HomeMy WebLinkAbout9024 171st Street NE_BLD1441_2026 Lo1— ff9
RESIDENTIAL PERMIT APPLICATION
G �
Department of Community & Economic Development
City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551
THIS APPLICATION IS TO BE USED WHEN APPLYING FOR A NEW SINGLE-FAMILY, DUPLEX, TOWNHOUSE,
ADDITION, DECK,OR ACCESSORY STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2)SETS
OF CONSTRUCTION DRAWINGS AND TWO(2)SETS OF STRUCTURAL CALCULATIONS. THE APPLICATION MUST
ALSO INCLUDE THE PLUMBING SUBMITTAL AND THE MECHANICAL SUBMITTAL FORMS. THE ZONING
VERIFICATION MAY BE SUBMITTED PRIOR. n
Project Address: S0)7 �� 5 riGE>✓� /1�� Plat: L� D/21/ '/�-�?�� �r 7P
Single-family ❑ Duplex ❑1 Townhouse ❑ Addition ❑ Accessory structure
Proposed Area: 1" Floor: 2nd Floor: Garage: Total SF:
D scribe Proposal (include cross street):
LAL- AJL
Valuation: ,
Owner: ( ( 2W,6,S
Address: 114110 fir✓ GY'"J 51 ��o�City: V_A zW A-N z> State: ( A Zip Code: 03
Phone: /x—' -� Emai1: 447U S CA �Lt//{oe�jf,S • God
Applicant:
Address: ���f(() /�l���y� �� City: l �l State: A_
Zip Code: 9 l)�
Phone: q�r _ 7— Email: (A�R . c 5 C�_(�L7��fvN��S• (°Ow(
Contractor:L-4 vijt _
Address:_Mo A& 12yrf 5CA(O City: �Id State: Zip Code:
Phone: ) — 0 — Email: j6 c�l_ 21
Contact Person: License Number L Expiration:
6/16LP Page 1 of 3
RESIDENTIAL PERMIT APPLICATION
Department of Community & Economic Development
��P O City of Arlington• 18204 59th Ave NE • Arlington,WA 98223 • Phone(360)403-3551
II,yG't
Plumbing Section (continue filling out if plumbing is involved)
(Check all that apply and indicate the number of fixtures proposed)
3—Bath/Shower Combo (4.0) x I �Q Sink (1.5) x I
13—Shower (2.0) x r Lavatory (1.0) x
❑ Clothes Washer (4.0) x C Water Closet(2.5) x
Uf Dishwasher (1.5) x I Water Heater x I
- Hose Bibb (2.5) x Z Water Heater Model #
Other (list) x
Plumbing Section Continued
Proposed Water Piping Size: �� Proposed DWV Material: S
Proposed Piping Material: �F�;L _ Proposed DWV Size: ,1 a
• 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 # qNr �/�C543m4 p�& AFUE 7'5-
❑ Heat Pump Model # SEER HSPE
❑ AC Unit Model # SEER
❑ Type II Hood ❑ Commercial Cooking Appliance ❑ Hydronic Piping
❑ Boiler ❑ Solid-Fuel Appliance PV System
Ll Fireplace Insert Outdoor BBQ ❑ Storage Tank
— Freestanding Stove Gas Piping (rJ Other
Gas Piping Information
Not Applicable: ❑
Pipe Material: 1 u-1 Pipe Size: _.� Total BTU's of all Appliances: . 6)06
Distance from Meter to Furthest Appliance: �U
• 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: 40 9
Print Applicants Name: Akn- "A-PA.S
6/16LP Page 3 of 3
CITY OF ARLINGTON
238 N. OLYMPIC AVE -ARLINGTON, WA. 98223
-� - PHONE; (360)403-3551
BUILDING PERMIT _
Address:9024 171st Street NE Permit#:1441
Parcel#: Valuation: 187422.00
OWNER APPLICANT CONTRACTOR
Name:LGI HOMES-WASHINGTON LLC Name:LGI Homes-Washington,LLC Name:LGI Homes-Washington,LLC
Address: 1450 LAKE ROBBINS DR STE 430 Address:114 10 NE 124th Street,Ste#103 Address: 11410 NE 124th Street,Ste#103
City,State Zip:THE WOODLANDS,TX 77380 City,State Zip:Kirkland,WA 98034 City,State Zip:Kirkland,WA 98034
Phone: Phone: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-B
DWELLING UNITS: 1 OCC GROUP: R-3
BUILDINGS: OCC LOAD:
PERMIT APPROVAL
I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED
THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO
WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27.
THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID.
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR
A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC 110/IRC110.
SALES TAX NOTICE:Sales tax relating to construction and construction materials in the City of-Arltttgt n must be reported on your sales tax return form
and c ed ity of i ton#31 I.
Sign ure Print Name Date R eased By Date
CONDITIONS
Adhere to approved plans. Additional requirements: The Quick-Joint fittings(that were included as part of
the plat's pressure test)were removed/cut off from tail pieces. These were to be the domestic plumbing
point of connection.New ones will need to be supplied and re-installed by plumber/developer at time of
service line connection. Call the Public Works Department at 360-403-3526 for connection inspection.
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
5/10/2017 Building Permit Fee $2,109.12
5/10/2017 Building Plan Review Fee $1,370 93
5/10/2017 Furnace $25.00
5/10/2017 Gas Outlets Base Fee 1 to 5 $10.00
5/10/2017 Mechanical Fee(Enter Fixture Fee) $25.00
5/10/2017 Mechanical Permit Base Fee $25.00
5/10/2017 Park-Community MF $1,662.00
5/10/2017 Plumbing Permit Base Fee $25.00
5/10/2017 Plumbing Permit Fee(Enter Fixture Fee) $132.00
5/10/2017 ProcessingfTechnology Fee $25.00
5/10/2017 State Building Code Surcharge Fee $4.50
5/10/2017 Traffic Mitigation $3,355.00
5/10/2017 Water Heater $25.00
Total Due: $8,793.55
Total Payment: $1,370.93
Balance Due: $7,422.62
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
SETBACKS NOTES:
1 FRONT 20 .BUILDING DIMENSIGWS ARE 70
SIDE 5' FACE OF FOUNDAAOW
12'WA7ERL REAR 5' •GRADING.S�IONN AS DESIGN
ACTUAL LOCA770N MAY VARY
171 o 171ST T. N •SLOPE DRIVEWAY TO PUBLIC ROAD
- •SIL T FENCE TO BE INSTALLED PER
8•SENER CY Y OF ARLINGTOV'S STANDARD
•SILT FENCE TO BE INSTALLED ON
N89 0 49"W GRADIENT SIDE OF BUILDING
125.00 14 PARCEL
•CONSINUCTIOW ENTRANCE TO BE
s P s f0' INSTALLED PER CITY OF
PUBLIC UTILITY ARLINGTOV S STANDARDS
• ° ° a m EASEMENT D STORM NOTES:
o •TESL INSTALLED PRIOR TO
liONSTRUC77ON
s ° ns v •BARE SOILS COVFRED WWI MULCH
OR ANOTHER APPROVED BMP
`o •TOPSOIL PER N5001E BMP 75.13
147 1?0'B o N (EFF 12'DEPTH)
v •ALL ONSl7E RUNOFF CONNECTED TO
STORM CLEANOUT. PRIVATE STORM STUB
CGWNECT ROOF AND 5y6 SF ' — - n .S/7E SHALL BE STABILIZED PR/OR
DRAINS J�FOOTING p IVE YyA y
TO BUILDING PERMIT BEING
011.00
WN�ON I 19.75 0 o BUILDING FINALIZED
I �'`4.25� ° OI/TL/NE SITENOTES.-
•AGHTLINE FOOANG DRAINS AND
PROOF OVERHANG+ GARAGE 10'� ROOF DRAINS TO PERMANENT
' e STORM DRNNAGr SYSTEM PER
I ^ O APPROVED PLAT DRAINAGE PLAN
o OW FILE WWI THE COUNTY.
I •AREA OF DISTURBANCE INCLUDES
I o a o W EN77RE LOT.
z ! LOT 48 0 Z414
LEGEND.
LEA PROPOSED RESIDENCE
COLUM8/A-1487 GARAGE LEFT 1,44 a— BLOW OFF
5'BSBL I f 2,109.iSF = ® WATER METER
Poll 770 �, FIR£HYDRANT
2 SF 10.50 ° Q .0- AIR VAC
I h
0
CATLYI BASIN
I 4 O CLEANOUT
5 24.50 O MANHac£
---� — J I -5,858L - - - -WATER °
L) SERNC£ I?-T-m?? BLOq( WALL
50.00 a TREE REMOVAL
N8920'49"W
PROPERTY EAYS77NG COWTOUR
CORNER I (P)
{ SCALE I'm 20'
LOT 48
�f1N19'l£D CONTOUR
SITE PLAN
,I I GREGOR Y RA RK
LG/ HOMES PLAN NO. COL.-1487
LOT AREA = 4,666 SF DATE 411912017 PARCEL # LOT 48
HOUSE= 2,109 SF 4711 NE 191h Plvice;q 101
DRIVEWAY= 516 SF cow Be le Wohn9lvn 98007 DESIGNED CORE ADDRESS 9024 171ST ST.
425 BB5.7B77 FaR 415.BB57963
WALKWAY/PA770 = 12 SF ��DESIGN PROJECT NUMBER
TOTAL= 2,637 SF
ENGINEERING • PLANNING • SURVEYING DRAWN CAF 13024L-GRG00
rk
` fej..
G�
BUILDING INSPECTION REPORT— Residential Final
Permit No. 1441
Address: 9024 171st Street NE
Contractor: LGI Homes - Washington, LLC
Owner: LGI Homes - Washington, LLC
1
Date: 9/26/2017
L APPROVAL ❑ PARTIAL APPROVAL
❑ CORRECTION ❑ OTHER
INSPECTION: Final Building
ADDRESS NUMBERS: ❑ ACCESS: ❑
PLUMBING: ❑ MECHANICAL: ❑
SMOKE DETECTION: ❑ CO DETECTION: ❑
LIFE SAFETY: ❑ DECKS: ❑
HANDRAILS: ❑ PLANTINGS: ❑
WATER: ❑ SEWER: ❑
LIGHTING: ❑ FINAL ELECTRICAL: ❑
BLOWER DOOR/DUCT CERT: ❑ INSULATION CERT: ❑
Date: 9/26/2017 Inspector: Kevin Olander
CITY OF ARLINGTON
238 N. OLYMPIC AVE -ARLINGTON, WA. 98223
PHONE; (360)403-3551
BUILDING PERMIT
Address:9024 171 st Street NE Permit#:1441
Parcel#: Valuation: 187422.00
OWNER APPLICANT CONTRACTOR
Name:LGI HOMES-WASHINGTON LLC Name:LGI Homes-Washington,LLC Name:LGI Homes-Washington,LLC
Address: 1450 LAKE ROBBINS DR STE 430 Address:11410 NE 124th Street,Ste#103 Address: 11410 NE 124th Street,Ste#103
City,State Zip:THE WOODLANDS,TX 77380 City,State Zip:Kirkland,WA 98034 City,State Zip:Kirkland,WA 98034
Phone: Phone: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: I OCC GROUP: R-3
BUILDINGS: OCC LOAD:
PERMIT APPROVAL
I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED
THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO
WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27.
THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID.
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR
A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110.
SALES TAX NOTICE:Sales tax relating to construction and construction materials in the City f"tn n must be reported on your sales tax return form
and Vcd ity of i ton#31 I.
VSign ure Print Name Date Men By Date
CONDITIONS
Adhere to approved plans. Additional requirements: The Quick-Joint fittings (that were included as part of
the plat's pressure test) were removed/cut off from tail pieces. These were to be the domestic plumbing
point of connection.New ones will need to be supplied and re-installed by plumber/developer at time of
service line connection. Call the Public Works Department at 360-403-3526 for connection inspection.
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
5/10/2017 Building Permit Fee $2,109.12
5/10/2017 Building Plan Review Fee $1,370.93
5/10/2017 Furnace $25.00
5/10/2017 Gas Outlets Base Fee 1 to 5 $10.00
5/10/2017 Mechanical Fee(Enter Fixture Fee) $25.00
5/10/2017 Mechanical Permit Base Fee $25.00
5/10/2017 Park-Community MF $1,662.00
5/10/2017 Plumbing Permit Base Fee $25.00
5/10/2017 Plumbing Permit Fee(Enter Fixture Fee) $132.00
5/10/2017 Processing/Technology Fee $25.00
5/10/2017 State Building Code Surcharge Fee $4.50
5/10/2017 Traffic Mitigation $3,355.00
5/1 012 0 1 7 Water Heater $25.00
Total Due: $8,793.5.5
Total 1'avrncnl: $1.370.93
Balance Due: $7,422.62
CALL FOR INSPECTIONS
BUILDING(350)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
\f
I
,ram
Permit Information
Date 4/21/2017
Permit Number 1441
Project Name Gregory Park
Applicant Name LGI Homes-Washington,LLC
Applicant Address 11410 NE 124th Street,Ste#103
City,State,Zip Kirkland,WA 98034
Contact Matt Adams
Phone 425-785-0797
Email matt.adams@lgihomes.com
Permit Type Single Family Residence
Site Address 9024 171 st Street NE
Valuation 187422.00
Status Applied
Permit Issued
Permit Expires
Square Feet 1889
Type of Construction/Occupancy Load V-B
Number of Stories 1
Proposed Use New SFR
Assigned To Kristin Foster
Contractors
Contractor Name Primary Phone Email Contractor License License#
Contact Type
I_GI Homes-Washington,Jake Jabusch 0588 3- ake.jabusch@lgihomes.co CONTRACTOR IIndusLabo and I_GIHOHL857M
I_LC )588 Ilndustries
Review
Date Type Description I Target Date Completed Date J Assigned To Status
4/21/2017 IlResidential Dwellin t/28/2017 lRick Karns lin Review
Fees
Fee Description I Notes I Amount
Building Plan Review Feel 345.83.00.00 1 $1.370.9
Total $1,370.9
Payments
Date Paid By Amount I Description I Pa ment T pe I Acce ted B
4/21/2017 JLGI Homes-Washington, LLC $1,370.9 Plan Review ;heck#4460 Kristin Foster
Total $1,370.9N Amount Outstanding:$0.Oa
Notes
Date Note
4/21/2017 Lot 48-Plan 1487 Columbia
Uploaded Files Upload File
Date File Uploaded B
4/21/2017 3:36:40 PM 1441 Applicationadf Foster, Kristin x
4/21/2017 3:36:40 PM 1441 Site Plan.pdf Foster,Kristin 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:
Furnace (80+) Model # %/-rV,43m4 /� AFUE
❑ Heat Pump Model # SEER HSPE
AC Unit Model # SEER
LJ Type II Hood ❑ Commercial Cooking Appliance ❑ Hydronic Piping
❑ Boiler ❑ Solid-Fuel Appliance ❑ PV System
01 Fireplace Insert ❑ Outdoor BBQ ❑ Storage Tank
�`- Freestanding Stove Gas Piping ❑ Other
Gas Piping Information
Not Applicable: ❑
Pipe Material: *( Pipe Size: _�Total BTU's of all Appliances: /�O _ �D 6
Distance from Meter to Furthest Appliance: rV
• 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: 4VJ 4
Print Applicants Name: /kA-,,— "A-10
6/16LP Page 3 of 3
Low
RESIDENTIAL PERMIT APPLICATION
Department of Community & Economic Development
City of Arlington• 18204 59th Ave NE • Arlington, WA 98223 • Phone(360)403-3551
THIS APPLICATION IS TO BE USED WHEN APPLYING FOR A NEW SINGLE-FAMILY, DUPLEX, TOWNHOUSE,
ADDITION, DECK,OR ACCESSORY STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2)SETS
OF CONSTRUCTION DRAWINGS AND TWO(2)SETS OF STRUCTURAL CALCULATIONS. THE APPLICATION MUST
ALSO INCLUDE THE PLUMBING SUBMITTAL AND THE MECHANICAL SUBMITTAL FORMS. THE ZONING
VERIFICATION MAY BE SUBMITTED PRIOR.
