HomeMy WebLinkAbout9016 168th Street NE_BLD1718_2026 RESIDENTIAL PERMIT APPLICATION
Department of Community& Economic Development
N 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: Plat:
9016 168th Street NE Gregory Park Lot 3
.
. 1 Single-family ❑ Duplex Oj Townhouse 01 Addition ❑ 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 9016 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: State: Zip Code:Arlington WA 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
6/16LP Page 1 of 3
RESIDENTIAL PERMIT APPLICATION
Department of Community& Economic Development
y'P O City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551
lINC
Plumbing Section (continue filling out if plumbing is involved)
(Check all that apply and indicate the number of fixtures proposed)
6! Bath/Shower Combo (4.0) x 2 Chi Sink (1.5) x 1
91 Shower (2.0) x 1 &1 Lavatory (1.0) x 5
❑,j Clothes Washer (4.0) x Water Closet(2.5) x 3
ek Dishwasher (1.5) x 1 [4; Water Heater x 1
4 Hose Bibb (2.5) x 2 Water Heater Model #
ek Other (list) x 1 AO Smith HPTU - 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
j`s�` °�' RESIDENTIAL PERMIT APPLICATION
'y
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:
FOI Furnace (80+) Model# Bryant 915SA30040514 AFUE 95%
Ol Heat Pump Model# SEER HSPE
01 AC Unit Model# SEER
❑ Type ll Hood 01 Commercial Cooking Appliance ❑ Hydronic Piping
01 Boiler 01 Solid-Fuel Appliance ❑ PV System
01 Fireplace Insert Ol Outdoor BBQ ❑ Storage Tank
2! Freestanding Stove ) Gas Piping ❑ Other
Gas Piping Information
Not Applicable: 01
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:
&161P Page 3 of 3
CITY OF ARLINGTON
238 N. OLYMPIC AVE -ARLINGTON, WA. 98223
qW PHONE; (360) 403-3551
BUILDING PERMIT
Address:9016 168th Street NE Permit#:1718
Parcel#:01166900000300 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,WA 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: V-$
DWELLING UNITS: 1 OCC GROUP: R-3
BUILDINGS: OCC LOAD:
PERMIT APPROVAL
I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED
THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO
WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27.
THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID.
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR
A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC1I0.
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 Ci " gt #3101.
/
Signature Print Name Date Released By 16ate
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
7btal PaNmcnt: SIQ.4k9 So
13n1ancc Due: SD.IIO
CALL FOR INSPECTIONS
BUILDING(360)403-3417
When caging 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& Economlc 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:
9016 168th Street NE Plat: Gregory Park Lot 3
Single-family ❑ Duplex ❑ Townhouse ❑ Addition ❑ Accessory structure
Proposed Area: I" 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 9016 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: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
enrceivCO
6/16LP Page 1 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:
Bryant 915SA30040514 95%
Furnace (80+) Model# AFUE
�I Heat Pump Model# SEER HSPE
❑ AC Unit Model# SEER
Q Type II Hood ❑ Commercial Cooking Appliance ❑ Hydronic Piping
❑ Boiler ❑ Solid-Fuel Appliance ❑ PV System
J Fireplace Insert ❑ Outdoor BBQ ❑ Storage Tank
Freestanding Stove Gas Piping ❑ 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: 25
• 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
i l
Applicant Signature: Date:
Print Applicants Name: n
6/16LP Page 3 of 3
SETBACKS� j I 168TH ST. NE fRXr 2o' NOTES.
8"NAIOP S,� 5, BUILDING D/A/EMA'ANS ARE lid
FA67 LIF FOLINDAAOW
REAR 5' •GIWKY0 9YONN AS D V6W
4f00 r— AC7UAL LOCAAOW A/AY VARY
B.SEA Jt0o ,m��mABE INsi�PER
Affl°OP NAIDP pry OIL ARL/NGT6KF STANDARD
COIWDP( ) SERNCE •SYL r FEN6F 70 BE INSTALLED X
LWAD/OVT SIDE OIL BOLDING
imi ° e s y y v Y - PARCEL
•CONSAPUCACIV ENTRANCE 7O BE
INSTALLED POP arY OF
ARL/NGTLYV F STANDARD.£
STORM NOTES:
8 - — ` -� - •7ESC INSTALLED PR16R 70
° C067RUCACW
S7WM Cl'£ANL1'/T. ��'. ()Ip' -BARE SOILS C0147PED INAV A/ULLYI
CGIVNECr ROLL AND BSI 471 SJ� X AA(07H&APPR00 bMP
FOOANG ORNNS D A� a •70PSOIL P£R #500f BI/P T51J
— — —— —— �89. 11.0D — — � — — - .( OWSJ'D&U GI�F 010WNEC1f71 TO
/�L5�00 PRVAIE
1 7 TOP 463.5 ° I STOYPA/ PRlVA7E S7CiIPA/SNUB
TOE 461.o 24.00 I EA DVT 'q7E 9YAD BE STABILIZED PRIOR
S£NERJ GARAGE 10 BU/LL7ING POPI//T BEING
LY.WNECW R�, I 10.00'PUBLIC RNAL/ZED
f BUILDING I U&ITY SITE NOTES.'
WVNE I EASEA/OVT ,776HRINE FOonNO DRNNS AND
&ls7ING +I LOO'RO IF ROOF DRAINS TO PERMANENT
g 14£RNANG ST6RM ORMNAGE SYSISM PER
LOT 3 0
LLIV1tAf/R((7)P.) I APPROWD PLAT DRAINAGE PLAN
TOP 463.5 I - CIV FILE W7H 7NE C1OUN7Y.
1.7 TOE 461.8 fRaD Q RESYLIEW g I AREA OF D1S7URBAN6E/NCYUDES
PALIY-2514 GARAGE LEFT I SNARE LOT.
7Gt 00'WALLIPRAW I 1,679fSF
EASEMENT I - I LEGEND:
BI
moo o- BLOW OfF
\ - ® NA7ER A/E7OP
\ I�PAnO 12 SF i i 4( RRE HYDRANT
� NR VAC
,�ao'Bset—I I
1.7 T�46 4615
1..6 I I 0 ILA CA7W BASrN
\ RN/.M CQVW R I I O afAVaIT
MANHGYE
, I
® BLOff HALL
7REE REMOVAL
OCT
�y
a
SC4LE 1'=20'
LOT 3
r i
` SITE PLAN
GREGOR Y RARK
LGI HOMES PLAN NO. PALIX-2514
LO/(/r'C T�A`REA = 5,,773 SF
DATE 912912017 PARCEL # LOT J
Hl/ = 1,679 14711 NE 29M Pl—,#701
DRIWHAY= 471 SF Bellevue,was^;^910 98007 DESIGNED CORE ADDRESS 9016 1687H Sr NE
425.985.7877 Fax 425.885.7963
WALKNAY/PAPO = 12 SF PROJECT NUMBER
TOTAL= 2,162 Sr
ENGINEERING PLANNING • SURVEYING DRAWN CAF 13024L-GRGOO
BUILDING INSPECTION REPORT— Downspout Connection
Permit No. BLD1718
Address: 9016 168th Street NE
Contractor: LGI
Owner: LGI
Date: 1/17/2018
❑ APPROVAL ❑ PARTIAL APPROVAL
❑ CORRECTION ❑ OTHER
i
INSPECTION: Downspout Connection
Date: 1/17/2018 Inspector:
i -
_ -
CITY OF ARLINGTON
238 N. OLYMPIC AVE -ARLINGTON, WA. 98223
PHONE; (360)403-3551
BUILDING PERMIT
Address:9016 168th Street NE Permit#:1718
Parcel#:01166900060300 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,WA 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: V-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 14AS BEEN MADE AND APPROVAL OR
A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC 110/IRC 110.
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 gt #3101.
b ^
Signature Print Name Date Released By bate
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 Process ingrrech no logy 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 Paymcnt: $10,449.86
Balance Duc: 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
I. OFFICE
COPY
I F SETBACKS NOTES.
IINQNIA'R�TMEPA TH ST.INE B'WAJV NOWT 10' •BUILDING DIMENSYANS ARE TO
__q&4SrDE 5' FA Cr a-Fa/NDAAOW
PPROVED/ REAR 5' •6RADING 9YONN AS DE96W
A07UAL LOCAAGW MAY VARY
R. 3+00 •SLOW DRIVEWAY TO PUBLIC ROAD
•m r finy 7O BE INSTALLED PER
WA7EIP CITY OF ARL/NGTGW S STANDARD
P7OLE O A Y' k S�FNl1• •St fENGll 70 BE INSTALLED OV
pPAD/ENT WE OF BUILDING
- . , 37 PVA1R�acZ AW tWp /r 7
0
BE
° ° d a 4 ° • ° ° n INSTALLED PER CITY OF
ARL/NGTa S STANDARD.£
I • STORM NOTES.F •
• e
- - $ - - - - - - - - - •7ESC INSTALLED PR/AR To
C WSNUCAON
S7ARM GYEANOIUT. 20.00' •BARE Sacs COVERED N1A1 MULQY
CONNECT Roar AND BW I 471 SF GYP ANO7H0?APPROVED BMP
•MIRSaL PER WM6f BMP T513
- FOOANG DRAINS ORl1EWA+ • - - - - - (£fF 12-DEPTH)
-! 7 T 500'PR/�A1E ALL GWS17E RUN6FF COINN£C7ED TO
TOP 463.5 ° • I STpgM PR/VAX STLWM S7UB
1.7 TOE 461.;8 24 00 EAS�I/ENT 'NIF 9YALL BE STABILIZED PR/AR
1r �� I 70 BUILDING PEYPMIT BEING
SE71MR ( k GARAX 10.010'PUBLIC f7NALlZED
CLYVNECALW I BU/UNG I EA AW Y SITE NOTES:
�+- + _ / '� 0YJklff I •770YRINE FOOTING DRAINS AND
EXISTING - 1 q 'RO F ROOD DRAINS TO PERMANENT
STARY DRAINAGE S676V POP
�_�GLYVTOUR MR) g ril
OVERHANG APPROVED PLAT ORA/NAGL�PLAN
TOP 463.5 I J LOT 3 \ OV ALE NI7H 7HE CLVN7Y.
1.7.TOE 46 1.8 A'00 NI.E -AREA OF aS1URBANG�'INGYUDES
A � P Y--2514 GARAGE LEFT SNARE LOT.
to 00,WAUARNN I 1,67919r I LEGEND.
