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HomeMy WebLinkAboutPermit D17-0241 - BING RESIDENCE - CONVERT CARPORT TO GARAGEBING RESIDENCE 14246 56Th AVE S EXPIRED 8/5/2022 D17-0241 Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT 3365900285 Permit Number: D17-0241 14246 56TH AVE S Project Name: BING RESIDENCE Issue Date: 2/21/2018 Permit Expires On: 8/20/2018 Owner: Name: Address: IDDINGS ANDREW 14246 56TH AV S , SEATTLE, WA, 98168 Contact Person: Name: ZEN MCMANIGAL Address: 142 SW 202 ST, NORMANDY PARK, WA, 98166 Contractor: Name: OWNER AFFIDAVIT - HOWARD BING Address: License No: Lender: Name: EAGLE HOME MORTGAGE Address: 3727 CALIFORNIA AVE SW - SUITE 1-C , SEATTLE, WA, 98166 Phone: (206) 824-3935 Phone: Expiration Date: DESCRIPTION OF WORK: CONVERTING CARPORT TO GARAGE Project Valuation: $55,000.00 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $1,801.35 Occupancy per IBC: R-3 Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 Noiffil�% Permit Center Authorized Signature: ► v` kilY0 Date: I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permi does not presume to give authority to violate or cancel the provisions of any other state or local laws regulat' g onstruction or the performance of work. I am authorized to sign and obtain this development permit and gree o the conditions attached to this permit. Signature: Print Name: ‘-\DN/AvA Date" Zj • ) P 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: ***BUILDING PERMIT CONDITIONS*** 2: 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. 3: 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. 4: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 5: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 6: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 7: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 8: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 9: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 10: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 11: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 12: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction 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 Line: (206) 438-9350 1700 BUILDING FINAL** 0301 CONCRETE SLAB 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0502 LATH/GYPSUM BOARD 0401 ROOF SHEATHING 0413 WALL SHEATHING/SHEAR CITY OF TUKJT'TM Community Develop:_ ,.0 Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www . Tu«% i1aWA. goN Building Pe' it No. v I"l' o Project No. Date Application Accepted: Oi \($ Date Application Expires: (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: Tenant Name: 142-4c. 5-6""`46v s Vinn 1?-ifikiow PROPERTY OWNER Dom, Nae: �TOW0.le-� f -�) -v17f i-1 j / 14 Address:44 2_4,6 S6 .i-$' A,,ki S City: rrv(40l LA. State: wA Zip: 1$(6(... CONTACT PERSON — person receiving all project communication Name:2it A^ V'b-aq (Ci.6A- Address: (4 Z xtA) �% � MO s 7---, City:l`ts0l q joy I�D%l1Ltate: AJ Zip' lO(4 Phonez06 ,p(3 l 3 5-Fax: Email: Z G 04 S K i IA. I. GO w1 GENERAL CONTRACTOR INFORMATION Company Name: -rep,. P Address: City: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: King Co Assessor's Tax No.: 334, S g 002 0 Suite Number: Floor: New Tenant: ❑ Yes ❑ „No ARCHITECT OF RECORD Company Name: MC ,4 (4 - ciksfoul [1,4 Architect Name: Z�4 �Cw it. _ t q is,c, Address: (4- Z SGO 70 2 /v9 ST—. City:140toaeState: W j Zip: '1 % Phone djq J l3 5-Fax: Email: Z & we 2,44 l I A- ( ao 1, G0 viA ENGINEER OF RECORD Company Name: r Q 1 K! ij c/ f 4 Engineer Name: 444420 N Phi l.A44 c , Address: i c5 ((o IJliti 6 O +4i" 5T- City: S (AI- State: JA Zip:cgg/( Phono20` / g 9^4.075•Fax: Email:a ,p 9.0ti bl.vtc. @ ,0lie ei^ , co"A LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: g,1 4 CE 1100.46 mole-T-444. r. Address: 3.7 Z 7 GA4_,(r/2/Jo, AC,/ SGt)tO( - l✓ �'�� City: 5'-/ / StateL(, Zi (( (76 H:\Applications\Forms-Applications On Line\2011 Applications\Pemit Application Revised - 8-9-I I.docx Revised August 2011 bh Page 1 of 4 BUILDING PERMIT INFORMATION \ 206431-3670 / Valuation of Project (contractor's bid price): $ ("CV, -- Describe the scope of work (please provide detailed information)): -^ ircl)CrC+ 0,0 v`eir Will there be new rack storage? ❑ Yes Existing Building Valuation: 0 CVO 14. 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 1 0 3 O I y Q �l t2 - 3 2nd Floor 3rd Floor Floors thru Basement 0 Accessory Structure* Attached Garage 4 s .e• if , t Detached Garage Attached Carport Z-('t A 4-( O) Detached Carport Covered Deck Uncovered Deck 2 J O0 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)ZI *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that theprincipalowner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: 3 Compact: Handicap: Will there be a change in use? ❑ Yes /e. No If "yes", explain: FIRE PROTECTIONIHAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes 0 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:\Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION — 206-433-0179 Scope of Work (please provide detailed information): Water District ...Tukwila 0 ...Water District #125 ❑ .. Highline ❑ ...Water Availability Provided Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. ❑ .. Renton ;ger District Tukwila ❑...Valley View ❑ .. Renton ❑ .. Seattle ❑ ...Sewer Use Certificate 0...Sewer Availability Provided Septic System: 0 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): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way ❑ El ...Total Cut 0 ...Total Fill q1 i cubic yards cubic yards ❑ ._ Geotechnical Report ❑ .. Maintenance Agreement(s) ❑ ...Traffic Impact Analysis ❑ ...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance ❑ .. Work in Flood Zone . Storm Drainage ❑ ...Sanitary Side Sewer ❑ .. Abandon Septic Tank 0 .. Grease Interceptor ❑ ...Cap or Remove Utilities ❑ .. Curb Cut 0 .. Channelization ❑ ...Frontage Improvements ❑ .. Pavement Cut 0 .. Trench Excavation ❑ ...Traffic Control ❑ _. Looped Fire Line ❑ .. Utility Undergrounding ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ ...Permanent Water Meter Size... WO # ❑ ...Temporary Water Meter Size .. WO # ❑ ...Water Only Meter Size " WO # 0 ...Deduct Water Meter Size ❑ ...Sewer Main Extension Public 0 Private 0 ❑ ...Water Main Extension Public 0 Private 0 33 FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ...Water ❑ ...Sewer 0 ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: City State Zip Water Meter Refund/Billing. Name: Mailing Address: Day Telephone: City State Zip H:\Applications\Forms-Applications On Line\2011 Applications\Peimit Application Revised - 8-9-11.docx Revised August 2011 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 CER 1'lr Y 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 OW R ORIZJEDD GENT: Signature: i�v / Date: q O -- ( 7 Print Name: Z 604 AA /1/1®''/U/4.4,—,+ Day Telephone: .i®li 0 2 y 3 (3 S� Mailing Address: P ( 2— 5.�, 2O2 Np J % ^ mtsiA/ 7/. 144 (0(6 4 City State Zip H:\Applications\Forms-Applications On Line \2011 Applicatioa\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 4 of 4 PermitTRAK D17-0241 Address: 14246 56TH AVE S Apn: 3365900285 $69.87 Credit Card Fee Credit Card Fee R000.369.908.00.00 0.00 DEVELOPMENT ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R14624 $2.04 $2.04 $67.83 R000.345.830.00.00 Date Paid: Friday, June 01, 2018 Paid By: JILLMCMANIGAL Pay Method: CREDIT CARD 131710 Printed: Friday, June 01, 2018 1:11 PM 1 of 1 f 1 Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $1,114.32 D17-0241 Address: 14246 56TH AVE S Apn: 3365900285 $1,114.32 DEVELOPMENT $1,061.47 PERMIT FEE R000.322.100.00.00 0.00 $1,056.97 WASHINGTON STATE SURCHARGE 8640.237.114 0.00 $4.50 TECHNOLOGY FEE $52.85 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R13843 R000.322.900.04.00 0.00 $52.85 $1,114.32 Date Paid: Tuesday, February 20, 2018 Paid By: MCMANIGAL & ASSOCIATES Pay Method: CHECK 11044 Printed: Tuesday, February 20, 2018 3:08 PM 1 of 1 SYSTEMS "\ Cash Register Receipt City of Tukwila Receipt Number DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $687.03 $687.03 $687.03 $687.03 $687.03 D17-0241 Address: 14246 56TH AVE S Apn: 3365900285 DEVELOPMENT PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R12278 R000.345.830.00.00 0.00 Date Paid: Friday, September 08, 2017 Paid By: MCMANIGAL & ASSOCIATES Pay Method: CHECK 11010 Printed: Friday, September 08, 2017 12:39 PM 1 of 1 SYSTEMS STRUCTURAL CALCULATIONS Project: The Bing Residence 14246 56th AVE S Tukwila, WA 98168 Structural Engineer: Aaron Pambianco, P.E. AJP Engineering, Inc 1325 4th Ave. Ste. 1940 Seattle, WA 98101 ar ambianco (1 aiDenq.com REVISION NO,L r 31„07:4 IED CITY OF TUKWILA MAY 04 2018 PERMIT CENTER Architect: Zen McManigal 142 SW 202nd Seattle, WA 98166 Issue: PERMIT 12.19.2017 r_• 7-�.,. �AWrrw .D ng 30 3 City of Tukwila �1111r1✓:� :V GaVI:l^N SECTION 1: GENERAL Bing Maps - Directions, trip planning, traffic cameras & more https://www.bing.com/maps 1 bing maps 14246 56th Ave S, Seattle, WA 98168 ;Bing Residence Ilevue Sammamish East Renton Highlands EAST 14I11 •MERIDIAN Ma Mirrorrnont UPP Tiger At Tiger Mountain State Forest. 0 2017 FERE 1 of 1 8/3/17, 9:17 AM Design Criteria Codes and Standards Building Code: 2015 International Building Code Min. Design Loads: ASCE7-10 Wood: 2012 NDS Steel: AISC 14th Addition Concrete: ACI 318-11 Occupancy: SFR Lateral Design Wind Forces Importance 1 Enclosed Wind Velocity 110 3sec Exposure: B Kzt: 1 Risk: II Building Height Adj. A 1.0 Seismic Importance 1 Lat. Long. 47.47949 122.26417 Spectral Response: Ss = 1.48 S1 = 0.55 Site Class D Method Equivalent Lateral Force Irregularities NA Gravity Design USGS Snow Roof 25 psf Soil Bearing 2000 psf Active Earth NA Passive Earth NA Report NA Live Residential 40 psf Deck 60 psf AJP Engineering, Inc 1325 4th Ave. Ste 1940 Seattle, WA 98101 Bing - Calculations.xlsx Date: 12/7/2017 SECTION 2: FRAMING Assemblies Roof New (psf) Exterior Walls Light (psf) Asphalt shingles 2.5 Wood Siding 2 1/2" PIy-wood 1.5 1/2" Ply -wood 1.5 2x12 @ 24"oc 2.2 2x6 @ 16" O.C. 1.7 R30 Insulation 1.2 Insulation 0.7 5/8" Gyp. -Board 2.8 1/2" Gyp. -Board 2.2 Misc. 1.8 Misc. 1.9 Dead Load 12.0 Dead Load 10.0 Snow load 25.0 9'-0" Wall 90.0 Total 37.0 Floor (psf) Deck New (psf) 3/4" hardwood 3.0 2x decking 4.3 3/4" PIy-wood 2.3 2x6 @ 16"oc 1.7 2x10 @ 16" o.c. 2.8 Misc. 1.5 5/8" Gyp. -Board 2.8 Dead Load 7.5 Misc. 1.6 Snow Toad 25.0 Dead Load 12.5 Live Load 60.0 Live load 40.0 Total 52.5 AJP Engineering, Inc 1325 4th Ave. Ste 1940 Seattle, WA 98101 Bing - Calculations.xlsx Date: 12/19/2017 L .B2_ a B3 Roof Framing Plan I F1 ' Bd1 1� Jd1 F2: jMain Level Framing Plan ]FORTE JOB SUMMARY REPORT Gravity Design Garage.4te See Appendix A for Beam Analysis 01: Roof Level Framing Member Name Results Current Solution Comments B1 Passed 2 Piece(s) 2 x 8 Hem -Fir No. 2 B2 Passed 2 Piece(s) 2 x 8 Hem -Fir No. 2 B3 Passed 1 Piece(s) 4 x 8 Douglas Fir -Larch No. 1 31 Passed 1 Piece(s) 2 x 12 Hem -Fir No. 2 @ 24" OC B4 Passed 1 Piece(s) 4 x 12 Douglas Fir -Larch No. 1 B5 Passed 1 Piece(s) 4 x 12 Douglas Fir -Larch No. 1 . 02 Lower Level Member Name Results Current Solution Comments J1 Passed 1 Piece(s) 2 x 10 Hem -Fir No. 2 @ 16' OC idl Passed 1 Piece(s) 2 x 6 Hem -Fir No. 2 @ 16" OC Bd1 Passed 1 Piece(s) 4 x 6 Douglas Fir -Larch No. 1 Forte Software Operator Sam Dougherty AJP Engineering (206)452-1458 sdougherty@AJPEng.com Job Notes 12/19/2017 8:13:28 AM Forte v5.3, Design Engine: V7.0.0.5 Gravity Design Garage.4te Page 1 of 10 gis,,u;TD o r(�5sys 2x 6 12z'- J/,4LJPc2 `t &-AID t �� = l I7A ; T v t :p s: �v= 3-7-e s; ✓ S r o V -3 5 2 d2 L $ /0R > 2ov(6+' A_ __5C l P A G) -(2.1) (K,sr' (2') 2 S 5f S� AP Engineering 1325 4th Avenue, Suite 1940 Seattle, WA 98101 1 206,452.1331 Project: Designer: Date: )z • L g • Sheet: of LEDGER 1 Oc it I (~ 6-b." it,%l t" }/u)(ic3(6.(5Ds SCi2 Vs = e2-KS1",(t,t5)/s„, 2. 81 17Sc , tie* > 500'6 11(I Z1- . 26, R. LA-) 0) Vt. x 3 t/Lt 05 ScP-ewr A, Project: Engineering 1325 4th Avenue, Suite 1940 Seattle, WA 98101 1 206.452.1331 Designer: Date: i 2 • t ? • j Sheet: of SECTION 3: LATERAL Design Maps Summary Report https://earthquake.usgs.gov/cn2/designmaps/us/summary.php?template=... MUMS Design Maps Summary Report User -Specified Input Report Title Bing Residence Wed May 3, 2017 15:55:11 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.47494°N, 122.26417°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III USGS-Provided Output Ss = 1.476 g Sl = 0.552 g SMs = 1.476 g SMi = 0.828 g Sos = 0.984 g Sol = 0.552 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. m I f I 35 I 05 a50 0 15 ucn MCE, Response Spectrum Period, T (sec) to 07 a)3 0.9] O r7 O, O40 ° O50 aw a 50 O Zvi a I 0 a)3 Design Response Spectrum 0.XI QD7 80 OG0 OA7 ! O7 I. 20 1 40 I a0 I.A7 20:J Period. T (sec) 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. 1 of 1 5/3/17, 8:55 AM Seismic Forces ASCE 7-10 Ch 11 Equivalent Lateral Force Maximum Considered Earthquake Spectral Response Ss Maximum Considered Earthquake Spectral Response Si http://egint.cr.usgs.qov/eq/html/lookup-2002-interp.html Importance Factor Building Height Site Class Site Coeficients Site Coeficients Response Modification Coeficient Maximum Spectra Response Acceleraton .02s Maximum Spectra Response Acceleration 1 s Design Spectra Response Acceleraton Parameter Design Spectra Response Acceleraton Parameter Upper Calculated Period Period Seismic Response Coe Upper bound Seismic Response Coef. Seismic Response Coe Lower Bound Sesmic Base Shear Forces N/S and E/W Story Ht (ft) Table 20.3-1 Fa Table 11.4-1 Fv Table 11.4-2 R Table 12.2-1 SMS SM1 SDS SD1 eq. 12.4-3 eq. 12.4-4 Cu table 12.8-1 Ta eq. 12.8-9 Cs eq. 12.8-3 Cs eq. 12.8-2 Cs eq. 12.8-6 1.480 0.550 1 10 D 1 1.5 N/S %g %g E/W 6.5 6.5 1.48 0.83 0.99 0.55 1.40 0.11 N/S 0.54 0.15 0.02 E/W 0.54 0.15 0.02 V eq. 12.8-1 W x 0.15 0.15 weight weight weight Area floor walls total E (ft^2) (psf) (k) (k) (k) V1 10 800 20 0 AJP Engineering, Inc 1325 4th Ave. Ste 1940 Seattle, WA 98101 16 2.43 2.43 Vertical Distribution Bing - Calculations.xlsx WHt % V 160 1.00 2.43 160 1.00 2.43 Date: 12/7/2017 1- co 0 a 0 2 H 0 to Horizontal Distribution (above) (total) CO CO (0 N N N N N N CO CS) CO N M N N N N O 0 0 2 2 I N N Cn (0 O O O CO C0 NN N N ar> O 1 C0 (0 N O O Oi O O O O O O O O O O O O O O O N cM N O O O O O Cr) O l O CO L O O CO CD CO CO CO 0) N C) M M Cr) O O O O O c0 COCO Cn N In N N CO CO O O O O O O c0 CO N N C N 0 0 O O N 1 0 0 N 0 1.0 M N O CD Cx0 CO CX 0 CO NNN NNN N N M N- CO a— N O r- O A— O .- — = = ,- N 0 2 N N 0 ' 0 ' 2 2 Cr) O N O O O M CO O O M O O O O O O O O O O O O O O O O O O O W N O O L c N N O 0) CO c)) C(') CO CM Cr) N M 0 O O O O O O co co CO co co N 0. O O O 0 0 0 co to j W a) N- Co CO (0 co co CO 3 p u) (A C/) 0) 0) 0) in 0 N O O O O'— O O O O O O O 0 lY] no II II a) r- ti O O O O O Cn O O O L L U O O O O O O N O O O O O O O 8 co c0 CA co co c0 a) O co LP 0) Ln r- • d cM •cr O Co .0 U Co O N N w _ Y rn N N a � 0 CD 0 0 N Cb y O O 11 > II II a— 0 e- Q M Cia N o N o N a— In N L N p W O Q m O N -J W N 0 CO CO a) C' = compresion. IBC 16-14:.D+ .7E+ .75L Date: 12/7/2017 Bing - Calculations.xlsx Lt ; 1)-1-,9e IMP; 5$t otAa AkF Uilr4C rO re'Et itop(f L ym __ K cNa i^ AP Engineering Project: Date: g • Z ( • 1325 4th Avenue, Suite 1940 %�i Seattle, WA 98101 1 206.452.1331 Designer: 2 Sheet: of Wind Forces ASCE 7-10 Ch 28 Part 2: Enclosed Simple Diaphragm Low -Rise Building Importance 1 Mean Roof Height F 10.0 Wind Velocity 110 3sec 0 13.0 Exposure: B Length I 25.0 Kzt: 1.00 Width w 22.0 Risk: II Building Height Adj. A 1 a 3.0 Figure 28.6-1 10% 2.2 0.4h 4 4% w (min. I) 0.9 3ft (min. 11) 3.0 MWFRS Horizontal Pressure Zones Zone (psf) A BCD Figure 28.6-1 P830 24.1 -8 16 -4.6 Ps 24.1 -8 16 -4.6 Ps = Ps30 * Kzt * A Eq. 28.6-1 KZT = 1.0 BY INSPECTION GOOGLE EARTH AJP Engineering, Inc 1325 4th Ave. Ste 1940 Seattle, WA 98101 Bing - Calculations.xlsx Date: 12/7/2017 1- 0 a 0 2 H J -J 0 Horizontal Distribution COO CX CX C.0 CO NNN NN N N N N N M M W N N O 0 2 2 H M N M M O 0 0 0 O O O O O O O O 0 0 0 0 O '* O N N M N 0 O 0 0 CO 00 CO 00 O o O O • (I) CO 0 0 0 0 O 0 0 0 O O O O O O O O O CO CO CO N Cf) N CO CX CX CS) CD NNN NN NNN N 0) N 0 N • O r O •- r N 0 2 O O CO LO N M N O o (i; O O ✓ O o O- O O O O O O O O O N CI) Cr) co co cc Co Co 0o co co O 0 0 o 0 0 CA CO Cr) N C7 (0 (0 c0 O O O O O O O 0 0 o 0 0 CO CO CO O O O O O O • O O O O CO CO Co O t0 Cn ti CO N U N N m L N Date: 12/7/2017 (0 Bing - Calculations.xlsx m c m O C a o a) c co ~ II II II O co •o . Cdg C CD Q a) w ai O) a. `O m a) Q�(n /<- 1Q s0. it s� (201' I__ go 9G w 3 Engineering Project: 1325 4th Avenue, Suite 1940 Seattle, WA 98101 1206.452.1331 Designer: 6,e o— Date: 0 '•1'7-- Sheet: of LObPs S l4-0 1 Ai LL; 1)4,L) Air UN FACToArri 5e,1 /1)t_.= 1,21 ^ Sq (4747 r IL AProject: Engineering 1325 4th Avenue, Suite 1940 Seattle, WA 98101 1206.452.1331 Designer: Date: • 2 ( • / •_ Sheet: of SECTION 4: FOUNDATION S�t ( Cora -Get‘, -2~pv f ! . s ft%f f s::( 6104e(6 > tA)74- (9-oO©p51) 53 Lie s-f( ©t- s:c DC_ /vi r N �L LEVei. QL ( 4u_ L - ; Df i n -aLeS ) /, _ Sool igf54,t2 539 r K oar AProject: Engineering 1325 4th Avenue, Suite 1940 Seattle, WA 98101 1 206.452.1331 Designer: Date: (2 72 • (7 Sheet: of F ffv•-=--2.2sft $ : t p • -f So; `/, Givers- 11 oo yocf ✓ r 1 1e (� 10 , 5 I( Qd, 5'0 (4.71) QD o f) ro,S'(25esf)(6.J') j't" s DtS r/s liDars.c Project: 1�'( s Date: • % / • 1 Engineering 1325 4th Avenue, Suite 1940 Seattle, WA 98101 ( 206.452.1331 Designer: Sheet: of FORTE' JOB SUMMARY REPORT Gravity Design Garage.4te Appendix A: Beam Analysis 01: Roof Level Framing Member Name Results Current Solution Comments B1 Passed 2 Piece(s) 2 x 8 Hem -Fir No. 2 B2 Passed 2 Piece(s) 2 x 8 Hem -Fir No. 2 B3 Passed 1 Piece(s) 4 x 8 Douglas Fir -Larch No. 1 31 Passed 1 Piece(s) 2 x 12 Hem -Fir No. 2 @ 24" OC B4 Passed 1 Piece(s) 4 x 12 Douglas Fir -Larch No. 1 B5 Passed 1 Piece(s) 4 x 12 Douglas Fir -Larch No. 1 02: Lower Level Member Name Results Current Solution Comments 31 Passed 1 Piece(s) 2 x 10 Hem -Fir No. 2 @ 16" OC Jd1 Passed 1 Piece(s) 2 x 6 Hem -Fir No. 2 @ 16" OC Bd1 Passed 1 Piece(s) 4 x 6 Douglas Fir -Larch No. 1 Forte Software Operator Sam Dougherty AJP Engineering (206) 452-1458 sdougherty@AJPEng.com Job Notes 12/19/2017 8:13:28 AM Forte v5.3, Design Engine: V7.0.0.5 Gravity Design Garage.4te Page 1 of 10 FORTE' MEMBER REPORT Roof Level Framing, B1 2 piece(s) 2 x 8 Hem -Fir No. 2 0 Overall Length: 3' 8" 3' 2" E1 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattem) Member Reaction (Ibs) 1055 @ 1 1/2" 3645 (3.00") Passed (29%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 564 @ 10 1/4" 2501 Passed (23%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 840 @ 1' 10" 2569 Passed (33%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.009 @ 1' 10" 0.114 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.014 @ 1' 10" 0.171 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 3' 8" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 3' 8" o/c unless detailed otherwise. • Applicable calculations are based on NDS. Supports Bearing Loads to Supports (Ibs) -1 Accessories Total Available Required Dead Roof Live Snow Total 1 - Trimmer - HF 3.00" 3.00" 1.50" 368 550 687 1605 None 2 - Trimmer - HF 3.00" 3.00" 1.50" 368 550 687 1605 None Loads Location (Side) Tributary Width Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 3' 8" N/A 5.5 1 - Uniform (PSF) 0 to 3' 8" 15' 13.0 20.0 25.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Sam Dougherty AJP Engineering (206) 452-1458 sdougherty@AJPEng.com PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 12/19/2017 8:13:28 AM Forte v5.3, Design Engine: V7.0.0.5 Gravity Design Garage.4te Page 2 of 10 ]FORTE 0 MEMBER REPORT Roof Level Framing, B2 PASSED 2 piece(s) 2 x 8 Hem -Fir No. 2 Overall Length: 8' 6" 8' EI EI 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 831 @ 1 1/2" 3645 (3.00") Passed (23%) -- 1.0 D + 1.0 S (AII Spans) Shear (Ibs) 664 @ 10 1/4" 2501 Passed (27%) 1.15 1.0 D + 1.0 S (AII Spans) Moment (Ft-Ibs) 1663 @ 4' 3" 2569 Passed (65%) 1.15 1.0 D + 1.0 S (AII Spans) Live Load Defl. (in) 0.105 @ 4' 3" 0.275 Passed (L/941) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.165 @ 4' 3" 0.313 Passed (L/602) -- 1.0 D + 1.0 S (AII Spans) • Deflection criteria: LL (L/360) and TL (5/16"). • Top Edge Bracing (Lu): Top compression edge must be braced at 8' 6" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8' 6" o/c unless detailed otherwise. • Applicable calculations are based on NDS. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Total 1 - Trimmer - HF 3.00" 3.00" 1.50" 300 425 531 1256 None 2 - Trimmer - HF 3.00" 3.00" 1.50" 300 425 531 1256 None Loads Location (Side) Tributary Width Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 8' 6" N/A 5.5 1 - Uniform (PSF) 0 to 8' 6" 5' 13.0 20.0 25.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Sam Dougherty AJP Engineering (206) 452-1458 sdougherty@AJPEng.com System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 12/19/2017 8:13:28 AM Forte v5.3, Design Engine: V7.0.0.5 Gravity Design Garage.4te Page 3 of 10 aFORTE MEMBER REPORT Roof Level Framing, B3 PASSED 1 piece(s) 4 x 8 Douglas Fir -Larch No. 1 0 Overall Length: 9' 6" 0 6' II 0 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 1746 @ 6' 4 1/4" 7656 (3.50") Passed (23%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 784 @ 5' 7 1/4" 3502 Passed (22%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) -1222 @ 6' 4 1/4" 3820 Passed (32%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.043 @ 9' 6" 0.210 Passed (2L/999+) -- 1.0 D + 1.0 5 (Alt Spans) Total Load Defl. (in) 0.052 @ 9' 6" 0.315 Passed (2L/999+) -- 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL 2L/360) and TL (2L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 9' 6" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 9' 6" o/c unless detailed otherwise. • Applicable calculations are based on NDS. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Column - SPF 2.50" 2.50" 1.50" 205 459 664 Blocking 2 - Column - SPF 3.50" 3.50" 1.50" 597 1149 1746 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location (Side) Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 9' 6" N/A 6.4 1 - Uniform (PSF) 0 to 9' 6" (Front) 6' 6" 12.0 25.0 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Sam Dougherty AJP Engineering (206) 452-1458 sdougherty@AJPEng.com System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD • SUSTAINABLE FORESTRY INITIATIVE 12/19/2017 8:13:28 AM Forte v5.3, Design Engine: V7.0.0.5 Gravity Design Garage.4te Page 4 of 10 a'FORTEC MEMBER REPORT Roof Level Framing, J1 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 24" OC PASSED 0 Overall Sloped Length: 16' 7 1/4" Et 15' 3 5/8" 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 594 @ 2 1/2" 2126 (3.50") Passed (28%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 504 @ 1' 2 7/16" 1941 Passed (26%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 2235 @ 7' 11 5/16" 2964 Passed (75%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.296 @ 7' 11 5/16" 0.531 Passed (L/647) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.442 @ 7' 11 5/16" 0.797 Passed (L/433) -- 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 4' 8" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 16' 4" o/c unless detailed otherwise. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Snow Total 1 - Beveled Plate - SPF 3.50" 3.50" 1.50" 196 318 397 911 Blocking 1 2 - Beveled Plate - SPF 3.50" 3.50" 1.50" 196 318 397 911 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location (Side) Spacing Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 15' 10 5/8" 24" 12.0 20.0 25.0 Roof Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Sam Dougherty AJP Engineering (206)452-1458 sdougherty@AJPEng.com Job Notes System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch: 3/12 SUSTAINABLE FORESTRY INITIATIVE 12/19/2017 8:13:28 AM Forte v5.3, Design Engine: V7.0.0.5 Gravity Design Garage.4te Page 5 of 10 • FORTE' MEMBER REPORT Roof Level Framing, B4 1 piece(s) 4 x 12 Douglas Fir -Larch No. 1 PASSED 0 Overall Length: 9' 10" 9' 3' 0 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: combination (Pattern) Member Reaction (Ibs) 1651 @ 2" 3347 (2.25") Passed (49%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1265 @ 1' 2 3/4" 5434 Passed (23%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 3869 @ 4' 11" 7783 Passed (50%) 1.15 1.0 D + 1.0 S (AII Spans) Live Load Defl. (in) 0.058 @ 4' 11" 0.317 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.089 @ 4' 11" 0.475 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 9' 8" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 9' 8" o/c unless detailed otherwise. • Applicable calculations are based on NDS. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Total 1 - Stud wall - SPF 3.50" 2.25" 1.50" 579 885 1106 2570 1 1/4" Rim Board 2 - Stud wall- SPF 3.50" 2.25" 1.50" 579 885 1106 2570 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Loads Location (Side) Tributary Width Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.15) Comments 0 - Self Weight (PLF) 1 1/4" to 9' 8 3/4" N/A 10.0 1 - Uniform (PSF) 0 to 9' 10" (Front) 9' 12.0 20.0 25.0 Roof Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software operator Forte Software Operator Job Notes Sam Dougherty AJP Engineering (206)452-1458 sdougherty@AJPEng.com System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch: 0/12 SUSTAINABLE FORESTRY INITIATIVE 12/19/2017 8:13:28 AM Forte v5.3, Design Engine: V7.0.0.5 Gravity Design Garage.4te Page 6 of 10 FORTE® MEMBER REPORT Roof Level Framing, B5 1 piece(s) 4 x 12 Douglas Fir -Larch No. 1 PASSED 0 Overall Length: 12' 4" 11'9" 1 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattem) Member Reaction (Ibs) 1665 @ 12' 2" 5206 (3.50") Passed (320/0) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1561 @ 11' 1 1/4" 5434 Passed (29%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 5711 @ 8' 4" 7783 Passed (73%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.114 @ 6' 6 3/4" 0.400 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.179 @ 6' 6 9/16" 0.600 Passed (L/803) -- 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 12' 4" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 12' 4" o/c unless detailed otherwise. • Applicable calculations are based on NDS. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Total 1 - Stud wall - SPF 3.50" 3.50" 1.50" 394 529 662 1585 Blocking 2 - Stud wall - SPF 3.50" 3.50" 1.50" 604 849 1061 2514 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location (Side) Tributary Width Dead (0.90) Roof Live (nonsnow:1.25) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 12' 4" N/A 10.0 1 - Uniform (PSF) 0 to 12' 4" (Front) 2' 12.0 20.0 25.0 Roof 2 - Point (lb) 8' 4" (Front) N/A 579 885 1106 Linked from: B4, Support 1 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Sam Dougherty AJP Engineering (206)452-1458 sdougherty@AJPEng.com System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch: 0/12 SUSTAINABLE FORESTRY INITIATIVE 12/19/2017 8:13:28 AM Forte v5.3, Design Engine: V7.0.0.5 Gravity Design Garage.4te Page 7 of 10 I F 0 R T E® MEMBER REPORT Lower Level, J1 1 piece(s) 2 x 10 Hem -Fir No. 2 @ 16" OC PASSED 0 Overall Length: 12' 7" 12' E1 0 a All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 437 @ 2 1/2" 1367 (2.25") Passed (320/0) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 370 @ 1' 3/4" 1388 Passed (27%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 1308 @ 6' 3 1/2" 1917 Passed (68%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.204 @ 6' 3 1/2" 0.406 Passed (L/714) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.271 @ 6' 3 1/2" 0.608 Passed (L/539) -- 1.0 D + 1.0 L (All Spans) TJ-Pro'm Rating N/A N/A -- -- -- • Deflection criteria: LL (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 8' 1" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 12' 5" o/c unless detailed otherwise. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. • No composite action between deck and joist was considered in analysis. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall - HF 3.50" 2.25" 1.50" 109 336 445 1 1/4" Rim Board 2 - Stud wall - HF 3.50" 2.25" 1.50" 109 336 445 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Loads Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 12' 7" 16" 13.0 40.0 Residential -Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Sam Dougherty AJP Engineering (206) 452-1458 sdougherty@AJPEng.com System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 12/19/2017 8:13:28 AM Forte v5.3, Design Engine: V7.0.0.5 Gravity Design Garage.4te Page 8 of 10 FORTE' MEMBER REPORT Lower Level, Jd1 PASSED 1 piece(s) 2 x 6 Hem -Fir No. 2@ 16" OC 0 Overall Length: 5' 1" 4' 6" 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Design Results Actual © Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 232 @ 2 1/2" 1367 (2.25") Passed (17%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs) 161 @ 9" 825 Passed (20%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 245 @ 2' 6 1/2" 801 Passed (31%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.034 @ 2' 6 1/2" 0.156 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.037 @ 2' 6 1/2" 0.233 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 5 (All Spans) TJ-Pro"Rating N/A N/A -- -- -- • Deflection criteria: LL (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 4' 11" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 4' 11" o/c unless detailed otherwise. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. • No composite action between deck and joist was considered in analysis. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Stud wall - HF 3.50" 2.25" 1.50" 25 203 85 313 1 1/4" Rim Board 2 - Stud wall - HF 3.50" 2.25" 1.50" 25 203 85 313 1 1/4" Rim Board • Rim Board is assumed to carry at loads applied directly above it, bypassing the member being designed. Loads Location (Side) Spacing Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 5' 1" 16" 7.5 60.0 25.0 Residential -Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Sam Dougherty AJP Engineering • (206) 452-1458 sdougherty@AJPEng.com System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 12/19/2017 8:13:28 AM Forte v5.3, Design Engine: V7.0.0.5 Gravity Design Garage.4te Page 9of10 a F 0 R T E' MEMBER REPORT Lower Level, Bd 1 1 piece(s) 4 x 6 Douglas Fir -Larch No. 1 PASSED 0 Overall Length: 7' 11" 7' 6" 0 II All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 795 @ 1" 5469 (2.50") Passed (15%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 627 @ 8" 2310 Passed (27%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1430 @ 3' 11 1/2" 1912 Passed (75%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.172 @ 3' 11 1/2" 0.258 Passed (L/539) -- 1.0 D + 0.75 L + 0.75 5 (All Spans) Total Load Defl. (in) 0.198 @ 3' 11 1/2" 0.387 Passed (L/471) -- 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 7' 11" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 7' 11" o/c unless detailed otherwise. • Applicable calculations are based on NDS. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Column - SPF 2.50" 2.50" 1.50" 101 653 272 1026 Blocking 2 - Column - SPF 2.50" 2.50" 1.50" 101 653 272 1026 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 7' 11" N/A 4.9 1 - Uniform (PSF) 0 to 7' 11" (Front) 2' 9" 7.5 60.0 25.0 Residential -Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Sam Dougherty AJP Engineering (206)452-1458 sdougherty@AJPEng.com System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 12/19/2017 8:13:28 AM Forte v5.3, Design Engine: V7.0.0.5 Gravity Design Garage.4te Page 10 of 10 FILE STRUCTURAL CALCULATIONS Project: The Bing Residence Architect: Zen McManigal 14246 56th AVE S 142 SW 202nd Tukwila, WA 98168 Seattle, WA 98166 Structural Engineer: Aaron Pambianco, P.E. AJP Engineering, Inc 1325 4th Ave. Ste. 1940 Seattle, WA 98101 aoambianco(d aipenq.com REVIEWED FOR CODE COMPLIANCE APPROVED { SEP 22 2011 City of Tukwila BU_LD4NG DIVISIO�L Issue: PERMIT 171•021 8.4.2017 RECEIVED CITY OF TUKWILA SEP 08 2011 PERMIT CENTER SECTION 1: GENERAL ....Ya./, ..........,,b.............y .,,b ,.,..1,., ..,, .,,Y Y 53 .,....,V .....,,...%AU .,....,..,.. to bing maps 14246 56th Ave S, Seattle, WA 98168 Bing Residence EAST:NIU-MERIDIAN Design Criteria Codes and Standards Building Code: 2015 International Building Code Min. Design Loads: ASCE7-10 Wood: 2012 NDS Steel: AISC 14th Addition Concrete: ACI 318-11 Occupancy: SFR Lateral Design Wind Forces Importance 1 Enclosed Wind Velocity 110 3sec Exposure: B Kzt: 1 Risk: II Building Height Adj. A 1.0 Seismic Importance 1 Lat. Long. 47.47949 122.26417 Spectral Response: Ss = 1.48 S1 = 0.55 Site Class D Method Equivalent Lateral Force Irregularities NA Gravity Design USGS Snow Roof 25 psf Soil Bearing 2000 psf Active Earth NA Passive Earth NA Report NA Live Residential AJP Engineering, Inc 1325 4th Ave. Ste 1940 Seattle, WA 98101 40 psf Bing - Calculations.xlsx Date: 8/18/2017 SECTION 2: FRAMING Assemblies Roof New (psf) Exterior Walls Light (psf) Tile shingles 2.5 Wood Siding 2 1/2" Ply -wood 1.5 1/2" Ply -wood 1.5 Pre -manufactured truss @ 24"oc 3.1 2x6 @ 16" O.C. 1.7 5/8" Gyp. -Board 2.8 Insulation 0.7 R30 Insulation 1.2 1/2" Gyp. -Board 2.2 Misc. 1.9 Misc. 1.9 Dead Load 13.0 Dead Load 10.0 Snow load 25.0 9'-0" Wall 90.0 Total 38.0 AJP Engineering, Inc 1325 4th Ave. Ste 1940 Seattle, WA 98101 Deck New (psf) 2x decking 4.3 2x6 @ 16"oc 1.7 Misc. 1.5 Dead Load 7.5 Snow load 25.0 Total 32.5 Bing - Calculations.xlsx Date: 8/25/2017 r Key Plans B2 B1 B3 LC1- - r t Roof Framing Plans KEY PLANS F1 Bd1 °Jd1 FOUNDATION PLAN • tee. @-( g13 we r v20.g b r ! 3Vr F = 11-2H.05" A -"=" l/a3 3I 0 c1 IA) °(-LtAl' 03) (2.5) 26 50 AP. Engineering Project: ,At/ur Date: g • Q 1 •! 1325 4th Avenue, Suite 1940 Seattle, WA 98101 1 206.452.1331 Designer: Sheet: of r c I .Ai1 ,Era- c (wJ 1(`'c' f ))/,."; tit C 14 (A 120( Far 4= (7)102_(1,1 koiv &.21 @)/ e_s c_ar ----- 3 1:c111V-s:) (akIlL r 1� F","_ og x (44-7�°7 r�o6 Mpg > �" 45i1 A Engineering Project: 1 R� Date: • 2- ( • 1325 4th Avenue, Suite 1940 Seattle, WA 98101 1206.452.1331 Designer: Sheet: of . '' F ®R T E © JOB SUMMARY REPORT Gravity Design Garage.4te 01: Roof Level Framing Member Name Results Current Solution Comments 81 Passed 2 Piece(s) 2 x 8 Hem -Fir No. 2 82 Passed 2 Piece(s) 2 x 8 Hem -Fir No. 2 B3 Passed 1 Piece(s) 4 x 8 Douglas Fir -Larch No. 1 Jd1 Passed 1 Piece(s) 2 x 6 Hem -Fir No. 2 @ 16" OC Bd1 Passed 1 Piece(s) 4 x 6 Douglas Fir -Larch No. 1 Forte Software Operator Job Notes Sam Dougherty AJP Engineering (206) 452-1458 sdougherty@AJPEng.com 8/25/2017 10:36:42 AM Forte v5.3, Design Engine: V7.0.0.5 Gravity Design Garage.4te Page 1 of 6 F 0 R T E ' MEMBER REPORT Roof Level Framing, 81 2 piece(s) 2 x 8 Hem -Fir No. 2 PASSED 0 Overall Length: 3' 8" L 3' 2" CI 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 846 @ 1 1/2" 3645 (3.00") Passed (23%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 452 @ 10 1/4" 2501 Passed (18%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 673 @ 1' 10" 2569 Passed (26%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.007 @ 1' 10" 0.114 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.011 @ 1' 10" 0.171 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 3' 8" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 3' 8" o/c unless detailed otherwise. • Applicable calculations are based on NDS. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Total 1 - Trimmer - HF 3.00" 3.00" 1.50" 296 440 550 1286 None 2 - Trimmer - HF 3.00" 3.00" 1.50" 296 440 550 1286 None Loads Location (Side) Tributary Width Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 3' 8" N/A 5.5 1 - Uniform (PSF) 0 to 3' 8" 12' 13.0 20.0 25.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Sam Dougherty AJP Engineering (206) 452-1458 sdougherty@AJPEng.com System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 8/25/2017 10:36:42 AM Forte v5.3, Design Engine: V7.0.0.5 Gravity Design Garage.4te Page 2 of 6 A FO R T E MEMBER REPORT Roof Level Framing, 82 2 piece(s) 2 x 8 Hem -Fir No. 2 PASSED 0 Overall Length: 8' 6" 8' 0 + 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 831 @ 1 1/2" 3645 (3.00") Passed (23%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 664 @ 10 1/4" 2501 Passed (27%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1663 @ 4' 3" 2569 Passed (65%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.105 @ 4' 3" 0.275 Passed (L/941) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.165 @ 4' 3" 0.313 Passed (L/602) -- 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (5/16"). • Top Edge Bracing (Lu): Top compression edge must be braced at 8' 6" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8' 6" o/c unless detailed otherwise. • Applicable calculations are based on NDS. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Liv Snow Total 1 - Trimmer - HF 3.00" 3.00" 1.50" 300 425 531 1256 None 2 - Trimmer - HF 3.00" 3.00" 1.50" 300 425 531 1256 None Loads Location (Side) Tributary Width Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 8' 6" N/A 5.5 1 - Uniform (PSF) 0 to 8' 6" 5' 13.0 20.0 25.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Sam Dougherty AJP Engineering (206)452-1458 Lsdo ug he rty@AJ P E ng. co m System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 8/25/2017 10:36:42 AM Forte v5.3, Design Engine: V7.0.0.5 Gravity Design Garage.4te Page 3 of 6 FORTE® MEMBER REPORT Roof Level Framing, 83 1 piece(s) 4 x 8 Douglas Fir -Larch No. 1 PASSED 0 Overall Length: 9' 6" 6' 3• El 4 0 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2195 @ 6' 4 1/4" 7656 (3.50") Passed (29%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 985 @ 5' 7 1/4" 3502 Passed (28%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) -1536 @ 6' 4 1/4" 3820 Passed (40%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.052 @ 9' 6" 0.210 Passed (2L/999+) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.065 @ 9' 6" 0.315 Passed (2L/999+) - 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/360) and TL (1/240). • Overhang deflection criteria: LL (2L/360) and TL (21/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 9' 6" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 9' 6" o/c unless detailed otherwise. • Applicable calculations are based on NDS. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Total 1 - Column - SPF 2.50" 2.50" 1.50" 268 452 565 1285 Blocking 2 - Column - SPF 3.50" 3.50" 1.50" 781 1131 1414 3326 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location (Side) Tributary Width Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 9' 6" N/A 6.4 1 - Uniform (PLF) 0 to 9' 6" (Front) N/A 104.0 160.0 200.0 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Sam Dougherty AJP Engineering (206) 452-1458 sdougherty@AJPEng.com System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 8/25/2017 10:36:42 AM Forte v5.3, Design Engine: V7.0.0.5 Gravity Design Garage.4te Page 4 of 6 • FO R T E ® MEMBER REPORT Roof Level Framing, Jd1 1 piece(s) 2 x 6 Hem -Fir No. 2@ 16" OC PASSED 0 Overall Length: 5' 1" 4' 6" 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 154 @ 2 1/2" 1367 (2.25") Passed (11%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 113 @ 9" 825 Passed (14%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 172 @ 2' 6 1/2" 801 Passed (22%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.021 @ 2' 6 1/2" 0.156 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.025 @ 2' 6 1/2" 0.233 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) TJ-Pro" Rating N/A N/A -- -- -- • Deflection criteria: LL (L/360) and TL (L)240). • Top Edge Bracing (Lu): Top compression edge must be braced at 4' 11" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 4' 11" o/c unless detailed otherwise. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. • No composite action between deck and joist was considered in analysis. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall - HF 3.50" 2.25" 1.50" 25 136 161 1 1/4" Rim Board 2 - Stud wall - HF 3.50" 2.25" 1.50" 25 136 161 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Loads Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 5' 1" 16" 7.5 40.0 Residential -Living Areas .............. ....... Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Sam Dougherty AJP Engineering (206)452-1458 sdougherty@AJPEng.com System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 8/25/2017 10:36:42 AM Forte v5.3, Design Engine: V7.0.0.5 Gravity Design Garage.4te Page 5 of 6 FO R T E ® MEMBER REPORT Roof Level Framing, Bd1 1 piece(s) 4 x 6 Douglas Fir -Larch No. 1 PASSED 0 Overall Length: 7' 11" T 6" .F 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 536 @ 1" 5469 (2.50") Passed (10%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 446 @ 8" 2310 Passed (19%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 1017 @ 3' 11 1/2" 1912 Passed (53%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.108 @ 3' 11 1/2" 0.258 Passed (L/859) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.133 @ 3'11 1/2" 0.387 Passed (L/698) -- 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 7' 11" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 7' 11" o/c unless detailed otherwise. • Applicable calculations are based on NDS. Supports Bearing Loads to Supports (lbs) Accessories Total Available Required Dead Floor Live Total 1 - Column - SPF 2.50" 2.50" 1.50" 101 435 536 Blocking 2 - Column - SPF 2.50" 2.50" 1.50" 101 435 536 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) ..... ........................ Comments 0 - Self Weight (PLF) 0 to 7' 11" N/A 4.9 1 - Uniform (PSF) 0 to 7' 11" (Front) 2' 9" 7.5 40.0 Residential -Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Sam Dougherty AJP Engineering (206) 452-1458 sdougherty@AJPEng.com System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 8/25/2017 10:36:42 AM Forte v5.3, Design Engine: V7.0.0.5 Gravity Design Garage.4te Page 6 of 6 SECTION 3: LATERAL .,..rL.>.,,....,....,....,....,..�g�....,....A.,....,,.b 1, ,.. ,UM. LLLLLL 112 usGsDesign Maps Summary Report User -Specified Input Report Title Bing Residence Wed May 3, 2017 15:55:11 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.47494°N, 122.26417°W Site Soil Classification Site Class D — "Stiff Soil" Risk Category I/II/III 51,'! ,AR,',rE BAiE BOFI?J'v FLDIONS Vashor% 11 Buri en. 41 enton SEA:* 7.4C00 4,VTL Des Moines, USGS-Provided Output Ss = 1.476 g S1 = 0.552 g SMS = 1.476 g SM1 = 0.828 g Maple Valley • Sos = 0.984 g SD1 = 0.552 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. MCEF Response Spectrum Oesagn Respcnse Spectrum 1.03 0.90 ae3 a60 a.w aia CL a20 a10 6n a aa3 am aao 0.20 440 0.60 aeo 1.00 1.20 1.03 1.60 1.60 200 a00 0.20 CIO a53 aeo 1_03 1.20 1.H0 1.60 1.50 230 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. Seismic Forces ASCE 7-10 Ch 11 Equivalent Lateral Force Maximum Considered Earthquake Spectral Response Ss Maximum Considered Earthquake Spectral Response Si http://eqint.cr.usqs.qov/eq/html/lookup-2002-interp.html Importance Factor Building Height Site Class Site Coeficients Site Coeficients Response Modification Coeficient Maximum Spectra Response Acceleraton .02s Maximum Spectra Response Acceleration 1 s Design Spectra Response Acceleraton Parameter Design Spectra Response Acceleraton Parameter Upper Calculated Period Period Seismic Response Coe Upper bound Seismic Response Coef. Seismic Response Coe Lower Bound Sesmic Base Shear Forces N/S and E/W weight Story Ht Area floor (ft) (ft^2) (psf) weight walls (k) V1 10 480 20 0 AJP Engineering, Inc 1325 4th Ave. Ste 1940 Seattle, WA 98101 weight total (k) 9.6 Table 20.3-1 Fa Table 11.4-1 Ft/ Table 11.4-2 R Table 12.2-1 SMS SM1 SDS SD1 eq. 12.4-3 eq. 12.4-4 Cu table 12.8-1 Ta eq. 12.8-9 Cs eq.12.8-3 Cs eq. 12.8-2 Cs eq. 12.8-6 1.480 0.550 1 10 D 1 1.5 N/S %g o%og E/W 6.5 6.5 1.48 0.83 0.99 0.55 1.40 0.11 N/S 0.54 0.15 0.02 E/W 0.54 0.15 0.02 V eq. 12.8-1 W x 0.15 0.15 E (k) 1.46 1.46 Vertical Distribution Bing - Calculations.xlsx WHt % V 96 1.00 1.46 96 1.00 1.46 Date: 8/21 /2017 U E v7 a) Horizontal Distribution 1- m 0 d 0 0 2 H > Y 9- 4- 4- (above) (total) CO CO x x N N N N N V' N 00 e- 0 N N O • ' 0 2 2 co71- • N O O O CD 0 O O O O O <' CO N N LO (f) O O O co co O O O 0) O O 00 co co O O LO (• (0 N M O O O O O 0 CO on O L r N m O CO Co x x N N N N CO CO CO x x x N N N N N N O O CO Cr) r 0 0 N N N O 0 ' 0 ' 2 2 2 CO CO LO L1 CO - N O O O O O O O O O O O O O O W ti O N 00 CO LO CO LO C4 O O O O O O O O O O 0 m 1 1 II II 0) O O co co co L L alCDO O O CDL E U O O O O O (o 0 O O O O O 8 co co co co 00 4— N O O Ln Lc? O -p .j- V' in CO 71- 0 C C O (o L (0 Q 0 O (0 N co co f- I- O O N Q a) O O ,_ (n O O II M N 0 O O O O m • 0 CO CQ 0 m C O C a) 1- f- C' = compresion. IBC 16-14:.D+ .7E+ .75L Date: 8/21 /2017 Bing - Calculations.xlsx k,ft9E- t),Art,,e1/4,1 CA 1.13.9‘ 7-3 d � ifs= TI°(47 = I s f r Project: Engineering 1325 4th Avenue, Suite 1940 Seattle, WA 98101 1 206.452.1331 Designer: Date: C} • . ( • Sheet: of Wind Forces ASCE 7-10 Ch 28 Part 2: Enclosed Simple Diaphragm Low -Rise Building Importance 1 Mean Roof Height t 10.0 Wind Velocity 110 3sec 0 13.0 Exposure: B Lengtt I 22.0 Kzt: 1.00 Width w 18.0 Risk: II Building Height Adj. A 1 a 3.0 Figure 28.6-1 10% 1.8 0.4h 4 4% w (min. I) 0.7 3ft (min. II) 3.0 MWFRS Horizontal Pressure Zones Zone (psf) A B C D Figure 28.6-1 PS30 24.1 -8 16 -4.6 Ps 24.1 -8 16 -4.6 Ps=Ps30*Kzt*A Eq. 28.6-1 KZT=1.0 BY INSPECTION GOOGLE MAPS AJP Engineering, Inc 1325 4th Ave. Ste 1940 Seattle, WA 98101 Bing - Calculations.xlsx Date: 8/21/2017 Horizontal Distribution 1- U 0 0_ U 0 2 0 O z > Y Cn a 3 c▪ o E > 0) co t 0. > 0 O co 0 0 CO CO CO N N N N N N (0 CO cY) N CO O N O ' 0 2 2 CO CO 0 L cM CO O O O 0 0 0 O O O CO N (n (() O O O ti O O O O O () (/) f/) O O CO O O O 0) 0) O O O O O O O 0 CO CO 0 O O C N O rn 0 0 O O O rn O 10 (0 O 0) 0 O O O 0 0 0) CO 0 Z N 0 CO CO CO CO(0 N N N N N N N N N N CO • N O. CO ') CO 0 ) %- O O N N N O 0 2 2 2 LOU) O O co .4F C') O O O o O O O O O O O L L C (o M M d� CO N M 0 O O O O O (o 0 d' a0 c0 a0 a) 0) a7 (!) (.f) (f) fl O O O O O co CO () () O C0 O p (/) C/) [n 0) 0) 0 N '1 N CO O O O O O O O O O O 0 (0 al JD co-0 0 0,0 r , 0] a) U c O rn 0) Cag O o m e w- a. o a a) c E o o 0 H o0 O O II II II U C > H U 7 v rn C 0) 0) ( • N a) O 0 0. )) a Q [0 "TO on w v Li) O J N ri Q Date: 8/21 /2017 Bing - Calculations.xlsx a) O O O Ch 'C— l— CO O O O O O (j (o • ti o + O O O O O L 03 co 0o ao 0 a)co. 0+ OO LO(XO -0+ �r � in ri .1r o 0 (h o Cci 6 0 0 0) m a) (n lit);- � Leers j Project: Date: . • • 1 -n Engineering e 1325 4th Avenue, Suite 1940 Seattle, WA 98101 1206.452.1331 Designer: Sheet: of • • 0/ goric r� qoo/.5=(3Z •.\ Zip I Project: Engineering 1325 4th Avenue, Suite 1940 Seattle, WA 98101 1206,452.1331 Designer: r 77 Date: _ • 2 ( • 11— Sheet: of SECTION 4: FOUNDATION s, `1)7e/AS-- w fig SL (07A `fcgs- e5i(-( f-F- Project: Engineering 1325 4th Avenue, Suite 1940 Seattle, WA 98101 1 206.452.1331 Designer: Date: Sheet: of City of Tukwila Department of Community Development 2/1/2022 HOWARD & CAROLYN BING 14246 56TH AVE S TUKWILA, WA 98168 RE: Permit No. D17-0241 BING RESIDENCE 14246 56 AVE S Dear Permit Holder: Allan Ekberg, Mayor Nora Gierloff, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 3/9/2022. Based on the above, you are hereby advised to: 1) If your project is ready for an inspection login to the City of Tukwila's Online Portal https://tukw- egov.aspgov.comBP/index.html to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 3/9/2022, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Shana Markstrom Permit Technician File No: D17-0241 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Department of Community Development 8/2/2021 HOWARD & CAROLYN BING 14246 56TH AVE S TUKWILA, WA 98168 RE: Permit No. D17-0241 BING RESIDENCE 14246 56 AVE S Dear Permit Holder: Allan Ekberg, Mayor Nora Gierloff, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 9/28/2021. Based on the above, you are hereby advised to: 1) Login to the City of Tukwila's Online Portal https://tukw-egov.aspgov.com/BP/index.html to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 9/28/2021, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Amy Wardian Permit Technician File No: D17-0241 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 rTh City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director December 5, 2019 Howard & Carolyn Bing 14246 56 Ave S Tukwila, WA 98188 RE: Permit Reopening Building Permit D17-0241 Bing Residence —14246 56' Ave S Dear Bings, This letter is to inform you that the City of Tukwila Building Official, Jerry Hight, has decided to reopen your previously expired permit D17-0241. The new expiration date is December 31, 2020. If you have any concerns or questions, feel free to contact the permit center at 206 431-3670. Sincerely, Bill Rambo Permit Technician File: Permit No. D17-0241 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov Bill Rambo From: Rachelle Ripley Sent: Monday, December 2, 2019 8:13 AM To: Bill Rambo Subject: D17-0241 Hi Bill, Jerry approved the original Bing Residence permit for an extension of 180 days. I am sure this is probably in the rolls in the plan room. Can I get you to approve the extension in TRAKiT, send out a letter, and fix the paper files ? Let me know if you have any questions. Thank you. Rachelle Ripley Permit Coordinator City of Tukwila 206-433-7165 Racheffe.Ripley@TukwilaWA.gov ( http://www.TukwilaWA.gov 1 City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director October 3, 2019 Howard & Carolyn Bing 14246 56th Ave S Tukwila, WA 98188 RE: Request for Permit Extension Building Permit D17-0241 Bing Residence —14246 56t' Ave S Dear Howard & Carolyn, This letter is in response to your written request for extension of permit number D17-0241. The Building Official has reviewed your request. It has been determined that the City of Tukwila Building Department will not be extending the permit. As a result, this permit will expire on October 1, 2019. If you have any concerns or questions, feel free to contact me in the permit center at 206-431-3672. If you wish to discuss the determination made, please contact the Building Official directly at 206 431-3675. Sincerely, 6V/t (-61/ ,/(AC--J) Kandace Nichols Permit Technician File: Permit No. D17-0241 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov Howard and Carolyn Bing 14246 56th Ave S. Tukwila, WA 98168 206.243.0718 September 16, 2019 City of Tukwila Department of Community Development, Permits 6300 Southcenter Blvd Tukwila, WA 98188 Re: This is a request for an Extension to Work Permit RECEIVED 18 2C19 COMMUNITY DEVELOJ ME NT As your records indicate, this Spring we substantially completed building the "shell" of the workspace portion of our workspace/garage addition. We are doing the electrical work this month. We have already purchased all the insulation and siding materials. We, and our son, Marcus, who is co-owner of this house, are self -funding the balance of the work. Unfortunately, with Marcus' change of job in January, and some unexpected business and personal expenses, we have been unable to generate the needed funds from either source to complete the project. With the business profits to be generated thru the Holiday Season, and Marcus' end of year bonus, we expect to be able to complete the workspace project in the first quarter 2020. Thank ou for considering this request; we will be glad to answer any questions.. Reg Howard Bing Request for Extensior # 3 Current Expiration Date: 10- (' tt Extension Request: Approved for days ,'bli c Denied (providc explanation) SCe /6 © S Signature, _nitials Howard and Carolyn Bing 14246 56th Ave S. Tukwila, WA 98168 206.243.0718 September 16, 2019 City of Tukwila Department of Community Development, Permits 6300 Southcenter Blvd Tukwila, WA 98188 RECEIVED 18 .u,3 COMMUNITY DEVELOPMENT Re: Change of Notification Person Please change the contact/notification person on this Permit to me at the address above. Thank ou for considering this request; we will be glad to answer any questions.. Reg and Bing City of Tukwila Department of Community Development 9/3/2019 ZEN MCMANIGAL 142 SW 202 ST NORMANDY PARK, WA 98166 RE: Permit No. D17-0241 BING RESIDENCE 14246 56 AVE S Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 10/1/2019. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 10/1/2019, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D17-0241 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 r City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director December 24, 2018 Howard Bing 14246 56th Ave S Tukwila, WA 98168 RE: Request for Extension #2 Permit Number D17-0241 Dear Mr. Bing, This letter is in response to your written request for an extension to Permit D 17-0241. The Building Official, Jerry Hight, has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting an extension to the permit through August 20, 2019. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, it, 16 wr Rachelle Ripley I Permit Technician File: Permit No. D17-0241 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov Howard and Carolyn Bing 14246 56th Ave S. Tukwila, WA 98168 206.243.0718 December 12, 2018 RECEIVED DEC 17 2018 COMMUNITY `)I VI I ( )1 'n11 I IT City of Tukwila Department of Community Development, Permits 6300 Southcenter Blvd Tukwila, WA 98188 Re: Permit D17-0241 We finally succeeded in securing financing for this project thru BECU (see attached), and we have now received a tentative start date from our framing contractor (see attached) of February 10. The current permit expires Feb 20. We are requesting an extension to allow for a later start date due to weather or contractor schedule changes. Thank you for considering this request. RegarFs, .j Howard Bing PS: I notice that Mr. Iddings name is on the original documents as property owner; he was the seller of this property to us when the transaction was completed in June 2017. Request for Extensio-# 2- Current Expiration Date: T--'LOI Extension Request: ki Approved for / 'e G days L Denied (provide explanation) Signaturc nitials Howard Bing From: tjf-construction <tjf-construction@comcast.net> Sent: Thursday, December 06, 2018 1:03 PM To: Howard Bing Subject: Re: Confirming Howard start time 10th of February Sent from my Verizon. Samsung Galaxy smartphone Original message From: Howard Bing <hmb@cayixsoftware.com> Date: 12/6/18 11:09 AM (GMT-08:00) To: Tim Farnam <tjf-construction@comcast.net> Subject: Confirming Hey Tim. Just want to confirm your start schedule here in early January as I want to start doing the prep work over the next three weeks. Howard t r � City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director August 8, 2018 Zen McManigal 142SW202St Normandy Park, WA 98166 RE: Request for Extension #1 Permit Number D17-0241 Dear Mr. McManigal, This letter is in response to your written request for reopening expired Permit D 17-0241. The Building Official, Jerry Hight, has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting an extension to the permit through February 20, 2019. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, a e e le Permit Technician File: Permit No. D17-0241 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov Rachelle Ripley From: Zen McManigal <zmcmanigal@aol.com> Sent: Monday, July 30, 2018 3:48 PM To: Rachelle Ripley Subject: Fwd: Bing Addition - permit issued for D17-0241 at 14246 56th Ave S Hi Rachelle, Happy summer! Can you help me with one more clarification on this? We filed a post -permit submittal with revised drawings on May 4. It was approved by your building division on May 30. Since no work had been started prior to the post -permit submittal (& still hasn't), can we consider the 180 days to start from the June 1 issuance of the new permit? Or are we still bound by the original below, in which case I'll need to get an extension request to you before Aug 20? In other words, did we get a reboot on the 180 day period given the revised plans & post -permit review now approved? They're an elderly couple & they've had trouble securing construction financing for the project, but are now working with a new lender. Thank you as always for your help, Zen McManigal McManigal & Associates Architects, PLLC T (206) 824-3935 www.mcmaniqal-architecture.com 1 Request for Extension # _ q II�. Current Expiration Date: V) l Extension equest: Approved for U days Denied ;_,n()vide explanation) Original Message J From: Zen McManigal <zmcmanigal@aol.com> To: Rachelle. Ripley <Rachelle.Ripley@TukwilaWA.gov> Sent: Tue, Mar 6, 2018 11:49 am Subject: Re: Bing Addition - permit issued for D17-0241 at 14246 56t Ave S Signature/Initials Thanks, Rachelle! That's just what I needed. Thanks for getting back to me so quick. Much appreciated. Zen Original Message From: Rachelle Ripley <Rachelle.Ripley(a�TukwilaWA.gov> To: Zen McManigal <zmcmanigal ca.aol.com> Sent: Tue, Mar 6, 2018 11:27 am Subject: Re: Bing Addition - permit issued for D17-0241 at 14246 56th Ave S Good morning, The permit expires 08/20/18, it is valid for 180 days after issuance. Each inspection that you have will extend your expiration date out another 180 days. The City will send you a letter the month prior to expiration to let you know it is about to expire. If you would like an extension we need something in writing requesting it, a letter, an email, etc. Hopefully this answers your question. Let me know if you need anything else. i Thanks! Rachelle Ripley Permit Technician I City of Tukwila 630o Southcenter Bl, Suite 100 I Tukwila, WA 98188 T: 206.433.7165 j F: 206.431.3665 Rachelle.Ripley@TukwilaWA.gov I http://www.TukwilaWA.gov From: Zen McManigal <zmcmanigaI aol.com> Sent: Tuesday, March 6, 2018 10:36 AM To: Rachelle Ripley Subject: Bing Addition - permit issued for D17-0241 at 14246 56th Ave S Hi Rachelle, You helped us on getting this permit issued a couple week ago - thank you very much - so wanted to check with you on a couple followup questions: • How long is the permit good for before it needs to be renewed if they haven't completed construction? • A builder told the owner that construction has to be started on site within 180 days after receiving the permit - is that correct? They're still looking for funding & I knew there would be an expiration on the permit but was unaware they were required to start within a certain time frame. Thanks, Zen McManigal McManigal & Associates Architects, PLLC T (206) 824-3935 www.mcmanicial-architecture.com CAUTION: This email originated from outside the City of Tukwila network. Please DO NOT open attachments or click links from an unknown or suspicious origin. 2 City of Tukwila Department of Community Development 7/2/2018 ZEN MCMANIGAL 142 SW 202 ST NORMANDY PARK, WA 98166 RE: Permit No. D17-0241 BING RESIDENCE 14246 56 AVE S Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 8/20/2018. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 8/20/2018, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D17-0241 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Department of Community Development 2/1/2018 ZEN MCMANIGAL 142 SW 202 ST NORMANDY PARK, WA 98166 RE: Permit Application No. D17-0241 BING RESIDENCE 14246 56 AVE S Dear ZEN MCMANIGAL, Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 9/8/2017, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of APPROVED and is due to expire on 3/8/2018. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is complete for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that we do not receive your written request for extension or request is denied, your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, achelle pley Permit Technician File No: D17-0241 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 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 SUBNIITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 6 1 �C9 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Revision # 1 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: 13 11‘t Gj/r / re'ErIP EJ4C E- Project Address: / 4 2- 'r 4- ,AY Contact Person: Z £ Akc isc (4,4-C_ Phone Number: Summary of Revision: O F i 61,0 <t -f2A4 E- 1 .. o mg_ t t2 0 1 `not.) "7-0 0igt v w - (C -t o F/ F47- 12voJL k L1 £`T'Fa /V\d-tid 1900 It- —W ( -14,7A -tom. 4..in g..0 w1e Qow s tc 4-47,,v,r_ o ICJ J . t.t (2 Sr, f44 ef49l200 1-0 �� 4 i3O i s-k co O J "9— Y i2-Oc'/1/\ . Plan Check/Permit Number: p [ 1 ©z4 I RECEIVED CITY OF TUKWILA MAY 0 4 2018 PERMIT CENTER Sheet Number(s): '` ( " 1 J 5 1 C 0 Z. t' S 3. 