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HomeMy WebLinkAboutPermit D17-0235 - ROSS RESIDENCE - ADDITIONROSS RESIDENCE 4904 S 164 ST D17-0235 Parcel No: Address: 0 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.Rov 5379800390 4904 S 164TH ST Project Name: ROSS RESIDENCE DEVELOPMENT PERMIT Permit Number: D17-0235 Issue Date: 10/6/2017 Permit Expires On: 4/4/2018 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: ROSS KIMBERLY D 4904 S 164TH , TUKWILA, WA, 98188 RICK EHRENBERG 38227 188TH AVE SE , AUBURN, WA, 98092 OWNER AFFIDAVIT KIMBERLY ROSS 4904 S 164TH ST , TUKWILA, WA, 98188 Phone: (206) 579-3141 Phone: Expiration Date: DESCRIPTION OF WORK: 655 SF ADDITION TO SFR AND 268 SF COVERED PATIO Project Valuation: $86,919.36 Type of Fire Protection: Sprinklers: NO Fire Alarm: NO Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $2,665.04 Occupancy per IBC: R-3 Water District: HIGHLINE Sewer District: VALLEY VIEW 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: 2014 2014 2014 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 1 Permit Center Authorized Signature: Date: f 0 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 permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Print Name: L1 �� Date: ®/ -c=" r -% 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: The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utilitywork must also be made 24 hours in advance. 2: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 3: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 4. The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 5: The property owner is responsible for the maintenance of its storm drainage system and, for this purpose, shall have a maintenance plan in place and the responsibility for maintenance assigned prior to Public Works final. 6: Verify existing storm drainage system that will be connected to the new addition downspouts, with the Public Works Inspector 7: ***BUILDING PERMIT CONDITIONS*** 8: 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. 9: All permits, inspection record card and approved construction documents shall be keptat the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 0 a 10: 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. 11: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 12: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 13: 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. 14: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 15: All electrical work shall be inspected and approved under a separate permit issued by t:he City of Tukwila Permit Center. 16: 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. 17: 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. 18: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 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 0606 GLAZING 1600 PUBLIC WORKS FINAL 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 4046 SI-EPDXY/EXP CONC 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 0412 UNDERFLOOR FRAMING 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 http:// www.TukwilaWA.gov Building Permit No. JJ1'T4 Project No. Date Application Accepted: II Date Application Expires: 1 1 (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: 4904)�fS 164th St Tenant Name:1`-059 VA[dl'lt/e King Co Assessor's Tax No.: 537980-0390 Suite Number: PROPERTY OWNER Name: Rick Ehrenberg Address: 38227 188th Ave Se Name: Kimberly Ross Phone: (206) 579-3141 Fax: Email: rick@brookesdesign.com Address: 4904 S 164th St State: City: Kirkland State: Wa City: Tukwila State: Wa Zip: 98188 CONTACT PERSON — person receiving all project communication Name: Rick Ehrenberg Address: 38227 188th Ave Se City: Auburn State: Wa Zip: 98092 Phone: (206) 579-3141 Fax: Email: rick@brookesdesign.com GENERAL CONTRACTOR INFORMATION Company Name: Horne Owner Address: Company Name: Engineer Name: Address: 'i�iUL1 /]j City: State: City: Kirkland State: Wa Zip: Phone: Fax: City: State: Contr Reg No.: Phone: Exp Date: Tukwila Business License No.: H:\Applications\F'orms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-I 1 docx Revised. August 2011 hn Floor: New Tenant: ❑ Yes ❑-.No ARCHITECT OF RECORD Name: V tai r-•..- 1 i Company Name: RB Engineers Company Name: Engineer Name: Address: 'i�iUL1 /]j Architect Name: C , /6t/ _ City: Kirkland State: Wa Address: Phone: (425) 351-2085 Fax: State: /, �_ , _ City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Name: V tai r-•..- 1 i Company Name: RB Engineers 5 Engineer Name: Address: 'i�iUL1 /]j Address: 1312 2nd St C , /6t/ _ City: Kirkland State: Wa Zip: 98033 Phone: (425) 351-2085 Fax: State: /, �_ , _ Email: rbe1922@grnail.com LENDER/BOND ISSUED (requiredfor projects $5,000 or greater per RCW 19.27.095) Name: V tai r-•..- 1 i 5 Address: 'i�iUL1 /]j 5 C , /6t/ _ City: T v.i: ht.L...4-",..---/ State: /, �_ , _ Zip: 9� !.i Page 1 of 4 G'`PEIP% INFORM Valuation of Project (contractor's bid price): $ 60,000 Describe the scope of work (please provide detailed information): 655 s.d. single story addition and a 268 s.f. covered patio. Existing Building Valuation: $ Will there be new rack storage? ❑ Yes ❑.. No If yes, a separate permit and plan submittal will be required. ,. p's? lea N,S n`s- SiYrl t4ht*F� 4 St i fi7 M -'v 4ti 7 { fd 3j,. 3 'Szk 'SGy?pn�F. ? i s ., :: '� q } �a4` ,� ` _'§51 fi l '"'x 9j e Y X 1 - _.s t a Y..£ S , ,Ixlsting_ ;� �.1C x( ££s�Y-'. i �^(^ S S4 .FL` .'{ 1`Fx -txk ii`Y - '? ?) a,. -. i �ih. } 5" rinte'piol,Remodel? +54 Addition to `t .— 2 3• Y Extstin .'t,L} w €afa g 4 t_e :: Structure ;< ist . M x` # Y§^ Y �.�- ¢�g"�' �' y i r s New Ri. -.'"i� ype of S C•onstruction per yn . ,t -. L-_ p r --;IBC » w T�eFpf 11 Oceu anc er -_ z -- Y A r BC;,,> l Floor f< f-- '4f hstflxL 979 655 2ndFloor `4 • ro4'lo9r� . �- �� sit - +Fl 5 <.r oors � � ,�,. t7rr„,�it t � Basenent , Accessory Structure* i S �3 Attached Garage �£�x 674 DetachedGata ge { x yrs -1 k 1;: ;„x. , ttaortr, detached Carport` x x�F x Covered Deckft}v' 268 4 Z7ncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): 10,890 Floor area of principal dwelling: -,1,634. Floor area of accessory dwelling: 96 " *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: 4 Compact: Handicap: Will there be a change iri use? ', 0 Yes No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0 Sprinklers 0 Automatic Fire Alarm 0 None ❑ Other (specify) Will there be storage .or use of flammable, combustible or hazardous materials in the building? Or Yes 0 No If `yes', attach list of materials and storage locations ona separate 8-1/2" x 11 "paper including quantities and Material Safety Data Sheets.. 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. H:\ Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised c 8-9-11.docx Revised: August 2011 bh Page 2 of 4 Scope of Work (please provide detailed information): 655 s.f. addition and a 268 s.f: covered patio. Call before you Dig: 811 Please refer to Public Works Bulletin #1for fees and estimate sheet Water District ...Tukwila ❑ ...Water District #125 ❑ ...Water Availability Provided Sewer District ® ...Tukwila 0 ...Sewer Use Certificate ❑ .. Highline ❑...ValleyView ❑ ..Renton ❑ ... Sewer Availability Provided ❑ .. Renton 0 .. Seattle 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): 0 ...Civil Plans (Maximum Paper Size — 22" x 34") 0 ...Technical Information Report (Storm Drainage) 0 ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Geotechnical Report ❑ .. Maintenance Agreement(s) 0 ...Traffic Impact Analysis 0 ...Hold Harmless — (SAO) 0 ...Hold Harmless — (ROW) Proposed Activities (mark boxes that apply): 0 ...Right-of-way Use - Nonprofit for less than 72 hours 0 .. Right-of-way Use - Profit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ .. Right-of-way Use — Potential Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way ❑ Non Right-of-way 0 0 ...Total Cut 40 cubic yards ❑ .. Work in Flood Zone ❑ ...Total Fill cubic yards 0 .. Storm Drainage 0 ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities 0 ...Frontage Improvements 0 ...Traffic Control 0 ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ .. Abandon Septic Tank ❑ .. Curb Cut 0 .. Pavement Cut ❑ .. Looped Fire Line 0 .. Grease Interceptor 0 .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑ ...Permanent Water Meter Size... WO # ❑ ...Temporary Water Meter Size .. WO # 0 ...Water Only Meter Size WO # ❑ ...Deduct Water Meter Size 0 ...Sewer Main Extension Public 0 Private ❑ ❑ ...Water Main Extension -...Public 0 Private 0 If FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) 0 ...Water 0 ...Sewer 0 ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:\Applications\Forms-Applications On Line \2011 Applications\Pe Revised: August 2011 bh Application Revised - 5-9-11.docx Page 3 of 4 Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING 0 ER !'' `1THORI " 1 AGENT: Signature: Print Name: Rick Ehrenberg Mailing Address: 38227 188th Ave Se Date: 08/30/2017 Day Telephone: (206) 579-3141 Aubuen Wa 98092 H:\ApplicationsWorms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11,docx Revised: August 2011 bh City State Zip Page 4 of 4 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME A o SS (.S ) A J.:4;+; ori PERMIT # b/-7 — 02 3.S If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water/Seweit uif Wate Road/Parking/Access A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. Sno Soo /Z 50 $250 (1) C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) 5. Enter total excavation volume cubic yards Enter total fill volume cubic yards Use the following table to estimate the grading plan review fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101-1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees $ (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION �o (1+4+5) $ The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last',Revised 02/21/17 1 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) 7. Pavement Mitigation Fee $ — (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the pavement mitigation fee. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. $ (8) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51-100 $37.00 101 – 1,000 $37.00 for 1St 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001– 10,000 $194.50 for lst 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 – 100,000 $325.00 for the 1St 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1St 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 02/21/17 2 63 $ O (9) BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter – Deduct ($25) B. Flood Control Zone ($52.50 – includes Technology Fee) C. Water Meter – Permanent* D. Water Meter – Water only* E. Water Meter – Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown/Foster Pt Water (Ord 2177) $ E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ H. Transportation Mitigation $ I. Other Fees $_ Total A through I $ (10) /3 DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ / 3 — ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION PEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters ....------ Size (inches) Iis Nation Cascade Water Alliance RCFC ----- 01.01.2017 — 12.31.201,7./ /Total Fee 0.75 $625 -"---, $6005,/ $6630 1 $1125 - $15,0050 $16,137.50 1.5 $2425 -3-30,.025 $32,450 2 $2825 / $48,6-40,, $50,865 3 $4425 / $96,080 a $100,505 4 $7825 / $150,125 $157,950 6 $12525 / $300,250 ' $312,775 Approved 09.25.02 Last Revised 02/21/17 Temporary Meter 0.75" $300 2.5" $1,500 3 Cash Register Receipt Receipt Number City of Tukwila R12497 • DESCRIPTIONS ACCOUNT 1 QUANTITY PAID PermitTRAK. $1,753.16 • D17-0235 Address: 4904 S 164TH'ST Apn: 5379800390 $1,753.16 DEVELOPMENT $1;407.39 PERMIT FEE R000.322.100.00.00 0.00 $1,402.89 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 PUBLIC WORKS $275.00 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $12.50 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $12.50 TECHNOLOGY FEE $70.77 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R12497 R000.322.900.04.00 0.00 $70.77 $1,753.16 Date Paid: Friday, October 06, 2017 Paid By: TED ROSS Pay Method: CHECK 2123 Printed: Friday, October 06, 2017 7:47 AM 1 of 1 CRWSYSTEMS Cash Register Receipt City of Tukwila Receipt Number R12236 DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $911.88 D17-0235 Address: 4904 S 164TH ST . Apn: 5379800390 $911.88 DEVELOPMENT • PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R12236 R000.345.830.00.00 0.00 $911.88 $911.88 $911.88 Date Paid: Wednesday, August 30, 2017 Paid By: TED ROSS Pay Method: CHECK 2111 Printed: Wednesday, August 30, 2017 4:14 PM 1 of 1 CSYSTEMS INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 D1 HYz3 �" Project: Ross ArLPDriVC�E Type of tnspect�'o'n: BO] L.1)I Al& FAI L A dress: I 4 Date Called: Special Instructions: Date Wanted: ,a.m: —3-23-18 p.m.. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COM ENTS: k- /)iL-Zf1V&- Inspector: �5 Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: ,S R 's'D 'c Type of Inspection: Z L ifiSI?1-14-7761s Address: I/47 y` a /6 P/7N S•, Date Called: Special Instructions: A ?ZQ $l tint Date Wanted: Requester: Phone No: 253 - Zzag" 35 e Approved per applicable codes. Corrections required prior to approval. COMMENTS: W -L / NS -W TTOA) c3 � r2c}orhouNG- iN-TVL4770,41 Inspector: Date: tz REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.,#100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Di 7 -U23S Project: Acs ' ,: A/C4'R.A Type of Inspection: ►/ At 6 Address: Date Called: Special Instructions: . S j� Date Wanted: a.m. p.m. Requester: ,Cy dl Phone No: 25.3 — za z-- 59/15 r4ViaR 3' Approved per applicable codes. Corrections required prior to approval. COMMENTS: OK_ r ►'N/1I/Cs- Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit D67-07 PERMIT NO CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206)431-3670 Permit Inspection Request Line (206) 438-9350 Project: XsiD, e, Type of Inspection: vn►NG- Address: 990 / ,5'. /6 y771- Sr Date Called: Special Instructions: Date Wanted: lit -3V7 a:mm. . Requester: Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: ,LO C k Q /1.f) 0TC Cif 5 a se rf-CDt Jt_..r Inspector: Date: tz-x-r7 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 5outhcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 CD-e---- 1317 'erD►7-8 Project: P'i/y/45"7z ee- ;1147 570C Type of Inspection: , FRIO NG— CrAddress: Address: �y� . .s sov ie N7r Mit" Date Called: i/ z, 3 Special Instructions: Date Wanted: i2-4-17 Requester: Phone No: (1 4 57/ / 4) 7/ ElApproved per applicable codes. I Corrections required prior to approval. COMMENTS: vm K - v✓frt-t tVZ4 444-- 6/)(-Z° /zOA i/ z, 3 CR,p 6.3 --- f. S' 12 r3 Inspector: Date: /24 '(7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO.. