HomeMy WebLinkAbout9020 168th Street NE_BLD1719_2026 RESIDENTIAL PERMIT APPLICATION
Department of Community& Economic Development
�T City of Arlington• 18204 59th Ave NE•Arlington,WA 98223 • Phone(360)403-3551
ljG;C
THIS APPLICATION IS TO BE USED WHEN APPLYING FOR A NEW SINGLE-FAMILY, DUPLEX, TOWNHOUSE,
ADDITION, DECK,OR ACCESSORY STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BYTWO(2)SETS
OF CONSTRUCTION DRAWINGS AND TWO(2)SETS OF STRUCTURAL CALCULATIONS. THE APPLICATION MUST
ALSO INCLUDE THE PLUMBING SUBMITTAL AND THE MECHANICAL SUBMITTAL FORMS. THE ZONING
VERIFICATION MAY BE SUBMITTED PRIOR.
Project Address:
9020 168th Street NE Plat: Gregory Park Lot 4
_
01 Single-family 11] Duplex Eli Townhouse al Addition Q Accessory structure
Proposed Area: 111 Floor: 1487 04 Floor: Garage: 402 Total SF: 1889
Describe Proposal (include cross street):
Application for new single family residence to be located at 9020 168th Street NE. Cross street is 91stA�p NC-
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
6/16LP Page 1 of 3
RESIDENTIAL PERMIT APPLICATION
Department of Community & Economic Development
10' City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551
Plumbing Section (continue filling out if plumbing is involved)
(Check all that apply and indicate the number of fixtures proposed)
15 Bath/Shower Combo (4.0) x 1 [Ylj Sink (1.5) x 1
16 Shower(2.0) x 1 Lavatory (1.0) x 2
01 Clothes Washer (4.0) x Water Closet(2.5) x 2
�01 Dishwasher (1.5) x 1 Di Water Heater x 1
QI Hose Bibb (2.5) x 2 Water Heater Model #
In Other (list) x 1 AO Smith H PTU - 50N
Plumbing Section Continued
Proposed Water Piping Size: 3/411
Proposed DWV Material: ABS
Proposed Piping Material: PEX Proposed DWV Size: 2"
• All hose bibs required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019
• All water supplies at 80psi or greater shall have Pressure Reducing Valves (PRV)
6/16LP Page 2 of 3
RESIDENTIAL PERMIT APPLICATION
Department of Community& Economic Development
4' O+ City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551
Mechanical Section (continue filling out if mechanical equipment is involved)
Select proposed appliances:
�41 Furnace (80+) Model# Bryant 915SA30040514 AFUE 95%
01 Heat Pump Model# SEER HSPE
01 AC Unit Model # SEER
a! Type II Hood 01 Commercial Cooking Appliance Ell Hydronic Piping
01 Boiler 17-1 Solid-Fuel Appliance 01 PV System
Eli Fireplace Insert 1:]I Outdoor BBO Ell Storage Tank
Freestanding Stove 01 Gas Piping Ol 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: 401
• 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
CITY OF ARLINGTON
4238 N. OLYMPIC AVE-ARLINGTON, WA. 98223
` PHONE; (360) 403-3551
BUILDING PERMIT
Address:9020 168th Street NE Permit#:1719
Parcel#:01166900000400 Valuation: 191174.89
OWNER APPLICANT CONTRACTOR
Name:LGI HOMES-WASHINGTON LLC Name:LGI Homes-Washington,LLC Name:LGI Homes-Washington,LLC
Address: 1450 LAKE ROBBINS DR STE 430 Address:9028 168th Street NE Address: 11410 NE 124th Street,Ste#103
City,State Zip:THE WOODLANDS,TX 77380 City,State Zip:Arlingotn,WA 98223 City,State Zip:Kirkland,WA 98034
Phone: Phone:425-785-0797 Phone:360-353-0588
MECHANICAL CONTRACTOR PLUMBING CONTRACTOR
Name: Name:
Address: Address:
City,State,Zip: City,State,Zip:
Phone: Phone:
LIC#: EXP: LIC#: EXP:
JOB DESCRIPTION
PERMIT TYPE: Single Family Residence CODE YEAR: 2015
STORIES: 1 CONST.TYPE: `I-$
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. IBCI10/IRC110.
SALES TAX NOTICE:Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form
and coded City of Arlin iri r.
Signature Print Name Date Released By Date
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 $2,140.84
11/14/2017 Building Plan Review Fee $1,391 55
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) $132.00
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: $8,845.89
'Fatal 11a�rnent: Sti.84i;18 1
Balance Due: 50.00
CALL FOR INSPECTIONS
Bl ILDING(360)403-3417
When calling for an inspection please leave the following information:
Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon
°�' RESIDENTIAL PERMIT APPLICATION
Department of Community& Economic Development
N ,�O~ City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551
THIS APPLICATION IS TO BE USED WHEN APPLYING FOR A NEW SINGLE-FAMILY, DUPLEX, TOWNHOUSE,
ADDITION, DECK,OR ACCESSORY STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2)SETS
OF CONSTRUCTION DRAWINGS AND TWO(2)SETS OF STRUCTURAL CALCULATIONS. THE APPLICATION MUST
ALSO INCLUDE THE PLUMBING SUBMITTAL AND THE MECHANICAL SUBMITTAL FORMS. THE ZONING
VERIFICATION MAY BE SUBMITTED PRIOR.
Project Address:
9020 168th Street NE Plat: Gregory Park Lot 4
66! Single-family ❑ Duplex ❑ Townhouse ❑ Addition [7j Accessory structure
Proposed Area: 1 s' Floor: 1487 2nd Floor: Garage: 402 Total SF: 1889
Describe Proposal (include cross street):
Application for new single family residence to be located at 9020 168th Street NE. Cross street is 91st A�q N C-
Valuation: Wfi1 1�`�
owner: LGI Homes - Washington LLC
Address: City: State: Zip Code:9028 168th Street NE Arlington WA 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
1��111�1
6/16LP Page 1 of 3
RESIDENTIAL PERMIT APPLICATION
.y
Department of Community& Economic Development
'Qt j City of Arlington• 18204 59th Ave NE •Arlington, WA 98223 • Phone(360)403-3551
Plumbing Section (continue filling out if plumbing is involved)
(Check all that apply and indicate the number of fixtures proposed)
t3 Bath/Shower Combo (4.0) x 1 Sink (1.5) x 1
di Shower(2.0) x 1 Lavatory (1.0) x 2
❑ Clothes Washer (4.0) x Water Closet(2.5) x 2
F61 Dishwasher(1.5) x 1 Water Heater x 1
Qi 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: AB
Proposed Piping Material: PEX Proposed DWV Size: 211
• 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)
6116LP Page 2 of 3
RESIDENTIAL PERMIT APPLICATION
Department of Community& Economic Development
City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551
�l1VCt't
Mechanical Section (continue filling out if mechanical equipment is involved)
Select proposed appliances:
�l Furnace (80+) Model# Bryant 915SA30040514 AFUE 95%
❑ Heat Pump Model# SEER HSPE
❑1 AC Unit Model# SEER
01 Type II Hood dl Commercial Cooking Appliance ❑I Hydronic Piping
❑ Boiler Q1 Solid-Fuel Appliance 01 PV System
❑ Fireplace Insert EJ1 Outdoor BBQ 0I Storage Tank
Freestanding Stove 21 Gas Piping D Other
Gas Piping Information
Not Applicable: ❑1
Black Steel
Pipe Material: Pipe Size: 1 Total BTU's of all Appliances: 120,000
Distance from Meter to Furthest Appliance: 4
• 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: Z—
Print Applicants Name: Z�
6/16LP Page 3 of 3
S7WM/GY£ANGY/T. 16 HST. NE I SETBACKS NOTES:
_COWNECT Row AND 8'WA7D? fRovr 20' •BUILLNNG LNMENSJ'OWS ARE 70
F007ING DRA/NS 4.90f 5, FAac*a-FOUNDAnOW
CEWN£CnGW REAR 5 •6PAUNG 9YONN AS LI"GW
ACTUAL LOICAnOW MAY VARY
7f00 •SLLpE DVPIVFNAY 70 PUBUC ROAD
8'S£NER •.A'LT fEXT TO B£INSTALLED PER
P a-&rr Ile, WA7& aTY OF ARUNGX S STANDARD
Ca�Nff(r&..) m?w6r •-%r fENCE 70 BE INSTALLED OW
6RALNENT SYLUE OF BUILDNNG
PARaZ
' v p - •COMS7RUC776W EN7RANCE 70 BE
45.00, INSTALLED PER Wr OF
_ ARUNGT(.W S STANDARDS
N89 '49 V STORM NOTES.•
•7ES1C INSTALLED PRIOR TO
T22. ° -- — - OONSIRUCROW
500'PRIYA7E 20.X' TDE 467.5 470.5 •BARE SOILS COVERED Nf7H MULW
S7OYPA/ *6 sr BSBL 3 OR AN07HDF APPROVED 8MP
- — EASEMENT DRIVFWA ° I •TOWSUL PER NSDOE 9MP T513
_ _ (&T12'LUEP7H)
f0.00'PUBUC� 11.00 •ALL OWSY7E RUNOFF LY.WNEUED TO
UnUIY 19.75 g g PRNA7E S76RV S7Z18
EASEMENT I GARAGL� �4.25 I fINlS1IED G1GW1rX/R -XF 9YALL BE STA&WED PRIOR
70 BUILDING PERMIT BEING
BUILDING I 1 (rxp) FINALIZED
I 011IUNE 8 I I SITENOTES.-
•776WRINE f0077NG DRAINS AND
ROOF DRAINS 70 PE7PMANENT
1.00'ROOF I I f S70RV DRAINAGE SYSMV P&
OVERHANG LOT 4 TOP 470.5 3 APPROVED PLAT DRAINAGE PLAN
$ PROPOSM RENDENLr TOE 467.5 OW FILE W7H 7HE CWNTY.
o ° COL-1487 GARAGE"RIGYIT •AREA OF DISAIRBANLY INGYUDES
I-10.00'WALLI DRA/N SNARE LOT.
