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9012 171st Street NE_BLD1439_2026
RESIDENTIAL PERMIT APPLICATION Department of Community & Economic Development �11 G,10' 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. 1 Project Address: 'TO Sr 5T%C -r_f A,16 Plat: L !Z66 - ?Awk `oT �(o 12► Single-family ❑ Duplex ❑ Townhouse ❑ Addition 01 Accessory structure Proposed Area: I" Floor: 2"d Floor: g Garage: 606 Total SF: Describe Proposal (include cross street): Valuation Owner: C — S �✓�-� r•1 LLC Address: 91' 4103 City: State: fx/k Zip Code: Phone: L(�� � d � Email: 1 l df> 5 - Applicant: Address:tHLD 7W City: E kZLJ 1 w State: 04 Zip Code: S�03y Phone: Email: Contractor: _L—L7� ��,fii AddressNO bC, IX'* City: L=- b > State: l,JA Zip Code: 9 Phone: �- `�' � �7 Email: fi t- Qr��il5 (� (, //7�,�ES. Contact Person: "I � � License Number: Expiration: 0 D3 OL 6/16LP Page 1 of 3 RESIDENTIAL PERMIT APPLICATION Department of Community & Economic Development City of Arlington • 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551 Plumbing Section (continue filling out 9 plumbing is involved) (Check all that apply and indicate the number of fixtures proposed) Bath/Shower Combo (4.0) x I [A,__ Sink (1.5) x Shower (2.0) x I Lavatory (1.0) x ❑ Clothes Washer (4.0) x Water Closet(2.5) x Dishwasher (1.5) x I _ Water Heater x 1 Hose Bibb (2.5) x Water Heater Model # Other (list) x I AU ry4 tim= _o Plumbing Section Continued Proposed Water Piping Size: ��� Proposed DWV Material: Proposed Piping Material: Proposed DWV Size: • All hose bibs required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019 • All water supplies at 80psi or greater shall have Pressure Reducing Valves (PRV) 6/16LP Page 2 of 3 RESIDENTIAL PERMIT APPLICATION Department of Community & Economic Development City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551 Mechanical Section (continue filling out if mechanical equipment is involved) Select proposed appliances: Furnace (80+) Model# k-ZMtL/ 71157V.TOD�OS� AFUE 0 Heat Pump Model# SEER HSPE 0, AC Unit Model# SEER 0 Type II Hood 0 Commercial Cooking Appliance 0 Hydronic Piping ❑ Boiler ❑ Solid-Fuel Appliance (7-1 PV System ❑ Fireplace Insert 0 Outdoor BBQ 0 Storage Tank Freestanding Stove Gas Piping Q1 Other Gas Piping Information Not Applicable: ❑I Pipe Material: IGPipe Size: I�r Total BTU's of all Appliances: ��2 C>r Q`� Distance from Meter to Furthest Appliance: S r • 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: T /4D 6/16LP Page 3 of 3 CITY OF ARLINGTON 238 N. OLYMPIC AVE-ARLINGTON, WA. 98223 PHONE; (360)403-3551 BUILDING PERMIT Address:9012 171st Street NE Permit#:1439 Parcel#: Valuation:227287.00 OWNER APPLICANT CONTRACTOR Name:LGI HOMES-WASHINGTON LLC Name:LGI Homes-Washington,LLC Name:LGI Homes-Washington,LLC Address: 1450 LAKE ROBBINS DR STE 430 Address:11410 NE 124th Street,Ste#103 Address: 11410 NE 124th Street,Ste#103 City,State Zip:THE WOODLANDS,TX 77380 City,State Zip:Kirkland,WA 98034 City,State Zip:Kirkland,WA 98034 Phone: Phone:425-785-0797 Phone:360-353-0588 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Single Family Residence CODE YEAR: 2015 STORIES: 2 CONST.TYPE: ` -13 DWELLING UNITS: 1 OCC GROUP: R-3 BUILDINGS: OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC 1 IO/IRC 110. SALES TAX NOTICE:Sales tax relating to construction and construction materials in the C o n must be reported on your sales tax return form a od ty A ington 3101. gnature Print Name Date Rel ed By Date CONDITIONS Adhere to approved plans. Additional requirements: The Quick-Joint fittings (that were included as part of the plat's pressure test)were removed/cut off from tail pieces. These were to be the domestic plumbing point of connection.New ones will need to be supplied and re-installed by plumber/developer at time of service line connection. Call the Public Works Department at 360-403-3526 for connection inspection. THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 5/10/2017 Building Permit Fee $2,426.32 5/10/2017 Building Plan Review Fee $1,577.11 5/10/2017 Furnace $25.00 5/10/2017 Gas Outlets Base Fee 1 to 5 $10.00 5/10/2017 Mechanical Fee(Enter Fixture Fee) $25.00 5/10/2017 Mechanical Permit Base Fee $25.00 5/10/2017 Park-Community MF $1,662.00 5/10/2017 Plumbing Permit Base Fee $25.00 5/10/2017 Plumbing Permit Fee(Enter Fixture Fee) $156.00 5/10/2017 Processing/Technology Fee $25.00 5/10/2017 State Building Code Surcharge Fee $4.50 5/10/2017 Traffic Mitigation $3,355.00 5/10/2017 Water Heater $25.00 Total Due: $9,340.93 Total Payment: $1,577.11 Balance Due: $7,763.82 CALL FOR INSPECTIONS RUI1.DING(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 iSETBACKS NOTES.- TFRONT 20' •BUILDING DIMEN-96WS ARE rO 1 129`W I£R REAR 5, •FACE OF FOUNDAROW ' 6PADING 9VONN AS DESIGN 16t00 7.15 T. NE ACTUAL LOCARON MAY VARY •SYORE DRIVEWAY TO PUBLIC ROAD •SYLT FENCE TO BE INSTALLED PER OYTY OF ARLINGTONS STANDARD •S✓LT fENff TO BE INSTALLED OW R XO 5 PR/VA GRAD/ENT WE OF BUILDING I SERNOL' EASEMENT UCRAN ENIRANLE TO BE = ° ° INSTALLED PER OYTY OF ARLINGTONS STANDARDS. 45 ° ° STORM NOTES.• •T£SC INSTALLED PRIOR TO — — � — f0 COYSIRUCAON 28' PUBUUC RL/TY •BARE SOILS COVERED NIRl MUL0/ _ _ EASEMENT 04 ANGRIER APPROVED BMP 430 Sr •20 TOPSOIL PER NSDOLF BMP T5.13 DRYV£WA TOW 464.3 2 6 (EfF 11'DEPIH) ST04A1 CLEANOI/T. TOE 461.7 •ALL GWS/1E RUNOFF CGNNECIEO TO CONNECT RAC AND — —-- i o (� PRIVATE STOW SW F0077NG DRAINS A / I •S17F MAU BE STABILIZED PRIOR 1.,3UJ 750 I TO BUILDING PERMIT BONO SEVER CGWNECROW: I AGE `o i �;r' f1NAL/ZED 6.50 I SITENOTES.- LOT 46 •RGYIVNE FOOW DRAINS AND 1'ROOF O�fRHANG PROPOSED RESIDENCE Flu �_ ROOD DRAINS TO PERMANENT GRAYS-1834 GARAGE R16HT p p ^ S76RM DRAINAGE SY57EM PER APPROVED PLAT DRAINAGE PLAN o) $ 11369fSF o �- 'I aV RLE NIRI RIE COUNTY. •AREA OF DISTURBANCE INaUDES ENRRE LOT. = 1 35 00 - LEGEND. 5 BSBL o-- BLOW OFF PARO 12 SY• L 10' WALL119RA/N ® WATER METER EXISRNG CONTOUR EASEMENT 41( f7RE HYDIPANT I` 1 .0 AIR VAC 5'BSBL po I ® ® CATCH BASIN (MAX)ECO-BLOCK O CLEANGI/T J'4TAINING WALL (T)P.) TOP 464. 9ML 3 26 O ' TCE 461.7 MANHOLE LL5 BLOW WALL 45.00 465 — RTEE REMOVAL - -1V8920'49"W- - � - JfINISNED CaVTOUR I I Mp) I SCALE I'm 20' - I LOT 46 f SITE PLAN I GREGOR Y RA IRK LG1 HOMES PLAN NO. GRA YS-1834 LOT AREA = 4,320 SF \ DATE 411912017 PARCEL # LOT 46 HOUSE = 1,369 SF 14711 NE 29ffi Pi.-,#101 DRIVEWAY= 430 SF B,N—,W-hhgfo 98007 DESIGNED CORE ADDRESS 9012 171ST Sr 4ZS.BBS7877 Fax 475.BB57963 WALKWAY/PANO = 12 SF ��DESIGN PROJECT NUMBER TOTAL= 1,811 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:9012 171st Street NE Permit#:1439 Parcel#: Valuation:227287.00 OWNER APPLICANT CONTRACTOR Name:LGI HOMES-WASHINGTON LLC Name:LGI Homes-Washington,LLC Name:LGI Homes-Washington,LLC Address: 1450 LAKE ROBBINS DR STE 430 Address:114 10 NE 124th Street,Ste#103 Address: 11410 NE 124th Street,Ste#103 City,State Zip:THE WOODLANDS,TX 77380 City,State Zip:Kirkland,WA 98034 City,State Zip:Kirkland,WA 98034 Phone: Phone:425-785-0797 Phone:360-353-0588 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Single Family Residence CODE YEAR: 2015 STORIES: 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 110/IRC 110. S4kFS TAX NOTICE:Sales tax relating to construction and construction materials in the o i n must be reported on your sales tax return form IT ly ington 3101.7o, . r guature Print Name Date lCelelsed By Date CONDITIONS Adhere to approved plans. Additional requirements: The Quick-Joint fittings (that were included as part of the plat's pressure test)were removed/cut off from tail pieces. These were to be the domestic plumbing point of connection.New ones will need to be supplied and re-installed by plumber/developer at time of service line connection. Call the Public Works Department at 360-403-3526 for connection inspection. THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 5/10/2017 Building Permit Fee $2,426.32 5/10/2017 Building Plan Review Fee $1,577.11 5/10/2017 Furnace $25.00 5/10/2017 Gas Outlets Base Fee 1 to 5 $10.00 5/10/2017 Mechanical Fee(Enter Fixture Fee) $25.00 5/10/2017 Mechanical Permit Base Fee $25.00 5/10/2017 Park-Community MF $1,662.00 5/10/2017 Plumbing Permit Base Fee $25.00 5/10/2017 Plumbing Permit Fee(Enter Fixture Fee) $156.00 5/10/2017 Processingfrechnology Fee $25.00 5/10/2017 State Building Code Surcharge Fee $4.50 5/10/2017 Traffic Mitigation $3,355.00 5/10/2017 Water Heater $25.00 Total Due: $9,340.93 Total Payment: $1,577.11 Balance Due: $7,763.82 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 Ld Permit Information Date 4/21/2017 Permit Number 1439 Project Name Gregory Park Applicant Name LGI Homes-Washington,LLC Applicant Address 11410 NE 124th Street,Ste#103 City,State,Zip Kirkland,WA 98034 Contact Matt Adams Phone 425-785-0797 Email matt.adams@lgihomes.com Permit Type Single Family Residence Site Address 9012 171 st Street NE Valuation 227287.00 Status Applied Permit Issued Permit Expires Square Feet 2244 Type of Construction/Occupancy Load V-B Number of Stories 2 Proposed Use New SFR Assigned To Kristin Foster Property Information Owner Information Parcel* LGI HOMES-WASHINGTON LLC LGI HOMES-WASHINGTON LLC 1450 LAKE ROBBINS DR STE 430 9012 171st Street NE THE WOODLANDS,TX 77380 Contractors Contractor Name Primary Phone Email Contractor License License# Contact Type LGI Homes-Washington,.Jake Jabusch 360-353- ake.jabusch@Iihomes.co 'ONTRACTOR I-abor and ILGIHOHL857M g LLC0588 Industries Review Date Type Description I Target Date Completed Date I Assigned To T Status 4/21/2017 lResidential Dwelling 4/28/2017 Rick Karns lin Review Fees Fee Description Notes Amount Building Plan Review Fee 345.83.00.00 $1,577.11 Total $1.577.111 Payments Date Paid By Amount I Descn tion I Payment Type I Accepted 6 4/21/2017 ILGI Homes-Washington,LLC 1 $1,577.11 Plan Review ICheck#4454 jKristin Foster Total $1,677.111 Amount Outstanding:$0.0 Notes Date Note 4/21/2017 Lot 46-Plan 1834 Grays Uploaded Files Upload File Date File Uploaded B 4/21/2017 2:49:02 PM 1439 Aoolication.odf Foster,Kristin x 4/21/2017 2:49 02 PM 1439 Site Plan.pdf Foster,Kristin I x _y °� RESIDENTIAL PERMIT APPLICATION y } 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: S02 Sr �� /V� Plat: �I�f,�a012V�' -K.- Lo-t- t6 Single-family ❑ Duplex ❑ Townhouse C]l Addition ❑! Accessory structure Proposed Area: 1" Floor: 2"d Floor: _�d8 Garage: q�6 Total SF: Describe Proposal (include cross street): ?� I cAa 1'=.►J Fvz-- NF I.j 51 n��� _ t �� rh.� Q—) ?0(, . Valuation. Owner: C — S A/4 r,� Li✓G Address: It o 4103 City: /- nr1'> State:WA Zip Code: Phone: ({�-S_ � D--/4q? Email: !(4t'17-_. Applicant: Address: 4 -0 �/ � City: _ Vk-e t N State: 04 Zip Code: Phone: _ �2�~ ?