EASEMENT _
5.00'I m00 15Qp• �- &OW OFF
ti ® WA7&MEU
PAAO 12 Sig i i 4( ARE HYDRANT
1 AIR VAC
\ I I 5� eft 5.00,BSYL
1.7 T�461.8 CATW BANN
f1N19#D G1GW7gU4 I I O GYEANOUT
1 I (hp) I I MANHaf
O=:C -D &OW WALL
I � 7W REMOVAL
I NI
I N I I
SCALE 1'=20'
Q �,5
1J LOT 3
_ - - SITE PLAN
\ + GREGOR Y PARK
LGI HOMES PLAN NO. PALIX-2514
LOT AREA = 5,,773 SF DATE 912912017 PARCEL # LOT 3
HOUSE= 1,679 Sf
Bellevue,W,,hi gt,,99007
DRIVEWAY= 471 SF DESIGNED CORE ADDRESS 9016 1681H Sr NE
425.995.7877 Fox 425.885.7963
WALKWAYIPAAO = 12 SF ��DESIGN PROJECT NUMBER
TOTAL= 2,162 SF
ENGINEERING PLANNING SURVEYING DRAWN CAF 13024L-GRG00
�s'�1'"!9�"�M1tA�!y1pM�►C�hM
Permit Information
Date 11/1/2017
Permit Number 1718
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 9016 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
01166900000300 9016 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, 360-353- -abor and
LLC Jake Jabusch D588 iake.jabusch@lgihomes.co CONTRACTOR Industries LGIHOHL857MB
Review
Date Type —bescr:iptionl Target Date Completed Date I Assigned To Status
11/1/2017 lResidential Dwelling 11/8/2017 [Amy Rusko In Review
11/1/2017 lResidential Dwelling 11/8/2017 JlKevin Olander In Review
Fees
Fee Description Notes Amount
Building Permit Feel 322.10-00-001 $3,076.5
Building Plan Review Fe 345.83.00.00 $1,999.7
Furnace 322.10.00.001 $25.0
Gas Outlets Base Fee 1 to 51 322.10.00.001 $10.0
Mechanical Fee(Enter Fixture Fee)j 322.10.00.00 $25.0
Mechanical Permit Base Fee 322.10.00.00 $25.0
Park-Community SF 345.85.00.00 $1,662.0
Plumbing Permit Base Fe 322.10.00.00 $25.0
Plumbing Permit Fee(Enter Fixture Fee)j 322.10.00.0 16 $12 $192.00
Processing/Technology Feel 341.43.00.021 $25.00
State Building Code Surcharge Feel 386.00.0l.Og $4.50
Traffic Mitigation-Ci 345.85.00.021 $3,355.0
Water Heated 322.10.00.01 $25.00
Tota $10,449.861
Payments
Date Paid By ount Descri tion I Payment T a Acce ted B
11/1/2017 IILGI Homes-Washington LLC $1,999.78 12heck#5710 Kristin Foster
11/1/2017 JILGI Homes-Washington LLC $8,450.08 ICheck#5711 Kristin Foster
Total $10,449.86 Amount Outstanding:$0.0
Uploaded Files Upload File
Date File Uploaded B
11/1/2017 12:38:09 PM 1718 Application. df Foster, Kristin x
11/1/2017 12:38:09 PM 1718 Site Plan.pdf Foster, Kristin x
RESIDENTIAL PERMIT APPLICATION
Department of Community & Economic Development
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.
Pro ect Address: 9016 168th Street NE Plat: Gregory Park Lot 3
j
PI Single-family al Duplex ❑) Townhouse ❑ Addition Q. Accessory structure
Proposed Area: 1' 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 9016 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: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
I;��r�aivr�rl
6/16LP Page 1 of 3
..
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RESIDENTIAL PERMIT APPLICATION
Department of Community& Economic Development
�' Ov City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551
N 'o
Plumbing Section (continue filling out if plumbing is involved)
(Check all that apply and indicate the number of fixtures proposed)
6 Bath/Shower Combo (4.0) x 2 Mi Sink (1.5) x 1
[✓T Shower (2.0) x 1 Lei Lavatory (1.0) x 5
Ol Clothes Washer (4.0) x Water Closet(2.5) x 3
ek Dishwasher(1.5) x 1 Ek Water Heater x 1
Hose Bibb (2.5) x 2 Water Heater Model #
®� Other (list) x 1 AO Smith HPTU - 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)
6061-P Page 2 of 3
Y °�' 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:
21 Furnace (80+) Model# Bryant 915SA30040514 AFUE 95%
Ell Heat Pump Model# SEER HSPE
01 AC Unit Model# SEER
Ell Type II Hood ❑ Commercial Cooking Appliance 0 Hydronic Piping
❑ Boiler ❑ Solid-Fuel Appliance 01 PV System
Ol Fireplace Insert ❑l Outdoor BBQ 01 Storage Tank
Freestanding Stove Gas Piping 1:11 Other
Gas Piping Information
Not Applicable: ai
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
i
Prescriptive Energy Code Compli a 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
Ceiling'` 491 0.026
Wood Frame Walig.m," 21 int 0.056
Mass Wall R-Value' 21/21" 0.056
Floor 30 0.029
Below Grade Wall' 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.
❑3.Large Dwelling Unit: 4.5 credits
Dwelling units exceeding 5000 square feet of conditioned floor area.
J4. Additions less than 500 square feet: .5 credits
Table R406.2 Summary
Option Description Credit(s)
is 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 ❑
2c Air Leakage Control and Efficient Ventilation 2c 1.5 ❑
3a High Efficiency HVAC 3a 1.0 FA 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 P] 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 IRenewable Electric Energy 0.5 *1200 kwh 0.0
Total Credits 3.50
*Please refer to Table R406.2 for complete option descriptions iRece,ived
fyj 31. 2017
VAF'/IrlPO
I
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Table R402.1.1 Footnotes
For 51: 1 foot.=304.8 mm,ci.=continuous insulation, int .=intermediate framing.
a 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.
C.There are no SHGC requirements in the Marine Zone.
f Reserved.
g Reserved.
h Reserved.
The second R-value applies when more than half the insulation is on the interior of the mass wall.
Reserved.
k For single rafter-or joist-vaulted ceilings,the insulation may be reduced to R-38.
Reserved.
m Int.(intermediate framing)denotes standard framing 16 inches on center with headers insulated with a
minimum of R-10 insulation.
Table R402.1.3 Footnote
Nonfenestration U-factors shall be obtained from measurement,calculation or an approved source or as
specified in Section R402.1.3.
Window, Skylight and Door Schedule
Project Information Contact Information
Plan 2514
Width Height
Ref. U-factor Qt. Feet Inch Feet Inch Area UA
Exempt Swinging Door(24 sq. ft. max.) EH 0.0 0.00
Exempt Glazed Fenestration(15 sq.ft. max.) 0.0 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 5 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 5 25.0 7.50
Dining 0.30 1 6 16 1D 1 41.0 12.30
Great Room 10.30 1 3 5 15.0 4.50
Master Bedroom 0.30 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 5 1 15 25.01 7.50
Bonus Room 10.30 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 0.01 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 0.0 0.00
0.30 0.0 0.00
0.30 0.0 0.00
0.30 0.0 0.00
0.30 0.0 0.00
0.0 0.00
0.0 0.00
0.0 0.00
0.0 0.00
0.0 0.00
0.0 0.00
0.0 0.00
0.0 0.00
0.0 0.00
0.0 0.00
0.0 0.00
0.0 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 In' Feet Area UA
0.0 0.00
0.0 0.00
0.0 0.00
0.0 0.00
0.01 0.00
0.01 0.00
Sum of Overhead Glazing Area and UA 1 0.01 0.00
Overhead Glazing Area Weighted U=UA/Area 1 .00
Total Sum of Fenestration Area and UA (for heating system sizing calculations) 1 236.81 71.03
d
Simple Heating System Size:Washington State
This heating system sizing calculator is based on the Prescriptive Requirements of the 2015 Washington Stale Energy Code tWSECI and ACCA Manuals
J and S.This calculator will calculate heating loads only.ACCA procedures for sizing cooling systems should be used to determine cooling loads.
The glazing(window)and door portion of this calculator assumes the installed glazing and door products have an area weighted average U-factor of 0,30.
The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2015 WSEC.
Please fill out all of the green drop-downs and boxes that are applicable to your project.As you make selections in the drop-downs for each section,some
values will be calculated for you.If you do not see the selection you need in the drop-down options,please call the WSU Energy Extension Program at
(360)956-2042 for assistance.
f1ro bct Information Contact Information
Plan 2514
Heating System Type: O All other systems O Heat Pump
To see detailed instructions for each section,place your cursor on the word"Instructions".
Design Temperature
Instructions Design Temperature Difference(AT) 47
AT=Indoor(70 degrees)-Outdoor Design Temp
Area of Buildina
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
Glazina and Doors U-Factor X Area = UA
Instructions
0.30 237 71.10
Skylights U-Factor X� �Area = UA
Instructions 0.50 l !
Insulation
Attic U-Factor X Area = UA
Instructions R 59 0.026 1.513 39.34
Single Rafter or Joist Vaulted Ceilings U-Factor X Area UA
Instructions ;,,Ica R Value No selection � --
Above Grade Walls(see Figure 1) U-Factor X Area UA
Instructions R-21 Intermediate 0.056 2,670 149.52
Floors U-Factor X Area UA
Instructions 0.029 1.513 43.88
( R-30 1W
Below Grade Walls(see Figure 1) U-Factor X i Area t UA
Instructions No Below Grade Walls In this project. --
Slab Below Grade iseeFwum 11 F-Factor X Length UA
Instructions No selection
Select conditioning � —'
