Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Permit D17-0053 - MOUTAFOVA RESIDENCE - NEW SINGLE FAMILY RESIDENCE
MOUTAFOVA RESIDENCE 11604 40T" AVE S Dl 7-0053 City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director CERTIFICATE OF OCCUPANCY This certificate is issued pursuant to the requirements of Section 110.1 of the 2015 edition of the International Residential Code. At the time of issuance, this structure or portion thereof has been inspected for compliance with the requirements of this code for the occupancy and division of occupancy and the use for which the proposed occupancy is classified. Building Permit No.: D17-0053 Occupant/Tenant: Moutafova Residence Building Address: 11604 40th Ave S Parcel No.: 7340600144 Property Owner: Steve Moutafova 15140 65 Ave S, Apt 213 Tukwila, WA 98168 Use: Residential Occupancy Group/Division: R-3 Type of Construction: VB Automatic Sprinkler System: Provided: Yes Required: Yes #p/-2d/2d/% Date THIS CERTIFICATE TO BE CONSPICUOUSLY POSTED ON THE PREMISES Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov Parcel No: Address: D City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov 7340600144 11604 40TH AVE S Project Name: MOUTAFOVA RESIDENCE COMBOSFR PERMIT Permit Number: D17-0053 Issue Date: 9/18/2017 Permit Expires On: 3/17/2018 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: MOUTAFOVA ANTOANETA 15140 65TH AVE S #213 , TUKWILA, WA, 98188 STEVE MOUTAFOVA 15140 65 AVE 5, APT 213 , TUKWILA, WA, 98168 Phone: (206) 854-7696 INTERCOLOR PAINTING LLC Phone: 15140 65TH AVE S APT 213, TUKWILA, WA, 98188-1514 I NTERP L903KG Expiration Date: 6/7/2018 ANTOANETA MOUTAFOVA 1514065 AVE S, APT 213 , TUKWILA, WA, 98168 DESCRIPTION OF WORK: CONSTRUCTION OF A NEW 3,221 SQ FT SINGLE FAMILY RESIDENCE WITH 1,039 SQ FT ATTACHED GARAGE AND SHOP, WITH 109 SQ FT COVERED DECK AND 96 SQ FT UNCOVERED DECK PUBLIC WORKS ACTIVITIES INCLUDE EROSION CONTROL, DRIVEWAY, STORM DRAINAGE, WATER METER/SERVICE INSTALLATIOM (WM BOX EXISTING). Project Valuation: $460,779.01 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: V -B Electrical Service Provided by: TUKWILA Fees Collected: $23,624.06 Occupancy per IBC: R-3 Water District: TUKWILA 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 Yes Permit Center Authorized Signature: Date: `s' D'` 17 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: Date: O /cg�� a /% This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: *BUILDING PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 5: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 0 0 6: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 7: All wood to remain in placed concrete shall be treated wood. 8: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 9: 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). 10: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 11: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 12: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 13: ***MECHANICAL PERMIT CONDITIONS*** 14: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 15: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 16: Manufacturers installation instructions shall be available on the job site at the time of inspection. 17: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 18: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 19: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 20: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 21: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 22: All plumbing and gas piping systems shall be tested and approved as required by the Plumbing Code and Fuel Gas Code. Tests shall be conducted in the presence of the Plumbing Inspector. It shall be the duty of the holder of the permit to make sure that the work will stand the test prescribed before giving notification that the work is ready for inspection. 23: No water, soil, or waste pipe shall be installed or permitted outside of a building or in an exterior wall unless, adequate provision is made to protect such pipe from freezing. All hot and cold water pipes installed outside the conditioned space shall be insulated to minimum R-3. 24: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 25: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 27: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 28: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. (City Ordinance #2435) 29: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 26: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 30: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 31: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 32: ***PUBLIC WORKS PERMIT CONDITIONS*** 33: Call to schedule mandatory pre -construction meeting with Dave Stuckle, Public Works Inspector, (206) 433- 0179. 34: 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 utility work must also be made 24 hours in advance. 35: Prior to construction, all utilities in the vicinity shall be field located. NOTE: For City of Tukwila utility locates, call 811 or 1-800-424-5555. 36: Permit is valid between the weekday hours of 7:00 a.m. and 5:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 37: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 38: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 39: Any material spilled onto any street shall be cleaned up immediately. 40: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 41: 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. 42: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 43: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 44: All public storm drain systems and those portions of private systems (with the exception of residential driveway culvert within public right-of-way) shall be constructed with 12" diameter and reinforced concrete pipe. 45: 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. 46: Applicant shall obtain water meter from Water District #125 (206-242-9547). Since Water District #125 doesn't inspect water pipe downstream of meter, City of Tukwila inspection is required. 47: Applicant shall obtain sanitary side sewer permit from Valley View District (206-242-3236). 48: Prior to backfill of pipe and final sign off, provide as -constructed plan sheet showing dimensions in relation to property line and house. 49: Owner/Applicant shall contact the local postmaster regarding location of mailbox(es) installation. Location of mailbox(es) installation shall be coordinate with Public works. 50: Prior to Public Works Final, provide storm drainage as -built plan, storm drainage maintenance plan and responsibility for maintenance assigned for stormwater treatment and flow control BMPs/Facilities. 0 0 51: The house fire sprinkler system shall be designed by a Fire Sprinkler System Designer. Designer shall verify in writing to the Public Works Inspector that a 3/4 -inch water meter and service line meets domestic water and fire flow requirements. If domestic water and fire flow requirements are not met, then a 1 -inch water meter with a 1 -inch service line is required. Refer to attached Public Works Details for 1" FIRE/DOMESTIC SERVICE and/or 1" FLOW-THROUGH SYSTEM. Coordinate with Public Works Project Inspector. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 5000 CURB, ACCESS, SDW 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 1800 MECHANICAL FINAL 0608 PIPE INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 0412 UNDERFLOOR FRAMING 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR 5130 WATER METER - PERM CITY OF TU Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.Tukwi IaW A.gov Combination Permit No. t)( '7 — Q5 Project No.: Date Application Accepted: Date Application Expires: Q- 14-1 1 (For office use only) COMBINATION PERMIT APPLICATION - NEW SINGLE FAMILY 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 King Co Assessor's Tax No.: 734060-0144 Site Address: 11604 - 40th Avenue South, Tukwila, WA 98168 PROPERTY OWNER Name: Antoaneta Z. Moutafova Address: 15140 - 65th Ave. South, Apt. 213 City: Tukwila State: WA Zip: 98002 CONTACT PERSON — person receiving all project communication Name: Steve Moutafova Address: same as owner City: State: Zip: Phone: (206) 854-7696 Fax: Email: moutafov7@hotmail.com GENERAL CONTRACTOR INFORMATION Company Name: Company Name: David T. Spangler Co., LLC Architect Name: David T. Spangler Address: 319 Pike Street NE Address: City: Auburn State: WA Zip: 98002 Phone: (206) 715-6965 Fax: City: State: 822-2679 Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: ARCHITECT OF RECORD Name: 7#40 A I C Company Name: David T. Spangler Co., LLC Architect Name: David T. Spangler Address: 319 Pike Street NE City: Auburn State: WA Zip: 98002 Phone: (206) 715-6965 Fax: Zip: 98033 Email: DTSpanglerCo@gmail.com 822-2679 ENGINEER OF RECORD Name: 7#40 A I C Company Name: RB Engineers, Inc. City: State: Zip: Engineer Name: Ross Baharmast, PE Address: 1312 2nd Street City: Kirkland State: WA Zip: 98033 Phone: (425) 822-3009 Fax: (425) 822-2679 Email: rbe1992@gmail.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: 7#40 A I C Address: r�iv/9�e.. �, %%O!/%05' �v V Gi City: State: Zip: H:AAppiicationsTorms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 1 of 4 PROJECT INFORMATION — Valuation of project (contractor's bid price): $ 0 dr) 0 • e Scope of work (please provide detailed information): New two story single family residence with attached shop and garage. DETAILED BUILDING INFORAMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement 0 h` floor 1,604 2"d floor 1,617 Garage rI carport ■ 1,039 Deck — covered ►A uncovered rA 205 Total square footage 4,466 Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information at 206-575-4407. EQUIPMENT AND FIXTURES — INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work $ ao ®Odd . d" fuel type: J electric ❑ gas furnace <100k btu 1 appliance vent 6 ventilation fan connected to single duct 1 thermostat 1 wood/gas stove 2 water heater (electric) emergency generator 4 other mechanical equipment PLUMBING: Value ofplumbing/gas piping work $ 7 V 0 a . 40 V 3 bathtub (or bath/shower combo) bidet 1 clothes washer 1 dishwasher floor drain 1 shower 3lavatory (bathroom sink) 1 sink 3 water closet water heater (gas) lawn sprinkler system gas piping outlets H:\Applications\Forms-Applications On Line1201 I Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 2 •of 4 PUBLIC WORKS PERMIT INFORMATION — Scope of work (please provide detailed information): Install water meter and sewer connection Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT ❑ ...Tukwila ❑ ... Water District #125 ..• .Letter of water availability provided SEWER DISTRICT ❑ ...Tukwila ❑ ...Sewer use certificate ❑ .. Highline ❑...Valley View 0 .. Renton m ...Letter of sewer availability provided 0 .. Renton ❑ .. Seattle SEPTIC SYSTEM: ❑ .. On-site septic system — for on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH: APPLY): ® ...Civil Plans (Maximum Paper Size — 22" X 34") ❑ ...Technical Information Report (Storm Drainage) ❑ ...Bond 0 .. Insurance ❑ .. Easement(s) ❑ .. Geotechnical Report ❑ .. Maintenance Agreement(s) ❑ ...Hold Harmless — (SAO) 0 ...Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): m ...Right -Of -Way Use - Potential disturbance 0 ..Construction/Excavation/Fill - Right -of -Way...❑ -or- Non Right -of -Way.. 0 ❑ ...Total Cut 0 ❑ ...Total Fill 0 ..• .Sanitary Side Sewer 0 .. Abandon Septic Tank ❑ ...Cap or Remove Utilities 0 .. Curb Cut ❑ ...Frontage Improvements 0 .. Pavement Cut ❑ ...Traffic Control ❑ .. Looped Fire Line Cubic Yards Cubic Yards ❑.. ❑.. Work In Flood Zone Storm Drainage ❑ ...Permanent Water Meter Size " WO # ❑ ...Residential Fire Meter Size " WO # ❑ ...Deduct Water Meter Size 0 ...Temporary Water Meter Size " WO # 0 ...Sewer Main Extension Public 0 - or - Private 0 .. Trench Excavation ❑ .. Utility Undergrounding ❑ .. Backflow Prevention - Fire Protection Irrigation Domestic Water 0 ...Water Main Extension Public 0 - or - Private 0 FINANCE INFORMATION — THIS INFORMATION IS REOUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line ❑ ._.water number of public fire hydrant(s) 0 ...sewer 0 ...sewage treatment MONTHLY SERVICE BILLING TO: Name: Steve Moutafov Mailing Address: 15140 65th Ave S., Apt 213 WATER METER REFUNDBILLING: Name: Steve Moutafov Mailing Address: 15140 65th Ave S., Apt 213 Day Telephone: Tukwila City (206) 854-7696 WA 98168 State Zip Day Telephone: (206) 854-7696 Tukwila WA 98168 City state Zip H:\ApplicationsWorna-Applications On Line\2011 Applicntions\Combination Permit Application Revised 8-9-1 t.docx Revised: August 2011 bh Page 3 of 4 o c� PERMIT APPLICATION NOTES — APPLICABLE TO ALL PERMITS IN THIS APPLICATION — 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. 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. PROPERTY OWNE ' , i UTHORIZED AGENT: Signature: Print Name: Steve Moutafov Mailing Address: 15140 65th Ave S., Apt 213 H:\Applications\Forms-Applications On Line \201''1 Applications\Cornbination Permit Application Revised 8-9-11,doot Revised: August 2011 bh Date: 03//// d/7 Day Telephone: (206) 854-7696 Tukwila WA 98168 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 PERMIT# b`7-Q0s3 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/Sewer/Surface Water Road/Parking/Access A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. $250 (1) 3oo 2600 3, 300, L' 6) 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 $ (4) Use the following table to estimate the grading plan review fee. Use the reater 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 (1+4+5) $ The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the sub AHED application/plan and 2) a follow-up review associated with a correction letter. Each additional f 'veFhTUKWILA 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 MAR 14 2017 PERMIT CENTER 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) $ (6) 7. Pavement Mitigation Fee 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. 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 1" 1000 CY plus $14.50 for each additional 1,000 or 1 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. k61:1!..§7 `'eclnology Fee (5% of 6+8) TtOS: .t RAN Approved 09 2502 Revised 02/21/17 $ (7) (8) (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) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE 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) Installation Cascade Water Alliance RCFC 01.01.2017 -12.31.2017 Total Fee 0.75 $625 $6005 $6630 1 $1125 $15,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $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 DESCRIPTIONS PermitTRAK I ACCOUNT I QUANTITY PAID D17-0053 Address: 11604 40TH AVE S Apn: 7340600144 $67.83 DEVELOPMENT $67.83 ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R15967 R000.345.830.00.00 1.00 $67.83 $67.83 Date Paid: Wednesday, December 05, 2018 Paid By: INTERCOLOR PAINTING LLC Pay Method: CHECK 2196 Printed: Wednesday, December 05, 2018 10:12 1 of 1 AM SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS I ACCOUNT I QUANTITY � PAID PermitTRAK $20,354.06 D17-0053 Address: 11604 40TH AVE S Apn: 7340600144 $20,354.06 1 INCH $7,130.00 CONNECTION CHARGE R401.379.002.00.00 0.00 $100.00 METER/INSTALL DEPOSIT B401.245.100 0.00 $950.00 WATER METER PLAN REVIEW R000.345.830.00.00 0.00 $10.00 WATER METER INSPECTION R401.342.400.00.00 0.00 $15.00 WATER TURN -ON FEE R401.343.405.00.00 0.00 $50.00 CASCADE WATER ALL-SPRINKLERED 8640.237.500 0.00 $6,005.00 DEVELOPMENT $4,649.89 PERMIT FEE R000.322.100.00.00 0.00 $4,645.39 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $1,178.88 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $82.50 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $82.50 TECHNOLOGY FEE $258.46 TECHNOLOGY FEE R000.322.900.04.00 0.00 $258.46 WATER SERVICE FEE $4,347.83 WATER - HOME/DEVELOP R401.379.002.00.00 0.00 TOTAL FEES PAID BY RECEIPT: R12336 $4,347.83 :$20,354.06 Date Paid: Monday, September 18, 2017 Paid By: INTERCOLOR PAINTING LLC Pay Method: CHECK 1168 Printed: Monday, September 18, 2017 9:19 AM 1 of 1 CArMSYSTEMS 2908 Cash Register Receipt City of Tukwila Receipt Number R11076 DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $3,570.00 C17-0003 Address: 4010 S 116TH PL Apn: 7340600144 $300.00 PUBLIC WORKS $300.00 TRAFFIC CONCURRENCY R104.367.121.00.00 0.00 $300.00 D17-0053 Address: 4010 S 116TH PL Apn: 7340600144 $3,270.00 DEVELOPMENT $3,020.00 PERMIT FEE R000.322.100.00.00 0.00 $0.30 PLAN CHECK FEE R000.345.830.00.00 0.00 $3,019.70 PUBLIC WORKS $250.00 BASE APPLICATION FEE TOTAL FEES PAID BY RECEIPT: R11076 R000.322.100.00.00 0.00 $250.00 $3,570.00 Date Paid: Tuesday, March 14, 2017 Paid By: ANTOANETA MOUTAFOVA Pay Method: CASH Printed: Tuesday, March 14, 2017 1:41 PM 1 of 1 Lf N..1 SYSTEMS INSPECTION RECORD _ Retain a copy with permit b 17� °(.25--3 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-:"870 Prroject: y' ill OVt xTIIVr4 Type f Inspe/ion: A/J4 ►IG7.. Address: /AP 09 ''6 / `$ Date Called: Special Instructions: /105. Date Wanted: q a.m. %� "I ! p.m. Requester: / e - Phone No: 2'Approved per applicable codes. Corrections required prior to approval. COMMENTS: iit c 1✓1 F,/'471'L Al . _I ,„,,, ,i Inspector: 7L22 Date:5./8 ,20/5 n 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 Prroo ect: T e of Inspection: y� fi Ad dress:, go S r Date C led: Special Instruction Date Wanted: // b �� a.m. P.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: • ?(9 t reieekni‘ca. 6,65 XA/4.crof GA P Inspect ! Date: l l 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 Project: SOL+' Typ f Ins a ion: 4,0 5u, ' Address:.Date //6gy Called: Special nstructions: Date Wanted: 6=6-1-61` a.m. Requester: Phone No: Approved per applicable codes. orrections required prior to approval. COMMENTS: Aoe;si-s4ieV,er4e, (tC-irtfej--- T 2�(l ck Y/Q/.� r �G(/ one 1d. 4,Joheeks,4rse ;Je S ta e._ b-dlle lerc a il___. " . exhog) g) PLL eKle c 6, frvl SGS ✓ af mi,d Y' e lx rilstd4, ,ie-?ets-e4e÷ 6u -se -3. at.Asix— and Aat L4ieeS Inspector: rafta Date _6 n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. *T 5ZZP INSPECTION RECORD Retain a copy with permit N-7 6:63 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 Project: /11pvTi4 ✓i Type of Inspection: 445 PiAA/G Address: //!o4 yob Ave. S. Date Called: Special Instructions: Date Wanted: /Z-2 a.m. 7 p.m. Requester: Phone No: es'I1% proved per applicable codes. LJ Corrections required prior to approval. M M ENTS: Pi,/ 6421-,5/, Wk) tiVat r 5/61r Csg: dc' Le46, .szrrele-( c- 4A/A/ n 4.tar- Inspector: SGS Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD b11-11053Retain 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 Pr a t: (A.`!Oki Typ fInspecti n: mIAres Dail Ads: 1UOL- &./oA-06 ate Call • .D A � I s Special instructions: le,trgid:,/€ : , p.m. Reque ter: / i 01/t.i.6t- V. - ea L P n°IL 1S521- . -1 (.4e1 Y 2Approved per applicable codes. ElCorrections required prior to approval. COMMENTS: O' /GXV1 ite) cauvAk LJu.`nri ts4✓ &'Y i,. i1\AA 4\14,0 CA4 skiw .1" lnspe to Dail 1 ( 1 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 17•-005. 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Proj: ct: ✓n(h,Cl c(.41-476( b...-eSeitqlct, Type of Inspection: Addres1 / led c/ UD A e -S / f " Date Called: Special Instructions:/ Date Wanted: 09.92 // r a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: m,.A.nn ri ciaveAtty Date: 9,e as l 1$ REINSPECTION FEE REQUIRED. Prior to next inspedtion, 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 brl-053 Project: T e of Inspection: 0 1. s PLAAre,i3ot 00i i �r,� , dam Address: // (oO if IP *VC— , Date Ced: pecial Instructions: Date Wanted:, `7 - /1-/t O a.m. p.m. Requester: Phone 2ae - E 5Li' 74 56. LIApproved per applicable codes. Corrections required prior to approval. COMMENTS: 251) --t3h (Axe- SLm,b C2o0,- ril$uLJIo,) Inspecto Date :q_/J _Zoe 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 (206) 431-3670 C 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 Project: Protect: I1/41014-1JcvA T p�ln (action: Address: 11420-9 4/0 Sr Date Ca ed: r Special Instructions: Date Wanted: 7 - Z-Z-t)tc a.m. p.m. Req ester: 5 Phone No: P`b4 — F5 Ll/ - 76,`'1(0 Approved per applicable codes. E Corrections required prior to approval. COMMENTS: d Inspector: Date: -Zo/er 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 rerN9 INSPECTION NO. PERMIT CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Prod ct: cj-"C I� Typ of Inspection: 1�% 4—ASKLe-i, Address: 1I (0O 40 o Date Called: Special Instructions: Date Wanted: a.m Requester: Phone No: Approved per applicable codes. I Corrections required prior to approval. Inspector: KW( , Date(' /z _24( 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 D /70053 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: Type of Ins�ectttiion: Address: #611 V/ AW.s, Date Called: Specialcissttrructiions: Date Wanted: •e le Requester: Phone No: 2012 — 5;5'4/ - 710 is& Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: 60114 NG'" e>1.‹.— C449 ZJj4/Hr Inspector: Date: 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 Dir/ -0053 Project: r TVA etc .n,cr a of Inspection: b, , 1 N �L` " b rtPe Address: Date C ed: Special Instructions: Date Wanted: Wim„ 5_Z3 -2 p.m. Requester: s Phone No: off- / a •204 0.71'76f<I F Approved per applicable codes. Corrections required prior to approval. COMMENTS: 0-imiktogiv-11 Inspector: wCli(:) 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 D7-53 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: Type of Inspection: Address: At Date Called: Special Instructions: , i14Y /�' Date Wanted: 1.y'Zq-1 & p. . Requester: Phone No: (e— 65 4 ` Approved per applicable codes. Corrections required prior to approval. COMMENTS: it v01z GAP PLO4PN(- a Inspector: Date: � J 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 INSPEC 0. 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 - Project: / 01 " RWI 3 / V4 - Jt/�,��i//Ypp`` �/s1-g Type of Inspection: ,/Y 64-416.6:1 /.+l ei9-r'pA tloft_s) Address: �fY f0 r a Date Called: Special Instructions: Ge//lLLS 7,7W rArt /jam ...V77.4/1 Date Wanted: l —ICI !8 a p.m. Requester: Phone No: 20( '',.5).5-4/ —7490 ,Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS:K / V4 - Jt/�,��i//Ypp`` �/s1-g Ot FrzygtriANG-- Aie-eos -r-Ross 1314.4coy&/ ta,3-i_t_ ,/Y 64-416.6:1 /.+l ei9-r'pA tloft_s) Inspector: ass Date: l 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 .pf7- o0s3 Project: ifl T 1/74 1/19 Type of Inspection: , o0 1 £'/h477-06 Address: at704 4Dn4 AVE S ' Date Called: Special Instructions: Date Wanted: "1'3.`1.8 a.m. p.m Requester: Phone No: 204-g....541— No 2 Approved per applicable codes. [ Corrections required prior to approval. COMMENTS: Inspector: Dater .78 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 Di7-00 3 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: noUr4oUA- Rr.5, Type of Inspection: oNil'FZ-cr4 FRf ,41 d)1l6-, Address: 1/601 fOrH ,4vr 9. Date Called: Special Instructions: Date Wanted: n- ,?-17 a.m. p.m. Requester: Phone No: 2o(,4g— S. 2/ -7(c9fp Approved per applicable codes. E Corrections required prior to approval. COMMENTS: - agorA L R 14l N Inspector: pate: / 9.—/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 1 i7— ob5 3 Project: inOVTA D ZI Type of Inspection: /'%71V 6— se)&11 5 - Address: . Nei/ sir :S Date Called: Special Instructions: Date Wanted: /k/ /7 Ca.m p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: C - f °"-7-71`i G— Q )1 S Inspector: Date: f N 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 INSPE ON NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431-3670 Di7-& 6300 Southcenter Blvd., #100, Tukwila: WA 98188 Permit Inspection Request Line (206) 438-9350 Project: AlOVT/tFVA- R. sJ D tCE Type of Inspection: fbvit404-973V A -t-i— Address: 11(Q0 Li 4e:›77+ At/A si Date Called: Special Instructions: lebRE. \c NV44 _Ti. Date Wanted: CAL le -17 i p.m. Requester: Phone No: p 2��Q_ V -5-Y "7(0 4' Approved per applicable codes. El Corrections required prior to approval. COMMENTS: �,V) 4 ,77f/ t(/ - 6 - Inspector: ?/5 Dat.o ta. , I 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 c05-3 Project: /400729-r6149 Ras/D Type of Inspection: 6771' 6- Address: //&t' `7/b fl j Date Called: Special Instructions: A.(/NSP/C"T— O`er?( � I ,.w \ No: .,�hi/ Date Wanted: /" '2'/ i (1-.m) p.m. Requester: Ph Phone 2-0 — "7444 Approved per applicable codes. Corrections required prior to approval. COMMENTS: of.< 1 - Inspector: Date: z#/7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must, be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 INSPECTION RECORD Retain a copy with permit PERMIT NO. Project: ."0"7/741540' RoCS/i %Za Type of Inspection: fiOrrN6 Address: A tC Date Called: Special Instructions: Date Wanted: 0 -lb-17 a.m. p.m. Requester: to -7 Phone No: 2. 5'54 -7( q49 Approved per applicable codes. ,Corrections required prior to approval. COMMENTS: !A I S`5MIG— , ``)(' .2 rr CZWCR 4. 7Z7 frx3 7-7 416-5 to/ i.c/4/6:3/Rcr)4G- 45K%. ?W/NG- C,,tobvit49 14,0R11 Gla), to -7 Inspector: Date: /6 --/p -/ 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 TUKVVILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 D I -1-a15'3 Project: /11 i V6 0 / I'N.P i( NV( € Type of inspection: ..„, ... M+ -I (O _ A dress: //,4 (/ (14 ;Pe S Date Called: 090,//-2 Special Instructions; Date Wanted: - q//7 Requester: Mlaa --fo t.,.. 1 cl"15- 9 ' p oa.r.-€.4 CA/ 6 Phone No: Ak, 14../ 0,V ..14, Z,? --1 A 1„; Approved per applicable codes.' Corrections required prior to approval. COMMENTS: _ WM -t t',0(k-f-er Sera int' -1-0 ±41e klatitg-C.. '11 7 9 7-7) 1 cl"15- 9 ' p oa.r.-€.4 CA/ 6 ,,4--# Ak, 14../ 0,V ..14, Z,? --1 A 1„; - - . ,, , - 0.14 r',,G1411-2-, 7142 , 6 1 fie yi el /// i oe) /9-} c4vri; fi , Inspector: A 1,r Date: • LI REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Cali to schedule reinspection. INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit \\i QOS3 /0-- -s-o PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: tOU �V Type of Inspectioj : /— Address:�N / Suite #: //610 V vo A✓c S Contact Person:) j Special Instructions: Phone No.: .)‹ Approved per applicable codes. Corrections required prior to approval. COMMENTS: 1 Gor Needs Shift Inspection: `VO ' Sprinklers: WI Fire Alarm: Hood & Duct: / Monitor: Pre -Fire: Permits: Occupancy Type: / Inspector: -2,____ 'v,3 Date: c/2_,X 1 Hrs.: /. / $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: Word/Inspection Record Form.Doc State: 3/14/14 Zip: T.F.D. Form F.P. 113 INSPECTI.ON NUMBER INSPECTION RECORD Retain a copy with permit /5<-5-O-61 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: Date: ch22�/' Type of Inspection.: 4044//1` /) Address: r / (�-}Contact Suite #: 1 ( x9 417— AVe 5. Person: / . :..: Special Instructions: ...(7). Phone No.: t/./1C-- Approved per applicable codes. Corrections required prior to approval. COMMENTS: Date: ch22�/' Sprinklers: Fire Alarm: /t/i, Cc -gr T li4"SS ii-eLSed (g 5 J, ..c (12 // Ivy 7,0 anc . 4) f f Pre -Fire: ...(7). Permits: t/./1C-- (-10/,t)....t v9 / .,,:.d _. ._ N 6 Cwt -Th0.- N6` T ►' (N 67 � �p/PI//v4 (c.- I Z,) C fer-/prse. 2646 5.-- 44d---- Needs Shift Inspection: Date: ch22�/' Sprinklers: Fire Alarm: Hood &Duct: �f Monitor: f Pre -Fire: ...(7). Permits: Occupancy Type: Inspector: Date: ch22�/' Hrs.: f $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 r ... 1 10 FT B.S.BL. Mil FENCE TO 1 ti II 5'-0"I SIDE YARD SETBACK 15'-0" LAWN- GARPEN AREA cri R3I13 MIN. LANDING 36"x36" OR LARGER i u 241. PROPERTY L LANDSCAPE AREA T -1" -!•4T -g- pl?a ..ave heel reviewed by the Public Works Department for conformance with current i ity standards. Acceptance is subject to errors and omiss- vetjcb gSS'r t authorize violations of ad ted standards or ordinances. The responsibility or the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these rir after this date will void this acceptance 1 and will require a resubmittal of revised drawings s e�-�•cent a roval. u i �>�X pp - _ Final acceptance is subject to field inspection by the Public FliggiiViRiltiQUalliMFLooR 8ECOND FLOOR 4 figgif PLANS 10141/g YARD DRAIN RIM 11.5 +/- 5'-0" SIDE YARD SETBACK LAWN YARD RAN RIM 11.0 +/- i L WALKWAY % 10'-8" --,— 20 FT 13.88.1... FOOTING DRAIN ROOF DRAIN SD EX. 3' HIGH CYCLONE F LAUN SLO T RECEIVED OCT 11 2018 G g N TUKWILA PUBLIC WORKS REVIEWED FOR CODE COMPLIANCE APPROVED FRONT YARD SETBACK LAWN 4Ppas EDGE OF ASPHALT 5, il&t� ST. roe yemplamenximormaiarsaa Iwo NNW • �- EXISITNG DRIVE WAY R cN b1e,4-IiJ 115'-0" 8 FT ROAD EASEMENT 4 INCLUDES 5' SIDE YARD SETBACK SEE PATRICK HARROW 4 ASSOC. CI.O STORM PLAN DATED 03-06-2011 FOR DRAINAGE PLAN EDGE OF ASPHALT OCT 17 2018 D fatilf Tukwila I&.DING DIVISION N7Oo53 RECEIVED CITY OF TUKWILA OCT 0 9 2018 P RMIT CENTER EV1E IA/ED Pp.__ - OE COPL1 e t A3 °-.. `s APPS fi 20 ty ' of L�Colfllc""� _DING Di \N RECEIVED f°rr,r,r-IrlOV1AM a 'IROPOSEID SITE PLAN Joanna Spencer From: Sent: To: Subject: Steve Moutafov <office.icp.Ilc@gmail.com> Tuesday, October 9, 2018 2:20 PM Joanna Spencer 11604 40th Ave. S Tukwila, WA 98168 CAUTION: This email originated from outside the City of Tukwila network. Please DO NOT open attachments or click links from an unknown or suspicious origin. CODE Cc " ,IA CE APPROVED City of Tukwila BUILDING DIVISION PERMIT CENTER RECEIVED CITY OF TUKWILA OCT 0 9 2018 Sent from my iPhone • REVIEWED r-OR _w CODE COMPLIANCE APPROVED OCT 17213 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA OCT 09 2013 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED OCT 17.20 13 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA OCT 0 9 ad PERMITCENTER- REVIEWED ` Fc' ,f CODE COMPLIANCE I APPROVED OCT 1 2nla City of Tukwila BUILDING DIVISION I RECEIVED CITY OF TUKWILA OCT 092018 PERMIT CENTER Window, Skylight and Door Schedule Project Information ,Moutafov Residesidence 11604 - 40th Avenue S., Tukwila, WA 98168 Exempt Swinging Door (24 sq. ft. max.) Exempt Glazed Fenestration (15 sq. ft. max.) Vertical Fenestration (Windows and doors) Component Description Contact Information David Spangler 206-715-6965 REVIEWED FCF CODE COMPLIANCE ;',PPROVE O p Ref. U -factor : mfr 0.30 Ref. 0 -factor Jeld-Wen Builders Vinyl LowE Argon - C -F -C mfr 0.30 Jeld-Wen Builders Vinyl LowE Argon - F -A mfr 0.30 Jeld-Wen Builders Vinyl LowE Argon - Slider mfr 0.30 Jeld-Wen Builders Vinyl LowE Argon - S -F -S mfr 0.30 Jeld-Wen Builders Vinyl LowE Argon - S -F -S mfr 0.30 Jeld-Wen Builders Vinyl LowE Argon - Slider mfr 0.30 Jeld-Wen Builders Vinyl LowE Argon - S -F -S mfr 0.30 Jeld-Wen Builders Vinyl LowE Argon - Slider mfr 0.30 Jeld-Wen Builders Vinyl LowE Argon - Slider mfr 0.30 Jeld-Wen Builders Vinyl LowE Argon - S -F -S mfr 0.30 half of Double Wood or steel Entry doors 6 0.30 inside of garage 20 min doors 8 0.30 5 0 4 0 3 4 ° 4 ° 1 8 ° 4 ° 1 3 ° 6 8 2 2 8 6 8 f ®,_o ',1 4 Itiro at; WidthING DIV: Qt. Feet !"