Project Address: �D � f 5 r Cj`rGEE,'i� /�� Plat: 6 Z4_1_6 O/L I/
Single-family ❑ Duplex ❑ Townhouse ❑ Addition ❑ Accessory structure
Proposed Area: 1 s` Floor: 2"d Floor: Garage: Total SF:
D scribe Proposal (include cross street):
��' N l 7nhl f c�?_ J SLAAJ f
Valuation: � I ,
Owner: GG-,(
Address: I1q60 IJL (zj'4 -71- City: V_ ?_W A-N 7> State: I A Zip Code: 03
Phone: 'Q /�// 7-05-- 01-C17- Email: 4A:rT-4,of7u $ (w
Applicant: I wLk �— UA&6 A/6 M
Address: City: b L�DState: Zip Code: 9
Phone: L Email: {�A'R'. _5 Lt(71f��tF5'
. CaOttj
Contractor: W,e A- A rJ
Address:/-m, City: vta State: Zip Code: ��3
Phone: ) - _ — Email: V11k T. &At'6 Cz— 4k;�.4P' '-
Contact Person: 44--w7 License Number:L 04W9 Expiration:
6/16LP Page 1 of 3
A RESIDENTIAL PERMIT APPLICATION
• ® Department of Community & Economic Development
City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551
Plumbing Section (continue filling out if plumbing is involved)
(Check all that apply and indicate the number of fixtures proposed)
�'—Bath/Shower Combo (4.0) x 6Lli_ Sink (1.5) x r
' --Shower (2.0) x r [4, Lavatory (1.0) x
C-1 Clothes Washer (4.0) x ( ! Water Closet (2.5) x
[ - Dishwasher (1.5) x I ( Water Heater x r
Hose Bibb (2.5) x Water Heater Model#
�-- Other (list) x
Plumbing Section Continued
Proposed Water Piping Size.- Proposed DWV Material: h'(5 S
Proposed Piping Material: Ef Proposed DWV Size: a
• 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
SETBACKS NOTES:
1 FRONT 10 *BUILDING DIMENSIONS ARE R7
ow SIDE 5' FACE OF FOUNDAAOW
12' WA ITR REAR 5' -6 RADING WO;W AS DESIGW
1 ACTUAL LOCAAOW MAY VARY
17+ 017.1ST T. N L •SLOPE DRIVEWAY TO PUBLIC ROAD
—' •SIL T FENLE TO BE INSTALLED PER
B`SEWER CITY OF ARLINGTONS STANDARD
N89 0 49'lV •SILT FENCE TO BE INSTALLED ON
GRADIENT SIDE OF BUILDING
25.00 � i � PARCEL
_ •CONSIRUCAON ENTRANCE TO BE
J7 10' INSTALLED PER CITY OF
PUBLIC UTILITY ARLINGTCW:S STANDARDS
° 4 EASEMENT
o STORM NOTES.-
° ° A o •TESC INSTALLED PRIOR TO
CONSIRUCAON
•BARE SOILS COVERED W 7H MULCH
OR ANOTHER APPROVED BMP
•TOPSOIL PER WSDOE BMP a u
�7 20'8S8 iv L.
v (£fF 12"DEP 7H)
STORM CLEANOUT. IL •ALL ONSITE RUNOFF CONNECTED TO
CONNECT RDOf"AND 516 Sf'' — ° , PRIVATE STORM STUB
FOOANG DRAINS DR31-WA Y •SITE SHALL BE STABILIZED PRIOR
I TO BUILDING PERMIT BEING
CONNE-ViWR
C ON I' 19,75 011.00 BUILDING FINALIZED
� 4 OU1L/N£ SITENOTES.•
•77GH711N£FOOANG DRAINS AND
ROOF OVERHANG GARAOF IO'BSBL ROOF DRAINS TO PERMANENT
STORM DRAINAGE SY57EM PER
APPROVED PLAT DRAINAGE PLAN
p o ON FILE W 7H AIE COUNTY.
rpj o •AREA OF DISTURBANCE INCLUDES
44
ENARE LOT.
o LOT 48 p ^ 44 h PROPOSED RESIDENCE p p LEGEND.
COLUMBIA-1487 GARAGE LEFT ^ o o- BLOW OFF
5'BSBL 2,1091Sr = ® WATER METER
FIRE HYDRANT
2 SF 10.50 Q AIR VAC
I �
\ o ® CATai BASIN
24.50 O CLEANDUT
5 WA7FR O MANHOLE
5'BSBL — RNCE _FTT_I_17 1 BLOa( WALL
` LI 50.00 IRE
E REMOVAL
1 N8920'49"W
PROPERTY EXISANG CONTOUR Receiveo
CORNER I (rxp) A P R 2 %' I
(rrp)
I SCALE 1"= 20'
I •
LOT 48
I U�
FIN,SHED G'pYTLt'/ � SITE PLAN
G
GREGOR Y RARK
LG/ HOMES PLAN NO. COL.-1487
LOT AREA = 4,666 SF ^ DATE 411912017 PARCEL # LOT 48
HOUSE = 2,109 SF l
14711 NE 1911,Vlv�e,q 701
DRIVEWAY= 516 SF ! Bell--,W-hi gf-9E007 DESIGNED CORE ADDRESS 9024 171ST ST.
425.885.7077 Fax425885.7963
WALKWAY/PAA DESIGN O = 12 SF PROJECT NUMBER
TOTAL= 2,637 SF
ENGINEERING • PLANNING • SURVEYING DRAWN CAF 13024L-GRGOO
NASH&ASSOCIATES
ARCHITECTS
PLAN 1487
BEAM, LATERAL &
SEISMIC CALCULATIONS
r C, _ ,
{ c,Ac; 1HOMAS NASH
STATE OF VVASHINGT-
Received
APR 2, n zo�7
2015 IBC
JULY 1, 2016
8003 !lath AVE NE Kirkland, WA 98033 (425) 828-4117
WIM NASH—ARCHITECTS.COM
I_
'• ,
. •j �
CLIENT:
NASHhASSOCIATPS BEAM DESIGN DATA PROJECT:
ARC1.1ITECTS DATE:
NAME:
Roof Loads:
LL 25 /sf
DL 15 /ef
Total 40#/of
Unless Noted Otherwise
Floor Loads:
LL 40#/sf
DL 10 #/ef
Total 50#/sf
Deck Loads:
LL 60#/sf
DL 10 /sf
Total 70 /sf
Soil• 1500 PSF Min.
Concrete: Per IBC 15
Masonry: Per IBC 15
Steel: Per IBC 15
Wood: Per IBC 15
Nailing: Per IBC 15
4" Beam: Douglas Fir #2
fv = 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 = 650 PSI
E = 1,300,000
Glu—Lam Beams:
fv = 240 PSI
fb = 2,400 PSI (reduced by size factor, CF*K1)
E = 1,600,000
8003 118th AVE NE Kirkland, WA 96033 (425) 828-4117
WYf W.NASH—ARCFIITECTS.COM
PLAN 1487
BeamChek v201 6 licensed to.Nash Jones Anderson Architects Reg#6464-622
V 8 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
DAM 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 DO L/240 TL Actual DO L/421
LL Max DO L 1360 LL Actual Deft L/845
Attribute Section(in') Shear(m� TL DO(in) _ LL DO
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(psi) Fv(psi) E(psi x mil) Fcl(psi)
Values Reference Values 2400 240 1.8 650
Adjusted Values 2400 240 1.8 650
Adjustments Cv Volume 1.000
Cd Duration 1.00 1.00
Cr Repetitive 1.00
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 1.00
Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft
Loads Uniform LL: 125 Uniform TL: 200 =A
Uniform Load A ]
- - - -�
R1 = 1673 R2= 1673
SPAN=I6FT
Uniform and partial uniform loads are Ibs per lineal ft.
CLIENT:
-IINASH&ASSOCIATES WIND AND 5E15MIG DE516N DATA PROJECT:
A It, r I'l I PER 2015 IBC DATE•- - --
NAME:
WIND DESIGN GRITERIA
DESIGN PER ASCE 7-10
I.NOMINALNLTIMATE WIND SPEED V/asd /Vult 05/110 mph
2.R15K CATEGORY II 1.00
5. WIND EXPOSURE CATEGORY "B"
4. INTERNAL PRESSURE COEFFIGENT +/-55
5.COMPONENTS AND CLADDING
DESIGN PRESSURE +/- 16 psf
BUILDINGS, 5TRUCTURE5,AND PARTS THEREOF GNALL BE DESIGNED AND
CONSTRUCTED IN ACCORDANCE WITH STRENGTH DESIGN,LOAD,AND RESISTANCE
FACTOR DESIGN, ALLOWABLE 5TRE55 DES16N, EMPIRICAL DESIGN OR CONVENTIONAL
CONSTRUCTION METHODS,A5 PERMITTED BY THE APPLICABLE MATERIAL CHAPTER, SECTION 1604.1
BUILDING5, 5TRUGTURE5,AND PARTS THEREOF,SHALL BE DESIGNED TO WITHSTAND WIND LOADS
AS DEFINED IN SECTION 160q AND ASGE '1-10
IMPLIFIED METHOD TO BE USED FOR WIND DESIGN PER A5CE 7-10,5EGTION 27.5
(BUILDIN& 1-106FIT 15 LE55 THAN 160 FEET)
110 MPH ULTIMATE WIND SPEED
USE Iq.6 P5F PER TABLE 27.6.1 "EXPOSURE B"
WOOD DESIGN PER SECTIONS 2504-2306.STRUGTURE5 USING WOOD SHEAR WALLS
AND DIAPHRAGMS TO R1=515T WIND,SEISMIC,AND ALL OTHER LATERAL LOADS SHALL
BE DESIGNED AND C.ON5TRUCTED IN ACCORDANCE WITH AF 4 PA 50PWS AND PROV15IONS
OF SECTIONS 2305-2306
5EISMIG DE516N DATA
DESIGN PER ASCE 7-10/5EGTION 1613
I. SEISMIC, IMPORTANCE FACTOR Is 1.00
2.SHORT PERIOD ACCELERATION Ss I.66 •see footnote at bottom of page
5, 1 SECOND ACGELERATION 51 o.-748 •see footnote at bottom of page
4. SITE CLASS D(default class per IBW
S.SPECTRAL RESPONSE COEFFICIENT So. 0.4-12 •see footnote at bottom of page
6. SPECTRAL RESPONSE CA EFFIGENT 5w 0.748 •see footnote at bottom of page
7. SEISMIC DESIGN CATEGORY D
8.SEISMIC, FORGE RESISTING SYSTEM PLYWOOD SHEAR WALLS
q. DESIGN BASE SHEAR (see seismic calculations)
10. SEI5MIC RESPONSE COEFFICIENT CS 0.13
11.RESPONSE MODIFICATION FACTOR R 6.5
12.ANALYSIS PROCEDURE EQUIVALENT LATERAL FORGE
13.RISK CATEGORY II
THE ANCHORAGE OF WALLS SUPPORTING CONSTRUCTION SHALL BE BE
DESIGNED IN ACCORDANCE WITH ASCE 7-10,SECTION 12.11.2
IN STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORY C-F,COLLECTOR ELEMENTS
AND THEIR CONNECTIONS TO VERTICAL ELEMENTS SHALL BE DESIGNED TO RESIST
MAXIMUM EFFECTS AS SPECIFIED IN ASCE-T-10,SECTION 12.10.2.1
BASE SHEAR V= (P 5.,/W W
ANCHOR BOLTSv 5/0" VIA X 10",A307 OR BETTER W/7" MIN. EMBEDMENT.V- 1104#/BOLT
• PER U56&5, THE MAXIMUM 51 IN THE STATE OF WASHINGTON 15 0.748. ALL SEISMIC DE516N VALUES USED
IN THIS ANALYSIS ARE BASED UPON THI5 NUMBER. 51NGE !E�15 LE55 THAN 0.75,THEN USE 5EI5MIC CATEGORY
D IF RISK CATEGORY 15 I, 11,OR III
8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117
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—I NASHa,AS50CIATES PROJECT:
WIND WORK3HEET
DATE:__
55 MPWI10 MPH= NOMINALNLTIMATE WIND SPEED WAVE.
Iq.b PSF
FRONT ELEVATION LEFT ELEVATION
REAR ELEVATION RIGHT ELEVATION
LOCATION TOTAL SHEAR FORCE (#) SHEAR UNIT SHEAR
W z H z (see chart for wind pressure WALL SHEAR WALL
0 specified height) LENGTH (ft) (#/It) TYPE
Kct x l of �• ) K
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8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117
WWW.NASH—ARCHITECTS.COM
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7111 CLIENT:
11 NASHtASSOCIATBS SEISMIC ANALYSIS PROJECT_ _
R C i-T 11'i DATE:
NAME-
1
Weight of Building:
Roof Assembly:
Asphalt Shingles - 2.00#/ft Cedar Shakes - 2.25#/(t Tile - 9.50#/it
Felt - 0.15 #/it Felt - 0.15 #/it Felt - 0.15 #/it
1/2" Plywood - 1.50 #/it 1/2" Plywood - 1.50 #J ft 1/2" Plywood - 1.50 #/it
TTrrusses ® 24" o,c. - 1.75 #/it Trusses 0 24" o.c. - 1.75 #/it Trusses ® 24" o.c. - 1.75#/it
R-30 Insulation - 2.35 /ft R-30 Insulation - 2.25 N/ft R-30 Insulation - 2.25#/it
1/2" G1VB Ceiling - 2.001/ft 1/2" GWB Ceiling - 2.00#/it 1/2" GWB Ceiling - 2.00#/it
Total 9.75#/ft Total 9.90#/it Total 17.90#/ft
Use 10.00#/it Use 10,00#/it Use 18.00#/it
let & 2nd Floor Assembly
Caret / Pad - 0,50#/it Hardwood - 2.50#/ft
3/4 r&G Plywood - 2.50#/it 3/4" T&G Plywood - 2.50#/it
2x10 0 16' o.c. 2.30#/ft 2x10 e 16" o.c. - 2.30#/it
1/2" GWB Ceiling - 2.00#/ft 1/2" GW13 Ceiling - 2,00#/it
Total 7,30#/it Total 9.30#/it
Use 10.00#/it Use 10.00#/ft
Interior Wall Assembly. Exterior Wall Assembly:
1/2" GWB - 2.00#/it 3/4" Wood Siding - 2.30 /ft
2X4 ® 16" o.c. - 1.10 #/it 1/2" Plywood - 1.50 /ft
1/2" GWB - 2.00#/it 20 0 16" 0.c. - 1.37 #/ft
Total 5.10 #/it 121 Insulation - 2 10 i/it
Use 6.00#/ft
Total 9.27#/it
Use 10.00#/ft
4" Brick Veneer - + 3.20#/it
8003 118th AVE NE Kirkland, WA 98033 (425) 820-4117 I
WWW.NASH-ARCHUECTS.COM 1
CUENT:
NASH=ASSOCIATES SEISMIC ANALYSIS PROJECT_
ARC IfiTECTS DATE:- --
NAME:
2 - —
SEISMIC:
V = (C-) (Wdl) (plywood)
2nd Level:
Roof: or (Asphalt / Cedar Shake) 10#/ft X sf =
(Tile) 18#/ft X sf =_
Exterior Walls: L x 10#/sf x 1/2 (h)
(E2)
Interior Walls: L x 8#/sf x 1/2 (h)
_ (I�
TOTAL
lot Level;
Roof: (1st Floor Roof) 10#/ft X 69-7-of = 6 7
2nd Floor. 10#/ft X —of R_ _
Exterior Walls: (E2) + L x 10#/sf x 1/2 (h)
IgOWIO u Lf. 5 �ssp (E1)
Interior Walls: (1 0 + L x 8#/sf x 1/2 (h)
2� � 7S6TOTAL ;;I
Basement: \
1st Floor: 10#/ft X of -_
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
WWW.NASH-ARCHITECTS.C OM
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I
CLIENT: _
_I NASH`ASSOCiATM SEISMIC ANALYSIS PROJECT: —
DATE:
NAME:__
3
BASE SHEAR:
BASE SHEAR V= (F 5DS/R)W
LEVEL 2: Wdl # x 0.149 =
LEVEL 1: Wdl 7-I (� # x 0.149 =
TOTAL: Wdl y l 1 # x 0.149 = 51 / (V)
Level Dead Load Heil ht Moment Shear ® Stor
(Wdl) (h� (Wdl)(h) rx = [ Wdl)(h)f v Remarks
ml)(h)
2
1 ALA l a �H'I �j l �-7
Total
8003 118th AVE NE Kirkland, WA 98033 (425) 628-4117
WWW.NASH—ARCHITECTS.COM
NASH-ASSOCIATES _ CL>ENT:
1 SEISMIC ANALYSIS PROJECT:
DATE
NAME-
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8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117
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_! NASH`ASSOQ CLIENT:ATES SEISMIC ANALYSIS PROJECT:
A R f;I I f"1 L i 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 ` 16 s,---------------
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8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117
WWW NASH—ARCHITECTS.COM
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MiTek
MiTek USA, Inc.
