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HomeMy WebLinkAbout20926 66th Ave Ne_BLD1479_2026 MISCELLANEOUS PERMIT APPLICATION 0_�, 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 INTERIOR ALTERATIONS, FENCES, RETAINING WALLS, STORAGE TANKS, PLAYGROUND EQUIPMENT, POOLS, HOT TUBS, ETC. Project Address:,--7v 9 Avvv\cpoo i3 Project Description: �� C Valuation: Owner- Address- calms �� .{a. City: sJ,y�� State: Zip Code. Phone: `7 3�1 - �!2 ° Email: vrc`�.� �gC -v„�,h; Applicant c-�y A Address�;Zc> ,2_G G C Alk, ,mow �Jr City- �Ir -V, .n State: QS v4 Zip Code: J- - Phone: � 1 s? -� qc�� Emmail: cC% y 'I,,) ��4 � L� �zt .Cc�vLt- Contractor Name: Oc>,N L o.t c� tin{ cKc� l� (��'.o"&n Address: City: State: Zip Code: Phone: )Lc> -- qv` ( �7 o Email: COx. p� oft- -1 License Number- Expiration Date- /hereby certify that the above information is correct and that the construction, installation for the above mentioned property will be in accordance with the applicable laws of the City of Arlington and the State of Washington. JApplicants Signature Date Print Applicants Name FOR STAFF USE ONLY MAY 2 2 2017 Permit# Accepted By Amount Received Receipt# Date Received CITY OF ARLINGTON 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address:20926 66th Ave NE Permit#: 1479 Parcel#:00893500000100 Valuation: 10000.00 OWNER APPLICANT CONTRACTOR Name:WHETSEL TRAY&JOHNSON JESSICA Name:Tray Whetsel Name:Foothills Build&Remodel,LLC Address:20926 66TH AVE NE Address:20926 66th Ave NE Address: 18114 Mariposa Lane City,State Zip:ARLINGTON,WA 98223-8226 City,State Zip:Arlington,WA 98223 City,State Zip:Mount Vernon,WA 98274 Phone: Phone:206-734-9901 Phone: MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: M1se CODE YEAR: 2015 STORIES: 2 CONST.TYPE: DWELLING UNITS: I OCC GROUP: BUILDINGS: OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY,NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBCI 10/IRC110. S 7nr,., es tax relatingto construction and construction materials in the City of nArloust be reported on your sales tax return for and coded I -12 sig 0ture a Print Na Date V /Releasel-By Date CONDITIONS Y�11- See red lined drawings. Adhere to approved plans. To prevent from damage, locate underground utilities prior to start of construction. THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 6/12/2017 Building Permit Fee $255.63 6/12/2017 Building Plan Review Fee $166.16 6/12/2017 Processing/Technology Fee $25.00 6/12/2017 State Building Code Surcharge Fee $4.50 Total Due: $451.29 Total Payment: $0.00 Balance Due: $451.29 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon LEGEND: ff1wp ri ® INDICATES COLUMN SUPPORTING Engineering, PLLC THIS LEVEL 817 Metcalf Street Suite 207 INDICATES DETAIL NUMBER Sedro-Woolley (SECTION CUT) WA.98284 INDICATES PAGE NUMBER 0:360.855.2333 ext.207 / C:360.982.0928 INDICATES SHEET NOTE F IN CLIENT., SHEET NOTES: JESSICAJOHNSON 1.VERIFY ALL DIMENSIONS WITH 2O92666THAVENE OWNER OR ARCHITECT DRAWINGS BY ARLINGTON,WA OTHERS. DO NOT SCALE DRAWINGS 98223 2. ROOF SHEATHING BEAM TO RIM BOARD CONNECTION, SITEADDRESS: USE CS16.1 FT TO EACH 3. ROOF JOISTS 20926 66TH A VE NE ARLlN 1 HUC TO LEDGER BOARD 8223 WA [2]� LATERAL CONNECTION SKAG \\ IT IT CO COUNTY EXISTING BEAM TO RIM BOARD CONNECTION, (',3) USE (6) 4"X 6"LAG BOLTS (C-) —I _ PROPOSED m X P.T.2X8 DECK JOISTS ! @ 16"O.C.,TYP. (=1 6X10 6X10 ° - 6X6 , -------- -4X6 /// 4X4 llJ Z 4X6 INSTALL DECKORATORS Q (, ALX PRO RAILING PER STAIR CONCEPT a MANUFACTURER SPEC O O = � CL 2 = O ° Ll EXISTING J� v PROPOSED p (C C Foot..4118117 ("�1 Job p:17119 Revision History: ..i 2'X 2'X 8" 2'6"X 2'6"X 8" 2'X 2'X 8" '— 1'6"X 1'6"X 6„ FOOTING FOOTING FOOTING FOOTING Approved By: DECK AND FOUNDATION PLAN Y V C SCALE:t/4"=1'-0" Received MAY 2 2 2w/ Cody R.Hart P E. Deck and Foundation Plan S-3.D r CITY OF ARLINGTON o� 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address:20926 66th Ave NE Permit#: 1479 Parcel#:00893500000100 Valuation: 10000.00 OWNER APPLICANT CONTRACTOR Name:WHETSEL TRAY&JOHNSON JESSICA Name:Tray Whetsel Name:Foothills Build&Remodel,LLC Address:20926 66TH AVE NE Address:20926 66th Ave NE Address: 18114 Mariposa Lane City,State Zip:ARLINGTON,WA 98223-8226 City,State Zip:Arlington,WA 98223 City,State Zip:Mount Vernon,WA 98274 Phone: Phone:206-734-9901 Phone: MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Mlsc CODE YEAR: 2015 STORIES: 2 CONST.TYPE: DWELLING UNITS: I OCC GROUP: BUILDINGS: OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBCI10/IRC110. SALES TAX N Ilk"es tax relatin to construction and construction materials in the City of wl )L/®rt--) reported on your sales tax return fon and coded_Cit o rlin 1 �`i �h�� ����( 6 -12- 1 ,7 Sig ature Print Nafde Date V /tRelease B Date CONDITIONS See red lined drawings. Adhere to approved plans. To prevent from damage, locate underground utilities prior to start of construction. THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS, SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 6/12/2017 Building Permit Fee $255.63 6/12/2017 Building Plan Review Fee $166.16 6/12/2017 Processing/Technology Fee $25.00 6/12/2017 State Building Code Surcharge Fee $4.50 Total Due: $451.29 Total Payment: $0.00 Balance Due: $451.29 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon CITY OF ARLINGTON 238 N. OLYMPIC AVE - ARLINGTON, WA. 98223 PHONE; (360)403-3551 BUILDING PERMIT Address:20926 66th Ave NE Permit#:1479 Parcel#:00893500000100 Valuation: 10000.00 OWNER APPLICANT C!