HomeMy WebLinkAbout9029 171ST ST NE_BLD1275_2026 RESIDENTIAL PERMIT APPLICATION
' Department of Community& Economic Development
City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551
Y
THIS APPLICATION IS TO BE USED WHEN APPLYING FOR A NEW SINGLE-FAMILY, DUPLEX, TOWNHOUSE,
ADDITION, DECK,OR ACCESSORY STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2)SETS
OF CONSTRUCTION DRAWINGS AND TWO(2)SETS OF STRUCTURAL CALCULATIONS. THE APPLICATION MUST
ALSO INCLUDE THE PLUMBING SUBMITTAL AND THE MECHANICAL SUBMITTAL FORMS. THE ZONING
VERIFICATION MAY BE SUBMITTED PRIOR.
Project Address: /r' ��1 ��d �'I��°-� Plat: ,e miry- /,of OP-3
5a" Single-family El' Duplex 01 Townhouse 0, Addition Accessory structure
Proposed Area: 1 st Floor: 2"d Floor: /D S$ Garage: 410 Total SF: t a24j
Describe Proposal (include cross street):
i �a Z5i h� 044V � %'rpq
IT 4 -34Q-d-. C v 55 _5* AI E
Valuation:
Owner: Z_&-z 64te's — GJQ�Sk r L,I.G
Address: I l D NL 0¢1A STD /D'S C;ty: KiVKl" State: Zip Code:
Phone: &gD- 36,31 0588 Email: , )Gl�2.� j d.�iu�lcr�@��i CDC
Applicant: 4&x ASS klo_sk;;�f4-A- LF-C_-
Address: 11+0 NE Of*S�, SM 10 City: f t0"J State: WA_ Zip Code: 9S�
Phone: 2p-3S3�DSb$ Email: r l I�c�a.tc- ���i
Contractor: G-Y' l{amCS- A)A_sk;gZ�nj
v D ��yy
Address: I WV 41F 19^0- 5TE 10 City: KIYVC( State: WA Zip Code: 7
Phone: &a0--3S3''-05B$ Email.-
Contact Person: 41or-=cA_ License Number16-X#V#1-06_71nb Expiration: 73 o?D17
6/16LP
Page 1 of 3
ka��a3
'` ° RESIDENTIAL PERMIT APPLICATION
Department of Community& Economic Development
7 IN
GSp� City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551
Plumbing Section (continue filling out if plumbing is involved)
(Check all that apply and indicate the number of fixtures proposed)
[ / Bath/Shower Combo (4.0) x Sink (1.5) x
Shower(2.0) x J I Lavatory (1.0) x 3
D Clothes Washer(4.0) x Water Closet (2.5) x
0 Dishwasher(1.5) x J Water Heater x
d' Hose Bibb (2.5) x Water Heater Model#
Other (list) x ,l
Plumbing Section Continued
Proposed Water Piping Size: �'�rr Proposed DWV Material: 4,65
Proposed Piping Material: Proposed DWV Size: C�2 I1
• All hose bibs required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019
• All water supplies at 80psi or greater shall have Pressure Reducing Valves (PRV)
6/16LP Page 2 of 3
0 -*�3
Y °�' RESIDENTIAL PERMIT APPLICATION
' ' Department of Community& Economic Development
f,'ti City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551
l G`�
Mechanical Section (continue filling out if mechanical equipment is involved)
Select proposed appliances:
Furnace (80+) Model# AFUE ?51�0
Ql Heat Pump Model# SEER HSPE
0 AC Unit Model# SEER
D Type II Hood ❑ Commercial Cooking Appliance ❑ Hydronic Piping
❑! Boiler ❑ Solid-Fuel Appliance Di PV System
❑ Fireplace Insert O; Outdoor BBQ ❑ Storage Tank
5211-'Freestanding Stove Gas Piping ❑ Other
Gas Piping Information
Not Applicable: ❑
Pipe Material: OIL* Pipe Size: 1_ Total BTU's of all Appliances-. /7en
Distance from Meter to Furthest Appliance: A5/
• New gas piping requires a pressure test to hooking to any appliance
• Sediment traps (drips) are required on all gas lines
• Gas lines are required to be supported/secured every 6 to 8 feet
• Proper combustion air and venting required for all appliances
• A shut-off is required within 6 feet of all appliances
Applicant Signature: Date:
Print Applicants Name: '� u,�
6116LP Page 3 of 3
CITY OF ARLINGTON
238 N. OLYMPIC AVE -ARLINGTON, WA. 98223
PHONE; (360)403-3551
BUIL_D_ING PERMIT _
Address:9029 171st Street NE Permit#:1275
Parcel#: Valuation:224898.40
OWNER APPLICANT CONTRACTOR
Name:LGI HOMES-WASHINGTON LLC Name:LGI Homes-Washington,LLC Name:LGI Homes-Washington,LLC
Address: 1450 LAKE ROBBINS DR STE 430 Address:11410 NE 124th Street,Ste#103 Address: 11410 NE 124th Street,Ste#103
City,State Zip:THE WOODLANDS,TX 77380 City,State Zip:Kirkland,WA 98034 City,State Zip:Kirkland,WA 98034
Phone: Phone:360-353-0588 Phone:360-353-0588
MECHANICAL CONTRACTOR PLUMBING CONTRACTOR
Name: Name:
Address: Address:
City,State,Zip: City,State,Zip:
Phone: Phone:
LIC#: EXP: LIC#: EXP:
JOB DESCRIPTION
PERMIT TYPE: Single Family Residence CODE YEAR: 2015
STORIES: 2 CONST.TYPE: V-$
DWELLING UNITS: 1 OCC GROUP: R-3
BUILDINGS: OCC LOAD:
PERMIT APPROVAL
I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED
THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO
WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27.
THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID.
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR
A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBCI IO/IRC1I0.
SALES TAX NOTI E•Sales tax relating to construction and construction materials in the City of Arli ust be reported on your sales tax return form
an o ed t'Arlin n#3101.
�L�ILI*.-?
Signature Print Name Date \—ReTe—aAdhy Date
CONDITIONS
See red lined drawings. Adhere to approved plans.
THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY
CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION.
PERMIT FEES
Date Description Fee Amount
4/6/2017 Building Permit Fee $2,394.60
4/6/2017 Building Plan Review Fee $1,556.49
4/6/2017 Gas Outlets Base Fee 1 to 5 $10.00
4/6/2017 Mechanical Permit Base Fee $25.00
4/6/2017 Park-Community SF $1,662.00
4/6/2017 Plumbing Permit Base Fee $25.00
4/6/2017 Plumbing Permit Fee(Enter Fixture Fee) $156.00
4/6/2017 Processing/Technology Fee $25.00
4/6/2017 State Building Code Surcharge Fee $4.50
4/6/2017 Traffic Mitigation $3,355.00
4/6/2017 Water Heater $25.00
Total Due: $9,238.59
Total Payment: $0.00
Balance Due: $9,238.59
CALL FOR INSPECTIONS
13l'ILDI\G(300)403-3417
When calling for an inspection please leave the following information:
Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon
' CITY OF ARLINGTON
238 N. OLYMPIC AVE -ARLINGTON, WA. 98223
PHONE; (360)403-3551
BUILDING PERMIT
Address:9029171st Street NE Permit#:1275
Parcel#: Valuation:224898.40
OWNER APPLICANT CONTRACTOR
Name:LGI HOMES-WASHINGTON LLC Name:LGI Homes-Washington,LLC Name:LGI Homes-Washington,LLC
Address: 1450 LAKE ROBBINS DR STE 430 Address:114 10 NE 124th Street,Ste#103 Address: 11410 NE 124th Street,Ste#103
City,State Zip:THE WOODLANDS,TX 77380 City,State Zip:Kirkland,WA 98034 City,State Zip:Kirkland,WA 98034
Phone: Phone:360-353-0588 Phone:360-353-0588
MECHANICAL CONTRACTOR PLUMBING CONTRACTOR
Name: Name:
Address: Address:
City,State,Zip: City,State,Zip:
Phone: Phone:
LIC#: EXP: LIC#: EXP:
JOB DESCRIPTION
PERMIT TYPE: Single Family Residence CODE YEAR: 2015
STORIES: 2 CONST.TYPE: V-$
DWELLING UNITS: I OCC GROUP: R-3
BUILDINGS: OCC LOAD:
PERMIT APPROVAL
I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED
THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO
WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27.
THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID.
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR
A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110.
SALES TAX NOTICE:Sales tax relating to construction and construction materials in the City of Arlingt must be reported on your sales tax return form
an n#3101. C��
Signature Print Name Date \_A_e1_easW§y Date
CONDITIONS
See red lined drawings. Adhere to approved plans.
THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.T141S PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY
CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC)WILL REQUIRE SEPARATE PERMISSION.
PERMIT FEES
Date Description Fee Amount
4/6/2017 Building Permit Fee $2,394.60
4/6/2017 Building Plan Review Fee $1,556.49
4/6/2017 Gas Outlets Base Fee 1 to 5 $10.00
4/6/2017 Mechanical Permit Base Fee $25.00
4/6/2017 Park-Community SF $1,662.00
4/6/2017 Plumbing Permit Base Fee $25.00
4/6/2017 Plumbing Permit Fee(Enter Fixture Fee) $156.00
4/6/2017 Processing/Technology Fee $25.00
4/6/2017 State Building Code Surcharge Fee $4.50
4/6/2017 Traffic Mitigation $3,355.00
4/6/2017 Water Heater $25.00
Total Due: $9,238.59
Total Payment: $0.00
Balance lDuc: $9,238.59
CALL FOR INSPECTIONS
BUILDING(360)403-3417
When calling for an inspection please leave the following information:
Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon
;1
(, ?`�) set
Permit Information
Date 1/6/2017
Permit Number 1275
Project Name Gregory Park
Applicant Name LGI Homes-Washington,LLC
Applicant Address 11410 NE 124th Street,Ste#103
City,State,Zip Kirkland,WA 98034
Contact Jake Jabusch
Phone 360-353-0588
Email jake.jabusch@lgihomes.com
Permit Type Single Family Residence
Site Address 9029 171 st Street NE
Valuation 0.00
Status Applied
Permit Issued
Permit Expires
Square Feet 2244
Type of Construction/Occupancy Load
Number of Stories 2
Proposed Use New SFR
Assigned To Kristin Foster
Property Information Owner Information
Parcel#:
9029 171st Street NE
Contractors
Contractor Name Primary Phone Email Contractor License I License#
Type
ILGI Homes-Washington, Jake Jabusch 0 3- lake.jabusch@lgihomes.co CONTRACTOR (Labor and LGIHOHL857M
�LLC )588 588 (Industries
Review
Date T e Description Target Date Com leted Date Assigned To I Status
1/6/2017 lResidential Dwelling 1/13/2017 1/20/2017 lKevin Olander lin Review
Fees
Fee Description Notes Amount
Processing(rechnolo Feo 341.43.00.02 $25.0
Total $25.0a
Notes
Date Nule
1/6/2017 Lot 23-Plan 1834-Grays
1/6/2017 Need Valuation-waiting for contractor to receive bids.
Uploaded Files Upload File 1
Date File Uploaded B
'1/6/2017 2:01:56 PM 1275 A)plication.pdf IFoster,Kristin
rt
Permit Information
Date 1/6/2017
Permit Number 1275
Project Name Gregory Park
Applicant Name LGI Homes-Washington,LLC
Applicant Address 11410 NE 124th Street,Ste#103
City,State,Zip Kirkland,WA 98034
Contact Jake Jabusch
Phone 360-353-0588
Email jake.jabusch@lgihomes.com
Permit Type Single Family Residence
Site Address 9029 171st Street NE
Valuation 224898.40
Status Ready to Issue
Permit Issued
Permit Expires
Square Feet 2244
Type of Construction/Occupancy Load
Number of Stories 2
Proposed Use New SFR
Assigned To Kristin Foster
Property Information Owner Information
Parcel#: LGI HOMES-WASHINGTON LLC
LGI HOMES-WASHINGTON LLC 1450 LAKE ROBBINS DR STE 430
9029 171st Street NE THE WOODLANDS,TX 77380
Contractors
Contractor Name Primary Phone Email Contractor License License#
Contact Type
LGI Homes-Washington,Jake Jabusch 0588 3- ake.jabusch@lgihomes.co CONTRACTOR IIndusLabo and I-GIHOHL857M
LLC 0588 Ilndustries
Review
Date= Type Description Target Date Completed Date I Assigned To Status
1/6/2017 lResidential Dwelling a roved with red lines 1/13/2017 2/15/2017 11Rick Karns [Approved
Fees
Fee Description Notes Amount
Building Permit Feel322.10.00.Oq $2,394.6
Building Plan Review Feel345.83.00,0 $1,556,49
Gas Outlets Base Fee 1 to 51 322.10.00.0( $10.0
Mechanical Permit Base Fe m 322.10.00.0 $25.0
Park-Community SFI 345.85.00.0 $1.662.0
Plumbing Permit Base Fe 322.10.00.0 $25.0
Plumbinq Permit Fee(Enter Fixture Fee)] 322.10.00.0 $156.0
Processin lrechnolo Fe 341.43.00.02 $25.00
State Building Code Surcharge Fe 386.00.01.001 $4.5
Traffic Mitigation 345.85.00.021 $3.355.0
Water Heateq 322.10.00.01 $25.0
Total $9.238.5
Notes
Date Note
1/26/2017 Conditional Use Permit PLN-32 Final Plat PLN-265 Design Review PLN-294 Civil PWD 481 Demo BLD-816
1/6/2017 Lot 23-Plan 1834-Grays
1/6/2017 Need Valuation-waiting for contractor to receive bids.
Uploaded Files Upload File
Date File Uploaded B
1/6/2017 2:01:56 PM 11275 Application.pdf I Foster,Kristin
Y RES" )ENTIAL PERMIT 1PPLICATION
' Department of Community& Economic Development
� 'jf,1j G10� City of Arlington • 18204 59th Ave NE•Arlington, WA 98223 • Phone(360)403-3551
THIS APPLICATION IS TO BE USED WHEN APPLYING FOR A NEW SINGLE-FAMILY, DUPLEX, TOWNHOUSE,
ADDITION, DECK, OR ACCESSORY STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2)SETS
OF CONSTRUCTION DRAWINGS AND TWO(2)SETS OF STRUCTURAL CALCULATIONS. THE APPLICATION MUST
ALSO INCLUDE THE PLUMBING SUBMITTAL AND THE MECHANICAL SUBMITTAL FORMS. THE ZONING
VERIFICATION MAY BE SUBMITTED PRIOR.
Project Address: gDo29 171 4 S`i'_Uj— Plat: ,e 0"
Single-family Lam', Duplex Townhouse Addition D Accessory structure
Proposed Area: 1 st Floor: 74 2nd Floor: Garage: 410 Total SF: -;es a2•f
Describe Proposal (include cross street):
/T! 4 gllstA . .tiff
Valuation:
Owner:
Address: /A D Alf 04* $k MJFF /03 City: _(�l✓Iua.R� State: ��` Zip Code:
Phone: 0— 353— 058$ Email: ,Ja�2 1�t�i�cSc�t@��i honcts, car.,
vv
Applicant: 46� A'w-5 kja-ski! f 1p�
Address: 11'410 NE (Ag S4, SM /03 City: State: W/� Zip Code: �S
Phone: _0 -3-06-236 Email. IL�a-fc.��`q) ItD.x� Cat
Contractor: �, C7'—� f�rneS— too-ALntg j
Address: 114V ME«4 - STE 10 City: ky,' - State: WA Zip Code:
Phone: Email. )0-cc' )x4tfj, f- qi h.onLes.G'�
Contact Person: J494.4&k License Number ha_x& LS3'I/1?�Expiration: 7.3 aol7
Received
JAN 0 4 2017
P)o lvg5,
6/16LP Page 1 of 3
�I 1-'� �
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A6149.3
' ° RE&JENTIAL PERMIT .APPLICATION
.y
Department of Community& Economic Development
�f O Iti City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551
tf1
Plumbing Section (continue filling out if plumbing is involved)
(Check all that apply and indicate the number of fixtures proposed)
5K Bath/Shower Combo (4.0) x Sink(1.5) x
[�! Shower(2.0) x [ Lavatory (1.0) x 3
r
❑ Clothes Washer(4.0) x Water Closet (2.5) x
Dishwasher (1.5) x Water Heater x
C Hose Bibb (2.5) x Water Heater Model #
Other(list) x
Plumbing Section Continued
Proposed Water Piping Size: 3��r Proposed DWV Material: 0,65
'Cl I1
Proposed Piping Material: PJEX Proposed DWV Size:
• All hose bibs required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019
• All water supplies at 80psi or greater shall have Pressure Reducing Valves (PRV)
6/16LP Page 2 of 3
RESh.JENTIAL PERMIT ..4PPLICATION
Department of Community& Economic Development
y
�l O� City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551
Mechanical Section (continue filling out if mechanical equipment is involved)
Select proposed appliances:
Furnace (80+) Model# AFUE
�! Heat Pump Model# SEER HSPE
❑ AC Unit Model# SEER
❑ Type II Hood ❑i Commercial Cooking Appliance Q Hydronic Piping
C7! Boiler ❑ Solid-Fuel Appliance Di PV System
Fireplace Insert ❑! Outdoor BBQ ❑ Storage Tank
Freestanding Stove Gas Piping ❑` Other
Gas Piping Information
Not Applicable: U ,,11
Pipe Material: Pipe Size: ..[. Total BTU's of all Appliances: OUP
Distance from Meter to Furthest Appliance: eg,5-,
• New gas piping requires a pressure test to hooking to any appliance
• Sediment traps (drips) are required on all gas lines
• Gas lines are required to be supported/secured every 6 to 8 feet
• Proper combustion air and venting required for all appliances
• A shut-off is required within 6 feet of all appliances
Applicant Signature: Date: 16 s1i7
Print Applicants Name: Q/ �✓I.c,f
6/16LP Page 3 of 3
3/31/2017 LGI HOMES-WASHINGTON LLC
(iuim i(.nul,f t; r,Gt Search L&I
Z Ilullp 'f% 1&'1
Safety&health Claims & Insurance FfiyP11s Trades & i_ic ensing
Washington State Department of
4LJ Labor & Industries
LGI HOMES-WASHINGTON LLC
Owner or tradesperson 11410 NE 124 St Ste 103
LGI HOME GROUP LLC KIRKLAND,WA 98034
206-445-5326
Principals KING County
LGI HOME GROUP LLC, PARTNERIMEMBER
LIPAR, ERIC THOMAS, MANAGER
RSC CORPORATION,AGENT
WA UBI No. Business type
603 508 001 Limited Liability Company
License
Verify the contractor's active registration/license/certification(depending on trade)and any past violations.
