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Permit D17-0035 - SYLVAN VIEW ESTATES - LOT 3 SINGLE FAMILY RESIDENCE
SYLVAN VIEW ESTATES LOT 3 4723 S 144 ST D17-0035 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 4723 S 144 St COMBOSFR PERMIT Project Name: SYLVAN VIEW ESTATES - LOT 3 Permit Number: D17-0035 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: Volumes: Cut: 10 Fill: 10 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: 1 Street Use: Water Main Extension: Water Meter: No Permit Center Authorized Signature: ii.2%%G;(1- Date: ai7o9Y.7 1 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 regulatingcoo 8.ur ctlon or the performance of work. I am authorized to sign and obtain this development permit and agree �� the condi ns_.attac-hed to this permit. Signature: 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: 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. 5: Any material spilled onto any street shall be cleaned up immediately. 6: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 7: 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. 8: 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. 9: 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. 10: 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. 11: 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. 12: 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. 13: Applicant shall obtain sanitary side sewer permit from Valley View District (206-242-3236). 14: 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'. 15: 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. 16: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $1,013.88. 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 orroad 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*** 1 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 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 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.E1.0V Combination Permit No. 'bI� 0035— Project No.: Date Application Accepted: Date Application Expires: st (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 r� King Co Assessor's Tax No.: 0040000505 Site Address: l 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.: CCMILLEBL8961.13 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 0-9-1 I.docx Revised: August 2011 bh Page 1 of 4 0 0 PROJECT INFORMATION - Valuation of project (contractor's bid price): $ I1) CC' !� C L4) S \Ma 04A1J IC/42 u �^ p>> r1 a r EI—rGlGg2 Scope of work (please provide detailed information): New Single Family detached residence DETAILED BUILDING INFORAMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement ...------ 151 lst floor (? / t/T 2"d floor r, / 5..� / S Garage carport ■ I t/ Deck— covered K. uncovered ■ /FJS`- Total square footage 37 !! 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: d Value of mechanical work 1 1 �1�e `7 " fuel type: ❑ electric (� Kgas / 1 furnace <100k btu / appliance vent / ventilation fan connected to single duct thermostat wood/gas stove water heater (electric) emergency generator other mechanical equipment PLUMBING:J U Value of plumbing/gas piping work 5 -, bathtub (or bath/shower combo) bidet clothes washer 1 dishwasher floor drain Z shower S lavatory (bathroom sink) / sink 3 water closet water heater (gas) lawn sprinkler system '.- gas piping outlets H:\Applications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-1 l.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION — Scope of work (please provide detailed information): ►v E • ( Iv cLvt-Dt) ' SC-461-7-- Call C-46$-'rCall before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT ❑ ...Tukwila ❑ ...Water District #125 ❑ ...Letter of water availability provided SEWER DISTRICT ❑ ...Tukwila ❑ ...Sewer use certificate ❑ .. Highline ❑ ...Valley View ❑ .. 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 SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ❑ ...Civil Plans (Maximum Paper Size — 22" X 34") ❑ ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report 0 ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) ❑.. ❑ .. County Health Department. .Hold Harmless — (SAO) .Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): 0 ...Right -Of -Way Use - Potential disturbance ❑ .. Construction/Excavation/Fill - Right -of -Way... ❑ -or- Non Right -of -Way.. 0 ❑ ...Total Cut ❑ ...Total Fill Cubic Yards Cubic Yards ❑ .. Work In Flood Zone ❑ .. Storm Drainage ❑ ...Sanitary Side Sewer ❑ .. Abandon Septic Tank ❑ .. Trench Excavation ❑ ...Cap or Remove Utilities 0 .. Curb Cut 0 .. Utility Undergrounding ❑ ...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 ❑ If ❑...Water Main Extension Public 0 - or - Private 0 FINANCE INFORMATION — THIS INFORMATION IS REQUIRED 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 ❑ ...sewage treatment MONTHLY SERVICE BILLING TO: Name: Day Telephone: Mailing Address: City State Zip WATER METER REFUNDBILLING: Name: Day Telephone: Mailing Address: City State Zip H:\Applications\Forms-Applications On Line \2011 Applications \Combination Permit Application Revised 8-9.11.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — APPLICABLE TO ALL PERMITS INTHIS 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 AUTHO Signature: ED AGENT: Print Name: Todd McKittrick Mailing Address: 17837 1st Ave S., PMB#2 H:\Applications\Forma-Applications On Line \201 I Applications \Combination Permit Application Revised 11-9.1 I.docx Revised: August 201 I bh Date: 02/13/2017 Day Telephone: (206) 571-8080 Normandy Park City WA State 98166 Zip Page 4 of 4 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME 5' `(Lvy w 4 -c -f PERMIT # .0 r7 ob3,, ( 4-12 1 .h s; 3 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 4o v Water/Sewer/Surface Water So�'7.5� /� /5.00 Road/Parking/Access / o 0 0 A. Total Improvements 41- o c> 3. Calculate improvement -based fees: j B. 2.5% of first $100,000 of A. 110 C. 2.0% of amount over $100,000, but Tess than $200,000 of A. D. 1.5% of amount over $200,000 of A. TOTAL PLAN REVIEW FEE (B+C+D) 5. Enter Total excavation volume Enter total fill volume /0 /0 $250 (1) cubic yards cubic yards $Ito (4) Use the following table to estimate the grading plan review fee. Use the reater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees $ (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ �. The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the 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) $ 1I 7. Pavement Mitigation Fee $ The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the pavement mitigation fee. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00. 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 -100 $37.00 101 — 1,000 $37.00 for 1St 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 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 1" 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) BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter- Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown/Foster Pt Water (Ord 2177) $ E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) G. Duwamish $ H . Transportation Mitigation $ 1/013 I. Other Fees $ Total A through I $ /o 13 - (10) DUE WHEN PERMIT IS ISSUED oGJ (6+7+8+9+10+11) $ 1/154 - ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION NEE 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 N Permanent and Water Only Meters .-- - Size (inches) `',Installation \ Cascade Water Alliance RCFC 01.01.2017 —12.31,3017 ..--- Total Fee 0.75 $625 '-----.._ $6905 $6630 1 $1.125. �--,:$4012.50 $16,137.50 1.5 $2425 ,./- —$30,Q25 $32,450 2 $2825 . $48,0210---„, $50,865 3 $4425 , $96,080 \+ $100,505 4 $7825" $150,125 -\ $157,950 6 511525 $300,250 $`31 2,775 Temporary Meter 0.75" $300 2.5" $1,500 Approved 09.25.02 Last Revised 02/21/17 DESCRIPTIONS I ACCOUNT QUANTITY PAID PermitTRAK $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 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 TECHNOLOGY FEE $231.97 TECHNOLOGY FEE R000.322.900.04.00 0.00 $231.97 D17-0034 Address: 4719 5 144 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 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 CII(SYSTEM S Receipt Number DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $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: 4.723,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 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 CPWSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK = ACCOUNT QUANTITY PAID $2,892.12 D17-0035 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: R10881 R000.322.100.00.00 0.00 $250.00 $2,892.12 Date Paid: Wednesday, February 22, 2017 Paid By: MILLENNIAL BUILDERS LLC Pay Method: CHECK 5258 Printed: Wednesday, February 22, 2017 3:31 PM 1 of 1 CL:+tSYSTEMS INSPECTION RECORD Retain a copy with permit N 5-- 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: Si**VA1J t1' T e of Inspection: � 111 [-Di AZ. T /i4 L Address: Za s 141t/PJ Sr-- r -Special Date Ca.'sled: SpecialInstructions: Lor 3 Date Want gd // i / a. .p.m Requester. Phone No: 4Approved per applicable codes. ' 0 Corrections required prior to approval. COMMENTS: Inspector:Atku.,„ Date: j �7 ib [ / 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 PERMIT NOL CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: T e of Inspection: Address: 0/2 j Date Called: Special Instructions: %j LG a Date Wanted c , l /G 7 a.m. p.m. Requester: AtefiL Phone No: S t - Approved per applicable codes. Corrections required prior to approval. COMMENTS: ajpeA` /j h a-51a,(q� 60/1 a ,,,, , '�r,���/p yl ` en/ (5x 6-04156 (iJ2k 4 jtk /-At er1 4" AtefiL / c/[L + 7 L;./,1+'3361AAJ l'- -r iA✓'1=- S t - (� ^ g�r' �%�r/ / 6-1 4 ,1 '1✓ /.rte 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 D/?'%3 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: S,/LVVAIJ Oaks i- Type of Inspection: JMccIlA-9)(4/L- Address:774 _ Date Called: Special Instructions: Zoe Date Wan eco Yi l7 Requeste . Phone No: !► r Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: A REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPE ON NO. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION `Ja?-003V" 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Proect: S /2-A,J ✓A& ar ii Ty a of Inspection: L ai/J� f'1rAirAl- Address: 1023 S I 4141 774 sr - -Special Date Called: Special Instructions: T 3 Date Wanted: _ r /J ii p.m. Requester: Phone No: MApproved 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 lail Retain a copy with permit II I N" ION NO. 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: Sall AAI Vi "sr�+ Type of Inspection: f S Pi p% �l�� Address: 5 lj ni Date Called: Special Instructions: /c 7 3 Date Wanted C I r l °7 p.m. Requester Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: 1 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 117 --Co 35 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: S'/LVPtIY Vi)TtYl 5 Type of Ins ,ectio . — t iC.J /7 1,04/7"// -• . I , • , Address: 472 3 2 r ONTH ..S -r, Date Called: Special Instructions: LeT 3 Date Wanted: 7-25-)7 Cirri.; p.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: o r — f s-/W//C- 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 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: ' t1A-Ai /yam 6-57; Ta Type of Inspection: LAIL hAig-Aric?i Address: 472"a 5 %4/4d s" ---- Date Called: Special Instructions: Date Wante : 7 2e 17 p.m. Requester Phone No: Approved per applicable codes. E Corrections required prior to approval. COMMENTS: inspector: Dat1/W17 W f 7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSP CTION NO. INSPECTION RECORD Retain a copy with permit bh l -00 s 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: SIL t .1 Vim Type of Ins ection: � a� /44a2 -- Address: Ayd'dress: `T lea $ )1/41 /0 g- Date Cal d: Special Instructions: kr-- 3 Date Wanted: 7 I e 7/ 7 P.m. Requester Phone No: Approved per applicable codes. l7� Corrections required prior to approval. COMMENTS: bastehritAi , -� Inspector: B4-4 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) 431-3670 Project: S'/L`i/ ?J/ F. Si f l Type of Inspection: LtAti,. f 44Qt i Address: 4 703 S /iiii;(7I sr Date Called: i'Art-P.Artio-Ai A -T-- ..ex:-, e lez=y-ifAz_ i A f CA.9-46fr - Special Instructions: •i j kr' 3 Date Wanted: `� ' /7 a.m: p.m. Requester. Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Dtom/'k. l' c/LA./ /5J Rtfi 7 "j £(6o gar i'Art-P.Artio-Ai A -T-- ..ex:-, e lez=y-ifAz_ i A f CA.9-46fr - Or Inspector: Dater /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 N NO. PERMIT NO.. 7- CXAS" CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type nspection: im ice, SYLV•ta O ofsi Address: Date Called: 4701;i4V771 sI Special Instructions: Date Wanted a.m. Requester. Phone No: 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 N0: CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 1)17 -y} as' Project: S‘iLlir.4)J ViCiAlr 61—.A-7-6 Type ofection: 717 1 it Address: L)7 .511/41/11sr Date Called: Special Instructions: _ r 3 Date Wanted: 71Li7 a.m. Requester: Phone No: Approved per applicable codes. Ki Corrections required prior to approval. COMMENTS: 1 Km Ji7 seelArk/ize eavere APae rAt_ --Ilona /1—.---eig1 e (wink - Inspector: REINSPECTION FEE REQUIRED. Prior to next inspe&tion, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSP CTION NO. PERMIT N0 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 bi?-op3S— \‘r. Project: s YLv Viet/ E Type of Inspection: G lAWJ(- Address:, L1723 S /ijQ7 Sr Date Called: Special Instructions: ®-3 Date Wanted: 1 7/07 a.m. C Requester: Phone No: _Approved per applicable codes. Corrections required prior to approval. COMMENTS: Date: 7le11 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 -003&--- PERMIT c 3 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: SW.. OW imtJ ��s�—A-mo Type of l ection: feAmi^rcr 1 i441 SS/ 1qACC&A/ 47 KA -4466 Address: 472.5 $ /4/J ft sr Date Called: Special Instructions: r Date Want' d: 7 /o//7 a.m. Reques r: 7 %2iic.S 1146046- ,}-i-- % 72oSS c Phone No: ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: 1 i441 SS/ 1qACC&A/ 47 KA -4466 rii z%cr = Naxg, 4-r- S AT- &AVA-66-7 6 -As PIPE ),1/4,- $T7 raAlc V t"1' 1-kz- Miltsk l'iStcDc--AinifileziAle1161/441C41A56- /41— Sr -A ) eS Dy rno AI- L`�rtif&e i r0 _ 2 citAC 7 %2iic.S 1146046- ,}-i-- % 72oSS c �j gie&-crioi— iotelA.)kzerse Cmc. ,/4proVAL 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 Dl7-r.3." 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: ..VE_✓ Idl A) ../M779-37,5 Type of Inspection: P 6064-1- -IN G4- P/P Address: 17;3 5 / `)q77-! Sri Date Called: z Special Instructions: 3 Date Wanted: j ` 7-/ 7 a.m. p -m. Requester: Phone No: 11i Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: 5 Date: 7— 17 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 Na CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Dt7-ocgs Project:Type 0044 View gsi3- 5 of Inspection: A60641 ----/N ,'ubn846- Address: x/723 -5 i 144 S7; Date Called: Special Instructions: T 3%-Z7-) Date Wanted: 7 a.m., p.m. Requester: Phone No: igApproved per applicable codes. Corrections required prior to approval. COMMENTS: e5K 'Lem/ /VG-- , tJr 41,r/ Inspector: 1! Date: 427-/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 N0, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 DiTocy35 Project: j> L 1/MY 0 A1/0 m5 Type of Inspection: Roves -!%V A EO1-01,11C1 Z. Address: 9723 S 1 J 41/77/- S7 - Date Called: Special Instructions: LOT 3 Date Wanted: 6`7.7-1-1 a.m., p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: k. Rolfe -A-4 morateytir/c4-4-- Inspector: s - Date: 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 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 Project: S)kl -,J V/l J �'iA7 Ty.Re of Inspection: ?" S 7-14 %a%Y6' Address: q 72.E 5 ST - / Date Called: t/1-/1 Special S ecial lnstruc ions: j Date Wanted: a.m. Requester: Phone No: Approved per applicable codes. ECorrections 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 INS 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 Project: S*>� ! VT SSW Type of Inspection: WALL ALL � E�4».J sJ 641 Address: Q723 S )04/ Date Called: Special Instructions: �' Date Wa t '6)3 17 a.m. Request :d: Phone No: Approved per applicable codes. D Corrections required prior to approval. COMMENTS: Inspector:,,belli 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 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: JLVithf VW ) 4 Tne of Inspection: _ Uiu Jd5°.. 