`h Feet Inch Area UA 1 3 0 6 8 Width Height Qt. Feet "' Feet Inch 1 8 ° 5 ° 2 2 0 5 0 4 3 0 1 6 1 8 0 5 0 1 8 ° 3 8 9 3 ° 2 ° 2 6 ° 3 8 4 5 0 4 0 3 4 ° 4 ° 1 8 ° 4 ° 1 3 ° 6 8 2 2 8 6 8 f ®,_o ',1 4 Itiro Zj 1`1-005 3 CI 20.0 6.00 0.0 0.00 Area UA 40.0 12.00 20.0 6.00 18.0 5.40 40.0 12.00 29.3 8.80 54.0 16.20 42.0 12.60 80.0 24.00 48.0 14.40 32.0 9.60 20.0 6.00 35.6 10.67 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 H IV ,>> 5 • f ®,_o ',1 4 Itiro A PERMIT CENTER 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 0.0 0.00 0.0 0.00 l 458.9 Area 137.67 0.30 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 I 0.0 0.00 0.00 478.9 143.67 mple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2012 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 2012 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 Moutafov Residence 11604 - 40th Ave S, Tukwila, WA 98168 Contact Information David Spangler 206-715-6965 Heating System Type: o MI Other Systems 0 Heat Pump To see detailed instructions for each section, place your cursor on the word "Instructions". Design Temperature Instructions 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 Single Rafter or Joist Vaulted Ceilin Instructions No vaulted Ceilings in this project Above Grade Walls (see Figure 1) Instructions Floors Instructions I; R-21 Intermediate R-30 Below Grade Walls (seee 1) Instructions Slab Below Grade (see Figure17 Instructions Slab on Grade (see F R-10 Instructions Perimeter Design Temperature Difference (AT) AT = Indoor (70 degrees) - Outdoor Design Temp 3,221 8.5 U -Factor 0.30 U -Factor 0.50 Conditioned Volume 27,379 X Area U -Factor X 0.026 U -Factor X U -Factor X 0.056 U -Factor X 0.029 U -Factor X 459 Area Area 2,547 Area Area 2,995 Area 1,351 Area F -Factor X Len F -Factor X Length I 64 0.540 Location of Ducts Instructions Sum of UA UA 137.67 UA UA 66.23 UA UA 167.72 UA 39.18 46 UA RECEIVED - CITY OF TUKWILA UA MAR 14 2017 UA 34 56 PERMIT CENTER Duct Leakage Coefficient 1.00 Envelope Heat Load Sum of UAX AT Air Leakage Heat Load VolumeX 0.6XATX.018 Building Design Heat Load Air Leakage + Envelope Heat Loss Building and Duct Heat Load Ducts in unconditioned space: Sum of Building Heat Loss X 1 Ducts in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output Building and Duct Heat Loss X 1.40 for Forced Air Furnace 0Bul and Duct Heat Loss X 1.25 for Heat Pump l- 445.35 20,486 Btu / Hour 13,602 Btu / Hour 34,088 Btu I Hour 34,088 Btu / Hour .10 47,723 Btu / Hour (07/01/13) r3LC CASH M TECHNICAL SERVICES pv Geotechnical Report 11604 40th Ave S Tukwila, WA �.r REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 7 2017 City of Tukwila UILDING DIVISION Report Date: 2/04/2017 CITY OF TUKWILA MAR 14 2017 PERMIT CENTER Q ��- 0053 ?A/ Dear Client, As requested, we have conducted a geotechnical soil investigation in regards to the construction of a stormwater infiltration system at 11604 40th Ave S, Tukwila. We performed a field investigation of the site as well as a thorough grain size analysis and permeability testing in order to determine drainage capability and bearing capacity at this location. If you have any questions please contact us. Regards, Cash M. Carr PE. Geotechnical Engineering Study Regarding: Proposed structure Introduction This report presents the results of our grain size analysis and geotechnical report for the proposed structure at 11604 40th Ave S, Tukwila. This report is intended to address drainage capability of the soils located at the site of the proposed drainage. Site Description The site of the proposed structure is located on an open lot across the street of the current residence. The lot is highly vegetated and has several large trees. The borehole was dug 15' east of the western property line and 37' north of the southern property line, as shown below. Site Geology The site lays in the floodplain of the Duwamish River, approximately 400ft west of the riverbank. According to the Washington State Department of Natural Resources, the topmost layer of sediment (minimum depth 5.5ft) comprises Quaternary aged alluvial deposits of fine- grained silt that is dark brown in color, extremely well sorted, and of low to moderate organic content. According to nearby geotechnical borings it is likely that this top layer is underlain by several feet of silty, gravelly, sands above units of sand with angular rock fragments, cobbles, and laminated silts and clays. The Department of Natural Resources classifies the Duwamish River Valley as having moderate to high liquefaction susceptibility and a seismic site class D to E. Risks While every effort has been made to define and quantify geologic risk to this site, unknowns may exist beyond the reasonable scope of investigation. Soils may vary from location to location and testing. Recommendations Our investigations have classified the underlying soils at this site as silty sand (SM) per the USCS classification system. The King County Surface Water Design Manual (Appendix 6A Section 1A) states that the percolation rate for sandy soils is calculated from the last water level drop in permeability testing following King County standards. From our observations we recommend using a conservative infiltration rate of 1.248 in/hr after all applicable design factors are considered. We recommend that stormwater be cleaned of debris by means of a catch basin with a downturned 90 to the infiltration system. We recommend that a filter be applied to the downturned 90. We recommend that the catch basin be inspected and cleaned every 12 months. Updated recommendations are based upon reduction factors from the King County Stormwater Manual and adjacent prior measurements of water table level in the area. Limitations Recommendations included in this report are based on our understanding of the proposed additions/repairs/construction activities as the specified location, our on-site observations, and our test results. Conditions within the site may vary with location and it is possible they may not be reflected in this report due to testing limitations. Should any construction plans or site conditions change after initial exploration, please notify us immediately so we can adjust our findings and/or plan of action accordingly. Recommendations are made with the expectation that adequate compliance with construction code and county regulation will be employed during construction activities. Land use and site conditions may change over time and will require further research if additional planning or construction is deemed necessary. We assume no responsibility for misinterpretation or misuse of the recommendations included in this report. This report is intended solely as geotechnical information about subsurface condition on the site and does not include environmental hazard assessment at this time. This report is intended to address drainage requirements particular to this site based on our observations and test results. Because we have developed recommendations and testing with this in mind, this report is not valid for any further purpose. We recommend that we be consulted if additional scope is needed. Soil Log DEPTH (FT) (USCS) OF: COLOR NOTES:. SOIL LAYER TRACES 0.25 0.5 0.75 1 1.25 1.5 1.75 2 2.25 2.5 2.75 3 3.25 3.5 3.75 4 4.25 4.5 4.75 5 W a z BOREHOLE USING Silty Sand Clay (MS) Medium Brown *No. water table encountered during boring Very fine sand, some organics, sparse fine gravel Higher fines content, no gravel Shelby tube sample taken (5") 5' final depth of borehole UNIFIED SOIL CLASSIFICATION SYSTEM Sons are visualy classified for engineering poses by the unified Soil Classification System. Gratn.stze analyses and Atterberg Limits tests often we performed on selected samples to aid In dassificatior- The classification system is briefly outlined on Ids chart Graphic symbols we used on boring logs presented In this report For a more detailed deaaipfion of the system, see 'Standard Practice for Description and tdermfication of Soils (Visual -Manua/ Procedure)' ASTM Designation 2488.84 and 'Standard Test Method for Classification of Soils for Engineering Purposes' ASTM Designation: 2487-85. m d8 O �d 0 z Z„ Q tint cotro OW 0 E 1 0 .t° m oi cn OZ cum z_m N Q h CC a W o zE Ms 0 MAJOR DIVISIONS GRAPHIC SYMBOL GAWP svMaor. CLEAN GRAVELS (Less than 5% passes No. 200 sieve) GW GP GRAVELS WiTH FINES (More than 12% passes No. 200 sieve) Unit plot below A•ane aNiched rano On pastor syn Lines pbr abaft 'A' Ins a Wane 0i at puaadi awl 410. w GM TYPICAL NAMES Well graded gravels, gravel -sand mixtures, or sand -gravel -cobble mixtures Poorly graded gravels, gravel -sand mix- tures, or sand -gravel -cobble mixtures Silty gravels, gravel -sand -sift mixtures Td GC Clayey gravels, gravel -sand -day mixtures (0 0v 0z Q a, zoo rn 10 o G. c ms`s CLEAN SANDS (Less than 5% passes No, 200 sieve) l • Id d6 SW Well graded sands, gravely sands SP Poorly graded sands, gravelly sands SANDS WITH FINES (More than 12% passes No, 200 sieve) tines pia Below 'A' line S hddyd sone en plmaty chin Limas obi above 'A' w I tale:hod lay on *Roy den SiLTS OF LOW PLASTICITY (Liquid Limit less than 50) SILTS OF HIGH PLASTICITY (Liquid Limit 50 or more) CLAYS OF LOW PLASTICITY (Liquid Limit less than 50) SM Silty sands. sand -sift mixtures SC Clayey sands, sand -clay mixtures CLAYS OF HIGH PLASTICITY (Liquid Limit 50 or more) ML MH CL CH v 0ORGANIC SILTS AND CLAYS OF LOW z ¢ r_ PLASTICITY (Liquid Limit less than 50) cr J v ORGANIC SiLTS AND CLAYS OF HIGH O PLASTICITY (Liquid Limit 50 or more) ORGANIC SOILS 60 x50 w 0 40 U30 m 20 5 a 10 PRIMARILY ORGANIC MATTER (dark in color and organic odor) OL OH Inorganic silts, clayey silts of low to medium plasticity Inorganic silts, micaceous or diatomaceous silty soils, elastic slits Inorganic days of low to medium plasticity, gravelly, sandy, and silty clays Inorganic clays of high plasticity, fat days, sandy clays of high plasticity Organic sifts and clays of low to medium plasticity, sandy organic silts and clays Organic slits and clays of high plasticity, sandy organic silts and clays PT i Peat NOTE Coanlogratye Boas w00 between 5%.,d 12% passaq Me No. 200 um and tin►y(ai ad foie wait roes Pkiosp in try named tone on ,he plsa'ciy than haw 4uat 04401404:811414%. PLASTICITY CHART DEFINITION OF SOIL FRACTIONS MH or OH 0 0 ML or OL 10 20 30 40 SO 60 LIOUID LIMiT i 70 80 90 100 SOIL COMPONENT PARTICLE SIZE RANGE Boulders Above 12 In. Cobbles 12 in. to 3 in. Gravel 3 In. to No. 4 sieve Coarse gravel 3 iri.•to 3/4 in. Fine gravel 3/4 In. to No. 4 sieve Sand No. 4 to No. 200 sieve Coarse sand No. 4 to No. 10 sieve Medium sand No. 10 to No. 40 sieve Fine sand No. 40 to No. 200 sieve Fines (silt and day) c Less than No. 200 sieve Grain Size Analysis Results Table la. Grain size analysis at 12" Diameter (mm) Mass (g) __r_.. % Mass % Passing 4.75 0 0 100 2.000 7 5.7 94.3 0.841 4 3.3 91.1 0.425 7 5.7 85.4 0.250 18 14.63 70.7 0.180 13 10.57 60.2 0.150 6 4.88 55.3 0.050 60 48.78 6.5 0.010 8 6.50 0.0 Total: 123 Percent Finer By Weight Foot 1 0 1.00 0.10 Grain Size (mm) Figure la. Grain size distribution of sample at 12" depth. Table 2a. Grain size analysis at 24" Diameter (mm) Mass (g) % Mass % Passing 4.75 0 0 100 2.000 1 0.7 99.3 0.841 1 0.7 98.6 0.425 19 12.9 85.7 0.250 24 16.33 69.4 0.180 20 13.61 55.8 0.150 12 8.16 47.6 0.050 62 42.18 5.4 0.010 8 5.44 0.0 Total: 147 Percent Finer By Weight 100 90 80 70 60 50 40 30 20 Foot 2 1.00 Grain Size (mm) Figure 2a. Grain size distribution of sample at 24" depth. 0.10 0.01 Table 3a. Grain size analysis of at 36" Diameter (mm) Mass (g) --r'.. % Mass % Passing 4.75 0 0 100 2.000 1 0.9 99.1 0.841 2 1.8 97.3 0.425 3 2.7 94.7 0.250 3 2.65 92.0 0.180 4 3.54 88.5 0.150 5 4.42 84.1 0.050 84 74.34 9.7 0.010 11 9.73 0.0 Total: 113 Percent Finer By Weight 100 90 80 70 60 50 40 30 20 10 0 Foot 3 1.00 Grain Size (mm) Figure 3a. Grain size distribution of sample at 36" depth. 0.10 0.01 Table 4a. Grain size analysis of at 48" Diameter (mm) Mass (g) % Mass . % Passing 4.75 0 0 100 2.000 0 0.0 100.0 0.841 1 0.8 99.2 0.425 5 3.8 95.4 0.250 19 14.50 80.9 0.180 16 12.21 68.7 0.150 11 8.40 60.3 0.050 69 52.67 7.6 0.010 10 7.63 0.0 Total: 131 Percent Finer By Weight 100 90 80 70 60 50 4. 40 `- Foot 4 30 20 10 i 1.00 0.10 Grain Size (mm) Figure 4a. Grain size distribution of sample at 48" depth. 0.01 Table 5a. Grain size analysis of at 60" Diameter (mm) Mass (g) _.„... % Mass % Passing 4.75 0 0 100 2.000 0 0.0 100.0 0.841 1 0.7 99.3 0.425 3 2.2 97.1 0.250 15 11.03 86.0 0.180 21 15.44 70.6 0.150 9 6.62 64.0 0.050 77 56.62 7.4 0.010 10 7.35 0.0 Total: 136 Percent Finer By Weight Foot 5 60 50 40 1 30 20 10 - 1.00 0.10 Grain Size (mm) Figure 5a. Grain size distribution of sample at 60" depth. Table 6. Permeability testing results Infiltrated Infiltration Time (min) (in) Rate (in/hr) 0.0 0.00 N/A Infiltrated Infiltration Time (min) (in) Rate (in/hr) 1.0 0.65 39.00 1.5 1.10 54.00 15.0 5.70 18.00 16.0 5.90 12.00 17.0 2.5 3.0 1.40 18.00 1.65 30.00 3.5 1.95 36.00 4.0 2.30 42.00 6.10 12.00 18.0 6.30 12.00 19.0 6.65 21.00 20.0 6.95 18.00 21.0 4.5 2.50 24.00 22.0 5.0 2.60 12.00 23.0 6.0 3.00 24.00 24.0 6.5 3.20 24.00 25.0 7.0 3.45 30.00 30.0 7.5 3.60 18.00 8.0 3.75 18.00 9.0 4.05 18.00 10.0 4.25 12.00 11.0 4.60 21.00 12.0 5.00 24.00 13.0 5.20 12.00 7.15 12.00 7.30 9.00 7.70 24.00 7.90 12.00 8.30 24.00 9.10 9.60 35.0 10.30 14.40 40.0 10.95 7.80 45.0 12.00 12.60 50.0 12.50 6.00 55.0 13.30 9.60 60.0 13.85 6.60 75.0 14.0 5.40 12.00 ' 90.0 ::: I 15 ♦ ♦ MN •-•-___ • 10 } • 4 5• • 0 15.30 5.80 16.60 5.20 0 10 20 30 40 50 60 70 80 90 100 Time (min) Figure 6a. Graph of permeability testing results as infiltration rate over time, showing all data collected. The King County Surface Water Design Manual (Appendix 6A Section 1A) calculates infiltration rate for sandy soils from the last measured water level drop in a falling head percolation testing procedure. From this information, our calculated infiltration rate is 5.2 in/hr. 45.0 • '-----'----- 4".__. _— sso `-+---' ------- '.F.»uo .6 25.0 auo' + ------- __----_--__-------~ 4t, * 15.0 10.0 5.0 —---- __ --- —'v� � ------ •°-'_--. oo 10 20 30 40 50 60 70 80 90 100 Time (min � | Figure 6b. Graph of permeability testing results as infiltration rate over time at ten minute intervals, as susoiCountyls Manual Appendix 6A Section 1A. [ Ll TECHNICAL SERVICE Geotechnical Report 11604 40th Ave. S., Tukwila Report Date: 2/8/2016 REVIEWED FOR CODEDE APPROVED ,AUL 2'7 2011 City of Tukwila BUILDING DIVISION CITY OF TUKWILA MAR 141017 PERMIT CENTER bri oOs3 Dear Client, As requested, we have conducted a geotechnical soil investigation regarding the soil bearing values for the proposed residence and garage. If you have any questions please contact us. Regards, Cash M. Carr PE. • 2 r Geotechnical Engineering Study Regarding: Bearing Capacity Test 11604 40th Ave S. Tukwila, WA 98168 Site Geology The site lays in the floodplain of the Duwamish River, approximately 400ft west of the riverbank. The topmost layer of sediment (minimum depth 5.5ft) comprises Quaternary aged alluvial deposits of fine-grained silt that is dark brown in color, extremely well sorted, and of low to moderate organic content. Extrapolating from nearby geotechnical borings it is likely that this top layer is underlain by several feet of silty, gravelly, sands above units of sand with angular rock fragments, cobbles, and laminated silts and clays. The Duwamish River Valley is expected to have moderate to high liquefaction susceptibility and is classified as seismic site class D to E. Field Tests We conducted a soil boring to a depth of 5.5'. Soils encountered were consistently dark brown fine-grained silt consistent with Quaternary aged alluvial deposits. Soil was highly cohesive and non -granular. No observable change in appearance, cohesion, or DCP density was detected throughout the 5.5' test depth. 3 Calculations The results and recommendations from our bearing capacity test are shown below. Recommended Foundation Width (ft) Recommended Foundation Depth (ft) Assumed Soil Weight (lbs/ft^3) (lbs/ft) (ft) lbs/ft^2 Quit 6,590 B 2 FS = 3 B 2.00 D 1.5 r 110 lbs/ft^2 CI Nc(e) + : q 250 9 2,250 Qalawable = 2197 lbs/ft Qalawable = 1098 lbs/ft^2 Min. Foundation Depth 24 in Min. Foundation Width 18 in Recommendations 165 5 825 Given the low predicted bearing values for this footing width of >24" and a depth of >18". Maximum foundation are 1100 psf for footings and 1000 psf for slabs be reinforced or thickened to 6" if vehicle loads bearing values for this soil. lbs/ft^2 + 1/2 r B Nre 0.5 110 2 2 220 site, we recommend a bearing values for this slabs. We recommend that are expected due to the low 4 Engineering & Planning I 14900 Interurban Ave. S, Suite 279 Seattle, WA 98168-4635 Ph: 206.674.4659 www.patrickharron.com Moutafova Resident Stormwater Evaluation Site Location: 11604 40th Avenue South Tukwila, WA 98168 Parcel #: 3¢0,0-D 44 Prepared for: Steve & Antoaneta Moutafova 11604 40th Avenue South Tukwila, WA 98168 Schwin Chaosilapakul, P.E. PATRICK HARRON & ASSOCIATES, LLC 14900 Interurban Avenue South, Suite 279 Seattle, WA 98168 PHA Project #: 16126 Date: March 3, 2017 REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 7 2017 City of Tukwila BUILDING DIVISION . . MAR 15 2017 TUKWILA PUBLIC WORKS RECEIVED CITY OF TUKWILA MAR 14 2011 PERMIT CENTER broos 3 P:\2016\16126 Moutafova Residence \Text\Storm Reports\Moutafova -Storm Evaluation.docx Page 1 of 5 Project Description Please refer to Attachment A to aid in the following description. This stormwater evaluation is provided in support of the permits required for the construction of the Moutafova Residence. The project proposes to construct a single family residence and associated improvements on Lot 2 of the Renee - 2 Lot Short Plat as permitted through the City of Tukwila under Project File Number L06-026. Since then, the lots have been sold to two separate owners and the owner of Lot 1 is now not honoring the existing private drainage easement for Lot 2 within the southern 11 feet of their property. This was essential to the storm design proposed for Lot 2 since a tight -line connection was proposed to an existing catch basin within the drainage easement (see initial storm plan by Litchfield Engineering dated September 6, 2006 approved as part of the Short Plat included in Attachment B). Unfortunately this system was not constructed as part of the Short Plat approval. Mr. Moutafova, the owner of Lot 2, has elected to revise the storm plan so that the use of the drainage easement through Lot 1 will not be required. With that said, the storm design that is proposed as part of the Building Permit reflects the above circumstances. The following tabulates the project site data both Lot 2: Site Area: 9,430 sf (0.216 acres) Impervious Area: 4,151 sf (0.095 acres - 44%) Zoning: Low Density Residential (LDR) This analysis was completed per 2009 King County Surface Water Design Manual (KCSWDM) in accordance with City of Tukwila standards. Existing Conditions The existing lot is vacant and undeveloped with vegetative cover. The topography is generally flat with a low area within the middle of the site. Based on the survey, this appears to be roughly a foot or so of grade difference through the site. P:\2016\16126 Moutafova Residence \Text\Storm Reports\Moutafova -Storm Evaluation.docx Page 2 of 5 Proposed Storm System On-site infiltration is the most feasible option since the site is located within a local low and there is limited site area for dispersion. An Infiltration Trench is proposed to retain stormwater from site impervious areas. The Trench was sized assuming a design infiltration rate of 1.248 in/hr based on recommendations in the Geotech Report (see Attachment C). Note that there were no groundwater found within the 5 foot deep exploration pit. The Infiltration Trench shall have minimum dimensions as follows: • For an infiltration rate of 1.248 in/hr: 22'Lx20'Wx2'D as shown on the Storm Plan (or equivalent footprint of 440 sf). Hydrologic analysis using continuous modeling with the Western Washington Hydrologic Modeling Version 3 (WWl-IM3) program was used to size the Infiltration Trench. WWHM3 output is provided within the following sections. P:\2016\16126 Moutafova Residence \Text\Storm Reports\Moutafova -Storm Evaluation.docx Page 3 of 5 e'Ic„y 1,.,,,11.-c):1 I FIKlnq _.__, ‘"Site ' 112th '. Information MoutafovaResident' Site 113th + Address 11604 40TH AVE S 4 City Tukwila, WA 98168 116th 11 Gage Sestet ,LII 13 7 .i 4 Precip Factor 1.000 \,. ' ❑ Use DOT data 1 122nd`* Map Controls ri q ! i; ♦ �' j Hide Street Names .3 P:\2016\16126 Moutafova Residence \Text\Storm Reports\Moutafova -Storm Evaluation.docx Page 3 of 5 Basin 1 Mitigated Subbasin Name Flows To : Basin 1 Surface Gravel Trench Bed 1 Area in Basin Available Pervious UA/B, Forest, Flat 0 PerviousTotal Basin Total riTlesignate as Bypass for POC: Interflow Gravel Trench Bed 1 AA res Groundwater fl Show Only Selected Available Impervious 'L ROADS/FLAT ROADS/MOD 12ROADS/STEEP EROOF TOPS/FLAT UDRIVEWAYS/FLAT U DRIVEWAYS/MOD U DRIVEWAYS/STEEP 0 SIDEWALKS/FLAT USIDEWALKS/MOD Li SIDEWALKS/STEEP UPARKING/FLAT Li PARKING/MOD ;i PARKING/STEEP • rU' POND 0.095 P:\2016\16126 Moutafova Residence\Text\Storm Reports \Moutafova -Storm Evaluation.docx Impervious Total Acres .019 0 0 .074 0 .002 0 0 0.095 Acres Page 4 of 5 LIAM, Forest, Mod 0 LIMB, Forest, Steep 0 rAaB, Pasture, Flat 0 UA/B, Pasture, Mod 0' UA/B, Pasture, Steep 0 tiA/B, Lawn, Flat 0 OA/B, Lawn, Mod 0 UA/B, Lawn, Steep 0 C. Forest, Flat 0 C,Forest, Mod 0 C, Forest, Steep 0 UC, Pasture, Flat 0 LIC, Pasture, Mod 0 C,Pasture,Steep 0 C. Lawn, Flat 0 UC, Lawn, Mod 0 C, Lawn, Steep 0 PerviousTotal Basin Total riTlesignate as Bypass for POC: Interflow Gravel Trench Bed 1 AA res Groundwater fl Show Only Selected Available Impervious 'L ROADS/FLAT ROADS/MOD 12ROADS/STEEP EROOF TOPS/FLAT UDRIVEWAYS/FLAT U DRIVEWAYS/MOD U DRIVEWAYS/STEEP 0 SIDEWALKS/FLAT USIDEWALKS/MOD Li SIDEWALKS/STEEP UPARKING/FLAT Li PARKING/MOD ;i PARKING/STEEP • rU' POND 0.095 P:\2016\16126 Moutafova Residence\Text\Storm Reports \Moutafova -Storm Evaluation.docx Impervious Total Acres .019 0 0 .074 0 .002 0 0 0.095 Acres Page 4 of 5 CS'. Gravel Trench Bed 1 Mitigated Facility Name Downstream Connection Facility Type I Precipitation Applied to Facility 7 1IEvapDrat ion Applied to Facility Facility Bottom Elevation (ft) Facility Dimensions Trench Length Trench Bottom Width Effective Total Depth Bottom slope of Trench Left Side Slope Right Side S lope Material Layers for Layer 1 Thickness (ft) Layer 1 porosity Layer 2 Thickness (ft) Layer 2 porosity Layer 3 Thickness (ft) Layer 3 porosity Gravel Trench Bed 1 Outlet 1 0 Outlet 2 0 Gravel Trench/Bed Quick Trench I 0 22 20 00001 0.0001 0.0001 0.4 0 0 0 Infiltration YES Measured Infiltration Rate (in/hr) Infiltration Reduction Factor Use Wetted Surface Area (sidewalls) Total Volume I nfiltrated[acre-f t) Total Volume Through Riser(acre-ft) 1.248 YES -H 12.316 0 Outlet Structure Riser Height (ft) Riser Diameter(in) 10 Flat ^� Riser Type Notch Type Outlet 3 0 Orifice Diameter Height QMax Number (In) (Ft) (cfs) 1 r01 --:-.111-2--H 0.00657 2 10 H1 --H 0 3 t0 JrI'H 0 Trench Volume at Riser Head (acre -ft) .008 Pond Increment Fa - Show 'fir Pond TableOpen Table ^� Total Volume Through Facility(acre-ft) 12.316 Percent Infiltrated 100 Footprint Required at 2' facility depth assuming 1.248 in/hr infiltration rate = 4,40 sf P:\2016\16126 Moutafova Residence\Text\Storm Reports\Moutafova -Storm Evaluation.docx Page 5 of 5 Attachment A Storm Plan P:\2016\16126 Moutafova Residence\Text\Storm Reports\Moutafova -Storm Evaluation.docx C'FERv1OJ5 &WALE (1E06M5) . • PROPOSED PPH2VIQIS 5 ACE8. EEE SITE Plat NI9 SITE IS N LDR ZONE 4 bDI CLAMPED AA A SENSITIVE AREA T113Ef (REA6Z6VD MEW= SURFACE) LIIRATION TO S0% FOR EACH SWGLE-FAMILY DEVELOPMENT IS ICT APPLICABLE TOTAL COVERAGE IS PROVIDED EF7A11 DRIP LINE OF ROOF SZ% EO. FT. 698 ASPHALT DFIVEWAT ASPAALT DRIVEWAY 9 CONCRETE PATIO COCRETE IWLKILA' EXIT CCN, PADS 235 160 96 n AA96 4104% • PROPOSED HOUSE. FIRST FLOOR EECQJD R.00R 1 ROOF PLANS FOOTING ORAN ROOF DRAIN (3) EX WATER METERS/SETTERS CONTRACTOR/OMER TO COORDINATE WITH WATER DISTRICT TO DETERMINE WHICH METER/SETTER WILL SERVE LOT 2 A FT PRIVATE RYG58886, I1dRE6 MANAGE EGRESS EAM•ERT FOR BENEFIT OF LOT 2 'RECEIVED CITY OF TUKWILA JUL 17 2017 PERMIT CENTER 3 a I SD1 JS MOUTAFOVA RESIDENCE SEC 10, TWN 23N, RGE 4E, W.M., CITY OF TUKWILA, WA 0 10 20 HORIZONTAL SCALE \ PROJECT TEAM EX. CATCH BASIN LOT I YARD DRAIN RIM 77.51 4" IE 14.2 (IN -E) 6" IE 74.0 (OUT-S,W/DTE) O o 5.0' 18 LF OF 4" PERF. SD ® OX (FLAT) INFILTRATION TRENCH (22'Lx20'Wx2'D) OFG 17.5 (LP) B TRENCH TOP 75.5 6' IE 14.0 BOTTOM 13.5 (SEE DETAIL) EX. PRIVATE INGRESS, EGRESS, UTILITIES, & DRAINAGE EASEMENT FOR THE BENEFIT OF LOT 2 r__ J2 LF OF 4' SD 0 3.2X YARD DRAIN RIM 17.21 3 4" IE 15.2 (W/DTE) R/M .21 4" IE iB15.5 „ 1 FOOTING DRAIN1 1 EL 16.0----',1 1 (TTP) 1 1 ' 17.8± I J\ 1' SDCO RIM 17.53 e 6" IE 14.0 17� LOT 2 100 LF 5X MINOF 4" .SO ® 0. 147 LF OF 4' SD 0 0.5% MIN. 78 LF SLOTTED TRENCH DRAIN TOP/FG 17.5 4" IE 76.9 (N) 4" IE 17.1 (5) S 7 16TH ST OWNER (CONTACT): STEVE & ANTOANETA MOUTAFOVA 15140 65TH AVE S, APT 213 TUKWILA, WA 98188 PH: 206.854.7696 EMAIL: moutafov7©hotmail.com CIVIL ENGINEER: SCHWIN CHAOSILAPAKUL, PE PATRICK HARRON & ASSOCIATES, LLC 14900 INTERURBAN AVE S, #279 SEATTLE, WA 98168 PH: 206.674.4659 EMAIL: schwin@patrickharron.com ARCHITECT: DAVID T. SPANGLER DAVID T. SPANGLER COMPANY, LLC 319 PIKE ST NE AUBURN, WA 98002 PH: 253.333.7045 EMAIL: dtspanglerco@gmail.com GEOTECH: CASH M. CARR CASH M. CARR TECHNICAL SERVICES 9873 244TH PL NE REDMOND, WA98053 PH: 360.301.5671 EMAIL: cmc.technical.services@gmail.com PROJECT INFORMATION DEVELOPMENT DATA: PROPERTY AREA ADDRESS PARCEL NUMBER IMPERVIOUS AREA ROOF DRIVEWAY WALKWAY ABBREVIATIONS: EX ARCH CB SOCO IE SLL DTE UTE 0.W. FG EG LP FF IN HR EXISTING ARCHITECTURAL CATCH BASIN STORM DRAIN CLEANOUT PIPE INVERT SOLID LOCKING LID DOWN -TURNED ELBOW UP -TURNED ELBOW OBSERVATION WELL FINISH GRADE EXISTING GRADE LOW POINT FINISH FLOOR INCHES HOUR 9,430 SF (0.22 ACRES) 11604 40TH AVE S TUKWILA WA, 98168 734060-0144 4,151 SF (44%) 3,219 SF 845 SF 87 SF SITE Sc GRADING CALLOUTS: 1. FINISH FLOOR ELEVATIONS PER ARCHITECT. 2. SLOPE DRIVEWAY TO DRAIN. J. MINIMUM FINISH GRADE AROUND BUILDING IS 17.5. (TY 4. EXISTING CONTOURS. ). oSTORM CALLOUTS: 1. CONNECT SLOTTED TRENCH DRAIN TO ROOF DRAIN. 2. CONNECT FOOTING DRAIN TO YARD DRAIN. J. PROVIDE FINE SCREEN MESH OVER DOWN -TURNED ELBOW. SYSTEM TO BE INSPECTED AND CLEANED AT A MINIMUM ONCE EVERY SIX MONTHS. IT IS RECOMMENDED THAT ADDITIONAL STORM STRUCTURES (YARD DRAINS OR CATCH BASINS) BE INSTALLED UPSTREAM OF THAT ALREADY SHOWN TO UNIT MAINTENANCE. PROPOSED STS/tMS SHOWN ARE THE MINIMUM REQUIRED. 4. THE INFILTRATION TRENCH WAS SIZED ASSUMING A DESIGN INFILTRATION RATE OF 1.248 IN/HR ACCORDING TO GEOTECHNICAL RECOMMENDATIONS PROVIDED BY CASH M. CARR TECHNICAL SERVICES DATED 2/4/17. 5. IN THE CASE THE THE INFILTRATION SYSTEM FAILS, INSTALL CATCH BASIN WITH PUMP AND FORCEMA/N TO CONNECT TO EXISTING CATCH BASIN AT THE END OF THE S 116TH ST WITHIN PRIVATE DRAINAGE EASEMENT (APPROX. 115 FEET WEST OF THE PROPERTY). PUMP "ON" ELEVATION TO BE SET AT TOP OF INFILTRATION TRENCH ELEVATION OF 15.5. DO NOT COMPACT AREA PROPOSED FOR INFILTRATION. AREA PROPOSED FOR THE INFILTRATION TRENCH SHALL BE PROTECTED FROM SEDIMENT (ADEN WATER DURING CONSTRUCTION.. REFERENCE: A. ARCHITECTURAL DRAWINGS BY DAVID T. SPANGLER COMPANY, U.S. B. TOPOGRAPHIC SURVEY BY MAIN -LINE SURVEYING. C. GEOTECHNICAL REPORT BY CASH M. CARR TECHNICAL SERVICES. D. ALL WORKMANSHIP SHALL BE IN ACCORDANCE WITH CITY OF TUKWILA STANDARDS. -f' ROOF DRAIN SSCO (TOP) RIM 17.51 • 4' IE 16.0 RIM 17.51' 4" TE 16.0 SeE Sal Foie IzEV UE LOcAT/DIV ft 5�ca2A� N CLEANOUT/ OBSERVATION WELL WRAP NON -WOVEN -tal,'-, FILTER FABRIC ALL SIDES TOP AND BOTTOM , TRENCH TOP • arms 1; 'ly,, (PER PLAN) •Z-,•‘7!c'V-gkg y, 3y7-Y�+„�WASHED ROC"K As�fexr.i 3/4"-1 1/2 ® 40X•VOIDS MIN. �<�fear• f�-of-yf f Y:��'c�.r��:a�y."-�cC�,•-�.�- TRENCH BOTTOM (PER PLAN) 6' PERF. PIPE CENTERED AT WIDTH OF TRENCH INFILTRATION TRENCH TYPICAL DETAIL SCALE: NTS THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE LOCASON AND PROTECTION OF ALL EXISTING UTILITIES. THE CONTRACTOR SHALL VERIFY ALL UTILITY LOCATIONS PRIOR TO CONSTRUCTION BY CALLING THE UNDERGROUND LOCATE LINE AT 7-800-424-5555 A MINIMUM OF 48 HOURS PRIOR TO ANY EXCAVATION. CALL 5 IHO1TS31i 8U O$ER TOUT MC9 81P z 0 F D. tt U W 'C D! 3/6/17 BUILDING PERMIT STORM PLAN 16126 BS..B.SC OW1.1. BY SC KKBBGH BY BY APPROVED FOR CONSTRUCTION DATE CITY ENGINEER DATE UTILITIES SUPERINTENDENT APPROVAL EXPIRES: w Z w 0 rn wo Q ii Ow D_ l L Q. I- O 2 OATM 3/6/17 1".10' C1.0°---"°. 1B^1 Moutafova Residence WWHM3 Output Western Washington Hydrology Model PROJECT REPORT Project Name: Site Address: City Report Date : Gage Data Start . Data End Precip Scale: WWHM3 Version: Trench 11604 40TH AVE S Tukwila, WA 98168 3/3/2017 Seatac 1948/10/01 1998/09/30 1.00 PREDEVELOPED LAND USE Name Basin 1 Bypass: No GroundWater: No Pervious Land Use Acres Impervious Land Use Acres ROADS FLAT 0.019 ROOF TOPS FLAT 0.074 SIDEWALKS FLAT 0.002 Element Flows To: Surface Interflow Gravel Trench Bed 1, Gravel Trench Bed 1, .Groundwater Name Gravel Trench Bed 1 Bottom Length: 22ft. Bottom Width : 20ft. Trench bottom slope 1: 0.0001 To 1 Trench Left side slope 0: 0.0001 To 1 Trench right side slope 2: 0.0001 To 1 Material thickness of first layer : 2 Pour Space of material for first layer : 0.4 Material thickness of second layer : 0 Pour Space of material for second layer : 0 Material thickness of third layer : 0 Pour Space of material for third layer : 0 Infiltration On Infiltration rate : 1.248 Infiltration saftey factor : 1 Wetted surface area On Discharge Structure Riser Height: 2 ft. Riser Diameter: 10 in. P:\2016\16126 Moutafova Residence \Text\Storm Reports\Attachments\WWHM3 Output.docx Moutafova Residence WWHM3 Output Orifice 1 Diameter: 0.5 in. Elevation: 2 ft. Element Flows To: Outlet 1 .Outlet 2 Gravel Trench Bed Hydraulic Table Stage(ft) Area(acr) Volume(acr-ft) Dschrg(cfs) In£ilt(cfs) 0.000 0.010 0.000 0.000 0.000 0.033 0.010 0.000 0.000 0.013 0.067 0.010 0.000 0.000 0.013 0.100 0.010 0.000 0.000 0.013 0.133 0.010 0.001 0.000 0.013 0.167 0.010 0.001 0.000 0.013 0.200 0.010 0.001 0.000 0.013 0.233 0.010 0.001 0.000 0.013 0.267 0.010 0.001 0.000 0.013 0.300 0.010 0.001 0.000 0.013 0.333 0.010 0.001 0.000 0.014 0.367 0.010 0.001 0.000 0.014 0.400 0.010 0.002 0.000 0.014 0.433 0.010 0.002 0.000 0.014 0.467 0.010 0.002 0.000 0.014 0.500 0.010 0.002 0.000 0.014 0.533 0.010 0.002 0.000 0.014 0.567 0.010 0.002 0.000 0.014 0.600 0.010 0.002 0.000 0.014 0.633 0.010 0.003 0.000 0.014 0.667 0.010 0.003 0.000 0.014 0.700 0.010 0.003 0.000 0.014 0.733 0.010 0.003 0.000 0.014 0.767 0.010 0.003 0.000 0.015 0.800 0.010 0.003 0.000 0.015 0.833 0.010 0.003 0.000 0.015 0.867 0.010 0.004 0.000 0.015 0.900 0.010 0.004 0.000 0.015 0.933 0.010 0.004 0.000 0.015 0.967 0.010 0.004 0.000 0.015 1.000 0.010 0.004 0.000 0.015 1.033 0.010 0.004 0.000 0.015 1.067 0.010 0.004 0.000 0.015 1.100 0.010 0.004 0.000 0.015 1.133 0.010 0.005 0.000 0.015 1.167 0.010 0.005 0.000 0.016 1.200 0.010 0.005 0.000 0.016 1.233 0.010 0.005 0.000 10.016 1.267 0.010 0.005 0.000 ,0.016 1.300 0.010 0.005 0.000 0.016 1.333 0.010 0.005 0.000 0.016 1.367 0.010 0.006 0.000 0.016 1.400 0.010 0.006 0.000 0.016 1.433 0.010 0.006 0.000 0.016 1.467 0.010 0.006 0.000 0.016 1.500 0.010 0.006 0.000 10.016 1.533 0.010 0.006 0.000 0.016 P:\2016\16126 Moutafova Residence\Text\Storm Reports\Attachments\WWHM3 Output.docx 1.567 0.010 0.006 1.600 0.010 0.006 1.633 0.010 0.007. 1.667 0.010 0.007 1.700 0.010 0.007 1.733 0.010 0.007 1.767 0.010 0.007 1.800 0.010 0.007 1.833 0.010 0.007 1.867 0.010 0.008 1.900 0.010 0.008 1.933 0.010 0.008 1.967 0.010 0.008 2.000 0.010 0.008 2.033 0.010 0.009 2.067 0.010 0.009 2.100 0.010 0.009 2.133 0.010 0.010 2.167 0.010 0.010 2.200 0.010 0.010 2.233 0.010 0.011 2.267 0.010 0.011 2.300 0.010 0.011 2.333 0.010 0.012 2.367 0.010 0.012 2.400 0.010 0.012 2.433 0.010 0.013 2.467 0.010 0.013 2.500 0.010 0.013 2.533 0.010 0.014 2.567 0.010 0.014 2.600 0.010 0.014 2.633 0.010 0.015 2.667 0.010 0.015 2.700 0.010 0.015 2.733 0.010 0.016 2.767 0.010 0.016 2.800 0.010 0.016 2.833 0.010 0.017 2.867 0.010 0.017 2.900 0.010 0.017 2.933 0.010 0.018 2.967 0.010 0.018 3.000 0.010 0.018 Moutafova Residence WWHM3 Output 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.051 0.141 0.259 0.398 0.555 0.729 0.918 1.121 1.337 1.566 1.806 2.057 2.319 2.592 2.874 3.166 3.467 3.777 4.096 4.423 4.759 5.102 5.454 5.813 6.180 6.554 6.936 7.324 7.720 8.122 0.017 0.017 0.017 0.017 0.017 0.017 0.017 0.017 0.017 0.017 0.017 0.017 0.017 0.018 0.018 0.018 0.018 0.018 0.018 0.018 0.018 0.018 0.018 0.018 0.018 0.019 0.019 0.019 0.019 0.019 0.019 0.019 0.019 0.019 0.019 0.019 0.019 0.020 0.020 0.020 0.020 0.020 0.020 0.020 MITIGATED LAND USE ANALYSIS RESULTS Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 P:\2016\16126 Moutafova Residence\Text\Storm Reports\Attachments\WWHM3 Output.docx 25 year 50 year 100 year 0 0 Moutafova Residence WWHM3 Output Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 Yearly Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated Ranked Yearly Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated POC #1 The Facility PASSED The Facility PASSED. Flow(CFS) Predev Dev Percentage Pass/Fail 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass P:\2016\16126 Moutafova Residence\Text\Storm Reports \ Attachments \WWHM3 Output.docx Moutafova Residence WWHM3 Output 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass P:\2016\16126 Moutafova Residence\Text\Storm Reports \Attachments\WWHM3 Output.docx Moutafova Residence WWHM3 Output 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass 0.0000 0 0 0 Pass Water Quality BMP Flow and Volume for POC 1. On-line facility volume: 0 acre-feet On-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. P:\2016\16126 Moutafova Residence\Text\Storm Reports \ Attachments \WWHM3 Output.docx Attachment B Short Plat Storm Plan P:\2016\16126 Moutafova Residence\Text\Storm Reports\Moutafova - Storm Evaluation.docx V11104114.1611 NOTE TO AGENCY REVIEWER: - SS - ss GIVEN THE SINPUCITY OF TIE PROPOSED SHORT PLAT (EXISTING ACCESS TO BE USED, EX. SIDE SEVER STUB, EXISTING WATER METER, ETC., IT IS ANTICIPATED THAT RECCOTDDNG OF THE SHORT PLAT HYLAR CAN OCCUR PRIOR TO THE STERN DRAINAGE CONNECTION BEIM MAID=. A NOTE SHOULD BE ADDED TO THE FINAL SHORT PLAT HYLAR THAT READS 'LOT UTILITY CONNECTIONS TO BE PER APPROVED CIVIL PLAN ON FILE WITH TIE CITY AND 8E COMPLETED AT TIE TIM DF RESIDENTIAL BUILDING CONSTRUCTION ON LOT 2.'. EX. SSYM 8111 . 17.07 1.E. . 4.42 PIPE X'RVG SD I.E. • 14.453 SSTOPa4.90* =WI SEC. 101 TWl1L 23N, AGE. 4E, WM. t4 1 CONNECT DOWNSPOUTS TO 10' G PERFORATED TIGHTLNE \ CONN£ TION PER DETAIL • 0 0 EX. CB RIA - 17.39 12 . 14.39 CB -TYPE 1 RDI r 17.40 * (MATCH) LE.. 14.70 CB - TYPE 1 R Y - 17.1 * (MATCH) LE . 14.58 le 5 s' PvC CONNECT TO EX. CB. PROJECT DRAINAGE ASSESSMENT NOTES: 1. THE PROJECT CONSISTS OF SHORT PLATTING THE EXISTING 18,860 SF LOT INTO 2 NEV SFR BUILDING LATS. 2, THE PROJECT NETTS THE CRITERIA FOR '314ALL SITE DRAINAGE REDUIRNENTS' BASED ON THE KCSVDN 1998 23111014. 3. NEV IMPERVIOUS AREA AS A RESULT OT THE SHORT PLAT WILL BE AStITFIATED VITH HONE AND P42X11i'i AREA FM LDT 2 ONLY. LOT 1 TO REMAIN 1N EXISTING CONDITIi4i. 4. THE HOUSE PRODUCT TO BE CONSTRUCTED WILL PROVIDE A BUNDLING FOOTPRINT NOT TO EXCEED 3,030 SF. S. A STANDARD AND CDNVENTIEBNAL 10' VIDE DRIVEVATS VILL PROVIDE ACCESS TO LOT 2 AND A X 20' PARKING AREA. 6. GIVEN THE LOOTED SCOPE OF THE PROJECT AND THE LOT SIZE PERFORATED TIGHTLINE CONNECTIONS 422 PROPOSED TO PROVIDE A LEVEL OF PEAK RUNOFF CONTROL FOR T1E DEVELOPED ROOF DRAINAGE. GENERAL NOTES: t. LOCATIONS SNONN4 FOR ENING UTILITIES ARE APPROXIMATE 2. AT LEAST 44 HOURS DRONE STARTING PROJECT ITE WORK NOTIFY TH2 MINES NSPECTOR AT 206.4350179 3. RE0JFST A PUBLIC WORM UTILITY INSPECTION AT LEAST 24 HOURS M ADVANCE 8Y CALLING 2064330179 4. THE CONTRACTOR ASSUMES SIE RE0ONSISSIN FCR WOOER SAFETY, AND TJA4A4412 TO STRUCTURES AID DAPROVEMENT8 RESIATDNO FROM CONSTRUCTION OPERATIONS. 5. THE CONTRACTOR SHALL HAVE THE PERANT(S) AND CONORIONS.1n£ APPROVED BANS, ANDA OJRRENT COPY OF CITY OF TUKV0I.4 DEVELOPMENT GIAOELPIES AND DESIGN AND CCNSTRLC'T1044 STANDARDS AVAILABLE AT THE JOB SITE. 9. ALL NORM SMALL CONFORM TO THESE APPROVE) ORAWIN05, ANY 0HANO£S FROM THE APPROVED PLANUS EEOU4 PRE -APPROVAL FROM THE OWNER THE ENGINEER, AND 11E CITY OF TUKW2A 7. AU. METHODS AND MATERIALS SHALL MEET CITY OF IIKVALADEVELCPMENT GUID£IDIES AND DE9ON AND CONSTRUCTION BTAM3AR09, UNLESS OTHERWL2E APPROJFD BY TICE PALK WORM DIRECTOR. L. CONTRACTOR SHAT. mama A CURRENT SET Cr RECORD O RAWD)GS N.NSTE I. CONTRACTOR 51A1 PROVIDE RECORD DRAINPRIS PRIOR TO PROJECT FINAL APP. NAL 10. PROVIDETRAFFC CONTROL AND STREET MAINTENANCE PLAN FOR PIDILIC WORKS APPROVAL BEFORE IMPLEMENTATION. 11. ALL SuRVEYIN0 FOR PINTUC AAMITIES 01481.1.880012 UNDER TIC DIRECTION OF A wAsmourresi LICENSED LAND SURVEy0i. VERTICIL DATUM SHALL OE MAW 186. NORQDNTAt DATUM SHALL BE W45/00104 STATE (0810) OOOROWATES, NORTH 3312, WINO MAD MI SURVEY CONTROL ARO TIED TO ANY TWO CRY OF TUKWILA HORIZONTAL CONTROL MONWENIS. POR.PROJ027810 N 4 A CLOW OONTROL2044 , THE PERIOTIEE SHALL PROVEOE COMMON CALCUULTI0NSTO REVD 1879. 12 REPLACE OR RELOCATE Au. SIGNS DAMADED OR REMOVED DUE TO CONSTRUCTION. 13. RETAIN. REPLACE OR RESTORE OOST1N13 VEGETATION N RXWT5.OF-WAY, EASEMENTS. MA ACCESS TRACTS. EXISTING DEUVEWAT TO SERMON LOT 2. 11' PRIVATE DIGRESS, EGRESS. UTILITIES. & DRAINAGE EASEMENT FOR THE BENEFIT OF LOT 2 7006 or AiNMK. CONNECT FOOTING DRAINS DONNSTREAM OF PERFORATED T1GHTUNE CONNECTION 8' PRIVATE INGRESS AND 238255 EASEIENT PLAN VIEW NEW IMPERVIOUS SURFACE LOT 1. LOT 2' TO REMAIN SFR PAD 283 VEVAY PARKING PAD TOTAL 3,000 SOFT. 400 SOFT. +,- 400 SOFT. 4/- 3,833 SOFT..7- EARTHWORK QUANTITIES CO - TYPE 1 80.1 . 18.00 * (MATCH) LE. • 15.78 NOCIAINRFEL 001BEWOWED FDR9280PUJ111140 M& .411. G t812. 1NO4 6 oWFSrED To BE 1831. 901. OCCUR AT BUJDOC MOF PRASE NOTE. ALL uTTU18S. INCLUDING POWER. SNARL BE UNDERGROUND. 3/4' - 1 1/8' ammo Dummies PERFORATED TIGHTUNE CONNECTION TRENCH SECTION N.T.S SCALE N FEET 20 0 20 ST'•'r• 1' - JO' Cal 2 Watbnp Days Sabre You DO 1-800-424-5555 Mass 1,R-ITgr«Ie .LaCtik n Center 03MT DORWA) WCINITY MAP so 10 soLO CONTACT UST ONVER/APPucmT• OWL ENGINEF7t RENES GARRAJILLO P.4 80K 94437 SEATTLE WA 98124 (206) 499-6477 .TCNftaD ENGINEERING 12840 81ST AVENUE NE KIRKLAND. WASH:NG7W/ 98034 (425) 827-5038 CONTACT.' KEITH UTCNPLELD, P.E MAIN -LINE SiIRVFIWG 3030 87ST PL SE 16 MERCER ISLAND. WA 98040 20E236.6273 PROJECT INFORMATION TAX LD. f 334-840-1040 334-840-1045 1.EdlL DESCRIPTION: TH6 WEST 230 FEET OF TNT: NORTH B2 FEET OF TRACT 7, RNERSIDE INTERURBAN TRACTS ACCORDING TO THE PLAT THEAEOF RECORDED IN VOLUME 10 OF PLATS, PAGE 74, IN KING COUNTY WASHINGTON; EXCEPT THE SOUTH B FEET FOR ROAD. BASS OF BEARDS: 40114 AVE. SOUTH = 14700'00 - VERTICAL DATUM NGV) 1929. REFERD4CES: A.F. N0. 7709239007 ROS, A.F. N0. 7709239006 R.O.S. AF. 140. 8110149006 R.0.5., A.F. N0. 7711169008 R.O.S., A.F. NO. 20000906900016 R.O.S., AS. 010. 20021001900011 K C S P AF. N0. 