Construction Contractor Active.
Meets current requirements.
License specialties
GENERAL
License no.
LGIHOHL857MB
Effective—expiration
07/02/2015—07/02/2017
Bond
International Fidelity Ins Co $12,000.00
Bond account no.
0657415
Received by L&I Effective date
07/02/2015 06/08/2015
Expiration date
Until Canceled
Insurance
AMTRUST INTERNATIONAL UNDERWRI $5,000,000.00
Policy no.
PAL127181500
Received by L&I Effective date
12/15/2016 12/01/2016
Expiration date
12/01/2017
Insurance history
SavinQ.s
No savings accounts during the previous 6 year period.
Lawsuits against the bond or savings
No lawsuits against the bond or savings accounts during the previous 6 year period.
L&I Tax debts help us improve,
https://secure.Ini.wa.gov/verify/Detaii.aspx?UBI=6035 N1&LIC=LGIHOHLB57MB&SAW= 112
3/31/2017 LGI HOMES-WASHINGTON LLC
No L&I tax debts are recorded for this cc :tor license during the previous 6 year period,but a debts
may be recorded by other agencies.
License Violations
Infraction no.
ESCAH00464 Satisfied
Issue date RCW/WAC
02/17/2017 WAC 296-46B-990
Violation city Violation amount
KI RKLAND $500.00
Type of violation
ELECTRICAL CITATION
Description
Serious non-compliance-Serious Violation
(i.e. Installing a shortened rod/pipe
grounding electrode,improper splicing of
conductors in conduits/raceways or
concealed within walls or installing a fake
equipment grounding conductor or other non
conforming installation.)
Infraction no.
NDALS00763 Satisfied
Issue date RCW/WAC
12/16/2016 18.27.200(1)(b)RCW
Violation city Violation amount
KIRKLAND $500.00
Type of violation
CONSTRUCTION INFRACTION
Description
Advertising,offering to do work,submitting a
bid or performing work when the contractors
reaistratian is coocnendpd nr ravnk d
Workers' comp
No active workers'comp accounts during the previous 6 year period.
Workplace safety and health
Check for any past safety and health violations found on jobsites this business was responsible for.
J Washington State Dept,of Laboi &Industi ies.Use of Ibis site:is subject to the laws of the state of Washington.
Help ors irylp cove
https://secure.Ini.wa.gov/verify/Detaii.aspx?UBI=6035 001&LIC=LGIHOHL857MB&SAW= 2/2
SETBACKS EXISANG C(hY1GV/T NOTES:
•BUILDING OVMEN.9aVS ARE TO
fRANT 20' (Typ)
f Ra 5. �' FAGS Ole FOUNDAAaV
•GRADING-WONfV AS DE96W
REAR 5'
� ACTUAL LOCAAaV MAY VARY
•SYa°E DRIVEWAY 70 PURJC ROAD
•STL T fENQE TO BE INSTALLED PER
4 x x / aTY OF ARLINGTON S STANDARD
RNI-WED CaTOUR 5'BSBL f'RA°£RTY •.AIL T fENCE 79 B£INSTALLED aV
(7)P.) ;!OWNER GRADIENT.AIDE OF BUILDING
N891411"W 45.DO PARCEL
(�� •CL%STRUcnA'V ENTRANCE To BE
474 INSTALLED PER L7TY OF
TOP 47 5 ARLINGXV9 STANDARDS
1.6 4'(MAX)£CO-BLOLY( / STORM NOTES.•
b� AT E 4 1. RETAINING WALL (TYP) •TFS'C INSTALLED PRIG? TO
j �_I OCKSTRUCAO V
•BARE SaLS COWW N1TH MULOY
1 _ OR ANOTHER APPROWD BMP
•MPSLVL PER NSDOIE BMP T5.1J
5 (EFT 12 DEPTH)
^ ^ •ALL ONYX RUNOI'F CANNECMD TO
5'WALLWDVTl �^ °j ( •S1TF STIALL BE S>AB/L/ZED PR16 R
a
EASEiIENT I COVERED I W I TO BUILDING PERMIT BEING
' PA AO 5�t RNAL12W
1 6 TOP 47J.51 i 35.00' '��� I S/TE NOTES.-
TOE 471.9 I LOT 23 o I •AGi'11UNE FooANG DRAINS AND
PR6POZD RESIDENCE = I ROCF DRAINS TD P&MANENT
�O 6RAY5-1834 GARAGE AYWT I STARM DRAINAGE SYSTFM PER
�d >,465fSF APPROVED PLAT DRNNAOF PLAN
V IRS& OW RLE WN ME COUNTY.
ROOF •AREA OF DISTURBANCE INCLUDES
s^ OVERHANG GARAGE SNARE LOT.
50 �c�p LEGEND;^ 1'oVERHANc 0-1W�-ECAav o- BLOW OFF
— — — — — — �o WALKWAY Sp ® WATER METER
_ 7.50 62 SF 21.00' StR;f r _ Rff HYDRANT
7 5TSTa4M
TOP 47J.5 ( '? £ASEi/ENT .r" AIR VAC
1.5 TOE 472.0 20'[AWAY 0 m u!/NCAGW BOX
— 3 - � ° 10, SApE£T UGTIT
��� N� GYEANGIUT ...� UALITY ® PON& VAULT
ASEMENT
a V� C) ® CATt1��I�vB�ASIN
e + a e 89 20'49" e • \.\ LY£ANDUT
v
a
A ° O MANHOLE
WA &OOX( WALL
N� -- WALL ORAIN
1 'WA vlyn6ted
71ST ST. JAN 0 4 201J
SC4LE 1'-20'
B•s,ENER
CI F ARLINGT LOT 23
8 1 ING DEPARTMENT O SITE PLAN
APPROVED GREGOR Y PARK
DATE U - LG1 HOMES PLAN NO. 1834
LOT AREA = 4 J27 SF ATE 11 17 2016 PARCEL # LOT 2,T
HOUSE= 1,465 SF I S AUTHQR4Zrp,o,
DRIVEWAY= J80 SF R0V[-o.py� ESIGNED CORE ADDRESS 9029 171ST SIT
�K fls� PROJECT NUMBER
WALKWAY/PAAO = 62 SF RAWN LSJ
TOTAL= 1907SF ENGINEERING PLANNI 13024L-GRG00
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id i _tit 1�t, t ��,/
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G I Tl' OF ^RL I NGTON BU I LD I NCB DEP^RTMENT
LGI HOMES
PLAN 1554
N^5H AND A55OC I ATES AUTHORZ I E5 L&I HOME5 TO
USE PLAN 1554 A5 A BASIC IN THE G I T1' OF ARL I NOTON
2512 RCbI
a -r
�a*Arrr TNOMAS NASH
TATM O<• YVASHINOT
aA ASSO TEC'CIATES --
PLAN 1834
BEAM, LATERAL
SEISMIC CALCULATIONS&
REGISTERED
i AR-C ITE
�y/1R THOMAS NASH
�jl ;STATE OF WASHINGTON
Receive
JAN ®4 2017
J(D lZ'1S
2415 IBC
JULY 1. 2016
8003 118th AVE NE K"kland WA 98033
--- -- - - -- ------- ---WWW.NAS"-ARCHITECTS.00M425) 828-4117
CLIENT:
NASH&ASSOCIATES BEAM DESIGN DATA PROJECT:
ARC1-1[Tti;C'rS DATE:
NAME:
Roof Loads:
LL 25#/sf
DL 15 #/sf
Total 40#/sf
Unless Noted Otherwise
Floor Loads:
LL 40#/sf
DL 10 #/sf
Total 50#/sf
Deck Loads:
LL 60#/sf
DL 10 #/sf
Total 70#/sf
Soil• 1500 PSF Min.
Concrete: Per IBC 15
Musonry: Per IBC 15
Steel: Per IBC 15
Wood: Per IBC 15
Nailing: Per IBC 15
4" Beam: Douglas Fir #2
fv = 180
fb = 900 PSI
E = 1,600,000
6" Beam: Douglas Fir #2
fv = 170
fb = 075 PSI
E = 1,300.000
Joists & Hem Fir #2
Rafters: fv = 150
fb = 850 PSI
E = 1,300,000
Glu—Lam Beams:
fv = 240 PSI
fb = 2,400 PSI (reduced by size factor, CF*KI)
E = 1,800,000
8003 118th AVE NE Kirkland, WA 98033 (425) 826-4117
WWW.NASH—ARCHITECTS.COM
Plan 1834
BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622
RB-1-B Date: 7/20/16
Selection 4x 8 DF-L#2 Lu=0.0 Ft
-Conditions NDS 2015
Min Bearing Area R1=2.9 in2 R2=2.9 in (1.5)DL Defl= 0.03 in
Data Beam Span 5.0 ft Reaction 1 LL 1125# Reaction 2 LL 1125#
Beam Wt per ft 6.17# Reaction 1 TL 1815# Reaction 2 TL 1815#
Bm Wt Included 31 # Maximum V 1815#
Max Moment 2269'# Max V(Reduced) 1377#
TL Max Defl L 1240 TL Actual Defl L/879
LL Max Defl L/360 LL Actual Defl L/>1000
Attributes Section in' Shear in' TL Defl in LL Defl
Actual 30.66 25.38 0.07 0.04
Critical 23.27 11.47 0.25 0.17
Status OK OK OK OK
Ratio 76% 45% 27% 21%
Fb(psi) Fv(psi) E(psi x mil Fc I (psi)
Values Reference Values 900 180 1.6 625
Ad'usted Values 1170 180 1.6 625
Adjustments CF Size Factor 1.300
Cd Duration 1.00 1.00
Cr Repetitive 1.00
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 1.00
Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft
Loads Uniform LL:450 Uniform TL: 720 =A
Uniform Load A _
R1 = 1815 R2= 1815
SPAN= 5FT
Uniform and partial uniform loads are Ibs per lineal ft.
Plan 1834
BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622
RB-1-C Date: 7/20/16
Selection 5-1/6x 10-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft
Conditions NDS 2015
Min Bearing Area R1= 12.5 in R2=3.4 in (1.5)DL Defl= 0.02 in Recom Camber=0.03 in
Data Beam Span 5.0 ft Reaction 1 LL 4770# Reaction 2 LL 1180#
Beam Wt per ft 13.08# Reaction 1 TL 8113# Reaction 2 TL 2193#
Bm Wt Included 65# Maximum V 8113#
Max Moment 8041 W Max V(Reduced) 7961 #
TL Max Defl L/240 TL Actual Defl L/>1000
LL Max Defl L/360 LL Actual Defl L I>1000
Attributes Section in' Shear(in') TL Defl(in) LL Defl
Actual 94.17 53.81 0.04 0.02
Critical 40.20 49.76 0.25 0.17
Status OK OK OK OK
Ratio 43% 92% 16% 11%
Fb(psi) Fv(psi) E(psi x mil) Fc (psi)
Values Reference Values 2400 240 1.8 650
Ad'usted Values 2400 240 1.8 650
Adjustments Cv Volume 1.000
Cd Duration 1.00 1.00
Cr Repetitive 1.00
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 1.00
Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft
Loads
Point LL Point TI Distance Par Unif LL Par Unif TL Start End
5850 B=9760 1.0 100 H= 160 0 1.0
I=80 1.0 5.0
I
Pt loads: {_B
Z\
R1 =8113 R2=2193
SPAN=5FT
Uniform and partial uniform loads are Ibs per lineal ft.
Plan 1834
BeamChek v2016 Licensed to:Nash Jones Anderson Architects Reg#6464-622
B-1 Date: 7/20116
Selection 4x 10 DF-L#2 Lu=0.0 Ft
Conditions NDS 2015
Min Bearing Area R1= 1.4 in2 R2=1.4.in2 (1.5)DL Defl= <0.01 in.
Data Beam Span 5.0 ft Reaction 1 LL 700# Reaction 2 LL 700#
Beam Wt per ft 7.87# Reaction 1 TL 895# Reaction 2 TL 895#
Bm Wt Included 39# Maximum V 895#
Max Moment 1118 W Max V(Reduced) 619#
TL Max Defl L/240 TL Actual Defl L/>1000
LL Max Defl L/360 LL Actual Defl L/>1000
Attributes Section in' Shear in2 TL Defl(in) LL Defl
Actual 49.91 32.38 0.02 0.01
Critical 12.43 5.16 0.25 0.17
Status OK OK OK OK
Ratio 25% 16% 6% 6%
Fb(psi) Fv(psi) E(psi x mil Fc (psi)
Value Reference Values 900 180 1.6 625
Ad'usted Values 1080 180 1.6 625
Adjustments CF Size Factor 1.200
Cd Duration 1.00 1.00
Cr Repetitive 1.00
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 1 00
Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft
Loads Uniform LL:280 Uniform TL: 350 =A
Uniform Load A
R1 =895 R2=895
SPAN=5FT
Uniform and partial uniform loads are Ibs per lineal ft.
Plan 1834
BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622
B-2 Date: 7/20/16
Selection 3-1/8x 9 GLB 24F-V4 DF/DF Lu=0.0 Ft
Conditions NDS 2015
Min Bearing Area R1=5.3 in2 R2=5.3 inz (1 5)DL Defl= 0.05 in Recom Camber=0.08 in
Data Beam Span 6.0 ft Reaction 1 LL 2190# Reaction 2 LL 2190#
Beam Wt per ft 6.83# Reaction 1 TL 3471 # Reaction 2 TL 3471 #
Bm Wt Included 41 # Maximum V 3471 #
Max Moment 5206'# Max V(Reduced) 2603#
TL Max Defl L/240 TL Actual Defl L/617
LL Max Defl L/360 LL Actual Defl L/>1000
Attributes Section in' Shear in') TL Defl(in) LL Defl
Actual 42.19 28.13 0.12 0.06
Critical 26.03 16,27 0.30 0.20
Status OK OK OK OK
Ratio 62% 58% 39% 31%
Fb(psi) Fv(psi E(psi x mil) Fc L (psi)
Values Reference Values 2400 240 1.8 650
Ad'usted Values 2400 240 1.8 650
Adiustments Cv Volume 1.000
Cd Duration 1.00 1.00
Cr Repetitive 1.00
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 1.00
Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft
Loads Uniform LL:730 Uniform TL: 1150 =A
Uniform Load A
R1 =3471 R2=3471
SPAN =6 FT
Uniform and partial uniform loads are Ibs per lineal ft.
_ i
Plan 1834
BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622
B-3 Date:7/20/16
Selection 4x 10 DF-L#2 Lu=0.0 Ft
Conditions NDS 2015
Min Bearing Area R1=2.8 in2 R2=2.8 in' (1.5)DL Defl= <0.01 in.
Data Beam Span 5.25 ft Reaction 1 LL 1365# Reaction 2 LL 1365#
Beam Wt per ft 7.87# Reaction 1 TL 1727# Reaction 2 TL 1727#
Bm Wt Included 41 # Maximum V 1727#
Max Moment 2267'# Max V(Reduced) 1220#
TL Max Defl L/240 TL Actual Defl L/>1000
LL Max Defl L/360 LL Actual Defl L/>1000
Attributes Section in' Shear in') TL Defl(in) LL Defl
Actual 49.91 32.38 0.03 0.02
Critical 25.18 10.16 0.26 0.18
Status OK OK OK OK
Ratio 50% 31% 13% 14%
Fb(psi) Fv(psi) E(psi x mil Fc-L psi�
Vahres Reference Values 900 180 1.6 625
Adjusted Values 1080 180 1.6 625
Adjustrootits CIF Size Factor 1.200
Cd Duration 1.00 1.00
Cr Repetitive 1.00
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 1.00
Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft
Loads Uniform LL: 520 Uniform TL: 650 =A
Uniform Load A
R1 = 1727 R2= 1727
SPAN= 5.25 FT
Uniform and partial uniform loads are Ibs per lineal ft.
x
Plan 1834
BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622
B-4 Date: 7/20/16
Selection 4x 12 DF-L#2 Lu=0.0 Ft
Conditions NDS 2015
Min Bearing Area R1= 1.5 in' R2= 1.5 in' (1.5)DL Deft= 0.11 in
Data Beam Span 14.0 ft Reaction 1 LL 525# Reaction 2 LL 525#
Beam Wt per ft 9.57# Reaction 1 TL 907# Reaction 2 TL 907#
Bm Wt Included 134# Maximum V 907#
Max Moment 3174 W Max V(Reduced) 786#
TL Max Defl L/240 TL Actual Defl L/825
LL Max Defl L/360 LL Actual Defl L/>1000
Attributes Section(in') Shear(ins) TL Defl(in) LL Defl
Actual 73.83 39.38 0.20 0.10
Critical 38.48 6.55 0.70 0.47
Status OK OK OK OK
Ratio 52% 17% 29% 21%
Fb(psi) Fv(psi) E(psi x mil Fa-L(psi)
Values Reference Values 900 180 1.6 625
Adjusted Values 990 180 1.6 625
Adiustrnents CF Size Factor 1.100
Cd Duration 1.00 1.00
Cr Repetitive 1.00
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 1.00
Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft
Loads Uniform LL:75 Uniform TL: 120 =A
Uniform Load A
R1 =907 R2=907
SPAN= 14 FT
Uniform and partial uniform loads are Ibs per lineal ft.
