Plans 14" OPEN WEB JOIST @ 19.2" O.C.
PRELIMINARY
F01
F01 SEP ® 2014
F01 - WESTLAND ..,,��cc..ccttryry11
of
F01 3121 SPRUCE VILLAGE
I PL14290 BONUS
F01 tll
0 8/2812074
4
I
f F01 ❑ 4"1
--F01
Products
j-- 7'F01
I F01 PlotlD Length Product Plies Net Qty
i� " F01 — --� RM1 36-00-00 1"x 14"APA Rim Board 1 1
tt
Fol RM1 33-00-00 1"x 14"APA Rim Board 1 1
V. RM1 20-00-00 1"x 14"APA Rim Board 1 1
F01 d BM5 11-00-00 1"x 14"APA Rim Board 1 1
F01 BM1 12-00-00 3-1/2 X 14 BIG BEAM 1 1
E Fol 9 BM2 10-00-00 3-1/2 X 14 BIG BEAM 1 1
� h
{ 01 ❑
F01 ALL BEAMS AND CONNECTORS PER ENGINEER
I
T
F01 ACCESSORIES QTY
1 F01 y G HD412 2
� t
a ` FOt 1 X 14 OSB RIM FOR SHEAR BLOCKING 29'
x �
f I Ifol Q HU412 1
F02
F02 10-02-00
----BM2- - FLOOR LOADING
BKl.BLOq(ING
/ RMl=RIM BOARD 40 LL
O 1s DL
m REFER TO STRUCTURAL PLAN FOR ADDITIONAL ,
POST TRANSFER BLOCKING
AND SHEAR BLOCKING REQUIREMENTS.
it
SHEAR BLOCKING PLACEMENT PER STRUCTURAL PLAN
II
N HVAC DIAGRAM ON LAYOUT IS A GENERAL GUIDE ONLY.
FLOOR DESIGNED TO MEET OR EXCEED L/480 DEFLECTION CRITERIA
O p 1 �/i
pm urn �f/
g, TRUSS COMPANY JOIST WITH RIM
PRELIMINARY
14" OPEN WEB JOIST @ 19.2"O.C.
WESTLAND
3121 SPRUCE VILLAGE
®tip1
w PL14-290 UPPER
�I F01 � 8I26I2014
�I F01 UU
Fol— Products -
I F01— PlotID Length Product Plies Net Qty
Fol RM1 61-00-00 1"x 14"APA Rim Board 1 1
RM1 47-00-00 1"x 14"APA Rim Board 1 1
F01— RM1 20-00-00 1"x 14"APA Rim Board 1 1
F01 RM1 11-00-00 1"x 14"APA Rim Board 1 1
F01
RM1 7-00-00 1"x 14"APA Rim Board 1 1
1
RMI 4-00-00 1"x 14"APA Rim Board 1 1
Foi BK1 15-00-00 1.5 RigidLam LVL 1-3/4 x 14 1 1
F01 BM15 7-00-00 1.5 RigidLam LVL 1-3/4 x 14 1 1
F01 BK1 5-00-00 1.5 RigidLam LVL 1-3/4 x 14 1 1
Fol BM6 5-00-00 1.5 RigidLam LVL 1-3/4 x 14 1 2
BM16 4-00-00 1.5 RigidLam LVL 1-3/4 x 14 1 1
F01 a BM1 20-00-00 BB01 1 1
F01 BM2 16-00-00 BB01 1 1
F01 BM5 11-00-00 BB01 1 1
BM4 10-00-00 BB01 1 1
(�-- — —F°1 i BM3 5-00-00 BB01 1 1
F01 1
F01 ALL BEAMS AND CONNECTORS P_ER ENGINE_El�
ACCESSORIES QTY
F09
02.
_ HD412 13
I�r+ � RM1 �
4
F02 fn 1 X 14 OSB RIM FOR SHEAR BLOCKING 1D-02-00
F02; -- - RM1 - BQ HUC412? --- — 2
6-07-08 d
F03 I tD
— M
' F03 BM15 � a RM1__� ;�
BK1-BLOIXING FLOOR LOADING
.'.. RMI-RIM BOARD 40 LL
Il m F04 15 DL
11
16 - F04 — REFER TO STRUCTURAL PLAN FOR ADDITIONAL
II F05 'I POST TRANSFER BLOCKING
AND SHEAR BLOCKING REQUIREMENTS.
ul F05 SHEAR BLOCKING PLACEMENT PER STRUCTURAL PLAN
F05 HVAC DIAGRAM ON LAYOUT IS A GENERAL GUIDE ONLY.
F06 FLOOR DESIGNED TO MEET OR EXCEED LJ480 DEFLECTION—CRI R
I i
n CO it
FO6
ru111 �I F06 �
W� 0 %
I tl
u it F06
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F---F07 S TRUSS COMPANY JOIST WITH RIM
m F07 --- — — --
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III This design prepared from computer input by
JP
;R SPECIFICATIONS TRUSS SPAN 201- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
2x4 DF R16BTR LOAD DURATION INCREASE = 1.15 1-2=(-928) 218 1-6=(-356) 757 2-6=(-281) 243
2x4 DF JI&BTR SPACED 24.0" O.C. 2-3=(-634) 71 6-7=(-142) 510 6-3=( 0) 443
2x4 DF STAND 3-4=(-208) 178 3-7=(-721) 202
LOADING 4-5=( -84) 39 7-4=(-372) 255
9TERAL SUPPORT <= 12"OC. UON. LL( 25.0)tDL( 7.0) ON TOP CHORD = 32.0 PSF
4TERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
LL = 25 PSF Ground Snow (Pq) 01- 0.0" -82/ 120V -141% 387H 5.50" 1.15 DF ( 625)
16'- 11.5" -298/ 931V 0/ OH 5.50" 1.49 DF ( 625)
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 20'- 9.0" -39/ 70V 0/ OH 1.00" 0.11 DF ( 625)
LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012.
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. COND. 2: Design checked for net(-5 sf) uplift at 24 "oc spacing]
4-11-06 5-08-03 6-05-11 3-07-12 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.018" @ 4'- 10.5" Allowed = 0.817"
12 5 MAX TL CREEP DEFL = -0.038" @ 4'- 10.5" Allowed = 1.089"
7.00 I7
MAX HORIZ. LL DEFL = 0.009" @ 161- 11.5"
M-1.5x3
MAX HORIZ. TL DEFL = 0.014" @ 161- 11.5"
4 Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=1.6,
Truss designed for wind loads
in the plane of the truss only.
M-5x6(S)
0.25" 3
0
N
M-1.5x3
0
1 M-3x4 0.25" 6 M-3x9
M-5x8(S)
10-04-01 6-07-07
20-09 1PROVIDE FULL BEARING;Jts:1,7,5
)B NAME : 16608- ANDERSON- SPRUCE VILLAGE - B3-STUBO PROFESS
Scale: 0.2386 �'J GIN
�NI/ 7�C/Q,n
WARNINGS: GENERAL NOTES,unless otherwisenoted: �� (]/�f1
1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameter:shown and Is for an individual 9G PE
U s S: B3-STUB and Warnings before construction commences, building component Applicability of design parameters and proper
2.2x4 compression web bracing must be installed where shown+. Inoorporeflon of component is the responsibility of the building designer.
