04-3659 (SFD) Revision 1 Truss CalcsIMPERIAL ROOF TRUSS, INC
701 EAST 2ND ST,
Q
ICDO EVALUATION
SERVICE INC. ER -1607
IN STRICT ACC13RDANCE
WITH UBC 25-17
PREFABRICATED
U.B.C. SECTION 2304.4.4
TIMBER PRODUCTS INSPECTION, INC.
CUSTOMERS CA==�.a �L�-���-------
PROJECTI_�1�q.e,�=_
DELIVERY LOCATIONILA _Q�w.s-pj -�A______
Id
Job Name: DILORENZO-PGA WEST
Truss ID: Al
Qty:
1
BRG X -LOC REACT SIZE REQ'D
MID"
TC 2x4 DFL #2
Plating sppeec • ANSI/TPI - 1995
UPLIFT'REACTION(S)
Dsgn MLC 15
1 0- 1712 700 3.50"
BC 2x4 DFL #2
THIS DESIGN IS THE COMPOSITE RESULT OF
Support 1 -301 lb
utilized on Nor design meet or exceed the leading Imposed by the Iced building cods and the parbotdor application. The design assumes that the top chord
2, 17- 4- 4 700 3.50" 1.50"
WEB 2x4 DFL STANDARD
MULTIPLE LOAD CASES.
Support 2 -301 lb
TC Dead 10.00
BRG REQUIREMENTS shown are based ONLY
GBL.BLK 2x4 DFL STANDARD
PLATE VALUES PER ICBO RESEARCH REPORT #1607.
This truss is designed using the
Rep Mbr Comp 1.00
on the truss material at each bearing
NAX DEFLECTION (span) •
May use adequate staples for gable blocks.
Drainage must be provided to avoid"ponding.
UBC -97 Code.
4445 Northpark Dr.
eAdbrow this oualnadooraanoeWthmafalaWngganasrda:vartand i:umngoetatR.para•avalleuesaougwifrom rnNvwsoft w.re,
'ANSVTPI1.WTCA1-Wood Truss council America Standard Design Responwalmes,.eultDINcCOMPONENT SAFETY INFORMATION-
BUILDING DESIGNER MUST VERIFY CABLE LOADS!
End verticals designed for axial loads only.
Bldg Enclosed Yes, Importance Factor
1.15
L/999 IN MEM 6-7 (LIVE)
L- -0.09" D- -0.09" T- -0.18"
[rj gable bracing required 6 58" intervals,
i
Extensions above or below the truss profile
Truss Location - Not End Zone.
TOTAL 40.00
CRITICAL NFABEp FopCETE
exposed to wind load apelied to face.
"General.
(if any) require additional consideration
Hurricane/Ocean Line - No Exp Category
- C
TC COMP,: (WR.• / TENS. DUR. CSI
See Gable Details , C002065035.
-
(by others) for horiz. loads on the bldg.
9•
Bld Length - 80.00 ft, Bid Width - 40.00 ft
9 9
1-2 -3(1. zs33/ 4 l.zs3 0.37
2-3-1277(l.zs3/ 484(1.603 0.40
Mean roof height 11.29 ft, mph a 80
UBC Essential Facility, Dead Load - 7.2
psf
3-4 -4C((1.25 / 3 1.25 0.38
BC CONP.(Wp.)/ TEnS. (DUR.) CSI
5=6 =536(1.603/ 1169(1.25) 0.63
6-7 -51111.60 / 1115(1.25) 0.62
0 COMP.(WR.)/ TENS. DUR. CSI
1-5 -144(1.253/ 84 1.60 0.05
2-S -126601:25 / '580 1:60 0'.65
2-6 / 152 0.90 0.09
3-6 / 189 0.90 0:11
3-7 -1216(1.23)/ 557 1.60 0.83
4-7 -144(1.15)/ _d< 1.60 0.05
5-1
5-11
0-0
0.25'
5-1
11-8-0
5-1
17-8-0
i
am
[ 17-6-0 ) , •
I5 8 7
rFjxp-.
10052B -s o o
8-0 eeto
TYPICAL PLATE`S 1:5-3 iIMI
CML i
unless
WANIV IIV U Read all notes on this sheet and give a copy of /t to the Erecting Contractor.
Cust: DILORENZO
This design Is for an Indvldual balldiq tomtcnairt not truss system. It nes been bred on spedflatlona providedby the component manufacturer
WO • Dri ve_C-di 1 orenzo-pga wesl✓L00006_300001
and done In accordance Wth ON current versions of TPI and APPA design standards. No responsiamy Is assumed for dimensional accuracy. Dimensions
Dsgn MLC 15
aro to be vadRed by the component manufacturer andlor bullring designer prior to fabdw6on. The buitdrig designer must ascertain mat the loads.
r : - WT: 143#
utilized on Nor design meet or exceed the leading Imposed by the Iced building cods and the parbotdor application. The design assumes that the top chord
TC Live 20.00 psf
Du rFacs L-1.25 P-1.25
IMPERIAL
a tete Iy braced by the roof or floor Wm0mg and the bottom chord is latently braced by a rigid sheathing material directly aUeched, unless otilowise
noted. Bracing is for lateral to. buoMing length. Teas be paced
TC Dead 10.00
Re Mb r Bnd 1.15
P
shown support of components members a* reduce comporwd sW not In any
that WI the the 19%aedlor mnnecia FaDriate,
psf
-
Rep Mbr Comp 1.00
ROOF
environment wase moisture content of wood to exceed cause q ate anoaion. hands, Instil
BC Live 0.00 psf
4445 Northpark Dr.
eAdbrow this oualnadooraanoeWthmafalaWngganasrda:vartand i:umngoetatR.para•avalleuesaougwifrom rnNvwsoft w.re,
'ANSVTPI1.WTCA1-Wood Truss council America Standard Design Responwalmes,.eultDINcCOMPONENT SAFETY INFORMATION-
BC Dead 10.00
Rep Mbr Tens 1.00
Co o Springs, CO 80907
of
psf
O.C.Spacing 2- 0- 0
TRUSPLUS 6.0 VER: T6:4.1
(SCSI 1.03) and SCSI SUMMARY SHEETS by WTCA and TPI. The Tens Hate Institute (TPI) is located at 583 D'OnoMo Drive, Madison,
Wisconsin 6719. TVw American rorest and Paper Association JAFPA) Is located at III I 19th Boost NIN, We $00. WasInIngbon. DC 20MG.
TOTAL 40.00
Design Spec UBC -97
psf
DEFL RATIO' L/240 TC: L/24
5- 5-1O
10-0
0.25
11V11-6-0
5-1
17-8-0
2.
3-4 g.4 2:
541 T SHIP
2-10-5
1
2.5-4
1 17-M
FS- 7
&9 0 )
8-9-0 17;0
1
Job Name: DILORENZO-PGA WEST
Truss ID: A2
Qty:
1
WO: Dri ve_C-di 1 o renzo-pga west_L00006-100001
BRG X -LOC REACT SIZE REQ'D.
1 0- 1-12 700 3.50" 1.50"
TC
2x4 DFL #2
Plating spec • ANSI/TPI - 1995
UPLIFT REACTIO_N(S)
r = WT:
g -
utilized on this design mad aexeeedthe loading imposed bythe local building code and the pardadarappllodon.The design assumes that the top chord
BC
2x4 DFL #2
THIS DESIGN IS THE COMPOSITE RESULT OF
Support 1 -301 lb
TC Dead 10.00.
Re Mbr Brill 1.15
P
2 17- 4- 4 700 3.50" 1.50"
WEB
2x4 DFL STANDARD
MULTIPLE LOAD CASES.
Support 2 -301 lb
enwronmant will cause content wood exceed 19% andlor cause connector plate corrosion. Fabricate, handle, install
BC Live 0.00 psf
BRG REQUIREMENTS shown are based ONLY
Drainage must
file provided to avoid ponding.
PLATE VALUES PER•ICBO.RESEARCH'REPORT #1607.
This truss is designed using the
Colo Springs, CO 80907
'ANSIfM1',WTCAT-Wood TnnalCouncil- ofAmedrAeandardDesign. Responabnmea,.eUILDINccoMPONENTSAFETY INFQRr;now-
on the truss material at each bearing
O.C.Spacing 2- 0- 0
TRUSPLUS 6.0 VER: T6. 4. 1
End verticals designed for axial loads only.
UBC -97 Code.
Design Spec UBC -97
MAX DEFLECTION (span) •
L/999 IN MEM 6-7 (LIVE)
40.00 psf
DEFL RATIO: L/240 TC • L/24
Extensions above or below the truss profile,
Bldg Enclosed - Yes, Importance Factor -
1.15
L- -0.09" D- -0.09" T= -0.18"
(if any) require additional consideration
Truss Location - Not End Zone
CRITICAL MEMBER FORCES:
(by others) for horiz. loads on the bldg..
g'
Hurricane'/Ocean Line - No-, Ex Category
p 9 y
-
TC COMP. oua: / TENS. BUR. csI
1-2 3 l.zs / 4 1.2 s3 0.37
Bldg"Length = 80.00 ft Bldg Width - 40.00
Mean height 11.19 ft, 80
ft
2-3 -1277 1.25 / {9{(1.60) 0.40
roof - mph -
UBC Essential Facility, Dead Load - 7.2
psf
3,4 -4 1.25 / 3((1.25) 0.39
Sc COMP.(W0..)/ TEMS.(DUR:) CSI
S-6 -536(1.603/ 1169(1:253 0,63
6-7 -511(1.60 / 1115(1.25 0.62
1
COMP ((DDtllt / TEN6{joU.
6U3 0OS2-S-1266(1.25)/
S80.60)0.952-6 / is0.903)3-6
/ 1890.9003-7
-1216((1.25))/ SS71.60 0.83
4-7 -1{4(1. ZS)/ 8{1.60) 0:05
5- 5-1O
10-0
0.25
11V11-6-0
5-1
17-8-0
2.
3-4 g.4 2:
541 T SHIP
2-10-5
1
2.5-4
1 17-M
FS- 7
&9 0 )
8-9-0 17;0
1
WANIVIN(7 Read all notes on this sheet and give a copy of it to theEErecting Contractor.
Cust_: DILOKEN20
This design is for an Individual building component not man; system. It has been based on specifications provided by the component manufacturer
WO: Dri ve_C-di 1 o renzo-pga west_L00006-100001
®
end done in accordance with the current verslonc of TPI and AFPA design standards. No responsiblldjr Is assumed for dimensional accurecy, Dimensions
DS n KC 15 '111#
ate to be vedfied M .. pohoM manuteoiura andfor building decigrw pdo to fab cation. The building designer must ascertain that tlro loads
r = WT:
g -
utilized on this design mad aexeeedthe loading imposed bythe local building code and the pardadarappllodon.The design assumes that the top chord
TC Live 20.60 psf
DurFacs L=1.25 P=1.25
IMPERIAL
-
Is laterally braced by the roof or door sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless om.rwia.
noEed B" shown Is for lateral to WcAling Thi. ba
TC Dead 10.00.
Re Mbr Brill 1.15
P
ROOF
support ofcomponents members only reduce length. componarn shall not placedIn ary
7
incl the moisture of the to
psf
Rep Mbr Comp 1.00
®
enwronmant will cause content wood exceed 19% andlor cause connector plate corrosion. Fabricate, handle, install
BC Live 0.00 psf
4445 NOrXh-park Dr.
and brace tnw truss In ■xareano. with the ialowing.tandaraa: 'Joint and Cutting o.wl R.pona' ay.uabe.e output from Tmmwv aoaw.re;
Rep Mbr Tens 1.00
Colo Springs, CO 80907
'ANSIfM1',WTCAT-Wood TnnalCouncil- ofAmedrAeandardDesign. Responabnmea,.eUILDINccoMPONENTSAFETY INFQRr;now-
BC Dead 10_,00 psf
O.C.Spacing 2- 0- 0
TRUSPLUS 6.0 VER: T6. 4. 1
(SCSI 1-09) and'BCSI'. SUMMARY SHEETS' by WTCA and TPI. The Truce Plate Institute (TPI) Is located at 5113 D'OnoMo Drhe. Madison.
Wisconsin 53716. The Amarion Forest Paper Association Tire
located 19th Sbest Not. she coo. Washington,
TOTAL
Design Spec UBC -97
and is at 1111 Dc 20035,
40.00 psf
DEFL RATIO: L/240 TC • L/24
Job Name: DI
SIZE.. REW D. TC 2x4 DFL #2
3: SO" 1. SO" BC 2x4 DFL #2
3.50 1.S0" WEB 2x4 DFL 'STANDARD
are based ONLY Drainage must tie provided to avoid ponding
at each bearing.
0.09" D- -0.09 T- -0.19"
]tMCAL MEMBER FORCES
Tc COMP Oiuh / TENS DU0.. CSI
1.2 -3 1.2S / 4 1.25 0.41
23-43
3 -832 1.25 / 307 1.60 0.41
3 4 --3((1.253/ 2(((1.6033 0.24
,6-7 -256(010.60)/ TES49(2.25 ).0.448
S-6 {3BC 1 1.60 / 878 1.25 0.{8
WB COMP: DUB: / TENS. DU0.. CSI
1r5 -140 1.25 / 83 1.60 O.oS"
2-3 =951 1.23 / 467 1.600:64
2-6 -.76 1.25 / 160 1.60 0:05
3-6 -64 1.60 / 332 1.25 0.14
3-7 -741 3:25 / .345 1.60 0:18
/-7 -46 1.25 / 87 1:60 0. oil
55-'10
5-11 0-0
2
Plating Spec • ANSI/TPI- 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
PLATE VALUES PER ICBO RESEARCH REPORT #1607.
End verticals designed for axial loads only.
Extensions above or below the truss profile
(if
'any) require additional consideration
(by others) for horiz. loads on the bldg.
0.25
510D� 2-10 0
11-6-0 lags -o
Support 1. -256 lb
Support 2 -253 lb
This truss is designed using the
UBC -97 Code.
Bldg Enclosed - Yes, Importance Factor = 1.15
Truss Location - Not End Zone
Hurricane/Ocean Line - No Exp Category = C
Bldg Length - '80 00,ft. Bidg Width = 40.00 ft
Mean roof height -11.26 ft', mph = 80
UBC Essential Facility, Dead Load = 7.2 psf
T4°
SHIP
2-9-10
i
I 14-0-0 1 3-0-0
5 8.0 7 STUB
8-94-0 14-8-0�--
Fap:1=1106
C1V11.
WAKIVINURead all notes on this sheet and give a copy of it to' the Erecting. Contractor.
Cust: DILORENZO
This design Isfw an Individual bWldng component not truss srsbm. It haa
been based on specifications provided by the component manufacturer
W0: Drive-C_di'l orenzo-pga west_L00006-J00001
®
and done In accordance vdth the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional secure . Dimensions
DS nes: #LC 1 S Mff
aro to be vari8ed by Me component manufacturer andfor building designerpdar to fabrication The building designer must asosrosin that the loads
9 = : .93#
TC Live 20.00 psf
Du rFacs L=1.25 P=1.25
utilized on thts design meet or exceed the loading Imposed by the local building code and the particular sppicatien. The design assumes that the top chord
IMPERIAL
Is laterally braced by the roof or Boor shelling and the bottom chord is laterally traced by • rigid sheathing material directly attached, unless otherwise
Bracing is for let" to budding length. Thiscompone not be In any
TC Dead 10.00 psf
Re Mbr Bnd 1.15
P
noted shown support of components members only reduce t shall paced
that the to 19%,wd0br
Rep Mbr Como 1.00
SZ= ROOF
environment will cause thaFfidsture content of mod exceed cause connector Flats corrosion. Fabdcaoahands. Instal
BC Live 0.00 psf
4445 Northpark Dr.
and team this trwmacswds ewitthe following standarda volmanda,mngDemlReports'wallableaouwfrom1ruawalsoft"re,
BC Dead 1.0.0.0_
Rep Mbr Tens 1.00
Colo Spr7ngs, CO BO9O7
µ&/iPl1';WTCAt-WoodTrssCountllolArnednStandardDesignRapomlbllifa„6UILDINGCOMPONFMSAFET'INFORMATION-
psf
0.0 Spacing 2- 0- 0
(KSI 1.03) and W -V SUMMARY SHEETS' by.WTrA and TPI. The Truss Plate Institute (TPI) Is located at 583 O'OooMo Drive, Madison,
-
Design Spec UBC -97
TRUSPLUS 6.0 VER: T6,4.1
Wisconsin53719. The AmerianForedandPaper Assodation(AFPA)Is located at II11,I t Street, NW, Ste $00,Washington, DC2ob3e.
TOTAL 40.00 psf
DEFL RATIO• L/240 TC• L/24
610
610-0
&1
20-0
L
6-- � 2D-6.0 e I
5
1 103-0
10.3-0 2os�-o
0045982
Exp: 12131106
CIVIL
Job Name: DILORENZO-PGA WEST
Truss ID: A4
Qty:
1
W0. Dri ve_C_di 1 orenzo-Pga west -L00006_300001
BRG X=LOC REACT SIZE. REQ'D
1 0- 1=12 820
TC 2x4 DFL N2
Web bracing required at each location shown.
UPLIFT REACTION(S) •
em to be verified by.the component manufacturer and/or building designer prior to fabrication The building designer must seartaln that the toads
1YLC =
3. SO" 1.50"
BC 2x4 DFL i2
® See standard details (TX01087001-001 rev1).
Support 1 -344 lb
IMPERIAL
is.letmely braced by the rod m Ibor:sheathing and the bottom chord Is laterally bead by a rigid sheathing material d really.etaMed, unless oUhrwlse
noted..Btedng shown Is for lateral support d components members only to reduce bueWing lerpth: This cemponerd shall not be paced In any
2 20- 4-.4 820 3.50" 1.50"
WEB 20 DFL STANDARD
Plating Spec • ANSI/TPI - 1995
Support 2 -344 lb
BC Live 0.00 psf
Rep Mbr Comp 1.00
BRG REQUIREMENTS shown are based ONLY
PLATE VALUES PER ICSO RESEARCH REPORT •1607:
THIS DESIGN ISTHECOMPOSITE RESULT OF
This truss is designed using the
Colo Springs, CO 80907
'1NSl7IP11',wTCAl'.W6odTrwCoundldArholw
on the truss-materialiteach bearing
-DEFLECTION
Drainage must be provided to avoid ponding.
_.MULTIPLE LOAD CASES.
UBC -97 Code.
TOTAL
Design Spec UBC -97
MAX (span)
NW, Sts 600,Washington.DC2guse:
End verticals designed for axial loads only.
Bldg Enclosed - Yes,,, Importance Factor
1.15
L/999 IN MEN S=6 (LIVE)
Extensions above, or below the truss profile
Truss Location - Not End Zone.
CR -0.16' D. -0.16' T= -0,33"
CRITICAL MEMBER FORCES
(if an require additional consideration
Hurricane/Ocean Line No Ex Category
9 y C
Tc cattP. (ouR: / TENs. Doli. cel
h
(by of ars) for horiz. loads on bldg.
Bldg Length _ 80 00 ft,`B�dg Width = 40:00
ft
1-2 3(1.2s33/ s((Les3 o.52
Mean roof height - .11.32 ft, mph = 80
2-3 -1740(1.253/ 643(1.60) o. s6
UBC Essential Facility, Dead Load 7.2
psf
3-4 -S 1.25 / 3(((1.25) 0.53
BC COMP. DUR. / TENS. DUR. CSI
S-6 -716 1:603/ 1599[(1.25 0.60
6-7 -716 1.60)/ 1599(1.25 0'.67
7-8 -677 1.60)/ 1S14 1.251,0.66
YYg COMP. WR. / TENS'. DUR.
CSI
1-S -167 1.253/ 97 1.60
2-S -1696 1.2T)/ 760 1.603)
2-7
0.06
0:74
/ .193 0.90)
3-7 2 7 024 .903
0.11
0.14
( )/
4-8 -1166(1:25)% 798 160
. 0)
71
0.06
610
610-0
&1
20-0
L
6-- � 2D-6.0 e I
5
1 103-0
10.3-0 2os�-o
0045982
Exp: 12131106
CIVIL
WANIV/NURead all notes on this sheet.and give a copy of it to the Erecting Contractor.
Cust: DIL:OREN20
This design Is for an Individual building comlxment nottus system.., It hes been based on sped6reBmsprovided by the component manufacturer
W0. Dri ve_C_di 1 orenzo-Pga west -L00006_300001
and done In a000rdenoo with the cunard versions of TPI and AFPA design standards. No}asponstblllty Is assumed for dimensional a racy. Dimensions
Dn r •
sg 15 'WT:- 127N
em to be verified by.the component manufacturer and/or building designer prior to fabrication The building designer must seartaln that the toads
1YLC =
TC Live 20.00 psf
DurFacs L=1.25 P=1.2 5
"ad on this design most m ae
aod me loading Imposed by the local building code and the particular application. Thr design essumes that the bop'chord
'*
IMPERIAL
is.letmely braced by the rod m Ibor:sheathing and the bottom chord Is laterally bead by a rigid sheathing material d really.etaMed, unless oUhrwlse
noted..Btedng shown Is for lateral support d components members only to reduce bueWing lerpth: This cemponerd shall not be paced In any
TC Dead 10.00 psf
Re Mbr Bind 1.15
p
ROOF
er ylrcnme d 1Mt will ceusa the moisture content of the wood to exceed 19% andfor cause connedor ppm cmrcalon. Fabricate; liendle, IneWf
BC Live 0.00 psf
Rep Mbr Comp 1.00
4415 NOrXhpa rk Dr.
and bnoe cos lues in.dooraanee cont the ronowing mnde d<: ednt and cutting DataO Reports' avalhna es output from T usw■t aotw.ra,
fandardDestgnResporhsibiliEas,9URDINGCOMPONENr6AFETYINFORMATION'-
BC Dead 10.00
Rep Mbr Tens 1.00
Colo Springs, CO 80907
'1NSl7IP11',wTCAl'.W6odTrwCoundldArholw
psf
O.C.Spacing 2- 0- 0
TRUSPLUS 6.0 VER: T6A.1
(SCSI 1-03) and'BCSI 8UMMARY'SHEET8' by WTCA and TPI.. The Trus Plate Irnmute (TPI) N located at 683 D'Onoli o Drive, Madison„
Wlsconsln53719.TheAmedeanForca'endPaprAssodaeon(AFPA)islocatwu111117w Street
TOTAL
Design Spec UBC -97
NW, Sts 600,Washington.DC2guse:
40.00 psf
DEFL RATIO: L/240 TC: V24
Job Name: DILORENZO-PGA WEST
Truss ID: A5
Qty:
1
BRC X -LOC REACT SIZE REQ'D
1 1- 1-12 3.50" 1.50"
TC 2x4 DFL #2
Web bracing required at each location shown.
UPLIFT REACTIONS) •
Ds n r
780
2 20- 4- 4 780 3.50" 1.50"
BRC REQUIREMENTS based ONLY
BC 2x4 DFL #2
NEB 2x4 DFL STANDARD
® See standard details (TX01087001-001 revl).
Plating 's ec • ANSI/TPI - 1995
Support 1 -330 lb
Support 2 -330 lb
�I� a thisdesignmeet or a"tna loading Imposed by ft loaf building code and the perOpder appia6on. The design assumes that Oro top mord
shown are
bearing
PLATE VALUES PER ICBO RESEARCH REPORT #1607.
THIS DESIGN IS THE COMPOSITE RESULT OF
This truss is designed using the
TC Dead 10.00.
on the truss material at each
'(span)
Drainage must be provided to avoid ponding.
MULTIPLE LOAD CASES.
UBC -97 Code.
Rep Mbr Comp 1.00
MAX DEFLECTION •
wig noes content of wood «sed andlof cause connector pate corrosion. Fabricate, hanft IMell
'End verticals designed for axial loads only.
Bldg Enclosed - Yes, Importance Factor -
1.15
L/999 IN MEM 6-7 (LIVE)
Extensions above or below the truss profile
Truss Location - Not.End Zone
'ANSI1TP1 1, %NTCA V -Wood Trues ooundf or Amada Standard Design Responsibilities, eulLDINo coMPONEWSAFETY INFORMATION'-
L -0.17" D- -0.17" T- -0.34"
01TICAL MEMBER FORCES:
O. C. Spaci ng 2- 0- 0
(if airy) require additional consideration
Hurricane/Ocean Line - No Ex Category - C
-TC -COMP. TENS. (WR. CSI
Design Spec UBC -97
h
(by of ers) for horii. loads on the bldg..
Bldg Length - 80.00 ft, Bldg idth a 40.00
ft
1-2 3 1.2s)))/ 4(1.zs33 0.43
Mean Too height - 11.32: ft, mph 80
2-3' -15'591:2S3/ $73 1:603 0.53
0.57
UBC Essential Facility, Dead Load.= 7.2
psf
3 4 -5((((1.253)/ 3(([[1.2033
c86N-(L
3-6 -612 1.60 / 1366 1.23 0.78
T1l07c1u25)
687 0)/ 0.78
NB COMP: DUR. / TENS.
OUR. c5I
1=5 -139 1.25))/ 90
1.60 0.05
2-5 -1175 1.25)/ 663
2-6 / 217
1.60 0.99
0.90 0.12
3-6 / 202
0.90 0.11
3-7-1503 1.23))/ 687
4-7 -166 1-.25)/ 98
1.60 0.66
1.60 0.06
5-1
5-10-0
025
6-10-0
12-8-0
640-0
1950
2. 3.5-4
3.64 2• -
T SHIP
2-11-1
1
3:- 2.5-4 A3.
140.01 1948.0 1
STUB 6 7
9-3-0 l "-O _ 1
3.0 18.6-0
9-
0045982
Exp:12131MG
CMU
WAK/YNYL7Read all notes on this sheet and give a copy of it to the Erecting Contrector.
Cust: DILORENZO
This design is for an Individual building oomponeat not truss system. it no been based on epadRdetloa provided M ars component manutaduierWO:
Dri ve_C_di 1 orenzo-Pga west_L00006� 00001
®
and done In accordancew0 the cunem Versions ef-TPI and AFPA design standards. No responsibility Is assumed for dmanalonal eauraq. Dimensions
Ds n r
are to be ved6ed by the component manufacturer anNor bdldng designer prior to febrimlion. The building design must ascertain that the loads
g. #LC = 15 WT: 122#
�I� a thisdesignmeet or a"tna loading Imposed by ft loaf building code and the perOpder appia6on. The design assumes that Oro top mord
TC Live MOD psf
Du rfacs L-1.25 P=1.25
IMPERIAL
Is laterally braced by the roof or floor sheathing and the bottom chord is laterally booed by a rigid sheatNng material diracily aftechad: unless, olharwias
noted. Bracing shown h for let" wppod at to budding length. Ttds
TC Dead 10.00.
Re Mbr Bnd 1.15
P
componmds members Dory reduce component shag nota pacedin any
that the moisture me to 19%
psf
Rep Mbr Comp 1.00
®ROOFxnrironmem
wig noes content of wood «sed andlof cause connector pate corrosion. Fabricate, hanft IMell
BC Live 0.00 psf
4415 Nophpark Dr.
and brass this arias In sa:ordance wit ms following standardsJolm and CidNng Detail Reports' available r
g oatputaromTnawalsollwars,
Rep Mbr Tens 1.00
Col o Spr7 ngs, CO 80907
'ANSI1TP1 1, %NTCA V -Wood Trues ooundf or Amada Standard Design Responsibilities, eulLDINo coMPONEWSAFETY INFORMATION'-
BC Dead 10.00 psf
O. C. Spaci ng 2- 0- 0
(BCBI 1-03) and 13catSUMMARY sHEETV by WTCA and TPI. The Truss Plate Institute(m) Is lomted at 663 VOm Mo Drive. Madison,
Design Spec UBC -97
TRUSPLUS 6.0 VER: T6.4.1
wiamnalm 53719. TM American Forest and Paper Association (AFPN In laatedat 11111 19th street NW. We 8130, wearingmn, DC 2OD30.
TOTAL 40.00 psf
DEFL RATIO: L/240 TC L/24
Job Name: DILORENZO-PGA WEST Truss ID: A6 ON: 1
BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL ♦2
1 2=11-12 .707 3.50" 1.50" BC 2x4 DFL ♦2
2 20 4- 4 707 3.50" 1.SO" WEB 2x4 DFL STANDARD
BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT M1607.
on the truss material at each bearing Drainage must be provided to.avoid ponding.
MAX DEFLECTION (span)
L/999 IN MEM 6-7 (LIVE)
L= -0.17" D- -0.17" T= -0:35"
CRITICAL MEMBER FORCES:
TC CORP. OURt- / TENS.. DUR. CSI
1-2 -2 1.60 / 3 1.25 Or33
2-3 -1236 1:25 / 456 1.60 0.59
3-4 -S 1.25 / 3 1.25 .0.57
Bc COMP: (DUR: / TENS.(WR. CSI
S-6 427(1.603/ 940(3.253 0.66
6-7 =574(1.60 / 1210 1.25 0.66
NB COMP. DUR. / YENS. WR. 'CSI
1-f81 1.60 0.03
2-5 -1102 1.25 / .501 1.60 0.40
2-6 -32 1:60 / '261 0:90 0.15
3-6 / 125 0.90 0.01
3-7 -1293(1.25)/ 614 1.60 0.56
4-7 -165(1.21)/ 96 1-.60 0:06
T
2$1,
4-0 0
4-0-0
Web bracing required at each location shown.
® See standard details (TX01087001-001 rev1).
