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Permit D19-0384 - FLORES RESIDENCE - DECK DRAWING WITH STRUCTURAL ENGINEERING
FLORES RESIDENCE 14014 42ND AVE S Apn: 7348200015 FINALED 02/05/2021 D19-0384 Parcel No: Address: Project Name: �~�*vx ^�� ^K n�x� ��n Tukwila Department of Community Development 6300 SmmthcentarBoulevard, Suite #10W Tukwila, Washington 8B1@8 Phone: 206-431'3670 Inspection Scheduling: https:Atuhw'e0pv'aspgmw.cnm/BP/indem.htm| Web site: http://mww'Tukm/i|mVVA.mov 7348200015 Permit Number: D19-0384 Issue Date: 12/I/2020 Permit Expires On: 5/31/2021 Owner: Address: Contact Person: Name: Address: Contractor: No - Lender: N\ULRE[TOR Phone: (253)]]2-6244 55155TE|U\[OOK88LVDSVV#114, LAKEWOOD, WA, 98499 OWNER AFFIDAVIT LEONK4ARIANO ''' Phone: Expiration Date: DESCRIPTION 0FWORK: PROVIDING DECK DRAWING WITH STRUCTURAL ENGINEERING FOR EXISTING DECK. Project Valuation: $15,00000 Type cfFire Protection: Sprinklers: Fire Alarm: Type ofConstruction: VB Electrical Service Provided by: Tukwila Fees Collected: $1,084,39 Occupancy per IBC: R-3 Water District: 125 SewerDisthct: VaUeyView Current Codes adopted bVthe City mfTukwila: International Fire Code Edition: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 201.5 201.5 201.5 2015 2015 2015 National Electrical Code: VVACities Electrical Code: VVAC296'46B: Code: ublic Works Activities: Channe|izadon/Sthping: Curb k; Fire Loop Hydrant: Flood Control Zone: HauUn8/OvembeLnad: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension; Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: O Fill: O Number: O No All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting ofthis permit does not presume to give authority to violate or cancel the provisions ofany other state orlocal laws regulating construction orthe performance ufwork. This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 2; All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 3: Notify the City ofTukwila Building Division prior toplacing any concrete. This procedure isinaddition to any requirements for special inspection. 4: All wood to remain in placed concrete shall betreated wood. s: VALIDITY OFPERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation ofany of the provisions ofthe building code orofany other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances ufthe City nfTukwila shall not bevalid. The issuance ofapermit based onconstruction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. PERMIT INSPECTIONS REQUIRED Permit Inspection Scheduling: https://tukw-egov.aspgov.com/BP/index.html 1700 8U|LDiNGRNAL** OIOl FOOTING 0409 FRAMING 0401 ROOF SHEATHING 0412 UNDERFLOOR FRAMING CITY OF TUKffel Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Project No. Date Application Accepted: / 69— Date Application Expires: 2J0 (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print* SITE LOCATION Site Address: I 401(4 "12 1.4-a- kyr ‹, Tenant Name: Pores ke-s;de-ewe PROPERTY 0 NER Name: //tyjvte, flr,rcs Address: i Li 0 9 y City:1(/), -(V1)11 State: u) 0 , Zip: 8 1 6 p CONTACT PERSON — person receiving all project communication Name: ? Address:56-15 54, , taccic.)4, ko(vek 5w. City: i i _ L.C.Nnewocol. State: Zip: Phone: Z53 3.3Z (c-Z *Tax: Email: '-)c.,(4.1 (,ry• c, 6esLc45 i Cr-1 GENERAL CONTRACTOR INFORMATION ..._ Company Name: go rile_ awn Address: City: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: King Co Assessor's Tax No.: Suite Number: Floor: New Tenant: LI Yes Ej.. No ARCHITECT OF RECORD RQ.irm Company Name: Nj e. WV, L.VC Architect Name: c.) Address:6515 54t,i icke.cr,„041/4/4 601 t,.4 City: (...,,,,,k,,,,,,.& State: Zip: cgitriq Phone:153 53 2ce-ai,44,F'ax: Email: fokAw s_ed,,c,r..6,e, c_ivisico,,,1 ENGINEER OF RECORD Company Name: l Pctc i 1 Engineer Name: Erclei Sls-t leN Address: (tf ( Z eeoLai OA ri City: rr a -re -MG_ State: Zip #2-z Phone: z5,3 .535c8}Fax: Email( 641-CACII1-(eA COOrkSt floe (--- LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Address: City: State: Zip: H:lApplications \Forms -Applications On Line'2012 ApplicationsTermit Application Revised - 2-7-12.docx Revised February 2012 bh Page 1 of 4 BUILDING PERMIT INFORMATIall'` — 206-431-3670 Valuation of Project (contractor's bid price): $ 16tC00 Existing Building Valuation: $ Describe the scope of work (please provide detailed information): Qrela c j V/ t4IA S6AAoutcA L°(\ ' k /v i ' (� Q cS � t ✓t S e 5 � Will there be new rack storage? ❑ ... Yes j..No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1st Floor 2nd Floor 3`d Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck 3 c w000ck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): 77 tl Floor area of principal dwelling: 1Z7-0 Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If `yes', attach list of materials and storage locations on a separate 8-1/2" x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\ApplicationsWorms-Applications On Line\2012 Applications\Permit Application Revised - 2-7-I2.docx Revised: February 2012 bh Page 2 of 4 ' { PUBLIC WORKS PERMIT INFOPIIIIkATION — 206-433-0179 Scope of Work (please provide detailed information): vOok&-kAo 6-e-c-C<' ctrea-tikv\-0- L.,),-k-k- \-trlAck-e-Afa na-4( u la\ 6-e-cV Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District O .. Tukwila 0 ...Water District #125 o .. Water Availability Provided Sewer District 0 .. Tukwila o .. Sewer Use Certificate Highline 0._ Renton II ...Valley View ... Renton 0 ...Sewer Availability Provided 11... Seattle Septic System: E1 On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): 0 .. Civil Plans (Maximum Paper Size — 22" x 34") 0 .. Technical Information Report (Storm Drainage) 0... Geotechnical Report 0 .. Traffic Impact Analysis 0 .. Bond 0... Insurance 0._ Easement(s) D... Maintenance Agreement(s) 0 .. Hold Harmless — (SAO) 0 .. Hold Harmless — (ROW) Proposed Activities (mark boxes that apply): o .. Right-of-way Use - Nonprofit for less than 72 hours o .. Right-of-way Use - No Disturbance o .. Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way o .. Total Cut El .. Total Fill cubic yards cubic yards O .. Sanitary Side Sewer o .. Cap or Remove Utilities 0 .. Frontage Improvements o .. Traffic Control El Backflow Prevention - Fire Protection Irrigation Domestic Water o.. D.. a.. o.. 0._ Right-of-way Use - Profit for less than 72 hours El... Right-of-way Use — Potential Disturbance 0._ Work in Flood Zone ... Storm Drainage . Abandon Septic Tank . Curb Cut Pavement Cut . Looped Fire Line o .. Permanent Water Meter Size (1) o .. Temporary Water Meter Size (1) o .. Water Only Meter Size o .. Sewer Main ExtensionPublic o .. Water Main Extension Public 11 WO # WO # WO # Private 0 Private 0 ... ▪ Grease Interceptor ... ▪ Channel ization 0._ Trench Excavation ... ▪ Utility Undergrounding (2) " WO # (3) " WO # (2) " WO # (3) " WO # El .. Deduct Water Meter Size 11 FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) 1:1 .. Water 0 .. Sewer 0 .. Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:\Applications\Forms-Applications On Line \2012 Applications \Permit Application Revised - 2-7-I2.docx Revised: February 2012 bh Page 3 of 4 PERMIT APPLICATION NOTES Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER O AUJHORIZED AGENT: Signature: ../74 / a el 0 Print Name: arl 4.4 D rCSi•-e 0. 44 Date: /Z / 5 Day Telephone: Mailing Address: City State Zip HAApplicationsWomis-Applications On Linek2012 ApplicationsWermit Application Revised 2-7-12.doce Revised: February 2012 bh Page 4 of 4 DESCRIPTIONS ACCOUNT QUANTI PAID PermitTRAK 260 00 D19-0384 Address: 14014 42ND AVE S Apn: 7348200015 $260.00 DEVELOPMENT $260.00 PERMIT FEE R000.322.100,00.00 0.00 $5.23 PLAN CHECK FEE R000.345.830.00.00 0,00 $254.77 TOTALFEES PAID BY RECEIPT: R19224 260.00 Date Paid: Friday, December 06, 2019 Paid By: LEON MARIANO F Pay Method: CASH Printed: Friday, December 06, 2019 8:42 AM 1 of 1 Y TEMS Permit Inspections City of Tukwila Permit Number: D19-0384 Applied: 12/6/2019 Approved: 9/24/2020 Issued: 12/2/2020 Finaled: 2/5/2021 Status: FINALED Parent Permit: Parent Project: Details: Description: FLORES RESIDENCE Site Address: 14014 42ND AVE S City, State Zip Code:TUKWILA, WA 98168 Applicant: FLORES RESIDENCE Owner: LEON MARIANO F Contractor: OWNER AFFIDAVIT LEON MARIANO PROVIDING DECK DRAWING WITH STRUCTURAL ENGINEERING FOR EXISTING DECK. (11WCP INSPECT ONS SCHEDULED DATE COMPLETED DATE TYPE INSPECTOR RESULT REMARKS 12/24/2020 AM 12/24/2020 UNDERFLOOR FRAMING Lee Sipe NOT APPROVED 2068982051 Notes: 1. Need (4) DTT2Z Simpson deck tension ties (sheet A1/2 Deck Plan) 2. Need ledger fastening (sheet A2/2 #1) 3. Need ridge rafter connectors Simpson LSU or LSSU hanger (sheet A2/2 detail #7) 4. Need collar ties on rafters (sheet A2/2 detail #4) 5. Need post to rim joist bolting connections (sheet A2/2 details #10 and #11) 6. Need deck beams (sheet A1/2 detail Deck Plan). 12/24/2020 AM 12/24/2020 FRAMING Lee Sipe NOT APPROVED 2068982051 Notes: 1. Need (4) DTT2Z Simpson deck tension ties (sheet A1/2 Deck Plan) 2. Need ledger fastening (sheet A2/2 #1) 3. Need ridge rafter connectors Simpson LSU or LSSU hanger (sheet A2/2 detail #7) 4. Need collar ties on rafters (sheet A2/2 detail #4) 5. Need post to rim joist bolting connections (sheet A2/2 details #10 and #11) 6. Need deck beams (sheet A1/2 detail Deck Plan). PARTIAL 12/24/2020 AM 12/24/2020 ROOF SHEATHING Lee Sipe APPROVAL verify at final Notes: 12/24/2020 AM 12/24/2020 L3UILDING FINAL" Lee Sipe NOT APPROVED Not ready for final inspection Notes: 12/24/2020 AM 12/24/2020 FOOTING Lee Sipe APPROVED cannot verify buried footings Notes: Footings installed and covered without inspections. Before permit obtained. 2/5/2021 AM 2/5/2021 FRAMING Lee Sipe APPROVED 2068982051 Notes: Printed: Thursday, 07 October, 2021 1 of 2 *kw rk SUPERION Permit Inspections City of Tukwila 2/5/2021 AM 2/5/2021 ROOF SHEATHING Lee Sipe APPROVED 2068982051 Notes: 2/5/2021 AM 2/5/2021 UNDERFLOOR FRAMING Lee Sipe APPROVED 2068982051 Notes: 2/5/2021 AM 2/5/2021 1 BUILDING FINAL** Lee Sipe APPROVED 2068982051 Notes: Printed: Thursday, 07 October, 2021 2 of 2 rk SUPERION Q z REVIEWED rO CODE COMPLIANCE APPROVED SEP242020 City of Tukwila BUILDING DIVISION 14014 42ND AVE 5 TUC ILA, WA 98168 Farce' 1348200015 EXIST, CONC. DRIVEWAY EXIST. FENCE EXIST, SIDEWALK e 1 e' 20 40' SCALE:1 = 20' THIS PLOT PLAN 19 PREPARED TO 9HCW THE DIMENSIONAL RELATIONSHIP FROM BUILDING FOUNDATION TO PROPERTY UNE, IT 19 NOT A SURvEY. IT 15 BASED OFF ONWNE JURISDICTION COUNTY MAPS AND SITE O59ERvATION. ALL CONSTRUCTION 9NALL SE CONSISTENT WITH CITY STANDARDS. CONTRACTOR SHALL VERIFY WITH CTY ON APPROVED IMPROVEMENTS PLANS Q BETTER PRACTICE MANAGEMENT PRAC110E5 SCOPE OF WORK COVERED DECK ADDITION. WORK HAS ALREADY BEEN COMPLETED, ARCHITECTURAL RECEIVED PLANS AND ENGINEERING HAS BEEN PROVIDED. CITY OF TUKWILA IMPERVIOUS AREAS PLAN* LEON CVRD DECK EXIST. MAIN FLOOR: 1220 SQFT EXIST, SHED: 110 SQFT NEW CAD DECK 398 SQFT SUBTOTAL 1188 SQFT DRIVEWAY 194 SQFT TOTAL IMPERVIOUS: 1982 SQFT TOTAL LOT AREA. 1140 SQFT BUILDING IMPERV % 23% TOTAL IMPERV % 25.6% LEON GYRO PORCH DEC 0 6 2019 12I2i19 PERMIT CENTER DI9-03$q� RR DUIGfl RECTOR RESIDENTIAL DESIGN VAL pau irectad I coe ROE (253) 332.6244 STRUCTURAL CALCULATIONS Project: Address: Project No.: Date: Leon Residence Porch Addition 1404 42nd Ave S Tukwila, WA 98168 2019195 December 2, 2019 PERMIT SUBMITTAL REVIEWED FOR CODE COMPLIANCE APPROVED SEP2 4 2020 S City of Tukwila BUILDING DIVISION 1412 Beach Drive NE Unit A Tacoma WA, WA I 98422 Client: Mariano Flores Contents: Calculations 2 — 20 RECEIVED CITY OF TUKWILA DEC 0 6 2019 PERMIT CENTER DIc1 4- 253,533.0835 1 tel Structural Works, PLLC Project: 2019195 - Leon Location: DECK BEAM 1 Multi -Span Floor Beam [2015 Intemational Building Code(2015 NDS)] 5.5 IN x 11.25 IN x 16.75 FT Pressure Treated (8.8 + 8) #2 - Hem -Fir - Dry Use Section Adequate By: 12.9% Controlling Factor: Moment Location: DECK BEAM 2 Multi -Span Floor Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 9.25 IN x 15.75 FT Pressure Treated (8 + 7.8) #2 - Hem -Fir - Dry Use Section Adequate By: 31.2% Controlling Factor: Moment Location: JOISTS Floor Joist [2015 International Building Code(2015 NOS)] 1.5 IN x 7.25 IN x 7.5 FT Pressure Treated @ 16 O.C. #2 - Hem -Fir - Dry Use Section Adequate By: 61.2% Controlling Factor: Moment Location: ROOF RAFTERS Collar Tie [2015 International Building Code(2015 NDS)] 1.5 IN x 11.25 IN x 17.5 FT (15.5 + 2) @ 24 O.C. #2 - Douglas -Fir -Larch - Dry Use 1.5 x 7.25 Solid Sawn Lumber with minimum Ft = 575 Section Adequate By: 7.0% Controlling Factor: Moment Location: ROOF BEAM Multi -Span Roof Beam [2015 International Building Code(2015 NDS)] 5.5 IN x 9.5 IN x 15.0 FT (7.5 + 7.5) #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 52.2% Controlling Factor: Moment Location: F1 Footing [2015 International Building Code(2015 NDS)] Footing Size: 3.0 FT x 3.0 FT x 12.00 IN Reinforcement: #4 Bars @ 9.00 IN. O.C. E/W / (4) min. Section Footing Design Adequate Location: COL8 Column [2015 international Building Code(2015 NDS)) 5.5 IN x 5.5 IN x 8.0 FT #2 - Hem -Fir - Dry Use Section Adequate By: 2.5% Structural Works, PLLC 1412 Beach Drive NE Tacoma, WA StruCalc Version 10.0.1.6 12/2/19 9:20:34 AM Location: F2 Footing [2015 International Building Code(2015 NDS)] Footing Size: 1.67 FT x 1.67 FT x 12.00 IN Reinforcement: #4 Bars @ 6.00 IN. O.C. E/W / (3) min. Section Footing Design Adequate page Project: 2019195 - Leon Location: DECK BEAM 1 Multi -Span Floor Beam [2015 International Building Code(2015 NDS)] 5.5 IN x 11.25 IN x 16.75 FT Pressure Treated (8.8 + 8) #2 - Hem -Fir - Dry Use Section Adequate By: 12.9% Controlling Factor Moment Structural Works, PLLC 1412 Beach Drive NE Tacoma, WA StruCalc Version 10.0.1.6 12/2/19 9:20:34 AM page /of DEFLECTIONS Left Center Live Load 0.06 IN U1750 0.04 IN U2206 Dead Load 0.01 in 0.00 in Total Load 0.07 IN U1584 0.05 IN L/2047 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS Live Load Dead Load Total Load Uplift (1.5 F.S) Bearing Length A 1712 Ib 4719 Ib 1585 Ib 241 Ib 750 Ib 207 Ib 1953 Ib 5469 Ib 1792 Ib -36 Ib 0 Ib -143 Ib 0.88 in 2.46 in OM in )3EAM DATA Left Span Length 8.75 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 8.75 ft Floor Duration Factor 1.00 Notch Depth 0.00 Center 8 ft 0 ft 8 ft MATERIAL PROPERTIES #2 - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Comp. --to Grain: Base Values Adjusted Fb = 675 psi Fb' = 537 psi Cd=1.00 CI=1.00 CF=1.00 Ci=0.80 Fv = 140 psi Fv= 112 psi Cd=1.00 Ci=0.80 E = 1100 ksi E = 1045 ksi Ci=0.95 Fc - = 405 psi Fc - = 405 psi Controlling Moment: -4600 ft-Ib Over right support of span 1 (Left Span) Created by combining all dead loads and live loads on span(s) 1, 2 Controlling Shear: -2807 Ib 9.0 Ft from left support of span 1 (Left Span) Created by combining all dead loads and live loads on span(s) 1, 2 Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Req'd Provided 102.73 in3 116.02 in3 37.6 in2 61.88 in2 134.25 in4 652.59 in4 -4600 ft-Ib 5195 ft-Ib -2807 lb 4620 lb LOADING DIAGRAM 8.75 ft 8 ft C FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Side Floor Tributary Width Side Wall Load One Two FLL FDL = TW1 = TW2 = WALL = Left Center 60 psf 60 psf 8 psf 8 psf 3.8 ft 3.8 ft 3.8 ft 3.8 ft 0 plf 0 plf BEAM LOADING Reduced Floor Live Load Total Live Load Total Dead Load Beam Self Weight Total Load Left 60 psf 450 plf 60 plf 12 plf 522 plf Center 60 psf 450 plf 60 plf 12 plf 522 plf VMD DIAGRAM 3000 2661 1bs @ 9 ft 1500 Shear(Ibs) 0 -1500 -3000 — 5000 2500 — Moment (ft-lb) 0 -2500 -5000 -0.06 -0.03 Deflection (in) 0- 0 2956 ft-Ibs @ 3 ft -2807Ibs@9ft -4600 ft-Ibs @ 9 ft ( -0.023 in @ 12.1 ft 0.06 0.06in@4. 8.75 ft 8 ft Project: 2019195 - Leon Location: DECK BEAM 2 Multi -Span Floor Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 9.25 IN x 15.75 FT Pressure Treated (8 + 7.8) #2 - Hem -Fir - Dry Use Section Adequate By: 31.2% Controlling Factor: Moment Structural Works, PLLC 1412 Beach Drive NE Tacoma, WA StruCalc Version 10,0.1.6 1212/19 9:20:35 AM Page DEFLECTIONS Left Center Live Load 0.06 IN U1493 0.06 IN L/1621 Dead Load 0.01 in 0.00 in Total Load 0.07 IN U1364 0.06 IN U1493 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS A Live Load 995 Ib 2806 Ib 969 Ib Dead Load 133 Ib 434 Ib 127 Ib Total Load 1128 Ib 3240 Ib 1096 Ib Uplift (1.5 F.S) -43 Ib 0 Ib -65 Ib Bearing Length 0.80 in 2.29 in 0.77 in BEAM DATA Span Length 8 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 8 ft Floor Duration Factor 1.00 Notch Depth 0.00 L Center 7.75 ft 0 ft 7.75 ft MATERIAL PROPERTIES #2 - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -I- to Grain: Base Values Adjusted Fb = 850 psi Fb= 805 psi Cd=1.00 CI=0.99 CF=1.20 Ci=0.80 Fv = 150 psi Fv' = 120 psi Cd=1. 00 Ci=0.80 E = 1300 ksi E' = 1235 ksi Ci=0.95 Fc - -L = 405 psi Fc - = 405 psi Controlling Moment: -2553 ft-Ib Over right support of span 1 (Left Span) Created by combining all dead loads and live loads on span(s) 1, 2 Controlling Shear: -1635 Ib At right support of span 1 (Left Span) Created by combining all dead loads and live loads on span(s) 1, 2 Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Bg 38.03 in3 20.44 in2 55.66 in4 -2553 ft-Ib -1635 Ib Provided 49.91 in3 32.38 in2 230.84 in4 3350 ft-lb 2590 Ib LOADING DIAGRAM 8 ft A 7.75 ft FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Side Floor Tributary Width Side Wall Load One Two FLL = FDL = TW1 TVV2 = WALL = Left Center 60 psf 60 psf 8 psf 8 psf 3.8 ft 3.8 ft 1 ft 1 ft 0 plf 0 plf BEAM LOADING Reduced Floor Live Load Total Live Load Total Dead Load Beam Self Weight Total Load Left Center 60 psf 60 psf 285 plf 285 pif 38 plf 38 plf 6 plf 6 plf 329 pif 329 plf 1604Ibstd8 VMD DIAGRAM 2000 1000 Shear (ibs) 0 -1000 -2000 3000 1500 — Moment (ft-lb) 0 -1500 -3000 1511ft-Ibs@3ft -0.03— Deflection (in) 0 -1635 Ibs @ 8 ft -2553 ft-Ibs @ 8 ft -0.027 in @ 11.3 ft Project: 2019195 - Leon Location: JOISTS Floor Joist [2015 international Building Code(2015 NDS)) 1.5 IN x 7.25 IN x 7.5 FT Pressure Treated @ 16 O.C. #2 - Hem -Fir - Dry Use Section Adequate By: 61.2% Controlling Factor: Moment Structural Works, PLLC 1412 Beach Drive NE Tacoma, WA StruCalc Version 10.0.1.6 12/2/19 9:20:35 AM page DEFLECTIONS Center Live Load 0.10 IN U930 Dead Load 0.01 in Total Load 0.11 IN U820 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS Live Load Dead Load Total Load Bearing Length A 300 lb 300 Ib 40 lb 40 lb 340 lb 340 Ib 0.56 in 0.56 in SUPPORT LOADS A Live Load 225 plf 225 plf Dead Load 30 plf 30 plf Total Load 255 plf 255 plf MATERIAL PROPERTIES #2 - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Comp. to Grain: Base Values Adjusted Fb = 850 psi Fb= 938 psi Cd=1.00 CF=1.20 Cr=1.15 Ci=0.80 Fv = 150 psi Fv' = 120 psi Cd=1.00 Ci=0.80 E = 1300 ksi E' = 1235 ksi Ci=0.95 Fc - = 405 psi Fc —12 = 405 psi Controlling Moment: 638 ft-Ib 3.75 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 340 Ib At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Read Provided 8.15 in3 13.14 in3 4.25 in2 10.88 in2 18.44 in4 47.63 in4 638 ft-lb 1028 ft-Ib 340 lb 870 lb LOADING DIAGRAM 7.5 ft JOIST DATA Center Span Length 7.5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Floor sheathing applied to top of joists -top of joists fully braced. Floor Duration Factor 1.00 JOIST LOADING Uniform Floor Loading Center Live Load LL = 60 psf Dead Load DL = 8 psf Total Load TL = 68 psf TL Adj. For Joist Spacing wT = 90.7 plf VMD DIAGRAM 400 340 Ibs @ O ft 200 Shear (Ibs) 0 -400 700 — 350 Moment (ft-lb) 0 -350 -700 -0.1 — -0.05 Deflection (in) 0.05 0.1- 838 ft-Ibs @ 4 ft -340 Ibs @ 8 ft 0.097 in @ 3.8 ft 7.5 ft Project: 2019195 - Leon Location: ROOF RAFTERS Collar Tie [2015 International Building Code(2015 NOS)] 1.5 IN x 11.25 IN x 17.5 FT (15.5 + 2) @ 24 O.C. #2 - Douglas -Fir -Larch - Dry Use 1.5 x 7.25 Solid Sawn Lumber with minimum Ft = 575 Section Adequate By: 7.0% Controlling Factor: Moment DEFLECTIONS CenterRight Live Load 0.35 IN U542 -0.16 IN 2U302 Dead Load 0.14 in -0.06 in Total Load 0.49 IN U387 -0.23 IN 2U216 Live Load Deflection Criteria: 11240 Total oad Deflection Criteria: 0 FTER REACTIONS Lower Live Load @ A & B LowerDead Load @A & B Lower Total Load @A & B Collar Tie Tension LOADS 447 plf 179 plf 626 plf REACTIONS 894 Ib 358 Ib 1252 Ib 3109 Ib FTER SUPPORT DATA Bearing Length a in RAFTER DATA Span Length 15.5 Unbraced Length -Bottom 15.83 Rafter Pitch 2.5 :12 Collar Tie Location 