3.Additial temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al
BY: MJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by �7
is them responsiblliry of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)endlor drywall C.
E: 11/25/2014 the overall st acture is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q
612 5 3 6 4 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 9` OREG
4• fasteners are complete anti at no time should any loads greater Man 5.Design assumes trusses are to be used In a non-corrosive environment,
ANS ID41318 0 design beds be applied to any component. and are for"dry condition*of use. / Q
• 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14,
A
fabrication,handling,shipment and installation of components. necessary. p �P
S.This design is famished subject to the limitations set forth by 8.PlatesDesshalls all be locames te onabothnfa drainage
provided.
and placed so their center ERR �'�"
I IIID VIII VIII VIII IIII VIII IIII IIII TPIANTCA in SCSI,copies of which will be famished upon request. lines coincide with join)center lines.
9.Digits indicate sae of plate m inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L}E 10.For basic connector plate design values see ESR-1311,ESR-1888(MTek) EXPIRES:12/31/2015
MiTek USA, Ince / CompuTrus Software
Warnings & General Notes
WARNINGS:
1. Builder and erection contractor should be advised of all General Notes
and Warnings before construction commences.
2. 2x4 compression web bracing must be installed where shown+.
3. Additional temporary bracing to insure stability during construction
is the responsibility of the erector.Additional permanent bracing of
the overall structure is the responsibility of the building designer.
4. No load should be applied to any component until after all bracing and
fasteners are complete and at no time should any loads greater than
design loads be applied to any component.
5. CompuTrus has no control over and assumes no responsibility for the
fabrication,handling,shipment and installation of components.
6. This design is furnished subject to the limitations set forth by
TPI/WTCA in BCSI,copies of which will be furnished upon request.
GENERAL NOTES, unless otherwise noted:
1. This design is based only upon the parameters shown and is for an individual
building component.Applicability of design parameters and proper
incorporation of component is the responsibility of the building designer.
2. Design assumes the top and bottom chords to be laterally braced at
2'o.c,and at 10'o.c. respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(TC)and/or drywall (BC).
3. 2x Impact bridging or lateral bracing required where shown++.
4. Installation of truss is the responsibility of the respective contractor.
5. Design assumes trusses are to be used in a non-corrosive environment,
and are for"dry condition"of use.
6. Design assumes full bearing at all supports shown. Shim or wedge if
necessary.
7. Design assumes adequate drainage is provided.
8. Plates shall be located on both faces of truss, and placed so their center lines
coincide with joint center lines.
9. Digits indicate size of plate In inches.
10. For basic connector plate design,values see ESR-1311, ESR-1988(MITek).
,
C !% \v-
�,..� 1.• �.Leri. ,��'
Ll
IIIIIIIIIII�II This design prepared from computer input by
ip
LUMBER SPECIFICATIONS TRUSS SPAN 36'- 0.0' COND. 2: Design checked for net(-5 osfl uplift at 24 'oc spacing
TC: 2x4 OF /f18BTR LOAD DURATION INCREASE = 1.15
BC: 2x4 OF fl18BTR SPACED 24.0' O.C. Design conforms to main windforce-resisting
TC LATERAL SUPPORT <= 1210C. UON. LOADING system and components and cladding criteria.
BC LATERAL SUPPORT — 1210C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 140 mph, h=31ft, TCDL=6,0,BCDL=6.0, ASCE 7-10,
Unbalanced live loads have been OL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir),
TOTAL LOAD = 45.0 PSF load duration factor=1.6,
considered for this design. Truss designed for wind loads
Connector plate prefix designators:
LL = 25 PSF Ground Snow (Pg) in the plane of the truss only.
C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON.
M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals.
Refer to CompuTrus gable end detail for
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications.
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
28-11-05 7-00-11
17-03-10 11-07-11 7-00-11
12 M-5x6 12
3.00 0
3 �7.00
M-3x5(S)
4
0
0
v
2 co
CC?
1
--
5
M-3x5(S)
M-3x4
L L
18-00 18-00
L I,
1-00 36-00
JOB NAME : 16608- ANDERSON- SPRUCE VILLAGE - Al Spate: 0.2402 IN5 ��G PNOFe`SS/owl
WARNINGS: GENERAL NOTES,unless otherwise noted: �� ��/I
1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual �92Q,OP E
Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper /
2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer.
3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at
DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �1
DATE: 8/11/2014 the overall structure is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown++
4.No load should be applied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. 9G OREGON
S EQ
design loads be applied to any component. and are for"dry condition"of use.
TRANS I D: 405606 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 4/O ' ,
P
fabrication,handling,shipment and Installation of components. necessary.
7.Design assumes adequate drainage is provided.
6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center
IIIIII VIII VIII VIII I II VIII VIII IIII IIII TPIM?CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines.
9.Digits indic te size e in inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic conneclorplatetdesign values see ESR-1311,ESR-1088(MiTek)
EXPIRES: 12/31/2015
I"IIIIIIII�'I This design prepared from computer input by
JP
LUMBER SPECIFriCATIONS TRUSS SPAN 36'- 0.0° IBC 2012 MAX MEMBER FORCES 4WR/GDFICq=1.00
TC: 2x4 OF 2400F; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 29 2- 8=(-835) 4829 3- 8=( -601) 304 7-11=(-1550) 319
2x4 DF N38TR T2 SPACED 24.0" D.C. 2- 3=(-5055) 864 8- 9=(-605) 3666 8. 4=( -29) 853
BC: 2x4 OF 818BTR
3. 4=(-4524) 702 9-10=(-426) 2496 4- 9=(-1053) 262
WEBS: 2x4 DF STAND LOADING 4- 5=(-2990) 537 10-11=( -38) 55 9- 5-j -65) 913
LL( 25,0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5. 6=(-1370) 312 5.10= .1585) 342
TC LATERAL SUPPORT - 1210C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6. 7=(-1567) 303 10- 6=( -50) 608
BC LATERAL SUPPORT <= 1210C. UON. TOTAL LOAD = 45.0 PSF 10. 7=( -167) 1339
OVERHANGS: 12.0' 0.0' LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES)
Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 01- 0.0' -311/ 1758V -80/ 243H 5.50" 2.81 OF ( 625)
M,M20HS, I8HS (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 36'- 0.0' -261/ 1605V 0/ OH 5,50' 2.57 OF 625
M,IA20HS,M18HS,M16 = MiTek MT series ( )
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF.