2,f09f Sf EASTMENT
LEGEND:
1050 I�, A— BLOW OFF
o ® WATER METER
4( FIRE HWDRANT
AIR Of
5 , 2*5o
00,I I o I Q ® CA7W BARN
PAn0 12 Sr 1 = I O CLEwour
500'BSBL 500'BSBL I E 467
3 � MANHOLE
466 BLOW WA LL
7REEREMOVA REMOVAL
O .
I I CM70UR(nP.)� I �
ML^ALE 1'=20'
g W 500'858L
- - - � "- - - - - - -- -� LOT4
Q 4500 - -
�-,N8910'05"W t SITE PLAN
GREGOR Y PARK
LG/ HOMES PLAN NO. COL.-1487
LOT AREA = 5,,779 SF DATE 912912017 PARCEL # LOT 4
HOUSE= 2,109 SF 1471 I NE 29ih Place,0 10 1
DRIVEWAY= 416 SF 8,11—,wo,hm9ro^98007 DESIGNED CORE ADDRESS 9020 1887H Sr. NE
425.88S.7877 Fax 425.885.7963
WALKWAYIPAnO = 12 SF `��es�cN PROJECT NUMBER
TOTAL= 25J7 SF
ENGINEERING - PLANNING • SURVEYING DRAWN CAF 13024L-GRGOO
CITY OF ARLINGTON
% i 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223
_-� PHONE; (360)403-3551
BUILDING PERMIT
Address:9020 168th Street NE Permit#:1719
Parcel#:01166900000400 Valuation: 191174.89
OWNER APPLICANT CONTRACTOR
Name:LGI HOMES-WASHINGTON LLC Name:LGI Homes-Washington,LLC Name:LGI Homes-Washington,LLC
Address: 1450 LAKE ROBBINS DR STE 430 Address:9028 168th Street NE Address: 11410 NE 124th Street,Ste#103
City,State Zip:THE WOODLANDS,TX 77380 City,State Zip:Arlingotn,WA 98223 City,State Zip:Kirkland,WA 98034
Phone: Phone:425-785-0797 Phone:360-353-0588
MECHANICAL CONTRACTOR PLUMBING CONTRACTOR
Name: Name:
Address: Address:
City,State,Zip: City,State,Zip:
Phone: Phone:
LIC#: EXP: LIC#: EXP:
JOB DESCRIPTION
PERMIT TYPE: Single Family Residence CODE YEAR: 2015
STORIES: I CONST.TYPE: ` -13
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. IBCI10/IRCI I0.
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 of Arlin
Signature Print Name Date Released By Dale
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 $2,140.84
11/14/2017 Building Plan Review Fee $1,391.55
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) $132.00
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: $8,845.89
Total P:nnuut: $8.8<15.89
1131"11ce rn10. Soon
CALL FOR INSPECTIONS
BUILDING(360)403-3417
When calling for an inspection please[cave the following information:
Permit Numbcr,Type of Inspection being requested,and whether you prefer morning or afternoon
CITY OF ARLINGTON e%^m i/
I � V 1 "r $ E I SETBACKS N0 LiIMl�Nxw ARE 7O
flA;wT -VA .
flb1�4C A4 S SaqE 5' FAX a fi;F WAXW
D BY . NW CnR� 5' B•6R40 9VNN AS LiEVO
71,
.1 ACAW L0rAWV MAY VARY
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CHANGES H(VIZED B".gME1P •SErfE R7 7O 6EAVSTAUM PER
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• •.45.00• � ARral r&&STAWAVS
N89 49"w 1 STORM NOTES.•
` - - - -- - TALLER A9W 7O
S
-W
— - G1GiMSIR!'I NW
•BA SA0'P19'Y1-1-N. ' - RD LI'LS Gbfrt7�D WINAILCa1
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sr"EASLOVT l6 ST --I- BSA I 1 I TOE�467.5 3 -MDSOL PfR Nmff AP 75 13
_� - `— _ _. — _ (fFF 12'AEP7JlJ
/QA7'fCA�/C� - _ _.._...-, 11.A0 _ •ALL a%WlE RWF C0AWEC1fD 10
U77 M i 1975 $ i PAYWE SAW SW
EAST ar I � •9)F 9VALL WSTA�➢!hD f!'�'a4
r�raawc I � (m°) fmu2w
pU SITE NOTES. '
S t
l •1X>a'1I7LW fVO7W Li44W AAV
- Raa•U4AIKS 1t7 Ammar
l.av' I LOT SMW A?AWAGE S?S7M P&
pk7i I $ I 70.5 3 AR9FV MV PLAT L14WAX PLAN
P14wol R£SUOVC£ 7.5 LW REIMP! lli�AOC/JV1Y
c� -1487 c06r R1QVT laon wALL/A4 •AARAar LVS7W5QAT AVaMWS
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---14.50 � � I �� 4 � AA4 VAC
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PAM 12.7 I � I o a 44wr
5 W'OS& Sw,m TOP 470.5 466 3
TI 467.5 OMAAFW
BLOCK WAIL
I i
AfF REVOYAL
- - - - - 1 - - - -- Receiue6
sr�cEr;ar
I l
� �cn-
. - , L ;. LOT4
— _45.00 �_
N8970'05•w SITE PLAN
GREGOR Y PARK
LGl HOMES PLAN NO. COL.—1487
LOT AREA = ,,109 DATE "/'1017 PARCEL f LOT 4 I
NW51�= Z1095F ie7lwaprAvl�.,•lol i
DRWWA)'= 416 Sr DESIGNED CARE ADDRESS 90W 1687H Sr AE
l28.BdS7dT1 Fa.17SBB5,7963
N'ALKWAY/PA770= 12 SF ���=stGn PROJECT NUMBER
rOTAL- 2537Sr ENGINEERING • PLANNING • SURVEYING DRAWN L�F 13024L-GRGOO
Ya At;
,
Permit Information
Date 11/1/2017
Permit Number 1719
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 9020 168th Street NE
Valuation 191174.89
Status Applied
Permit Issued
Permit Expires
Square Feet 1
Type of Construction/Occupancy Load V-B
Number of Stories 1889
Proposed Use New SFR
Assigned To Kristin Foster
Property
Owner
Parcel Address Legal Owner Phone Zoning
011669000004010 9020 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-Jake Jabusch 0588 3- ake.jabusch@lgihomes.comCONTRACTOR Labor and LGIHOHL857M
LLC 0588 Ilndustries
Review
Date Type Description I Target Date Completed Date I Assigned To I Status
11/1/2017 lResidential Dwelling 111/8/2017 my Rusko Iln Review
11/1/2017 lResidential Dwelling 11/8/2017 JKevin Olander lin Review
Fees
Fee Description Notes Amount
Building Permit Feel 322.10.00.01 $2,140.8
Building Plan Review Fee 345.83.00.00 $1,391.5
Furnacel 322.10.00.00 $25.00
Gas Outlets Base Fee 1 to 5 322.10.00.00 $10.00
Mechanical Fee(Enter Fixture Fee)j 322.10.00.00 $25.00
Mechanical Permit Base Fee 322.10.00 0 $25.00
Park-Community SF 345.85.00.00 $1,662.UU
Plumbing Permit Base Fee 322 10,00.001 $25.0
Plumbing Permit Fee(Enter Fixture Fee) 322.10.00.00 11 @$12 $132.0
Processing/Technology Fee 341.43.00.021 $25.00
State Building Code Surcharge Fee 386.00.01.00 $4.50
Traffic Mitigation-City- 345.85.00.021 $3.355.00
Water Heatel 322.10.00.00 $25.00
Total $8,845.8
Payments
Date Paid By Amount Description I Payment Type Acce ted B
11/1/2017 ILGI Homes-Washington LLC $1,391.55 Check#5713 IKristin Foster
11/1/2017 ILGI Homes-Washington LLC $7.454.3 Check#5714 jKristin Foster
Total $8,845.89 Amount Outstanding:$0.0
Notes
Date Note
11/1/2017 jApplication needs signature. KF
Uploaded Files Upload File
Date File Uploaded B
11/1/2017 1:03:02 PM 1719 Application pdf Foster,Kristin x
11/1/2017 1:03:02 PM 1719 Site Plan.pdf Foster,Kristin x
r
Y RESIDENTIAL PERMIT APPLICATION
s s
Department of Community& Economic Development
IN 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:
9020 168th Street NE Plat: Gregory Park Lot 4
01 Single-family ❑1 Duplex ❑ Townhouse 01 Addition Accessory structure
Proposed Area: 1 s' Floor: 1487 2nd Floor: Garage: 402 Total SF: 1889
Describe Proposal (include cross street):
Application for new single family residence to be located at 9020 168th Street NE. Cross street is 91st&jQ NC
Valuation: Wi I rill
Owner: LGI Homes - Washington LLC
Address: City: State: Zip Code:9028 168th Street NE Arlington WA 98223
.