250 Klug Circle
Corona, CA 92880
951-245-9525
Re: B1605533
1487 A
The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision
based on the parameters provided by ProBuild West(Arlington,WA).
Pages or sheets covered by this seal: K2591577 thru K2591584
My license renewal date for the state of Washington is September 28,2018.
Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3
These truss designs rely on lumber values established by others.
�Q.pWNG
WASy� O
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54074� sy�
S,S+� EtyG
November 18,2016
Zhao,Xiaoming
IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed
in the jurisdictions(s)identified and that the designs comply with ANSI/TPI 1.These designs are based upon parameters
' shown e. loads supports,dimensions shapes and design codes which were given to MiTek.An project specific
g•� ,
PP P g ), g� Y p J P
information included is for MiTek's customer's file reference purpose only,and was not taken into account in the preparation
of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any
particular building.Before use,the building designer should verify applicability of the design parameters and properly
incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2.
Job Truss Truss Type Qty Ply 1487 A
K2591577
B1605533 A01 GABLE 1 1
' I I .Job Reference_(optionall
ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc Thu Nov 17 14:15:54 2016 Page 1
ID:1 pumakLzVH3AMQul2ZVvP 1 yJMj9-2XpxFpANAompNYDeSJLLhf_892GOcuyJ7bpm LylEjp
10t1 8-5 8 5-9-10 5-3-0 o 16-11-8 T40
Scale=1:61.3
3x4=
5.00 12
7 8 9
6
4x8
10
3x8% 5 11
33 34 5x8
4 12
13
14
3 27 30
15
16
�I1 2 17 18
d I
3x6_ 26 25 24
3x4-- 3x4=
3x4 = 3x4= 3x6= 23 22 21 20 19
948-12 153- 35;tI O
8-&12 7-ag —a212
Plate Offsets(X.Y)— 18:0-2-O.Edoel 112:O-4-0.0.1-81
LOADING(psf) SPACING- 2-0-0 CS[ DEFL. in (loc) I/dell Ud PLATES GRIP
TOLL 25.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL) -0.15 2-26 >999 240 MT20 1851148
(Roof Snow=25.0) Lumber DOL 1 15 BC 069 Vert(CT) -0 32 2-26 >915 180
TCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0-69 Horz(CT) 008 17 n/a n/a
'
BCDL 8.0 Code IBC2015/TPI2014 (Matrix) Weight:162 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-6 oc purlins.
BOT CHORD 2x4 HF No.2'Except" BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
17-24:2x4 OF 180OF 1.6E JOINTS 1 Brace at Jt(s):27,28,31
WEBS 2x4 HF Stud/Std"Except' MiTek recommends that Stabilizers and required cross bracing
5-23:2x4 HF No.2 be installed during truss erection,in accordance with Stabilizer
OTHERS 2x4 HF Stud/Std
Installation Duide
REACTIONS. All bearings 10-11-8 except Qt=length)2=0-5-8.
(lb)- Max Horz 2=92(LC 10)
Max Uplift All uplift 100 lb or less at joint(s)2,20,19 except 22=-563(LC 5)
Max Grav All reactions 250 lb or less atjoint(s)22,21,20 except 2=1249(LC 17),
23=1278(LC 5),19=325(LC 1),17=325(LC 1)
FORCES. (lb)-Max Comp./Max.Ten -All forces 250(lb)or less except when shown
TOP CHORD 2-3=-2369/118,3-4=-2072/94,4-33=-1967/98,5-33=-1923/107,5-6=-465/37,
6-7=-384/52,7-8=-305/55,8-9=-356/65,9-10=-368/55,10-11=-381/43,11-34=-389/33,
12-34=-402/25,12-13=-405/24,13-14=-356/12,14-15=-384/0,15-16=-386/0,
16-17=-394/0
BOT CHORD 2-26=-140/2101,25-26=-51/1537,24-25=-26/1752,23-24=-26/1752,22-23=0/338,
21-22=0/338,20-21=01338,19-20=0/338,17-19=0/338
WEBS 5-28=-1428/68,28-29=-1469/75,27-29=-1466/75,27-30=-1515/82,30-31=-1566/84,
31-32=-1589/87,23-32=-1603/89,3-26=-410/119,25-27=-390/66,5-26=-19/547,
5-25=0/487,13-22=-486/98
NOTES-
1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4 8psf;h=25ft;Cat.Il;Exp B;enclosed;MWFRS PORNGZA�
(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1 60 plate grip DOL=1.60 'WAS 0
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. Q�� C��
3)TCLL:ASCE 7-10;Pf=25 0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1 0
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25 0 psf on overhangs
non-concurrent with other live loads
6)All plates are 2x4 MT20 unless otherwise indicated A� 54074 41�
7)Gable studs spaced at 2-0-0 oc. t7� ��otsTeR�
8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads t151 G
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 SIpNpLEN
fit between the bottom chord and any other members.
Continued on page 2 November 18,2016
A WARNING-VarHy 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 budding designer must verity the applicability of design parametors and property Incorporate this design into the overall
building design Bracing indicated is to prevent buckling or Individual truss web andtor chord members only, Additional temporary and permanent bracing MiTek is akvays required for stability and to prevent collapse with poss:bie personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria.VA 22314. Corona,CA 92880
I
Job Truss Truss Type City Ply 1467 A
K2591577
81605533 A01 GABLE 1 1
_ job Reference lion
ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc, Thu Nov 17 14:15:54 2016 Page 2
NOTES-
IDApumakLzVH3AMQul2ZVvP1yJMj9-2XpxFpANAompNYDeSJLLhf 892GOcuyJ?bpmL_rlEjp
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,20,19 except Qt=lb)22=563.
11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss
r
A WARNING-Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.1010312015 BEFORE USE.
Design valid for use only with M1TekO connectors,This design Is based only upon Parameters shown,and is for an individual budding componam,not
a truss system.Before use,the building designer must verify the appiicabikly,of design parameters and property incorporate this design into the overall
building dosign Bracing indicated is 10 prevent buckl n of individual truss web and/or chord members only.Additional temporary and permanent bracing Mire k
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabilcateon,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII quality Criteria,DSB49 and SCSI Building Component 250 Klug Circle
Safety information available from Truss Plate Inshlao.218 N Lee Street,Suite 312.Alexandria.VA 22314 Corona,CA 92880
}7
Job JTruss Truss Type Qly Ply 1487 A
K2591578
�1605533 A02 Common 17 1
` b Reference Ljiona
ProBUIId Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc Thu Nov 17 14:15:55 2016 Page 1
ID:1 pumakLzVH3AMQul2ZVvP1 yJMj9-XkNJT8B?x6ug?iog00taDtXHjSaVLGOTDFZKuQylEjo
s1.0•n n.8.0 0971D 9a.R 1� a5-aD ]B.D.O
. 1.00 fi-3-3 6-1-3 5-1-10 5-1-10 6-1-3 T 6-3-3 1t-0�0
Scale=1:60.8
4x4=
500 12
8
3x4% 3x4
3x6% 5
18 17 3x6
4 8
2x4\1 2x4
3 9
2 10
yiiLai
11 I�
d 3x8= 15 18 19 14 13 20 21 12 3x8= o
3x4= 3x8— 3x8= 3x4=
r R.10.15 17-a 0 { _2c" { 35 1 0
8.110.15 5-7-1
Plate offse►s(x.Y)- 12:0,4-2 a-1-BL 110:0-4-2.0-1-81
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TOLL 25.0 Plate Grip DOL 1 15 TC 063 Vert(LL) -0.26 12-13 >999 240 MT20 185/148
(Roof Snow=25.0) Lumber DOL 1.15 BC 083 Vert(CT) -0.48 12-13 >657 180
TCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(CT) 0.16 10 n/a n/a
B u D 1- —8 Code IBC2015/TPI2014 (Matrix) Weight:135 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-4 oc purlins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing
WEBS 2x4 HF Stud/Std"Except' MiTek recommends that Stabilizers and required cross bracing
6-13:2x4 HF No.2 be installed during truss erection,in accordance with Stabilizer
REACTIONS. (lb/size) 2=1571I0-5-8,10=1571/0-5-8 Installation guide.
Max Horz 2=92(LC 10)
Max Uplift 2=-59(LC 10).10=-59(LC 11)
FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown
TOP CHORD 2-3=-3182/109,3-4=-2856/74,4-16=-2746/78,5-16=-2705/88,5-6=-1992/75,
6-7=-1992/75,7-17=-2705/88,8-17=-2746/79,8-9=-2856/74,9-10=-3182/109
BOT CHORD 2-15=-13412848,15-18=-44/2274,18-19=-44/2274,14-19=-44/2274,13-14=-44/2274,
13-20=0/2274,20-21=0/2274,12-21=0/2274,10-12=-42/2848
WEBS 6-13=-4/1159,7-13=-875/126,5-13=-875/126,7-12=-0/511,9-12=-398/123,
5-15=-0/511,3-15=-398/123
NOTES-
1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat ll;Exp B;enclosed;MWFRS
(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1 60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category ll;Exp B;Fully Exp.;Ct=1
3)Unbalanced snow loads have been considered forthis design.
4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs
non-concurrent with other live loads.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads �0M1NG Z,
6)"This truss has been designed for a live lead 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=8.Opsf. WA O
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,10 C�
8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss 0
54074
is-
AL �G
November 18,2016
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 MiTehA 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 property incorporate this design into the overall
bustling design. Bracing Indicated is to prevent buckling of indMdual truss web andfor chord members only Additional temporary and permanent bracing MiTek
is always required rot stability and to prevent collapse with possible personal injury and property damago. For general gwdanco regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPl1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle
Safety Information availabte from Truss Plate Institute,218 N Lee Street.Suite 312,Alexandria,VA 22314. Corona,CA 92880
Job Truss Truss Type ply Ply 1487 A
K2591579
B1605533 A03D Common 2 1
Job Reference o lional
ProBuild Arlington, Arlinglon,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc Thu Nov 17 14:15:56 2016 Page 1
ID:1 pumakLzVH3AMQul2ZVvP 1 yJMj9-?wxhgUCdiQOXcsNOakOpm43PgruO4klcSvltQsylEjn
d-tla 12.4.E 17.8.0 22 7.10 2e-B•�a aS.n.n 411, 0
1:00 8-3-3 6-1-3 5-1-10 5-1-10 8-1-3 8-3-3 1.0.0
Scale=1:61.1
4x4=
5 00 12
6
3x4% 3x4
WO% 5 7 3x10
16 17
4 8
2x4�� 2x414
s s
2 10
91 11 Id
6x18 MT18H= 15 16 19 14 13 20 21 12 d
BAB MT18H=
3x4= 4x4= 3x6= 3x4=
i7.6-Q 35.0.0
a-10-15 A_7-1_ 8-7-1 a-10-15 f _
Plate Offsets XY)— 12:0-4.11_Edual [10s0.4-11.Edaej,
LOADING(ps25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP
CLL(Roof Snow=25 0) Plate Grip DOL 1.15 TC 081 Vert(LL) -0 32 13-15 >999 240 MT20 185/148
TCDL 10-0 Lumber DOL 1.15 BC 085 Vert(CT) -0 50 13-15 >832 180 MT18H 2201195
BCLL 0.0 ' Rep Stress Incr YES WB 0.96 Horz(CT) 013 10 n/a n/a
3GU1 Code IBC2015/TPI2014 (Matrix) Weight:151 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2'Except" TOP CHORD Structural wood sheathing directly applied or 2-1-4 oc purlins
1-4,8-11:2x4 DF 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
BOT CHORD 2x4 DF 180OF 1 6E MiTek recommends that Stabilizers and required cross bracing
WEBS 2x4 HF Stud/Std"Except' be installed during truss erection,in accordance with Stabilizer
WEDGE 6-13:2x4 HF No.2 Installation Guide.
Left:2x6 SP No.2,Right:2x6 SP No.2
REACTIONS. (lb/size) 2=1571/0-5-8,10=1571/0-5-8
Max Horz 2=-92(LC 41)
Max Uplift2=-2644(LC 38),10=-2644(LC 41)
Max Grav 2=3339(LC 25).10=3339(LC 24)
FORCES. (lb)-Max Comp./Max.Ten -All forces 250(lb)or less except when shown
TOP CHORD 2-3=-7677/6492,3-4=-5752/4027,4-16=-4504/2734,5-16=-4041/2168,5-6=-3278/1993,
6-7=-3278/1993,7-17=-4041/2168,8-17=-4504/2734,8-9=-5752/4027,9-10=-7677/6493
BOT CHORD 2-15=-6002/7046,15-18=-3009/4292,18-19=-1384/3285,14-19=-136013073,
13-14=-312/2273,13-20=-220/3073,20-21=-1 292/3285,12-21=-2917/4292,
10-12=-5910/7046
WEBS 6-13=-4/1157,7-13=-874/170,7-12=-94/558,9-12=-401/229,5-13=-874/170,
5-15=-93/558,3-15=-401/229
NOTES-
1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat 11;Exp B;enclosed;MWFRS
(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 C
2)TCLL:ASCE 7-10;Pf=25 0 psf(flat roof snow);Category 11;Exp B;Fully Exp;Ct=1 �0M
3 Unbalanced snow loads have been considered for this design. Y
4)This truss has been designed for greater of min roof live load of 19.0 psf or 2 00 times flat roof load of 25 0 psf on overhangs Q�jFASA�
non-concurrent with other live loads S 5)All plates are MT20 plates unless otherwise indicated. CEO.yr
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=8 Opsf.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=26441, A.t1 54074 QIr
10=2644. 0 GISTE��
~ 9)his truss along bottom Nord f designed for
a total t drag
0 0 fodr of 0 pf.If.Lumber DOL=(1.33)Plate grip DOL=(1 33) Connect truss to resist drag �`sS Gtsn
10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
November 18,2016
AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE.
Design valid for use only with MITekde connectors This design is based only upon paramolors 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 pal
budding 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 stabrldy and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of frusses and truss systems,Sao ANSVTPII Quality Criteria,DS8,99 and BCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate Institute,218 N.Lee Street-Suite 312,Alexandna,vA 22314. Corona,CA 92880
Job Truss Truss Type Qty Ply 1487 A
K2591580
B1605533 A04 Common 2 1
' Job Reference(optional)
ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Nov 17 14:15:58 2016 Page 1
I D:1 pumakLzVH3AMQul2ZVvP 1 yJMj9-xl3R5AD1E1 GFs9WPh9QHrV9mzfdlYcKvwDn_UlylEjl
40 8-3 3 6-1-3 5-1-10 5-1-10 4-4-6 8-0-0 1
Scale=1:60.8
5x8=
5.00 12
6
5 7
17 16
4 6
2x4
2x4 9
3
d1 2 10 11
an c Id
16 19 20 15 14 13 12 3x6=
I &10.15 17•B•0 I 19.9.4 I 24.2.12i z&"
8.10.15 �Q1-T_ 2-3.4 4•b8 10-Q-4
Plate Offsets(X.Yl— 12:0-1-2.Edgel
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP
TOLL Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0 30 10-12 >420 240 MT20 185/148
(Roof Snow=25 0) Lumber DOL 1.15 BC 0.69 Vert(CT) -0 59 10-12 >214 180
TCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 099 Horz(CT) 002 13 n/a n/a
'
AF CDL 8.0 Code IBC2015/TPI2014 (Matrix) Weight:141 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-11 oc purlins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 HF Stud/Std*Except* WEBS 1 Row at midpt 6-13
6-14,6-13:2x4 HF No 2 MiTek recommends that Stabilizers and required cross bracing
[be installed during truss erection,in accordance with Stabilizer
Installation guide
REACTIONS. All bearings 0-5-8.
(lb)- Max Horz 2=92(LC 10)
Max Uplift All uplift 100 lb or less at joint(s)2,12,10 except 13=-107(LC 10)
Max Grav All reactions 250 lb or less at joint(s)except 2=794(LC 17).13=1739(LC
17),12=675(LC 18),10=406(LC 18)
FORCES. (lb)-Max.Comp./Max.Ten -All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-1255/68,3-4=-915/32,4-17=-805/37,5-17=-757/47,5-6=0/278,6-7=-5/701,
7-18=0/435,8-18=0/377,8-9=-0/327
BOT CHORD 2-16=-96/1084,16-19=-6/463,19-20=-6/463,15-20=-6/463,14-15=-6/463,
12-13=-421/71
WEBS 6-14=-10/743,7-13=-385/52,5-14=-901/125,7-12=-128/346,5-16=0/562,
3-16=-447/124,6-13=-1475/47,9-12=-490/123
NOTES-
1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=6 Opsf;BCDL=4.8psf;h=25ft;Cat 11;Exp B;enclosed;MWFRS
(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1 60 plate grip DOL=1 60
2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp;Ct=1
3)Unbalanced snow loads have been considered for this design. �OMMG
4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangsASItj O
non-concurrent with other live loads.