COND. 2: Desion checked for net(-5 sf) uplift at 24 "oc s ac in
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = 0.0031 @ -1'- 0.0' Allowed = 0.100'
MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133'
MAX LL DEFL = -0,315' @ 101- 4.4' Allowed = 1,754'
MAX TL CREEP DEFL = -0.819' @ 10'- 4.4' Allowed = 2.339'
MAX HORIZ. LL DEFL = 0.075' It 35'- 10.3'
MAX HORIZ. TL DEFL = 0.133' @ 35'- 10.3'
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 140 mph, h=31ft, TCDL=6.0,BCDL=6,0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir),
load duration factor=1.6,
Truss designed for wind loads
28-11-05 7-00-11 in the plane of the truss only.
7-06-07 7-05-12 6-11-09 6-11-09 7-00-11
12 12
3.00- M-5x6
6 �7.00
M-3x5
s
M-5x10(S)
0.25"
4 M-3x6
M-1.5x3
3 LID
0
ui
v o
T 2 co
C, M-48 M-3x4 0.25' M-3x10 M-1.5x4 11
M-5x8(S)
L L i I l
6 1 10-04-07 9-03-07 9-01-11 7-02-07 !
1-00 36-00
JOB NAME : 16608- ANDERSON- SPRUCE VILLAGE - A2D PR�FFss
Scale: 0.1839 \� ��GI/N�/�,p /��
WARNINGS: GENERAL NOTES,unless otherwise noted, (v]
1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 92 PE
Truss: A2 and Warnings before construction commences, building component.Applicability of design parameters and proper
2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer.
3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at
DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by
the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)end/or drywall(BC).
DATE: 8/11/2014 P Y g 0 3.2x Impact bridging or lateral bracing required where shown++
S /1 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility ofthe respective contractor. OREGON
Eli teners are complete and at no time should any loads greater then 5.Design assumes trusses am to be used in a non-corrosive environment, �1
design loads be applied to any component. and are for"dry condition"of use. 9�/O�-7 Y rZZ
TRANS I D: 405606 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 4 P
fabrication,handling,shipment and installation of components. necessary.
7.Design assumes adequate drainage is provided.
6.This design is furnished subject to the limitations sal forth by 0.Plates shall be located on both faces of truss,and placed so their center
IIIIII I I VIII I III I II IIID VIII IIII IIII TPUVJTCA in BCSI,espies of which will he furnished upon request hies condiwith Joint center lines.
9.Digits indicate size of plate in inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015
I"IIIIIIII"I This design prepared from computer input by
ip
LUMBER SPECIFICATIONS TRUSS SPAN 21'- 0.0' 1CONO. 2• Design checked for net(.5 usf) uplift at 24 'oc spacing
TC: 2x4 OF R18BTR LOAD DURATION INCREASE = 1.15
BC: 2x4 OF N18BTR SPACED 24.0' O.C. Design conforms to main windforce-resisting
TC LATERAL SUPPORT <= 12'OC. UON. LOADING system and components and cladding criteria.
BC LATERAL SUPPORT <= 1210C. LION. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0_, ASCE 7-10,
DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
Connector plate prefix designators: TOTAL LOAD = 42.0 PSF load duration factor=1.6,
C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc Truss designed for wind loads
M,M20HS,MI8HS,MI6 = MiTek MT series LL = 25 PSF Ground Snow (Pg) in the plane of the truss only.
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals.
Refer to CompuTrus gable end detail for
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications.
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY,
12-04-06 8-07-10
12
7.00
M-3x5(S)
0
r-
0
N
N
O
O
C� 1 M-3x5(S) 4
M-3x4
7-00 14-00
L L �
1-09-12 21-00
JOB NAME : 16608- ANDERSON- SPRUCE VILLAGE - B1 \D PROFESS/o
_ Scale_ 0.2307 ��� �`�,G/I/N�/�„p 2
WARNINGS: GENERAL NOTES,unless otherwise noted: ��
1.Builder and erection contractor should be advised of all General Notes i.This design is based only upon the parameters shown and is for an individual 92 PE
Truss: Ell and Warnings before construction commences, building component.Applicability of design parameters and proper
2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer.
3.Additional temporary bracing to insure stability during conslruction 2.Design assumes the top and bottom chords to be laterally braced at
DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at lo'o.c.respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(TC)and/or drywall(BC).
DATE: 8/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q
/1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ,9�OREGON
SEQ �� v/ 2Q
kb�A�
design loads be applied to any component. and are for-dry condition°of use. /O '9 r '4,
TRANS I D: 405606 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if �P.
fabrication,handling,shipment and Installation of components. necessary. fI�`
7.Design assumes adequate drainage is provided. �.•
6.This design is furnished subject to the limitations set forth by 8.plates shall be located on both faces of truss,and placed so(heir center R
III II VIII VIII VIII IIII II II I I IIII IIII TPI WTCA in SCSI copies of which will be furnished upon request lines coincide with join)center lines. (MiTek)
9.Digits indicate size of plate in inches.
MiTek USA,Inc./CompuTrus Software7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988 MiTek EXPIRES:12/31/2015
illlllllllllll This design prepared from computer input by
ip
LUMBER SPECIFICATIONS TRUSS SPAN 21'- 0.0" IBC 2012 MAX MEMBER FORCES 4WA/GDF/Cq=1.00
TC: 2x4 OF q1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 104 2.6=(-366) 1025 3-6=(-377) 254
BC: 2x4 OF g16BTR SPACED 24,0" O.C.
WEBS: 2x4 OF STAND 2-3=(-1212) 225 6-7=(-186) 530 6-4=( -48) 701
3.4=( -945) 91 4-7=(-849) 299
12°OC. UON.
TC LATERAL SUPPORT
LOADING 4-5=( -130) 75 7.5=(-185) 150
<= LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
BC LATERAL SUPPORT <= 12"OC. UON. OL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA
OVERHANGS: 21,8" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES)
Connector plate prefix designators:
LL = 25 PSF Ground Snow (Pg) 01- 0.0' -106/ 1110V -147/ 440H 5.50' 1,78 OF ( 625)
(
C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 21'- 0.0' -237/ 980V 0/ OH 5.50' 1.57 OF 625)
l,4,M20HS,Ml8HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012.
*' For hanger specs. - See approved plans
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 1COND. 2: Desion checked for net(-5 sf) uplift at 24 'oc s acin
7-03-11 6-10-02 6-10-02 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.024' @ -1'- 9.8' Allowed = 0.181'
MAX TL CREEP DEFL = -0.031' @ -1'- 9.8' Allowed = 0.242"
12 MAX LL DEFL = -0.032' @ 7'- 2.8" Allowed = 1.004"
7.00 /� M-1.5x3 MAX TL CREEP DEFL = -0.071' @ 10'- 8.8' Allowed = 1.339'
MAX HORIZ. LL DEFL = 0.013' @ 20'- 8.5'
MAX HORIZ. TL DEFL = 0.020" @ 20'- 8.5'
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
M-5x8(S) (All Heights), Enclosed, Cat.2, Exp.B, IAWFRS(Dir),
load duration factor=1.6,
Truss designed for wind loads
0• in the plane of the truss only.