Plan 1834
BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622
GB-1 Date: 7/20/16
Selection 5-1/8x 15 GLB 24F-V4 DF/DF Lu=0.0 Ft
Conditions NDS 2015
Min Bearing Area R1=8.6 inz R2=8.6 in (1.5)DL Defl= 0.21 in Recom Camber=0.32 in
Data Beam Span 16.0 ft Reaction 1 LL 3600# Reaction 2 LL 3600#
Beam Wt per ft 18.68# Reaction 1 TL 5589# Reaction 2 TL 5589#
Bm Wt Included 299# Maximum V 5589#
Max Moment 22358'# Max V(Reduced) 4716#
TL Max Defl L/240 TL Actual Defl- L/411
LL Max Defl L/360 LL Actual Defl L/752
Attributes Section in' Shear in= TL Defl in LL Defl
Actual 192.19 76.88 0.47 0.26
Critical 111.79 29.48 0.80 0.53
Status OK OK OK OK
Ratio 58% 38% 58% 48%
Fb(psi) Fv(psi) E(psi x mil) Fc (psi)
Values Reference Values 2400 240 1.8 650
Ad'usted Values 2400 240 1.8 650
Adjustments Cv Volume 1.000
Cd Duration 1.00 1.00
Cr Repetitive 1,00
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 1.00
Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft
Loads Uniform LL:450 Uniform TL: 680 =A
Uniform Load A
R1 =5589 R2=5589
SPAN= 16 FT
Uniform and partial uniform loads are Ibs per lineal ft
CLIENT: -
NASH-ASSOCIATES WIND AND 5E15MIG DE516N DATA PROJECT:
A Iz C I I IT I:,CT S PER 2015 IBG DATE:
NAME:
WIND DE516N GRITERIA
DESIGN PER A5GE 1-10
I. NOMINAL/ULTIMATE WIND SPEED V/asd /Vult 85/110 mph
2. RISK CATEGORY II 1.00
3. WIND EXPOSURE CATEGORY "B"
4. INTERNAL PRESSURE COEFFICIENT +/-55
5. COMPONENTS AND CLADDING
DESIGN PRESSURE +/- 16 psf
BUILDINGS,5TRUCTURES,AND PARTS THEREOF SHALL BE DESIGNED AND
CONSTRUCTED IN ACCORDANCE WITH STRENGTH DESIGN,LOAD,AND RESISTANCE
FAGTOR DESIGN, ALLOWABLE 5TRE55 DE516N, EMPIRICAL DESIGN OR CONVENTIONAL
GON5TRUGTION METHOD5, A5 PERMITTED BY THE APPLICABLE MATERIAL GHAPTER, 5EGTION 1604.1
BUILDIN05, STRUCTURE-5, AND PART5 THEREOF,SHALL BE DESIGNED TO WITHSTAND WIND LOADS
AS DEFINED IN 5EGTION 1609 AND A56E 1-10
SIMPLIFIED METHOD TO BE USED FOR WIND DE-516N PER A50E 1-10,SECTION 2-15
(BUILDING HEIGHT 15 LE55 THAN 160 FEET)
110 MPH ULTIMATE WIND SPEED
USE 19.6 PSF PER TABLE 27.6.1 "EXPOSURE B"
WOOD DESIGN PER 5ECTION5 2304-2506. STRUCTURES USING WOOD SHEAR WALLS
AND DIAPHRAG145 TO RESIST WIND, SEISMIC,AND ALL OTHER LATERAL LOADS SHALL '
BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH AF 3 PA SDPWS AND PROVISIONS
OF SECTIONS 2305-2306
5E 15M I G DE516N DATA
DESIGN PER A50E "I-10/SECTION 1613
I.SEISMIC IMPORTANCE FACTOR le 1.00
2. SHORT PERIOD ACCELERATION 55 1.66 'see footnote at bottom of page
3. 1 SECOND ACCELERATION 51 0348 *see footnote at bottom of page
4. SITE CLASS D (default class per IBG)
5. SPECTRAL RESPONSE CDEFFICENT 50, 0.972 "see footnote at bottom of page
6. SPECTRAL RESPONSE COEFFICIENT 501 0.748 'see footnote at bottom of page
7. SEISMIC DESIGN GATEGORY D
8. SEISMIC FORGE RESISTING SYSTEM PLYWOOD SHEAR WALLS
a.DESI6N BASE SHEAR (see seismic calculations)
10. SEISMIC, RESPONSE COEFFICENT Cs 0.13
11.RESPONSE MODIFICATION FACTOR R 65
12. ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE
13. RISK CATEGORY II
THE ANCHORAGE OF WALLS SUPPORTING CONSTRUCTION SHALL BE BE
DESIGNED IN ACCORDANCE WITH ASCE 7-10, SECTION 12.11.2
IN STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORY C-F,COLLECTOR ELEMENTS
AND THEIR CONNECTIONS, TO VERTICAL ELEMENTS SHALL BE DE516NED TO RESIST
MAXIMUM EFFECTS AS SPECIFIED IN ASCE 7-10, SECTION 12.10.2.1
BASE SHEAR V= (P 505/R) W
ANCHOR BOLTS: 5/8" DIA X 10",A307 OR BETTER W/7" MIN. EMBEDMENT.V= 1104#/BOLT
PER U565,THE MAXIMUM 51 IN THE STATE OF WASHINGTON 15 0.748. ALL SEISMIC, DESIGN VALUES USED
IN THI5 ANALY515 ARE BASED UPON THIS NUMBER. SINCE 51 15 LESS THAN 0.75,THEN USE SEISMIC CATEGORY
D IF RISK CATEGORY 15 I, II,OR III
8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117
WWW.NASH—ARCHITECTS.COM
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LATERAL CALCULATIONS CLIENT: - -
NASH-MOMM WIND WORKSHEET PROJECT.
A It C III 1'1 C T S DATE'
85 MPH/110 MPH= NOMINALNLTIMATE WIND 5PEED NAME'
19.6 P5F —
FRONT ELEVATION LEFT ELEVATION
REAR. ELEVATION RIGHT ELEVATION
LOCATION TOTAL SHEAR FORCE (#) SHEAR UNIT SHEAR
W x H x (see chart for wind pressure WAIL SHEAR WALL
® specified height) LENGTH (ft) (#/ft) TYPE
� -6 1 L7,
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3007 311 C �
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Sr-� � � � Zr.� G� �J�•y �r
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11644 N.E. 80th St. Kirkland, WA 98033 (425) 628-4117 Fax (425) 822-1918
WWW.NASH—ARCE=TS.COM
CLIENT:
NASH&ASSOCIATES SEISMIC ANALYSIS PROJECT:
n R.C 1.1 l T'E C'11 S nATE:-_
NAME:
1
Weight of Building:
Roof Assembly:
Asphalt Shingles - 2.00#/ft Cedar Shakes - 2.25#If Tile - 9.50#/ft
Felt - 0.15 #/ft Felt - 0.15 #/ft Felt - 0.15 #/ft
1/2" Plywood - 1.50 #/ft 1/2" Plywood - 1.50 #/ft 1/2" Plywood - 1.50 #/ft
Trusses 0 24" o.c. - 1.75 #/ft Trusses 0 24" o.c. - 1.75 #/ft Trusses 0 24" o.c. - 1.75 #/fL
R-38 Insulation - 2.35#/ft R-30 Insulation - 2.26#/ft R-30 Insulation - 2.25#/fL
1/2" GWB Ceiling - 2.00#/ft 1/2" GWB Ceiling - 2.00#/ft 1/2" GWB Ceiling - 2.00#/ft
Total 9.75#/ft Total 9.90#/ft Total 17.90#/ft
Use 10.00#/ft Use 10.00#/ft Use 18.00#/ft
lot & 2nd Floor Assembly:
Carj)et / Pad - 0.50#/ft Hardwood - 2.50#/fL
3/4' T&G Plywood - 2.50#/ft 3/4" T&G Plywood - 2.50#/ft
2x10 0 16" o.c. - 2.30#/ft 2x10 0 16" o.c. - 2.30#/ft
1/2" GWB Ceiling - 2.00#/ft 1/2" GWB Ceiling - 2.00#/ft
Total 7.30#/ft Total 9.30#/ft
Use 10.00#/ft Use 10.00#/ft
Interior Hall Assembly: Exterior hall Assembly:
1/2" GWB - 2.00#/ft 3/4" Wood Siding - 2.30#/fL
2X4 0 16" o.c. - 1.10 #/ft 1/2" Plywood - 1.50 #/ft
1/2" GWI3 - 2.00#/ft 2x6 0 16" o.c. - 1.37 #/ft
Total 5.10#/ft R-21 Insulation - 2.10 /ft
Use 8.00#/ft 1/2 GWB - 2.00 /ft
Total 9.27#/ft
Use 10.00#/ft
4" Brick Veneer - + 3.20#/ft
11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918
WWW.NASH-ARCHITECTS.COM
CLIENT:
NASH&ASSOCIATES SEISMIC ANALYSIS PROJECT:
ARC1I1TUCTS DATE'
NAME:
2
SEISMIC:
V = (C•) (Adl) (Plywood)
2nd Level:
Roof: (,Asphalt / Cedar Shake) 10#/ft X 115 7 sf = I/S 70
or (Tile) 18#/ft X sf =
Exterior Walls: L x 10#/sf x 1/2 (h) S6 O
110yly kq (E21
Interior Walls: L x 8#/sf x 1/2 (h)
/50XV Ire( �lgoa (I�
TOTAL = Z r 7 b
lot Level:
Roof: (1st Floor Roof) 10#/ft X sf =
2nd Floor. 10#/ft X sf =
Exterior halls: (E2) + L x 10#/sf x 1/2 (h) I 9 U d (E
fGoo� lko no fiu, f 1)
Interior halls: (I0 + L x 8#/sf x 1/2 (h)
900af Pep 4,A-a, r 1
TOTAL
5 Z�r3 �
Basement:
lot Floor. 10#/ft X sf a
Exterior halls: (E1) + L x 10#/sf x 1/2 (h)
Interior halls: (I1) + L x 8#/sf x 1/2 (h)
TOTAL: _
11644 N.E. 8Oth St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918
1Y1P1/.NASH—ARCHITECTS.COM
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CLIENT:
-� NASH-ASSOCIATES SEISMIC ANALYSIS PROJECT:
ARC 11ITECTS DATE:
NAME:
3
BASE SHEAR:
5A=SHEAR V= (F 5./W W
V= F (.g77)/65= .14q
LEVEL 2: Wdl Z((I # x 0.149 =
LEVEL 1: Wdl 301 I # s 0.149 =
TOTAL• Wdl 1Z // $ 0.149 = -710 V (V)
Level Dead Load Hei ht Moment Shear @ Stor
(Wdl) (h (Wdl)(h) Fx - [(Wdl)(h)TV Remarks
(Wdl)(h)
3gKl 7 011 a )
(�q Z.
1
3a 3('LlC
6 y
3� �
Total
11644 N.E. Both Sk Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918
WW11.NASH-ARCHITECTS.COM
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A R C,1 ,T F,C T s SEISMIC ANALYSIS PROJECT:
DATE:
NAME:
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3_11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918
WWW.NASH-ARCHITECTS.COM
CLIENT`.
;ARCHITECTS
-ASSOQATES SEISMIC ANALYSIS PROJECT:
DATE:
NAME:
5
Redundancy Factor (p):
1. Maximum allowable wall shear for p<=1
Vumax = (2)(Vaccstory)/Ab 1/2
2. Maximum actual shear
Vmax = Largest seismic wall shear
ua f 3-1H
3. p = 2-[2(Vaccstory)/(Vumax)(Ab 1/2)
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11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 622-1918
WWW.NASH—ARCHffECTS.COM
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- Phone: 1-360-925-4155
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Gregory Park- 1834 Grays ElevA/B Floor Larry Livingston B1605556F2
nu.vy .n�nh''NrnW of e�,^A I,- �nilnld�
Arlington,WA
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MiTek
MiTek USA, Inc.
250 Klug Circle
Corona, CA 92880
951-245-9525
Re: B1605556F2
1834 Grays Floor
The truss drawing(s)referenced below have been prepared by MiTek USA, Inc. under my direct supervision
based on the parameters provided by ProBuild West(Arlington, WA).
Pages or sheets covered by this seal: K2576765 thru K2576777
My license renewal date for the state of Washington is May 16,2017.
Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3
These truss designs rely on lumber values established by others.
0,6RRILL 6
J10 OF WASy�h (,
51398 , w�
FGISTBRQ. `4w
November 14.2016
Baxter, David
IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed
in the jurisdictions(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters
shown(e.g., loads,supports, dimensions, shapes and design codes),which were given to MiTek.Any project specific
information included is for MiTek's customer's file reference purpose only, and was not taken into account in the preparation
of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any
particular building. Before use,the building designer should verify applicability of the design parameters and properly
incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2.
1 Job Truss Tril.ype Qly Ply 1834 6.-,s Floor
K2576765
B1605556F2 FT01 Floor Supported Gable 1 1
Refere e rn a
ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 15,00:56 2016 Page 1
ID:OalgeeuKO2gelMZvl nBgV1 yCM3H-DXC6yE1 Bpnju31VnU8cc_QcYc80Ni113NaG0IyJDLb
0-HB 0-KB
Scale=1:42.7
3x6 FP=
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
c:B4
3
h 1
30 29 28 27 26 25 24 23 22 21 20 19 18 17 16
3x6 FP=
25,11-12
25-_11-12 �
male Olrsers fx.YL�1s:p 1 d9e1 [1s:a1 8 awi9el [ 1_a1.s.n 1-QL L32 L8 2]Ql f33:0- a 0-1-0.1,i34:a1.8.¢1.01
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (1oc) Weil L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.19 Vert(LL) n/a n/a 999 MT20 185/148
TCDL 10.0 Lumber DOL 1.00 BC 0 01 Vert(CT) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 16 n/a n/a
BCDL 5.0 Code IRC2015/TP12014 (Matrix) Weight:92 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 DF 180OF 1.6E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 DF 180OF 1.6E(flat) end verticals.
WEBS 2x4 HF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing-
OTHERS 2x4 HF Stud/Std(flat)
REACTIONS. All bearings 25-11-12.
(Ib)- Max Grav All reactions 250 Ito or less at joint(s)30,16,29,28,27,26,25,23,22,21,20,19,18,17
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)All plates are 2x4 MT20 unless otherwise indicated.
2)Gable requires continuous bottom chord bearing.
3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
4)Gable studs spaced at 2-0-0 oc
5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
�>�RRJLL 6q
WAS
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A� R 51398 4r
OX1• F-IS7•ER�
�s`s�ONAL��G`
November 14,2016
A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiTek®connectors This design is based only upon parameters shown.and is for an individual building component,not
a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate[his design into the overall
building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek
is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and Truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate Institute,218 N-Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880
Job Truss Tru:,_,ype aty Ply 1834 ..ys Floor
K2576766
61605556F2 FT02 Floor 3 1
ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 15:00:57 2016 Page 1
ID:OalgeeuKO2gelMZvl n6gV1 yCM3H-ijmU9a2pa5rlgS4z2s7rXd9dGYCURLxCbE?ZFRyJDLa
0-1-8
H 2 I 1-6-12 1� 6-0�i 1-6-8 0-ft8
Scale=1:44.0
3x6= 3x4= 3x8= 3x6 FP= 3x4= 3x4- 3x4=
1 2 3 4 5 6 7 8 9 10 11 12 13
27 0
m m
24 26
92 sl;E] f!A
23 22 21 20 19 18 17 16 15 14
3x4 = 3x8= 3x6= 3x6 FP= 3x6 = 3x6= 3x4 =
Savo 2c1U2
141)A 11-2-12
Plate Offsets(X,Y)-- [4:0-1-8,Edge],[5:0-1-8,Edge],[9:0-1-8,Edge],[10:0-1-8,Edge],[13:0-1-8,Edge],[16:0-1-8,0-0-0],[17:0-1-8,Edge],[20:0-1-8,Edge],[21:0-1-8,Edge],[24:0-1-8
a1.01.(25:0.11 a.0-101 f : 1.[27:0-1-&0-1-011
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 052 Vert(LL) -0.18 21-22 >947 360 MT20 185/148
TCDL 10.0 Lumber DOL 1.00 BC 0.66 Vert(CT) -0.24 21-22 >736 240
BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(CT) 0.04 14 n/a n/a
BCDL 5.0 Code IRC2015/TP12014 (Matrix) Weight:113 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 DF 180OF 1.6E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 DF 1800F 1,6E(flat) end verticals.
WEBS 2x4 HF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing
REACTIONS. (lb/size) 14=572/0-5-8,18=1470/0-5-8,23=774/0-5-4
Max Grav 14=611(LC 7),18=1470(LC 1),23=787(LC 10)
FORCES. (lb)-Max.Comp,/Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-1954/0,3-4=-1954/0,4-5=-1956/0,5-6=-1956/0,6-7=-43/421,7-8=-43/421,
8-9=-43/421,9-1 0=-1 048/0,10-11=-1 289/0,11-12=-1289/0
BOT CHORD 22-23=0/1234,21-22=0/1956,20-21=0/1 956,19-20=0/1136,18-1 9=0/1 136,17-18=0/1048,
16-17=0/1048,15-16=0/1048,14-15=0/911
WEBS 8-18=-266/0,2-23=-1400/0,6-18=-1472/0,2-22=0/817,6-20=0/1019,3-2 2=-31 910,
5-20=-342/0,9-18=-1256/0,12-14=-1034/0,12-15=0/429,11-15=-309/0,10-15=0/457
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)All plates are 2x4 MT20 unless otherwise indicated.
3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss,
4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
5)CAUTION,Do not erect truss backwards,
O&RU-16
wns
�p 'P
51398 �y4
sSJANALQ��
November 14,2016
,&WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1 010 312 01 5 BEFORE USE.
Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not
a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall pg I
building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Addilional temporary and permanent bracing iTek
is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the
fabrication,storage,delivery;erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate Institute,218 N.Lee Street,Sud1:312,Alexandria,VA 22314. Corona,CA 92880
' Job Truss Tru- ype Oty Ply 11134 U.-ys Floor
K2576767
81605556F2 FT03 Floor 1 1
0
ProBuild Arlington. Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc. Mon Nov 14 15:00:57 2016 Page 1
ID:OalgeeuKO2gelMZvl nBgV1 yCM3H-ijmU9a2pa5rlgS4z2s7rXd9ddYChRLACbE?ZFRyJDLa
0-1-8
2-fi-0 i 1-6-0 0 2-4
Scale=1:45 0
3x6= 3x4 = 3x8 = 3x6 FP= 3x4= 3x4= 3x6 11 4x6 11
1 2 3 4 5 6 7 8 9 10 11 12 13 14
�MI
24 23 22 21 20 19 18 17 16 15
3x4= 3x8= 3x6= 3x6 FP= 3x6= 3x4= 4x6=
25-9-12
24.a1 -4d
1141-4 2:81t 0., o 1S4 0.
Plate Offsets(X,Y)-- [4:0-1-8,Edge],[5:0-1-8,Edge],[9:0-1-8,Edge],[10:0-1-8,0-0-0],[14:0-3-0,Edge],[15:0-1-8,Edge],[17:0-1-8,Edge],[18:0-1-8,Edge],[21:0-1-8,Edge],[22:0-1-8
Edge),(25MR11 .0-1,01,(2s:a1.8.0-1-01
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1 00 TC 0.56 Vert(LL) -0.18 22-23 >962 360 MT20 185/148
TCDL 10.0 Lumber DOL 1.00 BC 0.65 Vert(CT) -0.26 16-17 >493 240
BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(CT) 0.03 19 n/a n/a
BCDL 5.0 Code IRC2015/TP12014 (Matrix) Weight:114 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 DF 180OF 1.6E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 DF 180OF 1,6E(flat) end verticals.