Slab on Grade(see Figured F-Factor X Length UA
Instructions 1
1111111 No Slab on Grade in this project.
Location of Ducts
Instructions Duct Leakage Coefficient
`Conditioned Space. r'
1.00
Sum of UA 303.84
Envelope Heat Load 14,280 Btu I Hour
Figure 1. Sumof UAXAT
Air Leakage Heat Load 11,868 Btu I Hour
VolumeX 0.6XATX.018
aMve tirade 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 Budding Heat Loss X 1.10
Ducts in conditioned space:Sum of Budding Heat Loss X 1
Maximum Heat Equipment Output 36,607 Btu I Hour
Budding and Duct Heat Loss X 140 for Forced Air Furnace
Budding and Duct Pleat Loss X 1.25 for Heat Pump
(071MV13)
NASH&ASSOCIATES
ARC F-1FFECTS
PLAN 2 514
BEAM, LATERAL &
SEISMIC CALCULATIONS
i
..6 3Tfh_
(DA! " .OMAS NASH
'STATE QF WAS HINGTON
Received
OCT 312017 2015 IBC
PX2111q? JULY 1, 2016
8003 118th AVE NE Kirkland, WA 98033 (426) 828-4117
WWW.NASH-ARCHITECTS.COM
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NASHtASSOQ CLIENT:ATES BEAM DESIGN DATA PROJECT:
I ARC ItITECTS DATE:
NAME:
Roof Loads:
LL 25#/af
DL 15 �Isf
Total 40
Unless Noted Otherwise
Floor Loads:
LL 40#/sf
DL 10 #/sf
Total 50#/sf
Deck Loads:
LL 60#/sf
DL 10 #/sf
Total 70#/sf
Soil• 1500 PSF Min,
Concrete: Per MC 15
Masonry: Per IBC 15
Steel: Per IBC 15
Wood: Per IBC 15
Nailing: Per IBC 15
4" Beam: Douglas Fir #2
fv = 180
fb = 900 PSI
E = 1,600,000
6" Beam: Douglas Fir #2
fv = 170
fb = 875 PSI
E = 1,300.000
Joists & Hem Fir #2
Rafters: fv = 150
fb = 850 PSI
E = 1,300,000
Glu—Lam Beams:
fv = 240 PSI
fb = 2,400 PSI (reduced by size factor, CF'KI)
E = 1.800,000
8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117
WWW.NASH—ARCHrrECTS.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
Condi ions NDS 2015
Min Bearing Area R1=3.4 inz R2=3.4 inZ (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 LOW W LL Actual Defl L/>1000
Attributes Section(in') 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 i Fv(psi) E(psi x mil Fc (psi)
Values Reference Values 900 180 1.6 625
Adiusted 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
Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft
Loads Uniform LL: 525 Uniform TL: 840 =A
�- - Uniform Load A
0 - - - - - Z\
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
RB-2 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/>1000
LL Max Defl L/360 LLActual Defl L/>1000
Attributes Section in' 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
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
Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft
Loads Uniform LL:525 Uniform TL: 840 =A
Uniform Load A
C _
z
R 1 =2120 R2=2120
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
B-1 Date: 10/24/16
Selection �3-11/8x 9 GLB 24F-V4 DF/DF Lu=0.0 Ft
Conditions NDS 2015
Min Bearing Area R1=6.6 in' R2=6.6 in' (1 5)DL Defl= 0.06 in Recom Camber=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') Shear(in') TL Defl(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_U)si) Fv(psi) E(psi x mil) Fc L (psi)
Values Reference Values 2400 240 1.8 650
Adjusted Values 2400 240 1.8 650
Adiustments Cv Volume 1.000
Cd Duration 1.00 1.00
Cr Repetitive 1.00
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 1.00
Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft
Loads Uniform LL: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.
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 Camber=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 Defl 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-L((si
Ualues 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
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 1.0 885 H= 1370 0 1.0
360 1=450 1.0 5.0
I
H
Pt loads:
R1 =3666 R2= 1658
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
GB-1 Date: 10/24/16
Selection 5-118x 19.1/2 GLB 24F-V4 DFIDF Lu=0.0 Ft
Conditions NDS 2015
Min Bearing Area R1= 17.6 in2R2= 13.9 in (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 Defl
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 l (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 - I-
LK
I-I
Pt loads: L LJ [C nD
0
R1 = 11440 R2=9053
SPAN=16FT
Uniform and partial uniform loads are lbs per lineal ft.
CLIENT`. _ --
NASH-ASSOCIATES WIND AND 5E15MIG DE516N DATA PROJECT'
Ix c l I I T E c T s PER 2015 IBC DATE:
NAME-
WIND DESIGN GRITERIA
DE516N PER ASCE 7-10
I. NOMINAL/ULTIMATE WIND SPEED V/asd /Vult 85/110 mph
2. RISK CATEGORY II 1.00
3. WIND EXPOSURE CATE60RY "B"
4. INTERNAL PRESSURE COEFFICENT +/-55
5. COMPONENTS AND CLADDING
DESIGN PRESSURE +/- 16 psf
BUILDINGS,STRUCTURES, AND PARTS THEREOF SHALL BE DESIGNED AND
GONSTRUCTED IN ACCORDANCE WITH STRENGTH DE516N,LOAD,AND RESISTANCE
FACTOR DESIGN, ALLOWABLE 5TRE55 DE516N,EMPIRICAL DESIGN OR CONVENTIONAL
GON5TRUGTION METHODS, AS PERMITTED BY Tl-#E APPLICABLE MATERIAL GHAPTER, 5EGTION 1604.1
BUILDIN6-:15,5TR1JGTURE5, AND PARTS THEREOF,SHALL BE DE516NED TO WITHSTAND WIND LOAD5
AS DEFINED IN SECTION 16Oq AND ASGE "1-10
IMPLIFIED METHOD TO BE USED FOR WIND DESIGN PER ASGE-I-10,SECTION 27.5
(BUILDINO HEIGHT 15 LE55 THAN 160 FEET)
110 MPH ULTIMATE WIND SPEED
U5E Iqb PSF PER TABLE 21.6.1 "EXPOSURE B"
WOOD DESIGN PER SECTIONS 2304-2306.STRUCTURES U51N6 WOOD SHEAR WALLS
AND DIAPHRAGM5 TO RE515T WIND,SEISMIC, AND ALL OTHER LATERAL LOADS SHALL
BE DE5I6NED AND GONSTRUGTED IN AGGORDANGE WITH AF 4 PA SDPWS AND PROV151ONS
OF SECTIONS 2305-2506
5E15MIG DE516N DATA
DESIGN PER ASCE 7-10/SEGTION 1613
I. SEISMIC IMPORTANCE FACTOR le 1.00
2. SHORT PERIOD ACCELERATION 55 I.ibb "see footnote at bottom of pogo
3. 1 SECOND ACCELERATION 51 0.140 "see footnote at bottom of page
4.SITE CLASS D (default class per IBG)
5.SPECTRAL RESPONSE COEFFICENT 5„ O.G"12 '"see footnote at bottom of page
6. SPECTRAL RESPONSE COEFFICENT Su 0.-7116 *see footnote at bottom of page
'I. SEISMIC DESIGN CATEGORY D
8. SEISMIC FORGE RESISTING SYSTEM PLYWOOD SHEAR WALLS
q. DE516N BASE SHEAR (see seismic calculations)
10. SEISMIC RESPONSE COEFFICENT Gs 0.15
11. RESPONSE MODIFICATION FACTOR R 6.5
12. ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE
15. RISK CATE60RY II
THE ANGHORA6E OF WALLS SUPPORTING GONSTRIIGTION SHALL BE BE
DESIGNED IN ACCORDANCE WITH ASCE 7-10,5EGTION 12.I 2
IN STRUGTURE5 ASSIGNED TO SEISMIC DESIGN CATEGORY C-F,COLLECTOR ELEMENTS
AND THEIR CONNECTIONS TO VERTICAL ELEMENTS SHALL 13E DESIGNED TO RESIST
MAXIMUM EFFECTS AS SPECIFIED IN ASGE 7-10,SECTION 12.10.2.1
BASE SHEAR V= (F 5125/R) W
ANCHOR BOLTS. 5/8" VIA X 10",A30-1 OR BETTER W/7" MIN. EMBEDMENT.V= 1104#/BOLT
• PER U565,THE MAXIMUM Si IN THE STATE OF WASHIN6TON 15 0.748. ALL SEISMIC DESIGN VALUES USED
IN THIS ANALYSIS ARE BASED UPON THIS NUMBER. SINGE 51 15 LESS THAN 0.75,THEN USE SEISMIC CATEGORY
D IF R15K GATE60RY 15 I, 11,OR III
8003 11M AVE NE Kirkland, WA ID8033 (426) 828-4117
WWW.NASH—ARCHITECT'S.COM
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LATERAL CALCULATIONS CLIENT:
NASH k ASSOCIATES PROJECT: _
A;%( I I I I E c- I _ WIND WORKSHEET
DATE:_
85 MPH/110 MPH= NOMINALNLTIMATE WIND SPEED NAME:
19.b P5F
I''RONT 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
8 specified height) LENGTH (ft) (#/ft) TYPE
l vP l7,Sxa k14t6
37 r v3 - -
Z�P
3� z 39 ,5
?r-f 3 7 3D
617- sK-1 14, 1 7
Z 44 (i?3- k� �•G ) f 3o 7
In
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8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117
WWW.NASH—ARCHITECTS.COM
_
11 rIASHaASSOCIATES CLIENT:
SEISMIC ANALYSIS PROJECT:
AR(:f11`I'kCTc. DATE:
NA�IE�
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 Oft. 1/2" Plywood - 1.50 #/ft
Trusses 0, 24" o.c. - 1.75 #/ft Trusses ® 24" o.c. - 1.76 #/ft Trusses 0 24" o.c. - 1.75 #/1t
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#/it 1/2" GWB Ceiling - 2.00#/ft
Total 9.75#/it Total 9.90#/ft Total 17.90#/ft
Use 10.00#/it Use 10.00#/it Use 18.00#/It
let do 2nd Floor Assembly:
Caret / Peed - 0.50#/it Hardwood - 2.50#/it
3/4' T&G Plywood - 2.50#/it 3/4" '1'&G Plywood - 2.50#/it
2x10 ® 16" o.c. - 2.30#/ft 2x10 cN 16" o.c. - 2.30#/it
1/2" GWB Ceiling - 2.00#/ft 1/2" GWB Ceiling - 2.00#/it
Total 7.30#/it Total 9.30#/it
Use 10.00#/ft Use 10.00#/ft
Interior Wall Assembly: Exterior Wall Assembly:
1/2" GWB - 2.00#/it 3/4" Wood Siding - 2,30#/it
2X4 ® 16" o.c. - 1.10 #/it 1/2" Plywood - 1.50 #/it
1/2" GWB - 2.00#/it 2x6 ® 16" o.c. - 1.37 #/ft
Total 5.10 #/it R-21 Insulation - 2.10 #/it
Use 8.00#/it 1/2" GWB - 2.00#/it
Total 9.27#/it
Use 10.00#/it
4" Brick Veneer - + 3.20#/ft
8003 118th AVE NE Kirkland, WA 9BO33 (425) 828-4117
WWW.NASH-ARCHITECTS.COM
CLIENT:
77H=ASSOQATPS SEISMIC ANALYSISPROJECT:
I I I r I C T S DATE:
NAME:
2
SEISMIC:
V = (C,) (Wdl) (Plywood)
2nd Level:
Roof: or (Asphalt / Cedar Shake) 10#/ft X150 S- sf = J-31_� _
(Tile) 18#/ft X sf = _
Exterior Walls: L x 10#/sf x 1/2 (h)
/&I X 10 k y
Interior Walls: L x B#/sf x 1/2 (h)
/ �OX�, k
TOTAL = Z&a 7 0
1st Level:
Roof: (1st Floor Roof) 10#/ft X sf =
2nd Floor. 10#/ft X f sf = ��
Exterior Walls: (E2) + L x 10#/sf x 1/2 (h)
6 goao - /(o Z k<O J-K, f 13 7 7 d - (E1)
Interior Walls: (I o + L x 8#/sf x 1/2 (h)
5Lf (f0 f- QOK'Okq,
TOTAL n Lf 7 3 vI -! 0
Basement:
let 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 118th AVE NE Kirkland, WA 98033 (425) 828-4117
WNW.NASH—ARCHITECTS.COMIL
f
- 1
CLIENT:
NASH-ASSOCIATES SEISMIC ANALYSIS PROJECT:
ARCHITECTS DATE:,
NAME:
3
BASE SHEAR:
BASE 5HEAR V= (F 5ps/W YV
LEVEL 2: Wdl G!� I # x 0.149 = W/ O y
LEVEL 1: Wdl 3(01 // # x 0.149 = S" Lf Z
TOTAL:- Wdl (0 31 "/ _!I x 0.149 = 17' K 2 (V)
Dead Load He' ht Moment Shear Stor
Level Ix = [(Wdl)(h)TV Remarks
(Wdl) (h� (Wdl)(h) (Wdl)(h)
2 N,
S 37
36 3&KCq, c-17.