0
+ �
0
N
M-1.5x3
-f-
LO
0
C) M-3x4 6 0.25" 7 ;
M-3x4
M-5x10(S)
10-08-13 �)
10-03-03
� 6
1-09-12 21-00
JOB NAME : 16608- ANDERSON- SPRUCE VILLAGE - B2 ���EO PRoFFss
Scale: 0.2413 ���� ��GI/N��e� /02
WARNINGS: GENERAL NOTES, ed only upon the
nosed: CfnJL III2 PE
9�
�] 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 7
Truss: B2 and Warnings before construction commences. building component.Applicability of design parameters and proper
2.2x4 compression web bracing must be installed where shown+, Incorporation of component is the responsibility of the building designer.
3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at
DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(TC)and/or drywall(BC).
DATE: 8/1 1/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ iz
SEP. : 6023893 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. y` ,�OREGON �z
fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used In a non-corrosive environment, �I
destgn loads be applied to any component. and are for"dry condition"of use. /O _7�• '4 2�1 A�
TRANS I D: 405606 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge it f_
fabrication,handling,shipment and installation of components. necessary.
7.Design assumes adequate age is provided.
6.This design is lumished subject to the limitationssal forth by 8.Plates shall be located on bothoth faces of truss,and placed so their center
II II I I I IIID IIIII III I I II II IIIITPIM/fCA in SCSI,copies of which will be lumished upon request. lines coincide with joint center 9 nes.
9.Digits indicate size of plate in inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector late design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015
�"IIIIIIII�'I This design prepared from computer input by
ip
LUMBER SPECIFICATIONS TRUSS SPAN 20'• 9.0' IBC 2012 'MAX MEMBEA FORCES 4WR/G0F/C =I 00
TC: 2x4 OF N18BTR LOAD DURATION INCREASE = 1.15 q '
BC: 2x4 OF N18BTR SPACED 24.0' O.C. 1-2=(•1182) 220 1-5=(-374) 1003 2.5=(-362) 271
WEBS: 2x4 OF STAND 2-3=( -931) 89 5-6=(-186) 524 5-3=( -64) 695
3-4=( -128) 75 3-6=(-839) 299
LOADING 6-4=(-185) 149
TC LATERAL SUPPORT <= 1210C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
BG LATERAL SUPPORT <= 1210C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA
Connector plate prefix designators:
TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES)
01- 0.0' -105/ 878V -140/ 383H 5.50' 1.41 DF 625)
M,IA20HS,lA19HS,M16 = MiTek MT series (
C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 20'- 9.0" -244/ 973V 0/ OH 5.50' 1.56 OF ( 625)
" For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE
LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. COND 2: Desian checked for net -5 sf) uplift at 24 'OC s acin .
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
7-00-11 6-10-02 6-10-02 MAX LL DEFL = .0.030' @ 6'- 11.8' Allowed = 0.992'
MAX TL CREEP DEFL = -0.069' @ 10'- 5.8' Allowed = 1.322'
12 MAX HORIZ. LL DEFL = 0.013' @ 20'- 5.5"
7.00 M-1.5x3 MAX HORIZ. TL DEFL = 0.019' @ 20'- 5.5'
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, IAI4FRS(Dir),
load duration factor=1.6,
Truss designed for wind loads
M-5X6(S) in the plane of the truss only.
0.
0
0
N
M-1.50
-I-
0
M-3x4 50.25" M-3x4 6
M-500(S)
10-05-13 10-03-03
L ,l
20-09
JOB NAME : 16608- ANDERSON- SPRUCE VILLAGE - B3 \D PROFESS
Scale: 0.2430 \� lGGI/N�/�,A X02
WARNINGS: GENERAL NOTES,unless otherwisenoted: 92 PE 9�
1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual
Truss: 83 and Warnings before construction commences. building component.Applicability of design parameters and proper
2.2x4 compression web bracing must be installed where shown+, Incorporation of component is the responsibility of the building designer.
3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at
DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of Topcont-andous sheathing such es plywood s braced thio)and/or dear length
en th by
DATE 8/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4t
/�
4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. OREGON tK
S E:Q , G �T s
design loads be applied to any component. and are for-dry condition"of use. /O�-T r 1 4 rL13 l�
TRANS I D: 405 606 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if c �P
fabrication,handling,shipment and installation of components. necessary.7,Design assumes adequate drainage is provided.
6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center R R 10-
IIIIII VIII II I I III I I I II II II I I III TPVWrCA in BCSi,copies of which will be furnished upon request lines coincide with join)center lines.
9.Digits indicate size of plate In inches.
MiTek USA,Inc./CompuTrus Software7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Mrrek) EXPIRES: 12/31/2015
IIIIIIIIII��II This design prepared from computer input by
ip
LUMBER SPECIFICATIONS TRUSS SPAN 20'- 9.0'
TC: 2x4 OF k1&BTR LOAD DURATION INCREASE = 1.15 COND. 2: Design checked fbr net(-5 Oc sp
sf) uplift at 24 "oacing
_
BC: 2x4 OF N1&BTR SPACED 24.0' O.C. Design conforms to main windforce-resisting
system and components and cladding criteria.
TC LATERAL SUPPORT <= 12'OC. VON. LOADING
BC LATERAL SUPPORT <= 12'OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
For hanger specs. - See approved plans OL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp,B, MWFAS(Dir),
TOTAL LOAD = 42.0 PSF load duration factor=1.6,
Unbalanced live loads have been Truss designed for wind loads
considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only.
Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable endtruss on continuous bearing wall VON.
C,CN,GIB,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals.
M,M20HS,M18HS,M16 = MiTek MT series Refer to CompuTrus gable end detail for
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications,
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
13-09-01 6-11-15
12
7.00
M-3x5(S)
0
O
N
O
C�
O.
O M-3 A S) 3
M-3x5
10-05-13 10-03-03
20-09
PR
JOB NAME : 16608- ANDERSON- SPRUCE VILLAGE - B4 ED INIF s
-- Scale: 0.2226 ��5
WARNINGS: GENERAL NOTES, unless otherwise noted: �� 2 P E 9�
1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9 7
Truss: B4 and Warnings before construction commences, building component.Applicability of design parameters and proper
2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer.
3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at
DES. BY: LJ is the responsibility of the erector.Additional permanent bracing 0f 2'o.c.and at 10'o.c.respectively unless braced throughout their length by
continuous sheathing such as plywood sheething(TC)and/or drywall(SC).
DATE: 8/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++
SEQ. : 60238954.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -yG ,�OREGON ��i
fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a corrosive environment,
design loads be applied to any component. and are for"dry condition"of use.
TRANS I D: 405606 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If O 14
fabrication,handling,shipment and installation of components. necessary. 1
6.This design is furnished subject to the limitations set forth b 7•Design assumes adequate drainage is provided. FA R I
IIIIII VIII VIII I III II VIII VIII IIII IIII p ( ) r 8 Plates shall be located on both faces of boss and placed so their center
TPVWTCA in BC51,copies of which will be furnished upon request. lines coincide with join)center lines.
