HomeMy WebLinkAbout9026 168th Street NE_BLD1720_2026 RESIDENTIAL PERMIT APPLICATION
Department of Community& Economic Development
��irN O 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:
9026 168th Street NE Plat: Gregory Park Lot 5
G✓1J Single-family I Duplex ❑ Townhouse ClI Addition 0I Accessory structure
Proposed Area: 111 Floor: 1076 2nd Floor: 1438 Garage: 380 - Total SF: 2894
Describe Proposal (include cross street):
Application for new single family residence to be located at 9026 168th Street NE. Cross street is 91st
Valuation:
Owner:
LGI Homes - Washington LLC Address: _ _
9028 168th Street NE City: Arlington State:WA Zip Code:98223
Phone: 425-785-0797 Email: matt.adams@lgihomes.com
Applicant: LGI Homes - Washington LLC
Address: 9028 168th Street NE City:Arlington State: WA Zip Code:98223 -
Phone:
425-785-0797 Email:matt.adams@lgihomes.com
Contractor: LGI Homes - Washington LLC
Address:
9028 168th Street NE City: State: Zip Code:Arlington WA 98223
Phone:
425-785-0797 Email: matt.adams@lgihomes.com
Contact Person: Matt Adams License Number:LGIHOHL857MB Expiration: 07/02/2019
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6/16LP Page 1 of 3
jz--Y °�' RESIDENTIAL PERMIT APPLICATION
Department of Community & Economic Development
City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551
Plumbing Section (continue filling out 9 plumbing is involved)
(Check all that apply and indicate the number of fixtures proposed)
FJ`! Bath/Shower Combo (4.0) x 2 Sink(1.5) x 1
I� Shower (2.0) x Lavatory (1.0) x 5
❑ Clothes Washer (4.0) x Water Closet(2.5) x 3
E3� Dishwasher (1.5) x 1 [6 Water Heater x 1
Q Hose Bibb (2.5) x 2 Water Heater Model #
E3 Other (list) x 1 AO Smith H PTU - 50N
Plumbing Section Continued
Proposed Water Piping Size: 3/411 Proposed DWV Material: ABS
Proposed Piping Material: PEX Proposed DWV Size: 2''
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
RESIDENTIAL PERMIT APPLICATION
Department of Community& Economic Development
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:
�dI Furnace (80+) Model# Bryant 915SA30040514 AFUE 95%
Q Heat Pump Model # SEER HSPE
0 AC Unit Model# SEER
01 Type II Hood 01 Commercial Cooking Appliance Hydronic Piping
❑ Boiler ❑ Solid-Fuel Appliance PV System
❑ Fireplace Insert ❑ Outdoor BBO 0 Storage Tank
Freestanding Stove Gas Piping ❑; Other
Gas Piping Information
Not Applicable: ❑1
Black Steel
Pipe Material: Pipe Size: 1" Total BTU's of all Appliances, 120,000
Distance from Meter to Furthest Appliance: 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:
Print Applicants Name:
6/16LP Page 3 of 3
67
CITY OF ARLINGTON
238 N. OLYMPIC AVE -ARLINGTON, WA. 98223
PHONE; (360)403-3551
BUILDING PERMIT
Address:9026 168th Street NE Permit#:1720
Parcel#:01166900000500 Valuation:309450.70
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:9028 168th Street NE Address: 11410 NE 124th Street,Ste#103
City,State Zip:THE WOODLANDS,TX 77380 City,State Zip:Arlingotn,WA 98223 City,State Zip:Kirkland,WA 98034
Phone: Phone:425-785-0797 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: `/-$
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 10/IRC110.
SALES TAX NOTICE:Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form
and coded City r' gton#3101. � _�
- 1 /.2
Signature Print Name Date Released By tc
CONDITIONS
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
11/14/2017 Building Permit Fee $3,076.58
11/14/2017 Building Plan Review Fee $1,999.78
11/14/2017 Furnace $25.00
11/14/2017 Gas Outlets Base Fee 1 to 5 $10.00
11/14/2017 Mechanical Fee(Enter Fixture Fee) $25.00
11/14/2017 Mechanical Permit Base Fee $25.00
11/14/2017 Park-Community SF $1,662.00
11/14/2017 Plumbing Permit Base Fee $25.00
11/14/2017 Plumbing Permit Fee(Enter Fixture Fee) $192.00
11/14/2017 Processing/Technology Fee $25.00
11/14/2017 State Building Code Surcharge Fee $4.50
11/14/2017 Traffic Mitigation-City $3,355.00
11/14/2017 Water Heater $25.00
Total Due: $10,449.86
Total Payment: $10,449.86
Balance Due: 50.00
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
RESIDENTIAL PERMIT APPLICATION
Department of Community& Economic Development
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 BYTWO(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:
9026 168th Street NE Plat: Gregory Park Lot 5
_
41 Single-family Duplex Townhouse Addition DI Accessory structure
Proposed Area: 111 Floor: 1076 2nd Floor: 1438 Garage: 380 Total SF: 2894
Describe Proposal (include cross street):
Application for new single family residence to be located at 9026 168th Street NE. Cross street is 91st
Valuation: `�"J� •�o
Owner: LGI Homes - Washington LLC
Address:
9028 168th Street NE City: Arlington State:WA Zip Code:98223
_
Phone: 425-785-0797 Email: matt.adams@lgihomes.com
Applicant: LGI Homes - Washington LLC
Address:
9028 168th Street NE City: Arlington State: WA Zip Code:98223
Phone:
425-785-0797 Email: matt.adams@lgihomes.com
Contractor: LGI Homes - Washington LLC
9028 168th Street NE Arlington WA 98223
Address: City: State: Zip Code:
Phone:
425-785-0797 Email: matt.adams@lgihomes.com
�
Contact Person: Matt Adams License Number:LGIHOHL857MB Expiration: 07/02/2019
—6116LP Page 1 of 3
y RESIDENTIAL PERMIT APPLICATION
Department of Community & Economic Development
N 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 2 [6 Sink (1.5) x 1
[✓}; Shower (2.0) x 1 [41 Lavatory (1.0) x 5
Ui Clothes Washer (4.0) x Water Closet(2.5) x 3
911 Dishwasher (1.5) x 1 al Water Heater x 1
14 Hose Bibb (2.5) x 2 Water Heater Model #
91 Other (list) x 1 AO Smith H PTU - 50N
Plumbing Section Continued
Proposed Water Piping Size: 3/411 Proposed DWV Material: AB
Proposed Piping Material: PEX Proposed DWV Size: 2"
• 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
y, RESIDENTIAL PERMIT APPLICATION
•y
Department of Community& Economic Development
ING,10 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:
�
Bryant 915SA30040514 95%! Furnace (80+) Model# AFUE
❑ Heat Pump Model# SEER HSPE
❑ AC Unit Model # SEER
Type ll Hood ❑ Commercial Cooking Appliance D1 Hydronic Piping
Boiler ❑ Solid-Fuel Appliance El! PV System
❑1 Fireplace Insert ❑ Outdoor BBO Ell Storage Tank
®I Freestanding Stove L—d' Gas Piping 01 Other
Gas Piping Information
Not Applicable: ❑j
Black Steel
Pipe Material: Pipe Size: 1 Total BTU's of all Appliances 120,000
Distance from Meter to Furthest Appliance:
• 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:
6/16LP Page 3 of 3
168TH ST. N� SETBACKS NOTES:
FROWT 10' •BUILDING D/A/ENSJ'GWS ARE 70
` 8'WA7ER 57DE 5' FACE OF FOUNDADAN
I/ REAR 5' •OWADING-WONN AS DE96W
A07UAL LOCA710W IIAY VARY
3t00 2 •gwi Dim vAY 76 PUBLIC ROAD
8'SENOP' ; •-%T fEN6F TO BE INSTALLED PER
2w NAM? aTY OIL ARL/NG7OW S STANDARD
OY�YYNECAOW �yQc •57L T fEW TO BE INSTALLED ON
I 6RAD/ENT 570E OF BUILUNG
PARLL4
• •COW67RU071OW ENIRM6r TO BE
INSTALLED PER a7Y OF
45.00 e a • d ARLINGTLW S STANDARDS
l N89 0'49°W e ' PRA°OP1Y STORM NOTES:
s •7EX INSTALLED PR16R TO
S7WM LEOlVr OLYPNa(7YP. CMSMUCnOW
COWNECT ROIL AND 2R010' e °e •BARE SaLS CO RED W7H MULal
,FOOANG ORA S I BSBL ?600' Sae'AW0117E OP ANOINER APPROWD BIIP
ST" •IOW56W PER N500E B,UP T5.13
— — 00' a 471 SJr EASfMT
TOP,470.5 11.019 wiEWgY ��— — — — GWSIIE R NA�F COM/NECIED TO
3 TOE 46Z5 I ti% °e; . t.. 112 VI
RUBL/C PR/YAX STOW SW
i I 24.00 UnV1Y •21E-WALL BE STABILIZED PRIOYP
Ate, I EAM)MVT TO BUILDING PE7PAllT BONG
RNAUZEO
1.00'R 04fRHANf ! gU NG I S/TE NOTES.•
g a17UNE I •AA'lAJNE F0077NG DRAINS AND
;g i $ ROOF DRAINS 70 POPIIANEIVT
P 470.5 + V ��, I S7ORM DRNNAOL'SY57Al POP
_ APPROkEV PLAT DRA/NAX PLAN
'3 TOE 46Z5 - LOT 5 i OW RLE W7H 7HE CAUNTY.
1000'WA141PRNN� PRa-09�D RE�'IDENOE cV •AREA OF L�/S1URB,4NQ�INGYUDES
EASEMENT PALI X-2514 GARAGE''R167lT oo I ENURE LOT.
1,679t- = I LEGEND:
3500 I W— BLOW OFF
\ f (10` e I 15010 ® NAIER ABM
II II PATlO 12 SF I 0 FIRE HYDRANT
TOP 470.5 '-5.010 BSBL 5A0 BSBL� I � AIR YAC
3 TOE 46Z5 I I g7SnNG i I I ® CATai BASIN
COYTOUR(IYP.) I I O a£ANOY/T
f IED Cavmwx I I O MANHOLE
(rip) I I 071T7-FT] &Off WALL
o I
I qj \ .�t,i� 7REE REMOVAL
I
- I - IF Received
I I I I
I OCT 31. 2017
SCALE I'm 20'
-- - - — J Liz Sae' I I
7 LOT 5
45.00�� i
N8970'05"W SITE PLAN
GREGOR Y RA RK
LG/ HOMES PLAN NO. PAL/X-2514
LOT AREA = 5,,786 SF DATE 101212017 PARCEL # LOT 5
HOUSE= 1,679 SF
11711 NE 291h Place,#I01
DRIWWAY= 471 SF Bellevue,W,,hi,glon 98007 DESIGNED CORE ADDRESS 9026 1687H Sr j
425.885.7877 Fax 425.9957963
WALKWAY/PA770 = 12 Sr PROJECT NUMBER
TOTAL= 2,162 SF
ENGINEERING PLANNING • SURVEYING DRAWN CAF 13024L-GRG00
CITY OF ARLINGTON
238 N. OLYMPIC AVE -ARLINGTON, WA. 98223
42 PHONE; (360)403-3551
BUILDING PERMIT
Address:9026 168th Street NE Permit#:1720
Parcel#:01166900000500 Valuation:309450.70
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:9028 168th Street NE Address: 11410 NE 124th Street,Ste#103
City,State Zip:THE WOODLANDS,TX 77380 City,State Zip:Arlingotn,WA 98223 City,State Zip:Kirkland,WA 98034
Phone: Phone:425-785-0797 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: `/-B
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. IBC110/IRC110.
SALES TAX N077CE:Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form
and c�ty r' gton#3101. s ��
Signature Print Name Date Released By to
CONDITIONS
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
11/14/2017 Building Permit Fee $3,076.58
11/14/2017 Building Plan Review Fee $1,999.78
11/14/2017 Furnace $25.00
11/14/2017 Gas Outlets Base Fee 1 to 5 $10.00
11/14/2017 Mechanical Fee(Enter Fixture Fee) $25.00
11/14/2017 Mechanical Permit Base Fee $25.00
11/14/2017 Park-Community SF $1,662,00
11/14/2017 Plumbing Permit Base Fee $25.00
11/14/2017 Plumbing Permit Fee(Enter Fixture Fee) $192.00
11/14/2017 Processing/Technology Fee $25.00
11/14/2017 State Building Code Surcharge Fee $4.50
11/14/2017 Traffic Mitigation-City $3,355.00
11/14/2017 Water Heater $25 00
Total Due: $10,449.86
Total Payment: $10,449.86
Balance Due: $0.00
CALL FOR INSPECTIONS
BUILDING(360)403-3417
When calling for an inspection please leave the lollowing information:
Permit Number.Type of Inspection being requested,and whether you prefer morning or afternoon
CITY OF ARLINGTONI IVI r-f4 I II r R
A VED I 168TH ST. NE f7 vrAC�n NOWS:
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DATE
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SITE NOTES.•
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"470.5 MAaF P'Rl PERTJ — j A9°7 OU PLAT LRWAaF_ ��'S LW fl'.E W7H AE COWlY.
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127E �� ll
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Received
3 1. (,U 1
I sa4a 1'-AID'
-- - ' LOT 5
45.00X '
N8970 05'W,)- • SME PLAN
GREGOR Y PARK
LGI HOMES PLAN NO. PALIX-2514
LOT AREA = 5,,788 SF DATE 1012/2107 PARCEL LOT 5
HOUSE= 1,67Y Zw 147?114E 29th Pl-.,9 10 1
DRIWWAY= 471 Sf "18001 DESIGNED CORE ADDRESS 90B IM7H ST. ALF
475.BBS 475 7B77 Fan 885.79d7
WADYWAY/PA#0= 12 SF ��"ski" PROJECT NUMBER
7L1TAL= 2,J62.�
ENGINEERING • PLANNING • SURVEYING DRAWN CAf 13024L-GRG00
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Permit Information
Date 11/1/2017
Permit Number 1720
Project Name Gregory Park
Applicant Name LGI Homes-Washington,LLC
Applicant Address 9028 168th Street NE
City, State,Zip Arlingotn,WA 98223
Contact Matt Adams
Phone 425-785-0797
Email matt.adams@lgihomes.com
Permit Type Single Family Residence
Site Address 9026 168th Street NE
Valuation 309450.70
Status Applied
Permit Issued
Permit Expires
Square Feet 2894
Type of Construction/Occupancy Load V-B
Number of Stories 2
Proposed Use New SFR
Assigned To Kristin Foster
Property
Owner
Parcel Address Legal Owner Phone Zoning
01166900000500 9026 168th Street LGI HOMES-WASHINGTON 111 Single Family Residence-
NE LLC Detached
Contractors
Contractor Name Primary Phone Email Contractor License License#
Contact Type
LGI Homes-Washington..lake Jabusch 360-353- ake.jabusch@Igihomes.co CONTRACTOR (Labor and I_GIHOHL857M
LLC0588 (Industries
Review
Date Type Description I Target Date I Completed Date I Assigned To Status
11/1/2017 lResidential Dwelling 11/8/2017 my Rusko In Review
11/1/2017 lResidential Dwelling 11/8/2017 Kevin Olander In Review
Fees
Fee Descri tion Notes Amount
Building Permit Fee 322.10.00.001 $3 076.5
Building Plan Review Feel 345.83.00.00 $1,999.7
Furnace 322.10.00.00 $25.00
Gas Outlets Base Fee 1 to 51 322.10.00.00 $10.0
Mechanical Fee(Enter Fixture Fee)j 322.1 0.00.Oq $25.00
Mechanical Permit Base Feel 322.1 0.00.Oq $25.0
Perk-Community SEFJ 345.85.MOq $1,662.00
Plumbing Permit Base Feel 322.10.00.00 $25.00
Plumbing Permit Fee Enter Fixture Fee 322.10.00.00 16 @$12 $192.0
Process in fTech no ogy Feel 341.43.00.02 $25.00
State Building Code Surcharge Feel 386.00.01.00 $4.50
Traffic Mitigation-Cityl 345.85.00.02 $3,355.00
Water Heatel 322.10.00.00 $2600
TotaQ $10,449.8
Payments
Date Paid By Amount Description Payment Type Accepted B
11/1/2017 ILGI Homes-Washington LLC $1.999.7 heck#5716 Kristin Foster
11/1/2017 ILGI Homes-Washington LLC $8,450.08 ICheck#5717 Kristin Foster
Total $10.449.86 Amount Outstanding:$0.06
Notes
Date Note
11/1/2017 Application needs signature.KF
Uploaded Files Upload File
Date File Uploaded B
11/1/2017 2:24:58 PM 1720 Site Plan Pdf Foster, Kristin X
11/1/2017 2:24:58 PM 1720 Application.odf Foster,Kristin x
RESIDENTIAL PERMIT APPLICATION
Department of Community & Economic Development
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:
9026 168th Street NE Plat: Gregory Park Lot 5
.