>NtRACTOR Name:WHETSEL TRAY&JOHNSON JESSICA Name:Tray Whetsel ame:Huntingford Glynn Construction Address:20926 66TH AVE NE Address:20926 66th Ave NE Address:393 Bishop Hill Circle City,State Zip:ARLINGTON,WA 98223-8226 City,State Zip:Arlington,WA 98223 City,State Zip:Chimacum,WA 98325 Phone: Phone:206-734-9901 Phone:360-301-1760 MECHANICAL CONTRACTOR PLUMBING ONTRACTOR Name: Name: Address: Address: )l City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: \ EXP: JOB DESCRIPTION PERMIT TYPE: Mlsc CODE YEAR: 2015 STORIES: 2 CONST.TYPE: DWELLING UNITS: I OCC GROUP: BUILDINGS: OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110. SALES TAX NOTICE:Sales tax relating to construction and construction materials in the City of ton must be reported on your sales tax return form and coded City of Arlington#3101. Signature Print Name Date Released By Date CONDITIONS See red lined drawings. Adhere to approved plans. To prevent from damage, locate underground utilities prior to start of construction. THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC,)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 5/30/2017 Building Permit Fee $255.63 5/30/2017 Building Plan Review Fee $166.16 5/30/2017 Processing/Technology Fee $25.00 5/30/2017 State Building Code Surcharge Fee $4.50 Total Due: $451.29 Total Payment: $0.00 Balance Due: $451.29 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon �lov- MISCELLANEOUS 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 INTERIOR ALTERATIONS, FENCES, RETAINING WALLS, STORAGE TANKS, PLAYGROUND EQUIPMENT, POOLS, HOT TUBS, ETC. Project Address� � �;2 6 " V`e JVC AFC N`^��`�'n Project Description: �� C Valuation: Owner: Address: City:An'* State: ( Zip Code: 9 Phone: ,�Pb(D ry 3)-f Email: �`�°�`� �� �`�+-mow\ . C'0" Applicant en A Address��� c� ,2(� (, -'� ,� �� City: - �`c1�10/1 State- 'lJ A Zip Code- Phone: s ':g-1 Email `�f``� -� `���. �`' L�c��«i � ,Cc�✓� Contractor Name: ,O � `,l o Cs j`IS�.�ch'D n Address- City: State: Zip Code: Phone: �6c) y Email: Cock ` ®r �i\\<'�\\� , Coa;� C36L,�'73a 0 =0> ,- - License Number: Expiration Date: I hereby certify that the above information is correct and that the construction, installation for the above mentioned property will be in accordance with the applicable laws of the City of Arlington and the State of Washington. 5I ►� D1 -7 JApplicants Signature Date 1 Print Applicants Name FOR STAFF USE ONLY Reeeved q-71 MAY 2 2 2017 Permit# e Amount Received Receipt# Date Received i I \ � I� I 5/23/2017 HUNTINGFORD GLYNN CONSTR LLC Search L&I Washington State Department of " Labor & Industries HUNTINGFORD GLYNN CONSTR LLC Owner or tradesperson 393 Bishop Hill Circle Principals CHIMACUM,WA 98325 360-732-0056 HUNTINGFORD, CODY JEFFERSON County JAY, PARTNER/MEMBER GLYNN, ROBERT LEE JR, PARTNER/MEMBER HUNTINGFORD, EVELYN LEE, MANAGER JOSEPH D BOWEN,ATTY AT LAW P.S,AGENT Doing business as HUNTINGFORD GLYNN CONSTR LLC WA UBI No. Business type 603 417 710 Limited Liability Company Governing persons CODY HUNTINGFORD EVELYN HUNTINGFORD; License Verify the contractor's active registration/license/certification(depending on trade)and any past violations. Construction Contractor Suspended. Does not meet L&I licensing requirements. License specialties Suspend date GENERAL 01/17/2017 License no. HUNTIGC865NJ Effective—expiration 08/11/2014—11/10/2018 Bond No current bond account See the bond history. Bond history Insurance No current insurance account.See the insurance history. Insurance history Savings No savings accounts during the previous 6 year 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 No 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. https://secure.)ni.wa.gov/verify/Detail.aspx?UBI=60341771 O&LIC=HUNTIGC865NJ&SAW= 1/2 5/23/2017 HUNTINGFORD GLYNN CONSTR LLC 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 Call L&I account representative for account 635,193-00 status. Doing business as HUNTINGFORD GLYNN CONSTRUCTION Estimated workers reported Incomplete premium report received. L&I account representative Collections Dialer Unit,800-301-1826-Email:dialercollections@Lni.wa.gov Workplace safety and health 1 Check for any past safety and health violations found on iobsites this business was responsible for. ©Washington Stale Dept.of Labor&Industries.Use of this site is subject to the laws of the state of Washington. HPIp us improve https://secure.Ini.wa.gov/verify/Detaii.aspx?U BI=603417710&LIC=H U NTIGC865NJ&SAW= M Kristin Foster From: Tray Whetsel <trayw88@hotmail.com> Sent: Tuesday, May 30, 2017 12:30 PM To: Kristin Foster Subject: Re: Deck Permit The deck will be between 10,000-13,000 dollars Sent from my iPhone On May 30,2017, at 12:26 PM, Kristin Foster<kfoster arlinRtonwa.gov>wrote: Tray, Can you please provide the valuation of the deck project?Also, Huntingford Glynn Construction will need to obtain a business license prior to issuance of the permit. I have attached the business license application to complete, or follow the link below to apply. The license is $20 and valid for one year. https://arlitrlf,,tofiwa_.seamlessdocs.com/f/XcOv9N Let me know should you have any questions. Thanks, Kristin Foster Permit Technician City of Arlington 18204 59th Ave NE Arlington, WA 98223 360 403 3549 kfoster_@arlin�tonwa.sov <Out Of City_Bus_Lic App.pdf> i Permit Information Date 5/23/2017 Permit Number 1478 Project Name Whetsel Applicant Name Tray Whetsel Applicant Address 20926 66th Ave NE City, State,Zip Arlington,WA 98223 Contact Tray Whetsel Phone 206-734-9901 Email trayw88@hotmail.com Permit Type ZON Site Address 20926 66th Ave NE Valuation 0.00 Status Completed Permit Issued Permit Expires Square Feet 0 Type of Construction/Occupancy Load Number of Stories 2 Proposed Use Second story deck Assigned To Kristin Foster Property Information Owner Information Parcel#:00893500000100 WHETSEL TRAY&JOHNSON JESSICA WHETSEL TRAY&JOHNSON JESSICA 20926 66TH AVE NE 20926 66TH AVE NE ARLINGTON,WA 98223-8226 Review Date Type Description Target Completed ssigned To Status Date Date 5/23/2017 ZON No Land Use issues. 