7712090769 a 0 n CD N, m 11 Y ENGINEERING LITCHFIELD 1 8 5 5 1 4.4 Attachment C Geotech Report P:\2016\16126 Moutafova Residence\Text\Storm Reports\Moutafova -Storm Evaluation.docx TECHNICAL SERVICES Geotechnical Report 11604 40th Ave S Tukwila, WA Report Date: 2/04/2017 Dear Client, As requested, we have conducted a geotechnical soil investigation in regards to the construction of a stormwater infiltration system at 11604 40th Ave S, Tukwila. We performed a field investigation of the site as well as a thorough grain size analysis and permeability testing in order to determine drainage capability and bearing capacity at this location. If you have any questions please contact us. Regards, Cash M. Carr PE. Geotechnical Engineering Study Regarding: Proposed structure Introduction This report presents the results of our grain size analysis and geotechnical report for the proposed structure at 11604 40th Ave S, Tukwila. This report is intended to address drainage capability of the soils located at the site of the proposed drainage. Site Description The site of the proposed structure is located on an open lot across the street of the current residence. The lot is highly vegetated and has several large trees. The borehole was dug 15' east of the western property line and 37' north of the southern property line, as shown below. Site Geology The site lays in the floodplain of the Duwamish River, approximately 400ft west of the riverbank. According to the Washington State Department of Natural Resources, the topmost layer of sediment (minimum depth 5.5ft) comprises Quaternary aged alluvial deposits of fine- grained silt that is dark brown in color, extremely well sorted, and of low to moderate organic content. According to nearby geotechnical borings it is likely that this top layer is underlain by several feet of silty, gravelly, sands above units of sand with angular rock fragments, cobbles, and laminated silts and clays. The Department of Natural Resources classifies the Duwamish River Valley as having moderate to high liquefaction susceptibility and a seismic site class D to E. Risks While every effort has been made to define and quantify geologic risk to this site, unknowns may exist beyond the reasonable scope of investigation. Soils may vary from location to location and testing. Recommendations Our investigations have classified the underlying soils at this site as silty sand (SM) per the USCS classification system. The King County Surface Water Design Manual (Appendix 6A Section 1A) states that the percolation rate for sandy soils is calculated from the last water level drop in permeability testing following King County standards. From our observations we recommend using a conservative infiltration rate of 1.248 in/hr after all applicable design factors are considered. We recommend that stormwater be cleaned of debris by means of a catch basin with a downturned 90 to the infiltration system. We recommend that a filter be applied to the downturned 90. We recommend that the catch basin be inspected and cleaned every 12 months. Updated recommendations are based upon reduction factors from the King County Stormwater Manual and adjacent prior measurements of water table level in the area. Limitations Recommendations included in this report are based on our understanding of the proposed additions/repairs/construction activities as the specified location, our on-site observations, and our test results. Conditions within the site may vary with location and it is possible they may not be reflected in this report due to testing limitations. Should any construction plans or site conditions change after initial exploration, please notify us immediately so we can adjust our findings and/or plan of action accordingly. Recommendations are made with the expectation that adequate compliance with construction code and county regulation will be employed during construction activities. Land use and site conditions may change over time and will require further research if additional planning or construction is deemed necessary. We assume no responsibility for misinterpretation or misuse of the recommendations included in this report. This report is intended solely as geotechnical information about subsurface condition on the site and does not include environmental hazard assessment at this time. This report is intended to address drainage requirements particular to this site based on our observations and test results. Because we have developed recommendations and testing with this in mind, this report is not valid for any further purpose. We recommend that we be consulted if additional scope is needed. Soil Log DEPTH (FT) 0.25 0.5 0.75 1 1.25 1.5 1.75 2 2.25 2.5 2.75 3 3.25 3.5 3.75 4 4.25 4.5 4.75 5 *No water table encountered during boring HAND AUGER m z w O x Lu O m SOIL LAYER TRACES (USCS) OF: Silty Sand Clay (MS) COLOR NOTES: i�/l;xc it rR) Virc}yyr', Very fine sand, some organics, sparse fine gravel Higher fines content, no gravel Shelby tube sample taken (5") 5' final depth of borehole • UNIFIED SOIL CLASSIFICATION SYSTEM Soils are visually dasslfied for engineering ptspeses by the Unified Solt Classirsciallon System. Gr v d=e analyses and Ameba's Limits tesffi often we performed on selected samples to aid In daa itkation. The dmiboation system Is bristly outlined on this chart, Graphic symbols are used on boring logs presented in this report Fora more detailed desaip6on or the system, see -Standard Practice ix Description and iden66eabon of Solis (Visuat MaflUi1 Preoequrep ASTM Ce ori 248844 end 'Standard Test Method for Classification of Sots for Eigkwieeiig Purposes' ASTM Oesignellorc 248745. MAJOR DIVISIONS sxtmoi. •SYMBOL snow TYPICAL NAMES rn A d0§ mo z til zo QLtJ 'at a7 a 00 tr O'6 U' w 0 JR 0. co Z fl Wo Z b cc o. We ZE `o is cif a1= t 513 CLEAN GRAVELS (Less than 5% passes No. 200 sieve) GRAVELS WITH FINES (More than 12% passes No. 200 sieve) tilt -tabu Wail Onaholdri Chad Weald* above Wks aaslMd sen anpi..eetychat CLEAN SANDS (Less than 5%passes No. 200 sieve) SANDS WMIH FINES (More than 12% passes No. 200 sieve) Umatilla blow `Anent NaleneNam enpt.aiey comet Linda pbtabove Wino & Inichod zone an Oda* chid SILTS OF LOW PLASTICITY (Liquid Limit less than 50) SILTS OF HIGH PLASTICITY (Liquid Limit SO or more) CLAYS OF LOW PLASTICITY (Liquid Limit less than 50) CLAYS OF HIGH PLASTICITY (Liquid Limit 50 or more) GW Well graded gravels. giavel card mixtures, or sandyruvei cohble mixtures GP GM CC SW Poorly graded gravel% gravel -sand mix- tures, atures, or sandgravekvobble mixtures Silty gravels, gravel -ear site mixtures Clayey gravels, gravel.eand-clay matures Well graded sands, gravelly sands • SP SM SC ML MH CL CH Poorly graded sands, gravelly sands Silty sands, sand -silt mixtures Clayey sands, sand -day mixtures Inorganic stets, clayey sins of low to medium plasticity inorganic sills, micaceous or diatomaceous silty sods, elastic silts Inorganic days of lour to medium plasticity, gravelly, sandy. and Silty clays Inorganic clays of high plasticity, fat days, sandy days of high plasticity 1 0` J U O—y ORGANIC SILTS AND CLAYS OF LOW PLASTICITY (Liquid Limit less than 50) OL Organic: silts and days of low to medium plasticity, sandy organic silts and clays ORGANIC SILTS AND CLAYS OF HIGH PLASTICITY (Liquid Limit SO or more) OH Organic silts and days of high plasticity, sandy organic silts and days ORGANIC SOILS PRIMARILY ORGANIC MATTER (dark in color and organic odor) PT Peat O NOTE: CelseOraM•dsots vain biween Lard 12% 'mind ThyNo. 2oosem and forviivainsdaeit IAN lands Notre Nw• WNW my/ en *di*chin Mae a+ueYWM1ealas. PLASTICIIYCHART DEFINITION OF SOIL FRACTIONS A UNE Pl.4;4SUs2S3 U. as7• PI.0!(L1'a) i Gid "° . Cobbles 121n. to 3 in. Gravel Coarse gravel 3 ki.•to 314 in. Fine gravel 3/4 in. to No. 4 sieve Sand No. 4 to No. 200 sieve Coarse sand No. 4 to No. 10 sieve Medho sand No.10 to No.40 sieve Rne sand No. 40 to No. 200 sieve Fines (sift and clay) Lass than No. 200 sieve CL4ALI0 ,' MH or OH •••`•••` • MLorOL. 10 20 30 40 50 60 LIQUID UtAIT 70 80 90 SOIL COMPONENT PARTICLE SIZE RANGE. Boulders Above 12 in. Cobbles 121n. to 3 in. Gravel Sin. to No. 4 sieve Coarse gravel 3 ki.•to 314 in. Fine gravel 3/4 in. to No. 4 sieve Sand No. 4 to No. 200 sieve Coarse sand No. 4 to No. 10 sieve Medho sand No.10 to No.40 sieve Rne sand No. 40 to No. 200 sieve Fines (sift and clay) Lass than No. 200 sieve Grain Size Analysis Results Table la. Grain size analysis at 12" depth Diameter (mm) Mass (g) % Mass % Passing 4.75 0 0 . 100 2.000 7 5.7 94.3 0.841 4 3.3 91.1 0.425 7 5.7 85.4 0.250 18 14.63 70.7 0.180 13 10.57 60.2 0.150 6 4.88 55.3 0.050 60 48.78 6.5 0.010 8 6.50 0.0 Total: 123 Percent Finer By Weight Foot 1 1.00 0.10 Grain Size (mm) 0.01 Figure la. Grain size distribution of sample at 12" depth. Table 2a. Grain size analysis at 24" depth Diameter (mm) Mass (g) % Mass % Passing 4.75 0 0 100 2.000 1 0.7 99.3 0.841 1 0.7 98.6 0.425 19 12.9 85.7 0.250 24 16.33 69.4 0.180 20 13.61 55.8 0.150 12 8.16 47.6 0.050 62 42.18 5.4 0.010 8 5.44 0.0 Total: 147 Percent Finer By Weight Foot 2 1.00 0.10 Grain Size (mm) 0.01 Figure 2a. Grain size distribution of sample at 24" depth. Table 3a. Grain size analysis of at 36" depth Diameter (mm) Mass (g) % Mass % Passing 4.75 0 0 100 2.000 1 0.9 99.1 0.841 2 1.8 97.3 0.425 3 2.7 94.7 0.250 3 2.65 92.0 0.180 4 3.54 88.5 0.150 5 4.42 84.1 0.050 84 74.34 9.7 0.010 11 9.73 0.0 Total: 113 Percent Finer By Weight Foot 3 1.00 Grain Size {m 0.10 0.01 Figure 3a. Grain size distribution of sample at 36" depth. Table 4a. Grain size analysis of at 48" depth Diameter (mm) Mass (g) % Mass % Passing 4.75 0 0 100 2.000 0 0.0 100.0 0.841 1 0.8 99.2 0.425 5 3.8 95.4 0.250 19 14.50 80.9 0.180 16 12.21 68.7 0.150 11 8.40 60.3 0.050 69 52.67 7.6 0.010 10 7.63 0.0 Total: 131 Percent Finer By Weight 100 90 80 70 60 50 40 30 20 10 0 Foot 4 1.00 Grain Size (mm) 0.10 0.01 Figure 4a. Grain size distribution of sample at 48" depth. Table 5a. Grain size analysis of at 60" depth Diameter (mm) Mass (g) % Mass % Passing 4.75 0 0 100 2.000 0 0.0 100.0 0.841 1 0.7 99.3 0.425 3 2.2 97.1 0.250 15 11.03 ` 86.0 0.180 21 15.44 70.6 0.150 9 6.62 64.0 0.050 77 56.62 7.4 0.010 10 7.35 0.0 Total: 136 Percent Finer By Weight 100 90 t 80 70 Foot 5 1.00 0.10 Grain Size (mm) 0.01 Figure 5a. Grain size distribution of sample at 60" depth. Table 6. Permeability testing results Time (min) Infiltrated (in) Infiltration Rate (in/hr) Time (min) Infiltrated (in) Infiltration Rate (in/hr) 0.0 0.00 N/A 15.0 5.70 18.00 1.0 0.65 39.00 16.0 5.90 ' 12.00 1.5 1.10 54.00 17.0 6.10 12.00 2.5 1.40 18.00 18.0 6.30 12.00 3.0 1.65 30.00 19.0 6.65 21.00 3.5 1.95 36.00 20.0 6.95 18.00 4.0 2.30 42.00 21.0 7.15 12.00 ' 4.5 2.50 24.00 22.0 7.30 9.00 5.0 2.60 12.00 23.0 7.70 24.00 6.0 3.00 24.00 24.0 7.90 12.00 6.5 3.20 24.00 25.0 8.30 24.00 7.0 3.45 30.00 30.0 9.10 9.60 7.5 3.60 18.00 35.0 10.30 14.40 8.0 3.75 18.00 40.0 10.95 7.80 9.0 4.05 18.00 45.0 12.00 12.60 10.0 4.25 12.00 50.0 12.50 6.00 11.0 4.60 21.00 55.0 13.30 9.60 12.0 5.00 24.00 60.0 13.85 6.60 13.0 5.20 12.00 75.0 15.30 5.80 14.0 5.40 12.00 90.0 16.60 5.20 45 40 35 F._ 30 c 15 10 5 0 ;t 1♦ 1 t • • • --------------------- • 0 10 20 30 40 SO 60 70 80 90 100 Time (min) Figure 6a. Graph of permeability testing results as infiltration rate over time, showing all data collected. The King County Surface Water Design Manual (Appendix 6A Section 1A) calculates infiltration rate for sandy soils from the last measured water level drop in a falling head percolation testing procedure. From this information, our calculated infiltration rate is 5.2 in/hr. t�k�4i.p��la 45.0 40.0 35.0 ▪ 30.0 a 1 . • 25.0 c • 20.0 +F 1• 5.0 10.0 ♦ 4---------'4--------- 5.0 y 0.0 0 10 20 30 40 50 60 70 80 90 100 Time (min) Figure 6b. Graph of permeability testing results as infiltration rate over time at ten minute intervals, as suggested for sandy soils by the King County Surface Water Design Manual Appendix 6A Section 1A. RB Engineers, Inc. 1312 2ND ST. KIRKLAND, WA. 98033 PH: (425) 822-3009 FAX: (425) 822-2679 CELL: (425) 351-2085 EMAIL: rbe1992(i gmail.com JOB: MOUTAFOVA RESIDENCE. PROJECT #: 17-6233 BY: R.B. / MJT / CH DATE: 7/7/2017 PAGE G1 OF STRUCTURAL COMPUTATIONS FOR MOUTAFOVA RESIDENCE 11604 40TH AVE S TUKWILA, WA BASIS FOR DESIGN: CODE: INTERNATIONAL BUILDING CODE (2015 EDITION) WIND: 110 MPH, EXPOSURE "B" Kzt = 1.2 SEISMIC: Ss = 1.55, S1 = 0.55 (SITE CLASS D) ROOF SNOW: 25 PSF ALLOWABLE SOIL BEARING PRESSURE: 2000 PSF (ASSUMED) INDEX TO COMPUTATIONS: GENERAL LATERAL GRAVITY RB ENGINEERS, INC. IS NOT RESPONSIBLE FOR THE SITE, �gi�� SOILS, WEATHER PROOFING, TRUSSES C 0 R RE C T t► AND/OR EXISTING CONDITIONS. LTR#� D11-00 REVIEWED FOR CODE COMPLIANCE APPROVED JUL 27 2017 City of Tukwila BUILDING DIVISION RECEIVE CITY OF TUKWILA JUL 17 2017 PERMIT CENTER G1 — G3 LI —L19 B1 — B36 RB Engineers, Inc. 1312 2nd St Kirkland, WA Phone: (425) 822-3009 Email: rbe1992@gmail.com Project: Moutafov Ress Client: Subject: Lateral Calculations LOADING CRITERIA FOR ROOF AND/OR CEILING By: RB/MJT Date: 6/17/2017 Page: Ca y - Main Roof Area - Canopy or Mansard Roof - Ceiling Only - Other Item Roofing Material Load PSF Sheathing or Decking Composition 2.2 15/32 CDX 1.5 Insulation Ceiling 2.8 5/8 GWB 2.6 Fixtures Framing Misc. 1.0 Truss 2.3 0.6 TOTAL DEAD LOA 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 RB Engineers, Inc. 1312 2nd St Kirkland, WA Phone: (425) 822-3009 Email: rbe1992@gmail.com LOADING CRITERIA FOR FLOOR Project: Moutafov Ress Client: By: RB/MJT Date: 6/17/2017 Subject: Lateral Calculations Page: CA y� kern Material Load PSF Floor Covering Carpet and Pad 3.0 Floor Sheathing 3/4" T&G CDX 2.3 Ceiling 1/2" GWB 2.2 Fixtures 1.0 Framing TJI's 3.0 Misc 1.5 TOTAL DEAD LOAD 13 PSF LIVE LOADS - Residential - 40 psf (reducible) - Office - 50 psf (reducible) - Assembly -100 psf (non-reducible) - Corridors and Exits - 100 psf (reducible) - Storage -125 psf (non-reducible) RRST TLOOR PLAN SECOND FLOOR PLAN. PLAN NOTES, ENERGT CODE PFOB IATICN mmmr.,rww •.wxaa. MORON 1110.1 • 4orx Nem WTI :.m•umowsud 106 VA46,01 David T. Spangler ` p gkr Company, LLC .,,eoe,,,E,.�„,.,,,,,, =We (1161111E.NALIWARIZMNOM 30,41,4-11,116 Sta. sytearlobbeneew a6262•01 Irpriff LEITER, FILNOVOIS IF. SIm couem MINIMUM DESIGN LOADS 0 - III/ Notes: • 1. Pressures shown are applied to the horizontal andvertical projections, for exposure B, atir=30 ft (9.1m). Adjust to other exposures and heights with adjustment actor 2. The load patterns shown shall be applied to each coma ofthe building intern as the reference comer. (See Figure 28.4-1) 3. For Case B use 0 = 0°. 4. Load awes 1 and 2 must be cheated for 25° < 45°. Load case 2 at 25° is provided only for interpolation between 25° and 30°. 5. Plus and minus signs signify pressures acting toward and away from the projected surfaces, respectively. 6. For roofslopes other than those shown, linear interpolation is permitted. 7. The total hods:oast loadihall not be lags thaiibm determined by assuming pa 0 in zones B & D. 8• Where zone 13 or C fails on iroof overhang on the windward side of the building, use Ban and O for the ',assure on the horizontal :projection of the ovedtang. Overhangs Blithe leeward and side edges shall have the basic zone pressure applied. 9. Notation: a: 1.0 pace* of least horizontal dimension. or0.411, whichever is smaller, but not less than either 4% of least horizontal dimension or 3 it (0.9 m). h: Mean roof height, in feet (meters), except that cave height shall be used for roof angles <10°. .42-. Angle of plane of roof from horigonlakin degrees. 303 CHAPTER 28 WIND LOADS ON EURDINGS : MWFRS (ENVELOPE PROCEDURE) . 304 Mein Wind Force Ram System - Method 2 Fifers 28.6-1(a nt'd) Dedga WhdAireinres Enclosed Bdldinp Simplified Design Wind P . • 6560$,• Wim& Roofs Unit Conversions -1.0 ft = 03048 an; 1.0 psf = 0.0479 kN/m2 - --- - . u- \rmy`/ g_.rew.� s. as.. - w Si. WWI I = LW Basic Wind Rod ganga `$ps d 1b1�n1a)Pussu s Valium, !manes Qy IIIIIMOS ` A B C D. E F . G H. Eoi Ow 0 b 5' 1 19.2 -10.0 12.7 -6.9 -23.1 -13.1 -16.0 ' 40.1 -323 -25.3 10' 1 21.6 -9.0 14.4 -6.2 ' -23.1 -14.1 -16.0 -10.8 -323 -25S 15' 1 24.1 -6.0 16.0 4.6 -23.1 -15.1 -16.0 -114 423 -25.3 110 1 -.'. -A' 7 :23.1. -16.0 -15.0 . -12.2 42.3 ;253 - - - -10.7 -14.5 -72 -11.7 -19.9 -171 -4.1 7.9 -1.1 • d.1- - 30 b 45 1 21.5 14.8 17.2 11.8 1.7 .• -13.1 • 0.6 11.3 -7.5 -8.7 _ 2 21.6 14.8 17.2 11.8 853 . 4.5 72 -4.6 7.6 : 8.7 0 b 5' 1 21.0 4 -10.9 13.9 -6.5 ' 25.2 -14.3 17.5 1 -11.1 -359 -27.6 10' 1 23.7 2.8 15.7 1.7 -25.2 -15.4 -17.5 -11.8 45.3 -271 15' 1 26.3 -8.7 17.5 1.0 25.2 46.5 -17.5 • :12.6 -353 -27.6 115 20' 1 29.0 7.7 19.4 1.2 -25.2 -17.5 17.5 43.3. -353 27.6 25' 1 26.3 . 42 19.1 43 -11.7 -16.9 -8.5 -12.8 -21.8 *100:4-kiiiiiitt.tiii I b ;.:. 2 -- - -oat -8.7 30 b 45 1 23.6 16.1 18.8 12.9 1.5 -14.3 -1.2 0.5 -5.5. -12.3 -- -8.3 2 23.6 16.1 15.8 12.9 ' 3.1 -7.1 7.9 •5.0 - -8.3 Ott 5' 1' 225 -11.9 15.1 -7.0 ' 47.4 -15.6 19.1 -12.1 -36A 10' 1 25.8 -107 17.1 4.2 -27.4 46.8 19.1 -12.9 -964 15' '1 28.7 4.5 19.1 -6.4 ' 27.4 -17.9 -19.1 -13.7 -38.4. 120 j 20' 1 31.6 ' -8.3 21.1 4.8 -27.4 -19.1 -19.1 -14.5 -384 25' . 1 28.6 4.6 20.7 4.7 '. -12:7 -17.3 . -92 -13.9 233 • 2 --- -4i 33 b 45 1 25.7 17.6 20.4 14.0 2.0 -92 -15.6 -13 . 0.7 . -60 -13.4 - -0.0 2 25.7 17.6 20.4 14.0 .9.9 -73 89 -5.5 4.0 0 b 5' 1 -13.9 .8 -8.2. -32.2 -18.3 -14 . 10' 1' .30.2 -12.5 20.1 • -7.3 _ 22.2 '-19.7 .22.4• ..151 • 45.1 • 15' 1 33.7 -11.2 22.4 -6.4 42.2 -21.0 -224' • , -16.'1 . 45.1 20'1 37.1 -9.8 24.7 4.4 -32.2 -22.4 .224 • .:17.0 -45.1 1•.30 25' 1 33.6 5A 24.3 5.5 -14.9 -20.4 -10.8 ' -16.4 -27.8 2 - • : -6.7 • -11.1 • ' 30 b 45 1 30.1 20.6 24.0 • 18.5 2.3 • -18.3 ' -1.5 • D.8 : -7.1 -15.7 ---.- -101 2 30.1 20.6 24.0 16.5. ' 111. .:2.0 10.0 44 -100 0 b 5' 1 31.1 -16.1 20.6 4.5 • -37.3 -21.2 -i6.0 -18.4 -623 10' 1 36.1 -14.5 233 4.5 47.3 -2222 460 -17.5• 423 15' 1 39.0 -12.9 26.0 • -7.4 -37.3 • -24.4 -26.0 -18.6 123 140 20' 1 43.0 -11A 28.7 43 47.3 25.0 -33.0 -19.7 -623 25' 1 38.0 6.3 282 6A -17.3 -23.6 -12.5' ' -19.0 32.3 2 ' -6.6 -12.8.: -- 30 b 45 1 35.0 23.9 27.8 - 19.1 2.7 -21.2 .. -11 0.9 -82 -18.2 -12.3 2 35.0 23.9 27.5 19.1 ' 132 =10.5' 11.7 ` =7.5 -12.3 O b 5' 1 35.7 -18.5 23.7 -11.0 • -42.9 -24.4 -28.6 -18.9 409 10: 1 40.2 -16.7 26.6 -9.7' 429 28.2 29.8 -20.1 -80.0 15' 1 44.8 -149 29.8 -6.5 -42.9 46.0 29.8 -21.4 40.0 150 20' 1 49.4 -13.0 329 -7.2 129. 29.6 49.5 • -225 40.0 25° 1 44.8 - 72 • 32.4._ 7.4 , -19.9 -27.1 -14.4 21.8 -37.0 2 -7.5 -14.7 4.1 . 4A -- - 30 b 45 1 40.1 27.4 31.9 22.0 3.1 -24.4 1.0 ' 20.9 -14.1 2 40.1 27.4 - 31.9 22.0 15A • .120 • 13.4 4.6 -14.1 Unit Conversions -1.0 ft = 03048 an; 1.0 psf = 0.0479 kN/m2 Main Wind Force Bedsdig - Method 2 Figure 28.6-1 (coned) MINIMUM DESIGN LOADS Wind Pressures • Enclosed B • • hS60it. Walls & Roofs Sinplfied Design Wind Pressure- (psf) (Expo B eth =3 Basic wind 313443d O'PM Roof AI* (degrees) 3, - lbriasabl Possss Possums .1frfieaf Passingspis 1.21 1.4 20 A•" B C D E F 0 H Eon eon 18 0 b 5' 1 40.6 -21.1 219 -12.5 ' -48.8 ,27.7 ' -34.0 ' -21.5 ' 483 -53.5 1W 1 45.8 -19D 30.4 -11.1 -48.8 -29.8 -34.0 229 .8/3 43.5 15• 1 . 51.0 -169 34.0 -9.6 -48.8 ' -31.9 " -34.0 -24.3 ' 453 -635 20' 1 562 .-14.8 37.5 4.2 28.8 44.0 34.0 25.8 482 -63.5 2W 150.8 2 1 : - • 82 - 38.8 - 8 4 -22.6 2.8 -30.8 -16.4 -24.8 -42.1 359 30 b 45 1 - 2 45.7 • 45.7 31.2 31.2 38.3 38.3 25.0 25.0 3.5 178 -18.8 -27.7 -13.7 -22 1.2 152 -10.7 238 438 -183 -163 - -18.3 -18.3 0 b 5' 1 51.4 -26.7 34.1 -15.8 411.7 -35.1 -43.0 27.2_ 4L4 277 1W 1 58:0 243 38.5 -14.0 -61.7 -37.7 -43.0 290 -864 -677 15' 1 64.5 214 43.0 -122 -81.7 -40.3 -43.0 -30.8 -$84 -67.7 20' 1 " 71.1 -188 47.4 -10.4 -61.7 -43.0 -43.0 -32.8 -884 47.7 180 255 1 2 64.5 10.4 48.7 10.6 -28.6 -10.9 -390 -21.2 -20.7 -3.0 -31.4 -13.6 -53.3 -454 - - 30 b 45 .1 2 57.8 57.8 39.5 39.5 45.9 45.9 31.6 31.6 a 4.4 22.2 -35.1 -17.3 1.5 19.3 -30.1 -12.3 -20.3 -20.3 -23.2 -232 0 to IF`' • ' - 1 65.4 .922 42.1 -19.5 78.2 43.3 -63.1 -33.5 ' -100.7 43.5 1W 1 • 71.5 -29.7 47.6 -17.3 78.2 •16.5 43.1 -35.8 -106.7 -835 15' 1 79.7 -264 53.1 -15.0 -76.2 " -49.6 -65.1 -35.0 -106.7 4835 20' 1 ' 87.8 232 58.5 -12.5 76.2 -53.1 43.1 -402 -106.7 -83.5 200 2W .1 2 .79.6 - Y 12.8 • - . 57.8 - 13.1 35.4 -13.4 -48.2 -26.2 -25.6 -3.7 38.7 -16.8 -65.9 --�- 16.1 3010 45 1 2 71.3 71.3 48.8 48.8 56.7 58.7 39.0 30.0 5.5 274 -43.3 I1.8 41.3 238 I -37.2 -152 25.0 -26.0 -28.7 ,28.7 . • Adjustment Factor for Buildine He ht and' Unit Conversions -1.0 ft = 0.3040 n ; 1.6E psf 0.0479 IcN/In2 305 15 1.00 • 1.21 1.4 20 1.00 •=' 1.55 25 1.00 1.35 1.6 ! 1.00 ' 1.40 168 1.051.45 •L' 1.09. 1.49 45 1.12 ' 1.53 1.78 1.16 1.56 1.81 1 9 1.59 1.84 is) 1.22 1.62 1.87 Unit Conversions -1.0 ft = 0.3040 n ; 1.6E psf 0.0479 IcN/In2 305 CHAPTER 28 WIND LOADS ON BUILDINGS—fig (ENVELOPE PROCEDURE) leeward net pressures. p, shall be determined by the following equation: Paco = lifteddesign wind pressure h 30 ft ( far B, Fig. 28.6-1 A = 71 "4 Psei (28.6=1) where 28.6.4 1Vfinhaum Design. Wind Loads . The load effects of the design wind pressures frOm X. =adjustment factor for building height and Section 28.63 shall not be less than a minimum exposure from Fig 2$.6-1 • � la�l defined by assuming' Pte, P„ for zones g� = topographic factor as defined in Section 26.8 p and C easel• to g p6 kr Zanies B and D Banal to +8 evaluated at mean roof height, h e u while 0 assuming p, kr Zones E, F, 0, and A are equal to � psf. 306 RB Engineers, Inc. 1312 2nd St Kirkland, WA Phone: (425) 822-3009 Email: rbe1992@gmail.com Project: Moutafov Ress Client: Subject: Lateral Calculations By: RB/MJT Date: 6/17/2017 Page L Ip LATERAL WIND FORCES ENVELOPE PROCEDURE (ASCE 7-10 Chapter 28) Design Wind Pressures Roof Pitch: 5:12 (23°) Wind Speed: 110 mph Wind Exposure: B A = 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 = 24.1 x(11 x3.75+(9+4.5)/2x11) + 3.9x(14x4.5) + 17.4x(3.75x33+16x6.5/2+(6.5+5.5)x3.5) + 4x((14+25)/2x4.5) = 6.74 6.74 x 1.2 Kzt x 0.6 = 4.85 Fw Upper = 24.1x(4.5x12.8+5x11+12.8x4+5x11) + 3.9x(4.75x7+1.5x2.5+(3+4)/2x2) + 17.4x(4.5x38.4+5x33) = 11.32 11.32 x 1.2 Kztx 0.6= Roof Min = [(115.5+193.25)x16+(63+87.75)x8jx1.2x0.6 = Upper Min = [(218.8+337.8)x16+(44+0)jx1.2x0.6 = Y - Y Direction 8.15 kip kip 4.43 kip 6.67 kip E Fw Roof = E Fw Upper = 24.1x(3.75x8.1+3.75x8.1) + 3.9x(6.5x10+6.5x10) + 17.4x(3.75x24.3) + 4x(6.5x24.3) = 4.19 4.19 x 1.2 Kzt x 0.6 = 3.02 kip 24.1(9.75x8.1 +(9.75x8.1 +5.5x3.5) + 3.9x((7+3.5)/2x3) + 17.4x(9.75x8.1) = 8.45 8.45 x 1.2 Kzt x 0.6 = Roof Min = [(60.8+91.1)x16+(130+158)x8jx1.2x0.6 = Upper Min = [(177.2+236.9)x16+(15.75+0)x8]x1.2x0.6 = 6.09 3.41 kip kip 4.86 kip RB Engineers, Inc. 1312 2nd St Kirkland, WA Phone: (425) 822-3009 Email: rbe1992@gmail.com Project: Moutafov Ress Client: By: RB/MJT Date: 6/17/2017 Subject: Lateral Calculations Page: L 7 J LATERAL WIND FORCES ENVELOPE PROCEDURE (ASCE 7-10 Chapter 28) Design Wind Pressures Roof Pitch: 5:12 (231 Wind Speed: 110 mph Wind Exposure: B A = 1.0 ASCE 7-1C 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 Kit: 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 I Fw Roof = 24.1 x(2x(6+7)/2x3.1) + 3.9x((2+3)/2x3) + 17.4x(7x9.3+9.3x2/2) + 4x(4.75x2/2) = 2.32 2.32 x 1.2 Kzt x 0.6 = Roof Min = [(40.4+74.4)x16+(7.5+4.75)x8]x1.2x0.6 = Y - Y Direction 1.67 kip 1.39 kip I Fw Roof = 24.1x(5.5x8.7+5.5x8.7)+3.9x(3.25x13.5+3.25x13.5)+17.4x(5.5x26.1)+4x(3.25x24.3) = 5.41 5.41 x1.2Kztx0.6= Roof Min = [(95.8+143.6)x16+(73.4+79)x8]x1.2x0.6 = 3.89 kip 3.64 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: Moutafov Ress By: RB/MJT Client: Date: 6/17/2017 Subject: Lateral Calculations Page: Lry QUAKE FORCES (ASCE 7-10) Ss = 1.55 - Critical Values per Latest USG Website Based on Latitude and Longitude 51 = 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)^3/4 = 0.23 SEC Where To 5 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 ICs =0.16 RB Engineers, Inc. 1312 2nd St Kirkland, WA Phone: (425) 822-3009 Email: rbe1992@gmail.com Project: Moutafov Ress Client: By: RB/MJT Date: 6/17/2017 Subject: Lateral Calculations Page: L LATERAL QUAKE FORCES Cs: 0.16 p: 1.3 Roof Area: 1917 feet 2 Roof Dead Load: 13 Upper Area 2147 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 = 1917 x (13+8) = = 40.26 kip Upper Weight = 2147 x (13+8) = = 45.09 kip Main Weight = = 0.00 kip 85.34 kip Vbase = Cs x ! Weight = Vasd = Vbase x 0.7 x p LATERAL FORCES 0.16 x 85.34 = 13.66 kip 12.43 kip WEIGHT HEIGHT Roof: 40.26 kip 18.1 Feet Upper: 45.09 kip 9.1 Feet Main: 0.00 kip 0 Feet Fq Roof: 12.43 x (728.65/1138.94) _ Fq Upper: 12.43 x (410.29/1138.94) = Therefore Wind governs at Upper in X -X direction, quake governs all else. WEIGHT x HEIGHT 728.65 410.29 0.00 1138.94 7.95 kip = 4.48 kip RB Engineers, Inc. Project: Moutafov Ress By: RB/MJT 1312 2nd St Kirkland, WA Client: Date: 6/17/2017 Phone: (425) 822-3009 Subject: Lateral Calculations Page: L. lo/ Email: rbe1992@gmail.com / LATERAL QUAKE FORCES Cs: 0.16 p: 1.3 Roof Area: 893 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, C) = 2.5 DEAD LOAD OF STRUCTURE Roof Weight = 893 x (13+8) = Upper Weight = Main Weight = Vbase = Cs x F Weight = Vasd = Vbase X 0.7 x p LATERAL FORCES = 18.75 kip = 0.00 kip = 0.00 kip 18.75 kip 0.16 x 18.75 = 3.00 kip I 2.73 I kip WEIGHT HEIGHT Roof: 18.75 kip 9.1 Feet Upper: 0.00 kip 0 Feet 0.00 Main: 0.00 kip 0 Feet 0.00 WEIGHT x HEIGHT 170.65 Fq Roof: 2.73 x (170.65/170.65) = Therefore Wind governs Y -Y direction, quake governs in X -X direction. 170.65 2.73 kip RB Engineers, Inc. 1312 2nd St Kirkland, WA Phone: (425) 822-3009 Email: rbe1992@gmail.com WIND FORCES ON SHEAR WALLS Project: Moutafov Ress Client: By: RB/MJT Date`. 6/17/2017 Subject: Lateral Calculations Page: L► Shearwalls in X — X Direction Fw X — X @ Roof: 4.85 kips 4.85 k / 55 ft = 88.3 #/Ft V @ X 1 = (4.85/55)x(28.5/2) = 1.26 I SW -4 16' 79 # Ft V • X 2 = (4.85/55)x(28.5/2+26.5/2) = 2.43 = 237 # SW -4 8.25'+2' Ft V @ X 3 = (4.85/55)x(26.5/2) = 1.17 = 117 SW -4 5'+5' Ft Fw X — X @ Upper: 8.15 kips 8.15 k / 64.5 ft = 100.0 #/Ft 1.67 kips 1.67 k / 15.5 ft = 107.7 #/Ft V @ X 4 = (8.15/64.5)x(40/2) + 1.26 + 4.45 = 182 # 2.43x(11/40) = 9.25'+6.75'+4'+4.5' Ft SW -4 V @ X 5 = (8.15/64.5)x(40/2+24.5/2) + 6.27 = 440 # 2.43x(29/40) + 14.25' Ft 1.17x(9/24.5) = SW -3 V @ X 6 = (8.15/64.5)x(24.5/2) + 3.12 = 92 # (1.67/15.5)x(15.5/2) + 17+17' Ft 1.17x(15.5/24.5) = SW -4 V@X7= (1.67/15.5)x(15.5/2)= I SW-4 0.84 = 39 # 6.5'+4.75'+10' Ft RB Engineers, Inc. 1312 2nd St Kirkland, WA Phone: (425) 822-3009 Email: rbe1992@gmail.com WIND FORCES ON SHEAR WALLS Project: Moutafov Ress Client: By: RB/MJT Date: 6/17/2017 Subject: Lateral Calculations Shearwalls in Y - Y Direction Page: L ► Z/ Fw Y - Y @ Roof: 3.41 kips V @ Y 1 = (3.41/40.25)x(22/2) = I SW -4 V @ Y 2 = (3.41/40.25)x(2212+18.25/2) = SW -4 V @ Y 3 = (3.41/40.25)x(18.25/2) = SW -4 0.93 7.3' 1.70 3.7'+6'+4' 3.41 k / 40.25 ft = 84.7 #/Ft 128 Ft 124 Ft 0.77 = 16 15'+32.5' Ft Fw Y - Y @ Upper: 6.09 kips 8.15 k / 40.25 ft = 151.2 #/Ft 3.89 kips 3.89 k / 43.25 ft = 89.9 #/Ft V @ Y 4 = (6.09/40.25)x(18/2) + 0.93 = 2.29 = 173 # 4.25'+9' Ft SW -4 V @ Y 5 = (6.09/40.25)x(18/2+4+18.25/2) + 3.38 SW -3 1.70 -1.675 = 4+5.5'+2' 1 (24") (8') : 1 x1675 lb = 1675 lb LRPs Capacity V @ Y 6 = (6.09/40.25)x(18.25/2) + 0.77 = 2.15 SW -4 = 294 Ft 82 # 5'+6'+11'+4.3' Ft V @ Y 7 = (3.89/43.25)x(25.5/2) = _ 1.15 = 191 3'+3' Ft SW -4 V @ Y 8 = (3.89/43.25)x(25.5/2+17.75/2) = 1.95 = 162 SW -4 12' Ft V @ Y 9 = (3.89/43.25)x(17.75/2) = 0.80 = 133 3.5'+2.5' Ft SW -4 RB Engineers, Inc. 1312 2nd St Kirkland, WA Phone: (425) 822-3009 Email: rbe1992@gmail.com QUAKE FORCES ON SHEAR WALLS Project: Moutafov Ress Client: By: RB/MJT Date: 6/17/2017 Subject: Lateral Calculations Page: LI Shearwalls in X — X Direction Fw X — X @ Roof: 7.95 kips V @ X 1 = (7.95/55)x(28.5/2) = 2.06 SW -4 16' 7.95k/55ft= 144.5 #/Ft = 129 Ft V @ X 2 = (7.95/55)x(28.5/2+26.5/2) = 3.97 = 388 # SW -3 8.25'+2' Ft Restrain Top and Bottom at the Openings. V @ X 3 = (7.95/55)x(26.5/2) = 1.92 = 192 SW -4 5'+5' Ft Fw X — X @ Upper: 4.48 kips 4.48 k / 64.5 ft = 69.4 #/Ft 2.73 kips 2.73 k / 15.5 ft = 176.1 #/Ft V @ X 4 = (4.48/64.5)x(40/2) + 2.06 + 4.54 = 185 # 3.97x(11/40) = 9.25'+6.75'+4'+4.5' Ft (1.25-0.125(9.1/4)) x 350 lb/ft = 338 lb/ft capacity per Table 4.3.4 ANSI/AF+PA SDPWS 2015 V @ X 5 = (4.48/64.5)x(40/2+24.5/2) + 5.82 = 409 # 3.97x(29/40) + 14.25' Ft 1.92x(9/24.5) _ SW -4 SW -3 V @ X 6 = (4.48/64.5)x(24.5/2) + 3.43 = 101 (2.73/15.5)x(15.5/2) + 17'+17' Ft 1.92x(15.5/24.5) = SW -4 V ' X 7 = (2.73/15.5)x(15.5/2) _ 1.37 6.5'+4.75'+10' 64 Ft RB Engineers, Inc. 1312 2nd St Kirkland, WA Phone: (425) 822-3009 Email: rbe1992@gmail.com QUAKE FORCES ON SHEAR WALLS Project: Moutafov Ress Client: By: RB/MJT Date: 6/17/2017 Subject: Lateral Calculations Shearwalls in Y - Y Direction Page: Li LJ Fw Y - Y @ Roof: 7.95 kips V @ Y 1 = (7.95/40.25)x(22/2) = 2.17 SW -4 7.3' 7.395 k / 40.25 ft = 197.5 #/Ft = 298 Ft V @ Y 2 = (7.95/40.25)x(22/2+18.25/2) = 3.97 = 290 3.7'+6'+4' Ft (1.25-0.125(8.1/3.7)) x 350 lb/ft = 342 lb/ft capacity per Table 4.3.4 ANSI/AF+PA SDPWS 2015 SW -4 V @ Y 3 = (7.95/40.25)x(18.25/2) = 1.80 = 38 # SW -4 15'+32.5' Ft Fw Y - Y @ Upper: 4.48 kips 2.73 kips V @ Y 4 = (4.48/40.25)x(18/2) + 2.17 = SW -4 3.17 4.48 k / 40.25 ft = 111.2 #/Ft 2.73 k / 43.25 ft = 63.1 #/Ft 240 # 4.25'+9' Ft (1.25-0.125(9.1/4.25)) x 350 lb/ft = 343 lb/ft capacity per Table 4.3.4 ANSI/AF+PA SDPWS 2015 V • Y 5 = (4.48/40.25)x(18/2+4+18.25/2) + 4.76 = 414 3.97 - 1.675 = 4+5.5'+2' 1 (24") (8') 1 x1675 lb = 1675 lb LRPs Capacity (1.25-0.125(5/)) x 450 lb/ft = 422 lb/ft capacity per Table 4.3.4 ANSI/AF+PA SDPWS 2015 Restrain Top and Bottom at the Openings. V @ Y 6 = (4.48/40.25)x(18.25/2) + 1.80 = 2.82 = 107 # 5'+6'+11'+4.3' Ft (1.25-0.125(9.1/4.3)) x 350 lb/ft = 345 lb/ft capacity per Table 4.3.4 ANSI/AF+PA SDPWS 2015 Ft SW -4 V @ Y 7 = (2.73/43.25)x(25.5/2) = SW -4 0.80 = 134 # 3'+3' Ft (1.25-0.125(9.1/3)) x 350 lb/ft = 305 lb/ft capacity per Table 4.3.4 ANSI/AF+PA SDPWS 2015 V @ Y 8 = (2.73/43.25)x(25.5/2+17.75/2) = SW -4 1.37 = 114 # 12' Ft V @ Y 9 = (2.73/43.25)x(17.75/2) = 0.56 = 93 # SW -4 I 3.5'+2.5' Ft (1.25-0.125(9.1/3.5)) x 350 lb/ft = 324 lb/ft capacity per Table 4.3.4 ANSI/AF+PA SDPWS 2015 RB Engineers, Inc. Project: Moutafov Ress By: RB/MJT Client: Date: 6/17/2017 Subject: Lateral Calculations Page: L. I S/ CHECK OVERTURNING FOR: X 2 (Quake) L= P= PxL= 2 ft 388 lb/ft 388 x 2 = 0.78 kip MoT= 0.78x8.1 = 6.29 kip - ft DLf = 0.45 (Ref. Sect. 12.4.2.3 ASC. 7-10) MR = [(0.130+0.130)x0.5x2+0.3x2]x0.45 = 0.39 kip - ft T=C=MoT-MR= L 2.95 kip 1 1 Therefore use (2) CS16 hold downs at each end H= 8.1 MoT TLRF = 5 ft (conservative) Padj = 0.3 WDL Roof: 0.130 WDL Wall: 0.130 L=2 feet PL RB Engineers. Inc. Project: Moutafov Ress By: RB/MJT Client: Date: 6/17/2017 Subject: Lateral Calculations Page: L i b/ CHECK OVERTURNING FOR: X 5 (Wind) L = 14.25 ft P = 440 lb/ft PxL= 440 x 14.25 = 6.27 kip MoT = 6.27 x 9.1 = 57.06 kip - ft DLf= 0.45 (Ref. Sect. 12.4.2.3 ASC. 7-10) MR = [(0.926+1.037)x0.5x14.25+0.6x14.25]x0.45 = 10.14 kip - ft H= 9.1 T=C=MoT-MR= L 3.29 kip 1 MoT Therefore use STHD14 hold downs at each end TLRF 5 ft (conservative) Padj = 0.6 i4 WDL Roof: 0.926 WDL Wall: 1.037 L = 14.25 feet PL RB Engineers. Inc. Project: Moutafov Ress By: RB/MJT Client: Subject: Lateral Calculations CHECK OVERTURNING FOR: Y 1 (Quake) Date: 6/17/2017 Page: L ► 7/ L= P= PxL= 7.3 ft 298 lb/ft 298 x 7.3 = 2.18 kip MoT = 2.18 x 8.1 = 17.62 kip - ft DLf= 0.45 (Ref. Sect. 12.4.2.3 ASC. 7-10) MR = [(0.475+0.473)x0.5x7.3+0.3x7.3jx0.45 = 2.54 kip - ft H= 8.1 T=C=MoT-MR= L 2.07 kip 1 1 MoT Therefore use (2) CS16 hold downs at each end TLRF = 5 ft (conservative) Padj = 0.3 WDL Roof: 0.475 WDL Wall: 0.473 L=7.3 feet PL RB Engineers, Inc. Project: Moutafov Ress Client: By: RB/MJT Date: 6/17/2017 Subject: Lateral Calculations Page: L1 CHECK OVERTURNING FOR: Y 5 (Quake) L= P= PxL= 2 ft 414 lb/ft 414x4= 0.83 kip MoT = 0.83 x 9.1 = 7.53 kip - ft DLf= 0.45 (Ref. Sect. 12.4.2.3 ASC. 7-10) MR = [(0.130+0.146)x0.5x2+0.6x2]x0.45 = 0.66 kip - ft H= 9.1 T=C=MoT-MR= L 3.44 kip t MoT Therefore use STHD14 hold downs at each end TLRF 5 ft (conservative) Padj = 0.6 WDL Roof: 0.130 WDL Wall: 0.146 L = 2 feet T4 PL RB Engineers. Inc. 1312 2nd St Kirkland, WA Phone: (425) 822-3009 Email: rbe1992@gmail.com Project: Moutafov Ress By: RB/MJT Client: Date: 6/17/2017 Subject: Lateral Calculations Page: L SHEARWALL SCHEDULE Typ. Ext. Wall Construction SW -6 11) Sheathing: 1/2" Plywood or 7/16" O.S.B Exterior Side, Blocked, Nail or w/ 8d @ 6" O.C. All edges and @ 12" O.C. Field A2) 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 SW -4 11) 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. 2 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 Indicates shearwall w/ Plywood one side (2)SW-3 or n 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 I Indicates shearwall w/ Plywood one side SW -3 1) Sheathing: 1/2" plywood or 7/16" O.S.B. one side, blocked, nail w/ 8d or @ 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.O.) 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.O.) Capacity: 450 lb/ft Indicates shearwall w/ Plywood one side SW -2 I1) Sheathing: 1/2" plywood or 7/16" O.S.B. one side, blocked, nail w/ 8d or @ 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 a '67-7 N FIRST FLOOR 864115 a SEAR WALLS, SECOND FLOOR FRAt1NG,:WADERS 4 SVgARWALL5 Tuan.411rt ww TOY rm01a.•44iotaetz w1:.a.aota.mm .ttm.matr •.ttm•w.aa. a..rnv ... RB Engineers, Inc. rnae atrarE,.:1011r00. atE�ea, d, "moo* asaamt.n.. DIAL ketifeneesoltio a.E.am rorty NOWT. NT awyn r.nrtrneaSEaaEan a444044:010121•.,10 gg rV Lr Az mennocem 1 I � i 114 _ira SCJ L_J Ifif ;1 if t F , K m aaneaBionya Is IRE ■ Eel's i l li Ion i`l; 11;12 R s y 1 11 I II ye1 11 I,I I aT III a1 1;; 1 - �a-�,- 1 _ Th— IT y 1 .'u r. f I� rrl Lrl,cae, I r o ael. .1 .sa.o il I I .. 1 T 11ti II 1 1 ' ' i ..g® 1 I • • I iy g if I' IIx L• I MP ICON. PM • I; Pi 6 ve, 11ii Ili ;19 7 ! f) F JoanOIN FLAN 1 MOTES a..c c.wae,.. 1,111C11,04•110,1414 v.430., RB Engineers, Inc. ODRA AIPLY•filr• 21.00,041. MIL owireeohamebaa ISOM 204,61.1. POSTE. a..,a, elan, WEIN,,e,1,101a� 4 RB Engineers Project Title: Moutafov Engineer: Project Descr: Project ID: LI/ Description : Beam 1 Licensee : RB Engineers, Inc. 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 - Pril 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 1600 ksi Eminbend - xx 580 ksi Density 31.2pcf APph �' 3.0a4 • • Uniform Load : D = 0.1370, L = 0.2630 , DES1GiN U ifiWir Y , ..; ; Tributary Width = 1.0 ft Service loads entered. Load Factors will be applied for calculations. 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 0.712 1 4x10 769.36 psi 1,080.00 psi +D+L+H = 4.000ft = Span #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 0.066 in Ratio = 1454 >=360 0.000 in Ratio = 0 <360 0.100 in Ratio = 956>=180 0.000 in Ratio = 0 <180 Design OK 0.334 : 1 4x10 60.06 psi 180.00 psi +D+L+H 7.241 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr +0+H Length = 8.0 ft 1 0.271 0.127 +D+L+H Length = 8.0 ft 1 0.712 0.334 +D+Lr+H Length = 8.0 ft 1 0.195 0.091 +D+S+H Length = 8.0 ft 1 0.212 0.099 +0+0.750Lr+0.750L+H Length = 8.0 ft 1 0.476 0.223 +D+0.750L+0.750S+H Length = 8.0 ft 1 0.518 0.242 Cm C t CL Moment Values M fb F'b Shear Values V fv F'v 0.90 1.200 1.200 1.00 1.200 1.200 1.25 1.200 1.200 1.15 1.200 1.200 1.25 1.200 1.200 1.15 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 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 1.10 263.51 3.20 769.36 1.10 263.51 1.10 263.51 2.67 642.90 2.67 642.90 0.00 972.00 0.00 1080.00 0.00 1350.00 0.00 1242.00 0.00 1350.00 0.00 1242.00 0.00 0.44 0.00 1.30 0.00 0.44 0.00 0.44 0.00 1.08 0.00 1.08 0.00 20.57 0.00 60.06 0.00 20.57 0.00 20.57 0.00 50.19 0.00 50.19 0.00 162.00 0.00 180.00 0.00 225.00 0.00 207.00 0.00 225.00 0.00 207.00 RB,Engineers Project Title: Moutafov Engineer: Project Descr: Description : Beam 1 Load Combination Max Stress Ratios Moment Values Segment Length Span # M V Cd C FN C i Cr Cm C t C1 M fb F'b V fv F'v +D+0.60W+H Length = 8.0 ft 1 +D+0.70E+H Length = 8.0 ft 1 +D+0.750Lr+0.750L+0.450W+H Length = 8.0 ft 1 +D+0.750L+0.7505+0.450 W+H Length = 8.0 ft 1 +D+ 0.750L+0.750S+0.5250E+H Length = 8.0 ft 1 +0.60D+0.60W+0.60H Length = 8.0 ft 1 +0.60D+0.70E+0.60H Length = 8.0 ft 1 Project ID: 5 Sy Licensee : RB Engineers, Inc. Shear Values 0.152 0.071 0.152 0.071 0.372 0.174 0.372 0.174 0.372 0.174 0.091 0.043 0.091 0.043 PA 11 AYclit um ei1 cta.010 Load Combination +O+L+H 1.200 1.00 1.00 1.00 1.00 1.00 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.10 263.51 1728.00 0.44 20.57 288.00 0.00 0.00 0.00 0.00 1.10 263.51 1728.00 0.44 20.57 288.00 0.00 0.00 0.00 0.00 2.67 642.90 1728.00 1.08 50.19 288.00 0.00 0.00 0.00 0.00 2.67 642.90 1728.00 1.08 50.19 288.00 0.00 0.00 0.00 0.00 2.67 642.90 1728.00 1.08 50.19 288.00 0.00 0.00 0.00 0.00 0.66 158.10 1728.00 0.27 12.34 288.00 0.00 0.00 0.00 0.00 0.66 158.10 1728.00 0.27 12.34 288.00 Span Max. ° " Defl Location in Span vOrt car a coons 1 0.1004 Load Combination Max. "+" Defl Location in Span 4.029 Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +0+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+ 0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+-I +0+0.750L+0.7505+0.5250E+4-1 +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only 0.0000 0.000 Values in KIPS 1.600 1.600 0.329 0.329 0.548 0.548 1.600 1.600 0.548 0.548 0.548 0.548 1.337 1.337 1.337 1.337 0.548 0.548 0.548 0.548 1.337 1.337 1.337 1.337 1.337 1.337 0.329 0.329 0.329 0.329 0.548 0.548 1.052 1.052 • RB Engineers Project Title: Moutafov Engineer: Project Descr: Project ID: (0/ Description : Beam 1 E+H 1.58 2.36 3.18 3.97 4.79 5.58 Distance (ft) ■ +D+L•+H IN +D+S+H B +D+D.75DL.