�b57_ n �L Email: 94A-r. Ac;u L6� -ko s. Contractor: Address:/(q(() - ATO G�((23 City: �. > State: (�l A Zip Code: 9 Phone: _q__�_�-- 77:�_5 07*1- Email: VQt- -. s �_L( Contact Person: r"I�j�TS License Number:L E Expiration: Nr21q:?A 6/16LP Page 1 of 3 RESIDENTIAL PERMIT APPLICATION ° Department of Community & Economic Development 'r �+ City of Arlington• 18204 59th Ave NE • Arlington,WA 98223 • Phone(360)403-3551 Plumbing Section (continue filling out if plumbing is involved) (Check all that apply and indicate the number of fixtures proposed) Bath/Shower Combo (4.0) x Sink (1.5) x Shower (2.0) x , Lavatory (1.0) x f� Clothes Washer (4.0) x Fi, Water Closet (2.5) x n, Dishwasher (1.5) x �A- Water Heater x Hose Bibb (2.5) x Water Heater Model # Y Other (list) x I AU Plumbing Section Continued Proposed Water Piping Size: 3� Proposed DWV Material: Proposed Piping Material: (��x Proposed DWV Size: U • 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 �y Department of Community & Economic Development City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551 Mechanical Section (continue filling out if mechanical equipment is involved) Select proposed appliances: 0; Furnace (80+) Model# 6-Z&6 AFUE �? Heat Pump Model # SEER HSPE �! AC Unit Model # SEER 011 Type II Hood ❑ Commercial Cooking Appliance ❑ Hydronic Piping Di Boiler ❑ Solid-Fuel Appliance ❑ PV System ❑ Fireplace Insert ❑ Outdoor BBQ Storage Tank Freestanding Stove J�L_Gas Piping Other Gas Piping Information Not Applicable: ❑ / Pipe Material: LPipe Size: ►r Total BTU's of all Appliances: (� C)r O Distance from Meter to Furthest Appliance: S f • 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: C, A Print Applicants Name: AD44-q5 6/16LP Page 3 of 3 _ l _ _ SETBACKS `\ - - - - NOTES: FRONT 20' BUILDING D/MENSIOWS ARE 70 SIDE 5' FACE OF FOUNDAROW 12'tWAIER REAR 5' •6RAD/NG SHOWN AS DESIGN 1 16f0O JZIS74T. NE ACTUAL LOCAXW MAY VARY •SLOWE DRIVEWAY TO PUBLIC ROAD •-%T F£NOE TO BE INSTALLED PER ZMER 1 CITY OF ARLINGTONS STANDARD 5 SILT FENCE TO BE INSTALLED ON 'PR/VA WA 7ER S R1 W 4 GRAD/ENT SIDE OF BUILDING y� EASEMENT .L pNSIRUCAON ENTRANCE TO BE INSTALLED PER CITY OF ° 45 ° ARLINGTOW S STANDARDS. ° ° STORM NOTES. fsrlsg , •7ESC INSTALLED PRIOR TO _ _ _ _ lO' CONSIRUCRON f &A° I'UX TY .BARE SOILS COVERED NITH MULCH ?8 EASEMENT OR ANOTHER APPROVED BMP °° 430 SF I' •7OR36k PER MSDCIE BMP T5 0 011tWA 20'BSBL 70P 464.3 26 (£FF/2"DEPTH) STARM CLEANOUt.T,�e � — -L TOTE 461.7 •ALL ONSI7E RUNOFF CONNECTED TO COYNECT ROOF AND � — o — — — — — — PRIVATE STORM SA18 FOORNG DRAINS •SIX STALL BE STABILIZED PRIOR 1 7.50 � :l TO BUILDING PERMIT BEING SEN£R A� FINALIZED COWNECRON I p ^ 650 I SITE NOTES. I LOT 46 •77clY?Z1NE FOORNG DRAINS AND 1'ROOF OVERHA GAMrC -_ ROOF DRAINS TO PERMANENT ED RE WENCE PROPOS �u W STORM DRAINAGE SYSTEM PER GRAYS-1BJ4 GARAGE R167ITg p \\ APPROVED PLAT DRA/NAG£PLAN 1369fSF N p `I �� ON RL£ INRI 7HE COUNTY. j � I O � °j = ! •AREA Ole 0/SIURBANCL�INCLUDES ENRRE LOT. = 35.00 LEGEND: --I 5'BSBL o- BLOW OFF PA RO 12 SF L l0'WALL/bRq/N ® WATER METER £X/SRNG CONTOUR i I EAS£a/EN' RRE HYDRANT $ AIR VAC 5'BSBL 013 CATCH BASIN '(MAX)ECO-BLOCK I i O CLEANOUT MINING WALL (TYR) 70L, 464� ?6 O MANHOLE 5'BSBL BLOG7( WALL --- - - � LL - -- - - - - -1 L - -- - - 45.00 t66 R7EE REMOVAL N8920'49W /�/ Tc f7N/SHED LY.W R'X/R I c` rQ I�I!� (�) 2 0 2017 SCALE 1'= 20' � �? I I , LOT 46 SITE PLAN GREGOR Y RA RK L G1 HOMES PLAN NO. GRA YS-1 B34 LOT AREA = 4,320 SF HOUSE= 1,369 SF 14711 NE 291h Place,N 70I DATE 4/19/2017 PARCEL # LOT 46 DRIVEWAY= 430 SF eeo--W-hi'gf-98007 DESIGNED CORE ADDRESS 9012 171ST ST. WALKWAY/pAR DESIGN O = 12 SF 425.BB57B77 Fax426.BB57963 PROJECT NUMBER TOTAL= 1,811 SF ENGINEERING • PLANNING • SURVEYING DRAWN CAF 13024L-GRG00 t � 1p j i _ NASH&ASSOCIATES ARCHITECTS PLAN 1834 BEAM, LATERAL & SEISMIC CALCULATIONS Coal REGISTERED ARC ITE c.,A.. I THOMAS NASH STATE OF WASHINGTON ht Z,• tJ Received APR 2 0 2017 2015 IBC JULY 1, 2016 8003 118th AVE NE Kirkland, WA 98033 (426) 828-4117 WIIW.NASH-ARC EHTECTS.COM 1�. CLMW. NASH&ASSOCIATES BEAM DESIGN DATA PROJECT: ARCHITECTS 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 MC 15 Masonry-, Per IBC 15 Steel: Per JBC 15 Wood: Per JBC 15 Nailing: Per IBC 15 4" Beam: Douglas Fir #2 fv = 180 fb = 900 PSI E = 1,600,000 6" Beam Douglas Fir #2 fv = 170 fb = 875 PSI E = 1,300.000 Joists & Hem Fir #2 Rafters: fv = 150 fb = 850 PSI E = 1,300,000 Glu—Lam Beams: fv = 240 PSI fb = 2.400 PSI (reduced by size factor, CF'KI) E = 1,800,000 8003 118th AVE NE Kirkland, WA 98033 (425) 626-4117 WWW.NASH—ARCHITECTS.COM i Plan 1834 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 RB-1-13 Date:7/20/16 Selection 4x 8 DF-L#2 Lu=0.0 Ft Condition NOS 2015 Min Bearing Area R1=2.9 in2 R2=2.9 in (1.5)DL Defl= 0.03 in Data Beam Span 5.0 ft Reaction 1 LL 1125# Reaction 2 LL 1125# Beam Wt per ft 6.17# Reaction 1 TL 1815# Reaction 2 TL 1815# Bm Wt Included 31 # Maximum V 1815# Max Moment 2269'# Max V(Reduced) 1377# TL Max Defl L/240 TL Actual Defl L/879 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section in' Shear in' TL Defl in LL Defl Actual 30.66 25.38 0.07 0.04 Critical 23.27 11.47 0.25 0.17 Status OK OK OK OK Ratio 76% 45% 27% 21% Fb(psi) Fv(psi) E(psi x mil Fc (psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1170 180 1.6 625 Adjustments CF Size Factor 1.300 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 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:450 Uniform TL: 720 =A Uniform Load A R1 = 1815 R2= 1815 SPAN=5FT Uniform and partial uniform loads are Ibs per lineal ft. Y �� I I Plan 1834 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 RB-1-C Date: 7/20/16 Selection 5-1/8x 10-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft Condition NDS 2015 Min Bearing Area R1= 12.5 in' R2=3.4 in (1.5)DL Defl= 0.02 in Recom Camber=0.03 in Data Beam Span 5.0 ft Reaction 1 LL 4770# Reaction 2 LL 1180# Beam Wt per ft 13.08# Reaction 1 TL 8113# Reaction 2 TL 2193# Bm Wt Included 65# Maximum V 8113# Max Moment 8041 '# Max V(Reduced) 7961 # TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L I>1000 Attributes Section(in') Shear(ins) TL Defl(in) LL Defl Actual 94.17 53.81 0.04 0.02 Critical 40.20 49.76 0.25 0.17 Status OK OK OK OK Ratio 43% 92% 16% 11% Fb(psi) Fv(psi) E(psi x mil Fc (psi) Values Reference Values 2400 240 1.8 650 Ad lusted 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 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Point LL Point TL Distance Par Unif LL Par Unif TL Start End 5850 B=9760 1.0 100 H= 160 0 1.0 I =80 1.0 5.0 I H Pt loads: [] Z RI =8113 R2=2193 SPAN=5FT Uniform and partial uniform loads are Ibs per lineal ft. Plan 1834 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 B-1 Date: 7120116 Seloction 4x 10 DF-L#2 Lu=0.0 Ft l Conditions NDS 2015 Min Bearing Area R1= 1.4 in2 R2= 1.4 in (1.5)DL Defl= <0.01 in. Data Beam Span 5.0 ft Reaction 1 LL 700# Reaction 2 LL 700# Beam Wt per ft 7.87# Reaction 1 TL 895# Reaction 2 TL 895# Bm Wt Included 39# Maximum V 895# Max Moment 1118'# Max V(Reduced) 619# 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 0.02 0.01 Critical 12.43 5.16 0.25 0.17 Status OK OK OK OK Ratio 25% 16% 6% 6% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1080 180 1.6 625 Adiustments CF Size Factor 1.200 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:280 Uniform TL: 350 =A Uniform Load A 1 R1 =895 R2=895 SPAN=5FT Uniform and partial uniform loads are Ibs per lineal ft. t .� I Plan 1834 SeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 8-2 Date: 7/20116 Selection 3-1/8x 9 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1=5.3 in2 R2=5.3 in (1.5)DL Defl= 0.05 in Recom Camber=0.08 in Data Beam Span 6.0 ft Reaction 1 LL 2190# Reaction 2 LL 2190# Beam Wt per ft 6.83# Reaction 1 TL 3471 # Reaction 2 TL 3471 # Bm Wt Included 41 # Maximum V 3471 # Max Moment 5206'# Max V(Reduced) 2603# TL Max Defl L/240 TL Actual Defl L 1617 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section in' Shear in' TL Defl in LL Defl Actual 42.19 28.13 0.12 0.06 Critical 26.03 16.27 0.30 0.20 Status OK OK OK OK Ratio 62% 58% 39% 31% 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 Loads Uniform LL:730 Uniform TL: 1150 =A Uniform Load A 9 Q / \ R1 =3471 R2=3471 SPAN=6 FT Uniform and partial uniform loads are Ibs per lineal ft. ,, I Plan 1834 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 B-3 Date: 7/20/16 Selection 4x 10 DF-L#2 Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1=2.8 in' R2=2.8 in (1.5)DL Defl= <0.01 in. Data Beam Span 5.25 ft Reaction 1 LL 1365# Reaction 2 LL 13614 Beam Wt per ft 7.87# Reaction 1 TL 1727# Reaction 2 TL 1727# Bm Wt Included 41 # Maximum V 1727# Max Moment 2267'# Max V(Reduced) 1220# TL Max Defl L/240 TLActual 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 0.03 0.02 Critical 25.18 10.16 0.26 0.18 Status OK OK OK OK Ratio 50% 31% 13% 14% 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: 520 Uniform TL: 650 =A Uniform Load A 0 R1 = 1727 R2= 1727 SPAN= 5.25 FT Uniform and partial uniform loads are Ibs per lineal ft. J �f t: Plan 1834 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 B-4 Date: 7/20/16 Selection 4x 12 DF-L#2 Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 1.5 in2 R2= 1.5 in (1.5)DL DO= 0.11 in Data Beam Span 14.0 ft Reaction 1 LL 525# Reaction 2 LL 525# Beam Wt per ft 9.57# Reaction 1 TL 907# Reaction 2 TL 907# Bm Wt Included 134# Maximum V 907# Max Moment 3174 W Max V(Reduced) 786# TL Max Defl L/240 TL Actual Defl L/825 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in') Shear(in') TL Defl(in) LL Defl Actual 73.83 39.38 0.20 0.10 Critical 38.48 6.55 0.70 0.47 Status OK OK OK OK Ratio 52% 17% 29% 21% Fb psi Fv(psi) E(psi x mil Fc (psi) Values Reference Values 900 180 1.6 625 Adiusted Values 990 180 1.6 625 Adiustments CF Size Factor 1.100 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 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL: 75 Uniform TL: 120 =A Uniform Load A R1 =907 R2=907 SPAN= 14 FT Uniform and partial uniform loads are Ibs per lineal ft. ff II f Plan 1834 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 G13-1 Date: 7/20116 Selection 5-1/Sx 15 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1=8.6 inz R2=8.6 in' (1.5)DL Defl= 0.21 in Recom Camber=0.32 in Data Beam Span 16.0 ft Reaction 1 LL 3600# Reaction 2 LL 3600# Beam Wt per ft 18.68# Reaction 1 TL 5589# Reaction 2 TL 5589# Bm Wt Included 299# Maximum V 5589# Max Moment 22358'# Max V(Reduced) 4716# TL Max Defl L/240 TL Actual Defl L/411 LL Max Defl L 1360 LL Actual Defl L/752 Attributes Section(in") Shear(inz) TL Defl(in) LL Defl Actual 192.19 76.88 0.47 0.26 Critical 111.79 29.48 0.80 0.53 Status OK OK OK OK Ratio 58% 38% 58% 48% 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 Loads Uniform LL:450 Uniform TL: 680 =A Uniform Load A 1 R1 =5589 R2=5589 SPAN= 16 FT Uniform and partial uniform loads are lbs per lineal ft. CLIENT: NASH-ASSOCIATES WIND AND 5E15MIG DE516N DATA PROJECT: A It C I I IT I?(.T PER 2015 IBG DATE:._ NAME' WIND DE516N GRITERIA DESIGN PER ASCE 7-10 I. NOMINAL/ULTIMATE WIND SPEED V/asd /Vult 85AIO mph 2. RISK CATEGORY II 1.00 3. WIND EXPOSURE CATEGORY "B" 4. INTERNAL PRESSURE COEFFICIENT +/-55 5. COMPONENTS AND CLADDING DE51GN PRE55URE +/- 16 psf BUILDINGS,STRUCTURES,AND PARTS THEREOF SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH STRENGTH DESIGN,LOAD,AND RESISTANCE FACTOR DESIGN,ALLONABLE 5TRE55 DESIGN,EMPIRICAL DESIGN OR CONVENTIONAL CONSTRUCTION METHODS,AS PERMITTED BY THE APPLICABLE MATERIAL CHAPTER,SECTION 1604.1 BUILDINGS,STRUCTURES,AND PARTS THEREOF,SHALL BE DESIGNED TO WITHSTAND WIND LOADS AS DEFINED IN SECTION 160cl AND ASGE 1-10 SIMPLIFIED METHOD TO BE USED FOR HIND DESIGN PER ASCE 1-10,SECTION 2-15 (BUILDING HE16HT 15 LE55 THAN 160 FEET) 110 MPH ULTIMATE WIND SPEED USE IQ.6 P51F PER TABLE 27.6.1 "EXPOSURE B" WOOD DESIGN PER SECTIONS 2304-2306. STRUCTURES USING WOOD SHEAR WALLS AND DIAPHRAGMS TO RE515T WIND,SEISMIC,AND ALL OTHER LATERAL LOADS SHALL BE DE516NED AND GONSTRUGTED IN ACCORDANCE WITH AF d PA 5DPH5 AND PROVISIONS OF SECTIONS 2305-2306 5EISMIG DE516N DATA DESIGN PER ASCE 1-10/SECTION 1615 I. SEISMIC IMPORTANCE FACTOR Is IAO 2.SHORT PERIOD ACCELERATION 55 1.66 'see footnote at bottom of page 3. 