HomeMy WebLinkAbout8924 169th Street NE_BLD1692_2026 RESIDENTIAL PERMIT APPLICATION
Department of Community & Economic Development
City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551
THIS APPLICATION IS TO BE USED WHEN APPLYING FOR A NEW SINGLE-FAMILY, DUPLEX, TOWNHOUSE,
ADDITION, DECK,OR ACCESSORY STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2)SETS
OF CONSTRUCTION DRAWINGS AND TWO(2)SETS OF STRUCTURAL CALCULATIONS. THE APPLICATION MUST
ALSO INCLUDE THE PLUMBING SUBMITTAL AND THE MECHANICAL SUBMITTAL FORMS. THE ZONING
VERIFICATION MAY BE SUBMITTED PRIOR.
Project Address:
8924 169th Street NE Plat: Gregory Park- Lot 76
Ali Single-family D Duplex ❑i Townhouse 0 Addition CL.j Accessory structure
Proposed Area: 1" Floor: 1076 2nd Floor: 1438 Garage: 380 Total SF: 2894
Describe Proposal (include cross street):
Application for new single family residence to be located at 8924 16th Street NE. Cross street is 91st
Valuation: d .CA �_ C)
Owner:
LGI Homes- Washington LLC
_
11410 NE 124th St. STE 103 Kirkland WA 98034
Address: City: State: Zip Code:
Phone: 360-353-0588 Email: jake.jabusch@lgihomes.com
Applicant: LGI Homes- Washington LLC
Address: 11410 NE 124th St STE 103 City: Kirkland State: WA Zip Code:98034
Phone:
360-353-0588 Email:jake.jabusch@lgihomes.com
Contractor: LGI Homes- Washington LLC
Address:
11410 NE 124th St. STE 103 City:Kirkland State:WA Zip Code:98034
Phone:
360-353-0588 Email:jake.jabusch@lgihomes.com
Contact Person:Jake Jabusch License Number:LGIHOHL857MB Expiration: 7/3/2018
MRAT
6/16LP Page 1 of 3
RESIDENTIAL PERMIT APPLICATION
'y ?
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)
[J1 Bath/Shower Combo (4.0) x 2 Sink (1.5) x 1
d! Shower (2.0) x 1 Lavatory (1.0) x 5
❑ Clothes Washer (4.0) x Water Closet(2.5) x 3
P� Dishwasher (1.5) x 1 Water Heater x 1
Q; Hose Bibb (2.5) x 2 Water Heater Model #
Other (list) x 1 AO Smith HPTU-50N
Plumbing Section Continued
Proposed Water Piping Size: 3/411 Proposed DWV Material: ABS
Proposed Piping Material: PEX _ Proposed DWV Size: 2"
• All hose bibs required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019
• All water supplies at 80psi or greater shall have Pressure Reducing Valves (PRV)
6/16LP Page 2 of 3
RESIDENTIAL PERMIT APPLICATION
Department of Community & Economic Development
y� Ov City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551
Mechanical Section (continue filling out if mechanical equipment is involved)
Select proposed appliances:
21 Furnace (80+) Model# Bryant 915SA30040S14 AFUE 95%
❑I Heat Pump Model# SEER HSPE
❑ AC Unit Model# SEER
❑ Type ll Hood ❑ Commercial Cooking Appliance 1-1I Hydronic Piping
❑ Boiler ❑ Solid-Fuel Appliance Ql PV System
❑ Fireplace Insert ❑ Outdoor BBQ 01 Storage Tank
�! Freestanding Stove Gas Piping Ql Other
Gas Piping Information
Not Applicable: 01
Black Steel
Pipe Material: Pipe Size: 1" Total BTU's of all Appliances: 120,000
Distance from Meter to Furthest Appliance: 35'
• 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: l /4(7
Print Applicants Name:
V `
6/16LP Page 3 of 3
CITY OF ARLINGTON
238 N. OLYMPIC AVE -ARLINGTON, WA. 98223
PHONE; (360) 403-3551
BUILDING PERMIT
Address:8924 169th Street NE Permit#:1692
Parcel#:01166900007600 Valuation:309450.70
OWNER APPLICANT CONTRACTOR
Name:LGI HOMES-WASHINGTON LLC Name:LGI Homes-Washington,LLC Name:LGI Homes-Washington,LLC
Address: 1450 LAKE ROBBINS DR STE 430 Address:9026 168th Street NE Address: 11410 NE 124th Street,Ste#103
City,State Zip:THE WOODLANDS,TX 77380 City,State Zip:Arlington,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_B
DWELLING UNITS: 1 OCC GROUP: R-3
BUILDINGS: OCC LOAD:
PERMIT APPROVAL
I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED
THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO
WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27.
THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID,
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR
A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC IOARCI 10.
SALES TAX NOTICE:Soles tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form
c Jed C t f Arling n#310I.
./u (a 17 7
Signature Print Name Date Released By Ddie
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
10/24/2017 Building Permit Fee $3,076.58
10/24/2017 Building Plan Review Fee $1,999.78
10/24/2017 Furnace $25.00
10/24/2017 Gas Outlets Base Fee 1 to 5 $10.00
10/24/2017 Mechanical Fee(Enter Fixture Fee) $25.00
10/24/2017 Mechanical Permit Base Fee $25.00
10/24/2017 Park-Community SF $1,662.00
10/24/2017 Plumbing Permit Base Fee $25.00
10/24/2017 Plumbing Permit Fee(Enter Fixture Fee) $192.00
10/24/2017 Processing/Technology Fee $25.00
10/24/2017 State Building Code Surcharge Fee $4.50
10/24/2017 Traffic Mitigation-City $3,355.00
10/24/2017 Water Heater $25.00
Total Due: $10,449.86
Total Payment: $10,449.86
Balance Due: $0.00
CALL FOR INSPECTIONS
BUILDING(360)403-3417
When calling for an inspection please leave the following information:
Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon
SETBACKS
69TH ST, N - - FRaVT 20' BUNG DNEX. 6146 ARE 70
STOYPM OYE4N0UT. 8'WA S PE 5' FAX OF FWNDAAOW
(' C WNECT R06F AND �— REAR 5' •QPADVNG ROW AS DIESi'GW
t00 FOOANG DRAINS -BORE LOCAAOW MAY VARY
•SrOi�E LJVi'/"AY 1D PUBLIC ROAD
8' •S7L T FENCE 70 BE INSTALLED PER
77Y OF ARVNGA W�STANDARD
SEVER WATER 500'PRIVATE •-%T FENCE 70 BE INSTALLED OW
COWNECAOW saver EAS901 iUW � �PARacZ T WE OF BUILDING
•COWS7RU0aV EW WANOLE 70 BE
►° INSTALLED PEP Q'TY OF
s N8920'49"W c ARUNGXW S STANDARDS
4500 � STORM NOTES:
•7ESC INSTALLED PRIG? TO
�- - - - cWl57RUcAOW
\ 20 00' — •BARE SCES CO1EXED W7H MULQV
1QO0'PUBLIC ,� W AN07HER APPRObfD bWP
UALITY •lO1�S0YL PER WSDQE Ei11P 1513
EAS1EAAENT TOP 45 Z. _ _ .� LWS77E NW LLWNECIEU TO
11.00$ L-ORl TOE 454.0 PAY0117E S7ta'WM STUB
•SITE&YYALL BE STAB/UAV Pff6W
00,
L 00'ROOF 24.00 - 70 BUILDING PD WT BEING
OVFRFIANG 10.00'WALLIPRAIN FINALIZED
� GARAQE EASEMENT SITE NOTES.-
Le
•770717UNE fVOW DRN/NS AND
aW IUME ,^ ROOF DRAINS 70 PERMANENT
g S7WM DRAINWr SWEl PEP
o ,o o, I APPROI0 PLAT DRNNAOLE PLAN
(d "� OW FILE W7H W CWNTY.
o LOT 76 g o •AREA OF DISTURBANCE INaUMS
PROPOSED R£SILENCE g = I SHARE LOT.
PALIX-2514 GARAW R16HT TOP 457.8
1,6N-4&F TOE 454.0 3'8 LEGEND:
BLOW OFF
5.00' _ _ ____ qp'f ® WA7EP MM
Y _ 4( FIRE HYDRANT
PAAO 12 - EWSANG .0� AIR VAC
\ 5W,M - \<-COV70UR(TYP.) 00 CAAX BASIN
- O CLEANOUT
�—5 00'B5BL 5 LV,BM TOP 457.8 3 8 O MANHOI'.E
L - - - - - - Z — QE454.0 - - _ ® BLOCYWALL
4500 , WE REMOVAL
N8970'49"W
PRXERTY .F- — — — — — - r ePvp, %"
CUU4NE3? \
RN19I A D CO V7WR__---- VALE I'm 20' VAV IA2-
LOT 76
SITE PLAN
GREGOR Y PARK
LGI HOMES PLAN NO. PALIX-2514
LOT AREA = 4,320 SF DATE 912712017 PARCEL # LOT 76
HOUSE= 1,679 5F
1471 I NE 29rh Place,#101
DRIWEWAY= 471 SF eelf—. W,,hi gle,98007 DESIGNED CORE ADDRESS 8924 1697H ST. NE
425.885.7877 Fax 425.885.7963
WALKWAY/PAAO = 12 SF PROJECT NUMBER
TOTAL= 2,162 SF
ENGINEERING • PLANNING • SURVEYING DRAWN CAF 13024L-GRG00
CITY OF ARLINGTON
238 N. OLYMPIC AVE-ARLINGTON, WA. 98223
PHONE; (360) 403-3551
BUILDING PERMIT
Address:8924 169th Street NE Permit#:1692
Parcel#:01166900007600 Valuation:309450.70
OWNER APPLICANT CONTRACTOR
Name:LGI HOMES-WASHINGTON LLC Name:LGI Homes-Washington,LLC Name:LGI Homes-Washington,LLC
Address: 1450 LAKE ROBBINS DR STE 430 Address:9026 168th Street NE Address: 11410 NE 124th Street,Ste#103
City,State Zip:THE WOODLANDS,TX 77380 City,State Zip:Arlington,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_B
DWELLING UNITS: 1 OCC GROUP: R-3
BUILDINGS: OCC LOAD:
PERMIT APPROVAL
I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED
THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO
WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27.
THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID.
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR
A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110.
SALES TAX NOTI(:E:Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form
ed C' f Arling n#3101.
Signature Print Name Date Released By D&C
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
10/24/2017 Building Permit Fee $3,076.58
10/24/2017 Building Plan Review Fee $1,999.78
10/24/2017 Furnace $25 00
10/24/2017 Gas Outlets Base Fee 1 to 5 $10.00
10/24/2017 Mechanical Fee(Enter Fixture Fee) $25.00
10/24/2017 Mechanical Permit Base Fee $25 00
10/24/2017 Park-Community SF $1,662 00
10/24/2017 Plumbing Permit Base Fee $25.00
10/24/2017 Plumbing Permit Fee(Enter Fixture Fee) $192.00
10/24/2017 Processing/Technology Fee $25.00
10/24/2017 State Building Code Surcharge Fee $4.50
10/24/2017 Traffic Mitigation-City $3,355.00
10/24/2017 Water Heater $25.00
Total Due: $10,449.86
Total Payment: $10,449.86
Balance Due: $0.00
CALL FOR INSPECTIONS
BUILDING(360)403-3417
When calling for an inspection please leave the following information:
Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon
-t SETBACKS
�69T, N' fRwr 2o' NOTES:
DIMD57ONs ARE 70
S7WM OLEANOUT. B'WA7ER 570E 5' FAOE ar FaYINDAAAN
CONNECT ROOF AND REAR 5' •GRADING MOW AS D MW
+00 F00ANG DRAINS ACTUAL LOCAAM MAY VARY
•SLG�E DRIVEWAY 70 PUBLIC ROAD
6` R A •MT FENCE 70 BE INSTALLED PER
A'TY OF ARVNGXWSS STANDARD
SEAR WATER 500'PR/VAX •MT fEWGE 70 BE INSTALLED OV
COVNECAON MRNA` ST6wm 6RADIDT 570E OF BUILDING
_ EAzwDvT j PARM
,MSMUCALW EW7RANDE 70 BE
p 9 + INSTALLED PER CITY OF
41 N8920'49W a 4 ARL/NGWF STANDARDS
45.00 � I - STORM NOTES,
•7ESL'INSTALLED PR164 70
C ws7RucXw
20 00'B •BARE SaLS COVERED N1AI MULW
1Q 010'PUAwc ,�00 _ OP AN07H&APPROVED BMP
U77LITY •M755k PER MY bWP T513
FA ENT - 471 9r TOP 457.8 (&T 12'DIP AI)
1f O0g O- r - - •ALL CYV97E RUKIFT CONNECIEU TO
I TOE 454.0 PAYME STORM S7U8
v _ _ _ .I i •577E SWALL BE STAMIAD PR16R
1.00•RO6D 24OO i _ A00 TO BUILDING PERM/T BEING
OVERHANG i I_10.00'WALLIPRA/N RNAL12ED
I (
� GARAGE EA_TMENT SITE NOTES:
•XNAMr f00ANG DRAINS AND
R&lc*DRAINS 70 PERMANEWT
S7WM DRAINAGE S)MI PER
p g o a I APPROVED PLAT DRAINAGE PLAN
o T 76 g p aV FILE W7H AIE COMY.
LOT
O T£S70ENCE g = •AREA OF DIS7URBANOE/NLYUDES
TOP 457.8 D T.ARE LO
PAL/X-2514 GARAGE'R16HT 3.8
1.67O&r TOE 454.0 LEGEND:
J5 00 Q- BLOW O'F
seOO' 4m, ® WA7ER MM
-- XV —� x- , - i ARE HYDRANT
PA AO 12 EWS77NG NR VAC
g I Soo'BS19L - �GLw7i7Y/R(TYP) ® CA701 BASH
g O LYEANOUT
5010'B519L 500•8sm TOP 457.8 3 8 O MANME
L - - - - - -Z - T 454.0 EEI_A ]-fl BLOIG><f WALL
45 00'49"W ARSE REMOVAL
CI OF AR �'I — — — — — c er.pive
BUILDING DE� ME.