Platin gspec ANSI/TPI - 1995-
THIS DESIGN IS THE;COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
End verticals designed for axial loads only.
Extensions above;or below the truss profile
(if any) require additional consideration
(by others) for horiz. loads on the,bldg.
0.25-
B-,
,o -,o -o
3
UPLIFT REACTIONS) .
Support 1 -304 lb
Support 2 -304 lb
This truss is designed using the
UBC-97"Code.
-
Bldg Enclosed - Yes, Importance Factor - 1.15
Truss Location - Not End Zone
Hurricane/Ocean Line- No Expp Category - C
Bldg Length a 80.00
ft, Bidg Nidth = 40.00 ft
mean roof height :11.32 ft,. mph 80
UBC Essential Facility, Dead Load 7.2 psf
2. 2.5-4 3-4 2:
5-41
T SHIP
2_11-1
pq
1
2.
2.5-4
2.10_-0 ,, )
STUBi5 6 1
7- i7-7-5-0" -17-"
Exp. 1=11N
clvi4
WNKIVINURead all notes;on this sheet and give a Copy Of it to the Erecting Contras_ for
This design I. for an Individual bundng component not truss system. It tin been based = sped0ations provided by the component manuh Arrr
and done In soeordance with the current versions of TPI and AFPA design dander&. No responsibility, Is assumed for, dimensional a=uracy.-Dimensions
are to be waned by the component marturadr uranNor bullring designer prior to fabrication_ The bWldng designer must a.arlain that the loads
Cust: DILORENZO
WD:. Dri ve_C_di
Dsgn r •
1 orenzo-p9a
west -L00006_100001
#LC = 15 WT: 112#
IMPERIAL
�_ ROOF
4445 ljori;hpark Dr.
Co /o prings, CO SO9O7
TRUSPLUS 6:0 VER: T6:4.1
ng imposed by the local bWidng code and the partiouler application. The design assumas that the top chord
yti" on this design moot or m owed the losdos
Is laterally braced by the roof or floor sheathing and the Bottom chord Is lsta .11y braced by a dgld sheathing material directly a0eened, unless otherwise
noted. Bisdng sham iefor lateral support of amponent mambm only to redua b=Wfng length. This componerd shall not be plaoed In any
amvonmantnMwillcau.alhemoleWre=rbmdlhewoodloexceed lfnia No eaaecomeilorpletecaroslon: Fabdmts hendN;imlal
and brace thee, boas In acoordma w th me following standards: 'int end cutting Detre Raport.' available as output from Tru wes .sewers,
sirrh1', WiCA 1'" wood Tess Council of Am.doe Standard Design Respomibiliar,'BUILDING COMPONENT SAFETY INFORMATION -
(BCSI'1-03) and SCSI SUMMARY 8HEET8' by WTCA and TPI: The Tess Plate IgsOUde (TPI) is located at 5W.IYOnohio Drive, Maclean,
Wisconsin 53719. The American Forest and Paper issodaeon(AFPwislocated .t111r1a Week NW, MeNO, Wa.Nngmn,DC2W38.
TC Live
-
TC Dead
BC Live
BC Dead
TOTAL
20.00
10.00
0.00
10.00_
40.00
psf
psf
psf
psf
psf
Du rFacs L=1.2 S P=1.25
Re Mbr Bnd 1.15
p
Rep Mbr Comp 1.00
Rep Mbr Tens 1.00
O.C.Spacing, 2- 07 0
Design Spec UBC797
DEFL RATIO: L/,240.TC• 'L/24
Job Name: DILORENZO-PGA WEST Truss ID: A7 Qtv: 1
BRG X -LOC -REACT SIZE RE
1 8- 7-12 460 3:50" ]
2 19-10- 4 460 3.50" I
BRG REQUIREMENTS shown are base
on the truss material at each b
MAX DEFLECTION (span) :
L= -0.12" D- -0.12"
:RITICAL MEM(BB((ER FORCES: (((( 33
1 2 PS(W2S)/ 'S3(O1U.25) 0.46
1-I 296 1.25 / 66 1.60 0.46
BC 0001P(1DU60)/ TENS0.3 0C.32I
4-S
3- -2971.60 $525 O.S66
Will COMP. DUR: / TENS. DUR. CSI
1-4 -550 1.25 / 163 1.60 0.20
1-S -113 1.60 / 520 1:25 0.21
2-5 -316 1:23 / 2BB 1.60 0.11
2-6 -597 1:25 / 321 1.60 0.47
3-6 -155 1.23 / 96 1.60 0:06
IMPERIAL
ROOF
4445 Northpark Dr.
Collo Spriings, CO 80907
TRUSPLUS 6.0 VER: T6.4.
TC 2x4 DFL #2
BC 2x4 DFL #2
WEB 2x4 DFL STANDARD
Drainage must be provided to avoid ponding.
�I'
Plating spec • ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
PLATE VALUES PER ICBO RESEARCH REPORT #1607
End verticals designed for axial loads only
Extensions above or below the truss profile
(if any) require additional consideration
(by others) for horiz. loads on the bldg.
5-2:1
y 2-0
2
025
UPLIFT REACTION(S)
Support 1 -208 lb
Support 2 -208 lb
This truss is designed using the
UBC -97 Code.
Bldg Enclosed - Yes, Importance Factor - 1.15
Truss Location - Not .End Zone:
'Hurricane/Ocean Line No ExpCategory - C
Bldg Length - 80.00 ft Bldg Width - 40.00 ft
Mean roof height - 11.J1 ft, mph - 80
UBC Essential Facility, DeadLoad- 7.2 psf
-6-4-0 �
SHIP
15
880 080
STUB 1-a0 5 &�8 STUB
1-9.0 ' 11-8=0 '
WAK/VIN V Read a0 notes on this sheet and give a copy of it to the Erecting Contractor.
This design lsfor.en IndMWW buliding amponant not truss system. It ha been based on spesilicallons provided by thecomponeni manufacturer
and dons In s000rdance with the currant versions of TPI and AFPA design slandards. No respensibOny Is assumed for dimensional acouraq. Dimensions
sra to be vemRetl by the component manuh,tnv andror Wilding designer prior to labriatlon. The building designer must ascertain met the loads
u0lined on thla design meal or meed the loading imposed by the local building code and the padMar appllalion. The dingo assumes that the top chord
K lalarany htaosd by the roof or Roar sheatldng arM the bottom chord is laterally braosd by a rigid a11ee0ung material drady etladrad, unless otherwise
now, &acing shown is for Island wpport of componsola members only to reduce buckling length. This component shall not be plead in any
arvlronmaM that will cause the moisture cordam of the wood to emceed 19% and/or cause oonnedior plate corrosion. Faledmte, handle, Install
and braa this trove In aoocrdana with the following standards:'JoIM and Cutdng Wien Raporw Bailable as outpd from Truswo sonwers.
'ANSIfrPI 1', WTCA V. Wood Tress Council of Amerim 9landard Design ResponNdlmw, .'BUILDING COMPONENT SAFETY INFORMATION' -
[SCSI 't113) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Tens Plata Intltula (TPI) istoated at 593 CrOnoMo Ddve. Madison,
wiscontin 53715. The Amadan Forest and Paper Associalion (AFPA) MJ located at 1111 t10h S"K NW. Sts SW Washington.DC 2OD36.
•: r . I.i:T:lp
Up: 12131106
CIV11"
1/21/2005
Cust: DILORENZO
W0; Drive_C-di`lorenzo-pga west -L00006 700001
Dsgnr: #LC - 1S Der: 79#
TC Live 20.00 psf DurFacs L=1.25 P=1.25
TC Dead 10.00 psf Rep Mbr Bind 1.15
BRep Mbr Comp 1.00
C Live 0.00 psf
Rep Mbr Tens 1.00
BC Dead 10.00 psf O.C.Spacing 2- 0- 0
Design Spec UBC -97
TOTAL 40.00 psf DEFL RATIO: L/240 TC L/24
Job Name: DILORENZO-PGA WEST Truss ID: A8 Qtv: 1
RG X -LOC REACT SIZE, REQ'D. TC 2x4 DFL #2
1 10- 7-12 300 3.50" 1.50" BC 2x4 DFL #2
2. 17-10- 4 300 3.50" 1.50" WEB 2x4 DFL STANDARD
RG REQUIREMENTS shown are based ONLY GBL BILK 2x4 DFL STANDARD_
m the truss material at each bearing May use adequate staples for gable. blocks.
AX DEFLECTION (span) BUILDING DESIGNER MUST VERIFY CABLE. LOADS'!
/999 IN MEM 4-5 (LIVE) [+1 gable bracing required 9 SB" intervals,
-0.02" D- -0.02" T- -0.04" i exposed to wind load applied to face.
e1TICAL MEMBER FORCES: See "General Cable Details', 0002065035.
TC COMP: (OUR./ TENS.(DUR.) CSI
1-2 "-60(0.90)/ 0.79
SC COMP.. DUR: / TENS: OUR.) CSI
3-4 - -1 1.60 / 0(0.90) 0.16
4-5 0 1.60 / 1(1.60) 0.16
we DOW :(DU0..)i TEM,
. WR. CSI
1-3 -330(1.25)/ 116 1.60 0.12
1-4 / 119 0.90 0.07
2-4 / - 63 0:90 0.04
2-S --249(1.25)/ 141 1.60 0.09
® ROOF
445 Northpark Dr.
Co o Springs, CO 80907
TRUSPLUS 6.0 VER: T6.4
Plating spec.:' ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
PLATE VALUES PER ICBO RESEARCH REPORT #1607
Drainage must be provided to avoid ponding.
End verticals designed for axial loads only
Extensions above or below the truss profile
(if any) require additional consideration
(by others) for horiz. loads on the.bldg.
7$0
7-8-0
0.25
S=3-4
UPLIFT REACTIONS) •
Support 1 -140 lb
Support 2. -140 lb
This truss is designed using the
UBC -97 Code.
Bldg Enclosed,- Yes, Importance Factor - 1.15
Truss Location - Not End Zone
Hurricane/Ocean Line - No Exp Category - C
Bldg Length - 80.00 ft, Bldg Width - 40.00 ft
Mean roof height - 11.29 ft, mph - 80
UBC Essential Facility, Dead Load - 7.2 psf
T 4
SHIP
2-1 D-7
1
1043 0 7-8-0 1.2 8 0
STUB 13 4 7�0 �5 STUB
7-8 0 '
TYPICAL PLATE: 1.5-3
WANIVINGRead ail notes on this sheet and give a copy of it to the Erecting Contractor.
This design Is for an Individual bulling component not trim systam. It has been based on specifications provided by the component manufacturer
and done in aceordanoeMM Me current versions of TPI and AFPA design standards. No resporWbility l aesumad for dmeftonal amracy. Dimensions
costo bevsrmsd bythe component manufacturer and/or building designer priorto,tabriotiun. Thebulldingdedgrw.matmoMaln UWthsloads
utillnd on this design meat or mosad the loading imposed by tris local txdlgng cods and the par0alar application. The design assumes that the top chord
Is laterallybraced by the rod or floor sheathing and the bottom chord Is laterally braced by a rigid a red. ng materiel directly attached, unlaw otherwise
noted Bracing sham Is for lateral support of cumporrsds members ony,ta reduce budding length. This component shell not be plead In any
environment Met Will cause the maishrm cadent of One wood to steed 1g% anNor canes connector plate eerrosion. Fabricate, hands, Ina1Ml
and brace this trues in accordance with the follaNng standards: 'Joint and Cubing Detail Reports' `allable as output from Trumal sotlwere.
ANINnPl 1', WTCA V- Wood Trum Council of America Standard Design RespoceibtUbes, 9UILDINO COMPONENT SAFETY INFORMATION.
(SCSI 1-03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Irstmite (W) Is located at 563 D'Ondno Drive, Madison,
Wisconsin 53719. The Amman Forest and Paper Association (AFPA) is located at 1111 tgth Street NW, Ste 500, Washinglon,..DC 20036.
C045M
Exp: 12131=
CIV14
1 /21/2005
Cust: DILORENZO
W0: Drive_C_dilorenzo-pga west -L00006_100001
Ds_gnr: #LC - 15 WT: 72#
TC Live 20.00 psf DurFacs L -1.2S P=1.25
TC Dead 10.00 psf Rep Mbr Bnd 1.15
BRep Mbr Comp 1.00
C Live 0.00 psf
Rep Mbr Tens 1.00
BC Dead 10.00 psf O.C.Spacing 2- 0- 0
Design.Spec UBC -97
TOTAL 40.00 psf DEFL RATIO: L/240 TC: L/24
Job Name: DILORENZO-PGA WEST
Truss ID: B1
Qty:
1
BRG X -LOC REACT SIZE REQ(D
3.50"
TC 2x4 DFL A2
Web bracing required at each location shown.
Required bearing widths and bearing
areas
1 0- 1-12 1120 1.50"
2 27-10- 4 1120 -3.50" 1.50"
BC 2x4 DFL I2
WEB 2x4 DFL STANDARD
® See standard details (TX01087001-001 rev1).
Plating spec • ANSI/TPI - 1995
appl when truss not supported in a
UPLIFT REACTION(S) '
hanger.
BRG REQUIREMENTS shown are based ONLY
GBL BLK 2x4 DFL STANDARD
THIS DESIGN IS THE COMPOSITE RESULT OF
Support. 1 -439 lb
-
TC Dead 10.00 psf
on the truss material at each bearing
PLATE VALUES PER ICBO RESEARCH REPORT *1607.
MULTIPLE LOAD CASES.
Support 2 -439 lb
Mbr Comp 1.00
BRG HANGER/CLIP NOTE
•U214
May use adequate sta les for able blocks.
P g
Drainage must be provided to avoid
9 p ponding.
This truss is designed using the
4445 NorShpark Dr.
Co o Springs, CO 80907
1 10d
Support Connections)/Hanger(s) are
BUILDING DESIGNER MUST VERIFY GABLE LOADS!
End verticals designed for axial loads only.
UBC -9T Code.
(9C8h 1.03) and 1C81 SUMMARY SHEETS' by INTCA and TPI The Trm Plata !ns# ,(TPQ Is located at 683 D'OnoMo Drive, Madison,
Wisconsin 53719. The American Forest and Paper Association (AFPA) is I at 1111 ISM Street. NW. SU 800, WasJungton. DC 20035,
not designed for horizontal loads.
y
14 gable bracing required intervals.
i to load
Extensions above or below the truss profile
require
Bldg Enclosed - Yes, Importance Factor
= 1.15
SEE-SIMPSON CATALOG
ex sed wind pied
applied to.face.
Q
See enecal Gable Details 0002065035.
(if an additional consideration
(by of ers) for horiz. loads on bldg.
Truss Location = Not End, Zone
Hurricane/Ocean
FOR ADDITIONAL INSTALLATION NOTES
the
Line = No Exp Category
Bldg Length 80.00 ft, Bldg Width
= C
40.00 ft
MAX DEFLECTION (span) '
-
=_
L/999 IN MEN OLIVE)
Mean roof height - 11.40 ft, mph =
UBC Essehtial
80
De -RCES: T= -0.43"
-0.
-CAL
Facility; Dead Load =
7.2 psf
CR ME0.21"
CRITICAL MEMBER .F00.CE5:
TC COMP. DUR: / TENS. UR. csI
1.25 / S 1.2f 0.54
2-3-2662 1.25 / 1066 1.60 O.6I
3-4 -2656 1.2S / 993 1.60 0.51
4-5 -2656 1:2S / 991 160 0.63
S-6 -5 1.25 / 3 1.25 0.56
BC. COMP:(DUR. / TENS. (((gUR.
CSI
7-a 'Y016(1.603/ 2476(1.253.0.74
8-9 -1262(((1'.603)/ 3131151.253)
0.64
9-10 --1262 1.60 / .3131 1:2S
0.85
10-11 -906 1.60 / 2218 1.25
0:71
R8 CORP, dIR, J TENS, OUR. CSI
1-7 -170 1.25 / .139 1.60 0.04
2-7 -2626 1.23 / 1077 1.60 0.14
2-8 -67 1.60 / 415 1.25 0:21
3-8 -313 1,25 / Y25 1:60 0.16
3-10 -S44 1.25 / '310 1.60 0.26
5-10 -118 1.60 / 834 1.25 0.26
5-11 -2362 1.25 / 976 1.60 0.94
6-11 -171 1.25 / 139 1:60 0.04
7-0-Q
7-D D 77
��
7-0 0
14 0-0 21-0-0
28 0 0
1 2
3 4 5
6
0.25
S=3-4
I�
2.1
STAPLE
t 28-0-0 Ir
7 8 9 10 11
9 18-8 28-0-0 �
TYPICAL PLATE: 1.5-3
3-1-0
1
5
WAKNINURead all notes on this sheet and give a copy of it to the Erecting Contactor.
Cust: DILORENZO
This design is for an individual Dousing component not taus system. It has Wen based on spedNceBons provided by the component manulaacturer
W0: Drive_C_dilorenzo-pga west
and dont In exordarros vilm the ewrant vandons of TPI arW AFPA design abndards. No fespmmibl" is assumedtor dmenelanft n". Dimension
-L00006_100001
Dsgnr: ALC 15
aorto be verified by the component manufacturer sndfor Wilding designer prior tofabda6on. The building designer must esowWn mat the loads
= WT: 225#
TC Live 20.00 psf
DurFacs L=1:25 P=1.25
edlizedonthis design meetormeaMmeloading lmposedbjthe loalbuilding code and the partlalarapplica8on. The design assunnes
nesthatthetopchord
IMPERIAL
Is laterally braced by the roof or floor sheathing and me bottom chord is laterally,breoed by a rigid sheathing meterial'drectly attached, unless othervrlse
Is for lab
Brading lateral to buckling length. This
-
TC Dead 10.00 psf
Rep Mbr Bind 1.15
noted. shown support of components members a* reduce component shall not be placed In any
fns d
Mbr Comp 1.00
WF
ROOF
erwironmans that will puss moisture content me wood to exceed tilli.md/or cause connector plate corrosion. Fabricate, handle, Imtsll
andbase this truss in accordance conn the following Cutting Detall 'avellable from Truswel
BC Li psf
Live 0:00
Rep
Rep Mbr Tens 1.00
4445 NorShpark Dr.
Co o Springs, CO 80907
stsndardr'Joint end Repm es output so0.wsre,
'ANSIyTPl1. WTCA?'-Wood Truss Council of Amada Standard Design RwhwnWdtibee,'BUILDING COMPONENT SAFETY INFORMATION -
BC Dead 10.00 psf
O, C. Spaci ng 2- 0- 0
TRUSPLUS 6.0 VER: T6.4.1
(9C8h 1.03) and 1C81 SUMMARY SHEETS' by INTCA and TPI The Trm Plata !ns# ,(TPQ Is located at 683 D'OnoMo Drive, Madison,
Wisconsin 53719. The American Forest and Paper Association (AFPA) is I at 1111 ISM Street. NW. SU 800, WasJungton. DC 20035,
TOTAL 40.00 psf
Design Spec UBC -97
DEFL RATIO: L/240 TC: L/24
Job Name: DILORENZO-PGA WEST
Truss ID: B2
Qty: 1
BRG X -LOC REACT SIZE REQ'D
1 0- 1-12 1120 9:50" 1.50"
TC 2x4 DFL #2
BC 2x4 DFL #2
Web bracing reqquired at each location shown.
® See standard details
Required bearing widths and bearing areas
in hanger..
2 27-10- 4 1120 3.50" 1.30"
WEB 2x4 DFL STANDARD
(TX01087001-001 revl).
Plating spec • ANSI/TPI - 1995
apply when truss not
UPLIFT REACTIONS)
supported a
BRG REQUIREMENTS shown are based ONLY
PLATE VALUES PER ICBO RESEARCH REPORT #1607.
THIS DESIGN IS THE COMPOSITE RESULT OF
Support 1 -439
lb
on the truss material at each bearing
Drainage must be provided to avoid ponding.
MULTIPLE.LOAD CASES.
Support 2 -439
lb
BRG HANGER/CLIP NOTE
This truss is designed using the
End verticals designed for axial loads only.
1 U214 10d
Support Connection(s)/Hanger(s) are
UBC -97 Code.
Extensions above or below the truss profile
not designed for horizontal loads.
Bldg Enclosed - Yes, Importance Factor - 1.15((if
an require additional consideration
SEE SIMPSON CATALOG
Truss Location - Not End Zone
(by others) for horii.'loads on the bldg.
FOR ADDITIONAL INSTALLATION NOTES
Hurricane/Ocean Line No Exp Category = C
Bldg Length - 80.00 ft, Bldg Width a 40.00 ft
MAX DEFLECTION (span)
L/999 IN MEN 7-8
Mean roof height - 11.40 ft, mph - 80
OLIVE)
1- -0 21" D- -0 21' T= -0 43"
UBC Essential' Facility, Dead Load 7.2 psf
AITICAL MEMBER FORCES:
TC "MP. WR.1,� TENS. DUR: CSI
1-2' -3 1.23 S 1.Z3 0.54
1-3 -2662 1.25 1066 1.600.62
3-4 -260.514-5-26i6 1.25/ 991 1.60 0.63
S-6 -S 1.ZS/ 3 1.25 0.56
BC CONP.TENS. DUR. CSI
7-6 -1016 1.60 / 2478(((1.253) 0.74
9 10 -1763 1.60 % 3131(1.253 0.65
0-11 -90i 1:60 / 2218(1.25 0.71
WB COMP. DUR. / TEMS..DUR-. CSI
1-7 -170 1':ZS / 139 1.60 0.04
2-7' -2626 1.23 / 1077 1:6o 0..54
2-3 -67 1.60 / S15 1.25 0.21
3-a. -313 1.25 / .225 2.60 0:16
3-10 -5!{ 1.25 / 310 1.60 O.Z9
5-30 -118 1.60 / 63{ 1.25 0.26
5-11 -2382 1.25 1.60 0:9!
6-11 -171 1.35 1:60 0:04
31--g
M:,'
IMPERIAL
® ROOF
4445 Northpark Dr.
Co 10 Springs, CO 80907
TRUSPLUS 6.0 VER: T6.4.
1.
2:
740-00
7-0-0 14-0-0 21-0-0
2 3 4 5
0.25
S=34
.... c.t 2.5-8
0
7-_0
2B -0-D
6
,�j:0-.
l 2B -o -o
7 8 9 10 111
18-8-028-00
Yi Ail"TIVINURead all notes on this sheet and give a copy oflt.to the Erecting Contractor.
This design Is for an Individual bulldng component not true System. It has been basad on specifications provided by the component manutactwor
and dons in accordance with the currant version of TPI and AFPA design standards. No rsposiblliry is ssumed for dmsnslorml a=mcY. Dimensions
aro to be varmed by Su component manufacbrrw androrbWldng designer pdor to fabrication. The buildup designer must aeowain that the loads
u6lisd'on this design meet osmosed the leading imposed by the local Dulldirg code and the parbc lar application. -Tho design seams that Mrs top chord
is teWldly braced by the rod or Roor sheathing and the bo0om chord is laterally braced by a rigid sheathing material dractly attecMd, unlsa athaevAss
noted. Bracing sham Is for lateral support of.eomponats members only to reduce budding length.. The component Mall not be placed In arty
emiranment Nat will ceusa Oro mdsbrre comam of the wood to scaed 19% and/or ass connector plate corrosion. Fabricate, handia, Install
and brace this true in accordance with the following atenders.'Jolnt end Cutting Detell Reports' available as output from Truewal softer..
'ANSUTPI 1', WTCA 1'- Wood Trus Council ofAmedce Standard Design Responsibliffirel,'BUILDING COMPONENT SAFETY INFORMATION -
(SCSI 1.03) wd'BGSI SUMMARY SHEETS' by WTCA and TPI. The Trus Plate Institute (TPI) Is located at 663 D'Onohio Drive, Madison,
Wisconsin 53719. The American Forst and Paper Association (AFPA) Is IoceNd At 1111 19th Strad. NW, She $00, Washington, DC 20038.
I-- W
C045M =
Exp: IMIM6
civil.
1/21/2005
Cust: DILORENZO
W0: Drive_C_dilorenzo-pga west_L00006-100001
Dsgn r. #LC = 15 WT: 16S#
TC Live 20.00 psf DurFacs L=1.25 P=1.25
TC Dead 10.00 psf Rep Mbr Brill 1.15
BRep Mbr Comp 1.00
C Live 0.00 psf
Rep Mbr Tens 1.00
BC Dead 10.00 psf O.C.Spacing 2- 0- 0
Design Spec UBC -97
TOTAL 40.00 psf DEFL RATIO: L/240 TC L/241
Job Name: DILORENZO-PGA WEST Truss. ID: B3 Qty: 1
BRIG X -LOC REACT SIZE REQ',) TC 2x4 DFL #2 Web bracing.reqquired at each location shown. UPLIFT REACTION(S) .
1 0- 2-12 1693 S.50" 1.81 2x4 DFL #1 4-6 ® See standard details.CTX01087001-001 revl),. Support 1 -S86 lb.
2 42- 1- 4 1693 5:50" 1.81" BC 2x6 DFL #1 6 Btr. •e[PM1=PLATE MONITOR USED -See Joint Report-* Support 2 -S86 lb
BRGREQUIREMENTS shown are based ONLY 2x6 DFL #1 12-14' Plating spec ANSI/TPI - 199S - This truss is designed using the
on the truss material at each bearing WEB 2x4 DFL STANDARD THIS 'DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code.
MAX DEFLECTION Cspan) • GBL BLK 2x4 DFL STANDARD MULTIPLE LOAD CASES. Bldg Enclosed - Yes, Importance Factor - 1.15
L/999 IN .HEM 12-13(LIVE)Loaded for 10 PSF non -concurrent BCLL: PLATE VALUES PER ICBG RESEARCH REPORT #1607. Truss Location - Not End Zone
L- -0.46" 0- -0.46" T- -0.92" May use adequate staples for able blocks. Drainage must be provided to avoid ponding. Hurricane/Ocean Line - No Exp Category - C
CRITIuc MEMBER FORCES: BUILDING DESIGNER MUST VERIFY GABLE LOADS! End verticals designed for axial loads oral Bld Length 80.00 ft, Bldg Width = 40.00 ft
TC COMP. DUN. / TENS. DUR. CSI - 9 Y• 9 9
1-2 -702 1.33 / 702 1.33 o.ss [+ gable bracing required @'SB" intervals, Extensions above or below the truss profile Mean roof height = 11.63 ft, mph = 80
2 -{476 1.23 / 1464 1.60 0.76 i exposed to wind load applied to face. if any) require additional consideration UBC Essential Facility, Dead Load = 7.2 psf
3-4 -5676 1.25 / 1941 1:60 0.86 See "General Gable Details , 0002065035. by others) for horiz. loads on the bldg.
'4-5 -56731.21 19391:60 0:9S .++++++++++++ +++++.++:+++
s-6 -5678 1. z5 / 194T 1.60 0.93 Designed for 8.4 K lbs dra p
6-7 -5672 1.25 / 1939 1.60 0.85 9 g load applied
ed
7c6 -3903 1.23 / 1295 1:60 0.72 evenly along the.top chord
to the chord
6-9 -702 1.33 / Y02 1.33 0.57 @.ea. bearing (unless noted), concurrently
BC CDMP. WN. / TENS.<WN. CSI with dead + 0 X live loads. D.F. - 1.33
to -u -5214 1.33 / $51351.3' 0.89 Horiz. reaction = 8.4 K lbs: ea. bearing.
11-12 -2714 1.33 / '7906}51.33 0.77 Connection (by others) must transfer equal
12-13 2714 1.33 / 790$ 1.33 0.9f load to each 1
13-14 -3462 1.33 / -6205 1.33 0.96 ply (Or add-on) shOWn.
14-15 -3462 1(33 / 6205 1.33 0.63 + + + + + + + + + + + + + + + + + + + + + +
15-16 -5799 1.33 / BS550.33 0.69
NB COMP. DUR. / TENS. OUR. CSI
1-10 -175 1.25 / Si1.60 0.06 '
2-10 -3654 1.25 ( 1306 1.60 0.76
2-11 -351 1.60 / 1626 1.33 0.70
3-11 -1394 1:33 / 572 1.33 0.14
3-13 -1280 1.33 / All 1.33 0.70
S-13 -411 1.25 / 232 1.60 0.06
7-13 -963 1.33 / 1037 1:33 0.76
7-15 -1449 1.33 / - 515 1.60 0.60 ,
6-15 -396 1.60 / 1762 1.33 0.61 7�ii 7-0- i %-0-1 7-0-1 7-0-11 7=0-11
6-16 -3153 1.25 / 112t 1:60 0.96 �-� -� -�
9-16 -176 1.25 / 137 1.60 0.06 7-0-11 14-1-5 21-2-0 28-2-11 '.3535 42-4-0
1 2. 3 4 5 6 7 8 9
02
3-4
2.5 a S=3.5 -43-8T
4.8 4-4 _ S=3.5-4 3:5=6 2 I
T14 3.,,-6 SHIP
1 1
3.5-10 4=4 3.5.10 MX/5-12 3-12
S=MX/5-12 STAPLE �_5
42--0
110 11 12 13 14 15 161
10-7-0 1 D-7-0 10-7 10-710-7_0
10-7-0 21-2-0 31-9-0 42=4-0
TYPICAL PLATE,: 1.5.3
20 ca. unless
1/21/2005
WANIVINUReed all notes on this sheet and give a copy of It to the Erecting Contractor.