'r' re t1 i4 Address: 4713 S /4/4 Sr Date Called: Special Instructions:Date � 4Q 3 Wanted: !C.m' p.m. Requester: Phone No: Approved per applicable codes. E Corrections required prior to approval. COMMENTS: Inspector: 4471-7 Date:s-- krit7 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 1M7 6035- PERMIT c3s 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: .YL -V441 yaw as17 r s- Type of Inspection: /57077N6- MIiN S Address: 472 '5" i I i ./► Date Called: Special Instructions: 407-- 3 Date Wanted: S 8" 1 % a.m. p.m. Requester: Phone No: Approved per applicable codes. El Corrections required prior to approval. COMMENTS: vair-e)aj SME beg (s -1_ o e Ar. 207— 3 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 ON NO. PERMIT N0 CITY OF TUKWILA BUILDING DIVISION , 6300 Southcenter Blvd.., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 %i7 -©O S Project: S7Y1i2/A-J V)ea Z Type Inspection: b,m c J I &L, Address:Date 4723 S 141q Called: sr - Special Instructions: Date Wanted: j I a.m. Requester: Phone No: , \'- Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector:A Date:, 1 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPTION NO. .D17-60 3 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: ' yL\i/ .,0 V l E tAjEsi%q-% 5" Type of Inspection: rmyri `ICs -- Address: 4723 5, 1,114 577 Date Called: Special Instructions: x.19f Date Wanted: 4'c2j47P.m. a.m Requester: Phone No: Approved per applicable codes. D Corrections required prior to approval. CO MENTS: Inspector:464.144. Datey, 2Y /7 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 �? - 00 3s- 11 -S-- 1 S 11 -S--=1 -2- PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: ,,- > Type of Ins ection: Address: ( v„„ Suite #: 2 3 ,_,/ Y. Contact Person: Special Instructions: Occupancy Type: Phone No.: /) ,Approved per applicable codes. Corrections required prior to approval. COMMENTS: i /ice /7/A-/ Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: 4% /9/1 �3 Date: ///57/ 7 Hrs.: /, 6 $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 17-s- ►z Z 1 -- 003s - PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: / Sprinklers: Type of Inspection: / Address: ' Suite #:'/7z3 3 / W cT Contact Person: ` Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: 6e�Ql �� S4 A-7 St) ems .-.c____.51-) .52-c- - )( 2 14e ease 4-11 .0,/ / -- -Arse--6/ Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: —)'— I ij 3 Date: -7//5 b i Hrs.: 7 6 $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 -orm. Doc 3/14/14 T.F.D. Form F.P. 113 DNIAHANns To: City of TulcwilL From: Harold Duncanson Date: 2/20/17 Subject: Sylvan View Short Plat Lots 1, 2 & 3 Drainage Summary DUNCANSON Company, Inc. 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. 0035 145 SW 15S`h Street • Suite 102 • Seattle, Washington 98166 Phone 206.244.4141 r Fax 206.244.4455 • Web www.duncansonco.com CIVIL ENGINEERING REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 1 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA FEB 22 2017 PERMIT CENTER LAND PLANNING I� e 2,475 J Simple Heating System Size: Washington Stat 1 fl This heating system sizing calculator is based on the Prescriptive=Requirem&fs'of the 20115,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 Heating System Type: Contact Information [level Design LLC 1253-284-3170 0 All Other Systems Q Hea 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 Vautted Celli s in this 1 n9 project. Above Grade Walls (see Figure 1) Instructions Floors Instructions Select R -Value Below Grade Walls (see Figure 1) Instructions Slab Below Grade (see Figural) Instructions Slab on Grade (see Figure /I Instructions ■ Location of Ducts Instructions Design Temperature Difference (AT) AT = Indoor (70 degrees) - Outdoor Design Temp 2,859 9.5, U -Factor 0.30 U -Factor 0.50 Conditioned Volume 27,161 X Area 437 X Area U -Factor X 0.026 U -Factor X U -Factor X No selection U -Factor X No selection U -Factor 0 Area 2,008 Area Area 3,685 Area X Area F -Factor X Length = UA 131.04 = UA = UA 46 REVIEWED FOR CODE COMPLIANCE APPROVED !! UA APR 21 2017 UA City of Tukwila BUILDING DIVISION UA RECEIVED GZTY OF TUKWILA F -Factor X Length UA FEB 22 20; Sum of UA Duct Leakage Coefficient 1.00 Envelope Heat Load Sum of UAXAT PERMIT CENTER 183.25 8,429 Btu / Hour Air Leakage Heat Load 13,493 Btu / Hour VolumeX 0.6XAT X.019 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 Building Heat Loss X 1.10 Ducts in conditioned space: Sum of Budding Heat Loss X 1 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 3.5". i (07/01/13) Window, Skylight and Door Schedule Project Information P1'am, 28 0r3,. 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 'Level Desigln LLC 25:8' 4-3178 Ref. U -factor Width Height Qt. Feet inch Feet Inch J Width Height Qt. Feet Inch Feet Inch 1 .8 ,1: 2 8. 2 1 4 6: 2 P 5 1 5 1 5 4 2 2 �3. 1 5 1 .8 4 0. 1 2 12 1 4 3. 1. 6 P {4 3; 2' 3 t' 2 1 2. 1, 11 1 8 5 J Area UA 0.0 Slider 0.0 0:30 96.0 Transorme 48.0 '0.30 10.0 Slider 20.0 0;.300 0.0 Single Hung 12.0 0.30 20.0 Single Hung 15.0 8.30 30.0 Slider 32.0 0,30 6.3 1.88 14.0 4.20 24.0 Transome 22.5 '013 , 5.0 Slider (S.G) 9.0 0.30 40.0 Single Hung; 0.0 8.30 0.0 SIIider (Egress.) 0.0 0.30; 0.0 Slider Egress 0.0 0.30 0.0 Transoms 0.0 0,.30 0.0 Slider 0.0 0.30;. 0.0 Slide(Egress) 0.0 0.00. 0.0 Transome (S.G.) Stairs .,0:.30 0:..30 0.0 Single Hung 0.0 0.30 0.0 {p Slider 0,30 Slider (Egress) 0.30.. 0:.30 CX 3901 { { I {I Width Height Qt. Feet inch Feet Inch J Width Height Qt. Feet Inch Feet Inch 1 .8 ,1: 2 8. 2 1 4 6: 2 P 5 1 5 1 5 4 2 2 �3. 1 5 1 .8 4 0. 1 2 12 1 4 3. 1. 6 P {4 3; 2' 3 t' 2 1 2. 1, 11 1 8 5 J 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 { Width Height Qt. Feet {"ch Feet I"t' 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 Leven: Design LLC 25.37284-3170 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 la R-Valuea U-Factora Fenestration U-Factorb n/a 0.30 Skylight U -Factor n/a 0.50 Glazed Fenestration SHGCb•e n/a n/a Ceilingk 49i 0.026 Wood Frame Wall9`M" 21 int 0.056 Mass Wall R -Value` 21/21" 0.056 Floor 309 0.029 Below Grade Wall°•' 10/15/21 int + TB 0.042 Slab° 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 less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. 02. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in #1 or #3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. 03. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. 04. Additions less than 500 square feet: .5 credits Table R406.2 Summary Option Description Credit(s la Efficient Building Envelope la 0.5 1b Efficient Building Envelope lb 1.0 lc Efficient Building Envelope lc 2.0 ld Efficient Building Envelope ld 0.5 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 3a High Efficiency HVAC 3a 1.0 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 1.5 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 5a 0.5 5b Efficient Water Heating 5b 1.0 5c Efficient Water Heating 5c 1.5 5d Efficient Water Heating 5d 0.5 6 Renewable Electric Energy 0.5 Total Credits *Please refer to Table R406.2 for complete option descriptions 0 0 0 ❑ ❑r ❑ *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. h s 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. STRUCTURAL CALCULATIONS For Level Design, LLC. Plan 2859-3 Lateral & Vertical Design July 6, 2016 Project # 2016126 REVIEWED FOR CODE COMPLIANCE APPROVED APR 21 2017 City of Tukwila BUILDING DIVISION By PRECISE ENGINEERING INC. HAROLD HAHNENKRATT, P.E. b1'7 003T RECEIVED CITY OF TUKWILA FEB 22 2011 PERMIT CENTER 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: Lumber: 2x > 4x 6x > GLB Concrete: f'c Rebar Dead Load = Part. Load = Live Load = 5.0psf 2.9psf 1.5psf 1.2psf 2.8psf 1.5psf 14.9» 15psf 25psf l0psf 12psf l0psf 40psf = 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 _ #2DF #1DF 24f -v4 for simple span = 24f -v8 for cont. and cantilever. = 2500psi Grade 60 Design Maps Summary Report EIS 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 a r Site Soil Classification .Site Class D - "Stiff Soil" Risk Category ,I/II/III rti Page 1 of 1 rigt USGS-Provided Output Ss = 1.481 g S, = 0.554 g St's = 1.481 g SMI = 0.831 g Sns = 0.987 g • Soi •= 0.554 g For information on how the SS and 51 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.€S ,s0 1, s 1.20 1.95 e 0.s0- I, 0.73- MCE4 Response Spectrum 0. GO 0.45 0.30 .. 0.00 I _ I_.. .I l '0,00 0.20 0.40 0,60 0.00 1.00 1.20 1,40 1,50 ).9O x.09 'Priod,,T (sec). • 0.10 :1.00. 0.00 0.701 a.sol 0.50 0.40 0.20 0.20 11.,10 0.00 0.00 0.20 0.40 0.00 0.00 1,00 1.20 11.40 0.00 4,E0 2.00 Period, T (sec) Design Response Spectrum Although this Information Is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. http: //ehp2-earthquake. wr. usgs.gov/de si gnmaps/us/suriunal y.php?template=minimal&latitu... 7/6/2016 LATERAL DESIGN Wind Loading: Simplified (ASCE 7-10 Chapter 28 Part 2) Ps =XKztpsso ASD Ps = .6 AKztps3o Wind Speed 110 mph ps30 Exposure B Pitch Roof Wall Roof Pitch 6:12 2:12 -7.2 17.76 Minimum Loading 3:12 -6.5 19.65 A= 1 ps = 8.0 (Roof) 4:12 -5.7 21.5 Kzt= 1 16.0 (Wall) 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 (ASD) Minimum Loading Ps = 4.1 (Roof) Ps = 4.8 (Roof) 12.2 (Wall) 9.6 (Wall) Seismic Loading: Section 12.4,12.8 ASCE7-10 Eh=rQh Qh=V r=1.3 V= CsW CS SDs/1.4R E=(1.3Sps/1.4R)W Sos 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) .0-,0 901' LI .9 -dl z 00 86 N5 0901' id — — — liVO S} N9111.9f .O•.e .9-.I .9•,I .9•,61 .0-J1 $ .0 -.OF 0 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 Roof Upper 0.0 2.0 0.0 id Load 73,6 117.1 Minimum Wind load 67.2 92.2 Length 26.0 26.0 83.3 34.5 92.2 62.9 Minimum Roof Ht. Wind Load Wind load 1.4 3.7 100.3 81.1 0 117.1 92.2 rf/upper 4 0.5 22.5 24.0 o c “ 7\ t tVV (, (I (4" tri; SCY Z, 14 9_, 34.5 9.0 Length 34.0 34.0 6.0 VAS 1. 4,9h-hrz 1- by Roof Walls Wind 4.1 12.2 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 SUM 12917.6 SUM 10762.0 Min Total Load Total Load 3409.9 2758.1 3982.1 3133.4 135.0 144.0 7526.9 6035.5 frix uoiv 079 /2o?,' O DIAPHRAGMS Diaphragm Capacities Case 2,3,4,5,6,1 4- 0 N O CL O CO 4_ N O 4 - CL O 0) D U u) 0 0) U_ E a) i1) O 0) N a co O O N cD 0 O N a) ca ca U 4- Q c) c) 4- a 0 N 4- a In CO 4- a LI) N a co 'O C_ 0 1) U E N .0) 0 h O o U E N a) 0) 0 O Case 2,3,4,5,6,1 4- 0_ O co N 4- Q. O V) COO C O CO U E N 0) 0) O • r 0) N N U 4- d N N M 9 - co c) .O C_ U E N a> u) a co m E O o- o0 oO co co co co 0 -(7). II -t' d Lri Lo 1-0 CD 1.0 d: N CCS c1 0) O cV 0) Cr) N O 1.0 CO N N r 0) CO CO 0) •c o m O O CO CO O 10 r rn O 0 O O r N CO CO r r r M 10 co 0) O CO 0) O N c) O 1.0 (Y) N 0 O co a) t 0) .co co co O 0) a) J 10 N O M > 0 J 2 N Q Q. O O 0 O 0 Q 0 LOAD TO LINES Level I I Sub Total I Total O O 44- O CO O 0) M Lo O 0 0 co 0) 0 0 (0 0 aCO (0 0 o 0 M O `— O' CO O O L0(0 N O r m O O ti O 00 a' O N M •Ch 0 0 0 ..„1.. 00 O v (1) ��-1�3.r� _ •,Vis_.,^ _�,.. r CO ..m......_ C7 �n-.;x.L= -�—:wr�i..= i..t" -- : a:� :i—i 1523 2020 O N O N ';Y' c1 •, ch N LC) O CO 'i' CO CO 'C O h` o O `— N O 1644 O o 0 N 0 N LO o 1843 O 1843 0 0 (0 0 CO 0 Sum i wnS 0 Ct a.—.<.,..,., e0 �=-tea. r.._ . co r :-n.;a.:.wr„.r,:.�„a.-, a�e,,,r :vr.,.. ;mat co r ��fl MM73--,r 467:66. r., co •. ,... v' -,-6,..: t... O 7 r-frA. �TiT'b e'ts. aM1V6..'.iP.... _r ,3b• CO .:. \-- ..— 4t 4t CD C J N M NY Q CO JOB: Date: Sheet: By: Page Holdown Anchor Bolt Capacity 1/2" Dia. 2x Sill = 912 2nd 5/8" Dia. 2x Sill = 1328 x 1/2" Dia. 3x Sill = 1120 5 5/8" Dia. 3x Sill 1664 Spac. Holdown Callout Size Capacity A HDU2 3075 2nd HDU4 4565 = HDUS 5645 Floor Lyall HDUS 7870 Seismic Shear Wall Capacity Plate Height 1st Floor Wall Height = 9 2nd Floor Wall Height = 8.1 3rd Floor Lyall Height = 1 Seismic Shear Wall Capacity Callout Size Capacity 1 Bd at 8 260 plf 2 8d at 4 380 plf Uplift Bd at 3 490 plf 3 8d at 2 640 plf Wind Shear Wall Capacity Callout Size Capacity 1 8d at 6 365 plf 2 8d at e 532 plf Uplift 8d at 3 685 plf 3 8d at 2 895 plf Seismic Shear Wall Capacity Callout Size Capacity Walls Availiable 1096 310 plf v 10d@4 460 plf Uplift 1Dd@3 600 plf Net Uplift 10d92 1 770 plf Wind Shear Wall Capacity Callout Size Capacity Walls Availiable 1096 435 plf v lOd@4 645 plf Uplift 10d@3 840 p18 Net Uplift 10d@2 1077 plf SHEAR WALLS Wall Lev. V Walls Availiable Total Wall Wall Height v Wall dia AB Uplift Wall Sect. Wt. Down Net Uplift Total Uplift Holdown' 1 2 3 1 4 5 6 7 8 Type 9 Spac. 1 Rf 1 957.0 4.8 4.8 9.5 8.1 100.3 1.0 813.6 4.8 96.0 T 585.6 585.6 neglect' 2480.0 (4) s9ment of APA portal frames 625 x4 = 2500 2 Rf 2601.0 8.5 8.5 8.1 306.0 1.0 2478.6 8.5 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 B 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 Frame Usecl on a Rigid -Base Minimum Width Maximum Height Allowable Design (ASD) Values per Frame Segment (in.) (ft) Shearlo,tt (Ibf) Deflection (in.) Load Factor 16 8 -----..850, 0.33 3.09 10 7 8 1,675 24 0.44 2.97 0.38 2.88 10 1,125 0.51 3.42 Foundation for Wind or Seismic Loadi:ngf"''''cM61.> (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 = 2; 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. (f) 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 -Frame 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 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 jack -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 Min (2) 3500 Ib strap -type hold-downs (embedded into concrete and nailed into framing) Min reinforcing of foundation, one #4 bar top and bottom of fooling. Lap bars 15" min. Min footing size under opening is 12" x 12". A turned -down 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 2 Header to jack -stud strap per wind design min 1000 Ibf on both sides of opening opposite side of sheathing Fasten top plate to header 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 portal frame construction Min double 2x4 post (king and jack stud). Number of jack studs per IRC tables y. R502.5(1) & (2). Min 1000 Ib hold-down device (embedded into concrete and nailed into framing) 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 3x3 x 1 /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 IIG 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 conunon 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. This 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 CHORDS 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. g s. sheathing nailed with 8d's at 4" on center all edges and 4x or 6x studs ata i p z el edges. sheathing nailed with 8d's at 2" on center all edges and 4x or 6x studs at panel edges. HOLD DOWN SCHEDULE 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. HDUIl attaches to concrete foundation with a Simpson SB1x30. Stem wall to have minimum of (2) additional vertical bars located at the holdown bolt. HDUI1 attaches to a 6x stud with (34) Simpson SDS 1/4 X 3 Wood Screws in wall above. )MST 48 FLOOR TO FLOOR STRAP Simpson MST 48 is a floor to floor strap that is centered on the riin 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 = 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 loads. 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 wajl 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 L/480. 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 10d'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. O OL LW u. U Yi O h1 nK�i ROOF FRAMING PLAN SCALE: 1/4" =1'-0" 1 , q -Q W9 X U'9 C+ E=1 E • O h1 nK�i 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: Project ID: Flle caUserslt1010ll)oCUME 11ENERCA 11LEIgl, taC§ ERCALC INC 18 32016,Buiid616.6,7-;Ver6,166i ft efl?,i . Description : roof framing ood 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 - PrIl 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 EERI'N.: alcutatrons per Nb5 2012; .IBC 2012; CBd2013; ASCE 7 I Wood Beam Design S W 0.79 0.79 1300 ksi Density 31.2 pcf 470 ksi Max Deflections E H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio BEAM Size : 6x8, Sawn, Fully Unbraced 0.031 in Downward Total 0.000 in Upward Total 2351 >240 Total Defl Ratio 0.049 in 0.000 in 1469 >240 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 875 psi Fc - PO 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 = fb : Actual : Fb : Allowable : Load Comb : Max fv/FvRatio fv : Actual : Fv : Allowable : Load Comb : Max Reactions Left Support Right Support Wood Beam 0.434. 1 436.36 psi at 1,004.88 psi +D+S+H 2.500 ft in Span # 1 = 0.210: 1 41.09 psi at 4.383 ft in Span # 1 195.50 psi +D+S+H (k) D 0.56 0.56 1300 ksi Density 31.2 pcf 470 ksi Max Deflections Lr 3 W E H Downward L+Lr+S 0.94 Upward L+Lr+S 0.94 Live Load Defl Ratio esign C BEAM Size : 6x8, Sawn, Fully Unbraced 0.021 in Downward Total 0.000 in Upward Total 2844 >240 Total Defl Ratio 0.034 in 0.000 in 1778 >240 aiculations`per NDS 2012, IBC 2012`, CBC 2t)13, ASCE.?-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 875 psi Fc - PrIl 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 kilt, Trib= 15.50 ft Design Summary Max fb/Fb Ratio = fb : Actual : Fb : Allowable : Load Comb : Max fv/FvRatio fv : Actual : Fv : Allowable : Load Comb : 0.646. 1 649.31 psi at 3.000 ft in Span # 1 1,004.60 psi +D+S+H 0.274: 1 53.66 psi at 5.380 ft in Span # 1 195.50 psi +D+S+H Max Reactions (k) P Lr Left Support 0.70 Right Support 0.70 1300 ksi Density 31.2 pcf 470 ksi Max Deflections S W E H Downward L+Lr+S 1.16 Upward L+Lr+S 1.16 Live Load Defl Ratio 0.045 in Downward Total 0.072 in 0.000 in Upward Total 0.000 in 1593 >240 Total Defl Ratio 995 >240 Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 Project Title: Engineer: Project Descr: Project ID: File .4; 00rslHamldlDOCUME fl0ERC i)LEVE it 1,Ec NERCALC,'.INC 1983'2016 Buiild 616'6.7; Vet 6 16:6 Wood'Beam`.Desii Calculationsper 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 - 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= 4.0 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 Fv : Allowable : 195.50 psi Load Comb: +D+S+H Max Reactions (k) D L Left Support 0.24 Right Support 0.24 ;Wood Beam Design BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads Lr 4.000 ft in Span # 1 0.000 ft in Span # 1 E S W 0.40 0.40 Max Deflections H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.037 in Downward Total 0.059 in 0.000 in Upward Total 0.000 in 2604 >240 Total Defl Ratio 1627 >240 Calculations per 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 - 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 Unif Load: D = 0.0150, S = 0.0250 klft, Trib= 4.30 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 0.26 Right Support 0.26 0,319. 