APPR VED
i SCALE I'm 20' 1?,If�ll�i2
DA � ) v i LOT 76
NO CHANGES AUTHORIZED
• LESS APPROVED BY THE
blkLDING INSPECTO SITE PLAN
urps W, oy GREGOR Y PARK
LGI HOMES PLAN NO. PALIX-2514
LOT AREA = 4,320 5F DATE 912712017 PARCEL # LOT 76
HOUSE= 1,679 SF 14711 11E2-1I.-N101
DRIVEWAY= 471 _W BeRevue,W,,hi,gf,,99007 DESIGNED CORE ADDRESS 8924 1697H ST. NE
425A9S.7877 Fax 425.885.7963
WALKWAYIPAAO = 12 SF ��DESIGN PROJECT NUMBER
TOTAL= ,,162 SF
ENGINEERING PLANNING • SURVEYING DRAWN CAF 13024E-GRGOO
.-
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Permit Information
Date 10/12/2017
Permit Number 1692
Project Name Gregory Park
Applicant Name LGI Homes-Washington,LLC
Applicant Address 9026 168th Street NE
City,State,Zip Arlington,WA 98223
Contact Matt Adams
Phone 425-785-0797
Email matt.adams@lgihomes.com
Permit Type Single Family Residence
Site Address 8924 169th Street NE
Valuation 309450.70
Status Applied
Permit Issued
Permit Expires
Square Feet 2894
Type of Construction/Occupancy Load V-B
Number of Stories 2
Proposed Use New SFR
Assigned To Kristin Foster
Property
Owner
Parcel Address Legal Owner Phone Zoning
01166900007600 8924 169th Street LGI HOMES-WASHINGTON 111 Single Family Residence-
NE LLC Detached
Contractors
Contractor Name Primary Phone Email Contractor License License#
Contact Type
LGI Homes-Washington.Jake Jabusch 360-353- ake.jabusch@lgihomes.co CONTRACTOR I-abor and LGIHOHL857M
LLC 0588 Industries
Review
Date Type Description I Target Date I Completed Date I Assigned To I Status
10/12/2017 lResidential Dwelling 10/19/2017 0,my Rusko 11in Review
10/12/2017 lResidential Dwelling I0/19/2017 1 111,evin Olander 11in Review
Fees
Fee Description Notes Amount
Building Permit Feel 322.10.00.0 I $3,076.5
Building Plan Review Fem 345.83.00.0 $1.999.7
Furna 322.10.00.00 $25.0
Gas Outlets Base Fee 1 to 322.10.00.01 $10.0
Mechanical Fee(Enter Fixture Fee) 322.10.00.01 $25.0
Mechanical Permit Base Fe 322.10.00.Oq $25.0
Park-Community Sq 345.85.00.Oq $1.662.0
Plumbing Permit Base Fem 322.10.00.Oq $25.0
Plumbing Permit Fee(Enter Fixture Fee)l 322.10.00.0 16 @$12 $192.0
Processing/Technology Fe 341.43.00.021 $25.0
State Building Code Surcharge Fe 386.00.01.01 $4.5
Traffic Mitigation-Ci 345.85.00.021 $3,355.0
Water Heaterl 322.10.00.00l $25.0
Totall $10,449.8
Notes
Date Note
10/12/2017 Lot 76-Palix
Uploaded Files Upload File
Date File Uploaded B
10/12/2017 10:25:00 AM 1692 Site Plan.pdf Foster, Kristin x
10/12/2017 10:25:00 AM 1692 Anplication.pdf Foster, Kristin x
Q_v
' ` ° RESIDENTIAL PERMIT APPLICATION
` ` Department of Community & Economic Development
7r ?O City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551
THIS APPLICATION IS TO BE USED WHEN APPLYING FOR A NEW SINGLE-FAMILY, DUPLEX, TOWNHOUSE,
ADDITION, DECK, OR ACCESSORY STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2)SETS
OF CONSTRUCTION DRAWINGS AND TWO(2)SETS OF STRUCTURAL CALCULATIONS. THE APPLICATION MUST
ALSO INCLUDE THE PLUMBING SUBMITTAL AND THE MECHANICAL SUBMITTAL FORMS. THE ZONING
VERIFICATION MAY BE SUBMITTED PRIOR.
Project Address:
8924 169th Street NE Plat: Gregory Park- Lot 76
_
4 Single-family ❑ Duplex ❑ Townhouse ❑ Addition Q Accessory structure
Proposed Area: 111 Floor: 1438 380 1076 2nd Floor: Garage: Total SF: 2894
Describe Proposal (include cross street):
Application for new single family residence to be located at 8924 16th Street NE. Cross street is 91st
Valuation:
Owner: LGI Homes- Washington LLC
Address:
11410 NE 124th St. STE 103 City: Kirkland State:WA Zip Code:98034
Phone: 360-353-0588 Email: jake.jabusch@lgihomes.com
Applicant: LGI Homes- Washington LLC
Address:
11410 NE 124th St STE 103 City: Kirkland State: WA Zip Code:98034
_
Phone:
360-353-0588 Email:jake.jabusch@lgihomes.com
Contractor: LGI Homes- Washington LLC
Address:
11410 NE 124th St. STE 103 City:Kirkland State:WA Zip Code:98034
Phone:
360-353-0588 Email:jake.jabusch@lgihomes.com
Contact Person:Jake Jabusch License Number:LGIHOHL857MB Expiration: 7/3/2018
Received
OCT 11 201
� 7:
6/16LP Page 1 of 3
�.f � ti �-�
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)
C�1 Bath/Shower Combo (4.0) x 2 Sink (1.5) x 1
[� Shower (2.0) x 1 Lavatory (1.0) x 5
❑ Clothes Washer (4.0) x I Water Closet(2.5) x 3
C✓l Dishwasher (1.5) x 1 Water Heater x 1
Q' Hose Bibb (2.5) x 2 Water Heater Model #
Other (list) x 1 AO Smith HPTU-50N
Plumbing Section Continued
Proposed Water Piping Size: 3/411 Proposed DWV Material: ABS
Proposed Piping Material: PEX Proposed DWV Size: 2"
• All hose bibs required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019
• All water supplies at 80psi or greater shall have Pressure Reducing Valves (PRV)
6/16LP Page 2 of 3
u
I
I
�`��` °� RESIDENTIAL PERMIT APPLICATION
Department of Community & Economic Development
�lJ G,CO 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 915SA3004OS14 AFUE 95%
❑ Heat Pump Model# SEER HSPE
Di AC Unit Model# SEER
❑ Type II Hood Commercial Cooking Appliance 01 Hydronic Piping
01 Boiler Solid-Fuel Appliance 01 PV System
01 Fireplace Insert Q, Outdoor BBQ 01 Storage Tank
CAI Freestanding Stove 0; Gas Piping 01 Other
Gas Piping Information
Not Applicable: 0
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:
/ w I
6/16LP Page 3 of 3
i
I
i
NASH&ASSOCIATES
ARC I-II `I'ECTS
PLAN 2514
BEAM, LATERAL &
SEISMIC CALCULATIONS
•GI3 Tf.f��'wflsiillFY�ftMi�'
s SAY +)MAC NASH
�ST•ATE 0F WAS HINGTON
MA�
OCT 2017 2015 IBC
743A7- JULY 1, 2016
8003 118th AVE NE Kirkland, WA 98033 (426) 828-4117
WWW.NASH-ARCHITECTS.COM
��i. �`' r
. , �•
CLIENT:
NASH&ASSOCIATES BEAM DESIGN DATA PROJECT:
ARCIIITF_CTS 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
Masonry. Per IBC 15
Steel: Per IBC 15
Wood: Per IBC 15
Nailing: Per IBC 15
4" Beam: Douglas Fir #2
fv = 150
fb = 900 PSI
E = 1.600,000
6" Beam: Douglas Fir #2
fv = 170
fb = 875 PSI
E = 1,300,000
Joists & Hem Fir #2
Rafters: fv = 150
fb = 850 PSI
E = 1,300,000
Glu—Lam Beams:
fv = 240 PSI
fb = 2,400 PSI (reduced by size factor, CF*KI)
E = 1.800.000
8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117
W1PIP.NASH—ARCHITECTS.COM
PLAN 2514
BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622
R B-1 Date: 10/24/16
Selection 4x 10 DF-L#2 Lu=0.0 Ft
Conditions NDS 2015
Min Bearing Area R1=3.4 inZ R2=3.4 in' (1.5)DL Defl= 0.02 in
Data Beam Span 5.0 ft Reaction 1 LL 1313# Reaction 2 LL 1313#
Beam Wt per ft 7.87# Reaction 1 TL 2120# Reaction 2 TL 2120#
Bm Wt Included 39# Maximum V 2120#
Max Moment 2650'# Max V(Reduced) 1466#
TL Max DO L/240 TL Actual DO L 1>1000
LL Max Defl L 1360 LL Actual Defl L 1>1000
Attributes Section(in') Shear(w') TL Defl (in) LL Defl
Actual 49.91 32.38 0.04 0.02
Critical 29.44 12.22 0.25 0.17
Status OK OK OK OK
Ratio 59% 38% 15% 12%
Fb(psi) Fv(psi) E(psi x mil Fc (psi)
Values Reference Values 900 180 1.6 625
Ad'usted Values 1080 180 1.6 625
Adjustments CF Size Factor 1.200
Cd Duration 1.00 1.00
Cr Repetitive 1.00
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 1.00
Cl Stability 1.0000 Rb=0.00 Le=0 00 Ft
Loads Uniform LL:525 Uniform TL: 840 =A
Uniform Load A
R1 =2120 R2=2120
SPAN=5FT
Uniform and partial uniform loads are Ibs per lineal ft.
,�
I
PLAN 2514
BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622
RB-2 Date: 10/24/16
Selection 4x 10 DF-L#2 Lu =0.0 Ft
Conditions NDS 2015
Min Bearing Area R1=3.4 in2 R2=3.4 inz (1.5)DL Defl= 0.02 in
Data Beam Span 5.0 ft Reaction 1 LL 1313# Reaction 2 LL 1313#
Beam Wt per ft 7.87 # Reaction 1 TL 2120# Reaction 2 TL 2120#
Bm Wt Included 39# Maximum V 2120#
Max Moment 2650'# Max V(Reduced) 1466#
TL Max Defl L/240 TL Actual Defl L/>1000
LL Max Defl L/360 LL Actual Defl L/>1000
Attributes Section in' Shear(in')_ TL Defl (in) LL Defl
Actual 49.91 32.38 0.04 0.02
Critical 29.44 12.22 0.25 0.17
Status OK OK OK OK
Ratio 59% 38% 15% 12%
Fb(psi) Fv(psi) E(psi x mil Fc (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
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 1.00
Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft
Loads Uniform LL:525 Uniform TL: 840 =A
Uniform Load A
C
R1 =2120 R2=2120
SPAN=5FT
Uniform and partial uniform loads are Ibs per lineal ft.
PLAN 2514
BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622
B-1 Date: 10/24/16
Selection 3-1/8x 9 GLB 24F-V4 DF/DF Lu=0.0 Ft
Conditions NDS 2015
Min Bearing Area R1=6.6 in2 R2=6.6 in' (1,5)DL Defl= 0.06 in Recom Camber=0.10 in
Data Beam Span 6.0 ft Reaction 1 LL 2775# Reaction 2 LL 2775#
Beam Wt per ft 6.83# Reaction 1 TL 4281 # Reaction 2 TL 4281 #
Bm Wt Included 41 # Maximum V 4281 #
Max Moment 6421 '# Max V(Reduced) 3210#
TL Max Defl L/240 TL Actual Defl L/504
LL Max Defl L/360 LL Actual Defl L/914
Attributes Section in' Shear in' TL Defl(in) LL Defl
Actual 42.19 28.13 0.14 0.08
Critical 32.10 20.06 0.30 0.20
Status OK OK OK OK
Ratio 76% 71% 48% 39%
Fb(psi) Fv(psi) E(psi x mil Fc (psi)
Values Reference Values 2400 240 1.8 650
Adjusted Values 2400 240 1.8 650
Adiustments Cv Volume 1.000
Cd Duration 1.00 1,00
Cr Repetitive 1.00
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 1.00
Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft
meads Uniform LL:925 Uniform TL: 1420 =A
[ Uniform Load A
R1 =4281 R2=4281
SPAN=6 FT
Uniform and partial uniform loads are Ibs per lineal ft.
I
�.
PLAN 2514
BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622
B-2 Date: 10/24/16
Selection 3-1/8x 9 GLB 24F-V4 DF/DF Lu=0.0 Ft
Conditlons NDS 2015
Min Bearing Area R1= 5.6 in' R2=2.6 in' (1.5)DL Defl= 0.02 in Recom Camber=0.03 in
Data Beam Span 5.0 ft Reaction 1 LL 2423# Reaction 2 LL 1215#
Beam Wt per ft 6.83# Reaction 1 TL 3666# Reaction 2 TL 1658#
Bm Wt Included 34# Maximum V 3666#
Max Moment 3013'# Max V(Reduced) 2633#
TL Max Defl L/240 TL Actual Defl L/>1000
LL Max Defl L/360 LL Actual Defl L/>1000
Attributes Section(in') Shear(ins) TL Defl in LL Defl
Actual 42.19 28.13 0.05 0.03
Critical 15.07 16.46 0.25 0.17
Status OK OK OK OK
Ratio 36% 59% 19% 17%
Fb(psi) Fv(psi) E(psi x mil) Fc L (psi)
Values Reference Values 2400 240 1.8 650
Adiusted Values 2400 240 1.8 650
Adjustments Cv Volume 1.000
Cd Duration 1.00 1.00
Cr Repetitive 1.00
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 1.00
Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft
Loa
Point LL Point TL Distance Par Unif LL Par Unif TL Start End
1313 B=2120 1.0 885 H= 1370 0 1.0
360 1=450 1.0 5.0
L H-1
Pt loads:
R1 =3666 R2= 1658
SPAN=5FT
Uniform and partial uniform loads are Ibs per lineal ft.
J
PLAN 2514
BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622
GB-1 Date: 10/24/16
Selection 5-1/8x 19-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft
Conditions NDS 2015
Min Bearing Area R1= 17.6 in2R2= 13.9 in2 (1,5) DL Defl= 0.19 in Recom Camber=0.28 in
Data Beam Span 16.0 ft Reaction 1 LL 7544# Reaction 2 LL 6185#
Beam Wt per ft 24.28# Reaction 1 TL 11440# Reaction 2 TL 9053#
Bm Wt Included 389# Maximum V 11440#
Max Moment 46400'# Max V(Reduced) 9093#
TL Max DO L/240 TL Actual DO L/440
LL Max Defl L/360 LL Actual DO L/769
Attributes Section(jW) Shear in' TL Defl (in) LL Defl
Actual 324.80 99.94 0.44 0.25
Critical 237.01 56.83 0.80 0.53
Status OK OK OK OK
Ratio 73% 57% 55% 47%
Fb(psi) Fv(psi) E(psi x mil) Fc ( si
Values Reference Values 2400 240 1.8 650
Adjusted Values 2349 240 1.8 650
Adjustments Cv Volume 0.979
Cd Duration 1.00 1.00
Cr Repetitive 1.00
Ch Shear Stress N/A
Cm Wet Use 1.00 1.00 1.00 1.00
Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft
Loads T
Point LL Point TL Distance Par Unif LL Par Unif TL Start End
1313 B=2120 2.5 925 H= 1420 0 2.5
1313 C=2120 7.5 400 1=500 2.5 7.5
1838 D=2964 10.0
925 K= 1420 7.5 10.0
440 L=550 10.0 16.0
L
0
' I
CH
Pt loads:
R1 = 11440 R2=9053
SPAN = 16FT
Uniform and partial uniform loads are Ibs per lineal ft.