9.Digits indicate size of plate in inches.
MiTek USA,Inc./Com uTrus Software 7.6.6 1 L-E 10.For basic conneclor plate design values see ESR-1311,ESR-1988(MiTek)
EXPIRES: 12/31/2015
IIIIIIIIIIIAII This design prepared from computer input by
ip
LUMBER SPECIFICATIljNS TRUSS SPAN 10'• 4,'0' OND, 2: Design checked for net(-5 psf) uplift at 24
"oc spacing
TC: 2x4 OF #18BTR LOAD DURATION INCREASE = 1.15
C
BC: 2x4 OF g18BTR SPACED 24.0' O.C. Design conforms to main windforce•resisting
system and components and cladding criteria.
TC LATERAL SUPPORT <= 1210C. LION. LOADING
BC LATERAL SUPPORT — 12'OC. LION. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32,0 PSF Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
C,CN,CIB,CNIB (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF load duration factor=1.6,
Id,M20HS,M18HS,M16 = MiTek MT series Truss designed for wind loads
LL = 25 PSF Ground Snow (Pg) in the plane of the truss only.
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON.
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M•lx2 or equal typical at stud verticals.
Refer to CompuTrus gable end detail for
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications.
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
5-02 5-02
12 12
iiM-4x4
14.00 3 14.00
0
C>
I?
0
0
M-3x4 M-3x4
1-00 10-04
1-00
JOB NAME : 16608- ANDERSON- SPRUCE VILLAGE - C1 \ D PRpFFS
Scale: 0.3735 c ��G1
WARNINGS: GENERAL NOTES,unless otherwise noted: [[JJ///
1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 92 P E r
Truss: C1 and Warnings before construction commences. building component.Applicability of design parameters and proper
2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer.
DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at
is the responsibility of the erector.Additional permanent bracing of 2'ox and at 10'o.c.respectively unless braced throughout their length by
continuous sheathing such as plywood meed in ere s and/or drywall(BC).
DATE: 8/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++
SEQ. : 60238964.No load should be applied to any component until ager all bracing and 4.Installation of truss is the responsibility of the respective contractor. •yL OREGON
non-corrosivefasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a environment. R
design loads be applied to any component, and are for"dry condition•of use.
TRANS I D: 405 606 9 y o1
5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14,
Z A�
fabrication,handling,shipment and installation or components. necessary. 0
6.This design is furnished subject to the limitations set forth b 7 Design assumes adequate drainage is provided. MFA R I
IIIIII VIII VIII VIII VIII VIII VIII IIII IIII P r 8 Plates shall be located on both faces of truss,and placed so(heir center R
TPI/WfCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines.
9.
its
MiTek USA,Ine in inches.
c./Com uTrus Software 7.6.6(1 L)-E 10.For basicic to size conneclo rplate design values see ESR-1311,ESR-1088(MiTek)
EXPIRES: 12/31/2015
I"IIIIIIII�'I In.>.s uesign prepareO Trom computer input by
JP
LUMBER SPECIFICATIONS TRUSS SPAN 10'- 4,0' IBC 2012 MAX MEMBER FGRCES 4WR/GDF/C -1.00
TC: 2x4 DF q1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2.6=(-23) 205 6.3=(0) 232
BC: 2x4 OF Ni&BTR SPACED 24,0' D.C. 2-3=(-381) 102 6-4=(-23) 205
WEBS: 2x4 OF STAND
LOADING 3-4=(-381) 102
4-5=( O) 86
TC LATERAL SUPPORT <= 1210C. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
BC LATERAL SUPPORT <= 1210C. LION. DL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA
OVERHANGS: 12.0' 12.0' LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES)
Connector plate prefix designators:
LL = 25 PSF Ground Snow (Pg) 01- 0.0' -100/ 548V -186/ 186H 5.50" 0,88 OF ( 625)
(
C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 4.0' -100/ 548V 0/ OH 5.50' 0.88 OF 625)
M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
COND. 2: Desi n checked for net(-5 sf uplift at 24 'DC s acin ,
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -11- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133"
5-02 5-02 MAX LL DEFL = -0.002' @ 11'- 4.0' Allowed = 0.100'
MAX TL CREEP DEFL = -0,003' @ 111- 4.0' Allowed = 0,133'
MAX TC PANEL LL DEFL = 0.153' @ 7'- 6.4' Allowed = 0.464'
12 M-4612 MAX TC PANEL TL DEFL = 0.393' @ 7'- 4.3' Allowed = 0.696'
14.00[7 14.00 MAX HORIZ. LL DEFL = 0.002' @ 9'- 10.5'
4.O MAX HORIZ. TL DEFL = 0.002" @ 9'- 10.5"
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, IAiIFRS(Dir),
load duration factor=1.6,
Truss designed for wind loads
in the plane of the truss only.
0 0
Cn C)
0
0 6
M-3x4 M-1.5x3 M-3x4 C.
L L �
5-02 5-02
1-00 10-04 WEDGE REQUIRED AT HEEL(S). 1-00
JOB NAME : 16608- ANDERSON- SPRUCE VILLAGE - C2 ���ED PRGI O 19
Scale: 0.3529 ��� ���/I���,p /�2
WARNINGS: GENERAL NOTES,unless otherwise noted: (] 7' '9
1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 PE r
Truss: C2 and Warnings before construction commences, building component.Applicability of design parameters and proper
2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer.
3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at
DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by
continuous sheathing such as plywood sheathing(TC)and/or drywafl(BC).
DATE: 8/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++
4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON
SEQ. : 6023897 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Ltx
design loads be applied to any component. and are for'dry condition"of use.
TRANS I D: 405 606 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 14,
fabrication,handling,shipment and Installation of components. necessary.
Il 4-
6, This design is furnished subject to the limitations set forth7.Design assumes adequate drainage Is provided.
h by 8.Plates shall be located on both faces of truss,and placed so their center
I'III VIII VIII VIII I I VIII VIII III IIII 7PIANrCA in BCSI.copies of which will be furnished upon request. Tines coincide with joint center lines.
For b indicate size p plate inches.
!Tek USA,MI9.nc.ICompuTrusSofhvare7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1e88(MiTek) EXPIRES: 12/31/2015
I"IIIIIIII�'I This design prepared from computer input by
JP
LUMBER SPECItICATIONS 10-04-00 GIRDER SUPPORTING 20.09-OJ IBC 2012 MAX MEIABEA FORCES 41yR/GDF/Cq=1.00
TC: 2x4 OF N18BTR LOAD DURATION INCREASE = 1,15 (Non-Rep) 1-2=(-1802) 368 1-4=(-210) 1034 4.2=(•456) 2354
BC: 2x6 OF SS 2.3=(-1802) 360 4.3=(-210) 1034
WEBS: 2x4 OF STAND LOADING
LL = 25 PSF Ground Snow (Pg)
TC LATERAL SUPPORT - 1210C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 10'- 4.0' V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
BC LATERAL SUPPORT <= 1210C. LION. BC UNIF LL( 234.4)+DL( 179.4)= 413.8 PLF 0'- 0.0' TO 10'- 4.0' V LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES)
0'- 0.0' -536/ 2468V •154/ 154H 5.50' 3.95 OF ( 625)
Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 4.0' -536/ 2468V 0/ OH 5.50" 3.95 OF ( 625)
C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRG 2012 NOT BEING MET.