1 SECOND ACCELERATION 51 0.748 "see footnote at bottom of page 4.SITE CLASS D (default class per IBG) 5. SPECTRAL RESPONSE C0EFFICENT 5za OA"I2 •see footnote at bottom of page 6. SPECTRAL RESPONSE COEFFICIENT 501 0.148 Osee footnote at bottom of page "1. 5EISMIG DESIGN CATE60RY D 8. SEISMIC FORGE RESISTING SYSTEM PLYWOOD SHEAR WALLS a.DESIGN BASE SHEAR (see seismic calculations) 10. SEISMIC RESPONSE COEFFICIENT Cs 0.13 II.RESPONSE MODIFICATION FACTOR R 65 12. ANALYSIS PROCEDURE EQUIVALENT LATERAL FORGE 13. RISK CATEGORY II THE ANCHORAGE OF WALLS SUPPORTING GON5TRUCTION SHALL BE BE DESIGNED IN ACCORDANCE WITH ASGE'1-10,SECTION 12.11.2 IN STRUCTURES ASSIGNED TO SEI5MIG DESIGN CATEGORY C-F,COLLECTOR ELEMENTS AND THEIR CONNECTIONS TO VERTICAL ELEMENTS SHALL BE DESIGNED TO RESIST MAXIMUM EFFECTS AS SPECIFIED IN ASCE T-10,SECTION 12.10.2.1 BASE SHEAR V= (P 505/R) W ANCHOR BOLTS 5/8" DIA X 10",A30'1 OR BETTER H/"1" MIN. EMBEDMENT.V= 1104#/BOLT PER U565,THE MAXIMUM 51 IN THE STATE OF WASHINGTON 15 0.748. ALL SEISMIC DE51614 VALUES USED IN TH15 ANALY515 ARE BASED UPON THIS NUMBER. SINGE S,15 LE55 THAN 0.75,THEN USE SEISMIC CATEGORY D IF RISK CATEGORY 15 I, 11,OR III 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM T �9 _� � ( i i i ' i i i i i i i i - -- � � � � N - �S L Q. till El .9 " V I I � I I I I I i I I I I I � I I � I I � I I � CC'S VIS k N Ll 1 O � C N k � r N � v s N LATERAL CALCULATIONS CLIENT: 11 NMH t ASSOQATES WIND WORKSHEET PROJECT: n U"11 1 T L C T s DATE: W MPHA10 MPH= NOMINALALTIMATP WIND SPEED NAME: 19b P5F FRONT ELEVATION LEFT ELEVATION _REAR ELEVATION RIGHT ELEVATION LOCATION TOTAL SHEAR FORCE 0) SHEAR UNIT SHEAR W x H x (see chart for wind pressure WALL SHEAR WALL 41 specified height) LENGTH (ft) (#/ft) TYPE /LEI l7,rXau�C, � Zv,O 02,rxc, xc ef,6 14 J Zr3 3007 0 C 1 �XG Xr a, ro C(7t r arcs Xl 4?t 6 Z 13 coo — 6 � 0037 �, sX cc 4-308� 6<-7y 6z Z8 U 191-q rk�x/ Ff 6 -f- 308 7 (4 r-7 cl .3 / 76 P/— 6 �r ►3 (L-7-r r-ka X(C, C 00 3 11644 N.E. 80th St. Kirkland, WA 98033 (425) 028-4117 Fax (425) 822-1918 WWW.NASH—ARCHITECTS.COM J I CLIENT: NASH-ASSOQAMS SEISMIC ANALYSIS PROJECT: KCx1TECTS DATE- NAME- Weight of Building: Roof Assembly- Asphalt Shingles - 2.00#/ft Cedar Shakes - 2.25#/ft Tile - 9.50#/ft Felt - 0.15 #/ft Felt - 0.15 #/ft Felt - 0.15 #/ft 1/2" Plywood - 1.50 #/ft 1/2" Plywood - 1.50 #/ft 1/2" Plywood - 1.50 #/ft Trusses Q� 24" o.c. - 1.75 #/ft Trusses ® 24" o.c. - 1.75 #/ft Trusses A 24" o.c. - 1.75 #/ft R-38 Insulation - 2.35#/ft R-30 Insulation - 2.25#/ft R-30 Insulation - 2.26#/ft 1/2" GWB Ceiling - 2.00#/ft 1/2" GWB Ceiling - 2.00#/ft 1/2" GWB Ceiling - 2.00#/ft Total 9.75#/ft Total 9.90#/ft Total 17.90#/ft Use 10.00#/ft Use 10.00#/ft Use 18.00#/ft lot & 2nd Floor Assembly. Carpet / Pad - 0.50#/ft Hardwood - 2.50#/ft 3/4' T&C Plywood - 2.50#/ft 3/4" T&G Plywood - 2.50 /ft 2x10 ® 16" 0.0. - 2.30#/ft 2xd0 ® 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 hall 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 11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 622-1918 WWW.NASH-ARCHITECTS.COM . i CLIENT: NASH&MOQATES SEISMIC ANALYSIS PROJECT \RCIIITECTS DATE: NAME. 2 SEISMIC: V = (C.) (Adl) (Plywood) 2nd Level: Roof: (Asphalt / Cedar Shake) 10#/ft X ' IS 7 sf = 70 or ('Pile) 18#/ft X _sf =_ Exterior halls: L x 10#/sf x 1/2 (h) 1149 y(v k "1 f�9 D6 (E2) Interior Walls: L x 8#/sf x 1/2 (h) /SvxS-)ram( - TOTAL• = 2 r 7 b let Level• Roof: (1st Floor Roof) 10#/ft X sf = 2nd Floor. 10#/ft X //)4__��sf = Exterior Walls: (E2) + L x 10#/sf x 1/2 (h) fGoo� I ko wo fiu, f I/ 9vd (El) Interior Walls: (1 0 + L rx 8#/sf x 1/2 (h) I-000 TOTAL =C45 Basement: 1st Floor. 10#/ft X of a Exterior halls: (E1) + L x 10#/sf x 1/2 (h) Interior Walls: (I1) + L x 8#/sf x 1/2 (h) TOTAL• 11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 WWW.NASH—ARCHITECTS.COM i CLIENT: -:! NASH&MOC'ATES SEISMIC ANALYSIS PROJECZ`. ARCHITECTS DATE: NAME: 3 BASE SHEAR: BASE SHEAR V- (F SVS/R)w V= F 012J/65= .14q LEVEL 2: Wdl <<�u y x 0.149 = 7/`Z LEVEL 1: Wdl 301 -I # x 0.149 = TOTAL Wdl 1 Z # x 0.149 = (V) Level Dead Load He ht Moment Shear ® St or (W L) (h� (Wdl)(h) Fx = [(Wdl)(h)f v Remarks (Wdl)(h) 7j(I� ($ 3gK, 7C-11 �� 8 2 3� Z &q Z. ql(4 301 3oH 3 (-7 i 6y8,2 L Total 11644 N.E. 80th SL Kirkland, AA 98033 (425) 828-4117 Fax (425) 822-1918 WWW.NASH—ARCHITECTS.COM I NASH tMAMTES CLIENT =I A,t('11 ,'1*k CT'S SEISMIC ANALYSIS PROJECT: DATE: NAME: 4 92 cy s �' OOw •� s S 0 � F N � s E- �x Qr N � 1 N >�v c� M M N n w cv N N N Fpp ti ti N N M cr: c� M xO 45 N N ♦Y v s' 1 _ W z N wa ?WW � N N N ` `• �-7 3...11844 N.E. 80th 3t Kirkland, RA 98033 (425) 828-4117 Fax (425) 822-1918 �y � Wl'lW.NASH-ARCHITECTS.COM CUE" NASH-ASSOMTFS SEISMIC ANALYSIS PROJECT: A itciivrCC7,S DATE- NAME. 5 Redundancy Factor (p): 1. Maximum allowable wall shear for p<=1 Vumax = (2)(Vaccstory)/Ab 1/2 r 3S' 2. Maximum actual shear Vmax = Largest seismic wall shear , uar 3IL4 3. p = 2—[2(Vaccstory)AVumax)(Ab 1/2) z - 2C-Mb ,u( 3r) D� Guvb-� 11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 WWW.NASH-ARCHITECTS.COM Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information Plan 1834 This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed.In addition,based on the size of the structure,the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative Date All Climate Zones IR=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" 49J 0.026 Wood Frame Wall9°'" 21 int 0.056 Mass Wall R-Value' 21/217' 0.056 Floor 37 0.029 Below Grade Wall" 10/15/21 int+TB 0.042 Slab R-Value 8 Depth 10,2 ft n/a "Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Each dwelling unit In a residential building shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1.Small Dwelling Unit: 1.5 credits ❑ Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet, 02.Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in 41 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) la Efficient Building Envelope la 0.5 1b Effibent Building Envelope lb 1.0 1c Efficient Building Envelope 1c 2.0 ❑ 1d Efficient Building Envelope 1d 0.5 ❑ 2a Air Leakage Control and Efficient Ventilation 2a 0.5 ❑ 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 ❑ 3a High Efficiency HVAC 3a 1.0 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 Q 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 JEfficient Water Heating 5d 0.5 ❑ 6 IRenewable Electric Energy 0,5 "1200 kwh 0.0 Total Credits 3.50 *Please refer to Table R406.2 for complete option descriptions Table R402.1.1 Footnotes For SI: 1 foot.=304.8 mm,ci.=continuous insulation, int.=intermediate framing. a R-values are minimums. U-factors and SHGC are maximums.When insulation is installed in a cavity which is less than the label or design thickness of the insulation,the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. b The fenestration U-factor column excludes skylights.The SHGC column applies to all glazed fenestration. `1110/15/21.+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. °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. e. Reserved. f 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. • fl Window, Skylight and Door Schedule Project Information Contact Information Plan 1834 Width Height Ref. U-factor Qt. Feet Inch Feet Inch Area UA Exempt Swinging Door(24 sq. ft. max.) F 0.0 0.00 Exempt Glazed Fenestration (15 sq. ft. max.) 0.0 0.00 Vertical Fenestration (Windows and doors) Component Width Height Description Ref. U-factor Qt. Feet Inch Feet Inch Area UA House to Garage Door 0.30 1 2 6 " 17.8 5.33 Entry Door 0.30 1 3 6 tl 20.0 6.00 Vinyl Frame Window 0.30 3 3 5 45.0 13.50 0.30 3 5 5 75.0 22.50 0.30 1 6 6 "' 41.01 12.30 0.30 3 2 12 12.0 3.60 0.30 1 3 14 b 13.5 4.05 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.01 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.01 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.01 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 o.0 0.00 R-i o.0 0.00 o.0 0.00 Sum of Vertical Fenestration Area and UA 1 224.31 67.28 Vertical Fenestration Area Weighted U=UA/Area 0.30 Overhead Glazing(Skylights) Component Width Height Description Ref. U-factor Qt. Feet inch Feet inch Area UA 0.01 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.01 0.00 Sum of Overhead Glazing Area and UA 0.01 0.00 Overhead Glazing Area Weighted U=UA/Area 1 0.00 Total Sum of Fenestration Area and UA (for heating system sizing calculations) 1 224.3 67.28 Simple Heating System Size:Washington State This healing syslarL sizing calculator is(used on the Proscriptive Renuirements of the 2015 Washinalon State Energy Code IWSECI and ACCA Manuals J and S.This calculator will calculate healing loads only,A..A procedures for sizing coolino systems should be user;(to determine cooling loads, The glazing(window)and door portion of this calculator assumes the installed glazing and door products have an area weighted average U-factor of 0 30 The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2015 WSEC. Please fill out all of the green drop-downs and boxes that are applicable to your project-As you make selections in the drop-downs for each section,some values will be calculated for you.If you do not see the selection you need In the drop-down options,please call the W SU Energy Extension Program at (300)956-2042 for assistance Proract Information Contact Information Plan 1834 Heatina System Type: O All otmer systems Q Heat Pump To see detailed instructions for each section,place your cursor on the word"Instructions". Deslan Temperature Instructions - - — — Design Temperature Difference(AT) 51 1 Puyallup A r=Indoor f 70 rlayraesJ-Ouldnnr Oesiyn inmp Area of Buildlna Conditioned Floor Area Instructions Conditioned Floor Area(sq ft) 1.834 Average Ceiling Height Conditioned Volume Instructions Average Ceiling Height(it) B.81 16,139 Glazing and Qoors u-Factor X Area = UA Instructions 030 224 6720 Skyliahts U-Factor X Area UA Instructions 0.50 - Insulation Attic U-Factor X Area - UA Instructions 1 R99 0.026 1.157 30.08 Single Rafter or Joist Vaulted Ceilings U-Factor X Area UA Instructions 1 ;set q uMUG V No selection ... Above Grade Walls raee Figure 11 U-Factor X Area UA Instructions Im ft-21 Intermediate W 0.056 F 2,100 117.60 Floors U•Faclor X Area UA Instructions ki --� 0.029 1,157 33.55 R•30 � Below Grade Walls(seeFipurs p U-Factor X Area UA Instructions Select R-value �� NO SeIBChOn --- Slab Below Grade tsee waunr o F-Factor X Longlh UA Instructionshi -Se No selection Lf -11 Select 0011�tlanlne �� ... Slab on Grade fre.Fieure fj F-Factor X Lon th 1 UA Instructions No Slab on Grade in this project, ► '"- _ _ Location of Ducts` Instructions Duct Leakage Coefficient f Condllimied Space 1.00 Sum of UA 24844 Envelope Heat Load 12,670 Btu/Hour Figure 1. SumafiJAX1T Air Leakage Heat Load 8,889 Btu/Hour volumeX 0.6XAI X ola ^a�"<r;,�4• Building Design Heat Load 21.560 Btu I Hour Air Leaknge�Envelopo Hear Loss Building and Duct Heat Load 21,550 Btu/Ilour Ducas in unconditioned spacer Sun)of bwkllay Heal Loss X 1 10 Duols,n conditioned space:Sum of budding Heat Loss X 1 Maximum Heat Equipment Output 30,184 Btu I Hour budding and Ducf Heal i ass X 1.40 for Forced Air Fumece building and Ducf I teal Loss X f 25 for Heul Pump (o�/orpa) �. �� - _ - _ ��.:,,. _._ _- _ -- � .