1 320.23 psi at 1,004.03 psi +D+S+H 0.108: 1 21.18 psi at 195.50 psi +D+S+H D L Wood Beam, Desi BEAM Size : Wood Species Fb - Tension Fb - Compr Applied Loads Unif Load: D = 0.0150, S Design Summary Max fb/Fb Ratio = fb : Actual : Fb : Allowable : Load Comb : 4.000 ft in Span # 1 0.000 ft in Span # 1 Lr S W 0.43 0.43 Max Deflections E H 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 Calculations per NDS 2012, IBC 2012;' CBC 2013, ASCE 7-19;,; 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 - 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 Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support = 0.0250 kift, Trib= 10,250ft 0.963 • 966.11 psi 1,003.74 psi +D+S+H 0.297 : 58.15 psi 195.50 psi +D+S+H D L 0.69 0.69 tat 4.500 ft in Span # 1 1 at 0.000 ft in Span # 1 Lr S W E 1,15 1.15 Max Deflections 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 ��11�1LIjJc Project Title: Engineer: Project Descr: ood'Beam; Design Project ID: File clllserslHarold100CUME :1VENERCA 11LEVELP 1 EGI ERCALC:INC 1083::=1016 BUlld 6 16 6.7;-Ver`6,166 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.2 875.0 psi Fc - PM 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= 6,50 ft Design Summary Max fb/Fb Ratio = 0.228. 1 fb : Actual : 228,80 psi at 2.750 ft in Span # 1 Fb : Allowable : 1,004.74 psi Load Comb: +D+S+H Max fv/FvRatio = fv : Actual : Fv : Allowable : 195.50 psi Load Comb: +D+S+H Max Reactions (k) P Left Support 0.27 Right Support 0.27 0.103: 1 20.11 psi at 0.000 ft in Span # 1 Lr S W 0.45 0.45 Max Deflections E H 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 Beam Design BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 4.0 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 Calculations per NDS 2012; IBC 2012.'CBC 2013, ASCE 7 1i 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 0.316. 1 316.80 psi at 4.125 ft in Span # 1 1,003.96 psi +D+S+H 0.105: 1 20.48 psi at 0.000 ft in Span # 1 195.50 psi +D+S+H D L 0.25 0.25 ood;Beam Design) Max Deflections Lr SW E H Downward L+Lr+S 0.042 in Downward Total 0.41 Upward L+Lr+S 0.000 in Upward Total 0.41 Live Load Defl Ratio 2374 >240 Total Defl Ratio 0.067 in 0.000 in 1484 >240 alculations per NDS 2012IBC 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.2 875.0 psi Fc - PM 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= 4,0 ft Design Summary Max fb/Fb Ratio = 0.297 • fb : Actual : 297.89 psi Fb : Allowable : 1,004.03 psi Load Comb : +D+S+H Max fv/FvRatio = 0.101 : fv : Actual : 19.70 psi Fv : Allowable : 195.50 psi Load Comb : +D+S+H Max Reactions (k) D L Left Support 0.24 0.40 Right Support 0.24 0.40 tat 4.000 ft in Span # 1 1 at 0.000 ft in Span # 1 Lr S W E Max Deflections li Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.037 in Downward Total 0.059 in 0.000 in Upward Total 0.000 in 2604 >240 Total Defl Ratio 1627 >240 " Q N SCALE: 1/4° =1'-0' 0 Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 Project Title: Engineer: Project Descr: Project ID: =�Ilu`Iti •s. File ClUserslHarofd100CUME 1,IENERCA 11LEVELF iEC6 ERCALC%.INC 1983;-2016; Bulid 6 16 6.7„Ver 6 16`.t 7, il=far IIKW40:600, Description : UPPER FLOOR framing 10, lAIood Seam;. Design A Caiculatioris`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 Mt, Trib= 16.750 fl 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 : 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 - 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 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 Max Reactions (k) L Lr S W Left Support 2.25 0.77 2.30 Right Support 2.25 0.77 2.30 Max Deflections E H Downward L+Lr+S 0.142 in Downward Total 0.280 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 930 >360 Total Defl Ratio 471 >360 Wood;Beam Deslgn 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 - Pr!! 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 kilt, 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 = 0.389: 1 fv : Actual : 127.34 psi at 7.003 ft in Span # 1 Fv : Allowable : 327.75 psi Load Comb : +D+0.750L+0.750S+H Max Reactions (k) D L Lr s Left Support 1.63 0.53 1.31 Right Support 1.81 0.61 1.69 Max Deflections W E H Downward L+Lr+S 0.126 in Downward Total Upward L+Lr+S 0.000 in Upward Total Live Load Defl Ratio 1045 >360 Total Defl Ratio 0.270 in 0.000 in 488 >360 Wood; BeamDesig 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 - PM 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 k/ft, 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 ft, Trib= 3.80 ft Point: D=1.810, L=0.610, S=1.690k@3.0ft Design Summary Max fb/Fb Ratio = 0.707. 1 fb : Actual : 709.82 psf 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 Left Support 0.97 0.24 1300 ksi Density 31.2 pcf 470 ksi Writ la Ihe410, 0(0.0570) 3(0.0050) i ♦ i ads x.r..it y r +R'.ras a Y` 'i 3 *N^^sr'z, m.,'�'i D0.1005) S(0.1775) Max Deflections S W E H Downward L+Lr+S 1.09 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: Multiple UVood; Beam; Design . D Fli C1UserslHar .10100 bME 11EklEKA 11LEVELP 1 Ec ERCALC,INC1963,2016 Build 616.6 7 ,Ver616 6 7 Calculations per NDS 2012; IBC 2012, CBC 2013, ASCE 7-10 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 - 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= 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 in Span # 1 Fb : Allowable : 3,220.00 psi Load Comb : +D+0.750L+0.750S+H Max fv/FvRatio = 0.390: 1 fv : Actual : 127.76 psi at 11.040 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 3.02 2.04 2.36 Right Support 3.02 2.04 2.36 Max Deflections E H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.126 in Downward Total 0.337 in 0.000 in Upward Total 0.000 in 1142 >360 Total Defl Ratio 426 >360 Wood Beam Design E Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10': BEAM Size : 7x11.875, VersaLam, FuIIy 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 2,800.0 psi Fc - Pr!! 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf Fb - Compr 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi Applied Loads Unif Load: D = 0.0150, S = 0.0250 klft, Trib= 11.250 ft Unif Load: D= 0.080 klft, Trib= 1.0 ft Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 8.50 ft Design Summary Max fb/Fb Ratio = 0.536 ; 1 fb : Actual : 1,727.04 psi at 7.250 ft in Span # 1 Fb : Allowable : 3,220.00 psi Load Comb : +D+0.750L+0.750S+H Max fv/FvRatio = 0.312: 1 fv : Actual : 102.19 psi at 13.533 ft in Span # 1 Fv : Allowable :. 327.75 psi Load Comb : +D+0.750L+0.750S+H Max Reactions (k) D L Lr s Left Support 3.16 2.47 2.04 Right Support 3.16 2.47 2.04 Max Deflections w E H Downward L+Lr+S 0.174 in Downward Total Upward L+Lr+S 0.000 in Upward Total Live Load Defl Ratio 1001 >360 Total Defl Ratio 0.461 in 0.000 in 377 >360 Wood BeamDesign Calculatwns per NDS, 2012;,IRC 2012; CBC 2013, ASCE 7 10 ; BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 5.25x11.875 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 - 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 = 0.0220, L = 0.040 klft, Trib= 13.0 ft Design Summary Max fb/Fb Ratio = 0.171 • 1 fb : Actual : 480.12 psi at 3.500 ft in Span # 1 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 Deflections Max Reactions (k) D L Lr S w E H Downward L+Lr+S 0.019 in Downward Total Left Support 1.00 1.82 Upward L+Lr+S 0.000 in Upward Total Right Support 1.00 1.82 Live Load Defl Ratio 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 Project Title: Engineer: Project Descr: Project ID.. M It!j Wood Beam Design G File C: IUserslHaroldlDOCUME 11ENEltCA 11LEVELI ,EC NERCALC,.INO 1983='2016 Build 6 16 6.7;Ver 616 s Calculations per NDS 2012' IBC 2012 CBC 2013, ASCE 7 10"; BEAM Size : Wood Species : Fb - Tension Fb - Compr • 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 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 - xx530120482 ksi Applied Loads Unif Load: D = 0.0220, L = 0.040 klft, Trib= 1.330 ft Unif Load: D = 0.0150, S = 0.0250 klft, 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 = 2.040 k @ 1.50 ft 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) 2 k Lr Left Support 3.37 2.78 Right Support 0.53 0.70 s W 1.99 0.17 E Max Deflections H Downward L+Lr+S Upward L+Lr+S 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 7-10 Load Combinations, Major Axis Bending DF/DF Wood Grade : 24F - V4 2,400.0 psi Fc - PrII 1,650.0 psi Fv 265.0 psi Ebend- xx 1,800.0 ksi Density 31.20 pcf 1,850.0 psi Fc - Perp 650.0 psi Ft 1,100.0 psi Eminbend - xx 950.0 ksi Unif Load: D = 0.0220, L = 0.040 kift, 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= 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) 2 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 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 Destgn I Calculations per NDS 2012; IBC 2012, CBC 2013,' ASCE 7.10 BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 1.75x11.875, 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 2800 psi Fc - Pr!' 2800 psi Fc - Perp 3000 psi Fv 750 psi Ft 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 Max Reactions (k) 2 L Lr S W E Left Support 0.78 1.43 Right Support 0.78 1.43 285 psi Ebend- xx 2000 ksi Density 41.75 pcf 1950 psi Eminbend - xx 530120482 ksi Max Deflections H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.056 in Downward Total 0.000 in Upward Total 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: Project ID: File CI0Pgta-laroldIDOCUME 11ENCRCA 11LEVFLP:i.EC6`:. ENERCALC ::INC 1983-2016. Bulld 616.67 ;Ver Wood 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 = 0.0220, L = 0.040 klft, Trib= 2,0 ft Design Summary Max fb/Fb Ratio = fb : Actual : Fb : Allowable : 1.75x11.875, 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 2800 psi Fc - Pril 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 0.049. 1 136.68 psi at 2.750 ft in Span # 1 2,800.00 psi Load Comb : +D+L+H Max fv/FvRatio = 0.056: 1 fv : Actual : 15.91 psi at 4.528 ft in Span # 1 Fv : Allowable : 285.00 psi Load Comb : +D+L+H Max Deflections Max Reactions (k) D L Lr S W E Left Support 0.12 0.22 Right Support 0.12 0.22 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 WoodBeam Design :; 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 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 = 0.0220, L = 0.040 klft, Trib= 1.330 ft Unif Load: D = 0.0480, L = 0.3250 k/ft, 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) D L Lr S Left Support 0.30 0.76 Right Support 0.39 1.56 W D(0.02926) 1((h05320) Max Deflections Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.104 in Downward Total 0.000 in Upward Total 1494 >240 Total Defl Ratio 0.139 in 0.000 in 1122 >240 WoodBeamDeslgn K2 Calculatwns per NDS 2012; IBC 2012;; CBC 2013, ASCE 7740 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 - PM 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 Left Support 0.36 0.70 Right Support 0.56 1.20 1.800 ft in Span # 1 0.000 ft in Span # 1 Lr S W E Max Deflections FI Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.006 in Downward Total 0.000 in Upward Total 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: Description : UPPER FLOOR framing CONT Wood Beam Deslgn " L Project IDS s'File ClUsorslHaroldlDOCUME'11ENERCA 110EVFLP�1,ECfi NERCALC;;.INC 1983=2016 BuIId 616 6 7 ,Ver 6.16:6T:•' � L PO_ 1S N9 R.WM,- 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 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 - PrIl 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 k/ft, Trib= 6.50 ft Unif Load: D = 0.080 k/ft, Trib= 1,0 ft Unif Load: D = 0,0150, S = 0.0250 k/ft, Trib= 18.50 ft Design Summary Max fb/Fb Ratio = 0.293 1 fb : Actual : 930.60 psi at 3.500 ft in Span # 1 Fb : Allowable : 3,178.41 psi Load Comb : +D+0.750L+0.7505+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) D L Lr S Left Support 1.75 0.91 1,62 Right Support 1.75 0.91 1.62 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 3270 >240 Total Defl Ratio 0.058 in 0.000 in 1451 >240 Wood Beam Design M Calculations per NDS 2012; IBC 2012; CBC 2013, ASCE 7 10 ' BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 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 - PrIl 3000 psi Fv 285 psi Ebend- xx 2000 ksi Density 41.75 pcf 2800 psi Fc - Perp 750 psi Ft 1950 psi Eminbend - ;0 :530120482 ksi Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 9.50 ft Unif Load: D = 0.080 kift, Trib= 1.0 ft Unif Load: D = 0.0220, L = 0.040 kift, Trib= 1.330 ft Design Summary Max fb/Fb Ratio = 0.056. 1 fb : Actual : 179.92 psi at 2.750 ft Fb : Allowable : 3,207.32 psi Load Comb : +D+S+H Max fv/FvRatio = 0.064: fv : Actual : 20.93 psi Fv : Allowable : 327.75 psi Load Comb: +D+S+H Max Reactions (k) D L Lr Left Support 0.69 0.15 Right Support 0.69 0.15 1 at 0.000 ft in Span # 1 in Span # 1 Max Deflections s W E H Downward L+Lr+S 0.003 in Downward Total 0.65 Upward L+Lr+S 0.000 in Upward Total 0.65 Live Load Defl Ratio 19671 >360 Total Defl Ratio 0.007 in 0.000 in 9549 >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 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 - Prll 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 kift, 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 Deflections Max Reactions (k) P L Lr S W E H Downward L+Lr+S 0.269 in Downward Total Left Support 2.81 5.12 Upward L+Lr+S 0.000 in Upward Total Right Support 2.81 5.12 Live Load Defl Ratio 691 >360 Total Defl Ratio 0.417 in 0.000 in 445 >360 Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 • (360) 736-1137 Multi Project Title: Engineer: Project Descr: Project ID: File P. c er 00.,W100CUM 11E 1E.K6 11L'EVELP'1 EG6; ERCALC;.INC" 1,983=,20iG, Build B 16 G T;;VeC 616;6.7".'; Calculations per' NDS 2612 :IBC 2012, CBC'2013, ASCE '7 10; BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 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 - Prll 3000 psi Fv 285 psi Ebend- xx 2000 ksi 2800 psi Fc - Perp 750 psi Ft 1950 psi Eminbend - xx 530120482 ksi 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 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 in Span # 1 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 in Span # 1 Fv : Allowable : 327.75 psi Load Comb : +D+0.750L+0.7505+H Max Reactions (k) D L Lr S W E Left Support 1.34 0.37 0.96 Right Support 1.34 0.37 0.96 ood Beam Design BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads Density 41.75 pcf 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 C 'kulationi per NDS 2012,;.IBC 2012;';CBC 20,13, 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 psi Fc - PM 600 psi Fv 170 psi Ebend- xx 875 psi Fc - Perp 625 psi Ft 425 psi Eminbend - xx 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 1300 ksi Density 31.2 pcf 470 ksi o(o oy .� ----- -'opo..; i csa',m-_._,._- Max Deflections Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.002 in Downward Total 0.000 in Upward Total 20836 >360 Total Defl Ratio 0.006 in 0.000 in 8533 >360 Wood Beatri Destgn i CalculationsperNbS 2D12 IBC 2012CBC 2013, ASCE,7 10 BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 6x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Douglas Fir - Larch 875.0 psi Fc - Prll 600.0 psi Fv 875.0 psi Fc - Perp 625.0 psi Ft Unif Load: D = 0,0220, L = 0.040 k/ft, Trib= 9,50 ft Unif Load: D = 0.040 klft, 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 Fb : Allowable : 872.86 psi Load Comb : +D+L+H Max fv/FvRatio = 0.367: 1 fv : Actual : 62.43 psi at Fv : Allowable : 170.00 psi Load Comb: +D+L+H Max Reactions (k) 0 . Lr Left Support 1.18 1.52 Right Support 1.18 1.52 4.000 ft in Span # 1 0.000 ft in Span # 1 S W E 0.30 0.30 Combinations, Major Axis Bending Wood Grade : No.2 170.0 psi Ebend- xx 425.0 psi Eminbend - xx 1,300.0 ksi Density 31.20 pcf 470.0 ksi Max Deflections Li 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 Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 Project Title: Engineer: Project Descr: Project ID: FiI CltlserspOrolillDOCUME f1ENERCA It.. VELP 1.EC ERCALC;INC 1983''-201G Bti ld G i6 G 7 Verb 16.6 rfife' P eigN4IN WNW woad'„Beam Design R Caiculatioris per NDS 2012, IBC 2012; CBC 2013, ASCE 7-10 BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 5.25x9.5, VersaLam, FuIIy 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 - xx530120482 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 klft, Trib= 15.50 ft Desiqn Summary Max fb/Fb Ratio = 0.362; 1 fb : Actual : 1,158.69 psf at 4.000 ft in Span # 1 Fb : Allowable : 3,205.07 psi Load Comb : +D+0.750L+0.750S+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 Left Support 1.75 1.20 1.55 Right Support 1.75 1.20 1.55 Max Deflections W 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 S Calculations. per NDS 2012;; IBC 2012;: CBC 2013, ASCE7 10, BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 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 = fb : Actual : Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : 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 - Pill 600 psi Fv 170 psi Ebend- xx 875 psi Fc - Perp 625 psi Ft 425 psi Eminbend - xx 0.690 1 693.18 psi at 2.500 ft in Span # 1 1,004.88 psi +D+0.750L+0.750S+H 0.334: 1 65.27 psi at 4.383 ft in Span # 1 195.50 psi +D+0.750L+0.750S+H Max Reactions (k) D L Lr S W E Left Support 1.09 0.75 0.97 Right Support 1.09 0.75 0.97 1300 ksi Density 31.2 pcf 470 ksi Max Deflections Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.022 in Downward Total 0.054 in 0.000 in Upward Total 0.000 in 2753 >360 Total Defl Ratio 1119 >360 2131SdIH Yd o mit i-I—� i I Fro_] r off I,x - CI'9 LI'9L - r, "■■ 1 qg 01 HIP OPTION ROOF FRAMING PLAN SCALE: 1/4° =1'-0° 'na3Lsvuam I., I/ / '�A ��y mit i-I—� i I Fro_] r off I,x - CI'9 LI'9L - r, "■■ 1 qg 01 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: rLfa : ito W,. 