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HomeMy WebLinkAboutPermit D17-0034 - SYLVAN VIEW ESTATES - LOT 2 SINGLE FAMILY RESIDENCESYLVAN VIEW ESTATES LOT 2 4719 S 144 ST D17-0034 Parcel No: Address: " 0 City of Tukwila Department of Community Development. 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov 4719 S 144 St COMBOSFR PERMIT Project Name: SYLVAN VIEW ESTATES - LOT 2 Permit Number: D17-0034 Issue Date: 4/24/2017 Permit Expires On: 10/21/2017 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: CHMELA LARRIE+JACALYN 4727 S 144TH ST, TUKWILA, WA, 98168 TODD McKITTRICK 17837 FIRST AVE S - PMB#2 , NORMANDY PARK, WA, 98166 MILLENNIAL BUILDERS LLC 6830 S 220TH ST, KENT, WA, 98032- 1963 MILLEBL896LP PROPEL INSURANCE 1201 PACIFIC AVE S - SUITE 100 , TACOMA, WA, 98402 Phone: (206) 571-8080 Phone: (206) 429-3884 Expiration Date: 6/17/2017 DESCRIPTION OF WORK: CONSTRUCT NEW 2859 SQ FT SINGLE FAMILY RESIDENCE WITH 694 SQ FT ATTACHED GARAGE AND 158 SQ FT COVERED DECK Project Valuation: $395,323.86 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: V -B Electrical Service Provided by: Fees Collected: $11,239.77 Occupancy per IBC: R-3 Water District: Sewer District: 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: 10 Fill: 10 Number: 0 1 No Permit Center Authorized Signature: Date: eed-W/ 7 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 constrion or the performance of work. I am authorized to sign and obtain this development permit and agree . the co , itions attached to this permit. 4116 Signature: Date: Print Name: 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: ***PUBLIC WORKS PERMIT CONDITIONS*** 2: 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. 3: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 4: Any material spilled onto any street shall be cleaned up immediately. 5: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 6: 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. 7: The Land Altering Permit Fee is based upon an estimated 10 cubic yards of cut and 10 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 8: 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. 9: 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. 10: 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. 11: Applicant shall obtain sanitary side sewer permit from Valley View District (206-242-3236). 12: Driveways shall comply with City residential standards. Driveway width shall be a 10' minimum and 20' maximum. Slope shall be a maximum of 15%. Turning radii shall be a minimum of 5'. 13: Since the house must have a fire sprinkler system installed, it shall be verified in writing to the Public Works Inspector that the fire loop system for the building contains a WA State Department of Health approved Double Check Valve Assembly (DCVA). This shall be done prior to final inspection. Refer to attached Public Works Details for 1" FIRE/DOMESTIC SERVICE and/or 1" FLOW-THROUGH SYSTEM. Backflow device is optional if a FLOW-THROUGH SYSTEM is installed. Coordinate with the Public Works Inspector. 14: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $1,013.88. 15: 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. 16: 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. 17: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 18: 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). 20: 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) 21: Fire apparatus access roads "Fire Lanes" shall be identified by painting the curb yellow and.a four inch wide line and block letters 18 inches high, painted in the lane, at fifty foot intervals, stating, "FIRE LANE NO PARKING", color to be bright yellow, or by the posting of signs stating, "FIRE LANE NO PARKING", and painting the curb. Signs shall be posted on or immediately next to the curb line or on the building. Signs shall be twelve inches by eighteen inches and shall have letters and background of contrasting color, readily readable from at least a fifty foot distance. Signs shall be spaced not further than fifty feet apart nor shall they be more than four feet from the ground. (City Ordinance #2435) (BOTH SIDES OF ACCESS ROAD TO BE STENCILED FIRE LANE.) 22: 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) 23: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 19: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 24: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 25: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 26: ***BUILDING PERMIT CONDITIONS*** 27: 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. 28: 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. 29: 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. 30: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 31: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 32: All wood to remain in placed concrete shall be treated wood. 33: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 34: 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. 35: ***MECHANICAL PERMIT CONDITIONS*** 36: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 37: 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. 38: Manufacturers installation instructions shall be available on the job site at the time of inspection. 39: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 40: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 41: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 42: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 43: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 44: 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. 45: 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. 46: All pipes penetrating floor/ceiling assemblies and fire -resistance rated walls or partitions shall be protected in accordance with the requirements of the building code. 47: The issuance of a permit or approval of plans and specifications shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the Plumbing Code or Fuel Gas Code or any other ordinance of the jurisdiction. 48: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 49: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures in all residential, hotel, motel, school, industrial, commercial use or other occupancies that use significant quantities of water shall comply with Washington States Water Efficiency ad Conservation Standards in accordance with RCW 19.27.170 and the 2006 Uniform Plumbing Code Section 402 of Washington State Amendments PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 0 5180 BACKFLOW - FIRE 1700 BUILDING FINAL** 5000 CURB, ACCESS, SDW 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 5040 LAND ALTERING 1800 MECHANICAL FINAL 0608 PIPE INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 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 1 O 0 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Combination Permit No. bi-? -00.3/ Project No.: Date Application Accepted: 2-:-'7012)---1 Date Application Expires: ? . -)---- 1 7 (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.: 0040000505 Site Address: +� I S. 144th St (Lot `� of Sylvan View Estates shortplat) PROPERTY OWNER Name: Todd McKittrick Name: Resilience Holdings, LLC City: Normandy Park State: WA Zip: 98166 Address: 17837 1st Ave. S., PMB#2 Email: todd@millennialbuilders.com City: Normandy Park State: WA Zip: 98166 CONTACT PERSON — person receiving all project communication Name: Todd McKittrick Address: 17837 1st Ave S., PMB#2 City: Normandy Park State: WA Zip: 98166 Phone: (206) 571-8080 Fax: Email: todd@millennialbuilders.com GENERAL CONTRACTOR INFORMATION Company Name: Millennial Builders, LLC Address: 17837 1st Ave S., PMB#2 City: Normandy Park State: WA zip: 98166 Phone: (206) 571-8080 Fax: Contr Reg No.: CCMILLEBL896I13 Exp Date: 06/17/2017 Tukwila Business License No.: BUS -0997243 ARCHITECT OF RECORD Name: Propel Insurance Company Name: Level Design, LLC Address: 1201 Pacific Ave, Suite 100 Architect Name: Sothea Mey City: Tacoma State: WA Address: 611 S. Yakima Ave City: Tacoma State: WA zip: 98405 Phone: (253) 284-3170 Fax: (253) 284-3183 Email: smey@leveldesignnw.com Fax: ENGINEER OF RECORD Name: Propel Insurance Company Name: Precise Engineering Inc Address: 1201 Pacific Ave, Suite 100 Engineer Name: Harold D. Hahnenkratt City: Tacoma State: WA Address: 1011 Mellen St. City: Centralia State: WA Zip: 98531 Phone: (360) 736-1137 Fax: Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Propel Insurance Address: 1201 Pacific Ave, Suite 100 City: Tacoma State: WA Zip: 98402 H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 1 of 4 0 0 PROJECT INFORMATION — Valuation of project (contractor's bid price): $ 171 , r'7 0 f IJGL-L4 DES AA / 1 CPrt- Scope of work (please provide detailed information): PL vl 44 61 c Is New Single Family detached residence 6-e_A-4A C. 1V DETAILED BUILDING INFORAMTION — • PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement IS` floor / 2 , 4 2nd floor 1 `7I C Garage' carport ■ /, �7 14 Deck — covered uncovered • 1195/ J' Total square footage 3/1 1 4 - 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:®0 Value of mechanical work $ L furnace <100k btu thermostat emergency generator PLUMBING: Value of plumbing/gas piping work $ bathtub (or bath/shower combo) _( dishwasher lavatory (bathroom sink) water heater (gas) appliance vent wood/gas stove fuel type: ❑ electric gas 1-1 ventilation fan connected to single duct water heater (electric) other mechanical equipment bidet floor drain sink lawn sprinkler system H:\Applications\Forms-Applications On Line\2011 Applications \Combination Permit Application Revised 8-9-1 I.docx Revised: August 2011 bh f clothes washer shower 3 water closet gas piping outlets Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION - Scope of work (please provide detailed information): 1t\ICA. tit 1 S JV PLea-` , 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 0 .. Highline ❑ ...Valley View ❑ .. Renton ❑ ...Letter of sewer availability provided ❑ .. 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): 0 ...Civil Plans (Maximum Paper Size — 22" X 34") ❑ ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report ❑...Hold Harmless — (SAO) ❑ ...Bond 0 .. Insurance ❑ .. Easement(s) 0 .. Maintenance Agreement(s) ❑...Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): 0 ...Right -Of -Way Use - Potential disturbance 0 .. Construction/Excavation/Fill - Right -of -Way... ❑ -or- Non Right -of -Way.. ❑ ❑ ...Total Cut ❑ ...Total Fill Cubic Yards Cubic Yards 0 .. Work In Flood Zone 0 .. Storm Drainage ❑ ...Sanitary Side Sewer 0 .. Abandon Septic Tank ❑ .. Trench Excavation ❑ ...Cap or Remove Utilities 0 .. Curb Cut - 0 .. Utility Undergrounding 0 ...Frontage Improvements 0 .. Pavement Cut 0 .. Backflow Prevention - Fire Protection ❑ ...Traffic Control 0 .. Looped Fire Line Irrigation " Domestic Water ❑ ...Permanent Water Meter Size " WO # ❑ ...Residential Fire Meter Size " WO # ❑ ...Deduct Water Meter Size ❑ ...Temporary Water Meter Size WO # ❑ ...Sewer Main Extension Public 0 - or - Private 0 ❑...Water Main Extension Public ❑ - or - Private 0 FINANCE INFORMATION — THIS INFORMATION IS REOUIRED TO BE FILLED OUT WHEN REOUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) 0 ...water ❑ ...sewer 0 ...sewage treatment MONTHLY SERVICE BILLING TO: Name: Day Telephone: Mailing Address: City State Zip WATER METER REFUND/BILLING: Name: Day Telephone: Mailing Address: City State Zip H:\Applications\Forms-Applications On Line \2011 Applications \Combination Permit Application Revised R-9-11.docx Revised: August 2011 bh Page 3 of 4 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 OWNER OR AUTHORIZED_9.GEIT: Signature: Print Name: Todd McKittrick Mailing Address: 17837 1st Ave S., PMB#2 Date: 02/13/2017 Day Telephone: (206) 571-8080 Normandy Park WA 98166 City H.\Applications\Form-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-I I.docx Revised: August 2011 bh 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 (LOQ..) PROJECT NAME S `(LVA .1 VI r'�4-1- . PERMIT # 3)17 db34 4-7I9 £, I1-0 s If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention 4-o v. Water/Sewer/Surface Water —15o /757 /5o0 Road/Parking/Access '16 a o A. Total Improvements / 4/4 v 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. rto 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 /40 cubic yards Enter total fill volume / 0 cubic yards $250 (1) Use the following table to estimate the grading plan review fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1sT 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees $ (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 4 G The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 02/21/17 1 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) $ 11 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 p 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. 50 $ z3 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 1St 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 1St 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1St 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 02/21/17 2 (6) (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 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 $ /01:0S I. Other Fees $ (9) Total A through I $/ o l 3 (10) oce, DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION PEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters r -r (inches) '---Installation Installation Cascade Water Alliance RCFC 01.01.2017 —12.312017. .„------ Total Fee 0.75 $625. "--,.., _ $6905 $6630 1 $1125 `'`1 l'S,012.50 $16,137.50 1.5 $2425 1304)25 $32,450 2 $2825 $48,04- $50,865 3 $4425 $96,080 \ $100,505 4 $7$7835-'.$150,125 `\ $157,950 6 541-525 .. $300,250 S312,775 Approved 09.25.02 Last Revised 02/21/17 Temporary Meter $300 $1,500 0.75" 2.5" 3 DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY I PAID $25,042.95 D17-0033 Address: 4715 S 144 St Apn: $8,347.65 DEVELOPMENT $4,069.30 PERMIT FEE R000.322.100.00.00 0.00 $4,064.80 WASHINGTON STATE SURCHARGE 8640.237.114 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 5189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $1,257.38 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $110.00 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $110.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 TECHNOLOGY FEE $231.97 TECHNOLOGY FEE R000.322.900.04.00 0.00 $231.97 D17-0034 Address: 4719 S 144 St Apn: $8,347.65 DEVELOPMENT $4,069.30 PERMIT FEE R000.322.100.00.00 0.00 $4,064.80 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 $1,257.38 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $110.00 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $110.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 Date Paid: Wednesday, April 19, 2017 Paid By: MILLENNIAL BUILDERS LLC Pay Method: CHECK 5282 Printed: Wednesday, April 19, 2017 2:38 PM 1 of 2 CRSVSTEMS Cash Register Receipt! City of Tukwila Receipt Number R11313 DESCRIPTIONS ACCOUNT PermitTRAK QUANTITY PAID $25,042.95 D17-0034 Address: 4719 S 144 St. Apn: $8,347.65 TECHNOLOGY FEE $231.97 TECHNOLOGY FEE R000.322.900.04.00 0.00 $231.97 D17-0035 Address: 4723 S 144 St Apn: $8,347.65 DEVELOPMENT $4,069.30 PERMIT FEE R000.322.100.00.00 0.00 $4,064.80 WASHINGTON STATE SURCHARGE 8640.237.114 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 $1,257.38. PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $110.00 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $110.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 TECHNOLOGY FEE $231.97 TECHNOLOGY FEE R000.322.900.04.00 0.00 $231.97 TOTAL FEES PAID BY RECEIPT: R11313 $25,042.95 Date Paid: Wednesday, April 19, 2017 Paid By: MILLENNIAL BUILDERS LLC Pay Method: CHECK 5282 Printed: Wednesday, April 19, 2017 2:38 PM 2 of 2 CRWSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $2,892.12 D17-0034 Address: 4727 S 144TH ST Apn: 0040000505 $2,892.12 DEVELOPMENT $2,642.12 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,642.12 PUBLIC WORKS $250.00 BASE APPLICATION FEE TOTAL FEES PAID BY RECEIPT: R10878 R000.322.100.00.00 0.00 $250.00 $2,892.12 Date Paid: Wednesday, February 22, 2017 Paid By: RESILIENCE HOLDINGS LLC Pay Method: CHECK 5003 Printed: Wednesday, February 22, 2017 2:04 PM 1 of 1 CSYSTEMS INSPECTION RECORD Retain a copy with permit D17 -0034i PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-367es\ 0 Project: S'-/LV4J OW 14 Type of_Inspection:�' k/✓ ! I t-b./A Cg- .•'>/k/4.4_ Address: I/7/9 S /Zig PI ST-- T -Special Date Called: SpecialInstructions: Date Wanted a.m. Requester Phone No: n Approved per applicable codes. Corrections required prior to approval. COMMENTS: 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 big-cio Project: •Y2v ,J Vir &STA'reS TyA of Inspection: � v yv16.iAJ . 4 Z -- Address: Address: Lt 7j) .5" 11#1 m sr- rSpecial Date Called: SpecialInstructions:>� L.C? r 2- Date Wanted:` is- 17 gym. p. . Requester: Phone No: „Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: �b 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 INSPE `" ON NO. DO- 60 ,34-1 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 \41- (206) 431-3670 Project: . JvAJ V'6a ar-6S Type of Inspection: m CI+A®» c4L �AIAL- Address: qltql 5 I Ll, 714ST— Date Called: Special Instructions: zez Date Wante _ f // a:m: Requeste . Phone No: Approved per applicable codes. _ Corrections required prior to approval. COMMENTS: Inspector: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspectuon. IN INSPECTION RECORD Retain a copy with. permit ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 1317-00 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: `/L1�/1a I i e J 9 -i S Type of Inspection: ' , &A' pr r✓ I6-1'/eJ4L: Address:......-- Date Called: Special Instructions: Date Wanted: _ Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: 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 D!7-oo3/ Project: syLVA VI / .f'577j7E$ Type of Inspection: PR/ 14/1f -L1 ,S /L/Nr Address: 47/9 _S. /9V77.7L S'% •• Date Called: Special Instructions: t07-9— Date Wanted: % —22>rl.7 m.. p.m. Requester: e� ,1-I6 nii/l/•Po Phone No: ,3 ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: 41 -Sl /A/6 - Inspector: ,vS 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 - 0019 Project: l Ai O�=c.:l3 -7t-S Type of Inspection: PJB %N /r/ .7709 Address: 471 S 14‘,77157— Date Called: Special Instructions: 4U l' Date Wante 7 Z&/17 a r P.m. Requeste : Phone No: likiApproved per applicable codes. 0 Corrections required prior to approval. COMMENTS: Inspector: A 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 ex/sq 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: .5V1,I( . oa) s Type of Ins ection: 5 A i1' - Address: 1/7/9./^411/P Date Call d: -' Special Instructions: ter 2 Date Wanted: a.m. Requester: Phone No: Approved per applicable codes. j� Corrections required prior to approval. COMMENTS: 61-4 0 /mac A./07— inspector: Date: /PO REINSPECTION 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 b)7 -o&3q 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: cgiV> ii/i L��774-1 Typeof Inspection: ..4 Will ti- )/A1- a f Address:�a 47/q S /4/LI sr Date Called: Special Instructions: kr 2 Date Wanted: a.m.' Requester: ,Ab - )1 ,(.D./,, b id,,,41 Phone No: AAD� 154 Approved per applicable codes. IXCorrections required prior to approval. COMMENTS: t MIASiA C /110M./41-16,51 J'1 -/t31! &AWE) aPIW reVASI J: )0.6 t 7 AL, ikAiuf AT- r 3 ,Ab - )1 ,(.D./,, b id,,,41 AAD� 154 .r / Alti,„e_1,v�.oof Ai-- cyk3 Inspector. REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. '011 INSPECTION RECORD _ Retain a copy with permit INSP ION NO. jI--00 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: S E/Al ,/Eta &rik'� Type lnspection: `%iwkA& Address: ii7i/ /4074S7' Date Called: Instructions: 207— 2 Date Wanted: 7 /Special a.m. Requester• Phone No: F:4 Approved per applicable codes. L3 Corrections required prior to approval. COMMENTS: Inspector: Date: 7 1/k7 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 bi - 6103 Li 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: ¶ )i-VJ 0116.4) t'Sr.tra Type (I. -Inspection: Fr/Wil d& Address: OM S /1/1/71/ Sr Date Called: Special Instructions: 4 z Date Wanted: 7 /2/r7 a.m. Requester: Phone No: ElApproved per applicable codes. EaCorrections required prior to approval. COMMENTS: )612C icy- SAebtWitge coo ,wool_ Ok_ 7v LoStAA-rt,r- ete691-• SPeiaetee OW6 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must ibe paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSP CTION 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 0l'7-00 LI P�r+oject: r J�l-1I �� <S���Tte., I Type ff Inspection: tOM s Address: i 4711 5 /Lill17 ST' Date Called: Special Instructions: 10/ Z Date Wante : 7 1o�17 a.m. Request Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: Ito 17 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 00341 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: S'/LI/14,1/41 V CS1-AreS Typ Inspection: ileArili Mar I Address: Date Called: R Special Instructions:Date le7- 2- Wanted: j 7 f (,?1l 7 a.m. pm. Requester: Phone No: Approved per applicable codes. JJ Corrections required prior to approval. COMMENTS: I /NI i s$inlrc A -n bittrin AT ‘A11,46€ R ley / % S S / A:ffv- 71 3 S et-14a.S Li 796-14 J- z3 b4I S S /Mr& 673IeJc 6416- ,/-fit-- S17ar1aS 1ill/SSIkr6- "712 -AAS 1P -/c Nt6— 5 mreZ6e ee4,15te APPieclZ. PC(iorilea Inspector: Date: 7JIeih 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 Permit Inspection Request Line (206) 438-9350 (206) 43.1-3670 Project: OYL V VIEW A-5.77+7 3 Type of Inspection: R006.14-01 GA -s p1 pe Address: '/719 S 1411-n4 5; Date Called: Special Instructions: C,61 .2- Date Wanted:am. 6 37_) 7 .m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: A606/4- IN 64-5 Inspector: ,tom 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 (206) 431-3670 Da -003y y 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 Project: 5/1-4 N 0 '1itj P.57 -7t -Tic Type of Inspection: R00644,114 PLUI ,INS Address: y7)? St il}ii%734-S Date Called: Special Instructions: LbT .2..6 Date Wanted: - 2 7 )7 (a.m., p.m. Requester: Phone No: INApproved per applicable codes. LJ Corrections required prior to approval. COMMENTS: t5t< RO ik -/1- --/Il PLO net 1'iIY&- Inspector: Date: ( -2:7 _l7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must pe 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 1)17- 0631 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: SyL-VI V VU P-S-Upris Type of Inspection: /z u6i+-I N gcHh 'rd L Address: 'nil Si fiNTI4ST) Date Called: Special Instructions: Lci 2.. Date Wanted: a.m. 627-17 Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 6 K, _ d�(vl H /K rlC# Inspector: e r..‘ Date: x,_27 )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 TION 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 7-6'O Project: -� A� � a Type of Inspection: s - oirK4te Address: 47/9 5 i%J sr - Date Called: Special Instructions: } _— Lei �� Date Wand/e1��!�,� a.m. m. Re uestteed: q Phone No: Approved per applicable codes. ECorrections required prior to approval. COMMENTS: Inspector: r1) 1 Date 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 b 7-003J PERMIT N0: CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: S')iVA s wS Type of Inspection: i';&''a r S i -k I -)i - Address: 4176 S /ijti Date Called: . o Special Instructions: 2 Date Wanted' /3117 a.m. Requester. Phone No: KApproved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: 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 biz- 603g PERMIT N0: CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: SVZ-VA / OW ZS Type of Inspection: .11 1ALLs /»J Address: 47/5 S la i n) Sr Date Called: Special Instructions: Date Wanted: a.m. Requester: Phone No: ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: 1441 S,ii 1- AA1LS 4r Pvi1 b Inspector: Date: &/?3i7 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. VOA INSPECTION RECORD Retain a copy with permit INNNO. 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: 47/91 51w4' 1' SI -- rSpecial Date Called: S pe c i a IInstructions:Lor 2Date Wanted: % 5—M l7 Trt. Win. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: i Dater 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 1)/7-003Y 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: A-6077/46-- ZIRAIA/S SYLVAN VigiA) ES -M1 5 Address: g719 S. 141LIn't ST Date Called: Special Instructions: _ � / .2 Date Wanted: - 17 a.m. p.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: ecor - Jahr, 01 car;2 )nm9'iel-mAi Inspector: 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 Project: .'-it VAII Oat" /i,7+ Ty�f Inspection: rW/J b C.Ai /AMU. Address: L/7/4/ S )41/774 ST-- ?'Special Date Called: SpecialInstructions: Date Wante ,'"-- i/ 7 Requester. Phone No: Approved per applicable codes. Corrections required prior to approval. C+> MMENTS: ector: Date: f I)17 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must Ibe paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit IN tTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION D17-c5OEq 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: 5Y4 VAN VI EvJ a -05 Type of Inspection: R%7NG- Add�r7ess: ' u / ! )9 Se IL`]( 7 Date Called: Special Instructions: ���"2�r Date Wanted: -I� a.m: p.m. Requester: Phone No: Approved per applicable codes. D Corrections required prior to approval. COM M ENTS: inspector: /4641� 41 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit �3q PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: Type of Inspection: Address: l Suite #: V7 /q 5'. ! v1( 57 Contact. Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: / Pits Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: i.0i c1 Date: yt% s- f l "2 _. Hrs.: (- 0 / $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 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit 1 7--5 -- / 2-e-) PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: Jvr � Fire Alarm: Type ofoInspection: 15I,.0 (Zl `" !`T�f,Q�,/fi "- K01. -1C- -7-61/4./1-)-; Pre -Fire: Address: Suite #: �/9 S 1 L( t �, Contact Person 1 Special Instructions: Phone No.: 'yI Approved per applicable codes. Corrections required prior to approval. COMMENTS: l‘zz(zei -- 364,-0---i% /CC 2 � S 4144444. — OIL - ,O),7121 - Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: f Date: 71/4311-1 Hrs.: 2 Q $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 '_ DNIAaAlInS DUNCANSON Company, Inc. To: City of Tukwila From: Harold Duncanson Date: 2/20/17 Subject: Sylvan View Short Plat Lots 1, 2 & 3 Drainage Summary DCI 16459 Drainage review for these lots, including BMP selection was conducted with the short plat review L16-0030, which was approved July 15, 2016. Therefore, the drainage BMPs for these sites were selected and sized in accordance with the 2010 Tukwila Infrastructure Design and Construction Standards (2009 KCSWDM) in effect at the time of vesting. Refer to the Technical Information Report on file as part of the short plat. BMP sizing for the individual lots is shown on the plans. Please call if you have any questions. REVIEWED FOR CODE COMPLIANCE APPROVED APR 21 2011 City of Tukwila BUILDING DIVISION p t�- OO,LI 145 SW 155th Street ® Suite 102 s Seattle, Washington 98166 Phone 206.244.4141 r Fax 206.244.4455 • Web www.duncansonco.com CIVIL ENGINEERING LAND PLANNING RECEIVED CITY OF TUKWILA FEB 2g 2017 PERMIT CENTER STRUCTURAL CALCULATIONS For Level Design, LLC Plan 2859-3 Lateral & Vertical Design July 6, 2016 Project # 2016126 By PRECISE ENGINEERING INC. HAROLD HAHNENKRATT, P.E. REVIEWED FOR CODE COMPLIANCE APPROVED APR 21 2011 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA FEB 2g 2011 PERMIT CENTER b'i- 0 0 3'i 1 SCOPE: Provide structural calculations for lateral and vertical design per the 2015 IBC. Plan to be built once at 4727 S 144TH ST 98168 Tukwila, WA 98168 LOADS AND MATERIALS Roof: Comp Roofing Pre-engineered Trusses @ 24" oc Roof Sheathing Insulation 5/8" GWB Misc. Dead Load = Snow Load = Wall: 2x6 Studs @ 16"oc Dead Load = Floor: I joists at 16"oc Soil: Dead Load = Part. Load =- Live Live Load = 5.0psf 2.9psf 1.5psf 1.2psf 2.8psf 1.5psf 14.9» 15psf 25psf l0psf 12psf lOpsf 40psf 1500 PSF, Assumed bearing capacity • 38 PCF, Assumed Active Fluid Pressure 350 PCF, Asstuned Passive fluid Pressure • 0.45, Assumed Coefficient of Friction • 110 PCF, Assumed Soil Density Lumber: 2x > 4x 6x > GLB Concrete: f c Rebar _ #2DF #1DF 24f -v4 for simple span 24f -v8 for cont. and cantilever. 