WEBS 2x4 HF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing-
REACTIONS. (Disize) 14=577/0-3-8,19=1408/0-5-8,24=793/0-5-4
Max Grav 14=614(LC 7), 19=1408(LC 1),24=807(LC 10)
FORCES. (lb)-Max.Comp./Max.Ten,-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-2025/0,3-4=-2025/0,4-5=-2081/0,5-6=-2081/0,6-7=-214/332,7-8=-214/332,
8-9=-214/332,9-10=-1146/0,10-11=-1146/0,11-12=-585/0,12-13=-592/0,
13-14=-585/0
BOT CHORD 23-24=011271,22-23=0/2081,21-22=0/2081,20-21=0/1311,19-20=0/1311,18-19=0/1146.
17-18=0/1146,16-17=0/1161
WEBS 8-19=-261/0,2-24=-1443/0,6-19=-1455/0,2-23=0/856,6-21=0/995,3-23=-314/0,
5-21=-335/0,4-23=-296/125,9-19=-1174/0,14-16=0/827,11-16=-654/0
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)All plates are 2x4 MT20 unless otherwise indicated.
3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
6)CAUTION,Do not erect truss backwards.
WASki�,'�fa
� coo
�0rp ,p 51398 V
O FCISTe {'
SS�ONAl.B���
November 14,2016
A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiTek(D connectors This design is based only upon parameters shown,and is for an individual building component,not
a truss system-Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek
is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite)312,Alexandria,VA 22314. Corona,CA 92880
r
�.,
I
' Job Truss Trus_ .ype Qty Ply 1834 Gys Floor
K2576768
316055561`2 FT04 Floor 1 1
Job Reference u
ProBuild Arlington. Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 15:00:58 2016 Page 1
ID:OalgeeuKO2gelMZvl nBgV1 yCM3H-AwKsNw3RLOzcicf9cZe43rioFyZCAoWMqul7ntyJDLZ
0-1-8
H 1� 1-6-4 010-t3-0
Scale=1:45.0
34= 3x4 = 3x8 = 3x6 FP= 3x4= 3x4= 3x6 11 4x6 I
1 2 3 4 5 6 7 8 9 10 11 12 13 14
�c?
24 23 22 21 20 19 18 17 16 15
3x4= 3x8= 3x6= 3x6 FP= 3x6= 3x4= 4x6
r 14.8-D 25.6.0 2 y12
14.8-Q 10.1b0 0. 2
Plate Offsets(X,Y)-- [4:0-1-8,Edge],[5:0-1-8,0-0-0],[9:0-1-8,Edge],[10:0-1-8,0-0-0],[14:0-3-0,Edge],[15:0-1-8,Edge],[17:0-1-8,Edge],[18:0-1-8,Edge],[21:0-1-8,Edge],[22:0-1-8
.Edge) 10-1140.1.01112B:0.1-80.1- 1
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.56 Vert(LL) -0.18 16-17 >725 360 MT20 185/148
TCDL 10.0 Lumber DOL 1.00 BC 0.63 Vert(CT) -0.27 16-17 >481 240
BCLL 010 Rep Stress Incr YES WB 0,58 Horz(CT) 0.03 19 n/a n/a
BCDL 5.0 Code IRC2015/TP12014 (Matrix) Weight;114 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 DF 180OF 1,6E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 DF 180OF 1.6E(flat) end verticals.
WEBS 2x4 HF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 14=581/0-3-8,19=1409/0-3-8,24=788/0-5-4
Max Grav 14=616(LC 7),19=1409(LC 1),24=802(LC 10)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-2007/0,3-4=-2007/0,4-5=-2059/0,5-6=-2059/0,6-7=-198/349,7-8=-198/349,
8-9=-198/349,9-1 0=-1 149/0,10-11=-1 149/0,11-12=-607/0,12-13=-612/0,
13-14=-607/0
BOT CHORD 23-24=0/1263,22-23=0/2059,21-22=0/2059,20-21=0/1 302,19-20=0/1302,18-19=0/1149,
17-18=0/1149,16-17=0/1177
WEBS 14-16=0/840,8-19=-259/0,2-24=-1433/0,6-19=-1449/0,2-23=0/845,6-21=0/983,
3-23=-312/0,5-21=-329/0,4-23=-294/132,9-19=-1180/0,11-16=-647/0
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)All plates are 2x4 MT20 unless otherwise indicated.
3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
6)CAUTION,Do not erect truss backwards.
�RRIL�,6
,�9 0�wnsy A
51398 0 4�
FGISTERw '
ssr�NAL
November 14,2016
A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE.
Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,notMR
a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall yRek,
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the MOW
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate Institute,218 N Lee Street,Sudf:312,Alexandria,VA 22314, Corona,CA 92880
• ;;
.,
I
' Job Truss Tf4_. .ype Oty Ply 1834 G_. s Floor
K2576769
iB16055561`2 FT05 Floor 2 1
tkf Reference ItOltgl
ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 15:00:59 2016 Page 1
ID:OalgeeuKO2gelMZvinBgV1yCM3H-e6uEaG336i5TwmELAH9Jc2E_RLuAvFbV3YUgKJyJDLY
0-1-8
Hrt 241-O i 1z ] 1-s-o z-o-a DrA° ,
Scale=1:39.7
3x6= 3x4= 3x8= 3x6 FP 3x4= 3x4 = 3x6 II 3x6
1 2 3 4 5 6 7 8 9 10 11 12 13
23
21 I�1�
23 22 21 20 19 18 17 16 15 14
3x4= 3x8—3x6 FP= 3x6= 3x6= 3x6=
12
148-0 7.10.0 R
Plate Offsets(X,Y)-- [4:0-1-8,Edge],[5:0-1-8,0-0-0],[9:0-1-8,Edge],[10:0-1-8,Edge],[14:0-1-8,Edge],[16:0-1-8.0-0-0].[17:0-1-8,Edge],[19:0-1-8,Edge],[20:0-1-8,Edge],[24:0-1-8
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ltd PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.47 Vert(LL) -0.18 20-22 >981 360 MT20 185/148
TCDL 10.0 Lumber DOL 1.00 BC 0.65 Vert(CT) -0.23 20-22 >765 240
BCLL 0.0 Rep Stress Incr YES WB 0 59 Horz(CT) 0.03 18 nta nta
BCDL 5.0 Code IRC2015/TP12014 (Matrix) Weight:102 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 DF 180OF 1.6E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 DF 180OF 1.6E(flat) end verticals.
WEBS 2x4 HF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. (lb/size) 13=372/0-3-8,18=1309/0-3-8,23=767/0-5-4
Max Grav 13=416(LC 7),18=1309(LC 1),23=782(LC 10)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-1935/0,3-4=-193510,4-5=-1932/0,5-6=-1932/0,6-7=0/416,7-8=0/416,
8-9=0/416,9-1 0=-5 5 511 7,10-11=-394/0,11-12=415/0,12-13=-394/0
BOT CHORD 22-23=0/1225,21-22=0/1932,20-21=0/1 932,19-20=0/1932,18-19=0/1126,
17-18=-17/555,16-17=-17/555,15-16=-17/555
WEBS 12-15=-269/0,13-15=0/544,7-18=-275/0,2-23=-1390/0,6-18=-145210,2-22=0/806,
6-19=0/1003,3-22=-320/0,5-19=-337/0,9-18=-800/0
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)All plates are 2x4 MT20 unless otherwise indicated.
3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in
6)CAUTION,Do not erect truss backwards.
BRILL H
WA,
'O¢►0 ,��51398 q�
CISTER
SSr�NAL
November 14,2016
A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev.1010312015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing ITek,
is always required for stability and to prevent collapse with possible personal injury and properly damage For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate Institute,218 N Lee Street,Suitt:312,Alexandria,VA 22314. Corona,CA 92880
I
' Job IFT06
russ True_,ype Oty Ply �efereii
bays Floor
K2576770
61605556F2 Floor 11 1
I
ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 15:01:00 2016 Page 1
ID:OalgeeuKO2gelMZvl nBgV1yCM3H-61Scnc4htOEKXwpYj_gY9Gn8NIEJeiselCEEsmyJDLX
0-1-8
H r 246 0 _60 Scale=125 1
2x4 II
2x4 =
2x4 = 3x6 = 2x4 II 3x4= 2x4 3x6= 2x4 ll
1 2 3 4 S 6 7
I
11 10 9 3x6 =
3x4= 3x8 = 2x4 11 3x4=
1_4.9.0 i
14.9.0
Plate Offsets(X,Y1— f4k_L$_g9J (5 0 1 8 0.0.Ot M0.1.8 Edge) 1%0-1-8 EdgeJ (10.0-1-8 E401,(13.0,1-B 0.1.01,114:0-1-8 0-1.01
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.46 Vert(LL) -0.18 10-11 >943 360 MT20 1851148
TCDL 10.0 Lumber DOL 1.00 BC 0.65 Vert(CT) -0.23 10-11 >752 240
BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(CT) 0.03 8 1 n/a
BCDL 5.0 Code IRC2015/TP12014 (Matrix) Weight:64 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 DF 180OF 1.6E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 DF 180OF 1.6E(flat) end verticals.
WEBS 2x4 HF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 12=797/0-5-4,8=797/0-2-12
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-1992/0,3-4=-1992/0,4-5=-2027/0,5-6=-2027/0
BOT CHORD 11-12=0/1254,10-11=0/2027,9-10=0/2027,8-9=0/1260
WEBS 2-12=-1423/0,2-11=0/837,3-11=-319/0,4-11=-348/189,6-8=-1430/0,6-9=0/891,
5-9=-2 9310
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8.
3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
5)CAUTION,Do not erect truss backwards.
OPLMLL
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AL
November BNG�
November 14,2016
WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev-1010312015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate Ibis design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and properly damage For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPH Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate Institule,218 N Lee Street,Suitb 312,Alexandria,VA 22314. Corona,CA 92880
Job Truss Truce_ ype Oly Ply 1834 G,ays Floor
K2576771
B1605556F2 FT07 Floor Supported Gable 1 1
Reference dor>al
iProBuild Arlington. Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 15:01:00 2016 Page 1
ID:OalgeeuKO2gelMZvl nBgV1 yCM3H-6lScnc4htOEKXwpYj_gY9GnEelOCegGeICEEsmyJDLX
oly
Scale:112"=1'
1 2 3 4 5 6 7 8 9
20
0
j 19
18 17 16 15 14 13 12 11 10
1M9.0 r
I 14.9 0 r
PlateofraeSMY1 �s.a�-s.Edge��o:ai s.Edael.r�s:a1 sai oL r2a:o-1 s.al o�
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) (/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1 00 TC 0.12 Vert(LL) n/a n/a 999 MT20 1851148
TCDL 100 Lumber DOL 1 00 BC O,02 Vert(CT) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 10 n/a n/a
BCDL 5.0 Code IRC2015/TP12014 (Matrix) Weight:54lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 DF 180OF 1.6E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 DF 180OF 1.6E(flat) end verticals.
WEBS 2x4 HF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 HF Stud/Std(flat)
REACTIONS. All bearings 14-9-0.
(lb)- Max Grav All reactions 250 lb or less at joint(s)18,10,17,16,15,14,13,12,11
FORCES. (Ib)-Max.Camp./Max-Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)All plates are 2x4 MT20 unless otherwise indicated.
2)Gable requires continuous bottom chord bearing,
3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
4)Gable studs spaced at 2-0-0 oc.
5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1Od(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
7)CAUTION,Do not erect truss backwards.
�RRILL 9
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51398w�
�SStONAL 8�G`
November 14,2016
,&WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE. '
Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not
a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 191
building design- Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek,
is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the
fabrication,storage,delivery;erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BC51 Building Component 250 Klug Circle
Safety Information available from Truss Plate Institute,218 N Lee Street,Suite)312,Alexandria,VA 22314. Corona,CA 92880
•' ..
�,
ti
Job Truss Truce.,fype Oty Ply 1834 loiays Floor
K2576772
B1605556F2 FTOB Floor Supported Gable 1 1
1
ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 15:01 00 2016 Page 1
I D:Oa Igeeu KO2gelMZv 1 nBgV 1 yCM3H-6lScnc4htOEKXwpYj_gY9Gn D U IO EegDe I C EEsmyJDLX
0-H8
Scale=1-332
3x6= 3x6 FP=
1 2 3 4 5 6 7 8 9 10 11 12 13
2� o
271
26 25 24 23 22 21 20 19 18 17 16 15 14
3x6 FP— 3x6 —
r e.2r1 14-QB
Plate offsets{ n=[ta:o-1.8.E 01 (14:0-1-&Ed9a1_i27,0-1.8-0-1-oy(28io-1-8-0.1:0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.13 Vert(LL) n/a n/a 999 MT20 185/148
TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(CT) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 14 n/a n/a
BCDL 5.0 Code IRC2015/TPI2014 (Matrix) Weight:76 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 DF 180OF 1.6E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 DF 180OF 1.6E(flat) end verticals.
WEBS 2x4 HF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 HF Stud/Std(flat)
REACTIONS. All bearings 20-2-12.
(Ib)- Max Grav All reactions 250 lb or less at joint(s)26,14,25,24,21,20,19,18,17,16,15,22
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)All plates are 2x4 MT20 unless otherwise indicated.
2)Gable requires continuous bottom chord bearing.
3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
4)Gable studs spaced at 2-0-0 oc.
5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
7)CAUTION,Do not erect truss backwards.
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NAL
November 14,2016
A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.1010312015 BEFORE USE.
Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not
a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek
is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate Inslilute,218 N Lee Street,Suitt 312,Alexandria.VA 22314. Corona CA 92880
i �
Job Truss TruS type Oly Ply 1834 brays Floor
K2576773
B1605556F2 FT09 Floor 10 1
Job Reference opponW1
ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 15:01:01 2016 Page 1
ID:OalgeeuK02gelMZvl nBgV1 yCM3H-aVO??y5JeJMB94OkHiBnhTKK59cLN45oWrznOCyJDLW
0-1-8
H 2� 6-0 1 �
Scale=1:35 1
2x4
2x4 =
3x6 FP=
2x4 = 48= 2x4 11 3x4= 3x6— 6x6— 3x6 6x6 = 3x4 11
1 2 3 4 5 6 7 8 9 10
a
1 iW
0
16 15 14 13 12
3x6= 3x6 FP— 5x12 5x8 11 3x6 11 6x6 11
3x8 SP=
4x10 =
1 /5-BA 17-7.4 �20-.11
15-6-0 2.14 2.7.8
Plate Offsets(x Yl {9:0.1-8 Edaej 112'N-0.EdQW.113:0.3-0.0921.[18:0-1-8.0-1 Oj 119:0-1-8.0.1.01
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.40 Vert(LL) -0.32 13-14 >758 360 MT20 185/148
TCDL 10.0 Lumber DOL 1.00 BC 0.47 Vert(CT) -0.44 13-14 >543 240
BCLL 010 Rep Stress Incr YES WB 0.84 Horz(CT) 0.05 11 ri n/a
BCDL 5.0 Code IRC2015/TP12014 (Matrix) Weight:112 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 DF 240OF 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 DF 240OF 2.OE(flat) end verticals.
WEBS 2x4 HF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 11=1099/0-2-12,17=1099/0-5-8
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-3076/0,3-4=-3076/0,4-5=-4219/0,5-6=-4219/0,6-7=-2599/0,7-8=-2599/0,
8-9=-2599/0
BOT CHORD 16-17=0/1808,15-16=0/3885,14-15=0/3885,13-14=0/4014,12-13=0/2599,11-12=0/2599
WEBS 2-17=-2052/0,2-16=0/1439,4-16=-91810,9-11=-2878/0,4-14=01374,9-12=0/468,
6-14=-27/264,6-13=-1624/0,8-13=01378
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)The Fabrication Tolerance at joint 15=11%
3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11-
4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
5)Recommend 2x6 slrongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1Od(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
6)CAUTION,Do not erect truss backwards.
t�RRILL 9
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51398 4
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November 14,2016
A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE.
Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall
building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTe k
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the -
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-69 and BCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880
,,,.
��
I
Job Truss Tru_.i hype City Ply 11334 , ys Floor
K2576774
B1605556F2 FT10 Floor Supported Gable 1 1
Ob R ,eBreni(optional)
ProBuild Arlington. Arlington.WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Nov 14 15:01:01 2016 Page 1
ID:OalgeeuKO2gelMZvl nBgV1yCM3H-aVO??y5JeJMB94OkHiBnhTKOB9jSNHToVVrznOCyJDLW
oN8
Scale=1:20.0
3x6=
1 2 S 4 5 6 7 8 9
19
o 0
77 �
hEX777 XXX:X'1K/
' _ J
18
17 16 15 14 13 12 11 10
3x6=
r 8.2•� 12.2•B
6.2.4
Plate Offsets MY)— (8:0-11.&Edgll,�jO:t)
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 014 Vert(LL) n/a n/a 999 MT20 185/148
TCDL 10.0 Lumber DOL 1,00 BC 002 Vert(CT) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 9 nla n/a
BCDL 5.0 Code IRC2015/TP12014 (Matrix) Weight:48 Ito FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 DF 180OF 1.6E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 DF 180OF 1.6E(flat) end verticals-
WEBS 2x4 HF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 HF Stud/Std(flat)
REACTIONS. All bearings 12-2-0.
(lb)- Max Grav All reactions 250 lb or less at joint(s)17,10,9,16,15,13,12,14,11
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)All plates are 2x4 MT20 unless otherwise indicated,
2)Gable requires continuous bottom chord bearing.
3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
4)Gable studs spaced at 2-0-0 oc.
5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
7)CAUTION,Do not erect truss backwards.
ORRILL
�ti9 of WASr���
coo
51398 o 4�
Fvre-ra �w
IONAL 6`-
November 14,2016
WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.1010312015 BEFORE USE.
Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not
a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate[his design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web andlof chord members only Additional temporary and permanent bracing iTek,
is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the
fabrication,storage,delivery;erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate Institute,218 N Lee Street,Suitt•312,Alexandria.VA 22314. Corona,CA 92880
f. -
•1
Job Truss Tru- -ype Qty Ply 1834 says Floor
K2576775
B1605556F2 FT11 Floor Supported Gable 1 1
ProBuild Arlington, Arlington,WA 98223 7,640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 15:01:02 2016 Page 1
ID:OalgeeuKO2gelMZvl nBgV1yCM3H-2hZNC16xOdU2nDzwrPjOEhsbjZ3l6kOxlVjKxeyJDLV
�0-4-0 3x6 II 3x6 3x6 0-4-0
1 2 3 4 5
Scale=1 10 6
0
rb
i
8 7 s
2x4 2x4 I 2x4
c-a-o
Plate oiisqJII rx-v>~. [2:0-3-0-Edgy fs:a l.a-Ed9!4
LOADING(psf) SPACING- 2-0-0 CSI, DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.02 Vert(LL) -0.00 4 n/r 180 MT20 185/148
TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) -0.00 4 n/r 120
BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 6 nla n/a
BCDL 5.0 Code IRC2015/TP12014 (Matrix) Weight:16Ib FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 DF 180OF 1.6E(flat) TOP CHORD Structural wood sheathing directly applied or 3-3-8 oc purlins, except
BOT CHORD 2x4 DF 180OF 1.6E(flat) end verticals.
