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8910 171st Street NE_BLD1472_2026
RESIDENTIAL PERMIT APPLICATION Department of Community&Economic Development 'Pl�NG`O City of Arlington • 18204 59th Ave NE•Arlington, WA 98223• Phone(360)403-3551 THIS APPLICATION IS TO BE USED WHEN APPLYING FOR A NEW SINGLE-FAMILY, DUPLEX, TOWNHOUSE, ADDITION,DECK,OR ACCESSORY STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2)SETS OF CONSTRUCTION DRAWINGS AND TWO(2)SETS OF STRUCTURAL CALCULATIONS. THE APPLICATION MUST ALSO INCLUDE THE PLUMBING SUBMITTAL AND THE MECHANICAL SUBMITTAL FORMS. THE ZONING VERIFICATION MAY BE SUBMITTED PRIOR. Project Address: l 1 S r �� Plat: 'mot O _ Z a Single-family Duplex Townhouse Addition ❑ /ccessory structure Proposed Area: 1st Floor: �� 2"d Floor: Garage: 2 Total SF: Describe Proposal (include cross street): Valuation( Owner: _ LL I !-' - �ac Stt1 "JC_.T't�_ Address: 11 �217 a jtc("[��L /03 City: ,e State: Zip Code: D Phone: 'j ® � Email: mk-rr 4-P Lo_/6 Applicant: U-7( 1�t 0 W ' *AA-,'L,7-D�J C-b�- Address: I/ql i] jr `� �S� ���City: Lc4z �✓ State: Zip Code: Q At Phone: � �� r Email: vyl�A L 2 6�/ / ,Illk S'. C'4V'— Contractor: , 5 Address: INN-u AJV_ Of-l" S( `l03 City: N State: Zip Code: �U Phone: q2S-3f:X� 07-9;z- Email: Contact Person:I�i(_� J License Number: Expiration: 741 6/16LP Page 1 of 3 Y RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development (7 �Plt�GSO 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 Clothes Washer(4.0) x Water Closet(2.5) x C3—Dishwasher(1.5) x i 41--Water Heater x Hose Bibb (2.5) x Water Heater Model# Other(list) x Plumbing Section Continued Proposed Water Piping Size: � Proposed DWV Material: tf 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) 6116LP Page 2 of 3 ' °' RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development O L City of Arlington • 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551 t;�.G1 Mechanical Section (continue filling out if mechanical equipment is involved) Select proposed appliances: Furnace(80+) Model# 1 l`An ri AFUE ❑ Heat Pump Model# SEER HSPE ❑ AC Unit Model# SEER ❑ Type ll Hood 01 Commercial Cooking Appliance Q. Hydronic Piping ❑ Boiler Dl Solid-Fuel Appliance UI PV System ❑ Fireplace Insert ❑ Outdoor BBQ ❑ Storage Tank Freestanding Stove Gas Piping ❑ Other Gas Piping Information Not Applicable: ❑ Pipe Material: i (oe 1� Pipe Size: l� Total BTU's of all Appliances: Distance from Meter to Furthest Appliance: • New gas piping requires a pressure test to hooking to any appliance • Sediment traps (drips) are required on all gas lines • Gas lines are required to be supported/secured every 6 to 8 feet • Proper combustion air and venting required for all appliances • A shut-off is required within 6 feet of all appliances Applicant Signature: Date: I Print Applicants Name: S 6/16LP Page 3 of 3 CITY OF ARLINGTON 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE; (360)403-3551 BUILDING PERMIT Address:8910 171st Street NE Permit#:1472 Parcel#:0 1166900004 100 Valuation: 187421.13 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,#103 Address: 11410 NE 124th Street,Ste#103 City,State Zip:THE WOODLANDS,TX 77380 City,State Zip:Kirkland,WA 98034 City,State Zip:Kirkland,WA 98034 Phone: Phone:425-785-0797 Phone:360-353-0588 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Single Family Residence CODE YEAR: 2015 STORIES: 1 CONST.TYPE: `I-$ DWELLING UNITS: 1 OCC GROUP: R-3 BUILDINGS: OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110. SALES TAX NOTICE:SSIeS tax relating to construction and construction materials in the City of Arlin ton must be reported on your sales tax return form and de City Arl' gton#3 01. � "Aw - Adt &LZ sla ture Print Name Date eleased 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 tail peices 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 6/6/2017 Building Permit Fee $2,109.12 6/6/2017 Building Plan Review Fee $1,370.93 6/6/2017 Furnace $25 00 6/6/2017 Gas Outlets Base Fee 1 to 5 $10.00 6/6/2017 Mechanical Fee(Enter Fixture Fee) $25 00 6/6/2017 Mechanical Permit Base Fee $25.00 6/6/2017 Park-Community SF $1,662.00 6/6/2017 Plumbing Permit Base Fee $25.00 6/6/2017 Plumbing Permit Fee(Enter Fixture Fee) $132.00 6/6/2017 Processing/Technology Fee $25.00 6/6/2017 State Building Code Surcharge Fee $4.50 6/6/2017 Traffic Mitigation $3,355.00 6/6/2017 Water Heater $25.00 Total Due: $8,793.55 Total Payment: $8,793.55 Balance Due: $0.00 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon i SETBACKS NOTES.• _ FRONT 20' .BUILDING DIMEN96YVS ARE M 12 WATER SIDE 5' FACE OIF FCL/NDAAON L/t50 171ST ST NE REAR 5' •GJ4ADING 9VONN AS DES76YV J4400 ACTUAL LOICAAOW MAY VARY •SYO RE DRIVEWAY 70 PUBLIC ROAD 8•S-# •SIL T FENCE TO BE INSTALLED PER aTr OF WA7ER NB 20 �9"W ' •SILT F&ar TO 8INSTALLE9 ON SL7PNC.E 450 G1PA0/ENT SIDE of,BUILDING -- PARCEI l 9 e✓Y 9 o • .. - o •CYJNSTRUCAOW ENIRANCE 70 BE T ° INSTALLED PER CITY OF ARL/NGTOW F STANDARDS STORM NOTES: •7FSC INSTALLED PRIOR TO C10NS7RU06YV 'o •BARE 56kS COVERED N17I MULCH B 39a a 5'PR/VA IE OR ANOTHER APPROVED bMP L71RLV�WAY EA T6RWSL�/ENT 'TOIpS�YL PER M5I7GL�BAIP 1513 511 (EFF 12-DEPTH) SMRM GYEANgI/T. i 11 pD —e -- — •ALL ON97E RUNOFF COMNECMD TO COlNNECT ROOD AND I ; $ 19.75 rPUBLIC UTILITY PRIVATE SMRM STUB FOOANG DRAINS v SITF SI/ALL BE STABILIZED PRIOR 25 GARAGL� EASEMENT TO BUILDING PERMIT BEING SEVER FINALIZED CWNECAOW SITENOTES.• BU/LLHNG I •770Y LINE FOOANG DRAINS AND OL/7L/NE ; I ROW DRAINS TO PERMANENT ; SMRM DRAINAGE SYST M PER ;- o coo 8 LOT 41 $ oo APPROVED PLAT DRAINAGE PLAN co ;7 I O V FILE N17L 7/E CIOUNTY. PROPOSED RESIDENCE °j I •AREA Or DISTURBANCE INCLUDES = i CaUMB/A-1487 GARAGE LEFT Z I EN7RE LOT. �I'ROOF OVERHANG 2,f09fSF i I LEGEND: 5't 10.50 i I 0— BLOW OFF I ® WA7ER MEIEF 4( RRE HYDRANT A ---15'BSi9l .0� AIR VAC $ PA AO 12 SF I 24.50 - ,5, - I on CATCH BASIN 5'BWL O CYEANOUT - — — — — — — 5'BSBL I I © MANHOLE 450 45.00—— — — — — - ® BLOW WALL — — — — — 7TEE REMOVAL PROPERTY CORNER I I FINISHED CONTOUR I ' I (rrp) Yl (Typ) I I SCALE 1'=20' EVSANG CAN70UR I LOT 41 SITE PLAN GREGOR Y PARK LGI HOMES PLAN NO. COL.-1487 LOT AREA = 4,320 SF DATE 511212017 PARCEL # LOT 41 HOUSE= 2,109 SF 14711 NE 29M Place,#101 DRIVEWAY= 397 SF eenewe,wa,meal—98007 DESIGNED CORE ADDRESS 8910 171ST ST. d5iiE 425.885.7877 Fax 425.885.7963 WALKWAr1TA70 = 12 SF ��DESIGN PROJECT NUMBER TOTAL= 2,518 SF ENGINEERING • PLANNING • SURVEYING DRAWN CAF 13024L-GRG00 BUILDING INSPECTION REPORT- Residential Final Permit No. 1472 Address: 8910 171st Street NE Contractor: LGI Homes -Washington, LLC Owner: LGI Homes - Washington, LLC Date: 10/6/2017 ❑ APPROVAL C--PARTIAL APPROVAL ❑ CORRECTION ❑ OTHER INSPECTION: Final Building ADDRESS NUMBERS: C]- ACCESS: 0-' PLUMBING: [�-- MECHANICAL: U-- SMOKE DETECTION: [I- CO DETECTION: 13- LIFE SAFETY: 2- DECKS: 0-- HANDRAILS: Er' PLANTINGS: C3/ WATER: Cal SEWER: ❑ i LIGHTING: D-' FINAL ELECTRICAL: ❑ (LOWER DOOR/DUCT CERT: ❑ NSULATION CERT: ❑ Date: 10/6/2017 Inspector: Kevin Olander �lb�- Sim - ' CITY OF ARLINGTON 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE; (360)403-3551 BUILDING PERMIT Address:8910 171st Street NE Permit#:1472 Parcel#:0 1166900004 100 Valuation: 187421.13 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,#103 Address: 11410 NE 124th Street,Ste#103 City,State Zip:THE WOODLANDS,TX 77380 City,State Zip:Kirkland,WA 98034 City,State Zip:Kirkland,WA 98034 Phone: Phone:425-785-0797 Phone:360-353-0588 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Single Family