5/26/2017 15/24/2017 My Rusko Complete 5/23/2017ZON 5/26/2017 Nova In Heaton (Review 5/23/2017 ZON No comments, LT 15/26/2017 15/25/2017 Re Admin ,Complete '5/23/2017 ZON Side sewer service appears to be outside the proposed area. I have 5/26/2017 5/24/2017 PW-Sew ,Complete attached the as-built drawing of record.FIR Rev 15/23/201 -EON Recommend applicant locate water service line behind meter to 5/26/2017 5/23/2017 PW-Wat Complete prevent damage during construction.GS Rev 5/23/2017 ZON 5/26/2017 5/25/2017 lRick Karns Complete Uploaded Files Upload File Date File U loaded B 5/24/2017 8:59:01 AM 20926 sewer drawing.pdf Rapelyea,Fred 5/23/2017 3:06:36 PM Johnson Deck-S2 EXISTING ROOF AND ELEVATIONS.pdf Foster,Kristin ^ 5/23/2017 3:06:36 PM 1478 ftplication.pdIf Foster,Kristin �( 5/23/2017 3:06 35 PM Deck Site Plan.pdf Foster,Kristin '( 5/23/2017 3:06:35 PM I Johnson Deck-S3 DECK AND FOUNDATION PLAN.pdf Foster,Kristin ( RESIDENTIAL ZONING r VERIFICATION APPLICATION Department of Community& Economic Development City of Arlington• 18204 59th Ave NE•Arlington, WA 98223• Phone(360)403-3551 /� (Please allow 72 hours for review) Project Address: �� �� �� Ayr-- M_t, Plat: Owner/Applicant: Address: c;�09 A-yr- �)e City State: 0 Jor Zip Code: Phone: � � �( �j %9 Email: Describe Proposal (include cross street): Vie- �► o.r, ��<<� 5,�9,E. � `1��.� 44, �- Please check one: Single-family dwelling ❑ Duplex ❑ Addition ❑ Accessory structure 1. Proposed Dimensions: W) D L) .kr H) Total SF) 7<I d S 2. Allowed Lot Coverage: Total Lot Sized SF x 35% 3. Actual Lot Coverage: (SF of all structures') a 7 L 0, (lot size) % 4. Septic Tank? ❑Yes ,MNo Private Well on Site? ❑Yes \is No If so,please provide Snohomish County Health Department approval and indicate on site plan. 5. How many trees greater than 12" diameter will be removed?��if any, please indicate on site plan. 6. Appliances permanently connected to water service may require Cross-Connection-Control. (Check all that apply) Fire Sprinkler System Medical Equipment Lawn Sprinkler System Livestock Drinking Tanks Decorative Pond/Fountain Hot Tub Re-circulating Heating System : Swimming Pool 0 Other Applicant Signature: Date: tri This square footage should in de the l t Tint area of all structures on the property including:house, garages, sheds, covered patios, and decks permitted by the building code. Rev 04/2013 ���wi111• �Kim _� ♦ ���` - � z - � _ � _ . �_ E-� . � �+ �/ J � '�� �► c`� �^ - � - -. T��. -- --.. �� ��Q n-� - � �� CRH ENGINEERING STRUCTURAL CALCULATIONS FOR: Johnson Deck 20926 66" Ave. NE Arlington, WA 98223 APPROVED BY: 46384 S-iu-17 Cody R. Hart, P.E. OFFICE COP% Date: May 10,2017 Received MAY 2 2 2n17 817 Metcalf Street,Suite 207 Office: 360.955,2333 ext. 207 Sedre-lWeollay.WA 99294 Con; 360.982.9928 -r �f TABLE OF CONTENTS CodeSummary . .. . . . ... . .... . ... .... .... .. ..... . ....... ............ .... DesignData....... ... ... . ................... . .... . .. . .... ...... ... ...3-11 Vertical Analysis.. ..... ..... ........... ..... .. . ... ...... ...... ......12- 16 LateralAnalysis..................................................................17-22 817 Metraft Street,Suite 207 Office; 360.955.2333 lExt 207 Sedro-Woolleyr.WA 99264 Coll; 360,982.0928 CODE SUMMARY Code: International Building Code 2015 Live Loads: Roof 0 to 200 sf: 20 PSF Typical Floor 40 PSF Deck and Patio 60 PSF Dead Loads: Deck 12 PSF Wind Design Data: Ultimate Design Wind Speed 110 mph Nominal Design Wind Speed 85 mph Risk Category II Mean Height(h) 9 FT Exposure Category B Enclosure Classification Enclosed Building Internal pressure Coefficient 0.18 Directionality(Kd) 0.85 Roof Snow Loads: Design Uniform Roof Snow load = 25 PSF Flat Roof Snow Load Pf= 10.5 Balanced Snow Load Ps = 9.04 Ground Snow Load Pg= 15 Importance Factor I = 1 Snow Exposure Factor Ce= 1 Thermal Factor Ct= 1 Earthquake Design Data: Risk Category =II Importance Factor(1) = 1 Mapped spectral response accelerations Ss= 107 %G,S1 =42 %G Site Class =D Spectral Response Coefficient Sds=0.77 Shc =0.44 Seismic Design Category =D Basic Structural System =Bearing Wall Seismic Resisting System =Timber Frame Design Base Shear(V) = 1.5 K Seismic Response Coefficient(Cs) =0.51 Response Modification Factor(R) = 1.5 Deflection Amp.Factor(Cd) =4 Analysis Procedure =Equivalent Lateral-Force Analysis $17 Metcalf Street,'Suite 247 Office; 360.955.2333 Text, 207 Sedro-Woollay, WA 98Z84 Coll. 360.982e0929 DEAD LOAD SUMMARY Deck Dead Loads Items Description PSF PSF (max) (min) Deckine P.T.2x or Composite 7.0 5.0 Framing Zx10 @ 16" O.C. 4.3 2.5 Misc. Misc. 0.5 0.0 Actual Dead Load = 11.8 7.5 Use this DL instead = 12.0 917 Metsxlf Stree%Suite 207 Office. 