: ,Z} ar;f-�k329
-
O/A LEN. 5
DUR.FAC. 1.25
JOB #: 70506P22
SPACING . 24.0"
_
TY.PE_ JACK
)b:(705U6P22) ,G:VV.PuruCker Homes, Inc
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
/ CJ3V THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Negative reaction(s) of -316# MAX. (See below) from a non -wind load case requires uplift connection.
140 mph wind, 41.38 ft mean hgt,'ASCE 7-02; CLOSED bldg, Located anywhere in roof, CAT II, EXP D, wind TC DL=9.6 psf,
wind BC DL=6.0 psf.
Component and cladding wind pressures considered for uplift reactions.
Bottom chord checked for 10.00 psf non -concurrent live load.
Calculated vertical deflection is 0.09" due to live load and 0.14" due to total load at X = 0-0-0.
Shim all supports to solid bearing.
2'6" 3'
2'6" — 6" tJ=zM4# NAILED
T
1i
Z b"" J
2,6„ 6"
r
3Rv=778# U=450# W=6"
Rv=-194# U=331# NAILED
LEFT JIG = 3'9" .
DESC. = CJ3V
PLT. TYP.-WAVE
i Id a ss ('01? 1'-
karma .
cur -rtia aw
��)00 InrJu$trigl ;i3rd
Fort Pierce. F.L. 34946
P)lunc: (M) 4,66-3383
1'trx: (" 72)-466-U29
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START(FT) END(FT)
BC 30 0.00 2.50
BC 7 2.50 3.00
Deflection meets U360 live and U240 total load.
41'11'8
u�
cli
M
40'2"8
0'
.25)/5(0) QTY= 4 TOTAL= 4
AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS'
PLATE INSTITUTE, 583 D'ONOFRIO 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. ATTACHED
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,
HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE _
PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE 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 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
Julius Lee P.E.'
License # 34869
1455 SW 4th Avenue
Delray Beach, FL 33444-2161
REV. 7.33.0107.17
RIGHT JIG = 2'6"10
SEQ = 4101
SCALE=1.0000
TC LL
20.Opsf
TC DL
16.Opsf
BC DL
10.Opsf
BC LL*
10.Opsf *
TOT.LD.
46.Opsf
DUR.FAC.
1.25
SPACING
24.0"
REF
LL
DATE 03-13-2008
8
DRWG
J O
JC
m z
O/A LEN. 3
JOB #: 70506P22
TYPE JACK
ob:(705,:6P22) ,(3.W.P.yruciter Homes, Inc ,Rupp / CJ3C
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Left end vertical not designed to be exposed to wind pressure.
Deflection meets U360 live and U240 total load.
22'10"1555
Rv=2729 NAILED 2'10"15
Rv=166# NAILED
Rv=-41# NAILED
:x
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START(FT) END(FT)
BC 35 0.00 2.91
Calculated vertical deflection is 0.01" due to live load and 0.02" due to total load at X = 0-0-0.
30'3"8
30,
LEFT JIG = 3713 RIGHT JIG = 2'11 "7
DESC. = CJ3C SEQ = 4113
PLT. TYP.-WAVE FBC/TP12002(STD)Cq/RT=1.25(1.25)/5(0) QTY= 2 TOTAL= 2 REV. 7.33.0107.17 SCALE=1.0000
I2 uS9 Coo? I*-
eur"r.�im rw
-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, 583 D'ONOFRIO 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. "IMPORTANT•• FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
HANDESDLING, NG, SHIPPING, INSTALLING AND BRACING OGN; ANY FAILURE TO BUILD THE TRUSSES IN F TRUSSES. DESIGN CONFORMS WITHNFORMANCE WITH TPI; OR APPLICABLE
PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE 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 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
IC TWR DFCD(11.ICI RII ITV 11R TWR RI III 111Ml, 11RCll_MGD 'DFD AMQ-01 1_1009 QP! TIAM 9 - -
Lee
ee P.E.
Juliuspsf
License # 34869
1455 SW 4th Avenue
Delray Beach. FL 33444-2161-
0 40
TC LL .
a rL —
TC DL 20.Opsf v
o j
BC DL ps J o
BC LL* 10.Opsf * J U
U Y
TOT.L00D. 65.Opsf Z
REF
DATE 03-13-2008
DRWG
JC
Z1nQO Industrial'.Urd
Fort View e. F.L. 349U
Plniitc: r^72)-96-338R
T >t>L: 2Z} �(i�-�}32�
O/A LEN. 21015
DUR.FAC. 1.00
JOB #: 70506P22
SPACING 24.0"
JACK
TYPE ,
VV.Puru6ker Homes. Inc .Rupp /
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Component and cladding wind pressures considered for uplift reactions.
Bottom chord checked for 10.00 psf non -concurrent live load.
Calculated vertical deflection is 0.06" due to live load and 0.09" due to total load at X = 0-0-0.
1!
LEFT JIG = 3'9"
DESC. = CJ3
PLT. TYP.-WAVE
270U InrJuStrial;�3rd
Fort View_ F.L. 34946
PTW11C; r- 2) 4466-338S
FHx: (�72)466-9329
7"4 —�
2'3" 3'
2'3" miRv--leo#— # NAILED
s 2X3f1)
3'Rv=643# U=372# W=6"
Rv=-188# U=325# NAILED
Negative reaction(s) of -188# MAX. (See below) from a non -wind load case requires uplift connection.
140 mph wind, 41.38 ft mean hgt; ASCE 7-02' CLOSED bldg, Located anywhere in roof, CAT 11, EXP D, wind TC DL=9.6 psf,
wind BC DL=6.0 psf.
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START(FT) END(FT)
BC 36 0.00 3.00
Deflection meets U360 live and U240 total load.
QTY= 16 TOTAL= 16
RACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS
INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) FOR SAFETY PRACTICES
TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE
.RLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID
G. "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
ENGNEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
V; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING,
ING. SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE
31ONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL
T AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON
ESIGN, POSITION CONNECTORS PER DRAWINGS 160 A.Z. THE SEAL ON THIS DRAWING INDICATES
SHOWN. THE SUITABILITY AND USE OF THIS
41'1 V8
Julius Lee P.E.
License # 34869,
455 SW 4th Avenue
Ielray Beach, 1=` 33444-2161
J
REV. 7.33.0107.17
RIGHT JIG = 3'0"8
SEQ = 3982
SCALE=1.0000
TC LL
TC DL
BC DL
BC LL*
TOT.LD.
20.Opsf
16.Opsf
10.Opsf
10.Opsf *
46.Opsf
a `
T z
REF
DATE 03-13-2008
DRWG
JC
O/A LEN. 3
DUR.FAC.
1.25
JOB #: 70506P22
SPACING
24.0"
TYPE JACK
Job:(705SW22) ,U.W.Pyrucker Homes, Inc ,Rupp / CJ1 B THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Top chard 2x4 SP #2 140 mph wind, 51.08 It mean hgt, ASCE 7-02, CLOSED bldg, Located anywhere in roof, CAT II, EXP-D, wind TC DL=9.6 psf,
Bot chord 2x4 SP #2 wind BC DL=6.0 psf.
Webs 2x4 SP #3
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS: Component and cladding wind pressures considered for uplift reactions.
CHORD SPACING(IN OC) START(FT) END(FT) Bottom chord checked for 10.00 psf non -concurrent live load.