IA,lA20HS,IAI8HS,M16 = IAiTek MT series
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP GOND. 2: Desi n checked for net(-5 osfi uplift at 24 'oc s ac in .
( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
Join together 2 ply with 3"x.131 DIA GUN MAX TL CREEP DEFL = -0.112' @ 5'- 2.0' Allowed = 0.628'
9' oc in 1 row(s) throughout 2x4 top chords,
nails staggered at: MAX TC PANEL LL DEFL = 0.165' @ 7'- 4.2' Allowed = 0.475'
9' oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = 0,002' @ 9'• 10.5'
9' ac in 1 raw(s) throughout 2x4 webs. MAX HORIZ, TL DEFL = 0.004' @ 9'- 10.5'
5-02 5-02 Design conforms to main windforce-resisting
system and components and cladding criteria.
12 12
M-4x6 Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7.10,
14,00�. 14.00 (All Heights), Enclosed, Cat.2, Exp.B, IAWFRS(Dir),
24.0- load duration factor=1.6,
Truss designed for wind loads
in the plane of the truss only.
M-7x8 M-7x8
0 CD
n i u1
0 1� 4 3 00
M-3x6
5-02 5-02
L ).
10-04
LO PROFFrS
JOB NAME : 16608- ANDERSON- SPRUCE VILLAGE - C-GIRD Scale: 0.3482 �5� t GINS si
WARNINGS: GENERAL NOTES,unless otherwise noted:
1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Qz 92 P E
Truss: C-GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper
2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer.
3.Additional temporary bracing to insure stability during construction 2.=assumes the top and bottom chords to be laterally braced at
DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by
the overall structure is the responsibility of the building des'ner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC).
DATE: 8/11/2014 P Y g ig 3.2x Impact bridging or lateral bracing required where shown++ iz
4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'y OREGON
SEQ. : 6023898 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, G 4-
design loads be applied to any component. and are for"dry condillon"of use. /O -7 Y' 4 20 �•.
TRANS I D: 405 606 5.CompuTrus has no control over and assumes no responsibility for the 9.Design assumes full bearing at all supports shown.Shim or wedge if ^P.
fabrication,handling,shipment and installation or components. necessary. /y�A O'��p
6.This design is furnished7.Design assumes adequate drainage is provided. fl
furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center
I�III�IIII IIID VIII I III VIII VIII II I IIII TPVN/rCA in SCSI,copies of which will be furnished upon request lines condiwith joint center nines.
9.Digits indicate size of plate in inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015
SPRUCE VILLAGE 11-24-14
0 S E B U R G FLOOR BEAM I B yp{y 1. pm
12of 1
CS$eam4.605 !'I - .d��l F1J'
IaitBcamFngire 4.6.1.0 1`�tL� UVEP
Materials Database 1472
Member Data
Description:Floor Beam 1 Member Type: Beam Application: FloorJAN 8 2015
Top Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous 'V TIGARD
Standard Load: Moisture Condition: Dry Building Cot
Live Load: 40 PLF Deflection Criteria: 0360 live, L/240 total -,9ft o#It mora
Dead Load: 10 PLF Deck Connection: Nailed Member Weight: 23.6 PLF
Filename: 3121 -FLOOR
Other Loads
Type Trib. Other Dead
(Description) Side Begin End Width Start End Start End Category
Replacement Uniform(PLF) Top 0' 0.00" 9110.001, 80 20 Live
Additional Uniform(PLF) Top 0' 0.00" 9110.001, 855 427 Live
Point LBS To 9' 6.00" 3415 0 Live
19 8 0
19 8 0
Bearings and Reactions
Input Min Gravity Gravity
- Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall N/A N/A 3.14T' 12390# -
2 19 8.000" Wall N/A N/A 1.500" 5678# --
-Maximum Load Case Reactions
Used for applying point loads(or line loads)to carrying members
Live Dead
1 8611# 3580#
2 426.3# 1415#
Design spans
19' 9.750"
Product: 2.0 RigidLam LVL 5-1/4 x 18 1 ply PASSES DE&GH CHECKS
Minimum 3.15"bearing required at bearing#1
Minimum 1.50"bearing required at bearing#2
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 54604.# 65127'# 83% 8.84' Total Load D+L
Shear 10282.# 17955.# 57%b -0.06' Total Load D+L
TL Deflection 0.6918" 0.9906" U343 9.49 Total Load D+L
LL Deflection 0.5197 0.6604" U457 9.49' Total Load L
Control: Positive Moment
DOLS: Live=100% Snow=11511. Roof=1251/. Wind=160%
All pmductnamesamtmtlemaasoftheirmspecbveo m FOWLER HOME DESIGN,LLC
Copyright(C)2013 by Simpson Slion-re Company Inc.ALL RIGHTS RESERVED. FOWLER HOME DESIGN,LLC
s
PORTLAND,OR.
"Passing is defined as when the member,floorjag,beam or gudet grown on Nis d2wng meets apPlicaDle design criteria fa Loads,Loading Conditions and Spans lilted on this sheet.The
desgrmug be reviewed b a ualified des neror tles n mfessional as uiretl fora mval.Thisdes n asvmas mducl ingallebon accortli to Me manufactures ificaaons
SPRUCE VILLAGE 11-24-14
z- R '0 S E B U R G FLOOR BEAM 2 2:34pm
a 1 of 1
C5 Be 4.605
lanBearnFn*ne 4.6.1.0
Materials Database 1472
Member Data
,Description:Floor Beam 2 Member Type: Beam Application: Floor
Top Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous
Siandard Load: Moisture Condition: Dry Building Code: IBC/IRC
-Live Load: 40 PLF Deflection Criteria: U360 live, U240 total
Dead Load: 10 PLF Deck Connection: Nailed Member Weight: 8.9 PLF
Filename: 3121 -FLOOR
Other Loads
Type Trib. Other Dead
(Description) Side Begin End Width Start End Start End Category
Replacement Uniform(PLF) Top 0' 0.00" 14' 8.00" 80 20 Live
Point LBS Back 4'11.00" 847 0 Live
14 8 0
14 8 0
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 . 0' 0.000" Wall N/A N/A 1.500" 1368# -
2 14' 8.000" Wall N/A N/A 1.500" 1092# --
Maximum Load Case Reactions
Used for applying point loads(or line loads)to carrying members
Live Dead
1 1154# 214#
2 878# 214#
Design spans
14' 9.750"
Product: 1.5 Rigidl.am LVL 1-1/2 x 11-7/8 2 ply PASSES D[EVIGH CHECKS
Connect members with 2 rows of 16d common nails at 12.0"oc
Minimum 1.50"bearing required at bearing#1
Minimum 1.50"bearing required at bearing#2
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 5471.'# 13238.'# 41% 4.92' Total Load D+L
Shear 1260.# 52254 24% -0.06' Total Load D+L
TL Deflection 0.3232" 0.7406" U550 7.33' Total Load D+L
LL Deflection 0.2733" 0.4938" U650 7.33' Total Load L
Control: LL Deflection
DOLS: Live=100% Snow--115% Roof=1251/. Wind=160%
All product names a2 tratlemadcsof their respective owners FOWLER HOME DESIGN,LLC
Copynght(C)2013 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. FOWLER HOME DESIGN,LLC
PORTLAND,OR.