i
CLIENT:
NASH-ASSOCIATES WIND AND SE I SM I G DE51 GN DATA PROJECT:
ARCHITE :Ts PER 2015 IBC DATE:
NAME:
WIND DESIGN GRITERIA
DESIGN PER ASGE 1-10
I. NOMINAL/ULTIMATE WIND SPEED V/asd /Vult 55/110 mph
2. R15K CATEGORY II 1.00
3. WIND EXPOSURE CATEGORY "B"
4. INTERNAL PRESSURE COEFFICIENT +/-55
5. COMPONENTS AND CLADDING
DE51GN PRESSURE +/- 16 psf
BUILDINGS,STRUCTURES, AND PARTS THEREOF SHALL BE DESIGNED AND
CONSTRUCTED IN ACCORDANCE WITH STRENGTH DESIGN,LOAD,AND RESISTANCE
FACTOR DES16N,ALLOWABLE 5TR-55 DE516N,EMPIRICAL DE516N OR CONVENTIONAL
CONSTRUCTION METHODS,AS PERMITTED BY THE APPLICABLE MATERIAL CHAPTER,SECTION 1604.1
BUILDIN65,5TRAIGTU11;ZE5,AND PARTS THEREOF,SHALL BE DE516NED TO WITHSTAND WIND LOADS
AS DEFINED IN SECTION 1609 AND ASCE 7-10
51MPLIFIED METHOD TO 13E U5ED FOR WIND DESIGN PER A5GE 7-10,SECTION 275
(BUILDING HEIGHT 15 LE55 THAN 160 FEET)
110 MPH ULTIMATE WIND SPEED
USE Iqb P5F PER TABLE 27.6.1 "EXPOSURE B"
WOOD DESIGN PER SECTIONS 2304-2306.STRUCTURES U51N6 WOOD SHEAR WALLS
AND DIAPHRAGMS TO RE515T WIND,5E15MIG,AND ALL OTHER LATERAL LOADS SHALL
BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH AF 4 PA 50PHS AND PROVISIONS
OF SECTIONS 2305-2506
5E15MIG DESIGN DATA
DESIGN PER ASGE 7-10/°SEGTION 1613
I. SEISMIC IMPORTANCE FACTOR le 1.00
2. SHORT PERIOD ACCELERATION 55 1.66 •see footnote at bottom of pago
3. 1 SECOND ACCELERATION Si 0.748 "sae footnote at bottom of page
4.517E CLA55 D (default class per IBC)
5.SPECTRAL RESPONSE COEFFICIENT Sm O.Cl"12 'sea footnote at bottom of page
6. SPECTRAL RESPONSE COEFFICIENT Sw 0:140 *see footnote at bottom of page
7. SEISMIC, DESIGN CATEGORY D
8. SEISMIC, FORCE RESISTING SYSTEM PLYWOOD SHEAR WALLS
q. DE516N BASE SHEAR (see seismic calculations)
10. SEISMIC RESPONSE GOEFFIGENT CS 0.15
II. RESPONSE MODIFICATION FACTOR R 65
12. ANALYSIS PROCEDURE EQUIVALENT LATERAL FORGE
13. RISK GATEC70RY II
THE ANCHORAGE OF WALLS SUPPORTING CONSTRUCTION SHALL BE BE
DESIGNED IN ACCORDANCE WITH ASGE 7-10, SECTION 12.11�2
IN STRUCTURES A551GNED TO SEISMIC DESIGN CATEGORY G-F,COLLECTOR ELEMENTS
AND THEIR CONNECTIONS TO VERTICAL ELEMENTS SHALL 13E DE516NED TO RESIST
MAXIMUM EFFECTS AS SPECIFIED IN ASGE 7-10, SECTION 12.10.2.1
BASE SHEAR V= (F 5D5/R) IN
ANGHOR BOLT5i 5/8" VIA X 101,A307 OR BETTER W/7" MIN. EMBEDMENT.V= 1104#/5OLT
# PER U565,THE MAXIMUM Si IN THE STATE OF WASHIN6TON 15 0.748. ALL SEISMIC DESIGN VALUES USED
IN THIS ANALYSIS ARE BASED UPON THIS NUMBER. SINGE 5115 LESS THAN 0.75,THEN USE SEISMIC CATEGORY
D IF R15K GATE60RY 15 I, 11,OR III
8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117
WWW.NASH—ARCHITECTS.COM
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LATERAL CALCULATIONS CUENT:
NASH&ASSOCIAIM WIND WORKSHEET PROJECT:
� arI I I T F.CT DATE:__
85 MPH/110 MPH= NOMINALNLTIMATE WIND SPEED NAME.
19.6 P5F
FRONT ELEVATION LEFT ELEVATION
REAR ELEVATION RIGHT ELEVATION
LOCATION TOTAL SHEAR FORCE (##) SHEAR UNIT SHEAR
W z H z (see chart for wind pressure WALL SHEAR WALL
® specified height) LENGTH (ft) (#/ft) TYPE
l �P l7�Sxa k��i� G 1
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8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117
�} WWW.NASH—ARCHITECTS.COM -
CLIENT:
11;ARCHITECTS
eASSOCIATES SEISMIC ANALYSIS PROJECT:
DATE:
NAMP7
1
Weight of Building:
Roof Assembly:
Asphalt Shingles - 2.00#/ft Cedar Shakes - 2.25#/ft Tile - 9.50#/ft
Felt - 0.15 #/ft Felt - 0.15 #/ft Felt - 0.15 #/ft
1/2" Plywood - 1.50 #/ft 1/2" Plywood - 1.50 b/ft 1/2" Plywood - 1.50 #/ft
Trusses @ 24" o.c. - 1.75 #/ft Trusses ® 24" o.c. - 1.75 #/ft Trusses @ 24' o.c. - 1.75 #/St
R-38 Insulation - 2.35#/ft R-30 Insulation - 2.25#/ft R-30 Insulatio❑ - 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 9.76#/ft Total 9.90#/ft Total 17.90#/ft
Use 10.00#/ft Use 10.00#/ft Use 18.00#/ft
let & 2nd Floor Assembly:
Carpet / Pad - 0.50#/ft Hardwood - 2.50#/ft
3/4' T&G Plywood - 2.50#/ft 3/4" T&G Plywood - 2.50#/ft
2x10 @ 16" o.c. 2.30#/ft 2x10 W 16" o.c. - 2.30#/ft
1/2" GWB Ceiling - 2_00#/ft 1/2" GWB Ceiling - 2.00#/ft
Total 7.30#/ft Total 9.30#/ft
Use 10.00#/ft Use 10.00#/ft
Interior Wall Assembly: Exterior Wall Assembly.
1/2" GWB - 2.00#/ft 3/4" Wood Siding - 2.30#/ft
2X4 ® 16" o.c. - 1.10 #/ft 1/2" Plywood - 1.50 #/ft
1/2" GWB - 2.00#/ft 2x6 @ 16" o.c. - 1.37 #/ft
Total 5.10 #/ft R-21 Insulation - 2.10 #/ft
Use 8.00#/ft 1/2" GWB - 2_00#/ft
Total 9.27#/ft
Use 10.00#/ft
4" Brick Veneer - + 3.20#/ft
8003 118th AVE NE Kirkland, WA 9BO33 (425) 828-4117
WWW.NASH-ARCHITECTS.COM
CLIENT:
_l NASH&MOQATES SEISMIC ANALYSIS PROJECT:-_- _
1 ARCHITECTS DATE:
NAME: _
2
SEISMIC:
V = (C-) (Wdl) (Plywood)
2nd Level:
Roof: (Asphalt / Cedar Shake) 10#/ft X .50 sf =
or (Tile) 18#/ft X sf =
Exterior Walls: L x 10#/sf x 1/2 (h) 6(41�
/&Z X/O k % (E2)
Interior Walls: L x 8#/sf x 1/2 (h)
/ �ox'� k�j s�yp cl�
TOTAL: = Z&q 7
1st Level:
Roof: (1st Floor Roof) 10#/ft X sf =
2nd Floor. 10#/ft X L13�sfL-
Exterior Walls: (E2) + L x 10#/sf x 1/2 (h)
6 qoa � /lio Z ky O )<-q, r' 3 ? -d (E1)
Interior Walls: (I0 + L x 8#/sf x 1/2 (h)
ftiKa4- 00x� xK� $ 32� cI1)
TOTAL = 3&L O 0_ �� 3 y ct o
Basement:
1st Floor. 10#/ft X -sf =
Exterior Walls: (E1) + L x 10#/sf x 1/2 (h)
Interior Walls: (I1) + L x 8#/sf x 1/2 (h)
TOTAL
8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117
WWW.NASH—ARCHITECTS.COM
NASHaASSOQ cLENT:
-ASSOCIATES SEISMIC ANALYSIS PROJECT:
ii r.x 1 T E:c:'1's DATE:
NAME:
3
BASE SHEAR:
BASE SHEAR V= (F Sm/R) W
V= F (.g72)/6.5= .14G
LEVEL 2: Wdl �//W # x 0.149 = W"O
LEVEL 1: Wdl ��/t�I # x 0.149 = S" Cf Z
TOTAL Wdl (0 31 "! - # x 0.149 = je y 2 (V)
Dead Load Hei ht Moment Shear ® Stor
Level Fx = [(Wdl)(h)�V Remarks
(Wdl) (h� (Wdl)(h) (Wdl)(h)
f?qg1 Z
S 77
1 - -- -
�1 �f �, Z
Total 6 71 CA Old/ Z
8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117
WWW.NASH—ARCHITECTS.COM
I
NASH-ASSOCIATES CUEN'i`..
A x C 111 V�:; + SEISMIC ANALYSIS PROJECT:_
DATE:
NAME:
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NASxtASSOCIA' S CLIENT:
SEISMIC ANALYSIS PROJECT_:
r,r_Fit'r L C T`s DATE:
NAME:_
5
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
It
3. p = 2-[2(Vaccstory)/(Vumax)(Ab 1/2)
Z � �C4c�IZ
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8003 118th AVE NE Kirkland. WA 98033 (425) 828-4117
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T BMC I;R00%NAr—NE Erewb WA 19=1 lob Name/Model 2514-FL DMIBMI
of,r2S7E&120A DAN G TRU55 LAYOUT
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MiTek�
MITek USA, Inc.
7777 Greenback Lane
Suite 109
Citrus Heights, CA,95610
Telephone 916/676-1900
Re: 2514-FL Fax 916/676-1909
LGI HOMES 2514 FL
The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision
based on the parameters provided by BMC West-Everett,WA.
Pages or sheets covered by this seal: R50499425 thru R50499441
My license renewal date for the state of Washington is May 16,2019.
�$RRILL e
4P�w0 WASN�
51398 �4
CISTE�
.• 8f
May 8,2017
Baxter,David
IMPORTANT NOTE:Truss Engineer's responsibility is solely for
design of individual trusses based upon design parameters shown
on referenced truss drawings. Parameters have not been verified
as appropriate for any use. Any location identification specified is
for file reference only and has not been used in preparing design.
Suitability of truss designs for any particular building is the
responsibility of the building designer, not the Truss Engineer,
per ANSI/TPI-1, Chapter 2.
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• Job Truss Truss Type City Ply LGI HOMES 2514 FL
R50499425
2514-FL Al GABLE 1 1
- Job Reference o ti0nal
BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:38 2017 Page 1
ID:migzTQh7H1sSQCFVTnR06zlaVJ-tkuC2bgIH9DtMmx7KXJgpbm_1?aQx6H6?VgOLgzlYZB
0*8
Scale=1:30.9
A 8 C D E F G H I J K
0
W
V U T S R Q P 0 N M L
2 0 0 4 0 0 13 0-0 a-0.0 10.0.0 12_Q•0 I 14-0-0 16-0-0 18AA 19.3-0
2-0.0 2:H 2 0.0 2.0-0 2.0.0 2-0.0 2-0-0 1 2.0.0 f 2AA j 13-0 r
Plate Offsets(X.Y)— [A:Edae,0-0-1211.[W:04-8.0.0-121,[X 0-1-8,0-0.121
LOADING (psD SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 015 Vert(LL) n/a n/a 999 MT20 185/148
TCDL 10.0 Lumber DOL 1.00 BC 003 Vert(CT) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 003 Horz(CT) 0.00 L n/a n/a
BCDL 5.0 Code IRC2015/TPI2014 Matrix-R Weight:62 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 19-3-0.
(lb)- Max Grav All reactions 250 Ib or less at joint(s)V,L,U,T,S,R,Q,P,O,N,M
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(Le,diagonal web).
5)Gable studs spaced at 2-0-0 oc.
6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means
7)CAUTION,Do not erect truss backwards.
R.RML 6q�
WASk
# 51398IS
q�
sSr�NAL
May 8,2017
A 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
building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k
is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the
fabrication,storage,delivery,erection and bracing oftrusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and Bost Building Component 7777 Greenback Lane
Safely Information available from Truss Plate Institute,218 N.Lee Street,Sude 312,Alexandria.VA 22314. Suite 109
Citrus Heights,CA 95610
Job Truss Truss Type Qty Ply LGI HOMES 2514 FL
R50499426
2514-FL A2 Floor 9 1
Job Reference o tional
BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:39 2017 Page 1
I D:migzTLjh7H 1 sSQCF V rnR06ziaVJ-LwSaFxrw2TLk_wWKuFgvMolOgPhhgTdFD9axt6zlYZA
0-1-8
HI 2.6-0 1 0^
Scale=1:31-6
4xa= 3x4= 3x4 = 4x8 =
A B C D E F G H I
0
d5
P
N M L K
3x6= 4xl2 = 3x4 = 4x12 = 3x6=
19.3.0
19.3-0
Plate Offsets(X,)!}- IA:Edge 0-0.121 IF•0-1-8 Edgel (MV.1-8 Edtlel (P:0.1-8 0-0-121 f0'0.1-8 0.0.121
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 0.73 Vert(LL) -0,33 M-N >686 480 MT20 185/148
TCDL 10.0 Lumber DOL 1.00 BC 0-99 Vert(CT) -0 49 M-N >470 360
BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(CT) 0.09 J n/a n/a
BCDL 5.0 Code IRC2015/TPI2014 Matrix-R Weight:77 Ib FT=0%F,12%E
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-10-14 oc purlins,
BOT CHORD 2x4 HF No.2(flat) except end verticals.
WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
REACTIONS. (lb/size) 0=1045/0-5-6,J=1045/0-2-10
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD B-C=-2894/0,C-D=-2894/0,D-E=-3563/0,E-F=-3563/0,F-G=-2881/0,G-H=-2881/0
BOT CHORD N-0=0/1719,M-N=0/3506,L-M=0/3563,K-L=0/3563,J-K=0/1714
WEBS B-0=4951/0.B-N=0/1333,D-N=-695/0,D-M=-262/428,H-J=-1945/0,H-K=0/1325.G-K=-276/2,F-K=-912/0
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors
3)All plates are 1.5x4 MT20 unless otherwise indicated
4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)J
5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
6)CAUTION,Do not erect truss backwards.
�LRR1L(, 9
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May 8,2017
A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE.
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design-Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suits 312,Alexandra,VA 22314. Suite 109
Citrus Heights,CA 95610
Job Truss Truss Type Qty Ply LGI HOMES 2514 FL
R50499427
2514-FL A3 Floor 3 1
- Job Reference tfonal
BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:40 2017 Page 1
I D:migzTLjh7 H 1 sSQCFVTnR06zlaVJ-p60ySHrYpnTbb35WSyL8uOrF 1 p3VPxWOSpJVPYzlYZ9
0-1-8
2.6.0
' H' � 1-3-0 � 1-3-0 0 018 1-1-8 � scale=1:29.9
4x8= 3x4= 3x4 = 4x6= 3x4 I 4x8 I
A B C D E F G H I J
S
0
R
P 0 N M L K
3x6 = 4x8 = 3x4= 4x8= 5x8=
17�-12 1 j�-4
17.6.12 0 18
Plate Offsets(X.Y)— IA:Edoe.0-0.121.[F:0-1.8.Edoel.IJ:0.3.O,Edoel.[0:0-1.8.Eds1e1.[R:0-1-8.0.0-121.IS:O-1-s.0.0-121
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.51 Vert(LL) -0.24 O-P >883 360 MT20 185/148
TCDL 10.0 Lumber DOL 1-00 BC 0.88 Vert(CT) -0.35 O-P >597 240
BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(CT) 0.01 J n/a n/a
BCDL 5.0 Code IRC2015/TPI2014 Matrix-R Weight:76 lb FT=0%F,12%E
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 HF No.2(flat) except end verticals.
WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) J=952/0-1-8,Q=952/0-5-6
FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD B-C=-2549/0,C-D=-2549/0,D-E=-2884/0,E-F=-2884/0,F-G=-2515/0,G-H=-2515/0,H-1=-811/0,I-J=-814/0
BOT CHORD P-Q=0/1546,O-P=0/2988,N-0=0/2884,M-N=0/2884,L-M=0/1541
WEBS J-L=0/1176,B-Q=-1755/0,B-P=0/1137,D-13=498/0,D-0=-340/240,H-L=-105710,H-M=0/1106,F-M=-660/0
NOTES-
1)Unbalanced floor live loads have been considered for this design
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3)All plates are 1 5x4 MT20 unless otherwise indicated
4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)J
5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means
6)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
7)CAUTION,Do not erect truss backwards.
0"-XL 8q�
J19 4 WASI�
51398 �
oA FcrS
�Ss��NAL
May 8,2017
WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE Ml1.7477 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[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 M iTe k
is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB.89 and SCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suito 312,Alexandria,VA 22314. Suite 109
Citrus Hei Ms CA 95810
Job Truss Truss Type City Ply LGI HOMES 2514 FL
R50499428
2514-FL A4 Floor 2 1
- Job Reference o lional
BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:41 2017 Page 1
I D:migzTLjh7H 1 sSQCFVTnR06ziaVJ-HJaKgdsAa4bS DDgi?gsNRDOQn DPk80mYhT32y?zlYZ8
0-1-8
H r 28.Q f"ii 1� ' 1-3-0 0-01
Scale=1:29.9
48= 3x4= 3x4 = 4x6= 3x4 4x8 I
A B C D E F G H I J
S o
m
JP
R
P 0 N M L K
3x6 = 48 = 3x4= 48= 5x8=
17 1 17 12
17-6-120.3-10
Plate Offsets(X Y)-- [A:Edge 0-0-12] [F:0-1-8 Edger [J:0-3-0 Edger [0:0-1-8 Edger [R:0-1-8 0-0-121.[S:0-1-8,0-0-121
LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1 00 TC 0.51 Vert(LL) -0.24 O-P >883 360 MT20 185/148
TCDL 10.0 Lumber DOL 1.00 BC 0.88 Vert(CT) -0.35 O-P >597 240
BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(CT) 0.01 J n/a n/a
BCDL 5.0 Code IRC2015/TP12014 Matrix-R Weight:76 lb FT=0%F,12%E
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 HF No.2(flat) except end verticals
WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing
REACTIONS. (lb/size) J=952/0-2-14,Q=952/0-5-6
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD B-C=-2549/0,C-D=-2549/0,D-E=-2884/0,E-F=-2884/0,F-G=-2515/0,G-H=-2515/0,H-1=-811/0,I-J=-814/0
BOT CHORD P-Q=0/1546,0-P=0/2988,N-0=0/2884,M-N=0/2884,L-M=0/1541
WEBS J-L=0/1176,B-Q=-1755/0,B-P=0/1137,D-P=-498/0,D-0=-340/240,H-L=-1057/0,H-M=0/1106.F-M=-660/0
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3)All plates are 1.5x4 MT20 unless otherwise indicated.