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Di7-02.35 Project: - Ross RiZslIMWCC Type of Insp ction: icle4"/-571-7-7/c Address: 1/704 Si >_ /& Date Called: Special Instructions: kflALL/�f g/i. /` Date Wanted: #' y a.m. 26 -' / . Requester: 3A-5-6 iNi Phone No: "2-53- 2O2.-3 i Napproved per applicable codes. 0 Corrections required prior to approval. COMMENTS: - d4' 1- s/, i/iN ' Inspector: Date: //2 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 D17-62.3 Project: ROSS RES/.DEA C. Type of Inspection: all iDl1-77OJ U.Th%LL Address: 7 Zi /64T/f $'r Date Called: Special Instructions: Date Wanted: a.rn. p.m. Requester: Phone No: 7,5-3-2C>2- s 3q/6 Approved per applicable codes. LJCorrections required prior to approval. COMMENTS: OK— rOL.IJ AJ Wfi2--L- Inspector: S Date: ei :2317 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 X17 -6235 - Project: Ross RED DicveE Type of Inspection: RXYrnstGr- Address: 99(4 3, i(Am - TT Date Called: Special Instructions: Date Wanted: je-17-1` a:m m. Requester: Phone No: 2.53 — 2c> z —v9/ 2 Approved per applicable codes. 1] Corrections required prior to approval. COMMENTS: 61<— Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection,. Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information Ross Residence Brookes Design.- 206-579-3141 This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative All Climate Zones Efficient Building Envelope 1 a R-Valuea U-Factora Fenestration U-Factorb n/a 0.30 Skylight U -Factor n/a 0.50 Glazed Fenestration SHGCb'e n/a n/a Ceilingk 49' 0.026 Wood Frame Well9'`" 21 int 0.056 Mass Wall R -Value' 21/21h 0.056 Floor 30g 0.029 Below Grade Wall`'`" 10/15/21 int + TB 0.042 Slabd R -Value & Depth 10, 2 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Date flL-E RECEIVED CITY OF TUKWILA AUG 3 0 2017 PERMIT CENTER Each dwelling unit in a residential building shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1. Small Dwelling Unit: 1.5 credits 0 Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. 02. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in #1 or #3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. 03. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. 04. Additions less than 500 square feet: .5 credits Table R406.2 Summary Option Description Credit(s 1 a Efficient Building Envelope 1 a 0.5 1 b Efficient Building Envelope 1 b 1.0 lc Efficient Building Envelope 1c 2.0 ld Efficient Building Envelope ld 0.5 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 3a High Efficiency HVAC 3a 1.0 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 1.5 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 5a 0.5 5b Efficient Water Heating 5b 1.0 5c Efficient Water Heating 5c 1.5 5d Efficient Water Heating 5d 0.5 6 Renewable Electric Energy 0.5 Total Credits I) *Please refer to Table R406.2 for complete option descriptio REVIEWED FOR ODE COMPLIANCE APPROVQO OCT 0 2 2011 City of Tukwila UILDING DIVISION *1200 kwh ,013fi 0.0 1.50 Table R402.1.1 Footnotes For SI: 1 foot .= 304.8 mm, ci .= continuous insulation, int .= intermediate framing. a R -values are minimums. U -factors and SHGC are maximums. When insulation is installed in a cavity which is less than the label or design thickness of the insulation, the compressed R -value of the insulation from Appendix Table A101.4 shall not be less than the R -value specified in the table. b The fenestration U -factor column excludes skylights. The SHGC column applies to all glazed fenestration. "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. Reserved. g Reserved. h Reserved. The second R -value applies when more than half the insulation is on the interior of the mass wall. Reserved. k For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38. Reserved. m Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Table R402.1.3 Footnote a Nonfenestration U -factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2015 Washington State Energy Code (WSEC) and ACCA Manuals J and S. This calculator will calculate heating loads only. ACCA procedures for sizing cooling systems should be used to determine cooling loads. The glazing (window) and door portion of this calculator assumes the installed glazing and door products have an area weighted average U -factor of 0.30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2015 WSEC. Please fill out all of the green drop -downs and boxes that are applicable to your project. As you make selections in the drop -downs for each section, some values will be calculated for you. If you do not see the selection you need in the drop-down options, please call the WSU Energy Extension Program at (360) 956-2042 for assistance. Project Information Ross Residence Heating System Type: Q All Other Systems Contact Information Brookes Design - 206-579-3141 Q Hea Pump To see detailed instructions for each section, place your cursor on the word "Instructions". Design Temperature Instructions Tukwila Area of Building Conditioned Floor Area Instructions Conditioned Floor Area (sq ft) Average Ceiling Height Instructions Average Ceiling Height (ft) Glazing and Doors Instructions Skylights Instructions Insulation Attic Instructions R-49 Single Rafter or Joist Vaulted Ceilings r_:._... _..__... Instructions Select R -Value Above Grade Walls (see Figure 1) Instructions Floors Instructions R-21 Intermediate R-38 Below Grade Walls (see Figure 1) Instructions Select R -value Slab Below Grade (see Figure 1) Instructions Select conditioning Slab on Grade (see Figure 1) Instructions Location of Ducts Select R -Value Instructions - - Conditioned Space Design Temperature Difference (AT) 46 ilT = Indoor (70 degrees) - Outdoor Design Temp 655 9.0 U -Factor X 0.30 U -Factor 0.50 Conditioned Volume 5,895 Area = 122 X Area = U -Factor X 0.026 U -Factor X No selection U -Factor X 0.056 UA 36.60 UA Area = UA 655 17.03 Area UA Area 522 UA 29.23 U -Factor X Area UA 0.025 16.38 U -Factor X No selection 655 Area UA F -Factor X Length UA No selection F -Factor X Length UA No selection Sum of UA Duct Leakage Coefficient 1.00 Envelope Heat Load Sum of UA X AT Air Leakage Heat Load VolumeX 0.6XATX.018 99.24 4,565 Btu / Hour 2,929 Btu / Hour Building Design Heat Load 7,494 Btu / Hour Air Leakage + Envelope Heat Loss Building and Duct Heat Load 7,494 Btu / Hour Duds in unconditioned space: Sum of Building Heat Loss X 1.10 Duds in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 10,491 Btu / Hour Building and Duct Heat Loss X 1.40 for Forced Air Furnace Building and Duct Heat LossX 1.25 for Heat Pump (07/01/13) Window, Skylight and Door Schedule Project Information Ross Residence Exempt Swinging Door (24 sq. ft. max.) Exempt Glazed Fenestration (15 sq. ft. max.) Vertical Fenestration (Windows and doors) Component Description Ref. U -factor Contact Information Brookes Design, Inc. 206-579-3141 Ref. U -factor Bed 1 Fixed 0.28 Bed 1 SGD 0.28 Bed 2 SGD 0.28 ,Bed 2 - Slider 0.28 Width Height Qt. Feet Inch Feet Inch Width Height Qt. Feet inch Feet Inch 2 2 2 1 8 6 8 1 8 6 8 1 5 1 6 L Area UA 0.0 0.00 0.0 0.00 Area UA 8.0 2.24 53.3 14.93 53.3 14.93 7.5 2.10 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 Overhead Glazing (Skylights) Component Description Sum of Vertical Fenestration Area and UA Vertical Fenestration Area Weighted U = UA/Area Ref. U -factor Width Height Qt. Feet Inch Feet Inch Sum of Overhead Glazing Area and UA Overhead Glazing Area Weighted U = UA/Area Total Sum of Fenestration Area and UA (for heating system sizing calculations) 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 122.2 34.21 Area 0.28 UA 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.00 122.2 34.21 Table 406.2 Enemy Credits (2015 Code OPTION DESCRIPTION CREDIT(S) Estimated Cost l a EFFICIENT BUILDING ENVELOPE I a: Prescriptive compliance is based on Table R402.1.1 with the following modifications: Vertical fenestration U = 0.28 Floor R-38 Slab on grade R-10 perimeter and under entire slab Below grade slab R-10 perimeter and under entire slab or Compliance based on Section R402.1.4: Reduce the Total UA by 5%. 0.5 Ib EFFICIENT BUILDING ENVELOPE lb: Prescriptive compliance is based on Table R402.1.1 with the following modifications: Vertical fenestration U = 0.25 Wall R-21 plus R-4 Floor R-38 Basement wall R-21 int plus R-5 ci Slab on grade R-10 perimeter and under entire slab Below grade slab R-10 perimeter and under entire slab or Compliance based on Section R402.1.4: Reduce the Total UA by 15%. 1.0 1c EFFICIENT BUILDING ENVELOPE 1c: Prescriptive compliance is based on Table R402.1.1 with the following modifications: Vertical fenestration U = 0.22 Ceiling and single -rafter or joist -vaulted R-49 advanced Wood frame wall R-21 int plus R-12 ci Floor R-38 Basement wall R-21 int plus R-12 ci Slab on grade R-10 perimeter and under entire slab Below grade slab R-10 perimeter and under entire slab or Compliance based on Section R402.1.4: Reduce the Total UA by 30%. 2.0 Ida EFFICIENT BUILDING ENVELOPE Id: Prescriptive compliance is based on Table 8402.1.1 with the following modifications: Vertical fenestration U = 0.24 0.5 2a AIR LEAKAGE CONTROL AND EFFICIENT VENTILATION 2a: Compliance based on R402.4.1.2: Reduce the tested air leakage to 3.0 air changes per hour maximum and All whole house ventilation requirements as determined by Section M1507.3 of the International Residential Code shall be met with a high efficiency fan (maximum 0.35 watts/cfm), not interlocked with the furnace fan. Ventilation systems using a furnace including an ECM motor are allowed, provided that they are controlled to operate at low speed in ventilation only mode. To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the maximum tested building air leakage and shall show the qualifying ventilation system. 0.5 2b AIR LEAKAGE CONTROL AND EFFICIENT VENTILATION 2b: Compliance based on Section R402.4.1.2: Reduce the tested air leakage to 2.0 air changes per hour maximum and All whole house ventilation requirements as determined by Section M1507.3 of the International Residential Code shall be met with a heat recovery ventilation system with minimum sensible heat recovery efficiency of 0.70. To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the maximum tested building air leakage and shall show the heat recovery ventilation system. 1.0 Table 406.2 Enemy Credits (2015 Code OPTION DESCRIPTION CREDIT(S) Estimated Cost 2c AIR LEAKAGE CONTROL AND EFFICIENT VENTILATION 2c: Compliance based on Section R402.4.1.2: Reduce the tested air leakage to 1.5 air changes per hour maximum and All whole house ventilation requirements as determined by Section M1507.3 of the International Residential Code shall be met with a heat recovery ventilation system with minimum sensible heat recovery efficiency of 0.85. To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the maximum tested building air leakage and shall show the heat recovery ventilation system. 1.5 3ab HIGH EFFICIENCY HVAC EQUIPMENT 3a: Gas, propane or oil -fired fumace with minimum AFUE of 94%, or Gas, propane or oiled -fired boiler with minimum AFUE of 92% To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the heating equipment type and the minimum equipment efficiency. 1.0 3bb HIGH EFFICIENCY HVAC EQUIPMENT 3b: Air -source heat pump with minimum HSPF of 9.0 To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the heating equipment type and the minimum equipment efficiency. 1.0 3cb HIGH EFFICIENCY HVAC EQUIPMENT 3c: Closed-loop ground source heat pump; with a minimum COP of 3.3 or Open loop water source heat pump with a maximum pumping hydraulic head of 150 feet and minimum COP of 3.6 To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the heating equipment type and the minimum equipment efficiency. 1.5 3db HIGH EFFICIENCY HVAC EQUIPMENT 3d: Ductless Split System Heat Pumps, Zonal Control: In homes where the primary space heating system is zonal electric heating, a ductless heat pump system shall be installed and provide heating to the largest zone of the housing unit. To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the heating equipment type and the minimum equipment efficiency. 1.0 4 HIGH EFFICIENCY HVAC DISTRIBUTION SYSTEM: All heating and cooling system components installed inside the conditioned space. This includes all equipment and distribution system components such as forced air ducts, hydronic piping, hydronic floor heating loop, convectors and radiators. All combustion equipment shall be direct vent or sealed combustion. For forced air ducts: A maximum of 10 linear feet of return ducts and 5 linear feet of supply ducts may be located outside the conditioned space. All metallic ducts located outside the conditioned space must have both transverse and longitudinal joints sealed with mastic. If flex ducts are used, they cannot contain splices. Flex duct connections must be made with nylon straps and installed using a plastic strapping tensioning tool. Ducts located outside the conditioned space must be insulated to a minimum of R-8. Locating system components in conditioned crawl spaces is not permitted under this option. Electric resistance heat and ductless heat pumps are not permitted under this option. Direct combustion heating equipment with AFUE less than 80% is not permitted under this option. To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the heating equipment type and shall show the location of the heating and cooling equipment and all the ductwork. 1.0 Table 406.2 Enerav Credits (2015 Code OPTION DESCRIPTION CREDIT(S) Estimated Cost 5a EFFICIENT WATER HEATING 5a: All showerhead and kitchen sink faucets installed in the house shall be rated at 1.75 GPM or less. All other lavatory faucets shall be rated at 1.0 GPM or less.` To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the maximum flow rates for all showerheads, kitchen sink faucets, and other lavatory faucets. 0.5 5b EFFICIENT WATER HEATING 5b: Water heating system shall include one of the following: Gas, propane or oil water heater with a minimum EF of 0.74 or Water heater heated by ground source heat pump meeting the requirements of Option 3c. or For R-2 occupancy, a central heat pump water heater with an EF greater than 2.0 that would supply DI -1W to all the units through a central water loop insulated with R-8 minimum pipe insulation. To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the water heater equipment type and the minimum equipment efficiency. 