+D.75DL. • +D+D.7SDLI+D.75DL+D.45DW+H ■ +D+D.75DL+D.75155+D.4SDW+H U +D+D.7SDL+D.75DS+ DE+H 1.58 2.36 3.18 3.97 4.79 5.58 Distance (ft) • +D+L'+H ■ +D+S+H +D+D.756LI+D.75DLi ■ +D+D.75DLI+D.756L+6.456W+H ■ +D+13.75DL+D.75D5+D.456W+H ■ +D+D.75DL+6.7505+ RB Engineers Project Title: Moutafov Engineer: Project Descr: CODEYRE1✓ER11iCES Project ID: 15 y Licensee : RB Engineers, Inc. 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 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 pcf D(0.208) L(0.4) Span = 5.0 ft App'!iscILoads , Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.2080, L = 0.40 , Tributary Width = 1.0 ft DESIGN Sj1J 9MAR4Kc`,. ,.. , . . 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 0.423 1 4x10 456.81 psi 1,080.00 psi +D+L+H 2.500ft Span # 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 0.015 in Ratio = 0.000 in Ratio = 0.023 in Ratio = 0.000 in Ratio = 3916 >=360 0 <360 2576 >=180 0 <180 Design OK 0.271 : 1 4x10 48.83 psi 180.00 psi +D+L+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M v Cd C FN C i Cr +0+H Length = 5.0 ft 40+L+H Length = 5.0 ft +D+Lr+H Length = 5.0 ft +D+S+H Length = 5.0 ft +0+0.750Lr+0.750L+H Length = 5.0 ft +0+0.750L+0.750S+H Length = 5.0 ft Moment Values Cm Ct CL M fb F'b Shear Values V fv F'v 1 0.161 0.103 1 0.423 0.271 1.00 1 0.116 0.074 1.25 1 0.126 0.081 1.15 1 0.283 0.181 1.25 1 0.307 0.197 1.15 0.90 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 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 0.65 156.28 1.90 456.81 0.65 156.28 0.65 156.28 1.59 381.68 1.59 381.68 0.00 972.00 0.00 1080.00 0.00 1350.00 0.00 1242.00 0.00 1350.00 0.00 1242.00 0.00 0.36 0.00 1.05 0.00 0.36 0.00 0.36 0.00 0.88 0.00 0.88 0.00 16.71 0.00 48.83 0.00 16.71 0.00 16.71 0.00 40.80 0.00 40.80 0.00 162.00 0.00 180.00 0.00 225.00 0.00 207.00 0.00 225.00 0.00 207.00 RB Engineers Lic. # : KW -06010288 Project Title: Moutafov Engineer: Project Descr: Description : Beam 2 Load Combination Max Stress Ratios Project ID: GV ate'` -'x `_ 4�s i t paa.4; E 3 Licensee : RB Engineers, Inc. Segment Length Span # M V Cd C FN Ci Cr Cm Ct CL Moment Values Shear Values M fb Pb V fv F'v +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.090 0.058 1.60 1.200 1.00 1.00 1.00 1.00 1.00 +0+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.090 0.058 1.60 1.200 1.00 1.00 1.00 1.00 1.00 +0+0.750Lr+0.750L+0.450W+1-1 1.200 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.221 0.142 1.60 1.200 1.00 1.00 1.00 1.00 1.00 +0+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.221 0.142 1.60 1.200 1.00 1.00 1.00 1.00 1.00 +0+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 1 0.221 0.142 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1 0.054 0.035 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1 0.054 0.035 1.60 1.200 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft +0.60D+0.60W+0.60H Length = 5.0 ft +0.60D+0.70E+0.60H Length = 5.0 ft 0.00 0.00 0.00 0.00 0.65 156.28 1728.00 0.36 16.71 288.00 0.00 0.00 0.00 0.00 0.65 156.28 1728.00 0.36 16.71 288.00 0.00 0.00 0.00 0.00 1.59 381.68 1728.00 0.88 40.80 288.00 0.00 0.00 0.00 0.00 1.59 381.68 1728.00 0.88 40.80 288.00 0.00 0.00 0.00 0.00 1.59 381.68 1728.00 0.88 40.80 288.00 0.00 0.00 0.00 0.00 0.39 93.77 1728.00 0.22 10.02 288.00 0.00 0.00 0.00 0.00 0.39 93.77 1728.00 0.22 10.02 288.00 Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span +O+L+H velliaLeactiPtIs 1 0.0233 2.518 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum Overall MINimum +D+H +O+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +0+0.750Lr+0.750L+0.450W+H 40+0.750L+0.7505+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only 1.520 0.312 0.520 1.520 0.520 0.520 1.270 1.270 0.520 0.520 1.270 1.270 1.270 0.312 0.312 0.520 1.520 0.312 0.520 1.520 0.520 0.520 1.270 1.270 0.520 0.520 1.270 1.270 1.270 0.312 0.312 0.520 1.000 1.000 RB Engineers Description : Beam 2 Project Title: Moutafov Engineer: Project Descr: Project ID: cy 0.93 DE+H 1.41 1.88 2.35 2.83 3.30 3.78 Distance (ft) • +D+Ls+H ■ +D+S+H ■ +D+D.75DLI+D.7SDLi ■ +D+D.7SDL'+D.7SDL+D.45DW+H ■ +D+D.7SDL+D.7SDS+D.45DW+H ■ +D+D.7SDL+D.7SDS+ DE+H 0.93 1.41 1.88 2.35 2.83 3.30 3,78 Distance (ft) ■ +D+L.+H • +D+S+H ■ +D+D.75DL'+D.75DLi ■ +D+D.75DL.+D.75DL+D.45DW+H ■ +D+D.TSDL+D.75DS+D.45DW+H ■ +D+D.75DL+D.75DS+ -''''.‘ „,,,'''' 0.93 DE+H 1.41 1.88 2.35 2.83 3.30 3.78 Distance (ft) • +D+Ls+H ■ +D+S+H ■ +D+D.75DLI+D.7SDLi ■ +D+D.7SDL'+D.7SDL+D.45DW+H ■ +D+D.7SDL+D.7SDS+D.45DW+H ■ +D+D.7SDL+D.7SDS+ DE+H 0.93 1.41 1.88 2.35 2.83 3.30 3,78 Distance (ft) ■ +D+L.+H • +D+S+H ■ +D+D.75DL'+D.75DLi ■ +D+D.75DL.+D.75DL+D.45DW+H ■ +D+D.TSDL+D.75DS+D.45DW+H ■ +D+D.75DL+D.75DS+ RB Engineers Lic. # : KW -06010288 Project Title: Moutafov Engineer: Project Descr: Description : Beam 3 Project ID: IS 107 Licensee : RB Engineers, Inc. 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 : DF/DF : 24F - V4 Fb + Fb - Fc - Pril Fc - Perp Fv Ft : Beam is Fully Braced against lateral -torsional buckling 2400 psi 1850 psi 1650 psi 650 psi 265 psi 1100 psi E : Modulus of Elasticity Ebend- xx Eminbend - xx Ebend- yy Eminbend - yy Density 1800 ksi 950 ksi 1600 ksi 850ksi 31.2 pcf Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0850, L = 0.260 , Tributary Width = 1.0 ft DJESJGN S'UMMASR}Y . 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 0.339 1 3.5x12 814.75psi 2,400.00 psi +D+L+H 5.750ft Span # 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 0.113 in Ratio = 0.000 in Ratio = 0.151 in Ratio = 0.000 in Ratio = 1216 >=360 0 <360 916 >=180 0 <180 Desi•n OK 0.222 : 1 3.5x12 58.95 psi 265.00 psi +D+L+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd IFN Ci Cr Cm C t CL Moment Values M tb Shear Values F'b V fv F'v + D+H Length = 11.50 ft + D+L+H Length = 11.50 ft +D+Lr+H Length = 11.50 ft +D+S+H Length =11.50 ft +D+0.750Lr+0.750L+H Length = 11.50 ft +0+0.750L+0.750S+H Length = 11.50 ft 1 0.093 1 0.339 1 0.067 1 0.073 1 0.220 1 0.240 0.061 0.90 1.000 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.222 1.00 1.000 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.044 1.25 1.000 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.048 1.15 1.000 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.144 1.25 1.000 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.157 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 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 1.41 200.74 5.70 814.75 1.41 200.74 1.41 200.74 4.63 661.25 4.63 661.25 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 0.41 0.00 1.65 0.00 0.41 0.00 0.41 0.00 1.34 0.00 1.34 0.00 14.52 0.00 58.95 0.00 14.52 0.00 14.52 0.00 47.85 0.00 47.85 0.00 238.50 0.00 265.00 0.00 331.25 0.00 304.75 0.00 331.25 0.00 304.75 RB Engineers Lic. # : KW -06010288 Description : Beam 3 Load Combination Segment Length Span # M V Project Title: Moutafov Engineer: Project Descr: Max Stress Ratios Cd CFN Ci Cr Cm C t Project ID: =AM= e 7,,.:rri:41,1 ':;,.is7 Licensee : RB Engineers, Inc. Moment Values Shear Values M ft Pb V fv F'v +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 11.50 ft 1 0.052 0.034 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 11.50 ft 1 0.052 0.034 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length =11.50 ft 1 0.172 0.113 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 11.50 ft 1 0.172 0.113 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length =11.50 ft 1 0.172 0.113 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 11.50 ft 1 0.031 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 11.50 ft 1 0.031 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 ,oyez_t Mmorn tprDeflections 0.00 0.00 0.00 0.00 1.41 200.74 3840.00 0.41 14.52 424.00 0.00 0.00 0.00 0.00 1.41 200.74 3840.00 0.41 14.52 424.00 0.00 0.00 0.00 0.00 4.63 661.25 3840.00 1.34 47.85 424.00 0.00 0.00 0.00 0.00 4.63 661.25 3840.00 1.34 47.85 424.00 0.00 0.00 0.00 0.00 4.63 661.25 3840.00 1.34 47.85 424.00 0.00 0.00 '0.00 0.00 0.84 120.44 3840.00 0.24 8.71 424.00 0.00 0.00 0.00 0.00 0.84 120.44 3840.00 0.24 8.71 424.00 Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H 1 0.1505 5.792 Support notation : Far left is #1 0.0000 0.000 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum Overall MINimum +D+H 4D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +0+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only 1.984 1.984 0.293 0.293 0.489 0.489 1.984 1.984 0.489 0.489 0.489 0.489 1.610 1.610 1.610 1.610 0.489 0.489 0.489 0.489 1.610 1.610 1.610 1.610 1.610 1.610 0.293 0.293 0.293 0.293 0.489 0.489 1.495 1.495 RB Engineers Description : Beam 3 Project Title: Moutafov Engineer: Project Descr: Project ID: DE+H 2.22 3.36 4.49 5.62 6.76 7.89 Distance (ft) ■ +D+L'+H I +D -1-5+H ■ +D+D.75DL.+D.75DLi ■ +D+D.75DLI+D.75DL+D.45DW+11 • +D+D.75DL+D.756S+D.45DW+H I +D+D.75DL+D.7SD5+ DE+H 2.22 3.36 4.49 5.62 6.76 7,89 Distance (ft) ■ +D+Li+H ■ +D+5+H +D+D.75DL'+D.7SDLi ■ +D+D.756L'+D.7SDL+D.45DW+H ■ +D+D.75DL+D.75D5+D.4SDW+H ■ +D+D.75DL+D.75DS+ RB Engineers ;t OOC 3 a Lic. # : KW -06010288 Description : Beam 4 Project Title: Moutafov Engineer: Project Descr: i rCOiD �FRICS,4. r �T _'. s. Project ID: i tr1W1 dd40;17f629;.V €6 Licensee : RB Engineers, Inc. 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 Fb + Fb - Fc-Prll : Douglas Fir - Larch 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 1600 ksi Eminbend - xx 580 ksi Density 31.2 pcf Appl�e�`d�Loatls a.-, .i �. Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.1820, L = 0.560 , DES/GN SIUMMARY Tributary Width = 1.0 ft 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 0.743 1 4x10 802.78 psi 1,080.00 psi +D+L+H 3.000ft Span # 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 0.044 in Ratio = 0.000 in Ratio = 0.059 in Ratio = 0.000 in Ratio = 1619 >=360 0 <360 1221 >=180 0 <180 Desi • n OK 0.427 : 1 4x10 76.79 psi 180.00 psi +D+L+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL Moment Values M fb F'b Shear Values V fv F'v +D+H Length =6.0ft +D+L+H Length = 6.0 ft +D+Lr41 Length = 6.0 ft +D+S+H Length = 6.0 ft +0+0.750Lr+0.750L+f 1 Length = 6.0 ft +0+0.750L+0.750S++i Length = 6.0 ft 1 0.203 0.116 0.90 1.200 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1 0.743 0.427 1.00 1.200 1:00 1.00 1.00 1.200 1.00 1.00 1.00 1 0.146 0.084 1.25 1.200 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1 0.159 0.091 1.15 1.200 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1 0.482 0.277 1.25 1.200 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1 0.524 0.301 1.15 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 0.82 196.91 3.34 802.78 0.82 196.91 0.82 196.91 2.71 651.31 2.71 651.31 0.00 972.00 0.00 1080.00 0.00 1350.00 0.00 1242.00 0.00 1350.00 0.00 1242.00 0.00 0.41 0.00 1.66 0.00 0.41 0.00 0.41 0.00 1.34 0.00 1.34 0.00 18.83 0.00 76.79 0.00 18.83 0.00 18.83 0.00 62.30 0.00 62.30 0.00 162.00 0.00 180.00 0.00 225.00 0.00 207.00 0.00 225.00 0.00 207.00 RB Engineers Project Title: Moutafov Engineer: Project Descr: Project ID: s sy _.I.p..d �. Lic. # : KW -06010288 IAA 1.131 Licensee : RB Engineers, Inc. Description : Load Combination Beam 4 Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN Ci Cr Cm C t CL M Ib Pb V fv F'v +D+0.60W+H Length = 6.0 ft 1 40+0.70E4H Length = 6.0 ft 1 4D40.750Lr+0.750L40.450W+H Length = 6.0 ft 1 4O40.750L+0.750S+0.450W4H Length = 6.0 ft 1 4O40.750L40.750S40.5250E+H Length = 6.0 ft 1 40.60D+0.60W+0.60H Length = 6.0 ft 1 +0.60D40.70E40.60H Length = 6.0 ft 1 .klr Lx' i`i'..� OvmeiallYMa imur C 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.114 0.065 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.82 196.91 1728.00 0.41 18.83 288.00 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.114 0.065 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.82 196.91 1728.00 0.41 18.83 288.00 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.377 0.216 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.71 651.31 1728.00 1.34 62.30 288.00 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.377 0.216 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.71 651.31 1728.00 1.34 62.30 288.00 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.377 0.216 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.71 651.31 1728.00 1.34 62.30 288.00 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.068 0.039 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.49 118.15 1728.00 0.24 11.30 288.00 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.068 0.039 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.49 118.15 1728.00 0.24 11.30 288.00 actions Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +O+L+H Vert cal eamm`ct4pns Load Combination 1 0.0589 3.022 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 Overall MAXimum Overall MINimum +D+}{ +D+L+H 4O4Lr+H +D+S+H 4040.750Lr+0.750L+H 4O+0.750L+0.750S+H 4040.60W4H 4O40.70E41 +0+0.750 L r40.750 L+0.4 50 W+H 4O40.750L40.750S40.450W+H 4O40.750L+0.750S40.5250E4H 40.60D40.60W40.60H +0.60D40.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only 2.226 2.226 0.328 0.328 0.546 0.546 2.226 2.226 0.546 0.546 0.546 0.546 1.806 1.806 1.806 1.806 0.546 0.546 0.546 0.546 1.806 1.806 1.806 1.806 1.806 1.806 0.328 0.328 0.328 0.328 0.546 0.546 1.680 1.680 RB Engineers Project Title: Moutafov Engineer: Project Descr: Project ID: Description : Beam 4 1.14 1.73 2.30 2.89 3.48 4.05 4.1 Distance (ft) I ■ +D+Lu+H • +D+S+H ■ +D+6.7SDL.+D.75DL DE+H ■ +D+6.75DL'+D.7SDL+D.456W+H ■ +D+6.75DL+D.7SDS+D.4S6W+H ■ +D+6.7S6L+D.75DS+ 6E+H 1.14 1.73 2.30 2.89 3.48 4.05 4.1 Distance (ft) ■ +D+L'+H ■ +D+S+H 13 +D+6.756L'+6.7SDLi ■ +D+D.7SDLu+6.756L+D.456W+H ■ +D+6.7SDL+6.75DS+6.4SDW+H ■ +D+D.7SDL+D.756S+ RB Engineers Project Title: Moutafov Engineer: Project Descr: Project ID: -�'-_ c- r • • ,.'••v';k.1e'4 , tueti rx�" .'fit r ` Lic. # : KW -06010288 Description : Beam 5 BiEAR- C 3,2017,81 10A7Vg,"ler 0 : 29. 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 - Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 2400 psi 1850 psi Pill 1650 psi 650 psi 265 psi 1100 psi b 0(0.169) L(0.325) D(0.059�L(0.113) E : Modulus of Elasticity Ebend- xx Eminbend - xx Ebend- yy Eminbend - yy Density 1800 ksi 950 ksi 1600 ksi 850 ksi 31.2 pcf iAppliethLoads ` - Load for Span Number 1 Uniform Load : D = 0.1690, L = 0.3250 k/ft, Extent = 0.0 -» 5.50 ft, Tributary Width = 1.0 ft Uniform Load : D = 0.0590, L = 0.1130 k/ft, Extent = 5.50 -» 16.0 ft, Tributary Width = 1.0 ft DEMN.rSUMMARY':, Service loads entered. Load Factors will be applied for calculations. Desi.n OK 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 0.489 1 3.5x12 1,172.63 psi 2,400.00psi +D+L+H 6.248ft Span # 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 0.276 in Ratio = 0.000 in Ratio = 0.420 in Ratio = 0.000 in Ratio = 695 >=360 0 <360 457 >=180 0 <180 0.317: 1 3.5x12 84.01 psi 265.00 psi +D+L+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr Moment Values Cm C t CL M fb F'b Shear Values V hr F'v +D+H Length = 16.0 ft 1 0.186 0.121 +D+L+H Length = 16.0 ft 1 0.489 0.317 +D+Lr+H Length = 16.0 ft 1 0.134 0.087 +D+S+H Length = 16.0 ft 1 0.146 0.094 +0+0.750Lr+0.750L+H Length = 16.0 ft 1 0.327 0.212 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 1.00 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 1.00 2.81 401.64 8.21 1,172.63 2.81 401.64 2.81 401.64 6.86 979.89 0.00 2160.00 0.00 2400.00 0.00 3000.00 0.00 2760.00 0.00 3000.00 0.00 0.81 0.00 2.35 0.00 0.81 0.00 0.81 0.00 1.97 0.00 28.76 0.00 84.01 0.00 28.76 0.00 28.76 0.00 70.20 0.00 238.50 0.00 265.00 0.00 331.25 0.00 304.75 0.00 331.25 RB Engineers Project Title: Moutafov Engineer: Project Descr: Proiect ID: /7/ Lic. # : KW -06010288 Description : Load Combination Beam 5 Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN Ci Cr Cm C t CL M tb Pb V fv F'v +D+0.750L+0.750S+H Length =16.0 ft 1 +D+0.60W+H Length =16.0 ft 1 +D+0.70E+H Length =16.0 ft 1 +D+0.750Lr+0.750L+0.450W+H Length =16.0 ft 1 +D+0.750L+0.750S+0.450W+H Length =16.0 ft 1 +D+0.750L+0.750S+0.5250E+H Length =16.0 ft 1 +0.60D+0.60W+0.60H Length =16.0 ft 1 40.60D+0.70E+0.60H Length =16.0 ft 1 Overaii ximum :C 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.355 0.230 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.86 979.89 2760.00 1.97 70.20 304.75 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.105 0.068 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.81 401.64 3840.00 0.81 28.76 424.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.105 0.068 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.81 401.64 3840.00 0.81 28.76 424.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.255 0.166 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.86 979.89 3840.00 1.97 70.20 424.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.255 0.166 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.86 979.89 3840.00 1.97 70.20 424.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.255 0.166 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.86 979.89 3840.00 1.97 70.20 424.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.063 0.041 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.69 240.99 3840.00 0.48 17.26 424.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.063 0.041 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.69 240.99 3840.00 0.48 17.26 424.00 ;actions` Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H • Yertaca0:010 tions'. 1 0.4197 7.708 Support notation : Far left is #1 0.0000 0.000 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H 4040.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only 2.843 0.584 0.973 2.843 0.973 0.973 2.375 2.375 0.973 0.973 2.375 2.375 2.375 0.584 0.584 0.973 1.680 0.346 0.576 1.680 0.576 0.576 1.404 1.404 0.576 0.576 1.404 1.404 1.404 0.346 0.346 0.576 1.870 1.104 RB Engineers Lic. # : KW -06010288 Project Title: Moutafov Engineer: Project Descr: Project ID: WV - ify Description : Beam 5 DE+H 3.09 4.67 6.25 7.82 9.40 10.98 Distance (ft) • +D+L•+H • +D+S+H ■ +D+D.75DL.+D.75D1.i ■ +D+D.75DL1+D.75DL+D.45DW+H • +D+D.7SDL+15.75D5+D.45DW+H • +D+0.756L+D.75DS+ E+H 3,09 4.67 6.25 7.82 9.40 10.98 Distance (ft) ■ +D+L.+H ■ +D+S+H ■ +D+D.75DL,+D.75DL. • +D+D.7SDLI+D.7SDL+D.45DW+H ■ +D+D.75DL+D.7SDS+6.4SDW+H ■ +D+D.75DL+D.75DS+ RB Engineers Project Title: Moutafov Engineer: Project Descr: Description : Beam 6 OWE -OrtgAr Project ID: .a1NC. _9 201>'? to 36:29: ` Y10ti1M.29 j, 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 Trus Joist Parallam PSL 2.0E Fb + Fb - Fc - Prll Fc - Perp Fv Ft : Beam is Fully Braced against lateral -torsional buckling 2,900.0 psi 2,900.0 psi 2,900.0 psi 625.0 psi 290.0 psi 2,025.0 psi E : Modulus of Elasticity Ebend-xx 2,000.0 ksi Eminbend - xx 1,016.54ksi Density 45.050 pcf AppliedaLoadsK ,,; ,,f . Uniform Load : D = 0.2540, L = 0.7030 , DESIGNSrUMMA'RY=i Service loads entered. Load Factors will be applied for calculations. Tributary Width = 1.0 ft 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 0.72a 1 3.5x11.875 = 2,111.57psi 2,900.00 psi +D+L+H 5.500ft = Span # 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 0.238 in Ratio = 0.000 in Ratio = 0.325 in Ratio = 0.000 in Ratio = 553 >=360 0 <360 406 >=180 0 <180 Design OK 0.540: 1 3.5x11.875 156.68 psi = 290.00 psi +D+L+H 10.036 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN CI Cr Cm C CL Moment Values M lb F'b Shear Values V fv F'v +D41 Length = 11.0 ft +D+L+H Length = 11.0 ft +D+Lr+H Length = 11.0 ft +D+S+H Length = 11.0 ft +D+0.750Lr+0.750L+H Length = 11.0 ft +D+0.750L+0.750S+1-1 Length = 11.0 ft 1 0.215 1 0.728 1 0.155 1 0.168 1 0.476 1 0.517 0.159 0.90 1.000 1.00 1.00 1.00 1.000 1.00 1.00. 1.00 0.540 1.00 1.000 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.115 1.25 1.000 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.125 1.15 1.000 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.353 1.25 1.000 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.384 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 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 3.84 560.44 14.47 2,111.57 3.84 560.44 3.84 560.44 11.82 1,723.78 11.82 1,723.78 0.00 2610.00 0.00 2900.00 0.00 3625.00 0.00 3335.00 0.00 3625.00 0.00 3335.00 0.00 0.00 0.00 1.15 41.59 261.00 0.00 0.00 0.00 4.34 156.68 290.00 0.00 0.00 0.00 1.15 41.59 362.50 0.00 0.00 0.00 1.15 41.59 333.50 0.00 0.00 0.00 3.54 127.91 362.50 0.00 0.00 0.00 3.54 127.91 333.50 RB Engineers Description : Beam 6 Load Combination Max Stress Ratios Project Title: Moutafov Engineer: Protect Descr: Moment Values Project ID: Licensee : RB Engineers, Inc. Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t CL M lb Pb V fv F'v +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.121 0.090 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.84 560.44 4640.00 1.15 41.59 464.00 +0+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.121 0.090 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.84 560.44 4640.00 1.15 41.59 464.00 +0+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.372 0.276 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.82 1,723.78 4640.00 3.54 127.91 464.00 +0+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.372 0.276 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.82 1,723.78 4640.00 3.54 127.91 464.00 +0+0.750L+0.7505+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.372 0.276 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.82 1,723.78 4640.00 3.54 127.91 464.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.072 0.054 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.31 336.26 4640.00 0.69 24.95 464.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =11.0 ft 1 0.072 0.054 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.31 336.26 4640.00 0.69 24.95 464.00 Ovelaii-,Maximum Deflections Load Combination Span Max. ' " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H Vertical Reactions 1 0.3246 5.540 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +0+0.750L+0.750S+H +0+0.60W+H +0+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +0+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only 5.264 0.838 1.397 5.264 1.397 1.397 4.297 4.297 1.397 1.397 4.297 4.297 4.297 0.838 0.838 1.397 5.264 0.838 1.397 5.264 1.397 1.397 4.297 4.297 1.397 1.397 4.297 4.297 4.297 0.838 0.838 1.397 3.867 3.867 RB Engineers Project Title: Moutafov Engineer: Project Descr: Project ID: )57y Description : Beam 6 2,13 3.21 4.30 5.38 6.46 7.55 Distance (Ft) I ■ +D+L'+H ■ +D+S+H • +D+D.75DL.+D.75DL. DE+H ■ +D+D.75DLI+D.75DL+D.45DW+H ■ +D+D.75DL+D.75DS+D.45DW+H ■ +D+D.7SDL+D.7SDS+ 2.13 3.21 4.30 5.38 6.46 7.55 Distance (ft) I ■ +D+L'+H • +D+S+H L +D+D.7SDLI+D.7SDLi DE+H IN +D+D.75DL.+D.75DL+D.45DW+H IN +D+D.7SDL+D.75DS+D.45DW+H ■ +D+D.75DL+0.75D5+ RB Engineers Project Title: Moutafov Engineer: Project Descr: Lic. # : KW -06010288 Description : Beam 7 CTE> i'Etg$010 Project ID: S "2/ J.mml:vr '7111kx16s;i7r, ,. Licensee : RB Engineers, Inc. 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 : Trus Joist Wood Grade : Parallam PSL 2.0E Fb + Fb Fc - Prll Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 2900 psi 2900 psi 2900 psi 625 psi 290 psi 2025 psi E : Modulus of Elasticity Ebend- xx 2000 ksi Eminbend - xx 1016.535ksi Density 45.05 pcf Appliecia Loads. Point Load : D = 1.40, L = 3.870 k p 0.50 ft Uniform Load : D = 0.0170, L = 0.0530 , Tributary Width = 1.0 ft DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. 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 0.217. 1 3.5x11.875 628.10 psi 2,900.00 psi +D+L+H 6.898ft Span # 1 0.199 in 0.000 in 0.266 in 0.000 in 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 = 1083 >=360 0 <360 811 >=180 0 <180 Design OK 0.088: 1 3.5x11.875 25.53 psi 290.00 psi +D+L+H 17.015 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Max Stress Ratios Span# M V Cd C FN C i Cr Moment Values Cm C t CL M Ib Pb Shear Values V fv F'v +D+H Length = 18.0 ft 1 0.061 0.024 0.90 +D+L+H Length = 18.0 ft 1 0.217 0.088 1.00 +D+Lr+H Length = 18.0 ft 1 0.044 0.017 1.25 +D+S+H Length = 18.0 ft 1 0.047 0.019 1.15 +D+0.750Lr+0.750L+11 Length = 18.0 ft 1 0.141 0.057 1.25 +D+0.750L+0.750S+H 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 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 1.08 157.99 4.31 628.10 1.08 157.99 1.08 157.99 3.50 510.56 0.00 2610.00 0.00 2900.00 0.00 3625.00 0.00 3335.00 0.00 3625.00 0.00 0.00 0.18 0.00 0.71 0.00 0.18 0.00 0.18 0.00 0.57 0.00 0.00 6.32 0.00 25.53 0.00 6.32 0.00 6.32 0.00 20.73 0.00 0.00 261.00 0.00 290.00 0.00 362.50 0.00 333.50 0.00 362.50 0.00 RB Engineers Project Title: Moutafov Engineer: Project Descr: Description : Beam 7 Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN C Cr Cm C t CL Moment Values Project ID: Zy Licensee : RB Engineers, Inc. Shear Values M fb Fb . V fv Fv Length = 18.0 ft 1 0.153 0.062 +D+0.60W+H Length = 18.0 ft 1 0.034 0.014 +D+0.70E+H Length = 18.0 ft 1 0.034 0.014 +D+0.750Lr+0.750L+0.450W+H Length = 18.0 ft 1 0.110 0.045 +D+0.750L+0.750S+0.450W+H Length = 18.0 ft 1 0.110 0.045 +D+ 0.750L+0.750S+0.5250E+H Length = 18.0 ft 1 0.110 0.045 +0.60D+0.60W+0.60H Length =18.0 ft 1 0.020 0.008 +0.60D+0.70E+0.60H Length = 18.0 ft 1 0.020 0.008 Ogertll axamum Dejtlections Load Combination Span Max. "-" Deb Location in Span 1.15 1.000 1.000 1.60 1.000 1.000 1.60 1.000 1.000 1.60 1.000 1.000 1.60 1.000 1.000 1.60 1.000 1.000 1.60 1.000 1.000 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.50 510.56 3335.00 0.57 20.73 333.50 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 1.08 157.99 4640.00 0.18 6.32 464.00 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 1.08 157.99 4640.00 0.18 6.32 464.00 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 3.50 510.56 4640.00 0.57 20.73 464.00 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 3.50 510.56 4640.00 0.57 20.73 464.00 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 3.50 510.56 4640.00 0.57 20.73 464.00 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 0.65 94.79 4640.00 0.11 3.79 464.00 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 0.65 94.79 4640.00 0.11 3.79 464.00 +D+L+H Load Combination Max. "+" Dell Location in Span Vii ai lte6ctions 1 0.2663 8.540 Support notation : Far left is #1 0.0000 0.000 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum Overall MINimum +D4 +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H 4+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only 5.754 0.776 0.908 0.115 1.514 0.192 5.754 0.776 1.514 0.192 1.514 0.192 4.694 0.630 4.694 0.630 1.514 0.192 1.514 0.192 4.694 0.630 4.694 0.630 4.694 0.630 0.908 0.115 0.908 0.115 1.514 0.192 4.240 0.585 RB Engineers Project Title: Moutafov Engineer: Project Descr: Project ID: 1-5 PI/ Lic. # : KW -06010288 Description : Beam 7 3.48 DE+H 5.26 7.03 8.80 10.58 12.35 Distance (ft) ■ +D+L'+H • +D+S+H ■ +D+D.7SDLI+D.75DL-i • +D+D.7SDLl+D.75DL+D.45DW+H ■ +D+D.7SDL+D.75DS+D.45DW+H • +D+D.75DL+D.75D5+ DE+H 3.48 5.26 7.03 8.80 10.58 12.35 Distance (ft) ■ +D+L'+H • +D+S+H • +D+D.75DLI+D.75DL-1 • +D+D.7SDLI+D.7SDL+D.4SDW+H ■ +D+D.75DL+D.7SDS+D.45DW+H ■ +D+D.75DL+13.75D5+ RB Engineers Project Title: Moutafov Engineer: Project Descr: Project ID: 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 : Trus Joist Parallam PSL 2.0E Fb + Fb - Fc - Prll Fc - Perp Fv Ft : Beam is Fully Braced against lateral -torsional buckling 2,900.0 psi 2,900.0 psi 2,900.0 psi 625.0 psi 290.0 psi 2,025.0 psi E : Modulus of Elasticity Ebend- xx 2,000.0 ksi Eminbend - xx 1,016.54 ksi Density 45.050 pcf Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0390, L = 0.1550 DESIGN$( MMA'RsY : - , Tributary Width = 1.0 ft 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 0.395 1 3.5x11.875 1,146.18 psi 2,900.00psi +D+L+H 9.000ft Span # 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 0.377 in Ratio = 0.000 in Ratio = 0.472 in Ratio = 0.000 in Ratio = 572 >=360 0 <360 457 >=180 0 <180 Design OK = 0.193: 1 3.5x11.875 56.11 psi = 290.00 psi +D+L+H 17.015 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr +D+H Length = 18.0 ft 1 0.088 0.043 0.90 +D+L+H Length = 18.0 ft 1 0.395 0.193 1.00 +D+Lr+H Length = 18.0 ft 1 0.064 0.031 1.25 +D+S++1 Length =18.0 ft 1 0.069 0.034 1.15 +D+0.750Lr+0.750L+H Length = 18.0 ft 1 0.253 0.124 1.25 +D+0.750L+0.750S+++ Length = 18.0 ft 1 0.275 0.135 1.15 Cm C t CL M lb F'b V hi F'v 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 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 1.58 230.42 7.86 1,146.18 1.58 230.42 1.58 230.42 6.29 917.24 6.29 917.24 0.00 2610.00 0.00 2900.00 0.00 3625.00 0.00 3335.00 0.00 3625.00 0.00 3335.00 0.00 0.31 0.00 1.55 0.00 0.31 0.00 0.31 0.00 1.24 0.00 1.24 0.00 11.28 0.00 56.11 0.00 11.28 0.00 11.28 0.00 44.91 0.00 44.91 0.00 261.00 0.00 290.00 0.00 362.50 0.00 333.50 0.00 362.50 0.00 333.50 RB Engineers Project Title: Moutafov Engineer: Project Descr: Description : Beam 8 Load Combination Shear Values Segment Length Span # M V Cd C FN Ci Cr Cm C t CL M fb Pb V fv F'v +D+0.60W+11 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.050 0.024 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.58 230.42 4640.00 0.31 11.28 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.050 0.024 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.58 230.42 4640.00 0.31 11.28 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.198 0.097 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.29 917.24 4640.00 1.24 44.91 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.198 0.097 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.29 917.24 4640.00 1.24 44.91 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.198 0.097 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.29 917.24 4640.00 1.24 44.91 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.030 0.015 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.95 138.25 4640.00 0.19 6.77 464.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.030 0.015 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.95 138.25 4640.00 0.19 6.77 464.00 actions t :: Max Stress Ratios Moment Values Project ID: fS24/ Tre cf. Licensee : RB Engineers, Inc. Length =18.0 ft 1 +D+0.70E+H Length =18.0 ft 1 +D+0.750Lr+0.750L+0.450W+H Length =18.0 ft 1 +D+ 0.750L+0.7505+0.450W+H Length =18.0 ft 1 +0+0.750L+0.750S+0.5250E+H Length =18.0 ft 1 +O.60D+0.60W+0.60H Length =18.0 ft 1 +0.60D+0.70E+0.60H Length =18.0 ft 1 ;O ie afliMazimum D Load Combination +D+L+H Span Max. "-• Defl Location in Span Load Combination 1 0.4718 Load Combination Max. "+" Deft Location in Span 9.066 Support notation : Far left is #1 Overall MAXimum Support 1 Support 2 0.0000 0.000 Values in KIPS Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.7505+0.5250E+H +O.60D+O.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only 1.746 0.211 0.351 1.746 0.351 0.351 1.397 1.397 0.351 0.351 1.397 1.397 1.397 0.211 0.211 0.351 1.746 0.211 0.351 1.746 0.351 0.351 1.397 1.397 0.351 0.351 1.397 1.397 1.397 0.211 0.211 0.351 1.395 1.395 RB Engineers Project Title: Moutafov Engineer: Project Descr: Description : Beam 8 Project ID: , ty y T' 7 is a.oil, e eft,tom Licensee : RB Engineers, Inc. DE+H 3.48 5.26 7.03 8.80 10.58 12,35 Distance (ft) ■ +D+L'+H ■ +D+S+H ■ +D+D.756Li+D.75DL-1 ■ +D+D.75DLl+D.75DL+6.45DW+H • +D+D.75D1.+6.7565+D.4513W+H ■ +D+6.75DL+D.75DS+ DE+H 3.48 5.26 7.03 8.80 10.58 12.35 Distance (ft) ■ +D+L'+H ■ +D+S+H f2 +D+13.75131..+6.75131.. ■ +D+D.75DLu+D.75DL+D.45DW+H • +D+13.7561.+6.7565+6.45DW+H ■ +D+D.75DL+6.7565+ RB Engineers Project Title: Moutafov Engineer: Project Descr: Project ID: Description : Beam 9 Calculations per NOS 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 : Trus Joist Parallam PSL 2.0E Fb + Fb - Fc - Pril Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 2,900.0 psi 2,900.0 psi 2,900.0 psi 625.0 psi 290.0 psi 2,025.0 psi E: Modulus of Elasticity Ebend- xx 2,000.0ksi Eminbend - xx 1,016.54 ksi Density 45.050 pcf Applied °teoads ;: ,$ . Load for Span Number 1 Uniform Load : D = 0.2860, L = 0.7650 k/ft, Extent = 8.50 -» 24.0 ft, Point Load : D = 0.350, L =1.40 k (o, 8.50 ft • rDESLGN?S,UMM4RY .. . • Service loads entered. Load Factors will be applied for calculations. Tributary Width = 1.0 ft 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 0.738 1 Maximum Shear Stress Ratio 7x18 Section used for this span 2,049.70psi fv : Actual 2,772.37 psi Fv : Allowable +D+L+H Load Combination 12.876ft Location of maximum on span Span # 1 Span # where maximum occurs 0.703 in Ratio = 0.000 in Ratio = 0.954 in Ratio = 0.000 in Ratio = 409 >=360 0 <360 301 >=180 0 <180 Desi • n OK 0.414: 1 7x18 120.06 psi 290.00 psi +D+L+H 22.511 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN Ci Cr Moment Values Shear Values Cm C t CL M fb F'b V fv F'v +0+H Length = 24.0 ft 1 0.217 0.123 +D4L+H Length = 24.0 ft 1 0.739 0.414 404Lr+H Length = 24.0 ft 1 0.156 0.089 +D+S+H Length = 24.0 ft 1 0.170 0.096 +D+0.750Lr+0.750L+H Length = 24.0 ft 1 0.483 0.271 0.90 0.956 0.956 1.00 0.956 0.956 1.25 0.956 0.956 1.15 0.956 0.956 1.25 0.956 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 1.00 17.08 542.15 64.57 2,049.70 17.08 542.15 17.08 542.15 52.69 1,672.79 0.00 2495.14 0.00 2772.37 0.00 3465.47 0.00 3188.23 0.00 3465.47 0.00 2.70 0.00 10.08 0.00 2.70 0.00 2.70 0.00 8.24 0.00 32.14 0.00 120.06 0.00 32.14 0.00 32.14 0.00 98.08 0.00 261.00 0.00 290.00 0.00 362.50 0.00 333.50 0.00 362.50 RB Engineers Project Title: Moutafov Engineer: Project Descr: Description : Beam 9 Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN Ci Cr Cm C t CL Project ID: ,.34105,`'-fedTr 1 Licensee : RB Engineers, Inc. Moment Values Shear Values M fb F'b V fv F'v +D+0.750L+0.750S+H Length = 24.0 ft 1 +D+0.60W+H Length = 24.0 ft 1 +D+0.70E+H Length = 24.0 ft 1 +0+0.750Lr+0.750L+0.450W+H Length = 24.0 ft 1 +D+0.750L+0.750S+0.450W+H Length = 24.0 ft 1 +D+0.750L+0.750S+0.5250E+H Length = 24.0 ft +O.60D+O.60W+O.60H Length = 24.0 ft 1 +O.60D+0.70E+0.60H Length = 24.0 ft 1 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.525 0.294 1.15 0.956 1.00 1.00 1.00 1.00 1.00 52.69 1,672.79 3188.23 8.24 98.08 333.50 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.122 0.069 1.60 0.956 1.00 1.00 1.00 1.00 1.00 17.08 542.15 4435.80 2.70 32.14 464.00 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.122 0.069 1.60 0.956 1.00 1.00 1.00 1.00 1.00 17.08 542.15 4435.80 2.70 32.14 464.00 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.377 0.211 1.60 0.956 1.00 1.00 1.00 1.00 1.00 52.69 1,672.79 4435.80 8.24 98.08 464.00 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.377 0.211 1.60 0.956 1.00 1.00 1.00 1.00 1.00 52.69 1,672.79 4435.80 8.24 98.08 464.00 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.377 0.211 1.60 0.956 1.00 1.00 1.00 1.00 1.00 52.69 1,672.79 4435.80 8.24 98.08 464.00 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.073 0.042 1.60 0.956 1.00 1.00 1.00 1.00 1.00 10.25 325.29 4435.80 1.62 19.28 464.00 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.073 0.042 1.60 0.956 1.00 1.00 1.00 1.00 1.00 10.25 325.29 4435.80 1.62 19.28 464.00 :b era�il ximu » Defje bons Load Combination Span +0+L+11 Max. ' " Defl Location in Span Load Combination Max. "+" Defl Location in Span VeFti.4110.actions :. 