HomeMy WebLinkAbout9032 168th Street NE_BLD1721_2026 IN °r RESIDENTIAL PERMIT APPLICATION
Department of Community& Economic Development
City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551
ll�vc'�
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:
9032 168th Street NE Plat: Gregory Park Lot 7
41 Single-family ❑ Duplex ❑ Townhouse al Addition Ij Accessory structure
Proposed Area: Il s' Floor: 703 2"d Floor: 920 Garage: 370 Total SF: 1993
Describe Proposal (include cross street):
Application for new single family residence to be located at 9029 168th Street NE. Cross street is 91st
Valuation: 74� S�� • !��
owner: LGI Homes - Washington LLC
Address:
9028 168th Street NE City: Arlington State:WA Zip Code:98223
Phone: (425) 785-0797 Email: Matt.adams@lgihomes.com
Applicant: LGI Homes - Washington LLC
Address:
9028 168th Street NE City:Arlington State: WA Zip Code:98223
_
Phone: (425) 785-0797 Email:Matt.adams@lgihomes.com
Contractor: LGI Homes - Washington LLC
Address:
9028 168th Street NE City:Arlington State:WA Zip Code:98223
_ _
Phone: (425) 785-0797 Email: Matt.adams@lgihomes.com
Contact Person: Matt Adams License Number:LGIHOHL857MB Expiration: 07/02/2019
6/16LP Page 1 of 3
�` °� RESIDENTIAL PERMIT APPLICATION
Department of Community& Economic Development
�� ! O� 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)
hJl Bath/Shower Combo (4.0) x 1 6 Sink (1.5) x 1
I� Shower(2.0) x 1 Lavatory (1.0) x 3
Q Clothes Washer (4.0) x Water Closet(2.5) x 3
EJi Dishwasher (1.5) x 1 [jl Water Heater x 1
Q! Hose Bibb (2.5) x 2 Water Heater Model #
V1; Other(list) x 1 AO Smith HPTU-50N
Plumbing Section Continued
Proposed Water Piping Size: 3/411 Proposed DWV Material: AB
Proposed Piping Material: PEX Proposed DWV Size: 2"
• All hose bibs required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019
• All water supplies at 80psi or greater shall have Pressure Reducing Valves (PRV)
6/16LP Page 2 of 3
`��
RESIDENTIAL PERMIT APPLICATION
Department of Community & Economic Development
O� City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551
N
Mechanical Section (continue filling out if mechanical equipment is involved)
Select proposed appliances:
Bryant 915SA30040514 95%
Furnace (80+) Model# AFUE
E311 Heat Pump Model# SEER HSPE
AC Unit Model# SEER
0i Type II Hood ❑ Commercial Cooking Appliance Q Hydronic Piping
Boiler ❑ Solid-Fuel Appliance a1 PV System
❑ Fireplace Insert ❑ Outdoor BBQ Storage Tank
�l Freestanding Stove WJ! Gas Piping Other
Gas Piping Information
Not Applicable: ❑
Black Steel
Pipe Material: _ Pipe Size: 1' Total BTU's of all Appliances: 120,000
Distance from Meter to Furthest Appliance:
• New gas piping requires a pressure test to hooking to any appliance
• Sediment traps (drips) are required on all gas lines
• Gas lines are required to be supported/secured every 6 to 8 feet
• Proper combustion air and venting required for all appliances
• A shut-off is required within 6 feet of all appliances
Applicant Signature: Date:
Print Applicants Name:
6/16LP Page 3 of 3
CITY OF ARLINGTON
238 N. OLYMPIC AVE -ARLINGTON, WA. 98223
` PHONE; (360)403-3551
BUILDING PERMIT
Address:9032 168th Street NE Permit#:1721
Parcel#:01166900000700 Valuation:205501.85
OWNER APPLICANT CONTRACTOR
Name:LGI HOMES-WASHINGTON LLC Name:LGI Homes-Washington,LLC Name:LGI Homes-Washington,LLC
Address: 1450 LAKE ROBBINS DR STE 430 Address:9028 168th Street NE Address: 11410 NE 124th Street,Ste#103
City,State Zip:THE WOODLANDS,TX 77380 City,State Zip:Arlingotn,WA 98223 City,State Zip:Kirkland,WA 98034
Phone: Phone:425-785-0797 Phone:360-353-0588
MECHANICAL CONTRACTOR PLUMBING CONTRACTOR
Name: Name:
Address: Address:
City,State,Zip: City,State,Zip:
Phone: Phone:
LIC#: EXP: LIC#: EXP:
JOB DESCRIPTION
PERMIT TYPE: Single Family Residence CODE YEAR: 2015
STORIES: 2 CONST.TYPE: V-$
DWELLING UNITS: 1 OCC GROUP: R-3
BUILDINGS: OCC LOAD:
PERMIT APPROVAL
I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED
THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO
WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27.
THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID.
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR
A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBCI10/IRCI I0.
SALES TAX NOTICE:Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form
and coded City of rlin # 01.
� ► 1 - -I�7 r-,
Signature Print Name Date Released By Dde
CONDITIONS
Adhere to approved plans.
THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY
CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION.
PERMIT FEES
Date Description Fee Amount
11/14/2017 Building Permit Fee $2,220.14
11/14/2017 Building Permit Fee $31.72
11/14/2017 Building Plan Review Fee $1,443.09
11/14/2017 Building Plan Review Fee $20.62
11/14/2017 Furnace $25.00
11/14/2017 Gas Outlets Base Fee 1 to 5 $10.00
11/14/2017 Mechanical Fee(Enter Fixture Fee) $25.00
11/14/2017 Mechanical Permit Base Fee $25.00
11/14/2017 Park-Community SF $1,662.00
11/14/2017 Plumbing Permit Fee(Enter Fixture Fee) $156.00
11/14/2017 Processing/Technology Fee $25.00
11/14/2017 State Building Code Surcharge Fee $4.50
11/14/2017 Traffic Mitigation-City $3,355 00
11/14/2017 Water Heater $25.00
Total Due: $9,028.07
Total Payment: $9,028.07
Balance Due: $0.00
CALL FOR INSPECTIONS
BALDING(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
�`��` °F RESIDENTIAL PERMIT APPLICATION
t 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:
9032 168th Street Plat:
NE Gregory Park Lot 7
41 Single-family ❑ Duplex ❑ Townhouse Addition Accessory structure
Proposed Area: 151 Floor: 703 2"d Floor: 920 Garage: 370 Total SF: 1993
Describe Proposal (include cross street):
Application for new single family residence to be located at 9029 168th Street NE. Cross street is 91st
Valuation: S�� • !��
owner: LGI Homes - Washington LLC
Address:
9028 168th Street NE City: Arlington State:WA Zip Code:98223
_
Phone: (425) 785-0797 Email: Matt.adams@lgihomes.com
Applicant: LGI Homes - Washington LLC
Address:
9028 168th Street NE City:Arlington State: WA Zip Code:98223
_
Phone: (425) 785-0797 Email:Matt.adams@lgihomes.com
Contractor: LGI Homes - Washington LLC
Address:
9028 168th Street NE City:Arlington State:WA Zip Code:98223
_ _
Phone: (425) 785-0797 Email: Matt.adams@lgihomes.com
Contact Person. Matt Adams License Number:LGIHOHL857MB Expiration: 07/02/2019
6116LP Page 1 of 3
°�' RESIDENTIAL PERMIT APPLICATION
Department of Community & Economic Development
City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551
Plumbing Section (continue filling out if plumbing is involved)
(Check all that apply and indicate the number of fixtures proposed)
F�]1 Bath/Shower Combo (4.0) x 1 (' j Sink (1.5) x 1
�I Shower (2.0) x 1 ej Lavatory (1.0) x 3
❑I Clothes Washer (4.0) x Water Closet(2.5) x 3
F�l Dishwasher (1.5) x 1 Water Heater x 1
Hose Bibb (2.5) x 2 Water Heater Model #
Other (list) x 1 AO Smith HPTU-50N
Plumbing Section Continued
Proposed Water Piping Size: 3/411_ Proposed DWV Material: ABS
Proposed Piping Material: PEX Proposed DWV Size: 211
• All hose bibs required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019
• All water supplies at 80psi or greater shall have Pressure Reducing Valves (PRV)
6/16LP Page 2 of 3
6�'�` RESIDENTIAL PERMIT APPLICATION
Department of Community & Economic Development
�l! O City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551
Mechanical Section (continue filling out if mechanical equipment is involved)
Select proposed appliances:
I Furnace (80+) Model# Bryant 915SA30040514 AFUE 95%
Heat Pump Model# SEER HSPE
01 AC Unit Model# SEER
Type II Hood ❑ Commercial Cooking Appliance D Hydronic Piping
❑ Boiler ❑ Solid-Fuel Appliance ❑ PV System
❑ Fireplace Insert ❑ Outdoor BBQ ❑ Storage Tank
�I Freestanding Stove ❑ Gas Piping Other
Gas Piping Information
Not Applicable: p
Black Steel
Pipe Material: Pipe Size: 1" Total BTU's of all Appliances: 120,000
Distance from Meter to Furthest Appliance: . 5
• New gas piping requires a pressure test to hooking to any appliance
• Sediment traps (drips) are required on all gas lines
• Gas lines are required to be supported/secured every 6 to 8 feet
• Proper combustion air and venting required for all appliances
• A shut-off is required within 6 feet of all appliances
Applicant Signature: Date: I
Print Applicants Name: AI h
6116LP Page 3 of 3
SETBACKS NOTES:
B'wA7>�R 1 8TH ST° NE, FRaVT 20' .BUILDING DIIIEN-96Yff ARE 70
ME 5' FAOE OF FOUNDA776YV
2f00 REAR 5' -MADING 9YONN AS DE26W
_ 1 ACTUAL LOICAAOW MAY VARY
B MER •2OI°E DR/VEWAY 70 PUBLIC ROAD
10.00'PUBLIC •-X T fEXT TO BE INSTALLED PER
U77LITY WA7D? CITY OF ARL/NGTLW'S STANDARD
EA T SERNQ� i,l —— •ALT FENCE lO BE INSTALLED GW
I G?AD1DVT SJDE OF BUILDING
PMM
s Y v v Dp p v
:0920'49CNON"W I MRANX TO BE
INSTALLED PER CITY Of'
S7wm(XtmouT. �70 23.°38 ��� ��� I I ARLINGTWW STANDARDS
�`90
COWN£CT Roar AND S` �� o•�, STORM NOTES.•
FOIOANG DRAINS wAY a cs --' : ( � •7FSL'INSTALLED PR/64 lt7
g } q0, 2900' o o .L` CGWS1RUCAM
J� 8.w° ( •BARE SOLS COWED N17H MULOW
s OR ANOTHEIP APPROVED EG/P
•TOPSOIL PER ME BAIP T5.13
CGNNEC A6V \
l 18.60 11.50 I I (EFF 12'DEPTH)
•ALL OWS/7E RUNOFF 0NNECTED 70
GARAGE 2.00
I S •XF 9YALL BE STABILIZED PRIOR
BU PEILDING a TO BUILDING MIT BEING
al7L/NE
FINALIZED
g I i SITE NOTES.-
PROPO.SM R£STmar •7761/TL/NE FOOANG DRAINS AND
ROOD DRAINS 70 PERI/ANENT
100.ROOF CYPRESS-1623 I i I STt�4A/DRA/NAX SY57LV POP
MRHANG I 1 GARAGE R/GYIT APPROVED PLAT DRAINAGE PLAN
1,2651,7 W I aV FILE W7H AIE MINTY.
5 00'i / I 30.00 13 , ' ° 4 Z Ij AREA OF D/S7UR54N6E/NGYUDES
ENAR£LOT.
r I TPA;70 12 SF h Q I I LEGEND:
� I LOT 7 0 °� \ I �— BLOW OFF
I ® WATER MM?
�O I 4( FIRE HYDRANT
o I EXISANG ° I I AIR VAC
= I COMM(TIP.)
® (:AICl/BASIN
FJ➢VI9ym ` I O OYEANOIUT
CWTOU�(rip 5.00'BSBL 474 a K I ( O AIANHOif
BLOa( WALL
7Rff REMOVAL
2.00'AbOlAGWAL I I
ROW"CA AAN I =:t:9 orsf'voc
76 N£CITY
I I g 2M Q`�ARLING7(W ) 17
W S A7'BSl4L 1 ° X&F 1'=20'
¢88 •, ; LOT 7
PRGpERTY N897005"w J> SITE PLAN
'
CaNER(7W.) GREGOR Y PARK
L G/ HOMES PLAN NO. CYP.—1623
LOT AREA = 6,101 SF DATE 101212017 PARCEL # LOT 7
HOUSE= 1,265 SF
1471 I NE 29rh Place,#I07
DRIVEWAY= 405 SF Bellevue,Washington 98007 DESIGNED CORE ADDRESS 9032 1687H Sr NE
425.885.7877 Fax 425.085.7963
WALKWAY/PAAO = 12 SF PROJECT NUMBER
TOTAL= 1,682•SF
ENGINEERING PLANNING • SURVEYING DRAWN CAF 13024L-GRG00
,1A,/®rm , CITY OF ARLINGTON
238 N. OLYMPIC AVEARLINGTON, WA. 98223
PHONE; (360) 403-3551
BUILDING PERMIT
Address:9032 168th Street NE Permit#:1721
Parcel#:01166900000700 Valuation:205501.85
OWNER APPLICANT CONTRACTOR
Name:LGI HOMES-WASHINGTON LLC Name:LGI Homes-Washington,LLC Name:LGI Homes-Washington,LLC
Address: 1450 LAKE ROBBINS DR STE 430 Address:9028 168th Street NE Address: 11410 NE 124th Street,Ste#103
City,State Zip:THE WOODLANDS,TX 77380 City,State Zip:Arlingotn,WA 98223 City,State Zip:Kirkland,WA 98034
Phone: Phone:425-785-0797 Phone:360-353-0588
MECHANICAL CONTRACTOR PLUMBING CONTRACTOR
Name: Name:
Address: Address:
City,State,Zip: City,State,Zip:
Phone: Phone:
LIC#: EXP: LIC#: EXP:
JOB DESCRIPTION
PERMIT TYPE: Single Family Residence CODE YEAR: 2015
STORIES: 2 CONST.TYPE: `I-$
DWELLING UNITS: 1 OCC GROUP: R-3
BUILDINGS: OCC LOAD:
PERMIT APPROVAL
I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED
THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO
WORKMEN'S COMPENSATION INSURANCE AND RC W 18.27.
THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID.
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR
A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110.
SALES TAX NOTICE,:Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form
and coded City of rlin
Signature Print Name Date Released By Dik
CONDITIONS
Adhere to approved plans.
THIS PERMIT AUTHORIZS ONLY THE WORK NOTED-THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY
CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION.