360.855.2333 ExL 207 Sedre—Wonffeg.WA 98794 Cell; 369. Z.0928 W/2017 Design Maps Summary Report 22,USGS Design Maps Summary Report User—Specified Input Report Title Johnson Deck Mon May 1,2017 21:19:23 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 48.169470N, 122.13946aW Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III Stanwood. EkEY HILL f �1 ►►R'IR P O k Q£Si:RVAT10N SU SH f°I 4 ESE RI�rAly ' r BAY �Adington' 1' ?O 'Warm Beach Il ,� 9 TVLAL P RESERVATION Granite Falls USGS-Provided Output S5 = 1.065 g S,,,s = 1.144 g Sps = 0.763 g S1 = 0.414 g Sall = 0.657 g Sol = 0.438 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCEa Response Spectrum Design Response Spectrum am 1 2a am 1A8 a7z COG a6a a.m1 aM a72 a.M sir aS3 ,n a4a aie am azs a.4 a24 a16 a.12 aa, am aaa a.aa a2a aAa a6a 403 1.00 I.X1 I.ta 1-63 LW 2a3 am aM pia a!a Q03 Ip3 1-M 1_40 1.6a 1.83 7aa Period,T(sec) Period,T(see) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. https://earthquake.usgs.gov/cn2/designmaps/us/Summary.php?template=m ini mall&Iattude=48.1694719770246&longitude=-122.13945947018252&siteclass=3&ri... 1/1 i 50/2017 Design Maps Detailed Report &UMS Design Maps Detailed Report 2012/2015 International Building Code (48.169470N, 122.13946°W) Site Class D - "Stiff Soil", Risk Category I/II/III Section 1613.3.1 — Mapped acceleration parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain SS) and 1.3 (to obtain Sl). Maps in the 2012/2015 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(1) Ell Ss = 1.065 g From Figure 1613.3.1(2) [ZI S1 = 0.414 g Section 1613.3.2 — Site class definitions The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613. 2010 ASCE-7 Standard -Table 20.3-1 SITE CLASS DEFINITIONS Site Class vs N or N,,, s„ A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: Plasticity index PI > 20, • Moisture content w >- 40%, and Undrained shear strength s, < 500 psf F. Soils requiring site response See Section 20.3.1 analysis in accordance with Section 21.1 For SI: 1ft/s = 0.3048 m/s ilb/ftz = 0.0479 kN/mz https://earthquake.usgs.gov/cn2/designmaps/us/report.php?template=m inim al&latitude=48.1694719770246&longitude=-122.13945947018252&siteclass=3&riskc... 1/4 5/1/2017 Design Maps Detailed Report Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT Fa Site Class Mapped Spectral Response Acceleration at Short Period SS <_ 0.25 SS = 0.50 SS = 0.75 SS = 1.00 SS >_ 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1 .1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Ss For Site Class = D and SS = 1.065 g, Fa = 1.074 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F Site Class Mapped Spectral Response Acceleration at 1-s Period S150.10 51 = 0.20 51 = 0.30 S1 = 0.40 S1 >- 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S1 For Site Class = D and S1 = 0.414 g, F� = 1.586 https://earthquake.usgs.gov/Cn2ldesignmaps/us/report.php?template=m inimal&latitude=48.1694719770246&longitude=-122.13945947018252&siteclass=3&riskc... 214 5/1/2017 Design Maps Detailed Report Equation (16-37): SMS = FaSs = 1.074 x 1.065 = 1.144 g Equation (16-38): SM1 = F„S1 = 1.586 x 0.414 = 0.657 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): Sos = Z/ SMs = % x 1.144 = 0.763 g Equation (16-40): SD, = 2/ SM1 = % x 0.657 = 0.438 g https://earthquake.usgs.gov/cn2/designmaps/us/report.php?tem plate=minim al8latitude=48.1694719770246&longitude=-122.13945947018252&siteclass=3&riskc... 314 5/1/2017 Design Maps Detailed Report Section 1613.3.5 — Determination of seismic design category TABLE 1613.3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT-PERIOD (0.2 second) RESPONSE ACCELERATION RISK CATEGORY VALUE OF SDa I or II III IV SDs < 0.167g A A A 0.167g 5 Sps < 0.33g B B C 0.33g 5 Sps < 0.50g C C D 0.50g 5 Sps D D D For Risk Category = I and SDS = 0.763 g, Seismic Design Category = D TABLE 1613.3.5(2) SEISMIC DESIGN CAI EGORY BASED UN 1-SECOND PERIOD KESPUNSE AUC ELERATION RISK CATEGORY VALUE OF SDI I or II III IV SDI < 0.067g A A A 0.067g 5 SDI < 0.133g B B C 0.133g 5 SDI < 0.20g C C D 0.20g 5 SDI D D D For Risk Category = I and SDI = 0.438 g, Seismic Design Category = D Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category - "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012-Figl6l3p3pl(l).pdf 2. Figure 1613.3.1(2): https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012-Figl6l3p3pl(2).pdf https://earthquake.usgs.gov/cn2ldesignmaps/us/report.php?template=m inimal8Jatitude=48.1694719770246&longitude=-122.13945947018252&siteclass=3&riskc... 414 Flexible Non-Building Structure "Deck" Seismic Analysis ASCE 7-10 Designer Cody R. Hart P.E. Job Name 17119 Job Number Johnson Deck DATA VALUE SOURCE DATA VALUE SOURCE S1= 0.41 USGS Seismic Maps Site SS= 1.07 USGS Seismic Maps Class D Assumed IE 1.00 ASCE 11.5-1 Fa= 1.07 ASCE Table 11.4-1 Occupancy 2 ASCE Table 1-1 Fv= 1.59 ASCE Table 11.4-2 Category hn 9.0 Height R 1.5 ASCE Table 15.4-2 Ct 0.020 ASCE Table 12.8-2 1) Calculate SM1 and SMs Sms= 1.07 X 1.07 = 1.147 Sml =0.41 X 1.59 = 0.652 2) Design spectral response acceleration SDs: 5% Damped spectral response acceleration at short periods SD1: 5% Damped spectral response acceleration at 1 second period [ASCE 11.4-3] SDs=2/3(Sms) SDs= 2/3 X 1.147 SDs= 0.765 [ASCE 11.4-4] SD1=2/3(Sm1) SDI= 2/3 X 0.652 SDI= 0.435 3) Seismic design category ASCE Table 11.6-1 = D Governing Design D ASCE Table 11.6-2 = D Category 4) Determine design base shear(V) [ASCE 12.8-1 ] V= Cr x W CS : Seismic Response Coefficient W : Total