1 0.9543 12.350 Support notation : Far left is #1 0.0000 0.000 Values in KIPS Load Combination Overall MAXimum Overall MINimum +D+11 +D+L+11 +D+Lr+H +O+S+H +D+0.750Lr+0.750L+H +D+O.750L+0.750S+H +0+O.60W+H +0+0.70E+H +D+O.750Lr+0.750L+O.450W+H +0+O.750L+0.750S+0.450W+H +D+O.750L+0.750S+0.5250E+H +O.60D+O.60W+O.60H +0.60D+O.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only Support 1 Support 2 6.391 0.995 1.658 6.391 1.658 1.658 5.207 5.207 1.658 1.658 5.207 5.207 5.207 0.995 0.995 1.658 11.650 1.875 3.125 11.650 3.125 3.125 9.519 9.519 3.125 3.125 9.519 9.519 9.519 1.875 1.875 3.125 4.733 8.524 f RB Engineers Project Title: Moutafov Engineer: Project Descr: Description : Beam 9 Project ID�: 30 a9r i.$t gf Licensee : RB Engineers, Inc. 4.64 7.01 9.37 11.74 14.10 16.47 Distance (ft) t • +D+L'+H ■ +D+S+H • +D+D.75DL1+D.75DL1 DE+H • +D+D.75DL.+D.75DL+D.45DW+H ■ +D+D.75DL+D.75DS+D.45DW+H ■ +D+D.7SDL+D.7SDS4 4.64 7.01 9.37 11.74 14.10 16.47 Distance (ft) I ■ +D+L'+H IN +D+S+H IN +D+D.75DLI+D.7501.-1 DE+H ■ +D+D.7SDLI+D.75DL+D.4SDW+H • +D+D.75DL+D.75DS+D.4SDW+H ■ +D+D.750L+D.75D5j RB Engineers v Lic. # : KW -06010288 Description : Beam 10 '' 'CODE eaf C S ri; tip. ,, 1 : i,4<.:s-..G...�.-.-�4, i.e.: a -a.'{__ �t y .,i.li'Yi��'C 5.!#7A' .k-.. g Project Title: Moutafov Engineer: Project Descr: Wel�r. e eeC ra Project ID: 53) VZIAllientOpt8.211 Licensee : RB Engineers, Inc. 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 : Hem Fir : No.2 Fb + Fb - Fc - PrtI Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 850 psi 850 psi 1300 psi 405 psi 150 psi 525 psi E : Modulus of Elasticity Ebend- xx 1300ksi Eminbend - xx 470 ksi Density 26.83 pd Uniform Load : D = 0.1040, L = 0.320 , DES% N SUMM:4RY::y :; r• Tributary Width = 1.0 ft Service loads entered. Load Factors will be applied for calculations. 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 0.894 1 2-2x10 836.23 psi 935.00 psi +D+L+H 3.750ft Span # 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 0.089 in Ratio = 0.000 in Ratio = 0.118 in Ratio = 0.000 in Ratio = 1010 >=360 0 <360 762 >=180 0 <180 Desi•n OK 0.456 : 1 2-2x10 68.38 psi 150.00 psi +D+L+H 6.734 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN Ci Cr Moment Values Cm C1 CL M fb Fb Shear Values V fv F'v +D+H Length = 7.50 ft +04L+H Length = 7.50 ft +O+Lr+f-I Length = 7.50 ft +D+S+H Length = 7.50 ft +0+0.750Lr+0.750L+H Length = 7.50 ft +0+0.750L+0.750S+H Length = 7.50 ft 1 1 1 1 1 0.244 0.124 0.90 1.100 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.894 0.456 1.00 1.100 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.175 0.089 1.25 1.100 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.191 0.097 1.15 1.100 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.580 0.296 1.25 1.100 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.631 0.322 1.15 1.100 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 0.73 205.11 2.98 836.23 0.73 205.11 0.73 205.11 2.42 678.45 2.42 678.45 0.00 .841.50 0.00 935.00 0.00 1168.75 0.00 1075.25 0.00 1168.75 0.00 1075.25 0.00 0.31 0.00 1.27 0.00 0.31 0.00 0.31 0.00 1.03 0.00 1.03 0.00 16.77 0.00 68.38 0.00 16.77 0.00 16.77 0.00 55.48 0.00 55.48 0.00 135.00 0.00 150.00 0.00 187.50 0.00 172.50 0.00 187.50 0.00 172.50 1:2B Engineers Project Title: Moutafov Engineer: Project Descr: Project ID: Load Combination Max Stress Ratios Moment Values Segment Length Span # M V Cd C FN Ci Cr Cm C I C L M Po Pb V tv F'v +0+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.137 0.070 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.73 205.11 1496.00 0.31 16.77 240.00 +0+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.137 0.070 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.73 205.11 1496.00 0.31 16.77 240.00 +0+0.750Lr+0.750L+0.450W4I 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.454 0.231 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.42 678.45 1496.00 1.03 55.48 240.00 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.454 0.231 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.42 678.45 1496.00 1.03 55.48 240.00 +D+0.7501_+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.454 0.231 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.42 678.45 1496.00 1.03 55.48 240.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.082 0.042 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.44 123.07 1496.00 0.19 10.06 240.00 +0.60D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.50 ft 1 0.082 0.042 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.44 123.07 1496.00 0.19 10.06 240.00 Load Combination Shear Values +D+L+H Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.1180 3.777 Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum Overall MiNimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+O.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+11 +D+0.750L+0.750S+0.5250E+11 +0.60D+0.60W+0.60H +0.60D+O.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only 0.0000 0.000 Values in KIPS 1.590 1.590 0.234 0.234 0.390 0.390 1.590 1.590 0.390 0.390 0.390 0.390 1.290 1.290 1.290 1.290 0.390 0.390 0.390 0.390 1.290 1.290 1.290 1.290 1.290 1.290 0.234 0.234 0.234 0.234 0.390 0.390 1.200 1.200 • RB Engineers Project Title: Moutafov Engineer: Project Descr: Protect ID: Lic. # : KW -06010288 Description : Beam 10 Tirra ____ ;¢ ro 7;.8 10.109176 r O 176P91 Licensee : RB Engineers, Inc. 1.42 2.16 2.87 3.61 4.35 5.06 5. Distance (Ft) I is +D+L'+H ■ +D+S+H ■ +D+D.75DL'+D.75DL1 DE+H ■ +D+D.75DL'+D.75DL+D.45DW+H ■ +D+D.75DL+D.75155+D.45DW+H ■ +D+D.7SDL+D.75D5+ E+H 1.42 2.16 2.87 3.61 4.35 5.06 5 Distance (Ft) ■ +D+L'+H ■ +D+S+H ■ +D+D.7SDL'+D.75DL1 ■ +D+D.75DL.+D.7SDL+D.45DW+H ■ +D+D.75D1.+D.75D5+D.45DW+H ■ +D+D.75DL+D.75DS4 RB Engineers Project Title: Moutafov Engineer: Project Descr: Description : Beam 11 Project ID: 34/ r'r`rO Licensee : RB Engineers, Inc. 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 Fb + Fb Fc - 850 psi 850 psi Prll 1300 psi 405 psi 150 psi 525 psi : Hem Fir Fc - Perp : No.2 Fv Ft : Beam is Fully Braced against lateral -torsional buckling E : Modulus of Elasticity Ebend- xx 1300ksi Eminbend - xx 470 ksi Density 26.83pcf A000e0Loatls = Load for Span Number 1 Uniform Load : D = 0.0850, L = 0.340 k/ft, Extent = 0.0 -» 1.750 ft, Point Load: D=0.490, L=1.50kA 1.750 ft :DESIGN SUMM4R,Y Service loads entered. Load Factors will be applied for calculations. Tributary Width = 1.0 ft 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 0.620 1 Maximum Shear Stress Ratio 2-2x10 Section used for this span 579.69 psi fv : Actual 935.00 psi Fv : Allowable +D+L+H Load Combination 1.750ft Location of maximum on span Span # 1 Span # where maximum occurs 0.011 in Ratio = 0.000 in Ratio = 0.015 in Ratio = 0.000 in Ratio = 3716 >=360 0 <360 2834 >=180 0 <180 Design OK 0.442 : 1 2-2x10 66.33 psi 150.00 psi +D+L+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr Moment Values Cm C t CL M fb F'b Shear Values V fv F'v +D4H Length = 3.50 ft 1 0.165 0.117 0.90 +D+L+H Length = 3.50 ft 1 0.620 0.442 1.00 +D+Lr+H Length = 3.50 ft 1 0.119 0.084 1.25 +D+S+H Length = 3.50 ft 1 0.129 0.091 1.15 +D+0.750Lr+0.750L+H Length = 3.50 ft 1 0.402 0.286 1.25 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.100 1.100 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 1.00 0.49 138.52 2.07 579.69 0.49 138.52 0.49 138.52 1.67 469.39 0.00 841.50 0.00 935.00 0.00 1168.75 0.00 1075.25 0.00 1168.75 0.00 0.00 0.00 0.29 15.75 135.00 0.00 0.00 0.00 1.23 66.33 150.00 0.00 0.00 0.00 0.29 15.75 187.50 0.00 0.00 0.00 0.29 15.75 172.50 0.00 0.00 0.00 0.99 53.68 187.50 a ri RB Engineers Project Title: Moutafov Engineer: Project Descr: Lic. # : KW -06010288 Description : Beam 11 Load Combination Max Stress Ratios Moment Values Project ID: IS 357 Licensee : RB Engineers, Inc. Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t CL M ft) Pb V fv Pv +D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.437 0.311 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.67 469.39 1075.25 0.99 53.68 172.50 +O+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.093 0.066 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.49 138.52 1496.00 0.29 15.75 240.00 +D+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.093 0.066 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.49 138.52 1496.00 0.29 15.75 240.00 + O+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.314 0.224 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.67 469.39 1496.00 0.99 53.68 240.00 +D+0.750L+0.7505+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.314 0.224 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.67 469.39 1496.00 0.99 53.68 240.00 + O+0.750L+0.7505+0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.314 0.224 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.67 469.39 1496.00 0.99 53.68 240.00 +O.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.056 0.039 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.30 83.11 1496.00 0.17 9.45 240.00 +O.60D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.056 0.039 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.30 83.11 1496.00 0.17 9.45 240.00 Oterall"'MaScrmum De#le"tions"' Load Combination Span Max. " " Deft Location in Span Load Combination Max. "+" Dell Location in Span +D+L+H lietililkeactionfs, Load Combination Overall MAXimum Overall MINimum +04H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+11 +D+0.60W+H +O+0.70E+H +D+0.750Lr+0.750L+0.450W+H 40+0.750L+0.750S+0.450W+H +O+0.750L+0.750S+0.5250E+H + O.60D+0.60W+0.60H +O.60D+0.70E+O.60H D Only Lr Only L Only S Only W Only E Only H Only 0.0148 1.737 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 1.553 0.214 0.357 1.553 0.357 0.357 1.254 1.254 0.357 0.357 1.254 1.254 1.254 0.214 0.214 0.357 1.181 0.169 0.282 1.181 0.282 0.282 0.956 0.956 0.282 0.282 0.956 0.956 0.956 0.169 0.169 0.282 1.196 0.899 A • 6. RB Engineers Project Title: Moutafov Engineer: Project Descr: Project ID: Description : Beam 11 0.64 DE+H 0.97 1.29 1.62 1.95 2.29 2.61 Distance (ft) • +D+L•+H ■ +D+5+H • +D+D.75DL,+D.75DL.i ■ +D+0.75DLs+D.75DL+D.45DW+H ■ +D+D.75DL+D.75D5+D.45DW+H ■ +D+0.75DL+D.75D5+ 0.64 0.97 1.29 E+H 1.62 1.95 2.29 2.61 Distance (ft) ■ +D+L.+H ■ +D+5+H ■ +D+D.75DLa+D.75DL. ■ +D+D.75DLs+D.75DL+D.45DW+H ■ +D+D.75DL+D.75D5+D.45DW+H ■ +D+D.7SDL+D.75D5+ From: Steve Moumfov office: nlercolorcaintirgl3yniai;.cum''I Subject: Dote: July 12, 2017 at 10:45 AM • - ' To: atele.at ic0f*grnail.com • RECEIVED CITY OF TUKWILA JUL 17 :2017 PERMIT CENTER RB Engineers, Inc. 1312 2nd Street Kirkland, WA 98033 (425) 822-3009 FAX (425) 822-2679 RBE 1992®gnail.com Bill To Moutafov Res. Rev. 5/2017 Invoice Date Invoice # 5/24/2017 17-6233 P.O. No. Terms Project Quantity Due on receipt Rate Design,Framing,Foundation,Lateral Details as required Lateral Computations by Designer Gravity Computations Revisions Requested by the Owner/Contractor Final Review of PIans Lateral Computations/ Details/ Final review Designer Prints 2,000.00 Total Amount RECEDED .F TU\(WILA ti JU 017 CENO'ER I 2,000.00 0.00 0.00_ 0.00 0.00 0.00 0.00 0.00 62.50 $2-,062.50 City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director September 18, 2017 Svetoslav Moutafova 15140 65th Ave S #213 Tukwila WA 98188 RE: Request for Application Extension #1 Permit Number D17-0053 Dear Mr. Moutafova, This letter is in response to your written request for an extension to Application Number D17-0053. The Building Official, Jerry Hight, has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting an extension to the permit through March 14, 2018. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Bill Rambo Permit Technician File: Permit No. D17-0053 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov 42/ao7 $4--) 7/'i e nt2 Aft, se /.,,9 .0192 /C4-'9 £7 /7, oo 5 3 o,e _9e7 o'Ars . 777e e x" a 7/h /12L'O/ 977e iO %/o% —n jig �j- 442 7/ e //1,r o / 7 1//e, t./e2 c, - '42 CCS fig 2 GPi e /0 7`0 .it"-- u-1-7 75 //•- .• ,Sve 7t7_ f-/0 6, 7 l7 4 5 /e t S. # /3 c e moo_ / �� gg /gg - s _5 Request for Extension # ((,�1 Current Expiration Date: -l` l Li— 17 Extension Request: I. Approved for ' b days _ Denied (provide explanation) 1 Signature/Initials___1/K RECEIVED CITY OF TUKWILA SEP 1.1 zoic PERMIT CENTER 8/1/2017 City of Tukwila Department of Community Development STEVE MOUTAFOVA 15140 65 AVE S, APT 213 TUKWILA, WA 98168 RE: Permit Application No. D17-0053 MOUTAFOVA RESIDENCE 4010 S 116 ST Dear STEVE MOUTAFOVA, Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 3/14/2017, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of APPROVED and is due to expire on 9/14/2017. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is complete for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that we do not receive your written request for extension or request is denied, your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, achelle Riple Permit Technician File No: D17-0053 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Jack Pace From: Rachelle Ripley Sent: Wednesday, July 26, 2017 2:39 PM To: Jack Pace Cc: Brenda Holt; Bill Rambo Subject: D17-0053 - Moutafova Residence Jack, Steve Moutafova applied for a building permit for a new single family residence on 3/14/17. Building department plan review fees and public works plan review fees were paid at that time. Correction letter #1 was sent out 04/25/17 with comments from Building, Planning, and Public Works. Response to correction letter #1 was submitted 07/18/17. As of today public works still has not completed their review. There are fees owing of $8,876.23. These fees are as follows: Permit - $4645.39 Wa. State Surcharge - $4.50 Mechanical - $189.00 Plumbing - $252.00 Public Works - $1178.88 Impact - $2348.00 Technology fee - $258.46 There were no additional fees charged when the plans were resubmitted with corrections. Please let me know if you need any additional information. Thank you, Rachelle Ripley Permit Technician I City of Tukwila 6300 Southcenter BI, Suite too I Tukwila, WA 98188 T: 206.433.7165 F: 206.431.3665 Rachelle.Ripley@TukwilaWA.gov I http://www.TukwilaWA.gov s9 -7-1-1K, 1 VW /7 l I ¢/a0/T) 43114_ krict 7A6P) �2 April 25, 2017 City of Tukwila Department of Community Development STEVE MOUTAFOVA 15140 65 AVE S, APT 213 TUKWILA, WA 98168 RE: Correction Letter # 1 COMBOSFR Permit Application Number D17-0053 MOUTAFOVA RESIDENCE - 4010 S 116 ST Dear STEVE MOUTAFOVA, 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: KC ELLIS at (206)-431-3677 if you have questions regarding these comments. • Identify the heating source and location. Complete a 2015 WSEC form and update the structural calculations to the 2015 code edition, check the cover sheet for a reference to the 2015,IRC. Other redline notes as required. PLANNING DEPARTMENT: MAX BAKER at (206)-431-3683 if you have questions regarding these comments. • Setbacks should be amended to show orientation to S 116th St. Southern parcel edge along S 116th to be considered as front, with a 20' setback from property line. East and west parcel edges should be considered as side yards with 5' setback, and northern parcel edge to be considered as rear yard with a 10' setback. Proposed development will need to be revised to meet these setbacks. See Tukwila Municipal Code Figure 18-4, Location and Measurement of Yards on Lots, for more information. Square footage needs to be provided for the following elements: - Total Development Area (impervious surfaces on property: driveways, sidewalks, decks, buildings, etc.) - Building Footprint - Building Total Square Footage Applicant will need to clarify the primary use of the auxiliary garage/workshop shown along the eastern portion of the building. PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. • Public Works has a progressive fee based on the percentage of site work construction cost. Please provide a cost estimate for site work (erosion control, driveway, storm drainage) and enter the amount on the 1st page of the attached PW Bulletin A2. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (3) 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. 6300 Southoenter, Boulevard Suite 00 :+:,Tukwila Washington 98188,APhone 2006-4311-3620 LEax2.06:431-3.6.65 If you have any questions, I caneached at (206)433-7165. Sincerely, Rachelle Ripley2 Permit Technician File No. D17-0053 6300:Southcenter Boulevard Suite #100_-•LTukwilazWashirigton&8188_..Yhone_206 43x1 3670:... Far 20643_L,4 65i . , PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0053 DATE: 10/09/18 PROJECT NAME: MOUTAFOVA RESIDENCE SITE ADDRESS: 11604 40 AVE S Original Plan Submittal Revision # Response to Correction Letter # X Revision #_ before Permit Issued after Permit Issued DEPARTMENTS: Building Division �1S Public Works I 4-40 10-(coqo 11 Fire Prevention Structural pow Q ti/A t0 -(Ho Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable n (no approval/review required) REVIEWER'S INITIALS: DATE: 10/11/18 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required [7) (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 11/08/18 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire 0 Ping ❑ PW 0 Staff Initials: 12/18/2013 CPERM1T COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0053 DATE: 07/17/17 PROJECT NAME: MOUTAFOVA RESIDENCE SITE ADDRESS: 11604 40TH AVE S Original Plan Submittal X Response to Correction Letter # 1 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: �J Poxiilr81 � Building Division J� Alisgr Pubic Works Fire Prevention Structural krfll Planning Division ❑ Permit Coordinator n PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 07/18/17 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved DUE DATE: 08/15/17 • Approved with Conditions n Corrections Required Denied (corrections ntered in Reviews) ` (ie: Zoning Issues) NotateKb1/1' fl,--er?)? REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire 0 Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPYb PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0053 DATE: 03/14/17 PROJECT NAME: MOUTAFOVA RESIDENCE SITE ADDRESS: 4010 S 116 PL X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: E Cc�v�riL 1715. `� 1 Building Division N G 4t1 Public Works AN Awc-.43-17 Fire Prevention Structural Mom COW* Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 03/16/17 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 04/13/17 Approved Corrections Required ❑ Approved with Conditions ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: !Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg / Fire ❑ Ping PW Staff Initials: 12/18/2013 PROJECT NAME: friD 04 -et vvrn SITE ADDRESS: 11(001-( KO A1.,2 — OOS 2 PERMIT NO: I 7 ORIGINAL ISSUE DATE: q—% -17 l REVISION LOG REVISION NO. DATE RECEIVED STAFF INITI LS ISSUED DATE STAFF INITIALS --4-6 Summary of Revision: ± h a 4.,,, G ( Xt.e V �revx.ett w► i fr.,,,,4t & —} revue% 06rohNs 013,4 ; rc.3-a,1� m vV'Q- CO iflAW r In AlreAfleN Received b : S've yo.S e� iv (.. -. -o v REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) Date: /0/40 0 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov 0 RECEIVED CITY OF TUKWILA. OCT 092018 PERMIT CENTER Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan ChecWPermit Number: D1'7- 0063 Response to Incomplete Letter # Response to Correction Letter # Revision #1 after Permit is Issued REG�UE$7E SY NJ t PEcTove. ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: o(XC( ✓ tS (dei I16D1-f Arve-rtL t 913/ Cr5 i Contact Person: .S'YGTo 9 4eAY / Y.u0jotPhone Number: 4,240— 4053" 74"9,6' Summary of Revision: Project Address: i f:t+• TAN, .44-c y Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in TRAKiT on /0/0 W:tPermit CenterlTemplates1Forms\Revision Submittal Formdoc Revised: August 2015 Aki Date: City nr f Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan Check/Permit Number: ,O /7 t2'' S _. ❑ Response to Incomplete Letter # • Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: 7:09 Project Address: 7/,c c•-49 9cgr6'cf-- Contact Person: S7n v€ %i.21'wi ' /u' t/ Phone Number: �6 -- g Summary of Revision: rgr(16,0 Fo cal ver6M,i wi Ja RECEIVED CITY OF TUKWILA. JUL 17 2017 PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision includindate f r visio Received at the City of Tukwila Permit Center by: p ti ' ❑ Entered in TRAKiT on W:\Permit Center \Templates\Forms\Revision Submittal Form.doc Revised: August 2015 0 0 City of Tukwila Department of Public Works 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-433-0179 Fax: 206-431-3665 Web site: http://www.TukwilaWA.gov Parcel No: 7340600144 Address: 11604 40TH AVE S Applicant: MOUTAFOVA RESIDENCE WATER METER INFORMATION Permit Number: D17-0053 Issue Date: 9/18/2017 Permit Expires On: 3/17/2018 DESCRIPTION OF WORK: CONSTRUCTION OF A NEW 3,221 SQ FT SINGLE FAMILY RESIDENCE WITH 1,039 SQ FT ATTACHED GARAGE AND SHOP, WITH 109 SQ FT COVERED DECK AND 96 SQ FT UNCOVERED DECK PUBLIC WORKS ACTIVITIES INCLUDE EROSION CONTROL, DRIVEWAY, STORM DRAINAGE, WATER METER/SERVICE INSTALLATIOM (WM BOX EXISTING). METER #1 METER #2 METER #3 Water Meter Size: 1" Water Meter Type: PERM Work Order Number: 21740115 Connection Charge: $100.00 $0.00 $0.00 Installation: $950.00 $0.00 $0.00 Plan Check Fee: $10.00 $0.00 $0.00 Inspection Fee: $15.00 $0.00 $0.00 Turn on Fees: $50.00 $0.00 $0.00 Subtotal: $1,125.00 $0.00 $0.00 Cascade Water Alliance (RCFC): $6,005.00 $0.00 $0.00 TOTAL WATER FEES: $7,130.00 s Department of Natural Resources and Parks Wastewater Treatment Division King County Residential Sewer Use Certification Sewage Treatment Capacity Charge • To be completed for all new sewer connections, re- connections, or change of use of existing connections. • This form does not apply to repairs or replacements of existing sewer connections within five years of disconnect. Please Print or Type Property Street Address City /2,41 Owner's Name State ZIP o ;%v^9 6", are% S. Owner's Mailing Address / C.r' /e' City J �' _ ' 7." .- f.% State ZIP Owner's Phone Number•(with Area Code) 42�' ��y - 74- ,. Property Contact Phone Number (with Area Code) Party to be Billed (if different than Owner): Name Street Address City State ZIP Residential Customer Please check appropriate box: Equivalent (RCE) CA Single-family (free standing, detached only) 1.0 Multi -Family (any shared walls): ❑ Duplex (0.8 RCE per unit) ❑ 3-Plex (0.8 RCE per unit) ❑ 4-Plex (0.8 RCE per unit) ❑ 5 or more (0.64 RCE per unit) No. of Units x 0.64 = ❑ Mobile home space (1.0 RCE per space) No. of Spaces x 1.0 = If Multi -family, will units be sold individually? ❑ Yes ® No If yes, will this property have a Homeowner's Association? ❑ Yes 1.6 2.4 3.2 169 lie/. . it G � 0r Sewer District / Agency Contact & Phone Number Date of Sewer Connection Side Sewer Permit Number Required: Property Tax Parcel Number Subdivision Name Subdivision Number Lot Number Block Number Building Name RECEIVED CITY OF TUKWILA MAR 14 2011 Please report any demolittiionss OT pre -ex R building on this property. Credit for a demolition may be given under some circumstances. Demolition of pre-existing building? ❑ Yes O''No Was building on Sanitary Sewer? ❑ Yes ,12' No Was Sewer connected before 2/1/90? ❑ Yes No Sewer disconnect date: Type of building demolished? Request to apply demolition credit to multiple buildings? ❑ Yes l No SZ No Pursuant to King County Code 28.84, all sewer customers who establish a new service which uses metropolitan sewage facilities shall be subject to a capacity charge. The amount of the charge is established annually by the Metropolitan King County Council as a rate per month per residential customer or residential customer equivalent for a period of fifteen years. The purpose of the charge is to reco'er costs of providing sewage treatment capacity for new sewer customers. All future billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should be referred to King County Wastewater Treatment Division at 206-684-1060. I certify that the information given is correct. I understand that the capacity charge levied will be based on this information and any deviation will require resubmission of corr. ,;. data for determination of a revised capacity charge. Signature of Owner/Representative�jf' /� Date C)3//,,,k Print Name of Owner/Representative 1057 (Rev. 4/11) White — King County Yellow — Local Sewer Agency Pink — Sewer Customer .4e9,1zoz i#• • FIVPR fll.STR 3460 S 148th Suite 100 Seattle, WA 98168 Phone: (206) 242-3236 Fax: (206)242-1527 CERMICATOESEWERA V ALLABJLITY4VIS*AlliA Commercial: $ 100.00 Residential: $ 50.00 Certificate of Sewer Availability - 'OR C Certificate of Sewer Non -Availability Part A: Lip. eicomPleteANAPPligant) Purpose of Certificate: Building Permit 0 Preliminary Plat or PUD 0Short Division 0 Rezofle° Proposed Use: Residential Single Fanny Applicant's Name Commercial RetidentialMulti-Family Other /70e, 0,e • •PhoneiNumber • Tax Lot Number Property Address LegaLDescription (Attach Map and legalpescription if,Necessary ); • Part 0:1 To ba.completed,by SfiwarAgeogyi . A Sewer Service will be provided by side sewer connettidri only to an existing 6 "- size sewer 1. E4 t*, 0 feet from the site and the sewer system has the capacitylO serve the proposed use. OR 0 b. Sewer service will require an improvement to the sewer system of: RECEIVED (1) feet of sewer trunk or lateral to reach the site; and/or CITY OF TUKWILA Ski4 0 (2) The construction of a collection system on the sitc"an, 2017cl (3) Other (describe) 2. Must be completed if 1. b above is checked a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR C b. The sewer system improvement will require a sewer comprehensive amendment. a. The proposed project is within the corporate limits of the DiStrict, or has been granted ,Boundary 3. I Review Board approval for extension of Service outside the Distritt. OR C a. Annekation or BRB approval will be necessary to provide service. ROW 4. Service is subject to the following; a. District Connection Charges due prior to connectoa, LRA GFC: $ El=111 • . 0)6, 00 re_ Either a King County/METRO Capacity Charge, SWSSD orb idway Sewer District Connection Charge may be due upon connection to sewers. SFC: $ /0;7X.C:te 1 $ (Subject to Change on January 1st) Permit $ Total $ tOa b. Easements: c. Other I hereby certify that the above sewer agency information is true. This certification shall be valid for one year from t e cl,te of signat 0 Required 0053 May be Required 0 ATTACHMENT TO VALLEY VIEW SEWER DISTRICT CERTIFICATE OP SEWER AVAILABILITY/NONAVAILABILITY The following terms and conditions apply to the attached Valley View Sewer District e'Districti) Certificate of Sewer AvailabilityAbh AvailatiliOltertificatel 1. This certificate is valid only for the real property tzferencedheiein ("Prverty) vdtich is in the Disttirrs sgrv*,4111;ff#0 fpr $olg,Plit,Pose ofsubmission to te,King PepaMept pf ikvelopment and Envittninental St tikes, Xing County Department of ihtlit fie.alth-, City of tote, dty I:1141040a, city dri3Utietiarid7O1,CitydfSeaTat. This tem-floe:le iSbetween theVISrtztt, the:WIT gAttem third person or party Shall have any rights ,hereunder whether by agency, thirtivam ben, tips or otherwise. 2. Thiscertificate creates no contradual retatitillship between the District and theappricant and its successors and assigns and does not constitute and rnaynotte relied upon as the.lYztrigsslarantee that sewerservirewiliteavallableat the time the applicantmayapply to theDistrict for suchie. 3 As of the„rdate of the Distridas sign atureon is,Certificatepthe District: avesents that sewer rviCeiSevalJatle --'Propertythroughsewersystems tate:duo:that maybeextentedbythe .4?. itant. The District rtakeKo.otlyrrmmsgrttations, emitess or impOd, iritludinp wit lidutlir4 .)jqn1-4?* Oft pppliteot Will4e #10 ttt#133", tb thr netespry perMitS, 41)...Pto:4001,* ItP11.**-6tigrit: .*:•Y41 '11 City attiatArl City of Tukwila, qv pf torten, City of Seatmoranyother4oVernmentatagencytrefore the applicant can utilize,tke-sewferterith is the suet of this Certificate. 4. If the District or the applitantritustekettcl ,1tit ewer systern' te prtvide-settver setviteto thefnipm, the District orapplicantmayt eredultedto-abtairrfmmthe appropriate !2 • .440- ntal agency the rtecesew permits, approvals and authodzations. in addition, the governmental agency may ostabrish requirements that must be satisfied as a condition of granting- any such permits approvals or authorizations, which mworaiii4nfitaitital oriMpo-siible the provisiondsgwefselvites tbtheTkroperty. 6 - $. Application fora -ad possibleprovisionof semrservO.to thePropertyshalibe scabjec tq and conditioned: s',ewersetvice to;he4Propetity atteAirnerof such, appliration, and cormpliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such TrOc I acknowledge thatlhaverectivedthe Certificate of Sewer Avaltability/Non -Availability and this atta and fullytinderst.dnci the, terms and conditions herein. Applicant's signature ent, INTERCOLOR PAINTING LLC 0 Washington State Department of Labor & Industries C Home Espanol Contact Safety & Health Claims & Insurance C Search L&I Page 1 of 3 A -I Index help My L&I Workplace Rights Trades & Licensing INTERCOLOR PAINTING LLC Owner or tradesperson Principals MOUTAFOV, STELIAN S, PARTNER/MEMBER MOUTAFOV, SVETOSLAV E, PARTNER/MEMBER Doing business as INTERCOLOR PAINTING LLC WA UBI No. 602 935 980 15140 65TH AVE S APT 213 TUKWILA, WA 98188 206-854-7696 KING County Business type Limited Liability Company Governing persons STELIAN MOUNTAFOV SVETOSLAV MOUNTAFOV; License Verify the contractors active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. INTERPL903KG Effective — expiration 05/07/2010— 06/07/2018 Bond Wesco Insurance Co Bond account no. 46WB047036 $12,000.00 Received by L&I Effective date 04/15/2015 04/01/2015 Expiration date Until Canceled American Contractors lndem CO Bond account no. 100124161 $6,000.00 Received by L&I Effective date 05/07/2010 05/07/2010 Expiration date Until Canceled Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602935980&LIC=INTERPL903KG&SAW= 9/18/2017 INTERCOLOR PAINTING LLC fir. Bond history Insurance Security National Insurance $1,000,000.00 Policy no. NA105359505 Received by L&I Effective date 03/31/2017 04/02/2017 Expiration date 04/02/2018 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations Infraction no. NCZIK01643 Issue date 02/08/2016 Violation city TUKWILA Type of violation CONSTRUCTION INFRACTION Description Subcontracting to or using an unregistered contractor. Infraction no NCZIK01644 Issue date 02/08/2016 Violation city TUKWILA Type of violation CONSTRUCTION INFRACTION Description Failure to provide consumer with the required disclosure statement signed and dated by the customer. Satisfied RCW/WAC 18.27.200(1)(e) RCW Violation amount $1,000.00 Satisfied RCW/WAG 18.27.114(1) RCW Violation amount $500.00 Workers' comp Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums. LAI Account ID 631,087-00 .......................... Doing business as INTERCOLOR PAINTING LLC Estimated workers reported Quarter 2 of Year 2017 "0" Workers L&I account contact T1 / JAN BENTLE'i(360)902-4652 - Email: STR0235@Ini.wa.gov Account is current. Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes No strikes have been issued against this contractor. Contractors not allowed to bid No debarments have been issued against this contractor. Page 2 of 3 Help us improve https://secure.lni. ;va.gov/verify/Detail.aspx?UBI=602935980&LIC=INTERPL903KG&SAW= 9/18/2017 LA\ED ,s- c D„....., cc,)E ANA ,,,,sis = il A g i m sR E, . • 4 zz , V i_.,(::),JEc, THIS IS A SUMMARY OF THE PAWING BECAUSE OF THE EXTENSIVE CHANGED REQUIRED THE CLOUDING AND DELTA PROCESS HAS WHEN THE CLOUDING BECOMES EXTENSIVE THE FOLLOWING ARE THE DATES OF THE 052$2015 OWNER'S REVIEW SET - REMOvE 01042016 PERMIT SUBMITTAL - REFUSED 03012016 PERMIT SUBMITTAL - WITH CIVIL 06.042016 CIVIL ENGINEERING REVISION 08242016 CML ENGINEERING REVISION 03042016 PERMIT R EStleMITTAL - INTAKE R 04212011 1tUJILA CORRECTION LETTERM 06.19.4011 CORRECTION LETTER N REVISIONS 1=415 REVISIONS. ON THIS WITH THE REORIENTATION BEEN RESTARTED WITH ONLY THE SHEET NUMBER DRAWNC.08 SETS ON THIS FROM LIST MISSING SOILS REPORT ENGNEERNG - REVISED TRENCH SUBMITTAL ACCEPTED BY CITY - REQUIRES REDESIGN i c:)R,- PROJECT: OF THE HOUSE TO THE ACCESS ROAD. THE RESPONSES TO OORRECTION LETTER °'1. OR DRAWING NUMBER, IS CLOUDED. PROJECT= OF PROJECT CODE AN,4,........._....""r515 C FLOORS (ON GROUND) „ GENERAL - MN. 35 THICK BASE • 4" THiCK VAPOR RETARDER - A 6-MiL POLYETHYLENE, JONT6 LAPPED NOT LESS THAN 6 INCHES EXCEPTION= MAYBE OMITTED - IN UNHEATED GARAGE REINFORCEMENT SUPPORT �� X6,2,2. 