L"Ing isdelined aswhen the member,goorloig,beam%f9;j1[grown on this tlrawing meetsapplicable design criers for Loads,Loading ContlNons,and Spans listed on this sheet.The
mug be reviewed D a ualifetl tles neror des n rofe�onal as wired far a rrnal.Thistles n ass s induct installation accordi to the manufacturer s ecifications,
SPRUCE VILLAGE 11-24-14
FLOOR BEAM 3 2:29pm
R 'O S E B U R G 10fl
CS Be=4.605
andcannEngine 4.6.1.0
Materials Database 1472
Member Data
,Description:Floor Beam 3 Member Type: Beam Application: Floor
Top Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry Building Code: IBC/IRC
Live Load: 40 PLF Deflection Criteria: 0360 live, L/240 total
Dead Load: 10 PLF Deck Connection: Nailed Member Weight: 4.5 PLF
Filename: 3121 -FLOOR
Other Loads
Type Trib. Other Dead
(Description) Side Begin End Width Start End Start End Category
Replacement Uniform(PLF) Top 0' 0.00" 4' 8.00" 80 20 Live
Additional Uniform PLF Top 0' 0.00" 4' 8.00" 165 83 Live
4 8 0
O
4 8 0
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 . 0' 0.000" Wall WA N/A 1.500" 847# --
2 4' 8.000" Wall N/A N/A 1.500" 847# --
Maximum Load Case Reactions
,Used for applying point loads(or line loads)to carrying members
Live Dead
1 590# 257#
2 59W 257#
Design spans
4' 9.750"
Product: 1.5 RigidLam LVL 1-1/2 x 11-7/8 1 ply PASSES DESIGN CHECKS
Minimum 1.50"bearing required at bearing#1
Minimum 1.50"bearing required at bearing#2
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 1019.1# 6619.# 15% 2.33' Total Load D+L
Shear 499.# 2612.# 19% -0.06 Total Load D+L
TL Deflection 0.0135" 0.2406" U999+ 2.33' Total Load D+L
LL Deflection 0.0094" 0.1604" U999+ 2.33' Total Load L
Control: Shear
DOLS: Live=100% Snav=11511. Roof=1251/. Wind=160%
All product namesare hademarksof their respective owners FOWLER HOME DESIGN,LLC
0FOWLER HOME DESIGN,LLC
r Copynght(C)2013 by Simpson Strong-Te Company Inc.ALL RIGHTS RESERVED. PORTLAND,OR.
"Pissing is defined as when the member,floorjoi5,beam orgirde[shown an this drawing meets applicable desgn criteria for Load%Loading Conditions,and Spans listed on this sheet.The
des n must be reviewed by a qualified designer or design professional as required for apprrwal.This design assumes product installation according to the manufacturers specificatiom
SPRUCE VILLAGE 12-11-14
' S E B U R G FLOOR BEAM 4 8.311 15of 1
CS Beam4.605
1hnBeamFnene 4.6.1.0
Materials Database 1472
Member Data
Description:Floor Beam 4 Member Type: Beam Application: Floor
Top Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry Building Code: IBC/IRC
Live Load: 40 PLF Deflection Criteria: L/360 live, L/240 total
Dead Load: 10 PLF Deck Connection: Nailed Member Weight: 28.0 PLF
Filename: 3121 -FLOOR
Other Loads
Type Trib. Other Dead
(Description) Side Begin End Width Start End Start End Category
Replacement Uniform(PLF) Top 5' 0.00" 15' 4.00" 80 20 Live
Point(LBS) Top 5' 2.00" 12390 0 Live
Additional Uniform(PLF) Back 5' 0.00" 15' 4.00" 400 100 Live
Additional Uniform PLF Top 0' 0.00" 5' 0.00" 120 60 Live
15 4 0
15 4 0
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall N/A N/A 2.188" 11487# --
2 15' 4.000" Wall N/A N/A 1.666" 8747# -
Maximum Load Case Reactions
Used for applying point loads(or line loads)to carrying members
Live Dead
1 10554# 933#
2 7643# 1104#
Design spans
16 5.750"
Product: 2.0 RigidLam LVL 3-1/2 x 16 2 ply PASSES DEVGN CHECKS
Connect members with 2 rows of 1/2"diameter bolts at 24.0"oc
Minimum 2.19"bearing required at bearing#1
Minimum 1.67"bearing required at bearing#2
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 56641.'# 69628.'# 81% 5.1T Total Load D+L
Shear 11143.# 21280.# 52% -0.06' Total Load D+L
TL Deflection 0.4439" 0.7740" 0418 6.89' Total Load D+L
LL Deflection 0.407T' 0.5160" U455 6.89' Total Load L
Control: Positive Moment
DOLS: Live=100% Snow=115% Root=125% Wind=160%
• All product names amtrademadcsoftheir respective awners FOWLER HOME DESIGN,LLC
Copyright(C)2013 by Simpson Strong-Te Comparry lnc.ALL FIGHTS RESERVED. FOWLER HOME DESIGN,LLC
PORTLAND,OR.
"Passng isdefined aswhen the member,floorjoist.beam orgirri shown on this drawing meets applicable design catena for Loads,Loading Conditions,and Spans listed on this sheet.The
design must be reviewed by a qualified designer or design professional as required for approval Thisdesinassumes product installation according to the manufacturers ecificat—s.
