The URL can be used to link to this page

Home My WebLink AboutPermit D15-0163 - LUU RESIDENCE - NEW SINGLE FAMILY RESIDENCEThis record contains information which is exempt from public disclosure pursuant to the Washington State Public Records Act, Chapter 42.56 RCW as identified on the Digital Records Exemption Log shown below. D15-0163 LUU RESIDENCE 5303 SOUTH 144T" STREET RECORDSDIGITAL D-) EXEMPTION LOG THE ABOVE MENTIONED PERMIT FILE INCLUDES THE FOLLOWING REDACTED INFORMATION Page # Coda Exemption, � � � I3ri6f Explanatory 6escrlofion, Sfatutte/Ruilo The Privacy Act of 1974 evinces Congress' intent that social security numbers are a private concern. As such, individuals' social security Personal Information — numbers are redacted to protect those Social Security Numbers individuals' privacy pursuant to 5 U.S.C. sec. 5 U.S.C. sec. DR1 Generally — 5 U.S.C. sec. 552(a), and are also exempt from disclosure 552(a); RCW 552(a); RCW under section 42.56.070(1) of the Washington 42.56.070(1) 42.56.070(1) State Public Records Act, which exempts under the PRA records or information exempt or prohibited from disclosure under any other statute. Redactions contain Credit card numbers, debit card numbers, electronic check numbers, credit Personal Information — expiration dates, or bank or other financial RCW DR2 Financial Information — account numbers, which are exempt from 42.56.230(5) RCW 42.56.230(4 5) disclosure pursuant to RCW 42.56.230(5), except when disclosure is expressly required by or governed by other law. Personal Information — Redactions contain information used to prove RCW 174 DR3 Driver's License. — RCW identity, age, residential address, social security 42.56.230 (7a 42.56.230 number or other personal information required to & c) (7a & c) apply for a driver's license or identicard. Redacted content contains a communication between client and attorney for the purpose of obtaining or providing legal advice exempt from RCW Attorney -Client Privilege — disclosure pursuant to RCW 5.60.060(2)(a), 5.60.060(2)(a); DR4 RCW 5.60.060(2)(a); RCW which protects attorney -client privileged RCW 42.56.070(1) communications, and RCW 42.56.070(1), which 42.56.070(1) protects, under the PRA, information exempt or prohibited from disclosure under another statute. VAN LUU RESIDENCE 5303 S 144 ST D15-0163 City of Tukwila • Department of Community Development • 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone:206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.Rov COMBOSFR PERMIT Parcel No: 7999600065 Permit Number: D15-0163 Address: 5303 S 144TH ST Issue Date: 3/2/2016 Permit Expires On: 8/29/2016 Project Name: VAN LUU RESIDENCE Owner: Name: HOWELL PATRICK W Address: 5303 S 144TH ST, TUKWILA, WA, 98168 Contact Person: Name: VAN LUU Address: 33039 20 PL SW, FEDERAL WAY, WA, 98023 Contractor: Name: AFFIDAVIT -VAN LUU Address: License No: Lender: Name: VAN LUU Address: 33039 20 PL SW, FEDERAL WAY, WA, 98023 DESCRIPTION OF WORK: Phone: (206) 412-7963 Phone: Expiration Date: CONSTRUCTION OF A NEW 3393 SQ FT SINGLE FAMILY RESIDENCE WITH A 758 SQ FT ATTACHED GARAGE AND A 578 SQ FT COVERED DECK House replaces an existing house that was demolished so no impact fees were assessed. Public Works activities include EROSION CONTROL, DRIVEWAY, STORM DRAINAGE, SANITARY SEWER (including tapping the sewer main), AND STREET USE. Project Valuation: $473,004.56 Fees Collected: $9,896.86 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: V-B Occupancy per IBC: R-3 Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: TUKWILA Sewer District: TUKWILA SEWER SERVICE 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: Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: 2012 National Electrical Code: 2014 2012 WA Cities Electrical Code: 2014 2012 WAC 296-4613: 2014 2012 WA State Energy Code: 2012 2012 Volumes: Cut: 190 Fill: 59 Number: 0 Water Meter: No Permit Center Authorized Signature: Date: I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Print Nam Date: ao- 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: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 2: 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). 4: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 5: 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) 6: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 3: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 7: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 8: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at(206)575-4407. 9: 'PUBLIC WORKS PERMIT CONDITIONS' 10: THE CONTRACTOR SHALL CALL PUBLIC WORKS AT 206 433-0179 TO SCHEDULE A MANDATORY PRE - CONSTRUCTION MEETING WITH PUBLIC WORKS INSPECTOR. Since the bus stop is next to the proposed driveway the applicant or contractor shall notify King County Metro CONSTRUCTION INFORMATION CENTER, phone 206 684-2732,1 fax 206 684-2686, email:construction.coord@metroklc.gov minimum 40 hours in advance for temporary bus stop relocation. 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. Construction shall be in accordance with August 21, 2015 GEOTECHNICAL ENGINEERING STUDY prepared by GEO GROUP NORTHWEST, Inc., 13240 NE 20th Street, Suite 10, Bellevue, WA 98005, phone 425 649- 8757, fax 425 649-8758. 69: Permit is subject to pavement mitigation fee which shall be assessed by PW staff based on the age of the pavement and disturbed area of roadway surface. This fee shall be paid to the City prior to final permit sign -off. 70: Applicant shall contact King County Waste Water Treatment Division at 206 684-1060 and pay KC Sewage Capacity Charge. Proof of fullm payment shall be submitted to Public Works Project Inspector prior to permit sign -off. 11: Permit is valid between the weekday hours of 7:00 a.m. and 5:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 12: Work affecting traffic flows shall be closely coordinated with the Public Works Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. Due to presence of a bus stop in immediate vicinity applicant or contractor shall notify King County METRO INFORMATION CENTER, phone 206 684-2732, fax 206 684-2686 minimum 48 hours in advance. 13: 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. 14: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify Public Works Inspector before 12:00 Noon on Friday preceding any weekend work. 15: Any material spilled onto any street shall be cleaned up immediately. 16: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 17: 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. 18: The Land Altering Permit Fee is based upon an estimated cubic yards of cut and 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. 19: 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. 20: From May 1 through September 30, inspect and maintain temporary erosion Iprevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 21: The house fire sprinkler system shall be designed by a Fire Sprinkler System Designer. Designer shall verify in writing to the Public Works Inspector that a 3/4-inch water meter and service line meets domestic water and fire flow requirements. If domestic water and fire flow requirements are not met, then a 1-inch water meter with a 1-inch service line is required. Refer to attached Public Works Details for 1" FIRE/DOMESTIC SERVICE and/or 1" FLOW -THROUGH SYSTEM. Coordinate with Public Works Project Inspector. 22: 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. 23: For any Public Works activities permit is valid between the weekday hours of 7:00 a.m. and 5:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 24: Work affecting traffic flows shall be closely coordinated with the Public Works Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 25: 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. 26: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify Public Works Inspector before 12:00 Noon on Friday preceding any weekend work. 27: Any material spilled onto any street shall be cleaned up immediately. 28: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 29: 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. 30: 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. 31: 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. 32: The house fire sprinkler system shall be designed by a Fire Sprinkler System Designer. Designer shall verify in writing to the Public Works Inspector that a 3/4-inch water meter and service line meets domestic water and fire flow requirements. If domestic water and fire flow requirements are not met, then a 1-inch water meter with a 1-inch service line is required. Refer to attached Public Works Details for 1" FIRE/DOMESTIC SERVICE and/or 1" FLOW -THROUGH SYSTEM. Coordinate with Public Works Project Inspector. 33: 'BUILDING PERMIT CONDITIONS' 34: 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. 35: 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. 36: 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. 37: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 38: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 39: All wood to remain in placed concrete shall be treated wood. 40: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 41: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 42: Every occupied space other than enclosed parking garages and buildings used for repair of automobiles shall be ventilated in accordance with the applicable provisions of the International Mechanical Code. 43: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one-third and lower one-third of the water heater's vertical dimension. A minimum distance of 4-inches shall be maintained above the controls with the strapping. 44: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 45: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 46: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 47: 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. 48: ***MECHANICAL PERMIT CONDITIONS*** 49: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 50: 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. 51: Manufacturers installation instructions shall be available on the job site at the time of inspection. 52: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 53: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 54: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 55: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 56: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 57: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 58: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 59: 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. 60: 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. 61: Plastic and copper piping running through framing members to within one (1) inch of the exposed framing shall be protected by steel nail plates not less than 18 guage. 62: Piping through concrete or masonry walls shall not be subject to any load from building construction. No plumbing piping shall be directly embedded in concrete or masonry. 63: 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. 64: Piping in the ground shall be laid on a firm bed for its entire length. Trenches shall be backfilled in thin layers to twelve inches above the top of the piping with clean earth, which shall not contain stones, boulders, cinderfill, frozen earth, or construction debris. 65: 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. 66: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 67: 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 68: All private storm drainAGE SYSTEM SHALL BE MAINTAINED BY THE PROPERTY OWNER. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL" 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 0502 LATH & GYPSUM 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 5230 PAVING AND RESTORE 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 5070 SANITARY SIDE SEWER 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR 5130 WATER METER - PERM CITY OF TUKWILA Community Development Department • Public Works Department • Permit Center 6300 Southcenter Blvd., Suite 100 Tulovila, 141A 98188 http://Ntir-Av.Tukwi laMfA.Qov Combination Permit No. Project No.: Date Application Accepted:! Date Application Expires: use COMBINATION PERMIT APPLICATION - NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE LOCATION King Co Assessor's Tax No.: �pGl 60 '- d 0 b 5— 1. Site Address: S3a3 S f �GU�'' 5 T� r udk la. ln% A 9 0 1 6g PROPERTY OWNER Name: VC 1 Address: O (,1 nth 1 5W oUJ City: State: Zip: G1 J CONTACT PERSON - person receiving all project communication Name: Address: L S_ . / City: �� J „ _ _ I State: ZiJp ��!�q Phone: _ ax: qA •C I Email: Co GENERAL CONTRACTOR INFORMATION Company Name: Address: City: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: ARCHITECT OF RECORD Company Name: DelMO Pment Lb Architect Name: U Address: S , 5t City: State: Zip: Phone: Email: ENGINEER OF RECORD Company Name: \ � Engineer Name: r Address: S O e l lcUan vie- t City: Stale: Zip: p J U Phone: o/ 7^ ax: Email: U49 eQ- ` -C LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: l I a, Address: -no :zq Q 6 o� )— S City:Fe� State: Zip: H:\Applications\Forms-Applications On Linc\2011 Applications\Combination Permit Application Revised 8.9.1 I.docr Revised: August 2011 Page I of 4 bh PROJECT INFORMATION — Valuation of project (contractor's bid price): $� ��TLl On. on Scope of work (please provide detailed information): DETAILED BUILDING INFORAATION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement I" floor 2 "d floor e) Garage 91 carport ❑ 759 Deck — covered g uncovered ❑ 1579 Total square footage Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information at 206-575-4407. EQUIPMENT AND FIXTURES — INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work $ Q fuel type: furnace <100k btu appliance vent thermostat wood/gas stove emergency generator other mechanical equipment PLUMBING: Value f plumbing/gas piping work $ V bathtub (or bath/shower combo) bidet dishwasher floor drain 157 lavatory (bathroom sink) sink --A— water heater (gas) lawn sprinkler system electric [gas ventilation fan connected to single duct water heater (electric) clothes washer shower 3 water closet 3 gas piping outlets A:\Applicat ions\Forms-Appl icat ions 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): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT ®'...Tukwila El ... Water District #125 ❑ .. Highline ❑ .. Renton ❑ ...Letter of water availability provided SEWER DISTRICT ...Tukwila ❑... Valley View ❑ .. Renton El.. Seattle ❑ ...Sewer use certificate ❑ ... Letter of sewer availability provided SEPTIC SYSTEM: ❑ .. On -site septic system — for on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ❑ ...Civil Plans (Maximum Paper Size — 22" X 34") ❑ ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report ❑... Hold Harmless — (SAO) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) ❑... Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ ...Right -Of -Way Use - Potential disturbance ❑ .. ConstruUion/Excavation/Fill - Right -of -Way... ❑ -or- Non Right -of -Way.. ❑ ❑ ...Total Cut Cubic Yards ❑ .. Work In Flood Zone ❑ ...Total Fill Cubic Yards ❑ .. Storm Drainage ❑ ...Sanitary Side Sewer ❑ .. Abandon Septic Tank ❑ .. Trench Excavation ❑ ...Cap or Remove Utilities ❑ .. Curb Cut El.. Utility Undergrounding ❑ ...Frontage Improvements ❑ .. Pavement Cut El.. Backflow Prevention - Fire Protection ❑ ...Traffic Control ❑ .. 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 or - Private ❑ ... Water Main Extension Public W -or - Private ❑ FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) ❑ ...water ❑ ...sewer ❑ ...sewage treatment MONTHLY SERVICE BILLING TO: Name: Day Telephone: Mailing Address: City State Zip WATER METER REFUND/BILLING: Name: Day Telephone: Mailing Address: City State Zip H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 5-9-1 Ldocr Revised: August 2011 Page 3 of 4 bh Value of construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the permit center to comply with current fee schedules. Expiration of plan review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY OWNER OR AUTHORIZED AGENT: Signature: Print Name: Lu Mailing Address: Date: n I S- Day Telephone: (� I CK-3 City State Zip H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-1 l.docx Revised: August 2011 Page 4 of 4 bh BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees n PROJECT NAMEVANLim Re,6(d(we, PERMIT # DN5' D I(O3 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. 2 3 il 5 APPLICATION BASE FEE Enter total construction cost for each improvement category: Mobilization Erosion prevention Water/Sewer/Surface Water Road/Parking/Access 00t oa A. Total Improvements _ Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less .than $200,000 of A. D. 1.5% of amount over $200,000 of A. TOTAL PLAN REVIEW FEE (B+C+D) Enter total excavation volume ) !�1 i3 cubic yards Enter total fill volume i�� cubic yards 250 (1) g000 2 Sao 300100 $ 3ZO U (4) Use the following table to estimate the grading plan review fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees $ 3-700 (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 e-. ; CITY OF Tu f",W1LA SEP 2 2 2015 Approved 09.25.02 1 Last Revised12/17/14 PERMANENT FILE COPY PERMIT CENTER BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION _ j PW ma ad ust estimated fees . . -, �� i •7 .,.. Try o. Yermit issuance/inspection Fee (B+U+ll) $- _-;LUCd,c,,v (6) 7. Pavement Mitigation Fee $ (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the pavement mitigation fee. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 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 RATE YARDS 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 ls` 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1st 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5 % of 6+8) Approved 09.25.02 2 Last Revised 12/17/14 (8) (9) l BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 - includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) B. Allentown Sewer (Ordinance 1777) C. Ryan Hill Water (Ordinance 1777) D. Allentown/Foster Pt Water (Ord 2177) E. Allentown/Foster Pt Sewer (Ord 2177) F. Special Connection (TMC Title 14) G. Duwamish H . Transportation Mitigation I. Other Fees DUE WHEN PERMIT IS ISSUED Total A through I $ (6+7+8+9+10+11) $ (10) ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2015-12.31.2015 Total Fee 0.75 $625 $6005 $6630 1 $1125 $15,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $12525 $300,250 $312,775 Approved 09.25.02 Last Revised 12/17/14 Temporary Meter 0.75" L $300 2.5" 1 $1,500 3 Date Paid: Tuesday, August 02, 2016 Paid By: VAN LUU Pay Method: CHECK 1002 Printed: Tuesday, August 02, 2016 2:19 PM 1 of 1 Ori?W SY57EM5 DESCRIPTIONS ACCOUNTQUANTITY PAID PermitTRAK $6,914.27 D15-0163 Address: 5303 S 144TH ST Apn: 7999600065 $6,914.27 DEVELOPMENT $4,593.10 PERMIT FEE R000.322.100.00.00 0.00 $4,588.60 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 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 $941.50 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $300.00 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $300.00 GRADING PLAN REVIEW R000.345.830.00.00 0.00 $37.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $54.50 SEWER SERVICE FEE $669.46 SEWER - HOME/DEVELOP R402.379.002.00.00 0.00 $669.46 TECHNOLOGY FEE $269.21 TECHNOLOGY FEE R000.322.900.04.00 0.00 $269.21 TOTAL1 :14 Date Paid: Wednesday, March 02, 2016 Paid By: VAN LUU Pay Method: CHECK 3898 Printed: Wednesday, March 02, 2016 3:26 PM 1 of 1 RsrsreMs Date Paid: Monday, June 29, 2015 Paid By: VAN LUU Pay Method: CHECK 3856 Printed: Monday, June 29, 2015 9:23 AM 1 of 1 SYSTEMS INSPECTION RECORD _ Retain a copy with permit N 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 Projec . of Inspection: TySU lcajAJ-6- C)WA L- Address: Date Called: Special Instructions: Date Wanted: a.m. .m. Requester: Phone No: KApproved 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 IhSAKTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr t: TypS of Inspection: Address: 3�3 �14 V' Date Called: Special Instructions: Date Wane a. Requester. Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date- / ,?� h 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 Ityr- G 17 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 Proje : AiJ l ue) G it641 G Ty f Inspection: jDW6- IAI^ , Address: S�3G 11M Date Called: Special Instructions: Date Wante y a.m. p.m. lRequestef: Phone No: Approved per applicable codes. El Corrections required prior to approval. COMMENTS: Inspector: D�te�r El REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 17'INSPECTION RECORD Retain a copy with permit bi5O/T3 IN SrrCrFON N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro' Zt: Lt! tJ 1n' Type of Inspection: Address: _ Date Called: Special Instructions: Date Wante : a. % 7 p.m. lRequestEfir'. Phone No: ElApproved per applicable codes. M Corrections required prior to approval. • { rt l Inspector: Date: �1 u REINSPECTION FEE REQUIRED. Prior to next inspection, tee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD T If7 Retain a copy with permit INNIKTION 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 ct: VnD Type of Inspection: i CAL IAIA L Address: Date Called: Special Instructions: Date Wante a.m. /2 23 p.m. Requester. Phone No: Approved per applicable codes. LJ Corrections required prior to approval. a Inspector: Date, 1 &6.126 1 1 El REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD 1 Retain a copy with permit s U16 7 IRTrEZTION 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: ,Ahl Z C uf/ Type of Inspe tion: �rA S I P1A& / A�— Address: y� s- Date Called: Special Instructions: Dat�Wante a.m. Z3 /� p.m. Req Phone No: IInspector: r� IDate: It / - /A I REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD r2t'- Retain a copy with permit I W% o f! I 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 Pr ' ct: T e of Inspection: Address: //-/y711 Ss - Date Calfed: Special Instructions: /� Date WantV2-7/ 6 >a.m. m. Requester: Phone No: Approved per applicable codes. 11 Corrections required prior to approval. Iinspector: / Iuateq/Z�/>, FJ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD �, rr 2 37 Retain a copy with permit ,S -�/� INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect: l lh. Ty of Inspection: Ci Address: Date Called: Special Instructions: Date Wanted: X / 6 p.m. Requester: Phone No: WApproved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: AAiM Date: 11K#19 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 DlS -0,� I TION NO.I ( Y) - PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr t: ,AAJ �tf�' �11�i'' Type of Inspection: Address: Date Called: Special Instructions: Date Wanl/Ila a.m. p. Requester: Phone No: Approved per applicable codes. u Corrections required prior to approval. u paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD � `� Retain a copy with permit �yS - C'1 G.� INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project Type of Inspec 'on: Address: Date Called: Special Instructions: Date Wantg;l ff a " �, I�j'L�W GL AT 6W- Cr+E' p.m. Requester: Phone No: Approved per applicable codes. Ll Corrections required prior to approval. COMMENTS: Inspector: Date: A J REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr j t: Lou atmis&fcc Type of Inspectio 6yP& Address: 3 <& MIT111 ST" Date Called: Special Instructions: I A7i-i A-r fkvAI T' cr- /'Its - CXwor— r-re,AX- 6)Tg A)Ce Date Wanted / a.m p.m. Reester: qu Phone No: Approved per applicable codes. El Corrections required prior to approval. 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 Zf 7 es Retain a copy with permit li_ 016 3 IN9K<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 - Pr�� i K" • Ty[ e f Ins ect9ngq , 6� � Addr�� Date Called: Special Instructions: pet Dat Wanted: a.m. --17 _ p.m. Requester: Phone No: 29 Approved per applicable codes. � Corrections required prior to approval. COMMENTS: Inspector: /�Date: 1 711V REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD � 14 q)k) ' Retain a copy with permit SP ON W. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 �( Q,;LS + Tect: n Type of Inspecti n- A?ress:0 ' ``` o J"o D to Called: Special Instructions: Date Wanted: a.m. v - 17 C/ p.m. Requester: Phone No: 141 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: 7 An -A l REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit �� C�l�► IMSAKTION 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: Type of Ins ection: /n1�r Address: - U 7X Sz' Date Called: Special Instructions: Date Wan �da.m. �� p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. iF " REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD . _ C % Retain a copy with permit �rS ' d 4 7 ON 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, 17AAI L CS Type of Inspection: 6"?QA1'6- Address: 3 S 7W s%' Date Called: Special Instructions: Date Wan:/S f� a.m. Requester: Phone No: Approved per applicable codes. 11 Corrections required prior to approval. 611S-111� REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD l�a Retain a copy with permit b1� INSPECTION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION' 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Projec . L Js Type of ction: G Add ess: Si Date Called: Special Instructions: f R47M / Ak, I-, Date Wapte I a.m. ! p.m. Requeste : Phone No: Approved per applicable codes. 1 Corrections required prior to approval. IInspector: A;11AM IDate: '8//tic_ I REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD 1 - /S Retain a copy with permit�S F1.S IN 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 Proj c . 12 Type of in ction: % /�f� N Address: �// j S Y `7774— Date Called: Special Instructions: Date WantAO: p.m. Requester: Phone No: Approved per applicable codes. a Corrections required prior to approval. 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 \SP Retain a copy with permit ©l( INSPECTION No. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proje q Tg of Inspection: Address: S jyy Date Called: Special Instructions: Date WaAte m b // p.m. iRequestet: Phone No: Approved per applicable codes. 