2.75 ft Roof Duration Factor 1.15 Peak Notch Depth 0.00 Base Notch Depth 0.00 nterior ft 2ft ft 2.04 ft RAFTER LOADING Uniform Floor Loading Roof Live Load: LL = 25 psf Roof Dead Load: DL = 10 psf Slope Adjusted Spans And Loads Interior Span: L-adj = 15.83 ft Eave Span: L-Eave-adj = 2.04 ft Rafter Live Load: wL-adj = 48 plf Eave Live Load: wL-Eave-adj = 48 plf Rafter Dead Load: wD-adj = 20 plf Rafter Total Load: wT-adj = 67 plf Eave Total Load: wT-E v dj = 67 pif Structural Works, PLLC 1412 Beach Drive NE Tacoma, WA StruCalc Version 10.0.1.6 MATERIAL PROPERTIES Bending Stress: Shear Stress: Modulus of Elasticity: Comp. to Grain: 12/2/19 9:20:36AM page of Base Values Adjusted Fb = 900 psi Fb' = 1190 psi Cd=1.15 CF=1,00 Cr=1.15 Fv = 180 psi Fv' = 207 psi Cd=1.15 E = 1600 ksi E' = 1600 ksi Fc - = 625 psi Fc - = 625 psi Controlling Moment: 2933 ft-lb 8.987 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -1085 Ib 15.664 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Provided 29.57 in3 7.86 in2 148.1 in4 2933 ft-Ib -1085 Ib 31.64 in3 16.88 in2 177.98 in4 3138 ft-Ib 2329 Ib COLLAR TIE DESIGN 1.5 x 7.25 Solid Sawn Lumber with minimum Ft = 575 Base Values Adjusted Tension Parallel to Grain Ft = 575 psi Ft' = 992 psi Cd=1.15 Cf=0,00 Collar Tie Location Collar Tie Tension Collar Tie Capacity Nailing Required @ Both Ends 16d Common 16d Sinker 16d Box 2.75 ft 3109 Ib 10787 lb 20 Nails 23 Nails 27 Nails LOADING DIAGRAM VMD DIAGRAM 2000.... 634 Ibs @ 0 ft 1000... Shear(Ibs) 0 �.�. -1000 -2000 — 3000 1500 Moment (ft-lb) 0 2933 ft-Ibs Col 9 ft -1085 Ibs @ 16 ft -1500 -3000 -0.5 — -0,25 Deflection (In) 0.25 0 -41 ft-Ibs @ 16 ft -0.227 In @ 17.5 ft Project: 2019195 - Leon Location: ROOF BEAM Multi -Span Roof Beam [2015 International Building Code(2015 NOS)] 5.5IN x 9.5 IN x 15,0 FT (7.5 + 7.5) #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 52.2% Controlling Factor: Moment Structural Works, PLLC 1412 Beach Drive NE Tacoma, WA StruCalc Version 10.0.1.6 12/2/19 9:20:36 AM page /0f DEFLECTIONS Left Center Live Load 0.04 IN U2163 0.04 IN U2163 Dead Load 0.01 in 0.01 in Total Load 0.05 IN U1661 0.05 IN U1661 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS Live Load Dead Load Total Load Bearing Length A 1395 Ib 3984 Pb 1395 Ib 618 Ib 2060 Ib 618 Ib 2013 Ib 6044 Ib 2013 Ib 0.59 in 1,76 in 0.59 in BEAM DATA Left Span Length 7.5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 7.5 ft Roof Pitch 2.5 :12 Roof Duration Factor 1.15 Notch Depth 0.00 Center 7.5 ft 0 ft 7.5 ft MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -I- to Grain: Base Values 6djusted Fb = 875 psi Fb= 1001 psi Cd=1.15 CI=0.99 CF=1.00 Fv = 170 psi Fv' = 196 psi Cd= 1. / 5 E = 1300 ksi E = 1300 ksi Fc - = 625 psi Fc - = 625 psi Controlling Moment: -4533 ft-lb Over right support of span 1 (Left Span) Created by combining all dead loads and live loads on span(s) 1, 2 Controlling Shear: -3022 Ib 8.0 Ft from left support of span 1 (Left Span) Created by combining all dead loads and live loads on span(s) 1, 2 Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Read Provided 54.35 in3 82,73 in3 23.19 in2 52.25 in2 43.6 in4 392.96 in4 -4533 ft-lb 6900 ft-Ib -3022 lb 6810 Pb LOADING DIAGRAM ROOF LOADING Roof Live Load Roof Dead Load Roof Tributary Width Side One Roof Tributary Width Side Two Wall Load RLL = RDL = TW1 TW2 = WALL = Left Center 25 psf 25 psf 12 psf 12 psf 1,5 ft 1.5 ft 15.5 ft 15,5 ft 0 plf 0 plf BEAM LOADING Left Center Total Live Load 425 plf 425 plf Total Dead Load (Adjusted for Roof Pitch) 208 plf 208 plf Beam Self Weight 11 plf 11 plf Total Load 645 plf 645 plf VMD DIAGRAM 2000 Shear (Ibs) 0 -2000 -4000 5000 2500 — Ft-Ib) 0i 3022 Ibs @ 8 ft -3022 Ibs @ 8 ft 2549 ft-Ibs -2500 -5000 -0.05 -0.02— Deflection (in) 0- 0.02 -0.010 in @ 4,3 ft -4533 ft-Iba @ 8 ft 0.05 0.042in@11.5ft 7,5 ft 7,5 ft Project: 2019195 - Leon Location: F1 Footing [2015 international Building Code(2015 NDS)] Footing Size: 3.0 FT x 3.0 FT x 12.00 IN Reinforcement: #4 Bars @ 9.00 IN, O.C. E/W / (4) min. Section Footing Design Adequate Structural Works, PLLC 1412 Beach Drive NE Tacoma, WA StruCalc Version 10.0.1.6 12/2/19 9:20:37 AM page FOOTING PROPERTIES Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Qs = 1500 psf F'c = 2500 psi Fy = 60000 psi c 3 in FOOTING SIZE Width: W = 3 ft Length: L = 3 ft Depth: Depth = 12 in Effective Depth to Top Layer of Steel: d = 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Column Width: Column Depth: Baseplate Width: Baseplate Length: Steel m = 4 in n = 4 in bsw = 6 in bsl = 6 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two Way Shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11-35): Allowable Punching Shear (ACI 11-36): Allowable Punching Shear (ACI 11-37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: Steel Required Based on Moment: Min. Code Req'd Reinf. ShrinkiTemp. (ACI-10.5.4): As(2) = 0.78 Controlling Reinforcing Steel: As-reqd = 0.78 Selected Reinforcement: #4's @ 9.0 in. o.c. e/w (4) Min. Reinforcement Area Provided: As = 0.79 Development Length Calculations: Development Length Required: Development Length Supplied: Note: Plain concrete adequate for bending, therefore adequate development length not required. Qu = 1032 psf Qe = 1350 psf Areq = 6.88 sf A = 9.00 sf Bear = 13857 Ib Bear -A = 99450 Ib Vul = 2791 Ib Vol = 22275 Ib Bo = 53 in Vu2 = 11980 Ib vc2-a = 98381 Ib vc2-b = 134888 Ib vc2-c = 65588 Ib vc2 = 65588 Ib Mu = 46237 in-Ib Mn = 336668 in-Ib a = 0.62 in As(1) = 0.10 in2 in2 in2 in2 Ld = 15 in Ld-sup = 12.5 in LOADING DIAGRAM 12 in -3 ft 3 in FOOTING LOADING Live Load: PL = 6790 Ib * Dead Load: PD = 2494 Ib * Total Load: PT = 9284 Ib * Ultimate Factored Load: Pu = 13857 Ib Footing plus soil above footing weight: Wt 870 Ib * Load obtained from Load Tracker. See Summary Report for details. Project: 2019195 - Leon Location: COLS Column [2015 international Building Code(2015 NDS)] 5.5 IN x 5.5 IN x 8.0 FT #2 - Hem -Fir - Dry Use Section Adequate By: 2.5% Structural Works, PLLC 1412 Beach Drive NE Tacoma, WA StruCalc Version 10.0.1.6 12/2/19 9:20:37 AM CAUTIONS * This column has been designed as a cantilever. * Note that the length of the column inputed should include the portion of the column belowgrade above the point of fixity. See IBC 1805.7 for lateral soil bearing calculations. DEFLECTIONS Deflection due to lateral loads only: Defl = 0.31 IN = L/307 Live Load Deflection Criteria: L/180 VERTICAL REACTIONS Live Load: Dead Load: Total Load: Vert-LL-Rxn = Vert-DL-Rxn = Vert-TL-Rxn = HORIZONTAL REACTIONS Total Reaction at Top of Column: TL-Rxn-Top = Total Reaction at Bottom of Column: TL-Rxn-Bottom = 89 Ib 3984 Ib 2105 Ib 6089 Ib 0 Ib COLUMN DATA Total Column Length: Unbraced Length (X-Axis) Lx: Unbraced Length (Y-Axis) Ly: Column End Condition-K (e): Axial Load Duration Factor Lateral