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18317 HAWKSVIEW DR_BLD3418_2026
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F F Z z yo fs" ❑ z a F A W o aw, z � o as Q ❑ ❑ a a H o ❑ ❑ ❑ ❑ 11 ❑ z ❑ CITY OF ARLINGTON 18204 59th Avenue NE,Arlington,WA 98223 INSPECTIONS: 360-403-3417-Permit Center: 360-403-3551 BUILDING PERMIT Permit#:3418 18317 HAWKSVIEW DR Permit Expiration Date: 03/03/2021 Parcel#: 00898300001300 Valuation: 349264.72 OWNER APPLICANT CONTRACTOR TAPERT HOMES LLC Tapert Homes,LLC Tapert Homes 1910 BICKFORD AVE STE A PO Box 3034 PO Box 2280 SNOHOMISH,WA 98290 Snohomish,WA 98291 Snohomish,WA 98291 360-243-3034 425-330-9155 LIC:TAPERHL839LR EXP:06/19/2021 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Single Family Residence CODE YEAR: 2015 STORIES: 2 CONST.TYPE: VB DWELLING UNITS: 1 OCC GROUP: R3 BUILDINGS: 1 OCC LOAD: PERMIT APPROVAL The issuance or granting of this permit shall not be construed to be a permit for,or approval of,any violation of this Code or any other ordinance or order of the City,of any state or federal law,or of any order,proclamation,guidance advice or decision of the Governor of this State.To the extent the issuance or granting of this permit is interpreted to allow construction activity during any period of time when such construction is prohibited or restricted by any state or federal law,or order,proclamation,guidance advice or decision of the Governor of this State,this pen-nit shall not authorize such work and shall not be valid.The building official is authorized to prevent occupancy or use of a structure where in violation of this Code,any other City ordinances of this jurisdiction or any other ordinance or executive order of the City,or of any state or federal law,or of any order,proclamation, guidance advice or decision of the Governor. The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or on the basis of incorrect,inaccurate or incomplete information, or in violation of any City ordinance,regulation or order, state or federal law,or any order,proclamation,guidance or decision of the Governor. 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. IBCIIO/IRC110. SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arlington#3101, kYl0kaLAy&k Low4 11 ,�1'20 ell Signature U Print Name I Date Released By D e CONDITIONS SEE RED-LINED DRAWINGS FOR ADDITIONAL REQUIREMENTS. LOT WILL REQUIRE ADDITIONAL DRAINAGE DUE TO EXISTING SURFACE WATER ISSUES.APPROVED JOB COPY SHALL BE ONSITE FOR CONSTRUCTION i'P INSPECTIONS. CALL FOR INSPECTIOI THIS PERMIT AUTHORIZES ONLj, THE WORK NOTED.THIS PERMIT COVERa rORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS, MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 10/19/2020 Building Permit Fee $3,594.06 10/19/2020 Fireplace/I nsert/Woodstove $15.00 10/19/2020 Forced Air Heat $15.00 10/19/2020 Mechanical Base $25.00 10/19/2020 Processing/Technology Fee $25.00 10/19/2020 Bath/Shower or Shower Only $45.00 10/19/2020 Clothes Washer $15.00 10/19/2020 Hose Bib/Roof Drains $30.00 10/19/2020 Lavatory $45.00 10/19/2020 Plumbing Base $25.00 10/19/2020 Plumbing Misc. $60.00 10/19/2020 Sinks/Toilets/Urinals/Disposal $90.00 10/19/2020 Water Heater $25.00 10/19/2020 State Building Code Surcharge Fee $6.50 10/19/2020 Building Plan Review Fee $2,336.14 Total Due: $6,351.70 Total Payment: $0.00 Balance Due: $6,351.70 CALL FOR INSPECTIONS Call by 3:30 pm for next day inspection,allow 48 hours for Fire Inspections 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 1 Permit#: 3418 Permit Date: 09/04/20 Project Name: Tapert Homes, LLC Site Address: 18317 Hawksview Drive Company/Applicant Name: Tapert Homes, LLC Company/Applicant Address: PO Box 3034 City, State, Zip: Snohomish, WA 98291 Contact: Mark Tapert Phone: 360-243-3034 Email: mark@tapertco.com Permit Type: Single Family Residence Valuation: 425000.00 Square Feet: 2562 Number of Stories: 2 Type of Construction: VB Occupancy Type: R-3; Residential Scope of Work: New SFR MIC/Opportunity Zone: Permit Issued: Permit Expires: 03/03/2021 DNU: Status: IN PROCESS Property Parcel# Address Legal Description Owner Name Owner Phone Zoning 00898300001300 18317 HAWKSVIEW DR TAPERT HOMES 910 Undeveloped LLC (Vacant)Land Contractors Contractor Primary Contact Phone Address Contractor Type License License# Tapert Homes Mark Tapert 425-330-9155 PO Box 2280 CONTRACTOR Labor and TAPERHL839LR Industries Plan Reviews Date Review Type Description Assigned To Review Status 09/04/2020 Residential Dwelling Building In Review Notes DatFT I-i, �. Note Created By: 09/04/2020 Need to calculate fees. Kristin Foster Uploaded Files �+ Date File Name 09/04/2020 7297240-3418 Application,pdf f . RESIDENTIAL PERMIT APPLICATION Department of Community & Economic Development City of Arlington • 18204 59th Ave NE -Arlington,WA 98223 - Phone(360)403-3551 THIS APPLICATION IS TO BE USED WHEN APPLYING FOR A NEW SINGLE-FAMILY, DUPLEX, TOWNHOUSE, ADDITION, DECK,OR ACCESSORY STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2)SETS OF CONSTRUCTION DRAWINGS AND TWO(2)SETS OF STRUCTURAL CALCULATIONS. THE APPLICATION MUST ALSO INCLUDE THE PLUMBING SUBMITTAL AND THE MECHANICAL SUBMITTAL FORMS. THE ZONING VERIFICATION MAY BE SUBMITTED PRIOR. Project Address: 18317 Hawksview Drive Arlington, WA. 98223 Plat: Gleneagle Lot #13 ®; Single-family ❑ Duplex ❑ Townhouse ❑ Addition 0 Accessory structure Proposed Area: 1" Floor: 1004 1558 629 2"d Floor: Garage: Total SF: 2562 Describe Proposal (include cross street): New building of a Single Family home 425K Valuation: Owner: pert Homes LLC Address: P.O. Box 2280 City: Snohomish State: WA Zip Code: 1?MI Phone: 360-243-3034 Email: Mark@Tapertco.com— Applicant: pert Homes LLC Address: P.O. Box 2280 City: Snohomish State: WA Zip Code:98291 � Phone: 360-243-3034 Email: Mark@Tapertco.com Contractor: Tapert Homes LLC P.O. Box 2280 Snohomish WA 98291 Address: City: _ State: Zip Code: Phone: 360-243-3034 Email: Mark@Tapertco.com MarkTapert IAPERHL839LR Contact Person: License Number: . Expiration: Received S E P 0 3 2020 6/16LP ,7 � � Page 1 of 3 c � . �� � *.1: .% . '� IV RESIDENTIAL PERMIT APPLICATION Department of Community & Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone(360)403-3551 Plumbing Section (continue filling out if plumbing is involved) (Check all that apply and indicate the number of fixtures proposed) 10 Bath/Shower Combo (4.0) x 2 4 Sink (1.5) x 6 , Shower (2.0) x 1 gI Lavatory (1.0) x 3 Clothes Washer (4.0) x 1 Water Closet (2.5) x 3 Dishwasher (1.5) x 1 ld; Water Heater x 1 C� Hose Bibb (2.5) x 2 Water Heater Model # ❑ Other (list) x Plumbing Section Continued Proposed Water Piping Size: 1/2 Proposed DWV Material: AB Proposed Piping Material: PEX/Copper Proposed DWV Size: 2" • All hose bibs required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019 • All water supplies at 80psi or greater shall have Pressure Reducing Valves (PRV) 6/16LP Page 2 of 3 1 ■•�t l r 11 +� � S AP 7 y M - r.l ' �7'": ' "� � ��z �, ■ N II t. I11 ■1 - ., - r 1 IN r II- - 1 II II 1 1 IV I11 - RESWENT1AL PERMIT APPLICATION Department of Community & Economic Development y�' O City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone(360)403-3551 l�N�c Mechanical Section (continue filling out if mechanical equipment is involved) Select proposed appliances: % W Furnace (80+) Model # Rheem AFUE 95 Q! Heat Pump Model # SEER HSPE Ql AC Unit Model # SEER ❑ Type II Hood Q Commercial Cooking Appliance Ol Hydronic Piping ❑ Boiler Solid-Fuel Appliance PV System Cdl Fireplace Insert Outdoor BBQ 0] Storage Tank �1 Freestanding Stove Gas Piping ❑ Other 1_Gas Piping Information Not Applicable: 0 Cast Iron Pipe Material: Pipe Size: 1" _ _ Total BTU's of all Appliances: 320k 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 requir d wit i 6 fet of all appliances , 1 Applicant Signature: Date: 12- 17ozo Print Applicants Name: laf-e-Y 6/16LP Page 3 of 3 r �= � ` � i - . -. 1 ' � � '. ii _: �� �.� 5 �. ,. Permit#: 3417 Permit Date: 09/04/20 Project Name: Tapert Homes, LLC Company/Applicant Name: Tapert Homes, LLC Company/Applicant Address: PO Box 3034 City, State, Zip: Snohomish, WA 98291 Contact: Mark Tapert Phone: 360-243-3034 Email: mark@tapertco.com Permit Type: ZON Valuation: 425000.00 Square Feet: 2562 Number of Stories: 2 Type of Construction: VB Occupancy Type: R-3; Residential Scope of Work: New SFR MIC/Opportunity Zone: Permit Issued: Permit Expires: 03/03/2021 DNU: Status: COMPLETE Assigned To: Kristin Foster Property Parcel 4 Address Legal Description Owner Name Owner-Phone Zoning 00K98300001300 18317 HAWKSVIEW DR TAPERT HOMES 910 Undeveloped LLC (Vacant) Land Plan Reviews Date Review Type Description Assigned To Review Status 09/04/2020 ZON Building In Review 09/04/2020 ZON Nova Heaton In Review 09/04/2020 ZON Josh Grandlienard Approved 09/04/2020 ZON All water-sewer connection fees must be paid prior to pW Admin Rev Approved water meter installation.LT 09/04/2020 ZON PW-Sew-Rev In Review 09/04/2020 ZON PW-Wat-Rev In Review I Uploaded Files Date File Name 09/04/2020 7296990-3417 Application.pdf 09/04/2020 7296989-3417Site Plan.pdf 41 RESIDENTIAL PLAN; PLAN REVIEW Owner Tapert Homes, LLC Address Building Type Single 1X Duplex Townhouse Type of Work Existing New X Reviewed By KO Date 10/14/2020 Design Criteria 301.1 Engineered I Prescriptive 301.2 Loads:Tables 301.5- 301.7 Yes No 302.1 Location on Lot: 5 feet/35% maximum Yes ✓ No 302.2 Townhouse Separation ;Yes No 302.5.1 _Garage Openings: 20-minute door w/closer Yes ✓� No 302.6 Garage Separation IYes f No Footings and Stem Walls 401.4.1 Soils: Geotech or Prescriptive 403.1 Footings: (2)#4's continuous Yes No T403.1 Footing Size Yes _ No 403.1.2 Continuous Footings(D2) Yes No 403.1.3.2 (Vertical Reinforcement:#4 @ 4'/hook Yes iNo 403.1.3.1 Stem Wall: (2)#4's horizontal 'Yes No 403.1.6.1 Foundation anchors: 1/2 inch @ 6' Yes No 403.1.7.1 Clearances from Slopes Yes No 404 Foundation Walls(see Tables) IYes ✓ �No .1.3.3.7.3 Wall Openings:Verts within 12" ea. Side Yes No 405.1 Foundation Drainage or exception Yes &--I No 406.1 Damproofing(basement) Yes _ ✓ No 407 Columns:4 X 4 and R317 Yes 1_ No 408.2 Crawl Vents 1:150 and 3' of corners Yes No 408.3 Unvented Crawl Space Yes No 408.4 !Crawl Access: 16 x 24 or 18 x 24 Yes No Architectural 303 Light/Ventilation: 8%and 4% IYes j 'I No 303.4 Whole House Fan Yes _ No 303.3 -Bathrooms: 3%or 50cfm Yes No 303.7 Stairway Illumination I Yes No 304.1 Habitable Rooms: 70sf min. Yes No 305.1 Ceiling Height: 7 feet min. Yes !No 307.1 Plumbing Fixture Clearance Yes :No 308.4 Safety Glazing: Hazardous Locations Yes No Life Safety 310.2.1 Emergency Rescue Windows: 5sf/5.7sf Yes l� !No 310.2.2 Window Sill Height: Max. 44'_' _ 310.2.3 Window Wells Yes No Life Safety Continued 311.2 Doors: 3 feet min. @ 6'-8" Yes A-' No 311.3 Landings: 3'X 3' min. Yes i No 311.4 Vertical Egress _ Yes No 311.5.1 Landing Attachment Yes No 311.6 Hallway Width 3 feet min. Yes No 311.7.1 Stairway Width 3 feet min. _ Yes No 311.7.2 Headroom 6'-8" min.: Yes !