1
Z
C�e o S�
Total 6 31 CA
8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117
WWW.NASH-ARCHITECTS.COM
NASH&ASSOCIATES cisEN
ARCHITEC"I-:;
SEISMIC ANALYSIS PROJECT:
DATE:
NAME:
4 -- -
x�
cr 4.
xzw
zo N S N
x
x
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0- M
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.� 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117
�� WWWWWW N�H�CH�F�CH�F�COM
NASHtAss CLIENT:
E(:'r S TEs SEISMIC ANALYSIS PROJECT`.
x c r is DATE:
NAME:
Redundancy Factor (p):
1. Maximum allowable wall shear for p<=1
Vumax = (2)(Vaccstory)/Ab i/2
2. Maximum actual shear
Vmax = Largest seismic wall shear
05
3. p = 2—[2(Vaccstory)/(Vumax)(Ab 1/2)
Z 1 �C4c�1 Z
�C1
o%
1D 0ONf
8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117
WWW.NASH—ARCHITECTS.COM
MM
MiTek®
MiTek USA, Inc.
7777 Greenback Lane
Suite 109
Citrus Heights, CA,95610
Telephone 916/676-1900
Re: 2514-FL Fax 916/676-1909
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.
tip�gRRILL
J T WASH 7
51398 w�
o�e,�REGrs
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. FA7 ` 1 1Loo
' - ti.
•, . _ ��
Job Truss Ti /pe Qty Ply LGI cS 2514 FL
R50499426
2514-FL A2 Floor g 1
Job Reference loptiona0
BMC. EVERETT.WA 98205-3212 8.030 s Jan 23 2017 MITek Industries,Inc. Mon May 08 13:21:39 2017 Page 1
ID:mlgzTLjh7H1 sSQCFVTnR08zlaVJ-LWSaFxrw2TLk_wWKuFgvMotOgPhhgTdFD9a)d6zlYZA
0-1-6
HI 24.0 1 0-10A
Scale=1:31.6
US= 3x4= 3x4 = 4x8 =
A B C D E F G H I
0
rb
P Le
N M L K
3x6= 4x12 = 3x4= 4x12 = US=
I 19.3-0
Plate Offsets(X,Y)— (A:Edge,0.0.12],IF:0-1-8,Edge) IM:0.1.8 Edgel [P:0-1-8 0-0.121 (Q: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 0.73 Vert(LL) -0 33 M-N >686 480 MT20 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 5.0 Code IRC2015/TPI2014 Matrix-R Weight:77 lb 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=356310,E-F=-3563/0,F-G=-2881/0,G-H=2881/0
BOT CHORD N-0=0/1719,M-N=0/3506,L-M=0/3563,K-L=0/3563,J-K=0/1714
WEBS B-0=-1951/0,B-N=0/1333,D-N=-695/0,D-M=262/428,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 3-10d(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
R.R.LI,L
a� o W, SJv. y�
rd�o 51398�
•�+�, aISTBR
ssfONALti��
May 8,2017
-- --_—
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 110111.7473 rev.1010312015 BEFORE USE. f
Doslgn valid far use only with MiTekiD conneclora This design is based only upon parameters shown,and Is for an individual building component,not
a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall #+ T
building design. Draong indicated is to prevmN bt"ing of individual buss web motor ohvfd rnombers only-AddAwrral te,nlwrary and penuanent txacing
is always required for stability and to prevent collapse with possible personal Injury and pfoperty damage.For general guidance regarding the IV 11 1 r
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII 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
Carus r M CA 951it
Jab , Truss Tn pro Dty JPWTLGH,0d S25t4PL
2514-FL A4 Floor 2 rence ttonal
BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MlTek Industries.Inc. Mon May 0813:21:41 2017 Pape i
ID:migzTyh7H1sSQCFVTnRO6zlaVJ-HJaKgdsAa4bSDDgi?gsNRDOOnDPk8OmYhT32y7z1Y2$
0-1-8
H 74-0 — -1 - -i F1-3-0 OV-1-8 i
Scale=t:zs.s
4x8= 3x4= 3x4= 4x6= 3x4 II 4x8 I I
A B C D E F G H I J
S
0
R
P 0 N M L K
3x6 = 4x8= 3x4= 4x8= 5x8=
17�12 17.9--12
17-6-1 -3,
Plate Offsets(X.Y)— rkEdoe,0-0-121.IF:0-1-8,Edge1.fJ:G-3.0.Edgel.(0:0-1-8.Edael.IR:0-1-8.0-0-121.I5:0.1-8,0-0-121
LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1,00 TC 0.51 Vert(LL) -0.24 O-P >883 360 MT20 185/148
TCDL 10.0 Lumber COL 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 n/a n/a
BCDL 5.0 Code IRC2015/TPI2014 Matrix-R Weight:76lb 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) J=952/0-2-14,Q=952/0-5-6
FORCES. (lb)-Max-Comp'Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD B-C=-2549)0,C-D=-2549/0,D-E=2884/0,E-F=-2884/0,F-G=-2515/0,G-H=2515/0,H-1=811/0,I-J=-814/0
BOT CHORD P-Q=0/1546,O-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=-105710,H-M=0/1106,F-M=-66010
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 1-50 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.
J� o�wastej,
0
r
��► ,p 51398 'r
�,c� �crsTSR1�
sStoNaL�'�'
May 8,2017
WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE.
Design valid for use only with MITekO connectors.This dosign is based only upon parameters shown,and Is for an Individual building componenl,flat
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
---building destyn.Brachty lnditaledis loWavwu lwchliny u1 nlWvidunl lava web nudlm ulmid uwmLeu udy-AJJ41ww1 lamywioyand pumrananl Uacsiy R��'.et.
is always requeed for stability and to prevent collapse with possible personal injury and property damage.For general guidance regaroing the 1� a
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSBA9 and BCSI Building Component 77T7 Greenback Lane
Safety Infomtatlon available from Truss Plate Insldule.218 N Lee Street,Suite 312.Alexandria,VA 22314. Suds 109
G nrs H his CA 10
Job Truss Tn de pl=IPIYLGI�11 o 2514 FLR50499429
2514-FL A5 FLOOR 3eference optional
BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:42 2017 Page 1
0-1-8ID:migzTLjh7HlSSQCFVTnRO6zlaVJ-mV8jtztpLOJJrNFvZNNc Rwaidjltgztw7ocUR2JYZ7
H i 2.6.0 1-3-0 01jr8
Scale=T:29.o
4x8= 3x4= 3x4= 48 =
A B C D E F G H I
p
—::At
u5
P
N M L K
3x6= 48= 3x4 = 4x8= 3x6=
17-9-12
Plate Offsets(X,Y)— (A:Edae.O-0.12) [F:0-1-8 Edgel IM:0-1-8 Edoel fP•O.1-8 0.0-121 (Q:0 1-8 0-0 12) IR:0-1-8 0-0-12] IS:0 1-8 0-0-12)
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.56 Vert(L-) -0 25 M-N >826 480 MT20 185/148
TCDL 10.0 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 nla
BCDL 5.0 Code IRC2015/TPI2014 Matrix-R Weight:73 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) 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=2574/0,C-D=2574/0,D-E=2926/0,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=011558
WEBS B•O=-1770/0,B-N=011152,D-N=-513/0,0-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.
�ERRILL 9
.off 51398
�L'GISTSR� 4'
SSror,AL��o
May 8,2017
WARNING•Vofify design pammefors and READ NOTES ON TMS AND INCLUDED WTEK REFERENCE PAGE NIP7473 rev.10l03/2015 BEFORE USE.
Design valid for use only with MiTeg19 connectors.This design Is based only upon Parameters shown,and is for an individual building component.not
d truss system.Before use,the budding designer must verity the applUbdity of design parameters and Property incorporate this design into Iho overall
budding design Bracing 1ndical ed is to prevent buclaing of individual truss web andlOr Chord members only Additional temporary and permanent bracing w Ag�v rd> --
is always required for stability and to prevent collapse will,possible personal injury and Property damage_For general guidance regarding the AY8 EE EE
fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSVTPH Quality Criteria,OSB•89 and BCSI Building Component 7777 Greenback Lane
Safely Information available from Truss Plate Institute.21S N.Lee Street,Suite 312,Aloxandda,VA 22314. Suite 109
I--H t Ms CA 956 10
Job Truss Tn re Qty Ply LGI h S 2514 FL
R50499430
2514-FL A6 GABLE 1 1
Job Reference(optional)
BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:43 2017 Page 1
ID:migzTLjh7H1 sSQCFV rnR06zlaVJ-Ehi55JuR6irASXg575urWeTgsOHicMWr8nY90tzlYZ6
0*8 011(8
Scale=1:28.6
A B C D E F G H I J
V X
a
m
U W
T S R Q P O N M L K
2-0•D 4.0-0 8-0-0 10-0-01t I 16 0 0 17 9 12
2-0.0 2.0-0 2.0 0 2-0.0 2.0.0 2-0-0 2 0(1 2-0-0 1 9 12
Plate Offsets(X,Y)— fkEdae 0-0-121 (U:0-1-8 0.0-121 IV'0-1-8 0.0-121 IW0-1-8 0.0-121 fX'0.1-8 0-0-121
LOADING (psfj SPACING- 2-0-0 CSI. DEFL.
in (lac) Ildefl Lld PLATES GRIP
TCLL 40 0 Plate Grip DOL 1.00 TC 0.15 Vert(LL) n/a n/a 999 MT20 185/148
TCDL 100 Lumber DOL 1.00 BC 0.02 Vert(CT) n/a n/a 999
BCLL 0 0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 K n/a n/a
BCDL 5.0 Code IRC2015fTP12014 Matrix-R Weight:58 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
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.0,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 cc.