01 Single-family ❑± Duplex ❑ Townhouse ❑ Addition Ch Accessory structure
Proposed Area: 151 Floor. 1076 2" Floor: 1438 Garage: 380 Total SF: 2894
Describe Proposal (include cross street):
Application for new single family residence to be located at 9026 168th Street NE. Cross street is 91st
Valuation: _' 4'01 •��
Owner: LGI Homes - Washington LLC
9028 168th Street NE Arlington WA 98223
Address: City: State: Zip Code:
Phone: 425-785-0797 Email: matt.adams@lgihomes.com
Applicant: LGI Homes - Washington LLC
Address:
9028 168th Street NE City: Arlington State: WA Zip Code:98223
Phone:
425-785-0797 Email: matt.adams@lgihomes.com
Contractor: LGI Homes - Washington LLC
Address:
9028 168th Street NE City:Arlington State:WA Zip Code:98223
Phone:
425-785-0797 Email: matt.adams@lgihomes.com
Contact Person: Matt Adams License Number:LGIHOHL857MB Expiration: 07/02/2019
Vr7mo
6116LP Page 1 of 3
RESIDENTIAL PERMIT APPLICATION
Department of Community & Economic Development
°A Or City of Arlington• 18204 59th Ave NE•Arlington,WA 98223 • Phone(360)403-3551
Plumbing Section (continue filling out 'rf plumbing is involved)
(Check all that apply and indicate the number of fixtures proposed)
�I! Bath/Shower Combo (4.0) x 2 Sink (1.5) x 1
[� Shower(2.0) x 1 Lavatory (1.0) x 5
❑ Clothes Washer (4.0) x Water Closet(2.5) x 3
Dishwasher(1.5) x 1 9� Water Heater x 1
4 Hose Bibb (2.5) x 2 Water Heater Model #
91 Other (list) x 1 AO Smith H PTU - 50N
Plumbing Section Continued
Proposed Water Piping Size: 3/411 Proposed DWV Material: AB
Proposed Piping Material: PEX Proposed DWV Size: 2"
• 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
RESIDENTIAL PERMIT APPLICATION
Department of Community& Economic Development
y' O ING1 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:
0 Furnace (80+) Model# Bryant 915SA30040514 AFUE 95%
Heat Pump Model# SEER HSPE
❑ AC Unit Model# SEER
0; Type II Hood ❑ Commercial Cooking Appliance U Hydronic Piping
01 Boiler ❑ Solid-Fuel Appliance D PV System
Ql Fireplace Insert 0 Outdoor BBQ ❑; Storage Tank
10 Freestanding Stove 4 Gas Piping 0; Other
Gas Piping Information
Not Applicable:
Black Steel
Pipe Material: Pipe Size: 1" Total BTU's of all Appliances: 120,000
Distance from Meter to Furthest Appliance: 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:
Print Applicants Name:
6/16LP Page 3 of 3
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BMCI' Argue M NE Ew ,WAI eBAI ]ob Neme/Motlel 2519-FL D-Ignar DAN C. TRUSS LAYOUT
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x ^ ov��tNt�N/p�+X<so�lw--!tVA0NhIw<%wm Atler.e:: Deee 5/e/2017
M!Tek
MiTek USA, Inc.
7777 Greenback Lane
Suite 109
Citrus Heights, CA,95610
Telephone 916/676-1900
Re: 2514-FL Fax 9161676-1909
LGI HOMES 2514 FL
The truss drawing(s)referenced below have been prepared by MiTek USA, Inc. under my direct supervision
based on the parameters provided by BMC West-Everett,WA.
Pages or sheets covered by this seal: R50499425 thru R50499441
My license renewal date for the state of Washington is May 16,2019.
V1ERmL 6
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.off R 51398 q�
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8I
May 8,2017
Baxter,David
IMPORTANT NOTE:Truss Engineer's responsibility is solely for
design of individual trusses based upon design parameters shown
on referenced truss drawings. Parameters have not been verified
as appropriate for any use. Any location identification specified is
for file reference only and has not been used in preparing design.
Suitability of truss designs for any particular building is the
responsibility of the building designer, not the Truss Engineer,
per ANSI/TPI-1, Chapter 2.
Job Truss TI ,pa Qry 71YLG :S 2514 FLR50499426
2514-FL A2 Floor 9 Reference o ttonal
BMC. EVERETT,WA 98205-3212 8.030 s Jan 23 2017 Mi fek Industries,Inc. Mon May 08 13:21:39 2017 Page 1
ID:migzTLjh7H 1 sSQCF VTnRO6zlaVJ-LwSaFxrw2TL.k_wWKuFgvMolOgPhhgTdFDgaxt6zIYZA
0-1-8
H 12—
Scale=1:31 6
4x8= 3x4= 3x4= 48=
A B C D E F G H
0
P
N M L K
3x6= 4x12 = 3x4= 4x12 = 3x6_
19-3.0
194-0
Plate Offsets(X Y)— fA:Edge 0-0-121 IFO-1-8 Edgel fM 0.1-8 Edged IP:0-1-8 0-0.12) fQ:0.1.8 0 D 12I
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d FLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 073 Vert(LL) -0.33 M-N >686 480 T20 185/148
TCDL 10.0 Lumber DOL 1.00 BC 0.99 Vert(CT) -0.49 M-N >470 360
BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(CT) 0.09 J n/a n/a
BCDL 50 — Code IRC2015lfP12014 Matrix-R _ Weight:77 Ill FT=O%F,12%E
LUMBER- BRACING-
TOP CHORD 2x4 HF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 4-10-14 oc purlins,
BOT CHORD 2x4 HF No 2(flat) except end verticals.
WEBS 2x4 HF No 2(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing
REACTIONS. (lb/size) 0=1045/0-5-6,J=1045/0-2-10
FORCES. (lb)-Max Comp/Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD B-C=-2894/0,C-D=-2894/0,D-E=3563/0,E-F=-356310,F-G=-2881/0,G-H=2881/0
BOT CHORD N-0=0/1719,M-N=0/3506,L-M=0/3563,K-L=013563,J-K=0/1714
WEBS 8-0=-1951/0,B-N=0/1333,D-N=-695/0,D-M=2621428,H-J=-1945/0,H-K=0/1325,G-K=-276/2,F-K=-912/0
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3)All plates are 1.5x4 MT20 unless otherwise indicated.
4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)J.
5)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.
6)CAUTION,Do not erect truss backwards.
A-Y of WAS '�f N
. O
vt
51398-10
�+4
STS �}
�sstONAL���
May 8,2017
a&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 MrTok®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the binding designer must verify the applicability of design pammeters and property Incorporate this deson into the overall
building design Orawig indicated is to prevent buckling of individual burn web and/or dwrd members only.Additional lensW by and pamauenl lxaciny 91 A pTia Ir'- --- -
is always required formability and to prevent collapse with possible personal injury and property damage. For general guidance regard"the RV 99 fek
fabnca0on,storage,delivery,erection and bracing of trusses and Imss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane
Sarety Information available from Truss Plate Institute.218 N,Lee Street,Suite 312.Alexandria,VA 22314. Suite 109
14r I h A 9 10
Job JA4
uss Tn. ae Qty Piy LGI I S 2514 FL
R50499428
2514-FL Floor 2 1
Job Reference(optional)
BMC. EVERETT,WA DS205.3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Man May 0813:21AI 2017 Page 1
ID:migzTL)h7H 1 sSQCFVTnR06ziaVJ-HJaKgdsAa4bSODgi?gsNRDOQnDPk80mYhT32y?rJYZ8
0-1-8
H 1 2-8-0I-- 1-3-0 i 1-3-0 n`I`--�
Scale=1:29.9
4x8= 3x4= 3x4= 4x6= 3x4 11 48 11
A B C D E F G H I J
SJ
P O N M L K
3x6 = 4x8= 3x4= 4x8= 5x8=
r 17-6 12 7 9 12
17.8 12
Plate Offsets(X,Y)-- [A:Edge 0-0-121 fF:0-1-8 Edae1 (J•0-3-0 Edael [O:0-1.8 Edael (R:O-1-8 0 0-121 [S:0-1 8 0-0 121
LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 100 TC 0.51 Vert(LL) -0.24 O-P >883 360 MT20 185/148
TCDL 10.0 Lumber DOL 1.00 BC 0.88 Vert(CT) -0.35 O-P >597 240
BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(CT) 0.01 J file nla
BCDL 5.0 Code IRC2015/TPI2014 Matrix-R Weight:76 lb FT=0%F,12%E
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 HF No 2(flat) except end verticals
WEBS 2x4 HF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing
REACTIONS. (lb/size) J=952/0-2-14,Q=952/0-5-6
FORCES. (Ib)-Max.Comp,/Max.Ten.-All forces 250(Ib)or less except when shown.
TOP CHORD B-C=-2549/0,C-D=-2549/0,D-E=2884/0,E-F=-2884f0.F-G=2515/0,G-H=-2515/0,11-1=811/0,I-J=-814/0
BOT CHORD P-Q=0/1546,0-P=0/2988,N-0=0/2884,M-N=0/2884,L-M=0/1541
WEBS J-L=0/1176,B-Q=-1755/0,B-P=0/1137,D-P=-498/0,D-0=340/240,H-L=1057/0,H-M=0/1106,F-M=-660/0
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3)All plates are 1.5x4 MT20 unless otherwise indicated.
4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)J.
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 to walls at their outer ends or restrained by other means.
6)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
7)CAUTION,Do not erect truss backwards.
tAE�1 6
WAS1rtr
�7� R 51398
S`SjONALG
May 8,2017
q®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 MiTeki&connectors,This design is based only upon parameters shown,and Is for an individual budding component,not
o tress system.Before use,the building designer must vanity the applicability of design parameters and property incorporate this design into the overall
bwlding design Brafing ne0icalrnl+b to prevent buGAlerg of uWivrduel hu»wnu andlm JwW nremWis uuly.lWddiurwl lenryenmy and pmuuntunt In ta:hlg is Ql.7,Ta,�
always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the !V! 1
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plato Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109
Hr sCA B561
11� �� � i�
Job Truss Tn pe Qty Ply LGI 1. S 2514 FL
t n R50499429
2514-FL A5 FLOOR 3 1
Job Reference o
BMC. EVERETT,WA 98205-3212 8.030 s Jan 23 2017 M iTek Industries,Inc. Mon May 0813:21:42 2017 Page 1
I0:mIgzTL1h7H1sSQCFVrnR06zfaVJ-mVSIWpLOIJrNFYW14q Rwalcgitgztw7ocURzIYZ7
0-1-6
H 2-6.0 -- 1-3-0 Scale=f:2 0lr2
9.0
4x8 = 3x4 = 3x4= 4x8 =
A B C D E F G H I
Q
16
m
P
j�
7!!�
LN
N M L K
3x6= 08= 3x4 = 48= 3x6=
17-9-12
17.9-12
Plate Offsets(X Y}- fA:Edge.0-0-121 fF0-1-8 Edgel fM:0.1-8 Edoel fP:0-1-8 0.0.121 IQ:0 1 8 0-0 121 [R:0.1-8 QA-121 fS-0-1-8 0-0-121
LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1 00 TC 0.56 Vert(LL) -0.25 M-N >826 480 MT20 185/148
TCDL 100 Lumber DOL 1.00 BC 0.90 Vert(CT) -0.37 M-N >558 360
BCLL 0-0 Rep Stress Incr YES WB 0.37 Horz(CT) 0.07 J n/a n/a
BCDL &0 Code IRC2015/TP12014 Matrix-R Weight:73lb FT=O%F,12%E
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 HF No.2(flat) except end verticals.
WEBS 2x4 HF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 0=959/0-5-6,J=959/0-3-6
FORCES. (lb)-Max,Comp/Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD B-C=-257410,C-D=-2574/0,D-E=-7.92610,E-F=-2926/0,F-G=2547/0,G-H=2547/0
BOT CHORD N-0=0/1560,M-N=0/3026,L-M=0/2926,K-L=0/2926,J-K=0/1558
WEBS B-0=-1770/0.B-N=0/1152,D-N=-513/0,D-M=-340/251,H-J=1768/0,H-K=0/1122,F-K=672I0
NOTES-
1)Unbalanced floor live loads have been considered for this design,
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3)All plates are 1.5x4 MT20 unless otherwise Indicated.
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.
UQ
C�0
51398 qr�
�SsjONALG
May 8,2017
WARNING-VerW design paametera and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with A4TekP connectors.This design is based only upon parameters shown,and Is for an individual bulidmg component,not
a buss system,Before use,Ine budding designer must vent'the applicahility of design parameters and property incorporate this design into the overall
building design. Oratlng indicated Is to prevent buckling of i"d ldual buss web andlof chord members only.Additional temporary and pemwront bracing
is always required for slat4ldy and to prevent collapse with possible personal injury and property damage For general guidance regarding the MiTek'
fatincation,storage,delivery,erection and bracing of trusses and buss systems,see ANSIITP11 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane
Safety Information available born Truss Plato Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109
rus tj9Lqbjj.CA 25610
i e �
1 -
I Job Truss Tfu, pe Qy, IP17YLMlR�, S 2514 FLR50499430
2514-FL A6 GABLE 1 eference optlonal)
BMC, LVEREii.WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:43 2017 Page 1
ID:migzTLjh7H1 sSQCFVTnROBziaVJ-Ehi55JuR6lrASXg578urMTgsOHicMWr8nY90tzlYZ6
0-[8 ops
Scale=1:28.6
A B C D E F G H I J
V X
0
m
U
W
T S R Q P O N M L K
d 2 0 0 4-0-0 8-0-0 8 0 0 10-0-0 12-0-0 14 0.0 18-0-0 17 9 1
2-0-0 2 0-0 2-0.0 2-0 0 2 0 0 2-0 0 2-0-0 2-0-0 1 9.12
Plate Offsets(X,Y)- [A.Edge 0.0-121 [U:0-1-8 0.0-121 [V:0-1.8 0-0-121 [W.,0-1-8 0.0-121 [X:0-1-8 04)-121
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TIC 0.15 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 003 Horz(CT) 0.00 K n/a n/a
BCDL 5.0 Code IRC2015rrPI2014 Matrix-R Weight:58 lb FT=O%F,12%E
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 HF No.2(flat) except end verticals.
WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing
OTHERS 2x4 HF No.2(flat)
REACTIONS. All bearings 17-9-12.
(lb)- Max Grav All reactions 250 Ib or less at joint(s)T,K,S,R,Q,P,O,N.M.L
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
2)All plates are 1.5x4 MT20 unless otherwise indicated.
3)Gable requires continuous bottom chord bearing.
4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web)
5)Gable studs spaced at 2-0.0 oc.