2500psi Grade 60 Design Maps Sununary Report Design Maps Summary Report User -Specified Input Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.4733°N, 122.27349°W • Site Soil Classification Site Class D - "Stiff Soil" . 2 • Risk.Category I/II/III Page 1 of 1 USGS-Provided Output Ss = 1.481 g S,= 0.554g SMS = 1.481 g SML= 0.831g Sos = 0.987 g S01 = 0.554 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. 1.6S 1:50 1.2S 1.34 • 1.15 o.g0- * 0.7 0.6'0 0.45•= 0.20.. 9.15 - MCEJI Response Spectrum 0.00 I ..,..1.. I I, ..I 0.00 0.20 0.40 0,00 0.00 1,00'1:20 1,40 1.60 lesa Periad, T (sec) Design Response Spectrum 1.10- T 1,00 0,60 41.00 0.70- fi.GO. 0.50 0.40 41.a0• 0.20 ,0.10 4.00 3 __..y I d 9 1- 6.00 0.20 0,40 41.00 0.00 1.00 11:29 1 40 1.60 L.00 2.00 • Priod, T ts:ec) Although this Informatlon'is'.a product of the U.S. Geological Survey, we provide no warranty, expressed or' implied, as to the accuracy of the data contained therein. This tool Is not a substitute for technical subject -matter knowledge. http://ehp2-earthquake.wr.usgs.gov%designmaps/us/sununary.php?template=minimal&latitu... 7/6/2016 LATERAL DESIGN Wind Loading: Simplified (ASCE 7-10 Chapter 28 Part 2) Ps=AKZtps3o ASD Ps = .6 AKZIPs3o Wind Speed 110 mph ps30 Exposure B Pitch Roof Wall Roof Pitch 6:12 2:12 -7.2 17.76 3:12 -6.5 19.65 A= 1 Ps = 4:12 -5.7 21.5 KZt = 1 5:12 -0.5 21.4 6:12 6.87 20.3 ps30 = 6.87 (Roof) >7:12 13.3 19.4 20.3 (Wall) ASD Ps = 4.1 (Roof) Ps = 12.2 (Wall) Seismic Loading: Section 12.4,12.8 ASCE7-10 Minimum Loading 8.0 (Roof) 16.0 (Wall) (ASO) Minimum Loading 4.8 (Roof) 9.6 (Wall) Eh=rQh Qh=V r=1.3 V= CsW Cs=SIDS/1.4R E=(1.3St0s/1.4R)W SIDS 0.987 R = 6.5 (Wood Shear Wall) R = 1.5 (Cantilever Column) V= 0.141 Wt. (Wood Shear Wall) V= 0.564 Wt. (Cantilever Column) MAIN FLOOR PLAN SCALE: 1/4° =1'-0° Two Story Wind to Diaphragm Upper Plate Height Main Plate Height Floor Depth Diaphragm Roof Ht. 1-2 Roof 5.9 Upper 2-3 Roof 5.25 Upper 3-4 rf/upper 5 A -B B -C 0.0 2.0 0.0 id Load 73.6 117.1 Wind 8.1 Roof 4.1 9.1 Walls 12.2 1 Minimum Wind load Length 67.2 26.0 92.2 26.0 83.3 34.5 92.2 34.5 62.9 9.0 Minimum Roof Ht. Wind Load Wind load Length Roof 1.4 3.7. 100.3 81.1 34.0 Upper 0 117.1 92.2 34.0 rf/upper 4 0.5 22.5 24.0 6.0 4 Jid 17-ir tVfA(, y 64PO4,4, so yr -0,, _ WA/ (-7_ a 4/1/-12i ovdf e,/ 1 • 1�,�� 6-;"-fit/Lj P/ SUM Minimum Wind 4.8 9.6 Min Total Load Total Load 1913.6 1747.2 3045.1 2396.2 3289.1 2873.2 4040.6 3179.5 629.2 565.9 10762.0 Min Total Load Total Load 3409.9 2758.1 3982.1 3133.4 135.0 144.0 SUM 7526.9 6035.5 0 mcts DIAPHRAGMS v - O Diaphragm Capacities m 0 (O (0 'd' co. N 0 0 U 0 0 0 Case 2,3,4,5,6,1 0 0 U 4- 10 0 (O 0. O O U N 0 V) co co 0) M 0) 0 M co 0 0 10 0. CO M N 0 0 0. O N U E 0) O CO 0 CO 9- Q O N q 1 0. r - M O 0 (Ni r a 40 N U E 0 0) 0 co c_ U E 0) CO N 1:3 O O M d N M O 0. O M U E 0 0 00 O O N c E O 0 F- 0 0 0 L t y --a O c U.) J -c 03 O J 1) m J 0 0 .D !lj N IIq O � (O N O �j 'r' M M � (On (Np � � r r O CO III 00 M M O r O (O11111111M 00 r O O) 0) 0) M a) (NO ON) r rY M M O r f� O N O) N � (0o rn ogo � ,Q � o. N � � o r rn � 0~0 N ^ O !I!II!;I!.I Nr ', d' (O a0 (0 O O O O 0 M M (O �` M T OII O Ov. 60) r q d. r � r.. N t 0 L 0 o c � O � 0) N (0 co (O (n 0) O (0 N (.0 M 9- 0 0 O O) co O O O N n L. O 0. 0. .0 0 J LOAD TO LINES 000� 00 N co rn co��(� (0I- �0'V-00000000 N N O Op CO `- Cr) 0 2335 0 41g o CO o ti O CO O V' N M d' O o O CO CCD 0 E n (0 E : ci) N �di:✓W^�iT, �:�...� JIrIiI LO T- 01 CO 41:— r�T -. ' ur..r=;� c M -- ....:.` O O O O N N ..�. ��� 144 1I CO CO CO tCO `- •-- CO CO r- 0 357 0 2601 0 1644 0 0 0 0 5202 1 0 (-0 c- O 1843 0 0 3686 1 O E CD E D CD s. O 0 ' Z Fes, -` •0 4 (0 „,,,,, Jtg..., .-,,,.,,h n.. .. x✓w�SW�4^ az; 1.--- x- T * J JOB: Date: Sheet: By: Page Holdown Anchor Bolt Capacity 1/2" Dia. 2x Sill = 912 = 5/8" Dia. 2x Sill = 1328 x 1/2" Dia. 3x Sill = 1120 = 5/8" Dia. 3x Sill 1664 Rf Holdown Callout Size Capacity A HDU2 3075 = HDU4 4565 K HDUS 5645 = HDU8 7870 Seismic Shear Wall Capacity Callout Plate Height 1st Floor Wall Height = 9 2nd Floor Wall Height = 8.1 3rd Floor Wall Height = 8 Seismic Shear Wall Capacity Callout Size Capacity 1 Bd at 6 260 plf 2 8d at e 380 plf 10d@3 8d at 2 490 plf 3 8d at 2 640 plf Wind Shear Wall Capacity Callout Size Capacity 1 Bd at E 365 plf 2 8d at e 532 plf 10d@3 8d at 2 685 plf 3 8d at 2 895 plf', Seismic Shear Wall Capacity Callout I Size Capacity V 1 1086 310 plf 10d@4 10d@4 460 plf 10d@3 10d@3 600 plf 1077 plf 10d@2 770 plf Wind Shear Wall Capacity Callout Size Capacity V 1 1086 I 435 plf Total Wall 10d@4 645 plf Wall 10d@3 840 plf 10d@2 1077 plf SHEAR WALLS Wall Lev. V 1 Walls Availiable Total Wall Wall Height v Wall dia AB Uplift Wall Sect. Wt. Down NetTotal Holdown Uplift I Uplift I 1 2 3 j 4 5 6 7 8 Type 4 Spac. 1 Rf 957.0 4.8 4.8 9.5 8.1 100.3 1.0 813.6 4.8 96.0 585.6 585.6 neglect 2480.0 (4) segment of APA portal frames 625 x4 = 2500 2 Rf 2601.0 8.5 8.5 8.1 306.0 1.0 2478.6 B.5 96.0 2070.6 2070.6 mst48 6144..0 8.5 8.5 9.0 722.8 3.0 24.0 6505.4 8.5 106.0 6054.9 8125.5 C 3 Rf 1644.0 3.0 6.5 5.3 4.5 19.3 8.1 85.0 1.0 688.9 3.0 96.0 544.9 544.9 neglect 3979.0 7.5. 7.5 9.0 530.5 2.0 24.0 4774.8 7.5 106.0 4377.3 4922.2 B 4 Rf 315.0 3.5 3.5 7.0 9.0 45.0 1.0 48.0 405.0 3.5 106.0 219.5 219.5 neglect A Rf 1843.0 19.3 4.5 23.8 8.1 77.6 1.0 628.6 4.5 152.0 286.6 286.6 neglect 6011.0 26.0 12.0 14.5 52.5 9.0 114.5 1.0 48.0 1030.5 12.0 146.0 154.5 neglect 8 Rf 1843.0 5.0 5.0 4.0 3.5 3.9 4.5 25.9 8.1 71.2 1.0 576.4 3.5 152.0 310.4 310.4 neglect 6155.0 4.0 5.0 9.5 18.5 9.0 332.7 2.0 48.0 2994.3 4.0 106.0 2782.3 3092.7 A Table 1. Recommended Allowable Design Values for APA Portal Fraise Used on a Rigid -Base Minimum Width Maximum Height (in.) (ft) 8 16 10 Allowable Design (ASD) Values per Frame Segment Shear(°'tt (Ibf) Deflection (in.) Load Factor ��850 0.33 3.09 X625 0.44 2.97 2i1 8 1,675 0.38 2.88 10 1,125 0.51 3.42 Foundation for. Wind or Seismic Loadi:ngtel") 61-> 7 0 (a) Design values are based on the use of Douglas -fir or Southern pine framing. For other species of framing, multiply the above shear design value by the specific gravity adjustment factor = (1 — (0.5 — SG)), where SG = specific gravity of the actual framing. This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal -frame segment (one vertical leg and a portion of the header). For multiple portal -frame segments, the allowable shear design values are permitted to be multiplied by the number of frame segments (e.g., two = 2x, three = 3x, etc.). (d) Interpolation of design values for heights between 8 and 10 feet, and for portal widths between 16 and 24 inches, is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (1) If story drift is not a design consideration, the tabulated design shear values are permitted to be multiplied by a factor of 1.15. This factor is permitted to be used cumulatively with the wind -design adjustment factor in Footnote (e) above. Figure 1. Construction Details for APA Portal -France Design with Hold Downs Extent of header with double portal frames (two braced wall panels) Extent of header with single portal frame (one braced wall panels) 2' to 18' rough width of opening for single or double portal t Y l 1 S Pony wall , height . 12' max to al wall height 10' max height Fasten sheathing to header with 8d common or galvanized box nails at 3" grid pattern as shown Header to jock -stud strap per wind design. Min 1000 Ibf on both sides of opening opposite side of sheathing. Min. double 2x4 framing covered with min 3/8" thick wood structural panel sheathing with 8d common or galvanized box nails at 3" o.c. in all framing (studs, blocking, and sills) typ. Min length of panel per table 1 'G fa Min (2) 3500 Ib strap -type hold-downs ru (embedded into concrete and nailed into framing) a d P�4 Min reinforcing of foundation, one #4 bar lop and bottom of footing. Lap bars 15" min. ..::. Min fooling size under opening is 12" x 12". A turned -clown slab shall be permitted al door openings. Min (1) 5/8" diameter anchor bolt installed per IRC R403.1.6 — with 2" x 2" x 3/16" plate washer t 5 Header to jack -stud strap per wind design min 1000 lbf on both sides of opening opposite side of sheathing /Fasten top plate to header 1 with Iwo rows of 16d sinker nails at 3" o.c. typ Min. 3/8" wood structural panel sheathing If needed, panel splice edges shall occur over and be nailed to common blocking within middle 24" of portal height. One row of 3" o.c. nailing is required in each panel edge. Typical partol frame construction Min double 2x4 post (king and jack stud). Number of jack studs per IRC tables R502.5(1) & (2). Min 1000 Ib hold-down device (embedded into concrete and nailed into framing) 2 © 2014 APA—The Engineered Wood Association TYPICAL SHEAR WALL NOTES Use 5/8" dia. by 10" Anchor Bolts (AB's) with single plates and 5/8" dia. by 12" AB's with double and 3x plates spaced as shown on the drawings. AB's shall have 7" of embedment into footing, shall be centered in the stud wall, and shall project through the bottom plate of the wall and have a 3x3x1/4 plate washer. There shall be a minimum of two bolts per piece of sill located not more than 12 inches or less than 4 inches end of each piece. Anchor bolts to be galvanized per the below requirement (Fasteners in contact with pressure treated lumber). At existing foundation use 5/8" diameter Simpson Titen FIG bolts with minimum of 4" embedment into the existing concrete. All wall sheathing shall be 1/2" CDX plywood, 5/8" T1-11 siding, or 7/16" OSB with exterior exposure glue and span rated "SR 24/0" or better. All free sheathing edges shall be blocked with 2x4 or 2x6 flat blocking except where noted on the drawings or below. All nails shall be 8d or 10d common (8d common nails must be 0.131 inch diameter, Senco KC27 Nails are equivalent. If 10d common nails are called for the diameter must be 0.148 inches, Senco MD23 Nails are equivalent). Nail size and spacing at all sheathing edges shall be as required below or as in the drawings. Nail spacings shall be 12" o.c. for all field nailing except as noted. Hold downs are Simpson "Strong Tie" and shall be installed per the manufacture's recommendation. Equivalent hold downs by United Steel Products Company "Kant -Sag" that have ICBO approval can be substituted in place of Simpson hold downs. All floor systems must be blocked solid below member that the hold down is attached to. Tliis block should be equal to or larger than the member the hold down is attached to and be placed as a "squash block". All double and triple studs shall glued and nailed together with 10d's at 3" o.c. for each layer. All 4x studs are to be #2 DF and all 6x studs are to be #1 DF when used for hold downs and shear walls. FASTENERS IN CONTACT WITH PRESSURE TREATED LUMBER All fasteners including nuts and washers in contract with pressure treated lumber shall be hot - dipped zinc coated galvanized steel, stainless steel, silicon bronze or copper. Fasteners other than nails, timber rivets, wood screws and lag screws shall be permitted to be of mechanically deposited zinc coated steel in accordance with ASTM B 695, Class 55 minimum. Fasteners exposed to weather must meet the requirements of the pressure treating manufacture's minimum. IN ADDITON, the contractor shall coordinate connector/fastener coating requirements with recommendations from connector/fastener manufacturer and type of pressure treating chemical and retention being used. See Section 2304.9.5 of the 2012 IBC for additional information. ALL WALL STUDS AND ROOF TRUSS TOP CIIORDS AND SECONDARY FRAMING LUMBER SHALL BE DOUG -FIR #2 OR BETTER. NOTE: MST STRAPS attaches to (2) 2x or 4x studs in wall above and below unless noted otherwise. Nail all holes with 16d sinkers. SHEAR WALL SCHEDULE sheathing nailed with 8d's at 6" on center all edges. Asheathing nailed with 8d's at 4" on center all edges and 4x or 6x studs g at panel edges. sheathing nailed with 8d's at 2" on center all edges and 4x or 6x studs at panel edges. HOLD DOWNSCHEDULE It is the responsibility of the contractor to locate hold down anchor bolt to accommodate all structural framing. Anchor bolt to be located nearest the corner or opening at the end of the shear wall. All foundation vents to be a minimum of 12" off centerline of the anchor bolt on either side. Holdown stud to be coordinated with shear wall panel edge framing requirements. Larger stud size controls For holdown anchor bolt embedment greater that foundation depth, thicken footing for 2'-0" either side of holdown anchor bolt to a depth that provides for 3" clear below the bottom of the anchor bolt. Provide (2) additional #4 x 3'-0" pieces of longitudinal rebar at this location. HDU2 attaches to concrete foundation with a Simpson SSTB 16. HDU2 attaches to double 2x studs or 4x or 6x stud with (6) Simpson SDS 1/4 X 3 Wood Screws in wall above. HDU5 attaches to concrete foundation with a Simpson SSTB 24. HDUS attaches to double 2x studs or 4x or 6x stud with (14) Simpson SDS 1/4 X 3 Wood Screws in wall above. HDU11 attaches to concrete foundation with a Simpson SB1x30. Stem wall to have minimum of (2) additional vertical bars located at the holdown bolt. HDU11 attaches to a 6x stud with (34) Simpson SDS 1/4 X 3 Wood Screws in wall above. FLOOR TO FLOOR STRAP MST 48 Simpson MST 48 is a floor to floor strap that is centered on the rim joist. The strap attaches to a minimum of a double stud in the wall above and below. Shear wall boundary member and Holdown member requirements will usually control member size. Install per Simpson's requirements. Vertical Design STRUCTURAL NOTES General Notes: These structural notes supplement the drawings. Any discrepancy found among the drawings, these notes, and the site conditions shall be reported to the Engineer, who shall correct such discrepancy in writing. Any work done by the Contractor after discovery of such discrepancy shall be done at the Contractor's risk. The Contractor shall verify and coordinate the dimensions among all drawings prior to proceeding with any work or fabrication. The Contractor shall coordinate between the architectural drawings and the structural drawings. The architectural dimensions are taken to be correct when in conflict with the structural drawings. The Contractor is responsible for all bracing and shoring during construction. All construction shall conform to the applicable portions of the latest edition of the International Building Code except where noted Design Criteria: 1. Live Load = 40 PSF (Floors) 40 PSF (Decks) 25 PSF (Snow) 2. Dead Load = 15 PSF (Roof) = 12 PSF (Floor) 10 PSF (Walls) 150 PCF (Concrete) 3. Partition = 10 PSF (Floors) 4. Wind = 2015 IBC Exposure B @ 110 mph 5. Earthquake = 2015 IBC Site Class = D Design Cat. = D Use Group = I R = 6.5 Cd = 4 Wo = 3 6. Soil = 1500 PSF, Assumed bearing capacity 38 PCF, Assumed Active Fluid Pressure 350 PCF, Assumed Passive fluid Pressure 0.45, Assumed Coefficient of Friction 110 PCF, Assumed Soil Density Concrete & Reinforcing Steel: 1. All concrete work shall be per the 2015 IBC Chapter 19. 2. All reinforcing shall be ASTM A615 Grade 60 except as shown on the plans. 3. Concrete shall be in accordance with ASTM 150. fc = 2500 PSI @ 28 day slump = 4" maximum, 6% Air entrained. Steel: 4. Garage slab and exterior slabs to have minimum thickness of 4" with 6x6 W1.4x1.4 WWF with vapor barrier. This is at the owner's option to reduce slab cracking. Crack control joints the responsibility of the contractor 1. All bolts shall be ASTM A325, except as noted. Carpentry: 1. 2X structural framing shall be #2 Douglas Fir. 4x structural members shall be #2 Douglas Fir. 6X members shall be #1 Douglas Fir. 2. Provide solid blocking in floor system below all bearing walls and point Toads. 3. 2X joists shall be kiln dried and stored in a dry area prior to installation. The moisture content of all wood shall be less than 15%. 4. Floor joists shall be by Boise Cascade or other approved manufacturer. Joist to be installed and braced per manufacturer's requirements. . 5. Roof trusses shall be by a pre -approved manufacturer and constructed according to the specifications of the Truss Plate Institute. Truss shop drawings must be stamped by a licensed engineer and be on site at the time of construction. Preliminary truss drawings must be reviewed prior to construction. It is the truss manufacturer's responsibility to inform the engineer of record of any changes from the preliminary truss lay -out. Girder trusses to have a minimum of bearing studs equal to number of plies of truss. All girder trusses shall have Simpson HGT tie down at either end to match number of plies. Truss manufactures are responsible for all bracing of the trusses including end wall bracing and all other bracing between the building and the trusses unless specifically shown otherwise on the drawings. Contractor to coordinate bracing with engineer of record as required. 6. Glue laminated beams shall be 24F -V8 for cantilevered or continuous beams and 24F -V4 for simple spans. (Fb = 2,400 PSI) (Fv = 190 PSI) (E = 1,800,000 PSI) (FcL = 650 PSI) 7. Continuous and cantilevered glue laminated beams shall not be cambered. All other glue laminated beams shall be cantilevered for L1480. See the framing plans for any exceptions. 8. All manufactured lumber shall be by Boise Cascade and have the following structural properties: Versa Lam (VL) (Fb = 2,800 PSI) (Fv = 280 PSI) (E = 2,000,000 PSI) (FcL = 750 PSI) 9. Sheathing at roof and floor shall be laid with face grain perpendicular to supports and end joints staggered 4'-0" on center. Provide 1/8" space at panel edges as required by panel manufacturers. Floor sheathing shall be nailed 6" o.c. edges and 12" field with 1 Od's and roof sheathing shall be nailed 6" o.c. edges and 12" o.c field with 10d's unless otherwise noted on the drawings. 10. Block and nail all horizontal panel edges at designated shear walls. 11. All fasteners in contact with pressure treated lumber will meet the below requirements. All fasteners including nuts and washers in contract with pressure treated lumber shall be hot -dipped zinc coated galvanized steel, stainless steel, silicon bronze or copper. Fasteners other than nails, timber rivets, wood screws and lag screws shall be permitted to be of mechanically deposited zinc coated steel in accordance with ASTM B 695, Class 55 minimum. Fasteners exposed to weather must meet the requirements of the pressure treating manufacture's minimum. IN ADDITON, the contractor shall coordinate connector/fastener coating requirements with recommendations from connector/fastener manufacturer and type of pressure treating chemical and retention being used. See Section 2304.9.5 of the 2012 IBC for additional information. Hardware: All connection hardware shall be Simpson "Strong Tie". Connection hardware exposed to the weather or soil shall be treated as in steel above. CAUTION: PLACE TRUSSES PER MANUFACTURER'S RECOMMENDATIONS AND BRACE PER TRUSS COMPANY RECCOMENDATIONS. CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY BRACING AND SHORING REQUIRED FOR PLACING TRUSSES. NOTE THESE DRAWINGS DO NOT INCLUDE ANY TEMPORARY SHORING OR BRACING. PRECISE ENGINEERING RECCOMENDS ALL SHORING AND BRACING BE DESIGNED AND DETAILED BY A LISENCED ENGINEER. CONTRACTOR TO FIELD VERIFY ALL CONDITIONS AND ALL ELEVATIONS. 0 I �i iE- Fly\ -, W9 w9 G- - - I ' SSf11i 01,13 31679® if O ROOF FRAMING PLAN SCALE: 1/4" =1L0" Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 Project Title: Engineer: Project Descr: Project ID: Flla c:IllserslHarolA1D000ME ;11ENRCA nLEVELF 1EGG:t ERCALCINC 1983=2016 Build 6 16.6,7; Ver 616:6 7 figI eNA_l, r~ 13,4:01 1tv Description : roof framing Wood` Beam Design A BEAM Size : 6x8, Sawn, FuIIy Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade : No.2 Fb - Tension 875 psi Fc - Prll 600 psi Fv 170 psi Ebend- xx Fb - Compr 875 psi Fc - Perp 625 psi Ft 425 psi Eminbend - xx Applied Loads Unif Load; D = 0.0150, S = 0.0250 k/ft, Trib= 10.50 ft Design Summary Max fb/Fb Ratio = 0.438. 1 fb : Actual : 439.85 psi at 3.000 ft in Span # 1 Fb : Allowable : 1,004.60 psi Load Comb: +D+S+H Max fv/FvRatio = 0.186: 1 fv : Actual : 36.35 psi at 5.380 ft in Span # 1 Fv :Allowable : 195.50 psi Load Comb : +D+S+H Max Reactions (k) D L Lr Left Support 0.47 Right Support 0.47 Calculations per NDS 2012, IBC2012,. CBC 2013, ASCE 7 10 Wood: Beam; Design S w 0.79 0.79 1300 ksi Density 31.2 pcf 470 ksi Max Deflections EH Downward L+Lr+S 0.031 in Downward Total Upward L+Lr+S 0.000 in Upward Total Live Load Defl Ratio 2351 >240 Total Defl Ratio BEAM Size : 6x8, Sawn, FuIIy Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade : No.2 Fb - Tension 875 psi Fc - PrII 600 psi Fv 170 psi Ebend- xx Fb - Compr 875 psi Fc - Perp 625 psi Ft 425 psi Eminbend - xx Applied Loads Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 15.0 ft Design Summary Max fb/Fb Ratio = 0.434. 1 fb : Actual : 436.36 psi at 2.500 ft in Span # 1 Fb : Allowable : 1,004.88 psi Load Comb : +D+S+H Max fv/FvRatio = 0.210: 1 fv : Actual : 41.09 psi at 4.383 ft in Span # 1 Fv : Allowable : 195.50 psi Load Comb: +D+S+H Max Reactions (k) D L Lr Left Support 0.56 Right Support 0.56 0.049 in 0.000 in 1469 >240 Calculations per NDS, 2012; IBC 2012; ,CBC 2013, ASCE 7 10': Wood Beam Design • ; c S W 0.94 0.94 1300 ksi Density 31.2 pcf 470 ksi Max Deflections EH Downward L+Lr+S 0.021 in Downward Total Upward L+Lr+S 0.000 in Upward Total Live Load Defl Ratio 2844 >240 Total Defl Ratio BEAM Size : 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade : No.2 Fb - Tension 875 psi Fc - Prll 600 psi Fv 170 psi Ebend- xx Fb - Compr 875 psi Fc - Perp 625 psi Ft 425 psi Eminbend - xx Applied Loads Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 15.50 ft Design Summary Max fb/Fb Ratio = 0.646. 1 fb : Actual : 649.31 psi at 3.000 ft in Span # 1 Fb : Allowable : 1,004,60 psi Load Comb : +D+S+H Max fv/FvRatio = 0.274: 1 fv : Actual : 53.66 psi at 5.380 ft in Span # 1 Fv : Allowable : 195.50 psi Load Comb : +D+S+H Max Deflections Max Reactions (k) P L 1. S WE H Downward L+Lr+S 0.045 in Downward Total 0.072 in Left Support 0.70 1.16 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.70 1.16 Live Load Defl Ratio 1593 >240 Total Deft Ratio 995 >240 0.034 in 0.000 in 1778 >240 Calculations'per NDS 2012 IBC 2012; CBG 2013 ASCE 7 10 1300 ksi Density 31.2 pcf 470 ksi Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 Project Title: Engineer: Project Descr: Project ID: '� f=ile c 1UsersiHaroldIDOCUME i1CNERCA 11LEVELP 1 EE NERCALG'INC 1983-2016 BUld G 16.G,7,Ver 6 1fi,s Vood Beailn Design Calculations per NDS 2012; IBC 2012; CBC 2013, ASCE 7-10, BEAM Size : 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade : No.2 Fb - Tension 875 psi Fc - PrII 600 psi Fv 170 psi Ebend- xx 1300 ksi Density 31.2 pcf Fb - Compr 875 psi Fc - Perp 625 psi Ft 425 psi Eminbend - xx 470 ksi Applied Loads Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 4.0 ft Design Summary Max fb/Fb Ratio = 0.297. 1 fb : Actual : 297.89 psi at Fb : Allowable : 1,004.03 psi Load Comb: +D+S+H Max fv/FvRatio = 0.101: 1 fv : Actual : 19.70 psi at 0.000 ft in Span # 1 Fv : Allowable : 195.50 psi Load Comb: +D+S+H Max Reactions (k) D L Lr Left Support 0.24 Right Support 0.24 4.000 ft in Span # 1 Wood Beam Design BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads S W 0.40 0.40 Max Deflections E H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.037 in Downward Total 0.000 in Upward Total 2604 >240 Total Defl Ratio 0.059 in 0.000 in 1627 >240 Calculationsper NDS 2012 IBC 2012;; CBC 2013 ASCE 7-10 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Douglas Fir - Larch Wood Grade : No.2 875.0 psi Fc - Pr!! 600.0 psi Fv 170.0 psi Ebend- xx 1,300.0 ksi Density 31.20 pcf 875.0 psi Fc - Perp 625.0 psi Ft 425.0 psi Eminbend - xx 470.0 ksi Unif Load: D = 0.0150, S = 0,0250 k/ft, Trib= 4.30 ft Design Summary Max fb/Fb Ratio = 0.319. 1 fb : Actual : 320.23 psi at Fb : Allowable : 1,004.03 psi Load Comb: +D+S+H Max fv/FvRatio = 0.108: 1 fv : Actual : 21.18 psi at Fv : Allowable : 195.50 psi Load Comb : +D+S+H D L Lr 0.26 Max Reactions (k) Left Support Right Support 0.26 4.000 ft in Span # 1 0.000 ft in Span # 1 E S W 0.43 0.43 Max Deflections Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.040 in Downward Total 0.000 in Upward Total 2422 >240 Total Defl Ratio 0.063 in 0.000 in 1514 >240 VVood,Beam Design Calculations per NDS 2012; IBC 2012;: CBC 2013, ASCE: 7 10 BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads Unif Load: D = 0.0150, S = 0.0250 kilt, Trib= 10,250 ft Design Summary Max fb/Fb Ratio fb : Actual : Fb : Allowable : Load Comb : 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Douglas Fir - Larch Wood Grade : No.2 875.0 psi Fc - Prll 600.0 psi Fv 170.0 psi Ebend- xx 1,300.0 ksi Density 31.20 pcf 875.0 psi Fc - Perp •625.0 psi Ft 425.0 psi Eminbend - xx 470.0 ksi Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support = 0.963. 1 966.11 psi at 4.500 ft in Span # 1 1,003.74 psi +D+S+H 0.297: 1 58.15 psi at 0.000 ft in Span # 1 195.50 psi +D+S+H L Lr S W E 0.69 1.15 0.69 1.15 Max Deflections H Downward L+Lr+S 0.151 in Downward Total 0.242 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 713 >240 Total Defl Ratio 446 >240 Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 Project Title: Engineer: Project Descr: Project ID: -' Flle clUsersWaroldll)OCUME itENERCA 110EVELP 1 EC6 ERCALC, INC 1963 7016 Bulid 6 1G G 7 ;Ver 616 6;" I DISE ENpINEERINGilN0" Vllood,Beam Desi;g C01.4000000' per NDS 2012, fBC 20.12'CBC61, 40E,710 BEAM Size : Wood Species Fb - Tension Fb - Compr Applied Loads Unif Load: D = 0.0150, S = 0,0250 klft, Trib= 6.50 ft Design Summary Max fb/Fb Ratio fb : Actual : Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 6x8, Sawn, FuIIy Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Douglas Fir - Larch Wood Grade : No.2 875.0 psi Fc - Prll 600.0 psi Fv 170.0 psi Ebend- xx 1,300.0 ksi Density 31.20 pcf 875.0 psi Fc - Perp 625.0 psi Ft 425.0 psi Eminbend - xx 470.0 ksi 0.228. 1 228.80 psi at 1,004.74 psi +D+S+H 0.103: 1 20.11 psi at 0.000 ft in Span # 1 195.50 psi +D+S+H SWE 0.45 0.45 2.750 ft in Span # 1 D L Lr 0.27 0.27 Max Deflections Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.013 in Downward Total 0.000 in Upward Total 4932 >240 Total Defl Ratio 0.021 in 0.000 in 3082 >240 Wood Beale Design �' H Calculations per NDS 2012, IBC 2012; CBC2013, ASCE 7 10`. BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 6x8, Sawn, FuIIy Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Douglas Fir - Larch Wood Grade : No.2 875.0 psi Fc - Pr!! 600.0 psi Fv 170.0 psi Ebend- xx 1,300.0 ksi Density 31.20 pcf 875.0 psi Fc - Perp 625.0 psi Ft 425.0 psi Eminbend - xx 470.0 ksi Unif Load: D = 0.0150, S = 0.0250 klft, Trib= 4.0 ft Design Summary Max fb/Fb Ratio = 0.316. 1 fb : Actual : 316.80 psf at 4.125 ft in Span # 1 Fb : Allowable : 1,003.96 psi Load Comb: +D+S+H Max fv/FvRatio = 0.105: 1 fv : Actual : 20.48 psi at 0.000 ft in Span # 1 Fv : Allowable : 195.50 psi Load Comb : +D+S+H Max Reactions (k) D L Lr S W E H Left Support 0.25 0.41 Right Support 0.25 0.41 D(0.060) S(0.10) 2 8.250 ft, 6x8 Max Deflections Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.042 in Downward Total 0.000 in Upward Total 2374 >240 Total Defl Ratio 0.067 in 0.000 in 1484 >240 oad;Beam Design BEAM Size : Wood Species Fb - Tension Fb - Compr Applied Loads alculations per NDS 2012 IBC 2012; CBC 2013; ASCE 7-10.1 6x8, Sawn, FuIIy Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Douglas Fir - Larch Wood Grade : No.2 875.0 psi Fc - PrII 600.0 psi Fv 170.0 psi Ebend- xx 1,300.0 ksi Density 31.20 pcf 875.0 psi Fc - Perp 625.0 psi Ft 425.0 psi • Eminbend - xx 470.0 ksi Unif Load: D = 0.0150, S = 0.0250 klft, Trib= 4.0 ft Design Summary Max fb/Fb Ratio = 0.297. 