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.
�RRILL 8
J19 �F WASI9�{j,
yd�� 51398
+t' GISTEn"
�sSfdNAL �G
May 8,2017
AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 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 budding designer must verify the applicability of design parameters and properly incorporato this design into the overaa
—-tanlding design bracing mdicateo r4 to prevent oualdrng of mdrvTdual truss web and/or camore members only. Additional temporary and permanent bracing - ---- 11 'Tp 1�
is aAva sq
uired q .�
uired for stability and to prevent collapse with possible personal Injury and prop"damage. For general guidance regarding the rV ly 1
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPI1 Quality Criteria,DSBA9 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
roses' s 9 f
Job •7 Truss Tn. pe Qty 'Ply LGI i _S 25141-L
2514-FL 61 GABLE 1 1
]— — 1Job R R50499431eference(optional)
BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MTek Industries,Inc. Mon May OB 13:21:44 2017 Page 1
ID:migzTLjh7H1 sSQCFVTnRO6zlaVJ-iuGTlfu3t?z14hPHhoQ43s0?VQdnLpm_NRHiYJzIYZ5
0*8
Scale=1:33 2
3x6 FP=
A B C D E F G H I J K L M
AA
Z Y X W V U T S R Q P O N
3x6 FP=
-121 7.8-72 4 8-12 �_ �8-12 8 8.72 { 10.8.12 I 12-8-12 14 8-12 78 8 12 JIM2 20 B 8
08-t2 2-0-0 ZO.O2-0-0 2-0-0 2-0-0 2-0-0 2-0-0 2-0-0 11112
Plate Offsets(X Y)— fA.Edae.0.0-121 (AA:0-1-8,0-0-121,fAB:0-1-8 0-0-121
LOADING (pso SPACING- 2-0.0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP
TCLL 400 Plate Grip DOL 100 TC 0.16 Verl n/a n/a 999 MT20 185/148
TCDL 100 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 n/a
BCDL 50 Code IRC2015/TPI2014 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.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)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.
�,RRIL.�8q
a� WAS 7�
i
r°� R 51398 �'r
�A AGIST6K"
�ss70NAL �
May 8,2017
�,WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI/-7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MITaKD connectors This design is based only upon parameters shown,and is for an individual ba8ding component,not
a truss systam.Before use,the braid"designer must verify the applicability of design parameters and property incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of individual truss web a",iif chord members only.Additional temporary and permanent bracing
is always required for stability and to proven)collapse with possible personal injury and property damage. For general guidance regarding the 1191,
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPl1 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
1 s 958f0
Job .. Truss Tn de pry Ply Cal _S 2514 FL
R50499432
2514-FL 82 Floor 5 1
Job Reference(optional)
BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:45 2017 Page 1
ID:n*zTLjh7HISSQCFVTnR06zlaVJ-A4prWivheJSuir TEVxJb3Y4SgoB4AZ8c51G5mziYZ4
'tea r 1-3-0 , 1^ 0*8
Scale=1:33.8
4x8= 3x6= 3x4= 3x6 FP= 48 =
A B C D E F G H I J K
To
S
3x10 = O P O N M
3x6 FP= 3x4= 3x4= 412 = 3x6=
4x12=
L 2"-8
20"
Plate Offsets(X.Y)— fA:Edoe 0-0.121 (N:0-1-8 Edgel f0:0-1-8 Edael (S:0-1-8 OA-121 IT:0-1-8 0.0 121
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Weill Ud PLATES GRIP
TCLL 400 Plate Grip DOL 1.00 TC 0.53 Vert(LL) -0.35 M-N >700 480 MT20 1851148
TCDL 100 Lumber DOL 1.00 BC 072 Vert(CT) -0.50 M-N >492 360
BCLL 0 0 Rep Stress Incr YES WB 044 Horz(CT) 0.09 L nla n/a
BCDL 50 Code IRC2015/TPI2014 Matrix-R Weight:89 lb 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 1800F 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. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD B-C=-3190/0,C-D=-3190/0,D-E=4170/0,E-F=-4170/0,F-G=-4170/0,G-H=319210,
H-J=3192/0
BOT CHORD P-R=0/1861,O-P=0/3946,N-0=0/4170,M-N=0/3952,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,GM=-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 forthis 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)ProvAe mechanical connection(by others)of truss to bearing plate at joint(s)R.
5)Recommend 2x6 sli ongbacks,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.
CEO
wO� R 51398 Eq
�.-I FQts i SK"
Assf�NALE�G
May 8,2017
MONVIRMSM
,j WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 rev.1010312015 BEFORE USE. •
Design valid for use only with MIT06 connectors.TNs design Is based only upon parameters shown,and is for an vidlviduat budding component,not
a truss system Before use,Ute budding designer must verify the appilcabibty,of design parameters and pfopedy Incorporate this design into the overall p�
----building design.tlracing indicated is to prevent ouekhng or individual truss web and/or chord members only.Additional temporary and parmanenf bracing I�ii1T9!<
is always required for stability and to prevent collapse with possible personal injury and property damage For ganafai guidance regarding the
fabrication,storage,dal"ry,erection and bradng of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane
Safety Information avadable from Truss Plate Insldtde,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109
C us CA 95810
Job ,r Truss Tr. ?e Qty Ply LGI 1 Reference S 2574 FL
o tionie
R50499433
2514-FL B3 floor 5 1
Job
BMC, EVERETT,WA 98205-3212 a.030 s Jan 23 2017 MITsk Indusldes.Inc. Mon May 08 13:21:46 2017 Page 1
ID:migzTLjh7HlMCFVTnR06zlaVJ-e NDjKwJPdDIJ_YgoDSY8H5EPE8ypcgHglmpdCzIYZ3
' 2-6-0 1-3-0 1-1-2 1r-8-14 _"
Scale=1:37 5
4x8= 3x6 FP= 3x4= 3x6 = 4x12= 3x4 11 3x4=
A B C D E F G H I J K L
V o
U
T S R Q P 0 N M
3x6 = 4x12 = 3x4= 3x4= 3x6 FP= 4x12 =
4x12=
7- 2 10
20.7-2 0• •8 1.11.14
Plate Offsets(X Y)— fA:Edge 0-0-121 [L 0-I-8 Edcel [Q 0-1-8 Edge,[R:0.1-8 Edgej,fU 0.1-8 0.0-121 [V: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 0.58 Vert(LL) -0 36 P-Q >688 480 MT20 185/148
TCDL 10.0 Lumber DOL 1.00 BC 075 Vert(CT) -0.48 P-Q >513 360
BCLL 0.0 Rep Stress Incr NO WB 045 Horz(CT) 0.08 N n/a n/a
BCDL 5.0 Code IRC2015/TPI2014 Matrix-R Weight:99 lb FT=0%F,12%E
LUMBER- BRACING-
TOP CHORD 2x4 OF 180OF 1.6E or 2x4 DF No.1&Btr(flat)"Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
A-D:2x4 HF No 2(flat) except end verticals
BOT CHORD 2x4 OF 180OF 1.6E or 2x4 OF 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 forces 250(lb)or less except when shown.
TOP CHORD B-C=-3108/0,C-E=-3108/0,E-F=-4021/0,F-G=4021/0,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=-944/0,11-0=98/668,E-S=817/0,E-R=-171/569,F-R=-302171,L•N=-677I0
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 gearing plate at joint(s)T.
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.
LOAD CASE(S) Standard O�L 8
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=l 00 J OF
Uniform Loads(plf)
Vert:M-T=-10,A-L=-100
Concentrated Loads(lb)
Vert:L=-328
51398 Ar
AL S'
May 8,2017
WARNING-Varrry design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE Afll-7473 raw.10/0312015 BEFORE USE. •
Design valid for use only with WWI)connectors This design rs based only upon parameters shown,and is for an individual building component,not
a lass system.Before use,the building designer must venry the appllcabrllty or design parameters and property Incorporate this design Into the overall
budding aeaign.Bracing indicated td to prevent buckling of mdMdual truss web anoror chord members only, Additional temporary and ponuanum teaunry 'A/+i'1"v��'
Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the 7�! 1
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSlrTPll Quality Criteria.DSe-89 and SCSI Building Component 77T7 Greenback Lane
Safety Information available from Truss Plate Institute,218 N.Loe Street Suite 312,Alexandra,VA 22314. Suite 109
Citrus Heights.CA 95610
Job Truss Tr1 pe Qty Ply LGI t .S 2514 FL
R50499434
2514-FL C1 Floor 3 1
Job Reference(Optional)
BMC, EVERETT,WA 98805-3212 8.030 s Jan 23 2017 MITek Industries,Inc. Mon May 08 13:21:47 2017 Page 1
ID:migzTLjh7H 1 sSQCFVTnRO6zlaVJ-6SxcwgxxAwLcx87sMwznhUdUteYpY7UQ3P WN9ezIYZ2
0-1-8
r 1�.9 1`rrtr —2&-0 I 0-qA 0.1.Si„1"1-8
Scale=1:23 3
15x4 II
46 II 3x4 11 3x4= 1.5x4 II 3x4= 3x4 11 06 II
A B C DE F G H
0
A
N M L K3x4=
J I
1.5x4 II 4x6= 3x4= 46= 1 5x4 11
01 2
.4 1 4 13.0
0. -8
Plate Offsets KY)— (A:0-3.0.Edgel (H:0-3-O.Edgel (K:0.1-8 Edael (LU-1.8 Edge]
LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 028 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 5.0 Code IRC2015/TP12014 Matrix-R Weight:59lb 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-8=632/0,B-C=-631/0,C-D=1709/0,D-E=-1709/0,E-F=1709/0,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 0.5001n.