001310% Description : Roof Framing Hip Option Wood Beam Design A Project ID! Hle C Ip§#,(OHarold1DOCUNIE 1\ENERCA=IILEVELP1 gg NERCALC.INC,1983=201G ,Build G 1G G,7 ;Ver 6.16;6:7 INs�A Caiculationipers NDS 2012; iBC 2012; CBC•2013E, ASC7 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 klft, 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 = fb : Actual : Fb : Allowable : Load Comb : Max fv/FvRatio fv : Actual : Fv : Allowable : 195.50 psi Load Comb : +D+S+H Max Reactions (k) D L Left Support 0.64 Right Support 0.87 0.647. 1 649.51 psi at 1,004.14 psi +D+S+H 0.292: 1 57.09 psi at 5.220 ft in Span # 1 3.500 ft in Span # 1 Max Deflections Lr S W E H Downward L+Lr+S 1.07 Upward L+Lr+S 1.45 Live Load Defl Ratio 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_ BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads Unif Load: D = 0.0150, S = 0.0250 klft, Trib= 6.250 ft Design Summary Max fb/Fb Ratio = fb : Actual : 4.000 ft in Span # 1 Fb : Allowable : Load Comb : 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 0.464. 1 465.45 psi at 1,004.03 psi +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 Left Support 0.38 Right Support 0.38 0.000 ft in Span # 1 Lr S W 0.63 0.63 Max Deflections E 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 VVao`d.Beam Destgn D 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 1850 psi Fc - Perp 650 psi . Ft 1100 psi Eminbend - xx Unif Load: D = 0.0150, S = 0.0250 klft, Trib= 4.70 ft Design Summary Max fb/Fb Ratio = 0.375. 1 fb : Actual : 1,034.00 psi at Fb : Allowable : 2,760.00 psi Load Comb : +D+S+H Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : 8.250 ft in Span # 1 0.141:1 42.93 psi at 0.000 ft in Span # 1 304.75 psi +D+S+H 1800 ksi Density 31.2 pcf 950 ksi 0(0.07050) S(0.1175) 16.50 6, 5.5x9 Max Deflections Max Reactions (k) D L Lr s W E H Downward L+Lr+S 0.328 in Downward Total Left Support 0.58 0.97 Upward L+Lr+S 0.000 in Upward Total Right Support 0.58 0.97 Live Load Defl Ratio 604 >240 Total Defl Ratio 0.524 in 0.000 in 377 >240 Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 Multi Project Title: Engineer: Project Descr: vvooa,. eam,uesign Project ID: File 0.\0P.( iNarold100CI ME 11ENCRCA-111.EVEl1 1,EE6'. NERCALC,.INC tee3=2o16 Biild61667i,Ver6:1f 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, Unif Load: D = 0.0150, Point: D = 0.7650, S = Design Summary Max fb/Fb Ratio = 0.359. 1 fb : Actual : 990.11 psi at Fb ; Allowable : 2,760.00 psi Load Comb : +D+S+H Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) P Left Support 0.99 Right Support 0.61 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 S = 0.0250 k/fl, 0.0 ft to 3.0 ft, Trib= .10.0 fl S = 0.0250 k/ft, 3.0 to 8.50 ft, Trib= 4.70 ft 1.275ki 3.0 ft 3.003 ft in Span # 1 0.233: 1 71.15 psi at 0.000 ft in Span # 1 304.75 psi +D+S+H Max Deflections L Lr S W E H Downward L+Lr+S 1.65 Upward L+Lr+S 1.02 Live Load Defl Ratio 0.072 in Downward Total 0.115 in 0.000 in Upward Total 0.000 in 1414 >240 Total Defl Ratio 883 >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, 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 - 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 S W E Left Support Right Support 0.31 0.31 0.52 0.52 Max Deflections Downward L+Lr+S 0.048 in Downward Total Upward L+Lr+S 0.000 in Upward Total Live Load Defl Ratio 2003 >240 Total Defl Ratio 0.077 in 0.000 in 1252 >240 WoodBeam`Destgn Calculations per NDS 2012IBC 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 - PM 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, 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 Reactions (k) 2 L Lr S W E Left Support 0.30 0.50 Right Support 0.30 0.50 Max Deflections Downward L+Lr+S 0.055 in Downward Total Upward L+Lr+S 0.000 in Upward Total 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 Project Title: Engineer: Project Descr: NSA% WV 0f1 OSTM31. Description : Upper floor framing with Hip option Wbad Beam Design H Project ID:` 1- Flla C.11E0r)Harold1D000ME 11ENERC6. :11LEVELP 1 06 ERCALC,INC 1983-2016 8ulld G 16 6 7 ;VerbNig BINA-Agit 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 kilt, Trib= 5.60 ft Unif Load: D = 0.080 k/ft, Trib= 1.0 ft Unif Load: D = 0.0220, L = 0.040 kilt, Trib= 1.330 ft Point: D = 3.160, L = 2.470, S = 2.040 k @ 0,750 ft 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 1800 ksi 950 ksi Density 31.2 pcf Max Deflections Max Reactions (k) g L Lr S W E H Downward L+Lr+S 0.186 in Downward Total 0.473 in Left Support 4.58 2.79 3.08 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 1.72 0.55 1.23 Live Load Defl Ratio 1049 >240 Total Defl Ratio 411 >240 Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 Project Title: Engineer: Project Descr: Project ID: Multi Flle C1UserslHaroldlDOCUME,]1ENERCA,IILEVELP;.1E ENERCA1CC. , NC '1983-201 G, BuildG 1G 7,?Ver516; 'WoodBeam Design ^fGY r. Calculations per NDS 2012 IBC 2012` CBC 2013;.ASCE E BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads Unif Load: D = 0.0220, L = 0.040 kilt, Trib= 1.330 ft Unif Load: D = 0.080 klft, Trib= 1.0 ft Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 7.660 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 Boise Cascade 2,800.0 psi Fc - PM 3,000.0 psi 2,800.0 psi Fc - Perp 750.0 psi Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support 1 Right Support 1 0.477. 1 1,484.35 psi at 3,113.45 psi +D+S+H 0.275: 1 90.27 psi at 13.020 ft in Span # 1 327.75 psi +D+S+H 7.000 ft in Span # 1 1,97 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 Max Deflections D L Lr S W E H Downward L+Lr+S 0.170 in Downward Total .57 0.37 1.34 Upward L+Lr+S 0.000 in Upward Total .57 0.37 1.34 Live Load Defl Ratio 987 >360 Total Defl Ratio 0.369 in 0.000 in 454 >360 Wood Beam' Design P Calculations per NDS 2012, IBC 2012;; CBC 2013; ASCE 7710. 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.2 875.0 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 Unif Load: D = 0,0220, L = 0.040 klft, Trib= 1.330 ft Unif Load: D = 0,040 klft, 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 Left Support 0.26 0.11 0.20 Right Support 0.26 0.11 0.20 1,300.0 ksi Density 31.20 pcf - xx 470.0 ksi Max Deflections W E L 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 Deft Ratio 0.006 in 0.000 in 8533 >360 Wood Beam Design Q .. alculattons per NDS 2012 IBC 2012, CBC 2013.., ASCE.7-101 BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 6x10, 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 - PrII 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 k/ft, 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 Fb : Allowable : 872.86 psi Load Comb: +D+L+H Max fv/FvRatio = 0.367: 1 fv : Actual : 62.43 psi at Fv : Allowable : 170.00 psi Load Comb: +D+L+H Max Reactions (k) D L Left Support 1.18 1.52 Right Support 1.18 1.52 4.000 ft in Span # 1 0.000 ft in Span # 1 Lr S W E 0.30 0.30 1,300.0 ksi Density 31.20 pcf 470.0 ksi Max Deflections Downward L+Lr+S 0.069 in Downward Total Upward L+Lr+S 0.000 in Upward Total Live Load Defl Ratio 1392 >360 Total Defl Ratio 0.122 in 0.000 in 785 >360 D(0.114 x.1915 0 t Y D(0fl20. 5320) ,. x.`'w.,'.;a c... li,r �.:...xL� l L . �.TM,.set �k.w su•..ls .......:. �_....: .;xu..,.w.. , r �_.,.->.ha . ..,. �._ ...:.,-. .Ac Si ....�.._ ,.:,.,...ars 14.0 ft, 3.5x11.875 Max Deflections D L Lr S W E H Downward L+Lr+S 0.170 in Downward Total .57 0.37 1.34 Upward L+Lr+S 0.000 in Upward Total .57 0.37 1.34 Live Load Defl Ratio 987 >360 Total Defl Ratio 0.369 in 0.000 in 454 >360 Wood Beam' Design P Calculations per NDS 2012, IBC 2012;; CBC 2013; ASCE 7710. 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.2 875.0 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 Unif Load: D = 0,0220, L = 0.040 klft, Trib= 1.330 ft Unif Load: D = 0,040 klft, 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 Left Support 0.26 0.11 0.20 Right Support 0.26 0.11 0.20 1,300.0 ksi Density 31.20 pcf - xx 470.0 ksi Max Deflections W E L 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 Deft Ratio 0.006 in 0.000 in 8533 >360 Wood Beam Design Q .. alculattons per NDS 2012 IBC 2012, CBC 2013.., ASCE.7-101 BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 6x10, 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 - PrII 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 k/ft, 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 Fb : Allowable : 872.86 psi Load Comb: +D+L+H Max fv/FvRatio = 0.367: 1 fv : Actual : 62.43 psi at Fv : Allowable : 170.00 psi Load Comb: +D+L+H Max Reactions (k) D L Left Support 1.18 1.52 Right Support 1.18 1.52 4.000 ft in Span # 1 0.000 ft in Span # 1 Lr S W E 0.30 0.30 1,300.0 ksi Density 31.20 pcf 470.0 ksi Max Deflections Downward L+Lr+S 0.069 in Downward Total Upward L+Lr+S 0.000 in Upward Total Live Load Defl Ratio 1392 >360 Total Defl Ratio 0.122 in 0.000 in 785 >360 .0.1111, .9.11 .S ., ) ,:„ I: ' 114 co -1 . M .. 1 I ....,,,. A IV. .-,z. • - .c.. . 1 ; 7 ,,-) L_ •„.• .........,15, ki - - t ii4ID • r.. g vr, .91. 1St ii112 III 91. ;72_, .. 141 i ,.. . . "..-1 1 t In II h? g g wil so A I 711 ' SLAB ON GRADE .;•,• :,",;' `11,/ Wr 6 IL VAP LARRIER 17P. 5-2 ,.. 6 ,•. _ ;? - b7. III A\ i / i? II 1 1 II i? h. b , i., ..,'? ,— --r."- 7 I I • iri 1.1 1 4D 'I'll LI -1 'e. 0 -z e, .9. zr,r,:-. III ..... , E -r 0 ,L v, if, • , • II ,,- ,,,r,„ • , 4 ii i., , 1 . ,ZI1100A SWIM= L._ _,... VNI10019,011\111117J ,A N. 11, / .1 .11,1 .C.n3 .1fr..1 ,S..91 .0-.11 .9..S FOUNDATION/ FRAMING PLAN SCALE: 1/4=1LO° 4 Precise Eningeering Inc 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 Project Title: Engineer: , Project Descr: Description : MAIN FLOOR BEAM Size : Wood Species : Fb - Tension Fb -Compr Applied Loads Project ID: Flte olUserslHaroldlDOCLIME 11ENERCkAt• VELFI1 Epi ERCALC;'INC 983-2016 Build 616 6,7j -Ver 616:6.7:' Calculations per NDS 2012IBC 2012, CBC 2013, ASCE, 7-1 • 4x8, Sawn, FuIIy 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 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 kilt, Trib= 7.50 ft Design Summary Max fb/Fb Ratio = 0.486. 1 fb : Actual : 568.71 psi at 2.500 ft in Span # 1 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 Lr S W E Max Reactions (k) D L Left Support 0.41 0.75 Right Support 0.41 0.75 Max Deflections Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 6.0 ft Design Summary 0.024 in Downward Total 0.000 in Upward Total 2515 >360 Total Defl Ratio 0.037 in 0.000 in 1623 >360 Calculations per NDS 2012; IBC 2012. CBC 2.013, ASCE 7-10, 4x8, Sawn, FuIIy Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Douglas Fir - Larch Wood Grade : No.2 900 psi Fc - Pill 1350 psi Fv 180 psi Ebend- xx 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 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 0.560. 1 655.15 psi at 3.000 ft in Span # 1 1,170.00 psi +D+L+H 0.293: 1 52.78 psi at 5.400 ft in Span # 1 180.00 psi +D+L+H D L Lr 0.40 0.72 0.40 0.72 ikiOdBeam Destgln BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads 1600 ksi Density 31.2 pcf 580 ksi Max Deflections s W E H 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 Calculations pei NDS 2012, IBC 2012, CBC 2013 ASCE 7 10 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= 8.50 ft Unif Load: D = 0,090 k/ft, Trib= 1,0 ft Unif Load: D = 0,0220, L = 0.040 klft, Trib= 14.0 ft Design Summary Max fb/Fb Ratio = 0.944. 1 fb : Actual : 1,104.98 psi at Fb : Allowable : 1,170.00 psi Load Comb : +D+L+H Max fv/FvRatio = 0.659: 1 fv : Actual : 118.68 psi at Fv : Allowable : 180.00 psi Load Comb : +D+L+H Max Reactions (k) 0 L Lr S W E Left Support 1.14 1.76 Right Support 1.14 1.76 1.950ft inSpan #1 0.000 ft in Span # 1 l-1 Max Deflections 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 Multi Srrrtple Beam p 'Wood. Beam Design Project Title: Engineer: Project Descr: Project ID: FileclUsersl(larokfl00CUty tptERCA 14),(Elf 1.EG6 ERCALC INC 1983 2016, Bulld 6 16 6,7, Ver 6 16;6 7 :< lfW ;INt I 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 900.0 psi Fc - Prll 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 Calculations per NIS 2012, IBC 2012] CBC 2013, ASCE 7 10 Applied Loads Unif Load: D = 0.0220, L = 0.040 k/ft, T Unif Load: D = 0,090 klft, Trib= 1.0 0 Unif Load: D = 0.0220, L = 0.040 k/ft, T Design Summary Max fb/Fb Ratio = 0.382. 1 fb : Actual : 447.40 psi at Fb : Allowable : 1,170.00 psi Load Comb : +D+L+H rib= 5.0 ft rib= 4.50 ft Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.276: 1 49.59 psi at 180.00 psi +D+L+H D L 0.55 0.70 0.55 0.70 Wood. Beani Design BEAM Size : Wood Species : Fb - Tension Fb - Compr Applied Loads Lr 1.835 ft in Span # 1 0.000 ft in Span # 1 Max Deflections 5 W g H Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 4x8, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Douglas Fir - Larch Wood Grade : No.2 900.0 psi Fc - Prlf - 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 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„. Unif Load: D = 0,0220, L = 0.040 k/ft, Trib= 9.250 ft Design Summary Max fb/Fb Ratio = 0.624. 1 fb : Actual : 729.75 psi at 2.550 ft in Span # 1 Fb : Allowable : 1,170.00 psi Load Comb : +D+L+H Max fv/FvRatio = 0.368: 1 fv : Actual : 66.28 psi at 4.505 ft in Span # 1 Fv : Allowable : 180.00 psi Load Comb : +D+L+H Max Reactions (k) P L Left Support 0.52 0.94 Right Support 0.52 0.94 Lr Max Deflections g 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 Bolsa Cascade BC CALC© Design Report Build 4516 Job Name: Address: City, State, Zip: , Customer: Code reports: ESR -1336 Single 9-1/2" BCI® 5000-1.7 DF Dry 1 1 span ( No cantilevers 1 0/12 slope 16 OCS 1 Repetitive 1 Glued & nailed construction File Name: BC CALC Project Description: Designs1J02 Specifier: Designer: Company: Misc: Joist1J02 July 6, 2016 16:04:01 Total Horizontal Product Length = 09-06-00 Reaction Summary (Down / Uplift) ( lbs ) Bearing Live B0,2-1/2" 317/0 B1, 2-1/2" 317 / 0 Load Summary Tag Description 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 Dead 76/0 76/0 Snow Wind Roof Live Live Dead Load Type Ref. Start End 100% 90% Unf. Area (Ib/ft^2) L 00-00-00 09-06-00 40 12 Partition (Ib/ft^2) L 00-00-00 09-06-00 10 Value 876 ft -lbs 393 lbs 375 lbs L/999 (0.081") L/999 (0.065") 0.081" 11.6 % Allowable Duration Case Location 35.6% 100% 1 04-09-00 37.8% 100% 1 00-00-00 25.5% 100% 1 00-02-08 n/a n/a 1 04-09-00 n/a n/a 2 04-09-00 n/a n/a 1 04-09-00 n/a n/a 0 00-00-00 Dim. (L x W) Value 2-1/2" x 2" 393 lbs 2-1/2" x 2" 393 lbs % Allow % Allow Support Member Material n/a 37.8% Unspecified n/a 37.8% Unspecified Design meets User specified (L/360) Total load 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 Snow Wind Roof Live OCS 115% 160% 125% 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® 90-2M DF "Joist1J03 Dry1 1 span 1 No cantilevers! 