0 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in TRAKiT on // 6c�(� �S W:\Permit Center\ Templates\Forms \Revision Submittal Fomtdoc Revised: August 2015 Y PROJECT NAME:N ab �(�1�d1L� PERMIT NO: ( 7 — O. I'I SITE ADDRESS: -t)-1-git �'� 4- S ORIGINAL ISSUE DATE:ip t, U REVISION LOG REVISION NO. DATE RECEIVED STAFF INIT- ILS ISSUED DATE STAFF INITILS Summary of Revision: Un v-•%w_, C04 a' ,6 .C-1,o,., (rive rice✓ C 60/14-C D '• 4, new f4 i-ei IV w-t d 4-C' 1a✓m Received by: _; 1,, , , r ., 1 ,,, r l k G fj REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: please print REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: please prin REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: please prin REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: please print REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: please prin PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0241 PROJECT NAME: BING RESIDENCE SITE ADDRESS: 14246 56 AVE S Original Plan Submittal Response to Correction Letter # DATE: 05/04/18 Revision # before Permit Issued X Revision # 1 after Permit Issued DEPARTMENTS: Building Division \zeWSrks Fire Prevention Structural PRELIMINARY REVIEW: Not Applicable (no approval/review required) REVIEWER'S INITIALS: ViiPlanking Division Permit Coordinator 111 DATE: 05/08/18 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved n Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 06/05/18 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping ❑ PW ❑ Staff Initials: 12/18/2013 � 1 f PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0241 PROJECT NAME: BING RESIDENCE SITE ADDRESS: 14246 56 AVE S X Original Plan Submittal Response to Correction Letter # DATE: 09/08/17 Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: fir- AWC Building Division Public Works AM &//J- Fire Prevention so Structural n Planning Division Permit Coordinator Ng PRELIMINARY REVIEW: Not Applicable (no approval/review required) REVIEWER'S INITIALS: DATE: 09/12/17 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved n Corrections Required (corrections entered in Reviews) Notation: Si-4k° Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 10/10/17 [6r n REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 2345X Water and/or Sewer Account • 01-0310.0000 Billing Date Due Date Amount Due Location 14246 56TH AVE S 06/30/2017 7/10/2017 55.21 City of Tukwila Remit To : 6200 Southcenter Blvd. Tukwila, WA 96186 (206) 433-1035 MARCUS BING 16428 12TH AVE SW BURIEN, WA 98166-2812 Retum this stub with your payment Please detach and return top portion with your remittance. lIlAiLilit IKUl!! IIIU Amount Enclosed PAY ONLINE AT: https://securepay.tukwilawa.gov ❑Check here and complete back of stub for changes Mastercard Visa [J Amount: $ Card Number: Signature: Exp Date: Customer MARCUS BING Address 14246 56THAVE S TUKWILA, WA 98168-4509 Account # Billing Date Due Date Prev Balance Payments Cur Activity Amount Due 01-0310-0000 06/30/2017 7/10/2017 118.22 220.03 157.02 55.21 Date Service Fee 1 05/31/2017 Previous Balance Account #: 01-0310-0000 Service Location: 14246 56TH AVE S 06/12/2017 Payment/Credit Applied - Thank You 06/12/2017 Payment/Credit Applied - Thank You 06/30/2017 Payment/Credit Applied - Thank You 06/12/2017 Billing Water - Name Change Fee 06/30/2017 Billing Sewage Treatment - ST Residence Sewer - Residential Sewer Water - 3/4 inch Single Res Billing Period: 5/11/17 - 6/13/17 Meter # 68904262 Credit Balance 0.00 j Amount 20.00 44.22 29.00 63.80 118.22 118.22 CR 20.00 CR 81.81 CR 20.00 137.02 Due Date: 7/10/2017 Amount Due: 55.21 Prev Date Prev Read 1 Prev Read 2 Curr Date 5/11/17 524 0 6/13/17 Consumption Comparison This Period Same period last year Change Consumption 12 0 12 Curr Read 1 536 Curr Read 2 0 I FINANCE DOES NOT PROCESS PAYMENTS AFTER 4 P.M. IIIII 2016 ANNUAL WATER QUALITY REPORT is available at www.tukwilawa.gov/waterqualityreport this report contains about the source & quality of your drinking water. Call 206-431-2169 it you would like a paper copy of the report TUKWILA COMMUNITY GARAGE SALE on 8/19/171 Sign up at www.TukwilaWA.gov/yardsale between June 1 , TO PAY BY PHONE WITH A VISA OR MASTERCARD CALL 206-433-1835. CITY HALL CLOSED JULY 4, 2017 tM1O29j Remit To : City of Tukwila • 6200 Southcenter Blvd., Tukwila, WA 98188 • PH: (206) 433-1835 i 7r �t 1 ° MLA SEP 0 8 2011 Totals Cons 12 PERMIT CENTER l '\ P.O. Box 97050 Seattle, Washington 98124-9750 (206) 439-5700 • FAX (206) 439-5822 (800) 233-2328 BOEING EMPLOYEES' CREDIT UNION Master Line Account Number: 2012719372 HOME EQUITY SECURED OPEN-END CREDIT AGREEMENT AND TRUTH -IN -LENDING DISCLOSURE Name Marcus M Bing Howard M Bing (Borrower) Carolyn Bing (Borrower) (Borrower) (Borrower) Address of Security Property 14246 56th Ave S Seattle WA 98168 (City) Legal Description of Security Property See attached related Deed of Trust/Mortgage (State) (Zip) Date of Agreement Loan Number 3612623 Account Number 2012719364 November 30, 2018 Maximum Credit Limit $ $45,926.00 Minimum Variable Rate Advance $100.00 Minimum Fixed Rate Advance $5,000.00 Final Date to Request Advance December 05, 2028 Agreement Maturity Date December 05, 2043 In this Agreement, the use of the words "Credit Union," "We," "Us" and "Our" mean BOEING EMPLOYEES' CREDIT UNION. Any person whosigns this Agreement as Borrower, individually and collectively, is sometimes referred to as "You" or "Your." "Account" means thecredit available to You under the terms of this Agreement. Numbers, phrases or words preceded by a ❑ are applicable only if the ❑ is marked, e.g. ❑x . 1. PROMISE TO PAY. You promise to pay Boeing Employees' Credit Union all amounts You borrow from Us under this Agreement, together with Finance Charges, Late Charges, Collection Costs or other charges described herein. 2. USE OF YOUR ACCOUNT. To the extent permitted by law and in this Agreement, You may use Your Account for any purpose. 3. CREDIT LIMIT. We have granted You a Maximum Credit Limit which is shown above and You agree not to exceed this Maximum Credit Limit. If You do, You will be in default under this Agreement and, in addition to any other rights We may have, We may require You to repay such excess sums immediately. Any amount of credit extended that exceeds the Maximum Credit Limit stated above is not secured by the interest in the Security Property. In the event that Your Maximum Credit Limit is increased, this Agreement will continue in effect subject to the new Maximum Credit Limit. 4. ADVANCES. Under the terms of this Agreement, You may obtain two types of credit advances: Variable Rate Advances; and Fixed Rate Advances. The advance requirements, the repayment requirements, and the appliceale periodic interest rates for these two types of advances differ. The advance requirements are explained in more detail in sections 4A and 4B, respectively. The repayment requirements are explained in more detail in sections 5A and 5B, respectively. The applicable periodic rate requirements are explained in more detail in sections 6A and 6B, respectively. 4A. VARIABLE RATE ADVANCES. You may request a variable rate advance by telephone, in person, via any electronic means established for You by Us, by letter, by writing a pre-printed Convenience Check that We may supply to You or by using any other access means that We may provide for Your use from time to time. When You request an advance, We may require You to prove Your identity. Unless Your Account has been suspended by Us, You will have credit available up to Your Maximum Credit Limit. All advances that increase the principal balance must be at least equal to the Minimum Variable Rate Advance amount as shown above and must be made prior to the Final Date to Request Advance, as also shown above. We may refuse to honor any non -conforming advance request and We may return unpaid any such Convenience Check to the payee. If You request an advance by telephone, electronically or some other remote means, We will either make a deposit to Your regular share account, Your share draft account or mail You a check, whichever You specify. In any event, such advances will appear on a subsequent statement which will be conclusive evidence of the request and Your obligation to repay it, unless You establish a billing error pursuant to the Fair Credit Billing Act. 4B. FIXED RATE ADVANCES. You may request a fixed rate advance by telephone, in person, via any electronic means established for You by Us, by letter or other witten means to access Your Account. Furthermore, You may not have more than three fixed rate advances outstanding at any given time. When You request such an advance, We may require You to prove Your identity. Unless Your Account has been suspended by Us, You will have credit available up to Your Maximum Credit Limit. All advances that increase the principal balance must be at least equal to the Minimum Fixed Rate Advance amount as shown above and must be made prior to the Final Date to Request Advance, as also shown above. We may refuse to honor any nonconforming advance request. If You request an advance, We will either make a deposit to Your regular share account, Your share draft account or mail You a check, whichever You specify. In any event, such advances will appear on a subsequent statement which will be conclusive evidence of the request and Your obligation to repay it, unless You establish a billing error pursuant to the Fair Credit Billing Act. 5. PAYMENTS. Under the terms of this Agreement, the payment requirements for Variable Rate Advances and Fixed Rate Advances differ. The respective payment requirements for each type of advance are explained in sections 5A and 5B below. Your Minimum Periodic Payment for each billing cycle is the sum of the Minimum Periodic Payments due for any Variable Rate Advance balance and any Fixed Rate Advance balance you have during that billing cycle, plus any other amounts that may be due as set forth in this Agreement. 5A. PAYMENTS FOR VARIABLE RATE ADVANCES. Payments will be due on the 15th day of each month that You have a variable rate balance owed on Your Account beginning with the month following the date of Your initial advance. You can obtain credit advances for 120 months (the "Draw Period"). At ouroption, We may extend the Draw Period. During the Draw Period, Your Minimum Periodic Payment will be established at the close of each billing cycle at an amount equal to all accrued yet unpaid finance charges due, subject to the lesser of $100.00 or Your Pccount balance. After the Draw Period ends, You will no longer be able to obtain credit advances and You must repay Your outstanding balance (the "Repayment Period"). The length of the Repayment Period will be 180 months. During the Repayment Period, Your Minimum Periodic Payment will be established on the first day of the Repayment Period or change in Interest Rate, to the amount necessary to fully amortize Your then outstanding Account balance by the Agreement Maturity Date. Payments will be applied first to any Late Charge owing, then to Finance Charges due and then to the outstanding principal balance. Any unpaid Finance Charges will be paid by subsequent payments and will not be added to the principal. You may make more frequent payments which will reduce Your Finance Charges. You may also repay or prepay all or any portion of the amounts You owe at any time without penalty. Any partial payment or prepayment will not delay Your next scheduled payment. All payments to Us must be in lawful money of the United States. 5B. PAYMENTS FOR FIXED RATE ADVANCES. Beginning with the month following any fixed rate advance, Your scheduled payment for any fixed rate balance will be due on the 15th day of each month beginning on the date set forth on a separate page tiled "Home Equity Line of Credit Fixed Rate Advance Voucher." You can obtain credit advances for 120 months (the "Draw Period"). Your Minimum Periodic Payment for any Fixed Rate advance will be established at the time of each such advance to the amount necessary to fully amortize Your then outstanding fixed rate balance over the period of time designated by You (the length of which may be restricted in part by the amount of such advance or the method in which it was obtained). Your specific Minimum PeriodicPayment and estimated repayment term for fixed rate advances will be disclosed to You at the time of any such advance on a separate page titled 'Home Equity Line of Credit Fixed Rate Advance Voucher." After the Draw Period ends, You will no longer be ableto obtain credit advances and You must repay Your outstanding balance (the "Repayment Period"). The length of the Repayment Period will depend on the date of Your advance along with the period of time that such advance is amortized, but in no event will exceed 180 months. During the Repayment Period Your Minimum Periodic Payment will be calculated in the same manner as during the Draw Period. Any unpaid Finance Charges will be paid by subsequent payments and will not be added to the principal. You may makemore frequent payments which will reduce Your Finance Charges. You may also repay or prepay all or any portion of the amounts You owe at any time without penalty. Any partial payment or prepayment of Your Account will not delay Your next scheduled payment All payments to Us must be in lawful money of the United States. C 5C. AUTOMATIC PAYMENT. You understand that automatic payment is not a condition of Our extending credit to You. You further understand that You are now voluntarily electing to have Your payments made automatically from Your share or share draft account each month, and that such automatic payment will at all times apply to Your entire Account balance, regardless of whether an advance is obtained now or in the future, or the finance charge is calculated on a fixed or variable rate basis. You may cancel automatic payment at any time by contacting a Credit Union representative. 6. FINANCE CHARGES. Under the terms of this Agreement, the Finance Charges for Variable Rate Advances and Fixed Rate Advances differ. The respective Finance Charges for each type of advance are explained in sections 6A and 6B below. 6A. FINANCE CHARGES FOR VARIABLE RATE ADVANCES. You will be charged a Finance Charge at a Variable Periodic Rate for the period any Variable Rate Advance balance is outstanding. Balances change each time advances are made, payments are made or credits given. The Finance Charge begins to accrue on the date of each Variable Rate Advance and there is no grace period. The Finance Charge is determined by multiplying the unpaid balance at the dose of each day in the billing cycle being accounted for by the applicable Daily Periodic Rate. The balance used to compute the Finance Charge is the unpaid balance each day after payments, credits and unpaid Finance or Late Charges have been subtracted and any new Variable Rate Advances and/or other charges have been added. The sum of these charges is the Finance Charge You owe for Variable Rate Advances. For Variable Rate Advances, on the date Your Account is established, FINANCE CHARGES will be computed using a Variable Daily Periodic Rate of 0.021205 %, You acknowledge that You have received and read a completed copy of this Agreemen (including the information on the reverseside) and You agree to its terms. Borrower Marcus M Bing Date Borrower Howard M Bing Date Borrower Carolyn Bing Date Borrower ACKNOWLEDGMENT BY NON -BORROWER WHO WILL EXECUTE A MORTGAGE/DEED OF TRUST. The undersigned will be executing a Mortgage/Deed of Trust on the Security Property shown above in favor of BOEING EMPLOYEES' CREDIT UNION, but will have no personal liability under the above Agreement. The undersigned acknowledges receipt of a completed copy of this Agreement. Date Signature Date Signature Date Copyright Oak Tree Business Systems, Inc., 1997-2016. All Rights Reserved. Page 1 of 2 OTBS 020 New BECU (7/16) BECU 10/02/16 BECU (7/16) Au... IONAL PROVISIONS (continued from the reverse corresponding to an ANNUAL PERCENTAGE RATE of 7.740000 %. The Annual Percentage Rate does not indude costs other than interest. 12. LATE CHARGES. If Your payment is 10 or more days late, You will be charged a late charge in the amount of 5.00% of the payment amount or $25.00, whichever is greater. 6B. FINANCE CHARGES FOR FIXED RATE ADVANCES. You will be charged a Finance Charge at a Fixed Periodic Rate for the period any Fixed Rate Advance balance is outstanding. Balances change each time advances are made, payments are made or credits given. The Finance Charge begins to accrue on the date of each Fixed Rate Advance and there is no grace period. The Finance Charge is determined by multiplying the unpaid balance at the dose of each day in the billing cycle being accounted for by the applicable Daily Periodic Rate. The balance used to compute the Finance Charge is the unpaid balance each day after payments, credits and unpaid Finance or Late Charges have been subtracted and any new charges have been added. The sum of these charges is the Finance Charge You owe for any Fixed Rate Advances. As described in Section 4B, Your Account may have no more than three (3) Fixed Rate Advance balances outstanding at any time. For the applicable Daily Periodic Rate(s) and corresponding Annual Percentage Rate(s) for Fixed Rate Advances, refer to the separate page(s) titled "Home Eqiity Line of Credit Fixed Rate Advance Voucher," which We will provide to You at the time of each such Fixed Rate Advance. Your specific Annual Percentage Rate will depend on Your credit qualifications, property value in relationship to the amount You owe, and other financial factors at the time We receive Your request for a Fixed Rate Advance. The ANNUAL PERCENTAGE RATE disclosed on each such separate page does not include costs other than interest and will not exceed a maximum, which will be the lesser of: (A) the sum of the highest Prime Rate published in The Wall Street Journal in effect on the date of the advance, plus a margin of not more than 10 percentage points (10.00%), or (B) 18.00%. 7. VARIABLE RATE - VARIABLE RATE ADVANCES. Your Variable Rate Advance balance is subject to a Variable Rate that is based on the Prime Rate as published in The Wall Street Journal in effect on the last day of each month ("Index") plus 2,490% ("Margin"). The Index plus the Margin equals the Interest Rate. Changes in the Index will cause changes in the Interest Rate on the first day of each month immediately following any such change in the Index. Increases or decreases in the Interest Rate will result in like increases or decreases in the Finance Charge and may affect be amount of Your scheduled payments. Your Interest Rate is subject to a maximum of 18.00% and will apply to the remaining principal balance. If the Index becomes unavailable, We may select another Index and Margin which would result in a substantially sinilar Interest Rate. 8. DEFAULT ANNUAL PERCENTAGE RATE. If Your Account is subject to the termination and acceleration provisions of Section 16, herein, We may, at our sole and exclusive option, increase the Annual Percentage Rate applicable to Your Accotnt instead of exercising Our rights under Section 16. Should We elect to increase Your rate, the Daily Periodic Rate applicable to Your entire Account balance existing at that time and in the future will immediately increase to 0.049315% (correspondingANNUAL PERCENTAGE RATE 18.00%). In the event We increase Your rate as described above, We reserve the right to exercise our rights under Section 16 at a future time, provided a condition described in Section 16 exists at that time. 9. SECURITY. Your Account is secured by a Mortgage/Deed of Trust You have given Us on the Security Property described above as well as the proceeds of the sale of such Security Property. Except as stated herein, Your Account is not secured by any other collateral, real or personal, tangible or intangible. As permitted by law, to secure all transactions under this Agreement in either joint or individual Accounts, We have the right to impress and enforce a statutory lien against Your shares on deposit with Us other than those deposits established under a governmental approved tax deferral plan such as an IRA or Keogh account), and any dividends due or to become due to You from Us to the extent that You owe on any unpaid balance on Your Account(s) and We may enforce Our right to do so without further notice to You. Additionally, You agree that We may set-off any mutual indebtedness. 10. OTHER CHARGES. In addition to the Finance Charges, Your Account is subject to certain other charges which You agree to pay either separately or as a rrsult of advances made to Your Account ("e' means estimate): BECU Loan Cost (Paid to Credit Union) Appraisal Fee Courier Fee Escrow/Settlement Tax Service Recording Fees Title Examination Fees Title Insurance Other Total of Charges $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0 00 $0.00 11. COLLECTION COSTS. To the extent permitted by law, You agree to pay all costs of collections, including attorneys' fees whether or not suit is filed, and other costs, including court costs. 13. OTHER FEES AND CHARGES. You will be charged $25.00 for any check (or other negotiable instrument used for payment) which is returned unpaid. 14. PROPERTY INSURANCE. You agree to insure the Security Property against fire and other hazards, in the amount and fcr the period required by Us, with Us named as Mortgagee for Our protection. You may purchase the insurance from any insurer You want, but We have the right not to accept the insurer for reasonable cause. If You do not get or keep such insurance, We may (but are under no obligation to do so) obtain it and add the costs to the principal balance of Your Account and You agree to pay for it. lR 15.000UPATION OF THE SECURITY PROPERTY. You represent that You currently occupy the Security Property identified in this Agreement as Your principal residence and You agree that You will continue to do so throughout the term of this Agreement. 