/ No 311.7.5.1 Stairs:7 3/4" Max/10" Min. Yes P-_�No 311.7.8 Handrail Profile Yes No 311.7.8 ~Handrails-4 plus risers ,Yes No 311.8 Ramps Yes _ No 312.1.1 Guards-31 plus inches IYes ✓ No 312.1.2 ;'Guard Height-36-inches min, IYes No 314 Smoke Detection 1Yes ✓ No 314.3-#4 SD: 3' outside of Bathroom Yes No 315 CO Detection No 316 Foam Plastic Yes No 320&321 Adult Home/Day Cares Yes �No Floor Systems 502.3 Allowable Joist Spans or TJI's ,Yes INo 502.10 Headers/Openings Yes ✓ No 502.11 Trusses or Rafter/Joist Yes No 502.12 Draftstopping: 1,000sf max. _IYes i No 504 Pressure Treated Wood _ Yes 'No 506 Concrete Floors: 3.5 inches min. Yes No 507.2.1 Deck Ledger Connection Yes v INo 507.2.3(1) Deck Lateral Load Connection or Engineered IYes INo ate' Wall Systems 602.3 Wood Wall Framing and Plates Yes ✓ No 602.3.1 Fastener Schedules(2, 3,4, 5) Yes No ✓' 602.9 Cripple Walls: Less than 14" or 4' Yes No 602.10 Wall Bracing,,Engineered car Prescriptive Yes jNo 602.10.4.1 Alternate Braced-Wall Panel Yes_ No i ✓ _ 602.10.11 Cripple Wall Bracing Yes No 602.11.2 Stepped Foundations - Yes t/' No 607 Glass Unit Masonry Yes INo 609 Exterior Windows/Doors Yes 'No 702 Veneer Yes INo 702.1 Interior Wall Covering' Yes INo 703 Exterior Wall Coverings(WAC) Yes INo 703.8 Stone/Masonry Veneer Yes No Roof/Ceiling 801.3 Roof Drainage (SD-14)1 Yes No 802.3 Ridge Beams:<3:12 pitch Yes No 802.4 Ceiling Joist Spankiruss or Platform Yes_ I-' INo 802.5 Rafter Spans:Truss or Platform Yes No -� 802.11 'Roof Tie-Downs(48" o.c.) Yes No 803 Roof Sheathing Yes IN o 806.2 Roof Ventilation: 1/150 high and low Yes No 807.1 Attic Access: 22"X 30" Yes !O' jNo 905.2.7 Underlayment Yes No Mechanical Systems Chapter 10 Chimney and Fireplaces Yes ?✓',No 1305.1 Equipment Access: 30"X 30" Yes I No { ✓ 1305.1.3 Appliances in Attics Yes _ No I �� 1305.1.4.1 Ground Clearnaces: 3" Concrete Slab Yes No 1307.2 Anchorgae of Appliances Yes No 1307.3 Elevation of Ignition Source Yes No 1307.3.1 Protection from Impact Yes v No I Chapter 14 Specific Appliances Yes No 1401.3 Equipment Sizing:WSEC Yes No 1502 Clothes Dryer Exhaust: 25'or M.I. Yes �'No 1502.4.5 Length Identification Yes �No Chapter 18 j Chimneys and Vents _ — Yes No Chapter 24 Fuel Gas and Piping Yes j7�No Plumbing-IPC WSEC and Lighting:See Energy Code Plan Review it Many L&I employees are out of the office today(Sept. 4) due to a mandatory furlough. L&I services vital to public health and safety— DOSH,electrical inspections,and workers'compensation benefits — remain operational. We will return to normal business hours on Tuesday. wnsnmym-sole oma-mi of Labor&Industries(http&HInima.gov). TAPERT HOMES LLC Owner or tradesperson P O BOX 2280 Principals SNOHOMISH,WA 98291 TAPERT,MARK 425-330-9155 CHRISTOPHER,PARTNER/MEMBER SNOHOMISH County TAPERT,ALEX CHRISTOPHER,PARTNER/MEMBER TAPERT,STEPHANIE RICHELLE,PARTNER/MEMBER Doing business as TAPERT HOMES LLC WA UBI No. Business type 603 515 641 Limited Liability Company Governing persons ALEX TAPERT MARK CHRIS TAPERT: License Verify the contractor's active registration/license/certification(depending on trade)and any past violations. Construction Contractor Active Meets current requirements. License specialties GENERAL License no. TAPERHL839LR Effective—expiration 06/19/2017—06/25/2021 Bond Western Surety Co $12,000.00 Bond account no. 71884134 Received by L&I Effective date 06/19/2017 06/16/2017 Expiration date Until Canceled Insurance Arch Specialty Ins Co $1,000,000.00 Policy no AGL0046795-01 Received by L&I Effective date 04/08/2020 04/18/2018 Expiration date 04/18/2021 Insurance history Savings ............... .. No savings accounts during the previous ear period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts N o L&I tax debts are recorded for this contractor license during the previous 6 year period,but some debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. Certifications & Endorsements OMWBE Certifications No active certifications exist for this business. Apprentice Training Agent No active Washington registered apprentices exist for this business.Washington allows the use of apprentices registered with Oregon or Montana.Contact the Oregon Bureau of Labor&Industries or Montana Department of Labor &Industry to verify if this business has apprentices. Workers' Comp Do you know if the business has employees?If so,verify the business is up-to-date on workers'comp premiums. L&I Account ID Account is current. 649,631-00 Doing business as TAPERT HOMES LLC Estimated workers reported Quarter 2 of Year 2020"4 to 6 Workers" L&I account contact T5/BETTY WHALIN(360)902-5137-Email:VABE235@lni.wa.gov Public Works Requirements Verify the contractor is eligible to perform work on public works projects. Required Training—_Effective July 1,2019 Needs to complete training. Contractor Strikes No strikes Have been issued against this contractor. Contractors not allowed to bid No debarments have been issued against this contractor. Workplace Safety& Health Check for any past safety and health violations found on jobsites this business was responsible for. No inspections during the previous 6 year period. pSTATE erlyineel-11-19 PO BOX 952 LYWVOOD, WA 9801.,6 T. (206) 280-4715 P. (206) 8 54-626i S[RVIC[S@UPST8.COM STRUCTURAL CALCULATIONS Client: CORSTONE Project Name: PLAN 2562 Scope of Work: LATERAL DESIGN OF A(2)-STORY SFR FOUNDATION DESIGN Upstate Job#: 0968 Date: 8/12/2018 ,W M. z � Q 44226 p RFGIS1VC Ss�ONAL blZ91zol b E)SRES 3-01- 1`) JOB # 0968 Andrew M. Gahan, PE Received SEP 0 3 2020 F ��6 OFICE COPY �T ' rTT I 1 1 — r 1 I 1 J-0 1 10 1 ' 1 1 1 �r 11 , lief 14 1 f;11 1• ;41 D\■ _ 1 1 Lateral Analysis IBC2015 UPSTATE JOB#: 0968 Description: PLAN 2562 Engineer: amg Governing Code: 2015 International Building Code all references in right margin are 2015 IBC unless specifically noted otherwise. [Page numbers] 1603.1 General Design Criteria [353]- Roof Walls Floors Snow Partitions Live Load(ps0 25 40 25 Dead Load(pst) 15 10 10 10 1603.1.4 Wind Design Criteria [354 - 1. Nominal/Ultimate Wind Speed Vasd/Vult 85/110 mph F 1609 3(3)[372] 2. Risk Category II 1.00 ASCE 7 T 6-1[77J 3. Wind Exposure Category "B" 1609.4[3731 4. Internal Pressure Coefficient +/-55 ASCE7F26.11-1[258J 5. Components and Cladding design pressure +/- 16 psf A SCE 7 30.2.2[3161 1603.1.5 Earthquake Design Data [3541 1. Seismic Importance Factor IB 1.00 ASCE 7 T 1.5-2[5] 2. Short Period Acceleration SS 1.25 USGS Seismic Design Map Online 2. 1-Second Accelleration S1 0.4 USGS Seismic Design Map Online 3. Site Class D ASCE 7 T20.3-1[204J 4. Spectral response coefficient SDS 0.83 EQ 16-39[387] 4. Spectral response coefficient SD1 0.43 EQ 16-40[387] 5. Seismic Design Category D T1613.3.5(1)and(2)[3981 6. Seis. Force Resisting System A.15. ASCE 7 T 12.2-1[73] 7. Design Base Shear 8239 Ibs 8. Seismic Response Coefficient CS 0.13 ASCE 7EQ 12.82[891 9. Response Modification Factor R 6.5 ASCE 7 T 12.2-1[73] 10. Analysis Procedure Equivalent Lateral Force ASCE 7 T 12.6-1[88J 11. Risk Category II A SCE 7T 11.6-2[69] Table of Contents 0.0 General Lateral Design Criteria 1.0 Determination of Wind Forces 2.0 Determination of Seismic Forces 3.0 Allowable Stress Design Loads 4.0 Shear walls in the Front to Rear Direction 5.0 Shear walls in the Side to Side Direction 6.0 Shear flow calculations 7.0 Appendix Version 7.0 Pg 0.1 � i • � i _ _ - i r - i i �. � � � i i 1 i i _ r Wind Design MWFRS-Sim lined Envelo a Procedure 113C'2015 Part 2 Wind Load Method AS'C[,'7 M.1.1 2 2� ►Nominal/Ullintate Wind Speed _�7 Wind Exposure Category 85/ 110 mph "eight&Exposure AdjusUnent B 1609.3[373J,F1609.3(3)[372J Topographic Factor I= 1.00 I609.4[373J Wind Pressures ASCh 728.6.3 302 �- I.00 ASCE 7F?8.6-/[304J ASCE 7 F 26.,Y-/ 252 Pr=I K„Ps�u [ I Minimum pressures shall not be less thanASCE 7 EQ 28.6-1[306] assumin zones A and C equal+16 sf,B&D e g the Pressures for P equal+8 psf,while zones E,F,G,&H all equal zero. ASCE 728.6.4[306] Roof Pitch Ridge Elevation 6 .12 or 26.565 degrees Eave Height 24.5 ft Mean Roof Height,h 16 ft 20.25 ft Zonc Pressures 1111111 s30 4.SC?i'7F28.6-1 I?ndi ASCE 7 261[243] 110 1lorizontal Pressures 0 A B C D Vcr�icall'ressures C)vcrha❑ s 1 1' (� 11 Eott 23.32 14.18 17.34 2 6.76 4.63 5.38 -14 13 -5.10 -11.57 -1G.05 -14.40 3.69 -0.22 -7.46 1.50 -4.94 -2.38 -2.72 NOrizonta Zones Arca�r A-F-_orces Fs AS(T 7/:7X ,,,,,,, End zone distance,2a,where"a"equals the smaller of 10 percent of least horizontal dimension(l.h.d.)or 0.4h,but not less than either 4 percent of lhd or 3 feet. D F X=[ (p sx'X) x= q Dianhraem tY=2l Front to Rear ( )- 35 A g C ME a(li)= 3.5 Areas 87 D 2a(11)= 7 Forces F _ 128 185 247 x= 8642 Fxmin= 6470 Diatom fx Lh d (11)= 3$ Front to Rear rt(ft)= 3.5 A B C D Areas 105 B 2C 45 IPME 2a(fQ= 7 Forces 1' = 7292 Fxm-n= 4170 Version 7.0 Pg 1.1 ON NNNN' MEN Ic 'I 1 ■ ►Will w a ■ l • ILE 1 •ae. Lem ON- - -� I 1 Seismic Desien IBC 2015 Site Clasification,Criteria Selection,& Minimum Design Lateral Force Risk Category II ASCE 7 T 6-1[77] Seismic Importance Factor lE 1.00 ASCE 7 T 1.5-2[5] Seismic Design Category D T1613.3.5(1)and(2)[3981 Site Class D ASCE 7 T 20.3-1[204] Short Period Acceleration Ss 1.25 F1613.31(1)[388-91 1-Second Acceleration SI 0.4 USGS Seismic Design Maps Online Seis.Force Resisting System A.15. ASCE 7 T 12.2-1[73] Response Modification Factor R 6.5 ASCE 7 T 12.2-1[73] Design Spectral Response Acceleration Parameters Site Coeffiecient,Fa 1.0 T1613.3.3(1)[387] Site Coeffiecient,Fv 1.6 T1613.3.3(2)[387] Substitute equations 16-37& 16-38 into 16-39& 16-40 respectively, S DS= 3 F a•S S SDs= 0.83 EQ 16-39[387] S D 1 = F v•S 1 SDI= 0.43 EQ 16-40[387] 3 Simplified analysis,Seismic base shear ASCti 7 12.14.811081 V=(F SDs/R)W Where: F=1.1 for(2)-story ASCE 7 EQ 12.14-11[108] Vertical Distribution,Forces at each level ASCI;7 12.14.811081 F.=(w./W)V Fx= 0.141 x w,. ASCE 7 EQ 12.14-12[109] Effective seismic weigh & Forces Ibs sit Level x roof area(ft) floor area(ftZ) story height(ft) wall length(ft) Diaphragm(x=2) Wx 1837 0 8.1 1 151 Fx= 4748 weight(Ibs) 27555 0 6116 33671 roof area(ft`) floor area(fe) story height(ft) wall length(ft) Diaphragm(x=1) wx 130 1605 9 114 Fx= 4124 weight(Ibs) 1950 16050 5130 29246 Version 7.0 Pg 2.1 t Allowable Stress Design Loads For Wood IBC 2015 Design shall be in accordance with Sections 2304-2306. 