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.
jp"uz S
51398� qa
.�, GIST'SR
sst�NAL���
May 8,2017
-: _
®WARNING-Varfry design paramsfers and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 111111 1 raa.140MO1S 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 apilf cabikty of design parameters and properly incorporate this design into the overall
building design.bracing indicated is to prevent buckling of individual truss wab and/or chore members ony.Additional temporary and permanent bracing MiT�
is
always required for stability and to proven!collapse with possible personal injury and property damage. For general guidance regarding the 1V1 tle
fabrication,storage,delivery,erection and bracing of trusses and buss systems,see ANSUTF41 Quality Criteria,OSS-89 and SCSI Building Componefn 7777 Greenback Lane
safety Inforritallon available from Truss Plato institute,218 K Lee Street-Suite 312.Alexandria,VA 22314 Suite 109
itrlrs Hai Ms CA 956f0
� if T r
Job ::[�C_"fi
. Ipe Qty PTJ,b
F. eS 2514 FL
q
R50499431
2514-FL BLE 1
eference o ffanal
BMC, EVERETT,WA 98205-3212 8,030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:44 2017 Page 1
10:migzTLjh7m 1sSQCFVrnR06zlaVJ•iuGTl(u31?zl4hPHhOQ43s09VQdnLpm_NRHiYJziYZS
0*8
Scale=1:33,2
3x6 FP=
A B C D E F G H I J K L M
�B
X X X X 5ffKZ Z,A A A A - - - - - - - - - - - - X X X'g X f:: D
AA
Z Y X W V U T S R Q P O N
3x6 FP=
2 8 12 4 8 12 e 8 12 8.8-t2 10 8 12H 12 8.12 14 8 12 l 16 8 1 � 18 8 12 20 8 8
-11221 2 0-0 2-0-0 2-0-0 2-" 2-0.0 2.0-0 2-0.0 2-0-0 2-0 0 1 11 12
Plate Offsets(X,Y) 1A.Edge 0.0-121 (AA 0-1 8 0-0-121 [A6 0-1-8 0.0-121
LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) i/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 100 TC 016 Vert(LL) n/a n/a 999 MT20 185/148
TCDL 10.0 Lumber DOL 1.00 BC 0.03 Vert(CT) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 N n/a nla
BCDL 5.0 Code IRC2015/TP12014 Matrix-R Weight:67lb FT=O%F,12%E
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 HF No.2(flat) except end verticals.
WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 HF No 2(flat)
REACTIONS. All bearings 20-7-0.
(lb)- Max Grav All reactions 250 Ib or less at joint(s)Z,N,Y,X.V.U.T.S,R,Q,P.0
FORCES. (lb)-Max.Comp./Max Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
2)All plates are 1.5x4 MT20 unless otherwise indicated
3)Gable requires continuous bottom chord bearing.
4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web)
5)Gable studs spaced at 2-0.0 oc.
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.
t L 8
51398
�sst�NAL�yG
May 8,2017
f.,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 MiTokili connectors.This design is based only upon parameters drown,and is for an Indivlduat building component,not
a truss system Before use,the building designer must verity the appticability of design parameters and property incorporate this design into the overall
-building design Bracing indicated Is to prevent buckling oft truss web andlw chord members only. Additional temporary and permanent bracing Owe
r�•
is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding trio
fabrlcalion,storage,delivery,wection and orating of trusses and truss systems.see ANSIITP11 quality Criteria,OSB-89 and SCSI Building Component 77T7 Greenback Lane
Safety Information available from Truss Plate Institute,21lt N Lee Street,Suite 312,Alexandria.VA 22314. Suite 109
Citrus Het h A 956f0
� ti: '�
Job Truss 7ru pe Qty Ply LGI I•, _S 2514 FL
1
J
2514-FL 82 Flow5 1
R5049943
_ Job Reference o Iona!
BMC, EVERETT,WA98205.3212 8.030 s Jan 232017 tWTek Industries,Inc. Mon May 08 13:21:45 2017 Page 1
ID:migzTLjh7H1sSQCFVTnRO6zlaVJ-A4prW7vheJ5uir TEVxJb3Y4SgoB4AZ8c51G5mzIYZ4
'r 280 1-3-0�i 1-1-0'—I 0*8
Scale=1:33.8
4x8= 3x6= 3x4= 3x6 FP= 4x8 =
A B C D E F G H I J K
T o
S
3x10= Q P O N M
3x6 FP= 3x4= 3x4= 4x12 = 3x6=
4x12=
041.8
20.8.8
Plate Offsets(X,Y)— WEdae.0.0-121 IN:0-1-8 Edgel 10:0-1-8 Edgel 1S:0.1-8 0-0-121 IT:0-1-8 0.0-121
LOADING (psf) SPACING- 2-0-0 CSI. DEFL.
in (loc) I/deft Ltd PLATES GRIP
TCLL 40.0 Plate Grip DO 1.00 TC 0.53 Vert(LL) -0.35 M-N >700 480 MT20 185/148
TCDL 10.0 Lumber DOL 1.00 BC 0.72 Vert(CT) -0.50 M-N >492 360
BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(CT) 0.09 L n/a n/a
BCDL 5.0 Code IRC2015/TPI2014 Matrix-R Weight:89lb FT=O%F,12%E
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2(flat)"Except" TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
A-I:2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr(flat) except end verticals.
BOT CHORD 2x4 HF No.2(flat)'Except" BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
L-Q:2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr(flat)
WEBS 2x4 HF No.2(flat)
REACTIONS. (lb/size) L=1125/0-5-6,R=1125/0-2-10
FORCES. (Ib)-Max.Comp./Max.Ten.-AIf forces 250 1 or less except when shown.
TOP CHORD B-C=-3190/0,C-D=-319010,D-E=4'170/0,E-F=-4170/0,F-G=-417010,G-H=-3192/0,
H-J=3192/0
BOT CHORD P-R=0/1861,O-P=0/3946,N-0=0/4170,M-N=013952,L-M=0/1868
WEBS J-L=-2120/0,B-R=-2112/0,J-M=0/1502,B-P=0/1508,C-P=-261/0,G-M=-863/0,
D-P=-857/0,G-N=-158/586,0-0=108/612,E-0=-326/38
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3)All plates are 1.5x4 MT20 unless otherwise indicated.
4)Provide mechanical connection(by others)of truss to bearing plate at joints)R.
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 to walls at their outer ends or restrained by other means.
6)CAUTION,Do not erect truss backwards.
OF WAS.
51398 cy4
NAL ��
May 8,2017
;L WARNING-Vil lly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-T477 rev.1010312015 BEFORE USE.
Design valid for use only with MITel connectors This design is based only upon parameters drown,and Is for an individual building component,not
a Inks system Before use,the budding designer must vent'the applicability of design parameters and properly incorporate this design into the overall
- -buatlmg design.cirac ng indicated is to prevent Duckling or individual truss web andfor chord members only, Adaalonal temporary and permanent bracing_ --- -- wt
1� iT�l�
i\
Is always required for slabildy and to prevent collapse with possible personal Injury and property damage For general guidance rdgaMing the 1 V.r l
fabrication,stooge,dellvary,erection and bracing or trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane
Safely Informalion available((am Truss Plate Institute,218 N Los Street,Sude 312.Alexandria,VA 22314. Suite log
a -Hai t: 10
��, �1 ,-
I
I
Job 1TV78
Tn, pe Qty ply LGI F S 2514 FL
2514-FL R50499433
Floor 5 1
Job Reference(optional)
BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MITek Industries,Inc. Mon May 0813:21.46 2017 Page 1
I D:migzTLih7H t SSQCF V TnRO6zlaVJ-eGNDJKwJPdDIJ_YgoDSYSH5EPE8ypcgHglmpdC?JYZ3
2-6-0 1-3-0
i 1i�0-a-6
Scale=1:3T5
4x8= 3x6 FP= 3x4= 3x6 = 4x12= 3x4 11 3x4=
A B C D E F G H I J K L
V o
tb
U
T S R Q P O N M
3x6 = 4x12 = 3x4= 3x4= 3x6 FP= 4x12 =
4x1220-7-2 =
20• 1 -6.8
20-7.2 C- •8 1.11-14 1
Plate Offsets(X,Y)— (A:Edae 0.0-121 fL:0-1-8 Edaei (Q:0.1-8 Edoel IR-0-1-8 Edael fU•0-1 6 0.0-121 N'0 1 8 0 0-121
LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) IJdefl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.58 Vert(LL) -0.36 P-Q >688 480 MT20 185/148
TCDL 10.0 Lumber DOL 1.00 BC 0.75 Vert(CT) -0.48 P-Q >513 360
BCLL 0.0 Rep Stress Incr NO WB 0.45 Horz(CT) 0.08 N n/a n/a
BCDL 5.0 Cade IRC2015ITP12014 Matrix-R Weight:99 lb FT=O%F,12%E
LUMBER- BRACING-
TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr(flat)"Except" TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins,
A-D:2x4 HF No.2(flat) except end verticals
BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr(flat)"Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
M-0:2x4 HF No.2(flat)
WEBS 2x4 HF No.2(flat)
REACTIONS. (lb/size) T=1087/0-2-10,N=1711/0-5-8
Max Grav T=1104(LC 3),N=1711(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forow 250(lb)or less except when shown.
TOP CHORD B-C=-3108/0,C-E=-310810,E-F=-4021/0,F-G=-4021A G-H=-4021/0,H-1=-2949/0,
I-J=-2949/0,J-K=0/555,K-L=0/552
BOT CHORD S-T=0/1823,R-S=0/3828,Q-R=0/4021,P-Q=0/3751,N-P=0/1582
WEBS K-N=-265/0,B-T=-2069/0,B-S=0/1459,C-S=-256/0,J-N=-2165/0,J-P=0/1591,
H-P=-944/0,H-Q=-98/668,E-S=-817/0,E-R=-171/569,F-R=-302/71,L-N=-67710
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3)All plates are 1.5x4 MT20 unless otherwise indicated.
4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)T.
5)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.
6)CAUTION,Do not erect truss backwards.
LOAD CASE(S) Standard
L 8
1)Dead+Floor Live(balanced):Lumber Increase=1 00,Plate Increase=1 00 Uniform Loads(plf)
Vert:M-T=10,A-L=-100
Concentrated Loads(lb)
Vert:L=-328
S�ONAL
May 8,2017
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 MiTaAW connectors This design Is based only upon parameters shown,and is far an individual building component,not ,
a truss system.Before use.the budding des,gner must verify the applicability of design parameters and property Incorporate this desiqn Into the overall
budding oougn time
always trig euticalco Is to prevent buckkng of Individual truss web and/or chord members only Adddtonal temporary and perrnananl tkacmg A11;Te 1.
is aays requited for stabAOy and to prevent collapse with possible personal Injury and property domage.For general guidance regarding the 1 71 S -sC
fabrication,storage,doir,*ry,erection and bracing of trusses and Truss systems,see ANSIITPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109
ttru Met ins A 95610
�i _
I
Job Truss ITRU, ipe Qty Ply LGI V. _S 2514 FL
r R50499434
2514-FL C1 FbOT 3 1
Job Reference(optional)
HMG, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MITek Industries,Inc. Mon May 0813:21:47 2017 Page 1
I D:migzTLjh7H 1 sSQCF V f nR06ztaVJ-BSxcwgxxAwLcx87 sMwznhUduteYpY7UQ3PWN8eziYZ2
0-1-8
I— 1"1'B Ii71 ?G-0 0-t4 0*8ri 8 1-1-8
Scala=1:23.3
1.5x4 II
4x6 II 3x4 II 3x4= 1,5x4 II 3x4= 3x4 II 4x6 II
A B C DE F G H
TI
N M L K3x4=
J I
1-5x4 II 46= 3x4= 46= 1.5x4 II
0 13-1-12
Oil 1 a
0 13.04 0. .8
Plate Offsets(X,Y)- IA:030.Edae1 IH:0-3-0 Edgel fK:0-1-8 Edael IL:0-1-8 Edoei
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft Ltd PLATES GRIP
TCLL 400 Plate Grip DOL 1.00 TC 0.28 Vert(LL) -0.07 L >999 480 MT20 185/148
TCDL 10.0 Lumber DOL 100 BC 0.46 Vert(CT) -0.11 L-M >999 360
BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(CT) -0.02 H n/a n/a
BCDL 50 Code IRC2015/TP12014 Matrix-R Weight:59 lb FT=O%F,12%E
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 HF No.2(flat) except end verticals.
WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) A=709/0-1-8,H=709/0-1-8
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD A-B=632/0,B-C=-631/0,C-D=1709/0,D-E=-1709/0,E-F=170910,F-G=-631/0,G-H=-632/0
BOT CHORD L-M=0/1413,K-L=0/1709,J-K=0/1413
WEBS A-M=0/915,H-J=0/915,F-J=-887/0,C-M=887/0,F-K=0/416,C-L=0/416
NOTES-
1)Unbalanced floor live loads have been considered for this design
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)A.H.
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.
,� RRLLL 8 i
1� y WASji 7�
51398
SIGNAL
May 8,2017
WARNING-Vxlfy design paramol—and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.l e/0"01$BEFORE USE.
Design valid for use onty wdh W olD connectors-This design Is based only upon parameters shown,and is for an mdwidual building component,not
a truss system.Before use,the budding designer must verify five applicability of design parameters and property incorporate this design into the overall
budomg design. Waiting indicated Is to prevent bucking at individual truss woo andlor chord members only.Additional temporary and permanent bracing TQI.
is always required for stabdity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Ilia 'a 1 S<
fabrication,storage,delivery,erection and bracing of trusses and uuss systems,see ANSUTP11 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane
safety Information available from Truss Plato institute,218 N,Lee Street,Suite 312,Alexandria,VA 22314. Suite 109
i I his 95810
I
Job Truss Tri 1pe QI Pty LGI S 2514 FL
R50499435
2514-FL C2 Floor 1 1
Job Reference o Uonal
BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc, Mon May 0813:21:47 2017 Page 1
ID:migznjh7H i SSQCFV TnR08zlaVJ-BSxcwglorAwLo47sMwznhUdTReaZY81Q3PW NgezlYZ2
0-3-0
24-0
Scale=1:155
3x6 II 3x4 II 3x4= 1.5x4 II
A B C D 3x4= E
L
_ 1.5x4=
0
1 5x4=
K
3x6 =
J I H G F
1.5x4 11 1.5x4 11 15x4 11 V Ili
30 =
QOi 8-2-14
b 7-11-14 1
Plate Offsets(X,Y)-- IC:0-1-8.Edge1,f0:0-1-8 Edael [J:Edae 0-0-121 (K'0-1 8 0.0-12) [L:0-1-8 0-0-121
LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (Ioc) I/deft Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TIC 0.37 Vert(LL) -0.05 H-1 >999 480 MT20 185/148
TCDL 10.0 Lumber DOL 1.00 BC 0.35 Velt(CT) -0.06 H-I >999 360
BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(CT) -0 01 F n/a n/a
BCDL 5.0 Code IRC2015/TPI2014 Matrix-R Weight:37 lb FT=0%F,12%E
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 HF No.2(flat) except end verticals.
WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) A=426/0-2-14,F=426/0-3-8
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD A-B=383/0,B-C=-383/0,C-D=-601/0
BOT CHORD H-1=0/601,G-H=0/601,F-G=0/601
WEBS B-1=269/0,A-1=0/555,D-F=678/0,C-1=-281/0
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3)Provide mechanical connection(by others)of truss to bearing plate atjoint(s)A.