1.0 5c EFFICIENT WATER HEATING 5c: Water heating system shall include one of the following: Gas, propane or oil water heater with a minimum EF of 0.91 or Solar water heating supplementing a minimum standard water heater. Solar water heating will provide a rated minimum savings of 85 therms or 2000 kWh based on the Solar Rating and Certification Corporation (SRCC) Annual Performance of OG -300 Certified Solar Water Heating Systems or Electric heat pump water heater with a minimum EF of 2.0 and meeting the standards of NEEA's Northern Climate Specifications for Heat Pump Water Heaters To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the water heater equipment type and the minimum equipment efficiency and, for solar water heating systems, the calculation of the minimum energy savings. 1.5 5d EFFICIENT WATER HEATING 5d: A drain water heat recovery unit(s) shall be installed, which captures waste water heat from all the showers, and has a minimum efficiency of 40% if installed for equal flow or a minimum efficiency of 52% if installed for unequal flow. Such units shall be rated in accordance CSA B55.1 and be so labeled. To qualify to claim this credit, the building permit drawings shall include a plumbing diagram that specified the drain water heat recovery units and the plumbing layout needed to install it and labels or other documentation shall be provided that demonstrates that the unit complies with the standard. 0.5 Table 406.2 Enerav Credits (2015 Code OPTION DESCRIPTION CREDIT(S) Estimated Cost 6 RENEWABLE ELECTRIC ENERGY: For each 1200 kWh of electrical generation per each housing unit provided annually by on-site wind or solar equipment a 0.5 credit shall be allowed, up to 3 credits. Generation shall be calculated as follows: For solar electric systems, the design shall be demonstrated to meet this requirement using the National Renewable Energy Laboratory calculator PV WATTS. Documentation noting solar access shall be included on the plans. For wind generation projects designs shall document annual power generation based on the following factors: The wind turbine power curve; average annual wind speed at the site; frequency distribution of the wind speed at the site and height of the tower. To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall show the photovoltaic or wind turbine equipment type, provide documentation of solar and wind access, and include a calculation of the minimum annual energy power production. 0.5 RB Engineers, Inc. 1312 2N1) ST. •KIRKLAND, WA. 98033 PH: (425) 822-3009 FAX: (425) 822-2679 CELL: (425) 351-2085 EMAIL: rbeI992(epamail.com DL JOB: ROSS RESIDENCE PROJECT #: 17-6361 BY: R.B. / / CH DATE: 8/28/2017 PAGE GI 0F33 STRUCTURAL COMPUTATIONS FOR ROSS RESIDENCE REMODEL 4904 S i64 ST ST TUKWILA, WA BASIS FOR DESIGN: REVIEWED FOR CODE COMPLIANCE APPROVED OCT 0 2 2017 City of Tukwila BUILDING DMSION CITYROEFCT uVKED CODE: INTERNATIONAL BUILDING CODE (2015 EDITION) WIND: 110 MPH, EXPOSURE -B" Kzt = 1.2 SEISMIC: Ss = 1.55, SI = 0.55 (SITE CLASS D) ROOF SNOW:w 25 PSF ILA ALLOWABLE SOIL BEARING PRESSURE: 2000 PSF (ASSUMED) AUG 3 0 2017 INDEX TO COMPUTATIONS: GENERAL LATERAL GRAVITY RB ENGINEERS, INC. IS NOT RESPONSIBLE FOR THE SITE, SOILS, WEATHER PROOFING, TRUSSES AND/OR EXISTING CONDFFIONS. D11 -07 -gm PERMIT CENTER G1 -G2 LI - LI4 BI B17 EXPIRES: Feb 20 6i RB Enqineers, Inc. 1312 2nd St Kirkland, WA Phone: (425) 822-3009 Email: rbe1992@gmail.com Project: 4904 S 164th St By: RB/MJT Client: Date: 7/23/2017 Subject: Lateral Calculations Page: 1.5 LOADING CRITERIA FOR ROOF AND/OR CEILING - Main Roof Area - Canopy or Mansard Roof - Ceiling Only - Other Item Material Load PSF Roofing Composition 2.2 Sheathing or Decking 15/32 CDX 1.5 Insulation 2.8 Ceiling 5/8 GWB 2.6 Fixtures 1.0 Framing Truss 2.3 Misc. 0.6 TOTAL DEAD LOP 13 PSF LIVE LOADS - Snow Load - 25 psf - non reducible - Ceiling Only - 10 psf - Increase in Fb and Fv of 15% allowed for duration of load 4 X 4, (-4 I> 2 -n r6 0 vi f t t 4 I PF±INC,C, RO5S DA,E 1-23-11 4�4 5 16414 ST, TUKUJILA FLOOR PLANS 20'41 4e. 11:1 Brookes Design RAIKUItli*Drall* hvt MINIMUM DESIGN LOADS Case A Case B Notes: I. Pressures shown are applied to the horizontal and vortical pzujections, for exposure B, ath..30 ft (9.1m). Adjust to other exposures and height' with adjustment factor X. 2. Tin load pattems shown shell be applied to each comer of the building m1urn as the rem= mum (See Figure 28.4-1) 3. Fez Case 11 Dee 9=O. 4. Load coos 1 mid 2 JIVUti be checked fur 25° < 9 $45°. Load case 2 at 25° is provided only for intim:wham between 25° and 30*. Ptus and sniMat signs sigaify pressams aninftoward sad away hum the projected stufaces, sespectively. 6. For roof slopes odor tbss those shown; linear intorpolstios is permitted. 7. The total horizontal kod shall not be lista lima that deiturained by assuming pev, 0 in zeines B &D. IL Wisest zone E� 0 falls tai roof ovedmes the withWazd ado ar the harm& ase ECM and Gm for the pressure on the horizontal projection ado overhang. Ovezhangs oath* fietuirad and side edges shall hove the basic zone pressure applied. 0. NOtation: 10percese *fiesta horizontal diumussiowar 0.4h, whichever is onaller, bet not inn than tither 4% alms horizontal dimension or 3 ft (0.9 m). k Mean reoflatight, in fon (meters), tempt that calve height shall be used for roof gawks ' Augle of plans *freer from butizantal, in defiers. 303 CHAPTER 28 WIND LOADS ON BUILDINGS--MWPRS (ENVELOPE PROCEDURE) Simplified Demon Wield Pressure ,Paso (pfi (Exposuiv B ath = 30 ft. will1 _ 1. SIG Wind 88•00 WAN Roof Angle i rase. - I1i425 mai Owed qs A .9 C 0E F • 0.• H Est Cao! 110 91 0 $' 1 19.2 -100 12.7 -6.9 -23:1 -13.1 -10.0 ' --10.1 -12.3 ,753 10' 1 21.0 . -9.0 14.4 -6.2 -23.1 -14.1 -18.0 40.8 423 753 16' 1 24.1 -8.0 18.0 , -4.8 -29.1 -151 -18.0 -11.5 4?9 75.3 t .2 -7Ar17.7 42 43.1. 48.0 -16.0 -12.2 -32.3 752 25' 1 2 24.1 --- 3.9 --=- 17.4 --- 40 - -10.7 -4.1 -14.8 -79 -7.7 -1.1 -11.7 -183 -170 90 b 45 ' 1 2 21.8 21.5 r 14.8 14.5 17.2 17.2 11.1 11.6 1.7 . 8.3 -13.1 -' 45 0.8 7.2 -a1 154.3 -48 1.6 7.8 47 - 4.7 115 0 b 5' 1 ' 21.0 -10.0 13.9 -8.6 45.2 44.3 -17.8 41. i 469 -272 10' 1 23.7 -0.8 157 4.7 753 -14.4 -17.5 -11.8 -363 -27A 15' 1 263 4.7 17.5 -6.0 -25.2 18.5 -17.6 : -12.6 -363 -278 4 20' 1 20.0 -7.7 19.4 4.2 7 52 11 7.8 474 43.3. -362 475 �. 1 2 2„3 - . 42 18.1 - 421 -- -11.7 -44 -14.9 4.7 -8.5 -12. -12.8 -6.5 . -211 - -18.5 30 b 45 1 2 23.6 23.6 16.1 161 18.8 18.6 12.6 12.9 .13 6.1 44.3 -1.1 0.8 73 12.3 .5 - -8.3 -8.3 -9.5 4.5 120 0 b 5` 1 22.8 -113 • 18.1 -7.0 -27.4 -16.6 ' -1$,1 -12.1 -184 -30.1 10' 1 25.8 -103 17.1: -8.2 -77.4 '18.8 -19.1 -12.9 -38.4 -30.1 W 1 28.7 4.5 19.1 4.4 -27.4 -17.9 -19.1 13.7 48.4 . .30.1 20' 1 31.6 4.3 21.1 4.6 .47.4 -10.1 -10.1 -14.5 78.4 40.1 25' 1 2 28.6 4.8 20.7 -.- 43 -- ' -12.7 -42 -17.3 44 . -02 -13 -13.9 -80 -23.7 -202 -- 30 b 45 1 2 25.7 26.7 17.5 17.6 20.4 214 14.0 14.0 • 20 .9.9 -15.8 7.7 0.7 8.E -13.4 -6.5 -9.0 4.0 -103 -108 0 b 5' 1 26.8 -133. 17.8 -0.2 . -32.2 -18.3 -224 -14.2 -46.1 -358 . 10' 1 .30.2 -12.5 20.1 • -7.3 . -32.2 '-19.7 -V 4. ..15.1 ' -45.1 -153 16' 1 33.7 -112 22.4 44 452 -21.0 -22.4 . -18.1. 45.1 -353 20' 1 37.1 4.8 2S.7 -64 X92.2 -22.4 .. -2.4 • .17.0 . •45.1 -35.3 130 25' 1 2 33.8 54 24.3 55 - y -14.9 45.7 . -20.4 -11.1 -10.8 ` -1.5 -' -18.4 -7.1 -273 ---- -297 - - _ . - - 30 b 45 1 2 30.1 30.1 20.8 20.5 24.0 24.0 • 18.5 18.5. 2.3 • 113. , -153 - . 4.0 0.6 : 10.0 -15.7 44 -100 .100 42.1 42.1 0 b 6' 1 31.1 -16.1 ' 20.8 -9.8 • -31.3 -21.2 - 40.5 ` .4 4123 --409 10` 1 35.1 -145 23.3 . 4.5 47.3 -22.8 78.0 -17.6 -873. -402 15' 1 39.0 -129 28.0 - 7.4 77.3 -24.4 -28.0 -183 -6123 -40.8 140 20' 1 43.0 -11.4 28.7 ' 473 47.3 7.0 -220 -19.7 -62.3 -409 25' 1 2 39.0 6.3 26.2 --- • 64 -17.3 -8.8 , -23.6 -12.8 . -12.5 ' -1B -10.0 -82 .32.3 ---- -27.5 30 b 45 1 2 33.0 35.0 23.9 23.9 771 27.8 . 19.1 19.1 2.7 13,4' • -21.2 10.5 0.9 113 -18.2 -7.5 -12.3 -12.3 -140 -140' 0 b 6' 1 35.7 -185 23.7 -11.0 -42.0 -24.4 ,29.6 -169 400 41.0 10' 1 40.2 - -187 268 4.7' -42.9 -28.2 40.8 40.1 400 -470 16' 1 44.6 -149 29.8 -O.3 -42.9 -26.0 49.5 -21.4 -80.0 • -47.0 150 20' 1 49.4 -13.0 32.9 72 42.9. -29.8 -29.15 -22.6 40.0 .470 25" 1 2 44.8 --- 72 32.4. 7.4 -19.9 73 -27.1 -14.7 -14.4 7.1 41.8 -378 -31.8 30 b 45 1 2 40.1 40.1 27.4 27.4 31.9 31.9 22.0 22.0 3.1 15.4 - -24.4 420 . 1.0 13.4 -64 -20.9 438 --- -14.1 -14.1 1 --- -16.1 -16.1 Unit Conven ons -1.0 ft 03048 m; 1.0 pst 0.0479 kPi/& Figure 28.64 Eketecod , d) Skop sd. Ward Fire S Accest Angle 001210 (dres444 3 1 1 160 1 - Method 2 '44 ii WW1 Prossure WIDENEUM DESIGN LOADS hS601t. Wails & Roofs (p) (Exposure h = 30 X) Zarin licticaratt PertreVree Vertical Praectuce 404 -21.1 45.8 -120 15* 1 20 1 25" 1 2 30 b 45 1 45.7 312 2 48.7 31.2 05 .iri tit 1st 1 16. 1 . 51.0 -189 23* •1 100 zr 1 2 30 b 45 1 2 obe 1 10. 1 15* 1 20. 1 200 25 1 2 303)45 1 2 582 .-1411 90.9 32 28.9 30.4 34.0 37.5 38.9 -12.5 -28 412 5.4 35.3 25.0 35.3 25.0 34.1 -18.5 IMO 4411 88.5 -14.0 84.5 -214 r1.1 -1811 43.0 -12.2 47.4 -10.4 Cruerkeros G 11 Eat aCti -21.5 .0.3 -835 -22.9 43.3 -63.5 44.3 43.3 -63.5 -ses 42.3 -625 44.8 42.1 -329 .40,7 •••••••••••• -23J 420 -18.3 -96 -120 -123 47-2 -88.4 -67.7 LO -677 -30.3 ALA -67J -873 -45,4 -232 -232 425 -83$ -LW 415 48.1 425 -21.7 -34.0 45.5 -29.8 44.0 423 41.8 48.8 -34.0 -34.0 -225 .ao.s -18.4 -5.5 -121 -2.3 3.5 -27.7 12 17.8 -13.7 152 41.7 4411 -43.0 •01-7 -40.3 -410 -81.7 -43.0 -43.0 84.5 10.4 48.7 10.8 -225 4420 40.7 -10.9 -21.2 -3.0 57.5 39.5 45.9 31.5 57.8 39.5 429 31.6 4.4 -35.1 1.5 22.2 •-17.3 193 63.4 -313 42.1 -18.5 -73.2 .-43.3 .611 1.5 40.7 47.8 -17.3 -78.2 .48.5 43.1 79.7 -224 53.1 -15.0 -722 -43.8 43.1 87.8 -232 55.5 -12.5 -7'8.2 -53.1 43.1 79.5 71.3 71.3 12.5 48.8 428 57.5 13.1 •••••••••0•••• -35.4 -45.2 -25.0 -13.4 49.2 -37 65.7 320 6.5 -43.3 1.3 53.7 39.0 274 -223 23.8 Adjustment Factor for Building Height and -Exposure, X, Own nee trabablite 13 28 0 1.00 • , 1.00 28 1.00 c 121 0 1.47 129 •1.55 1.95 1.81 1.00 • 1.40 as 1.05 1.45 40 1.09 48 1.12 59 1.18, 55 119 80 122 1.49 1.74 1.53 1 1.78 1.81 1.84 1.62 1.87 148 1.59 Unit Conversions -1.0 ft = 0.3048 at; 1.0 p$f = 0.8479 kNiis2 -29.0 -894 -32.3 4aA -31.4 -68.3 -13.6 -30.1 -20.3 -12.3 403 43.5 -109.7 -35.5 -108.7 48.0 -103.7 -40.2 -108.7 -38.7 -85.8 -16.5 -37.2 -25.0 -15.2 -230 -287 413.7 305 CRAFTER 28 WIND LOADS ON BUILDDIGS—WiMs (ENVELOPE PROCEDURE) leeward net preastmes. p, shall be determined by the following equation: A = X; Poo (28,6-1) where X, = adjustmeat hictcr for building height and exposure from Mg. 28.6-1 topographic factor as defined in Section 26.8 evaluated at mean roof height, h Ps3D simplified design wind pressure far Exposare13, at h 30 ft (9.1 m) from Fig. 28.6-1 28.6.4 Design ' Loads The load effects of the design wind pressures from Section 28.6.3 shall not be less than a minimum Ioad defined by =staining the mums ps, for zones Asad C equal to +16par, Zones B and D equal to +8 psf, wiz& assuming p, foe Zones E, 1, G, and Marc equal to 0 psf. . 1113 IA I RB Engineers, Inc. 1312 2nd St Kirkland, WA Phone: (425) 822-3009 Email: rbe1992@gmaiLcom Project: 4904 S 164th St By: RB/MJT Client: Date: 7123/2017! Subject: Lateral Calculations Page: LATERAL WIND FORCES ENVELOPE PROCEDURE (ASCE 7-10 Chapter 28) Design Wind Pressures Roof Pitch: 6:12 (25°) Wind Speed: 110 mph Wind Exposure: B = 1.0 ASCE 7-10 p.305 A: 24.1 C: 17.4 Minimum Pressure: 16 psf (wall) 28.6.4 B: 3.9 D: 4.0 Minimum Pressure: 8 psf (roof) 28.6.4 Kzt: 1.2 (ASCE 7-10) Using Allowable Stress Design, 2.4.1 Basic Combinations option 7: 0.6 D + 0.6 W X — X Direction Fw Roof = 24.1x(1.1 x3.5+1.0x6.0) + 3.9x(.5x14.0x7.1+6.0x10.0+6.0x7.1) +17.4x(13.7x 1.0)+4.0x(15.3x2.9+18.0x7.1)= 1.76 1.76 x 1.2 Kztx 0.6 = Roof Min = [(9.85+13.7)x16+(152.3+172.2)x8]x1.2x0:6 = Y — Y Direction 1.27 kip 2.14 kip F Fw Roof = 24.1x(.5x6.5x(7.3+3.7)+.5x6.5x(1.7+4.9)) + 17.4x(.5x12.6x(4.7+10.9)+.5x6.5x(11.8+7.5)) = 4.18 4.18 x 1.2 Kzt x 0.6 = Roof Min = [(57.2+161)x16]x1.2x0.6 3.01 kip 2.51 kip RB Engineers, Inc. 1312 2nd St Kirkland, WA Phone: (425) 822-3009 Email: rbe1992@gmail.com Site Class "D" (Table 11.4.2) Project: 4904 S 164th St By: RB/MJT Client: Date: 1/24/2017 Subject: Lateral Calculations Page: , QUAKE FORCES (ASCE 7-10) Ss = 1.55 - Critical Values per Latest USG Website Based on Latitude and Longitude S1 = 0.55 - Critical Values per Latest USG Website Based on Latitude and Longitude Fa = 1.0 per Table 11.4-1 Fv = 1.5 per Table 11.4-2 Sms =Fa*Ss=1.0(1.55)=1.55 Sm1 = Fv * S1 = 1.5 (0.55) _ .825 Sds = 2/3 * Sms = 2/3 (1.55) = 1.03 Sd1 = 2/3 * Sm1 = 2/3 (0.825) _ .55 11.4-1 11.4-2 11.4-3 11.4-4 SEISMIC RESPONSE COEFFICIENT: Use Section (12.8.1.1) ASCE 7-10 Except as Noted To = 0.2 (Sd1/Sds) = 0.11 SEC 11.4.5 Ts = Sd1 /Sds = 0.53 SEC 11.4.5 Tstruc = Ct * (Hn)^3/4 = 0.020 (25.3)A3/4 = 0.23 SEC Where To <_ Tstruc <_ Ts Sa = Sds = 1.03 Therefore Seismic Design Category "D" R = 6.5 for Wood Shear Walls per ASCE 7-10 Table 12.2-1 Cs = Sds /(R/I) = 1.03 / (6.5/1) = 0.158 12.8-2 Cs = 0.16 RB Engineers, Inc. 1312 2nd St Kirkland, WA Phone: (425) 822-3009 Email: rbe1992@gmail.com Project: 4904 S 164th St By: RB/MJT Client: Date: 7/23/2017 Subject: Lateral Calculations Page: . LATERAL QUAKE FORCES Cs: 0.16 p: 1.3 Roof Area: 1042 feet 2 Roof Dead Load: 13 Upper Area: feet 2 Floor Dead Load: 13 Main Area: feet 2 Wall Dead Load: 8 ASCE 7-10 Using Allowable Stress Design, 2.4.1 Basic Combination option 8: 0.6 D + 0.7 E ASCE 7-10 Table 12.2-1: Overstrength factor. 0 = 2.5 DEAD LOAD OF STRUCTURE Roof Weight = 1042 x (13+8) _ Upper Weight = Main Weight = Vbase = Cs x Weight = Vbase X 0.7 X p LATERAL FORCES 0.16 x 21.88 = 21.88 kip = 0.00 kip = 0.00 kip 21.88 kip 3.50 kip 3.19 kip WEIGHT HEIGHT Roof: 21.88 kip 8 Feet Upper: 0.00 kip 0 Feet 0.00 Main: 0.00 kip 0 Feet 0.00 WEIGHT x HEIGHT 175.06 Fq Roof: 3.19 x (175.06/175.06) _ Therefore quake :governs everywhere. 