dead load and other applicable loads A. [ASCE 12.8-2] _ SDs Cs Cs= 0.510 R/I B. [ASCE 12.8-3] S,; Nor greater than CS _ T ( R/ I ) Cs= 2.788 T=Ta = Ct( hnX) C. [ASCE 12.8-5] Nor less than Cs= 0.010 Governing CS = 0.510 V=0.51 X W 1 JOB NAME: 17119-Johnson Deck LATERAL FORCE SUMMARY Deck Calculator: Lateral Loads Wind Analysis Method Design Wind Loads-Other Structures ASCE 7-10 Sec.29.5 Basic Wind Speed(ultimate) 110.00 MPH Topography Factor Kzt= 1.30 ASCE 7-10 Fig.26.8-1 Directionality Factor Kd= 0.85 ASCE 7-10 Fig.26.6-1 Gust Effect Factor G= 0.85 ASCE 7-10 Sec.26.9.1 Deck Height h= 9.00 ft Terrain Exp.Category B a= 7 Velocity Pressure Exp.Coefficient Kz= 0.575 zg= 1200 Velocity Pressure qz= 19.67 psf qz=.00256KzKztKdV2 Deck Gross Area(normal to wind) Agross= 14.00 ft2 Deck Solid Area(normal to wind) Af= 80.00 ft2 Ratio of Solid Area to Gross Area e= 5.71 Force Coefficient for Deck Cf,deck= 1.60 ASCE 7-10 Fig.29.5-2 Wind Load on Deck Neck= 2,140 Ibs F=q,GCfA f ASD Wind Load on Deck FASD,deck= 1,284 Ibs Post Height hpost= 8.00 ft Post Section: SQUARE Post Width or Dia. D= 5,50 in Deck Post Area Af= 3.67 ft2 Post Aspect Ratio h/D= 17.45 Force Coefficient for Post Cf,post= 1.75 ASCE 7-10 Fig.29.5-1 Wind Load on Post Fpost= 107 Ibs F=q,GCfAf ASD Wind Load on Post FASD,post= 64 Ibs Total ASD Wind Load FASD,WIND= 1,316 Ibs Deck Width (perpendicular to ledger) B= 10.00 ft Deck Ratio: 0.38 Deck Length (parallel to ledger) L= 26.00 ft Deck Area: 260 ft Unit Shear @ Ledger (wind) vW= 51 plf p = 1.3 (SDC D) Deck Dead Load DL= 12.00 psf Hot Tub Load 0 Ibs Effective Seismic Weight W= 3,120 Ibs Seismic Response Coefficient Cs= 0.510 (from Seismic Worksheet) En =0.7pCs W Total ASD Seismic Load FASD,SEISMIC= 1,448 Ibs 7.96 PSF(Unfactored) Unit Shear @ Ledger (seismic) VS= 56 plf Deck Area Adeck= 260 ft2 Occupant Lateral Load per Plan Area OL= 12.00 psf (Deck and Porch Lateral Loading by Occupants,Donald A.Bender,2013) Total ASD Occupant Load FASD,000= 3,120 Ibs (governs) 11 WoodUi/orks® COMPANY PROJECT - SOnWARE FOR WOOD DESIGN May 1, 2017 14:25 1 Typical Joist Design Check Calculation Sheet WoodWorks Sizer 11.0 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area No 7.00 (16.011) psf Load2 Live Full Area Yes 60.00 (16.011) psf Self-weight Dead Full UDL No 2.2 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 10.03' 0' 8' 10, Unfactored• Dead 44 72 Live 322 500 Factored: Total 366 572 Bearing: Capacity Joist 366 572 Support 705 665 Des ratio Joist 1.00 1.00 Support 0.52 0.86 Load comb #3 #2 Length 0.60 0.57 Min req'd 0.60 0.57 Cb 1.00 1.66 Cb min 1.00 1.66 Cb support 1.25 1.25 Fcp sup 625 625 Maximum reaction on at least one support is from a different load combination than the critical one for bearing design, shown here, due to Cd factor. See Analysis results for reaction from critical load combination. Lumber-soft, Hem-Fir, No.2, W (1-1/2"x7-1/4") Supports:All-Timber-soft Beam, D.Fir-L No.2 Floor joist spaced at 16.0"c/c; Total length: 10.03'; volume=0.8 cu.ft.; Lateral support:top=full, bottom=at supports; Repetitive factor:applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using NDs 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 46 Fv' = 150 psi fv/Fv' = 0.31 Bending(+) fb = 659 Fb' = 1173 psi fb/Fb' = 0.56 Bending(-) fb = 167 Fb' = 923 psi fb/Fb' = 0.18 Deflection: - Interior Live 0.12 = L/806 0.27 = L/360 in 0.45 Total 0.14 = L/680 0.40 = L/240 in 0.35 Cantil. Live -0.10 = L/251 0.13 = L/180 in 0.71 Total -0.11 = L/218 0.20 = L/120 in 0.55 WOOdWOrkS® Sizer SOFTWARE FOR WOOD DESIGN Typical Joist WoodWorks®Sizer 11.0 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.200 1.00 1.15 1.00 1.00 - 3 Fb'- 850 1.00 1.00 1.00 0.787 1.200 1.00 1.15 1.00 1.00 - 2 Fcp' 405 1.00 1.00 - __ - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 3 Emin' 0.47 million 1.00 1.00 - - - 1.00 1.00 - 3 CRITIr'.AI I nAn MMRIMATIMIR- Shear LC #2 = D+L, V max 389, V design 332 lbs Bending(+) : LC #3 = D+L (pattern: L_) , M = 721 lbs-ft Bending(-) : LC #2 = D+L, M = 183 lbs-ft Deflection: LC #3 = (live) LC #3 - (total) D=dead L=live S=snow W=wind !=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 61.9e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50 (Dead Load Deflection) + Live Load Deflection. Lateral stability(-) : Lu = 8.00' Le = 13.31' RB = 22.7; Lu based on full span Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3.Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 213 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 5. FIRE RATING:Joists,wall studs, and multi-ply members are not rated for fire endurance. COMPANY PROJECT WoodWorks® SOFTWARE FOR WOOD DESIGN May 11, 2017 14:29 Typical Beam Design Check Calculation Sheet WoodWorks Sizer 11.0 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 12.00 (6.001 ) psf Load2 Live Full Area 60.00 (6.001 ) psf Self-weight Dead Full UDL 12.4 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 9.05, - 0' 9' Unfactored: Dead 382 382 Live 1629 1629 Factored: Total 2010 2010 Bearing: Capacity Beam 2010 2010 Support 2147 2147 Des ratio Beam 1. 