� :� - - — - -- � __�.==ter= �. - s :tl 33-OB-00 , 1-04-00 7-08-00 26-00-00 LAYOUT 24"O.C. rr {I Ay B01 PN I H \ 03 00 N L Op n$ O O n� °i °o t° B02 3 o � o C C c N ` A05 1p O O O V ^W b A04 3 ADS 0 0 N 0 o MUS26 o MUS26 p N b H O CD n MUS2 — Mu826 A02(10) 0 0 00 /1 MUS26 Ym� N W MUS N us26 a S MUS26 OO N O MUS26 A01 0 0 6-00-00 29-00-00 35-00-00 cn c O�� rn = 00;0 p C: _ �C o x N N gn Z Ob! Z O/A 0 =Z M wn _� En v< Om�W 0OZ . � OO � coZ Z N Nm C) A A o0-0MN o 2a 'O 0 c w _ � OJ OM m N c o m Received xC)i �� C � N �- o 09;uM ommm °' APR 20 2017 0. m .Z1 0 O N P �'' Arlington, 67th Ave 82 Th.15 A RUS Pd.ip EN D dMd..I ONLY. Arlinp tone WA 98223 rn«. m«I. a«ig..e w .e ien.l builai.g b nip.nub b 6e in<.rynrabd inl.Ine buildinggdwign Phone: 1-360-925-4155 m.rp ire.�n..r m.bnedmg u«ien« S.m. o,ebinn.l a«ig..n..n r.r e..b wr.d«ig.id.,FW H n Riitar v'ri'nv m Lmdbes ri%g.ne.eiowp fD.t.-IhL.e—.,W.aynr.di ba Mcm..0 1pawunpmwe.n rtgrx Th Nc.beco r.br<«u wiI.pnftu.clmu.gdi bindiglomi tyhig nenreN.hnu 11 Pnmble fm wpn dmu b—g.fLHomes /14/1609:11:39 Gregory Park-1934 A Grays Larry Livingston B1605555 ug 4eec d«ip, Pu.gc 1 g idd—rcgudi.g 6 ,58 �.'OnVri.�.a.bl. 6om N. Puh limb,3gb Im3 D .Drivc; s" Arlington,WA nlae. x1 53 e3nv �'t ti', . �'. ,� -;� MiTek MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: B1605555 1834 A Plan Grays The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by ProBuild West(Arlington, WA). Pages or sheets covered by this seal: K2576747 thru K2576756 My license renewal date for the state of Washington is May 16,2017. Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. L rOT+ R 51398 Oct o•�FS�crs7�Re Gti November 14,2016 Baxter,David J IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions(s)identified and that the designs comply with ANSI/TPI 1.These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek.Any project specific information included is for MiTek's customer's file reference purpose only,and was not taken into account in the preparation of these designs.MiTek has not independently verified the applicability of the design parameters or the designs for any particular building.Before use,the building designer should verify applicability of the design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. ��i ,� Job Truss Truss Type City Ply 1834 A Plan Grays K2576747 61605555 A01 GABLE 1 1 ob Refere tional `. ProBuild Arlington, Arlington,WA 98223 7-640 s Sep 29 2015 MiTek Industries,Inc. Mon Nov 14 15:00:15 2016 Page 1 ID:SdMazmgnLgfILM8Fzd567?yCLAI-weEcLDXTTBZie?tub1 N?gmQVQc?IbStlxhgLnlyJDME 1-QO 15-10-0 1&10-0 Scale=1:59.1 4x4= 9 8 10 5.00 12 7 11 g 12 5 13 r 4 14 3 15 2 16 14 3x4= 30 29 28 27 26 25 24 23 22 21 20 19 18 17 3x4= 3x6= r 33.8.0 33.8-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 029 Vert(LL) -0.00 1 n/r 120 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 014 Vert(CT) 0.01 1 n/r 120 BCLL 0 0 ' Rep Stress Incr YES WB 013 Horz(CT) 0.00 16 n/a n/a BCDL 80 Cade IRC20151TPI2014 (Matrix) Weight:146 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud/Stcl MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Install lion uide. REACTIONS. All bearings 33-8-0. (lb)- Max Horz 2=93(LC 8) Max Uplift All uplift 100 lb or less at joint(s)2,24,26,27,28,29,30,22,21,20,19,18,17 Max Grav All reactions 250 lb or less at joint(s)16,23,24,26,27,28,29,22,21,20,19.18 except 2=252(LC 1).30=416(LC 19),17=434(LC 20) FORCES. (lb)-Max.Comp./Max.Ten -All forces 250(lb)or less except when shown WEBS 3-30=-319/90,15-17=-336/95 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat 11;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1 60 plate grip DOL=1 60 3)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 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 8)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,24,28,27,28,29, n 30 22,21,20,19,18,17 ,1� O�WAS �fJ 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. J 51398 q1� �s40 AL�� November 14,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev.10/03/2015 BEFORE USE. ' Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the appllcabiiity of design parameters and properly incorporate[his design Into the overall building design Bracing Indicated is to prevent buckling of indlvldual 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 ANSIITPN quality Criteria,DSB-09 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suide 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type City Ply 1834 A Plan Grays K2576748 B1605555 A02 Common 10 1 ob Reference lio al ProBuild Arlington, Arlington,WA 98223 7,640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 15:00:16 2016 Page 1 I D:SdMazmgnLgfILM8Fzd567?yCLAI-Oro_YZY5EVhZF9S58luEMycVOCOKINAALavJJyJDM D ,IMr 11.:�-10 t8.10-0 97.4.9 �a.4.0 �8.78 1-0-0 5-9-13 5-5-13 5-6-8 5-&6 5-11-10 0.3.8 Scale=1:50.0 4x4 5 5.00 12 3x4 3x4 4 6 2x4 4x6 3 7 a 2 N �i 12 11 9 3x6 — 10 _ 8 3x4= 3x6= 3x8= 3x6 2x4 I� r. -0 9 1b3.10 16110�I] 24.7.7 2R.7-8 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 0.52 Vert(LL) -0.19 2-12 >999 240 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 072 Vert(CT) -0.39 2-12 >879 180 BCLL 0.0 " Rep Stress Incr YES WB 082 Horz(CT) 0.08 8 n/a n/a BCDL 8.0 Code IRC2015rrPI2014 (Matrix) Weight:119 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No 2 TOP CHORD Structural wood sheathing directly applied or 3-0-4 oc purlins, except BOT CHORD 2x4 HF No 2 end verticals. WEBS 2x4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing - MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Instaligto n auide. REACTIONS. (lb/size) 2=1303/0-5-8,8=1213/Mechanical Max Horz 2=98(LC 12) Max Uplift2=-61(LC 8),8=-20(LC 9) FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown TOP CHORD 2-3=-2524/122,3-4=-2169/85,4-5=-1383/71,5-6=-1386/83,6-7=-1205/21, 7-8=1191/27 BOT CHORD 2-12=-155/2249,11-12=-65/1757,10-11=-65/1757,9-10=-19/1268 WEBS 5-10=-31659,4-10=-744/116,4-12=0/431,3-12=-393/120,6-9=-518/56,7-9=0/1146 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind:ASCE 7-10,VuIt=11Omph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4 8psf;h=25ft;Cat ll;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)"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 5)Refer to girder(s)for truss to truss connections 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s)2,8 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. RWLL W e'�f� O Ilk) 51398� .,, GISTV �S% ALE�G November 14,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE INII.74T3 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabricallon,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB49 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 IN Lee Street,Suite 312.Alexandra,VA 22314. Corona,CA 92880 Job Truss Truss Type City IPIy 1834 A Plan Grays K2576749 B1605555 A03 COMMON 1 1 _ [Job Referencei I ProBuild Arlington, Arlington,WA 96223 7 640 s Sep 29 2015 MiTek Industries,Inc. Mon Nov 14 15:00:16 2016 Page 1 ID:SdMazmgnLgfILMBFzd567?yCLAI-Oro_YZY5EVhZF9S58luEMyc?OD?KjpAALavJJyJ DMD b9.12 14}0 5-9-12 5-514 5-6-6 5-Cr6 5-5-14 5-9-12 Scale=1:59.1 4x4= 5 5.00 12 3x6 3x6 4 6 2x4 2x4 i 3 7 _ 2 8 1 Id 13 12 3x6= 11 3x4= 3x6= 3x4= 3x6= 3x10= 10 9 I 1&to.0 -L8 I 24.7.8 1 93.E-0 941-B 7.9.8 5.g8 2A-C 9.0-a LOADING(psi) SPACING- 2-0-0 CSI. DEFL, In (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.56 Vert(LL) -0 19 8-9 >574 240 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.65 Vert(CT) -0.35 8-9 >310 180 BCLL 0.0 " Rep Stress Incr YES WB 0.92 Horz(CT) 0.04 10 n/a n/a BCDL 8.0 Code IRC2015rTP12014 (Matrix) Weight:128 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-5 oc purlins BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 HF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 11-6-0 except(jt=length)2=0-5-8,10=0-5-8. (lb)- Max Horz 2=93(LC 8) Max Uplift All uplift 100 lb or less at joint(s)8,2,9 Max Grav All reactions 250 lb or less at joint(s)8,10 except 2=1024(LC 1),9=1835(LC 1) FORCES. (lb)-Max.Comp./Max Ten -All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1839/114,3-4=-1474/77,4-5=-667/65,5-6=-667/77,6-7=-33/829,7-8=-39/470 BOT CHORD 2-13=-144/1623,12-13=-54/1107,11-12=-54/1107,8-9=-405/43 WEBS 6-1 1=-1 51751,6-9=-1556/69,7-9=-487/129,4-11=-755/114,4-13=0/449,3-13=-406/120 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind:ASCE 7-10;Vult=11 Omph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4 8psf;h=25ft;Cat Il;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1 60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)"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. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8,2,9 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss It ♦9 F WAS �f A 51398 �`� is Rti° �sStONAL November 14,2016 A WARNING-Verlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with IvITek®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 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 ANSIITP11 Quality Criteria,DSB.89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1834 A Plan Grays K2576750 B1605555 A04 Common 3 1 ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Nov 14 15:00:17 2016 Page 1 ID:SdMazmgnLgfILMBFzd567?yCLAI-t1 LMmvZj?opQtJ1 HISPTVBVnhQW?3ChJP?JSslyJDMC it"- 6 a12 1t s to 1&1aD as 4 e 2710 4 ' n D Aa-n 1 5-312 5-5-14 5t 5-E6 5-5-14 5-9-12 1-0-0 Scale=1:58,6 4x4= 5 5.00 12 3x4% 3x4 4 6 2x4 2x4 i 3 7 1 2 8 ¢I g I$ 13 12 10 3x8= 11 3x8= 3x4= 3x6= 3x8= 3x4= e o e l 1a1ao 94-7-a �3 a•o a-aa 7.a9 7.aa s.aa Plate Offsets(X.Y)— 12:0 b 2.0 1 8�,j8:0.4 2.0 1-Bt 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 0.56 Vert(LL) -0.22 11 >999 240 MT20 1851148 TCDL 10.0 Lumber DOL 1.15 BC 0.80 Vert(CT) -0.43 8-10 >933 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.81 Horz(CT) 0.15 8 n/a n/a BCDL 8.0 Code IRC2015(TP12014 (Matrix) Weight:130 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-9 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation nuide. REACTIONS. (lb/size) 2=1514/0-5-8,8=1514/0-5-8 Max Horz 2=-89(LC 9) Max Uplift2=-57(LC 8),8=-57(LC 9) FORCES. (lb)-Max Comp./Max Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3046/111,3-4=-2698/74,4-5=-1921/74,5-6=-1921/74,6-7=-2698/74, 7-8=-3046/111 BOT CHORD 2-13=-136/2726,12-13=-46/2249,11-12=-46/2249,10-11=0/2249,8-10=-48/2726 WEBS 5-11=0/1060,6-11=-741/115,6-10=0/430,7-10=-385/120,4-11=-741/115,4-13=0/430, 3-13=-385/120 NOTES. 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=11 Omph(3-second gust)Vasd=87mph;TCDL=6 Opsf;BCDL=4 8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'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. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,8 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss BRILL 0 WAS�y�� -t) 51398 0A AQISTER� �SS"ONALE�G1 November 14,2016 A 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 property incorporate this design into the overall Wd' bullding design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing Mirek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 _ _ _ _ t Job Truss Truss Type City Ply 1834 A Plan Grays K2576751 81605555 A05 FINK 1 1 bRfern lin ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Nov 14 15:00:1 B 2016 Page 1 ID:SdMazmgnLgfILM8Fzd567?yCLAI-LDvkzFaLm6xHVTcTGAwiSP2vLgsuonATef3?OByJDMB 10"4 T7-2--?-2 I 15.0.0 1tL1d0 r16.10.11 33.8.0 . 2 5-914 3-10-0 2-0.11 149-5 1.0.0 L Scale=1:61.0 4x4= 7 5x8= 5 5.00 F12 4 10 12 14 3 9 16 17 3x4= 18 3x6 25 19 -I1 2 21 I� d US= 28 27 26 3x6 20 3x4= US= 3x4= 24 23 22 ta-o-A _ 26.0-0 9-11-15 &0.10 Plale0ffm1s(X.Y1— I4:(}3.14.Edgel.119:0.6.8.0-1-8J 119:0.0.0.0.0-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1 15 TC 0.76 Vert(LL) -0.30 2-28 >999 240 MT20 185/148 TCDL 100 Lumber COL 1.15 BC 082 Vert(CT) -0.59 2-28 >520 180 BCLL &0 ' Rep Stress Incr YES WB 029 Horz(CT) 0.08 20 n/a n/a BCDL 8.0 Code IRC2015f rP12014 (Matrix) Weight:163 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF N0.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins 4-25:2x6 DF 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):8,9,13 WEBS 2x4 HF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. All bearings 8-1-8 except(jt=length)2=0-5-8,25=0-5-8,25=0-5-8 (lb)- Max Horz 2=89(LC 8) Max Uplift All uplift 100 lb or less at joint(s)2,23,22,25 except 24=-182(LC 3) Max Grav All reactions 250 lb or less at joint(s)23,22 except 2=1199(LC 1). 20=257(LC 1),25=1312(LC 1),25=1312(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown TOP CHORD 2-3=-2191/113,3-4=1830/91,7-10=-251/47,19-20=-250/0,4-6=-1388/52, 6-8=-1411/63,8-9=-1444/61,9-11=-1552/66,11-13=-1652/74,13-15=-1668/77, 15-25=-1774/89 BOT CHORD 2-28=-128/1933,27-28=-20/1325,26-27=-20/1325,25-26=0/1681 WEBS 3-28=-470/138,9-26=-311/81,4-28=-221561,4-26=0/372,1 0-1 1=-2 6917 8 NOTES. 1)Unbalanced roof live loads have been considered for this design 2)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=6 Opsf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1 60 3)All plates are 2x4 MT20 unless otherwise indicated 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ���GG�R1LL 5)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will wAsj�Bq,�, fit between the bottom chord and any other members. J F `i' '6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,23,22,25 except Qt=lb)24=182. O 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. -8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord y070 �P 51398 •,� QrS1g� ' s4.1 NAL'G�G November 14,2016 A WARNING-Verlly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing Indicated is to prevent buckling of indvdual truss web and/or chord members only Additional temporary and permanent bracing Mire k I always required for stability and to prevent collapse with possible personal injury and properly damage For general guidance regarding the fabrlcatlon,storage,delivery,erection and bracing of trusses and truss systems,see ANSlrrPN quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qly JPly F183R4 A Plan Grays K2576752 B1605555 B01 Common Supported Gable 1 1 J job Reference ti ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 1415:00:19 2016 Page 1 I D:SdMazmgnLgfILMBFzd567?yCLAI-pPT6BbazXQ386cAfgtRx_caEeDOAXHicsJoZweyJDMA n� S3.O.Q 26f1.t1 r27.0.0r 13-0-0 13-0-0 1 ao Scale=1:46.1 4x4= B 7 9 5oo 12 6 10 5 11 4 12 3 13 �I1 2 1a 15 I t 3x4= 27 26 25 24 23 22 21 20 19 18 17 16 3x4= 3xB= I. 28-0.0 2&OA LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0-08 Vert(LL) 000 14 n/r 120 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 005 Vert(CT) 0.00 15 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 007 Horz(CT) 0.00 14 n/a n/a BCDL 8.0 Code IRC2015/TPI2014 (Matrix) Weight:103 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide, REACTIONS. All bearings 26-0-0 (lb)- Max Horz 2=70(LC 8) Max Uplift All uplift 100 lb or less at joint(s)2,22,24,25,26,27,20,19,18.17,16,14 Max Grav All reactions 250 lb or less at joint(s)2,21,22,24,25,26,27,20,19,18,17,16,14 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=6 Opsf;BCDL=4 8psf;h=25ft;Cat.Il;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1 60 3)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. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 8)"This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joints)2,22,24,25,26.27, 20,19,18,17,16,14 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2,14. r�WAS 8 7J•11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss A f !� tiP C�0 10�o 51398 CiSTER ' `PS fONALENG November 14,2016 ,&WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verily 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 ANSUTPII quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle safety Information available from Truss Plate Institute,218 N Lee Street,Suikl 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Cly Ply 1834 A Plan Grays K2576753 B1605555 B02 Common 3 1 ob Fof fence Tonal ProBuild Arlington, Arlington,WA 98223 7-640 s Sep 29 2015 MiTek Industries,Inc. Mon Nov 14 15:00:20 2016 Page 1 ID:SdMazmgnLgfILMBFzd567?yCLAI-Hc1 VOxbbljB?kmisNayAXg7FFdYCGhdm5zY6T4yJDM9 F,-n.0 7-2A 131.0.0 18.9.12 I 2&a0 nZ4D{ 1-0-0 7-2-4 5-312 5-9-12 7-2-4 1-0-0 Scale=1:46 0 4x4= 4 5.00 12 2x4\\ 2x4 3 5 d 2 6 9 6 _ 3x6— 5x8= 3x4 = 3x6 i 10.0.0 j 18-0.0 1 a0-0 6-0-0 1 a0-0 Plate Offsets(X Y)-- 19,0-4.o.0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 250 Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.31 2-9 >977 240 MT20 185/148 TCDL 10-0 Lumber DOL 1.15 BC 0.83 Vert(CT) -0.62 2-9 >498 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.29 Horz(CT) 0.08 6 n/a n/a BCDL 8 0 Code IRC2015rrP12014 (Matrix) Weight:89 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No,2 TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEBS 2x4 HF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide- REACTIONS. (lb/size) 2=1184/0-5-8,6=1184/0-5-8 Max Horz 2=70(LC 8) Max Uplift2=-47(LC 8),6=-47(LC 9) FORCES. (lb)-Max.Comp/Max Ten -All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2155/86,3-4=-1790/62,4-5=-1790/62,5-6=-2155/86 BOT CHORD 2-9=-84/1901,8-9=0/1301,6-8=-15/1901 WEBS 4-8=-31/565,5-8=-496/143,4-9=-30/565,3-9=-496/143 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat Il;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1 60 plate grip DOL=1 60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)"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. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,6. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss 10"aL 6 AV of wAskr�` � 51398 FQ/STBR� ' SSI�NAL November 14,2016 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with 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 ANSIrrPlt Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suilo 312,Alexandria,VA 22314. Corona,CA 92860 Job Truss Truss Type oty Ply 1834 A Plan Grays K2576754 B1605555 C01 Common Supported Gable 1 1 Job Reference tional ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 15:00:20 2016 Page 1 ID:SdMazmgnLgfILMBFzd567?yCLAI-Hc1 VOxbblj B?kmisNayAXg7NOdjKGlgm5zY6T4yJDM9 r.1.0.0_ 7D.6D 21-D.O t 92,Mn 1-0-0 10-6-0 10-6-0 1-0-0 i • Scale=1:37.8 4x4= 6 5 7 5 00 F2 4 8 3 9 2 10 h18 11 Io 3x4= 19 18 17 16 15 14 13 12 3x4= US= I _ _ 21.mn 21.0.0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) 0.01 11 n/r 120 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.12 Vert(CT) 0.02 11 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(CT) 000 10 n/a n/a BCDL 8.0 Code IRC2015/rP12014 (Matrix) Weight:76 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. OTHERS 2x4 HF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Instatlauon aide. REACTIONS. All bearings 21-0-0 (lb)- Max Horz 2=57(LC 8) Max Uplift All uplift 100 lb or less at joint(s)2,16,18,19,14,13,12,10 Max Grav All reactions 250 lb or less at joint(s)2,15,16,18,14,13.10 except 19=382(LC 19),12=382(LC 20) FORCES. (lb)-Max Comp./Max.Ten -All forces 250(lb)or less except when shown WEBS 3-19=-293/82,9-12=-293/82 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=6 Opsf;BCDL=4 8psf;h=25ft;Cat ll;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1 60 plate grip DOL=1.60 3)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 4)All plates are 2x4 MT20 unless otherwise indicated 5)Gable requires continuous bottom chord bearing 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 8)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,16,18,19,14,13, Ll 12,10 O WAS, `7), 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. J � 'W � alp 51398� � QISTBR �SsI�NALe�� November 14,2016 A INARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors,This design is based only upon parameters shown,and Is for an IndIvldual 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 ANSIrrPN quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Informatlon available from Truss Plate Institute,218 N.Lee Street,Suits 312,Alexandra,VA 22314. Corona,CA 92880 Job r Truss Truss Type Qty Ply 1834 A Plan Grays K2576755 iB1605555 CO2 Common 2 1 - Job Referenceo tional ProBuild Arlington, Arlinglon,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Nov 14 15:00:21 2016 Page 1 ID:SdMazmgnLgfILMBFzd567?yC LAI-IobtcGcD21 JSMW K2xlUP31 gVL1 yM?9fvKdHg?WyJDM8 5.5.13 10.4.8 } 1&2.15 r 20.8.12 i 5-5-13 4-10-9 4-10-9 5-5-13 Scale=1:35-0 44= 3 5-00 12 2x4 \\ 2x4 2 4 1 5 I Id 7 6 3x4= 5x8= 3x4= 3x4= r 7-&B _ 7$8 5-7-11 7-6-8 Plate Offsets(X.)(1— (7:0-"z-3-01 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1 15 TC 0.39 Vert(LL) -0 11 5-6 >999 240 MT20 185/148 TCDL 10.0 Lumber DOL 1 15 BC 0.51 Vert(CT) -0 23 5-6 >999 180 BCLL 0.0 " Rep Stress Incr YES WB 0.24 Horz(CT) 005 5 n/a n/a BCDL 8.0 Code IRC2015/TPI2014 (Matrix) Weight:69 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No 2 TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc purlins BOT CHORD 2x4 HF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEBS 2x4 HF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation Guide. REACTIONS. (lb/size) 1=877/0-3-14,5=877/0-3-14 Max Horz 1=53(LC 8) Max Uplift/=-26(LC 8),5=-26(LC 9) FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown TOP CHORD 1-2=-1711/71,2-3=-1456155,3-4=-1456/55,4-5=-1711/71 BOT CHORD 1-7=-75/1520,6-7=0/1031,5-6=-23/1520 WEBS 3-6=-25/466,4-6=-379/116,3-7=-25/466,2-7=-379/116 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=6 Opsf;BCDL=4.8psf;h=25ft;Cat.Il;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber D0L=1 60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)"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 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,5. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �,RRILL 6 51398 A CIS7'ER �sSt�MALE�G November 14,2016 A WARNING-Vwffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev.10/03/2015 BEFORE USE. ' Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 01 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 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Oty Ply 1834 A Plan Grays K2576756 B1605555 CO3 COMMON GIRDER 1 _ I 3 nce o tiona ProBuild Arlington, Arlington,WA 98223 7-640 s Sep 29 2015 MiTek Industries,Inc. Mon Nov 14 15:00:22 2016 Page 1 ID:SdMazmgnLgfILM8Fzd567?yCLAI-D_9FpcdspLRjz4vEV??ecFCbaRH4kWC2YH1DXzyJDM7 _10-4.a tS2.15 2D.8.tT 5-5-13 4-10-9 4-10-9 5-5-13 • Scale=1:36.0 4x6 �I 3 &00 12 6x6 i Bx6 2 4 1 5 ¢ILl IJ Id 10 11 9 12 13 8 14 7 15 16 8 17 18 19 3x10= 3x10 11 5x12 MT20HS= 8x8= 3x10 11 3AO= 5.5.13 t IQA.6 1 15.2.15 204.12 5-5.13 4.10.9 4-10-9 5-5-13 Plate O([w.Is(X.Y)-- 17:0-4-0.0-4-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.74 Vert(LL) -0.17 7-9 >999 240 MT20 185/148 TCDL 10.0 Lumber DOL 1 15 BC 0.61 Vert(CT) -0.29 7-9 >832 180 MT20HS 165/146 BCLL 0.0 ' Rep Stress Incr YES WB 0.60 Horz(CT) 006 5 n/a n/a BCDL 8.0 Code IRC2015/TPI2014 (Matrix) Weight:274 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No TOP CHORD Structural wood sheathing directly applied or 4-7-3 oc purlins BOT CHORD 2x6 DF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEBS 2x4 HF Stud/Std"Except" 3-7:2x4 HF No.2 REACTIONS. (lb/size) 1=6597/0-4-0,5=7125/0-4-0 Max Horz 1=-52(LC 32) Max Uplift1=-168(LC 8),5=-181(LC 9) FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown TOP CHORD 1-2=-13642/344,2-3=-9478/249,3-4=-9478/250,4-5=-14106/357 BOT CHORD 1-10=-327/12484,10-11=-327/12484,9-11=-327/12484,9-12=-327/12484, 12-13=-327/12484,8-13=-327/12484,8-14=-327/12484,7-14=-327/12484, 7-15=-287/12914,15-16=-287/12914,6-16=-287/12914,6-17=-287/12914, 17-18=-287/12914,18-19=-287/12914,5-19=-287/12914 WEBS 3-7=-140/6888,4-7=-4691/188,4-6=-35/3545,2-7=-4216/176,2-9=-26/3170 NOTES- 1)3-ply truss to be connected together with 1 Od(0 131"0")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 0-4-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=6 Opsf;BCDL=4.8psf;h=25ft;Cat.Il;Exp B;enclosed;MWFRS t,j1E L 8 (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1 60 ,ti��OF Wq$ 5)All plates are MT20 plates unless otherwise indicated. �r 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. C>'O 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 100lb uplift atjoint(s)except(jt=lb)1=168, 5=181. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss �+p 51398i 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1197 lb down and 36 lb up at 1-11-2.1197 lb down and 36 lb up at 3-11-2,1197 lb down and 36 lb up at 5-11-2,1197 lb down and 36 lb up at 7-11-2,1197 lb down and 36 lb up at 9-11-2,1197 lb down and 36 lb up at 11-11-2.1197 lb down and 36 lb up at 13-11-2,1197 Ito down and 36 lb up at SStONALE�G 15-11-2,and 1197 lb down and 36 lb up at 17-11-2,and 1197 lb down and 36 Ito up at 18-9-10 on bottom chord The design/selection of such connection device(s)is the responsibility of others Continued on page 2 November 14,2016 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 M iTe k is a ge[ways required for stability and to prevent collapse with possible personal Injury and property damn" For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPIt Quality Criteria,DSB49 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suilo 312,Alexandria.VA 22314. Corona,CA 92880 Job Truss Truss Type Oly Ply 1834 A Plan Grays K2576756 81605555 CO3 COMMON GIRDER 1 q ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc, Mon Nov 14 15:00:22 2016 Page 2 ID:SdMazmgnLgFILM8Fzd567?yCLAI-D_9FpcdspLRjz4vEV??ecFCbaRH4kWC2YH1DXzyJDM7 LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-70,3-5=-70,1-5=-16 Concentrated Loads(lb) Vert:10=-1197(B)11=-1197(B)12=-1197(B)13=-1197(B)14=-1197(B)15=-1197(B)16=-1197(B)17=-1197(B)18=-1197(B)19=-1197(B) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors This design Is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe k Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suiln 312,Alexandra,VA 22314. Corona,CA 92880 i 0W za m A Nv r� � m V (D T co) GZ') /�\ N m 4n I I r -� O O N C W CU C. 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Pages or sheets covered by this seal: K2576765 thru K2576777 My license renewal date for the state of Washington is May 16,2017. Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. 1 R Le 51398 ,44 o FcrsTe November 14,2016 Baxter,David IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions(s)identified and that the designs comply with ANSI/TPI 1.These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek.Any project specific information included is for MiTek's customer's file reference purpose only,and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use,the building designer should verify applicability of the design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. Job Truss Truss Type Qty Ply 1834 Grays Floor • B1605556F2 FT01 Floor Supported Gable 1 1 K2576765 JobR f r tin I ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 15:00:56 2016 Page 1 ID:OalgeeuKO2gelMZvl nBgV1yCM3H-DXC6yE1 Bpnju31VnU8cc_QcYc8ONi113NaGOjyJDLb 0-HB 0-K8 Scale=1:42 7 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 3® c94 31 33 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 3x6 FP= 95.11.12 2511-12 Plate O__HSetS_(X_Yl— N&D-1.8 Edge I16 a1-81doal [31:a1 8.o-1-oy(32:a1 S.a1-o] (33:0-1-8.a1.OL 1 ,a1.8.a1-o) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.19 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 10.0 Lumber DOL 1 00 BC 0.01 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 16 n/a n/a BCDL 5.0 Code IRC20151TPI2014 (Matrix) Weight:92 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 DF 1 GOOF 1.6E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 1 GOOF 1.6E(flat) end verticals WEBS 2x4 HF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing OTHERS 2x4 HF Stud/Std(flat) REACTIONS. All bearings 25-11-12 (lb)- Max Grav All reactions 250 lb or less at joint(s)30,16,29,28,27,26,25,23,22,21,20,19,18,17 FORCES. (lb)-Max.Comp/Max Ten.-All forces 250(Ib)or less except when shown, NOTES- 1)All plates are 2x4 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web) 4)Gable studs spaced at 2-0-0 oc. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss 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. J��pF WAS A. 0 51398Q,� �SSIONAL��G November 14,2016 AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design Is based only upon parameters shown,and is for an Individual building component,not ' a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design Bracing indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing Mirek' Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type city Ply 1834 Grays Floor B1605556F K25767662 FT02 Floor 3 1 ProBuild Arlington, Arlinglon,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 15:00:57 2016 Page 1 I D:OalgeeuKO2gelMZvl nBgV1 yCM3H-ijm U9a2pa5rlgS4z2s7rXd9dGYCU RLxCbE?ZFRyJDLa 0-1-8 H' 2-r>-O � 1-6-12 1 0 1 1-6-8� 0-K8 Scale=1:44 0 3x8= 3x4= 3x8= 3x8 FP= 3x4= 3x4= 3x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 I z6I o 23 22 21 20 19 18 17 18 15 14 3x4= 3x8= 3x6= 3x8 FP= 3x8= 34= 3x4= r f a." 6 2511.12 149.0 11-2-12 Plate Offsets(X,Y)-- [4:0-1-8,Edge],[5:0-1-8,Edge],[9:0-1-8,Edge],[10:0-1-8,Edge],[13:0-1-8,Edge],[16:0-1-8,0-0-0],[17:0-1-8,Edge],[20:0-1-8,Edge],[21:0-1-8,Edge],[24:0-1-8 at o1 [25:a1-8.0-1.01,126ta1-8.a1-9],127:a1.8.a1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TIC 0 52 Vert(LL) -0 18 21-22 >947 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.66 Vert(CT) -0.24 21-22 >736 240 BCLL 0.0 Rep Stress Incr YES WB 060 Horz(CT) 004 14 n/a n/a BCDL 5 0 Code IRC2015/TPI2014 (Matrix) Weight:113 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1 6E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 180OF 1 6E(flat) end verticals. WEBS 2x4 HF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=572/0-5-8,18=1470/0-5-8,23=774/0-5-4 Max Grav 14=611(LC 7),18=1470(LC 1),23=787(LC 10) FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1954/0,3-4=-1954/0,4-5=-1956/0,5-6=-1956/0,6-7=-43/421,7-8=-43/421, 8-9=-43/421,9-10=-1048/0,10-11=-1289/0,11-12=-1289/0 BOT CHORD 22-23=0/1234,21-22=0/1956,20-21=0/1956,19-20=0/1136,18-19=0/1136,17-18=0/1048, 16-17=0/1048,15-16=0/1048,14-15=0/911 WEBS 8-18=-266/0,2-23=-1400/0,6-18=-1472/0,2-22=01817,6-20=0/1019,3-22=-319/0, 5-20=-342/0,9-18=-1256/0,12-14=-1034/0,12-15=0/429,11-15=-309/0,10-15=0/457 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 2x4 MT20 unless otherwise indicated. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss 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. �RR1LL 8 F was 513984,`� ,sS��NAL��� November 14,2016 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. ' Design valid for use only with MiTek®connectors This design Is based only upon parameters shown,and Is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall 01 building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing M�'ek' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92680 Job Truss Truss Type Qly Ply 1634 Grays Floor K2576767 B1605556F2 FT03 Floor 1 1 b Refer nce o bona ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 15:00:57 2016 Page 1 ID:OalgeeuKO2gelMZvinBgV1yCM3H-ijmU9a2pa5rlgS4z2s7rXd9ddYChRLACbE?ZFRyJDLa 0-1-8 1-6 01an�a � - H � � ♦� tt'-P-'� Scale=1:45 0 3x8= 3x4 = 3x8= 3x6 FP= 3x4= 3x4= 3x6 1 1 4x6 11 1 2 3 4 5 6 7 8 9 10 11 12 13 14 1 _ - ICI 24 23 22 21 20 19 18 17 16 15 3x4= 3x8= 3x6= 3x6 FP= 3x6= 3x4= 4x6 = 25-9-12 14.9-0 17 1 14-9-0 26-12 8.9-0 1-54 0•-1 Plate Offsets(X,Y)-- [4:0-1-8,Edge],(5:0-1.8,Edge],[9:0-1-8,Edge],[10:0-1-8.0-0-0].[14:0-3-0,Edge],[15:0-1-8.Edge],[17:0-1-8,Edge],[18:0-1-8,Edge],[21:0-1-8,Edge],122:0-1-8 -Edoei 125:a1-8-a1-01 126:0-1-9-0-1-0] LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0-56 Vert(LL) -0.18 22-23 >962 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 065 Vert(CT) -0.26 16-17 >493 240 BCLL 0.0 Rep Stress Incr YES WB 058 Horz(CT) 0.03 19 n/a n/a BCDL 5.0 Code IRC2015/TPI2014 (Matr,x) Weight:114 Ito FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1 6E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 180OF 1 6E(flat) end verticals WEBS 2x4 HF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) 14=577/0-3-8,19=1408/0-5-8,24=793/0-5-4 Max Grav 14=614(LC 7),19=1408(LC 1),24=807(LC 10) FORCES. (lb)-Max.Comp./Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-2025/0,3-4=-2025/0,4-5=-2081/0,5-6=-2081/0,6-7=-214/332,7-8=214/332, 8-9=-214/332,9-10=-1146/0,10-11=-1146/0,11-12=-585/0,12-13=-592/0, 13-14=-585/0 BOT CHORD 23-24=0/1271,22-23=0/2081,21-22=0/2081,20-21=0/1311,19-20=0/1311,18-19=0/1146, 17-1 8=0/1 146,16-17=0/1161 WEBS 8-19=-261/0,2-24=-1443/0,6-19=-1455/0,2-23=0/856,6-21=0/995,3-23=-314/0, 5-21=-335/0,4-23=-296/125,9-19=-1174/0,14-16=0/827,11-16=-654/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 2x4 MT20 unless otherwise indicated. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 6)CAUTION,Do not erect truss backwards. J19 OF WAA. SH �t> G/STER �SSI�NAL ECG November 14,2016 AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with 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 ANSIrrPl1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314 Corona,CA 92680 Job Truss Truss Type Oly771 1834 Grays Floor • K257676B B1605556F2 FT04 Floor 1 b Reference(gplional) PrOBUIId Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc. Mon Nov 14 15:00:56 2016 Page 1 ID:OalgeeuKO2gelMZvl nBgV1yCM3H-AwKsNw3RLOzcicf9cZe43rioFyZCAoWMqul7ntyJDLZ 0-1-8 H 2-6-0 1-5-12 11� Ott" 3-0 ' Scale=1:45 0 3x6= 3x4= 3xe= 3x6 FP= 3x4= 3x4= 3x6 II 4x6 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 i o 0 1� W 2 24 23 22 21 20 19 18 17 16 15 3x4= 3x8= 3x6= 3x6 FP= 3x6= 3x4= 4x6= 1441-0 z 14-8.0 10-10-0 2 Plate Offsets(X,Y)-- [4:0-1-8,Edge],[5:0-1-8,0-0-0],[9:0-1-8,Edge],[10:0-1-8.0-0-0],[14:0-3-0,Edge],[15:0-1-8,Edge],[17:0-1-8,Edge],[18:0-1-8,Edge],[21:0-1-8,Edge],122:0-1-8 Edag] 125:0.1-8.0-1-01 12670-1-8.0.1-01 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 0.56 Vert(LL) -0 18 16-17 >725 360 MT20 185/148 TCDL 10.0 Lumber DOL 1 00 BC 063 Vert(CT) -0.27 16-17 >481 240 BCLL 0.0 Rep Stress Incr YES WB 058 Horz(CT) 0.03 19 n/a n/a BCDL 5.0 Code IRC20151TPI2014 (Matrix) Weight:114 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 180OF 1 6E(flat) end verticals. WEBS 2x4 HF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) 14=581/0-3-8,19=1409/0-3-8,24=78810-5-4 Max Grav 14=616(LC 7).19=1409(LC 1),24=802(LC 10) FORCES. (lb)-Max.Camp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2007/0,3-4=-2007/0,4-5=-2059/0,5-6=-2059/0,6-7=-198/349,7-8=-198/349, 8-9=-198/349,9-10=-1149/0,10-1 1=-1 149/0,11-12=-607/0,12-13=-612/0, 13-14=-607/0 BOT CHORD 23-24=0/1263,22-23=0/2059,21-22=012059,20-21=0/1302,19-20=0/1302,18-19=0/1149, 17-18=0/1 149,16-17=0/1 177 WEBS 14-16=0/840,8-19=-259/0,2-24=-1433/0,6-19=-1449/0,2-23=01845,6-21=0/983, 3-23=-312/0,5-21=-329/0,4-23=-294/132,9-1 9=-1 180/0,11-16=-647/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 2x4 MT20 unless otherwise indicated. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 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. LL 8 WAS/tr,. r o Off, �SSI�NALG November 14,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate[his design into the overall building design Bracing indicated is to prevent buckling of Individual truss web andlor chord members only Additional temporary and permanent bracing 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[fusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 1834 Grays Floor K2576769 B16055561`2 FT05 Floor 2 1 lJob Reference footiona1 ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 15:00:59 2016 Page 1 ID:OalgeeuKO2gelMZvinBgV1yCM3H-e6uEaG336i5TwmELAH9Jc2E_RLUAvFbV3YUgKJyJDLY 0-1-8 1 512 f— 6-0 r 2-0-4 � ' Scale=1:39 7 3x6= 3x4= 3x8= 3x6 FP 3x4= 3x4 = 3x8 II 3x6 II 1 2 3 4 5 6 7 8 9 10 11 12 13 z - 23 22 21 20 19 18 17 16 15 14 3x4= 3x8—3x6 FP— 3x6= 3x6= 3x6= 2 14-8-0 7.10.0 O-_42 Plate Offsets(X,Y)-- [4:0-1-8,Edge],[5:0-1-8,0-0-0],[9:0-1-8,Edge],[10:0-1-8,Edge],[14:0-1-8,Edge],[16:0-1-8,0-0-0],[17:0-1-8,Edge],[19:0-1-8,Edge],[20:0-1-8,Edge],[24:0-1-8 L25:0-1-8.0.1.01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 047 Vert(LL) -0.18 20-22 >981 360 MT20 185/148 TCDL 10-0 Lumber DOL 1 00 BC 0.65 Vert(CT) -0.23 20-22 >765 240 BCLL 0 0 Rep Stress Incr YES WB 0 59 Horz(CT) 0.03 18 n/a n/a BCDL 5 0 Code IRC2015/TPI2014 (Matrix) Weight:102 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 180OF 1.6E(flat) end verticals WEBS 2x4 HF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing REACTIONS. (lb/size) 13=372/0-3-8,18=1309/0-3-8.23=767/0-5-4 Max Grav 13=416(LC 7).18=1309(LC 1).23=782(LC 10) FORCES. (lb)-Max Comp/Max Ten.-All forces 250(lb)or less except when shown TOP CHORD 2-3=-1935/0,3-4=-1935/0,4-5=-193210,5-6=-1932/0,6-7=0/416,7-8=0/416, 8-9=0/416,9-10=-555/17,10-11=-394/0,11-12=-415/0,12-13=-394/0 BOT CHORD 22-23=0/1225,21-22=0/1932,20-21=0/1932,19-20=0/1932,18-19=0/1126, 17-18=-17/555,16-17=-17/555,15-16=-17/555 WEBS 12-15=-269/0,13-15=0/544,7-18=-275/0,2-23=-1390/0,6-18=-1452/0,2-22=0/806, 6-19=0/1003,3-22=-320/0,5-19=-337/0,9-18=-800/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 2x4 MT20 unless otherwise indicated. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 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 BRILL 8 ,� of WAsl '�f�, y0� ,� 51398 0 �e1`r O �QISTSR� sstONAL tiNG` November 14,2016 A WARNING-Varlly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITekS connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall W11 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 ANSIrTPll quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information avallable from Truss Plate Institute,218 N.Lee Street,Sudo 312.Alexandria,VA 22314, Corona,CA 92880 - - i - ,� Jab Truss Truss Type Qly Ply 1834 Grays Floor K2576770 81605556F2 FT06 Floor 11 1 _ b Reference(options]) ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 15:01:00 2016 Page 1 ID:OalgeeuKO2gelMZvl nBgV1 yCM3H-6IScnc4hl0EKXwpYj_gY9Gn8N IEJeiselCEEsmyJDLX 0-1-8 H 2-6-0 i 116� Scale=1:25 1 2x4 II 2x4= 2x4= 3x6= 2x4 3x4= 2x4 1 3x6= 2x4 II 1 2 3 4 5 6 7 1 Q '4 1 11 10 9 3x6 3x4= 3x8 = 2x4 13x4= 14-9A 14-9.0 Plate Offsets(X.)()— ta:D-1-8.Edgel.16:0-1-8.ao-01,17:a1-8 Edgel.19:a1-6.Edg2j.ri0:a1-9.Edael.r13#at-a.o-1 pJ (ta:o-1 9.at.Di LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.46 Vert(LL) -0.18 10-11 >943 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.65 Vert(CT) -0 23 10-11 >752 240 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(CT) 003 8 n/a n/a BCDL 5.0 Code IRC2015(TP12014 (Matrix) Weight:64lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 180OF 1 6E(flat) end verticals WEBS 2x4 HF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) 12=797/0-5-4,8=797/0-2-12 FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1992/0,3-4=-1992/0,4-5=-2027/0,5-6=-2027/0 BOT CHORD 11-12=0/1254,10-11=0/2027,9-10=0/2027,8-9=0/1260 WEBS 2-12=-1423/0,2-11=0/837,3-11=-319/0,4-11=-348/189,6-8=-1430/0,6-9=0/891, 5-9=-293/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 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. RRmL q WASN,, y'J, 'W�o 51398 `Y o� S � �S% AL��� November 14,2016 AWARNING-Varlfy 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 andlor chord members only Additional temporary and permanent bracing M iTe k is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 [c19b Truss Truss Type Oty Ply 1834 Grays Floor 605556F2 FT07 Floor Supported Gable 1 ljob K2576771 R9W&rxefoolionap I ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 15:01:00 2016 Page 1 ID:OalgeeuKO2gelMZv1 nBgV 1 yCM3H-61Scnc4htOEKXwpYj_gY9GnEelOCegGeICEEsmyJ DLX ON8 Scale:1/2"=T 11 2 3 4 5 6 7 6 9 2 I 19I ] 16 17 16 15 14 13 12 11 10 14," 14.9-D Plate Offsets(X.)O-- [9:0-1-6.Edagj 110:0.1-8.Eda2l (19:0.1-a.0-1-01 J(20*a1-a.0-1-01 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 0.12 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 10 n/a n/a BCDL 5.0 Code IRC2015/TPI2014 (Matrix) Weight:54 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 180OF 1 6E(flat) end verticals WEBS 2x4 HF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud/Std(flat) REACTIONS. All bearings 14-9-0 (lb)- Max Grav All reactions 250 lb or less at joint(s)18,10,17,16,15,14,13,12,11 FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)All plates are 2x4 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 2-0-0 oc. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 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. MQ_6 WASJfI�, -t> Q� C0 51398 .t+ C1ST-E� �SS�ONAL BNGti November 141112016 Q WARNING-Verfly design peramefen and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7477 rev.10/07/2015 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 ANSIRPII Quality Criteria,DSB49 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Corona,CA 92880 is _., � � � - - - � � � �� � � ��� � � Gar - • Job Truss Truss Type Oty Ply 1834 Grays Floor K2576772 1316055561`2 FT08 Floor Supported Gable 1 1 ReferenceJob ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 15:01:00 2016 Page 1 ID:OalgeeuKO2gelMZvl nBgV1yCM3H-6IScno4htOEKXwpYj_gY9GnDUIOEegDeICEEsmyJDLX 0-He Scale=1:33 2 3x6= 3x6 FP= 1 2 3 4 5 6 7 B 9 10 11 12 13 2g o 27 26 25 24 23 22 21 20 19 1e 17 16 15 14 3x6 FP- 34= 8-2.4 1 2f1.2.19 � �2.4 Iaae Plate Offsets(X Y)— 113:0-1-B.Etlg4j (14:a1$EdgQl 12T.a1-8.a1-91.f2s:a1.8.0-1-0t LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) /defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.13 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0 05 Horz(CT) 0.00 14 n/a n/a BCDL 5.0 Code IRC2015rrP12014 (Matrix) Weight:76 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 180OF 1.6E(flat) end verticals WEBS 2x4 HF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud/Std(flal) REACTIONS. All bearings 20-2-12 (lb)- Max Grav All reactions 250 lb or less atjoint(s)26,14,25,24,21,20,19.18,17,16,15,22 FORCES. (lb)-Max Comp/Max Ten.-All forces 250(lb)or less except when shown. NOTES- 1)All plates are 2x4 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i a diagonal web). 4)Gable studs spaced at 2-0-0 oc. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss 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 �gRRlLL 6 y� OF WASH .. vO�O RA 51398 tt,� sV AL ECG November 14,2016 AWARNING-Verify design paramelem,and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MY-7473 rev.10/03/2015 BEFORE USE. �- Design valid for use only with MiTekS connectors This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated Is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suito 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type ]Qty Ply 1834 Grays Floor B1605556F2 FT09 Floor 10 1 K2576773 Job Reference ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc, Mon Nov 14 15:01:01 2016 Page 1 ID:OalgeeuKO2gelMZvl nBgV 1 yCM3H-aVO??y5JeJMB94OkHiBnhTKK59cLN45oWrznOCyJDLW 0-1-8 111 22$G� 1r— 1°� Scale=1:35.1 2x4 II 2x4 = 3x6 FP= 2x4 = 4xB= 2x4 I 3x4= 3x6—_ 6x6—_ 3x6 I 6xe= 3x4 11 1 2 3 4 5 6 7 8 9 10 a l o 1 I`° d 16 15 14 13 12 3x6— 3x6 FP— 5x12= 5xB 11 3x6 11 6x6 11 US SP= 4x10= 1S." 2-1-4 2-7-8. Plate Offsets(KY) (9:0-1•8.EQqo).j12 0-3-o.Edgol,11110-3-O.EdqeJ 111&0-1410.1 O1,119:0-1-8 0.1 Q1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 0.40 Vert(LL) -0.32 13-14 >758 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.47 Vert(CT) -0.44 13-14 >543 240 BCLL 0 0 Rep Stress Incr YES WB 0.84 Horz(CT) 0.05 11 n/a n/a BCDL 5.0 Code IRC2015/TPI2014 (Matrix) Weight:112 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 DF 240OF 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 240OF 2.OE(flat) end verticals WEBS 2x4 HF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=1099/0-2-12,17=1099/0-5-8 FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown TOP CHORD 2-3=-3076/0,3-4=-3076/0,4-5=-4219/0,5-6=-4219/0,6-7=-2599/0,7-8=-2599/0, 8-9=-2599/0 BOT CHORD 16-17=0/1808,15-16=0/3885,14-15=0/3885,13-14=0/4014,12-13=0/2599,11-12=0/2599 WEBS 2-17=-205210,2-16=0/1439,4-16=-918/0,9-11=-2878/0,4-14=0/374,9-12=0/468, 6-14=-27/264,6-1 3=-1 6 2410,8-13=0/378 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)The Fabrication Tolerance at joint 15=11% 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11 4)"Semi-rigid pilchbreaks including heels"Member end fixity model was used in the analysis and design of this truss 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. MERRILL 6 a�90 F WASk C �tf O vdd►o �F 51398 4, ,t�, OISTBR ' VC. J AL��� November 14,2016 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and Is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling or 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 ANSIrTPI1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suits)312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type ply Ply 1834 Grays Floor K2576774 81605556F2 FT10 Floor Supported Gable 1 1 Job eference 0 ional ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc. Mon Nov 14 15:01:01 2016 Page 1 ID:OalgeeuKO2gelMZvl nBgV1 yCM3H-aVO??y5JeJM B94OkHiBnhTKOB9jS NHToWrznOCyJDLW 0Ne Scale=1:20 0 US= 1 2 3 4 5 e 7 8 9 19 1e 17 16 15 14 13 12 11 10 US= 8.2-4 9.2-4 _5�.1132 Plate Offsets(X.Y- [8i0-1-8_Edgel.