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.
f o
r0� 51398
ASSj�NALG
May 8,2017
®WARNING-VerNy design iaaramerere and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiToW conneclors.This design is based only upon parameters shown,and is for an individual building component,not
a lass system.Before use,the building designer must verity the applicability of design parameters and property incorporate this design into the overall
budding design Bracing indicated is to prevent buckling oRhdividual lnroa web and/or chord mombers only.AdditionaRemponvy end permanent bracing — — 1� -
Is always required for stability and to prevent collapse with possible personal injury y and prop damages For general guidance regarding the „r'• e
fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute,218 N,Lee Street.Suite 312,Alexandria.VA 22314, Suite 109
C s Hei hts CA 95610
Job Truss Tru pa Qty Ply LGI h S 2514 FL
R50499436
2514-FL D1 Floor 3 1
Job Reference o clonal
BMC, EVERETT,WA 9820&3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 0813:21:48 2017 Page i
ID:migzTLih7HlsSQCFVTnR06z1aVJ-af% 80yZwETSZli2weUODiAeplwnHbyai3Fwh5zIYZI
11����� 0-1-8
1-8
• I 941.0 1t 5-12 i 1-3-0 ; 0}IA
Scale'=1:25.5
1.5x4 II
1.5x4=
3x6 II 3x4 II 3x4 = 3x4 II 3x4= 1 5x4 II 3x4= 1.5x4=
A B C 0 Q E F G H
o P
ro 0
0
N M LIZ K J3x4=
I
1.5x4 II 3x6 = 34= 1.5x4 II 3x4=
0.1118 6-9' 14-11 12
0.118 6-7.10 8.2.10
Plate Offsets(X,Y)— IE:0-1-8.Edge1 (J:0-1-8 Edge1 fO:0.1-8 0-0-121 IP:0-1.8 0-0-121
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 0.33 Vert(LL) -0.05 I-J >999 480 MT20 185/148
TCDL 100 Lumber DOL 1.00 BC 0.28 Vert(CT) -0.08 I-J >999 360
BCLL 0 0 Rep Stress Incr YES WB 0.14 Horz(CT) 0.01 1 n/a n/a
BCDL 5 0 Code IRC2015fTP12014 Matrix-R Weight:64 lb FT=O%F,12%E
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 HF No.2(flat) except end verticals.
WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) A=346/0-1-8,L=818/0-5-8,1=443/0-3-7
Max Grav A=395(LC 8),L=818(LC 1),1=446(LC 8)
FORCES. (lb)-Max,Comp./Max.Ten.-All forces 250(1b)or less except when shown.
TOP CHORD A-B=-346/0,B-C=34410,E-F=637/0,F-G=-637/0
BOT CHORD L-M=0/550,K-L=0/637,J-K=0/637,I-J=0/603
WEBS A-M=0/499,D-L=-274/0,C-L=-517/0,G-1=684/0,E-L=-689/0
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to Increase plate sizes to account for these factors.
3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)A.
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.
V,V,BRfL 8
was '
0
.0g 51398 cy�
GIS'1'gii" �l�'
AL ECG
May 8,2017
WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MI TEK REFERENCE PAGE Miff-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 bullding designer must verity the appllcabllily of design parameters and properly incorporate this design into the overall
duddmg design. dieting indicated is to prevent buckling of individual truss web and/or chord members Orly,Additional temporary and permanent bracing r1���e
I$always required for stabdly and to prevent collapse with possible personal Injury and property damage. For general guKisnoe regarding the 1 1�
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPit Quality Criteria,ose-89 and OCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute,218 N Lee Street.Suite 31Z Alexandria,VA 22314 Suite 109
a t his C I
1 � � �
I
I
Job Truss JF
/pe Qly Ply LGI i -S251 FFLR50499437
D3 oor 5 1
Job Reference.(optional
BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 081321:50 2017 Page 1
ID:migzTLjh7H 1 SSQCFVrnR08ztaVJ-Xt dkZizqSfjA=R13WU17FuNrRSITsONklmvJYZ9
0-1-8
280 � 0-
H� ,' 1 F � 1�B-1� 8 I�
Scale=1:33 4
3x4= 3x4= 3x4 11 4x6= 3x4 = 3x6 FP— 3x6=
A B C D E F G H I J K
Xo
rb
U Eie 'A
FE S RQ 0 O N M
3x4= 3x6 FP= 3x10= 3x6= 3x10= 3x6=
5-5& 24yr,4
5-" 14 11 14
Plate Offsets(X,Y)— fA.Edge,0-0-121.18.0-1-8 Edge] [C 0-1-8 Edoel [G 0-1-8 Edoel 10.0-1.8 Edoel [U:0.1-8 0-0-121 N'0-1 8 0.0.121 IW 0-1 8 0.0-121 fX 0-1 8 0-0 121
LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 071 Vert(LL) -0 25 M-N >716 480 MT20 185/148
TCDL 10.0 Lumber DOL 1.00 BC 1 00 Vert(CT) -0 32 M-N >561 360
BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(CT) 004 L n/a n/a
BCDL 5.0 Code IRC2015rrP12014 Matnx-R Weight:84 lb FT=O%F,12%E
LUMBER- BRACING-
TOP CHORD 2x4 HF No2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 HF No.2(flat) except end verticals.
WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
REACTIONS. (lb/size) L=801/0-5-6,T=258/0-3-6,P=1148/0-3-8
Max Grav L=805(LC 7),T=333(LC 10),P=1148(LC 1)
FORCES. (lb)-Max,Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD B-C=-380/62,E-F=-2057/0,F-G=2057/0,G-11=202410,H-J=2024/0
BOT CHORD S-T=-62/380,R-S=-62/380,P-R=-62/380,O-P=0/1228,N-0=0/2057,M-N=0/2057,
L-M=0/1269
WEBS B-T=429/70,C-P=-492/0,E-P=-1483/0,E-0=0/992,F-0=-337/0,J-L=-1440/0,
J-M=0/857,H-M=-320/0,G-M=-294/128
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)As requested,plates have not been designed to provide for placement tolerances c.,rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3)All plates are 1.5x4 MT20 unless otherwise indicated.
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.
�E"XL 44
J� Of WA SA, `7J�
51398 44
sSr�NAL ECG
May 8,2017
WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.1010312015 BEFORE USE.
Design valid for use only with MITeke connectors This design is based only upon parameters shown,and is for an Individual budding component.not
a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall p+� 's
brnkhng oo ti sign.tin Indicated is to prevent buckling of individual truss web anaror cnord members only Ad nai deio temporary and permanent tracing
truss systems,son ANSIITPII Quality Criteria,DSO-89 and SCSI Building Component 7777 Greenback Lane
-- @ 9�RD -- ------
Is fabrics ion,slorago,delivery,erection and bracing of trusses and always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 9
t
Safely Information available from Truss plate institute.218 N.Lee Street,Suite 312,Alemadna,VA 22314 SWte tog
Citrus Fie;bnts CA 9 0
II �; k
R
I
Job Truss Tri pe Qty Ply LGI 1 S 2514 FL
1
2514-FL D4 GABLE 1 1
Job Reference(optional) R50499438
BMC, EVERETT.WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 1321:51 2017 Pape 1
ID:mlgzTLih7HlsSQCFVrnRO6ziaVJ-7EB6m2_SD9r1QmRdbm2irKoCaFOGU UO_IUaIP7JYZ
0 8 0-W
Scale=1:33.6
3x6 FP= 2x4 I I
A B C D E F G H 1 J K L M
AC.
Z ZZ AB
Y X W V U T S R Q P O N
3x6 = 3x6 FP=
o-b-8
0- 2-5.8 44i-8 8S8 &8.8 10.541 12.5.8 14:2 T&68 1&5.8 20.5.4
0--8 2-0-0 2-0-0 2.0.0 2-0-0 2.OA 2-0-0 L2 2-0-0 2-0-0 1-it-12
0.4 0
Plate Offsets(X.Y)— fA:Edf1e 0.0-121 fM:0.1-8 Edael fZ:0.1 8 0.0-12] fAA:0.1-8 0.0-121 (AS:0 1-8 0 0-121 IAC:0.1 8 0-0-121
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP
TCLL 40 0 Plate Grip DOL 1.00 TC 0.16 Vert(LL) n/a n/a 999 MT20 185/148
TCDL 10.0 Lumber DOL 1.00 BC 0.04 Vert(CT) n/a n/a 999
BCLL 0 0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 N n/a n/a
BCDL 50 Code IRC2015/TPI2014 Matrix-R Weight:67 lb FT=O%F,12%E
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins,
BOT CHORD 2x4 HF No.2(flat) except end verticals.
WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing.
OTHERS 2x4 HF No 2(flat)
REACTIONS. All bearings 20-2-4.
(lb)- Max Grav All reactions 250 Ib or less at joint(s)Y,N,X,V,U,T,S,R,Q,P,O
FORCES. (lb)-Max.Comp/Max.Ten -All forces 250(lb)or less except when shown.
NOTES-
1)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
2)All plates are 1.5x4 MT20 unless otherwise indicated.
3)Gable requires continuous bottom chord bearing.
4)T(uss to be fully sheathed from one face or securely braced against lateral movement(j e.diagonal web).
5)Gable studs spaced at 2-0-0 cc.
6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 cc 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.
0
51398t�°
S70NAL�
May 8,2017
WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312016 BEFORE USE. r,
Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an individual tndfaing component,not
a truss b
system.Before use,the building designer must verify the applk;abdlly of design parameters and property incorporate this design mto the overall ��/
Wilding d:911.Bracing Yid"ed is to pravenl lnxklelg of ladiwduel buss.web.,Ku.uwd 111.0wa uidy.Addiii—i lumpmwy.mu yvnnmwul bracing iTe k'
is aways required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the 9N9 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI7 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109
C —H I hl CA 10
_ i
Job Truss Tr. ape Ll �
LGI, PS 2514 FL2514-FL F1 R5049943FLR GIRDER
2 Job Reference Lopiional
QMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MITek Industries,Inc. Mon May 0813:21:51 2017 Page 1
ID:migzTLjh7H i sSQCFVTnR06zlaVJ-?EB6m2_SDgr1 QmRdbm2jrKo8PFyhUxRO_1 UalPzIYZ_
2.11.3 i
Scale:1"=1'
A 4x5 I I F B 3x4=
C4x5 II
3x4=
3x4 =
1-14 M
Plate onsets(x.Y)— tc:Ed9e a3-sl 8-1-14
LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.43 Vert(LL) 0.00 D-E >999 480 MT20 185/148
TCDL 10.0 Lumber DOL 1.00 BC 0.27 Vert(CT) -0.00 D-E >999 360
BCLL 0.0 Rep Stress Incr NO WB 0,22 Horz(CT) 0.01 D n/a n/a
BCDL 5.0 Code IRC2015/TPI2014 Matrix-R Weight:53 lb FT=12%
LUMBER- BRACING-
TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No 1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 OF 180OF 1.6E or 2x4 OF No.1&Btr except end verticals.
WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) E=1529/0-5-8,D=1855/0-11-14
FORCES. (lb)-Max Comp./Max.Ten.-All farces 250(lb)or less except when shown.
TOP CHORD A-Ii-450/0,C-D=-783/0,A-B=-284/0,B-C=-304,0
BOT CHORD D-E=0/2979
WEBS 8-E=-2891/0,B-D=-2870/0
NOTES-
1)2-ply truss to be connected together with 10d(0 131"x3")nails as follows:
Top chords connected as follows:2x4-1 row at 0-9-0 oc.
Bottom chords connected as follows:2x4-1 row at 0-9-0 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)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to Increase plate sizes to account for these factors.
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.
LOAD CASE(S) Standard
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(plf) RRIjL
Vert:D-E=10,A-F=-100,C-F=527 WAS 8A.
Concentrated Loads(lb) J Of
Vert:F=-1034 aQT
�rA 51398 '�
��SjONALG
May 8,2017
� &WAMING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-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 tress system Before use,the building designer must vent'the applicability of design parameters and property incorporate[his design into the overall
budding design 9ra=g indicated is to prevent buckling of individual buss web and/or chord members only, Additional lomporery and pernumenl bracing rt ®�T
is always required lot stability and to prevent collapse with possible pomoral injury and property damage. For general guidance regarding the 1`l,� 1
fabrication,storage,delivery,erection and brsong of trusses and truss systems,see ANSMII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute,218 N,Lee Street,Suite 312.Alexandria,VA 22314. Suite 109
Citrus CA 9 1
1 �I',
�I
Job Truss Tn ape 1QW Ply LGI. _S 2514 FL
r R50499440
2514-FL F2 FLOOR GIRDER 1
2 Job Reference(opts
BMC, EVERE-T,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 0813:21:52 2017 Page 1
ID:migzTLjh7H1 sSQCFV rnR06ziaVJ-TQkU_O?4_Tzul vOg9UZyNYLNKfEVDL49DhD7pszlYYz
2.84 i
Scale=1:11 1
5x6=
A 5x6= B1.5x4 II
C
ct
(V
6x12 =
G E H
1.5x4 II 1.5x4 II
�01$ 2-1 LB
03 8 2-8.0 2 -0 I5 8
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 0.17 Vert(LL) -0 04 E-F >999 480 MT20 185/148
TCDL 10.0 Lumber DOL 1.00 BC 0.55 Vert(CT) -0.05 E-F >999 360
BCLL 0 0 Rep Stress Incr NO WB 0.39 Horz(CT) -0.00 D n/a n/a
BCDL 5.0 Code IRC2015fTP12014 Matrix-P Weight:49lb FT=12%
LUMBER- BRACING-
TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 5-11-0 oc purlins,
BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btf except end verticals.
WEBS 2x4 HF No 2 BOT CHORD Rigid ceiling directly applied Or 10-0-0 oc bracing.
REACTIONS. (lb/size) F=1648/0-5-6,D=2232/0-5-8
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD A-F=1199/0,C-D=-1199/0,A-B=-3065/0,B-C=-3065/0
WEBS A-E=0/3235,C-E=0/3235
NOTES-
1)2-ply truss to be connected together with 1Od(0.131"xW)nails as follows:
Top chords connected as follows:2x4-1 row at 0-9-0 oc.
Bottom chords connected as follows:2x4-1 row at 0-9-0 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)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
4)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.
LOAD CASE(S) Standard
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00
Uniforin Loads(plf)
Vert:D-F=-10,A-C=-100
Concentrated Loads(lb) ItRiL�B
Vert:G=-1085 H=-1085 1=-1092 F WASx
0
51398 Q�
�A �GISTE��
�sSjotvaL �
May 8,2017
WARNING-Verity 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*flown,and is for an individual bustling component,not .
a truss system.Before use,the budding designer must venly the applicability of design parameters and property incorporate Ibis design into the overall
--—building design.Bracing indicatod is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing.--- — s\A�Tef.�
is ah l91vays required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the 1 iC
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPll Quality Criteria,DSS-89 and SCSI Building Component 7777 Greenback Lane
Safely information available from Truss Plato Institute,218 N.Lea Silver.Suite 31Z Alexandria,VA 22314- Suite 109
Cg H i hts A 5 10
� �,
I
I
Job Truss TI ype Oty Ply LGI �S 2514 FL
2514-FL F3 FLOOR GIRDER 1
R50499441
Job Reference(o-p0onal)
BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MTek industries,Inc. Mon May 08 13:2L53 IS 7 Page 1
I D:migzTLjh7H 1 sSOCFVrnRO6ziaVJ-xcltBk?Itm51f3bOiB4BwlIN32XPymvJRLzhMlzlYYy
Scale=1:18 0
1,5x4 II 4x12= 1 5x4 II 1.50 II 4x12 = 15x4 II
A K B L C D M E F
u u
N
I H 3x10 =
3x10 =
4x8 =
4x8 =
t 4.378
4." 1-3.0 438
Prate Offsets(X Y)— fH:0-3-8 0-1-81 f1:0-3-8 0-1-81
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (ioc) I/deft L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.87 Vert(LL) -0 13 H-1 >870 480 MT20 185/148
TCDL 10-0 Lumber DOL 1.00 BC 0.77 Vert(CT) -0.18 H-1 >625 360
BCLL 0.0 Rep Stress Incr NO WB 055 Horz(CT) 0.03 G n/a n/a
BCDL 5.0 Code IRC2015/TPI2014 Matrix-RH Weight:92 lb FT=12%
LUMBER- BRACING-
TOP CHORD 2x4 DF 180OF 1.6E or 2x4 OF No.18Btr TOP CHORD SIFUctnral.vood sheathing directly applied or 2-11-6 oc purlins,
BOT CHORD 2x6 OF SS except end vedicals.
WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) G=3789/0-4-8,J=3714/0-5-8
Max Grant G=3789(LC 1),J=3718(LC 3)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD A-J=-475/0,F-G-990/0,B-C=9514/0,C-D=-9514/0,D-E=9514/0
BOT CHORD I-J=0/7419,H-1=0/9514,G-H=0/6325
WEBS E-G=-6819/0,B-J=-7998/0,E-H=0/3557,B-1=0/2264,C-1=-1075/0,0-H=-1510/0
NOTES-
1)2-ply truss to be connected together with 10d(0.131"x3")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 0-9-0 oc.