Cust:. DILOREN20
This design Is for an Individual Grilling oompwmd not toss system, h has bsen.basW on ipeditcob n provided by Oro componrd manuNclurr
W0: Dri ve_C_di 1 orenzo-pga West_L00005_100001
w4do in aaordanoe vrilh Uro wnwA v"W o1 TPI and AFPA doWgn WmWwds. No respordlDility M ewumW for dimeralonfl ecauary. 0!menvons
Dsgnr: #LC 20 WT: 428ii
amtobovadhWb/awe ponentmanidactuw w/ ulldngdeslgnerpdortohMraOon. The buUdngdsai{prr;muatascandnthat the loads
=.
TC Li ve 20.00 psf
Du rFacs L=1.25 P=1.25
u5luxd an this design mod or avaW the loading Imposed by the load building code and the particular application, The design assumes that me top chord
IMPERIAL
Is laterally braced by the roof or floor sheathing and the bottom chord is Ishrally braced by a rigid sheathing materiel dirsolly attached, unless otherwise
noted. Bracing Is for labral to budding length Yhis WWI be,
TC Dead 10.00 psf
p
Rep Mbr Bnd 1.1 S
a��F
shown support of components members only reduce component not placed In any
that the the 19%andror connector
Rep Mbr Comp 1.OD
®
environment will ceuse mdqura content of wood to moved cause plats corrosion, Fabricate, handle, InatW
BC Live: 0.00 psf'
44¢5 Northpark Dr.
and braoathis trrrni^a«and.�,awith mewllo,,�Inga:•.Idnt and art6ngDel,Il`M.poen'a+Wlaueaeowpatnomrru:wal.onware,
ANSVTP1 1, VVTCA Wood Thus Council Annefts Stands, nesponWG116es, BUI SING
BC Dead 10.00
Rep Mbr Tens 1.00
Co o Springs, CO 80907
r- of oagn COMPoaiM SAFETY INFORk%now-
psf
O. C. Spaci ng 2- 0- 0
TRUSPLUS 6.0 VER: T6.4.1
teal 1-03) and 13CS1SUMMARY Bt1EETs• by WTCA and TPI. The Trues Plats Immule ( M) Is located at 563 Mnoft Drive. Madson,
Whcon=In6371g. The American Forest end Paper Association (AFPA)Islocated at1111116hShea NW,ata900,Washhrgton,OC2W3e
TOTAL 40.00 psf
Design Spec UBC -97
DEFL RATIO• L/240 TC: L/2411
Job Name: DILORENZO-PGA WEST
Truss ID: B4
QW.
1
BRG X -LOC REACT SIZE REQ'D
TC 2x4 DFL #1
Web bracing required at each location shown.
UPLIFT REACTIONS)
Re P Mbr Bnd 1.15
1 0- 2-12 1693 S.SO" 1.81"
2x4 DFL #2 6-9
® See standard details (TX01087001-001 revl).
Support 1 -586 lb
®
2 42- 1- 4 1693 5.50" 1.81"
BC 2x4 DFL #1 & Btr.
..[PRI -PLATE MONITOR USED -See Joint Reportee
Support 2 -586 lb
and
anebrawthisarnelgecooroenKe'MimO)etclow#npstandarde:tictntendCutSngDetalRaporla'.nNlaaeasoutputnomTrusiM.oRware,
91Nsirrpi 1',WTCA'1'- Wood Truss Council of America Standard Design Resposibilitls,'BUILDING COMPONENT -SAFETY INFORMATION'-
BRG REQUIREMENTS shown are based ONLY
WEB 2x4 DFL STANDARD
Plating spec • ANSI/TPI - 1995
Thistrussis designed using the
on the truss material at. each bearing
2x4 DFL #2 1-11
THIS DESIGN IS THE COMPOSITE RESULT OF
UBC -97 Code.
DEFL RATIO• L 240 TC: L 24
MAX DEFLECTION (span) •
PLT BLK 2x4 DFL STANDARD
MULTIPLE LOAD CASES.
Bldg Enclosed - Yes, Importance Factor -
1.15
L/968 3N NEM 13-14 LIVE)
Loaded for 10 PSF non -concurrent BCLL.
PLATE VALUES PER ICBG RESEARCH REPORT #1607.
Truss Location = Not End Zone
L- -0.S1" D. 70.51 'T= -1.02"
End verticals designed for axial loads only.
Drainage must be provided to avoid ponding.
Hurricane/Ocean Line- No Exp Category
- C
CRITICAL MEMBER FORCES:
TC CDM (OUR / TENS. OUR. CSI
Extensions above or below the truss profile
-
Bld Length a 80.00 ft, Bldg Width - 40.00 ft
9 9
i=2-34oz((l.zs / 1162 1.60 0.93
2-3 -3404(1.25 / 1164 1.6o 0.$9
(if any) require additional Consideration
(by others) for horiz. loads on the bldg.
Mean roc height 11.83 ft, mph - 80
UBC Essential Facility, Dead Load = 7.2
psf
-5361 1.2s / 3411 1.60 0.63
4-5 -5358(125 / 1610 1.60 0.96
5-6 -.5079(1:25 / 1734 1.60 0.65
6-7 -5073((1._25 / 171S 1.60 0.63
1-8 -2663 1.25 / 981 .60 0.65
8 -5(1.25 / 3 .25 0.57
SC COMP.OXIR. / TENS. OU0.. CSI
10-11 -S 1.60 / 0 M.
0.42
11-12 -1779(1.60 / 5076 1.25 0.90
12-13 -1779 1.60 / 5076 1.T5 0:67
11-14 -1920 1.60 / 5496 1.25 0:92
14-15 -1626 1:60 / 4639 1.25 0.62
15-16 -1626 1.60 / 1639 1.25 0.66
16-17 -953(1.60 / 2776 1.25 0.69
we COMP;DUR. / TENS. DUR. CSI
1-10 -1639 1.25 / 566 1.60 O.S9
1-11 -1253 1.60 / 3670 1.25 0.6s
2-11 -463 1:25 / 260 1:60 0.0a
3-11 -1834 1.25 / 676 1.60 0.94
3-13 -42 1.60 / 490 1.25 0.20
5-13 -176 1.25 / 141 1.60 009
5-14 -532 1.25 / 256 1.60 0.26
7-14 =136 1.60 / 679 1.25 0.26
7-16 -1965 1.25 / 722 1.60 0.67
6-16 -264(1.60 / 1065 1.165 0.43
6-17 -3139(1.25 / 1076 1.60 0.99
9-17 -172(1.25 / 136 1.60 0.06
7-0-11
7-0-11
1 2
7-Q� .,1 7-0-11 711
14-15 21-2-0 28-2-11
3 4 5 6 7
0�
c -u
7-0-11 7-0-11
35-3.5 42-0
8 9
3:6 2:
T
1j SHIP
2.5.4 3.55
0 11 12 13 14 15 16 17
740.11 9-10.6 85-10 9-10-8 7-0-11
7-011 16-113 25 4-13 35-35 42�
20
1
WAKIVIN V Read all notes on this sheet and give a copy of it to the Erecting Contractor.
This design Is for can Individual building component not trues system. R has been based on spedllcapons provided by the component manufacturer
and done In accordance with the anent versions of TPI and AFPA design standards. No resporslblliy Is assumed for dimensional accuracy. Dimensions
are to be verified by the component manuledurar andfor building designer prior to hbrimbon. The building designer must nosrWn that the loads
lifiIliadonthisdWgnmew oramsadthe loa6W
ngImposedbythelobulkingcodeandtheparicularappllgMan.Thednlgnassumesthatthetopchord
Cust: DILORENZO
W0: D ri ve_C_di l o renzo-pga west_L00606_J 00001
Dsgn r: _ #tLC - 16 NIT: 270#
TC Live 20.00 psf
DurFaes L-1.25 P-1.25
IMPERIAL
Is laterally braced by the roof or hoer sheathing and the bottom chord Is laterally braced by a dgld shoothing matedal directly attached, unlss otherwise
Bracing Is for lateral support to budding Imp. This
Te Dead 10.00
Re P Mbr Bnd 1.15
ROOF
noted. shwas of components members only reduce component shall rat be placed in any
to 19% -and/or
psf
Rep Mbr Comp 1.00
®
erwironmem that will cause the moisture content of the wood exceed cause connector pate corrosion. Fabricate, handle, IrNhll
BC Live 0.00 psf
445 Northpark Dr
CO, o Springs, CO 00907
and
anebrawthisarnelgecooroenKe'MimO)etclow#npstandarde:tictntendCutSngDetalRaporla'.nNlaaeasoutputnomTrusiM.oRware,
91Nsirrpi 1',WTCA'1'- Wood Truss Council of America Standard Design Resposibilitls,'BUILDING COMPONENT -SAFETY INFORMATION'-
BC Dead 10.00 psf
Rep Mbr Tens 1.00
O.C.Spacing 2- 0- 0
(UCSi 1-03) and TICS SUMMARY SHEETS' by WMA and M. The Trims Rab InsSarte (TPI) is located at 583 D'Onofdo Drive, Madson,
Design Spec UBC -97
TRUSPLUS 6.0 VER: T6.4.1
w'raeorsinbVII). The American Forest and Paper Assoclafficii JAFPA), is loodW at 1111 IM Street. NW, Sta SOD, Washington. DC; 20DO8.
TOTAL 40.00 psf
DEFL RATIO• L 240 TC: L 24
Job Name: DILORENZO-PGA WEST
WANN/NGReed all notes on this sheet and give a copy of It to the Erecdng Contractor,
Cust: DILORENZO
Truss ID: B5
Qty:
1
BRG X -LOC REACT SIZE REQ'D
TC
2x4 DFL
#2
aro to be vedried by Me component manufacturer andVor bullring designer prior to faMeallm. The Wilding designer must acpfsn that the loads
Web bracing required at each location shown.
UPLIFT REACTION(S)
L=1.2 5 P=1.25
1 0- 1-12 1272 3.50" 1.50'•
BC
2z4 DFL
STANDARD
TC Dead 10.00
® 'See standard details (TX01087001-001 revl).
Support 1 -483 lb
noted. shosm nenlength.
support components members o" reduce component shall not be placed In am
amironment the will ata mo mdstun oontent of thawood to exceed 19% endor cause connector aro corrosion. Fabdate. hande, instal
q
2 '31- 7-12 1272 3.30" 1.50"
.Rep Mbr Comp 1.00
2x4 DFL
#2
8-9, 13-14
Plating spec • ANSI/TPI - 1995
Support 2 -485 lb
ANSI/rPI V, WTCA 1' - Wood Truss Council of America Design ResporWtllmes, BUILDING COMPONENT &AFM INFORMATON' -
BRG REQUIREMENTS shown are dased ONLY
O. C. Spaci ng Z- O- O
2x4 DFL
#1
10-12
THIS DESIGN IS THE COMPOSITE RESULT OF
This truss is designed using the
a eeLNW.Sta$00,Wason,D098
Wisconsin 53719. The AmrlmFared &WPaper Association (AFPA)Is located atI1111lith SbNrry6 C20.
on the.truss material at each be.
WEB
2x4 DFL
STANDARD
MULTIPLE LOAD CASES.
UBC -.97 Code.
MAX DEFLECTION (span) •
2x4 DFL
STUD
1-10, 12-7
PLATE VALUES PER ICBO RESEARCH REPORT #1607.Bldg
Enclosed - Yes', Importance Factor -
1.15
L/957 IN MEM 10-11 LIVE)
Drainage must
be provided to avoid
ponding.
Loaded for 10 PSF non -concurrent BCLL.
Truss Location -,Not End Zone
L- -0:39" D- -0.39 T- -0.79"
End verticals designed for axial loads. only.
Hurricane/Ocean Line No Exp Category
- C
CRITICALMEMBER FORCES:
TC CORP. OUR. / TENS.((WR. CSI
Extensions above or below the truss profile
P
additional
Bld Length 80.00 ft,B�dg Width = 40.00
9
Mean height 80
ft
1>2 -2999 1.25 / 1165(1:60 p.77
2-3 -3046 1.25 / pile' a.60 O.sl.
(if any) require consideration
(by others) for horiz. loads on the bldg.
roof - 11.83 ft, mph -
UBC Essential Facility. Dead Load = 7.2
psf
3-4 -4273 1.25 / -1546(1.60 O.S2
4-S -4272 1:IS f 1546(1.60 0.60
S-6 -2573 1.25 / 1000(1.60 0•S1
6-7' -2546 1.25 / 990(1.60 0.65
BC COMP.(0 it.)/ TENS. ((OUR. CSI
ba9-36(1.60)/ 98(1:2S .0.28
9-10 / 62 C(0,90 0:49
10-11 -1644(1.60)/ 4228(125 "0.96
31:32 :1552(1.60)/ 3994(1.25 0.93
12-13 / 62(0.90 0.35
13-14 -27(1.60)/ 69(1:25 0.28
WR comp. WR. / TENS. OUR. CSI
10-2. -413 1.25 / 252 160 0.54
12-6 -417 1.25 / 2S3 1.60 P 40
1=t -1191 1.2f / 497 160
8.21
1-30 -1222 1.60 / 3147 1.25 97
8-10 -99 1.25 / 39 1.60 0.07
3:10 -1263 1.23 / 493 1.60 O.S1
3=11 / 127 0.90 0.07
5-11 / 273 0:90 0.15
5-12 -1525 1.25 / 591 1.60 63
7-12 -1073 1.60 / 276s 1:25 8:es
S_" 4
6 4 5
��
8�-5 6-4-5
�� - A
6 4 4
-�
12-11' 70 1.25 / 27 1.60 05
7'=14 -1195 1.2S / 466 1.60 .3:43
6-"
12-8-9
19.0-15 2554
31-9-8
1
2
3
4 5 6
7
3
1°%
Or 25
c -u
6-6.0 i
18-9-8
9-6-8
15-10-12
2554 31 8 i
31jT
8 SHIP
1
WANN/NGReed all notes on this sheet and give a copy of It to the Erecdng Contractor,
Cust: DILORENZO
This design Isfor w individual building component not ilea system., It hes been Dead on specifications provided Ey.ths component manufacturer
WO: Dri ve-C_di 1 o renzo-pga west100006_J00001
®
and dam in accordance wit l the anent versions of TFI and AFPA design standards. No responsibility Is assumed M dimensional scanq. Dimensions
Dsgnr: #LC 16 WT: 221#�
aro to be vedried by Me component manufacturer andVor bullring designer prior to faMeallm. The Wilding designer must acpfsn that the loads
=
TC Live 20.00 psf
L=1.2 5 P=1.25
utlllnd a this design mod or exceed the lading Imposed by tiads ro local building and the particular appicebon. The design assumes that the top chord
IMPERIAL
Is latrsily braced by me rod or floor ~hing and the Ddtom Mord to latently brood by a rigid ihrtNng material tfa
ly edw4 unless otherwise
Bracing h for lateral d a budding This
TC Dead 10.00
Re Mb
Rep Mbr Bnd '1.15
ROOF
noted. shosm nenlength.
support components members o" reduce component shall not be placed In am
amironment the will ata mo mdstun oontent of thawood to exceed 19% endor cause connector aro corrosion. Fabdate. hande, instal
q
psf
BC Live 0.00 psf
.Rep Mbr Comp 1.00
4445 Northpark Dr:.
andtr.aemlavwlneoeow.naewlmthe fdiew+ngatandards:twl t.did,mngnd.IlReporu'.avwlaaeaodpdbamTrww,lwRwars,
Standard
BC Dead 10.00
Rep Mbh Tens 1.00
CO 1 o Springs, Co 80907
ANSI/rPI V, WTCA 1' - Wood Truss Council of America Design ResporWtllmes, BUILDING COMPONENT &AFM INFORMATON' -
psf
O. C. Spaci ng Z- O- O
- -
(SCSI 1-03) and.WA SUMMARY SHEETS' b7 WTCA end TPI. The Tress Rete Iru * (TPI) Is located at SW D'OnoMo Dave, Madison.Design
Spec. UBC -97
TRUSPLUS 6.0 VER: T6.4.1
a eeLNW.Sta$00,Wason,D098
Wisconsin 53719. The AmrlmFared &WPaper Association (AFPA)Is located atI1111lith SbNrry6 C20.
TOTAL 40.00 psf
DEFL RATIO: L/240 TC` L 24
Job Name: DILORENZO-PGA WEST
Truss ID: B6
Qty..
1
BRIG X -LOC REACT SIZE REQ'D
TC 2x4 DFL N2
Plating spec • ANSI/TPI - 1995
UPLIFT'REACTION(S)
-L00006_300001
Dsgnr : #LC wT: 65#
1 0- 1-12 367 3.50" 1.50"
BC 2x4 DFL 02
THIS DESIGN IS THE COMPOSITE RESULT OF
Support 1 -166 lb
Du rFacs L=1.25 P=1.2 S
2 9- 0- 4 367 3.50" 1.50"
WEB 2x4 DFL STANDARD
MULTIPLE LOAD CASES.
Support 2 -169 lb
- -
TC Dead 10.00
BRG REQUIREMENTS shown are based ONLY
Loaded for 10 PSF non -concurrent BCLL.
PLATE VALUES PER ICBO RESEARCH REPORT #1607.,
This truss is designed using the
Rep Mbr Comp 1.00
on the truss material at each bearing
End verticals designed for axial loads only.
Drainage must be provided to avoid ponding.
UBC -97 Code.
444S Northpark Dr.
MAX DEFLECTION (span)
Extensions above or below the truss profile
Mbr Tens 1.00
Bldg Enclosed Yes, Importance Factor
1.15
L/655.IN,MEM 4-5 LIVE)
(if any) require additional consideration
Truss Location = Not End Zone
-
L- -0.16". D-.-0.16• T- -0,33"
(by others) for horii. loads on the bldg.
Whimnsin537% The American Forest and Paper Association(AFPA) N located at 111110th Stro NW; See 600. Washington. DC 20038.
Hurricane/Ocean Line - No Exp Category
- C
CItITICAI MEMBER
Tc COMP.
FORCES:
OUR. / TENS. (WR. CSI
Bld Len the 80.00 ft, B�d Width 40.00 ft
9 9
1.2 -2
2-3 -3((1.2S)/
l.is3/ 3(1.253 0.26
2(((1.25))-0.26
Mean roc height - 11.83 ft, mph a 80
UBC Essential Facility, Dead Load a 7.2
psf
TE20.(OUR.)
485-14i(1u60)% (01U.l S). 0.57
16 COMP. W0.: / TENS: OUR. CSI
1-4 -110 1:25 / 76 1.60 0.02
2-4 -263 1.25 / 166 1.60 0.15
2-5 -263 1:25 / 166 1.60 0.15
3-5 -111 1:2i / 66 1.60 0.04
4- 1
3 3
4-7-0
4-7-0
0.25
4-7-U
9.2-0
1 9-2-0
4 5
9-2-0
9-2-0
SHIP
Exp: 1201106
S_ CIVIL
WAKIV ITV W Read all notes on this sheet and give.a copy of It to the Erecdng Contractor.
Cust: DILORENZO
This design is for an Individual building Component not truss system: It has been bated on specifications provided by the component manufacturer
WO: Dri ve_C_di 1 orenzo-pga west
®
and done in soca deme with the Current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy.. Dimensions
-L00006_300001
Dsgnr : #LC wT: 65#
are to be verified by the Component manufacturer sndror building designer pow to fatoo bon: The bidlding designer must ascertain that Ms loeda
- .16
TC Live 26.00 psf
Du rFacs L=1.25 P=1.2 S
utiil=ed on this design meet or.exosed the loading Imposed by the loci WIdng Coda and 1.particular eppllcatlon. The design assumes that the top Chord
IMPERIAL
Is laterally bread by the roof or flour sheathing and the bothni Chord Is laterally braced ty • dgld shafting material dlraNy etlached. unless othenwss
noted. Bracing Is for level m buckling Iangth- This shell be
- -
TC Dead 10.00
Rep Mbr Bnd 1.15
shown support of Components members orgy reduce Component not placed In any
that Will the the to FeMrate,hendle,imMll
psf
Rep Mbr Comp 1.00
® ROOF
environment cause moisture Content of wood exceed,119% anWor couse conneehor puts Corrosion.
BC Live 0.00 psf
Rep
444S Northpark Dr.
and brace this In accordance with the followingndards:'JointandCumngOdellRepose'availabieasoutputfromTrww4lsoflware,
hisw
'ANSI/TPI 1. VVTCA 1 Wood Tugs Standard Design
BC Dead 10.00
Mbr Tens 1.00
CO J o Springs, CO 80907
- Council of America Respomlbilmes,13UILDING COMPONENT SAFETY INFORMATION' -•
psf
0. C. Spaci ng 2- 0- 0
(SCSI 1-03) and,SCSI SUMMARY SHEETS' by WTCA and TPI. Th. Truss Plate Institute (TPI) Is located at 563 O'OnoMo Dora, Madson,
-
Design Spec UBC -97
TRUSPLUS 6.0 VER: T6.4.1
Whimnsin537% The American Forest and Paper Association(AFPA) N located at 111110th Stro NW; See 600. Washington. DC 20038.
TOTAL 40.00 psf
nFF1 RATTn- I /Ian Tr- 1 /7A
Job Narne:
iRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #2
1 0- 1-12 361 3.50" 1.50" BC 2x4 DFL #2
2 9- 0- 4361 3.50" 1.50". WEB 2x4 DFL STANDARD
iRG REQUIREMENTS shown are based ONLY GBL BLK 2x4 DFL: STANDARD
n the truss material at each bearing, Drainage must be provided to avoid ponding.
LAX DEFLECTION (span) • End verticals designed for axial loads only
./655 IN MEM 4-S (LIVE) Extensions above or below the truss profile
0.16" D- -0.16 T_ -0.33" (if any)require additional consideration
RTIC CALLMMQIBER FORCEtil S: (by CSI (by others) for horiz. loads on the bldg.
2-3 -3(1.25)% 2(1.25) 0.26
6C COMP:(DUR.))/ TENS. DUR.)) CSI
4-5 -14S(1.60)/ 205 1.2S) O.57
" COMP. DUR. / TENS, DUR. CSI
1-{ -110((1:25))/ 78 1.603 0.02
2-4 -263(1.25)/ .166 1.60) 0:15
2-S -263((1.253/ 166 1.603 0.15
3-5 -111 1.25 / K 1:60 0.04
44 1
3 3
Truss ID: B7
Plating spec • ANSI/TPI - 1995
THIS DESIGN IS THE 'COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
PLATE VALUES PER ICBO RESEARCH REPORT #1607
Loaded for 10 PSF non -concurrent BCLL.
May use adequate staples for gable blocks.
BUILDING DESIGNER MUST VERIFY GABLE LOADS!
[+I gable bracing required 9 58" intervals,
i exposed to Grind load applied to face.
See "General Gable Details', 0002065035.
444 4-7-0 -1
47-0 9-2-0
2 3
0.25
r4
9-2-0
51
9-2-0
9-2-0
TYPICAL PLATE: 1:5-3
44 1
SHIP
1
UPLIFT REACTION(S) .
Support 1 -166 lb
Support 2 -169. lb
This truss is designed using the
UBC -97 Code.
Bldg Enclosed _ Yes, Importance Factor a 1.15
Truss Location - Not End Zone.
Hurricane/Ocean Line = No Exp Category = C
Bldg Length a 80.00 ft, Bldg Width 40.00 ft
Mean roof height,- 11.83 ft, mph 80
UBC Essential Facility, Dead Load = 7.2 psf
- I I1
0045982 7d
Exp: 12131106
clvllh.
1 /21/22005
Cust: DILORENZO
W0: Drive_C_dilorenzo-pga west L00006J00001
Dsgnr: #LC - 16 WT: 96#
TC Live 20.00 psf DurFacs L=1.25 9=1.25
TC Dead 10.00 psf Rep Mbr Bnd 1.15
BRep Mbr Comp 1.00
C Live 0.00 psf
Rep Mbr Tens 1:00
BC Dead 10.00 psf O.C.Spacing 2- 0- 0
Design Spec UBC -97
TOTAL 40.00 psf DEFL RATIO: L/240 TC: L/24
WAIVIVIN V Read all notes on this sheet and give a copy of it to the Erecting Contractor.
This design Is for en ithdvitl W badlding oompw w0 Trot tiux eydem. h hes been bnw ori spodfleMlorre provided by She oompohted msnufKwrw
®
and done In aocorOfnosvidh the wveot whom d TM and AFPA dWp s4ndwda. fio respwWtlUty b anumed Toi dimeroiwW axurary. Dimensions
am to be verified by the component manufedurararnVor bu0dng designer prior to fabrication. The bullring dWgnw must aeurtain that the loads
Wilted on this design meed or exceed the loading Imposed by the local building oode and the particular application. The design assumes that the top chord
-by
IMPERIAL
Is laterally braced the roof or floor shelling all the bodom chord Is laterally braced by a rigid sheathing materiel diraedy attached, unties otherwise
noted. Srsoing shown Is for lateral support of components members only to reduce budding length.. This component &hall not be placed In any
I�
ROOF
emlronment that will cause the moisture content of fhewwd to esoe cl 10% andbr cause connector plate corrosion. Fabricide, handle. install
4415 Northpark Dr.
and Mace thl& bus& In aocordarwe Naththe loltoWng &tendwds 'Joint and Cutb g MMI Rts'epoavdlabls w output from Truswal softmm,
Colo: Sprtngs, CO 80907
ANSI/FPI r, WTCA i' -Wood Truss Council of Arneria Standard Design Responsibilmes.13UILDINO COMPONENT SAFETY INFORMATION'-
11=1=03)
TRUSPLUS 6.0 VER: T6.4 .nsin6371e.
and 'SCSI SUMMARY SHEETS' bj, WTCA end TPI. The Truss Plate Institute (TPI) N located at 683 WOnof io Dew; Madison,
The American Forest and PAW Ascodation(AFPA) Is located at 1111 1Uth StreetKIN. Ste 800, Washington, DC 2003a
1
UPLIFT REACTION(S) .
Support 1 -166 lb
Support 2 -169. lb
This truss is designed using the
UBC -97 Code.
Bldg Enclosed _ Yes, Importance Factor a 1.15
Truss Location - Not End Zone.
Hurricane/Ocean Line = No Exp Category = C
Bldg Length a 80.00 ft, Bldg Width 40.00 ft
Mean roof height,- 11.83 ft, mph 80
UBC Essential Facility, Dead Load = 7.2 psf
- I I1
0045982 7d
Exp: 12131106
clvllh.
1 /21/22005
Cust: DILORENZO
W0: Drive_C_dilorenzo-pga west L00006J00001
Dsgnr: #LC - 16 WT: 96#
TC Live 20.00 psf DurFacs L=1.25 9=1.25
TC Dead 10.00 psf Rep Mbr Bnd 1.15
BRep Mbr Comp 1.00
C Live 0.00 psf
Rep Mbr Tens 1:00
BC Dead 10.00 psf O.C.Spacing 2- 0- 0
Design Spec UBC -97
TOTAL 40.00 psf DEFL RATIO: L/240 TC: L/24
Job Name: DILORENZO-PGA WEST
/ 2326 1.25 0.35
/ TENS. W0.. CSI
/ 618 1.60 0.62
Cust: DILOREWO
Truss ID: C1
O :
1
BRG X -LOC REACT SIZE REQ'D TC
2x4
DFL
02
pyyp
Web bracing required at each location shown.
UPLIFT REACTION(S)
/ 3655 1:TS 0.65
.1 0- 2=12 1920 5.50" 2.05"
2x4
DFL
#1
1-5
® See standard details CTX01087001-001 rev1).
Support .1 428 lb
noted. support of components marnbers only reduce componad and not be placed In any
elnironment that will caries the moisture writers of me wood to exceed 18% ondbr cause oonn«mr pate corrosion. Fabricate, hande. istall
2 47- 9- 4. 1920 5.50" 2.05"
BRI REQUIREMENTS based ONLY
20
DFL
#1 b Btr.
S-10
Plating spec • ANSI/TPI - 1995
-IS
Support 2 -625 lb
I
shown are BC
on the truss material at each bearing
2x6
2x6
DFL
DFL
#2
t1
15-18
THIS DESIGN THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
This truss is designed using the
-97 Code.
/ 919 1.60 0.61
/ 1316 1.25 0.53
MAX DEFLECTION (span) •
2x6
DFL
#1 S Btr.
18-23
-UBC
PLATE VALUES PER ICBO RSEARCH REPORT ?1607.
B1dg'Enclosed - Yes, Importance Factor -
1.15
L/627 IN MEM 20-21 SLIV£) WEB
2x4
DFL
STANDARD
Loaded for 10 PSF non -concurrent BCLL.
Truss Location - Not End Zone
4 '5
L- -0.91" D- -0.91 T- -1.62"
2x4
DFL
#2
1-16
Drainage must be provided to avoid ponding.
Hurricane/Ocean-Line - No Exp Category
- C
CRITICAL MEMBER FORCES:
TC COMP. DUR. / TENS. A. CSI
End verticals designed for axial loads only.
9
Bld Length -m 80.00 ft, Bid' Width = 40.00
9 9
ft
1-2 -3252 1.25 / loss 1.60 0.30
1.2S
1.25
/ 76 1.60 0.02
/ 113 1.60 0.14$,6..4
Extensions above or below the truss profile
Mean roof, height - 11.60 ft, mph 80
34
2-3 -3253 1.25 / lose 1.60 o:2s
3-4 -6549 1.25 / 2110 1.60 0.68
-39
-950
((if any) require additional consideration
UBC Essential Faci.l ity, Dead -Load = 7.2
psf
4-5 -8340 1.2S / 2710 1:60 067
.5=3-8
(by others) for-horiz. loads on the bldg.