175.06 3.19 kip RB Engineers, Inc. 1312 2nd St Kirkland, WA Phone: (425) 822-3009 Email: rbe1992@gmaii.com WIND FORCES ON SHEAR WALLS Project: 4904 S 164th St By: RB/114,11- B/MJTClient: Client: Date: 7/23/2017 Subject: Lateral Calculations Page: / Shearwalls in X — X Direction Fw X — X @ Roof: 2.14 kips V @ X 1 = (2.14/20)x(20) = 2.14 SW -4 3'+5'+8' 2.14 k/20ft= 107.0 #/Ft 134 Ft RB Engineers, Inc. 1312 2nd St Kirkland. WA Phone: (425) 822-3009 Email: rbe1992@gmail.com WIND FORCES ON SHEAR WALLS Project: 4904 S 164th St By: RB/MJT Client: Date: 7/23/2017 Subject: Lateral Calculations _Page: .., 10/ Shearwalls in Y — Y Direction Fw Y — Y @ Roof: 3.01 kips V @ Y 1 = (3.01 /32.3)x(32.3/2) _ SW -4 1.50 2.75'+8'+5.75' V @ Y 2 = (3.01/32.3)x(32.3/2) = 1.50 SW -4 12.75' 3.01 k/32.3ft= 93.2 #/Ft 91 Ft 118 Ft RB Engineers, Inc. 1312 2nd St Kirkland, WA Phone: (425) 822-3009 Email: rbe1992@gmail.com QUAKE FORCES ON SHEAR WALLS Project: 4904 S 164th St By: RB/MJT Client: Date: 7/23/2017 Subject: Lateral Calculations Page: a 1) Shearwalis in X — X Direction Fw X — X @ Roof: 3.19 kips V @ X 1 = (3.19/20)x(20) = 3.19 SW -4 3'+5,+8' 3.19k/20ft= 159.3 #/Ft [1.25 - 0.125x(8/3)1x350 = 321 Ib/ft capacity per Table 4.3.4 ANSI/AF+PA SDPWS 199 Ft SW -4 1 RB Engineers, Inc. 1312 2nd St Kirkland. WA Phone: (425) 822-3009 Email: rbe1992@gmail.com QUAKE FORCES ON SHEAR WALLS Project: 4904 S 164th St By: RB/MJT Client: Date: 7/23/2017 Subject: Lateral Calculations Page: Shearwalls in Y — Y Direction Fw Y — Y @ Roof: 3.19 kips V @ Y 1 = (3.19/323)x(32.312) _ 3.19k/32.3ft= 98.6 #/Ft 1.59 = 97 2.75'+8'+5.75' Ft [1.25 - 0.125x(8/2.75)jx350 = 310 lb/ft capacity per Table 4.3.4 ANSI/AF+PA SDPWS V @ Y 2 = (3.19/32.3)x(32.3/2) = 1.59 = 125 SW -4 12.75' Ft RB Engineers Inc. Project: 4904 S 164th St By: RB/MJT Client: Date: 7/23/2017 r Subject: Lateral Calculations Page: CHECK OVERTURNING FOR: X 1 (Quake) L P= P x L = 3 ft 199 lb/ft 199 x 3 0.60 kip MoT = .6 x 8 = 4,78 kip - ft DLf= 0.45 (Ref. Sect. 12.42.3 ASC. 7-10) MR = [(0195+.216)x3x0.5+(0.3x3)]x0.45 = 0.67 kip - ft T=C=MoT- MR = L 1.37 H= 8 kip MoT Therefore, use STHD14 hold downs at each end. TLRr 5 ft (conservative) Padj = 0.3 WDL Roof: 0.195 WDL Wall: 0.192 L = 3 feet PL RB Engineers, inc. 1312 2nd St Kirkland, WA Phone: (425) 822-3009 Email: rbe1992@gmail.com SW -6 or Project: 4904 S 164th St By: RB/MJT Client: Date: 7/23/2017 Subject: Lateral Calculations Page: SHEARWALL SCHEDULE Typ. Ext. Wall Construction 1) Sheathing: 1/2" Plywood or 7/16" 0.S.B Exterior Side, Blocked, Nail w/ 8d @ 6" O.C. All edges and @ 12" O.C. Field 2) Bolt Sill Plate to Concrete w/ 5/8" DIA. X 10" A.B.'s @ 48" O.C. 3) Nail bottom plate to framing below w/ 16d @ 4" O.C. 4) Fasten double plate to joist or blocking above per details on S1 & S2. Capacity: 240 lb/ft Shearwall Schedule -- -- -- -- -- -- -- Indicates shearwall w/ Plywood one side SW -4 1) Sheathing: 1/2" plywood or 7/16" O.S.B. one side, blocked, nail w/ 8d or @ 4" O.C. all edges and 12" O.C. field. 2) Bolt sill plate to concrete w/ 5/8" DIA. X 10" A.B.'s @ 32" O.C. 3) Nail bottom plate to framing below w/ 16d @ 3" O.C. 4) Fasten double plate to joist or blocking above per details on S1 & S2. Capacity: 350 lb/ft (2)SW-3 or Indicates shearwall w/ Plywood two sides 1) Sheathing: 1/2" plywood or O.S.B. two sides, blocked, nail w/ 8d @ 3" O.C. all edges and 12" O.C. field 2) Bolt 3x or double sill plate to concrete w/ 5/8" DIA. X 10" exp. Bolts @ 12" O.C. 3) Fasten double bottom plates to double joist or blocking below w/ 2 rows 2 layers 16d @ 6" O.C. or 2 rows A35 clips @ 16" O.C. 4) Fasten double top plates to double joist or blocking above w/ 2 rows A35 clips @ 16" O.C. or per details on S1 & S2 5) Use 3x all framing members receiving en. From abutting panels Capacity: 900 lb/ft SW -3 or Indicates shearwall w/ Plywood one side 1) Sheathing: 1/2" plywood or 7116" O.S.B. one side, blocked. nail w/ 8d @ 3" O.C. all edges and 12" O.C. field 2) Bolt 3x or double sill plate to concrete w/ 5/8" DIA x 10" A.B.'s @ 24" O.C. (U.N.0.) 3) Fasten double plate to joist or blocking above per details on S1 & S2. 4) Use (2) 2x studs @ 16" O.C. at detail D / S1 (U.N.0.) 5) Provide 3x stud framing at all members receiving edge nailing from abutting panels (U.N.0.) Capacity: 450 lb/ft SW -2 or Indicates shearwall w/ Plywood one side 1) Sheathing: 1/2" plywood or 7/16" O.S.B. one side, blocked, nail w/ 8d @ 2" O.C. all edges and 12" O.C. field 2) Bolt 3x or double sill plate to concrete w/ 5/8" DIA x 10" A.B.'s @ 16" O.C. 3) Fasten double plate to joist or blocking above per details on S1 & S2. 4) Provide 3x stud framing at all members receiving edge nailing from abutting panels Capacity: 585 lb/ft r reo56 1 8 404 5 41ST r : 5 16)-4 , TUKWILA -... ROOF FRAMING PLAN 17 Brookes Design m ROSS 8-28-11 4904 S 164Ti-4 ST, TUKWILA MAIN FLOOR FRAMING PLAN Ili Brookes Design Title Block Line 6 Wood Beam Project Title: Ross Residence Engineer: Project Descr: Project ID: 23:2k, File = C .UserslRBENGI 1;DOCUME-1\ENERCA-11ROSSRE-1.ECb ENERCALC, INC. 1983-2017, 8uitd:10.17.8.24, Vec10:17.8.24 Description : Beam 1 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-10 Wood Species Wood Grade Douglas Fir - Larch No.2 Beam Bracing : Beam is Fully Braced against lateral-torsiona Fb + Fb - Fc - PrIl Fc - Perp Fv Ft buckling M0.195)01.0..375) 875 psi 875 psi 600 psi 625 psi 170 psi 425 psi E: Modulus of Elasticity Ebend- xx 1300 ksi Eminbend xx 470 ksi Density 31.2 pcf Applied Loads Uniform Load : D = 0.1950, L = 0.3750 , Tributary Width = 1.0 ft DESIGN SUMMARY. Maximum Bending Stress Ratio = Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 6x10 Span = 9.50 ft 0.927: 1 6x10 932.73psi 1,006.25 psi +D+1.+H 4.750ft Span # 1 ervicce loads. entered. Load "t . Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.135 in Ratio = 0.000 in Ratio = 0.206 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios_ Segment Length Span # M V Cd C FV C i Cr +041-1 Length = 9.50 It 1 0.405 0.146 0.90 +O+L+ti Length = 9,50 ft 1. 0.927 0.334 1.15 +D+Lr+H Length = 9,50 ft 1 0 292 0.105 1.25 +D+S+H Length = 9.50 ft 1 0.317 0.114 1.15 +0+0.7 50 L r+0.7 50 L+1-1 Length = 9.50 ft 1 0.713 0.257 1.25 +0+0.750L+0.750S+11 Length = 9.50 ft 1 0.774 0.279 1.15 1.000 1,000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 842 >=360 0 <360 554 >=180 0 <180 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 Moment Values h1 fb F'b 2.20 319.09 6.43 932.73 2.20 319.09 2.20 319.09 5.37 779.32 5.37 779.32 0.00 787.50 0.00 1006.25 0.00 1093.75 0.00 1006.25 0.00 1093.75 0.00 1006.25 0.00 0.78 0.00 2.27 0.00 0.78 0.00 0.78 0.00. 1.90 0.00 1.90 Yak 0.334 : 1 6x10 65.25 psi 195.50 psi +D+L+H 8.737 ft Span # 1 Shear Values ___....__ F'v 0.00 22.32 0.00 65.25 0.00 22.32 0;00 22,32 0.00 54.51 0.00 54.51 0.00 153.00 0.00 195.50 0.00 212.50 0,00 195.50 0.00 212.50 0.00 195.50 Title Block Line 6 Wood Beam Project Title: Ross Residence Engineer: Project Descr: Project ID: File C iUsers=.RBENG1-1'DCCUME-11ENERC; 1ttRCSSRE 1.£C6 ENERCALC, INC. 1983-2017, Build:10.17.8.24, Vet:10.17.8,24 s tv wo Description : Load Combination Segment Length Span # M V Cd C FN C i Cr +D+0.60W+H 1.000 1.00 1.00 Length = 9.50 ft 1 0.228 0.082 1.60 1,000 1.00 1.00 +1D+0.70E+H 1.000 1.00 1.00 Length = 9.50 ft 1 0.228 0.082 1.60 1.000 1.00 1.00 +040.750Lr+0.750L+0.450W41 1.000 1.00 1.00 Length = 9.5011 1 0.557 0.200 1.60 1.000 1.00 1.00 +040.750L40.750S 0.450W4H 1.000 1.00 1.00 Length = 9.50 ft 1 0.557 0.200 1.60 1.000 1,00 1.00 +D+0,750L+0.750S+0.5250E+H 1.000 1.00 1.00 Length = 9.50 ft 1 0.557 0.200 1.60 1.000 1.00 1.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 Length = 9.50 ft 1 0.137 0.049 1.60 1,000 1.00 1.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 Length =- 9.50 ft 1 0.137 0.049 1.60 1.000 1.00 1.00 Beam 1 Max Stress Ratios Cm C Cl Moment Values ht..........__ fb F'b 1.00 1.00 1.00 0.00 1.00 1.00 1.00 2,20 319.09 1400.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 2.20 319.09 1400.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 5.37 779.32 1400.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 5.37 779.32 1400.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 5.37 779.32 1400,00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.32 191.45 1400.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.32 191.45 1400.00 Overall Maximum Deflections Load Combination Span Max. " " Dell Location in Span Load Combination 404-L41 0 2057 4.785 Vertical Reactions Support notation : Far left is #1 Load Combination Overall MAXimum Overall MlNirnum +D+H +D+{+H +o+lr+H +D -FS -4H •D+0.750Lx+0.750L4H +0+0.750L+0.750S+H •D- 0.60W+H +D+0.70E+H +040.750Lr40,750140.450W+H 'D- 0.750L+0.750S.0.450W+H +D+0.750L+0.750S+0.5250E4 1 40.60D+0.60W+O.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only VV Only E Only H Only Support 1 Support 2 2.708 1.781 0,926 2.708 0,926 0,926 2.262 2.262 0.926 0.926 2.262 2.262 2.262 0.556 0.556 0.926 2.708 1.781 0.926 2.708 0.926. 0.926 2.262 2.262 0.926 0.926 2.262 2.262 2.262 .0.556 0.556 0.926 1.781 1.781 Shear Values V fv F'v 0.00 0.00 0.00 0.78 22.32 272.00 0.00 0,00 0.00 0.78 22.32 272.00 0.00 0.00 0.00 1.90 54.51 272.00 0.00 0.00 0.00 1.90 54.51 272.00 0.00 0.00 0.00 1.90 54.51 272.00 0.00 0.00 0.00 0.47 13.39 272.00 0.00 0,00 0.00 0.47 13.39 272.00 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS Title Block Line 6 Wood Beam MAY ::.: Description : Beam 1 6,6 4,9 3,3 E 0 1.6 Project Title: Ross Residence Engineer: Project Descr: Project D: File L iUsers\RBENG1-1'\DOCUME-1iENERCA-1'\.ROSSRE-1.EC6 ENERCALC, INC. 1983-2017. Bui;d:10.17.8.24, Ver10.17.8.24 +6+H +04.60W+11 6 +6.606+0..76E+6.66H 2,2 1.4 030 124 221 3,74 42 +G+I+H li +64.76E+0 Distance (ft) P +6+11+H E +G+S+Ii 5,65 659 752 6,49 +6+E1SE11+6.1%.+0 +6+6.1561+t.=SES+E P +6+615611+615E1+E.4SEW+H +6+6,7561.6.1505+0.456tit;+H 0 +6+6,7501+6,7S65+6.52SEEtH 1 +6:666+6.6EW+6.66H 9,43 •1,4 -22 0.90 124 221 .3J4 428 5,65 659 732 8,49 Dita�u' e (ft) is +6+1i ®+6+1+H 0 +6+11+0 6 +6+W 2 +6+6.75011+6.750'+H " +6+6:7561+61565+0 +6+6,66; +H F +6+0.16E+11 1+D+6,7501+0:7561+6.4501!++H 0 +D+6.7S01.+6.7S0S+ 4S + 0 +D+6.1501+6.7S0S+0:S1StE+H x+0.606+6.6014+6.660 .0 +0.606+0.760+0.60H 9,43 Title Block Line 6 Wood Beam Project Title: Ross Residence Engineer: Project Descr: Project ID: r = C:tUsers;RBENGI-11OOCUME-11ENERCA-1\ROSSRE-1.EC6 ENERCALC, INC. 1983-2017, Built 10.17.8.24, Ver:10.117.8.24 Description : Beam 2 CODE REFERENCES Calculations per NDS 2015. IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method Allowable Stress Design Load Combination ASCE 7-10 Wood Species Wood Grade DF/DF 24F - V4 Fb + Fb Fc - Frit Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Diq.208) 2400 psi 1850 psi 1 650 psi 650 psi 265 psi 1100 psi 9 E : Modulus of Elasticity Ebend- xx Eminbend - xx Ebend- yy Eminbend - yy Density 1800 ksi 950 ksi 1600 ksi 850 ksi 31.2 pcf Applied Loads Uniform Load : D = 0.2080, L = 0.40: Tributary Width = 1.0 0 DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 5.5x9 Span = 8.50 ft 0.370:1 Ma 5.5x9 887.43psi 2,400.00psi +D+L+H 4.250ft Span # 1 0.079 in Ratio = 0.000 in Ratio = 0.119 in Ratio = 0.000 in Ratio Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V +0+H Length = 8:50 ft 1 0.141 0.093 +D+L+H Length = 8.50 ft 1 0.370 0.244 Length = 8.50 ft 1 0.101 0.067 +D+S+H Length = 8.50 ft 1 0.110 0.073 +0+0,750Lr+0.750L+H Length = 8.50 ft 1 0.247 0.163 +0+ 0,750L+0.750S+H Length = 8.50 ft 1 0.269 0.177 Cd Cr,,7 CI 0.90 1.000 1.000 1.00 1.000 1.000 1.25 1,000 1.000 1.15 1.000 1.000 1.25 1.000 1.000. 1.15 1.000 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 rsfice .odds entire - :..cad Factors will be <aa ximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 1298 >=360 0 <360 854 >=180 0<180 Cr Cm C t 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1:00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1,00 1;00 Moment Values ....................................................... M fb 1.88 303.60 5.49 887.43 1.88 303.60 1.88 303.60 4.59 741.47 4.59 741.47 ed tr r c c<;�<-st orrs. 0.244 : 1 5.5x9 64.59 psi 265.00 psi +D+L+H 0.000ft Span # 1 Shear Values F`b V fv F'v 0.00 2160.00 0.00 2400.00 0.00 3000.00 0.00 2760.00 0.00 3000.00 0.00 2760.00 0.00 0.00 0.00 0.73 22.10 238.50 0.00 0.00 0.00 2.13 64.59 265.00 0.00 0.00 0.00 0.73 22:10 331.25 0.00 0.00 0.00 0.73 22.10 304.75 0.00 0.00 0.00 1.78 53.96 331.25 0,00 0.00 0.00 1.78 53.96 304.75 Title Block Line 6 Wood Beam Project Title: Ross Residence Engineer: Project Descr: Project ID: File = C'\UserstR8ENGl 1\DOCUME-1tENERCA-1\RCSSRE-1 EC5 ENERCALC, INC. 1983-2017, Build 10.17.8,24, Ver 10. 7.8.24 Description : Load Combination Segment Length +D+0.60W+H Beam 2 Span Max Stress Ratios M V Cd Length = 8.50 ft 1 0.079 0.052 1.60 +0+0.70E41 Length = 8.50 ft 1 0.079 0.052 1.60 0.0.7 50Lr+0.750 L+0.450W+H Length = 8.50 ft 1 0.193 0,127 1.60 *0+0.75OL+0.750S*0.450W+H Length = 8.50 ft 1 0.193 0.127 1.60 +D+0.750L+0,750S+0.5250E+H Leneth = 8.50 ft 1 0.193 0.127 1.60 +0.60D+O.60W+0.60H Length = 8.50 ft 1 0.047 0.031 1.60 +0,60D+0.70E40.60H Length = 8.50 ft 1 0.047 0.031 1.60 CFN 1.000 1.600 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 111.000 1.000 Ci Cr Crn C t Moment Values ivt ib F'b Shear Values V fv F'v 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.88 303.60 3840.00 0.73 22.10 424.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 1.00 1.00 1,00 1.00 1.00 1.88 303:60 3840.00 0.73 22,10 424.00 1.00 1.00 1.00 1.00 '1.00 0.00 0.00 0.00 0.00 1.00 1.00 1:00 1.00 1.00 4.59 741.47 3840.00 1.78 53.96 424.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 4.59 741,47 3840.00 1.78 53.96 424.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 4.59 741.47 3840.00 1.78 53.96 424.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.13 182.16 3840.00 0.44 13.26 424.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.13 182.16 3840.00 0.44 13.26 424.00 Overall Maximum Deflections Span p _. Load Combination Max. "-` Dell Location in S an +D+L+H 1 0.1194 4.281 Vertical Reactions Load Combination Support 1 Oven.l P tAXirr um 2.584 Overall M]Nimum 1.700 +D+H 0.884 +O+L+H 2.584 +D+Lr+H 0.884 +O+S+H 0.884 +0+0750Lr+0.750L+H 2.159 +D+0.750L+0.750S+H 2:159 +D+0.604=H 0.884 +0+0.70E+H 0.884 +040:750Lr+0.750L+0.450W+H 2.159 +0+0.750L+0.750S+0.450W+H 2.159 +0+0.750L+0,7505+0.5250E+H 2.159 +0,60D+0.6001+0.60H 0.530 +0.60D+0.70E+0.60H 0.530 D Only 0.884 Lr Only L Only 1.700 1.700 Load Combination Supped notation : Far left is #1 Support 2 2.584 1.700 0.884 2.584 0.884 0.884 2.159 2.159 0.884 0,884 2.159 2.159 2.159 0:530 0.530 0,884 S Only w Only E.Only. H Only Max. "+" Defl Location in Span 0,0000 0.000 Values in KIPS Title Block Line 6 Wood Beam Project Title: Ross Residence Engineer: Project Descr: Project ID: File = C:iUsers1RBENG-1\OOCUME-1iENERCA-11,ROSSRE-LEGS ENERCALC; INC. 1983-2017, Build:10.17.8.24, Ver 10.17.8,24 Description Sk 42 601112 Beam 2 E 1.4 h EMBER-.» 0.81 1 +D+1+H +D+61GE+H 1,64 2,48 332 4,16 Distance (ft) 1 +D+11+H +D+S+H 4,69 5,83 6367 151 +6+6,15D1t+6.ISD1+H +D+DISDI+D,ISDS+H +D+6,15604101+D.4SD1ti+H +D+DIS61+6,1SGS4.4SCW+H H +D+6,15DI+D?SDS+D,S1S6E+H iD +D,6DD+6.551/1+6.66H 834 13 • MEMBER• .,,fr •1,3 d,6 0.81 1,84 2,4E 332 4.16 439 5.83 6,67 1.51 Distance (ft) +D+H 1 +D+I+H D +D+1,+11 0 +D+S+H +D+6,756[,+D.ISDI+H ' 4+6,15111+6.756S+H +D+6,601W+ti 04.7 ii 1+D.0:7S1)11+1.iSD;+G,4SD1q+H1+D+0.3S0I4:7S05+6,4SDp,+H 0 +04,7S0I+0,IS6S+D,SZSD;:+H1+01,66+0,51) +0,66H 1 +6,0+6:JDE46DH 834 Title Block Line 6 Wood Beam Project Title: Ross Residence Engineer: Project Descr: Project ID: File=C UserslR8ENGI-100CUME-1'iENERCA-VROSSRE-1.EC6 ENERCALC, INC. 1983-2017, Build:10,17.8,24, Ver:10.17.8.24 Description : Beam 3 CODE REFERENCES Calculations per NOS 2015, IBC 2015, CBC 2016 Load Combination Set : ASCE 7-10 Material Properties Analysis Method Allowable Stress Design Load Combination ASCE 7-10 Wood Species Wood Grade ASCE 7-10 Fb Fb - Fc - Pill : Douglas Fir - Larch Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling No.2 [.S O„065) L(0.125) 900 psi 900 psi 1350 psi 625 psi 180 psi 575 psi E : Modulus of Elasticity Ebend- xx 1600ksi Eminbend - xx 580ksi Density. 