Webs connected as follows:2x4-1 row at 0-7-0 oc,Except member H-E 2x4-1 row at 0-9-0 oc,member I-B 2x4-1 row at 0-9-0 oc
,member I-C 2x4-1 row at 0-9-0 oc,member H-D 2x4-1 row at 0-9-0 oc.
2)Ail loads are considered equally applied to all plies,except 4 noted as front(F)or back(8)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 floor live loads have been considered for this design.
4)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
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 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 0 OWAS
NI,t J
Uniform Loads(plo C �'
Vert:G-J=10,A-F=-100
Concentrated Loads(lb)
Vert:F=-891 E=-852 D=1461 K=-1461 L=-1461 M=-326
51398
TE
SIQNALEt^�
May 8,2017
WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MI TEK REFERENCE PAGE MII7473 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 tress system.Bofors use,the budd desl r must veri the a lkablli ofde n aremeters and o e arc ato this desi n Imo the overall101
m9 N PP N .. P_ P!P M orpor gbu&Nng design Bracing indicated is to preventbuckling of Iridivlduai truss web andlor ciwto nrombers ordy.Additional emporary and permanent bracingis always required for stability and to prevent collapse with possible personal IMury and property damage For general guidance regarding the
fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPit Oualiry Criteria,OS8.89 and SCSI Building Component 7777 Greenback Lane
Safety Infomellon available from Truss Plate Institute.218 N.Lee Street.Suite 312.Aloxandda,VA 22374. Suits re
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Job Tr—uss T y p e y JMES 2251+A RF
2514-A Al Common Supported Gable 1 1
Ilob Reference o ionab
BMC.EVERETT,WA 98205.3212 8.000 s Jul 115201161kTakindusWes Inc. Mon Mayy 0815:1430 2017 Paagqe 1
�t18g ID:migzTLjh7H1sSQCFVrnRO6ziaVJ4 w698ygt_DEkReKNDzpGIRgCCIbCBkGNkjgzlVSt
8-3-0 1 16- -0 17-6-0
0-0 8.3-0 8-3-0 I 1-0-6 I
Scale:3/8"=1'
4x5=
F
5.00 12 E G
S T U V
D H
r
C I
T T
B J
® K �o
3x4= R Q P O N M L 3x4=
18-9-0
16-6-0
16-6-0
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 0,11 Vert(LL) 0-00 J n/r 180 MT20 185/148
(Roof Snow--25.00).0 Lumber DOL 1.15 BC 0.06 Vert(CT) 000 K n/r 180
BCDL Rep Stress Incr YES WB 0.03 Horz(CT) 0-00 J n/a n/a
BCLL .0 BCDL 10.0 Code IRC2015/TPI2014 (Matrix) Weight:57 lb FT=10%
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 HIP No.2 MiTek recommends that Stabilizers and required cross
bracing be installed during truss erection,in accordance
with Stabillzer Installation guide.
REACTIONS. (lb/size) B=162/16-6-0 (min.0-2-8),J=162/1646-0 (min,0-2-8),0=159/16-6-0 (min.0-2-8),P=169116-6.0 (min.0-2-8).0=164/16-6-0 (min.0-2-8)
R=182/16-6-0 (min.0-2-8),N=169/16-6-0 (min.0-2-8),M=164/16-6-0 (min.0-2-8),L=182116.E-0 (min.0-2-8)
Max Horz B=-46(LC 13)
Max UpliftB=-22(LC 8),J=-24(LC 9),P=-25(LC 12),Q=-25(LC 12),R=-23(LC 12),N=-24(LC 13),M=-25(LC 13),L=-23(LC 13)
Max GravB=178(LC 18),J=178(LC 18),0=159(LC 1),P=213(LC 19),Q=170(LC 19),R=182(LC 1),N=213(LC 20),M=170(LC 20),L=182(LC 1)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD A-B=0/41,B-C=-56/35,C-D=-39/39,D-S=-35/60,S-T=-16/61,E-T=-16/64,E-F=-43/106,F-G=-43/106,G-U=-16/64,U-V=-16/61,H-V=-35/60,
H-1=-35/35,I-J=-40/19,J-K=0/41
BOT CHORD B-R=-7/53,Q-R=-7/53,P-Q=-7/53,O-P=-7/53,N-0=-7/53,M-N=-7/53,L-M=-7/53,J-L=-7/53
WEBS F-0=-120/6,E-P=-173/92,D-Q=-131/57,C-R=-137/78,G-N=-173/92,H-M=-131/57,I-L=-137/78
NOTES-
1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;
enclosed;MWFRS(envelope)automatic zone and C-C Corner(3)-1-0-0 to 2-3-0,Exterior(2)2-3-0 to 5-3-0,Corner(3)
5-3-0 to 8-3-0,Exterior(2)11-3-0 to 14-3-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C
for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33
2) 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.
3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on
overhangs non-concurrent with other live loads.
6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection
conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors
7)All plates are 2x4 MT20 unless otherwise indicated.
8)Gable requires continuous bottom chord bearing.
9)Gable studs spaced at 2-0-0 oc.
10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
11)*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.
12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 22 lb uplift at joint B,24 lb
uplift at joint J,25 lb uplift at joint P,25 lb uplift at joint Q,23 lb uplift at joint R,24 lb uplift at joint N,25 lb uplift at joint M
and 23 lb uplift at joint L
13)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2
and referenced standard ANSI/TPI 1.
' I 1 iL
I
o toss toss ype y XES2514-ARF
2514-A A2 Common 1 1
Job Reference(opliona0
9MC.E RETT,WA 90205-3212 8.000 a Adis 2016 MiTak Industries.Inc. Mon May 08 IS:14 31 2017 Page 1
9-0 ID:mlgzTLjh7H1sSQCFVTnR06z1aVJ-YAUUNXySeHL4MbCWxWU2oz_sTcODKe?tggwZHFGzlv6s
4-7 3 8-3-0 11-10-12 16-6-0 �'t"7-6-0,
1-0-0 4-7-4 3-7-12 3-7-12 4-7-4 1-0-0
Scale:3/8"=1'
45=
D
5.00 12
2x4 j K L M 2x4
C E -
t N
B F
GR
H
3x6= 3x6=
3x10=
18-9-0 18-9-0
83-0 164-0
8-3.0
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 0.24 Vert(LL) -0.09 F-H >999 240 MT20 185/148
(Roof Snow-25.0) Lumber DOL 1.15 BC 0.55 Vert(CT) -0.19 F-H >999 180
BCDL .0
0
BCLL Rep Stress Incr YES WB 0.12 Horz(CT) 0.03 F n/a n/a
.0 'BCDL 10.0 Code IRC20151TPI2014 (Matrix) Weight:56 lb FT=10%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-6 cc purlins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 HF No.2 MiTek recommends that Stabilizers and required cross
bracing be installed during truss erection,in accordance
with Stabilizer Installation guide.
REACTIONS. (lb/size) B=752/0-5-8 (min.0-1-8),F=752/0-5-8 (min.0-1-8)
Max Horz B=-46(LC 13)
Max UpliftB=-49(LC 12),F=-49(LC 13)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD A-B=0/42,B-1=-1234/107,C-1=-1197/120,C-J=-939/71,J-K=-927/73,D-K=-891/82,D-L=-891/82,L-M=-927/73,E-M=-939/71;E-N=-1197/120,
F-N=-1234/107,F-G=0/42
BOT CHORD B-H=-70/1093,F-H=-53/1093
WEBS D-H=0/449,E-H=-353/107,C-H=-353/107
NOTES-
1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;
enclosed;MWFRS(envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 5-3-0,Exterior(2)
5-3-0 to 8-3-0,Interior(1)11-3-0 to 14-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C
for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33
2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on
overhangs non-concurrent with other live loads.
5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection
conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
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 49 lb uplift at joint B and 49 lb
uplift at joint F.
9)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSI/TPI 1.
1
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Job Truss toss ype Qty plyOME$2514ARF
2514-A B1 GABLE 1 1
Job Referenm(optionaQ
BM ,EVER ,WA 9620"212 5.000 s Jul 1 2016 MtTck Induatliea Inc, Mon May 06 15:14i31 2017 Po 1
��aa,9-0 ID:migzTLjh7H1sSOCFVTnR0WaVJ-YAUUNXySeHL4MbCS/*wU2oz JvcPgKeopii&7 GzIVBs
0-0-D, 11-9-0 15 3 0 23.6.0 a
r1 0 0 11-9-0 3 8-0 8-3-0 1-0-0
Scale=1:44.8
45=
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5.00 F12
G K
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L
0 J,
C H
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=
18-9-0 18-9-0
, 15-3-0 , 23-6-0
1630 8-3-0
Plate Offsets(XX_,y)— 1M:0-5 12 Edge]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.79 Vert(LL) -0.12 N-P >999 240 MT20 185/148
(Roof Snow 2 7.0 Lumber DOL 1.15 BC 0.59 Vert(CT) -0.25 N-P >806 180
TCDL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.03 N nla n/a
BCD- 0.0 * Code IRC2015ITPI2014 (Matrix) Weight:95 lb FT=10%
CD 10.0
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 4-1-7 oc purlins.
T2:2x6 HF 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):J,H
WEBS 2x4 HF No.2 Mffek recommends that Stabilizers and required cross
OTHERS 2x4 HF No.2 bracing be installed during truss erection,in accordance
with Stabilizer Installation aulde.
REACTIONS. (lb/size) B=252/7-5-8 (min.0-2-3),5=-210/7-5-8 (min.0-2-3).T=314/7-5-8 (min.0-2-3).N=78110-S-8(min.0-1-8),R=96017-5-8 (min.0-2-3)
Max Horc B=64(LC 12)
Max UpliftB=-11(LC 12),S=-210(LC 1),T=-39(LC 12),N=-58(LC 13)
Max Grav B=267(LC 19),T=314(LC 1),N=781(LC 1),R=960(LC 1)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD A-B=0/41,B-U=-210/0,C-U=-159/8,C-D=-193/28,D-E=-188/44,E-V=-198/65,G-V=-163/68,G-1=-176/90,1-K=-175/92,K-W=-173/72,
M-W=-177/68,M-X=-1078/76,N-X=-1168/52,N-0=0142,F-R=-1019/131,F-H=-959/121,H-J=-947/116,J-L=-921/110,L-M=-884/97
BOT CHORD B-T=0/161,S-T=0/161,R-S=0/161,Q-R=0/983,P-Q=0/983,N-P=0/989
WEBS I-J=-70/17,G-H=-84/38,E-F=-162/57,D-S=-115/38,C-T=-199/75,K-L=-96136,M-P=0/360
NOTES-
1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;
enclosed;MWFRS(envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 8-9-0,Exterior(2)
8-9-0 to 11-9-0,Interior(1)14-9-0 to 21-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C
for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33
2) 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.
3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on
overhangs non-concurrent with other live loads.
6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection
conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors.
7)All plates are 2x4 MT20 unless otherwise indicated.
8)Gable studs spaced at 2-0-0 oc.
9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
10)*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.
11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 11 lb uplift at joint B,210 lb
uplift at joint S.39 lb uplift at joint T and 58 lb uplift at joint N.
12)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2
and referenced standard ANSI/TPI 1.
13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
7-u-s-S-1
ype y y S 2514 ARF
2514-A B2 Girder 1
3 lJob Reterence1optloo
BMC.EVERETT.WA 987.053212 8,000 s Jul 15 2016 Mii Industries,Inc. Mon May 0815 1414:33 2017 Page 1
18-9-0 18_9_0 ID:migzTLjh7H 1 sSQCF VTnR06zlaVJ-UZbFnDjAvbobvMv2LXM0387P4koQ_5YEcOK6R19�q
4 1-11 7-2-12 1 11-9.0 1634 19-4 5 23-6-0 I
4 1-11 3-1-1 4-6-4 4-64 3-1-1 4-1-11
Scale=1:40.6
45=
D
5.00 12 r
6x8 6x8
C
M N E
3x6 3x6
B F
A G
11 7
o �o
P L Q R S T J U V I W H X Y
O K
4x6=
46= 3x10 II 12x12= 8x12= 12x12= 3x10 II
18-9-0 18-9-0 18-9-0
Qr6 12 2 6-12 4 1-11 , 7-2-12 1179-0 16 3� , 18rM5 22$12 23 8 0
3 1-1 4-6-4 4 6� 3 1- 3.2 7 O'-111
Plate Offsets{X Y)— rJ:041.0.0 4.81
LOADTCLL (psf)
25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
(Roof Snow=25.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) -0.10 I-J >999 240 MT20 185/148
TCDL 7.0 Lumber DOL 1.15 BC 0.62 Vert(CT) -0.17 W >999 180
BCLL 0.0 Rep Stress Incr NO WB 060 Horz(CT) 0.02 G n/a i
BCDL 0 0 Code IRC2015ITPI2014 (Matrix) Weight:340 lb FT=10%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-0 oc purlins.
BOT CHORD 2x6 OF SS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 HF No.2
REACTIONS. (Ib/size) A=1702/0-5-8 (min.0-1-8),G=6544/0-5-8 (min.0-2-5).K=13263/0-5-8 (min.0-4-11)
Max HorzA=-58(LC 28)
Max UpliftA=-92(LC 10),G=-350(LC 11),K=-668(LC 10)
Max GravA=1745(LC 16),G=6566(LC 17).K=13263(LC 1)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD A-B=-68/1146,B-C=-213/4463,C-M=-3399/210,D-M=-3387/223,D-N=-3357/213,E-N=-3427/200,E-F=-8639/481,F-G=-11670/629
BOT CHORD A-0=-1009/127,O-P=-1009/127,L-P=-1009/127,L-Q=-1009/127,Q-R=-1009/127,K-R=-1009/127,K-S=-4084/273,S-T=-4084/273,J-T=-4084/273
,J-U=-377/7963,U-V=-377/7963,I-V=-377/7963,I-W=-549/10700,H-W=-549/10700,H-X=-549/10700,X-Y=-549/10700,G-Y=-549/10700
WEBS D-J=-103/2310,E-J=-5815/353,E-1=-220/4900,F-1=-3134/196,F-H=-94/2547,C-J=-424/8570,C-K=-7934/426,B-K=-3615/220,B-L=-105/2758
NOTES-
1)Special connection required to distribute bottom chord loads equally between all plies.
2)3-ply truss to be connected together with 1 Od(0.131"x3")nails as follows:
Top chords connected as follows:2x4-1 row at 0-7-0 oc.
Bottom chords connected as follows:2x6-3 rows staggered at 04-0 oc.
Webs connected as follows:2x4-1 row at 0-9-0 oc,Except member E-1 2x4-2 rows staggered at 04-0 oc.
3)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.
4)Wind:ASCE 7-10;Vult=11 Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;
enclosed;MWFRS(envelope)automatic zone;cantilever left and right exposed;end vertical left and right exposed;
Lumber DOL=1.33 plate grip DOL=1.33
5)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1
6)Unbalanced snow loads have been considered for this design.
7)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection
conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors.
8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9)*This truss has been designed for a live load of 21 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.
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 92 lb uplift at joint A,350 lb
uplift at joint G and 668 lb uplift at joint K.
11)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2
and referenced standard ANSI/TPI 1.
12)Hanger(s)or other connection devices)shall be provided sufficient to support concentrated load(s)1637 lb down and 86
lb up at 0-6-12,1630 lb down and 93 lb up at 2-6-12,1630 lb down and 93 lb up at 4-6-12,1630 lb down and 93 lb up
at 6-6-12,1630 lb down and 93 lb up at 8-6-12,1630 lb down and 93 lb up at 10-6-12,1630 lb down and 93 lb up at
12-6-12,1630 lb down and 93 lb up at 14-6-12,1630 lb down and 93 lb up at 16-6-12,1630 lb down and 93 lb up at
18-6-12,and 1630 lb down and 93 lb up at 20-6-12,and 1633 lb down and 90 lb up at 22-6-12 on bottom chord. The
design/selection of such connection device(s)is the responsibility of others.