PERMIT FEES
Date Description Fee Amount
11/14/2017 Building Permit Fee $2,220.14
11/14/2017 Building Permit Fee $31.72
11/14/2017 Building Plan Review Fee $1,443.09
11/14/2017 Building Plan Review Fee $20.62
11/14/2017 Furnace $25.00
11/14/2017 Gas Outlets Base Fee 1 to 5 $10.00
11/14/2017 Mechanical Fee(Enter Fixture Fee) $25.00
11/14/2017 Mechanical Permit Base Fee $25.00
11/14/2017 Park-Community SF $1,662.00
11/14/2017 Plumbing Permit Fee(Enter Fixture Fee) $156.00
11/14/2017 Processing/Technology Fee $25.00
11/14/2017 State Building Code Surcharge Fee $4.50
11/14/2017 Traffic Mitigation-City $3,355.00
11/14/2017 Water Heater $25.00
Total Due: $9,028.07
Total Payment: $9.028.07
Balance Duc: $0.00
CALL FOR INSPECTIONS
BUILDING(360)403-3417
When calling;for an inspection please leave the following;information:
Permit Number,Type of Inspection being.requested,and%shether you prefer morning or afternoon
LINGTONropy
BUIL IN pEPaR � 'SE7'�ACKS
1 S NOTES.-
fRGWT 20 .SUILOVNG OVMENZWS ARE 7O
WE 5' FAX OF FOUNDAnO4/
2t RFUP 5' •6R4blWG SHOW AS DEY6W
j A0711AL LOCAnLW mAY VARY
8 •.2WE DWWWAY 7O PUBUC ROAD
NO C •.A'LT our TO BE INSTALLED PER
UNLE S AVMWVE Y T aTY OF ARL/NGXW S STANDARD
Il p T� IF—— •-71 r fEW TO BE INSTALLED OW
D p y 9 I 6R4UENT.9X OIL 8U/LUNG
PARQ4
_ N8920'49"W d :I •CVWS7AV0aV EMIR a� m BE
INSTALLED PER 07Y OY-
ISIOYPM GYEANGI/T. 2 U8 ���``� I I ARUNG7MNS STANDARDS
COWNECT Roar AND S�' �P�o`Q STORM NOTES.•
F00AWG DRAINS SAY a ?`r o?-' I •OY�W87RUC LM PRIa? TO
$ OO' 2Q O0' ` o00 >`
all
•BARE SMS COWRED W7H MULOV
a?ANOn/ER APWOIkW BMP
•7OWSLLL PER WMOE BMP M 13
— — Sew 500 \ 11.50 &T 12-DIP 7H
OLWNECn 1850 ON I •ALL ONS/7E R NOfF COWNECIED TO
GMRAX 200 g PR/VA7E S7O4M SA18
BUILDING I •.97E SMALL BE STABILIZED AWOR
aflZINE g I I TO BUILDING PmlrBONG
AW4UZED
SITE NOTES.-
PROP 0SM RE9,DOVQE •NOWL/NE f00hWG ATA/NS AND
ROOF R0 DRAINS TO MWANENT
1.010'RWr CYPRESS-1623 I I SMW DRAINAGE S6MV P&
OVERHANG I GARAGE RIGHT a APPROVED PLAT DRAINAGE PLAN
1,2W9r W I ON RLE W7H ME CWNTY.
500' 30.010 ° Z I, •AREA OF D/SAIRBANOIE INCLUDES
1J38 / - DV1RE LOr.
i I � >:W i Llh (
1 PAW 12 SF I I LEGEND.
nor 7 W07ER MEU
ARE HYDRANT
o I D#S71NG AIR VAC
= I (CaWWR(nP.) CATI,M BA9N
RN/SAQED 1, I
O Ol'.EANGY/T
(�� I 500 B519L 474 I I O MANHOLE
I I I ® &Off WALL
MEE REMOVAL
F I 2.00'ADDVAO AL
—Row"CA Am _ +.
I I
717, nIE aTY
I of ARUNG7GN
,K XWE I'm 20' i
48J8 LOT 7
PROPERTY 1V8970'05"W ' SITE PLAN
C15WER(nP.) GREGOR Y RA RK
LGI HOMES PLAN NO. CYR—1623
LOT AREA = 6,101 SF DATE 101212017 PARCEL # LOT 7
HOUSE= 1,265 SF 47I 1 NE 29M Vlo e,#101
DRIVEWAY= 405 SF Bel--,Wahmgfo 98007 DESIGNED CORE ADDRESS 902 188M ST. NE
415.885.7877 FaR 425.885.7963
WALKWAYIPAn0 = 12 SF `DESIGN PROJECT NUMBER
TOTAL= 1,682 SF
ENGINEERING • PLANNING • SURVEYING DRAWN CAF 13024L-GRGOO
i l
r ; ax
7 Y;V
Permit Information
Date 11/1/2017
Permit Number 1721
Project Name Gregory Park
Applicant Name LGI Homes-Washington,LLC
Applicant Address 9028 168th Street NE
City,State,Zip Arlingotn,WA 98223
Contact Matt Adams
Phone 425-785-0797
Email matt.adams@lgihomes.com
Permit Type Single Family Residence
Site Address 9032 168th Street NE
Valuation 205501.85
Status Applied
Permit Issued
Permit Expires
Square Feet 1993
Type of Construction/Occupancy Load V-B
Number of Stories 2
Proposed Use New SFR
Assigned To Kristin Foster
Property
Owner
Parcel Address Legal I Owner Phone Zoning
01166900000700 9032 168th Street LGI HOMES-WASHINGTON 111 Single Family Residence-
NE LLC Detached
Contractors
Contractor Name Primary Phone Email Contractor License License#
Contact Type
LLCHomes-Washington, :360-Jake Jabusch 0588 3- ake.jabusch@lgihomes.comCONTRACTOR IIndusLabo and I-GIHOHL857M
I_LC c)588 Ilndustries
Review
Date Type Description I Target Date Completed Date IAssigned To Status
11/1/2017 lResidential Dwelling 11/8/2017 1\my Rusk o In Review
11/1/2017 lResidential Dwelling 11/8/2017 lKevin Olander Iln Review
Fees
Fee Description Notes Amount
Building Permit Fee 322.10.00.01 $2,220.14
Building Permit Fee 322.10.00.00 $31.72
Building Plan Review Fee 345.83.00.00 $1,443.09
Building Plan Review Fee 345.83.00.00 $20.62
Furna2d322.10.00.00 $25.0
Gas Outlets Base Fee 1 to 5 322.10.00.00 $10.00
Mechanical Fee Enter Fixture Fee 322.10.00.00 $25.00
Mechanical Permit Base Fed322.10.00.00 $25.00
Park-Community SF 345.85.00.00 $1,662.00
Plumbing Permit Fee Enter Fixture Fee 322.10.00.0 13 @$12 $156.0
Processing/Technology Fee 341.43.00.02 $25.00
State Building Code Surcharge Fe 386.00.01.00 $4.50
Traffic Mitigation-City 345,85.00.02 $3,355.00
Water Heater 322.10.00.00 $25.00
Total $9,028.07
Payments
Date Paid By Amount Description I Payment Type Acce ted B
11/1/2017 JILGI Homes-Washington LLC $1.443.0 Check#5719 jKristin Foster
11/1/2017 ILGI Homes-Washington LLC $7,532.64 IGheck#5720 Kristin Foster
Total $8.975.73 Amount Outstanding:$52.34
Uploaded Files Upload File
Date File Uploaded B
11/2/2017 11:07:07 AM 1721 Site Plan.pdf Foster,Kristin
11/2/2017 11:07:07 AM 1721 Application.pdf Foster,Kristin x
i
RESIDENTIAL PERMIT APPLICATION
'y l_
Department of Community& Economic Development
iV City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551 C+`�
THIS APPLICATION IS TO BE USED WHEN APPLYING FOR A NEW SINGLE-FAMILY, DUPLEX, TOWNHOUSE,
ADDITION, DECK,OR ACCESSORY STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED 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:
9032 168th Street NE Plat: Gregory Park Lot 7
_
R3 Single-family ❑ Duplex Townhouse OI Addition Q' Accessory structure
Proposed Area: 1 s' Floor. 703 2"d Floor: 920 Garage: 370 Total SF: 1993
Describe Proposal (include cross street):
Application for new single family residence to be located at 9029 168th Street NE. Cross street is 91st
Valuation: l C 'A
Owner: LGI Homes - Washington LLC
Address:
9028 168th Street NE City: Arlington State:WA Zip Code:98223
Phone: (425) 785-0797 Email: Matt.adams@lgihomes.com
Applicant: LGI Homes - Washington LLC
Address:
9028 168th Street NE City:Arlington State: WA Zip Code:98223
Phone: (425) 785-0797 Email: Matt.adams@lgihomes.com
Contractor: LGI Homes - Washington LLC
Address:
9028 168th Street NE City:Arlington State:WA Zip Code:98223
Phone: (425) 785-0797 Email: Matt.adams@lgihomes.com
Contact Person: Matt Adams License Number:LGIHOHL857MB Expiration: 07/02/2019
606LP Page 1 of 3
� I
1
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)
t3 Bath/Shower Combo (4.0) x 1 C11 Sink (1.5) x 1
41 Shower (2.0) x 1 41 Lavatory (1.0) x 3
❑ Clothes Washer (4.0) x [ Water Closet(2.5) x 3
Dishwasher (1.5) x 1 Water Heater x 1
QI Hose Bibb (2.5) x 2 Water Heater Model #
R3 Other(list) x 1 AO Smith HPTU-50N
Plumbing Section Continued
Proposed Water Piping Size: 3/411 Proposed DWV Material: ABS
Proposed Piping Material: PEX Proposed DWV Size: 2"
• All hose bibs required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019
• All water supplies at 80psi or greater shall have Pressure Reducing Valves (PRV)
6116LP Page 2 of 3
n
I
RESIDENTIAL PERMIT APPLICATION
' Department of Community & Economic Development
Y
INT
O City of Arlington• 18204 59th Ave NE •Arlington, WA 98223 • Phone(360)403-3551
Mechanical Section (continue filling out if mechanical equipment is involved)
Select proposed appliances:
Bryant 915SA30040514 95%
Furnace (80+) Model# AFUE
❑1 Heat Pump Model# SEER HSPE
Ol AC Unit Model# SEER
❑ Type II Hood ❑1 Commercial Cooking Appliance ❑ Hydronic Piping
J Boiler Solid-Fuel Appliance ❑ PV System
01 Fireplace Insert Outdoor BBQ ❑ Storage Tank
Freestanding Stove Q! Gas Piping ❑ Other
Gas Piping Information
Not Applicable: ❑
Black Steel
Pipe Material: Pipe Size: 1 Total BTU's of all Appliances: 120,000
Distance from Meter to Furthest Appliance: 5
• New gas piping requires a pressure test to hooking to any appliance
• Sediment traps (drips) are required on all gas lines
• Gas lines are required to be supported/secured every 6 to 8 feet
• Proper combustion air and venting required for all appliances
• A shut-off is required within 6 feet of all appliances
Applicant Signature: Date:
Print Applicants Name: '
6/16LP Page 3 of 3
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6MDI 1'00Yfin—K l ErMed nA("I Job Name/Model 1623 FL GR
a6sK r2S7�Y0d DeelOner DAN C. TRU66 LAYOUT
Address:
{nfoo41 PO.1{:_w I w M.0.4ft mWN! Dne 5/1/201]
MiTek
MiTek USA, Inc.
7777 Greenback Lane
Suite 109
Citrus Heights, CA, 95610
Telephone 916/676-1900
Re: 1623-FL Fax 916/676-1909
LGI HOMES 1623-FL dcc
The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision
based on the parameters provided by BMC West-Everett,WA.
Pages or sheets covered by this seal: R50439568 thru R50439583
My license renewal date for the state of Washington is May 16,2019.
ov,mLL &
o��woc WAS�.,�c�
� R 51398 q�
�CISTgR�
• 8!
May 2,2017
Baxter, David
IMPORTANT NOTE:Truss Engineer's responsibility is solely for
design of individual trusses based upon design parameters shown
on referenced truss drawings. Parameters have not been verified
as appropriate for any use. Any location identification specified is
for file reference only and has not been used in preparing design.
Suitability of truss designs for any particular building is the
responsibility of the building designer, not the Truss Engineer,
per ANSI/TPI-1, Chapter 2.
i
Job Truss Trus..,ype Qry Ply LGI H. .�5 1623-FL dcc
R50439568
1623-FL Al GABLE 1 1
Job Reference(optional) _
BMC, EVERETT,WA 98205-3212 8 010 s Apr 20 2016 MITek Industries,Inc. Mon May 01 22:35:11 2017 Page 1
ID:IgublkbWR27z3U8E92FUkDzKpFM-FntkSATrg1 GQ?5thZZ9PGSsrFpl?eC7VmLG17DzKk6E
0-1�8 0-A8
Scale=1:25.4
A B C D E F G H I J K L M
A QqAD
AA
AC
Z Y X W V U T S R Q P 0 N
r 1-
4-0 13-4 0 1 4 8 0 11 5 9.12 i
i-4.0 1.4-0 r 1-4-D 1-4-0 14——0—1.4-0 1.4-0 i-4-0 1 - 1-4•0 1•t-12
Plate Offsets(X,Y)— IA:Ed11e,0.0-121.IAA:0-1-8,0.0-12L[AB:O-I-B.0-0-121,[AC:0-1-8.0.0-121.[AD:0-1-8,0-0-121
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl L/d PLATES GRIP
TCLL 400 Plate Grip DOL 1.00 TC 0.07 Vert(LL) n/a n/a 999 MT20 1851148
TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a n/a 999
BCLL 00 Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 N n/a n/a
BCDL 5.0 Code IRC2015/TP12014 Matrix-R Weight:57 lb FT=O%F,12%E
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 HF No.2(flat) except end verticals.
WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing
OTHERS 2x4 HF No.2(flat)
REACTIONS. All bearings 15-9-12.
(lb)- Max Grav All reactions 250 Ib or less at joint(s)Z,N,Y,X,W,V,U,T,S,R,Q,P,0
FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
2)All plates are 1.5x4 MT20 unless otherwise indicated.
3)Gable requires continuous bottom chord bearing.
4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
5)Gable studs spaced at 1-4-0 oc.
6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
��L 6
WASI�M
wO� 51398 k4
NAL LNG
May 2,2017
®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1I1.7473 rev.10/03/2015 BEFORE USE.
Design vadd for use onty with MITek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss systortt Befere use,the building designer must verity the applicability of design parameters and property incorporate this design Into the overall
buduiuy deayu.Bwuuy indivalud le lu pi uvmd bucAMny ul mdlviduul hula web und/ot dtmd manibres unly Adddimtal Ieutputarq and permanent b acing Mlle k
is always required for stability and to pravem collapse with possible personal injury and property damage.For general guidance regarding the
(edification.storage,delivery,erection and bracing of ttusses and twos systems,see ANSlrrPl1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane
Safety Information available from Tessa Plate Institute,218 N.Lee Street.Sued 312,Alexandria,VA 22314. Suite 109
Citr H i 1 A 95610
Job Truss Tres,..ype Qty rPlyTLGh. .a- 1823FL dcc
R50439569
1623-FL A2 Floor 4 ef Vona
sli EVERETT,WA 982C 3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:35:12 2017 Page 1
ID:IgublkbWR27z3U8E92FUkDzKpFM-jzR6g WUTbLPGcFSt7GgepfOvyDwPNbhe??OaffzKk6D
0-1-8
H 1 2'8'D � �i 1
i 1-3-0 ,0�8
S=1:25.7
3x6= 3x4 = 3x6= 4x5 =
A B C D E F G H
P
0
0
M L K J t
3x6 = 3x10 = 3x4 = 4xB=
I 15.9.12
154-12
Plate Offsets(X,Y)— IA:Edge,00.0-112,-[D:0-1-8,Edge1,fH:0.1-8,Edge,fK:0.1-8.Edge1 fO:0-1-8 OA-12) (P:0-1-8 0-0-121 10:0-1-8 0-0-121 (R:0-1.8.M-121
LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.52 Vert(LL) -0.16 L-M >999 480 MT20 185/148
TCDL 100 Lumber DOL 1.00 BC 0.77 Vert(CT) -0.21 L-M >896 360
BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(CT) 0.04 1 n/a n/a
BCDL 5.0 Code IRC2015ITP12014 Matrix-R Weight:65 lb FT=O%F,12%E
LUMBER- BRACING.
TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 HF No.2(flat) except end verticals.
WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=849/0-3-6,N=849/0-5-6
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD H-1=-851/0,B-C=-2172/0,C-D=-2172/0,D-E=2376/0,E-F=-2376/0,F-G=-813/0,G-H=813/0
BOT CHORD M-N=0/1350,L-M=0/2376,K-L=0/2376,J-K=0/1840
WEBS B-N=-153210,B-M=0/933,C-M=-297/0,D-M=467/86,H-J=0/1150,F-J=-1166/0,F-K=0/706
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3)All plates are 1.5x4 MT20 unless otherwise indicated
4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
BRILL Gf
WAskiy "�
51398 �rAr
0'nF �crs��
SSIONAL
May 2,2017
AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.1010312015 BEFORE USE.