1.1 Corrections required prior to approval. REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD _ e Retain a copy with permit -�163 INS ION 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 Proj t: / Af Z U 11j,5 Type of Inspection: aG $ 01 P Address: �^ �30 � l J� Date Called: Special Instructions: Date Wane a. %IJ6 p.m. Requestetf. Phone No: aApproved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: /) Dater REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. I (C INSPECTION RECORD Retain a copy with permit 016-� INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proje t v 1�5 T e of Ins ction: /�Sw T7aA1 Address: S SE Date CallEd: Special Instructions: Date Wanted: AK m. p.m. Requester. Phone No: MApproved per applicable codes. -Corrections required prior to approval. 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=G%f° IRSTSCTION 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 Pro' ct: Luv Tvae of Inspection: a-064 I J Address: :!230-3 S� Date Called: Special Instruct ons: Date Wan d: p.m. Requester: Phone No: QApproved per applicable codes. 11 Corrections required prior to approval. W WA U REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD f�1-W-0 i� � Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proj t: Type of Inspection: Address: Date Called: :�03 5 A/q M Special Instructions: %t,► VIve 6&xWWMd Date Wa}yto : / a.m 0 V 16 p.m. Requeste : yv inc—Irw Phone No: © Approved per applicable codes. L__J Corrections required prior to approval. Ilnspector:A"A (Date: /�� sha REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Q Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect: A/ Lvt) mi e Type of Inspection: &/-VS , sPl/�CC Address: J,0 S"I-- Date Called: Special Instructions: Date Want a. p.m. Requester: Phone No: 9 Approved per applicable codes. LJ Corrections required prior to approval. ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD V Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 P'ect: VIJ i/ ta-S Typ�nspection: Im6 Address: S303 S 1 U4 SE Date Called: Special Instructions: ��'' (�IU&G)J 70 ca Date Wan d a.m. p.m. Requesterf Phone No: Approved per applicable codes. L__J Corrections required prior to approval. Inspector: A Date:�l REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. �) INSPECTION RECORD a O 7 Retain a copy with permit ' (s (6 31 INSPECTION N . PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 5outhcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350LiALL 51�e,4e P,r9ject: Type of Inspect io I K06 . r� Address: 5 o Date Cal d: Special Instructions: P/t Dat Wanted: a.m. f — -5,0 — p.m. Requester: Phone No: ZAppmved per applicable codes. 11 Corrections required prior to approval. I' paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD 3 S Retain a copy with permit %� Q- I 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 P qaect:J4 I[JA� �oc Type.of Inspection* Address: 03 S. I'��( �Sy Date Called: Special Instructions: 6xi Date Wanted: a.m. 5— z— 1/ IC p.m. Requester: Phone No: Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. r(. INSPECTION RECORD Retain a copy with permit DO 0(63 PECTION 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 Pro'ect: / Type of Inspecti aa , A ress: 7 363 5�. M Oate Calle . Special Instructions: Date Wanted,: _ a.m. (� p.m. R u er. &A* hone, No: Z--2,- Inspector: jDate:y 2 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection, 72 INSPECTION RECORD DIT- 016 1(3) Retain a copy with permit I E PECTION 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 PrQjfct: � � Type of Inspe tion-c%l A ess Date Called: Special Instructions: M Date W mee a.m. (,6p.m. Requester: Phone No: (inspector: Iuate: / _/08 _ I REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD —0 nz-1 Retain a copy with permit � 3 PECTION 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 Pro,�eIt: ,� J> w UU Jl® K gction: TYpe"Ty Address: Date Called: Special Instructions: Date anted: a.m. p.m. Requester Phone No: Inspector: � Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. rz INSPECTION RECORD Retain a copy with permit I Df3 - bt 6 SPECTION N0. 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: V 14X(.L. Q Type nspec iort' 1 00 T7 �- Address.- t�� Date Called: Special Instructions: Date Wanted: 3--3 1 -- ( a.m. p.m. Requester: Phone No: ❑ Approved per applicable codes. Corrections required prior to approval. • MA Nis Inspector: Date: 3 3 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD 1151 Retain a copy with permit I5 - s-I4+ INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: Type of Ins ection: Address: , Suite #:/4 44' Contact Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: z T- ..•E 1� 5 /h +r c I�,'2 NG FLL iZ 30 SEC Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: S�- /5 3 Date: (Z,zl � ( Hrs.: r $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: Mrm Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD n/ 6 � Retain a copy with permit t INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: Type of Inspection: Address: S- 3a Z, 5 / `fcf% Contact Person: Suite #: Special Instructions: Phone No.: 9-Approved per applicable codes. COMMENTS: 1-1 Corrections required prior to approval. Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: OccupancyT e: Inspector:2 Date: Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 11 04% TOTAL CUT= 50 C TOTAL FILL=O CY S. f 44TE STREET ' ,' %viewed by 'lie i'uni c �; , 1) n:;-Inmit- t(Ir conformance with current Ci►v standards. Acceptance is subject to errors and lrt,s inns which do not authorize violations of u„ o r 'do;tardards or ordinances. The responsibility .q,Jequac• of the design rests totally with the J ;gerAdditions, deletions or revisions to these awi igtafter this date will void this acceptance d illmFequire a resubmittal of revised drawings SITEr s bs iuent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. VICINITY MA , pDaSITS By: 7 0�3 6 &S 31Ki 14 _ t TRENCH X—SECTION NTS SITE PLAN PROVIDED BY NW QUALITY CONSTRUCTION Y SURVEY PROVIDED BY CRONES LAND SURVEYORS LEGEND: I 0- FOUND MONUMENT, AS SHOWN ® FL*ND 5/8" REBAR, W/Q, AS SHOWN ® SET 5/8" REBAR do CAP, LS 29537 • SET NAIL do DISK, LS 29537 R/W RIGHT OF WAY CH,4/NUNK FENCELINE E/P EDGE OF PAVEMENT ® CATCH BASIN P MAILBOX C:)4-PowER POLE W/UGHT -0- POWER POLE m POWER ✓UNC77ON BOX �InnTl I VAN LUU RESIDENCE 2'15303 S 144TH STREET, TUKWILA;WA "Im I �NeraaV.V eaterY�yalti r � S. f 44TH STREET °FYEL„"'o�,• ROAD /C RUCTION ENTRANCE..— _% f 58'1-7 7/ 7-_-1f.41i-0 E er CP M EA$r wpNc vaoig 20LF 4' PVC 027X I, 0 m ;. ROOF DRAINS 1 GRASS YARD sLo toner .. A...olvM1 _. ♦� .I L---_J L—_---a entry 777AFFIC SIGN / ® WA7FR METER garage -G—G—G—G-GAS UNEOVERHEAD ELECTRIC UNE_ _ _ LOT INFO. BUILDING COVERAGE 2,478 SF PAVEMENT COVERAGE 1,136SF TOTAL COVERAGE = 3,614SF (38.4%) TIGHTLINED 4" PVC DOWNSPOUT DRAIN TIGHTLINED 4" PVC TO FOOTING DRAIN PLAN VIEW OF ROOF NTS Z Cn :.. /. O� M N J YARD DRAIN U PERFORATED Ps _22LF� 67', -1 -0 2% --YAR13-DRAIN\ RIM 168 t 1 LBO A Lt TREN IVI 6h EVIEWED) `, R °�° C E COMPI1 NC iC � �P 996 , 11 9 APPROV .� �a+JUL20 1 00 cd�4 I I aJENCE S 1h City of Told i la COW. IZE ILDIN II I fOf� •; S EM OF \ \ m0E ofREVI/SiO - _ _W LL Is 1.11i ... _ _.. / e 11.Z_ Q— — o i _�tif _•_�_ OF Cb O V R / pG EDGE \ I� ` or 6" WASHED GRAVEL OF OF "° � 4" PVC PERFORATED FOOTING DRAIN TO CB } CRAWL SPACE DRAINAGE DETAIL — ITS ,�. i NOTE: CALL BEFORE YOU DIG AT 1-800-424-5555 TO AVOID CUTTING UNDE GROUND : UTILITY LINES. EXISTING UTILITY LOCATIONS SHOW ON THIS PLAN ARE APPROXIMATE. - THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATIONS BEFORE STARTING WORK. THE PLANS MAY NOT INDICATE UrT TO DATE UTILITY LOCATIONS. t) 1 0 1 &3 00 Z Q ' I W M ^ N • A O IX W fey CP E f e 0) � � 0 t0 ' I I% aWE Jv �Z =1 Lal v Z MC ��ED •a`Ooma- F ' KWIILA �Z 2 2016 W T W CENTER Z fi Q Z m rw.ewr ervfor aenv+ vvd< w o Lu Q U LCU L- >-\ Lu ff. 9 8 43 ro p 0 41-jgd�d - LLJ ro 72 cd z Nrolo 81 M g < NIVN(7 —5 Cj Lo .0 z /100 — ;--� Ld 4@s Ad t, Fn e z oo o U i a' . • � � Lr) -2- N' } i J o roro I g � � ; I �v� D 0\0 C14 CYN 0 i cy i et LA- 0 X. LL. ZM== 5- z C'4 z 0 0 Li INt -- IL----- 00 C-D 0 < 0 N, Ld _j ro, -7LZ-O LL b 94 CIND C,4 < LL 0 'Q- ::D Q� 00 co a. Ld LLI a_ RE IEWED FOR 0 < R _j Ld A A PROVED cr 0 N, 1'zu� I , V) I Q) 0) z V) 0 JUL 2 0 2016 co a: ci 0 LLI Qf I C) (L SBMMM=QMEM 7 z Cites Tukwila LL) LLJ 0 L- BUILDINdb zi Uj _j LIJ u) zz LLI V. nw�-: to 0 Ld Qf z c) 0- L a Ln Go M. L.Li Ld LL, 0 < j am CQ�! OEof )c; < LEI W • .0s• a a tommo --8Z-W- x W z Uj Li M < CD C) U Uj Uj -5 z Wof 7 Wr z R E C'c -a. E M % - En -U K !A L4 CITY OFdr JUN 76 1 3 Anstey Engineering 8627 NE 180th Street Bothell, WA 98011 March 3, 2016 To: City of Tukwila C.O: Vivienne Pham 33039 20th Place SW << Federal Way, WA 984 H L[�E- Subject: Request for Revision for: COMBOSFR Permit Application Number D 15- 0163 Vann Luu Residence - 5303 S 144th Street Dear Sir or Madam, Attached are 4 copies of the revised plan and Report showing a proposed revision to the plan. We are proposing to replace the PERVIOUS Concrete Pavement with regular concrete as the Alderwood soils are not really suited for Pervious Pavement and there is an adequate vegetated flow path adjacent to the driveway for basic dispersion. Yours truly, Ben Anstey, 206-303-7639 REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 0 2016 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUN 28 2016 PERMIT CENTER pis-oi63 T1R RECEIVED STORM DRAINAGE SMALL SITE TECHNICAL INFORMATION REPORT For Van Luu Residence Located at 5303 S 144th Street TUKWILA, WA 98188 PARCEL #873300-0080 061.4 NW Quality Construction Belleuve, WA Ph: 425-223-6163 Date: September 4, 2015 Rev 3-3-2016 Prepared by: Anstey ]Engineering CIVIL ENGINEERING/CONSULTING 8627 NE 180th Street Bothell, Washington 98011 (206)303-7639 fax (425) 658-0923 e-mail: benanstey@ansteyengineering.corr. JUN282016 , TUKWILA PUBLIC WORKS Page 1 of 9 REVIEWED OR CODE COMPLIANCE APPROVED JUL 2 0 2016 prJ 40 City of Tuk il; ION RECEIVED CITY OF TUKWILA JUN 2 8 2016 PERMIT CENTER AE 2015-42 1b 5 * 0 Ib Van Luu Residence 5303 South 144th Street Tukwila, WA Technical Information Report TABLE OF CONTENTS Page Cover 1 Table of Contents 2 Drainage Report Project Summary 3 Req#1 Discharge at Natural Location 4 Existing Site Hydrology 4 Developed Hydrology 4 Upstream Analysis 4 Req#2 Off Site Analysis 4 Downstream Analysis 4 Req#3 Flow Control 4 Fig C.1.3.A Flow Controls BMP Chart 6 Req#4 Conveyance 7 Req#5 Erosion and Sedimentation Control 7 Req#6 Maintenance and Operation 7 Req#7 Financial Liability 7 Req#8 Water Quality 7 Conclusions and Recommendations 7 Vicinity Map 8 Survey & Site Map 8.5X11 9 T1R Page 2 of 9 AE 201542 PROJECT SUMMARY: This Small Site storm drainage technical information report has been prepared to address the City of Tukwila site development and storm drainage requirements for the proposed Single Family Residence on parcel 7999600065, located at 5303 South 144th Street, Tukwila, WA. The lot Legal Description is: Block 1, STERLING Addition Vol 14 pg 99. SECTION -TOWNSHIP -RANGE: NW-23-23-4. The 9,400 sf site is located in a flat area. The project consists of the construction of a new 2,478sf +/- single family residence. There will be a 1,136sf driveway. The total new impervious surface area will be: 2,478sf House 1, 136sf Pavement 3,614 sf total new impervious area; or 38.4% The remainder of the lot = 5,786sf or 61.6%; will be pervious landscaping, and grass lawn. The site is sloped down from the NW down to the SE at approximately 3%. The soils on the site are classified as Urban and are generally Alderwood Till soils per the US Soil Conservation Service Soil Map of King County, and Anstey Engineering Site Investigation. This soil profile has approximately 3 feet of loam soil above the winter perched water table. Total infiltration would be unreliable in this soil. Per the 2009 King County Surface Water Drainage Manual Figure C.1.3.A , storm drainage runoff does not require detention as the site is under 22,000sf , there is less than I0,000sf impervious area and a perforated pipe connection will be made to the existing storm drain in S 144th Street. The proposed house and drive will drain to a catch basin which will then drain to a perforated pipe connection and the piped drainage system in South 144th Street. The 1,136sf concrete driveway will slope to the west and be dispersed over the grass lawn. It will drain to the front yard where any runoff would be dispersed over the grass yard.. Due to the slope of the ground, no significant flow will flow onto the adjacent property. The existing site has no storm drainage system and no storm water quality or quantity control. The existing soils are classified as Till per the SCS King County Soil Survey. These soils have a low percolation rate. This Till soil and has a high winter groundwater table, so total infiltration is not practical, as there is not adequate room for infiltration trenches on this small site. There is a catch basin at the northeast corner of the site which drains to the piped drainage system of S 144th Street and there are concrete curbs and gutters. Core Requirment #1 Discharge at the natural location The site currently has no drainage system and no surface flows. In the developed condition the storm water will continue to drain to 53rd Avenue South as it does now. T1R Page 3 of 9 AE 2015-42 EXISTING SITE HYDROLOGY: The parcel is developed. The site is sloped down from northwest to southeast. The storm water runoff from the site currently sheet flows to the east and south across the site. There does not appear to be any significant surface flow. There is no evidence of any other on -site flows going off -site. The site does not receive any significant off -site flows from the lots to the west or south. To the north S. 144th Street is higher than the site and has curb, gutter and piped drainage. South 144th Street drains east to Macadam Winter Garden Park and then south. To the east 53rd Avenue South is lower than the site and has no curbs or gutters or drainage system. 53rd Avenue drains to the south and there is a shallow catch basin with 8" CP just south of the property line. This CB drains south to two other catch basins and then east to Macadam Winter Garden Park and on to the south to a pond and DEVELOPED SITE HYDROLOGY: In the developed condition the building downspouts will drain to a Perforated Pipe Connection in the front yard which will drain to the existing storm drain in South 144th Street. The driveway will be made of concrete runoff will be dispersed onto the front yard per C.2.4.1). Core Requirement #2 Offsite Analysis UPSTREAM ANALYSIS: The properties to the west and south of this site are developed and/or do not discharge any significant amount of runoff onto this site. OFF -SITE: No other significant flows enter the site. DOWNSTREAM ANALYSIS: No concentrated surface water runoff will be discharged off -site. There are no downstream effects anticipated from the proposed development. If any surface water were to flow off of the site it would be collected by the roadside ditch of 53rd Avenue South and flow to the South. No adverse or measurable offsite effects are expected to result from this project. Core Requirement No 3 — Flow Control According to the King County Small Site Drainage Requirements, Figure C.1.3.A storm water quantity and quality control are not required for this proposed development. As the lot is under 22,000sf and there is not adequate room for dispersal and the soils are not adequate for . infiltration of the storm water the only BMP options available are Driveway Dispersal and the Limited Infiltration (Pervious Pipe Connection). T1R Page 4 of 9 AE 2015-42 There is not adequate room for a rain garden as per C.2.5 a required volume of (3,614sf Impervious are x 0.25)= 903.5cf This volume would need to be provided by a raingarden with 12 inches of storage depth and an area of 903sf whereas there is only 507sf available. Full Infiltration is not practical as the sandy loam soil required 1251f of trench per 1000sf of roof area and there is not adequate space on this small lot for the 3101f of trench required. Rainwater Harvesting is not practical for this single family residence A vegetated roof will not work for this house design The Reduced Impervious Service Credit is not used for this site as the options are impractical The Native Growth Protection Credit is not used as there is no native vegetation on the site. Therefore a Perforated Pipe Connection will be provided per C.2.11. The Perforated Pipe Connection will connect to the piped drainage system in S 144th Street through a 10 foot x 2'x2' gravel filled trench per Figure C.2.11.A. Pervious Pavement will not be used for the driveway as Basic Dispersion is available per C.2.4.1) as the driveway area is 1,136sf or 31 % of the proposed impervious area, using basic dispersion for the driveway adequately mitigates the site per C.1.3.A. As the lot is less than 11,000sf and 10% of the impervious area is 361 sf. Runoff leaving the driveway it would be dispersed over the front yard of the house. TIR Page 5 of 9 AE 2015-42 I e C l3 APPLICATION OF FLOW CONTROL I3WS 1 FIGURE C.I.&A FLOWCHART FOR DETERMINING AM ICATION OF FLOW CONTROL B �q Is the Project an a affelbt smeller than .080 aqfeet? 42oi a and le R fpsOAe auae at %m able dispkiplersion r t for the woof Apply one or moro of the foNowhiv to iwvlous area L10%of sletbt for slhAot sizes <"AW stand a 20%of sabu for afANbt mass b hwm IIAW and 2ZWO of (For rant area aft per f located in enticed aqu7errecimlie areas times_ Section C2.1? 2 6apenious area amounts, doublek 1. Lb*bd it6 bWm (SWOM C2.3) 2. Made Dlaperalon (Section C2.4) is it faadit 3 Rain Garden (Section C-2M and applicable 4 PenaoaMe Pavement (Sect errs C2 g) No R" 5 rre "a tgrvesfhg(SectionC.2.7) flrod" g. VagNaisd Roof (section C2.8) Lftmant- i oof7. Reduced li penAous Service Credit (section C.29) as per 8. NaUra Glow" 1 Rateen ion Credit (Section C.2.10) section C22? fern c*',b SN V$ me required for newpirNars surfans. The Pmkd moat be a aie0ot is e %sabie 9naer Man or equal to 2$000 square feat? and applicable to McPienw t fop dimpimiam on an owe hapsnfons Cow or more !As, met be ad araface net addressed wrldt flu Section C2.1? dhrpers- orvf0h full Infiltration of roof Waal.INWO 1. Fu0 lafpba6on (Section C22) la7t feasbe and nited 2. U&dU&Num (Section C2.3) No aPPNcable to hlmpwmm (Section C2.4) AdHhatlon of the I. tisrdum ( 1 nandlasper P S. .raheable Pewrrwot (Section C2A) S. Rah WON ter rite ft (Section C2.7) Yea I. Vegetated Roof (Section C2.g) 1 Rsduad enpeneas SeMce faoMp (Section C2.9) le there ww 1. flativa Gmarlh Ratarhtiom G4edit C210 Yes lmnpw/aaa swim_ not a" with Ad dlapersiom waft m trrfdtration ofred nahe/n Yes NO Orrtiher BMP! required. Nob: My proposed connacban of roof owdownspouts to rep sYdam met be via perforated pipe eoaaeetl0n Yes per'Sectim C2.11. No No Gather Give required. Noe: Any proposed cormection of mot downspouts to local dtainv4p system mst be As perforated plus, connection Per section C.211. W 0011b SN's era required for all new pvvfaas surface when it enmssde 35,W0 aI. Row conYW BIMPs met De Ovkg order of preference: applied in the The fe� and gViiabYdy of fop disperaton as detailed in Section C2.1 nW be evaeeled for s0 new parvkm suttee. SeemfN�srslon (Section C-U) le Requiramit 1 above. one err non of the top0ytktp SNIPS met be bViev e �OM1°� erctra wafer qudity Prrmrisforns rant be �wrwrrtad iF � Prndad nos le SA00 of err more o►additiormel pa(Irrlfpn ne d=& ioparvlorrs suns_ ham which "AW Is not fully dispersed in acoodanoe with SectionC2.1: 0B , P1OP0°ed P 9 imPervlere enders, an that the 5,000 at evestald is not alggered. Provide wae►qusRY fedGOdesigned es by a 1lcaased pep anginaer in aaardx_.0 section IZe of the MW. 2009 Surf— Water Design Manual — Appedi. C T)R Page 6 of 9 AE 201.5-42 Core Requirement No 4 — Conveyance System There is no conveyance system proposed for this site. None is required. Core Requirement No 5 - EROSION AND SEDIMENTATION CONTROL Temporary ESC measures will be required as there will be disturbance of the soil to construct the driveway and house. All of the flows from the driveway and house will flow onto the lot so no adjacent properties will be affected. A silt fence around the construction area and construction entrance should be provided at a minimum. There will be minimal grading of the site so most of the grass area will be undisturbed. Core Requirement No 6 — Maintenance and Operations The BMP Flow Control measures as shown on the Flow Control Site Plan shall be recorded and maintained by the property owner. Core Requirement No 7 — Financial Guarantee and Liability No Financial Guarantee or Liability should be required for this project Core Requirement No 8 — Water Quality This site is exempt from special Water Quality measures Per the Surface Area Exemption Per 1.2.9 as there is less than 5000sf of new PGS. The BMP's used on the site; pervious pavement, perforated pipe connection and catch basin with downturned elbow will provide adequate water quality control. No Special Requirements apply to this site. CONCLUSIONS AND RECOMMENDATIONS: The proposed Residence can be constructed on the site without changing the character of the drainage in the area. The small site contains gentle slopes and Alderwood AgC soils, so only basic driveway dispersion and a Perforated Pipe Connection are suitable BMPs. The Perforated Pipe Connection will be located at Northeast corner of the site. Should overflow occur the water would continue to drain across the site into 53rd Avenue South as it does now. There will be no change to the existing system of runoff off of the site. Temporary Erosion Control Measures during construction will at most require a silt fence, mulching, and construction entrance. T1R Page 7 of 9 AE 2015-42 T1R Page 8 of 9 AE 2015-42 I '*--GL3V TIR Page 9 of 9 AE 201542 Window, Skylight and Door Schedule 4 ^� Project Information 1st FI 2nd FI EFUL9 Contact Information ORRECTM T R ## r-. --- - Van Luu - new construction 5303 S. 144th ST JVan Luu y Tukwila, WA 98168 206-412-7963 Exempt Swinging Door (24 sq ft. max) Exempt Glazed Fenestration (15 sq. ft max) Vertical Fenestration (Windows and Doors) Component Descrintion Width Height Ref. U-factor Qt. Feet Inch Feet Inch Width Height Ref. U-factor Qt Feet Inch Feet Inch W02 - window in dining room 0.29 W03 - window in bedroom #1 0.31 W06 - window in kitchen sink 0.28 W11 - window in living room 0.29 W14 - window in living room - front of house 0.28 W16 - window in familyroom - back of house 0.31 D11 Ext. Hinged door - bedroom # 1 0.30 D13 Ext. Hinged door - laundry room 0.30 D17 Ext. Sliding glass - back of house 0.30 D21 Ext. Double Hinged door - front entry door 0.30 W01 - window in game room 0.29 W02 - window in bedroom #4 0.29 W03 - window in master bedroom 0.31 W04 - window in game room 0.31 W05 - window in game room 0.29 W07 - window in master bathroom 0.28 W08 - windows in bedroom #2 & #3 0.31 W09 - window in master bedroom 0.31 W11 - window in bedroom #3 & #4 0.31 W13 - window above front entry door 1 0.28 D07 Ext. Hinged glass - bedroom # 2 0.30 D09 Ext. Hinged glass - bedroom # 3 0.30 D19 Ext. Sliding glass - game room 0.30 SEP 2 2 ZUZ Area U�ERMIT CENTER 0.0 0.00 0.01 0.00 Area UA 20 5.8 12 3.72 16 4.48 30 8.7 36 10.08 401 1941. 