2301.2[473] Structures using wood shear walls and diaphragms to resist 2305.1[488] wind,seismic and other lateral loads shall be designed and constructed in accordance with AF&PA SDPWS and provisions of Sections 2305-2306. Design per Alternative Basic Load Combinations 1605.3.2[3591 For worse case effect with wind load,L&S shall be zero. 1605.1[357] Equations 16-18, 16-19and 16-20 become, D + w W *0.6 Where w equals 1.3,W equals Fx of the respective diaphragm,and 1605.3.2[3591 D shall be multiplied by two-thirds. For worse case effect with seismic load,L&S shall be zero. 1605.1[357] Equation 16-22 controls, 0.9 D + E/1.4 substitute ASCE 7 EQ 12.14-5 for E ASCE 7 12.14.3.1.3(7),EQ 12.14-5[1041 (pQE - 0.2SDSD) 0.9 D t ,simplify&arrange variables EQ 16-22 1.4 (0.9 -0.14 SDS) D + P QE 1.4 Where QE equals F,of the respective diaphragm. Principle of Mechanics Sum the forces in the horizontal direction,diaphragms and shearwalls shall resist, Wind Design Loads,1.3 Fx For Kzt= 1.00 Front to Rear Side to Side Diaphragm Force lbs Force(Ibs x=2 6741 6075 x=1 1 5687 4522 Seismic Design Loads,(p/1.4)F,, p= 1.3 ASCE 7 12.3.4[83] Diaphragm Force(Ibs x=2 4409 x=1 3830 Version 7.0 Pg 3.1 1 • lu u - ■ Dui ii �i ,� � 16• ju-Ij _ ujrm i � Allowable Stress Design Loads For Wood -cont. Sum the moments about the base of a shearwall,overturning shall resist, (v-w)-h - 3 I D-2 + P-w) for wind (v•w)-h - (0.9 -0.14 S DS) (D•2 + P•w) for seismic Where, v =shear per linear foot of shearwall w =width of shearwall h =height of shearwall D =resisting dead load centered over shearwall P =resisting dead load at end of shearwall Free Body Diagram of a ShearWall P D rxh h SM r- MM w Version 7.0 Pg 3.2 .116 1111 ■ MINIM ■ + 1 IN, ■ � L 1 r ■ - 1 � . ■ . ■ � . _ .N 1 16 I 1 1 = 1 I , 1 1 I {, Segment Tributary loads Wind Seismic Wall Line Level �G,�tio (X) tit Width Height wr wra wf wfa T(x) T(x+l) T(x) T(x+l) Seis max 1 2 F-R Wind Seis VD(x+l)[lbs] % 50% 50% VD(x)[lbs] 3370.51 2204.62 5.00 8.1 2 4 524 52 VT(x)[lbs] 3370.51 2204.62 12.00 8.1 2 4 263 -251 L 25.00 25.00 8.00 8.1 2 4 412 -77 n 135 88 2015 SDPWS SEISMIC MAX TMAx(x)[lbs] 524 52 2 2 F-R Wind Seis VD(x+1)[lbs] % VD(x)[lbs] VT(x)[lbs] L n 2015 SDPWS SEISMIC MAX TMAx(x)[lbs] 3 2 F-R Wind Seis VD(x+l)[lbs] % VD(x)[lbs] VT(x)[lbs] L n 201SSDPWS SEISMIC MAX TMAx(x)[Ibs] 4 2 F-R Wind Seis VD(x+1)[lbs] % 50% 50% VD(x)[lbs] 3370.51 2204.62 19.50 8.1 2 4 -158 -668 VT(x)[lbs] 3370.51 2204.62 4.08 8.1 2 4 415 -1 L 28.75 28.75 5.17 8.1 2 4 375 -48 n 117 77 2015 SDPWS SEISMIC MAX 16 TmAx(X)[Ibs] 415 Version 7.0 Pg 4.1 1 1 1 - _ - J _ - � - _ - - -cam '� _ J -■ � q � 1 I 11 � I■ I i tl I.01 ]ON!" { I I • , 1 r 1 , I .I I 1 .■ - T ■ .rR _ - �- - lip. - 'tip � _ � ..:tea _ _ - - •A - - • I I - I I { I ' I, 116 y I II I 11 Segment Tributary loads Wind Seismic Wall Line Level �G,��o (x) tit Width Height wr wra wf wfa T(x) T(x+l) T(x) T(x+l) Seis max 1 1 I F-R Wind Seis VD(x+1)[lbs] 3370.51 2204.62 % 26% 1 26% VD(x)[lbs] 1478.73 995.74 3.33 9 1 1820 1066 52 217 VT(x)[lbs] 4849.24 3200.36 3.33 9 1820 1066 52 217 L 19.91 19.91 7.00 9 2233 524 937 52 n 244 161 6.25 9 2256 524 964 52 2015 SDPWS SEISMIC MAX 217 TMAx(x)[1bs] 2256 1066 2 1 F-R Wind Seis VD(x+1)[Ibs] % 38% 1 38% VD(x)[Ibs] 2161.22 1455.31 18.00 9 267 -220 VT(x)[lbs] 2161.22 1455.31 L 18.00 18.00 n 120 81 2015 SDPWS SEISMIC MAX TMAx(x)[lbs] 267 3 1 F-R Wind Seis VD(x+l)[lbs] % 24% 24% VD(x)[lbs] 1364.98 919.144 16.00 9 14 -360 VT(x)[lbs] 1364.98 919.144 L 16.00 16.00 n 85 57 2015 SDPWS SEISMIC MAX TmAx(X)[Ibs] 14 4 1 F-R Wind Seis VD(x+1)[lbs] 3370.51 2204.62 % 12% 1 12% VD(x)[lbs] 682.489 459.572 10.50 9 1 7 493 415 -372 VT(x)[Ibs] 4053 2664.19 11.50 9 1 7 459 415 -411 L 40.00 40.00 11.50 9 1 7 459 415 -411 n 101 67 6.50 9 1 7 627 415 -216 2015 SDPWS SEISMIC MAX TMAx(x)[lbs] 627 Version 7.0 Pg 4.2 I I � 1 1 - - - - � _ ��. . � _ - - _� - : �. � � 1 1 ,., _ _ � i � 1 � - • 1 - i r 1 4 � / � � r � � II • � I � _ I I. � � �. � � � i. _ 1 � � 1 . � � - • 1 �. _ _ 1 _ _ � _ . _ _ _ _ � _ . _ - - - - - I 1 1 _ • • I I * 1 1 + _ ,► _ •- , - - - I ' � i i i _ _ . - - - - - • - 1 I 1 -.- 1 - - - _ - 1 � � - - r � � i _ � �11 ' - - - � - I � �- 1 � � - $ �- - � - ' - - t - � � - i � i i i 1 • 1/ . I i I Segment Tributary loads Wind Seismic Wall Line Level oG��o (x) �`S Width Height wr wra wf wfa T(x) T(x+l) T(x) T(x+l) Seis max A 2 S-S Wind Seis VD(x+1)[lbs] % 50% 50% VD(x)[lb-1 3037.59 2204.62 4.50 8.1 15 2 1 468 G VT(x)[lbs] 3037.59 2204.62 4.50 8.1 15 2 468 6 L 19.99 19.99 2.83 8.1 15 2 640 205 158 n 152 110 5.33 8.1 15 2 383 -93 toi i SDPWS SEISMIC MAX 158 2.83 8.1 15 2 640 205 158 TMAx(x)[lbs] 640 205 $ 2 S-S Wind Seis VD(x+l)[lbs] % VD(x)[lbs] VT(x)[lbs] L n :u IS SDPWS SEISMIC MAX TMAx(x)[lbs] ±LL I C 2 S-S Wind Seis VD(x+1)[lbs] % 50% 50% VD(x)[lbs] 3037.59 2204.62 4.67 8.1 15 2 40 -313 VT(x)[lbs] 3037.59 2204.62 5.00 8.1 15 2 6 -352 L 30.00 30.00 4.33 8.1 15 2 75 -272 n 101 73 4.83 8.1 2 4 258 -59 Z1115 SDPWS SEISMIC MAX 11.17 8.1 2 4 22 -334 TMAx(x)[lbs] 258 D 2 S-S Wind Seis VD(x+1)[lbs] % VD(x)[Ibs] VT(x)[lbs] L n 2015 SDPWS SEISMIC MAX TMAx(x)[Ibs] Version 7.0 Page5.1 I ' 1 . ' I'- - - - - -' - - ter ' - - - - I , I Segment Tributary loads Wind Seismic Wall Line Level �G;��o (x) 4�t Width Height wr wra wf wfa T(x) T(x+l) T(x) T(x+l) Seis max A 1 S-S Wind Seis VD(x+1)[Ibs] 3037.59 2204.62 % 29% 29% VD(x)[Ibs] 1311.24 1110.63 4.50 9 2842 640 1720 205 VT(x)fibs] 4348.83 3315.25 4.50 9 2842 640 1720 205 L 15.00 15.00 3.00 9 2887 640 1773 205 332 n 290 221 3.00 9 2887 640 1773 205 332 2015 SDPWS SEISMIC MAX 332 TmAx(x)[lbs] 2887 1773 B 1 s-S Wind Seis VD(x+l)[lbs] % 50% 1 50% VD(x)[lbs] 2260.76 1914.88 10.50 9 1350 957 VT(x)[Ibs] 2260.76 1914.88 L 10.50 10.50 n 215 182 2015 SDPWS SEISMIC MAX T1vlw.)[Ibs] 1350 957 C 1 s-s Wind Seis VD(x+1)[Ibs] 3037.59 2204.62 % FND I FND VD(x)[lbs] VT(x)[Ibs] 3037.59 2204.62 L n 2015 SDPWS SEISMIC MAX TmAX(x)[Ibs] D 1 S-S Wind Seis VD(x+l)[lbs] % VD(x)fibs] VT(x)[lbs] L n 2015 SDPWS SEISMIC MAx 16 TMAX(x)[Ibs] Version 7.0 Page5.2 1 I � I I 1 1 I 1 ' I ' • I 1 1 I IL r-- — - - II— - � r 4.0 I I A I I � 1 I - - -I - j - . - r ' - T - - � - - -� - I— —x— — — — . I a 1 _ 1 I Shear wall Summary Sheeting Rec m'ts Shear Transfer Overturning Values Wind Scis Max Wind Seismic Wind Seismic 1 -2nd 96 88 1 1 1 135 88 2-2nd 3-2nd 4-2nd 84 77 1 1 117 77 A-2nd 109 158 1 2 152 110 B-2nd C-2nd 72 73 1 = 1 101 73 D-2nd j 1 - 1st 174 217 1 4 244 161 2256 1066 2- 1st 86 81 1 1 120 81 3- 1st 61 57 1 1 85 57 4- 1st 72 67 1 1 101 67 A- 1st 207 332 2 4 290 221 2887 1773 B- 1st 154 182 1 2 215 182 1350 C- 1st j D- 1st 1 SW-1 SW-2 Sheathing 260 350 (pll) Shear Flow 160 300 Shear Transfer Connectors -CD= 1.6, Hem-Fir Connector Z(lbs) 16d Nails(Common: 3.5"x0.162") 195.2lbs 2015NDSTIIN[105] 14.6 1 7.8 0.0 0.0 0.0 0.0 16d Slant Nails(v<150plo 160 lbs 2015 NDS TI IN[105] 12.0 6.4 0.0 0.0 0.0 0.0 Simpson A35 Clip 510 lbs Current Simpson Guide 38.3 20.4 0.0 0.0 0.0 0.0 Simpson H1 Truss Connector 415 lbs Current Simpson Guide 31.1 1 16.6 0.0 0.0 0.0 0.0 Simpson LTP4 Clip(x 0.64 overtop 1/2" sheeting) 500 lbs Current Simpson Guide 37.5 1 20.0 0.0 0.0 0.0 0.0 1/2"Diameter Anchor Bolts(2x) 912 lbs 2015 NDS TIIE[93] 68.4 1 36.5 0.0 0.0 0.0 0.0 5/8"Diameter Anchor Bolts(2x) 1328 lbs 2015 NDS TIIE[93] 99.6 1 53.1 0.0 0.0 0.0 0.0 5/8"Diameter Anchor Bolts(3x) 1664 lbs 2015NDS THE[93] 124.8 66.6 0.0 0.0 0.0 0.0 Page6.1 I 1 I • 1 1- _, I I 1 1 � - I 1 - I L - i -, - 1 - • 1 1 PO BOX 952 Title 10'MAX TR Page: 1 LYNNWOOD,WA 98046 Job#:0934 Dsgnr: amg Date: 12 AUG 2018 Un`�TA1 I E (206)280-4716 Description.... Up SERVICES@UPST8.COM PLAN 2562 This Wall in File:c:\users\andy\documents\upst8 main\2018(0867-xxxx yellow)\0962 Carey homes-gar RetainPro(c)1987-2016, Build 11.18.07.15 License:KW-06000767 Restrained Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To:Upstate Engineering Criteria Soil Data Lae alFesvan it Retained Height = 9.50 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.50ft Equivalent Fluid Pressure Method Total Wall Height = 10.00ft At-rest Heel Pressure = 32.0 psf/ft Top Support Height = 9.50 ft Passive Pressure = 300.0 psf/ft Soil Density = 110.00 pcf Slope Behind Wal = 0.00 FootingIlSoil Frictior = 0.400 Height of Soil over Toe = 0.00 in Soil height to ignore for passive pressure = 12.00 in Thumbnail Surcharge Loads ' Uniform Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 76.0#/ft Adjacent Footing Load = 0.0lbs -Used To Resist Sliding&Overturning ._.Height to Top = 9.50 ft Footing Width = 0.00 ft Surcharge Over Toe = 50.0 psf ._.Height to Bottorr = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Load Type = Seismic(E) Footing Type Line Load (5trengtn Levei) Base Above/Below Soil Axial Dead Load = 245.0 Ibs at Back of Wall = 0.0 ft Axial Live Load = 345.0 Ibs Wind on Exposed Stem= 0.0 psf Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Earth Pressure Seismic Load Kh Soil Density Multiplier = 0.200 g Added seismic per unit area = 0.0 psf Stem Weight Seismic Load Fp/Wp Weight Multiplier = 0,000 g Added seismic per unit area = 0.0 psf Design Summary Concrete Stem Construction Total Bearing Load = 2,570 Ibs Thickness = 8.00 in Fy = 40,000 psi ...resultant ecc. = 2.06 in Wall Weight = 100.0 psf fc = 3,000 psi Soil Pressure @ Toe = 1,285 psf OK Stem is FREE to rotate at top of footing Soil Pressure @ Heel = 1,285 psf OK Allowable 2,000 psf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top&Base @ Base of Wall ACI Factored @ Toe = 779 psf Stem OK Stem OK Stem OK ACI Factored @ Heel = 2,443 psf Design Height Above Ftg = 9.50 ft 4.20 ft 0.00 ft Footing Shear @ Toe = 1.0 psi OK Rebar Size = # 4 # 4 # 4 Footing Shear @ Heel = 5.6 psi OK Rebar Spacing = 8.00 in 8.00 in 8.00 in Allowable = 75.0 psi Rebar Placed at = Edge Edge Edge Reaction at Top = 841.3 Ibs Rebar Depth 'd' - 5.50 in 6.00 in 5.50 in Reaction at Bottom = 1,588.1 Ibs Design Data fb/FB+fa/Fa = 0.000 0.698 0.000 Sliding Calcs Mu....Actual = 0.0 ft-# 3,645.3ft-# 0.0ft-# Lateral Sliding Force = 1,588.1 Ibs Mn`Phi.....Allowable = 4,773.0 ft-# 5,223.0 ft-# 4,773.0 ft-# Shear Force @ this height = 1,134.0lbs 1,901.3lbs Shear.....Actual = 17.18 psi 28.81 psi Vertical component of active lateral soil pressure IS Shear.....Allowable = 82.16 psi 82.16 psi NOT considered in the calculation of soil bearing Other Acceptable Sizes&Spacings: Toe: None Spec'd -or- Not req'd:Mu<phi'5"lambda"sgrt(fc)`Sm Load Factors Heel:None Spec'd -or- Not req'd:Mu<phi"5•lambda'sgrt(fc)"Sm Building Code IBC 2015,ACI Key: No key defined -or- No key defined Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.000 Seismic,E 1.000 - - - - - - - - -n - - - - - All I I I PO BOX 952 Title 10'MAX TR Page: 2 LYNNWOOD,WA 98046 Job#:0934 Dsgnr: amg Date: 12 AUG 2018 UPSTATE (206)280-4715 Description.... engineering SERVICES@UPST8.COM PLAN 2562 This Wall in File:c:lusers\andy\documenWupst8 main\2018(0867-xxxx yellow)\0962 caret'homes-gar RetainPro(c)1987-2016, Build 11.16.07.16 License:KW-06060767 Restrained Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To•Upstate Engineering Concrete Stem Rebar Area Details Top Support Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0 in2/ft (4/3)"As: 0 in2/ft Min Stem T&S Reinf Area 1.824 in2 200bd/fy:200(12x5.5)/40000: 0.33 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of Required Area: 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.3 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 1.3411 in2/ft #6@ 27.50 in #6@ 55.00 in Mmax Between Ends Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.2139 in2/ft (4/3)'As: 0.2852 in2/ft Min Stem T&S Reinf Area 1.018 02 200bd/fy:200(12)(6)/40000: 0.36 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.2852 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.3 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 1.4631 in2/ft #6@ 27.50 in #6@ 55.00 in Base Support Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0 in2/ft (4/3)'As: 0 in2/ft Min Stem T&S Reinf Area 0.806 in2 200bd/fy:200(12x5.5)/40000: 0.33 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.3 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 1.3411 in2/ft #6@ 27.50 in #6@ 55.00 in l Footing Strengths&Dimensions Footing Design Results Toe Width = 0.67 ft Jim Heel Width = 1.33 Factored Pressure = 779 2,443 psf Total Footing Width = 2.00 Mu':Upward = 214 502 ft-# Footing Thickness = 10.00 in Mu':Downward = 51 312 ft-# Key Width = 0.00 in Mu: Design = 163 -190 ft-# Key Depth = 0.00 in Actual 1-Way Shear = 0.96 5.64 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 75.00 75.00 psi fc = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min footing T&S reinf Area 0.43 in2 Min.As% = 0.0018 Min footing T&S reinf Area per foot 0.22 02 At Cover @ Top = 2.00 in @ Btm.