5)All plates are 3x4 MT20 unless otherwise indicated. Gi
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 0
7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Cli
fit between the bottom chord and any other members,with BCDL=8 Opsf.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,12,10 except
(jt=lb)13=107
9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss *Pox,
,p 54074Q/
'SGISTBR�
�s`rIONAL EEO
November 18,2016
AWARNING-Verily,design parameters and READ NOTES ON TNIS 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.Beforo use.the building designar must verify the applicability of design parameters and propedy Incorporate this design into the overall
building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only Add'dlonal Temporary and permanent bracing M iTe k
is akvays required for stability and to prevant co8epse with possible personal Injury and property damage For general guidance regarding the
fabrication,storage,detrvery,erection and bracing of trusses and truss systems,see ANSYTPIt Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Corona,CA 92880
Job Truss Truss Type Qty Ply 1487 A
K2591581
B1605533 A05 GABLE 1 1
Job Reference footionah
ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Nov 17 14:15:58 2016 Page 1
ID:1pumakLzVH3AMQul2ZVvP1yJMj9-xl3R5AD1E1GFs9WPh9QHrV9j9fdKYiRvwDn UlylEjl
ti�hll r7-e-D ��.e.e ian.n a�nn
17-6-0 9-6-0 8-G-0 -61 0
Scale=1:80.8
3x4= 5.00 112
11 12 13
10 14
3x4 9
8 15 S4 4x4
7 18
6 17 3x6
18
5
33
4
32
3
31
hI1 2lly 19 20I¢
d d
3x4 = 3x10= 21 3x6=
30 29 26 27 26 25 24 23 22
5x6=
I 2a�t2 l �7.0.o I 35-0-0
4-9-12_ &d 8-o-o
Plate offsets(X.Y)— [12'0-2-0.EdagJ 12470-3-0 0-3-01
T (ps2 CLL 25.0
SPACING- 2-0-0 CSI DEFL. in (loc) Ildefl Ud PLATES GRIP
(Roof Snow=25 0) Plate Grip DOL 1.15 TC 0.93 Vert(LL) -0 32 19-21 >401 240 MT20 185/148
TCDL 10.0 Lumber DOL 1.15 BC 0.69 Vert(CT) -0.62 19-21 >207 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.60 Horz(CT) -0 01 21 n/a n/a
UCL11 $0 Code IBC2015/TPI2014 (Matrix) Weight:159 Ib FT=20%
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 or 6-0-0 oc bracing, Except:
WEBS 2x4 HF No.2"Except' 10-0-0 oc bracing:19-21.
18-21:2x4 HF Stud/Std JOINTS 1 Brace at A(a),31,32,33
OTHERS 2x4 HF Slud/Std MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation uide- _
REACTIONS. All bearings 20-0-0 except Qt=length)21=0-5-8,19=0-5-8
(lb)- Max Horz 19=92(LC 10)
Max Uplift All uplift 100 lb or less at joint(s)21,19,30,29,28,27,26,25,24
except 22=-126(LC 11)
Max Grav All reactions 250 lb or less at joint(s)2,30,29,28,27,26.25,23
except 22=697(LC 18),21=668(LC 18),19=504(LC 18),24=257(LC 17)
FORCES. (lb)-Max.Comp./Max Ten -All forces 250(lb)or less except when shown
TOP CHORD 13-14=-5/275,16-19=-419/88
BOT CHORD 19-21=-49/304
WEBS 18-21=-634/131,13-22=-651/119
NOTES-
1)Wind:ASCE 7-10;VuIt=11Omph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4 8psf;h=25ft;Cat 11;Exp B;enclosed;MWFRS
(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60
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;Fully Exp,;Ct=1 OMMG 2A
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 19.0 psf or 2,00 times flat roof load of 25.0 psf on overhangs W 0
non-concurrent with other live loads �G,r
6)All plates are 2x4 MT20 unless otherwise indicated
7)Gable studs spaced at 2-0-0 oc.
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 100 lb uplift at joint(s)21,19,30,29,28, A+f� 54074 Qr
27,26,25,24 except(jt=lb)22=126. 0�� FO/S
11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. s' G
SIDNAL��
November 18,2016
A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev.10/03/2015 BEFORE USE.
Design valid for use orgy with MiTek®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 verity the applicability of design parameters and properly incorporate this design Into the overall
budding design.Bracing indicated U to prevent buckling of indvidual truss web andlor chord members only Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regonfktg this
fabrication,storage,delivery.erection and bracing of trusses and truss systems.see ANSUTPII Quality Criteria.DSB49 and SCSI Building Component 250 Klug Circle
Safety Information availoblo from Truss Plate Institute,218 N Lee Street,Suite 312.Alexandria,VA 22314- Corona,CA 92880
Job Truss FGA
Type Qty Ply 1487 A
K2591582
81605533 B01 E 1 1
Job Reference Lion
ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Nov 17 14:15:59 2016 Page 1
ID:1 pumakLzVH3AMQul2ZVvP 1 yJMj9-PVdgl WEV7LO6TJ5bFsxWOjh5i36KH Hg38txx1 BylEjk
r-1 0.G r 1 -M 2441.0 �5.11.n
1-0-0 12-3-0 12-3-0 1 0-0
Scale=1:43.6
3x4=
8 9
7
5-00 12 10
6
11
5
12
4
13
3
2 14
$fit 15 I�
d
3x4= 26 25 24 23 22 21 20 19 18 17 16 3x4=
3x4=
j 24iw0 1
24�" _
_Plate Offsets fX.Y)— (8 0 2-0.Edggj
LOADING(psf) �f
TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP
(Roof Snow=25.0) Plate Grip DOL 1 15 TC 0.12 Vert(LL) 0.00 14 n/r 180 MT20 185/148
TCDL 10.0 Lumber DOL 1 15 BC 0.06 Vert(CT) 0.00 15 n/r 120
BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 14 n/a n/a
U09 $Q Code IBC2015/TPI2014 (Matrix) Weight:95 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing
OTHERS 2x4 HF Stud/Std f MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation ouide
REACTIONS. All bearings 24-6-0.
(lb)- Max Horz 2=66(LC 10)
Max Uplift All uplift 100 lb or less at joint(s)2,26,25,24,23,19.18,14,17,
16
Max Grav All reactions 250 lb or less at joint(s)2,26,25,24,23,22,20,19,18,
14,17 except 16=287(LC 18)
FORCES. (lb)-Max.Comp./Max.Ten -All forces 250(lb)or less except when shown
NOTES.
1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS
(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1 60 plate grip DOL=1.60
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;Fully Exp.;Ct=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 19 0 psf or 2.00 times flat roof load of 25 0 psf on overhangs
non-concurrent with other live loads.
6)All plates are 2x4 MT20 unless otherwise indicated.
7)Gable requires continuous bottom chord bearing. �>,N1IdG
8)Gable studs spaced at 2-0-0 oc. 'Lq
9)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads WAS O
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)2,26,25,24,23,19,
18,14,17,16.
12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
06� 54074 4
SS��NAL
G
November 18,2016
A WARNING-Verily 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 verity the applicability of design parameters and properly incorporate this design into the overall
budding design. Bracing Indicated is to prevent buckling of individual truss web ardlor chord members only.Additional temporary and permaneht bracing MiTek
Is always required for stabddy and to prevent collapse with possible personal injury and property damage For general guidance regarding the
fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle
Safety information available from Truss Plate Ingdute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880
Job rBO2ss
Truss Type Sly Ply 1487 A
K2591563
B1605533 Common IS
1
Job Reference o Co a
ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Nov 17 14:16:00 2016 Page 1
ID:1 pumakLzVH3AM0ul2ZVvP1yJMj9-thACW5FBmeXz5TgopZSlwwE8gSKkOhHCNXG5ZdyIEjj
6-5- 12-3.D t8.0.10 a-8.0 2s.a.n
1-0.0 -56 5-9-10 5-9-10 6-5-6 1-0.0
Scale=1:43.5
44=
4
5.00 F12
2x4 \\ 11 12 2x4
3 5
2 e
$r 7 jd
_ 10 9 8
3x5 3x4= 3x4= 3x4= 3x6
���--- — 7 G-6— 8.612 i
LOADING(psi
TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.61 Vert(LL) -0 16 2-10 >999 240 MT20 1851148
TCDL 1010 Lumber DOL 1.15 BC 0.63 Vert(CT) -0 33 2-10 >884 180
BCLL 0.0 " Rep Stress Incr YES WB 0.32 Horz(CT) 0.07 6 n/a n/a
BCDL 8,0 Code IBC2015/TPI2014 (Matrix) Weight:84 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No 2 TOP CHORD Structural wood sheathing directly applied or 3-4-1 oc purlins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 HF Stud/Std MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer J
REACTIONS. (lb/size) 2=1120/0-5-8,6=1120/0-5-8 Installationuide.
Max Horz 2=-66(LC 15)
Max Uplift2=-45(LC 10),6=-45(LC 11)
FORCES. (lb)-Max.Comp./Max.Ten -All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-2055/77,3-11=-1 747/39,4-11=-1 657/64,4-12=-1657/64,5-12=-1747/40,
5-6=-2055/78
BOT CHORD 2-10=-77/1815,9-10=0/1217,8-9=0/1217,6-8=-12/1815
WEBS 4-8=-27/625,5-8=-510/128,4-10=-27/625,3-10=-510/128
NOTES-
1)Wind:ASCE 7-10;VUK=11Omph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS
(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip D0L=1 60
2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category Il;Exp B;Fully Exp.;Ct=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 19.0 psf or 2.00 times flat roof load of 25 0 psf on overhangs
non-concurrent with other live loads
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)"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
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,6. OWNG Z
8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. O
F �
(ice
ox
w0wpo RF 54074� q,4
SSI�NAL���
November 18,2016
A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 rev.1010312015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must vitrify the appbcab8tty of design pammelers and property Incorporate this design into the overiel
building design Bracing Indicated Is to prevent buckling of Individual truss web anmor chord members only.Additional temporary and permanent bracing MiTek
is always required for stability and to prevent collapse with possible personal Injury and proporty damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate tnslauto,218 N.Lee Street.Sutte 312,Alexandria,VA 22314. Corona,CA 92880
Job Truss Truss Type Qty Ply 1487 A
K2591584
B1605533 C01 GABLE 1 1
J Reference(optional)
ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Nov 17 14:16:01 2016 Page 1
to:1 pumakLzVH3AMQul2ZVvP 1 yJMj9-LtkajC Fm WyfpjdF_MHz_T8nQJsoFICdLcBOe54ylEji
1-aD r a n n
1-a0 B-a0 6-a0 1-0-0
Scale=1:29.6
4x4=
5
5.00 F12 4 6
3 15 16 7
2 6
e I0
3x4= 14 13 12 11 10 3x4=
r 16.0.0
t&0-0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP
TOLL Plate Grip DOL 1.15 TC 017 Vert(LL) -0 00 9 n/r 180 MT20 185/148
(Roof Snow=25 0 0)) Lumber DOL 1.15 BC 010 Vert(CT) 000 9 n/r 120
TCDL 10 0 Rep Stress Incr YES W 0 06 Horz(CT) 0.00 8 n/a n/a
BCLL 0 0 B Matra o
BCJL 80 Code IBC2015/TPI2014 ( ) � Weight:54 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing
OTHERS 2x4 HF Stud/Std MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation ulde.
REACTIONS. All bearings 16-0-0.
(lb)- Max Horz 2=45(LC 10)
Max Uplift All uplift 100 lb or less at joint(s)2,8,14,13,11,10
Max Grav All reactions 250 lb or less at joint(s)2,8,13,12,11 except 14=339(LC 17),10=339(LC 18)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown
WEBS 3-14=-273/79,7-111
NOTES-
1)Wind:ASCE 7-10;Vul1=110mph(3-second gust)Vasd=87mph;TCDL=6 Opsf;BCDL=4 8psf;h=25ft;Cat.Il;Exp B;enclosed;MWFRS
(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60
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 Il;Exp B;Fully Exp;Ct=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 19.0 psf or 2.00 times flat roof load of 25 0 psf on overhangs
non-concurrent with other live loads.
6)All plates are 2x4 MT20 unless otherwise indicated.
7)Gable requires continuous bottom chord bearing.
8)Gable studs spaced at 2-0-0 Do.
9)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. pt,A1NG ZA-
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. p4 WASN 0
11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,8,14,13,11.10
12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss �e 0
• r
54074 A,
G+�, 8f37STV
SSfONAL��G
November 18,2016
A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE.
Design valid for use only with MrTeka connectors This design is based only upon parameters shown,and is for an individual building component,not
I
truss system.Before use,the building designer must vent'the applicability of design parameters and property incorporate thistle sign Into the overall
building design Bracing indicated is to prevent buckling of individual truss wob andlor chord members only Add4ional 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 SCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate Institute.218 N-Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880
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Prescriptive Energy Code Compliance for All Climate Zones in Washington
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 cones
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 Walle''°'" 21 int 0.056
Mass Wall R-Value' 21/21" 0.056
Floor 3011 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
0 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.
[12. 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.
❑4. Additions less than 500 square feet. .5 credits
Table R406.2 Summary
-Option Description Credit(s)
1a Efficient Building Envelope la 0.5 ❑
lb Efficient Building Envelope lb 1.0 ❑ ��
1c Efficient Building Envelope 1c 2.0 El ����� �®
1d Efficient Building Envelope 1d 0.5 O
2a Air Leakage Control and Efficient Ventilation 2a 0.5 ❑
2b Air Leakage Control and Efficient Ventilation 2b 1.0 ❑
2c Air Leakage Control and Efficient Ventilation 2c 1.5 ❑
3a High Efficiency HVAC 3a 1.0 (] 1.0
3b High Efficiency HVAC 3b 1.0 ❑
3c High Efficiency HVAC 3c 1.5 ❑
3d High Efficiency HVAC 3d 1.0 ❑
4 High Efficiency HVAC Distribution System 1.0 ❑
5a Efficient Water Heating 5a 0.5 1] 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
APR 20 2017
1An 1441
. r
Table R402.1.1 Footnotes
For SI: 1 foot.=304.8 mm,ci.=continuous insulation,int.=intermediate framing.
i 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.
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.
J Reserved.
k For single rafter-or joist-vaulted ceilings,the insulation may be reduced to R-38.
i Reserved.
m Int.(intermediate framing)denotes standard framing 16 inches on center with headers insulated with a
minimum of R-10 insulation.
Table R402.1.3 Footnote
a Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as
specified in Section R402.1.3.
Window, Skylight and Door Schedule
P(oject Information Contact Information
Plan 1487
Width Height
Ref. U-factor Qt. Feet inch Feet inch Area UA
Exempt Swinging Door(24 sq. ft. max.) 0.0 0.00
Exempt Glazed Fenestration(15 sq.ft. max.) 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 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 16 '° 41.01 12.30
Master Bedroom 10.30 1 5 5 1 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 0.0 0.00
0.30 0.0 0.00
0.30 0.0 0.00
0.30 0.0 0.00
0.30 0.0 0.00
0.30 0.01 0.00
0.30 0.0 0.00
0.30 0.0 0.00
0.30 0.0 0.00
0.30 0.0 0.00
0.30 0.0 0.00
0.30 0.0 0.00
0.30 0.0 0.00
0.30 0.0 0.00
0.30 0.0 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
LJ 0.0 0.00
11 F 0.0 0.00
0.01 0.00
0.01 0.00
0.01 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 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
0.01 0.00
Sum of Overhead Glazing Area and UA 0.01 0.00
Overhead Glazing Area Weighted U=UA/Area 1 0.00
Total Sum of Fenestration Area and UA (for heating system sizing calculations) 1 173.81 52.13
Simple Heating System Size:Washington State
This heating system sizing calculator is based on the Prescriptive Reguiremenls of the 2015 Washington State Energy Code(WSEC)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.
Pro vct Information Contact Information
Plan 1487
Heating System Type: O All ether Systems O Heat Pump
To see detailed Instructions for each section,place your cursor on the word"Instructions".