00 1.00 Support 0.94 0.94 Load comb #2 #2 Length 0.58 0.58 Min req'd 0.58 0.58 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 Timber-soft, D.Fir-L, No.2, 6x10 (5-1/2"x9-1/2") Supports: All -Timber-soft Beam, D.Fir-L No.2 Total length: 9.05'; volume= 3.3 cu.ft.; Beam and stringer; Lateral support: top= 16 bottom=at supports; [in] Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 47 Fv' = 170 psi fv/Fv' = 0.28 Bending(+) fb = 653 Fb' = 875 psi fb/Fb' = 0.75 Live Defl'n 0.10 = <L/999 0.30 = L/360 in 0.35 Total Defl'n 0.14 = L/768 0.45 = L/240 in 0.31 1-11 WOOdWOrkS® Sizer SOFTWARE FOR WOOD DESIGN Typical Beam WoodWorksO Sizer 11.0 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 875 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: chow LC *2 - D+L V max = 2000 V design = 1 63 7 l h- .y, v i..w.. ......, -�� --- Bending(+) : LC #2 = D+L, M = 4500 lbs-ft Deflection: LC _#2_ D+L_ (live)_ LC #2 = D+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations; ASCE 7-10 / IDC 2015 CALCULATIONS: Deflection: EI = 511e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50 (Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015),the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. I .sa _ .64 �12�/N8 13 9N12 10AN10 110 -+ ,� i ,W N11 N9A CO C%j Iq t 3 tiS Member Code Checks Displayed(Enveloped) Envelope Only Solution SK-2 Deck Knee Brace I May 11, 2017 at 2:31 PM — Lacount-Deck bracing.r2d I a o � a r U O d N N a � Co 9Xv - - 0 N_ Z cl Ol m O � Z+d Z N +6 9Xb A V N 0 z o \PAz M 9X4 o .4 W_ C Y Y y� C C C 001 m d C it Company May 11,2017 I_ Designer 2:31 PM �fd I \ Job Number Checked By: ® � y- �, Model Name Deck Knee Brace Wood Material Properties _ Label_ _ Tvpe Dat&ase S ecies Gracle Cm Ernod Nu T rm�D!Pnsfk/ft/X311 T DF Solid Sawn Visuall r�Gr.. Douglas Fir Larch No.1 1 —.3-.3 SP Solid Sawn lVisually Gr.. Southern Pine No.1 3 HF _ Solid Sawn VisuallyGr..� Hem-Fir NoA 1 .3 .3 35 4 S F Solid Sawn Visually Gr.. Spruce-Pine-fir No.1 1 .3 .3 Q35 5 24F-1.8E DF B.-I Glulam INDS Table.. 24F-1.8E_DF BAL I__ na 1 .3 _ .035__ 6 24F 1.8E DF U.. JuJ NDS Table.. 4F-1.8E_DF_UNB..; _ 1 0 7 24F-1.8E SP B.. Glulam NDS Table.. 24F 1.8E_SP_BAL - na -_ 1 .3 _ _035 4F-1.8E SP U.. Glularn INDS Table.. 4F-1.8E_SP_UNB.. na 1 _ .3 3 .035 Wood Section Sets Label Shane I= _Deign Lis-t�Material A[I j 'I(90,270) i... I(0.1180),[in4 1 WOODIA 2X6 Beam None I DF Tvnical 8.25 I 1.547 1 20.797 Wood Design Parameters Label Shape Len th ft Le-o ft Le-in[ft] le-bend to..;le-bend bo... K-out K-in CV CrOut sway,In sw 1 M1_ 4X6_ �8 �� 6 2 M6 I 6X10 113.37 I 1. - -- Lb out M11 4X6 1 8 8 1 _ 4 22C 6XI 0 113.375 1. Lb out 5 M23B 4X6.-_ 8 —_ 6 M6A 4X6 2_82 7 M7 4X6 2.828 4X6 12.828 9 M9 4X6 . 2.828 Member Distributed Loads(BLC 1 : DL) Member Label Direction Start M-agnitude k/ ... End Start Location % End Lio 9 1 _ M6 _ _ Y_ 1, -_072 __ -.072 0 0 2 - - M22C Y _ -. 72 2 - — - 0 Member Distributed Loads(BLC 2 : LL) Member Label Direction Start NI ni d klft... End M nit ft F... Start Locationfft.0/611End Loc tion 1 M6 _ -_ _ Y -.36 _ -.3fi 0 0 2 M22C Y _.-6 -- —-- 0 Member Distributed Loads(BLC 3 : EL) Member Label Direction StE rt dwMa n" fi ... End MMagnitud F... Start �o °/ End L it.0/ i _ M6-- -_ - -X -�037_ .04 — — 0 —_0_ 2 M22C X ! .037 - —.04 0 -— Member Distributed Loads(BLC 6 : INERTIA) Member Label Direction Ster1 Mac nitudej f .. F... o tion ! En L on M6- X - ( .037 1 .037 0 _ 0 2 _ M22C _ X 037 .037 0 RISA-2D Version 16.0.0 [\...\...\2. Projects\17119 Johnson Deck\7. Lateral\Lacount- Deck bracing.r2d] Page 1 �" Company May 11,2017 I_ Designer 2:31 PM 'y fI >>) t•' I`'1 Job Number Checked By: Name Deck Knee Brace Basic Load Cases BLC Description Category X Gravij Graft LJoint _Point Distributed 2 1LL LL 2 3- I- - EL - E� - - - - --- - - --- 1- 2 4T5- L: WL W SL -- - --1 - -- --- - -- INERTIA UL1 -___ - Load Combinations Description SoI,.PD R..BL F tL Fact.. C t...BLC F c... BLFact...B C BL Fact..BL Fact...BLC Fa i 5NITERIA j DL r 2 DL QL _ 3 I LL - - - LL 1 U- - - - - - - --- i [� EL - 1 LL i _5 i B% i e-8 Yes DL ; - 6 IBC _ yes, L. 1 LLS 7 IBC 16-10..Yes _ I DL 1 IBC 16 10..LYesI L1 SL, 1 iSLN 1 9 IBC 16-10. Yes DL 1 RL i _ - 10 IIBC 16-11 .-Yes I DIL 1 LL , �LLS 1 RLL' .75 i - --i -- 11 IBC 16-11 ...Yes DL 1 I LL 1 .75 ILLS .7 L �5 1-n1 .7 12 IBC 16-11 .-Yes L. .75 LLS i ,75 'RL 1 .75 13 _IBC 16-12. Yes DL 1_ _6 4 IIBC 16-12.:Yes; EL .7 15 IBC 16 13..Yes DL ..1_ _W _4 LL .7- LLS _75 RLL .7 _ - 16 IBC 16 13.7'Yes 1 -4 L .7 ILLS .7 SLNI 7 17 IBC 16-13.jYes 1 DL 1_.W_- ,45 LL .75 LLS .75 RL 75 IBC 16-14.1.Yes DL 1 EL . 2 LL .7 ILLS IRLL`' 7 19 IBC 16-14..Yes pL 1 EL _525,_LL1-75 LLS `7.5_ SL .75 SLN .75 IBC 16-14..Yes; j_�.Q R ..5251 LL .7 ILLS 7 .7 2_1 IB_C 16-15 Yes WL .6 - 4-H-17- i IBC 16-16 Yes �DL" 7 Envelope Wood Code Checks Member Sham Code..._LocffU LC S r...Loc ft LC c' ksr Frrksil Fb' ksi Fv'fksil RB CL CP Eon 1 Ml _ 4X6 _ .5331 6 _2-28 f�-- 6 .843 1 .813 1-2 2 .15 16.5651996 568- 3.9- M6 QXI 641 '1.951 6472 1 2 .787 7 11.343 I .17 7.1 9 ' 51 -1 $ M11 _4X6 1-656 2 18 .279 0 18 .564 _i. 2.013 .24 6.565 92-L.237 3.9-3 4 M22C OXIO 1 ,11 A .472_11.285 .787 ! .675 1.343 , .17 ' 71 ' .851 3.9-1 5 M23B 4X6 .819 2 18 .261 1 0 14_ .564 .__ 1 2.013 .24 - 6565 .992 _.237 3.9-3 M A 4X 4 1.532 22 03 .2.0 1 3 2.02 '3.904 _.998 869 3.9-1 7 M7 4X6 .041 0 18 .003 L 0 5 2.0 4 1.3 2.023 .135 3.9W .998 _869 3.6-33 8 4 6 03 0 1.3741 13 1.266 .135 3.904 .998 .926 6.3 M9 I 4X6 1 .300 0 6 1 .003 0 5 11.'174 1 813 11.266 Ll35 3.904 .998 .926 3.6.3 RISA-2D Version 16.0.0 [\...\...