= 3.00 in If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in , I PO BOX 962 Title 10'MAX TR Page: 3 LYNNWOOD,WA 98046 Job#:0934 Dsgnr: amg Date: 12 AUG 2018 UPSTATE (206)280.4715 Description.... JL engi SERVICES@UPST8,COM PLAN 2562 This Wall in File:c:\users\andy\documents\upst8 main\2018(0867-xxxx yellow)\0962 carey homes-gar RetainPro(c)1987-2016, Build 11.16.07.15 License:KW-06060767 Restrained Retaining Wall Code:IBC 2015,ACI 318-14,ACI 530-13 LlCense To: Upstate Engineering Summary of Forces on Footing : Slab RESISTS sliding,stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = Ibs ft ft-# Axial Dead Load on Stem = 590.Olbs 1.00 It 590.Oft-# Soil Over Toe = Ibs ft ft-# Adjacent Footing Load = Ibs ft ft-# Surcharge Over Toe = 33.3lbs 0.33 ft 11.1 ft-# Stem Weight = 1,000.0lbs 1.00 ft 1,000.Oft-# Soil Over Heel = 696.7lbs 1.67 ft 1,161.1 ft-# Footing Weight = 250.Olbs 1.00 ft 250.Oft-# Total Vertical Force = 2,570.Olbs Moment = 3,012.2ft-# Net Mom.at Stem/Ftg Interface= -442.2 ft-# Allow.Mom.@ Stem/Ftg Interface= 2,983.1 ft-# Allow.Mom.Exceeds Applied Mom.? Yes Therefore Uniform Soil Pressure= 1,285.0 psf Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. l � � � � 1� y � � r � � � _�� • � J � .. �� PO BOX 952 Title 10'MAX TR Page: 4 LYNNWOOD,WA 98046 Job#:0934 Dsgnr: amg Date: 12 AUG 2018 UPSTATE (20G)280-4715 Description.... engl SERVICES@UPST8.COM PLAN 2562 This Wall in File:c:\users\andy\documents\upst8 main\2018(0867-xxxx yellow)\0962 carey homes-gar RetainPro(c)1987-2016, Build 11.16.07.15 License:KW-06060767 Restrained Retaining Wall Code: IBC 2015,ACI 318-14,AC1 530-13 License To:Upstate Engineering Rebar Lap& Embedment Lengths Information Stem Design Segment Near Top Support Stem Design Height: 9.50 ft above top of footing Lap Splice length for#4 bar specified in this stem design segment= 15.60 in Lap Splice length for#4 bar extending up into this stem design segment from below= 15.60 in Development length for#4 bar specified in this stem design segment= 12.00 in Development length for#4 bar extending up into this stem design segment from below= 12.00 in Stem Design Segment at Mmax Between Ends Stem Design Height: 4.20 ft above top of footing Lap Splice length for#4 bar extending down into this stem design segment from above= 15.60 in Lap Splice length for#4 bar specified in this stem design segment= 15.60 in Lap Splice length for#4 bar extending up into this stem design segment from below= 15.60 in Development length for#4 bar extending down into this stem design segment from above= 12.00 in Development length for#4 bar specified in this stem design segment= 12.00 in Development length for#4 bar extending up into this stem design segment from below= 12.00 in Stem Design Segment at Base Support Stem Design Height: 0.00 ft above top of footing Lap Splice length for#4 bar extending down into this stem design segment from above= 15.60 in Lap Splice length for#4 bar specified in this stem design segment= 15.60 in Development length for#4 bar extending down into this stem design segment from above= 12.00 in Development length for#4 bar specified in this stem design segment= 12.00 in Hooked embedment length into footing for#4 bar specified in this stem design segment= 6.00 in As Provided= 0.3000 in2/ft As Required= 0.1728 in2/ft 1 la �l � 11 1 ;L ■ Will ...■ ■ mol mool mool . ' - ■�- iLL - - - ram-• V �'� ��M Ir. L. -.11 ■ 1 '.T 1 ■. Ir — �. 1 1 ■M — ■ r ■ olio-l — ■ moo, — 000 ■ ■ ■ ■ T -4 ■ mil ■ — — n ■ mo5MMVN ■■ mooloolM-oolowil - — ■ ■r i1 7 — - t : ■ ■ ■ — TTIME — M. ■ i ■ — — ■ ■ ■ MOM! � ■ -goo- — • ■ - - mil — _ • C ni ■ momilmoonsi ■ it W. ■ J milowli ill M& ■ - 0 71 - ram% - ■ ■ ■ me in ■ - ■ ■ ■ ■ . ■ ■ ■ ■ i mol — ■ — .a mil ■ 1 1 - - ■ ME 'J i- ` '- ■ • ON ti �pw ■ - � I PO BOX 952 Title 10,MAX TR Page: 5 LYNNWOOD,WA98046 Job#:0934 Dsgnr: amg Date: 12 AUG 2018 `,Try I L (206)280-4715 Description.... SERVICES@UPSTS.COM PLAN 2562 This Wall in File:0users\andy\documents\upst8 main\2018(0867-xxKK yellow)\0962 carey homes-gar RetainPro(c)1987-2016, Build 11.16.07.16 License:KW-06060767 Restrained Retaining Wall Code: IBC 2015,ACI 318-14,AC1530-13 License To:Upstate Engineering Latero�or urellewt#4 @ 8- I 6' \ • • 101-0" • 8'`_ n c l?te Wl#4 @ 8- • 8" r :,pte wl#4 u@ 8" ,1+ a5 rat I ry/y Vn t J 1-4' 2.-0" l � {1 � 1 I, ■ i I * 7 � ■ 1 i ir 1■� � I I I I PO BOX 952 Title 10'MAX TR Page: 6 LYNNWOOD,WA 98046 Job#:0934 Dsgnr: amg Date: 12 AUG 2018 UPSTATE, .PSr11L' (206)280-4716 Description.... SERVICES@UPSTB.COM PLAN 2562 This Wall in File:c:\users\andy\documents\upst8 main\2018(0867-xxxx yellow)\0962 carey homes-gar RetainPro(c)1987.2016, Build 11.16.07.15 License:KW-06060767 Restrained Retaining Wall Code: IBC 2015,ACI 318-14,AC1 530-13 License To: Upstate Engineering DL=245 .LL=345# , Ecc=O" Lateral Restrahit 841-31## 76Ii(1;_ t 50.00;>sf Ns t ral `t 2429# o. 0 0 Ca [V r 1 = ■ �1 1� 1 y ■ y� ?-.1 Z ■ . r rr od emu. _ ■ 1 � I r INNNA _ I PO BOX 952 Title 10'MAX TR Page: 7 LYNNWOOD,WA 98046 Job#:0934 Dsgnr: amg Date: 12 AUG 2018 UnSTI�l'Ei (206)280-4715 Description.. 11 SERVICES@UPST8.COM PLAN 2562 This Wall in File:c:\users\andy\documents\upst8 main\2018(0867-x)o(x yellow)\0962 carey homes-gar RetainPro(c)1987-2016, Build 11.16.07.16 License:KW-08080787 Restrained Retaining Wall Code: IBC 2015,ACI 318-14,AC1 530-13 License To: Upstate Engineering Concrete UMasonry Designer to determine bar cutoff locations 190.0Ibs 5700lbs 950.0lbs 1,330.0lbs 1.710.0lbs 0 0lbs 380.0 Ibs 760.01bs 1,140.0Ibs 1.5.0.0Ibs l i T _ Top of Soll 9 so t' 9 ft Applied Shear DI 00 t A T ■ ■ - ■ - ■ - - - - ■ rT w - �■ ■ Ed mmoz _ ,■■� ■r F _ 1 ail •� ■ _ � � = _ ■ ■ 1 • LE m ■ 1 � 1 1 • • 1 • 1 I ' P. 1 � 0 r — r ■ ` ■ f �1 1 PO BOX 962 Title 10'MAX TR Page: 8 LYNNWOOD,WA 98046 Job#:0934 Dsgnr: amg Date: 12 AUG 2018 UP, 1/\Tl (206)280-4715 Description... l SERVICES@UPSTB.COM PLAN 2562 This Wall in File:0users\andy\documents\upst8 main\2018(0867-boot yellow)\0962 carey homes-gar RetainPra(c)1987-2016, Build 11.16.07.16 License-KW-06060767 Restrained Retaining Wall Code: IBC 2015,ACI 318-14,AC1530-13 License To:Upstate Engineering Concrete UMasonry Allowable Moment Line Top Support U Mid-height E Base Designer to determine bar cutoff iocalions 570.0 ft-# 1,710.0 ft-# 2,850.0 ft-# 3,990.0 ft-# 5,130.0 ft-# 0.0 ft-# 1,140.0 ft-# 2,280.0 ft-# 3,420-0 ft-# 4.560.0 ft-# 10.00 9.50 ft IL i Applied Moment Diag6m i Ir 1 �i a,77.■1 - ■ T ■ No= ■ ■ L . . J ■ ■ • _ ■ ■ m ■ WI1■ or 1Ir . . . . . ![ . . . . �.�. . . 90 ■ 1 ■ ■ ■ 1 I ■ • • J + i Z `# • ' 1 Aon M ■ y � ■ ■ ■�■ ■ yll M � f♦M � ■ � M ■ I n I PO BOX 952 Title 6'CANT Page: 1 LYNNWOOD,WA 98046 Job#:0934 Dsgnr: amg Date: 12 AUG 2018 U17S 1 .n"1�1-, (206)280-4715 Description.... 1 SERVICES@UPSTS.COM PLAN 2562 This Wall in File:c:\users\andy\documents\upst8 main\2018(0867-xxxx yellow)\0962 carey homes-gar RetalnPro(c)1987-2016, Build 11.16.07.16 License:KW-06060767 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,AC1 530-13 License To:Upstate Engineering Criteria Soil Data Retained Height = 5.50 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Active Heel Pressure 32.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 0.00 in Passive Pressure = 305.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingIlSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 44.0#/ft acent ooting Load = 0.0 Ibs Used To Resist Sliding&Overturning ...Height to Top = 5.50 ft Footing Width = 0.00 ft Surcharge Over Toe = 50.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Load Type Seismic(E) Wall to Fig CL Dist = 0.00 ft = Axial Load Applied to Stem ` (Service Level) Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 245.