Design Temperature
Design Temperature Difference(AT) 47
L r �.. ♦ ! AT=Indoor(70 degrees)-Outdoor Design Temp
Area of Buildinq
Conditioned Floor Area
Instructions Conditioned Floor Area(sq ft) F 1.487
Average Ceiling Height Conditioned Volume
Instructions Average Ceiling Height(ft) 9.0 13,383
Glazina and Doors U-Factor X Area = UA
Instructions
0.30 159 47,70
Skylights U-Factor X Area UA
Instructions
0.50 .»
Insulation
Attic U-Factor X Area = UA
Instructions 1R-49 .�I 0.026 1.487 38.66
Single Rafter or Joist Vaulted Ceilings U-Factor X Area UA
Instructions Select R-Value No selection ---
Above Grade Walls toes Figure 1) U-Factor X Area UA
Instruct ens 61 R-21 Intermediate 0.056 F 1,600 89.60
Floors U-Factor X Area UA
Instructions OR-30 -- —� 0.029 1.487 43.12
Below Grade Walls law Figure 1) U-Factor X Area UA
Instructions
j No Below Grade Walls in this proem ♦ -
Slab Below Grade fees Finuren F-Factor X Length UA
Instructions Selectcomitloning ♦ I No selection --
Slab on Grade(see FVure ii F-Factor X Length UA
Instructions (--�
No Slab on Grade In tMs;oirc: ♦
Location of Ducts J
Instructions Duct Leakage Coefficient
J UncartOltltxcell Space ♦
1.10
Sum of UA 219.09
Envelope Heat Load 10,297 Btu/Hour
Fwaure 1. Sum ofUAXAT
Air Leakage Heat Load 6,793 Btu/Hour
VolumeX O.BXATX.010
ntava Graeo Bullding Design Heat Load 17,090 Btu/Hour
Air Leakage+Envelope Heat Loss
Building and Duct Heat Load 18,799 Btu/Hour
Ducts in unconditioned space:Sum of BuidMg Heat Loss X 1,10
Ducts In conditioned space:Sum of Building Heat Loss X 1
Maximum Heat Equipment Output 26,319 Btu/Hour
Budding and Duct Heal Loss X 1.40 for Forced Air Furnace
Budding and Duct Hoot Loss X 1.25 for Heal Pump
(07/OV-13)
i
-I 1VASH• I I T L C ASSOCIATES CI.>ENT:
I SEISMIC ANALYSIS PROJECT _
t rr c'r 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
231:, IK(A
3, p = 2-[2(Vaccstory)/(Vumax)(Ab 1/2)
L ` ZCs, Tn )
06
WINO
8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117
WWW NASH-ARCHITECTS.COD[
a
rk
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G�
BUILDING INSPECTION REPORT— Residential Final
Permit No. 1441
Address: 9024 171st Street NE
Contractor: LGI Homes - Washington, LLC
Owner: LGI Homes - Washington, LLC
1
Date: 9/26/2017
L APPROVAL ❑ PARTIAL APPROVAL
❑ CORRECTION ❑ OTHER
INSPECTION: Final Building
ADDRESS NUMBERS: ❑ ACCESS: ❑
PLUMBING: ❑ MECHANICAL: ❑
SMOKE DETECTION: ❑ CO DETECTION: ❑
LIFE SAFETY: ❑ DECKS: ❑
HANDRAILS: ❑ PLANTINGS: ❑
WATER: ❑ SEWER: ❑
LIGHTING: ❑ FINAL ELECTRICAL: ❑
BLOWER DOOR/DUCT CERT: ❑ INSULATION CERT: ❑
Date: 9/26/2017 Inspector: Kevin Olander
CITY OF ARLINGTON
238 N. OLYMPIC AVE -ARLINGTON, WA. 98223
PHONE; (360)403-3551
BUILDING PERMIT
Address:9024 171 st Street NE Permit#:1441
Parcel#: Valuation: 187422.00
OWNER APPLICANT CONTRACTOR
Name:LGI HOMES-WASHINGTON LLC Name:LGI Homes-Washington,LLC Name:LGI Homes-Washington,LLC
Address: 1450 LAKE ROBBINS DR STE 430 Address:11410 NE 124th Street,Ste#103 Address: 11410 NE 124th Street,Ste#103
City,State Zip:THE WOODLANDS,TX 77380 City,State Zip:Kirkland,WA 98034 City,State Zip:Kirkland,WA 98034
Phone: Phone: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: I OCC GROUP: R-3
BUILDINGS: OCC LOAD:
PERMIT APPROVAL
I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED
THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO
WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27.
THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID.
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR
A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110.
SALES TAX NOTICE:Sales tax relating to construction and construction materials in the City f"tn n must be reported on your sales tax return form
and Vcd ity of i ton#31 I.
VSign ure Print Name Date Men By Date
CONDITIONS
Adhere to approved plans. Additional requirements: The Quick-Joint fittings (that were included as part of
the plat's pressure test) were removed/cut off from tail pieces. These were to be the domestic plumbing
point of connection.New ones will need to be supplied and re-installed by plumber/developer at time of
service line connection. Call the Public Works Department at 360-403-3526 for connection inspection.
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
5/10/2017 Building Permit Fee $2,109.12
5/10/2017 Building Plan Review Fee $1,370.93
5/10/2017 Furnace $25.00
5/10/2017 Gas Outlets Base Fee 1 to 5 $10.00
5/10/2017 Mechanical Fee(Enter Fixture Fee) $25.00
5/10/2017 Mechanical Permit Base Fee $25.00
5/10/2017 Park-Community MF $1,662.00
5/10/2017 Plumbing Permit Base Fee $25.00
5/10/2017 Plumbing Permit Fee(Enter Fixture Fee) $132.00
5/10/2017 Processing/Technology Fee $25.00
5/10/2017 State Building Code Surcharge Fee $4.50
5/10/2017 Traffic Mitigation $3,355.00
5/1 012 0 1 7 Water Heater $25.00
Total Due: $8,793.5.5
Total 1'avrncnl: $1.370.93
Balance Due: $7,422.62
CALL FOR INSPECTIONS
BUILDING(350)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
\f
I
,ram
Permit Information
Date 4/21/2017
Permit Number 1441
Project Name Gregory Park
Applicant Name LGI Homes-Washington,LLC
Applicant Address 11410 NE 124th Street,Ste#103
City,State,Zip Kirkland,WA 98034
Contact Matt Adams
Phone 425-785-0797
Email matt.adams@lgihomes.com
Permit Type Single Family Residence
Site Address 9024 171 st Street NE
Valuation 187422.00
Status Applied
Permit Issued
Permit Expires
Square Feet 1889
Type of Construction/Occupancy Load V-B
Number of Stories 1
Proposed Use New SFR
Assigned To Kristin Foster
Contractors
Contractor Name Primary Phone Email Contractor License License#
Contact Type
I_GI Homes-Washington,Jake Jabusch 0588 3- ake.jabusch@lgihomes.co CONTRACTOR IIndusLabo and I_GIHOHL857M
I_LC )588 Ilndustries
Review
Date Type Description I Target Date Completed Date J Assigned To Status
4/21/2017 IlResidential Dwellin t/28/2017 lRick Karns lin Review
Fees
Fee Description I Notes I Amount
Building Plan Review Feel 345.83.00.00 1 $1.370.9
Total $1,370.9
Payments
Date Paid By Amount I Description I Pa ment T pe I Acce ted B
4/21/2017 JLGI Homes-Washington, LLC $1,370.9 Plan Review ;heck#4460 Kristin Foster
Total $1,370.9N Amount Outstanding:$0.Oa
Notes
Date Note
4/21/2017 Lot 48-Plan 1487 Columbia
Uploaded Files Upload File
Date File Uploaded B
4/21/2017 3:36:40 PM 1441 Applicationadf Foster, Kristin x
4/21/2017 3:36:40 PM 1441 Site Plan.pdf Foster,Kristin 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:
Furnace (80+) Model # %/-rV,43m4 /� AFUE
❑ Heat Pump Model # SEER HSPE
AC Unit Model # SEER
LJ Type II Hood ❑ Commercial Cooking Appliance ❑ Hydronic Piping
❑ Boiler ❑ Solid-Fuel Appliance ❑ PV System
01 Fireplace Insert ❑ Outdoor BBQ ❑ Storage Tank
�`- Freestanding Stove Gas Piping ❑ Other
Gas Piping Information
Not Applicable: ❑
Pipe Material: *( Pipe Size: _�Total BTU's of all Appliances: /�O _ �D 6
Distance from Meter to Furthest Appliance: rV
• 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: 4VJ 4
Print Applicants Name: /kA-,,— "A-10
6/16LP Page 3 of 3
Low
RESIDENTIAL PERMIT APPLICATION
Department of Community & Economic Development
City of Arlington• 18204 59th Ave NE • Arlington, WA 98223 • Phone(360)403-3551
THIS APPLICATION IS TO BE USED WHEN APPLYING FOR A NEW SINGLE-FAMILY, DUPLEX, TOWNHOUSE,
ADDITION, DECK,OR ACCESSORY STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2)SETS
OF CONSTRUCTION DRAWINGS AND TWO(2)SETS OF STRUCTURAL CALCULATIONS. THE APPLICATION MUST
ALSO INCLUDE THE PLUMBING SUBMITTAL AND THE MECHANICAL SUBMITTAL FORMS. THE ZONING
VERIFICATION MAY BE SUBMITTED PRIOR.
Project Address: �D � f 5 r Cj`rGEE,'i� /�� Plat: 6 Z4_1_6 O/L I/
Single-family ❑ Duplex ❑ Townhouse ❑ Addition ❑ Accessory structure
Proposed Area: 1 s` Floor: 2"d Floor: Garage: Total SF:
D scribe Proposal (include cross street):
��' N l 7nhl f c�?_ J SLAAJ f
Valuation: � I ,
Owner: GG-,(
Address: I1q60 IJL (zj'4 -71- City: V_ ?_W A-N 7> State: I A Zip Code: 03
Phone: 'Q /�// 7-05-- 01-C17- Email: 4A:rT-4,of7u $ (w
Applicant: I wLk �— UA&6 A/6 M
Address: City: b L�DState: Zip Code: 9
Phone: L Email: {�A'R'. _5 Lt(71f��tF5'
. CaOttj
Contractor: W,e A- A rJ
Address:/-m, City: vta State: Zip Code: ��3
Phone: ) - _ — Email: V11k T. &At'6 Cz— 4k;�.4P' '-
Contact Person: 44--w7 License Number:L 04W9 Expiration:
6/16LP Page 1 of 3
A RESIDENTIAL PERMIT APPLICATION
• ® Department of Community & Economic Development
City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551
Plumbing Section (continue filling out if plumbing is involved)
(Check all that apply and indicate the number of fixtures proposed)
�'—Bath/Shower Combo (4.0) x 6Lli_ Sink (1.5) x r
' --Shower (2.0) x r [4, Lavatory (1.0) x
C-1 Clothes Washer (4.0) x ( ! Water Closet (2.5) x
[ - Dishwasher (1.5) x I ( Water Heater x r
Hose Bibb (2.5) x Water Heater Model#
�-- Other (list) x
Plumbing Section Continued
Proposed Water Piping Size.- Proposed DWV Material: h'(5 S
Proposed Piping Material: Ef Proposed DWV Size: a
• 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
SETBACKS NOTES:
1 FRONT 10 *BUILDING DIMENSIONS ARE R7
ow SIDE 5' FACE OF FOUNDAAOW
12' WA ITR REAR 5' -6 RADING WO;W AS DESIGW
1 ACTUAL LOCAAOW MAY VARY
17+ 017.1ST T. N L •SLOPE DRIVEWAY TO PUBLIC ROAD
—' •SIL T FENLE TO BE INSTALLED PER
B`SEWER CITY OF ARLINGTONS STANDARD
N89 0 49'lV •SILT FENCE TO BE INSTALLED ON
GRADIENT SIDE OF BUILDING
25.00 � i � PARCEL
_ •CONSIRUCAON ENTRANCE TO BE
J7 10' INSTALLED PER CITY OF
PUBLIC UTILITY ARLINGTCW:S STANDARDS
° 4 EASEMENT
o STORM NOTES.-
° ° A o •TESC INSTALLED PRIOR TO
CONSIRUCAON
•BARE SOILS COVERED W 7H MULCH
OR ANOTHER APPROVED BMP
•TOPSOIL PER WSDOE BMP a u
�7 20'8S8 iv L.
v (£fF 12"DEP 7H)
STORM CLEANOUT. IL •ALL ONSITE RUNOFF CONNECTED TO
CONNECT RDOf"AND 516 Sf'' — ° , PRIVATE STORM STUB
FOOANG DRAINS DR31-WA Y •SITE SHALL BE STABILIZED PRIOR
I TO BUILDING PERMIT BEING
CONNE-ViWR
C ON I' 19,75 011.00 BUILDING FINALIZED
� 4 OU1L/N£ SITENOTES.•
•77GH711N£FOOANG DRAINS AND
ROOF OVERHANG GARAOF IO'BSBL ROOF DRAINS TO PERMANENT
STORM DRAINAGE SY57EM PER
APPROVED PLAT DRAINAGE PLAN
p o ON FILE W 7H AIE COUNTY.
rpj o •AREA OF DISTURBANCE INCLUDES
44
ENARE LOT.
o LOT 48 p ^ 44 h PROPOSED RESIDENCE p p LEGEND.
COLUMBIA-1487 GARAGE LEFT ^ o o- BLOW OFF
5'BSBL 2,1091Sr = ® WATER METER
FIRE HYDRANT
2 SF 10.50 Q AIR VAC
I �
\ o ® CATai BASIN
24.50 O CLEANDUT
5 WA7FR O MANHOLE
5'BSBL — RNCE _FTT_I_17 1 BLOa( WALL
` LI 50.00 IRE
E REMOVAL
1 N8920'49"W
PROPERTY EXISANG CONTOUR Receiveo
CORNER I (rxp) A P R 2 %' I
(rrp)
I SCALE 1"= 20'
I •
LOT 48
I U�
FIN,SHED G'pYTLt'/ � SITE PLAN
G
GREGOR Y RARK
LG/ HOMES PLAN NO. COL.-1487
LOT AREA = 4,666 SF ^ DATE 411912017 PARCEL # LOT 48
HOUSE = 2,109 SF l
14711 NE 1911,Vlv�e,q 701
DRIVEWAY= 516 SF ! Bell--,W-hi gf-9E007 DESIGNED CORE ADDRESS 9024 171ST ST.
425.885.7077 Fax425885.7963
WALKWAY/PAA DESIGN O = 12 SF PROJECT NUMBER
TOTAL= 2,637 SF
ENGINEERING • PLANNING • SURVEYING DRAWN CAF 13024L-GRGOO
NASH&ASSOCIATES
ARCHITECTS
PLAN 1487
BEAM, LATERAL &
SEISMIC CALCULATIONS
r C, _ ,
{ c,Ac; 1HOMAS NASH
STATE OF VVASHINGT-
Received
APR 2, n zo�7
2015 IBC
JULY 1, 2016
8003 !lath AVE NE Kirkland, WA 98033 (425) 828-4117
WIM NASH—ARCHITECTS.COM
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CLIENT:
NASHhASSOCIATPS BEAM DESIGN DATA PROJECT:
ARC1.1ITECTS DATE:
NAME:
Roof Loads:
LL 25 /sf
DL 15 /ef
Total 40#/of
Unless Noted Otherwise
Floor Loads:
LL 40#/sf
DL 10 #/ef
Total 50#/sf
Deck Loads:
LL 60#/sf
DL 10 /sf
Total 70 /sf
Soil• 1500 PSF Min.
Concrete: Per IBC 15
Masonry: Per IBC 15
Steel: Per IBC 15
Wood: Per IBC 15
Nailing: Per IBC 15
4" Beam: Douglas Fir #2
fv = 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 = 650 PSI
E = 1,300,000
Glu—Lam Beams:
fv = 240 PSI
fb = 2,400 PSI (reduced by size factor, CF*K1)
E = 1,600,000
8003 118th AVE NE Kirkland, WA 96033 (425) 828-4117
WYf W.NASH—ARCFIITECTS.COM
PLAN 1487
BeamChek v201 6 licensed to.Nash Jones Anderson Architects Reg#6464-622
V 8 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
DAM 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 DO L/240 TL Actual DO L/421
LL Max DO L 1360 LL Actual Deft L/845
Attribute Section(in') Shear(m� TL DO(in) _ LL DO
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(psi) Fv(psi) E(psi x mil) Fcl(psi)
Values Reference Values 2400 240 1.8 650
Adjusted Values 2400 240 1.8 650
Adjustments Cv Volume 1.000
Cd Duration 1.00 1.00
Cr Repetitive 1.00
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 1.00
Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft
Loads Uniform LL: 125 Uniform TL: 200 =A
Uniform Load A ]
- - - -�
R1 = 1673 R2= 1673
SPAN=I6FT
Uniform and partial uniform loads are Ibs per lineal ft.