Residence CODE YEAR: 2015 STORIES: 1 CONST.TYPE: `/-$ 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. IBC1I0/IRCI10. SALES TAX NOTICE:Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and d City UArl' QZ gton#3 O1. � - "I-r �.la crfc/ &17 f 7 to -(, -/_ 2 Sig azure Print Name Date Released 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 tail peices 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 6/6/2017 Building Permit Fee $2,109.12 6/6/2017 Building Plan Review Fee $1,370.93 6/6/2017 Furnace $25 00 6/6/2017 Gas Outlets Base Fee 1 to 5 $10.00 6/6/2017 Mechanical Fee(Enter Fixture Fee) $25.00 6/6/2017 Mechanical Permit Base Fee $25.00 6/6/2017 Park-Community SF $1,662.00 6/6/2017 Plumbing Permit Base Fee $25.00 6/6/2017 Plumbing Permit Fee(Enter Fixture Fee) $132.00 6/6/2017 Processing/Technology Fee $25.00 6/6/2017 State Building Code Surcharge Fee $4.50 6/6/2017 Traffic Mitigation $3,355.00 6/6/2017 Water Heater $25.00 Total Due: $8,793.55 Total Payment: $8,793.55 Balance Duc: $0.00 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling ror an inspection please leave the following Information: Permit Number,Type of Ioepection being requested,and whether you prefer morning or afternoon Permit Information Date 5/19/2017 Permit Number 1472 Project Name LGI Homes-Washington,LLC Applicant Name LGI Homes-Washington,LLC Applicant Address 11410 NE 124th Street,#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 8910 171st Street NE Valuation 187421.13 Status Applied Permit Issued Permit Expires Square Feet 1889 Type of Construction/Occupancy Load Number of Stories 1 Proposed Use New SFR Assigned To Launa Peterson Property Information Owner Information Parcel#: 8910 171st Street NE Contractors Contractor Name Primary Contact Phone Email Contractor Type License License# LGI Homes-Washington.LLC ake Jabusch I360-353-0588 ake.'abusch I ihomes.com ;ONTRACTOR Labor and Industries i_GIHOHL857MB Review Date Type Description I Target Date Completed Date Assi ned To Status 5/19/2017 esidential Dwellin W/2017 5,my Rusko n Review 5/19/2017 PResidential Dwelling 0/2/2017 lRick Karns Pn Review Uploaded Files Upload File Date File Uploaded B 5/19/2017 3:13:13 PM 1472 AmAcation.odl Peterson,Launa x 5/19/2017 3:13:13 PM 1472 Site.Plan.odt Peterson,Launa x y °�' RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development O City of Arlington • 18204 59th Ave NE•Arlington, WA 98223 • Phone(360)403-3551 lr�vcl 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. /L Project Address: l S r i �'� Plat: --f DAlz Y `� a Single-family ❑ Duplex rA Townhouse ❑ Addition ❑ /ccessory structure Proposed Area: 1st Floor: 2n' Floor: Garage: Total SF: Describe Proposal (include cross street): Valuatiort( 1121 Owner: Lea i 4Mi� — A/A Address: �� �l� l /Z2 -�.S -"/43 City: e-k J State: Zip Code: T--� Phone: �Z� �� 07_��- Email: k7� �'i7ei ��/� f S. Z'-y* Applicant: U-71 1-644 4*AA,,471), Address: 1lg1 D AJf_ PY r'(2f 60�City: Lfo kAyd State: Zip Code: Q Phone: �� r� - Email: */kr2. 1* 5 0,01 AUIA,-2. Contractor: 0 ^�l-gti-� L-Li 0--- Address: I41-0 AJ(L O yf7� S j ` d0 City: N State: Zip Code: Phone: Email: Contact Person: QALicense Number:44 h'(I Expiration: MAY 19 2017 k 4 6116LP Page 1 of 3 i ,r ., Y °� RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development y �t jNG,`O City of Arlington • 18204 59th Ave NE •Arlington,WA 98223• Phone(360)403-3551 Plumbing Section (continue filling out if plumbing is involved) (Check all that apply and indicate the number of fixtures proposed) L�A--Bath/Shower Combo (4.0) x Sink(1.5) x f4_ Shower(2.0) x [ _ Lavatory(1.0) x Ij Clothes Washer(4.0) x Water Closet(2.5) x y W---Dishwasher(1.5) x i Water Heater x 4-- Hose Bibb (2.5) x Water Heater Model# Other(list) x F 40 �W cT 1 ��l v .1 Plumbing Section Continued Proposed Water Piping Size: �;A Proposed DWV Material: Rs Proposed Piping Material: 1, �i`►— Proposed DWV Size: C9- it • 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 Y °f RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development �Pl��GsO 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: 1� AFUE Furnace(80+) Model# ! / ri Heat Pump Model# SEER HSPE AC Unit Model# SEER Type II Hood ❑ Commercial Cooking Appliance ❑ Hydronic Piping Boiler ❑ Solid-Fuel Appliance I PV System ❑ Fireplace Insert ❑ Outdoor BBQ Storage Tank Freestanding Stove Gas Piping ❑ Other Gas Piping information Not Applicable: ❑, I / Pipe Material: l l? ►Pipe Size: I( Total BTU's of all Appliances: Distance from Meter to Furthest Appliance: y/ • New gas piping requires a pressure test to hooking to any appliance • Sediment traps(drips) are required on all gas lines • Gas lines are required to be supported/secured every 6 to 8 feet • Proper combustion air and venting required for all appliances • A shut-off is required within 6 feet of all appliances Applicant Signature: Date: Print Applicants Name: 6116LP Page 3 of 3 SETBACKS NOTES-, 12e WATER fRavr 20' ,BU/LLNNG D/MENZINS ARE 79 SVE 5' FACT GF FOUNDAXYV 13f5 171ST STe NE REAR 5' •6RADING-WON1V AS DE-96W 14t00 ACTUAL LOCAAOYV MAY VARY •SLOWE DRIVEWAY TO PUBIC ROAD 8'SOBER •SYLT fENCE TO BE INSTALLED PER aTY OF ARIJNGTWI STANDARD WA 1FR N89,20 49"W 'C •K r fDVCE TO BE INSTALLED GN SERWiT 45.Op GRAD/ENT SVE OF BUILDING _ PARalZ p ° .. •CGNSIRUCAOW ENIRANCL� lt7 BE - - - INSTALLED PER aTY GF• 4 a a ARLINGTOW S STANDARDS _ ° 4 a _ STORM NOTES.• L — — — — _ _ — - _ ° •7EX IINDS�TA�/L//LL�ED PRIG? TO a �J//IVC/6Y $ 4 4 •BARE Sol COVERED N11H MULCH N 39_ 5'PR/VAX OPAN07HER APPROVED BMP STORM L L 7OR501L PER NSDOE BMP 513 - L7YP/ AY EA&WNT (EFF 12-DEP7H) STGYPM afANOUT. 5' 11 a-- -- — — •ALL CYV97E RUNGcF CONNECTED TO CIOWNECT RG AND FA 19.75 r 10 PRIVATE STORM S1UB FOOLING DRAINS v PUBLIC UT7LI .S1IE SHALL BE STAB/L/ZED PRIOR GARAII EASEMENT TO BUILDING PERMIT Bim SEWER RNALIZED CGNN£CDOW SITENOTES.• BUILDING I •XH INE FOOIJNG DRAINS AND IX/IUNE i Lj ROOF DRAINS TO PERMANENT o o ^ I STORM DRNNA6F SYSTEM PER APPROVED PLAT DRAINAGE PLAN LOT 41 aV RLE N1TH THE CWNTY. p PROP02D RESVOYCE °j •AREA GF D/SIURBANLL�INCYUDES = OOLUMB/A-1487 GARAX LEFT ZE I JI DVARE LOT. 1 � 2,f09t.SJ� PROOF OVERHANG , LEGEND: ,i 10.50 i � 0— BLOW OFF 5' ' I / ® WATER MEMR $ I 4( RRE HYDRANT w 5'B514L .0� AIR VAC PA DO 11 SF I 24.50 �5, I \ 003 CATal BASIN 5'BS E L-- i I O CYEANOUT I 5'B. % I I O MANHOLE i �50 45.00 ! �RfflltXl�I�AI C� T — —_ N8920'49"W_ — — — — — - MAY 19 2017 PROPERTY l r �� I RNISYED CONTOUR CORNER I �� MR) ldE COPY (' ) ._ SVLE1 -20 EX/SnNG CONTOUR I LOT 4.1 (TY7?) I i I I SITE PLAN I I GR EGOR Y PARK 1 L GI HOMES PLAN NO. COL.—1487 LOT AREA = ,,109 SF DATE 511212017 PARCEL # LOT 41 HOUSE= 2,109 SF h 14711 NE 291h Place,#101 DRIVEWAY= 397 SF CO Bellawe,washlner11 96007 DESIGNED CORE ADDRESS 8910 171ST ST. 425.BB5.7B77 Fox 425.885.7963 WALKWAY11FAAO = 12 SF vl.�L'ESIGN CA PROJECT NUMBER TOTAL= 2,518 SF ENGINEERING • PLANNING • SURVEYING DRAWN 13024L-GRG00 M �� H Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information Plan 1487 This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed.In addition,based on the size of the structure,the appropriate - number of additional credits are checked as chosen by the permit applicant. Authorized Representative Date Au Chmate Zones R-Value' U-Factord Fenestration U-Factor` n/a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGC n/a n/a Ceiling" 49 0.026 Wood Frame Wallo,rn," 21 int 0.056 Mass Wall R-Value' 21/21" 0.056 _ r � Floor 30" 0.029 �` � E �JO Below Grade Wall°'' 10/15/21 int+TB 0.042 Slab`R-Value& Depth 10,2 ft n/a 'Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Each dwelling unit in a residential building shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1.Small Dwelling Unit: 1.5 credits FJ1 Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. 02. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in#1 or#3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. ❑3. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. 14. Additions less than 500 square feet. .5 credits Table R406.2 Summary Option Description Credit(s) 1a Efficient Building Envelope 1a 0.5 ❑ lb Efficient Building Envelope 1b 1.0 ❑ 1c Efficient Building Envelope 1c 2.0 ❑ l�t' I 1d Efficient Building Envelope 1d 0.5 ❑ 1, `-[' 2a Air Leakage Control and Efficient Ventilation 2a 0.5 ❑ 2b Air Leakage Control and Efficient Ventilation 2b 1.0 ❑ 2c Air Leakage Control and Efficient Ventilation 2c 1.5 ❑ 3a High Efficiency HVAC 3a 1.0 1.0 3b High Efficiency HVAC 3b 1.0 ❑ 3c High Efficiency HVAC 3c 1.5 ❑ 3d High Efficiency HVAC 3d 1.0 ❑ 4 High Efficiency HVAC Distribution System 1.0 ❑ 5a Efficient Water Heating 5a 0.5 0.5 5b Efficient Water Heating 5b 1.0 ❑ 5c Efficient Water Heating 5c 1.5 ❑ 5d Efficient Water Heating 5d 0.5 ❑ 6 Renewable Electric Energy 0.5 "1200 kwh 0.0 Total Credits 1.50 *Please refer to Table R406.2 for complete option descriptions � � _ ..; :. n 1 Table R402.1.1 Footnotes For SI: 1 foot.=304.8 mm,ci .=continuous insulation,int.=intermediate framing. a R-values are minimums. U-factors and SHGC are maximums.When insulation is installed in a cavity which is less than the label or design thickness of the insulation,the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. b The fenestration U-factor column excludes skylights.The SHGC column applies to all glazed fenestration. ` "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall,or R-15 on the continuous insulation on the interior of the wall,or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall."10/15/21.+TB"shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors.See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. Reserved. g Reserved. h Reserved. The second R-value applies when more than half the insulation is on the interior of the mass wall. J Reserved. k For single rafter-or joist-vaulted ceilings,the insulation may be reduced to R-38. 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. I Window, Skylight and Door Schedule Project Information Contact Information Plan 1487 Width Height Ref. U-factor Qt. Feet inch Feet inch Area UA Exempt Swinging Door(24 sq.ft. max.) 0.01 0.00 Exempt Glazed Fenestration(15 sq.ft. max.) 11 0.0 0.00 Vertical Fenestration (Windows and doors) Component Width Height Description Ref. U-factor Qt. Feet Inch Feet inch Area UA Foyer 0.30 1 3 6 " 20.0 6.00 0.30 1 2 " 6 17.8 5.33 Dining 0.30 1 5 5 25.0 7.50 Great Room 0.30 1 3 5 15.0 4.50 0.30 1 16 1 6 10 41.01 12.30 Master Bedroom 10.30 1 15 1 5 25.0 7.50 Bedroom 2 0.30 1 3 5 15.0 4.50 Bedroom 3 0.30 1 3 5 15.0 4.50 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 1 0.01 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.0 0.00 0.01 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.01 0.00 0.01 0.00 0.01 0.00 - 0.01 0.00 0.01 0.00 0.0 0.00 0.01 0.00 0-01 0.00 Sum of Vertical Fenestration Area and UA 1 173.81 52.13 Vertical Fenestration Area Weighted U=UA/Area 1 .30 Overhead Glazing(Skylights) Component Width Height Description Ref. U-factor Qt. Feet Inch Feet Inch Area UA 0.01 0.00 0.01 0.00 0.01 0.00 0.01 0.00 0.01 0.00 0.0 0.00 Sum of Overhead Glazing Area and UA 1 0.01 0.00 Overhead Glazing Area Weighted U=UA/Area 1 0.00 Total Sum of Fenestration Area and UA (for heating system sizing calculations) 1 173.81 52.13 ,4 +�. 1 1 Simple Heating system Size:Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2015 Washington Slate Energy Code(WSEC)and ACCA Manuals J and S.This calculator will calculate heating loads only ACCA procedures for sizing cooling�ystoms should be used to determine cooling loads The glazing(window)and door portion of this calculator assumes the installed glazing and door products have an area weighted average U-factor of 0.30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2015 WSEC. Please fill out all of the green drop-downs and boxes that are applicable to your project.As you make selections in the drop-downs for each section,some values will be calculated for you.If you do not see the selection you need in the drop-down options,,please call the WSU Energy Extension Program at (360)956-2042 for assistance. Project Information Contact Information Plan W7 Heating System Type: O All Other Systems Q Heat Pump To see detailed instructions for each section,place your cursor on the word"Instructions". Desian Temperature Instructions Design Temperature Difference(AT) 47 Marysville J AT=Indoor(70 degrees)-Outdoor Design Tamp Area of Buildina Conditioned Floor Area Instructions Conditioned Floor Area(sq ft) 1.48 Average Ceiling Height Conditioned Volume Instructions Average Ceiling Height(ft) 9.0 13,383 Glazing and Doors U-Factor X Area = UA Instructions 0.30 1$9 47.70 Skyliahts U-Factor X Area = UA Instruct ons f�l 0.50 Insulation Attic U-Factor X Area = UA Instructions R 99 0.026 1.487 38,66 Single Rafter or Joist Vaulted Ceilings U-Factor X Area UA Instructions f�l No selection LI --- Above Grade Walls Isee Figure 1) U-Factor X Area UA Instructions R-21Intermediate . I 0.056 1.800 89.60 Floors U-Factor X Area UA Instructions R-30 0.029 1 1.487 43.12 Below Grade Walls(s"Figure 1) U-Factor X Area UA Instructions •'' No Below Grade Walls in this gnlect. --- Slab Below Grade(seeFinure 1) F-Factor X Length UA Instructions Select conditioning V No selection --- Slab on Grade(see Fig—1) F-Factor X Length UA Instructions I IL�JI fig Skin on G:a(1?IC It,i3 profEii � -'" _ Location of Ducts Instructions Duct Leakage Coefficient iI Unconditioned Spate J 1.10 Sum of UA 219.09 Envelope Heat Load 10,297 Btu/Hour FiauL. Sum of UA X eT Air Leakage Heat Load 6,793 Btu/Hour VolumeX 0.0XATX.019 nao,eer.de Building Design Heat Load 17,090 Btu/Hour Air Leakage+Envelope Heat Loss Building and Duct Heat Load 18,799 Btu/Hour Ducts in unconditioned space:Sum of Budding Heat Loss X 1.10 Ducts In conditioned space:Sum of Budding Heat Loss X 1 Maximum Heat Equipment Output 26,319 Btu/Hour Budding and Duct Heat Loss X 1.40 for Forced Air Furnace BuUng and Duct Hoof Loss X 1.25 for Heat Pump (O7/0,V13) �' W �! � � f� I :} NASH&ASSOCIATES ARCHITECTS COP` PLAN 1487 BEAM, LATERAL & SEISMIC CALCULATIONS r.i 4y P •C:1, r (,Ai, I ION IAS NASH STATE OF WASHINGTUN ; Received MAY 19 2017 -100 i47 2015 IBC JULY 1, 2016 8003 118th AVE NE Kirkland, WA 98033 (426) 828-4117 WWW.NASH—ARCHITECTS.COM CLIENT: IINASH&ASSOCIATES BEAM DESIGN DATA PROJECT:_ A R C j 111°E C.T 5 DATE: NAME; Roof Loads: LL 26#/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#/of DL 10 #/of Total 70#/sf Soil• 1500 PSF Min. Concrete: Per IBC 15 Masonry. Per IBC 15 Steel: Per IBC 15 Wood: Per IBC 15 Nailing: Per IBC 15 4" Beam: Douglas Fir #2 fv = 180 fb = 900 PSI E = 1,600,000 8" Beam: Douglas Fir #2 fv — 170 fb = 875 PSI E = 1,300.000 Joists & Hem Fir #2 Rafters: fv = 150 fb = 850 PSI E = 1.300,000 Glu—Lam Beams: fv = 240 PSI fb = 2,400 PSI (reduced by size factor, CF'KI) E = 1,800,000 0003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM . i PLAN 1487 BeamChek v2016 licensed to:Nash Jonas Anderson Architects Reg#6464-622 6 8- t Date: 10124116 See 3-1/8x 12 GLB 24F-V4 DF/DF Lu=0.0 Ft Condi(ion NDS 2015 Min Bearing Area R1=2.6 in' R2=2.6 in' (1.5)DL Defl= 0.23 in Recom Camber=0.34 in I 1000# Beam Span 16.0 ft Reaction 1 LL 1000# Reaction 2 LL 1 Beam Wt per ft 9.11 # Reaction 1 TL 1673# Reaction 2 TL 1673# Bm Wt Included 146# Maximum V 1673# Max Moment 6692 W Max V(Reduced) 1464# TL Max Defl L/240 TL Actual DO L/421 LL Max Defl L/360 LL Actual DO L 1845 Attributes Section(in') Shear(in') TL Defl(in) LL DO Actual 75.00 37.50 0.46 0.23 Critical 33.46 9.15 0.80 0.53 Status OK OK OK OK Ratio 45% 24% 57% 43% Fb(psi) Fv(psi) E(psi x mil Fcl(psi) Values Reference Values 2400 240 1.8 650 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 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL: 125 Uniform TL: 200 =A Uniform Load A - R1 = 1673 R2= 1673 SPAN=I6FT Uniform and partial uniform loads are Ibs per lineal ft. x 1!