BC 24 0.00 2.00
Deflection meets U360 live and U240 total load. Calculated vertical deflection is 0.01" due to live load and 0.02" due to total load at X = 0-0-0.
f 7"4 --�
2'
1'3" - - NAILED
90 90
Rv=291# 2U=132# W=6"
Rv=-61# U=104# NAILED
51'4"8
50,
LEFT JIG = 27"4 RIGHT JIG = 2V'12
DESC.= CJ1B SEQ= 4017
PLT. TYP.-WAVE FBC/rP12002(STD)Cq/RT=1.25(1.25)/,5(0) QTY= 8. TOTAL= 8 REV. 7.33.0107.17 SCALE=1.0000
It (ass CORR.0
"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 e ee ..
P.E.
P LeE
TC LL .sf
p
REF
PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON,'WI. 53719) FOR SAFETY PRACTICES
PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE
License # 34869
LL -
TC DL 16.Opsf a ;
DATE 03-13-2008
PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID
o j
CEILING. "IMPORTANT* FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
BC DL 10.0p Sf �I �
DRWG
ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
HANDESIDLINGANY WITH TPI: OR FABRICATING,
SHIPPING, INSTALLING AND BRACING OFOTRUUS NFORMANCE ES. DESIGN CONFORMS WITH APPLICABLE
BC LL* 10.Opsf " i C
JC
2400 Inr11r$�r faI ,i�Pc1
PROVISIONS OF NDS DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
O/A LEN. 2
Fort Pien e. FL- 349.46
(NATIONAL
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL
A 00 p
TOT.LD. 46.Opsf Z
Pliane: ("72) 466-33S8
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 #: 70506P22
r,�
r- x IL_ (: 2) 466-g-129
ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
DESIGN SHOWN. THE SUITABILITY AND USE OF THISICOMP,ONENT FOR ANY PARTICULAR BUILDING
1455 SW 4th Avenue
24.
JACK
IS THE RFSPONSIRII ITY OF THE RUII DING nFSIGNFRI PFR.ANSirrPI 1-19g5 SECTION 9 . - - - -
Delray -Beach, FL 33444-2161
SPACING 0"
TYPE
IOu.(/uOVOrL4),u.yy.rulUGKU1 Humes, INC,MUPPI LJ I
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START(FT) ' END(FT)
6C 12 0.00 1.00
Deflection meets L/360 live and U240 total load.
12 Rv=36# U=83# NAILED
r�
T
1
1'
11 I
1'
1
Rv=49# U=12# NAILED 1'
T
1
RV=13# U=6# NAILED
40'9"8
40'1"15
40'
I His uvvu. rKCYAKCu bT I r1C ALr11NC JU6 ur:zit IVCK rKUUKAlv1 rKUIVI..I KUJJ IVIr, s0 LHT UU I
140 mph wind, 40.79 ft mean hgt, ASCE 7-02, CLOSED bldg, Located anywhere in roof, CAT Il, EXP D, wind, TC DL=9.6 psf,
wind BC OL=6.0 psf. I ,
Component and cladding wind pressures considered for uplift reactions.
Bottom chord checked for 10,00 psf non -concurrent live load.
Calculated vertical deflection is 0.00" due to live load and 0.00" due to total load at X = 0-7-5.
LEFT JIG = VY11 RIGHT JIG =1'1 7
DESC. = CA SEQ = 3969
PLT. TYP.-WAVE FBCrrP12002(STD) Cq/RT=1.25(1.25)/5( 0) QTY= 22 TOTAL= 22 REV. 7.33.0107.17 SCALE=1.0000
' 1
I? I15S col I'-
"WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING
AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BYTPI (TRUSS
Julius Lee P.E.
TC LL 20.Opsf
REF
PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) FOR SAFETY PRACTICES
PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS'OTHERWISE INDICATED, TOP CHORD SHALL HAVE
License # 34869,
�.
TC DL 16.0psf
03-13-2008
STRUCTURAL PANELS AND BOTTOM CHORD SHALL
a
DATE
PROPERLY ATTACHED HAVE A PROPERLY ATTACHED RIGID
'•IMPORTANT" FURNISH A COPY OF THIS DESIGN TO INSTALLATION
'
CEILING. THE CONTRACTOR.
r
BC DL 10.Opsf II
DRWG
cur •r.•cca r+w
ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
HANDLING, SHIPPING, INSTALLING AND BRACING OFDESIGN; ANY FAILURE TO BUILD THE TRUSSES IN OTRUSSES. DESIGN CONFORMS WITH APRMANCE WITH TPI; OR PLICABLE
.-
BC LL* 10.Opsf' �
JC
2700 Industrial ,43rd
PROVISIONS OF NDS DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
U �
O/A LEN. 1
Fort Pierce. FL- 3494,6
(NATIONAL
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL
TOT.LD. 46.Opsf m z°
P}IU11C: (; r2) 446-3395
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 #: 70506P22
Jc.,
Pa a: C: /Z} 4r16—�}-;29
ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
SIGN SHOWN. THE AND USE OF IPOERAONENT FOR ANY PARTICULAR BUILDING
1455 SW 4th Avenue
SPACING 24.0"
JACK
ISTHERESPONSIBILITY OFTHILITY
E BUILDING DESIGNER, NS/TPI 1- 995 SECTION 2..
Delray Beach, FL 33444-2161
TYPE
1N.PurucleerHome9, Inc,Rupp/
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S
Top chord 2x4 SP #2
Bot chord 2x4 SP 24001-2.0E :B2 2x4 SP #2:
Webs 2x4 SP #3 :W1, W5 2x8 SP 2400f-2.0E:
02 2x4 SP #2:
SPECIAL LOADS
—(LUMBER DUR.FAC=1.00 / PLATE DUR.FAC =1.00)
TC - From 520 PLF at 0.13 to 520 PLF at 6.27
TC - From 120 PLF at 6.27 to 120 PLF at 23.52
BC - From 10 PLF at 0.00 to 10 PLF at 23.52
TC - 150 LB Cone. Load at 1.00
Calculated vertical deflection is 0.22" due to live load and 0.48" due to total load at X = 8-7-4.
Deflection meets U480 live and U360 total load.
The TC of this truss shall be braced with attached spans at 24" OC in lieu of structural sheathing.
23'6"4
2 Complete Trusses Required
Nailing Schedule: (0.131"x3" Gun_nails)
Top Chord: 1 Row @ 4.75" D.C.
Bot Chord: 1 Row @12.00" D.C.
Webs : 1 Row @ 4" D.C.
Use equal spacing between rows and stagger nails
In each row to avoid splitting.
140 mph wind, 31.50 ft mean hgt, ASCE 7-02, CLOSED bldg, not located within 4.60 I t from roof edge, CAT 11, EXP D, wind
TC DL=9.6 psf, wind BC DL=3.0 psf.
Component and cladding wind pressures considered for uplift reactions.
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START(FT) END(FT)
BC 74 0.00 23.52
Truss must be installed as shown with top chord up.
34 6'0"4 I 11011"423'6"4 15'3"12 84 I 23,6"4
2'9"6 2'2 43'22124 '4"8 4'4 3'10"
4X4(I)
X6(1) 4X40) 4X8(n 2X30) 2X30) 4X6(%) 4X8(R)(I) 2X3(C
I B B
Fa
1 10
—i I 30,
3X 19'8"4 v 3-10"
3'2"14 I 6 0"4 F 8'9" � 1.0" 1"4 �I 15'3"12 . 19'8'4 I 23 6 4 _
3'2"14 22'8"12 2'2"4 4'4"8 4'4"8_ 3-10"
It 2364 _
q=3427# U=2775#11W=7"4 23'6"4 Rv=2175# U=1729# W=6"
Rv=101# U=1009
LEFT JIG = 23'6"13 RIGHT JIG = 23'5"5
DESC. = FG20 SEQ = 4101
PLT. TYP.-WAVE FBC/rP12002(STD)Cq/RT=1.25(1.25)/5(0) QTY= 1, PLIES= 2 TOTAL= 2 REV. 7.33.0107.18 SCALE=0.2500
•
MEOW•'WARNING"
It IjS3 C-0I? I1-
TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING
REFER TO HIB-91 INSTALLING BRACING), PUBLISHED BY TPI
Julius Lee P.E.