0/12 slope 16 OCS 1 Repetitive! Glued & nailed construction' File Name: BC CALC Project Description: Designs\J03 Specifier: Designer: Company: Misc: July 6, 2016 16:07:49 1 G I I 1 I 1 i i I I I 1 i 1 1 I., .0 1 I 11 I ii l 1 1 1 Q I 1 1 1 1 1.11�,I,I1Ill1llll 1, 1' 11 1l11i1I1l ll £!. .1, BO 19-00-00 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% 100% 48.7% 100% 35.7% 100% 57% n/a 61.3% n/a 35.5% n/a n/a n/a Dim. (L x W) Value 2-1/2" x 3-1/2" 785 lbs 2-1/2" x 3-1/2" 785 lbs % Allow Support n/a n/a Case 1 1 1 1 2 1 0 % Allow Member 12 Location 09-06-00 00-00-00 00-02-08 09-06-00 09-06-00 09-06-00 00-00-00 Material 48.7% Unspecified 48.7% 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® , AJSTM, ALLJOIST®, BC RIM BOARDT'", BCI® , BOISE GLULAMM, 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 Earth I Solutions N%V Earth Solutions NW LLC • Geotechnical Engineering REVIEWED FOR onstruction Monitoring CODCOMPLIANCE nvironmental Sciences PROVED APR 21 2017 City of Tukwila BUILDING DIVISION Subject: Geotechnical Evaluation Sylvan View Estates — Lot 1 thru Lot 3 1-1115-,'17 �, Lt123 5. )144.14 e2T- 4727 — South 144th Street Tukwila, Washington Dear Mr. McKittrick: 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 determingmmgy based on the conditions observed during foundation subgrade preparation. CITY OF TUKWILA FEB 2 it 2017 PERMIT CENTER 1805 - 136th Place N.E., Suite 201 • Bellevue, WA 98005P11 -007-A • (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 53 03 _y.. i es) LP��i 2r'65`w Henry T. Wright, P.E. Senior Project Engineer Earth Solutions NW, LLC lnfiltration Test Location + No: 2 (24 Inches bgs) 144th Street Infiltration Test Location No:3 (36 Inches bgs) Test Pit No:1 - Sample © 4.0' bgs • Infiltration Test Location No: 1 (24 Inches bgs) Test Pit No:2 - Sample @ 3.0' i w; . f' 7t "r iN s ► .: t(..... /0). OrAlres _y tk 140 f..' Y� ••. r� Test Location Map Percolation Test & Soil Assessment 4727 S. 144th Street Tukwila, Washington �ot To Scale Date: May 25, 2016 Completed By: K. Spencer Reviewed By.: B. Dixon Version: ECI-001 Project No.: 0534-07-01 Figure No.: 03 Sheet 03 of 03 env ices ononline.com Appendix B Test Pit Logs m6 0 a H O. CE •s UQ O. i .5 Q) TEST PIT LOG IL. EC p envy on e d� S�I'1!ICeS � ww.e o[ononme.com Anchorage 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) N E Sample Type Sample Number USCS Soil Descriptior Approximate Latitude: Start Finish Comments: 9:50 10:45 Water Level: i 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 10 Page 1 of 2 TEST PIT LOG E envon a Xal services ww.e Conon me.com Anchorage 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 1- 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 C Particle Size Distribution Results (0 N N 0 1- H N_ O z ti co N 0 1- F U) c 0 cam. 0 U) N co U Particle Size Distribution Report 000 C C C G •C C O O (0 (0 c0 0 O tf (0 co m e- n C'1 I x iF iL iR 7t :! i! 100 I• I I I I I 11 I 11 I 1 11 1 1 90 I I 1.1111 1• • I I I 1 I 1 I 1 80 I I I 1 I I • I •• I 11•. t H I 1 I I 70 CL 1 I I 1 1 1 1 1 I L I •• 1 1 I 1 1 1 Z 60 LL 1 I 1 I 1 I! 1 1 __J 1 1 1 • 1 I I I I I Z 50 w U 1 I 1 I 1 1 k 1 I 1 I I I 1 I 1 I I I I I EY40 a.1 1 1 1 1 1 I 1 I 11 1 1 1 1 1 1 ( 1 1 1 1 • 1 1 1 I 30 1 I 1 I 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1• 1 1 20 I I 1 I 1 I 1 I 1 1 1 I 11 1 1 1 1 I 1 1 1 1 I 1 1 10 0 1 I i I I 1 1 i I 1 1 1 1 1 1 1 1 1 i 1 1 i 1 1 i 1 1 i 1 1 i i I 1 1 i 1 100 10 1 GRAIN 01 0.01 0.001 SIZE - mm. +3" %Coarse %Gravel % Sand % Fines Fine Silt Clay 0 35 13 23 29 Test Results (ASTM D 422 & ASTM D 1140) 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 060= 0.9755 D50= 0.3786 D30= 0.0807 015= 010= 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. Client: EcoCon Project: ECI Misc 2016 Project No: 16-0280 Figure 6822 • N N 0 2 H 2, 0 2 L co z v N 0 2 H cu c 0 0 0 U) 0 d .d Particle Size Distribution Report a (0 0 V 0 d C C . aa}} 0 FA 100 90 I I • I 1 I 1 1 I I 1 1 I I 1 1 1 1 1 I I 1 1 I 1 80 IIr1 111111111111r ldg.: 1 I 1 111 I I 1 I 11 I 11 I I Nil I CC 70 w 101111 IIIIIIII 60 IIiIlIIIlIIII ; IIIOINhi1IP.I IINIIIUSIIIIUUU gj 1 ! !4o 11111 ::iiiuiiJl11110a IIIII.IlL.0 1 1 111 .10111111 iD■ ! ! 11111111111111l UIItIII 1111 I 1111111 IUIIIIIIIIU 10 •Q 1 1 1 1 1! 1 1 1 1! 1 1 I 1 1 1 1 1 1 1 1 1 1 I I 1 100 10 1 GRAIN 0 1 SIZE - mm. 0.01 0.001 %+3" %Gravel % Sand % Fines Coarse Fine Silt Clay 0 39 9 17 35 Test Results (ASTM D 422 & ASTM D 1140) Material Description Opening Size Percent Finer Spec.* (Percent) Pass? (X=Fail) Sample #6824: Brown silty sand with gravel Location: 4727 S. 144th Street, Tukwila, WA 3 2 100 89 Atterberg Limits (ASTM D 4318) 1.25 1 84 83 81 PL= LL= Pl= Classification .75 .625 .50 79 77 USCS (D 2487)= SM AASHTO (M 145)= A-2-4(0) Coefficients .375 .25 #4 #8 #10 #40 #100 #200 75 71 68 63 61 52 42 35 D90= 53.9406 D85= 37.6408 D60= 1.6238 D50= 0.3358 D30=D15= D10= Cu= Cc= Remarks Test Equipment ID: 5 Was sample soaked?: Not required Natural Moisture: 16.4% - Date Received: 4/20/2016 Date Tested: 4/26/2016 Tested By: A. Duong p y� Checked By: W. Hansen (ve..41 , Title: Project Manager �/ * (no specification provided) Source of Sample: Test Hole #2, Sample #1 Depth: 2.5' - 3' Date Sampled: 4/20/2016 Sample Number: 6824 OTTO ROSENAU & ASSOCIATES, INC. Client: EcoCon Inc. Project: ECI Misc 2016 Project No: 16-0280 Figure 6824 OTTO ROSENAU & ASSOCIATES, INC. AR HYDROMETERSHTO ANALYSIS Op., - ( , l Z`� S I l } �D 422 / AA Project: r - IAC , 201,6 Date Obtained: (4 /20 f Z-0 Date Tested: 6 1—i I Sample Description: Am. . � Sample ID #: 6 c �, -- 3,� ...Test Equipment ID #: Sample Location/Source: TQA— �.��, � u ��-Q � ; Client: Weight of Hydrometer Sample: 401 67]) grams HYGROSCOPIC MOISTURE DETERMINATION Wet Weight and Tare Dry Weight and Tare Tare Weight Hygroscopic Moisture tI°I..6( IIA :11 31,32 Cc = Or table below: (Composite Correction @ 20°C, D 422, section 7.3) Temperature: Composite Correction (Cc): 22 - Meniscus Correction: �. Specific Gravity of Soils: Hydrometer Type: 52H 151 H Date/Time`` Elapsed Time, Min. Temperature, Deg C Hydrometer Reading (3', \A C ) r 1 ♦y yWr, 3 y_ 9FG+ , J {9" . b� A. t .. Note l: 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: environ ental. services "-°`v7wcv:eco onon ine.com Anchorage I Tacoma 1 Portland May 25, 2016 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: ECI Project Number: 0534-07-01 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 I 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 1 Environmental Consulting 0: (866) 730-9369 F: (253) 369-6228 E: info@ecocononline.com Page 2 File: 0534-07-01-20160525 ECI Project Number: 0534-07-01 Anchorage I Tacoma I Portland Percolation Testing and Soil Assessment 4727 S. 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 KI -f, 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 I 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 a ig2) Project Figures Figure 1: Project Location Map Figure 2: Project Topographic Map Figure 3: Test Location Map LL U co O °- < 8 ''\%`44L 0 U° O O i a) 4 • 1 S 137th st S 140th St S 15,1th St S.144th St f l S 174th St =— • 4„D Iry a S any W�Otr- rn 9 g:aw pUZp: 1 5133r6o'” S 144th St Fos rEn 11 al 5 r 01, APs Tukwila 5 147th St Soul hcenter 014 ieaTac Rental*. Gar Facility EMI /CRda47Rvs sowhcegI 8rya LSI.. S 160th St 0 Project Location Map Percolation Test & Soil Assessment 4727 S. 144th Street Tukwila, Washington \L‘lot To Scale Date: Completed By: Reviewed By.: Version: Project No.: May 25, 2016 S. Spencer B. Dixon ECI-001 0534-07-01 Figure No.: 01 Sheet 01 of 03 envi I n r•• ices �,.,.• ononline.com Subject Site 4727 S. 144th Street Tukwilla, Washington Project Topographic Map Percolation Test & Soil Assessment 4727 S. 144th Street Tukwila, Washington \ot To Scale Date: Completed By: Reviewed By.: Version: Project No.: May 25, 2016 K. Spencer B. Dixon EC I-001 0534-07-01 Figure No.: 1 02 Sheet 02 of 03 ESB env ices ononline.com J DNIA3AIIfIS DUNCANSON Company, Inc. DCI 16459 To: Bill Rambo From: Harold Duncanson Date: 4/5/17 Subject: Sylvan View Lots 1, 2 & 3 Tukwila Permits D17-0033, -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 LTR#.4._ b �7- oo35- 145 SW 155"' Street Suite 102 • Seattle, Washington 98166 Phone 206.244.4141 • Fax 206.244.4455 • Web www.duncansonco.com CIVIL ENGINEERING RECEIVED CITY OF TUKVVILA APR 06 2011 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 D17-0035 SYLVAN VIEW ESTATES = LOT 3 - 4723 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 11 x 17 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 O O 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 thai 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. D17-0035 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 ()PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0035 DATE: 04/06/17 PROJECT NAME: SYLVAN VIEW ESTATES - LOT 3 SITE ADDRESS: 4723 S 144 ST _ Original Plan Submittal X Response to Correction Letter # 1 Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: ray pm". 41I0[11 Building Division le Public Works Fire Prevention Structural V Vt9� PwG fanning Division ❑ Permit Coordinator • PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 04/11/17 Structural Review Required REVIEWER'S INITIALS: DATE: n 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 ❑ Fire 0 Ping ❑ PW ❑ Staff initials: 12/18/2013 PERMIT COORS COPY � PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0035 DATE: 02/22/17 PROJECT NAME: SYLVAN VIEW ESTATES - LOT 3 SITE ADDRESS: 9'S 144 ST X Original Plan Submit 3 Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: �S Cotr)-?4}47 Building Division duo *Works Works ik-tat Mt ' 2H 7 mx5 (oyez 3-3O-17 Fire Prevention Planning Division ❑ Permit Coordinator 1111 Structural PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 02/23/17 Structural Review Required REVIEWER'S INITIALS: DATE: El APPROVALS OR CORRECTIONS: DUE DATE: 03/23/17 Approved Corrections Required ❑ Approved with Conditions ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Pertnit Center Use Only C- O- RRECTION LETTER MAILED: --3-30-1 Departments issued corrections: Bldg' Fire ❑ Ping - PW 0 Staff Initials: VV� 12/18/2013 0 O 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: `l/7 // 7 Plan Check/Permit Number: D17-0035 ❑ 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 TUKWILA APR 0 6 2017 PERMIT CENTER Project Name: Sylvan View Estates — Lot 3 Project Address: 4723 S 144 St cc Contact Person: 473n, t C J il'frCt� Phone Number: 704 s% 1 Soa V Summary of Revision: Cv,c. A W asks Ain Avti twJI1ic¢� 1'1%1)/ D 71.11c1,5 3 C 5 c- r % • ctraift. v'Dtr 'it5 id. Z b *W bcrr C. v tY w i5 <AWT tute r..a or` 01 A+) TA etre- 12* -1:0 int. 0.e. itlittNo) Sheet Number(s):(4"1"G. t L "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: 4k) 71 Entered in TRAKiT on /2 `10011 rtbe y/44 fri N" \applications\forms-applications on line\revision submittal Created: 8-13-2004 Revised: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: / / Plan Check/Permit Number: ❑ 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 # 1 Project Name:U V WA/ d \iOk 9 UV u Project Address: 72-3 S. it/94i ;7-- Contact Person /i,t) /44/47!' ee Phone Number:7A -57%-p, Summary of Revision: Sygri/ rr Dom: )r -w3` 1 f ie4-r1 OG G✓411.402. 4 4i t #611-07 eex-TIF�GA'!"'�- ��" f04e7z..41/4-71,413 it -try &eb74-17e-fl RECEIVED CITY Or TUKWILA FEB 2 4 2017 R ilT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including ate of re Received at the City of Tukwila Permit Center by: ❑ Entered in TRAKiT on W:\Permit Center\Templates\Forn s'Rcvision Submittal Form.doc Revised: August 2015 inion Residential Sewer Use Certification 1\ 1'l 00 Sewage Treatment Capyity Charge To be completed for all new sewer connections, reconnections, or change of use of existing connections. Please Print or Type Poe Street Address City I 0 1-4 State ZIP iu E /KGs, lam. Owner's Name (1 7 f 4t/C5. /A 2 Owne s Mailing Addres7s City �✓ j - ` St -ale mai ZIP [4( Z�f p —51i--�pU Owner's Phone Number (with Area Code) Property Contact Phone Number (with Area Code) Party to be Billed (if different than Owner): Name Street Address City State ZIP Residential Customer Please check appropriate box: Equivalent (RCE) Tingle -family (free standing, detached only) 1.0 Multi -Family (any shared walls): n Duplex (0.8 RCE per unit) ❑ 3-Plex (0.8 RCE per unit) ❑ 4-Plex (0.8 RCE per unit) 5 or more (0.64 RCE per unit) No. of Units x 0.64 = ❑ Mobile home space (1.0 RCE per space) No. of Spaces x 1.0 = If Multi -family, will units be sold individually? Yes ❑ No If yes, will this property have a Homeowner's Association? ❑ Yes ❑ No 1.6 2.4 3.2 La King County Department of Natural Resources and Parks Wastewater Treatment Division For King County Use Only Account # No. of RCEs Monthly Rate SewerD' 7 Date 0 f SO wer Connection Side Sewer Permit Number Required: Property Tax Parcel Number 00,1 �ut3division Name Lot Number Building Name Subdivision Number RECEIVED BMW TUKWILA rLo 22 2017 Please report any demolitions ofM$n'tIcENTER 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? ❑ Yes ANo Was structure on Sanitary Sewer? ['Yes ❑ No Was Sewer connected betore 2/1/90? ❑ Yes ❑ No Sewer disconnect date: Type of structure demolished? Request to apply demolition credit to multiple structures? ❑ Yes ❑ No II) t7-0035 • 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 correct. I understand that the capacity charge levied will be based on this information. 1 understand that =v'c ion may result in a revised capacity charge. Signature of Owner/Representatives __► Date X7%7 Print Name of Owner/Representati 1610_6969w_res_sewer_cap_chg_1057.indd White — King County Yellow — Local Sewer Agency Pink — Sewer Customer (Rev. 10/16) Ne2,1202 Citi rof Tukwila t fiJ 1. i`..tA 1L'J %J1 Y V t! A .6:J1-4. Depart ent of Community Development 6300 Southcenter Boulevard, Suite # 100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov AVA[EJABHAT Y PERMIT NO.: Part A: To be completed by applicant Site idrji ach map and legal descript' n showing h drant location and size of main): ` 5. J qq Ste, Tcr,-wiLA Wa Gam' Lor 3 /F J vq,J VI eini r -T -�r- �' trfl11=4; Owner Information ' Agent/Contact Person r Name: 3 )14036 7J�1h tj6s , ;Name: `TO%�D eg% 'i'�/G� Address:,'D 3 7 /5r�l- -, PM A,* z- Address: 04.4 , u TM phone: AA)/26vi (*oft_ 1✓v4 2,1V Phone: �� This certificate is for the purposes of:Z,46r S 7/ —e o&® Residential Building Permit . ❑ Preliminary Plat ❑ Short Subdivision ❑ Commercial/Industrial Building Permit ❑ Rezone 0 Other / v /"° i1D Y Estimated number of service connections and water meter size(s): 6 Vehicular distance from nearest hydrant to the closest point of structure is 1) ft. t Area is served by (Water Utility District): !J / .Sro-tGr -*V Z� ent Signature Date 7 Part B: To be completed by water utility district 1. The proposed project is within 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: (City/County) (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 9...3VO gpm at 20 psi residual for a duration of 2 hours at a velocity of j 0, fps as documented by the attached calculaiir.CE WE E D 5. Water availability: CITY OF T U K W I L A N Acceptable service can be provided to this project apt Acceptable service cannot be provided to this project unless the improvements in Item B-2 are m EB 2 `I 2017 nSystem is not capable of providing service to this project. I hereby certify that the above information is true and correct. Kck& mgr.( Agency/Phone asap_ 242- 15Lj9f By PERMIT CENTER 2— 23— Vi Date Ex �Zs2 -r Attach•rne 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 thein effect. "Applicant's Signature District Representative Da Date 2" 23- 1 RECEIVED CITU OF TUKWILA FEB 2 4 2017 PERMIT CENTER 3460 S 148th Suite 100 Seattle, WA 98168 Phone: (206) 242-3236 Fax: (206j242-1527 CERTIPICATEGF.S.EWERAMAI4altITYILNOKAWLAgRgy Residential: $ 50.00 Commercial: $ 100.00 (1.,Certificate cif Sewer Availability OR 0 Certificate of Sewer Non -Availability Part A: kTok13.eiCorn pletecliBy4p pli ca nt,) Purpose of Certificate: BuildingPermit El -Short DiviSion Proposed Use: 1.-Residentialarigle Family r • PreliminaryRFat or PUD Rezone • ..... ..... • • -1, - Commercial DrOther Reside.ntia[Multi-Farrilly Ej. Other 113.411..1i4CeE.71-10(-7))ricts Applicant's Name • Property Address ... Phone Number •"1/7-,1--ocf""0 1 P -N4-4 Legal Description (Attach Map and legal Description if Necessary ); Tax Lot Number P Tobe completed. ib.y!ewer Agency ) ........... 1. a. A S'ewer Service Wiltlieprovidedby side sewercormeCtion only -to an existing size sewer alfeet frorn-the site and the sewer system has the capacity to serve the proposed Use. OR El b. Sewer service will require an improvement to the sewer system of: El (1) feet of sewer trunk or lateral to reach the site; and/or 0 (2) The construction of a collection, system on the site and/or (3) Other (describe) 2. Must be completed if 1. b above is checked a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR 0 b. The sewer system improvement will require a sewer comprehensive amendment. 3. RECEIVED 0 a. The proposed project is within the corporate limits of the District, mins sbcpernyitwElhoundary Review Board approval for extension of service outside the District. OR a. Annexation or BRB approval -will be necessary to provide service. FEB 2 4 2017 4. Service is subject to the following; a. District Connection Charges due prior to connection: ... " C NTrR Permit $ GFC: $ SFC: $ Unit: $ Total $ (Subject to Change on January 1st) Either a King County/METRO Capacity Charge, SWSSD or Midway Sewer District Connection Charge may be due upon connection to sewers. b. Easements: c. Other 0 Required 1 hereby certify that the above sewer agency information is true. This certification shall be valid for one year from the date of signature. .e72. By . ... Title Date ATTACHMENT TO VALLEY VIEW SEWER DISTRICT • CERTIFICATE OF 'SEWER AVAILABILITY/NON-AVAILABILITY The following terms •ancltonditions apply to the attathed'Velley View StweriDistrict (11'Distifict") Certificate of Sewer Avallability/Ntra rte itifi eaten) 1. This certificate is valitionlyfor the real property-referenced'herein CProperty") which is in the Distritfs service area, for the sole purpose of submission to the. iKing. County Department olDevelopment and Envirannirental Services; Ang County Department folPublit Health; City of Seattle,. City -of Turkwile, City cif Bierien„aryd/Or City Of SeaTat. This certificate iS between the attrittend thre appliCant 0 nlyand no third person, or party shall :have any Pights hereunder whether :by agency; thit&partytenefirtiaryprincipies or otherwise.. • 2. This Certifitate.ereates nci-tontraCtual.relatiOnShipbetween the iDi4trittandtheapplitant and its•successcits,andessilltis entitle:Yes ittOt titi,nstitoite end upon as the it/Watts- git.tatantee that fewer s erVitew beavailabre at -the time thsappltcarit mayapplytotheDistriatorgitith serVite.. 