30.6 9.18 15.3 4.59 40.8 12.24 36 10.8 Sum of Vertical Fenestration Area and UA 68 u) DIVIS101 Vertical Fenestration Area Weighted U = UA/Area 3.350865 .4► Overhead Glazing (Skylights) Component Description Ket. U-tactor Ot Feet Inch I Feet linch I I I I I El Sum of Overhead Glaizing Area and UA Overhead Glazing Area Weighted U = UA/Area TOTAL SUM OF FENESTRATION AREA AND UA (for heating system sizing calculations) ®1 Group Northwest, Inc. August 21, 2015 Ms. Van Luu 33039 20`' PI SW Federal Way, WA Subject: Dear Ms. Luu: REVIEWED FOR. : QQ-COIVIPLIANDE f APPROVED FEB 2 5 2016 City of TukvAla BUILDING DIVISION GEOTECHNICAL ENGINEERING STUDY PROPOSED SINGLE FAMILY RESIDENCE 5303 SOUTH 144TH STREET TUKWILA, WASHINGTON Geotechnical Engineers, Geologists & Environmental Scientists G-3949 DEC 02 2015 TVKVvIL.J> VU13UC WORKS NOV 3 0 2015 PERMIT CENTER GEO Group Northwest, Inc., has prepared the following geotechnical letter report to summarize the results of our subsurface investigation, at the subject site and provide geotechnical related recommendations for the proposed new single family residence.. SITE AND PROJECT DESCRIPTION OORRE TON LTR# - - The subject site consists of a vacant residential lot located at the corner of South 144`h Street and 53'd Avenue South or Macadam Road South as shown on the attached Plate 1- Vicinity Map. We understand that a previously existing house was recently demolished at the property. The subject site is a relatively flat lot currently vegetated with shrubs and weed groundcover. A filter fabric fence was located at the eastern property boundary at the time of our site visit on August 20, 2015. A roughly 3-foot tall cement block retaining wall is located at the southern property line. This wall appears to be sitting on top of a concrete foundation and has several cracks and is leaning over toward the downhill side of the wall. Based upon the project site plan by Burt Engineering (6/29/15) which is attached to this report as Plate 2 - Site Plan the proposed project will consist. of constructing a single family residence with attached garage. The driveway will access the new building from S 144`h St. The house GEO Group Northwest, Inc. 13240 NE 20th Street, Suite 10 Phone 425/649-8757 L) I Bellevue, Washington 9800 Fax 425/649-8758 August 21, 2015 G-3949 5303 S 144 h St, Tukwila, Washington Page 2 will be a 2-story wood framed home with the main floor being at or near the existing ground elevation. GEOLOGIC CONDITIONS According to the geologic map for the site vicinity the surficial geologic conditions at the site are mapped as Quaternary -age Glacial Till (Qgt). The Glacial Till soils generally consist of a silt, sand and gravel mixture deposited and consolidated by glacial ice during the most recent period of glaciation, 14,000 years ago. The map also shows Lacustrine soil deposits (Qlc) located nearby which suggests that soils underlying the Glacial Till may be freshwater lacustrine silts. These soils were also consolidated during the most recent period of glaciation. SUBSURFACE CONDITIONS On August 20, 2015 a representative of GEO Group Northwest, Inc., visited the site and excavated two borings via hand -auger at the locations shown on the attached Plate 2 - Site Plan. Soils encountered at the boring labeled HA-1 consist of dense gravelly sandy SILT and silty SAND overlying dense gravelly silty SAND at a depth of 2-feet below ground surface (bgs). Soils encountered at the boring lableled HA-2 consist of dense gravelly sandy SILT and silty SAND overlying dense gray SILT at a depth of 2-feet 9-inches bgs. The soils observed at the site appear to be the anticipated glacial till soils overlying the lacustrine soil deposit as discussed in the Geologic Conditions section of this report. We observed no groundwater seepage at the boring locations and explored depths. CONCLUSIONS AND RECOMMENDATIONS General It is our opinion that the proposed single family residence is acceptable for the anticipated site and soil conditions at the project site. The new building may be supported on a shallow spread footing foundation bearing directly on the dense site soils as described below. Based upon our observations there is an existing 3-foot tall cement -block retaining wall at the southern property line which has failed and may fall over. We recommend that the proposed project plan include the design and construction of a new retaining wall at this location. GEO Group Northwest, Inc. August 21, 2015 G-3949 5303 S 144"' St, Tukwila, Washington Page 3 Spread Footing Foundations The proposed footings for the new residence may consist of conventional spread footings bearing on the dense native site soils or on compacted structural fill placed on top of the dense native site soils. Based on the findings from our soil investigation at the site, we anticipate that the dense soils are present at the existing ground surface and at typical foundation depths. We recommend that GEO Group Northwest, Inc., be retained to verify competent soils are present at the new foundation locations, at the time of construction, prior to the foundation pour(s). Individual spread footings may be used for supporting columns and strip footings for bearing walls. Our recommended minimum design criteria for foundations bearing on the dense site soils or on compacted structural fill are as follows: - Allowable bearing pressure, including all dead and live loads Dense native soil = 2,000 psf Compacted structural fill = 2,000 psf Minimum depth to bottom of perimeter footing below adjacent final exterior grade = 18 inches - Minimum depth to bottom of interior footings below top of floor slab =18 inches - Minimum width of wall footings = 16 inches Minimum lateral dimension of column footings = 24 inches - Estimated post -construction settlement = 1/4 inch Estimated post -construction differential settlement; across building width = 1/4 inch A one-third increase in the above allowable bearing pressures can be used when considering short-term transitory wind or seismic loads. Lateral loads can also be resisted by friction between the foundation and the supporting GEO Group Northwest, Inc. August 21, 2015 G-3949 5303 S 144`h St, Tukwila, Washington Page 4 compacted fill subgrade or by passive earth pressure acting on the buried portions of the foundations. For the latter, the foundations must be poured "neat" against the existing undisturbed soil or be backfilled with a compacted fill meeting the requirements for structural fill. Our recommended parameters are as follows: - Passive Pressure (Lateral Resistance) 350 pcf equivalent fluid weight for compacted structural fill 350 pcf equivalent fluid weight for native dense soil. - Coefficient of Friction (Friction Factor) 0.35 for compacted structural fill 0.35 for native dense soil Structural Fill All fill material used to achieve design site elevations below foundations and below non - structurally supported slabs should meet the requirements for structural fill. During wet weather conditions, material to be used as structural fill should have the following specifications: 1. Be free draining, granular material containing no more than five (5) percent fines (silt and clay -size particles passing the No. 200 mesh sieve); 2. Be free of organic material and other deleterious substances, such as construction debris and garbage; 3. Have a maximum size of three (3) inches in diameter. All fill material should be placed at or near the optimum moisture content. The optimum moisture content is the water content in soil that enables the soil to be compacted to the highest dry density for a given compaction effort. Based upon our subsurface investigation the site soils consist of fine grained sands and silts which are moisture sensitive and will be difficult to compact to meet the structural fill specifications under most conditions. We recommend that a free -draining sand or gravel containing less than 5% silt size particles (finer than the No. 200 sieve) be imported to the site for use at structural fill areas. GEO Group Northwest, Inc. August 21, 2015 G-3949 5303 S 144`h St, Tukwila, Washington Page 5 Structural fill should be placed in thin horizontal lifts not exceeding ten inches in loose thickness. Structural fill under building areas (including foundation and slab areas), should be compacted to at least 95 percent of the maximum dry density, as determined by ASTM Test Designation D- 1557-91 (Modified Proctor). We recommend that GEO Group Northwest, Inc., be retained to evaluate the suitability of structural fill material and to monitor the compaction work during construction for quality assurance of the earthwork. Drainage We recommend that subsurface drains (footing drains) be installed around the perimeter of the foundation footings and at the base of all retaining walls. Footing drains should consist of a four inch minimum diameter, perforated, rigid PVC drain pipe laid at the bottom of the footing or wall with a gradient sufficient to generate flow. The footing drain line should be bedded on and surrounded with drain rock, pea gravel, or other appropriate, free -draining, granular material. The drain rock should be wrapped in a layer of geotextile fabric such as Mirafi 140N or equivalent. After the footing drains are installed, the excavation should be backfilled with compacted fill material. Under no circumstances should roof downspout drain lines be connected to the footing drainage or wall drainage systems. All roof downspouts should be separately tight lined to an appropriate stormwater discharge point. We recommend that sufficient cleanouts be installed at strategic locations in each of the drainage systems to allow for periodic maintenance of and clearing of possible future blockages. Retaining Walls As noted above the existing 3-foot tall cement block wall located at the southern property line has failed and presents a risk that it may fall -over thereby removing support for soils on the adjacent southern property. We recommend that the project owner work with the adjacent southern property owner to replace the existing wall. If the southern adjacent property owner will allow for excavation onto their property then the existing wall may be removed and replaced with a new concrete retaining wall or segmental block retaining wall. Alternatively a new concrete wall could be constructed directly in front of the existing wall thereby retaining the GEO Group Northwest, Inc. August 21, 2015 G-3949 5303 S 144 h St, Tukwila, Washington Page 6 existing wall without encroaching upon the adjacent southern property. The new retaining wall should be constructed directly on top of the native dense site soils or on top of compacted structural fill placed on top of the native dense site soils and the allowable soil bearing capacity for this wall may be designed in accordance with the section above titled Spread Footing Foundations. The designer may design the wall for an active earth pressure equal to 35 pcf equivalent fluid weight assuming that the wall backfill will be level. Lateral loads may be resisted by the passive pressure generated by compacted structural fills placed against the downhill side of the footing and by the friction factors in accordance with the soil parameters noted in the Spread Footing Foundations section of this report. If you have any questions, or if we may be of further service, please do not hesitate to contact us. Sincerely, GEO GROUP NORTHWEST, INC. Adam Gaston Project Engineer za Geaecr William Chang, P.E. Principal �'\Nm CH�ti WASy,�c Co ..0 Ci �QJ 90� 9 20114 FGISTE- N A\- E� Attachments: Plate 1 - Vicinity Map Plate 2 - Site Plan Appendix A - Boring Logs and Soil Legend GEO Group Northwest, Inc. AM VICINITY MAP ® Group Northwest, Inc. 5303 S. 144TH ST. 13M NE 2M Street, Suite 10, Betlevue, WA 99M ter= p"°°°�,i`f's 'c sg TUKWILA, WASHINGTON SCALE: NTS DATE: 8-21-15 1 MADE: AG JOB NO.: G-3949 I PLATE: 1 S. 144TH STREET Nt bmk HA-1: IL ---------- ------------ j oars" Parcel #,jqqqboo0b5 Lot size: 9400 9F LEGEND. 2 A t3 Au m rn HAND-AUGERED BORING NUMBER BASED UPON THE SHEET 3 FROM BURT *HA-1 AND APPROXIMATE LOCATION ENGINEERING PLANS DATED 6/29/15. Grow Northwest Inc. SITE PLAN A 5303 S. 144TH ST. 13M NE 20th Shed, Suite 10, Bellevue, WA 98005 Phew 425/649-9757 PAX 425/64M759 Email mfo@gwgroupuw� TUKWILA, WASHNGTON SCALE: 1=20' DATE: 8-21-15 1 MADE: AG JOB NO.: G-3949 -F PLATE: 2 APPENDIX A BORING LOGS AND SOIL LEGEND G-3949 GEO Group Northwest, Inc. k 4 LEGEND OF SOIL CLASSIFICATION AND PENETRATION TEST UNIFIED SOIL CLASSIFICATION SYSTEM (USCS) MAJOR DIVISION GROUP TYPICAL DESCRIPTION LABORATORY CLASSIFICATION CRITERIA SYMBOL CLEAN GRAVELS GRAVELS (little or no (More Than Half fines) COARSE- Coarse Grains 41NED SOILS Larger Than No. 4 Sieve) DIRTY GRAVELS (with some fines) SANDS CLEAN SANDS (More Than Half More Than Half by Coarse Grains (Tittle or no Weight Larger Smaller Than No. 4 fines) Than No. 200 Sieve) Sieve DIRTY SANDS (with some fines) Liquid Limn SILTS <50% (Below A -Line on Plasticity Chart, FINE-GRAINED Negligible Organic) Liquid Limit SOILS > 50% Liquid Limit CLAYS < 30% (Above A -Line on Placticiity Chart, Negligible Organic) Liquid Limit > 50% More Than Half by Weight Smaller Liquid Limit Than No. 200 ORGANIC SILTS & < 50% Sieve CLAYS (Below A-Une on Plasticity Chart) Liquid Umft > 50 % WELL GRADED GRAVELS, GRAVEL -SAND Cu = (D60 / D10) greater than 4 GW MIXTURE, LITTLE OR NO FINES DETERMINE PERCENTAGES OF Cc = (D302) / (D10 - D60) between 1 and 3 POORLY GRADED GRAVELS, AND GRAVEL -SAND GRAVEL AND SAND GP MIXTURES LITTLE OR NO FINES FROM GRAIN SIZE NOT MEETING ABOVE REQUIREMENTS DISTRIBUTION CURVE ATTERBERG LIMITS BELOW GM SILTY GRAVELS, GRAVEL -SAND -SILT MIXTURES 'A' LINE. CONTENT OF FINES EXCEEDS 12 % or P.I. LESS THAN 4 CLAYEY GRAVELS, GRAVEL -SAND -CLAY ATTERBERG LIMITS ABOVE GC MIXTURES COARSE GRAINED 'A' LINE. SOILS ARE CLASSIFIED AS or P.I. MORE THAN 7 WELL GRADED SANDS, GRAVELLY SANDS, LITTLE FOLLOWS: Cu = (D60 / Of 0) greater than 6 SW OR NO FINES < 5% Fine Grained: Cc = (D302) / (1310 - D60) between 1 and 3 POORLY GRADED SANDS, GRAVELLY SANDS, SP LITTLE OR NO FINES GW, GP, SW, SP NOT MEETING ABOVE REQUIREMENTS ATTERBERG LIMITS BELOW SM SILTY SANDS, SAND -SILT MIXTURES > 12 % Fine Grained: °A' LINE GM, GC, SM, SC 5 to 12 % Fine CONTENT OF FINES EXCEEDS 12% with P.I. LESS THAN 4 ATTERBERG LIMITS ABOVE Sc CLAYEY SANDS, SAND -CLAY MIXTURES Grained: use dual "A"LINE symbols with P.I. MORE THAN 7 ML INORGANIC SILTS, ROCK FLOUR, SANDY SILTS OF SLIGHT PLASTICITY MH INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS, FINE SANDY OR SILTY SOIL INORGANIC CLAYS OF LOW PLASTICITY, CL GRAVELLY, SANDY, OR SILTY CLAYS, CLEAN CLAYS CH INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS OL ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY OH I ORGANIC CLAYS OF HIGH PLASTICITY 60 50 E.. W 40 O }Z F 30 U to 20 a 10 7 4 0 = 0 OPAL i I Nj I WA _ IIMHoi OH 0 10 20 30 400&0 60 70 80 90 1D0110 LIQUID LIMIT (%) HIGHLY ORGANIC SOILS Pt PEAT AND OTHER HIGHLY ORGANIC SOILS SOIL PARTICLE SIZE GENERAL GUIDANCE OF SOIL ENGINEERING PROPERTIES FROM STANDARD PENETRATION TEST (SPT) U.S. STANDARD SIEVE FRACTION Passing Retained SANDY SOILS SILTY & CLAYEY SOILS Size Size Sieve (MM) Sieve (MM) Blow Counts Relative Density Friction Angle Description Blow Counts Unconfined Strength � Description SILT / CLAY #200 0.075 N % (0, degree N qu, tsf SAND 0-4 0 -15 Very Loose < 2 < 0.25 Very soft FINE #40 0.425 #200 0.075 4-10 15 - 35 26 - 30 Loose 2-4 0.25 -0.50 Soft MEDIUM #10 2 #40 0.425 10-30 35 - 65 28 - 35 Medium Dense 4-8 0.50 - 1.00 Medium Stiff COARSE #4 4.75 #10 2 30-50 > 50 65 - 85 85 - 100 35 - 42 38 - 46 Dense Very Dense 8 -15 15 - 30 1.00 - 2.00 2.00 - 4.00 Stiff Very Stiff GRAVEL FINE 19 #4 4.75 > 30 > 4.00 Hard Group Northwest, Inc. COARSE 76 19 COBBLES 76 mm to 203 mm BOULDERS > 203 mm � Geotechnical Engineers, Geologists, & Environmental Scientists ROCK FRAGMENTS > 76 mm 13240 NE 20th Street, Suite 10 Bellevue, WA 98005 Phone (425) 649.8757 Fax (425) 649-8758 PLATE Al ROCK >0.76 cubic meter in volume HAND AUGERED BORING NO: HA-1 LOGGED BY AG LOG DATE: 08/20/2015 DEPTH ft. USCS SOIL DESCRIPTION SAMPLE No. Water % OTHER TESTS/ COMMENTS MU Tan gravelly sandy SILT and silty SAND, dry, dense robe <1/2" 1 SM Probe <1/2" Probe <1/2" Probe 1/2-1" 2 - --- ------------------------------------------------ SM [Becomes gravelly silty SAND (est. 30% silt), dry, dense Probe 1/4" 3 Total depth of boring = 32" bgs (below ground surface) Auger refusal due to gravels and dense conditions 4 No groundwater seepage observed 5 6 7 LOGGED BY AG HAND AUGERED BORING NO: HA-2 LOG DATE: 08/20/2015 DEPTH ft. USCS SOIL DESCRIPTION SAMPLE No. Water % OTHER TESTS/ COMMENTS NILJ Tan gravelly sandy SILT and silty SAND, dry, dense Probe <1/2" 1 Probe 1/2-1" 2 Probe 1/2" s--- ----- -------------------------------------------------- Probe <1/2" ML Gray SILT, dry, dense Probe <1/2" 4 Total depth of boring = 43" bgs (below ground surface) No groundwater seepage observed 5 6 7 Group Northwest, Inc. Geotechnicai Engineers, Geoicgists, & Environmantai Scientists HAND AUGERED BORING LOGS 5303 S.144TH ST. TUKWILA, WA 4 z "r-v1tVVED FOR :2-ODE CO"PLIAWCE APPPOVED FEB 2 5 2016 C SY City ®f Tukmis BUILDING DIVISION Date: September 4, 2015 Prepared by: Anstey Engineering CIVIL ENGINEERING/CONSULTING 8627 NE 180"' Street Bothell, Washington 98011 (206) 303-7639 fax (425) 658-0923 TIR Page 1 of 9 OW OR R ECTMN J R # _....1_..._._ e-mail. benanstey@anHeyengineermg.com RMuEolE0 CITY CE TU't<' ILA DI AE 2015-42 SEP 2 2 2015 PERMIT CENTER Van Luu Residence 5303 South 144th Street Tukwila, WA Technical Information Report TABLE OF CONTENTS Page Cover 1 Table of Contents 2 Drainage Report Project Summary 3 Req# 1 Discharge at Natural Location 4 Existing Site Hydrology 4 Developed Hydrology 4 Upstream Analysis 4 Req#2 Off Site Analysis 4 Downstream Analysis 4 Req43 Flow Control 4 Fig C.1.3.A Flow Controls BMP Chart 6 Req#4 Conveyance 7 Req#5 Erosion and Sedimentation Control 7 Req#6 Maintenance and Operation 7 Req#7 Financial Liability 7 Req#8 Water Quality 7 Conclusions and Recommendations 7 Vicinity Map 8 Survey & Site Map 8.5X11 9 TIR Page 2 of 9 AE 2015-42 PROJECT SUMMARY: This Small Site storm drainage technical information report has been prepared to address the City of Tukwila site development and storm drainage requirements for the proposed Single Family Residence on parcel 7999600065, located at 5303 South 144th Street, Tukwila, WA. The lot Legal Description is: Block 1, STERLING Addition Vol 14 pg 99. SECTION -TOWNSHIP -RANGE: NW-23-23-4. The 9,400 sf site is located in a flat area. The project consists of the construction of a new 2,478sf +/_ single family residence. There will be a 1,136sf driveway. The total new impervious surface area will be: 2,478sf House 1, 136sf Pavement 3,614 sf total new impervious area; or 38.4% The remainder of the lot = 5,786sf or 61.6%; will be pervious landscaping, and grass lawn. The site is sloped down from the NW down to the SE at approximately 3%. The soils on the site are classified as Urban and are generally Alderwood Till soils per the US Soil Conservation Service Soil Map of King County, and Anstey Engineering Site Investigation. This soil profile has approximately 3 feet of loam soil above the winter perched water table. Total infiltration would be unreliable in this soil. Per the 2009 King County Surface Water Drainage Manual Figure C.1.3.A , storm drainage runoff does not require detention as the site is under 22,000sf, there is less than 10,000sf impervious area and a perforated pipe connection will be made to the existing storm drain in S 144th Street. The proposed house and drive will drain to a catch basin which will then drain to a perforated pipe connection and the piped drainage system in South 144th Street. The 1,136sf pervious concrete driveway will be made of pervious concrete or concrete pavers. It will drain to the front yard where any runoff would be dispersed over the grass yard.. Due to the slope of the ground, no significant flow will flow onto the adjacent property. The existing site has no storm drainage system and no storm water quality or quantity control. The existing soils are classified as Till per the SCS King County Soil Survey. These soils have a low percolation rate. This Till soil and has a high winter groundwater table, so total infiltration is not practical, as there is not adequate room for infiltration trenches on this small site. There is a catch basin at the northeast corner of the site which drains to the piped drainage system of S 144th Street and there are concrete curbs and gutters. Core Requirment #1 Discharge at the natural location The site currently has no drainage system and no surface flows. In the developed condition the storm water will continue to drain to 53rd Avenue South as it does now. TIR Page 3 of 9 AE 2015-42 EXISTING SITE HYDROLOGY: The parcel is developed. The site is sloped down from northwest to southeast. The storm water runoff from the site currently sheet flows to the east and south across the site. There does not appear to be any significant surface flow. There is no evidence of any other on -site flows going off -site. The site does not receive any significant off -site flows from the lots to the west or south. To the north S. 144th Street is higher than the site and has curb, gutter and piped drainage. South 144th Street drains east to Macadam Winter Garden Park and then south. To the east 53rd Avenue South is lower than the site and has no curbs or gutters or drainage system. 53rd Avenue drains to the south and there is a shallow catch basin with 8" CP just south of the property line. This CB drains south to two other catch basins and then east to Macadam Winter Garden Park and on to the south to a pond and DEVELOPED SITE HYDROLOGY: In the developed condition the building downspouts will drain to a Perforated Pipe Connection in the front yard which will drain to the existing storm drain in South 144th Street. The driveway will be made of pervious concrete or concrete pavers which will eliminate most runoff. Should any runoff occur it would drain onto the front yard. Core Requirement #2 Offsite Analysis UPSTREAM ANALYSIS: The properties to the west and south of this site are developed and/or do not discharge any significant amount of runoff onto this site. OFF -SITE: No other significant flows enter the site. DOWNSTREAM ANALYSIS: No concentrated surface water runoff will be discharged off -site. There are no downstream effects anticipated from the proposed development. If any surface water were to flow off of the site it would be collected by the roadside ditch of 53rd Avenue South and flow to the South. No adverse or measurable offsite effects are expected to result from this project. Core Requirement No 3 — Flow Control According to the King County Small Site Drainage Requirements, Figure C.1.3.A storm water quantity and quality control are not required for this proposed development. As the lot is under 22,000sf and there is not adequate room for dispersal and the soils are not adequate for TIR Page 4 of 9 AE 2015-42 infiltration of the storm water the only BMP options available are the Pervious Pavement and the Limited Infiltration (Pervious Pipe Connection). There is not adequate room for a rain garden as per C.2.5 a required volume of (3,614sf Impervious are x 0.25)= 903.5cf This volume would need to be provided by a raingarden with 12 inches of storage depth and an area of 903sf whereas there is only 507sf available. Full Infiltration is not practical as the sandy loam soil required 1251f of trench per 1000sf of roof area and there is not adequate space on this small lot for the 310 1f of trench required. Rainwater Harvesting is not practical for this single family residence A vegetated roof will not work for this house design The Reduced Impervious Service Credit is not used for this site as the options are impractical The Native Growth Protection Credit is not used as there is no native vegetation on the site. Therefore a Perforated Pipe Connection will be provided per C.2.11. The Perforated Pipe Connection will connect to the piped drainage system in S 144th Street through a 10 foot x 2'x2' gravel filled trench per Figure C.2.11.A. Pervious Pavement will be used for the driveway using either pervious concrete or paving blocks per C.2.6 as the driveway area is 1,136sf or 31 % of the proposed impervious area, using pervious pavement for the driveway adequately mitigates the site per C.1.3.A. As the lot is less than 11,000sf and 10% of the impervious area is 361 sf. Should any runoff leave the driveway it would be dispersed over the front yard of the house. T1R Page 5 of 9 AE 2015-42 C.13 APPLICATION OF FLOW CONTROL BMPS FIGURE C.13.A FLOWCHART FOR DETERMINING APPLICATION OF FLOW CONTROL AMPS Is the project on a shallot Y smaller than 22,000 square feet? Is it feasible and applicable to Apply one or more of the following to impervious area implement full dispersion for the Yes No further BMPs 210% of s/te/lot for sitelof sizes <11,000 sf and a 20% of sitshot for sitellot sizes between 11,000 and 22,000 sf (For roof area as per required. Note: Any proposed Projects located in critical aquiferrecharge areas these Section C2.1? connection of roof impervious area amounts double): its to No 1. Limited Infiltration (Section C2.3) local drainage 2. Basic Dispersion (Section C2.4) Is it feasible system must be 3. in Garden (Section C.2.5) and applicable via perforated 4. Permeable Pavement (Section C2.6) No to implement Pipe connection 5. Rainwater Harvesting (Sedion C.2.7) full Infiltration Yes per Section No 6. Vegetated Roof (Section C2.8) of theToof C2.11. 7. Reduced Impervious Service Credit (Section C2.9) runoff as per 8. Native Growth Retention Credit (Section C2.10) Section C2.2? flow control BMPs are required for new pervious surfaces. The Project must be a site lot le it feasible greater than or equal to 22.000 square feet? and applicable to Implement full Yes dispersion an No further BMPs ' all target impervious required. Note: surface as per Any proposed ne or more the Ilowing 13WPG must be implemented Section C.2.1? connection of roof for target impervious surface not addressed with fun downspouts to dispersion or with full infiltration of roof runoff No local drainage 1. Full Infiltration (Section C.2.2) Wit feasible and system must be 2. Limited Infiltration (Section C2.3) No applicable to implement via perforated 3. Basic Dispersion (Section C2.4) full infiltration of the Pipe connection 4. Rain Garden (Sector C.2.5) roof runoff as per Per Section S. Permeable Pavement (Section C.2.6) Section C22? C.2.11. 6. Rainwater Harvesting (Section C2.7) Yes 7. Vegetated Roof (Section C.2.8) 8. Reduced impervious Service Credit (Section C2.9) Is there any remaining target , Yes 9. Native Growth Retention Credit Section C.2.10L.. mute WWS surface not addressed with lop dispersion orwith full No Flow l BMPs are required for all new pervM following us surface when it exceeds 35,000 St. Flow control BMPs must be applied in the following order of preference: 1. The feasibility and applicability of full dispersion as detailed in Section C2.1 must be evaluated for all new pervious surfaces. 2. For those Pervious surfaces not addressed in Requirement 1 above, one or more of the following BMPs must be implemented: Basic Dispersion (Section C.2.4) The following extra water quality Provisions must be implemented If the project results in 5,000 sf or more of additional Ige'NuatIng impervious surface from which runoff is not fully dispersed in accordance with Section C2.1: pollution . Reduce existing a proposed pollution generating impovfous surface so that the S,t�O sf threshold s not triggered. i2. Provide water quality facilities designed by a licensed civil engineer in accordance with Section 12.8 of the SWoM, rgn manual -Appendix C C-17 i TIR Page 6 of 9 AE 2015-42 1/9/2009 F•c+ `'f'r: Core Requirement No 4 — Conveyance System There is no conveyance system proposed for this site. None is required. Core Requirement No 5 - EROSION AND SEDIMENTATION CONTROL Temporary ESC measures will be required as there will be disturbance of the soil to construct the driveway and house. All of the flows from the driveway and house will flow onto the lot so no adjacent properties will be affected. A silt fence around the construction area and construction entrance should be provided at a minimum. There will be minimal grading of the site so most of the grass area will be undisturbed. Core Requirement No 6 — Maintenance and Operations The BMP Flow Control measures as shown on the Flow Control Site Plan shall be recorded and maintained by the property owner. Core Requirement No 7 — Financial Guarantee and Liability No Financial Guarantee or Liability should be required for this project Core Requirement No 8 — Water Quality This site is exempt from special Water Quality measures Per the Surface Area Exemption Per 1.2.9 as there is less than 5000sf of new PGS. The BMP's used on the site; pervious pavement, perforated pipe connection and catch basin with downturned elbow will provide adequate water quality control. No Special Requirements apply to this site. CONCLUSIONS AND RECOMMENDATIONS: The proposed Residence can be constructed on the site without changing the character of the drainage in the area. The small site contains gentle slopes and Alderwood AgC soils, so only pervious pavement and a Perforated Pipe Connection are suitable BMPs. The Perforated Pipe Connection will be located at Northeast corner of the site. Should overflow occur the water would continue to drain across the site into 53rd Avenue South as it does now. There will be no change to the existing system of runoff off of the site. Temporary Erosion Control Measures during construction will at most require a silt fence, mulching, and construction entrance. I TIR Page 7 of 9 . AE 2015-42 TIR Page 8 of 9 AE 2015-42 r Mwid �r� Q� Lv19di5Et l09i6vB iMR® IM.I m11iyrt AN v&YPM JRAL991Mi 9 kbt9 (>yp-y{� rk mumEm Mi WJ iffmo (Qp) YVJ � H 1 U 3 d n 9 N 3 F 3 1 5 N V 19 WM, 3M LM a� 1 r o t 1-10 x N I 1 Ni I Y p r B ' �• e a F- ; I WCC LJ x 3 N ` I s 8 ♦S� g ei R k@ W 1 9It' J Y tggg p Y Q j .3 v�o di lM1M3 Qg C Y e` g i @�a�pp 6 W NUI..z a7 Win 3qy�y�iaa n ppA�� Y Oil (}j } U =M i pp 2 • J y4 ct: 10 Q �g�iwF W = df N F Z Y YC�► RH Z � Z )� W O K � l 1 111VVV = La y _ 5 6—S OV TIR Page 9 of 9 AE 2015-42 SITE PLAN PROVIDED BY NW QUALITY CONSTRUCTION 1 TOTAL CUT= SURVEY PROVIDED BY CRONES LAND SURVEYORS �I VAN LUU 50 CY RESIDENCE \ TOTAL FILL=O CY LEGEND: I5303 S 144TH STREET, TUKWILA,) W 0 FOUND MONUMENT, AS SHOWN S. 144TH STREET / 0 FOUND 5/8" REB4R, W/f�� AS SHOWN O SET 5/8" REBAR & CAP, LS 29537 % S. 144TH STREET I • SET NAIL & DISK, LS 295J7 4i R/W RIGHT OF WAY $ CONSTRUCTION ENTRANCE.