1 fb : Actual : 297.89 psf at 4.000 ft in Span # 1 Fb : Allowable : 1,004.03 psi Load Comb : +D+S+H Max fv/FvRatio = 0.101: 1 fv : Actual : 19.70 psi at 0.000 ft in Span # 1 Fv : Allowable : 195,50 psi Load Comb : +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.037 in Downward Total 0.059 in Left Support 0.24 0.40 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.24 0.40 Live Load Defl Ratio 2604 >240 Total Defl Ratio 1627 >240 UPPER FLOOR FRAMING PLAN SCALE: 1/4° =1'-0° 0 Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 Project Title: Engineer: Protect Descr: VOA Atlt 0.0 .0 1,4413, Description : UPPER FLOOR framing Wood Eeam Design A. Project ID: `:. F11e C IUserslHaroldlDOCUME 11,ENERCA 11tEVELP i EC6 ERCALC INC 1983=2016 BUlld 61 G 6 7 Ver 616 6 7 r Calculations per NDS 2012; IBC 2012;; CBC 20.13, ASCE 7 10,' BEAM Size : Wood Species : Fb - Tension Fb -Compr Applied Loads 3.5x11.875, VersaLam, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 2.0 2800 West 2,800.0 psi Fc - Prll 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 16.750 0 Unif Load: D = 0.080 k/ft, Trib= 1.0 ft Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 3,50 ft Design Summary Max fb/Fb Ratio = fb : Actual : Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) D L Left Support 2.25 0.77 Right Support 2.25 0.77 0.566 ' 1 1,823.88 psi at 5.500 ft in Span # 1 3,220.00 psi +D+0.750L+0.750S+H 0.414: 1 135.70 psi at 10.047 ft in Span # 1 327.75 psi +D+0.750L+0.750S+H Lr S 2.30 2.30 Max Deflections W E H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.142 in Downward Total 0.280 in 0.000 in Upward Total 0.000 in 930 >360 Total Defl Ratio 471 >360 Wood; Beam Design B Calculations per NDS 2012; IBC 2012;.CBC 2013, ASCE 7 10 BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 3.5x11.875, VersaLam, FuIIy Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 2.0 2800 West 2,800.0 psi Fc - PM 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi Unif Load: D = 0.0150, S = 0.0250 k/ft, 0.0 ft to 7.0 ft, Trib= 4,0 ft Unif Load: D = 0.080 k/ft, 0.0 to 7.0 ft, Trib= 1.0 ft Unif Load: D = 0,0220, L = 0.040 k/ft, 0.0 to 7.0 ft, Trib= 1.330 ft Point: D = 2.250, L = 0.770, S = 2,30 k @ 7.0 ft Design Summary Max fb/Fb Ratio = 0.639. 1 fb : Actual : 2,056.35 psi at 7.003 ft in Span # 1 Fb : Allowable : 3,220.00 psi Load Comb : +D+0.750L+0.750S+H Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.389: 1 127.34 psi at 7.003 ft in Span # 1 327.75 psi +D+0.750L+0.750S+H D L Lr S 1.63 0.53 1.31 1.81 0.61 1.69 Max Deflections W E H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.126 in Downward Total 0.000 in Upward Total 1045 >360 Total Defl Ratio 0.270 in 0.000 in 488 >360 UVood Beat>ti_ Design; Calculations per NDS 2012; IBC 2012, CBC 2013, ASCE 7 10;'. BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 6x10, Sawn, FuIIy Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Douglas Fir - Larch Wood Grade : No.2 875 psi Fc - Pril 600 psi Fv 170 psi Ebend- xx 875 psi Fc - Perp 625 psi Ft 425 psi Eminbend - xx Unif Load: D = 0.0150, S = 0.0250 kilt, 0.0 ft to 3,0 ft, Trib= 7.10 ft Unif Load: D = 0.0150, S = 0.0250 k/ft, 3.0 to 5.0 0, Trib= 3.80 0 Point: D=1.810, L=0.610, S = 1.690 k @ 3.0 ft Design Summary Max fb/Fb Ratio = 0.707 1 fb : Actual : 709.82 psi at 3.000 ft in Span # 1 Fb : Allowable : 1,004.51 psi Load Comb : +D+S+H Max fv/FvRatio = 0.364: 1 fv : Actual : 71.19 psi at 4.217 ft in Span # 1 Fv : Allowable : 195.50 psi Load Comb: +D+S+H Max Reactions (k) D L Lr S W Left Support 0.97 0.24 1.09 1300 ksi Density 31.2 pcf 470 ksi D0.1065) S(0.'1775) 0(0.0570) S(0.0950) + v + v 1a3 5.0 fl, 0x10 Max Deflections H Downward L+Lr+S Upward L+Lr+S 0.018 in Downward Total 0.036 in 0.000 in Upward Total 0.000 in Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 Project Title: Engineer: Project Descr: Project ID: _+. File ClUserslHaroldlD.'000MC 11ENERCA�I1LEVtLP,�1.EG6 NERCALC,INC 1983=2016, Build 616 s,7;Vet:6.16.6;,7.,: Wood Beam Design .' D Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE i-10 BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 5.25x11.875, VersaLam, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 2.0 2800 West 2,800.0 psi Fc - PrII 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi Unif Load: D = 0,0150, S = 0.0250 k/ft, Trib= 15.750 ft Unif Load: D = 0.080 klft, Trib= 1.0 ft Unif Load: D = 0.0220, L = 0.040 klft, Trib= 8.50 ft Design Summary Max fb/Fb Ratio = 0.573. 1 fb : Actual : 1,844.33 psi at 6.000 ft Fb : Allowable : 3,220.00 psi Load Comb : +D+0.750L+0.7505+H Max fv/FvRatio = fv : Actual : Fv : Allowable : in Span # 1 0.390: 1 127.76 psi at 11.040 ft in Span # 1 327.75 ps•i Load Comb : +D+0,750L+0.750S+H Max Reactions (k) D L Lr S Left Support 3.02 2.04 2.36 Right Support 3.02 2.04 2.36 Max Deflections W E H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.126 in Downward Total 0.000 in Upward Total 1142 >360 Total Defl Ratio 0.337 in 0.000 in 426 >360 Wood`: Beam Destgn E Calculations per NDS 2012;; IBC 2012, CBC 2013, ASCE 710;; BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 7x11.875, VersaLam, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 2.0 2800 West 2,800.0 psi Fc - PM 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 11.250 ft Unif Load: D = 0.080 klft, Trib= 1.0 ft Unif Load: D = 0.0220, L = 0.040 klft, Trib= 8.50 ft Design Summary Max fb/Fb Ratio = 0.536. 1 fb : Actual : 1,727.04 psi at 7.250 ft Fb : Allowable : 3,220.00 psi Load Comb : +D+0.750L+0.750S+H Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : in Span # 1 0.312: 1 102.19 psi at 13.533 ft in Span # 1 327.75 psi +D+0.750L+0.750S+H Max Deflections Max Reactions (k) D L Lr S W E Fl Downward L+Lr+S Left Support 3.16 2.47 2.04 Upward L+Lr+S Right Support 3.16 2.47 2.04 Live Load Defl Ratio 0.174 in Downward Total 0.000 in Upward Total 1001 >360 Total Defl Ratio 0.461 in 0.000 in 377 >360 Wood Beam Design F Calculations per NDS 2012;.IBC 2012;.CBC 2013; ASCE 7 10 s; BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 5.25x11.875, VersaLam, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 2.0 2800 West 2,800.0 psi Fc - Pill 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi Unif Load: D = 0.0220, L = 0.040 klft, Trib= 13,0 ft Design Summary Max fb/Fb Ratio = 0.171 • 1 fb : Actual : 480.12 psi at Fb : Allowable : 2,800.00 psi Load Comb : +D+L+H Max fv/FvRatio = 0.171: 1 fv : Actual : 48.87 psi at 6.020 ft in Span # 1 Fv : Allowable : 285.00 psi Load Comb : +D+L+H Max Reactions (k) D L Lr S W E Left Support 1.00 1.82 Right Support 1.00 1.82 3.500 ft in Span # 1 Max Deflections H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.019 in Downward Total 0.000 in Upward Total 4358 >360 Total Defl Ratio 0.030 in 0.000 in 2811 >360 Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 tile Sim Project Title: Engineer: Project Descr: Project ID: ''File C:IUsers\Har2k1 D0CUME 11ENERCA 11LEVELP 1,EC6 NERCALC; ING 1983=2016 8uild:616 6 7 Ver 6 ,16 s'' INEAR NCI Wobd: Beam Design G Calculations per NDS 2012;1E10:.2012, CBC 2013, ASCE 7-10, BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 7x11.875, VersaLam, FuIIy Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 2.0 2800 West 2800 psi Fc - PrII 3000 psi Fv 285 psi Ebend- xx 2000 ksi 2800 psi Fc - Perp 750 psi Ft 1950 psi Eminbend - xx530120482 ksi Unif Load: D = 0.0220, L = 0.040 kilt, Trib= 1.330 ft Unif Load: D = 0.0150, S = 0.0250 k/ft, 0,0 to 1.50 ft, Trib= 3.0 ft Unif Load: D = 0.080 k/ft, 0.0 to 1.50 ft, Trib= 1.0 ft Point: D=3.160, L=2.470, S=2.040k@1.50ft Design Summary Max fb/Fb Ratio = 0.241 • 1 fb : Actual : 674.27 psi at 3.990 ft in Span # 1 Fb : Allowable : 2,800.00 psi Load Comb : +D+L+H Max fv/FvRatio = 0.377: 1 fv : Actual : 107.36 psi at 0.000 ft in Span # 1 Fv : Allowable : 285.00 psi Load Comb : +D+L+H Max Reactions (k) p L Lr S W Left Support 3.37 2.78 Right Support 0.53 0.70 Density 41.75 pcf D(0.02926) L(0.05320) 19.0 (1, 7x11.875 Max Deflections E H Downward L+Lr+S 1.99 Upward L+Lr+S 0.17 Live Load Defl Ratio 0.155 in Downward Total 0.000 in Upward Total 1472 >360 Total Defl Ratio 0.307 in 0.000 in 742 >360 Wood' Beam Design, .; H Calculations per NDS 2012 IBC 2012; CBC 2013, ASCE 7 10' BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 5.5x12, GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-1 DF/DF 2,400.0 psi Fc - Prll 1,650.0 psi 1,850.0 psi Fc - Perp 650.0 psi Unif Load: D = 0.0220, L = 0.040 klft, Trib= 1.330 0 Unif Load: D = 0.080 k/ft, Trib= 1.0 ft Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 3.0 ft Point: D = 3.160, L = 2.470, S = 2.040 k @ 0.750 ft Design Summary Max fb/Fb Ratio = 0.364. 1 fb : Actual : 991.00 psi at 6.933 ft Fb : Allowable : 2,724.52 psi Load Comb : +D+0.750L+0.750S+H Max fv/FvRatio = 0.156: 1 fv : Actual : 47.55 psi at 15.275 ft Fv : Allowable : 304.75 psi Load Comb : +D+0.750L+0.750S+H Max Reactions (k) D L Lr s Left Support 4.27 2.79 2.56 Right Support 1.40 0.55 0.70 in Span # 1 in Span # 1 W E 0 Load Combinations, Major Axis Bending Wood Grade : 24F - V4 Fv 265.0 psi Ebend- xx Ft 1,100.0 psi Eminbend - xx 1,800.0 ksi Density 31.20 pcf 950.0 ksi Max Deflections Downward L+Lr+S 0.114 in Downward Total Upward L+Lr+S 0.000 in . Upward Total Live Load Defl Ratio 1711 >360 Total Defl Ratio 0.376 in 0.000 in 518 >360 Wood Beam Design I Calculations per. NDS 2012;; IBC 2012, CBC 2013, ASCE 7 10^+ BEAM Size : 1.75x11.875, VersaLam, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Boise Cascade Wood Grade : Versa Lam 2.0 2800 West Fb - Tension 2800 psi Fc - PrII 3000 psi Fv 285 psi Ebend- xx 2000 ksi Fb - Compr 2800 psi Fc - Perp 750 psi Ft 1950 psi Eminbend - xx530120482 ksi Applied Loads Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 9.50 ft Design Summary Max fb/Fb Ratio = 0.431 • 1 fb : Actual : 1,207.28 psi at 3.750 ft in Span # 1 Fb : Allowable : 2,800.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.414: 1 fv : Actual : 117.93 psi at 0.000 ft in Span # 1 Fv : Allowable : 285.00 psi Load Comb: +D+L+H Density 41.75 pcf Max Deflections Max Reactions (k) D L Lr S W E li Downward L+Lr+S 0.056 in Downward Total Left Support 0.78 1.43 Upward L+Lr+S 0.000 in Upward Total Right Support 0.78 1.43 Live Load Defl Ratio 1618 >360 Total Defl Ratio 0.086 in 0.000 in 1044 >360 Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 Project Title: Engineer: Project Descr: Wood; Beam Design Project ID: rile ClUsers111010IDOCUME-1IENERCA 11LEVELI? 1.EC6 'ENERCALC; INC. 1983;2016, Build 616 6 7;, Ver 6.166 7 I W it Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10-, BEAM Size : 1.75x11.875, VersaLarn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Boise Cascade Wood Grade : Versa Lam 2.0 2800 West Fb - Tension 2800 psi Fc - Prll 3000 psi Fv 285 psi Ebend- xx 2000 ksi Density 41.75 pcf Fb - Compr 2800 psi Fc - Perp 750 psi Ft 1950 psi Eminbend - xx 530120482 ksi Applied Loads Unif Load: D = 0.0220, L = 0.040 klft, Trib= 2.0 ft Design Summary Max fb/Fb Ratio = 0.049. 1 fb : Actual : 136.68 psi at 2.750 ft in Span # 1 Fb : Allowable : 2,800.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.056: 1 fv : Actual : 15.91 psi at 4.528 ft Fv : Allowable : 285.00 psi Load Comb : +D+L+H Max Reactions (k) D L Lr Left Support 0.12 0.22 Right Support 0.12 0.22 in Span # 1 Max Deflections S W E H Downward L+Lr+S 0.003 in Downward Total Upward L+Lr+S 0.000 in Upward Total Live Load Defl Ratio 19491 >360 Total Defl Ratio 0.005 in 0.000 in 12575 >360 Wood; BeamDesign K Calculations per. NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 3.5x11.875, VersaLam, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 2.0 2800 West 2,800.0 psi 2,800.0 psi Fc - Prll Fc - Perp 3,000.0 psi 750.0 psi Unif Load: D = 0.0220, L = 0.040 klft, Trib= 1.330 ft Unif Load: D = 0.0480, L = 0.3250 klft, 9.0 to 13.0 ft, Trib= 1.0 ft Point: D = 0.120, L = 0.330 k @ 4.50 ft Design Summary Max fb/Fb Ratio = 0.223. 1 fb : Actual : 623.76 psi at 7.410 ft in Span # 1 Fb : Allowable: 2,800.00 psi Load Comb : +D+L+H Max fv/FvRatio = 0.192: 1 fv : Actual : 54.83 psi at 12.047 ft in Span # 1 Fv : Allowable : 285.00 psi Load Comb : +D+L+H Max Reactions (k) o L Lr S W Left Support 0.30 0.76 Right Support 0.39 1.56 Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi Max Deflections E H Downward L+Lr+S 0.104 in Downward Total Upward L+Lr+S 0.000 in Upward Total Live Load Defl Ratio 1494 >240 Total Defl Ratio 0.139 in 0.000 in 1122 >240 Wood Beam' Design K2 Calculations per NDS 2012, IBC 2012 ;CBC. 2013, ASCE 7-10,. BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 4x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Douglas Fir - Larch Wood Grade : No.2 900.0 psi Fc - PrII 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Unif Load: D = 0.0220, L = 0,040 klft, Trib= 9.50 ft Point: D = 0.30, L = 0.760 k @ 2,50 ft Design Summary Max fb/Fb Ratio = 0.320. 1 fb : Actual : 373.41 psi at Fb : Allowable : 1,167.84 psi Load Comb: +D+L+H Max fv/FvRatio = 0.232: 1 fv : Actual : 41.78 psi at Fv : Allowable : 180.00 psi Load Comb: +D+L+H Max Reactions (k) D L Lr Left Support 0.36 0.70 Right Support 0.56 1.20 1.800 ft in Span # 1 0.000 ft in Span # 1 S W E Max Deflections Downward L+Lr+S 0.006 in Downward Total Upward L+Lr+S 0.000 in Upward Total Live Load Defl Ratio 6062 >360 Total Defl Ratio 0.009 in 0.000 in 4050 >360 Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 Project Title: Engineer: Project Descr: Project ID: Description : UPPER FLOOR framing CONT ;'File CIUseYslHaroldlOQCUME 11ENERCA-11EEVELP ENERCALC'I1C,1983-2016, Ruildi616 6 7", Ver 6.16.6:7 Wood BeamDesign , L Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads Unif Load: D = 0.0220, L = 0.040 kilt, Trib= 6.50 ft Unif Load: D = 0.080 k/ft, Trib= 1.0 ft Unif Load: D = 0,0150, S = 0.0250 klft, Trib= 18.50 ft Design Summary Max fb/Fb Ratio = fb : Actual : Fb : Allowable : Load Comb : 3.5x11.875, VersaLam, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 2.0 2800 West 2,800.0 psi Fc - PM 3,000.0 psi 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf 2,800.0 psi Fc - Perp 750.0 psi 1,950.0 psi Eminbend xx 1,036.83 ksi 0.293. 1 930.60 psi at 3.500 ft in Span # 1 3,178.41 psi +D+0.750L+0.750S+H Max fv/FvRatio = 0.289: 1 fv : Actual : 94.76 psi at 6.020 ft in Span # 1 Fv : Allowable : 327.75 psi Load Comb : +D+0.750L+0.750S+H Max Reactions (k) P L Lr S W E Left Support 1.75 0.91 1.62 Right Support 1.75 0.91 1.62 Fv Ft Max Deflections H Downward L+Lr+S 0.026 in Downward Total Upward L+Lr+S 0.000 in Upward Total Live Load Defl Ratio 3270 >240 Total Defl Ratio 0.058 in 0.000 in 1451 >240 Wood Beam Deign M Calculations per NDS 2012 IBC 2012, CBC 2013, ASCE 7-10 BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 9.50 ft Unif Load: D = 0.080 klft, Trib= 1.0 ft Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 1,330 ft Design Summary Max fb/Fb Ratio fb : Actual : Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 5.25x11.875, VersaLam, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 2.0 2800 West 2800 psi Fc - Prll 3000 psi Fv 285 psi Ebend- xx 2000 ksi Density 41.75 pcf 2800 psi Fc - Perp 750 psi Ft 1950 psi Eminbend - xx 530120482 ksi 0.056. 1 179.92 psi at 2.750 ft in Span # 1 3,207.32 psi +D+S+H 0.064: 1 20.93 psi at 0.000 ft in Span # 1 327.75 psi +D+S+H D L Lr S W E 0.69 0.15 0.65 0.69 0.15 0.65 Max Deflections Downward L+Lr+S 0.003 in Downward Total Upward L+Lr+S 0.000 in Upward Total Live Load Defl Ratio 19671 >360 Total Defl Ratio 0.007 in 0.000 in 9549 >360 Wood 'Beam Design N , Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7,-10‘ BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 7x14, VersaLam, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 2.0 2800 West 2800 psi Fc - PrII 3000 psi Fv 285 psi Ebend- xx 2000 ksi Density 41.75 pcf 2800 psi Fc - Perp 750 psi Ft 1950 psi Eminbend - xx 530120482 ksi Unif Load: D = 0.0220, L = 0,040 klft, Trib= 16.50 ft Design Summary Max fb/Fb Ratio = 0.576. 1 fb : Actual : 1,612.23 psi at 7.750 ft in Span # 1 Fb : Allowable : 2,800.00 psi Load Comb : +D+L+H Max fv/FvRatio = 0.363: 1 fv : Actual : 103.55 psi at 14.363 ft in Span # 1 Fv : Allowable : 285.00 psi Load Comb : +D+L+H Max Reactions (k) D L Lr S W E Left Support 2.81 5.12 Right Support 2.81 5.12 Max Deflections Downward L+Lr+S 0.269 in Downward Total 0.417 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 691 >360 Total Defl Ratio 445 >360 Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 Project Title: Engineer: Project Descr: Project ID: File c Metalii51110OCUME IIENERCA 11(.p4P 1EC ftCALC INC geT;2o1G Build 6 16 G 7 Ver 6}16;6- Wood Beam Design BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads Calcuiations per NDS 2012'`IBC 2012 BC 2013' ASCE 7-10: 3.5x11.875, VersaLam, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 2.0 2800 West 2800 psi Fc - PrII 3000 psi Fv 285 psi Ebend- xx 2000 ksi Density 41.75 pcf 2800 psi Fc - Perp 750 psi Ft 1950 psi Eminbend - xx 530120482 ksi Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 1.330 ft Unif Load: D = 0.080 k/ft, Trib= 1.0 ft Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 5.50 ft Design Summary Max fb/Fb Ratio = 0.384. 1 fb : Actual : 1,195.54 psi at 7.000 ft Fb : Allowable : 3,113.45 psi Load Comb : +D+0.750L+0.750S+H Max fv/FvRatio = 0.222: 1 fv : Actual : 72.71 psi at 13.020 ft Fv : Allowable : 327.75 psi Load Comb : +D+0.750L+0.7505+H Max Reactions (k) P . L Lr S Left Support 1.34 0.37 0.96 Right Support 1.34 0.37 0.96 Wood; Beam Design' BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads in Span # 1 in Span # 1 W E Max Deflections H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.122 in Downward Total 0.000 in Upward Total 1375 >360 Total Defl Ratio 0.297 in 0.000 in 564 >360 Calculations per NDS 2012 IBC 2012 CBC 2013, ASCE 7-1 tY 6x8, Sawn, FuIIy Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Douglas Fir - Larch Wood Grade : No.2 875 psi Fc - PrIl 600 psi Fv 170 psi Ebend- xx 1300 ksi Density 31.2 pcf 875 psi Fc - Perp 625 psi Ft 425 psi Eminbend - xx 470 ksi Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 1.330 ft Unif Load: D = 0.040 k/ft, Trib= 1.0 ft Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 4.0 ft Design Summary Max fb/Fb Ratio = 0.113. 1 fb : Actual : 113.65 psi at 2.000 ft in Span # 1 Fb : Allowable : 1,005.16 psi Load Comb : +D+0.750L+0.750S+H Max fv/FvRatio = 0.063: 1 fv : Actual 12.31 psi at 0.000 ft in Span # 1 Fv : Allowable : 195.50 psi Load Comb : +D+0.750L+0.750S+H Max Reactions (k) D L Lr S W E Left Support 0.26 0.11 0.20 Right Support 0.26 0.11 0.20 Wood; Beam Design BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 0(04y1�, 101 Max Deflections Downward L+Lr+S 0.002 in Downward Total Upward L+Lr+S 0.000 in Upward Total Live Load Defl Ratio 20836 >360 Total Defl Ratio 0.006 in 0.000 in 8533 >360 Calculations, per NDS 2012, IBC 2012, CBC 2013, ASCE 7 10 6x10, Sawn, FuIIy Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Douglas Fir - Larch Wood Grade : No.2 875.0 psi Fc - PrII 600.0 psi Fv 170.0 psi Ebend- xx 1,300.0 ksi Density 31.20 pcf 875.0 psi Fc - Perp 625.0 psi Ft 425.0 psi Eminbend - xx 470.0 ksi Unif Load: D = 0.0220, L = 0.040 k/f1, Trib= 9.50 ft Unif Load: D = 0.040 k/ft, Trib= 1.0 ft Unif Load: D = 0.0150, S = 0,0250 k/ft, Trib= 3.0 ft Design Summary Max fb/Fb Ratio = 0.896. 1 fb : Actual : 782.12 psi at 4.000 ft in Span # 1 Fb : Allowable : 872.86 psi Load Comb: +D+L+H Max fv/FvRatio = 0.367: 1 fv : Actual : 62.43 psi at 0.000 ft in Span # 1 Fv : Allowable : 170.00 psi Load Comb : +D+L+H Max Reactions (k) 2 L Lr s W Left Support 1.18 1.52 0.30 Right Support 1.18 1.52 0.30 Max Deflections E ti Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.069 in Downward Total 0.122 in 0.000 in Upward Total 0.000 in 1392 >360 Total Defl Ratio 785 >360 Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 Project Title: Engineer: Project Descr: Project ID: [MultiYft 080 -941P -AL ple Sim' Wood Beam Design R BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads FileC1UsefaaroldIDOCUME 1atEK/ i1f.EVE431 EC8 NERCALC, INC 1983-2016 Build 616 6 7SVer 616;6, Calculations_ pe`r NDS 2012, IBC 2012; CBC 2013, ASCE7 10 5.25x9.5, VersaLam, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Boise Cascade Wood Grade : Versa Lam 2.0 2800 West 2800 psi Fc - Fri' 3000 psi Fv 285 psi Ebend- xx 2000 ksi Density 41.75 pcf 2800 psi Fc - Perp 750 psi Ft 1950 psi Eminbend - xx530120482 ksi Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 7.50 ft Unif Load: D = 0.040 k/ft, Trib= 1.0 ft Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 15.50 ft Design Summary Max fb/Fb Ratio = 0.362. 1 fb : Actual : 1,158.69 psi at 4.000 ft in Span # 1 Fb : Allowable : • 3,205.07 psi Load Comb : +D+0.750L+0.7505+H Max fv/FvRatio = 0.282: 1 fv : Actual : 92.49 psi at 0.000 ft in Span # 1 Fv : Allowable : 327.75 psi Load Comb : +D+0.750L+0.750S+H Max. Reactions (k) D L Lr S w Left Support 1.75 1.20 1.55 Right Support 1.75 1.20 1.55 Max Deflections E H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.048 in Downward Total 0.000 in Upward Total 2005 >360 Total Defl Ratio 0.118 in 0.000 in 815 >360 Wood Beam; Design Calculations per NDS 2012; IBC 2012; CBC 2013, ASCE 7 10 BEAM Size : Wood Species : ' Fb - Tension Fb - Compr Applied Loads 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Douglas Fir - Larch Wood Grade : No.2 875 psi Fc - Pa 600 psi Fv 170 psi Ebend- xx 1300 ksi Density 31.2 pcf 875 psi Fc - Perp 625 psi Ft 425 psi Eminbend - xx 470 ksi Unif Load: D = 0.0220, L = 0.040 klft, Trib= 7.50 ft Unif Load: D = 0.040 k/ft, Trib= 1.0 ft Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 15.50 ft Design Summary Max fb/Fb Ratio = 0.690. 1 fb : Actual : 693.18 psi at 2.500 ft in Span # 1 Fb : Allowable : 1,004.88 psi Load Comb : +D+0.750L+0.750S+H Max fv/FvRatio = 0.334: 1 fv : Actual : 65.27 psi at 4.383 ft in Span # 1 Fv : Allowable : 195.50 psi Load Comb : +D+0.750L+0.750S+H Max Reactions (k) D L Lr Left Support 1.09 0.75 0.97 Right Support 1.09 0.75 0.97 Max Deflections ' W E H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.022 in Downward Total 0.000 in Upward Total 2753 >360 Total Defl Ratio 0.054 in 0.000 in 1119 >360 lat ITEM -;11111111111111. FIBINEME11111111% I WIWI eti u�II/M�i�i Iv' !imI I IIS 119" \MIM HIP OPTION ROOF FRAMING PLAN SCALE: 1/4° =1'-0° Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 Project Title: Engineer: Project Descr: Description : Roof Framing Hip Option Project ID: File ClUsorslHaroldlDOCUMC 11[NERCA-11LEVELP 1 ECfi "< NERGALC INC 4983=2010, BuIId, G4:p.7; Ver 616 fi Z . • Wood'. Beam Design A Calculations per NDS 2012, IBC 2012; CBC 2013, ASCE 7 10 BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 6x10, Sawn, FuIIy Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Douglas Fir - Larch Wood Grade : No.2 875 psi Fc - PrII 600 psi Fv 170 psi Ebend- xx 1300 ksi Density 31.2 pcf 875 psi Fc - Perp 625 psi Ft 425 psi Eminbend - xx 470 ksi Unif Load: D = 0.0150, S = 0.0250 k/ft, 3.50 ft to 6.0 ft, Trib= 10,50 ft Unif Load: D = 0.0150, S = 0.0250 k/ft, 0.0 to 3.50 ft, Trib= 6.250 ft Point: D = 0.7880, S = 1.320 k @ 3.50 ft Design Summary Max fb/Fb Ratio = 0.647. 1 fb : Actual : 649.51 psi at 3.500 ft in Span #'1 Fb : Allowable : 1,004.14 psi Load Comb : +D+S+H Max fv/FvRatio = 0.292: 1 fv ; Actual : 57.09 psi at 5.220 ft in Span # 1 Fv : Allowable : 195.50 psi Load Comb : +D+S+H Max Reactions (k) D L Left Support 0.64 Right Support 0.87 Lr Max Deflections S W E H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 1.07 1.45 0.031 in Downward Total 0.000 in Upward Total 2347 >240 Total Defl Ratio 0.049 in 0.000 in 1469 >240 Wood Beam Design Calculations per NDS 2012; IBC 2012; CBC 2013, ASCE 7-10,i BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads Unif Load: D = 0.0150, Design Summary Max fb/Fb Ratio = 0.464. 1 fb : Actual : 465.45 psi at Fb : Allowable : 1,004.03 psi Load Comb : +D+S+H Max fv/FvRatio = 0.157: 1 fv : Actual : 30.79 psi at Fv : Allowable : 195.50 psi Load Comb : +D+S+H Max Reactions (k) D L Lr Left Support 0.38 Right Support 0.38 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Douglas Fir - Larch Wood Grade : No.2 875 psi Fc - Prll 600 psi Fv 170 psi Ebend- xx 875 psi Fc - Perp 625 psi Ft 425 psi Eminbend - xx S = 0.0250 k/ft, Trib= 6.250 ft 4.000 ft in Span # 1 0.000 ft in Span # 1 S W E 0.63 0.63 1300 ksi Density 31.2 pcf 470 ksi Max Deflections H Downward L+Lr+S 0.058 in Downward Total Upward L+Lr+S 0.000 in Upward Total Live Load Defl Ratio 1666 >240 Total Defl Ratio 0.092 in 0.000 in 1041 >240 Wood: Beam Design Calculations per NDS 2012; IBC•2012' CBC 2013, ASCE 7 10.; BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 5.5x9, GLB, FuIIy Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending DF/DF Wood Grade : 24F - V4 2400 psi Fc - Prii 1650 psi Fv 265 psi Ebend- xx 1850 psi Fc - Perp 650 psi . Ft 1100 psi Eminbend - xx Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 4.70 ft Design Summary Max fb/Fb Ratio = . 0.375. 1 fb : Actual : 1,034.00 psi at 8.250 ft in Span # 1 Fb : Allowable : 2,760.00 psi Load Comb: +D+S+H Max fv/FvRatio = 0.141: 1 fv : Actual : 42.93 psi at 0.000 ft in Span # 1 Fv : Allowable : 304.75 psi Load Comb : +D+S+H 1800 ksi 950 ksi Density 31.2 pcf 0(0.07050) S(0.1175) 16.50 5, 5.5x9 Max Deflections Max Reactions (k) D L Lr S W E1-1 Downward L+Lr+S 0.328 in Downward Total 0.524 in Left Support 0.58 0.97 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.58 0.97 Live Load Defl Ratio 604 >240 Total Defl Ratio 377 >240 Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 Project Title: Engineer: Project Descr: Wood; Beaten: C�esign '. Project ID: File C1Userpularokmog wilkEngic niEVEi_ 1E. NERCALC,=;INC 10832016, Build 616 6 7, Ver 616 6 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7 10 BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 5.5x9, GLB, FuIIy Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending DF/DF Wood Grade : 24F - V4 2400 psi Fc - Prll 1650 psi Fv 265 psi Ebend- xx 1800 ksi Density 31.2 pcf 1850 psi Fc - Perp 650 psi Ft 1100 psi Eminbend - xx 950 ksi Unif Load: D = 0.0150, S = 0.0250 k/ft, 0.0 ft to 3.0 ft, Trib= 10.0 ft Unif Load: D = 0.0150, S = 0.0250 k/ft, 3.0 to 8.50 ft, Trib= 4.70 ft Point: D = 0,7650, S =1.275 k @ 3.0 ft Design Summary Max fb/Fb Ratio = 0.359. 1 fb : Actual : 990.11 psi at 3.003 ft in Span # 1 Fb : Allowable : 2,760.00 psi Load Comb: +D+S+H Max fv/FvRatio = 0.233: 1 fv : Actual : 71.15 psi at 0.000 ft in Span # 1 Fv : Allowable : 304.75 psi Load Comb: +D+S+H Max Reactions (k) D L Lr S w E Left Support 0.99 Right Support 0.61 1.65 1.02 Max Deflections H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.072 in Downward Total 0.000 in Upward Total 1414 >240 Total Defl Ratio 0.115 in 0.000 in 883 >240 Wood Bealm Design G Calculations per NDS 2012; IBC 2012, CBC 201.3; ASCE 7 10' BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 6x8, Sawn, FuIIy Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Douglas Fir - Larch Wood Grade : No.2 875 psi Fc - PrII 600 psi Fv 170 psi Ebend- xx 1300 ksi ' Density 31.2 pcf 875 psi Fc - Perp 625 psi Ft 425 psi Eminbend - xx 470 ksi Unif Load: D = 0.0150, S = 0.0250 klft, Trib= 5.20 ft Design Summary Max fb/Fb Ratio = 0.386: 1 fb : Actual : 387.26 psi at 4.000 ft in Span # 1 Fb : Allowable : 1,004.03 psi Load Comb: +D+S+H Max fv/FvRatio = 0.131: 1 fv : Actual : 25.62 psi at 0.000 ft in Span # 1 Fv : Allowable : 195.50 psi Load Comb : +D+S+H Max Reactions (k) D L Lr Left Support 0.31 ,Right Support 0.31 Max Deflections S W E H Downward L+Lr+S 0.52 Upward L+Lr+S 0.52 Live Load Defl Ratio 0.048 in Downward Total 0.000 in Upward Total 2003 >240 Total Defl Ratio 0.077 in 0.000 in 1252 >240 Wood Beam;Design Calculations per NDS 2012; IBC 2012, CBC"2013,'ASCE 7-10' BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 6x8, Sawn, FuIIy Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Douglas Fir - Larch Wood Grade : No.2 875 psi Fc - PrII 600 psi Fv 170 psi Ebend- xx 1300 ksi Density 31.2 pcf 875 psi Fc - Perp 625 psi Ft 425 psi Eminbend - xx 470 ksi Unif Load: D = 0.0150, S = 0.0250 klft, Trib= 4.70 ft Design Summary Max fb/Fb Ratio = 0.394. 1 fb : Actual : 395.14 psi at 4.250 ft in Span # 1 Fb : Allowable : 1,003.88 psi Load Comb: +D+S+H Max fv/FvRatio = 0.127: 1 fv : Actual : 24.79 psi at 7.877 ft in Span # 1 Fv : Allowable : 195.50 psi Load Comb : +D+S+H Max Deflections Max Reactions (k) LL Lr s W E H Downward L+Lr+S 0.055 in Downward Total Left Support 0.30 0.50 Upward L+Lr+S 0.000 in Upward Total Right Support 0.30 0.50 Live Load Defl Ratio 1847 >240 Total Defl Ratio 0.088 in 0.000 in 1154 >240 Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 Multi Project Title: Engineer: Project Descr: Description : Upper floor framing with Hip option Project ID: File C;pgrslHarok1190CUME..IIFNERCNIILEVELP 1 EC6 ERCALCINC 1983-2016, Bulld G 16 6.7Ver61 G6 7 Vlfood' Beam Design H Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7 10_ BEAM Size : 5.5x12, GLB, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : DF/DF Wood Grade : 24F - V4 Fb - Tension 2400 psi Fc - Prll 1650 psi Fv 265 psi Ebend- xx Fb - Compr 1850 psi Fc - Perp 650 psi Ft 1100 psi Eminbend - xx Applied Loads Unif Load: D = 0.0150, S = 0.0250 klft, Trib= 5.60 0 Unif Load: D = 0.080 k/ft, Trib= 1.0 0 Unif Load: D = 0,0220, L = 0.040 k/ft, Trib= 1.330 0 Point: D = 3.160, L = 2,470, S = 2.040 k @ 0,750 0 Design Summary Max fb/Fb Ratio = 0.453. 