31.2 pct Applied Loads Uniform Load : D = 0.0650. L = 0.1250 Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.345 1 4x6 403.78psi 1,170.00 psi *D+L*H 2.50011 Span # 1 4x6 Span = 5.0 ft Servic' - ads e:^,tf re s. Load Faciors will be aep 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0:023 in Ratio = 0.000 in Ratio = 0.035 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span 4 fvi V Cd C FN C i Cr *D+H Length = 5.0 ft 1 0.131 0,064 +17+L+H Length = 5.0 ft 1 0.345 0.168 +D+Lr+H Length = 5.011 1 0.094 0.046 +D +S+H Length = 5.0 ft 1 0.103 0.050 +D+0.75OLr+0.750L+H Length = 5.0 ft 1 0.231 0:112 +0+0.750L+0.750S+H Length = 5.0 ft 1 0.251 0.122 0.90 1.300 1.300 1.00 1.300 1.300 1.25 1.300 1.300 1.15 1.300 1.300 1.25 1,300 1.300 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2634 >=360 0 <360 1733>=180 0 <180 Moment Values fb F'b 0.00 1.00 1.00 0.20 138,13 1053.00 1.00 1.00 0.00 1.00 1.00 0.59 403,78 1170.00 1.00 1.00 0.00 1.00 1.00 0.20 138.13 1462.50 1.00 1.00 0.00 1.00 1.00 0.20 138,13 1345.50 1.00 1.00 0.00 1.00 1,00 0.50 337.37 1462.50 1.00 1.00 0.00 1.00 1.00 0.50 337.37 1345.50 4 for s 0.168: 1 4x6 30.26 psi 180.00 psi 0.000 ft Span # 1 Shear Values V fv. F'v 0.00 0.13 0.00 0.39 0.00 0.13 0:00 0.13 0.00 0.32 0.00 0.32 0.00 10.35 0.00 30.26 0.00 10.35 0.00 10,35 0.00 25.28 0.00 25.28 0.00 162.00 0.00 180.00 0.00 225.00 0.00 207.00 0.00 225.00 0.00 207.00 Title Block Line 6 Wood Beam Project Title: Ross Residence Engineer: Project Descr. -Project ID: Fife= C .Users'RBE'dG1-11DOCUM.E 1=.ENERCA-t':ROSSRE-I.EC5 ENERCAI. , iNC. 1983--2017 Build 1G 17 6.24 Ver:10.17.82j;4da;. F Description : Beam 3 Load Combination Segment Length Span +0+0.60W4'l Length = 5.0 ft 1 +D=0.70E+H Length = 5.0 ft 1 +0+0.750Lr+0. 7 50L+0.450W41 Length = 5.011 1 +G+9.750L+0.750Sa0.450W +H Length = 5.0 ft 1 +D+0.750L+0.7503+0.5250E +H Length = 5.0 ft 1 i0.60D+0.60W+0.60H Length =5.0ft 1 +0.600+0 70E+0.60H Length = 5.0 ft 1 Overall Maximus Load Combination +G+L+H Max Stress Ratios Cd C 1,`• 1.300 1.00 1.00 1.00 1.00 0.074 0.036 1.60 1.300 1.00 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.00 0.074 0.036 1 60 1.300 1.00 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.00 0.180 0.088 1.50 1.300 1.00 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.00 0.180 0.088 1.60 1.300 1.00 1.00 1.00 1.00 1.300 1.00 1,00 1.00 1.00 0.180 0,088 1.60 1.300 1.00 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.00 0.044 0.022 1.60 1.300 1.00 1.00 1.00 1 00 1.300 .1.00 1.00 1.00 160 0.044 0.022 1.60 1.300 1.00 1.00 1.00 1.00 ci Cr Cm C t CL Deflections Span Max. 0-1 Defl 0.0346 ocation in Span 2.518 Vertical Reactions Load Combination Support 1 Overall M.AX+mum 0.475 Overall tvltNimum 0.313 =041 0.163 +D+L+H 0.475 +D+ir+H 0.163 +G+S+H 0.163 +0+0.750Lr+0.7 50L+±1 0.397 +0+0 750L+0.750S+H 0.397 +G+0.60W+H 0.163 +D+0.70E+H 0.163 +0+0.750Lr40.750L+0 450W+H 0.397 +D+0.750L+0.750S+0.450W+1 0,397 +D+0.750L+0.750S+0.5250E41 0.397 .0:60D+0.60W+0.60H 0.098 +0.60D+0.70E+0.60H 0.098 D Only 0.163 Lr Only L Only 0.313 0.313 tvloment Values f1 fb Shear Values F`b V iv F'v 1.00 0.00 1.00 0.20 138.13 1872.00 1.00 0.00 1.00 0.20 138.13 1872 00 1.00 0.00 1.00 0.50 337.37 1872.00 1.00 0.00 1.00 0.50 337.37 1872.00 1.00 0.00 1.00 0.50 337.37 1872 00 1.00 0.00 1.00 0.12 82.88 1872.00 1.00 0 0 1.00 0.12 82.88 1872.00 Load Combination Support notation : Far left is Support 2 0.475 0.313 0.163 0.475 0.163 0.163 0.397 0.397 0.163 0.163 0.397 0.397 0.397 0 098 0.098 0.163 S Only W Only E Only H Only 0.00 0.00 0.00 0.13 10.35 288.00 0.00 0.00 0.00 0.13 10.35 288.00 0.00 0.00 0.00 0.32 25.28 288.00 0.00 0.00 0.00 0,32 25.28 288.00 0 00 0.00 0.00 0.32 25.28 288.00 000 0.00 0.00 0.08 6.21 288-00 0.00 0.00 0.00 0.08 6.21 288.00 MaLocation in Span 0.0000 0.000 Values in KIPS Title Block Line 6 Wood Beam Description : Beam 3 0,61 0A5 Project Title: Ross Residence Engineer: Project Descr: Project ID: File = C \Users` 2BENui 11DOCUME--I!ENERCA-1\ROSSRE 1.EC6 ENERCALC, INC. 1983-2017. Build:10:17.8.24, Veil 0.17,8,24 EMBER...;, t +6+N +6+6.66111+11 +6,666+6.766+6.666 M8 024 MEMBER,--, tri -024 •0,48 0,46 093 1,41 1.88 235 2.83 +6+1+N E +6+6 Dista ICE (ft) 1 +6+1i+N +6+S+N 1 +6+6.1561+0.7S01+6.4S6W+N Li +6+6,1561+6.1565+6 4S6W 330 3,78 +6+6.15611+6.7561+N +6+6.1561+6, 7S6S+6.51 S6E+N 425 4,73 +G+6.7S61+6.1S6S+N +6.666+6,66146166 +6+6.614+N 6 +6.666+6.16E+6.6811 0,46 1 +6+1+N +6+6786+N 0.93 1.41 1.88 2,35 283 Dtance (ft) 1 +6+1'+N a +6+S+6 1 +64;1S6ti+6;7561+6,45615+1 1 +6+6.1561+6.7S5+6.4564l+11 330 328 425 4,73 +6+6.7561+6.7561+6 +6+6.1561+6,1566+6 +6+6.1531+6,1566+6,StS6E+6 1 +6.666+616W+6,666 Title Block Line 6 Wood Beam Project Title: Ross Residence Engineer: Project Descr: Project ID: FIe-C tfsers`,RBENG1 1iDQCUME-1 ENERCA-1iROSSRE-1.ECG ENERCALC, INC. 1983.2017, Bu td:10.17.8.24, Ver.10.17,8.24 Description : Beam 4 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-10 Wood Species Wood Grade Beam Bracing Douglas Fir - Larch Fb + Fb - Fc Prll Fc - Perp No.2 Fv Ft : Beam is Fully Braced against lateral -torsional buckling D(0.208) L(0 4 ) 900 psi 900 psi 1350 psi 625 psi 180 psi 575 psi E : Modulus of Elasticity Ebend- xx 1600 ksi Eminbend - xx 580 ksi Density Applied Loads Uniform Load : D = 0.2080, L = 0.40. Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.2281 4x8 267.70 psi 1,170.00 psi +D+L+H 1.5000 Span # 1 4x8 Span = 3.0 ft 31.2 pcf Ser,. ice'r.oads entered. Load [actors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 11004 in Ratio.= 0.000 in Ratio = 0.006 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V......_ Cd C FN C i Cr +D+y Length = 3.0 ft 1 0.087 0.068 +D+L+H Length = 3.0 ft 1 0.229 0.179 +D Lr+H Length = 3.0 ft 1 0.063 0.049 +D+S+H Length = 3.0 ft 1 0.068 0.053 +D+0.750Lr+0.750L+H Length = 3.0 ft 1 0.153 0.120 +D+0.750L+0.750S+H Length = 3.0 ft 1 0.166 0.130 0.90 1.300 1.300 1.00 1;300 1.300 1.25 1.300 1.300 1.15 1.300 1.300 1.25 1.300 1.300 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1;00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 8731 >=360 0 <360 5744 >=180 0 <180 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 Moment Values fb F'b 0.23 91.58 0.68 267.70 023 91.58 0.23 91.58 0.57 223.67 0.57 223.67 0.00 1053.00 0.00 1170.00 0.00 1462.50 0.00 1345.50 0.00 1462.50 0.00 1345,50 0.179: 1 4x8 32.27 psi 180.00 psi +D+L4-3 0,000 it Span # 1 Shear Values V fv 0.00 0.19 0.00 0.55 0.00 0.19 0.00 0.19 0.00 0.46 0.00 0.46. 0.00 11.04 0.00 32.27 0.00 11.04. 0.00 11.04 0.00 26.96 0.00 26.96 0.00 162.00 0.00 180.00 0.00 225,00 0.00 207.00 0.00 225.00 0.00 207.00 f Title Block Line 6 Wood Beam '` Description : Beam 4 Project Title: Ross Residence Engineer Project Descr: Project ID: 2: J5P'r. File =?UsersiRBEtd;1-100CUME-11ENERCA-1;ROSSRE-1.EC6 ENERCALC, I C. 1983-2017, Build:10.12.8.24, Ver:10.17.8.24 Load Combination Max Stress Ratios Moment Values .............................._... _.._....... Segment Length Span # M V Cd CFV Ci Cr C m C t C L M fb F'b +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 3.0 ft 1 0.049 0.038 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 3.0 ft 1 0,049 0.038 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +0+0.750Lr40.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 3.0 ft 1 0.119 0 094 1.60 1.300 1.00 1.00 1 00 1.00 1.00 41+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 3.0 ft 1 0.119 0.094 1.60 1.300 1.00 1.00 1.00 1.00 1.00 +0+0,750L+0.750S+0.5250E+H 1.300 1.000 1,00 1.00 1.00 1.00 Length = 3.0 ft 1 0.119 0.094 1.60 1.300 1,00 1.00 1.00 1.00 1.00 +0.60D+0,60W+0.60H 1.300 1.00 1.00 1.00 1.00 1 00 Length = 3.0 ft 1 0.029 0.023 1,60 1.300 1.00 1.00 1.00 1.00 1,00 +0.600+0.70E+0.60H 1.300 1.00 1.00 1.00 1,00 1.00 Length = 3.0 ft 1 0.029 0.023 1.60 1.300 1.00 1.00 1.00 1,00 1.00 Overall Maximum Deflections Load Combination Span Max. `-" Dell Location in Span Load Combination +D+L +H Vertical Reactions Load Combination Overall MAXimum Overall MIN imum 40+11 +D+L+H +D+Lr+fl +D.S' H -D+0.750Lr40.750L+H +D+0.750L+0.750S+H +D+0.60W+H +0+0,70E+H +0+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +9+0.750L+0.750S+0.5250E41 40.60D+0.60W40.60H 40.60040.70E+0.60H D Only Lr Only L Only 9 Only W Only E Only H Only 0.0063 1.511 Support notation : Far left is #1 Support 1 Support 2 0.912 0,600 0.312 0.912 0.312 0.312 0.762 0,762 0.312 0.312 0.762 0.762 0.762 0.187 0.187 0.312 0.912 0.600 0.312 0.912 0.312 0.312 0.762 0.762 0.312 0.312 0.762 0,762 0.762 0.187 0.187 0.312 0,600 0.600 0,00 0.23 91:58 1872.00 0.00 0.23 91.58 1872.00 0.00 0.57 223.67 1872.00 0.00 0.57 223.67 1872.00 0.00 0.57 223.67 1872,00 0.00 0.14 54,95 1872.00 0.00 0.14 54,95 1872.00 0.00 0.19 0.00 0.19 0.00 0.46 0.00 0.46 0.00 0.46 0.00 0.11 0.00 0.11 Shear Values fv F'v 0,00 11.04 0.00 11.04 0.00 26.96 0.00 26.96 0.00 26.96 0.00 6.62 0.00 6.62 0.00 288.00 0.00 288.00 0.00 288,00 0.00 288.00 0,00 288,00 0.00 288.00 0.00 288.00 Max. "+" Deft Location in Span 0.0000 0.000 Values in KIPS Title Block Line 6 Wood Beam Description : Beam 4 0,70 0S2 Project Title: Ross Residence Engineer: Project Descr: ProiecdID: C, isers1RBENGI-DiDOCUME-11ENERCA-11RQSSRE-1.EC8 ENERCALC, dNC. 19834017, Build:10.17.8.24, Ver:10.17.8.24 MEMBER—>,, +D+H +D+D.51W+H +D.D6D+DIDE+D.6DH 0,9 0,5 MEMBER r b1 •0,5 027 +D+l+i +D+6.7EE+h 0,06 +D+1,+H 1 +D+6.75011tD.7i L45 134 Distance (ft) +D+c+H u,4S0W+H ®+D+6.7561.+6.14.65+D.45DW+H 2,03 232 2,62 230 +D+6.IS61+6.7SD1+H ?'' +D+6:IS61+6.ISDS+H +D+D.ISH+D./ SD5+532.SDE+H +DIDD+6.6601+6,66H +D+H +0+6.66W+H • 14.66D+0.76E+6:6DH 027 1+0+ttli +D+D.IDEth 057 0,56 11S 1,45 134 2.03 232 2,62 2;90 Dstante (ft) 1 4+11+H f? +D+;+li ix 4+6.1561+6.7561+0 f. +D+6.1$61+D.ISDS+H 1 +D+D.7SDli+67SDd+D,v"SDW+11 I +D+6,75'61+D.ISDS+6:4SDW+H +D+D.ISD1+D 14_D5t6.S2S6E+H 1 +D.6DD+6.6DW+D.6DH 10 Title Block tine 6 Wood Beam Project Title: Ross Residence Engineer: Project Descr: Project ID: He= C Users\RBENGI 11D0 ,UME-1\ENERf,A-11R0SSREE1.ECE ENERCALC, INC. 1983-2017, Build:10.17.8,24, Ver:10.17.824 CODE REFERENCES ... ........___.. ................... . . Calculations per NDS 2015. IBC 2015. CBC 2016, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-10 Wood Species Wood Grade Beam Bracing Douglas Fir - Larch Fb+ Fb- Fc - Frit Fc - Perp : No.2 Fv Ft : Beam is Fully Braced against lateral -torsional buckling 900 psi 900 psi 1350 psi 625 psi 180 psi 575 psi E : Modulus of Elasticity Ebend- xx 1600ksi Eminbend - xx 580 ksi Density 31.2 pct 4x 10 Applied Loads Uniform Load . D = 0.130, L = 0.40. Tributary Width =1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual =. FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.58f 1 4x10 632.19 psi 1,080.00psi +D+Li H 3.150ft Span # 1 Maximum Forces & Stresses for Load Co Load Combination Max Stress Ratios Segment Length Span # M V Cd +D*fi Length = 6.30 ft 1 0:160 0.089 +D+L+H Length = 6.30 ft 1 0,585 0.326 +D+Lr+t1 Length = 6.30 ft 1 0.115 0.064 +D+S+t1 Length = 6.30 ft 1 0.125 0.070 1.15 +0+0.750Lr+0,750L+H Length = 6.30 ft 1 0.380 0.212 1.25 +D+0,750L+0.750S*H Length = 6.30 ft 1 0.413 0.230 1.15 0.90 1.00 1,25 0.039 in 0.000 in 0.051 in 0.000 'in Service i._owi FactS>i.F, w Maximum Shear Stress Ratio Section used for this span fv : Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = binations. C Fa"J C 1.200 1.200 1.200 1.200 1.200 1.200 1 200 1.200 1.200 1.200 1.200 1;00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00. 1.00 1.00 1.00 1,00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1:00 1958 >=360 0 <360 1477 >=180 0 <180 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 Moment Values fb F'b 0.00 0.64 155.07 972.00 0.00 2.63 63219 1080.00 0.00 0.64 155.07 1350.00 0.00 0.64 155.07 1242.00 0.00 2.13 512.91 1350.00 0.00 2.13 512.91 1242.00 applied for calcul, tic 0.00 0.31 0.00 1.27 0.00 0.31 0.00 0.31 0.00 1.03 0.00 1,03 0.326 : 1 4x10 58.72 psi 180.00 psi *D4L H 554111 Spam # 1 Shear Values fv F'v 0,00 14.40 0.00 58.72 0.00 14.40 0.00 114,40 0.00 47.64 0.00 47.64 0.00 162.00. 0.00 180.00 0.00 225.00 0.00 207.00 0.00 225.00 0.00 207.00 w Title Block Line 6 Wood Beam Description : Bean5 Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C Project Title: Ross Residence Engineer. Project Descr: 0r Cm C 1 CL Project ID: Fite -CtUsers?RBENGH\DOCUMEE1;ENERCA-11ROSSRE-t.EC6 ENERCALC;'INC: 1983.2017, Build: 10.17.8.24, Ver:10.17.8.24 Moment Values fb F'b Shear Values V fv F'v +0+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.30 ft 1 0.090 0.050 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.64 155.07 1728.00 0.31 14.40 288.00 +040.70E+H 1:200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.30 ft 1 0.090 0.050 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.64 155.07 1728.00 0.31 14A0 288.00 +0+0.750Lr+0,750L+0 450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.30 ft 1 0.297 0.165 1.60 1.200 1,00 1.00 1.00 1.00 1.00 2.13 512.91 1728.00 1.03 47.64 288.00 +D+0.750L40.750S+0.450W+4-1 1.200 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length = 6.30 ft 1 0.297 0.165 1_60 1.200 1.00 1.00 1,00 1.00 1.00 2.13 512.91 1728.00 1.03 47,64 288 00 +0+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.30 ft 1 0.297 0.165 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2,13 512.91 1728,00 1.03 47.64 288.00 40.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0 00 Length = 6.30 ft 1 0.054 0.030 1.60 1.200 1.00 1.00 1.00 1.00 1.08 0.39 93.04 1728.00 0.19 8.64 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.30 ft 1 0.054 0.030 1.60 1.200 1.00 1,00 1.00 1.00 1.00 0.39 93.04 1728.00 0.19 8.64 288.00 Overall Maximum Deflections Load Combination Span Max. "' Dell Location in Span Load Combination +D+L+H ..... 0.0512 3.173 Vertical Reactions Load Combination Overall MAXimurn Overall MINimum +O+H +D+L+H +O+Lr+H O+S+H 0+0.750Lr+0.750L+H +D+0.750L+0.750S+H +0+0.60WN H +0+0.70E+H +0+0.750Lr+0.750L+0.450W+H +0+0.7 50L+0.750S+0 450W+H +0+0.7 50L 40.750S+0.5250 E+H +0.60D+0,60W+0.60H 40.600+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only Support 1 Support notation Far left is #1 Support 2 1,670 1.670 1.260 1.260 0.410 0.410 1.670 1.670 0.410 0.410 0.410 0.410 1.355 1.355 1.355 1 355 0.410 0.410 0.410 0.410 1.355 1.355 1.355 1.355 1.355 1.355 0.246 0.246 0.246 0.246 0.410 0.410 1.260 1.260 Max. °+" Dell Location in Span 0.0000 0.000...,. Values in KIPS Title Block Line 6 Wood Beam amegtv:7.