Phone: 425-785-0797 Email: matt.adams@lgihomes.com
Applicant: LGI Homes - Washington LLC
Address:
9028 168th Street NE City: Arlington State: WA Zip Code:98223
_ _
Phone:
425-785-0797 Email:matt.adams@lgihomes.com
Contractor: LGI Homes - Washington LLC
Address:
9028 168th Street NE City: State: _ Zip Code:
Arlington WA 98223
. _ _
Phone:
425-785-0797 Email: matt.adams@lgihomes.com
Contact Person: Matt Adams License Number:LGIHOHL857MB Expiration: 07/02/2019
6116LP Page 1 of 3
RESIDENTIAL PERMIT APPLICATION
Department of Community& Economic Development
�AlxN ,SO City of Arlington• 18204 59th Ave NE•Arlington,WA 98223 • Phone(360)403-3551
Plumbing Section (continue filling out H plumbing is involved)
(Check all that apply and indicate the number of fixtures proposed)
['ill Bath/Shower Combo (4.0) x 1 Sink (1.5) x 1
Shower(2.0) x 1 [ Lavatory (1.0) x 2
Ci? Clothes Washer (4.0) x Cjl Water Closet(2.5) x 2
41 Dishwasher (1.5) x 1 Water Heater x 1
141 Hose Bibb (2.5) x 2 Water Heater Model #
Lli 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
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:
Furnace (80+) Model# Bryant 915SA30040514 AFUE 95%
❑ Heat Pump Model # SEER HSPE
❑ AC Unit Model# SEER
Q Type II Hood ❑ Commercial Cooking Appliance Q Hydronic Piping
❑I Boiler ❑ Solid-Fuel Appliance Q' PV System
01 Fireplace Insert ❑ Outdoor BBQ ❑; Storage Tank
121 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: 401
• 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:
6116LP Page 3 of 3
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Received
OCT 31 ?017
nan convare I Dosisncr 7eAMf 1G111elne Job Number Joe I sheet Title
T ` I _ uMc 32oa 3sxn nvenun rve
.Av` Eve.en,wn 982os ]ob IlertwIIgoAN 1997 A GR Doi"" pgry p� TRU55 LAYOUT
Q apt MN IJffice:n25.�e 925 A40rye1
Faa:425.309 9825 Date .1.1 15
MiTek®
MiTek USA, Inc.
7777 Greenback Lane
Suite 109
Citrus Heights, CA,95610
Telephone 916/676-1900
Re: 1487-A RF Fax 916/676-1909
LGI HOMES 1487-A RF dcc
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: R50439530 thru R50439538
My license renewal date for the state of Washington is May 16,2019,
MBRIULd eq
O WAsfr.,
C
07 o�
Ar
51398 tv
Q.O FCIS7 SR� '
�SSIONAL ECG
May 2,2017
Baxter,David
IMPORTANT NOTE:Truss Engineer's responsibility is solely for
design of individual trusses based upon design parameters shown
on referenced truss drawings. Parameters have not been verified
as appropriate for any use. Any location identification specified is
for file reference only and has not been used in preparing design.
Suitability of truss designs for any particular building is the
responsibility of the building designer, not the Truss Engineer,
per ANSI/TPI-1, Chapter 2.
Job Truss Trus. -rie Qty Ply LGI H, .S 1487-A RF dcc
R50439530
1487-A RF Al GABLE 1 1
Job Reference o liorrel
BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:33:43 2017 Page 1
ID:ZiXyT?4WzX6j2DOryaE9z9zKrFr-xkJXiB4JX4tDw ZDL5BODn8Li4007YXfyN1JzKk7c
1 0 0 8-o-D i LQ_" 1 1r 7 1
1-0-0 8-0-0 8-0-0 1-0.0
Scale=1:28.9
4x5=
E
5.00 12 D F
P Q
_ C
G
O
R
B
H
I$
3x4 = N M L K J 3x4 =
16"
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.00 1 n/r 180 MT20 185/148
(Roof Snow=25.7 0.)0 Lumber DOL 1.15 BC 0.09 Vert(CT) 0.00 1 n/r 180
BCDL Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 H n/a n/a
BCLL .0 BCDL 10.0 Code IRC2015/TPI2014 Matrix-R Weight:54 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
REACTIONS. All bearings 16-0-0.
(lb)- Max Horz B=-45(LC 13)
Max Uplift All uplift 100 Ib or less at joints)B,H,M.N,K,J
Max Grav All reactions 250 lb or less atjoint(s)B,H,L,M.K except N=330(LC 19),J=330(LC 20)
FORCES. (lb)-Max.Camp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;VuIt=11Omph(3-second gust)Vasd=87mph;TCDL=4 2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;enclosed;
MWFRS(envelope)automatic zone and C-C Corner(3)-1-0-0 to 2-0-0,Exterior(2)2-0-0 to 5-0-0,Corner(3)5-0-0 to 8-0-0,
Exterior(2)11-0-0 to 14-0-0 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 ANSIfTPI 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. RRTiL
9)Gable studs spaced at 2-0-0 oc. 81
10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,10 �-WASH
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 100 lb uplift at joints)B,H,M.N,K,J.
ADO �851398�
r+` —is
�S%NAL
May 2,2017
A WARNING-Verily design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe k
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suils 312,Alexandria,VA 22314. Suite 109
Citrus Heigh 61
r Job Truss TPA- ,pe rily
Ply LGI h _S 1487-A RF dccR50439531
1487-ALRF B1 GABLE t
Job Reference o Rona
BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:33:44 2017 Page 1
ID:ZiXyT?4 WzX6j2oOryaE9z9zKrFr-PxtvwX5xlN?4Y8ZB7wsKkblpYlynlnAhmJiwZmzKk7b
17-6-0 17-6-0 444
Scale=1:60.3
5.00 12 4x5 =
K
J L
3x4 I AH AI N 3x4
GH 0Q
4x1T
2 =
F R
LE
r S
D p
.}p AG
C M AJ
dt 6 D V I�
3x4= t 6x12 1r0g 3x6 rt
AF AE AD AC AB AA Z Y IX
5x6=
1 35-0-0
35-0-0 _
Plate Offsets KYI— rT:0-6-12.Edoel.1X:1-1-11.0-3.131.[Y:0.3.0.0-MI
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 25.0
25. Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.10 U-W >999 240 MT20 185/148
TCLL
(Roof Snow= 07..0 Lumber DOL 1.15 BC 0.51 Vert(CT) -0.21 U-W >938 180
Rep Stress Incr YES WB 0.30 Horz(CT) -0.01 X n/a n/a
BCLL 0 BCDL 10.0 Code IRC2015/TPI2014 Matrix-R Weight:162 lb FT=10%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2"Except" TOP CHORD Structural wood sheathing directly applied or 5-5-9 oc purlins.
T-X:2x6 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except:
BOT CHORD 2x4 HF No.2 10-0-0 oc bracing:W-X,U-W.
WEBS 2x4 HF No.2 JOINTS 1 Brace at Jt(s):M,P
OTHERS 2x4 HF No.2
REACTIONS. All bearings 20-0-0 except(jt=length)U=0-5-8.
(lb)- Max Herz B=92(LC 12)
Max Uplift All uplift 100 lb or less at joint(s)U,Z,AA,AB,AC,AD,AE AF B except X=-111(LC 13)
Max Grav All reactions 250 lb or less at joint(s)Y,Z,AA,AB,AC,AD AE B except U=624(LC 1),AF=284(LC 1),
X=933(LC 20)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD B-C=-109/353,C-D=-57/322,D-E=-36/333,E-F=-7/330,F-G=0/331,G-1=0/330,
I-J=0/333,J-K=0/319,K-L=0/309,L-N=0/328,N-0=0/291,Q-R=0/289,R-T=-1/274,
T-U=-794/148,M-X=-996/210,M-P=-979/192,P-S=-931/175,S-T=-899/160
BOT CHORD B-AF=-285/151,AE-AF=-285/151,AD-AE=-285/151,AC-AD=-285/151,AB-AC=-285/151,
AA-AB=-285/151,Z-AA=-285/151,Y-Z=-285/151,X-Y=-285/151,W-X=-39/642,
U-W=-37/649
WEBS K-Y=-294/0,T-W=0/350
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 2-6-0,Exterior(2)2-6-0 to 14-0-0,Comer(3)14-0-0 to 17-6-0,
Exterior(2)21-0-0 to 32-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces ItluTl
&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 e
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 ,�� OF WASF�,, `7)
Gable End Details as applicable,or consult qualified building designer as per ANSIfrPI 1.