\2. Projects\17119 Johnson Deck\7. Lateral\Lacount- Deck bracing.r2d] Page 2 CONSTRUCTION TIP SHEET I MyBuildingPermitxpm a service of e0tyGov.net Bessie Sail's July 1,2016 This Tip Sheet reflects code requirements of the 2015 International Residential Code (IRC) with Washington State Amendments. Nosing required at solid ( riser Nosing 3/4" - 1 1/4" Landing Tread 36" min. to nearest 10" min. obstruction At open risers, a sphere 4" in diameter cannot pass through (except for stairs with a total rise of 30" or less). Protect enclosed r°'n accessible space under ti E stairs with 112" gypsum - - board. • Stair treads and risers: The largest tread or riser within any flight of stairs is not to exceed the smallest by more than 3/8". (R311.7.5) • Illumination: • Interior stairways shall be provided with an artificial light source to illuminate landings and treads. There shall be a wall switch at each floor level to control the light source where the stairway has 6 or more risers. (R303.7) • Exterior stairways shall be provided with an artificial light source located at the top landing of the stairway, and located at the bottom landing where accessing a basement. (R303.8) • Handrails: Handrails are required on at least one side for stairways with four or more risers. See Tip Sheet 2 for additional information regarding handrails. (R311.7.8) • Landings required: Landings are required at the top and the bottom of stairways. A floor landing is not required at the top of an interior flight of stairs, provided a door does not swing over the stairs. (R311.7.6) • Landing dimensions: A landing extending the width of the stair and measuring a minimum of 36" in the direction of travel is required at the top and bottom of every stairway. (R311.7.6) • Circular, winding or spiral stairways: For exceptions related to the construction of circular, winding, or spiral stairways. (R311.7.5.2.1 & R311.7.10) GENERAL INFORMATION: a The intent of 'his Tip Sheet is to provide a general understanding of the code requirements and does eCtyGnv.net not address the subject in great detail. mos: ciiyc rwzn� Additional information can be obtained from your local parkipaNna Iudsdkfion. Page 1 of 2 , i Basic Decks Deck Construction Notes • Please note that due to the new 60 psf loading, previous lumber spans and footing sizes have changed. • The illustrations and information in this Tip Sheet may be used for decks whether or not they require a permit. See Tip Sheet 0 for when a permit is required. • All wood must be pressure treated or naturally resistant to decay. Treat cuts, holes and notches with end-cut solution. • Fasteners, hangers, nails, etc., must be stainless steel, hot-dipped galvanized, or as specifically required for the specified wood preservative used. The coating weights for zinc-coated fasteners to be in accordance with ASTM A 153. Provide documentation in the field showing the required fastener protection for the wood chosen for your deck. • You may modify any components of this Tip Sheet using accepted engineering practices.Any modifications must be reviewed prior to permit issuance. All attachments must be per manufacturer's installation instructions. • This Tip Sheet is intended to represent good construction practices for deck construction and related IRC requirements. See related Tip Sheets: 1 for stairs, 2 for handrails, and 3 for guards. Typical Deck Section 36"minimum high guard Existing building with intermediate rails spaced so that a sphere Fleshing 4"in diameter cannot See detail 1 page 4 Pass through(See Tip for ledger attachment Sheet 3). See detail 2 options {gagge 4 for guardrail Docking pO$t connection Secure (1 bit8dwood +1 / screw lop 8 bottorn XV spacing recommended . drainage - - - Knee braces are Kota: g required it distance Contractor to field verify from grade to top of adequacy of solid lumber post exceeds W. for ledger connection. See detail on page 3, If an exit or egress from the existing building passes under the proposed deck.or if there is an existing patio 4x4 posts min.w/ under the proposed deck. W-0"max.height 6'-8'minimum clearance and 6x6 must be maintained. Please for 8'-0"to indicate openings in existing W-0"max.height wall in elevation view Manufactured post base with V standoff. 3,000 psi concrete (no special inspection required) Finished grade I*dear • (2)44 ea.way,3" r t•4 •• —_ clear to bottom of -� footing, Footing to bear on lit t t f i I T I undisturbed earth. GENERAL INFORMATION: • The intent of this Tip Sheet is to provide a general understanding of the code requirements and does ec ycov.net not address the subject in great detail. • Additional information can be obtained from your local Participating iurisdiction. Page 2of6 CONSTRUCTION TIP SHEET 5 MyBuildingPermitxom a service of eCityGov.net Basic Decks w/ 60 lb Live Loading April 1,2017 This Tip Sheet reflects code requirements of the 2015 International Residential Code (IRC) with Washington State Amendments which update the live load to 60 p.s.f. This document provides building code information applicable to prescriptive residential wood deck design. You may need to hire a licensed architect or an engineer to design a deck where any of the following conditions apply: • The deck serves other than a one-or two-family dwelling building • The deck design includes more than one level • The deck will support a hot tub, spa or other heavy object, including heavy deck covering (such as pavers) • The walking surface is more than 10' above grade • The deck ledger is attached to house overhangs, bay windows, bricks, stone or concrete block • The deck is bearing on ground with a slope greater than 1' horizontal for every 1' vertical • The deck is self-supporting (not attached to an exterior wall) Typical Deck Ledger _ See Detail r for tadW connimten options, Joist Hanger Joist Decking Venty span ratings of —� ploposod docking Joist Overhang 4`^,r r rr� See Page 6 f'i for Ledger Joist Spacing F / Attachment See span table.1nd � •� � tooting schodule. J Post Joist Sean 4x4 n,ln.up to 0'•0'height i 3x6 rnln,up la I©'Q"heighl Serf Span nbig. Non-corrosive meta! Beam See span table post/beam connector Note:Guards are required when the deck Continuous solid blocking walking surface is more Footing between joists than 30'above grade. ooti span table Beam Overhang 24"maximum GENERAL INFORMATION: • The intent of this Tip Sheet is to provide a general understanding of the code requirements and does ec tyeov.ner not address the subject in great detail. 