850633 RE06.2,4 GE1\1ERAL \ I. IT IS THE INTENT OF THESE CONSTRUCTION DOCUMENTS THAT ,ACCORDANCE W1TW ALL OF THE REQUIREMENTS OF THE WASHINGTON CODES AND AMENDMENTS AS WELL AS ALL GOVERNNG FEDERAL 2. PRIOR TO THE COMMENCEMENT OF ANY PORTION OF THE WORK, DESIGNER CF ANY' DISCREPANCIES NOTED AMONG OR BETWEEN ALL . . _5 WORK SHALL BE PERFORMED IN STATE AND CITY OF TUKWILA BUILPNG AND LOCAL ORDNANCES, THE CONTRACTOR SHALL NOTIFY THE THE CONTRACT DOCUMENTS, PROJECT pESGRiPTION: THE PROPOSAL IS FOR THE DEVELOPMENT OFA TWO STORY SINGLE FAMILY HOME N THE CITY OF TUKWILA. ZONE: UDR- LOW DENSITY iRi:SIDENTIAL PER TMC IS.I0010 ADDRESS: 11604 - 40TH AVE. S,, TUKWILA, WA 98168 CURRENT USE: VACANT LAND SENSITIVE AREA: NOME LISTED ON COUNTY WEB SITE LOT AREA: 9,430 SQ. FT., 0.22 ACRES PERMITTED USE; ONE DETACHED SINGLE-FAMILY DWELLING PER LOT MAXIMUM BUILDING FOOTPRINT (18.10.051) ASTRUCTURES OCATED ON A LOT N THE THE MAXIMUM TOTAL FOOTPRINT OF ALL RESIDENTIAL L LDR DISTRICT SHALL BE LIMITED TO 35% OF THE LOT AREA, I. THE MAXIMUM FOOTPRINT IS REDUCED BY 0.125% FOR EACH 100 SQ. FT. OF A LOT AREA N EXCESS OF 6500 SQ. FT. AND LESS THAN 19,000 SQ. FT. LOT SIZE 82' X 115' 0 9'130 SQ. FT. .6500 2015 TERNATIONAL RESIDENTIAL CODEcdNCRET " �� THI PROJECT IS GOVERNED 1` T I BUILDING CODE OF CITY OF TUKWILA AKA THE BUILDING CODE (CHAPTER 30,542) WHICH ADOPTED TI �2015 DATION OF THE'NTERdATIONAL RESIDENTIAL CODE AS AMENDED BY THE WASHINGTON STATE BIIILDIN?3 CQ0 COUNCIL AND INCLUDED N CHAPTER 1Z ROW, IS ADOPTED EXCEPT CHAPTER I AND SECTION 903 AND AS OTHERWISE EXPRESSLY AMENDED. DETACHED ONE- AND TWO-FAMILY I?WELLIhtGB AND MULTIPLE SINGLE-FAMILY DWELLINGS (TOWNHOUSES) NOTig MORE THAN THREE STORIES ABOVE GRADE PLANE N HEIGHT WITH A SEPARATE MEANS OF EGRESS AND THEIR ACCESSORY STRUCTURES I TALL COMPLT WITH THE RESIDENTIAL CODE, EXTERIOR 'EMS f, DECK LEDGER CONNECTION TO BAND JOIST (TABLE 86012) 83012 PLASTIC COMPOSITE DECK BOARDS, STAIR TREADS, GUARDS, OR HANDRAILS R+013 I OWNER -PROVIDED INFORNIATIGN, SITE CONDITIONS, MANUFACTURER RECOMMENDATIONS, OR CODES, REGULATIONS, OR RULES OF JURISDICTIONS HAVING: AUTHORITY, 3. PRIOR TO THE COMMENCEMENT OF ANY PORTION OF THE WORK THE CONTRACTOR SHALL BECOME FAMILIAR REFERENCED CODES: INTERNATIONAL CODE COUNCIL ELECTRICAL CODE INTERNATIONAL FUEL GAS CODE NTERNATiONAL MECHANICAL CODE ► UNIFORM PLUMBING CODE • INTERNATIONAL FIRE CODE , WASHINGTON STATE ENERGY CONSERVATION CODE REQUITED INSPECTIONS (IBC 1103) r FOOTING AND FOUNDATION INSPECTION (IBC 1103 U.WALL 0 CONCRETE SLAB AND UNDER -FLOOR INSPECTION TIBC 1103.2), ► LOST FLOOR ELEVATION (ISO 11033) NOT REQUIRED NOT N FLOOD HAZARD AREAS. + FRAME INSPECTION (IBC 1103.4); ► LATH AND GYPSUM BOARD INSPECTION (IBC 11095). « FIDE- AND SMOKE -RESISTANT PENETRATIONS (IBC 1103b). R ENERGY EFFICIENCY NSPECTiONS (IBC 1103.1), • OTHER INSPECTIONS TIBC 11 +.35) AS REQUIRED BY BUILDING OFFICIAL. � SPECIAL INSPECTIONS(15C 11039) -NOT LISTED N SECTION 109 OF IRC,+ (I FINAL INSPECTION (IBC 1103.10) R301 DESIGN CRITERIA t WOOD PLATFORM LIGHT -FRAME CONSTRUCTION • SEISMIC ZONE= D + WIND SPEED: 110 MPH EXPOSURE:: B •BEE STBUCTUBAL SWEET 82 ► SOIL BEARING CAPACITY: 1500 PSI, SEE STRUCTURAL SHEET 82 « FROST LSE DEPTH: 18 INCHES ► GROUND SNOW LOAD: 25 RP IMI.) INCLUDit BUT NOT LIMITED TO: SECTION CONSTRUCTION UR302 EXTERIOR WALLS - COMPLY WITH TABLE 8302.1(1) OR DUELLINGS EQUIPPED THROUGHOUT WITH AUTOMATIC SPRINKLER SYSTEM INSTALLED N ACCORDANCE WITH SECTION P2204 SHALL COMPLY WITH TABLE 8302,1(2) pILELLNG/GAR4GE OPENING/PENETRATION PROTECTION P3025 DWELLING/GARAGE FIRE SEPARATION (TABLE wok) R302.6DUCT UNDER -STAIR PROTECTION 83021 PPPTSTOPPING R302,12 R302,12,1 DRAFTSTOP MATERIALS. NOT BE LESS THAN 1/2 -INCH GYPSUM BOARD, 3/S -NOW WOOD STRUCTURAL PANELS OR OTHER APPROvED MATElgALS ADEQUATELY SUPPORTED. I3RAFTOPPNG SHALL BE INSTALLED PARALLEL TO THE FLOOR FRAMING MEMBERS UNLESS OTHERWISE APPROVED BY THE BUILDING OFFICIAL. THE INTEGRITY OF THE DRAFTS/0165 SHALL BE MAINTAINED. LIGHT, VENTILATION AND HEATING 4303 HABITABLE ROOMS R303.1 ADJOINING ROOMS 83032 PATHROOMS R3039 BATHROOMS, WATER CLOSET COMPARTMENTS AND OTHER SIMILAR ROOMS SHALL BE PROVIDED WITH AGGREGATE GLAZING AREA N WINDOWS OF NOT LESS THAN 3 SQUARE FEET, ONE.HALF OF M IAOW MUST 19E OIENAiR�1.E. EXCEPTION: THE GLAZED AREAS SHALL NOT BI! REQUIRED WHERE ARTIFICIAL LIGHT AND A MECHANICAL VENTILATION SYSTEM ARE PROVIDED. THE MN. VENTILATION RATES OF SO CUBIC FEET PER MINUTE VENTILATION AIDE FROM THE SPACE SHALL BE EXHAUSTED DIRECTLY TO THiE OUTSIDE. OPENING LOCATION R303.4 OPENING PROTECTION R303.5 STAIRWAY ILLUMNATION 8303.6 REQUIRED GLAZED OPENINGS 8303.1 REQUIRED HEATNG 83038 IINIMU�"I ROOM AREA R304 MINIMUM CEILING HEIGHT. HABITABLE SPACE, NOT LESS THAN 1 FEET 8305.1 SANITATION (MN. REQUIREMENTS) ENTS) 8306 TOILET, BATH AND SHOVER SPACES (MK PER FIGURE 8301,1) R BATHTUB AND SHOWER SPACES 83012 BATHTUB AND SHOWER FLOORS AND WALLS ABOVE BATHTUBS WITH INSTALLED SHOWER HEADS AND IN SHOWER COMPARTMENTS SHALL BE FINISHED WITH A NONABSOMENT SURFACE. SUCH WALL SURFACES SHALL EXTEND TOA HEIGHT OF LE-; - ^ 6 T -' THE FL.**- �` "' DECKING - MAXIMUM ALLOWABLE SPADING FOR JOIST SUPPORTING DECKING (TABLE R +014) IRMA DECK JOISTS R b1,5 DECK BEAMS - MAXIMUM ALLOWABLE SPANS FOR DECK SEAMS (TABLE R501b) 8501.6 PECK JOiST AD DECK BEAM SEARING R501.1 DECK POSTS • SINGLE LEVEL BEAM SIZED PER (T. R501b) POST SIZED PER (T. 83018) RS01.8 WITH THE CONTRACT DOCUMENTS, OWNER -PROVIDED INFORMATION, AND SITE CONDITIONS, NCI -LONG TAKNGE FIELD MEASUREMENTS AS NECESSARY.i 4. THE CONTRACT DOCUMENTS ARE COMPLEMENTARY AND UUWAT IS REQUIRED BY ONE SHALL SE BNDNG AS IF REQUIRED BY ALL. 5. R EPET1TtVE FEATURES NOT INDICATED N THE DRAWINGS EVER/IMRE THAT THEY OCCUR SHALL BE PROVIDED AS IF DRAIN IN FULL. WOOD WALL FRAMING 8602 SI 1 CONSTRUCTION 86023 DE GdJ C TRUC BRACING 8602,10 WALL ANCHORAGE 8602.11CONTRACTOR'S ROOF -CEILING CONSTRUCTION 8800 SOOF A8- =IES 8900 6.ALL DIMENSIONS AR E TO THE FACE OF FRAMING OR FACE OF CONCRETE, UNLESS NOTED OTHERWISE. CONTACT DESIGNER FOR CLARIFICATIONS. 1. UNDER NO CIRCUMSTANCES SHALL THE DRAWINGS SE SCALED. IT SHALL SE THE RESPONSIBILITY TO CONTACT THE DESIGNER WITH ANY QUESTIONS REGARDNG DIMENSIONING. 8. WHERE A MANUFACTURED PRODUCT OR SYSTEM IS USED N CONJUNCTION WITH THE WORK, THE CONSTRUCTION DOCUMENT IDENTIFICATION. OF THAT MANUFACTURED PRODUCT OR SYSTEM SHALL MANDATE THAT THEw �� Permit No. bri --OO q }q O ep 15140 65TE-1 AVE SOUTH. APT. 213 IKWILA, uEASNINc TON 98188 MOBILE: 206-854-1696 EMAIL: moutaroviehotmafl FACTORY -BUILT FIREPLACES 84 FACTORY -BUILT CHIMNEYS 81005 EXTERIOR AIR SUPPLY R1006 ENERGY EFFICIENCY - SEE WSEC 2015 NII00 GENERAL MECHANICAL SYSTEMS REQUIREMENTS M1300 HEATING 1 COOLING EQUIPMENT AND APf�.ICANCEB M1400 HEAT PUMPS MI403.1 SYSTEMS M1300 DRYER EXHAUST DUCT POWER VENTILATORS 111502,4A DUCT LENGTH • 35 FEET EXCEPT WHEN FITTINGS USED SEE TABLE M1502.45.1 M1502.48 RANGE HOODS - MAKEUP AIR REQUIREp M1503.4 SYSTEMS MI600 BOILERS AND WATER HEATERS M2000 HYDRONIC PIPING M2100 GAS APPLIANCE VEINING (NOT USED) G2421.4,1 GENERAL PLUMBING REQUIREMENTS P2600 PLUMBING FIXTURES P2100 WATER HEATERS P2800 DWELLING UNIT FIRE SPRINKLER SYSTEMS P2904DECKS ELECTRICAL - GENERAL REQUIREMENTS E3400 WORKING CLEARANCES FOR ENERGIZED EQUIPMENT AND PANEL BOARDS E34052 GROLNDED AND UNGROUNDED SERVICE CONDUCTOR SIZING E3603.1 POWER AND LIGHTING DISTRIBUTION E3900 GENERAL PURPOSE RECEPTACLE DISTRIBUTION E39012 GROUND FAULT AND ARRC -FAULT CIRCUIT INTERRUPTION PROTECTION E3902 GARAGE AND ACCESSORY BUILDING RECEPTACLES E35022 CONTRACTOR SHALL INSTALL THE MANR.EACTURED PRODUCT OR SYSTEM WITH 100% COMPLIANCE WITH THE MANUFACTURER'S WRITTEN NSTR.ICTiONS AND/OR RECOMMENDATIONS. IN THE EVENT THAT ANY QUESTION THE INSTALLATION CF A MANUFACTURED PRODUCT OR SYSTEM EXISTS, THE CONTRACTOR SHALL OF THE MANACTIJiEDREQUEST FIPRODUCT SYSTEM.IFCATION FROM THE �TNE CONTRACTC>RR REGARDNG WPROCEEDS WIE TH THE INStALLAaON OF ANY MANUFACTURED PRODUCT OR SYSTEM WITHOUT ANY PRIOR CLARIFICATION REQUESTS TO THE DESIGNER, THE CONTRACTOR SHALL ASSUME 100% COMPLIANCE WITH MY AND ALL REQUIREMENTS AND/OR RECOMMENDATIONS OF NSTALLATION OF THE MANUFACTURED PRODUCT OR SYSTEM. S. ALL INSTALLED MECHANICAL AND ELECTRICAL EQUIPMENT SHALL OPERATE QUIETLY SMOOTHLY AND FREE OF VIBRATION. USE BEST INDUSTRY STANDARDS FOR ACOUSTICALLY SOUND CONSTRUCTION METHODS, .THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING ALL CIVIL,LANDSCAPE,ARCHITECTURAL,of STRUCTURAL, MECHANICAL, TELEPHONE, DATA (INTERNET 1 TELEPHONE), ELECTRICAL, SMOKE ALARM, CARBON DETECTORS AND PLUMBING WOR 80 AS TO ENSURE THAT REQUIRED CLEARANCES FOR INSTALLATION AND MAINTENANCE OF ALL EQUIPMENT 4 CABINETS, NEW AND EXISTING, ARE PROVIDED, WHERE I OWNER ORE PROCEEDING. CONFLICTS OCCUR, VERIFY WITH THE ARCHITECTBEF II. ALL MECHANICAL, PLUMBING t PIPING WORK 18 TO BE >SIDDER DESIGNED AND SHALL COMPLY W/ ALL APPLICABLE CODES INCLUDING BUT NOT LIMITED TO THE INTERNATIONAL RESIDENTIAL COPE AND THE CODES 4 AMENDMENTS OF CITY OF TUKWILA 4 THE STATE OF WASWINGTON. CONTRACTOR OR HISTukwila SUBCONTRACTOR SHALL VERIFY REQUIREMENTS, OBTAIN 1 PAY FOR PERMITS. 12. ALL ELECTRICAL. WORK IS TO BE BIDDER DESIGNED AND SHALL COMPLY W/ ALL APPLICABLE CODES INCLUDING BUT NOT LIMITED TO THE INTERNATIONAL RESIDENTIAL CODE AND THE CODES / AMENDMENTS OF CITY OF TU .UILA t THE STATE OF WASHINGTON. CONTRACTOR OR HIS SUBCONTRACTOR SHALL VERIFY REQUI1EM1rNTe, OBTAIN 4 PAY FOR PERRMITS. 13.THE CONTRACTOR SHALL NOT PROCEED WITH ANY WORK REQUIRING ADDITIONAL COMPENSATION BEYOND THE CONTRACT AMOUNT WITHOUT WRITTEN AUTHORIZATION.FAILURE TO OBTAIN AUTHORIZATION FROM THE OWNER WILL INVALIDATE ANY CLAIM FOR EXTRA COMPENSATION. 14.NO WORK DEFECTIVE IN CONSTRUCTION OR QUALITY OR DEFICIENT IN ANY REQUIREMENTS CF THE CONTRACT W FAILURE TO ED WIT EB HE PONT OUT DEFECTS DOCUMENTSDEFICIENCIES EICIE SHALL BE ACCEPTABLE DESPITE THE DEFECTIVE OR DEFiOMpLE I DURING THE CONSTRUCTION. DEFECTIVE WORK REVEALED WITHIN THE ENT 12 MONTHS AFTER COMPLETION OF WORK SHALL BE RREPLACED BY WORK COI�FOR�1"IING TO 7HE1! INTENT OF THE NO PAYMENT, EITHER PARTIAL OR FINAL, SHALL BE CONSTRUED AS AN ACCEPTANCE OF DEFECTIVE WORK OR IMPROPER MATERIALS. CT. FT. EXCESS 2 SA. FT. S FTREGARRDING 3.1 %• 35% - 3.1% ■ 313 % X SA30 SQ. FT. Plan review approval is subject to errors and ornissions Approval of construction documents does not authorize the violation of any adopted code or ordinance. Rsceiot - - `( - approved Field Copy and t:andiEiCuls is �. !edged: 2,955.13 MAX. FOOTPRINT PROPOSED RESIDENCE: SHOP TOTAL FOOTPRINT H625.E GG AGE 1ORC}I TOTAL FOOTPRINT NT REj`225.41 G David T. Spangler Company, LLC 319 PIKE STREET NE • AUBURN, WA 98002-4633 C: 206.715.6965 • P: 253333.7045 • E DiSpartglei54@conicastnet SECFLOOR 1629;15 91483 125.14 2,"129.'12 2,129 Ix 22'3 1 SECOND FLOOR 1b2631 y -----'� ,3526.62 TOTAL 3 5891 4,35634By: j�EXHAUST LDR BASIC DEVELOPMENT STANDARDS (18.10060) MINIMUM ACTUAL LOT AREA, MINIMUM: 6E00 eQ. FT. 9'430 8Q. FT. AVERAGE LOT WIDTH: 50 FEET 82 FT X 115 FT BUILDING HEIGHT: 30 FEET S 30 FEET SETBACK IN FEET: Date: 9//�/ e2/' % C• of BUILDING DIVISION FRONT (6. 116TH STREET)) 20 FEET SEE FLAN REAR(NORTHT 1 PROP. 5 DEET SE PLAN REAR LINE) 10 FEET SEE PLAN 18.06.140 6.. =A x (0 w H010) A MAXIMUM 24" TYPICAL. PROJECTION, EAVES, BAY WiNPOUJS (IF APPROVED), OVERHANG NCLUDiN1G GUTTER ALLOWED N SET BACK AREA. SEE TABLE 8302.1 (I) IN BUILDING CODE FOR ADDITIONAL iNFOR1ATiON,CONTRACT. 30 INCHES HIGH OR LOWER MAY BUILT N SETBACKS. FENCES UP TO 6 FEET MAY BE BUILT ON THE PROPERTY' LNE, RETAINING WALLS UP TO THREE FEET AND ROCKERIES MAY BE BUILT IN SETBACKS. OFF-STREET PARKING (18$6068) RESIDENTIAL PARKING REQUIREMENTS;OUTSIDE TWO (2) OFF-STREET PARKING SPACES SHALL BE i°ROVIDED FOR EACH DWELLING UNIT WHICH CONTAINS UP TO THREE BEDROOMS. ONE ADDITIONAL 012P4TRREET PARKING SPACE SHALL BE FtEQUiRED FOR t:VE1RY TWO BEDROOMS IN EXCESS OF THREE BEDROOMS IN A DNtELLING UNIT. 3 BEDROOMS PROPOSED THEREFORE 2 OFF-STREET PARKING SPACES REQUIRED. PROVIDED 2 SPACES GARAGE, 2 IN SHOP AND UP TO 4 POSSIBLE ON DRIVEWAYS IMPERVIOUS SURFACE (16.06.445) PROPOSED IMPERVIOUS SUR'Ac ES, SEE SITE PLAN. THIS SITE ISN LDR ZONE 4 CLASSIFIED AS A SENSITIVE AREA THEREF01� (18�I6060D IMPERVIOUS SURFACE) LIMITATION TO 50% FOR EACH,> SINGLE-FAMILY DEVELOPMENT 18 NOT APPLICABLE. TOTAL COVERAGE IS PROVIDED BELOW:�:C►, DRIP LINE OF ROOF 3298 SGT. FT. *ASPHALT DRIVEWAY +1 698 *ASPHALT DRIVEWAY 02 235 = *CONCRETE PATIO 160 000NC1EtE UTALKWAY 36 °EX1T GONG. PADS II f\XOF1:::),Auji\Ge CIVIL. CRO BTOPa1 PLAN CI CML PLAN - SHORT PLAT L06.026 (FILED HEREIN FOR REFERENCE) BATHTUB OR SHOWER STALL RECEPTACLES (WITHIN 6 FEET) E3502.8 LAUNDRY AREAS E3502.S V CI �r NOTE: teAuRC14161.66TETCsTUalgaLoutt aRCHITECiUR=4!� REVIS STRUCTURAL - EETS R:LOtu. _.- i GO COVER - SWEET, CODES, vICNI "' :" Dom* w' "r -, ""',,JE DE= '(PTI* , =LDG. AREA SDI SITE PLAN AU FIRST 1 SECOND FLOOR PLANS Al2 DOOR 4 WINDOW 8C 13ULES A2 POOP PLANS i � - ' - ONS A3.1 EXTERIOR ELEVATIONS ---... _- - .-.L. ;;;�,����_ , c'r"R i- 4.411 ,_"t �:.�` v.t`�.,,-D � � F��: Mechanical Electrical /PlumbingCara Gas Piping Citjl Of Tukwila BUILDING DIVISION S1f 13th St `. � Duwa m: IR)P P e give ,T htP1� S ii Ttrt 5� �1 �(`T` ' � � � � t " 0'" ;< -<, xa 1e11e 0 rice G ; ' Tn ''' .Sth .A6.1 $ ��tit.t � . ., 1 1 ,�� ` � QBCt� � `. S.117th St ` : S ,l i ith >I #, � '; Ens�kneerinq _ t � r te ' tA5 � � � � SAFETY GLAZING N SAFETY GLAZING WITHIN GA . c;-., q.: . c��'.. a EMERGENCY ESCAPE AND NIMUM NET CLEAR 51 SQUARE FEET b WARE FEET MINIMUM NET CLEAR MNIMUMI NET CLEAR MEANS OF EGRESS DWELLNGS SHALL EC SS TO THE EXTERIOR A GARAGE. EGRESS DOOR LANDINGS AT HALLWAYS, MN. STAIRWAYS. WIDTH. STAIRWAYS HEADROOM. MINIMUM WALRCLINE. (CURVED STAIR TREADS RISER HEIGHT. TIREAD DEPTH, PROFILE EXTERIOR WOOD/PLASTIC LANDINGS FOR MAX VERTICAL HANDRAILS - HEIGHT RAMPS GUARDS AUTOMATIC FIRE SPRINKLER REQUIRED PER CITY SMOKE ALARMS LOCATION - SMOKE I N EACH SLEEPING 2. OUTSIDE EACH 3. ON EACH ADDITIONAL WHEN MORE THAN UNIT THE ALARM ONE ALARA WILL POWER SOURCE SMOKE ALARMS, WIRING WITH BATTERY ~°� PALLS LESS THAN 60 INCHES FROM 6HOUERS R309.4.5. 60 INCHES ADJACENT TO BOTTOM OF STAIR LANDING R3 48.41 "x"' RESCUE OPENINGS 8310 OPENING AREA. `�R310.IJ ABOVE GRADE FLOOR'fent GRADE FLOOR OPENINGS c,PENNG HEIGHT IS 24 INCHES 4310,12 OPENING WIDTH 18 20 INCHES 4310.13 8311�A4.1 BE PROVIDED WITH A CONTINUOUS AND UNOBSTRUCTED PATH OF VERTICAL AND TRAVEL FROM ALL PORTIONS OF THE DUIISLLM OF THE DUELLNG� AT THE REQUIRED EGRESS POOR WITHOUT iREQUIRINGs TRAVEL 32 K WIDE, 16 K HIGH, MINIMUM R3112�: EXTERIOR DOORS. 36 K MINEXT. SLOPE NTE 1/4 INI2 83113 WIDTH OF A HALLWAY 3 FEST rd311,6 8311.'1 SHALL NOT BE LESS THAN 36 INCHES 83111.1 HEADROOM FEET a INCHES 8311.'12 STAIRS NOT USED) 4311.13 AND RISERS, 8311.1.4 THE MAXIMUM RISER FIGHT 13/ 4 INCHES R31i1.4.1 THE MINIMUM TREAD DEPTH 10 INCHES 8311,1.42 431L1.43 COMPOSITE STAIR TREADS 8311,1.4.4 STAIRWAYS. R311.'1.5 RISE OF 12 FEET BETWEN FLOOR LEVELS OR LANDINGS. ONE SIDE OF EACH WITH FOUR OR MORE RISERS 8311,1,7 R311.1.1.1 8311,8 R312 SYSTEMS 8313 OF TUKWILA ORDNANCE 2436 - TCM 16.42EAM R314 ALARMS SHALL BE INSTALLED N THE FOLLOWING LOCATIONS: 83143 ROOM, SEPARATE SLEEPING AREA N THE IMMEDIATE VICINITY OF THE BEDROOMS. STORY OF THE DUELLING ONE SMOKE? ALARM iS REQUIRED TO BE INSTALLED WITHIN AN INDIVIDUAL DWELLING DEVICES SHALL BE INTERCONNECTED N SUCW A MANNER THAT THE ACTUATION OF ACTIVATE ALL OF THE ALARMS N THE INDIVIDUAL UNIT. 8314.4 SHALL BE INTERCONNECTE DRECEIVE CEIVE THEIR PRIMARY POWER FROM THE BUILDING BACK-UP POWER WITHOUT A DISCONNECTING SWITCH OTHER THAN THOSE ' AR ��-� T R'ROT�; ig ,q�THROUGH , w to co � ^�t ' 1 , I q } i �. t1 4'136 SQ, FT. PERCENT OF SITE: 4104% NIS, M _ C . BWILDiI� BEcriON E•E ANS INTERIOR KITCWN?J ELEVATIONS lALL ,PORTION NOT UNDER DRIP LINE FIRST 1 SECOND ELECTRICAL PLHORIZONTAL DETAILSG A62 DETAILS STRUCTURAL 1 REVIEWED - SI STRUCTURAL DETAILS 4 NOTES S2 STRUCTURAL NOTES 83 FOUNDATION j .AN 1 NOTES 64 FIRST 4 SECOND FLOOR FRAMING, BEAMS, SHEAR WALLS 65 STRUCTURAL. ROOF FRAMING FIRE SPRINKLER (DEFERRED SUBMITTAL iSY OTHERS) FOR CODE COMPLIANCE APPROVED/ 1 JUL 2 7 2017 , Ild Pig -- City of Tukwila BUILDING DIVISION REVISIONS "` ' No changes shall be made to the scopet g��� of work without prior�ax approval of � NOTE: Tukwila Building Division. NDT,�. Revisions will require a new plan submiitaR * ':�� .. :11.1 may in; .tee additional plan review fees l _ _ _ . _ . L_ - � � g, *�t 'r '" � to � �,t ,�5 ��, r.: .v1�� �Y y ���'�` �� � 4. t . ��{ � 'a � .�r, ; ,�� �-1.i9t#t t . � ��f��> CODE DATA, GEN NOTE,. VICINITY MAP, INDEX OF DRAWINGS V-------- �1 �a,� tiW I `Ctir 2 �� ,= REv1 >'� f (:),\5 (:),JEc t::::)4 .:=E,,, • AFF ABOvE FINISHED FLOOR HWT HOT WATER TANS: SB BREAD BOARD LOC. LOCATION SF BI -FOLD (DOOR) MC MEDICINE CABINET SSP 01 -PASS (DOOR) MPGR MANUFACTURER SSW. BASEMENT 038 ORIENTED STRAND BOARD CL CENTERLINE PT PRESSURE TREATED CONT. CONTINUOUS P.LAM PLASTIC LAMINATE Olaf,. DISPENSER REV. REVERSE EQ EQUAL READREOUIRRE0 EXP. EXPOSED R./e ROUGH SAWN EXT. EXTERIOR 8408LP SHELF AND DOUBLE POLE EAU EACH WAY 84P SHELF AND POLE FIEIER CEMENT 68 SOLID 15EARING FON FOUNDATION SF SUB -FLOOR FINISHED END (CABINETS) SH SHELVES FF FINISH FLOOR (FIN. PLR) SIM. SIMILAR FLFR FLUDDE8H FRAME (BEAMS) SR SHOWER ROD F/P FIREPLACE SC SOLID CORE (DOOR) FTG. FOOTING TIE TOWEL BAR GWB GYPSUM WALL BOARD TOP TOP OF PLATE GYP.SHTG, GYPSUM SHEATHING TPD TOILET PAPER DISPENSER HO HANDICAP TYP. TYPICAL H.C. HOLLOW CORE (DOOR) UN.O. UNLESS NOTED OTHERWISE HORIZ, HORIZONTAL VS VENT BLOCK HT. HEIGHT VERT. VERTICAL HWH HOT WATER HEATER (TAXLESS) WC WATER CLOSET OWNER: STRUCTURAL ANTOANETA Z. MOUTAFOVA ROSS BAHARMAST, 15140 65TH AVE. SOUTH, APT 213 RB ENGINEERS; TUKWILA, WASHINGTON 98002 1312 2ND ST. KIRKLAND, C) 206.5341656 0) 4258223009 E)moutarovl otmailr. m F) 4258223619 C) 423 331.2f CIVIL ENGINEER: E)rb61992egmAllcom SCHWN CWAOSILAPAKUL, PE PATRICK HARRON 1 ASSOCIATES, LLC FIRE SPRINKLER 14400 NTERR AN AVE 8, 01119 SEATTLE, WASHINGTON 98168 TED 0) 206.614.4659E) echwln�patridUtiarro►�,cvm �U I1,D iNCx DE5IC HER: DAVID T. SPANGLER, DESIGNER DAVID T. SPANGLER COMPANY, LLC. 315 PIKE STREET NE AUBURN, WASHINGTON 98002 0) 253393:1�l45 C) 25333.6045 E) cltepangiercosemall.com _ ENGINEER' PE NC. WA. 98033 + DESIGNER: PARCEL 134060.0144 LEGAL DESCRIPTION, RIVERSIDE NTERUR3AN TRS LOT 2 OF TUKWILA SNORT PLAT* L06.026 REC 20010124900005 230 PT OF N 62 FT OF SD LOT 16 SPT FOR ROAD EASEMENT SEE SHORT PLAT 1.06.026 (PARCEL 194060.0143) EASEMENT: RECORDED 10-144006 (20061016002111) INGRESS AND EGRESS AN UTILITY EASEMENT 11 FEET WIDE AS FOLLOWS: USE THE SOUTH it FEET OP THE WEST 113 FEET, POUUSEAND BENEFIT OF THE EAST IS PARCEL OF LAND. TWE'WEBT 230 FEET GP THE NORTH 82 FEET OF TRACT 1, RIVERSIDE iNTERUi�AN T ,., PLAT THEREOF RECORDED N VOLUME 10 OF PLATS, PAGE 14, M KING ;pr II CORRECTION JUL t..'r t . SD SP BEING WEST FEET OP THE FOLLOWINGFC •• ,, •, TO THE R~ �. U K W I LA 17 2017 • , .ION. CARBON MONOXIDE ALA : S R313 ONE CARBON MONOXIDE ACORIA SHALL 13E INSTALLED OUTSIDE OF EACH SEPARATE SLEEPING AREA COMBINATION CARBON 4 SMOKE Ai.AF41S SHALL DE PERMITTED IN LIEU OF GAR aoN ALARMS 8313,4THE POWER SOURCE • PRIMARY POWER FROM BUILDING WIRING /BATTERY BACK-UP 43158 CARSON MONOXIDE DETECTION SYSTEM - PERMITTED IN LIEU CP CAFE3ON MONOXIDE ALARM R315.6FE FO - - SEPARATED FROM INr£R108 OF BLDG BY APPROVED TWR RMAL BARRIER 4316.4 PROTECTION OF WOOD AND WOOD BASED PRODUCTS AGAINST DECAY 8311 PROTECTION AGAINST SUBTERRANEAN TERMITES 8318 SITE ADDRESS P319 ACCESSIBILITY - NOT APPLICABLE SFDU 8320 ELEVATORSAND PLATFORM LIFTS (NOT USED) 8321 FLOOD -RESISTANT CONSTRUCTION (NOT APPLICABLE) 8322 FOUNDATIONS R401 FOUNDATION ANCHORAGE iN SEISMIC DESIGN CATEGORIES C, 0-0, Qd D-2 R4036.1 FOOTINGS 014 OR ADJACENT TO SLOPES - NA -SLOPE LESS THAN I TO 3 (-333%) R403).1 PERMIT CENTER ft fyy��yy r� }y¢� Q - �,13x .NRS± i i i IN i IMPERVIOUS SURFACE (1806.445) PROPOSED IMPERVIOUS SURFACES, SEE SITE PLAN. THIS SITE IS N LDR ZONE 4 NOT CLASSIFIED AS A SENSITIVE AREA THEREFORE (I8.46.060D IMPERVIOUS SURFACE) LIMITATION TO 50% FOR EACH SINGLE-FAMILY DEVELOPMENT IS NOT APPLICABLE. TOTAL COVERAGE IS PROVIDED BELOW, DRIP LINE OF ROOF ASPHALT DRIVEWAY 'I ASPHALT DRIVEWAY V CONCRETE PATIO CONCRETE WALKWAY EXIT CONC. PADS 4,436 3296 698 23$ 160 36 PERCENT OF SITE: 41.04% SO. FT. S. FT. SS - GRAVEL DRIVEWAY MINI SPLIT OUTDOOR UNIT (CONDENSER) ON SMALL CONC. PAD (IN SETBACK) These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequac,• of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance - and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector.:- Date: By: ,: 726//7 NEW 6' HIGH WOOD 3 FT TRANSMISSION LINE FENCE ON NORTH 4 EASEMENT WEST PROPERTY LINE 10 EX. ASPHALT PARKING AREA 115'-0 ///////// i EX. FIRE HYDRANT I (3) EX. WATER METERS/SETTERS CONTRACTOR/OUJNER TO COORDINATE WITH WATER DISTRICT TO DETERMINE WI-IIC 1 METER/SETTER WILL SERVE LOT 2 Xts3'• Meox foR NE -k) sEgV $E p g�P j w d�N -"HO Fiet-Q PEP— Ac.tcANT's • Qu�_ / M-- ------ --- F -- -- --- --- F -- FM EXISTING HOUSE NEW 6' HIGH WOOD FENCE ON PROPERTY LINE TO EASEMENT LINE = 10 FT B.S.B.L. 5'-(" SIDE YARD SETBACK u 83113 MIN. LANDING 36"x36" OR LARGER cI 24" MAX LAWN - GARDEN AREA 15,-0" YARD DRAIN RIM 11.5 4/- • I •N. • 5'-0" SIDE YARD SETBACK X • LAM INFILTRATION TRENCH 4 DRAINAGE, PER CIVIL LAN CI. Tour OF w *L/,cg -----FM--- FM--- -FM ---FM7:E^---- -- FM-^ -- L__T LAWN • 12'-2" YARD DRAIN RIM 11.0 +1- i L .1.11.0.1=11 111.041.11•1106 --FM--- Is 20 FT B.S.Bi... LAIN 10'4" FRONT YARD \ SETB,4CK SDCO 11.5' V/- PROPOSED HOUSE, FIRST FLOOR SECOND FLOOR 4 ROOF PLANS FOOTING DRAIN ROOF DRAIN SDCO TYPICAL EX. 3' HIGH CYCLONE FENCE SLOTTED TRENCH DRAIN, TYP. EDGE OF ASPHALT NOT MORE THAN 150' i 8 FT PRIVATE INGRESS AND EGRESS EASMEN7'_. 11 FT PRIVATE INGRESS, UTILITIES 4 DRAINAGE EGRESS EASMENT FOR BENEFIT OF LOT 2 EXISITNG DRIVE WAY 8 FT ROAD EASEMENT 4 INCLUDES 5' SIDE YARD SETBACK SEE PATRICK HARRON 4 ASSOC. C1.0 STORM PLAN DATED 03-06-2011 FOR DRAINAGE PLAN NORTH EDGE OF ASPHALT PROPOSED SITE PLAN REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 7 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUL 172017 PERMIT CENTER SCALE: 1" ^ 10'-0" ii ii V . CCNSTIRUCTION DOCUMENTS Ot1NERS� SVETOSLAV MOUTAFOV 4 ANTOANETA Z. MOUTAFOVA 15140 68TH AVE SOUT14, APT. 213 TI1(W1LA, WA5341N T0i 5518S MOBILE: 206-854-16% EMAIL: moutafovlchotmalt.com David T. Spangler. Company, LLC 319 PIKE STREET NE • AUBURN, WA 98002-4633 C: 206.715.6965 it P: 253.333.7045 • E DT "' 11604 - 40114 AVENIE 501.111-1 TI1CWILA, W SI-IIN sTON 58168 PARCEL* 134060-0144 JOB NO.. vA14-2704 SED1 cp--1 SS i i SS PROJECT TEAM MOUTAFOVA RESIDENCE SEC 10, TWN 23N, RGE 4E, W.M., CITY OF TUKWILA, WA SS SS SS 10 ORIZOTAL SCA E These nuns have been reviewed by the Public' Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacf- of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final the F 4cte: 1 ac ptance is subject to field inspection by c Works utilities inspector By:• or) (1) EX. CATCH BASIN 0 L,OT 18�_ FM --- -FM --- -FM --- -FM --_=- -FM--�--FM --- -FM -- weir •••••111•1.1•100,11.0161.111. diumsomonwilmiled.mila • 'OW. S YA'D DR I RIM 17.5 4" IE 14.2 (IN -E) 6" IE 14.0 (OUT-S,W/DTE) -.n X ail --iv rlrrrwr.r v X .rr.rr.r1111aJa. X it 0 5.0' 18 LF OF 4" PERF. SD ---•''t 17 0X (FLAT) 4 INFILTRATION TRENCH 6 (22'Lx20 'Wx �)) R 17. 6 TRENCH MP 15.5 6" IE 14.0 BO7TQM 13.5 (SEE DETAIL) EX. PRIVATE INGRESS, EGRESS, \ UTILITIES, & DRAINAGE EASEMENT FOR THE BENEFIT OF LOT 2 FM--- -FM - -FM----FM----FM----FM--- ,....... ., i.�.rmommomo 1 1 1 1 1 ....... ..r.,.. FM-�/ 18 0 !PPROVE oR• RA_ toIA-GE j'3O1 5 . 0 M7). it. b N LY 4 32 LF OF 4" SD OP 3.2% FOOTING DRAIN EL. 16.0 J (NP) J RIM 17.5± 6" IE 14.0 17.8±' '17 t-� Y RD DRA N - RIM . 17.2t 4" IE 15.2 (W/DTE) 3 • • Lil L, :,, „ SD c, 100 LFOF4 ® 0.5% MIN, [L1 \ f6 LF SLOTTED TRENCH DRAIN TOP/FG 17,5 4" IE 16.9 (N) 4" IE 17.1 (S) Fl 0 1100.10 ci OM NOM 1111.101,1111/4•111MMONil 0.1011NOIMIIINI./.1111011M r htiti_Ittiiii_It_ttt_i 1iii_ILL Li- U .• I SDCO RIM 18.2±' 4" IE 15.5 \. T0' F OF 4" SD 0.5X MIN. MAIN FF=19,5 GARAGE FFA 17.8 ROOF DRAIN O') $SCo (TIP) i mom ..:....lir_ ,I. • f I RIM 17.5± • : RIM 17.5t 4" IE 16.0 ... 4" IE 18.0 allow • ;air x OWNER (CONTACT): STEVE & ANTOANETA MOUTAFOVA 15140 65TH AVE S, APT 213 TUKWILA, WA 98188 PH: 206.854,7696 EMAIL: moutafov7 a7hotmall.com CIVIL ENGINEER: SCHWIN 'CHAOSILAPAKUL, PE PATRICK HARRON & ASSOCIATES, LLC 14900 INTERURBAN AVE S, #279 SEATTLE, WA 98168 PH: 206.674.4659 EMAIL: schwin©patrickherron.com ARCHITECT: DAVID T. SPANGLER DAVID T. SPANGLER COMPANY, LLC 319 PIKE ST NE AUBURN, WA 98002 PH: 253.333.7045 EMAIL: dtspanglerco©gmaii.com GEOTECH: CASH M. CARR CASH M. CARR TECHNICAL SERVICES 9873 244TH PL NE REDMOND, WA 98053 PH: 360.301.5671 EMAIL: cmc.technical.services@gmail.com PROJECT INFORMATION DEVELOPMENT DATA: PROPERTY AREA ADDRESS PARCEL NUMBER IMPERVIOUS AREA ROOF DRIVEWAY WALKWAY ABBREVIATIONS: EX. ARCH CB SDCO IE SLL DTE UTE 0.W. FG EG LP FP IN HR EXISTING ARCHITECTURAL CATCH BASIN STORM DRAIN CLEANOUT PIPE INVERT SOLID LOCKING LID DOWN -TURNED ELBOW UP -TURNED ELBOW OBSERVATION WELL FINISH GRADE EXISTING GRADE LOW POINT FINISH FLOOR INCHES HOUR 9,430 SF (0.22 ACRES) 11604 40TH AVE S TUKWILA WA, 98168 734060-0144 4,151 SF (44%) 3,219 SF 845 SF 87 SF SITE & GRADING CALLOUTS: 1. FINISH FLOOR ELEVATIONS PER ARCHITECT. 2. SLOPE DRIVEWAY TO DRAIN. 3. MINIMUM FINISH GRADE AROUND BUILDING IS 17.5. 4. EXISTING CONTOURS. (7YP). D STORM CALLOUTS: 1. CONNECT SLOTTED TRENCH DRAIN TO ROOF DRAIN, 2. CONNECT FOOTING DRAIN TO YARD DRAIN. 3. PROVIDE FINE SCREEN MESH OVER DOWN -TURNED ELBOW. SYSTEM TO BE INSPECTED AND CLEANED AT A MINIMUM ONCE EVERY SIX MONTHS. IT IS RECOMMENDED THAT ADDITIONAL STORM STRUCTURES (YARD DRAINS OR CATCH BASINS) BE INSTALLED UPSTREAM OF THAT ALREADY SHOWN TO LIMIT MAINTENANCE. PROPOSED SYSTEMS SHOWN ARE THE MINIMUM REQUIRED. 4. THE INFILTRATION TRENCH WAS SIZED ASSUMING A DESIGN INFILTRATION RATE OF 1.248 IN/HR ACCORDING TO GEOTECHNICAL RECOMMENDATIONS PROVIDED BY CASH M. CARR TECHNICAL SERVICES DATED 2/4/17. 5. IN THE CASE TIS THE INFILTRATION SYSTEM FAILS, INSTALL CATCH BASIN WITH PUMP AND FORCEMAIN TO CONNECT TO EXISTING CATCH BASIN AT THE END OF THE S 116TH ST WITHIN PRIVATE DRAINAGE EASEMENT (APPROX. 115 FEET WEST OF THE PROPERTY). PUMP "ON" ELEVATION TO BE SET AT TOP OF INFILTRATION TRENCH ELEVATION OF 15.5, 6. DO NOT COMPACT AREA PROPOSED FOR INFILTRATION. AREA PROPOSED FOR THE INFILTRATION TRENCH SHALL BE PROTECTED FROM SEDIMENT LADEN WATER DURING CONSTRUCTION. REFERENCE: A. ARCHITECTURAL DRAWINGS BY DAVID T. SPANGLER COMPANY, LLC, B. TOPOGRAPHIC SURVEY BY MAIN -LINE SURVEYING. C. GEOTECHNICAL REPORT BY CASH M. CARR TECHNICAL SERVICES. D. ALL WORKMANSHIP SHALL BE IN ACCORDANCE WITH CITY OF TUKWILA STANDARDS. S'A'E Siff, Si)! Fete 1?EV/5E6 HIXtSE 4ocRTiorc cpr�D NEW STb1eM DiztyIoR6E SYSTEM l.OtATION FINISH GRADE WRAP NON -WOVEN FILTER FABRIC ALL SIDES TOP AND BOTTOM CLEANOUT/ OBSERVATION WELL 1' MIN, VARIES 9:444:444 • is VoittirtiaaV 1.�-IyI9�I�I� i�i�ioi%i •.Loi.x-r_ .tor..row.totorrAlwolrtorote*Lt-rg.res..eipmpooadpi...p.r.,,.vs..sipsipsipalso._ „Air TRENCH TOP (PER PLAN) WASHED ROCK 3/4'1-1 1/2" ® 40X VOIDS MIN. TRENCH BOTTOM .___ (PER PLAN) 6" PERF, PIPE CENTERED AT WIDTH OF TRENCH INFILTRATION TRENCH TYPICAL DETAIL SCALE: NTS THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE LOCATION AND PROTECTION OF ALL EXISTING UTILITIES. THE CONTRACTOR SHALL VERIFY ALL UTILITY LOCATIONS PRIOR TO CONSTRUCTION BY CALLING THE UNDERGROUND LOCATE LINE AT 1-800-424-5555 A MINIMUM OF 48 HOURS PRIOR TO ANY EXCAVATION. 111111,1111 O Gino 41143 1101111118 16T"ORN ��Tau into E i4 0 U W CHAOS/Z e. o+o ..41171,31.1 V0/17 •. G r~ I et ct w z ori PROD. NO. 16126 D8N. BY: SC DWN. BY: SC CHK, BY: BGH REVIEWED FOR CODE COMPLIANC APPROVED JUL 2 7 2017 City of Tukwila BUILDING DIVISIO RECEIVED CITY OF TUKWILA APPROVED FOR CONSTRU& IId4 2017 BY CITY ENGINEER EpAMIT CENTER BY DATE UTILITIES SUPERINTENDENT APPROVAL EXPIRES: DATE: SCALE: DRAWING NO. 3/6/17 111=10` C1.0 oF 1 Ot NOS TO AGENCY REVIEWER: GIVEN THE SIMPLICITY OF P `+r; � EIJ �* T PLAT (EXISTING ACCESS TO DE USED, EX. SIDE SEVER TING WATER METER. ETC) IT IS AWICIPATCD VAT SCI D OF THE a T PLAT NYLt CAN OCCUR PRI TO THE ST • DRAINAGE C THIN BEING k A NOTE SHOULD DE ADDED TO THE F SHORT PLAT HYLAR THAT READS 'LOT UTILITY CTICK TO DE PER AP ED CIVIL PLAN CM FILE WITH T CITY AND DE COMPLETED AT THE TINE OF RESIDENTIAL DUILDING;M;' TRUCTION ON LOT 2.'. 1'. a• -ti •-• • ... .4 f Ow • • Z y ►'a'• :IS • r • .• y i wr1yT«aL"• ' IbF r'�• •.n t1' ("T` w � �i t- •"a • a. r •. r•.'.. . fi• r• : d•!M 4 +.•��� 1 . i ..�of PROJECT D NAGE ASS t . I. THE PRO STS Cly` S ' l T PLAATTI THIr EXIST 18,060 SF LOT BUILDING LOTS. E, THE PROJECT MEETS THE CRITERIA FOR 'S L SITE DRAINAGE REQIli , K/DMKCSN/DM 1990 EDITION. 3► NEW IMPERVIOUS AREA AS A RESULT OF THE SHORT PLAT VIII .BE ASSOCIATED WITH • E PARKING * f FOR LOT 2 w ; Y. LOT I TO REMAIN IN EXISTING CONDITII;AL 4, THE HOUSE PRODUCT TO DE CONSTRUCTED SWILL PROVIDE A DURING ING FOOTPRINT BOT TD EXCEED 3,000 Sr. . A STANDARD AND CONVENT] AL 10' WIDE DRIVEWAYS WILL PROVIDE ACCESS TO LOT 2 AND A 20" X 20' PARKING ARCA. EN THE LU TED S .i E OF T PRO,.IECT AND THE LOT SIZE PER w rAwI! D TIGHTLUI EE TO PROVIDE A LEVEL Ct PEAK RUNOFF THE DEVELOPED R.0.5,�ri. Aad. NO. 7709239007 R.O.S. AY'. NO. 8110149006 7179 239006 O. R.+ , /41. . R,O •, A.F. NO. 771116' ' 8 R.O.R•M R.0.9.1 Al. NO. 2E021 7./01 *Malt 11 k. .P , A.F. O. 771209076 r REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 7 2017 RECEIVED CITY OF TUKWILA JUL i72017 PERMIT CENTER EPGE GF CHIMNEY CHASE - MN. CLEARANCES 81" - 4 OVE SASE OF FIREPLACE Q1 ZONE - MNI SPLIT OUTDOOR UNIT (CGNDENSER) CN SMALL CONC. PAD NOT ALLOUED IN SETBACK AREA PER COPE), SEE AS 45'-2" 40'-4" '-0" X0'-41/8" NOSE BIDS 6'-3" FIRE STOPPING ri/i /J/////Jl/i/1if I NIrif ■rn STONE WAINSCOTTING: �l%iJ1JJ//a//J�J/Jr/J//��JJOiJJfJ�q LIVING 21'-10" DINING WINE I1 FP ELEV. 193' HOSE FIRM SURFACE LANDING PER CODE, VERIFY ---LARGE: 4 WITH OILIER TRAY CEILING 10" v././//////Amm!/H///YIJHH///!/!!f!!✓/J!////!,//Hr!/!!!H//.%!/f!H!!(/!!llMolff!/H!//IHHJ/HJHJ1!/J!///!!JH//// i UP' 1'-3 1/4" I'-3 1/4" NANP RAIL ilIlIliIL&- �(_7 Ike R ACCESSmut / ' 0 2/4 It u LL CLO. 44 1/2" 0" IIi MUNI g RIM ///4,, ri ar/HHJHIrHJ/J/f TRAY CEILING yv r1/ !//J/ taur %7/71.: V✓ �rrrrwrrrr� II' -I 3/8" 414 E3/ II 18+'-1 3/8" -1 -------\ la KANO V CONSTRICTION DOC JMENTS Ot1NERS: SVETOSLAV MOUTAFOV 4 ANTOANETA Z MOUTAFOVA COUNTER -' W ///4 WNr//!J!/r/f/",.;rr!/.r r/:i:%%+lrHi/rHH/X/r"!XH//rirrrf/HH.Q9H�/rrHJfrC rrHir7/ T/NKLESS 1411.1 442' BTOPIE WAINSCOTTING v.311 FIRM SURFACE LANDING PER CODE, VERIFY �..--'---LARGER SIZE WITH GUNER 1408E SLOPE U4' MIN, PER FT TO POOR FF ELEV. I1b' LINE OF FLOOR ABOVE 20'-4" STONE IUAINBCOTTIN arars.,rri."4KAINO w.rwrrrwrww,nnwrrwww,irrIWA JG///.OJJ//rJJJ//01//JJ/l, /J///,%/./�U/. ild 7 *r `, JJJ/,i 4-9/ ,e/ ///iiif FF ELEV. 11.6' FF ELEV. I1b' SLOPE 1/4' MIN. PER FT TO POOR 12'-4" e3ILLIAND Pi' -6" • 6'-I0" 12,O '-3„ li ///%/JJl/J///f/AP` //r J//J/%///.,?%///JJ//%///JJJJ//J/J%/iJ/% EV -11" '-UA" 31.0" 431-4" 43',4" WOO 510 FIRM SURFACE LANDING PER CODE, VERIFY LARGER SIZE WIN O LINER m //J.%//OJ/J//J/%G///%JJ!/%/%/////%J/%JJJ///%J///%.lJ/%%/J/J///////%J�%///J%i 2'-10" alhandlidlilk 1 __I_■/JiJiJiJJi,. 15EDRooM 411 0'-3 5/8" /...9"/ Al/AY/ //H/4 4// 4Y/7 /// //AV //H//./HH///J/fJ4 rH/HJJ�i��09/ /2* .747 /7 . 1cr U►IIIA�/J %J%///J/J/ 4'-0" /////fHH/ HrJ�� I4;"//lrrr///rJ/H/J/// f//// //.///////��/ I0'00" CLOSEI /.HfY ./ /HYJH/rr////r��/ ///.UXXrrr/JHHrHf//rIJJ/HH/1i IT5T FLOOR PLAN Q 4.1111111111111111111111111.111rJ////lJ///OJJ//,rJ///// 3'.S 1/S" 11'-2 1/2" 11'4 3/0" NORTH SCALE: 1/4" 3114" SECOND FLOOR PLAN FLOOR PLAN NOTES • SEE 5UILDNdy SECTIONS FOR CEILING HEIGHTS. • ALL MSS 1 SHOWER STALLS FIREIBL4XX OETUEN STUDS. LIMIT SHOWER FLOW TO 3 GPM WALL 614A1.L EE WATERPROOF TO MK 12" AOIVE DRAIN INLET. ALL GLAZNG, INCLUDING WINDOWS WITHIN 10" OF DRAIN INLET, SHALL 0E SAFETY GLASS. 22"x30' ATTIC ACCESS w/ WEATHER STRIPPNG AND R-4iSINSULATION. 0 SHELF AND ROD 0 36" HIGH GUARDRAIL. i ALUSTERS SHALL ISE SPACED SUCH THAT A 4"0 ePleRIE WILL NOT PASS THROUGH. 4 PROVIDE NUOU6 IUi"S FRAIL 0 $4' TO 36" ABOVE C) STAIR NOSI RE1UR4 ENDS TO WALL. OR TENET. POST. BALUSTERS SHALL BE SPACED SUCH THAT A 4'4 SPHERE WILL NOT PASS T ® FIBERGLASS BATHTUBS/SHOWER WI INTEGRAL . SS WINDOWS SHAW MAX. SILL. HT SHALL IsE 44" AR MIN. NET CLEAR OPENING WIDTH: 20" MK NET CLEAR OPENING FEIGHTs 24" MN. MI CLEAR OPENING AREAS 8.1 SGL FT. NOT USED - NOTE FOR HOT WATER TAMC STRAPNG 0 SAFETY GLASS 90 1PROYIDE 8/8" TYPE 'X on ON ALL HOUSE/GARAGE ccft1ON AND GARAGE OEILN(li AND BEAMS WHERE LIVING SPACE 0=IRS ABOVE. TIMER FOR MOLE HMV FAN. 11PROvIOE HOT WATER mrsuriike ANG PRESSURE RELIEF VALVE TERMINATING OUTSIDE. Q ALL SOURCES OP IGNITION TO BE IS" MN APS 0TIENT DRYERTO OUTSIDE 64) MNI•OLIT SYSTEM CONDENSOR (HEAT P'LMP) REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 7 2017 City of Tukwila BUILDING DIVISION ENEMY CODE INNO 1ATION • GE.AZNG: ALL GLAZING TO WAVE U-FAOTOR OF 032. • ALL EXTERIOR DOORS TO HAVE U -FACTOR OF 020 • CEILNGS OF HEATED AREAS TO HAVE R-45 N8J4LATION • ALL AES GRADE WALLS TO HAVE R-21 NBULATION • ALL FLOORS OVER UNHEATED AREAS TO NAVE R-80 INSULATION • ELECTRIC WATER HEATER WITH A MNIMUM EP OP 0.53. • ALL SHOUERWEAD I ICIT 14EN F • .+ i • OR LESS • ALL OTHER LAVATORY FAUCETS RA F ► , : ^' f_IITV FIF T(KWI JUL 17 2017 PERMIT CENTER K i g U'.,. e I . I V CONSTRICTION DOC JMENTS Ot1NERS: SVETOSLAV MOUTAFOV 4 ANTOANETA Z MOUTAFOVA IP. 0 ii" ell 1 rg. ler Comnanv. LLC 319 PIKE i Kit! NE • AUBURN, WA 98002-4633 C: 206.715.6965 • P: 253333.7045 • a DTSpanglerCo©gma lcom tui } g 14 ; i ,T, 1104 - 4011.1 AVE soun4 1U(II 11ASt-111 TQN S6166 PARCEL' 134 -0144 ,O I VA14-004 FOR A1.1 ID00 s_ci i UL SIZE (ROUGH OPENING) a o 0 204 0 1 U,111§ 0 j / N 0 0 oI g 1 4 12 I P in 0 VI v 4 4 FIXED TRANSOM GLASS, SEE ELEVATIONS FOR GRID PATTERN LABEL TYPE SIZE FIRE RATINGS MATERIAL CORE FIXED, AWING ABOVE 1 2.3'-0" X 6-S" NR WOOD SC II P 4 .420i 3'-0" X 1'-6" SLIDER LOW -E, ARGON SEE ELEVATIONS FOR GRIP PATTERN S 16'-0' x I.0" NR ALUMINUM HC SEE ELEYATIONS FOR GRID PATTERN 6 8'-0" x 3148" SLIDER/FIXED/SLIDER LOW -E, ARGON SEE ELEVATIONS FOR GRID PATTERN 1 l '-0"XICI-s9" NR ALUMINUM HC LOW -E, ARGON SEE ELEVATIONS FOR GRID PATTERN S' -O" X 3'-6" SLIDER/FIXED/SLIDER LOW -E, ARGON D 2 3'-0" X 6'-S" NIZ Q WOOD SC SLIDER AO SEE ELEVATIONS FOR GRID PATTERN Q 4'-0" x 4'-0"' SLIDER 0 2 2'-S" x 6'-S" 20 MIN. Q WOOD SC 0 o 0 0 0 0 2 2'-8" X 6'-S" NR WOOD SC .&,1 LOW -E, ARGON NO GRID I S'-0" X 6'-O" SLIDER LOW -E, ARGON SEE ELEVATIONS FOR GRID PATTERN 2 2'-4" x 6'-S" NR WOOD SC SEE ELEVATIONS FOR GRID PATTERN 14 4-O" x 3'-0" SLIDER LOW -E, ARGON NO GRID 2 2'-4" x 6'-S" NR WOOD SSC 2 2'-4" x 6'-3" NR WOOD SC 2 2'-6" x 6-8" NR WOOD HC 2 2'-6" x 6'-8" NR WOOD HC 2 2'4" X 6-S" NR WOOD SC 2 3'-0" x 6-S" NR WOOD SC 2 3'-0" X 6'-8" NR WOOD HC NOT NOT USED - RESERVED 0 USED - IRESERvED $ NR WOOD HC 13'-2" X 6-8" 3 2.3'-0" X 6'-S" NR WOOD HC 4 3'-0" X 6'-8" NR WOOD SC Zs, WINDOW sc E Uti.E 1.1415B1. SIZE (ROUGH OPENING) TYPE GlS ZING U-PAGTOR REMARKS 6 R g E 8'-0" X 5'-0" CASEMENT/FIXED/CASEMENT LOW -E, ARGON FIXED TRANSOM GLASS, SEE ELEVATIONS FOR GRID PATTERN , , I , 2'-2" x $'-m" FIXED, AWING ABOVE SAFETY GLASS 319 PIKE STREET NE • AUBURN, WA 98002-4633 C: 206.715.6965 • P: 253.333.7045 • E. DTSpang1erCQ©gmaitcQm TRANSOM AWNING, $EE ELEVATIONS FOR GRID PATTERN PROJECT: STEVE 4 TONI MOUTAFOVA RESIDENCE 11 II P 4 .420i 3'-0" X 1'-6" SLIDER LOW -E, ARGON SEE ELEVATIONS FOR GRIP PATTERN 8'-0" X $'-0" SLIDER/FIXED/SLIDER LOW -E, ARGON SEE ELEYATIONS FOR GRID PATTERN 6 8'-0" x 3148" SLIDER/FIXED/SLIDER LOW -E, ARGON SEE ELEVATIONS FOR GRID PATTERN 3'-0" X 2'-0" SLIDER LOW -E, ARGON SEE ELEVATIONS FOR GRID PATTERN S' -O" X 3'-6" SLIDER/FIXED/SLIDER LOW -E, ARGON SEE ELEVATIONS FOR GRID PATTERN 8 $'-m" X 4-0" SLIDER LOW -E, ARGON SEE ELEVATIONS FOR GRID PATTERN 4'-0" x 4'-0"' SLIDER LOW -E, ARGON SEE ELEVATIONS FOR GRID PATTERN 10 8'-O" x 4-0" SLIDER/FIXED/SLIDER LOW -E, ARGON SEE ELEVATIONS FOR IP PATTERN S'-0" X 3'-0" SLIDER/FIXED/SLIDER LOW -E, ARGON NO GRID 12 S'-0" X 6'-O" SLIDER LOW -E, ARGON SEE ELEVATIONS FOR GRID PATTERN 13 8'-0" X 3'-0" SLIDER LOW -E, ARGON SEE ELEVATIONS FOR GRID PATTERN 14 4-O" x 3'-0" SLIDER LOW -E, ARGON NO GRID NOTE: 1. ALL WINDOWS ARE WHITS VINYL, SOUND REDUCTION, ENERGY STAR OR BETTER, LOW -E MEET OR EXCEED U -FACTOR .30 2. SAFETY GLASS: TEMPERED OR LAMINATED 3. ALL WINDOWS TO ME SOUND g3LOCKING. FR,41 LING CONTRACTOR I WINDOW SUPPLIER, VERIFY ROUGH OPENING, AND ACTUAL NOMINAL WINDOW DIMENSIONS, TO FINISHED SILL HEIGHTS, WITH OWNER ESPECIALLY IN KITCHEN AT COUNTER IN MILLIARD RooM. FIELD VERIFY PRIG TO MFR. WINDOWS. SU¢MIT SHOP DRAWINGS FOR ARCHITECTS REVIEW. WIND • ILL F° ING LO '=R IN KIT HEN TO AL OW CTER TOP TO ISE FINI;HIED WIN r• BILL. OUNTER AEUTTS WINDOW, SEE SECTION THROUGH KITCHEN 1 11 rn 31-0:: ac--� 3:-0:1 Q 'r N3 r NO GR D •a• �r : 2 -0: GLASS 31.011 0 4' N.--4' 31.00 EJ NCS . NO GRID :0n CO "WO a \/ . 6 R g E , , I , OW1 R& SVETOSLAV MOUTAFOV ANTOANETA Z MOUTAFOVA rn 31-0:: ac--� 3:-0:1 Q 'r N3 r NO GR D •a• �r : 2 -0: GLASS 31.011 0 4' N.--4' 31.00 EJ NCS . NO GRID :0n 0 �c- 5'-0n S'. -tan 4-0" -- S"-- ••••••01410. ....MI.- a \/ . 6 R g E , , I 0 �c- 5'-0n S'. -tan 4-0" -- S"-- ••••••01410. ....MI.- TYPE I S PANEL t TRANSOM GLASS SAFETY GLASS TYPE 2 5 PANEL TYPE 3 FRENCH TYPE 1 OVERHEAD DOOR TYPE 4 FLUSH TYPE b SLIDING FLUSH TYPES OVERHEAD POO W/ vISION PANELS r N I it SAFETY GLASS \/ . 