1'
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2514-A C1 Common Supported Gable 1 1
Job Reference�o t�Iona
BMC.EVERETT,WA 98205.3212 8.000 s Ju115 2016 MITek Industries,Ina Mon May 08 15:14:35 2017 Papa 1
ID:migzTLjh7H1 sSQCFVTnRO6ziaVJ•Rxj?Cu?1.19WgDWHAtnZ?zp8YsDumG000?YSV0PlzIV8o
20•0-0 20-M 4 0�b
Scale=1:73.7
5.00 F12 45=
L M
3x4 K
J N 3x4
H O
giWE1
SI
G P Q
F 14R
E 8 g e S
p 6 7 8 T
AO 6T1 3 5 ST1J AP
3 2
AB VW
0
3x4= AN AM AL AK AJ Al AH AG AF AE AD AC AB AA Z Y X 3x4=
5x6=
18-9-0
_ 40-0-0
� AD-00
Plate Offsets(X_,Y)- [P:0-0-0,0 0 01.fAF:O 3-0.0.3.01
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 0.15 Vert(LL) -0.00 V n/r 180 MT20 185/148
(Roof Snow=2
TCDL 7•0.0 Lumber DOL 1.15 BC 0.07 Vert(CT) 0.00 W n/r 180
Rep Stress Incr YES WB 0.22 Horz(CT) 0.01 V n/a n/a
BCLL 0.0 " Code IRC2015/TP12014 (Matrix) Weight:198 Ib FT=10%
BCDL 10.0
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 HF No.2 WEBS 1 Row at midpt L-AF
MITek recommends that Stabilizers and required cross
bracing be installed during truss erection,in accordance
with Stabilizer Installation guide.
REACTIONS. (lb/size) V=216/40-0-0 (min.0-3-12),AF=160/40-0-0 (min.0-3-12),AG=168/40-0-0 (min.0-3-12),AH=168/404)-0 (min.0-3-12),AI=168/40-0-0
(min.0-3-12),AJ=169/40-0-0 (min.0-3-12),AK=164/40-0-0 (min.0-3-12),AL=185/40-0-0 (min.0-3-12),AM=101/40-0-0 (min.0-3-12),
AN=326/40-0-0 (min.0-3-12),AE=168/40-0-0 (min.0-3-12),AD=168/40.0-0 (min.0-3-12),AC=168/40-0-0 (min.0-3-12),AB=169/40-0-0
(min.0-3-12),AA=164/40-0-0 (min.0-3-12),Z=185/40-0-0 (min.0-3-12),Y=101/40-0-0 (min.0-3-12),X=326/40-0-0 (min.0-3-12),
B=216/40-0-0 (min.0-3-12)
Max Horz B=-105(LC 13)
Max UpliftV=-7(LC 9),AG=-20(LC 12),AH=-26(LC 12),A1=-24(LC 12),AJ=-24(LC 12),AK=-24(LC 12),AL=-26(LC 12),AM=-16(LC 12).AN=45(LC
12),AE=-18(LC 13),AD=-27(LC 13),AC=-24(LC 13),AB=-24(LC 13),AA=-24(LC 13).Z=-26(LC 13),Y=-16(LC 13),X=-45(LC 13),
B=-6(LC 13)
Max GravV=216(LC 20),AF=169(LC 25),AG=246(LC 19),AH=243(LC 19),AI=214(LC 19),AJ=169(LC 1),AK=164(LC 19),AL=185(LC 1),
AM=101(LC 19),AN=326(LC 1),AE=246(LC 20),AD=243(LC 20),AC=214(LC 20),AB=169(LC 1),AA=164(LC 20),Z=185(LC 1),
Y=101(LC 20),X=326(LC 1),B=216(LC 19)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD A-B=0/41,B-AO=-118/38,C-AO=-108/67,C-D=-86/56,D-E=-64/65,E-F=-53/80,F-G=-39/94,G-H=-38/107,
H-1=-29/110,I-J=-48/136,J-K=-58/174,K-L=-66/214,L-M=-66/214,M-N=-58/174,N-O=-48/136,
O-P=-29/110,P-Q=-38/107,Q-R=-35/82,R-S=-36/55,S-T=-33/29,T-U=-55/14,U-AP=-67/41,V-AP=-87/21,
V-W=0/41
BOT CHORD B-AN=-25/112,AM-AN=-25/112,AL-AM=-25/112,AK-AL=-25/112,AJ-AK=-25/112,AI-AJ=-25/112,
AH-AI=-25/112,AG-AH=-25/112,AF-AG=-25/112,AE-AF=-25/112,AD-AE=-25/112,AC-AD=-25/112,
AB-AC=-25/112,AA-AB=-25/112,Z-AA=-25/112,Y-Z=-25/112,X-Y=-25/112,V-X=-25/112
WEBS L-AF=-129/0,K-AG=-206/88,J-AH=-203/80,I-AI=-174/52,G-AJ=-128/56,F-AK=-126/53,E-AL=-138/61,
D-AM=-86/35,C-AN=-230/123,M-AE=-206/88,N-AD=-203/80,O-AC=-174/52,Q-AB=-128/56,
R-AA=-126/53,S-Z=-138/61,T-Y=-86/35,U-X=-230/123
NOTES- '
1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;
enclosed;MWFRS(envelope)automatic zone and C-C Corner(3)-1-0-0 to 3-0-0,Exterior(2)3-0-0 to 16-0-0.Corner(3)
16-0-0 to 20-0-0,Exterior(2)24-0-0 to 37-0-0 zone;cantilever left and right exposed;end vertical left and right
exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33
2) 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 perANS1/TPI 1.
3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on
overhangs non-concurrent with other live loads.
6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection
conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors.
7)All plates are 2x4 MT20 unless otherwise indicated.
8)Gable requires continuous bottom chord bearing.
9)Gable studs spaced at 2-0-0 oc.
&tiniue�sbn F�aa0aen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
0 NSS fuss I ype y MES Ply — J 514•ARF
5 f } 1
2514-A C1 Common Supported Gable 1 1
Job Reference(optional)
RETT.wA 9820532t2 8.000 s Jul 152016 M Tek Industries,Inc. Mon May 08 15:14;35 2017 Pape 2
ID migzTLJh7H1sSQCFVTnR06zlaVJ-Rxj?Cu?z7WsWgDWHAmZ?zp8YSDUmGOOO?Y5VP1zI%o
NOTES-
11)*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.
12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 7 lb uplift at joint V,20 lb uplift at joint AG,26 lb uplift at joint AH,24
lb uplift at joint Al,24 lb uplift at joint AJ,24 lb uplift at joint AK,26 lb uplift at joint AL,16 lb uplift at joint AM,45 lb uplift at joint AN,16 lb uplift at joint AE,27 lb
uplift at joint AD,24 lb uplift at joint AC,24 lb uplift at joint AB,24 lb uplift at joint AA,26 lb uplift at joint Z,16 lb uplift at joint Y,45 lb uplift at joint X and 6 lb
uplift at joint B.
13)This truss is designed in accordance with the 2015 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1.
y I
s
otruss nJ55Type Qty Ply 6MES2514-ARF
2514-A C2 Common 5 1
Job Referenoe jo�tional)_
BMC,EVERETT.WA 98 12 5.000 s Jul 15 2018 MiTek Industries,Inc. Mon M�a�y08 15.1436 2017 Page 1
1 ID migzTLjh7H1sSQCFVTnRO6zlaVJ-v7HNQEObTq_NSM5UJU4EVOhVV d4b9mYEC1a }{zIVBn
-,1w 7-1-3 13-9-4 20-0.0 28 2-12 32-10-13 40-0-0 � 0 0
7--1-3 t1 8 0 6-2-12 8-2-12 I G." 7-1-3
Scale=1:72.8
5.00 12 4x6=
E
5x8 N Q 5x8
D F
2x4�� 2x4 i
C W3 IAr3 G
M P
A B 1 HI
I�
45=
L Q R K S T J 45=
3x4= 5x8= 3x4=
18-9-0 18-9-0
10-3.14 20-0-0 29-8-2 40-0-0
10.3.14 941-2 9-8-2 1 14
Plate Offsets_(X Y J0:0-0-0._4 [F:0.4 0.0-3 41 jK:0-4-0�,00-3 0]
LOADING(psf) SPACING-SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.96 Vert(LL) -0.36 J-K >999 240 MT20 185/148
TCDL 7.0 Lumber DOL 1.15 BC 0.73 Vert(CT) -0.63 J-K >756 180
BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(CT) 0.16 H n/a n/a
BCDL 10.0 Code IRC2015/TPI2014 (Matrix) Weight:161 Ib FT=10%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 HF No.2 WEBS 1 Row at midpt F-K,D-K
MiTek recommends that Stabilizers and required cross
bracing be installed during truss erection,in accordance
REACTIONS. (lb/size) H=1739/0-5-8 (min.0-1-14),B=1739/0-5-8 (min.0-1-14) with Stabilizer Installation guide.
Max Horz B=-105(LC 13)
Max UpliftH=-93(LC 13),B=-93(LC 12)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD A-B=0/42,B-M=-3564/172,C-M=-3490/193,C-D=-3209/166,D-N=-2242/177,E-N=-2165/195,E-0=-2165/195,F-0=-2242/177,F-G=-3209/166,
G-P=-3490/193,H-P=-3564/172,H-1=0/42
BOT CHORD B-L=-206/3199,L-Q=-94/2587,Q-R=-94/2587,K-R=-94/2587,K-S=-49/2587,S-T=-49/2587,J-T=-49/2587,H-J=-104/3199
WEBS F-K=-931/155,E-K=-5/1260,F-J=0/580,G-J=-422/161,C-L=-422/161,D-K=-932/155,D-L=0/580
NOTES-
1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;
enclosed;MWFRS(envelope)automatic zone and C-C Exterior(2)-1-0-0 to 3-0-0,Interior(1)3-0-0 to 16-0-0,Exterior(2)
16-0-0 to 20-0-0,Interior(1)24-0-0 to 37-0-0 zone;cantilever left and right exposed;end vertical left and right
exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33
2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on
overhangs non-concurrent with other live loads.
5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection
conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
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,with BCDL=10.0psf.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 93 lb uplift at joint H and 93 lb
uplift at joint B.
9)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSI/TPI 1.
Job Truss FI,-U_S__S-
Type y y 2514-A RF
2514,A C3 n 12 1
L*Refei �bnaU
BMC,EVERM.WA 982 212 8.000 a Ju135 20�16 AATa'k Indua6las,Inc. Man May 08 15:14,37 2017 Pagoo 1
1 I D:m igzT Ljh 7H 1 sSQCFVTnR06zIaVJ-NKnnda 1 DD76E41MggHBbT2EElq 1 Q1kl3hSWJJ;y8m
1 13-" 6-2-12 26.2-2 32107-1-3 A13 I 39-7 61-0 7-1-3 .8.0 6-2-12 5-11.9
Scale=1:72.2
5.00 12 4x6=
E
5x8 M = N 5x8
D F
2x4 2x4
C W3 G
O
L
A
8 1 H
9
Io
4x5= K P Q J R S I 5x6=
3x4= 5x8= 3x4=
18-9-0 18-9-0
10-3-14 20-0-0 29-8-2 39-7.6
10.3-14 9 8 z 9-8-2 9.11.4
Plate Oflsels(X.Y)— 10:0-4-0,0-3-41 tF:0.4-0.0-3.41,f,I:04-0.0.3.01
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 25.0 7.0 Plate Grip DOL 1.15 TC 0.95 Vert(LL) -0.35 J-K >999 240 MT20 185/148
(Roof Snow--25.0) Lumber DOL 1.15 BC 0.73 Vert(CT) -0.62 J-K >765 180
TCDL .0 Rep Stress Incr YES WB 0.34 Horz(CT) 0.16 H n/a n/a
BOLL 0.0 'BC L 10.0 Code IRC2015/TPI2014 (Matra) Weight:160 Ib FT=10%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 HF No.2 WEBS 1 Row at midpt F-J,D-J
WEDGE MiTek recommends that Stabilizers and required cross
Right:2x4 HF No.2 bracing be installed during truss erection,in accordance
with Stabilizer Installation guide.
REACTIONS. (lb/size) B=1731/0-5-8 (min.0-1-14),H=1650/Mechanical
Max Horz B=109(LC 16)
Max UpliftB=-93(LC 12),H=-73(LC 13)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD A-B=0/42,B-L=-3544/175,C-L=-3470/196,C-D=-3189/169,D-M=-2221/180,E-M=-2145/198,E-N=-2145/198,F-N=-2222/185,F-G=-3149/181,
G-0=-3377/210,H-0=-3464/199
BOT CHORD B-K=-211/3181,K-P=-99/2569,P-Q=-99/2569,J-Q=-99/2569,J-R=-69/2551,R-S=-69/2551,I-S=-69/2551,H-1=-137/3109
WEBS E-J=-7/1245,F-J=-909/156,F-1=0/544,G-1=-375/158,D-J=-926/155,D-K=0/581,C-K=-422/161
NOTES-
1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;
enclosed;MWFRS(envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-11-9,Iriterior(1)2-11-9 to 16-0-7,Exterior(2)
16-0-7 to 20-0-0,Interior(1)23-11-9 to 35-7-1 zone;cantilever left and right exposed;end vertical left and right
exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33
2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on
overhangs non-concurrent with other live loads.
5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection
conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
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,with BCDL=10.Opsf.
8)Refer to girder(s)for truss to truss connections.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 93 lb uplift at joint B and 73 lb
uplift at joint H.
10)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2
and referenced standard ANSI/TPI 1.
Job TC4
ss russ- ype y PrY-- , ES 2514-A R
2514-A GABLE 1 1
Job Reference(optional)
BMC.EVERETT,WA 98205-3212 8.000 s Jul 15 2018 MfTek Indusff us,Inc. Mom 15. 438 2017 PasVe 1
1ID:migzTL)h7H1sSQCFVrnRO6ziaVJ-rM$rw2r REShgFsrv7ibRMa01n7rhWJ9?Mgg8
2D-M 39-7-6
0 2D-0.0 19-7-8
Scale=1:73.2
5.00 12 45=
L M
3x4 K
J N 3x4
H 0
G P Q
F R
E 8 S
p 7 T
4 5sle 5 STU AD
2
AN 6T1 3 3
V
AB o
a{ [co
dd o
3x4= AM AL AK AJ Al AH AG AF AE AD AC AB AA Z Y X W 3x4=
5x6-
18-9-0
39-7-6
39-7.6
Plate Offsets(X.Y)-- [AE:0-3-0 0-3-0)_
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 0.15 Vert(LL) -0.00 A n/r 180 MT20 185/148
(Roof Snow=25 0.0).0 orz(CT)Lumber DOL 1.15 BC 0.07 Vert(CT) 0.00 A n/r 180
BCDL Rep Stress Incr YES WB 0.22 H 0.01 V n/a n/a
BCLL .0 ' Code IRC2015/TP12014
BCDL 10.0 (Matrix) Weight:196 Ib FT=10%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No-1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 HF No-2 WEBS 1 Row at midpt L-AE
MiTek recommends that Stabilizers and required cross
bracing be installed during truss erection,in accordance
with Stabilizer Installation guide.
REACTIONS. (lb/size) V=129/39-7-6 (min.0-3-10).AE=160/39-7-6 (min.0-3-10),AF=168/39-7-6 (min.0-3-10).AG=168/39-7-6 (min.0-3-10),AH=168139-7-6
(min.0-3-10),AI=169/39-7-6 (min.0-3-10),AJ=164/39-7-6 (min.0-3-10),AK=185/39-7-6 (min.0-3-10).AL=101/39-7-6 (min.0-3-10).
AM=326/39-7-6 (min.0-3-10),AD=168/39-7-6 (min.0-3-10),AC=168139-7-6 (min.0-3-10),AB=168/39-7-6 (min.0-3-10),AA=169/39-7-6
(min.0-3-10),Z=164/39-7-6 (min.0-3-10).Y=182/39-7-6 (min.0-3-10),X=110/39-7-6 (min.0-3-10).W=309/39-7-8 (min.0-3-10).