TC LL 40.0 Sf
p
REF
AND BRACING. (HANDLING AND (TRUSS
PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) FOR SAFETY PRACTICES
PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE
License # 34869
LL .-
TC DL 20.Opsf y
DATE 03-13-2008
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.
oa I -
BC DL 5.Opsf �I
DRWG
cur .vca aw
ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
RWITH APPLICABLE
HDANDLINGNSHIPESIGN; AY FAIPING, INSTALLING AND BRACING OLIRE TO BUILD THE TRUSSES IN F TR �S ESNE WITH TPI; OR FABICATING,CDESIGN CONFORMSR
BC LL` 10.Opsf J V
JC
2�Q4 Industrial ,#3rd
PROVISIONS OF NDS DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
p
O/A LEN. 230604
Fort Pierce, F.L. 34946
(NATIONAL
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL
OVO
TOT.LD. E5.Opsf . Z
r)IUlle; ( rr2) 4,66-33H8
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
LC UR.FAC. 1.00
JOB #: 70506P22
r�
rm x: I, 12) 466-9329
ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
DESIGN SHOWN. THE SUITABILITY AND USE OF THIS'•COMPONENT FQR ANY PARTICULAR BUILDING
1455 SW 4th Avenue
MONO
,
IC THE PFCPOKMAII ITV f)F THE RIIII-r11Nf: r1FC1rK1rP PFP ANSIrrPI 1_1QQS SFr:TInN') - -. -
Delray Beach, FL 33444-2.161
SPACING 24.0" - - - _
TYPE
JOua, / uouurLL) ,b.VV.t-UrUCKer rlOMeS, inn ,mupp / rvz-I
I HIS UWl9. NKtPAKtU NY I Ht ALVINL JUC UtSIIJNtK VKUUKAM hKUMyI KUSS MhK'S LAYUU I
Top chord 2x4 SP #2
2 Complete Trusses Required
Bot chord 2x4 SP 2400f-2.OE :B2 2x4 SP #1:
,
Webs 2x4 SP #3 :W1, W12 2x6 SP #2:
02 2x4 SP #2::W5 2x8 SP 2400f-2.0E:
Nailing Schedule: (0.131"x3"_Gun _nails)
SPECIAL LOADS
Top Chord: 1 Row @ 4.75" o.c.
—(LUMBER DUR.FAC.=1.00 / PLATE DUR.FAC.=1.00)
Bot Chord: 1 Row @12.00" o.c.
Webs : 1 Row @ 4" o.c.
TC - From 520 PLF at 0.13 to 520 PLF at 6.27
TC - From 120 PLF at 6.27 to 120 PLF at 17.94
Use equal spacing between rows and stagger nails
BC - From 10 PLF at 0.00 to 10 PLF at 17.94
in each row to avoid splitting.
TC - 150 LB Conc. Load at 1.00
140 mph wind, 31.50 ft mean hgt, ASCE 7-02, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP D, wind .
Calculated vertical deflection is 0.17" due to live load and 0.39" due to total load at X = 8-7-4.
TC DL=9.6 psf, wind BC DL=3.0 psf.
Deflection meets. U480 live and L/360 total load.
Component and cladding wind pressures considered for uplift reactions.
The TC of this truss shall be braced with attached spans at 24" OC in lieu of structural sheathing.
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START(FT) END(FT)
BC 76 -0.13 17.81
Truss must be installed as shown with top chord up.
2"1?_ 3'1"1
91119 911D115
T
T
Rv=3313#
6'0"4
9'11"3
8'9" 10�"•
14'2"8
17'11"4
'i'R"19
_T
_T
1
LEFT JIG = 18RIGHT JIG=17'10"8
DESC. = FG21 SEQ = 4152
PLT. TYP.-WAVE FBC/rP12002(STD)Cq/RT=1.25(1.25)/5(0) QTY= 1 PLIES= 2 TOTAL= 2 REV. 7.33.0107.18 SCALE=0.3750
It U Ss C 0I� I'.
' - - - -
[up r.�ie nw
**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, 583 D'ONOFRIO 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. ••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; NY FAILURE TO BUILD THE THANDLING, SHIPPING, INSTALLING ANDR RUSSES ACING OFONFORMANCE TRUS ES. DESIGN CONFORMS W THWITH TPI: ORINGAPPLICABLE
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
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 HOWN_
SES r RESPO SIBILITY OF THE BUILDMGTHE SUITABILITY AND SD S GNER PERE OF THIS PANS RPI tONENT O 995 SECTR ANY RON ZLAR BUILDING
Julius Lee P.E;
License # 34869
1455 SW 4th Avenue
Delray Beach, FL 33444-2161
'TC LL 40.Opsf
L!_ .-
TC DL 20.Opsf n.
BC DL 5.Opsf If
BC LL* 10.0psf * J 6
U' IL
TOT.LD. 65.Opsf m Z
REF
DATE 03-13-2008
DRWG
JC
2.7Q0 I n1lustri� I ,�� rd
Wort I'iere e. F.L. 3494,6
P}ILf11C: r-72) 44,6-338$
i,Hx• �" 121-11,G- Z29
O/A LEN. 171104
DUR.FAC. 1.00
JOB #: 70506P22
SPACING 24.0"
TYPE COMN
G.W.PUrucleer Homes; Inc,RUpp / FG22 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
Top chord 2x4 SP #2
Bot chord 2x6 SP 2400f-2.0E
Webs 2x4 SP #3 :W1, W13 2x6 SP #2:
:W2, W12 2x4 SP #2:
SPECIAL LOADS
—(LUMBER DUR.FAC.=1.00 / PLATE DUR.FAC =1.00)
TC - From 620 PLF at 0.00 to 620 PLF at 2.00
TC - From 120 PLF at 2.00 to 120 PLF at 17.52
BC - From 10 PLF at 0.00 to 10 PLF at 17.52
BC- 129 LB Conc. Load at 0.60
BC- 59 LB Conc. Load at 1.06
BC- 1203 LB Conc. Load at 1.73
BC- 101 LB Conc. Load at 2.40
BC- 117 LB Conc. Load at 3.73, 5.06, 6.40, 7.73
BC- 318 LB Conc. Load at 9.06, 10.40, 10.98, 12.31
BC- 229 LB Conc. Load at 13.65, 14.98, 16.31
Truss must be installed as shown with top chord up.
Rv=4343#
5'10"1
2'11"l
8'9"2
2'11"1
2 Complete Trusses Required
CIS
Nailing Schedule: (0.131"x3"_Gun nails)
Top Chord: 1 Row @ 4.00" D.C.
Bot Chord: 1 Row @ 5.50" D.C.
Webs : 1 Row @ 4" D.C.
Use equal spacing between rows and stagger nails
in each row to avoid splitting.
140 mph wind, 31.50 ft mean hgt, ASCE 7-02, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP D, wind
TC DL=9.6 psf, wind BC DL=3.0 psf.
Wind reactions based on MWFRS pressures.