4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)J.
5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
6)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
7)CAUTION,Do not erect truss backwards
e11��LL 8
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0
51398
�SSIONAG P�G�
May 8,2017
A WARNING-verify design paramefers and READ NOTES ON THIS AND INCLUDED MI TEK 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 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 WOW
always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute,218 N Lee Street,Sulbr 312,Alexandna,VA 22314. Suite 109
CArus Heights,CA 9 f
Job Truss rFrusspe Qty Ply LGI HOMES 2514 FLR50499429
2514-FL A5 3 1
- Job Reference o tional
BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:42 2017 Page 1
I D:migzTLjh7H 1 sSQCFVTnRO6zlaVJ-mV8jtztpLOjJrNFvZNNc_Rwaldjitgzhv7ocURzlYZ7
0-1-8
H 2-6-0 � 1-3-0 038
Scale=1:29 0
4x8 = 3x4= 3x4= 4x8 =
A B C D E F G H I
Q
P
N M L K
3x6= 4x6= 3x4 — 4x8— 3x6=
r 17-9-12
17-9.12
Plate Offsets(X,Y)•- WEd4e.0-0.121.IF:0.1-8,Edgel,IM:0-1-8.Mel,fP:0.1.8,0-D-121,[Q:0-1-8,0-0-121,IR:0-1.8,0.0-121,IS:0-1-8,0.0-121
LOADING (pso SPACING- 2-0-0 CSL DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0 56 Vert(LL) -0.25 M-N >826 480 MT20 185/148
TCDL 10.0 Lumber DOL 1.00 BC 0.90 Vert(CT) -0.37 M-N >558 360
BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(CT) 0.07 J n/a n/a
BCDL 5.0 Code IRC2015/TP12014 Matnx-R Weight:73 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) 0=959/0-5-6,J=959/0-3-6
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown
TOP CHORD B-C=-2574/0,C-D=-2574/0,D-E=-2926/0,E-F=-2926/0,F-G=-2547/0,G-H=-2547/0
BOT CHORD N-0=0/1560,M-N=0/3026,L-M=0/2926,K-L=0/2926,J-K=0/1558
WEBS B-0=-1770/0,B-N=0/1152,D-N=-513/0,D-M=-340/251,H-J=-1768/0,H-K=0/1122,F-K=-672/0
NOTES-
1)Unbalanced floor live loads have been considered forthis design.
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3)All plates are 1.5x4 MT20 unless otherwise indicated.
4)Recommend 2)6 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.
�CRR1L,L 6
J19 0 WASy! rt?
.off R 51398 w�
�SS�ONALE�v�
May 8,2017
,&WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. '
Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not
a truss system Before use,the building designer must 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 k'
is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrfPl1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suilo 312,Alexandria,VA 22314. Suite log
CitrusHeialhis. A 95610
i
}
y
Job Truss Truss Type Qty ply LGI HOMES 2514 FL
R50499430
2514-FL A6 GABLE 1 1
• Job Reference o bona
BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:43 2017 Page 1
ID:migzTLjh7H1 sSQCFV rnR06zlaVJ-Ehi55JuR6irASXg575urWeTgSOHIcMWr8nYgOtZIYZ6
ov OP8
Scale=1,28.6
A B C D E F G H I J
V 16 X
0
U W
T S R Q P 0 N M L K
2-0.0 4.0.0 6-p-0 8-0-0 tl1.0.0 12.0.0 f4-0.0 f8-0-0 17-9.12
2-0 2-0 0 0� Z•0.0 2A-0
Plate Offsets(X.Y)— IA:Edoo.O-0.121.[U:41-8.0.0-12] IV:0-1-8 0-0-12) (W 0.1-8,0-0-121,(X:0-1-8,0A-121
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 015 Vert(LL) n/a n/a 999 MT20 185/148
TCDL 10.0 Lumber DOL 1.00 BC 002 Vert(CT) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 003 Horz(CT) 0.00 K n/a n/a
BCDL 5.0 Code IRC2015/TP12014 Matrix-R Weight:58 lb FT=0%F,12%E
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 HF No.2(flat) except end verticals
WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing
OTHERS 2x4 HF No.2(flat)
REACTIONS. All bearings 17-9-12
(Ib)- Max Grav All reactions 250 lb or less at joint(s)T. K.S,R.Q,P,0,N,M,L
FORCES. (Ib)-Max.Comp/Max Ten -All forces 250(lb)or less except when shown.
NOTES-
1)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
2)All plates are 1.5x4 MT20 unless otherwise indicated.
3)Gable requires continuous bottom chord bearing.
4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
5)Gable studs spaced at 2-0-0 oc.
6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
I'RRILL 4
1\119 OF WASEr,, `rj�
WC�0
51398 w�
�ss�ONAL
May 8,2017
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 properly incorporate this design into the overall
building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek•
+ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane
Safely Information available from Truss Plate Institute,218 N.Lee Street,SuBu 312,Alexandria,VA 22314. Suite 109
Citrus ei hl CA 95610
Job Truss Truss Type Qty Ply LGI HOMES 2514 FL
R50499431
2514-FL 131 GABLE 1 1
- Job Reference o tional
BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:44 2017 Page 1
I D:migzTLjh7H 1 sSQCF V rnR06ziaVJ-iuGTIfu3t?zl4h PHhoQ43sO?VQdnLpm_NRHiYJzIYZ5
0*8
Scale=1:33.2
US FP=
A B C D E F G H I J K L M
�8
AA
77777777
Z Y X W V U T S R Q P 0 N
US FP=
1 1 1 8$•1 1 1 14.8.1 1 1 1 8
12 2-0.0 2-0-0 2 0.0 2-0.0 2-0.0 2-0-0 2-0-0 2-0.0 2 0 0 1.11.12
Plate Offsets(X,`)- [A:Edoe,0-0-121.[AA:0-1-8,0-0.121,[AB'0-1-6,0-0-121
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.16 Vert(LL) n/a n/a 999 MT20 185/148
TCDL 10.0 Lumber DOL 1.00 BC 0.03 Vert(CT) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 N n/a n/a
BCDL 5.0 Code IRC2015/TP12014 Matrix-R Weight:67 lb FT=O%F,12%E
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 HF No.2(flat) except end verticals.
WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 HF No.2(flat)
REACTIONS. All bearings 20-7-0.
(lb)- Max Grav All reactions 250 Ib or less at joint(s)Z,N,Y,X,V,U,T,S,R,Q,P,O
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown.
NOTES-
1)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions It is
the responsibility of the fabricator to increase plate sizes to account for these factors
2)All plates are 1.5x4 MT20 unless otherwise indicated.
3)Gable requires continuous bottom chord bearing.
4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web).
5)Gable studs spaced at 2-0-0 oc.
6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means
7)CAUTION,Do not erect truss backwards.
'OORML 6
F W
�0It 51398
SSZONAL��G
May 8,2017
• ®WARNING-Vanty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. -
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute,21e N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109
eights. 95610
Job Truss Truss Type Qty Ply LGI HOMES 2514 FL
R50499432
2514-FL B2 Floor 5 1
Job Reference o tional
BMC, EVERETT,WA 98205-3212 8 030 s Jan 23 2017 MiTek Industries,Inc Mon May 08 13:21:45 2017 Page 1
ID:migzTLjh7H1sSQCFVrnR06ziaVJ-A4prV?vheJ5uir_TEVxJb3Y4SgoB4AZ8c5IG5mzIYZ4
r 2414 1-3-0 1-1-0 0*8
Scale=1:33.8
48= 3x6= 3x4= 3x6 FP= 4x8 =
A B C D E F G H I J K
T o
S
3x10 = Q P O N M
3x6 FP= 3x4= 3x4 = 412 = 3x6 =
4xl2 =
20.8-8
20.8.8 _
Plate Offsets(X Y)-- fA:Edoe,0-0-121.IN:0-1-8.Edael.f0:0-1-8.Edae1.IS:0-1-8 0-0-121 IT:0-1-8 0-0-121
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) /deft L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) -0.35 M-N >700 480 MT20 185/148
TCDL 10.0 Lumber DOL 1.00 BC 0.72 Vert(CT) -0,50 M-N >492 360
BCLL 0,0 Rep Stress Incr YES WB 0.44 Horz(CT) 009 L n/a n/a
BCDL 5.0 Code IRC2015/TPI2014 Matrix-R Weight:89 lb FT=O%F,12%E
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2(flat)*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
A-l: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-C:2x4 DF 180OF 1.6E or 2x4 OF No.1&Btr(flat)
WEBS 2x4 HF No.2(flat)
REACTIONS. (lb/size) L=1125/0-5-6,R=1125/0-2-10
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD B-C=-3190/0,C-D=-3190/0,D-E=-4170/0,E-F=-4170/0,F-G=-4170/0,G-H=-3192/0,
H-J=-3192/0
BOT CHORD P-R=0/1861,O-P=0/3946,N-0=0/4170,M-N=0/3952,L-M=0/1868
WEBS J-L=-2120/0,B-R=-2112/0,J-M=0/1502,B-P=0/1508,C-P=-261/0,G-M=-863/0,
D-P=-857/0,G-N=-158/586,D-0=-108/612,E-0=-326/38
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors
3)All plates are 1.5x4 MT20 unless otherwise indicated.
4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)R
5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
6)CAUTION,Do not erect truss backwards.
topdmL 6
♦� ��WAsr `yam
ti�
��+ R 51398
�c1
�ssjoNAL
May 8,2017
• AWARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7470 rev.1010312015 BEFORE USE. '
Design valid for use only with MiTek®connectors-This design is based only upon parameters shown,and is for an individual building component,not
a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek'
- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute,218 N Lee Street,Suite)312.AlexalWffo,VA 22314. Suite 109
Job Truss Truss Type Qty Ply LGI HOMES 2514 FL
R50499433
2514-FL B3 Floor 5 1
Job Reference o tional
BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:46 2017 Page 1
ID:migzTLjh7H1 sSQCFV rnR06ziaVJ-eGNDjKwJPdDIJ_YgoDSY8H5EPE8ypcgHglmpdCzIYZ3
2." 1-3-0�i 1-1-2� 1-8-14 -kB
Scale=1:37 5
4x8= 3x6 FP= 3x4 = 3x6 = 4x12 = 3x4 11 3x4 =
A B C D E F G H I J K L
V o
uS
U
T S R Q P 0 N M
3x6 = 4xl2 = 3x4= 3x4= 3x6 FP= 4A2 =
4112 =
0.7. 1 8
20-7-2 O- 8 1.11-14
Plate Offsets(X.Y)— W.Edae.0.0.121.I11-:0-1-8.Edoel,10:0-1.8,Edoe1.IR:0.1-8,Edge1.IU:D-1-8.0-0-121,IV:0-1-8.0.0-121
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.58 Vert(LL) -0.36 P-Q >688 480 MT20 1851148
TCDL 10.0 Lumber DOL 1.00 BC 0.75 Vert(CT) -0.48 P-Q >513 360
BCLL 0.0 Rep Stress Incr NO WB 0.45 Horz(CT) 0.08 N n/a n/a
BCDL 5.0 Code IRC2015ITPI2014 Matrix-R Weight:99 lb FT=0%F,12%E
LUMBER- BRACING-
TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr(flat)*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
A-D:2x4 HF No.2(flat) except end verticals.
BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr(flat)*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
M-0:2x4 HF No.2(flat)
WEBS 2x4 HF No.2(flat)
REACTIONS. (lb/size) T=1087/0-2-10,N=1711/0-5-8
Max Grav T=1104(LC 3),N=1711(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All farces 250(lb)or less except when shown.
TOP CHORD B-C=-3108/0,C-E=-310810,E-F=-4021/0,F-G=-4021/0,G-H=-4021/0,H-1=-2949/0,
I-J=-2949/0,J-K=0/555,K-L=0/552
BOT CHORD S-T=0/1823,R-S=0/3828,Q-R=0/4021,P-Q=0/3751,N-P=0/1582
WEBS K-N=-265/0,B-T=-2069/0,B-S=0/1459,C-S=-256/0,J-N=-2165/0,J-P=0/1591,
H-P=-944/0,H-Q=-98/668,E-S=-81710,E-R=-171/569,F-R=-302/71,L-N=-677/0
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3)All plates are 1 5x4 MT20 unless otherwise indicated.
4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)T.
5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails
Strongbacks to be attached to walls at their outer ends or restrained by other means.
6)CAUTION,Do not erect truss backwards. c1�$1LL 8.q
LOAD CASE(S) Standard ,1' (s WASJY `tJ
1)Dead+Floor Live(balanced):Lumber Increase=1 00,Plate Increase=1.00
Uniform Loads(pin
Vert:M-T=-10,A-L=-100
Concentrated Loads(lb)
Vert:L=-328
O 51398� <r,�
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�SSIONALe�G
May 8,2017
A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE.
Design valid for use only with MiTek®connectors This design Is based only upon parameters shown,and is for an individual building component,not
a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI7 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suiln 312,Alexandria,VA 22314. Suite 109
Citrus Heipirts. A 95510
Job Truss Truss Type Qty Ply LGI HOMES 2514 FL
R50499434
2514-FL C1 Floor 3 1
• Job Reference(optional)
BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:47 2017 Page 1
I D:migzTLjh7 H 1 sSQCFVTn R06zlaVJ-6SxcwgxxAwLcx87sMwznh UdUteYpY7UQ3P WN9ezIYZ2
0-1-8
11-8 H! 2-6-0 0-T4 011tB�-8
Scale=1:23.3
1 5x4 I
4x6 3x4 II 3x4= 1 5x4 I 3x4= 3x4 I 4x6
A B C D E F G H
N M L K3x4= J
15x4 4x6= 3x4= 4x6 = 1.5x4 II
0 1 8 13.1-12 1 r3.4
0•r1 8 13-0.4 0• •8
Plate Offsets(X,Y)— INO-3.O,Edgel.I111:0.3-0,Edael,KO-1-8.Edge1.IL:O.1.8.Edae1
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1 00 TC 028 Vert(LL) -0,07 L >999 480 MT20 185/148
TCDL 10.0 Lumber DOL 1,00 BC 0.46 Vert(CT) -0,11 L-M >999 360
BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(CT) -0 02 H n/a n/a
BCDL 5.0 Code IRC20151TPI2014 Matrix-R Weight:59 lb FT=0%F,12%E
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 HF No.2(flat) except end verticals.
WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing,
REACTIONS. (lb/size) A=709/0-1-8,H=709/0-1-8
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD A-B=-632/0,B-C=-631/0,C-D=-1709/0,D-E=-1709/0,E-F=-1709/0,F-G=-631/0,G-H=-632/0
BOT CHORD L-M=0/1413,K-L=0/1709,J-K=0/1413
WEBS A-M=0/915,H-J=0/915,F-J=-887/0,C-M=-887/0,F-K=0/416,C-L=0/416
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)A,H
4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1Od(0.131"X 3")nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means
5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n.