o d Duration Factor (Wind/Seismic COLUMN PROPERTIES #2 - Hem -Fir Compressive Stress: Bending Stress (X-X Axis): Bending Stress (Y-Y Axis): Modulus of Elasticity: Column Section (X-X Axis): Column Section (Y-Y Axis): Area: Section Modulus (X-X Axis): Section Modulus (Y-Y Axis): Slendemess Ratio: Base Values Fc = 575 psi Fc' = 312 Cd=1.33 Cp=0.51 Ci=0.80 Fbx = 575 psi Fbx' = 612 Cd=1.33 CF=1.00 Ci=0,80 Fby= 575 psi Fby' = 612 Cd=1.33 CF=1.00 Ci=0.80 E = 1100 ksi E' = 1045 8 ft 8 ft 8 ft 1.65 1.00 Adjusted dx = dy = A = Sx = Sy = Lex/dx = Ley/dy = psi psi psi ksi 5.5 5.5 30.25 27.73 27.73 28.8 28.8 in in in2 in3 in3 Column Calculations (Controlling Case Only): Controlling Load Case: Axial total Load and Lateral loads (D + 0.75[L + W] Actual Compressive Stress: Fc = 168 psi Allowable Compressive Stress: Fc= 312 psi Eccentricity Moment (X-X Axis): Mx -ex = Eccentricity Moment (Y-Y Axis): My-ey = Moment Due to Lateral Loads (X-X Axis): Mx = Moment Due to Lateral Loads (Y-Y Axis): My = Bending Stress Lateral Loads Only (X-X Axis): Fbx = Allowable Bending Stress (X-X Axis): Fbx' = Bending Stress Lateral Loads Only (Y-Y Axis): Fby = Allowable Bending Stress (Y-Y Axis): Fby' = Combined Stress Factor: CSF = 0 0 534 0 231 612 0 612 0.97 ft-lb ft-Ib It-Ib ft-Ib psi psi psi psi LOADING DIAGRAM A AXIAL LOADING Live Load: PL = 3984 Ib * Dead Load: PD = 2060 Ib * Column Self Weight: CSW = 45 Ib Total Axial Load: PT = 6089 Ib * Load obtained from Load Tracker. See Summary Report for details. LATERAL LOADING Uniform Lateral Load: Point Load: Live Load: Locatiori: (Dy Face) wL-Lat = 0 plf One 89 Ib 0ft Project: 2019195 - Leon Location: F2 Footing [2015 International Building Code(2015 NDS)] Footing Size: 1.67 FT x 1.67 FT x 12.00 IN Reinforcement: #4 Bars @ 6.00 IN. O.C. E/W / (3) min. Section Footing Design Adequate Structural Works, PLLC 1412 Beach Drive NE Tacoma, WA StruCalc Version 10.0.1.6 12/2/19 9:20:38AM Page /of FOOTING PROPERTIES Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Qs = 1500 psf Pc = 2500 psi Fy = 60000 psi c = 3 in FOOTING SIZE Width: W = 1.67 ft Length: L = 1.67 ft Depth: Depth = 12 in Effective Depth to Top Layer of Steel: d = 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Steel Column Width: m = Column Depth: Baseplate Width: Baseplate Length: 4 in n = 4 in bsw = 6 in bsl = 6 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two Way Shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11-35): Allowable Punching Shear (ACI 11-36): Allowable Punching Shear (ACI 11-37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment: Mu = Nominal Moment Strength: Mn = Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.83 in Steel Required Based on Moment: As(1) = 0.02 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): As(2) = 0.43 in2 Controlling Reinforcing Steel: As-reqd = 0.43 in2 Selected Reinforcement: #4's @ 6.0 in. o.c. e/w (3) Min, Reinforcement Area Provided: As = 0.59 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 4.52 in Note: Plain concrete adequate for bending, therefore adequate development length not required, Qu = Qe = Areq = A= 1162 psf 1350 psf 2.4 sf 2.79 sf Bear = 5010 Ib Bear -A = 99450 Ib Vu1 = Vc1 = Bo = Vu2 = vc2-a = vc2-b = vc2-c = vc2 = 0 Ib 12400 lb 53 in 2820 Ib 98381 Ib 134888 Ib 65588 Ib 65588 Ib 7069 in-Ib 249102 in-Ib LOADING DIAGRAM • 12:In 4 in 1.67 ft 3 in FOOTING LOADING Live Load: Dead Load: Total Load: Ultimate Factored Load: PL = 2806 lb • PD = 434 lb PT = 3240 Ib* Pu = 5010 Ib Footing plus soil above footing weight: Wt = 270 Ib " Load obtained from Load Tracker. See Summary Report for details. Job# 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.(0 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 = 3.00 ft Terrain Exp. Category B a = Velocity Pressure Exp. Coefficient Kz = 0.575 zg = Velocity Pressure qz = 15.13 psf Deck Gross Area (norrnal to wind) Agross = 72.00 ft2 Deck Solid Area (normal to wind) Af = 60.00 ft2 Ratio of Solid Area to Gross Area E = 0.83 Force Coefficient for Deck Cf,deck = 1.60 Wind Load on Deck Fdeck = 1,235 lbs ASD Wind Load on Deck FASO,deck = 741 Ibs Post Height Post Width or Dia. Deck Post Area Post Aspect Ratio Force Coefficient for Post Wind Load on Post ASD Wind Load on Post hpost = 3.00 ft D = 3.50 in Af = 0.88 ft2 h/D = 10.29 Cf,post = 1.51 Fpost = 17 lbs FASD,post = 10 Ibs Total ASD Wind Load FASD,WIND = 746 I bs Deck Width (perpendicular to ledger) B = 16.00 ft Deck Length (parallel to ledger) L = 24.00 ft Deck Moments (wind) 6,009 ft-Ibs Deck Holdown Force (wind) Fh,WIND = 250 Ibs Unit Shear @ Ledger (wind) vw = 31 plf Deck Live Load LL = 60.00 psf Deck Dead Load DL = 10.00 psf Other Loads 0 lbs Effective Seismic Weight W = 26,880 Ibs Seismic Response Coefficient Cs = 0.108 Total ASD Seismic Load FASD,SEISMIC = 2,032 Ibs Deck Moments (seismic) 16,257 ft-Ibs Deck Holdown Force (seismic) Fh,SEISMIC = 677 Ibs Unit Shear @ Ledger (seismic) vs = 85 plf Deck Area Adeck = 384 ft2 Occupant Lateral Load per Plan Area OL = 12.00 psf Total ASD Occupant Load FASD,OCC= 4,608 Ibs Deck Moments Deck Holdown Force Unit Shear @ Ledger (occupants) 36,864 ft-Ibs (occupants) Fh,OCC = 1,536 Ibs (occupants) = 192 plf qz = .00256Kz KztKd V2 ASCE 7-10 Fig. 29.5-2 F = qz GC fAr Post Section: SQUARE ASCE 7-10 Fig. 29.5-1 F = q, GC fAr Deck Ratio: Deck Area: 7 1200 0.67 384 ft2 p 1 (SDC D) (Conservatively include live loads in Effective Seismic Weight) (from Seismic Worksheet) Eh = 0.7PC s W (Deck and Porch Lateral Loading by Occupants, Donald A. Bender, 2013) (governs) (governs) (governs) Location: Deck Specification: Use (4) DTT1Z or (2) DTT2Z between house and deck. Structural Works, Pk Consulting Engineering SHEET NO. CALCULATED BY PRamcr No. OF DATE 02_1_117 t-06-rEg c_ I os y 311, x 14.7 /-=-- aloe V= 110 IAA Ri-t 0 6ci35- cr3s- 0 c(3S cOj /0 2._ cgs .) r" a o, 0,7o j.0 8., FSF C f%) rkitAic "-e 0•cf 27. T9F -r) / 17. x Up-75x 27.6, 5 /IQ 11.17° I (, LES (0(.7 ,gaot4 PAis -37111J01.111ALBIGINEMINVG- Structural Works, Pllc Consulting Engineering SHE[ NO. CALCULATED BY DATE PROJECT NO. Project Title: Engineer: Project ID: Project Descr: Pole Footing Embedded in Soil Code References Yri File = CAPR0GRA-2lENERCA-1ENERCALC_6 ht ENERCALC, INC. 1983-2019, Build:10.19,1.30 .'''.:„YT:',FP.P.rPP 9ntraFtor §Pe.ciPtti!.51 Calculations per Load Combinations Used : ASCE 7-10 General Information Pole Footing Shape Pole Footing Diameter „ „ . Calculate Min. Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive . • . - - • „ Max Passive .. . „ Circular 36 in 250.0 PO 1,500.0 Psf Controlling Values Governing Load Combination : +D+0,60W Lateral Load Moment NO Ground Surface Restraint Pressures at 1/3 Depth Actual Allowable 0.1068 k 1.255 k-ft 206.793 Pf 206.813 osf Minimum Required Depth 2.50 ft Footing Base Area Maximum Soil Pressure Applied Loads 7.069 ft^2 1.067 ksf Point Load Soil Surface No lateral restraint Lateral Concentrated Load (k) D: Dead Load 0.0 k Lr : Roof Live 0.0 k L : Live 0.0 k S : Snow 0.0 k W : Wind 0.1780 k E : Earthquake 0.0 k H : Lateral Earth 0.0 k Load distance above ground surface 11.750 ft Load Combination Results Load Combination D Only +D+L +D+Lr +D+0.750Lr+0.750L +D+0.750L +D+0.60W +D+0.750Lr+0,750L+0.450W +D+0.750L+0.450W +0.60D+0.60W Lateral Distributed Loads (kif) 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 TOP of Load above ground surface 0.0 0.0 BOTTOM of Load above ground surface 0.0 0.0 Forces © Ground Surface Loads - (k) Moments - (ft-k) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.107 1.255 0.080 0.941 0.080 0.941 0.107 1.255 0.0 Wit 0,0 k/ft 0.0 li/ft 0.0 kfft 0.0 kift 0.0 k/tt 0.0 k/ft 0.0 ft 0 0 ft Vertical Load (k) 2,453 k 3.984 k 2.806 k 0.0 k 0.0 k 0.0 k 0.0 k Required Pressure at 1/3 Depth Soil Increase Depth - (ft) Actual - (psf) Allow - (pst) Factor 0.13 0,0 0.0 1.000 0.13 0.0 0.0 1.000 0.13 0,0 0.0 1.000 0.13 0.0 0.0 1.000 0.13 0.0 0,0 1.000 2.50 206,8 206.8 1,000 2.25 186.0 187.4 1.000 2.25 186.0 187.4 1.000 2.50 206.8 206.8 1.000 Structural Works, Plic Consulting Engineering 7AesSc./1).), r JOB SHEET NO. OF CALCULATED BY DATE PROJECT NO, (19OA f!cr ;7- --r?Arjs f :11 ^C-3 _!Z 1J July 30, 2020 Bill Rambo, Permit Tech RE: FLORES RESIDENCE Consistency Review of PERMIT APPLICATION #D19-0384 Dear Rambo, The plan review comments from the "City of Tukwila" dated 1/13/20 have been reviewed. Revisions have been made to the plan as required and are noted as follows- 1 — Detail 13 has been added for clarification. 2 — Total of 4 deck tension ties are shown on the plans. Cantilevered portion (where the staircase is) does not have deck tension tie. Refer to revised plans. Thank you, Paul C Rector RR DESIGN LLC paul@reetordesigns.com 253.332.6244 ‘%. City of Tukwila Department of Community Development January 13, 2020 PAUL RECTOR 5515 STEILACOOM BLVD SW #114 LAKEWOOD, WA 98499 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D19-0384 FLORES RESIDENCE - 14014 42ND AVE S Dear PAUL RECTOR, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments; BUILDING DEPARTMENT: LEE SIPE at (206)-431-3656 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size 11x17 to a preferably maximum size of 24x36; all sheets shall be the same size; larger sizes may be negotiable. "New revised" plan sheets shall be the same size sheets as those previously submitted.) "STAMP AND SIGNATURES" (If applicable) For Engineers: "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seaUstamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient (WAC 196-23-010 & 196-23-020). Architects; "date" only not required (WAC 308-12-081). (BUILDING REVIEW NOTES. Provide clouded itemized reply for each item listed.) 1. Need clarification with cut/detail of roof post connection to floor post or post continuous from roof to footing. plan does not show this on detail 11/A2.2. 2. Detail 3/A2.2 shows anchor DTT2Z at both ends of deck joist. Show how this connection works on cantilever end of rim floor joist? Note: Contingent on response to these corrections, further plan review may request for additional corrections. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheetmust accompany every resubmittal. 1 have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Sincerely, Bill Rambo Permit Technician File No, D19-0384 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 = PERMIT COORD COPc PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0384 PROJECT NAME: FLORES RESIDENCE SITE ADDRESS: 14014 42ND AVE S Original Plan Submittal Response to Correction Letter # DATE: 8/1E00 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: L-S Awc-- 94 Building Division Public Works 11 c) Fire Prevention Planning Division Structural Permit Coordinator PRELIMINARY REVIEW: Not Applicable (no approval/review required) REVIEWER'S INITIALS: DATE: 8J18/20 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: DUE DATE: 10/13/20 Approved with Conditions Fire Fees Apply Denied (le: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg Ej Fire Ping EJ PW LJ Staff Initials: 12/18/2013 IERM!T COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0384 PROJECT NAME: FLORES RESIDENCE SITE ADDRESS: 14014 42ND AVE S X Original Plan. Submittal Response to Correction Letter # Revision # DATE: 12/9/2019 Revision # before Permit Issued after Permit Issued DEPARTMENTS: :lulling Division (/ V* 1114 Fire Prevention Structural ❑ Mcty 13 Ai Planning Division ' Permit Coordinator • PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 12/10/19 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 1/7/2020 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only 7 CORRECTION LETTER MAILED: 1-1 7 )-P� Departments issued corrections: Bldg' Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/ 13/2013 Date: 7 t"1 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. 0 / ZD Plan Check/Permit Number: ick ❑ Response to Incomplete Letter # [1 Response to Correction Letter # I ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Project Address: Contact Person: Summary of Revision: 2131N33 ti4OZ 8 i Snn a3A13D321 i t (t 1,0 CVO_ S k 'R-eCVOir Phone Number: 75 3 S 3 z co-z_ifL% • c c.c - 2k1 _ dtcS,-:Fs pe-K' plctna cv5 ColnpitcYl1-5, Sheet Number(s): 5 -Ce# Al "Cloud" or highlight all areas of revision including date of revision ' r Received at the City of Tukwila Permit Center by: O Entered in TRAKiT on 0 - I 0 W:Wermit CeMerlTemplates1Forms\Revision Submittal Formdoc Revised: August 2015 CITY OF TUKWILA,. Department of Community Development 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 43i-367o FAX (206) 431-3665 Permit Center/Building Division 206 431-367o Public Works Department 206 433-0179 Planuing Division 206 431-3670 AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION STATE OF WASHINGTON) COUNTY OF KING [please pint name] , states as follows: PERMIT NO: Di(' 033 I have made application fora permit from the City of Tukwila, Washington. 2. I understand that state law requires that all building construction contractors be registered with the State of Washington. The exceptions to this requirement are stated under Section 18.27.090 of the Revised Code of Washington, a copy of which is printed on the reverse side of this Affidavit. I have read or am fa initial' with RCW 18.27.090. 3- I understand that prior to issuance of a permit for work which is to be done by any contractor, the City of Tukwila must verify either that the contractor is registered by the State of Washington, or that one of the exemptions stated under RCW 18.27 090 applies. 