CLIENT:
-IINASH&ASSOCIATES WIND AND 5E15MIG DE516N DATA PROJECT:
A It, r I'l I PER 2015 IBC DATE•- - --
NAME:
WIND DESIGN GRITERIA
DESIGN PER ASCE 7-10
I.NOMINALNLTIMATE WIND SPEED V/asd /Vult 05/110 mph
2.R15K CATEGORY II 1.00
5. WIND EXPOSURE CATEGORY "B"
4. INTERNAL PRESSURE COEFFIGENT +/-55
5.COMPONENTS AND CLADDING
DESIGN PRESSURE +/- 16 psf
BUILDINGS, 5TRUCTURE5,AND PARTS THEREOF GNALL BE DESIGNED AND
CONSTRUCTED IN ACCORDANCE WITH STRENGTH DESIGN,LOAD,AND RESISTANCE
FACTOR DESIGN, ALLOWABLE 5TRE55 DES16N, EMPIRICAL DESIGN OR CONVENTIONAL
CONSTRUCTION METHODS,A5 PERMITTED BY THE APPLICABLE MATERIAL CHAPTER, SECTION 1604.1
BUILDING5, 5TRUGTURE5,AND PARTS THEREOF,SHALL BE DESIGNED TO WITHSTAND WIND LOADS
AS DEFINED IN SECTION 160q AND ASGE '1-10
IMPLIFIED METHOD TO BE USED FOR WIND DESIGN PER A5CE 7-10,5EGTION 27.5
(BUILDIN& 1-106FIT 15 LE55 THAN 160 FEET)
110 MPH ULTIMATE WIND SPEED
USE Iq.6 P5F PER TABLE 27.6.1 "EXPOSURE B"
WOOD DESIGN PER SECTIONS 2504-2306.STRUGTURE5 USING WOOD SHEAR WALLS
AND DIAPHRAGMS TO R1=515T WIND,SEISMIC,AND ALL OTHER LATERAL LOADS SHALL
BE DESIGNED AND C.ON5TRUCTED IN ACCORDANCE WITH AF 4 PA 50PWS AND PROV15IONS
OF SECTIONS 2305-2306
5EISMIG DE516N DATA
DESIGN PER ASCE 7-10/5EGTION 1613
I. SEISMIC, IMPORTANCE FACTOR Is 1.00
2.SHORT PERIOD ACCELERATION Ss I.66 •see footnote at bottom of page
5, 1 SECOND ACGELERATION 51 o.-748 •see footnote at bottom of page
4. SITE CLASS D(default class per IBW
S.SPECTRAL RESPONSE COEFFICIENT So. 0.4-12 •see footnote at bottom of page
6. SPECTRAL RESPONSE CA EFFIGENT 5w 0.748 •see footnote at bottom of page
7. SEISMIC DESIGN CATEGORY D
8.SEISMIC, FORGE RESISTING SYSTEM PLYWOOD SHEAR WALLS
q. DESIGN BASE SHEAR (see seismic calculations)
10. SEI5MIC RESPONSE COEFFICIENT CS 0.13
11.RESPONSE MODIFICATION FACTOR R 6.5
12.ANALYSIS PROCEDURE EQUIVALENT LATERAL FORGE
13.RISK CATEGORY II
THE ANCHORAGE OF WALLS SUPPORTING CONSTRUCTION SHALL BE BE
DESIGNED IN ACCORDANCE WITH ASCE 7-10,SECTION 12.11.2
IN STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORY C-F,COLLECTOR ELEMENTS
AND THEIR CONNECTIONS TO VERTICAL ELEMENTS SHALL BE DESIGNED TO RESIST
MAXIMUM EFFECTS AS SPECIFIED IN ASCE-T-10,SECTION 12.10.2.1
BASE SHEAR V= (P 5.,/W W
ANCHOR BOLTSv 5/0" VIA X 10",A307 OR BETTER W/7" MIN. EMBEDMENT.V- 1104#/BOLT
• PER U56&5, THE MAXIMUM 51 IN THE STATE OF WASHINGTON 15 0.748. ALL SEISMIC DE516N VALUES USED
IN THIS ANALYSIS ARE BASED UPON THI5 NUMBER. 51NGE !E�15 LE55 THAN 0.75,THEN USE 5EI5MIC CATEGORY
D IF RISK CATEGORY 15 I, 11,OR III
8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117
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—I NASHa,AS50CIATES PROJECT:
WIND WORK3HEET
DATE:__
55 MPWI10 MPH= NOMINALNLTIMATE WIND SPEED WAVE.
Iq.b PSF
FRONT ELEVATION LEFT ELEVATION
REAR ELEVATION RIGHT ELEVATION
LOCATION TOTAL SHEAR FORCE (#) SHEAR UNIT SHEAR
W z H z (see chart for wind pressure WALL SHEAR WALL
0 specified height) LENGTH (ft) (#/It) TYPE
Kct x l of �• ) K
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8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117
WWW.NASH—ARCHITECTS.COM
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7111 CLIENT:
11 NASHtASSOCIATBS SEISMIC ANALYSIS PROJECT_ _
R C i-T 11'i DATE:
NAME-
1
Weight of Building:
Roof Assembly:
Asphalt Shingles - 2.00#/ft Cedar Shakes - 2.25#/(t Tile - 9.50#/it
Felt - 0.15 #/it Felt - 0.15 #/it Felt - 0.15 #/it
1/2" Plywood - 1.50 #/it 1/2" Plywood - 1.50 #J ft 1/2" Plywood - 1.50 #/it
TTrrusses ® 24" o,c. - 1.75 #/it Trusses 0 24" o.c. - 1.75 #/it Trusses ® 24" o.c. - 1.75#/it
R-30 Insulation - 2.35 /ft R-30 Insulation - 2.25 N/ft R-30 Insulation - 2.25#/it
1/2" G1VB Ceiling - 2.001/ft 1/2" GWB Ceiling - 2.00#/it 1/2" GWB Ceiling - 2.00#/it
Total 9.75#/ft Total 9.90#/it Total 17.90#/ft
Use 10.00#/it Use 10,00#/it Use 18.00#/it
let & 2nd Floor Assembly
Caret / Pad - 0,50#/it Hardwood - 2.50#/ft
3/4 r&G Plywood - 2.50#/it 3/4" T&G Plywood - 2.50#/it
2x10 0 16' o.c. 2.30#/ft 2x10 e 16" o.c. - 2.30#/it
1/2" GWB Ceiling - 2.00#/ft 1/2" GW13 Ceiling - 2,00#/it
Total 7,30#/it Total 9.30#/it
Use 10.00#/it Use 10.00#/ft
Interior Wall Assembly. Exterior Wall Assembly:
1/2" GWB - 2.00#/it 3/4" Wood Siding - 2.30 /ft
2X4 ® 16" o.c. - 1.10 #/it 1/2" Plywood - 1.50 /ft
1/2" GWB - 2.00#/it 20 0 16" 0.c. - 1.37 #/ft
Total 5.10 #/it 121 Insulation - 2 10 i/it
Use 6.00#/ft
Total 9.27#/it
Use 10.00#/ft
4" Brick Veneer - + 3.20#/it
8003 118th AVE NE Kirkland, WA 98033 (425) 820-4117 I
WWW.NASH-ARCHUECTS.COM 1
CUENT:
NASH=ASSOCIATES SEISMIC ANALYSIS PROJECT_
ARC IfiTECTS DATE:- --
NAME:
2 - —
SEISMIC:
V = (C-) (Wdl) (plywood)
2nd Level:
Roof: or (Asphalt / Cedar Shake) 10#/ft X sf =
(Tile) 18#/ft X sf =_
Exterior Walls: L x 10#/sf x 1/2 (h)
(E2)
Interior Walls: L x 8#/sf x 1/2 (h)
_ (I�
TOTAL
lot Level;
Roof: (1st Floor Roof) 10#/ft X 69-7-of = 6 7
2nd Floor. 10#/ft X —of R_ _
Exterior Walls: (E2) + L x 10#/sf x 1/2 (h)
IgOWIO u Lf. 5 �ssp (E1)
Interior Walls: (1 0 + L x 8#/sf x 1/2 (h)
2� � 7S6TOTAL ;;I
Basement: \
1st Floor: 10#/ft X of -_
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
WWW.NASH-ARCHITECTS.C OM
�:
I
CLIENT: _
_I NASH`ASSOCiATM SEISMIC ANALYSIS PROJECT: —
DATE:
NAME:__
3
BASE SHEAR:
BASE SHEAR V= (F 5DS/R)W
LEVEL 2: Wdl # x 0.149 =
LEVEL 1: Wdl 7-I (� # x 0.149 =
TOTAL: Wdl y l 1 # x 0.149 = 51 / (V)
Level Dead Load Heil ht Moment Shear ® Stor
(Wdl) (h� (Wdl)(h) rx = [ Wdl)(h)f v Remarks
ml)(h)
2
1 ALA l a �H'I �j l �-7
Total
8003 118th AVE NE Kirkland, WA 98033 (425) 628-4117
WWW.NASH—ARCHITECTS.COM
NASH-ASSOCIATES _ CL>ENT:
1 SEISMIC ANALYSIS PROJECT:
DATE
NAME-
4
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_! NASH`ASSOQ CLIENT:ATES SEISMIC ANALYSIS PROJECT:
A R f;I I f"1 L i 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 ` 16 s,---------------
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8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117
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MiTek
MiTek USA, Inc.
250 Klug Circle
Corona, CA 92880
951-245-9525
Re: B1605533
1487 A
The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision
based on the parameters provided by ProBuild West(Arlington,WA).
Pages or sheets covered by this seal: K2591577 thru K2591584
My license renewal date for the state of Washington is September 28,2018.
Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3
These truss designs rely on lumber values established by others.
�Q.pWNG
WASy� O
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54074� sy�
S,S+� EtyG
November 18,2016
Zhao,Xiaoming
IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed
in the jurisdictions(s)identified and that the designs comply with ANSI/TPI 1.These designs are based upon parameters
' shown e. loads supports,dimensions shapes and design codes which were given to MiTek.An project specific
g•� ,
PP P g ), g� Y p J P
information included is for MiTek's customer's file reference purpose only,and was not taken into account in the preparation
of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any
particular building.Before use,the building designer should verify applicability of the design parameters and properly
incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2.
Job Truss Truss Type Qty Ply 1487 A
K2591577
B1605533 A01 GABLE 1 1
' I I .Job Reference_(optionall
ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc Thu Nov 17 14:15:54 2016 Page 1
ID:1 pumakLzVH3AMQul2ZVvP 1 yJMj9-2XpxFpANAompNYDeSJLLhf_892GOcuyJ7bpm LylEjp
10t1 8-5 8 5-9-10 5-3-0 o 16-11-8 T40
Scale=1:61.3
3x4=
5.00 12
7 8 9
6
4x8
10
3x8% 5 11
33 34 5x8
4 12
13
14
3 27 30
15
16
�I1 2 17 18
d I
3x6_ 26 25 24
3x4-- 3x4=
3x4 = 3x4= 3x6= 23 22 21 20 19
948-12 153- 35;tI O
8-&12 7-ag —a212
Plate Offsets(X.Y)— 18:0-2-O.Edoel 112:O-4-0.0.1-81
LOADING(psf) SPACING- 2-0-0 CS[ DEFL. in (loc) I/dell Ud PLATES GRIP
TOLL 25.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL) -0.15 2-26 >999 240 MT20 1851148
(Roof Snow=25.0) Lumber DOL 1 15 BC 069 Vert(CT) -0 32 2-26 >915 180
TCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0-69 Horz(CT) 008 17 n/a n/a
'
BCDL 8.0 Code IBC2015/TPI2014 (Matrix) Weight:162 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-6 oc purlins.
BOT CHORD 2x4 HF No.2'Except" BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
17-24:2x4 OF 180OF 1.6E JOINTS 1 Brace at Jt(s):27,28,31
WEBS 2x4 HF Stud/Std"Except' MiTek recommends that Stabilizers and required cross bracing
5-23:2x4 HF No.2 be installed during truss erection,in accordance with Stabilizer
OTHERS 2x4 HF Stud/Std
Installation Duide
REACTIONS. All bearings 10-11-8 except Qt=length)2=0-5-8.
(lb)- Max Horz 2=92(LC 10)
Max Uplift All uplift 100 lb or less at joint(s)2,20,19 except 22=-563(LC 5)
Max Grav All reactions 250 lb or less atjoint(s)22,21,20 except 2=1249(LC 17),
23=1278(LC 5),19=325(LC 1),17=325(LC 1)
FORCES. (lb)-Max Comp./Max.Ten -All forces 250(lb)or less except when shown
TOP CHORD 2-3=-2369/118,3-4=-2072/94,4-33=-1967/98,5-33=-1923/107,5-6=-465/37,
6-7=-384/52,7-8=-305/55,8-9=-356/65,9-10=-368/55,10-11=-381/43,11-34=-389/33,
12-34=-402/25,12-13=-405/24,13-14=-356/12,14-15=-384/0,15-16=-386/0,
16-17=-394/0
BOT CHORD 2-26=-140/2101,25-26=-51/1537,24-25=-26/1752,23-24=-26/1752,22-23=0/338,
21-22=0/338,20-21=01338,19-20=0/338,17-19=0/338
WEBS 5-28=-1428/68,28-29=-1469/75,27-29=-1466/75,27-30=-1515/82,30-31=-1566/84,
31-32=-1589/87,23-32=-1603/89,3-26=-410/119,25-27=-390/66,5-26=-19/547,
5-25=0/487,13-22=-486/98
NOTES-
1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4 8psf;h=25ft;Cat.Il;Exp B;enclosed;MWFRS PORNGZA�
(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1 60 plate grip DOL=1.60 'WAS 0
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. Q�� C��
3)TCLL:ASCE 7-10;Pf=25 0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1 0
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25 0 psf on overhangs
non-concurrent with other live loads
6)All plates are 2x4 MT20 unless otherwise indicated A� 54074 41�
7)Gable studs spaced at 2-0-0 oc. t7� ��otsTeR�
8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads t151 G
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 SIpNpLEN
fit between the bottom chord and any other members.
Continued on page 2 November 18,2016
A WARNING-VarHy 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 budding designer must verity the applicability of design parametors and property Incorporate this design into the overall
building design Bracing indicated is to prevent buckling or Individual truss web andtor chord members only, Additional temporary and permanent bracing MiTek is akvays required for stability and to prevent collapse with poss:bie personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria.VA 22314. Corona,CA 92880
I
Job Truss Truss Type City Ply 1467 A
K2591577
81605533 A01 GABLE 1 1
_ job Reference lion
ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc, Thu Nov 17 14:15:54 2016 Page 2
NOTES-
IDApumakLzVH3AMQul2ZVvP1yJMj9-2XpxFpANAompNYDeSJLLhf 892GOcuyJ?bpmL_rlEjp
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,20,19 except Qt=lb)22=563.
11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss
r
A WARNING-Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.1010312015 BEFORE USE.