Design valid for use only with M1TekAD connectors.This design is based only upon parameters shown,and is for an Individual building componom not
a truss system,Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design Into tho overall 11
building design,Gracing indicated is to prevent buckling of individual truaa d/web and/or chord members only. fWtd Aonal temporary and permanent bracing Mire i�
Is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the
fabric lion,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane
Safety information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109
Citrus Heiahts.CA 95610
E1621-FL
Truss Ttusa.type Qty Ply LGI H...,'S 1623-FL dcc
R50439570
A3 Floor 2 1
Job Reference o tional
BMC, EVERETT,WA 98205-3212 6,010 s Apr 20 2016 NTek Indiusbies,Inc. Mon May 01 22:35:12 2017 Page 1
ID:IgublkbWR27z3USE92FUkDxKpFM-jzR60WUTbLPGcFSt7GgWov_DwUhlble470aKzKk6 D
0-1-8
L 1�FqScale=1:27.2
1.5x4 I
L5x4 =
1.5x4 = 3x6= 1.5x4 II 3x4 = 1.5x4 II 3x6 = 3x4 II 4x6 II
A B C D E F G H
m
M L K J I
3x6 = 3x10= 1.5x4 II 3x4= 4x6= 1.5x4 II
15.6.8
15$-8
Plate Offsets(X Y)— [A:Edoe 0.0-121 ID:0-1-8 Edge) 111-1:0-3-0 Edge[ [K:0-1 8 Edael [0'0.1-8 0.0-121 [P'0.1-8 0-0.12)
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.52 Vert(LL) -0,16 L-M >999 480 MT20 185/148
TCDL 10.0 Lumber DOL 1 00 BC 0.76 Vert(CT) -0.20 L-M >908 360
BCLL 00 Rep Stress Incr YES WB 0.31 Horz(CT) 0.01 H n/a n/a
BCDL 50 Code IRC2015/TPI2014 Matr,x-R Weight:66 lb FT=0%F,12%E
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 HF No.2(flat) except end verticals.
WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) H=841/0-3-0,N=841/0-5.8
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD B-C=-2142/0,C-D=-2142/0,D-E=-2329/0,E-F=-2329/0,F-G=-749/0,G-H=-750/0
BOT CHORD M-N=0/1335,L-M=0/2329,K-L=0/2329,J-K=0/1778
WEBS B-N=-1515/0,B-M=0/916,C-M=-297/0,H-J=0/1086,F-J=-1168/0,F-K=0/712,D-M=-449/96
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails
Strongbacks to be attached to walls at their outer ends or restrained by other means.
4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
5)CAUTION,Do not erect truss backwards.
O
� 51398 �4
R�cis1�R� �,<v
SSrdNALE�C�
May 2,2017
®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.1010312015 BEFORE USE.
Design valid for use only with MiTeK®connectors.This design Is based only upon parameters 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
bulldkty design. Bracing indicated is to pieveia bualuly ur individual buss web and/up Ohuld li-116 s wily.Adddiund lainpureiy mid peuilaneul Uruting M iTc i�
,s always required for slaWlity and to prevent ca8apse with possible personal Injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRPI7 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate institute,218 N,Lee Street.Suite 312,Alexandria,VA 22314. Suite 109
Cilrua Heights CA 95610
E: w �
Job Truss Truso ,pit [Qly PIy LGI F. S 1623 FL dcc
R50439571
1623-FL A4r 1
Job Reference_(opUonal)
BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:35:13 2017 Page 1
ID:IgublkbWR27z3U8E92FUkDzKpFM-89?UtsV5MFX7EPI3hzBtMtx2UdDw61FoDfl7C5zKk6C
0-1-8
H 2.6-o I 1i
Scale=1:24.9
1.5x4
1.5x4 =
1.5x4 = 3x6 = 1.5x4 II 3x4= 1.5x4 11 3x6= 1.5x4
A B C D E F G
0
K J 13x6 =
3x6= 3x10= 1.5x4 II 3x6 =
L 14-9.0
14-9.0
Plate Offsets(X,Y)— IA:Edae.0-0-121,fD:0-1-8 Edael f1:0-1-8.EdAe1 IM:0-1-8 0-0-121 IN:0-1-8,0.0-121
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TIC 0.66 Vert(LL) -0.22 J-K >784 480 MT20 185/148
TCDL 10.0 Lumber DOL 1.00 BC 0.94 Vert(CT) -0.28 J-K >628 360
BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(CT) 0.04 H n/a n/a
BCDL 5.0 Code IRC2015ITP12014 Matrix-R Weight:59lb FT=O%F,12%E
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 HF No.2(flat) except end verticals.
WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
REACTIONS. (Ili/size) L=798/0-5-6,H=798l0-2-10 2-2-0 oc bracing:J-K.
FORCES. (lb)-Max.Comp/Max.Ten.-All farces 250(lb)or less except when shown.
TOP CHORD B-C=-1993/0,C-D=1993/0,D-E=-2028/0,E-F=-2028/0
BOT CHORD K-L=0/1254,J-K=0/2028,I-J=0/2028,H-1=0/1260
WEBS B-L=-1424/0,B-K=0/838,C-K=-320/0,D-K=348/189,F-H=-1430/0,F-1=0/891,E-1=-293/0
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)H.
4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1Od(0.131"X 3")nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
5)CAUTION,Do not erect truss backwards.
Sj1E�LL 6
WASH
51398 q,
s'S�ONAL� G
May 2,2017
®WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MI TEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an indlvidual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and proporly incorporate this design Into the overall 11
[wilding design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTeiC
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 tout systems,see ANSIfTPM Quality criteria,058.39 and SCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria,VA 22314, suite 109
Cilrys HeiatI CA 95610
♦� j
I
Job Truss Trua_ ype qry Ply LGI I-. :S 1823 FL dcc
R50439572
1623-FL A5 GABLE 1 1
Job Reference
_(op8onalZ
BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTak Industries,Inc, Mon May 01 22:35:14 2017 Page 1
10:lgubikbW R27z3UBE92FUkDzKpFM-IMZs5C Wj7yl_sYCGFhjSu4UMO0nfrYrx$JVhkYzKkBB
0-P6
Scale=1:23.6
A B C D E F G H I J K L
Z -
0
LILI.
`y
Y
X W V U T S R O P O N M
1� 0 1 2&0 I 4.0.0 5 4-0 6 8-0 6-0 0 9-4-0 19:10 12A-0 13-4 0 14-9-0
14-0 1-4.0_ 1-4.0 r 1.1-0 1-0-0 1 11i-0 1-0-0 1.4.0 IA-0 15A
Plate OHsets(X,Y)— [A:Edoe.0-0-121.�:0.1.8 0.0.121 [Z:0-1-8 0-D-121
LOADING (psf) SPACING- 2-0-0 CSI. THorz(CT)
FL. in (loc) I/deft Lid PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.07rt(LL) n/a n/a 999 MT20 185/148
TCDL 100 Lumber DOL 1.00 BC 0.01rt(CT) n/a n/a 999
BCLL 0 0 Rep Stress Incr YES WB 0.02 0.00 M n/a n/a
BCDL 50 Code IRC2015/TP12014 Matrix-R Weight:53lb FT=O%F,12%E
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 HF No.2(flat) except end verticals.
WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 HF No.2(flat)
REACTIONS. All bearings 14-9-0.
(lb)- Max Grav All reactions 2501b or less at joint(s)X,M,W,V,U,T,S,R,Q,P,O,N
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
2)All plates are 1.5x4 MT20 unless otherwise indicated.
3)Gable requires continuous bottom chord bearing.
4)Truss to be fully sheathed from one face or securely braced against lateral movement(i e.diagonal web).
5)Gable studs spaced at 1-4-0 oc.
6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
7)CAUTION,Do not erect truss backwards.
J19 O�WASkr�P�t�,�
fl
AAp �51398� q7�
GIS I ER
SSr�NAL ECG
May 2,2017
®WARNING-Verify des/gn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual budding Component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of individual truss web andior chord members only.Additional temporary aria permanent bracing is i l^r
e�<
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the
fabrication,storage,delnery.erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback lane
safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. suite 109
Citrus Het hts QA 9561
.:
I
Job Truss Tru. _lie pry �PTIyLGIRt S 1623-FL dccR1623-FL 61 Floor 2 eference o tiona
BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries.Inc. Mon May 01 22:35:14 2017 Page 1
ID:IgublkbWR27z3U8E92FUkDzKpFM-fMZs5C Wj7yt_sYcGFh16u4UFiOc_tUYxSJVhkYzKkeS
0-1-8
H 1 24 r 1-2-13 1-3-0 I 2-4-5
1-1-8 0�pq Scale=1:25.7
1.5x4 I I
1.5x4 =
1,5x4 = 3x6= 1.5x4 II 1.5x4 II 3x4 = 3x4 II 4x6 II
A B C D E F 3x6= G H
` W
M L K J I
3x6 =
3x6= 3x4 = 3x6= 4x8 = 1.5x4 II
1 1444
10.8-10 3-11-10
Plate Offsets(X.Y1— [A:Edge 0-0-121,111,11:04AEdgel.111-:0.1-S.Edaei,MO.1-8.Edoe1 [0:0.14 0.0-12) [P'0-1-8 0.0-12)
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.57 Vert(LL) -0.18 K-L >957 480 MT20 185/148
TCDL 10.0 Lumber DOL 1.00 BC 0.69 Vert(CT) -0.32 K-L >543 360
BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(CT) 401 H n/a n/a
BCDL 5.0 Code IRC2015ITP12014 Matrix-R Weight:67lb FT=0%F,12%E
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 HF No.2(flat) except end verticals.
WEBS 2x4 HF No.2(flat)*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
F-K:4x6 DF No.2&BTR G(flat)
REACTIONS. (lb/size) H=794/0-3-0,N=794/0-5-8
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD B-C=-1997/0,C-D=-1997/0,D-E=-1997/0,E-F=-1700/0,F-G=699/0,G-H=-700/0
BOT CHORD M-N=0/1251,L-M=0/1997,K-L=0/2088,J-K=0/1700
WEBS B-M=0/859,C-M=-309/0,B-N=-1420/0,H-J=0/1013,F-J=-1128/0,E-K=434/0,
E-L=-296/211
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to Increase plate sizes to account for these factors.
3)A plate rating reduction of 20%has been applied for the green lumber members.
4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
6)CAUTION,Do not erect truss backwards.
RRI`L 4& '
J� Of WASI� .`7')
o�
51398 4�
o� ts
�SStONAL���
May 2,2017
WARNING-Verr/y,design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7472 rev.10/02/2015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
.
a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing indicated is to prevent bucking of Individual truss web and/or chord members only.Additional temporary and permanent bracing Mi iT
ek'
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 ANSUTPH Quality Criteria,OSB49 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute,218 N.Lod Street,Suite 312.Alexandria,VA 22314. Suits 109
Citrus H I t A 956f0
Job Truss Tt /pe Qty Ply LGI cS 1623 FL dcc
R50439574
1623-FL B2 Floor Girder 2 1
Job Reference o 6onal
BMC, EVERETT,WA 98205.3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:35:15 2017 Page 1
ID:IgublkbWR27z3U8E92FUkDzKpFM-7Y7FIXWLuGnrTiASoOELRIOJcQwdavY5hzEEG zKk6A
0-3-0
H i 2-6-0 i 1-0-8 0101
Scale=1:31.6
1.5x4 I
3x6 = 4x8 = 1.5x4 II 3x4 = 1.5x4 II 1.5x4 II 4x6 = 3x4 II 5x6 II
A B Q C D E F G H I
P
0
N M L K J
3x10 = 4x6= 3x4 = 4x5= 5x8= 1.5x4 II
19-2.0
16-2-0
Plate Offsets(X,Y)- IA:Edge,0-0-121,11:0-3-0,Edgel.IL:0-1-8,Edee1 fM:0-1-6 EdQel
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In floc) I/deft L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 1.00 Vert(LL) -0.34 M-N >633 480 MT20 185/148
TCDL 10.0 Lumber DOL 1.00 BC 0.86 Vert(CT) -0.48 M-N >445 360
BCLL 0.0 Rep Stress Incr NO WB 0.44 Horz(CT) 0.02 1 n/a n/a
BCDL 5.0 Code IRC2015/TP12014 Matrix-R Weight:80 lb FT=O%F,12%E
LUMBER- BRACING-
TOP CHORD 2x4 HF No 2(flat) TOP CHORD Structural wood sheathing directly applied, except end verticals.
BOT CHORD 2x4 OF 1800F 1.6E or 2x4 DF No 1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing
WEBS 2x4 HF No.2(flat)
REACTIONS. (lb/size) 1=1009/0-2-14,0=1073/0-3-2
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD B-C=-2942/0,C-D=-2942/0,D-E=-3184/0,E-F=-3184/0,F-G=-3184/0,G-H=-895/0,H-1=-896/0
BOT CHORD N-0=0/1887,M-N=0/3355,L-M=0/3184,K-L=0/2241
WEBS I-K=0/1297,B-0=-2110/0,B-N=0/1198,C-N=-269/0,D-N=-469/0,D-M=437/220,G-K=-1528/0,G-L=0/1122,
F-L=357/0
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)I.
4)Recommend 2x6 strong backs,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
6)CAUTION,Do not erect truss backwards.
7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)167 lb down at 3-7-6 on top
chord. The design/selection of such connection device(s)is the responsibility of others.
8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B).
LOAD CASE(S) Standard ERR LL 6
1)Dead+Floor Live(balanced):Lumber Increase=1 00,Plate Increase=1.00 ,`� WAS
Uniform Loads(plo O
Vert:J-O=-10,A-I=-100
Concentrated Loads(lb) ti� CEO
Vert:Q=-124(F)
51398 9 A�
O� BCtSTE,R�
�SS7�NALG
May 2,2017
WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ��
Design valid for use only wah MITeMD connector.This design is based only upon parameters shown,and is for an indwidual bulking component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall
buitaing design RrnrJng InAlralnd Is In prwvnnt burkling nl Innlvireml mica wnh nrvlMr chnrA rn•mfinrc only, ArldnAnN lempnmry and permanent Mating MiTek
is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the
fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-69 and BCSI Building Component 7777 Greenback Lane
Sarety Information available from Truss Plate Instdute,21B N_Lee Street.Sude 312,Alexandria,VA 22314. Suite 109
Citrus H ht CA 95610
.� �
I
I
Job Truss FFLOOR
,�pe Oty Ply IF; _S 1623-FL dccR50439575
1623-FL B3 4 1
Job Reference(optional)
BMC. EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries.Inc. Mon May 01 22:35:15 2017 Page 1
ID:IgublkbV R27z3USE92FUkDzKpFM-7Y7FIXWLuOnrriASoOELRIOR1OzEavVShzEEG_zKk6A
2-" P L o�1a�D-fa
Scale=1:33.2
4x8 =
4x8 = 3x4 = 3x4= 3x6 FP= 5x6=
A B C D E F G H I J K
W
T
3x10 = R O P 0 N M
4
3x6 FP=4x12 = 3x4 = 4x8= 5x8 = 3.4 I
11-4 2028
1e-71-14 1-2-10
Plate Offsets(X.Y)- [A:Edge,0.0-121 [F:0-1-8 Edael (K-D-1 8 Edoe] [K:0-1-8 0-0-121 IPIO-1-8 Edgel (T 0-1-8 0-0 121
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.47 Vert(LL) -0.31 P-Q >769 480 MT20 185/148
TCDL 1010 Lumber DOL 1.00 BC 0.69 Vert(CT) -0.59 P-Q >405 360
BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(CT) 0.11 L n/a n1a
BCDL 5.0 Code IRC2015/TP12014 Matrix-R Weight:92 lb FT=O%F,12%E
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2(flat)"Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
A-H:2x4 DF 1 GOOF 1.6E or 2x4 DF No.1&Btr(flat) except end verticals.