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START(FT) END(FT)
BC 87 -0.13 17.40
Calculated vertical deflection is 0.27" due to live load and 0.46" due to total load at X = 8-9-2
Deflection meets U480 live and U360 total load.
The TC of this truss shall be braced with attached spans at 24" CC in lieu of structural sheathing.
11'8"3 1 147'3 1 17'6"4
2'11"1 2'11"l 2-11111
3 17'6"4
2' 11"1 5' 10" 1 8'9"2 11'8"3 14'7"3 17'6"4
1 211 1 1 211 1 I 211 1 17'614 211"1
U=3451# 17'6"4 Rv=2853# U=11
T
3n
T
Pl
LEFT JIG = 177' RIGHT JIG = 177'
DESC. = FG22 SEQ = 4170
PLT. TYP.-WAVE FSCrrP12002(STD)Cq/RT=1.25(l.25)/5(0) QTY= 1,PLIES= 2 TOTAL= 2 REV. 7.33.0107.18 SCALE=0.3750
•
Id «SS CY}I? I �.
"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 LeeP.E.
TC LL 40.0Sf
p
REF
PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) FOR SAFETY PRACTICES
PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE
License # 34869
li ...
TC DL 20.Opsf a v
DATE 03-13-2008
PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID
'•IMPORTANT"
t
CEILING. FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
S.Opsf
BC DL n
DRWG
ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING,
HHANIDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE
BC LL" 10.Opsf U
JC
2900 Industrial .Qrd
.
PROVISIONS OF NDS DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
U �
O/A LEN. 170604
Fort Pierce, F.L. 349U
(NATIONAL
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL
TOT.LD. 65.Opsf a0 Z
(
PTILHIC: 5M) 466-335R
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
DURYAC. 1.00
JOB #: 70506P22
J+�
r'Nx: (: 72) 466-�k329
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
FLAT
-
IC THE DFCDnMQlPTl"nF THE Al III Nldr nFCIrNFD oFD nlaclrrDl ,-,oas ccnTlnN I -
Delrav Beach. FL 33444-2161
SPACING 24.0" _
TYPE r Ll1T
.VV.r'UrUCKer nomes. Inc .mupp / ruGJ
Top chord 2x6 SP #2
Bot chord 2x4 SP #2
Webs 2x6 SP #2 :W2, W3 2x4 SP #2:
SPECIAL LOADS
---(LUMBER DUR.FAC.=1.00 / PLATE DUR.FAC.=1.00)
TC - From 245 PLF at 0.00 to 245 PLF at 4.10
BC - From 10 PLF at 0.46 to 10 PLF at 3.65
TC - 420 LB Conc. Load at 0.06
TC - 650 LB Conc. Load at 1.03
TC - 150 LB Conc. Load at 3.00
TC - 430 LB Conc. Load at 3.88
Calculated vertical deflection is 0.00" due to live load and 0.00" due to total load at X = 1-11-3.
Deflection meets U480 live and L/360 total load.
The TC of this truss shall be braced with attached spans at 24" OC in lieu of structural sheathing.
2'0"10
2'0"10
WA/IN
2'0"10
AYWI\
W2
W3
_I
4'1"4
4'1 "4
4'1"4
/Aoki/
Rv=1484# U=1180# W=7"4
I tits UVVIi. VKtVAKtU t$Y I rlt ALYINt JUu Ut illiNtK VKUIiKAIVI rKUIVI,I KUJO IVIrK s L %TUU I
2 Complete Trusses Required
Nailing Schedule: (0.131"x3"_Gun nails)
Top Chord: 2 Rows @ 5.00" o.c. (Each Row)
Bot Chord: 1 Row @12.00" o.c.
Webs : 1 Row @ 4" o'C.
Use equal spacing between rows and stagger nails
in each row to avoid splitting.
140 mph wind, 31.50 ft mean hgt, ASCE 7-02, CLOSED bldg, Located anywhere in roof, CAT 11, EXP D, wind TC DL=9.6 psf,
wind BC DL=3.0 psf.
Component and cladding wind pressures considered for uplift reactions.
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START(FT) END(FT)
BC 49 0.00 4.10
Truss must be installed as shown with top chord up.
,)A'rkl/
RV=1203# U=956#
LEFT JIG = 3'11"5 RIGHT JIG = 3'11"5
DIEM'= FG23' SEQ= 4157
PLT. TYP.-WAVE ._ FBC/rP12002(STO)Cq/RT=1.25(1.25)/5(0) QTY= 1 PLIES= 2 TOTAL= 2 REV. 7.33.0107.18 SCALE=1.0000
11111111�•
Id I,ISct c )I? I'-
cur •T•`�m ew
--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, 583 D'ONOFRIO 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. "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
OCFABRICATING,
DESHANIDLINGNFAILURE SBUILD THE TRUSSES IN CONFORMANCE
SHIPPINGINTALL NG AND BRACING OFTRUS ESNDESIGN CONFORMSWITH APPLICABLE
PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE 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 DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES
ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
S T E RESPONSIBILITY OF THIE BUILD IN DES G EIR PER ANSUTP 1O 995 SEC PARTICULAR BUILDING
JUIIUS Lee P.E.TC
License # 348.69 ,
1455 SW 4th Avenue
Delray Beach, FL 33444-2161
LL 40.0 psf
LL -
TC DL 20.Opsf a `
_
BC DL 5.Opsf noc
BC LL* 10.Opsf * J 0
U 0
TOT.LD. 65.Opsf p0 Z
REF
DATE 03-13-2008
DRWG
JC
%loo Iora�l$II 1� I •�� rd
Fort View e, FL. 34946
P}IL111C: ( -72) 446-338$
,��
i'H x: �: /Z) I(�(-932�
O/A LEN. 40104
DUR.FAC. 1.00
JOB #: 70506P22
SPACING 24.0"
TYPE FLAT
W.Pwrucker Homes, Inc.RunD/ FG24
Top chord 2x6 SP #2
Bot chord 2x6 SP 2400f-2.0E
Webs 2x4 SP #3 :W1, W9 2x8 SP 2400f-2.OE:
:W2, W8 2x4 SP #2:
Trusses or components connecting to this girder have been modified by the truss designer. The loading for this girder requires
verification for accuracy.
SPECIAL LOADS
—(LUMBER DUR.FAC.=1.00 / PLATE DUR.FAC.=1.00)
TC - From 480 PLF at 0.00 to 480 PLF at 9.65
BC - From 7 PLF at 0.00 to 7 PLF at 9.65
TC - 150 LB Conc. Load at 1.00
BC - 2000 LB Conc. Load at 4.23
Trusses to be spaced at 16.0" OC maximum.
Deflection meets U480 live and U360 total load.
The TC of this truss shall be braced with attached spans at 24" OC in lieu of structural sheathing
2'711
2'711
wom
AVAII\
4'9"14
2'2"3
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
2 Complete Trusses Required
Nailing Schedule: (0.131"x3" Gun nails)
Top Chord: 1 Row @ 5.00" o.c.
Bot Chord: 1 Row @ 6.00" o.c.
Webs : 1 Row @ 4" o.c.
Use equal spacing between rows and stagger nails
in each row to avoid splitting.
140 mph wind, 31.67 ft mean hgt, ASCE 7-02, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP D, wind
TC DL=9.6 psf, wind BC DL=3.0 psf.
Component and cladding wind pressures considered for uplift reactions.
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START(FT) END(FT)
BC 114 0.00 9.65
Calculated vertical deflection is 0.04" due to live load and 0.09" due to total load at X = 4-9-14.
Truss must be installed as shown with top chord up.
7'0"1
2'2"3
9'7"12
2'7"11.