1 fb : Actual : 1,250.01 psi at 7.258 ft in Span # 1 Fb : Allowable : 2,760.00 psi Load Comb : +D+0.750L+0.750S+H Max fv/FvRatio = 0.203: 1 fv : Actual : 61.81 psi at 15.275 ft in Span # 1 Fv : Allowable : 304.75 psi Load Comb : +D+0.750L+0.750S+H Max Reactions (k) D L Lr. S W E Left Support 4.58 2.79 3.08 Right Support 1.72 0.55 1.23 1800 ksi Density 31.2 pcf 950 ksi Max Deflections H Downward L+Lr+S 0.186 in Downward Total 0.473 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 1049 >240 Total Defl Ratio 411 >240 Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 Multi Project Title: . Engineer: Project Descr:. Project ID: File c\tkorslHaroldf90CU IF.'il NERCA 11LEVO,k1,ECB. ENERCALghNC 1983=2tl1a„ Build 16.6.71 er81Bs lnlood;Beam Design BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 3.5x11.875, VersaLam, FuIIy Unbraced Using Allowable Stress Design with ASCE 7-10 Boise Cascade 2,800.0 psi Fc - Prll 3,000.0 psi 2,800.0 psi Fc - Perp 750.0 psi Unif Load: D = 0.0220, L = 0.040 klft, Trib= 1.330 ft Unif Load: D = 0.080 klft, Trib= 1.0 ft Unif Load: D = 0.0150, S = 0.0250 klft, Trib= 7.660 0 Design Summary Max fb/Fb Ratio = 0.477. 1 fb : Actual : 1,484.35 psi. at Fb : Allowable : 3,113.45 psi Load Comb: +D+S+H Max fv/FvRatio = 0.275: 1 fv : Actual : 90.27 psi at Fv : Allowable : 327.75 psi Load Comb: +D+S+H Max Reactions (k) D L Left Support Right Support 1.57 0.37 1.57 0.37 Wood Beam; Design BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 7.000 ft in Span # 1 13.020 ft in Span # 1 (1 // Load Combinations, Major Axis Bending Wood Grade : Versa Lam 2.0 2800 West Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi Calculations per NDS 2012, IBC 2012,.CBC 2013, ASCE 7-10`. t Max Deflections Lr S W E H Downward L+Lr+S 1.34 Upward L+Lr+S 1.34 Live Load Defl Ratio 0.170 in Downward Total 0.000 in Upward Total 987 >360 Total Defl Ratio 0.369 in 0.000 in 454 >360 Calculations per NDS 2012, IBC 2012;, CBC 2013; ASCE 7-10, 6x8, Sawn, FuIIy Unbraced ' Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Douglas Fir - Larch Wood Grade : No.2 875.0 psi Fc - Prll 600.0 psi Fv 170.0 psi Ebend- xx 875.0 psi Fc - Perp 625.0 psi Ft 425.0 psi Eminbend - xx Unif Load: D = 0.0220, L = 0.040 klft, Trib= 1.330 ft Unif Load: D = 0.040 k/ft, Trib= 1.0 ft Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 4.0 ft Design Summary Max fb/Fb Ratio = 0.113. 1 fb : Actual : 113.65 psi at 2.000 ft in Span # 1 Fb : Allowable : 1,005.16 psi Load Comb : +D+0.750L+0.750S+H Max fv/FvRatio = 0.063: 1 fv : Actual : 12.31 psi at 0.000 ft in Span # 1 Fv : Allowable : 195.50 psi Load Comb : +D+0.750L+0.750S+H Max Reactions (k) D L Lr S W E Left Support 0.26 0.11 0.20 Right Support 0.26 0.11 0.20 1,300.0 ksi Density 31.20 pcf 470.0 ksi Max Deflections ji Downward L+Lr+S 0.002 in Downward Total Upward L+Lr+S 0.000 in Upward Total Live Load Defl Ratio 20836 >360 Total Defl Ratio 0.006 in 0.000 in 8533 >360 ' IMood Beam Design Q Calculations per NDS 2012IBC 2012CBC 2013 ASCE 7-10 BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads Unif Load: D = 0.0220, L = 0.040 klft, Trib= 9.50 ft Unif Load: D = 0.040 klft, Trib= 1.0 ft Unif Load: D = 0.0150, S = 0.0250 klft, Trib= 3.0 ft Design Summary Max fb/Fb Ratio fb : Actual : Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 6x10, Sawn, FuIIy Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Douglas Fir - Larch Wood Grade : No.2 875.0 psi Fc - PrII 600.0 psi Fv 170.0 psi Ebend- xx 875.0 psi Fc - Perp 625.0 psi Ft 425.0 psi Eminbend - xx = 0.896. 1 782.12 psi at 4.000 ft in Span # 1 872.86 psi +D+L+H 0.367: 1 62.43 psi at 0.000 ft in Span # 1 170.00 psi +D+L+H D L Lr S W E 1.18 1.52 0.30 1.18 1.52 0.30 1,300.0 ksi Density 31.20 pcf 470.0 ksi Max Deflections Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.069 in Downward Total 0.000 in Upward Total 1392 >360 Total Defl Ratio 0.122 in 0.000 in 785 >360 ,9. 1 .9.11 A 3dU y�J xfj \ m ; Ll V Qo V o r u. � et..f1r� .. ( its =' lia a 5,, rat—tim,,-e 4 t'� n v IHI O m � t 9 !S': :'lJtiff; iaf}1.;�:,e. ..:+i ..?:.>J 4r.�F;S; t;.. T�'tfl ),-4 41 n e t"_ P ' \\L --,v lsr \' �1L7-Ca65179 >a ,912 lsr C „I 24' z 24' z I6''V' (3)'4 P1 _ LONG PIRYY P.T. 6 z 6 POST IU' 0666 1- 0� \\ I•G/J�15MYd UI 6 \\1.003 i/1 IA 6 UI 6 & � If ,`fQ) bg, N CO g. 0 o is .t ,,, L? ,t) 1--- —E. pg e at 2r_j_ 4 L _ TRAWL SPACE w h,Lv �I= ILS S 1- Y (1.3\� • � � -9 ;'; NJ 6m v I J - LJ t n t crs z r T 1t 0 1 �� > _o-- \-- J I L < f' n_ _ J iT 1t Alt ,A. t .9-,L .b•,L p / .9-.h a E--1-;! ,II•.b .6•.E ,b-`[�J ft I. -I— pp O ,gr 1 a knit .5 g *1 ®B . �l N iTT, r ,EMI q1/100i snow= r` � Il' fy-:,12!J I4.) ' - vNIlO0i 5I10miNcri F7'1'tiS 1 s___, .9-.E .9-.6 FOUNDATION/ FRAMING PLAN SCALE: 1/4° =1'-0° Precise Eningeering Inc 1.011 Mellen Street Centralia, WA 98531 (360) 736-1137 Project Title: Engineer: Project Descr: Description : MAIN FLOOR Project ID: +., Flle c 1USi?rslHaroldlO.000ME•yiIENERCh 1\LEVELP 1 EC6 : -- NERCALG; INC 1985-2016; Buftd 616 6 7 Ver 616,Gr Wood Bearn Design A Calculations per NDS 2012 IBC 2012 CBC 2013, ASCE 7-10 BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 4x8, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Douglas Fir - Larch Wood Grade : No.2 900 psi Fc - Prll 1350 psi Fv 180 psi Ebend- xx 1600 ksi Density 31.2 pcf 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksi Unif Load: D = 0.0220, L = 0.040 klft, Trib= 7.50 ft Design Summary Max fb/Fb Ratio = 0.486. 1 fb : Actual : 568.71 psi at Fb : Allowable : 1,170.00 psi Load Comb : +D+L+H Max fv/FvRatio = 0.290: 1 fv : Actual : 52.23 psi at 4.400 ft in Span # 1 Fv : Allowable : 180.00 psi Load Comb : +D+L+H Max Reactions (k) D L Lr Left Support 0.41 0.75 Right Support 0.41 0.75 2.500 ft in Span # 1 Max Deflections s W E H Downward L+Lr+S 0.024 in Downward Total Upward L+Lr+S 0.000 in Upward Total Live Load Deft Ratio 2515 >360 Total Defl Ratio 0.037 in 0.000 in 1623 >360 ;Wood Beata Design B Calculations per NDS 2012, IBC 2012; CBC2013 ASCE 7 o BEAM Size : 4x8, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade : No.2 Fb - Tension 900 psi Fc - Prll 1350 psi Fv 180 psi Ebend- xx Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx Applied Loads Unif Load: D = 0.0220, L = 0.040 klft, Trib= 6.0 ft Design Summary Max fb/Fb Ratio = 0.560. 1 fb : Actual : 655.15 psi at 3.000 ft in Span # 1 Fb : Allowable : 1,170.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.293: 1 fv : Actual : 52.78 psi at 5.400 ft in Span # 1 Fv : Allowable : 180.00 psi Load Comb : +D+L+H Lr S W E Max Reactions (k) D L Left Support 0.40 0.72 Right Support 0.40 0.72 1600 ksi Density 31.2 pcf 580 ksi Max Deflections Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.040 in Downward Total 0.000 in Upward Total 1819 >360 Total Defl Ratio 0.061 in 0.000 in 1174 >360 alculations`per NDS 2012, IBC 2012, CBC 2013 ASCE; 7, 10` BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 4x8, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Douglas Fir - Larch Wood Grade : No.2 900 psi Fc - PrII 1350 psi Fv 180 psi Ebend- xx 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 8.50 ft Unif Load: D = 0.090 klft, Trib= 1,0 ft Unif Load: D = 0,0220, L = 0.040 k/ft, Trib= 14.0 ft Design Summary Max fb/Fb Ratio = 0.944. 1 fb : Actual : 1,104.98 psi at 1.950 ft in Span # 1 Fb : Allowable : 1,170.00 psi Load Comb : +D+L+H Max fv/FvRatio = 0.659: 1 fv : Actual : 118.68 psi at 0.000 ft in Span # 1 Fv : Allowable : 180.00 psi Load Comb: +D+L+H Max Reactions (k) P L Lr S Left Support 1.14 1.76 Right Support 1.14 1.76 1600 ksi Density 31.2 pcf 580 ksi Max Deflections W E H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.026 in Downward Total 0.000 in Upward Total 1767 >360 Total Defl Ratio 0.044 in 0.000 in 1071 >360 Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 Project Title: Engineer: Project Descr: Project ID: Ftle clt7serslHaroldUJOCUME:IICNERCA-11LEVELP.I:EC6 'ERCALCINC'1983-2016 Bulld 6,16,8,7; Ver.ti:i66 7:. Wood BeamDesign BEAM Size : 4x8, Sawn, FuIIy Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade : No.2 Fb - Tension Fb - Compr 900.0 psi Fc - Pal 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi se`d ,...REGIS g 0a N Rj(VQ i_ Calculations per NOS 2012, IBC 2012, CBC 2013; ASCE 7-10 Applied Loads Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 5.0 ft Unif Load: D = 0.090 klft, Trib= 1.0 ft Unif Load:.D = 0.0220, L = 0.040 k/ft, Trib= 4.50 ft Design Summary Max fb/Fb Ratio = 0.382. 1 fb : Actual : 447.40 psi at 1.835 ft in Span # 1 Fb : Allowable : 1,170.00 psi Load Comb : +D+L+H Max fv/FvRatio = 0.276: 1 fv : Actual : 49.59 psi at 0.000 ft in Span # 1 Fv : Allowable : 180.00 psi Load Comb : +D+L+H Max Reactions (k) P L Lr 5 Left Support 0.55 0.70 Right Support 0.55 0.70 ................... ood Beam Design - Max Deflections W E H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio BEAM Size : 4x8, Sawn, Fully Braced 0.009 in Downward Total 0.000 in Upward Total 5022 >360 Total Defl Ratio 0.016 in 0.000 in 2810 >360 Calculations per NDS 2012; IBC 2012,. CBC 2013, ASCE 7-10 Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade : No.2 Fb - Tension 900.0 psi Fc - PM 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.20 pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.0220, L = 0.040 klft, Trib= 9.250 0 Design Summary Max fb/Fb Ratio fb : Actual : Fb : Allowable : Load Comb: Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support = 0.624. 1 729.75 psi at 1,170.00 psi +D+L+H 0.368: 1 66.28 psi at 180.00 psi +D+L+H D L Lr 0.52 0.94 0.52 0.94 2.550 ft in Span # 1 4.505 ft in Span # 1 Max Deflections S W E H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.032 in . Downward Total 0.000 in Upward Total 1922 >360 Total Defl Ratio 0.049 in 0.000 in 1240 >360 Boise Cascade BC CALC® Design Report Build 4516 Job Name: Address: City, State, Zip:, Customer: Code reports: ESR -1336 Single 9-1/2" BCI® 5000-11 DF Dry 11 span I No cantilevers! 0/12 slope 16 OCS 1 Repetitive I Glued & nailed construction File Name: BC CALC Project Description: Designs1J02 Specifier: Designer: Company: Misc: Joist1J02 July 6, 2016 16:04:01 1 I, JH v 09-06-00 Total Horizontal Product Length = 09-06-00 Reaction Summary (Down / Uplift) ( lbs ) Bearing Live B0, 2-1/2" 317 / 0 61,2-1/2" 317/0 Load Summary Tag Description 1 Standard Load 2 Partition Load Dead 76/0 76/0 Snow Load Type Ref. Start End Controls Summary Pos. Moment End Reaction End Shear Total Load Defl. Live Load Defl. Max Defl. Span / Depth Bearing Supports BO Wali/Plate B1 Wall/Plate Notes Unf. Area (Ib/ft^2) L 00-00-00 09-06-00 Partition (Ib/ft^2) L 00-00-00 09-06-00 Value 876 ft -lbs 393 lbs 375 lbs L/999 (0.081") L1999 (0.065") 0.081" 11.6 % Allowable Duration 35.6% 100% 37.8% 100% 25.5% 100% n/a n/a n/a n/a n/a n/a n/a n/a Dim. (L x W) Value 2-1/2" x 2" 393 lbs 2-1/2" x 2" 393 lbs Wind Roof Live Live Dead Snow Wind Roof Live OCS 100% 90% 115% 160% 125% 40 12 10 Case 1 1 1 1 2 1 0 % Allow % Allow Support Member n/a 37.8% n/a 37.8% Location 04-09-00 00-00-00 00-02-08 04-09-00 04-09-00 04-09-00 00-00-00 Material Unspecified Unspecified Design meets User specified (L/360) Total Toad deflection criteria. Design meets User specified (L/480) Live load deflection criteria. Design meets arbitrary (1") Maximum total load deflection criteria. Calculations assume Member is Fully Braced. Composite El value based on 23/32" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. Deflections less than 1/8" were ignored in the results. Page 1 of 1 16 16 Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application. Output here based on building code -accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER® , AJS TM, ALLJOIST®, BC RIM BOARDTM, BCI® , BOISE GLULAMTM, SIMPLE FRAMING SYSTEM®, VERSA -LAM®, VERSA -RIM PLUS® , VERSA -RIM®, VERSA -STRAND®, VERSA -STUD® are trademarks of Boise Cascade Wood Products L.L.C. Boise Cascade BC CALC® Design Report Build 4516 Job Name: Address: City, State, Zip:, Customer: Code reports: ESR -1336 Single 11-7/8" BCI® 90-2.0 DF Dry 11 span 1 No cantilevers 1 0/12 slope 16 OCS 1 Repetitive' Glued & nailed construction File Name: BC CALC Project Description: Designs\J03 Specifier: Designer: Company: Misc: JoistlJO3 July 6, 2016 16:07:49 � `�' 1 .�I 1 1 III 11 1 1 I I 1 I i i i a 1 1 1. 1 I i 1 I i 1 1 1 I i I J, 1 BO Total Horizontal Product Length = 19-00-00 B1 Reaction Summary (Down / Uplift) ( lbs ) Bearing Live Dead Snow Wind Roof Live B0, 2-1/2" 633 / 0 B1, 2-1/2" 633 / 0 Load Summary Tag Description Load Type 152/0 152/0 Live Dead Ref. Start End 100% 90% Snow Wind Roof Live OCS 115% 160% 125% 1 Standard Load 2 Partition Load Controls Summary Pos. Moment End Reaction End Shear Total Load Defl. Live Load Defl. Max Defl. Span / Depth Bearing Supports BO Wall/Plate B1 Wall/Plate Notes Unf, Area (Ib/ft"2) Partition (Ib/ft^2) Value 3,617 ft -lbs 785 lbs 768 lbs L/632 (0.355") L/783 (0.287") 0.355" 18.9 L 00-00-00 L 00-00-00 19-00-00 40 19-00-00 10 % Allowable Duration 37.9% 48.7% 35.7% 57% 61.3% 35.5% n/a 100% 100% 100% n/a n/a n/a n/a 12 Case Location 1 09-06-00 1 00-00-00 1 00-02-08 1 09-06-00 2 09-06-00 1 09-06-00 0 00-00-00 % Allow % Allow Dim. (L x W) Value Support Member 2-1/2" x 3-1/2" 785 lbs n/a 48.7% 2-1/2" x 3-1/2" 785 lbs n/a 48.7% Material Unspecified Unspecified Design meets User specified (L/360) Total load deflection criteria. Design meets User specified (U480) Live load deflection criteria. Design meets arbitrary (1") Maximum total load deflection criteria. Calculations assume Member is Fully Braced. Composite El value based on 23/32" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. Deflections less than 1/8" were ignored in the results. Page 1 of 1 16 16 Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application. Output here based on building code -accepted design properties and analysis methods, Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJSTA°, ALLJOIST®, BC RIM BOARDT'", BCI® , BOISE GLULAMTM, SIMPLE FRAMING SYSTEM®, VERSA -LAM, VERSA -RIM PLUS® , VERSA -RIM®, VERSA -STRAND®, VERSA -STUD® are trademarks of Boise Cascade Wood Products L.L.C. February 23, 2017 ES -4903 Millennial Builders 6830 South 220th Street Kent, Washington 98032-1963 Attention: Mr. Todd McKittrick Subject: Geotechnical Evaluation Sylvan View Estates — Lot 1 thru Lot 3 14y/c; 4727 — South 144th Street Tukwila, Washington Dear Mr. McKittrick: Earth 1 Solutions NWLK Earth Solutions NW LLC • Geotechnical Engineering • Construction Monitoring • Environmental Sciences REVIEWED FOR CODE COMPLIANCE 471 q, V 7 P WMA sr- APR 21 2017 City of Tukwila BUILDING DIVISION In accordance with your request, Earth Solutions NW, LLC (ESNW) has prepared this letter and geotechnical evaluation of the onsite soil and allowable bearing capacity for foundations. ESNW is providing construction monitoring and testing during the earthwork and site preparation phase of this project. The subject site is underlain by granular glacial till soil and existing structural fill placed as part of site preparation. Based on the soil conditions observed throughout the site, an allowable soil bearing capacity of 2,500 psf can be used for foundation design. The proposed residential structures can be supported on conventional spread and continuous footings bearing on competent native soil or structural fill placed as part of site preparation. We anticipate competent soil suitable for support of foundations will generally be exposed at design footing locations. ESNW should observe and evaluate foundation subgrade conditions on a lot by lot basis during footing excavations and preparation to confirm subgrade conditions. Where loose or unsuitable soil conditions are encountered at foundation subgrade elevations, compaction of the soils to the specifications of structural fill, or overexcavation and replacement with structural fill may be necessary. ESNW can provide recommendations if determined necessary based on the conditions observed during foundation subgrade preparation. RECEIVED CITY OF TUKWILA FEB 2 4 2017 PERMIT CENTER 1805 - 136th Place N.E., Suite 201 • Bellevue, WA 98005 • (425) 449-4704 • FAX (425) 449-4711 Millennial Builders February 23, 2017 PES -4903 Page 2 We trust this letter and geotechnical evaluation meet your current needs. If you have any questions, or require additional information, please call. Sincerely, EARTH SOLUTIONS NW, LLC B. Tyler Scalise Assistant Field Manager Henry T. Wright, P.E. Senior Project Engineer Earth Solutions NW, LLC EC11 envkk,onie"ntal'seices WG�w.ecoConon ine.com Anchorage I Tacoma I Portland May 25, 2016 ECI Project Number: 0534-07-01 Mr. John Everett Millennial Builders, LLC 6830 S. 220th Street Kent, WA 98032 Re: Percolation Test and Soil Assessment 4727 S. 144th St. Tukwila, Washington 98335 Mr. Everett: Pursuant to your recent request, EcoCon, Inc. (ECI) completed Percolation Testing and Soil Assessment for the property located at 4727 South 144th Street in Tukwila, Washington (the Property) (Figure 1, Appendix A). This report details site activities and observations, sampling activities, and soil assessment results. Appended to this report are the following: • Appendix A: Project Figures; • Appendix B: Test Pit Logs; • Appendix C: Soil Particle Size Distribution Results Property Location & Description According to the King County Assessor, the Property consist of a single tax parcel (#004000-0505), 0.90 acres in size. The Property is currently improved with a two-story single-family residence and an attached garage. The residence was reportedly constructed in 1983. Physical Setting According to the USGS, Des Moines, WA topographic map (2014), the central elevation of the Property is at approximately 260 feet above mean sea level (NAD83/WGS84). The ground surface (or topography) at the Property generally slopes towards Interstate 5 to the east, along with the general vicinity. (Figure 2, Appendix A). The primary aquifers in the Puget Sound region are typically overlain by relatively impermeable glacial till deposits, that are present at or near the ground surface. Within these till deposits are localized areas or lenses of water -bearing sands and gravels that may result in a shallow, localized, perched water table. Lateral and vertical migration of shallow groundwater may be impeded by the relatively impermeable ECI 1 Environmental Consulting 0: (866) 730-9369 F: (253) 369-6228 E: info@ecocononline.com File: 0564 -03 -03 -FSI -20160524 Anchorage 1 Tacoma 1 Portland Page 1 ECI Project Number: 0534-07-01 Percolation Testing and Soil Assessment 4727 S. 144th Street Tukwila, Washington May 25, 2016 nature of the till and by the sometimes -discontinuous nature of the perched water -bearing sands and gravel. Sampling Activities Pre -Site Work Activities Prior to subsurface work the "call before you dig service" (811) was called 48 hours in advance of site activities to identify the location of public underground utilities on the Property. Percolation Test Field activities consisted of completion of percolation testing using the City of Tukwila, Public Works Department, Falling Head Percolation Test Procedure, along with excavation of test pits for completion of a soil profile for the shallow soils. On April 19, 2016, ECI excavated three (3) holes at the (Test Hole 1, 2 and 3) using a small shovel and post - hole digger at locations chosen to best exemplify existing site conditions (Figure 3, Appendix A). Two test holes were completed near the existing driveway to depths 24 inches below grade to assess permeable pavement viability. The third test hole was completed on the western part of future lot 2 (after the property is subdivided) to a depth of 36 inches to assess the viability of infiltration trenches or drywells. Each hole was filled with 12 inches of water and kept at this depth for 4.5 hours in order to soak the soils for a sufficiently long period of time to allow for any expansive clays in the soil to swell so that accurate testing results would be obtained. April 20, 2016, ECI returned to the Site to conduct the percolation testing. The three test holes were inspected and soil that had sloughed into the bottom of the holes during the soaking period were removed. The water level in each hole was adjusted to 6 inches above the gravel placed in the holes to begin the percolation test. The water level in each test hole was measured from a fixed reference point (a mark was placed in each test hole at a depth of one foot below ground surface) to the nearest 1/16th inch at 30 -minute intervals. After each measurement, the water level was readjusted to the 6 -inch level. The final water -level drop was used to calculate the percolation rate (an average for the 4-5 test periods was also calculated). Percolation test results for soil (mg/kg): • Test hole one - percolation rate = 0.0104 inch/minute (avg. 0.0083 inch/minute) Test hole two - percolation rate = 0.0104 inch/minute (avg. 0.0104 inch/minute) • Test hole three - percolation rate = 0.0354 inch/minute (avg. 0.0333 inch/minute) Soil Assessment On April 19, 2016, two (2) test pits were dug using a mini -backhoe to a maximum depth of 7 -feet below grade in order to profile the shallow soils at the site. ECI Environmental Consulting Page 2 0: (866) 730-9369 F: (253) 369-6228 E: info@ecocononline.com File: 0534-07-01-20160525 ECI Project Number: 0534-07-01 Anchorage 1 Tacoma 1 Portland Percolation Testing and Soil Assessment 4727 5. 144th Street Tukwila, Washington May 25, 2016 Soil was classified as a silty sand with minor to abundant gravel, cobbles and boulders to a depth of approximately 5 feet below grade, and till from approximately 5 feet to the bottom of the test pit. The upper soil appeared to be natural, fluvial floodplain deposits eroded from the previously deposited sediments (including the glacial till) and then re -deposited. Test pit logs are included in Appendix B. Two soil samples were collected and submitted to Otto Rosenau & Associates, Inc. for standard sifting analysis (grain size). The soil samples were collected from 4 feet below grade in Test Pit 1, and 2.5-3 feet below grade in Test Pit 2. Results indicate that the soils were silty sands with gravel, containing: 35-39% gravel, 26-36% sand and 29-35% fines (silt). A hydrometer analysis was also performed on the soil sample collected from Test Pit 2, which is included in Appendix C. ECI appreciates the opportunity to provide environmental consulting services on this project. Should you have any questions, please contact our office at (253) 238-9270. Respectfully submitted, EcoCon, Inc. 1 Environmental Services K. Cr(g KIe(p(, R.G. Sr. Environmental Geologist Brian A. Dixon Vice President/ Sr. Environmental Scientist List of Appendices Appendix A: Project Figures • Figure 1: Project Location Map • Figure 2: Project Topographic Map • Figure 3: Test Location Map Appendix B: Test Pit Logs Appendix C: Particle Size Distribution Report ECI 1 Environmental Consulting Page 3 0: (866) 730-9369 F: (253) 369-6228 E: info@ecocononline.com File: 0534-07-01-20160525 ECI Project Number: 0534-07-01 Anchorage 1 Tacoma 1 Portland Appendix A Q Project Figures U Figure 1: Project Location Map G -o Figure 2: Project Topographic Map Ma. Figure 3: Test Location Map Q 0 w a N S 157th St 8140th St S 144th St S 130111 St go .o S150thSt To" S 4. S 154th St Southcenter e,4116 S 144th St S a~ti PuZV; Tukwila S 147th St s 4aa177�uS Wlkeg, 1 ;eaTac Rental' • , Gar Facility S 160th St a f Project Location Map Percolation Test & Soil Assessment 4727 S. 144th Street Tukwila, Washington \ot To Scale Date: May 25, 2016 Completed By: S. Spencer Reviewed By.: B. Dixon Version: ECI-001 Project No.: 0534-07-01 Figure No.: 01 Sheet 01 of 03 env' n en al s ices nonline.com Subject Site 4727 S. 144th Street Tukwilla, Washington Not To Scale Project Topographic Map Percolation Test & Soil Assessment 4727 S. 144th Street Tukwila, Washington Date: May 25, 2016 Completed By: K. Spencer Reviewed By.: B. Dixon Version: ECI-001 Project No.: 0534-07-01 ECDkv ices ononline.com tnfrltration Test Location No: 1 (24 Inches bgs) Test Location Map Percolation Test & Soil Assessment 4727 S. 144th Street Tukwila, Washington Date: May 25, 2016 Completed By: K. Spencer Reviewed By.: B. Dixon Version: ECI-001 Project No.: 0534-07-01 Figure No.: Sheet 03 of 03 environmental services www.ecncononI,nv.i um Appendix B Test Pit Logs TEST PIT LOG Ec 11 Anchorage ICeS ef1Vt Onnnetale om ww a'amon i,. c 1 Tacoma 1 Portland Test Pit Number: Test Pit 1 Sheet Number: 1 of 2 Job Name: Percolation Test Job Number 0534-07-01 Client: DeNova NW Site Address: 4727 South 144th Street, Tukwila, WA Test Pit Location: Western side of Property near test hole 3 Approximate Longitude: Excavation Time: Depth (feet) m E m n 1- a) E m co Sample Number USCS Soil Descriptior Approximate Latitude: Start Finish Comments: 9:50 10:45 Water Level: NA Material Description Surface Conditions: 0 SM Chocolate brown, silty sand with some organics and minor gravel and cobbles up to 3 inches 1. 2 SM Silty sand, abundant cobbles and boulders greater than 12 inches and trace sand 3 SM Very fine grained silty sand with minor plastic clay and gravel/cobbles/boulders 4 1010 Soil TH#1S#1-4' 5 ML Very dense silt and clay till 6 7 Termination of test pit 8 9 1 10 Page 1 of 2 TEST PIT LOG Ecl Anchorage envt on.rnences ww.e lnon ine.com 1 Tacoma 1 Portland Test Pit Number:. Test Pit 2 Sheet Number: 2 of 2 Job Name: Percolation Test Job Number: 0534-07-01 Client: DeNova NW Site Address: 4727 South 144th Street, Tukwila, WA Test Pit Location: Eastern side of Property near test hole 1 Approximate Longitude: Excavation Time: Depth (feet) a, E Sample Type Sample Number USCS Soil Descriptior Approximate Latitude: Start Finish Comments: 10:57 11:17 Water Level: NA Material Description Surface Conditions: 0 SM Dry chocolate brown non plastic silt with some organics and abundant gravel and cobbles 1 2 SM Dry chocolate brown non plastic silt with trace very fine grained sand and trace organics 1117 Soil TH#2S#1-2.5-3' 3 4 5 ML Very dense silt and clay till 6 7 Termination of test pit 8 9 10 Page 2 of 2 Appendix G Particle Size Distribution Results N N 0 Q LL). 0 2 z t•-• co N 1tD 1- Q 0 0 N V) ca U. Particle Size Distribution Report �_ C C C G C C O O (0 t0� O t0� O O 0 (0 t0 f7 - f"1 a a it ii E ii ;; ;; E' 100 • 1 11 1 II 1 1 1 1 I I I 90 11 • 1 I ••I i I I 1 I I 80 I. 11 I • •• 1 1 1 I I 11 I 70 CC 1--_l— I I I--_1 t__ 1 •• 1 1 I Z 60 z I 1 I I 1 f s I 50 w w 1 1 1 1 1 1 1 1 f 1 I I I 1 I I 40 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 • 1 1 I 30 I 1 I T 1 1 I 1 1 I 1 I 1 I 1 1 • 1 20 1 I —I 1 I I 1 1 I I—t 1 I I I I I I 10 0 I 1 I 1 1 1 J 1 1 1 1 1 I 1 1 i I 1 1 I I 1 1 1 1 I L 1 1 1 100 10 1 GRAIN 01 0.01 0.001 SIZE - mm. %+3" %Gravel %Sand %Fines Coarse Fine Silt f Clay 0 35 13 23 29 Test Results (ASTM D 422 & ASTM D1140 Material Description Opening Size Percent Finer Spec.* (Percent) Pass? (X=Fail) Sample #6822: Gray silty sand with gravel Location: 4727 S. 144th Street, Tukwila, WA 2 1.25 100 89 Atterberg Limits (ASTM D 43181 1 .75 84 82 79 PL= LL= PI= Classification .625 .50 .375 77 75 USCS (D 2487)= SM AASHTO (M 145)= A-2-4(0) Coefficients .25 #4 #8 #10 #40 #100 #200 72 70 65 65 52 36 29 D90= 32.9530 D85= 27.1191 D60= 0.9755 D50= 0.3786 D80= 0.0807 D15= D10= Cu= Cc= Remarks Test Equipment ID: 5 Was sample soaked?: Not required Natural Moisture: 11.6% Date Received: 4/20/2016 Date Tested: 4/26/2016 Tested By: A. Duong Checked By: A. Coyne ( " / Title: Professional Engineer * (no specification provided) Source of Sample: Test Hole #1 Sample #1 Depth: 4' Date Sampled: 4/20/2016 Sample Number: 6822 OTTO ROSENAU & ASSOCIATES, INC. Project EE I M;Inc2016 project No: 16-0280 Figure 6822 Classification: ASTM D2487 Natural Moisture: ASTM D2216 PERCENT FINER 100 90 80 70 60 50 40 30 20 10 0 io Particle Size Distribution Report 0 0 0 0 0 0 0 0 0 0 GRAIN SIZE - mm. % +3" % Gravel % Sand % Fines Coarse Fine Silt Clay 0 39 9 17 35 Test Results (ASTM D 422 & ASTM D 1140) Opening Size Percent Finer Spec.