BOT CHORD 2x4 HF No 2(flat)*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
L-R:2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr(flat) 6-0-0 oc bracing:L-M
WEBS 2x4 HF No.2(flat)`Except"
K-M:4x4 DF No.2&BTR G(flat)
REACTIONS. (lb/size) L=1654/0-5-6,S=1128/0-2-10
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD K-L=-1669/0,B-C=-3200I0,C-D=-320010,D-E=-4208/0,E-F=-4208/0,F-G=3738/0,
G-1=3738/0,I-J=1238/0,J-K=-1238/0
BOT CHORD Q-S=0/1871,P-Q=013966,0-P=0/4208,N-0=0/4208,M-N=0/2732
WEBS J-M=-797/0.B-S=-2123/0.B-0=0/1509,D-O=-869/0,D-P=-171/551,I-M=-1721/0,
I-N=011168.G-N=-291/0,F-N=-803/0,K-M=0/2110
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3)All plates are 1.5x4 MT20 unless otherwise indicated.
4)A plate rating reduction of 20%has been applied for the green lumber members.
5)Provide mechanical connection(by others)of truss to bearing plate at joints)S.
6)Load case(s)2 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of
this truss.
7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. c� �� 8
Strongbacks to be attached to walls at their outer ends or restrained by other means. v f WASFj
8)CAUTION,Do not erect truss backwards.
LOAD CASE(S) Standard yP CT0..
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(plf)
Vert:L-S=-10,A-K=-100
Concentrated Loads(lb)
Vert:J=-580 ��+5'�RF 51398
ISTB� ��2)Dead:Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(plf) S`rr�NAL��G
Vert:L-S=-10,A-K=-100
May 2,2017
®WARNING-Verify design Paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev.1010312015 BEFORE USE.
Design valid for use only with MiTeM connectors.This design is based only upon parameters shown,and is for an individual binding component,not
a truss system.Before use,the building designer must verify the appbcablbty of design parameters and property incorporate this design into the overall T
building design. Bracing Indicated Is to prevent buckling of Individual truss web andfor chord members only.Additional lemporary and permanent bracing A[le t�
is always requiredIt/r R for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the
fabrication,storage,delivery,arecuon and bracing of trusses and buss systems,see ANSIrrPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety information available from Truss Plate Insldute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite tog
Citrus Heku 1�,CA 95610
t
Job Truss toss,ype Oty IPty LGI Ht.__S 1623-FL dcc
R50439575
1623-FL B3 FLOOR 4 1
Job Reference(optional)
BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MITek Industrles,Inc. Man May 01 22:35:15 2017 Page 2
ID:Igublkb W R27z3USE92FUkOzKpFM-7Y7FIX WLuGnrTIASoOELRIOR 1 OzEavV5hzEEG_zKk6A
LOAD CASE(S) Standard
Concentrated Loads(Ib)
Vert:J=330
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev,f0/03/2015 BEFORE USE. Y
Design valid for use only with MTeke 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 verily the applicability of design parameters and property incorporate this design Into the overall �{
budding design. Bracing indicated is to prevent buckling of individual truss web andlorchord members only.Adddlbnal temporary and permanent broung MI Ili 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 bfacing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. sulls 109
ittufJi_g-Igh� 1
Job Truss Truss i ype Qty Ply LGI Ht,.—S 1623-FL dcc
1623-FL B4 FLOOR 5 1
Jab Reference(optional) R50439576
BMC, EVE RETT,WA 982053212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:35:16 2017 Page 1
ID:Igublkb WR27z3U8E92FUkDzKpFM-bkhd VMzfZvi5sleM6lazVZaegHIJL3Ewd_ooQzKk69
2.6.0 1 2 i 1-7-14 i 1-3-0 D-k8
Scale=1:34.2
1.5x4 II
1.5x4 =
1.5x4 I I 4x12 = 1.5x4 11 3x6= 1.5x4 11 1.5x4 11 3x6 = 3x6 FP=2x4 I I 6xl2= 1.5x4 =
A B C D E F G H I J K
T O
S
4x8 = Q P O N M
3x6 FP=4x12 = 3x4= 3x4= 6x8= 5x8=
16-11-14 20.2.8
16-11-14 3 10
Plate Offsets(X,Y)— WEdge,0.0.121,IL:Edae.0-1-81.IN:0.1-8.Edael.10:0.1-S.Edae1.IR:Edae.0-1-81,fSAW-8.0-0-121.fT:0-1-8.0.0-121
LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.60 Vert(LL) -0.37 O-P >647 480 MT20 185/148
TCDL 10-0 Lumber DOL 1.00 BC 0.80 Vert(CT) -0.68 M-N >353 240
BCLL 0.0 Rep Stress Incr YES WB 049 Horz(CT) 0.14 L n/a n/a
BCDL 5.0 Code IRC2015/TP12014 Matrix-R Weight:91 lb FT=0%F,12%E
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2(flat)*Except* TOP CHORD Structural wood sheathing directly applied or 5-8-5 oc purlins,
A-H:2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr(flat) except end verticals.
BOT CHORD 2x4 HF No 2(flat)"Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
L-Q:2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr(flat)
WEBS 2x4 HF No.2(flat)"Except"
J-M:4x4 DF No.2&BTR G(flat)
REACTIONS. (lb/size) R=1230/0-2-10,L=1836/0-5-6
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD B-C=-3580/0,C-D=-3580/0,D-E=-4996/0,E-F=-4996/0,F-G=4996/0,G-1=-3711/0,
I-J=-3711/0
BOT CHORD P-R=0/2059,O-P=0/4534,N-0=0/4996,M-N=0/4617,L-M=0/1690
WEBS B-R=-2337/0,B-P=0/1725,D-P=-1083/0,D-0=-38/735,G-M=-1169/0,G-N=0/807,
F-N=-257/0,J-L=2447/0,J-M=0/2589,I-M=-1084/0
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3)A plate rating reduction of 20%has been applied for the green lumber members.
4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)R.
5)Recommend 2x6 strong backs,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
6)CAUTION,Do not erect truss backwards.
LOAD CASE(S) Standard ,`Q R A 46P 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 C ��
Uniform Loads(plf) S1'
Vert:A-K=-100,L-R=-10 P O
Concentrated Loads(lb)
Vert:1=-870
rO 151398 qr�
tSTe
SSI�NAL
May 2,2017
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ��
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an Individual budding 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
building design.Bracing Indicated Is t0 prevent buckling of Individual truss web andlor chord members Only,Additional temporary and pamtanom bracing MiTek
is always required%of stability and to prevent collapse with possible personal Injury and property damage.Far gonefal guidance regarding the
fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPIt Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety information available from Truss Plate Institute,218 W Lee Street,Sude 312,Alexandna.VA 22314, Sidte 100
itru M M A 9 610
.:
I
I
Job Truss Pe
i ype Qty Ply LGI Hl...._S 1623-FL dccR50439577
1623-FL B5 1 1
Job Reference o Ronal
BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:35:17 2017 Page 1
ID:IgublkbWR27z3U8E92FUkDzKpFM-3xF7jDYbPtl ZjOKgwpGpV1(6tXEoG2vaN8HjLLtzKk68
0*8
Scale=1:32.4
3x6 FP=
A B C D E F G H I J K L M N O P Q
cfAJ
At
7777L]AAA
AH AG AF AE AD AC AB AA Z Y X W V U T S R
3x6 FP=
1-2-12 3-10-12 5-2-12 6 8 12 7-10-t2 ' 9^ 10 8 t2 1 11-10 123_2-12 14-0-12 15 SO 12 17 2 12 18 812 20 2 s
r 1-2-12 1 4 0 1 4-0 14-0 14 0 1 4-0 1 4-0 1 4 0 t�i-0 1 4-0 1 4 0 1-0-0 1 4 0 1 4.0 1-7-12
Plate Offsets(X.Y)— [A:Edpe•0.0-121,IAI:0-1-8.0-0-121,[AJ:0.1-8 0.0-121
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ltd PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 185/148
TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(CT) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 R n/a n/a
BCDL 5.0 Code IRC2015ITP12014 Matrix-R Weight:77 lb FT=O%F,12%E
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2(flat)"Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
A-N:2x4 DF 180OF 1 6E or 2x4 DF No.1&Btr(flat) except end verticals,
BOT CHORD 2x4 HF No.2(flat)"Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
R-AD:2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr(flat)
WEBS 2x4 HF No.2(flat)
OTHERS 2x4 HF No.2(flat)
REACTIONS. All bearings 20-1-0.
(lb)- Max Grav All reactions 250 Ib or less at joint(s)AH,R,AG,AF,AE,AC,AB,AA,Z,Y,X,W.V,U,T,S
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors
2)All plates are 1.5x4 MT20 unless otherwise indicated.
3)Gable requires continuous bottom chord bearing.
4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
5)Gable studs spaced at 1-4-0 oc.
6)Recommend 2x6 strong backs,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
7)CAUTION,Do not erect truss backwards.
��L 8
y� of WAS `Lf A
• 0
51398�
,e+ CISTE1t
�SSI�NAL B�G�
May 2,2017
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 1
building design, Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mire fc is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPl1 quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Suite 109
Citrus Is.CA 95610
���
I
Jab Truss Truss.ype City Ply LGI Hi _S 1623-FL dcc
R50439578
1623-FL C1 fleet 1 1
Job Reference al
BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:35:17 2017 Page 1
ID:Igublkb WR27z3UBE92FUkDzKpFM-3xF?jDYbPtl ZjOKgwpGpWj6tFEod2vGN8HjLLtzKk68
343(� 3x6 11
A 24— 1-3-0 B- Sx�l 0-7-6 , 1-1-B
Scale=1,10.3
o.-
m
3x4 = 1-5x4 II
H G F E
3x4 =
1.5x4 II
3-5.14 3 9 6
3.5-14 0 g
Plate Offsets(X.Y)-- (E:Edge 0-0-121,(F:0-1-8,Edge1 (GO.1-8 Edae]
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) -0.00 G >999 480 MT20 185/148
TCDL 10.0 Lumber DOL 1.00 BC 0.06 Vert(CT) -0.00 G >999 360
BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 D nla nla
BCDL 5.0 Code IRC2015/TPI2014 Matrix-R Weight:20 lb FT=O%F,12%E
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-9-6 oc purlins,
BOT CHORD 2x4 HF No.2(flat) except end verticals.
WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) H=185/0-3-8,D=185/0-3-6
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n.
5)CAUTION,Do not erect truss backwards.
�R1tIl.0 8
J� of wAsx,
0 R�51398�
'�FssIONAL
�
May 2,2017
®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall
budding design,Bracing indkaled Is to prevent budding of individual truss web and/or chord members only,Additional temporary and permanent bracing M iTe k
Is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the
fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSIITPIt Quality Criteria,OSS-89 and SCSI Building Component 7777 Greenback Lane
safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314 Suite 109
Citrus ih6
� .
I
I
Job Truss Trusa ype Qty Pry LGI Hu.—S 1623-FL dcc
R50439579
1623 FL C2 Floor Supported Gable 1 1
Job Reference(opillonall
BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries.Inc. Mon May 01 22:35:18 2017 Pape 1
ID:IgublkbWR27z3U8E92FUkDzKpFM-Y7oNwZZEAB9QKAv1 UXn23we36e8gnM8XNxTutJzKk67
A 1.5x4 II B 1.5x4 II
Scale=1:10 4
W �
D C
1.5x4 II 1.5x4 II
t 0•tt-12
0-11-12
Plate Offsets(X.Y)— fA:Edce 0-0-121
LOADING (pstj SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.03 Vert(LL) n/a n/a 999 MT20 185/148
TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0,00 Horz(CT) 0.00 C n/a n/a
BCDL 5.0 Code IRC2015,71312014 Matrix-R Weight:5 lb FT=0%F,12%E
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 0-11-12 oc purlins,
BOT CHORD 2x4 HF No.2(flat) except end verticals.
WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) D=47/0-11-12,C=47/0-11-12
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
2)Gable requires continuous bottom chord bearing.
3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
4)Gable studs spaced at 1-4-0 oc.
5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
ALL s
,� of WAskj�c�F��
A� 51398
�SSrONAL��Gl
May 2,2017
A WARNING-Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system,Before use,the budding designer must verity the applicability of design parameters and properly incorporate this design Into the overall 1�
building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord Members only,Additional temporary and permanent bracing Mire 0.
Is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the
fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSIITP11 quality Criteria,DSB-89 and SCSI Building Component TTT7 Greenback Lane
Safety Information available,from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Smle 109
HeightsCitrus CA 95610
�: � -
I
I
Job Truss Truss,ype Qty IPly LGI Hk-.._S 1623-FL dcc
1623-FL F1 Flour Supported Gable 1 1 R50439580
Jab Reference Optionan
BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries.Inc. Mon May 01 22:35:18 2017 Page 1
ID:IgublkbWR27z3U8E92FUkDzKpFM-Y7oNwZZEAB9QKAv1 UXn23we33e8enMtXNxTutJzKk67
A B C D
Scale=1:10.2
n
�u
u n
H G F E
4-2-4
4-2�4 i
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.03 Vert(LL) n/a n/a 999 MT20 185/148
TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 E n/a n/a
BCDL 5.0 Code IRC2015/TP12014 Matnx-R Weight:15 lb FT=12%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-4 oc purlins,
BOT CHORD 2x4 HF No.2 except end verticals.
WEBS 2x6 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 HF No.2
REACTIONS. All bearings 4-2-4.
(lb)- Max Grav All reactions 250 lb or less at joint(s)H,E,G,F
FORCES. (lb)-Max.Camp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
2)All plates are 1.5x4 MT20 unless otherwise indicated.
3)Gable requires continuous bottom chord bearing.
4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
5)Gable studs spaced at 1-4-0 oc.
6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
�RRIZ,L 8.q
04 WAS,y,,
51398 sy�
0.1
�SS70NAL FAG`
May 2,2017
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Mire�'
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 quality Criteria,DSB-99 and SCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandda.VA 22314. Suite 109
Citrus Hei hts CA 95610
Jab Truss Truss ype Oty PlT2job
�._S 1623-FL doe
R50439581
1623 FL F2 FLOOR GIRDER 1 eference(optional)
BMC, EVERETT,WA 98208-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:35:19 2017 Page 1
ID:IgublkbWR27z3UBE92FUkDzKpFM-OJMI8vasxUHHyKUD1 EIHb8B4E1 HCWkAgcbCSPIzKk66
r 1-9.6
Scale=1:14.8
4x6 = 1.5x4 II 4x6 = 4x5 II
A 4x5 I I B 1 C D K E
b
•J
N
G
48 =
5x6 = 5x6 =
3-10-3 + 3-10.?7-8-6 -11.14
0.3 8
Plate Offsets(X.Y)— fE:Edge,O 3$) 3-10.3
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In floc) I/defl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.58 Vert(LL) -0 06 G >999 480 MT20 185/148
TCDL 10.0 Lumber DOL 1.00 BC 0.88 Vert(CT) -0.10 G >905 360
BCLL 0.0 Rep Stress Incr NO WB 0.33 Horz(CT) 0.03 F n/a File
BCDL 5.0 Code IRC2015/TPI2014 Matrix-R Weight:60 lb FT=12%
LUMBER- BRACING-
TOP CHORD 2x4 HF N0.2 TOP CHORD Structural wood sheathing directly applied or 4-1-3 oc purlins,
BOT CHORD 2x4 HF No.2 except end verticals.
WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing
REACTIONS. (lb/size) H=3314/0-3-6,F=3013/0-5-8
FORCES. (lb)-Max.Comp./Max.Ten.-All farces 250(lb)or less except when shown.