WEBS 2x4 HF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 HF Stud/Std(flat)
REACTIONS. (lb/size) 8=122/3-3-8,6=78/3-3-8,7=154/3-3-8
FORCES. (lb)-Max.Comp./Max,Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Gable requires continuous bottom chord bearing.
2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
3)Gable studs spaced at 2-0-0 oc.
4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails- Strongbacks to
be attached 10 walls at their outer ends or restrained by other means.
WASy��
�0� R 51398
�SS10NALE�Gt
November 14,2016
A WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE.
Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not
a buss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek
is always required for stability and to prevent collapse with possible personal injury and properly damage For general guidance regarding the
Fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle
Safety Information available From Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Corona CA 92880
Job Truss Tr, . T ype Oty Ply 1834 - ys Floor
K2576776
B1605556F2 PT1 Floor Girder 1 1 Job 1
Reference
ProBuild Arlington, Arlington.WA 98223 7 640 s Sep 29 2015 MiTek Industries.Inc. Mon Nov 14 15:01.02 2016 Page 1
ID:OalgeeuKO2gelMZv1 nBgV1 yCM3H-2hZNCl6xOdU2nDzwrPjOEhsOtZzj6ffxlVjKxeyJDLV
3x4=
1 20 2 3 30= 9 4 2x4
Scale=1:9.2
L 7 m
2x4 II 2x4
8 7 6 5
3x6= 3x6
i
4.1.8
_ 4-1-8
Plate Offsets(X Yt— [2:0-1.8-Ed9el.13:0.1.8 Edael 14 0-1.8.Edps] .
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.84 Verl(LL) -0.02 7-8 >999 360 MT20 1851148
TCDL 10.0 Lumber DOL 1.00 BC 0.40 Verl(CT) -0.03 7-8 >999 240
BCLL 0.0 Rep Stress Incr NO WB 0.38 Horz(CT) 0.01 5 n/a n/a
BCDL 5.0 Code IRC2015FFP12014 (Matrix) Weight:20 lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 DF 180OF 1.6E(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-8 oc purlins, except
BOT CHORD 2x4 DF 180OF 1.6E(flat) end verticals.
WEBS 2x4 HF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing
REACTIONS. (lb/size) 8=1242/0-7-0,5=1460/0-5-8
FORCES. (Ib)-Max,Comp,/Max-Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-8=-373/0,4-5=-596/0,2-3=-1260/0
BOT CHORD 7-8=0/1260,6-7=0/1260,5-6=0/1260
WEBS 2-8=-1533/0,3-5=-1533/0
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss,
3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Old(0.131"X 3")nails, Strongbacks to
be attached to walls at their outer ends or restrained by other means.
4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(8).
LOAD CASE(S) Standard
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(plf)
Vert:5-8=-10,1-4=-500(F=-400)
Concentrated Loads(Ib)
Vert:2=-316 9=-346
�gRRILL B
wnsq���!-�
coo
51398
�� FcrsruR�° �w
�SSI�NAL ���
November 14,2016
A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-T4T3 rev.1010312015 BEFORE USE.
Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,nor
a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,OSB-89 and SCSI Building Component 250 King Circle
Safety Information available from Truss Plate Institute,218 N.Lee Street,Sud-a 312,Alexandria,VA 22314, Corona.CA 928BO
' Job Truss Tf- "ype ally Ply 1834 �,..ys Floor
K2576777
B1605556F2 PT2 FLOOR GIRDER 1 1
R
ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc. Mon Nov 14 15:01:02 2016 Page 1
ID:OalgeeuKO2gelMZvl nBgVi yCM3H-2hZNC16xOdU2nDzwrPjOEhsPLZ1 L6h4xlVjKxeyJDLV
3x.4 =
1 2x4 2 3 3x4= 9 4 2x4 11
Scale=1:9 2
0
m
2x4 II 2x4 11
6 7 s 5
3x4= 3x4=
Y 4.1-8
4.1.8
Plate Offsets(X.Y)— 12:0-1.8.Edael [3:0.1-8.Edoel-1470.1-S.Edge[,f&0.1-8.0.0.0E f7:0-1-8.Edgg1
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (IGc) I/defl Lid PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.81 Vert(LL) -0.01 6 >999 360 MT20 185/148
TCDL 10.0 Lumber DOL 1.00 BC 0.17 Vert(CT) -0.01 6 >999 240
BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(CT) 0.00 5 n/a n/a
BCDL 5.0 Code IRC2015/TP12014 (Matrix) Weight:20lb FT=20%F,11%E
LUMBER- BRACING-
TOP CHORD 2x4 DF 180OF 1.6E(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-8 oc purlins, except
BOT CHORD 2x4 DF 180OF 1 6E(flal) end verticals.
WEBS 2x4 HF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 8=601/0-5-8,5=891/0-7-0
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 4-5=-369/0,2-3=-740/0
BOT CHORD 7-8=0/740,6-7=0/740,5-6=0/740
WEBS 2-8=-900/0,3-5=-900/0
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
LOAD CASE(S) Standard
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(plf)
Vert:5-8=-10,1-4=-100
Concentrated Loads(Ib)
Vert:2=-514 9=-538
,$RRILL B
WAS�f��
Q' O
51398 w�
,t+ GIsTB�
NAL ECG`
November 14,2016
WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11•7473 rev.1010312015 BEFORE USE.
Design valid for use only with MiTek®connectors-This design is based only upon parameters shown,and is for an individual building component,not
a truss system,Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek
is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and Truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880
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ArlinArlin ton,R'A 98223
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Phone: 1-360-925-4155
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LGI Homes 11/11/16 14:09:18 :•,;"Jb�.°"u" ' :J ..:I."," ";,:
Gregory Park-1934 B Grays Larry Livingston B1605556
1•iiil�l ii�d,s I�ni�C nv I i ii�lan:.�ra 1
WA
r
MiTek
MiTek USA, Inc.
250 Klug Circle
Corona, CA 92880
951-245-9525
Re: B1605556
1834 B Plan Grays
The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision
based on the parameters provided by ProBuild West(Arlington, WA).
Pages or sheets covered by this seal: K2576757 thru K2576764
My license renewal date for the state of Washington is May 16,2017.
Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3
These truss designs rely on lumber values established by others.
A, 0 WAsyll,
51
GIs-
November Tt R�
November 14,2016
Baxter, David
IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed
in the jurisdictions(s)identified and that the designs comply with ANSI/TPI 1.These designs are based upon parameters
shown(e.g., loads, supports,dimensions, shapes and design codes),which were given to MiTek. Any project specific
information included is for MiTek's customer's file reference purpose only, and was not taken into account in the preparation
of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any
particular building. Before use, the building designer should verify applicability of the design parameters and properly
incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2.
'I
Job Truss ''1YVi.,I ype C[y Ply 1834 B-an Grays
K2576757
B1605556 A01 GABLE 1 1
eice tootbi
ProBuild Arlington. Arlington,WA,98223 7 640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 15:00:36 2016 Page 1
I D:SdMazmgnLgfl LM8Fzd5677yC LAI-ph7Y IPoe WeCkfE_xJxFwACn5749fOy46mTOyO9yJDLv
.1.0.6 to-10.0 33,"
1.0.0 16-1&0 16-10-0
Scale=1:59 1
4x4=
9
10
500 12 7 11
6 /_ 12
5 13
i
4 \ 14
3 15
eSf 2 16 17
3x4= 30 29 28 27 26 25 24 23 22 21 20 19 18 17 3x4=
3x6 =
33414
' 3&"
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.00 1 n/r 120 MT20 1851148
TCDL 10.0 Lumber DOL 1.15 BC 0.14 Vert(CT) 0.01 1 n/r 120
BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(CT) 0.00 16 n/a n/a
BCDL 8.0 Code IRC2015/TP12014 (Matrix) Weight:146 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 HF No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 HF Stud/Std MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation ouide.
REACTIONS. All bearings 33-8-0.
(lb)- Max Horz 2=93(LC 8)
Max Uplift All uplift 100 lb or less atjoint(s)2,24,26,27,28,29,30,22,21,20,19,18,17
Max Grav All reactions 250 lb or less atjoint(s)16,23,24,26,27,28,29,22,21,20,19,18 except 2=252(LC
1),30=416(LC 19),17=434(LC 20)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
WEBS 3-30=-319/90,15-17=-336/95
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph,TCDL=6,Opsf;BCDL=4,8psf;h=25ft;Cat,11;Exp B;enclosed;MWFRS
(envelope)gable end zone;cantilever left and right exposed,end vertical left and right exposed;Lumber DOL=1.S0 plate grip DOL=1.60
3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry
Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1.
4)All plates are 2x4 MT20 unless otherwise indicated.
5)Gable requires continuous bottom chord bearing.
6)Gable studs spaced at 2-0-0 oc.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members. _` RRIL` q
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100lb uplift atjoint(s)2,24,26,27,28,29, e
l0 O�WA
`fJ 30,22,21,20,19,18,17.
10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
�P 0 .
51398 �4
�ss�ONAL
November 14,2016
A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE.
Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suile 312,Alexandria,VA 22314. Corona.CA 92880
Job Truss True. i ype City ply 11134 B r.an Grays
K2576758
81605556 A02 Common 10 1
Job Reference
ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries.Inc. Mon Nov 14 15:00:37 2016 Page 1
ID:SdMazmgnLgfILMBFzd567?yCLAI-HlZwyloGHyKbHNY7tfm9jPKCB UMwIFaG?79WYbyJDLu
�1 T 5.9.1319= 22-d.8 2L44.0 11�
1-0-0 5-9-13 5-5-13 5-6-6 5-6-6 5-11-10 0•$-8
Scale=1:50.0
04=
5
5 00 12 3x4 3x4
4 6
r
2x4 4x6
3 7
N
2
3x6
12 11 10 9 8
= —
3x4— 3x6- 3x8= 3x6= 2x4 ff
941.9 -1 11•'1.10 16.160 247.7 28.7A
941.9 2.3.1 541.6 7.9.7 4.0-1
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.52 Vert(LL) -0.19 2-12 >999 240 MT20 185/148
TCDL 10.0 Lumber DOL 1.15 BC 0.72 Vert(CT) -0.39 2-12 >879 180
BCLL 010 Rep Stress Incr YES WB 0.82 Horz(CT) 0.08 8 n/a n/a
BCDL 810 Code IRC2015/TP12014 (Matrix) Weight:119 lb FT=20
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-4 oc purlins, except
BOT CHORD 2x4 HF No.2 end verticals.
WEBS 2x4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
nstallation ouide.
REACTIONS. (lb/size) 2=1303/0-5-8,8=1213/Mechanical
Max Horz 2=98(LC 12)
Max Uplift2=-61(LC 8),8=-20(LC 9)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-2524/122,3-4=-2169/85,4-5=-1383/71,5-6=-1386/83,6-7=-1205/21,
7-8=-1 191/27
BOT CHORD 2-12=-155/2249,11-12=-65/1757,10-11=-65/1757,9-10=-19/1268
WEBS 5-10=-3/659,4-10=-744/116,4-12=0/431,3-12=-393/120,6-9=-518/56,7-9=0/1146
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4,8psf;h=25ft;Cat,11.Exp B;enclosed;MWFRS
(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1,60 plate grip DOL=1,60
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
5)Refer to girder(s)for truss to truss connections.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,8.
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. RRILI B
J� O�WAS1�jM.rt>,
�0¢+ 51398cr✓�
O�te, FGISTER�
�ssfONALE�G`
November 14,2016
A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE.
Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not
a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 01,
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing WOWis always required for stability and to prevent collapse with possible personal injury and properly damage For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate Instilule,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona;CA 92880
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Job Truss Truss i ype Oly Ply F183Ban Grays
K2576759
B1605556 A03 COMMON 1 1
ProBuild Arlington. Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 15:00:37 2016 Page 1
ID:SdMazmgnLgfILM8Fzd567?yCLAI-HtZwyloGHyKbHNY7tfm9j PKChUNvIDOG?79WybyJDLu
( t�ujoaa �z.tea asso
-0-0 5-9-12 5-5-14 5-6-6 5-6-6 5-5-14 5-9-12
Scale=1:59 1
4x4-
5
5 00 12 3x6% 3x6
4 6
2x4 2x4 i
3 7
2 6
_ 13 12 X o
3x6 11 3x4 3x6
3x4= 3x6= 3x10= 10 9
9 o s 1R sae sz�a 2a•�B as aA
948 7.9.0 5.9.8 2.e.0 -9."
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 056 Vert(LL) -0.19 8-9 >574 240 MT20 185/148
TCDL 10.0 Lumber DOL 1.15 BC 065 Vert(CT) -0,35 8-9 >310 180
BCLL 0.0 Rep Stress Incr YES WE 092 Horz(CT) 0.04 10 n/a nla
BCDL 8.0 Code IRC2015ITPI2014 (Matrix) Weight:128 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-5 oc purlins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 HF Stud/Std MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Lrystallation auide.
REACTIONS. All bearings 11-6-0 except Qt=length)2=0-5-8,10=0-5-8.
(lb)- Max Horz 2=93(LC 8)
Max Uplift All uplift 100 Ib or less at joint(s)S.2,9
Max Grav All reactions 250 Ib or less at joint(s)8,10 except 2=1024(LC 1),9=1835(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-1839/114,3-4=-1474/77,4-5=-667/65,5-6=-667/77,6-7=-33/829,7-8=-39/470
BOT CHORD 2-13=-144/1623,12-13=-54/1107,11-12=-54/1107,8-9=-405/43
WEBS 6-11=-15/751,6-9=-1556/69,7-9=-4871129,4-11=-755/114,4-13=0/449,3-13=-406/120
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=6.Opsf,BCDL=4.8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS
(envelope)gable end zone;cantilever left and right exposed,end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads,
4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8,2,9,
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
�> RRILL 9
,t9 WASkj
.t. O
51398
.o GISTER
�SS�ONAL
November 14,2016
A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 rev.1010312015 BEFORE USE.
Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not
a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate[his design into the overall
building design Bracing indicated is to prevent buckling or individual truss web and/or chord members only Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92680
1
Job Truss Tru-i ype Oty Ply 1834 B, ,dn Grays
K2576760
B1605556 A04 Common 3 1 Job 1
Reference uOno,
ProBuild Arlington, Arlington.WA 98223 7 640 s Sep 29 2015 MT Industries,Inc Mon Nov 14 15:00:38 2016 Page 1
ID:SdMazmgnLgfILM8Fzd567?yCLAI-1371A4pu2FSSuX7JRMHOFdINOuhvUitP Emv341 yJDLt
s412 � ;t+•a-+e tf+l•1�n 22•�$ ( 2T-fD•4 t 31E:0 aA.s.s
1 OG 5-9-12 5-5-14 5-6-fi 5-6 6 5-5-14 5-9-12 1-0 0
Scale=1:58.6
4x4
5
5 00 12 3x4 i 3x4
4 6
2x4 2x4
3 7
2 a
aI1 Lei
9 Ia
d o
13 12 10
3x8= 11 3x8
3x4 = 3x6= 3x8= 3x4=
"A 1816a 2a7.8 3341.0
r— 9.0•e 7," 7.9.8 r 8•D-8
Plate offsets(KY)- (2 -81
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.56 Vert(LL) -0.22 11 >999 240 MT20 185/148
TCDL 10.0 Lumber DOL 1.15 BC 0.80 Vert(CT) -0.43 8-10 >933 180
BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(CT) 0.15 8 nla n/a
BCDL 8.0 Code IRC2015ITP12014 (Matrix) Weight:130lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-9 oc purlins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 HF Stud/Std MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation cuide.
REACTIONS. (lb/size) 2=1514/0-5-8,8=1514/0-5-8
Max Horz 2=-89(LC 9)
Max Uplift2=-57(LC 8),8=-57(LC 9)
FORCES. (lb)-Max.Comp./Max,Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-3046/111,3-4=-2698/74,4-5=-1921/74,5-6=-1921/74,6-7=-2698/74,
7-8=-3046/111
BOT CHORD 2-13=-136/2726,12-13=-46/2249,11-12=-46/2249,10-11=0/2249,8-10=-48/2726
WEBS 5-11=0M060,6-11=-741/115,6-10=0/430,7-10=-385/120,4-11=-741/115,4-13=01430,
3-13=-385/120
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=11 Omph(3-second gust)Vasd=87mph,TCDL=6 Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS
(envelope)gable end zone;cantilever left and right exposed,end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,8.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. `�RRI L 8
WASI�I
51398 14�
okF �ClSTER
SSIONAL FAG
November 14,2016
A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing WOWis always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate Institute,218 N Lee Street,Suita 312,Alexandria,VA 22314. Corona,CA 92880
r
i
Job Truss JTruce.,i ype Oty Ply 1834 6, .dn Grays
K2576761
B1605556 A05 FINK 1 1
a I
ProBuild Arlington. Arlington.WA 98223 7,640 s Sep 29 2015 MiTek Industries.Inc Mon Nov 14 15:00:39 2016 Page 1
ID:SdMazmgnLgfILM8Fzd567?yCLAI-DGggNQgWpZaIWhIV?4odogPV2H 1 oDHMZTQeccUyJDLs
�1.OA �2J2. I 13.(En I 18.10.0 (te-tatt r 14-9-5 �q,�
t-o-0 7-2-2 5-9-14 3-10-0 2-0.11 14-9-5 1.0.0
Scale=1:61 0
4x4=
7
5x8=
5
5 00 12 4 10
12
14
3 9 16
17
3x4 =
8 3x6
25 19
2
�I1 21 I4
0 0
3x6 = 28 27 26 3x6 20
3x4= 3x6= 3x4= 24 23 22
( 9.11.15 i 1�fA_9 i 2�0.0 t 33-&D
9-11-15 6-0-10 9-11-7 7-8-0
to S&Yll— (470- 14.Ed- 119 0-64.0-1-81 r19:0 0-0_041.41
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ltd PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.76 Vert(LL) -0.30 2-28 -999 240 MT20 185/148
TCDL 1010 Lumber DOL 1 15 BC 0.82 Vert(CT) -0.59 2-28 >520 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.29 Horz(CT) 0.08 20 n/a n/a
BCDL 8.0 Code IRC2015/TP12014 (Matrix) Weight:163 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2'Except" TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
4-25:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
BOT CHORD 2x4 HF No.2 JOINTS 1 Brace at Jt(s):8,9,13
WEBS 2x4 HF Stud/Stcl [MiTestrecommends that Stabilizers and required cross bracing
beinalled during truss erection,in accordance with Stabilizer
Installationguide-
REACTIONS. All bearings 8-1-8 except(jt=length)2=0-5-8,25=0-5-8,25=0-5-8.