S=3.5.6
-240
-418
5-6 -8338 1.2S / 2709 1.60 0:69
/ 132 1.60 0.04
/ 1546 1.25 0.63
4$ 1.5-4
-
3-4
34
6-7 =8645 1:25 / 2616 1.60 0.98
7-8 -8379 1.2S / 2730 1.60 0.90
1.5-4
-1432
-430
-2477
1.25
1.60
1.25
/ 520 1.60 0.37
/ 1465 1-.25 0:6T
/ 627 1.60 0.61
1533 1.25 0.62
I ,,
2$-0
8-9 -7549 1.25 / 2454 1.60 0.75
-440
-2919
9-10 -7530 1.25 / 2454 1.60 0.72
/
/ 951 1.60 N.
10-11 -7545 1.23 / 24S2 1.60 0.75
11-12 -5321 1.25 / 1715 1.60 0.53
:109
1.25
/ 107 1.60 0.03
12-13 -2463 1.25 / 796 1.60 0.26'
13-14 -3 1.25 / 2 1.25 0:20
BC COMP. DUR. / TENS, DUR. CSI
15-16 :S 1.60 /- 0 125 0.06
16-17 -1863 1,Go / 5675 1:15 0.76
17-18 -2434 1.60 / .7414 1.25 0.98
1a-19 =2434 1.60 / 7414 1.25 0:00
19-20 -2732 1.60 / 8389 1:25 0.90
20-21 -2823 1.60 / '9650 1:25 0,93
21-22 -2723 1.60 / 8345 1.2S 0.89
2223 -2053(1.60)% 6253(1.25) 0,69
21x24 -2053(((1.60)))/ 6253 1,25 0.,97
24-35 -147t 1.60 / "SS 1.25 0.67
-758 1.60
COMP: DUR.
-1861 1.25
/ 2326 1.25 0.35
/ TENS. W0.. CSI
/ 618 1.60 0.62
Cust: DILOREWO
This desipntsfor anindiYlduel.bidldingcomponent not truasysem: Ithnman bow onspecifications pmieedMthe oomponemmonuha,rer
WO: Drive_C_dilorenzo-pga west_L00006_300001
�
�N
�N
t1Tp .ayi+
pyyp
-1166
1.60
/ 3655 1:TS 0.65
TC Live 20.00 psf
Du rFacs L=1.2S, P=1.25
IMPERIAL
TC Dead 10.00 psf
Rep Mb r Bnd 1.15
® ROOF
noted. support of components marnbers only reduce componad and not be placed In any
elnironment that will caries the moisture writers of me wood to exceed 18% ondbr cause oonn«mr pate corrosion. Fabricate, hande. istall
BC Live 0.00 psf
-279
1.25
/ 150 1:60 OTOS
BC Dead 10.00
Rep Mbr Tens 1.00
Colo Springs, CO 80907
I
psf`
O.C.Spacing 2- 0- 0
TRUSPLUS 6.0 VER: T6.4.1
Y�frf
V
-2750
-370
1.25
1.60
/ 919 1.60 0.61
/ 1316 1.25 0.53
DEFL RATIO: L/240 TC: L 24
-1216
-316
1.25
1.60
/ 456 1.6i 0.27
/ 1063 1.25 0.43
1 21
3
4 '5
6
7
:6
'9
1011
-423
-96
1.23
1-.60
/ -194 1.60 0.06
/ 296 1.25 0.12
Or 25
-dl
-326
1.2S
1.25
/ 76 1.60 0.02
/ 113 1.60 0.14$,6..4
34
-39
-950
1.60
1,25
/ 265 1.25 0.11
/ 321 1.60 0.41
3-8
.5=3-8
S=3.5.6
-240
-418
1:25
1. so
/ 132 1.60 0.04
/ 1546 1.25 0.63
4$ 1.5-4
-
3-4
34
34
1.5-4
-1432
-430
-2477
1.25
1.60
1.25
/ 520 1.60 0.37
/ 1465 1-.25 0:6T
/ 627 1.60 0.61
1533 1.25 0.62
I ,,
2$-0
-
-440
-2919
1.60
1.25
/
/ 951 1.60 N.
:109
1.25
/ 107 1.60 0.03
2,5-4 3-4 S=MXI( 8 3.4 3.5-0 3:5.4
4-14 3-4 3-4S=MX15-8
44-6 6-310 6-9-7 i
44-6 10-8-0 175-7
374-0
i1-� Ili b
12 13 14
45
4-6 1.54 T
SHIP
45 36
6-3-10
43-7-10
1/21/2005
WARNINGRead all notes on this sheet and give a copy of It to the Erecting Contractor.
Cust: DILOREWO
This desipntsfor anindiYlduel.bidldingcomponent not truasysem: Ithnman bow onspecifications pmieedMthe oomponemmonuha,rer
WO: Drive_C_dilorenzo-pga west_L00006_300001
®
and done in aaoordena with the Wined versions of TPI and AFPA design standards. No respmmftity is asaumad fur dimmdanl ax wnwy. Dimensions
Dsgn #LC 16 WT:
mom be verified by the oomponent manufacbrrer,andror Wiling designs prior to fabrication, The Duildrigdmipner must aloe . n that Oro loads
r: = 35S#
marded on War design mss m MONd the loading Imposed by the Beal b dldng ode and the peNWar application. The de sign assumr mat tha top chord
TC Live 20.00 psf
Du rFacs L=1.2S, P=1.25
IMPERIAL
Is laterally braosd by the rant or floor oheaUdng and me bo" sherd Is Iatere ly braced by a rigid entwining material dreeay.aRerlsd uniess o0rawia
&sang Hawn is for lateral ro bucleing Imp. This
TC Dead 10.00 psf
Rep Mb r Bnd 1.15
® ROOF
noted. support of components marnbers only reduce componad and not be placed In any
elnironment that will caries the moisture writers of me wood to exceed 18% ondbr cause oonn«mr pate corrosion. Fabricate, hande. istall
BC Live 0.00 psf
Rep Mb r Comp 1.00
4445 Nori;hpark Dr.
angbrecemiatrlssmaocordenaw;mm.roilowingat.nmra:',rmm.ndcai6npoarallReport.•av.rraaseourpxdfromTn,.wal.aRwme.
'1111"11', 1' Tnm Coundl
BC Dead 10.00
Rep Mbr Tens 1.00
Colo Springs, CO 80907
YYTCA -Wood of America Standard Design Rasponslbllmws, BUILDING COMPONENT SAFETY INFORMATION'-
psf`
O.C.Spacing 2- 0- 0
TRUSPLUS 6.0 VER: T6.4.1
(BC& 1-0) end SCSI SUMMARY SHEETS' by WTCA and TPI. The Tits Plata Institute (TPI) is located at 683 D'OnoMo Drive, Madison,
Wisoonsin 53719: The Armarimn Forest and Paper Association (AFPA) Is loested at I I 11 Ift Streat NN, Ste 800. Waslilriglon, DC 2OD38.
TOTAL 40.00 psf
Design Spec UBC -97
DEFL RATIO: L/240 TC: L 24
Job Name: DILORENZO-PGA WEST
Truss ID: C2
Qty:
1
BRIG X -LOC REACT SIZE REQ'D
TC 2x4 DFL #2
Plating spec • ANSI/TPI - 1995
UPLIFT REACTION(S)
-L00006-100001
Dnr • 18 Wi:
Sgds
1 1- 4- 8 1368 6.00" 1.S0"
2x4 DFL #1 10-14
THIS DESIGN IS THE COMPOSITE RESULT OF
Support 1 -456 lb
Du rFacs L-1.25 P=1.25
2 43- 0- 8 5014 6,00" 4.97"
BC 2x6 DFL #2
MULTIPLE LOAD CASES.
-1657 2 -1657 lb
TC Dead 10.00
3 47- 3- 0 882. 6.00" 1.50"
WEB 2x4 DFL STANDARD
PLATE VALUES PER ICBO RESEARCH REPORT #1607.
Support 3 -2770 lb
Rep Mb r Comp 1.0,0
BRI REQUIREMENTS shown are based ONLY
the
2x4 DFL #2 13-26
Loaded for 10 PSF non -concurrent BCLL.
This truss is designed using the
4445 Northpark Dr.
on -truss material at each bearing
Install interior support(s) before erection.
Mark all interior bearing locations.
UBC -97 Code.
ofStandard Design .Rwponsibiiibes,.SULDINGr.OMPONENT:SAFETY INFORMATION-
MAX DEFLECTION (span)
L/999 IN MEM 19-20 (LIVE)
End verticals designed for axial loads only.
Drainage must be provided to avoid ponding.
Bldg Enclosed a Yes, Importance Factor -
1.15
Design Spec UBC -97
Extensions above or below the truss profile
Due to high uplift reaction, this truss
Truss Location a Not End Zone
DER RATIO: L 240 TC: L/24
L_ -0.37"
GRITIGL NP'
D= -0.37" T= -0.74"
FORCES:
if any) require additional consideration
for
requires sppecial connection details
-truss
Hurricane/Ocean Line No Ex ..Category - C
p
TC CONP.
O
OR. / TENS. R. CSI
(by others) horiz. loads on the bldg.
(designed by others) to secure
Bld Length 80:00 ft, B1tlg
g Width 40.00
ft
1-z -1719
1.25 / 561 1.60 0.17
t a rigidly anchored support.
Mean roof height a 11.60 ft, mph - 80
2-3 -1717
1.25 / 559 1.60 0.16
UBC Essential Facility, Dead Load a 7.2
psf
3-4 -3874
4-5 -4618
1:23 / 1248 1.60 00.385
1.x85 / 1504 1.60 0.43
S-6 -4615
6-7 -4294
1.25 / 1502 1.60 0.43
1.25 / 1399 1.60 0.36
7-8 -3435
1.25 / 1110 1.60 0.29
6-9 -2053
1.25 / 643 1.60 0.20
9-10 -2053
1:25 / 643 1.60 0.16
1A-11 -2049
11-11 -367
1.25 / 641 1.60 0.24
1.60 / 1122 1.2S 0.37
12-13' -1357
13-14 -4
.60 / 4119 1.23 0.92
1.25 / 2 1.25 0.30
BC COMP: WR:
/ TENS-. WR. CSI
15-16 -5 1:60
/ 0 1.21 0.03
16-17 -1117 1.60
/ 3355 1.25 0.53
17-16 =1440 1.60
1d-19 =1440 1.60
/ 4334 1.25 066
/ 4334 1.25 0765
19-20 -1511 1.60
/ 4621 1.25 0.66
20-21 -1392 1.60
/ 4257 .25 0.64
21-22 -1091 1.60
/ 3365 1.25 0.49
22-23 - -59 1760
23-24 -59 1:60
24-25 -2134 1.25
/- 228 1.15 0:07
/ 226 1.23 0:09
/ 695 1.60 0.26
-4104 1:25 / 13S1 1.60 '0.34
Om1P. R. / TENS. DUR. CSI tV
13401.285/, 4++1.60 o.0 3214 144-6 1448 14-48 4446' 1448 1448 1446 1448
=687 1:60 / x130 1.20 00.685 3-2-14 7-7-4 11-11-9 16-3-15 20-8-5 25-0-11 29-5-1 33-i}7 38-1-12 1 a
-239 1.25 / 130 1.60 0.0+. _
-166d 1.25 / 636 1:60 0.79
-195 1.60 / 7d0 1.25 0:31.
-647 1.25 / m 1.60 0.14: 1. 2 3 4, 5 6 7 8 9 10 11 12 13 U
-72 3.60 / 324 1.25 0.12
-51 1.25 / 71 1.60 0.02 �
-404 1:25 / 134 1.60 0.17 O1 25
-4S 1.60 / 292 1.I5 0.12 S=3
55
-993 1.x85 / 336 1.60 0.42 3.4 1
115 1:60 / 614 1.25 0:285 5=3 5
1572 1.25 / $33 1.60 0.68 1.5-4
-24S 1.25 / 134 1.60 0.04 , 3..4 3.4 3.5-4 4-6 45 7-8 1.5-4
-699 1.60 / 2196 1:25 O.as
-1667 1:25 / 680 1.60 0.4 - -
-S56 1.60 / 1622 1.21 0.7 31
x197 1.25 / ssz 1.60 0.90 2 5 �14 SHIP
-3160 1.25 / 1102 1.60 0:55
-IL 1.60 / 4960 1.25 0.66
-122 1.25 / 119 1.60 0.04 ri P9
2:54 3-4 S=55 3-4 3-4 3.5-10 3.5-5 7-g1 8.8
-in 3-4 S=5.6 .. .
STUB
3-2-14 63-10
3-2-14 9-6.8
6-9-7 G95 5-8 4-8-8 Zo STUB
36=2 41-8 0 46-4-8
3/2/2005
WAK/VINURead all notes on this sheet and give a copy of it to the Erecting Contactor.
Cust: DILORENZID
This design Is toren Individual building component not truss system: It has been baud on specifications provided by the comported manufacturer
WO:. Dri ve_C_di 1 orenzo-pga west
�.
and done in accordance w1th the currentversions of TPI and AFPA design standards. No responsibility is assumed for dlmansionaleccuracy. Olmensions
-L00006-100001
Dnr • 18 Wi:
Sgds
am to be vedlled by the component manufacturer andfor building designer poor to fabrication. The building designer must asoeden that the la
AC = 34_6#
TC Live 20.00 psf
Du rFacs L-1.25 P=1.25
Wind on the design meet or ached the loading Imposed by clic local building cods and the particular appllira0gn. The design assumes that the top chord
IMPERIAL
Is laterally braced by the root or icor sheathing and the bottom chord Is laterally braced by a rigid sheathing material drardiy attached, unless otherwise
noted. Bracing Is for leral's -only
tsuppen
TC Dead 10.00
Rep Mb r Bnd 1.15
shown ot,components mambas to reduos batwing length. This component shall not be placed in any
that, ni the
psf
Rep Mb r Comp 1.0,0
ROOFwrOmmad
suss mctsture oomsnt o<the wood to aaed 19% and/or cause connector plate corrosion. Fabricate, hand*, installBC
.
Live 000 psf
4445 Northpark Dr.
and maamleau*ale.teoraenawimu,.ralowrnoa�
a.rd,_'3ardand cwtenlxCutting r er., Rep
�al�.el.output aomrrmevw.onw
ANSI/TPi1.WTCA1- Wood Truss Council America
BC Dead 10.00
Mbr Tens 1.00
O.C.Spacing
Colo Springs, CO 80907
ofStandard Design .Rwponsibiiibes,.SULDINGr.OMPONENT:SAFETY INFORMATION-
psf
2- 0- 0
TRUSPLUS 6.0 VER: T6.4.
(8061'1.03) and 13CS181LIMMARY SHEETS' by WTCA and TPI: The Truss Hate Institute (TPI) Is located at 683 t7OnoMo Drive, Madison,
- -
Design Spec UBC -97
Wleoonsln63719.TheAmerianForestandPaperAssaaaionviFFP,rqi*loatedatllitipthsbe*t,NW,OftNO.Washington,DC2Dx,
TOTAL 40.00 psf
DER RATIO: L 240 TC: L/24
Job Name: DILORENZO-PGA WEST
Truss ID: C3
Qty:
1
8RG X -LOC REACT
1 5- 4-12 1647
SIZE REQ'D
5'.50" 1.76"
TC 2x4 DFL #2
2x4 DFL #1 4-7
Web bracing required at each location shown.
® See standard details CTX01087001-001 rayl).
UPLIFT REACTION(S)
Support 1 lb
2 43- 0- 8 457
5.50" 1,SO"
BC2x4= DFL 01 6 Btr.
..[PMI -PLATE MONITOR -USED -See .Joint Report--
-573
Support 2 -127 lb
edonsdmadoresaedtheloadingimposedbymeloalbuildingcodeandthepemoularappliu0wm
�I¢ Wesign on. The designasesthatthetopchord
3 47- 3- 4 1282
5.50" 1.50"
2x4 DFL #1 11-14
Plating spec • ANSI/TPI -.1995
Support 3 -468 lb
environnedUstw111rausetismdeturseontMeofthe wood toacerae19%"or cause oonnehrrplate corrosion. Foba.0khandle,Instal
BRG REQUIREMENTS shown
are based ONLY
WEB 2x4 DFL STANDARD
THIS DESIGN IS THE COMPOSITE RESULT OF
This truss is designed using the
Rep Mbr Tens 1.00
on the truss material
at each be
PLT BILK 2x4 DFL STANDARD
MULTIPLE LOAD CASES.
UBC -97 Code.
(SCSI 1-03) and `SCSI SUMMARY SHEETS by and TPI: The Tres Plate Institute RPU Ice looted at 688 D'Onohlo Drive, Madaon,
MAX DEFLECTION (span)
•
Loaded for 10 PSF non -concurrent BCLL.
PLATE VALUES PER ICBO RESEARCH REPORT #1607.
Bldg Enclosed a Yes, Importance Factor -
1.15
L/766 IN MEM 1S-16 (LIVE)
Install in_terior.support(s) before erection.
Mark all interior bearing locations.
Truss Location- Not End Zone
L_ -0.59" D- -0.59"
CRITICAL MEMBER FORCES:
T. -1.18"
End verticals designed for axial loads only.
Drainage must be provided to avoid ponding.
Hurricane/Ocean Liner- No Ex vp Category
C
TC COMP, Dull / TENS.
DBR. CSI
Extensions above or below the truss roflle
p
Bld Length = 80.00 ft, Bid Width.= 40:00
9 9
ft
1-2 -1634 1.25 / 526
1.603 0.61
Cif any).require -additional consideration
Mean noofheight a 11.60 ft, mph -- 80
2-3 -5023 1.25 / 1709
1.60 0.73
(by others) for horiz. loads on the bldg.
UBC Essential Facility, Dead Load - 7.2
psf
3-4 -6163 1.25 / 2131 1.60 0.77
4-5 -6161 1.25 / 2130 1.60 0.87
S-6 -6165 1.25 / 2132 1.60 0.65
6-7 -5264 1.25 / 1807 1.603 0.54
7-8 -5259 1.25 / 1804 1.603] 0.76
.8-9 -2S69 1.25 / 882 1.60 0.69
9-30 -4 1.25 / 2 1.25 0.45
BC COMP.[OR.
/ TENS. DUR. CSI
11-12. -S:60 / 0 1.600.1812-13 -1331:60 / 37261.250.7113-14 -1941.60 / 3545 1.25 0.9914-1f =1940:60 / 3545 1.23 0.851S-16 -1993.60 / 5678 1.25 0'.96
16-17 -1514:60 / 4226 1.25 0:7817-18 ,1514.60 / 4216 1.20.618-0 -568.60 / 1576 1.25 1.00
18-19 -568.60 / 1576 1.25 1:00
WB COMP.11:6012
"UR./ TENS. R. CSI
`1-11 =1642.25/ $60 1.60 0.59
1-12 -698.60/ 2170 1.23 O.S8
2-12 -2471.25/ 9SO 1.60 0.54
:2-13. -442.60/ 1516 1.25 0.62
3-13 -823225/ 367 1.60 0.17
3-15 -20s 670 1.25 0.21
5-15 -357 1.25 / 201 1.60 0.06
6-15 -151 1.60 / 552 1.25 0.22
6-16 -702 1.25 / 313 1:60 0:16
6-16 -362 1.60 / 1302 1.25 0.53
6-18 -2036 1.25 / 771 1.60 0.57
9-18 -406 1:60 /. 1383 1.25 0-.S6
9-19 -2045 1.21 / 763 1.60 0.87
10-19 -101 1.25 / 118 1.60 0.04
4-6
2�5
6.10-0 I 6 0 S-O'D -1 6 -D -O 6-0-0 7-6-0
6-10-0 12-10-0 18-10-0 24-10-0 30-10-0 38-4-0 42 4=0
2 3 4 5
DFL #2
D1 2.r1
6 7 8
3:55
S=3-4
9 10
4
T
114 SHIP
5-2-0420 0 05-0
STUB 111 12 1314 15 16 17 18 19+STUB
2-10-0 8-0-0 5-0.0 8_0-0 8-" 7-2-0
2-10-0 10-10-0 18-10-0 26-10-0 35-2-0 42-4-0
5
WAKIV/NURead all notes on this sheet and give a copy of to the. Erecting Contractor.
Cust: DILORENZO
This design N toren nd individual building componnot trues system. It hn bean based on spedfiado pmlded M Os oomponam menulactura
W0: Dri ve_C_di 1 orenzo-pga west_L00006_300001
®
and dons In accordance with the current versions of TPI end AFPA design standards. No rapormibility Is assumed for dme iwW amraq. Dimensions
DS n r #LC 18 WT: 265#
are to be verified Ey the component manufacturer and/or building designer prior to fabrication. The building designer mud esovtidn Net the loads
9 -
TC Live 20.00 psf
DurFacs L-1.25 P=1.25
edonsdmadoresaedtheloadingimposedbymeloalbuildingcodeandthepemoularappliu0wm
�I¢ Wesign on. The designasesthatthetopchord
IMPERIAL
Is lateral bre* by the roof or floor sheathing and the bottom dun is laterally braced by a rigid sheathing material directly elhched, unless oll-hese
WBretlng shown b for lateral support of compone is members only to reduce buckling larpm. Thi component shall not be psoed in aq
TC Dead 10.00 psf
Rep Mbr Bnd 1.15
ROOF
environnedUstw111rausetismdeturseontMeofthe wood toacerae19%"or cause oonnehrrplate corrosion. Foba.0khandle,Instal
BC Live 0.00 psf
Rep Mbr Comp 1.00
4445 Northpark Dr.
ane baa this cow in aoaraana with mamlwwng starad.res '�am and cmdng Dwell Reports wahatle a output from Treswal wnwars;
BC Dead 10.00
Rep Mbr Tens 1.00
Colo Springs, CO SO9O7
ANSI7rPl1',-WTCA1'-Wood Truss CoundlofArnedce Shndard Design Reslro s buttes ;'BUILDING COMPONENT SAFETY INFORMATION'-
�WTOA
psf
O.:C.Spacing 2- 0- O
(SCSI 1-03) and `SCSI SUMMARY SHEETS by and TPI: The Tres Plate Institute RPU Ice looted at 688 D'Onohlo Drive, Madaon,
Design Spec UBC -97
TRUSPLUS 6.0 VER: T6.4.1
Wisconsin 637119. Th. American Forest and Paper Association (AFPA)Ial000bdatt111IBM ehe ", Ste 800:washir0m,DO20038.
TOTAL 40.00 psf
DEFL RATIO: L/240 TIC: L/18
Job Name: DILORENZO-PGA WEST
Truss ID: C4
Cust: DILORENZO
Qty:
1
BRG X -LOC REACTSIZE
REQ'0
TC 2x4 DFL #2
Web bracing required at each location shown.
UPLIFT REACTION(S)
are to be verified by the component manufacturer and/or building deelgner prier to fabrication. The building designer must ascertain mat the loads
g =
1 9- 5-12 1495
5:50" 1.59"
BC 2x4 DFL #2
® See standard details CTX01087001-001 revl):
Support 1 -542
lb
TC Dead 10.00 psf
2 43- 0- 8 316
S:50" 1.50"
2x4 DFL #1 13-16
**[PM -PLATE MONITOR USED -See Joint Report-
Support 2 -75
lb
end brasthisbeeInaccordanom with the following standards: 'Joint andCumngt1.> WReports'awiaWeasoutputnomTruewdsoftware,
'ANSuTF1
3 47- 3- 4 1250
5.50" 1.50"
WEB 2x4 DFL STANDARD
Plating spec • ANSI/TPI - 1995
Support 3 -480
lb
TRU5PLUS 6.0. VER: T6.4.1
BRG REQUIREMENTS shown are based ONLY
PLT BLK 2x4 DFL STANDARD
THIS DESIGN IS THE COMPOSITE RESULT OF
This truss is designed using the
on the truss material
at each bearing
PLATE VALUES PER-IC80 RESEARCH REPORT #1607.
MULTIPLE LOAD CASES.
UBC -97 Code.
MAX DEFLECTION (span)
L/956 IN MEM 12=13
•
Mark all interior bearing- locati"ons.
Loaded for 10 PSF-non-concurrent BCLL.
Bldg Enclosed - Yes,
Importance Factor -
1.15
(LIVE)
Drainage must be provided to avoid ponding.
Install interior support(s) before erection.
Truss Location - Not
End Zone
L- -0.42" D. =0.42"
CRITICAL NEMRER FORCES:
T= =0.84"
End verticals designed for axial loads only.
Hurricane/Ocean Line
No Ex Category
- C
TC COMP. DUR. / TENS.
OUR. CSI
Extensions above or below the truss profile
P
Bldg Len th - 80,.00
9
ft, Body dth 40.00 ft
i-2 -2 1.60 / 3
1.is U.
if any) require additional consideration
Mean roof height -
11.60 ft, mph - 80
2-3 -3103 1.IS / loge
3-4 -4863 1.25 / 1739
1:TA 0.a
0.64
by others) for horiz, loads on the bldg.
UBC Essential Facility, Dead Load + 7.2
psf
4-3 -4685 1:23 / 1760
1.60
1.60 0:70
-
S-6 -4661 1..23 / 1737
1.60 0:67
6-7 -{531 1.25 / 1623
7-g -2510 1.25 / 912
1.60 0.61
1.60 0.50
3-9 -{ 1.25 / 2
.1S 0.37
BC CORP.[to0.. j TENS.[1::2
R. CSL
10-11 -553.60 / 145425
11-12 -1{04.60 / 362325
0.43
0:66'
12-13 -1769.68 / 461425
0.98
13-14 -1769.60 / 461415
0.97
1{-13 -1407.60 / 375225
0%
15-0 -688.60 / 177325
15-16 -688 so / 17735
0.92
0:92
WB CORP. DOR. / TENS. OUR. CSI
1-10 -411.25 / 66 1.60 0.02
2-30 -2019 1.2S / 767
2-11 -629 1.60 / 1943
1.60 0:47
1.25 0.79
3-11 -1134 1.25 / 498 1.6D 0:24
3-12 -384 1.60 / ,1152 1.25 0.47
4-12 -347 1.25 / 201
6-12 -93 1.2S / 96
6-14 -483 1.25 % 246
1.60 0.06
1.25 0:07
1.60 0.11
2-0.0
8-0-0 B -0-O 8=7
4-11-0
7-14 -267 1.6o / 979
1.25 0.40
2-13-0 8-9-0
14=8-0 20-8-0 28-9-0 33-4.0
38-3-0
7-15 -1382 1.25 / 620
8-15 -341 1.60 / 1144
1.60 0.72
1.25 0.46
1 2 3
4 5 8 % 8
9
9=16 -2130 1.25 / 826
9-16 -130 1.25 / 136
1.60 0.76
1.60 0.04
0�
DFL #2
2.54
3:5-5
1.5 3 S-3-4 3.54 3:5-5
1.5-3
2.5-0 34
+21-5
T
35114 4 HIP
19
1
3-5 2.5-8
2.5.8 S=NDVS512 3.5-4
3.5=5
2.5.4 azos
STUB '10 11
8 9-0 14
8-0.0 7.8-0
30-90 38-3-0
WA=RG=anZt9s on thissheet and, a copy of it to the Enacting Contractor.
Cust: DILORENZO
This design is for an individud building oomp6nem not truse v/stem. It has been based on specifla6ons provided bythe component manufacturer
W0: Dri ve_C_di l orenZO7pga west -L00006_300001
and done in aeeordmoe with the cufford versions of TPI and AFPA design standards. No responsibility is assumed for dlmamfond sopxacy. Dimensions
Ds n r : AtLC 18 WT: 24D#
are to be verified by the component manufacturer and/or building deelgner prier to fabrication. The building designer must ascertain mat the loads
g =
TC Live 20.00 psf
Du rFacs L=1.25 P-1.25
utilized on this OeNpn melt o exceed the laadng hnpceed bj the ledel build hg Dade and the pedieWer application, The designasaumn that the top toad.
IMPERIAL
is laterally braced by the rod or floor sheathing and the bovem chord is Iateraly braced by a rigid sheathing matsrid directly ett Bred, udess othenda
Gracing!" is far lateral. components budding Immo.
TC Dead 10.00 psf
Rep Mbr Bnd ,1.15
® ROOF
noW. support of rriembive cny.to reduce This componerd shill not be placed In any
eavtrmmard that will ase the moisture contact of the wood toscsd tg% and/or m m oonnedor,platemmaton. Fabricate, hands, Ift"IBC
Live 0.00 psf
Rep Mbr Comp 1.00
4445 Northpark Dr,
end brasthisbeeInaccordanom with the following standards: 'Joint andCumngt1.> WReports'awiaWeasoutputnomTruewdsoftware,
'ANSuTF1
BC Dead 10.00
Rep Mbr Tens 1.00
Wo Springs, CO 80907
r1Y
, TOA c - Wood Truss Council of America Standard DedgnResponsibilities, SUILDINO COMPONENT SAFETY INFORMATION'.-
psf
O. C. Spaci ng 2- 0- 0
TRU5PLUS 6.0. VER: T6.4.1
(SCSI 1.03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Trus Plate Irro6Nts (TPI) Is located at 651 D'Onotdo Drin, Madison,
Wisconsin 53719. TheAmerianFAr stand PoperA.aodaeon(AFPA�isloaaae1111IMnsbed„NW,SteSDO,Washington,DC20M.