B=216/39-7-6 (min.0-3-10)
Max Horz B=109(LC 12)
Max UpliftAF=-20(LC 12),AG=-26(LC 12).AH=-24(LC 12),AI=-24(LC 12).AJ=-24(LC 12),AK=-26(LC 12),AL=-16(LC 12),AM=-45(LC 12),
AD=-18(LC 13),AC=-27(LC 13),AB=-24(LC 13),AA=-24(LC 13).Z=-24(LC 13),Y=-26(LC 13).X=-15(LC 13),W=-50(LC 13),B=-4(LC 13)
Max GravV=129(LC 20),AE=167(LC 25),AF=243(LC 19),AG=240(LC 19),AH=202(LC 19),AI=169(LC 1),AJ=165(LC 19),AK=185(LC 1),
AL=101(LC 19).AM=326(LC 1),AD=246(LC 20).AC=243(LC 20),AB=214(LC 20),AA=169(LC 1),Z=165(LC 20).Y=182(LC 1),X=111(LC
20).W=309(LC 1),B=216(LC 1)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD A-13=0/41,B-AN=-120/34,C-AN=-110/64,C-D=-88/52,D-E=-66/61,E-F=-54/76,F-G=-41/90,G-H=-39/103,
H-1=-29/106,I-J=-49/132,J-K=-59/169,K-L=-67/210,L-M=-67/210,M-N=-59/169,N-O=-49/132,
O-P=-29/106,P-Q=-39/103,Q-R=-36/78,R-S=-36/51,S-T=-36/27,T-AO=-50/13,U-AO=-57/3,U-V=-90/42
BOT CHORD B-AM=-27/105,AL-AM=-27/105,AK-AL=-27/105,AJ-AK=-27/105,AI-AJ=-27/105,AH-AI=-27/105,
AG-AH=-27/105,AF-AG=-27/105,AE-AF=-27/105,AD-AE=-27/105,AC-AD=-27/105,AB-AC=-27/105,
AA-AB=-27/105,Z-AA=-27/105,Y-Z=-27/105,X-Y=-27/105,W-X=-27/105,V-W=-27/105
WEBS L-AE=-127/0,K-AF=-203/88,J-AG=-200/80,I-AH=-163/52,G-AI=-128/56,F-AJ=-126/53,E-AK=-138/61,
D-AL=-87/36,C-AM=-230/122,M-AD=-206/88,N-AC=-203/80,O-AB=-174/52,Q-AA=-128/56,R-Z=-127/53,
S-Y=-136/61,T-X=-94/37,U-W=-214/148
NOTES-
1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;
enclosed;MWFRS(envelope)automatic zone and C-C Corner(3)-1-0-0 to 2-11-9,Exterior(2)2-11-9 to 16-0-0,Corner(3)
16-0-0 to 20-0-0,Exterior(2)24-0-0 to 35-7-13 zone;cantilever left and right exposed;end vertical left and right
exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33
2) 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.
3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on
overhangs non-concurrent with other live loads.
6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection
conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors.
7)All plates are 2x4 MT20 unless otherwise indicated.
8)Gable requires continuous bottom chord bearing.
9)Gable studs spaced at 2-0-0 oc.
10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
11)"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
Con2tiR-O fln pa t�etween the bottom chord and any other members.
a
�:
job JTrM — TuT SS type y W— OMES 251"RF
2514-A N GABLE 1 1
Job Reference o_bnal
8MC,EVERETT,WA 962053212 8.000 s Jut 15 2016 MITok tndustrioa,Inc Mon M8YY 08 15:14.38 2017 Pag90 2
ID:migzTLjh7H1sSOCFVTnR06zlaVJ-rVVP8rw2r RE5hgFsrv7lbRm36OwTTn7rhWJ99MzIV81
NOTES-
12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 20 lb uplift at joint AF,26 lb uplift at joint AG,24 lb uplift at joint AH,
24 lb uplift at joint Al,24 lb uplift at joint AJ,26 lb uplift at joint AK,16 lb uplift at joint AL,45 lb uplift at joint AM,18 lb uplift at joint AD,27 lb uplift at joint AC,24
lb uplift at joint AB,24 lb uplift at joint AA,24 lb uplift at joint Z,26 lb uplift at joint Y,15 lb uplift at joint X,50 lb uplift at joint W and 4 lb uplift at joint B.
13)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
r :�
ti
��
1
I
Prescriptive Energy Code Complio..,:e for All Climate Zones in Washington
Project Information Contact Information
Plan 2514
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
All Climate Zones
R-Value' U-Factor
Fenestration U-Factor' n/a 0.30
Skylight U-Factor n/a 0.50
Glazed Fenestration SHGC -" n/a n/a
Ceilingk 0 0.026
Wood Frame Wallg.m,n 21 int 0.056
Mass Wall R-Value' 21/21" 0.056
Floor 30a 0.029
Below Grade W all"01 10/15/21 int+TB 0.042
Slab"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.
E2. 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.
03.Large Dwelling Unit: 4.5 credits
Dwelling units exceeding 5000 square feet of conditioned floor area.
❑4. Additions less than 500 square feet: .5 credits
Table R406.2 Summary
Option Description Credit(s)
1a Efficient Building Envelope 1a 0.5 ❑
lb Efficient Building Envelope 1 b 1.0 ❑
1c Efficient Building Envelope 1c 2.0 ❑
1d Efficient Building Envelope 1d 0.5 ❑
2a Air Leakage Control and Efficient Ventilation 2a 0.5 ❑
2b Air Leakage Control and Efficient Ventilation 2b 1.0 El
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 ❑
4 High Efficiency HVAC Distribution System 1.0 P1 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 Efficient Water Heating 5d 0.5 ❑
6 Renewable Electric Energy 0.5 *1200 kwh 0.0
Total Credits 3.50
*Please refer to Table R406.2 for complete option descriptions Received
on 11 ?017
Nr) lin
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I
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Table R402.1.1 Footnotes
For SI: 1 foot.=304.8 mm,ci .=continuous insulation, int.=intermediate framing.
"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.
b 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.
` Reserved.
8 Reserved.
h Reserved.
The second R-value applies when more than half the insulation is on the interior of the mass wall.
J 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.
3
Window, Skylight and Door Schedule
Project Information Contact Information
Flan 2614
Width Height
Ref. U-factor Qt. Feet Inch Feet Inch Area UA
Exempt Swinging Door(24 sq. ft. max.) 0.0 0.00
Exempt Glazed Fenestration (15 sq. ft. max.) F 10.0 0.00
Vertical Fenestration (Windows and doors)
Component Width Height
Description Ref. U-factor Qt. Feet Inch Feet Inch Area UA
Foyer 0.30 1 3 6 20.0 6.00
0.30 1 2 ° 6 17.8 5.33
Guest 0.30 1 3 5 15.0 4.50
Great Room 0.30 1 5 15 25.0 7.50
Dining 0.30 1 6 1 6 10 41.0 12.30
Great Room 10.30 1 3 5 15.0 4.50
Master Bedroom 10.30 1 5 5 25.0 7.50
Stairs 0.30 1 2 2 4.0 1.20
Bedroom 2 0.30 1 3 5 15.0 4.50
Bedroom 3 0.30 1 15 5 25.01 7.50
Bonus Room 0.30 1 3 5 15.0 4.50
Bedroom 4 10.30 1 2 2 4.0 1.20
0.30 1 3 5 15.0 4.50
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
0.30 0.01 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
0.01 0.00
i
_ 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 236.8 71.03
Vertical Fenestration Area Weighted U=UA/Area 0.30
Overhead Glazing(Skylights)
Component Width Height
Description Ref. U-factor Qt. Feet inch Feet '`ch Area UA
O.Oj 0.00
0.01 0.00
0.01 0.00
0.01 0.00
0.01 0.00
o.0 0.00
Sum of Overhead Glazing Area and UA 0.01 0.00
Overhead Glazing Area Weighted U=UA/Area 1 0.00
Total Sum of Fenestration Area and UA (for heating system sizing caicu►ations) 1 236.81 71.03
Simple Heating System Size: Washington State
This heating system sizing calculator is based on the Prescriptive Requirements of the 2015 Washington State Energy Code(WSEC)and ACCA Manuals
,Land S This calculator will calculate heating loads only.ACCA procedures for sizing cooling systems should bo 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 the selection you need in the drop-down options,please call the WSU Energy Extension Program at
(360)956-2042 for assistance.
Project Information Contact Information
Plan 2514
Heating System Type: O All Other Systems Q Heat Pump
To see detailed instructions for each section,place your cursor on the word"Instructions".
Design Temperature
Instructions Marysville Design Temperature Difference(AT) 47
A=Indoor(7O degrees)-Outdoor Design Temp
Area of Building
Conditioned Floor Area
Instructions Conditioned Floor Area(sq ft) 2,514
Average Ceiling Height Conditioned Volume
Instructions Average Ceiling Height(ft) 9.3 23,380
Glazing and Doors U-Factor X Area = UA
Instructions
0.30 237 71.10
Skylights U-Factor X Area = UA
Instructions 0.50
Insulation
Attic U-Factor X Area = UA
Instructions R 49 0.026 1,513 39.34
Single Rafter or Joist Vaulted Ceilings U-Factor X Area UA
Instructions — I
seteet R•value J No selection --
Above Grade Walls(see Figure 1t U-Factor X Area UA
Instructions R-21 Intermediate 0.056 F 2.670 149.52
i -
Floors U-Factor X Area UA
Instructions 0.029 1.513 43.88
R-30
Below Grade Walls(sea Figure 1) U-Factor X Area UA
Instructions No Below Grade Walls In this project. --
Slab Below Grade(see Figure n �yf F-Factor X Length UA
Instructions SeWconditiemng No selection li-'-JI ---
Slab on Grade(see Figure 1) F-Factor X Length UA
Instructions
it No Slab on Grade in this project.
Location of Ducts
Instructions _ Duct Leakage Coefficient
Conditloned Space
1 1.00
Sum of UA 303,84
Envelope Heat Load 14,280 Btu I Hour
Figure 1. SumotUAXAT
Air Leakage Heat Load 11,B68 Btu/Hour
VoNmeX 0.6X6TX.018
Aoovecoda Building Design Heat Load 26,148 Btu I Hour
Air Leakage+Envelope Heat Loss
Building and Duct Heat Load 26,148 Btu I Hour
Ducts in unconditioned space:Sum of Building Heat Loss X 1,10
Ducts in co"Yoned space:Sum of Budding Heat Loss X 1
Maximum Heat Equipment Output 36,607 Btu I Hour
Building and Duct Heat Loss X 140 for Forced Air Furnace
Building and Duct fleet Loss X 125 for Heat Pump
(07y01113)
NASH&ASSOCIATES
ARC14ITECTS
PLAN 2514
BEAM, LATERAL &
SEISMIC CALCULATIONS
GISTER '
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F)TATE OF WASHINGTON
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Received
OCT 31 �V7 2015 IBC
JULY 1, 2016
8003 118th AVE NE Kirkland, WA 98033 (426) 828-4117
WWW.NASH-ARCHITECTS.COM
NASHARC CLIENT:
ASSOCIATES BEAM DESIGN DATA PROJECT-
DATE:
ARCHITECT'S 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
So1L- 1500 PSF Min.
Concrete: Per IBC 15
Masonry. Per IBC 15
Steel: Per IBC 15
Wood: Per IBC 15
Nailing: Per IBC 15
4" Beam: Douglas Fir #2
fv = 160
fb = 900 PSI
E = 1,600,000
6" Beam: Douglas Fir #2
fv = 170
fb = B75 PSI
E = 1,300.000
Joints & 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) 828-4117
WW1P.NASH—ARCHITECTS.COM
PLAN 2514
BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622
RB-1 Date: 10/24/16
Selection 4x 10 DF-L#2 Lu=0.0 Ft
Conditions NDS 2015
Min Bearing Area R1=3.4 in2 R2=3.4 in (1.5)DL Defl= 0.02 in
Data Beam Span 5.0 ft Reaction 1 LL 1313# Reaction 2 LL 1313#
Beam Wt per ft 7.87# Reaction 1 TL 2120# Reaction 2 TL 2120#
Bm Wt Included 39# Maximum V 2120#
Max Moment 2650'# Max V(Reduced) 1466#
TL Max Defl L/240 TL Actual Defl L 1>1000
LL Max Defl L/360 LL Actual Defl L/>1000
Attributes Section(n') Shear(in') TL Defl(in) LL Defl
Actual 49.91 32.38 0.04 0.02
Critical 29.44 12.22 0.25 0.17
Status OK OK OK OK
Ratio 59% 38% 15% 12%
Fb(psi)_ Fv(psi) E(psi x mil Fc (psi)
Values Reference Values 900 180 1.6 625
Adjusted Values 1080 180 1.6 625
fldush1/WI is 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:525 Uniform TL: 840 =A
Uniform Load A j
R 1 =2120 R2=2120
SPAN=5FT
Uniform and partial uniform loads are Ibs per lineal ft.
r
PLAN 2514
BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622
RB-2 Date: 10/24/16
Selection 4x 10 DF-L#2 Lu=0.0 Ft 1
Conditions NDS 2015
Min Bearing Area R1=3.4 in' R2=3.4 in' (1.5)DL Defl= 0.02 in
Data Beam Span 5.0 ft Reaction 1 LL 1313# Reaction 2 LL 1313#
Beam Wt per ft 7.87# Reaction 1 TL 2120# Reaction 2 TL 2120#
Bm Wt Included 39# Maximum V 2120#
Max Moment 2650'# Max V(Reduced) 1466#
TL Max Defl L/240 TL Actual Defl L/>1000
LL Max Defl L/360 LL Actual Defl L/>1000
Attributes Section in') Shear(ml) TL Defl(in) LL Defl
Actual 49.91 32.38 0.04 0.02
Critical 29.44 12.22 0.25 0.17
Status OK OK OK OK
Ratio 59% 38% 15% 12%
Fb(psi) Fv(psi) E(psi x mil Fc (psi)
Values Reference Values 900 180 1.6 625
Ad'usted Values 1080 180 1.6 625
Adiustments 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
CI Stability 1.0000 Rb=0.00 Le=0.00 Ft
Loads Uniform LL: 525 Uniform TL: 840 =A
Uniform Load A
/'\1
R1 =2120 R2=2120
SPAN=5FT
Uniform and partial uniform loads are Ibs per lineal ft.
PLAN 2514
BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622
B-1 Date: 10/24/16
Selection 3-1/8x 9 GLB 24F-V4 DF/DF Lu=0.0 Ft J
Conditions NDS 2015
Min Bearing Area R1=6.6 in R2=6.6 in (1,5)DL Defl= 0.06 in Recom Cambe-0.10 in
Data Beam Span 6.0 ft Reaction 1 LL 2775# Reaction 2 LL 2775#
Beam Wt per ft 6.83# Reaction 1 TL 4281 # Reaction 2 TL 4281 #
Bm Wt Included 41 # Maximum V 4281 #
Max Moment 6421 '# Max V(Reduced) 3210#
TL Max Defl L/240 TL Actual Defl L/504
LL Max Defl L/360 LL Actual Defl L/914
Attributes Section (in') Shearon') TL Def�in LL Defl
Actual 42.19 28.13 0.14 0.08
Critical 32.10 20.06 0.30 0.20
Status OK OK OK OK
Ratio 76% 71% 48% 39%
Fb (psi) Fv(psi) E(psi x mil Fc (psi)
Values Reference Values 2400 240 1.8 650
Adjusted 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:925 Uniform TL: 1420 =A
Uniform Load A
R1 =4281 R2=4281
SPAN=6 FT
Uniform and partial uniform loads are Ibs per lineal ft.