-, 102 C E 0 21 20 1,3 0? Project Title: Ross Residence Engineer: Project Descr: Project ID: File =GILL ers;R8ENG1-1100CUME-1',ENERCk IkROSSRE-1.EC6 ENERCALC, INC. 1%3-2017, 8u's! .10.17.8.24, Ver:1O.17.8.24 Beam 5 D +0.60D+0.76E+D.6D1 11 0,4 057 1+D+1,01 +D+D.7DE+H 1.20 182 144 3,06 E0stance (ft) 1 +D+1.1+11 fl +D+t+1 3,68 4.30 432 5,54 +D+D.7S6l4.7514 +D+D,I501+0.1S65+H 44,756;i+C,I50+DAS61r+H U tD+D:1SGl:D.I5054.4S611+14, +D+ .7561+6;1S6S+D.S2SDEtH +6,660+6:664+1):66H 6,16 •0,8 41 D+6,661 +1 +I:DDD+D.70E+6.6Dt 0 51 120 1382 2,44 3,05 1 +0+14.1 4.04.6,76E+H 3.68 430 9,02 554 Distance (ft) +D+I'+H {D+S+H +D+D.1SD1i+0.ISD1+1 i1 +D+D:ISDI+D.ISD3+1 1 +D+D.75511+6.7S61+5011+4 G +D+0.75014.7S6S+D 5611+1 g +D+D.7S1)1+6.7SDS4,S2SDE+H 1 +6.6DD+6.6611+6.6DH 6,16 0 0 City of Tukwila Department of Community Development September 12, 2017 RICK EHRENBERG 38227 188TH AVE SE AUBURN, WA 98092 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D17-0235 ROSS RESIDENCE - 4904 S 164TH ST Dear RICK EHRENBERG, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) "STAMP AND SIGNATURES" "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient. (WAC 196-23-010 & 196-23-020) (BUILDING REVIEW NOTES) 1. The sloped ceilings proposed show R-49 in the scissor truss roof system. However, a large portion of the roof will not allow for R-49 insulation to meet the energy code especially with a 1" air baffle installed. Also, there is the one section of 2x6 roof framing which is not sufficient to allow for the required R-38 for sloped roofs. For new construction it shall be required to meet current energy code requirements. For sloped ceilings it shall be required to have a minimum R-38 insulation. Typically, in such cases as this advanced frame roof trusses are used to meet the current energy code requirements. This is where the full depth of the insulation can extend to the outer edge of the exterior wall framing. Revise the roof framing to allow for the current energy coded requirements. (2015 WSEC R402.2, R402.2.1 & R502.1) 2. I could not find any information for the new patio. Provide specifications for the patio and show steps from the patio doors with all specifications and dimensions. Note: Contingent on response to these corrections, further plan review may request for additional corrections. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 0 PLANNING DEPARTMENT: MAX BAKER at (206)-431-3683 if you have questions regarding these comments. • Current home is considered to be a legally nonconforming structure within the Low Density Residential district. Setbacks from property line are 20' (front) from S 164th St., and 15' (second front) from 49th Ave S. (TMC 18 Figure 18-4). Proposed addition is to be set 2' within 15' setback. Per TMC 18.70.050(6), "Single-family structures in single- or multiple -family residential zone districts that have legally nonconforming building setbacks, shall be allowed to expand the ground floor only along the existing building line(s), so long as the existing distance from the nearest point of the structure to the property line is not reduced, and the square footage of new intrusion into the setback does not exceed 50% of the square footage of the current intrusion." Applicant will need to provide square footage of existing structure that is currently located within the 15' setback, and square footage of proposed addition to be located within setback along with calculated percentage as compared to existing structure encroachment. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at 206-431-3655. Sincerely, Bill Rambo Permit Technician File No. D17-0235 6300 Southcenter Boulevard Suite #100 • Tukwila Washinzton 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMIT COORD C6PY. PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0235 PROJECT NAME: ROSS RESIDENCE SITE ADDRESS: 4904 S 164 ST Original Plan Submittal X Response to Correction Letter # 1 DATE: 09/22/17 Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: AW, 61 1 Building Division Public Works Fire Prevention Structural n Mai $.4)--Cf-17 Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 09/26/17 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews)� Notation: )U \' 1�1-G2.4 Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 10/24/17 REVIEWER'S INITIALS: DATE: Permit Center Use Only. CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: 12/18/2013 'ERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0235 PROJECT NAME: 4904 S 164TH ST SITE ADDRESS: ROSS RESIDENCE X Original Plan Submittal Response to Correction Letter # DATE: 09/01/17 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Building ivisio NtA,PW& 111 Public Works Nk— AV Mil l Fire Prevention Structural GYvQ q 1-17 Planning Division nPermit Coordinator ri PRELIMINARY REVIEW: Not Applicable n (no approval/review required) REVIEWER'S INITIALS: DATE: 09/04/17 Structural Review Required DATE: n APPROVALS OR CORRECTIONS: Approved Corrections Required DUE DATE: ❑ Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) n 10/03/17 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: q" l e)"( i Departments issued corrections: Bldg IS— Fire ❑ Ping J-- PW ❑ Staff Initials: 12/18/2013 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.ci.tukwila.wa.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: )� Plan ChecWPermit Number: D17-0235 ❑ Response to Incomplete Letter # • Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Ross Residence Project Address: 4904 S 164 St Contact Person: Summary of Revision: RECEIVE[, CITY OF TUKW SEP 2 2 201/ PERMIT CEN`i!'Ecii Phone Number: 2G?,6 j`J J Can ri /Ys}Y- -C 14 t.)%h& r 11 le„,,, e 12"02 I itsetcl 1ie4) C5/e 4 9 f 5 ) C - r✓r4; iii + 1etiS/off j ` to erre-,. r i f9. C5cle plop.) 1 r '1 c far, t45_ :7L Sheet Number(s): fl 35i)eff,# )6a fri "Cloud" or highlight all areas of revision including date of revisio Received at the City of Tukwila Permit Center by: C Entered in TRAKiT on "1.—D--)-- l 1 \applications\forms-applications on line\revision submittal Created: 8-13-2004 Revised: 1— 15.00' i 9-21-11 15.00' —I9-21-11 5.a46' 13.04' EXISTING SHED TIE DOIISPOUTS INTO EXISTING TIGI-ITLINE 26.S3' F— iE1iJ 14.6-1' 0N COW VERED 292 S.F. ■ PATIO // ; NEW ADDITION 655 F. / 4 ..' ////C!/ 0 i Nt ' �% ✓� x �" : "s'+ x F a' .''�S a"'�a", tra. 4, gv��� �.���`���E�a: ✓€i3.7bb?`k �.++�#�4 4§ ;�Y{^ � U b�:'Z � `i'<x".� # � .y"k�. 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J L 15.00' (E) WALK 45.33' (E) DRIVEWA r 15.00' 139T1-1 PL SE SITE PLAN 15.50' 111 = 1ei -/II PLANNING APPROVED r . No changes -can be mad e. to these e plans without approval from the Planning Division of DCD '''Ipproved By: M • Date. Q--. f sa4- NOTES: SITE AREA: 10890 SQ. FT. PROPERTY ADDRESS: 4904 S 164TH ST 98188 TAX ACCOUNT NUMBER: 537980-0390 CALL FOR LOCATE: UTILITY LOCATION SERVICE: 1-800-424-5555. ZONE LEGAL DESCRIPTION: MC MICKEN HEIGHTS DIV # 2 UNREC VAL OF UNDEEDED STS 8c ALLEYS INCL IN LOT VALUE W 75 FT IMPERVIOUS AREA ADJ (E) HOUSE/GARAGE = 1651 S.F. (E) DRIVEWAY/WALK =620 S.F. (E) SHED =96 S.F. NEW COVERED PATIO = 292 S.F. NEW ADDITION = 655 S.F. TOTAL — 3314 S.F REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. NOTE: i evisicns will require a new plan submittal and may include additional plan review fees. 1 3314 S.F. / 10890 S.F. (LOT) = 30.4% i iiPERVIOUS AREA LOT COVERAGE (E) HOUSE/GARAGE = 1651 S.F. (E) SHED =96 S.F. = NEW COVERED PATIO 292 S.F. NEW ADDITION = 655 S.F. 2694 S.F. / 10890 S.F. (LOT) = 24.7% IMPERVIOUS AREA SEPARATE PERMIT REQUIRED FOR: Mechanical Ilectricai a -Plumbing Cleas Piping City of Tukwila BUILDING DIVISION FILE COPY Permit No. /11.142ai Plan review approval is subject to errors and omissions. Approval of construction documents d,=: not authorize the violation of any adopted code or ordnance. R !pt of approved Field Copy an. '.. dations Is admowledged: Date: t t City of Tukwila BUILDING DIVISION CORRECTION LTR#.. REVIEWED FOR CODE COMPLIANCE APPROVED OCT 0 2 2017 City of Tukwila BUILDINOEOIV(SION RECEIVED CITY OF TUKWILA SEP 222017 PERMIT CENTER NOTE: SURVEY NOT PROVIDED TO 13ROOKES DESIGN, INC. LOCATION ON LOT IS APPROX. AND LOCATION DIMESNSIONS WERE TAKEN USING DATA FROM KING COUNTY (MAPS. DOME OUJNER 15 RESPONSIIBLE FOR YERIPYING ACTUAL DIMENSIONS AND LOCATION OF ALL ITEMS ON LOT. E 0 0 ,—� 6 M 6 N 0 O 4904 S 14T1-4 ST, TUKWILA SITE PLAN COPYRIGHT © 2017 Brookes Design FILE NUMBER 11-028 DRAWN BY R Sheet P.t. 2X SILL IE: FIN. GRADE X t Z_ r I II I I I i 4" P.S. TIGHTLINE h STEEL. PER ENGINEER --a' FTG. DRAIN IF REQ'D�� *4 REBAR CONT. NOTE: FOR INFORMATION NOT SHOWN REFER TO DETAIL 12" FOUNDATION DETAIL 34" T4G PLYWD. SUBFLOOR ON FLOOR JOISTS, GLUE AND NAIL w/ RINGSHANG NAILS 2X BLOCKING R-30 INSUL w/ 4)AT I6d TO POST N P.T. POST PER FND. PLAN MA5I5 STRAP A35 CLIP BEAM PER FN PLAN eV FELT (2)04 BARS EA. WAY 1/3 TO BTM. OF PAD 6 MIL. BLACK VAPOR BARRIER UNDISTURBED SOIL CONT. . FOOTING DETAIL 2x DECK'G EXISTING NEW VERIFY MIN. (E) 2x Pt. MUD SILL w/ 1/2"4 AB. • 48" O.C. OR ADD 5/8" EXP. BOLTS PER PLAN EXISTING CRAM SPACE -� J 4 8d w 6" O.C. NEW PLYWOOD NEW JSTS PER PLAN O 6 O.C. P.T. 2x10 LEDGER X5/8"x6" EXP. BOLT 0 24' O.C. EMBED 4 1/2" IN (E) CONC. JST HALER (E) GRADE NEW CRAWL SPACE FINISHED GRADE R- 6 MIL VISQUEEN (E) FOUNDATION LEDGER PETAL 1"=1'-0" 7.0 FOOTING: NOTES: r ---I LJ a I I I O I L__2 41 J I I 1 I 301 4x4 ON I8"XIS"XS" CONC. PAD W/ (2) *4 BARS EACH WAY 4x4 ON 24"X24"X8" CONC. PAP W/ (3) 04 BARS EACH WAY (TYP. UN.0.) 30"x30"x8" CONC. PAD W/ (4).4 BARS EACH WAY (TYP. UN.0.) FOUNDATION NOTES: • 6 MIL. BLACK VAPOR BARRIER OVER ENTIRE CRAWL AREA. 18" MIN. CLEARANCE UNDER FLOOR JOISTS. • MIN. 12" CLEARANCE UNDER BEAMS • SOLID BLOCKING OVER SUPPORTS. • ALL FIGS. TO BEAR ON UNDISTURBED SOIL MIN. 2000 lbs. P.S.F. • Pt. 4x6 POSTS TYPICAL AT ALL BEAM SPLICES. • ALL BEAMS TO BE 4x10 DP. 02 UNLESS NOTED OTI-IER ISE. • ALL METAL HARDWARE USED IN CONJUNCTION WITH PRESSURE TREATED WOOD SHALL BE SIMPSON Z -MAX OR I -IDG GRADE ZINK COATING. 1. USE 3"x3"x1/4" PLATE WASHERS ON ALL ANCHOR BOLTS. CONNECT ALL RIM JOISTS o EXT. WALLS w/(2) CS16 STRAPS. FILL ALL HOLES WITH NAILS. 2. ALL I2d NAILS SHALL BE 3 1/4" LONG x .131 SHANK DIA. (MIN). 3. FILL ALL HOLES ! ALL HOLDOUNS w/ 2 1/2" LONG x .148 SHANK DIA. NAILS. 4. ALL POWDER DRIVEN NAILS SHALL BE 2 3/4" LONG (MIN.)x .I56 SHANK DIA. w/ MINIMUM 1 1/4" PENETRATION. 5. USE I0d x 2 1/8" LONG COMMON NAILS UA-IERE CALLED ON PLANS CRAWL SPACE VENTILATION 6-21P—/S2:-.E.-AMA: • 2.1 SQ. FT. REQUIRED 300 TYP. VENT 1"xI4" x .15 ■ .51 SQ. FT. PER VENT" 144 VENTS REQUIRED 2.1 .51 • 4.2 USE MIN. OF 6 VENTS t— '° 6x6 P.T. POST L_ J w/ ABU POST BASE 24"x24"x18" CONC. PAD w/ (2) *4 BAR BTM. EA. WAY 26'-10" +/- (MATCH EXISTING) 18'-6" 32'-3 1/2" 6x6 P.T. POST L _ J w/ ABU POST BASE 24"x24"x18" CONC. PAD w/ (2) •4 BAR. BTM. EA. WAY 13'-0 1/2" s 6 MIL MACK 'VI8( EN VAPOR BARRIER OVER ENTIRE CRAW. SPACE. I8' MIN. CLEARANCE CINDER FLOOR JOISTS. FOUN4TION PLAN 1♦4"=1'-0" • EXISTING 3 C REVIEWED FOR CODE COMPLIANCE APPROVED OCT 0 2 2017 City of Tukwila BUILDING DIVISION ALL FIGS. TO BEAR ON UNDISTURBED SOIL MIN. 2000 lbs. P.SP. (VERIFY) RECEIVED CITY OF TUKWILA AUG 3 0 2017 PERMIT CENTER T1418 DRAWING IS COPYRIGHTED ANP IS TO BE USED SOLELY FOR THE CONSTRUCTION GF THE SUBJECT PROJECT. NO OTHER USE OF 71415 DRAWING SHALL BE PERMITTED WITHOUT THE WRITTEN CONSENT OF BROOKES DESIGN INC. WRITTEN DIMENSIONS SHALL TAKE PRECEDENCE OVER ALL SCALED DIMENSIONS. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, CONDITIONS, ETC PERTAINNG TO 714E WORK BEFORE PROCEEDING. 71415 OFFICE MUST BE NOTIFIED OP ANY VARIATIONS FROM THE DIMENSIONS AND/OR CONDITIONS SI4OUN ON THESE DRAWINGS. MY SUCH VARIATION SHALL BE RESOLvED BY THIS OFFICE PRIOR TO PROCEEDING WITH THE WORK OR CONTRACTOR SHALL ACCEPT FULL RESPONSIBILITY FOR COST TO RECTIFY SAME. U VJ w 0 RLE NUMBER 11-028 DRAWN BY RBE Sheet 1 2xIV I4P2 JETS ® 16" O.C. OPT 2x8 PX. MUDSILL w/ TOP FLANG HANGERS PER DETAIL SI/SI Pt. 2x10 LEDGER S/8"x6" EXP. BOLT * 24" O.C. EMBED 4 1/2" IN (E) CONC. PER DETAIL 1/4 MAIN FLOOR FR4M1N LAN i/4"=1' -O" MAIN FL. FR4M'& NOTES: • ALL FLOOR JOISTS TO BE 2x10 H.F.02 JSTS • 16 " O.C. UNLESS NOTED. • ALL FLOOR JOIST TO BE BLOCKED e BEARING. SEE FNDN. PLAN FOR BEAM SIZES. ALL POSTS TO DE P.T. 4 X 4 ®4 X SEAMS, PI 4 X 6 *DM. SPLICE ALL CAPS TO EE AC44 AND ALL BASES TO BE A844 AT ALL 4 X 4 POSTS, TYPICAL ■ EXISTING REVIEWED FOR CODE COMPLIANCE APPROVED OCT 0 2 2017 Cloy of Tukwila BUILDj C DIVISION RECEIVED CITY OF TUKWILA AUG 3 0 2017 PERMIT CENTER THIS DRAWING IS COPYRIGHTED AND IS TO BE USED SOLELY FOR THE CONSTRUCTION OF THE SUBJECT PROJECT. NO OTHER USE OF THIS DRAWING SHALL BE PERMITTED WITHOUT THE WRITTEN CONSENT OF BROOKES DESIGN INC. WRITTEN DIMENSIONS SHALL TAKE PRECEDENCE OYER ALL SCALED DIMENSIONS. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, CONDITIONS, ETC PERTAINING TO THE WORK BEFORE PROCEEDING. 11415 OFFICE MUST BE NOTIFIED OF ANY VARIATIONS FROM THE DIMENSIONS AND/OR CONDITIONS S140(LN ON THESE DRAWINGS. ANY SUCH VARIATION SHALL BE RESOLVED BY THIS OFFICE PRIOR TO PROCEEDING WITH THE WORK OR CONTRACTOR SHALL ACCEPT RILL RESPONSIBILITY FOR COST 10 RECTIFY SAME. COPYRIGHT CQ 2017 Brookes Design BED L GREAT R11. 