* (Percent) Pass? (X=Fail) 3 2 1.25 1 .75 .625 .50 .375 .25 #4 #8 #10 #40 #100 #200 100 89 84 83 81 79 77 75 71 68 63 61 52 42 35 (no specification provided) Source of Sample: Test Hole #2, Sample #1 Sample Number: 6824 Material Description Sample #6824: Brown silty sand with gravel Location: 4727 S. 144th Street, Tukwila, WA PL= Atterberg Limits (ASTM D 4318) LL= Pl= Classification USCS (D 2487)= SM AASHTO (M 145)= A-2-4(0) Coefficients D90= 53.9406 D50 0.3358 D30= D10= Cu= D85= 37.6408 Remarks Test Equipment ID: 5 Was sample soaked?: Not required Natural Moisture: 16.4% 060= 1.6238 D15= Cc= Date Received: 4/20/2016 Date Tested: 4/26/2016 Tested By: A. Duong Checked By: W. Hansen t c. 4u-r,,y Ceslui,1 Title: Project Manager Depth: 2.5' - 3' Date Sampled: 4/20/2016 OTTO ROSENAU & ASSOCIATES, INC. Client: EcoCon Inc. Project: ECI Misc 2016 Project No: 16-0280 Figure 6824 OTTO ROSENAU & ASSOCIATES, INC. j I 2 1 AR HYDROMETER422/AASHTO ANATSS)SIS V� ('c'1(SSD LY Project: isc . 2-01,6 Client: Sample Description:, 1 ,� I Sample Location/Source: T \— �.d�J\Q� ,2 , ` Q , 1; 2.5-3 Date Obtained: q /1_0 f ?_&) l Date Tested: 5 '-2.,..1 L Sample 1D #: � 6 (4., 0'' Test Equipment ID #: Weight of Hydrometer Sample: •t 01;2 () grams HYGROSCOPIC MOISTURE DETERMINATION Wet Weight and Tare Dry Weight and Tare Tare Weight Hygroscopic Moisture I/ l q.. 3G tk4,,--i 31,? 2 Cc = Or table below: (Composite Correction @ 20°C, D 422, section 7.3) Temperature: Composite Correction (Cc): 22 - Meniscus Correction: A. Specific Gravity of Soils: Hydrometer Type: 52H 1 151 H % i Date/Time Elapsed Time, Min. Temperature, Deg C Hydrometer Reading ClYi \` C ., ; tea �7. P.); iC , LAI p Note r: Record the asset number or serial number for the test equipment utilized during the performance of this test. This report applies only to the items tested or reported and is the exclusive property of the client and Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Tested by: AD Form No.: SOILS -28b-01 (Rev 06/02) Computed by: Checked by: Simple Heating System Size: Washington State r+ -� This heating system sizing calculator is based on the Prescriptive Requirements of the 2015 Washington State Energy Code (WSEC) and ACCA Manuals J and S. This calculator will calculate heating loads only. ACCA procedures for sizing cooling systems should be used to determine cooling loads. The glazing (window) and door portion of this calculator assumes the installed glazing and door products have an area weighted average U -factor of 0.30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2015 WSEC. Please fill out all of the green drop -downs and boxes that are applicable to your project. As you make selections in the drop -downs for each section, some values will be calculated for you. If you do not see the selection you need in the drop-down options, please call the WSU Energy Extension Program at (360) 956-2042 for assistance. Project Information Plan 2859-3 Contact Information ;Level Design LLC. Q53-284-3170 Heating System Type: O All Other Systems 0Heat 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 Ceilings Instructions No Vaulted Ceilings in this project Above Grade Walls (see Figure 1) Instructions Floors Instructions tiselect R -Value Below Grade Walls (see Figure 1) Instructions (No No Below Grade Walk in this project Slab Below Grade (see Figure 1) Instructions Na Slab Below Grade In this project. Slab on Grade (see Figure l) Instructions No Slab on Grade in this project. Iv Location of Ducts Instructions Conditioned Space y w Design Temperature Difference (AT) or = Indoor (70 degrees). Outdoor Design Temp 2 859 9.5 U -Factor 0.30 U -Factor 0.50 Conditioned 27,161 X Area 437 X Area U -Factor X 0.026 U -Factor 0 Area 2,008 X Area U -Factor X No selection U -Factor X No selection U -Factor X 46 REVIEWED FOR ()ODE COMM iANCE APPROVED UA 131. UA City of Tukwila BU LDING DIVISION 52.21 R 2 1 2017 UA Area UA 3,685 Area UA NOM Area 0 F -Factor X Length F -Factor X Length UA RECEIVED tgITY OF TUKWILA UA FEB 22 2017 Duct Leakage Coefficient 1.00 Sum of UA Envelope Heat Load Sum of UAX AT • Air Leakage Heat Load Volume X 0.6X al X .018 PERMIT CENTER 183.25 8,429 Btu / Hour 13,493 Btu / Hour Building Design Heat Load 21,923 Btu / Hour Air Leakage + Envelope Heat Loss Building and Duct Heat Load 21,923 Btu / Hour Ducts in unconditioned space: Sum of Budding Heat Loss X 1.10 Ducts in conditioned space: Sum of Budding Heat Loss X1 Maximum Heat Equipment Output 30,692 Btu / Hour Building and Duct Heat Loss X 1.40 for Forced Air Furnace Building and Duct Heat Loss X 1.25 for Heat Pump � 11- 003'-I (07/01/13) Window, Skylight and Door Schedule Project Information Kan 285 -3 Exempt Swinging Door (24 sq. ft. max.) Exempt Glazed Fenestration (15 sq. ft, max.) Vertical Fenestration (Windows and doors) Component Description Ref. U -factor Contact Information ILevwell D.esigln. ILILC. 253-28:4-3170 Ref. U -factor Slider 15 ;MO Transome • 0.,30: Slider 0� 030. Single Hung. 2 0130 Single Hung ,6 ;030 Slider 4 10.1..30 6 0. 1 Transome. 0 :0.30 Slider (S.G) .1 0,30 Single: Hung 4: 0.30, Snider (Egress). 6.75 .0.30. Snider Egress 9.0 '0130_ Transome 0 01..30: Slider _ ;01.30: Slider (Egress): 4 0.30 Transome (S.G'.) Stairs: 2 030' Single Hung 0 01.30' Slider 0 ;01.301 Slider (Egress)1 . J 030 0 4 ,01.301 1 2 10301 2 G 1 4 LP 3 6' '1 .6 p 4 n ,3 '2 a. 31 0. :1 22 J e: 11 6 p 1' pi 11 8, 0. 5 p, Width Height Qt. Feet inch Feet Inch - Width Height Qt. Feet Inch Feet inch 1 15 0' 15, • 1' 8 0� 1. n, 2 8 a ,6 0, 2 4 0 6 0. 1 2 0 5. 0. .1 15 0 4: a 22.5 6.75 5.0 1.50 9.0 1 :6 0 i2 a 1 5 0 4 0. 2 2 6 3 0 1 :6 0 5, 0. 1 .8, 0 4 0. 1 2 6 2 G 1 4 LP 3 6' '1 .6 p 4 n ,3 '2 a. 31 0. :1 22 e: 11 6 p 1' pi 11 8, 0. 5 p, I 1 1 1 i 1 1 1 1 1 Area UA 0.0 0.00 0.0 0.00 Area UA 25.0 7.50 8.0 2.40 96.0 28.80 48.0 14.40 10.0 3.00 20.0 6.00 0.0 0.00 12.0 3.60 20.0 6.00 15.0 4.50 30.0 9.00 32.0 9.60 6.3 1.88 14.0 4.20 24.0 7.20 22.5 6.75 5.0 1.50 9.0 2.70 40.0 12.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 Overhead Glazing (Skylights) Component Description Sum of Vertical Fenestration Area and UA Vertical Fenestration Area Weighted U = UA/Area Ref. U -factor Qt. Width Height 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 0.00 436.8 131.03 Area 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 0.0 0.00 0.00 436.8 131.03 -Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information Levet Design. LLC: 253:-2644170. This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative All Climate Zones Efficient Building Envelope 1a R-Valuea U -Factors Fenestration U-Factorb n/a 0.30 Skylight U -Factor n/a 0.50 Glazed Fenestration SHGCb,e n/a n/a Ceilingk 49i 0.026 Wood Frame Wall9'al'h 21 int 0.056 Mass Wall R -Value' 21/21h 0.056 Floor 30g 0.029 Below Grade Wall`•' 10/15/21 int + TB 0.042 Slabd R -Value & Depth 10, 2 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Date Each dwelling unit in a residential building shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1. Small Dwelling Unit: 1.5 credits Dwelling units Tess than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. 02. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in #1 or #3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. 03. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. 04. Additions less than 500 square feet: .5 credits Table R406.2 Summary Option Description Credit(s la Efficient Building Envelope 1a 0.5 1 b Efficient Building Envelope 1 b 1.0 1c Efficient Building Envelope lc 2.0 ld Efficient Budding Envelope 1d 0.5 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 3a High Efficiency HVAC 3a 1.0 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 1.5 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 5a 0.5 5b Efficient Water Heating 5b 1.0 5c Efficient Water Heating 5c 1.5 5d Efficient Water Heating 5d 0.5 6 Renewable Electric Energy 0.5 Total Credits *Please refer to Table R406.2 for complete option descriptions 0 O 0 0 O *1200 kwh 0.5 1.0 0.5 1.5 0.0 3.50 Table R402.1.1 Footnotes For SI: 1 foot .= 304.8 mm, ci .= continuous insulation, int .= intermediate framing. a R -values are minimums. U -factors and SHGC are maximums. When insulation is installed in a cavity which is less than the label or design thickness of the insulation, the compressed R -value of the insulation from Appendix Table A101.4 shall not be less than the R -value specified in the table. b The fenestration U -factor column excludes skylights. The SHGC column applies to all glazed fenestration. "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. Reserved. g Reserved. b Reserved. The second R -value applies when more than half the insulation is on the interior of the mass wall. Reserved. k For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38. Reserved. m Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Table R402.1.3 Footnote a Nonfenestration U -factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. DNIAHAIIns DUNCANSON Company, Inc. DCI 16459 To: Bill Rambo From: Harold Duncanson Date: 4/5/17 Subject: Sylvan View Lots 1, 2 & 3 Tukwila Permits 1M7-0033, -0034, -0035 Our civil plans (C1) for each of these sites have been revised per your March 30, comments. Revisions are summarized briefly below: A footing detail has been added and the location and connection point has been shown on the plan view. The Development Area tabulation and summary has been added to the Site Information table. The fence location is shown for Lot 1. The individual driveways will be 4" min concrete. The common access drive is asphalt and the hammerhead will be grasscrete per the approved short plat improvement plans. The Development Area summary reflects these areas accordingly. CORRECTION b'i 003L# 145 SW 155th Street Suite 102 T Seattle, Washington 98166 Phone 206.244.4141 a Fax 206.244.4455 4 Web www.duncansonco.com ICIVIL ENGINEERING RECEIVED CITY OF TUKWILA APR 06 2017 PERMIT CENTER LAND PLANNING March 30, 2017 0 City of Tukwila Department of Community Development TODD McKITTRICK 17837 FIRST AVE S - PMB#2 NORMANDY PARK, WA 98166 RE: Correction Letter # 1 COMBOSFR Permit Application Number D17-0034 SYLVAN VIEW ESTATES - LOT.2 -47.19 S_144 ST Dear TODD McKITTRICK, Allan Ekberg, Mayor Jack Pace, Director This letter is .to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be -the same size sheets as those previously submitted.) • (If applicable) "STAMP AND SIGNATURES" "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient. (WAC 196-23-010 & 196-23-020) (BUILDING REVIEW NOTES) 1. On the site plan, provide a plan detail that shows a footing drain or a crawl space water -discharge system. The detail shall specify dimensions for a discharge trench or where the discharge pipe shall terminate to an approved discharge storm drain. Roof drains and footing drains shall tight line separately to a discharge system or facility. The intent is that groundwater will not accumulate in the crawl space. Include a footing drain detail, to show gravel shall extend at least 1 foot min. beyond the outside edge of the footing and 6 inches min. above the top of the footing and covered with an approved filter membrane material. Perforated pipe shall be placed on a minimum of 2 inches of washed gravel or crushed rock at least one sieve size larger than perforation and covered with not less than 6 inches of the same materials. (IRC R401.3, R405.1, R408.6) 2. Revise side elevation views to reference North, East, South and West. 3. I was unable to locate the crawlspace access. Please clarify where it is located. Note: This permit plan review may not be complete as revised plans may require further corrections. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PLANNING DEPARTMENT: MAX BAKER at (206)-431-3683 if you have questions regarding these comments. • Applicant will need to provide dimensions/area for total Development Area of site. "Development area" means the impervious surface area plus 75% of any area of pervious hard surface. Ordinance 2518 states that development within the Low -Density Residential District shall conform to the following standards for a lot of this size: Development Area, maximum: 75% on lots less than 13,000 sq. ft. up to a maximum of 5,850 sq. ft. This area includes any paved access easements. Allowable building coverage (pg. C1) needs to be revised from 2,780 sq. ft. to 2,479 sq. ft. Hammerhead roadway between lot 2 and lot 3 (pg. C1) shows a different material fill than that of the easement access drive for all four lots. Will this be a different paving material from what is proposed for the rest of development? Please document the types of pavement used for hammerhead, access drive, driveway, and sidewalks. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at 206-431-3655. Sincerely, Bill Rambo Permit Technician File No. D17-0034 16,„L 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 9ERMIT COORD COPY � PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0034 DATE: 04/06/17 PROJECT NAME: SYLVAN VIEW ESTATES - LOT 2 SITE ADDRESS: 4719 S 144 ST Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: I A)C, -O--t1 Building Division Mil Public Works Fire Prevention Structural NIC kW° Iti Planning Division ❑ Permit Coordinator 1111 PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 04/11/17 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 05/09/17 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 0 Fire 0 Ping 0 PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY � PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0034 DATE: 02/22/17 PROJECT NAME: SYLVAN VIEW ESTATES - LOT 2 SITE ADDRESS: ?-??-? S 144 ST X Original Plan Submittal l Revision # Response to Correction Letter # Revision # before Permit Issued after Permit Issued DEPARTMENTS: MC't.{g- )- t 7 g uildin Division gm Public Works mav Atk Fire Prevention Structural C w -3C Planning Division Permit Coordinator 0 PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 02/23/17 Structural Review Required DATE: APPROVALS OR CORRECTIONS: DUE DATE: 03/23/17 Approved Corrections Required 11N - (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: !Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: eS—&-11 Bldg Fire ❑ Ping PW 0 Staff Initials: 12/18/2013 � p City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.ci.tukwila.wa.us EVISION.SUBMITTAL -- .,._.__Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Plan Check/Permit Number: D 17-0034 O Response to Incomplete Letter # • Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner • RECEIVED CITY OF TUUKWILA APR 0 6 2097 PERMIT CENTER Project Name: Sylvan View Estates — Lot 2 Project Address: 4719 S 144 St Contact Person: 96'077 "•Cit,%1tet Phone Number: to S1 i " totQ .Summary of Revision: Sic .44) Le MG- . . e tu,11 cam •- a ai +;Iks toiktie tr r-11dn•5 61""e# '# 1 7-)D iZ fv.,1vfr i*w 600144 on 5101 Oa tAILAit Dow` �tc.,kn tN 15 aGfl 7 'o Wilt. 1&D I i $ t A // co. 7,00 3 Lam- t Rete SS' (dhtoer PkAlc Ponl,hc Sheet Number(s): � 6,40 07e3 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: 4&14) Entered in TRAKiT on (i q/b 6 /r7 \applications\forms-applications on line\revision submittal Created: 8-13-2004 Revised: O City of Tukwila 0 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. Date: 7, 1 I 17 Plan Check/Permit Number: b) 7 '' 00 3 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: \VAA6V1 v " �✓ /, /V^' / Project Address: /4 S. / V7 of sr- Contact TContact Person /i2) 11t -paPhone Number:7Q —57fri 29 Summary of Revision: $tAgr f / 7rq - D� • ' /p 4-r oC G/4 -`3L- YL eeitri %GA-j'j 01-:1 5440✓e72 .41/4H1.4 -131U /tePvg-T RECEIVED CITY OF TUKWILA FEB 2 'c 2017 Sheet Number(s): "Cloud" or highlight all areas of revision includin ate of . evision Received at the City of Tukwila Permit Center by: ❑ Entered in TRAKiT on . W:\Permit Center \Templates\Forms\Revision Submittal Form.doc Revised: August 2015 PERMIT CENTER Residential Sewer Use Certification Sewage Treatment Capity Charge To be completed for all new sewer connections, reconnections, or change of use of existing connections. Please Print or Type 91 I 1 51 i %y sr' Property Street Address Ci State ZIP I L( -' v'-' /136 Si Ow er's Name 11,31 / s-�4-,4 S. 1446 2- Owr)eMailing Address ` 1*, k?11'"i -wA �fif,r tY State ZIP 1,--5-11 -S-6tc Owner's Phone Number (with Area Code) Propentact Phone Number (with Area Code) Party to be Billed (if different than Owner): Name Street Address City State ZIP Please check appropriate box: Residential Customer Equivalent (RCE) 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 = L_I 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 El No 1.6 2.4 3.2 00 3 La King County Department of Natural Resources and Parks Wastewater Treatment Division For King County Use Onlly Account # No. of RCEs Monthly Rate SeW D str c VI co c gt-�u er is Dafe f S wer Connection RECEIVED CITY OF TUKWILA Side Sewer Permit Number Required: Property Tax Parcel Number c.✓And �%1z�1 �E�CENTER u division Name Subdivision um er FEB 22 2017 Lot umber Block Number Building Name Please report any demolitions of pre-existing structures on this property. Credit for a demolition may be given under some circumstances. (See King County Code 28.84.050, 0.5) Demolition of pre-existing structure? n Yes [ZNo Was structure on Sanitary Sewer? ❑ Yes ❑ No Was Sewer connected before 2/1/90? ❑ Yes ❑ No Sewer disconnect date: Type of structure demolished? Request to apply demolition credit to multiple structures? ❑Yes ❑N 1)11 71....00311 Pursuant to King County Code 28.84.050, 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 at a rate per month, per residential customer or residential customer equivalent, for a period of fifteen years. The purpose of the charge'is to recover 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 206-477-5516. I understand that the information given is cor ct. nderstand that the capacity charge levied will be based on this information. I understand that an •. n may result in a revised capacity charge. Signature of Owner/Representative Print Name of Owner/Representative 1610_6969w_res_sewer_cap_chg_1057.indd Date White - King County Yellow - Local Sewer Agency Pink - Sewer Customer (Rev. 10/16) 4M)12O2M I#• Citi_ of Tukwila t -12i1%111' Atli 1 J VI" VV ti.! rim AVAILABILITY Depart nt of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov PENO.: Part A: To be completed by applicant address (attach map and legal d cription showing hydrant location and size of main): Sitq1, 9. i'14 sr , 'TK�/L 4 G✓ /ae Lor L 'f -City IJl e-14 Spf,1-Tr�� �-�- Owner Information Agent/Contact Person Name::1 W€ 4400)11,46s-, Lu__ ,Name: ". MC'/L' ck_ Address:1/041 / tT / /ES ., M& z Address: s j.l%d�e P111.,hone:111.,gJJ, 4064 P r_ L.44. ?pia, � 4r' Phone: s 41,90e This certificate is for the purposes of: ..7(310 41-71 40 eD �`Residential Building Permit . ❑ Preliminary Plat Commercial/Industrial Building Permit ❑ Rezone Estimated number of service connections and water meter size(s): if 578 " ❑ Short Subdivision 0 Other Vehicular distance from nearest hydrant to the closest poinstructure# /ft. Area is served by (Water Utility District): nt Signature Zz i 7 Dat Part B: To be completed by water utility district 1. The proposed project is within -rUitc-stLA/K,T.:NG- (City/County) 2. No improvements required. 3. The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: N /A (Use separate sheet If more room is needed) 4. Based upon the improvements listed above, water can be provided and will be available at the site with a flow of 1) gpm at 20 psi residual for a duration of 2 hours at a velocity of \ 0 fps as documented by the attached calculationR E C E I V E D 5. Water availability: Acceptable service can be provided to this project 4 Acceptable service cannot be provided to this project unless the improvements in Item B-2 are met. FEB 2 NI7 n System is not capable of providing service to this project. CITY OF TUKWILA I hereby certify that the above information is true and correct, DIli k csau Gr r #125 NLM & tLEY Agency/Phone a.z6' 2'z- 97 By ERMIT CENTER II- Date {�� r C� 0 Atthchrnent to Certificate of Water Availability King County Water District No. 125 The following terms and conditions apply to the attached Certificate of Availability ("Certificate") 1, This Certificate of Water Availability is valid only for the real property referenced herein for the sole purpose of submission to the City of Tukwila ("City"). This Certificate is issued at the request of the City and is not assignable or transferable to any other party. Further, no third person or party shall have any rights hereunder whether by agency or as a third party beneficiary or otherwise. 2. The District makes no representations, expressed or implied, the applicant will be able to obtain the necessary permits, approvals and authorization from the City or any other applicable land use jurisdiction or governmental agency necessary before applicant can utilize the utility service which is the subject of this Certificate, 3. As of the date of the issuance of this Certificate, the District has water available to provide utility service to the real property which is the subject of this Certificate, and the utility systems exist or may be extended by the applicant to provide service to such property. However, the issuance of this Certificate creates no contractual relationship between the District and the applicant or the City, and the issuance of this Certificate may not be relied upon and does not constitute the District's guarantee that water utility service will be available to the real property at the time the applicant may apply to the District for such service. 4. Application for and the possible provision of District utility service to the real property which is the subject of this Certificate shall be subject to and conditioned upon the availability of water service to the real property at the time of such application, as well as all application for utility service, including conservation, water restrictions, and other policies and regulation then in effect. Applicant's Signature District Representative Date RECEIVED Date tITY OF TUKWILA FEB 21, 2017 PERMIT CENTER 1-571-,-4-15 1 triSPRICIT 3460 5 148th Suite 100 Seattle, WA 98168 Phone: (206) 242-3236 Fax: (206)242-1527 CERTIFI:CAT;f OF1S:EWER A1/ALLABIL1TY / NONE A1/AILAI.BILIfTY ' Residential: $:50:00 Certificate of Sewer Availability Part A: (ToBe Compaeted {ByApplicant,) Purpose of Certificate: uiLd.ingPermlt EfShort Division Commercial: $100.00 OR 0 Certificate of Sewer Non -Availability Preliminary Plat or PUD 0: Rezone Proposed Use: Commercial. Residential Singlt Family t Resi denti'al Multi=Farnil'y 0 Other A'pplicant's N.a.me Phone Number Property Address V -1119..c. Tax Lot Number Legal Description (Attach Mapand Legal Description if Necessary ); P rt B: ( To be Completed by..SewerAgency.) a. A Sewer Service Wi)l be provided by side sewerconnection onlyto an existing L.� �f ) size sewer ✓� feet from the site and the sewer system has the'ca.paclty to serve the proposed use. OR 0 b. Sewer service will require an improvement to the sewer system of: 0 (1) L . , feet of sewer trunk or lateral to reach the site; and/or 1. (2) The construction of a collection.system:on the site and/or 0 (3) Other (describe) on/zea�ioT �� 6 vos p ....,+-�..�-,�............. � %�?��'�"?1 ��'i G�� ..:fir -e-... of CO 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 0 b. The sewer system improvement will require a sewer comprehensive amendment. 3' C a. The proposed project is within the corporate limits of the District, orC radar ra Review Board approval for extension of service outside the District. `'0�� Y OR C� a. Annexation or BRB approval -will be necessary to provide service. 2 2017 4. Service is subject to the following; a. District Connection Charges due prior to connection: GFC: $ SFC: $ Unit: $ PERMIT CENTER Permit $ (Subject to Change on Jantiary 1st) Either a King County/METRO Capacity Charge, SWSSD or Midway Sewer District Connection Charge may be due upon connection to sewers. Total $ b. Easements: c. Other 1 hereby certify that the above sewer agency information is true. This certification shall be valid for one year from the date of signature. 0 Required p11- 03t1 - May be Required By Title IS -4- !r,4-7yeC k,../ Date I Z/l `7y/ 7.n 17 1 ; ATTACHMENT TO VALLEY VIEW SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITYINONAVAILABILITY The foilowing teffroS and conditions applyto the attathed VaileyAliew Sewer District ("'Distritt") Certificate of Sewer AvaMbilityiNtWAvallabitity rtertificatel 1. This certificate is valiti only for the real property referenced herein ("Property") which is in the Districts service area, far the sole purpose of submission to the King County Department of Devetopment and Environmental Services, King County Department of Public Health, City of Seattle; City of Tukwila, City of Bturieri andfOr city of Searat MIS certificate is between the Diana and the applicant only and no third person, or party shall have any rights hereunder whether by agency, thirdlarty,berrefittary principles or otherwise 2. This Certificate creates no -coritrattuairelttibnShlp-between- the Distri Cane frhe.appllitant and itssuccessors and assigns anti ds tot constitate and maybueFerd. upon as the cDittrkt's guarantee that sewer serVite will beavall a ble atthetime theapplicantmay apply totheDistrittior such :smite. 3.. . As ofthe date Of the.Distrittssignatureon thistertificatet the District -represents that sewer serviteisavall able mthePropetty throughsewers.ystemsthatexistorthat maybe 'extendelibythie applicant The,District makes 'no Other representations, express indu ding 'without limitation that the applicant wi'II be ,able TO obtain the necessary .permits, approvals and authorintionsfrarrng..Courity, City of Seattle, Citrof TukwilarCityofturien, :City of Seatat or any othetgovernsrrentakagerrcy.before. the applicant can utilize the sewer service which is the:subject of this Certificate. 4. If the District or the applitant Must eXteridthetlistriCt't siwersysterntopirovidesewer servicetothe Property, the iDistritt or applicant May be requiredto obtain from the ,appropriateigovernmental agency the necessary ;perrnits„ approvals arid authorizations. In addition, the governrnent$ agency mayestablish requirements that Mint be satisfied asa. condition :of granting any -such permits; approves or authoritations, which marmakeimpracticalorimpossible the provisionof-sewerservitestothe,Propertyl S. Application fora mid, passible provision of s.ewer servite to the Property shall.be. subject to and conditioned .upon, availability of sewer service to'. the Property at thetimetif suChapplicatiork antrompliance with fe:deral; state, local and District laws, ordin antes, polities, andiar regulations ineffect at thetinte of such application. I arknowlectgrthat 1 have tereivedthe Certificate ofSewerArailabiAtyYNon -Availabitily and this agactrnent, ,and fullyttryderstand the terms and conditions herein. Applicant's signature Date ferrei,t rem, ntF MILLENIAL BUILDERS LLC 1iouce Espmiol Contact. Safety & Health Claims & Insurance Washington State Department of "Labor & industries A -Z Index Help My I.&1 Workplace Rights Trades & Licensing MILLENIAL BUILDERS LLC Owner or tradesperson Principals MCKITTRICK, TODD MICHAEL, PARTNER/MEMBER Doing business as MILLENIAL BUILDERS LLC WA UBI No. 603 118 745 6830 S. 220th Street KENT, WA 98032 206429-3884 KING County Business type Limited Liability Company License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. MILLEBL896LP Effective — expiration 06/17/2011— 06/17/2017 Bond Wesco Insurance Co Bond account no. 46WB027558 $12,000.00 Received by L&I Effective date 06/10/2013 06/06/2013 Expiration date Until Canceled Bond history Insurance Developers Surety & Indem Co Policy no. BIS0002167803 $1,000,000.00 Received by L&I Effective date 03/23/2017 03/27/2017 Expiration date 03/27/2018 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 Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=603118745&LIC=MILLEBL896LP&SAW= 4/24/2017 MILLENIAL BUILDERS LLC No license violations during the previous 6 la riod. Workers' comp Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums. L&I Account ID Account is current. 