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 345.0 Ibs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary i rStern Construction r Bottom Stem OK Wall Stability Ratios Design Height Above Ftc ft Overturning = 1.33 Ratio<1.5! Wall Material Above"Ht" = Concrete Slab Resists All Sliding! Design Method = LRFD Thickness = 8.00 Total Bearing Load = 1,962 Ibs Rebar Size = # 4 ...resultant ecc. - 8.20 in Rebar Spacing = 12.00 Soil Pressure @ Toe = 1.892 sf OK Rebar Placed at = Edge p Design Data Soil Pressure @ Heel = 0 psf OK fb/FB+fa/Fa = 0.570 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level Ibs= ACI Factored @ Toe = 2,648 psf ACI Factored @ Heel = 0 psf Strength Level Ibs= 1,016.4 Footing Shear @ Toe = 22.2 psi OK Moment....Actual Footing Shear @ Heel = 5.7 psi OK Service Level ft-#= Allowable = 75.0 psi Strength Level ft-#= 2,085.2 Sliding Calcs Moment.....Allowable = 3,655.6 Lateral Sliding Force = 883.8 Ibs Service Level psi= Strength Level psi= 13.6 Shear.....Allowable psi= 75.0 Anet(Masonry) in2= Rebar Depth 'd' in= 6.25 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral sal pressure IS Modular Ration' _ NOT considered in the calculation of soil bearing Wall Weight psf= 100.0 Load Factors Short Term Factor = Building Code IBC 2015,ACI Equiv.Solid Thick. _ Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 2,500.0 Seismic, E 1.000 Fy psi= 40,000.0 . � - .. ,. - _ � �� _ ���rr � � �: PO BOX 952 Title 6'CANT Page: 2 LYNNWOOD,WA 98046 Job#:0934 Dsgnr: amg Date: 12 AUG 2018 UPSTATE (206)280-4715 Description.... nglnt�Lrinq PLAN 2562 SERVICES@UPST8.COM This Wall in File:c:\users\andyWocuments\upst8 main\2018(0867-xxxx yellow)\0962 carey homes-gar RetainPro(c)1987-2016, Build 11.16.07.16 License:KW-06060767 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,AC1 530-13 License To•Upstate Engineering Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.1172 in2/ft (4/3)"As: 0.1563 in2/ft Min Stem T&S Reinf Area 1.152 in2 200bd/fy:200(12)(6.25)/40000: 0.375 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.2 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 1.27 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions &Strengths Footing Design Results Toe Width = 1.50 ft IN tom! Heel Width = 1.25 Factored Pressure = 2,648 0 psf Total Footing Width = 2.75 Mu':Upward = 2,261 0 ft-# Footing Thickness = 10.00 in Mu':Downward = 259 149 ft-# Mu: Design = 2,002 149 ft-# Key Width = 0.00 in Actual 1-Way Shear = 22.20 5.68 psi Key Depth = 0.00 in Allow 1-Way Shear - 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 10.00 in fc = 2,500 psi Fy = 40,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm= 3.00 in Toe: #4@ 11.11 in,#5@ 17.22 in,#6@ 24.44 in,#7@ 33.33 in,#8@ 43.69 in,#9@ 5 Heel:Not req'd:Mu<phi"5"lambda"sgrt(fc)"Sm Key: No key defined Min footing T&S reinf Area 0.59 in2 Min footing T&S reinf Area per foot 0.22 in2 M If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in Summary of Overturning&Resisting Forces &Moments .....OVERTURNING... .....RESISTING..... Force Distance 'Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 641.8 2.11 1,354.9 Soil Over Heel - 352.9 2.46 867.6 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 242.0 3.58 867.2 Axial Dead Load on Stem= 245.0 1.83 449.2 Load @ Stem Above Soil= "Axial Live Load on Stem = 345.0 1.83 632.5 Soil Over Toe = Surcharge Over Toe = 75.0 0.75 56.3 Total 883.8 O.T.M. 2,222.0 Stem Weight(s) = 600.0 1.83 1,100.0 Earth @ Stem Transitions= Footing Weight = 343.8 1.38 472.7 Resisting/Overturning Ratio = 1.33 Key Weight Vertical Loads used for Soil Pressure= 1,961.7 Ibs Vert.Component = Total= 1,616.7 Ibs R.M.= 2,945.7 "Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. I _ ■ ' 1 — - ME_ ■ ■ — ■ f Y - ■. 1 . . . —, F_ �. _II■� .1� =1_ _ _a mmmmmm ■ _ ■ — ■ ■ ■ . No IN im�O_' ■ - r or - r■ ■ ■ ■ IN i-mp.m%mms� L.-ewm NONE 0 m 0 0 n r IN ■tail■� 1� _ . 1 NINE _ .. . . ■ ■ ■ ■ ■ . ■ . • - • • 1•A 1 r • ■ ■ ■ _ NINE - • ■ _ I. ■ . . . . . IN _ 1 Y 1� IN� ■ ■ ■ • I ■ JFl ■ _ IN ■ ■ ■ ■ i .1. ■ _ As No ■ ■ ■ No ■ _ IN ■ _ Z ■I J ■ i ■ ENEENNE I ■ 0 . . - ■ 0 _I■ 0 0 0 in 0 moommobI1■ MA PO BOX 952 Title 6'CANT Page: 3 LYNNWOOD,WA 98046 Job#:0934 Dsgnr: amg Date: 12 AUG 2018 UPSTATE (20G)280-47155 Description.... SERVICES@UPST8.COM PLAN 2562 This Wall in File:c:\userslandyldocuments\upst8 main\2018(0867-xxxx yellow)10962 carey homes-gar Retain Pro(c)1987-2016, Bulld 11.16.07.16 License:KW-06060767 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:Upstate Engineering Tilt Horizontal Deffeclign at Tory of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.115 in The above calculation Is not valid if the heel soil bearino pressure e dsthat of the t= be tiW the wall wDgld Ihen tent to rotate into the relaiijed sol, ■ — ■ now m ■ J r - i 1m Gi 1 1 - 1 �� ■11�� I®� �IJ ����ITL� II ■ ■ ■ ti I 1 PO BOX 952 Title 6'CANT Page: 4 LYNNWOOD,WA 98046 Job#:0934 Dsgnr: amg Date: 12 AUG 2018 UPST A T T� (20G)280-4715 Description.... engi SERVICES@UPST8.COM PLAN 2562 This Wall in File:c:\users\andy\documents\upstB main\2018(0867-xxxx yellow)\0962 carey homes-gar RetainPro(c)1687-2016, Bulld 11.16.07.15 License:Kw-06060767 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,AC1 530-13 Ucense To:Upstate Engineering Rebar Lap&Embedment Lengths Information Stem Design Segment:Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for#4 bar specified in this stem design segment= 15.60 in Development length for#4 bar specified in this stem design segment= 12.00 in Hooked embedment length into footing for#4 bar specified in this stem design segment= 6.00 in As Provided= 0.2000 in2/ft As Required= 0.1728 in2/ft ' n ■ ` 1 � � ■ �+ ■1r lmi ■ Y � .4 W [a ■ ■ Mel 111,01, ■ ■ ■ ■ ■ '011 ■ =99 ■ ■ A ■ ■ � ■ me ■ ■ Z= T0 or &.a ■ ■ ■ ■ ■ ■ ■ r ■ Emo1 sell PO BOX 952 Title V CANT Page: 5 U LYNNWOOD,WA 98046 Job#:0934 Dsgnr: amg Date: 12 AUG 2018 PSTATE (206)280-4715 Description.... SERVICES@UPST8.COM PLAN 2562 This Wall in File:c:\users\andy\documents\upst8 main\2018(0867-xxxx yellow)\0962 carey homes-gar RetainPro(c)1987-2016, Build 11.16.07.15 License:KW-06080767 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,AC1530-13 License To:Upstate Engineering 8"w/#F4 @ 12- ti i 6°-0" i 1I , #4@10.in Restrain � -{0 —., � i @ Toe 3 Z-9` i 16 ■ i 1 ■ W i r ■ ■ on. ■ M.AL- i ■ J .016. W-Im ■ J ■ P.&M ■ 1 4 1 on r 1 L 1 7 � ` I PO BOX 952 Title 6'CANT Page: 6 LYNNWOOD,WA 98046 Job#:0934 Dsgnr: amg Date: 12 AUG 2018 U _ IT/\-I�I� (206)280-4715 Description.... � SERVICES@UPST6.COM PLAN 2562 This Wall in File:c:\users\andy\documents\upst8 main\2018(0867-boot yellow)\0962 carey homes-gar RetainPro(c)1987-2016, Build 11.16.07.15 License:I(V11-06060767 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,AC1530-13 License To:Upstate Engineering DL=245 ,LL=345# , Ecc=O" 44.01 1 (Service-Level 50 OOps F7Res ainr 884# a r` CD r ■ ' s ■ ] � ■ _ _ ■ ■ ■ ■ y � � ■Ire �y FF � ' F M ■ ■ ■ ■ ■�■■■ �■ � ■■ ■ ■ � � ■ � ��i � ■ ■ ii ■ ■ r �■ � Yi r i i Yea r ■i■ ��f ii�■ ■■ ■ 1 1 I PO BOX 952 Title 6'CANT Page: 7 LYNNWOOD,WA 98046 Job#:0934 Dsgnr: amg Date: 12 AUG 2018 UPSTATE (206)280-4715 Description... SERVICES@UP5T8.COM PLAN 2562 This Wall in File:c:\users\andy\documents\upst8 main\2018(0867-xxxx yellow)\0962 carey homes-gar RetainPro(c)1987-2016, Build 11.16.07.16 License:KW-06060767 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,AC1 530-13 License To:Upstate Engineering Wally Concrete Masonry Designer to determine bar cutoff locations 110.01bs 330.01bs 550.0lbs 770.0lbs 990.0lbs 0.0lbs I 220.0lbs 440.0lbs 660.0lbs 8 . Olbs 6.uu rt a. Applied Shear Diagra • 1 s 1 11 ■ ■ . MMW V7 _ - Ju0 Elp- ■■ 9P. ■ 1 . _ . M . _ _ ■ ■ _ ■ 1 ■ T1 ■ 1 IN MEMO 1 _ ,A, . 1 I .1 L '. ! 1 1 ' Eno No 0 ' 1 Ell1 ' 1 ` ' Ellr '1 • I PO BOX 962 Title 6'CANT Page: 8 LYNNWOOD,WA 98046 Job#:0934 Dsgnr: amg Date: 12 AUG 2018 UPL;TA ► F (206)280-4715 Description.... SERVICES@UPSTB.COM PLAN 2562 This Wall in File:c\users\andy\documents\upst8 main\2018(0867-xxxx yellow)\0962 carey homes-gar RetainPro(c)1987.2016, Build 11.16.07.15 License:K"6060767 Cantilevered Retaining Wall Code:IBC 2015,ACI 318-14,AC1 530-13 License To: Upstate Engineering Wally Concrete Masonry Allowable Moment Line4U Concrete Masonry Designer to determine bar cutoff locations 410.0 ft-# 1,230.0 ft-# 2,050.0 ft-# 2,870.0 ft-# 3,690.0 ft-# 820.0 ft-# 1,640.0 ft-# 2,460.0 ft-# 3,280.0 ft-# 6.00 1t — inn o,ou r[ I Applied Moment Diagram Mu— 2,C 35.2 Phi=13,655.6ft �� ■ VI ; ■ • AMA Ii momm- ON rr O ii�i�0 ■ E ' ■ y ��-m • • � FFFf M ■ ■� _ Fes■ �� �� 7 ��� � i r 1 ' 06 JF. i • � I- rNJ ■ • 1 i _ L _ n PO BOX 962 Title 8'CANT Page: 1 �T LYNNWOOD,WA 98046 Job#:0934 Dsgnr: amg Date: 12 AUG 2018 ; (206)280-4715 Description.... UP SERVICES@UPSTB.COM PLAN 2562 This Wall in File:c:\users\andy\documents\upst8 main\2018(0867-xxxx yellow)\0962 carey homes-gar RetalnPro(c)1987-2016, Build 11.16.07.16 License:KW-06060767 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,AC1 530-13 License To:Upstate Engineering I Criteria Soil Data Retained Height = 7.50 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Active Heel Pressure - 32.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 0.00 in Passive Pressure = 305.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingIlSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads y Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 60.0#/ft acent opting oad 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 7.50 ft Footing Width = 0.00 ft Surcharge Over Toe = 50.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Load Type = Seismic(E) Wall to Ftg CL Dist = 0.00 ft Footing Axial Load Applied to Stem (Service Level) Foo g Type Line Load Base Above/Below Soil _ 0.0 ft Axial Dead Load = 245.0 Ibs Wind on Exposed Stem= 0.0 psf at Back of Wail Axial Live Load = 345.0 Ibs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I Stem Construction Bottom Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 1.53 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding! Design Method = LRFD Thickness = 8.00 Total Bearing Load = 2,640 Ibs Rebar Size = # 4 ...resultant ecc. = 10.13 in Rebar Spacing = 6.00 Rebar Placed at - Edge Soil Pressure @ Toe = 1,150 psf OK Design Data Soil Pressure @ Heel = 0 psf OK fb/FB+fa/Fa = 0.742 Allowable = 2.000 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,610 psf Service Level Ibs= ACI Factored @ Heel = 0 psf Strength Level Ibs= 1.890.0 Footing Shear @ Toe = 32.7 psi OK Moment....Actual Footing Shear @Heel = 5.0 psi.0 psi OK Service Level ft-#= Allowable 7 Strength Level ft-#= 5,287.5 = Sliding Calcs Moment.....Allowable = 7,122.4 Lateral Sliding Force = 1,561.1 Ibs Service Level psi= Strength Level psi= 25.2 Shear.....Allowable psi= 75.0 Anet(Masonry) 1n2= Rebar Depth 'd' in= 6.25 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' _ NOT considered in the calculation of soil bearing Wall Weight psf= 100.0 Load Factors Short Term Factor = Building Code IBC 2015,ACI Equiv.Solid Thick. _ Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 2,500.0 Seismic, E 1.000 Fy psi= 40,000.0 ■ ■ 7 ■ r mmg Immi M ■ 1 .s u momd ON ■ - . x ■ ■ � ■ ■ ON O i M ■ MI ■ ■ ■ • J ■ ■ 1 L . ■ ■ 4 ■ • f ■ mac' ON ■ ■ ON ■ no ON . ■ ■ ■ ■ . . r ! . . ON ON 1 r • � i 0 ■ O . . MM ONE ■ ■ . . M . � ■ _ . 0 . ■ ■ M ■ . r. ■ ■ NEW NE � ■ . . - ON ■ . ■ ■ ■ T ■ s . ON 1 ■ ■ ■ ■ ■ ■ . V ON ■ 0 0 0 PO BOX 952 Title B'CANT Page: 2 LYNNWOOD,WA 98046 Job#:0934 Dsgnr: amg Date: 12 AUG 2018 UPSTATE (2os)280.4715 Description.... SERVICES@UPST8.COM PLAN 2562 This Wall in File:c:\users\andy\documents\upst8 main\2018(0867-xxxx yellow)\0962 Carey homes-gar RetalnPro(c)1987.2016, Build 11.16.07.15 License:KW-06060767 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:Upstate Engineering Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment) 0.2972 in2/ft (4/3)*As: 0.3962 in2/ft Min Stem T&S Reinf Area 1.536 in2 200bd/fy:200(12K6.25)/40000 0.375 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.375 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.4 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 1.27 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions &Strengths I Footing Design Results Toe Width = 3.50 ft Toe Heel Width = 1.25 Factored Pressure = 1,610 0 psf Total Footing Width = 4.75 Mu':Upward = 7,354 5 ft-# Footing Thickness = 10.00 in Mu':Downward = 1,409 194 ft-# Mu: Design = 5,945 189 ft-# Key Width = 0.00 in Actual 1-Way Shear = 32.66 7.04 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 6.00 in fc = 2,500 psi Fy = 40,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes& Spacings Cover @ Top 2.00 @ Btm= 3.00 in Toe: #4@ 6.15 in,#5@ 9.54 in,#6@ 13.54 in,#7@ 16.46 in,#8@ 24.31 in,#9@ 30. Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 1.03 in2 Min footing T&S reinf Area per foot 0.22 in2 A If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in r Summary of Overturning&Resisting Forces&Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 1,111.1 2.78 3,086.4 Soil Over Heel = 481.3 4.46 2,145.6 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 450.0 4.58 2,062.5 Axial Dead Load on Stem= 245.0 3.83 939.2 Load @ Stem Above Soil= *Axial Live Load on Stem = 345.0 3.83 1,322.5 Soil Over Toe = Surcharge Over Toe = 175.0 1.75 306.3 Total 1,561.1 O.T.M. 5,148.9 Stem Weight(s) = 800.0 3.83 3,066.7 Earth @ Stem Transitions= = Footing Weight = 593.8 2.38 1,410.2 Resisting/Overturning Ratio = 1.53 Key Weight - Vertical Loads used for Soil Pressure= 2,640.0 Ibs Vert.Component - Total= 2,295.0 Ibs R.M.= 7,867.E *Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. 7 MEN L 1 ■ ■ ■ •■ ■ - mo ma-1mmm — - ■ . 1 J'.■. . ' 00 Z=lw _ f M ■ M.i r- ■ i■ _ _ ti — • 1 ■ • - ■i ■ ■ immomm L ■ r— ■ — No A • � � � ■ ■ - ■ ■ — ■ ■ mombA ' ■ftRrO Lomm11wipwomob 1p111g � . ■ ■ mimmr onom • • 1 • • . ■. - - ` . `• �. 1 r ' 1 - ■ ME ■ ■ — ■ - — ■ ■ ■ ■ ■ r ■ 1� ' 1 . i 1 . . ; � � • . Tom: L77 & � MEN . _ . . ■ — - — ■ MEN ■ ■ 1 1 ■ T ■ ■ ■ — MEM ME . . ■ ■ • MEN ■ -M0 01 ■ 0 MEN MEN 0 • 7 1 7 i — 1 r ■ IMEMEMME ME ME mimmm -i 1 ME 1 ■ � ■ Pool - on ■ IF . _ ■ L ■ m ■ ■ ■ 1 1 0 • . . 1 — . mmmmmm� — 1 — I PO BOX 952 Title 8'CANT Page: 3 LYNNWOOD,WA 98046 Job#:0934 Dsgnr: amg Date: 12 AUG 2018 UPI;i AT)' (206)280-4715 Description.... SERVICES@UPST8.COM PLAN 2562 This Wall in File:c:\users\andy\documents\upst8 main\2018(0867-xxxx yellow)\0962 carey homes-gar RetainPro(c)1987-2016, Build 11.16.07.16 License:KW-06080767 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,AC1 530-13 License To: Upstate Engineering Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.054 in The above calculation is not valid d the heal soil bearing yrr�Ss�re oxc*eds that of the toe bgoaose the wall would then tend to rotate into the retained sal. r 1 � ■ ■ R ` A1` 1� 1 . I PO BOX 952 Title 8'CANT Page: 4 LYNNWOOD,WA 98046 Job#:0934 Dsgnr: amg Date: 12 AUG 2018 UPSTATE (206)280.4715 Description.... engi SERVICES@UPSTS.COM PLAN 2562 This Wall in File:c:\users\andy\d0cuments\upst8 main\2018(0867-xxxx yellow)\0962 Carey homes-gar RetainPro(c)1987-2016, Build 11.16.07.15 License:KW-06060767 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To: Upstate Engineering Rebar Lap& Embedment Lengths Information Stem Design Segment:Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for#4 bar specified in this stem design segment= 15.60 in Development length for#4 bar specified in this stem design segment= 12.00 in Hooked embedment length into footing for#4 bar specified in this stem design segment= 6.00 in As Provided= 0.4000 in2/ft As Required= 0.3750 in2/ft ■ ` mool 7 Mom N 11■. 1 ' ..100 mo mossy■ J ■ . �i ■T . t MIA , RMM ■ ■ 1 "■ ■ � 1 ■ ■ . . mm I I I PO BOX 962 Title 8'CANT Page: 5 LYNNWOOD,WA98046 Job#:0934 Dsgnr: amg Date: 12 AUG 2018 UPSTATF. (206)280.4715 Description.... SERVICES@UPST8.COM PLAN 2862 This Wall in File:c:\users\andy\documents\upst8 main\2018(0867-x)m yellow)\0962 carey homes-gar RetainPro(c)1687-2016, Build 11.16.07.15 License:KW-06060767 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:Upstate Engineering 8" W/#k4@6" ,1 a f e-6I. 40 ,I III L� R 6-in estraint #4� 1 �r @ Toe 3„ 3"-15" T-3" 1 • • 7 J 1 7 M 7 r PO BOX 952 Title 8'CANT Page: 6 LYNNWOOD,WA 98046 Job#:0934 Dsgnr: amg Date: 12 AUG 2018 UPSTATE, PSAi' (206)280-A715 Description.... SERVICES@UPSTS.COM PLAN 2562 This Wall In File:c:\users\andy\documents\upst8 main\2018(0867-xxxx yellow)\0962 carey homes-gar RetalnPro(c)1987-2016, Build 11.16.07.15 License:KW06060767 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:Upstate Engineering DL=245 ,LL=345# , Ecc=O" t 60 OOpsf '. (Service-Level; 1 % 50-00 psf .L IF \ f;estraint 1561# in N7 rZ O I� x ■ ■ ■ Ad" ■! 1 ■ � . Zr!7 7 ■Z 1 !ice r � m I 1 1 1 r F I I PO BOX 962 Title 8'CANT Page: 7 LYNNWOOD,WA 98046 Job#:0934 Dsgnr: amg Date: 12 AUG 2018 U1P�T�1 f F (206)280-A715 Description.... SERVICES@UPST8.COM PLAN 2562 This Wall in File:c:\users\andy\documents\upst8 main\2018(0867-xxxx yellow)\0962 carey homes-gar RetalnPro(c)1987-2016, Build 11.16.07.16 license:KW-08060767 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To:Upstate Engineering Wa110 Concrete U Masonry Designer to determine bar cutoff locations 200.0lbs 600.0lbs 1,000.0lbs 1,400.0Ibs 1,800.0lbs 0.0lbs 400.0lbs 800.0lbs 1,200.0lbs 1,600.0Ibs 8.00 rt 1.50 it Applies!Shear Diagram �I b. Iii - ■ ■ 11111 ■ • - IP ■ IN ■ ■ ■ MINE qpmp. • I 1 ■ 1 h • 1 ■ 1 ' 1 ' ■ ■ ■ ■ - ■ ■ 1 ter+ —J_LMM . _ _-p — ■ollm+omm - ■ 0- --w L� ■ .. _ i PO BOX 952 Title 8'CANT Page: 8 LYNNWOOD,WA 98046 Job#:0934 Dsgnr: amg Date: 12 AUG 2018 UPSTATE (206)280-4715 Description.... SERVICES@UPSTB.COM PLAN 2562 This Wall in File:c:\users\andy\documents\upst8 main\2018(0867-xxxx yellow)\0962 carey homes-gar Retain Pro(c)1987.2016, Build 11.16.07.15 License:KW-06060767 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,AC1 530-13 License To: Upstate Engineering Wa110 Concrete Masonry Allowable Moment Linejj Concrete Masonry Designer to determine bar cutoff locations 790.0 ft-# 2,370.0 ft-# 3,950.0 ft-# 5,530.0 ft-# 7,110.0 ft-# 0 0 it-u I 1,580.0 ft-# 3,160.0 ft-# I 4,740.0 ft-# 6,320.0 ft-# i3.uu tt �F � 1 r.5u n Applied Moment Diagram Mu= 5, 7.5 MnPhi= 7-122.4ft ■ ■ sens ■ man ■ ■ ti = ■ 7 'i`New _ ■ 1� � ■ r� ■ — err ■■� w Nell w r ■ us Q ` � ■ - His 1 r ■ mee ■ ■■ ■.ram ` J i - ■ - - - ■ ■ ■ ■ ■ m NMI ON ■ 1 L 1 ■ � � I 1 1 1 1 1 I � 1 . 1 1 NMI I I 1 1 { J J Y �1 ■ ml m No el . MONS! 00 En 22 0 oo F-� O 00 N � z N oCA C) 3 a^o cn O � x U U U U 0 0 Q O o0 hi � ai 3 � � Y rram�\\ rraah� A O Q ti Q ^ L/ Ll x x z (S) 0 00 Q U U U O z 0 0 O G 0 0 ¢ \O W U) O Or O V F O V V1 Q [- NCf) en w 00 Q Q A wA� N w w U U O O d Q LO) Q —L—tL I I I Z 8 U U o 0 C c Lfi E p0 Id M a) 'aM N M O W W b o 0 M N _ z .CC Q Uj •� [2 Cyy7 Q O O C O \ M to w M N � p W �O Its _ .E N > ) M O C g X O O C tea). O 8 ` E d d •oGo 00 00 C r O C W •N O v] N O O N M O t` �] a7 C a) p al m Q LO f0 _ a) C O M m `- C U) — N n y a p Z � o � ( 3am \ rn Mai a� L � ( n -00 t �1 y 7 (1O Q _ C O U 7 3 f0 C coC C m o m � o 9� -N ate`) aa) o = � m 0 o � = a l v Z � '� n (L)S-0 1mN .06o `A "aouia � V °� Ua30 � m v o E —_ c 11 x a c o o v c .a O O c� aa) vfOimoQVN aa) ' o - r E � o 'EQ Aw - - p — co co rn p a w p O X z aq o 0 O J m P. N U 0 0 7 0 u1 J p N E N ll cn c i = Q IOD a tl1 o a7 tll Y N n H c - y C t N Q w x a a) a p O p C CM J O O -a E a 0�S i d E V a) X O 'Cu a O -p C O a .Vl 2 J 0 7 a) E m c m ) O •V `i E M N p N O Y '� W Q N w U O a0 `p w (n 7 cn f6 O ao � � , Sm m 'oo `° m E ° t � cv Q ., � in E U � WHU � o v .cm n '�Q a�Mi_ _ c _ _ (n a"O N 4I v cn tD . to .0 U ~ t0 L O m I I � 1 1 • • I 1 �I I I 5 I ' • _1 - I • I I I� I 1 1 I 1 I 1 ' • '� I 1 I I I ' I I 1 � I , .�I � I 1 I = • _ 1 ► II - f 1 ,: I ■ I - IL - • - - ' LJPSTATE � engineering PD Bn_X 952 LYNNWOOD, WA 98C+h6 T_ (20t) 2r )-4?15 f (206) 3 SERVICES@)UPST8.COM General Structural Notes —Unless Noted Otherwise GENERAL ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE(IBC), 2015 EDITION, OR OTHER GOVERNING CODE,AS REQUIRED BY LOCAL JURISDICTION. DESIGN LOADS SEE ENGINEERING PACKET FOR DESIGN LOADS. INSPECTIONS NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY BUILDING DEPARTMENT FOR INSPECTIONS REQUIRED BY LOCAL JURISDICTION. FOUNDATIONS EXTEND FOOTING TO UNDISTURBED SOIL OF 2000 PSF BEARING CAPACITY. BOTTOM OF EXTERIOR FOOTING SHALL BE 1'-6"MINIMUM BELOW OUTSIDE FINISHED GRADE. COMPACTED FILL SHOULD CONSIST OF PREDOMINATELY WELL-GRADED, GRANULAR SOIL, FREE OF ORGANIC MATERIAL AND DEBRIS. FILL SHOULD BE PLACED IN MAXIMUM 8"LOOSE LIFTS AND COMPACTED TO A MINIMUM OF 95 PERCENT OF THE MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT DETERMINED BY ASTM D-1557 TEST PROCEDURES. CONCRETE Pc=2500 PSI MINIMUM 5-1/2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 6.0 GALLONS OF WATER PER 94 LB SACK OF CEMENT. MAXIMUM SLUMP IS 4". SEGREGATION OF MATERIALS TO BE PREVENTED. REINFORCING STEEL #5 BARS AND LARGER SHALL BE GRADE 60 DEFORMED BARS,AND#3 AND#4 BARS SHALL BE GRADE 40, IN ACCORDANCE WITH ASTM A-615. LAP SPLICES 32 BAR DIAMETERS. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 AND SHALL BE 6X6—W 1.4 X W 1.4. LAP ONE FULL MESH AT SPLICES. TIMBER FRAMING SHALL MEET THE FOLLOWING MINIMUM STANDARDS: BEAMS AND POSTS(4x—AND GREATER): DF-L#2 JOISTS/STUDS(2x ): HF#2/STUD GLUE LAMINATED BEAMS(GLB) 24F-V4(24F-V8 AT CANTILEVERS) 2x_TIMBER SHALL BE KILN DRIED. GRADES SHALL CONFORM TO"WWPA GRADING RULES FOR WESTERN LUMBER", LATEST EDITION. ROOF TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE T.P.I.AND THE IBC. ALL CONNECTIONS PER IBC TABLE 2304.10.1. ROOF DIAPHRAGM INSTALL MINIMUM 1/2"CDX PLYWOOD(32/16)OR 7/16"OSB SHEATHING. NAIL ALL SUPPORTED EDGES AND BOUNDARIES WITH 8d AT 6"O.C,AND INTERIOR SUPPORTS WITH 8d AT 12"O.C.; BLOCKING NOT REQUIRED. FLOOR DIAPHRAGM INSTALL MINIMUM 23/32"T&G STURD-I-FLOOR(24oc)SHEATHING. GLUE AND NAIL ALL SUPPORTED EDGES AND BOUNDARIES WITH 10d AT 6"O.C.;AND INTERIOR SUPPORTS WITH 10d AT 12"O.C., BLOCKING NOT REQUIRED. MISCELLANEOUS THE CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT JOB SITE. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENINGS HAVE BEEN INSTALLED. DO NOT SCALE DRAWINGS. PRE-FABRICATED ITEMS TO BE HANDLED AND INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. WIND DESIGN CRITERIA : NOMINAL WIND SPEED —85 MPH RISK CATEGORY 11 ULTIMATE WIND SPEED—110 MPH IMPORTANCE, I=1.0 WIND EXPOSURE, B KZT= 1.00 SEISIMIC DESIGN CRITERIA: EQUIVALENT LATERAL FORCE PROCEDURE IMPORTANCE, le= 1.0 Ss= 1.25 SITE CLASS, D S, =0.40 SEISMIC DESIGN CAT., D SDs=0.83 SEIS. FORCE RES.SYS,A.15. SDI =0.43 DESIGN BASE SHEAR= 8239 Ibs Cs=0.13 RISK CATEGORY 11 R=6.5 ■ O . . 9 ONE ■ ■ ■ ■ i1 ■ .� ■ ■1 — - . ■ — � mum 1■ - ■ - ■ T 1 — ■ ' 1■iEL ■ 011111 ■ ■ . - - - y ■ milt r- - ti p . . ■ 111 immommin ON [ .1 . . . . 7 9 r ■ ■ ■�7 ■ ■ - ■ i ■ mmfirm- ■ R m 1 : Im, 1 T■ 'EN - ■ 11- ■ 1 % 1• 1 ■ ■+ T r mquw ■•—M, ■E ■`sor ■ J ■ - ■ 1 ■ ' 0. No mm mom 0 me ■ 1. - ■1 ■ . ; ■ ■ ■ ■ ■ ■ — . . ■ . - — ■ ' ' ■ ' "T ■ . - ■ ■ 1 or ' 11 ' 1 — ■L •l 0 Mod, ■ . 15 — ■ 1 ■ ■ L ■ ' . `+ -E ■ — - , ■ ■ - . IN — - . IF ■ ■ ■ .