3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1O 9�
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. 51398
O w
7)All plates are 2x4 MT20 unless otherwise indicated. G� FGISTGk�
8)Gable studs spaced at 2-0-0 oc. ch
9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. SS��NAL ECG
10) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members. May 2,2017
11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)U.Z,AA,AB,AC y
AWARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE.
Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must 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 and/or chord members only Additional temporary and permanent bracing Mirek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing oftrusses 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,Suits 312,Alexandra,VA 22314. Suite 109
Citrus HitiahlS.CA 95610
i
• Job Truss Tru& ,go city IPry LGI K, _$1467-A RF doe
R50439531
1487-PLRF B1 GABLE 1 1
Job Reference(optional)
BMC, EVERETT.WA 982C 3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:33:45 2017 Page 2
ID:ZiXyT?4WzX6j2oOryaE9z9zKrFr-t7RH7t6Z3h7x918NheNZGp1_I810UEQr zRT5CzKk7a
NOTES-
12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
A WARNING-Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not
.
a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall
building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPl1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suits)312,Alexandria,VA 22314. Suite 109
Citrus Hei hls 610
I
I
Job Truss True ,pe Qty Ply LGII„ _S 1487-A RF dcc
R50439532
1487-A_RF B2 CtArlmOfl 9 1
Job RMarence o tional
BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:33:46 2017 Page 1
ID:ZiXyT?4WzX6j2oOryaE9z9zKrFr-LJ?fLD7Bq?FnnSjZFLuopOgCMYaPDef DdBleezKk7Z
1111-10,10 1
5-7-6 5-7-6 5-7-6 5-7-6
Scale=1:59.3
5.o0 12 5x6
E
5x6 C P 5x6
D F
2x4 2x4
C G
N 0
_ B H _
3x6 = M L K FM J 3x4=
3x4= 3x4= 3x10 = 3x4 =
10.2-8 19-9.4 27-0-12 35-0-0
10-2-8 9-6-12 73.8 7-11.4
Plate Offsets X( .Y)-- ID:0.3-0,0-3.41,IF:0.30.0-3.41
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.54 Vert(LL) -0.21 B-M >999 240 MT20 1851148
(Roof Snaw=25.0)0 Lumber DOL 1.15 BC 0.76 Vert(CT) -0.44 B-M >535 180
TCLL .0 Rep Stress Incr YES WB 0.49 Horz(CT) 0.02 K n/a n/a
BCLL .0 BCDL 10.0 Code IRC2015/TPI2014 Matrix-R Weight:135lb FT=10%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-12 oc purlins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 HF No.2 WEBS 1 Row at midpt D-K,E-K
REACTIONS. (lb/size) H=387/0-5-8,K=2015/0-5-8,B=657/0-5-8
Max Harz B=92(LC 12)
Max Uplift H=-71(LC 13),K=-41(LC 12),B=-66(LC 12)
Max Grav H=472(LC 20),K=2015(LC 1),B=732(LC 19)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD B-C=-1077/116,C-D=-696/51,D-E=0/586,E-F=0/887,F-G=-2561262,G-H=-476/162
BOT CHORD B-M=-1421943,K-M=-33/428,J-K=-467/75,H-J=-109/374
WEBS C-M=455/147,D-M=0/531,D-K=-966/119,E-K=-919/81,F-K=-733/146,F-J=-27/612,
G-J=-380/129
NOTES-
1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;
MWFRS(envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-6-0,Interior(1)2-6-0 to 14-0-0,Exterior(2)14-0-0 to 17-6-0,
Interior(1)21-0-0 to 32-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&
MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33
2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs
non-concurrent with other live loads.
5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
6)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,`� OF WASy 7)
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 E
will fit between the bottom chord and any other members. CEO
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)H,K,B.
C
ISTV tti4,
�sStnNAL��C�`
May 2,2017
M
AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not .
a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek
is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute,218 N.Lee Street,Sug,.312,Alexandria,VA 22314. Suite 109
ritrus
1'� n
Job Truss Trus- ape Qty Ply LGI In, -S 1487-A RF dcc
R50439533
1487-A RF B3 Common 1 1
Job Reforenco o Uonal
BMC. EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:33:47 2017 Page 1
ID:ZiXyT?4W7X6j2oOryaE9z9zKrFr-pVZ1 YZ7pbl NePcIlo2Q 1 MENI ryvCy5o8SHwaA4zKk7Y
6-3-3 3-0-15 8-8-13 35-0-0 6-0
-0-0 6-3-3 5-7-14 5�-15 5.0- 5-7-14 6-3-3
Scale=1:59.3
5.00 12 5x6=
E
5x6 Q P 5x6
D F
O, 2x4 2x4
r C G
N Q
B H
A fal Ig
M R S L J
4x8 = K 46=
4x5 = 3x6 = 6x8 = 3x4=
9.0-14 19-964 2511-2 35"
i-Q-14 10." 8 1.14 9.0-14
Plate Offsets(X.Y)— I8:0.0.0.0-0.41.ID:0-3.0,0-3.41,IF:0-3-0,0-34I
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 25.0
25.7. Plate Grip DOL 1.15 TC 0.87 Vert(LL) -0.27 K-M >861 240 MT20 185/148
(Roof Snow= Lumber DOL 1.15 BC 0.79 Vert(CT) -0.55 K-M >429 180
TCDL 0 Rep Stress Incr YES WB 0.50 Horz(CT) 0.05 H n/a n/a
BCLL 0.0 Code IRC20151TPI2014 Matrix-R Weight:135 lb FT=10%
BCDL 10.0
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied.
WEBS 2x4 HF No.2 WEBS 1 Row at midpt E-K,D-K
REACTIONS. (lb/size) H=388/0-5-8,K=2013/0-5-8,B=658/0-5-8
Max Horz B=144(LC 49)
Max Uplift H=-1153(LC 43),K=-739(LC 41),B=-1846(LC 40)
Max Grav H=1222(LC 52),K=2300(LC 26),B=2030(LC 53)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD B-C=4650/4495,C-D=-3435/3202,D-E=-1984/2197,E-F=-994/1525,F-G=-1467/1479,
G-H=-2778/2788
BOT CHORD B-M=4117/4320,K-M=-2800/2923,J-K=-2663/2579,H-J=-2513/2549
WEBS E-K=-1320/790,F-K=-745/156,F-J=43/500,G-J=-424/174,D-K=-944/169,D-M=-26/609,
C-M=400/221
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 2-6-0,Interior(1)2-6-0 to 14-0-0,Exterior(2)14-0-0 to 17-6-0,
Interior(1)21-0-0 to 32-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&
MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33
2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs
non-concurrent with other live loads. _ .RRTTL
5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is eq
the responsibility of the fabricator to increase plate sizes to account for these factors. WAS `t
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. , OF Iv�C�T�
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 �Q O
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 100 lb uplift at joint(s)except Qt=lb)
H=1153,K=739,B=1846.
9)This truss has been designed for a total drag load of 6980 lb.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist a
drag loads along bottom chord from 0-0-0 to 20-0-0 for 349.0 plf. �� ,p 51398 Qr
�SSIDNAL8�0
May 2,2017
,&WARNING-verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1161II-7473 rev,10/03/2015 BEFORE USE.
Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing oftrusses 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 Slreel,Suit,:312,Alexandria,VA 22314. Suite 109
Cilrus
r
Job Truss TmU.rpe Qty Ply LGI H, _S 1487-A RF dcc
R50439534
1487-ALRF B4 Common 1 1
Job Reference(optional)
BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Man May 01 22:33:49 2017 Page 1
I D:ZiXyT?4 WzX6j2oOryaE9z9zKrFr-IugozE947wdMevSBwTS WRfSf4mb5QveQvbPhFzzKk7 W
--1 6 - 35-0-0 6-0
5-7-14 5-6-15 5�-15 5-7-14 6-3-3
Scale=1:59.3
5.00 12 4x5=
E
5x8 N O 5x8 C
D F
2x4 2x4
C G
M P
A g H
d l I$
L O J
4x8 = K 4x8 =
4x5 = 5x8 4x5=
=
9.0-14 17 26.11.2 35-U
9-0.14 8-5.2 8.5-2 9.0-14
Plate offsets(X.Y1- f8:0-0-0.0.0.41,ID:8.4-0.0-3-01.IF:0.4-0.43-01,IH:0-0-0.0.041.fK0.".0-3.01
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 25.0 7. Plate Grip DOL 1.15 TC 0.83 Vert(LL) -0.29 J-K >999 240 MT20 185/148
(Roof Snow=25. Lumber DOL 1.15 BC 0.76 Vert(CT) -0.47 J-K >891 180
TCDL 0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.16 H n/a n/a
BCLL 0.0 Code IRC20151TPI2014 Matrix-R Weight:141 lb FT=10%
COL 100
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 3-5-7 oc bracing.