ILL 8
"0¢►� ,��51398q,�
A GISTER
�SSjONAL �O
May 8,2017
• AWARNING-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 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 Mel lek•
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing oftrusses and truss systems,see ANSIITPII Quality Criteria,DSB-99 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Suite 10
Citrus elahts.CA 95610
Job Truss Truss Type Qty Ply LGI HOMES 2514 FL
R50499435
2514-FL C2 Floor 1 1
Job Reference(optional)
BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:47 2017 Page 1
I D:migzTLjh7 H 1 sSQCF VTnRO6zl aVJ-6SxcwgxxAwLcx87sMwznhUdTReaZY81Q3P W N9ezIYZ2
0-3-0
11i-8 2-6-0 ) 1_1$ 1 0
tale=1:15.5
3x6 II 3x4 II 3x4 = 1.5x4 II
A B C D 3x4= E
L
1.5x4 =
1.5x4=
K
- N, I
J 13x6 = H G F
1 5x4 I 1 5x4 11 1 5x4 I
VN
3x4
Mi 7-11.14
Plate Offsets(X.Y)-- [C:0-1.8.Ed9e1.10:0-1-S.Edgel,[J:Edae,0A-121,[K.0-1.8.0.0-121.[L:0.1-8,0.0.121
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.37 Vert(LL) -0.05 H-1 >999 480 MT20 1851148
TCDL 10.0 Lumber DOL 1.00 BC 0.35 Vert(CT) -0.06 H-1 >999 360
BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(CT) -0.01 F n/a n/a
BCDL 5.0 Code IRC2015ITP12014 Matrix-R Weight:37 lb FT=0%F,12%E
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 HF No.2(flat) except end verticals.
WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) A=426/0-2-14,F=426/0-3-8
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD A-B=-383/0,B-C=-383/0,C-D=-601/0
BOT CHORD H-1=0/601,G-H=0/601,F-G=0/601
WEBS B-1=-269/0,A-1=0/555,D-F=-678/0,C-1=-281/0
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors
3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)A
4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0 500in
6)CAUTION,Do not erect truss backwards
WASyw )
51398. w�
£crsreR�
NAL
May 8,2017
• AWARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE.
Design valid for use only with MiTek®connectors,This design is based only upon parameters shown,and is for an individual building component,not
a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M 1TBk
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-09 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suitt.312.Alexandria,VA 22314. Suite 109
citrus Heiahts,CA 95610
.,
I
Job Truss russType Qty Ply LGI HOMES 2514 FL
R50499436
2514-FL D 1 Floor 3 1
_ Jab Reference o tional
BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:48 2017 Page 1
I D:migzTLjh7H 1 sSQCFVTnRO6zlaVJ-afV_80yZwETSZli2weUODiAep 1 wnHbyal3Fwh5zlYZ1
0-1-8
1-1-8 ui 2.8.0 1-5-12 1-30 0ll'8
Scale'-1:255
1 5x4
1 5x4 =
3x6 II 3x4 II 3x4 = 3x4 11 3x4= 1 5x4 11 3x4= 1 5x4 =
A B C D Q E F G H
P
0 0
u5
0
N M K J3x4 = I
1.5x4 I US = 3x6 = 1 5x4 I 3x4 =
0• 6.9• 14-11-12
0• 9 6.7.10 8 2-10
Plate Offsets(X.Y)- [E:0.1.8.Edoel.fJ:0.1.8.Edael.lO:O.1-8.0.0.121.[P:0-1$,0-0-121
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 400 Plate Grip DOL 1.00 TC 033 Vert(LL) -0.05 I-J >999 480 MT20 185/148
TCDL 100 Lumber DOL 1.00 BC 028 Vert(CT) -0.08 I-J >999 360
BCLL 0 0 Rep Stress Incr YES WB 0.14 Horz(CT) 0.01 1 n/a n/a
BCDL 5.0 Code IRC2015/TPI2014 Matrix-R Weight:64 lb FT=0%F,12%E
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 HF No.2(flat) except end verticals.
WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) A=346/0-1-8,L=818/0-5-8,1=443/0-3-7
Max Grav A=395(LC 8),L=818(LC 1),1=446(LC 8)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown
TOP CHORD A-B=-346/0,B-C=-344/0,E-F=-637/0,F-G=-637/0
BOT CHORD L-M=0/550,K-L=0/637,J-K=0/637,I-J=0/603
WEBS A-M=0/499,D-L=-274/0,C-L=-517/0,G-1=-684/0,E-L=-689/0
NOTES-
1)Unbalanced floor live loads have been considered for this design
2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)A.
4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means
5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
6)CAUTION,Do not erect truss backwards
WAS���.�7),
0
51398LI,
G/STEY-
�sSr�NAL S
May 8,2017
AWARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. '
Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system-Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall 01
building design Bracing indicated is to prevent buckling or individual truss web and/or chord members only Additional temporary and permanent bracing M iTe I<'
is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suilo 312,Alexandra.VA 22314. Suite 109
CA,"Heiahs.GA 95610
Job Truss Truss Type Qty Ply LGI HOMES 2514 FL
R50499437
2514-FL D3 Floor 5 1
- Job Reference o tional
BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:50 2017 Page 1
I D:migzTLjh7H 1 sSQCFVTnR06zl aVJ-X 1 dkZizgSrjAocsRI 3WU 17FuNrR5lTstl Nkl mzzlYZ?
0-1-8
HI 2-6,0 1 H1-0-14 i 1� ' 1 6 14 °-�{B
Scale=1:33.4
3x4= 3x4 = 3x4 II 4x6 = 3x4 = 3x6 FP= 3x6=
A B C D E F G H I J K
X o
b
U
r"S R Q O N M
3x4 = 3x6 FP= 3x10= 3x6= 3x10= 3x6=
I 554 205A
5-" 14.11.14
Plate Offsets(X.Y)— [A:Edae.0.0-12l.fB:0-1.8.Edae).IC:0-1-8.Edael.IG:0-1.8.Edael.lO.0-1-8.Edoel.(U:0-1-8.0-0-121.IV:0-1.8.0.0-ill,W1:0-1.8.0-0.121.(X:0-1-8.0-0-121
LOADING (pst SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 400 Plate Grip DOL 1.00 TIC 0.71 Vert(LL) -0.25 M-N >716 480 MT20 185/148
TCDL 100 Lumber DOL 1.00 BC 1.00 Vert(CT) -0.32 M-N >561 360
BCLL 0 0 Rep Stress Incr YES WB 0.31 Horz(CT) 0,04 L ri n/a
BCDL 5.0 Code IRC2015f rPI2014 Matrix-R Weight:84 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 2-2-0 oc bracing.
REACTIONS. (lb/size) L=801/0-5-6,T=258/0-3-6,P=1148/0-3-8
Max Grav L=805(LC 7).T=333(LC 10),P=1148(LC 1)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD B-C=-380/62,E-F=-2057/0,F-G=-2057/0,G-H=-2024/0,H-J=-2024/0
BOT CHORD S-T=-62/380,R-S=-62/380,P-R=-62/380,O-P=0/1228,N-0=0/2057,M-N=0/2057,
L-M=0/1269
WEBS B-T=-429/70,C-P=-492/0,E-P=-1483/0,E-0=0/992,F-0=-337/0,J-L=-1440/0,
J-M=0/857,H-M=-320/0,G-M=-294/128
NOTES-
1)Unbalanced floor live loads have been considered for this design.
2)As requested,plates have not been designed to provide for placement tolerances 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.
5)CAUTION,Do not erect truss backwards.
,s of WASFjj `tJ+
51398
�10 GIs
May 8,2017
AWARNING•verify design parameters and READ NOTES ON THIS AND INCLUDED MI7EK 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 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 ANSIRPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Suite 109
Citrus Halnhls CA 1
i
Job Truss Truss Type Oty Ply LGI HOMES 2514 FL
R50499438
2514-FL D4 GABLE 1 1
job Reference(optional)
BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:51 2017 Page 1
I D:migzTLjh7H 1 sSQCFVTnRO6ziaVJ-?EB6m2_SD9rl QmRdbm2jrKoCeFOGU_UO_1 Ual PzIYZ_
0*8 0*8
Scale=1:33.6
3x6 FP= 2x4
A B C D E F G H I J K L M
AC o
Z AB
Y X W V U T S R Q P O N
3x6= 3x6 FP=
0-5-8
0or _ L 15 004 2-0-0 b 26
.0 -06-0E r 128-06-06 12-0tt6-1t2 Plate Offsets(X,Y)— [A:Edue,0.0-121,IM:0-1.8.Edael.[Z:0-1-8,0.0.121,[AA:0-1-8,0.0.121,[AB:0-1.8.0.0.121.[AC:0-1-8.0-0.121
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 0.16 Vert(LL) n/a n/a 999 MT20 185/148
TCDL 10.0 Lumber DOL 1.00 BC 0.04 Vert(CT) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 N n/a n/a
BCDL 5.0 Code IRC2015/71312014 Matrix-R Weight:67 lb FT=0%F,12%E
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 HF No.2(flat) except end verticals.
WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 HF No.2(flat)
REACTIONS. All bearings 20-2-4.
(lb)- Max Grav All reactions 250 Ib or Tess at joint(s)Y,N,X,V,U,T,S,R,Q,P,0
FORCES. (lb)-Max Comp/Max.Ten.-All forces 250(lb)or less except when shown.
NOTES-
1)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions It is
the responsibility of the fabricator to increase plate sizes to account for these factors
2)All plates are 1.5x4 MT20 unless otherwise indicated
3)Gable requires continuous bottom chord bearing
4)Truss to be fully sheathed from one face or securely braced against lateral movement(i e.diagonal web).
5)Gable studs spaced at 2-0-0 oc.
6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
-0"-LL O
0
100 51398�
4t� GIs�yR
�ssIONAL ��
May 8,2017
A 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 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 ANSIITP11 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute,218 IN Lee Street,Suite 312,AlexandM,VA 22314. Suite 109
Cdrius Hafiotbt&CA M10
Job Truss Truss Type Qty ply LGI HOMES 2514 FL
R50499439
2514-FL I'llFLOOR GIRDER 1 2 Job Reference a tlonal
BMC. EVERETf.WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:51 2017 Page 1
ID:migzTLjh7H1 sSQCFVTnRO6zlaVJ-?EB6m2_SD9rl QmRdbm2jrKo8PFyhUxRO_1 UaIPzIYZ_
2-11-3
i
Scale:1"=1'
A 4x5 F B 3x4= C 05
3x4= 3x4 =
6-1.14 8 5 6
r 6-1-14 0-3
Plate offsets(X.Y)— (C:Edae,43.81
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.43 Vert(LL) 0-00 D-E >999 480 MT20 185/148
TCDL 10.0 Lumber DOL 1.00 BC 0.27 Vert(CT) -0.00 D-E >999 360
BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(CT) 001 D n/a n/a
BCDL 5.0 Code IRC2015/TP12014 Matrix-R Weight:53 lb FT=12%
LUMBER- BRACING-
TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr except end verticals.
WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) E=1529/0-5-8,D=1855/0-11-14
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown
TOP CHORD A-E=-450/0,C-D=-783/0,A-B=-284/0,B-C=-304/0
BOT CHORD D-E=0/2979
WEBS B-E=-2891/0,B-D=-2870/0
NOTES-
1)2-ply truss to be connected together with 10d(0.131"xY)nails as follows:
Top chords connected as follows:2x4-1 row at 0-9-0 oc.
Bottom chords connected as follows:2x4-1 row at 0-9-0 oc.
Webs connected as follows:2x4-1 row at 0-9-0 oc.
2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to
ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated.
3)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors
4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
LOAD CASE(S) Standard
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00
Uniform Loads(plo l�$RRII L 8q
Vert:D-E=-10,A-F=-100,C-F=-527 J� WASFj `7)
Concentrated Loads(lb) �yC
Vert:F=-1034
51398 ��
I It
�SSrONAL��G�
May 8,2017
A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MI TEK 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 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 ANSIITPII Duality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute,216 N.Lee Street,Suits 312,Alexandria,VA 22314. Suite 109
CITus Heights,CA.95610
i
Job Truss Truss Type Qty Ply LGI HOMES 2514 FL
R50499440
2514-FL F2 FLOOR GIRDER 1
- Job Reference(optional)
BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 06 13:21:52 2017 Page 1
ID:migzTLjh7H1sSQCFVrnR06ziaVJ-TQkU_0?4_TzulvOg9UZyNYLNKfEVDL49DhD7pszlYYz
2.6.4
Scale=1:11.1
5x6=
A 5x6 = B1.5x4 II C
v
N
6x12 —
G E H 1
1 5x4 I 1 5x4 11
038 2.118 5.74 5itA
03 B 2 8-0 2SA
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 0.17 Vert(LL) -0.04 E-F >999 480 MT20 185/148
TCDL 10.0 Lumber DOL 1.00 BC 0.55 Vert(CT) -0.05 E-F >999 360
BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(CT) -0.00 D n/a n/a
BCDL 5 0 Code IRC2015rrPI2014 Matrix-P Weight:49 lb FT=12%
LUMBER- BRACING-
TOP CHORD 2x4 DF 180OF 1 6E or 2x4 OF No 1&Btr TOP CHORD Structural wood sheathing directly applied or 5-11-0 oc purlins,
BOT CHORD 2x4 DF 180OF 1.6E or 2x4 OF No 1&Btr except end verticals.
WEBS 2x4 HF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing
REACTIONS. (lb/size) F=1648/0-5-8,D=2232/0-5-8
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD A-F=-119910,C-D=-1199/0,A-B=-3065/0,B-C=-3065/0
WEBS A-E=0/3235,C-E=0/3235
NOTES-
1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows:
Top chords connected as follows:2x4-1 row at 0-9-0 oc.
Bottom chords connected as follows:2x4-1 row at 0-9-0 oc.
Webs connected as follows:2x4-1 row at 0-9-0 oc.
2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to
ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated.
3)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails-
Strongbacks to be attached to walls at their outer ends or restrained by other means.
LOAD CASE(S) Standard
1)Dead+Floor Live(balanced):Lumber Increase=1 00,Plate Increase=1.00
Uniform Loads(plf)
Vert:D-F=-10,A-C=-100
Concentrated Loads(lb)
Vert:G=-1085 H=-1085 1=-1092 F WA$�
0
yd�pO 51398� �4'
•� crsr>vR
�SSIONAC,B���
May 8,2017
AWARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. '
Design valid for use only with MiTek®connectors,This design is based only upon parameters shown,and is for an individual building component,not
a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall of
building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mire k
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI7 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute,218 N.Lee Street,Suihr 312,Alexar".VA 22314. Suite 109
Citrus H i his 9 1
Job Truss Truss Type Oty Ply LGI HOMES 2514 FL
R50499441
2514-FL F3 FLOOR GIRDER 1 2 Job Reference o tional
BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:53 2017 Page 1
ID:migzTLjh7H1 sSQCFVTnR06ziaVJ-xcitBk?ilm5if3bOiB4BwltN32XPymvJRLzhMlzlYYy
r 2.0.0 0
Scale=1:1 B 0
1,5x4 II 4x12= 1.5x4 II 1.5x4 II 4x12 = 1 5x4 II
A K B L C D M E F
v a
(V
I H 3x10 =
3x10 =
4x6 = 4x8 =
43$ 5 8 8 9-10.0
43.8 1.3A 4•3 8 1
Plate Offsets(X.Y)— IH:03.8.0-1-81.11:0-3-8.0-1.81
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP
TCLL 40,0 Plate Grip DOL 1.00 TC 087 Vert(LL) -0.13 H-1 >870 480 MT20 185/148
TCDL 10.0 Lumber DOL 1.00 BC 077 Vert(CT) -0.18 H-1 >625 360
BCLL 0.0 Rep Stress Incr NO WB 055 Horz(CT) 0.03 G n/a n/a
BCDL 5.0 Code IRC2015(TPI2014 Matrix-RH Weight:92 lb FT=12%
LUMBER- BRACING-
TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 2-11-6 oc purlins,
BOT CHORD 2x6 DF SS except end verticals.
WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) G=3789/0-4-8,J=3714/0-5-8
Max Grav G=3789(LC 1),J=3718(LC 3)
FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown.