6 R g E , , I , OW1 R& SVETOSLAV MOUTAFOV ANTOANETA Z MOUTAFOVA 15140 6501.1 AVE SWIM, APT_ 213 1IIQIJOLA, WA II4 TON S8188 MOBILE: 206-054-1696 EMAIL: moutarov'ihotmaticom David T. Spangler Company, LLC 319 PIKE STREET NE • AUBURN, WA 98002-4633 C: 206.715.6965 • P: 253.333.7045 • E. DTSpang1erCQ©gmaitcQm . TYPE I S PANEL t TRANSOM GLASS SAFETY GLASS TYPE 2 5 PANEL TYPE 3 FRENCH TYPE 1 OVERHEAD DOOR TYPE 4 FLUSH TYPE b SLIDING FLUSH TYPES OVERHEAD POO W/ vISION PANELS TYPE b VINYL SLIDNG GLASS REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 7 2017 City of Tukwila BUILDING DIVISION ECEIVED CITY OF TUKWILA JUL 17 2017 PERMIT CENTER 0304Z0F1 PERMIT SUBMITTAL SET A r N I it SAFETY GLASS SAFETY GLASS TYPE b VINYL SLIDNG GLASS REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 7 2017 City of Tukwila BUILDING DIVISION ECEIVED CITY OF TUKWILA JUL 17 2017 PERMIT CENTER 0304Z0F1 PERMIT SUBMITTAL SET A r N I it . . . . 6 R g E , , I , OW1 R& SVETOSLAV MOUTAFOV ANTOANETA Z MOUTAFOVA 15140 6501.1 AVE SWIM, APT_ 213 1IIQIJOLA, WA II4 TON S8188 MOBILE: 206-054-1696 EMAIL: moutarov'ihotmaticom David T. Spangler Company, LLC 319 PIKE STREET NE • AUBURN, WA 98002-4633 C: 206.715.6965 • P: 253.333.7045 • E. DTSpang1erCQ©gmaitcQm PROJECT: STEVE 4 TONI MOUTAFOVA RESIDENCE 11 II P 4 .420i IP ,a WINDOW SCHEDULE/TYPES DOOI? SCHEDULE/TYPES A1.2 DOILNSPOUT S" 111111111 CRAWL ACE ASPCCESS I ■ DOWNSPOUT 0 DOLINSPOUT -+-4$,12 DOILNSPOUT ----4. d2 /1.011/ DOLINSPOUT 4.8112 i 21 LOWER ROOF PLAN SCALE: 14":l' -O" Aha 22100" CRASS VENTILATION OPENINGS IN SHEATHING - 7 RIDGE PI 2' - II TYP ROOF PLAN NOTES DS EAVE VENT BLOCKS Uu (3) 2" DIA. I\ SCREENED VENTS N EACH BLOCK FOR 0.6 SQ. FT. NET FREE VENTILATING AREA PER BLOCK • DESIGNATES NUMBER OF VENT BLOCKS TO BE PROVIDED AT EACH CONTINUOUS EAVE LINE. 01sonon u: CONTNIQUS SOFFIT VENT - 8.6 SQ. N. PER LIN. pr. LN FT - 68 SQ. N. PER $'..�" r'':---/-1 22"x30" ATTIC ACCESS GABLE VENT >TYPE I: lb SQ. FT. FREE AREA (OPTIONAL) STYLE/ELEV TYPE 2: 12 80. PT. FREE AREA POIINSPOUT LOCATIONS- SEE ALSO BLDG. ELEVATIONS ROOF VENTILATOR (AF 80) ( 80 SQ. M OR .341 SOFT. FREE AREA) 3 A.6.1 UPPER ROOF PLAN -r—�----8:12 p 8:I2 ----�- GABLE END TRUSS r 0 0 O II 40 AREA 1'.6" REVIEWED FOR CODE COMPLIANCE APPROVED ATTIC VENTILATION CALCULATIONS JUL 27 2017 City of Tukwila BUILDING nivISION MARC AREA taQ,yra TOTAL VENT AREA REQ'D M3. (SQ. FT.) HIGH LOU! MN: (SQ. Ft) NO. OF EAVE 2, 9 VENT BLOCKS PROVIDED 4 RUC LENGTH OF CONT. NUIISER OCITY OF SOFFIT VENTS ROOF PROVIDED VENTILATORS REQUIRED JUL 4 LIN. FT. EAVE RIDGa P ERJIIT 1,262.11 421 2.10 31 2E6 0 0 0 6 208 1626.62 6?42 2.11 34 2.10 0 0 0 8 2,18 1 TOTAL VENT AREA CALCULATED AT law OF TOTAL ATTIC AREA, 8044 OF VENT AREA TO BE AT EAVES AND SO% A MINIMUM OF 3 FEET ABOVE THE EAVES. 2 USE LISTED MANUFACTURE FART NUM13ERS OR SIMILAR W/ EQUAL OR GREATER NET FREE AREA. 3. EVE VENT BLOCKS IN 3 -2" PIA, HOLES 0m SQ. FT. PER BLOCK NET FREE VENT AREA. 4. CONTINUOUS WRIT VENTS - GAF MASTER FLOW - LSVS 006 SQ. FT. PER LIN. FT. NET FREE VENT AREA. Si. ROOF JACKS 0 HIGHER THAN 3' OF EVE. 0.541 SQ. FT. NET FREE VENT AREA PER ROOF VENTILATOR 171 EIVED TUKWI 17 2017 CENTE 03.04.206 FAIT sustirrAL SET A /r N g 11A 1 . + No. ...Mrl. Om .- ...eram... / . . II 40 AREA 1'.6" REVIEWED FOR CODE COMPLIANCE APPROVED ATTIC VENTILATION CALCULATIONS JUL 27 2017 City of Tukwila BUILDING nivISION MARC AREA taQ,yra TOTAL VENT AREA REQ'D M3. (SQ. FT.) HIGH LOU! MN: (SQ. Ft) NO. OF EAVE 2, 9 VENT BLOCKS PROVIDED 4 RUC LENGTH OF CONT. NUIISER OCITY OF SOFFIT VENTS ROOF PROVIDED VENTILATORS REQUIRED JUL 4 LIN. FT. EAVE RIDGa P ERJIIT 1,262.11 421 2.10 31 2E6 0 0 0 6 208 1626.62 6?42 2.11 34 2.10 0 0 0 8 2,18 1 TOTAL VENT AREA CALCULATED AT law OF TOTAL ATTIC AREA, 8044 OF VENT AREA TO BE AT EAVES AND SO% A MINIMUM OF 3 FEET ABOVE THE EAVES. 2 USE LISTED MANUFACTURE FART NUM13ERS OR SIMILAR W/ EQUAL OR GREATER NET FREE AREA. 3. EVE VENT BLOCKS IN 3 -2" PIA, HOLES 0m SQ. FT. PER BLOCK NET FREE VENT AREA. 4. CONTINUOUS WRIT VENTS - GAF MASTER FLOW - LSVS 006 SQ. FT. PER LIN. FT. NET FREE VENT AREA. Si. ROOF JACKS 0 HIGHER THAN 3' OF EVE. 0.541 SQ. FT. NET FREE VENT AREA PER ROOF VENTILATOR 171 EIVED TUKWI 17 2017 CENTE 03.04.206 FAIT sustirrAL SET A /r N g 11A 1 . . / . . 6 R ge O(LNERS: SVETOSLAV MOi T FOV 4 ANTOANETA Z MOJTAFOVA M 04 A H I r W.1 O YaRk David T. Spangler Company, LLC 319 PIKE STREET NE • AUBURN, WA 980024633 C: 206115:696 . P: 261333.7046 • E: DTSpanglerCo@gmailcom PROJECT: STEVE 4 TONT MOIIFAFOVA RESIDENCE g 1 Ii. PQ 2. iR I CILATION CALCULATION& 1 1 1 __-7-- -' 42 1 1 5:12 ASPHALT COMP SHINGLES a-- glum; �r�r� '�min rl CIsm mism r■ir immummrar rl�rf�rr r� �r��rr rrrrrr r~��rr~ rr�r r�■I■�rr�iI1111 I■A Ir 11_rrr 1111011111 r�rrr��ir�rr mos o_r 0 ■J �r�r�lrrMI NilliMmill� 11111111111mMamillii ---arr- 110.1111 mar rr� --- Mona --'i a 12 /--TOP PLATE Zo ROOF TRANSITION OVER HEAD FN FLR 281.1 1/4" • \TOP PLATE FIN FLR 2S',1 I/4" OP PLATE 1 I at FIN FLR 28'-1 1/4 OP PLATE FIN FLR 19'4" FIN PLR NZ nommimmiliernmi yA .lii.i rale 1.4. --maiiiiimm !=,_ M Iiiiinfir FIN PLR I9'-6" FIN. GRADE 1120' FIN. GRADE FIN FLR 281,1 1/4" DUPA•PLU6 CHIMNEY SYSTEM TOP PLATE TOP PLATE PIN FLR I9'-6" 10'-0" 0 12 Q iulloniniaimlramiiiimoiomnilmui !"".Mw aimmiimm ilimmi m..i Nr/ �Mr�A.r.rir��r.r.ru�w MI u 'Q �irlr�ii 11 NW M MINN'' :r"�..'�ii ■� �� "' 111 lil N11111.111.1111111111111111111111111111 m IIIIM � iummar �r IIIIIIMMINIMMINIMAMINIONNE IMMO 01111 iMillmina illi FrailillarallallmaiMATIMINIITIONIMIllialial .11111II.1Il�Ilr1wmw r •r•••••mum S 11111.111.111111111111111111111.111111 AC O ` e Z r HmiliTiori I I FIN, (4 EXSIT) GRADE 11.00 •�.iinum ■ri. ii~i.� MNau awl Mal -- L MUM Airk TalV r 5,I2 ASPHALT COMP SHINGLES ME 11 rt ► 411111111111111111111111111111111 111111111111111111111 r(fraillimenummummummollaii111110V111111MmommummummaimmiumaillIIMuil Illlll ��r �I�r■■�I�I�rI11�M IN ■I III El 11111111111111111b • NMI IIIIII .�•i�.�.J � oil ii L .terrii r.�r.iirgyii- 1 # .M�r• �rtidr.r�iel.. 1`) ieLr .I 2 45tI 4512 .� . $OUTH FRONT ELEVATION SCALE Vd'.I'.0�' SCALE 1/4"n i'-0" r �]rMr rMwrr� rrrw1ir � 1 o' ani umumm, �rrwr i X �wrri�irl� r+,+r°rs e..=rrrr,�wAr'www.iiM++rw�i.',�r MMArrs. �I/IAI�i'i •/SMI �..i.M�I��rMr� 1 rr,.1�1111 0 wimrrerw.... ,wwwirr'�,r.rw' ,11111 i�r4 UMW 11r� j 111111111111111111111111111 -1111111111111111111111 i` 1120' 11.00 NOTE: JAMES HARDIE SIDINGS 18 SELECTED el5Y THE OWNER, INSTALL, CARE FOR AND MAINTAIN PER MANUFACTURES SPECIFICATIONS, SEE HTTP://UJwU,HAi tDIEINSTAI,LATION,COM/. THE RAIN SCREEN METHOD WAS NOT EbUT Is HIGHLY RECOMMENDED, Ink /*. 1130' 11.50' 5/4 X4 TRIM, HEAD 4 JAMB 11/ 5/4 X4 TRIM, SILL UINOUJ ,6_, SCALE: 3/4 "01'-0" VINYL WINDOW WATER TABLE U FOR LIANC APPROVED JUL 2 7 2017 MATERIALS LEGEND: 1. HARDIE PLANK !BOARD 4 "BATTEN OR EQUAL 2, 2x10 WOOD !URGE BOARD WIN TRIM City of Tukwila BUILDING DIVISIO 3. DECORATIVE GABLE END TRUSS 4/OR KNEE BRACES 4. 2x9 WOOD TRIM 8. HARDIE SHINGLE OR EQUAL RECEIVED rv. 2x10 WOOD TRIM CITY OF TUKWILA 1. 1" EXPOSED HARDIE PLANK LAP SIDING OR EQUAL JUL 17 2317 S. 2x4 CORNER TRIM (4" EQ. 150TH SIDES) S. FAUX STONE WIN DRIP CAP 4 FLASHING PERMIT CENTER 10. WOOD GUARD RAIL 4 BALUSTERS 11, WOOD TRELLIS 12. HEAVY TIMBER GABLE 13. SQUARE WOOD COLUMN WRAP 14. 5/4x4 TRIM 15. SLOPED wax SILL W/ FLASHING % k h v'... C< d fi....g 0 w fl >Kz il 15140 1�ry1 14 AVE�E}�: ii i1 4, ; t T. 2� - TU WIL!l�. 206-854-16a6 Ytb/'ta�['I1 70114 &1e8 -- li f MILE: 206- - 6 6 EMAIL: moutafovlehotmaiicom CONSTRICTION DOG TS David T. Spangler Company, LLC 319 PIKE STREET NE • AUBURN, WA 98002-4633 C: 206715.6965 • P: 253333.7045 • E DTSpanglerCo@gmaiLcom LS LEGEND FIN FLR 28'-1 1/4" TOP PLATE „"lk 111111111111.11111111 ASPHALT COMP SHINGLES 5:12 MINIM TiraireiTairlii Ism mmilimm in •1111111111111111111 IN IMII 0111111101M ,rr rrMrrEiiirellarlIZAIIIMILIIIIII 11111111.11110 milli" 12 Dr- Tifir 1215 -111111r11 Irrrr MIr�111iirmisimmemommulemimmunim�rllM1111. rrr�irr �M11��� rrr11111011rrrr�■■ IMr lin U. 1111111111111111011111 11111111111111111111 ---N- 4.5:12 ASPHALT COMP SHINGLES EAST (SIDE) ELEVATION SCALE: 1/4":11-0" PROPERTY LINE Co c>;1 FIN FLR 28'-1 1/4" TCP PLATE FIN FLR 19'-b" PROPERTY LINE 18.2' NORTH (REAR) ELEVATION SCALE: I/4":1'-0" FIN. (1 EXSIT) GRAPE WFOR c:vuEREVIEVOMPED LIAN( MATERIALS LEGEND: 1. HARD IEPLANK BOARD 4 BATTEN OR EQUAL 2. 2x10 WOOD BARGE BOARD WITH TRIM 3. DECORATIVE GABLE END TRUSS 4/OR KNEE BRAC S 4. 2x8 WOOD TRIM City of Tu 5. HARDIE SHINGLE OR EQUAL BUILDING C APPROVED JUL 2 7 2017 6. 2x10 WOOD TRIM RECEIVED 1. 1" EXPOSED HARDIE PLANK LAP SIDING OR E IV OF TUKW 8. 2x4 CORNER TRIM (4" EQ. BOTH SIDES) S. FAUX STONE WITH DRIP CAP 4 FLASHING 10. WOOD GUARD RAIL 4 BALUSTERS 11. WOOD TRELLIS 12. HEAVY TIMBER GABLE 13. SQUARE WOOD COLUMN WRAP 14. 5/4x4 TRIM 15. SLOPED WOOD SILL W/ FLASHING JUL 17 2017 PERMIT CENTS kwila IVISI LA R iii e= h EE g 1 R ODER& SVETOSLAV MUTAT-0V 4 ANTOAIETA Z. MOUTAFOVA 15140 65114 AVE SOUTH, AFT_ 213 TU,IICWILA WASHINGTON 1581,36 MOBILE:206-854-16% EMAIL: moutafoviehottnallecnn David T. Spangler Company, LLC E 8 H M r A. 0 PROJECT: STEVE 4 TONI MOUTAFOVA l eIDENCE i t 2 1 ii0 1 0. d (1 I_s.st !tr—"Iimsv « D TAII „..,-„, 43.1 TOP PLATE\ FN FLR TOP PLATE SLACKING ASPHI.AT COMPOSTION 8HNGLES, SEE 3/A6,1 i ,Iiiitij�o/l) !BLOCKING MASTS E3ATN FIN PLR 19'-6"—\ I -I/2" DIA HANDRAIL ONE SIDE MM, 34" ABOVE STAIR TREAIP NOSING !RETURN ENDS TO WALL OR NEUSL POST, ETC. PER R301.1 LINE OF WALL IN FOREGROUND 1/2" PLYWOOD RISER TRAY CEILING TREADS FROM 2x10 W/ CHAMFER TYPICAL - - A/C t'I 1111111 111111 1: ..�. .� �Ilrl� ■ern— r , r I 7 r l d 1 I f � 1 � III I lir r���tr�r���rir���ir�►�ilririrllr r1ri�.I, _.�1 �irl�G►i rilhtrt � rxr�4 lliir r1►r%��r ril�f�ir ��r�rt��r /��ir rl iririll /i1�►r�r � triril' z a� rpt r�1� �r�r gyral I � �r � � r � � � ��rxr���r�o�lr�rir�Irir�r� liartpl rrt7 ,"Ar, - - — — - - • 11 � 1( o_f p.1 DI�TI T. 1 1 u- - _ �{I1ID �1 I= I �R�1-I II yl_ 1 1I=_ 11 11LL D W 1f ii'I uT�171`' mO D -T f* I III_rL� W i �illUr�mriT�'I L'It FFr TTjIII TO STYL I5 EQUAL TREADS yM-111: N. GRAPE 1'13" m ECTION A -A SCALE: 1/4••=11-0" eiti:'r�rI1I1IrIrlrlrIrIllrllIrIrltI/irI/ItlrIrllltlrrrrrrlrlrI��rlrTrlri►...� M1Ar.1OY'rl�lwl�J.*I i LWA�l1�A�l'Arir'1r17MDMLVIr'IV w1V1�111w1�1t1M1ililfl 1'• renNitilaiMMISSIONSM 1.1/2" DIA HANDRAIL. 034" ABOVE STAIR TREAD NOSING, ETC., SEE DETAIL 6/6.I SECTION A-,4 SCALE: 1i4°,11.0" TOP PLATE -- FN FLR 4) TOP PLATE-' 1 PIN PLR 9 -6 " L 1 ASPHALT COMP SHINGLES .itI1I�I1TrI1IrZIT/Itti�1�1A1, ����ri���rh.�;;ip 12 Ill r r a� ■ WILIT11111 11 m� I.IaM ..._ •: CI ra a �� ��111min 1..ara��,. .. I. millihimmoiarill1111111111111.1111111101111111.1111111 maIIIIIIII■���arararara.I.�.�nII Iararararararararalra.II r mommo � ararara�raralrlaru. _mom ra■marararaor a°! marc O 01rararara NI larar ►11arararar mmi oft.mminaimmiimmisumummumummi NIP MASTER EE ROOM TRAY CEILING IIA I11 milowirerari w w1 c S "fw �• taliw ww 1 � LAI r~'.*— 10/147. AMON 1� Y� '�MIMI11 11.11"—man•. .. 1 1 r. "'1•Iear- SEE INTERIOR KITCHEN ELEVATIONS A4,1 �rzr�ralr�rYr�uri��tr�r�i�crirz��txr��rlr���,,�rzr�������+r�►r��►��,�rrrd�rx����r�r��;nzr�! d �. u- �i TOP PLATE - FIN FLR Y TOP PLATE -' FIN FLR gym=11—�—LI'-1ll SECTION B-6 SCALE: 1/4"m 1'.0" ASPHALT COMP SHINGLES 11,00' —m ���..,......_.._,__............._.._- ._:.. _. � NM ralrlarrrAilad iiarra MINIM 111 it,L p aO" : Mg ■1 omig r ammo f mommilammumilmm olio !X1 01 I! i11 1 [Ir III IN IUUI U mil 11HulI w•- .....11lgid M_l• iiiiiiiinallaniftealiMMINKOMINAMINIMMITIII trauma mirmo ..rmmiol�..11l.r.�l..owl.r mmummiis 1111111A11III 5 �.i Q rr®r111 --�.- /�rrarr lrara1M 11111 arara■ 111.11011011111011111.111111111111.1111 cr I I S PER S RUCTU 1IIff! Int!! IEWED FOR COMPLIANCE APPROVED ry ttlrele j 2 IIPPg David T. Spangler Company, LLC 2 ao d- g JUL 2 7 2017 City of Tukwila BUILDING DIVISION RECEIVED ITY OF TUKWILA UL 17 2017 RMIT CENTER 11.50' ti FN. GRADE �.�woN...r `y as rr• '�.T3 .+a $?g�'�:*_MI"T ..e..R + ,.J: r S. �"" "M,'"'V'••=4.1.14t-A. I�.�' 1 "> $i ' € 8" TRENCH DRAM AT DRIP LINE, SLOPE AWAY FROM GARAGE 2+ % SECTION 5-5 D1 BUILDING 5ECTION5 4-4 4 B -B 1'4" GUiS CEILING ALIGNS FLUSH WI WINDOW HEAD COUNTERTOP AND 4" SPLASH PER O LINER CARNET FINISH • ENDS MINTER TOP EXTENDS \ TO WINDOW, SERVES AS FINISHED SILL --) o z / \ 1 DR OR - DR + -->W mow- r]W *N?C.ti 1 David T. Spangler Company, LLC . PROJECT: STEVE # TONI MOUTAFOVA RESIDENCE 11604 - 40T14 AVERIE SOUTH Tt1LA, WASHINGTON 98168 PARCEL* 134M0-0144 JOB 140. VA14-004 11.6" 1 3'-0'1 1 1'-6i1 A4.1 / ISIS w/ Dw / ..NPISP6AL 1'.00 1 11„611 1 3'4"_ V 2'-01' V 1'4" 2'-0" ,1-6" J KITC-4N SASE PER OW4ER SCALE: 3/8"x11.0" TRAY CEILING n' A -T - Z T""\—T - �- v v COUNTERTOP PER OUk' ER 4'-m" TOP TOP BRACES PER OUk ER BASE PER OILER 31.011 CABINET FNISI4 • BACK AND ENDS CABINET FINISH • BACK ANP ENDS KITCHEN 4\KITC4EN 1$L4Np SCALE: 3/811 p 11.011 12 DRAG STRUT PER STRUCTURAL A$PHLAT COMPOSTION SHINGLES, SEE 3/46.1 TOP PLATE \ FN FLR TOP PLATE - FIN FLR FIN. GRADE .:..*L, t t rtrrrr rrrrttttrl r rrr rtrrirttirrrrrrrr L*A !1t1w1M1�1JpRlM<•►11q.}0L17M1r1MriMA�M1M1M11N1M1r1'M1�11�►1�1Qa1�!101rlrlAllloti11H�I1M11111�I1�111M11/1�1r1A1111�1*11YM111f19DRMR1�lwi:�lrl�/1111774 MI!!!!it1 DRAG STRUT PER STRUCTURAL ESE ROOM +� MASTER CLOSET PREFABRICATED ROOF TRUSSES PER STRUCTURAL ASPHLAT COMPOSTION SHINGLES, SEE 3/A¢.I it. UF 61 n i - !s!s!s* s !u artiit 1n_ii. !,iumit Iii!ash!► !! ! to tit �iY � ix� i .:stlititi4it �t�ttltitiitit ► :tit t t I.!"'r''r "'rte'! .,��4� IIM�immkuII' III E III 1 Intl TRAY CEILING 12 —14D TRAY CEILING ✓ 4 a ;.M�..�►rlittA/rrtt rrrrtttrtr/ri).u►.ww•1 ...awl' eNtikira511V111Piw1+7.l111PAii liraW.1MWA,iWINAWIlo i.+liIV1rAW4N kalatimMi osr SILL IARP DINING ROOM KITCHEN ISLAND I�x� fxr► cf r fYf�r fx� a rxr ti I�rzr Hrzfrr ►X ti rz xr x� ,fayl lir I/Yl- - - - ifl/ 1TfIfI/z��tr�rrr r rYrzrlrzrY� lili/��iZ�►1ir 6 / rififirifl/Ifififirzr�,irxrf itr �►� 112" n: -Il Im V CASEWORK BY OU.NER CASEWORK BY OUINER ECTICN E -E D i —T— -n_ 7 _ n 1_11 =1 NOTE: ROOF SLOPE OVER GARAGE AND BILLIARD / RV PARKING GARAGE IS APPROX. A 48/12 PITCH. TOP OF RIDGE TO BE 61" MN. BELOW ROOF WNDOW IN MASTER BEDROOM TO ALLOW SPACING FOR FLASHNG. RIDGE OF GARAGE AND MILLIARD / RV PARKING GARAGE TO MATCH REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2'7 2017 City of Tukwila BUILDING DIVISIO RECEIVED CITY OF TUKWILA JUL 172017 PERMIT CENTER v 135 w uwgng llwkl3d UOii'£0 1/ 135 SNOISIA3t1 71.11.P44-1 1.10r601-0 / \ 1 ..-.- <— ••••••••MMN.1\ <— -- \-/ meq+ > + -->W mow- r]W *N?C.ti 1 David T. Spangler Company, LLC 319 PIKE STREET NE • AUBURN, WA 98002-4633 C: 206.715.6965_ • P: 253.3331045 • E. EITSpanglerCo@gmalcom PROJECT: STEVE # TONI MOUTAFOVA RESIDENCE 11604 - 40T14 AVERIE SOUTH Tt1LA, WASHINGTON 98168 PARCEL* 134M0-0144 JOB 140. VA14-004 11.6" 1 3'-0'1 1 1'-6i1 A4.1 CABINET FINISH • BACK ANP ENDS KITCHEN 4\KITC4EN 1$L4Np SCALE: 3/811 p 11.011 12 DRAG STRUT PER STRUCTURAL A$PHLAT COMPOSTION SHINGLES, SEE 3/46.1 TOP PLATE \ FN FLR TOP PLATE - FIN FLR FIN. GRADE .:..*L, t t rtrrrr rrrrttttrl r rrr rtrrirttirrrrrrrr L*A !1t1w1M1�1JpRlM<•►11q.}0L17M1r1MriMA�M1M1M11N1M1r1'M1�11�►1�1Qa1�!101rlrlAllloti11H�I1M11111�I1�111M11/1�1r1A1111�1*11YM111f19DRMR1�lwi:�lrl�/1111774 MI!!!!it1 DRAG STRUT PER STRUCTURAL ESE ROOM +� MASTER CLOSET PREFABRICATED ROOF TRUSSES PER STRUCTURAL ASPHLAT COMPOSTION SHINGLES, SEE 3/A¢.I it. UF 61 n i - !s!s!s* s !u artiit 1n_ii. !,iumit Iii!ash!► !! ! to tit �iY � ix� i .:stlititi4it �t�ttltitiitit ► :tit t t I.!"'r''r "'rte'! .,��4� IIM�immkuII' III E III 1 Intl TRAY CEILING 12 —14D TRAY CEILING ✓ 4 a ;.M�..�►rlittA/rrtt rrrrtttrtr/ri).u►.ww•1 ...awl' eNtikira511V111Piw1+7.l111PAii liraW.1MWA,iWINAWIlo i.+liIV1rAW4N kalatimMi osr SILL IARP DINING ROOM KITCHEN ISLAND I�x� fxr► cf r fYf�r fx� a rxr ti I�rzr Hrzfrr ►X ti rz xr x� ,fayl lir I/Yl- - - - ifl/ 1TfIfI/z��tr�rrr r rYrzrlrzrY� lili/��iZ�►1ir 6 / rififirifl/Ifififirzr�,irxrf itr �►� 112" n: -Il Im V CASEWORK BY OU.NER CASEWORK BY OUINER ECTICN E -E D i —T— -n_ 7 _ n 1_11 =1 NOTE: ROOF SLOPE OVER GARAGE AND BILLIARD / RV PARKING GARAGE IS APPROX. A 48/12 PITCH. TOP OF RIDGE TO BE 61" MN. BELOW ROOF WNDOW IN MASTER BEDROOM TO ALLOW SPACING FOR FLASHNG. RIDGE OF GARAGE AND MILLIARD / RV PARKING GARAGE TO MATCH REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2'7 2017 City of Tukwila BUILDING DIVISIO RECEIVED CITY OF TUKWILA JUL 172017 PERMIT CENTER v 135 w uwgng llwkl3d UOii'£0 1/ 135 SNOISIA3t1 71.11.P44-1 1.10r601-0 1 A g w� d }.q 15140 65T1 -I AVE SOUK AFT. 213 TI W1LA, WASNiNGTOK 98188 MOBILE:. 206-854-1696 EMAIL: mottafovlehotmaitro 1 David T. Spangler Company, LLC 319 PIKE STREET NE • AUBURN, WA 98002-4633 C: 206.715.6965_ • P: 253.3331045 • E. EITSpanglerCo@gmalcom PROJECT: STEVE # TONI MOUTAFOVA RESIDENCE 11604 - 40T14 AVERIE SOUTH Tt1LA, WASHINGTON 98168 PARCEL* 134M0-0144 JOB 140. VA14-004 ,IILIDING SECTION E -E INTERIOR KITC LEN ELEVATIONS A4.1 r jAIR COND. / HEATER `gNTRY LIGHT IN FAN TO FIREPLACE SLOWER is MOUNT MINI SPLIT CONDENSER ON CONCRETE PAD4 LOCATE PER MANUFACTURERS INSTRUCTIONS 1 LOCAL CODES, TYP. LIVING / - .r; HP 101101,1 AIR COND. 0 —/ HEATER D IN ING� CHANDELIER / TRAY CEILING .1 r TO ACCENT LIGHTS WINE "1 L (444 / I/r/ //i.YH%//' ' I/47 • —7 • .�...... ON t... 4R 0 _ 'CRAY CEILING / SEE PARTIAL FOR TO ACCENT LIGHTS IN CEILING. TRAY CEILING r — — 1 KITCI-IN-1 t,TO ACCENT LIGHTS AIR CONI . \ / HEATER // Asia..a'rsrrws�.rrr✓rrarriiriiwi.►rr' DN 4 TO PHOTOCELL 7777TT771 NOtE, DUCTLESS MINI SPLIT COOLING 4 HEATING SYSTEM TO 13E SIXE?D 4 LOCATED ISY MECH. SYSTEM SUPPLIER. {DUCTLESS FA DUCTLESS HEATERS MAY ESE REQUIRED TO COMPLETE THE SYSTEM. ELEC METER /1.1/ /e,, -.,gid WP; W TO PHOTOCELL 0 PHOTOCELL 0 GPI +42" „o /r ` , / FORD /� 30ATMV INCA CLOSER L 1' CEILIG //'� FOR DOOR 4$ARAGE CLOSER / I \I / • No, ON 4R N fi GFI +42" +42" 1... +42" ( \-tp +42" GPI GPI +42" 4 GPI +42" GFI +42" *42" HTR jP*2 Kw0211. FIRST FLOOR ELECTRICAL PLAN SCALE: 114",11,0" `TO vroom HOTOCELL NVR,14 I Ir.11 Ill, AIR COND. / HEATER lei 15E OOM 01 CLO. / OD Q 2 COI 42" N / Osa 4 WALL ATTIC / ACCESS / HATCH LAUNDRY DINING COVE ACCENT LIGHTS RECESSEP INTO TRAY CEILING, VERIFY TYPE WITH OWNER TO WALL SWITCH, SEE FIRST FLOOR PLAN ig.A. _ i Iia TRAY CEJAS 1 TRAY CEILNG KITCHEN, ..— v, TO SWITCH ON CABINET, SEE FIRST FLnoR PLAN COVE ACCENT LIGHTS RECESSED INTO TRAY CEILING, VERIFY TYPE WITH OWNER NOTE, SEE FIRST FLOOR ELECT. PLAN FOR HEAT PUMP LCATIONS. 0 EEDROOM *2 AIR COND. / HEATER L LLLLLLWi • VENT UP iHRU ROOF MA5TR 8A1?H '; • l� �- C 42" 42" C_ I MASTER LOSET r / ` I MAS ER E3EDROOM \, 0 AIR COND. / HEATER kii 'PARTIAL REFLECTED £EILIN PLAN SCALE: 114"=I'.0" J SECOND FLOOR ELECTRICAL PLAN SCALE: 1l4",I•-0" 0 133, A ci REVIEWED FOR CEILNG LIGHT, RECESSED FLUORESCENT FORCED AIR SPACE HEATER CEILING LIGHT, FLUSH MC.k4T NCANPESCENT BASEBOARD SPACE HEATER APPROVED JUL 2'7 2017 (110) DUPLEX OUTLET T) DUPLEX OUTLET, HAL -SWITCHED CEILING LIGHT, PENDANT CEILING LIGHT, RECESSED CAN ELECTRIC SERVICEPANEL NOV* UNIT GFI (110), DUPLEX OUTLET, GROUND -FAULT -INTERRUPT (110) DUPLEX OUTLET, WATERPROOF (226) DUPLEX OUTLET (110) JUNCTION BOX, DIRECT WIRED CABLE TV CUTLET TELEPHONE JACK DATA JACK, (I) FACE PLATE lU/ (i) PHONE + (U CABLE GEIL IGWT, RECESSED HEAT LAMP W/EXHAUST FAN (I 0 CFM UN.O.) SEE NOTES BELOW EXHAUST FAN (100 CFM 0 KITCHEN UNA. ) ( !30 CFMa BATH/UTILITY UNA.) SEE NOTES BELOW CEILING SMOKE DETECTOR, NTERCONNECT SMOKE DETECTORS, HARD WIRE 4 PROVIDE BATTERY BACKUP COMBINATION CEILING SMOKE DETECTOR 1 CARNI MONOXIDE ALARM. NTERCONNECT WITH SMOKE DETECTORS, HARD WIRE W/ BATTERY BACKUP, SWITCH(2-Wpb) SINGLE•POL DUCTLESS MNI SPLIT SYSTEM - OUTDOOR HEA COVE CEILING ACCENT LIGHTS RECEIVED CITY OF TUKWILA CEILING PADDLE FAN (WITH OR WITHOUT LIGHT KIT) JUL 17 2017 EXHAUST FANS DESIGNATED UHF" ARE TO BE "LIMOLE HOUSE FANPERMIT CENTER PER THE VENTILATION AND INDOOR AIR QUALITY CODE, WI AUTOMATIC TIMER SWITCH 4 MAXIMUM SONE RATING OF I.S. ALL EXHAUST PAN CFM RATINGS 125 LUG ALL EXHAUST DUCTS TO TERMINATE OUTSIDE OF BLDG. A MN, OF A'-0" FROM WINDOW OPENINGS. SWITCH((3-WIRE) DOUBLE -POLE CEILING LIGHT, FLUSH MOUNT FLUORESCENT WALL LIGHT, FLUSH MOUNT INCANDESCENT, SPOT LOW VOLTAGE HEAD N PANEL BOX 1 INSTALL, SAM PER DIAGRAM, LEAVING RELEASE PAPER ON ON BACK SIDE OF SAM, PLACE PLACE PAPER SIDE AGAINST SHEATHING AND ATTACH BY STAPLING OR NAILING ALONG TOP EDGE. 6'' " 2 311 CUT SAM TO THE WIDTH OF THE WINDOW OPENING (PLUS 6") AND ALIGN PER DIAGRAM. REMOVE RELEASE PAPER AND ADHERE. FOR ADDITIONAL ATTACHMENT, STAPLE ALONG TOP OF JAMB EDGE AND V2" EDGE FOLDED OVER FRAMING, pO NOT STAPLE ANYWHERE ELSE. ALLOW 3'I MN. TOP COVE UP BOTH JAMBS. Y • CUT SAM WING PIECES PER DIAGRAM. FOLD IN HALF LENGTHWISE. REMOVE RELEASE PAPER, INSERT INTO SILL/JAMB INSIDE CORNER, ADHERING TO JAMB 4 SILL. FOLD REMAINING SAM OVER 4 ADHERE TO SILL FACE PIECES, (GYM INSTALL IN OOT HE WINDOW SILL NAILING FLANGES AND THE SAID INSTALLED IN PREVIOUS. STEPS. INSTALL I NAI SLA ES A N OW IAMB SAM INSTALLED IN PREVIOUS STEPS. A. INSTALL TARI O THE DIAGRAM, IND W 1-EAD FLAME AND SHEATHING UPON COMPLETION OF STEPS (6, 1, 8), USING A J -ROLLER, APPLY PRESSURE SAM TO REMOND ROLL VE WRINKLES AND AIR POCKETS. WALL ASSEMBLY AND SHEATHING PER APPLICABLE DETAILS SIDING PER ELEVATION INSTALL PER MAN. REQM'TS 4 RECOMMENDATIONS WEATHER BARRIER SYSTEM WINDOW HEAD FLASH'G SEE BELOW 26 GA GALV HEAD FLASHING -PRIME 4 PAINT TO MATCH TRIM TRIM WIDTH .va" UJD. TRIM MATCH EXIST. HOUSE TRIM SEALANT 4 BACKER ROD WINDOW INTERIOR FINISH EERPER WINIOU HEAD DETAIL SCALE: 1"•11-0" -20)43-VINYL-LJJ D .dw INSTALL SAM JAMB PIECES PER DIAGRAM, ADHERING TO SHEATHING AND FRAMING. FOR ADDITIONAL ATTACHMENT, STAPLE PERIMETER EDGES ABOVE SILL AREA. UPON COMPLETION OF STEPS (I THRU 4) USING A J -ROLLER, APPLY PRESSURE AND ROLL ENTIRE SURFACE OF SAM TO REMOVE WRINKLES 4 AIR POCKETS. DOOR JAMB SWING DOOR, SEE WATER 'INTRUSION NOTES FINISHED FLOOR WINCLW I FLANGE AEAR'SW PER INSTALLATION INSTRUCTIONS. WINDOW FLASHING: INFORMATION INIAT!D M'ACN R -I0 INSULATION NOT REQUIRED BY ENERGY CODE UNDER SLAB N UNHEATED SPACE PLATE ANCHORAGE PER NOTE TYP VAPOR BARRIER 24" MN. TED IMO 2X6 WALL WITH 5/8" TYPE X GWB 4 R -2I IN& 4" OONC. SLAB 0/ VAPOR BARRIER 0/ R-10 INSULATION, MN. 24" ON PERIMETER OF SLAB IN HEATED SPACE VISUAL OF COMPLETED ASSEMBLY SIDING PER ELEVATION WEATHER BARRIER TO TUCK UP UNDER SAM INSTALLED N STEP ONE. .0000 4wg R -I@ INSULATION NOT REQUIRED BY ENERGY CODE UNDER SLAB IN UNHEATED SPACE STARTING POINT FOR SLOPE SEE ARCH. PLAN 24" MN. SLOPE SLAB 1/4" PER FT. TYP. S.D& FLOOR 4" CONK, SLAB 0/ 2" SAND SLAB BASE 0/ 6 MIL, CONTINUOUS POLY FILM. (BLACK) 0/ 4" GRAVEL BASE (3/8i1.3/4" SCREENED WITH FINES REMOVED") 2.3/8" LEVEL CNTR SLAGF BFOOTING / METAL THRESHOLD 26 GA GALV, PREFABRICATED FLASHING POR PAN SET IN SEALANT SET DOOR SILL N TWO ROWS OF CONTINUOUS SEALANT. SLOPE 1/4" PER Ft 8 FRONT DOOR SILL DETAIL 1/2" GM •^ COLD WALL 2x4 STUDS a 16" OC R -2I BATT INSULATION SHEATHING PER STRUCTURAL 60 MINUTE WATER-RESISTANGE RATED UIEATHER BARRIER SONG PER ELEVATION IBIL1..IA ID$ (MN. INSULATION HEATED SPACE OVER SOW TYP. S.OA. FLOOR 4" CONC. SLAB 0/ 2" SAND SLAB BASE 0/ 6 MIL, CONTINUOUS POLY FILM (SLACK) 0/ 4" GRAVEL BASE (3/8"-3/4" SCREENED WITH FINES REMOVED") —1 I I .T_ ,�G '-),'C.4 CGS 1=1 I 1=111 _ _ 111=111=.1 I I_ I --- I- I I -III -III -I I--- 1=,111-11=W- ill---7--III 1= _I I_I 1-111--i LI—II_111 111— —III III—III III—III UNDER WALL BETUEEN HEATED AND UNHEATED SPACE TI4ICKENW sae SCALE: 3/4 " , WATER INTRUSION NOTES =111=1I -1 I 11= U� c ' � rrr'r�.s;u"r�rYwr��11"1 e�.rr. . 1 I 11 —I11-1 1= 11= 1= I I =:«� c1vt;111 1I I I 11--III-1—�---I 1=H I—__ 1 I^� ` T P 11 BOTTOM 4w I. PRIOR TO CONSTRUCTION THE CONTRACTOR SHALL PROVIDE SHOP DRAWINGS OF PREFABRICATED FLASHINGS FOR ALL CONNECTION CONDTIONS N THE WEATHER RESISTANT BARRIER FOR REVIEW BY THE ARCHITECT. FAILURE TO OBTAIN AN APPROVED SET OF DETAIL SHOP DRAWINGS SHALL RELIEVE THE ARCHITECT OF ANY AND ALL LIABILITY REGARDING ALL DECK CONSTRUCTION AND WEATHER RESISTANT BARRIER FLASHING CONDITIONS. SEE FLASHING DETAILS AND NOTES THAT ILLUSTRATE THE DESIGN INTENT OF THESE DRAWINGS. 2. IT IS THE INTENT OF THESE DRAWINGS TO ILLUSTRATE THE MINIIIJM REQUIREMENTS. MORE STRIMENT INSTRUCTIONS REWIRED BYMANUPACTURES, SUPPLIERS OR NSTALLERS TO MAINTAIN GAURANTEES OR WARRANTEES SHALL BE COMPLETELY FOLLOWED. 3. WATER RESISTIVE BARRIER IS TO BE INSTALLED IN CONFORMANCE WITH CHAPTER 14 OF THE INTERNATIONAL BUILDING CODE. 4. ALL WINDOWS AND SLIDING GLASS DOORS SHALL BE PRE -MANUFACTURED VINYL UNITS. ALL INSTALLATION INSTRUCTIONS AND RECOMMENDATIONS OF THE MANUFACTURER SHALL BE COMPLETELY FOLLOWED. 5. ALL SEALANTS USED SHALL BE COMPATIBLE WITH, AND APPROVED BY, THE MANUFACTURERS OF ALL MATERIALS AND PRODUCTS TO WHICH THESE SEALANTS ARE APPLIED. THE CONTRACTOR: SHALL BE TOTALLY RESPONSIBLE FOR THE APPROPRIATE SELECTION OF THE PROPER TYPE OF SEALANT FOR THE INTENDED USE. S• ALL SEALANTS SHALL BE INSTALLED N ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS AND RECOMMENDATIONS. 1 INTRUSION NOTES AT TRANSITION FROM LEVEL TO SLO'Ep SLAB THICKENED SLAB SCALE: 3/411 • I'=0" C C_T 'G < .<., • v� —1=11-11=---I 0 LAT -R-NSUION 24" MIN, 1= � II —INSTALLED HORIZONTALLY -I 1 -UNDER VAPOR BARRIER 11III III— !lir I 1-- =1 11 I COMPACTED EARTH --%-1 11—i1 I I-1 I ''� I I �_ 11=111-11 11= 11 1= DA 1 1 1= _11 — 1_111= =fr._=SUNTOPER INSTALL FIBER CEMENT SIDING PER MFGRS NSTRUCTICNS I SPECIFICATIONS PLATE 4 ANCHORS PER STRUCTURAL F.G. SIDING STARTER STRIP 4 FN GRADE G 4 a IP" l I i lI y 1 1 1 1 1 I L I I 1 1T- -1 I =1 TYP. GROUND SLAB ON GRAPE, SEE NOTE, 0/6 MIL vISQUEEN (SLACK) VAPOR BARRIER ON TOP OF 4" PEA GRAVEL SLAB CUSHION ON COMPACTED OR UNDISTURBED SOIL. WELDED WIRE MESH G PER STRUCTURAL' 11- ,!r r 2x6 BRACE WALL BEYOND 8" HIGH STEM WALL BEYOND CAULKED EXPANSION JOINT SLOPE DRIVEWAY AWAY FROM GARAGE IIIIII 1111 IOU LATIN @11 ONmuhIIIIIIIIIIuhImI.IIt Mllm 1111111111111111111111110111111111111111011111111111011 _111 111— ° 11— I I 111 11, 24" - II 1111—IIII1 -.4 - I— ri) TUE1 FOOTING SCALE: 3/4' aI .m AT GARAGE DOOR 4wg S.O.G. FNN ETAIL SCALE: 3/4 "0 t'„O'! INSTALL FIBER CEMENT SIDING PER MFGRS INSTRUCTIONS 4 SPECIFICATIONS F.C. SONG STARTER STRIP FIN GRADE --� 1/2" GELS ON COLD WALL 2x4 STUDS +" IS" 00 SHEATHING PER STRUCTURAL 60 MINUTE WATER -RESISTANCE RATED WEATHER BARRIER -SIDING PER ELEVATION PLATE 4 AB PER STRUCTURAL GARAGE (UN -HEATED SPACE) TYP GROUND SLAB ON GRADE PER STRUCTURAL Q/ 6 MIL VIBQUlEEN (BLACK) VAPOR BARRIER ON TOP OF 4" PEA GRAVEL SLAB CUSHION ON COMPACTED OR UNDISTRUIBED SOIL. 4 IVIIflllIIIII ILII 1 IIIIII1I�I1 1-1_1 1FOUNDATION WALL 4 FOOTING PEP 111— 1 -STRUCTURAL III =1 1—III= ^3 FOUNDATION DETAIL WALL ASSEMBLY AND SHEATHING PER APPLICABLE DETAILS rrn�'�'rr:,i':f�;,??^H?c},:iiCtiiY�{fiFsy.;'}.1ti �.t• SEALANT SIDING PER ELEVATION, OVER APPROVED WEATHER BARRIER S/4 WD. TRIM SEE ELEV. SEALANT t BACKER ROD SEE WATER INTRUSION NOTES 1/4" MN -I/2" MAX Ui4 E: 3 J"4M DETAIL SCAL1"1'-c " 2 SEALANT 4 BACKER ROD WATER TABLE U. TRIM SEE ELEV. FOR SIZE ��^---- WINDOW INTERIOR FINISH PER OWNER WEATHER BARRIER SYSTEM- SEALANT YSTEM- SEALANT SIDING PER ELEVATION INSTALL PER MANUFACTURE'S REQM'TS 4 RECOMMENDATIONS AASSEMBLY THINaPERPPLB WIN UJ SILL PETAIL -22.VIN1L-WD.01w "SCALE: 311,11_011 INSTALL FIBER CEMENT SIDING PER MFGRS INSTRUCTIONS 1 SPECIFICATIONS CAULK SIDING / TRIM JOINTS S/4x4 TRIM S/4x6 TRI TYPICAL EXTERIOR WALL CONST SEE 3/A6,I CAULK ALL SIDING / TRIM JOINTS 2x2 CEDAR TRIM 661 WIPE EACH SIDE B L HEIGHT cliMN h/V INSIDE R TRIM TYPICAL EXTERIOR WALL CONST SEE 3/A4 SELF ADHERING M (SAM) 6"WIDE EACH SIDE BY FULL HEIGHT OUTSIDE COWER TRIM ECLi",TRIM it I w GARAGE (UN -HEATED SPACE) CONCRETE SLAB -SLOPE \-- 1/4" / FT TO GAR DR 4 r^` I/2" GWIS 2x6 STUDS I 16" OC R -2I BATT INSULATION 6/8" TYPE 'X' Gu. HOUSE (HEATED SPACE) 2X PT MUD SILL UU ANCHORS PER STRUCTURAL (THERMAL BREAK) 3/4" TIG PLWD SUBFLOOR 0/ 2X JOISTS PER STRICT. UU R-30 INSULATION 4 -. I I=1 1= I L I 1 I 11 1 —=1 1= 1 OaNDATIf.2N WALL I = FOOTING PER =I I 1== STRUCTURAL 4 4 a l� l 6 MIL POLYETHELENE VAPOR BARRIER (BLACK) L I =11—I I 111=1 _-=1,1 -- —111-11 —I i i V I I I IN I I TI Ill l 1=11 11 —1. I—I 11-1 FOUN)IATION DETAIL SCALE: 3/4 " ■ 1'4" FDTN6 .dw HANDRAIL: HANDGRIP NOT LESS THAN Re OR MORE THAN 2"IN0 SALLISTERS TO BE SPACED SUCH THAT A 4"1 SPHERE WILL NOT PASS. THROUGH HANDRAIL ENDS SHALL SE RETURNED TO THE WALL OR NEWEL POST. HANDRAIL SHALL NOT PROJECT MORE THAN 3V INTO STAIR WIDTH. HANDRAIL SHALL Be CONTINUOUS FULL. LENGTH OF STAIR. 10" STAIR COMPONENT DESIGN, SUCH AS NEW POST, VOLUTE (IF ANY) BALUSTERS, ETC, TO BE SPECIFIED BY OWNER 4 BUILT TO CODE, PER R3111 4 OTHER CHAPTERS OF IRC. a TYPICAL LANDING: 3/4" PLYWOOD SUB FLR ON 24 JETS a 16" 00 Cr 2x12 STYAIIRRpTREAD WI fig" CH MAX SERS RISER N � ' 2x4 CLEAT: CUT STRINGER AROIND CLEAT z7 STAIETIAIL SCALE: 3/4 "•1'-0) 4x2 FIREBLOCKING IN SIDEWALLS N LINE W/ STRINGERS (3) 2x12 STAIR STRIDERS 440 BEAM OR ALT STUD WALL (2) SIMPSON A35 FRAMING ANCHORS a EA STRINGER IF USABLE SPACE UNDER STAIRS: PROVIDE - - S/8" TYPE 'X' GM ON ALL WALLS MD CEILING STAIRI 4w 1 ROOF CONST. j— 2x2 ALUM ROOF EDGE FLASHING ROOF DETAIL SCALE: "1"11.0)" 2 -Ix TRIM MATCH EXISTING 0/ 8/4x6 RAFTER ROOP24Ws TYPICAL FRS CONST ASPHALT COMPOSITION SHINGLES 0/ 13' ROOFING FLET ON SHEATHING PER STRUCTURAL ON PRE-M4lLFACT. GANG NAILED TRUSSES W/ R-48 BATT INSUL.1/2" GWS, PVA PANT, VAPOR RETARDER INSULATION BAFFLES a EAVE VENTS - EXTEND 6" ABOVE TOP OF INSUL PROVIDE 1" MNIMUM AIR SPACE OVER CONT ALUM. GUTTER ROOF EDGE FLASHING -- 5/4x8 FASCIA BLOCKING µJ/ SPACE FOR VENTILATOR CONT. LEDGER FOR SOFFIT JOIST TYPICAL EXT. WALL COHSE. SIDING PER ELEVATION 60 MINUTE WATER -RESISTANCE RATED WEATHER BARRIIER SHTG PER NOTES 2x6 STUBS + 16" CC R-21 NSULATION 1/2" GUS ROOF DETAIL SCALE: 3/4 "il'-r " 1.PLAN PER ROOF INSTALL FIBER CEMENT SIDING PER MFGRS INSTRUCTIONS 4 SPEOIFICATIONS NOT USED SCALE: .111"1'.?" 4W 1/21" GUS 2x6 STUDS a 16" OC R -2I BATT INSULATION SHEATHING PER STRUCTURAL SIDING PER ELEVATION 2X PT MUD SILL UI/ ANCHORS PER "STRUCTURAL (THERMAL BREAK) 3/4" T4G PLWD SUSFLOOR 0/ 2X JOISTS PER STRICT. W/ R-30 INSULATION INSTALL FIBER CEMENT SIDING PER MFGRS INSTRUCTIONS 4 SPECIFICATIONS F.C. SIDING STARTER STRIP -�----- BEAMS PER STRUCTURAL 6 MIL POLYETI4ELENE VAPOR BARRIER (BLACK) - 1= 11= I 1 I� — ' 1-1 I I=I I i=1 I I=11 -1 I I-1 4 4"0 DOWNSPOUT LINE, TIE TO STORM SYSTEM, SEE CIVIL 4 4 3/4" MN. RIVER o�oO` — FLITER� 4BRIG owl s _FOUR WALL 4 FOOTNG PER 0.o, •' �� STRuCTI-I I I 1 4"v FOOTING •''o =BRAIN, TIE To . STORM SYSTEM, r�-1>?E CIVIL FOUNATION pE1'AIL ALT. I/2" GUS 2x6 STUDS 0 IPS" OC R -2I BATT INSULATION SHEATHING PER STRUCTURAL 60 MINUTE WATER -RESISTANCE RATED HEATHER BARRIER 3/4"• PLYWOOD FLOOR SHEATHING OVER 11.1/8" TJI 210 0 16" OAC. 14,30 INSULATION WHEN UNHEATED SPACE BELOW - INSTALL FIBER CEMENT SIDING PER MFGRS NSTRUCTIONG 1 SPECIFICATIONS 1/2" GUS 2x6 STUDS I 16' OC R -2I BATT INSULATION SHEATHING PER STRUCTURAL $IDNG PER ELEVATION 2X PT MUD SILL W/ ANCHORS PER STRUCTURAL (THERMAL. BREAK) 3/4" TIG PLWD SUBFLOOR 0/ 2X JOISTS PER STRUCT. W/ R-30 INSULATION 61114 POLYETHELENE VAPOR BARRIER (BLACK) INSTALL FIBER CEMENT SIDING PER MFGRS INSTRUCTIONS 4. SPECIFICATIONS F.C. SID EVIE STARTER LSTRI CODE C AP 4" DOU,NSPOUT LIRE, TIE T II S SY , CIVIL 4 44 IU O - — � 1 4 o _ FLiTE- o- ,�Ia •.- OUNTI- owy .L —F1 FoOTDNG ISL 1 • • s • o lTRaCTURAL- AIVISv7.i fail t(.' I I-1 — 4 4• I-� ow SYSTS11:1 ° _SEE CIVIL P'I, F 11= —,11=111-11=11-111=1 = I I I-1 I ►=1 11-111=111=11_..11411171 D FO MPLIAI OVED 7 2017 Tukwila DIVISI POUN4TIQN DETAIL TYP. UKWIL 2017 ENTER i6 0 acc a/rrr . H. . g '4 fl i ' 1314O 65TI-I AVE SOUTH#, APT. 213 =MA, WA514I13CsT0N 98188 MOBILE: 206-854-16% EMAIL: moutaFovlehotmailcom i II r / J i : O} x 1 i a 4 Tw iP . ."---\,'I n ( (� 1 / \ ) I I°ER ROOF PLAN I CE ON TYPICAL. 1 EXTERIOR WALL CONST. Ct SEE 3/A4 IP - ROOF DETAIL SCALE: "1"11.0)" 2 -Ix TRIM MATCH EXISTING 0/ 8/4x6 RAFTER ROOP24Ws TYPICAL FRS CONST ASPHALT COMPOSITION SHINGLES 0/ 13' ROOFING FLET ON SHEATHING PER STRUCTURAL ON PRE-M4lLFACT. GANG NAILED TRUSSES W/ R-48 BATT INSUL.1/2" GWS, PVA PANT, VAPOR RETARDER INSULATION BAFFLES a EAVE VENTS - EXTEND 6" ABOVE TOP OF INSUL PROVIDE 1" MNIMUM AIR SPACE OVER CONT ALUM. GUTTER ROOF EDGE FLASHING -- 5/4x8 FASCIA BLOCKING µJ/ SPACE FOR VENTILATOR CONT. LEDGER FOR SOFFIT JOIST TYPICAL EXT. WALL COHSE. SIDING PER ELEVATION 60 MINUTE WATER -RESISTANCE RATED WEATHER BARRIIER SHTG PER NOTES 2x6 STUBS + 16" CC R-21 NSULATION 1/2" GUS ROOF DETAIL SCALE: 3/4 "il'-r " 1.PLAN PER ROOF INSTALL FIBER CEMENT SIDING PER MFGRS INSTRUCTIONS 4 SPEOIFICATIONS NOT USED SCALE: .111"1'.?" 4W 1/21" GUS 2x6 STUDS a 16" OC R -2I BATT INSULATION SHEATHING PER STRUCTURAL SIDING PER ELEVATION 2X PT MUD SILL UI/ ANCHORS PER "STRUCTURAL (THERMAL BREAK) 3/4" T4G PLWD SUSFLOOR 0/ 2X JOISTS PER STRICT. W/ R-30 INSULATION INSTALL FIBER CEMENT SIDING PER MFGRS INSTRUCTIONS 4 SPECIFICATIONS F.C. SIDING STARTER STRIP -�----- BEAMS PER STRUCTURAL 6 MIL POLYETI4ELENE VAPOR BARRIER (BLACK) - 1= 11= I 1 I� — ' 1-1 I I=I I i=1 I I=11 -1 I I-1 4 4"0 DOWNSPOUT LINE, TIE TO STORM SYSTEM, SEE CIVIL 4 4 3/4" MN. RIVER o�oO` — FLITER� 4BRIG owl s _FOUR WALL 4 FOOTNG PER 0.o, •' �� STRuCTI-I I I 1 4"v FOOTING •''o =BRAIN, TIE To . STORM SYSTEM, r�-1>?E CIVIL FOUNATION pE1'AIL ALT. I/2" GUS 2x6 STUDS 0 IPS" OC R -2I BATT INSULATION SHEATHING PER STRUCTURAL 60 MINUTE WATER -RESISTANCE RATED HEATHER BARRIER 3/4"• PLYWOOD FLOOR SHEATHING OVER 11.1/8" TJI 210 0 16" OAC. 14,30 INSULATION WHEN UNHEATED SPACE BELOW - INSTALL FIBER CEMENT SIDING PER MFGRS NSTRUCTIONG 1 SPECIFICATIONS 1/2" GUS 2x6 STUDS I 16' OC R -2I BATT INSULATION SHEATHING PER STRUCTURAL $IDNG PER ELEVATION 2X PT MUD SILL W/ ANCHORS PER STRUCTURAL (THERMAL. BREAK) 3/4" TIG PLWD SUBFLOOR 0/ 2X JOISTS PER STRUCT. W/ R-30 INSULATION 61114 POLYETHELENE VAPOR BARRIER (BLACK) INSTALL FIBER CEMENT SIDING PER MFGRS INSTRUCTIONS 4. SPECIFICATIONS F.C. SID EVIE STARTER LSTRI CODE C AP 4" DOU,NSPOUT LIRE, TIE T II S SY , CIVIL 4 44 IU O - — � 1 4 o _ FLiTE- o- ,�Ia •.- OUNTI- owy .L —F1 FoOTDNG ISL 1 • • s • o lTRaCTURAL- AIVISv7.i fail t(.' I I-1 — 4 4• I-� ow SYSTS11:1 ° _SEE CIVIL P'I, F 11= —,11=111-11=11-111=1 = I I I-1 I ►=1 11-111=111=11_..11411171 D FO MPLIAI OVED 7 2017 Tukwila DIVISI POUN4TIQN DETAIL TYP. UKWIL 2017 ENTER i6 0 C gWW 12 i = 61 . H. . g '4 fl i ' 1314O 65TI-I AVE SOUTH#, APT. 213 =MA, WA514I13CsT0N 98188 MOBILE: 206-854-16% EMAIL: moutaFovlehotmailcom David T. Spangler Company, LLC 319 PIKE STREET NE • AUBURN, WA 98002-4633 C: 206.715.69654 P: 253.333.7045-• E: DTSp r54©cumcast.net PROJECT: 51EVE 4 TOAII McUTAFOYA RESIDENCE i : O} x 1 i a 4 Tw iP . CE ON —4 Ct • A61 41) 4.4 4-4 1 g . . i . g Pt 4X4 HORIZONTAL NOTCHED FOR VERTICAL LEG 4 F15140 65TH AVE SOUTH, APT. 213 TLXLIALA, U WASI4INGTON98188 MOBILE: 206-554-16 0 EMAIL: moutafov1*1i0ima1Lcom David T. Spangler Company, LLC 319 PIKE STREET NE • AUBURN, WA 98002-4633 C: 206.715.6965 • P: 253.333.7045 • E net SEE I ,�.•• �.•.I CONTINUOUS AT = '110Y-4� 'CFACE FOR NOTCHED 1/2" OR 5/S" TVP. X DIAGONAL BRAE 2xb CEDAR TOP CAP ABOVE ---•.- LUINDOW SILL DETAIL FIO R GEt I<:NT`SIDING 2X6 d,Z4 0.0. GU SEE PLAN SONG PER ELEVATIONS PER ELEVATION OVER 41140"4 " LIGHTING ' 2x4 TDF' RAIL YI tU " 41110"-.4 WEATHER RESISTIVE BARRIER -.r ter:w (2)16cl ATTACH 2x2 TO COR$ ER FOR TOP WINDOW UNIT ', BOLT II �. 4 BOTT RAIL ATTACHMENT -.. �� ' SEALANT (DO NOT FILL � :: WEATHER RESISTIVE 2'-1" ' { I BARRIER 1 WEEP HOLE) S � 1I( ! WATER TABLE i WOOD PRIM 10--40:'� I I „( � y � ■ .L .d�+. _ SEE ELEVATION o•-•4111: ' - annum. I S '�� C�ALV FLASHING -1 Ft U EaTHI:(R 1 24 GA ROOF FLASHING WI . WATERPROOF �""4 MEMBRANE REbIBtIVE BARRIER OVER 4" • HEMMED EDGE ,81�� SEE APPLICATION DETAIL!�� 116N ilirlioLlw 2x LEDGER NAILED TO 3/4° CHAMFER PT 2x4 RI WEATHER .�I� TOP CAP FROM 2x6 CEDAR 4••• •• f BARRIER TRIM, PER ELEVATION r 1-.411.I 411BEVEL p111111111 STUDS SLOPE TOP i 41111110-1rile ,• , `��' �; 1(— 41101.