WEBS 2x4 HF No.2
REACTIONS. (lb/size) B=1529/0-5-8,H=1529/0-5-8
Max Horz B=-104(LC 43)
Max Uplift B=-1561(LC 40).H=-1561(LC 43)
Max Grav B=2406(LC 27),H=2406(LC 26)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD B-C=-5282/3798,C-D=-4176/2498,D-E=-2576/1297,E-F=-2575/1297,F-G=-4173/2494,
G-H=-5279/3794
BOT CHORD B-L=-3543/4641,K-L=-2674/3868,J-K=-3412/4490,H-J=-3435/4861
WEBS E-K=0/1082,F-K=-808/165,F-J=-34/486,G-J=-351/198,D-K=-808/159,D-L=-32/486,
C-L=-351/198
NOTES-
1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.ll;Exp B;enclosed;
M WFRS(envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-6-0.Interior(1)2-6-0 to 14-0-0,Exterior(2)14-0-0 to 17-6-0,
Interior(1)21-0-0 to 32-6-0 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 Il;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. ,`� WASP/ �f-
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 100 lb uplift at joint(s)except Qt=lb) -
B=1561,H=1561.
9)This truss has been designed for a total drag load of 6980 lb.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist
drag loads along bottom chord from 0-0-0 to 20-0-0 for 349.0 plf. 5 1 398
�it� C�/STCiR�'
�SS�UNAL F�G�
May 2,2017
..
AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design.Bracing indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing WOW
always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of 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
Citrus H i hts CA 95610
r
� K
Jab Truss rue- ype Qty Ply LGI h- .cS 1487-A RF dcc
R50439535
1487-A RF E35 Common 110 1
Job Reference o Uonat
BMC, EVERETT,WA 98205 3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:33:50 2017 Page 1
ID:ZiXyT?4WzX6j2oOryaE9z9zKrFr-E4EAAaAiuDIDG31 KUBzlzs?sz9vo9Mva6F9EnPzKk7V
0 0 6-3-3 5-7-14 5 6-15 5-0-15 5-7-14 6-3-3 1 0
Scale=1:59.3
5.00 12 4x5 =
E
5x8 i N O 5x8
D F
2x4 2x4
C G
M P
A B R I
d l�
L J
4x5 = K 4x5=
3x4 = 5x6 3x4=
=
r 9.0-14 176" 25-11.2 35.0.0 i
9-0-14 8-5-2 8-5-2 9-0-14
Plate Offsets(X.Y)— (D:0-4-0,0-3.01,1F:0-4-0,0.3.01.IK:0.4-0.0.3.01
LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP
TCLL 25.0 7. Plate Grip DOL 1.15 TC 0.69 Vert(LL) -0.24 K >999 240 MT20 185/148
(Roof Snow=25. Lumber DOL 1.15 BC 0.86 Vert(CT) -0.45 K-L >926 180
TCDL 0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.15 H n/a n/a
BCLL 0.0 Code IRC2015/TPI2014 Matrix-R Weight:134 lb FT=10%
BCDL 10.0
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc purlins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 HF No.2
REACTIONS. (Ib/size) B=1529/0-5-8,H=1529/0-5-8
Max Horz B=92(LC 16)
Max Uplift B=-84(LC 12),H=-84(LC 13)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD B-C=-3071/162,C-D=-2782/141,D-E=-1955/169,E-F=-1955/169,F-G=-2782/141,
G-H=-3071/162
BOT CHORD B-L=-176/2766,K-L=-82/2263,J-K=-39/2263,H-J=-84/2766
WEBS E-K=0/1081,F-K=-808/134,F-J=0/486,G-J=-354/136,D-K=-808/134,D-L=0/486,
C-L=-354/136
NOTES-
1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;
MWFRS(envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-6-0,Interior(1)2-6-0 to 14-0-0,Exterior(2)14-0-0 to 17-6-0,
Interior(1)21-0-0 to 32-6-0 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 __..44��RWLL
the responsibility of the fabricator to increase plate sizes to account for these factors. r�" 8
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. F WASI,
7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,H.
51398
SsrONALE�G
May 2,2017
A WARNING-VerHy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/1015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not
a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPI1 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
Citrus Hylams.CA 95610
I
I
Jab Truss True.. ,pe City Ply LGI H, :S 1487-A RF doC
R50439536
1487-A�._RF B6 GABLE 1 1
Job Rafatance(optional)
BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:33:52 2017 Page 1
I D:ZiXyT?4 WzX6j2oOrya E9z9zKrFr-ATMwb G ByQr?xVNAj b c?D 3H4 F Fze3 d SxtbZeLrizKk7T
1-0- 12-3-0 �- 8 - 35-0-0 6-0-
1-0-0 6-SE 5-9-10 5-3-0 0-'6- 0 16-11� 9-0-0
Scale=1:60.8
5.00 12 4x5 =
J
8x12% F At H M O AJ 3x4
D E G OS
T
U
C L
V
W
AH AK
AD
B X Y
$iA Ib
3x6 = AG AF AE 3x6 3x4=
3x4 = 3x4=3x4 = AG AS 1W Z— i
88A 16-0A 354.0
&6-0 7$0 19.0-0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 25.0 plate Grip DOL 1.15 TC 0.51 Vert(LL) -0.13 B-AG >999 240 MT20 185/148
(Roof Snow=25.0) Lumber DOL 1.15 BC 0.68 Vert(CT) -0.30 B-AG >974 180
BCDL 7.0
0.
BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.07 X n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-R Weight:167lb FT=10%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2"Except" TOP CHORD Structural wood sheathing directly applied or 3-2-3 oc purlins
E-AD:2x6 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
BOT CHORD 2x4 HF No.2 JOINTS 1 Brace at Jt(s):K,I,N,P
WEBS 2x4 HF No.2
OTHERS 2x4 HF No.2
REACTIONS. All bearings 10-11-8 except(jt=length)B=0-5-8.
(lb)- Max Horz B=92(LC 12)
Max Uplift All uplift 100 lb or less at joint(s)AS,AA,Z,AD,B except AC=-130(LC 20)
Max Grav All reactions 250 lb or less at joint(s)AS,AA except X=255(LC 1),Z=282(LC 20),AD=1187(LC 20).
B=1165(LC 19)
FORCES. (lb)-Max.Comp./Max.Ten.-All farces 250(lb)or less except when shown.
TOP CHORD B-C=-2182/368,C-E=-1929/345,E-F=-253/113,F-H=-251/138,E-G=-1361/213,
G-1=-1413/238,I-K=-1473/265,K-L=-1470/257,L-N=-1519/288,N-P=-1565/321,
P-R=-1598/340,R-AD=-1688/383
BOT CHORD B-AG=-248/1936,AF-AG=-12411363,AD-AF=-191/1601
WEBS E-AG=-40/583,C-AG=-365/160,E-AF=0/473,L-AF=-309/113
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 2-6-0,Exterior(2)2-6-0 to 14-0-0,Comer(3)14-0-0 to 17-6-0,
Exterior(2)21-0-0 to 32-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces
&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33
2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry
Gable End Details as applicable,or consult qualified building designer as per ANSIfTPI 1. _.p.
3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category ll;Exp B;Partially Exp.;Ct=1.1L� e
4)Unbalanced snow loads have been considered for this design. Jv OF WA$14i, �
5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs
non-concurrent with other live loads. >�
6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
7)All plates are 2x4 MT20 unless otherwise indicated.
8)Gable studs spaced at 2-0-0 oc.
9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. R 51398
10) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)AB,AA,Z,AD,B Sg+rONALEtiyG
except Qt=lb)AC=130.
12) Graphical purlin representation does not depict the size or the orientation of the purlin along the tap and/or bottom chord. May 2,2017
A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTe k
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109
Citrus He'his CA 95610
Job Truss Trub, ype �Qty Ply LGI h. S 1487-A RF dcc
R50439537
1487-A_RF C1 FINK 6 1 .