TOP CHORD A-J=-475/0,F-G=-990/0,B-C=-9514/0,C-D=-9514/0,D-E=-9514/0
BOT CHORD I-J=0/7419,H-1=0/9514,G-H=0/6325
WEBS E-G=-6819/0,B-J=-7998/0,E-H=0/3557,B-1=0/2264,C-1=-1075/0,D-H=-1510/0
NOTES-
1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows:
Top chords connected as follows:2x4-1 row at 0-7-0 oc.
Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc.
Webs connected as follows:2x4-1 row at 0-7-0 oc,Except member WE 2x4-1 row at 0-9-0 oc,member I-B 2x4-1 row at 0-9-0 oc
,member I-C 2x4-1 row at 0-9-0 oc,member H-D 2x4-1 row at 0-9-0 oc.
2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to
ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated.
3)Unbalanced floor live loads have been considered for this design.
4)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is
the responsibility of the fabricator to increase plate sizes to account for these factors.
5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 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. c� 0fLRML eq
LOAD CASE(S) Standard J>' OF WASH,, `f
1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 1 C N,
Uniform Loads(plf) 0
Vert:G-J=-10,A-F=-100
Concentrated Loads(lb)
Vert:F=-891 E=-852 D=-1461 K=-1461 L=-1461 M=-326
51398 sy�
O.t+ �CISTs
�SSr�NAL���ti
May 8,2017
AWARNING.Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev.1010312015 BEFORE USE. WitDesign valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not
a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek'
.. is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the
fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-09 and BCSI Building Component 7777 Greenback Lane
Safely Information available from Truss Plate Institute,21e N.Lee Street,Sude 312,Alexandria,VA 22314. Suite 109
Citrus Hylahts.CA 95610
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DN ClIm DNyba III Bulld4f LGI HOMES Job Number She"TMM
K •BMCI `3Ah Avmue NE l F.vaelWA 19MI Job Name/Model 2514-A RF GL DNIpMf DAN C. TRUSS LAYOUT
OBm 1257B&]2p6
1 .97L'��1Y d�.�i eom
Add-Date S/B/2017
Tob Truss cuss Type Ury Fly LCA:MFS2514-ARF2514 A Al Common Supported Gable 1 1ference o bnJ.
8MG EVERETT.WA 98205-3212 8.000 s JuI t$2016 NUTak kiduslries.Inc. Mon May 08 15,14.30 2017 Page
ID:migzTLjh7H1sSQCFVTnRO6ztaVJ-4 w69Bygt_DEkReKNDzpGIRkCCIbCBfrGNkjgziVSt
i 0-0 8-3-0 8-3-0 1-0--0�
Scale:3/8"=1'
45=
F
5.00 V2 E G
S T U V
D H
T
C T l
T T
B 171 J
K [d
3x4= R Q p O N M L 3x4=
18-9-0
16-" i
16-6-0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) 0.00 J n/r 180 MT20 185/148
BCDL
(Roof Snow 2 7.0
Lumber DOL 1.15 BC 0.06 Vert(CT) 0.00 K n/r 180
Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 J n/a n/a
BCLL .0 *BCDL 10.0 Code IRC2015/TPI2014 (Matrix) Weight:57 lb FT=10%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 HF No.2 Mi7ek recommends that Stabilizers and required cross
bracing be installed during truss erection,in accordance
with Stabilizer Installation guide.
REACTIONS. (lb/size) 8=162/16-6-0 (min.0-2.8),J=162/16-6-0 (min.0-2-8).0=159/16-6-0 (min.0-2-8),P=169118.6-0 (min.0-2-8),Q=164/16-6-0 (min.0-2-8)
,R=182/16-6-0 (min.0-2-8),N=169/16-6-0 (min.0-2-8),M=164/16-6-0 (min.0-2-8),L=182/16$4 (min.0-2-8)
Max Horz B=-46(LC 13)
Max UpliftB=-22(LC 8),J=-24(LC 9),P=-25(LC 12),Q=-25(LC 12),R=-23(LC 12),N=-24(LC 13),M=-25(LC 13),L=-23(LC 13)
Max GravB=178(LC 18),J=178(LC 18),0=159(LC 1).P=213(LC 19),Q=170(LC 19),R=182(LC 1).N=213(LC 20),M=170(LC 20),L=182(LC 1)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD A-B=0/41,B-C=-56/35,C-D=-39/39,D-S=-35/60,S-T=-16/61,E-T=-16/64,E-F=-43/106,F-G=-43/106,G-U=-16/64,U-V=-16/61,H-V=-35/60,
H-1=-35/35,I-J=-40/19,J-K=0/41
BOT CHORD B-R=-7/53,Q-R=-7/53,P-Q=-7/53,O-P=-7/53,N-0=-7/53,M-N=-7/53,L-M=-7/53,J-L=-7/53
WEBS F-0=-120/6,E-P=-173/92,D-Q=-131/57,C-R=-137/78,G-N=-173/92,H-M=-131/57,I-L=-137/78
NOTES-
1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;
enclosed;MWFRS(envelope)automatic zone and C-C Corner(3)-1-0-0 to 2-3-0,Exterior(2)2-3-0 to 5-3-0,Corner(3)
5-3-0 to 8-3-0,Exterior(2)11-3-0 to 14-3-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C
for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see
Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1.
3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on
overhangs non-concurrent with other live loads.
6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection
conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors.
7)All plates are 2x4 MT20 unless otherwise indicated.
8)Gable requires continuous bottom chord bearing.
9)Gable studs spaced at 2-0-0 oc.
10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
11)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by
2-0-0 wide will fit between the bottom chord and any other members.
12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 22 lb uplift at joint B,24 lb
uplift at joint J,25 lb uplift at joint P,25 lb uplift at joint Q,23 lb uplift at joint R,24 lb uplift at joint N.25 lb uplift at joint M
and 23 lb uplift at joint L.
13)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2
and referenced standard ANSI/TPI 1.
I ' Job russ Truss Type y y Gi HOMES 2514-A RF
2514-A A2 Common 1 1 1
Job Reference�ptionall I
BMC,EVERETT.WA 98205-3212 8.000 s Jut I5 2016 MiTak IndusUies,Inc. Mon Ma 08 15 14.31 2017 Page 1
ID:mIgzTLjh7H1sSOCFVTnR06zIaVJ YAUUNXySeHL4MbCWxwU2oz_sTCODKe71 HFGzlV8s
4-7-4 8J 0 11-10-12 16-6-0 •6 0
1-" ' 4.7-4 I 3-7-12 3-7-12 t 4-7.4 I1-0.00
Scale:3/8"=1'
45=
D
5.00 12
2x4
J K L M 2x4
C E
I N
B F
�, G �o
H
3x6= 3x6=
3x10=
18-9-0 18-9-0
8-3-0 18 8 0
8.3-0 i 8-3.0
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.09 F-H >999 240 MT20 185/148
(Roof Snow--25.0) Lumber DOL 1.15 BC 055 Vert(CT) -0.19 F-H >999 180
TCDL 7.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.03 F n/a n/a
BCOL 10.0 Code IRC2015/TPI2014 (Matrix) Weight:56 lb FT=10%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-6 oc purlins.
BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 HF No.2 MiTek recommends that Stabilizers and required cross
bracing be installed during truss erection,in accordance
with Stabilizer Installation guide.
REACTIONS. (lb/size) B=752/0-5-8 (min.0-1-8),F=752/0-5-8 (min.0-1-8)
Max Horz B=46(LC 13)
Max UpliftB=49(LC 12),F=49(LC 13)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD A-B=0/42,B-1=-1234/107,C-1=-1197/120,C-J=-939/71,J-K=-927/73,D-K=-891/82,D-L=-891/82,L-M=-927/73,E-M=-939/71,E-N=-1197/120,
F-N=-1234/107,F-G=0/42
BOT CHORD B-H=-70/1093,F-H=-53/1093
WEBS D-H=0/449,E-H=-353/107,C-H=-353/107
NOTES-
1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;
enclosed;MWFRS(envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 5-3-0,Exterior(2)
5-3-0 to 8-3-0,Interior(1)11-3-0 to 14-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C
for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33
2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 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.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 49 lb uplift at joint B and 49 lb
uplift at joint F.
9)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSI/TPI 1.
i
I
lobTruss Truss Type QtyLGI HQMES 2514 A RF
2514-A B1 GABLE r 7
Job ReterenCe�o�fonal
8MC,EVERETT,WA 98205-3212 6,000 a Jul 15 2016 Wak ind"Inea.Inc,Mon May 08 15:14,312017 Page 1
ID:migzTLjh7H1sSQCFVrnRO6zlaVJ-YAUUNXySeHL4MbCVOcwU2ozjvcPgKeopJ GzIV8s
1-U-U'' 11-9-0 tfr3 0 23-6-0 M
1-" 1.9-0 1.0.0
Scale=1:44.8
4x5=
I
412=
5.00 F12 G K
V WM
E
L
D J
C H
U X
F
_gyp B R N
OCY
0 to
Q
31= 6-5-8 3x6 P 3x6—
T S 3x4—
18-9-0 18-9-0
15-3-0 23-6-0
1 830
Plate Offsets ((9,Y)— I_M:0-5-12,Edgel
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 0.79 Vert(LL) -0.12 N-P >999 240 MT20 185/148
(Roof Snow=25.0) Lumber DOL 1.15 BC 0.59 Vert(CT) -0.25 N-P >806 180
TCDL 7.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.03 N n/a n/a
BCLL 0.0 *8 DL 0.0 Code IRC2015/TPI2014 (Matrix) Weight:95 lb FT=10%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 4-1-7 oc purlins.
T2:2x6 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
BOT CHORD 2x4 HF No.2 JOINTS 1 Brace at Jt(s):J,H
WEBS 2x4 HF No.2 MITek recommends that Stabilizers and required cross
OTHERS 2x4 HF No.2 bracing be installed during truss erection,in accordance
with Stabilizer Installation guide.
REACTIONS. (lb/size) B=252/7-5-8 (min.0-2-3),S=-210/7-5-8 (min.0-2-3),T=314/7-5-8 (min.0.2-3),N=78110-5411 (min.0.1-8),R=960/7-5-8 (min.0-2-3)
Max Horz B=64(LC 12)
Max UpliftB=-11(LC 12),S=-210(LC 1),T=-39(LC 12),N=-58(LC 13)
Max GravB=267(LC 19),T=314(LC 1),N=781(LC 1),R=960(LC 1)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD A-B=0/41,B-U=-210/0,C-U=-159/8,C-D=-193/28,D-E=-188/44,E-V=-198/65,G-V=-163/68,G-1=-176/90,1-K=-175/92,K-W=-173/72,
M-W=-177/68,M-X=-1078/76,N-X=-1168/52,N-0=0/42,F-R=-1019/131,F-H=-959/121,H-J=-947/116,J-L=-921/110,L-M=-884/97
BOT CHORD B-T=0/161,S-T=0/161,R-S=0/161,Q-R=0/983,P-Q=0/983,N-P=0/989
WEBS I-J=-70/17,G-H=-84/38,E-F=-162/57,D-S=-115/38,C-T=-199/75,K-L=-96/36,M-P=0/360
NOTES-
1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;
enclosed;MWFRS(envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 8-9-0,Exterior(2)
8-9-0 to 11-9-0,Interior(1)14-9-0 to 21-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C
for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see
Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1.
3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on
overhangs non-concurrent with other live loads.
6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection
conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors.
7)All plates are 2x4 MT20 unless otherwise indicated.
8)Gable studs spaced at 2-0-0 oc.
9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
10)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by
2-0-0 wide will fit between the bottom chord and any other members.
11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 11 lb uplift at joint B,210 lb
uplift at joint S,39 lb uplift at joint T and 58 lb uplift at joint N.
12)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2
and referenced standard ANSI/TPI 1.
13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
ion Trdss Toss ype Q y y LGI HOMES 2514-A RF
2514-A 82 Common Girder 1
3 Job Reference o tional
8MC,EVERETT•WA 982053212 8.000 s Jul 15 2016 Wei Industries.Inc- Mon May 08 15:14.33 2017 Page 1
18-9 0 189-0 ID:migzTLjh7H1sSQCFVTnRO6ziaVJ-UZbFnDjAvbobvMv2LXWu0387P4k*"YEcOKt3 AM
-
��41-11 7-2-12 11-9-0 16-34 t9�5 23-8.0
4-1-1 3-1-1 444 48 4 3-1-1 4-1-11
Scale=1:40.6
4x5-
D
5.00 12
6x8 6x8
C M N E
3x6 3x6
B F
A G
[o
Q P L Q R K S T J U V I W H X Y
46=
46— 3x10 II 12x12— 8x12= 12x12= 3x10 II
18-9-0 18-9-0 18-9-0
OrO-122-6-12 41-11 7-2-12 11-90 18-3.4 184.8 22.6.12 23-6-0
PZ1 2-0.0 1 3-1.1 4-6.4 4454 3-1-i 3 2 7 0-1_1-41 _
ffsets(KY)— fJ:0-6-0,0-48)
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) -0.10 I-J >999 240 MT20 185/148
(Roof Snow 25.0) Lumber DOL 1.15 BC 0.62 Vert(CT) -0.17 I-J >999 180
TCDL 7.0 Rep Stress Incr NO WB 0.60 Horz(CT) 0 02 G n/a n/a
BCDL 10.0 Code IRC2015/TP12014 (Matrix) Weight:340 lb FT=10%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-0 oc purlins.
BOT CHORD 2x6 DF SS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 HF No.2
REACTIONS. (lb/size) A=1702/0-5-8 (min.0-1-8),G=6544/0-5-8 (min.0-2-5),K=13263/0-5-8 (min.0-4-11)
Max HorzA=-58(LC 28)
Max UpliftA=-92(LC 10),G=-350(LC 11),K=-668(LC 10)
Max GravA=1745(LC 16),G=6566(LC 17),K=13263(LC 1)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD A-B=-68/1146,B-C=-213/4463,C-M=-3399/210,D-M=-3387/223,D-N=-3357/213,E-N=-3427/200,E-F=-8639/481,F-G=-11670/629
BOT CHORD A-0=-1009/127,O-P=-1009/127,L-P=-1009/127,L-Q=-1009/127,Q-R=-1009/127,K-R=-1009/127,K-S=-4084/273,S-T=-4084/273,J-T=-4084/273
,J-U=-377/7963,U-V=-377/7963,I-V=-377/7963,I-W=-549/10700,H-W=-549/10700,H-X=-549/10700,X-Y=-549/10700,G-Y=-549/10700
WEBS D-J=-103/2310,E-J=-5815/353,E-1=-220/4900,F-1=-3134/196,F-H=-94/2547,C-J=-424/8570,C-K=-7934/426,B-K=-3615/220,B-L=-105/2758
NOTES-
1)Special connection required to distribute bottom chord loads equally between all plies.
2)3-ply truss to be connected together with 10d(0.131"x3")nails as follows:
Top chords connected as follows:2x4-1 row at 0-7-0 oc.
Bottom chords connected as follows:2x6-3 rows staggered at 0-4-0 oc.
Webs connected as follows:2x4-1 row at 0-9-0 oc,Except member E-I 2x4-2 rows staggered at 0-4-0 oc.
3)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)
section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated.
4)Wind:ASCE 7-10;Vult=11 Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;
enclosed;MWFRS(envelope)automatic zone;cantilever left and right exposed;end vertical left and right exposed;
Lumber DOL=1.33 plate grip DOL=1.33
5)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1
6)Unbalanced snow loads have been considered for this design.
7)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection
conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors.
8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by
2-0-0 wide will fit between the bottom chord and any other members.
10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 92 lb uplift at joint A,350 lb
uplift at joint G and 668 lb uplift at joint K.
11)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2
and referenced standard ANSIITPI 1.