� ,� - CLIENT: _ — _ NASH&ASSOCIATES WIND AND 5E 15M I G DE51 GN DATA PROJECT_ ,+ i T r.(; is PER 2015 IBG DATE. NAME- HIND DESIGN GRITERIA DESIGN PER ASCE 7-10 I.NOMINALNLTIMATE WIND SPEED V/asd /Vult 05/110 mph 2.RISK CATEGORY II 1.00 3. WIND EXPOSURE CATEGORY "B" 4. INTERNAL PRESSURE COEFFICIENT V-55 5.COMPONENTS AND GLADDIN6 DESIGN PRE55URE +/- 16 psf BUILDING5,STRUCT)RES,AND PARTS THEREOF SHALL 13E DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH 5TREN6TH DE516N,LOAD, AND RESISTANCE FAGTOR DE516N,ALLOWABLE 5TRE--55 DE516N, EMPIRICAL DESIGN OR CONVENTIONAL GON5TRUGTION METHODS, A5 PERMITTED BY THE APPLICABLE MATERIAL CHAPTER, SECTION 1604.1 BUILDIN65, 5TRUGTURE5,AND PARTS THEREOF, SHALL BE DESIGNED TO WITHSTAND WIND LOAD5 A5 DEFINED IN SECTION 1609 AND ASGE 'T-10 51MPLIFIED METHOD TO BE U5ED FOR WIND DESIGN PER A5CE 1-10, SECTION 21.5 (BUILDING HEIGHT 15 LE55 THAN 160 FEET) 110 MPH ULTIMATE WIND SPEED USE 19.6 PSF PER TABLE 21.6.1 "EXPOSURE B" WOOD DESIGN PER SECTIONS 2304-2506. STRUCTURES USING WOOD SHEAR WALLS AND DIAPHRAGM5 TO RESIST WIND,5EISMIC,AND ALL OTHER LATERAL LOADS SHALL 13E DESIGNED AND GONSTRUGTED IN ACCORDANCE WITH AF 4 PA 5DPW5 AND PROVISIONS OF SECTIONS 2305-2306 5E15MIG DE516N DATA DESIGN PER ASGE 1-10/5ECTION 1613 I. SEISMIC IMPORTANCE FACTOR le 1.00 2. SHORT PERIOD ACCELERATION Sa 1.66 •see footnote at bottom of page 3. 1 SECOND ACCELERATION S1 0.146 ease footnote at bottom of page 4.SITE GLASS D(default class per IBG) S. SPECTRAL RESPONSE COEFFICENT spa OAl2 *see footnote at bottom of page 6. SPECTRAL RESPONSE COEFFICIENT 5N 0.148 9see footnote at bottom of paciv I. SEISMIC DESIGN CATEGORY D 8.SEISMIC FORGE RESISTING SYSTEM PLYWOOD SHEAR WALLS 9. DE516N BASE SHEAR (see selsmlc calculations) 10. SEISMIC RESPONSE COEFFICIENT Gs 0.13 II.RESPONSE MODIFICATION FACTOR R 65 12. ANALYSIS PROCEDURE EQUIVALENT LATERAL FORGE 15.RISK CATEC70RY II THE ANCHORAGE OF WALL5 5UPPORTIN65 CON5TRUGTION SHALL BE BE DE5I6NED IN ACZO ANGE WIT}I ASGE 1-10, SECTION 12.11.2 IN STRUCTURES ASSIGNED TO SEISMIG DESIGN GATEGORY G-F, COLLECTOR ELEMENTS AND THEIR GONNEGTION5 TO VERTICAL ELEMENTS SHALL BE DESIGNED TO RE515T MAXIMUM EFFEGT5 A5 5PEGIFIED IN ASGE 1-10, 5EGTION 12.10.2.1 BASE SHEAR V= (F 5m/W W ANCHOR BOLTSi 5/8" DIA X 10,A301 OR BETTER Al 7" MIN. EMBEDMENT.V- 1104#/BOLT PER U565, THE MAXIMUM SI IN THE STATE OF WASHINGTON 15 0.148.ALL SEISMIC DE516N VALUES USED IN TH15 ANALY515 ARE BASED UPON THI5 NUMBEf; SINGE 5115 LE55 THAN 0.15,THEN USE SEISMIC CATEGORY D IF RISK CATEGORY 15 I, II,OR III 8003 118th AVE NE Kirkland, IPA 98033 (426) 828-4117 WWW.NASH-ARCHITECTS.COM Q - W -i ❑ 0 OF❑ ❑❑ L. � � � � � y .. �I 4 H - W l I L - L U�1 � NM rL- lFl `�•N �-v Q f �N O N � ti - - �� LATERAL CALCULATIONS CLIENT: NASH&ASSOCIATES PROJECT: WIND WORKSHEET :�x ��rrtrrC cs DATE: 85 MPH/110 MPH= NOMINALNLTIMATE WIND SPEED NAME: 19.6 P5P - FRONT ELEVATION LEFT ELEVATION i(EAR ELEVATION RIGHT ELEVATION LOCATION TOTAL SHEAR FORCE SHEAR UNIT SHEAR W a H z (see chart for wind pressure WALL SHEAR WALL 0 specified height) LENGTH (ft) (#/It) TYPE 23ry' SDI y (v - - �./7 S`Ka xt qr 31 L3r5- y3 r 5cl Z 6 Cl -- - Szef2 �rsx-q x14,f0 — -- - ZofEf Zg o PI-Li'/ - P 1- �r 8003 118th AVE NE Kirkland, WA 98033 (425) 628-4117 WWW.NASH-ARCHITECTS.COM r� CLIENT: tvAstkASsoCIATES SEISMIC ANALYSIS PROJECT: DATE: 1 NAME: Weight of Building: Roof Assembly: Asphalt Shingles - 2.00#/it Cedar Shakes - 2.25#/it Tile - 9.50#/it Felt - 0.15 #//it Felt - 0.15 #/it Felt - 0.15 /it 1/2" Plywood - 1.50 ##/It 1/2" Plywood - 1.50 #A 1/2" Plywood - 1.50 #/it ttrrusses @ 24" o.c. - 1.75 #/it Trusses w 24" o.c. - 1.75 #/ft Trusses Q0 24" o.c. - 1.75 #/ft R-38 Insulation - 2.35 1//ft R-30 Insulation - 2.25 /ft R-30 Insulation - 2.25#/it 1/2" GWB Ceiling - 2.00#/it 1/2" GWB Ceiling - 2.00 /(1 1/2" GWB Ceiling - 2.00#i/ft Total 9.75#/ft Total 9.90#/it Total 17.90#/ft Use 10.00#/it Use 10.00#/it Use 18.00#/it lot & 2nd Floor Assembly: Caret / Pad - 0.50#/ft Hardwood - 2.50#/fI. 3/4 T&G Plywood - 2.50#/ft 3/4" T,V; Plywood - 2.50#/ft 2x10 0 16" o.c. 2.30#/it 'xlo �v W" o.c. - 2.30#/ft 1/2" GWB Ceiling - 2.00#/it 1/2" GWB Ceiling - 2_00#/ft Total 7.30#/ft Total 9.30#/it Use 10.00#/ft Use 10.00#/ft Interior Wall Assembly. Exterior Wall Assembly: 1/2" GWB - 2.00#/ft 3/4" Wood Siding - 2.30#/ft 2X4 ® 16" o.c. - 1.10 #/it 1/2" Plywood - 1.50 #/it 1/2" CWB - 2.00#/ft 2x6 ® 16" o.c. - 1.37 #/it Total 5.10 #/ft R-21 Insulation - 2.10 /it Use 8.00#/it 1/2" GW11 - 2-oo#/(t Total 9.27#/ft Use 10.00#/ft 4" Brick Veneer - + 3.20#/it 8003 118th AVE NE Kirkland. WA 98033 (425) 828-4117 WWW.NASH-ARCHITECTS.COM r Y CLIENT: HASH=AssocrATEs SEISMIC ANALYSIS PROJECT: ARcrfITI:C i DATE: NAME: 2 SEISMIC: V = (C,) (Wdl) (plywood) 2nd Level: Roof: or (Asphalt / Cedar Shake) 10#/ft X sf = ('Pile) 18#/ft X sf =_ Exterior Walls: L x 10#/sf x 1/2 (h) - (E2) Interior Walls: L x 8#/sf x 1/2 (h) (I 2) TOTAL let Level: �7 / Roof: (19t Floor Roof) 10#/ft X �� ( _of 2nd Floor. 10#/ft X sf Exterior Walls: (E2) + L x 10#/0 x 1/2 (h) IR'Da(!O V L{, 5 �SSQ . (E1) Interior Walls: (I 0 + L x 8#/sfnx 1/2 (h) TOTAL C� Basement: 1st Floor: 10#/ft X _sf Exterior Walls: (E1) + L x 10#/0 x 1/2 (h) Interior Walls: (11) + L x 8#/sf x 1/2 (h) TOTAL 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS,COM -� r: CLIENT: NASH•AssoQATFS SEISMIC ANALYSIS PROJECT: _ - DATE: - NAME: 3 BASE SHEAR: BASE SHEAR V= (F SV5/W W LEVEL 2: Wdl 1 tI # x 0.149 = LEVEL 1: Will 7 4 11 # x 0.149 = TOTAL' Wdl 4 l 1 # x 0.149 = ! / (V) ad Load Hei ht Moment Shear 0 Stor Level De(Wdl) (h (Wdl)(h) 1�x = "dl)(h) V Remarks (Wdl)(h) 2 Total 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM J� R?:: �� S+. • I �� NASH b ASSOCIATES CLIENT: SEISMIC ANALYSIS PROJECT` DATE: NAME: 400 - — cy x 0 0 wza � w N N A� �' r j - - V � � N v� A a x0 y lM� H w V a 8003 118th AVE NE Kirkland, SPA 88033 (425) 828-4117 — WWW.N_�H_AR9 j11MC 1 S•COM._ .. • y _ NASH°ASSOCIATES CLIENT: SEISMIC ANALYSIS PROJECT. ��Rr�ti ri_� r` DATE:_ - - NAME: 6 Redundancy Factor (p); 1. Maximum allowable wall shear for p<=1 Vumax = (2)(Vaccstory)/Ab 1/2 6-7 y 0 z �z3y 2. Maximum actual shear Vmax = Largest seismic wall shear (A 3. p = 2-[2(Vaccstory)/(Vumax)(Ab 1/2) L ` ZCs� tn � 0/6 v(/V9 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 - WWW.NASH-ARCHITECTS.COM 7; � �� 1 I I a sift u 29 bl 8 9 to 1 b n C YI 'r 3 1 I I I I 1 1 1 r d 0 c 'r p I l�. Ir •Ono 0II Od zad��� Aa c .. �C) z Receivedo � p� �y MAY 1 9 2017 zNWAMW e r-O I ' Dan Cmyeral Daiglmm Rl Ouddaa LGIHOMES I.b Number Sheat Tltla xBMCI'-20075di Avaxn NE�Eraeb,Yul�zol Jab Name/Model 1487-A RF GL Daat aar [OAN Add,. C. TRUSS LAYOUT u: Date 2011 r_, 1 _ - ' } 1 �m W1 0 MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: 1487-A RF Fax 916/676-1909 LGI HOMES 1487-A RF dcc The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by BMC West-Everett,WA. Pages or sheets covered by this seal: R50439530 thru R50439538 My license renewal date for the state of Washington is May 16,2019. -IZRILL 6 WAS �P 51398k� Fcrs�aRea �SS14NAL B�Gl May 2,2017 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. 