Job Reference o Clonal
BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Man May 01 22:33:53 2017 Page 1
I D:ZiXyT?4 WzX6j2oOryaE9z9zKrFr-ofwJpcCaB87o7Xlv9JXSbVdQCN_nMu2OgDNvOkzKk7S
r10-0 r 6.54 12-M 18.0-10 24-8.0 25$-0
1-0-0 6-5-6 6A-10 5-9-10 6-5-6 1-0-0
Scale=1 AZ5
4x5=
D
5.00 12 L M
2x4 \\ K N 2x4
C E
J 0
g F
G Ig
I H
3x6 = 5x6= 3x4 = 3x6=
r 841.0 16-0-0 24.8-0
84-0 7-6.0 _ 8$-0
Plate Offsets(X Y)- 0:0-3-p,0 3 41
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell L/d PLATES GRIP
TCLL 25.0
25. Plate Grip DOL 1.15 TC 0.50 Vert(LL) -0.14 B-I >999 240 MT20 185/148
TCLL
(Roof Snow= 07.0 Lumber DOL 1.15 BC 0.65 Vert(CT) -0.31 B-I >941 180
Rep Stress Incr YES WB 0.13 Horz(CT) 0.07 F n/a n/a
BCLL .0 BCDL 10.0 Code IRC2015/TPI2014 Matrix-R Weight:84 lb FT=10%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-3 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
REACTIONS. (lb/size) B=1088/0-5-8,F=1088/0-5-8
Max Horz B=66(LC 12)
Max Uplift B=-64(LC 12),F=-64(LC 13)
FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD B-C=-1992/127,C-D=-1737/120,D-E=-1737/120,E-F=-1992/127
BOT CHORD B-1=-102/1762,H-1=-5/1200,F-H=-51/1762
WEBS C-1=-428/141,D-1=-21/625,D-H=-21/625,E-H=-428/141
NOTES-
1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.Il;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 9-3-0,Exterior(2)9-3-0 to 12-3-0,
Interior(1)15-3-0 to 22-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&
MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33
2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp,;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs
non-concurrent with other live loads.
5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. __1,�p�RMLL
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 r" e
will fit between the bottom chord and any other members. t9 WA
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,F.
O
51398
�Sr�NALG
May 2,2017
A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of busses and truss systems,see ANSIITP11 quality Criteria,DSB.89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109
Citrus Heights,CA 95610
Job IThitin [rus. .ape Q yy Ply LGI H, cS 1487-A RF dccR50439538
1487-A,RF C2 ommon Supported Gable 1 1
b RMme titltwl
BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:33:54 2017 Page 1
ID:ZiXyT?4 WzX6j2oOryaE9z9zKrFr-6sUhOyDCxSGfkhK6j 12h8iAh 1 nTD5MJA3s7SwAzKk7R
r 0 r 12-3-0 2441-0 d58-0�
1-0-0 12-3-0 12-3-0 1.0-0.
Scale=1:42.5
4x5=
H
G 1
5.00 12 AC AD
AB F
J AE
E K
D L
C
M
N
�(q B o I�
d d
3x4= AA Z Y X W V U T S R Q P 3x4=
3x4=
24-M
24$0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 25.0
(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.11 Vert(LL) 0.00 N n/r 180 MT20 185/148
TCDL 7.0 Lumber DOL 1.15 BC 0.06 Vert(CT) 0.00 O n/r 180
BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 N n/a n/a
BCDL 10.0 Code IRC2015rTP12014 Matrix-R Weight:96 Ito 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
REACTIONS. All bearings 24-6-0.
(lb)- Max Horz B=-66(LC 13)
Max Uplift All uplift 100 Ib or less at joint(s)B,V,X,Y,Z,AA,T,S,R,Q,P,N
Max Grav All reactions 250 Ib or less at joint(s)B,U,V,X.Y,Z.AA,T,S,R,Q,P.N
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
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;
M WFRS(envelope)automatic zone and C-C Corner(3)-1-0-0 to 2-3-0,Exterior(2)2-3-0 to 9-3-0,Corner(3)9-3-0 to 12-3-0.
Exterior(2)15-3-0 to 22-3-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces
&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33
2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry
Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1.
3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs
non-concurrent with other live loads.
6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
7)All plates are 2x4 MT20 unless otherwise indicated.
8)Gable requires continuous bottom chord bearing. _'q'1�1L�
9)Gable studs spaced at 2-0-0 oc. C�� 14
10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. J� OF WAS]y,, `7),
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 C��V�
will fit between the bottom chord and any other members. Q
12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,V.X.Y,Z,AA,
T,S.R,Q,P,N.
51398
S1R�
�SSr�NAL��G
May 2,2017
AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design,Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-99 and BCSI Building Component 7777 Greenback Lane
7
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite log
Citrus Heights,
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NASH&ASSOCIATES
ARCHITECTS
PLAN 1487
BEAM, LATERAL &
SEISMIC CALCULATIONS
7�a •u�wxnr .m,.
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STATE QF"AS HINGTU��a
[deceived
OCT 312017 2015 IBC
JULY 1, 2016
8003 118th AVE NE Kirkland. WA 98033 (426) 828-4117
WWW.NASH—ARCHITECTS.COM
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CLIENT:
_I NASH ASSOCtATs BEAM DESIGN DATA PROJECT:
A1tCAITF.CTS DATE:
NAME:
Roof Loads:
LL 25#/sf
DL 15 #/sf
Total 40#/sf
Unless Noted Otherwise
Floor Loads:
LL 40#/sf
DL 10 #/ef
Total 50#/sf
Deck Loads:
LL 60#Isf
DL 10 #/sf
Total 70#/sf
Soil• 1500 PSF Min.
Concrete: Per IBC 15
Masonry: Per D3C 15
Steel: Per IBC 15
Wood: Per IBC 15
Nailing: Per IHC 15
4" Beam: Douglas Fir #2
fv = 180
fb = 900 PSI
E = 1,600,000
8' 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
Giu—Iam Beams:
fv = 240 PSI
fb = 2,400 PSI (reduced by size factor, CF 1U)
E = 1,800,000
8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117
WWW.NASH—MC!W ECTS.COM
i
PLAN 1487
BeamChek v2016 licensed to.Nash Jones Anderson Archilecls Reg#6464-622
68 t Date: 10/24116
Selection 3-1/8x 12 GLB 24F-V4 DFIDF Lu=0.0 Ft
Conditions NDS 2015
Min Bearing Area R1=2.6 in' R2=2.6 in' (1.5)DL Defl= 0.23 in Recom Camber=0.34 in
QUM Beam Span 16.0 ft Reaction 1 LL 1000# Reaction 2 LL 1000#
Beam Wt per ft 9.11 # Reaction 1 TL 1673# Reaction 2 TL 1673#
Bm Wt Included 146# Maximum V 1673#
Max Moment 6692'# Max V(Reduced) 1464#
TL Max Defl L/240 TLActual Defl L/421
LL Max Defl L 1360 LL Actual Defl L/845
Attribules Section in' Shear in' TL Defl in LL Defl
Actual 75.00 37.50 0.46 0.23
Critical 33.46 9.15 0.80 0.53
Status OK OK OK OK
Ratio 45% 24% 57% 43%
Fb )si) Fv(psi) E(psi x mll) Fcl(psi)
Values Reference Values 2400 240 1.8 650
Adiusted Values 2400 240 1.8 650
Adiuslmenls 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: 125 Uniform TL: 200 =A
Uniform Load A
ZI\ n
R1 = 1673 R2=1673
SPAN=16 FT
Uniform and partial uniform loads are Ibs per lineal ft.