TOTAL 40.00
Design Spec UBC -97
psf
DEFL RATIO' L/240 TC: L 18
Job Name: DILORENZO-PGA WEST
Truss ID: C5
Qty:
1
BRG
X -LOC
REAR
SIZE RE Q'D
TG 2x4 DFL i2
Web bracing required at each 1'ocation shown:
UPLIFT REACTION(S)
1
SS- 4-12
1265 S.SO" 1.50"
BC 2x4 DFL #2
® See.standard details (TX01087001-001 rev1).
Support 1 -485 lb
2
43- 0-
8
217 3.50". 1.50.
WEB 2x4 DFL STANDARD
Plating spec ANSI/TPI - 199S
Support 2 -42 lb
3
47- 3-
4
1109 5.50" 1.50"
PLATE VALUES PER ICBQ RESEARCH REPORT #1607.
THIS DESIGN IS THE COMPOSITE RESULT OF
Support 3 -4SI lb
BRG REQUIREMENTS_
shown are based ONLY
Loaded for 10 PSF non -concurrent BCLL.
MULTIPLE LOAD CASES.
This truss is designed using the.
on the
truss
material
at each bearing
Install interior support(s) before erection.
Mark all interior bearing locations.
UBC -97 Code.
MAX DEFLECTION
(span)
End 'verticals designed foaxial loads only.
r
Drainage must be provided to avoid ponding.
Bldg Enclosed a Yes, Importance Factor =
1.1S
L/999
IN MEM
12-13
(LIVE)
Extensions above or below the truss profile
Truss Location = Not End Zone
L- -0.26"
CRITICAL
MEMBER
D=.=0.26
-FORCES:
T- -0.52"
(if any) require additional consideration
for horiz. loads on
Hurricane/Ocean Line - No Exp Category
- C
TC
1-2
COMP.IDURl
-1.
.TENS:
DUR. CSL
3
(by others) thebid g•
Bldg Length - 80.00 ft, Bldg Width 40.00
9 yy 9
height
ft
2-3
-29691.25/
1250.2eMean
1117 1.60 0.4z
roof - 11.60 ft, mph = 80
UBC Essential Facility, Dead Load = 7.2
'psf
3-4
-29711.25/
-29671.251161.600.41
1119 1.60 0.404-5
5-6
-33731:25126-7
-20991:2S/
812 1.60 0.41'7-8
-41.25_/
3 1.25_ 0.36
. BC
COMp:IT
UR.
TENS'.
ou lY9-10.
-495.60
/
lltt1.250.5110-1113531.60
/
3466
1:25 O:ti11-12
12-13
-11651.60
-11631.60
/.0.76
/
2960
1.25 0.79
13-0=6791.60
/
1653
1.25 0:74
13-14
-6791:60
/
1653
1.25 0:74
WB
comp.11DURw
TENS. UR. CSI1-9
-441.281.60
0.032-9
2-10-6771.60
-1650.26661.600:41
/1991.25
0.79
3-10
5.0
-3591.25
-SS31.25
/
/
218 1.60 .0.07
262 1.60 0.43
5-'1166.11
/
.-1121.60 /
133 1.60 -0046-11
521 L.2S 0.21
6-13
7-13
7-14
-1112(1.25
-233(((1:60
/'
/
466 1.60 O:Sl
813 1.25 0.33'
�Qrayi0:00 ,
[ 7V-8~
�n-0 R.,(Il1 R1Ln - W5:0
-7--6i iG•lri--l+laWr4" Y-,�1
F1C15 _
t-14
-1921
-145
1.25 /
1.25 /
788 1.60 0.84
140 1.60 -0:0{-
3:Za=iF-U'ri
1 2
3 4 5 6 7
8
IMPERIAL
ROOF
4415 Northpark Dr.
Colo Springs, CO 80907
TRUSPLUS 6.0 VER: T&A.
0
2: 3.5.8 1:5 3 8_3.4 2.5-4 2 4-4 1.619 T
:5 3T
913 �r14 1P
1 1
3
15-2 32 4 0 0 8-0
STUB0
it l TS 13,STUB
61
WAK11111YUReed all notes on this sheet and give:a copy of It to the Erecting Contractor.
This design Is for an individual building cornponera not truss system. It has been bow M specifications provided by the compost manulacturer
a
and done In scrdence with the current version of TPI and AFPA design standards. No reeponslbitlty Is assumed for dimensional accuracy Dimensions
are to be verified by the component mamAaMaer andtor bu8ding designer prior to fabdcation. The building designer. must ascertain that the loads
utilized on this design mad or mueed the loafing Imposed by the loaf building ads and the particular application. Thedesign easumee thattha top Mord
Is laterally braced by the root ornar sheathing and the bottom Mord is laterally braced by,a rigid sheathing material dreNy attedled; unless othi vise
noted. Bracing shown Is for lateral support of components members only to reduce budding length.. This ampaerd shall not be placed in any
environment that will aces the moisture contend of ft wood to awed19%'andfor awe connector plate cxialon. Fabricate,.hande.install-
ane brace this truce In accordance with the following standards:'Joint and Cutting Delell Reporb� available as output from Truewel $OR -n,
'ANsirrpi 1', WTCA V - Wood Truss Council of Ameda Standard Design Reeponsibllmes„'BUILDING COMPONENT SAFETY INFORMATION -
[BCSI 143) and 13CSt SUMMARY ,SHFFTS' by,VQCA and TPI. The Truss Plate Institute (TPI) la located at 583 D'Onohio Drive,. Madson,
Wlaansln 63718 The Amman Forest and Paper Association (AFPA) Ie 1oalad at 1111 1gth SbesC.NW. Me 800;. WxMngton, DC 20038.
3/2/2005
Custi DILORENZO
W0: Drive_C-lilo_renzo-pga west -L00006_ 60001
Dsgnr: #LC - 18 Vr: 202#
TC Live 20.00 psf DurFacs L=1_.25 P=1.25
TC Dead 10.00 psf Rep Mbr Bnd 1.15
BRep Mbr Comp 1.00
C Live 0.00 psf
Rep,Mbr Tens 1.00
BC Dead 10:00 psf OX.Spacing 2- 0- 0
Design Spec UBC -97
TOTAL 40.00 psf DEFL RATIO: L%240 TC: L/24
Job Name: DILORENZO-PGA WEST
Truss ID: C6
Qty:
1
BRG X -LOC REACT
SIZE REQ'D
TC 2x4 DFL #2
Web bracing required at each location shown.
UPLIFT REACTION(S)
TC Li ve 20.00: 'psf
1 O- 2-12 1008
5.50" 1.50"
BC 2x4' DFL #2
® See standard details (TX01087001-001 rev1).
Support 1 -414 lb
TC Dead psf
2 21- 3- 8 182
3.50" 1.50"
WEB 2x4 DFL STANDARD
Plating spec • ANSI/TPI - 1995
Support 3 -412 lb
ROOFernironmentL
3 25- 6- 4 921
5.50" 1.50"
PLATE VALUES PER ICSO RESEARCH REPORT #1607.
THIS DESIGN IS THE COMPOSITE RESULT OF
This -truss is designed using the
,BC Dead 10.00 psf
BRG REQUIREMENTS shown are based ONLY
Loaded for 10 PSF non -concurrent BCLL.
MULTIPLE LOAD CASES.
UBC -97 Code.
on the truss material
at each bearing
Install interior support(s) before erection.
Mark all interior bearing locations.
Bldg Enclosed - Yes, Importance Factor -
1.15
MAX. DEFLECTION (span)
•
End verticals designed for axial loads only.
Drainage must be provided to avoid ponding.
Truss Location- Not End Zone
L/999 IN MEM 9-10 SLIVE)
L= D-
Extensions above or below the truss profile
Hurricane/Ocean Line No Exp Category - C
-0.16" -0.16
CRITICAL MEMBER FORCES:
T- -0.33"
(if an ) require additional consideration
for horiz. loads bldg.
Bldg Length = 80.00 ft, Bldg Width - 40.00
Mean height 11.60 ft, 80
ft
Tc COMP GDUR:)/ TENS.
1-2 -3 1.25 / S
OUR. CSI
1'.2f 0.46
(by others) on the
roof - mph -
UBC Essential Facility, Dead Load = 7.2
psf
2-3 -1963(1:253/ 768
3-4 -17{3(((1.25)))/ 723
1.60 0.SO
1.60 0.44
4-5 -1714 1.25 / 724
1.60 0.50
S-6 3 1.25 / 3
1.25 0.47
BC COMP. WR: / TENS.
DUR. CSI
7-8 -726 1.60 /' 1699
1.25 0:68
8-9 -916 1.60 / 2121
1.25 0.73
9-10 -916 1.60 / 2121
1.IS 0.60
10-0 .-665 1.60 / 1461
10-11 -665 1:60 / 1481
1.25 0.l8
1.25 0:48
Will COMP./ TENS.(OUR:
CSI
IDU
1-7 -160 1.ZS / 113
1.60 0.06
2-7 -1869 1.2 / 798
1.60 0:79
2-8 -62 1.69 / 442
3-8 -198((((((1.25 / 184
1.25 0.18
1.60 0.10
3-10 -SO4 1:_23 / 236
1:60 0.23
3-10 -97 1.60 / 473
1.25 0.19
5-11 -1656 1.25 / 743 1.60 0.94
6-11 -163 1.25 / 134 1.60 0:04
s-5�a sM41 �
8-5-4 12-10-8 19312 -
2 3 4 5
0�
6-6-4
25-9-0
6
2. S=3-4
4 4 2.54 3.5-4 1:5
4
T
2 7
1
2.5-4 S=3.4 2.54 3
21-3-0
t 25-9-0 l
7 6 9 10 11
8-7.0 8 7-0 8 7-0
B-7-0 1717-2� 22
20
3-x14 SHIP
1
WANN/NURead all notes on this sheetand give a copy of it to the Erecting Contractor.
Cust: DILORENZO
This design is for an Individual building component not truss system. It has been based on speciedos provided by the componsm manufacturer
WO: Dri ve_C_di 1 o renzo-pga west_1-00606_300001
®
and done In acaordena with the current versions of TPI and AFPA design standards. No responsibility Is assumed far dmenalonal accuracy. Dimensions
aretobevokadbytlhecomponwd-manuheturwandlorbulldingdesigner prior tohbrlotion. The building designer must asartelnthat the loads
Dsgnr:: #LC - 18 vr,: 159#
TC Li ve 20.00: 'psf
Du rFacs L=1.25 P-1.25`
utlllsed on this design moo or esosed the loading Imposed try the local building code and the particular application. The design assumes that me top chord
IMPERIAL
Is laterally braced by ms roof or near sheathing and VOM bottom chord is Idwalty bread by a nod sheathing material dredly aftc ed, unless otheralea
TC Dead psf
Re Mbr Bnd 1.15
p
noted. Srsdng shown is far lateral support of amponanh oes members only to redbudding length. This component shall not be placed In any
.10.00.
Rep Mbr Comp 1.00
ROOFernironmentL
will easethe mdshascontent ofthe wood toseed19%andlor.auseconnector -plate corrosion. Fabdbata,hande,TmWl
'Joint
BC Live 0.00 psf
Rep Mbr Tens 1.00
4445 Northpark Dr.
and brace this truss in accordance with the following standards: and Cutting Detail Reports' ava0able s outputfrom Trur wv software,
'ANsirrim1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, SUI LDING COMPONENT 8A MINFORMATION•
,BC Dead 10.00 psf
O.C.Spacing 2- 0- 0
Colo Spr►ngs, CO SO9O7
TRUSPLUS 6.0 VER: T6.4.1
1 S 1.03) and.8081 SUMMARY SHEETS' by WTCA and TPI., -The Trues Plate Irealrrta (TPI) Is located at Us D'Ondrio Drive, Madlwn,
Wiseonsln63719. The American Forest and Paper Association (AFPA)isloatedat1111191hSbed,NW; Ste SM. Washington. DC20036.
TOTAL 40.00 psf
Design Spec UBC -97
DEFL RATIO' L/240 TC' L/24
Job Name: DILORENZO-PGA WEST
Truss ID: C7
Qty:
1
BRG X -LOC REACT SIZE REQ'D
1 0- 2-12 434 5.50" 1.50"
TC 2x4 DFL ♦2
Plating spec : ANSI/TPI - 1995
UPLIFT REACTION(S) -
-L00006_300001
DS n r : NLC = 18 WT' 81#
2 7- 3- 0 91 3:50" 1.50"
BC 2x4. DFL #2
WEB 2x4 DFL STANDARD
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE.LOAD CASES.
Support 1 -208 lb
Support 2 -8 lb
Du rFacs L-1.25 P-1.25
3 11- S-12 412 S.50" 1.50"
Loaded for 10 PSF non -concurrent BCLL.
PLATE VALUES PER ICBO RESEARCH REPORT #1607.
Support 3 -204 lb
TC Dead 10.00 psf
BRIG REQUIREMENTS shown are based ONLY
Install interior support(s) before erection.
Mark all interior bearing locations.
This truss is designed using the
Re Mb r Com 1.00
p p
on the truss material at, each bearing
End verticals designed for axial loads only.
Drainage must be provided to avoid ponding.
UBC -97 Code.
44 S ►N ortthpark Dr.
MAX DEFLECTION (span) -
Extensions above or below the truss profileBldg
Rep Mbr Tens 1.00
O.C.Spacing 0-
Enclosed - Yes, Importance Factor -
1.1S
L/999 IN MEM 4-5 (LIVE)
if anyy) require additional consideration
TRUSPLUS 6.0 VER: T6.4.1
Truss Location - Not End Zone
TOTAL 40.00
L- -0.02" D. -0.02" T- -0.05"
CRITICAL MEMBER FORCES:
(by'others) for horn. loads_ on the bldg.
(AFPA) at
Hurricane/Ocean Line - No Expp Category
- C
TC COMP. DUR. / ?ENS. DUR. , CSI
Bldg Length - 80.00 ft, Bid Mi,dth - 40.00
9
80
ft
1-2 -415 1.2s / 207 1.603 0.46
2-3 -4 1.25 / 3 1.25) 0.46
Mean roc height - 11.60 ft, mph
UBC Essential Facility, Dead Load - 7.2
psf
BC CON P.DUR.
/ TENS .(DUR. CSI
4-5 -21.603/
5-0 -2221.603/
001.6030: 15
429 1.25 0.19
5-6 -22211.60
/ 429 1.25 0.19
YIB C'pIP:
DUR.CSI1-4
-3791.25)/ 206(1.603'0.14
IDU)/TENS.
1-5 -2341.603))/ 466 1.25 0:19
2-S -1691.25 / 163 1.60 0.05
2-6 -4921.35 / 255 1.60 0.353-6 -1461.25 / 9S 1:60 0'.03
4T
3- -14
5-11 21_
,:1
4 11-8-8
2 3
0.25
7::2�
5 8
5-10-4 _ 5 1�
5-10 11-8-8
444
313 SHIP
V
WANNINURead all notes on this sheet and give a copy of it to the Erecting Contractor.
Cust: DILORENZO
This design is for an Individual bulking component not truss system It hes been based on spednations provided M the component manufacturer
W0: Drive-C_di 1 orenzo-pga west
®
and done In accordance witti the current versions of TPI and AFPA design standards. No,responei6Ulty N assumed for dimensional @=raw. Dimension
-L00006_300001
DS n r : NLC = 18 WT' 81#
ars to be verified by thecomponent manufacturer andror building designer prior to fabrication. The Wilding designer must ascertain that Me loads
g
TC Live 20.00 psf
Du rFacs L-1.25 P-1.25
utilized on this design mast or exceed the loading Imposed by the coal building code and the perlimler application. The design assumas that the top chord
IMPERIAL
Is IsMally braced by the roof or floor sheathing and the bottom chord In laterally bread by a dgld sheathing material directly attached, unless othawias
Bracing is for Island to W W lengM.. This be in
TC Dead 10.00 psf
Rep Mb r Bnd 1.15
support of components memuce
noted. shown members only red" component shall not placed any
Re Mb r Com 1.00
p p
ROOF
am ronment that will cause Me moisture content of the wood to wceed 10% and/or muss connector plate corrosion. Fabricate, hands, lrmtall
BC Live 0.00 psf
44 S ►N ortthpark Dr.
e following omrda:'Joint and Cutting oamav
and brace MIs amps in accordance with Mw l Reports' ailswe as output from Truswal software,
'ANslmI1%WTcnr-
BC Dead 10.00 psf
Rep Mbr Tens 1.00
O.C.Spacing 0-
Colo Sprfngs, CO 80907
Wood Truss Council ofAmerica Standard Design Raspormandw,.'BUILDINGCOMPONENT WETYINFORMATION -
2- 0
TRUSPLUS 6.0 VER: T6.4.1
(BCSI 1-05) and 130& SUMMARY SHEETS'. by WTCA and TPI: The Tris Plat. Institute (TPI) is loatadat 563 D'OnoMave
Drive, Medson,
wtaconeins3719. The American Foram and Paper Association Is located 1111 191h WoK NN. We 801). Washington, DC 20036,
TOTAL 40.00
Design Spec UBC -97
(AFPA) at
psf
DEFL RATIO. 1 240 TC: L/24
Job Name: DILORENZO-PGA WEST
WHKIVIN V Read all notes on this sheet and give a copy of /t to the Erecting Contractor.
Truss ID: C8
Qty:
1
BRG X -LOC REACT SIZE REQ'D
TC
2x4 DFL
#2'
Platingg sppec • ANSI/TPI - 1995
UPLIFT REACTION(S) •,
= 16 WT: 8S#
1 0- 0-12 472 1.50" 1.50"
BC
2x4 DFL
#2
THIS DESIGN IS THE COMPOSITE RESULT OF
Support 1 -214 lb
TC Dead 10.00
2 11-10- 4' 482 3.50" 1.50"
WEB
2x4 DFL
STANDARD
MULTIPLE LOAD CASES.
Support 2 -214 lb
es plate corrosion.
BRG,REQUIREMENTS shown are based ONLY
BRG BLK
2x4 DFL
STANDARD
PLATE VALUES PER ICBO RESEARCH REPORT #1607.
This truss is designed using the
Co o Springs, CO 8090T
on the truss material at each.bearing
Drainage
must be provided
to avoid ponding.
Loaded for 10 PSF non -concurrent BOLL.
UBC -97 Code.
Design Spec UBC -97
MAX DEFLECTION (span)
psf
DEFL'RATIO• .L 240 TC: L 24
End verticals designed for axial loads only.
Bldg Enclosed a Yes, Importance Factor a
1.15
L/999 IN MEM 4-S LIVE)
T-
Extensions aboJe.or below the truss profile
'an)
Truss Location - Not End Zone
-0.07"
CR-0.04" D° -0ES:
CRTs MEMBER FORCES:
(if require additional consideration
(by of cera) for hori2. loads the bldg.
Hurricane Ocean Line = No Ex Cate or
pp 9 y C
Bldg Length #t,
TC COMP. WR. / rENs.((1.6.) .cel
1-2 -533€1.zs/ 233(1:60) o.s2
on
80.00 Bldg Midth 40.00
Mean height 11.60 ft, 80
ft
2-3 -4 1.25 / 3 1.2S 0.52
roof - mph
UBC Essential Facility, Dead Load 7.2
psf
BC COMP. TENS. (OUR. CSI
4=5 -9 1.603/ 17(1.253 0.21
5-6 -248 1.60 / 54501.25 0.26
YR COMPOURX TENS. UUR. 052
88 1 -952(1.23)/ 459 1.60 0.16
1-4 / 45 0.90 0.05
1-1-252 1.60 / 583 1.25 0.24
2-S -137 1.23 / 164 1.60 O.OS
2=6 -623 1.25 / 294 1.60 0.4S
3-6 -129 1.25 / 91 1.60 0.03
2- B
0 8
3-8 TIE
6-1-12
6-1-12
2
0.25
5-10=4
12-0-0
3
20
4
8-1-12
6-1=12
6
WHKIVIN V Read all notes on this sheet and give a copy of /t to the Erecting Contractor.
Cost: DILORENZO
This design Is for an Indvidual'building component tin trues system. It has bean based on.sp eclilo tions provided Ey the component Manufacturer
WO: Dri ve_C_di 1 orenzo-pga west_L00006-J00001
®
and dons in accordarxe Wth the comae vereiorn of TPI and AFPA design standards. No responsibility Is sssumed for dimensional aowraq. Dimensions
Dsgnr: #LC
aro to be verified by the comporunt manufacturer andror building designer prior to Wcerum The building designer must ascertain that the IOW&
= 16 WT: 8S#
uhlvad on this des gn meet or exceed aro iced ng Imposed by the loaf building code and the particular application. The design assumes mat the top chord
TC Live 20.00 psf
Du rFacs L=1.25 P=1.25
IMPERIAL
IsIdierally braced by the rad or floor slimming and the botEom chord is laterally braced by a rigid sheathing mewed directly a8ache0. iadsss other h.
rated. Bracing sham isfor lateral d to buckling length.
TC Dead 10.00
Rep Mbr Bnd 1.15
ROOF
support components members ordy reduce This component shall not be placed in any
erwirom
namthatvAg- the thewoodtooeedl9%andlorcauseconnecto FalorIc"twriftinstep
psf
Rep Mbr Comp 1.00
®
es plate corrosion.
BC Live 0.00 psf
44¢5 Northpark Or.
end brace We tans in socordendewlm me ronowing wnderdc'Jaid and cutting Ddall R.ports• ev.iaba es output from Truwval sdlware.
Rep Mbr Tens 1.00
Co o Springs, CO 8090T
��I1,wrcA1.-Wood! . gn R esporwltllitiw,'BUILDINGOOMPONENTBAFET'INFORMATOM•
BC Dead 10.00 psf
O.C.Spacing 2- 0- 0
TRUSPLUS 6.0 VER: T6.4.1
(BCSI 1.03) and 1=I SUMMARY SHEETS' by WTCA and TPI. The Tnrss Plate Institute (M) is located at 5831 Donofrio Drive, wagon,
Wisconsin 5371R., The American Forest and Paper Assodation(AFPA)IsI I atlilt 19m81ral;NW, Ste 800,WpNngton,DC20n38.
TOTAL 40.00
Design Spec UBC -97
psf
DEFL'RATIO• .L 240 TC: L 24
Job Name: DILORENZO-PGA WEST
Truss ID: C9
Qty:
1
BRIG X -LOC REACT SIZE REQ'D
TC 2x4 OFL #2
Platings ec - ANSI/TPI - 1995
UPLIFT REACTION(S) •
DSgnr:
1 0- 2-12 178 5.50" 1:50"
BC 2114 DFL #2
THIS DESIGN IS THE COMPOSITE RESULT OF
Support 1 -86 lb
uslted w this design meet or "nosed the loading imposW by the Iocel building code end the particular appiw6om The design assumes that the top chord
2 4- 2-12 176 S:SO" 1.50"
WEB 2x4 DFL 'STANDARD
MULTIPLE LOAD CASES.
Support 2 -83 lb
TC Dead 10.00
BRIG REQUIREMENTS shown are based ONLY
Loaded for 10 PSF non -concurrent BCLL.
PLATE VALUES PER ICBO RESEARCH REPORT #1607.
This truss is designed using the
Rep Mbr Comp 1.00
on the truss material at each bearing
End verticals designed for axial loads only.
Drainage must be provided to avoid ponding.
UBC -97 Code.
44 5 Northpa rk Ur.
MAX DEFLECTION (span) •
Extensions above or below the truss profile
Rep Mbr Tens 1.00
Bldg Enclosed - Yes, Importance Factor -
1.15
L/999 IN MEM 3-4 (LIVE)
(if anyy) require additional consideration
TRUSPLUS 6.0 VER: T6.4.1
Truss Location - Not End Zone
TOTAL 40.00
L- -0.01" a -0.01" T. -0.01"
CRITICAL MEMBER FORCES:
(by 'others) for hoeiz. loads on the bldg.
Hurricane/Ocean Line i. No Ex Category - C
Bldg Length 80.00 ft, Bidg idth 40.00 ft
Tc COMP.C(DUR.)/ TENS. ((DUR.) CSI
1-2 -2(1.25)/' AMR5) 0.24
- -
Mean height - 11.60 ft, mph - 80
roof
UBC Essential Facility, Dead Load < 7.2
psf
BC COMP.( ) (( ))
3 4 O(1u60)% TEN50(D1U.25) 0 11
TENS. (((DUR. )1.)) CSI
WB COMP. (2-3
-134((DUR.3)/
1-4 0 1.25 / '11.60 0.00
2-4 -114(1.2S)/ 97(1.60) 0.03
Unless
3.5-5
4-5-8
4-5-8
0.25
t 4-5-B i
3 4
4-58
45-8
0
3-113 13 SHIP
0049982
Exp: 12131106
CIVIL
YYN K1VNV V Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Cust: DILORENZO
This design Is for an lnmvldual bUlding co ponerd not truss syatam. It has been bond on specifications prwAded by the component manufacturer
WO: Dri ve_C_di l orenzo-pga west -L00006 -J00001
®
and done in accordance with the cenerd versions or TPI and AFPA design W nerds. No responsibility Is assumed for dimerrslonal socurary.. Olmensiws
DSgnr:
aratbe verified by the component manufacturer end/«;twn®ng designer prior to hbdeee9n. The buildingdwgner mustnw�in0hat the loads
#LC = 16- WT: 37#
uslted w this design meet or "nosed the loading imposW by the Iocel building code end the particular appiw6om The design assumes that the top chord
TC Li Ve 20.00 psf
Du rFacs L=1.25 P=1.2 5.
IMPERIAL
la literally briwd by the roof or floor shsiri and Ore bottom lard is letrilly brand bye rigid sheathing material directly attached, unlw omerwiea
noted Sradng shown is fm lateral bucMing length. This
TC Dead 10.00
Re Mbr Bnd 1.15
p
ROOF
support of component members only to reduce wmponem shall not be placed In any
anvlronmem that will cause the moisture content of the wood to 19% Fabricate, handle,
psf
Rep Mbr Comp 1.00
®
esceed and/or cause connector plata conoelon. install
BC Live 0.00 psf
44 5 Northpa rk Ur.
end b<soe this trues m eaoraana w/m t1ra following etentlras: ••wird.nd Catling Deleil Report• evalleble as output tronh rruaval aeTwe,
Rep Mbr Tens 1.00
C.15
a Spr7 ngs, CO 80907
a+6IrtP1 r, wird 1' • Wood Truss Council of Amada Standard Design Rasponsitit", 13UIDINO COMPONENT SAFETY INFORMATION'--
BC Dead 10.00 psf
O. C. Spaci ng 2- 0- 0
TRUSPLUS 6.0 VER: T6.4.1
(SCSI 1-03) and gcsl SUMMARY SHEETS'.by WTCA and TPI. The Truss Plat Instituthe (TVI) Is I et 583 D'Onofito Drive, Madison,
Wtcanln53719. The American Forest and Paper Association (AFPA) is located at i111 -19th Street, NW, Me 800, Washinoon, DC 20036.
TOTAL 40.00
Design Spec UBC -97
psf
DEEL RATIO- L/240 TC: L/24
Job Name: DILORENZO-PGA WEST Truss ID: D1 Qty: 1
BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #2 Web bracing required at each location shown. UPLIFT REACTION(S) •
1 2- 1-12 1594 3.50" IN 2M4 DFL #1.6 Btr. 1-4 ® See standard details (T%01087001-001 revl). Support 1 -576 lb
2 37- 7- 4 1420 1.50" 1.50" BC 2x4 DFL #1 Plating spec • ANSI/TPI - 1995 Support Z -513 lb
BRG REQUIREMENTS shown are based ONLY WEB 2x4 DFL STANDARD THIS DESIGN IS THE COMPOSITE RESULT OF This truss is designed using the
on the truss material at each bearing BRG BLK 2x4 DFL STANDARD MULTIPLE LOAD CASES. UBC -97 Code.
MAX DEFLECTION (s an) • GBL BLK 2x4 DFL STANDARD PLATE VALUES PER ICBO RESEARCH REPORT #1607. Bldg Enclosed - Yes, Importance Factor - 1.15
L/873 IN MEM 12-13 (LIVE) Drainage must be provided to avoid ponding. Loaded for 10 PSF non -concurrent BCLL. Truss Location - Not,End Zone
L- -0.49" D-- -0.49" T. -0.97" End verticals designed for axial loads only. May use adequate staples for gable blocks. Hurricane/Ocean Line - No Exp Category - C
MAX DEFLECTION (cant) Extensions above or below the truss profile BUILDING DESIGNER MUST VERIFY GABLE LOADSI Bldg Len th - 60.00 ft, Bldg Width - 40.00 ft
L/383 IN MEM B-9 LIVE) g
4 (if any) require additional cgnsideration [+� gable bracing required m 58" intervals, Mean roof height - 11.49 ft, mph - 80.