12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1637 lb down and 86
lb up at 0-6-12,1630 lb down and 93 Ib up at 2-6-12,1630 lb down and 93 lb up at 4-6-12,1630 lb down and 93 lb up
at 6-6-12,1630 in down and 93 lb up at 8-6-12,1630 Ib down and 93 lb up at 10-6-12,1630 lb down and 93 lb up at
12-6-12,1630 lb down and 93 lb up at 14-6-12,1630 lb down and 93 lb up at 16-6-12,1630 lb down and 93 lb up at
18-6-12,and 1630 lb down and 93 Ib up at 20-6-12,and 1633 lb down and 90 lb up at 22-6-12 on bottom chord. The
design/selection of such connection device(s)is the responsibility of others.
i
Truss Truss Type (M Fly 1:140MES2611"RF
2514-A C1 Common Supported Gable 1 1 Reference(optionaq
DMC.EVERETT,WA 982053212 8.000 s Jul t 52016 MiTek Indusures,Inc, Mon May 08 15:14.35 2017 Page 1
gp ID:migzTLjh7H1sSQCFVTnR06ziaVJ-Rxj?Cu?zi ftVVgD N AmZ?zp8YsDumGOOO?YSVP1zIV8o
i u 20-0-0 40." 41."
1.0 20-" 20-M i-b
Scale=1:73.7
5.00 12 45=
L M
3x4 K
J N 3x4
H 0
G P Q
F R
E 8 S
DSIG 7 6 l
AO 6T1 3 4 6 4iST1J AP
2 AB !� VW
3x4= AN AM AL AK AJ Al AH AG AF AE AD AC AB AA Z Y X 3x4=
5x6=
18-9-0
40-0-0
4040
Plate Offsets(X.Y)- (P!0.0-0,0-0701.(AF'0-3 0,03A1
LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl L/d PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.00 V n/r 180 MT20 185/148
(Roof Snow--25.0) Lumber DOL 1.15 BC 0.07 Vert(CT) 0.00 W n/r 180
TCDL 7.0 Rep Stress Incr YES WB 0.22 Horz(CT) 0.01 V n/a n/a
BOLL 0.0
f3CDL 10.0 Code IRC2015/TP12014 (Matrix) Weight:198 Ib FT=10%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 HF No.2 WEBS 1 Row at midpt L-AF
MiTek recommends that Stabilizers and required cross
bracing be installed during truss erection,in accordance
with Stabilizer Installation ulde.
REACTIONS. (lb/size) V=216/40-0-0 (min.0-3-12),AF=160/40-0-0 (min.0-3-12),AG=168/40-0-0 (min.0-3-12),AH=1W40-0-0 (min.0-3-12),A(=18 40-0.0
(min.0-3-12),AJ=169/40-0-0 (min.0-3-12),AK=164/40-0-0 (min.0-3-12),AL=185/40-0-0 (min.0-3-12),AM=101/40-0-0 (min.0-3-12),
AN=326/40-0-0 (min.0-3-12),AE=168/40-0-0 (min.0-3-12),AD=168/40-0-0 (min.0-3-12),AC=168/40-0-0 (min.0-3-12),AB=169/40-0-0
(min.0-3-12),AA=164/40-0-0 (min.0-3-12),Z=185/40-0-0 (min.0-3-12),Y=101/40-0-0 (min.0-3-12),X=326/40-0-0 (min.0-3-12),
B=216/40-0-0 (min.0-3-12)
Max Horz B=-105(LC 13)
Max UpliftV=-7(LC 9),AG=-20(LC 12),AH=-26(LC 12).AI=-24(LC 12),AJ=-24(LC 12),AK=-24(LC 12),AL=-26(LC 12),AM=-16(LC 12),AN=-45(LC
12),AE=-18(LC 13),AD=-27(LC 13).AC=-24(LC 13),AB=-24(LC 13),AA=-24(LC 13),Z=-26(LC 13),Y=-16(LC 13),X=-45(LC 13),
B=-6(LC 13)
Max GravV=216(LC 20),AF=169(LC 25),AG=246(LC 19),AH=243(LC 19).AI=214(LC 19),AJ=169(LC 1),AK=164(LC 19),AL=185(LC 1),
AM=101(LC 19),AN=326(LC 1),AE=246(LC 20).AD=243(LC 20),AC=214(LC 20),AB=169(LC 1),AA=164(LC 20),Z=185(LC 1),
Y=101(LC 20),X=326(LC 1),B=216(LC 19)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD A-B=0/41,B-AO=-118/38,C-AO=-108/67,C-D=-86/56,D-E=-64/65,E-F=-53/80,F-G=-39/94,G-H=-38/107,
H-1=-29/110.I-J=-48/136,J-K=-58/174,K-L=-66/214,L-M=-66/214,M-N=-58/174,N-O=-48/136,
O-P=-29/110,P-Q=-38/107,Q-R=-35/82,R-S=-36/55,S-T=-33/29,T-U=-55/14,U-AP=-67/41,V-AP=-87/21,
V-W=0/41
BOT CHORD B-AN=-25/112,AM-AN=-25/112,AL-AM=-25/112,AK-AL=-25/112,AJ-AK=-25/112,AI-AJ=-25/112,
AH-AI=-25/112,AG-AH=-25/112,AF-AG=-25/112,AE-AF=-25/112,AD-AE=-25/112,AC-AD=-25/112,
AB-AC=-25/112,AA-AB=-25/112,Z-AA=-25/112,Y-Z=-25/112,X-Y=-25/112,V-X=-25/112
WEBS L-AF=-129/0,K-AG=-206/88,J-AH=-203/80,I-AI=-174/52,G-AJ=-128/56,F-AK=-126/53,E-AL=-138/61,
D-AM=-86/35,C-AN=-230/123,M-AE=-206/88,N-AD=-203/80,O-AC=-174/52,Q-AB=-128/56,
R-AA=-126/53,S-Z=-138/61,T-Y=-86/35,U-X=-230/123
NOTES-
1)Wind:ASCE 7-10;Vult=llomph(3-second gust)Vasd=87mph;TCDL=4,2psf;BCDL=6.Opsf;h=25ft;Cat.Il;Exp B;
enclosed;MWFRS(envelope)automatic zone and C-C Corner(3)-1-0-0 to 3-0-0.Exterior(2)3-0-0 to 16-0-0,Corner(3)
16-0-0 to 20-0-0,Exterior(2)24-0-0 to 37-0-0 zone;cantilever left and right exposed;end vertical left and right
exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see
Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIITPI 1.
3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on
overhangs non-concurrent with other live loads.
6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection
conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors.
7)All plates are 2x4 MT20 unless otherwise indicated.
8)Gable requires continuous bottom chord bearing.
9)Gable studs spaced at 2-0-0 oc.
LOMAS to 0n pasge yn designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.
r
I
Job russ Truss Type Y Y LGi HOMES 251a-A RF
2514A C1 Common Supported Gable 1 1
Job Reference optional
BMC.EVERETT,WA 12 6.000 a Jul 15 2016 Welt Industries,Inc, Mon May 08 5: 4:35 2017 Pappsa 2
ID:migzTLjh7H 1 sSQCFVTnR06ziaVJ-Rxj?Cu?ziWsWgDV*tAmZ?zp8YsOumGQOO?Y5VPtziV6o
NOTES-
11)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom
chord and any other members.
12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 7 lb uplift at joint V,20 lb uplift at joint AG,26 lb uplift at joint AH,24
lb uplift at joint Al,24 lb uplift at joint AJ,24 lb uplift at joint AK,26 lb uplift at joint AL,16 lb uplift at joint AM,45 lb uplift at joint AN,18 lb uplift at joint AE,27 lb
uplift at joint AD,24 lb uplift at joint AC,24 lb uplift at joint AB,24 lb uplift at joint AA,26 lb uplift at joint Z.16 lb uplift at joint Y,45 lb uplift at joint X and 6 lb
uplift at joint B.
13)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1.
JOD 1 ru SS I n1SS Type Qty Ply 1:LG1OMES 2514-A RF
2514-A C2 Common 5 1Reference(optiona_I)__
MC.EVER ,WA 98205-3212 8.000 S Jul 15 2016 M&Teh Indue4le3.Inc.Mon May 08 15 14:38 2017 Page I
1 ...ggggg-0 ID:migzTLjh7H1sSQCFVTnRO$zlaVJ-v7HNQEObTq_NSMSUjU4EVOhWud4b7mYEr�$ zlVen
At 7-1-3 13-9-4 20-0.0 26-2-12 32-1a13 40-0-0
7-1-3 PI-0 6-2-12 1 6 -12 1 6-8.0 7-1-3
Scale=1:72.8
5.00 12 4x6=
E
5x8 N Q 5x8
D F
2x4 2x4 i
C VYJ VJJ G
M P
q 6 1 H I
I47
�_ o
4x5= L Q R K S T J 4x5=
3x4= 5x8= 3x4=
18-9-0 18-9-0
10-3-14 20-0-0 29-8-2 40-0-0
1 a3-14 9-5.2 9412
Plate Offsets(X.Y)— ID:0.4-0.0.3-41,IPO-4-O.0-341.IK:0-".0-3.01
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.96 Vert(LL) -0.36 J-K >999 240 MT20 185/148
(Roof Snow--25.0) Plate
DOL 1.15 BC 0.73 Vert(CT) -0.63 J-K >756 180
TCDL 7.0 Rep Stress Incr YES WB 0.34 Horz(CT) 0.16 H n/a n/a
BCLL 0.0 Code IRC2015/TP12014 (Matrix) Weight:161 lb FT=10%
B DL 10
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 HF No.2 WEBS 1 Row at midpt F-K,D-K
MiTek recommends that Stabilizers and required cross
bracing be installed during truss erection,in accordance
with Stabilizer Installation guide.
REACTIONS. (lb/size) H=1739/0-5-8 (min.0-1-14).B=1739/0-5-8 (min.0-1-14)
Max Horz B=-105(LC 13)
Max UpliftH=-93(LC 13),B=-93(LC 12)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD A-B=0/42,B-M=-3564/172,C-M=-3490/193,C-D=-3209/166,D-N=-2242/177,E-N=-2165/195,E-O=-2165/195,F-O=-2242/177,F-G=-3209/166,
G-P=-3490/193,H-P=-3564/172,H-1=0/42
BOT CHORD B-L=-206/3199,L-Q=-94/2587,Q-R=-94/2587,K-R=-94/2587,K-S=-49/2587,S-T=-49/2587,J-T=-49/2587,H-J=-104/3199
WEBS F-K=-931/155,E-K=-5/1260,F-J=0/580,G-J=-422/161,C-L=-422/161,D-K=-932/155,D-L=0/580
NOTES-
1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;
enclosed;MWFRS(envelope)automatic zone and C-C Exterior(2)-1-0-0 to 3-0-0,Interior(1)3-0-0 to 16-0-0,Exterior(2)
16-0-0 to 20-0-0,Interior(1)24-0-0 to 37-0-0 zone;cantilever left and right exposed;end vertical left and right
exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33
2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on
overhangs non-concurrent with other live loads.
5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection
conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by
2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf.
8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 93 lb uplift at joint H and 93 lb
uplift at joint B.
9)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSI/TPI 1.
I
o russ Truss TypeJIMY_ JPTY ILGINOMES251"RF
2514-A C3 Common 12 1
Job Reference(oollonall
BMC,EVERETT.WA M05-3212 8.000 s JLd 15 2016 MITek InduWies,Inc. Mon May 08 15:14:37 2017 Page I
ID:migzTLjh7H1sSQCFVTt1RO6z1aVJ-NKrmda10D76E4WggHBbT2EEig1Qtk13hSsff v�lVBm
1 7-1-3 131�4 20-0-0 26-2-12 32-10-13 39-7-6
1- 7-1-3 �2-12 t e 12 8 8 0 G."
Scale=1:72.2
5.00 12 4x6=
E
5x8
M N 5x8
D F
2x4 2x4
C VJ3 VJ3 G
O
L
A I
6 1 H
0
o
45= K P Q J R S I 5x6=
3x4= 5x8= 3x4=
18-9-0 18-9-0
10-3-14 20-0-0 , 29-8-2 39-7-6
10 3 14 9-8-2 9 8 2 9-11-4
_Plate Offsets fXJn— ID:0-4-0.0-34 [F:0-4-0,0-3-4 J:0-4-0,0-3-0]
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.95 Vert(LL) -0.35 J-K >999 240 MT20 185/148
(Roof Snow 2
TCDL 7.0
Lumber DOL 1.15 BC 073 Vert(CT) -0.62 J-K >765 180
Rep Stress Incr YES WB 0.34 Horz(CT) 0.16 H n/a n/a
BCLL .0 B DL 10.0 Code IRC2015/TP12014 (Matrix) Weight:160 Ib FT=10%
LUMBER- BRACING-
TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 HF No.2 WEBS 1 Row at midpt F-J,D-J
WEDGE MTek recommends that Stabilizers and required cross
Right:2x4 HF No.2 bracing be installed during truss erection,in accordance
with Stabilizer Installation guide.
REACTIONS. (lb/size) B=1731/0-5-8 (min.0-1-14),H=1650/Mechanical
Max Horz B=109(LC 16)
Max UpliftB=-93(LC 12),H=-73(LC 13)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD A-B=0/42,B-L=-3544/175,C-L=-3470/196,C-D=-3189/169,D-M=-2221/180,E-M=-2145/198,E-N=-2145/198,F-N=-2222/185,F-G=-3149/181,
G-0=-3377/210,H-0=-3464/199
BOT CHORD B-K=-211/3181,K-P=-99/2569,P-Q=-99/2569,J-Q=-99/2569,J-R=-69/2551,R-S=-69/2551,I-S=-69/2551,H-1=-137/3109
WEBS E-J=-7/1245,F-J=-909/156,F-1=0/544,G-1=-375/158,D-J=-926/155,D-K=0/581,C-K=-422/161
NOTES-
1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;
enclosed;MWFRS(envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-11-9,Interior(1)2-11-9 to 16-0-7,Exterior(2)
16-0-7 to 20-0-0,Interior(1)23-11-9 to 35-7-1 zone;cantilever left and right exposed;end vertical left and right
exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33
2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on
overhangs non-concurrent with other live loads.
5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection
conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by
2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf.
8)Refer to girder(s)for truss to truss connections.
9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 93 lb uplift at joint B and 73 lb
uplift at joint H.
10)This truss is designed in accordance with the 2015 International Residential Code sections R502,11.1 and R802.10.2
and referenced standard ANSI/TPI 1.
i
.,
JOb russ Truss Type Uly y L WOMES 2514-A RF
2514-A C4 GABLE 1 1
Job Reference(Wlonal)
BMC,EV RETT,WA 982053212 8.000 s Jul 15 2016 M Tok lndus�ie3.Inc. Mon May 06 15 14 38 2017 Page I
ID;migzTLjh7H1sSQCFVTnRO6ziaVJ-rWPSrw2r RE5hgFsrv7ibRm36QwTTn7rhWJ97MziVSI
20-0-0 39-7-6
1-0-0 20-0-0 19-7-6
Scale=1:73.2
5.00 F12 4x5=
L M
3x4 K i
I
J / N 3x4
G H N 0
P Q
F R
E 8 -g S
p 7is T
6
AN 6T1 3 q 5 S15 4 STi1 AO
-( 2 V
d A B [�
0
3x4= AM AL AK AJ Al AH AG AF AE AD AC AB AA Z Y X W 3x4=
5x6=
18-9-0
39-7-6
39-7.6
Plate Offsets MY)— [AE:0-3.0.0-3-01
LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.00 A n/r 180 MT20 185/148
(Roof Snow=2
BCDL 70 1 Lumber DOL 1.15 BC 0.07 Vert(CT) 0.00 A n/r 180
Rep Stress Incr YES WB 0.22 Horz(CT) 0.01 V n/a n/a
BCDL 10.0 Code IRC20151TPI2014 (Matrix) Weight:196 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 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 HF No.2 WEBS 1 Row at midpt L-AE
MiTek recommends that Stabilizers and required cross
bracing be installed during truss erection,in accordance
with Stabilizer Installation guide.