9. • .J �� �[ .' . I Job Truss Truss Type Qty Ply LGI HOMES 1487-A RF dcc R50439530 1487-A RF Al GABLE 1 1 Job Reference o lional BMC, EVERETT,WA 982053212 8.010 s Apr 20 2016 MiTek Industries,Inc- Mon May 01 22:33:43 2017 Page 1 I D:ZiXyT74 WzX6j2o0ryaE9z9zKrFr-xkJXiB4JX4tDw_ZDL5BODn8Li4007YXfyN 1 JzKk7c r ".0 IS." 17 D 0 -Ot�-0 8-0-0 8-0-0 1-0-0 Scale=1:28 9 4x5= E 5.o0 12 p F P Q C G _ O R 8rl H � I C55I$ 3x4= N M L K 3x4 = r 16.0.0 �— 16.0-0 LOADING (psf) 0 SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.00 1 n/r 180 MT20 185/148 TCDL 7.0 Lumber DOL 1.15 BC 0.09 Vert(CT) 000 1 n/r 180 BCLL 0 0 Rep Stress Incr YES WB 0 03 Horz(CT) 000 H n/a n/a BCOL 100 Code IRC2015/TPI2014 Matrix-R Weight:54 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF No 2 REACTIONS. All bearings 16-0-0. (lb)- Max Horz 8=-45(LC 13) Max Uplift All uplift 100 Ib or less at joint(s)B,H.M.N,K,J Max Grav All reactions 250 lb or less at joint(s)B,H,L,M,K except N=330(LC 19),J=330(LC 20) FORCES. (lb)-Max.Comp./Max Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=11 Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6 Opsf;h=25ft;Cat.11;Exp B;enclosed; MWFRS(envelope)automatic zone and C-C Comer(3)-1-0-0 to 2-0-0,Exterior(2)2-0-0 to 5-0-0,Corner(3)5-0-0 to 8-0-0, Exterior(2)11-0-0 to 14-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as perANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads 6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions It is the responsibility of the fabricator to increase plate sizes to account for these factors 7)All plates are 2x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 2-0-0 oc. 1,AELI 6q 10)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. WAS ' 11)"This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide , OF �C T tv, will fit between the bottom chord and any other members. �0 � 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,H,M.N.K.J. ,p 51398 AL � May 2,2017 AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED WTEK 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 verity the applicability of design parameters and properly Incorporate this design Into the overall budding design Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage For general guidance regarding the fabrication,storage,delivery,erection and tracing of trusses and truss systems,see ANSIrrPl1 quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights CA 956 Job Truss Truss Type City Ply LGI HOMES 1487-A RF dcc R50439531 1487-kRF B1 GABLE 1 1 Job Reference(optional) BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:33:44 2017 Page 1 17 I D:ZiXyT?4 WzX6j2oOrya E9z9zKrFr-PxtvwX5xl N?4Y8ZB 7wsKkblpY lynl nAh mJ iwZmzKk7b 17-6-0 17.6-0 -0- Scale=1:60.3 5 00 12 4x5 = K J L 3x4 I AH Al N 3x4 GH OQ 4xl2 F R rn r E $ T D P C d AG At AJ B U 3x4= 6x12 1646 3x6— AF AE AD AC AB AA Z Y X 5x6 = r 35-0-0 35.0-0 Plate Offsets(X.Y)— IT:0-5.12.Edgel,P(A-1-11.0-3-131,fY:0.3-0,0.3.01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0 10 U-W -999 240 MT20 185/148 (Roof Snow=25.0)0) Lumber DOL 1.15 BC 0.51 Vert(CT) -0.21 U-W >938 180 TCLL 7 0 Rep Stress Incr YES WB 0.30 Horz(CT) -0.01 X n/a n/a BCDL 10.0 BC 0.0 Code IRC2015/TP12014 Matrix-R Weight:162 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No.2"Except' TOP CHORD Structural wood sheathing directly applied or 5-5-9 oc purlins. T-X:2x6 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: BOT CHORD 2x4 HF No.2 10-0-0 oc bracing:W-X,U-W WEBS 2x4 HF No.2 JOINTS 1 Brace at Jt(s):M,P OTHERS 2x4 HF No.2 REACTIONS. All bearings 20-0-0 except Qt=length)U=0-5-8. (lb)- Max Horz B=92(LC 12) Max Uplift All uplift 100 lb or less at joints)U,Z,AA,AB,AC,AD,AE,AF,B except X=-111(LC 13) Max Grav All reactions 250 Ill or less atjoint(s)Y,Z,AA,AB,AC,AD,AE,B except U=624(LC 1),AF=284(LC 1), X=933(LC 20) FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-109/353,C-D=-57/322,D-E=-36/333,E-F=-7/330,F-G=0/331,G-1=0/330, I-J=0/333,J-K=0/319,K-L=0/309,L-N=0/328,N-Q=0/291,Q-R=0/289,R-T=-1/274, T-U=-794/148,M-X=-996/210,M-P=-979/192,P-S=-931/175,S-T=-899/160 BOT CHORD B-AF=-285/151,AE-AF=-285/151,AD-AE=-285/151,AC-AD=-285/151,AB-AC=-285/151, AA-AB=-285/151,Z-AA=-285/151,Y-Z=-285/151,X-Y=-285/151,W-X=-39/642, U-W=-37/649 WEBS K-Y=-294/0,T-W=0/350 NOTES- 1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)Vasd=87mph;TCDL=4 2psf;BCDL=6 Opsf;h=25ft;Cat.II;Exp B;enclosed; MWFRS(envelope)automatic zone and C-C Comer(3)-1-0-0 to 2-6-0,Exterior(2)2-6-0 to 14-0-0,Corner(3)14.0-0 to 11-6-0, Exterior(2)21-0-0 to 32-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces BRILL &MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry J�0 1;NVA Sri Gable End Details as applicable,or consult qualified building designer as per ANSI(rPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 r � 4)Unbalanced snow loads have been considered for this design 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2 00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads 6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. ��f+ S 1398 7)All plates are 2x4 MT20 unless otherwise indicated. 0.1 R�QI$Z$R�Y 8)Gable studs spaced at 2-0-0 oc 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads sSt�NALB�O 10) "This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. M8 2,2017 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)U.Z,AA,AB,AC Y WARNING-Vertry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors,This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall 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 ANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information availabto from Truss Plate Insidute,218 N.Lee Street.Suite 312,Alexandria,VA 22314 Suite 109 rus Heights.CA 9%10 _ , a I r Job Truss Truss Type city Ply LGI HOMES 1487-A RF dcc R50439531 1487-kRF 61 GABLE 1 1 Job Reference(optional) BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:33:45 2017 Page 2 I D:ZiXyT?4WzX6j2oOryaE9z9zKrFr-t7RH7l6Z3h7x918NheNZGpl_I810UEQr_zRT5CzKk7a NOTES- 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. A WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing 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 ANSIrrPN quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 1 YN ti, Job Truss Truss Type 10ty Ply LGI HOMES 1487-A RF dcc R50439532 1487-A RF B2 Common 9 1 Job Reference licnal BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:33:46 2017 Page 1 ID:ZiXyT?4WzX6j2oOryaE9z9zKrFr-LJ?fLD7Bq?FnnSjZFLuopOgCMYaPDef_DdB 1 eezKk7Z 00 6-3-3 5-7-6 5.7.6 6.3-3 11 90 Scale=1:59.3 5.o0 12 5x6 E 5x6 0 P 5x6 D F 2x4 2x4rZ C G N :gA B H I a I� 0 3x6= M L K J 3x4= 3x4= 3x4= 3x10 = 3x4 = 10-2-8 19 a _ 27 0-12 35 b_0 10.2.8 98.1: { 73.8 � 7.11 a Plate Offsets(X,Y)— 113:0.3.0.04-41.