�,
I
PLAN 2514
BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622
B-2 Date: 10/24/16
Selection 3-1/8x 9 GLB 24F-V4 DF/DF Lu=0.0 Ft
Conditions NDS 2015
Min Bearing Area R1=5.6 in2 R2=2.6 in (1.5) DL Defl= 0.02 in Recom Cambe -0.03 in
Data Beam Span 5.0 ft Reaction 1 LL 2423# Reaction 2 LL 1215#
Beam Wt per ft 6.83# Reaction 1 TL 3666# Reaction 2 TL 1658#
Bm Wt Included 34# Maximum V 3666#
Max Moment 3013'# Max V(Reduced) 2633#
TL Max Defl L/240 TL Actual Defl L/>1000
LL Max DO L/360 LL Actual Defl L/>1000
Attributes Section(in') Shear(in') TL Defl(in) LL Defl
Actual 42.19 28.13 0.05 0.03
Critical 15.07 16.46 0.25 0.17
Status OK OK OK OK
Ratio 36% 59% _ 19% 17%
Fb(psi) Fv(psi) E(psi x mil Fc (psi)
Values Reference Values 2400 240 1.8 650
Adiusted 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
CI Stability 1.0000 Rb=0.00 Le=0.00 Ft
Loads
Point LL Point TL Distance Par Unif LL Par Unif TL Start End
1313 B=2120 1.0 885 H= 1370 0 1.0
360 1=450 1.0 5.0
I
[ H
Pt loads: B
R1 =3666 R2= 1658
SPAN = 5 FT
Uniform and partial uniform loads are Ibs per lineal ft.
PLAN 2514
BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622
GB-1 Date: 10/24/16
Selection 5-1/8x 19-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft
Conditions NDS 2015
Min Bearing Area R1= 17.6 in'R2= 13.9 in2 (1.5) DL Defl= 0.19 in Recom Camber=0.28 in
Data Beam Span 16.0 ft Reaction 1 LL 7544# Reaction 2 LL 6185#
Beam Wt per ft 24.28# Reaction 1 TL 11440# Reaction 2 TL 9053#
Bm Wt Included 389# Maximum V 11440#
Max Moment 46400'# Max V(Reduced) 9093#
TL Max Defl L/240 TL Actual Defl L/440
LL Max Defl L/360 LL Actual Defl L/769
Attributes Section(in') Shear(in') TL Defl (in) LL Deft
Actual 324.80 99.94 0.44 0.25
Critical 237.01 56.83 0.80 0.53
Status OK OK OK OK
Ratio 73% 57% 55% 47%
Fb(psi) Fv(psi) E(psi x mil Fc (psi)
Values Reference Values 2400 240 1.8 650
Adiusted Values 2349 240 1.8 650
Adjustments Cv Volume 0.979
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 TL Distance_ Par Unif LL Par Unif TL Start End
1313 B=2120 2.5 925 H= 1420 0 2.5
1313 C=2120 7.5 400 1=500 2.5 7.5
1838 D=2964 10.0
925 K= 1420 7.5 10.0
440 L=550 10.0 16.0
f L 1
K
Pt loads:
- 0
R1 = 11440 R2=9053
SPAN= 16FT
Uniform and partial uniform loads are Ibs per lineal ft.
i
CLIENT:
NASH-ASSOCIATES WIND AND SEISMIC, DE516N DATA PROJECT:
A R 1-.1 1 1 1 E C T s PER 2015 IBC, DATE:
NAME:
WIND DESIGN GRITERIA
DESIGN PER ASGE 7-10
I. NOMINALA LTIMATE WIND SPEED V/asd /Vult 85/110 mph
2. RISK CATEGORY II 1.00
3. WIND EXPOSIFLE CATEGORY "B"
4. INTERNAL PRESSURE COEFFICIENT +/-55
5. COMPONENTS AND CLADDING
DESIGN PRESSURE +/- 16 psf
BUILDIN65,STRUCTURES,AND PARTS THEREOF SHALL BE DESIGNED AND
CONSTRUCTED IN ACCORDANCE WITH STRE146TH DESIGN,LOAD, AND RESISTANCE
FACTOR DE516N, ALLOWABLE 5TRE55 DESIGN, EMPIRICAL DE516N OR CONVENTIONAL
GONSTRUGTION METHODS, AS PERMITTED BY THE APPLICABLE MATERIAL CHAPTER, SECTION 1604.1
BUILDIN65, 5TRUGTURE5, AND PARTS THEREOF,SHALL BE DESIGNED TO WITHSTAND WIND LOADS
A5 DEFINED IN SECTION Well AND ASGE 7-10
SIMPLIFIED METHOD TO BE USED FOR WIND DESIGN PER A5GE 7-10,SECTION 27.5
(BUILDING HE16HT 15 LE55 THAN 160 FEET)
110 MPH ULTIMATE WIND SPEED
USE lqb P5F PER TABLE 27.6.1 "EXPOSURE B"
WOOD DESIGN PER SECTIONS 2304-2306.5TRUCTURES USING WOOD SHEAR WALLS
AND DIAPHRAGMS TO RE515T WIND,5EI5MIG, AND ALL OTHER LATERAL LOADS SHALL
BE DESIGNED AND CONSTRUCTED IN AGCORDANCE WITH AF 4 PA 5DPW5 AND PROVISIONS
OF SECTIONS 2505-2506
5E15MIG DE516N DATA
DESIGN PER A56E 7-10/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 0.-14b *see footnote at bottom of page
4. SITE CLA55 D (default class per 15G)
5.SPECTRAL RESPONSE COEFFICENT Scs 0,112 *see footnote at bottom of page
6. SPECTRAL RESPONSE COEFFICIENT Sw 0.148 *see footnote at bottom of page
7. SEISMIC DESIGN CATEGORY D
8. SEISMIC FORGE RESISTING SYSTEM PLYWOOD SHEAR WA11-5
q. DE516N BASE SHEAR (see seismic calculations)
10. SEISMIC- RESPONSE CDEFFIGENT G3 0.15
II. RESPONSE MODIFICATION FACTOR R 65
12. ANALYSIS PROCEDURE EQUIVALENT LATERAL FORGE
15. RISK CATEGORY II
THE ANCHORA6E OF WALLS SUPPORTING CONSTRUCTION SHALL BE BE
DESIGNED IN ACCORDANCE WITH ASCE 7-10, SECTION 12.11.2
IN STRUCTURES A5516NED TO SEISMIC, DESIGN CATEGORY C-F,COLLECTOR ELEMENTS
AND THEIR CONNECTIONS TO VERTICAL E1 FMENT5 SHALL BE DESIGNED TO RESIST
MAXIMUM EFFECTS AS SPECIFIED IN A5CE 7-10,SECTION 12.10.2.1
BASE SHEAR V= (F 5M/R) W
ANCHOR BOLTSo 5/8" VIA X 10,A507 OR BETTER W/7" MIN. EMBEDMENT. V= 1104#/BOLT
• PER U565,THE MAXIMUM SI IN THE STATE OF WASHINSTON 15 0.748. ALL SEISMIC DESIGN VALUES USED
IN THIS ANALYSIS ARE BASED UPON THIS NUMBER. SINGE 5115 LESS THAN 0.75,THEN USE SEISMIC, CATEGORY
D IF RISK CATE60RY 15 I, 11,OR III
6003 118th AVE NE Kirkland, WA 98033 (425) 826-4117
YIWW.NA3H-ARCHITECTS.COM
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LATERAL CALCULATIONS CLIENT:-
NASH-ASSOE CIATES PROJECT:
WIND WORK3HEET
ARCHI f' ('TS DATE:
85 MPH/110 MPH= NOMINALA&TIMATE WIND SPEED NAME:
19.6 PSF
FRONT ELEVATION LEFT ELEVATION
_REAR ELEVATION RIGHT ELEVATION
LOCATION TOTAL SHEAR FORCE (¢#) SHEAR UNIT SHEAR
W z H z (see chart for wind pressure WALL SHEAR WALL
0 specified height) LENGTH (ft) (#/ft) TYPE
l �P 17, 5x0 kr4, 6 l
37 3 -�—
Z
141,p (z'�' Y'q x c g) (o ) 341
?ter 3 g 30
60 Xgxr4�� l ;lul
(7, S-x-1 x «i 6l f 30'9 7
144 ( � �•G ) �~301� 7
q, 3 �
13IVI (zok� �tg,,6
C Z/zx
8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117
WWW.NASH—ARCHITECTS.COM
r
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I
CLIENT:
NASH a-ASSOCIATES SEISMIC ANALYSIS PROJECT:
ARCHII'ECTS DATE:__
NAME:
1
Weight of Building:
Roof Assembly:
Asphalt Shingles - 2.00#/ft Cedar Shakes - 2.25#/ft 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 - 1.60 #/ft
Trusses 0 24" o.c. - 1.75 #/ft Trusses ® 24" o.c. - 1.75#/ft Trusses 6 24" o.c. - 1.75 #/ft
R-38 Insulation - 2.35#/ft R-30 Insulation - 2.25#/ft R-30 Insulation - 2.25#/ft
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 do 2nd Floor Assembly:
Carpet / Pad - 0.50#/ft Hardwood - 2.50#/ft
3/4' T&G Plywood - 2.50#/ft 3/4" T&G Plywood - 2.50#/ft
2x10 ® 16" O.C. 2,30#/ft 2x10 W 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 Wall Assembly: Exterior Wall Assembly.
1/2" GWB - 2.00#/ft 3/4" Wood Siding -- 2.30#/ft
2X4 ® 16" o.c. - 1.10 #/ft 1/2" Plywood - 1.50 #/ft
1/2" GWB - 2.00#/ft 2x6 ® 16" o.c. - 1.37 #/ft
Total 5.10 #/ft R-21 Insulation - 2.10 /ft
Use 8.00#/ft 1/2" GWB - 200 /ft
Total 9.27#/ft
Use 10.00#/ft
4" Brick Veneer - + 3.20#/ft
8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117
WWW.NASH-ARCHITECTS.COM
CLIENT:
NASH-ASSOCIATES SEISMIC ANALYSIS PROJECT:
ARr_11ITEC1S DATE-
NAME:
2 — - -
SEISMIC:
V = (C.) (Wdl) (Plywood)
2nd Level:
Roof: (Asphalt / Cedar Shake) 10#/ft X .50 5- sf = �_-m _
or (-Pile) 18#/ft X sf =
Exterior Walls; L x 10#/sf x 1/2 (h)
/&I N/o k t/ — o-� (E2)
Interior Walls; L x 8#/s� 1/2 (h) S�y Q (I
� k�
TOTAL, _ _Z&q 7 0
1st Level:
Roof: (1st Floor Roof) 10#/ft X sf =
2nd Floor. 10#/ft X_/y sf = (�
Exterior Walls: (E2) + L x 10#/sf x 1/2 (h) I 7
b go,0q /6 Z k-1 o kH, T' 70 (E1)
Interior Walls: (Io + L x 8#/sf x 1/2 (h)
5 tf of F 9 o X"? KLf' - $ 3 2� cI l)
TOTAL m 3& V 3 y C f o9
Basement:
1st Floor. 10#/ft X .sf =
Exterior Walls: (E1) + L x 10#/sf x 1/2 (h)
Interior Walls: (I1) + L x 8#/sf x 1/2 (h)
TOTAL _
8003 liBth AVE NE Kirkland, WA 98033 (425) 928-4117
WWW.NASH—ARCHITECTS.COM
711�1
qNASH=ASSOQ CLENT:
ATES SEISMIC ANALYSIS PROJECT:H1TE:CTS DATE:
NAMF:
3
BASE SHEAR:
6A5E SHEAR V= (F 5vs/R) W
V= F (.ql2)/6.5= .14q
LEVEL 2: Wdl 2Z(v. ! # x 0.149 = W/O U
LEVEL 1: Wdl ,!P t y/ # x 0.149 = S- W Z
TOTAL:- Wdl 3, —/ # x 0.149 = je K 2 (V)
Dead Load Hei ht Moment Shear ® Stor
Level Fx = [(Wdl)(h)T Remarks
(Wdl) (h� (Wdl)(h) (Wdl)(h)
y�,u, 7(�i/til �
S 37
36y 3&KCq, 4Z
1
9, Z
o
Total 631 LA
8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117
WWW.NASH—ARCHITECTS.COM
i
NASH k ASSOCIATES cMNm
di n IC 111 T F; -r SEISMIC ANALYSIS PROJECT_ _
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8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117
WWW N-,AS�I-I-ARCHITEC
TMJNASH&ASSOCIATESCIJENT:
SEISMIC ANALYSIS PROJECTc HITLCTS DATE:
NAME:_ _
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Redundancy Factor (p):
1. Maximum allowable wall shear for p<=1
Vumax = (2)(Vaccstory)/Ab l/2
2. Maximum actual shear
Vmax = Largest seismic wall shear
3. p = 2—[2(Vaccstory)/(Vumax)(Ab 1/2)
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8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117
WWW.NASH—ARCHITECTS.COM
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Date: 04/10/2026
Permit#: 1720
Perm t Date: 11/01/2017
Review Date: 11/01/2017
Perm Type: RESIDENTIAL SINGLE FAMILY
Review Type: RESIDENTIAL SINGLE FAMILY
Target Date: 11/08/2017
Scheduled Time 00:00
Com pleted Date: 11/02/2017
Description: Site plan m xts all land use regulations.
Review Status:
Assigned To:
Tim eln: 00:00
Time O it: 00:00
H curs: 0.0
Property Information
Parcel#: 01166900000500 L GI HOMES -WASHINGTON LLC
LGI HOMES -WASHINGTON LLC 1 450 LAKE ROBBINS DR STE 430
9026 168th Street NE T HE WOODLANDS, TX 77380
Zoning: 111 Single Fam iy Residence -
DetachedLot: 5Block:
Permit#: 1720
Permit Date: 11/01/17
Permit Type: RESIDENTIAL SINGLE FAMILY
Project Nam e Gregory Park
Applicant Nam a LGI Horn cs -Washington, LLC
Applicant Address: 9028 168th Street NE
Applicant, City, State, Zip: Arlingotn,WA98223
Contact: Matt Adam s
Phone: 425-785-0797
Em al: m at.adam s@lgihom cs.com
Scope of Work: New SFR
Valuation: 309450.70
Square Feet: 2894
Num ber of Stories: 2
Construction Type:
O xupancy G ioup:
ID Code:
Permit Issued: 11/28/2017
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-
01166900000500 9 026 168th 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
01/22/2018 R20.SFR/DUPLEX Com Iieted
FINAL
Plan Reviews
Date R eview Type D escription A ssigned To R eview Status
11/01/2017 RESIDENTIAL SINGLE Site plan m e is all land use regulations.
FAMILY
11/01/2017 RESIDENTIAL SINGLE BUILDING
FAMILY
Fees
Fee D escription N otes A m cunt
Building Perm i T able 4-1 $3,076.58
Building Plan Review T able 4-2 $1,999.78
Forced Air Heat f ee per Btu $25.00
Gas Piping/Units E nter#of units $10.00
Mechanical Fee(Enter Fixture Fee) $25.00
Mechanical Base P erm i Fee $25.00
Park-Com m nity SF S ingle Fam iy $1,662.00
Plum hng Base Perm i Fee $25.00
M echanical Com m mial Perm i T able 4-7;Per Unit 1 6 @$12 $192.00
Processing/Technology $25.00
State Surcharge- 1 st DU R esidential- 1 st Unit $4.50
Traffic Mitigation-SF S ingle Fam iy $3,355.00
Wier Heater(Tank) $25.00
Total $10,449.86
Attached Letters
Date Letter D escription
11/14/2017 Building Perm i
Paym arts
Date Paid By D escription P aym a►t Type A ccepted By A m aunt
11/O1/2017 LGI Hom cs-Washington Check#5717 K ristin Foster $8,450.08
LLC
11/01/2017 LGI Hom cs-Washington
Check#5716 K ristin Foster $1,999.78
LLC
O utstanding Balance $0.00
Notes
Date Note C reated By:
11/01/2017 Application needs signature.KF K ristin Foster
Uploaded Files
Date File Nam e
11/28/2017 2803061-1720 Issued Perm i.pdf
11/02/2017 2751656-1720 Signed Application.pdf
11/01/2017 2747541-1720 Apnlication.pdf
11/01/2017 2747542-1720 Site Plan.pdf