005 t aG!ty0wN11a°w • Additional information can be obtained from your local participating Jurisdiction. Page 1 of 6 PGA19098 i� cl T � z lei i nn I` - �� ._q a O o r � YsJ± O l RIDGE z �o xo 0 o � 0 I t a i Eli 12 C � H -mil o °z z n LD. O ! :::::�j CD F1 i.^ S� �n X s-Z Project: 'moo g` JOHNSON DECK ®ZZ PROJECT o k` SNOHOMISH COUNTY,WA n m yF z Z W v n � L t• LN Q- , i 10 < U �� FQD�r j _;r.V, JL Lo i Iti %19 �f 1 f ' Permit#: 1479 Permit Date: 05/23/17 Permit Type: ACCESSORY STRUCTURE Project Name: Whetsel Applicant Name: Tray Whetsel Applicant Address: 20926 66th Ave NE Applicant, City, State, Zip: Arlington,WA 98223 Contact: Tray Whetsel Phone: 206-734-9901 Email: trayw88@hotmail.com Scope of Work: Second Story Deck Valuation: 10000.00 Square Feet: 240 Number of Stories: 2 Construction Type: Occupancy Group: ID Code: Permit Issued: 06/12/2017 Permit Expires: Form Permit Type: Status: COMPLETE Assigned To: Kristin Foster Property Parcel# Address Legal Description Owner Name Owner Phone Zoning 00893500000100 20926 66TH AVE NE WHETSEL TRAY& 111 Single Family JOHNSON JESSICA Residence-Detached Contractors Contractor Primary Contact Phone Address Contractor Type License License# Huntingford Glynn 393 Bishop Hill CONSTRUCTION Labor and HUNTIGC865NJ Construction Cody Huntingford 360-301-1760 Circle CONTRACTOR Industries Foothills Build& 18114 Mariposa CONSTRUCTION Remodel,LLC Cody Huntingford Lane CONTRACTOR Inspections Date Inspection Type Description Scheduled Date Completed Date Inspector Status R20.ACCESSORY 07/24/2017 STRUCTURE Footings approved Approved FINAL Plan Reviews Date Review Type Description Assigned To Review Status 05/23/2017 Misc approved with red lines z.Rick Karns Fees Fee Description Notes Amount Building Permit Table 4-1 $255.63 Building Plan Review Table 4-2 $166.16 Processing/Technology $25.00 State Surcharge- Ist DU Residential- Ist Unit $4.50 Total $451.29 Attached Letters Date Letter Description 05/30/2017 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 06/12/2017 Tray Whetsel 65114422 cc $451.29 Outstanding Balance $0.00 Notes Date Note Created By: 05/30/2017 Contractor needs business license prior to issuing. Kristin Foster Uploaded Files Date File Name 06/12/2017 2359152-1479 Issued Permit.pdf 05/30/2017 2323355-Re Deck Permit.msg 05/23/2017 2308264-Johnson Deck-S2 EXISTING ROOF AND ELEVATIONS.pdf 05/23/2017 2308265-Johnson Deck-S3 DECK AND FOUNDATION PLAN.pdf 05/23/2017 2308266-1479 Application.pdf 05/23/2017 2308267-Deck Site Plan.pdf CRH Engineering, PLLC 817 Metcalf Street Suite 207 Sedro-Woolley WA.98284 0:360.855.2333 ext.207 C:360.982.0928 CLIENT: JESSICAJOHNSON 20926 66TH AVE NE ARLINGTON,WA 98223 SITEADDRESS: 20926 66TH AVE NE ARLINGTON,WA 98223 SKAGIT COUNTY I U p U z W a RIDGE U a 2 WEST ELEVATION Z a SCALE:I/4"=1'-0" O O 1 EXISTING a PROPOSED Date:4118117 —441 Job#:17119 Revision History: PROPOSED DECK ROOF PLAN SCALE:%4"=1'-0" Know what5 below. Call before you dig. SOUTH ELEVATION SCALE:'/4'=1'-0" EX ROOF AND ELEVATIONS S-2.19 LEGEND: C RH INDICATES COLUMN SUPPORTING Engineering, PLLC THIS LEVEL 817 Metcalf Street Suite 207 INDICATES DETAIL NUMBER Sedro-Woolley (SECTION CUT) WA.98284 Sx INDICATES PAGE NUMBER 0:360.855.2333 ext.207 \ \ F C:360.982.0928 1 �Y� (3� (4 1 (5� (�`Y� I) INDICATES SHEET NOTE 1" CLIENT., SHEET NOTES: JESSICAJOHNSON 1.VERIFY ALL DIMENSIONS WITH 2O92666THAVENE OWNER OR ARCHITECT DRAWINGS BY ARLINGTON,WA \ OTHERS. DO NOT SCALE DRAWINGS. 98223 2. ROOF SHEATHING BEAM TO RIM BOARD CONNECTION, SITEADDRESS: USE CS16,1 FT TO EACH 3. ROOF JOISTS 20926 66TH A VE NE HUC TO LEDGER BOARD ARLIN WA 223 [21 [3] 98223 4 4. LATERAL CONNECTION SKAGIT COUNTY [ BEAM TO RIM BOARD CONNECTION, (g1 EXISTING USE (6) a"xs"LAG BOLTS PROPOSED l l l l l l l l l l ICo WWN a P.T.2X8 DECK JOISTS �� @ 16"O.C.,TYP. 00 =� IIIIIIIIIIIIIIIIIII � 'a (C1 6X10 6X10 (� --D-a---D-a---D- ---I---D-a --DFa---D-]---D--�--1---D-a-- -- -------' 4X6 6X6 4X6 U 4X4 LQ INSTALL DECKORATORS C) U z ALX PRO RAILING PER STAIR CONCEPT C W O MANUFACTURER SPEC O O = CJC za0 1I = 0 o J EXISTING a, PROPOSED 'p a Date:4118117 D1 Job#:17119 Revision History: (E1 F0 71 ��� Fmk (� �J � J 2'X2'X8'. 2'6"X2'6"X8" 2'X2'X8" 1'6"X1,6"X6" FOOTING FOOTING FOOTING FOOTING Approved By: DECK AND FOUNDATION PLAN SCALE:%4'=1'-0" Cody R.Hart P.E. Deck and Foundation Plan S-3.0 > z > c- ° ti ad o o 5 ° o w Z o S nn Win . v r od ° O ay o87 aaw � aaa0 � �, w p CrJ p r Gp. o 5 �] Z o (2• n a n -; o 5. :; � CD y r n R. caD O �7 Va '> ^3 '" a: o w c""o ;? y co n x o ' CD coo 'C cp CA o' C a M 5 ti cc �* O x GA y a cD �-. •1p a O O °' w p- "' °- h � '" 5 �. 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