16. TERMINATION. If You fail to meet the terms of repayment, or if You act or fail to act in a way that adversely affects Our security interest or other rights in the Security Property, or if You have committed fraud or made a material misrepresentation in connedion with the Account (such as failing to occupy the Security Property as Your principal residence after warranting that You would do so on the application for Your Account), We may terminate this Agreement and require You to pay Us the outstanding balance in one payment or, subject to the Goveming Law, cause the Security Property to be sold and the proceeds of sale to be applied to Your obligation to Us. To the extent permitted by law, You agree to pay any reasonable costs of protecting, retaking, repaimg or selling the Security Property. 17. SUSPENSION. Your right to request additional advances may be suspended, or Your Maximum Credit Limit reduced, at Our option, in the following instances: (1) You fail to make the scheduled payments due to Us; (2) You fail to make timely payments to the holders of Mortgage/Deeds of Trust senior to Ours; (3) You fail to pay real property taxes prior to delinquency; (4) You fail to maintain the required property insurance; (5) You are in default of any material obligation under the terms of this Agreement (such as failing to occupy the Security Property as Your principal residence); (6) the value of the Security Property declines significantly below the appraised value upon which We relied in approving Your application; (7) We reasonably believe that Your ability to meet Your payment obligations is impaired because of a material change in Your financial circumstances; (8) Govemmental action preludes Our imposing the Interest Rate provided herein or adversely affects the priority of Our Security Interest such that the value of Our interest is less than 120% of Your Maximum Credit Limit; (9) the maximum Interest Rate under this plan is reached; or (10) Govemment regulatory authorities find that further advances under this plan constitute an unsafe and unsound practice. When the condition which caused the suspension of advances or reduction of Your Maximum Credit Limit no longer exists, the original terms of this Agreement will be reinstated. You understand that if Your right to request additional advances is suspended or Your Maximum Credit Limit is reduced, You still owe Us whatever sums You have already borrowed, all other charges under this Agreement and applicable Finance Charges. 18. CHANGE IN TERMS. We may change the terms of this Agreement upon proper notice to You in the following situations: (1) as provided in this Agreement; (2) to adopt a new Index if the current Index becomes unavailable; (3) by written agreement with You; (4) if the change benefits You; or (5) the change is insignificant. 19. LIMITATIONS ON THE USE OF CONVENIENCE CHECKS. We reserve the right not to honor any Convenience Check if: (1) by paying a Convenience Check You would exceed Your Maximum Credit Limit; (2) Your Convenience Check is post-dated. We are not responsible for any resulting loss or liability, however, if any such Convenience Check is honored and, as a result, any other Convenience Check is returned unpaid; (3) Your Convenience Checks have been reported lost or stolen; (4) Your Convenience Check is not signed by a Borrower under this Agreement; (5) Your Account has been suspended or terminated as provided for in this Agreement or could be if a particular Convenience Check were to be honored; (6) Your Convenience Check is less than the Minimum Variable Rate or Minimum Fixed Rate Advance as shown in this Agreement; and/or (7) You are in violation of any transaction requirement or would be if We honored Your Convenience Check. 20. ADDITIONAL INFORMATION. You agree that You will promptly tell Us in writing if You move, change Your name, or change Your employment. You will also provide Us updated financial information upon Our request. 21. DELAY IN ENFORCEMENT. We can delay enforcing any of Our rights under this Agreement without losing them. We can accept late payments, partial payments, or any other payments even if they are marked "paid in full," without losing any of Our rights under this Agreement. 22. SEVERABILITY. If any provision of this Agreement is held to be unenforceable, such determination shall not affect the validity of the remaining provisions of this Agreement. 23. LIABILITY OF PARTIES. Each Borrower will be responsible, jointly and severally, for the repayment of amounts owed. 24. TAX DEDUCTIBILITY. You should consult a tax advisor regarding the deductibility of interest and charges under Your Account. 25. GOVERNING LAW. This Agreement is controlled and governed by the laws of the State of Washington, except to the extent that the laws of the state where the Security Property is located govems property rights related to the Security Property, and except to the extent that such laws are inconsistent with controlling federal law. YOUR BILLING RIGHTS - KEEP THIS NOTICE FOR FUTURE USE This notice contains important information about Your rights and Our responsibilities under the Fair Credit Billing Act. NOTIFY US IN CASE OF ERRORS OR QUESTIONS ABOUT YOUR STATEMENT If You think Your statement is wrong, or if You need more information about a transactionon Your statement, write Us on a separate sheet, at Our address shown in this Agreement. Write to Us as soon as possible. We must hear from You no later than 60 days after We send You the first statement on which he error or problem appeared. You can telephone Us, but doing so will not preserve Your rights. In Your letter, give Us the following information: - Your Name and Account Number. - Dollar amount of the suspected error. - Describe the error and explain, if You can, why You believe there 6 an error. If You need more information, describe the item You are not sure about. YOUR RIGHTS AND OUR RESPONSIBILITIES AFTER WE RECEIVE YOUR WRITTEN NOTICE We must acknowledge Your letter within 30 days, unless We have corrected the error by then. Withn 90 days, We must either correct the error or explain why We believe the statement was correct. After We receive Your letter, We cannot try to collect any amount You question, or report You as delinquent. We can continueto bill You for the amount You question, including Finance Charges, and We can apply any unpaid amount against Your Credit Limit. You do not have to pay any questioned amount s rile We are investigating, but You are still obligated to pay the parts of Your statement that are not in questbn. If We find that We made a mistake on Your statement, You will not have to pay any Finance Charges related to any questioned anount. If We didn't make a mistake, You may have to pay Finance Charges, and You will have to make up any missed payments on tie questioned amount. In either case, We will send You a statement of the amount You owe and the date that it is due. If You fail to pay the amount that We think You owe, We may report You as delinquent. However, if Our explanation does not saisfy You and You write to Us within 10 days telling Us that You still refuse to pay, We must tell anyone We report You to that You have a question about Your statement and We musttell You the name of anyone We reported You to. We must tell anyone We report You to that the matter has been settled between Us when it finally is. If We don't follow these rules, We can't collect the first $50.00 of the questioned amount, even if Your statement was correct. Copyright Oak Tree Business Systems, Inc., 1997-2016. All Rights Reserved. Page 2 of 2 OTBS 020 New BECU (7/16) BECU (7/16) 0 0 CITY OF TUKWILA Department of Community Development 630o Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431-367o FAX (206) 431-3665 E-mail: tukplan anci.tukwila.wa.us Permit Center/Building Division 206 431-367o Public Works Department 206 433-0179 Planning Division 206 431-367o AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION PERMIT NO: P 11- O+ STATE OF WASHINGTON) COUNTY OF KING ) ss. k3J•1l\ , states as follows: [please print name] 1. I have made application for a 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 familiar 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 requirement of RCW 18.27.090, I consider the work authorized under this permit to be exempt under number sand 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 might oth �'se have under state law in any decision to engage an unregistered contractor to perform construction wor 111%%\\\\O Owner/Own ~ is Agent* Signed and sworn to before me this day of Nat NOTARY PUB Residing at u ► u' I f 42'w 4 f in LIC and Name as commissioned: ,201L. r the State of Washington le -e �, ICou _ay l My commission expires: U°I UV 18.27.090 Exemptions. The registration provisions of this 1. An authorized representative of the United States government, 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 underground 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 under the 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; io. 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 chapter do not apply to: 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, or a 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 47.28.070, 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 1.:28 RCW that employ's 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 must 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 exemptions. GENERAL NOTES GENERAL NOTES CONTACT INFORMATION PROJECT INFORMATION BUILDING CODE INFORMATION V 1. THE FOLLOWING NOTES REFER TO NEW CONSTRUCTION WORK TO BE PERFORMED UNDER PERMIT FROM THE LOCAL JURISDICTION AS DESCRIBED ON THE ATTACHED "CONSTRUCTION SET" DRAWINGS AND SPECIFICATIONS. 2. CONTRACTOR SHALL FIELD VERIFY ALL CRITICAL DIMENSIONS AND SITE CONDITIONS INCLUDING LOCATION AND DISPOSITION OF EXISTING UTILITIES BEFORE COMMENCING WORK AND BE RESPONSIBLE FOR SAME. NOTIFY ARCHITECT OF ANY DISCREPANCIES AND DO NOT PROCEED WITH ANY RELATED WORK UNTIL DISCREPANCY HAS BEEN REMOVED. 3. ALL WORK SHALL BE DONE IN ACCORDANCE WITH APPLICABLE CODES. WHERE CONFLICTS OCCUR BETWEEN METHODS OR STANDARDS OF INSTALLATION AND CODES, OR IF MATERIALS DO NOT EQUAL OR EXCEED THE REQUIREMENTS OF LAWS OR ORDINANCES, THE LAWS OR ORDINANCES SHALL GOVERN. NOTIFY ARCHITECT OF ANY CONFLICTS. 4. DO NOT SCALE THE DRAWINGS. THE CONTRACTOR(S) SHALL USE ACTUAL FIELD DIMENSIONS OR DIMENSIONS SHOWN ON THE DRAWINGS. NOTIFY THE ARCHITECT OF ANY DISCREPANCIES AND DO NOT PROCEED WITH ANY RELATED WORK UNTIL DISCREPANCY HAS BEEN RESOLVED. 5. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS AND SEQUENCE OF CONSTRUCTION REQUIRED TO PERFORM THE WORK. 6. SUB -CONTRACTORS SHALL VERIFY ROUGH -IN DIMENSIONS, REQUIREMENTS FOR BACKING AND LOCATIONS OF ITEMS IN PARTITIONS AS REQUIRED FOR INSTALLATION OF THEIR WORK. EACH INSTALLER SHALL BE RESPONSIBLE FOR VERIFICATION AND COORDINATION WITH OTHER INSTALLERS TO SECURE COMPLIANCE WITH THE CONTRACT DRAWINGS AND RELATED SPECIFICATIONS. GENERAL CONTRACTOR SHALL COORDINATE INSTALLATION OF EQUIPMENT, PLUMBING FIXTURES AND APPLIANCES INCLUDED IN THIS CONTRACT OR FURNISHED BY OTHERS FOR INSTALLATION BY CONTRACTOR. 7. PRIOR TO SHOP FABRICATION OF MATERIALS OR EQUIPMENT OR ORDERING OF MANUFACTURED ITEMS, RESPECTIVE SUB -CONTRACTOR OR SUPPLIER SHALL PROVIDE SHOP DRAWINGS OR MANUFACTURER'S DATA FOR REVIEW BY OWNER AND ARCHITECT. 8. ANY ALTERATIONS TO STRUCTURAL ELEMENTS OR BUILDING SHELL DESIGN SHALL NOT BE DONE WITHOUT PRIOR AUTHORIZATION FROM ARCHITECT. ALL CONTRACTOR INITIATED CHANGES SHALL BE SUBMITTED TO ARCHITECT IN WRITING FOR APPROVAL. 9. DEMOLITION CONTRACTOR IS RESPONSIBLE FOR LICENSED TESTING AND, IF REQUIRED, ABATEMENT OF ANY HAZARDOUS MATERIALS DISTURBED DURING SITE CLEARING AND PREPARATION. EXISTING SIDEWALK 10. SOIL CONDITIONS DISCOVERED DURING EXCAVATION WHICH APPEAR INCONSISTENT WITH THE ALLOWABLE SOIL BEARING PRESSURE ASSUMED SHALL BE REPORTED TO THE ARCHITECT. THE ACTUAL ELEVATIONS OF THE FOOTINGS WILL BE ESTABLISHED BY THE CONTRACTOR AND MUST BEAR ON SOLID UNDISTURBED EARTH OR CONTROLLED AND COMPACTED STRUCTURAL FILL. SEE STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. 11. CONTRACTOR SHALL PROVIDE ALL TEMPORARY SUPPORTS AND BRACING AS REQUIRED. INSTALL TEMPORARY BARRIERS AS NECESSARY TO PROTECT ADJACENT STREET RIGHT-OF-WAY AND NEIGHBORING PROPERTIES. CONTRACTOR SHALL BE RESPONSIBLE FOR STRENGTH AND SUITABILITY OF TEMPORARY BARRIERS AND SUPPORTS PER CITY OF SEATTLE STANDARDS. ALL TEMPORARY WORK SHALL BE REMOVED AT THE END OF EACH SEQUENCE OR AT COMPLETION OF THE CONTRACT WORK. 12. MECHANICAL AND ELECTRICAL TO BE BIDDER -DESIGN UNDER SEPARATE PERMIT. CONTRACTOR SHALL SUBMIT PLANS TO ARCHITECT FOR REVIEW PRIOR TO CONSTRUCTION. CONTRACTOR SHALL VERIFY SIZES AND LOCATIONS OF ALL OPENINGS FOR MECHANICAL WORK AND OBTAIN SHOP DRAWINGS FOR REVIEW BY ARCHITECT BEFORE PROCEEDING WITH THE WORK. 13. PROTECT ALL NONCOMPATIBLE MATERIALS FROM GALVANIC ACTION. 14. REPETITIOUS DETAILS MAY BE CALLED OUT RARELY ON THE DRAWINGS BUT SHALL BE PROVIDED AT ALL LOCATIONS WHERE THEY OCCUR. 15. ALL WORKMANSHIP SHALL BE OF THE HIGHEST QUALITY AND IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS, INSTALLATION INSTRUCTIONS AND RECOMMENDATIONS FOR USE. WORKMANSHIP QUALITY SHALL BE JUDGED ACCORDING TO THE BEST ACCEPTED STANDARDS OF THE BUILDING INDUSTRY. CONTRACTOR SHALL CORRECT ALL DEFECTIVE WORK TO SATISFACTION OF OWNER AT CONTRACTOR'S EXPENSE AND IN A TIMELY MANNER. A PUNCH LIST WILL BE ISSUED AT COMPLETION OF PROJECT. NOTIFY ARCHITECT AT SUBSTANTIAL COMPLETION. 16. ALL MATERIALS AND WORKMANSHIP SHALL BE GUARANTEED FOR A PERIOD OF ONE YEAR FROM DATE OF ACCEPTANCE OF COMPLETED PROJECT BY OWNER. ROOFING, WATERPROOFING, FLASHINGS AND ALL OTHER WORK WHICH IS A COMPONENT PART OF THE ROOFING IS TO BE WEATHERTIGHT UNDER ORDINARY WEAR AND USAGE FOR A PERIOD OF TWO YEARS FROM DATE OF ACCEPTANCE, TO BE SUPPLEMENTED BY THE TERMS AND CONDITIONS OF EXTENDED MANUFACTURER'S WARRANTIES. AT TIME OF ACCEPTANCE OF COMPLETED PROJECT, CONTRACTOR SHALL FURNISH OWNER WITH ALL NECESSARY MANUALS OF OPERATION AND MAINTENANCE, WARRANTIES AND GUARANTEES FOR ALL EQUIPMENT INCLUDED IN THIS CONTRACT. 17. ANY METAL IN CONTACT WITH TREATED WOOD MUST BE VERIFIED FOR THAT USE OR ISOLATED FROM DIRECT CONTACT. 56TH AVE S PROPERTY ADDRESS OWNER ARCHITECT 14246 56th AVE S TUKWILA, WA 98168 HOWARD & CAROLYN BING 16428 12th AVE SW BURIEN, WA 98166 206-650-8654 McMANIGAL & ASSOCIATES ARCHITECTS, PLLC 142 5W 202nd SEATTLE, WA 98166 CONTACT: ZEN McMANIGAL 206-824-3935 zmcmanigal@aol.com STRUCTURAL ENGINEER AJP ENGINEERING, INC. 1516 NW 60th ST SEATTLE, WA 98115 206-459.4075 CONTACT: AARON PAMBIANCO apambianco@ajpeng.com DRAWING INDEX A1.1 A2.1 SITE PLAN, PROJECT INFORMATION FLOOR PLANS, ELEVATIONS 51.0 GENERAL STRUCTURAL NOTES S2.0 FOUNDATION PLAN S2.1 ROOF FRAMING PLAN 53.0 STRUCTURAL DETAILS HEAT PUMP FOR MINI SPLIT DUCTLESS SYSTEM PL 192.0 A DEMOLISH EXISTING CARPORT AND REPLACE WITH NEW ENCLOSED GARAGE AND OFFICE. NEW GARAGE TO BE UNCONDITIONED. PARCEL NO. 3365900285 JURISDICTION CITY OF TUKWILA, WA LEGAL DESCRIPTION HILLMANS SEATTLE GARDEN TRS. PLAT BLOCK: 4, PLAT LOT: 5 ZONING INFORMATION ZONE LDR LOW DENSITY RESIDENTIAL SETBACKS FRONT 20' LOT AREA 13,056 SF (0.30 AC) FRONT, DECKS 15' OR PORCHES SIDE 5' REAR 10' BUILDING HT 30' MAXIMUM BUILDING HEIGHT DOES NOT CHANGE. LOT COVERAGE 60% MAX LOCATION EXT'G. HOUSE, EAVES EXT'G. SHED EXT'G. CARPORT & SLAB REPLACED W/ GAR & OFC EXT'G DECK EXT'G. PATIO EXT'G. SOUTH DRIVEWAY NORTH DRIVEWAY NORTH DRIVEWAY TOTALS TOTAL LOT COVERAGE TOTAL EXISTING REPLACED NEW NEW+ REP. 1543.4 222.0 244.1 352.0 229.0 814.2 473.4 0 3878.1 0 0 0 244.1 416.7 0 0 0 0 0 0 0 0 0_ 0 154.8 0 A 0 0 0 0 154.8 ~ 815.6 APPLICABLE CODES 2015 INTERNATIONAL RESIDENTIAL CODE WI STATEWIDE AMENDMENTS 2015 UNIFORM PLUMBING CODE WI STATEWIDE AMENDMENTS NATIONAL ELECTRICAL CODE (NFPA 70) 2015 WASHINGTON STATE ENERGY CODE CONSTRUCTION TYPE V-B OCCUPANCY FLOOR AREA R-3 X S IN 'USE 2060.0 S.F. EXISTING CARPORT 244.1 S.F. DEMOLISHED NEW GARAGE 277.0 S.F. UNCODITIONED - REPLACES CARPORT NEW OFFICE 275.0 S.F. CONDITIONED - REPLACES CARPORT 0 EXISTING DECK 360.0 S.F. REMAINS 6'< rTe r 777 w_. Pit owl GI ,, i i\.y C3,177LLJ b Ji:J rb Ey: Data:. ) (n 1 City of Tukwila BUILDING DIVISION EXISTING DRIVEWAY NEW TRENCH DRAIN DEMO EXT'G. WALKWAY 20.0 FRONT SETBACK a 4 `NEW DS • EXISTING CONC. WALL REMAINS NEW GARAGE ! OFFICE/ ';',4,41. NEW DS REBUILD ENTRY STOOP EW CONCRETE WALKWAY 1' _ RELOCATE EX. DS DEMO EXISTING \ CARPORT AND SLAB TIE NEW DS / TO EXT'G. TIGHTLINE / EXISTING HOUSE /71 k - y EXISTING DRIVEWAY EXISTING DECK EXISTING SLAB AT DAYLIGHT BASEMENT LEVEL EXISTING PARKING AREA AT DAYLIGHT BASEMENT LEVEL 7 r L EXISTING SHED 0 1 10.0 J REAR SETBACK RECEIVED MAY 0 8 2U18 TUKWILA PUBLIC WORKS CO1/40 REVISION ISION NOe.�.. ci L SITE PLAN 1=10 0 5 10 20 MIS PL 192.0 40 RECEIVED CITY OF TUKWILA MAY ;T ?`1R PERMIT CENTER br7O2U,, &A MCMANIGAL & ASSOCIATES ARCHITECTS, PLLC 142 SW 202ND SEATTLE, WASHINGTON 98166 T 206-824-3935 F 206-878-3896 BING RESIDENCE CONVERT CARPORT TO GARAGE 14246 56th AVE S, TUKWILA, WA 98168 1Q1/3/2018 POST PERMIT SUBMITTAL NO. DATE REVISION DATE: 8/25/2017 PERMIT DRAWN- MG CHECKED: ZM JOB NO' 1606 SHEET: R-J EAVE & SOFFIT, MATCH EXISTING REMOVE SIDING THIS WALL, ADD 1/2" GWB, FASTEN W/ 5d COOLER NAILS 0)8" O.C. OR DRY - SCREWS 4)16" O.C. TRUSSES PER STRUC'L. NEW GARAGE NEW FOOTING & FOUNDATION WALLS, STEP WI GRADE AS NECESSARY 6" PANEL DOOR TO MATCH INT. DOORS NEW OFFICE F2 NEW CRAWL SPACE REMOVE EXISTING NON -EGRESS WINDOW & WELL AND INFILL W/ CONCRETE TO SUPPORT NEW GARAGE SLAB o 6 MIL L 4"DIA PVC PERFORATED FOOTING MOISTURE DRAIN, WRAP IN FILTER FABRIC, BARRIER BURY IN FREE DRAINING GRAVEL BUILDING SECTION AA 1/4" CONSTRUCTION ASSEMBLY SCHEDULE 4 EXISTING CONSTRUCTION • EXISTING CONSTRUCTION TO REMAIN. • EXISTING INSULATION IS TO REMAIN. • REFINISH / NEW FINISH AS SCHEDULED • ADD PLYWOOD SHEATHING AS REQUIRED BY STRUCTURAL 4 NEW ROOF CONSTRUCTION • ASPHALT SHINGLE TO MATCH EXISTING. • 30# BUILDERS FELT, OR AS REQUIRED BY ROOFING MANUFACTURER • ROOF SHEATHING, PER STRUCTURAL • ROOF FRAMING PER ROOF FRAMING PLAN • R49 INSULATION PER PLAN 4 NEW SLAB ON GRADE CONSTRUCTION • REFER TO STRUCTURAL-4' THICK CONCRETE SLAB • 6 MIL VAPOR BARRIER • GRAVEL BED, PER STRUCTURAL SIDING, MATCH EXT'G NEW D.S. G NEW EXTERIOR WALL CONSTRUCTION • NEW SIDING, AS NOTED ON ELEVATIONS. INSTALL ALL REQUIRED SUBSTRATES, WATERPROOFING, SEALANTS, ACCESSORIES, ETC. AS REQUIRED BY MANUFACTURER. • TYPAR HOUSWRAP, INSTALL PER MANUFACTURER'S INSTRUCTIONS, LAP 12' MIN. AT SPLICES, NO SPLICES AT CORNERS. • WALL SHEATHING PER STRUCTURAL. VERIFY W/ SIDING MFR. FOR ANY ADDITIONAL REQUIREMENTS. • 2x6 WALL STUDS ®16" O.C. AT EXTERIOR, WI DOUBLE TOP PL, SINGLE BOT PL (P.T. @ SLAB ON GRADE), U.N.O. ON PLANS • NO INSULATION AT OUTER GARAGE WALLS • WINDOWS - U 0.30 W> NEW INTERIOR WALL CONSTRUCTION • 2x6 WALL STUDS @ 16' O.0 • R21 INSULATION • ADD 1/2" GWB BOTH SIDES, FASTEN W/ 5d COOLER NAILS 4)8" O.C. OR DRY- SCREWS 0116" O.C. EXISTING STAMPED CONCRETE DRIVEWAY TO REMAIN 22'-0" 4'-3 1/2" FACE NEW NORTH NEW DS WALL 17'-0" 3'-0" EXT'G CARPORT POSTS 7'-8 1/2" 3'-0" 4'-0" FFx9 0 DS N N TO 11'-11" XT'G CARPORT WIDTH DEMO DRIVEWAY AS REQUIRED FOR NEW DRAIN, REPAIR TO MATCH EXISTI G �. 4 NEW FRAMED FLOOR CONSTRUCTION • FINISH FLOOR PER SCHEDULE. • SUBFLOOR, GLUED AND NAILED, PER STRUCTURAL. • FLOOR JOISTS PER STRUCTURAL • BEAMS, POSTS, AND PIERS PER STRUCTURAL • AT NEW FLOOR SEPARATING CONDITIONED FROM UNCONDITIONED SPACES - BAIT INSULATION, FACED W/ INTEGRAL VAPOR BARRIER, R-30 WITH VAPOR BARRIER ON WARM (IN WINTER) SIDE. INSTALL IN A PERMANENT MANNER IN SUBSTANTIAL CONTACT WITH SURFACE BEING INSULATED. —NEW D.S. R M•VE EXISTING NON -EGRESS WINDOW & WELL, AND INFILL WI CONCRETE TO SUPPORT NEW GARAGE SLAB NORTH ELEVATION 1/4".1'-0" NEW ADDITION NEW D.S. 9-1/2" X 18 1/4" CRAWL SPACE VENT WEST ELEVATION 1/4" -1'-0" / NEW ROOFING, MATCH EXT'G. EXTG. D.S. NEW D.S. r W i 8070 3'-0"x3'-6" SH NEW GARAGE NEW CONCRETE SLAB, UNCONDITIONED NEW STEPS 3R@7" 2T@10" 20 MIN. RATED, W/ SELF CLOSER, WEATHERSTRIP & THRESHOLD 3'-0"x3'-6" SH REMOVE SIDING THIS WALL, ADD 1/2" GWB, FASTEN W/ 5d COOLER NAILS (D8" O.C. OR DRY - SCREWS 4)16" O.C. 7-9 xx 9 M / 3'-0" / OVER HANG 'Pr 9 FACE NEW SOU1JH WALL OF OFFIC LINE OF NEW ROOF OVERHANG NEW DS 4'-1" PLAN NOTES 1. DIMENSION NOTES: A. DIMENSIONS TO NEW WALLS ARE TO FACE OF FRAMING OR CONCRETE, U.N.O. B. DIMENSIONS TO EXISTING WALLS ARE TO FACE OF FINISH, U.N.O. C DIMENSIONS TO WINDOWS ARE NOMINAL OPENINGS, U.N.O. VERIFY R.O. WI MFR. D. DIMENSIONS TO DOOR ARE ROUGH OPENINGS, U.N.O. E. OVERALL EXTERIOR DIMENSIONS ARE GIVEN FOR REFERENCE. FIELD VERIFY ALL CRITICAL DIMENSIONS. 