71
W2
W1
8
4X8(I) 4X8(1) 4X8(I)
-1
9'T'12
27'11 4'9"14 7'0"1 97'12
\ 3X4(I)
Rv=3605# U=2867# W=7"4
2 7 11 2 2 3 97`12 27"3
.. 97'12
2711 3X4(I)
Rv=3240#
30'
LEFT JIG = 9'97 RIGHT JIG = 9'97
DESC. = FG24 SEQ = 3996
PLT. TYP.-WAVE FBC/TP12002(STo)cq/RT=1.25(1.25)/5(0) QTY= 1 PLIES= 2 TOTAL= 2 REV. 7.33.6107.18 SCALE=0.7500
It U SS Co Ii I'.
J
run .��a rx
"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, 583 D'ONOFRIO 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. **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR..
ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
JUIIUS Lee P.E.
License # 34869
TC LL 40.Opsf
U- .
TC DL 20.Opsf a ;
BC DL 5.Opsf
-
REF
DATE 03-13-2008
DRWG
JC
HANDLING, SHIPPING, INSTALLING AND RACING OFOTRUS ES. DESIGN CONFORMS WITH; ANY FAII URE TO BUILD THE TRUSSES IN CFORMANCE WITH TPI; ORINGAPPLICABLE
PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE 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 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
IC TW= OCCD—CIPII ITV ITF TWO DI III nIKIn nPQI KIPM OPP AMCl/ PI 1_1009 CP�`TIl1M
1455 SW 4th AVenUe
Delrav Beach. FL 33444-2161-
BC LL" 10.0psf - 0
m
TOT.LD. 65.Opsf Zo
29p0 InlllrStrigl :#3rd
Fort Vien e. F.L. 349�46
Maim; ('.'r2)-96-335S
,
Pal] (7 7� 1Z) 4669329
O/A LEN. 90712
DURYAC. 1.00
JOB #: 70506P22
SPACING 16.0"- -
TYPE MONO
j=D (u5ubrzz) ,Lj.yy.t-uruCKer Homes, Inc,Kupp i t- I zuut
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
SPECIAL LOADS
-----(LUMBER DUR.FAC.=1.00 / PLATE DUR.FAC.=1.00)
TC - From 135 PLF at 0.00 to 135 PLF at 16.08
BC - From 7 PLF at 0.00 to 7 PLF at 16.08
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START(FT) END(FT)
BC 120 0.00 16.08
Deflection meets L1480 live and U360 total load.
Fasten rated sheathing to one face of this frame.
TKIS UWG. PKtHAKtU BY I Fit ALF'INt JUB Ut:tRUNtK PKUUKAM FKUMr I KUSS MFK'S LAYUU I
140 mph wind, 31.17 ft mean hgt, ASCE 7-02, CLOSED bldg, Located anywhere in roof, CAT II, EXP D, wind TC DL=9.6 psf,
wind BC DL=3.0 psf.
Component and cladding wind pressures considered for uplift reactions.
All plates are 2X3 except as noted.
Truss spaced at 16.0" OC designed to support 1-0-0 top chord outlookers. Cladding load shall not exceed 0.00 PSF. Top
chard must not be cut or notched.
Trusses to be spaced at 16.0" OC maximum.
Calculated vertical deflection is 0.00" due to live load and 0.00" due to total load at X = 0-8-4.
Truss must be installed as shown with top chord up.
1'4"8 I 2'8"8 I 4'0"8 I 5'4"8 I 6'8"8 1 80"8 I 9'4"8 110'8' '0'¢�, 113'4"8 1 14'8"8 I 16'1°
1'4"8 1'4" 1'4" 1'4" 1'4" 1'4" 1'4" 1'4" 1'4" 1,4„ 1'4"8
WA 1
(I) 1'4"6 (I) z'6"s (I> a'o"a (I) 5'a"6 (I) 0 6"6 (I) 8'0"6 (1) 9'4"6 (I) 1 D 6"6 (I) 12'0"8 (1) 1 "8 (1)4'8"8 (1) 16'1 10
148 1'4" 1'4" 1'4" 1'4„ 1'4" 16 1 1'4" 1'4" 1'4" 1 1'4" 8
16'1" If U=113plf W='
LEFT JIG = 16'1"8 RIGHT JIG=16'1"8
DESC. = FT20GE SEQ = 4580
PLT. TYP.-WAVE FBC/rP12002(STD)Cg1RT=1.25(1.25)15(0) QTY= 1 TOTAL= 1 REV. 7.33.0107.18 SCALE=0.3750
It U SS COI? I'.
J
-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, 583 D'ONOFRIO 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. "IMPORTANT-' FURNISH
ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
HANDLDES ING, SHIPPING, INSTALLING AND; ANY FAII URE TO BUILD THE BRACING RACING OF TRUSSES. DESIGN CONFORMS WITH USSES IN CONFORMANCE WITH TPI; OR I 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 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
SE HE RESPO SIBILITY OF THIE BUILDING ES GNER POER ANS rrPI 1O 995 SECTION 2.. BUILDING
Julius P.E.
2 IIUS 2
License # 34869
1455 SW 4th Avenue
Delray Beach, FL 33444-2161
TC LL 40.0 psf
u
TC DL 20.0psf a
BC DL 5.Opsf J O
BC LL' 10.Opsf. • -� o
U 1�
TOT.LD. 65.0pSf 00 Z
REF
DATE 03-13-2008
DRWG
JC
7900 Ind p3trifl1 '.Q rd
Fort Nave. FL. 34946
P)ILFIIC. (; 72) 466-338S
,��
PN x: (: 12) 41;f-932+1
01A LEN. 160100
DUR.FAC. 1.00
JOB #: 70506P22
SPACING 16.0"
TYPE GABL
)b:(?05B8P12a) ,U.W.Pylrucfcer Homes, Inc ,Rupp / Fi-21
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FF
R I AVr1I IT
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 '
Webs 2x4 SP #3
Calculated vertical deflection is 0.11" due to live load and 0.22" due to total load at X = 6-9-0
Truss must be installed as shown with top chord up.
3'6"4
3'6"4
LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START(FT) END(FT)
BC 120 0.00 16.08
Trusses to be spaced at 16.0" OC maximum.
Deflection meets U480 live and U360 total load.
6'10"12 I 1010"8 13'0"12
3'4"8 3'1"12 3'0"4
16'1"
3-0-'4
4X41 3X41 2X31 '2X31 - 3X41 3X41 T
T
tV
30'
4X4(I) 3X4(1) - - 3X4(I)
xim 10'0"8 6'0"8
3'6"4 6'10"12 10',0"8 13'0"12 16'1"
3-6--41 3'4"8 I 16'1' 1 12 I 3'0"4 I 3'0"4
-465# - " 16'11" ' Rv=663# W=8" Rv=283t
SEAT PLATE REQUIRED
LEFT JIG = 161"8 RIGHT JIG = 16'1"8
DESC.= FT21 SEQ=.4540
PLT. TYP.-WAVE FBCrrP12002(STD) Cq/RT=1.25(l.25)/5(0) QTY= 4 TOTAL= 4 REV. 7.33.0107.18 SCALE=0.3750
I1 «SS 1. Ii I'-
"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 40.Opsf
REF
J
PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, W1. 53719) FOR SAFETY PRACTICES
PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE
License # 34869
LL -
TC DL 20.Opsf a ;
DATE 03-13-2008
PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID
"IMPORTANT"
t
CEILING. FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
BC DL S.Opsf 1I
DRWG
•un .-ume.w
ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
IN CNFORMANCE WITH TPI; OR FABRICATING,*
HANDLING, SHIPPING, INSTALLING ANDDESIGN; ANY FAILURE TO BUILD THE TR RUSSES ACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE
BC LL* 10.0psf
JC
���tQ I°If IljlPlat •�� rd
Fort New e, F.L. 34946
PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL
U
TOT.LD. 65.Opsf .� Z
O/A LEN. 160100
MILHIC: (772) 446-33Sfi
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. 1.00
JOB #: 70506P22
- �
Fe %: � - 2) 4(111-9.329
ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
DESIGN SHOWN. THE SUI-T-ABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING
1455 SW 4th Avenue
' ^
FLAT
IS THE RFSPONSIRILITY OF THE RUILDING DFSIGNFR .PER ANSI/TPI 1.1995-SECTION 2. _ - -.