ORRILL
WAS.y„
SI�NAL��
May 8,2017
WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not
a truss system Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall
- - building design.Bracing Indicated is to prevent buckling or individual truss web and/or chord members only.Additional temporary and Permanent bracing - _—-- —6V 9 iTek'-
Is always required for stability and to prevent collapse w;lh possible personal injury and property damage. For general guidance regarding the r ! 3
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute,219 M Lee Street.Sude 312,Alexandra,VA 22314. Suite ID9
Citrus Hiliatits,CA 95610
Job s ]Truss Ti pe Tty Ply LGI :S 2514 FL
R50499435C2 Floor 1
Job Reference o U
OMC, EVERETT.WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:47 2017 Page 1
ID:migzTLjh7H1 sSQCFVTnR06zlaVJ-6SxcwgxxAwLcx87sMwznhUdTReaZY81Q3PWN9ezIYZ2
0-3-0
i 1-1-81 I-� i 2-6-0� i 1-1-6 0
tale=1:15.5
3x6 II 3x4 II 3x4= 1.5x4 II
A 8 C D 3x4= E
L
1.5x4=
0
b
1 5x4=
K
J 3x6
1
H G F
1 5x4 11 1 5x4 11 1,5x4 I I
3x4 =
0 3 01 U-14
0-3 0 7.11.14
Plate Offsets(X,Y)-- (C:0-1-8.Edgel.(0:0-1-8 Edgel.fJ:Edae 0-0-121 (K:0-1-8 0^0-12) (L:0-1.8 0.0-121
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.37 Vert(LL) -0 05 H-I >999 480 MT20 185/148
TCDL 10-0 Lumber DOL 1.00 BC 0.35 Vert(CT) -0.06 H-I >999 360
BCLL 0-0 Rep Stress Incr YES WE 0.14 Horz(CT) -0.01 F n/a n/a
BCDL 5-0 Code IRC2015(TPI2014 Matrix-R Weight:37lb 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=426/0-2-14,F=426/0-3-8
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)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 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.
to
51398
sSt�NALE��
May 8,2017
J,WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 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 butlding designer must verily the applicability of desgn parameters and properly incorporate this design into the Overall
buBQn Ms yn. Bracing indicated fa foptdGoni'bock buckling oilndiv-dudl rc^wdbbndrOi cFrTmdbar-d oNy.Atldpiondf lemporaiy-e-nd permaned ftirbcing -
7l;elTA l��
is always required for slabikty, V!and to prevent collapse with possible personal intury and property damage For general guidance regarding the Y 1 1 t
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 Plate Institute,218 N,tee Street.Sude 312,Alen ridan,VA 22314- Suits tog
Heights CA 95610
Job s Truss R50499436 TFI'oo,
pe City Ply LGI S 2514 FL
2514-FL D1 3 1
Job Reference tional
BMC. EVERETT.WA 98205-3212 8.0W S Jan 23 2017 MITek Industries,Inc. Mon May 08 13:21:48 2017 Page 1
ID:nftzTLjh7H1sSQCFVTnR08ziaVJ-aN 8oyZwETSZii2weUODiAepiwnHbyal3Fwh5ziYZ1
if! 7.6.00 I 1-5-19 � 1-3-0� 0 6
Sc ate 1:25 5
1.5x4 II
1,5x4=
3x6 II 3x4 II 3x4 = 3x4 11 3x4= 1 5x4 11 3x4= 1.5x4=
A B C D Q E F G H
P
cab �
0
N M K J3x4=
I
1.5x4 II 3x6 = 3x6= 1 5x4 II 3x4=
4-1 -12
0 1� 8.7 10 18 2-10 1
Plate Offsets(X,Y)— fE:0-1-8.Edoe1,fJ:0.1-8.Edgel f0:0-1.8 OA-121 RG-1-8 0-0-121
LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft Ud 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 10.0 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 IRC2015ITP12014 Matrix-R Weight:64lb 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(lb)or less except when shown.
TOP CHORD A-8=-346/0,B-C=-34410,E-F=-63710,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.
-RRIL. 8
ti� ox
43 NAL
May 8,2017
,C\WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MIT00 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 very the applicability of design parameters and property incorporate this design into the overall MR,
budding dosign. Nrarnrg indicated rs to prevent bucks"of Individual truss web and/or chord members only Additional temporary and permanent bracing 1•��i7e�{is always required for stability and to prevent collapse with possible personal Iniury and property damage.For general guidance regarding the p
fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI11 Quality Criteria,OSS-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate InstNule,216 N.Lee Street,Suite 312.Alexandria,VA 22314. Stale 109
Citrus Holonl.,CA 956 to
r rJob Truss Ti /pe Qty, Ply LGI cS 2514 FL
2514-FL D3 F100T 5 1 R50499437
Job Reference(optional)
BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:50 2017 Page 1
ID:migzTLjh7H1 sSQCFVTnR06zlaVJ-X1 dkZizgSdAocsR13WU17FuNrR5lTstINkl mzzlYZ?
0-1-8
e HI 2-6-0 ,i 1-0-14 I�3-0 1i B-14 0����,,==�8
Scale 1MA
3x4= 3x4= 3x4 11 4x6= 3x4 = 3x8 FP= 3x6=
A B C D E F G H I J K
X o
m
lu
S RQ 0 N M
3x4= 3x6 FP= 3x10= 3x6= 3x10= 3x6=
5 5$ 20.5-4
5-" 14-11-14
Plate OHsels(X,Y)-- fA:Edue,0-0-121 18:0-1-8 Edgel fC0-1-8 Edael fG:0-1-8 Edge] fO:0-1-8 Edgel lU'0-1-8 0-0-121 fV'0-1-8 0.0.121 Mho 1 8 0-0.121 fX'0-1 8 0-0.12)
LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.71 Vert(LL) -0.25 M-N >716 480 MT20 185/148
TCDL 10.0 Lumber DOL 1.00 BC 1.00 Verl(CT) -0.32 M-N >561 360
BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(CT) 0.04 L n/a n/a
BCDL 5.0 Code IRC2015rrPI2014 Matrix-R Weight:84 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 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-H=-2024/0,H-J=-2024/0
BOT CHORD S-T=-621380,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-13=492/0,E-P=-1483/0,E-0=0/992,F-0=-337/0,J-L=-1440/0,
J-M=0/857,H-M=-32010,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 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 3-1 Old(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.
J�9 aF WAS�'�F�,
a0A
Y0� 51398 cq�
S'rr�NAL��G
May 8,2017
WARNING.Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.1010312015 BEFORE USE.
Design valid for use only with UlTek®connectors-This design Is based only upon parameters snown,and is for an Individual building component,nol �.
a truss system.Before use,the building designer must verify the applicability or design parameters and property incorporate this design into the ovetall
-twA0ing design.!!racing indicated is to prevent buckling or individual uusswoo and/or chord members only.Additional temporary and permanent bracing - MITek`
is always required for stab6hy and to prevent collapse with possible personal injury and property damage For general guidance regarding the 1 7 R
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 i t A 9 10
IJob 1 Truss Tt pe pry Ply LGI :S 2514 FL
R50499438
2514-FL D4 GABLE 1 1
Job Reference o tional
1111MC. EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 0813:21:51 2017 Page 1
ID:migzTLjh7H1 sSQCFVTnRO6zlaVJ-?EB6m2_SD9rl QmRdbm2jrKoCeFOGU_UO_l UalPzlYZ_
0*8 0*8
Scale=1:33.6
3x6 FP= 2x4 I I
A B C D E F G H I J K L M
AC o
Z AB
C'LZ:1 a:l::�Z X X X X y�
Y X W V U T S R Q P 0 N
3x6 = 3x6 FP=
c-"
4 8 2•fr8 4-5.8 B-SS 8.5-8 f0•s•8 12.5.8 14•S-8 IB•5.8 8.5.8 20.5.4
0-•8 2-0-0 2-0.0 21-:0 2-0-0 2-0-0 2-0-0 2. . 2-0-0 2-0-0 1-11-12
0.40
Plate Offsets(X,Y)— fA:Edoe 0 0 121 fM:O 1-8 Edgei fZ 0 1 8 0 0 1 J,(AA:0-1-8,0-0-121.fAB:0-1-8.0.0.121 fAC:O-1 8 0-0-121
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.16 Vert(LL) nla 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 5.0 Code IRC2015lrP12014 Matrix-R Weight:67 lb FT=O%F,12%E
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural woad 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 20-2-4.
(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)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.
Z 6
X
51398
Sf�NAL
May 8,2017
WARNING-Verlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and Is for an individual busking component.not
a truss system.Before use,the building designer must very the applicability of design parameters and property incorporate this design Into the overall
bwiO4 deslgn.Bracing indkated is 10 vfe—it Lucmloq of indivwwj buss web dudNr Jwrd mumrbma ,Ay.AdJitiowl lrniywary euU veuevrwnl breulny lA AL����
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the t V 11
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVMI Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alemndds,VA 22314. Sulu 109
Cfts Heights,CA 95610
Job a Truss T. /pe Qry Piy LGI =S 2514 FL
2514-FL F1 FLOOR GIRDER �99439
1
2 Job Reference o tional
BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek industries,Inc. Mon May 0813:21:51 2017 Page 1
ID:ini9zTLIh7HI SSQCFVTnRO6zlaVJ-4EB6m2 SD9flOmRdbm2JrKo8PFyhUxRO 1UalPz1Y2_
r ?-11.3
s I
Scale:V=1'
A 45 I F B 3x4=
C4x5 II
a
16
3x4= 3x4 =
6 1-14 B 5$
0 3�
Plate Offsets(X,Y)— fC:Edoe,0.3-81 8-1-14
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.43 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 IRC2015lrP12014 Matrix-R Weight:53 lb FT=12%
LUMBER- BRACING-
TOP CHORD 2x4 DF 160OF 1.6E or 2x4 DF No.1&Btr 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 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 forces 250(lb)or less except when shown.
TOP CHORD A-E=-450/0,C-D=-783/0,A-B=-28410,B-C=-304/0
BOT CHORD D-E=0/2979
WEBS B-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) RRIi j
Vert:D-E=10,A-F=-100,C-F=527 v WA
Concentrated Loads(lb) J p�
Vert:F=-1034 ( C�
ace O
vo�+ 51398-�q sy�
S4 j AL1nyG
May 8,2017
®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1.7473 rev.1010312015 BEFORE USE.