Design valid for use only with M1TekO connectors,This design Is based only upon Parameters shown,and is for an individual budding componam,not
a truss system.Before use,the building designer must verify the appiicabikly,of design parameters and property incorporate this design into the overall
building dosign Bracing indicated is 10 prevent buckl n of individual truss web and/or chord members only.Additional temporary and permanent bracing Mire k
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabilcateon,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII quality Criteria,DSB49 and SCSI Building Component 250 Klug Circle
Safety information available from Truss Plate Inshlao.218 N Lee Street,Suite 312.Alexandria.VA 22314 Corona,CA 92880
}7
Job JTruss Truss Type Qly Ply 1487 A
K2591578
�1605533 A02 Common 17 1
` b Reference Ljiona
ProBUIId Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc Thu Nov 17 14:15:55 2016 Page 1
ID:1 pumakLzVH3AMQul2ZVvP1 yJMj9-XkNJT8B?x6ug?iog00taDtXHjSaVLGOTDFZKuQylEjo
s1.0•n n.8.0 0971D 9a.R 1� a5-aD ]B.D.O
. 1.00 fi-3-3 6-1-3 5-1-10 5-1-10 6-1-3 T 6-3-3 1t-0�0
Scale=1:60.8
4x4=
500 12
8
3x4% 3x4
3x6% 5
18 17 3x6
4 8
2x4\1 2x4
3 9
2 10
yiiLai
11 I�
d 3x8= 15 18 19 14 13 20 21 12 3x8= o
3x4= 3x8— 3x8= 3x4=
r R.10.15 17-a 0 { _2c" { 35 1 0
8.110.15 5-7-1
Plate offse►s(x.Y)- 12:0,4-2 a-1-BL 110:0-4-2.0-1-81
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TOLL 25.0 Plate Grip DOL 1 15 TC 063 Vert(LL) -0.26 12-13 >999 240 MT20 185/148
(Roof Snow=25.0) Lumber DOL 1.15 BC 083 Vert(CT) -0.48 12-13 >657 180
TCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(CT) 0.16 10 n/a n/a
B u D 1- —8 Code IBC2015/TPI2014 (Matrix) Weight:135 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-4 oc purlins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing
WEBS 2x4 HF Stud/Std"Except' MiTek recommends that Stabilizers and required cross bracing
6-13:2x4 HF No.2 be installed during truss erection,in accordance with Stabilizer
REACTIONS. (lb/size) 2=1571I0-5-8,10=1571/0-5-8 Installation guide.
Max Horz 2=92(LC 10)
Max Uplift 2=-59(LC 10).10=-59(LC 11)
FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown
TOP CHORD 2-3=-3182/109,3-4=-2856/74,4-16=-2746/78,5-16=-2705/88,5-6=-1992/75,
6-7=-1992/75,7-17=-2705/88,8-17=-2746/79,8-9=-2856/74,9-10=-3182/109
BOT CHORD 2-15=-13412848,15-18=-44/2274,18-19=-44/2274,14-19=-44/2274,13-14=-44/2274,
13-20=0/2274,20-21=0/2274,12-21=0/2274,10-12=-42/2848
WEBS 6-13=-4/1159,7-13=-875/126,5-13=-875/126,7-12=-0/511,9-12=-398/123,
5-15=-0/511,3-15=-398/123
NOTES-
1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat ll;Exp B;enclosed;MWFRS
(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1 60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category ll;Exp B;Fully Exp.;Ct=1
3)Unbalanced snow loads have been considered forthis design.
4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs
non-concurrent with other live loads.
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads �0M1NG Z,
6)"This truss has been designed for a live lead 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=8.Opsf. WA O
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,10 C�
8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss 0
54074
is-
AL �G
November 18,2016
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 MiTehA 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 property incorporate this design into the overall
bustling design. Bracing Indicated is to prevent buckling of indMdual truss web andfor chord members only Additional temporary and permanent bracing MiTek
is always required rot stability and to prevent collapse with possible personal injury and property damago. For general gwdanco regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPl1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle
Safety Information availabte from Truss Plate Institute,218 N Lee Street.Suite 312,Alexandria,VA 22314. Corona,CA 92880
Job Truss Truss Type ply Ply 1487 A
K2591579
B1605533 A03D Common 2 1
Job Reference o lional
ProBuild Arlington, Arlinglon,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc Thu Nov 17 14:15:56 2016 Page 1
ID:1 pumakLzVH3AMQul2ZVvP 1 yJMj9-?wxhgUCdiQOXcsNOakOpm43PgruO4klcSvltQsylEjn
d-tla 12.4.E 17.8.0 22 7.10 2e-B•�a aS.n.n 411, 0
1:00 8-3-3 6-1-3 5-1-10 5-1-10 8-1-3 8-3-3 1.0.0
Scale=1:61.1
4x4=
5 00 12
6
3x4% 3x4
WO% 5 7 3x10
16 17
4 8
2x4�� 2x414
s s
2 10
91 11 Id
6x18 MT18H= 15 16 19 14 13 20 21 12 d
BAB MT18H=
3x4= 4x4= 3x6= 3x4=
i7.6-Q 35.0.0
a-10-15 A_7-1_ 8-7-1 a-10-15 f _
Plate Offsets XY)— 12:0-4.11_Edual [10s0.4-11.Edaej,
LOADING(ps25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP
CLL(Roof Snow=25 0) Plate Grip DOL 1.15 TC 081 Vert(LL) -0 32 13-15 >999 240 MT20 185/148
TCDL 10-0 Lumber DOL 1.15 BC 085 Vert(CT) -0 50 13-15 >832 180 MT18H 2201195
BCLL 0.0 ' Rep Stress Incr YES WB 0.96 Horz(CT) 013 10 n/a n/a
3GU1 Code IBC2015/TPI2014 (Matrix) Weight:151 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2'Except" TOP CHORD Structural wood sheathing directly applied or 2-1-4 oc purlins
1-4,8-11:2x4 DF 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
BOT CHORD 2x4 DF 180OF 1 6E MiTek recommends that Stabilizers and required cross bracing
WEBS 2x4 HF Stud/Std"Except' be installed during truss erection,in accordance with Stabilizer
WEDGE 6-13:2x4 HF No.2 Installation Guide.
Left:2x6 SP No.2,Right:2x6 SP No.2
REACTIONS. (lb/size) 2=1571/0-5-8,10=1571/0-5-8
Max Horz 2=-92(LC 41)
Max Uplift2=-2644(LC 38),10=-2644(LC 41)
Max Grav 2=3339(LC 25).10=3339(LC 24)
FORCES. (lb)-Max Comp./Max.Ten -All forces 250(lb)or less except when shown
TOP CHORD 2-3=-7677/6492,3-4=-5752/4027,4-16=-4504/2734,5-16=-4041/2168,5-6=-3278/1993,
6-7=-3278/1993,7-17=-4041/2168,8-17=-4504/2734,8-9=-5752/4027,9-10=-7677/6493
BOT CHORD 2-15=-6002/7046,15-18=-3009/4292,18-19=-1384/3285,14-19=-136013073,
13-14=-312/2273,13-20=-220/3073,20-21=-1 292/3285,12-21=-2917/4292,
10-12=-5910/7046
WEBS 6-13=-4/1157,7-13=-874/170,7-12=-94/558,9-12=-401/229,5-13=-874/170,
5-15=-93/558,3-15=-401/229
NOTES-
1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat 11;Exp B;enclosed;MWFRS
(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 C
2)TCLL:ASCE 7-10;Pf=25 0 psf(flat roof snow);Category 11;Exp B;Fully Exp;Ct=1 �0M
3 Unbalanced snow loads have been considered for this design. Y
4)This truss has been designed for greater of min roof live load of 19.0 psf or 2 00 times flat roof load of 25 0 psf on overhangs Q�jFASA�
non-concurrent with other live loads S 5)All plates are MT20 plates unless otherwise indicated. CEO.yr
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=8 Opsf.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=26441, A.t1 54074 QIr
10=2644. 0 GISTE��
~ 9)his truss along bottom Nord f designed for
a total t drag
0 0 fodr of 0 pf.If.Lumber DOL=(1.33)Plate grip DOL=(1 33) Connect truss to resist drag �`sS Gtsn
10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
November 18,2016
AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE.
Design valid for use only with MITekde connectors This design is based only upon paramolors 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 pal
budding 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 stabrldy and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of frusses and truss systems,Sao ANSVTPII Quality Criteria,DS8,99 and BCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate Institute,218 N.Lee Street-Suite 312,Alexandna,vA 22314. Corona,CA 92880
Job Truss Truss Type Qty Ply 1487 A
K2591580
B1605533 A04 Common 2 1
' Job Reference(optional)
ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Nov 17 14:15:58 2016 Page 1
I D:1 pumakLzVH3AMQul2ZVvP 1 yJMj9-xl3R5AD1E1 GFs9WPh9QHrV9mzfdlYcKvwDn_UlylEjl
40 8-3 3 6-1-3 5-1-10 5-1-10 4-4-6 8-0-0 1
Scale=1:60.8
5x8=
5.00 12
6
5 7
17 16
4 6
2x4
2x4 9
3
d1 2 10 11
an c Id
16 19 20 15 14 13 12 3x6=
I &10.15 17•B•0 I 19.9.4 I 24.2.12i z&"
8.10.15 �Q1-T_ 2-3.4 4•b8 10-Q-4
Plate Offsets(X.Yl— 12:0-1-2.Edgel
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP
TOLL Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0 30 10-12 >420 240 MT20 185/148
(Roof Snow=25 0) Lumber DOL 1.15 BC 0.69 Vert(CT) -0 59 10-12 >214 180
TCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 099 Horz(CT) 002 13 n/a n/a
'
AF CDL 8.0 Code IBC2015/TPI2014 (Matrix) Weight:141 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-11 oc purlins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 HF Stud/Std*Except* WEBS 1 Row at midpt 6-13
6-14,6-13:2x4 HF No 2 MiTek recommends that Stabilizers and required cross bracing
[be installed during truss erection,in accordance with Stabilizer
Installation guide
REACTIONS. All bearings 0-5-8.
(lb)- Max Horz 2=92(LC 10)
Max Uplift All uplift 100 lb or less at joint(s)2,12,10 except 13=-107(LC 10)
Max Grav All reactions 250 lb or less at joint(s)except 2=794(LC 17).13=1739(LC
17),12=675(LC 18),10=406(LC 18)
FORCES. (lb)-Max.Comp./Max.Ten -All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-1255/68,3-4=-915/32,4-17=-805/37,5-17=-757/47,5-6=0/278,6-7=-5/701,
7-18=0/435,8-18=0/377,8-9=-0/327
BOT CHORD 2-16=-96/1084,16-19=-6/463,19-20=-6/463,15-20=-6/463,14-15=-6/463,
12-13=-421/71
WEBS 6-14=-10/743,7-13=-385/52,5-14=-901/125,7-12=-128/346,5-16=0/562,
3-16=-447/124,6-13=-1475/47,9-12=-490/123
NOTES-
1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=6 Opsf;BCDL=4.8psf;h=25ft;Cat 11;Exp B;enclosed;MWFRS
(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1 60 plate grip DOL=1 60
2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp;Ct=1
3)Unbalanced snow loads have been considered for this design. �OMMG
4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangsASItj O
non-concurrent with other live loads.
5)All plates are 3x4 MT20 unless otherwise indicated. Gi
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 0
7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Cli
fit between the bottom chord and any other members,with BCDL=8 Opsf.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,12,10 except
(jt=lb)13=107
9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss *Pox,
,p 54074Q/
'SGISTBR�
�s`rIONAL EEO
November 18,2016
AWARNING-Verily,design parameters and READ NOTES ON TNIS 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.Beforo use.the building designar must verify the applicability of design parameters and propedy Incorporate this design into the overall
building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only Add'dlonal Temporary and permanent bracing M iTe k
is akvays required for stability and to prevant co8epse with possible personal Injury and property damage For general guidance regarding the
fabrication,storage,detrvery,erection and bracing of trusses and truss systems,see ANSYTPIt Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Corona,CA 92880
Job Truss Truss Type Qty Ply 1487 A
K2591581
B1605533 A05 GABLE 1 1
Job Reference footionah
ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Nov 17 14:15:58 2016 Page 1
ID:1pumakLzVH3AMQul2ZVvP1yJMj9-xl3R5AD1E1GFs9WPh9QHrV9j9fdKYiRvwDn UlylEjl
ti�hll r7-e-D ��.e.e ian.n a�nn
17-6-0 9-6-0 8-G-0 -61 0
Scale=1:80.8
3x4= 5.00 112
11 12 13
10 14
3x4 9
8 15 S4 4x4
7 18
6 17 3x6
18
5
33
4
32
3
31
hI1 2lly 19 20I¢
d d
3x4 = 3x10= 21 3x6=
30 29 26 27 26 25 24 23 22
5x6=
I 2a�t2 l �7.0.o I 35-0-0
4-9-12_ &d 8-o-o
Plate offsets(X.Y)— [12'0-2-0.EdagJ 12470-3-0 0-3-01
T (ps2 CLL 25.0
SPACING- 2-0-0 CSI DEFL. in (loc) Ildefl Ud PLATES GRIP
(Roof Snow=25 0) Plate Grip DOL 1.15 TC 0.93 Vert(LL) -0 32 19-21 >401 240 MT20 185/148
TCDL 10.0 Lumber DOL 1.15 BC 0.69 Vert(CT) -0.62 19-21 >207 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.60 Horz(CT) -0 01 21 n/a n/a
UCL11 $0 Code IBC2015/TPI2014 (Matrix) Weight:159 Ib FT=20%
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 or 6-0-0 oc bracing, Except:
WEBS 2x4 HF No.2"Except' 10-0-0 oc bracing:19-21.
18-21:2x4 HF Stud/Std JOINTS 1 Brace at A(a),31,32,33
OTHERS 2x4 HF Slud/Std MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation uide- _
REACTIONS. All bearings 20-0-0 except Qt=length)21=0-5-8,19=0-5-8
(lb)- Max Horz 19=92(LC 10)
Max Uplift All uplift 100 lb or less at joint(s)21,19,30,29,28,27,26,25,24
except 22=-126(LC 11)
Max Grav All reactions 250 lb or less at joint(s)2,30,29,28,27,26.25,23
except 22=697(LC 18),21=668(LC 18),19=504(LC 18),24=257(LC 17)
FORCES. (lb)-Max.Comp./Max Ten -All forces 250(lb)or less except when shown
TOP CHORD 13-14=-5/275,16-19=-419/88
BOT CHORD 19-21=-49/304
WEBS 18-21=-634/131,13-22=-651/119
NOTES-
1)Wind:ASCE 7-10;VuIt=11Omph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4 8psf;h=25ft;Cat 11;Exp B;enclosed;MWFRS
(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60
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;Fully Exp,;Ct=1 OMMG 2A
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 19.0 psf or 2,00 times flat roof load of 25.0 psf on overhangs W 0
non-concurrent with other live loads �G,r
6)All plates are 2x4 MT20 unless otherwise indicated
7)Gable studs spaced at 2-0-0 oc.
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 100 lb uplift at joint(s)21,19,30,29,28, A+f� 54074 Qr
27,26,25,24 except(jt=lb)22=126. 0�� FO/S
11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. s' G
SIDNAL��
November 18,2016
A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev.10/03/2015 BEFORE USE.
Design valid for use orgy with MiTek®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 verity the applicability of design parameters and properly incorporate this design Into the overall
budding design.Bracing indicated U to prevent buckling of indvidual truss web andlor chord members only Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regonfktg this
fabrication,storage,delivery.erection and bracing of trusses and truss systems.see ANSUTPII Quality Criteria.DSB49 and SCSI Building Component 250 Klug Circle
Safety Information availoblo from Truss Plate Institute,218 N Lee Street,Suite 312.Alexandria,VA 22314- Corona,CA 92880
Job Truss FGA
Type Qty Ply 1487 A
K2591582
81605533 B01 E 1 1
Job Reference Lion
ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Nov 17 14:15:59 2016 Page 1
ID:1 pumakLzVH3AMQul2ZVvP 1 yJMj9-PVdgl WEV7LO6TJ5bFsxWOjh5i36KH Hg38txx1 BylEjk
r-1 0.G r 1 -M 2441.0 �5.11.n
1-0-0 12-3-0 12-3-0 1 0-0
Scale=1:43.6
3x4=
8 9
7
5-00 12 10
6
11
5
12
4
13
3
2 14
$fit 15 I�
d
3x4= 26 25 24 23 22 21 20 19 18 17 16 3x4=
3x4=
j 24iw0 1
24�" _
_Plate Offsets fX.Y)— (8 0 2-0.Edggj
LOADING(psf) �f
TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP
(Roof Snow=25.0) Plate Grip DOL 1 15 TC 0.12 Vert(LL) 0.00 14 n/r 180 MT20 185/148
TCDL 10.0 Lumber DOL 1 15 BC 0.06 Vert(CT) 0.00 15 n/r 120
BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 14 n/a n/a
U09 $Q Code IBC2015/TPI2014 (Matrix) Weight:95 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing
OTHERS 2x4 HF Stud/Std f MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation ouide
REACTIONS. All bearings 24-6-0.
(lb)- Max Horz 2=66(LC 10)
Max Uplift All uplift 100 lb or less at joint(s)2,26,25,24,23,19.18,14,17,
16
Max Grav All reactions 250 lb or less at joint(s)2,26,25,24,23,22,20,19,18,
14,17 except 16=287(LC 18)
FORCES. (lb)-Max.Comp./Max.Ten -All forces 250(lb)or less except when shown
NOTES.