Delray Beach. FL 33444-2161
SPACING 46.0" -
TYPE
/OD:(/USUt:)rzz) ,L3.vv.ruruCKer rlomes, lnc,Kupp [ r 1 zzut:
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
SPECIAL LOADS
--(LUMBER DUR.FAC.=1.00 / PLATE DUR.FAC.=1.00)
TC - From 135 PLF at 0.00 to 135 PLF at 13.79
BC - From 7 PLF at 0.00 to 7 PLF at 13.79
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START(FT) END(FT)
BC 120 0.00 13.79
Deflection meets U480 live and U360 total load.
Fasten rated sheathing to one face of this frame.
1'6"12 2'10"12 4'2"12 5'612
1.5, 1 4" 1'4" 1 4„
61012 8712
1'4" 1'4"
I HIS UW(i. PKtNAHtU HY I Ht ALVINt JUU UtSIUNtK I'KUUKAM FKUM�I KUSS MF4t'6 LAY UU I ti r,
140 mph wind, 31.17 ft mean hgt, ASCE 7-02, CLOSED bldg, Located anywhere in roof, CAT II, EXP D, wind TC DL=9.6 psf,
wind BC DL=3.0 psf.
Component and cladding wind pressures considered for uplift reactions.
All plates are 2X3 except as noted.
Truss spaced at 16.0" OC designed to support 1-0-0 top chord outlookers. Cladding load shall not exceed 0.00 PSF. Top
chord must not be cut or notched.
Trusses to be spaced at 16.0" OC maximum.
Calculated vertical deflection is 0.00" due to live load and 0.00" due to total load at X = 0-8-1.
Truss must be installed as shown with top chord up.
1Tr12
1'5"
2X4 2X4
TI) (I) (I) (I) a) (I) (I) ", (I) 0) (I)
1N (1V
1 1
3'9"8
�112 1'6"12 2'10"12 4'2"12 5'6"12 6'10"12 8'212 9'6"12 10'10 2"12 13712 3'9"
)1 1'S" 1'4" 1'4" 1'4" 1'4" 13 9 8 1'4" 1'4" 1,4 1'4" 1'5" 1"1
1319"8 v=142plf U=134plf W=13'9"8
�30'
LEFT JIG = 13`10"1 RIGHT JIG=13'10"1
DESC. = FT22GE SEQ = 4576
PLT. TYP.-WAVE FBC/rP12002(STD)Cq/RT=1.25(1.25)15(0) QTY= 1 TOTAL=1 REV. 7.33.0107.18 SCALE=0.5000
I� (,I.S�r1 C`C}Ii I'.
"WARNING•' TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING'
AND BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY (TRUSS
JUIIUS Lee P.E.
TC LL 40.Opsf
REF
PLATE INSTITUTE, 683 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) FOR SAFETY PRACTICES _
PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE
License # 34869
LL .-
TC DL 20.Opsf d
D—ATE 03-13-2008
PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID
"IMPORTANT"
CEILING. FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
BC DL 5.0psf
DRWG[DES
eur .�La aw
ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
GN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR I
J o
BC LL' 10.0psf J V
JCi
Z OO Int11LsI�iA rd
HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE
U �
O/A LEN. 130908
.Q
Fort Pierce. FL- 34946
PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL
TOT.LD. 65.Opsf .� Z
Ph Linn; (" 72) 466-338S
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. 1.00
JOB #: 70506P22
rN1l: C: JZ} 466-9.529
ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
DESIGNLITY USE OF THIS FOR ANY BUILDING
PAONS
1455 SW 4th Avenue
SPACING 16.0"
GABL
/TPI 1- 995 SECTINENT
BUILDING BUILDING DESIGNER. PAND
STHE RESPONSIBILITY OF THE ER ON 2.
Delray Beach, FL 33444-2161
TYPE
Ab:(90536P22.1,6.W.PlarucK,arHomeS; Inc,Rupp/FT23
Top chord 2x4 SP #2 1
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Calculated vertical deflection is 0.12" due to live load and 0.19" due to total load at X = 5-9-3.
Truss must be installed as shown with top chord up.
3'0"5
3'0"5
5'101,15
2'10"9
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START(FT) END(FT)
BC 120 0.00 13.79
Trusses to be spaced at 16.0" OC maximum.
Deflection meets U360 live and U240 total load.
7'10"9 10'9"3
1' 11"10 2' 10"9
13'9"8
3'0"5
4X4 I 2X3 I 2X3 I 4X4 I
2X 2X T
30'
3X4(I) 3X4(I)
13'9"8 -I
4 4(1) 5'10"15 7'10"9 13'9"8 4X4(1)
-_ 5'10"15 1 11�9'18 1 5 10 15
Rv=588# 4"8 13'9"8 Rv=5
LEFT JIG = 13'8"10 RIGHT JIG = 13'8"10
DESC. = FT23 SEQ = 4063
PLT. TYP.-WAVE FBC/TPI2002(STD)Cq/RT=1.25(1.25)/5(0) QTY=.10 TOTAL= 10 REV. 7.33.0107.17 SCALE=0.5000
I2 (j ss col I *.
' T
"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, 583 D'ONOFRIO 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. "IMPORTANT'• FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
HA NOLDESIGINGNSHIPPINGEINSTAL INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH ATO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR PPLICABLE
PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE 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 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
= Tom= o��o�. o ry � — .1111 1 11 �« �� �o .=. en --I I —A —c T-Kl I
Julius Lee P.E.
License # 34869--
-
1455 SW 4th Avenue
Delrav Beach. FL 33444-2161
TC LL 40.0 Sf
p
TC DL 20.Opsf u) y
o
5.Opsf
BC DL J o
BC LL' 10.0 Sf " -� U
p m o
TOT.LD. 65.Opsf Z
REF
DATE 03-13-2008
DRWG
JC
2�]QQ IntJllstrial ,42rd
Fort Vien e, F.L. 34946
MIL111C: (772) 4,66-338S
Px m (; 72) 466-U 29
O/A LEN. 130908
DUR.FAC. 1.00
JOB #: 70506P22
SPACING 16.0"
TYPE FLAT
IOD:(/USUurzz) ,L;.vv.t-urucKer rtomes, me ,Kupp / r I L4
Top chord 2x4 SP 2400f-2.OE :T2 2x4 SP #2:
Bot chord 2x4 SP #1 :B2 2x4 SP #2:
Webs 2x4 SP #3 :W1 2x6 SP #2::W2 2x4 SP #2:
SPECIAL LOADS
-----(LUMBER DUR.FAC.=1.00 / PLATE DUR.FAC.=1.00)
TC - From 80 PLF at 0.13 to 80 PLF at 23.52
BC - From 7 PLF at 0.00 to 7 PLF at 23.52
TC - 3000 LB Conc. Load at 0.25
Calculated vertical deflection is 0.19" due to live load and 0.41" due to total load at X = 8-7-4
Truss must be installed as shown with top chord up.