(F:0.3.0.0.3.41 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.54 Vert(LL) -0.21 B-M >999 240 MT20 185/148 TCDL (Roof Snow=25.7. Lumber COL 1 15 BC 0.76 Vert(CT) -0.44 B-M >535 180 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(CT) 002 K n/a nla BC DL 10 0 A Code IRC2015/TPI2014 Matrix-R Weight:135 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No 2 TOP CHORD Structural wood sheathing directly applied or 4-7-12 oc purlins BOT CHORD 2x4 HF No 2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 HF No 2 WEBS 1 Row at midpt D-K,E-K REACTIONS. (lb/size) H=387/0-5-8,K=2015/0-5-8,B=657/0-5-8 Max Horz B=92(LC 12) Max Uplift H=-71(LC 13),K=-41(LC 12).B=-66(LC 12) Max Grav H=472(LC 20),K=2015(LC 1),B=732(LC 19) FORCES. (lb)-Max.Comp./Max Ten -All forces 250(lb)or less except when shown TOP CHORD B-C=-1077/116,C-D=-696/51,D-E=0/586,E-F=0/887,F-G=-256/262,G-H=-476/162 BOT CHORD B-M=-142/943,K-M=-33/428,J-K=-467/75,H-J=-109/374 WEBS C-M=455/147,D-M=0/531,D-K=-966/119,E-K=-919/81,F-K=-733/146,F-J=-27/612, G-J=-380/129 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed; MWFRS(envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-6-0,Interior(1)2-6-0 to 14-0-0,Exterior(2)14-0-0 to 17-6-0, Interior(1)21-0-0 to 32-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1 33 plate grip DOL=1 33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category Il;Exp B;Partially Exp.;Ct=1 1 3)Unbalanced snow loads have been considered for this design 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions It is RILL the responsibility of the fabricator to increase plate sizes to account for these factors. B 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads WAS `l 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. TO 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)H,K.B 51398 q,4 FGISTE s%IVALE�G May 2,2017 ,&WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED WTEK 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 Nil building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPI1 quality Criteria,DSB-09 and BCSI Building Component 77T7 Greenback Lane Safety Information available from Truss Plate Institute,218 N Lee Street,Suit)312,Alexandria,VA 22314. Suite 109 Carus Helahts.CA 95610 .• �. ,• V V I Job Truss Truss Type Qry Jply LGI HOMES 1487-A RF dcc R50439533 1487-A RF B3 Common 1 1 Job Reference(optional) BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:33:47 2017 Page 1 ID:Z1XyT74MX6j2oOryaE9z9zKrFr--pVZ1 YZ7pblNePcI Io2Q 1 MENlryvCy5o8SHwaA4zKk7Y 1- -0.0 &T-14 5-6-15 5-6-15 5-7-14 6-3-3 •0.0 Scale=1:59.3 5.00 12 5x6 E 5x6 i;- 0 P 5x6 D F 2x4 2x4 C G N Q qI B H OA l )d M R S L K J 4x8 = 4x6= 4x5 = 3x6= 6x8= 3x4= 9-0-14 19.9.4 25.11-2 35-" 9-0.14 10.6.E 6-1-14 9.0-14 Plate Offsets(X,Y)-- [8:0.0-0,0.0.41 (0:0.30.0-3.41.IF:0-3 0.0-3.41 LOADING (psf) SPACING- 2-0-0 CSI DEFL. In (loc) I/defl L/d PLATES GRIP TCLL 25.0 25.7. Plate Grip DOL 1 15 TC 0.87 Vert(LL) -0.27 K-M >861 240 MT20 185/148 (Roof Snow= Lumber DOL 1.15 BC 0.79 Vert(CT) -0 55 K-M >429 180 BCDL 0 Rep Stress Incr YES WB 050 Horz(CT) 005 H n/a n/a BCLL 0 0 BCDL 10 0 Code IRC2015/TPI2014 Malnx-R Weight:135 lb FT=10% _ LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 HF No 2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No 2 WEBS 1 Row at midpt E-K,D-K REACTIONS. (lb/size) H=386/0-5-8,K=2013/0-5-8,B=658/0-5-8 Max Horz B=144(LC 49) Max Uplift H=-1153(LC 43),K=-739(LC 41),B=-1846(LC 40) Max Grav H=1222(LC 52),K=2300(LC 26),B=2030(LC 53) FORCES. (lb)-Max,Comp./Max Ten -All forces 250(lb)or less except when shown. TOP CHORD B-C=-4650/4495,C-D=-3435/3202,D-E=-1984/2197,E-F=-994/1525,F-G=-1467/1479, G-H=-2778/2788 BOT CHORD B-M=-4117/4320,K-M=-2800/2923,J-K=-2663/2579,H-J=-2513/2549 WEBS E-K=-1320/790,F-K=-745/156,F-J=-43/500,G-J=-424/174,D-K=-944/169,D-M=-26/609, C-M=-400/221 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat Il;Exp B;enclosed; MWFRS(envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-6-0,Interior(1)2-6-0 to 14-0-0,Exterior(2)14-0-0 to 17-6-0, Interior(1)21-0-0 to 32-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category ll;Exp B;Partially Exp;Ct=1 1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2 00 times flat roof load of 25 0 psf on overhangs non-concurrent with other live loads. v_RR1L( 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is e the responsibility of the fabricator to increase plate sizes to account for these factors. J�9 O�WA Sk/ � 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide >0 will fit between the bottom chord and any other members,with BCDL=10 Opsf 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) H=1153,K=739,B=1846. 9)This truss has been designed for a total drag load of 6980 Ile Lumber DOL=(1.33)Plate grip DOL=(1 33) Connect truss to resist drag loads along bottom chard from 0-0-0 to 20-0-0 for 349 0 plf vo 51398 SSjONALG May 2,2017 AWARNING-Verify,design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design Bracing indicaleo is to prevent buoi,ng of individual truss web andror chord members only Additional lemporary and permanent bracing Mire k is a.Ways required(of 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 ANSIfrPl1 Quality Criteria,OSS49 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria.VA 22314 Suite 109 citrushts C 95610 a Job Truss Truss Type City Ply LGI HOMES 1487-A RF dcc R50439534 1487-A RF B4 Common 1 1 Job Reference(optional) BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:33:49 2017 Page 1 I D:ZiXyT?4 WzX6j2oOryaE9z9zKrFr-IugozE947wdMevS8wTSWRfSf4mb5QveQvbPhFzzKk7 W S A } 2341b 28443 35-0-0 36-0-0 0 0 63 3 5.7.14 b 8-tb b815 5.7-14 &3J Scale=1:59-3 5.00 12 45= E 5x8% N 0 5x8 D F 2x4 2x4 C G M P B H �A 11$ 4 8 = L K Q J 48 = 45 = 5x8 4x5= = 9-0.14 17-6.0 25-11.2 35-0.0 9-0.14 0-5-2 8-5.2 9-0.14 Plate Offsets(X,Y)-- (6:04).0,0.0.41.1D:0.4-0.0.3.01,1F:0.4.0.0.3.01,114:0.0-0,0-"ll.1K:0.4-0,0.3.01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl L/d PLATES GRIP TCLL 25.0 0) (Roof Snow=25 0) Plate Grip DOL 1.15 TC 0.83 Vert(LL) -0.29 J-K >999 240 MT20 185/146 0 Lumber DOL 1.15 BC 0.76 Vert(CT) -0.47 J-K >891 180 TCLL .0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.16 H n/a n/a BCDL 100 BCLL .0 Code IRC2015/TP12014 Matrix-R Weight:141 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 3-5-7 oc bracing WEBS 2x4 HIP No.2 REACTIONS. (lb/size) B=1529/0-5-8,H=1529/0-5-8 Max Horz B=-104(LC 43) Max Uplift B=-1561(LC 40),H=-1561(LC 43) Max Grav B=2406(LC 27),H=2406(LC 26) FORCES. (lb)-Max.Comp./Max.Ten -All forces 250(lb)or less except when shown. TOP CHORD B-C=-5282/3798,C-D=-4176/2498,D-E=-2576/1297,E-F=-2575/1297,F-G=-4173/2494, G-H=-5279/3794 BOT CHORD B-L=-3543/4641,K-L=-2674/3868,J-K=-3412/4490,H-J=-3435/4861 WEBS E-K=0/1082,F-K=-808/165,F-J=-34/486,G-J=-351/198,D-K=-808/159,D-L=-32/486, C-L=-351/198 NOTES- 1)Wind:ASCE 7-10;VuIt=11Omph(3-second gust)Vasd=87mph;TCDL=4 2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;enclosed; MWFRS(envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-6-0,Interior(1)2-6-0 to 14-0-0,Exterior(2)14-0-0 to 17-6-0, Interior(1)21-0-0 to 32-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1 33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp;Ct=1 1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2 00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. �`■��'RRML 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions It is tir" 8 the responsibility of the fabricator to increase plate sizes to account for these factors. a�9 Og WAS�R f-T� 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 7)"This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ��� CEO will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) - B=1561,H=1561. 