(lb)- Max Horz 2=89(LC 8)
Max Uplift All uplift 100 lb or less at joint(s)2,23,22,25 except 24=-182(LC 3)
Max Grav All reactions 250 lb or less at joint(s)23,22 except 2=1199(LC 1),
20=257(LC 1),25=1312(LC 1),25=1312(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-2 1 9 1 11 1 3,3-4=-1830/91,7-10=-251/47,19-20=-250/0,4-6=-1388/52,
6-8=-1411/63,8-9=-1444/61,9-11=-1552/66,11-13=-1652/74,13-15=-1668/77,
15-25=-1774/89
BOT CHORD 2-28=-128/1933,27-28=-20/1325,26-27=-20/1325,25-26=0/1681
WEBS 3-28=-470/138,9-26=-311/81,4-28=-22/561,4-26=01372,10-11=-269/78
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf,BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS
(envelope)gable end zone,cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1 60
3)All plates are 2x4 MT20 unless otherwise indicated.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Ova L B 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will A u�Wyk!
fit between the bottom chord and any other members. 1�
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,23,22,25 except
(jt=1b)24=182.
� O .
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
14 51398
SSJONALti�O
November 14,2016
A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. ��-
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Addilional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 King Circle
Safety Information available from Truss Plate Institute,216 N Lee Street,Suitt;312,Alexandria.VA 22314. Corona,CA 92880
J
Job Truss Tru,- ype oty Ply 1834 6.. n Grays
K2576762
I61605556 B01 Common Supported Gable 1 1
job erortea net
ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc. Mon Nov 14 15:00:40 2016 Page 1
ID SdMazmgnLgfILMBFzd567?yC LAI-h SE3bm r8ati98rHiYnJ sL2ygLhZ4ynv ih40A9wyJ DLr
t t ,p1 13d.e 2&&A i,L.O.1 1
1-60 13-0-0 13-0-0 1-40
Scale=146 1
4x4
8
7 9
5.00 12
8 10
5 11
4 LL�� 1
3 13
14
�I1 5(v
0 6
3x4= 27 26 25 24 23 22 21 20 19 18 17 16 3x4=
3x6=
r 20A40 i
7e-D-n
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) 0.00 14 n/r 120 MT20 185/148
TCDL 10.0 Lumber DOL 1.15 BC 0,05 Vert(CT) 0.00 15 n/r 120
BCLL 0.0 ' Rep Stress Incr YES WB 0,07 Horz(CT) 0.00 14 n/a n/a
BCDL 8.0 Code IRC2015ITP12014 (Matrix) Weight:103 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 HF Stud/Std MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide,
REACTIONS. All bearings 26-0-0.
(lb)- Max Horz 2=70(LC 8)
Max Uplift All uplift 100 lb or less at joint(s)2,22,24,25,26,27,20,19,18,17,16,14
Max Grav All reactions 250 lb or less at joint(s)2,21,22,24,25,26,27,20,19,18,17,16,14
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;VuIt=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;enclosed;MWFRS
(envelope)gable end zone,cantilever left and right exposed;end vertical left and right exposed;Lumber D6L=1.60 plate grip DOL=1.60
3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry
Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1.
4)All plates are 2x4 MT20 unless otherwise indicated.
5)Gable requires continuous bottom chord bearing.
6)Gable studs spaced at 2-0-0 oc.
7)This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads.
8)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,22,24,25,26,27,
20,19,18,17,16,14. O,_PRRILL 6
10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2,14. WAS 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. , ��
O
..0 ,� 51398 t��
0i0+ FGISTfi��00
sSr�NAL E�
November 14,2016
A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
.
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M1Tek'
is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,OSB-89 and BCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate InstiMe,218 N.Lee Street,&ftp 312,Alexandria,VA 22314. Corona,CA 92880
Job Truss True_ ,ype oty Ply 1834 B. ..n Grays
K2576763
81605556 602 Common 3 1
1 e
ProBuild Arlington. Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 15:00:40 2016 Page 1
to SdMazmgnLgfl LM8Fzd5677yC LAI-hS E3bmr8ati98rH iYnJsL2ygChN tykaih40A9wyJ D Lr
Fl l n2-a I tie l tE-9-12 N4o41 azn�o(
1-0-0 7-2-4 5-9-12 5-9-12 7-2-4 1-o-0
Scale=1:46 0
4x4
4
5 00 12
2.4\\ 2x4
3 5
2 8
�I1 ' I�
oLL4a
_ 9 B
3z8 5x8= 3x4 = 3x6=
l 10.60 1&0:0 l 26.Dd1 —i
1044 6-0-0 10-0.0
_Plate Offsets(X.YI— 19:0-4o.0-3.01
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.31 2-9 >977 240 MT20 185/148
TCDL 10.0 Lumber DOL 1.15 BC 0.83 Vert(CT) -0.62 2-9 >498 180
BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(CT) 0.08 6 nla n/a
BCDL 8,0 Code IRC2015ITP12014 (Matrix) Weight:89 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc purlins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 HF Stud/Std MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation uide.
REACTIONS. (lb/size) 2=1184/0-5-8,6=1184/0-5-8
Max Horz 2=70(LC 8)
Max Uplift2=-47(LC 8),6=-47(LC 9)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-2155/86,3-4=-1790/62,4-5=-1790/62,5-6=-2155/86
BOT CHORD 2-9=-84/1901,8-9=0/1301,6-8=-15/1901
WEBS 4-8=-31/565,5-8=-496/143,4-9=-30/565,3-9=-496I143
NOTES-
1)Unbalanced roof live loads have been considered forthis design.
2)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS
(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1-60
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,6,
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss,
�ERRIL,j, �
WAS 9I'�
O
RE(%ISTV.
�SS�pNAL��G`
November 14,2016
Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.1010312015 BEFORE USE.
Design valid for use only with MiTek®conneclors This design is based only upon parameters shown,and is for an individual building component,not
a truss system-Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing FIT!is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSBA9 and BCSI Building Component 250 Klug Cifcle
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92BBO
Job Truss Trua_.ype Qty Ply 1834 B.—n Grays
K2576764
81605556 D01 CALIFORNIA GIRDER 1
Job Referencetwrtal
31
ProBuild Arlington, Arlington,WA 98223 7-640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 15:00:42 2016 Page 1
ID:SdMazmgnLgfILM8Fzd567?yCLAI-erMpOSsP6Uy1N9R4gCMKQT1_PV5tQZM?9OtHDoyJDLp
5-2-0 0.7.5 4-7-1 4-7-1 0.7 5-2-0
Scale=1:36.3
5x12
5 00 F12 4x10= 5xl2
2 _5;23 10 5;a 11 12 M 13 1
e 3x6=
3x6 =
N
1 5
DQ
15 16 8 17 18 19 7 20 21 22 23 24 6 25 26 27 28
3x6= 8x8 = 8x16 MT20HS= Bx8= 3x6
5.2•D f0.4.8 15-8.12 r 204-12
5-2-0 5-2-6 5-2-6 5-2-0
11:a7-a.az•141.15:0--0-0 C-0-3 15 a7-a o-2-14) 16,0-3-8.aa-121 117as 121
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TIC 0.88 Vert(LL) -0.26 7 >929 240 MT20 185/148
TCDL 10.0 Lumber DOL 1.15 BC 0.60 Vert(CT) -0.45 7-8 >547 180 MT20HS 139/111
BCLL 0.0 ' Rep Stress Incr YES WB 0.53 Horz(CT) 0.09 5 n/a n/a
BCDL 8.0 Code IRC2015ITP12014 (Matrix) Weight:296 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No 2*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc purlins,except
2-4:2x6 DF No 2 2-0-0 cc purlins(6-0-0 max.):2-4.
BOT CHORD 2x6 DF 240OF 2 0E BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing.
WEBS 2x4 HF Stud/Std"Except`
2-8,4-6:2x4 HF No 2
REACTIONS. (lb/size) 1=7398/0-3-14 (req.0-4-1),5=7925/0-3-14 (req.0-4-6)
Max Horz 1=25(LC 27)
Max Uplift 1=-353(LC 8),5=-366(LC 9)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-2=-17024/887,2-9=-15375/833,9-10=-15375/833,10-11=-15375/833,3-11=-15375/833•
3-12=-15858/846,1 2-1 3=-1 58581846,13-14=-15858/846,4-14=-15858/846,
4-5=-175561900
BOT CHORD 1-1 5=-80911 5 7 6 2,15-16=-809/15762,8-1 6=-8 09/1 5762,8-17=-1143/20442,
17-18=-1143/20442,18-19=-1143/20442,7-19=-1143/20442,7-20=-1143/20442,
20-21=-1 1 43/2044 2,21-22=-1143/20442,22-23=-1143/20442,23-24=-1143/20442,
6-24=-1143/20442,6-25=-797/16259,25-26=-797/16259,26-27=-797/16259,
27-28=-797/16259,5-28=-797/16259
WEBS 2-8=-14215513,3-8=-5561/453,3-7=0/3094,3-6=-5041/437,4-6=-147/5703
NOTES-
1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows:
Top chords connected as follows:2x4-1 row at 0-4-0 cc,2x6-2 rows staggered at 0-9-0 cc.
Bottom chords connected as follows:2x6-2 rows staggered at 0-5-0 cc. FOUL e
Webs connected as follows:2x4-1 row at 0-9-0 cc.
2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply W
connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated.
3)Unbalanced roof live loads have been considered for this design. 0
4)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS
(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60
5)Provide adequate drainage to prevent water ponding.
6)All plates are MT20 plates unless otherwise indicated.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. A� 5�398
8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will O� �F 51398 tr
fit between the bottom chord and any other members. F
9)WARNING:Required bearing size at joint(s)1,5 greater than input bearing size. s`srO►�(At,F-
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s)except(jt=lb)1=353,
5=366.
Continued on page 2 November 14,2016
WARNING-Verify design parameters and READ NOTES O S A y g p N THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only AddAional temporary and permanent bracing iTek•
is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and Truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880
Job Truss Tra. .ype Qty Ply 1834 b .n Grays
K2576764
B1605556 D01 CALIFORNIA GIRDER 1 q
J e t
ProBuild Arlington. Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 15:00:42 2016 Page 2
I D:SdMazmgnLgflLM8rzd567?yC LAI-erMpOSsP6UytN9R4gCM KQT1_PV 5tQZM?9OtH DoyJ DLp
NOTES-
11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)378 lb down and 198 lb up at 5-10-1,130 lb down and 101 lb up at 7-11-2,
188 Ib down and 124 lb up at 9-11-2,188 lb down and 124 lb up at 10-9-10,and 130 lb down and 101 lb up at 12-9-10,and 378 Ib down and 198 lb up at 14-10-11 on top
chord,and 67 lb down at 1-11-2,1197 lb down and 36 lb up at 1-11-2,67 lb down at 3-11-2,1197 Ib down and 36 lb up at 3-11-2,67 lb down at 5-11-2,1197 lb down and 36
lb up at 5-11-2,67 lb down at 7-11-2,1197 Ito down and 36 lb up at 7-11-2,67 lb down at 9-11-2,1197 lb down and 36 lb up at 9-11-2,67 lb down at 10-9-10,1197 lb down
and 36 Ib up at 11-11-2,67 lb down at 12-9-10,1197 lb down and 36 Ito up at 13-11-2,67 lb down at 14-9-10,1197 lb down and 36 lb up at 15-11-2,67 Ib down at 16-9-10,
1197 lb down and 36 lb up at 17-11-2,and 67 lb down at 18-9-10,and 1197 Ib down and 36 lb up at 18-9-10 on bottom chord. The design/selection of such connection
device(s)is the responsibility of others.
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15
Uniform Loads(plf)
Vert:1-2=-70,2-4=-70,4-5=-70,1-5=-16
Concentrated Loads(lb)
Vert:9=-334 10=-130 11=-18812=-188 13=-130 14=-334 15=-1227(F=-30,B=-1197)16=-1227(F=-30,B=-1197)17=-1227(F=-30,B=-1197)18=-1227(F=-30, 3=-1197)
19=-1227(F=-30,B=-1197)20=-30(F)21=-1197(B)22=-30(F)23=-1197(B)24=-30(F)25=-1 197(B)26=-30(F)27=-1197(e)28=-1227(F=-30,B=-1197)
A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03t2015 BEFORE USE.
Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not
a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate[his design into the overall MR
building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 Ouallty Criteria,DSB-89 and BCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Corona,CA 92880
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MiTek
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MiTek USA, Inc.
250 Klug Circle
Corona, CA 92880
951-245-9525
Re: B1605555
1834 A Plan Grays
The truss drawing(s)referenced below have been prepared by MiTek USA, Inc. under my direct supervision
based on the parameters provided by ProBuild West(Arlington. WA).
Pages or sheets covered by this seal: K2576747 thru K2576756
My license renewal date for the state of Washington is May 16,2017.
Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3
These truss designs rely on lumber values established by others.
�ERR[LL e
WASy� 1! �
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November 14,2016
Baxter, David
IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed
in the jurisdictions(s)identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters
shown(e.g., loads,supports, dimensions,shapes and design codes),which were given to MiTek. Any project specific
information included is for MiTek's customer's file reference purpose only, and was not taken into account in the preparation
of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any
particular building. Before use,the building designer should verify applicability of the design parameters and properly
incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2.
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Job Truss Trus_ ype Oty Ply 1834 A. •Grays
K2576747
B1605555 A01 GABLE 1 1
lob Ratiornatyze Juti3bonali
ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 15:00:15 2016 Page 1
ID:SdMazmgnLgfILM8Fzd567?yCLAI-weEcLDXTTBZie?tub1 N?gmQVQc?IbStlxhgLntyJDME
1.0.0 16-10-0 16-10-0
Scale=1:59.1
4x4=
9
1�4
10
5.00 1211
12
5 13
4 14
15216
ailfv
o d
3x4 = 30 29 28 27 26 25 24 23 22 21 20 19 18 17 3x4 =
3x6=
3-'{3tfJ
sta.rT
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.00 1 n/r 120 MT20 185/148
TCDL 10.0 Lumber DOL 1.15 BC 0.14 Vert(CT) 0-01 1 n/r 120
BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(CT) 0-00 16 n/a n/a
BCDL 8.0 Code IRC2015/TP12014 (Matrix) Weight:146lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 HF No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing,
OTHERS 2x4 HF Stud/Std MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide.
REACTIONS. All bearings 33-8-0.
(lb)- Max Horz 2=93(LC 8)
Max Uplift All uplift 100 lb or less atjoint(s)2,24,26,27,28,29,30,22,21,20,19,18,17
Max Grav All reactions 250 lb or less atjoint(s)16,23,24,26,27,28,29.22,21,20,19,18 except 2=252(LC
1),30=416(LC 19),17=434(LC 2D)
FORCES. (Ib)-Max-Comp./Max.Ten,-All forces 250(lb)or less except when shown,
WEBS 3-30=-319/90,15-17=-336/95
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=11 Omph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS
(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60
3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry
Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1.
4)All plates are 2x4 MT20 unless otherwise indicated.
5)Gable requires continuous bottom chord bearing.
6)Gable studs spaced at 2-0-0 oc,
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members. EtZRILL
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,24,26,27,28,29, e
30,22,21,20,19,18,17, ,1� OF WA,
10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
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FCISTF.Rf
�3'•S�ONALE�G�
November 14,2016
n
WARNING-Verifydi n .rameiers and READ—g p n R A NOTES ON iH15 AND INCLUDED MITEN REFERENCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing iTo
is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,OSS-89 and BCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Corona.CA 92880
:,
V
Job Truss JTru,_ ,ype Ory Ply 1834A. _,iGrays
K2576748
B1605555 A02 Common 10 1
Ref a na
ProBuild Arlington, Arlington,WA 98223 7,640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 15:00:16 2016 Page 1
I D:SdMazmgnLgfl LM8Fzd567?yC LAI-Oro_YZY5EV hZF9S58luEM_ycV OCOKI NAALavJJyJDMD
�•Q,O� 5.413 11.3.10 18.10.0 r 22.4.8 29:4.D 2s8
1-QO 5-9-13 5-5-13 5-E-6 5-6-6 5-11-10 0.3.8.
Scale=1-50 0
4x4=
5
5 o0 12 3x4 i 3x4
4 6
2x4 46
3 7
v
2 N
�1
0
3x6
12 11 10 9 8
—
3x4= 3x6= 3x8= 3x6= 2x4
5-0.9 11.3•110 1&160 24471 2&7•6
i
2.3 6S8 7-9-7 440-1
LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.52 Vert(LL) -0.19 2-12 >999 240 MT20 185/148
TCDL 10.0 Lumber DOL 1.15 BC 0.72 Vert(CT) -0.39 2-12 >879 180
BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(CT) 0.08 8 n/a n/a
BCDL 8.0 Code IRC2015/TP12014 (Matrix) Weight:119 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-4 oc purlins, except
BOT CHORD 2x4 HF No.2 end verticals.
WEBS 2x4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
[MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
ins allali n auide.
REACTIONS, (lb/size) 2=1303/0-5-8,8=1213/Mechanical
Max Horz 2=98(LC 12)
Max Uplift 2=-61(LC 8),8=-20(LC 9)
FORCES. (Ib)-Max.CompdMax.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-25241122,3-4=-2169/85,4-5=-1383/71,5-6=-1386/83,6-7=-1205/21,
7-8=-1191/27
BOT CHORD 2-12=-15512249,11-12=-65/1757,10-11=-65/1757,9-10=-19/1268
WEBS 5-10=-3/659,4-10=-744/116,4-1 2=014 3 1,3-12=-393/120,6-9=-518/56,7-9=0/1146
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;VuIt=11Omph(3-second gust)Vasd=B7mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS
(envelope)gable end zone;cantilever left and right exposed,end vertical left and right exposed;Lumber D6L=1.60 plate grip DOL=1.60
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
5)Refer to girder(s)for truss to truss connections.
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,S.