11116 UWU. L'KtI AKtU BY I Ht ALVINt JUIJ UtJILiNtK HKUUKAM rKUM.�I KUAJ IVR-pt o LATUUY 1
140 mph wind, 31.50 it mean hgt, ASCE 7-02, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP D, wind
TC DL=9.6 psf, wind BC DL=3.0 psi.
Component and cladding wind pressures considered for uplift reactions.
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START(FT) END(FT)
BC 44 -0.13 23.40
Trusses to be spaced at 16.0" OC maximum.
Deflection meets U480 live and U360 total load.
The TC of this truss shall be braced with attached spans at 24" OC in lieu of structural sheathing.
`• C yTP ,c
_
23'6"4
r
23'6"4
4'4"8 819" 10'11"4 15'3"12 1 '4 "4
23'6"4
4'4"8 4'4"8 2'2"4 4'4"8 4' ''
3'10'
2X3(I) -
4X6 I
3X4 I 4X4 I 2X3 I I 4X4 T2 4X8 R I
2X4 I
W2
ZD
�e
30
4X6(I) 3X4(I) 4X4(I) 7X8(I) Y.
5X
19'8"4
"
10'11"4 19'84
.,10
„48.9.1 2
4'44„8 4,4-T 2'2"4 4,4"8 4'4"8
0"
23'6"4
Rv=3785# U=3008# W=7"4
23'6"4 Rv=1185# U=942# W=3"
;
8# U=94#
LEFT JIG = 23'6"13
RIGHT JIG = 23'5"5
DESC. = FT24
SEQ = 4077
PLT.TYP.-WAVE
FBClrP12002(STD)Cq/RT=1.25(l.25)/5(0) QTY=4 TOTAL=4
REV. 7.33.0107.18
SCALE=0.2500
'
eeeooq,��sss+ I I� (j SS Cif ld I'-
"WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING
AND BRACING. REFER TO HIS-91 (HANDLING INSTALLING AND BRACING), PUBLISHED. BY TPI (TRUSS
Lee
ee P.E.
Juliuspsf
00
TC LL 4.
REF
.
PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) FOR SAFETY PRACTICES
PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE
License # 34869
TC DL 20.Opsf
tL ..
a E
DATE 03-13-2008
PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID
"IMPORTANT"
-
CEILING. FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
BC DL 5.Opsf
8
DRWG
ur -r-1 r�w
ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
NFORMANCE WITH TPI; OR FABRICATING,
ICABLE, LICABLE
IDLING, SHIPPING, INSTALLING R G AND ACING OFTO BUILD THE TRUSSES IN OTRUS ES. DESIGN CONFORMS WITH APPL
BC LL* 10.0psf *
J
-J 0o
JC '
Z�00 I OIJ �1$trlg I ,�,i PLI
,
PROVISIONS OF NDS DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
O/A LEN. 230604
Fort Pimp, 11. 349 Vj
(NATIONAL
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL
TOT.LD. 65.0psf
m Z
MiLIIIC: (',7 ) 466-3388
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 SEAL ON THIS DRAWING INDICATES
DUR.FAC. 1.00
JOB #: 70506P22
FH a: (772) 46(p-t}-329
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 16.0"
FLAT
IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSUTPI 1-1995 SECTION 2.
Delray Beach, FL 33444-2161
TYPE
Db.'(-705 16P2Z>;,G.W.P;jrucKhr Homes, Inc ,Rupp / FT25
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3 :W1 2x6 SP #2:
SPECIAL LOADS
--(LUMBER DUR.FAC.=1.00 / PLATE DUR.FAC.=1.00)
TC - From 80 PLF at 0.13 to 80 PLF at 23.52
BC - From 7 PLF at 0.00 to 7 PLF at 23.52
TC - 3000 LB Conc. Load at 0.25
Calculated vertical deflection is 0.11" due to live load and 0.23" due to total load at X = 8-7-4
Truss must be installed as shown with top chord up.
3"8
�1
�7i=3527# U
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
140 mph wind, 31.50 ft mean hgt, ASCE 7-02, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP D, wind
TC DL=9.6 psf, wind BC DL=3.0 psf.
Component and cladding wind pressures considered for uplift reactions.
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN CC) START(FT) END(FT)
BC 54 -0.13 23.40
Trusses to be spaced at 16.0" OC maximum.
Deflection meets U480 live and U360 total load.
The TC of this truss shall be braced with attached spans, at 24" OC in lieu of structural sheathing.
1 23'6"4
4'66 1 819.. 1.10'l1"4 23'6"414'8"4 I 19'0"6 23Al
4'66 47'10 2'2"4 3'9 4'4"2 4514
4'6"6 8'9" 10-11"4 14'8"4 19T 6 23'6"4
F 4'6"6 1 4'2"10 1 2 2 4 I T9„ I 4,4"2 I 4'5"14 '
IE 23'6"4 — I
11W=TA "' RM2143# U=988# W=6"
Rv=318# U=253#
I 30'
LEFT JIG = 23'6"13 RIGHT JIG = 23'5"5
DESC. = FT25 SEQ = 4090
PLT. TYP.-WAVE FBcrrP12002(STD) Cq/RT=1.25(l.25)/ 5(0) QTY= 4 TOTAL= 4 REV. 7.33.0107.18 SCALE=0.2500
1
R US9 C 01 I .
2900 IntlustriAl 33rd
Fort Viers e, FL. 349-0
P)IL4tle: 7,2) 446-335R
r,
F• 8 %:_C 72) 466-U29
"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, 683 D'ONOFRIO DR., SUITE 200, MADISON, M. 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 DEVIATION FROM THISDESIG; ANY FAILURE TO BUILD THE TRUSSES IN
TPI; OR FAICATING,*
HHANDLING, SHIPPING, INSTALLING AND BRACING OF TRUOSSES. RMANCE DESIGN CON ORMS WITH APPLICABLE
PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE 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 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
IS THE RESPONS BILITY OFT E BUILDING DESIGNER PER ANSI/rPl 1-1995 SECTION 2.
Julius Lee P.E.
License # 34869
1455 SW 4th Avenue
Delfay Beach, FL 33444-2161
TC LL 40.0pY1Sf
'LL .-
TC DL 20.Opsf aci
cL =
BC DL 5.0psf .
II e
BC LLWITH 10.0psf * -� U
m o
TOT.LD. 65.0pSf T Z
REF '
DATE 03-13-2008
DRWG
JC
O/A LEN. 230604
DUR.FAC. 1.00
JOB #: 70506P22
SPACING -16-
TYPE _ FLAT
)D:(/ 0000rZZ) ,y. VV.rurucKeF r1OMeS, me ,MUPP / r- I /_0
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3 :W1, W10 2x6 SP #2:
SPECIAL LOADS
---(LUMBER DUR.FAC.=1.00 / PLATE DUR.FAC.=1.00)
TC - From 80 PLF at 0.13 to 80 PLF at 17.81
BC - From 7 PLF at 0.00 to 7 PLF at 17.94
TC - 3000 LB Conc. Load at 0.25
Trusses to be spaced at 16.0" OC maximum.
Deflection meets U480 live and U360 total load.