TOP CHORD A-H=-1176/0,E-F=-724/0,A-B=-319/0,B-C=-6175/0,C-D=-6175/0,D-E=-464/0
BOT CHORD G-H=0/4455,F-G=0/4904
WEBS B-H=-4610/0,B-G=0/1917,C-G=-160010,D-G=0/1417,D-F=-4949/0
NOTES-
1)2-ply truss to be connected togetherwith 10d(0.131"x3")nails as follows:
Top chards connected as follows:2x4-1 row at 0-7-0 oc.
Bottom chords connected as follows:2x4-1 row at 0-9-0 oc.
Webs connected as follows:2x4-1 row at 0-9-0 oc.
2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to
ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated.
3)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means
LOAD CASE(S) Standard
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(plf) LL eq
Vert:F-H=-10,A-E=-390
Concentrated Loads(lb)
Vert:A=-736 I=-694 J=-909 K=-909
51398 �4
�.t> FGis fSR
�`rSrO.NAL��G
May 2,2017
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-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 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 Is to prevent buckling of Individual truss web andlor chord members only.Additional temporary and permanent bracing MITe k
is always required for stability and to pravem collapse with possibe personal Injury and property damage For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Suite 109
Citrus Heights. 956 10
Job Truss Truss type City ply LGI Hu.- 1623-FL dcc
R50439582
1623-FL F3 Floor Girder 1
2 Job Reference twnal
BMC, EVERETT.WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:35:19 2017 Page 1
ID:Igubl kb WR27z3U8E92FUkDzKpFM-OJMIBvasxUHHyKUD1 EIHb8BOt1 GU WIAgcbCSPIzKk66
�i 1-4-11 i7__M244 i 4-1-10 i 2-3-0 2-3-0
Scale=1:34.3
1.5x4 II 3x6 = 1.5x4 II 3x6 = 1.5x4 II 1.5x4 II 3x4= 3x6 = 1.5x4 I 4x8= 3x4 I
A B C D E F G H I J S K
Q P O N M
3x4 = 4x8 = 3x6= 3x6= 3x4= 6x8 = 3x6 =
3.2-10i 7-10.8 12-7-0 17 2 12 I 20-5•G
3 2-10 4-7-12 4.8.10 4.7-12 3 2 t0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.86 Vert(LL) -0.34 N >709 480 MT20 1851148
TCDL 10.0 Lumber DOL 1.00 BC 0.93 Vert(CT) -0.53 M-N >455 360
BCLL 0.0 Rep Stress Incr NO WB 0.40 Horz(CT) 0.07 L n/a n/a
BCDL 5.0 Cade IRC2015/TP12014 Matrix-R Weight:152 lb FT=12%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-5 oc purlins,
BOT CHORD 2x4 HF No.2*Except* except end verticals.
L-P:2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 HF No.2
REACTIONS. (lb/size) L=3096/0-5-8,R=1387/0-5-8
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD K-L=-348/0,B-C=-3051/0,C-D=-3051/0,D-E=6704/0,E-F=-6704/0,F-G=6704/0,G-1=-6208/0,I-J=-6208/0
BOT CHORD Q-R=0/1610,O-Q=0/4847,N-0=0/6704,M-N=0/6918,L-M=0/3624
WEBS I-M=-1593/0,C-Q=-304/0,B-R=-1913/0,B-Q=0/1833,J-M=0/3286,J-L=-4374/0,D-Q=2012/0,D-0=0/2081,
E-0=-702/0,G-M=-1110/0,G-N=239/751,F-N=-288/0
NOTES-
1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows:
Top chards connected as follows:2x4-1 row at 0-7-0 oc.
Bottom chords connected as follows:2x4-1 row at 0-9-0 oc.
Webs connected as follows:2x4-1 row at 0-9-0 oc.
2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to
ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated.
3)Unbalanced floor live loads have been considered for this design.
4)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
5)The Fabrication Tolerance at joint P=12%,joint H=12%
6)Recommend 2x6 strong backs,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means. _ �RRILL
LOAD CASE(S) Standard
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �O
Uniform Loads(plf) Q
Vert:L-R=-10,A-K=-100
Concentrated Loads(lb)
Vert:1=-1592 S=-674
51398� w"k
otb CISTBR
�SSF�NAL
May 2,2017
®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 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
s truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall _
bulking design.Bracing Indicated Is to prevent buckling of Individual true web andror chord members ony, Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPIt Quality Criteria,DSB49 and SCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Sure 109
t sH' A9 10
I
I
Job Truss Truss Ty, Qty Ply LCI HOMES dcc
1623-FL xi FLOOR 1 1
tnh Reference(gglionall R50439583
BMC,EVERETT,WA 98205-3212 8.010 s Jul 7 2016 MiTek Indushles,Inc Tue May 07 07*45,08 2017 Pago 1
ID:Igublkb W R27z3U8E92FUkDzKpFM-_?tqF WugMgABaT55gRPXZhB9vTxHM2b92i?aTfzKal9
1-5.6
A 3x4= F B 1.5x4 11
Scale=1:9.1
ZI
T.
E C
1.5x4 I 3x4=
1-1-10 1-8.6
1-1-16 0.6-12
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.33 Vert(LL) 0.00 D "" 480 MT20 185/148
TCDL 10.0 Lumber DOL 1.00 BC 0.00 Vert(CT) -0.00 E >999 360
BCLL 00 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 C n/a n/a
BCDL 5-0 Code IRC2015frPI2014 Matrix-R Weight:8 lb FT=O%F,12%E
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 1-8-6 oc purlins,
BOT CHORD 2x4 HF No.2(flat) except end verticals.
WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) E=109/1-1-10 (min.0-1-8),C=1 71/Mechanical,D=11/0-1-8 (min.0-1-8)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to
increase plate sizes to account for these factors
3)Refer to girder(s)for truss to truss connections
4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)D.
5)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSI/TPI 1.
6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
LOAD CASE(S) Standard
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1 00
Uniform Loads(plf)
Vert:C-E=-10,A-B=-100
Concentrated Loads(lb)
Vert:F=-117
WAsj�
51398q/�
O,t+ �CISTER��
NAL��G
May 2,2017
WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MI TEK REFERENCE PAGE 11,1II.7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiTok®connectors,This design is based only upon parameters shown,and Is for an IndNWuai building component,not
a truss system Before use.file budding designer must verify the applicability or design parameters and property incorporate this design into the overall 7
building design.Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing -- --- '7e IC
1.
Is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the 1
fabrication,storage.delivery.erection and bracing of trusses and truss systems,see ANSUTF41 Quality Criteria,06849 and SCSI Building Component 7777 Greenback Lane
safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Maxandna.VA 22314. crude 109
ciltmisM ig_hta A 95510
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:i N a ? m a N 7 07CL 3 m7o O(D �`< u..!A O N a �y(� aN
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�p Received
-OOr
r o OCT 31 2017
?JP III
pn CuryrslDniryM Nl BuIAH LGI HOMES Job Number Sllpl MM
oBMC 13200 35b A—NE E-K WA 1 NMI lob Name/Model 1623-A RF GR p�si0n�f ppN C. TRUSS LAYOUT
I Olho[12678&3tOB
Address:
'}tq-yps�C411Y(nrgMG.conlmmc@NMA1etSL�caro peso s/uzov
P,
MiTek"
MiTek USA, Inc.
7777 Greenback Lane
Suite 109
Citrus Heights, CA, 95610
Telephone 916/676-1900
Re: 1623-A RF Fax 916/676-1909
LGI HOMES 1623-A RF dcc
The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision
based on the parameters provided by BMC West-Everett,WA.
Pages or sheets covered by this seal: R50439584 thru R50439593
My license renewal date for the state of Washington is May 16,2019.
ospimt 6
J� OF WAS/gj �{A
.P is
SI
May 2,2017
Baxter,David
IMPORTANT NOTE:Truss Engineer's responsibility is solely for
design of individual trusses based upon design parameters shown
on referenced truss drawings. Parameters have not been verified
as appropriate for any use. Any location identification specified is
for file reference only and has not been used in preparing design.
Suitability of truss designs for any particular building is the
responsibility of the building designer, not the Truss Engineer,
per ANSI/TPI-1, Chapter 2.
Job Truss True. ype Oty Ply LGI K zS 1623-A RF dcc
R50439584
1623-A RF Al Common Supported Gable 2 1
Job eferenco o Bonet
BMC, EVERETT,WA 982C 3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:35:19 2017 Page 1
ID:c6YFzpC3Udxr696bt?jEAAzKIH W-7C6psOFXw71bRIKRB N3c4eBB91 Tj WpwgcbCSPIzKk66
t-0.0 8-9-0 it -0 r 12$-0
�-0 5.9-0 5-g•0 1.OA
Scale=1:21.6
4x5 =
D
5.00 12 2x4 II 2x4 II
C E N
M
L 0
P
K
B F
J I H
3x4 = 2x4 II 2x4 II 2x4 I 3x4 =
11•b-t1
LOADING (psf) SPACING- 2-0-0 CSI, DEFL. In (loc) I/deft L/d PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) -0.00 G n/r 180 MT20 185/148
(Roof Snow=25.TCDL 7. Lumber DOL 1.15 BC 0.08 Vert(CT) 000 G n/r 180
BCLLL 0,0 Rep Stress Incr YES WB 0.03 Horz(CT) 000 F n/a n/a
BCDL 10.0 Code IRC2015TTP12014 Matr,x-R Weight:36 lb FT=10%
LUMBER- BRACING-
TOP CHORD 2x4 HF No TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 HF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 HF No.2
REACTIONS. All bearings 11-6-0.
(lb)- Max Horz B=-34(LC 13)
Max Uplift All uplift 100 lb or less at joint(s)B,F,J,H
Max Grav All reactions 250 lb or less at joint(s)B,F,I except J=332(LC 19),H=332(LC 20)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;
MWFRS(envelope)automatic zone and C-C Corner(3)-1-0-0 to 2-0-0,Exterior(2)2-0-0 to 2-9-0,Corner(3)2-9-0 to 5-9-0,
Exterior(2)8-9-0 to 9-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&
MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33
2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry
Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1.
3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs
non-concurrent with other live loads.
6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
7)Gable requires continuous bottom chord bearing.
8)Gable studs spaced at 2-0-0 oc. "„D r•L e
9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
10) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide a`9 WASk
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)B,F.J,H.
51398 y�
Eats
�s`rtONALENU`
May 2,2017
AWARNING-Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verily the applicability of design parameters and property incorporate this design into the overall
building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Ife
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314 Suite 109
Citrus Heights,CA 95610
Job Truss Tina, ype Oty Ply LGI K S 1623-A RF dcc
R50439585
1623-A_RF A2 KINGPOST 2 1
Job Reference o Ronal
BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:35:19 2017 Page 1
I D:c8YFzpC3Udxr696bt?jEAAzKIH W-7C6psOFXwZzbRIKRB N3c4eB8s1 OV WpdgcbCSPIzKk66
5.9-0 128-0
1A-0 5-9-0 5-9-0 { 1-0-0
Scale=1:21.6
4x5=
C
5.00 12
I J
K H
G L
B D i
E Id
F
3x4 = 2x4 II 3x4 =
11-8-0 I
5.9.0 5.9-0
LOADING (psf)TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP
(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.03 B-F >999 240 MT20 1851148
TCDL 7.0 Lumber DOL 1.15 BC 0.29 Vert(CT) -0.06 B-F >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.01 D n/a n/a
BCDL 10.0 Code IRC2015(TPI2014 Matrix-R Weight:33 lb FT=10%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 HF No 2
REACTIONS. (lb/size) B=542/0-5-8,D=542/0-5-8
Max Horz B=-34(LC 13)
Max Uplift B=-40(LC 12),D=-40(LC 13)
FORCES. (lb)-Max.Comp./Max.Ten -All forces 250(lb)or less except when shown.
TOP CHORD B-C=-740/104,C-D=-740/104
BOT CHORD B-F=-29/620,D-F=-29/620
WEBS C-F=0/253
NOTES-
1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.ll;Exp B;enclosed;
MWFRS(envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 2-9-0,Exterior(2)2-9-0 to 5-9-0,
Interior(1)8-9-0 to 9-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&
MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33
2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category Il;Exp B;Partially Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25 0 psf on overhangs
non-concurrent with other live loads.
5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
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. r� 8
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,D.
51398
O� FCIST- w
�SS�ONALE�U`�
May 2,2017
A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7477 rev.10/02/2015 BEFORE USE.
Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an Individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109
Citrus Hih A 95610
1
Job Truss Trus. .Ipe Oty Ply LGI h_ _S l623-A RF dcc
R50439586
1623-kRF A3 Jack-Open 2 1
Jnb Reference o Honel
BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:35:20 2017 Page 1
ID:c8YFzpC3Udxr696bt?jEAAzKIH W-bPgC3MF9ht5S3uvdl4ardrkM WRpdFGdggFy?xBzKk65
.1.0-0 3.6-D 4
1-0-0 3-6-0
Scale=1:11.8
C
5.00 12 E
di
N�
B
A
D
3x4 =
3--0 I
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl L/d PLATES GRIP
TCLL 25.0
(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.16 Vert(LL) 0.01 B-D >999 240 MT20 1851148
TCDL 7.0 Lumber DOL 1.15 BC 0.10 Vert(CT) -0.01 B-D >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 C n/a n/a
BCDL 10.0 Code IRC2015/TPI2014 Matrix-R Weight:10 Ib FT=10%
LUMBER- BRACING-
TOP CHORD 2x4 HF No 2 TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins-
BOT CHORD 2x4 HF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) C=88/Mechanical,B=228/0-5-8,D=32/Mechanical
Max Harz B=50(LC 12)
Max Uplift C=-36(LC 12),B=-25(LC 12)
Max Grav C=95(LC 19),B=230(LC 19),D=64(LC 5)
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;Irl Cat.11;Exp B;enclosed;
MWFRS(envelope)gable end zone and C-C Exterior(2)zone;Cantilever left and right exposed;end vertical left and right
exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33
2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs
non-concurrent with other live loads.
5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8)Refer to girder(s)for truss to truss connections,
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)C,B.
`�t,�R1tILI,e
J OF WASJy,,
•, O
51398
o,�A �orsreR�° ,
SSrONALE�G
May 2,2017
AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE.
Design valid for use only with MiTek®conneclors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing We •
is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute,21 B N,Lee Street,Sugn 312,Alexandria,VA 22314. Suite 109
Helahts.CA 95610
Job iTruss Tfua. 7pe Qty Ply LGI F. cS 1623-A RF dcc
1 R50439587
1623-ALRF B1 Common Supported Gable 1 1
Job Reference(optional)
BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:35:21 2017 Page i
I D:c8YFzpC 3Udxr696bt?jEAAzKIH W-3bEaHiGnSBDJg2 UgJo6493GXJr9x_jNz3viZUezKk64
t
&1-0 8-1-0 1-0-0
Scale=1:29.1
4x5 =
E
5.00 12 D F
P O
C G
m
O R
B H
I$
3x4= N M L K J 3x4=
16-2-0 _
16-2-0
LOADING (psf)TCLL 25.0 SPACING- 2-0-0 CST. DEFL. in (loc) I/deft L/d PLATES GRIP
(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0.00 1 n/r 180 MT20 185/148
TCDL 7,0 Lumber DOL 1.15 BC 0.10 Vert(CT) 0.00 1 n/r 180
BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 H n/a n/a
BCDL 10.0 Code IRC2015rrP12014 Matrix-R Weight:55 lb FT=10%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 HF No.2
REACTIONS. All bearings 16-2-0.
(lb)- Max Horz B=-45(LC 13)
Max Uplift All uplift 10O Ib or less atjoint(s)B,H,M,N,K,J
Max Grav All reactions 250 lb or less at joint(s)B,H,L,M,K except N=338(LC 19),J=338(LC 20)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;enclosed;
MWFRS(envelope)automatic zone and C-C Corner(3)-1-0-0 to 2-0-0,Exterior(2)2-0-0 to 5-1-0,Corner(3)5-1-0 to 8-1-0,
Exterior(2)11-1-0 to 14-2-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces
&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33
2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry
Gable End Details as applicable,or consult qualified building designer as per ANSIrrPI 1.