4- In order to provide verification to the City of Tukwila of my compliance with this requirement, I hereby attest that after reading the exemptions from the registration requirementof RCW 18.27.090, I consider the work authorized under this permit to be exempt under number £j, and will therefore not be performed by a registered contractor. 5. I understand that the licensing provision of RCW 19.28.161 through 19.28.271 shall not apply to persons making electrical installations on their own property or to regularly employed employees working on the premises of their employer. The proposed electrical work is not for the construction of a new building for rent, sale or lease. I understand that I may be waiving certain rights that I rnight otherwise have under state law in any decision to engage an unregistered contractor to peiform construction work. By signing below, I certify the information I am providing on this affidavit is true and accurate. I understand that if I make false statements or misrepresentations 1 may be assessed penalties. Furthermore, I understand that I may be waiving certain rights that I might otherwise have under state law in any decision to engage an unregistered contractor to perform construction work. eir) o1_-1 ). Owner/Owner's Agent* Signed date: --L.-2- day of / 2— , 20 4 18.27.0Q0 Exemptions. The registration provisions of this chapter do not apply to: 1. An authorized representative of the United States govern ment, the state of Washington, or any incorporated city, town, county, township, irrigation district, reclamation district, or other municipal or political corporation or subdivision of this state; 2. Officers of a court when they are acting within the scope of their office; 3. Public utilities operating under the regulations of the utilities and transportation commission in construction, maintenance, or development work incidental to their own business; 4. Any construction, repair; or operation incidental to the discovering or producing of petroleum or gas, or the drilling testing, abandoning or other operation of any petroleum or gas well or any surface or unde around mine or mineral deposit when performed by an owner or lessee; 5. The sale of any finished products, materials, or articles of merchandise that are not fabricated into and do not become a part of a structure underthe common law of fixtures; 6. Any construction, alteration, improvement, or repair of personal property performed by the registered or legal owner, or by a mobile/manufactured home retail dealer or manufacturer licensed under chapter 46.7o RCW who shall warranty service and repairs under chapter 46.7o RCW; 7. Any construction, alteration, improvement, or repair carried on within the limits and boundaries of any site or reservation under the legal jurisdiction of the federal government; 8. Any person who only furnished materials, supplies, or equipment without fabricating them into, or consuming them in the performance of, the work of the contractor; 9. Any work or operation on one undertaking or project by one or more contracts, the aggregate contract price of which for labor and materials and all other items is less than five hundred dollars, such work or operations being considered as of a casual, minor, or inconsequential nature. The exemption prescribed in this subsection does not apply in any instance wherein the work or construction is only a part of a larger or major operation, whether undertaken by the same or a different contractor, or in which a division of the operation is made into contracts of amounts less than five hundred dollars for the purpose of evasion of this chapter or otherwise. The exemption prescribed in this subsection does not apply to a person who advertises or puts out any sign or card or other device which might indicate to the public that he or she is a contractor, or that he or she is qualified to engage in the business of contractor; 10. Any construction or operation incidental to the construction and repair of irrigation and drainage ditches of regularly constituted irrigation districts or reclamation districts; or to farming dairying, agriculture, viticulture, horticulture, or stock or poultry raising; or to clearing or other work upon land in rural districts for fire prevention purposes; except when any of the above work is performed by a registered contractor, 11. An owner* who contracts for a project with a registered contractor, except that this exemption shall not deprive the owner of the protections of this chapter against registered and unregistered contractors. The exemption prescribed in this subsection does not apply to a person who performs the activities of a contractor for the purpose of leasing or selling improved property he or she has owned for less than twelve months; 12. Any person working on his or her own property, whether occupied by him or her or not, and any person working on his or her personal residence, whether owned by him or her or not but this exemption shall not apply to any person who performs the activities of a contractor on his or her own property for the purpose of selling, demolishing or leasing the property; 13. An owner" who performs maintenance, repair, and alteration work in or upon his or her own properties, or who uses his or her own employees to do such work; 14. A licensed architect or civil or professional engineer acting solely in his or her professional capacity, an electrician certified under the laws of the state of Washington, ora plumber certified under the laws of the state of Washington or licensed by a political subdivision of the state of Washington while operating within the boundaries of such political subdivision. The exemption provided in this subsection is applicable only when the person certified is operating within the scope of his or her certification; 15. Any person who engages in the activities herein regulated as an employee of a registered contractor with wages as his or her sole compensation or as an employee with wages as his or her sole compensation; 16. Contractors on highway projects who have been prequalified as required by RCW 4.7.28.070, with the department of transportation to perform highway construction, reconstruction, or maintenance work; 17. A mobile/manufactured home dealer or manufacturer who subcontracts the installation, set-up, or repair work to actively registered contractors. This exemption only applies to the installation, set-up, or repair of the mobile/manufactured homes that were manufactured or sold by the mobile/manufactured home dealer or manufacturer ; 18. An entity who holds a valid electrical contractor's license under chapter 19.28 RCW that employs a certified journeyman electrician, a certified residential specialty electrician, or an electrical trainee meeting the requirements of chapter 19.28 RCW to perform plumbing work that is incidentally, directly, and immediately appropriate