REACTIONS. (lb/size) V=129/39-7-6 (min.0-3-10),AE=160/39-7-6 (min.0-3-10).AF=168/39-7-6 (min.0-3-10),AG=168/39-7-6 (min.0-3-10),AH=168/39-7-6
(min.0-3-10),AI=169/39-7-6 (min.0-3-10),AJ=164/39-7-6 (min.0-3-10),AK=185/39-7-6 (min.0-3-10),AL=101/39-7-6 (min.0-3-10),
AM=326/39-7-6 (min.0-3-10),AD=168/39-7-6 (min.0-3-10),AC=168/39-7-6 (min.0-3-10),AB=168/39-7-6 (min.0-3-10),AA=169/39-7-6
(min.0-3-10),Z=164/39-7-6 (min.0-3-10),Y=182/39-7-6 (min.0-3-10),X=110/39-7-6 (min.0-3-10),W=309/39-7-6 (min.0-3-10),
B=216/39-7-6 (min.0-3-10)
Max Horz B=109(LC 12)
Max UpliftAF=-20(LC 12),AG=-26(LC 12),AH=-24(LC 12),AI=-24(LC 12),AJ=-24(LC 12),AK=-26(LC 12),AL=-16(LC 12),AM=-45(LC 12),
AD=-18(LC 13),AC=-27(LC 13),AB=-24(LC 13),AA=-24(LC 13),Z=-24(LC 13),Y=-26(LC 13),X=-15(LC 13),W=-50(LC 13),B=-4(LC 13)
Max GravV=129(LC 20),AE=167(LC 25),AF=243(LC 19),AG=240(LC 19),AH=202(LC 19),AI=169(LC 1),AJ=165(LC 19),AK=185(LC 1),
AL=101(LC 19),AM=326(LC 1),AD=246(LC 20),AC=243(LC 20),AB=214(LC 20).AA=169(LC 1).Z=165(LC 20),Y=182(LC 1).X=111(LC
20),W=309(LC 1),B=216(LC 1)
FORCES. (lb)-Maximum Compression/Maximum Tension
TOP CHORD A-13=0/41,B-AN=-120/34,C-AN=-110/64,C-D=-88/52,D-E=-66/61,E-F=-54/76,F-G=-41/90,G-H=-39/103,
H-1=-29/106,I-J=-49/132,J-K=-59/169,K-L=-67/210,L-M=-67/210,M-N=-59/169,N-0=-49/132,
O-P=-29/106,P-Q=-39/103,Q-R=-36/78,R-S=-36/51,S-T=-36/27,T-AO=-50/13,U-AO=-57/3,U-V=-90/42
BOT CHORD B-AM=-27/105,AL-AM=-27/105,AK-AL=-27/105,AJ-AK=-27/105,AI-AJ=-27/105,AH-Al=-27/105,
AG-AH=-27/105,AF-AG=-27/105,AE-AF=-27/105,AD-AE=-27/105,AC-AD=-27/105,AB-AC=-27/105,
AA-AB=-27/105,Z-AA=-27/105,Y-Z=-27/105,X-Y=-27/105,W-X=-27/105,V-W=-27/105
WEBS L-AE=-127/0,K-AF=-203/88,J-AG=-200/80,1-AH=-163/52,G-AI=-128/56,F-AJ=-126/53,E-AK=-138/61,
D-AL=-87/36,C-AM=-230/122,M-AD=-206/88,N-AC=-203/80,O-AB=-174/52,Q-AA=-128/56,R-Z=-127/53,
S-Y=-136/61,T-X=-94/37,U-W=-214/148
NOTES-
1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;
enclosed;MWFRS(envelope)automatic zone and C-C Comer(3)-1-0-0 to 2-11-9,Exterior(2)2-11-9 to 16-0-0,Corner(3)
16-0-0 to 20-0-0,Exterior(2)24-0-0 to 35-7-13 zone;cantilever left and right exposed;end vertical left and right
exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see
Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1.
3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category ll;Exp B;Partially Exp.;Ct=1.1
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on
overhangs non-concurrent with other live loads.
6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection
conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors.
7)All plates are 2x4 MT20 unless otherwise indicated.
8)Gable requires continuous bottom chord bearing.
9)Gable studs spaced at 2-0-0 oc.
10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
11)"This truss has beendesigned for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by
Coni-IRuecyon pa�e Petween the bottom chord and any other members.
y
r
JoD russ I cuss I ype JQW S2514-ARF
2514-A C4 GABLE 1 JPF7rA
ob Reference(optional)
H .EVERETT,WA 98205.3212 8.000 s Jul 15 2016 MiTek Industries,Inc. Mon May 0815:14:38 2017 Pale 2
ID:migzTLjh7H 1aSWF VTnR06zlaVJ-rWP6na2r_REShgFsrv7ibRm36OwTTn 7rhWJ94MzIV81
NOTES-
12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 20 lb uplift at joint AF,26 lb uplift at joint AG,24 lb uplift at joint AH,
24 lb uplift atjoint Al,24 lb uplift at joint AJ,26 lb uplift atjoint AK,16 lb uplift at joint AL,45 lb uplift atjoint AM,18 lb uplift at joint AD,27 lb uplift atjoint AC,24
lb uplift at joint AB,24 lb uplift at joint AA,24 lb uplift at joint Z,26 lb uplift atjoint Y,15 lb uplift at joint X,50 lb uplift at joint W and 4 lb uplift atjoint B.
13)This truss is designed in accordance with the 2015 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1.
Prescriptive Energy Code Compliance for All Climate Zones in Washington
Project Information Contact Information
Plan 2514
This project will use the requirements of the Prescriptive Path below and incorporate the
the minimum values listed. In addition, based on the size of the structure,the appropriate
number of additional credits are checked as chosen by the permit applicant.
Authorized Representative Date
AMCT�imate Zones
R-Value U-Factor
Fenestration U-Factor' n/a 0.30
Skylight U-Factor n/a 0.50
Glazed Fenestration SHGC n/a n/a
Ceiling" 49 0.026
Wood Frame WallO`rl 21 int 0.056
Mass Wall R-Value' 21121" 0.056
Floor 30 0.029
Below Grade Wall' 10/15/21 int+TB 0.042
Slab"R-Value&Depth 10,2 ft n/a
'Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2.
Each dwelling unit in a residential building shall comply with sufficient options from Table R406.2 so as to achieve
the following minimum number of credits:
1.Small Dwelling Unit: 1.5 credits
❑ Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration
area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500
square feet.
E2. Medium Dwelling Unit: 3.5 credits
All dwelling units that are not included in#1 or#3. Exception: Dwelling units serving R-2 occupancies shall
require 2.5 credits.
❑3. Large Dwelling Unit: 4.5 credits
Dwelling units exceeding 5000 square feet of conditioned floor area.
❑4. Additions less than 500 square feet: .5 credits
Table R406.2 Summary
Option Description Credit(s)
1a Efficient Building Envelope la 0.5
lb Efficient Building Envelope 1b 1.0
1c Efficient Building Envelope I 2.0 ❑
ld Efficient Building Envelope 1d 0.5 ❑
2a Air Leakage Control and Efficient Ventilation 2a 0.5 ❑
2b Air Leakage Control and Efficient Ventilation 2b 1.0 ❑
2c Air Leakage Control and Efficient Ventilation 2c 1.5 ❑
3a High Efficiency HVAC 3a 1.0 n 1.0
3b High Efficiency HVAC 3b 1.0
3c High Efficiency HVAC 3c 1.5
3d High Efficiency HVAC 3d 1.0
4 High Efficiency HVAC Distribution System 1.0 1.0
5a Efficient Water Heating 5a 0.5 0.5
5b Efficient Water Heating 5b 1.0 1.0
5c Efficient Water Heating 5c 1.5
5d Efficient Water Heating 5d 0.5
6 Renewable Electric Energy 0.5 '1200 kwh 0,0
Total Credits 3.50
*Please refer to Table R406,2 for complete option descriptions
OCT It 2017
n 7
•,I , t' " �
, .
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.
The fenestration U-factor column excludes skylights.The SHGC column applies to all glazed fenestration,
4110/15/21.+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.
h Reserved.
The second R-value applies when more than half the insulation is on the interior of the mass wall.
Reserved.
k For single rafter-or joist-vaulted ceilings,the insulation may be reduced to R-38.
Reserved.
m Int.(intermediate framing) denotes standard framing 16 inches on center with headers insulated with a
minimum of R-10 insulation.
Table R402.1.3 Footnote
a Nonfenestration U-factors shall be obtained from measurement,calculation or an approved source or as
specified in Section R402.1.3.
Window, Skylight and Door Schedule
Project Information Contact Information
Flan 2614
Width Height
Ref. U-factor Qt. Feet Inch Feet Inch Area UA
Exempt Swinging Door(24 sq. ft. max.) F0.0 0.00
Exempt Glazed Fenestration (15 sq.ft. max.) 0.0 nnj
Vertical Fenestration (Windows and doors)
Component Width Height
Description Ref. U-factor Qt. Feet Inch Feet Inch Area UA
Foyer 0.30 1 3 6 13 20.0 6.00
0.30 1 2 6 17.8 5.33
Guest 0.30 1 3 5 15.0 4.50
Great Room 0.30 1 5 5 25.0 7.50
Dining 0.30 1 6 16 70 41.0 12.30
Great Room 0.30 1 3 5 15.0 4.50
Master Bedroom 0.30 1 5 5 25.0 7.50
Stairs 0.30 1 2 2 4.0 1.20
Bedroom 2 0.30 1 3 5 15.0 4.50
Bedroom 3 0.30 1 5 1 5 1 25.0 7.50
Bonus Room 0.30 1 3 5 15.0 4.50
Bedroom 4 0.30 1 2 2 4.0 1.20
0.30 1 3 5 15.0 4.50
0.30 0.01 0.00
0.30 0.0 0.00
0.30 0.0 0.00
0.30 0.0 0.00
0.30 0.0 0.00
0.30 0.0 0.00
0.30 0.0 0.00
0.30 0.0 0.00
0.30 0.0 0.00
0.30 0.0 0.00
0.30 0.01 0.00
0.30 0.0 0.00
0.30 0.0 0.00
0.30 0.0 0.00
0.30 0.0 0.00
0.01 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
a
I
0.0 0.00
0.0 0.00
0.0 0.00
0.0 0.00
0.a o.00
H0.0 0.00
o.0 0.00
Sum of Vertical Fenestration Area and UA 1 236.81 71.03
Vertical Fenestration Area Weighted U=UA/Area 0.30
Overhead Glazing(Skylights)
Component Width Height
Description Ref. U-factor Qt. Feet inch Feet inch Area UA
0.01 0.00
0.01 0.00
0.01 0.00
0.01 0.00
0.01 0.00
o-oi 0.00
Sum of Overhead Glazing Area and UA 1 0.01 0.00
Overhead Glazing Area Weighted U= UA/Area 1 0.00
Total Sum of Fenestration Area and UA (for heating system sizing calculations) 1 236.81 71.03
Simple Heating System Size:Washington State
This healingsystem sizin calculator is based on the Prescriptive RB uirements of the 2015 Washington State En r Cod WSE an A Manu 1
J and S This calculator will calculate h in nIv °CCA procedures for sizing cooling systems should be used to determine cooling toads.
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
f�ro'ect Information Contact Information
Plan 2514
Heating System O All other systems 0 Heat Pump
To see detailed instructions for each section,place your cursor on the word"Instructions".
Design Temperature
Instructions I Design Temperature Difference(AT) 47
Marysville 1 AT=Indoor 1/0 degrees)•Outdoor Design romp
Area of Building �r
Conditioned Floor Area
Instructions Conditioned Floor Area(sq ft) 2,51A
Average Ceiling Height Conditioned Volume
Instructions Average Ceiling Height(ft) 9.3 23,380
Glazing and Doors U-Factor X Area = UA
Instructions 0.30 237 71.10
Skylights U-Factor X Area = UA
Instructions 0.50
tirtAttsuc>�tion U-Factor X Area = UA
Instructions . I 0,026 1,513 39.34
Single Rafter or Joist Vaulted Ceilings U-Factor X Area UA
Instructions Select R-Value . I No selection
Above Grade Walls(see Figure 1) f ) U-Factor X Area UA
Instructions 0.056 2,6 00 149.52
R-21 Intermediate 1
Floors U-Factor X Area UA
Instructions 0,029 r7 1.5 33 43,88
R-30 J
Below Grade Walls(see Fluure 1) U-Factor X Area UA
Instructions L No Below Grade Walls In this project.
Slab Below Grade(seeFiouni 1) F-Factor X Le UA
Instructions No selection
select conditioning
Slab on Grade(see Figure 1) F-Factor X Length , UA
Instructions ��(No Slab on Grade in this project. �J
Location of Duets
instructions Duct Leakage Coefficient
1W Conditioned Space 1.00
Sum of UA 303.B4
Envelope Heat Load 14,280 Btu I Hour
Figure 1. Sum ofUAXAT
Air Leakage Heat Load 11,868 Btu I Hour
Volume 0,6X ATX,016
Alwve Grade Building Design Heat Load 26,148 Btu/Hour
Air Leakage+Envelope Heat Loss
Building and Duct Heat Load 26,148 Btu/Hour
Ducts in unconditioned space:sum of Budding Heat Loss X 1.10
Ducts in conditioned space:Sum of Building Heat Loss X 1
Maximum Heat Equipment Output 36,607 Btu I Hour
Building and Duct Heat Loss X 1,40 for Forced Air Furnace
Building and Duct Heat Loss X 1.25 for Hest Pump
(OA»t/!J1
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i
A
Date: 04/10/2026
Perm t#: 1692
Permit Date: 10/12/2017
Review Date: 10/12/2017
Perm it Type: RESIDENTIAL SINGLE FAMILY
Review Type: RESIDENTIAL SINGLE FAMILY
Target Date: 10/19/2017
Scheduled Time 00:00
Com pleted Date: 10/13/2017
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#: 01166900007600 L GI HOMES -WASHINGTON LLC
LGI HOMES -WASHINGTON LLC 1 450 LAKE ROBBINS DR STE 430
8924 169th Street NE T HE WOODLANDS, TX 77380
Zoning: 111 Single Fam iy Residence -
DetachedLot: 76Block:
Permit#: 1692
Permit Date: 10/12/17
Permit Type: RESIDENTIAL SINGLE FAMILY
Project Nam e Gregory Park
Applicant Nam a LGI Horn cs -Washington, LLC
Applicant Address: 9026 168th Street NE
Applicant, City, State, Zip: Arlington,WA98223
Contact: Matt Adam s
Phone: 425-785-0797
Em al: m at.adam s@lgihom cs.com
Scope of Work: New SFR
Valuation: 309450.70
Square Feet: 2894
Num ber of Stories: 2
Construction Type:
O xupancy G ioup:
ID Code:
Permit Issued: 10/27/2017
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-
01166900007600 8 924 169th 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
12/08/2017 R20.SFR/DUPLEX Com Iieted
FINAL
Plan Reviews
Date R eview Type D escription A ssigned To R eview Status
10/12/2017 RESIDENTIAL SINGLE Site plan m e is all land use regulations.
FAMILY
10/12/2017 RESIDENTIAL SINGLE BUILDING
FAMILY
Fees
Fee D escription N otes A m cunt
Building Perm i T able 4-1 $3,076.58
Building Plan Review T able 4-2 $1,999.78
Forced Air Heat f ee per Btu $25.00
Gas Piping/Units E nter#of units $10.00
Mechanical Fee(Enter Fixture Fee) $25.00
Mechanical Base P erm i Fee $25.00
Park-Com m nity SF S ingle Fam iy $1,662.00
Plum hng Base Perm i Fee $25.00
M echanical Com m mial Perm i T able 4-7;Per Unit 1 6 @$12 $192.00
Processing/Technology $25.00
State Surcharge- 1 st DU R esidential- 1 st Unit $4.50
Traffic Mitigation-SF S ingle Fam iy $3,355.00
Wier Heater(Tank) $25.00
Total $10,449.86
Attached Letters
Date Letter D escription
10/24/2017 Building Perm i
Paym arts
Date Paid By D escription P aym a►t Type A ccepted By A m aunt
10/24/2017 LGI Hom is-Washington,, Check#5753 K ristin Foster $8,450.08
LLC
10/24/2017 LGI Hom 6-Washington,, Check#5752 K ristin Foster $1,999.78
LLC
O utstanding Balance $0.00
Notes
Date Note C reated By:
10/12/2017 Lot 76-Palix Kristin Foster
Uploaded Files
Date File Nam e
10/27/2017 2736497-1692 Issued Perm i.pdf
10/12/2017 2694668-1692 Application.pdf
10/12/2017 2694669-1692 Site Plan.pdf