The TC of this truss shall be braced with attached spans at 24" OC in lieu of structural sheathing
Rv=3516#
2"14 _ 4'5"6
8,9„
10'11"4
I HIS DWG. PKt YAKLU by I Ht ALFINt JUtl UtSIUNtK F'KUGKAIVI FKUIVI,,I KUJS MY,KS LAYUU 1
140 mph wind, 31.50 ft meah hgt, ASCE 7-02, CLOSED bldg, not located within 4.50 ft from roof edge, CAT II, EXP D, wind
TC DL=9.6 psf, wind BC DL=3.0 psf.
Component and cladding wind pressures considered for uplift reactions.
All plates are 3X4 except as noted.
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START(FT) END(FT)
BC 54 -0.13 17.81
Calculated vertical deflection is 0.10" due to live load and 0.22" due to total load at X = 8-7-4.
Truss must be installed as shown with top chord up.
'ITY12. 17'11
47' 10 4,3"10 27"4 '"2„ 3' 1"6
4X4 2X3 2X3 4X8 3X4 R
(0 0) 1 (1) 0) (1) rM
W1 W10
3y8LW Li
4X4 4X8
4X 1 I 17'11"4 1
4"1 4'6-6 8'9" 10'11"4 14'4"6 (1).17'11"4 (1)
2"12 47'10 4'3"10 17'11"4 274 3'5"2 3'6"14
U=279 W=7"4 17'11"4 =291plf U=231plf W '6"
�30'
LEFT JIG = 1710"8 RIGHT JIG=1T10"8
DESC. = FT26 SEQ = 4139
PLT. TYP.-WAVE FBC rP12002(STD)Cq/RT=1.25(l.25)/5(0) QTY=1 TOTAL= 1 REV. 7.33.0107.18 SCALE=0.3750
TV*' � (� SS C OR 11-
c"r -r.•ccv nw
( -
2.1(10lntlustrigl ;i3rd
Fort Pierce. 11. 34946
PlI LHIK: r �'."?Z) 466-33SS
r.329
"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, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) FOR SAFETY PRACTICES
PRIOR TOPERFORMINGTHESE 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
HHANIDLING, SHIPPING, I; ANY FAILURE NSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR APPLICABLE
PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE 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 DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES
ACCEPTANCE
DESIGN SHOWN• THE SUITABILITY AND USE OF THIS COMPONENT FOR ANYPARTICULAR BUIPROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS ILLDINGNENT
IS
IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/rPI 1-1995 SECTION 2.
Julius Lee P.E.
License # 34869
1455 SW 4th Avenue
Delray Beach, FL 33444-2161
TC LL 40.0 psf
LL_T
TC DL 20:0psf � y
�- t
S.Opsf
BC DL J O
BC LL* 10.Opsf J U
0
TOT.LD. 65.Opsf T Z
REF
DATE 03-13-2008
DRWG
JC
O/A LEN. 171104
DUR.FAC. 1.00
JOB #: 70506P22
16.0"
TYPE FLAT
)b: f?05w6P2� ,G.W.P,;jruck r Home`S,"Inc ,Rupp / FT27
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 "
Webs 2x4 SP 43
All plates are 3X4 except as noted.
Trusses to be spaced at 16.0" OC maximum.
Calculated vertical deflection is 0.00" due to live load and 0.01" due to total load at X = 2-7-12.
Provide for complete drainage of roof.
THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT
140 mph wind, 31.50 It mean hgt, ASCE 7-02, CLOSED bldg, not located within 4.50 It from roof edge, CAT II, EXP D, wind
TC DL=9.6 psf, wind BC DL=3.0 psf.
Component and cladding wind pressures considered for uplift reactions.
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURL.INS:
CHORD SPACING(IN OC) START(FT) END(FT)
BC 64 -0.13 5.17
Deflection meets U480 live and U360 total load.
Truss must be installed as shown with top chord up.
27'12 5'3"8
I I -
27' 12 27' 12
Rv=229 0k279# 5'3"8 Rv=229# U079# W=1'8"8
LEFT JIG = 5'6"
DESC. = FT27
PLT. TYP.-WAVE
T1'I-R1jSg C 01? 1'
a nM
��00 Industrial ;43rd
Fort New& F.L. 34946
P}IU11C: 7M 4,66-3388
Fax: (772) 4(;6-U229
Cg1RT=1.25(1.26)/ 5(0) . QTY=1 TOTAL=1
E EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING
BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS
E INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) FOR SAFETY PRACTICES
R TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE
�ERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID
NG. --IMPORTANT'* FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. -
JE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
"N; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING,
)LING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE
/ISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND '
:R ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL
:PT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON
DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES
°PTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
Julius Lee P.E.
License # 34869
455 SW 4th Avenue .
lelray Beach; FL-33444-2161
30'
RIGHT JIG = 66"
SEQ = 4001
REV. 7.33.0107.18
SCALE=1.0000
TC LL '
40.Opsf
REF
TC DL
20.Opsf
a —'a--)
DATE 03-13-2008
BC DL
5.Opsf
8
DRWG
BC LL*
10.Opsf *
JC
TOT.LD.
65.Opsf
M. Z°
O/A LEN. 50308
DUR.FAC.
1.00
JOB #: 70506P22
SPACING
16.0"
TYPE FLAT
100:( tUbUUFZZ) ,u.vv.ruruCKer riomes, inc ,Kupp /.I- l zo
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
IN LIEU OF STRUCTURAL PANELS OR RIGID CEILING USE PURLINS:
CHORD SPACING(IN OC) START(FT) END(FT)
BC 64 0.00 5.29
Deflection meets U480 live and U360 total load.
27' 12
27' 12
- 5'3"8
5'3"8
5'3"8
27' 12
THIS DWG. PREPARLU BY I Ht ALPINt JUtl UtJICiNtK PKUUKAM t-KUM,I KUSS Mt.V'S LAYUU I
140 mph wind, 31.50 ft mean hgt. ASCE 7-02, CLOSED bldg, not located within 4.50 ft from roof edge,
TC DL=9.6 psf, wind BC DL=3.0 psi.
Component and cladding wind pressures considered for uplift reactions.
Trusses to be spaced at 16.0" OC maximum.
Calculated vertical deflection is 0.00" due to live load and 0.01" due to total load at X = 2-7-12.
Truss must be installed as shown with top chord up.
3X4 I 5'3"8 I
U=279# 5'3"8 R =279
LEFT JIG = 5'6"
DESC. = FT28
PLT. TYP.-WAVE
TT1 It(ass C:Cil21*-
r riia aw
Z700 Industrial ;3.3rd .
Fort Pierre, F.L. 3494,6
Phuuc: ('Mli 4,66-33S8
Pax: (772) 4(;fr-U29
FBC/TP12002(ST0) Cq/RT=1.25(1.25)/5(0) QTY= 2 TOTAL= 2
BRACING. REFER TO HIB-91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS
E INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, WI. 53719) FOR SAFETY PRACTICES
R TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE
'ERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID
NG. "IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.
JE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS
3N; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING,
)LING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE
/ISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND
'.R ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL
.PT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON
DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-Z. THE SEAL ON THIS DRAWING INDICATES
TTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
3N SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING
Julius Lee P.E.
License # 34869
SW 4th Avenue
y Beach, FL 33444-2161
30'
REV. 7.33.0107.18
TC LL
40.Opsf
TC DL -
20.Opsf
BC DL
5.Opsf
BC LL*
10.Opsf
TOT.LD.
65.Opsf
DUR.FAC.
1.00
SPACING
16.0"
II, EXP D, wind
RIGHT JIG = 5'6"
SEQ = 4008
SCALE=1.0000
REF
a DATE 03-13-2008
DRWG
J0
U JC
U c
m z° O/A LEN. 50308
JOB #: 70506P22
TYPE FLAT