to the like -in -kind replacement of a household appliance or other small household utilization equipment that requires limited electric power and limited waste and/or water connections. An electrical trainee oust be supervised by a certified electrician while performing plumbing work. Per Washington State Department of Labor and Industries lessee has been interpreted to be equivalent to owner for purposes of exe mptions. DECK PLAN SCALE : I"= 1'-0" LJ LJ L.J RIGHT ELEVATION SCALE : I"= V-0" LJ LJ LJ LJ LJ LJ REAR ELEVATIONS SCALE : ("= 1'-0" 1EDULE AND NOTES A. X 12" CONC. FTG W/ 3 #4 BARS (TYP.) A. X 30" CONC. FTG W/ 3 $4 BARS (-YP.) ; FOR Fi FOOTINGS SHALL BEAR ON RE JG. USE SIMPSON POST BASE OR EQUIVALENT ; FOR F2 FOOTINGS SHALL BE EMBEDEC INTO 2ETE (24" EMBEDMENT) 4x4 P.T. POST (TYP.) 6 r A2 r 2x4 PONY WALL 1 2XI2 RAFTERS W/ 2X8 COLAR TIES AT 24" O.C. re 1014 -,ZZ 25:12 2.5:12 T"— `—EXISTING RESIDENCE f \,i-2x4 PONY WALL II I �BEAMDIA. BRACE I 4X10 DIA. BRACE EAM� 6" 4x10 BEAM SCALE : ("= 1'-0" i 0011 i l No,changes shan be made to to of work without prior approval of ling Tukwila Building Division, NOTE: Revisions will require a now ipw subm= end may include additional plan Jun 23, 2020 SEPARATE PERMIT I REQUIRED FOR: j [74 Mechanical j n Electrtcal !j ED Plumbing Q Gas Piping City of Tukwila 2MILDING DIVISION REVIEWED FOR CODE COMPLIANCE APPROVED SEP 2 4 2020 S City of Tukwila S BUILDING DIVISION CORRECTION LTR 0 -� m These plans are copyrighted in accordance with federal statutes. Payment of use fee Is due Rector Residential Design, LLC. prior to construction for each 'structure built from these plans.,' Reproduction by any method of all, part or variations thereof without writtenpermission from Rector Residential Design, LLC. Is expressly,'prohlbited. These drawings and`all prints therefrom remalo`the property of Rector Residential Design, LLC. REVISIONS DRAFTER: m DATE: 10/2b/n PROIECP No: 19195 FILE COPY Permit fd r Plan review approval is suplect to errors ano �missions Approval ofconstructiondocumentsdoes SHEET NO: RECEIVED :m authorize the violation of any Scooted code or I Jrolnance Receipt of aporovea Fielo Copy and CITY OF TUKWILA x conditions Is aCKnowletkjec: By(2L/(D71} AUG 18 2020 .. Date f � to17(CI �/� iv uKJnla PERMIT CENTER 2 6U11LING DIVISION .. . ......... .... I .... D9, --T, O.C. 5" MAX. 2" MIN. MIN. FOR 2x10 0 0 0 5.5" MIN. FOR 2x8 0 0 0 7.5" MIN. FOR 2x12 " MIN. _77- 2" MIN. LEDGER y2' DIA. LAG SCREW OR THRU-BOLT WITH WASHER LEDGER FASTENER SPACING I SCALE: N.T.S. (5) I 1 IRE DECK BEAM 2. P.T. POST 3. SIMPSON BC POST CAP 1. EXISTING STUD WALL 2. 2x P.T. LEDGER TO MATCH DECK JOIST W/ 2 ROWS OF \"x4" LAG SCREWS STAGGERED @ 9" O.C. IN EACH ROW 3 DECKING PER PLAN 4. 2x P.T. DECK JOIST @ 16" O.C. PER PLAN 5 SIMPSON LOS HANGER TO LEDGER EXISTING RIM BOARD 6. EXISTING FLOOR JOISTS T Z FLASHING 8. DECK LEDGER AT RIM BOARD L /¢rnir- hiTc 1. RAFTER W/ 2x6 T&G SOFFIT 2. SIMPSON H1 AT EACH RAFTER 3. BEAM PER PLAN DTT2Z AT 24" EACH END OF DECK JSTS OR %" HDG LAG SCREW WITH HOG WASHER OR SDWH TIMBER -HEX HDG SCREW INTO TOP PLATE, STUDS, OR HEADER - PLACED AT (4) LOCATIONS PER DECK DECK LEDGER AT END RIM BOARD J )SCALE: N.T.S. L EDGE NAILING 2. CONVENTIONAL FRAMING 2x RAFTER W/ ROOF SHEATHING PER PLAN (SEE BELOW FOR RECOMMENDED SIZES BASED ON SPAN) 3 2x OR tY" EVIL RIDGE BOARD NOT LESS IN DEPTH THAN CUT END OF RAFTER. 4. CONNECT RAFTER TO RIDGE W/ SIMPSON [.SO OR LSSU HANGER TO MATCH RAFTER (� WOOD BEAM AT WOOD POST RAFTER AT BEAM I RIDGE BOARD AT CONVENTIONAL RIDGE J SCALE: N.T.S. (vN.T.S. SCALE: VALLEY FRAMING 1.CONVENTIONAL 2x OVER FRAMING @ 24" O.C. W/ (4) 16d TOE NAILS TO VALLEY PLATE (SEE BELOW FOR RECOMMENDED SIZES BASED ON SPAN) EDGE NAILING 2. 2x VALLEY BOARD TO MATCH 3. RAFTER W/ (2) 16d NAILS PER TRUSS ROOF TRUSS TOP CHORD OR 4' RAFTER PER PLAN CONTINUOUS SHEATHING BENEATH 5. OVERFRAMING OR 2x4 BRACING @ 24" O.C. W/ 2-16d NAILS PER TRUSS. FOR RAFTER SPANS BELOW USE THE FOLLOWING SIZES: O'-0" TO 6'-7" 2x4 6'-8" TO 9'-7" 2x6 9'-8" TO 12'-2" 2x8 12'-3" TO 14'-10" 2x10 14'-11" TO 17'-3" 2x12 (ASSUMES RAFTERS @ 24" O.C. LL=30PSF & DL=IOPSF PER TABLE 1_ WOOD RAILING 2. 2x DECKING 3, 2x P.T. BLOCKING SECURED TO BEAM W/ 8d TOE NAILS @ 6" O.C. 4, P.T. RIM JST 5. BEAM PER PLAN 6. P.T. DECK JSTS @ 16" O.C. 7. P.T. POST 8. BOLT WASHER & NUT RAIL POST AT CANTILEVER DECK 1 SCALE: N.T.S. 4x4 P.T. POST 6' MAX. (TYP.) 2x6 P.T. TOP RAIL 2x P.T. SUB 2x P.T. TOP RAIL 2x2 PICKETS SPACED RAIL SUCH THAT A 4"4 2x4 P.T. SO SPHERE C4NNOT PASS RAIL z 2x4 RAIL RUNNERS NOMINAL 2x2 FASTENED TO GUARD BALUSTER POST W/ ;2) 8d NAILS OR (2) #8 WOOD 2x4 P.T. SCREWS BOTTOM RAIL LC]-----R ATTACH PICKETS TO AL BUNKERS W/ (1) #8 WOOD SCREW OR (2) (2) \"4 THRU BOLTS 2" MIN. TOP & BOTTOM 2x P.T. BOTTOM RAIL Sd NAILS & WASHERS ELEVATION RAIL 10 N.T.S. 1, WOOD RAILING 2. 2x P.T. DECKING 3. 2x P.T. BLOCKING SECURED TO BEAM W/ 8d TOE NAILS @ 6" O.C. 4. 2x P.T. RIM JST 5, BEAM PER PLAN 6. 2X P.T. DECK JSTS @ 16" QC. 7. P.T. POST 8- SIMPSON AC @RAIL POST AT CANTILEVER DECK SCALE: N.T.S. WOOD BEAM AT WOOD COLUMN 13 SCALE: N.T.S. NOTES: 1. WOOD COLUMN ABOVE PER PLAN 2. WOOD BEAM PER PLAN 3. SIMPSON PC TYPE OR EQUIVALENT POST CAP 4. WOOD COLUMN PER PLAN 5. SIMPSON PC TYPE OR EQUIVALENT INVERTED POST CAP NOTES: 1. 2x RIDGE BOARD 2. WOOD JOISTS PER PLAN 2 TIE AT EACH RAFTER HOOD NAILS, EACH (DWOOD COLLAR TIE WITH RAFTERS N.T.S. HANDRAIL TO BE CONTINUOS 1 1/4" DIA. MIN. FOR FULL LENGTH OF FLIGHT HANDRAIL R311.5.6.2 BALUSTERS TO CONFORM TO IRC. SEC. R312.2 x 4" SPHERE SHALL a NOT PASS THROUGH ro� �z �z z zw �o M LSCZ ADJUSTABLE STRINGER CONNECTO (3) 2X12 STRINGERS EXTERIOR STAIR NOTES: - EXTERIOR STAIR LIGHTING AT TOP LANDING WITH CONTROLS INSIDE THE DWELLING. IRC SECTION R303.6 & R303.6.1 - A MAXIMUM SLOPE OF 1:48 (27) IS REQUIRED AT EXTERIOR LANDINGS AND TREADS FOR DRAINAGE. IRC SECTION R311.5.5 - MINIMUM STAIRWAY WIDTH ABOVE HANDRAIL SHALL BE NO LESS THAN 36 INCHES. IRC SECTION R311.5.1 - STAIR & STAIR LANDING MINIMUM WIDTH SHALL BE NO LESS THAN 36" (31\" CLEAR IF ONE HANDRAIL, & 27" CLEAR IF 2 HANDRAILS. IRC SECTION R311.5.1 `DETAIL 8 SCALE: N.T.S. D/q- 020� CORRECTION LTR#_. I .p 5=4 on gE0teT% Fgslo� ���1 Jun 23, 2020 REVIEWED FOR CODE COMPLIANCE APPROVED SEP 2 4 2020 City of Tukwila BUILDING DIVISION These plans are copyrighted in accordance with federal statutes. Payment of use fee is due Rector Residential Design, LLC. prior to construction for each structure built from these plans. Reproduction by any method of all, part or variations thereof without written permission from Rector Residential Design, LLC. is expressly prohibited. These drawings and all prints therefrom remain the property of Rector Residential Design, LLC. DRAFTER: O DATE: 10/29/19 PROJECT NO: 19195 SHEET NO: RECEIVED CITY OF TUK\&q AUG 18 2024 2 PERMIT CENTER