3.. As ofthe dated thetaistricts• signature on this Certifitate,, the District lepregents ,tKat sewer serViteit,available tOtheProperty throughsewersysteinsthatexistorthattlayteexterittedbytheapplitant, The DiStritt makes 'Mt: therrepresentations, express orimplied, including 'Without limitation that the applikant . \matte obit -to -obtain the necessary .permits, approvalsandauthorizationsiromAing County, GityilfSeattle, City fTukwilityoft urien,,•City (c)f Seatat tor .anyothergovemmentalagentytefore the applicant can ,utlize the ,seWer servite,whithisthesubject of this Certificate. 4. If the District or the applicant Must 'extend the'DitttiCt'tsewersystemtoprovide sewer service tothe Propertytthe District orapplicant :may 'be'requitechto obtain from the -appropriategovernmental agency the neces sary ;permits,approvals and a.utherizations.Itn additiOn, the governmental agency •rria 'establish requirements that irriust be satisfied as.a tradition ofgranting :any s h• permits, approvals ot authorikatiohs, whith marmakeimpratticafror irnpossfblethe provision :ofsewer servicesto•the,Property. Application %rand possible provision sewersermice to the:Property ghelt.be, subject to and at the Iiihetif such'applitation, and.:tompliance with federal; state, itI and pittritt laws, 'rdhans kies, antilorregulatkons ineffettat thetime of such application. Iarknowiedge'thatthave.reteivedtheCertttitate of Sewer Avallabilityffilan-Availability tine 1 this attachment, and firlitymaderstand *atom ,and (conditions heretn,.. Applicant's signature Date itemerni firuinaMy:;,; MILLENIAL BUILDERS LLC Hoene i?spainol Contact. Safety & Health Claims & Insurance C1114 Washington State Department of 1 Labor & industries Search L&I Page 1 of 2 A -Z Index Help My L&I 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 206-429-3884 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 License specialties GENERAL License no. MILLEBL896LP Effective — expiration 06/17/2011— 06/17/2017 Bond Wesco Insurance Co Bond account no. 46WB027558 Active. Meets current requirements. $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. Help us improve License Violations 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 yE" rind. 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 030,924-03 Account is current. 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 1 \ GRAPHIC SCALE 10 0 5 10 20 L . Li SECTION 22, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. J L J 15.3' 40 ( IN FEET ) 1" = 10' (22x34) 1" = 20' (11X17) FINISH GRADE 18.8' 1 -----J\ L07\3 7 292 SF FF 273.5 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 FOOTING PER ARCH/STRUCTURAL PLANS FOOTING DRAIN \ El FA ri 65 C�1 L 5'x25'x3' DEEP DRYWELL DRAIN APPROX 50% OF ROOF AREA YARD DRAIN CONNECT FOOTING DRAIN TO LOT DRAIN DOWNSTREAM OF DRYWELL AND AT ELEV 6" BELOW CRAWL SPACE 5' GARAGE FF 269.5\ N L1\ •4. \ \ SD • • n �. C CONNECT LA - TO EX SD 4\ .�'SS • 2b' 4 \'0 STORM DRAINAGE BMP SIZING • O rn 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: These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: 7,293 SF 10% SITE/LOT AREA = 729 SF 380 CF/1,000 SF (DRYWELL VOLUME) 0.73x380 CF = 277 CF 7'x14'x3'DEEP, DRYWELL 294 CF SEPARATE PERMIT REQUIRED FOR: Opchanical Electrical ❑ Plumbing ❑ Gas Piping City of Tukwila Bulf ol;k41 DIVISION �<n submittal and may in;;:uda additional plan reviVi fees. i J 25' ACCESS AND --UTILITY EASEMENT PER SHORT PLAT 4" CONC DRIVEWAY FILE COPY Permit No. 1)11--'00 Plan review. cp provnl is subject to errors and omissions. Approval of constr uc4ton documents does -not authorize the violation of any adopted codeo of approved. Field. Copy and DOWNSPOUT By: Date: dinance. Receipt is ack • . '.edged: 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 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: DEVELOPMENT AREA ROOF WALK DRIVEWAY COMMON ACCESS 4723 S 144TH ST TUKWILA, WA 98168 004000XXXX 7,293 SF (7,293 — 6,500)(0.00125) = 1% 35% — 1% = 34% 0.34x7,293 SF = E,780 SF 2,099 SF (PER TMC 18.06.097) 2,525 SF 61 SF 590 SF 1,160 SF PERVIOUS PVMT (©75%) 524 SF TOTAL 4,860 SF ZONING: CUT FI LDR 20± CY N/ LEGAL DESCRIPTION 67% LOT 3, 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 j— 1' MIN COVER 1/4" GALY MESH SCREEN ON 90' BEND. SECURE W/SS HOSE CLAMP. GROUT PIPE PENETRATIONS. SET YARD DRAIN IN 4" CONCRETE BASE DEPTH "D" PER PLAN LENGTH "L" PE" PLAN 4" SDR35 PVC TIGHTLINE 3/4x1.5" WASHED DRAIN GRAVEL bU7 0035 TIGHTLINE OUTSIDE TO GRAVITY OVERFL 4" PVC PERF PIPE SET LEVEL. EXTENT TO W/IN 1' OF DRYWELL EDGE & CAP. PROVIDE TEE AND MULTIPLE DISTRIBUTION RECEIVED TY OF TUKWILA APR 0 6 2017 ERMIT CENTER PIPES IF SPECIFIED IN PLAN VIEW CORREC LTR# LIMITED INFILTRATION DRYWELL NTS Know what's below. CaII 48 hours before you dig. X: \PROJECTS\2016 PROJECTS\16459 MILLENNIAL TUKWILA\16459 C3D\LOT3 HOUSE CIVIL.DWG DUNCANSON Company, Inc. 145 SW 155111 Street, Suite 102 Seattle, Washington 98166 Phone 206.244.4141 Fax 206.244.4455 >- m 0 DESCRIPTION ADD FTC DRN & DEV AREA LLI 0 O z r 0W Z_ CC 0 Z J CC O W co DRAWN: LTK DCI NO: 16459 DATE: 2/20/17 01 1 OF 3 SHEETS 1 \ j n � urn CLEARING LIMITS n L_ STOCKPILE, COVER AS REQ'D 4-1 HLJLJLJ ri Li Li \ LJ FILTER FENCE, TYP. STABILIZED CONSTRUCTION ENTRANCE N CATCH BASIN PROTECTION, TYP GRAPHIC SCALE 10 0 5 10 20 40 ( 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 FOR 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. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. HOLD THE PRE -CONSTRUCTION MEETING. POST SIGN WITH NAME AND PHONE NUMBER OF ESC SUPERVISOR (MAY BE CONSOLIDATED WITH THE REQUIRED NOTICE OF CONSTRUCTION SIGN). FLAG OR FENCE CLEARING LIMITS. INSTALL CATCH BASIN PROTECTION, IF REQUIRED. GRADE AND INSTALL CONSTRUCTION ENTRANCE(S). INSTALL PERIMETER PROTECTION (SILT FENCE, BRUSH BARRIER, ETC.). CONSTRUCT SEDIMENT PONDS AND TRAPS. GRADE AND STABILIZE CONSTRUCTION ROADS. CONSTRUCT SURFACE WATER CONTROLS (INTERCEPTOR DIKES, PIPE SLOPE DRAINS, ETC.) SIMULTANEOUSLY WITH CLEARING AND GRADING FOR PROJECT DEVELOPMENT. MAINTAIN EROSION CONTROL MEASURES IN ACCORDANCE WITH KING COUNTY STANDARDS AND MANUFACTURER'S RECOMMENDATIONS. 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. 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. STABILIZE ALL AREAS WITHIN SEVEN DAYS OF REACHING FINAL GRADE. SEED, SOD, STABILIZE, OR COVER ANY AREAS TO REMAIN UNWORKED FOR MORE THAN 30 DAYS. 15. UPON COMPLETION OF THE PROJECT, STABILIZE ALL DISTURBED AREAS AND REMOVE BMPS IF APPROPRIATE. 0035. APPROVED MAR 01 2017 City of Tukwila PUBLIC Worke REVIEWED FOR CODE COMPLIANCE APPROVED APR 21 2011 RECEIVED ITV OF TUKWILA F8 22 2017 ERMIT CENTER Qy Know what's below. CaII 48 hours before you dig. X: \PROJECTS\2016 PROJECTS\16459 MILLENNIAL TUKWILA\16459 C3D\LOT3 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 = 00 O N z Ne REVISIONS DESCRIPTION 0 z TESC PLAN 1 IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE PAD PER ROAD STANDARDS, DRIVEWAYS o, SHALL BE PAVED TO THE EDGE OF R/W o,p PRIOR TO INSTALLING CONSTRUCTION 4 ENTRANCE TO AVOID DAMAGING PAVEMENT EDGE. CROWN -9s ENTRANCE TO DRAIN. -9�9j1'9� INSTALL CULVERT IF �o DITCH IS PRESENT PER ROAD STANDARDS REFER TO SECTION D.4.4.1 OF THE KING COUNTY SWDM FOR ADDITIONAL INFORMATION X11` II �o- ��fA��-tpse :1 �1 •►—fi- • -rII�11_ III��00A- ��=, _L s9lls oc Ilr - �< PROVIDE FULL WIDTH OF INGRESS/EGRESS AREA lF CONSTRUCTION ENTRANCE �i. 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 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" — 1)/2" WASHED GRAVEL BACKFILL IN TRENCH AND ON BOTH SIDES OF ORANGE FILTER FENCE ON THE SURFACE. 1 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 APPROVED LIAR 01 2017 city of Tukwila PUBLIC Works b(1 003S Dk7Y REVIEWED FOR CODE COMPLIANCE APPROVED APR 21 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA FEB 22 2017 PERMIT CENTER Know what's below. CaII 48 hours before you dig. X: \PROJECTS\2016 PROJECTS\16459 MILLENNIAL TUKWILA\16459 C3D\LOT3 HOUSE CIVIL.DWG DUNCANSON Company, Inc. 145 SW 155th Street, Suite 102 Seattle, Washington 98166 Phone 206.244.4141 Fax 206.244.4455 J Q � 2- z W J m nimf CD el O 0) CSI F - C'7 Z oo W NG REVISIONS DESCRIPTION z CO J w 0 U w R41 \O 5 BUILDING CODE: 2015 INTERNATIONAL BLDG. CODE (IBC), AND BY REFERENCE WHERE APPLICABLE THE 2015 INTERNATIONAL RESIDENTIAL CODE (IRC) AS AMENDED BY LOCAL JURISDICTION. ROOF LiVE 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 8301.2(1) GROUND SNOW LOAD WIND SPEED (mph) SEISMIC DESIGN CATEGORY SUBJECT TO DAMAGE FROM WINTER DESIGN TEMP. ICE 51-1IELD UNDER - LAMENT REQUIRED FLOOD HAZARDS AIR FREEZING INDEX MEAN ANNUAL TEMP WEATHERING FROST LINE DEPTH TERMITE DECAY 30 85 DI/D2 MOD 18 SLIGHT- MOD SLIGHT 11E NO LORAL 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 TI -4E FOLLOWING IS A LIST OF ITEMS THAT ARE NOT INCLUDED IN THIS FLAN AND SHOULD BE PROVIDED BY THE BUILDER AT TIME OF APPLICATION FOR PERMIT OR A5 A DEFERRED SUBMITTAL ITEM: - ALTERNATIVE I-JOIST/BEAM MANUFACTURER PLANS. - MANUFACTURED TRUSS DESIGNS AND LAYOUTS - HVAC SYSTEMS DESIGN - ELECTRICAL PLANS 4 SPECIFICATIONS (IF REQUIRED) SH WORK GENERAL UNLESS A SOILS INVESTIGATION BY A QUALIFIED SOILS ENGINEER IS PROVIDED, FOUNDATION DESIGN 15 BASED ON AN ASSUMED AVERAGE SOIL BEARING OF 1500 PSF. EXTERIOR FOOTINGS SHALL BEAR IS" (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°x31x3" 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 5/8" 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 GENERAL ALL NAILING TO COMPLY WITH REQUIREMENTS OF IRC TABLE 8602.3(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 311.3, FASTENERS FOR PRESSURE PRESERVATIVE AND FIRE RETARDANT TREATED WOOD SHALL BE 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) Sd COMMON (0.131' DIA., 2-1/2" LENGTH), Sd BOX (0.113' DIA, 2-1/2' LONG), 10d COMMON (0.145' DIA., 3' LONG) 10d BOX (0.126' DIA., 3' LENGTH), 1601 COMMON (0.162' DIA, 3-1/2' LONG), 16d SINKER (0.148 DIA, 3-1/4' LONG) 5d COOLER (0.086' DIA., 1-5/8' LONG ), 6d COOLER (0.092' DIA., 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=1300000psi BEAM DF -L *2 - Fb=900 psi, Fv=180 psi, Fc=1350 psi, E=I600000psi DF -L *2 - Fb=815 psi, Fv=110 psi, Fc=600 psi, E=1300000psi 4X 6X OR LARGER STUDS 1 -IF *2 - Fb=915 psi, Fv=150 psi, Fc=1300 psi, E=1300000psi DF *2 - Fb=915 psi, Fv=150 psi, Fc=1300 psi, E=1300000psi 2X4 2X6 OR LARGER POSTS DF *2 - Fb=915 psi, Fv=150 psi, Fc=1300 psi, E=1300000ps1 DF *2 - Fb=915 psi, Fv=150 psi, Fc=1300 psi, E=1300000psi DF -L *1 - Fb=1200 psi, Fv=110 psi, Fc=1000 psi, E=1600000psi 4X4 4X6 OR LARGER 6X6 OR LARGER GLUED -LAMINATED BEAM (GLIB) 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 Pei, Fc = 650 PSI (PERPENDICULAR), E = 1,500,000 PSI. ENGINEERED WOOD BEAMS AND I -JOIST CONTRACTOR SHALL SUBMIT S1 -10P 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 P51, Fv = 290 BEAMS DESIGNATED AS Fb = 2,600 PSI, Fv = 205 BEAMS DESIGNATED AS Fb = 1,100 P5I, Fv = 400 "PSL" SHALL HAVE THE MINIMUM PROPERTIES: PSI, Fc = 150 P5I (PERPENDICULAR), E = 2,000,000 "LVL" SHALL HAVE THE MINIMUM PROPERTIES: P5I, Fc = 150 P5I (PERPENDICULAR), E = 1,900,000 "LSL" SHALL HAVE THE MINIMUM PROPERTIES: PSI, Fc = 680 P5I (PERPENDICULAR), E = 1,300,000 PSI. PSI. P51. 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 -\ (00 I PREFABRICATED WOOD TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED TO SUPPORT SELF WEIGHT PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS A5 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 A5 SIMPSON STC) TO ENSURE THAT THE TRUSS BOTTOM CHORD LULL NOT BEAR ON THE WALL. ALL PERMANENT TRUSS MEMBER BRACING SHALL BE INSTALLED PER THE TRUSS DESIGN DRAWINGS. ROOF/WALL/FLOOR SHEATHING TYPICAL WALL 4 ROOF SHEATHING SHALL BE 1/16" SHEATHING MINIMUM UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE 8d COMMON a 6' O.C. a 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 8d COMMOM AT 6" O.C. '+ 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. • I� D M0 SI FRC 1 Clio GENERAL MAINTAIN 1" CLEARANCE ABOVE INSULATION FOR FREE AIR FLOW, INSULATION BAFFLES TO EXTEND &" ABOVE BATT INSULATION INSULATION BAFFLES TO EXTEND 12" ABOVE LOOSE FILL INSULATION INSULATE BEI-1IND 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 NAVE 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 54 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 IS 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 DOOR 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 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. WALL FLASHING 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 1-1/8" (28 mm) OVER THE SHEATHING MATERIAL AROUND THE PERIMETER OF THE OPENING, INCLUDING CORNERS, DOO NOT REQUIRE ADDITIONAL FLASHINGf 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. _0U \D4 i0 W4T 1 F 00 1 G 4 D4MF 00 I\ DAMPROOFING 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 B' PORTLAND CEMENT PARGING APPLIED TO THE EXTERIOR OF THE WALL. PARGING SHALL BE DAMPROOFED IN ACCORDANCE WITH ONE OF THE FOLLOWING. 1. BITUMINOUS COATING 2. 3 POUNDS PER SQ. YD. OF ACRYLIC MODIFIED CEMENT 3. a' COAT OF SURFACE BONDING CEMENT COMPLYING WITH ASTN C 881 4. ANY MATERIAL APPROVED FOR WATERPFOORING IN SEC. R4062 5. 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. o1\DA i ion WAT RFR00 (00\Tib 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. 1. 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. $' CEMENT -BASED, FIBER -REINFORCED, WATERPROOF COATING 8. 60 -MIL SOLVANT-FREE, LIQUID -APPLIED SYNTHETIC RUBBER EXCEPTION: ORGANIC-SOLVANT-BASED PRODUCTS SUCH A5 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 51-IALL CONFORM TO TYPE C OF ASTM D 449. HOT A5PHALT 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. DOORS ,i\ D0WS 4 \D SKYLIGHTS 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 15 LESS THAN 60' ABOVE 1. SHOWER AND BATH TUB, HOT TUB, WHIRLPOOL, SAUNA, STEAM ENCLOSURES 2. GLAZING W/ THE 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 IS" ABOVE FINISHED FLOOR • GLAZING IN GUARDRAILS 1. GLAZING LESS THAN 18" ABOVE FINISHED FLOOR S. 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 R308.4.6 M 01 14\ 1041 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 SO 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 15 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 M 1501.4.) FAN EFFICIENCY FROM WAC51-11R-TABLE R403.5.I 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 THE BUILDING AND AT LEAST 2' HIGHER THAN ANY PORTION OF THE BUILDING WITHIN 10' OF TI -4E 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 5 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 MI501.3) SYSTEM TO BE TESTED AT FINAL INSPECTION 4 LABELED DUCT LEAKAGE TESTING: DUCTS SHALL BE LEAK TESTED IN ACCORDANCE WITH R5-33, USING THE MAXIMUM DUCT LEAKAGE RATES SPECIFIED IN 2012 WSEC. R403.2 BUILDING AIR LEAKAGE TESTING 2012 WSEC SEC. 402.4.12 TESTING SHALL OCCUR AT ANY TIME AFTER ROUGH IN AND AFTER INSTALLATION OF PENETRATIONS OF THE BUILDING ENVELOPE. WI -EN REQUIRED BY THE BUILDING OFFICIAL, TI -4E 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 8401.3 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 2.8 CFM/UJATT 2.6 CFM/UJATT 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 THE BUILDING AND AT LEAST 2' HIGHER THAN ANY PORTION OF THE BUILDING WITHIN 10' OF TI -4E 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 5 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 MI501.3) SYSTEM TO BE TESTED AT FINAL INSPECTION 4 LABELED DUCT LEAKAGE TESTING: DUCTS SHALL BE LEAK TESTED IN ACCORDANCE WITH R5-33, USING THE MAXIMUM DUCT LEAKAGE RATES SPECIFIED IN 2012 WSEC. R403.2 BUILDING AIR LEAKAGE TESTING 2012 WSEC SEC. 402.4.12 TESTING SHALL OCCUR AT ANY TIME AFTER ROUGH IN AND AFTER INSTALLATION OF PENETRATIONS OF THE BUILDING ENVELOPE. WI -EN REQUIRED BY THE BUILDING OFFICIAL, TI -4E 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 8401.3 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 l 0.30 0.50 R-49 R-21 R-10/15/21 R -21/21H R-30 R-10 120 4501-6000 15 90 TB 120 135 2' D4 I MF R4TUR CC ROI 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 STOFF 1 51 OCKI \G DRAFTSTOPPING WHEN THERE 15 USABLE SPACE BOTH ABOVE 4 BELOW THE CONCEALED SPACE OF A FLOOR/CEILING ASSEMBLEY, DRAFTSTOPS SHALL BE INSTALLED 50 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 IS SUSPENDED UNDER THE FLOOR FRAMING. 2. FLOOR FRAMING 15 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 51-IALL BE PROVIDED IN WOOD -FRAME CONSTRUCTION IN THE FOLLOWING LOCATIONS: 1. 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 8302.1 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.I.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. iGHTI G WSEC SECTION R404- LIGHTING EQUIPMENT 404.1 LIGHTING EQUIPMENT: A MINIMUM OF 15 PERCENT OF PERMANENTLY INSTALLED LAMPS IN LIGHTING FIXTURES SHALL BE HIGH -EFFICACY LAMPS. 