L-_ 0.07" D- 0:07' T- 0.13" (by others) for horiz. loads on the bldg. i -ex sed to wind load applied to face. UBC Essential Facility, Dead Load - 7.Z psf
CRITICAL MEMBER FORCES: ;See "General Gable Details", 0002065035. Yr
1 COMP.IDUR. / TENS. DUN.CS1-2 -1931.60 / 132 1.25 0492-3 -3t031:25 / 1315 1.60 0.53=4 =47591.25 / 1660 1.60 0.94-5 -47531,15 / 1636 1:60 1:00
S-6 -32221.25 1140 1.60 0.906-7 =541.2S / 23 1.60 0.86
Sc COMP. DUR. / TENS. (OUR. CSI
8=9. 0 1.60 / 0 1.60 0.29
9-10 -1028 1.60 / 2711(1.2S 0.65
10-11 -1700 1.60 / 4643((((1.25 0:47
11-12 -1700 1.60 / 4643 1,25 0.92
12-13 -1692 1.60 / 4615 1.25 O:94
13-14 -1114 1.so / 3106 1.25 0:71
NO COMP. OUR. / TENS. OUR. CSI
7-14 -420 1.60 / 1276 1.25 0.62
BB 2 -2783 1:25 / 1070 1:60 0.46
1-8 -106 1.33 / 0.04
1-9 -188 1.23 / 293 1.60 0,09
2-9 -3117 1.2S / 1236 1.60 0.97
2-30 --341 3.60 / 1267 1.25 0.52
3-10 =999 1.25 / 4f9 1:60 0.4I 7-51.1 7-6-11 7511 '7-6-11 7-9-3
3-12 / 140 0.90 o,ot -� -� -� -�
5-12 y 179 0.90 0.10 7 -AI 14-11-6 22-6-2 29-10-13 3718-0
5-13 -1493(1.23)/ 593 1.60 0.80
6-13 -150(1.603/ 728 1.23 0.30
6-14 -3292(1.25 / 1178 1.60 0:83 1 2 3 4 5 6 7
O1 25
3.6-4
3.6-6 3:5-8
2.6-4 S=34 2.5-10 10-.10
2 2-9 15 3- 7
i 1
3:6-8
3.4 S=MX/6-0 3.6.4 3:6-8 0-6-8
2-0-0 2`6-4 3-6 TIE
1
37-0-0 A
8 9 10 11 12 13 14 I Vs
2-1_ 12 8 _ 1 10 1=11 _� 8-9 11 7-9-3
2-1-12 910-11-7 194-2 29-10=13 37-8-0
TYPICAL PLATE: 1.&3 d CID 2 XII
Exp: 12/31106
,4 C1v.11.`�P
CALF•"
T(u6wal g stent Pllitep�Ie 20 �W. unless P.
as sh�loBwls a6b"H•Shma iiblr s d I s to avoid oveAao�wnh�s6tiaural Iates o�6,� 16 : 1/21/2005
Cirdea lass and (l=0 came w: e
Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: DILORENZO
This design is for an indvidual b ildnp component not truss system. N has been baud on sped6aaons provided by the comWAM manufacturer WO: Dri ve_C_di 1 orenzo-pga west_LOO 06_J00001
and done In a000rdanca vdth me currant voWi of TPI and AFPA dWgn standerds. No responvblity Is assumed for dmerwion d sasuacy. Dimensions
Mio be vadBW by the component manufacturer andor.bdldng dWgner Mor to fabrina0lon. The bullring designer must ascertain that the toads Dsgnr: *LC - 23 Wr: 320#
IMPERIAL "'donOdedWgnmod aasoesdNaloadngimposed bythe local bulldngoodeand" particWarapOcafion. The design sasumenthat fttop chord TC Live 20.00 psf DurFacs L=1:25 P=1.25
Is laterally prated by the roof or floor sha0boo
ung and Gro bottom chord is laterally ed by a rigid sheathing meel dreetly a0eh
aad, unless otherwise Re Mbr Bad 1.15
noted. Brading shown is for lateral support of components members only to reduce budding !dean. This component shall not be placed In any TC Dead 10.00 psf P
ROOF am ronment Chet will reuse the moisture cadera of the wood to ascend 19% andlor cause connector plate oonwon. Fabrics%, hands, Install Rep Mbr Comp 1.00
44 . BC Live 0.00 psf
4445 Northpark Dr y and baao" mK truss in e000rdenca w n me tctlow ng standards: 'Joint and Cutting Data l Repo ls'.entlhbs en ou�ut f om Tnmwel eotlware Rep Mbr Tens 1.00
COLO Springs, CO 00907 'ANSIRPI V,WTCA,V- Wood .Truss Coundl ofAmrtm Standard Design RespoalbiliBa,'BUILDING COMPONENT SAFETY INFORMATION- BC Dead 10.00 psf O.C.Spacing 2- 0- 0
IS= 143) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Tam Plata Ingthda (TPI) Is located at 583 D'Onolrio Drive,.Medson, Design Spec UBC -97
TRUSPLUS 6.0 VER: T6.4.1 Wlaoonsln6371g ThaAmedoanForestendPape! Assodallon(AFPA)islocalsdat11111gMSbedNKSteBOo;WaMngton,DC20038, TOTAL 40.00 psf DEFL RATIO' L/240 TC: L/2411
Job Name: DILORENZO-PGA WEST
�u l S at6 mad&
ler feame �ates a�� positions e�aa eh�lmxli R6bw ShlRa 'b s�Wd Iate6�iola��i�o�eda�nwilh�dural Merles o�a� � :
Truss ID- D2
Qty:
1
BRG X -LOC- REACT SIZE REQ'D TC
1 2- 1-12 1594 8.50" 1.50"
2x4 DFL #2
2x4. DFL #1 m Btr.
1-4
web bracing required at each location shown.
® See standard CTX01087001-001 revl).
UPLIFT REACTION(S) -
Support lb
W0: Dri ve-C_di 1 orenzo-pga west_L00006_300001.
2 37- 7- 4 1420 1.50" 1.50" BC
BRG REQUIREMENTS based ONLY
2x4 DFL #1
DS nr:
. details
Platingg Spec - ANSI/TPI -.1995
1 -576
Support: 2. -513 lb
shown are WEB
`each
2x4 DFL STANDARD
THIS DESIGN IS THE COMPOSITE RESULT OF
This truss is designed using the
20.00 psf
on the truss material at bearing PLT BLK
MAX DEFLECTION (span) • BRG BLK
20 DFL STANDARD
2x4 DFL STANDARD
utilized on this design moa or exceed the loading Imposed by the loth bultmng cede and the Pettale application. The design assume thin the top chord
MULTIPLE LOAD CASES.
PLATE VALUES PER ICBO RESEARCH REPORT #1607.
UBC -97 Code.
Bldg Enclosed -'Yes, Importance Factor -
1.15
L/873 IN MEM 12-13 (LIVE) Drainage must
be provided to avoid
ponding.
Loaded for 10 PSF non -concurrent BCLL.
Truss Location - Not End Zone
L- -0.49" D- -0.49" T- -0.97"
MAX DEFLECTION (cant) •
ROOF
eoviionmerd that will cause the meh iffe oomph of the wood to exceed 19% andfor awe conn"plate corrosion. Fabricate, hands, install
End verticals designed for axial loads only.
Hurricane/Ocean Line - No Ex& Category
- C
L/383 IN MEM 8-9 LIVE)
and brsa0as trues in accordance with the billowing stable ds:'Jdm and cutting DeWI Repo b', availabrs as output both Truswel soawvre,
� 1'• WTQA r.- Woodrums Co moil ofAmedn mandaro o.ygn Responslalmes. SUILDINO coMPONENT SAFETY If�oRUATION'-
BC Dead
Extensions above or below the truss profile
if ) require
Bldg Length - 80.00 ft, Bldg Width 40.00
height- ft, 80
ft
L- 0:07" D-. 0.07 T- 0.13"
TOTAL
40.00 psf
any'at
additional considerion
(by others) for horiz. loads on the bldg.
Mean roof 11.49 mph
UBC Essential Facility, Dead Load - 7:2
psf
CRITICAL MEMBER FORCES
WR. / TENS. DUR. CSI
TC COMP.11.25)/
DEFL RATIO: L/240 L/24
1-2 -1931.6o / 132 1:253 0.49
2-3' =36031.I5 / 1315 3.60) 0.59
3-4 =47591.25 / 1660 1.60))) 0.91
4-S -47533.25 / 1656 1.60 1.00
3-6 -32221.25 / 1140 1.60 0.90
6=7 -54 23(l.60) 0.99
BC 131Mp.rR.)/ TENS. (DUR. CSI
.
9060)/0(DU
0.29
9-10 -102660 2741(1,25 0.65
10-11 -170060 / 4643 1.25 0:67
11.121700So 4643 1.25 092
12F13 -169260 / 4615 1.25 0.94
13-11-111460 / 3106 1.25 0.71
NB camp. R. / TENS. (DUR. CSI
7x14 -QO 1.60 / 12 0.62
0.62.
BB 2 -2763 1.25 / 1070(((1:60 0.46
1=6 =106 1.33 / 0:04
1-9 -166 .25 / '293 1.60 0.09
2-9 -3117 1.2S / 1236 1.60 0.97
z -lo =341 1.60 / 1267 l.zs o.sz
3-10
7-611
- 1-�
7-611
7-511 7-6-11
7-93
-999 1.25 / 459 1.60 0.42
3=12 / 3 0.90 0.06
7 5-11
1411-0
22.52 29-10-13
37-8-0
5-12 / 179 0.90 0.10
5-13 =1493(1.25)/ 593 1.60 0.60
6-13 -150(1.603/ 726 1.2S 0.30 1
6-14 -3292(1.25 / 1176 1.60 0.63
2
3
4 5 6
7
3.55 3.5 8 2.6-4 S=34 3.54 2.510 10-10
T T
2-x-0 2-9;15 7
l 1.543r� 8 3-4 S=MX16-8 3.5-4 3.5 8 e,*I
2-0.0 2:5.4 3=8 TIE
37-8-0
8- .9 10 11 12 13 14
2.12-112 8-9.1.1 � 8-911 10-1=11 1 7-9-3 �
2-1-12 10-11-7 194-2 29-10-13. 37-B-0
�u l S at6 mad&
ler feame �ates a�� positions e�aa eh�lmxli R6bw ShlRa 'b s�Wd Iate6�iola��i�o�eda�nwilh�dural Merles o�a� � :
1/21/2005
WARNINGRead all notes on this sheet and give a Copy of itto the. Erecting Contractor.
Cust: DILORENZO
This design is for an indw d. "bWlding component nes bun system. It habeen based on specifications provided M the component manufacturer
W0: Dri ve-C_di 1 orenzo-pga west_L00006_300001.
®
and done In accordance with the anent verslans of TPI and AFPA design standards. No rapeoibllity lsa mad for dmeNonida=nmy. Dimensions
DS nr:
#LC 23 M!f 235A7
ars to be ved6ed by the component manufacnirer andfor building designer prior, to tabriaaon. The building designer must ascertain that the loads
9
= :
TC Live
20.00 psf
Du rFaCS L-1.25 P--1.25
utilized on this design moa or exceed the loading Imposed by the loth bultmng cede and the Pettale application. The design assume thin the top chord
IMPERIAL
k tateraly braced by Die roof or Goon sheathing and the bottom chord Is laterally braced by a rtpid sheathing material dlro* attached, unless otherwise
a lateral to
Bracing is for labbudding length. This
TC Dead
10.00 psf
Rep Mbr Bnd 1.15
noted shown supcomponents members only
port mince component shall not be placed in any
Rep Mbr Comp 1.00
ROOF
eoviionmerd that will cause the meh iffe oomph of the wood to exceed 19% andfor awe conn"plate corrosion. Fabricate, hands, install
BC'Live
0.00 psf
4445 Northpark Dr
Col o Spnngs, CO b0907
and brsa0as trues in accordance with the billowing stable ds:'Jdm and cutting DeWI Repo b', availabrs as output both Truswel soawvre,
� 1'• WTQA r.- Woodrums Co moil ofAmedn mandaro o.ygn Responslalmes. SUILDINO coMPONENT SAFETY If�oRUATION'-
BC Dead
10.00 psf
Rep Mbr Tens 1.00
O. C. Spaci ng 2- 0- 0
TRUSPLUS 6.0 VER: T6.4.11WWconsin
(BCa1 1.03( and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is loabrl W sea o'onado Drive, Medhcn,
53719, The American Forest and Paper Association (AFPA) is loonled at I 111 19th Shad. NW. R.AW. Washington, DC 2W36.
TOTAL
40.00 psf
Design Spec UBC -97
TC:
DEFL RATIO: L/240 L/24
Job Name: DILORENZO-PGA WEST
Truss ID: D3
Qty:
1
BRG X -LOC REACT SIZE RE'0
1 2- 1-12 1134 3.50" 'l. -SO"
TC 2x4 DFL #2
Web bracing required at each location shown.
UPLIFT REACTION(S)
Dsgnr: #LC 22 hR:
2 26- 0- 4 969 3.50" 1.50"
BC 2x4 DFL #2
WEB 2x4 DFL STANDARD
® See standard details (TX01087001-001 rev1).
Plating sDic_: ANSI/TPI - 1995
Support 1 -4S4, lb
Support 2 -382 lb
DurFacs L=1.25 P=1.25
BRG REQUIREMENTS shown are. based ONLY
PLATE VALUES PER ICBO RESEARCH REPORT #1607.-
THIS DESIGN IS THE COMPOSITERESULTOF
This truss is designed using the
TC Dead 10.00
on.the truss material at each bearing
Drainage must be provided to avoid -ponding.
MULTIPLE LOAD CASES.
UBC -97 Code.
Rep Mbr Comp 1.00
MAX DEFLECTION (span) •
wMronment moisture content of wood to awed 19% andfor cause connector pate corrosion. Fahrlpte, hands, Install
End verticals designed for axial loads only.
Bldg Enclosed - Yes, Importance Factor -
1.15
Ly999 IN MEM 9-10LIVE)
Extensions above or below the truss profile.
Truss Location - Not End Zone.
ANSIff'PI 1'. WTCA V- Wood Truss Council of America, Standard Design Responsibilifia, 'BUILOW COMPONENT SAFM INFORMAI.iON -
Li. -0.16" D-.-0.16' T. -0.31"
O.C.Spacing 2- 0- 0
((1f anyy) require additional consideration
Hurricane/Ocean Line - No Exp Category
- C
MAX DEFLECTION (cant) •
by others)for horiz. loads on the bldg.
Bldg Length e. 80.00 ft Bldg Width 40.00
ft
L/999 IN MEN 70. LIVE)
4
Mean coo height - 11.1i8 ft, mph 80
0.02" D-: 0.02' T- 0.04"
UBC Essential Facility, Dead Load 7.2
psf
CR
CRITIGL MEMBER FORCES:
TC COMP: OUR. / TENS. DUR. CSI
1-2 Si -1 1.60 / 1,i 1.253 0.66
2-3 -2021 1.25 / 759 1.60) 0.69
3-4 -1619 1.25 / 667 1.603) 0.60
4-5 -1812 1.25 / 663 1.60 0.46
5-6-3 1.25 / - 4 1.60 0.43
OUR. / ENSWR. CSI
SC COMP.11:60
7-8 01.60 / 0 1.60 0.19
7:02
6-9 -722IL / 1732 1.25 0.53
9-10 --9561.60 / 2306 1.2S 0.62
10-11 -956160 / 2306 1.25 0.67
11-12' -471 / 1099 1.25 0.51
WBCOTp. R. / TENS.(OUR.) CSI
1-7 -106 1.60
/ 0.04
1-8 -221 1.25 / 2411"1.60 0.0R
2-8 -2056 1.2S / 9031.60 0.65
2-9 -50 1.60 / 4031:25 0.16
3-9 -319 1.25 / .2231:60 0.23
5-11 -590 1.23 3521.60
/ 0:23
5-11 -237 1:60 / 6761.25 0.36
77
7Z 7.g.g
x.13
3
92-0
S-12 -1393 1.25 / S97.60 0.47
]��
16.0=13 22-]-3
6-12 =50 1.2S / 119.60 0.04
Tfc,
OrV 25
7-3-4
9S-0
9 SHIP
Tu 11 lz'STUB
18-10-0I 28.2-0
Exp: 12131106
�.CIVIti
1/21/2005
WAKIVINURead a11»otes on this sheet and give a copy of /t to the Erecting Contractor.
Cust: DILORENZO
TNsdalpnialmanlndvidualbuildingcomponentnottrussq'atarn. IthnbmbsedonspedRaConprwidedMmewmponemmenuhcturw
WO: Drive_C-dilorenzo-pga west_L00006_300001
®
and done In accordance with he current versions of TPI and AFPA deelgn shndars: No rsponrbillty Is asumed for dmerain l aoamry. Dimension
Dsgnr: #LC 22 hR:
aceto be verified by the component manufacturer:and/or building designer prior to hbdaMon. Thebuildnii designer must saArin that the lads
= 160#
TC Live, 20.00 psf
DurFacs L=1.25 P=1.25
Ind on The designasums"thetopchord
IMPERIAL
Is laterally Wooed by the root or floor shooing end Oro bdhm chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
Wed. Brading Is for (idwal.support to budding land. This be In
TC Dead 10.00
Re Mbr Bnd 1.15
p
ROOF
shown of.wmponents members only reduce camponerd shalt not paced any
ttiet vAll,cause the the
psf
Rep Mbr Comp 1.00
®
wMronment moisture content of wood to awed 19% andfor cause connector pate corrosion. Fahrlpte, hands, Install
BC Live 0.00 psf
4445 Northpark Dr.
and brace this bus In accordance with the tcliowing standards: -joint and Cutting ng DMWI Reports' available as oufrom TruswN scaware,
Rep Mbr Tens 1.00
Colo Springs, .CO 80907
ANSIff'PI 1'. WTCA V- Wood Truss Council of America, Standard Design Responsibilifia, 'BUILOW COMPONENT SAFM INFORMAI.iON -
BC Dead 10.00 psf
O.C.Spacing 2- 0- 0
TRUSPLUS 6.0 VER: T6.4.-1
(SCSI 1-03) end 13CSI SUMMARY SHEETS' by WTCA and TPI. The Tr se Piate Irsmute (TPI) is 1ccdW at 583 D'OmMo Drive, Madson,
wiscorsns3710TnAmadranForest and Paper Assodaurn(AFPA)istocatedst1111IMStraet.Nw,SWBOD,waahingtm;DC20M.
TOTAL 40.00
Design Spec UBC -97
psf
DEFL RATIO' L/240 TC: L/24
Job Name: DILORENZO-PGA WEST
Truss ID: D4
Qty:
1
BRIG X -LOC REACT SIZE RE Q'D
TC 2x4 DFL i2
Web bracing required at each location shown.
UPLIFT REACTIONS)
DS kLC 26 183/
1 2- 1-12 1146 3.50" 1.50"
BC 2x6 DFL i2
® See standard details' (TX01087001-001 revl).
Support 1 -454 lb
Du rFacs L-1.25 P=1.25
2 26- 0- 4 1059 3.SO" 1.50"
WEB 2x4 DFL STANDARD
Platingg sppec ANSI/TPI - 1995
Support 2 -382 lb
TC Dead 10:00
BRIG REQUIREMENTS shown are based ONLY
PLATE.VALUES PER ICBO RESEARCH REPORT #1607.
THIS DESIIGN.IS THE COMPOSITE RESULT OF
This truss is designed using the
Rep Mbr Comp 1.00
on the truss material at each bearing
Drainage must be provided to avoid ponding.
MULTIPLELOADCASES.
UBC -97 Code.
44 5 lyor hpa rk Dr,
MAX DEFLECTION (span) •
+ + +.+ + + + + + + + + + + + + + + + + + +
End verticals_ designed for axial loads only.
Bldg Enclosed Yes, Importance Factor -
1.15
L/999 IN MEM 9-10 (LIVE)
L- -0.11" D= T- -0.22"
Desiyned'for 5.8 K lbs drag load applied
Extensions above or below the truss profile
Truss Location - Not End Zone
-
TOTAL 40.00
-0.11"
MAX DEFLECTION (cant)
evenly along the top chord to the chord
0 bearing (unless noted),, concurrently
if anyy) require additional consideration
for Aoriz. loads on bldg.
Hurricane/Ocean Line - No Exp Category
- C
1:/790 IN MEM s7-8 OLIVE)
ea.
with dead + 0 % live loads. D.F. 1.33
(by others) the
Bldg Length - 80.00 ft, Bldg Width 40.00
Mean height 11.38 ft, 80
ft
L- 0.03" D- 0.03' T- 0.0T"
Horiz.. reaction - 5.8 K lbs. ea. bearing.
roof - mph -
UBC Essential Facility, Dead Load - 7.2
psf
CRITICAL MEMBER FORCES:
TC COMP. DUR. / TENS.(DUR.) CSI
Connection (by others) must transfer equal
q
i-2 -756(1.33/ 6zaC1. .0.66
load to each ply (or add-on) shown.
2-3-20nl.zs/ ns}¢.tbo 0.70
++++++{+++++++++++++++
3-4 -1866 1.25 / 666 1.60 0:61
4-5 0.47
-3394 3
5-6' 1.33 % 394 1.33 0.43
8c fOMP. DUR. / TENS. DUR• CSI
7-8 6 1.60 / 0 1.60 0:13
8-9 -3490 1.33 / 5216 1:33 0.72
9-10-2108 1,33 / 4368 1:33 0.66
10-11 -2108 1.33 / 4388 1.33 0.60
11-12 -4462 1.33 / SS33 1,33 0.76
we COMP. UR. / TE115. DUR• CSI
1-7 =102 1.33 / 9 1.33 0.04
1-8 -190 1.25 / 243 1.60 0.06
2-8 -247411.33 / 912 1.60 0.66
2-9 -S241.33 / 1077 1.33 0.41
3-9 _1131S 1.33 / 1341 1.33 O.S1
3-11 -12801:33 / 665 1.33 0.47
5-11 -5071.33 / 1549 1.33 0.59
]fys
-�
]� ]�
5-12 -16381.33 / 607 1.60 0.52
]-g�
16.0-13 22-]-3.
2�2-0
6-12 -11 1.25 / 116 1:6o 0.04
01 25
T
3.54
3.6-6 2.5:8 3:6-4 S=3-4_ 1.6=3
T2P
2.5-4 3 8 3.5-4 S=5-5
2.0-0_f
3.5-4
TSHIP
9
l 26-2-0 t 11-6-0
2 1-12 8 7-3-4 9 9-5-0 10 11 74-0 12 STUB
2-12 -1j 9 5 0 18 10 0 26-2-0 ~
VVAfffV 11V V Read all notes on this sheet and give a copy of it to the Erecting Contactor,
Cust: DILORENZO
This design Is far an inAvidual broking comparnsnt not Vuas system. n has been bas eC an spatlheations provided b7 the component maauftcb a
W0: Dri.ve_C_di l orenzo-pga west -L00006-) 00001
®
and dorm In aooaMvm
ence with the currant sias of TPI and AFPA design standards. No responsibility is assumed to dimensional a reqca
. Dimanslo
DS kLC 26 183/
ro
ato be vatted by the componsnt menufseWrw anNor bulking d.Wgrw pdesignerst as
fabrication. The bulking designer mum that ths Iwds
n r: = WT:
_ g _
TC Live 20.00 psf
Du rFacs L-1.25 P=1.25
umusa on this deWgn meal or crowd the loading Imposed by the kcd dsldng code and the particular application, The design assumes that the top Mad
IMPERIAL
is laterally dated by the rod or boor sheathing and the bottom Mord Is laterally bread by a rigid sheathing maldirectly attached, unless othirw"
noted. Bracing isfar lateral d ampo
TC Dead 10:00
Rep
RMbr Bnd 1.1$
shown support* member only a re6m budding length. Thisomponsnt shall not tepaced In any
d that the ant die
psf
Rep Mbr Comp 1.00
ROOF
®BC
ensironme wlil muse molswre o of wood a esoasd 19% andlar apse connector plate corrosion. Fabricate, handle Ineten
Live 0.00 psf
44 5 lyor hpa rk Dr,
and brace this tn.a in accordance with me following sana0rm �adm and clang D.wl RsporW available as oulpur horn inonwal sanwere,
Rep Mbr Tarts 1.00
Co o spr7ngs, CO 80907
'AN&/TPIV.1NiCA1Wood Tress Council of America Standard Design Responsibilities, 13UILDING COMPONENT SAFM INFORMATION'.
BC Dead 10.00 psf
O.C.Spacing 2- 0- 0
TRUSPLUS 6.0 VER: T6.4.1
(BCSI 1-06) and'BCS1 SUMMARY SHEETV by WTCA and TPI. The Truss Poste Instituto (TPI) is located at 683 D'Onofdo Drive, Madison,
Wisconsin 63719. Th. American Fored and Paper Association (AFPA) Is located at I 111 19th SV*K NIN, Me 800, Washington, DC 20036.
-
TOTAL 40.00
Design Spec UBC -97
psf
DEFL RATIO: L/240 TC: L/24
Job Name: DILORENZO-PGA WEST
Truss ID: D5
Qty:
1
BRG X.LOC- REACT SIZE REQ'D
TC 2x4: DFL #2
Web bracing required at each location,shown.
UPLIFT REACTION(S)
1 2- 1=12 1115 '3.SO" 1.50"
BC_ 2x4 DFL i2
® See standard details (TX01087001-001 rev1).
Support 1 -448 lb
2 2S- 6- 4 949 3.50" 1.50"
BRG REQUIREMENTS based ONLY
WEB2x4 DFL STANDARD
Pltingg sPec : ANSI/TPI -1995
Support 2 -375 lb
shown are
PLATE VALUES PER ICSO.RESEARCH REPORT #1607.
THIS.DESIGN IS THE COMPOSITE RESULT OF
This truss is designed using the.
on the truss.material at each bearing
-•'-
Drainage must be provided to avoid ponding.
MULTIPLE LOAD CASES.
UBC -97 Code.
MAX DEFLECTION(span)
L/999 IN MEM 9-10
End verticals designed for axial loads only.
Bldg Enclosed - Yes, Importance Factor -
1.15
�L-IVE)
Extensions above or below the truss profile
Truss Location - Not End Zone
L- -0.15" D- -0:15 T= -0.30"((1f
MAX DEFLECTION (cant) •
any) require additional consideration
Hurricane/Ocean Line = No Exp Category - C.
L/999 IN MEM 7-8 '(LIVE)
(by others) for horiz. loads on the bldg..
814g Lengyth a 80.00 ft, Bldg Width - 40.00
Mean roof- height ft, mph 80
ft
L- 0.02". D- 0.02" T= 0.04••
- 11.37 -
UBC Essential Facility, Dead Load - 7.2
psf
CRITICAL NENBER
TC COMP:
FORCES:
OUR. / TENS. OUR. CSI
1-2 -156
1,60 / 154 le2T 0.6B
2-3 -1961
3-4 -1669
1.25 / .737 1.60 III
1.25 / 621 1. so O.S9
4-5 -1663
125 / 616 1.60 0.46
S-6 -3
1:25 / 2 1.60 0.43
BC COMP. WR.1'� TENS. WR.
CSI
-s 0 1.600 ,086-
-07 1.601706 1.9=10' -922 1.60/. 2204 1.2S
0.61
30-11 -922 1.60/ 2204 1:25
0:64
11-12. -413 1.60/ - 9S4 1.25
'0.47
we CORP. DUR. / TENS.(DUR.) CSI
3-7 -los 1.60 / -- 0.04
1=6 -221 1. zs / 437 1.60 0.06
2-6 -2011 .25 / 667 1.60 0.64
'2-9 -41 1.60 /. 379 1:25 0.15.
3-9 -272 1.25 / '207 1:600.19
3-11 -622 1.IS / :365 1.60 '0.24
5-11 1.60 / :897 1.25 0:36
]-B6
7� .]�
.,�D�
,-251
-S-1Z` -1268 1.25 /.SSS 1.60 0:36
7$6
15-0-13 - 22-7-3
25$-0 -
6=12 -26 1.2S / 111 1.60 0.04
1 2 3 4 5 6
Or 25
IMPERIAL
E2S= ROOF
4415 Northpark Dr. 80
Colo Springs, CO 907
TRUSPLUS 6.0 VER: T6.4
] SHIP
1 25-8-0 t 12-0.0
2-1-12 1 734 19 9-111 6-1 .
10 0 1 sTu9 `ry
2-1-12 s 5-0 18 -.to -o 26-6-0
d 0045982 =
Exp: 1=1106 /1
a, CIV1%. P/
20 aa. unless
WHK/V/NU Read all notes on this sheet and give a.copy of It to the -Erecting Contractor.
This design Is,fcr an Indviduel building component not truss system. It lin been bised on sped6a6ons provided by the component manufacturer
and done in accordance with the current versions of TPI and AFPA design standards, No responsibility Is assumed for dimensional aoouney. Dimension
arc to W verified by the component manuhidurer andlor buildmg designer prior to fabrication. The building designer must ascertain that the lads
utilized an Olt design meet or esosed the loading Imposed by the local building coda and the particular application. The design assumes that the top chord
Is Iatere ly braced by the nxx or Boor shamming and the bottom chord is laterally braced bya rigid sheathing materiel dlrectly.attached, unlessotherwise
noted. Bracing shown is for lateral support ofoomponeMc members ordy, to reduce buciding length. This component shall not be placed In any
erwtronment that will awe the moisture content or the wood to-w=W 19% andror cause connector plate corrosion. Fabricate, Handle, install
and braes this buss In seoordnce with the following standards: Voint and Culling Detsil Repolta',nallibie as output from Tnpwal sdlwarq
ANSI/TPI 11, WTCA T -Wood Truss C rundl'ofArnaria Standard Design Responaibiaties,'BUILDING COMPONENT SAFETY INFORMATION' -
(SCSI 1-03) and 13081 SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 569 D'OnoMo Odea, Madison,
Wlsandn 53710. The American Fared and Paper Associstion (AFPA) Is I ' at l i 11 19th Strad, NW;,Sie 890; Wnhinpton,.DC 20036.