3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs
non-concurrent with other live loads.
6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
7)All plates are 2x4 MT20 unless otherwise indicated.
8)Gable requires continuous bottom chord bearing. R1uL
9)Gable studs spaced at 2-0-0 oc. L 8
10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. WAS
11) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide t�OF k��C e
will fit between the bottom chord and any other members. T� p
12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,H.M,N,K,J.
51398
4t� QISTBR
�SI�NAL -
May 2,2017
AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev.1010312015 BEFORE USE.
Design valid for use only with MiTekS connectors This design is based only upon parameters shown,and is for an individual building component,not
a Truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing P11
0 is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-59 and SCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109
Citrus Hei hte CA 95610
�:
I
1
30b Truss Trub, ,pe Oty Ply LGI h. 'S 1623-A RF dcc
R50439588
1623-A RF C1 KINGPOST 1 1
Job RoWerim 8onal
BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:35:22 2017 Page 1
ID:c8YFzpC3Udxr696bt?jEAAzKIH W-XnoyU2 HPDU LAI C30tVdJiGpYPFNcj9361ZR604zKk63
e11
0.0 8-1-0 13.3.0 8 28. -0 .27-BA
100 81-0 { 5-2-0 133.0 1-0-01
Scale=1:45.8
TRUSS DESIGNED FOR WIND LOADS IN THE PLANE
4x5 -_ OF THE TRUSS ONLY.FOR STUDS EXPOSED TO WIND
(NORMAL TO THE FACE),SEE STANDARD INDUSTRY
GABLE END DETAILS AS APPLICABLE,OR CONSULT
H QUALIFIED BUILDING DESIGNER AS PER ANSI/TPI 1.
F J
5.00 12 6x12 = Z AA
D L
C AB
E M
N
0
y AC
B P
Q I$
w
3x6= X 3x6 C 3x4=
3x4
26.6-0
B-1-0 18-5-0
Plate Offsets(X.Y�-- IC:0-6-6,Edgel
LOADING (psf) SPACING-
TCLL 25.0 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP
(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.78 Vert(LL) -0.11 B-X >999 240 MT20 185/148
TCDL 7.0 Lumber DOL 1.15 BC 0.58 Vert(CT) -0.23 B-X >848 180
BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.03 P n/a n/a
BCDL 10.0 Code IRC2015/TPI2014 Matrix-R Weight:111 lb FT=10%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2"Except" TOP CHORD Structural wood sheathing directly applied or 4-0-14 oc purlins.
C-V:2x6 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
BOT CHORD 2x4 HF No.2 JOINTS 1 Brace at Jt(s):I,G
WEBS 2x4 HF No.2
REACTIONS. All bearings 10-9-8 except Qt=length)B=0-5-8
(lb)- Max Horz B=-71(LC 13)
Max Uplift All uplift 100 lb or less atjoint(s)B,T,S.R,P except U=-277(LC 19)
Max Grav All reactions 250 lb or less at joint(s)T,S,P except B=813(LC 19),V=993(LC 1),R=260(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD B-C=-1262/71,C-E=-947/100,E-G=-996/113,G-1=-1056/128,I-K=-1060/128,
K-V=-1088/136
BOT CHORD B-X=-64/1078,V-X=-67/1072
WEBS C-X=0/353
NOTES-
1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;enclosed;
MWFRS(envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 10-3-0,Exterior(2)10-3-0 to 13-3-0,
Interior(1)16-3-0 to 24-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&
MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33
2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs
non-concurrent with other live loads. _�``���RRILL
5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is r� e
the responsibility of the fabricator to increase plate sizes to account for these factors. �� O�W]ggp,
6)All plates are 2x4 MT20 unless otherwise indicated.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads
8)•This truss has been designed for a live load of 20 Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members. -
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,T,S.R,P
except(jt=lb)U=277.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
�SStONAL$�G
May 2,2017
AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not
a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate[his design into the overall
building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing
Is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the INTO
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute,218 N Lee Street,Suit-:312.Alexandra,VA 22314. Suite 109
Citrushts CA 95610
,:
I
Job Truss Trub.- rpe Qty, Ply LGI h- =S 1623-A RF dcc
R50439589
1623-,-RF 01 HOWE 1 1
Job Rawance toptionob
BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:35:23 2017 Page 1
I D:c8YFzpC3 Udxr696bt?IEAAzKIH W-?_MKi011_oT1 wMeCQD8YFU MnZfhTSToGXDBfY WzKk62
10.5-6 15.0-0 16 9.0 23-0-10 30,0.0 81 O G
1-0-0 10-5-6 4-6-10 1-9-0 6-3-10 6-11-6 1
Scale=1:51.3
TRUSS DESIGNED FOR WIND LOADS IN THE PLANE
4x5= OF THE TRUSS ONLY.FOR STUDS EXPOSED TO WIND
I (NORMAL TO THE FACE),SEE STANDARD INDUSTRY
3x10 GABLE END DETAILS AS APPLICABLE,OR CONSULT
H J QUALIFIED BUILDING DESIGNER AS PER ANSI/TPI 1.
AE 8 Z
G 5.00 12
AD AA
F 3x6 I
UV 3x4
E 3x6 I K
rPb W
D
C X 4x5 11
AC Y 3x6 11 AB
3x6 11
B _ L
M j$
P
3x4 = 3x10= Q O N 3x6=
R 3x4 = 3x10=
3-1-12
10-5-6 16-9-0 23-0.10 30-0-0
10-5-8 6-3-10 6.3-10 6.11.6
Plate Offsets IX.Y)— IR:0-3-8 0-1-81
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 25.0 7 Plate Grip DOL 1.15 TC 0.56 Vert(LL) -0.13 O-Q >999 240 MT20 185/148
TCDL
(Roof Snow=25. .0 Lumber DOL 1.15 BC 0.67 Vert(CT) -0.24 O-Q >999 180
Rep Stress Incr YES WB 0.68 Horz(CT) -0.10 B n/a n/a
BCLL 0.0 Code IRC2015/71312014 Matrix-R Weight:139 lb FT=10%
B DL 10.0
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-14 cc purlins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing.
WEBS 2x4 HF No.2*Except* JOINTS 1 Brace at Jt(s):T,U,X.Y
J-R:2x6 HF No.2
REACTIONS. (lb/size) B=225/3-11-8,R=1211/3-11-8,L=1208/0-5-8
Max Horz L=80(LC 16)
Max Uplift R=-89(LC 12),L=-73(LC 13)
Max Grav B=269(LC 19).R=1211(LC 1),L=1208(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD I-J=-442/91,J-K=-1591/123,K-L=-2303/101,B-C=-448/0,C-D=-507/0,D-E=-446/0,
E-F=-443/11,F-G=-445/30,G-H=-476/56,H-1=461180
BOT CHORD B-R=0/399,Q-R=-29/1938,O-Q=-29/1938,N-0=-113/2041,L-N=-11312041
WEBS R-Y=-1774/134,X-Y=-1786/132,W-X=-1738/120,U-W=-1692/107,U-V=-1251/116,
T-V=-1226/106,S-T=-1200/98,J-S=-1270/108.K-N=0/279,K-0=-751/113,J-0=0/698,
O-U=-753/100,Q-U=0/276,C-R=-360/107
NOTES-
1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;enclosed;
MWFRS(envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-0-0.Interior(1)2-0-0 to 12-0-0,Exterior(2)12-0-0 to 15-0-0,
Interior(1)18-0-0 to 28-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&
MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33
2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design. RRll l
4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs aA O wAs �f�
non-concurrent with other live loads. v
5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is CEO��
the responsibility of the fabricator to increase plate sizes to account for these factors.
6)All plates are 2x4 MT20 unless otherwise indicated.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -
8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)R,L. .0� R 51398
Off, �QIST'BR�
�SSr�NAL��G
May 2,2017
A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall
building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Me ,
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-09 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suito 312,Alexandria,VA 22314. Suite 109
itrus Heights CA 95610
Job Truss True-.ype ON Ply LGI h_ _S 1623-A RF dcc
R50439590
1623-A RF D2 Common 14 1
Job Reference Ifonal
BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Man May 01 22:35:24 2017 Page 1
ID:c8YFzpC3Udxr696bt?jEAAzKIHW-TAwvjlfl6buXWCP wfnnhuss2z3B2vPltwD4zzKk61
- 15-0-0 22-2-2 3%0-0 81-0A
7
1-0-0 7-9-149-14 7-2-2 7-2-2 7-9-14 1-OA
Scale=1:51.3
4x6 =
D
5.00 12 M N
O
2x4 \\ L 2x4
C E
n'
K P
B F
G jd
J I Q R H
3x6 = 3x4 = 3x4 = 3x4 = 3x6=
19-9-6 30.0.0 )
t rl-?_S O 9fi 1 10.2-10
LOADING (psf) SPACING- 2-0-0 CSL DEFL. In (loc) I/deft L/d PLATES GRIP
TCLL 25.0
(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.91 Vert(LL) -0.36 H-J >980 240 MT20 185/148
TCDL 7.0 Lumber DOL 1.15 BC 0.90 Vert(CT) -0.59 F-H >596 180
BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(CT) 0.10 F n/a n/a
BCDL 0 0 Code IRC2015(TPI2014 Matrix-R Weight:103 lb FT=10%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 HF No.2
REACTIONS. (lb/size) B=1319/0-5-8,F=1319/0-5-8
Max Harz B=-80(LC 13)
Max Uplift B=-74(LC 12),F=-74(LC 13)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown
TOP CHORD B-C=-2485/142,C-D=-2180/136,D-E=-2180/136,E-F=-2485/142
BOT CHORD B-J=-127/2205,H-J=-5/1484,F-H=-56/2205
WEBS D-H=-28/805,E-H=-536/174,D-J=-28/805,C-J=-536/174
NOTES-
1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;enclosed;
MWFRS(envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 12-0-0,Exterior(2)12-0-0 to 15-0-0,
Interior(1)18-0-0 to 28-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&
MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33
2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1 1
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs
non-concurrent with other live loads.
5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members,with BCDL=10.Opsf.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,F. 4V OF WA$k �
51398 �'�
o �cIlsTaR�°
sStoNAL���'�
May 2,2017
A WARNING-Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 10,
,
is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-99 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute,219 N Lee Street,Sug-3 312,Alexandria,VA 22314. Suite 109
Citrus Heights CA 95610
.�•�
I
Jab Truss Trull. /pe 10ty Ply I LGf H. -S 1623-A RF dcc
R50439591
1623-A RF D3 Common Supported Gable 1 1
.lob Reference(optional)
BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:35:26 2017 Page 1
I D:c8YFzpC3Udxr696bt?IEAAzKIH W-OY 1 TKPKwHjrbnpMn6LhFs6_PpstifzPiDBP K9rzKk6?
.1 OOr 15.0.0 3D-" at 06
1-0-0 r 15-0-0 15-0-0 1-0-0
Scale=1:51.7
4x5 =
I
H J
AH AI
5.00 12 G K
AG AJ
F L
N
E M
uti D N
C O
AF AK
B P
° j$
3x4 = AE AD AC AB AA Z Y x W V U T S R 3x4=
3x4
30-0.O
LOADING (psf)TOLL 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 0.11 Vert(LL) 0.00 P n/r 180 MT20 185/148
TCDL 7.0 Lumber DOL 1.15 BC 0,06 Vert(CT) 0.00 O n/r 180
BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 P n/a n/a
BCDL 10.0 Code IRC2015/TPI2014 Matrix-R Weight:126 lb FT=10%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing
OTHERS 2x4 HF No.2
REACTIONS. All bearings 30-0-0.
(lb)- Max Horz B=-80(LC 13)
Max Uplift All uplift 100 Ib or less at joint(s)B,Y,AA,AB,AC,AD,AE,W,V,U,T,S,R,P
Max Grav All reactions 250 Ib or less at joint(s)B,X,Y,AA,AB,AC,AD,AE,W,V,U,T,S,R,P
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;
MWFRS(envelope)automatic zone and C-C Corner(3)-1-0-0 to 2-0-0,Exterior(2)2-0-0 to 12-0-0,Corner(3)12-0-0 to 15-0-0,
Exterior(2)18-0-0 to 28-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces
&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33
2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry
Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1.
3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs
non-concurrent with other live loads.
6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
7)All plates are 2x4 MT20 unless otherwise indicated
6)Gable requires continuous bottom chard bearing. _`�� Lt
9)Gable studs spaced at 2-0-0 oc. r� 8
10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,19 OF Wp
11) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �C� 10N
will fit between the bottom chord and any other members. �Q
12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,Y,AA,AB,AC
,AD,AE,W,V,U,T,S.R,P.
13) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)B,P.
r0� 51398
o AL
May May 2,2017
WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev.1010312015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not .
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MR
building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suito 312,Alexandria,VA 22314. Suite 109
Citrus Heights,CA 95610
r
r
Job Truss Trus, rpe pty Ply LGI h S 1623-A RF dcc
�1623-A RF AA Jack-Open 5 1 R50439592
Job Referenced t(anal
BMC, EVE RETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:35:26 2017 Page 1
ID:c8YFzpC3Udxr696bt?jEAAzKIHW-QY1TKPKwHjrbnpMn6LhFs6 PjstRf 6iDBPK9rzKk6?
1 0-0 1-0-0
t-0-0 1-0-0
Scale=1:6 5
C
5.00 t2
B
A
D
3x4 =
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl L/d PLATES GRIP
TCLL 25.0
25.7. Plate Grip DOL 1.15 TC 0.12 Vert(LL) 000 B >999 240 MT20 185/148
(Roof Snow= Lumber DOL 1.15 BC 0.01 Vert(CT) -0.00 B >999 180
TCDL 0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 B n/a n/a
BCLL 0.0 Code IRC2015/TPI2014 Matrix-R Weight:4lb FT=10%
BCDL 10.0
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) B=141/0-3-B,D=6/Mechanical
Max Horz D=24(LC 8)
Max Uplift B=-36(LC 8)
Max Grav B=245(LC 18).D=18(LC 5)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;
MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right
exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33
2)TCLL:ASCE 7-10;Pf=25 0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs
non-concurrent with other live loads.
5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)'This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8)Refer to girder(s)for truss to truss connections.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B.
coo
.off 51398 �'r
�•t��FCIselry
NAL ECG
May 2,2017
A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall "n
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MIT
ek
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 7777 Greenback Lane
Safely Information available from Truss Plate Institute,218 N.Lee Street,Suit:312,Alexandria,VA 22314. Smile 109
Citrus Heights,CA 1
Job Truss rue ,pe Oty Ply
LGI K S 1623-A RF dcc
1623-A—RF J3A Jack-Open 6 1
R50439593
Job Reference Bonal
BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Ilm Mon May 01 22:35:27 2017 Page 1
ID:c8YFzpC3Udxr696bt?jEAAzKIH W-ulbrXILY21 zSOzxzf3CUPJ WZIGCIORMsRr9thHzKk6
r •1-0-D 3.O.D
1-0-0 3-0-0
Scale=1:10.8
C
5.00 12 E
r'
B
A
D
3x4=
l 3-0.0
3-U-0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP
(Roof Snow=25.
TCLL 20) Plate Grip DOL 1.15 TIC0.16 Vert(LL) -0.00 B-D >999 240 MT20 185/148
TCLL 7. Lumber DOL 1.15 BC 0.07 Vert(CT) -0.01 B-D >999 180
EICLL 00 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 C n/a n/a
BCDL 10.0 Code IRC2015/TP12014 Matr-x-R Weight:9lb FT=10%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing
REACTIONS. (lb/size) C=69/Mechanical,B=210/0-5-8,D=27/Mechanical
Max Horz B=44(LC 12)
Max Uplift C=-29(LC 12),B=-26(LC 8)
Max Grav C=73(LC 19),B=218(LC 18),D=54(LC 5)
FORCES. (lb)-Max.Comp./Max Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;enclosed;
MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right
exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33
2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs
non-concurrent with other live loads.