40411 FUEL GAS LIGHTING SYSTEMS SHALL NOT HAVE CONTINUOUSLY BURNING PILOT LIGHTS. • POST1\ O 0 811 OAT WSEC R4013 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 15 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 R403.2 WSEC, AND AIR LEAKAGE RESULTS IF A BLOWER DOOR TEST WAS CONDUCTED. OT L WHERE THE EXHAUST DUCT 15 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 6 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 MI50133(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 l 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 \G 51 8502.6 DRILLING AND NOTCHING STUDS. DRILLING AND NOTCHING OF STUDS SHALL BE IN ACCORDANCE WITH THE FOLLOWING: I. 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 IS NO MORE THAN 60 PERCENT THE HOLE IS NO MORE THAN N3 INCH (16mm) OF THE STUD WIDTH, THE EDGE OF TO THE EDGE OF THE STUD, AND THE HOLE IS 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. R502.6.1 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 ga) AND 11i2 INCHES (35mm) WIDE SHALL BE FASTENED ACROSS AND TO THE PLATE AT EACH SIDE OF THE OPENING WITH NOT LESS THAN EIGHT 16cl NAILS AT EACH SIDE OF EQUIVALENT. SEE FIGURE R602.6.I. -EXCEPTION: WHEN THE ENTIRE SIDE OF THE WALL WITH THE NOTCH OR CUT IS COVERED BY WOOD STRUCTURAL PANEL SHEATHING. bi 0035 RECEIVED FEB 2 4 2017 TUKWILA PUBLIC RECEIVED CITY OF TUKWILA FEB 22 207 PERMIT CENTER Structural Only DATE: 1-12-2015 INIT: MEY CONCRETE CANNOT BE POURED DIRECTLY AGAINST WOOD. WOOD SIDINGS, OR MANUFACTURED SIDING PRODUCTS. CONCRETE CAN BE POURED AGAINST WOOD 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. WITH WOOD SIDING A 2' VERTICAL CLEARANCE 1-IA5 TO BE MAINTAINED BETWEEN THE WOOD SIDING AND THE CONCRETE SLAB. RI7.1 "5. 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 811.1 "5 SLOPE CONCRETE AWAY FROM BUILDING (1/4' PER FOOT MAX. SLOPE FOR LANDINGS) WOOD TO CONCRETE FLASHING DETAIL SCALE: N.T.S. SMOKE DETECTORS 051) INSTALL SMOKE DETECTORS WHERE INDICATED CARBON MONOXIDE ALARMS 0C/M INSTALL CARBON MONOXIDE ALARM PER CODE VENTILATION SCHEDULE VENTILATION REQUIREMENTS OF IRC TABLE M1501.4 SYMBOL 4-- 1 KITCHENS 100 CFM INTERMITTENT OR (V.T.0) 25 CFM CONTINUOUS --* 2 BATHROOMS -TOILET ROOMS MECHANICAL EXHAUST CAPACITY (V.T.0) OF 50 CFM MIN. INTERMITTENT OR 20 CFM CONTINUOUS VENTILATION RATE FOR WHOLE HOUSE FAN TO BE 15 CFM PER TABLE M15013.3(1) INDOOR AIR QUALITY HVAC CONTRACTOR TO SPECIFY LOCATION. AREA SUMMARY MAIN FLOOR: 1314 SF. UPPER FLOOR: 1545 SF. TOTAL: 2859 SF. GARAGE: e>94 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 5F. (%) DUCTS -DUCTS SHALL BE LEAK TESTED IN ACCORDANCE WITH RS -33 PER WSEC 8403.2.2 -DUCTS, AIR HANDLERS, FILTER BOXES SHALL BE SEALED AS PER MI601.4.1-8403.2.3 -PROVIDE ONE LAYER 543' GWB TYPE 'X' AT CEILINGS COMMON WITH HABITABLE AREAS -WERE THE SEPARATION IS A FLOOR - CEILING ASSEMBLY, CLAD ALL SUPPORT COLUMNS, BEAMS AND WALLS WITH ONE LAYER 1/2' GWB. -THE GARAGE SHALL BE SEPARATED FROM THE RESIDENCE AND ATTIC AREA WITH NO LESS THAN 1/2' GUS ON THE GARAGE SIDE. LANDING AT EXTERIOR DOORWAY SHALL NOT BE MORE THAN 1344' BELOW THE TOP OF THRESHOLD PROVIDED THE DOOR, OTHER THAN EXTERIOR STORM OR SCREEN DOORS DOE5 NOT SWING OVER THE LANDING. IRC R311.3.2 DRYER VENT. PROVIDE PERMANENT LABEL IDENTIFYING ALLOWABLE LENGTH OF DRYER VENT DUCK (LOCATE WITHIN 6 FEET OF DUCT CONNECTION) PER M1502.4.5 NOTE' BUILDING AIR LEAKAGE TEST REQUIRED AS PER WSEC R402.4.1.2 BLUE 15 AU1G TRACER WIRE REQUIRED AT ALL NON-METAL WATER SERVICE PIPING PER UPC 604.9 6'-10' 5'-10' 10'-0' 5010 FX RANGE(VTO) CARPET w SHELVES PANTRY 3 CAR GARAGE E - 4' CONC. MUD ROOM VINYL 110v -0SD 5'-10' I-I4LL WAY HARDWOOD 15'-10' MANUF. GAS FIREPLACE INSTALL PER MFRS. SPECS CREAT ROOM CARPET OUTDOOR LIVING 5040 XO 6'-3' 1'-0' �w HOME OFFICEO�ER Q� ALCOVE U 13pqrOPTIONAL UESK SG 2650 SN I'-5° ®1 2050 FX 2'-3r 2'-10#' 3'-1' FRONT PORCH 10-0 X 6-0 8060 XOX WRAP P.T. 6 x 6 POST TO 8' COLUMN UJ/ CAP 4 BASE TRIM TYP. WRAP P.T. 6 x 6 POST TO 15' COLUMN U/ CAP 4 BASE TRIM TYP. 12'-3' 12'-3° MAIN FLOOR PLAN © 2016 Level Design, LLC. - ALL DOOR/WINDOW HEADERS TO BE 4x10 DF#2 AT 2x6 BEARING WALLS , U.N.O., %'-0" MAX. SPAN - ALL DOOR/WINDOW HEADERS TO BE 4x10 DF#2 AT 2x4 BEARING WALLS, U.N.O., (0'-0" MAX. SPAN - WINDOW HEADERS AT 6'-8" ABOVE SUB FLOOR, U.N.O. - PROVIDE FIREBLCOKING AS REQUIRED (SEE NOTES ON SHEET 1) - EXTERIOR WALLS TO BE 2X6 AT " (MAX.) O.C. U.N.O. INTERIOR PARTITIONS TO BE 2x4 AT leo" O.C. (2X& e PLUMBING WALLS, U.N.O.) - DUCTS THROUGH WALL OR CEILING COMMON TO HOUSE MIN. 2& GAGE STEEL NO DUCT OPENINGS IN GARAGE PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.) SCALE: 1/4" =1'-0" br1to3s REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 1 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA FEB 22 2017 PERMIT CENTER 2X4 BLOCKING TYP. 21/2' HIGH %/s' GWB TYPE "X' AT ALL SIDES TRUSS BOTTOM CHORD 22" x 30' ATTIC ACCESS OPENING 11W 5/g' GWB TYPE 'X° 5/8' G.W.B. TYPE 'X' ACCESS HATCH- CEILING INSULATE FULL DEPTH ,ATTIC ACCESS DETAIL SCALE: N.T.S. 4° SPHERE 5. ALL NOT PASS HROUGH E 0 0 Q w z_ HANDRAIL TO BE PRESENT ON ON AT LEAST ONE SIDE OF STAIR. HANDGRIP PORTION OF HANDRAILS SHALL HAVE CIRCULAR CROSS SECTION OF I1/4" MIN. & 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 43/8, INCHES (101mm) TO PASS THROUGH. 3/4" MIN. -11/4" MAX NOSING w 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 e 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 8311.1.1 - LIGHTING 15 REQUIRED AT THE TOP, BOTTOM, AND ANY LANDINGS WITH CONTROLS AT THE TOP AND BOTTOM OF STAIRS WITH 6 OR MORE RISERS. IRC SECTION 8303.1 - THE SPACING BETWEEN INTERMEDIATE HANDRAIL MEMBERS MUST NOT ALLOW A 4' SPHERE TO P455 THROUGH ANY OPENING. IRC SECTION R3I2.3 - MINIMUM STAIRWAY WIDTH ABOVE HANDRAIL SHALL BE NO LESS THAN 36 INCHES. IRC SECTION 8311.1.1 - STAIR s STAIR LANDING MINIMUM WIDTH SHALL BE NO LESS THAN 36° (31/2' CLEAR IF ONE HANDRAIL, 4 21' CLEAR IF 2 HANDRAILS. IRC SECTION 8311.1.1 - THE TREADS LEADING EDGE CURVATURE CAN HAVE A MAX. RADIUS OF 9/16'. THE MAX. BEVELING OF THE NOSING SHALL BE NO MORE THAN 1/2'. IRC SECTION R3I1.1.5.3 - RISER OR TREAD MAXIMUM DIFFERENTIAL SHALL BE NO MORE THAN 3/B'. !RC SECTION R3I1.1.5.1 - NOSING IS NOT REQUIRED FOR STAIRS WITH TREADS GREATER THAN 111. 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 8311.3 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 THE INSIDE. IRC SECTION 8311.1.5.2.1 LANDING NOTES: - LANDING WIDTH SHALL NOT BE LESS THAN THAT OF STAIR SERVED IRC 8311.1.6 - LANDING SHALL NOT BE LESS THAN 36 INCHES IN DIRECTION OF TRAVEL IRC 8311.1.6 0 STAIR DETAIL SCALE: N.T.S. 61'-0' 14'-6' 11'-4' 1'-4' 1'-1' 3'-6' 3'-10' 12'-0' R303.1 STAIRWAY ILLUMINATION ALL INTERIOR AND EXTERIOR STAIRWAY SHALL BE PROVIDED WITH 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 I 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 THE 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 15'-10' 8312.2 WINDOW SILLS IN DWELLING UNITS, WHERE THE OPENING OF AN OPERABLE WINDOW 15 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 15 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 5'-6' 5'-5' EGRESS TUB 10'x34' (VTO UTILITY MASTER SUITE 14-4 X 15-S MASTER �>4Tl-1 ■■ ■■ ■■■•U■ ■■■ ■ 10-4 X 13-0 LEISURE LOF 12-0 X 14-2 1:3F1DROOM 3 12-5 X 13-0 LINEN 50'x32' 7/5 5'-5' 2'-4' B,4Tl-1 3 11-6 X 1-4 6016 XO 11111111111111 5N 2026 5.G 5.G BUILDING LINE BELOW BUILDING LINE BELOW 1'-1' 14'-6' 11/2° HARDWOOD HANDRAIL SOLID BLOCKING AS REQUIRED PRE FINISH METAL BRACKET TYP. TYP. 1--141\11D IRA f L UPPER FLOOR PLAN 51'-0' © 2016 Level Design, LLC. — PROVIDE FIREBLOCKINC AS REQUIRED (SEE NOTES ON SHEET 1) WINDOW HEADERS AT (::)'—S" ABOVE SUB FLOOR, U.N.O. EXTERIOR WALLS TO BE 2X& AT I&" O.C., U.N.O. — INTERIOR PARTITIONS TO BE 2X4 AT 16" O.C. (2X6 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.O.) SCALE: 1/4" =1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED APR 21 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA FEB 22 2017 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. tit 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 15 GA. GALVANIZED WOVEN WIRE MESH. ATTACHED W/ 16 GA. STAPLES SPACED 6' O.G. VERICALLY W/ 1' MIN. PENETRATION INTO STUD. SCRATCH COAT MORTAR SETTING BED STONE VENEER ADHERED STONE VENEER SCALE: N.T.S. 1 I-I0Ui2 FIRE WALL ASSEMI5LY FOR WALLS S 5' TO PROPERTY LINE ONE HR RATED WHERE < 5'-0' (EXTERIOR SIDE) (INTERIO'R SIDE) -_ I I I- I I I -.- (5) 2 x 6 STUDS a 16'o.c. UJ/ R -2I INSULATION SIDING PER ELEVATIONS ON TYVEK WRAP ON 1/16' PLY OR 055 SHEATHING. COMPOSITION ROOFING ON 15 # FELT UNDERLAYMENT ON 1/16' PLY OR 055 SHEATHING TYPICAL. MFR TRUSSES PER PLAN a 24' O.C. PER MFG. SPECS. TYP. ii.1.ilil1.iai.1.1.1.1.1.1.1T1.1.111A1.1.11.1.1.1.1.11.i.1.1.1.11.11.1.1.1.1.1.11.1.1.1.1.11.1.11.11.1.1.11.1.1.1.1.1.1.1.1.1.1.1.1.1T1.1.1.11.1.1.1.1.1.1.11.811.11.1.1.1.1.1.1.1.1.1.1.1.1.1.1 \' R-49 INSULATION I I - ALL PLUMBING WORK MUST COMPLY WITH NATIONAL APPLICABLE STATE AND LOCAL PLUMBING CODES. CONT. METAL GUTTER ON 5/4 X 5 FASCIA BD. TYP. TOP PL SUB FLR TOP PL 0\ TOP CLEARANCE FLOOR SIDE CLEARANCE MOUNTING HEIGHT REFER TO MANUFACTUREF MINIMUM MOUNTING CLEARANCES OPTION: 515 EFFICIENT WATER HEATING - GAS, PROPANE, OR OIL WATER HEATER WITH A MINIMUM EF OF 0.52. OR ELECTRIC WATER HEATER WITH A MINIMUM EF OP 2.0 AND MEETING NEER' 5 NORTHERN CLIMATE SPECIFICATION FOR HEAT PUMP WATER HEATERS. TO QUALIFY FOR THIS OPTION, THE WATER HEATER EQUIPMENT TYPE AND MINIMUM EQUIPMENT SPECIFICATIONS MUST BE SHOWN ON THE PERMIT DRAWINGS. SUB FLR R-30 INSULATION BUMP -OUTS THAT PROJECT CLOSER THAN 5 FT. TO PROPERTY LINE (IE. FIREPLACE -NO WALKING SURFACE) MAXIMUM 18 IN. ENCROACHMENT (INCLUDING EAVE OR OVERHANG) NO ROOF/ATTIC VENTILATION INR CONSTRUCTION AT WALLS - 5/8 'X' GWS INSIDE 5/8 GYPBOARD OUTSIDE I) 2x6 STUDS a 16' O.C. TYP. UJ/ 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 5) 5/8' GYPSUM TYPE 'X' SHEATHING AS 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) 5/8' TYPE 'X" SHEATHING AT JST CAVITY 11) (2) LAYERS TYPE 'X' GYP SHEATHING 51-IEATH GABLE END WITH 055 AND ATTACH AT EDGES WITH 8d a 6" 0.0 TYP, ALSO SHEATH WITH 5/8' TYPE °X' EACH SIDE OF GABLE TRUSS 12) VENT WITHIN 3' OF THE BLOCKED EAVE APPROX. GRADE "NOTE* PROJECTIONS IN 1 HOUR FIRE WALL ASSEMBLY SHALL HAVE (2) LAYERS 5/8' GYPSUM TYPE 'X' SHEATHING APPLIED TO UNDERSIDE PER TABLE R302.1 GA FILE NO. WP 8105- I HOUR FIRE WALL CONSTRUCTION EXTERIOR SIDE: ONE LAYOUER 48' WIDE 5/8' TYPE 'X' GYPSUM SHEATHING APPLIED PARALLEL TO 2x4 WOOD STUDS 24" O.G. WITH 1-3/4' GALVANIZED ROOFING NAILS 4' O.G. 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 SE 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, 1-1/8' LONG, 0.0915' SHANK, 1/4° HEADS, 1' O.C. (LOAD BEARING). .NOTE' NO OPENINGS OR PENETRATION ARE ALLOWED WHEN PROPERTY OFFSET 15 LESS THAN 3'-0'. IF OFFSET IS LESS THAN 5'-0' OPENING SHALL COMPLY WITH IRC 8302.1 AND PENETRATIONS SHALL COMPLY WITH IRC R302.4 T. 1 WOUIR FIRE ASSEME3L SCALE.: 1" = 1'-0" 15' MIN. CRAWL SPACE W/ 6 MIL vAPOR BARRIER TYPICAL. SECTION "A" APPROX.GRADE T,4NKI_E55 WATER HEATER SCALE: N.T.S. 4' 4, CONT. TIGHTLINE TO STORM SEWER 4' 4' PERF. PLASTIC FTG. DRAIN SET IN WASHED GRAVEL W/ FILTER FABRIC OVER CONC. FTG. AS PER PLAN © 2016 Level Design, LLC. TYPICAL ROOF CONSTRUCTION - COMPOSITION ROOF SHINGLES - 150 ROOFING FELT - 1/1" 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 R50&.2 - PROVIDE 1" MINIMUM CLEARANCE BETWEEN INSULATION AND SHEATHING AT VENTS PER IRC SECTION R50.3 TYPICAL WALL CONSTRUCTION - SIDING AND/OR VENEER PER ELEVATION - 7/1&" PLY OR OSB SHTGX U.N.0 ) - TYVEK BUILDING WRAP OR EQ. - 2X(o STUDS e I&" O.G. EXTERIOR WALLS U.N.O. EXTERIOR WALL NOTCH 25%, BORING 40% (o0% BORING IF DOUBLED 4 NOT MORE THAN TWO SUCCESSIVE STUDS. - 2x4 STUDS ' 1g7" O.C., INTERIOR PARTITIONS (2X6 ' PLUMBING WALLS) NON-BEARING WALL MAXIMUM NOTCH 40%, BORING &0% HOLES NO CLOSER THE 5/8 INCH TO FACE OF STUD SEE NOTE ON SHEET I - 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" bti 003.5 RECEIVED CITY OF TUKWILA FEB 22 2017 PERMIT CENTER COMPOSITION ROOFING 15° FELT PAPER 1/16' SHEATHING ROOF FRAMING PER PLAN INSULATION BAFFLE VENTED BLOCKING AT REQUIRED BAYS 5/4 x 8 FASCIA CONTINUOUS METAL GUTTER R-10 RIGID INSULATION 2x6 STUDS a 16' O.C. - TYP. R-21 INSULATION 1/15' SHEATHING - TY -P. TYYEK WRAP - TYP SIDING PER ELEVATION 34' T4G PLYWOOD GLUED 4 NAILED - FLOOR JOISTS PER PLAN WINDOW HDR. PER PLAN - TYP. 5/4 TRIM SURROUND - TYP. WINDOW W/ INS. GLASS - TYP. R-49 INSULATION gui fel main mei kikaai 1.4.4 mxim 41 IR PL 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 4° 4, PERF. PLASTIC FTG. DRAIN SET IN WASHED GRAVEL W/ FILTER FABRIC OVER REBAR PER DE 6 MIL. VA TYPICAL WALL SECTION 0 0) SUB FL.. FOR '`BODE COMPLIANCE APPROVED 54)2i.- PA 017 City of Tukwila BUILDING DIVISION SCALE : N.T.S. NOTE: 1/16" SHEATHING NOT REQUIRED ON EXT. WALLS WHERE TI -11 SIDING IS SPECIFIED (UNLESS NOTED OTHERWISE IN THE SHEAR WALL SPECIFICATIONS) A) mN •�VEo Qa c o e.0 oQo = Q 5 co a tciooN Q0aNE>oCEo °� p.omo-co C Q0 Ncti: cEEcno.na 0 Co0(Lf fi ci 117 > Q COMPOSITION ROOFING COMPOSITION ROOFING S' BEVEL SIDING 5/4 X 4 VERT. WINDOW TRIM TVP. BAND BD. RIGHT ELEVATION A SCALE: 1/4" =1'-0" ;EAR ELEVATION A © 201:.evel Design, LLC. COMPOSITION ROOFING COMPOSITION ROOFING REQUIRES USE OF 3654 HARDIE SIDING PER REPORT C� 6)1 LC) a)N Z J TOP PLATE SUB FLOOR vi C >, 0 O 0 0 "- N CCI co 0. CO 0 CO TOP PLATE c O 4-. 0) 2 C 4- O = U .5 O -Q O •L 0. 0 J 2 J 0 0 0) CU a O C O 0 0 2 Q 0 (13 11 vi Q 0 a.+ J J O) N 0 0 715 0 J IIIIIIIIIIIIHIIIIIII 1111111111011111111 1111111111111111111 BEVEL SIDING ADHERED STONE VENEER PROVIDE STEPS DN. TO GRADE ADHERED VENEER WRAP P.T.6x6 POST UJ/ 1 x CEDAR TYP. SLAB FLOOR 2x10BANDB1). PHONE: 253.284.3170 FAX: 253.284.3183 2 x10 BAND BD. LEFT ELEVA N A 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" NIGH WITH A 1/2" STROKE. FRONT ELEVATION A © 2016 Level Design, LLC. REVIEWED FOR CODE COMPLIANCE APPROVED SCALA 1/4" =1' -°'APR 21 2017 - 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.G. 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 5LDG. PRIOR TO FINAL INSPECTION - LOTS SHALL BE GRADED AS TO DRAIN SURFACE WATER AWAY FROM 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 UJINDOUJ HEADERS. PROJECT 0: City of Tukwila BUILDING DIVISION PATE: 1-12-2016 NIT: MEY PROJECT ": COMPOSITION ROOFING COMPOSITION ROOFING E. BEVEL SIDING 5/4 X 4 VERT. WINDOW TRIM TYP. 2 x 10 BAND BD. RIGHT ELEVATION B ENATION SCALE: 1/4" =1'-0" SCALE: 1/4" =1'-0" COMPOSITION ROOFING COMPOSITION ROOFING TOP PLATE SUB FLOOR 0 TOP PLATE ME Er II 4 NOM i iiiiiiiiiiiiiil iiiiiiitig 1 11111 1 11111111111"11r111111111111111 I I RAI 1 1111111111111111111111111 111111111111111111110 5BEVEL SIDING ADHERED STONE VENEER PROVIDE STEPS DN. TO GRADE ADHERED STONE VENEER UJR = k. POST TIP. P.T. 6 x 6 1 x CEDAR SLA: FLOOR 2 x 10 BAND BD. 2 x 10 BAND BD. LEFT 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 THE PROPERTY. ADDRESS NUMBERS ARE REQUIRED TO BE 4" HIGH WITH A 1/2" STROKE. FRONT ELEVATION B © 2016 Level Design, LLC. - 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 FROM 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. SCALE: 1/4" REVISION DATE: INIT: PROJECT #: City of Tukwila BUILDING DIVISION E EIVED CITY OF TUKWILA FEB 22 2011 PERMIT CENTER DATE: -1-12-2016 INIT: MEY PROJECT ": 1 x 2 TRIM BD. ON 2 X 10 BARGE BD. TYP. COMPOSITION ROOFING • 5/4 X 4 VERT. WINDOW TRIM TYP. 5/4 x 4 CORNER E. TYP. S' BEVEL SIDING COMPOSITION ROOFING I112 X 21/2 BEVELED SILL ON 5/4 X 6 SILL TRIM TYP. 12 6 2 x 10 BAND BD. RIGHT ELEVATION C 1 x 2 TRIM BD. ON 2 X 10 BARGE BD. TYP. 12 6 �V SCALE: 1/4" =1'-0" COMPOSITION ROOFING do 12 MIN .-.n_nnnnnnnnnnnnnn nn 111 1111 mprilmiplolopm in Es Nthi 11111111111111111111111111 ■ 2x10BANDBD. LEFT 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 TINE PROPERTY. ADDRESS NUMBERS ARE REQUIRED TO BE 4" HIGH WITH A 1/2" STROKE. 2 x 10 BAND BD. REAR ELEVATION C • © 2016 Level Design, LLC. SCALE: 1/4" =11-0" TOP PLATE SUB FLOOR 0, TOP PLATE COMPOSITION ROOFING I x 2 TRIM BD. ON 2 X 10 BARGE BD. TYP. 5/4 x 4 CORNER BD. TYP. ->.- N S' BEVEL SIDING SLAB FLOOR CONT. METAL GUTTER ON 2 X 10 FASCIA BD. TYP. 12 SIV 1i1�1■ 1 usrm1111 I ii. I mn mnmmmmumu linmmm`in 111111118111111eimmIlleffill 1LIf 11 I MOO 2 x 10 BAND BD. n n n n n FRONT ELEVATION C 11 11 1 11 1 11 1 PROVIDE STEPS DN. TO GRADE rr- ADHERED STONE VENEER WAP P.T. 6 x 6 POST U/ 1 x CEDAR TYP. REVIEWED FOR CODE COMPLIANCE APPROVED © 2016 Level Design, LLC. - 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.G. - 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. SCALE: 1/4" = 4bn 003-.5 011 APR 21 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA FEB 22 2011 PERMIT CENTER Ui c � N CD c- O ate) 0 "- N c (Lf O 0. v N U g O a) o o a EO c 2 E a i � -O C 0 2 J O FAX: 253.284.3183 REVISION DATE: INIT: PROJECT DATE: 1-12-2016 INIT: MEY PROJECT ": FOUNDATION VENTILATION USE 14" x 1" SCREENED FDN. VENTS (1) VENT = 52 SQ. FT. NET FREE VENT AREA (1) 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 4.34 4.34 = 5.35 VENTS REQ'D 300 52 (9) VENTS REQUIRED 101-0' 22'-0' 441-0' 41-01 / 53 FTG. 30 X 30 X 12 14' X 1' SCREENED 55 30 P.T. POST ON 30" X 30" X 12" TH1CK CONC. FOOTING W/ 3- # 5 BARS EACH WAY FDN VENTS 36 P.T. POST ON 36" X 36" X 12" THICK CONC. FOOTING W/ 3- *5 1541R5 EACH WAY 55 (9) REQ'D 42 P.T. POST ON 42" X 42" X 12" THICK CONC. FOOTING W/ 4- *5 BARS EACH WAY FOOTING SIZES BASED ON 1500 psf SOIL BEARING CAPACITY • r..a ... ... .. ... a .. ..• ).. .!