■ . . . . ■ ■ Was :NI ■ ■ 1 ■ ■ ■ L -0J ■ �1 OW ■ 1 ■ ■ - ■ - L ■� — 1 — NNE i SHEAR WALL PER PLAN TIGHT-FIT SOLID BLOCKING BOUNDARY NAILING PER STRUCTURAL NOTES ROOF SHEATHING PER STRUCTURAL NOTES ROOF FRAMING PER PLAN 2X LEDGER(OR RF TRUSS)W/ (2)16d TO EA STUD TRUSSES OR RAFTERS PARALLEL TO WALL SHEAR WALL PER PLAN SHEAR WALL PER PLAN TIGHT-FIT SOLID BLOCKING TIGHT-FIT SOLID BLOCKING ._- BOUNDARY NAILING PER BOUNDARY NAILING PER STRUCTURAL NOTES STRUCTURAL NOTES ROOF SHEATHING PER ROOF SHEATHING PER STRUCTURAL NOTES STRUCTURAL NOTES TRUSS(MONO)PER PLAN 2X CONT SOLID BLOCKING ROOF FRAMING PER PLAN W/(2)16d TO EA STUD 1 2X LEDGER W/ (2)16d TO EA STUD RAFTERS PERPENDICULAR TO WALL TRUSSES PERPENDICULAR TO WALL 1 SHEAR TRANSFER X SW TO SW THRU LOW ROOF NTS _ � - ` ' 1 . t . , :. G rr -,� t� ti r' � � 1 r _ 1 _ � _ - - � - '� � PLYWOOD PER PLAN W/ FRAMING 10d @ 4"OC EDGE NAILING PER PLAN SIMPSON A35 @ 16" OC 2x6 PT PLATE W/ 2X BLOCKING @ 16 5/8" DIAM x 10" OC FOR(3)JOIST AB @ 16"OC BAYS W/ 10d @ 4" SEE DETAIL 1 FOR OC FROM PLY ALL OTHER INFO A TOP CONNECTION AT PARALLEL JST AL Scale: NTS- V-0' Section View 004 • 6" MIN 2-1/2" -- �j,�\" 8"CONC WALL ( 12 24 W/(2)#4 TOP • #4V @ 8" O.C. #4H @ 12"O.C. r T 10'-0" MAX B TOP CONNECTION BY SLAB • #4 @$"O.C. Scale: NTS- V-0' Section View 004 CONC FTG W/ GENERAL FOUNDATION NOTES • #4 @ 10"O.C. IBC 2015 EDITION 32 PCF EQUIV FLUID PRESSURE 2000 PSF SOIL BEARING • 50 PSF TOE SURCHARGE (SLAB) 8H SEISMIC LATERAL LOAD i, 5 1/2 SACK CEMENT PER CUBIC YARD 4" DIAM FTG 2500 PSI MIN COMPRESSIVE STRENGTH DRAIN IN MAX 6 GALLONS WATER PER SACK 10" GRAVEL • POCKET GRADE 60 STEEL FOR#5& LARGER 3" II —_ GRADE 40 STEEL FOR#4&SMALLER CLR BACKFILL WITH POUROUS MATERIAL 0'-8" DO NOT CREATE UNEQUAL BACKFILL UNTIL BEARING SOIL 2'-0" FOOTING BACKFILL IS COMPACTED IN PLACE JOISTS MAY BE HUNG INSIDE WALL WITH MUD 4"SLAB W/#3 @ SILL RIPPED TO FIT-WATERPROOFING BY 12"OC EW OR 6x6 OTHERS W1.4xW1.4 WWF SEE GENERAL STRUCTURAL NOTES 2 TYPICAL TOP RESTRAINED X BASEMENT WALL (10' MAX) NTS — ■ :■ 1 — — ■ 1 ■ ■ 1 ' ■ ME ■ 1 d ' ■ r ■ ■ Mill NO ■ ■ ■ ■ ■ ■ L 1 ON 1 i L ■ _ r ■■I . I ■ �I ■ 1 t ' 1 ' r 1 . ■ [ - • - • I161 • NO 0 NET m m r 0 NO 0 1 0; 0 ONE 0 0 NO A. 0 0I - , I 0 I • NO0 1 00; M: 7 1 ■ ■ ' 4. Ell 1 3 ■ ' ■ . 1 _ O1 — ■ ■ r _ NO ONE mom ■ ,. 1 ■ I 7 —• mm" 1 1 ■ NO r • _ ■ _ ■ — 1■ toomm . ■ ■ ■ ■ NO — t 11 - - 1ONE ■ ■ 1 ■ - ■ . ■ I ■ ■ ■ ■ f, NJ ■ ■ ■ ■ Mill 1 - 1 1 GENERAL NO- -S: IBC 2015 EG ON 32 PCF EQUIVALENT FLUID PRESSURE 2000 PSF SOIL BEARING CAPACITY 50 PSF SURCHARGE (TOE SIDE) 8H SEISMIC LATERAL LOAD 5 1/2 SACK CEMENT PER CUBIC YARD, 2500 PSI MINIMUM COMPRESSIVE STRENGTH, MAXIMUM 6 GALLONS WATER PER SACK GRADE 60 STEEL FOR #5 & LARGER GRADE 40 STEEL FOR #4 &SMALLER BACKFILL WITH POUROUS MATERIAL; PROVIDE TEMPORARY BRACINGS AS REQUIRED UNTIL SLAB IS CONSTRUCTED AND CURED FRAMING PER PLAN LOCATION BY OTHERS WALL PER PLAN OR SW SCH (2)— #4 CONT ® TOP 6"MIN /j HORIZONTAL BARS: PER SCHEDULE VERTICAL BARS: COMPACTED FRONT FILL PER SCHEDULE ® 1:2 (V:H) MAX SLOPE FTG DOWELS W/ EXTEND 6'-0" MIN STD HOOK INTO FTG: $I " MAX HEIGHT 4 SLAB W 2"CLR SAME AS VERT BAR OF BACKFILL: / SCHEDULE LE SPACING PER SCHEDULE 6X6 W1.4 X W1.4 WWF OR #3 ® 12"o/c E.W. \ LAP: 30"MIN u/ TOE BARS: PER SCHEDULE 2" TOP CLR LR i Jw T FTG THCK 1�I 14"0 FTG DRAIN CONCRETE FOOTING 3"CLR IN GRAVEL POCKET w/ #4 CONT 010"o/c f TOE WALL HEEL SOLING REINFORCEMENT AND FOOTING SCHEDULE MAX HEIGHT VERTICAL HORIZONTAL TOE WALL HEEL FOOTING TOE BARS FRONT OF BACKFILL REINFORCEMENT REINFORCEMENT WIDTH WIDTH WIDTH THICKNESS FILL REQ'D 5'-5" #4 @ 12"O.C. #4 @12"O.C. V-6" 8" 7" 10" #4@ 10"OC SLAB T-5" #4 @ 6"O.C. #4 @12"O.C. 3'-6" 8" 7" 10" #4 @ 6"OC SLAB 3 TYPICAL CANTILEVERED X BASEMENT WALL NTS 1 . n11 1 _ 1 1 - « - I 111 1: 11 - ' ' I r 1 1 1 11117 I ., 1j1c - '- - 5 I 1 - r - I � 1 - 1 I 1 I 1 ' it I r 1 �1 i rr +J I 116 .1 `x H JY � � O J x - co �Td, 8 o l ix � L m itiU cmF 2 O m I� � I _ I o I ------- -- �I TroM:rw 1- LLI � i l ui W (L z I ¢ J p d1 I I I I I I J a ■ ■ � 1 1 ■ I z K ow O 4 J K W w M _ y �1 1 } I I I I I I I I I I I I I I I I � Q � I I Of I o z YiQi �1 �1 N W A m w ' A N � J 0. h W Q W J q c4 Z'Ms Z-Ms Q Q ._ 7 1 I I �PRGTECT : + �t ome D i E - �_ . ORD - --- ------ - - — - - --- 1 or 5 60UN-1-V PARCA �A L0rA9EA -nalb � a' a -o AASJ -� t7qg To� U ATH ,TOES AN® A IA t GT 9 1d gel. U N'6 5 4 64/!W Nl 6 TO D'Q-4sNAw F �-T 1400T ��i A I@�4RL4(1-amcll AREA : l7q6? SA f1'o tsri►l4 �� t - Of PQoQeRTy, eceived MCA 4-f I N a® Fr SEP ® 3 2020 tip I-A0 :OFFICE COPY yT� i OTC'" RESIDENTIAL PERMIT APPLICATION Department of Community & Economic Development City of Arlington • 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551 THIS APPLICATION IS TO BE USED WHEN APPLYING FOR A NEW SINGLE-FAMILY, DUPLEX, TOWNHOUSE, ADDITION, DECK,OR ACCESSORY STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2)SETS OF CONSTRUCTION DRAWINGS AND TWO(2)SETS OF STRUCTURAL CALCULATIONS. THE APPLICATION MUST ALSO INCLUDE THE PLUMBING SUBMITTAL AND THE MECHANICAL SUBMITTAL FORMS. THE ZONING VERIFICATION MAY BE SUBMITTED PRIOR. Project Address: 18317 Hawksview Drive Arlington, W Plat: A. 98223 Gleneagle Lot #13 Single-family E1, Duplex ❑ Townhouse 1-11 Addition Cl Accessory structure Proposed Area: 1 S' Floor: 1004 2na Floor: 1558 _ _ _ Garage: 629 Total SF: 2562 Describe Proposal (include cross street): New building of a Single Family home 425K Valuation: Owner: pert Homes LLC P.O. Box 2280 Snohomish WA 98�`2S Address: City: State: Zip Code: g42°I� Phone: 360-243-3034 Email: Mark@Tapertco.com Applicant: pert Homes LLC Address: P.O. Box 2280 City: Snohomish State: WA Zip Code:98291 _ Phone: 360-243-3034 Email: Mark@ Ta pertco.com Contractor: Tapert Homes LLC P.O. Box 2280 Snohomish WA 98291 Address: City: State: Zip Code: Phone: 360-243-3034 Email: Mark@Tapertco.com MarkTapert IAPERHL839LR Contact Person: . License Number: Expiration: 6/16LP Page 1 of 3 RESIDENTIAL PERMIT APPLICATION Department of Community & Economic Development � ! O City of Arlington• 18204 59th Ave NE •Arlington, WA 98223 • Phone(360)403-3551 Plumbing Section (continue filling out if plumbing is involved) (Check all that apply and indicate the number of fixtures proposed) 10 Bath/Shower Combo (4.0) x 2 (6 Sink (1.5) x 6 Shower (2.0) x 1 9I Lavatory (1.0) x 3 Clothes Washer (4.0) x 1 Q Water Closet (2.5) x 3 Dishwasher (1.5) x 1 Water Heater x 1 Hose Bibb (2.5) x 2 Water Heater Model # ❑ Other (list) x Plumbing Section Continued Proposed Water Piping Size: 1/ Proposed DWV Material: ABS Proposed Piping Material: PEX/Copper Proposed DWV Size: 2" • All hose bibs required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019 • All water supplies at 80psi or greater shall have Pressure Reducing Valves (PRV) 6/16LP Page 2 of 3 RESIDENTIAL PERMIT APPLICATION I ON r 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: % 21 Furnace (80+) Model # Rheem _ AFUE 95 U Heat Pump Model # SEER HSPE 01 AC Unit Model # SEER 1: Type If Hood ❑ Commercial Cooking Appliance ❑ Hydronic Piping ❑. Boiler ❑ Solid-Fuel Appliance ❑ PV System Fireplace Insert ❑ Outdoor BBQ DI Storage Tank ❑ Freestanding Stove QJ Gas Piping Other Gas Piping Information Not Applicable: ❑ Cast Iron Pipe Material: Pipe Size: 1" Total BTU's of all Appliances: 320k 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 requir d wit 6 et of all appliances Applicant Signature: I _ Date: _I �' /7—U 2.0 Print Applicants Name: M a� T-of-ey t 6/16LP Page 3 of 3 V NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED Cl DO NOT OCCUPY XAPPROVED PERMIT#• 4A�U AM PM DATE: Z 'i JOB ADDRESS: u —il�.����5� l�l L biz LOT#: PROJECT: TYPE OF INSPECTION: 1'1 C' A 4UM &A,' OTHER: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION: $50 REINSPECTION FEE (PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. Cl CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION lYl �uX THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 -h/hfil� INSPECTOR DATE M PLANNING 0 CIVIL "au,,.,�,NG CITY OF ARLINGTON '. C' V NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY APPROVED PERMIT#: . T �f( ; AM ❑ PM OB ADDRESS: �IC �4J1 f `ti'� �� �'./I c �i LOT#: PROJECT: (��,1_;✓T TYPE OF INSPECTION: Jt. -i OTHER: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE (PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION f � - THEACTIONS OR CORRECTIONS INDICATED ABOVEARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE SY 0 PLANNING 0 CIVIL -1 BUILDING CITY OF ARLINGTON • v NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL 21 CORRECTIONS REQUIRED Cl DO NOT OCCUPY ❑ APPROVED PERMIT# ❑ PM DATE: �_Z�I.Z l OB ADDRESS: LOT#: PROJECT:TAj-,,U P-- TYPE OF INSPECTION: F�>A OTHER: - ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION.-$SO REINSPECTION FEE (PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3SS1 ❑ CALL FOR REINSPECTION lyrto -,ipAry rem )nP 120 SiAl p LA1INr:;f THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE' / I 0 PLANNING 0 CIVIL BUILDING CITY OF ARLINGTON NOTICE V TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY 7XAPPROVED PERMIT#: %` `� AM ❑ PM DATE: JOB ADDRESS {' -)v�r t,v LOT#: PROJECT: 1 TYPE OF INSPECTION: I t�'- �,�i ✓� OTHER: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE (PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION L THEACTIONS OR CORRECTIONS INDICATED ABOVEARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 5/"/ INSPECTOR DATE I t • r 1f PLANNING 0 CIVIL 71 BUILDING CITY OF ARLINGTON v� NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL X CORRECTIONS REQUIRED ❑ DO NOT OCCUPY ❑ APPROVED PERMIT -(v, ®'AM ❑ PM DATE: 7 J. JOB ADDRESS: 1',7 L�!c i+ <: _ ( 3?i .f LOT#: PROJECT: j A-,, -- TYPE OF INSPECTION: '���� OTHER: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION 1. ��n1�1rC III�IT t'n�wt ��CS�1 I1P�=b �fZyc�Nd THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 7 INSPECTOR DAT Y 0 PLANNING 0 CIVIL f(BUILDING CITY OF ARLINGTON r NOTICE G ! TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL Cl CORRECTIONS REQUIRED ❑ DO NOT OCCUPY XAPPROVED PERMIT#: -4 �L( 1-AM ❑ PM DATE: OB ADDRESS: +-(''% 1 1 y1 Y�k :� i_�-1 LOT#: PROJECT: _1 k��==r TYPE OF INSPECTION: LUI� OTHER: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION: $50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION - ill 7:.�,)7A THEACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE . • O PLANNING Cl CIVIL BUILDING CITY OF ARLING TON NOTICE TO PERMITEE AND/OR OWNER Cl PARTIAL APPROVAL Cl CORRECTIONS REQUIRED ❑ DO NOT OCCUPY ❑ APPROVED l I PERMIT#: `!�`� ® AM ❑ PM DATE: �!11 ( 1 �:1— 1 , JOB ADDRESS: ��; ,' � ���/�),��I_� �.E s.�� ' �_�• LOT#: PROJECT: TYPE OF INSPECTION: OTHER: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION: $50 REINSPECTION FEE (PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE p PLANNING Cl CIVIL 0 BUILDING CITY OF ARLINGTON • • V NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY 7(APPROVED PERMIT# ice' % . ILA Q`AM [I PM DATE: �r.