Design valid for wa only with AhlTekD connectors_This design Is based only upon parameters shown,and Is for an Individual budding component,not
a truss system.Before use,the budding designer must verify the applicability of design Parameters and property incorporate this dasyn into the overall
oudaing design.Hraong indicated is to prevent buckling of individual truss web andtor chord members only.Additional temporary and permanent bracing a CT�ek�-IF —
Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the M
fabrication.storage,delivery,erection and bracing of trusses and buss systems,see ANSVTPII Quality Criteria.OSO.89 and SCSI Building Component T777 Greenback Lane
Safety Information available from Truss Plato Instituto,218 N,lee Street,Suite 312,Alexandria,VA22314. Suite 109
Citrus H i his CA 9561
r Job Truss Tt pe Qty Ply LGI ?S 2514 FL
R50499440
2514-FL F2 FLOOR GIRDER 1
2 Job Reference bona
BMC, EVERETT,WA98205.3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:52 2017 Page 1
ID:migzTLih7H1 sSQCFVTnRO6zlaVJ-TQkU_O?4_Tzu1vOg9UZyNYLNKfEVDL49DhD7pszlYYz
I
Scale=1:11 1
5x6=
• A 5x6= B1.5x4 II
C
u
N
6x12 —
G E H I
1-5x4 II
1.5x4 11
2.11-8 57 8 b11-0
0.3.8 2_8.0 24114
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl 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 O.O Rep Stress Incr NO WB 0.39 HGrz(CT) -0.00 D n/a n/a
BCDL 50 Code IRC2015/TPI2014 Matrix-P Weight:49 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 5-11-0 oc purlins,
BOT CHORD 2x4 OF 180OF 1.6E or 2x4 DF 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) F=1648/0-5-8,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 10d(0.131"x3")nails as follows:
Top chords connected as follows:2x4-1 row at G-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(plo
Vert:O-F=10,A-C=-100
Concentrated Loads(lb) L�
Vert:G=-1085 H=-1085 1=-1092WASHY
5
15398�
Sr�NAL
May 8,2017
®WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. reeree
Design valid for use only with MITak'W 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 venty the applicability of design parameters and properly incorporate this design into the overall
---building design.Bracalg indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing -MITek'
Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 911A11 EC
fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSlrrPl1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane
Safety information available from Truss Plate Insblule.218 N.Lee Street.Suite 31Z Alexandria,VA 22314. Suite 109
I s CA 95610
' Job Truss _]FLOOR
/pe Qty Ply [JoGRefe
SS 2514 FL
R50499441
2514-FL F3 FLOOR GIRDER 1
rence o tional
BMC, EVERETT,WA 98265 32i2 8.030 s Jan 23 2017 MTek Industries,Inc. Mon May 08 13:21:53 2017 Page 1
ID:migzTLjh7H 1 sSQCFVTnRO6zlaVJ-xclt8k?ilm5if3b01B4BWtN32XPymvJRL2hMIzlYYy
M
Scale=1:18 0
1 5x4 II 012= 1.5x4 II 1.5x4 II 4x12 = 1.5x4 II
A K B L C D M E F
u u
c
N
1 H 3x10 =
3x10=
4x8 = 4x8 =
4-M 5.6.8 9-10.0
Plate Offsets(X,Y) 43.8
-- IH:O�-8,0.1-81 [I:0-3-8 0-1-81
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (!cc) I/defl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.87 Vert(LL) -0.13 H-1 >870 480 MT20 1851148
TCDL 10.0 Lumber DOL 100 BC 0.77 Vert(CT) -0.18 H-I >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/TP12014 Matrix-RH Weight:92 lb FT=12%
LUMBER- BRACING-
TOP CHORD 2x4 OF 180OF 1.6E or 2x4 OF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 2-11-6 cc purlins,
BOT CHORD 2x6 DF SS except end verticals
WEBS 2x4 HF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing.
REACTIONS. (lb/size) G=3789/0-4-8,J=3714/0-5-8
Max Grav 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=-951410,D-E=9514/0
BOT CHORD I-J=0/7419,H-1=0/9514,G-H=016325
WEBS E-G=-6819/0,B-J=-7998/0,E-H=0/3557,B-1=0/2264,C-1=-1075/0,D-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 cc.
Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 cc.
Webs connected as follows:2x4-1 raw at 0-7-0 cc,Except member H-E 2x4-1 row at 0-9-0 cc,member I-B 2x4-1 row at 0-9-0 cc
,member I-C 2x4-1 row at 0-9-0 cc,member H-D 2x4-1 row at 0-9-0 cc.
2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section Ply to
ply 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 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
LOAD CASE(S) StandardLL 8
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Of W '�
Uniform Loads(plo �+)
Vert:G-J=10,A-F=-100 ti
Concentrated Loads(lb) _
Vert:F=-891 E=-852 D=1461 K=-1461 L=-1461 M=-326
A� 51398
is � '
SSI�NAL�N�
May 8,2017
AWARNING.Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.1010312015 BEFORE USE.
Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not
a Ingl
e system.Before use,the building designer must verity the applicability of design parameters and properly incorporate Ihis design into the overall I�
building design.Bracing indicated Is to proven!Duckling of individual truss web andfor chord members only, enTi AOonan temporary and permanent bracing NOW(
�C
Is always required for slabildy and to prevent collapse with possible personal Injury and property damage For general guidance regarding the
labrlcatlon.storage,delivery•erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Informatlon available from Truss Plate Institute,218 N-Leo Street,Surto 112,Alexandra,VA 22314. Suite 100
Clrus 11e s q 85810
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IJob Reference(Optional)
EVERETT,WA 98 212 8.000 s Jul 15 2016 MiTek Industries,Inc,Mon May 0815 14:30 2017 Pegs 1
ID:migzTL)h7H1sSQCFVTnRO6zlaVJ-4_w69Bygl DEkReKNDzpGIRNCIbCBfrGNkjgzlV8l
1 0 8-3-0 16.6-0 17-&0
14)-0 8-3-0 gip �_' p 0 1
Scale:3/8"=1'
4x5=
F
5.00 F12 E G
S
T UV
H
D
T
C T I
T T
B 171 J
K �o
3x4= R Q P O N M L 3x4=
18-9-0
I 16.6-0
16-6-0
TODING(psi)
2 CL 5 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.11 Vert(LL) 0.00 J n/r 180 MT20 185/148
TCDL 7.0 Lumber DOL 1.15 BC 0.06 Vert(CT) 0.00 K n/r 180
BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 J n/a n1a
ei pl 10 0 Code IRC2015/TP12014 (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 HF No.2 MiTek recommends that Stabilizens and required cross
bracing be installed during truss erection,in accordance
with Stabilizer Installation guide.
REACTIONS. (lb/size) 8=16211646-0 (min.0-2-8),J=162/16-" (min.0-2-8),0=159116-6-0 (min.0-2-8),P=169/16-" (min.0-2-8),Q=164/1646.O (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=182116-6-0 (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.II;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)11-0-0 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 Detaits as applicable,or consult qualified building designer as per ANSI/TPI 1.
3)TCL ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;C1=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.
Job russ TCOUM
Type y y HOMES 2514•A RF
2514•A A2 on 1 1
Job Reference ojonal
BMC,EVERETT,WA 98205.3212 8.000 s Jul 15 2016 MiTek IndusWes,Ina Mon May 08 15:14:312017 Page 1
1 g o 4 7� 8-3-0 ID:migzTLjh7H1sSQCFVrnRO6ziaVJ-YAUUNXySeHL4MbCWx12 xwwUO2oz_sTcQDKeJ&'v H6FOGzlVes
14)o 4-7-4 3-7-12 3 7-11 12 4-7-4 f11--0-0
Scale:3/8"=1'
4x5=
D
5.00 12
2x4
K L M 2x4
J E
C
I N
B F
G [o
3x6= H
3x10= 3x6=
18-9-0
18-9-0
i 8-3-0 164-0
83-0 830
LOADTCLL (Ps25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.09 F-H >999 240 MT20 185/148
TCDL 7,0 Lumber DOL 1.15 BC 0.55 Vert(CT) -0.19 F-H >999 180
BCLL 0.0 Rep Stress Incr YES WB 012 Horz(CT) 0.03 F n/a n/a
BCDL 10.0 Code IRC2015/TP12014 (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 oc 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
g
REACTIONS. (lb/size) 6=752/0-5-8 (min.0-1-8),F=752/0-5-8 (min.0-1-8) with Stabillzer Installation uide.
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 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.
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.
Job
russ Truss I ype L::=31Job
TOMES 2514-A RF
2514A B2 Common Girder Reference(optional)
SMC.EVERM.WA 88 05 3212 000 a Jut 152016 MITek industries,Inc Mon May 0815:14:33 2017 Pagel
10-9-0 18-9-o tD:mtgzTLjh7f•ItsSQCFVTnRO6zlaVJ-UZbFnDJAvbobvMv2LXWuO387P4ko(L5YEcOKAtA9aq
41-11 7-2-12 11-9.0 23.6-0
4-1-11 3-1-1 4-6-4 4 8 4 3 1-t 4-1-11
Scale=1:40.6
4x5=
D
5.00 12
6x8 6x8
C M N E
3x6 3x6
B F
A G
wigii 11
RA [d
Q K P L Q R S T J U V I W H X Y
4x6-
4x6= 3x10 II 12x12= 8x12= 12xl2= 3x10 II
18-9-0 18-9-0 18-9-0
Orb 1z 2 fa12 41-11 7-2-12 11-9 0 16-3-4 194-5 22.6-12 23$Q
_ �-000 ' 1-8-15 I 3 1-I_ "-3 4 4-6-4 + 3 2-7 �0
Plate Offsets tX Y)__LJ:0-6-0.0-4-8�__
TCLLLOAD (ps25.0 SPACING- 2-0-0 CST. DEFL. in (loc) I/deft L/d PLATES GRIP
(Roof Snow=25 0) Plate Grip COL 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 I-J >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.60 Horz(CT) 0-02 G n/a n/a
BCDL 10.0 Code IRC2015/TP12014 (Matrix) Weight:340 Ib FT=10%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-0 cc purlins.
BOT CHORD 2x6 OF SS BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing.
WEBS 2x4 HF No.2
REACTIONS. (lb/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-O=-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 10d(0.131"x3")nails as follows:
Top chords connected as follows:2x4-1 row at 0-7-0 cc.
Bottom chords connected as follows:2x6-3 rows staggered at 0-4-0 cc.
Webs connected as follows:2x4-1 row at 0-9-0 cc,Except member E-I 2x4-2 rows staggered at 0-4-0 cc.
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=110mph(3-second gust)Vasd=87mph;TCDL=4 2psf;BC0L=6.0psf;h=25ft,Cat.11;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 11;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 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.
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 device(s)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.