2. REFER TO STRUCTURAL DRAWINGS FOR ADDITIONAL INFORMATION. LEGEND NEW FRAMED WALL EXISTING WALL TO REMAIN EXISTING WALL I FIXTURE TO BE DEMOLISHED NEW OFFICE 3'-0" 3'-0"x3'-6" u U SH A 7'-10" 'o NEW 2868 8'-0" DUCTLESS SPLIT - SYSTEM REGISTER 3'-0" 3'-0"x3'-6" SH 1'-10" 4'-I" 4'-6" 3 " OVER HANG NEW GARAGE PLAN 1/4" =1'-0" t P r Of 9-1/2" X 18 1/4" CRAWL SPACE VENT CRAWL SPACE ACCESS DOOR NEW ADDITION NEW 36" RAIL & STOOP NEW D.S. ON POST SOUTH ELEVATION 1/4"=1'-0" PLATE FLOOR REVI3I( EXT'G CLOSET DEMO DOOR F 2668 NEW STORAGE REMOVE EXISTING NON -EGRESS WINDOW AND INFILL 8'-8" REPLACEW/NEW 3066 ENTRY DOOR, WEATHERSTRIP AND THRESHOLD REBUILD STOOP, RAIL, & STEPS EXT'G LIVING EXT'G M. BED G LL C EXT'G BATH EXPIV OCT, 02 204 , I. RECEIVED CITY OF TUK ILA MAY fl42018 PERMIT CENTER ELEVATION NOTES THESE NOTES APPLY TO ALL EXTERIOR ELEVATIONS. 1. AU. EXTERIOR WINDOW AND DOOR OPENINGS SHALL BE FLASHED AT THE HEAD WITH MIN. 26 GAUGE CORROSION -RESISTANT METAL. BUILDING PAPER TO BE LAPPED OVER HEAD FLASHING, TYP. USE "MOISTOP E-Z SEAL" OR EQUAL, AT PERIMETER OF DOOR AND WINDOW OPENINGS. INSTALL PER MANUFACTURERS RECOMMENDATIONS AND IN ACCORDANCE WITH IRC R703.8. 2. FLASHING AND COUNTER FLASHING TO BE MIN. 26 GAUGE CORROSION -RESISTANT METAL, AND SHALL BE INSTALLED IN COMPLIANCE WITH IRC R703.B. FLASHING TO INCLUDE (BUT NOT LIMITED TO): A. TOPS OF EXPOSED HORIZONTAL TRIM B. WALUROOF INTERSECTIONS C. TOPS OF ALL OPENINGS IN EXTERIOR WALLS D. EAVES, RAKES, HIPS, VALLEYS E. TOPS OF FREESTANDING EXTERIOR WALLS 3. FLASH ALL ROOF PENETRATIONS. ROOF & COPING FLASHING TO CONFORM TO IRC R903.2. 4. ROOFING INSTALLATION AND FLASHING TO CONFORM TO IRC R905 5. SIDING INSTALLATION AND FLASHING TO CONFORM TO IRC R703 6. INSTALL SIDING, ROOFING, AND TRIM PER MFR's. SPECS. INSTALL ALL SUBSTRATES, FLASHING, WATER PROOFING, & EXPANSION JOINTS, AS REQUIRED BY MANUFACTURER. 7. SAFETY GLAZING (SG) TO CONFORM TO IBC R308. REFER TO ELEVATIONS FOR LOCATIONS. Drk o241 M&A MCMANIGAL & ASSOCIATES ARCHITECTS, PLLC 142 SW 202ND SEATTLE, WASHINGTON 98166 T 206-824-3935 F 206-878-3896 BING RESIDENCE CONVERT CARPORT TO GARAGE 14246 56th AVE S, TUKWILA, WA 98168 101/3/201 B POST PERMIT SUBMITTAL NO. DATE REVISION No. 4088 REGISTERED ARCHITECT ENITH L McMANI STATE OF WAS J . TON DATE' 8/25/2017 PERMIT DRAWN- MG CHECKED: ZM JOB NO' 1606 SHEET: All GENERAL STRUCTURAL NOTES (THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE PLANS) NAIL SIZES SPECIFIED ON DRAWINGS ARE BASED ON THE FOLLOWING SPECIFICATIONS: CRITERIA ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, THE INTERNATIONAL BUILDING CODE (2015 EDITION). I. DESIGN LOADING CRITERIA: FLOOR LIVE LOAD (RESIDENTIAL) 40 PSF DECK LIVE LOAD (RESIDENTIAL) 60 PSF ROOF SNOW LOAD (P) 25 PSF WIND: BASIC WIND SPEED (3-SECOND GUST) 110 MPH WIND IMPORTANCE FACTOR (Iw) 1 0 WIND EXPOSURE B TOPOGRAPHICAL FACTOR (Kit) 1 00 EARTHQUAKE: SEISMIC IMPORTANCE FACTOR (IE) 1 0 SPECTRAL RESPONSE COEF. (SDS/SDI) . . . . .0.98G/0.55G (SS/S1) 1 48G/0.55G SEISMIC FORCE RESISTING SYSTEM: . . PLYWOOD SHEAR WALLS DESIGN BASE SHEAR 2 43K SEISMIC RESPONSE COEFFICIENT (CS) 0 152 SEISMIC DESIGN CATEGORY D SEISMIC SITE CLASS D RESPONSE MODIFICATION FACTOR (R) 6 5 ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE REFERENCE: USGS NATIONAL SEISMIC HAZARD MAPPING PROJECT, 2002 DATA STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS COMPATIBILITY AND SHALL NOTIFY ARCHITECT AND ENGINEER OF RECORD OF DISCREPANCIES PRIOR TO CONSTRUCTION. FOR FOR ANY 3. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS PRIOR TO COMMENCING ANY WORK AND DETERMINE THE LOCATION OF ALL ADJACENT UNDERGROUND UTILITIES PRIOR TO COMMENCING EXCAVATION, AND NOTIFY ARCHITECT OF DISCREPANCIES AND CONFLICTS. 4. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. 5. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE WORK. THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY AUTHORITY OR ACTUAL AND/OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE SITE AND/OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE CONTRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES OF THE OWNER, CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE. SPECIAL INSPECTION OF EPDXY GROUTED INSTALLATIONS SHALL BE PROVIDED IN ACCORDANCE WITH SECTIONS 109 AND 1704 OF THE INTERNATIONAL BUILDING CODE AND THE PROJECT SPECIFICATIONS BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE ARCHITECT, AND RETAINED BY THE BUILDING OWNER. THE ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING DEPARTMENT SHALL BE FURNISHED WITH COPIES OF ALL INSPECTION AND TEST RESULTS. GEOTECHNICAL 7. FOUNDATION NOTES: ALLOWABLE SOIL PRESSURE AND LATERAL EARTH PRESSURE ARE ASSUMED AND THEREFORE MUST BE VERIFIED BY A QUALIFIED SOILS ENGINEER. IF SOILS ARE FOUND TO BE OTHER THAN ASSUMED, NOTIFY THE STRUCTURAL ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH AT LEAST 18" BELOW ADJACENT FINISHED GRADE. UNLESS NOTED OTHERWISE, FOOTINGS SHALL BE CENTERED BELOW COLUMNS OR WALLS ABOVE. BACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE. ALLOWABLE SOIL PRESSURE 2,000 PSF LATERAL EARTH PRESSURE 35 PCF RENOVATION 8. DEMOLITION: CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS BEFORE COMMENCING ANY DEMOLITION. SHORING SHALL BE INSTALLED TO SUPPORT EXISTING CONSTRUCTION AS REQUIRED AND IN A MANNER SUITABLE TO THE WORK SEQUENCES. EXISTING REINFORCING SHALL BE RETAINED UNDAMAGED WHERE NOTED ON THE PLANS. DEMOLITION DEBRIS SHALL NOT BE ALLOWED TO DAMAGE OR OVERLOAD THE EXISTING STRUCTURE. LIMIT CONSTRUCTION LOADING (INCLUDING DEMOLITION DEBRIS) ON EXISTING FLOOR SYSTEMS TO 40 PSF. a. ALL NEW OPENINGS THROUGH EXISTING CONCRETE OR MASONRY WALLS, SLABS AND BEAMS SHALL BE ACCOMPLISHED BY SAW CUTTING WHEREVER POSSIBLE. b. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND LOCATION OF MEMBERS PRIOR TO CUTTING ANY OPENINGS. c. WHERE NEW REINFORCING TERMINATES AT EXISTING CONCRETE OR MASONRY, THREADED BARS INTO THREADED EXPANSION INSERTS IN THE EXISTING TO MATCH HORIZONTAL REINFORCING, UNLESS OTHERWISE NOTED ON PLANS. 9. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CONDITIONS PRIOR TO COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND MUST BE VERIFIED. THE CONTRACTOR SHALL BRING ALL CONFLICTS AND DISCREPANCIES TO THE ATTENTION OF THE ARCHITECT AND STRUCTURAL ENGINEER. CONCRETE 10. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH IBC SECTION 1905 AND ACI 301. CONCRETE SHALL ATTAIN A 28-DAY STRENGTH OF F'C = 2,500 PSI AND MIX SHALL CONTAIN NOT LESS THAN 5-1/2 SACKS OF CEMENT PER CUBIC YARD AND SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5° OR LESS. THE MINIMUM AMOUNTS OF CEMENT AND MAXIMUM AMOUNTS OF WATER MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS SUBMITTED TO THE STRUCTURAL ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE CONCRETE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES AS WELL AS THE WATER CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH IBC 1905.3. REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF RECORD INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY WITH CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED PERFORMANCE. ALL CONCRETE WITH SURFACES EXPOSED TO STANDING WATER SHALL BE AIRENTRAINED WITH AN AIR -ENTRAINING AGENT CONFORMING TO ASTM C260, C494, AND C618. TOTAL AIR CONTENT SHALL BE IN ACCORDANCE WITH TABLE 1904.2.1 OF THE INTERNATIONAL BUILDING CODE. 11. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT S1), GRADE 60, FY = 60,000 PSI. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185. 12. REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORDANCE WITH ACI 318-02. LAP ALL CONTINUOUS REINFORCEMENT 40 BAR DIAMETERS OR 2'-O" MINIMUM. PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS. LAP CORNER BARS 40 BAR DIAMETERS OR 2'-0" MINIMUM. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8" AT SIDES AND ENDS. 13. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: a. FOOTINGS AND OTHER UNFORMED SURFACES, EARTH FACE . . .3" b. ALL OTHER SURFACES 1 1/2" ANCHORAGE 14. EXPANSION BOLTS INTO CONCRETE AND GROUTED MASONRY UNITS SHALL BE "STRONG -BOLT" ANCHORS AS MANUFACTURED BY THE SIMPSON COMPANY AND INSTALLED IN STRICT ACCORDANCE WITH ICC ER 1771, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. 15. EPDXY -GROUTED ITEMS SPECIFIED ON THE DRAWINGS SHALL BE GROUTED WITH "AT" HIGH STRENGTH ACRYLIC -TIE AS MANUFACTURED BY THE SIMPSON COMPANY AND INSTALLED IN STRICT ACCORDANCE WITH ICC ESR 1958. WOOD 16. FRAMING LUMBER SHALL BE KILN DRIED OR MC-15, AND GRADED AND MARKED IN CONFORMANCE WITH WCLIB STANDARD GRADING RULES FOR WEST COAST LUMBER NO. 17, LATEST EDITION. FURNISH TO THE FOLLOWING MINIMUM STANDARDS: JOISTS: (2X MEMBERS) (3X & 4X MEMBERS) STRUCTURAL LIGHT FRAMING: (INCL. 3X AND 4X POSTS) BEAMS AND STRINGERS: (INCL. 6X AND LARGER) POSTS AND TIMBERS: (6X6 AND LARGER) STUDS, PLATES & MISC. FRAMING: 2X6 STUDS AND PLATES: HEM -FIR NO. 2 MINIMUM BASE VALUE, FB = 850 PSI DOUGLAS FIR NO. I MINIMUM BASE VALUE, FB = 1000 PSI DOUGLAS FIR NO. 2 MINIMUM BASE VALUE, FB = 900 PSI FB = 1350 PSI DOUGLAS FIR NO. 1 MINIMUM BASE VALUE, FC = 1000 PSI DOUGLAS FIR OR HEM -FIR STANDARD GRADE HEM -FIR NO.3/ STUD GRADE DOUGLAS FIR Na 1 MINIMUM BASE VALUE, 17. PLYWOOD SHEATHING SHALL BE GRADE C-D, EXTERIOR GLUE OR STRUCTURAL II, EXTERIOR GLUE IN CONFORMANCE WITH APA STANDARDS. ORIENTED STRAND BOARD OF EQUIVALENT THICKNESS, EXPOSURE RATING AND SPAN RATING MAY BE USED IN LIEU OF PLYWOOD. a. b. c. ROOF SHEATHING SHALL BE 1/2" (NOM.) WITH SPAN RATING 24/0. FLOOR SHEATHING SHALL BE 3/4" (NOM.) WITH SPAN RATING 40/20. WALL SHEATHING SHALL BE 1/2" (NOM.) WITH SPAN RATING 24/0. REFER TO WOOD FRAMING NOTES BELOW FOR TYPICAL NAILING. 18. ALL WOOD IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE -TREATED WITH AN APPROVED PRESERVATIVE OR (2) LAYERS OF ASPHALT IMPREGNATED BUILDING PAPER SHALL BE PROVIDED BETWEEN UNTREATED WOOD AND CONCRETE OR MASONRY. ALL WOOD EXPOSED TO WEATHER WITHOUT THE ADEQUATE PROTECTION OF A ROOF OR EAVE SHALL BE AN APPROVED WOOD OF NATURAL RESISTANCE TO DECAY OR PRESSURE TREATED. SUCH MEMBERS INCLUDE HORIZONTAL MEMBERS SUCH AS GIRDERS, JOISTS, AND DECKING; OR VERTICAL MEMBERS SUCH AS POSTS, POLES, AND COLUMNS. 19. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, AS SPECIFIED IN THEIR MOST RECENT CATALOG. EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICC APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. PROVIDE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS OR BOLTS IN EACH MEMBER. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. UNLESS NOTED OTHERWISE, ALL NAILS SHALL BE COMMON. ALL SHIMS SHALL BE SEASONED AND DRIED AND THE SAME GRADE (MINIMUM) AS MEMBERS CONNECTED. HANGERS IN DIRECT CONTACT WITH PRESERVATIVE -TREATED WOOD SHALL BE EITHER STAINLESS STEEL (SST300), POST HOT -DIPPED GALVANIZED (HDG) OR GALVANIZED WITH A MINIMUM OF 1.850Z ZINC PER SQUARE INCH (ZMAX). UNLESS NOTED OTHERWISE, ALL LUMBER JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "LUS" SERIES JOIST HANGERS, AND ALL TJI JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "ITT" OR "IUT" SERIES JOIST HANGERS. 20. WOOD FASTENERS SIZE 6D 8D IOD 12D LENGTH 2" 2-1/2" 3" 3-1/4" DIAMETER 0. 113" 0. 131" O. 148" 0. 148" IF CONTRACTOR PROPOSES THE USE OF ALTERNATE NAILS, THEY SHALL SUBMIT NAIL SPECIFICATIONS TO THE STRUCTURAL ENGINEER (PRIOR TO CONSTRUCTION) FOR REVIEW AND APPROVAL. 21. WOOD FRAMING NOTES -THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN: a. ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE INTERNATIONAL BUILDING CODE. MINIMUM NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO TABLE 2304.9.1 OF THE INTERNATIONAL BUILDING CODE. UNLESS NOTED OTHERWISE, ALL NAILS SHALL BE COMMON. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. b. WALL FRAMING: ALL STUD WALLS SHOWN AND NOT OTHERWISE NOTED SHALL BE 2X4 STUDS @ 16" 0. C. AT INTERIOR WALLS AND 2X6 @ 16" 0. C. AT EXTERIOR WALLS. TWO STUDS MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS. TWO 2X8 HEADERS SHALL BE PROVIDED OVER ALL OPENINGS NOT OTHERWISE NOTED. SOLID BLOCKING FOR WOOD COLUMNS SHALL BE PROVIDED THROUGH FLOORS TO SUPPORTS BELOW. WALLS SHALL HAVE A SINGLE BOTTOM PLATE AND A DOUBLE TOP PLATE. END NAIL TOP PLATE TO EACH STUD WITH TWO 12D NAILS, AND TOENAIL OR END NAIL EACH STUD TO BOTTOM PLATE WITH TWO 12D NAILS. FACE NAIL DOUBLE TOP PLATE WITH 12D AT 12° O.C. AND LAP MINIMUM 4'-0" AT JOINTS AND PROVIDE SIX 12D NAILS AT 4" 0.C. EACH SIDE OF JOINT. ALL STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO WOOD FRAMING BELOW WITH 12D NAILS AT 12" 0.C. STAGGERED OR BOLTED TO CONCRETE WITH 5/8" DIAMETER ANCHOR BOLTS (WITH 7" MINIMUM EMBEDMENT)@ 4'-O" O.C. UNLESS INDICATED OTHERWISE. INDIVIDUAL MEMBERS OF BUILT-UP POSTS SHALL BE NAILED TO EACH OTHER WITH 12D @ 12" 0.C. STAGGERED. REFER TO THE PLANS AND SHEAR WALL SCHEDULE FOR REQUIRED SHEATHING AND NAILING. WHEN NOT OTHERWISE NOTED, PROVIDE GYPSUM WALLBOARD ON INTERIOR SURFACES NAILED TO ALL STUDS, TOP AND BOTTOM PLATES AND BLOCKING WITH NAILS AT 7" O.C. USE 5D COOLER NAILS FOR 1/2" GWB AND 6D COOLER NAILS FOR 5/8" GWB. WHEN NOT OTHERWISE NOTED, PROVIDE 1/2" (NOM.) APA RATED SHEATHING (SPAN RATING 24/0) ON EXTERIOR SURFACES NAILED AT ALL PANEL EDGES (BLOCK UNSUPPORTED EDGES), TOP AND BOTTOM PLATES WITH 8D @ 6" 0.C. AND TO ALL INTERMEDIATE STUDS AND BLOCKING WITH 8D @ 12" 0.C. ALLOW 1/8" SPACING AT ALL PANEL EDGES AND ENDS. c. FLOOR AND ROOF FRAMING: PROVIDE DOUBLE JOISTS AROUND ALL OPENINGS IN FLOORS OR ROOFS UNLESS OTHERWISE NOTED. PROVIDE SOLID BLOCKING AT ALL BEARING POINTS. TOENAIL JOISTS TO SUPPORTS WITH TWO 12D NAILS. ATTACH TIMBER JOISTS TO FLUSH HEADERS OR BEAMS WITH METAL JOIST HANGERS IN ACCORDANCE WITH TIMBER CONNECTOR NOTE. NAIL ALL MULTI -JOIST BEAMS TOGETHER WITH 12D @ 12" 0.C. STAGGERED. UNLESS OTHERWISE NOTED ON THE PLANS, ROOF AND FLOOR SHEATHING SHALL BE LAID UP WITH STRENGTH AXIS PERPENDICULAR TO SUPPORTS AND NAILED WITH 8D NAILS @ 6" O.C. TO FRAMED PANEL EDGES AND OVER STUD WALLS AS SHOWN ON PLANS AND @ 12" O.C. TO INTERMEDIATE SUPPORTS. PROVIDE APPROVED PLYWOOD EDGE CLIPS CENTERED BETWEEN JOISTS/TRUSSES AT UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED TONGUE -AND -GROOVE JOINTS OR SHALL BE SUPPORTED WITH SOLID BLOCKING. ALLOW 1/8" SPACING AT ALL PANEL EDGES AND ENDS OF ALL ROOF AND FLOOR SHEATHING. TOENAIL BLOCKING TO SUPPORTS WITH 12D @ 12" O.C. UNLESS OTHERWISE NOTED. AT BLOCKED FLOOR AND ROOF DIAPHRAGMS PROVIDE FLAT 2X BLOCKING AT ALL UNFRAMED PLYWOOD PANEL EDGES AND NAIL WITH EDGE NAILING SPECIFIED. EXP ikitu OCT10 i 2 ;11 REVISION NOL_L, RECE!'En CITY Of TUK r ILA PERMIT CENTER DUe 0144. AP Engineering, Inc. 1325 4th Ave. Ste. 1940 Seattle, WA 98101 apambianco@ajpeng.com McManigal and Associates Architects, PLLC Zen McManigal 142 SW 202nd Seattle, WA 98166 8.21.2017 8.21.2017 12.19.2017 PERMIT Revision I GENERAL STRUCTURAL NOTES simo LEGEND HANGER SCHEDULE FOOTING SCHEDULE stuructural e• SIM STEM WALL STEPS - . PER ARCH yo, 2 toc, G? • f SPAN > EXTENT SECTION DETAIL COLUMN ABOVE COLUMN BELOW ALL -THREAD HOLDOWN AT END OF SHEARWALL ABOVE BEAM PER PLAN (E) EXISTING CONCRETE STEM WALL 'X' NUMBER OF BEARING STUDS r SLAB -ON -GRADE PER B/53.0 SEE NOTE 1 `Y' F18 (op,'. 2 2x6 2x6 8 16' CRAWL SPACE y�G o :0 El LW r F18 18 FOUNDATION PLAN Scale: 1/4' = 1'-0" 2x6 016'oc/l 2x6 1 --LEDGER: 2x6 W/(2) ROWS Y"xwk' SOS SCREWS 0 16"oc TO ENGAGE STUDS - LEDGER: 2x6 W/(2) ROWS Y'x31W" SDS SCREWS 0 16'oc TO ENGAGE STUDS OR RIM 31 c I U, N SW6 SW6 2)2x8 SEE NOTE 7- (2)2x8 SW6 MEMBER (FLAT ONLY) HANGER FACE NAILING CAPACITY (Cd = 1.0) 2x6 WS26 10d COMMON 765 lb 4x8 LU548 10d COMMON 1315 lb 2x12 (SLOPED) LSSU210 10d COMMON 805 lb (2)2x8 SW6 SW6 4x8 4x8 ............... 1» ... 0/ . .7 (E) BUILDING ci MARK SIZE REINFORCING fl8 1'-6" SQ. x 9" DR (2) 14 EA. WAY BOTTOM PLAN NOTES 1. WHERE NEW CONCRETE WALLS OR FOOTING ABUT EX. CONCRETE, PROVIDE DOWELS 14 x 2'-0" TO MATCH HORIZ. REINFORCING, EMBED 5' IN EPDXY GROUT. 2. SEE 1D/S3.1 FOR TYPICAL HOLBORN REQUIREMENTS AT CONCRETE WALLS AND FOOTINGS. 3. SW_ INDICATES SHEARWALL TYPE PER SCHEDULE 8/S3.1. REFER TO DETAILS FOR TYPICAL SHEARWALL CONSTRUCTION. SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL WALL INFORMATION. 4. REFER TO GENERAL STRUCTURAL NOTES FOR FLOOR OR ROOF SHEATHING TYPE, THICKNESS, AND NAILING. 5. COLUMNS SHALL BE DOUBLE STUD MINIMUM, UNLESS NOTED OTHERWISE. SEE 11/S3.1. 6. AT ALL SHEARWALLS PROVIDE DOUBLE TOP PLATES AND SPLICE PER 12/S3.1. 7. AC CAP 0 TOP OF KING POST AND INVERTED AC CAP 0 BASE OF POST OVERFRMLING PER 2/S3.0 ROOF FRAMING PLAN (Main Floor Walls) Scale: 1/4' = -.IX-.- i ACT'0i2IYA REVISION NO 1 _ RECEIVED CITY OF 1 ikWILA PERMIT CENTER DEFo24L AJP Engineering, Inc. 1325 4th Ave. Ste. 1940 Seattle, WA 98101 apambianco@ajpeng.com McManigal and Associates Architects, PLLC Zen McManigal 142 SW 202nd Seattle, WA 98166 8.21.2017 8.21.2017 12.19.2017 PERMIT Revision I STRUCTURAL PLAN S2.0 a) a) U) et cn m stunuc1urol engineer CALLOUTS IN COMMON 9/S3.0 SHEARWALL PER PLAN 8d 03"oc 2xFULL—DEPTH BLKG W/(3) 10d 0 END GRAIN 3 '/• /./, a FLOOR IMAMING PER PLAN EJ C7 T✓>4A:// SUPPORT OVERFRAMING RAFTERS WITH 2x4 0 48"oc CENTERED ON TRUSSES OR RAFTERS BELOW (ALTERNATE AS SHOWN) ,s ee OWSRAMING :RAFTERS 2x4 0 24"g0% ' %'' ,:s- !; ;�''2x PLATE ,;s;= „. 3/4" = 1'-0" DECK FRAMING PER PLAN 2x6 RIM A35 ® 24"oc ._� BEAM PER PLAN H1 CLIP 01 EA. JOIST- (E) PONY WALL I I I I I I 7-WALL BEYOND I DECKING PER ARCH. (2) #6x2Y2" DECK SCREWS 0 EA. JOIST. I HANGER PER PLAN LEDGER PER PLAN 1 (E) FOOTING NYAY/. a a '1*Y/>Y/i. 3/4" = 1'-0' CALLOUTS IN COMMON 12/S3.0 SIM:OMIT SLAB —ON —GRADE OVERFRAMING PER PLAN (E) ROOF TRUSS 5 CS16x30" 0 48"oc 2 LEDGER: 2x12 W/(1) Y"x3X" SDS SCREW 0 16"oc (2) BAY FULL —DEPTH BLKG W/(3) 10d 0 END GRAIN 48"oc TO RECEIVE TENSION STRAP NAILING EXTEND SHEATHING TO ROOF DIAPHRAGM (E) BEARING WALL' SHEATH PER PLAN 3/4" = 1'-0'" 6 SHEARWALL PER PLAN A35 CLIP PER SW SCHEDULE FLOOR FRAMING PER PLAN SIM: DRAINAGE PER ARCHITECTURAL 11 J a m 3/4" = 1'-0" (1) #4 NOSING BAR PAVING PER ARCH'L CALLOUTS IN COMMON 12/S3.0 OUTLINE WALL BEYOND 24" 3/4" = 1'-0" 1 0 8d 0 6"oc TO BLOCKING (3) 12d FACENAIL AT BARGE RAFTER NOTCH END RAFTER OVER WALL FOR OUTRIGGERS SHEARWALL PER PLAN - OUTRIGGERS 2x6 0 24"oc W/A35 CLIP 0 END A35 CLIP 0 24"oc (3) 10d AT BLKG RAFTERS PER PLAN BLOCK TWO RAFTER BAY 24"oc A35 PER SW SCHEDULE 3/4" = 1'-0" CALLOUTS IN COMMON 4/S3.0 \BEAM PER PLAN AC CAP COLUMN PER PLAN 3/4" = 1'-0" COLUMN PER PLAN 10"x10" PLINTH W/(1) #4 0 EA. CORNER 3/4" = 1'-0" 11 PANEL EDGE NAILING PER PLAN (8d 0 6"oc U.N.O.) BLOCK FULL -DEPTH (VENT PER ARCH) PER ARCH: 3'-0" MAX Minna (HEADER AT SOME LOCATIONS) TYPICAL SLAB CONTROL JOINT CONSTR. JOINT RAFTER PER PLAN W/ BIRD'S MOUTH CUT A35 PER SW SCHEDULE (0 48"oc ELSEWHERE) H1 CLIP 0 EA. TRUSS — SHEARWALL PER PLAN 3/4" = 1'-0" 4 k;M:\\ki\\\6\\\\i 2nd POUR h 1st POUR • 4" THICK SLAB REINF. W/ #4 0 18" oc EA. WAY CTR'D RIGID INSUL PER ARCH'L 6 MIL VAPOR BARRIER 4" FREE —DRAINING GRANULAR FILL CONTROL JOINT FORMER "ZIP STRIP" 11/2" DEEP (JOINT MAY BE SAW- CUT AT CONTRACTOR'S OPTION) CUT ALT. BARS AT JOINT PLASTIC JOINT KEY "MEADOW BURKE" STOP REINF. 1" CLEAR OF JOINT EACH SIDE SLAB -ON -GRADE (NOT INSULATED) 3/4" = 1'-0" 2x6 P.T. PLATE WITH 5/8"4 A. BOLTS AND t WASHERS PER SW SCHEDULE (0 48"oc ELSEWHERE) SIM:PAVING PER ARCH ://, yjh = 3 i0 DRAINAGE PER ARCHITECTURAL i 8" 8 SHEARWALL PER PLAN —#4 0 16"oc VERT. (CENTERED) #4 0 10"oc HORIZ. [(2) AT TOP OF WALL] SLAB -ON -GRADE PER PLAN i (2) #4 CONT. CITY OF TLI WILA MAY 14 018 PERM- CENTER 3/4" = ,1'-0" 12 AJP Engineering, Inc. 1325 4th Ave. Ste. 1940 Seattle, WA 98101 apambianco@ajpeng.com a) C Q� 373 LL McManigal and Associates Architects, PLLC Zen McManigal 142 SW 202nd Seattle, WA 98166 8.21.2017 8.21.2017 12.19.2017 PERMIT Revision I on 0 i 2E9 REVISION NO,..... _ sheet: STRUCTURAL DETAILS S3.0 C) U C CP CALLOUTS IN COMMON 6/S3.1 �— BEAM PER PLAN 3/4" = CALLOUTS IN COMMON 6/53.1 HOLDOWN SCHEDULE MARK FASTENERS TO STUDS' ANCHOR DIA.2 1 ONE—SIDED SHEARWALL OO SHEATHING PER SW SCHEDULE TYPICAL SHEARWALL ANCHOR BOLT PLACEMENT 1-1/2" = 1'-0" 2 RAFTER PER PLAN - BLOCK FOR FULL BEARING W/BASE It NAILING 3/4" = 1'-0" 5 LEDGER: 2x12 W/(3) - "x3k" SDS SCREWS 24"oc HANGER PER PLAN EMBEDMENT LENGTH EPDXY3 CAST-IN4 SSTB5 HDU2 (6) 1/4"0 x 21/2" SCREWS 5/8" 9" 11" SSTB16 10d AND 12d DIAMETER = 0.148°. SCREWS SHALL BE SIMPSON "SDS" TYPE SCREWS, INSTALL PER SIMPSON RECOMMENDATIONS. 