— ZCHA/NUNK 3g3 rro r e FENCELINE E/P EDGE OF PAVEMENT \ . • . Y.y . \ i� �•.td �'. ..� ..� .. :.'I :...."�.. ':... : V � '�w SITE q ® CArCH 84SIN \t: POWER POLE W/LIGM �1 0 m 22LF 6� -0- POWER POLE QD„ :JI ` YAR DRAI VICINITY MAP NTS m POWER ✓UNCTION BOX I E� 0 166 WNTURN 0 POWER METER NORTH 0 POWER TRANSFORMER g 10'X 'X2' GRA rr © POWER VAULT SCALE 1 = I 20.. f`3'it i?1:1 05 SANITARY SEWER M4NHOLE - r�- OT TELEPHONE MANHOLE ., I 1 ? 6 /I ` � \ '• p 1 6' fs#w IAbasC d TRAFFIC SIGN � w � j -'- •� i 8" niin c fi pw �Sd� 83 WATER METER -. -° -• -• - GAS LINE ( / aT- T c ,T+: tea... ......' EYE * [` 9A":!�'7$� r 234�: —s—�— OVERHEAD ELECTRIC LINE - �• a C 4 1 r LOT INFO, BUILDING COVERAGE 2,478 SF r w� i ��py5 0� , 24-pt1U, -- sf PAVEMENT COVERAGE 1,136SF / 1 TOTAL COVERAGE = 3,614SF (38.4%) TRENCH X—SECTION NTSIn TIGHTLINED 4" PVC DOWNSPOUT DRAIN a \ 0 N � YARD DRAIN .I \ TIGHTLINED 4" PVC TO FOOTING DRAIN PERFORATEDo \��rsa. - Cb 0 v/6" /6 MIL VAPOR BAR�R �i" -I WASHED GRAVEL r4" PVC PERFORATED FOOTING DRAIN TO CB 71� CRAWL SPACE DRAINAGE DETAIL — NTS NOTE: CALL BEFORE YOU DIG AT 1-800-424-5555 TO AVOID CUTTING UNDE GROUND @ UTILITY LINES. EXISTING UTILITY LOCATIONS SHOW ON THIS PLAN ARE APPROXIMATE. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATIONS BEFORE STARTING WORK. THE PLANS MAY NOT INDICATE UPT TO DATE UTILITY LOCATIONS. A ® 2% IM 168 LBOW L• TREN ■!K iRp i r I ^„o 1 n N000� „ I m3N,o z�lW V 0 I aomnw � I � c >Z� �W�n F w `V/'�'''(zz � n Qz w REAWED FOR ,CODECOMPLIANCE APPROVED FEB 2 5 2016 City OfTu a BUILDING DIVISION Structural Calculations New House Van Luu 5303 S 144th St. Tukwila, WA 98168 BE Project # 15067 June 4, 2015 2012 International Building Code 10, 18530 MERIDIAN AVE N. SHORELINE, WA 98133 RECEIVn DEC 02 2015 PUBLIC "A, 1 L A,II A NOV 3 0 2015 =ERMti CENTER CORRECTION LTR# 206 9-68 ■ CB3ORTENGINEERINI GO ■ UR G NEER GW R DESIGN CRITERIA Scope: New house in Tukwila Location / Address: 5303 S 144t' St. Tukwila, WA Snow Loading: Pg= 25 Roof snow 25 psf (Per Jurisdiction) Floor live load: 40 psf Lateral force system is modeled with Woodworks V 10.31(2012 IBC) Seismic: Lateral Force Resisting System: Light framed sheathed bearing walls. System includes gypsum walls which are released from the lateral system Lat/Lon: 47.47379,-122.26811 Seismic: Sds =Per USGS, 0.985g, R = 6.5 Rho =1.0 Wind: ASCE 7-10 110 mph, Exposure B.: ASD Load combinations of 1605.3 all include allowable stress design factor for wind of 0.6 Minimum wind pressure is 16 psf strength level, 10 psf ASD ,*r CS 5.21 Property Address �.�`7 379 z- Lnv J "0 D klay leS -41 Sheet No. of Initials Project # Jojy - l�3t�vvlr. ��f S -7 c - 5-1A/laytfv 77 W t/ vv — S 114f / 449t 16 1r7 7/0 go O P -s S r 0 y-tfl-I�tyr.+: 1.0 e j5 -- /4:96,P !s Rs/z� N-7 Y Property I Sheet No. of Address V G LC t tJcJ — w41 el Initials Project # PHI IC rl- HZ ltxlo pp f� 14 IZ- 2 Cto D I-v,� d is pz1v 3, ph�A. f"OfAJ (z- -� 103, 5 0-0 D 01 �6 s -s Z Dc CS 5.21 1 s 1 Property Sheet No. of Address Initials Project # Pan/ 7 N b/ r � w �i ( 01 Pu `ter AV 6 t r-;�> fi Lt 0 ter— j+ "? 0 Ole— );% CS 5.21 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 900.0 psi E: Modulus ofElasticity Load Combination ASCE 7-10 Fb - Compr 900.0 psi Ebend- xx 1,600.Oksi Fc - Prll 1, 350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.Opsi Ft 575.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling 0 o.ls s 0.2 4X1 o Span = 6.0 ft Applied Loads Service loads enterer!. Load Factors wili be applied for csicus`uticru. Uniform Load: D = 0.0150, S = 0.0250 ksf, Tributary Width = 8.0 ft, (Roofloading) DESIGN SUMMARY _ Maximum Bending Stress Ratio = _ 1 Maximum Shear Stress Ratio Section used for this span 4x10 Section used for this span 4x10 fb : Actual = 346.21 psi fv : Actual = 33.12 psi FB : Allowable = 1,242.00psi Fv : Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.016 in Ratio = Max Upward Transient Deflection 0.000 in Ratio = <360 Max Downward Total Deflection 0.025 in Ratio = -, Max Upward Total Deflection 0.000 in Ratio = <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i C r C m C t C L M fb Pb V fv Pv +D+H 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.134 0.077 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.54 129.83 972.00 0.27 12.42 162.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.120 0.069 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.54 129.83 1080.00 027 12.42 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.096 0.055 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.54 129.83 1350.00 0.27 12.42 225.00 +D+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.279 0.160 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.44 346.21 1242.00 0.71 33.12 207.00 +D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.096 0.055 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.54 129.83 1350.00 0.27 12.42 225.00 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 It 1 0.235 0.135 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.22 292.12 1242.00 0.60 27.94 207.00 Length = 6.0 ft 1 0.075 0.043 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.54 129.83 1728.00 0.27 12.42 288.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.075 0.043 1.60 1,200 1.00 1.00 1.00 1.00 1.00 0.54 129.83 1728.00 0.27 12.42 288.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 It 1 0.075 0.043 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.54 129.83 1728.00 0.27 12.42 288.00 +D+0.750L+0.750S+0,450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.169 0.097 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.22 292.12 1728.00 0.60 27.94 288.00 +0+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.169 0.097 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.22 292.12 1728.00 0.60 27.94 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.045 0.026 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.32 77.90 1728.00 0.16 7.45 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.045 0.026 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.32 77.90 1728.00 0.16 7.45 288.00 Overall Maximum Deflections Load Combination Span Max. ° " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 0.0254 3.022 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.960 0.960 Overall MINimum 0,216 0,216 +D+H 0.360 0.360 +D+L+H 0.360 0.360 +D+Lr+H 0.360 0.360 +D+S+H 0.960 0.960 +D+0.750Lr+0.750L+H 0.360 0.360 +D+0.750L+0.750S+H 0.810 0.810 +D+0,60W+H 0.360 0.360 +D+0.70E+H 0.360 0.360 +D+0.750Lr+0,750L+0.450W+H 0.360 0.360 +D+0.750L+0.750S+0.450W+H 0.810 0.810 +D+0.750L+0.750S+0.5250E+H 0.810 0.810 +0.60D+0.60W+0.60H 0.216 0.216 +0.60D+0.70E+0.60H 0.216 0.216 D Only 0.360 0.360 Lr Only L Only S Only 0.600 0.600 W Only E Only H Only CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 900.0 psi E: Modulus ofE/asac# Load Combination ,ASCE 7-10 Fb - Compr 900.0 psi Ebend- xx 1,600.Oksi Fc - Prll 1, 350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.Opsi Ft 575.Opsi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling D 0.3 S 0.5 4x10 Span = 6.0 ft Applied Loads Service loads entered. Load Fac-Ws will be applied for ICU,i tia: Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 20.0 It, (Roofloading) DESIGN SUMMARY Maximum Bending Stress Ratio = : 1 Maximum Shear Stress Ratio Section used for this span 4x10 Section used for this span 4x10 fb : Actual = 865.53psi fv : Actual = 82.79 psi FB : Allowable = 1,242.00psi Fv: Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.000ft Location of maximum on span = 0,000 ft Span #where maximum occurs = Span # 1 Span #where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.040 in Ratio = Max Upward Transient Deflection 0.000 in Ratio = <360 Max Downward Total Deflection 0.064 in Ratio = -, Max Upward Total Deflection 0,000 in Ratio = <180 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V C d C FN C i Cr C m C t C L Moment Values M tb Fb V Shear Values fv Fv +D+H 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.334 0.192 0.90 1.200 1.00 1.00 1.00 1.00 1.00 1.35 324.57 972.00 0.67 31.05 162.00 +D+L+H 1.200 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.301 0.172 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.35 324.57 1080.00 0.67 31.05 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.240 0.138 1.25 1.200 1,00 1.00 1.00 1.00 1.00 1.35 324.57 1350.00 0.67 31.05 225.00 +D+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.697 0.400 1.15 1.200 1.00 1.00 1.00 1.00 1.00 3.60 865.53 1242.00 1.79 82.79 207.00 +D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1 DO 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.240 0.138 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.35 324.57 1350.00 0.67 31.05 225.00 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.588 0.337 1.15 1.200 1.00 1.00 1.00 1.00 1.00 3.04 730.29 1242.00 1.51 69.85 207.00 Load Combination Segment Length Span # Max Stress Ratios M V Cd C FN C i Cr C m C t +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 Length = 6.0 ft 1 0.188 0.108 1.60 1.200 1.00 1.00 1.00 1.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 Length = 6.0 ft 1 0.188 0.108 1.60 1.200 1.00 1.00 1.00 1.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 Length = 6.0 ft 1 0.188 0.108 1.60 1.200 1.00 1.00 12 1.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 Length = 6.0 ft 1 0,423 0,243 1.60 1.200 1,00 1.00 1.00 1.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 Length = 6.0 ft 1 0.423 0.243 1.60 1.200 1.00 1.00 1.00 1.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 Length = 6.0 ft 1 0.113 0.065 1.60 1.200 1.00 1.00 1.00 1.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 Length = 6.0 ft 1 0.113 0.065 1.60 1.200 1.00 1.00 1.00 1.00 Overall Maximum Deflections Moment Values C L M tb Fb 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Shear Values V fv Fv 0.00 0.00 0.00 0.00 1.35 324.57 1728.00 0.67 31.05 288.00 0.00 0.00 0.00 0.00 1.35 324.57 1728.00 0.67 31.05 288.00 0.00 0.00 0.00 0.00 1.35 324.57 1728.00 0.67 31,05 288.00 0.00 0.00 0.00 0.00 3.04 730.29 1728.00 1.51 69.85 288.00 0.00 0.00 0.00 0.00 3.04 730.29 1728.00 1.51 69.85 288.00 0.00 0.00 0.00 0.00 0.81 194.74 1728.00 0.40 18.63 288.00 0.00 0.00 0.00 0.00 0.81 194.74 1728.00 0.40 18.63 288.00 Load Combination Span Max. ° ° Defl Location in Span Load Combination Max. °+° Deft Location in Span +D+S+H 1 0.0635 3.022 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.4DO 2.400 Overall MINimum 0.540 0.540 +D+H 0.900 0.900 +D+L+H 0.900 0.900 +D+Lr+H 0.900 0.900 +D+S+H 2.400 2.400 +D+0.750Lr+0.750L+H 0.900 0.900 +D+0.750L+0.750S+H 2.025 2.025 +D+0.60W+H 0.900 0,900 +D+0.70E+H 0.900 0.900 +D+0.750Lr+0.750L+0.450W+H 0.900 0.900 +D+0.750L+0.750S+0.450W+H 2.025 2.025 +D+0.750L+0.750S+0.5250E+H 2.025 2.025 +0.60D+0.60W+0.60H 0.540 0.540 +0.60D+0.70E+0.60H 0.540 0.540 D Only 0.900 0.900 Lr Only L Only S Only 1,500 1.500 W Only E Only H Only Burt Engineering PLLC Project Title: Van Luu 18530 Meridian Ave N Engineer: Project ID: Shoreline, WA 98133 Project Descr: cb@burtengmeering.con www.burtengineering.com 206-779-6856 v Wood Beam File = e:1CORNEL-11MYD000-11ENERCA-11VANLUU-1.EC6 ENERCALC, INC. 1983-2015, Build:6.15.4.11, Ver:6.14.1.31 Description : RH 5, 6, 7, 9,10,11,12 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 900.0 psi E: Modulus ofE/asdcity Load Combination ASCE 7-10 Fb - Compr 900.0 psi Ebend- xx 1,600.Oksi Fc - PHI 1, 350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.Opsi Ft 575.Opsi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling D 0.'18 S 0.3 WO Span = 6.0 ft Applied Loads Ser ice toads entered. Load Faciors, writ; be appfied 1"r oalcula";it?n=s, Uniform Load: D = 0.0150, S = 0.0250 ksf, Tributary Width =12.0 ft, (Roofloading) DESIGN SUMMARY Maximum Bending Stress Ratio = 1 Maximum Shear Stress Ratio Section used for this span 4x10 Section used for this span 4x10 fb : Actual = 519.32psi fv : Actual = 49.67 psi FB : Allowable = 1,242.00psi Fv: Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.024 in Ratio = _,.,.. Max Upward Transient Deflection 0.000 in Ratio = <360 Max Downward Total Deflection 0.038 in Ratio = _, ._ Max Upward Total Deflection 0.000 in Ratio = <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V Cd CFN +D+H Length = 6.0 ft 1 0.200 0.115 0.90 1.200 +D+L+H 1.200 Length = 6.0 ft 1 0.180 0.103 1.00 1.200 +D+Lr+H 1.200 Length = 6.0 ft 1 0.144 0,083 1.25 1.200 +D+S+H 1.200 Length = 6.0 ft 1 0.418 0.240 1.15 1.200 +D+0.750Lr+0.750L+H 1.200 Length = 6.0 ft 1 0.144 0.083 1.25 1.200 +D+0.750L+0.750S+H 1.200 Length = 6.0 It 1 0.353 0.202 1.15 1.200 C i C r C m C t C L Moment Values M fb Fb V Shear Values fv Fv 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.81 194.74 972.00 0.40 18.63 162.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.81 194.74 1080.00 0.40 18.63 180.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.81 194.74 1350.00 0.40 18.63 225.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 2.16 519.32 1242.00 1.07 49.67 207.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 0.81 194.74 1350.00 0.40 18.63 225.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.82 438.18 1242.00 0.90 41.91 207.00 Load Combination Max Stress Kanos Momem values anear vanes Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.113 0.065 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.81 194.74 1728.00 0.40 18.63 288.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.113 0.065 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.81 194.74 1728.00 0.40 18.63 288.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.113 0.065 1.60 1200 1.00 1.00 1.00 1.00 1.00 0.81 194.74 1728.00 0.40 18.63 288.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.254 0.146 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.82 438.18 1728.00 0.90 41.91 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.254 0.146 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.82 438.18 1728.00 0.90 41.91 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.068 0.039 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.49 116.85 1728.00 0.24 11.18 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.068 0.039 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.49 116.85 1728.00 0.24 11.18 288.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 0.0381 3.022 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.440 1.440 Overall MINlmum 0.324 0.324 +D+H 0.540 0.540 +D+L+H 0.540 0.540 +D+Lr+H 0.540 0.540 +D+S+H 1.440 1.440 +D+0.750Lr+0.750L+H 0.540 0.540 +D+0.750L+0.750S+H 1.215 1.215 +D+0.60W+H 0.540 0.540 +D+0.70E+H 0.540 0.540 +D+0.750Lr+0.750L+0.450W+H 0.540 0.540 +D+0.750L+0.750S+0.450W+H 1.215 1.216 +D+0.750L+0.750S+0.5250E+H 1.215 1.215 +0.60D+0.60W+0.60H 0.324 0.324 +0.60D+0.70E+0.60H 0.324 0.324 D Only 0.540 0.540 Lr Only L Only S Only 0.900 0.900 W Only E Only H Only Burt Engineering PLLC Project Title: Van Luu 18530 Meridian Ave N Engineer: Project ID: Shoreline, WA 98133 Project Descx: cb@burtengit eering.com www.burtangineering.com 206-779-6856 v Wood Beam File=e:1CORNEL-11M OCU-11ENERCA-11VANLUU-1.EC6 ' ENERCALC, INC. 1983-2015, Build:6.15.4.11, Ver:6.14.1.31 Descxiption : R131 CODEREFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 900.0 psi E: Modulus ofE/asUchy Load Combination ASCE 7-10 Fb - Compr 900.0 psi Ebend- xx 1,600.Oksi Fc - Pdl 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir - Larch Fc- Perp 625.0 psi Wood Grade : No.2 Fv 180.Opsi Ft 575.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling D 0.105 S 0.17 400 Span = 12.0 ft Applied Loads Service loads entered. Loyd Factors vAlll to apciiad for ca;ct,"a,ic;r .. Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 7.0 ft, (Roofloading) DESIGN SUMMARY Maximum Bending Stress Ratio = 1 Maximum Shear Stress Ratio Section used for this span 4x10 Section used for this span 4x10 fb : Actual = 1,211.75psi fv : Actual = 68.18 psi FB : Allowable = 1,242.00psi Fv: Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 6.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.222 in Ratio = - Max Upward Transient Deflection 0.000 in Ratio = <360 Max Downward Total Deflection 0.356 in Ratio = Max Upward Total Deflection 0.000 in Ratio = <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv Fv +D+H 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.467 0.158 0.90 1.200 1.00 1.00 1.00 1.00 1.00 1.89 454.40 972.00 0.55 25.57 162.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.421 0.142 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.89 454.40 1080.00 0.55 25.57 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length =12.0 ft 1 0.337 0.114 1.25 1,200 1.00 1.00 1.00 1.00 1.00 1.89 454.40 1350.00 0.55 25.57 225.00 +D+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.976 0.329 1.15 1.200 1.00 1,00 1.00 1.00 1.00 5.04 1,211.75 1242.00 1.47 68.18 207.00 +p+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.337 0.114 1.25 1.200 1.00 1.00 1,00 1.00 1.00 1.89 454.40 1350.00 0.55 25.57 225.00 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.823 0.278 1.15 1.200 1.00 1.00 1.00 1.00 1.00 4.25 1,022.41 1242.00 1.24 57.53 207.00 Burt Engineering PLLC 18530 Meridian Ave N Shoreline, WA 98133 cb@burtengine ng.com www.burtanginee6ng.com 206-779-6856 v Project Title: Van Luu Engineer. Project Descr: Project ID: Wood Beam the=e: UKNtL'-1WITUUW-11tNtKl:A-11VANLUU-1 tUb ' ENERCALC, INC.1983-2015, Build:6.15.4.11, Ver:6.14.1.31 Description: RB1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr Cm C t C L M tb Fb V fv Fv +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.263 0,089 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.89 454.40 1728.00 0.55 25.57 288.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.263 0.089 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.89 454.40 1728.00 0.55 25.57 288.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.263 0.089 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.89 454.40 1728.00 0.55 25.57 288.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.592 0.200 1.60 1.200 1.00 1.00 1.00 1.00 1.00 425 1,022.41 1728.00 1.24 57.53 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.592 0.200 1.60 1.200 1.00 1.00 1.00 1.00 1.00 4.25 1,022.41 1728.00 1.24 57.53 288.00 +0,60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.0 ft 1 0.158 0.053 1,60 1,200 1.00 1.00 1.00 1.00 1.00 1.13 272.64 1728.00 0.33 15.34 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.158 0,053 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.13 272.64 1728.00 0.33 15.34 288.00 Overall Maximum Deflections Load Combination Span Max. "-" Dell Location in Span Load Combination Max. "+° Defl Location in Span +D+S+H 1 0.3558 6.044 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.680 Overall MINimum 0.378 0.378 +D+H 0.630 0.630 +D+L+H 0.630 0.630 +D+Lr+H 0.630 0.630 +D+S+H 1.680 1.680 +D+0.750Lr+0.750L+H 0.630 0.630 +D+0.750L+0.750S+H 1,418 1.418 +D+0.60W+H 0.630 0.630 +D+0.70E+H 0.630 0.630 +D+0.750Lr+0.750L+0.450W+H 0.630 0.630 +D+0.750L+0.750S+0.450W+H 1.418 1.418 +D+0.750L+0.7505+0.5250E+H 1.418 1.418 +0.60D+0.60W+0.60H 0.378 0.378 +0.60D+0.70E+0.60H 0.378 0.378 D Only 0.630 0.630 Lr Only L Only S Only 1.050 1.050 W Only E Only H Only Burt Engineering PLLC Project Tile: Van Luu 18530 Meridian Ave N Engineer: Project ID: Shoreline, WA 98133 Project Descr: cb@burtengi0eering.com www.burtengineedng.com 206-779-6856 v Wood Beam File=e:1CORNEL-11MYOOCU-1{ENERCA-11VANLUU-1.EC6 ENERCALC, INC.1983-2015, Build:6.15.4.11, Ver:6.14.1.31 Description : RB4 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 900.0 psi E: Modulus ofE1asUc4y Load Combination ASCE 7-10 Fb - Compr 900.0 psi Ebend- roc 1,600.Oksi Fc - Prll 1,350.0 psi Eminbend - xx 580.Oksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade :No.2 Fv 180.Opsi Ft 575.Opsi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling D 0.075 S 0.125 4x10 Span = 13.80 ft Applied Loads Service loads entered. Load Factors Mil bc! Fpplied for caiculaticn'- Uniform Load: D = 0.0150, S = 0.0250 ksf, Tributary Width = 5.0 ft, (Roofloading) DESIGNSUMMARY Maximum Bending Stress Ratio = `: 1 Maximum Shear Stress Ratio Section used for this span 4x10 Section used for this span WO fb : Actual = 1,144.67psi fv : Actual = 56.94 psi FB : Allowable = 1,242.00psi Fv : Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 6.900ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.278 in Ratio = Max Upward Transient Deflection 0.000 in Ratio = <360 Max Downward Total Deflection 0.444 in Ratio = Max Upward Total Deflection 0.000 in Ratio = <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M 1b Fb V fv Pv +D+H 0.00 0.00 0.00 0.00 Length =13.80 ft 1 0.442 0.132 0.90 1.200 1.00 1.00 1.00 1.00 1.00 1.79 429.25 972.00 0.46 21.35 162.00 +D+L+H 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.80 ft 1 0.397 0.119 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.79 429.25 1080.00 0.46 21.35 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.80 ft 1 0.318 0.095 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.79 429.25 1350.00 0.46 21.35 225.00 +D+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.80 ft 1 0.922 0.275 1.15 1.200 1.00 1.00 1,00 1.00 1.00 4.76 1,144.67 1242.00 1.23 56.94 207.00 +D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.80 ft 1 0.318 0.095 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.79 429.25 1350.00 0.46 21.35 225.00 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.80 ft 1 0.778 0.232 ' 1.15 1.200 1.00 1.00 1.00 1.00 1.00 4.02 965.81 1242.00 1.04 48.04 207.00 Burt Engineering PLLC 18530 Meridian Ave N Shoreline, WA 98133 d6b-burtengineering.com ww,w burtengineering.com 206-779-6856 v Project Title: Van Luu Engineer. Project ID: Project Descr: Wood Beam File=e:1CORNEL-11MYD000-11ENERCA-11VANLUU-1.EC6 ENERCALC, INC.19a2015, Build:6.15.4.11, Ver:6.14.1.31 Description : RB4 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i C r C m C t C L M tb Fb V fv Fv +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.80 ft 1 0.248 0.074 1.60 1.200 1.00 1.00 1,00 1.00 1.00 1.79 429.25 1728.00 0.46 21.35 288.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.80 It 1 0.248 0.074 1.60 1.200 1.00 1,00 1.00 1.00 1.00 1.79 429.25 1728.00 0.46 21.35 288.00 +D+0.75OLr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.80 ft 1 0.248 0.074 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.79 429.25 1728.00 0.46 21.35 288.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.80 ft 1 0.559 0.167 1.60 1200 1.00 1.00 1.00 1.00 1.00 4.02 965.81 1728.00 1.04 48.04 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.80 ft 1 0,559 0.167 1.60 1.200 1.00 1.00 1.00 1.00 1.00 4.02 965.81 1728.00 1.04 48.04 288.00 460N0.60W460H 1.200 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.80 ft 1 0.149 0.044 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.07 257.55 1728.00 0.28 12.81 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.80 It 1 0.149 0,044 1.60 1.200 1.00 1.00 1.00 1AO 1.00 1.07 257.55 1728.00 0.28 12.81 288.00 Overall Maximum Deflections Load Combination Span Max. ° " Dell Location in Span Load Combination Max. "+" Deft Location in Span +D+S+H 1 0.4445 6.950 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.380 1.380 Overall MINimum 0.311 0.311 +D+H 0.518 0.518 +D+L+H 0.518 0.518 +D+Lr+H 0.518 0.518 +D+S+H 1.380 1.380 +D+0.75OLr+0.750L+H 0.518 0.518 +D+0.750L+0.750S+H 1.164 1.164 +D+0.60W+H 0.518 0.518 +D+0.70E+H 0.518 0.518 +D+0.75OLr+0.750L+0.450W+H 0.518 0.518 +0+0.750L+0.750S+0.450W+H 1.164 1.164 +D+0.750L+0.750S+0.5250E+H 1.164 1.164 +0.60D+0.60W+0.60H 0.311 0.311 +0.60D+0.70E+0.60H 0.311 0.311 D Only 0.518 0.518 Lr Only L Only S Only 0.863 0.863 W Only E Only H Only Burt Engiwering PLLC Project Title: Van Luu 18530 Meridian Ave N Engineer. Project ID: Shoreline, WA 98133 Project Descr: cb@burtengitteering.com www.burtanginee6ng.com 206-779-6856 v Wood Beam File = e:1CORNEL-11MYDOCU-11ENERCA-11VANLUU-1.EC6 '- ENERCALC, INC.1983-2015, Build:6.15.4.11, Ver:6.14.1.31 Description : RB5 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 900.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 900.0 psi Ebend- xx 1,600.Oksi Fc - Pdl 1, 350.0 psi Eminbend - xx 580.Oksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.Opsi Ft 575.0psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling D 0.06 S 0.1 410 Span = 16.0 ft Applied Loads San ive loads entered. Load Factors, %vill be applied for caiculmionf . Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 4.0 ft, (Roofloading) DESIGN SUMMARY Maximum Bending Stress Ratio = : 1 Maximum Shear Stress Ratio = : 1 Section used for this span 4x10 Section used for this span 4x10 fb : Actual = 1,230.98psi tv : Actual = 53.68 psi FB : Allowable = 1,242.00psi Fv: Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 8.000ft Location of maximum on span = 15.241 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.402 in Ratio = Max Upward Transient Deflection 0.000 in Ratio = <360 Max Downward Total Deflection 0.643 in Ratio = Max Upward Total Deflection 0.000 in Ratio = <180 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V C d C FN C i C r C m C t C L Moment Values M tb Pb V Shear Values iv Fv +D+H 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0.475 0.124 0.90 1.200 1.00 1.00 1.00 1.00 1.00 1.92 461.62 972.00 0.43 20.13 162.