9)This truss has been designed for a total drag load of 6980 lb Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 20-0-0 for 349 0 plf �� 51398 °Ipi �Fcrsn �ssfONAL��G` May 2,2017 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 property Incorporate this design into the overall Nil building design.Bracing indicated Is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suit,)312,Alexandria,VA 22314. Suite 109 Job Truss Truss Type City Ply LGI HOMES 1487-A RF dcc R50439535 1487-A RF B5 Common �10 1 Job Reference(optional) BMC, EVERETT.WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:33:50 2017 Page 1 ID:ZiXyT?4WzX6j2oOryaE9z9zKrFr-E4EAAaAiuDIDG31KUBzlzs?sz9vo9Mva8F9EnPzKk7V �1-0-Q 6-3-3 11-11-1 17-6-0 1 -0-0 6-3-3 5-7-14 5-6-15 Scale=1:59.3 5,00 12 4x5= E 5x8 N O 5x8 D F 2x4 2x4 C G M P —A B _ _ H 4x5 = L K J 4x5= 3x4 = 5x8 3x4= = r 9-0.14 17," 25.11-2 3"-0 9 014 85-2 _ 8-5.2 9A-14 Plate Offeets(X.Y)•- f0:0.4-0.03.01•fF:0-".0.3.0),IK:0.4A.0-3.01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip COL 1.15 TC 0.69 Vert(LL) -0.24 K >999 240 MT20 185/148 (Roof Snow=25.0)0) Lumber DOL 1.15 BC 0.86 Vert(CT) -0.45 K-L >926 160 BCLL TCDL 0.0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.15 H n/a n/a BCDL 10 0 Code IRC20151TPI2014 Matrix-R Weight:134 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEBS 2x4 HF No.2 REACTIONS. (lb/size) B=1529/0-5-8,H=1529/0-5-8 Max Horz 8=92(LC 16) Max Uplift B=-84(LC 12),H=-84(LC 13) FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown TOP CHORD B-C=-3071/162,C-D=-2782/141,D-E=-1955/169,E-F=-1955/169,F-G=-2782/141, G-H=-3071/162 BOT CHORD B-L=-176/2766,K-L=-82/2263,J-K=-39/2263,H-J=-84/2766 WEBS E-K=0/1081,F-K=-808/134,F-J=0/486,G-J=-354/136,D-K=-808/134,D-L=0/486, C-L=-354/136 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6 Opsf;h=25ft;Cat 11;Exp B;enclosed; MWFRS(envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-6-0,Interior(1)2-6-0 to 14-0-0,Exterior(2)14-0-0 to 17-6-0, Interior(1)21-0-0 to 32-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25 0 psf(flat roof snow);Category ll;Exp B;Partially Exp.;Ct=1 1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16 0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions It is '`pRItU L the responsibility of the fabricator to increase plate sizes to account for these factors. r� e 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads ♦� WASH 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. >� 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,H 51398 Ise ALO0 May 2,2017 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verdy the applicability of design parameters and property Incorporate this design Into the overall building design Bracing indicated Is to pravont buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek Is always roquired for slablilty and to prevent collapse with possible personal injury and ptopeAy damage. For general guidance regarding the fabrication,storage,delivery,erection and bfadng of trusses full Iruss systems,see ANSUTPIt Quality Criteria,DSBd9 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plale Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus t M Job Truss TGABLE pe City Ply LGI HOMES 1487-A RF dccR50439536 1487-A_RF B6 1 1 Job Reference o Bonal BMC, EVERETT,WA 98205.3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:33:52 2017 Page 1 I D:ZiXyT?4 WzX6j2oOryaE9z9zKrFr-ATMwbGByQRxVNAjbc?D3H4FFze3dSxtbZeLrizKk7T t1iLS1 BS 8 12 3A 17.6-0 18,040 35.0-0 3¢� `IAA' 6-5-0 5-9-10 ' 5-3-0 045-10 16-11-6 TI-0.0 Scale=1:60.8 5.00 12 4x5= J 8x12% H M AJ F Al 0 3x4 D E G QS T C L V W AH AK AD d„A 8 X Y dt I$ 3x6 = AG AF AE 3x6 3x4= 3x4= 3x4=3x4= -AG AB IWA-0 ;� 8&-o 18-0.0 —I 35_0_0 _ 8-6-0 7-6.0 19 0 0 LOADING (psf) 2 TCL 25,0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TIC 0.51 Vert(LL) -0 13 B-AG >999 240 MT20 185/148 TCDL 7.0 Lumber DOL 1.15 BC 0 68 Vert(CT) -0 30 B-AG >974 180 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) 007 X n/a n/a BCDL 10 0 Code IRC2015/TPI2014 Matrix-R Weight:167 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No 2'Except" TOP CHORD Structural wood sheathing directly applied or 3-2-3 oc purlins. E-AD:2x6 HF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 HF No 2 JOINTS 1 Brace at Jl(s):K,I,N,P WEBS 2x4 HF No.2 OTHERS 2x4 HF No 2 REACTIONS. All bearings 10-11-8 except(jt=length)B=0-5-8. (lb)- Max Horz B=92(LC 12) Max Uplift All uplift 100 lb or less at joints)AB,AA,Z,AD,B except AC=-130(LC 20) Max Grav All reactions 250 lb or less at joint(s)AB,AA except X=255(LC 1),Z=282(LC 20),AD=1187(LC 20), B=1165(LC 19) FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-2182/368,C-E=-1929/345,E-F=-253/113,F-H=-251/138,E-G=-1361/213, G-1=-1413/238,I-K=-1473/265,K-L=-1470/257,L-N=-1519/288,N-P=-1565/321, P-R=-1598/340,R-AD=-1688/383 BOT CHORD B-AG=-248/1936,AF-AG=-124/1363,AD-AF=-191/1601 WEBS E-AG=-40/583,C-AG=-365/160,E-AF=0/473,L-AF=-309/113 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed; MWFRS(envelope)automatic zone and C-C Corner(3)-1-0-0 to 2-6-0,Exterior(2)2-6-0 to 14-0-0,Comer(3)14-0-0 to 17-6-0, Exterior(2)21-0-0 to 32-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25 0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 c1 p„AIL�q' 4)Unbalanced snow loads have been considered for this design. y WA$ `f- 5)This truss has been designed for greater of min roof live load of 16 0 psf or 2.00 times flat roof load of 25.0 psf on overhangs T� non-concurrent with other live loads. �0 6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 7)All plates are 2x4 MT20 unless otherwise indicated. 8)Gable studs spaced at 2-0-0 oc 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.10) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 51398�0�, 'PE 51398 will fit between the bottom chord and any other members �. G 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)AB,AA,Z,AD,B SIONAL�� except(jt=lb)AC=130 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord May 2,2017 ,&WARNING-Verlry design paramefera and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and Is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall in' bullding 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 ANSVTPI1 quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N Lee Street,Suih:312,Alexandria,VA 22314. Suite 109 CitrusHei hts CA 95610 .Y r: �, Job Truss Truss Type Oty Ply LGI HOMES 1487-A RF dcc R50439537 1487-A RF C1 FINK 6 1 Jab Reference(optional) BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:33:53 2017 Page 1 I D:ZiXyT?4 WzX6j 2oOrya E9z9zKrFr-efwJpcCa B 87o7Xlv9JXSbVdOC N_nMu2OgD NvOkz Kk7S r�1� 8-58 12-3-0 18-0-10 24.6-0 12� 1-0-0 6-M 5.9-10 5-9-10 6-5-6 1-0-0 Scale=1:42.5 4x5= D 5.00 12 L M 2x4 \\ K N 2x4 C E J O B F _ G Ii I H 3x6 — 5x6= 3x4= 3x6— r 8.6.0 16.0.0 24.6.0 8-6.0 7-6-0 _ 8-&0 t Plate Offsets(X.Y)— 11:0.3.0.0-3.41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 25.7. Plate Grip DOL 1.15 TC 0.50 Vert(LL) -0.14 B-I >999 240 MT20 185/148 (Roof Snow= Lumber DOL 1.15 BC 0.65 Vert(CT) -0 31 B-I >941 180 BCDL 0 Rep Stress Incr YES WB 0.13 Horz(CT) 0.07 F n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2015ITP12014 Matrix-R Weight:84 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-3 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEBS 2x4 HF No.2 REACTIONS. (lb/size) B=1088/0-5-8,F=1088/0-5-8 Max Horz B=66(LC 12) Max Uplift B=-64(LC 12),F=-64(LC 13) FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-1992/127,C-D=-1737/120,D-E=-1737/120,E-F=-1992/127 BOT CHORD B-1=-102/1762,H-1=-5/1200,F-H=-51/1762 WEBS C-1=-428/141,D-1=-21/625,D-H=-21/625,E-H=-428/141 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4 2psf;BCDL=6.Opsf;h=25ft;Cat II;Exp B;enclosed; MWFRS(envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 9-3-0,Exterior(2)9-3-0 to 12-3-0, Interior(1)15-3-0 to 22-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2 00 times flat roof load of 25 0 psf on overhangs non-concurrent with other live loads. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. RRXL 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 c� b will fit between the bottom chord and any other members WAS 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,F Q O 51398q� o �oIse-M SSr�NALB�G` May 2,2017 AWARNING-Verify des/gn parameters end 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 ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Informallon available from Truss Plate Insldute,218 N Lea Street.Suae 312,Alexandria,VA 22314. Suite 109 95610 Job Truss rcou-ss- BMC, Type Qty Ply LGI HOMES 1487-A RF dcc R50439536 1487-A_RF C2 on Supported Gable 1 1 Job Reference(optional) EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:33:54 2017 Page 1 I D:ZiXyT?4WzX6j2oOryaE9z9zKrFr-6sUhOyDCxSGfkhK6j12h8iAh 1 nTD5MJA3s7SwAzKk7 R 1 0 0 1244 24$-0 5.8•Q 1.0.0 12-3-0 12-3-0 1-0-0 1 Scale=1:42.5 4x5= H G 1 5.00 12 AC AD AB F J AE E K ul D L C M 8 N 3x4= AA Z Y X W V U T S R Q P 3x4= 3x4= 24." 24-" T (Ps2 CLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.11 Vert(LL) 0.00 N n/r 180 MT20 1851148 TCDL 7.0 Lumber DOL 1.15 BC 0.06 Vert(CT) 0.00 O n/r 180 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 000 N n/a n/a BCUL 100 Code IRC2015/TPI2014 Matrix-R Weight:96lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF No.2 REACTIONS. All bearings 24-6-0. (lb)- Max Horz B=-66(LC 13) Max Uplift All uplift 100 Ib or less at joint(s)B,V,X,Y,Z,AA,T,S,R,Q,P,N Max Grav All reactions 250 Ib or less at joint(s)B,U,V,X,Y,Z,AA,T,S,R,Q,P,N FORCES. (lb)-Max.Comp/Max.Ten -All forces 250(lb)or less except when shown NOTES- 1)Wind:ASCE 7-10;Vult=11 Omph(3-second gust)Vasd=87mph;TCDL=4 2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;enclosed; MWFRS(envelope)automatic zone and C-C Corner(3)-1-0-0 to 2-3-0,Exterior(2)2-3-0 to 9-3-0,Corner(3)9-3-0 to 12-3-0, Exterior(2)15-3-0 to 22-3-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1 33 2)Truss designed for wind loads in the plane of the truss only For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSVTPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2 00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions It is the responsibility of the fabricator to increase plate sizes to account for these factors 7)All plates are 2x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. Ll 9)Gable studs spaced at 2-0-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. a�� WAS. 11)"This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide O !�C will fit between the bottom chord and any other members. 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,V,X.Y,Z,AA, T,S,R,Q,P.N 51398� .� �ISTEA ASSt�NALG May 2,2017 ,&WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors,This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall MR' building design Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing M iTe k is always required for slabl0ty and to prevent collapse with possible personal inwry and property damage-For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane safety Information available from Truss Plata Institute,218 N-Lee Street,Suite 312,Alexandra-VA 22314 Suite 109 Carus HeI Ms CA 95610 m p D W - ■ -0 � oaa�'•i�Do'� �e°' II m� X v Z mNG) r -0, O ca oUcWpdmza m 0 0) � 61 LJ = D C =m co 6- 0� 7 �N N n O V� nQoG�ny� p �ovc a > c `� a_ Z EPE; j a'D -' o � � aa � °'_ 10 0n Z Wo 3 Q N yQ».� n m Q <° y n0 C y ?0 toc y cc m� na 3 � J D 00 N O--0 p� �D j N CD j O :� fD r j O S N M CCDi n CD O N c""1_"< N W Z n�.�7 o n(n m f y� y m C 7 n n 'o �' +d. o a3 oN �v ym� o = cA CD CL d n Q m o 20 tom o =rCD0 no o < -o � y3 _c vCo Can � M. 3mcn (p W W O O fD O 0 - E S N � p� O C CD CD N � M O CC .+N 7 o M n 0 7 Q 7 C O. O O N 7 7 fD-d I., _n O Fn Cl- m fD 7 Z m = � yo OMd Q� o Z n� o' 3 0 o ? s Q?, D 0 7 O CD N 7 N 7 fD y y 0 3-8 y. C y N C_ i N CD M O O O� C y q Cc fD y lD 7 C O O !7/1 CD J S F O f/) O S a J•' m 3 7 $ CO o in o'ao c �' fD CD �' � X m O = n O,`Z N j N 7 N = O N Z C N (O C .7•.Q ? 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G N C/7_ CD 2 C fD o ca a J 41 41 O(0��1• c fD ' j f0 (D N CD CD fCD ° y ma C a m' a J n Ol n J '>• W a f' a afO (D 3�I 0 O N CD i. m moo. o m (D a Yo o N 3 w CD O CD N - - - - - - - - - - - - - - - - - :; ti, BUILDING INSPECTION REPORT — Residential Final Permit No. 1472 Address: 8910 171st Street NE Contractor: LGI Homes - Washington, LLC Owner: LGI Homes - Washington, LLC Date: 10/6/2017 ® APPROVAL ❑ PARTIAL APPROVAL ❑ CORRECTION ❑ OTHER INSPECTION: Final Building ADDRESS NUMBERS: N ACCESS: N PLUMBING: N MECHANICAL: N SMOKE DETECTION: N CO DETECTION: N LIFE SAFETY: N DECKS: N HANDRAILS: N PLANTINGS: N WATER: N SEWER: N LIGHTING: N FINAL ELECTRICAL: N BLOWER DOOR/DUCT CERT: N INSULATION CERT: N Date: 10/6/2017 Inspector: Kevin Olander Date: 04/09/2026 Permit#: 1472 Perm Date: 05/19/2017 Review Date: 05/19/2017 Perm Type: RESIDENTIAL SINGLE FAMILY Review Type: RESIDENTIAL SINGLE FAMILY Target Date: 06/02/2017 Scheduled Time 00:00 Com pleted Date: 05/23/2017 Description: No land use issues. Review Status: Assigned To: Tim eIn: 00:00 Time O it: 00:00 H curs: 0.0 Property Information Parcel#: 01166900004100 L GI HOMES -WASHINGTON LLC LGI HOMES -WASHINGTON LLC 1 450 LAKE ROBBINS DR STE 430 8910 171st Street NE T HE WOODLANDS, TX 77380 Zoning: 111 Single Fam iy Residence - DetachedLot: 41 Block: Permit#: 1472 Permit Date: 05/19/17 Permit Type: RESIDENTIAL SINGLE FAMILY Project Nam e Gregory Park Applicant Nam a LGI Horn cs -Washington, LLC Applicant Address: 11410 NE 124th Street, #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: 187421.13 Square Feet: 1889 Num ber of Stories: 1 Construction Type: O xupancy G ioup: ID Code: Permit Issued: 06/07/2017 Permit Expires: Form Permit Type: Status: LASERFICHE Assigned To: Launa Black Property Parcel# Address L egal Description O wrier Nam e Ovner Phone Zoning LGI HOMES- 01166900004100 8 910 171 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 lieted Date I nspector S tatus 07/06/2017 R20.SFR/DUPLEX 10/09/2017 B UILDING A pproved FINAL Plan Reviews Date R eview Type D escription A ssigned To R eview Status 05/19/2017 RESIDENTIAL SINGLE No land use issues. FAMILY 05/19/2017 RESIDENTIAL SINGLE z.Rick Karns FAMILY Fees Fee D escription N otes A m cunt Building Plan Review T able 4-2 $1,370.93 Building Penn i T able 4-1 $2,109.12 Forced Air Heat f ee per Btu $25.00 Gas Piping/Units E nter#of units $10.00 Mechanical Fee(Enter Fixture Fee) $25.00 Mechanical Base P erm i Fee $25.00 Park-Com m nity SF S ingle Fam iy $1,662.00 Plum ling Base Perm i Fee $25.00 M echanical Com m mial Perm i T able 4-7;Per Unit $132.00 Processing/Technology $25.00 State Surcharge- 1 st DU R esidential- 1 st Unit $4.50 Traffic Mitigation-C/MF Orn m ecial/Multi-fam iy $3,355.00 Wier Heater(Tank) $25.00 Total $8,793.55 Attached Letters Date Letter D escription 06/06/2017 Building Perm i Paym acts Date Paid By D escription P aym a►t Type A ccepted By A m aunt 05/19/2017 LGI Hom e; c heck#4677 L auna Black $1,370.93 05/23/2017 LGI Hom e; c heck#4679 L auna Black $7,422.62 O utstanding Balance $0.00 Uploaded Files Date File Nam e 10/16/2017 2700947-8910 171st Street NE.docx 07/19/2017 2458696-1472 Issued Perm i.pdf 05/19/2017 2300586-1472 Site Plan.pdf 05/19/2017 2300587-1472 Application.pdf