5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
6)This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads.
7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8)Refer to girder(s)for truss to truss connections.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)C,B.
J� OF WASkj
51398
O FGISTER�
SsrONAL 6�G
May 2,2017
WARNING-Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1.7473 rev.1010312015 BEFORE USE.
Design valid for use only with MiTek®connectors,This design Is based only upon parameters shown,and is for an Individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall Hebuilding design Bracing indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing �
is always required for stabdlty 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 ANSUTPII ousllty Criteria,Ds8.89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suiki 312,Alexandria,VA 22314. Sidle 109
Citrus h s CA 95610
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NASH&ASSOCIATES
ARCHI 'T"ECTS
PLAN 1623
BEAM, LATERAL &
SEISMIC CALCULATIONS
25112 _..::mod. ...•-rz
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i:C�laTERED1 1� 1�oe;-)�',A 5?� M 4
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-.,,,,
�Kw
Received
OCT 312017 2015 IBC
c n`A JULY 1, 2016
8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117
WWW.NASH-ARCHITECTS.COM
4
CLIENT:
NASH"ASSOQATES BEAM DESIGN DATA PROJECT:
ARCIIITECTS DATE:_
NAME:
Roof Loads:
LL 25#/sf
DL 15 #/sf
Total 40#/sf
[Unless Noted Otherwise
Floor Loads:
LL 40#/sf
DL 10 #/sf
Total 50#/sf
Deck Loads:
LL 60#/Sf
DL 10 #/sf
Total 70#/sf
Soil-• 1500 PSF Min.
Concrete: Per IBC 15
Mnsonry: Per IBC 15
Steel: Per IBC 15
Hood: 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•IQ)
E = 1.800,000
8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117
WWW.NASH—ARCHITECTS.COM
i
i
PLAN 1623
BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622
B-1 Date: 7/25/16
Selection 4x 10 DF-L#2 Lu=0.0 Ft
Conditions NDS 2015
Min Bearing Area R1=2.3 in' R2=2.3 in' (1.5)DL Defl= 0.02 in
Data Beam Span 6.0 ft Reaction 1 LL 960# Reaction 2 LL 960#
Beam Wt per ft 7.87# Reaction 1 TL 1464# Reaction 2 TL 1464#
Bm Wt Included 47# Maximum V 1464#
Max Moment 2195'# Max V(Reduced) 1088#
TL Max Defl L/240 TL Actual Defl L/>1000
LL Max DO L/360 LL Actual Defl L/>1000
Attributes Section(in') Shear(in,) TL Defl(in) LL Dell
Actual 49.91 32.38 0.05 0.03
Critical 24.39 9.06 0.30 0.20
Status OK OK OK OK
Ratio 49% 28% 15% 13%
Fb(psi) Fv(psi) E(psi x mil) Fc L (psi)
Values Reference Values 900 180 1.6 625
Adjusted Values 1080 180 1.6 625
Adjustments CF Size Factor 1.200
Cd Duration 1.00 1.00
Cr Repetitive 1.00
Lc
h Shear Stress N/A
m Wet Use 1.00 1.00 1.00 1.00
Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft
Loads Uniform LL:320 Uniform TL: 480 =A
Uniform Load A
C
.\1_1
R1 = 1464 R2= 1464
SPAN =6FT
Uniform and partial uniform loads are Ibs per lineal ft.
PLAN 1623
BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622
GB-1 Date: 7/25/16
Selection 5-1/8x 16-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft
Conditions NDS 2015
Min Bearing Area R1= 11.4 in'R2= 11.1 in (1.5)DL Defl= 0.29 in Recom Camber=0.44 in
Data Beam Span 16.0 ft Reaction 1 LL 4000# Reaction 2 LL 4000#
Beam Wt per ft 20.55# Reaction 1 TL 7437# Reaction 2 TL 7212#
Bm Wt Included 329# Maximum V 7437#
Max Moment 30942 W Max V(Reduced) 6281 #
TL Max Defl L/240 TL Actual Defl L/381
LL Max Defl L/360 LL Actual Defl L/901
Attributes Section in' Shear in' TL Defl in LL Defl
Actual 232.55 84.56 0.50 0.21
Critical 155.43 39.26 0.80 0.53
Status OK OK OK OK
Ratio 67% 46% 63% 40%
Fb(psi) Fv(psi) E(psi x mil Fc (psi)
Values Reference Values 2400 240 1.8 650
Ad'usted Values 2389 240 1.8 650
Adjustments Cv Volume 0.995
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
L ads Uniform LL:500 Uniform TL: 820 =A
Point TL Distance
B = 1200 6.5
Uniform Load A
Pt loads:
R1 =7437 R2=7212
SPAN= 16 FT
Uniform and partial uniform loads are Ibs per lineal ft.
i
CLIENT:
NASH-ASSOCIATES WIND AND 5E15MIG DE516N DATA PROJECT:
A R C 1 I TTF('"T'S PER 2015 15G DATE:
NAME:
WIND DESIGN CRITERIA
DE516N PER A5GE 1-10
I. NOMINAL/ULTIMATE WIND SPEED V/asd /Vult 85/110 mph
2. RISK CATEGORY II 1.00
3. WIND EXPOSURE CATEGORY "B"
4. INTERNAL PRESSURE COEFFICIENT +/-55
5. COMPONENTS AND CLADDING
DESIGN PRESSURE +/- 16 psf
BUILDINGS, STRUCTURES,AND PARTS THEREOF SHALL BE DESIGNED AND
CONSTRUCTED IN ACCORDANCE WITH STRENGTH DESIGN, LOAD,AND RESISTANCE
FACTOR DESIGN,ALLOWABLE 5TRES5 DESIGN,EMPIRICAL DESIGN OR CONVENTIONAL
CONSTRUCTION METHODS, AS PERMITTED BY THE APPLICABLE MATERIAL CHAPTER,SECTION 1604.1
BUILDINGS, STRUCTURES, AND PARTS THEREOF,SHALL BE DESIGNED TO WITHSTAND WIND LOAD5
AS DEFINED IN SECTION I&O4 AND ASGE 1-10
51MPLIFIED METHOD TO BE U5ED FOR WIND DE516N PER A--GE '7-10, SECTION 21.5
(BUILDING HEIGHT 15 LE55 THAN 160 FEET)
110 MPH ULTIMATE WIND SPED
USE 14.6 P5F PER TABLE 21.6.1 "EXPOSURE B"
WOOD DESIGN PER SECTIONS 2304-2306. STRUCTURES USING WOOD SHEAR WALL5
AND DIAPHRAGMS TO RESIST WIND,SEISMIC,AND ALL OTHER LATERAL LOADS SHALL
BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH AF d PA SDPW5 AND PROVISIONS
OF SECTIONS 2305-2506
5E15MIG DE516N DATA
DESIGN PER A9GE 1-10/SEGTION 1613
I. SEISMIC IMPORTANCE FACTOR le 1.00
2.SHORT PERIOD AGGELERATION 59 1.66 *see footnote at bottom of page
3. 1 SECOND ACCELERATION 51 0.148 'see footnote at bottom of page
4.SITE GLA55 D (default class per IBG)
5. 5PECTRAL RESPONSE COEFFICIENT 5M OAl2 *see footnote at bottom of page
6. SPECTRAL RESPONSE C0EFFICENT 50, 0.148 "see footnote at bottom of page
1. 5EI5MIG DESIGN CATEGORY D
8. SEISMIC FORGE RESISTING SYSTEM PLYWOOD SHEAR WALL5
9. DESIGN BASE SHEAR (see seismic calculations)
10. SEISMIC RESPONSE COEFFICIENT GO 0.13
11. RESPONSE MODIFICATION FACTOR R 65
12. ANALYSIS PROCEDURE EAUIVALENT LATERAL FORGE
13. RISK CATEGORY II
THE ANCHORAGE OF WAI..L5 SUPPORTING CONSTRUCTION SHALL BE BE
DESIGNED IN ACCORDANCE WITH A5GE 1-10, SECTION 12.112
IN STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORY G-F,COLLECTOR ELEMENTS
AND THEIR CONNECTIONS TO VERTICAL ELEMENTS SHALL BE DESIGNED TO RESIST
MAXIMUM EFFECTS AS SPECIFIED IN A5GE 1-10,SECTION 12.10.2.1
BASE SHEAR V= (P 5M/R) W
ANCHOR BOLTS: 5/8" DIA X 10",A307 OR BETTER W/1" MIN. EMBEDMENT. V= 1104#/BOLT
PER U565, THE MAXIMUM 51 IN THE STATE OF WASHINGTON 15 0.14&. ALL SEISMIC DESIGN VALUES USED
IN THIS ANALYSIS ARE BA5ED UPON THIS NUMBER. SINGE 5115 LESS THAN 0.15,THEN USE SEISMIC CATEGORY
D IF RISK CATEGORY 15 I, 11, OR III
8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117
WWW.NASH—ARC HITECTS.COM
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LATERAL CALCULATIONS CLIENT:
NASH-ASSOCIATES PROJECT:
WIND WORKSHEET
A R C.I I I T F,r"r S DATE:
85 MPH/110 MPH= NOMINALNLTIMATE WIND SPIED NAME'
Iq.6 P5F
FRONT ELEVATION LEFT ELEVATION
REAR ELEVATION RIGHT ELEVATION
LOCATION TOTAL SHEAR FORCE ( ) SHEAR UNIT SHEAR
W x H x (see chart for wind pressure WALL SHEAR HALL
0 specified height) LENGTH (ft) (#/ft) TYPE
1 yp /SxaklC6 z/3
� � �� y / 3 '
Zvp ll.fX� k1 q, (�,.1 ., '�
//711 axIa, 6 -4 / -7 b
w5q?_ ?3�-s r Z:g-I 121-611
Z� (.Isya'oQ, 4- r7g 6
q32 Z 35 lZ
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' 2skgkrq< 61 -� cf(4rb
�tjA (lQXak/ q, IS87
11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918
WWW.NASH—ARCHITECTS.COM
CLIENT:
NASH&ASSoQATES SEISMIC ANALYSIS PROJECT:
A R C f I IT I'1 l:'t'S DATE:_
NAME:
1
Weight of Building:
Roof Assembly:
Asphalt Shingles - 2.00#/ft Cedar Shakes - 2.25#/ft Tile - 9.50#/ft
Felt - 0.15 #/ft Felt - 0.15 #/ft Felt - 0.15 #/ft
1/2" Plywood - 1.50 #/ft 1/2" Plywood - L50 #/ft 1/2" Plywood - 1.50 #/ft
Trusses H) 24" o.c. - 1.75 #/ft Trusses @ 24" o.c. - 1.75 #/ft Trusses ® 24" o.c. - 1.75 #/ft
R-38 Insulation - 2.35#/ft R-30 Insulation - 2.25(t/ft R-30 Insulation - 2.25#/ft.
1/2" GWB Ceiling - 2.00#/ft 1/2" GWB Ceiling - 2.00#/ft 1/2" GWB Ceiling - 2.00#/ft
Total 9.75#/ft Total 9.90#/ft Total 17.90#/ft
Use 10.00#/ft Use 10.00#/ft Use 18.00#/ft
1st & 2nd Floor Assembly:
Carpet / Pad - 0.50#/ft Hardwood - 2.50#/ft
3/4' MG Plywood - 2.50#/ft 3/4" T&G Plywood - 2.50#/ft
2x10 0 16' o.c. - 2.30#/ft 2x10 @ 16" o.c. - 2.30#/ft
1/2" GWB Ceiling - 2.00#/ft 1/2" GWB Ceiling - 2.00#/ft.
Total 7.30#/ft Total 9.30#/ft
Use 10.00#/ft Use 10.00#/ft
Interior Wall Assembly: Exterior Hall Assembly.
1/2" GWB - 2.00#/ft 3/4" Wood Siding - 2.30#/1t
2X4 ® 16" o.c. - 1.10 #/ft 1/2" Plywood - 1.50 #/ft
1/2" GWB - 2.00#/ft 2x6 (k�) 16" o.c. - 1.37 #/ft
Total 5.10 #/ft R-21 Insulation - 2.10 /ft
Use 8.00#/ft 1/2" GWB - 2.00 /It
Total 9.27#/ft
Use 10.00#/ft
4" Brick Veneer - + 3.20#/ft
11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918
W9PW.NASH-ARCHITECTS.COM
CLIENT: _
=_f NASH&ASSOCIATES SEISMIC ANALYSIS PROJECT:
It 4: 11 f T E.c T s DATE:.
NAME:
2
SEISMIC:
V = (C,) (Wdl) (plywood)
2nd LeveL•
Roof: (Asphalt / Cedar Shake) 10#/ft X q� sf
or (-Pile) 18#/ft X —sf =_
Exterior Walls: L x 10#/sf x 1/2 (h)
1zV,k ( 0 ky
Interior Walls: L x 8#/sf x 1/2 (h)
(30x?)kv(
TOTAL:
1st Level•Roof: (1st Floor Roof) 10#/ft X 40 sr = goo
2nd Floor: 10#/ft X q2_D s( _ 1120O
Exterior Walls: (E 2) + L x 10#/sf x 1/2 (h)
51?0 + 13 (� kl D k q(r
Interior Walls: (I + L x B#/sf x 1/2 (h) 7O Y6
q(60 f OOk0i ),lpr .(11)
TOTAL: �
_ 3ZD_�
Basement:
1st Floor: 10#/ft X sf =
Exterior Walls: (E1) + L x 10#/sf x 1/2 (h)
Interior Walls: (I1) + L x 8#/sf x 1/2 (h)
TOTAL _
11844 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918
WWW NASH—ARCHITECTS.COM
CLIENT:
NASH ASSOCIATES SEISMIC ANALYSIS PROJECT: _
ARCHITECTS DATE:
NAME:
3
BASE SHEAR:
BASE SHEAR V= (r- 5./W W
LEVEL 2: Wdl l q- # x 0.149 =
LEVEL 1: Wdl �19 1 f # x 0.149 = �rA
TOTAL Wdl (?3�# x 0.149 = �� -I (V)
Level Dead Load Hei ht Moment Shear ® Stor
I'x = [(Wdl)(h)]�V Remarks
(Wdl) (h� (Wdl)(h) (Wdl)(h)
2
LID
2g, ( f L'� Z$I ?gl (710q /
Total
11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) B22-1918
WWW.NASH—ARCHITECTS.COM _
CLIENT:
! HASH,ASST I T E C S SEISMIC ANALYSIS -
PROJECT:
ARCFIIT)✓CTS
DATE:
NAME:
4
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11644 N.E. 80th St Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918
WWW.NASH-ARCHITECTS.COM
i
- - 1
CLIENT:
NASH&ASSOQATES SEISMIC ANALYSIS PROJECT: - -
ARC 11ITECTS 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
, q30 -s0fi
3. p = 2—[2(Vacc story)/(Vumax)(Ab 1/2)
2 - 1 ( liv-I-� 7"")
GK
�„4/V
6061
11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918
WWW.NASH-ARCB TrECTS.COM
i
Prescriptive Energy Code Compli, - ie for All Climate Zones in Washington
Project Information Contact Information
Plan 1623
This project will use the requirements of the Prescriptive Path below and incorporate the
the minimum values listed. In addition,based on the size of the structure,the appropriate
number of additional credits are checked as chosen by the permit applicant.