2. PROVIDE A36 OR A307 ALL -THREAD AT EPDXY AND CAST -IN ANCHORS. 3. PROVIDE SIMPSON "AT-XP" EPDXY PER GENERAL STRUCTURAL NOTES. SPECIAL INSPECTION IS REQUIRED. 4. AT CAST -IN ANCHORS PROVIDE HEAVY HEX NUT AT BOTTOM OF ALL -THREAD. HOOKED J-BOLT MAY BE USED FOR LTT HOLDOWNS. 5. AT 3x SILL PLATES, PROVIDE LONGER SSTBL MODELS. SHEARWALL PER PLAN AT EX. CONC. WALL PROVIDE ALL -THREAD AND EMBED IN EPDXY GROUT PER SCHEDULE CS16x30" 48"oc A35 CLIP PER SW SCHEDULE RAFTER PER PLAN NOTCH RAFTER FOR FULL BEARING H1 CLIP 0 EA. RAFTER SHEARWALL PER PLAN 3/4" = 1'-0" 6 MIM 1.11 II a II a ` NOTE: PROVIDE 5" END AND 13/4" EDGE DISTANCE FOR ANCHORS (MIN.) (2) STUDS MIN. - REFER TO PLAN FOR LOCATIONS WHERE BUILT-UP POST CONSISTS OF MORE STUDS HOLDOWN PER PLAN W/ SCREWS PER MFR. SPECS. (OR NAILS SIMILAR) CONCRETE STEMWALL PER PLAN (6" MIN. THICKNESS) AT NEW CONCRETE WALL PROVIDE ALL -THREAD AND HEX NUT OR HEADED BOLT AND EMBED PER SCHEDULE (HOOKED J-BOLT MAY BE USED FOR LTT HOLDOWNS) TYPICAL HOLDOWN AT CONCRETE 3/4" = 1'-0" 10 SHEARWALL SCHEDULE MARK SHEATHING STUDS AT ABUTTING PANEL EDGES2 PANEL EDGE RIM JOIST TO NAILING3.2 DOUBLE TOP PLATE BOTTOM PLATE ATTACHMENT CAPACITY6 BOTTOM PLATE TO RIM JOIST BELOW ANCHOR BOLT TO CONCRETE45 SILL PLATE AT FOUND. SW6 15/32" CDX PLYWOOD 2x 8d 0 6"oc A35 0 24"oc 12d 0 6"oc 5/8"0 0 48"oc 2x 241 lb/ft 1. WALL SHEATHING SHALL CONSIST OF APA RATED PLYWOOD WITH SPAN RATING 24/0. ALLOW 1/8" SPACING AT ALL PANEL EDGES AND ENDS OF PANELS. 2/16" APA RATED SHEATHING (OSB) MAY BE USED IN PLACE OF 15/32" CDX. 2. WHERE 3x STUDS AT ABUTTING PANEL EDGES ARE SPECIFIED; (2)2x STUDS IN PLACE OF 3x STUDS - FASTEN WITH BOTTOM PLATE ATTACHMENT NAILING. 3, BLOCK ALL PANEL EDGES W/ 2x4 FLAT, ATTACH W/ PANEL EDGE NAILING. TWO STUDS MINIMUM ARE REQUIRED AT EACH END OF ALL SHEARWALLS. END STUDS SHALL RECEIVE PANEL EDGE NAILING. INTERMEDIATE STUDS SHALL BE 2x STUDS. NAIL SHEATHING TO INTERMEDIATE FRAMING MEMBERS WITH 8d 0 12"oc. 4. ANCHORS TO CONCRETE SHALL CONSIST OF CAST -IN -PLACE ANCHOR BOLTS, EXPANSION BOLTS, EPDXY GROUTED ALL -THREADS, OR TITEN HD HEAVY DUTY SCREW ANCHORS. CAST -IN -PLACE ANCHOR BOLTS HAVE A 7" EMBED AND SHALL BE J-BOLTS OR SHALL HAVE A HEX NUT AT THE BOTTOM END. EXPANSION BOLTS SHALL HAVE 5" EMBED AND SHALL NOT BE USED AT STEM WALL LOCATIONS WITH EDGE DISTANCE LESS THAN 5" (INSTEAD, USE EPDXY GROUTED ALL -THREADS OR THEN HD ANCHORS). EPDXY GROUTED ANCHORS SHALL HAVE 5" EMBED AND 21/2" MIN. EDGE DISTANCE. TITEN HD ANCHORS SHALL HAVE 31/2" EMBED AND 13/4" MIN. EDGE DISTANCE. 5. PROVIDE 3x3x1/4 STEEL PLATE WASHERS (SIMPSON BP5/B-3 DR SIMILAR) AT ALL ANCHOR BOLTS, PLACE PER 2/S3.1. 6. SHEAR WALL CAPACITY RESISTING SEISMIC LOADS. SHEAR WALL STUDS HF #2 (G = 0.43). 7. 8d (.131")x21/2" SHEARWALL PER PLAN NN NAILING TO MATCH BOTTOM PLATE NAILING PER SW SCHEDULE SHEARWALL PER PLAN SHEARWALL PER PLAN INTERSECTING NON-SHEARWALL N PANEL EDGE NAILING PER SW SCHEDULE NAILING TO MATCH BOTTOM PLATE NAILING PER SW SCHEDULE PANEL EDGE NAILING PER SW SCHEDULE NAILING TO MATCH / BOTTOM PLATE NAILING PER SW SCHEDULE PANEL EDGE NAILING PER SW SCHEDULE TYPICAL SHEARWALL INTERSECTIONS TYPICAL DOUBLE TOP PLATE - BEAM OR HEADER PER PLAN MULTI -STUD PER PLAN WITH NAILING PER GEN. NOTES TYPICAL MULTIPLE —STUD POST CONSTRUCTION 3/4" = 1'-O" 11 BLOCKING (OR JOIST) PER FLOOR AND ROOF DETAILS JOISTS PER PLAN (DIR. VARIES) FULL DEPTH BLOCKING (OR RIM AT EXTERIOR) — BOTTOM PLATE NAILING PER SW SCHEDULE TOP PLATE CONNECTION PER SW SCHEDULE PANEL EDGE NAILING BLOCK ALL PANEL EDGES PER SW SCHEDULE — ANCHOR BOLTS & WASHERS SILL PLATE PER SW -- \ / PER SW SCHEDULE SCHEDULE PANEL EDGE NAILING PER SW SCHEDULE TYPICAL SHEARWALL SECTION 3/4" = 8 (B) 16d 0 4"oc STAGGERED EACH SIDE OF SPLICE (led 0 12"oc ELSEWHERE) I I I I I I I I-'+ I III I I I CENTER SPLICE OVER S nl CITY i r. 6'-0' MIN. BETWEEN SPLICES 1 D CE!+,tr1 118 PERMIT CENTER TYPICAL TOP PLATE PLICE CONSTRUCTION 3/4" = 1'-o" 1 2 t4}D241 AJP Engineering, Inc. 1325 4th Ave. Ste. 1940 Seattle, WA 98101 a pambianco@ajpeng.com 1I LLJ aCO CI t Q Ln to 412 N CO McManigal and Associates Architects, PLLC Zen McManigal 142 SW 202nd Seattle, WA 98166 8.21.2017 8.21.2017 12.19.2017 PERMIT Revision I t7 o STRUCTURAL DETAILS S3.1 GENERAL NOTES GENERAL NOTES CONTACT INFORMATION PROJECT INFORMATION BUILDING CODE INFORMATION 1. THE FOLLOWING NOTES REFER TO NEW CONSTRUCTION WORK TO BE PERFORMED UNDER PERMIT FROM THE LOCAL JURISDICTION AS DESCRIBED ON THE ATTACHED "CONSTRUCTION SET' DRAWINGS AND SPECIFICATIONS. 2. CONTRACTOR SHALL FIELD VERIFY ALL CRITICAL DIMENSIONS AND SITE CONDITIONS INCLUDING LOCATION AND DISPOSITION OF EXISTING UTILITIES BEFORE COMMENCING WORK AND BE RESPONSIBLE FOR SAME. NOTIFY ARCHITECT OF ANY DISCREPANCIES AND DO NOT PROCEED WITH ANY RELATED WORK UNTIL DISCREPANCY HAS BEEN REMOVED. 3. ALL WORK SHALL BE DONE IN ACCORDANCE WITH APPLICABLE CODES. WHERE CONFLICTS OCCUR BETWEEN METHODS OR STANDARDS OF INSTALLATION AND CODES, OR IF MATERIALS DO NOT EQUAL OR EXCEED THE REQUIREMENTS OF LAWS OR ORDINANCES, THE LAWS OR ORDINANCES SHALL GOVERN. NOTIFY ARCHITECT OF ANY CONFLICTS. 4. DO NOT SCALE THE DRAWINGS. THE CONTRACTOR(S) SHALL USE ACTUAL FIELD DIMENSIONS OR DIMENSIONS SHOWN ON THE DRAWINGS. NOTIFY THE ARCHITECT OF ANY DISCREPANCIES AND DO NOT PROCEED WITH ANY RELATED WORK UNTIL DISCREPANCY HAS BEEN RESOLVED. 5. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS AND SEQUENCE OF CONSTRUCTION REQUIRED TO PERFORM THE WORK. 6. SUB -CONTRACTORS SHALL VERIFY ROUGH4N DIMENSIONS, REQUIREMENTS FOR BACKING AND LOCATIONS OF ITEMS IN PARTITIONS AS REQUIRED FOR INSTALLATION OF THEIR WORK. EACH INSTALLER SHALL BE RESPONSIBLE FOR VERIFICATION AND COORDINATION WITH OTHER INSTALLERS TO SECURE COMPLIANCE WITH THE CONTRACT DRAWINGS AND RELATED SPECIFICATIONS. GENERAL CONTRACTOR SHALL COORDINATE INSTALLATION OF EQUIPMENT, PLUMBING FIXTURES AND APPLIANCES INCLUDED IN THIS CONTRACT OR FURNISHED BY OTHERS FOR INSTALLATION BY CONTRACTOR. 7. PRIOR TO SHOP FABRICATION OF MATERIALS OR EQUIPMENT OR ORDERING OF MANUFACTURED ITEMS, RESPECTIVE SUBCONTRACTOR OR SUPPLIER SHALL PROVIDE SHOP DRAWINGS OR MANUFACTURER'S DATA FOR REVIEW BY OWNER AND ARCHITECT. 8. ANY ALTERATIONS TO STRUCTURAL ELEMENTS OR BUILDING SHELL DESIGN SHALL NOT BE DONE WITHOUT PRIOR AUTHORIZATION FROM ARCHITECT. ALL CONTRACTOR INITIATED CHANGES SHALL BE SUBMITTED TO ARCHITECT IN WRITING FOR APPROVAL. 9. DEMOLITION CONTRACTOR IS RESPONSIBLE FOR LICENSED TESTING AND, IF REQUIRED, ABATEMENT OF ANY HAZARDOUS MATERIALS DISTURBED DURING SITE CLEARING AND PREPARATION. EXISTING SIDEWALK 10. SOIL CONDITIONS DISCOVERED DURING EXCAVATION WHICH APPEAR INCONSISTENT WITH THE ALLOWABLE SOIL BEARING PRESSURE ASSUMED SHALL BE REPORTED TO THE ARCHITECT. THE ACTUAL ELEVATIONS OF THE FOOTINGS WILL BE ESTABLISHED BY THE CONTRACTOR AND MUST BEAR ON SOLID UNDISTURBED EARTH OR CONTROLLED AND COMPACTED STRUCTURAL FILL. SEE STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. 11. CONTRACTOR SHALL PROVIDE ALL TEMPORARY SUPPORTS AND BRACING AS REQUIRED. INSTALL TEMPORARY BARRIERS AS NECESSARY TO PROTECT ADJACENT STREET RIGHT-OF-WAY AND NEIGHBORING PROPERTIES. CONTRACTOR SHALL BE RESPONSIBLE FOR STRENGTH AND SUITABILITY OF TEMPORARY BARRIERS AND SUPPORTS PER CITY OF SEATTLE STANDARDS. ALL TEMPORARY WORK SHALL BE REMOVED AT THE END OF EACH SEQUENCE OR AT COMPLETION OF THE CONTRACT WORK. 12. MECHANICAL AND ELECTRICAL TO BE BIDDER -DESIGN UNDER SEPARATE PERMIT. CONTRACTOR SHALL SUBMIT PLANS TO ARCHITECT FOR REVIEW PRIOR TO CONSTRUCTION. CONTRACTOR SHALL VERIFY SIZES AND LOCATIONS OF ALL OPENINGS FOR MECHANICAL WORK AND OBTAIN SHOP DRAWINGS FOR REVIEW BY ARCHITECT BEFORE PROCEEDING WITH THE WORK. 13. PROTECT ALL NONCOMPATIBLE MATERIALS FROM GALVANIC ACTION. 14. REPETITIOUS DETAILS MAY BE CALLED OUT RARELY ON THE DRAWINGS BUT SHALL BE PROVIDED AT ALL LOCATIONS WHERE THEY OCCUR. 15. ALL WORKMANSHIP SHALL BE OF THE HIGHEST QUALITY AND IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS, INSTALLATION INSTRUCTIONS AND RECOMMENDATIONS FOR USE. WORKMANSHIP QUALITY SHALL BE JUDGED ACCORDING TO THE BEST ACCEPTED STANDARDS OF THE BUILDING INDUSTRY. CONTRACTOR SHALL CORRECT ALL DEFECTIVE WORK TO SATISFACTION OF OWNER AT CONTRACTOR'S EXPENSE AND IN A TIMELY MANNER. A PUNCH LIST WILL BE ISSUED AT COMPLETION OF PROJECT. NOTIFY ARCHITECT AT SUBSTANTIAL COMPLETION. 16. ALL MATERIALS AND WORKMANSHIP SHALL BE GUARANTEED FOR A PERIOD OF ONE YEAR FROM DATE OF ACCEPTANCE OF COMPLETED PROJECT BY OWNER. ROOFING, WATERPROOFING, FLASHINGS AND ALL OTHER WORK WHICH IS A COMPONENT PART OF THE ROOFING IS TO BE WEATHERTIGHT UNDER ORDINARY WEAR AND USAGE FOR A PERIOD OF TWO YEARS FROM DATE OF ACCEPTANCE, TO BE SUPPLEMENTED BY THE TERMS AND CONDITIONS OF EXTENDED MANUFACTURER'S WARRANTIES. AT TIME OF ACCEPTANCE OF COMPLETED PROJECT, CONTRACTOR SHALL FURNISH OWNER WITH ALL NECESSARY MANUALS OF OPERATION AND MAINTENANCE, WARRANTIES AND GUARANTEES FOR ALL EQUIPMENT INCLUDED IN THIS CONTRACT. 17. ANY METAL IN CONTACT WITH TREATED WOOD MUST BE VERIFIED FOR THAT USE OR ISOLATED FROM DIRECT CONTACT. PRO'ERTY ADDRESS OWNER ARCHITECT 14246 56th AVE S TUKWILA, WA 98168 HOWARD & CAROLYN BING 16428 12th AVE SW BURIEN, WA 98166 206-650-8654 McMANIGAL & ASSOCIATES ARCHITECTS, PLLC 142 SW 202nd SEATTLE, WA 98166 CONTACT: ZEN McMANIGAL 206-824-3935 zmcmanigal@aol.com STRUCTURAL ENGINEER AJP ENGINEERING, INC. 1516 NW 60th ST SEATTLE, WA 98115 206-459-4075 CONTACT: AARON PAMBIANCO apamhiancorpjajpeng.com DRAWING INDEX A1.1 SITE PLAN, PROJECT INFORMATION A2.1 FLOOR PLANS, ELEVATIONS S1.0 GENERAL STRUCTURAL NOTES 52.0 FOUNDATION PLAN S2.1 ROOF FRAMING PLAN S3.0 STRUCTURAL DETAILS PL 192.0 DEMOLISH EXISTING CARPORT AND REPLACE WITH NEW ENCLOSED GARAGE. NEW GARAGE TO BE UNCONDITIONED. WIDEN EXISTING DRIVEWAY PARCEL NO. 3365900285 JURISDICTION CITY OF TUKWILA, WA LEGAL DESCRIPTION HILLMANS SEATTLE GARDEN TRS. PLAT BLOCK: 4, PLAT LOT: 5 ZONING INFORMATION ZONE LDR LOW DENSITY RESIDENTIAL SETBACKS FRONT 20' LOT AREA 13,056 SF (0.30 AC) FRONT, DECKS 15' OR PORCHES SIDE 5' REAR 10' BUILDING HT 30' MAXIMUM BUILDING HEIGHT DOES NOT CHANGE. LOT COVERAGE 60% MAX LOCATION EXT'G. HOUSE, EAVES EXT'G. SHED EXT'G. CARPORT & SLAB REPLACED W/ GAR NEW GARAGE EXT'G DECK EXT'G. PATIO EXT'G, SOUTH DRIVEWAY NORTH DRIVEWAY TOTALS TOTAL EXISTING REPLACED NEW NEW+ REP. 1543.4 222.0 244.1 0 352.0 229.0 814.2 473.4 3878.1 0 0 244.1 0 0 0 0 450.7 0 0 0 0 0 0 0 270.9 244.1 721.6 TOTAL LOT COVERAGE 4843.8 i 13,056 S.F. = 37% PLANNING APPROVED • No changes can be made to these plans without approval from the Planning Division of DCD Approved By: %ream Date: 0 0 244.1 450.7 0 0 0 270.9 965.7 APPLICABLE CODES 2015 INTERNATIONAL RESIDENTIAL CODE W/ STATEWIDE AMENDMENTS 2015 UNIFORM PLUMBING CODE W/ STATEWIDE AMENDMENTS NATIONAL ELECTRICAL CODE (NFPA 70) 2015 WASHINGTON STATE ENERGY CODE CONSTRUCTION TYPE V-B OCCUPANCY R-3 FLOOR AREA EXISTING HOUSE EXISTING CARPORT NEW GARAGE 2060.0 S.F. NO ADDITON TO EXISTING HOUSE 244.1 S.F. DEMOLISHED 388.5 S.F. REPLACES CARPORT EXISTING DECK 380.0 S.F. REMAINS FILE COPY Permit No. 1)I`1- I Flan review approval is subject to errors and omissions. Approval of construction documents does nil authonze the violation of any adopted coder/ordnance. Receipt of approved Field Copy and conditions is acknowledged. D ,10, / kg, City of Tukwila BUILDING DIVISION SNo chrngea str'I h10'elet to the of, e;,_:r�vat ol>R ' ' - nn 0tl3Ir'1 :; e.clrc" ,:0 a raw plan submittal and may include adtCtlonal plan review fees. NEW DRIVEWAY ADDITION 56TH AVE S r EXISTING DRIVEWAY EXISTING CONC. WALL REMAINS LNEW DS NEW TRENCH j NEW GARA�� DRAIN I NEW GARAGE% ADDITION DEMO EXT'G. 0 WALKWAY J 20.0 FRONT SETBACK LNEW DS J EX. S r ILL- LNEW DSL REBUILD ENTRY STOOP NEW CONCRETE WALKWAY \ CARPORT AND SLAB / \ \ / \ \ / \ \ / \ \ / • \ / \ \ / • • • TIE NEW DS / TO EXT'G. / TIGHTLINE EXISTING HOUSE DEMO EXISTING // \ \ • • • • EXISTING DRIVEWAY EXISTING DECK EXISTING SLAB AT DAYLIGHT BASEMENT LEVEL EXISTING PARKING AREA AT DAYLIGHT BASEMENT LEVEL 7 SITE PLAN -'0 0 5 10 20 EXISTING SHED P1 1920 40 0 X _J 10.0 REAR SETBACK 0 06 a ISEPA^ TE: PERMIT } REC?U;PED FOR: 6ttecnanical gitlectricai arrIumbing flies Piping of Tukwila �F L :+. NNG DIVISION OCTi 0: 28:S OMPaci. ;ii'rRCPVE , wa V of Tukwij.a '.DING DIVVY RECEIVED CITY OF TUKWILA SEP 08 2017 PERMIT CENTER bfloa4'i! MM MCMANIGAL & ASSOCIATES ARCHITECTS, PLLC 142 SW 202ND SEATTLE, WASHINGTON 98166 T 206-824-3935 F 206-878-3896 BING RESIDENCE CONVERT CARPORT TO GARAGE 14246 56th AVE S, TUKWILA, WA 98168 NO. DATE REVISION REGISTERED ARCHITECT A L. Mc inv. Jr. Sint OF WASKINGTO: DATE' 8/25/2017 PERMIT DRAWN' MG CHECKED' ZM JOB NO' 1606 SHEET: r Arl M&A EXTG. D.S. SIDING, MATCH EXT'G NEW D.S. EAVE & SOFFIT, MATCH EXISTING REMOVE SIDING THIS WALL, ADD 1/2" GWB, FASTEN W/ 5d COOLER NAILS @8" 0.C. OR DRY - SCREWS @16" O.C. 20MIN. RATED, W/ SELF CLOSER, WEATHERSTRIP & THRESHOLD AT EXTG. HOUSE CRAWL SPACE BEYOND, PROVIDE MIN. 18"x24' ACCESS THRU FNDN WALL INTO CRAWL SPACE NEW FOOTING & FOUNDATION WALLS, STEP WI GRADE AS NECESSARY REMOVE EXISTING NON -EGRESS WINDOW & WELL AND INFILL W/ CONCRETE TO SUPPORT NEW GARAGE SLAB BUILDING SECTION AA 1/4" =1'-0" 4"DIA PVC PERFORATED FOOTING DRAIN, WRAP IN FILTER FABRIC, BURY IN FREE DRAINING GRAVEL CONSTRUCTION ASSEMBLY SCHEDULE Ex• EXISTING CONSTRUCTION • EXISTING CONSTRUCTION TO REMAIN. • EXISTING INSULATION IS TO REMAIN. • REFINISH / NEW FINISH AS SCHEDULED • ADD PLYWOOD SHEATHING AS REQUIRED BY STRUCTURAL e NEW ROOF CONSTRUCTION • ASPHALT SHINGLE TO MATCH EXISTING. • 30# BUILDERS FELT, OR AS REQUIRED BY ROOFING MANUFACTURER • ROOF SHEATHING, PER STRUCTURAL • ROOF FRAMING PER ROOF FRAMING PLAN • NO INULATION NEW SLAB ON GRADE CONSTRUCTION • REFER TO STRUCTURAL -4" THICK CONCRETE SLAB • 6 MIL VAPOR BARRIER • GRAVEL BED, PER STRUCTURAL 4 NEW EXTERIOR WALL CONSTRUCTION • NEW SIDING, AS NOTED ON ELEVATIONS. INSTALL ALL REQUIRED SUBSTRATES, WATERPROOFING, SEALANTS, ACCESSORIES, ETC. AS REQUIRED BY MANUFACTURER. • TYPAR HOUSWRAP, INSTALL PER MANUFACTURER'S INSTRUCTIONS, LAP 12" MIN. AT SPUCES, NO SPLICES AT CORNERS. • WALL SHEATHING PER STRUCTURAL. VERIFY W/ SIDING MFR. FOR ANY ADDITIONAL REQUIREMENTS. • 2x6 WALL STUDS @ 16" O.0 AT EXTERIOR, WI DOUBLE TOP PL, SINGLE BOT PL (P.T. @ SLAB ON GRADE), U.N.O. ON PLANS • NOINULATION t —NEW D.S. NEW ADDITION NORTH ELEVATION 1/4' -11-0" EXISTING STAMPED CONCRETE DRIVEWAY TO REMAIN �3 xNx 31 az DEMO EXISTING CARPORT AND SLAB COMPLETE 22'-0" 19'-4" NEW 3' RAIL ON EXT'G. 6' CONC. CURB DEMO DRIVEWAY AS REQUIRED FOR NEW DRAIN, REPAIR TO MATCH EXISTING 4'-0" 3,-0" 2'-6" 3'-0" 2'-5" 3'-2" 3'-11 " NEW DS 3'-0"x3'-6" SH 3'-0"x3'-6" SH 30 68 M Eck 0 CO 0 NEW 3'-0" HIGH RAILING ON EXISTING CONCRETE CURB/ RETAINING WALL NEW ROOF PITCH TO MATCH EXT'G. NEW ROOFING, MATCH EXT'G. EXTG. D.S. NEW O.S. NEW D.S. NEW ADDITION REMOVE EXISTING J NON -EGRESS WINDOW & WELL, AND INFILL W/ WEST ELEVATION CONCRETE TO SUPPORT 1/4" -1'-0" NEW GARAGE SLAB NEW STAMPED CONCRETE DRIVEWAY & WALKWAY TO MATCH EXISTING 0 3'-0" NEW TRENCH DRAIN NEW GARAGE NEW CONCRETE SLAB, UNCONDITIONED 19'-0" NEW STOOP & STEPS EXT'G DS 1'-10" 1'-6" 2x34 F2i \f(2)T� sir �TTICCCESS DN 3'-0" OVER HANG 5'-5" 3'-2" R.O. 3'-5" 3'-0" 4'-0" 30 68 9 M i 0= NEW DS 3'-0"x3'-6" SH LINE OF NEW ROOF OVERHANG C DN NEW 4x4 POST EXISTING CLOSET REMOVE SIDING THIS WALL, ADD 1/2" GWB, FASTEN WI 5d COOLER NAILS @8" O.C. OR DRY - SCREWS @16" O.C. 20 MIN. RATED, W/ SELF CLOSER, WEATHERSTRIP 4 & THRESHOLD NEW 3068 NEW 2868 NEW HALL q EXISTING M. BED DEMO WALL NEW BEDROOM = PLAN NOTES 1. DIMENSION NOTES: A. DIMENSIONS TO NEW WALLS ARE TO FACE OF FRAMING OR CONCRETE, U.N.O. B. DIMENSIONS TO EXISTING WALLS ARE TO FACE OF FINISH, U.N.O. C. DIMENSIONS TO WINDOWS ARE NOMINAL OPENINGS, U.N.O. VERIFY R.O. WI MFR. D. DIMENSIONS TO DOOR ARE ROUGH OPENINGS, U.N.O. E. OVERALL EXTERIOR DIMENSIONS ARE GIVEN FOR REFERENCE. FIELD VERIFY ALL CRITICAL DIMENSIONS. 2. REFER TO STRUCTURAL DRAWINGS FOR ADDITIONAL INFORMATION. LEGEND NEW FRAMED WALL EXISTING WALL TO REMAIN EXISTING WALL / FIXTURE TO BE DEMOLISHED f NEW D.S. ON' POST NEW ADDITION NEW DS I/42) T / 3'-0" / 6'-4" OVER HANG NEW GARAGE PLAN 1/4"=1'-0" NEW 36" RAIL & STOOP SOUTH ELEVATION 1/4"=1'-0" y. •,0 `) i• PLATE FLOOR o 8'-8" G. WINDOW REPLACE W/NEW 3068 ENTRY DOOR, WEATHERSTRIP AND THRESHOLD REBUILD STOOP, RAIL, & STEPS EXT'G LIVING Q v EXT'G HALL EXT'G BATH RECEIVED CITY OF TUKWILA SEP (J a 2017 PERMIT CENTER ELEVATION NOTES THESE NOTES APPLY TO ALL EXTERIOR ELEVATIONS. 1. ALL EXTERIOR WINDOW AND DOOR OPENINGS SHALL BE FLASHED AT THE HEAD WITH MIN. 26 GAUGE CORROSION -RESISTANT METAL. BUILDING PAPER TO BE LAPPED OVER HEAD FLASHING, TYP. USE "MOISTOP E-Z SEAL" OR EQUAL AT PERIMETER OF DOOR AND WINDOW OPENINGS. INSTALL PER MANUFACTURERS RECOMMENDATIONS AND IN ACCORDANCE WITH IRC R703.8. 2. FLASHING AND COUN TER FLASHING TO BE MIN. 26 GAUGE CORROSION -RESISTANT METAL, AND SHALL BE INSTALLED IN COMPLIANCE WITH IRC R703.8. FLASHING TO INCLUDE (BUT NOT LIMITED TO): A. TOPS OF EXPOSED HORIZONTAL TRIM B. WALUROOF INTERSECTIONS C. TOPS OF ALL OPENINGS IN EXTERIOR WALLS D. EAVES, RAKES, HIPS, VALLEYS E. TOPS OF FREESTANDING EXTERIOR WALLS 3. FLASH ALL ROOF PENETRATIONS. ROOF & COPING FLASHING TO CONFORM TO IRC R903.2. 4. ROOFING INSTALLATION AND FLASHING TO CONFORM TO IRC R905 5. SIDING INSTALLATION AND FLASHING TO CONFORM TO IRC R703 6. INSTALL SIDING, ROOFING, AND TRIM PER MFR's. SPECS. INSTALL AU. SUBSTRATES, FLASHING, WATER PROOFING, & EXPANSION JOINTS, AS REQUIRED BY MANUFACTURER. 7. SAFETY GLAZING (SG) TO CONFORM TO IBC R308. REFER TO ELEVATIONS FOR LOCATIONS. Drle p2.41 MCMANIGAL & ASSOCIATES ARCHITECTS, PLLC 142 SW 202ND SEATTLE, WASHINGTON 98166 T 206-824-3935 F 206-878-3896 BING RESIDENCE CONVERT CARPORT TO GARAGE 14246 56th AVE S, TUKWILA, WA 98168 NO. DATE REVISION DATE' 8/25/2017 PERMIT DRAWN' MG CHECKED: ZM JOB NO' 1606 SHEET: Aa1 GENERAL STRUCTURAL NOTES (THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE PLANS) CRITERIA ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO SPECIFICATIONS, THE INTERNATIONAL BUILDING CODE (2015 EDITION). 1. DESIGN LOADING CRITERIA: FLOOR LIVE LOAD (RESIDENTIAL) 40 PSF ROOF SNOW LOAD (P) 25 PSF WIND: BASIC WIND SPEED (3-SECOND GUST) 110 MPH WIND IMPORTANCE FACTOR (Iw) 1 0 WIND EXPOSURE B TOPOGRAPHICAL FACTOR (Kit) 1 00 EARTHQUAKE: SEISMIC IMPORTANCE FACTOR (IE) 1 0 SPECTRAL RESPONSE COEF. (SDS/SDI) . . . . .0.98G/0.55G (SS/S1) 1 48G/0.55G SEISMIC FORCE RESISTING SYSTEM: . . PLYWOOD SHEAR WALLS DESIGN BASE SHEAR 1 46K SEISMIC RESPONSE COEFFICIENT (CS) 0 152 SEISMIC DESIGN CATEGORY D SEISMIC SITE CLASS . . D RESPONSE MODIFICATION FACTOR (R) 6 5 ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE REFERENCE: USGS NATIONAL SEISMIC HAZARD MAPPING PROJECT, 2002 DATA THE DRAWINGS, 2. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS COMPATIBILITY AND SHALL NOTIFY ARCHITECT AND ENGINEER OF RECORD OF DISCREPANCIES PRIOR TO CONSTRUCTION. FOR FOR ANY 3. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS PRIOR TO COMMENCING ANY WORK AND DETERMINE THE LOCATION OF ALL ADJACENT UNDERGROUND UTILITIES PRIOR TO COMMENCING EXCAVATION, AND NOTIFY ARCHITECT OF DISCREPANCIES AND CONFLICTS. 4. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. 5. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE WORK. THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY AUTHORITY OR ACTUAL AND/OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE SITE AND/OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE CONTRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES OF THE OWNER, CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE. 6. SPECIAL INSPECTION OF EPDXY GROUTED INSTALLATIONS SHALL BE PROVIDED IN ACCORDANCE WITH SECTIONS 109 AND 1704 OF THE INTERNATIONAL BUILDING CODE AND THE PROJECT SPECIFICATIONS BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE ARCHITECT, AND RETAINED BY THE BUILDING OWNER. THE ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING DEPARTMENT SHALL BE FURNISHED WITH COPIES OF ALL INSPECTION AND TEST RESULTS. GEOTECHNICAL 7. FOUNDATION NOTES: ALLOWABLE SOIL PRESSURE AND LATERAL EARTH PRESSURE ARE ASSUMED AND THEREFORE MUST BE VERIFIED BY A QUALIFIED SOILS ENGINEER. IF SOILS ARE FOUND TO BE OTHER THAN ASSUMED, NOTIFY THE STRUCTURAL ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH AT LEAST 18" BELOW ADJACENT FINISHED GRADE. UNLESS NOTED OTHERWISE, FOOTINGS SHALL BE CENTERED BELOW COLUMNS OR WALLS ABOVE. BACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE. ALLOWABLE SOIL PRESSURE 2,000 PSF LATERAL EARTH PRESSURE 35 PCF RENOVATION 8. DEMOLITION: CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS BEFORE COMMENCING ANY DEMOLITION. SHORING SHALL BE INSTALLED TO SUPPORT EXISTING CONSTRUCTION AS REQUIRED AND IN A MANNER SUITABLE TO THE WORK SEQUENCES. EXISTING REINFORCING SHALL BE RETAINED UNDAMAGED WHERE NOTED ON THE PLANS. DEMOLITION DEBRIS SHALL NOT BE ALLOWED TO DAMAGE OR OVERLOAD THE EXISTING STRUCTURE. LIMIT CONSTRUCTION LOADING (INCLUDING DEMOLITION DEBRIS) ON EXISTING FLOOR SYSTEMS TO 40 PSF. a. ALL NEW OPENINGS THROUGH EXISTING CONCRETE OR MASONRY WALLS, SLABS AND BEAMS SHALL BE ACCOMPLISHED BY SAW CUTTING WHEREVER POSSIBLE. b. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND LOCATION OF MEMBERS PRIOR TO CUTTING ANY OPENINGS. c. WHERE NEW REINFORCING TERMINATES AT EXISTING CONCRETE OR MASONRY, THREADED BARS INTO THREADED EXPANSION INSERTS IN THE EXISTING TO MATCH HORIZONTAL REINFORCING, UNLESS OTHERWISE NOTED ON PLANS. 9. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CONDITIONS PRIOR TO COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND MUST BE VERIFIED. THE CONTRACTOR SHALL BRING ALL CONFLICTS AND DISCREPANCIES TO THE ATTENTION OF THE ARCHITECT AND STRUCTURAL ENGINEER. CONCRETE 10. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH IBC SECTION 1905 AND ACI 301. CONCRETE SHALL ATTAIN A 28-DAY STRENGTH OF F'C = 2,500 PSI AND MIX SHALL CONTAIN NOT LESS THAN 5-1/2 SACKS OF CEMENT PER CUBIC YARD AND SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5" OR LESS. THE MINIMUM AMOUNTS OF CEMENT AND MAXIMUM AMOUNTS OF WATER MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS SUBMITTED TO THE STRUCTURAL ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE CONCRETE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES AS WELL AS THE WATER CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH IBC 1905.3. REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF RECORD INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY WITH CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED PERFORMANCE. ALL CONCRETE WITH SURFACES EXPOSED TO STANDING WATER SHALL BE AIRENTRAINED WITH AN AIR -ENTRAINING AGENT CONFORMING TO ASTM C260, C494, AND C618. TOTAL AIR CONTENT SHALL BE IN ACCORDANCE WITH TABLE 1904.2.1 OF THE INTERNATIONAL BUILDING CODE. 11. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT S1), GRADE 60, FY = 60,000 PSI. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185. 12. REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORDANCE WITH ACI 318-02. LAP ALL CONTINUOUS REINFORCEMENT 40 BAR DIAMETERS OR 21-0" MINIMUM. PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS. LAP CORNER BARS 40 BAR DIAMETERS OR 2'-0" MINIMUM. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8" AT SIDES AND ENDS. 13. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: a. FOOTINGS AND OTHER UNFORMED SURFACES, EARTH FACE . . .3" b. ALL OTHER SURFACES 1 1/2" ANCHORAGE 14. EXPANSION BOLTS INTO CONCRETE AND GROUTED MASONRY UNITS SHALL BE "STRONG -BOLT" ANCHORS AS MANUFACTURED BY THE SIMPSON COMPANY AND INSTALLED IN STRICT ACCORDANCE WITH ICC ER 1771, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. 15. EPDXY -GROUTED ITEMS SPECIFIED ON THE DRAWINGS SHALL BE GROUTED WITH "AT" HIGH STRENGTH ACRYLIC -TIE AS MANUFACTURED BY THE SIMPSON COMPANY AND INSTALLED IN STRICT ACCORDANCE WITH ICC ESR 1958. WOOD 16. FRAMING LUMBER SHALL BE KILN DRIED OR MC-15, AND GRADED AND MARKED IN CONFORMANCE WITH WCLIB STANDARD GRADING RULES FOR WEST COAST LUMBER NO. 17, LATEST EDITION. FURNISH TO THE FOLLOWING MINIMUM STANDARDS: JOISTS: (2X MEMBERS) (3X & 4X MEMBERS) STRUCTURAL LIGHT FRAMING: (INCL. 3X AND 4X POSTS) BEAMS AND STRINGERS: (INCL. 6X AND LARGER) POSTS AND TIMBERS: (6X6 AND LARGER) STUDS, PLATES & MISC. FRAMING: 2X6 STUDS AND PLATES: HEM -FIR NO. 2 MINIMUM BASE VALUE, DOUGLAS FIR NO. 1 MINIMUM BASE VALUE, DOUGLAS FIR NO. 2 MINIMUM BASE VALUE, FB = 850 PSI FB = 1000 PSI FB = 900 PSI DOUGLAS FIR NO. 1 MINIMUM BASE VALUE, FB = 1350 PSI DOUGLAS FIR NO. 1 MINIMUM BASE VALUE, FC = 1000 PSI DOUGLAS FIR OR HEM -FIR STANDARD GRADE HEM -FIR NO.3/ STUD GRADE 17. WOOD TRUSSES SHALL UTILIZE APPROVED CONNECTOR PLATES (GANGNAIL OR EQUAL). SUBMIT SHOP DRAWINGS AND DESIGN CALCULATIONS TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION. SUBMITTED DOCUMENTS SHALL BEAR THE STAMP AND SIGNATURE OF A REGISTERED PROFESSIONAL ENGINEER, STATE OF WASHINGTON. PROVIDE FOR SHAPES, BEARING POINTS, INTERSECTIONS, HIPS, VALLEYS, ETC., SHOWN ON THE DRAWINGS. EXACT COMPOSITION OF SPECIAL HIP, VALLEY, AND INTERSECTION AREAS (USE OF GIRDER TRUSSES, JACK TRUSSES, STEP-DOWN TRUSSES, ETC.) SHALL BE DETERMINED BY THE MANUFACTURER UNLESS SPECIFICALLY INDICATED ON THE PLANS. PROVIDE ALL TRUSS TO TRUSS AND TRUSS TO GIRDER TRUSS CONNECTION DETAILS AND REQUIRED CONNECTION MATERIALS. PROVIDE FOR ALL TEMPORARY AND PERMANENT TRUSS BRACING AND BRIDGING. 18. PLYWOOD SHEATHING SHALL BE GRADE C-D, EXTERIOR GLUE OR STRUCTURAL II, EXTERIOR GLUE IN CONFORMANCE WITH APA STANDARDS. ORIENTED STRAND BOARD OF EQUIVALENT THICKNESS, EXPOSURE RATING AND SPAN RATING MAY BE USED IN LIEU OF PLYWOOD. a. ROOF SHEATHING SHALL BE 1/2" (NOM.) WITH SPAN RATING 24/0. b. FLOOR SHEATHING SHALL BE 3/4" (NOM.) WITH SPAN RATING 40/20. c. WALL SHEATHING SHALL BE 1/2" (NOM.) WITH SPAN RATING 24/0. REFER TO WOOD FRAMING NOTES BELOW FOR TYPICAL NAILING. 19. ALL WOOD IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE -TREATED WITH AN APPROVED PRESERVATIVE OR (2) LAYERS OF ASPHALT IMPREGNATED BUILDING PAPER SHALL BE PROVIDED BETWEEN UNTREATED WOOD AND CONCRETE OR MASONRY. ALL WOOD EXPOSED TO WEATHER WITHOUT THE ADEQUATE PROTECTION OF A ROOF OR EAVE SHALL BE AN APPROVED WOOD OF NATURAL RESISTANCE TO DECAY OR PRESSURE TREATED. SUCH MEMBERS INCLUDE HORIZONTAL MEMBERS SUCH AS GIRDERS, JOISTS, AND DECKING; OR VERTICAL MEMBERS SUCH AS POSTS, POLES, AND COLUMNS. 20. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, AS SPECIFIED IN THEIR MOST RECENT CATALOG. EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICC APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. PROVIDE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS OR BOLTS IN EACH MEMBER. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. UNLESS NOTED OTHERWISE, ALL NAILS SHALL BE COMMON. ALL SHIMS SHALL BE SEASONED AND DRIED AND THE SAME GRADE (MINIMUM) AS MEMBERS CONNECTED. HANGERS IN DIRECT CONTACT WITH PRESERVATIVE -TREATED WOOD SHALL BE EITHER STAINLESS STEEL (SST300), POST HOT -DIPPED GALVANIZED (HDG) OR GALVANIZED WITH A MINIMUM OF 1.850Z ZINC PER SQUARE INCH (ZMAX). UNLESS NOTED OTHERWISE, ALL LUMBER JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "LUS" SERIES JOIST HANGERS, AND ALL TJI JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH "ITT" OR "IUT" SERIES JOIST HANGERS. 21. WOOD FASTENERS NAIL SIZES SPECIFIED ON DRAWINGS ARE BASED ON THE FOLLOWING SPECIFICATIONS: SIZE LENGTH DIAMETER 6D 2" 0.113" 8D 2-1/2" 0.131" 1OD 3" 0. 148" 12D 3-1/4" 0.148" IF CONTRACTOR PROPOSES THE USE OF ALTERNATE NAILS, THEY SHALL SUBMIT NAIL SPECIFICATIONS TO THE STRUCTURAL ENGINEER (PRIOR TO CONSTRUCTION) FOR REVIEW AND APPROVAL. 22. WOOD FRAMING NOTES -THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN: a. ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE INTERNATIONAL BUILDING CODE. MINIMUM NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO TABLE 2304.9.1 OF THE INTERNATIONAL BUILDING CODE. UNLESS NOTED OTHERWISE, ALL NAILS SHALL BE COMMON. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. b. WALL FRAMING: ALL STUD WALLS SHOWN AND NOT OTHERWISE NOTED SHALL BE 2X4 STUDS @ 16" 0.C. AT INTERIOR WALLS AND 2X6 @ 16" 0.C. AT EXTERIOR WALLS. TWO STUDS MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS. TWO 2X8 HEADERS SHALL BE PROVIDED OVER ALL OPENINGS NOT OTHERWISE NOTED. SOLID BLOCKING FOR WOOD COLUMNS SHALL BE PROVIDED THROUGH FLOORS TO SUPPORTS BELOW. WALLS SHALL HAVE A SINGLE BOTTOM PLATE AND A DOUBLE TOP PLATE. END NAIL TOP PLATE TO EACH STUD WITH TWO I2D NAILS, AND TOENAIL OR END NAIL EACH STUD TO BOTTOM PLATE WITH TWO 12D NAILS. FACE NAIL DOUBLE TOP PLATE WITH 12D AT 12" O.C. AND LAP MINIMUM 4'-O" AT JOINTS AND PROVIDE SIX 12D NAILS AT 4" 0.C. EACH SIDE OF JOINT. ALL STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO WOOD FRAMING BELOW WITH 12D NAILS AT 12" 0.C. STAGGERED OR BOLTED TO CONCRETE WITH 5/8" DIAMETER ANCHOR BOLTS (WITH 7" MINIMUM EMBEDMENT)@ 4'-0" O.C. UNLESS INDICATED OTHERWISE. INDIVIDUAL MEMBERS OF BUILT-UP POSTS SHALL BE NAILED TO EACH OTHER WITH 12D @ 12" 0.C. STAGGERED. REFER TO THE PLANS AND SHEAR WALL SCHEDULE FOR REQUIRED SHEATHING AND NAILING. WHEN NOT OTHERWISE NOTED, PROVIDE GYPSUM WALLBOARD ON INTERIOR SURFACES NAILED TO ALL STUDS, TOP AND BOTTOM PLATES AND BLOCKING WITH NAILS AT 7" O.C. USE 5D COOLER NAILS FOR 1/2" GWB AND 6D COOLER NAILS FOR 5/8" GWB. WHEN NOT OTHERWISE NOTED, PROVIDE 1/2" (NOM.) APA RATED SHEATHING (SPAN RATING 24/0) ON EXTERIOR SURFACES NAILED AT ALL PANEL EDGES (BLOCK UNSUPPORTED EDGES), TOP AND BOTTOM PLATES WITH 8D @ 6" O.C. AND TO ALL INTERMEDIATE STUDS AND BLOCKING WITH 8D @ 12" O.C. ALLOW 1/8" SPACING AT ALL PANEL EDGES AND ENDS. c. FLOOR AND ROOF FRAMING: PROVIDE DOUBLE JOISTS AROUND ALL OPENINGS IN FLOORS OR ROOFS UNLESS OTHERWISE NOTED. PROVIDE SOLID BLOCKING AT ALL BEARING POINTS. TOENAIL JOISTS TO SUPPORTS WITH TWO 12D NAILS. ATTACH TIMBER JOISTS TO FLUSH HEADERS OR BEAMS WITH METAL JOIST HANGERS IN ACCORDANCE WITH TIMBER CONNECTOR NOTE. NAIL ALL MULTI -JOIST BEAMS TOGETHER WITH 12D @ 12" 0. C. STAGGERED. UNLESS OTHERWISE NOTED ON THE PLANS, ROOF AND FLOOR SHEATHING SHALL BE LAID UP WITH STRENGTH AXIS PERPENDICULAR TO SUPPORTS AND NAILED WITH 8D NAILS @ 6" O.C. TO FRAMED PANEL EDGES AND OVER STUD WALLS AS SHOWN ON PLANS AND @ 12" O.C. TO INTERMEDIATE SUPPORTS. PROVIDE APPROVED PLYWOOD EDGE CLIPS CENTERED BETWEEN JOISTS/TRUSSES AT UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED TONGUE -AND -GROOVE JOINTS OR SHALL BE SUPPORTED WITH SOLID BLOCKING. ALLOW 1/8" SPACING AT ALL PANEL EDGES AND ENDS OF ALL ROOF AND FLOOR SHEATHING. TOENAIL BLOCKING TO SUPPORTS WITH 12D @ 12" 0.C. UNLESS OTHERWISE NOTED. AT BLOCKED FLOOR AND ROOF DIAPHRAGMS PROVIDE FLAT 2X BLOCKING AT ALL UNFRAMED PLYWOOD PANEL EDGES AND NAIL WITH EDGE NAILING SPECIFIED. E COMPLIANCE! . l �. ,•.v'vEC: RECEIVED CITY OF TUKWILA SEP 08 2011 PERMIT CENTER 1 EXPiRE 29 .! 131-1-b- 241_ AJP Engineering, Inc. 1325 4th Ave. Ste. 1940 Seattle, WA 98101 apambianco@ajpeng.com c V Lc) op W "--1 Q CO cn .0 LLuz,.ro Nis I 4c1- W McManigal and Associates Architects, PLLC Zen McManigal 142 SW 202nd Seattle, WA 98166 8.21.2017 8.21.2017 PERMIT GENERAL STRUCTURAL NOTES s1.o a) a) a) ;o a) cc CD C LEGEND HANGER SCHEDULE FOOTING SCHEDULE 1 �-e - 0 SPAN EXTENT SECTION DETAIL COLUMN ABOVE COLUMN BELOW ALL -THREAD HOLDOWN AT END OF SHEARWALL ABOVE BEAM PER PLAN (E) EXISTING CONCRETE STEM WALL 'X' NUMBER OF BEARING STUDS DRIVEWAY PER ARCH 4 SEE NOTE 1 SLAB —ON —GRADE PER 8/S3.0 6 8 2x8 16-oc ti x6 F18 • 12 3 SIM F1: 18 m w N 2x6 0 16"oc ti ti LEDGER: 2x6 W/(2) ROWS rx31." SDS SCREWS 0 16'oc TO ENGAGE STUDS LEDGER: 2x6 W/(2) ROWS Y."x31¢" SOS SCREWS 0 16'oc TO ENGAGE STUDS MEMBER HANGER (FLAT ONLY) 2x6 LUS26 FACE NAILING CAPACITY (Cd = 1.0) 10d COMMON 765 lb FOUNDATION PLAN Scale: 1/4" = 1'-0" MARK F18 SIZE REINFORCING 1'-6" SQ. x 9" DP. (2) /4 EA. WAY BOTTOM I FOUNDATION PLAN NOTES 1. WHERE NEW CONCRETE WALLS OR FOOTING ABUT EX. CONCRETE, PROVIDE DOWELS #4 x 2'-0" TO MATCH HORIZ. REINFORCING, EMBED 5" IN EPDXY GROUT. 2. SEE 10/S3.1 FOR TYPICAL HOLDOWN REQUIREMENTS AT CONCRETE WALLS AND FOOTINGS. INSPECTION SHALL BE REQUIRED TO VE IFY DRILLED HOLE PREPARATION AND CLEANING, PRIOR TO INSTALLATION OF EPDXY AND RE -BAR (OR IF APPLICABLE) INSTALLATION OF WEDGE ANCHOR BOLTS. INSPECTION VERIFICATION SHALL BE INCLUDED WITH CONCRETE INSPECTIONS. ANCHOR BOLT INSPECTIONS MAY BE INCLUDED WITH FRAMING INSPECTIONS. r REVIEWED FOR 1 COMPLIANCE APPROVED RECEIVED En VT:1i • CITY OF TUKWILA Alt ,..jtti,iI) SE° 08 2011 GCt117 i 20;!."! PERMIT CENTER D17-014i AJP Engineering, Inc. 1325 4th Ave. Ste. 1940 Seattle, WA 98101 apambianco@aj peng .com a) V ^� co W W ,--1 �_ Qrn �(in L Q as) Ln l.O Ce co N MC McManigal and Associates Architects, PLLC Zen McManigal 142 SW 202nd Seattle, WA 98166 8.21.2017 8.21.2017 PERMIT STRUCTURAL PLAN S2.O CD CA LEGEND HANGER SCHEDULE FRAMING PLAN NOTES ;:ur. c;tijral engineer; (P.T.) SPAN EXTENT SECTION DETAIL PRESSURE -TREATED BEAM COLUMN ABOVE COLUMN BELOW ALL -THREAD HOLDOWN AT END OF SHEARWALL ABOVE BEAM PER PLAN (E) EXISTING CONCRETE STEM WALL 'X' NUMBER OF BEARING STUDS P U, (E) BUILDING MEMBER (FLAT OIUQ HANGER FACE NAILING CAPACITY (Cd = 1.0) 4x8 LUS48 10d COMMON 1315 lb OVERFRAMING PER 2/S3.0 1. SW_ INDICATES SHEARWALL TYPE PER SCHEDULE 8/S3.1. REFER TO DETAILS FOR TYPICAL SHEARWALL CONSTRUCTION. SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL WALL INFORMATION. 2. REFER TO GENERAL STRUCTURAL NOTES FOR FLOOR OR ROOF SHEATHING TYPE, THICKNESS, AND NAILING. 3. COLUMNS SHALL BE DOUBLE STUD MINIMUM, UNLESS NOTED OTHERWISE. SEE 11/S3.1. 4. AT ALL SHEARWALLS PROVIDE DOUBLE TOP PLATES AND SPLICE PER 12/53.1. EXFJL_ 1., �R1OOF1/4"_ IFaRAMING PLAN (Main Floor Walls)N Sca 'W REI ED FOR I OO MPUANCE4_ P?").OVED Y at 1 ukwila DiNiG f!'✓IS:C,- f RECEIVED CITY OF TUKWILA SEP 08 2017 PERMIT CENTER Dli 0241 AJP Engineering, Inc. 1325 4th Ave. Ste. 1940 Seattle, WA 98101 apambianco@ajpeng.com a) V a a) D (; �a) cn W McManigal and Associates Architects, PLLC Zen McManigal 142 SW 202nd Seattle, WA 98166 8.21.2017 8.21.2017 PERMIT STRUCTURAL PLAN S2.1 1 SUPPORT OVERFRAMING RAFTERS WITH 2x4 0 48"oc CENTERED ON TRUSSES OR RAFTERS BELOW (ALTERNATE AS SHOWN) ,, , 9 Egfl AMING ,.„-JOTTERS , y'''` 2x4 0 24.0;3. ..1, -- ,. , s -, 2x PLATE ;; , %,- „', .;-,- 3/4" = 1'-0" 2 DECK FRAMING PER PLAN 2x6 RIM A35 @ 24"oc BEAM PER PLAN H1 CLIP @ EA. JOIST (E) PONY WALL I I Vill I WALL BEYOND I I DECKING PER ARCH. (2) #6xW" DECK SCREWS 0 EA. JOIST' I I I HANGER PER PLAN LEDGER PER PLAN (E) FOOTING a 3/4" = 1'-0" 5 OVERFRAMING PER PLAN 3/4" = 1'-0" 9 CS16x30" 0 48"oc 2x_FULL—DEPTH BLKG W/8d @ 3"oc (3) 12d FACENAIL AT BARGE RAFTER PER ARCH: 3'-0' MAX SHEARWALL PER PLAN OUTRIGGERS 2x6 0 24"oc WITH (3) 12d TO TRUSS BLOCK (1) TRUSS BAY 0 24'oc W/(3) 10d END GRAIN jr' (7) 12d airraM TRUSSES PER PLAN04,1 BRACES 2x4 @ 24"oc, NO STEEPER THAN 1:1 A34 EACH SIDE OF BRACE 3/4" = 1'-0" LEDGER: PRE—MAUNFACTURED TRUSS W/(1) Y"x3W SDS SCREW 0 12"oc TOP:BOTTOM 2) BAY FULL —DEPTH BLKG W/(3) 10d 0 END GRAIN @ 4B"oc TO RECEIVE TENSION STRAP NAILING (E) BEARING WALL: SHEATH PER PLAN 3/4" = 1'-0" 6 CALLOUTS IN COMMON 4/S3.0 BEAM PER PLAN \ AC CAP COLUMN PER PLAN CALLOUTS IN COMMON 12/S3.0 PAVING PER ARCH'L. \A/ OUTLINE WALL BEYOND 3/4" = 1'-0" 1 0 3/4" = 1'-0" 3 PANEL EDGE NAILING PER PLAN (8d 0 6"oc U.N.O.) BLOCK FULL —DEPTH (VENT PER ARCH'L) (HEADER AT SOME LOCATIONS) 7 TYPICAL SLAB CONTROL JOINT CONSTR. JOINT PER ARCH: 3'-0" MAX I PRE —MANUFACTURED TRUSSES PER PLAN. SLOPE PER ARCH. A35 PER SW SCHEDULE (0 48"oc ELSEWHERE) H1 CLIP 0 EA. TRUSS SHEARWALL PER PLAN 3/4" = 1'-0" 4 N I 4" THICK SLAB REINF. W/ #4 0 18" oc EA. WAY CTR'D RIGID INSUL PER ARCH'L. 6 MIL VAPOR BARRIER 4' FREE —DRAINING GRANULAR FILL CONTROL JOINT FORMER "ZIP STRIP" 11/2" DEEP (JOINT MAY BE SAW— CUT AT CONTRACTOR'S OPTION) 2nd POUR 1st POUR h CUT ALT. BARS AT • • ":">< \i\\i<S,\\i `i\\\\\i JOINT PLASTIC JOINT KEY "MEADOW BURKE" STOP REINF. 1" CLEAR OF JOINT EACH SIDE SLAB —ON —CRAG: (NOT INSULATED) 3/4" = 1'-0" 8 COLUMN PER PLAN ABU BASE 10'x10" PLINTH W/(1) #4 0 EA. CORNER FOOTING PER PLAN 3/4" = 1'-0" 11 2x6 P.T. PLATE WITH 5/8"4 ANCHOR BOLTS PER SW SCHEDULE (0 48"oc ELSEWHERE) SIM:PAVING PER ARCH 7 i0 • \ II i SHEARWALL PER PLAN #4 @ 16"oc VERT. (CENTERED) — #4 @ 10"oc HORIZ. [(2) AT TOP OF WALL] SLAB —ON —GRADE PER 8/S3.0 :a r DRAINAGE PER ARCHITECTURAL 6" 6" 6' (2) #4 CONT. 3F sum... of 't,,,;.. . NG N1 RECEIVED CITY OF TUKWILA ;L� (1 5 2017 PERMIT CENTER 3/4" = 1'-0" 1 2 DasesPNAL AJP Engineering, Inc. 1325 4th Ave. Ste. 1940 Seattle, WA 98101 apambianco@ajpeng.com a) C a) D C m (f1 w Q 4J U, 1/40 CV McManigal and Associates Architects, PLLC Zen McManigal 142 SW 202nd Seattle, WA 98166 8.21.2017 8.21.2017 PERMIT °CTs0i 2g STRUCTURAL DETAILS 53.0 HOLDOWN SCHEDULE 3/4" = 1'-0" 1 3/4" = 1'-0" 5 MARK FASTENERS TO STUDSI ANCHOR EMBEDMENT LENGTH DIA.2 EPDXY3 CAST-IN4 SSTB5 LHDU2 ! (6) 1/4"0 x 21/2" SCREWS 5/8" 9" 11" SSTB16 . 10d AND 12d DIAMETER = 0.148". SCREWS SHALL BE SIMPSON "SDS" TYPE SCREWS, INSTALL PER SIMPSON RECOMMENDATIONS. 2. PROVIDE A36 OR A307 ALL -THREAD AT EPDXY AND CAST -IN ANCHORS. 3. PROVIDE SIMPSON "AT-XP" EPDXY PER GENERAL STRUCTURAL NOTES. SPECIAL INSPECTION IS REQUIRED. 4. AT CAST -IN ANCHORS PROVIDE HEAVY HEX NUT AT BOTTOM OF ALL -THREAD. HOOKED J-BOLT MAY BE USED FOR LTT HOLDOWNS. 5. AT 3x SILL PLATES, PROVIDE LONGER SSTBL MODELS ONE—SIDED SHEARWALL gI 1 SHEATHING PER SW SCHEDULE 0 TYPICAL SHEARWALL ANCHOR BOLT PLACEMENT 1-1/2" = 1'-0" 2 SHEARWALL PER PLAN i 3/4" = 1'-0" 6 SHEARWALL SCHEDULE MARK SW6 SHEATHING STUDS AT PANEL EDGE RIM JOIST TO BOTTOM PLATE ATTACHMENT ABUTTING NAILING3'7 DOUBLE TOP PLATE PANEL EDGES2 15/32" CDX PLYWOOD L2x 8d ®6"oc A35 0 24"oc 12d 0 6"oc 15/6"0 0 48"oc 2x 241 lb/ft CAPACITY6 BOTTOM PLATE TO RIM JOIST BELOW ANCHOR BOLT TO CONCRETE4'5 SILL PLATE AT FOUND. 1. WALL SHEATHING SHALL CONSIST OF APA RATED PLYWOOD WITH SPAN RATING 24/0. ALLOW 1/8" SPACING AT ALL PANEL EDGES AND ENDS OF PANELS. 7/16" APA RATED SHEATHING (OSB) MAY BE USED IN PLACE OF 15/32" CDX. 2. WHERE 3x STUDS AT ABUTTING PANEL EDGES ARE SPECIFIED; (2)2x STUDS IN PLACE OF 3x STUDS - FASTEN WITH BOTTOM PLATE ATTACHMENT NAILING. 3. BLOCK ALL PANEL EDGES WI 2x4 FLAT, ATTACH W/ PANEL EDGE NAILING. TWO STUDS MINIMUM ARE REQUIRED AT EACH END OF ALL SHEARWALLS END STUDS SHALL RECEIVE PANEL EDGE NAILING. INTERMEDIATE STUDS SHALL BE 2x STUDS. NAIL SHEATHING TO INTERMEDIATE FRAMING MEMBERS WITH 8d 0 12"oc. 4. ANCHORS TO CONCRETE SHALL CONSIST OF CAST -IN -PLACE ANCHOR BOLTS, EXPANSION BOLTS, EPDXY GROUTED ALL -THREADS, OR TITEN HD HEAVY DUTY SCREW ANCHORS. CAST -IN -PLACE ANCHOR BOLTS HAVE A 7" EMBED AND SHALL BE J-BOLTS OR SHALL HAVE A HEX NUT AT THE BOTTOM END. EXPANSION BOLTS SHALL HAVE 5" EMBED AND SHALL NOT BE USED AT STEM WALL LOCATIONS WITH EDGE DISTANCE LESS THAN 5" (INSTEAD, USE EPDXY GROUTED ALL -THREADS OR TITEN HD ANCHORS). EPDXY GROUTED ANCHORS SHALL HAVE 5" EMBED AND 21/2" MIN. EDGE DISTANCE. TITEN HD ANCHORS SHALL HAVE 31/2" EMBED AND 13/4" MIN. EDGE DISTANCE. 5. PROVIDE 3x3x1/4 STEEL PLATE WASHERS (SIMPSON BP5/B-3 OR SIMILAR) AT ALL ANCHOR BOLTS, PLACE PER 2/S3.1. 6. SHEAR WALL CAPACITY RESISTING SEISMIC LOADS. SHEAR WALL STUDS HE #2 (G = 0.43). 7. 8d (.131")x21/2" SHEARWALL PER PLAN NAILING TO MATCH — - BOTTOM PLATE NAILING PER SW SCHEDULE SHEARWALL PER PLAN SHEARWALL PER PLAN INTERSECTING — NON-SHEARWALL (2) STUDS MIN. - REFER TO PLAN FOR LOCATIONS WHERE BUILT-UP POST CONSISTS OF MORE STUDS HOLDOWN PER PLAN W/ SCREWS, PER MFR. SPECS. (OR NAILS SIMILAR) CONCRETE STEMWALL PER PLAN (6" MIN. THICKNESS) AT EX. CONC. WALL - PROVIDE ALL -THREAD AND EMBED IN EPDXY GROUT PER SCHEDULE a8 NOTE; PROVIDE 5" END AND 13/4" EDGE DISTANCE FOR ANCHORS (MIN.) AT NEW CONCRETE WALL PROVIDE ALL -THREAD AND HEX NUT OR HEADED BOLT AND EMBED PER SCHEDULE (HOOKED J-BOLT MAY BE USED FOR LTT HOLDOWNS) TYPICAL HOLDOWN AT CONCRETE 3/4" = 1'-0" 10 PANEL EDGE NAILING PER SW SCHEDULE - NAILING TO MATCH BOTTOM PLATE NAILING PER SW SCHEDULE PANEL EDGE NAILING PER SW SCHEDULE NAILING TO MATCH BOTTOM PLATE NAILING PER SW SCHEDULE —PANEL EDGE NAILING PER SW SCHEDULE TYPICAL SHEARWALL INTERSECTIONS BLOCKING (OR JOIST) -- PER FLOOR AND ROOF DETAILS JOISTS PER PLAN (DIR. VARIES) FULL DEPTH BLOCKING (OR RIM AT EXTERIOR) - BOTTOM PLATE NAILING PER SW SCHEDULE TOP PLATE CONNECTION PER SW SCHEDULE PANEL EDGE NAILING BLOCK ALL PANEL EDGES PER SW SCHEDULE ANCHOR BOLTS & WASHERS SILL PLATE PER SW - I PER SW SCHEDULE SCHEDULE TYPICAL DOUBLE TOP PLATE BEAM OR HEADER PER PLAN MULTI -STUD PER PLAN WITH NAILING PER GEN. NOTES TYPICAL MULTIPLE —STUD POST CONSTRUCTION 3/4" = 1'—O" 11 PANEL EDGE NAILING PER SW SCHEDULE II TYPICAL SHEARWALL SECTION 3/4" = 1'-0" 8 (8) 16d 0 4"oc STAGGERED EACH SIDE OF SPLICE (16d 0 12"oc ELSEWHERE) 1 I I I I I 1 trE III i III 6'-0" YIN. BETWEEN SPLICES — CENTER SPLICE OVER STUD, 3t. '1ESita-.) r COMPLL P • NCE! ct l ukw la `DING CNVI. RECE VED CITY OF TUKWILA SEP 08 ?Di/ PERMIT CENTER TYPICAL TOP PLATE SPLICE CONSTRUCTION 3/4" = i'—o" 1 2 AJP Engineering, Inc. 1325 4th Ave. Ste. 1940 Seattle, WA 98101 apambianco@ajpeng.com McManigal and Associates Architects, PLLC Zen McManigal 142 SW 202nd Seattle, WA 98166 8.21.2017 8.21.2017 PERMIT ._ 1EXP.L , CC J i 2IEDD STRUCTURAL DETAILS S3.1