030,924-03 Doing business as MILLENIAL BUILDERS LLC Estimated workers reported Quarter 4 of Year 2016 "4 to 6 Workers" L&I account representative T3 / REAGAN MOREY (360)902-5135 - Email: MREA235@Ini.wa.gov Workplace safety and health Check for any past safety and health violations found on jobsites this business was responsible for. Page 2 of 2 © Washington State Dept. of Labor & Industries, Use of this site is subject to the laws of the state of Washington. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=603118745&LIC=MILLEBL896LP&SAW= 4/24/2017 10 GRAPHIC SCALE 0 5 10 20 \n \ \ :< .< \ < ' 40 ( IN FEET ) 1" = 10' (22x34) 1" = 20' (11X17) 18.8' \ MAIN LEVEL FF 272.5 \ 5' DRAIN APPROX 50% OF ROOF AREA GARAGE FF 268.5 SECTION 22, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. ss [ SS .a 0 • J 20' •, 1 � CONNECT FOOTING DRAIN TO LOT DRAIN DOWNSTREAM OF DRYWELL AND AT ELEV 6" BELOW CRAWL SPACE \ SS LOT2\ 7,293 SF \ DRAIN APPROX 50% OF ROOF AREA .a \ YARD DRAIN ti 5'x19'x3' DEEP DRYWELL FINISH GRADE 2% MIN reovitift 12" SURROUND GRAVEL W/3 OZ NON—WOVEN FILTER FABRIC 3/4"-1.5" WASHED DRAIN GRAVEL. 3/8" OR PEA GRAVEL MAY BE USED WITH SLOTTED PVC OR IF PERFORATIONS ARE 1/4" OR SMALLER. 2" 4" PERF OR SLOTTED PVC SEE PLAN FOR POINT OF CONNECTION FOOT NG PER ARCH/STRUCTURAL PLANS FOOTING DRAIN NTS L Li ni I- J C-1 1--1 _1' U U Li LI I 1-1 65' y f 1 -LS Li 1_1 1 STORM DRAINAGE BMP SIZING L_I NOTE: THIS LOT IS PART OF A PENDING SHORT PLAT (16-0001) WHICH RECEIVED PRELIMINARY APPROVAL ON JULY. IN LIEU OF A WRITTEN ASSESSMENT FOR THIS INDIVIDUAL LOT, REFER TO THE TIR FOR THE REFERENCED SHORT PLAT FOR MORE INFORMATION CONCERNING SITE INFORMATION, BMP SELECTION, TESC MEASURES, ETC. FUTURE LOT SIZE: REQUIRED MITIGATION: SANDY LOAM SOIL: VOL REQ'D: PROVIDE: VOL PROVIDED: 7,293 SF 10% SITE/LOT AREA = 729 SF 380 CF/1,000 SF (DRYWELL VOLUME) 0.73x380 CF = 277 CF 5'x19'x3'DEEP DRYWELL 285 CF REVISIONS No changes shams ,de to the ;cope of work witho!.d 'nt Tukwila Building NOTE: Revisions will require and may include additional plan rc7if7YJ f, '.y \ 1 SEPARATE -P REQUIRE? ) ' 9 POC11ar;:c:.! Ell Etectr,c 0 PlLImbin fi Cl Chi ci 8t11L►„�. • 0 CONNECT TO EXST SD ..E Q' p \ 4" These plans have been reviewed by the Public Works Department for conformance with current City star\dards. Acceptance is subject to errors and omissions which do not authorize violations of adopted sta\ldards or ordinances. The responsibility for the adectuacy of the design rests totally with the designer. Ad 'tions, deletions or revisions to these drawings after 'this date wil void this acceptance and will requira resubmit IS of revised drawings for subsequent approval. Final acceptance i ubject to field inspection by the Public Worksutilities inspector, 0 By: Date: CONC\ DRIVEWAY \ \ \ 25' ACCESS AND UTILITY EASEMENT PER SHORT PLAT DOWNSPOUT VDcp Pe7 FILE COPY Permit No, 0 Plan review a prcvEl Li subject to orro: nd omissions. Approval of consiiE iiJn docuris .Ls s a n oi „.. the violation of any ado te+ +de or.•rdinance� :�o{ire l p t of approved Field Co + • , f �:��; . Copy;',40K � acknowledged: By: Date: City of Tukwila BUILDING DIVISION YARD DRAIN 18" LCPE PIPE W/18" CAST IRON GRATE. LENGTH AS REQ'D. 15' MIN 5' TO SLAB ON GRADE 1/4" GALV MESH SCREEN ON 90' BEND. SECURE W/SS HOSE CLAMP. GROUT PIPE PENETRATIONS. SET YARD DRAIN IN 4" CONCRETE BASE VICINITY MAP NTS CONTACT INFORMATION APPLICANT: ENGINEER/SURVEYOR: RESILIENCE HOLDINGS, LLC 6830 S 220TH ST KENT, WA 98032 CONTACT: JOHN EVERETT 206-915-3095 DUNCANSON COMPANY, INC 145 SW 155TH ST, #102 SEATTLE, WA 98166 CONTACT: HAROLD DUNCANSON 206-244-4141 SITE INFORMATION SITE LOCATION: PARCEL NUMBER: SITE AREA: ALLOWABLE BLDG COVERAGE: PROPOSED BLDG COVERAGE: 4719 S 144TH ST TUKWILA, WA 98168 004000XXXX 7,293 SF (7,293 — 6,500)(0.00125) = 1 35% — 1% = 34% 0.34x7,293 SF = 2, `� 7a 2,099 SF (PER TMC 18.06.09 7) DEVELOPMENT AREA ROOF 2,525 SF WALK 61 SF DRIVEWAY 590 SF COMMON ACCESS 1,160 SF PERVIOUS PVMT (075%) 524 SF TOTAL 4,860 SF ZONING: CUT FI LDR 20± CY N/ LEGAL DESCRIPTION 67% LOT 2, CITY OF TUKWILA SHORT PLATL16-0030 AS FILED UNDER KING COUNTY RECORDING NO. 20170321900006, KING COUNTY, WASHINGTON LINE SIDES AND TOP OF HOLE W/NON WOVEN DRAINAGE FABRIC—MIRAFI 140 NS OR EQ NATIVE FILL W/TOPSOIL MARK EACH CORNER OF DRYWELL W/2' STICK OF #4 REBAR. SET TOP APPROX 3" BELOW FINISH GRADE SET OVERFLOW PIPE AT CROWN OF INLET PIPE 1' MIN COVER _I I ' ar `'?�" �.;�` r.y�i� *►i`}.�'! ��J�?`-s!i man r r ���'� �i•i`*!►��'�i����i�i�i 4i���i` •. ,�. fit, �r. ,r�, � . +* .►• i '—,r '•1 '�i ''l i.,. rte. z+..,t`Y..',.,..;or.. , w' tL ie�� 4111,!4.! 0,LA as vi,�a►rr,04.411 •' f��10���,�v` i i 1,�w% •r W, . Y w4r T44141t�`^Ii9 f # r*.w "wAk 111 aim "11101,, LENGTH "L" PE" PLAN 4" SDR35 PVC TIGHTLINE 3/4x1.5" WASHED DRAIN GRAVEL DEPTH "D" PER PLAN D17 TIGHTLINE OUTSIDE OF DRYWELL TO GRAVITY OVERFLOW LINE 4" PVC PERF PIPE SET LEVEL. EXTENT TO W/IN 1' OF DRYWELL EDGE & CAP. PROVIDE TEE AND MULTIPLE DISTRIBUTION PIPES IF SPECIFIED IN PLAN VIEW LIMITED INFILTRATION DRYWELL NTS RECEIVED CITY OF TUKWILA APR 0 6 2011 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED APR 21 2011 City of Tukwila D=.. DI ►.G ISI CORRECTION LTR# Know what's below. CaII 48 hours before you dig. X: \PROJECTS\2016 PROJECTS\16459 MILLENNIAL TUKWILA\16459 C3D\LOT2 HOUSE CIVIL.DWG DUNCANSON Company, Inc. 145 SW 155th Street, Suite 102 Seattle, Washington 98166 Phone 206.244.4141 Fax 206.244.4455 CO 01 = co O CD N co MZ co W co Ne >- m DESCRIPTION ADD FTG DRN & DEV AREA Q 0 z \ vi .1 i 0 cn \ \ \ \ , •0 STABILIZED • CONSTRUCTION ENTRANCE CLEARING LIMITS l STOCKPILE, COVER AS REQ'D \ \ C vdyy FILTER FENCE, TYP. SD x n Li 1 I Li _1 El n \ LI H LJ 0 (11 • GRAPHIC SCALE ( IN FEET ) 1" = 10' (22x34) 1" = 20' (11X17) GRADING AND EROSION CONTROL NOTES 1. THE EROSION PREVENTION AND SEDIMENT CONTROL (ESC) MEASURES ON THE APPROVED PLANS ARE MINIMUM REQUIREMENTS. 2. BEFORE BEGINNING ANY CONSTRUCTION ACTIVITIES, ESTABLISH THE CLEARING LIMITS, INSTALL CONSTRUCTION ENTRANCE, AND INSTALL EROSION PREVENTION AND SEDIMENT CONTROL MEASURES. 3. BEFORE ANY GROUND DISTURBANCE OCCURS, ALL DOWNSTREAM EROSION PREVENTION AND SEDIMENT CONTROL MEASURES (ESC) MUST BE CONSTRUCTED AND IN OPERATION. INSTALL AND MAINTAIN ALL ESC MEASURES ACCORDING TO THE ESC PLAN. 4. ESC MEASURES, INCLUDING ALL PERIMETER CONTROLS, SHALL REMAIN IN PLACE UNTIL FINAL SITE CONSTRUCTION IS COMPLETED AND PERMANENT STABILIZATION IS ESTABLISHED. 5. FROM MAY 1 THROUGH SEPTEMBER 30, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNWORKED FOR SEVEN DAYS OR MORE. 6. FROM OCTOBER 1 THROUGH APRIL 30, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNWORKED FOR TWO DAYS OR MORE. IN ADDITION TO COVER MEASURES, THE CONTRACTOR SHALL: a. • PROTECT STOCKPILES AND STEEP CUT AND FILL SLOPES IF UNWORKED p'MFGQR MORE THAN 12 HOURS. b. 'STOCKPILE, ON SITE, ENOUGH COVER MATERIALS TO COVER ALL DISTURBED AREAS. c. BY OCTOBER 8, SEED ALL AREAS THAT WILL REMAIN UNWORKED DURING THE WET SEASON (OCTOBER 1 THROUGH APRIL 30). MULCH ALL SEEDED AREAS. 7. FAILURE TO MAINTAIN ESC MEASURES IN ACCORDANCE WITH THE APPROVED MAINTENANCE SCHEDULE MAY RESULT IN THE WORK BEING PERFORMED AT THE DIRECTION OF THE DIRECTOR AND ASSESSED AS A LIEN AGAINST THE PROPERTY WHERE SUCH FACILITIES ARE LOCATED. 8. DURING THE LIFE OF THE PROJECT, THE PERMITTEE SHALL MAINTAIN IN GOOD CONDITION AND PROMPTLY REPAIR, RESTORE, OR REPLACE ALL GRADE SURFACES; WALLS, DRAINS, DAMS, STRUCTURES, VEGETATION, EROSION AND SEDIMENT CONTROL MEASURES, AND OTHER PROTECTIVE DEVICES IN ACCORDANCE WITH APPROVED PLANS. 9. THE PERMITTEE SHALL MONITOR THE DOWNSTREAM DRAINAGE FEATURES, AND SHALL, WITH THE DIRECTOR'S APPROVAL, REMOVE ALL SEDIMENT DEPOSITION RESULTING FROM PROJECT—RELATED WORK. DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS B-4 10. ALL WORK PERFORMED SHALL BE PER APPROVED PLANS AND SPECIFICATIONS ONLY. THE PERMITTEE IS REQUIRED TO MAINTAIN A SET OF APPROVED PLANS AND SPECIFICATIONS AND ASSOCIATED PERMITS ON THE JOB SITE. WORK SHALL BE PERFORMED IN ACCORDANCE WITH ALL FEDERAL, STATE, AND LOCAL LAWS. 11. AS THE FIRST ORDER OF BUSINESS, THE PERMITTEE SHALL INSTALL EROSION PREVENTION AND SEDIMENT CONTROL MEASURES PER THE ESC AND SHALL INSTALL THE DOWNSTREAM TEMPORARY ESC MEASURES BEFORE ANY SITE DISTURBANCE BEFORE THE TEMPORARY MEASURES ARE REMOVED, INSTALL AND ESTABLISH THE UPSTREAM PERMANENT ESC MEASURES. 12. THE PERMITTEE SHALL AT ALL TIMES PROTECT SENSITIVE AREAS, THEIR BUFFERS, AND ADJACENT PRIVATE PROPERTIES AND PUBLIC RIGHTS—OF--WAY OR EASEMENTS FROM DAMAGE DURING GRADING OPERATIONS. THE PERMITTEE SHALL RESTORE, TO THE STANDARDS IN EFFECT AT THE TIME OF THE ISSUANCE OF THE PERMIT, SENSITIVE AREAS, THEIR BUFFERS, AND PUBLIC AND PRIVATE PROPERTIES AND IMPROVEMENTS DAMAGED BY THE PERMITTEE'S OPERATIONS. 13. PERMITTEE SHALL ARRANGE FOR AND COMPLY WITH THE FOLLOWING: a. NOTIFY THE PUBLIC WORKS DEPARTMENT WITHIN 48 HOURS FOLLOWING INSTALLATION OF ESC MEASURES. b. OBTAIN PERMISSION IN WRITING FROM THE PUBLIC WORKS DEPARTMENT PRIOR TO MODIFYING THE ESC PLAN. c. MAINTAIN ALL ROAD DRAINAGE SYSTEMS, STORM WATER DRAINAGE SYSTEMS, CONTROL MEASURES AND OTHER FACILITIES AS IDENTIFIED IN THE ESC PLAN. d. REPAIR ANY SILTATION OR EROSION DAMAGES TO ADJOINING PROPERTIES AND DRAINAGE FACILITIES. e. INSPECT ACCORDING TO THE APPROVED ESC INSPECTION SCHEDULE AND MAKE NEEDED REPAIRS IMMEDIATELY. RECOMMENDED CONSTRUCTION SEQUENCE 1. HOLD THE PRE—CONSTRUCTION MEETING. 2. POST SIGN WITH NAME AND PHONE NUMBER OF ESC SUPERVISOR (MAY BE CONSOLIDATED WITH THE REQUIRED NOTICE OF CONSTRUCTION SIGN). 3. FLAG OR FENCE CLEARING LIMITS. 4. INSTALL CATCH BASIN PROTECTION, IF REQUIRED. 5. GRADE AND INSTALL CONSTRUCTION ENTRANCE(S). 6. INSTALL PERIMETER PROTECTION (SILT FENCE, BRUSH BARRIER, ETC.). 7. CONSTRUCT SEDIMENT PONDS AND TRAPS. 8. GRADE AND STABILIZE CONSTRUCTION ROADS. 9. CONSTRUCT SURFACE WATER CONTROLS (INTERCEPTOR DIKES, PIPE SLOPE DRAINS, ETC.) SIMULTANEOUSLY WITH CLEARING AND GRADING FOR PROJECT DEVELOPMENT. 10. MAINTAIN EROSION CONTROL MEASURES IN ACCORDANCE WITH KING COUNTY STANDARDS AND MANUFACTURER'S RECOMMENDATIONS. 11. RELOCATE EROSION CONTROL MEASURES, OR INSTALL NEW MEASURES SO THAT AS SITE CONDITIONS CHANGE, THE EROSION AND SEDIMENT CONTROL IS ALWAYS IN ACCORDANCE WITH THE KING COUNTY EROSION AND SEDIMENT CONTROL STANDARDS. 12. COVER ALL AREAS THAT WILL BE UNWORKED FOR MORE THAN SEVEN DAYS DURING THE DRY SEASON OR TWO DAYS DURING THE WET SEASON WITH STRAW, WOOD FIBER MULCH, COMPOST, PLASTIC SHEETING, OR EQUIVALENT. 13. STABILIZE ALL AREAS WITHIN SEVEN DAYS OF REACHING FINAL GRADE. 14. SEED, SOD, STABILIZE, OR COVER ANY AREAS TO REMAIN UNWORKED FOR MORE THAN 30 DAYS. 15. 15. UPON COMPLETION OF THE PROJECT, STABILIZE ALL DISTURBED AREAS AND REMOVE BMPS IF APPROPRIATE. br1003 APPROVED MAR 012017 City at Tukwila. Ptif3LIC Works CIT REVIEWED FOR CODE COMPLIANCE APPROVED I) •• APR 21 2017 City of Tukwila EDAM DIVISION FEB 22 2017 PERMIT CENTER Know what's below. Call 48 hours before you dig. X: \PROJECTS\2016 PROJECTS\16459 MILLENNIAL TUKWILA\16459 C3D\LOT2 HOUSE CIVIL.DWG DUNCANSON Company, Inc. 145 SW 155th Street, Suite 102 Seattle, Washington 98166 Phone 206.244.4141 Fax 206.244.4455 CD CO = Oo O 0) N 'Q co oz co w Ne >- m DESCRIPTION 0 z TESC PLAN IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE PAD �iei�i�i�74i4i•i•i�i0i► �►. ice•n•�'!w �i•� **19 11111111111111 ���d������t�������t�l��A, II I Iii 1�z.����������;� II roidipitmoiei�i i�i0i►..6i. IQI 11111=����-�. 1111 �i�i�i�:�=�:�:�:�:1����:.' 1111 IiII=I:I:I:I:Ig1�I=►,1,. III ! a. ♦ i i i i i i i i i i 1111 .�������. I11I I�I�I�11 IIyI=1I=1.1. 111- -•--=:•x < tea. 111 �I�-lijirrr,I••1 �1••1••1••I•-1�•I••1••►`1� i i i i i i'. i i. i i' INSTALL CULVERT IF o �_,r_ 11111.rOs !7 i � sjAtidbk= Iii..,.. •. 01401 DITCH IS PRESENT pG lF 11*4b, 114-744-44:414-40- PER ROAD STANDARDS -1A0D � 4><c›ll�lhi!**: xZ!� soq 111IIi _?"440 REFER TO SECTION D.4.4.1 OF lls+ 4)0c1 I1111� THE KING COUNTY SWDM FOR ADDITIONAL INFORMATION PER ROAD STANDARDS, DRIVEWAYS so, SHALL BE PAVED TO THE EDGE OF R/W op PRIOR TO INSTALLING CONSTRUCTION .c ENTRANCE TO AVOID DAMAGING PAVEMENT EDGE. CROWN -91/45, ENTRANCE TO DRAIN. qLq/l"tree. CONSTRUCTION ENTRANCE PROVIDE FULL WIDTH OF INGRESS/EGRESS AREA KCSWDM FIGURE D.3.4.A DEPT. OF ECOLOGY — BMP C105 NOT TO SCALE GRATE RETRIEVAL SYSTEM GEOTEXTILE OVERFLOW BYPASS CATCH BASIN PROTECTION MAINTENANCE 1. PERFORM MAINTENANCE IN ACCORDANCE WITH STANDARD SPECIFICATION 8-01.3(15). 2. SIZE THE BELOW GRATE INLET DEVICE (BGID) FOR THE STORM WATER STRUCTURE IT WILL SERVE. 3. THE BGID SHALL HAVE A BUILT—IN HIGH—FLOW RELIEF SYSTEM (OVERFLOW BYPASS). 4. THE RETRIEVAL SYSTEM MUST ALLOW REMOVAL OF THE BGID WITHOUT SPILLING THE COLLECTED MATERIAL. CATCH BASIN PROTECTION KCSWDM FIGURE D.3.5.F DEPT. OF ECOLOGY — BMP C220 NOT TO SCALE FILTER FABRIC MATERIAL (60" WIDE ROLLS) OVER 2"x2"x14 GA WIRE MESH. USE STAPLES OR RINGS TO ATTACH FABRIC TO WIRE _ 2' MIN 12" MIN 1 -77;111E --- 12" I1= BURY BOTTOM OF FENCE IN 4"x4" TRENCH 6' MAX. SPACING 8' W/STEEL POSTS 2"x4" STANDARD OR BETTER (NARROW SIDE TO FENCE) OR STEEL FENCE POSTS ELEVATION FINISHED GROUND SURFACE PROVIDE 3/4" — 13/2" WASHED GRAVEL BACKFILL IN TRENCH AND ON BOTH SIDES OF ORANGE FILTER FENCE ON THE SURFACE. SECTION MAINTENANCE STANDARDS: 1. ANY DAMAGE SHALL BE REPAIRED IMMEDIATELY. 2. IF CONCENTRATED FLOWS ARE EVIDENT UPHILL OF THE FENCE, THEY MUST BE INTERCEPTED AND CONVEYED TO A SEDIMENT TRAP OR POND. 3. IT IS IMPORTANT TO CHECK THE UPHILL SIDE OF THE FENCE FOR SIGNS OF THE FENCE CLOGGING AND ACTING AS A BARRIER TO FLOW AND THEN CAUSING CHANNELIZATION OF FLOWS PARALLEL TO THE FENCE. IF THIS OCCURS, REPLACE THE FENCE OR REMOVE THE TRAPPED SEDIMENT. 4. SEDIMENT MUST BE REMOVED WHEN THE SEDIMENT IS 6 INCHES HIGH. 5. IF THE FILTER FABRIC (GEOTEXTILE) HAS DETERIORATED DUE TO ULTRAVIOLET BREAKDOWN, IT SHALL BE REPLACED. FILTER FABRIC FENCE KCSWDM FIGURE D.3.3.A DEPT. OF ECOLOGY — BMP C233 NOT TO SCALE ri 003 APPROVED MAR 0 1 2017 City of Tukwila ?IJBLIC Works REVIEWED FOR CODE COMPLIANCE APPROVED APR 21 2017 City of Tukwila BUILDING DIVISION CITY OF TUKWILA FEB 22 2017 PERMIT CENTER 4441./.\ ( Know what's below. CaII 48 hours before you dig. X: \PROJECTS\2016 PROJECTS\16459 MILLENNIAL TUKWILA\16459 C3D\LOT2 HOUSE CIVIL.DWG DUNCANSON Company, Inc. 145 SW 155th Street, Suite 102 Seattle, Washington 98166 Phone 206.244.4141 Fax 206.244.4455 CO CO I co N Q c C7z co w REVISIONS DESCRIPTION 1- 0 z W Q CA W N W O > TESC DETAILS RAI 0 s BUILDING CODE: 2015 INTERNATIONAL BLDG. CODE (IBC), AND BY REFERENCE WHERE APPLICABLE THE 2015 INTERNATIONAL RESIDENTIAL CODE (IRC) AS AMENDED BY LOCAL JURISDICTION. ROOF LEVE LOAD = 25 PSF (SNOW) ROOF DEAD LOAD = 15 PSF FLOOR LivE LOAD = 40 PSF (REDUCIBLE) FLOOR DEAD LOAD = 12 PSF PARTITION = 10 PSF WIND LOAD = 110 MPH WIND SPEED, EXPOSURE "B" SOiL SITE CLASS "D" CONSTRUCTION TYPE: V OCCUPANCY GROUP: R-3 DESIGN CRITERIA: TABLE R301.2(1) GROUND SNOW LOAD WIND SPEED (mph) p SEISMIC DESIGN CATEGORY SUBJECT TO DAMAGE FROM WINTER DESIGN TEMP. ICE SHIELD UNDER - LAYMENT REQUIRED FLOOD HAZARDS AIR FREEZING INDEX MEAN ANNUAL TEMP WEATHERING FROST LINE DEPTH TERMITE DECAY 30 85 DI/D2 MOD 15 SLIGHT- MOD SLIGHT 11 NO LOCAL JURISDICTION 50 50 CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS 4 CONDITIONS PRiOR TO CONSTRUCTION, IT IS THE CONTRACTOR'S RESPONSIBILITY TO IDENTIFY ALL OMISSIONS AND/OR DISCREPANCIES TO THE ARCHITECT PRIOR TO PROCEEDING WITH WORK. DIMENSIONS TAKE PRECEDENT OVER SCALED DRAWINGS. DEFERRED SUBMITTAL ITEMS THE FOLLOWING IS A LIST OF ITEMS THAT ARE NOT INCLUDED IN THIS PLAN AND SHOULD BE PROVIDED BY THE BUILDER AT TIME OF APPLICATION FOR PERMIT OR AS A DEFERRED SUBMITTAL ITEM: - ALTERNATIVE: I-JOIST/BEAM MANUFACTURER FLANS. - MANUFACTURED TRUSS DESIGNS AND LAYOUTS - l-IvAC SYSTEMS DESIGN - ELECTRICAL FLANS 4 SPECIFICATIONS (IF REQUIRED) Si I WORK GENERAL UNLESS A SOILS INVESTIGATION BY A QUALIFIED SOILS ENGINEER 16 PROVIDED, FOUNDATION DESIGN IS BASED ON AN ASSUMED AVERAGE SOIL BEARING OF 1500 PSF. EXTERIOR FOOTINGS SHALL BEAR 18" (MINIMUM) BELOW FINISHED GRADE, ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. BACKFILL TO BE THOROUGHLY COMPACTED. BOLT HEADS AND NUTS BEARING AGAINST WOOD TO BE PROVIDED WITH 1/4"x3"x3" PLATE WASHERS. WOOD BEARING ON OR INSTALLED WITHIN 1" OF MASONRY OR CONCRETE TO BE PRESSURE TREATED WITH AN APPROVED PRESERVATIVE. FOUNDATION SILL BOLTS TO BE 5/5" DIAMETER AT 6'-0' O.C. U.N.O. WITH MIN. 1" EMBEDMENT METAL FRAMING CONNECTORS TO BE MANUFACTURED BY SIMPSON STRONG -TIE OR USP STRUCTURAL CONNECTORS CARP Rv GENERAL ALL NAILING TO COMPLY WITH REQUIREMENTS OF IRC TABLE 86023(1) GYPSUM WALL BOARD AT INTERIOR WALLS TO BE FASTENED ACCORDING TO TABLE R1023.5 ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. FIELD CUT ENDS, NOTCHES, AND DRILLED HOLES OF PRESSURE TREATED LUMBER SHALL BE RETREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4. PER IRC 3113, FASTENERS FOR PRESSURE PRESERVATIVE AND FIRE RETARDANT TREATED WOOD SHALL 13E OF HOT -DIPPED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE, OR COPPER 6° MIN. CLEARANCE BETWEEN WOOD AND EARTH. 12" MIN. CLEARANCE BETWEEN FLOOR BEAMS AND EARTH. 18' MIN. CLEARANCE BETWEEN FLOOR JOIST AND EARTH. FASTENERS ALL NAILS SPECIFIED ON THiS PLAN SHALL BE COMMON OR GALVANIZED BOX (UNLESS NOTED OTHERWISE) OF THE DIAMETER AND LENGTH LISTED BELOW OR AS PER APPENDIX L OF THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NDS) 8d COMMON (0.131' DIA., 2-1/2" LENGTH), 8d BOX (0.113' DIA, 2-1/2' LONG), 10d COMMON (0.148' DIA., 3" LONG) I0d BOX (0.125' PIA., 3' LENGTH), I6d COMMON (0.162' PIA, 3-1/2' LONG), 16d SINKER (0.145 PIA, 3-1/4' LONG) 5d COOLER (0.086' DIA., I-5/8' LONG ), 6d COOLER (0.092' PIA., 1-1/5' LONG) LUMBER GRADES FRAMING LUMBER SHALL COMPLY WITH THE LATEST EDITION OF THE GRADING RULES OF THE WESTERN PRODUCTS ASSOCIATION OR THE WEST COST LUMBER INSPECTION BUREAU. ALL SAWN LUMBER SHALL BE STAMPED WITH THE GRADE MARK OF AN APPROVED LUMBER GRADING AGENCY AND SHALL HAVE TI -4E FOLLOWING UNADJUSTED DESIGN MINIMUM PROPERTIES: JOISTS: WOOD TYPE: 2X4 2X6 OR LARGER HF *2 - Fb=915 psi, Fv=150 psi, Fc=1300 psi, E=1300000psi DF *2 - Fb=915 psi, Fv=150 psi, Fc=1300 psi, E=I300000psi BEAM DF -L *2 - Fb=900 psi, Fv=180 psi, Fc=1350 psi, E=1600000psi DF -L *2 - Fb=815 psi, Fv=110 psi, Fc=600 psi, E=1300000psi 4X 6X OR LARGER STUDS HF *2 - Fb=975 psi, Fv=150 psi, Fc=1300 psi, E=1300000psi DF *2 - Fb=975 psi, Fv=150 psi, Fc=1300 psi, E=1300000psi 2X4 2X6 OR LARGER POSTS DF *2 - Fb=975 psi, Fv=150 psi, Fc=1300 psi, E=1300000psi PF *2 - Fb=975 psi, Fv=150 psi, Fc=1300 psi, E=1300000psi PF -L *1 - Fb=1200 psi, Fv=110 psi, Fc=1000 psi, E=1600000psi 4X4 4X6 OR LARGER 6X6 OR LARGER GLUED -LAMINATED BEAM (GLB) SHALL BE 24F -V4 FOR SINGLE SPANS 4 24F -VS FOR CONTINUOUS OR CANTILEVER SPANS WITH THE FOLLOWING MINIMUM PROPERTIES: Fb = 2,400 PSI, Fv = 165 PSI, Fc = 650 P5I (PERPENDICULAR), E = 1,800,000 PSI. ENGINEERED WOOD BEAMS AND I -JOIST CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND SPECIFICATIONS FOR APPROVAL BY BUILDING OFFICIAL. DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST ICC EVALUATION REPORT. BEAMS DESIGNATED AS Fb = 2,900 PSI, Fv = 290 BEAMS DESIGNATED AS ,Fb = 2,600 PSI, Fv = 285 "PSL" SHALL HAVE THE MINIMUM PROPERTIES: PSI, Fc = 150 PSI (PERPENDICULAR), E = 2,000,000 PSI. "LVL" SHALL HAVE THE MiNIMUM PROPERTIES: P5I, Fc = 150 P61 (PERPENDICULAR), E = 1,900,000 PSI. BEAMS DESIGNATED AS "LSL" SHALL NAVE THE MINIMUM PROPERTIES: Fb = 1,100 PSI, Fv = 400 PSI, Fc = 6S0 PSI (PERPENDICULAR), E = 1,300,000 P5I. CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SHALL BE LIMTED AS FOLLOWS: FLOOR LIVE LOAD MAXIMUM = L/480, FLOOR TOTAL LOAD MAXIMUM = L/240. WINDOW iNSTAL-L-ATiON WINDOWS SHALL BE INSTALLED AND FINISHED IN ACCORDANCE WITH THE MANUFACTURER'S WRITTEN INSTALLATION INSTRUCTIONS. WRITTEN INSTALLATION INSTRUCTIONS SHALL BE PROVIDED BY THE MANUFACTURER FOR EACH WINDOW. CARP \TRY (00 i\LJ D) PREFABRICATED WOOD TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED TO SUPPORT SELF WEIGHT PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS AS STATED IN THE GENERAL NOTES. TRUSSES SHALL BE DESIGNED 4 STAMPED BY A REGISTERED DESIGN PROFESSIONAL AND FABRICATED ONLY FROM THOSE DESIGNS. NONBEARING WALLS SHALL BE HELD AWAY FROM THE TRUSS BOTTOM CHORD WITH AN APPROVED FASTENER (SUCH AS SIMPSON STC) TO ENSURE THAT THE TRUSS BOTTOM CHORD WILL NOT BEAR ON THE WALL. ALL PERMANENT TRUSS MEMBER BRACING SHALL BE INSTALLED PER THE TRUSS DESIGN DRAWINGS. ROOF/UAL/FLOOR 51EATI-IING TYPICAL WALL 4 ROOF SHEATHING 51-IALL BE 1/16' SHEATHING MINIMUM UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE Sd COMMON a 6' O.C. 6 PANEL EDGES AND 12' O.C. IN FIELD UN.O. ON SHEARWALL SCHEDULE. SPAN INDEX SHALL BE 24/0 FOR WALLS AND 24/16 FOR ROOF. FLOOR SHEATHING SHALL BE 3/4' T4G SHEATHING, UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE Sd COMMOM AT 6° O.C. a PANEL EDGES AND 12' O.C. IN FIELD. SPAN INDEX SHALL BE 40/20 UNLESS NOTED OTHERWISE. STAGGER END LAPS AT ROOF AND FLOOR SHEATHING. S�l ATIO D M0 SIUR FRO 0 I0\ GENERAL MAINTAIN 1" CLEARANCE ABOVE INSULATION FOR FREE AIR FLOW. INSULATION BAFFLES TO EXTEND 6," ABOVE BATT INSULATION INSULATION BAFFLES TO EXTEND 12" ABOVE LOOSE FILL INSULATION INSULATE BEHIND TUBS/SHOWERS, PARTITIONS AND CORNERS FACE -STAPLE FACED BATTS FRICTION -FIT UNFACED BATTS USE 4 MIL POLY VAPOR RETARDER AT EXTERIOR WALLS R-10 INSULATION UNDER ELECTRIC WATER HEATERS. INSULATION MATERIALS INSULATION MATERIAL, INCLUDING FACINGS, SUCH AS VAPOR RETARDERS OR VAPOR PERMEABLE MEMBRANES INSTALLED WITHIN FLOOR -CEILING ASSEMBLIES, ROOF -CEILING ASSEMBLIES, WALL ASSEMBLIES, CRAWL SPACES,_ AND ATTICS SHALL HAVE A FLAME -SPREAD INDEX NOT TO EXCEED 25 WITH AN ACCOMPANYING SMOKE -DEVELOPED INDEX NOT TO EXCEED 450 WHEN TESTED IN ACCORDANCE WITH ASTM E 84 EXCEPTIONS: I. WHEN SUCH MATERIAL ARE INSTALLED IN CONCEALED SPACES, THE FLAME -SPREAD AND SMOKE-DEVELOPEMENT LIMITATIONS DO NOT APPLY TO THE FACINGS, PROVIDED THAT THE FACING 15 INSTALLED IN SUBSTANTIAL CONTACT WITH THE UNEXPOSED SURFACE OF THE CEILING, FLOOR, OR WALL FINISH. 2. CELLULOSE LOOSE -FILL INSULATION, WHICH IS NOT SPRAY APPLIED, COMPLYING WITH THE REQUIREMENTS OF IRC 8302.1.10.3, SHALL ONLY BE REQUIRED TO MEET THE SMOKE -DEVELOPED INDEX OF NOT MORE THAN 450. INFILTRATION CONTROL EXTERIOR JOINTS AROUND WINDOWS AND POOR FRAMES, PENETRATIONS IN FLOORS, ROOFS AND WALLS AND ALL SIMILAR OPENINGS SHALL BE SEALED, CAULKED, GASKETED OR WEATHERSTRIPPED TO LIMIT AIR LEAKAGE. VAPOR BARRIERS / GROUND COVERS AN APPROVED VAPOR BARRIER SHALL BE PROPERLY INSTALLED IN ROOF DECKS, IN ENCLOSED CEILING SPACES AND AT EXTERIOR WALLS. A GROUND COVER OF 6 MIL (0.006") BLACK POLYETHYLENE OR EQUIVALENT SHALL BE LAID OVER THE GROUND IN ALL CRAWL SPACES. THE GROUND COVER SHALL BE OVERLAPPED ONE FOOT AT EACH JOINT AND SHALL EXTEND TO THE FOUNDATION WALL. UJALL FLASHINC APPROVED CORROSION -RESISTANT FLASHING SHALL BE PROVIDED IN THE EXTERIOR WALL ENVELOPE IN SUCH A MANNER AS TO PREVENT ENTRY OF WATER INTO THE WALL CAVITY OR PENETRATION OF WATER TO THE BUILDING STRUCTURAL FRAMING COMPONENTS. THE FLASHING SHALL EXTEND TO THE SURFACE OF THE EXTERIOR WALL FINISH AND SHALL BE INSTALLED TO PREVENT WATER FROM REENTERING THE EXTERIOR WALL ENVELOPE. APPROVED CORROSION -RESISTANT FLASHINGS SHALL BE INSTALLED AT ALL OF THE FOLLOWING LOCATIONS: 1. AT TOP OF ALL EXTERIOR WINDOW AND DOOR OPENINGS IN SUCH A MANNER AS TO BE LEAKPROOF, EXCEPT THAT SELF -FLASHING WINDOWS HAVING A CONTINUOUS LAP OF NOT LESS THAN 1-1/5' (25 mm) OVER THE SHEATHING MATERIAL AROUND THE PERIMETER OF THE OPENING, INCLUDING CORNERS, DOO NOT REQUIRE ADDITIONAL FLASHING± JAMB FLASHING MAY ALSO BE OMITTED WHEN SPECIFICALLY APPROVED BY THE BUILDING OFFICIAL. 2. AT THE INTERSECTION OF CHIMNEYS OR OTHER MASONRY CONSTRUCTION WITH FRAME OR STUCCO WALLS, WITH PROJECTING LIPS ON BOTH SIDES UNDER STUCCO OPENINGS. 3. UNDER AND AT THE ENDS OF MASONRY, WOOD, OR METAL COPINGS AND SILLS. 4. CONTINUOUSLY ABOVE ALLPROJECTING WOOD TRIM. 5. WHERE EXTERIOR PORCHES, DECKS, OR STAIRS ATTACH TO A WALL OR FLOOR ASSEMBLY OF WOOD CONSTRUCTION. 6. AT WALL AND ROOF INTERSECTIONS. 1. AT BUILT-IN GUTTERS. DAT 0 QUA RFROO \G 4 DAMPROO G DAMPROOF ING EXCEPT WHERE REQUIRED BY SEC. 8406.2 TO BE WATERPROOFED, FOUNDATION WALLS THAT RETAIN EARTH OR ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE DAMPROOFED FROM THE TOP OF THE FOOTING TO THE FINISHED GRADE. MASONRY WALLS SHALL HAVE NOT LASS THAN 8' PORTLAND CEMENT PARGING APPLIED TO THE EXTERIOR OF THE WALL. PARGING SHALL BE DAMPROOFED IN ACCORDANCE WITH ONE OF TI -IE FOLLOWING. 1. BITUMINOUS COATING 2. 3 POUNDS PER SQ. YD. OF ACRYLIC MODIFIED CEMENT 3. 8' COAT OF SURFACE BONDING CEMENT COMPLYING WITH ASTN C 881 4. ANY MATERIAL APPROVED FOR WATERPFOORING IN SEC. R405.2 S. OTHER APPROVED METHODS OR MATERIALS. EXCEPTION: PARGING OF UNIT MASONRY WALLS 15 NOT REQUIRED WHERE A MATERIAL 15 APPROVED FOR DIRECT APPLICATION TO THE MASONRY. \D4TIO\ 4MF 00 W4T RFROO (00\ I D) WATERPROOFING IN AREAS WHERE HIGH WATER TABLE OR OTHER SEVERE SOIL -WATER CONDITIONS ARE KNOWN TO EXIST, EXTERIOR FOUNDATION WALLS THAT RETAIN EARTH OR ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE WATERPROOFED FROM THE TOP OF FOOTING TO FINISHED GRADE. WALLS SHALL BE WATERPROOFED IN ACCORDANCE WITH ONE OF THE FOLLOWING. I. 2 -PLY HOT MOPPED FELT 2. 55 POUND ROOF ROLLING 3.6 -MIL POLYVINYL CHLORIDE 4. 6 -MIL POLYETHYLENE 5. 40 -MIL POLYMER -MODIFIED ASPHALT 6. 60 -MIL FLEXIBLE POLYMER CEMENT 1. 