•:.::,.....t*' 30 P 2 STEMWALL MUST E 2' TALL FOR A MAXIMUM BALL STUD r ''? 1 0' 5'-6' S'-0' 5'-0° 5'-0' S'-0' 5'-0' 5'-0' 4'-6' 2' 1 0'' (WOOD PORTION ONLY) HEIGHT OF 12'-0' '=' � / 52 / / --` 55 0 x10411111124 4x10 p 2 cn _ - _ - - 24 24 24 24 - 24 - 24 24 S z 0 v SLA5 tr ON GRAr `''2' �0' 6'-2' 3'-10' 3'-10' 3'-11' 3'-3' 2'-6' 5'-9' 5'-9' 2'-0' le -a 4' CONC. SLAB ON 4' COMP. FILL TYP. FT TOWARD ®SLOPE _-- 3/16' / DOORS 4x10 ` f , \ 0 Iii 00 - .`T ...., .. .. �24___124 L 24 24 L _ 24 24 24 • 24 �Yl �'\ 30 0 o .a 7 -4- U r1)5/8' DIA AB 0 24' O.C. ��� Y .� �_®.. —' m THIS WALL LINE ► \ N. _f \_I L ce 24 _I CRAWL SPACE 6, •_.1 IS' MIN. lll/ 6 MIL VAPOR ,b'2 42 - 41-0' 2'-D' 3'-8' n, BARRIER TYP. �+ 4 - ,n 5'-2' 51-2' 5'-2' 5'-2' 5'-2' 2'i0' SL45 ON GRADE 5/0' DIA AB 6 24' 0.C. y f ) ; STEMUJALL MUST BE 2' TALL THIS WALL LINE % 4 x 10 l 4 x 10 4' CONC. z FORA MAXIMUM WALL STUD (WOOD PORTION ONLY) HEIGHT OF 12'-0° cn N ' 24 BEARING ABOVE \ 24 WALL ;n 24 ;- 4:024 T- 24 24 .,.. r LINE o 0 — - 4x10P 0 0 in �[24 24 m 24 36L -- '...'.-.‘,!:;,:f.':','-=-.A.::.,,..... .,,, ,. .,.....' , , `...:';'*-i,'3,/I `2'-0' 4'-1' 11' 1'-2' °'' 15'-10' ,+. CV ' 1 53 55tt A 5/5' DIAMETER ANCHOR BOLTS e 45' O.C. (U.N.O. ON SHEAR WALL -- 54 0 51_45 h C ON GRADE SCHEDULE) UJ/ 1' MIN. EMBED. 55 55 4' CONC. 55 _J 24 24 24' x 24' x 15' UJ/ (3) *4 E.W. CONC. PIER W/ P.T. 54 2'-0' 24'-61 4'-6' 51-1'9' i S'-6' 9' 6 x 6 POST W/ CB66 51-0' 41-0' f / / 26'-6' 10'-1' // 101-0' / / 141-5' 91-0' / / 10'-0' 7 • cO t 01 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 15" DIA. X 5" 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" TH1CK CONC. FOOTING W/ 3- # 5 BARS EACH WAY 36 P.T. POST ON 36" X 36" X 12" THICK CONC. FOOTING W/ 3- *5 1541R5 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 psf SOIL BEARING CAPACITY 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 PLAN - 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 IF 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 1 -JOIST LAYOUT AND SPECS ON SITE FOR INSPECTION. SCALE: 1 /4" =1'-0" s 24 24'x24'x18' W/(3 CONC. PIER W/ P.T. 6 x 6 POST Wi CB6 24 "4 E.W. REVIEWED FOR CODE COMPLIANCE APPROVED APR 21 2011 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA FEB 22 2011 PERMIT CENTER REVISIONS z 1-12-201& AS NOTED 0 1- H C c FOUNDATION PLAN SHEAR WALL NOTES TYPICAL SHEARWALL NOTES I.) USE 5/8" DIA. BY I0' ANCHOR BOLTS (4B'S) WITH SINGLE PLATES AND 5/8" DIA. BY 12' AB'S WITH DOUBLE AND 3X PLATES SPACED A5 SHOWN ON THE DRAWINGS. AB'S SHALL NAVE 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. 2.) ALL WALL SHEATHING SHALL BE I/2" CDX PLYWOOD, 5/8' 11-11 SIDING, OR 1/16' 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. 3.) ALL NAILS SHALL BE 8d OR 10d COMMON (8d 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 AS NOTED. 4.) 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 ICO APPROVAL CAN BE SUBSTITUTED IN PLACE OF SIMPSON HOLD DOWNS. ALL FLOOR SYSTEMS MUST BE BLOCKED SQL I1 BELOW MEMBER THAT THE HOLD DOWN 15 ATTACHED TO. THIS BLOCK SHOULD BE EQUAL TO OR LARGER THAN THE MEMBER THE HOLD DOWN 15 ATTACHED TO AND BE PLACED AS A "SQUASH BLOCK°. 5.) 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 *I 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, GLASS 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 NOES WITH 16D SINKERS SHEAR WALLS MARK CALLOUT SHEATHING NAILED WITH 8d'S AT 6" ON CENTER ALL EDGES. SHEATHING NAILED WITH 8d'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 HOLD DOWN TABLE TYPICAL HOLDDOWN NOTES 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. NOLDOWN STUD TO BE COORDINATED WITH SHEAR WALL PANEL EDGE FRAMING REQUIREMENTS. LARGER STUD SIZE CONTROLS SHEATHTING NAILED WITH SD'S AT 6" ON CENTER ALL EDGES. * 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. HOLD DOWN SCHEDULE FLOOR TO FLOOR STRAP TYPE DESCRIPTION TYPE DESCRIPTION A NDU2 HDUS HOUR ATTACHES TO CONCRETE FOUNDATION WITH SIMPSON 55TB 16 NDU2 ATTACHE5 TO DOUBLE 2X STUDS OR 4X OR 6X STUD WITH (6) SIMPSON SDS 1/4 X 3 WOOD SCREWS IN WALL ABOVE. ATTACHES TO CONCRETE FOUNDATION WITH SIMPSON 5ST3 14 HDUS ATTACHES TO DOUBLE 2X STUDS OR 4X OR 6X STUD WITH (14) SIMPSON SD5 1/4 X 3 WOOD SCREWS IN WALL ABOVE. ATTACHES TO CONCRETE FOUNDATION WITH SIMPSON SBIx30. STEM WALL TO NAVE MIN. OF (2) ADDITIONAL VERTICAL BAR LOCATED AT THE HOLDOWNS BOLT. HDUII ATTACHES TO A 6X STUD WITH (34) SIMPSON SDS 1/4 X 3 WOOD SCREWS IN WALL ABOVE. MSTA 48 SIMPSON MST 48 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 IS CENTERED ON THE RIM JOIST. STUD IN THE WALL ABOVE AND HOLDOWNS MEMBER REQUIREMENTS PER SIMPSON'S REQUIREMENTS. EXTENT OF HEADER (TWO BRACED WALL PANELS) EXTENT OF HEADER (ONE BRACED WALL PANEL) (I)(I) :1 (4) 6Ft TO ISft (4) (1) (5) l (4) :1 1' (2) (9) (10) (12) (10) PORTAL FRAME CONSTRUCTION (FIELD QUILT) SCALE: 1Y2"=1 SECTION TNRU WALL 1. HEADER PER PLAN (MINIMUM 3'xl10 2. MINIMUM (2)2x4 STUD FRAMING TYP. 3. FASTEN TOP PLATE TO HEADER UJ/ 2 ROWS OF 16d SINKER NAILS a 3' O.C. TYP. 4. SIMPSON LSTA24 STRAP TIE HEADER TO WALL ON INSIDE FACE 5. FASTEN SHEATHING TO HEADER U/ Sd COMMON OR GALV. BOX NAILS IN 3' GRID PATTERN AS 5I-IOU1N 4 3' O.C. IN ALL FRAMING (STUDS, BLOCKING, SILLS) TYP. 6. Ya' MINIMUM THICKNESS WOOD STRUCTURAL PANEL SHEATHING 1. FOR PANEL SPLICE (IF NEEDED), PANEL EDGES SHALL BE BLOCKED W/ 3x OR (2) 2x, 4 OCCUR WITHIN 24' OF MID HEIGHT. IF 2x BLOCKING IS USED, FACE NAIL W/ (3) 16d SINKERS. 5. 4200* STRAP TIE HOLDOWN PER PLAN SIMPSON HDUS HOLD DOWN PER PLAN 9. 5/s' DIA. ANCHOR BOLT W/ 1' MINIMUM EMBEDMEN 34,'x2'X2' PLATE WASHER MINIMUM (TESTED ASSE 10. FOUNDATION PER PLAN 11. SHEATHING FILLER IF NEEDED 12. 1000* STRAP TIE HOLDOUJN PER PLAN bri Oo3S w REVIEWED FOR CODE COMPLIANCE uSE APPROVED BLY) APP 21 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA FEB 22 2011 PERMIT CENTER REVISIONS ESIGNED BY H -H- 1-12-201& AS NOTED N r I LCD CO JOB NO. 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 TI -IE CONTRACTOR AFTER DISCOVERY OF SUCI-1 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 15 RESPONSIBLE FOR ALL BRACING AND SHORING DURING CONSTRUCTION. ALL CONSTRUCTION SHALL CONFORM TO THE APPLICABLE PORTIONS OF THE LATEST EDITION OF TI -1E 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 PGF (CONCRETE) PARTITION = 10 PSF (FLOORS) WIND - 2012 IBC EXPOSURE B 0 110 MPI -4 EARTHQUAKE = 2012 IBC SITE CLASS = D DESIGN CAT. = D USE GROUP = I CD = 4 WO = 3 SOIL = 1500 FSP, ASSUMED BEARING CAPACITY 38 PCF, ASSUMED ACTIVE FLUID PRESSURE 350 PGF, 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 I. TOLERANCES SHALL BE PER IBC CHAPTER l9, SECTION 01. MIXING, PLACEMENT, AND INSPECTION SHALL BE PER SECTIONS 03, 04, 05, AND 06. 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 0 28 DAY SLUMP = 4" MAXIMUM, &% AIR ENTRAINED. STEEL: ANCHOR BOLTS SHALL BE ASTM 4301. CARPENTRY: 2X STRUCTURAL FRAMING SHALL BE 02 DOUGLAS FIR 4X STRUCTURAL MEMBERS SHALL BE *2 DOUGLAS FIR. 6X 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 A DRY AREA PRIOR TO INSTALLATION. THE MOISTURE CONTENT OF ALL WOOD SHALL BE LESS THAN IE'%. 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 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. GLUE LAMINATED BEAMS SHALL BE 24F -V8 FOR CANTILEVERED OR CONTINUOUS BEAMS AND 24F -V4 FOR SIMPLE SPANS. (FB (FV = (E (FCL 2,400 PSI) 190 PSI) 1,800,000 PSI) 650 P5I) CONTINUOUS AND CANTILEVERED GLUE LAMINATED BEAMS SHALL NOT BE CAMBERED. ALL OTHER GLUE LAMINATED BEAMS SHALL BE CANTILEVERED FOR L/480. SEE TI -1E 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 P5I) 280 PSI) 2,000,000 P5I ) 150 P5I ) SHEATHING AT ROOF AND FLOOR SHALL BE LAID WITH FACE GRAIN PERPENDICULAR TO SUPPORTS AND END JOINTS STAGGERED 4'-0" ON CENTER. PROVIDE I/8" 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. 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 15 RESPONSIBLE FOR ALL TEMPORARY BRACING AND SNORING REQUIRED FOR PLACING TRUSSES. NOTE THESE DRAWINGS DO NOT INCLUDE ANY TEMPORARY SHORING OR BRACING. PRECISE ENGINEERING RECOMMEND ALL SHORING AND BRACING BE DESIGNED AND DETAILED BY 4 LISENCED ENGINEER. CONTRACTOR TO FIELD VERIFY ALL CONDITIONS AND ALL ELEVATIONS. DOUBLE TRIM DOUBLE KING 5 1/4 X 9 1/2 vL . ,y 1X111/8 VL HGU51.25/12 0 U Ca J THE 4X8 IF FLAT TO PROVIDE BEARING FOR THE 1' vL HUCQ412 U1 X14vL n r n 1 3/4 X 11 1/S vL UJPI411.85-2 4' BEARING 1 3/4 x 11 1/S vL 5 1/4 x 11 V& vL CONT. 2 ' PU3.56/I1.58 11 1/S BCI 90-2.0 DF FLR „1ST 616' o.c. BLOCK JOISTS 6 1/3 POINTS ALL SPANS GREATER THAN l6' rrl HUCQ412 3 1/2 X 11 1/S VL 6X10 Off` 3 1/2 X 11 1/5 vL HUCQ412 DOUBLE TRIM UPPER FLOOR FRAMING PLAN 6X10 0 - ALL DOOR/WINDOW HEADERS TO BE 6X8 DP*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 2X6 AT 16" O.C., U.N.O. - INTERIOR PARTITIONS TO BE 2X4 AT 16" O.C. (2X6 0 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.) FLOOR JOISTS AND BEAMS OF EQUAL OR BETTER CAPACITY MAY BE SUBSTITUTED FOR THOSE SHOWN ON THIS PLAN, "EQUAL" IS DEFINED AS HAVING MOMENT CAPACITY, SHEAR CAPACITY, AND STIFFNESS WITHIN 3% OF THE SPECIFIED JOISTS OR BEAMS. SCALE: 1 /4" =1'-0" .D[7- OOW REVIEWED FOR CODE COMPLIANCE APPROVED APR 21 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA FEB 22 2017 PERMIT CENTER REVISIONS DESIGNED BY H.H. 0) DRAWN BY 1-12-201' AS NOTED A STRUCTURE FOR (24 cr— (14 (14 ENGINEERING 736-1137 CENTRALIA, WA. 98531 MELLEN ST. MFR MONO TRUSSES e 24' O.C. AS PER MFG. SPECS. TYP. MFR COMMON TRUSSES a 24' O.C. AS PER MFG. SPECS. TYP. MFR. MONO TRUSSES 0 24' O.C. AS PER MFG. SPECS. TYP. MFR. COMMON TRUSSES a 24' O.C. AS PER MFG. SPECS. TYP. RIDGE RIDGE RIDGE MSTA24 6X8 TO WALL TOP PLATE TYP. SIMPSON A3S CLIP AT 12' O.C. GABLE END TRUSS TO WALL TOP FLAT RIDGE DOUBLE TRIM MFR. COMMON TRUSSES e 24' O.G. AS PER MFG. SPECS. TYP. GIRDER TRUSS SIMPSON DSC 2 MFR. MONO TRUSSES e 24° O.G. AS PER MFG. SPECS. TYP. ROOF FRAMING PLAN GABLE END TRUSS 11 55) MFR. COMMON TRUSSES o 24' O.G. AS PER MFG. SPECS. TYP. MFR COMMON TRUSSES 6 24' O.C. AS PER MFG. SPECS. TYP. - ALL BEAMS AND HEADERS TO BE 6XS DF 4"2 AT 2X6 BEARING WALLS, U.N.O., MAX. SPAN - ALL BEAMS AND HEADERS TO BE 4X10 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 5E 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" =11-0" 1)0%. 00 REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 1 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA FEB 22 2017 PERMIT CENTER REVISIONS ESIGNED BY H.H. 1-12-201(0 E-A AS NOTED cnW U 0 b A STRUCTURE FOR ROOF FRA ]ING MFR END JACK TRUSSES a 24° O.C. WITH 12' HEEL INSTALL PER MFG. SPECS. TYP. MFR. END JACK TRUSSES a 24' O.C. AS PER MFG. SPECS. TYP. 10 55 MFR. HIP TRUSSES a 24' O.C. A5 PER MFG. SPECS. TYP. MFR. COMMON TRUSSES a 24' O.C. AS PER MFG. SPECS. TYP. MFR. COMMON TRUSSES ' 24' O.C. A5 PER MFG. SPECS. TYP. MFR. END JACK TRUSSES a 24' O.C. A5 PER MFG. SPECS. TYP. MFR. END JACK TRUSSES 6 24' O.C. A5 PER MFG. SPECS. TYP. RIDG: (2) SIMPSON RBC CLIPS TRUSS BLOCK TO WALL TOP PLATE Bramma .22.?„) IP MA5 MFR. END JACK TRUSSES e 24' O.C. WITH 12' HEEL INSTALL PER MFG. SPECS. TYP. ROOF FRAMING PLAN 6:12 HUC68TF MFR. END JACK TRUSSES 9 24' O.C. A5 PER MFG. SPECS. TYP. MFR. END JACK TRUSSES a 24' O.C. A5 PER MFG. SPECS. TYP. HIP OPTION - ALL BEAMS AND HEADERS TO BE 6X8 DF #2 AT 2X6 BEARING UJALLS, U.N.O., 6'-O" MAX. SPAN - ALL BEAMS AND HEADERS TO BE 4X10 DF #2 AT 2X4 BEARING WALLS, U.N.O., 6'-0" MAX. SPAN - SHADED AREAS INDICATE OVERFRAMING, 2X6 24" O.C., U.N.O. - BEARING WALLS ARE INDICATED AS SHADED WALLS - PROVIDE VENTED BLOCKING AT REQUIRED TRUSS/RAFTER BAPS - 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 (UN.O.) SCALE: 1/4" =1'-0" D t� 0035' • • •Q6 6 REVIEWED FOR CODE COMPLIANCE APPROVED APR 21 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA, FEB 22 2017 PERMIT CENTER REVISIONS DESIGNED BY H.H. DRAWN BY 14) 45 NOTED N b 0 ® a� 0 P4 0 0 (24 CO (24 JOB NO. S B UP TO 48' (MAX.) I. BASE PLATE NAILING PER SHEAR WALL SCHEDULE 2. OOR SHEATHING 3. I -JOIST PER PLAN 4. SOLID CONTINUOUS RIM 5. PROVIDE 4'4 BAR AT 16' HORIZONTAL O.C. 6. 5/S' DIAMETER ANCHOR BOLTS a 48' O.C. (UN.O. ON SHEAR WALL SCHEDULE) UJ/ 1' MIN. EMBED. 1. *4 a 24' O.C. VERTICAL W/ STANDARD HOOKS ALTERNATE BENDS, NO WET SETTING PERMITTED 8. (2) 04 BARS CONTINUOUS BOTTOM 9. EDGE NAILING 10, 16d a 6" O.C. INSTALL FOOTING DRAINS WHERE REQUIRED PER R405.1 8" FOUNDATION STEM WALL W/ I -JOIST SCALE: N.T.S. 1- SHEATHING AND NAILING PER SNEARWALL SCHEDULE 2. BASE PLATE NAILING 16dAT8'0.0 3. EDGE NAIL 4. BEAM PER PLAN 5. I -JOIST PER PLAN 6. JOIST HANGER PER JOIST SUPPLIER 1. FLOOR SHEATHING WEB JOIST AT BEAM BELOW SCALE: N.T.S. I. GIRDER TRUSS PER PLAN 2. Sol a 6' O.C. EDGE NAILING 3. PLYWOOD SHEATHING CONTINUOUS (SINGLE 2FTx4FT HOLE PERMITTED FOR ACCESS AND VENTILATION) 4. TRUSS PER PLAN 5. ATTACH TRUSS TO GIRDER W/ FACE MOUNT HANGER PER TRUSS MFR. 6. 2X BLOCKING W/ 2-I6d NAILS PER BLOCK 1. 2X OVERFRAME BEYOND TRUSS AT GIRDER TRUSS SCALE: N.T.S. (3) UP TO 48' (MAX.) (1) (8) CO z E I Air' I'-4' 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 l6' HORIZONTAL O.C. 6. 5/8° DIAMETER ANCHOR BOLTS a 48' O.C. (U.N.O. ON SHEAR WALL SCHEDULE) UJ/ 1' MIN. EMBED. 1. *4 a 24' O.C. VERTICAL W/ STANDARD HOOKS ALTERNATE BENDS, NO WET SETTING PERMITTED 8. (2) "4 BARS CONTINUOUS BOTTOM 9. EDGE NAILING 10. 16d a 6' O.C. TOE NAILS 11, I -JOIST BLOCKING AT PANEL EDGES INSTALL FOOTING DRAINS WHERE REQUIRED PER 8405.1 S" FOUNDATION STEM WALL UJ/ I -JOIST SCALE: N.T.S. (5) (4) I. BEAM SPLICE AS OCCURS 2. WOOD BEAM PER PLAN 3. SIMPSON CC66 TYPE POST CAP 4, WOOD COLUMN PER PLAN 5, SIMPSON ACE TYPE POST CAP WOOD 15E4M AT WOOD COLUMN SCALE: N.T.S. (2) (1) WITH RIDGE VENT WITHOUT RIDGE VENT I. DBL EDGE NAILING 2. PLYWOOD SHEATHING 3. RIDGE VENT 4, TRUSS PER PLAN 5. BLOCKING PER IRC TABLE R602.3(I) Note (1) I. 2. 3. 4. 5. BEAM PER PLAN 6. BLOCKING BY JOIST MFR. (3)16d PER BLOCK FLOOR SHEATHING I -JOISTS PER PLAN 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 UJ/ I -JOIST SCALE: N.T.S. �p $ 1 1 � :i mim.yen0 / y AP (5) WEB JOIST AT STUD WALL SCALE: N.T.S. t0 ROOF TRUSS AT BEARING (3) 4. 5. 6. SHEATHING AND NAILING PER SNEARWALL SCHEDULE BASE PLATE NAILING PER SNEARWALL SCHEDULE SHEAR PANEL EDGE NAILING I6d 66'O.C. DBL TOP PLATE PLYWOOD WEB FLOOR JOISTS PER PLAN 1. SOLID CONTINUOUS RIM S. FLOOR SHEATHING I. TRUSS W/ ROOF SHEATHING PER PLAN 2. 2x BLOCKING TOE NAILED TO PLATE W/ (3) ad NAILS (OPT. 1) OR ATTACHED W/ (I) SIMPSON RBC PER BLOCK (OPT. 2) 3. EDGE NAILING 4. SIMPSON H2.5 a EACH TRUSS INSTALLED PER MFG. SPECS. 5. 2x STUD WALL OR BEAM PER PLAN SIMPSON RBC MAY BE DELETE IF SIMPSON NI IS SUBSTITUTED FOR H2.5 a EACH TRUSS (OPT. SCALE: 3/4"=1 4 (9)- (4) 4 O 1. SHEATHING 4 NAILING PER SI-IEARWALL SCHEDULE 2. EDGE NAILS 3. FINISH GRADE OR SLAB AS OCCURS 4. PROVIDE *4 BAR AT 16' (3) HORIZONTAL O.C. 5. *4 a 24' O.C. VERTICAL W/ STANDARD NOOKS ALTERNATE BENDS, NO WET SETTING PERMITTED 6. CONC. SLAB 1. TREATED SILL PLATE g. 5/8° DIAMETER ANCHOR BOLTS a 48' O.C. (U.N.O. ON SHEAR WALL SCHEDULE) W/ 1' MIN. EMBED. 9. CONCRETE FOOTING WI 8' STEM WALL PER PLAN 1'-4' I - INSTALL FOOTING DRAINS WHERE REQUIRED PER 8405.1 WOOD STUD WALL FOOTING SCALE: N.T.S. (9) (1) (6) (8) (5) I JOIST AT 54-4EAR WALL (4) (3) SHEATHING AND NAILING PER SNEARWALL SCHEDULE 2. BASE PLATE NAILING PER SNEARWALL SCHEDULE 3. SHEAR PANEL EDGE NAILING 4. I6d a 6' O.C. TOENAIL . DBL TOP PLATE 6. I -JOIST BLOCKING AT PANEL EDGES 1. SOLID CONTINUOUS RIM 8. FLOOR SHEATHING 9. I -JOIST PER PLAN SCALE: N.T.S. (4) GABLE END TRUSS SCALE: N.T.S. 4 I. EDGE NAILING 2. CONTINUOUS FASCIA WITH (2) I0d NAILS PER JOIST 3. 2x4 OUTRIGGER 12' OR LESS FROM EXTERIOR WALL a 48' O.C. (MORE THAN 12' FROM EXTERIOR WALL a 24° O.C.) 4. EDGE NAILS PER SHEAR WALL SCHEDULE 5. 2-I0d TOENAIL OUTLOOKER THRU. TRUSS (OUTLOOKER EXTENDING MORE THAN 12' FROM EXTERIOR WALL USE A34 MIN.) 6. GABLE END TRUSS - SHEATHING AND NAILING PER SNEARWALL SCHEDULE FOR WALL BELOW 1. 16d a 6' O.C. BOTTOM TRUSS CHORD TO CONTINUOUS BACKER BOARD 8. 2x4 BRACE a 96 O.C. ALONG GABLE W/ SIMPSON A35 CLIP EACH END OF BRACE 9, TRUSSES PER PLAN 10. 2x BACKER BOARD SECURED TO TOP PLATE WITH I6d NAILS AT 6' O.C. 5 (6) (1) (8) PER PLAN WOOD COLUMN FOOTING I. WOOD COLUMN 2. COLUMN BASE BRACKET TO PEDESTAL OR FOOTING A5 NEEDED 3. "3 TIES AT 10' O.C. AT PEDESTAL 4. (4) *4 DOWELS W/ ALTERNATE SEND FOR PEDESTAL 5, FINISH GRADE OR CONCRETE SLAB WHERE OCCURS 6. 12' SQUARE CONCRETE PEDESTAL (OPTIONAL) 1. CONCRETE FOOTING S. 2-"4 BARS EACH WAY 9• ARCHITECTURAL COVER, SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL INFORMATION SCALE: N.T.S. (1) (2) (3) (4) 1/14VAIVAVAIIIIIIIAVIIIIIIIIIPAPPAIIIIIAVArillyiNANPAINIVAIYAKOPAPIIIIAIP: iiiii (5) I -JOIST AT WOOD BEAM SCALE: N.T.S. 1. EDGE NAILING 2. FLOOR SHEATHING 3. JOIST HANGER PER JOIST SUPPLIER 4. I -JOIST PER PLAN 5. WOOD BEAM PER PLAN 12 VALLEY FRAMING SCALE: N.T.S. 1. PLYWOOD SHEATHING 2. Sd a 6" O.C. 3. 2X OVER FRAME a 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 TIP. NOTE: I. PLYWOOD SHEATHING ON PRIMARY ROOF TRUSSES SHALL BE CONTINUOUS. 2. AT 2X OVER FRAMING USE THE FOLLOWING: 0'-4' 2X4 MIN. 4'-8' 2X6 MIN. 8'-10' 2X8 MIN. l0' -12'----2X10 MIN. br7%, 003S. REVIEWED FOR CODE COMPLIANCE APPROVED APR 21 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA FEB 22 2011 PERMIT CENTER REVISIONS 1-12-201& H AS NOTED U cn N N N A STRUCTURE FOR c 11 H JOB NO. S5.