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. `�,RRILj e
�9 F WAS
0
51398 �
O.c, FGisgt'�
�sSr�NAL
November 14,2016
A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE.
Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not
a Truss system Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing WOW
always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of Irusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suit 312,Alexandria,VA 22314. Corona,CA 92860
Y
I
3
Job Truss Trus_ .ype Qty Ply 1834 A, _, Grays
K2576749
B1605555 A03 COMMON 1 .me loationg)
1
ProBuild Arlington Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc. Mon Nov 14 15:00:16 2016 Page 1
I D:SdMazmgnLgfl LM8Fzd567?yC LAI-Oro_YZY5EVhZF9S58luEM_yc?OD?KjpAALavJ JyJ DMD
i 8912 �0.10 I 1&1a0 i 22-M �?7.�a4 t 338A
1-0-0 5-9-12 5-5-14 5-6-6 5-6-8 5-5-14 5-9-12
Scale=1:59 1
4x4=
5
Soo 12 3X6 3x6
4 6
2x4 J 2x4 i
3 7
2 8
dI112
13
I�
3x6= 11 3x4= 3x6=
3x4= 3x6= 300= 10 9
16.10.Q r 22.7.8
948 7.&8 SaiB
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.56 Vert(LL) -0.19 8-9 >574 240 MT20 185/148
TCDL 10.0 Lumber DOL 1.15 BC 0.65 Vert(CT) -0.35 8-9 >310 180
BCLL 0.0 ' Rep Stress Incr YES WB 0 92 Horz(CT) 004 10 n/a n/a
BCDL 8.0 Code IRC2015/TP12014 (Matrix) Weight:128 Ito FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-5 oc purlins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 HF Stud/Std MiTek recommends that Stabilizers and required cross bracing
De installed during truss erection,in accordance with Stabilizer
Installation ouide.
REACTIONS. All bearings 11-6-0 except(jt=length)2=0-5-8,10=0-5-8.
(Ib)- Max Horz 2=93(LC 8)
Max Uplift All uplift 100 lb or less at joint(s)8,2,9
Max Grav All reactions 250 lb or less at joint(s)8,10 except 2=1024(LC 1),9=1835(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-1839/114,3-4=-1474/77,4-5=-667/65,5-6=-667/77,6-7=-33/829,7-8=-39/470
BOT CHORD 2-13=-144/1623,12-13=-54/1107,11-12=-54/1107,8-9=-405/43
WEBS 6-11=-15/751,6-9=-1556/69,7-9=-487/129,4-11=-755/114,4-13=0/449,3-13=-406/120
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat-11.Exp B;enclosed,MWFRS
(envelope)gable end zone,cantilever left and right exposed,end vertical left and right exposed,Lumber DOL=1.60 plate grip DOL=1.60
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8,2,9,
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss
�$WRf11 6
�Q F WAS `•i),
O
51398
FGISTSR
�sSIONAL BAG`
November 14,2016
A WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE.
Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not
a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design Bracing indicated is to prevent buckling of individual truss web andfor chord members only Addilional temporary and permanent bracing MiTek,
is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-09 and BCSI Building Component 250 Klug Circle
Safely Information available from Truss Plate Institute,218 N-Lee Street,Suit:312,Alexandria,VA 22314. Corona,CA 92880
_ I .
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Job Truss TO.0- ype Qty PlyTA, _�i Grays
K2576750
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ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 15:00:17 2016 Page 1
ID:SdMazmgnLgfILM8Fzd567?yCLAI-t1 LMmvZj?opQtJ1 HISPTVBVnhQW?3ChJP?JSslyJDMC
1141- .f2 11._i.fA tB.1D0 22-:L$ I 27-10.4 l 334i.0 �g$A
1.0.0 5-9-12 5-5-14 5-6-6 5-6-6 5-5-14 5-9-12 1.0.0
Scale=1:586
4x4=
5
5 00 12 30% 3x4
4 6
2x4 2x4'51
3 7
1 2 8
�1 9 Iv
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13 12 10
3x6 - 11 3x8=
3x4= 3x6 = 3x8= 3x4=
r BA-B 18.10.0 24.7.8 33-8.0 r
r 9.�8 7�8� 7-a13 1 e-o.e
PJptQQ(Jse s(X.Y1— (2:o A 2.a1.81�f8:a4 2-ate
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.56 Vert(LL) -0.22 11 >999 240 MT20 185/148
TCDL 1010 Lumber DOL 115 BC 080 Vert(CT) -0.43 8-10 >933 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.81 Horz(CT) 0.15 8 n/a n/a
BCDL 8.0 Code IRC2015/TP12014 (Matrix) Weight:130 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-9 oc purlins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 HF Stud/Sld MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
InslalWtfon puWe.
REACTIONS. (lb/size) 2=151410-5-8,8=1514/0-5-8
Max Horz 2=-89(LC 9)
Max Up1ift2=-57(LC 8),8=-57(LC 9)
FORCES. (Ib)-Max.Comp,/Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-3046/111,3-4=-2698/74,4-5=-1921/74,5-6=-1921/74,6-7=-2698174,
7-8=-3046/111
BOT CHORD 2-13=-136/2726,12-13=-46/2249,11-12=-46/2249,10-11=0/2249,8-10=-48/2726
WEBS 5-11=0/1060,6-11=-741/115,6-10=0/430,7-10=-385M20,4-11=-741/115,4-13=0/430,
3-13=-385/120
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf,BCDL=4.8psf,h=25ft;Cat,11;Exp B;enclosed;MWFRS
(envelope)gable end zone;cantilever left and right exposed,end vertical left and right exposed;Lumber DOL=1 60 plate grip DOL=1.60
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,8.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. BRILL $
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51398q�
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November 14,2016
A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE
Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not
a truss system-Before use.the building designer must verify the applicability of design parameters and properly incorporate(his design into the overall
building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate Institute,218 N Lee Street,Suill:312,Alexandria,VA 22314. Corona,CA 92880
Job Truss rFI
a_ ype Qty Ply 1834A. _,tGrays
K2576751
61605555 A05 K 1 1
Reference(op lw�i et
ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries.Inc. Mon Nov 14 15:00:18 2016 Page 1
ID:SdMazmgnLgfILMBFzd5677yCLAI-LDvkzFaLm6xHVTcTGAwiSP2vLgsuonATef370ByJDMB
;(} 7.2.2 t 1341'.0 f f&tQ0 11&10.11 4
1-0.0 7-2-2 5-9-14 3-10-0 2-0-11 14-9-5 1-fF0
Scale=1:61 0
4x4
7
5x8=
5
5 00 Fl2 4 10
12
14
f)3 16
17
3x4 =
`\18 3x6
25 19
2
hI1 21 Iv
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3x6 = 28 27 26 3x6� 20
3x4= 3x6= 3x4= 24 23 22
9.11.16 /e.0.9 21iim 33.8•J! _
9-11-15 6-D-10 0-11•7 7$0
PL41te Offs s iX_Y►—L4,Q-114 sf�l ta9:as e.a��kf]a:o Q.an a1
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.76 Vert(LL) -0.30 2-28 >999 240 MT20 185/148
TCDL 10.0 Lumber DOL 1.15 BC 0,82 Vert(CT) -0.59 2-28 >520 180
BCLL 0.0 ' Rep Stress Incr YES WE 0.29 Horz(CT) 0.08 20 n/a n/a
BCDL 8.0 Code IRC2015ITP12014 (Matrix) Weight:163 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2'Except" TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
4-25:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
BOT CHORD 2x4 HF No.2 JOINTS 1 Brace at Jt(s):8,9,13
WEBS 2x4 HF Stud/Std MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Instanation guide.
REACTIONS. All bearings 8-1-8 except Qt=length)2=0-5-8,25=0-5-8,25=0-5-8.
(Ib)- Max Horz 2=89(LC 8)
Max Uplift All uplift 100 Ill or less atjoint(s)2,23,22,25 except 24=-182(LC 3)
Max Grav All reactions 250 lb or less atjoint(s)23,22 except 2=1199(LC 1),
20=257(LC 1),25=1312(LC 1),25=1312(LC 1)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 2-3=-2191/113,3-4=-1830/91,7-10=-251/47,19-20=-250/0,4-6=-1388/52,
6-8=-1411/63,8-9=-1444/61,9-11=-1 552/66,11-13=-1652/74.13-15=-1668/77,
15-25=-1774/89
BOT CHORD 2-28=-128/1933,27-28=-20/1325,26-27=-20/1325,25-26=0/1681
WEBS 3-28=-470/138,9-26=-311/81,4-28=-22/561,4-26=0/372,10-11=-269/78
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph,TCDL=6,Opsf,BCDL=4.8psf;h=25ft;Cat.11,Exp B;enclosed;MWFRS
(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1 60
3)All plates are 2x4 MT20 unless otherwise indicated.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �FRR eq
fit between the bottom chord and any other members. ,�9 F WAS/i! "l"A
6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,23,22,25 except
(jt=lb)24=182. Q p
7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
'Oyu ,p 51398
�`sSfONAL �V�
November 14,2016
,&WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7478 rev.1 010 312 01 5 BEFORE USE
Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate[his design into the overall MH
building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing Welk'
always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPH Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate Institute,218 N.Lee Street,SuM 312,Alexandria,VA 22314. Corona,CA 92B80
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1-0-0 13-0-0 13-0-0 1-0-0
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8 10
5 11
4 `` 12
3 13
2 14
aIt 15 Iv
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3x4— 27 26 25 24 23 22 21 20 19 18 17 16 3x4=
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LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) 1/defl L/d PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) 0.00 14 n/r 120 MT20 185/148
TCDL 10.0 Lumber DOL 1,15 BC 0.05 Vert(CT) 0.00 15 n/r 120
BCLL 0.0 Rep Stress Incr YES WB 007 Horz(CT) 0.00 14 n/a n/a
BCDL 8.0 Code IRC2015/TP12014 (Matrix) Weight:103 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing.
OTHERS 2x4 HF Stud/Std MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Inslallation aulde.
REACTIONS. All bearings 26-0-0.
(Ib)- Max Harz 2=70(LC 8)
Max Uplift All uplift 100 lb or less at joint(s)2,22,24,25,26,27,20,19,18,17.16,14
Max Grav All reactions 250 lb or less at joint(s)2,21,22,24,25,26,27,20,19,18,17,16,14
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;VuIt=1I Omph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.11;Exp B.enclosed;MWFRS
(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1 60 plate grip DOL=1.60
3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry
Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1.
4)All plates are 2x4 MT20 unless otherwise indicated.
5)Gable requires continuous bottom chord bearing.
6)Gable studs spaced at 2-0-0 cc.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,22.24,25,26,27,
20,19,18,17,16,14. 9_aG.RRILL
10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2,14.
11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss- J� F WAS
E.P CEO F�
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November 14,2016
WARNING-Verify design n parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MTek®connectors This design is based only y upon parameters shown,and is for an individual building component,not
a truss system Before use,the building designer musk verify the applicability of design parameters and properly incorporate this design into the overall IT!
building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the
fabrication,storage,delivery,erection and bracing of krusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate Institute,218 N Lee Street,Suile 312,Alexandria,VA 22314. Corona,CA 92880
x � :�
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Job Truss Tru_ .ype City Ply 1834 A. �n Grays
K2576753
B1605555 B02 Common 3 1
(oplionall
ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 15,00:20 2016 Page 1
ID:SdMazmgnLgfILM8Fzd567?yCLAI-Hc1 VOxbbljB?kmisNayAXg7FFdYCGhdm5zY6T4yJDM9
13.rMA 11L9.12 2111." r22,.A-0r
1-0-0 7-2-4 5-9-12 5-9-12 7-2-4 1-40
Scale=1:46 0
4x4=
4
5 00 F12
2x4 2x4
S 5
2 6
oI1 T 10
9 6
3x6= 5x6— 3x4 = 3x6
togLo r 16.0-0
10-0-0 641,411 160.E
Plate offsets(A.Yi- 18'04.11 M-01
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.31 2-9 >977 240 MT20 185/148
TCDL 10.0 Lumber DOL 1 15 BC 0 83 Vert(CT) -0.62 2-9 >498 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.29 Horz(CT) 0.08 6 n/a n/a
BCDL 8.0 Code IRC2015/TP12014 (Matrix) Weight:89 lb FT=20
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc purlins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 HF Stud/Std MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Ins n-
REACTIONS. (Ib/size) 2=1184/0-5-8,6=1184/0-5-8
Max Horz 2=70(LC 8)
Max Uplift2=-47(LC 8),6=-47(LC 9)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-2155/86,3-4=-1790/62,4-5=-1790162,5-6=-2155/86
BOT CHORD 2-9=-84/1901,8-9=0/1301,6-8=-15/1901
WEBS 4-8=-31/565,5-8=-496/143,4-9=-30/565,3-9=-496/143
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=6,Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B.enclosed;MWFRS
(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip.DOL=1.60
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,6.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
�fliR(LL Q
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'O1 R 51398
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November 14,2016
WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev.1010312015 BEFORE USE.
Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate Institute,218 N Lee Street,Suilo 312,Alexandria,VA 22314. Corona,CA 92880
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PrOBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 15:00:20 2016 Page 1
ID:SdMazmgnLgfILM8Fzd567?yCLAI-Hcl VOxbbljB?kmisNayAXg7NOdjKG19m5zY6T4yJDM9
.yl ID.B-B I 2I-111.0 .?2g
1-0-0 10-6-0 10-6-0 1-0-0
Scale=1:37,8
4x4=
6
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5
4 6
3 11
2 10
v� 11 Ie
._77,_7 o
3x4= 19 18 17 16 15 14 13 12 3x4=
3x6 -
t 27-00
2141.0 I
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) 0.01 11 n/r 120 MT20 1851148
TCDL 10.0 Lumber DOL 1.15 BC 0.12 Vert(CT) 0.02 11 n/r 120
BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 10 n/a n/a
BCDL 8.0 Code IRC2015/TP12014 (Matrix) Weight:76 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No,2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 HF Stud/Std MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation guide,
REACTIONS. All bearings 21-0-0-
(lb)- Max Horz 2=57(LC 8)
Max Uplift All uplift 100 lb or less at joint(s)2,16,18,19,14,13,12,10
Max Grav All reactions 250 lb or less at joint(s)2,15,16,18,14,13,10 except 19=382(LC 19),12=382(LC 20)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
WEBS 3-19=-293/82,9-12=-293/82
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=6.0psf;BCDL=4,8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS
(envelope)gable end zone;cantilever left and right exposed,end vertical left and right exposed,Lumber DOL=1.60 plate grip DOL=1.60
3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry
Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1
4)All plates are 2x4 MT20 unless otherwise indicated.
5)Gable requires continuous bottom chord bearing,
6)Gable studs spaced at 2-0-0 oc,
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads,
8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,16,18,19,14,13, O ,aRRILJ e
12,10, M" Q L
10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. .�� OF WASh�� f).�
NALE�G
November 14,2016
WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Is'
building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing Welk'
always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Corona.CA 92880
x
I
i
V
Job Truss Tru_ .ype oty Ply 1834A, .n Grays
K2576755
81605555 CO2 Common 2 1
8ftlnc9.1001io
ProBuild Arlington, Arlington WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc. Mon Nov 14 15:00:21 2016 Page 1
ID-SdMazmgnLgfILMBFzd567?yCLAI-IobtcGcD21 JSMwK2xlUP31 gVLI yM?9fvKdHg?WyJDM8
15.2.15 20.8.12 i
5-5-13 4-10-9 4-10-9 5-5-13
Scale=1:35.0
4x4=
3
5 o0 12
2x4 \\ 2x4
2 4
1 5
I4
0 0
7 6
3x4= 5x8 — 3x4= 3x4=
i T-&8 i 15.2.4 20.1612
7-6-8 5-7-11 7-6-8
.ate Off"Its(X.Y1— l7:0-4-0.0-3-01
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.39 Vert(LL) -0.11 5-6 >999 240 MT20 185/148
TCDL 10.0 Lumber DOL 1.15 BC 0.51 Vert(CT) -0 23 5-6 >999 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.24 Horz(CT) 0.05 5 n/a n/a
BCDL 8.0 Code IRC2015/-TP12014 (Matrix) Weight:69 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc purlins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 HF Stud/Std MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation auide.
REACTIONS. (lb/size) 1=87710-3-14,5=8 7 710-3-1 4
Max Horz 1=53(LC 8)
Max Uplift 1=-26(LC 8),5=-26(LC 9)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD 1-2=-1711/71,2-3=-1456/55,3-4=-1456/55,4-5=-1711171
BOT CHORD 1-7=-75/1520,6-7=0/1031,5-6=-23/1520
WEBS 3-6=-25/466,4-6=-3791116,3-7=-25/466,2-7=-379/116
NOTES-
1)Unbalanced roof live loads have been considered for this design.
2)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS
(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60
3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4)"This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,5.
6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss.
�ERRILI- 6
�4 F WAs�r Fj
15(398
.� SISTER
c�sslON AL E�V�
November 14,2016
A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not
.
a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M�Te�
is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and Truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate Instilule,216 N Lee Street,SuiW 312,Alexandria,VA 22314. Corona,CA 92880
i
Job Truss Tru- .ype Oty Ply 1834 A. ..n Grays
K2576756
�1605555 CO3 COMMON GIRDER 1 Job nce
ProBuild Arlington. Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 15:00:22 2016 Page 1
ID:SdMazmgnLgfILM8Fzd567?yCLAI-D_9FpcdspLRjz4vEV??ecFCbaRH4kWC2YH1 DXzyJDM7
r &5.13 I 10.44t I 15.2.15 f 204612
5-5-13 4-10-9 4-10-9 5-5-13
Scale=1:36 0
44
3
5.00 12
6x6 6x6
2 4
a
1 5
IoDQ
10 11 9 12 13 8 14 7 15 16 6 17 18 19
3x10= 3x10 5x12 MT20HS= 8x8= 3x10 II 3x10=
5.5.13 Ia." 1,5-�,5 204612 r
5-5-13 4-10-9 A.1f}.$ 5.5.13
Plate Melk.(XYl— tZ.B_4��-1121
LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ltd PLATES GRIP
TCLL 25.0 Plate Grip DOL 1A5 TC 0.74 Vert(LL) -0.17 7-9 >999 240 MT20 185/148
TCDL 10.0 Lumber DOL 1,15 BC 0.61 Vert(CT) -0.29 7-9 >832 180 MT20HS 165/146
BCLL 0.0 ' Rep Stress Incr YES WE 0.60 Horz(CT) 0.06 5 nla n/a
BCDL 8.0 Code IRC2015ITP12014 (Matrix) Weight:274 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-3 oc purlins.