Job Truss 1 russ 1 ype [y P� TOMES 2514-A RF
2514-A C1 Common Supported Gable 1 1
Job Reference option
BMC,E ETC WA 882Q53212 8.000 s Jul 15 2016E MiTek Industnea,Inc.Man May 0815:14 35 2 17 Page 1
t ID:migzTLjh7H1sSQCFVTnRO6zlaVJ-Rxj?Cu?ziWsWgDWHAmZ?zpSYsDumGQ007Y5VP1zIV80
1 0 20-0-0 40-0-0 41-"
1 20-0.0 20-" -6-0
Scale=1:73.7
5.00 12 4x5=
L M
3x4� K
I J N 3x4
H O
G P Q
F R
E 8 g S
D 6 8 T
AO GT1 4 5 5 3 STt1 AP
2
A8 - - VW
0
3x4= AN AM AL AK AJ Al AH AG AF AE AD AC AS AA Z Y X 3x4=
5x6=
18-9-0
1 40-0-0
Plate Offsets(X.Y)- IP:0-0-0 0.0-0I.fAF:0-3-0.0-3-0] 40A•0
_
LOAD
TCLL (ps25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0,00 V n/r 180 MT20 185/148
TCDL 7.0 Lumber DOL 1 15 BC 0.07 Vert(CT) 0.00 W n/r 180
BCLL 0•0 Rep Stress Incr YES WB 0.22 Horz(CT) 0.01 V n/a n/a
BCDL IMID Code IRC2015ITP12014 (Matrix) Weight:198 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 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 Quide.
REACTIONS. (lb/size) V=216/40-0-0 (min.0-3-12),AF=160/40-0-0 (min.0-3-12).AG=1 6 814 0-0-0 (min.0-3-12),AH=168/40-0-0 (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 UpliRV=-7(LC 9),AG=-20(LC 12),AH=-26(LC 12),AI=-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-0=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.11;Exp B;
enclosed;MWFRS(envelope)automatic zone and C-C Comer(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 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.
V6ni1n1ueQ On��sge TBn designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
Job I russ — Tr—uss.Ty,—e myy TOMES 2614-A RF
7.514A C1 ommn Supported Gable 1 1
r IJob Reference(opffona_IL_
BMC,EVERETT.WA 982053212 8.000 s Jul 15 2016 MITek Industries,Inc.Mon May 08 15:14:35 2017 Page 2
NOTES-
ID:migzTLjh7H1 SSQCFVTnRO6zlaVJ-Rxj?Cu?ziW$WgDWHAmZ?zp8YsDumGQ00?Y5VP7 zl Veo
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 to uplift at joint AL,16 lb uplift at joint AM,45 lb uplift at joint AN,18 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 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSl1TPI 1.
J100 Truss Tc....
ype 1yTOMES 2514-A RF
2514-A C2 5 1
Job Reference(optionap
BMC,EVERETT,WA 882053212 8.000 s Jul t 5 2016 MTek Industries.Inc.Mon Mey 08 15*14:36 2017 Pape 1
ID:migzTLjh7H1sSQCFVrnR06ziaVJ-v7FINQEObTq_NSM5UjU4EVOhVWd4b?mYE IV8n
1f-0t7bjT" 7-1-3 13 9 4 20 0 0 26-2-12 32-10-13 40-M � 0
7-1-3 6.8.0 0.2-12 6-" 7-1-3
Scale=1:72.8
5.00 12 4x6=
E
5x8 5x8
N �
D F
2x4 2x4 i
C 1IV3 VV3 G
M P
A B 1 H I
I�
45= L Q R K S T J 45=
3x4= 5x8= 3x4=
18-9-0 18-9-0
l ta314 20-0-0 29-&2 40-0-0
10 3 14 9- 9.8-2 I 10-3-14
Plate Offsets(X_Y)— fD:04-0.0-3-41.IF:04-0.0-3.41, 04-0.0-3-M _
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.96 Vert LL -0 36 J-K >999 240 MT20 185/148
TCDL(Roof Snow--25.0) (
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/TP12014 (Matrix) Weight:161 lb FT=10%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural woad 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),8=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.II;Exp B;
enclosed;MWFRS(envelope)automatic zone and C-C Extedor(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.Opsf.
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 ANSlfTPI 1.
Nits cuss Type >T I 10MES 2514-A RF
t
2514-A C3 Common 12 i
Job Reference o Iona
8MC,FVERffrWA 98205.3212 8.000 a Ju"1 5 2016 MTek Industries,Inc. Mon May 08 15-14,37 2017 Page 1
1 ID:migzTLjh7H1sSQCFVfnR08zlaV-NKrmdalDD76E4WggHBbT2EEiglotkl3hSsw lvem
1 7-1-3 13 9 4 20-0-0 ?i52-12 32-10-13 39-7-6
00 7-13 OV 82-12 6-2-12 880 88-9
Scale=1:72.2
5.00 12 4x6=
E
5x8
M N 5x8
D F
2x4 2x4
C W3 W3 G
O
L
A B H
4x5= K P Q J R S I 5x6=
3x4= 5x8= 3x4=
18-9-0 18-9-0
10-3-14 20-0-0 2941-2 39-7-6
10314 982 F 98-2
Plate Offsets fX•Yl— ID:04-0.0-3-41,IF:0.4-0.0-3-41.IJ:04.0 0-3-01
LOATCLDING(Ps25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.95 Vert(LL) -0.35 J-K >999 240 MT20 185/148
TCDL 7.0 Lumber DOL 1.15 BC 0.73 Vert(CT) -0.62 J-K >765 180
BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(CT) 0.16 H n/a n/a
BCD[- 100 Code IRC2015/TPI2014 (Matrix) Weight:160 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-J,D-J
WEDGE MITek recommends that Stabilizers and required cross 1
Right:2x4 HF No.2 bracing be installed during truss erection,in accordance
REACTIONS. (lb/size) 6=1731I0-5-8 (min.0-1-14),H=1650/Mechanical with Stabilizer Installation guide.
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.11,Exp B;
enclosed;MWFRS(envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-11-9,Interior(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 OOL=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.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 Truss 1 russ I ype Qt ply TOMES 2514-A RF
y
2514-A 04 GABLE 1 1
Lob Reference(opl(onal
BMC.EVERETT.WA 982OS3212 8.000 s Jul 15 2016 MiTak Industries.Inc Mon May 0815.14:38 2017 eeppee 1
1 -0 ID:migzTLih7H1sSOCFVrnRO6ziaVJ-rVVP8rw2r REShgFsrv7ibRm36QwTTn7rhWJ97MzIVal
-� 20-0-0 39-7.6
1-0-0 20-" 19-7-6
Scale=1:73.2
5.00 12 45=
L M
3x4 K
J N 3x4
H O
G P Q
F R
Mg
D E 6 7 8 8 7 6 S T
AN 13T1 3 5 5 4 STU AO
2 3 2
�A B - _ - V Id
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(%Y) IAE:0-3-0.0-3-01
TOADING(psf)
25 0 SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP
CLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.00 A n/r 180 MT20 185/148
TCDL 7.0 Lumber DOL 1.15 BC 0.07 Vert(CT) 0.00 A n/r 180
BCDL .0 Rep Stress Incr YES WB 0.22 Horz(CT) 0.01 V n/a n/a
BCDL 10,0 Code IRC2015/TPI2014 (Matrix) Weight:196 1b 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 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-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=168139-7-6 (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=101/39-7-8 (min.0-3-10),
AM=326/39-7-6 (min.0-3-10),AD=168/39-7-6 (min.0-3-10).AC=168/39-7-6 (min.0-3-10),AB=168139-7-6 (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=309/39-7-6 (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(1_C 13).A6=-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-B=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.11;Exp B;
enclosed;MWFRS(envelope)automatic zone and C-C Comer(3)-1-0-0 to 2-11-9,Extedor(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
Co&,0—ecygn pag�tZbetween the bottom chord and any other members.
W
0 rusT—s' I nrss I We yam- IOME3 2574,A RF
T
2514-A JC4 GABLE 1 1
IJob Reference(optionap
6MC.EVERETT.WA 98205-32:2 8.000 8 Ai1152ot8 MiTek indaN6es.Inc, Mon May 08 15,14:387017 Par
NOTES-
MIP
2
IU:mfgzTLjh7H1sSQCFVfnRO6ziaVJ 8rvv2r RE511gFsrv7ibRm36QwTTn7rhWJ91MzIV81
12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 20 Ib uplift at joint AF,26 Ib uplift at joint AG,24 lb uplift at joint AH,
24 lb uplift at joint AI,24 lb uplift at joint AJ,26 Ib uplift at joint AK,16 Ib uplift at joint AL,45 Ib 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 Ib uplift at Joint Y,151b uplift at joint X,50 Ib uplift at joint W and 4 Ib 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/fPI 1.
Date: 04/10/2026
Permit#: 1718
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#: 01166900000300 L GI HOMES -WASHINGTON LLC
LGI HOMES -WASHINGTON LLC 1 450 LAKE ROBBINS DR STE 430
9016 168th Street NE T HE WOODLANDS, WA77380
Zoning: 111 Single Fam iy Residence -
DetachedLot: 3Block:
Permit#: 1718
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 wner Nam e Ovner Phone Zoning
LGI HOMES-
01166900000300 9 016 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
01/17/2018 R20.SFR/DUPLEX Downspout Connection- 01/17/2018 0 1/17/2018 A pproved
FINAL Inspection by David Spencer
O1/09/2018 R20.SFR/DUPLEX Approved
FINAL
Plan Reviews
Date Review Type D escription A ssigned To R eview Status
11/O1/2017 RESIDENTIAL SINGLE Site plan m(ets all land use regulations.
FAMILY
11/01/2017 RESIDENTIAL SINGLE BUILDING
FAMILY
Fees
Fee D escription N otes A m aunt
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 uity SF S ingle Fam iy $1,662.00
Plum ling Base Perm i Fee $25.00
Mechanical Comm ecial 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
Water Heater(Tank) $25.00
Total $10,449.86
Attached Letters
Date Letter D escription
11/14/2017 Building Perm i
Paym Bits
Date Paid By D escription P aym ant Type A ccepted By A m aunt
11/01/2017 LGI Hom cs-Washington
Check#5711 K ristin Foster $8,450.08
LLC
11/01/2017 LGI Hom cs-Washington
Check#5710 K ristin Foster $1,999.78
O itstanding Balance $0.00
Notes
Date Note C reated By:
11/01/2017 Application needs to be signed.KF K ristin Foster
Uploaded Files
Date File Nam e
11/28/2017 2803033-1718 Issued Perm i.pdf
11/02/2017 2751658-1718 Signed Application.pdf
11/01/2017 2746860-1718 Site Plan.pdf
11/01/2017 2746861-1718 Application.pdf