SPRUCE VILLAGE 12-10-14
FLOOR BEAM 5 9:47am
R• O S E B U R G 101`1
CS Beam4.605
3nBeamEngim 4.6.1.0
Materials Database 1472
Member Data
Description:Floor Beam 5 Member Type: Beam Application: Floor
Top Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry Building Code: IBC/IRC
'Live Load: 40 PLF Deflection Criteria: L/360 live, L/240 total
Dead Load: 10 PLF Deck Connection: Nailed Member Weight: 18.4 PLF
Filename: 3121 -FLOOR
Other Loads
Type Trib. Other Dead
(Description) Side Begin End Width Start End Start End Category
Replacement Uniform(PLF) Top 0' 0.00" 13' 7.00" 80 20 Live
Additional Uniform(PLF) Top 0' 0.00" 13' 7.00" 315 158 Live
Additional Uniform(PLF) Top 0' 0.00" 13' 7.00" 540 270 Live
Point LBS Back 3' 9.00" 457 0 Live
13 7 0
Q
2
13 7 0
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall N/A N/A 2.527" 9950# -
2 13' 7.000" Wall N/A N/A 2.475" 9747# -
Maximum Load Case Reactions
Used for applying point loads(or line loads)to carrying members
Live Dead
1 6748# 3202#
2 6546# 3202#
Design spans
13' 8.750"
Product: 2.0 RigidLam LVL 5-1/4 x 14 1 ply PASSES DESM CHECKS
Minimum 2.53"bearing required at bearing#1
Minimum 2.48"bearing required at bearing#2
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 33892.# 40655.'# 83% 6.79' Total Load D+L
Shear 83154 139654 59% -0.06' Total Load D+L
TL Deflection 0.4799" 0.6865" U343 6.79 Total Load D+L
LL Deflection 0.3246" 0.4576" U507 6.79 Total Load L
Cartrol: Positive Moment
DOLS: Live=100% Snouv=1151/6 Roof=125% Wind=160%
All product namesare trademarksof theirrespactiveowners FOWLER HOME DESIGN,LLC
4 FOWLER HOME DESIGN,LLC
Copyright(C)2013 by Simpson Stnmg-Tie Company Inc.ALL PoGKrS RESERVED. PORTLAND,OR.
•'Pass ng isdefined as when the member,fioori.s,beam or gime(shown on this draw+ng meets applicable desgn cdtena for Loads.Loading Conditions,and Spans lased on this sheet.The
des n mus be reviewed b a ualified des neror tles n rINessonal as wired for a royal.Thisdes n assumes product installation accords to the manufacturers ecificatons
SPRUCE VILLAGE 11-25-14
FLOOR BEAM 6 12:12pm
, R• O S E B U R G loft
CS Beam4.605
IdnBeanrF4ne 4.6.1.0
Materials Database 1472
Member Data
-Description:Floor Beam 6 Member Type: Beam Application: Floor
Top Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous
Standard Load: Moisture Condition: Dry Building Code: IBC/IRC
-Live Load: 40 PLF Deflection Criteria: L/360 live, L/240 total
Dead Load: 10 PLF Deck Connection: Nailed Member Weight: 8.9 PLF
Filename: 3121 -FLOOR
Other Loads
Type Trib. Other Dead
(Description) Side Begin End Width Start End Start End Category
Additional Uniform(PLF) Top a 0.00" 13 7.00" 315 158 Live
Additional Uniform PLF Top 0' 0.00" 13' 7.00" 540 270 Live
690
O
690
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 _ 0' 0.000" Wall N/A N/A 2.682" 4627# -
2 6' 9.000" Wall N/A N/A 2.682" 4627# -
Maximum Load Case Reactions
Used for applying point loads(or line loads)to carrying members
Live Dead
1 3086# 1541#
2 308671 1541#
Design spans
F 10.750"
Product: 1.5 RigidLam LVL 1-1/2 x 11-7/8 2 ply LASSES DESIGN CHECKS
Conned members with 2 rows of 16d common nails at 12.0"oc
Minimum 2.68"bearing required at bearing#1
Minimum 2.68"bearing required at bearing#2
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 7976.# 13238'# 60% 3.3T Total Load D+L
Shear 3299.# 5225.# 63% -0.06' Total Load D+L
TL Deflection 0.108T' 0.3448" Ul761 3.3T Total Load D+L
LL Deflection 0.0725" 0.2299" U999+ 3-3T Total Load L
Control: Shear
DOLS: Live=100% Snow=1151/. Roof=125% Wind=160%
All product names am trademarks of their respective owners FOWLER HOME DESIGN,LLC
FOWLER HOME DESIGN,LLC
r Copyright(C)2013 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED PORTLAND,OR.
0
"Passng
is defined as when the member,floorjds,beam arginle[shown on Nis tlravrirg meets applicable design cnreria for Loads LoadingConditions,and Spans listed on this sheet.The
design-must be mviewed by a qualified designer or design professional asnequiradforapproval.This design ammes product installabon according lathe manufacturers ificabons.
SPRUCE VILLAGE 12-10-14
O S E B U R G FLOOR BEAM 7 9:45ar 1
01 1 of
CS Beam4.605
OnBeamEngire 4.6.1.0
Materials Database 1472
Member Data
-Description:Floor Beam 6 Member Type: Beam Application: Floor
Top Lateral Bracing: Continuous
Bottom Lateral Bracing: Continuous
_Standard Load: Moisture Condition: Dry Building Code: IBC/IRC
Live Load: 40 PLF Deflection Criteria: U360 live, U240 total
Dead Load: 10 PLF Deck Connection: Nailed Member Weight: 4.5 PLF
Filename: 3121 -FLOOR
Other Loads
Type Trib. Other Dead
(Description) Side Begin End Width Start End Start End Category
Replacement Uniform PLF Top 0' 0.00" 3'10.00" 180 45 Live
T T
310 0
310 0
Bearings and Reactions
Input Min Gravity Gravity
Location Type Material Length Required Reaction Uplift
1 0' 0.000" Wall WA N/A 1.500" 457# --
2 _ 3'10.000" Wall N/A N/A 1.500" 457# --
Maximum Load Case Reactions
Used for applying point loads(or line loads)to carrying members
Live Dead
i 358# 98#
2 358# 98#
Design spans
3'11.750"
Product: 1.5 RigidLam LVL 1-1/2 x 11-7/8 1 ply PASSES DESUt N CHECKS
Minimum 1.50"bearing required at bearing#1
Minimum 1.50"bearing required at bearing#2
Design assumes continuous lateral bracing along the top chord.
Design assumes continuous lateral bracing along the bottom chord.
Allowable Stress Design
Actual Allowable Capacity Location Loading
Positive Moment 454.'# 6619.'# 6% 1.92' Total Load D+L
Shear 230.# 2612.# 8% -0.06' Total Load D+L
TL Deflection 0.0041" 0.1990" U999+ 1.92' Total Load D+L
LL Deflection 0.0032" 0.1326" U999+ 1.92 Total Load L
Control: Shear
DOLS: Live=100% Snow=1151/. Roof=125*/. Wind=160%
All product names ane trademarks of their respective owners FOWLER HOME DESIGN,LLC
FOWLER HOME DESIGN,LLC
Copyright(C)2013 by Simpson Strong-Tie Company lnc.ALLRIGHTS RESERVED. PORTLAND,OR.
"Passng fin=hen when the member,floorjpst,beam or gutlet shown on ihisdravnng meets applicable desgn criteria for Loatls Loading Conddions,and Spans listed on this sheet.The
deli n must be mviewed b a ualified des neror tlesi n mfessional as uimd fora mval.This deli n assumes mducl installation eccortling to the manufacturers specificahon&