1/21/2005
Cust: DILORENZO
WO: Drive_C_dilorenzo-pga west_L00006_J00001
Ds_gnr: #LC = 22 WT: 158#
TC Live 20.00 psf DurFacs L=1.2S P=1.2S
TC'Dead 10:00 psf Rep Mbr Bnd 1.15
BC Live 0.00 psf Rep Mbr Comp 1.00
Rep Mbr Tens 1.00
BC Dead 10.00 psf O.C.Spacing 2- 0- 0
Design Spec UBC -97
TOTAL 40.00 psf DEFL RATIO: L/240 TC: L/24
Job Name: DILORENZO-PGA WEST
WAKIWINU Read all notes on this sheet and•give a copy of it to the Erecting Contractor.
Truss ID: D6
Qty:
1
BRG X -LOC REACT SIZE REQ'D
TC
2x4 DFL
#2
Plating spec • ANSI/TPI - 199.5
UPLIFT REACTION(S) •
Ds
1 8- 7-12 911 3.S0" 1.50"
BC
2x4 DFL
#2
THIS DESIGN IS THE COMPOSITE RESULT OF
Support 1 -385 lb
I 25- 6- 4 691 3.50" 1.50"
WEB
20 DFL
STANDARD
MULTIPLE LOAD CASES.
Support 2 -280 lb
psf
BRG REQUIREMENTS. shown are based ONLY
Drainage
must be provided to avoid ponding.
PLATE VALUES PER ICBG RESEARCH REPORT #1607.
This truss is designed using the
on the truss material at each bearing
-
noted. wpport of components members only reduce componerd alall not be placed In arty
amironmemthatwillausatMmNstrecomemof.thewoodtoexoawl➢%andaauaeconnartor corrosion. FeWcate,hands,.insWl
-
BC Live
End verticals designed for axialloadsonly.
UBC -97 Code.
Rep Nbr Comp 1.00
MAX DEFLECTION (span) •
end °1C°w'tr'a'I"i000r°es0°""""neral°'"I"°ahridertb:vansand CuWrq Detall
Extensions above or below the truss profile
Bldg Enclosed = Yes, Importance Factor -
1.15
L/999 IN MEM 7-8 LIVE)
BC Dead
10.00
psf
P
(if an ),require additional consideration
Truss Location = Not End Zone
(BCSI 1-03) and SCSI SUMMARY SNEETW by WTCA and TPl,. The Truro plate Institute (TPI) is located at 683 D•Onomo Drive Madison,
L- -0.11" D- -0.11 T- -0.22"
MAX DEFLECTION (cant) -
Design Spec UBC -97
(by others) for hociz. loads on the bldg.
Hurricane/Ocean Line = No Exp Category
- C
L/999 IN MEM '6-7 LIVE)
psf
DEFL RATIO: L/240 TC: L/24
Bldg Length 80.00 ft, Bidg Width = 40.00
ft
Mean roc height = 11.37 ft, mph = BO
L- 0.01" D- 0.01' T. 0.03"
UBC Essential Facility; Dead Load = 7.2
psf
CRITICAL MEMBER FORCES:
TC COMP. DUR. / TENS. WR. CSI
1-2 -143 1.33 / 39 1.253 0.29
2--117 1.33 / 36 1.25)
3-3 0 .54
4 -1012 1:25 / 3S6 1.60 0.55
4-5 -3 1.25 / 2 1.60 0.45
6C COMP. DUR: / TENS.(DUR. CSI
6-7 0(1.603/ 0(1.603 0.42
7-8' -492((1.603/ 1089((1.253 0.14
i-9 -306 1.60 / 669 1.25 0_.49
Y8 CORP. DUR. / TEMs.(DUR.) CSI
1-6 -146 1.60 /: -0:05
1-7 -SO 1.25 / :193 1.33 0:07
2-7 -302 1.2T / 196 1.60 0.06
3-7 -1133 :25 / 'S67 1.60 0.96
3-8 -120 1.333/ 167 1.60 0.05
4-8 -55 1.603J/ 416 1.25 0'.17
4-9 -903 1.25 / 416 -.60 0:26
5-9 -22 1.25 / 106 1.60 0.03
241-126$1
t
241-12
41-13 10.63
lt:
10.➢ -0
a[
1 2 3 4. 6
1
rI
611-0 1 te-9:D 11260
STUB 7 B ➢, 'STUB
2-12 12.11-0 ' 19
//I - 0
Ww
4ML
GAR. 12191/06
C#viu i
unless
WAKIWINU Read all notes on this sheet and•give a copy of it to the Erecting Contractor.
Cust: DILORENZO
This design is for an Individual buildingcomponad not Miss *yet=- It has been baud on specifiabons providedby the component manufacturer
W0; Drive_C_dilorenz0-pga
west_L00006.-300001
and done In accordance tylia the current versions of TPI and AFPA deslgn standards. Wo responsibility is assumed for dimensional accuracy. Dimensions
Ds
•
adlilbih
am to be ver fled by the componem manufacturer andfor building designer prior to fabrication. The Willing designermust , ascertain that the lads
g nr: -
NLC = 22 NfL 1261M
�� on Oft °°"g' meet or exceed the loading imposed by the low building code and the particrdar application. The design assumes that the bop chord
TC Li ve
20.00
psf
Du rFacs L=1.25 P=1.2 S
IMPERIAL
Is istmally.braad by the roof or floor sheathing and the bottom chord Is IehrsUy brarod by a dgld shelling material directly allKhad. unless atherWas
Bracing shown Is for lateral to buckling length. This
TC Dead
10.00
Re Mbr Bed 1.1 S
P
ROOF
noted. wpport of components members only reduce componerd alall not be placed In arty
amironmemthatwillausatMmNstrecomemof.thewoodtoexoawl➢%andaauaeconnartor corrosion. FeWcate,hands,.insWl
-
BC Live
0.00
psf
psf
Rep Nbr Comp 1.00
4485 Northpark Dr.
end °1C°w'tr'a'I"i000r°es0°""""neral°'"I"°ahridertb:vansand CuWrq Detall
Rep Mbr Tens 1.00
17
Co o Springs, CO 80907
'ANSI/TPI 1, WTCA 1' -Wood Truss Council of Ameda Standard Deal Respondbibbes, SUILDINC COMPONENT SAFETY INFORMAT_IOM -
on
BC Dead
10.00
psf
P
O.0 Spacing 2- 0- 0
(BCSI 1-03) and SCSI SUMMARY SNEETW by WTCA and TPl,. The Truro plate Institute (TPI) is located at 683 D•Onomo Drive Madison,
Design Spec UBC -97
TRUSPLUS 6.0 VER: T6.4.1
wlxmafns3719. TboAmerianForest and Paper Associabon(AFPA)Bsloatatlat111119thSbmLNW.,SW800,:Ws hington,DC20030.
TOTAL
40.00
psf
DEFL RATIO: L/240 TC: L/24
Job Name: DILORENZO-PGA WEST
Truss_ ID:_ D7
Qty:
1
BRG X -LOC REACT SIZE. REp'D.
TC 2x4 DFL #2
Platin gy sppec,: ANSI/TPI - 1995.
UPLIFT REACTION(S)
1 8- 7-12 911 3.50" L 50"
BC 2x4 DFL #2
THIS DESIGN IS THE COMPOSITE RESULT OF
Support 1 -385 lb
2 25- 6- 4 691 3.SO" 1.50."WEB
2x4 DFL STANDARD
MULTIPLE LOAD CASES.
Support 2 -280 lb
BRG REQUIREMENTS shown are based ONLY
GBL BLK 2x4 DFL STANDARD
PLATE VALUES PER ICBO RESEARCH REPORT #1607.
This truss is designed using the
on the truss material at each bearing
MAX DEFLECTION (span)
May'use adequate staples for gable blocks.
Drainage must be provided to avoid ponding.
UBC -97 Code.
.•
BUILDING DESIGNER MUST VERIFY GABLE LOADSI
End verticals designed for axial loads only,
Bldg Enclosed Yes, Importance Factor -
1.15
L/999 IN MEM 7-8 (LIVE).
L- -0;11" D= -0.11" T -0,22"
[tj gable bracing eequired 0,58" intervals;
Extensions above or below the truss profile
Truss Location = Not End Zone
MAX DEFLECTION (cant)
i exppoosed to wind load apelied_to face.
See.+'General Gable Details 0002065035.
((if any) require additional consideration
(by others) for horiz. on
Hurr,.icane/Ocean Line= No Exp Category = C
Bldg 40.00 ft
L/999 IN MEM .6-7 (LIVE)
loads the bldg.
Bldg Length = 80.00 f3, Width -
Mean roof height = 11:37 ft, mph 80
0.01" D= 0.01" T- 0.03"
UBC Essential Facility, Dead 'Load = 7.2
psf
CR ITICAI..MENBER FORCES:
T6 COMP. DUR.J'� TENS: WR.
CSI1-2
-143((1 1.23292-3
-147(1.33 36 1:25)OS4
3-4 -1012((1.25/ 356 1.601)
O:S5
4-S -3 1.25/ 2 1.60
0.45
BC COMP.(DUR.
/ TENS.(WR.)
6-7 0(1.603/
O(1.60) 0111
7-8. -492((1.603/
1089 1.2S 0.54
8-9 -305 1.60
/ 669(1.25 0.49
WB COMP.JID.URO. / TENS.(DUR.) CSI
1-6 -146.60 OAS1-7 -TO1.25 /193 1:130:07
2-7 -3021.23 / 1981'.60 0.063-7 -11331.2T / 567 1.60 0.96
3-8-1.33 0.05
4-8 -S31.6 0.17
4-9 -9031.2S 0.26
S-9 0.01
=221.25
.l
ELI 7L
W
2-0 12
9-1-13 16 8 3
1&-9-0-
1 2
3 4
5
I,o
IMPERIAL
® ROOF
4445 Northpark Dr:
Colo Springs, CO 80907
TRUSPLUS 6.0 VER: T6_.4.
110 2-5
Nli ' 11 �'�ill
5 „ 19.9-0 1 12-)-0
STUB 7
2-8-12 �10.2-4 6--10-0� STUB
2-8-12 12_=11-0 19-0-0
TYPICAL PLATE: 1.5-3
FANN/NGReadall notes.on this sheetand give a copyy of itto i
I design Is for an individual buiktsrg component not buss system. It has beenbased on sl
done in accordance with the current versions of TPI and AFP -A design standards. No rei
to be,verified by the component manufacturer and/or building dee'p1pner prior to fabrication
ted'on this design meet or exceed the loadhrg imposed by the local building code and the
terally braoed:by the roof or floor sheathing and the.bottom chord is lateraly`braced by a r
ed. Bracma shown is for lateral support of components members only to reduce buckling
and Cutting Detail Reports' available as Output from
3sign. ReiponsibiUbea, 'BUILDING COMPONENT SA
Truss Plate Institute (TPI) is located at 583 D'Onofrk
A), is located at 1171 19th Street, NW, Ste 800, Was
ICust: DILORENZO
-10;00 psf
0.00 psf
10.00 psf
40.00 psf
i d. C04998Z �
Exp: 1213 1060
i cmu ��.
Or C,41.�r
1/21/2005
a wesL1-00006_300001
*LC - 22 Vr: 168#
DurFacs L=1.2S P=1.25
Rep Mbr Bnd 1.15
Rep Mbr Comp 1:00
Rep Mbr Tens 1.00
O:C:Spacing 2- 0- 0
Design Spec. UBC -97
DEFL RATIO: L%240 TC L 24
Job Name: DILORENZO-PGA WEST
Truss ID: E1
Qty: 1
BRG X -LOC REACT SIZEREQ'D
1 0- 2-12 923 S. 50" 1.50"
TC 2x4 DFL *2
Web bracing required at each location shown.
Required bearing widths and bearing areas
2 22-107 4 917 3.50" 1.50"
BC 2x4 DFL .*2
® See standard details (TX01087001-001 reel).
•
ai1 when truss not supported in a hanger.
BRG REQUIREMENTS shown are based ONLY
2x4 DFL *1 7-9
WEB 2x4 DFL STANDARD
Plating spec ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
UPLIFT REACTION(S) ,
Support 1 -380 lb
on the truss material at each bearing
GBL BLK 2x4 DFL STANDARD
MULTIPLE LOAD CASES.
Support 2 -375 lb
BRG HANGER/CLIP NOTE
Drainage must be provided to avoid ponding.
PLATE VALUES PER ICBO RESEARCH REPORT *1607.
This truss is designed using the
2. LUS210
Support Connection(s)/Hanger(s) are
End verticals designed for axial loads only.
Extensions or
May use adequate staples for gable blocks.
UBC -97 Code.
not desIMPSONed for horizontal loads.
above below the truss profile
if an) require additional consideration
BUILDING DESIGNER MUST VERIFY GABLE LOADS!
[t gable bracing re uired 4 58" intervals,
9
Bldg Enclosed - Yes, Importance Factor - 1.15.
Truss Location - Not. End Zone
SEE CATALOG
by of errs) for horiz. loads on the bldg.
i exposed to wind load applied to face:
Hurricane/Ocean Line - No Exp C
ADDITIONAL
FOR ADDITIONAL INSTALLATION NOTES
•
See General Gable Details'., C00206SO35.
.Category .
Bldg Length - 80.00 ft, Bldg Width - 40.00 ft
MAX.DEFLECTION (span)
L/999 IN MEM 6-7 (LIVE)
Mean roof height - 11.34 ft, mph - 80
L- -0.25" D- -0.25" T- =0.50"
UBC Essential Facility, Dead Load - 7.2 psf
TC COMP. WR. / TENS OUR. CSI
1=2 -4 1.25 / S 1.25 0.64
2-3,21511 1.25 / 779 1.60 0.69
3-1 -2149 1.25 / 774 1.60 0.72
4-S -6 1.25 / 4 1.25 0.67
Sc COMP.((DUR: / TENS.(DUR. CSI
6-7 -1170(1.'603/. 39113(1.253 0.74
7-11 -670C(((1.6033/ 1963((1.25)) 0:96
8-9 -624 1.60 / 1976 1.25 0:96
we COMP. DUIl / TENS OUR. CSI
1-6 -169 1.25 / 110 1.60 0:07
2-6 -2064 1.2S / 915 1.60 0:94
2-i / 233 0.90 0.13
4-a / ES 0.90 0:17
4-9 -19113(1.25)/ 670 1.60 0.91
S-9 -137 1.25 / 125 1.60 0.04
780
7-8-0
0� 25
23-0-0
1�0 - 3.5-5
t 23-0-0 t
T8 7 8 9
11-8-0 1150
11-6-0 23-0-0
TYPICAL PLATE: 1.5-3
4
SHIP
•12
1/21
WAKIVINURead all notes on this.sheet and give a copy of It to Me Erecting Contractor.
Cust: DILORENZO
TNs eeslip Is for an kdwdual OUIIdng component not truss system. It hes been bed on specifications provided by the ouunporierd manuktlirrer
WO: Dri ve_C_di 1 orenzo-pga west_L00006_300001
and done In acoedarwe wlN the canard versions of TPI- and AFPA design standards. No responsibility k aesumed for dimensional soareq. DimensioDimensionsDs
nr: Ac
ein
to be Warmed by the component manutamnar andfor brdldng assigner Prior to tabrioa6on. Tha building designer must asoer�n that the k
load.
= 15 Wf: 18185#are
9
ubll�vd on this daclgn meet a aced theloading Imposed by the local building cods and the pe0adar application. The design assumes Net me top chord
TC Live 20.00 psf
DurFacs L=1.25' P=1.25
IMPERIAL
k laterally braoW M Me roof or floor sheathing and the bosom ones is laterally Gaesd by • rigid chaaNing material directly attached, unlet otherwise
noted..Bradng ebojm Iefor lateral support Wading length. This
TC Dead 10.00
Re Mlb r Bnd 1.15
p
ROOF
of components member only only to reduce oomponent_shell.not be plaoW in any
environment Net VAP the 0mt the to de
psf
-
Rep Mbr Comp 1.,00
®
puss ma.wra a o1 wood ssces0 79%a sues connector plata oorroslon. Fabriaefo, Ir ak, I Mall
BC Live 0.00 psf
4445 jort,hpark Dr.
CO o ngs,, CO, 80907
and branmlebwmsocoranoewith Mefalowmgr ffwwme:'giantandCumng0"1Reports'avrlaeleesouWfromTruaaalSoftware.
ANISI/ Po -t' vvfcA 1' - Wood Trues Council of America Standard Design Rasp orWbilltles,'BUNDINO COMPONENT SAFETY INFORMATION'-
BC Dead 10.00 psf
Rep Mb Tens. 1.00_
0, C, Spaci ng 2- 0- 6
pr7
-
TRUSPLUS 6.0 VER: T6.4.1
(SCSI 143) and'BCSI SUMMARY SHEET& by WTCA and TPI. The Trues Poste Instilirte (TPI) N located at 563 D'Onoblo Drive, Madison,
Whoonsln 63719. The American ForMand Pape Association (AFPA) k I -' at 1111 19th SUeet NW, SW SgO, WUNngWn, DC 20838.
TOTAL 40.00
Design Spec UBC -97
psf
DEFL RATIO • L/240 TC' L/24
Job Name: DILORENZO-PGA WEST
Truss ID E2
Q 1
BRG X -LOC REACT SIZE REQ'D
1 5.50" 1.50"
TC 4x4 DFL #2
Web bracing required at each location shown.
®
Required bearing widths and bearing areas
0= 4=11 923
2 22-10- 4 917 3.50" 1.50"
BC 4x4 DFL #2
2x4 DFL #1 7-9
See standard details (TX01087001-001 revl).
Plating • ANSI/TPI 199S
appl when truss -no£ supported in a hanger.
UPLIFT REACTION(S)
BRG REQUIREMENTS shown are based -ONLY
WEB 2x4 DFL STANDARD
spec -
THIS DESIGN IS THE COMPOSITE RESULT OF
Support 1 -380 lb
on the truss material at each bearing
PLATE VALUES PER IC80 RESEARCH REPORT #1607.
MULTIPLE LOAD CASES.
Support 2 -375 lb
BRG HANGER/CLIP NOTE
End verticals designed. for axial loads only.
Drainage must be.provided to avoid ponding.
This truss is designed using the
2 LUS210
Extensions above or below the truss profile
and brace thus trues In socordsnce with the followin standards:'Joint and Cumn DaWIR
g g �'avallabieesoutpirifromrruw,elsdRware,
UBC -97 Code.
Support Connection(s)/Hanger(s) are(if
not designed for horizontal loads.
any) require additional consideration
'ANBIRPI1')WTrw1'-WoodTrussCouncilofAmericaStandardDesignResponsibilities,SUILDINOCOMPONENTSAFETYINFORMATION'-
Bldg Enclosed a Yes, Importance Factor - 1.15
SEE SIMPSON CATALOG
(by others) for horiz. loads on the bldg.
(SW 1-03) and 'SCSI SUMMARY BHEETG by WTCA and TPl. The Trues Plate irueWEe (TPI) is located R 583 O'Onohio Drive. Madison,
Wisconsin 63T19. The AmerianForest and Paper Association (APPA)islocate4attttttlxaativakM,She 800,Washington. &20030.
Truss Location - Not End Zone
FOR ADDITIONAL INSTALLATION NOTES
Hurricane/Ocean Line - No Exp Category = C
Bldg L'engyth.- 80.00 ft Sidg-Width a 40.00 ft
MAX DEFLECTION (span) •
Mean roof height - 11.14 ft, mph 80
L/999 IN MEM 15�7-0. OLIVE)
UBC Essential Facility, Dead Load = 7.2
T= -0.50"
CR -0.25" D FORCES:
CRITICAL MEMBER FORCES:
psf
TC COMP.: OUR. / TENS: WR. CSI
1-2 -4 1.25 / S 1.25 0.64
2-3 -2156 1.25 / 779 1.60 0.69
3-4 -2149 1.25 / -774 1.60 0.72
4-S -6(1.25 / 4 1:25 0.67
BC OONP.(WR. / TENS.(WR. CSI
6ec -670(1:603/ 1963(i.2S3 0:24
7-6 670 1.60 / 1963((1.253 0.96
6-9 -624 1.60 / 1676 1'.25 0.%
:82411.60
NB COMP. WR: / TENS. 0 It, CSI
1--6-169 1.253/ 110 1.60 0.07
2-6 -2064 1.25)/ 915 1.6o 0.94
2-6 / 233 0.90 Ot 13
/ 296 0.90 0:17
4-9 -1963(1.25)/ 670 1.60 0.91
7-8-0
7-8-0
748-0
5-9 -167(1.25)/ 125 1.60 0.04
7�
15
,Z�
1 2 3 4 5
0
SHIP
12
r8 7 23 0.0 9
11$0 i 0� •
71-8-0 3 0 0
d 0045882
Exp: 12131106
"4 CIVIL
� � CA1.liCf
(stems Plates are 20 oa. unless sham by "18"(18 OR.). "WHS oa.). or "NIX"(TWMX 20 oa:). aosaioned oer Joint Details Report- 01 fold /AAA
WJAK/Y/IYV Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Cust: DILORENZO
This design Is for an indvkWW building component not buss system. It has been based on specifications provldsd by the component manufacturer
W0: Dri ve_C_di 1 orenzo-pga west -L00006-300001
®
and done in aoeurdenue with the arrrem versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy Dimensions
Ds nr: #LC 15 tui • 138#
we to be warmed by the component manufacturer andfor building designer prior to fabrication. The building designer must ascertain that the loads
9 =
TC Live 20.00 psf
Du rFacs L=1.25 P=1.2 5
"1111°° W this design meet or exceed the loading imposed by the local bolding oode and the pwcaan application. The design assumes that the top dnrd
IMPERIAL
is laterally braced by the,rod or,Roor sheathing and the botlom chard is lateral hraoed a ri d sbeaUti maternal di
laterally M m re directly eMles
Bracing k for lateral support only ro reduce Wdslrq langlh. ore
TC Dead 10.00 psf
Re Mbr Bind 1.15
p
�ROOF�yinonu
noted. storm of oomponsrik member This oomponaM shell not placed In erry
many
I th m will cause the moisture content of the wood to mond 19% enftr suss connector plate corrosion, Fabriab, henol4 ins W1
BC Live 0.00 psf
Rep Mbr Comp 1.00
,
445 Northpark Dr,
and brace thus trues In socordsnce with the followin standards:'Joint and Cumn DaWIR
g g �'avallabieesoutpirifromrruw,elsdRware,
BC Dead 10.00
Rep Mbr Tens 1:00
CO o Springs, CO 80907
'ANBIRPI1')WTrw1'-WoodTrussCouncilofAmericaStandardDesignResponsibilities,SUILDINOCOMPONENTSAFETYINFORMATION'-
psf
0,C.Spacing 2- 0- 0
TRUSPLUS 6.0 VER: T6.4.1
(SW 1-03) and 'SCSI SUMMARY BHEETG by WTCA and TPl. The Trues Plate irueWEe (TPI) is located R 583 O'Onohio Drive. Madison,
Wisconsin 63T19. The AmerianForest and Paper Association (APPA)islocate4attttttlxaativakM,She 800,Washington. &20030.
-
TOTAL 40.00 psf
Design Spec UBC -97
DEFL RATIO' L 240 TIC: L/24
Job Name: DILORENZO-PGA WEST
Truss ID: E3
01104% OUR. /
O : 1
BRG X -LOC READY SIZE REQ'D
8-12 S.SO" 1.50"
TC 2x4 DFL #2'
Web bracing required at each location shown.
Required bearing widths
and bearing areas
T 6- 663
2 22-10- 4 657 3.50" 1.50"
BC 2x4 DFL #2
WEB 2x4 DFL..STANDARD
® See standard details CTX01087001-001 revl):
Plating spec 2 ANSI/TPI - 1995
apply when truss not
supported in a hanger.
BRG REQUIREMENTS shown are based ONLY
PLATE VALUES PER ICBG RESEARCH REPORT #1607.
THIS DESIGN IS THE COMPOSITE RESULT OF
UPLIFT REACTIONS)
Support 1 -288
lb
on the truss material at each bearing
Drainage must be provided to avoid ponding.
MULTIPLE LOAD CASES.
Support 2 -282
lb
BRC HANGER/CLIP NOTE
This truss is designed using the
End verticals designed for axial loads only.
169 1.25 001
2-5
2 LU826
Support Connection(5)(Hanger(s) are
UBC -97 Code.
Bldg Enclosed - Yes, Importance Factor --1.1S
Extensions above or below the truss profile
(if an ) require additional consideration
-160 1.60 /
-230 1.25 (
663 1.253)) 0:27
291 1.60 0.09
not designed for horizontal loads.
Truss Location - Not End Zone
(by others) for horiz. loads on the bldg:
4-7
-184 1:25 /
SEE-SIMPSON CATALOG
FOR ADDITIONAL INSTALLATION NOTES
Hurricane/Ocean Line - No Exp Category - C
Bldg Length 80.00 ft, Bldg Width 40.00 ft
MAX DEFLECTION (span)
- -
L/726 IN MEM 6-7 (LIVE)
Mean roof height - 11.34 ft, mph' - 80
-0 27" D- -0 27 T- -0 53"
UBC Essential Facility, Dead Load - 7.2 psf
RITICAL MEMBER FORCES:, -
TC
01104% OUR. /
TENS. UR. CSI
1-2
-3(1.603/
-S 1.25 0.44
2-3
-917#(1.25))/
,309 1.60 0:73
3-4
c6 1.2S33/
'4 1.2S3 '0.72
67
�176J u0)%
110('Mhj .0910
YB
COMP: DUR. /
'TENS. DUR.) CSI
1-5
-126 1.60 /
169 1.25 001
2-5
-699 1.25 /
435 1.603 0.14
2-6
3-6
-160 1.60 /
-230 1.25 (
663 1.253)) 0:27
291 1.60 0.09
3-7
-1168 1.25 /
581 1.60 0.60
4-7
-184 1:25 /
124 1.60 0.04
IMPERIAL
6Z= ROOF
4415 Northpark Dr.
Colo Springs, CO 80907
TRUSPLUS 6.0 VER: T6.4
7$O
8-10-0 -
3
O.25
Z.0-4 2.5.4
6-6.0
STUB 5-0-0
6 71
,gyp
5-0-0 186-0 '
1mI
W
WNK/VIN ILM Read all notes on this sheet and give a copy of It to the Erecdng Contractor.
This design Is for an indvidual tudlding componart not truss system. It hes Men based on specifications provided by the cornponerd manufacturer
and done In accordance *ft the monad varslons of TPI and AFPA design standards tb respaheldmy to esaumad for Qme+aiaW aoouraq. Dimensions
are to be verified by the componad manufacturer andror building designer prior b fabdcrdon. The building deflper must asoamn that tlw loads
utilized on this design most or tweed the loading Imposed by the local building cab and me parBMar application. The design assumes thea metop chord
N laterally braced Ey.the roof at floor sheathing and the bottom chord Is laterally bread by a rigid sheathing material directly attached. untees otharWee
noted. S acing sham is for lateral support of components members only to reduce budding length. This componant shall not be plead in any
amlronmad that x10 cause the moisturecontentdine wood to erased 19% andlcr awe connector pleb corrosion,. Fabdsate, handie, imtell
and braes tide truss In accordance with the folloWng sbnderds:'Jelnt and Cutting Well Report'!, available se output from Trupva "Were.
'ANSI/TP1.1': WTCA 1'.- Wood Truss Council of America Standard Dealgn Responslbilmes, BUILDING COMPONENT SAFETY INFORMATION'.-
(BCSI 1-03) snd'SC81 SUMMARY SHEETS' by WTCA and TPI, the Truss Plate Insthub (TPt) Is located at 663 D'Onahlo Drive, Madison,
Wlsoaheln 53719. The American Forest and Paper Association (AFPA) Is lorabd at1111.19thStraeb NW. Ste 800, Washington, DC 20036.
I-0
C045M
Exp: 1=1106
CIV11.
1/21/2005
Cust: DILORENZO
WO: DriVe_C_dilorenzo-pga west1-00006_300001
Dsgnr: #LC = 15 Wr: 104N
TC Live 20.00 psf' DurFacs L-1.25 P -1.2S
TC Dead 10.00 psf Rep Mbr Bnd 1.15
BC Live 0.00 psf Rep Nbr Comp 1.00
Rep Nbr Tens 1:00
BC Dead 10.00 psf O.C.Spacing 2- 0- 0
Design Spec UBC -97
TOTAL 40.00 psf DEFL RATION L/240 TC: L/24
Job Name: DILORENZO-PGA WEST Truss ID:E4 Qtv: 1
;E REQ'D TC 2x4 DFL M2 Web bracing required at each location shown.
0" 1.50" BC 2x4 DFL #2 ® See standard details (TX01087001-001 revl).
0" 1.50" WEB 2x4 DFL STANDARD Plating spec • ANSI/TPI - 199S
e based ONLY GBL BILK 2x4 DFL STANDARD THIS DESIGN IS THE COMPOSITE RESULT OF
each bearing PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES.
May use adequate staples for gable blocks. Drainage must be provided to avoid ponding.
ger(s) are BUILDING DESICNE9 MUST VERIFY GABLE LOADS1 End verticals designed for axial loads only..
tel loads. [+I gable.bracin re'uired 6 58" intervals; Extensions above or below the truss profile
i exposed to wind load applied.to_face: if any) require additional. consideration
ON NOTES See "General Gable Details , C00206503S. (by others) for horii. loads on the bldg.
27'T T- -0.53"
:s:.
TiNSil(oult CSI
(1.29j 0.!!
309((((1.60 0.73
1 1.29 0.72
6-7 Ca 530 rff-j/ T1103(l%j 0176
S -614S if
-170 1.60 / 3S3 1.29 0.70
YR COMP. U111 / TENS. DUR. CSI
1-S -126(1.61/ / 169 1.25 0.07
2-3 -699 1.23 / !3S 1.60 0.1!