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0 it 1 0.427 0.112 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.92 461.62 1080.00 0.43 20.13 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 16.0 ft 1 0.342 0.089 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1,92 461.62 1350.00 0.43 2013 225.00 +D+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0.991 0.259 1.15 1.200 1.00 1.00 1.00 1.00 1.00 5.12 1,230.98 1242.00 1.16 53.68 207.00 +D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0.342 0.089 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.92 461.62 1350.00 0.43 20.13 225.00 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 16.0 ft 1 0.836 0.219 1.15 1.200 1.00 1,00 1.00 1.00 1.00 4.32 1,038.64 1242.00 0.98 45.29 207.00 Burt Engineering PLLC 18530 Meridian Ave N Shoreline, WA 98133 cb@burtengineering.com wwW burtengineering.com ,w_77a.ARSA v Project Title: Van Luu Engineer. Project Descr: Project ID: rile = e: %uuKIVCL- I INI T UUI.U- I %tNCKLA- I WANLUU- LM'Q Wood Beam ENERCALC, INC. 1983-2015, Build:6.15.4.11, Ver:6.14.1.31 Description : RB5 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Pb V fv Fv +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0.267 0.070 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.92 461.62 1728.00 0.43 20.13 288.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0,267 0.070 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.92 461.62 1728.00 0.43 20.13 288.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0.267 0.070 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.92 461.62 1728.00 0.43 20.13 288.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0.601 0.157 1.60 1.200 1.00 1.00 1.00 1.00 1.00 4.32 1,038.64 1728.00 0.98 45.29 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0.601 0.157 1.60 1.200 1.00 1.00 1.00 1.00 1.00 4.32 1,038.64 1728.00 0.98 45.29 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0.160 0.042 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.15 276.97 1728.00 0.26 12.08 288.00 +0.60D+0.70E+0.60H 1,200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0,160 0.042 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.15 276.97 1728.00 0.26 12.08 288.00 Overall Maximum Deflections Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 0.6425 8.058 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.280 1.280 Overall MINimum 0.288 0.288 +D+H 0.480 0.480 +D+L+H 0.480 0.480 +D+Lr+H 0.480 0.480 +D+S+H 1.280 1.280 +D+0.750Lr+0.750L+H 0.480 0.480 +D+0.750L+0.750S+H 1.080 1.080 +D+0.60W+H 0.480 0.480 +D+0.70E+H 0.480 0.480 +D+0.750Lr+0.750L+0.450W+H 0.480 0.480 +D+0.750L+0.750S+0.450W+H 1.080 1.080 +D+0.750L+0.750S+0.5250E+H 1,080 1.080 +0.60D+0.60W+0.60H 0.288 0.288 +0.60D+0.70E+0.60H 0.288 0.288 D Only 0.480 0.480 Lr Only L Only S Only 0.800 0.800 W Only E Only H Only Burt EngiReeering PLLC Project Title: Van Luu 18530 Meridian Ave N Engineer: Project ID: Shoreline, WA 98133 Protect Descx: cb@burtengiheedng.com www.burtenginee6ng.com 206-779-6856 v Wood Beam File=e:1CORNEL-11MYDOCU-11ENERCA-1\VANLUU-1.EC6 ENERCALC, INC. 1963-2015, Build:6.15.4.11, Ver.6.14.1.31 Description : analysis girder truss CODEREFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb- Tension 1,500.Opsi E: Modulus ofElasdcity Load Combination ASCE 7-10 Fb - Compr 1, 500.0 psi Ebend- xx 1, 900.0 ksi Fc - PHI 1, 700.0 psi Eminbend - xx 690.Oksi Wood Species : DouglasFir-Larch Fc - Perp 625.0 psi Wood Grade : Selectstructural Fv 180.0 psi Ft 1,000.Opsi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling D 0.09 S 0.15 D 0.3 S 0.5 S.5OX13.0 Span = 29.G tt Applied Loads Service loa.c a ap 3iied for calculat-ion-, Uniform Load: D = 0.0150, S = 0.0250 ksf, Tributary Width = 20.0 ft, (Roofloadilig) Uniform Load: D = 0.0150, S = 0.0250 ksf, Tributary Width = 6.0 ft, (Roofloadin(l) DESIGN SUMMARY Maximum Bending Stress Ratio = : 1 Maxi num Shear Stress Ratio Section used for this span 5.50X13.0 Seuiun used iul i.hits span 5auxis.0 fb : Actual = 7,894.83psi fv : Actual = 283.16 psi FB : Allowable = 1,676.64psi Fv : Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 14.000ft Location of maximum on span = 26.978ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 4.726 in Ratio = <360 Max Upward Transient Deflection 0.000 in Ratio = <360 Max Downward Total Deflection 7.562 in Ratio = <180 Max Upward Total Deflection 0.000 in Ratio = <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Pv +D+H 0.00 0.00 0.00 0.00 Length = 28.0 ft 1 2.256 0.655 0.90 0.972 1.00 1.00 1.00 1.00 1.00 38.22 2,9W.56 1312.15 5.06 106.18 162.00 +D+L+H 0.972 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 28.0 It 1 2.031 0.590 1.00 0.972 1.00 1.00 1.00 1.00 1.00 38.22 2,960.56 1457.95 5.06 106.18 180.00 +D+Lr+H 0.972 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 28.0 ft 1 1,625 0,472 1.25 0.972 1.00 1.00 1.00 1.00 1.00 38.22 2,960.56 1822.43 6.06 106.18 225.00 +D+S+H 0.972 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 28.0 ft 1 4.709 1.368 1.15 0.972 1.00 1.00 1.00 1,00 1.00 101.92 7,894.83 1676,64 13,50 283.16 207.00 +D+0.750Lr+0.750L+H 0.972 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 28.0 It 1 1,625 0.472 1.25 0.972 1.00 1.00 1.00 1.00 1.00 38.22 2,960.56 1822.43 5.06 106.18 225.00 +D+0.750L+0.750S+H 0.972 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Burt Engineering PLLC 18530 Meridian Ave N Shoreline, WA 98133 cb@burtengirleering.com www.burtengineering.com Project Title: Van Luu Engineer: Project ID: Project Descr: Wood Beam File = e:1CORNEL-11MYDOCU-1AENERCA-1NANLUU-LEC6 ENERCALC, INC. 1963-2015, Build:6.15.4.11, Ver.6.14.1.31 Description : analysis girder truss Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M tb F'b V fv Fv Length = 28.0 ft 1 3.973 1.154 1.15 0.972 1.00 1.00 1.00 1.00 1.00 86.00 6,661.26 1676.64 11.39 238.92 207.00 +D+0.60W+H 0.972 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 28.0 ft 1 1.269 0.369 1.60 0.972 1.00 1.00 1.00 1.00 1.00 38.22 2,960.56 2332.71 5.06 106.18 288.00 +D+0.70E+H 0,972 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length = 28.0 ft 1 1.269 0.369 1.60 0.972 1.00 1.00 1.00 1.00 1.00 38.22 2,960.56 2332.71 5.06 106.18 288.00 +D+0.750Lr+0.750L+0.450W+H 0.972 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 28.0 ft 1 1.269 0.369 1.60 0.972 1.00 1.00 1.00 1.00 1.00 38.22 2,960.56 2332.71 5.06 106.18 288.00 +D+0.750L+0.750S+0.450W+H 0.972 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 28.0 ft 1 2.856 0.830 1.60 0.972 1.00 1.00 1.00 1.00 1.00 86.00 6,661.26 2332.71 11.39 238.92 288.00 +D+0.750L+0.750S+0.5250E+H 0.972 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 28.0 ft 1 2.856 0.830 1.60 0.972 1.00 1.00 1.00 1.00 1.00 86.00 6,661.26 2332.71 11.39 238.92 288.00 +0.60D+0.60W+0.60H 0.972 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 28.0 ft 1 0.761 0.221 1.60 0.972 1.00 1.00 1.00 1.00 1.00 22.93 1,776.34 2332.71 3.04 63.71 288.00 +0.60D+0.70E+0.60H 0.972 1.00 1.00 1.00 1.00 1 DO 0.00 0.00 0.00 0.00 Length = 28.0 ft 1 0.761 0.221 1.60 0.972 1.00 1.00 1.00 1.00 1.00 22.93 1,776.34 2332.71 3.04 63.71 288.00 Overall Maximum Deflections Load Combination Span Max. ° " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H 1 7.5616 14.102 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall imum Overall MINimum 3.276 3,276 +D+H 5.460 5.460 +D+L+H 5.460 5.460 +D+Lr+H 5,460 5.460 +D+S+H 14.560 14,560 +D+0.750Lr+0.750L+H 5.460 5.460 +D+0.750L+0.750S+H 12.285 12.285 +D+0.60W+H 5.460 5.460 +D+0.70E+H 5A60 5.460 +D+0.750Lr+0.750L+0.450W+H 5.460 5.460 +D+0.750L+0.750S+0.450W+H 12.285 12.285 +D+0.750L+0.750S+0.5250E+H 12.285 12.285 +0.60D+0.60W+0.60H 3.276 3.276 +0.60D+0.70E+0.60H 3.276 3.276 D Only 5.460 5.460 Lr Only L Only S Only 9.100 9.100 W Only E Only H Only w t� L Secyn Luu 6.1-15 11:10pnJ�reP� 1 of 1 CS cam j.1605 1on8eemE Igm 4,117.1 Mazdah Dalabaw 127 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBCIIRC Live Load: 40 PSF Deflection Criteria: U360 live, U240 total Dead Load: 12 PSF Deck Connection: Glued & Nailed Filename: ioist RFPI 4 12 21 60 2,11 21 60 Bearings and Reactions Input On Gravity Gravity Location Type abteriai Length Required Reaction Uprift 1 Cr 0.000" Wall DFL Pfafs (625psi) 3.5w, 1.750" 730# -- 2 21' 6.OW' Wall DFL Plate i 3.500' 1.7W' 730# — Maximum Load Case Reactions Uod IW among oM loads (m line I0010 to cononr enemaea Live bead 1 511 1p1 ]1 1OW12W 2 WMV11110 1eW121W Design spans 21' 0.7W Product: DBL 11 7/8" RFPI-70 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Lorabion Loading Positive Moment 3845.1t 13290.E 28% 10.76 Total Load D+L Shear 7300 3100A 23% 0' Total Load D+L End Reaction 730A 2944A 24% 0' Total Load D+L TL Deflection 0.33W' 1.0531,, U750 10.75 Total toad D+L LL Deflection 0.2591" 0.7021" Lf975 10.76 Total Load L Control: LL Defiecum DOLs: Uvw-100% SnOuw115% Rooh12896 Wir&160% 1Ul mdud nameaafe tndemancs ortheirmaIlmVa Gams �: �. •-_,,:.. � eawnom 1112016 M Rimeaw ttnnerTew ternM— .e u nnrms ta�uca/cn N11:0Luu !�� 6- 1-15 5pm 1 of I CS BM 4 A0.5 1aldieamftili a 4.13.7.1 MamdebDiodlaBe W7 Member Data Description: Member Type: Joist Application: Floor Tap Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: U360 live, U240 total Dead Load: 12 PSF Deck Connection: Glued & Nailed Filename: Beam3 1760 0, 1760 Bearings and Reactions Input Mn Gravity Gravity Location Type LWOW Length Required Reaction Uplift 1 a 0.000" Wall DFL Plebe (625pai) 3.500" 1.7W' 5M -- 2 17 6.000" Wall DFL Plate i 3.5W' 1.75d' S9?!Ik Maximum Load Case Reactions Uftd eua"Inp po1M loaftWllne loeeaa to carymp mlrtl0eif Live Dead 1 455t<{(341M 137#(104pHj 2 45"10M 1251lown Design spans 1T 0.M1 Product: DBL 11 7/8" RFPI-400 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2523.W 8630.W 2990 8.75' Total Load D+L Shear 592.# 2960.9 19% 0' Total Load D+L End Reaction 5924 2769A 21% G Total Load D+L TL Deflection 0.1971" 0,8531" U999+ 8.75' Total Load D+L LL Defiection 0.1516, 0.56W' U999+ 8.76 Total Load L Col Pot: Mamelt DOL& Uve=100% Snow=115% R00►=126% Wmd=lW% AllpmOwtnahes■ bUill me.nareelrn�eeoveOWrAn '+'tr�•Et+;i� x ''v f`tvwKNq R`f W"A wd al.- m T. rwiww•w.. w.. u Ou_v1e oeeCOvcn Property Sheet No. of Address VA Al Lyy Initials Project # �4A//) Jet avif, : DG= ! � 17 Z t. = q 0 J7S F N'E;knF4,s : Ll: 16 . S' s 0w"r d ' t IV 2 96 a V1 T:117 r 4 c tg S 4 X l on tft cs 5.21 y Property Sheet No. of Address Initials Project # 7, '/Z r I 2 b 5hAN�� -�w�. 14�2 to •✓ 7Z,, 3� .r Z1f q Spfl ti -L/ r/r�)l 4- Ft 10 S P x N Z- t4 1 I pA AV ztr to LIY1 Z- DF N Z CCu,✓!Y2*O4-S Cs 5.21 i Property Sheet No. of Address Initials Project # Fr- vo 161 5" r,?Q cC /Z-O PO T ((OAAaN� ;�- Vic: BSc Z-qZ D y, 62 L 5. qck 01, 10 9 s� Az 5, ?8 r 4,61 L 6, 73.s z ; b 31�x bra. a 5.21 Property Sheet No. of Address Initials Project # C 4 c (C. 2F, ( q — F-r- - s r 7 f CL, Ft Sv f(w f{- t'/ 4XI77-t-& : 5 y4N, C4r- vsF, 6 31gY l 6 Yy 1�c.v-L'4A gS L J vp -7� �� k Z6 •� �� lFr 61C F Zt o-�- CS 5.21 Property Sheet No. of Address Initials Project # 1 "' ` w %1a©9 �C�ZS� �v6� c,C y 3cx� L 2 S1 O jzt G ID CAM 5 it Y ;Fm EN!�EC.k-r, 0,-4y Lf - CS 5.21 1 1 �ew� van luu 6-206-15 cllkwila s:45pinasprrl A Forest PtWucts Ciampom- I of 3 CS Seam !4wICLOLS 4, f // ItmBtatnPi�e 4.13.7.1 Mawrisis Dabbate 15" Member Data Description: Standard Load: Snow Load: 30 PLF Dead Load: 15 PLF Member Type: Beam Application: Roof Top Lateral Bracing: Continuous Slope: 0.00 / 12 Bottom Lateral Bracing: Continuous Moisture Condition: Dry Building Code: SBC Deflection Criteria: U360 live, U240 total Deck Connection: Nailed Member Weight: 15.6 PLF Other Loads Type TOWS. over Dead (Description) Side Begin End Width Start End Start End CahWry Additional Uniform (PLF) Top li 0XI 14 0.00" 52 20 Uve Additional Uniform (PLF) Top a 0.00' 14' 0.00" 0 90 Snow Additional Uniform (PLF) Tap 0' OW 14' 0.00" 0 80 Live Replacement Uniform (PLF) Tap U 0.0(r 14' 0.0(r 90 45 Snow Span carried: e' 0.00r skrae ...y+K 14 0 0 I 1400 Product Data (per ply) D B Sx A Fb Fbn Ix Fv E in in in3 in2 psi psi in4 psi psi 11.875 5.250 123.39 62.344 3100 3100 732.62 290 2.Ox10^6 EI K Live Total Fcperp Emin Specific LBS.in2 psi psi Gravity 1465.2x10^6 0.000 L/360 L/240 750 1.lx10^6 0.50 rules: Analytical LVL check Load Pattern: Total Load D Cd: 0.90 Cv- 1.0013 Ma - 28725'(1 Va - 10647M Factored Loads Applied: Distributed Loads: 0.0000' - 13.5625' 250.60 plf Point Loads: Point Loads Over Bearings: Reactions: 00000: 169938 0 13:56251699:30 0 Span(ft) Lift) Cv MaC W 0.00 - 23.56 13 1.0013 28725 Segment(ft) Lu(in) Le(in) C1 Maf'X)' 0.00 - 13.56 0 0 1.0000 28725 Load Pattern: Total Load D+L Cd: 1.00 Defl: L / 240 ® An luooutt nanm, IRS UIRI& enksarINmMOP&Cuw o.mw n jea]fCeA C.Py(#4R72015bySIq.8Uow.Con,mft.ALLRIGHTS►ESMED. van luu J r% - IL- - FIVAUPW tukwila A rum -lit Pibducts Compam SS Beam 4.16:0.5 SBeaol$Igine 4.13.7.1 Cv- 1.0013 Ma = 319171# Va = 120530 For total load deflection Factored Loads Applied; Distributed Loads: 0.0000' - 13.5625' 302.60 plf Point Loads: Point Loads Over Bearings: Reactions: 010000, 2052.01 # 13.5625' 2052.01 # Span(ft) L(ft) Cv Ma('#)' 0.00 - 13.56 13 1.0013 31917 Segment(f.) Lu(in) Le(in) Cl Ma('#)' 0.00 - 13.56 0 0 1.0000 31917 Deflection @ 6.78121: 0.1572" Load Pattern: Total Load D+8 Cd: 1.15 Defl: L / 240 Cv- 1.0013 Ma --28832'#' Va - 13861# For total load deflection Factored Loads Applied: Distributed Loads: 0.0000' - 13.5625' 340.60 plf Point Loads: Point Loads Over Bearings: Reactions: 0.0000, 2309.69 0 13.5625' 2309.69 M Span(ft) L(ft) Cv Ma('#)' 0.00 - 13.56 13 1.0013 -28832 Segment(ft) Lu(in) Le(in) Cl Ma('01, 0.00 - 13.56 0 0 1.0000 -28832 Deflection @ 6.78121: 0,1770" Load Pattern: Total Load D+0.75(L+S) Cd: 1.15 Defl: L / 240 Cv- 1.0013 Ma --28832'# Va = 13861# For total load deflection Factored Loads Applied: Distributed Loads: 0.0000' - 13.5625' 357.10 plf Point Loads: Point Loads Over Bearings: Reactions: 0.0000, 2421.58 0 13.5625' 2421.58 k Span(ft) L(ft) Cv Ma('#)' 0.00 - 13.56 13 1.0013 -28832 Segment(ft) Lu(in) Le(in) Cl Ma('#)' 0.00 - 13.56 0 0 1.0000 -28832 Deflection @ 6.78121: 0.1855" Load Pattern: Total Load L Defl: L / 360 Cv= 1.0013 Ma - 010 Va - 0# For live load deflection Factored Loads Applied: Distributed Loads: 0.0000' - 13.5625' 52.00 plf Point Loads: Deflection @ 6.76121: 3.02701 Load Pattern: Total Load 8 Defl: L / 360 NI QIppIJtt lwrlwiietape/a0lkf dpiairlepearp prows F�1fa]z ~ I CgpyripM (ty 2075 W 81mpO118aa1o•Tro Callparn Iw:. ALL R1GMn3 RE6F.RVGn fr20-15 5:45pm 2of3 luu r}Zags 099�!"van tukwila 5:45pm 3 Of 3 CS Beam 4.16.0:5 AmBewnbWw4,13.7.1 Ma1filhDembaw 1527 Cv� 1.D013 Ma = 0" va - 04 For live load deflection Factored Loads Applied: Distributed Loads: 0.0000' - 13.5625' 90.00 plf Point Loads: Deflection @ 6.7812': 0.0468- Load Pattern: Total Load 0.75(L+S) Defl: L / 360 Cv= 1.0013 Ma - 0'M Va ON For live load deflection Factored Loads Applied: Distributed Loads: 0.0000' - 13.5625' 106.50 plf Point Loads: Deflection @ 6.7812': 0.0553" Bearings and Reactions Input Nin Gravity Gravity Location Type material Length Required Reaction Uplift 1 a 0.000" Wall DFL Plate (625psi) 3.500 1.5W' 2422# — 2 14' 0.00t7' wall DFL Plate i 3.6W' 1.500" 2422# — Maximum Load Case Reactions Uaa rorrWylag Pint loan wrline Ioaaa 90 calying meffmm Lin Snow Dead 1 353# ale# ism 2 353# Sias low Design spans 13 6.75a" Product: 2.0 Rigidl-am LVL 5-1/4 x 11-7/8 1 ply PASSES DESIGN CHECKS Nsnknum I.W bearing required at bearing # 1 Minimum Lila'' bearing required at bearing # 2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 8211.'# 36705.W 22% T Total Load D+0.75(L+S) Positive Unbrcd WA Negative Moment N/A Negative Unbrcd WA Shear 20881 138611 14% 0.23' Total Load D+0.75(L+S) Max. Reaction 2422.# 114844 21% 0' Total Load D+0.75(L+S) Rafter MIS Int WA TL Deflection 0.1855" 0.6781" L/877 T Total Load 0+0.76(L+S) LL Deflection 0.0553" 0.4521" L/999+ T Total Load 0.75(L+S) TL Deft., Lt WA LL Defl., Lt. WA TL Dd., RL N/A LL Defl., R1L WA Bare Deffection WA Control: TL Deflection DOLs: live--100% Srrow=115% Root-125% Wirid--M 6 ® Nl proO+etrwrosareaaeanrira ortlMirllapecevs owrlals t "(' ?i' " i �PrIIGIK (GI20�S by simper strano-Tu canoam tile. ui Rlerrts r�e�e � van luu 6-20-15 ,jFkMxfttulkw57pmila S:57pm :S7pm A Fomu P&durtc Company l of 3 csBum al6.os I®Beeo>e 4.13.7. i HaftfiahDatbae 15V Member Data Description: Member Type: Beam Application: Roof 2B5B Top Lateral Bracing: Continuous Slope: 0.00 112 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: SBC Snow Load: 25 PLF Deflection Criteria: U360 live, U240 total Dead Load: 15 PLF Deck Connection: Nailed Member Weight: 15.6 PLF Filename: 2b5. KYB Other Loads Type (Da wAption) Additional Uniform (PLF) Addtional Uniform (PLF) Replacement Uniform (PLF) Trib. Other Dead Side Begin End Width Start End Start End Category TOP V 0.00" 14' 0.00' 30D 210 Live Top 0' 0.00" 14' OW 50 0 Snow TOP Cr 0.00" 17 0.00" 94 56 Snow ® 12 0 0 0 1200 Product Data (per ply) D B Sx A Fb Fbn Ix Fv E in in 4n3 in2 psi psi in4 psi psi 11.875 5.250 123.39 62.344 3100 3100 732.62 290 2.Ox10^6 EI K Live Total Fcperp Emin Specific LBS.in2 psi psi Gravity 1465.2x10^6 0.000 L/360 L/240 750 1.1x10^6 0.50 rules: Analytical LVL check Load Pattern: Total Load D Cd: 0.90 cvm 1.0013 Ma 28725'4 Va - 10847# Factored Loads nppiied: Distributed Loads: 0.00001 - 11.5625' 281.95 plf Point Loads: Point Loads Cver Hearings: Reactions: 0.0000: 1629.45 # .1.56251629.45 # Span(ft) ;ftS CV Ma('ii)` 0.00 - 11.56 11 1.0013 26725 Segment(ft) Lutin) Le(in) C1 Ma('#,' 0.00 - 11.56 0 1.0000 26725 Load Pattern: Total Load D+L Cd: 1.00 Defl: L / 240 All P=Ua n.mes M V& wwsna of Moir awmm CepytleM (0) 2a1S bV SiMOl fl 5LondlSe Cawewry Ina.ALL RR;WM RFCLRVM van luu tukwila �%+rst P,bdurta corepan CS Beam 4.16.05 kmBeadt -' _ U3.7.1 Cv- 1.0013 Va - 3:917•# Va = 120530 For total load ceflection Factored Loads Rpplied: Distributed goads: 0.0000' - 11.5625' 561.85 plf Point Loads: Point Loads Over Bearings: Reactions: 0.0000, 3363.92 # 11.5625' 3363.92 Span(ft) L(ft) Cv Ma('#)' 0.00 - 11.56 11 1.0013 31917 Segmentfft) Lu(inl Le(in) cl 0.00 - 11.56 O 1.0000 31917 Deflection @ 5.7812': 0.1597" Load pattern: Total Load D+S Cd: 1.15 Defl: L / 240 MfCv- 1.0013 Na =-28832'# Va - 13861# I For total load deflection Factored Loads Apglied: '., Distributed :.oad8: 0.0000' - 11.5625, 425.60 plf Point Loads: Point Loads Over Bearings: AQaCtions: 0.0000, 2460.50 # 11.5625, 2460.50 # Span(ft) L(ft) Cv Ma('#)' 0.00 - 11.56 11 1.0013 -28632 Segment(ft) Lu(in) Le(in) Cl Ma('#)' 0.00 - 11.56 0 0 1.0000 -28832 Deflection @ 5.7812- 3.1168" Load Pattern: Total Load D+0.75(L+S) Cd: 1.15 Defl: L / 240 Cv- 1.OG13 Ma--2883.'# Va - 13861# For total loac deflection Factored Loads Applied: Distributed Loads: 0.0000' - 11.5625' 614.66 plf Point Loads: Point Loads Over Bearings: Reactions: 0.0000, 3553.52 # 22.5625, 3553.52 # Span(ftl --(ft) Cv Ma('k)' 0.00 - 11.56 11 1.0013 -28832 Segment(ft) Lu(in; Lein; Cl Ma('#)' 0.00 - 11.56 0 0 1.0000 -28832 Deflection @ 5.78121: 0.1687" Load Pattern: Total Load L Defl: L / 360 Cv- 1.0013 Ma - 0'# Va 00 For live load Deflection Factored Loads Applied: Distributed Loads: 0.0000' - 1.1.5625' 300.00 plf Point Loads: Deflection @ 5.78121: 0.0823" Load Pattern: Total Load B Defl: L / 360 au pm 00ftamnaromdemwU9FVWrM*900 eawm% coavRde OM "IS M C{- RK-mw rnwr.r". w A. I mn� aecea.cn 6-20-15 5:57pm 2 of 3 van I 5 tukwi to ila :57pF 5:57pm A Forest i'r+xiucts (umpa>ay 3 of 3 CS Scam't 1605 iM9kMbkn =A13.7.1 !fib Wabaw 1527 Cv- 1.0013 r.a - 0'0 va = 0# For live load deI' ection Factored Lcads Apppl�eci Distributed Loads: 0.0003, - i1.5625' 143.75 plf Point Loads: Deflection @ :..7E121: 0.0395" Load Pattern: Total Load 0.75(L+S) DePl: L / 360 Cv- 1.0013 .4a - 0'# Va - 0# For live load deflection Factored Lcads Applied: Distributed Loads: 0.0000' - ll.E625' 332.81 plf Point Loads: Deflection @-.78121: 0.0913" Bearings and Reactions Input Nin Gravity Gravity Location T Material Wall Length Required Reaction Uplift 9 a 0.000" DFL Plate (625psi) 3.5W' 1.5w, 35540 -- 2 12' 0.OW' Wall DFL Plate i 3.500" 1.50t7' 3554# — Abximwn Load Case Reactions umd waPWylog Para loads Mrane Ica" to carrying membms Live Snow Dead 1 1734# 831# lam 2 1730 831# lem Design spans 11' 6.75T Product: 2.0 RigidLam LVL 5-1/4 x 11-7/8 1 ply PASSES DESIGN CHECKS Minimum I M' bearing required at bearing # 1 Minimum I-W' bearing required at bearing # 2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 9724-W 31917.E 30% 6 Total Load D+L Positive Unbrod WA Negative Moment WA Negative Unbrod WA Shear 2788.# 12053.# 23% 112 Tortal Load D+L Max. Reaction 3554A 11484A 30% 0' Total Load D+0.75(L+S) Rafter MIS Int. WA TL Deflection 0.1687" 0.5781" LW 5 Total Load D+0.75(L+S) LL Deflection 0.0913" 0.3854" U999+ 6 Total Load 0.75(L+S) TL Deli., Lt. WA LL Deft., Lt WA TL Deft., RL WA LL Defl., Rt. WA Bare Deflection WA Cortrd: Max. Reaction DOLE: Uve-10096 Snow=115% Roof=125% Wind=160% An product nemasara,rgdamadcaorttatrm,peettre aw•esers ,4 COAYdbtd (CJ 2015 w Sin,daon 9,mro7le Oemeanv Im-ALL taGtA'S nceaadcn Description : 2H1 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,400.0 psi E: Modulus ofElaslicily Load Combination ASCE 7-10 Fb - Compr 1,850.0 psi Ebend- xx 1,800.Oksi Fc - Prll 1,650.0 psi Eminbend - xx 930. O ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0 ksi Wood Grade : 24F - V4 Fv 265.0 psi Eminbend - yy 830.0 ksi Ft 1,100.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling D(1) S0.66) D(�.048) L(0.16) 5.125x13.5 Span = 16.0 ft Applied Loads Point Load: D =1.0, S =1.660 k @ 7.50 It, (Roofloading) Uniform Load: D = 0.0120, L = 0.040 ksf, Tributary Width = 4.0 fl DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span 5.125x13.5 fb : Actual = 1,099.85psi FB : Allowable = 2,760.00psi Load Combination +D+0.750L+0.750S+H Location of maximum on span = 7.533ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Service loads entered. Load Factors Mil be acoNed `1O etc afati; Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.129 in Ratio = 0.000 in Ratio = <360 0.307 in Ratio = 0.000 in Ratio = <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C FN +D+H Length =16.0 ft 1 0.196 0.078 0.90 1.000 +D+L+H 1.000 Length =16.0 ft 1 0.341 0.161 1.00 1.000 +D+Lr+H 1.000 Length = 1&0 ft 1 0.141 0.056 1.25 1.000 +D+S+H 1.000 Length =16.0 ft 1 0.338 0.124 1.15 1.000 +D+0.750Lr+0.750L+H 1.000 Length =16.0 ft 1 0.240 0.111 1.25 1.000 +D+0.750L+0.750S+H 1.000 C i Cr C m C t C L Moment Values M fb Fb V Shear Values N Pv 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 5.50 423.98 2160.00 0.86 18.69 238.50 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 10.60 817.28 2400,00 1.96 42.59 265.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 5.50 423.98 3000.00 0.86 18.69 331.25 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 12.09 ' 932.09 2760.00 1.74 3T81 304.75 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 9.33 718.95 3000.00 1.69 36.61 331.25 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Burt Engineering PLLC 18530 Meridian Ave N Shoreline, WA 98133 cb@burtengineering.com www.burtangineering.com 206-779-6856 v Project Title: Van Luu Engineer. Project Descr: Project ID: Wood Beam rie=e:1WKNtL-1WTUUW- I ZNr-KLN" I WANLUu-i.tIA ENERCALC, INC. 1983-2015, Build:6.15.4.11, Ver:6.14.1.31 Description : 21-11 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C in C t C L M fb F'b V fv Pv Length =16.0 ft 1 0.398 0.167 1.15 1.000 1.00 1.00 1.00 1.00 1.00 14.27 1,099.85 2760.00 2.35 50.95 304.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0.110 0.044 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.50 423.98 3840.00 0.86 18.69 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length =16.0 ft 1 0.110 0.044 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.50 423.98 3840.00 0.86 18.69 424.00 +D+0.750L(+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0.187 0.086 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.33 718.95 3840.00 1.69 36.61 424.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0.286 0.120 1.60 1.000 1.00 1.00 1.00 1.00 1.00 14.27 1,099.85 3840.00 2.35 50.95 424.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.286 0.120 1.60 1.000 1.00 1.00 1.00 1.00 1.00 14.27 1,099.85 3840.00 2.35 50.95 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0.066 0.026 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.30 254.39 3840.00 0.52 11.21 424.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0.066 0.026 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.30 254.39 3840.00 0.52 11.21 424.00 Overall Maximum Deflections Load Combination Span Max. ° " Detl Location in Span Load Combination Max. "+" Deft Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.3068 7.942 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.537 2.396 Overall MINimum 0.549 0.512 +D+H 0.915 0.853 +D+L+H 2,195 2.133 +D+Lr+H 0.915 0.853 +D+S+H 1.797 1.631 +D+0.750Lr+0.750L+H 1.875 1.813 +D+0.750L+0.750S+H 2.537 2.396 +D+0.60W+H 0.915 0.853 +D+0.70E+H 0.915 0.853 +D+0.750Lr+0.750L+0.450W+H 1.875 1.813 +D+0.750L+0.750S+0.450W+H 2.537 2.396 +D+0.750L+0.750S+0.5250E+H 2.537 2.396 +0.60D+0.60W+0.60H 0.549 0.512 +0.60D+0.70E+0.60H 0.549 0.512 D Only 0.915 0.853 Lr Only L Only 1.280 1.280 S Only 0.882 0.778 W Only E Only H Only Burt Engineering PLLC 18530 Meridian Ave N Shoreline, WA 98133 cb@burtengilieering.com www.burtangineering.com 206-779-6856 v Project Title: Van Luu Engineer. Project Descr: Project ID: Wood Beam File = e:\CORNEL-11MYDOCU-11ENERCA-11VANLUU-1.EC6 ENERCALC, INC. 19a2015, Build:6.15.4.11, Ver:6.14.1.31 Description: 21-12 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: 20061BC&ASCE7-05 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,400.0 psi E: Modulus of Elasticity Load Combination 20061 BC&ASCE7-05 Fb - Compr 1,850.O psi Ebend- x x 1,800.Oksi Fc - PHI 1,650.0 psi Eminbend - xa 930.Oksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.Oksi Wood Grade : 24F - V4 Fv 265.0 psi Eminbend - yy 830.0 ksi Ft 1,100.