i
i
CLIENT:
_ NMH-MOCIArI6 WIND AND 5E15MIG DESIGN DATA PROJECT:
n U c r I I'll It.(.Ts PER 2015 I56 DATE:
NAME:
WIND DE516N GRITERIA
DES16N PER ASCE 1-10
I.NOMINAL/ULTIMATE WIND SPEED V/aed/Vult 05/110 mph
2. R15K CATEGORY II 1.00
3. WIND EXPOSURE CATEGORY "B"
4. INTERNAL PRESSURE COEFFICIENT V--55
5.GOMPONENT5 AND CLADDING
DE51GN PRESSURE +/- 16 pal
BU LDINGS,STRUGTURE5,AND PARTS THEREOF SHALL BE DESIGNED AND
CONSTRUCTED IN ACCORDANCE WITH STRENGTH DESIGN,LOAD,AND RESISTANCE
FACTOR DE510N,ALLO►^IABLE 5TRE55 DESIGN, EMPIRICAL DESIGN OR CONVENTIONAL
CONSTRUCTION METHODS,AS PERMITTED BY THE APPLICABLE MATERIAL CHAPTER,5EGTION 1604.1
BUILDIN65, 5TRUGTURE5,AND PARTS THEREOF, SHALL BE DESIGNED TO WITHSTAND WIND LOADS
AS DEFINED IN SECTION 16Oq AND A5GE 1-10
IMPLIFIED METHOD TO BE USED FOR WIND DESIGN PER ASGE-1-10,SECTION 21.5
ILDIN6 HEIGHT 15 LE55 THAN 160 FEET)
110 MPH ULTIMATE WIND SPEED
USE Iqb PSF PER TABLE 21.6.1 "EXPOSURE B"
WOOD DESIGN PER SECTIONS 2504-2306.STRUCTURE-5 U51NG WOOD SHEAR WALLS
AND DIAPHRA6M5 TO RESI5T WIND,5EI5MIC,AND ALL OTHER LATERAL LOADS SHALL
BE DESIGNED AND GONSTRLGTED IN ACCORDANGE WITH AF t PA 5DPW5 AND PROVISIONS
OF SECTIONS 2305-2W6
5E15MI6 DESIGN DATA
DESIGN PER ASGE 1-10/'SEGTION 1613
I. SEISMIC, IMPORTANCE FACTOR le 1.00
2.SHORT PERIOD ACCELERATION 55 I.bb 'see footnote at bottom of page
3. 1 5ECOND ACCELERATION 51 0.-148 •see footnote at bottom of page
4.SITE GLASS D(default class per IBC)
5.SPECTRAL RESPONSE COEFFICIENT 500 0.0112 *see footnote at bottom of page
6. SPECTRAL RESPONSE COEFFICENT 50 0346 *see footnote at bottom of page
I. SEISMIC DESIGN CATEGORY D
8. SEISMIC,FORGE RESISTING SYSTEM PLYWOOD SHEAR WALLS
q.DESIGN BASE SHEAR (see seismic Galculatlons)
10. SEISMIC RESPONSE COEFFICIENT CD 0.13
II.RESPONSE MODIFICATION FACTOR R 65
12.ANALYSIS PROCEDURE EQUIVALENT LATERAL_FORGE
13.RISK CATEGORY II
THE ANCHORAGE OF WALLS SUPPORTING CONSTRUCTION SHALL BE BE
M516NED IN ACCORDANCE WITH ASCE 1-10,SECTION 12.11.2
IN STRUCTURES A-%I& ED TO 5EI5MIG DESIGN CATEGORY G-F,GOLLEGTOR ELEMENTS
AND THEIR CONNECTIONS TO VERTICAL ELEMENTS SHALL BE DESIGNED TO RE515T
MAXIMUM EFFECTS AS SPECIFIED IN ASGE'1-10,SECTION 12.10.2.1
BASE SHEAR V= (F SOS/R)W
ANCHOR BOLTS, 5/8" VIA X 10,A307 OR BETTER W/l"MIN. EMBEDMENT.V- 1104#A3OLT
• PER U5 ,THE MAXIMUM 51 IN THE STATE OF WASHINSTON I5 0.148. ALL SEISMIC DE516N VALUES USED
IN TH15 ANALY515 ARE BA5ED UPON THI5 NUMBER. 51NGE SI 15 LE55 THAN 0.15, THEN U5E SEISMIC CATEGORY
D IF RISK CATEGORY 15 I, II,OR III
8003 118th AVE NE Kirkland. WA 98033 (425) 828-4117
WW1/NASH—ARCHITECTS.COM
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7 LATERAL CALCULATIONS CLIENT:
NMH 4 ASSOCIA'I'FS WIND WORKSHEET PROJECT:d I . i i i
DATE:
85 MPWI10 MPH= NOMINALNLTIMATE WIND SPEED NAME.
19.6 PSF
FRONT ELEVATION LEFT ELEVATION
__REAR ELEVATION RIGHT ELEVATION
LOCATION TOTAL SHEAR FORCE (p) SHEAR UNIT SHEAR
W : H z (see chart for wind pressure WALL SHEAR WALL
0 specified height) LENGTH (ft) (#/ft) TYPE
23 � s' s01 q �v
L3 ►5 Y3 r 5vl
f1 Crs x a � �� �
� �3oxgxra� �)
�rs'xti xc a,ro
ZcoK6 11ct0 P1- 41l
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8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117
WWW.NASH-ARCHITECTS.COM
i
CLIENT:
11 NASH•ASSOGIAIM SEISMIC ANALYSIS PROJECT:
IlCFT[TE,CTS DATE:
NAMR
i
Weight of Building:
Roof Assembly:
Asphalt Shingles - 2.00# ft Cedar Shakes - 2.25#/ft Tile - 9.50#/ft
Felt - 0.15 #/ft. Felt - 0.15 #/ft Felt - 0.15 #/ft
1/2" Plywood - 1.50 #,/ft 1/2" Plywood - 1.50 #/ft 1/2" Plywood - 1.50 #/ft
Vusses 0 24" o.c. - 1.75 #/ft Trusses 0 24" o.c. - 1.75 #/ft Trusses 0 24" o.c. - 1.75 #/ft
R-38 Insulation - 2.35 /ft R-30 Insulation - 2.25(J/ft R-30 Insulation - 2.25#/ft
1/2" GWB Ceiling - 2.00 /ft 1/2" GWB Ceiling - 2.00#/ft 1/2" GWB Ceiling - 2.00#/ft
Total 9.75#/ft Total 9.90#/ft Total 17.90#/ft
Use 10.00#/ft Use 10,00#/ft Use 18.00#/ft
let & 2nd Floor Assembly
Carpot / Pad - 0.50#/ft Hardwood - 2.50#/ft
3/4' T&G Plywood - 2.50#/ft 3/4" T&G Plywood - 2.50#/ft
2x10 0 16" o.c. - 2.30#/ft 2xI0 0 16" O.C. - 2.30#/ft
1/2" GWB Ceiling - 2,00#/ft 1/2" GWD Ceiling - 2.00#/ft
Total 7.30#/ft Total 9.30#/ft
Use 10.00#/ft Use 10.00#/ft
Interior Wall Assembly. Exterior Wall Assembly:
1/2" GWB - 2.00#/ft 3/4" Wood Siding - 2.30 /ft
2X4 0 16" o.c. - 1.10 #/It 1/2" Plywood - 1.50 /ft
1/2" GWB - 2.00#/It 2x0 ® 16" O.C. 1,37 /ft
Total 5. ;Q0 10 #/ft R-21 Insulation - 2.101/f
/ft
Use 8.00#/ft 1/2" GWB - 2 t
Total 9.27#/ft
Use 10.00#/ft
4" Brick Veneer - + 3.20#/ft
8003 118th AVE NE Kirkland. WA 98033 (425) 828-4117
WWW.NASH-ARCHITECTS.COM
CLIENT:
NASH•ASSOCIATES SEISMIC ANALYSIS PROJECT:
A It C 11 IT is C T S DATE:_
NAME_:
2
SEISMIC:
V - (C-) (Wdl) (Plywood)
2nd Level:
Roof: (Asphalt / Cedar Shake) 10#/ft X sf =
or (Tile) 18#/ft X_ sf =_
Exterior Walls: L x 10#/sf x 1/2 (h)
- — (E2)
Interior Walls: L x B#/sf x 1/2 (h)
(I
TOTAL _
1st Level:
Roof: (1st Floor Roof) 10#/ft X sf = (7 1
2nd Floor. 10#/ft X sf =
Exterior Walls: (E?) + L x 10#/sf x 1/2 (h)
IR'Da(lo kLf- 5 gssO (El)
Interior Walls: (I2) + L x B#/ef x 1/2 (h)
�� �= 7S6 O (I1)
TOTAL — -0
Basement:
1st Floor: 10#/ft X .of =
Exterior Walls: (EI) + L x 10#/sf x 1/2 (h)
Interior Walls: (II) + L x B#/sf x 1/2 (h)
TOTAL
8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117
WWW.NASH—ARCHITECTS.COM
i
CLIENT:
NA ASS 1
,I SH& OCIATES SEISMIC ANALYSIS PROJECT:It C I 1 I I?C T SDATE:
NAME:
3
BASE SHEAR:
BASE 5HEAR V= (F 5US/R)W
V= F (.1-12)/65= .14q
LEVEL 2: Wdl q I N x 0.149 =
LEVEL 1: Wdl 7"I (� # x 0.149 =
TOTAL: Wdl l x 0.149 = _7 f ! (V)
Level Dead Load Hel ht Moment Shear ® Stor
(Wdl) (h (1Rd1)(h) Fx = [(Wdl)(h) V Remarks
(Wdl)(h)
2
i �LA�'1
Total
8003 118th AVE NE Kirkland, WA 88033 (425) 828-4117
WWW.NASH—ARCHITECTS.COM
i
HASH&ASSOCIATES CUNT: --
n SEISMIC ANALYSIS PROJECT: -- -
DATE
NAME: _
4
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8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117
�' - WWW.INASL-ARC_HMUMD --
-
CLIENT:
NASHtA5s0{L1I'ES SEISMIC ANALYSIS PROJECT:
r1 �; F u T c C'1'S DATE:
NAME:
6
Redundancy Factor (p)
1. Maximum allowable wall shear for p<=1
Vumax = (2)(Vaccstory)/Ab 1/2
2. Maximum actual shear
Vmax = Largest seismic wall shear
3. p = 2-[2(Vaccstory)/(Vumax)(Ab 1/2)
L ` ZCsljn �
ak,
W DNS
601je
8003 118th AVE NE Kirkland, WA 88033 (425) 828-4117
WWW.NASH-ARCHITECTS.COM
Prescriptive Energy Code Compli�e for All Climate Zones in Washington 9
Project Information Contact Information
Plan 1487
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 Wall°•"'" 21 int 0.056
Mass Wall R-Value' 21/21" 0.056
Floor 30" 0.029
Below Grade Wall m 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.