Authorized Representative Date
All Climate Zones
R-Value LI-Factor
Fenestration U-Factor n/a 0,30
Skylight U-Factor n/a 0.50
Glazed Fenestration SHGC n/a n/a
Ceilingk 491 0.026
Wood Frame Wallc "' 21 int 0.056
Mass Wall R-Value' 21/21 0.056
Floor 30 0.029
Below Grade W all"n 10/15/21 int+TB 0.042
Slab R-Value&Depth 10, 2 ft i-- n/a
'Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2.
Each dwelling unit In a residential building shall comply with sufficient options from Table R406.2 so as to achieve
the following minimum number of credits:
1.Small Dwelling Unit: 1.5 credits
❑ Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration
area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500
square feet.
�]2. Medium Dwelling Unit: 3.5 credits
All dwelling units that are not included in#1 or#3. Exception: Dwelling units serving R-2 occupancies shall
require 2.5 credits.
❑3. Large Dwelling Unit: 4.5 credits
Dwelling units exceeding 5000 square feet of conditioned floor area.
[J4. Additions less than 500 square feet: .5 credits
Table R406.2 Summary
Option Description Credit(s)
la Efficient Building Envelope to 0.5
i ttticient Building Envelope 1 b 1.0 ❑
is E icient Building Envelope 1c •0 ❑
ld Efficient Building Envelope 1d .5 ❑
2a Air Leakage Control and Efficient Ventilation 2a 0.5 ❑
2b Air Leakage Control and Efficient Ventilation 2b 1.0 ❑
2c Air Leakage Control and Efficient Ventilation 2c 1.5 ❑
3a High Efficiency HVAC 3a 1.0 E 1.0
31b 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 1.0
5a Etticlent Water Heating 5a 0.5 0 0.5
5b Efficient Water Heating 5b 1.0 ❑ 1.0
5c Efficient Water Heating 5c 1.5 ❑
5d Efficient Water Heating 5d 0.5 ❑
ti Renewable Electric Energy 0.5 *1200 kwh 0.0
Total Credits 3.50
*Please refer to Table R406.2 for complete option descriptions
❑1?-1
Table R402.1.1 Footnotes
For SI: 1 foot.=304.8 mm,ci .=continuous insulation, int.=intermediate framing.
a R-values are minimums, U-factors and SHGC are maximums. When insulation is installed in a cavity which is
less than the label or design thickness of the insulation,the compressed R-value of the insulation from
Appendix Table A101.4 shall not be less than the R-value specified in the table.
b The fenestration U-factor column excludes skylights.The SHGC column applies to all glazed fenestration.
`"10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall,or R-15 on the continuous
insulation on the interior of the wall,or R-21 cavity insulation plus a thermal break between the slab and the
basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13
cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior
of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity
insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement
wall.
d R-10 continuous insulation is required under heated slab on grade floors.See R402.2.9.1.
e There are no SHGC requirements in the Marine Zone.
f Reserved.
' Reserved.
" Reserved.
'The second R-value applies when more than half the insulation is on the interior of the mass wall.
I Reserved.
k For single rafter-or joist-vaulted ceilings,the insulation may be reduced to R-38.
Reserved.
m Int.(intermediate framing) denotes standard framing 16 inches on center with headers insulated with a
minimum of R-10 insulation.
Table 111402.1.3 Footnote
° Nonfenestration U-factors shall be obtained from measurement,calculation or an approved source or as
specified in Section R402.1.3.
Window, Skylight and Door Schedule
Project Information Contact Information
Plan 1623
Width Height
Ref. U-factor Qt Feet Inch Feet Inch Area UA
Exempt Swinging Door (24 sq. ft. max.) [4-R�H 0-01 0.00
Exempt Glazed Fenestration (15 sq. ft. max.) 1 0.01 0.00
Vertical Fenestration (Windows and doors)
Component Width Height
Description Ref. U-factor Qt. Feet Inch Feet Inch Area UA
House to Garage Door 0.30 1 2 16 6 17.8 5.33
Entry Door 0.30 1 3 6 20.0 6.00
Vinyl Frame Window 0.30 1 2 2 4.0 1.20
0.30 1 3 4 b 13.5 4.05
0.30 1 6 16 10 1 41.0 12.30
0.30 1 5 15 25.0 7.50
0.30 1 3 5 15.0 4.50
0.30 1 2 2 4.0 1.20
0.30 1 3 5 15.0 4.50
0.30 1 3 5 1 15.01 4.50
0.30 1 2 2 4.0 1.20
0.30 1 5 5 25.0 7.50
0.30 2 2 2 8.0 2.40
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
0.30 0.01 0.00
0.30 0.0 0.00
0.0 0.00
0.0 0.00
0.0 0.00
0.0 0.00
0.01 0.00
0.0 0.00
0.0 0.00
0.01 0.00
0.01 0.00
0.01 0.00
0.01 0.00
0.01 0.00
0.01 0.00
0.01 0.00
Sum of Vertical Fenestration Area and UA 207.31 62.18
Vertical Fenestration Area Weighted U=UA/Area 0.30
Overhead Glazing(Skylights)
Component Width Height
Description Ref. U-factor Qt. Feet '"`h Feet "'h Area UA
0.01 0.00
0.01 0.00
0.01 0.00
0.01 0.00
0.01 0.00
0.0 0.00
Sum of Overhead Glazing Area and UA 0.01 0.00
Overhead Glazing Area Weighted U=UA/Area 1 0.00
Total Sum of Fenestration Area and UA (for headng system sizing calculations) 1 207.3 62.18
i
Simple Heating System Size:Washington State
This heating system sizing calculator is based on the Prescriptive Rem iremonts of the 2015 Washington State Energy Code 1WSEC)and ACCA Mongols
J and S.This calculator will calculate heatina 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'aet Information Contact Information
Plan 1623
Heating System Type: @) All Other Systems 0 Heat Pump
To see detailed instructions for each section,place your cursor on the word"Instructions".
Design Temperature
Instructions Design Temperature Difference(AT) 51
AT=Indoor(70 degrees)-Outdoor Design Tamp
Area of Bulidina
Conditioned Floor Area
Instructions Conditioned Floor Area(sq ft) 1.623
Average Ceiling Height Conditioned Volume
Instructions Average Ceiling Height(ft) 9.31 15,143
Glazina and Doors U-Factor X Area = UA
Instructions
0.30 207 62.10
Skylights U-Factor X Area UA
Instructions 0.50
Insulation
Attic U-Factor X Area = UA
Instructions a.I, 0.026 1,034 26.88
Single Rafter or Joist Vaulted Ceilings U-Factor X Area UA
Instructions No selection
`eiecc Rcnrce . -•-
1
Above Grade Walla(see Figure 1) U-Factor X Area UA
Instructions 0.056 1700 95.20
LR-21 Intermediate
Floors J U-Factor X Area UA
Instructions R�IO 0.029 1,034 29.99
�
Below Grade Walls(see Figure 1) U-Factor X Area UA
Instructions
No Below Grade Welts in this pro)ect.
Slab Below Grade fs•e Figure n F-Factor X Length UA
Instructions 5electeond�tlonlnp . No selection F ---
Slab on Grade(a.Rama 1) F-Factor X Length
UA
Instructions
No Slab on Grade In this project. '"-
Location of Ducts
Instructions ` Duct Leakage Coefficient Conditioned Space
J 1.00
Sum of UA 214.17
Envelope Heat Load 10,923 Btu/Hour
Figure 1, SumofUAXAT
Air Leakage Heat Load 8,341 Btu I Hour
Volume OXXATX.OIB
Abowar•d• Building Design Heat Load 19,263 Btu/Hour
Air Leakage+Envebpe Heat Loss
Building and Duct Heat Load 19,263 Btu/Hour
Ducts in unconditioned space;Sum of Buifding Heat Loss X 1.10
Ducts in conditioned space;Sum of Building Heat Loss X i
Maximum Heat Equipment Output 26,968 Btu I Hour
Building end Duct HoW Loss X 1.40 for Forced Air Furnace
Building and Duct Heat Loss X 1,25 for Heat Pump
(0710j/13)
Date: 04/10/2026
Permit#: 1721
Perm t Date: 11/01/2017
Review Date: 11/01/2017
Perm Type: RESIDENTIAL SINGLE FAMILY
Review Type: RESIDENTIAL SINGLE FAMILY
Target Date: 11/08/2017
Scheduled Time 00:00
Com pleted Date: 11/02/2017
Description: Site plan m xts all land use regulations.
Review Status:
Assigned To:
Tim eln: 00:00
Time O it: 00:00
H curs: 0.0
Property Information
Parcel#: 01166900000700 L GI HOMES -WASHINGTON LLC
LGI HOMES -WASHINGTON LLC 1 450 LAKE ROBBINS DR STE 430
9032 168th Street NE T HE WOODLANDS, TX 77380
Zoning: 111 Single Fam iy Residence -
DetachedLot: 7Block:
Permit#: 1721
Permit Date: 11/01/17
Permit Type: RESIDENTIAL SINGLE FAMILY
Project Nam e Gregory Park
Applicant Nam a LGI Horn cs -Washington, LLC
Applicant Address: 9028 168th Street NE
Applicant, City, State, Zip: Arlingotn,WA98223
Contact: Matt Adam s
Phone: 425-785-0797
Em al: m at.adam s@lgihom cs.com
Scope of Work: New SFR
Valuation: 205501.85
Square Feet: 1993
Num ber of Stories: 2
Construction Type:
O xupancy G ioup:
ID Code:
Permit Issued: 11/28/2017
Permit Expires:
Form Permit Type:
Status: LASERFICHE
Assigned To: Kristin Foster
Property
Parcel# Address L egal Description O wrier Nam e Ovner Phone Zoning
LGI HOMES-
01166900000700 9 032 168th Street NE WASHINGTON Residence
Single Dam iy
-Detached
LLC
Contractors
Contractor P rim ay Contact P hone A ddress C ontractor Type L icense License#
LGI HOMES- 12951 BELRED CONSTRUCTION Labor and LGIHOHL857MB
WASHINGTON LLC RD#150 CONTRACTOR Industries
Inspections
Date I nspection Type D escription S cheduled Date C om Iieted Date I nspector S tatus
01/22/2018 R20.SFR/DUPLEX Com Iieted
FINAL
Plan Reviews
Date R eview Type D escription A ssigned To R eview Status
11/01/2017 RESIDENTIAL SINGLE Site plan m e is all land use regulations.
FAMILY
11/01/2017 RESIDENTIAL SINGLE BUILDING
FAMILY
Fees
Fee D escription N otes A m cunt
Building Perm i T able 4-1 $2,220.14
Forced Air Heat f ee per Btu $25.00
Gas Piping/Units E nter#of units $10.00
Mechanical Fee(Enter Fixture Fee) $25.00
Mechanical Base P erm i Fee $25.00
Park-Com m nity SF S ingle Fam iy $1,662.00
Mechanical Comm ecial Perm i T able 4-7;Per Unit 1 3 @$12 $156.00
Processing/Technology $25.00
State Surcharge- 1 st DU R esidential- 1 st Unit $4.50
Traffic Mitigation-SF S ingle Fam iy $3,355.00
Water Heater(Tank) $25.00
Building Perm i T able 4-1 $31.72
Building Plan Review T able 4-2 $1,443.09
Building Plan Review T able 4-2 $20.62
Total $9,028.07
Attached Letters
Date Letter D escription
11/14/2017 Building Perm i
Paym eats
Date Paid By D escription P aym ait Type A ccepted By A m aznt
11/01/2017 LGI Hom cs-Washington Check#5720 K ristin Foster $7,532.64
LLC
11/01/2017 LGI Hom es-Woshingt C Check#5719 K ristin Foster $1,443.09
11/13/2017 LGI Hom e;-WAshington,, Check#6075 K ristin Foster $52.34
LLC
O itstanding Balance $0.00
Uploaded Files
Date File Nam e
11/28/2017 2803063-1721 Issued Perm i.pdf
11/02/2017 2751655-1721 Signed Application.pdf
11/02/2017 2750139-1721 Application.pdf
11/02/2017 2750141-1721 Site Plan.pdf
Date: 04/10/2026
Permit#: 1721
Perm t Date: 11/01/2017
Review Date: 11/01/2017
Perm Type: RESIDENTIAL SINGLE FAMILY
Review Type: RESIDENTIAL SINGLE FAMILY
Target Date: 11/08/2017
Scheduled Time 00:00
Com pleted Date: 11/02/2017
Description: Site plan m xts all land use regulations.
Review Status:
Assigned To:
Tim eln: 00:00
Time O it: 00:00
H curs: 0.0
Property Information
Parcel#: 01166900000700 L GI HOMES -WASHINGTON LLC
LGI HOMES -WASHINGTON LLC 1 450 LAKE ROBBINS DR STE 430
9032 168th Street NE T HE WOODLANDS, TX 77380
Zoning: 111 Single Fam iy Residence -
DetachedLot: 7Block:
Permit#: 1721
Permit Date: 11/01/17
Permit Type: RESIDENTIAL SINGLE FAMILY
Project Nam e Gregory Park
Applicant Nam a LGI Horn cs -Washington, LLC
Applicant Address: 9028 168th Street NE
Applicant, City, State, Zip: Arlingotn,WA98223
Contact: Matt Adam s
Phone: 425-785-0797
Em al: m at.adam s@lgihom cs.com
Scope of Work: New SFR
Valuation: 205501.85
Square Feet: 1993
Num ber of Stories: 2
Construction Type:
O xupancy G ioup:
ID Code:
Permit Issued: 11/28/2017
Permit Expires:
Form Permit Type:
Status: LASERFICHE
Assigned To: Kristin Foster
Property
Parcel# Address L egal Description O wrier Nam e Ovner Phone Zoning
LGI HOMES-
01166900000700 9 032 168th Street NE WASHINGTON Residence
Single Dam iy
-Detached
LLC
Contractors
Contractor P rim ay Contact P hone A ddress C ontractor Type L icense License#
LGI HOMES- 12951 BELRED CONSTRUCTION Labor and LGIHOHL857MB
WASHINGTON LLC RD#150 CONTRACTOR Industries
Inspections
Date I nspection Type D escription S cheduled Date C om Iieted Date I nspector S tatus
01/22/2018 R20.SFR/DUPLEX Com Iieted
FINAL
Plan Reviews
Date R eview Type D escription A ssigned To R eview Status
11/01/2017 RESIDENTIAL SINGLE Site plan m e is all land use regulations.
FAMILY
11/01/2017 RESIDENTIAL SINGLE BUILDING
FAMILY
Fees
Fee D escription N otes A m cunt
Building Perm i T able 4-1 $2,220.14
Forced Air Heat f ee per Btu $25.00
Gas Piping/Units E nter#of units $10.00
Mechanical Fee(Enter Fixture Fee) $25.00
Mechanical Base P erm i Fee $25.00
Park-Com m nity SF S ingle Fam iy $1,662.00
Mechanical Comm ecial Perm i T able 4-7;Per Unit 1 3 @$12 $156.00
Processing/Technology $25.00
State Surcharge- 1 st DU R esidential- 1 st Unit $4.50
Traffic Mitigation-SF S ingle Fam iy $3,355.00
Water Heater(Tank) $25.00
Building Perm i T able 4-1 $31.72
Building Plan Review T able 4-2 $1,443.09
Building Plan Review T able 4-2 $20.62
Total $9,028.07
Attached Letters
Date Letter D escription
11/14/2017 Building Perm i
Paym eats
Date Paid By D escription P aym ait Type A ccepted By A m aznt
11/01/2017 LGI Hom cs-Washington Check#5720 K ristin Foster $7,532.64
LLC
11/01/2017 LGI Hom es-Woshingt C Check#5719 K ristin Foster $1,443.09
11/13/2017 LGI Hom e;-WAshington,, Check#6075 K ristin Foster $52.34
LLC
O itstanding Balance $0.00
Uploaded Files
Date File Nam e
11/28/2017 2803063-1721 Issued Perm i.pdf
11/02/2017 2751655-1721 Signed Application.pdf
11/02/2017 2750139-1721 Application.pdf
11/02/2017 2750141-1721 Site Plan.pdf