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling D(1) S(1.66) 5.125x10.5 Span = 9.0 ft Applied Loads Service loads enteFed. toed Factors will be apr !ied fcf caie =atiar;-,.. Point Load: D =1.0, S =1.660 k @ 2.50 ft, (Roofloading) Uniform Load: D = 0.0120, L = 0.040 ksf, Tributary Width = 4.0 fl DESIGN SUMMARY Maximum Bending Stress Ratio = _ 1 Maximum Shear Stress Ratio Section used for this span 5.125x10.5 Section used for this span 5.125x10.5 fb : Actual = 689.55psi fv : Actual = 62.27 psi FB : Allowable = 2,760.00psi Fv : Allowable = 304.75 psi Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.750S Location of maximum on span = 2.496ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.037 in Ratio = Max Upward Transient Deflection 0.000 In Ratio = <360 Max Downward Total Deflection 0.078 in Ratio = Max Upward Total Deflection 0.000 in Ratio = <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i C r C m C t C L M tb Fb V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.129 0.105 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.19 279.39 2160.00 0.90 25.01 238.50 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.188 0.156 12 1.000 1.00 1.00 1.00 1.00 1.00 3.54 451.28 2400.00 1.48 41.27 265.00 +O+Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.093 0.076 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.19 279.39 3000.00 0.90 25.01 331.25 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.239 0.192 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.19 660.76 2760.00 2.10 58.43 304.75 +D+0.75OLr+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.135 0.112 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.18 405.30 3000.00 1.33 37.21 331.25 +D+0.75011-4150S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Description : 21-12 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M tb F'b V fv FV Length = 9.0 ft 1 0.250 0.204 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.41 689.55 2760.00 2.23 62.27 304.75 +D+W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.073 0.059 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.19 279.39 3840.00 0.90 25.01 424.00 +D+0.70E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.073 0.059 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.19 279.39 3840.00 0.90 25.01 424.00 +D+0.750Lr+0.750L+0.750W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.106 0.088 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.18 405.30 3840.00 1.33 37.21 4200 +D+0.750L+0.750S+0.750W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.180 0.147 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.41 689.55 3840.00 2.23 62.27 424.00 +D+0.750Lr+0.750L+0.5250E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.106 0.088 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.18 405.30 3840.00 1.33 37.21 424.00 +D+0.750L+0.750S+0.5250E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.180 0.147 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.41 689.55 3840.00 2.23 62.27 424.00 +0.60D+W 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.044 0.035 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.32 167.63 3840.00 0.54 15.01 424.00 +0.60D+0.70E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.044 0.035 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.32 167.63 3840.00 0.54 15.01 424.00 Overall Maximum Deflections Load Combination Span Max. V Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S+0.5250E 1 0.0783 4.204 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall imum 2.377 1.380 Overall MINimum 0.563 0.296 D Only 0.938 0.494 +D+L 1.658 1.214 +D+Lr 0.938 0.494 +D+S 2.137 0.955 +D+0.750Lr+0.750L 1.478 1.034 +D+0.750L+0.750S 2.377 1.380 +D+W 0.938 0.494 +D+0.70E 0.938 0.494 +D+0.750Lr+0.750L+0.750W 1.478 1.034 +D+0.750L+0.750S+0.750W 2.377 1.380 +D+0.750Lr+0.750L+0.5250E 1.478 1.034 +D+0.750L+0.750S+0.5250E 2.377 1.380 +0.60D+W 0.563 0.296 +0.60D+0.70E 0.563 0.296 D Only 0.938 0.494 Lr Only L Only 0.720 0.720 S Only 1.199 0.461 W Only E Only H Only Burt Engineering PLLC Project Title: Van Luu 18530 Meridian Ave N Engineer: Project ID: Shoreline, WA 98133 Project Descr: cb@burtengindering.cwm www.burtengineering.com 206-779-6856 v File = e:ICORNEL-11MYDOCU-1IENERCA-11VANLUU-1.EC6 Wood Beam ENERCALC, INC. 1983-2015, Build:6.15.4.11, Ver.6.14.1.31 Description : 2H3 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 900 psi E: Modulus ofElasUchy Load Combination ASCE 7-10 Fb - Compr 900 psi Ebend- xx 1600ksi Fc - PHI 1350 psi Eminbend - xx 580ksi Wood Species : Douglas Fir - Larch Fc - Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 31.2pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling Q 0.12 L 0.4 402 Span = 4.0 ft Applied Loads Seniice loads entered. Load Factors :mill he apptisd for Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width =10.0 ft, (floor) DESIGN SUMMARY Maximum Bending Stress Ratio = : 1 Maximum Shear Stress Ratio Section used for this span 4x12 Section used for this span 4x12 fb : Actual = 169.04psi fv : Actual = 21.11 psi FB : Allowable = 990.00psi Fv: Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.000ft Location of maximum on span = 3.066 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.003 In Ratio = Max Upward Transient Deflection 0.000 in Ratio = <360 Max Downward Total Deflection 0.005 in Ratio = Max Upward Total Deflection 0.000 in Ratio = <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i C r C m C t C L M tb Pb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.044 0.030 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.24 39.01 891.00 0.13 4.87 162.00 +D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.171 0.117 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.04 169.04 990.00 0.55 21.11 180.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.032 0.022 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.24 39.01 1237.50 0.13 4.87 225.00 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.034 0.024 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.24 39.01 1138.50 0.13 4.87 207.00 +D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.110 0.076 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.84 136.53 1237.50 0.45 17.05 225.00 +D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.120 0.082 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.84 136.53 1138.50 0.46 17.05 207.00 Burt Engift@dng PLLC Project Title: Van Luu 18530 Meridian Ave N Engineer: Project ID: Sherebe, WA 98133 Project Descr: cb@burtengineering.com www.burtangineering.com 206-779-6856 v File =e:1CORNEL-11MYDOCU-11ENERCA 11VANLUU-1.EC6 Wood Beam ENERCALC, ING 1983-2015, Build:6.15.4.11, V.er.6.14.1.31 Description : 21-13 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M tb Pb V fV Pv +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.025 0.017 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.24 39.01 1584.00 0.13 4.87 288.00 +D+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.025 0.017 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.24 39.01 1584.00 0.13 4.87 288.00 +D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.086 0.059 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.84 136.53 1584.00 0.45 17.05 288.00 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.086 0.059 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.84 136.53 1584.00 0.45 17.05 288.00 +D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.086 0.059 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.84 136.53 1584.00 0.45 17.05 288.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.015 0.010 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.14 23.41 1584.00 0.08 2.92 288.00 +0.60D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.015 0.010 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.14 23.41 1584.00 0.08 2.92 288.00 Overall Maximum Deflections Load Combination Span Max. " " Detl Location in Span Load Combination Max. "+" Deft Location in Span +D+L+H 1 0.0045 2.015 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.040 1.040 Overall MINimum 0.144 0.144 +D+H 0.240 0.240 +D+L+H 1.040 1.040 +D+Lr+H 0.240 0.240 +D+S+H 0.240 0.240 +D+0.750Lr+0.750L+H 0.840 0.840 +D+0.750L+0.750S+H 0.840 0.840 +D+0.60W+H 0.240 0.240 +D+0.70E+H 0.240 0.240 +D+0.750Lr+0.750L+0.450W+H 0.840 0.840 +D+0.750L+0.750S+0.450W+H 0.840 0.840 +D+0.750L+0.750S+0.5250E+H 0.840 0.840 +0.60D+0.60W+0.60H 0.144 0.144 +0.60D+0.70E+0.60H 0.144 0.144 D Only 0.240 0.240 Lr Only L Only 0.800 0.800 S Only W Only E Only H Only Burt Engineering PLLC 18530 Meridian Ave N Shoreline, WA 98133 cb@burtengineering.com www.burtengineedng.com Project Title: Van Luu Engineer. Project Descr: Project ID: 206-779-6856 v File =e:\CORNEL-lWYDOCU-11ENERCA 11VANLUU-1.E06 Wood Beam ENERCALC, INC.1983.2015, Build:6.15.4.11, Ver.6.14.1.31 Description : 21-15 - 2H11 Controlling case CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb- Tension 900.Opsi E: Modulus ofElas6city Load Combination ASCE 7-10 Fb - Compr Fc - PHI 900.0 psi 1,350.0 psi Ebend- xx 1,600.Oksi Eminbend - xx 580.Oksi Wood Species : Douglas Fir - Larch Fc - Pete Fv 625.0 psi 180.0 psi Wood Grade : No.2 Ft 575.Opsi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling 0(0.10 L 0.36 W2 span=8.0ft Applied Loads Service loads entered. Load Fact tors will Ira aDplied for Cr IG [ e'iGsl . Uniform Load: D = 0.0120, L = 0.040 ksf, Tributary Width = 9.0 ft, (floor) DESIGN SUMMARY Maximum Bending Stress Ratio = `c 1 Maximum Shear Stress Ratio = 1 Section used for this span 4x12 Section used for this span 4x12 fb : Actual = 608.55psi fv : Actual = 54.66 psi FB : Allowable = 990.00psi Fv : Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.000ft Location of maximum on span = 7.066 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.050 in Ratio = Max Upward Transient Deflection 0.000 in Ratio = <360 Max Downward Total Deflection 0.065 in Ratio = Max Upward Total Deflection 0.000 in Ratio = <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M tb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.158 0.078 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.86 140.43 891.00 0.33 12.61 162.00 +D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.615 0.304 1.00 1.100 1.00 1.00 1.00 1.00 1.00 3.74 608.55 990.00 1.43 54.66 180.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.113 0.056 1.25 1,100 1.00 1.00 1.00 1.00 1.00 0.86 140.43 1237.50 0.33 12.61 225.00 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.123 0.061 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.86 140.43 1138.50 0.33 12.61 207.00 +D+0,750Lr+0.750L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.397 0.196 1.25 1.100 1.00 1.00 1.00 1.00 1.00 3.02 491.52 1237.50 1.16 44.15 225.00 +D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.432 0.213 1.15 1.100 1.00 1.00 1.00 1.00 1.00 3.02 491.52 1138.50 1.16 44.15 207.00 Burt Engineering PLLC 18530 Meridian Ave N Sherefine, WA 98133 cb@burtengineering.com www.burtengineering.com 206-779-6856 v Project Title: Van Luu Engineer: Project Descr: Project ID: File = e:IUURNtL-71MYUU W-11-N tKL A-11vANLuu-I ZlA Wood Beam ENERCALC INC. 1983-2015, Build 615.4.11, Ver8.14.1.31 Description: 21-15 - 2H11 Controlling case Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M tb F'b V fV Fv +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.089 0.044 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.86 140.43 1584.00 0.33 12.61 288.00 +D+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.089 0.044 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.86 140.43 1584.00 0.33 12.61 288.00 +D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.310 0.153 1.60 1.100 1.00 1.00 1.00 1.00 1.00 3.02 491.52 1584.00 1.16 44.15 288.00 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.310 0.153 1.60 1,100 1.00 1.00 1.00 1.00 1.00 3.02 491.52 1584.00 116 44.15 288.00 +D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.310 0.153 1.60 1.100 1.00 1.00 1.00 1.00 1.00 3.02 491.52 1584.00 1.16 44.15 288.00 +0.60D+0.60W+0.60H 1,100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.053 0.026 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.52 84.26 1584.00 0.20 7.57 288.00 +0.60D+0.70E+0.60H 1,100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.053 0.026 1.60 1,100 1.00 1.00 1.00 1.00 1.00 0.52 84.26 1584.00 0.20 7.57 288.00 Overall Maximum Deflections Load Combination Span Max. "-" Dell Location in Span Load Combination Max. "+" Uetl Location in span +D+L+H 1 0.0653 4.029 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.87 1.872 Overall MINimum 0.259 0.259 +D+H 0.432 0.432 +D+L+H 1.872 1.872 +D+Lr+H 0.432 0.432 +D+S+H 0.432 0.432 +D+0.750Lr+0.750L+H 1.512 1.512 +D+0.750L+0.750S+H 1.512 1.512 +D+0.60W+H 0.432 0.432 +D+0.70E+H 0.432 0.432 +D+0.750Lr+0.750L+0.450W+H 1,512 1.512 +D+0.750L+0.750S+0.450W+H 1.512 1.512 +D+0.750L+0.750S+0.5250E+H 1.512 1.512 +0.60D+0.60W+0.60H 0,259 0.259 +0.60D+0.70E+0.60H 0.259 0.259 D Only 0.432 0.432 Lr Only L Only 1.440 1.440 S Only W Only E Only H Only Burt Engineering PLLC Project Title: Engineer: Van Luu Project ID: 18530 Meridian Ave N Project Descr: Shoreline, WA 98133 cb@burtengineering.com www.burtengineedng.com 206-77MB56 v File=e:\CORNEL-IMOCl1-11ENERCA-11VANLUU 1.EC6 Wood Beam ENERCALC, INC. 1983.2015, Build 6.15.4.11, Ver.6.14.1.31 Description: 21316.75 x 18 option ok CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: 20061BC&ASCE7-05 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,400.0 psi E: Modulus ofE/asdcity Load Combination 20061BC&ASCE7-05 Fb - Compr Fc - PHI 1,850.0 psi 1,650.0 psi Ebend- xx 1,800.Oksi Eminbend - xx 930.Oksi Wood Species : DF/DF Fc - Perp Fv 650.0 psi 265.0 psi Ebend- yy 1,600.0 ksi Eminbend - yy 830.Oksi Wood Grade : 24F - V4 Ft 1,100.0 psi Density 31.20pc f Beam Bracing : Beam is Fully Braced against lateral -torsion buckling D(5.46)I 5(9.1) D(0 154) L(0 44) i 6.75x18 Span =21.0ft Applied Loads Service loads enterad. Load Factors will be ;oohed for cafclimluor:-�. Uniform Load: D = 0.0140, L = 0.040 ksf, Tributary Width =11.0 ft, (upper floor) Point Load : D = 5.460, S = 9.10 k @ 16.0 ft, (girder truss reaction) DESIGNSUMMARY ' Maximum Bending Stress Ratio = 1 Maximum Shear Stress Ratio Section used for this span 6.75x18 Section used for this span 6.75x18 fb : Actual = 2,177.57psi fv : Actual = 169.60 psi FB : Allowable = 2,578.33psi Fv: Allowable = 304.75 psi Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.750S Location of maximum on span = 15.942ft Location of maximum on span = 19.544ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.347 in Ratio = Max Upward Transient Deflection 0.000 in Ratio = <360 Max Downward Total Deflection 0.825 in Ratio = Max Upward Total Deflection 0.000 in Ratio = <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb F'b V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 21.0 ft 1 0.439 0.287 0.90 0.934 1.00 1.00 1.00 1.00 1.00 26.93 886.69 2017.83 5.55 68.55 238.50 +D+L 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 21.0 ft 1 0.702 0.444 1.00 0.934 1.00 1.00 1.00 1.00 1.00 47.82 1,574.20 2242.03 9.53 117.68 265.00 +D+Lr 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 21.0 ft 1 0.316 0.207 1.25 0.934 1.00 1.00 1.00 1.00 1.00 26.93 886.69 2802.54 5.55 68.55 331.25 +D+S 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 21.0 ft 1 0.785 0.506 1.15 0.934 1.00 1.00 1.00 1.00 1.00 61.47 2,023.82 2578.33 12.49 154.15 304.75 +D+0.7501-r+0.7501- 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 21.0 ft 1 0.494 0.318 1.25 0.934 1.00 1.00 1.00 1.00 1.00 42.08 1,385.23 2802.54 8.54 105.40 331.25 +D+0.750L+0.750S 0.934 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Description : 21316.75 x 18 option ok Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i C r C m C t C L M 1b F'b V fv Pv Length = 21.0 ft 1 0.845 0.557 1.15 0.934 1.00 1.00 1.00 1.00 1.00 66.14 2,177.57 2578.33 13.74 169.60 304.75 +D+W 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 21.0 ft 1 0.247 0.162 1.60 0.934 1.00 1.00 1.00 1.00 1.00 26.93 886.69 3587.25 5.55 68.55 424.00 +D+0.70E 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 21.0 ft 1 0.247 0.162 1.60 0.934 1.00 1.00 1.00 1.00 1 DO 26.93 886.69 3587.25 5.55 68.55 424.00 +D+0.750Lr+0.750L+0.75OW 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 21.0 ft 1 0.386 0.249 1.60 0.934 1.00 1.00 1.00 1.00 1.00 42.08 1,385.23 3587.25 8.54 105.40 424.00 +D+0.750L+0.750S+0.750W 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 21.0 ft 1 0.607 0.400 1.60 0.934 1.00 1.00 1.00 1.00 1.00 66.14 2,177.57 3587.25 13.74 169.60 424.00 +D+0.750Lr-0.750L+0.5250E 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 21.0 It 1 0.386 0.249 1.60 0.934 1.00 1.00 1.00 1.00 1.00 42.08 1,385.23 3587.25 8.54 105.40 424.00 +D+0.750L+0.750S+0.5250E 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 21.0 ft 1 0.607 0.400 1.60 0.934 1.00 1.00 1.00 1.00 1.00 66.14 2,177.57 3587.25 13.74 169.60 424.00 460D+W 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 21.0 ft 1 0.148 0.097 1.60 0.934 1.00 1.00 1.00 1.00 1.00 16.16 532.02 3587.25 3.33 41.13 424.00 +0.60D+0.70E 0.934 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 21.0 ft 1 0.148 0.097 1.60 0.934 1.00 1.00 1.00 1.00 1.00 16.16 532.02 3587.25 3.33 41.13 424.00 Overall Maximum Deflections Load Combination Span Max. " " Deft Location in Span Load Combination Max. °+" Dell Location in Span +D+0.750L+0.750S+0.5250E 1 0.8254 11.266 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall imum 14.442 Overall MINimum 1.750 3.466 D Only 2.917 5.777 +D+L 7.537 10.397 +D+Lr 2.917 5.777 +D+S 5.084 12.710 +D+0.750Lr+0.750L 6.382 9.242 +D+0.750L+0.750S 8.007 14.442 +D+W 2.917 5.777 +D+0.70E 2.917 5.777 +D+0.750Lr+0.750L+0.75OW 6.382 9.242 +D+0.750L+0.750S+0.750W 8.007 14.442 +D+0.750Lr+0.750L+0.5250E 6.382 9.242 +D+0.750L+0.750S+0.5250E 8.007 14.442 +0.60D+W 1.750 3.466 +0.60D+0.70E 1.750 3.466 D Only 2.917 5.777 Lr Only L Only 4.620 4.620 S Only 2.167 6.933 W Only E Only H Only Burt Engineering PLLC 18530 Meridian Ave N Shoreline, WA 98133 cb@burtengirieering.com www,burtengineedng.com 206-779-6856 v Project Title: Van Luu Engineer: Project Descr: Project ID: mie = e:1L:UKNtL- I IMTUUL;IJ-] ItNtKL A-1 WANLUU- I.t1,0 Wood Beam ENERCALC, INC. 1983-2015, Build:6.15.4.11, Ver.6.14.1.31 Description : 2B12 span 6.75 x 18 option CODEREFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,400.0 psi E: Modulus ofElasficity Load Combination ASCE 7-10 Fb - Compr 1,850.0 psi Ebend- xx 1,800.Oksi Fc - Prll 1,650.0 psi Eminbend - xx 930.Oksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0 ksi Wood Grade : 24F - V4 Fv 265.0 psi Eminbend - yy 830.0 ksi Ft 1,100.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling S(9.1) 6.7506.5 Span = 21.0 ft D 0.015 S .025 13(0.07L 0.2 6.75x16.5 Span = 12.0 ft Applied Loads &^mice loads entered. Load Factors veil; be applied for caiouiabO- Load for Span Number 1 Uniform Load: D = 0.0140, L = 0.040 ksf, Tributary Width =11.0 ft, (upper floor) Point Load : D = 5A60, S = 9.10 k @ 16.0 ft, (girder truss reaction) Load for Span Number 2 Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 -->> 5.0 ft, Tributary Width =11.0 ft, (roof) Uniform Load: D = 0.0140, L = 0.040 ksf, Extent = 5.0 -->> 12.0 ft, Tributary Width = 5.0 fl Uniform Load : D = 0.0150, S = 0.0250 k/ft, Extent = 0.0 -->> 5.0 ft, Tributary Width=1.0 ft, (roof) DESIGN SUMMARY Maximum Bending Stress Ratio = :,=: 1 Maximum Shear Stress Ratio Section used for this span 6.75x16.5 Section used for this span fb : Actual = 1,770.21 psi fv : Actual FB : Allowable = 2,004.83psi Fv : Allowable Load Combination +D+0.750L+0.750S+H Load Combination Location of maximum on span = 21.000ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.259 in Ratio = Max Upward Transient Deflection -0.061 in Ratio = Max Downward Total Deflection 0.592 in Ratio = Max Upward Total Deflection -0.132 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN +D+H Length = 21.0 ft 1 0.446 0.363 0.90 0.942 Length =12.0 ft 2 0.421 0.363 0.90 0.997 +D+L+H 0.997 Length = 21.0 ft 1 0.764 0.572 1.00 0.942 Length =12.0 ft 2 0.723 0.572 1.00 0.997 C i C r C m C t C L Moment Values M fb Fb V Shear Values fv Pv 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 17.83 698.75 1569.00 6.43 86.57 238.50 1.00 1.00 1.00 1.00 1.00 17.83 698.75 1659.31 2.10 86.57 238.50 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 34.01 1,332.45 1743.33 11.25 151.51 265.00 1.00 1.00 1.00 1.00 1.00 34.01 1,332.45 1843.67 3.86 151,51 265.00 Burt Enginsering PLLC 18530 Meridian Ave N Shoreline, WA 98133 cb@burtengineering.com www:burtengineering.com Project Tile: Van Luu Engineer. Project ID: Project Descr: HIS e:lWKNtL-IIMYUUL:U-11tNtKL:A-IWANLUU-I.tLD - Wood Beam ENERCALC, INC. 1983-2015, Build:6.15.4.11, Ver:6.14.1.31 Description : 2B1 2 span 6.75 x 18 option Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb Fb V fv Fv +D+Lr+H 0.997 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 21.0 ft 1 0.321 0.261 1.25 0.942 1.00 1.00 1.00 1.00 1.00 17.83 698.75 2179.17 6.43 86.57 331.25 Length =12.0 ft 2 0.303 0.261 1.25 0.997 1.00 1.00 1.00 1.00 1.00 17.83 698.75 2304.59 2.10 86.57 331.25 +D+S+H 0.997 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 21.0 ft 1 0.745 0.633 1.15 0.942 1.00 1.00 1.00 1.00 1.00 38.12 1,493.66 2004.93 14.33 192.96 304.75 Length =12.0 ft 2 0.704 0.633 1.15 0.997 1.00 1.00 1.00 1.00 1.00 38.12 1,493.66 2120.23 4.58 192.96 304.75 +D+0.750Lr+0.750L+H 0.997 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length = 21.0 ft 1 0.539 0.408 1.25 0.942 1.00 1.00 1.00 1.00 1.00 29.97 1,174.03 2179.17 10.04 135.28 331.25 Length = 12.0 ft 2 0.509 0.408 1.25 0.997 1.00 1.00 1.00 1.00 1.00 29.97 1,174.03 2304.59 3.42 135.28 331.25 +D+0.750L+0.750S+H 0.997 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 21.0 ft 1 0.883 0.706 1.15 0.942 1.00 1.00 1.00 1.00 1.00 45.18 1,770.21 2004.83 15.97 215.07 304.75 Length = 12.0 ft 2 0.835 0.706 1.15 0.997 1.00 1,00 1.00 1.00 1.00 45.18 1,770.21 2120.23 5.27 215.07 304.75 +D+0.60W+H 0.997 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 21.0 ft 1 0.251 0.204 1.60 0.942 1.00 1.00 1.00 1.00 1.00 17.83 698.75 2789.33 6.43 86.57 424.00 Length =12.0 ft 2 0.237 0.204 1.60 0.997 1.00 1.00 1.00 1.00 1.00 17.83 698.75 2949.88 2.10 86.57 424.00 +D+0.70E+H 0.997 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 21.0 ft 1 0.251 0.204 1.60 0.942 1.00 1.00 1.00 1.00 1.00 17.83 698.75 2789.33 6.43 86.57 424.00 Length =12.0 ft 2 0.237 0.204 1.60 0.997 1.00 1.00 1.00 1.00 1.00 17.83 698.75 2949.88 2.10 86.57 424.00 +D+0.750Lr+0.750L+0.450W+H 0.997 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 21.0 ft 1 0.421 0.319 1.60 0.942 1.00 1.00 1.00 1.00 1.00 29.97 1,174.03 2789.33 10.04 135.28 424.00 Length = 12.0 ft 2 0.398 0.319 1.60 0.997 1.00 1.00 1.00 1.00 1.00 29.97 1,174.03 2949.88 3.42 135.28 424.00 +D+0.750L+0.750S+0.450W+H 0.997 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 21.0 ft 1 0.635 0.507 1.60 0.942 1.00 1.00 1.00 1.00 1.00 45.18 1,770.21 2789.33 15.97 215.07 424.00 Length =12.0 ft 2 0.600 0.507 1.60 0.997 1.00 1.00 1.00 1.00 1.00 45.18 1,770.21 2949.88 5.27 215.07 424.00 +D+0.750L+0.750S+0.5250E+H 0.997 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 21.0 ft 1 0.635 0.507 1.60 0.942 1.00 1.00 1.00 1.00 1.00 45.18 1,770.21 2789-33 15.97 215.07 424.00 Length =12.0 ft 2 0.600 0.507 1.60 0.997 1.00 1.00 1.00 1.00 1.00 45.18 1,770.21 2949.88 5.27 215.07 424.00 +0.60D+0.60W+0.60H 0.997 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 21.0 ft 1 0.150 0.122 1.60 0.942 1.00 1.00 1.00 1.00 1.00 10.70 419.25 2789.33 3.86 51.94 424.00 Length = 12.0 ft 2 0.142 0.122 1.60 0.997 1.00 1.00 1.00 1.00 1.00 10.70 419.25 2949.88 1.26 51.94 424.00 +0.60D+0.70E+0.60H 0.997 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 21.0 ft 1 0.150 0.122 1.60 0.942 1.00 1.00 1.00 1.00 1.00 10,70 419.25 2789.33 3.86 51.94 424.00 Length =12.0 ft 2 0.142 0.122 1.60 0.997 1.00 1.00 1.00 1.00 1.00 10.70 419.25 2949.88 1.26 51.94 424.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.5923 10.559 0.0000 0.000 2 0.0000 10.559 +D+0.750L+0.750S+0.5250E+H -0.1318 4.894 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 5.918 22.411 -2.330 Overall MINimum 1.201 5.381 -0.356 +D+H 2.068 8.968 -0.952 +D+L+H 5.918 16.114 -1.308 +D+Lr+H 2.068 8.968 -0.952 +D+S+H 3.268 19.746 -2.330 +D+0.750Lr+0.750L+H 4.955 14.328 -1.219 +D+0.750L+0.750S+H 5.855 22.411 -2.252 +D+0.60W+H 2.068 8.968 -0.952 +D+0.70E+H 2.068 8.968 -0.952 +D+0.750Lr+0.750L+0.450W+H 4.955 14.328 -1.219 +D+0.750L+0.750S+0.450W+H 5.855 22.411 -2.252 +D+0.750L+0.750S+0.5250E+H 5.855 22.411 -2.252 +0.60D+0.60W+0.60H 1.241 5.381 -0.571 +0.60D+0.70E+0.60H 1.241 5.381 -0.571 D Only 2.068 8.968 -0.952 Lr Only L Only 3.850 7.146 -0.356 S Only 1.201 10178 -1.378 Burt Engineering PLLC 18530 Meridian Ave N Shoreline, WA 98133 cb@burtengineering.com wwwburtengineering.com 206-779-6856 v Wood Beam Description : 2812 span 6.75 x 18 option Vertical Reactions Load Combination E Only H Only Support1 Support Support 3 Project Title: Van Luu Engineer. Project Descr: Support notation : Far left is #1 Project ID: File = e:1CORNEL-11MYDOCU-11ENERCA-1\VANLUU-1.EC6 ENERCALC INC.1983-2015, Budd 6.15.4.11 Ver:6.14.1.31 Values in KIPS Burt Engineering PLLC 18530 Vendian Ave N Shoreline, WA 98133 c6@burtengipeedng.com www.burtengineedng.com 206-779-6856 v Wood Beam Description: 286 CODE REFERENCES Project Title: Van Luu Engineer. Project Descr: Project ID: File = e:1CORNEL-11MYDOCU-1\ENERCA-1\VANLUU-1.EC6 ENERCALC, INC. 1983-2015, Build:6.15.4.11, Ver.6.14.1.31 Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,400.0 psi E: Modulus ofElasacity Load Combination ASCE 7-10 Fb - Compr 1,850.0 psi Ebend- xx 1,800.Oksi Fc - PHI 1,650.0 psi Eminbend - xx 930.Oksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.Oksi Wood Grade : 24F - V4 Fv 265.0 psi Eminbend - yy 830.0 ksi Ft 1,100.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling 0 o.063ss 0z132 5.12500.5 Span = 8.0 ft Applied Loads Service loads enured. Load Factors trill be applied forca; rtatior== Uniform Load: D = 0.0120, L = 0.040 ksf, Tributary Width = 5.330 fl DESIGN SUMMARY Maximum Bending Stress Ratio = : 1 Maximum Shear Stress Ratio Section used for this span 5.125x10.5 Section used for this span 5.125x10.5 fb : Actual = 282.54psi fv : Actual = 24.36 psi FB : Allowable = 2,400.00psi Fv : Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.000ft Location of maximum on span = 7.153 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.022 in Ratio = _._. Max Upward Transient Deflection 0.000 in Ratio = <360 Max Downward Total Deflection 0.029 in Ratio = Max Upward Total Deflection 0.000 in Ratio = <180 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V Cd C FN C i Cr C m C t C L Moment Values M tb Fb V Shear Values fv Pv +D+H 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.030 0.024 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.51 65.20 2160.00 0.20 5.62 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.118 0.092 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.22 282.54 2400.00 0.87 24.36 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.022 0.017 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.51 65.20 3000.00 0.20 5.62 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.024 0.018 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.51 65.20 2760.00 0.20 5.62 304.75 +D+0.75OLr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.076 0.059 1.25 1.000 1.00 1.00 1.00 1,00 1.00 1.79 228.21 3000.00 0.71 19.68 331.