0 0 j UtjASHgAj DRYER1 11 V.T.0.5.1 UtIL/LNDRI'� O 0 O 0 KITCHEN GARAGE r EXIST1NC MAIN FLOOR PLAN 1/4" =1'-m" MAIN FLOOR NOTES: (2) 4 (1) BE• (2) CSI6x36" (E) DBL TO NEW PBL top IE 5'-5 1/2" 13'-0 1/2" e -21 -ii S-21-1'1 4" CONC. SLAB o/ COMPACT GRANULAR BASE 6x6 P.T. POS (TYPICAL) w/ SIMPSON E a Q 2&'-10"x10'-0" 32'-3 1/2" 4x10 DPI (TYP) 4x10 DFP (TYP) (4) 2x 3'-10" SI -2 1/2" ERG. WALL 36"x36" CONC. STOOP 5QUAE FOOTIAGE UMMARY SQUARE FOOTAGES: EXISTING HOUSE NEW ADDITION TOTAL NEW PORCH (E) GARAGE ■ 9'19 SQ. FT. ■ 655 SQ. FT. ▪ 1634 SQ. FT. • 268 SQ. FT. • 614 SQ. FT. POPO$E: MAIN FLOOR PLAN • EXISTING ■ NEW WALLS • 2015 IRC AND 2015 WBC • ALL BMS. 4 I -IDBS. TO BE 4xS D.F. *2 U.O.N. • TYP. IE. TO BE 8'-0" +/- (MATCH EXISTING) • SOLID BLOCKING: OVER ALL SUPPORTS. • FIRE BLOCKING AT ALL PLUMBING PENETRATIONS. • TOP WINDOWS TO BE AT 6'-8" APP. UN.O. (MATCH EXISTING) • ALL EXTERIOR WALLS TO BE 2 X 6 0 16" O.C., U.ON. • Q SD ■ SMOKE DETECTOR • Q CO • CARBON MONOXIDE ALARM • SMOKE DETECTORS TO BE 140T WIRED w/ BATTERY BACKUP 4 DISCONNECT SWITCH (FOR CIRCUIT PROTECTION ONLY) SMOKE DETECTORS TO BE AUDIBLE IN ALL BEDROOMS. • ALL CLOSET/STORAGE SPACE UNDER STAIRS SHOULD BE COVERED W/ 5/S" TYPE 'X' G.W.B. IF STRINGER SPACING IS MORE THEN 16" O.C. THEN TWO LAYERS OF 5/8" TYPE 'X' ARE REQ'D ON LID. • HANDRAILS t0 BE 34"-38" ABOVE TREAD NOSING AND GUARDRAILS TO BE 36" ABOVE FINISHED FLOOR, U.ON. • INSTALL FIREPLACE(S) PER MANUFACTURER SPECIFICATIONS. • DOOR BETUEEN HOUSE 4 GARAGE TO BE SOLID WOOD DOOR (MIN. 1 3/8" THK), SOLID OR HONEYCOMB CORE STEEL (MIN. 1 3/8" THK), OR 20 -MINUTE DIRE RATED DOOR. • I/1' GYPat1 BOARD ON ALL WALLS AND POSTS. USE 5/5" TYPE 'X' GYPSUM WALL BOARD ON CEILING WHEN GARAGE 15 BENEATH HABITABLE ROOMS. • ALL SKYLIGHTS TO EE 2 X 4, 2 X 6 OR 4 X 4 WITH LAMINATED SAFETY GLASS. WITH A MIN, .015 INCA POLYVINYL BUTRYAL INTER LAYER FOR GLASS PANES 16 SQUARE FEET OR LESS AND IN AN AREA LOCATED SUCH THAT THE HIGREST POINT OF GLASS 15 NOT MORE THEN 12 FEET ABOVE A WALKING SURFACE OR OTHER ACCESSABLE AREA. FOR HIGHER OR LAMER SIZES, THE MIN. INTERLAYER THICKNESS SHALL BE 0.030 INCH. • ALL INTERIOR BEARING WALL TO BE 2 X 4 STUDS a 16" 0.C., U.ON. • 2x8 BLOCK -0 51" FOR THERMOSTAT. • VENT ALL FANS AND DRYERS TO THE OUTSIDE AS REQ'D. • USE (2) 2 X 6 14F *2 COLUh1NS AT ALL HEADERS AND USE (2) 2 X 6 HP *2 COLUMNS AT ALL BEAMS, U.ON. • TEMPERED SAFETY GLASSTO SE USED IN ALL UJNPOWS AS FOLLOWS: GLAZED FRENCH DOORS, WINDOWS AT TUBS OR SHOUTERS, WINDOWS WITHIN 5' OF STAIR LANDINGS 1 LESS THEN 60" AEOVE STAIRS, AND WINDOWS WITHIN 24" OF DOORS. • STAIRWAY ILLUMINATION SU!ITCHNG MUST BE PROVIDE AT THE TOP AND BOTTOM OF STAIRWAY LIGHTING. • LIGHTING EQUIPMENT (MANDATORY). A MINIMUM OF 15 PERCENT OF PERMANENTLY INSTALLED LAMPS IN LIGHTING FIXTURES SHALL BE HIGH -EFFICACY LAMPS. 2015 WSEC R404.1 SWX IS" X 24" CRAWL SPACE ACCESS, TO BE EXTERIOR DOOR OR PROVIDED WITH R-30 INSUL t SHOULD BE WEATHER-STRIPPED 22" X 30" ATTIC ACCESS, TO BE EXTERIOR DOOR OR PROVIDED WITH R-49 INSUL. 1 SHOULD BE WEATHER-STRIPPED • SHEAR WALL SPECIFICATION SEE SHEET 3 SPECIAL NOTES: • ANY CHANGES REQUIRE ALL STRUCTURAL LOADS AND BEAMS TO BE EXAMINED AND ALTERED AS REQUIRED PER CHANGE • ,ALL ANGLED WALLS TO Ea X45 • ANGLE, U.O.N. CARSON MONOXIE REVIEWED FOR CODE COMPLIANCE APPROVED OCT 02 2017 • City of Tukwila BUILDING DIVISION RECEIVED For new construction, an approved carbon monoxide alarm shall be install(CiTY OF TUKWILA outside of each separate sleeping area in the immediate vicinity of the bedrooms in dwelling units and on each level of the dwelling and in SEP 22 2017 accordance with the manufacturer's recommendations. Alarms shall be listed as complying with TJL 2034. PERMIT CENTER FILE NUMBER 11-028 DRAWN BY RBE T1419 DRAWING IS COPYRIGHTED AND IS TO BE USED SOLELY FOR THE CONSTRUCTION OF THE SUBJECT PROJECT. NO OTHER USE OF T1418 DRAWING SHALL BE PERMITTED WITHOUT THE WRITTEN CONSENT OF BROOKES DESIGN INC. WRITTEN DIMENSIONS SHALL TAKE PRECEDENCE OVER ALL SCALED DIMENSIONS. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, CONDITIONS, ETC PERTAINING TO THE WORK BEFORE PROCEEDING. THIS OFFICE MUST BE NOTIFIED OF ANY VARIATIONS FROM THE DIMENSIONS AND/OR CONDITIONS SHOWN ON THESE DRAWINGS. ANY SUCH VARIATION SHALL BE RESOLVED BY THIS OFFICE PRIOR TO PROCEEDING WITH THE WORK OR CONTRACTOR SHALL ACCEPT FULL RESPONSIBILITY FOR COST TO RECTIFY SAME. NAIL SHEATHING TO RAFTER w/ Sd * 6" O.C. EXISTING PLYWD 2x6 RAFTER TOE- NAILED INTO 2x8 FLAT VALLEY w/ (4) I6d 2x8 FLAT VALLEY (SI-IAPEP2 NAILED TO EXISTING PLYWOOD 4 MEMBERS w/ (3) I6d 0 24" O.C. OVERFRAME DETAIL DCI SMART VENT (MID -ROOF) OR SIM. INSTALL PER MANUP. SPECIFICATIONS. (MIN. 5' FROM PROPERTY LINE) AIR SOLID BLK'G R-38 CLOSED CELL POLYSTYRENE INSUL. PILL CAVITY, NO AIR SPACE EN. NEW PLYWD ,�� FRAMING 'DETAIL TRUSS PER PLAN 2x BLK'G BETWEEN TRUSSES/RAFTERS w/led *6"O.C. TO NEW G.T. TIJS CON5TJCTION NOTES: • ALL TRUSSES SHALL CARRY MANUFACTURES STAMP. • ALL TRUSSES SHALL BE INSTALLED 4 BRACED TO MANUFACTURS SPECIFICATIONS. • TRUSSES WILL NOT BE FIELD ALTERED WITHOUT PRIOR BLDG. INLET DEPT. APPROVAL OR ENGINEERING CALLS. • ALL TRUSSES SHALL HAVE DESIGN DETAILS 4 DRAWINGS ON SITE FOR FRAMING INSPECTION. • ALL CONNECTIONS OF RAFTERS, JACK OR HIP TRUSSES TO MAIN GIRDER TO BE PROviPED BY TRUSS MANUFACTURE. • SEALED CALCULATION SHALL SE SUBMITTED BY STAMPED BY AN ENGINEER REGISTERED IN THE SLATE CF WASHINGTON. • ALL NON-BEARING WALLS SHALL SE HELD AWAY FROM TRUSS BOTTOM CHORD WITH AN APPROVED FASTENER TO INSURE NON-BEARING OP TRUSS ON WALL. • SPECIFIED APPROVED HANGERS MUST BE USED AT ALL CONNECTIONS OP RAFTERS, JACK OR HIP TRUSSES To THE MAIN GIRDER, AS REQ'D. ROOF FRAMINC NOTES: • VENTED BLOCKING OVER SUPPORTS. • ROOF OVERHANGS TO BE IS" U.ON. (MATCH EXISTING) • ROOF PITCHES TO BE 6 / 12 UN.O. (VERIFY, MATCH EXISTING) • TRUSSES 4 RAFTERS SHALL BE * 24" O.C. UNLESS OTHERWISE NOTED. • AT ALL FLAT ROOF DRAINS AND SCUPPERS, AN OVERFLOW vALVE IS REQUIRED AT 2" ABOVE THE DRAIN FLOW -LINE ON A SEPARATE DRAIN LINE. OvEivFRAM INCA ALL OVERFRAMING MEMBERS 2x8 * 24" O.C., BRACE DOWN TO FRAMING BELOW * 48" O.C_ 4 CONNECT w/ (2) 16d TO EACH RAFTER/POST/vALLEY/RIDGE ETC. 4TTIC VENTILATION PER 2015 IRC 88062 THE MINIMUM NET FREE VENTILATING AREA SHALL BE 1/150 OF THE AREA OF THE VENTED SPACE. EXCEPTION: THE MINIMUM NET FREE VENTILATION AREA SHALL BE 1/300 OF THE VENTED SPACE PRovIDED ONE OR MORE OF THE FOLLOWING CONDITIONS ARE MET: 1. IN CLIMATE ZONES 6, 1 AND 5, A CLASS I OR II VAPOR RETARDER IS INSTALLED ON THE WARM -IN -WINTER SIDE OF THE CEILING. 2. AT LEAST • 40 PERCENT AND NOT MORE THAN 50 PERCENT OF THE REQUIRED VENTILATING AREA IS PROVIDED BY VENTILATORS LOCATED IN THE UPPER PORTION OF THE ATTIC OR RAFTER SPACE. UPPER VENTILATORS SHALL BE LOCATED NO MOIRE THAN 3 FEET (914 MM) BELOW THE RIDGE OR HIGHEST POINT OF THE SPACE, MEASURED VERTICALLY, WITH THE BALANCE OF THE REQUIRED VENTILATION PROVIDED BY EAVE OR CORNICE VENTS. WHERE THE LOCATION OF WALL OR ROOF FRAMING MEMBERS CONFLICTS WITH THE INSTALLATION OF UPPER VENTILATORS, INSTALLATION MORE THAN, 3 FEET (914 MM) BELOW THE RIDGE OR HIGHEST POINT OF THE SPACE SHALL BE PERMITTED. EACH AF -50 ROOF VENT EQUALS 211 SQ FEET OF NET VENTILATION. EACH BIRD BLOCK PROVIDES .05 SQ FEET OF NET VENTILATION. EACH LINEAR FOOT OF RIDGE VENT EQUALS .125 SQ FEET OF NET VENTILATION. ROOF AREA • VI SI1 / 300 ■ 3.0 OF NET FREE VENTILATION REQ'D VENTILATION 30 BIRD BLOCKS • 1.5 50. FT. 5 AF -50 ROOF VENTS • 1.5 SQ. FT. TOTAL VENTILATION • 3 SP. OF NET VENTILATION 8111 SCISSOR TRUSSES * 24" O.C. 2x6 RAFTERS w/ CLOSED CELL POLYSTYRENE INSUL TO R-38 (NO AIR SPACE) (R1 PER INCH • R385) ROOF FRAMIN PLAN 1/4"=1'-/T" • EXISTING REVIEWED FOR CODE COMPLIANCE APPROVED OCT 0 2 2017 • City of Tukwila BUILDI,NaDIVISION RECEIVED CITY OF TUKWILA SEP 22 2017 PERMIT CENTER THIS DRAWING IS COPYRIGHTED AND IS TO BE USED SOLELY FOR THE CONSTRUCTION CF THE SUBJECT PROJECT. NO O11 ER USE OF 1141S DRAWING SHALL BE PERMITTED WITHOUT THE WRITTEN CONSENT CF BROOKES DESIGN INC_ WRITTEN DIMENSIONS SHALL TAKE PRECEDENCE OVER ALL SCALED DIMENSIONS. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, CONDITIONS, ETC PERTAINING TO THE WORK BEFORE PROCEEDING. THIS OFFICE MUST BE NOTIFIED OF ANY VARIATIONS FROM THE DIMENSIONS AND/OR CONDITIONS SHOWN ON THESE DRAWINGS. ANY SUCH VARIATION SHALL BE RESOLVED BY THIS OFFICE PRIOR 10 PROCEEDING WITH 114E WORK OR CONTRACTOR SHALL ACCEPT FULL RESPONSIBILITY FOR COST TO RECTIFY SAME. COPYRIGHT Q 2017 Brookes Design I -4T ELEVATION LEFT ELEV4TION 1/4"=V-0" MANUFACTURED TRUSSES PER TRUSS MANUF. COMP. ROOFING PCI SMART VENT (MID -ROOF) OR SIM. INSTALL PER MANUF. SPECIFICATIONS. R -3S CLOSED CELL POLYSTYRENE INSUL. FILL CAVITY, NO AIR SPACE (R1 PER INCH) NOTE: OPTIMAL 12" RAISED ENERGY HEEL FOR R-38 w/ 1NSUL. BAFFELL INSULATION/VENT DE TA IL 1"_11-0" S -21-I1 VENTED BLOCKING W/ IN ATIONB M""" R-35 INSUL. 5/S" wiz. CI-G. 2x6 RAFTERS 2X6 STUDS • 16" O.C. W/ R-21 INSULATION MAIN FLOOR 6 MIL BLACK VAPOR BARRIER ALL FOOTINGS TO BEAR ON UNDISTURBED SOIL - MIN 2000 PROPOSEU1L ING SECTION 1/4"=V-0" ROOF CONST CTION: (COMPOSITION) PLYWOOD • 1/16" 0S.B. SNT'G w/I5N FELT w/ CPX PLYWD. • OVERHANGS. UNBLOCKED, w/FACE GRAIN PERPENDICULAR TO FRAMING BELOW, STAGGER END JOINTS. NAIL AS FOLLOWS: DIAPHRAGM BOUNDARY AND OVER EXTERIOR WALLS AND SHEAR WALLS Sd • 6" O.C. ALL SUPPORTED EDGES • 6" 0.C. • 311 • C. • CEILING SHEATHING GUS PER 2015. IRC TABLE 81023. • MIN. R-38 INSULATION w/ VAULTED ATTIC. EXTERIOR WALL CONSTRUCT ION. • SIDING PER ELEVATION OR BRICK VENEER PER IRC SEC. R103.1 ON • BUILDING PAPER PER IRC R1032 ON • 1/16" 03$. SHCAT14ING ON • 2x6 STUDS • 16" O.G. w/ MIN. R -2I INSUL. • INSULATION (see plan) w/ CLASS II VAPOR RETARDER IN WALLS SEPARATING CONDITIONED/UNCONDITIONED SPACE (IRC 102.1) • 1/2" G.W.B. PER 2015 IRC TABLE R1023.5 UNLESS NOTED AS SHEAR WALL (SEE SHEEt "S") FLOOR CONSTRUCT ION: • FINISH FLOOR COVERING ON • 3/4" T4G, 0S$., INDEX 40/20, UNBLOCKED, LAID UP W/ FACE GRAIN PERPENDICULAR TO FRAMING BELOW, STAGGER END JOINTS, GLUE 4 NAIL AS FOLLOWS: DIAPHRAGM BOUNDARY AND OVER Sc AT 6" OC EXTERIOR WALLS AND SHEARWALLS ALL SUPPORTED EDGES Sd AT 6" OC FIELD 8d AT 10" OC • MIN. R-30 INSULATION. REVIEWED FOR CODE COMPLIANCE. APPROVED OCT 0 2 2017 City of Tukwila BlJl l , I� ISION RECEIVED CITY OF TUKWILA SEP 222017 PERMIT CENTER THIS DRAWING IS COPYRIGHTED AND IS TO BE USED SOLELY FOR THE CONSTRUCTION Cr TEE SUBJECT PROJECT. NO OTHER USE OF THIS DRAWING SHALL BE PERMITTED WITHOUT THE WRITTEN CONSENT OF BROOKES DESIGN INC_ WRITTEN DIMENSIONS SHALL TAKE PRECEDENCE OVER ALL SCALED DIMENSIONS. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, CONDITIONS, ETC PERTAINING TO THE WORK BEFORE PROCEEDING. 11419 OFFICE MUST BE NOTIFIED OF ANY VARIATIONS FROM THE DIMENSIONS AND/OR CONDITIONS SHOWN ON THESE DRAWINGS. ANY SUCH VARIATION SHALL BE RESOLVED BY THIS OFFICE PRIOR TO PROCEEDING WIT14 THE WORK OR CONTRACTOR SHALL ACCEPT FULL RESPONSIBILITY FOR COST TO RECTIFY SAME. F3 E 0 g 1. •� tea) M 01 N In 0 o@) .. 4904 S 14T1-3 ST, TUKWILA COPYRIGHT © 2017 Brookes Design U 0 ce O a_ FILE NUMBER 11-028 DRAWN BY RBE Sheet (2)2x STUDS @ HOLDOWN 2x4" P.T. MUDSILL w/ ANCHOR BOLTS PER PLAN 12" MIN. AT MUDSILL ENDS AND JOINTS, WITH 7" MIN. EMBEDMENT. (U.N.O.) SEE SCHEDULE FLOOR JOISTS (PER PLAN) SIMPSON STHD14RJ w/ 38-16d SINKERS TO DBL. STUDS (STRAP LOCATION PER PLAN) PYL. EDGE NAILING TO EACH STUDS HOLDOWN CONT. PLY. TO SILL PLATE 16d ® 4" O.C. 8d 0 6" O.C. #4 BARS TOP CONTINUOUS CENTE'RL1NE WALL #4 © 10" O.C. HORZ. 6 MIL. 'BLACK' VISQUEEN VAPOR BARRIER. 1 I I - I. • EDGE NAILING PER SCHEDULE �---EDGE NAIL FINISH GRADE • 8" -i -- (2)#4 CONT. iD EXTERIOR SHEARWALL s1 J @ CRAWL SPACE 5 3/4"=1'-0" • as po 4 0 0 00 0 0 00 00 00 00 4. .a . d HTT5 HOLDOWN ANCHOR FILL ALL HOLES w/ 10c1 NAILS (2)2x STUDS EDGE NAILING PLY, TO EACH DOUBLE STUD 5/8' DIA. THREADED ROD IN SIMPSON EPDXY- (SET22XP) ADHESIVE SYSTEM OR EQUIVALENT PER MFGR, RECOMMENDATION CONC. FOUNDATION �R�TYP. HOLDOWN TO EXISTING FOOTING �} 3/4„=1 (SPECIAL INSPECTION REQUIRED) > EPDXY JOINING STEEL TO CONCRETE < * INSPECTION SHALL BE REQUIRED TO VERIFY APPROVED TYPE OF EPDXY AND STEEL OR BOLT SIZES AS SPECIFIED ON CONSTRUCTION PLANS AND/OR DOCUMENTS. * CALL FOR FOUNDATION INSPECTION BEFORE APPLYING EPDXY TO ALLOW INSPECTION OF HOLES DEPTH AND DUST REMOVAL. BUILDING OFFICIAL (INSPECTOR) SHALL OBSERVE INSTALLATION OF EPDXY AT THAT TIME. (2)2x STUDS ® HOLDOWN 2x P.T. MUDSILL w/ ANCHOR BOLTS PER PLAN 12” MIN. AT MUDSILL ENDS AND JOINTS, WITH 7" MIN. EMBEDMENT. (U.N.O.) SEE SCHEDULE (2) LAYERS 15# FELT © STEM WALL TO DEPTH OF JOIST FLOOR JOISTS (PER PLAN) - TOP FLANG HANGER #4 BARS TOP CONTINUOUS CENTE'RLQNE WALL #4 © 10" O.C. HORZ. 6 MIL. 'BLACK' VISQUEEN J VAPOR BARRIER. , III ;I 8" PYL. EDGE NAILING TO EACH STUDS HOLDOWN CONT. PLY. TO SILL PLATE SIMPSON STHD14 w/ 38-2 1/2x. 148 NAILS TO DBL. STUDS (STRAP LOCATION PER PLAN) 12d ©3 O.C. 8d © 6" O.C. EDGE NAILING PER SCHEDULE FINISH GRADE EXTERIOR SHEARWALL @ CRAWL SPACE 3/4"=1'-0" 8c124'❑.C, PLY. TO BLOCKS (2)A35 CLIPS (2)2x6 BLOCK 8'—O" (2) 2x6 DIAGONAL 'T' BRACE 2 RIDGE AND 2 10'-0' O.C. MAX. (VERIFY w/ TRUSS MFGR.) 2x6 CONT. 16d 2 6' O.C. 2x6 CONT TO TOP PLATE TYP. GABLE TRUSS DETAIL TRUSS PER PLAN A35 CLIP 48" O.C. SIMPSON H1 EA. END/ EA. TRUSS PLY. EDGE NAILING 2x BLOCK w/ 1 1/2" VENT HOLES AS REQUIRED w/ (2)12d T.N. EA. TRUSS/ EA. END EDGE NAILING 2x STUD ® 16" 0.C. PLY. PER SCHEDULE � F 1 EAVE @ ROOF (TRUSS) est 3/4"=1'-0" 2x TRUSSES 2 24' O.C. 2x OUTRIGGER (❑PTI❑NAL) EGDE NAILING DBL. TOP CHORD HORZ. WEB BRACING BY TRUSS MFGR, PER T.P.I. SPECS, NAIL TO ALL TRUSSES 16d@6'D.C. (2)2x6 CONT. 2 GABLE -END TRUSS MID HEIGHT STRUCTURAL TRUSS w/ 2x4 FLAT INLET STUDS 2 24' O.C. (2)A35 CLIPS (ONE EA. SIDE) 16d 2 6' O.C. (TRUSS TO 2x6) EDGE NAILING 7/16' O.S.B. OR 1/2' PLYWOOD 3/4"=1'-0" 8d ® 6" O.C. ROOF PLYWD. 2x VENTED BLK'G EDGE NAIL CONT. PLYWD PER SCHEDULE 2x RAFTERS 24" O.C. SIMPSON H1 CLIP © EA. RAFTER F1\ EAVE @ STICK -FRAMED ROOF 3/4»_1,_0„ 4'—O' MIN. SPLICE LENGTH (25) 16d ONE STUD. 0 EACH SPLICE (TYP) CH NOTE SPLICE AND NAIL TOP .PLATES . AS SHOWN 2 ALL EXTERIOR WALLS, SHEAR WALLS, & AT EACH FLOOR LEVEL AND AT ROOF. ELEVATION DBL. TOP PLATE SPLICE TOP PLATE x STUDS 3/4"=1'-0" REVIEWED FOR ' CODE COMPLIANCE APPROVED OCT 02 2017 City of Tukwila BUILDING DIVISION SW4 SHEARWALL SCHEDULE — INDICATES SHEARWALL w/ PLYWOOD ONE SIDE, 1. SHEATHING' 1/2' PLYWOOD OR. 7/16' O.S.B., ONE SIDE, BLOCKED, NAIL w/ 8d 4' ❑.C. ALL EDGES AND 12' O.C. FIELD. 2. BOLT SILL PLATE TO CONCRETE w/. 5/8 DIA. x 10' A.B.'S 2 32' ❑.C. 3. NAIL BOTTOM PLATE TO FRAMING BELOW w/ 16d 2 4' O.C. 4. FASTEN DOUBLE PLATE TO JOIST OR BLOCKING ABOVE PER DTLS. ON S1 & S2 AND DETAILS ON 51 & S2. TYPICAL ROOF SHEATHING 7/16' O.S,B, PLYWOOD, INDEX 40/20, UNBLOCKED, w/ FACE GRAIN PERPENDICULAT TO FRAMING BELOW, NAIL AS FOLLOWS SHEARR WALLS N &A DR'AL STRUTS TERIOR WALLS, ALL SUPPORTED EDGES FIELD TYPICAL FLOOR SHEATHING 8d@6'O,C, 8d@ 6' 0.C, 8d@12'O.C. 3/4' T&G, O.S.B., INDEX 40/20, UNBLOCKED, LAID UP W/ FACE GRAIN PERPENDICULAR TO FRAMING BELOW, STAGGER END JOINTS, GLUE & NAIL AS F❑LL❑WSt DIAPHRAGM BOUNDARY AND OVER EXTERI❑R WALLS, SHEARWALLS & DRAG STRUTS. ALL SUPPORTED EDGES FIELD NOTES! 8d AT 6' ❑C 8d AT 6' OC 8d AT 10' OC RECEIVED CITY OF TUKWILA AUG 3 0 2017 1. USE3'x3'x1/4" PLATE WASHERS ON ALL ANCHOR BOLTS. ;PE CONNECT ALL RIM JOISTS 2 EXT. WALLS w/(2) CS16 STRAPS. FILL ALL HOLES WITH NAILS. 2. EDGE OF PLATE WASHERS MUST BE LOCATED WITHIN 1/2' OF THE INSIDE FACE OF THE STRUCTURAL SHEATHING. 3. ALL POWDER DRIVEN NAILS SHALL BE 2 3/4' LONG (MIN,)x .156 SHANK DIA. w/ MINIMUM 1 1/4' PENETRATION. 4. a. 16d NAILS SHALL BE .162x3 112" LONG. b. 8d NAILS SHALL BE .113x2 1/2" LONG. c. 20d NAILS SHALL BE .192x4" LONG. 5. USE 20d NAILS © 3x FRAMING MEMBERS 1, GENERAL .STRUCTURAL NOTES ( The following applies unless shown otherwise on the plans. ALL MATERIALS AND WORKMANSHIP DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF THE DRAWING SPECIFICATIONS, THE INTERNATIONAL BUILDING CODE, (2015 EDITION). 