-1 151 FELT '` 2x2 CEDAR TOP RAIL I4 PERFLAN PER PLAN '` ..,..... _. �7LT - �— ELDORADO STONE VENEERI I LET INTO VERTICAL �`�'� 1 / Z " ---�--- SEE APPLICATION DETAIL I : HORIZONTAL LEG 4x4 2X2 CEDAR BALUSTERS ►-s! PT _ r .1.4111010-1 \�— +�.•-, 2nx311 CEDAR BOTTOM RAIL J L �.,,� NOTCHED 4 1 L/2' CHAMFER in �� � �-�~ NSTALL ELDORADO STONE VENEER ;� P�� MFGF2S s�cti=IGg71a�1s � A rile, 2X6 0 24" 0.C. WINDOW SILL. WOOD TRIM SEE ► '� FLASHING TO BE NAILED LASH _�._.�__ EDGE FLASHING W/ DRIP, TECHNICAL RESOURCES, GUIB TO BE TOYVERTICAL LEC, p.6" ,/r EXTENDS 4 INCHES UNDER _ DETAILS THIS SHEET •�� CONTINUOUS IUATERPROOFNG �"'� K I/ 1111111„ri FN FLR, ADJUST LIGHT NOTCH SPACING USED ON LIGHT FIXTURE �``"•� �' a° 1'� SELECTED PT 2X4 VERTICAL LEG NOTCHED INSTALL ELDORADO STONE VENEER PER MFGRS SPECIFICATIONS I TO ALLOW ENOUGH ROOM TO HIDE FIXTURE PROVIDE DESIRED RECESS. NAIL PER CDE. 4 TO 4" FOR DIAGONAL BRACE ( 4 TECHNICAL RESOURCES, SEE ELDORADOSTONE.COM K5 NEEBRAC t KITCHEN DOUBLE - DINING ROOM SINGLE TRAY CEILNG SIMILAR ('',„,:b. SLOPED q, eiCALEt NT6"211-0" ROOF TO LUALL .cluie SCALE1 1/2 a • ■ iiI� Ja fi PORHANDRAILl SCALE: 3/4'131'-01 -SCALE: 1-1/2u • a 1I. u ILL i I -, TRAY CEILING +. a , I':�� � CI-I/Z .. .dWF BOLT, GLUE TO CORBEL TO SOLID BLOCKING N WALL4 TO TRELLIS,CORBELS rr TRELLIS BEAM, TVP. R H GUT ) 2x LEDGER NAILED TO ' TIMBERS STUDS, SEE DETAIL 24 4eI�"` FLOOR /.CEILING ASSEMBLY: SEE P/A6,1 Fkliiii 4+s , ,"',,.,p, STRUCTURAL DETAILS ASPHALT COMPOSITION SHINGLES 0/ °�'"" ma �I I ELDORADO STONE VENEER HOLD SIDING UP I"I 1.0 II 2" ihigl�.i t �� i V ROOFNG FELT ON SHEATHING PER\ STRUCTURAL SEE DETAIL F1/81 11**4-m..FliPP"' � .-- •:� 1 REBAR (WHERE OCCURS) GWB TO BE 1 STEP FLASHING �,�-- I ( U ' • ---- 1�0im» 1 CONTNUOU8 a SHINGLED WEATHER BARRIER '" 2x I )C. M X. NOTEP:I. wok �® MORTAR SETTNG BED 1. WALL DIVERTER FLASI-IN4 a vi ' CONT ALUM. GUTTER I �► / /,FLUSH w/ FASCIA BD. �+ ""�"' "47,, ''�iJ1v , ,. � • ;.1,4,4!1.,;k41', EDGE FLASHING ♦w 2. TRIM SHINGLES TO FIT F •'�r;,:; t4'," "�f�g5�;'� Y' �;'�1 `� S/44 FASCIA 1 G MORTAR JOINT 9. DIVERTER FLAPHNG ANGLED I ` �.;;ro •�"` "w.r �. ,-.. ::��' ,�: 4 `1/1311' 31/2° "��,w.x.• a ��r , �s� :e"' . \ To DRAIN. +� 5�,�' aj+.""t�ti,'rs4~'�r" a I� II '(/13" I 1 5/13 H ( p ! •�4yJe. tr�N�,`4" R›1' %. .i0.. ;t, a a ,'�A'.1+>t -- .R..,.°-..t•,ti....:..w l_ ' V CONCRETE WALL 1 I I ' k 1/2aGUS' fsU1B Vi, �1{+ f '11 � . ^� p•,n, "t}+` f"�gh , i 1 ay �, 444.. �t-"- / J� ' ., rI 5/S"TAYR GUS�► Ai GARAGE '` I I \ d,�},�k.� �; s I,,t.+ *', DIVERTER FLASH 1 RTE���� v .... .- , VIL=Ul �w '"{iiz•i� w C ' ` • o ":: ;s . m TUNERS OPTION ADD TG • \ GUS TO BE 4 I 1X4 CEDAR, STAIN OR PAINT CONTINUOUS w___ -_-J%• �. �" ! ---At-- ROOF SHINGLES BLOCKING W/ SPACE FOR Vi:NTILATON PER ROOF / �- „, ,; _ ,.r PLAN INSTALL ELDORADO STC VENEER PER MFGRS SPECIFICATIONS 1,;: a I �, s . 4 TECHNICAL RESOURCES, SEE ELDORADOSTONE.COM _ �""wog txnAwe air / I �A ¢ •' POST, BEAM 4 COWECTORS PER ' New � p � . I i 2 it 11 11 5 2 II . a 0 II �, 3 V2 �, :, k... �J STRUCTURAL ', RUC / , FASCIA BOARD eidat sp k ay SAM REINFORCING MEMBRANE= 1atic TO FRONT OF FASCIA — VTRIM AA 6TEI© FLASHINGCOPZEL NTS "1211.0" 1 SCALE: 1»I/2 a • 1IVa 4 5EAM DETAIL �� 1COLUMN10/ SCALES 3/410 tI+�1 SCALE; 9/4 "■1-0I SCALE 1-1/2 CONC. LUALL N • I1- a SCALES 1-1/2 " • II- CEILING "SCALEt DETAIL .... . . • .,'MYYwTAMIw/'Awws..wl..er1".1 � - �..,w • e; ' . ` .. .. ..,. eMM,.!MYI-i-M'.M.'dYdFM-M!.w-.M.M.wMa'..MMM'.MM.MY.wR..wW: .yt..... ......0 .++.r.., .. ill. .. bj."....wMY''e1!'VH..Ir•" 9MMYM-"AK'Y.MMNMM-M,.MV.ws.Yrl x.......0 :. na.rr+w.A.nMw.n-wvr- ..uewwww+wMxtiwwr. RTC44 (SCUARE CORNER INSIDE 4 MITERED CORDER 1/2" AC6 PLAN OUTSIDE) COLUMN SEE STRUCTURAL COLUMN CAP SEE STRUCTURAL CAP PLAN I �n RIGID NEIL. 7 ...,�,,,,...:;or_ 9. 1 STONE VENEER ? 'JF, i SHEATHING P1DNG PER . 1/2" �j�� 4,+"Ywry.I, B/0" I 1 f CONNECT ELDORADO FRt1 PORCH TO WAINSCOTING ON �� ,.. ,„ EYL,EVA710NS ►�� X , BEE PLAN r RESISITIVE EXTERIOR WALL . r � �'•WEATHER - BARRIER IF ..�� ►•• j • 1 METAL LATH I R '" ►�i!� ', H STTIWTURAL ACORTRATACSECOTTAINTG ►' AT , ' BED 1 ).II r TRIM PER 1 I ELDORADO STONE 'VENEER L `ry 0. MORTAR JOINT ELEVATIONS �- ° ; WOOD COLUMN COLUMN TAP ELDORADOSTONE VENEER WRAP PORCH ON CONC, STEM � � � < ' + U►R4P WOOD It I ' INSULATION (WHERE OCCURS) .. I WALL. FOOTING TO UNDERSIDE OF PORCH FLOOR SLAB, SEE 1 � � ;' �� WINDOW¢ DETAILS THIS SHEET STUD WALL rte„ 6x6 PT POSTt PTD. POST, til , 6x6 DPI PT PTD. . ° 17 C f ', (, ! i INSTALL 4 TECHNICAL ELDORADO RESOURCES, STONE SEE (PLAN VIEW) VENEER PER MFGRS SPECIFICATIONS ELDORADOSTONE.COM LINE OP PORCH FLOOR °$ - 1 SLAB, ABOVE ° ,4 4 PORCH 4 SCALES 3/4 "NV -0" CLUPORCHO/SHEATHINGHEADER2X6 DIAGONAL SWAY!BRACING taw- SCALE; 3/4 "R1'-0" DIAGONAL. SWAY E'3RACING xlw SCALE: 1.1/2 " ■ 11.0adw- SGALE1 1-1/2 " ■ 11.0" DOOR UJALL SIMILAR iiF 4 II V' � ' ....u...-. " i d '�` Q 6x6 DPI P'7 POST, PTD. INSTALL ELDORADO ll ° A ,,T, l EXTERIOR WALL I I WOOD COLUMN WRAP SCONE VENEER PER I t MANUFACTURERS - SIDING PER SPECIFICATIONS i ,---_ V2" PT PLYWOOD OVER RIM JS ELEVATIONS 2 1 �I 4 MUD SILL LW 1NERVAPTRAL" i PRECAST CONC. CAP TECH. RESOURCES: SEE DETAILS THIS 7 CONCRETE FOUNDATION \ Ea OVER ` -� ; TION %• `�- r n 6 CONCRETE SHEET R 1 i , X GWS, STEM WALL, SEE PI IRAL `^- BLAB PEPS �� SEE APPLICATION DETAIL SHECRUC7UR4L `4?iiSEE FOUNDATION PLAN ° _ 2x10 APPEARANCE GRADE STRUCT„ ON GRADE, SLED 1/4 I'-6" 9 -; 3/4" T4G PI.WD SUEFLOOR SLEEPER ii PER FQ AWAY FROM II HOUSE 4 CE18Q18►6-SD82 COLUMN +REVI ►4 0/ 2X JOISTS PER STRUCT. "� EXPANSION JOINT SEPARATES ' ON TOP OF 6 CsRANULAR ON COMPACTED OR FILLa; BASE WITH 14 -SDP PIDMG STARTER STRIP Q/ FLASHING ►pOi, tO•i CODE C W/ R-90 N LILaTION THICKENED EDGE OF UNDISTURBI p SOIL. 1; s sr 1/4"X7" STRONG DRIVE HECC>hINEG WEEP SCREED t +�. ►+•~� APF, \�♦ 0 REINFORCED GONG. SLAB 14 '- ►i!�!� ------„--, CONNECTOR SCREWS II WELDED WIRE TSH .1 �_ �O % r° ---�- t3" ,1► TRIM PER /10 RIGID N 4" ' ° ° ° 3k a ELEVATIONS, D/ BUL. 4 o ° • •Y••'1 `.. �,.. °lei FINISH GRADE FLASHING _ v _': ._ Z� erg:. •ice, *lir, • .. i ° ° - ° ° 'V d4 City c 1 CONCRETE STEPS, x40 4,11.4 A�.r X��iwitr, I a. ° " B 'sgraggtt►— — -- •'►'mow -,or.. ,. .. __ p �-_. U I L D I W SEL FLOOR PLAN a I = I I I �r •�r�. • — rM��� «► «w •-,�••�••. M ° - — — � FN GRAD �—J�—.i=rn'=�—iii—r I I I I — I— I t. + :�:t,sier+�f +.►�,;w!° 4 RECEIVE! —_ `"`+li`","!".'fs.`,`i!,."f1!r►`t..'�re�i►1'®"+�'"+11`f.- I` FN GRAD)* iLaa �� CITY OF TUK �►+ 6 MILPOLYETHELENE I I=� = I --I -- -OQNG. =bX6 SASE.--- 1:----r:5;11 — WEEP SCREED ilk COLUMN -- --_ off IaAOQORPER VAPOR BARRIER a ` —III— ll II— I—I I — L= I— I- JUL 7 { \4'.1 STONE WRAP COLUMN a NEXT TO STEPS. SLAB 0 �' (BLACK) — — _ a l,ME b STL1 WALL BEYOND.;_= .11 �+� =I = THIS 18 AN ELDORADO SCONE ANGLE (W/ DRIP FLASNMG)tO DETAIL - A SUGGESTS USING A SUPPORT THE STONE OR TIONS i i ST WRAP COLUMN I � _ s"X" FLU9W WITH STEPS . •►r.,,r / NEXT TO STEPS: SLAB I — I —_= — I — 11 h_____ - -- -1 I — = I I To FOOTING PERMIT CEN ,/ I I 1I = = • ° I I- ' FLUSH WITH STEPS a ° 1= =FOUNDAT ON WALL — 4 FOOTING — CENTER LINE OF t —= I I—' - ° = I I INSTALL ELDORADO STONE VENEER PER MFGRS SPECIFICATIONS R STRUCTURAL- STEM WALL -i-I _— '- --i_ _� � _ 4 TECHNICAL, RESOURCES, SEE ELDORADOSTONE CGM - 1— 1 1— j 1-1 1— r —III—I I `I ► PER 6TRUCTUi 1 I- I / II 1 " 1 IIN'��''IN SUN �._ N ' �' I� 4w ' L SCALES 3/4 "■1'.®' — N �'I — N dw- SCALEi ON 1-1/2 " u II.O" .taws HEADS 2X6 LUliMICK1: SCALE: 1-1/2 ". I'-0" GARAGE SCALE: I/B,/�■ »� /� . 1/ I" ---"""" HEADER .Awe J I I." 7MI/i llM - ' _...400- —.. _ .— —_-.wow__�— _ - - — ,,,46°""""e"."7"1"." 11 J -.. 1. .22...______)_\,i'-‘•---s,`i C E1NED FOF )M PLIAN ROVED 7 2017 Tukwila DIVISI VILA 17 TER 4t A Pi t g . . i . g OMER& SVETOSLAV MOUTAPOV 4 ANTOANETA Z MOUTAFOVA F15140 65TH AVE SOUTH, APT. 213 TLXLIALA, U WASI4INGTON98188 MOBILE: 206-554-16 0 EMAIL: moutafov1*1i0ima1Lcom David T. Spangler Company, LLC 319 PIKE STREET NE • AUBURN, WA 98002-4633 C: 206.715.6965 • P: 253.333.7045 • E net PROJECT: STEVE 4 TONI MOLTTAPOVA RESIDE/CE 11604 - 40TH AVS SOUTH TLiKIt LA, U 111A51411.6TON 90168 PARCEL' 134060-0144 JOB NO. V.414-004 46,2• (2)2x STUDS 0 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 0 DBL. STUDS STRAP LOCATION ER PLAN) PYL. EDGE NAILING TO EACH STUDS HOLDOWN ----4►/ CONT. PLY. TO ----� SILL PLATE 16d 0 4" O.C. 8d 0 6" 0,0. EDGE NAILING PER SCHEDULE CO#4 NTINUBARSOUS TOP CENTE'RL1Ni' (g WALL #4 0 10" 0.0. HORZ. p MIL. 'BLACK' VISQUEEN _,,► VAPOR BARRIER. II • FINISH GRADE EDGE NAIL 8,'1Ia EXTERIOR SHEARWALL © CRAWL SPACE 3/4"=i' --O" TRUSS PER PLAN A35 CLIP 0 48" O,C. ifitai strool4 EAVE © ROOF 3 4 -1 -- 0 ONE STUD ® EACH SPLICE (TYP) (2)#4 CONT. SIMPSON H1 EA. END/ EA. TRUSS PLY. EDGE NAILING 2x BLOCK w/ 1 1/2" REQUIRED/ HOLESAS T.N. EA. TRUSS/ EA. END EDGE NAILING 2x STUD 0 16" O.C. PLY. PER SCHEDULE TRUSS 4'—O' MIN. SPLICE LENGTH (25) 16d 1 1,. SPLICE AND NAIL TOP PLATES AS SHOWN 2 ALL EXTERIOR WALLS, SHEAR WALLS, & AT EACH FLOOR LEVEL AND AT ROOF. ELEVATION DBL.,f TOP,PLATE SPLICE 3/4 —1 0 SHEARWALL PER PLAN BOTTOM PLATE NAILING PER SCHEDULE EDGE NAILING FLOOR PLYWOOD JSTS PER PLAN SOLID BLKING TOP PLATE 2x STUDS (2)2x STUDS 0 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)LL TORP PTH FELT OF JO ST STEM FLOOR JOISTS (PER PLAN) TOP FLAN° HANGER #4 BARS TOP CONTINUOUS��� ®4C NTE,RLIN 6/NALL ALL #4 0 10" C.C. HORZ.-- 6 MIL. 'BLACK' VISQUEEN VAPOR BARRIER. •III• ,IA 0. 1 • PYL, EDGE NAILING TO EACH STUDS 0 HOLDOWN CONT. PLY. TO SILL PLATE SIMPSON STHD14 w/ 38-2 1/2x. 148 NAILS j0 DBL. STUDS (STRAP LOCATION ER PLAN) 12d 0 3 O.C. 8d 0 6" 0.C. EDGE NAILING PER SCHEDULE FINISH GRADE 0 sc- 8" EXTERIOR SHEARWALL © CRAWL SPACE 3/4"=l' --O" 8c1 0 6" 0.C. ROOF PLYWD. 2x VENTED BLK'G EDGE NAIL CONT. PLYWD PER SCHEDULE '1 (2)#4 CONT. 2x RAFTERS 24" O.C. SIMPSON H1 CLIP 0 EA. RAFTER /F11 EAVE © STICK—FRAMED ROOF FLOOR PLYWOOD FLOOR JOISTS (PER PLAN) 3/4"= ''-0" EXTERIOR WALL YWDLE PERT MON NAILING EDGE NAILING PLY, SPLICE —"--,CONT, RIM EDGE NAILING PLY, PER SCHEDULE JOIST PERPENDICULAR TO EXTERIOR WALL 3/4"=1►_0" SHEARWALL PER PLAN BOTTOM PLATE NAILING PER SCHEDULE EDGE NAILING FLOOR PLYWOOD JSTS PER PLAN 8d ®6" O.C. JOIST OR BEAM PER PLAN SHEARWALL PERPENDICULAR TO FLOOR JOISTS SHEARWALL PARALLEL TO FLOOR JOISTS INTERIOR SHEARWALL TO FLOOR BELOW 3/4"=l'_O" M a 2 DOUBLE PORTAL FRAME 6 • . • • 0 e e • e •• O 0 0 6• •0 0 0 0 0 O 0. 6 0 0 0 0• �% • 0 0� 0 0 0 I 0 0 0 • 0 • 0 0 0 • 0 • 0 0 • 0 • 0• 0 • 0 • 0 • 0 • 0 • 0 • 0 0 • s, 0 , 0 • 0 • 0• 0 • 0• 0 • •° 0 • • • 0 • 0 e 0 • 0 • • 3 1/2"x11 1/4" MIN. HDR. (BUILT—UP, SOLID SAWN, LGL, ETC.) • 0 6 • • • FASTEN T.PL. TO HDR. W/ ) ROWS OF 16D SINKERS 03" o.c. TY/P 6 2ASOLB HDR. SHOWN (SEE SECTIIAP ON AIA) (TYP.)E ING (MSTA24) • •0 0* 0 • 0 • ::02{0 • • O 0 0 • • 00 .• 0• 0 • • • 0 • 0,.0,0, 0 •r0 • 0 •• 14' • •.. ••a ..I FASTEN SHEATHING TO HDR. W/ 8D COMMON NAILS IN 3" GRID PATTERN AS SHOWN AND 3" o.c. IN ALL FRMNG. (STUDS & SILLS) TYP. FOR FRAMES OVER 8", PANEL SPLICE (IF NEEDED) SHALL OCCUR WITHIN 24" OF MID—HEIGHT, BLOCKING IS REQUIRED. IF 2X_ BLOCK NG IS USED THEN IT MUST BE STITCH NAILED W/ 1 ROW OF 16D SINKERS 0 3" o.c. 4200 LB HOLD DOWN STRAP APPLIED OVER SHEATHING INSTALLED IN CONCRETE PER MANUFACTUREERS INSTRUCTION (STHD14) (2) 5/8'' DIA, ANCHOR BOLT W/ 7" MIN, EMBEDMENT 08' o.c.& 3"x3"x1/4" PLT. WASHER ,4 g CONTBO.TTOM FTG(TYP. w/ () 2) #4 CON' FRONT ELEVATION MIN. LATERAL PANEL 3/4"=V--0' BOTTOM PLATE NAILING PER SCHEDULE FLOOR PLYWOOD FLOOR JOISTS (PER PIAN) FLOOR PLYWOOD 1 3/4"x11 7/8" L EDGE NAILING EXT. WALL SHEATHING PER SCHEDULE EDGE NAILING PLY. SPLICE EDGE NAILING CONT. RIM EDGE NAILING EXTERIOR WALL JOIST PARALLEL TO EXTERIOR WALL 3/4"=1'_O' SHEARWALL PER PLAN EDGE NAIL. 8d 04"o,c, EMPAIIIE SHEARWALL PARALLEL TO FLOOR JOISTS INT. SHEARWALL TO FLOOR ABV. N.T.S. A35 ©16"o.c. EDGE NAILING 8d 04"o.c. FLOOR PLYWOOD E.N. JSTS. PER PLAN o � • 00 01 • TYPICAL POST FRAME CON TRUCITON 2x FRAMING 1141 °iii 610 010 •16 610 •1. e1e 010 010 •1 010 610 • 1e 010 61.1.. 61011 010 11 I 010 `I 0 010 610 610 010 •1• 0 1 .10 010 610 61• • r O 0 • • O 0 O 0 0 0 0 0 010 0 0 0. 010 0 • 0 0 0 • 0 0 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0 0 .0 0 0 0 0 .0 0 • 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0•Ts m • ' 4•g•, 6 �, LSL RIM JOig 0 cv E A—A SINKERS 2 ROWS 3" o.c, 7/16" MI . THICKNESS WOOD STRUCTURAL ANEL SHEATHING FILLER IF NEEDED 2400 LB HDR. STRAP (MSTA24) SECTION A—A SIDE ELEVATION (1)2x STUDS EA HOLDOWN JOIST PER PLAN Of, (2) CS16 FILL ALL HOLES w/ 8d NAILS 0 N F— STRAP HOLDOWN AT FLOOR 3/4"=1'—O" SEE PLANS FOR # OF HOLD-DOWNS (1)2x STUDS HOLDOWN 16d24'D.C. 2 2x4 TO TOP PLATE iallINIMIN gun • 16d24'D.C. EDGE NAILING SHEARWALL PER PLAN' SHEARWALL PARALLEL TO FLOOR JOI$T$ 2X4 CONT, 2 SHEARWALL 2x SILL PLATE WITH %" ANCHOR BOLTS OR EXPANSION BOLTS PER SCHEDULE (2) #4 CONT. (TYP) EXPANSION JOINT -N141111411L- #4 0 16" 0.0. VERT. #4 0 10" O.C. HQRZ. Im� 30" MAXIMUM UNBALANCED I4,11 714.6 4.40 FINISH GRADE PLY. EDGE NAILING ® HOLDOWN STUD (2)2x STUDS w%384 -16d SINKERS NAILS STRAP LOCATION PER PLAN EDGE NAILING m rr 03 0o r - (2)#4 CONT. 4" 8" 4" EXT. SHEARWALL © SLAB 3/4"`1'_O'r A35 CLIP 0 16" 0.0. TRUSS TO DBL. PLATE EDGE NAIL PLY. TO STUD EDGE NAIL V ■ 8d 06"O.C, PLY. EDGE NAILING TRUSS DRAG STRUT PER PLAN DESIGN FOR 300#/FT LATERAL LOAD PLY. PER SCHEDULE DRAG. STRUT TRUSS S1 ] 3/4,,=1'-0., SIMPSON 0516 STRAP FILL ALL HOLES W/ 8d NAILS z 5 0 N BEND AROUND BEAM STRAP HOLDOWN. AT HDR 3/4"=1'—O'` SEE PLANS FOR # OF HOLDDOWNS 3 I► 11, 17 (1)2x STUDS 2 EA. HOLDOWN JOIST PER PLAN MULTIPLE JOISTS PER PLAN REVIEWED FOP! CODE COMPLIAIwE APPROVED JUL 27 2.017 City of Tukwile BUILDING DIVIS RECEIVED CITY OF TUKWILA JUL 172017 PERMIT CENTER JIM T 'EXPIRES: Feb 20 O C 2 RB ENGINEERS, Ct RESIDENCE MOUTAFOVA FILE NUMBER 17-6233 DRAWN BY RBE Sheet s SLAB PER PLAN 4 1/2" EMBEDMENT 0 EXP. BOLTS PER SHEAR WALL SCHEDULE -� SHEATHING PER SCHEDULE PT PLATE W/ AB'S OR EXP. BOLTS PER SCHEDULE EDGE NAILING UNYIELDING SOIL/ THICKENED SLAB ON FLO RGJOISTPLYS, GLUED.FANDRNAIL w/ RINGSHANG NAILS 414 ,-, P.T. POST PER FND. PLAN MAB15 STRAP OR A35 4..LIP 6 MIL. BLACK VAPOR BARRIER PER FOOTING DETAIL (2) #4 CONT TOP&BOTTOM 2X BLOCKING R-30 INSUL.� BEAM PER FNDN PLAN 90# FELT (244 BARS EA. WAY 11/33 TO BTM. OF PAD UNDISTURBED SOIL ROOF PLY. (2)16d EDGE NAILING /SHEARWALL PER SCHEDULE 8d@4'o,c, EDGE NAIL PLY, TO EACH TRUSS LATER OAD DEF LGN (4)12d TO 2x4 FLAT TO TOP 1 2x4 FLAT @ 12' O,C, (2)16d (Q ROOF TRUSS PARALLEL TO S.W. 3/49=1'—o" 2x6 BLOCKING EDGE NAILING CLIP OR HANGER EACH TRUSS TO LEDGER PREMANUFACTURED ROOF TRUSSES PER PLAN ROOF DIAPHRAGM NAILING ROOF SHEATHING PER PER STRUCTURAL NOTES ~'\ STRUCTURAL NOTES 8d © 6" O,C. \ 2x4 BLOCKING, VENT BLOCKS AS REQ'D PER PLAN SIMPSON Hi EA, TRUSS POST CAP PLAN POST OR WALL PER PLAN 2x4 PRESSURE BLKG, '`4„, BEAM QR DBL. TOP PLATE V 1 TRUSS TO WALL 3/4"=1'-- 0" 0 0 I ° 0 0 0 0 0 0 0 0 4v PRESSURE BLOCKING / LEDGER HTTS HOLDOWN ANCHOR FILL ALL HOLES w/ 10d NAILS (2)2x STUDS EDGE NAILING 5/8' DIAL THREADED ROD IN SIMPSON EPDXY- (SET22XP) ADHESIVE SYSTEM OR EQUIVALENT PER MFGR, RECOMMENDATION CONC, FOUNDATION TYP. HOLDOWN TO EXISTING FOOTING 3/4„=1 >—O” (SPECIAL INSPECTION REQUIRED) WALL SHEATHING PER SCHEDULE EDGE NAILING V1\ LEDGER TO WALL 3/4"=1'— 0" 8d@ 4' RC. PLY. TO BLOCKS (2)A35 CLIPS (2)2x6 BLOCK e'—o" (6) 16d BRACE TO BLOCK 2x TRUSSES @ 24' O,C, OUTRIGGER (OPTIONAL) EGDE NAILING (2) 2x6 DIAGONAL 'T" ACE @ RIDGE AND @ 10'-0' D.C. MAX, (VRIFY w/ TRUSS MFGR,) 16d TO dP P 0AT,E2x6 CONT TYP. GABLE TRUSS DETAIL DBL, TOP CHORD HORZ. WEB BRACING BY TRUSS MFGR, PER T,P,L SPECS, NAIL TO ALL TRUSSES 16d@6'O,C, (2)2x6 CONT. @ GABLE -END TRUSS MID HEIGHT STRUCTURAL TRUSS w/ 2x4 FLAT INLET STUDS @ R4. D.C. (2)A35 CLIPS (ONE EA. SIDE) 16d @ 6' O,C, (TRUSS TO 2x6) EDGE NAILING 7/16' D.S.B. OR 1/2' PLYWOOD 3/4"=1'-0" HEADER PER PLAN DOUBLE TOP PLATE (TYP.) 18" 18" /--OPENING 18" 18" (1) C516x 36" T & B OF WINDOW OPENINGS (AS SHOWN TO MINIMUM 2x MEMBER FILL ALL HOLES w/ 8d NAILS �� CS16 STRAP @ OPENING SW4 SW3 SHEARWALL SCHEDULE INDICATES SHEARWALL. w/ PLYWOOD OWE SIDE, 1, SHEATHING' 1/2' PLYWOOD OR 7/16' O.S,B„ ONE SIDE, BLOCKED, NAIL w/ 8d @ 4' 0,C, ALL EDGES AND 12' D.C. FIELD. 2, BOLT SILL PLATE TO CONCRETE w/ 5/8 DIA. x 10' A,B,'S @ 32' D.C. 3, NAIL BOTTOM PLATE TO FRAMING BELOW w/ 16d @ 4' D.C. 4, FASTEN DOUBLE PLATE TO JOIST OR BLOCKING ABOVE PER DTLS, ON Si & S2 AND DETAILS CIN Si & S2. SJ-IEARVALL SCHEDULE INDICATES SHEARWALL W/ .PLYWOOD ONE SIDE 1. SHEATHING' 1/2' PLYWOD OR 7/16' O,S,B,, ONE SIDE, BLOCKED, NAIL w/ 8d 2 3' O.C. ALL EDGES AND12' O,C, FIELD, 2, a, BOLT DBL. SILL PLATE TO CONCRETE w/ 5/8' MA, x 12' A,B,'S @ 16' O.C. @ D/S1 b. OR BOLT SILL PLATE TO CONCRETE w/ 5/8' DIA. x 10' @ 24' O.C. 3, NAIL BOTTOM PLATE TO FRAMING BELOW w/ 16d @ 4' D.C. 4. FASTEN DOUBLE PLATE TO JOIST OR BLOCKING ABOVE PER DTLS, ON S1 & S2, 5. USE (2)2x STUDS 2 16' O,C. OR DETAIL D/ Si. & (2)2x STUDS @ ABUTTING PANEL JOINTS, TYPICAL ROOF SHEATHING 7/16' O,S,B, PLYWOOD, INDEX 40/20, UNBLOCKED, w/ FACE GRAIN PERPENDICULATD��pHTO FRAMING BELOW, NAIL AS FOLLOWS' SHEARRAWMALBO JNI AI `,AG vS l>'TS,TERIOR WALLS, ALL SUPPORTED EDGES FIELD TYPICAL FLOOR SHEATHING 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 FOLLOWS' DIAPHRAGM BOUNDARY AND OVER EXTERIOR WALLS, SHEARWALLS & DRAG STRUTS, 801 2 6' 0,C, 8dp6'0.C. 8d@ 12' 0.C. ALL SUPPORTED EDGES FIELD NOTES' 1, USE3'x3"x1/4'. PLATE WASHERS ON ALL ANCHOR BOLTS. CONNECT ALL RIM JOISTS @ 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, ed AT 6' OC 8d AT 6' OC 8d AT 10' DC R CITY OF TUKWILA JUL 172017 PERMIT CENTER REVIEWED FOR CODE COMPLI C APPROVEC JUL 2'7 201' City of Tukwla G DIVI 3K U V, t W "(.5 LU z ■ cn W U 00 RESIDENCE MOUTAEOVA 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 BE162x3 14" LONG. b. 8d NAILS SHALL BE .113x2 1/2 LONG. c. 20d NAILS SHALL BE .182x4" LONG, 5. USE 20d NAILS 0 3x FRAMING MEMBERS FILE NUMBER 17-6233 DRAWN BY RBE Sheet S2 GENERAL STRUCTURAL NOTES ( The following applies unless shown otherwise on the plana) 1, 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 25 PSF FLOOR LIVE LOAD (RESIDENTIAL) 40 PSF FLOOR LIVE LOAD (DECK) 60 PSF STAIR & CORRIDOR LIVE LOAD 100 PSF MECHANICAL UNITS WEIGHTS FURNISHED BY MFGR, WIND 110 MPH, EXPOSURE "8" Kzt = 1.2 EARTHQUAKE Se=1.55 S1 =.55 (CLASS "D") ALLOWABLE SOIL PRESSURE 2000 PSF (NATURAL SOILS OR COMPACTED) SEE PLANS FOR ADD. LOADING CRITERIA. 3, 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. 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. 6. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL REQUIRED SAFTEY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES REQUIRED TO PERFORM HIS WORK. 7, 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. 12, 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. 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, 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 SPECIFICATQNS 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 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 fez= 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 % + X 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. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: FOOTINGS AND OTHER UNFORMED SURFACES, EARTH FACE FORMED SURFACES EXPOSED TO EARTH (i.e. WALLS BELOW GROUND) OR WEATHER (#6 BARS OR LARGER) 2" 1 1/2" 1 1/2" SLABS AND WALLS (INTERIOR FACE) f 3/4" 3" (#5 BARS OR SMALLER) COLUMN TIES OR SPIRAL AND BEAM STIRRUPS 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. 17. 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.D.O. 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 COLD BENDS IN REINFORCING STEEL IS NOT PERMITTED. SEE REINFORCING NOTE FOR MATERIAL REQUIREMENTS OF WELDED BARS. 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 N0,1 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. 23,4„ 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 INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S PUBLISHED SPECIFICATIONS. ALL NECESSARY BRACING, BRIDGING, BLOCKING, PRE—NOTCHED PLATES ETC., SHALL BE THE DETAILED AND FURNISHED BY THE MANUFACTURER. SUBMIT SHOP DRAWINGS AND DESIGN CALCULATIONS (COMPLETE WITH STRESS DIAGRAMS) 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. 26. PLYWOOD SHEATHING SHALL BE GRADE C—D EXTERIOR GLUE.. OR STRUCTURAL II, EXTERIOR GLUE ORIENTED STRAND BOARD OF EQUIVALENT THICKNESS, EXPOSURE 1 RATING AND 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 MASONARY 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, 29, 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 TO FLUSH BEAMS 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.O.) PROTECTION OF CONNECTORS IN CONTACT WITH PRESSURE TREATED WOOD ALL BOLTS, NAILS, JOIST HANGERS AND ANY OTHER CONNECTORS SHALL BE HOT DIPPED GALVANIZED FASTENERS RECOMMENDED TO CONFORM WITH ASTM STANDARD A-153 AND HOT DIPPED GALVANIZED CONNECTORS SHOULD CONFORM TO ASTM A165, CLASS 0-183. 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. ALL WOOD FRAMING DETAILS -- THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS. A MINIMUM NAILING REQUIREMENTS: UNLESS OTHERWISE NOTED, MINIMUM NAILING SHALT. BE IN ACCORDANCE WITH TABLE 2304.10.1 OF THE INTERNATIONAL BUILDING CODE. B. C. D, E, H. AT SAWN TIMBER JOIST AREAS: PROVIDE CROSS—BRIDGING AT 8'—O" 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 10t IN HEIGHT. TOENAIL JOISTS TO SUPPORTS WITH 2-16d NAILS, ATTACH ALL BEAMS AT THE ROOF EXCEEDING 8'—O" 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 0 16" o.c, AT INTERIOR WALLS AND 1' 2x6 STUDS 0 16" o.c. AT EXTERIOR WALLS J. K. L. M. N. 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 ICBG 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 0 6" c.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 0 6" o.c, TO FRAMED PANEL EDGES AND OVER STUD WALLS SHOWN ON PLANS AND 0 12" o.c. (10"o.c. AT FLOORS TO INTERMEDIATE SUPPORTS, PROVIDE APPROVED EDGE CLIPS 0 16"o.c. AT UNBLOCKED ROOF SHEATHING EDGES. PROVIDE SOLD BLOCKING AT LINES OF SUPPORT AT FLOORS. TOENAIL BLOCKING TO SUPPORTS WITH 16d NAILS 0 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. p, ALL WOOD STUD WALLS SHALL HAVE LOWER WOOD PLATE ATTACHED TO WOOD FRAMING BELOW WITH 16d NAILS AT 6" STAGGERED OR BOLTED TO CONCRETE WITH 5/8"DIAMETER ANCHOR BOLTS © 4'-0" o.c, UNLESS SHOWN OTHERWISE. R PLYWOOD NAILING: (USE UNLESS GREATER NAILING IS DETAILED OR SPECIFIED) 8d ® 6" o.c. 8d © 12" 0.0. AT SHEET EDGES AT INTERMEDIATE BEARING POINTS S 1. PROVIDE ABU POST BASE 0 ISOLATED POSTS TO CONCRETE CONNECTION 2. PROVIDE (2)A35 CLIPS TOP & BOTTOM OF ALL POST TO OTHER FRAMING MEMBERS 3. PROVIDE AC OR ACE POST CAP 0 ISOLATED POSTS TO BEAM CONNECTIONS 4. PROVIDE MIN. (2)A35 CLIPS 0 POST TO BEAM CONNECTION (U.N.O.) o.c. REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 7 2017 City of Tukwila BUILDING DIVISIC N RECEIVED CITY OF TUKWILA JUL 172017 PERMIT CENTER RB ENGINEERS U cr Q. RESIDENCE MOUTAFOVA Fax NUMBER 17-6233 DRAWN BY RBE r Sheet S� CRAWL SF4CE VENTILATION PER 200 IRC 4082 MM. NET AREA CF VENT OPENINGS NOT LESS THAN 180. FT. PER EA 160 8R FT. OF LINDER FLOOR AREA. ONE VENT OPENING WITHIN 3 FEET OF EA CORNER THE FLOOR AREA UNDER THE FIRST FLOOR IS I,219A ► SQ. Fr. VENTILATION AREA REQUIRED, 1,219A5 8Q. FT. / 130 • 883 SR FT, MNIMUM WEER CF VENTS REQUIRED' 8.63 SR FT. / .8 ■ 14A6 ORB VENTS MINIMUM VENTS PROVIDED: 16 vENT$ TO 13E, S"XIS" ('86 SQ. N. NFA / 144 • S9 SQ. PT. NFA ) "Basis of design: 16 In. x 8 In. Galvanized Steel frame, Flat Vent, with 1/4" Galvanized Wire Mesh 23 Gauge - Net Free Vent kala (NFA) 05 8Q. N. - Overall Dimensions: 16-I/4" x S-3/4" - Rouen Opening= 14" x 1.1/2", available at Home Depot 06.04.2011, Part Number SGV168 " FOUNDATION NOTES: " • • • " • • SOLID B1.00KNG OVER SUPPORTS. ALL FTGS. TO BEAR ON UNDISTURBED SOIL MN. 2000 P.S,F. FNDN STEEL PER DETAIL, SEE DTL. t SHEAR SHEETS, AS RECD. 44 POSTS TYPICAL AT ALL (SEAM SPLICES. ALL BEAMS TO 8E 4X10 DP. *I UNLESS NOTED OTHERWISE. VERIFY ALL DIMENSIONS W/ ARCH. PLANS. FOR ALL DIMENSIONS NOT 614OUk4 SEE ARCH. PLANS. NEC 250.52 Grounding Electrodes A concrete encased grounding electrode is, required in all new concrete footings. The electrode shall consist of at least 20 feet of 1" or larger reinforcement bar or Bare copper conductor not smaller than 4 AWG, and shall be located horizontally within that portion of a concrete foundation or footing that is in direct contact with the earth & encased by at least 2" of concrete. (NOTE: 20 -foot rebar shall be one continuous piece tied alongside any vicinity footing rebar and shall protrude 8" min. above top of foundation wall near location of power panel.) IDENTIFY LOT LINES Lot lines shall be established on site and made visible to verify distance of building setbacks the from lot lines, at time of footing/foundation inspection, prior to pouring concrete. A survey may be required to verify lot lines. PLEASE NOTE: Setback(s) shall be calculated and measured from the buildings finish face or corner of the building nearest the property line and not necessarily measured from the exterior foundation. CONCRETE PILASTER TO ANCHOR 6X6 POST ABOVE, TVP. EDGE OF BLAB ABOVE, SEE DETAIL S/A6,2 PROVIDE 04 X24' a 24" OAC. EMBED 3" INTO CONC. (TYPJ SOLID eLK'G (Tr.) 1 YENT REQUIRED WITHIN 3'-0" OP EACH COWER 404. FIREPLA p n 6'-6" 24" WIDE X 10" DEEP CONTINUOUS CONCRETE FOOTNG. WI (4) a4 CONTINUOUS TOP 4 (BOTTOM, TYP. 6'-6" 6'-6" 2.1x10 r NF.02 ;t c_ 5'-1 1/21' / SW" CRAM SPACE vENTS 5'-1 1/2" 2 3'-311 1, 3'-3" 31-311 3'-3" 3'-3" 4.4 3'-3" /-12.1x10 2.2x10 HF. 12 r "o M� s.c! 5'-1 1/2" (2) 2X 8'-1 1/2" 2' 24" WIDE X 10" DEEP CONTINUOUS CONCRETE FOOTING, W/ .4 GONTINUOU6 TOP 4 EOTTOM, TYp 11 61.611 6'-6" PROvIDE SOLID BLK'G a JOIST ORG. (T(P.) 1••••01004 .1101011111111111. •••••11•1011.11 6'-6" 1;117411% 11111W-4111111011111111 DBL. JOIST a cRAWL��rP SPACE ACCESS 1 6' CONCRETE SLAB W/ 44 0 12' OC E.W AT 2' FROM BOTTOM OF SLAB ON GRADE OVER 6' GRANULAR FILL, SLOPE AWAY FROM HOUSE. F't•3000 pal 6'-6" (2) 016 TI 2.2XI0 NF. n 2.240 HP. 0 74,3 M 19 '-3/8" �,{ 11 BASE TO CONCRETE STEPS FOOTING INSPECTION (RE: Geotech report prepared for this site.) Over excavation th °ecommendarequiring t recommendations outlined nesfillinshall comply w geotechnical report. Prior to requesting a footing inspection, the Geotech engineer of record shall verify the soils condition and provide an inspection report prepared and signed by the Geotech engineer. Geotech report shall verify that soils conditions including compacted fill shall satisfy specifications as outlined for footing/foundation construction. Geotech engineers report shall be . resented to the buildin • ins s ector at time of footin • inspection. ',EXPIRES Feb 20 1 I FOUNDATION PLAN SCALE: I/4":111- 111 BASE To CONCRETE STEPS 3" SPACE ALLOWED FOR STONE ALIGNED W/ SIDE OF STEPS, SEE ARCH DETAILS NOTE= ALL PATIO SLABS SHALL BE 4" CONCRETE SLAB UV 414 0 12" 0.0 ON GRADE OVER 6" GRANILAR FILL F'cu3000 int FOOTING SCHEDULE r 2a —1 30x30xt2' W/ 6-'4 BEA am 2-"4 BE.W, 24X24X0" W/ 3-04 BCW (TYPJ 1 L! 422(42x12" W/ 104 BEM (TYPJ 6" CONCRETE SLAB V +13 a 12" 0.0 AT 2" FROM BOTTOM CF SLAB ON GRADE OVER 6" GRANULAR FILL SLOPE TO DOOR F'cu3000 pal 6" WALL MP.) 2411 FTG.,, 6" CONCRETE SLAB W!'5 a 12" 0.0 AT 2" FROM BOTTOM CF SLAB 04 MADE OVER 6' GRANULAR FILL M v r2'-0" sc1 5'-1 3/8" 3'-1 3/8" 6" CONCRETE SLAB W/ 63 a 12' O.0 AT 2" FROM BOTTOM CF SLAB CN GRADE OVER 6" GRANULAR FILL \SOLID BLK'G (TIT) 6" WALL (TVP.) I d / �,�.- r' - 11.6" 1'-6" 2'-0" C *mammas Inni*Mo, -0- s) S"X16" CRAtE. • SPACE VENTS (TYR) 24' WIDE X10" DEEP CONTINUOUS ONCRETE FOOTING W/ (4)04 CO 4114108 TOP 4 BOTTOM, TVP. 6" COTE SLAB WI e5 a 12" 00 AT 2' FROM BOTTOM OF SLAB ON GRADE OVER 6" GI.Al4 RILL SLOPE TO POOR F'c43000 pet — ---4 --- 24", 6" CONCRETE FLAB W/ +5 a 12"0.0 AT 2" FROM BOTTOM OF SLAB ON GRADE OVER 6' GRA 1LAR FILL 4 rL L r REVIEWED FOR CODE COMPLIANCE a-' APPROVED JUL 2'7 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUL 172017 PERMIT CENTER ii N N n 6 1 °LINERS: SVETOSLAV MOLITAFOV 4 AM'OA1ETA Z. MOLITAFOVA 15140 65T14 AVE scum APT- 213 TIKWILA, WASfi-IINGT 198188 MOBILE: 206-854-16% EMAIL: moutarovis otmaaLcom RB Engineers, Inc. 1312 2nd St 10s d, WA_ 98033 0: 425 822-3009 • F: 425 8222579 • E rbe1992@gmail.arm PROJECT: STEVE 4 TONI MOIITAFOVA RESIDENCE i 2 I i; 1 i 0 1Q FOUNDATION PLAN 4 NOTES MOUNT MINI SPLIT CONDENSER CONCRETE PAD SIZE 4 LOCATE PER MANUFACTURERS INSTRUCTIONS 4 LOCAL CODES, TYP. 4XIO DP..2 TTP. (UNO) 4x10 8 • CM 4x10 ark 11-1/8 TJI 210 a 16" OC TYP. 1710. 8W4 i�rr�rr�rirrrirarrrrrrriiiiirrrii A (3) 2X 4x10 UP 16 R PSL 342" X 11'1/6' 4x10 • PORCH 4x10 4x10 (3) 2X 4x10 6' FLAT CONC. SLAB ON GRADE --"rZF-131s1 dx10 4R PSL 31/2 X 111/8 1 11.1/8 TJI 210 a 16" GC TTP. r p 4' CONC. SLAB (1) 0616 ATOP 4 BOTTOM OF WINDOW OPENNG PER DETAIL, TYP. (I) 0816 *TOP 4 BOTTOM OF WINDOW OPENING PER DETAIL, TTP. 4' CONC. SLAB (3) 2X 8W3 NOTE: ALL PATIO &LASS SHALL SE 4' CONCRETE BLAS W/ K4 a 12" OC ON GRADE OVER 6" GRANULAR FILL F'o•3000 Pal 4x10 (0)2X '-0" MN. HANGER i SCHEIDULE ISEAM SIZE HANGER 3.1/2" X 11.1/8° 14608412 8.1/4" X 1Ia1/8" _ 142180E+0A2 1° X 11-1/8" 14218128/12 12'-3 3/8" 4" CNC. SLAB staH SLOPE V4' MIN. -"--RA-Mrf0 DOOR 4x10 4x10 g (5) 2X �,,• II.1/8 TJI 210 A 16" 00 TYP, UNC. a SLOPE 1/4" MIN. PER FT TO DOOR PSI. 0•1/4' X 11.1/8' • 6" FLAT CONC. 6LAB ON GRADE 4x10 4x10 6' FLAT CONC. SLAB ON GRADE I. 4" CONC. SLAS CONT. RIM JOIST LSL 1.3/4" X11-1/8' 4X10 OF..2 TYP. (UND) 8w ( J 4x10 ,•••••••••••A--- � 4x10 4x10 4x10 4x10 —� 4x10 40 4x!0 9 I FIRST FLOOR IBEAMS/SHEARLUALL5 (1) MI6 +ATOP 4 BOTTOM OF WINDOW OPENING PER DETAIL, TYP• 4x10 TTP. 8W4 Hsot SIM. SECOND FLOOR F4M!N, HE4E/SH4UJALLS SCALE: 1/4'.I'-0•• REVIEWED FOR CODE COMPLIANC APPROVED JUL 2 7 2017 City of Tukwila BUILDING DIVISIO EXPIRES: Feb 20 1t RECEIVED CITY OF TUKWILA FIRST FFRAMING NOTES: SECOND FLOORFFRAIN'ING Nl720 7 CENTER • ALL FLOOR JOISTS TO SE 2X10 0 16' OC. UNLESS NOTED WARM • ALL FLOOR JOISTS TO SE 11.1/b' TM, 210 S' OC. UNLESS NOTED OTHERWISE. • ALL FLOOR JoIBT TO SE B1.oO10ED • BEARING. • • ALL SEAMS 4 FADERS TO SE 440 D.. +2 UNC. • • ALL EXTERIOR WALLS To SE 2 x 6.16' CC, 1)34.0. • • ALL SEAMS TO SE 440 DP, 02 UNLESS NOTED OTHERIIIISE. • • USE (2) 2X6 HP.'2 COLUt' N8 AT ALL HEADERS AND USE (2) 2X61, n COLUMt46 AT • ALL SEAMS, UNA. • ANY CHANCE81EQUIRE ALL STRUCTURAL LAODS AND SEAMS TO BE EXAMINED AND • ALTYERED AS RL'QU►REP PER CNANrs E. ALL FLOOD JOIST To SE BLOCKED • BEARING. ALL EEAMa 4 HEADERS TO BE 4X10 DP. 02 UNC. ALL EXTERIOR WALLS TO SE 2 x 4 I I6" CC, UNC. ALL BEAMS To BE 440 DF. 02 UNLESS NOTED OTHERWISE. USE (2) 2X41•, 02 coLUINS AT ALL HEADERS AND USE (2) 2X6 HF n COLU"I14S AT ALL SEAMS, ANY CHANGES MOOS ALL STRIICTURAJ. LOADS AND SEAMS to BE EXAMINED AND ALTERED AS REcuIREP PER CHANGE. q L h . L 0 E 4 4 . . . . . . 1K R g . OARS: 5VETO3LAY MOUTAFOY 4 ANTOANETA Z MO UTAFOYA N k % I a's.1-1 T ' W l '41.N i. IRP- RB Engineers, Inc. 13122nd SL Kirkland, WA. 98033 O: 425 822-3009 • F: 425 822-2679 • E rbe1992@gmail.com 1 a G+V ; ,, g ao '' H 1 II A , • IR .a. LOURtR4 IA z, DOUNSPOUT B" 4x10 410 2X12 LEDGER W/ 4-16D a 16" O.C. TO EA. STUD • 16" C.C. 1 16" • 6" O.C. TO 2X !BLOCKING BETWEEN STUDS, TYPICAL CRAWL SPACE ACCESS 4x10 4x10 E DOWNSPOUT DOWNSPOUT 1.'i -6n `Z6 DOWNSPOUT 4,E+d2 4x10 (3) 2X 4x10 -•---- 45312 MONO TRUSSES, TVP. (9) 2X 2X12 LEDGER W/ 4-16p O 16" O.C, TO EA. STUD • 16"0.C,716"•6" 0.0. TO 2X EN -COKING ISETUUEEI'I STUDS, TYPICAL 'I DOULJSPOUT 4x10 - 4x10 4x10 4x10 DOUNSPOUT L 2'. LOWER FLOOR ROOF FAMIN PLAN SCALE: I/4'►= i'-0►` GABLE END TRUSS 440 4x10 RIDGE 4xTO 4x10 r L 2'. r GABLE END TRUSS CM ROOF F4MIN NOTES: { ter ----1912 9d2 --- I FRE -Mr -cot TRUSSES • 24" O.G. 4XI0DP. /2 TYP. NND.) GABLE END TRIOS 4x10 RE IEWED FOR— C MPLIA OVED • SEE SECOND FLOOR PLANS FOR ALL BEARING STUD 4 COLLPV4 CANLL-CUTS. • ALL BEAMS 4 HEADERS ARE 4X10 DP.'2 U.N.D. • PRE-MANLPACTURED WOOD TRIMS • 24" O.C. (TVP.), UN.0 • PROVIDE SIMPSON HI NURRICANE TIE a EA, END OF EVERY ROOF TRUSS. PROVIDE (2)1423'S • EA, END OF 2 -PLY AND GREATER TRUSSES.' • ROOF SHEATHING SHALL BE MIN. "1/16" ©EM (3/40 RECOMMENDED) APPLIED LW LONG DIMENSION ACROSS TRUSSES OR RAFTERS. STAGGER END JONTS NAIL • ALL PANEL EDGES 4 OYER ALL SHEAR WALLS 4 DRAG TRUSSES W/ Ed NAILS • 6" OAC. AND OVER ALL INTERMEDIATE FRAMING • 12" QAC. • PROVIDE TEMPORARY ERACNO AS REOUIRED UNTIL ALL PERMANENT CONNECTION() 4 STIFFENERS NAVE KEEN INSTALLED. • URITtEN DIMENSIONS TAKE PRESEDENCE OVER SCALLED DITENSIONS. VEIRFIY ALL. DIMENSIONS AND CC NPITIONB N THE FIELD. • ROOF OVERHANGS SHALL BE PER THE ARCHITECTURAL DRAWINGS. ROOF PITCHES VARY PER PLAN. • VENTED SLOCK.114 OVER • SEE ARCNITECTI AL PLANS FOR ROOF VLENTILAtION. 11-G" UPPER FLOOR ROOF FR4MIN PLAN 9L4LE: 114"=11,0" City of Tukwila BUILDING DIVISION 'EXPIRES: Feb 20 i k TRUSS CONSTRUCTION NOTES: ALL TRUSSES WALL CARRY MARPAOTUREIRS STAMP. �+ RECEIVED ALL TRIMS WALL BE INSTALLED4 BRACED TO MAMFACTUR SPECIFICATI(x&ITY OF T U K W I L A ALL TRUSSES WILL NOT SE FIELD ALTERED W/O PRIOR BLDG. DET. AFfROVAL OR MG` .+ 7 .2017 CALCULATION& ALL CONECTION Of RATERS, JACK OR NIPS TRIMS TO MAN GIRDER TO BE w , l CENTER SEALED CALCULATIONS ATIONS SHALL BE SUBMITTED 4 STAMPED SY ENGNEER ROISTERED IN THE STATE OF WASHINGTON. ALL 140N-BEARW WALLS SHALL BE HELD AWAY FROM TRUSS BOTTOM CORD WITH AN APPROVED FASTENER TO NEM NON,BEARNG OFTRUSO ON WALL. SPCPIED APPROVED HANGERS MUST Be ICED AT ALL CO NEC TIONS OF RAFTERS, JACK OR NIP 6 TO THE MAIN GIRDER, AS REQUIRED. TRUSS SHALL SE 2X SLOPING TOP CORD TRUSS a 24" 0.C. 4 PER MANIPAOTURERS SPECIFICATIONS I1RECd 1DATIANS. 1.4 h 4 8 <- g g 0 R 0 .,,....._ •., API.It e • SEE SECOND FLOOR PLANS FOR ALL BEARING STUD 4 COLLPV4 CANLL-CUTS. • ALL BEAMS 4 HEADERS ARE 4X10 DP.'2 U.N.D. • PRE-MANLPACTURED WOOD TRIMS • 24" O.C. (TVP.), UN.0 • PROVIDE SIMPSON HI NURRICANE TIE a EA, END OF EVERY ROOF TRUSS. PROVIDE (2)1423'S • EA, END OF 2 -PLY AND GREATER TRUSSES.' • ROOF SHEATHING SHALL BE MIN. "1/16" ©EM (3/40 RECOMMENDED) APPLIED LW LONG DIMENSION ACROSS TRUSSES OR RAFTERS. STAGGER END JONTS NAIL • ALL PANEL EDGES 4 OYER ALL SHEAR WALLS 4 DRAG TRUSSES W/ Ed NAILS • 6" OAC. AND OVER ALL INTERMEDIATE FRAMING • 12" QAC. • PROVIDE TEMPORARY ERACNO AS REOUIRED UNTIL ALL PERMANENT CONNECTION() 4 STIFFENERS NAVE KEEN INSTALLED. • URITtEN DIMENSIONS TAKE PRESEDENCE OVER SCALLED DITENSIONS. VEIRFIY ALL. DIMENSIONS AND CC NPITIONB N THE FIELD. • ROOF OVERHANGS SHALL BE PER THE ARCHITECTURAL DRAWINGS. ROOF PITCHES VARY PER PLAN. • VENTED SLOCK.114 OVER • SEE ARCNITECTI AL PLANS FOR ROOF VLENTILAtION. 11-G" UPPER FLOOR ROOF FR4MIN PLAN 9L4LE: 114"=11,0" City of Tukwila BUILDING DIVISION 'EXPIRES: Feb 20 i k TRUSS CONSTRUCTION NOTES: ALL TRUSSES WALL CARRY MARPAOTUREIRS STAMP. �+ RECEIVED ALL TRIMS WALL BE INSTALLED4 BRACED TO MAMFACTUR SPECIFICATI(x&ITY OF T U K W I L A ALL TRUSSES WILL NOT SE FIELD ALTERED W/O PRIOR BLDG. DET. AFfROVAL OR MG` .+ 7 .2017 CALCULATION& ALL CONECTION Of RATERS, JACK OR NIPS TRIMS TO MAN GIRDER TO BE w , l CENTER SEALED CALCULATIONS ATIONS SHALL BE SUBMITTED 4 STAMPED SY ENGNEER ROISTERED IN THE STATE OF WASHINGTON. ALL 140N-BEARW WALLS SHALL BE HELD AWAY FROM TRUSS BOTTOM CORD WITH AN APPROVED FASTENER TO NEM NON,BEARNG OFTRUSO ON WALL. SPCPIED APPROVED HANGERS MUST Be ICED AT ALL CO NEC TIONS OF RAFTERS, JACK OR NIP 6 TO THE MAIN GIRDER, AS REQUIRED. TRUSS SHALL SE 2X SLOPING TOP CORD TRUSS a 24" 0.C. 4 PER MANIPAOTURERS SPECIFICATIONS I1RECd 1DATIANS. 1.4 h 4 8 <- g g 0 R 0 CONSTRUCTION DOCUMENTS - OMER& SvETOSLAV MOUTAFOV t ANTOANETA Z. MOUTAFOVA 15140 65TH AVE SOi111-1, APT 213 TU1'.WILA, WAST -I STON 98158 1108!LE 206 -S54 -16S EMAIL: moutafoviehottnalcom RB Engineers, Inc. E d 01 Ki 0 ts 0 DCT: STEVE 4 TONI MOUTAFOVA RESIDENCE } of 4 P9 .1 2 2 1 * AND NOTS