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.083 0.065 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.79 228.21 2760.00 0.71 19.68 304.75 Burt Engineering PLLC Project Title: Van Luu 18530 Meridian Ave N Engineer. Project ID: Shoreline, WA 98133 Project Descr: cb@burtenglneenng.com www.burtengineering.com 206-779-6856 v File = e:ICORNEL-11MYDOCU-11ENERCA-11VANLUU 1 EC6 Wood Beam ENERCALC, INC. 1983-2015, Build:6.15.4.11, Ver.6.14.1.31 Description: 2136 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb Fb V fv Fv +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.017 0.013 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.51 65.20 3840.00 0.20 5.62 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 f: 1 0.017 0.013 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.51 65.20 3840.00 0.20 5.62 424.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.059 0.046 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.79 228.21 3840.00 0.71 19.68 424.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.059 0.046 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.79 228.21 3840.00 0.71 19.68 424.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.059 0.046 1.60 1.000 1 DO 1.00 1.00 1.00 1.00 1.79 228.21 3840.00 0.71 19,68 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.010 0.008 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.31 39.12 3840.00 0.12 3.37 424.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.010 0.008 1.60 1.000 1.00 1.00 12 1.00 1.00 0.31 39.12 3840.00 0.12 3.37 424.00 Overall Maximum Deflections Load Combination Span Max. "" Deg Location in Span Load Combination Max. "+" Deg Location in Span +D+L+H 1 0.0289 4.029 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.109 1.109 Overall MINimum 0.154 0.154 +D+H 0.256 0.256 +D+L+H 1.109 1.109 +D+Lr+H 0.256 0.256 +D+S+H 0.256 0.256 +D+0.750Lr+0.750L+H 0.895 0.895 +D+0.750L+0.750S+H 0.895 0.895 +D+0.60W+H 0.256 0.256 +D+0.70E+H 0.256 0.256 +D+0.750Lr+0.750L+0.450W+H 0.895 0.895 +D+0.750L+0.750S+0.450W+H 0.895 0.895 +D+0.750L+0.750S+0.5250E+H 0.895 0.895 +0.60D+0.60W+0.60H 0.154 0.154 +0.60D+0.70E+0.60H 0.154 0.154 D Only 0.256 0.256 Lr Only L Only 0.853 0.853 S Only W Only E Only H Only t - JYL :;IWI% —S� rah � nnj ueA II lo� ilia-1491119-PLI ''eja j wnas.nyc • nnl uOA 4 W o o d W orks8 Shearw alls SOFTWARE FOR WOODDESIGN WoodWorksO Shearwalls 10.31 ww model lateral.wsw Project Information rOMPANY AND PROJECT INFORMATION Company Project Burt Engineer! ng PLLC Van Luu Tukwi I a 18530 Nbri di an Ave N Shoreline WA 98133 DESIGN CFTTING-5 Jun. 20, 201510:24:31 Design Code Wind Standard Seismic Standard IBC 2012/AWC SDPWS 2008 ASCE 7-10 Directional (All heights) ASCE 7-10 Load Combinations Building Code Capacity Modification For Design (ASD) For Deflection (Strength) Wind Seismic 0.70 Seismic 1.00 Seismic 1.00 1.00 0.60 Wind 1.00 Wind Service Conditions and Load Duration Max Shearwall Offset [ft] Duration Temperature Moisture Content Plan Elevation Factor Range Fabrication Service (within story) (between stories) 1.60 T<=100F 19% 10% 0.50 1.00 Maximum Height4o-width Ratio Wood panels Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 3.5 - - - 2.0 1.5 Ignore non -wood -panel shear resistance contribution... Collector forces based on... Wind Seismic Hold-downs Applied loads Never Always Drag struts Applied loads Shearwall Relative Rigidity: All shearwalls have the same rigidity Design Shearwall Force/Length: Same for all walls SITE INFORMATION Wind Seismic ASCE 7-10 Directional (All heights) ASCE 7-10 12.8 Equivalent Lateral Force Procedure Design Wind Speed 110mph Risk Category Category II - All others Exposure Exposure B Structure Type Regular Enclosure Enclosed Building System Bearing Wall Min Wind Loads: Walls 16 psf Design Category D Roofs 8 psf Site Class D Topographic Information [ft] Spectral Response Acceleration Shape Height Length S1:0.550g Ss:1.480g Fundamental Period E-W N-S - - - Site Location: - T Used ApproximateTa 0.181 s 0.1815 0.181s 0.181s Elev: Oft Avg Air density: 0.0765 lb/cu ft Rigid building - Static analysis Maximum T 0.253s 0.253s Case 2 E-W loads N-S loads Response Factor R 6.50 6.50 Eccentricity (°/,) 15 15 Fa: 1.0 0 Fv: 1.5 0 Loaded at 7 5 % I - • WoodWorks® Shearwalls ww model lateral.wsw Jun. 20, 201510:24:31 I Structural Data CTnDV INFnRMATIMI Hold-down Story Floor/Ceiling Wall Length subject to Bolt Elev Iftl Depth in Height Iftl shrinkage UnI length in Ceiling 21.85 0.0 Level 13.10 12.0 8.75 15.6 16.4 Level 3.00 12.0 9.10 15.6 16.4 Foundation 2.00 RI nrtl[ end ROOF INFORMATION Block Roof Panels Dimensions ft Face Type Slope Overhangft Block 2 Story N-S Ridge Location X,Y = 0.00 -48.00 North Hip 18.0 2.00 Extent X,Y = 40.00 48.00 South Hip 18.0 2.00 Ridge X Location, Offset 20.00 0.00 East Side 18.0 2.00 Ride Elevation, Height 28.35 6.50 West Side 18.0 2.00 Block 2 2 Story E-W Ridge Location X,Y 40.00 -48.00 North Side 19.9 2.00 Extent X,Y = 12.00 36.00 South Side 19.9 2.00 Ridge Y Location, Offset -30.00 0.00 East Hip 33.4 1.10 Ride Elevation, Height 28.35 6.50 West Joined 162.0 2.00 Block 3 2 Story E-W Ridge Location X,Y = 52.00 -48.00 North Side 18.0 2.00 Extent X,Y = 8.00 22.00 South Side 18.0 2.00 Ridge Y Location, Offset -37 .00 0.00 East Hip 18.0 2.00 Ride Elevation Height 25.42 3.57 West Joined 146.6 2.00 I ; - WoodWorks@ Shearwalls ww model lateral.wsw Jun. 20, 201510:24:31 I ♦711CN 1 r11111 Yr Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type Df Eg Fd Bk Notes in in Ibs/in in in 1 Ext Structural) 32/16 15/32 - 5 Vert 44500 10d Nail N 4 12 Y 2 Ext Structural) 32/16 15/32 - 3 Horz 35000 10d Nail N 6 12 Y 3 Both Gyp WB 1- I 32/16 1/2 - - Horz 40000 5d Nail N 7 7 Y 1 5 Legend: Grp — Wall Design Group number, used to reference wall in other tables Surf — Exterior or interior surface when applied to exterior wall Ratng — Span rating, see SDPWS Table C4.2.2.2C Thick — Nominal panel thickness GU - Gypsum underlay thickness Ply — Number of plies (or layers) in construction of plywood sheets Or— Orientation of longer dimension of sheathing panels Gvtv— Shear stiffness in Ib/in. of depth from SDPWS Tables C4.2.2A-8 Type — Fastener type from SDPWS Tables 4.3A-D: Nail — common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for GW8, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing, Box - box nail Casing — casing nail, • Roof — roofing nail, • Screw — drywall screw Size - Common, box, and casing nails: refer to SDPWS Table Al (casing sizes = box sizes). Gauges: 11 ga = 0.120" x 1-3/4" (gypsum sheathing, 25/32" fiberboard ), 1-1/2" (lath & plaster, 1/2" fiberboard); 13 ga plasterboard = 0.92" x 1- 1/8". Cooler or gypsum wallboard nail. 5d = .086" x 1-5/8"; 6d = .092" x 1-7/8" Drywall screws: No. 6, 1-1/4" long. 50' gypsum sheathing can also use 6d cooler or GW8 nail Df— Deformed nails ( threaded or spiral), with increased withdrawal capacity Eg — Panel edge fastener spacing Fd — Field spacing interior to panels Bk — Sheathing is nailed to blocking at all panel edges; Y(es) or N(o) Apply Notes — Notes below table legend which apply to sheathing side 8d = .113" x 2-3/8"" 6/8d = 6d base ply, 8d face ply for 2-ply GW8. Notes: 5. This material does not contribute to seismic shear resistance because of the "Ignore non -wood -panel contribution for all walls" design setting. GOARI Mt% RRAVC01AI C Ewa eTAKmAon A!! huw01 1 r.12MIP Wall Species Grade b d Spcg SG E Standard Wall Grp in in in pSiA6 1 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 2 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 3 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 std. wall 4 Legend. Wall Grp — Wall Design Group b — Stud breadth (thickness) d — Stud depth (width) Spcg — Maximum on -centre spacing of studs for design, actual spacing may be less. SG — Specific gravity E — Modulus of elasticity Standard Wall - Standard wall designed as group. Notes: Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs. . . WoodWorks® Shearwalls ww model lateral.wsw Jun. 20, 201510:24:31 c 1.►GAn! MIG ►AIAI 1 Ewa nOCNIiNG niMFIUQinIUQ North -south Type Wall Location Extent [ft] Length FHS [ft] Height Shearlines Group X [fti Start End ft Wind Seismic Ifti Line 1 Level 2 Line 1 Seg 2 0.00 -48.00 0.00 48.00 16.00 16.00 8.75 Wall 1-1 Seg 2 0.00 -48.00 0.00 48.00 16.00 16.00 - Opening 1 - - -47.50 -34.50 13.00 - - 4.00 Opening 2 - - -32.00 -19.00 13.00 - - 4.00 Opening 3 - - -10.00 -4.50 5.50 - - 4.00 Level 1 Line 1 Seg 2 0.00 -48.00 0.00 48.00 37.50 37.50 9.10 Wall 1-1 Seg 2 0.00 -48.00 0.00 48.00 37.50 37.50 - Opening 1 - - -44.00 -38.50 5.50 - - 4.00 Opening 2 - - -33.50 -30.50 3.00 - - 4.00 Opening 3 - - -26.00 -24.00 2.00 - - 4.00 Line 2 Leve12 Line 2 Seg 2 12.00 -48.00 0.00 48.00 10.00 10.00 8.75 Wall 2-1 Seg 2 12.00 -44.00 -34.00 10.00 10.00 10.00 - Line 3 Leve12 Line 3 Seg 3 20.00 -48.00 0.00 48.00 13.00 0.00 8.75 Wall 3-1 Seg 3 20.00 -17.00 -4.00 13.00 13.00 0.00 - Line 4 Leve12 Line 4 Seg 2 22.00 -48.00 0.00 48.00 17.50 17.50 8.75 Wall 4-1 Seg 2 22.00 -43.50 -26.00 17.50 17.50 17.50 - Level 1 Line 4 Seg 2 22.00 -48.00 0.00 48.00 15.50 15.50 9.10 Wall 4-2 Seg 2 22.00 -34.00 -26.50 7.50 7.50 7.50 - Wall 4-1 Seg 2 22.00 -48.00 -40.00 8.00 8.00 8.00 - Line 6 Leve12 Line 5 Seg 2 40.00 -48.00 0.00 48.00 7.00 7.00 8.75 Wall 5-1 Seg 2 40.00 -12.00 0.00 12.00 7.00 7.00 - Opening 1 - - -5.00 -1.00 4.00 - - 4.00 Level 1 Line 5 Seg 2 40.00 -48.00 0.00 48.00 12.00 12.00 9.10 Wall 5-1 Seg 2 40.00 -12.00 0.00 12.00 12.00 12.00 - Line 6 Leve12 Line 6 Seg 2 51.76 -48.00 -12.00 36.00 16.00 16.00 6.75 Wall 6-1 Seg 2 51.50 -39.50 -26.50 13.00 7.50 7.50 - opening 1 - - -36.00 -30.50 5.50 - - 4.00 Wall 6-2 Seg 2 52.00 -26.00 -12.00 14.00 8.50 8.50 - Opening 1 - - -21.00 -15.50 5.50 - - 4.00 Levell Line 6 Seg 2 52.00 -48.00 -12.00 36.00 14.00 14.00 9.10 Wall 6-1 Seg 2 52.00 -26.00 -12.00 14.00 14.00 14.00 - Line 7 Leve12 Line 7 Seg 2 60.00 -48.00 -26.00 22.00 0.00 0.00 8.75 Wall 7-1 Seg 2 60.00 -48.00 -26.00 22.00 0.00 0.00 - Opening 1 - - -48.00 -26.50 21.50 - - 4.00 Level 1 Line 7 Seg 2 60.00 -48.00 -26.00 22.00 22.00 22.00 9.10 Wall 7-1 Seg 2 60.00 -48.00 -26.00 22.00 22.00 22.00 - East -west Type Wall Location Extent [ft] Length FHS [ft] Height Shearlines Group Y [ftl Start End Iftl Wind Seismic IM Line A Leve12 Line A Seg 2 -48.00 0.00 60.00 60.00 0.00 0.00 8.75 Wall A-1 Seg 2 -48.00 0.00 60.00 60.00 0.00 0.00 - Opening 1 - - 0.50 12.00 11.50 - - 4.00 Opening 2 - - 12.50 21.50 9.00 - - 4.00 Opening 3 - - 22.50 31.50 9.00 - - 4.00 Opening 4 - - 32.00 59.00 27.00 - - 4.00 Level 1 Line A Seg 1 -48.00 0.00 60.00 60.00 17.00 17.00 9.10 Wall A-1 Seg 1 -48.00 0.00 40.00 40.00 13.00 13.00 - Opening 1 - - 3.00 9.00 6.00 - - 4.00 Opening 2 - - 12.00 22.00 10.00 - - 4.00 WoodWorks@ Shearwalls ww model lateral.wsw Jun. 20, 201510:24:31 SHEARLINE, WALL and OPENING DIMENSIONS (continued) Opening 3 - - 29.00 39.50 10.50 - - 4.00 Wall A-3 Seg 1 -48.00 52.00 60.00 8.00 0.00 0.00 - opening 1 - 52.00 58.00 6.00 - - 4.00 Wall A-2 Seg 1 -48.00 40.00 52.00 12.00 4.00 4.00 - Opening 1 - - 40.50 45.00 4.50 - - 4.00 Opening 2 - - 49.00 51.50 2.50 - - 4.00 Line B Leve12 Line B Seg 1 -40.00 0.00 60.00 60.00 13.50 13.50 8.75 Wall B-1 Seg 1 -40.00 22.50 48.50 26.00 13.50 13.50 - opening 1 - - 23.00 25.50 2.50 - - 4.00 Opening 2 - - 28.50 33.50 5.00 - - 4.00 Opening 3 - - 40.50 45.00 4.50 - - 4.00 Line C Leve12 Line C Seg 3 -28.50 0.00 60.00 60.00 9.50 0.00 8.75 Wall C-1 Seg 3 -28.50 22.50 32.00 9.50 9.50 0.00 - Line D Leve12 Line D Seg 2 -26.39 0.00 60.00 60.00 0.00 0.00 8.75 Wall D-1 Seg 2 -26.50 22.50 51.00 28.50 0.00 0.00 - opening 1 - - 23.00 50.50 27.50 - - 4.00 Wall D-2 Seg 2 -26.00 52.00 60.00 8.00 0.00 0.00 - opening 1 - - 52.00 59.50 7.50 - - 4.00 Level 1 Line D Seg 2 -26.39 0.00 60.00 60.00 25.50 25.50 9.10 Wall D-1 Seg 2 -26.50 22.50 51.00 28.50 25.50 25.50 - opening 1 - - 26.50 29.50 3.00 - - 4.00 Wall D-2 Seg 2 -26.00 52.00 60.00 8.00 0.00 0.00 - Opening 1 - - 54.50 57.50 3.00 - - 4.00 Line E Leve12 Line E Seg 3 -24.50 0.00 52.00 52.00 16.50 0.00 8.75 Wall E-2 Seg 3 -24.50 41.00 52.00 11.00 11.00 0.00 - Wall E-1 Seg 3 -24.50 32.50 38.00 5.50 5.50 0.00 - Line F Leve12 Line F Seg 3 -17.00 0.00 52.00 52.00 21.50 0.00 8.75 Wall F-1 Seg 3 -17.00 1.00 13.00 12.00 12.00 0.00 - Wall F-2 Seg 3 -17.00 19.50 29.00 9.50 9.50 0.00 - Line G Leve12 Line G Seg 1 -12.00 0.00 52.00 52.00 0.00 0.00 8.75 Wall G-1 Seg 1 -12.00 40.00 52.00 12.00 0.00 0.00 - Opening 1 - - 40.50 50.50 10.00 - - 4.00 Level 1 Line G Seg 2 -12.00 0.00 52.00 52.00 0.00 0.00 9.10 Wall G-1 Seg 2 -12.00 40.00 52.00 12.00 0.00 0.00 - Opening 1 - - 40.50 41.50 1.00 - - 4.00 Opening 2 - - 42.00 45.00 3.00 - - 4.00 Opening 3 - - 45.50 47.50 2.00 - - 4.00 Opening 4 - - 48.00 51.00 3.00 - - 4.00 Line H Leve12 Line H Seg 2 0.00 0.00 40.00 40.00 21.50 21.50 8.75 Wall H-1 Seg 2 0.00 0.00 40.00 40.00 21.50 21.50 - Opening 1 - - 2.00 8.00 6.00 - - 4.00 Opening 2 - - 12.00 18.00 6.00 - - 4.00 Opening 3 - - 35.50 40.00 4.50 - - 4.00 Level 1 Line H Seg 2 0.00 0.00 40.00 40.00 20.00 20.00 9.10 Wall H-1 Seg 2 0.00 0.00 40.00 40.00 20.00 20.00 - opening 1 - - 6.50 10.50 4.00 - - 4.00 Opening 2 - - 20.00 26.00 6.00 - - 4.00 Opening 3 - - 28.00 36.00 8.00 - - 4.00 Legend Type - Seg = segmented, Prf = perforated, NSW = non-shearwall Location - dimension perpendicular to wall FHS - length of full -height sheathing used to resist shear force Wall Group - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall • • .woodworks® Shearwalls ww model lateral.wsw Jun. 20, 201510:24:31 Loads WIND SHEAR LOADS (as entered or generated Level Magnitude Trib Block F Element Load Wnd Surf Prof Location [ft] [lbs,plf,psf] Ht Case Dir Dir Start End Start End 1111 Block 1 W L Roof 1 W->E Wind Line -50.00 -28.00 -0.0 -10.6 Block 1 W L Roof Min W->E Wind Line -50.00 -28.00 0.0 28.6 Block 1 W Wall Min W->E Wind Line -48.00 0.00 35.0 Block 1 W Wall 1 W->E Wind Line -48.00 0.00 48.6 Block 1 W Ctr Roof 1 W->E Wind Line -28.00 -20.00 -10.6 Block 1 W Ctr Roof Min W->E Wind Line -28.00 -20.00 28.6 Block 1 W R Roof Min W->E Wind Line -20.00 2.00 28.6 0.0 Block 1 W R Roof 1 W->E Wind Line -20.00 2.00 -10.6 -0.0 Block 1 E L Roof 1 W->E Lee Line -50.00 -28.00 0.0 60.7 Block 1 E L Roof Min W->E Lee Line -50.00 -28.00 0.0 28.6 Block 1 E Ctr Roof 1 W->E Lee Line -28.00 -20.00 60.7 Block 1 E Ctr Roof Min W->E Lee Line -28.00 -20.00 28.6 Block 1 E R Roof Min W->E Lee Line -20.00 2.00 28.6 0.0 Block 1 E R Roof 1 W->E Lee Line -20.00 2.00 60.7 0.0 Block 1 E Wall Min W->E Lee Line -12.00 0.00 35.0 Block 1 E Wall 1 W->E Lee Line -12.00 0.00 32.6 Block 1 W L Roof Min E->W Lee Line -50.00 -28.00 0.0 28.6 Block 1 W L Roof 1 E->W Lee Line -50.00 -28.00 0.0 60.7 Block 1 W Wall 1 E->W Lee Line -48.00 0.00 32.6 Block 1 W Wall Min E->W Lee Line -48.00 0.00 35.0 Block 1 W Ctr Roof Min E->W Lee Line -28.00 -20.00 28.6 Block 1 W Ctr Roof 1 E->W Lee Line -28.00 -20.00 60.7 Block 1 W R Roof 1 E->W Lee Line -20.00 2.00 60.7 0.0 Block 1 W R Roof Min E->W Lee Line -20.00 2.00 28.6 0.0 Block 1 E L Roof 1 E->W Wind Line -50.00 -28.00 -0.0 -10.6 Block 1 E L Roof Min E->W Wind Line -50.00 -28.00 0.0 28.6 Block 1 E Ctr Roof 1 E->W Wind Line -28.00 -20.00 -10.6 Block 1 E Ctr Roof Min E->W Wind Line -28.00 -20.00 26.6 Block 1 E R Roof 1 E->W Wind Line -20.00 2.00 -10.6 -0.0 Block 1 E R Roof Min E->W Wind Line -20.00 2.00 28.6 0.0 Block 1 E Wall Min E->W Wind Line -12.00 0.00 35.0 Block 1 E Wall 1 E->W Wind Line -12.00 0.00 48.6 Block 1 S L Roof 1 S->N Wind Line -2.00 20.00 -0.0 -8.2 Block 1 S L Roof Min S->N Wind Line -2.00 20.00 0.0 28.6 Block 1 S R Roof Min S->N Wind Line 20.00 42.00 28.6 0.0 Block 1 S R Roof 1 S->N Wind Line 20.00 42.00 -8.2 -0.0 Block 1 N L Roof Min S->N Lee Line -2.00 20.00 0.0 28.6 Block 1 N L Roof 1 S->N Lee Line -2.00 20.00 0.0 59.8 Block 1 N Wall 1 S->N Lee Line 0.00 40.00 30.0 Block 1 N Wall Min S->N Lee Line 0.00 40.00 35.0 Block 1 N R Roof Min S->N Lee Line 20.00 42.00 28.6 0.0 Block 1 N R Roof 1 S->N Lee Line 20.00 42.00 59.8 0.0 Block 1 S L Roof Min N->S Lee Line -2.00 20.00 0.0 28.6 Block 1 S L Roof 1 N->S Lee Line -2.00 20.00 0.0 59.8 Block 1 S R Roof Min N->S Lee Line 20.00 42.00 28.6 0.0 Block 1 S R Roof 1 N->S Lee Line 20.00 42.00 59.8 0.0 Block 1 N L Roof Min N->S Wind Line -2.00 20.00 0.0 28.6 Block 1 N L Roof 1 N->S Wind Line -2.00 20.00 -0.0 -8.2 Block 1 N Wall Min N->S Wind Line 0.00 40.00 35.0 Block 1 N Wall 1 N->S Wind Line 0.00 40.00 48.6 Block 1 N R Roof 1 N->S Wind Line 20.00 42.00 -8.2 -0.0 Block 1 N R Roof Min N->S Wind Line 20.00 42.00 28.6 0.0 Block 2 E L Roof Min W->E Lee Line -50.00 -30.00 0.0 28.9 Block 2 E L Roof 1 W->E Lee Line -50.00 -30.00 0.0 64.6 Block 2 E R Roof 1 W->E Lee Line -30.00 -10.00 64.6 0.0 Block 2 E R Roof Min W->E Lee Line -30.00 -10.00 28.9 0.0 Block 2 E Wall 1 W->E Lee Line -26.00 -12.00 32.6 Block 2 E Wall Min W->E Lee Line -26.00 -12.00 35.0 Block 2 E L Roof 1 E->W Wind Line -50.00 -30.00 0.0 21.5 Block 2 E L Roof Min E->W Wind Line -50.00 -30.00 0.0 28.9 Block 2 E R Roof Min E->W Wind Line -30.00 -10.00 28.9 0.0 Block 2 E R Roof 1 E->W Wind Line -30.00 -10.00 21.5 0.0 Block 2 E Wall 1 E->W Wind Line -26.00 -12.00 48.6 Block 2 E Wall Min E->W Wind Line -26.00 -12.00 35.0 Block 2 S L Roof Min S->N Wind Line 20.00 42.14 0.0 31.6 Block 2 S L Roof 1 S->N Wind Line 20.00 42.14 -0.0 -8.7 Block 2 S Wall Min S->N Wind Line 40.00 52.00 35.0 Block 2 S Wall 1 S->N Wind Line 40.00 52.00 48.6 Block 2 S Ctr Roof 1 S->N Wind I Line 42.14 42.22 -8.7 -4.9 I , • .woodworks® Shearwalls ww model lateral.wsw Jun. 20, 201510:24:31 I WIND SHEAR LOADS (as entered or generated)(continued) Block 2 S Ctr Roof Min S->N Wind Line 42.14 42.22 31.6 17.7 Block 2 S R Roof Min S->N Wind Line 42.22 53.10 17.7 0.0 Block 2 S R Roof 1 S->N Wind Line 42.22 53.10 -4.9 -0.0 Block 2 N L Roof 1 S->N Lee Line 20.00 42.14 0.0 70.5 Block 2 N L Roof Min S->N Lee Line 20.00 42.14 0.0 31.6 Block 2 N Wall Min S->N Lee Line 40.00 52.00 35.0 Block 2 N Wall 1 S->N Lee Line 40.00 52.00 16.3 Block 2 N Ctr Roof Min S->N Lee Line 42.14 42.22 31.6 17.7 Block 2 N Ctr Roof 1 S->N Lee Line 42.14 42.22 70.5 39.4 Block 2 N R Roof 1 S->N Lee Line 42.22 53.10 39.4 0.0 Block 2 N R Roof Min S->N Lee Line 42.22 53.10 17.7 0.0 Block 2 S L Roof 1 N->S Lee Line 20.00 42.14 0.0 70.5 Block 2 S L Roof Min N->S Lee Line 20.00 42.14 0.0 31.6 Block 2 S Wall 1 N->S Lee Line 40.00 52.00 16.3 Block 2 S Wall Min N->S Lee Line 40.00 52.00 35.0 Block 2 S Ctr Roof Min N->S Lee Line 42.14 42.22 31.6 17.7 Block 2 S Ctr Roof 1 N->S Lee Line 42.14 42.22 70.5 39.4 Block 2 S R Roof 1 N->S Lee Line 42.22 53.10 39.4 0.0 Block 2 S R Roof Min N->S Lee Line 42.22 53.10 17.7 0.0 Block 2 N L Roof 1 N->S Wind Line 20.00 42.14 -0.0 -8.7 Block 2 N L Roof Min N->S Wind Line 20.00 42.14 0.0 31.6 Block 2 N Wall 1 N->S Wind Line 40.00 52.00 48.6 Block 2 N Wall Min N->S Wind Line 40.00 52.00 35.0 Block 2 N Ctr Roof 1 N->S Wind Line 42.14 42.22 -8.7 -4.9 Block 2 N Ctr Roof Min N->S Wind Line 42.14 42.22 31.6 17.7 Block 2 N R Roof 1 N->S Wind Line 42.22 53.10 -4.9 -0.0 Block 2 N R Roof Min N->S Wind Line 42.22 53.10 17.7 0.0 Block 3 E L Roof 1 W->E Lee Line -50.00 -37.00 0.0 37.1 Block 3 E L Roof Min W->E Lee Line -50.00 -37.00 0.0 16.9 Block 3 E Wall 1 W->E Lee Line -48.00 -26.00 32.0 Block 3 E Wall Min W->E Lee Line -48.00 -26.00 35.0 Block 3 E R Roof Min W->E Lee Line -37.00 -24.00 16.9 0.0 Block 3 E R Roof 1 W->E Lee Line -37.00 -24.00 37.1 0.0 Block 3 E L Roof 1 E->W Wind Line -50.00 -37.00 -0.0 -11.1 Block 3 E L Roof Min E->W Wind Line -50.00 -37.00 0.0 16.9 Block 3 E Wall Min E->W Wind Line -48.00 -26.00 35.0 Block 3 E Wall 1 E->W Wind Line -48.00 -26.00 48.6 Block 3 E R Roof Min E->W Wind Line -37.00 -24.00 16.9 0.0 Block 3 E R Roof 1 E->W Wind Line -37.00 -24.00 -11.1 -0.0 Block 3 S Wall Min S->N Wind Line 0.00 40.00 35.0 Block 3 S Wall 1 S->N Wind Line 0.00 40.00 48.6 Block 3 S Wall Min S->N Wind Line 40.00 52.00 35.0 Block 3 S Wall 1 S->N Wind Line 40.00 52.00 48.6 Block 3 S L Roof Min S->N Wind Line 46.58 49.00 0.0 3.6 Block 3 S L Roof 1 S->N Wind Line 46.58 49.00 -0.0 -2.4 Block 3 S Ctr Roof 1 S->N Wind Line 49.00 52.99 -2.4 -7.7 Block 3 S Ctr Roof Min S->N Wind Line 49.00 52.99 3.6 11.7 Block 3 S Wall 1 S->N Wind Line 52.00 60.00 48.6 Block 3 S Wall Min S->N Wind Line 52.00 60.00 35.0 Block 3 S R Roof Min S->N Wind Line 52.99 62.00 11.7 0.0 Block 3 S R Roof 1 S->N Wind Line 52.99 62.00 -7.7 -0.0 Block 3 N L Roof 1 S->N Lee Line 46.58 49.00 0.0 7.9 Block 3 N L Roof Min S->N Lee Line 46.58 49.00 0.0 3.6 Block 3 N Ctr Roof 1 S->N Lee Line 49.00 52.99 7.9 25.7 Block 3 N Ctr Roof Min S->N Lee Line 49.00 52.99 3.6 11.7 Block 3 N Wall 1 S->N Lee Line 52.00 60.00 16.8 Block 3 N Wall Min S->N Lee Line 52.00 60.00 35.0 Block 3 N R Roof 1 S->N Lee Line 52.99 62.00 25.7 0.0 Block 3 N R Roof Min S->N Lee Line 52.99 62.00 11.7 0.0 Block 3 S Wall Min N->S Lee Line 0.00 40.00 35.0 Block 3 S Wall 1 N->S Lee Line 0.00 40.00 16.8 Block 3 S Wall Min N->S Lee Line 40.00 52.00 35.0 Block 3 S Wall 1 N->S Lee Line 40.00 52.00 16.8 Block 3 S L Roof 1 N->S Lee Line 46.58 49.00 0.0 7.9 Block 3 S L Roof Min N->S Lee Line 46.58 49.00 0.0 3.6 Block 3 S Ctr Roof Min N->S Lee Line 49.00 52.99 3.6 11.7 Block 3 S Ctr Roof 1 N->S Lee Line 49.00 52.99 7.9 25.7 Block 3 S Wall Min N->S Lee Line 52.00 60.00 35.0 Block 3 S Wall 1 N->S Lee Line 52.00 60.00 16.8 Block 3 S R Roof 1 N->S Lee Line 52.99 62.00 25.7 0.0 Block 3 S R Roof Min N->S Lee Line 52.99 62.00 11.7 0.0 Block 3 N L Roof 1 N->S Wind Line 46.58 49.00 -0.0 -2.4 Block 3 N L Roof Min N->S Wind Line 46.58 49.00 0.0 3.6 Block 3 N Ctr Roof 1 N->S Wind Line 49.00 52.99 -2.4 -7.7 Block 3 N Ctr Roof Min N->S Wind Line 49.00 52.99 3.6 11.7 Block 3 N Wall 1 N->S Wind I Line 52.00 60.00 48.6 I ` - WOOdWOYkS® Shearwalls ww model lateral.wsw Jun. 20, 201510:24:31 Block 3 N Wall Block 3 N R Roof Block 3 N R Roof Min Min 1 N->S N->S N->S Wind Wind Wind Line Line Line 52.00 52.99 52.99 60.00 62.00 62.00 35.0 11.7 0.0 -7.7 -0.0 Level Magnitude Trib Block F Element Load Wnd Surf Prof Location (ft] [lbs,plf,psf] Ht Case Dir Dir Start End Start End Iftl Block 1 W Wall Min W->E Wind Line -48.00 0.00 35.0 Block 1 W Wall Min W->E Wind Line -48.00 0.00 44.4 Block 1 W Wall 1 W->E Wind Line -48.00 0.00 57.1 Block 1 W Wall 1 W->E Wind Line -48.00 0.00 45.6 Block 1 E Wall 1 W->E Lee Line -12.00 0.00 41.3 Block 1 E Wall Min W->E Lee Line -12.00 0.00 35.0 Block 1 E Wall Min W->E Lee Line -12.00 0.00 44.4 Block 1 E Wall 1 W->E Lee Line -12.00 0.00 32.6 Block 1 W Wall 1 E->W Lee Line -48.00 0.00 41.3 Block 1 W Wall Min E->W Lee Line -48.00 0.00 35.0 Block 1 W Wall 1 E->W Lee Line -48.00 0.00 32.6 Block 1 W Wall Min E->W Lee Line -48.00 0.00 44.4 Block 1 E Wall 1 E->W Wind Line -12.00 0.00 57.1 Block 1 E Wall Min E->W Wind Line -12.00 0.00 35.0 Block 1 E Wall 1 E->W Wind Line -12.00 0.00 45.6 Block 1 E Wall Min E->W Wind Line -12.00 0.00 44.4 Block 1 S Wall Min S->N Wind Line 0.00 40.00 44.4 Block 1 S Wall 1 S->N Wind Line 0.00 40.00 57.1 Block 1 N Wall 1 S->N Lee Line 0.00 40.00 30.0 Block 1 N Wall 1 S->N Lee Line 0.00 40.00 38.0 Block 1 N Wall Min S->N Lee Line 0.00 40.00 35.0 Block 1 N Wall Min S->N Lee Line 0.00 40.00 44.4 Block 1 S Wall 1 N->S Lee Line 0.00 40.00 38.0 Block 1 S Wall Min N->S Lee Line 0.00 40.00 44.4 Block 1 N Wall 1 N->S Wind Line 0.00 40.00 45.6 Block 1 N Wall Min N->S Wind Line 0.00 40.00 35.0 Block 1 N Wall Min N->S Wind Line 0.00 40.00 44.4 Block 1 N Wall 1 N->S Wind Line 0.00 40.00 57.1 Block 2 E Wall Min W->E Lee Line -26.00 -12.00 35.0 Block 2 E Wall 1 W->E Lee Line -26.00 -12.00 41.3 Block 2 E Wall Min W->E Lee Line -26.00 -12.00 44.4 Block 2 E Wall 1 W->E Lee Line -26.00 -12.00 32.6 Block 2 E Wall 1 E->W Wind Line -26.00 -12.00 45.6 Block 2 E Wall Min E->W Wind Line -26.00 -12.00 35.0 Block 2 E Wall Min E->W Wind Line -26.00 -12.00 44.4 Block 2 E Wall 1 E->W Wind Line -26.00 -12.00 57.1 Block 2 S Wall 1 S->N Wind Line 40.00 52.00 45.6 Block 2 S Wall 1 S->N Wind Line 40.00 52.00 57.1 Block 2 S Wall Min S->N Wind Line 40.00 52.00 44.4 Block 2 S Wall Min S->N Wind Line 40.00 52.00 35.0 Block 2 N Wall 1 S->N Lee Line 40.00 52.00 20.7 Block 2 N Wall Min S->N Lee Line 40.00 52.00 35.0 Block 2 N Wall Min S->N Lee Line 40.00 52.00 44.4 Block 2 N Wall 1 S->N Lee Line 40.00 52.00 16.3 Block 2 S Wall 1 N->S Lee Line 40.00 52.00 20.7 Block 2 S Wall Min N->S Lee Line 40.00 52.00 35.0 Block 2 S Wall 1 N->S Lee Line 40.00 52.00 16.3 Block 2 S Wall Min N->S Lee Line 40.00 52.00 44.4 Block 2 N Wall Min N->S Wind Line 40.00 52.00 35.0 Block 2 N Wall Min N->S Wind Line 40.00 52.00 44.4 Block 2 N Wall 1 N->S Wind Line 40.00 52.00 45.6 Block 2 N Wall 1 N->S Wind Line 40.00 52.00 57.1 Block 3 E Wall Min W->E Lee Line -48.00 -26.00 35.0 Block 3 E Wall Min W->E Lee Line -48.00 -26.00 44.4 Block 3 E Wall 1 W->E Lee Line -48.00 -26.00 32.0 Block 3 E Wall 1 W->E Lee Line -48.00 -26.00 40.6 Block 3 E Wall Min E->W Wind Line -48.00 -26.00 35.0 Block 3 E Wall 1 E->W Wind Line -48.00 -26.00 45.6 Block 3 E Wall 1 E->W Wind Line -48.00 -26.00 57.1 Block 3 E Wall Min E->W Wind Line -48.00 -26.00 44.4 Block 3 S Wall Min S->N Wind Line 0.00 40.00 35.0 Block 3 S Wall 1 S->N Wind Line 0.00 40.00 45.6 Block 3 S Wall 1 S->N Wind Line 40.00 52.00 45.6 Block 3 S Wall Min S->N Wind I Line 40.00 52.00 35.0 I . . WoodWorks® Shearwalls ww model lateral.wsw Jun. 20, 201510:24:31 I WIND SHEAR LOADS (as entered or generated)(continued) Block 3 S Wall Min S->N Wind Line 52.00 60.00 35.0 Block 3 S Wall 1 S->N Wind Line 52.00 60.00 57.1 Block 3 S Wall 1 S->N Wind Line 52.00 60.00 45.6 Block 3 S Wall Min S->N Wind Line 52.00 60.00 44.4 Block 3 N Wall Min S->N Lee Line 52.00 60.00 44.4 Block 3 N Wall 1 S->N Lee Line 52.00 60.00 16.8 Block 3 N Wall 1 S->N Lee Line 52.00 60.00 21.3 Block 3 N Wall Min S->N Lee Line 52.00 60.00 35.0 Block 3 S Wall 1 N->S Lee Line 0.00 40.00 16.8 Block 3 S Wall Min N->S Lee Line 0.00 40.00 35.0 Block 3 S Wall Min N->S Lee Line 40..00 52.00 35.0 Block 3 S Wall 1 N->S Lee Line 40.00 52.00 16.8 Block 3 S Wall 1 N->S Lee Line 52.00 60.00 16.8 Block 3 S Wall 1 N->S Lee Line 52.00 60.00 21.3 Block 3 S Wall Min N->S Lee Line 52.00 60.00 35.0 Block 3 S Wall Min N->S Lee Line 52.00 60.00 44.4 Block 3 N Wall Min N->S Wind Line 52.00 60.00 35.0 Block 3 N Wall 1 N->S Wind Line 52.00 60.00 57.1 Block 3 N Wall 1 N->S Wind Line 52.00 60.00 45.6 Block 3 N Wall Min N->S Wind Line 52.00 60.00 44.4 Legend: Block - Block used in load generation Accum. = loads from one block combined with another Manual = user -entered loads (so no block) F - Building face (north, south, east or west) Element - Building surface on which loads generated or entered Load Case - One of the following: ASCE 7 All Heights: Case 1 or 2 from Fig 27.4-8 or minimum loads from 27.1.5 ASCE 7 Low-rise: Reference comer and Case A or B from Fig 28.4-1 or minimum loads from 28.4.4 Wind Dir - Direction of wind for loads with positive magnitude, also direction of MWFRS. Surf Dir - Windward or leeward side of the building for loads in given direction Prof - Profile (distribution) Location - Start and end points on building element Magnitude - Start = intensity of uniform and point loads or leftmost intensity of trapezoidal load, End = right intensity of trap load Tiib Ht - Tributary height of area loads only Notes: All loads entered by the user or generated by program are specified (unfactored) Ioads.The program applies a load factor of 0.60 to wind loads before distributing them to the shearlines. 