8' CEMENT -BASED, FIBER -REINFORCED, WATERPROOF COATING S. 60 -MIL SOLVANT-FREE, LIQUID -APPLIED SYNTHETIC RUBBER EXCEPTION: ORGANIC-SOLVANT-BASED PRODUCTS SUCH AS HYDROCARBONS, CHLORINATED HYDROCARBONS, KETONS AND ESTERS SHALL NOT BE USED FOR ICF WALLS WITH EXPANDED POLYSTYRENE FOAM MATERIAL. USE OF PLASTIC ROOFING CEMENTS, ACRYLIC COATINGS, LATEX COATINGS, MORTARS AND PARGINGS TO SEAL ICF WALLS IS PERMITTED. COLD -SETTING ASPHALT OR HOT ASPHALT SHALL CONFORM TO TYPE C OF ASTM D 449. HOT ASPHALT SHALL BE APPLIED AT A TEMPERATURE OF LESS THAN 200 DEG. F. ALL JOINTS IN MEMBRANE WATERPROOFING SHALL BE LAPPED AND SEALED WITH AN ADHESIVE COMPATIBLE WITH THE MEMBRANE. ;OCRS, WI DOWS 74» SKiL CHIS GENERAL ALL SKYLIGHTS AND SKY WALLS TO BE LAMINATED GLASS UNLESS NOTED OTHERWISE. BEDROOM EMERGENCY EGRESS WINDOWS SHALL HAVE MINIMUM NET CLEAR OPENING OF 5.1 SQ. FT. WITH MINIMUM NET CLEAR OPENING WIDTH OF 20' AND MINIMUM NET CLEAR OPENING HEIGHT OF 24°. FINISHED SILL HEIGHT SHALL BE MAXIMUM 44' ABOVE FLOOR, MEASURED FROM THE FINISHED FLOOR TO THE BOTTOM OF THE CLEAR OPENING WINDOW FLASHING TO BE FASTENED PER IRC CODE 103.8 WINDOW GUARDS ARE REQUIRED PER IRC 312.2 SAFETY GLAZING SHALL BE INSTALLED IN THE FOLLOWING LOCATIONS OR AS OTHERWISE REQUIRED PER IRC SECTION 8308.4 : SIDE HINGED DOORS EXCEPT JALOUSIES SLIDING GLASS DOORS AND PANELS IN SLIDING 4 BI -FOLD CLOSET DOOR ASSEMBLIES OF A DOOR IN THE CLOSED POSITION 4 BOTTOM EDGE 16 LESS THAN 60" ABOVE 1. SHOWER AND BATH TUB, HOT TUB, WHIRLPOOL, SAUNA, STEAM ENCLOSURES 2. GLAZING UJ/ TI -4E EXPOSED EDGE WITHIN A 24" ARC OF EITHER VERTICAL EDGE 3: STORM DOORS q THE WALKING SURFACE • GLAZING GREATER THAN 9 S.F. AND LESS THAN 18" ABOVE FINISHED FLOOR • GLAZING IN GUARDRAILS 1. GLAZING LESS THAN 18" ABOVE FINISHED FLOOR 5. STAIRS AND RAMPS ADJACENT WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING IS LESS THAN 36° ABOVE THE PLANE OF ADJACENT WALKWAY SURFACE OF STAIRWAYS LANDINGS BETWEEN FLIGHTS OF STAIRS AND RAMPS SHALL BE CONSIDER A HAZARDOUS LOCATION. PER IRC 8308.4.6 M C114\10,41 HEATING EQUIPMENT ALL WARM -AIR FURNACES SHALL BE LISTED AND LABELED BY AN APPROVED AGENCY AND INSTALLED TO LISTED SPECIFICATIONS. NO WARM -AIR FURNACES SHALL BE INSTALLED IN A ROOM USED OR DESIGNED TO BE USED AS A BEDROOM, BATHROOM, CLOSET OR IN ANY ENCLOSED SPACE WITH ACCESS ONLY THROUGH SUCH ROOM OR SPACE, EXCEPT DIRECT VENT FURNACE, ENCLOSED FURNACES AN ELECTRIC HEATING FURNACES. LIQUEFIED PETROLEUM GAS -BURNING APPLIANCES SHALL NOT BE INSTALLED iN A PIT. BASEMENT OR SIMILAR LOCATION WHERE HEAVIER THAN AIR GAS MIGHT COLLECT. APPLIANCES 50 FUELED SHALL NOT BE INSTALLED IN AN ABOVE GRADE UNDER FLOOR SPACE OR BASEMENT UNLESS SUCH LOCATION IS PROVIDED WITH AN APPROVED MEANS FOR REMOVAL OF UNBURNED GAS. HEATING AND COOLING EQUIPMENT LOCATED IN A GARAGE AND WHICH GENERATES A GLOW, SPARK OR FLAME CAPABLE OF IGNITING FLAMMABLE VAPORS SHALL BE INSTALLED WITH THE PILOTS AND BURNERS OR HEATING ELEMENTS AND SWITCHES AT LEAST 1S INCHES ABOVE THE FLOOR LEVEL. VENTILATION: SOURCE SPECIFIC EXHAUST VENT 4 FAN EFFCIENCY REQUIRED IN EACH KITCHEN, BATHROOM, WATER CLOSET COMPARTMENT, LAUNDRY ROOM, INDOOR SWIMMING POOL, SPA AND OTHER ROOMS WHERE WATER VAPOR OR COOKING ODOR IS PRODUCED. (IRC M1501.4.) FAN EFFICIENCY FROM WAC51-11R-TABLE R403.5.1 MINIMUM SOURCE SPECIFIC VENTILATION CAPACITY REQUIREMENTS: EVERY FACTORY BUILT CHIMNEY, TYPE L VENT, TYPE B GAS VENT OR TYPE BW GAS VENT SHALL BE INSTALLED IN ACCORDANCE WITH THE TERMS OF ITS LISTING, MFR'S INSTALLATION INSTRUCTIONS AND APPLICABLE CODE REQUIREMENTS. A TYPE L VENTING SYSTEM SHALL TERMINATE NOT LESS THAN 2 FEET ABOVE THE HIGHEST POINT WHERE THE VENT PASSES THROUGH THE ROOF OF TI -4E BUILDING AND AT LEAST 2' HIGHER THAN ANY PORTION OF THE BUILDING WITHIN 10' OF THE VENT. INTEGRATED WHOLE HOUSE VENT SYSTEM INTEGRATED 24 HR WHOLE HOUSE VENTILATION SYSTEM. • USiNG A SUPPLY FAN W/ MANUAL 4 MOTORIZED DAMPER • FAN TIMER EXTERNALLY LOCATED ON THE SIDE OF FURNACE OR GARAGE WALL. 220 CFM REQUIRED W/ A RUN TIME OF S HRS. MIN. FAN MUST OPERATE AT LEAST ONCE EVERY THREE HOURS SO VENTILATION EFFECTIVENESS CAN BE 1.0 • 8' SMOOTH WALL PIPE (OPERATION DESCRIPTION TO BE PROVIDED PER M1501.3) SYSTEM TO BE TESTED AT FINAL INSPECTION 4 LABELED DUCT LEAKAGE TESTING: DUCTS SHALL BE LEAK TESTED IN ACCORDANCE WITH RS -33, USING THE MAXIMUM DUCT LEAKAGE RATES SPECIFIED IN 2012 WSEC. R403.2 BUILDING AIR LEAKAGE TESTING 2012 WSEC SEC. 402.4.1.2 TESTING SHALL OCCUR AT ANY TIME AFTER ROUGH IN AND AFTER INSTALLATION OF PENETRATIONS OF THE BUILDING ENVELOPE. WHEN REQUIRED BY THE BUILDING OFFICIAL, THE TEST SHALL BE CONDUCTED IN THE PRESENCE OF DEPARTMENT STAFF. THE BLOWER DOOR TEST RESULTS SHALL BE RECORDED ON THE CERTIFICATE REQUIRED IN SEC. WSEC R401.3 2012 WASHINGTON STATE ENERGY CODE - TABLE 402.1.1 INSULATION AND FENESTRATION REQUIRMENT BY COMPONET CLIMATE ZONE 5 4 MARINE 4 - HEATING BY OTHER FUELS FENESTRATION U-FACTORWALL BATHROOM - UTILITY ROOMS KITCHENS IN-LINE FAN INTERMITTENTLY OPERATING 50 CFM 100 CFM >1 CONTINUOUS OPERATIONS 20 CFM 25 CFM 60 AIR FLOW RATE MINIMUM (CM) 10 90 ANY ANY MINIMUM EFFICACY (CFM/WATT) 1.4 CFM/WATT 1.4 CFM/WATT 2.5 CFM/WATT 2.5 CFM/IUATT AIR FLOW RATE MAXIMUM (CFM) )90 ANY ANY ANY EVERY FACTORY BUILT CHIMNEY, TYPE L VENT, TYPE B GAS VENT OR TYPE BW GAS VENT SHALL BE INSTALLED IN ACCORDANCE WITH THE TERMS OF ITS LISTING, MFR'S INSTALLATION INSTRUCTIONS AND APPLICABLE CODE REQUIREMENTS. A TYPE L VENTING SYSTEM SHALL TERMINATE NOT LESS THAN 2 FEET ABOVE THE HIGHEST POINT WHERE THE VENT PASSES THROUGH THE ROOF OF TI -4E BUILDING AND AT LEAST 2' HIGHER THAN ANY PORTION OF THE BUILDING WITHIN 10' OF THE VENT. INTEGRATED WHOLE HOUSE VENT SYSTEM INTEGRATED 24 HR WHOLE HOUSE VENTILATION SYSTEM. • USiNG A SUPPLY FAN W/ MANUAL 4 MOTORIZED DAMPER • FAN TIMER EXTERNALLY LOCATED ON THE SIDE OF FURNACE OR GARAGE WALL. 220 CFM REQUIRED W/ A RUN TIME OF S HRS. MIN. FAN MUST OPERATE AT LEAST ONCE EVERY THREE HOURS SO VENTILATION EFFECTIVENESS CAN BE 1.0 • 8' SMOOTH WALL PIPE (OPERATION DESCRIPTION TO BE PROVIDED PER M1501.3) SYSTEM TO BE TESTED AT FINAL INSPECTION 4 LABELED DUCT LEAKAGE TESTING: DUCTS SHALL BE LEAK TESTED IN ACCORDANCE WITH RS -33, USING THE MAXIMUM DUCT LEAKAGE RATES SPECIFIED IN 2012 WSEC. R403.2 BUILDING AIR LEAKAGE TESTING 2012 WSEC SEC. 402.4.1.2 TESTING SHALL OCCUR AT ANY TIME AFTER ROUGH IN AND AFTER INSTALLATION OF PENETRATIONS OF THE BUILDING ENVELOPE. WHEN REQUIRED BY THE BUILDING OFFICIAL, THE TEST SHALL BE CONDUCTED IN THE PRESENCE OF DEPARTMENT STAFF. THE BLOWER DOOR TEST RESULTS SHALL BE RECORDED ON THE CERTIFICATE REQUIRED IN SEC. WSEC R401.3 2012 WASHINGTON STATE ENERGY CODE - TABLE 402.1.1 INSULATION AND FENESTRATION REQUIRMENT BY COMPONET CLIMATE ZONE 5 4 MARINE 4 - HEATING BY OTHER FUELS FENESTRATION U-FACTORWALL CEILING ABOVE GRADE WALL BELOW GRADE MASS WALL FLOOR SLAB ON GRADE >1 <1500 VERTICAL OVERHEAD 60 15 90 1500-3000 45 60 1 15 90 105 3001-4500 • 15 90 105 0.30 0.50 R-49 R-21 R-10/15/21 R -21/21H R-30 R-10 90 105 120 135 TB >1500 105 2' D4 s T MF RAT CC TROL THE PRIMARY SPACE CONDITIONING SYSTEM WITHIN EACH DWELLING UNIT SHALL BE PROVIDED WITH AT LEAST ONE PROGRAMMABLE THERMOSTAT FOR THE REGULATION OF TEMPERTURE WSEC SEC. 403.1 °FPI 4 iR 51 ocKi DRAFTSTOPPING WHEN THERE 15 USABLE SPACE BOTH ABOVE 4 BELOW THE CONCEALED SPACE OF A FLOOR/CEILING ASSEMBLEY, DRAFTSTOPS 51-IALL BE INSTALLED SO THAT THE AREA OF THE CONCEALED SPACE DOES NOT EXCEED 1,000 SQUARE FEET. DRAFTSTOPPING SHALL DIVIDE THE CONCEALED SPACE INTO APPROXIMATELY EQUAL AREAS. WHERE THE ASSEMBLY IS ENCLOSED BY A FLOOR MEMBRANE ABOVE 4 A CEILING MEMBRANE BELOW, DRAFTSTOPPING SHALL BE PROVIDED IN FLOOR/CEILING ASSEMBLIES UNDER THE FOLLOWING CIRCUMSTANCES: 1. CEILING 15 SUSPENDED UNDER THE FLOOR FRAMING. 2. FLOOR FRAMING IS CONSTRUCTED OF TRUSS -TYPE OPEN -WEB OR PERFORATED MEMBERS. DRAFTSTOPPING SHALL CONSIST OF MATERIALS LISTED IN IRC SECTION R302.12 FIREBLOCKING FIREBLOCKING SHALL BE PROVIDED TO CUT OFF ALL CONCEALED DRAFT OPENINGS (BOTH VERTICAL AND HORIZONTAL) AND TO FORM AN EFFECTIVE BARRIER BETWEEN STORIES, AND BETWEEN A TOP STORY AND THE ROOF SPACE. FIREBLOCKING SHALL BE PROVIDED IN WOOD -FRAME CONSTRUCTION IN THE FOLLOWING LOCATIONS: I. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS AS FOLLOWS: 1.1. VERTICALLY AT THE CEILING AND FLOOR LEVELS. 1.2. HORIZONTALLY AT INTERVALS NOT EXCEEDING 10ft 2. AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS, AND COVE CEILINGS. 3. IN CONCEALED SPACES BETWEEN STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH IRC SECTION R302.1 4. AT OPENINGS AROUND VENTS, PIPES, AND DUCTS AT CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL TO RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. 5. FOR THE FIREBLOCKING OF CHIMNEYS AND FIREPLACES, SEE IRC SECTION 81003.19. 6. FIREBLOCKING OF CORNICES OF A TWO-FAMILY DWELLING IS REQUIRED AT THE LINE OF DWELLING UNIT SEPERATION. FIREBLOCKING SHALL CONSIST OF MATERIALS LISTED IN IRC SECTION R302.I1.1.3 LOOSE -FILL INSULATION MATERIAL SHALL NOT BE USED AS A FIREBLOCK UNLESS SPECIFICALLY TESTED IN THE FORM AND MANNER INTENDED. THE INTEGRITY OF ALL FIREBLOCKS SHALL BE MAINTAINED. LIGHTI G WSEC SECTION R404- LIGHTING EQUIPMENT 404.1 LIGHTING EQUIPMENT: A MINIMUM OF 15 PERCENT OF PERMANENTLY INSTALLED LAMPS IN LIGHTING FIXTURES SHALL BE NIGH -EFFICACY LAMPS. 404.1.1 FUEL GAS LIGHTING SYSTEMS SHALL NOT NAVE CONTINUOUSLY BURNING PILOT LIGHTS. FOSTI \C3 0 ==-1074T WSEC 84013 A PERMANENT CERTIFICATE SHALL BE POSTED WITHIN THREE FEET OF THE ELECTRICAL DISTRIBUTION PANEL. THE CERTIFICATE SHALL BE COMPLETED BY THE BUILDER OR REGISTERED DESIGN PROFESSIONAL AND SHALL NOT COVER OR OBSTRUCT THE VISIBILITY OF THE CIRCUIT DIRECTORY LABEL, SERVICE DISCONNECT LABEL OR OTHER REQUIRED LABELS . THE CERTIFICATE SHALL LIST THE PREDOMINANT R -VALUES OF INSULATION INSTALLED IN OR ON CEILING/ROOF, WALLS, FOUNDATION (SLAB, BASEMENT WALL, CRAWLSPACE WALL AND/OR FLOOR), AND DUCTS OUTSIDE THE CONDITIONED SPACES, U -FACTORS FOR FENESTRATION, AND THE SOLAR HEAT GAIN COEFFICIENT (51 -IGC) OF FENESTRATION. WHERE THERE IS MORE THAN ONE VALUE FOR EACH COMPONENT, THE CERTIFICATE SHALL LIST THE VALUE COVERING THE LARGEST AREA. THE CERTIFICATE SHALL LIST THE TYPE AND EFFICIENCY OF HEATING, COOLING, AND SERVICE WATER HEATING EQUIPMENT, DUCT LEAKAGE RATES INCLUDING TEST CONDITIONS AS SPECIFIED IN SECTION R4032 WSEC, AND AIR LEAKAGE RESULTS IF A BLOWER DOOR TEST WAS CONDUCTED. ILT ROOM OT 1. WHERE THE EXHAUST DUCT IS CONCEALED WITHIN THE BUILDING CONSTRUCTION, THE EQUIVALENT LENGHT OF THE EXHAUST DUCT_ SHALL BE IDENTIFIED ON A PERMANENT LABEL OR TAG. THE LABEL OR TAG SHALL BE LOCATED WITHIN FEET OF THE EXHAUST DUCT CONNECTION. 2. INSTALLATIONS EXHAUSTING MORE THAN 200 CFM SHALL BE PROVIDED WITH MAKE UP AIR. WHERE A CLOSET IS DESIGNED FOR -THE -INSTALLATION OF A CLOTHES DRYER, AN OPENING HAVING AN AREA OF NOT LESS THAN 100 SQ. INCHES FOR MAKE UP AIR SHALL BE PROVIDED IN THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE PROVIDED BY OTHER APPR. MEANS. TABLE MI501.33(1) CONTINUOUS WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM AIRFLOW RATE REQUIREMENTS FLOOR AREA BEDROOMS (FT2) 0-1 2-3 4-5 6-1 >1 <1500 30 45 60 15 90 1500-3000 45 60 1 15 90 105 3001-4500 60 15 90 105 120 4501-6000 15 90 105 120 135 6001-1500 90 105 120 135 150 >1500 105 120 135 150 165 G A\D 0 CHI s 8602.6 DRILLING AND NOTCHING STUDS. DRILLING AND NOTCHING OF STUDS SHALL BE IN ACCORDANCE WITH THE FOLLOWING: 1. NOTCHING. ANY STUD IN AN EXTERIOR WALL OR BEARING PARTITION MAY BE CUT OR NOTHCED TO A DEPTH NOT EXCEEDING 25 PERCENT OF ITS WIDTH. STUDS IN NONBEARING PARTITIONS MAY BE NOTCHED TO A DEPTH NOT TO EXCEED 40 PERCENT OF A SINGLE STUD WIDTH. 2. DRILLING. ANY STUD MAY BE BORED OR DRILLED, PROVIDED THAT THE DIAMETER OF THE RESULTING HOLE 15 NO MORE THAN 60 PERCENT THE HOLE 15 NO MORE THAN 5/8 INCH (16mm) OF THE STUD WIDTH, THE EDGE OF TO THE EDGE OF THE STUD, AND THE HOLE 15 NOT LOCATED IN THE SAME SECTION AS A CUT OR NOTCH. STUDS LOCATED IN EXTERIOR WALLS OR BEARING PARTITIONS DRILLED OVER 40 PERCENT AND UP TO 60 PERCENT SHALL ALSO BE DOUBLED WITH NO MORE THAN TWO SUCCESSIVE DOUBLED STUDS BORED. SEE FIGURES R602.6(1) AND R602.6(2). -EXCEPTION: USE OF APPROVED STUD SHOES IS PERMITTED WHEN THEY ARE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. R602.6.1 DRILLING AND NOTCHING OF TOP PLATE. WHEN PIPING OR DUCTWORK IS PLACED IN OR PARTLY IN AN EXTERIOR WALL OR INTERIOR LOAD BEARING WALL, NECESSITATING CUTTING, DRILLING OR NOTCHING OF THE TOP PLATE BY MORE THAN 50 PERCENT OF ITS WIDTH, A GALVANIZED METAL TIE OF NOT LESS THAN 0.054 INCH THICK (1.31mm) (16 ea) AND 11/2 INCHES (38mm) WIDE SHALL BE FASTENED ACROSS AND TO THE PLATE AT EACH SIDE OF THE OPENING WITH NOT LESS THAN EIGHT 16d NAILS AT EACH SIDE OF EQUIVALENT. SEE FIGURE R602.6.1. -EXCEPTION: WHEN THE ENTIRE SIDE OF THE WALL WITH THE NOTCH OR CUT 15 COVERED BY WOOD STRUCTURAL PANEL SHEATHING. rRECEIVED E.Sd42017 D FOR E COMPLIANCE APPROVED APR 21 2017 City of Tukwila -"AWING DIVISIO RECEIVED CITY OF TUKWILA FEB 22 2017 PERMIT CENTER ructural Only bll 00,3 t)ATr: 7/12/2016 CONCRETE CANNOT BE POURED DIRECTLY AGAINST WOOD. WOOD SIDINGS, OR MANUFACTURED SIDING PRODUCTS. CONCRETE CAN BE POURED AGAINST UOOD IN SUCH A MANOR AS TO PREVENT ENTRY OF WATER INTO THE WALL CAVITY OR STRUCTURAL FRAMING COMPONENTS WHEN FLASHING AND FELT PAPER HAVE BEEN APPLIED OVER THE WOOD. UITH WOOD SIDING A 2' VERTICAL CLEARANCE 1-14S TO BE MAINTAINED BETWEEN THE WOOD SIDING AND THE CONCRETE SLAB. Rl.l MANUFACTURED SIDING, THE MINIMUM VERTICAL DISTANCE OF 1' HAS TO BE MAINTAINED OR AS STATED IN THE MANUFACTURE'S INSTALLATION GUIDE. SIDING PRODUCT TUCK CORROSION RESISTANT METAL FLASHING UNDER SIDING GAP (VARIES) PER TYPE OF SIDING 2' MIN. SEE SIDING SPECIFICATIONS R11.1'5 SLOPE CONCRETE AWAY FROM BUILDING (I/4' PER FOOT MAX. SLOPE FOR LANDINGS) WOOD TO CONCRETE FLASHING DETAIL SCALE: N.T.S. SMOKE DETECTORS OBD INSTALL SMOKE DETECTORS WHERE INDICATED CARBON MONOXIDE ALARMS OC/M INSTALL CARBON MONOXIDE ALARM PER CODE VENTILATION SCHEDULE VENTILATION REQUIREMENTS OF IRC TABLE M1501.4 SYMBOL 1 KITCHENS 100 CFM INTERMITTENT OR (V.T.0) 25 CFM CONTINUOUS SF. BATHROOMS -TOILET ROOMS MECHANICAL EXHAUST CAPACITY (V.T.C) OF 50 CFM MIN. INTERMITTENT OR 20 CFM CONTINUOUS 2 VENTILATION RATE FOR WHOLE HOUSE FAN TO BE 75 CFM PER TABLE M1501.3.3(1) INDOOR AIR QUALITY HVAC CONTRACTOR TO SPECIFY LOCATION. AREA SUMMARY MAIN FLOOR: 1314 SF. UPPER FLOOR: 1545 SF. TOTAL: 2859 SF. GARAGE: 694 SF. GLAZING SUMMARY WINDOWS: 0 SF. DOORS W/ MORE THAN 50% GLAZING: 0 SF. SKYLIGHTS: 0 SF. TOTAL: 0 SF. GLAZING PERCENT: 0 % WDW SF / FLR SF. (%) DUCTS -DUCTS SHALL BE LEAK TESTED IN ACCORDANCE WITH R5-33 PER WSEC 8403.2.2 -DUCTS, AIR HANDLERS, FILTER BOXES SHALL BE SEALED A5 PER MI601.4.1-8403.23 -PROVIDE ONE LAYER 543' GWB TYPE 'X' AT CEILINGS COMMON WITH HABITABLE AREAS -UHERE THE SEPARATION IS A FLOOR - CEILING ASSEMBLY, CLAD ALL SUPPORT COLUMNS, BEAMS AND WALLS WITH ONE LAYER 1/2' GWB. -tNE GARAGE SHALL BE SEPARATED FROM THE RESIDENCE AND ATTIC AREA WITH NO LESS THAN 1/2' GUB ON THE GARAGE SIDE. LANDING AT EXTERIOR DOORWAY SHALL NOT BE MORE THAN 134' BELOW THE TOP OF THRESHOLD PROVIDED THE DOOR, OTHER THAN EXTERIOR STORM OR SCREEN DOORS DOES NOT SUING OVER THE LANDING. IRC 8311.3.2 DRYER VENT* PROVIDE PERMANENT LABEL IDENTIFYING ALLOWABLE LENGTH OF DRYER VENT DUCK (LOCATE WITHIN 6 FEET OF DUCT CONNECTION) PER MI502.4.5 *NOTE' BUILDING AIR LEAKAGE TEST REQUIRED A5 PER UJSEC 8402.4.1.2 BLUE 15 AUG TRACER WIRE REQUIRED AT ALL NON-METAL WATER SERVICE PIPING PER UPC 604.'3 50 0 FX 5050 XO ET 2450 PANTRY MUD ROOM 3 CAR GARAGE VINYL 4' CONC. HARDWOOD OUTDOOR LIVING MANUF. GAS FIREPLACE INSTALL PER MFRS. SPECS - GREAT ROOM CARPET 168 I 1111 HARDWOOD r 1 OPTIONAL DESK SG 506 XOX WRAP P.T. 6 x 6 POST TO S' COLUMN UJ/ CAP 4 BASE TRIM TIP. 20'0 FX 3'-1' 26'.0 SH I'-5' FRONT PORCH{ 10-0 X 6-0 WRAP P.T. 6 x 6 POST T015' COLUMN W/ CAP 4 BASE TRIM TYP. MAIN FLOOR PLAN (C 2016 Level Design, LLC. - ALL DOOR/WINDOW HEADERS TO BE 4x10 DF*2 AT 2x6 BEARING WALLS , U.N.O., (0'-0" MAX. SPAN - ALL DOOR/WINDOW HEADERS TO BE 4x10 DF*2 AT 2x4 BEARING WALLS, U.N.O., 6'-0" MAX. SPAN - WINDOW HEADERS AT ABOVE SUB FLOOR, U.N.O. - PROVIDE FIREBLOCKING AS REQUIRED (SEE NOTES ON SHEET 1) - EXTERIOR WALLS TO BE 2X6 AT 16" (MAX.) O.C. U.N.O. INTERIOR PARTITIONS TO BE 2x4 AT I6" O.C. (2X6 e PLUMBING WALLS, U.N.O.) DUCTS THROUGH WALL OR CEILING COMMON TO HOUSE MIN. 26 GAGE STEEL NO DUCT OPENINGS IN GARAGE PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.0.) SCALE: 1/4" =1'-0' bri 003+ REVIEWED FOR CODE COMPLIANCE APPROVED APR 21 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA FEB 22 2017 PERMIT CENTER (i 0 > 0 J cn a) • > Q. "Co i u7 Q 4- a) ccs p oo o P. N 0 0 >, RS 0 0 L E 4-' o c � o O JO O . Q 0 J J .c O) C O o co N co N Z J .N ti L 2 Q N To coN Q. ga N -o U) J 0 0. 0 0 a) 2 2 a) J -J C 0) 0 PROJECT ": DATE: 1-12-2016 2X4 BLOCKING TYP. 21/2' HIGH 5/5' GWB TYPE "X' AT ALL SIDES TRUSS BOTTOM CHORD 22' x 30' ATTIC ACCESS OPENING 5/a` GWB TYPE 'X" 5i8' G.W.B. TYPE 'X' ACCESS HATCH- CEILING INSULATE FULL DEPTH ATTIC ACCESS IDETI4IL SCALE: N.T.S_ 4° SPHERE 5 ALL NOT PASS iT HROUGH 0 Q 4 a Z c0 X m Z 4 HANDRAIL TO BE PRESENT ON ON AT LEAST ONE SIDE OF STAIR. HANDGRIP PORTION OF HANDRAILS SHALL HAVE CIRCULAR CROSS SECTION OF 11/4" MIN. 4 2' MAX. ALL REQUIRED GUARDRAILS TO BE 36' MIN. IN HEIGHT. OPENINGS FOR REQUIRED GUARDS ON THE SIDES OF STAIR TREADS SHALL NOT ALLOW A SPHERE 43/5 INCHES (101mm) TO PASS THROUGH. 3/4' MIN. -I'/4' MAX NOSING 10' MIN. 2X4 THRUST BLOCK 6" SPHERE UNABLE TO PASS THROUGH OPENING BELOW STAIR INSTALL 1/2" GWB e CEILING, AND WALLS (3) 2X12 STRINGERS FIRE BLOCKING a MID -SPAN AND IN STUD WALLS ALONG AND IN LINE WITH STRINGERS IF AREA UNDER STAIRS IS UNFINISHED INTERIOR/GUARDRAIL STAIR NOTES: - HANDRAILS MUST NOT PROJECT MORE THAN 41/2' INTO THE STAIRWAY AND MUST BE ABLE TO RESIST A 200 Ib. POINT LOAD FROM ANY DIRECTION. IRC SECTIONS R311.1.I - LIGHTING IS REQUIRED AT TI -1E TOP, BOTTOM, AND ANY LANDINGS WITH CONTROLS AT THE TOP AND BOTTOM OF STAIRS UJITH 6 OR MORE RISERS. IRC SECTION 8303.1 - TI -4E SPACING BETWEEN INTERMEDIATE HANDRAIL MEMBERS MUST NOT ALLOW A 4' SPHERE TO PASS THROUGH ANY OPENING. IRC SECTION 8312.3 - MINIMUM STAIRWAY WIDTH ABOVE HANDRAIL 51-IALL BE NO LESS THAN 36 INCHES. IRC SECTION 8311.1.1 - STAIR 4 STAIR LANDING MINIMUM WIDTH SHALL BE NO LESS THAN 36' (311/2' CLEAR IF ONE HANDRAIL, 4 21' CLEAR IF 2 HANDRAILS. IRC SECTION R311.1.1 - THE TREADS LEADING EDGE CURVATURE CAN HAVE A MAX. RADIUS OF 9/I6'. THE MAX. BEVELING OF THE NOSING SHALL BE NO MORE THAN 1/21. IRC SECTION 8311.1.5.3 - RISER OR TREAD MAXIMUM DIFFERENTIAL SHALL BE NO MORE THAN 3ia'. IRC SECTION 8311.1.5.1 - NOSING 15 NOT REQUIRED FOR STAIRS WITH TREADS GREATER THAN 11'. IRC SECTION 8311.1.5.3 EXTERIOR STAIR NOTES: - EXTERIOR STAIR LIGHTING AT TOP LANDING WITH CONTROLS INSIDE THE DWELLING. IRC SECTION 8303.1 - A MAXIMUM SLOPE OF 1:45 (2%)I5 REQUIRED AT EXTERIOR LANDINGS AND TREADS FOR DRAINAGE. IRC SECTION R3I1.3 INTERIOR WINDER STAIR NOTES: - WINDER TREADS ARE REQUIRED TO HAVE A MINIMUM OF 6' DEPTH AT INNER EDGE. IRC SECTION 8311.1.5.2.1 - WINDER TREAD DEPTH OF 10' WITH IN 12' OF TI -1E INSIDE. IRC SECTION 8311.1.5.2.1 LANDING NOTES: - LANDING WIDTH SHALL NOT BE LESS THAN THAT OF STAIR SERVED IRC R311.1.6 - LANDING SHALL NOT BE LESS THAN 36 INCHES IN DIRECTION OF TRAVEL IRC 8311.1.6 STAIR DETAIL SCALE: N.T.S. 8303.1 STAIRWAY ILLUMINATION ALL INTERIOR AND EXTERIOR STAIRWAY 51-1ALL BE PROVIDED UJITH IN A MEANS TO ILLUMINATE THE STAIR, INCLUDING THE LANDING AND TREADS. INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF EACH LANDING OF THE STAIRWAY. FOR INTERIOR STAIRS THE ARTIFICIAL LIGHT SOURCES SHALL BE CAPABLE OF ILLUMINATING TREADS AND LANDINGS TO LEVELS NOT LESS THAN 1 FOOT-CANDLE MEASURED AT THE CENTER OF TREADS AND LANDINGS. EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT LOCATED IN THE IMMEDIATE VICINITY OF THE TOP LANDING OF TI -IE STAIRWAY. EXTERIOR STAIRWAYS PROVIDING ACCESS TO A BASEMENT FROM THE OUTSIDE GRADE LEVEL SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF THE BOTTOM LANDING OF THE STAIRWAY 61'-0' R312.2 WINDOW SILLS IN DWELLING UNITS, WHERE THE OPENING OF AN OPERABLE WINDOW IS LOCATED MORE THAN 12 INCH ABOVE THE FINISHED GRADE OR SURFACE BELOW, THE LOWEST PART OF THE CLEAR OPENING OF THE WINDOW SHALL BE A MINIMUM OF 24 INCHES ABOVE THE FINISHED FLOOR OF THE ROOM IN WHICH THE WINDOW IS LOCATED. OPERABLE SECTION OF WINDOW SHALL NOT PERMIT OPENINGS THAT ALLOW PASSAGE OF A 4 INCH DIAMETER SPHERE WHERE SUCH OPENINGS ARE LOCATED WITHIN 24 INCHES OF THE FINISHED FLOOR. yolom 11/2' HARDWOOD HANDRAIL SOLID BLOCKING AS REQUIRED PRE FINISH METAL BRACKET TYP. 1-14 R4iL UPPER FLOOR PLAN © 2016 Level Design, LLC. - PROVIDE FIREBLOCKING AS REQUIRED (SEE NOTES ON SHEET 1) WINDOW HEADERS AT 6'-S" ABOVE SUB FLOOR, U.N.O. EXTERIOR WALLS TO BE 2X& AT 1&" O.C., U.N.O. - INTERIOR PARTITIONS TO BE 2X4 AT 16" O.G. (2X6 'a PLUMBING WALLS) U.N.O. - PROVIDE SUPPLEMENTAL JOISTS/BLOCKING BELOW SHEAR WALLS AS INDICATED ON FRAMING PLAN - PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.0.) SCALE: 1/4" =1'-0' Dim 003M REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 1 2011 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA FEB 2R 2011 PERMIT CENTER * NO FIELD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. NOTE: REFER TO STRUCTURAL SHEETS FOR SHEAR WALL SCHEDULE AND ENGINEERING PLAN WHICH CONTAIN DETAIL REFERENCES AND/OR INSTRUCTIONS PERTAINING TO EACH SHEAR WALL INDICATED IN THIS PLAN. NOTE: CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS/ DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK. DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR. INTERIOR FINISH PER PLAN STUD WALL W/ FIBERGLASS BATT INSULATION WEATHER RESISTANT BARRIER OVER SHEATHING EXTERIOR FINISH MATERIAL CAULK OR FLASH AS REQ. WATERTABLE SIMPSON A-21 OR METAL BRACKET, HOLDING CAPACITY 5 LBS./LF or MIN. 22 GA. MTL. SUPPORT 2.51b EXPANDED GALVANIZED METAL LATH OR 1S GA. GALVANIZED WOVEN WIRE MESH. ATTACHED W/ 16 GA. STAPLES SPACED 6' O.C. VERICALLY W/ 1' MIN. PENETRATION INTO STUD. SCRATCH COAT MORTAR SETTING BED STONE VENEER ADHERED 4ERED STONE VENEER SCALE: N.T.S. 1 1-IOUR F I R' UJ,ALL )455E1" LY FOR WALLS S ' TO PROPERTY LINE (4) (3) (5) ONE HR RATED WHERE < 5'-0' (EXTERIOR SIDE) 1 1----1 1 1 -- 11 I I1- (INTERIOR SIDE) \\ (5) R-49 INSULATION CONT. METAL GUTTER ON 5/4 X 8 FASCIA BD. TYP. TOP PL • MFR. TRUSSES PER PLAN e 24' O.C. PER MFG. SPECS. TIP. 41 CRAO fag LIAPI4PWAI .• • el I • 11. 12 6 COMPOSITION ROOFING ON 15 # FELT UNDERLAYMENT ON 7/16' PLY OR OSB SHEATHING TYPICAL. BEDROOM 3 B4TN 3 BEDROOM 4 FLOOR JOISTS AS PER PLAN SUB FLR TOP PL - \ e • SUB FLR APPROX.GRADE 4' 4, CONT. TIGHTLINE TO STORM SEWER DINING AREA GREAT ROOM 2 x 6 STUDS 16'o.c. UJ/ R -2I INSULATION SIDING PER ELEVATIONS ON TIVEK WRAP ON 7/16' PLY OR 055 SHEATHING, ALL PLUMBING WORK MUST COMPLY WIN NATIONAL APPLICABLE STATE AND LOCAL PLUMBING CODES. TOP CLEARANCE FLOOR SIDE CLEARANCE MOUNTING HEIGHT REFER TO MANUFACTUREF MINIMUM MOUNTING CLEARANCES OPTION: 55 EFFICIENT WATER HEATING - GAS, PROPANE, OR OIL WATER HEATER WITH A MINIMUM EF OF 0.82. OR ELECTRIC WATER HEATER WITH A MINIMUM EF OF 2.0 AND MEETING NEER' S NORTHERN CLIMATE SPECIFICATION FOR HEAT PUMP WATER HEATERS. TO QUALIFY FOR THIS OPTION, TI -E WATER HEATER EQUIPMENT TYPE AND MINIMUM EQUIPMENT SPECIFICATIONS MUST BE SHOWN ON THE PERMIT DRAWINGS. FLOOR JOISTS AS PER PLAN / ,• •• :\/�'r =111=1 —/ =111=111 4' 4, PERF. PLASTIC FTG. DRAIN 1=I11 SET IN WASHED GRAVEL III�1I I III III -I I1 UJ/ FILTER FABRIC OVER CONC. FTG. AS - PER PLAN R-30 INSULATION BUMP -OUTS THAT PROJECT CLOSER THAN 5 FT. TO PROPERTY LINE (IE. FIREPLACE -NO WALKING SURFACE) MAXIMUM 15 IN. ENCROACHMENT (INCLUDING EAvE OR OVERHANG) NO ROOF/ATTIC VENTILATION NR CONSTRUCTION AT WALLS - 5/5 'X' GWS INSIDE 5/8 GYPBOARD OUTSIDE 1) 2x6 STUDS 6 16' O.C. TYP. W/ R-21, TYP. 2) 2x TOP PLATE 3) SOLID 2x BLOCKING AT EVERY TRUSS BAY - SHALL BE CONTINUOUS FROM TOP PLATE TO ROOF SHEATHING WITH NO VENTING 4) MANUFACTURED ROOF TRUSS 5) 5/8' GYPSUM TYPE 'X' INTERIOR SHEATHING 6) 5/5' GYPSUM TYPE 'X' SHEATHING A5 REQ'D OVER 1/16' 055 SHEATHING PER GA FILE NO, WP -8105 EXCEPT INCREASE NAIL LENGTH TO 2 1/2' 1) MOISTURE BARRIER OVER SHEATHING 8) ROOF SHEATHING 9) SOLID RIM JOIST 10) 5/5' TYPE 'X' SHEATHING AT JST CAVITY 11) (2) LAYERS TYPE 'X' GYP SHEATHING SHEATH GABLE END WITH 055 AND ATTACH AT EDGES WITH Sd 6 5" O.0 TYP, ALSO SHEATH WITH 5/5' TYPE "X' EACH SIDE OF GABLE TRUSS 12) VENT WITHIN 3' OF THE BLOCKED EAVE APPROX.GRAPE =NOTE, PROJECTIONS IN 1 HOUR FIRE WALL ASSEMBLY SHALL HAVE (2) LAYERS 5/5' GYPSUM TYPE 'X' SHEATHING APPLIED TO UNDERSIDE PER TABLE 8302.1 GA FILE NO. WP 5105- 1 HOUR FIRE WALL CONSTRUCTION EXTERIOR SIDE: ONE LAYOUER 45' WIDE 5/5' TYPE 'X' GYPSUM SHEATHING APPLIED PARALLEL TO 2x4 WOOD STUDS 24' O.C. WITH 1-3/4' GALVANIZED ROOFING NAILS 4' O.C. AT VERTICAL JOINTS AND 1' O.C. AT INTERMEDIATE STUDS AND TOP AND BOTTOM PLATES. JOINTS OF GYPSUM SHEATHING MAY BE LEFT UNTREATED. EXTERIOR CLADDING TO BE ATTACHED THROUGH SHEATHING TO STUDS. INTERIOR SIDE: ONE LAYER 5/8' TYPE 'X" GYPSUM WALLBOARD, WATER RESISTANT GYPSUM BACKING BOARD, OR GYPSUM VENEER BASE APPLIED PARALLEL OR AT RIGHT ANGLES TO STUDS WITH 6d COATED NAULS, 1-1/5' LONG, 0.0915' SHANK, 1/4' HEADS, 1' O.C. (LOAD BEARING). =NOTE= NO OPENINGS OR PENETRATION ARE ALLOWED WHEN PROPERTY OFFSET IS LESS THAN 3'-0'. IF OFFSET 15 LESS THAN 5'-0' OPENING SHALL COMPLY WITH IRC 8302.1 AND PENETRATIONS SHALL COMPLY WITH IRC 8302.4 TYP. 1 HOUR FIRE A55EM5LY SCALE: 1" = 1'-0" SECTION "A" IS' MIN. CRAWL SPACE W/ 6 MIL VAPOR BARRIER TYPICAL. I =1 I I= 11= I=1 I 1= =11-111=1 I I-1 I I I 1111 © 2016 Level Design, LLC. TYPICAL ROOF CONSTRUCTION - COMPOSITION ROOF SHINGLES - 15# ROOFING FELT - 1/16" SHEATHING RATED 24/16 - STRUCTURAL SYSTEM AS NOTED ON FRAMING PLAN - R-49 INSULATION - 5/S" GWB. CEILING - 1/S" TO 1/4" MESH SCREEN OvER OPENINGS - MINIMUM NET FREE VENTILATING AREA SHALL BE 1/150 OF VENTED AREA SPACE OR 1/300 IF 40-50% VENTING IN UPPER ATTIC OR RAFTER SPACE. PER IRC R50e,.2 - PROVIDE 1" MINIMUM CLEARANCE BETWEEN INSULATION AND SHEATHING AT VENTS PER IRC SECTION RS06.3 TYPICAL WALL CONSTRUCTION - SIDING AND/OR VENEER PER ELEVATION - 1/16" PLY OR OSB 51-1TG.l U.N.0 ) - TYVEK BUILDING WRAP OR EQ. - 2X6 STUDS o l6" O.C. EXTERIOR WALLS U.N.O. EXTERIOR WALL NOTCH 25%, BORING 40% 60% BORING IF DOUBLED 4 NOT MORE THAN TWO SUCCESSIVE STUDS. - 2x4 STUDS e 16" O.C., INTERIOR PARTITIONS (2X6 PLUMBING WALLS) NON-BEARING WALL MAXIMUM NOTCH 40%, BORING 60% HOLES NO CLOSER THE 5/5 INCH TO FACE OF STUD SEE NOTE ON SHEET 1 - R-21 INSULATION WITH VAPOR BARRIER - 1/2" GWB. INTERIOR SHEATHING TYPICAL FLOOR CONSTRUCTION - FINISHED FLOOR PER PLANS - 3/4" T4G PLYWOOD SUBFLOOR (GLUE AND NAIL) - FLOOR JOISTS PER PLAN - R-30 INSULATION OVER UNHEATED AREAS SCALE: 1/4" =1'-0" Dt7- 003+ RECEIVED CITY OF TUKWILA FEB 22 2011 PERMIT CENTER TANKLESS WATER HEATER SCALE: N.T.S. COMPOSITION ROOFING 15# FELT PAPER 7/16' SHEATHING ROOF FRAMING PER PLAN INSULATION BAFFLE VENTED BLOCKING AT REQUIRED BAYS 5/4 x S FASCIA CONTINUOUS METAL GUTTER R-10 RIGID INSULATION 2x6 STUDS e 16' O.G. - TYP. R-21 INSULATION 1/16' SHEATHING - TY -P. TYVEK WRAP - TIP SIDING PER ELEVATION 3/4' T4G PLYWOOD GLUED 4 NAILED - FLOOR JOISTS PER PLAN WINDOW HDR. PER PLAN - TYP. 5/4 TRIM SURROUND - TYP. WINDOW W/ INS. GLASS - TYP. 3/4' T4G PLYWOOD GLUED 4 NAILED FLOOR JOISTS PER PLAN R-30 INSULATION 5/4 X 10 TRIM BAND 2X P.T. WOOD SILL 4' m CONT. TIGHTLINE TO STORM SEWER I1I-I1I- I11 -11I--111 4' 4, PERF. PLASTIC FTG. DRAIN SET IN WASHED GRAVEL W/ FILTER FABRIC OVER 0' 5UB FL.. REBAR PER DETAIL TYFIC4L WALL SECTION REVIEWED F R NCE 1 APPROVE APR 21 20 City of Tukwila BUILDING DI N.T.S. NOTE: 1/16" SHEATHING NOT REQUIRED ON EXT. WALLS WHERE T1-11 SIDING IS SPECIFIED (UNLESS NOTED OTHERWISE IN THE SHEAR WALL SPECIFICATIONS) COMPOSITION ROOFING ■ I x 2 TRIM BD, ON 2 X 10 BARGE BD. TYP. 12 5/4 X 4 VERT. WINDOW TRIM TYP. • • 111/2 X 21/2 BEVELED SILL ON 5/4 X 6 SILL TRIM TYP. 2x10BAND BD. LEFT ELEVATION A COMPOSITION ROOFING SCALE: 1/4" =1'-0" 1 x 2 TRIM BD. ON 2 X 10 BARGE BD. TYP. RIGHT ELEVATION A 2 x 10 BAND BD. SCALE: 1/4" =1'-0" NOTE: APPROVED NUMBERS OR ADDRESSES SHALL BE PROVIDED FOR ALL NEW BUILDINGS IN SUCH A POSITION AS TO BE PLAINLY VISIBLE AND LEGIBLE FROM TI -4E STREET OR ROAD FRONTING THE PROPERTY. ADDRESS NUMBERS ARE REQUIRED TO BE 4" HIGH WITH A 1/2" STROKE. COMPOSITION ROOFING 1 = 5/4 x 4 CORNER BD. TYP. 5' BEVEL SIDING 2x10BANDBD. ©? ie Level Design, LLC. .i' IX2 BATT ,a 16' O.C. OJT /5 PLY SIDING REQUIRES USE OF 3654 HARDIE SIDING PER REPORT 12 I I QS I I ■ 1 x 2 TRI =. ON 2 X 10 BARGE BD. SCALE: 1/4" =1'-0" COMPOSITION ROOFING TOP PLATE . METAL GUTTER ON 2 X 10 FASCIA BD. TYP. SUB FLOOR WRAP P.T. 6 x 6 POST IU/ 1 x CEDAR TYP. ADHERED STONE VENEER FRONT ELEVATION A PROVIDE STEPS DN. TO GRADE n TOP PLATE \ 5' BEVEL SIDING SLAB FLOOR x 10 BAND BD. 5/4 x 4 CORNER BD. TYP. © 2016 Level Design, LLC. VERIFY SHEAR WALL NAILING AND INOLDOWNS ARE PER PLAN AND SCHEDULE PRIOR TO INSTALLING SIDING - MASONRY AND WOOD FRAME CHIMNEYS ARE TO BE CONSTRUCTED PER I.R.C. - PROVIDE GALVANIZED SHEET METAL FLASHING AND COUNTERFLASHING AT ALL ROOF / WALL INTERSECTIONS, CHIMNEYS, AND SKYLIGHTS - PROVIDE WEATHERSTRIPPING AND FLASHING AT ALL DOORS AND WINDOWS AS REQUIRED - CAULK ALL EXTERIOR JOINTS AND PENETRATIONS - POST ADDRESS ON BLDG. PRIOR TO FINAL INSPECTION - LOTS SHALL BE GRADED AS TO DRAIN SURFACE WATER AWAY FROM FOUNDATION WALL. SLOPE SHALL BE &" IN FIRST 10 FT, OR DRAINS OR SWALES SHALL BE PROVIDED TO ENSURE DRAINAGE AWAY FROM STRUCTURE FASTENERS TO BE HOT -DIPPED GALV. STEEL, STAINLESS OR ALUM. (CORROSION RESISTANT) NOTE; PROVIDE CONTINUOS PRE -PAINTED G.I. 'Z' FLASHING AT ALL EXT. DOOR 4 WINDOW HEADERS. Q�7 003L1 SCALE: 1 rE D FOR PLIANCE APPROVED APR 21 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA FEB 2g2017 PERMIT CENTER >. 