BOT CHORD 2x6 DF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 HF Stud/Std*Except*
3-7:2x4 HF No-2
REACTIONS. (lb/size) 1=6597/0-4-0,5=7125/0-4-0
Max Horz 1=-52(LC 32)
Max Uplift/=-168(LC 8).5=-181(LC 9)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD 1-2=-13642/344,2-3=-9478/249,3-4=-9478/250,4-5=-14106/357
BOT CHORD 1-10=-327/12484,10-11=-327/1 2484,9-11=-3 2 7/1 248 4,9-12=-327/12484,
12-13=-327/12484,8-13=-327/12484,B-14=-327/12484,7-14=-327/12484,
7-15=-287/12914,15-16=-287/12914,6-16=-287/12914,6-17=-287/12914,
1 7-1 8=-28 7/1 291 4,18-19=-287/12914,5-19=-287/12914
WEBS 3-7=-140/6888,4-7=-4691/188,4-6=-35/3545,2-7=-4216/176,2-9=-26/3170
NOTES-
1)3-ply truss to be connected together with 1 Od(0.131"xW)nails as follows:
Top chords connected as follows:2x4-1 row at 0-7-0 oc.
Bottom chords connected as follows:2x6-2 rows staggered at 0-4-0 oc.
Webs connected as follows:2x4-1 row at 0-9-0 oc.
2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply
connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated.
3)Unbalanced roof live loads have been considered for this design.
4)Wind:ASCE 7-10,Vult=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;enclosed;MWFRS BRILL A
(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 a`9 WASy
5)All plates are MT20 plates unless otherwise indicated.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0
7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=168,
5=181.
9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. .44 R S 1398 � Qr
10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1197 lb down and 36 lb up at
1-11-2,1197 Ib down and 36 lb up at 3-11-2,1197 lb down and 36 lb up at 5-11-2,1197 lb down and 36 lb up at 7-11-2,1197 lb down
and 36 lb up at 9-11-2,1197 lb down and 36 lb up at 11-11-2,1197 lb down and 36 lb up at 13-11-2,1197 lb down and 36 lb up at NAL�
15-11-2,and 1197 lb down and 36 lb up at 17-11-2,and 1197 lb down and 36 lb up at 18-9-10 on bottom chord The design/selection
of such connection device(s)is the responsibility of others,
Continued on page 2 November 14,2016
A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not
a truss system-Before use the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suit 312,Alexandria,VA 22314. Corona,CA 92880
I
Job Truss Tru-. .ype Oty Ply 1834 A, _n Grays
K2576756
B1605555 CO3 COMMON GIRDER 1
ProBuild Arlington. Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 15:00:22 2016 Page 2
ID:SdMazmgnLgfILM8Fzd567?yCLAI-D_9FpcdspLRjz4vEV??ecFCbaRH4kWC2YH1 DXzyJDM7
LOAD CASE(S) Standard
1)Dead+Roof Live(balanced):Lumber Increase=1,15,Plate Increase=1.15
Uniform Loads(plf)
Vert:1-3=-70,3-5=-70,1-5=-16
Concentrated Loads(Ib)
Vert:10=-1197(8)11=-1197(B)12=-1197(B)13=-1197(B)14=-1197(B)15=-1197(B)16=-1197(B)17=-1197(B)18=-1197(B)19=-1197(B)
A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,nor
a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design Bracing indicated is to prevent buckling of individual Truss web and/or chord members only Additional temporary and permanent bracing He!is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Krug Circle
Safety Information available from Truss Plate Institute,218 N Lee Street,Sufte 312,Alexandria,VA 22314. Corona,CA 92880
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Prescriptive Energy Code Compliance for All Climate Zones in Washington
Project Information Contact Information
Plan 1834
This project will use the requirements of the Prescriptive Path below and incorporate the
the minimum values listed.In addition,based on the size of the structure,the appropriate
number of additional credits are checked as chosen by the permit applicant.
Authorized Representative Date
-AlI mate Zones
R-Value` 1-1-Factor
Fenestration U-Factor n/a 0.30
Skylight U-Factor n/a 0.60
Glazed Fenestration SHGC n/a n/a
Ceiling" 49i 0.026
Wood Frame Wall9"" 21 int 0.056
Mass Wall R-Value' 21/21 ' 0.056
Floor 309 0.029
Below Grade Wall" 10/15/21 int+TB 0.042
51ab"R-Value&Depth 10, 2 ft n/a
"Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2.
Each dwelling unit In a residential building shall comply with sufficient options from Table R406.2 so as to achieve
the following minimum number of credits:
1. Small Dwelling Unit: 1.5 credits
Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration
area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500
square feet.
02.Medium Dwelling Unit: 3.5 credits
All dwelling units that are not included in#1 or#3, Exception:Dwelling units serving R-2 occupancies shall
require 2.5 credits.
[]3. Large Dwelling Unit: 4.5 credits
Dwelling units exceeding 5000 square feet of conditioned floor area.
1_14. Additions less than 500 square feet: .5 credits
Table R406.2 Summary
b tioo Description Credit(s)
1a Efficient Building Envelope 1a 0.5 ❑
lb Efficient Building Envelope 1 b 1.0
1c Efficient 8ullding Envelope 1c 20
1d Efficient Building Envelope ld 0.6
2a Air Leakage Control and Efficient Ventilation 2a 0.5
2b Air Leakage Control and Efficient Ventilation 2b 1.0
2c Air Leakage Control and Efficient Ventilation 2c 1.5
3a High Efficiency HVAC 3a 1.0 1,0
3b High Efficiency HVAC 3b 1.0 ❑
3c High Efficiency HVAC 3c 1.5 ❑
3d High Efficiency HVAC 3d 1.0 El
4 High Efficiency HVAC Distribution System 1.0 Q 1.0
5a Efficient Water Heating 5a 0.5 0 0.5
5b Efficient Water Heating 5b 1.0 [] 1.0
5c Efficient Water Heating 5c 1.5 ❑
5d JEfficient Water Heating 5d 0.5
6 lRenewable Electric Energy 0.5 '1200 kwh D.0
Total Credits 3.50
*Please refer to Table R406.2 for complete option descriptions
acept^
��rd 0 it 1011
SP tZ-)S
., ,.
3 , .. ..
Table R402.1.1 Footnotes
For SI: 1 foot.=304.8 mm,ci.=continuous insulation, int.= intermediate framing.
e R-values are minimums. U-factors and SHGC are maximums.When insulation is installed in a cavity which is
less than the label or design thickness of the insulation,the compressed R-value of the insulation from
Appendix Table A101.4 shall not be less than the R-value specified in the table.
n The fenestration U-factor column excludes skylights.The SHGC column applies to all glazed fenestration.
"10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall,or R-15 on the continuous
insulation on the interior of the wall,or R-21 cavity insulation plus a thermal break between the slab and the
basement wall at the interior of the basement wall. "10/15/21.+TB"shall be permitted to be met with R-13
cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior
of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity
insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement
wall.
d R-10 continuous insulation is required under heated slab on grade floors.See R402.2.9.1.
e There are no SHGC requirements in the Marine Zone.
f Reserved.
e Reserved.
Reserved.
The second R-value applies when more than half the insulation is on the interior of the mass wall.
'Reserved.
k For single rafter-or joist-vaulted ceilings,the insulation may be reduced to R-38.
Reserved.
m Int. (intermediate framing)denotes standard framing 16 inches on center with headers insulated with a
minimum of R-10 insulation.
Table R402.1.3 Footnote
a Nonfenestration U-factors shall be obtained from measurement,calculation or an approved source or as
specified in Section R402.1.3.
= -- -~ -= - -- - - - = = = -- =- -- - - ^ =
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. "
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/
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'
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'
Window, Skylight and Door Schedule
Project Information Contact Information
Plan 1834
Width Height
Ref. U-factor Qt. Feet inch Feet inch Area UA
Exempt Swinging Door(24 sq. ft. max.) 1 0.0 0.00
Exempt Glazed Fenestration (15 sq. ft. max.) 1 0.01 0.00
Vertical Fenestration(Windows and doors)
Component Width Height
Description Ref. U-factor Qt. Feet inch Feet Inch Area UA
House to Garage Door 10.30 1 2 6 n 17.8 5.33
Entry Door 10.30 1 3 6 " 20.0 6.00
Vinyl Frame Window 0.30 3 3 5 45.0 13.50
0.30 3 5 5 75.0 22.50
0.30 1 6 6 10 41.0 12.30
0.30 3 2 1 12 12.0 3.60
0.30 1 3 4 ° 13.5 4.05
0.30 0.0 0.00
0.30 0.0 0.00
0.30 0.0 0.00
0.30 0.0 0.00
0.30 0.0 0.00
0.30 0.0 0.00
0.30 0.0 0.00
0.30 0.0 0.00
0.30 0.0 0.00
0.30 0.0 0.00
0.30 0.0 0.00
0.30 0.0 0.00
0.30 0.01 0.00
0.30 0.0 0.00
0.30 0.0 0.00
0.30 0.0 0.00
0.30 0.0 0.00
0.30 0.0 0.00
0.30 0.0 0.00
0.30 0.0 0.00
0.30 0.0 0.00
0.0 0.00
0.0 0.00
0.0 0.00
0.0 0.00
0.0 0.00
0.0 0.00
0.0 0.00
0.0 0.00
0.0 0.00
0.0 0.00
0.0 0.00
o.0 0.00
0.0 0.00
0.0 0.00
Sum of Vertical Fenestration Area and UA 224.31 67.28
Vertical Fenestration Area Weighted U= UA/Area 0.30
Overhead Glazing(Skylights)
Component Width Height
Description Ref. U-factor Qt. Feet Inch Feet Inch Area UA
0.01 0.00
0.0 0.00
0.0 0.00
0.0 0.00
0.0 0.00
0.01 0.00
Sum of Overhead Glazing Area and UA 0.0 0.00
Overhead Glazing Area Weighted U=UA/Area 0.00
Total Sum of Fenestration Area and UA (for heating system sizing calculations) 1 224.31 67.28
ti
Simple Heating System Size:Washington State
This healing syslem sizing calculator is based on the Presgoolive Reguiremenls of the 2015 Washington Slate Energy Code IWSECI and ACCA Manuals
J and S This calculator will calculate heatina loads only.A--A oro.edures for surna cooling systems should be used to determine cooling loads
The glazing(window)and door portion of this calculator assumes the installed glazing and door products have an area weighted average U-factor of 0 30
The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2015 WSEC.
Please fill out all of the green drop-downs and boxes that are applicable to your project.As you make selections in the drop-downs for each section,some
values will be calculated for you.If you do not see tale selection you need in the drop-down options,please call the W SU Energy Extension Program at
(360)956-2042 for assistance
Prolm Information Conlart Information
Plan 1834
Heatina System Type: O Aa other systems Q Heat Pump
To see detailed instructions for each section,place yourcursoron tire word"Instructions".
Deslgn Temperature
Instructions Design Temperature Difference(AT) 51
L Puyallup AT=Indoor(In degrees)-Ouldoor Design Temp
Area of Suildina
Conditioned Floor Area
Instructions Conditioned Floor Area(sq ft) 1.834
Average Ceiling Height Conditioned Volume
Instructions Average Ceiling Height(it) B.8 16,139
Glazina and Doors U-Factor X Area = UA
Instructions
0.30 224 6720
Skylights U-Factor X Area = UA
Instructions 0.50
Insulation
Attic U-Factor X Area UA
Instructions i I149 A 0.026 1.157 30.08
Single Rafter or Joist Vaulted Ceilings U-Factor X Area UA
Instructions i SWMR•va+ue ji No selection
Above Grade Walls(see Figure 1) U-Factor X Area UA
Instructions R-211ntermedlate Wig 0.056 F 2,100 1 117.60
Floors U-Factor X Area UA
Instructions l!R,0 . 0.029 1,157 33.55
Below Grade Walls(see Figure 1) U-Factor X Area UA
Instructions
I Selec�R-value V� NO selection u Slab Below Below Grade I:ee Figure 1) F•Factor X Lol th 1 UA
Instructions
�iSeic[tcondrtmn,np .r No selection •••
Slab on Grade(,:aa Figure 1) F-Factor X LoL th J UA
Instructions
No Slah on Grade in this project. ♦� '-'
Location of Ducts
Instructions Y Condl[ianed Space W Duct Leakage Coefficient
1.00
Sum of UA 24844
Envelope Heat Load 12,670 Btu/Hour
Figure 1, sum ofUAXAT
Air Leakage Heat Load 8,8B9 Btu/Hour
Volume 0.6 X A I X V18
^n.,eru4• Building Design Heat Load 21,560 Btu/Hour
An Leakage F Envolopo Hoar Loss
Building and Duct Heat Load 21,560 Btu/Hour
Durls in unconditioned space;Surrr of 80ding Heal Lass X 1 r0
Duels,n rondiWned space:Sim of Owlding Heat Loss X 1
Maximum Heat Equipment Output 30,184 Btu/Hour
80din.9 and Duct Heal loss X L40 for Forced Air Fui nera
Building and Duct II..I Loss X 1 25/or Heal Pomp
fog/gr/�3�
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NASH&ASSOCIATES
ARCHITECTS
PLAN 1834
BEAM, LATERAL &
SEISMIC CALCULATIONS
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ARC ITE
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THOMAS NASH
STATE OF WASHINGTON ReceiveuI
JAN 0 4 2017
J2,(t7lZ1S
2015 IBC
JULY 1, 2016
8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117
WWW.NASH—ARCHITECTS.COM
Permit#1275
Address Payment Info
Address 9029 171 st Street NE Receipt# 1206556
City Arlington Date 4/21/2017
State WA Paid By LGI Homes-Washington,LLC
Zip 98223 Description Building Permit
Payment Type Check#4371
Accepted By Kristin Foster
Fees Paid
Fee Fee Description Factor Total Fee Amount
Amount Paid
Building Permit Fee 322.10.00.00 2394.6 2,394.60 2,394.60
Building Plan Review Fee 345.83.00.00 1556.49 1,556.49 1,556.49
Gas Outlets Base Fee 1 to 5 322.10.00.00 0 10.00 10.00
Mechanical Permit Base Fee 322.10.00.00 0 25.00 25.00
Park-Community SF 345.85.00.00 0 1,662.00 1,662.00
Plumbing Permit Base Fee 322.10.00.00 0 25.00 25.00
Plumbing Permit Fee(Enter Fixture 322.10.00.00 13 156.00 156.00
Fee)
Processing/Technology Fee 341.43.00.02 0 25.00 25.00
State Building Code Surcharge Fee 386.00.01.00 0 4.50 4.50
Traffic Mitigation 345.85.00.02 0 3,355.00 3,355.00
Water Heater 322.10.00.00 0 25.00 25.00
Total Payment:9,238.59
Date: 04/03/2026
Permit#: 1275
Perm t Date: 01/06/2017
Review Date: 01/06/2017
Perm Type: RESIDENTIAL SINGLE FAMILY
Review Type: RESIDENTIAL SINGLE FAMILY
Target Date: 01/13/2017
Scheduled Time 00:00
Com pleted Date: 02/15/2017
Description: approved with red lines
Review Status:
Assigned To: z.Rick Karns
Tim eIn: 00:00
Time O it: 00:00
H curs: 0.0
Property Information
Parcel#: LGI HOMES-WASHINGTON LLC
LGI HOMES-WASHINGTON LLC 1 450 LAKE ROBBINS DR STE 430
9029 171st Street NE T HE WOODLANDS, TX 77380
Zoning: 111 Single Fam iy Residence -
DetachedLot: 23 B lock:
Permit#: 1275
Permit Date: 01/06/17
Permit Type: RESIDENTIAL SINGLE FAMILY
Project Nam e Gregory Park
Applicant Nam a LGI Horn cs -Washington, LLC
Applicant Address: 11410 NE 124th Street, Ste #103
Applicant, City, State, Zip: Kirkland, WA98034
Contact: Jake Jabusch
Phone: 360-353-0588
Em al:jake.jabusch@lgihom cs.com
Scope of Work: New SFR
Valuation: 224898.40
Square Feet: 2244
Num ber of Stories: 2
Construction Type:
O xupancy G ioup:
ID Code:
Permit Issued: 04/20/2017
Permit Expires:
Form Permit Type:
Status: LASERFICHE
Assigned To: Kristin Foster
Property
Parcel# Address L egal Description O wrier Nam e Ovner Phone Zoning
LGI HOMES-
9029 171 st Street NE WASHINGTON Residence
Single Dam iy
-Detached
LLC
Contractors
Contractor P rim ay Contact P hone A ddress C ontractor Type L icense License#
LGI HOMES- 12951 BELRED CONSTRUCTION Labor and LGIHOHL857MB
WASHINGTON LLC RD#150 CONTRACTOR Industries
Inspections
Date I nspection Type D escription S cheduled Date C om Iieted Date I nspector S tatus
05/30/2017 R20.SFR/DUPLEX 09/13/2017 A pproved
FINAL
Plan Reviews
Date R eview Type D escription A ssigned To R eview Status
O1/06/2017 RESIDENTIAL SINGLE approved with red lines z Rick Karns
FAMILY
Fees
Fee D escription N otes A in aunt
Processing/Technology $25.00
Park-Com in nity SF S ingle Fam iy $1,662.00
Traffic Mitigation-C/MF Cbm in ecial/MOti-fain iy $3,355.00
Building Perm i T able 4-1 $2,394.60
Building Plan Review T able 4-2 $1,556.49
Gas Piping/Units E nter#of units $10.00
Mechanical Base P erm i Fee $25.00
Plum ling Base Perm i Fee $25.00
Mechanical Com in ecial Perm i T able 4-7;Per Unit $156.00
State Surcharge-1st DU R esidential-1st Unit $4.50
Water Heater(Tank) $25.00
Total $9,238.59
Attached Letters
Date Letter D escription
03/31/2017 Building Perm i
Paym eats
Date Paid By D escription P aym ait Type A ccepted By A in aunt
04/21/2017 LGI Hom cs-Washington,, Building Perm i C heck#4371 K ristin Foster $9,238.59
LLC
O utstanding Balance $0.00
Notes
Date Note C reated By:
O1/26/2017 Conditional Use Perm i PLN-32 Final Plat PLN-265 Design Review PLN-294 Civil PWD 481 Kristin Foster
Dem oBLD-816
O1/06/2017 Need Valuation-waiting for contractor to receive bids. K ristin Foster
O1/06/2017 Lot 23-Plan 1834-Grays K ristin Foster
Uploaded Files
Date File Nam e
04/21/2017 2234603-1275 Issued Perm i.pdf
O1/06/2017 2038738-1275 Application.pdf