2. DESIGN CRITERIA ROOF LIVE LOAD FLOOR LIVE LOAD (RESIDENTIAL) FLOOR LIVE LOAD (DECK) STAIR & CORRIDOR LIVE LOAD MECHANICAL UNITS WIND EARTHQUAKE ALLOWABLE SOIL PRESSURE 2000 PSF (NATURAL SOILS OR COMPACTED) SEE PLANS FOR ADD. LOADING CRITERIA. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILTY AND SHALL NOTIFY THE ARCHITECT AND STRUCTURAL ENGINEER, OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION SO HE MAY MAKE PROPER REVISIONS TO THE WORK. 25 PSF 40 PSF 60 PSF 100 PSF WEIGHTS FURNISHED BY MFGR. 110 MPH, EXPOSURE "B" Kzt = 1.2 Ss=1.55 . S1 =.55 (CLASS "D") 4. 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. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AND SHORING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. . CONTRACTOR SHALL BE RESPONSIBLE FOR ALL REQUIRED SAFTEY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES REQUIRED TO PERFORM HIS WORK. CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND THE STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. 8. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER. 9. ALL STRUCTURAL SYSTEMS WHICH ARE TO BE COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER. 10, SHOP DRAWINGS FOR STRUCTURAL STEEL, GLUED LAMINATED MEMBERS, OPEN WEB WOOD TRUSSES, AND PLYWOOD WEB JOISTS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW TWO WEEKS PRIOR TO FABRICATION OF THESE ITEMS. 11, SHOP DRAWINGS REVIEW: DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF RECORD, AND THEREFORE MUST BE VERIFIED BY THE CONTRACTOR. CONTRACTOR SHALL REVIEW AND STAMP DRAWINGS PRIOR TO REVIEW BY ENGINEER OF RECORD. SUBMISSIONS SHALL INCLUDE A REPRODUCIBLE AND ONE COPY; REPRODUCIBLE WILL BE MARKED AND RETURNED. SHOP DRAWINGS SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE PURPOSE OF SHOP DRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE TO THE ENGINEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT, THAT HE DEMONSTRATES HIS UNDERSTANDING BY INDICATING WHICH MATERIAL HE INTENDS TO FURNISH AND INSTALL AND AND BY DETAILING THE FABRICATION AND INSTALLATION METHODS HE INTENDS TO USE. IF DEVIATIONS, DISCREPANCIES, OR CONFLICTS BETWEEN SHOP DRAWING SUBMITTALS AND THE CONTRACT DOCUMENTS ARE DISCOVERED EITHER PRIOR TO OR AFTER SHOP DRAWING SUBMITTALS ARE PROCESSED BY THE ENGINEER, THE DESIGN DRAWNINGS AND SPECIFICATONS SHALL CONTROL AND SHALL BE FOLLOWED. SHOP DRAWINGS OF DESIGN BUILD COMPONENTS INCLUDING STAIRS, AND EXTERIOR CLADDING SHALL INCLUDE THE DESIGNING PROFESSIONAL ENGINEER'S STAMP, STATE OF WASHINGTON, AND SHALL BE APPROVED BY THE COMPONENT DESIGNER PRIOR TO CURSORY REVIEW BY THE ENGINEER OF RECORD FOR LOADS IMPOSED ON THE BASIC STRUCTURE. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE COMFORMANCE AN ALL NECESSARY CONNECTOINS NOT SPECIFICALLY CALLED OUT ON ARCHITECTURAL OR STRUCTURAL DRAWINGS. SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON BASIC STRUCTURE. DESIGN CALCULATIONS SHALL BE MADE AVAILABLE UPON REQUEST. GEOTECHNICAL 12. FOUNDATION NOTES: SUBGRADE PREPARATION INCLUDING DRAINAGE, EXCAVATION, COMPACTION, AND FILLING REQUIREMENTS, SHALL CONFORM STRICTLY WITH RECOMMENDATIONS GIVEN IN THE SOILS REPORT OR AS DIRECTED BY THE SOILS ENGINEER. FOOTINGS SHALL BEAR ON SOLID UNDISTURBED EARTH (CONTROLLED, COMPACTED STRUCTURAL FILL OR BOTH) AT LEAST 18" BELOW LOWEST ADJACENT FINISHED GRADE. FOOTING DEPTHS/ELEVATIONS SHOWN ON PLANS (OR IN DETAILS) ARE MINIMUM AND FOR GUIDANCE ONLY; THE ACTUAL ELEVATIONS OF FOOTINGS MUST BE ESTABLISHED BY THE CONTRACTOR IN THE FIELD WORKING WITH THE TESTING LAB AND SOILS ENGINEER. BACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE. CONCRETE 13. CONCRETE SHALL ATTAIN A 28 DAY STRENGTH OF f'c= 2500 PSI AND MIX SHALL CONTAIN NOT LESS THAN 5 1/2 SACKS OF CEMENT PER CUBIC YARD AND NO MORE THAN 6 GALLONS. OF WATER PER SACK OF CEMENT. ALL CONCRETE EXPOSED TO WEATHER SHALL BE AIR—ENTRAINED WITH AN AIR —ENTRAINING AGENT CONFORMING TO I.B.C. THE AMOUNT SHALL BE 4% + % BY VOLUME. f'c = 3000 PSI. 14. REINFORCING STEEL SHALL CONFORM TO ASTM A615, (INCLUDING SUPPLEMENT S1) GRADE 40, fy= 40,000 PSI. EXCEPTION: COLUMN TIES, BEAM STIRRUPS, BARS TO BE FEILD BENT, BARS TO BE WELDED AND ANY OTHER BARS SPECIFICALLY SO NOTED ON THE DRAWINGS SHALL BE GRADE 40 fy= 40,000 PSI REINFORCING COMPLYING WITH ASTM A706 (S1) MAY BE WELDED ONLY IF MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN A.W.S. D1.4 ARE SUBMITTED. NO REINFORCING SHALL BE WETSET UNLESS SPECIFICALLY SO DETAILED. WELDED WIRE MESH SHALL CONFORM TO ASTM A-185. 15. REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS ) IN ACCORDANCE WITH ACI 318-14. LAP ALL CONTINUOUS REINFORCEMENT 58 BAR DIAMETERS (2'-6" MIN.). PROVIDE CORNER BARS AT ALL WALL INTERSECTIONS. LAP CORNER BARS 30 BAR DIAMETERS (2'-6" MIN.). LAP ADJACENT MATS OF WELDED WIRE FABRIC TWO SQUARES (MIN. OF 12") AT SIDES AND ENDS. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. 16. 17. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: FOOTINGS AND OTHER UNFORMED SURFACES, EARTH FACE FORMED SURFACES EXPOSED TO EARTH (Le. WALLS BELOW GROUND) OR WEATHER (#6 BARS OR LARGER) (#5 BARS OR SMALLER) COLUMN TIES OR SPIRAL AND BEAM STIRRUPS SLABS AND WALLS (INTERIOR FACE) 3" 2" 1 1/2" 1 1/2" 3/4" CAST—IN—PLACE CONCRETE: SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF DOOR AND WINDOW OPENINGS IN ALL CONCRETE WALLS. SEE MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF MISCELLANEOUS MECHANICAL OPENINGS THROUGH CONCRETE WALLS. SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES NOTCHES CHAMFERS FEATURE STRIPS, COLOR, TEXTURE, AND OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES, BOTH CAST—IN—PLACE AND PRECAST. NON—SHRINK GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURE'S PUBLISHED RECOMMENDATIONS. STEEL - 18. STRUCTURAL STEEL DESIGN, FABRICATION, AND ERECTION SHALL BE BASED ON ON THE A.I.S.C. "SPECIFICATION FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL BUILDINGS", LATEST EDITION, PLUS ALL REFERENCES CODES. 19; STRUCTURAL STEEL INCLUDING PLATES, AND ROLLED SHAPES, SHALL CONFORM TO ASTM A36, Fy= 36 KSI STEEL PIPE SHALL CONFORM TO ASTM A-53, TYPE E, OR S, GRADE B, Fy= 35 KSI STRUCTURAL TUBING SHALL CONFORM TO ASTM A500, Fy= 46 KSM BOLTS SHALL CONFORM TO ASTM A307 EXPANSION SHALL BE "PARABOLT" OR APPROVED EQUAL INSTALLED IN STRICT ACCORDANCE WITH THE MAUFACTURES'S PUBLISHED RECOMMENDATION. EXPANSION BOLTS SHALL ASLO BE SIMPSON STRONG BOLT (ICC—ESRIT) INSTALLED PER ICC—ESR REQUIREMENTS 20, ALL WELDING SHALL BE IN CONFORMANCE WITH A.I.S.C. AND A.W.S. STANDARDS AND SHALL BE PERFORMED BY W A B 0 CERTIFIED WELDERS USING E70XX ELETRODES. ONLY PREQUALIFIED WELDS (AS DEFINED BY A.W.S.) SHALL BE USED WELDING OF GRADE 40 REINFORCING BARS (IF REQUIRED) SHALL BE PERFORMED USING E70XX ELETRODES & PER ASTM A706 WELDING WITHIN 4" OF BARS. COLD BENDS IN REINFORCING STEEL IS NOT PERMITTED. SEE REINFORCING NOTE FOR MATERIAL REQUIREMENTS OF WELDED WOOD 21, FRAMING LUMBER SHALL BE KILN DRIED OR MC -15, AND GRADED AND MARKED IN CONFORMANCE WITH W.C.L.B. STANDARD GRADING RULES FOR WEST COAST LUMBER NO. 16, LATEST EDITION. FURNISH TO THE FOLLOWING MINIMUM STANDARDS: 22, JOISTS (2x MEMBERS) BEAMS AND STRINGERS POSTS AND TIMBERS STUDS, PLATES AND MISC. LIGHT FRAMING TOP AND BOTTOM PLATES AT BEARING WALLS BOLTED STUDS, LEDGERS AND PLATES 2x6 STUDS HEM FIRS NO.2 DOUGLAS FIR NO.1 DOUGLAS FIR NO.1 DOUGLAS FIR OR HEM FIR STAND. GRADE. DOUGLAS FIR NO.1 OR HEM FIR CONSTRUCTION GRADE. HF#2 OR CONST. GRADE HF#2 OR HF STANDARD GRAGE GLUE—LAMINATED MEMBERS SHALL BEAR AN AITC IDENTIFICATION MARK AND SHALL BE ACCOMPANIED BY AN AITC CERTIFICATION OF CONFORMANCE. -ALL SIMPLE SPAN BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F—V4, Fb= 2400 PSI, Fv= 240 PSI. ALL CONTINUOUS & CANTILEVER BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F—V8, Fb= 2400 PSI, Fv= 240 PSI. 23, LAMINATED VENEER LUMBER SHALL BE FABRICATED IN CONFORMANCE WITH REPORT NO. NER-126. EACH MEMBER SHALL BEAR AN IDENTIFICATION MARK. ALL BEAMS SHALL BE WESTERN SPECIES, GRADE 1.8E, Fb= 2600 PSI, Fv= 285 PSI. 23.a, LAMINATED STRAND LUMBER (TIMBERSTRAND LSL) SHALL BE FABRICATED IN CONFORMANCE WITH CODE EVALUATION ICC ES ESR -1387. EACH MEMBER SHALL BEAR AN IDENTIFICATION MARK. ALL BEAMS SHALL BE WESTERN SPECIES, GRADE 1.55E, Fb= 2325 PSI, Fv= 310 PSI. - 24. PARALLEL STRAND LUMBER SHALL BE FABRICATED IN CONFORMANCE WITH REPORT NO. NER-292. EACH MEMBER SHALL BEAR AN IDENTIFICATION MARK. ALL BEAMS SHALL BE DOUGLAS FIR, GRADE 2.0E, Fb= 2900 PSI, Fv= 290 PSI - 25, PREFABRICATED OPEN WEB WOOD TRUSSES (OR COMBINATION WOOD AND METAL) SHALL BE DESIGNED BY THE MAUFACTURER FOR THE SPANS AND CONDITIONS SHOWN ON THE PLANS AND SHALL BE FURNISHED AND NSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S PUBLISHED SPECIFICATIONS. ALL NECESSARY BRACING, BRIDGING, BLOC<ING, PRE—NOTCHED PLATES ETC., SHALL 8E THE DETAILED AND FURNISHED BY THE MANUFACTURER. 26. SUBMIT SHOP DRAWINGS AND DESIGN CALCULATIONS (COMPLETE WITH STRESSDIAGRAMS) TO THE ARCHITECT AND THE STRUCTURAL ENGINEER FOR REVIEW TWO WEEKS PRIOR TO FABRICATION. DESIGN SUBMITTALS SHALL BEAR THE STAMP OF A REGISTERED PROFESSIONAL ENGINEER, STATE OF WASHINGTON. PERMANENT AND TEMPORARY BRIDGING AND BRACING SHALL BE INSTALLED IN CONFORMANCE WITH MANUFACTURER'S SPECIFICATIONS. PLYWOOD SHEATHING SHALL BE GRADE C—D EXTERIOR GLUE OR STRUCTURAL II, EXTERIOR GLUE ORIENTED STRAND BOARD OF EQUIVALENT THICKNESS, EXPOSURE 1 RATING NID PANEL INDEX MAY BE USED IN LIEU OF PLYWOOD. SEE PLANS FOR THICKNESS, PANEL IDENTIFICATION INDEX AND NAILING REQUIREMENTS. STRUCTURAL WOOD SHEATHING PANELS SHALL HAVE APA GRADE TRADEMARK OF THE AMERICAN PLYWOOD ASSOCIATION 27 ALL WOOD PLATES AND BLOCKING IN DIRECT CONTACT WITH CONCRETE OR MA3ONARY SHALL BE PRESSURE—TREATED WITH AN - A.W.P.A. APPROVED PRESERVATIVE. PROVIDE 2 LAYERS OF ASPHALT IMPREGNATED BUILDING PAPER BETWEEN UNTREATED LEDGERS, BLOCKING, ETC., AND CONCRETE OR MASONRY. 28. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE BY SIMPSON COMPANY, AS SPECIFIED IN THEIR 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 CONNECTORS STRAPS CONNECT TWO MEMBERS, PLACE ON 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. ALL JOISTS SHALL BE CONNECTED TOFLUSHBEAMS WITH "U" SERIES HANGERS. ALL DOUBLE JOIST BEAMS SHALL BE CONNECTED TO FLUSH BEAMS WITH "U" SERIES HANGERS. ALL TRIPLE JOIST BEAMS SHALL BE CONNECTED TO FLUSH BEAMS WITH "U" SERIES HANGERS. TJI JOIST HANGERS PER MANUFACTURER / TJI SHOP DRAWINGS (U.N.0.) 29, ALL BOLTS, RS AND ANY OTHER CONNECTORS SHALL BE HOT DIPPED GALVANIZED FASTENERS PROTECTION OF CONNECTORS IN CONTACT WITH PRESSURE TREATED WOOD RECOMMENDED JOIST HANGE DED TO CONFORM WITH ASTM STANDARD A-153 AND HOT DIPPED GALVANIZED CONNECTORS SHOULD CONFORM TO ASTM A165, CLASS G-183. STAINLESS STEEL FASTENERS AND CONNECTORS SHOULD BE TYPE 304 OF 316 -- SIMPSON PRODUCT FINISHES CORRESPONDING TO THESE REQUIREMENTS ARE ZMAX 9158 (HOT DIPPED GALVANIZED) AND SST3000 (STAINLESS STEEL. 30, A. B, D, E. F. G. H. I. J, K. L. M, N. ALL WOOD FRAMING DETAILS — THE FOLLOWING APPLY UNLESS. OTHERWISE SHOWN ON THE PLANS: MINIMUM NAILING REQUIREMENTS: UNLESS OTHERWISE NOTED, MINIMUM NAILING SHALL BE IN ACCORDANCE OF THE INTERNATIONAL BUILDING CODE. WITH TABLE 2304.10.1 AT SAWN TIMBER JOIST AREAS: PROVIDE CROSS -BRIDGING AT 8'-0" o.c. MAXIMUM SPACING AND SOLID BLOCKING AT BEARING POINTS. PROVIDE DOUBLE JOISTS UNDER ALL PARTITIONS. PROVIDE- DOUBLE JOISTS EACH SIDE OF OPENINGS UNLESS DETAILED OTHERWISE. PROVIDE DOUBLE JOIST UNDER ALL PARALLEL PARTITIONS THAT EXTEND MORE THAN HALF THE JOIST LENGTH AND DOUBLE JOIST HEADERS AND DOUBLE JOISTS EACH SIDE OF ALL OPENINGS IN FLOORS AND ROOFS UNLESS DETAILED OTHERWISE.. COORDINATE SIZE AND LOCATION OF ALL OPENINGS WITH ARCHITECTURAL AND MECHANICAL DRAWINGS. PROVIDE TWO 2x10 HEADERS OVER AND DOUBLE STUDS EACH SIDE - OF ALL OPENINGS IN STUD BEARING WALLS NOT DETAILED OTHERWISE. PROVIDE SOLID BLOCKING FOR WOOD COLUMNS AND MULTIPLE STUD POSTS THROUGH FLOORS TO SUPPORTS BELOW. PROVIDE CONTINUOUS SOLID BLOCKING AT MID OF ALL STUDS OVER 10' IN HEIGHT. TOENAIL JOISTS TO SUPPORTS WITH 2-16d NAILS. ATTACH ALL BEAMS AT THE ROOF EXCEEDING 8'-0 IN LENGTH TO SUPPORTS WITH ST22 STRAP EACH END. ATTACH TIMBER JOISTS TO FLUSH HEADERS AND BEAMS WITH "U" SERIES METAL JOIST HANGERS TO SUIT THE JOIST SIZE. WALL FRAMING ALL STUD WALL SHOWN AND NOT OTHERWISE NOTED SHALL BE 2x4 STUDS © 16" o.c. AT INTERIOR WALLS AND 2x6 STUDS © 16" o.c. AT EXTERIOR WALLS NOTATIONS ON DRAWINGS RELATING TO FRAMING CLIPS, JOIST HANGERS, AND OTHER CONNECTING DEVICES REFER TO CATALOG NUMBERS OF CONNECTORS MANUFACTURED BY SIMPSON CONNNECTORS, A GIBRALTAR COMPANY, LIVERMORE, - CALIFORNIA. EQUIVALENT DEVICES BY OTHER MANUFACTURES MAY BE SUBSTITUTED. PROVIDED THEY HAVE ICBO APPROVAL FOR EQUAL LOAD CAPACITIES. INDIVIDUAL MEMBERS OF BUILT—UP POSTS AND BEAMS SHALL EACH BE ATTACHED WITH 16d NAILS © 6" o.c. STAGGERED. ALL WOOD STUDS WALLS SHALL HAVE LOWER WOOD PLATE ATTACHED TO WOOD FRAMING BELOW WITH 16d NAILS ©.6 o.c. STAGGERED UNLESS SHOWN OTHERWISE. ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO MINIMUM STANDARDS OF THE INTERNATIONAL BUILDING CODE AND AS NOTED IN THE NOTE 30—A ABOVE. - - - PLYWOOD ROOF SHEATHING AND FLOOR SHEATHING UNLESS OTHERWISE NOTED ON PLANS SHALL BE LAID UP WITH- FACE GRAIN PERPENDICULAR TO SUPPORTS AND NAILED WITH 8d NAILS © 6" o.c. TO FRAMED PANEL EDGES AND OVER STUD WALLS SHOWN ON PLANS AND © 12" o.c. (10"o.c. AT FLOORS TO INTERMEDIATE SUPPORTS. PROVIDE APPROVED EDGE CLIPS CO 16"o.c. AT UNBLOCKED ROOF SHEATHING EDGES. PROVIDE SOLD BLOCKING AT LINES OF SUPPORT AT FLOORS. TOENAIL BLOCKING TO SUPPORTS WITH 16d NAILS @ 12" o.c. UNLESS OTHERWISE NOTED IN THE SHEARWALL SCHEDULE. ❑, PROVIDE 2— 2x10 HEADERS OVER AND DOUBLE STUDS EACH SIDE OF ALL OPENINGS IN STUD WALLS NOT DETAILED OTHERWISE. ATTACH WITH AC OR PC POST CAPS OR EQUAL. P. PLYWOOD WALL SHEATHING SHALL HAVE SOLID BLOCKING AT ALL EDGES. Q. ALL WOOD STUD . WALLS SHALL HAVE - LOWER WOOD PLATE ATTACHED TO WOOD FRAMING BELOW WITH 16d NAILS AT 6" o.c. STAGGERED OR BOLTED TO CONCRETE WITH 5/8" DIAMETER ANCHOR BOLTS CO 4'-0" o.c. UNLESS SHOWN OTHERWISE. R PLYWOOD NAILING: - - (USE UNLESS GREATER NAILING IS DETAILED OR SPECIFIED) 8d CO 6" o.c. 8d ©,12" o.c. AT SHEET EDGES AT INTERMEDIATE BEARING POINTS S 1. PROVIDE ABU POST BASE © ISOLATED POSTS TO CONCRETE CONNECTION - 2. PROVIDE (2)A35 CLIPS CO TOP & BOTTOM OF ALL POST TO OTHER FRAMING MEMBERS 3. PROVIDE AC OR ACE POST CAP © ISOLATED POSTS TO BEAM CONNECTIONS 4. PROVIDE MIN. (2)A35 CLIPS © POST TO BEAM CONNECTION (U.N.0.) REVIEWED FOR CODE COMPLIANCE APPROVED OCT 0 2 2011 City of Tukwila BUILDI GI visioN RECEIVED CITY OF TUKWILA AUG 3 0 2017 PERMIT CENTER