2-6 -160 1.60 / 663 1:2f SAN
3-6 -230 1.23 / I91 1.60 0.09
3-7 -1166 1.25 / S63 1.60 0.60
!-7 -16! 1..23 / 12! 1.6tl 11.0!
IMPERIAL
® ROOF
4415 Norxhpark Dr.
Colo Springs, CO 80907
TRUSPLUS 6.0 VER: T6.4.
1-2-0
,1- 7
Required bearing widths and bearing areas
appl when truss not supported in'a hanger.
UPLIFT REACTIONS)
Support 1' -288 lb
Support 2 -282 lb
This truss is designed using the
UBC -97 Code.
Bldg Enclosed - Yes, Importance Factor - 1.15
Truss Location - Not End Zone
Hurricane/Ocean Line No,Exp Category - C
Bldg Length a 80.00 ft Bdg Width = 40.00 ft
Mean roof height - .11.14 ft, mph BO
UBC Essential Facility, Dead,Load 7.2 psf
7B_ O I
,66D�
STUB � 11�
6.0.0 ,6-6-0
TYPICAL PLATE.:' 1.6-3
WH K/YNYGRead all notes on this sheet and give a copy of it to the Erecting Contractor.
This design Is fe an Individual building component not truss system. It hasbasn be�ed on specifications provided by tier oomponad manulxlurer
and doneIn sceordams cacti, the caned versions of TPI and AFPA design standards. No responsibilityb a mod for dimaWomd w=icy. Dimensions
are to be verified by the component manufacturer andrer building designer prior to fabrication. ThebuOding dWgnet must asce0eln tied the loads
ubliwd oathis design meet or crowd the loading Imposed by the local building code and the particular application. The daNgn assumes that the top chord
Is laterally braced by the roof or floor.sheething and the bottom chord M laterally braced by a rigid sheathing material directly attached, uNeu otherwise
noted. Bracing Shown Is for lateral support A components members only to reduce budding lwgth. This component shell not be placed In any
emlronmed Nst will puss the moisture content of the wood to cussed 18% and/or cause connector plate corrosion. FaMeatahands. Install
end, bmee s buss in aaordsnce with the fdlowing shndwd s:'Jolm and rotting Detail Reports' wailabie ssoutput Rom Truawal soft me,
ANSIJTPI 1', WTCA T. Wood Truss Council of America Standard Design Responsibilities, BUILDING COMPONENT SAFETY INFORMATION -
(SOW 143) and BC61 SUMMARY.SHEETS' by WTCA and TPI. The Truss Plate InatRute (TPI) Is located at 583 U'Onof io Drive, Madison.
Nisconsm 58718. The Amman Forest and paper Association (AFPA) is mated at 1111 18thStreet, NW, Ste 800. WaWngton, DC 70038.
444
SHIP
C045M XII
Exp: 12131/06
Civil -
1/2112005
Cust: DILORENZO
W0: Drive-C-Hlorenzo-pga west -L00006_300001
D_sgnr: #LC = 15 We 141#
TC Live 20:00 psf DurFacs L=1.25 P=1.25
TC Dead 10.00, psf Rep Mbr Brill 1.15
BC Live 0.00 psf Rep Mbr Comp 1.00.
Rep Mbr Tens 1.00
BC Dead 10.00 psf O.C.Spacing 2- 0- 0
Design Spec UBC=97
TOTAL 40.00 psf DEFL RATIO: L/240 TC: L/24
Job Name: DILORENZO-PGA WEST
WAKIVINURead all notes on this sheet and give a copy of it to the Erecting Contractor.
Truss ID F1
Q
1
BRG X -LOC REACT SIZE REQ.'D
TC
20 DFL
♦2
Web bracing required at each location shown.
UPLIFT REACTIONS)
DSgn #LC. = 1. 84k
1 0- 0-12 566 1.50 1.50"
BC
2x4 DFL
i2
® See standard details (TX01087001'-001 revl).
Support 1 -252 lb
TC Dead 10.00 psf
2 14- 2- 4 575 3.50" 1.50"
BRG REQUIREMENTS based ONLY
WEB
Zk4 DFL
STANDARD
Plating spec • ANSI/TPI - 1995
Support 2 -254 lb
emlronmaat suss the moisture content wood to •need 1IHe "or wuas oonnameor pats corrosion: Fabrimte,.hands, Install
bnmbdatnnaIna000rdanmwith the wlowingapnda:dsedCumngD"Reporta
shown are
BRG BILK
2x4 DFL
STANDARD
THIS DESIGN IS THE COMPOSITE RESULT OF
This truss is designed using the
on the truss material. at each bearing
PLATE VALUES
PER ICBO RESEARCH REPORT #1607-.
MULTIPLE LOAD CASES.
UBC -97 Code.
TOTAL 40.00 psf
MAX DEFLECTION.(span),:
Drainage 'must be provided to avoid ponding.
Bldg Enclosed - Yes, Importance Factor a
1.15
L/962 IN MEM 4-.5.- LIVE).
S
Truss Location - Not End lone
L _CALM 0 -0:18 T= -0:35"
CRITICAL MEMBER FORCES:
Hurricane/Ocean Line .= No Exp Category = C
TC COMP. (DUR. / TENS. OOR.) CSI
BldgLen th - 80 00 ft, BldgWidth 40.00.
Mean height 10:59 ft,
ft
l.z .:ztl4f(l.zs3/ 969((1.60) o:6s
2-3 5(1.25)/ 3 1.25) 0.54
roof mph = 80
UBC Essential Facility, Dead Load 7.2
psf
BC ((DUR:3/ TENS. ((,DUR.
3 iUR.3CSI
S-6 -967(1.60)% 2210(1:25) 0.61
NB COMP. (OUR.))/ TENS. DUR. CSI
88 1 -1722(T:25)/ 641 1.60 0.27
1=4 D.31
1-5 =903(1.60 / 2086 1.25 0.65
2-5 -123(1.253/ 179 1-.60 ,0:06
2-6 -2235[(1.253/ 977 1.60 0.94
3-6 -ll6 1.25 / 106 1.60 0.03
2-442
(OMIT 2.5-6 Tit)
7-3-12
7-3-12
7-0-4
14-4-0
1 2. 3
02
SHIP
118 8
- •
C045NI2
Exp: 12131106
C I V I
WAKIVINURead all notes on this sheet and give a copy of it to the Erecting Contractor.
Cust: DILORENZO
This design 6 for an InmWduei building component not muses system. It has been based on sped6detlonsprWded by the component manufacturer
WO • Dri ve_C.di 1 orenzo-pga wesL1-00006-300001
and done In socordance with tae c9nart versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions
- -
r : 5 WT:,
ars to be ved6ed by the-somponem menuracturar endror buildng designer, prior to fabrimbon. The building designer must asoetein thd the loads;
DSgn #LC. = 1. 84k
utilUed on this design mast orssosad"losdnglmposed,bi"416esl building code and the particular application. ThedesignaseumeeMatthetopcnord
TC Live 20.00 psf
DurFacs L=1.25 P=1,25
IMPERIAL
Is laberally braosd by the roof or,600r sheathing and the bottom Chord te laterally braced by a rigid sheathing material directly attached, unless otherwise
noted Bracing enaan k for l.earl.uppon to buwi�g length.. Tore "I be in
TC Dead 10.00 psf
RMb r Bnd 1.15
ep
of corn members only redam eempon.rd not paoed a y
that twill at the
Rep Mb r Comp 1..00
ROOF
emlronmaat suss the moisture content wood to •need 1IHe "or wuas oonnameor pats corrosion: Fabrimte,.hands, Install
bnmbdatnnaIna000rdanmwith the wlowingapnda:dsedCumngD"Reporta
BC Live 0.00 psf
Rep Mbr Tens 1:00
44445 Nor;hpark. Dr,
Co )o Springs, CO 80907
and %ant "table ae
eoutputrraalTruawal.anware,
''�IfM1';WTCAV- Wood Truss. CoundlofAmarksStandard Design Responsibilities. BUILDING COMPONENT SAFETY INFORMATION' -
BC Dead 10.00 psf
O.C.Spacing 2- 0- 0
(BCSI 1-03) wnJ %CSI SUMMARY SHEETS' by. WTCA and TPI The Truss Plats Institute (TPI) N toc" at 583.D'Onoldo Drive, Madison.
-
Design Spec UBC -97
TRUSPLUS 6.0 VER: T6.4.1
wieconan537to. The American Forest and Paper Association iAFFAI I. located at iilllftite-tNW.&eSW.WmMngtm,DC20038.
TOTAL 40.00 psf
DEFL RATIO` L/240 TC: L/2411
Job Name: DILORENZO-PGA WEST
VVAI IVIIYL7 Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Truss ID: F2
Qty:
1
BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL
#2
Plating spec • ANSI/TPI - 1995
UPLIFT REACTIONS)
Du rFacs. L-1.25 P=1.25
Rep Mbr Bnd 1.15
Rep Mbr Comp 1.00
Rep Mbr Tens 1.00
2- 0- 0
Design Spec UBC -97
DE RATIO • L/240 TC • L/24
1 2- 0-12 S26 1.50" 1.50" BC 2i(4 DFL
#2
THIS DESIGN IS THE COMPOSITE RESULT OF
Support 1 -236 lb
2 IS- 2- 4 S35 3.50" 1.50" WEB 2x4 DFL.
STANDARD
MULTIPLE LOAD CASES:
Support 2-238 lb
BRG REQUIREMENTS shown are based ONLY BRG BLK 2x4 DFL
STANDARD
PLATE 'VALUES PER ICBO RESEARCH REPORT #1607.
This truss is designed using the
on the truss material at'each bearing
Drainage must be provided to avoid ponding.
UBC -97 Code.
MAX DEFLECTION (span) •.
B1Eg Enclosed - Yes, Importance Factor -
1.15
L/999 IN MEM 6-7 LIVE)
Truss Location - Not End Zone
L- -0.07"
CRITICAL MEMBER
D- -0.07 T- -0.14"
FORCES:
Hurricane/Ocean Line - No Ex Category - C
Bldg Length 80.00 ft, Bldg 40.00 ft
Tc COMP.((gUR.)/
1-z 63C1.2S)y
TENs.((ouR.) CSI
29(1.60) 0.25
idth -
Mean roof height w 10.60 ft, mph - 80
2-3 -1ss8
1.25 / 592 i.6o3 0.34
UBC Essential Facility, Dead Load - 7.2
psf
3-4 -3
1.2533/ 2 1.25))) 0.24
BC
1.
0-696
T1281(1%25)
5-6 6% 1.60 / 1429 1.25 0.39
11U60)/
6 0.39
-
MB P. OUR. / TENS. DUR. CSI
BB 1 -1069 1.25 / I'. 1.60 0.15
1-$ -194 1:60 / 411 .1 25 0.32
2-5 -1430 1.25 / 699 1.60 0:)3
2-6 /. 182 0.90 0:10
3-6 / 265 0.90 0.15
3-7 -1339H 2S)/ 661 1.60 0.37'
4-7 -87(1.25)/ 61 1.60 0.02
ot
2.5.6 TIE
0�
3-1�0-0�
13.4-01
4
13.4-0
2
HIP
-. Wt
C045M =
Exp: 12131106
CMV
VVAI IVIIYL7 Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Custr DILORENZO
®
This design Is for an Individual building component not truse system. It has been based on spoomradoa Moulded by the component manutduror
and done in accordance with the current versions of TPI and AFPAdedgn stamirdd No responsibility to assumed for dimenetond ammay. Olmensions
ars to bo vad8ed by the component menuracturer andtor building designer prlor,to fabrication. The building designer must asanain that the loads
W0: Dri ve_Ldi 1 o renzo-pga west_L00006_] 00001.
Dsgn r: #LC - 15 WT: 77#
IMPERIAL
-
® ROOF
-4445 Northpark Or.
Colo Springs, CO 80907
TRUSPLUS 6.0 VER-: T6.4.1
utilized on this design most or esaed the loading Imposed by the local building code and the particular application. The design assume that the top Mod
h Hardly treed bin tho roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material.diratlly attache4 untess otherwise
noted. Bracing shown N ud for lasupport of component m-bero only to redum budding length. Thh component shall not bo placed in arty
.nvlronment gut w111 nuwths mo ab rs ant«d of th. wood bo mooed tB% end or ease connedor plat mnosion. Fab ia0e, hand e; Imtll
and brace this in= In accordance with the following standerds:•Jdnt and Cutting Oddi ReporW ordlable es output from Truavd software,
70NtRnP11 WTC.Ar. Wood TruseCoundlofAmerica Standard Design Respcnulbilmes,BUILDINGCOMPONENT SAFETYINFORMATION' -
(BOSH -03) and SCSI SUMMARY SHEETS* by WTCA and TPI. The Trues Plat lrhtlhme (TPI) Is located at 683 IYOnoMO Drive, Madison,
wimnsin 57719. The American Forest and PaperAssociation (AFPA) Is too" at 1111 IM Street, ". St. 600, Washington, Dc 20036.
TC Live 20.00 psf
TC .Dead. 10.00 psf
BC Live 0.00 psf
BC Dead 10.00 psfO.C:Spacing
TOTAL 40.00 psf
Du rFacs. L-1.25 P=1.25
Rep Mbr Bnd 1.15
Rep Mbr Comp 1.00
Rep Mbr Tens 1.00
2- 0- 0
Design Spec UBC -97
DE RATIO • L/240 TC • L/24
Job Name: DILORENZO-PGA WEST
Truss ID- F3
Qty:
1
BRG K -LOC REACT :SIZE REQ'D
TC
2x4 DFL #i2
Platin sppec ANSI/TPI - 1995
UPLIFT REACTIONS)
1 2- 6-12 S46 1.50" 1.50"
BC
2x4 DFL t2
THIS DESIGN IS THE 'COMPOSITE RESULT OF
Support 1 -244 'lb
gn mos o, eaed the loading imposed e lout building oode and the pwassumes that The design assumthat the top chord
ublrmtl on this design sw m
2 16- 2- 4' SSS 3:50" 1.50"
WEB
2x4 DFL STANDARD
MULTIPLE LOAD CASES. -Support
2 -246 lb
members only rdua comrropla
support of oompona poshall not od airy
that cause the of l9% Fabdcate, install
BRG_ REQUIREMENTS shown are based ONLY
BRG
BLK 2x4 DFL STANDARD
PLATE VALUES PER ICBG RESERCH REPORT *1607.
This truss is designed using the
on the truss material at each bearing
End
verticals designed for axial loads only.
Drainage must be provided to avoid ponding.
UBC -97 Code.
Standard AFETYINFoarunorr.-
MAX DEFLECTION (span) •
Extensions above or below the truss profile
Bldg Enclosed - Yes, Importance Factor -
1.15
L/999 IN MEM 6-7 OLIVE)
L- D- T-
(if
ane) require additional consideration
TOTAL 40.00 psf
Truss Location - Not End Zone
-0.10" -0.10' -0.20"
CRITICAL MEMBER FORCES:
(by
h
of flus) for horiz. loads on the bldg.
Hurricane/Ocean Line - No Expp Category - C
Bldg
TC COMP. (DUR. / Ttt1S. DOR. CSI
Bldg Length - 80.00 ft, Width -. 40.00
ft
1-2 59(((r.is33/ 26 1.603 o.zs
Mean roof height - 10.61 ft, mph - 80
2-3 -1670(1.25)/ 629(1.603 0.35
UBC Essential Facility, Dead Load - 7-.2
psf
3-4. -3i((1.25))/ 2((1:25 0.27
BC COMP. (DUR. )/ TENS. (DUR.) CSI
S-6 -664(1.60)/ 1393(1.25) 0.43
6-7 -745(1.60)) 1503 1.2S 0.49
wB COMP. WR'. / TENS.I'DUR. CSI
BB1-1071 1.25 / 4761.60 OAS -5 -219 1.60 / 5231.25 '0.33
2-5 -1416 1.25 6771.60 0.26
2=6 / 2SB0.90 0.153-6 / 224900:133-7
-1546(1.25)/ 7671.60 0.615
4;7 -115(1.23)/ 651:60 0.02
TIS
(OMIT 2:5-b nc)
0�
4-1 O-0
13-10-0
4
1 2
SHIP
0-11-0
7-$.B STUB
13-10-0
20
I - 0
C045M
Exp: 1241106
CJvit
WANNIN(aReed all notes on this sheet and give a copy of It to the'Erecdng Contractor.
Cust: DILORENZO
This design Is for an Individual butting domporwitnot truss aya0em. It has bawl based on specifications provided by the wmponera manufacturer
WO • Dri ve_C_Lli 1 orenzo-pga west -L00006 -J00001
®
and done in amordena %Mth the current versions of TPI ad AFPA dWgn standards. No respontlbility is assumed for dimensional accuracy.. Dimensions
Ds n r: #LC 15 WT • 81M
wa to W rwmed by five mmponwd manufuWw andfor building dWgrrw pdw to fsbdestm. The building designer must asarlan that thiiloads
9 =-
TC Live 20.00 psf
DurFacs L=1.25 P=1.25
gn mos o, eaed the loading imposed e lout building oode and the pwassumes that The design assumthat the top chord
ublrmtl on this design sw m
IMPERIAL
b te IV breosd by the roof or floor sheathing and the boUom chord is laterally braoed by a dgld sheathing material direly attached; mdess oUurwiso
noted Bracing ahevm is for lateral ds to buckling lwgo. Ibis m be in
TC Dead 10.00 psf
Re Mbr Brill 1.1 S
p
members only rdua comrropla
support of oompona poshall not od airy
that cause the of l9% Fabdcate, install
Rep Mbr Comp 1.00
ROOF
amironmwd wall moisture comma the wood to mored endmr cause connector plate owmalon. hindie,
BC Live 0.00 psf
4445 Northpark Dr.
an0 h'aa w' o-wa In aoco d.ne. with the rollorng standards: yard and Cuffing D.wl R.pada a dl.ae.s output from Tw.l.mbr.ro,
'Ahs"mI' %VTCAV-wodTrwacmncilofAmdaDesign Mesponrmlees,•BUIU)INGCOMPONEW
BC Dead 10.00 psf
Rep Mbr Tens 1.00
Colo Springs, CO 80907
Standard AFETYINFoarunorr.-
OX.Spacing 2- 0- 0
(BC& I -W) and SCSI Bt1MMARY SHEET6' by WTCA and TPI. The Truss Plate IrgNule (TPI) is located at 669 D•OnoMo Drive, Madison,
Design Spec UBC -97
TRUSPLUS 6.0 VER: T6.4,1
w.consm$3710.inaAmdanForestandPaWAsemauon(AFPA)Isloatedattnttuf8ft*.NM,stesbo,wnNngton.Dc2oo3B.
TOTAL 40.00 psf
DEFL RATIO• L/240 TC: L/2411
Job Name: DILORENZO-PGA WEST
Truss ID: R
Qty:
1
BRG X -LOC REACT SIZE REQ'0
TC 2x4 DFL t2
Web bracing required at each location shown.
UPLIFT REACTION(S) •
Rep Mor Bnd 1.15
1 2- 6-12 S82 1. SO" 1.50"
BC 2x4 DFL #2
® See standard details CTX01087001-001 rev1).
Support 1 -258 lb
2 17-1- 4 592 3.50" 1.50"
WEB 2x4 DFL STANDARD
Plating spec • ANSI/TPI - 199S
Support 2 -260 lb
vied Ixacs chis quu m.aorenxe with the ronowing emnaarm: !aant and Cutting DwII Reports' -liableasoutput bora rruoaal sdtwaro,
'ANSI7TPI 1'; VVTCA V- Wood Truss Council of America Standard Design Responsibllmee„BUILDING COMPONENT SAFETY INFORMATION
BRG. REQUIREMENTS shown are. based ONLY
BRG BLK 2x4 DFL STANDARD
THIS DESIGN IS THE COMPOSITE RESULT OF
This truss is designed using the
psf
on the truss material at each bearing
PLATE VALUES PER.-ICBO RESEARCH REPORT #1607.
MULTIPLE LOAD CASES.
UBC -97 Code.
Desl gn Spee UBC -97
MAX DEFLECTION (span) •
End verticals designed for axial loads only.
Drainage must be provided to avoid ponding.
Bldg Enclosed - Yes, Importance Factor -
1.15
L/999 IN MEM 6-7 (LIVE)
Extensions above or below the truss profile
Truss Location - Not End Zone
L- -O.1S" D- -0.15" T- -0.30"
OIITIGIL MEMBER FORCES:
(if any) require additional consideration
Hurricane/Ocean Line - No N Category - C
TC COMP, DUR. / TENS. DUR. CSI
(by others) for horiz. loads ori the bldg.Bldg
Length - 80:00 ft Bldg Width = 40.00
9 . 9 9
ft
1-2 6S 1.25 / 29 1.60 0.26
3-t -1924 1.25 % 723 i 25 Ocie
Mean roof height - 10.92 ft; mph = 80
UBC Essential Facility, Dead Load 7.2
psf
CO-MIX!1610TENSW1
1I96
-
-C
366 71. 1.23)0C4
479(
6-7 11.6 1887 1.2S 0.62
WB COMP. DUR. / TENS. DUR., CSI
BB 1 -liS7 1.233/ 513 1.60 0.16
1-5 -226 1:603/ $49 1:25 0.36
2-3 -1501 1.25 / 690 1.60 0.21
2-6 -49 1.60)/ 330 0.so 0.19
164 0.90 0.09
3-7 -1911((1.25))/ 926 1.60 0.54
4-7 -158(1.25)/ 9{ 1.60 0.03
2 3
05
149-0
4
k hmk- -- - - ■ Ra
s�
Fee
(OMIT 2.6.6 TIE)
STUB
6-1-8,
I - a
0045=
Exp: 1241106
CIVIU
®
WHRIVIIVV Read all notes on this sheet and give a copy of # to the Erecting Confractor.
This design is for an Individual banding component not tnwe system. It has been based on apsolna6orw provided by the component ma"ciumr
and done In accordance with the wrrerd versions ofTPIand AFPA design standards,. No respomlWlRyls assumed for dimensional amracy. Dimensions
am to be verified by the component manu(acturar.andor building designer prior to fabrication. The building designer must ascertain that the loads
utiDzed on this daWgrmad or asoaed the loading Imposed by the local building code and the paNalar applicalon. The design aawmes that the top chord
Cust: DILORENZO
W0: Dei ve_C_di 1 orenzo-pga wesLL00006_J 00001
Dsgn r : #LC - JS WT: 86#
TC Live 20.00 psf
DurFacs L=1.25 P=1.25
IMPERIAL
is laterally braced by the rod or am sheathing and Um bottom chord Is laterally braced by a rigid sheathing material directly attached. unless ottie rte
noted. Bracing shorn is for lateral support d components members budding IwVth., This In
TC Dead 10.00
Rep Mor Bnd 1.15
ROOF
only to reduce component shall not w placed any
m I. will the d the to 19% Fabricate, handle,
psf
Rep Mbr Comp 1.00
wrvlronent et carne moisture content wood esosed sndror caws connector plata corrosion. it eWlBC
Live 0.00 psf
Rep 1.00
4%145 .Nor;hpa rk Dr.
vied Ixacs chis quu m.aorenxe with the ronowing emnaarm: !aant and Cutting DwII Reports' -liableasoutput bora rruoaal sdtwaro,
'ANSI7TPI 1'; VVTCA V- Wood Truss Council of America Standard Design Responsibllmee„BUILDING COMPONENT SAFETY INFORMATION
BC Dead 10.00
Mbr Tens
Co o Springs, CO SO9O7
-
psf
0. C. Spaci ng 2- 0- 0
TRUSPLUS 6.0 VER: T6.4.1
(BCS11m) and BCsI SUMMARY BHEET6'ty WTCAand TPI: Th.Trr Rate nsItute(TP1) Is located at 683 D'Onoldo Drive,, Madison,
Wacansn63719. The American Forest and Paper Association (AFPA) Islocated ari1111gmStreet NW, eaaDD.Washington, DC20030.
- -
TOTAL 40.00 psf
Desl gn Spee UBC -97
DER RATIO: L/240 TC: L/2441
Job Name: DILORENZO-PGA WEST
WAKIVINURead all notes on this sheet and give a copy of It to the Erecting Contractor.
Truss ID: G1
Qty:
1
BRG X -LOC. REACT SIZE REQ'D TC 2x4 DFL
#2
Plating spec • ANSI/TPI - 1995
UPLIFT REACTION(S)
1 0- 1-12 385 3.50" 1.50" BC 2x4 DFL
#2
THIS DESIGN IS THE COMPOSITE RESULT OF
Support 1 -174 lb
TC Live 20.00 psf
2 9- 6. 4 376 1.50" 1.SO" WEB. 2x4 DFL
STANDARD
MULTIPLE LOAD CASES.
Support 2 -174 1b
Rep Mbr Bnd 1.15
BRG REQUIREMENTS shown are based ONLY BRG BLK 2x4 DFL
STANDARD
PLATE VALUES PER ICBG RESEARCH REPORT #1607.
This truss is designed using the
®ROOF
on the truss material at each bearing
BC Live 0.00 psf
Drainage.must be provided to avoid ponding.
UBC -97 Code.
andbrace �strust.cardancewfttefolloaingstandads:"i-odandCUmngDslaliRep*moayaileMassoutput from Trwwalscim".,
MAX DEFLECTION (span) •
Rep Mbr Tens 1.00
CO o Springs, CO SO907
Bldg Enclosed - Yes, Importance Factor -
1.15
L/621 IN MEM 4-S (LIVE)
TRUSPLUS 6.0 VER: T6.4.1
(acel 1-03) and BM SUMMARY SHEETS• by WTCA.nd TPI. The Tess pilose Inoututo (TPI) is located a 663 aonemo on". M,aaan,
Wlawmint3719,.The.edcanForestandPaperAssoiation(AFPA)Isloatedat1111i9thSaaet,NW,SteSM.Washington.DC2DO36.
Truss Location - Not End Zone
Desi gn Spec UBC -97
L- -0:1$",_ D- -0.18" T- -0.36"
CRITICAL MEMBER FORCES:
psf
Hurricane/Ocean Line - No Ezpp Category
- C
TC COMP. OUR. / TENS. OUR.- CSI
BldgLength - 80.00 ft, Bidg Midth '40.00
ft
1-2 -z 1.zs / 3 i,zs3 0:26
Mean :roc height - 10.,53 ft, mph - 80
2-3 -31 1.25))/ 26((1.60)) 0.28
UBC Essential Facility, Dead Load - 7.2
psf
CoMPA T
4 5C 60)% 817(1.25) 0.64
NB COMP: DUR. / ?ENS. WR. CSI
TENS
3-5 -67 1.60 / 1'.25 0.20
Be 2 -666 1.25 / !34 1.60 0.14
1-4 -116 l.zs / 63 1.60 0.03
2-4 -635 1-.13 / 569 1.60 0.32
2-5 -767 1.i5 / 543 1.60 0.30
4-7
47-12
4-77
9--
0
1 2 3
0
I 9-7-0 I
5
97MO
9-7-0
1
SHIP
' - •
C045M
Ew.121311106
S- CIVIL
WAKIVINURead all notes on this sheet and give a copy of It to the Erecting Contractor.
Cust: DILORENZO
This assign u for .n Individual building component not truss system. It has been lased on specillatons provided by the component manufacturer
W0: Dri Ve_C di 1 orenzo-pga west
®
and done In aaordana with the cement versions of TPI and AFPA design standards.. No reopomibillq N assumed for dimensional accuracy. Dimension
-L00006_300001
DS n r: NLC 15
are b. be Verified by. the component manufacturer ancifor building designer prior to fabrication. The building designer must ascertain that to loads
g = WT: 54#
ubluedonthis design mestorftveedtheloadlnpimposedbythe loatia
lbuildngcodsandtheparlvappliwtlon. Thedesignmumestattetopchord
TC Live 20.00 psf
DurFacs L=1.25 P=1.25
IMPERIAL
is laterally bread by the rod or floor sheathing and to bottom chord Is dterally braced by a rigid shafting material directly attached, unless otherwise
noted. Bradng isfor lateral d to laiciding
TC Dead 10.00
Rep Mbr Bnd 1.15
shown support oemponems membersonly redua length. This componart shad not be placed in any
that Ms d the
psf
Rep Mbr Comp 1.00
®ROOF
em onmerd vAl caws moisture contwd wood to aw"d 19% andror ause connector plate corrosion. Fabricate hands, Install
BC Live 0.00 psf
44.45 Nor;hpark Dr.
andbrace �strust.cardancewfttefolloaingstandads:"i-odandCUmngDslaliRep*moayaileMassoutput from Trwwalscim".,
Rep Mbr Tens 1.00
CO o Springs, CO SO907
1', vy rc1.1 -Wood Truss Council d Amada Standard Design Rsspo tlbOmes tWILDING COMPONENT SAFETY INFORMATION'-
BC Dead 10.00 psf
0. C. Spaei ng 2- 0- 0
TRUSPLUS 6.0 VER: T6.4.1
(acel 1-03) and BM SUMMARY SHEETS• by WTCA.nd TPI. The Tess pilose Inoututo (TPI) is located a 663 aonemo on". M,aaan,
Wlawmint3719,.The.edcanForestandPaperAssoiation(AFPA)Isloatedat1111i9thSaaet,NW,SteSM.Washington.DC2DO36.
TOTAL 40..00
Desi gn Spec UBC -97
psf
DEFL RATIO: L/240 TIC: L/24 11