02. Medium Dwelling Unit: 3.5 credits
All dwelling units that are not included in#1 or#3. Exception: Dwelling units serving R-2 occupancies shall
require 2.5 credits.
03.Large Dwelling Unit: 4.5 credits
Dwelling units exceeding 5000 square feet of conditioned floor area.
14. Additions less than 500 square feet: .5 credits
Table R406.2 Summary
Option Description Credit(s)
1a Efficient Building Envelope 1a 0.5 ❑
1b Efficient Building Envelope 11b 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 0 1.0
3b High Efficiency HVAC 3b 1.0 ❑
3c High Efficiency HVAC 3c 1.5 ❑
3d High Efficiency HVAC 3d 1.0 ❑
4 High Efficiency HVAC Distribution System 1.0 ❑
5a Efficient Water Heating 5a 0.5 0.5
5b Efficient Water Heating 5b 1.0 ❑
5c Efficient Water Heating 5c 1.5 ❑
5d Efficient Water Heating 5d 0.5 ❑
6 Renewable Electric Energy 0.5 *1200 kwh 0.0
Total Credits 1.50
*Please refer to Table R406.2 for complete option descriptions Received
OCT 31 2017
vA7nv,i
� .r. y
Table R402.1.1 Footnotes
For SI: 1 foot.=304.8 mm,ci:continuous insulation,int.=intermediate framing.
J R-values are minimums. U-factors and SHGC are maximums.When insulation is installed in a cavity which is
less than the label or design thickness of the insulation,the compressed R-value of the insulation from
Appendix Table A101.4 shall not be less than the R-value specified in the table.
b The fenestration U-factor column excludes skylights.The SHGC column applies to all glazed fenestration.
"10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall,or R-15 on the continuous
insulation on the interior of the wall,or R-21 cavity insulation plus a thermal break between the slab and the
basement wall at the interior of the basement wall. "10/15/21.+TB"shall be permitted to be met with R-13
cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior
of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity
insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement
wall.
d R-10 continuous insulation is required under heated slab on grade floors.See R402.2.9.1.
e There are no SHGC requirements in the Marine Zone.
Reserved.
s 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 1487
Width Height
Ref. U-factor Qt. Feet Inch Feet Inch Area UA
Exempt Swinging Door(24 sq. ft. max.) 1 0.01 0.00
Exempt Glazed Fenestration (15 sq.ft. max.) 1 0.01 0.00
Vertical Fenestration (Windows and doors)
Component Width Height
Description Ref. U-factor Qt. Feet Inch Feet Inch Area UA
Foyer 0.30 1 3 6 20.0 6.00
0.30 1 2 6 17.8 5.33
Dining 0.30 1 5 5 25.0 7.50
Great Room 0.30 1 3 5 15.0 4.50
0.30 1 6 1 16 70 1 41.01 12.30
Master Bedroom 0.30 1 5 5 25.0 7.50
Bedroom 2 0.30 1 3 5 15.0 4.50
Bedroom 3 0.30 1 3 5 15.0 4.50
0.30 0.0 0.00
0.30 1 1 1 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 0.01 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
k
0.0 0.00
0.0 0.00
0.0 0.00
0.0 0.00
0.0 0.00
0.0 0.00
o.0 0.00
Sum of Vertical Fenestration Area and UA 1 173.81 52.13
Vertical Fenestration Area Weighted U=UA/Area 0.30
Overhead Glazing(Skylights)
Component Width Height
Description Ref. U-factor Qt. Feet inch Feet inch Area UA
0.01 0.00
0.0 0.00
0.0 0.00
0.0 0.00
0.0 0.00
I I 0.0 0.00
-1
Sum of Overhead Glazing Area and UA 0.0Ru
.00
Overhead Glazing Area Weighted U=UA/Area .00
Total Sum of Fenestration Area and UA (for heating system sizing calculations) 1 173.81 52.13
Simple Heating System Size: Washington State
This heating syslem sizing calculator is based on the Prescriptive Reauiremenls of the 2015 Washinaton State Energy Code(WSEC)and ACCA Manuals
J and S.This calculator will calculate healing 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.
Pro ect Informal Contact Information
Plan 1487
Heatina 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 Building
Conditioned Floor Area
Instructions Conditioned Floor Area(sq ft) 1.487
Average Ceiling Height Conditioned Volume
Instructions Average Ceiling Height(ft) 9.0 13,383
Glazing and Doors U-Factor X Area = UA
Instructions
0.30 159 47.70
Skyliahts U-Factor X Area = UA
Instructions 050 »
Insulation
Attic U-Factor X Area = UA
Instructions 0.026 1.487 38.66
R-99 J
Single Rafter or Joist Vaulted Ceilings U-Factor X Area UA
Instructions Select R-Value . No selection ---
-.Mae- J
Above Grade Walls(see Figure i) U-Factor X Aroa UA
Instruct ons 0.056 1,600 89.60
a-Zl tote,nr.lar,
Floors J U-Factor X Area UA
Instructions R-30 V 0.029 F 1.487 43.12
Below Grade Walls(see Figure 1j U-Factor X Area UA
Instructions 61Noaelwv Grade Walls ln this ptaimil. I --- "'
Slab Below Grade(see Ficureii ) F-Factor X Length UA
Instructions I o selection lf�11
U Select conditloning � J N ""
Slab on Grade(see Figure 1) F-Factor X Length UA
Instructions I l� `il
d No Slah on Grade In this project.
Location of Ducts J
Instructions Duct Leakage Coefficient
Space . J 1.10
Sum of UA 21909
Envelope Heat Load 10,297 Btu I Hour
Fioure 1, Sum of UAXAT
Air Leakage Heat Load 6,793 Btu I Hour
VolumaX 0.6XATX.0I6
Anrrecrano Building Design Heat Load 17,090 Btu/Hour
Air Leakage+Envelope Heat Lass
Building and Duct Heat Load 18,799 Btu/Hour
Ducts in unconditioned space:Sum of Building Neat Loss X 1,10
Ducts in condllloned space:Sum of Building Heat Loss X 1
Maximum Heat Equipment Output 26,319 Btu/Hour
Building and Duct Heat Loss X 1.40 for Forced Air Furnace
Building and Duct Heat Loss X 1.25 for Heat Pump
(07101113)
Date: 04/10/2026
Permit#: 1719
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 eIn: 00:00
Time O it: 00:00
H curs: 0.0
Property Information
Parcel#: 01166900000400 L GI HOMES -WASHINGTON LLC
LGI HOMES -WASHINGTON LLC 1 450 LAKE ROBBINS DR STE 430
9020 168th Street NE T HE WOODLANDS, TX 77380
Zoning: 111 Single Fam iy Residence -
DetachedLot: 4Block:
Permit#: 1719
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: 191174.89
Square Feet: 1889
Num ber of Stories: 1
Construction Type:
O xupancy G ioup:
ID Code:
Permit Issued: 11/28/2017
Permit Expires:
Form Permit Type:
Status: LASERFICHE
Assigned To: Kristin Foster
Property
Parcel# Address L egal Description O wrier Nam e Ovner Phone Zoning
LGI HOMES-
01166900000400 9 020 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
01/11/2018 R20.SFR/DUPLEX Approved
FINAL
Plan Reviews
Date R eview Type D escription A ssigned To R eview Status
11/01/2017 RESIDENTIAL SINGLE Site plan m e is all land use regulations.
FAMILY
11/01/2017 RESIDENTIAL SINGLE BUILDING
FAMILY
Fees
Fee D escription N otes A m cunt
Building Perm i T able 4-1 $2,140.84
Building Plan Review T able 4-2 $1,391.55
Forced Air Heat f ee per Btu $25.00
Gas Piping/Units E nter#of units $10.00
Mechanical Fee(Enter Fixture Fee) $25.00
Mechanical Base P erm i Fee $25.00
Park-Com m nity SF S ingle Fam iy $1,662.00
Plum hng Base Perm i Fee $25.00
M echanical Com m mial Perm i T able 4-7;Per Unit I 1 @$12 $132.00
Processing/Technology $25.00
State Surcharge- 1 st DU R esidential- 1 st Unit $4.50
Traffic Mitigation-SF S ingle Fam iy $3,355.00
Wier Heater(Tank) $25.00
Total $8,845.89
Attached Letters
Date Letter D escription
11/14/2017 Building Perm i
Paym acts
Date Paid By D escription P aym a►t Type A ccepted By A m cant
11/O1/2017 LGI Hom cs-Washington Check#5714 K ristin Foster $7,454.34
LLC
11/01/2017 LGI Hom cs-Washington
Check#5713 K ristin Foster $1,391.55
LLC
O ttstanding Balance $0.00
Notes
Date Note C reated By:
11/01/2017 Application needs signature.KF K ristin Foster
Uploaded Files
Date File Nam e
11/28/2017 2803040-1719 Issued Perm i.pdf
11/02/2017 2751650-1719 Signed Application.pdf
11/01/2017 2747037-1719 Site Plan.pdf
11/01/2017 2747038-1719 Application.p f