(10:0.1-8.Edgel 118 0-1-8.0.1-0) 119:0-1-8 0.1-01 LOADING(psi) SPACING- 2-0-0 CS]. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.14 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 10.0 Lumber DOL 1 00 BC 0.02 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 9 n/a n/a BCDL 5.0 Code IRC2015fTP12014 (Matrix) Weight:48 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 OF 1800F 1.6E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 OF 180OF 1.6E(flat) end verticals WEBS 2x4 HF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing OTHERS 2x4 HF Stud/Std(flat) REACTIONS. All bearings 12-2-0. (lb)- Max Grav All reactions 250 lb or less at joint(s)17,10,9,16,15,13,12,14,11 FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown- NOTES- 1)All plates are 2x4 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i e.diagonal web) 4)Gable studs spaced at 2-0-0 oc. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss 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. �,RRtLL 6 51398 fWa RSSrONALBN� November 14,2016 AWARNING-Verify design paremefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only wilh MITek®connectors This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify,the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe k is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Corona,CA 92880 2 �.�.5 4 Job Truss Truss Type Oty Ply 1834 Grays Floor K2576775 B1605556F2 FT11 Floor Supported Gable 1 1 Job Reference ti ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 15:01:02 2016 Page 1 ID:OalgeeuKO2gelMZvl nBgV1 yCM3H-2hZNC 16xOdU2nDzwrPjOEhsbjZ3t6kOxlVjKxeyJDLV 0-4-0� 3x6 II 3x6 II 3x5 II 0-4-0� 1 2 3 4 5 Scale=1:10 8 0 8 7 6 2x4 I I 2x4 11 2x4 I 0.4.0 2-t1.8 9.9.8 ro_dD � 2-7.a e.a.D Plate Offsets(X.Y)— ( :0-3-0.Ed02j,6 :06 1-8.EdgeJ 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 0.02 Vert(LL) -0.00 4 n/r 180 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) -0.00 4 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 6 n/a n/a BCDL 5.0 Code IRC2015/TP12014 (Matrx) Weight:16lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E(flat) TOP CHORD Structural wood sheathing directly applied or 3-3-8 oc purlins, except BOT CHORD 2x4 DF 1800F 1.6E(flat) end verticals WEBS 2x4 HF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud/Std(flat) REACTIONS. (lb/size) 8=122/3-3-8,6=78/3-3-8,7=154/3-3-8 FORCES. (lb)-Max.Comp/Max Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 2-0-0 oc 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 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 ��t e �� of wAsNiti�'� vo 'Q�s�R51398 � �sSIONAL��° November 14,2016 AWARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with 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 appllcability of design parameters and properly Incorporate this design Into the overall building design Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing M iTe k Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suitt 312,Alexandria,VA 22314. Corona,CA 92e8o �ob Truss Truss Type Oty Ply 1834 Grays Floor K2576776 1605556F2 PT1 Floor Girder 1 1 Job Reference loatianal ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 15:01:02 2016 Page 1 ID:OalgeeuKO2gelMZvl nBgV1 yCM3H-2hZNC 16xOdU2nDzwrPjOEhsOtZzj6ffxlVjKxeyJDLV 3x4= i45.0' 0r 7-8 1 2x4 2 3x4 9 4 2x4 I Scale=1:9 2 �5 ILI 17! 2.4 2x4 I 8 7 6 5 3x6= 3x6= at.a 4-1.B Plate Offsets(X.Y)= 1 •0.1-8 Ed9e I3.0.1.8 Edge) (4.0�Ed9a).16,0.1-8-Edg2)[ O-1-8 Edgell LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1,00 TC 0.84 Vert(LL) -0 02 7-8 >999 360 MT20 1851148 TCDL 10.0 Lumber DOL 1,00 BC 0.40 Vert(CT) -0 03 7-8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.38 Horz(CT) 0.01 5 n/a n/a BCDL 5.0 Code IRC2015/TPI2014 (Matrix) Weight:20 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-8 oc purlins, except BOT CHORD 2x4 DF 180OF 1.6E(flat) end verticals WEBS 2x4 HF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=1242/0-7-0,5=1460/0-5-8 FORCES. (lb)-Max.Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-8=-373/0,4-5=-596/0,2-3=-1260/0 BOT CHORD 7-8=0/1260,6-7=0/1260,5-6=0/1260 WEBS 2-8=-1533/0,3-5=-1533/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=l 00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-8=-10,1-4=-500(F=-400) Concentrated Loads(lb) Vert:2=-316 9=-346 [tRILL 6,q WASI� ,o51398 O��a SrONAT.at� November 14,2016 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 verity 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 MOW 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 ANSIITPN quality Criteria.DSB-89 and BCSI Building Component 250 Klug Circle Safety Information evallabie from Truss Plate Institute,218 N Lee Street,Suit-)312,Alexandria,VA 22314. Corona,CA 92880 kl Job Truss Truss Type Qty Ply 1834 Grays Floor K2576777 61605556F2 PT2 FLOOR GIRDER 1 1 Job R f rence tional ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 15:01:02 2016 Page 1 I D:OalgeeuKO2gelMZvl nBgV1 yCM3H-2hZNC16xOdU2nDzwrPjOEhsPLZ1 L6h4xlVjKxeyJDLV 3x4= 141-0 1 2x4 II 2 3 3x4= 9 4 2x4 II Scale=1:9 2 c�5 2x4 II 2x4 II 8 7 6 6 3x4= 3x4= 4-1-8 4.1.8 Plate Offsets(K Y)— 12:0-1.8.Edce1.JS:0-1-1.Edgs1 f4.0-1-8 Edgal.fSt-1-8 0-0-01.17.0-1-8 Edgei LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell Ud PLATES GRIP TCLL 40 0 Plate Grip DOL 1.00 TC 0.81 Vert(LL) -0.01 6 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.17 Vert(CT) -0.01 6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(CT) 0.00 5 file n/a BCDL 5.0 Code IRC2015/TPI2014 (Matrix) Weight:20 Ito FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-8 oc purlins, except BOT CHORD 2x4 DF 1800F 1.6E(flat) end verticals WEBS 2x4 HF Slud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=601/0-5-8,5=891/0-7-0 FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown. TOP CHORD 4-5=-369/0,2-3=-740/0 BOT CHORD 7-8=0/740,6-7=0/740,5-6=0/740 WEBS 2-8=-900/0,3-5=-900/0 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-8=-10,1-4=-100 Concentrated Loads(lb) Vert:2=-514 9=-538 �,RRILL 6,q J19 OF WASIfj hC�o .Opo �P8 51398Q� A QISTER �sS�ONALti�G November 14,2016 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7477 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 propedy incorporate this design Into the overall building design Bracing indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing M iTe k is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314. 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M,�° c m ° q fD m a •7 o N g M B c D 6 cn a 2 01 v w �� a 01 n . 2 ` a CN 7•-• Dl M O N 7 O 'D �"O d O C7 d <f0 Ol Z C N ° 7 (D Q N �'/ww' O 10 7`G Li W ID 7 N C(D]� O fD .�.n 7 Cn R.' .� .Nn 9 N N 01`< d N c• \/ V, O o ° N t0 _ 7 N fD 0 (D.d., 4i 7 Ol -7 N O p O N C N /y■�, N A- Vj N CD R �� y N G 3 N d70 CD �`< '.�..A CI O N n -�(D GN C 7 cu Nm o _v �o v .N 7a �y � . . �v .7 - S3v 2D $� 3 v> —h $ c)7m m N ma ov_ ' m a m7m m m CD N g ° 7i C N D N Dl f7/-1 m A Dl j N S CD N M fG �W a � m o M m 4. d a N N M (D �p a a 2 o CD _ ° a ° 30 N (D O rh N a ,� t' �i s � Permit#1439 Address Payment Info Address 9012 Mat Street NE Receipt# 1206564 City Arlington Date 4/21/2017 State WA Paid By LGI Homes-Washington,LLC Zip 98223 Description Plan Review Payment Type Check#4454 Accepted By Kristin Foster Fees Paid Fee Fee Description Factor Total Fee AmountAmount Paid Building Plan Review Fee 345.83.00.00 0 1,577.11 1,577.11 Total Payment: 1,577,11 Date: 04/08/2026 Perm t#: 1439 Perm t Date: 04/21/2017 Review Date: 04/21/2017 Perm it Type: RESIDENTIAL SINGLE FAMILY Review Type: RESIDENTIAL SINGLE FAMILY Target Date: 04/28/2017 Scheduled Time 00:00 Com pleted Date: 04/25/2017 Description: approved with red lines Review Status: Assigned To: z.Rick Karns Tim eIn: 00:00 Time O it: 00:00 H curs: 0.0 Property Information Parcel#: LGI HOMES-WASHINGTON LLC LGI HOMES-WASHINGTON LLC 1 450 LAKE ROBBINS DR STE 430 9012 171st Street NE T HE WOODLANDS, TX 77380 Zoning: 111 Single Fam iy Residence - DetachedLot: 46Block: Permit#: 1439 Permit Date: 04/21/17 Permit Type: RESIDENTIAL SINGLE FAMILY Project Nam e Gregory Park Applicant Nam a LGI Horn cs -Washington, LLC Applicant Address: 11410 NE 124th Street, Ste #103 Applicant, City, State, Zip: Kirkland,WA98034 Contact: Matt Adam s Phone: 425-785-0797 Em al: m at.adam s@lgihom cs.com Scope of Work: New SFR Valuation: 227287.00 Square Feet: 2244 Num ber of Stories: 2 Construction Type: O xupancy G ioup: ID Code: Permit Issued: 05/10/2017 Permit Expires: Form Permit Type: Status: LASERFICHE Assigned To: Kristin Foster Property Parcel# Address L egal Description O wrier Nam e Ovner Phone Zoning LGI HOMES- 9012 171 st Street NE WASHINGTON Residence Single Dam iy -Detached LLC Contractors Contractor P rim ay Contact P hone A ddress C ontractor Type L icense License# LGI HOMES- 12951 BELRED CONSTRUCTION Labor and LGIHOHL857MB WASHINGTON LLC RD#150 CONTRACTOR Industries Inspections Date I nspection Type D escription S cheduled Date C om Ileted Date I nspector S tatus 06/20/2017 R20.SFR/DUPLEX Approved FINAL Plan Reviews Date R eview Type D escription A ssigned To R eview Status 04/21/2017 RESIDENTIAL SINGLE approved with red lines z Rick Karns FAMILY Fees Fee D escription N otes A in cunt Building Plan Review T able 4-2 $1,577.11 Building Perm i T able 4-1 $2,426.32 Forced Air Heat f ee per Btu $25.00 Gas Piping/Units E nter#of units $10.00 Mechanical Fee(Enter Fixture Fee) $25.00 Mechanical Base P erm i Fee $25.00 Park-Com in nity MF Muti-fam iy $1,662.00 Plum ling Base Perm i Fee $25.00 Mechanical Com in ecial Perm i T able 4-7;Per Unit 1 3 @$12 $156.00 Processing/Technology $25.00 State Surcharge- 1st DU R esidential- 1st Unit $4.50 Traffic Mitigation-C/MF Cbm m mial/Multi-fam iy $3,355.00 Water Heater(Tank) $25.00 Total $9,340.93 Attached Letters Date Letter D escription 05/09/2017 Building Perm i Paym sits Date Paid By D escription P aym art Type A ccepted By A in cunt 04/21/2017 LGI Hom cs-Washington,, Plan Review C heck#4454 K ristin Foster $1,577.11 LLC 05/10/2017 LGI Hom cs-Washington,, Building Perm i C heck#4455 K ristin Foster $7,763.82 LLC O itstanding Balance $0.00 Notes Date Note C reated By: 04/21/2017 Lot 46-Plan 1834 Grays K ristin Foster Uploaded Files Date File Nam e 05/10/2017 2277497-1439 Issued Perm i.pdf 04/21/2017 2235023-1439 Site Plan.pdf 04/21/2017 2235024-1439 Application.pdf