1c/:- .44-45(1)6 -1115(1)> i E - c L (') N N 0 O loa) IS !co: .N Jc'-Q UO O Q ND t' L . -c 8 E oa O O O u) O U) -D "- OtC)_ ON.c . u) Ti m c .c-+--v E i -C 0 MS (1) 1- O) t—c�a0�as>a COMPOSITION ROOFING COMPOSITION ROOFING 5/4 X 4 VERT. WINDOW TRIM TYP. 5/4 x 4 CORNER BD. TYP. S' BEVEL SIDING 2 x 10 BAND BD. 2x10BAND BD. LEFT ELEVATION B REAR ELEVATION B COMPOSITION ROOFING COMPOSITION ROOFING TOP PLATE 1T TT 11 11—TT-T1-T1 n --�----�--fry—f1---�---�—�—D--�—�--�— �—�--�--�---�---- S' BEVEL SIDING ADI-IERED STONE VENEER WRAP P.T. 6 x 6 POST W/ 1 x CEDAR TYP. ADHERED STONE VENEER PROVIDE STEPS DN. TO GRADE x 10 BAND BD. RIGHT ELEVATION B FRONT ELEVATION B SCALE: 1 /4" =1'-0" NOTE: APPROVED NUMBERS OR ADDRESSES SHALL BE PROVIDED FOR ALL NEW BUILDINGS IN SUCH A POSITION AS TO BE PLAINLY VISIBLE AND LEGIBLE FROM THE STREET OR ROAD FRONTING TI -IE PROPERTY. ADDRESS NUMBERS ARE REQUIRED TO BE 4" HIGH WITH A 1/2" STROKE. - VERIFY SHEAR WALL NAILING AND HOLDOWNS ARE PER PLAN AND SCHEDULE PRIOR TO INSTALLING SIDING - MASONRY AND WOOD FRAME CHIMNEYS ARE TO BE CONSTRUCTED PER I.R.C. - PROVIDE GALVANIZED SHEET METAL FLASHING AND COUNTERFLASHING AT ALL ROOF / WALL INTERSECTIONS, CHIMNEYS, AND SKYLIGHTS •, - PROVIDE WEATHERSTRIPPING AND FLASHING AT ALL DOORS AND WINDOWS AS REQUIRED - CAULK ALL EXTERIOR JOINTS AND PENETRATIONS - POST ADDRESS ON BLDG. PRIOR TO FINAL INSPECTION - LOTS SHALL BE GRADED AS TO DRAIN SURFACE WATER AWAY .PROM FOUNDATION WALL. SLOPE SHALL BE 6" IN FIRST 10 FT, OR DRAINS OR SWALES SHALL BE PROVIDED TO ENSURE DRAINAGE AWAY FROM STRUCTURE - FASTENERS TO BE HOT -DIPPED GALV. STEEL, STAINLESS OR ALUM. (CORROSION RESISTANT) NOTE; PROVIDE CONTINUOS PRE -PAINTED G.I. "Z' FLASHING AT ALL EXT. DOOR 4 WINDOW HEADERS. REVISION DATE: INIT: PROJECT °: APR 21 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA FEB 22 2017 DATE: -1-12-2016 INIT: MEY PERMIT CENTER PROJECT a: COMPOSITION ROOFING 1x2TRIM BD. ON 2Xl0BARGE BD. TYP. 4 X 4 VERT. UJINDOUJ TRIM TYP. 112 X -i/2 BEVELED SILL ON 5/14 X 6 SILL TRIM TYP. 1 2x0BAND BD. LEFT ELEVATION C COMPOSITION ROOFING 12 6� SCALE: 1/4" =1'-0" 1 x 2 TRIM BD. ON 2 X 10 BARGE BD. TYP. LIL L Ill I II� I. III lT f ]I 1�TIT li I n— ADHERED STONE VENEER nn nnnnnnnnnnnnn COMPOSITION ROOFING 1 5/4 x 4 CORNER BD. TYP. 8' BEVEL SIDING 12 REAR ELEVA 2 x Ud BAND BD. © 2016 Level Design COMPOSITION ROOFING J 2 x 10 BAND BD. RIGHT ELEVATION C SCALE: 1/4" =1'-0" NOTE: APPROVED NUMBERS OR ADDRESSES SHALL BE PROVIDED FOR ALL NEW BUILDINGS IN SUCH A POSITION AS TO BE PLAINLY VISIBLE AND LEGIBLE FROM THE STREET OR ROAD FRONTING THE PROPERTY. ADDRESS NUMBERS ARE REQUIRED TO BE 4" HIGH WITH A 1,2" STROKE. 1 12 WAP P.T. 6 x 6 POST LU/ 1 x CEDAR TYP. ADI-IERED STONE VENEER FRONT ELEVATION C / 111111111111111 111 SCALE: 1/4" =1'-0" CONT. METAL GUTTER ON 2 X 10 FASCIA BD. TYP. TOP PLATE • SUB FLOOR PROVIDE STEPS DN. TO GRADE n n n TOP PLATE - • -m-- 5/4 x 4 CORNER BD. T 8° BEVEL SIDING SLAB FLOOR • 2x10BAND BD. © 2016 Level Design, LLC. - VERIFY SHEAR WALL NAILING AND HOEDOWNS ARE PER PLAN AND SCHEDULE PRIOR TO INSTALLING SIDING MASONRY AND WOOD FRAME CHIMNEYS ARE TO BE CONSTRUCTED PER I.R.C. PROVIDE GALVANIZED SHEET METAL FLASHING AND COUNTERFLASHING AT ALL ROOF / WALL INTERSECTIONS, CHIMNEYS, AND SKYLIGHTS - PROVIDE WEATHERSTRIPPING AND FLASHING= AT ALL DOORS AND WINDOWS AS REQUIRED - CAULK ALL EXTERIOR JOINTS AND PENETRATIONS - POST ADDRESS ON BLDG. PRIOR TO FINAL INSPECTION - LOTS SHALL BE GRADED AS TO DRAIN SURFACE WATER AWAY FROM FOUNDATION WALL. SLOPE SHALL BE 6" IN FIRST IU FT, OR DRAINS OR SWALES SHALL BE PROVIDED TO ENSURE DRAINAGE AWAY FROM STRUCTURE - FASTENERS TO BE HOT -DIPPED GALV. STEEL, STAINLESS OR ALUM. (CORROSION RESISTANT) NOTE: PROVIDE CONTINUOS PRE -PAINTED G.I. 'Z' FLASHING AT ALL EXT. DOOR 4 UJINDOU HEADERS. 17• SCALE: 1/4 REVIEWED FOR CODE COMPLIANCE AtrOVED APR 21 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA FEB 2� 2017 PERMIT CENTER cn c c o N -18J 2 c L N O i :(2)>, O2..c,arL O tctiL ,oE, — aO O sa 2 0 -c o - i. oaL0.= O -'c J Tcs w2�JaN voL22>mccoa)V--E m" 00 c'S C co cn O X 2 E cn 0 C U -Clow 4C-1; p 0— t7 O a) :ID 0 C1) Cs a) E cn 0 If -ea; -- � �a� I- 8a. C1�O CCC >JI- -cJ 24 r 24' x 24' x IS' W/ (3) 4'4 E.W. CONIC. PIER W/ P.T. 6 x 6 COST UJ/ C866 24 FOUNDATION VENTILATION USE 14" x 1" SCREENED FDN. VENTS (I) vENT = .52 SQ. FT. NET FREE vENT AREA (I) VENT TO BE LOCATED WITHIN 3' OF EACH CORNER FDN. AREA = NET VENT AREA REQ'D (N.V.A.) 300 N.V.A. = QTY. OF VENTS REQUIRED 52 1304 434 4.34 = 5.35 VENTS REQ'D 300 .52 (9) VENTS REQUIRED FOOTING SCHEDULE NOTE: USE MIN. 6" WIDE POST BELOW BEAM SPLICES USE P.T. 4 X 4 POSTS BELOW 4 X BEAMS U.N.O. USE P.T. 6 X 6 POST BELOW 6 X BEAMS U.N.O. OIS P.T. POST ON 18" DIA. X 8" THICK CONC. FOOTING O24 P.T. POST ON 24" DIA. X 12" THICK CONC. FOOTING 30 P.T. POST ON 30" X 30" X 12" THICK CONC. FOOTING W/ 3- # 5 BARS EACH WAY FDN VENTS 0 36 P.T. POST ON 36" X 36" X 12" THICK GONG. FOOTING W/ 3- # 5 BARS EACH WAY 42 P.T. POST ON 42" X 42" X 12" THICK CONC. FOOTING W/ 4- # 5 BARS EACH WAY FOOTING SIZES BASED ON 1500 psr SOIL BEARING CAPACITY 10'-0' 4'-0' 441-0° 22'-0' / / 14' X 1' SCREENED FTG. 30 X 30 X l2 FDN VENTS 0 (9) REQ'D 55 — - — — -- — — — — - — — — 30 2i- ' 0' 4'-6' 5'-0' 5 -0' 5'-0' 5'-0' S'-0' 5'-O' S'-6' 2' 0' r STEALL MUST E 2' TALL FOR A MAXIMUM BALL STUD s'> (WOOD PORTION ONLY) HEIGHT OF 12'-D' 55 4x10 \ 4x10 =T'' 0 • > 2'-0' 5'-9' 5'-9' 2'-6' 3'-3' 3'-11' 3'-10' 3'-10' 6'-2' 2' 0' tt t 1 S1_45 ON GLADE @ z ,, 0 / 4' CONC. SLAB ON ® 4' COMP. FILL TYP. ® SLOPE 3/16' / FT TOWARD DOORS F I '- i. - V Y) Fi - FLR J5T e16° o.c. 4 x IOP LY fe _ �1 C A -14 24 24 30 6 0 6 v ': 11-3' 12'-9' 5/8'48 e 24' O.C. � u �S7 DIA THIS WALL LINE CO `: c, \-- 'Eh r. \ 1/ 0 CR,4UJL SPACE 14 IS' MIN. UJ/ 6 MIL VAPOR L BARRIER TYP. m 3'-8' 2' 0 ' 4'-0' - 8 42 c� �s SLAB ON GRADE 2 5'-2' 5'-2' S'-2' S'-2' '� 5'-2' 2' 10 6 i z '; Aft 5/8' DIA AB 24' O.G. 0O 4' LONG. / 4 x 10 4+x 10� / THIS WALL LINE STEMWALL MUST BE 2' TALL o "yS� © 0 14 u D AS - - �_ 14, r ?S - �S \ © - BEARING WALL ®� 14 ,t m in FOR A MAXIMUM WALL STUD (WOOD PORTION ONLY) HEIGHT OF 12'-O' p LINE ABOVE .,- O 1 rn - M z W �4xl0 - 0 U N �.24 I ?S L X36 24 P L J , 15'4' °-'1 - '-2 ' - 11' 4'-1' 2' e ` > l 1 t ( V t ...,,,,,,___,:.„.::,,,„,.. ,,,:.:„.„.„, ,.;,,„..„,,,„,„:„,;.,,...;,....„....,:,.:„.. ,,,.„.,:.:,:„::::,,,,,, 54 0 5/8' DIAMETER ANCHOR BOLTS Q 48° O.C. (UN.O. ON SHEAR WALL SCHEDULE) W/ 1' MIN. EMBED. 51_45 ON GRAD 55 55 4' CONC. -►4 I I I i— 24' x 24' x 18' UJ/ (3)4'4 E.W.24 CONC. PIER UJ/ P.T. 24 55 6 x 6 POST W/ 0866 41-0' 5'-0' 9' 8'-6' 54 9° 5'-1' 4'-6' 24'-6' 21-0' / 9'-0° 14'-5' 10'-0' 10'-1' / 26'-6' / / / 10'-0' FOUNDATION/ FRAMING PLAN ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED SOFFIT, VENT, AND INSULATE ALL CANTILEVERED AREAS PROVIDE SOLID BLOCKING OVER SUPPORTS - ALL FOOTINGS TO REST ON UNDISTURBED SOIL - PROVIDE SUPPLEMENTAL JOISTS/BLOCKING BELOW SHEAR WALLS AS INDICATED ON FRAMING FLAN PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.) - PROVIDE COPY OF CONCRETE "BATCH TICKET" ON SITE FOR REVIEW BY BUILDING OFFICIAL IP AN ENGINEERED JOIST FLOOR FRAMING LAYOUT IS PROVIDED BY THE JOIST SUPPLIER, THAT JOIST LAYOUT SHALL SUPERCEDE THE JOIST LAYOUT INDICATED IN THE PLANS. PROVIDE I -JOIST LAYOUT AND SPECS ON SITE FOR INSPECTION. SCALE: 1/4" =1'-0" 003► r v - c0 G 01 m 0 REVIEWED FOR CODE COMPLIANCE APPROVED APR 21 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA FEB 2g 2011 PERMIT CENTER REVISIONS cn W 1-12-201' AS NOTED W U U) ,43 N r H r i JOB NO. s 1. SHEAR WALL NOTES REVISIONS TYPICAL SHEARWALL NOTES 1.) USE 5/S" DIA. BY I0" ANG( -{OR BOLTS (AB'S) WITH SINGLE PLATES AND 5/S" DIA. Bi 12' AB'S WITH DOUBLE AND 3X PLATES SPACED AS SHOWN ON THE DRAWINGS. A5'5SHALL HAVE 1' OF EMBEDMENT INTO FOOTING, SHALL BE CENTERED IN THE STUD WALL, AND SHALL PROJECT THROUGH THE BOTTOM PLATE OF THE WALL AND HAVE A 3X3/X1/4 PLATE WASHER. 1-12-201& AS NOTED 2.) ALL WALL SHEATHING SHALL BE 1/2" CDX PLYWOOD, 5/S° TI -II SIDING, OR 1/16° 095 WITH EXTERIOR EXPOSURE GLUE AND SPAN RATED "SR 24/0° OR BETTER. ALL FREE 61-1EATHING EDGES SHALL BE BLOCKED WITH 2X4 OR 2X6 FLAT BLOCKING EXCEPT WHERE NOTED ON THE DRAWINGS OR BELOW. E-+ 3.) ALL NAILS SHALL BE Sol OR 10d COMMON (5d COMMON NAILS MUST BE 0.131 INCH DIAMETER, SENCO KC21 NAILS ARE EQUIVALENT. IF 10d COMMON NAILS ARE CALLED FOR THE DIAMETER MUST BE 0.148 INCHES, SENCO MD23 NAILS ARE EQUIVALENT). NAIL SIZE AND SPACING AT ALL SHEATHING EDGES SHALL BE AS REQUIRED BELOW OR A5 IN THE DRAWINGS. NAIL SPACINGS SHALL BE 12° O.C. FOR ALL FIELD NAILING EXCEPT A5 NOTED. 4.) HOLD DOWNS ARE SIMPSON 'STRONG TIE° AND SHALL BE INSTALLED PER TI -1E MANUFACTURE'S RECOMMENDATION. EQUIVALENT HOLD DOWNS BY UNITED STEEL PRODUCTS COMPANY 'KANT-54G' THAT HAVE ICBG APPROVAL CAN BE SUBSTITUTED IN PLACE OF SIMPSON HOLD DOWNS. ALL FLOOR SYSTEMS MUST BE BLOCKED SOLID BELOW MEMBER THAT THE HOLD DOWN 15 ATTACHED TO. THIS BLOCK SHOULD BE EQUAL TO OR LARGER THAN THE MEMBER THE HOLD DOWN 16 ATTACHED TO AND BE PLACED AS A 'SQUASH BLOCK'. 5.) ALL DOUBLE AND TRIPLE STUDS SHALL GLUED AND NAILED TOGETHER WITH I0D'S AT 3" O.C. FOR EACH LAYER. ALL 4X STUDS ARE TO BE 1'2 DF AND ALL 6X STUDS ARE TO BE 01 DF WHEN USED FOR HOLD DOWNS AND SHEAR WALLS. N FASTENERS IN CONTACT WITH PRESSURE TREATED LUMBER ALL FASTENERS INCLUDING NUTS AND WASHERS IN CONTRACT WITH PRESSURE TREATED LUMBER SHALL BE HOT -DIPPED ZINC COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER. FASTENERS OTHER THAN NAILS, TIMBER RIVETS, WOOD SCREWS AND LAG SCREWS SHALL BE PERMITTED TO BE OF MECHANICALLY DEPOSITED ZINC COATED STEEL IN ACCORDANCE WITH ASTM B 695, CLASS 55 MINIMUM. FASTENERS EXPOSED TO WEATHER MUST MEET THE REQUIREMENTS OF THE PRESSURE TREATING MANUFACTURE'S MINIMUM. IN ADDITON, THE CONTRACTOR SHALL COORDINATE CONNECTOR/FASTENER COATING REQUIREMENTS WITH RECOMMENDATIONS FROM CONNECTOR/FASTENER MANUFACTURER AND TYPE OF PRESSURE TREATING CHEMICAL AND RETENTION BEING USED. SEE SECTION 2304.9.5 OF THE 2012 IBC FOR ADDITIONAL INFORMATION. SHEAR WALL SCHEDULE TYPICAL SHEARWALL NOTES ALL WALL STUDS AND ROOF TRUSS TOP CHORDS AND SECONDARY FRAMING LUMBER SHALL BE DOUG -FIR *2 OR BETTER. MST STRAPS ATTACHES TO (2) 2X OR 4X STUDS IN WALL ABOVE AND BELOW UNLESS NOTED OTHERWISE. NAIL ALL H0E5 WITH 16D SINKERS SH EAR WALLS CALLOUT SHEATHING NAILED WITH Sd'S AT 6' ON CENTER ALL EDGES. SHEATHING NAILED WITH Sd'S AT 4' ON CENTER ALL EDGES. AND 4X OR 6X STUDS AT PANEL EDGES SHEALTHING NAILED WITH Sd'S AT 2' ON CENTER ALL EDGES. AND 4X OR 6X STUDS AT PANEL EDGES A STRUCTURE FOR SHEAR WALL KEY HOLD DOWN TABLE TYPICAL HOLDDOWN NOTES EXTENT OF HEADER (TWO BRACED WALL PANELS) EXTENT OF HEADER (ONE BRACED WALL PANEL) IT 15 THE RESPONSIBILITY OF THE CONTRACTOR TO LOCATE HOLD DOWN ANCHOR BOLT TO ACCOMMODATE ALL STRUCTURAL FRAMING. ANCHOR BOLT TO BE LOCATED NEAREST THE CORNER OR OPENING AT THE END OF THE SHEAR WALL. ALL FOUNDATION VENTS TO BE A MINIMUM OF 12' OFF CENTERLINE OF THE ANCHOR BOLT ON EITHER SIDE. HOLDOWN STUD TO BE COORDINATED WITH SHEAR WALL PANEL EDGE FRAMING REQUIREMENTS. LARGER STUD SIZE CONTROLS SI-IEATHTING NAILED WITH SD'S AT 6" ON CENTER ALL EDGES. (4) -=---(3) 1. HEADER PER PLAN (MINIMUM 3'x114') 2. MINIMUM (2)2x4 STUD FRAMING TYP. 3. FASTEN TOP PLATE TO HEADER W/ 2 ROWS OF 16d SINKER NAILS 0 3' O.G. TYP. 4. SIMPSON L5TA24 STRAP TIE HEADER TO WALL ON (4) INSIDE FACE 6Ft TO ISFt (4) * FOR HOLDOWN ANCHOR BOLT EMBEDMENT GREATER THAT FOUNDATION DEPTH, THICKEN FOOTING FOR 2'-0' EITHER SIDE OF HOLDOUJN ANCHOR BOLT TO A DEPTH THAT PROVIDES FOR 3' CLEAR BELOW THE BOTTOM OF THE ANCHOR BOLT. PROVIDE (2) ADDITIONAL *4 X 3'-0" PIECES OF LONGITUDINAL REBAR AT THIS LOCATION. HOLD DOWN SCHEDULE FLOOR TO FLOOR STRAP DESCRIPTION DESCRIPTION H U11 ATTACHES TO CONCRETE FOUNDATION WITH SIMPSON 5578 16 HPU2 ATTACHES TO DOUBLE 2X STUDS OR 4X OR 6X STUD WITH (6) SIMPSON SDS 1/4 X 3 WOOD SCREWS IN WALL ABOVE. VISTA 4S ATTACHES TO CONCRETE FOUNDATION WITH SIMPSON SST 14 HDU5 ATTACHES TO DOUBLE 2X STUDS OR 4X OR 6X STUD WITH (14) SIMPSON SDS 1/4 X 3 WOOD SCREWS IN WALL ABOVE. SIMPSON MST 4S 15 A FLOOR TO FLOOR STRAP THE STRAP ATTACHES TO A MIN. OF A DOUBLE BELOW. SHEAR WALL BOUNDARY MEMBER AND WILL USUALLY CONTROL MEMBER SIZE. INSTALL THAT 15 CENTERED ON THE RIM JOIST. STUD IN THE WALL ABOVE AND HOLDOWNS MEMBER REQUIREMENTS PER SIMPSON'S REQUIREMENTS. 5. FASTEN 51-IEATHING TO HEADER W/ Sd COMMON OR GALV. BOX NAILS IN 3' GRID PATTERN AS SHOWN 4 3' D.C. IN ALL FRAMING (STUDS, BLOCKING, SILLS) TYP. 6. %a' MINIMUM THICKNESS WOOD STRUCTURAL PANEL SHEATHING 1. FOR PANEL SPLICE (IF NEEDED), PANEL EDGES SHALL BE BLOCKED UJ/ 3x OR (2) 2x, 4 OCCUR WITHIN 24' OF MID HEIGHT. IF 2x BLOCKING 15 USED, FACE NAIL W/ (3) 16d SINKERS. S. 4200" STRAP TIE HDLDOU N PER PLAN SIMPSON I4DU5 HOLD DOWN PER PLAN 9. 5/s' DIA. ANCHOR BOLT W/ 1' MINIMUM EMBED (10) 36'x2'X2' PLATE WASHER MINIMUM (TESTED PORTAL FRAME CONSTRUCTION (FIELD BUILT) SECTION TI -IRU WALL 10. FOUNDATION PER PLAN 11. SHEATHING FILLER IF NEEDED 12. 1000# STRAP TIE HOLDOWN PER PLAN REVIEWED FOR IVIOD'retCOMPLIANCE SSEM5A1,1PROVED APR 21 2017 ATTACHES TO CONCRETE FOUNDATION WITH SIMPSON S15Ix30. STEM WALL TO HAVE MIN. OF (2) ADDITIONAL VERTICAL BAR LOCATED AT THE HOLDOWNS BOLT. 1-IDUI1 ATTACHES TO A 6X STUD WITH (34) SIMPSON SDS 1/4 X 3 WOOD SCREWS IN WALL ABOVE. SCALE: 1Y2"=1' RECEIVED CITY OF TUKWILA FEB V 2017 PERMIT CENTER JOB NO. S2. STRUCTURAL NOTES GENERAL NOTES: THESE STRUCTURAL NOTES SUPPLEMENT THE DRAWINGS. ANY DISCREPANCY FOUND AMONG THE DRAWINGS, THESE NOTES, AND THE SITE CONDITIONS SHALL BE REPORTED TO THE ENGINEER, WI -40 SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY THE CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE CONTRACTOR'S RISK. THE CONTRACTOR SHALL VERIFY AND COORDINATE THE DIMENSIONS AMONG ALL DRAWINGS PRIOR TO PROCEEDING WITH ANY WORK OR FABRICATION. THE CONTRACTOR SHALL COORDINATE BETWEEN THE ARCHITECTURAL DRAWINGS AND THE STRUCTURAL DRAWINGS. TI -4E ARCHITECTURAL DIMENSIONS ARE TAKEN TO BE CORRECT WHEN IN CONFLICT WITH THE STRUCTURAL DRAWINGS. THE CONTRACTOR 15 RESPONSIBLE FOR ALL BRACING AND SHORING DURING CONSTRUCTION. ALL CONSTRUCTION SHALL CONFORM TO THE APPLICABLE PORTIONS OF THE LATEST EDITION OF TI -4E INTERNATIONAL BUILDING CODE EXCEPT WHERE NOTED DESIGN CRITERIA: LIVE LOAD = 40 PSF (FLOORS) 25 PSF (SNOW) DEAD LOAD = 15 PSF (ROOF) 12 PSF (FLOOR) 10 PSF (WALLS) 150 PCF (CONCRETE) PARTITION = 10 PSF (FLOORS) WIND = 2012 IBC EXPOSURE B s 110 MPH EARTHQUAKE = 2012 IBC SITE CLASS = D DESIGN CAT. = D USE GROUP = I R = 6.5 CD = 4 WO = 3 SOIL = 1500 PSF, ASSUMED BEARING CAPACITY 38 PCF, ASSUMED ACTIVE FLUID PRESSURE 350 PCF, ASSUMED PASSIVE FLUID PRESSURE 0.45, ASSUMED COEFFICIENT OF FRICTION 110 PGF, ASSUMED SOIL DENSITY CONCRETE 4 REINFORCING STEEL: ALL CONCRETE WORK SHALL BE PER THE 2012 IBC CHAPTER 19. TOLERANCES SHALL BE PER IBC CHAPTER 19, SECTION 01. MIXING, PLACEMENT, AND INSPECTION SHALL BE PER SECTIONS 03, 04, 05, AND 08. ALL REINFORCING SHALL BE ASTM A615 GRADE 60 EXCEPT AS SHOWN ON THE PLANS. CONCRETE SHALL BE IN ACCORDANCE WITH ASTM 150. F'C = 2500 PSI s 28 DAY SLUMP = 4" MAXIMUM, bio AIR ENTRAINED. STEEL: ANCHOR BOLTS SHALL BE ASTM A301. CARPENTRY: 2X STRUCTURAL FRAMING SHALL BE #2 DOUGLAS FIR 4X STRUCTURAL MEMBERS SHALL BE 4*2 DOUGLAS FIR. &X MEMBERS SHALL BE 01 DOUGLAS FIR PROVIDE SOLID BLOCKING IN FLOOR SYSTEM BELOW ALL BEARING WALLS AND POINT LOADS. 2X JOISTS SHALL BE KILN DRIED AND STORED IN DRY AREA PRIOR TO INSTALLATION. THE MOISTURE CONTENT OF ALL WOOD SHALL BE LESS THAN 15%. FLOOR JOISTS SHALL BE BY BOISE CASCADE OR OTHER APPROVED MANUFACTURER. JOIST TO BE INSTALLED AND BRACED PER MANUFACTURER'S REQUIREMENTS. ROOF TRUSSES SHALL BE BY A PRE -APPROVED MANUFACTURER AND CONSTRUCTED ACCORDING TO THE SPECIFICATIONS OF THE TRUSS PLATE INSTITUTE. TRUSS SHOP DRAWINGS MUST BE STAMPED BY A LICENSED ENGINEER AND BE ON SITE AT THE TIME OF CONSTRUCTION. PRELIMINARY TRUSS DRAWINGS MUST BE REVIEWED PRIOR TO CONSTRUCTION. IT IS THE TRUSS MANUFACTURER'S RESPONSIBILITY TO INFORM THE ENGINEER OF RECORD OF ANY CHANGES FROM THE PRELIMINARY TRUSS LAY -OUT. GIRDER TRUSSES TO HAVE A MINIMUM OF BEARING STUDS EQUAL TO NUMBER OF PLIES OF TRUSS. ALL GIRDER TRUSSES SHALL HAVE SIMPSON NGT TIE DOWN AT EITHER END TO MATCH NUMBER OF PLIES. TRUSS MANUFACTURES ARE RESPONSIBLE FOR ALL BRACING OF THE TRUSSES INCLUDING END WALL BRACING AND ALL OTHER BRACING BETWEEN THE BUILDING AND THE TRUSSES UNLESS SPECIFICALLY SHOWN OTHERWISE ON THE DRAWINGS. CONTRACTOR TO COORDINATE BRACING WITH ENGINEER OF RECORD AS REQUIRED. GLUE LAMINATED BEAMS SHALL BE 24F -V8 FOR CANTILEVERED OR CONTINUOUS BEAMS AND 24F -V4 FOR SIMPLE SPANS. (FB = 2,400 P5I ) (FV = 190 PSI) (E = 1,800,000 PSI) (FCL = 650 PSI) CONTINUOUS AND CANTILEVERED GLUE LAMINATED SEAMS SHALL NOT BE CAMBERED. ALL OTHER GLUE LAMINATED BEAMS SHALL BE CANTILEVERED FOR L/450. SEE THE FRAMING PLANS FOR ANY EXCEPTIONS. ALL MANUFACTURED LUMBER SHALL BE BY BOISE CASCADE AND HAVE THE FOLLOWING STRUCTURAL PROPERTIES: VERSA LAM (VL) (FB = (FV = (E _ (FCL 2,800 PSI) 280 PSI) 2,000,000 PSI) 150 PSI) HARDWARE: ALL CONNECTION HARDWARE SHALL BE SIMPSON "STRONG TIE". CONNECTION HARDWARE EXPOSED TO THE WEATHER OR SOIL SHALL BE TREATED AS IN STEEL ABOVE. CAUTION: PLACE TRUSSES PER MANUFACTURER'S RECOMMENDATIONS AND BRACE PER TRUSS COMPANY RECOMMENDATION. CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY BRACING AND SHORING REQUIRED FOR PLACING TRUSSES. NOTE THESE DRAWINGS DO NOT INCLUDE ANY TEMPORARY SNORING OR BRACING. PRECISE ENGINEERING RECOMMEND ALL SHORING AND BRACING BE DESIGNED AND DETAILED BY A LISENCED ENGINEER. CONTRACTOR TO FIELD VERIFY ALL CONDITIONS AND ALL ELEVATIONS. osis DOUBLE TRIM DOUBLE KING 5 1/4 X 9 1/2 VL I-1GU57.25/12 THE 4X8 F FLAT TO PROVIDE BEARING FOR THE '1' vL HUCQ412 fX14vLL 1 3/4 X 111/8 VL WP 411.88-2 ±51/4X11 1/S vL CONT. 21' 11 1/8 BCI 90-2.0 DF FLR JST 616' 0.c. BLOCK JOISTS a 1/3 POINTS ALL SPANS GREATER THAN 16' SHEATHING AT ROOF AND FLOOR SHALL BE LAID WITH FACE GRAIN PERPENDICULAR TO SUPPORTS AND END JOINTS STAGGERED 4'-0" ON CENTER. PROVIDE 1/5" SPACE AT PANEL EDGES AS REQUIRED BY PANEL MANUFACTURERS. FLOOR SHEATHING SHALL BE NAILED 6" O.C. EDGES AND 12" FIELD WITH 10D'S AND ROOF SHEATHING SHALL BE NAILED 6" O.C. EDGES AND 12" O.0 FIELD WITH 10D'S UNLESS OTHERWISE NOTED ON THE DRAWINGS. BLOCK AND NAIL ALL HORIZONTAL PANEL EDGES AT DESIGNATED SHEAR WALLS. ALL FASTENERS INCLUDING NUTS AND WASHERS IN CONTRACT WITH PRESSURE TREATED LUMBER SHALL BE HOT -DIPPED ZINC COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER FASTENERS OTHER THAN NAILS, TIMBER RIVETS, WOOD SCREWS AND LAG SCREWS SHALL BE PERMITTED TO BE OF MECHANICALLY DEPOSITED ZINC COATED STEEL IN ACCORDANCE WITH ASTM 695, CLASS 55 MINIMUM. FASTENERS EXPOSED TO WEATHER MUST MEET THE REQUIREMENTS OF THE PRESSURE TREATING MANUFACTURE'S MINIMUM. IN ADDITON, THE CONTRACTOR SHALL COORDINATE CONNECTOR/FASTENER COATING REQUIREMENTS WITH RECOMMENDATIONS FROM CONNECTOR/FASTENER MANUFACTURER AND TYPE OF PRESSURE TREATING CHEMICAL AND RETENTION BEING USED. SEE SECTION 2304.9.5 OF THE 2012 IBC FOR ADDITIONAL INFORMATION. 0 1.1.1PU3.56/11.88 0 HUCQ412 BEARING WALL 3 1/2 X 11 1/5 vL 3 1/2 X 11 1/8 vL HUCQ412 6X10 UPPER FLOOR FRAMING PLAN 6 x 10 DOUBLE TRIM - ALL DOOR/WINDOW HEADERS TO BE 6'X5 DF#2 AT 2X6 BEARING WALLS , U.N.O., 6'-0" MAX. SPAN - ALL DOOR/WINDOW HEADERS TO BE 4X10 DF#2 AT 2X4 BEARING WALLS, U.N.O., 6'-0" MAX. SPAN - PROVIDE FIREBLOCKING AS REQUIRED PER I.R.C. - WINDOW HEADERS AT 6'-8" ABOVE SUB FLOOR, U.N.O. EXTERIOR WALLS TO BE 2X67 AT 16" O.C., U.N.D. - INTERIOR PARTITIONS TO BE 2X4 AT 16" O.C. (2X6 e PLUMBING WALLS) U.N.O. - PROVIDE SUPPLEMENTAL JOISTS/BLOCKING BELOW SHEAR WALLS A5 INDICATED ON FRAMING PLAN - PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.) FLOOR JOISTS AND BEAMS OF EQUAL OR BETTER CAPACITY MAY BE SUBSTITUTED FOR THOSE SHOWN ON THIS FLAN, "EQUAL" 15 DEFINED AS HAVING MOMENT CAPACITY, SHEAR CAPACITY, AND STIFFNESS WITHIN 3% OF THE SPECIFIED JOISTS OR BEAMS. SCALE: 1 /4" =1'-O" 1-_ z 0 u m Ail- OO.3q REVIEWED FOR CODE COMPLIANCE APPROVED APR 21 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA FEB 22 2017 PERMIT CENTER REVISIONS ESIGNED BY H.H. 0) -1-12-201& AS NOTED L) A STRUCTURE FOR (24 z 1-4 ENGINEE `.ING (360) 736-1137 CENTRALIA, WA. MELLEN ST. REVISIONS ESIGNED BY H.H. U) 1 -12 -2016 AS NOTED MFR MONO TRUSSES e 24' O.G. AS PER MFG. SPECS. TYP. MFR. COMMON TRUSSES e 24' O.C. AS PER MFG. SPECS. TYP. MFR MONO TRUSSES e 24' O.C. A5 PER MFG. SPECS. TYP. MFR COMMON TRUSSES 9 24' O.C. AS PER MFG. SPECS. TYP. RIDGE RIDGE MS -1424 6X5 TO WALL TOP PLATE TYP. RIDGE SIMPSON 435 CLIP AT 12' O.C. GABLE END TRUSS TO WALL TOP PLATE MFR. COMMON TRUSSES e 24' O.C. A5 PER MFG. SPECS. TYP. DOUBLE TRIM SIMPSON DSC 2 GAEL: END TRUSS MFR. MONO TRUSSES a 24' O.C. AS PER MFG. SPECS. TYP. MFR. COMMON TRUSSES e 24' O.C. A5 PER MFG. SPECS. TYP. MFR. COMMON TRUSSES e 24' O.C. A5 PER MFG. SPECS. TYP. ROOF FRAMING PLAN SCALE: 1 /4" =1'-0" - ALL BEAMS AND HEADERS TO BE 6XS DF *2 AT 2X6 BEARING WALLS, U.N.O., 6'-m" MAX. SPAN ALL BEAMS AND HEADERS TO BE 4XI0 DF *2 AT 2X4 BEARING WALLS, U.N.O., 6'-0" MAX. SPAN SHADED AREAS INDICATE OVERFRAMING, 2X6 e 24" O.C., U.N.O. BEARING WALLS ARE INDICATED AS SHADED WALLS PROVIDE vENTED BLOCKING AT REQUIRED TRUSS/RAFTER BAYS ALL MANUFACTURED TRUSSES: * SHALL NOT BE FIELD ALTERED WITHOUT ENGINEER'S APPROVAL * SHALL HAVE DESIGN DETAILS AND DRAWINGS ON SITE FOR FRAMING INSPECTION * SHALL BE INSTALLED AND BRACED TO MANUFACTURER'S SPECIFICATION * SHALL CARRY MANUFACTURER'S STAMP ON EACH TRUSS IF AN ENGINEERED ROOF FRAMING LAYOUT IS PROVIDED BY THE TRUSS SUPPLIER, THAT TRUSS LAYOUT SHALL SUPERCEDE THE TRUSS LAYOUT INDICATED IN THE FLANS. PROVIDE TRUSS LAYOUT AND SPECS ON SITE FOR INSPECTION. - PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.) REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 1 2017 City of Tukwila BUILDING DIVISION N r A STRUCTURE FOR FRAMING 0 z ENGINEERING 736-1137 0 0 r) T CENTRALIA, WA. 98531 40 MELLEN ST. RECEIVED CITY OF TUKWILA FEB 22 2017 PERMIT CENTER MFR END JACK TRUSSES e 24° O.C. AS PER MFG. SPECS. TYP. MFR. END JACK TRUSSES ' 24' O.C. AS PER MFG. SPECS. TYP. MFR. COMMON TRUSSES a 24' O.G. 45 PER MFG. SPECS. TIP. MFR. COMMON TRUSSES a 24' O.C. AS PER MFG. SPECS. TYP. MFR 1 -HP TRUSSES e 24' O.C. AS PER MFG. SPECS. TYP. LE TRI MFR. END JACK TRUSSES e 24' O.C. WITH 12' HEEL INSTALL PER MFG. SPECS. TYP. MFR END JACK TRUSSES a 24' O.C. AS PER MFG. SPECS. TYP. 519 219v0 \\ \ RIDGE slr; SON D5C 2 TRLSS TO UJALL TOP PLATE DOUBLE TRIM (2) SIMPSON RBC CLIPS TRUSS BLOCK TO UJALL TOP PLATE MASTE 5 15 X 9 GLB MFR. END JACK TRUSSES 6 24' O.C. WITH 12' HEEL INSTALL PER MFG. SPECS. TYP. MFR. END JACK TRUSSES e 24' O.C. AS PER MFG. SPECS. TYP. MFR END JACK TRUSSES a 24' O.C. A5 PER MFG. SPECS. TYP. ROOF FRAMING PLAN 6+. HUC6STF HIP OPTION ALL BEAMS AND HEADERS TO BE /oXS DF *2 AT 2X6 BEARING WALLS, U.N.O., 6'-0" MAX. SPAN ALL BEAMS AND HEADERS TO BE 4XI0 DF *2 AT 2X4 BEARING WALLS, U.N.O., 6'-0" MAX. SPAN SHADED AREAS INDICATE OVERFRAMING, 2X6 e 24" O.C., U.N.O. - BEARING WALLS ARE INDICATED AS SHADED WALLS - PROVIDE VENTED BLOCKING AT REQUIRED TRUSS/RAFTER BAYS - ALL MANUFACTURED TRUSSES: * SHALL NOT BE FIELD ALTERED WITHOUT ENGINEER'S APPROVAL • SHALL NAVE DESIGN DETAILS AND DRAWINGS ON SITE FOR FRAMING INSPECTION * SHALL BE INSTALLED AND BRACED TO MANUFACTURER'S SPECIFICATION • SHALL CARRY MANUFACTURER'S STAMP ON EACH TRUSS IF AN ENGINEERED ROOF FRAMING LAYOUT IS PROVIDED BY THE TRUSS SUPPLIER, THAT TRUSS LAYOUT SHALL SUPERCEDE THE TRUSS LAYOUT INDICATED IN THE PLANS. PROVIDE TRUSS LAYOUT AND SPECS ON SITE FOR INSPECTION. PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.) SCALE: 1 /4" =1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED APR 21 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA FEB 2g 2017 PERMIT CENTER REVISIONS AS NOTED W U N s JOB NO. 1 UP TO 48° (MAX.) (1) (8) I'-4' • z I. BASE PLATE NAILING PER SHEAR WALL SCHEDULE 2. SAN ING 3. I -JOIST PER PLAN 4. SOLID CONTINUOUS RIM 5. PROVIDE 4s4 BAR AT 16' HORIZONTAL O.C. 6. 5/8' DIAMETER ANCHOR BOLTS e 48' O.C. (U.N.O. ON 5HEAR WALL SCHEDULE) W/ 1' MIN. EMBED. 1. 4'4 e 24' D.C. VERTICAL UJ/ STANDARD HOOKS ALTERNATE BENDS, NO WET SETTING PERMITTED 8. (2) "4 BARS CONTINUOUS BOTTOM 9. EDGE NAILING 10. I6d ' 6' O.C. INSTALL FOOTING DRAINS WHERE REQUIRED PER 8405.1 S" FOUNDATION STEM WALL W/ I -JOIST 50�� SCALE: N.T.S. 1. SHEATHING AND NAILING PER SHEARWALL SCHEDULE 2. BASE PLATE NAILING I6d AT 8' 0.0 3. EDGE NAIL 4. BEAM PER PLAN 5. I -JOIST PER PLAN 6. JOIST HANGER PER JOIST SUPPLIER 1. FLOOR SHEATHING WEE, JOIST AT SEAM E3ELOUJ UP TO 48° (MAX.) I. BASE PLATE NAILING PER SHEAR WALL SCHEDULE 2, FLOOR SHEATHING 3. I -JOIST PER PLAN 4. SOLID CONTINUOUS RIM 5. PROVIDE '4 BAR AT 16' HORIZONTAL O.C. 6, 5/8' DIAMETER ANCHOR BOLTS 6 48' O.C. (U.N.O. ON SHEAR WALL SCHEDULE) W/ 1' MIN. EMBED. 1. #4 0 24' O.C. VERTICAL W/ STANDARD HOOKS ALTERNATE BENDS, NO WET SETTING PERMITTED g, (2) 4'4 BARS CONTINUOUS BOTTOM 9. EDGE NAILING 10. I6d a 6' O.C. TOE NAILS II. I -JOIST BLOCKING AT PANEL EDGES INSTALL FOOTING DRAINS WHERE REQUIRED PER 8405.1 S" FOUNDATION STEM WALL W/ I -JOIST SCALE: N.T.S. (5) (4) I. BEAM SPLICE A5 OCCURS 2. WOOD BEAM PER PLAN 3. SIMPSON CC66 TYPE POST CAP WOOD COLUMN PER PLAN SIMPSON ACE TYPE POST CAP 4. 5. WOOD SEAM AT WOOD COLUMN (9) //Z.,////////// ///////// Es� (4) (5) e' L tu a PER PLAN BLOCKING BY JOIST MFR. 2. (3)16d PER BLOCK 3. FLOOR SHEATHING 4. 1-.0ISTS PER PLAN 5. BEAM PER PLAN 6, 2x OR PLYWOOD CLEAT EACH SIDE OR SIMPSON BC POST CAP 1. 4x OR 6x P.T. POST W/ SIMPSON A34 EACH SIDE OR SIMPSON PB POST BASE 8. CONC. FOOTING PER PLAN 9. EDGE NAILS INTERIOR SPREAD FOOTING W/ I -JOIST SCALE: N.T.S. (1) (6) (8) (5) LEE JOIST AT STUD WALL 3y SCALE: N.T.S. SCALE: N.T.S. GIRDER TRUSS PER PLAN 2. Ed e 6' O.C. EDGE NAILING 3. PLYWOOD SHEATHING CONTINUOUS (SINGLE 2PTx4FT HOLE PERMITTED FOR ACCESS AND VENTILATION) TRUSS PER PLAN ATTACH TRUSS TO GIRDER W/ FACE MOUNT HANGER PER TRUSS MFR. 6. 2X BLOCKING UJ/ 2-I6d NAILS PER BLOCK 2X OVERFRAME BEYOND 4. 5. 1. TRUSS AT GIRDER TRUSS SCALE: N.T.S. (2) (1) WITH RIDGE VENT WITHOUT RIDGE VENT RIDGE SLOCKINC I. DBL EDGE NAILING 2. PLYWOOD SHEATHING 3. RIDGE VENT 4, TRUSS PER PLAN 5. BLOCKING PER IRC TABLE R602.3(1) Note (1) SCALE: N.T.S. ROOF TRUSS AT SEARING SCALE: 3/4"=1 (1) 1. (2) (3) 2. 3. (4) 4. 5. 6• PLYWOOD WEB FLOOR JOISTS PER PLAN 1. SOLID CONTINUOUS RIM (3) SHEATHING AND NAILING PER 51-1EARWALL SCHEDULE BASE PLATE NAILING PER SHEARWALL SCHEDULE SHEAR PANEL EDGE NAILING I6d 06'O.C. DBL TOP PLATE S. FLOOR SHEATHING TRUSS W/ ROOF SHEATHING PER PLAN 2. 2x BLOCKING TOE NAILED TO PLATE W/ (3) 8d NAILS (OPT. 1) OR ATTACHED UJ/ (1) SIMPSON RBC PER BLOCK (OPT. 2) 3. EDGE NAILING 4. SIMPSON H2.5 e EACH TRUSS INSTALLED PER MFG. SPECS. 5. 2x STUD WALL OR BEAM PER PLAN SIMPSON RBC MAY BE DELETE IF SIMPSON H1 IS SUBSTITUTED FOR 1-12.5 e EACH TRUSS (OPT. ) 1. SHEATHING 4 NAILING PER SHEARWALL SCHEDULE 2. EDGE NAILS 3. FINISH GRADE OR SLAB A5 OCCURS 4. PROVIDE *4 BAR AT 16' HORIZONTAL O.C. 5. *4 a 24' O.C. VERTICAL W/ STANDARD HOOKS ALTERNATE BENDS, NO WET SETTING PERMITTED 6. CONC. SLAB 1. TREATED SILL PLATE g. 5/8° DIAMETER ANCHOR BOLTS 6 48' O.C. (UN.O. ON SHEAR WALL SCHEDULE) W/ 1' MIN. EMBED. 9. CONCRETE FOOTING W/ 8' STEM WALL PER PLAN INSTALL FOOTING DRAINS WHERE REQUIRED PER 8405.1 WOOD STUD WALL FOOTING SCALE: N.T.S. (1) (6) (8) (9) (5) I JOIST AT SMEAR FALL 1. SHEATHING AND NAILING PER SHEARWALL SCHEDULE 2. BASE PLATE NAILING PER SHEARWALL SCHEDULE 3. SHEAR PANEL EDGE NAILING 4. 16d e 6' O.C. TOENAIL 5, DBL TOP PLATE 6. I -JOIST BLOCKING AT PANEL EDGES 1. SOLID CONTINUOUS RIM S. FLOOR SHEATHING 9. I -JOIST PER PLAN SCALE: N.T.S. (4) C A5LE END TRUSS SCALE: N.T.S. 1. EDGE NAILING 2. CONTINUOUS FASCIA WITH (2) 10d NAILS PER JOIST 3. 2x4 OUTRIGGER 12' OR LESS FROM EXTERIOR WALL 9 48' O.C. (MORE THAN 12' FROM EXTERIOR WALL e 24' O.C.) 4. EDGE NAILS PER SHEAR WALL SCHEDULE 5, 2-10d TOENAIL OUTLOOKER THRU. TRUSS (OUTLOOKER EXTENDING MORE THAN 12' FROM EXTERIOR WALL USE A34 MIN.) 6, GABLE END TRUSS - SHEATHING AND NAILING PER SHEARWALL SCHEDULE FOR WALL BELOW 1. I6d 6 6' O.C. BOTTOM TRUSS CHORD TO CONTINUOUS BACKER BOARD 8. 2x4 BRACE e 96' O.C. ALONG GABLE UJ/ SIMPSON A35 CLIP EACH END OF BRACE 9, TRUSSES PER PLAN 10. 2x BACKER BOARD SECURED TO TOP PLATE WITH 16d NAILS AT 6' O.C. s WOOD COLUMN FOOTING 1. WOOD COLUMN 2. COLUMN BASE BRACKET TO PEDESTAL OR FOOTING AS NEEDED 3. *3 TIES AT 10' O.G. AT PEDESTAL 4. (4) *4 DOWELS W/ ALTERNATE BEND FOR PEDESTAL 5. FINISH GRADE OR CONCRETE SLAB WHERE OCCURS 6, 12' SQUARE CONCRETE PEDESTAL (OPTIONAL) 1. CONCRETE FOOTING 8. 2-414 BARS EACH WAY 5. ARCHITECTURAL COVER, SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL INFORMATION SCALE: N.T.S. (I) (2) (3) (4) ilLWAIAIIIIPIWIMAVA5IIIVAVY41 Mir IMPIIIWAIME (5) I -JOIST AT WOOD BEAM 1. EDGE NAILING 2. FLOOR SHEATHING 3. JOIST HANGER PER JOIST SUPPLIER 4. I -JOIST PER PLAN 5. WOOD BEAM PER PLAN SCALE: N.T.S. VALLEY FRAMING I. PLYWOOD SHEATHING 2. 8d 0 6' O.C. 3. 2X OVER FRAME 6 24' O.C. w/ 2-I0d TOE NAILS TO VALLEY BOARD 4. TRUSS OR RAFTER PER PLAN 5. 2X CONTINUOUS VALLEY BOARD FLAT W/ 2-16d NAIL PER TRUSS TYP. NOTE: I. PLYWOOD SHEATHING ON PRIMARY ROOF TRUSSES SHALL BE CONTINUOUS. 2. AT 2X OVER FRAMING USE THE FOLLOWING: 0'-4' 2X4 MIN. 2X6 MIN. 8'-10' 2X8 MIN. 101-12'----2X10 MIN. SCALE: N.T.S. bri a63)-1 REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 1. 2011 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA FEB 22 2011 PERMIT CENTER REVISIONS 1-12-201& 4.1 E-� AS NOTED N s 0 Cjf 11 CI) H JOB NO. S5.