1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS
(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1 60 plate grip DOL=1.60
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;Fully Exp.;Ct=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 19 0 psf or 2.00 times flat roof load of 25 0 psf on overhangs
non-concurrent with other live loads.
6)All plates are 2x4 MT20 unless otherwise indicated.
7)Gable requires continuous bottom chord bearing. �>,N1IdG
8)Gable studs spaced at 2-0-0 oc. 'Lq
9)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads WAS O
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)2,26,25,24,23,19,
18,14,17,16.
12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.
06� 54074 4
SS��NAL
G
November 18,2016
A WARNING-Verily 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 verity the applicability of design parameters and properly incorporate this design into the overall
budding design. Bracing Indicated is to prevent buckling of individual truss web ardlor chord members only.Additional temporary and permaneht bracing MiTek
Is always required for stabddy and to prevent collapse with possible personal injury and property damage For general guidance regarding the
fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle
Safety information available from Truss Plate Ingdute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880
Job rBO2ss
Truss Type Sly Ply 1487 A
K2591563
B1605533 Common IS
1
Job Reference o Co a
ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Nov 17 14:16:00 2016 Page 1
ID:1 pumakLzVH3AM0ul2ZVvP1yJMj9-thACW5FBmeXz5TgopZSlwwE8gSKkOhHCNXG5ZdyIEjj
6-5- 12-3.D t8.0.10 a-8.0 2s.a.n
1-0.0 -56 5-9-10 5-9-10 6-5-6 1-0.0
Scale=1:43.5
44=
4
5.00 F12
2x4 \\ 11 12 2x4
3 5
2 e
$r 7 jd
_ 10 9 8
3x5 3x4= 3x4= 3x4= 3x6
���--- — 7 G-6— 8.612 i
LOADING(psi
TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.61 Vert(LL) -0 16 2-10 >999 240 MT20 1851148
TCDL 1010 Lumber DOL 1.15 BC 0.63 Vert(CT) -0 33 2-10 >884 180
BCLL 0.0 " Rep Stress Incr YES WB 0.32 Horz(CT) 0.07 6 n/a n/a
BCDL 8,0 Code IBC2015/TPI2014 (Matrix) Weight:84 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No 2 TOP CHORD Structural wood sheathing directly applied or 3-4-1 oc purlins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 HF Stud/Std MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer J
REACTIONS. (lb/size) 2=1120/0-5-8,6=1120/0-5-8 Installationuide.
Max Horz 2=-66(LC 15)
Max Uplift2=-45(LC 10),6=-45(LC 11)
FORCES. (lb)-Max.Comp./Max.Ten -All forces 250(lb)or less except when shown.
TOP CHORD 2-3=-2055/77,3-11=-1 747/39,4-11=-1 657/64,4-12=-1657/64,5-12=-1747/40,
5-6=-2055/78
BOT CHORD 2-10=-77/1815,9-10=0/1217,8-9=0/1217,6-8=-12/1815
WEBS 4-8=-27/625,5-8=-510/128,4-10=-27/625,3-10=-510/128
NOTES-
1)Wind:ASCE 7-10;VUK=11Omph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS
(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip D0L=1 60
2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category Il;Exp B;Fully Exp.;Ct=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 19.0 psf or 2.00 times flat roof load of 25 0 psf on overhangs
non-concurrent with other live loads
5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)"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
7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,6. OWNG Z
8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. O
F �
(ice
ox
w0wpo RF 54074� q,4
SSI�NAL���
November 18,2016
A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 rev.1010312015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must vitrify the appbcab8tty of design pammelers and property Incorporate this design into the overiel
building design Bracing Indicated Is to prevent buckling of Individual truss web anmor chord members only.Additional temporary and permanent bracing MiTek
is always required for stability and to prevent collapse with possible personal Injury and proporty damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate tnslauto,218 N.Lee Street.Sutte 312,Alexandria,VA 22314. Corona,CA 92880
Job Truss Truss Type Qty Ply 1487 A
K2591584
B1605533 C01 GABLE 1 1
J Reference(optional)
ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Nov 17 14:16:01 2016 Page 1
to:1 pumakLzVH3AMQul2ZVvP 1 yJMj9-LtkajC Fm WyfpjdF_MHz_T8nQJsoFICdLcBOe54ylEji
1-aD r a n n
1-a0 B-a0 6-a0 1-0-0
Scale=1:29.6
4x4=
5
5.00 F12 4 6
3 15 16 7
2 6
e I0
3x4= 14 13 12 11 10 3x4=
r 16.0.0
t&0-0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP
TOLL Plate Grip DOL 1.15 TC 017 Vert(LL) -0 00 9 n/r 180 MT20 185/148
(Roof Snow=25 0 0)) Lumber DOL 1.15 BC 010 Vert(CT) 000 9 n/r 120
TCDL 10 0 Rep Stress Incr YES W 0 06 Horz(CT) 0.00 8 n/a n/a
BCLL 0 0 B Matra o
BCJL 80 Code IBC2015/TPI2014 ( ) � Weight:54 lb FT=20%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing
OTHERS 2x4 HF Stud/Std MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection,in accordance with Stabilizer
Installation ulde.
REACTIONS. All bearings 16-0-0.
(lb)- Max Horz 2=45(LC 10)
Max Uplift All uplift 100 lb or less at joint(s)2,8,14,13,11,10
Max Grav All reactions 250 lb or less at joint(s)2,8,13,12,11 except 14=339(LC 17),10=339(LC 18)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown
WEBS 3-14=-273/79,7-111
NOTES-
1)Wind:ASCE 7-10;Vul1=110mph(3-second gust)Vasd=87mph;TCDL=6 Opsf;BCDL=4 8psf;h=25ft;Cat.Il;Exp B;enclosed;MWFRS
(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60
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 Il;Exp B;Fully Exp;Ct=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 19.0 psf or 2.00 times flat roof load of 25 0 psf on overhangs
non-concurrent with other live loads.
6)All plates are 2x4 MT20 unless otherwise indicated.
7)Gable requires continuous bottom chord bearing.
8)Gable studs spaced at 2-0-0 Do.
9)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. pt,A1NG ZA-
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. p4 WASN 0
11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,8,14,13,11.10
12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss �e 0
• r
54074 A,
G+�, 8f37STV
SSfONAL��G
November 18,2016
A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE.
Design valid for use only with MrTeka connectors This design is based only upon parameters shown,and is for an individual building component,not
I
truss system.Before use,the building designer must vent'the applicability of design parameters and property incorporate thistle sign Into the overall
building design Bracing indicated is to prevent buckling of individual truss wob andlor chord members only Add4ional 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 SCSI Building Component 250 Klug Circle
Safety Information available from Truss Plate Institute.218 N-Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880
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Prescriptive Energy Code Compliance for All Climate Zones in Washington
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 cones
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 Walle''°'" 21 int 0.056
Mass Wall R-Value' 21/21" 0.056
Floor 3011 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
0 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.
[12. 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.
❑4. Additions less than 500 square feet. .5 credits
Table R406.2 Summary
-Option Description Credit(s)
1a Efficient Building Envelope la 0.5 ❑
lb Efficient Building Envelope lb 1.0 ❑ ��
1c Efficient Building Envelope 1c 2.0 El ����� �®
1d Efficient Building Envelope 1d 0.5 O
2a Air Leakage Control and Efficient Ventilation 2a 0.5 ❑
2b Air Leakage Control and Efficient Ventilation 2b 1.0 ❑
2c Air Leakage Control and Efficient Ventilation 2c 1.5 ❑
3a High Efficiency HVAC 3a 1.0 (] 1.0
3b High Efficiency HVAC 3b 1.0 ❑
3c High Efficiency HVAC 3c 1.5 ❑
3d High Efficiency HVAC 3d 1.0 ❑
4 High Efficiency HVAC Distribution System 1.0 ❑
5a Efficient Water Heating 5a 0.5 1] 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
APR 20 2017
1An 1441
. r
Table R402.1.1 Footnotes
For SI: 1 foot.=304.8 mm,ci.=continuous insulation,int.=intermediate framing.
i 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.
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.
J Reserved.
k For single rafter-or joist-vaulted ceilings,the insulation may be reduced to R-38.
i Reserved.
m Int.(intermediate framing)denotes standard framing 16 inches on center with headers insulated with a
minimum of R-10 insulation.
Table R402.1.3 Footnote
a Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as
specified in Section R402.1.3.
Window, Skylight and Door Schedule
P(oject Information Contact Information
Plan 1487
Width Height
Ref. U-factor Qt. Feet inch Feet inch Area UA
Exempt Swinging Door(24 sq. ft. max.) 0.0 0.00
Exempt Glazed Fenestration(15 sq.ft. max.) 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 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 16 '° 41.01 12.30
Master Bedroom 10.30 1 5 5 1 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 0.0 0.00
0.30 0.0 0.00
0.30 0.0 0.00
0.30 0.0 0.00
0.30 0.0 0.00
0.30 0.01 0.00
0.30 0.0 0.00
0.30 0.0 0.00
0.30 0.0 0.00
0.30 0.0 0.00
0.30 0.0 0.00
0.30 0.0 0.00
0.30 0.0 0.00
0.30 0.0 0.00
0.30 0.0 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
LJ 0.0 0.00
11 F 0.0 0.00
0.01 0.00
0.01 0.00
0.01 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 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
0.01 0.00
Sum of Overhead Glazing Area and UA 0.01 0.00
Overhead Glazing Area Weighted U=UA/Area 1 0.00
Total Sum of Fenestration Area and UA (for heating system sizing calculations) 1 173.81 52.13
Simple Heating System Size:Washington State
This heating system sizing calculator is based on the Prescriptive Reguiremenls of the 2015 Washington State Energy Code(WSEC)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.
Pro vct Information Contact Information
Plan 1487
Heating System Type: O All ether Systems O Heat Pump
To see detailed Instructions for each section,place your cursor on the word"Instructions".
Design Temperature
Design Temperature Difference(AT) 47
L r �.. ♦ ! AT=Indoor(70 degrees)-Outdoor Design Temp
Area of Buildinq
Conditioned Floor Area
Instructions Conditioned Floor Area(sq ft) F 1.487
Average Ceiling Height Conditioned Volume
Instructions Average Ceiling Height(ft) 9.0 13,383
Glazina and Doors U-Factor X Area = UA
Instructions
0.30 159 47,70
Skylights U-Factor X Area UA
Instructions
0.50 .»
Insulation
Attic U-Factor X Area = UA
Instructions 1R-49 .�I 0.026 1.487 38.66
Single Rafter or Joist Vaulted Ceilings U-Factor X Area UA
Instructions Select R-Value No selection ---
Above Grade Walls toes Figure 1) U-Factor X Area UA
Instruct ens 61 R-21 Intermediate 0.056 F 1,600 89.60
Floors U-Factor X Area UA
Instructions OR-30 -- —� 0.029 1.487 43.12
Below Grade Walls law Figure 1) U-Factor X Area UA
Instructions
j No Below Grade Walls in this proem ♦ -
Slab Below Grade fees Finuren F-Factor X Length UA
Instructions Selectcomitloning ♦ I No selection --
Slab on Grade(see FVure ii F-Factor X Length UA
Instructions (--�
No Slab on Grade In tMs;oirc: ♦
Location of Ducts J
Instructions Duct Leakage Coefficient
J UncartOltltxcell Space ♦
1.10
Sum of UA 219.09
Envelope Heat Load 10,297 Btu/Hour
Fwaure 1. Sum ofUAXAT
Air Leakage Heat Load 6,793 Btu/Hour
VolumeX O.BXATX.010
ntava Graeo Bullding Design Heat Load 17,090 Btu/Hour
Air Leakage+Envelope Heat Loss
Building and Duct Heat Load 18,799 Btu/Hour
Ducts in unconditioned space:Sum of BuidMg Heat Loss X 1,10
Ducts In conditioned space:Sum of Building Heat Loss X 1
Maximum Heat Equipment Output 26,319 Btu/Hour
Budding and Duct Heal Loss X 1.40 for Forced Air Furnace
Budding and Duct Hoot Loss X 1.25 for Heal Pump
(07/OV-13)
i
-I 1VASH• I I T L C ASSOCIATES CI.>ENT:
I SEISMIC ANALYSIS PROJECT _
t rr c'r 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
231:, IK(A
3, p = 2-[2(Vaccstory)/(Vumax)(Ab 1/2)
L ` ZCs, Tn )
06
WINO
8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117
WWW NASH-ARCHITECTS.COD[
a
BUILDING INSPECTION REPORT — Residential Final
Permit No. 1441
Address: 9024 171st Street NE
Contractor: LGI Homes - Washington, LLC
Owner: LGI Homes - Washington, LLC
Date: 9/27/2017
® APPROVAL ❑ PARTIAL APPROVAL
❑ CORRECTION ❑ OTHER
INSPECTION: Final Building
ADDRESS NUMBERS: N ACCESS: N
PLUMBING: N MECHANICAL: N
SMOKE DETECTION: N CO DETECTION: N
LIFE SAFETY: N DECKS: N
HANDRAILS: N PLANTINGS: N
WATER: N SEWER: N
LIGHTING: N FINAL ELECTRICAL: N
BLOWER DOOR/DUCT CERT: N INSULATION CERT: N
Date: 9/26/2017 Inspector: Kevin Olander
_ rs
Permit#1441
Address Payment lntb
Address Receipt# 1206566
City Date 4/21/2017
State Paid By LGI Homes-Washington,LLC
Zip Description Plan Review
Payment Type Check#4460
Accepted By Kristin Foster
Fees Paid
Fee Fee Description Factor Total Fee Amount
Amount Paid
Building Plan Review Fee 345.83.00.00 0 1,370.93 1,370.93
Total Payment:1,370.93
Permit#: 1441
Permit Date: 04/21/17
Permit Type: RESIDENTIAL SINGLE FAMILY
Project Nam e Gregory Park
Applicant Nam a LGI Horn cs -Washington, LLC
Applicant Address: 11410 NE 124th Street, Ste #103
Applicant, City, State, Zip: Kirkland,WA98034
Contact: Matt Adam s
Phone: 425-785-0797
Em al: m at.adam s@lgihom cs.com
Scope of Work: New SFR
Valuation: 187422.00
Square Feet: 1889
Num ber of Stories: 1
Construction Type:
O xupancy G ioup:
ID Code:
Permit Issued: 05/10/2017
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-
9024 171 st Street NE WASHINGTON Residence
Single Dam iy
-Detached
LLC
Contractors
Contractor P rim ay Contact P hone A ddress C ontractor Type L icense License#
LGI HOMES- 12951 BELRED CONSTRUCTION Labor and LGIHOHL857MB
WASHINGTON LLC RD#150 CONTRACTOR Industries
Inspections
Date I nspection Type D escription S cheduled Date C om Ileted Date I nspector S tatus
06/20/2017 R20.SFR/DUPLEX Com Iieted
FINAL
Plan Reviews
Date R eview Type D escription A ssigned To R eview Status
04/21/2017 RESIDENTIAL SINGLE z.Rick Karns
FAMILY
Fees
Fee D escription N otes A in cunt
Building Plan Review T able 4-2 $1,370.93
Building Perm i T able 4-1 $2,109.12
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 in nity MF Muti-fam iy $1,662.00
Plum ling Base Perm i Fee $25.00
Mechanical Com in ecial Perm i T able 4-7;Per Unit 1 1 @$12 $132.00
Processing/Technology $25.00
State Surcharge- 1st DU R esidential- 1st Unit $4.50
Traffic Mitigation-C/MF Cbm m mial/Multi-fam iy $3,355.00
Water Heater(Tank) $25.00
Total $8,793.55
Attached Letters
Date Letter D escription
05/10/2017 Building Perm i
Paym sits
Date Paid By D escription P aym art Type A ccepted By A in amt
04/21/2017 LGI Hom cs-Washington,, Plan Review C heck#4460 K ristin Foster $1,370.93
LLC
05/10/2017 LGI Hom cs-Washington,, Building Perm i C heck#4461 K ristin Foster $7,422.62
LLC
O itstanding Balance $0.00
Notes
Date Note C reated By:
04/21/2017 Lot 48-Plan 1487 Colum lia K ristin Foster
Uploaded Files
Date File Nam e
10/17/2017 2704838-9024 171 st Street NE.docx
05/10/2017 2277501-1441 Issued Perm i.pdf
04/21/2017 2235108-1441 Site Plan.pdf
04/21/2017 2235109-1441 Application.pdf