� ',1,� OB ADDRESS: I Ij:, E r I LOT#: PROJECT: TYPE OF INSPECTION: OTHER: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE (PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION THEACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 Kz /'��I?//�7r INSPECTOR DATEI Y O 0 PLANNING 0 CIVIL d BUILDING CITY OF ARLINGTON ��, o NOTICE TO PERMITEE AND/OR OWNER Cl PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY XAPPROVED PERMIT#: `j h Cl AM ] PM DATE: JOB ADDRESS: ]`.!h]� G {t(►l?,; �1 i L ILOT#: PROJECT: 1 TYPE OF 1 NSPECTION: �)�/� P1,a,\V�/ l t OTHER: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE (PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 �/ /' ,i INSPECTOR DATE.., M PLANNING O CIVIL © BUILDING CITY OF ARLINGTON M1G - � CITY OF ARLINGTON \ ` 18204 59th Avenue NE,Arlington, WA 98223 INSPECTIONS: 360-403-3417-Permit Center:360-403-3551 BUILDING PERMIT 18317 HAWKSVIEW DR Permit#:3418 Permit Expiration Date: 03/03/2021 Parcel#: 00898300001300 Valuation: 349264.72 OWNER APPLICANT CONTRACTOR TAPERT HOMES LLC Tapert Homes,LLC Tapert Homes 1910 BICKFORD AVE STE A PO Box 3034 PO Box 2280 SNOHOMISH,WA 98290 Snohomish,WA 98291 Snohomish,WA 98291 360-243-3034 425-330-9155 LIC:TAPERHL839LR EXP:06/19/2021 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Single Family Residence CODE YEAR: 2015 STORIES: 2 CONST. TYPE: VB DWELLING UNITS: 1 OCC GROUP: R3 BUILDINGS: 1 OCC LOAD: PERMIT APPROVAL The issuance or granting of this permit shall not be construed to be a permit for,or approval of,any violation of this Code or any other ordinance or order of the City,of any state or federal law,or of any order,proclamation,guidance advice or decision of the Governor of this State. To the extent the issuance or granting of this permit is interpreted to allow construction activity during any period of time when such construction is prohibited or restricted by any state or federal law,or order,proclamation,guidance advice or decision of the Governor of this State, this permit shall not authorize such work and shall not be valid.The building official is authorized to prevent occupancy or use of a structure where in violation of this Code,any other City ordinances of this jurisdiction or any other ordinance or executive order of the City,or of any state or federal law, or of any order,proclamation, guidance advice or decision of the Governor. The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or on the basis of incorrect,inaccurate or incomplete information,or in violation of any City ordinance,regulation or order, state or federal law,or any order,proclamation,guidance or decision of the Governor. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY,NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBCI10/iRCl10. SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arlington#3101. Signature Print Name Date Released By D2Ve CONDITIONS SEE RED-LINED DRAWINGS FOR ADDITIONAL REQUIREMENTS. LOT WILL REQUIRE ADDITIONAL DRAINAGE DUE TO EXISTING SURFACE WATER ISSUES.APPROVED JOB COPY SHALL BE ONSITE FOR CONSTRUCTION INSPECTIONS.CALL FOR INSPECTIOP') THIS PERMIT AUTHORIZES ONLY i HE WORK NOTED.THIS PERMIT COVERb WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS, SIDEWALKS,DRIVEWAYS, MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 10/19/2020 Building Permit Fee $3,594.06 10/19/2020 Fireplace/InsertMoodstove $15.00 10/19/2020 Forced Air Heat $15.00 10/19/2020 Mechanical Base $25.00 10/19/2020 Processing/Technology Fee $25.00 10/19/2020 Bath/Shower or Shower Only $45.00 10/19/2020 Clothes Washer $15.00 10/19/2020 Hose Bib/Roof Drains $30.00 10/19/2020 Lavatory $45.00 10/19/2020 Plumbing Base $25.00 10/19/2020 Plumbing Misc. $60.00 10/19/2020 Sinks/Toilets/Urinals/Disposal $90.00 10/19/2020 Water Heater $25.00 10/19/2020 State Building Code Surcharge Fee $6.50 10/19/2020 Building Plan Review Fee $2,336.14 Total Due: $6,351.70 Total Payment: $0.00 Balance Due: $6,351.70 CALL FOR INSPECTIONS Call by 3:30 pm for next day inspection,allow 48 hours for Fire Inspections When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon CITY OF ARLINGTON ` ! 18204 59th Avenue NE,Arlington,WA 98223 INSPECTIONS: 360-403-3417-Permit Center: 360-403-3551 BUILDING PERMIT 18317 HAWKSVIEW DR Permit#:3418 Permit Expiration Date: 03/03/2021 Parcel#: 00898300001300 Valuation: 349264.72 OWNER APPLICANT CONTRACTOR TAPERT HOMES LLC Tapert Homes,LLC Tapert Homes 1910 BICKFORD AVE STE A PO Box 3034 PO Box 2280 SNOHOMISH,WA 98290 Snohomish,WA 98291 Snohomish,WA 98291 360-243-3034 425-330-9155 LIC:TAPERHL839LR EXP:06/19/2021 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Single Family Residence CODE YEAR: 2015 STORIES: 2 CONST.TYPE: VB DWELLING UNITS: 1 OCC GROUP: R3 BUILDINGS: 1 OCC LOAD: T PERMIT APPROVAL The issuance or granting of this permit shall not be construed to be a permit for,or approval of,any violation of this Code or any other ordinance or order of the City,of any state or federal law, or of any order,proclamation,guidance advice or decision of the Governor of this State. To the extent the issuance or granting of this permit is interpreted to allow construction activity during any period of time when such construction is prohibited or restricted by any state or federal law,or order,proclamation,guidance advice or decision of the Governor of this State,this permit shall not authorize such work and shall not be valid.The building official is authorized to prevent occupancy or use of a structure where in violation of this Code, any other City ordinances of this jurisdiction or any other ordinance or executive order of the City,or of any state or federal law, or of any order,proclamation, guidance advice or decision of the Governor. The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or on the basis of incorrect,inaccurate or incomplete information,or in violation of any City ordinance,regulation or order, state or federal law, or any order,proclamation,guidance or decision of the Governor. 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/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 coded City of Arlington#3101. Signature Print Name Date Released By ell D e CONDITIONS SEE RED-LINED DRAWINGS FOR ADDITIONAL REQUIREMENTS.LOT WILL REQUIRE ADDITIONAL DRAINAGE DUE TO EXISTING SURFACE WATER ISSUES. APPROVED JOB COPY SHALL BE ONSITE FOR CONSTRUCTION AND INSPECTIONS.CALL FOR INSPECTIONS. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS, SIDEWALKS,DRIVEWAYS, MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 10/19/2020 Building Permit Fee $3,594.06 10/19/2020 Fi replace/l n sert/Wood stove $15.00 10/19/2020 Forced Air Heat $15.00 10/19/2020 Mechanical Base $25.00 10/19/2020 Processing/Technology Fee $25.00 10/19/2020 Bath/Shower or Shower Only $45.00 10/19/2020 Clothes Washer $15.00 10/19/2020 Hose Bib/Roof Drains $30.00 10/19/2020 Lavatory $45.00 10/19/2020 Plumbing Base $25.00 10/19/2020 Plumbing Misc. $60.00 10/19/2020 Sinks/Toilets/Urinals/Disposal $90.00 10/19/2020 Water Heater $25.00 10/19/2020 State Building Code Surcharge Fee $6.50 10/19/2020 Building Plan Review Fee $2,336.14 Total Due: $6,351.70 Total Payment: $0.00 Balance Due: $6,351.70 CALL FOR INSPECTIONS Call by 3:30 pm for next day inspection,allow 48 hours for Fire Inspections When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon Permit#: 3418 Permit Date: 09/04/20 Permit Type: RESIDENTIAL SINGLE FAMILY Project Name: Tapert Homes, LLC Applicant Name: Tapert Homes, LLC Applicant Address: PO Box 3034 Applicant, City, State, Zip: Snohomish,WA 98291 Contact: Mark Tapert Phone: 360-243-3034 Email: mark@tapertco.com Scope of Work: New SFR Valuation: 349264.72 Square Feet: 2562 Number of Stories: 2 Construction Type: VB Occupancy Group: R-3; Residential ID Code: Permit Issued: 11/03/2020 Permit Expires: 05/02/2021 Form Permit Type: Status: LASERFICHE Assigned To: Kristin Foster Property Parcel# Address Legal Description Owner Name Owner Phone Zoning 00898300001300 18317 HAWKSVIEW DR TAPERT HOMES 910 Undeveloped LLC (Vacant)Land Contractors Contractor Primary Contact Phone Address Contractor Type License License# Tapert Homes Mark Tapert 425-330-9155 PO Box 2280 CONSTRUCTION Labor andTAPERHL839LR CONTRACTOR Industries Inspections Date Inspection Type Description Scheduled Date Completed Date Inspector Status 04/09/2021 C20.BUILDING Questions call 360-243-3034 04/12/2021 04/12/2021 BUILDING Completed FINAL 12/08/2020 R20.SFR/DUPLEX Under slab insulation 12/08/2020 12/08/2020 BUILDING Approved FINAL 12/07/2020 C 19.PLUMBING rough plumbing ground 12/07/2020 12/07/2020 BUILDING Approved FINAL work approved Site requires curtain wall 12/02/2020 R14.PLUMBING drain for surface water on 12/02/2020 12/02/2020 BUILDING Not FINAL south side lot Completed 11/12/2020 R20.SFR/DUPLEX 04/12/2021 BUILDING Approved FINAL Plan Reviews Date Review Type Description Assigned To Review Status 09/04/2020 RESIDENTIAL SINGLE BUILDING FAMILY Fees Fee Description Notes Amount Building Permit Table 4-1 $3,594.06 Fireplace/Insert/Woodstove $15.00 Forced Air Heat fee per Btu $15.00 Mechanical Base Permit Fee $25.00 Processing/Technology $25.00 Bath/Shower Combo $45.00 Clothes Washer $15.00 Hose Bib $30.00 Lavatory Toilet&Sink Only $45.00 Plumbing Base Permit Fee $25.00 Plumbing Misc. Not otherwise specified $60.00 Kitchen Sink&Disposal $90.00 Water Heater(Tank) $25.00 State Surcharge- 1st DU Residential- 1st Unit $6.50 Building Plan Review Table 4-2 $2,336.14 Total $6,351.70 Attached Letters Date Letter Description 10/19/2020 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 11/03/2020 Tapert Homes LLC Check#2498 Kristin Foster $6,351.70 Outstanding Balance $0.00 Notes Date Note Created By: 10/19/2020 No comments on the Zoning Verification Application. Kristin Foster 09/04/2020 Need to calculate fees. Kristin Foster 09/04/2020 City business license? Kristin Foster Uploaded Files Date File Name 09/22/2021 9741265-3418 Inspection-Insulation.pdf 09/22/2021 9741266-3418 Inspection-rough HVAC.pdf 09/22/2021 9741267-3418 Inspection-rough plumbing,pdf 09/22/2021 9741268-3418 Inspection-shearwall.pdf 09/22/2021 9741269-3418 Inspection-under slab insulation.pdf 09/22/2021 9741270-3418 Inspection underground plumbing,pdf 09/22/2021 9741271-3418 Inspection-dooting.downspout drain.pdf 09/22/2021 9741272-3418 Inspection-Framing(2).pdf 09/22/2021 9741273-3418 Inspection-framing.pdf 11/04/2020 7642260-3418 Issued Permit.pdf 09/04/2020 7297240-3418 Application.pdf -901AU3S NV7d S21307 no N o I S 3 Q 3 W O H m Z99Z NV7d �103('021d w o o woo-sue/dpyMnm d"IVIOW3 SHOiOVNINOO 3NOlSNOD :U3aims 0 W N woo'sueldp/ejewe nni 0 0 J Q Of LL 7. 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