1 ~ o WoodWorksO Shearwalls ww model lateral.wsw Jun. 20, 201510:24:31 WIND C&C LOADS Block Building Face Wind Direction Level Magnitude [psf] Interior End Zone Block 1 West Windward 2 23.6 29.1 Block 1 East Leeward 2 23.6 29.1 Block 1 West Leeward 2 23.6 29.1 Block 1 East Windward 2 23.6 29.1 Block 1 North Leeward 2 23.6 29.1 Block 1 North Windward 2 23.6 29.1 Block 2 East Leeward 2 23.6 29.1 Block 2 East Windward 2 23.6 29.1 Block 2 North Leeward 2 23.6 29.1 Block 2 North Windward 2 23.6 29.1 Block 3 East Leeward 2 23.6 29.1 Block 3 East Windward 2 23.6 29.1 Block 3 South Windward 2 23.6 29.1 Block 3 North Leeward 2 23.6 29.1 Block 3 South Leeward 2 23.6 29.1 Block 3 North Windward 2 23.6 29.1 Block 1 West Windward 1 23.6 29.1 Block 1 East Leeward 1 23.6 29.1 Block 1 West Leeward 1 23.6 29.1 Block 1 East Windward 1 23.6 29.1 Block 1 South Windward 1 23.6 29.1 Block 1 North Leeward 1 23.6 29.1 Block 1 South Leeward 1 23.6 29.1 Block 1 North Windward 1 23.6 29.1 Block 2 East Leeward 1 23.6 29.1 Block 2 East Windward 1 23.6 29.1 Block 2 South Windward 1 23.6 29.1 Block 2 North Leeward 1 23.6 29.1 Block 2 South Leeward 1 23.6 29.1 Block 2 North Windward 1 23.6 29.1 Block 3 East Leeward 1 23.6 29.1 Block 3 East Windward 1 23.6 29.1 Block 3 South Windward 1 23.6 29.1 Block 3 North Leeward 1 23.6 29.1 Block 3 South Leeward 1 23.6 29.1 Block 3 North Windward 1 23.6 29.1 .WoodWorks@ Shearwalls ww model lateral.wsw Jun. 20, 201510:24:31 Qu11 Milo- ReessCs Level 2.. Magnitude Trib Force Building Block Wall Profile Location [ft] (lbs,plf,psf] Width Dir Element Line Start End Start End ft E-W Roof Block 1 1 Line -50.00 2.00 330.0 330.0 E-W Roof Block 1 5 Line -50.00 2.00 330.0 330.0 E-W Roof Block 2 5 Line -50.00 -10.00 90.0 90.0 E-W Roof Block 2 Line -50.00 -10.00 106.4 106.4 E-W Roof Block 3 Line -50.00 -24.00 60.0 60.0 E-W Roof Block 3 7 Line -50.00 -24.00 90.0 90.0 N-S Roof Block 1 A Line -2.00 42.00 390.0 390.0 N-S Roof Block 1 H Line -2.00 42.00 390.0 390.0 N-S Roof Block 2 A Line 40.00 53.10 300.0 300.0 N-S Roof Block 2 G Line 40.00 53.10 300.0 300.0 N-S Roof Block 3 A Line 52.00 62.00 195.0 195.0 N-S Roof Block 3 Line 52.00 62.00 195.0 195.0 Both Wall 1-1 n/a 1 Line -48.00 0.00 43.8 43.8 Both Wall 2-1 n/a 2 Line -44.00 -34.00 26.3 26.3 Both Wall 4-1 n/a 5 Line -12.00 0.00 43.8 43.8 Both Wall 5-1 n/a 6 Line -39.50 -26.50 26.3 26.3 Both Wall 5-2 n/a Line -26.00 -12.00 43.8 43.8 Both Wall 6-1 n/a 7 Line -48.00 -26.00 43.8 43.8 Both Wall A-1 n/a A Line 0.00 60.00 43.8 43.8 Both Wall B-1 n/a B Line 22.50 48.50 26.3 26.3 Both Wall C-1 n/a D Line 22.50 51.00 26.3 26.3 Both Wall C-2 n/a Line 52.00 60.00 43.8 43.8 Both Wall D-1 n/a G Line 40.00 52.00 43.8 43.8 Both Wall E-1 n/a H Line 0.00 40.00 43.8 43.8 Levell Magnitude Trib Force Building Block Wall Profile Location (ft] [lbs,plf,psf] Width Dir Element Line Start End Start End ft E-W Floor Fl n/a 1 Line -48.00 -26.00 360.0 360.0 Both Wall 1-1 n/a 1 Line -48.00 0.00 43.8 43.8 E-W Floor F2 n/a 1 Line -26.00 -12.00 312.0 312.0 E-W Floor F3 n/a 1 Line -12.00 0.00 240.0 240.0 Both Wall 2-1 n/a 2 Line -44.00 -34.00 26.3 26.3 E-W Floor F3 n/a 5 Line -12.00 0.00 240.0 240.0 Both Wall 4-1 n/a 5 Line -12.00 0.00 43.8 43.8 Both Wall 5-1 n/a 6 Line -39.50 -26.50 26.3 26.3 Both Wall 5-2 n/a Line -26.00 -12.00 43.8 43.8 E-W Floor F2 n/a Line -26.00 -12.00 312.0 312.0 Both Wall 6-1 n/a 7 Line -48.00 -26.00 43.8 43.8 E-W Floor F1 n/a 7 Line -48.00 -26.00 360.0 360.0 Both Wall A-1 n/a A Line 0.00 60.00 43.8 43.8 N-S Floor Fl n/a A Line 0.00 40.00 288.0 288.0 N-S Floor F2 n/a A Line 40.00 52.00 216.0 216.0 N-S Floor F3 n/a A Line 52.00 60.00 132.0 132.0 Both Wall B-1 n/a B Line 22.50 48.50 26.3 26.3 Both Wall C-1 n/a D Line 22.50 51.00 26.3 26.3 N-S Floor F3 n/a Line 52.00 60.00 132.0 132.0 Both Wall C-2 n/a Line 52.00 60.00 43.8 43.8 N-S Floor F2 n/a G Line 40.00 52.00 216.0 216.0 Both Wall D-1 n/a G Line 40.00 52.00 43.8 43.8 N-S Floor Fl n/a H Line 0.00 40.00 288.0 288.0 I ' . WoodWorks® Shearwalls ww model lateral.wsw Jun. 20, 201610:24:31 I BUILDING MASSES continued Both Wall E-1 n/a H Line 0.00 40.00 43.8 43.8 Both Wall 1-1 n/a 1 Line -48.00 0.00 45.5 45.5 Both Wall 3-1 n/a 4 Line -48.00 -40.00 27.3 27.3 Both Wall 3-2 n/a 4 Line -34.00 -26.50 27.3 27.3 Both Wall 4-1 n/a 5 Line -12.00 0.00 45.5 45.5 Both Wall 5-1 n/a Line -26.00 -12.00 45.5 45.5 Both Wall 6-1 n/a 7 Line -48.00 -26.00 45.5 45.5 Both Wall A-1 n/a A Line 0.00 40.00 45.5 45.5 Both Wall A-2 n/a A Line 40.00 52.00 45.5 45.5 Both Wall A-3 n/a A Line 52.00 60.00 45.5 45.5 Both Wall C-1 n/a D Line 22.50 51.00 27.3 27.3 Both Wall C-2 n/a Line 52.00 60.00 45.5 45.5 Both Wall D-1 n/a G Line 40.00 52.00 45.5 45.5 Both Wall E-1 n/a H Line 0.00 40.00 45.5 45.5 Legend Force Dir - Direction in which the mass is used for seismic load generation, t-w, iv-,j, or Isom Building element - Roof, gable end, wall or floor area used to generate mass, wall line for user -applied masses, Floor F# - refer to Plan View for floor area number Wall line - Shearline that equivalent line load is assigned to Location - Start and end points of equivalent line load on wall line Trib Width. - Tributary width; for user applied area loads only WoodWorks@ Shearwalls ww model lateral.wsw Jun. 20, 201510:24:31 SEISMIC LOADS Force Profile E-W E-W E-W E-W E-W E-W E-W E-W E-W E-W E-W E-W E-W E-W E-W E-W E-W N-S N-S N-S N-S N-S N-S N-S N-S N-S N-S N-S N-S N-S N-S N-S N-S Force E-W E-W E-W E-W E-W E -W E-W E-W E-W E-W E-W E-W E-W N-S N-S N-S N-S N-S N-S N-S N-S N-S N-S N-S N-S Line Point Line Line Point Line Line Point Line Point Line Line Point Line Line Point Line Line Point Line Point Line Point Line Line Line Line Point Point Line Line Point Line Profile Point Line Point Line Line Line Point Line Point Line Point Line Point Point Line Point Point Line Point Line Line Point Point Line Point Location [ft] Start End Mag [lbs,plf,psf] Start End -50.00 -48.00 195.9 195.9 -48.00 -48.00 511 511 -48.00 -44.00 212.9 212.9 -44.00 -39.50 218.0 218.0 -40.00 -40.00 133 133 -39.50 -34.00 223.1 223.1 -34.00 -26.50 218.0 218.0 -26.50 -26.50 146 146 -26.50 -26.00 212.9 212.9 -26.00 -26.00 68 68 -26.00 -24.00 212.9 212.9 -24.00 -12.00 183.7 183.7 -12.00 -12.00 102 102 -12.00 -10.00 183.7 183.7 -10.00 0.00 145.5 145.5 0.00 0.00 341 341 0.00 2.00 128.5 128.5 -2.00 0.00 151.8 151.8 0.00 0.00 409 409 0.00 22.50 168.8 168.8 12.00 12.00 51 51 22.50 40.00 179.1 179.1 40.00 40.00 102 102 40.00 42.00 295.8 295.8 42.00 48.50 144.0 144.0 48.50 51.00 138.9 138.9 51.00 52.00 133.8 133.8 51.50 51.50 66 66 52.00 52.00 119 119 52.00 53.10 209.7 209.7 53.10 60.00 92.9 92.9 60.00 60.00 187 187 60.00 62.00 75.9 75.9 Location [ft] Start End -48.00 -48.00 -48.00 -40.00 -40.00 -40.00 -40.00 -39.50 -39.50 -34.00 -34.00 -26.50 -26.50 -26.50 -26.50 -26.00 -26.00 -26.00 -26.00 -12.00 -12.00 -12.00 -12.00 0.00 0.00 0.00 0.00 0.00 0.00 22.50 12.00 12.00 22.00 22.00 22.50 40.00 40.00 40.00 40.00 51.00 51.00 52.00 51.50 51.50 52.00 52.00 52.00 60.00 60.00 60.00 Mag [lbs,plf,pst] Start E 558 96.5 7014 93.7 96.4 99.3 159 93.7 74 83.7 112 68.7 372 447 78.7 1908 44 84.3 112 69.3 63.7 36 130 46.1 205 558 96.5 7014 93.7 96.4 99.3 159 93.7 74 83.7 112 68.7 372 447 78.7 1908 44 84.3 112 69.3 63.7 36 130 46.1 205 Loads in table can be accumulation of loads from several building masses, so they do not correspond with a particular building element. Location - Start and end of load in direction perpendicular to seismic force direction ,WoodWorks@ Shearwalls ww model lateral.wsw Jun. 20, 201510:24:31 Notes: All loads entered by the user or generated by program are specified (unfactored) Ioads.The program applies a load factor of 0.70 and redundancy factor to seismic loads before distributing them to the shearlines. • Woodworks® Shearwalls ww model lateral.wsw Jun. 20, 201510:24:31 Design Summary SHEARWALL DESIGN Wind Shear Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Wind Shear Loads, Rigid Diaphragm All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Out -of -plane Sheathing All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Nail Withdrawal All shearwalls have sufficient design capacity. Seismic Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Seismic Loads, Rigid Diaphragm All shearwalls have sufficient design capacity. HOLDDOWN DESIGN Wind Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Wind Loads, Rigid Diaphragm All hold-downs have sufficient design capacity. Seismic Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Seismic Loads, Rigid Diaphragm All hold-downs have sufficient design capacity. This Design Summary does not include failures that occur due to excessive story drift (NBC 4.1.8.13 (3)). Refer to Story Drift table in this report to verify this design criterion. Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.2.2D). ' INoodWorks® Shearwalls ww model lateral.wsw Jun. 20, 201510:24:31 Flexible Diaphragm Wind Design ASCE 7 Directional (Ali Heights) Loads QLICAD OCOM Ts I`. NS W For HIW-Cub ASD Shear Force [plf] Allowable Shear [pIq Shearlines G Dir Int Ext V bs vmax v Int Ext Co C Total V Ibs Line 1 ffRe Level 2 Lnl, Lev2 2 S->N 1.0 336 21.0 21.0 476 1.00 S 476 76162 N->S 1.0 311 19.5 19.5 476 1.00 S 476 7616 Level 1 Lnl, Levl 2 S->N 1.0 1793 47.8 47.8 476 1.00 S 476 17850 0.10 2 N->S 1.0 1673 44.6 44.6 476 1.00 S 476 17850 0.09 Line 2 Level 2 Ln2, Lev2 2 S->N 1.0 650 65.0 65.0 476 1.00 S 476 4760 0.14 2 N->S 1.0 618 61.8 61.8 476 1.00 S 476 4760 0.13 Line 3 Ln3, Lev2 3 S->N 1.0 1.0 376 28.9 28.9 125 125 1.00 A 250 3250 0.12 3 N->S 1.0 1.0 365 28.1 28.1 125 125 1.00 A 250 3250 0.11 Line 4 Ln4, Lev2 2 S->N 1.0 801 45.8 45.8 476 1.00 S 476 8330 0.10 2 N->S 1.0 774 44.3 44.3 476 1.00 S 476 8330 0.09 Level 1 Ln4, Levl 2 S->N 1.0 3546 - 228.8 476 1.00 S 476 7378 0.48 2 N->S 1.0 3349 - 216.0 476 1.00 S 476 7378 0.45 Wall 4-2 2 S->N 1.0 1716 228.8 228.8 476 1.00 476 3570 0.48 2 N->S 1.0 1620 216.0 216.0 476 1.00 476 3570 0.45 Wall 4-1 2 S->N 1.0 1830 228.8 228.8 476 1.00 476 3808 0.48 2 N->S 1.0 1728 216.0 216.0 476 1.00 476 3808 0.45 Line 6 Level 2 Ln5, Lev2 2 S->N 1.0 1270 181.4 181.4 476 1.00 S 476 3332 0.38 2 N->S 1.0 1214 173.4 173.4 476 1.00 S 476 3332 0.36 Level 1 Ln5, Levl 2 S->N 1.0 2859 238.2 238.2 476 1.00 S 476 5712 0.50 2 N->S 1.0 2769 230.7 230.7 476 1.00 S 476 5712 0.48 Line 6 Leve12 Ln6, Lev2 2 Both 1.0 888 - 55.5 476 1.00 S 476 7616 0.12 Wall 6-1 2 Both 1.0 416 55.5 55.5 476 1.00 476 3570 0.12 Wall 6-2 2 Both 1.0 472 55.5 55.5 476 1.00 476 4046 0.12 Level 1 Ln6, Levl 2 Both 1.0 1967 140.5 140.5 476 1.00 S 476 6664 0.30 Line 7 Ln7, Levl 2 Both 1.0 381 17.3 17.3 476 1.00 S 476 10472 0.04 E-W W For HIW-Cub ASD Shear Force [pif] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext VJibs] Max v Int Ext Co C Total VJibs) Res . Line A Level 7 LnA, Levl 1 W->E 1.0 2036 - 119.8 714 1.00 S 714 12138 0.17 1 E->W 1.0 1757 - 103.4 714 1.00 S 714 12138 0.14 Wall A-1 1 W->E 1.0 1557 119.8 119.8 714 1.00 714 9282 0.17 1 E->W 1.0 1344 103.4 103.4 714 1.00 714 9282 0.14 Wall A-3 1 Both 1.0 0 714 1.00 714 - - Wall A-2 1 W->E 1.0 479 119.8 119.8 714 1.00 714 2856 0.17 1 E->W 1.0 413 103.4 103.4 714 1.00 714 2856 0.14 Line B Level 2 LnB, Lev2 1 W->E 1.0 1285 95.2 95.2 714 1.00 S 714 9639 0.13 1 E->W 1.0 979 72.5 72.5 714 1.00 S 714 9639 0.10 Line C LnC, Lev2 3^ W->E 1.0 1.0 925 97.3 97.3 125 125 1.00 A 250 2375 0.39 3^ E->W 1.0 1.0 710 74.7 74.7 125 125 1.00 A 250 2375 0.30 Line D Level 1 LnD, Levl 2 W->E 1.0 5033 - 197.4 476 1.00 S 476 12138 0.41 2 E->W 1.0 4482 - 175.7 476 1.00 S 476 12138 0.37 Wall D-1 2 W->E 1.0 5033 197.4 197.4 476 1.00 476 12138 0.41 2 E->W 1.0 4482 175.7 175.7 476 1.00 476 12138 0.37 Wall D-2 2 Both 1.0 0 476 1.00 476 - I - I WOOdWOrks@ ShearwallS ww model lateral.wsw Jun. 20, 201510:24:31 I o..Is A 41....Al Line E Level 2 LnE, Lev2 3 W->E 1.0 1.0 607 - 36.8 125 125 1.00 A 250 4125 0.15 3 E->W 1.0 1.0 507 - 30.7 125 125 1.00 A 250 4125 0.12 Wall E-2 3 W->E 1.0 1.0 405 36.8 36.8 125 125 1.00 250 2750 0.15 3 E->W 1.0 1.0 338 30.7 30.7 125 125 1.00 250 2750 0.12 Wall E-1 3 W->E 1.0 1.0 202 36.8 36.8 125 125 1.00 250 1375 0.15 3 E->W 1.0 1.0 169 30.7 30.7 125 125 1.00 250 1375 0.12 Line F LnF, Lev2 3 W->E 1.0 1.0 969 - 45.1 125 125 1.00 A 250 5375 0.18 3 E->W 1.0 1.0 896 - 41.7 125 125 1.00 A 250 5375 0.17 Wall F-1 3 W->E 1.0 1.0 541 45.1 45.1 125 125 1.00 250 3000 0.18 3 E->W 1.0 1.0 500 41.7 41.7 125 125 1.00 250 3000 0.17 Wall F-2 3 W->E 1.0 1.0 428 45.1 45.1 125 125 1.00 250 2375 0.18 3 E->W 1.0 1.0 396 41.7 41.7 125 125 1.00 250 2375 0.17 Line H LnH, Lev2 2 W->E 1.0 513 23.8 23.8 476 1.00 S 476 10234 0.05 2 E->W 1.0 506 23.6 23.6 476 1.00 S 476 10234 0.05 Level 1 LnH, Levl 2 W->E 1.0 2299 115.0 115.0 476 1.00 S 476 9520 0.24 2 E->W 1.0 2261 113.1 113.1 476 1.00 S 476 9520 0.24 Legend.• Unless otherwise noted, the value in the table for a shearline is the one for wall on the line with the critical design response. W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "A" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of wind force along shearline. H/W--Cub - Fibreboard height -to -width factor from SDPWS table 4.3.4 note 3, or Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2 for critical segment on wall. V - ASD factored shear force. For shearline: total shearline force. For wall. force taken by total of all segments on wall. vmax - Base shear = ASD factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-8 = V/FHS/Co. v - Design shear force = ASD factored shear force per unit full height sheathing. For wall, it is the largest force on any segment. Int - Unit shear capacity of interior sheathing, Ext - Unit shear capacity of exterior sheathing. Includes Cub and height -to -width factors. Co - Perforation factor from SDPWS Table 4.3.3.5. C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest. Total - Combined int. and ext. unit shear capacity inc. perforation factor V - For wall. Sum of combined shear capacities for all segments on wall. For shearline: sum of all wall capacities on line. Crit Resp - Critical response = v/Total = design shear force/unit shear capacity for critical segment on wall or shearline. "S" indicates that the seismic design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. I ' .woodworks® Shearwalls ww model lateral.wsw Jun. 20, 201510:24:31 ins n n^11010 MCOWI-h1 ilwv761s wind dscinnt Level 1 Line- Wall Posit'n Location [ft] X Y Load Case Tensile ASD Holddown Force [Ibs] Shear Dead Uplift Cmb'd Hold-downFibs] Cap Crit Res . Une 1 1-1 L End 0.00 -47.87 Min 464 464 HD9B ^7740 0.06 1-1 L Op 1 0.00 -44.12 Min 433 433 HD9B ^7740 0.06 1-1 R Op 1 0.00 -38.37 Min 458 458 HD9B ^7740 0.06 V Elem 0.00 -34.37 Min 204 204 Refer to upper level 1-1 L Op 2 0.00 -33.62 Min 530 530 HD9B ^7740 0.07 1-1 R Op 2 0.00 -30.37 1 367 367 HD9B ^7740 0.05 1-1 L Op 3 0.00 -26.12 Min 430 430 HD9B ^7740 0.06 1-1 R Op 3 0.00 -23.87 Min 440 440 HD9B ^7740 0.06 V Elem 0.00 -18.87 Min 189 189 Refer to upper level V Elem 0.00 -10.12 1 175 175 Refer to upper level V Elem 0.00 -4.37 Min 195 195 Refer to upper level 1-1 R End 0.00 -0.12 1 591 591 HD9B ^7740 0.08 Line 2 V Elem 12.00 -43.87 1 583 583 Refer to upper level V Elem 12.00 -34.12 Min 554 554 Refer to upper level Line 3 V Elem 20.00 -16.87 1 258 258 Refer to upper level V Elem 20.00 -4.12 Min 251 251 Refer to upper level Line 4 4-1 L End 22.00 -47.87 1 2149 2149 HDU2 (6-SD ^3075 0.70 V Elem 22.00 -43.37 1 406 406 Refer to upper level 4-1 R End 22.00 -40.12 Min 2029 2029 HDU2 (6-SD ^3075 0.66 4-2 L End 22.00 -33.87 1 2154 2154 HDU2 (6-SD ^3075 0.70 4-2 R End 22.00 -26.62 Min 2034 2034 HDU2 (6-SD ^3075 0.66 V Elem 22.00 -26.12 Min 393 393 Refer to upper level Line 5 5-1 L End 40.00 -11.87 1 3860 3860 HDU5 5645 0.68 V Elem 40.00 -5.12 1 1573 1573 Refer to upper level 5-1 R End 40.00 -0.12 Min 2144 2144 HDUS 5645 0.38 Line 6 V Elem 51.50 -39.37 Min 523 523 Refer to upper level V Elem 51.50 -36.12 Min 523 523 Refer to upper level V Elem 51.50 -30.37 Min 518 518 Refer to upper level V Elem 51.50 -26.62 Min 518 518 Refer to upper level 6-1 L End 52.00 -25.87 Min 1813 1813 HD9B ^7740 0.23 V Elem 51.50 -21.12 Min 511 511 Refer to upper level V Elem 51.50 -15.37 Min 523 523 Refer to upper level 6-1 R End 52.00 -12.12 Min 1825 1825 HD9B ^7740 0.24 Line 7 7-1 L End 60.00 -47.87 Min 159 159 HD9B ^7740 0.02 7-1 R End 60.00 -26.12 Min 159 159 HD9B ^7740 0.02 Line A A-1 L End 0.12 -48.00 1 1189 1189 HDU2 (6-SD ^3075 0.39 A-1 L Op 1 2.88 -48.00 1 1026 1026 HDU2 (6-SD ^3075 0.33 A-1 R Op 1 9.13 -48.00 1 1189 1189 HDU2 (6-SD ^3075 0.39 A-1 L Op 2 11.88 -48.00 1 1026 1026 HDU2 (6-SD ^3075 0.33 A-1 R Op 2 22.13 -48.00 1 1130 1130 HDU2 (6-SD ^3075 0.37 A-1 L Op 3 28.88 -48.00 1 975 975 HDU2 (6-SD ^3075 0.32 A-2 R Op 1 45.13 -48.00 1 1163 1163 HDU2 (6-SD ^3075 0.38 A-2 L Op 2 48.88 -48.00 1 1003 1003 HDU2 (6-SD ^3075 0.33 Line B V Elem 25.63 -40.00 Min 908 908 Refer to upper level V Elem 28.38 -40.00 1 692 692 Refer to upper level V Elem 33.63 -40.00 1 863 863 Refer to upper level V Elem 40.38 -40.00 1 658 658 Refer to upper level V Elem 45.13 -40.00 1 897 897 Refer to upper level V Elem 48.38 -40.00 Min 683 683 Refer to upper level Line C V Elem 22.63 -28.50 1 875 875 Refer to upper level V Elem 31.88 -28.50 Min 672 672 Refer to upper level Line D D-1 L End 22.63 -26.50 1 1916 1916 HDU2 (6-SD ^3075 0.62 D-1 L Op 1 26.38 -26.50 1 1706 1706 HDU2 (6-SD ^3075 0.55 D-1 R Op 1 29.63 -26.50 1 1817 1817 HDU2 (6-SD ^3075 0.59 D-1 R End 50.88 -26.50 1 1618 1618 HDU2 (6-SD ^3075 0.53 Line E V Elem 32.62 -24.50 Min 337 337 Refer to upper level V Elem 37.8E -24.50 1 282 282 Refer to upper level V Elem 41.13 -24.50 Min 329 329 Refer to upper level V Elem 51.88 -24.50 1 275 275 Refer to upper level I ' ' WoodWorks® Shearwalls ww model lateral.wsw Jun. 20, 201510:24:31 I a n nnuIu MCOW%►i 1 61....Ski e....1 A Aeeinn nnn}inuarn Line F Line H H-1 H-1 H-1 H-1 H-1 H-1 V Elem 1.13 -17.00 V Elem 12.66 -17.00 V Elem 19.63 -17.00 V Elem 28.88 -17.00 L End 0.12 0.00 L Op 1 6.38 0.00 R Op 1 10.63 0.00 V Elem 11.88 0.00 V Elem 18.13 0.00 L Op 2 19.88 0.00 V Elem 27.88 0.00 R Op 3 36.13 0.00 R End 39.88 0.00 1 1 1 1 1 1 1 1 1 1 1 1 1 403 372 405 374 1088 939 1165 221 212 1057 16 921 1098 403 372 405 374 1088 939 1165 221 212 1057 16 921 1098 Refer Refer Refer Refer HDU2 HDU2 HDU2 Refer Refer HDU2 Refer HDU2 HDU2 to upper to upper to upper to upper (6-SD (6-SD (6-SD to upper to upper (6-SD to upper (6-SD (6-SD level level level level ^3075 ^3075 ^3075 level level ^3075 level ^3075 ^3075 0.35 0.31 0.38 0.34 0.30 0.36 Level 2 Tensile ASD Line- Location [ft] Load Holddown Force [Ibs] Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down Obs] Res . Line 1 1-1 R Op 1 0.00 -34.37 Min 204 204 HDU2 (6-SD ^3075 0.07 1-1 L Op 2 0.00 -32.12 1 189 189 HDU2 (6-SD ^3075 0.06 1-1 R Op 2 0.00 -18.87 1 189 189 HDU2 (6-SD ^3075 0.06 1-1 L Op 3 0.00 -10.12 1 175 175 HDU2 (6-SD ^3075 0.06 1-1 R Op 3 0.00 -4.37 Min 195 195 HDU2 (6-SD ^3075 0.06 1-1 R End 0.00 -0.12 Min 180 180 HDU2 (6-SD ^3075 0.06 Line 2 2-1 L End 12.00 -43.87 1 583 583 HDU2 (6-SD ^3075 0.19 2-1 R End 12.00 -34.12 1 554 554 HDU2 (6-SD ^3075 0.18 Line 3 3-1 L End 20.00 -16.87 1 258 258 HD9B ^7740 0.03 3-1 R End 20.00 -4.12 1 251 251 HD9B ^7740 0.03 Line 4 4-1 L End 22.00 -43.37 Min 406 406 HD9B ^7740 0.05 4-1 R End 22.00 -26.12 Min 393 393 HD9B ^7740 0.05 Line 5 5-1 L End 40.00 -11.87 1 1646 1646 MST48 4205 0.39 5-1 L Op 1 40.00 -5.12 Min 1573 1573 MST48 4205 0.37 Line 6 6-1 L End 51.50 -39.37 Min 523 523 HDU2 (6-SD ^3075 0.17 6-1 L Op 1 51.50 -36.12 Min 523 523 HDU2 (6-SD ^3075 0.17 6-1 R Op 1 51.50 -30.37 Min 518 518 HDU2 (6-SD ^3075 0.17 6-1 R End 51.50 -26.62 Min 518 518- HDU2 (6-SD ^3075 0.17 6-2 L End 52.00 -25.87 Min 511 511 CS16 1705 0.30 6-2 L Op 1 52.00 -21.12 Min 511 511 CS16 1705 0.30 6-2 R Op 1 52.00 -15.37 Min 523 523 CS16 1705 0.31 6-2 R End 52.00 -12.12 Min 523 523 CS16 1705 0.31 Line B B-1 R Op 1 25.63 -40.00 Min 908 908 HDU4 ^4565 0.20 B-1 L Op 2 28.38 -40.00 1 692 692 HDU4 ^4565 0.15 B-1 R Op 2 33.63 -40.00 1 863 863 HDU4 ^4565 0.19 B-1 L Op 3 40.38 -40.00 Min 658 658 HDU4 ^4565 0.14 B-1 R Op 3 45.13 -40.00 1 897 897 HDU4 ^4565 0.20 B-1 R End 48.38 -40.00 Min 683 683 HDU4 ^4565 0.15 Line C C-1 L End 22.63 -28.50 1 875 875 HD9B ^7740 0.11 C-1 R End 31.88 -28.50 1 672 672 HD9B ^7740 0.09 Line E E-1 L End 32.62 -24.50 Min 337 337 HD9B ^7740 0.04 E-1 R End 37.88 -24.50 Min 282 282 HD9B ^7740 0.04 E-2 L End 41.13 -24.50 1 329 329 HD9B ^7740 0.04 E-2 R End 51.88 -24.50 Min 275 275 HD9B ^7740 0.04 Line F F-1 L End 1.13 -17.00 1 403 403 HD9B ^7740 0.05 F-1 R End 12.88 -17.00 1 372 372 HD9B ^7740 0.05 F-2 L End 19.63 -17.00 1 405 405 HD9B ^7740 0.05 F-2 R End 28.88 -17.00 1 374 374 HD9B ^7740 0.05 Line H H-1 R Op 1 8.13 0.00 1 222 222 HDU2 (6-SD ^3075 0.07 H-1 L Op 2 11.88 0.00 1 221 221 HDU2 (6-SD ^3075 0.07 H-1 R Op 2 18.13 0.00 1 212 212 HDU2 (6-SD ^3075 0.07 H-1 L Op 3 35.38 0.00 1 210 210 HDU2 (6-SD ^3075 0.07 ' ,WoodWorks@ Shearwalls ww model lateral.wsw Jun. 20, 201510:24:31 Legend. Line -Wall: At wall or opening — Shearline and wall number At vertical element - Shearline Posit'n - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All Heights: Case 1 or 2 from Fig. 27.4-8 ASCE 7 Low-rise: Windward corner(s) and Case A or B from Fig. 28.4-1 ASCE 7 Minimum loads (27.1.5 / 28.4.4) Hold-down Forces: Shear— Wind shear overturning component, based on shearline force, includes perforation factor Co, factored for ASD by 0.60 Dead — Dead load resisting component, factored for ASD by 0.60 Uplift - Uplift wind load component, factored for ASD by 0.60 Cmb'd - Sum of ASD factored overturning, dead and uplift forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold�down — Device used from hold-down database Cap — Allowable ASD tension load Crit. Resp. - Critical Response = Combined ASD force / Allowable ASD tension load Notes: ^WARNING - This hold-down does not have design capacities for the thickness of end studs selected, so additional jack studs or blocking required Refer to Shear Results table for perforation factors Co. .WoodWorks® Shearwalls ww model lateral.wsw Jun. 20, 201510:24:31 DRAG STRUT FORCES flexible wind design Level 1 Drag Strut Line- Position on Wall Location [ft] Load Force [Ibs] Wall or Opening x Y Case --> <- Line 1 1-1 Left Opening 1 0.00 -44.00 1 42 39 1-1 Right Opening 1 0.00 -38.50 1 164 153 1-1 Left Opening 2 0.00 -33.50 1 ill 104 1-1 Right Opening 2 0.00 -30.50 1 223 208 1-1 Left Opening 3 0.00 -26.00 1 176 165 1-1 Right Opening 3 0.00 -24.00 1 251 234 Line 4 4-1 Right Wall End 22.00 -40.00 1 1239 1170 4-2 Left Wall End 22.00 -34.00 1 796 752 4-2 Right Wall End 22.00 -26.50 1 1958 1849 Line 6 5-1 Left Wall End 40.00 -12.00 1 2144 2077 Line 6 6-1 Left Wall End 52.00 -26.00 1 1202 1202 Line A A-1 Left Opening 1 3.00 -48.00 1 258 222 A-1 Right Opening 1 9.00 -48.00 1 54 47 A-1 Left Opening 2 12.00 -48.00 1 311 269 A-1 Right Opening 2 22.00 -48.00 1 28 24 A-1 Left Opening 3 29.00 -48.00 1 573 494 A-2 Right Opening 1 45.00 -48.00 1 30 26 A-2 Left Opening 2 49.00 -48.00 1 373 322 Line D D-1 Left Wall End 22.50 -26.50 1 1887 1681 D-1 Left Opening 1 26.50 -26.50 1 1433 1276 D-1 Right Opening 1 29.50 -26.50 1 1685 1500 D-1 Right Wall End 51.00 -26.50 1 755 672 Line H H-1 Left Opening 1 6.50 0.00 1 374 367 H-1 Right Opening 1 10.50 0.00 1 144 141 H-1 Left Opening 2 20.00 0.00 1 690 678 H-1 Right Opening 3 36.00 0.00 1 230 226 Level 2 Drag Strut Line- Position on Wall Location [ft] Load Force [Ibs] Wall or Opening x Y Case --> <- Line 1 1-1 Right Opening 1 0.00 -34.50 1 95 88 1-1 Left Opening 2 0.00 -32.00 1 60 55 1-1 Right Opening 2 0.00 -19.00 1 151 139 1-1 Left Opening 3 0.00 -10.00 1 25 23 1-1 Right Opening 3 0.00 -4.50 1 63 58 Line 2 2-1 Left Wall End 12.00 -44.00 1 54 51 2-1 Right Wall End 12.00 -34.00 1 460 437 Line 3 3-1 Left Wall End 20.00 -17.00 1 243 236 3-1 Right Wall End 20.00 -4.00 1 31 30 Line 4 4-1 Left Wall End 22.00 -43.50 1 75 73 4-1 Right Wall End 22.00 -26.00 1 434 419 Line 5 5-1 Left Wall End 40.00 -12.00 1 952 910 5-1 Left Opening 1 40.00 -5.00 1 132 126 Line 6 6-1 Left Wall End 51.50 -39.50 1 210 210 6-1 Left Opening 1 51.50 -36.00 1 102 102 6-1 Right Opening 1 51.50 -30.50 1 237 237 6-1 Right Wall End 51.50 -26.50 1 114 114 6-2 Left Wall End 52.00 -26.00 1 126 126 6-2 Left Opening 1 52.00 -21.00 1 28 28 6-2 Right Opening 1 52.00 -15.50 1 108 108 Line B B-1 Right Opening 1 25.50 -40.00 1 546 416 B-1 Left Opening 2 28.50 -40.00 1 325 247 B-1 Right Opening 2 33.50 -40.00 1 432 329 B-1 Left Opening 3 40.50 -40.00 1 84 64 B-1 Right Opening 3 45.00 -40.00 1 12 9 B-1 Right Wall End 48.50 -40.00 1 1 246 188 r ,WoodWorks@ Shearwalls ww model lateral.wsw Jun. 20, 201510:24:31 DRAG STRUT FORCES ( flexible wind design, continued Line C C-1 Left Wall End 22.50 -28.50 1 347 266 C-1 Right Wall End 32.00 -28.50 1 432 331 Line E E-1 Left Wall End 32.50 -24.50 1 379 317 E-1 Right Wall End 38.00 -24.50 1 241 202 E-2 Left Wall End 41.00 -24.50 1 276 231 Line F F-1 Left Wall End 1.00 -17.00 1 19 17 F-1 Right Wall End 13.00 -17.00 1 299 276 F-2 Left Wall End 19.50 -17.00 1 178 164 F-2 Right Wall End 29.00 -17.00 1 429 396 Line H H-1 Right Opening 1 8.00 0.00 1 103 102 H-1 Left Opening 2 12.00 0.00 1 58 58 H-1 Right Opening 2 18.00 0.00 1 135 134 H-1 Left Opening 3 35.50 0.00 1 58 57 Legend: Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All heights Case 9 or 2 ASCE 7 Low-rise comer, Case A or B Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force, includes perforation factor Co. -> Due to shearline force in the west -to -east or south -to -north direction < Due to shearline force in the east -to -west or north -to -south direction I ' ,Woodworks® Shearwalls ww model lateral.wsw Jun. 20, 201510:24:31 Wind Suction Design COMPONENTS AND CLADDING by SHEARLINE North -South Sheathing 1psf] Fastener Withdrawal jibs] Service Cond Shearlines Force Cap Force/ Force Cap Force/Cap Factors Line Lev Grp Cap End Int End Int Temp Moist 1 1 2 17.5 221.9 0.08 23.3 18.9 146.2 0.16 0.13 1.00 1.00 2 2 17.5 221.9 0.08 23.3 18.9 146.2 0.16 0.13 1.00 1.00 5 1 2 17.5 221.9 0.08 23.3 18.9 146.2 0.16 0.13 1.00 1.00 2 2 17.5 221.9 0.08 23.3 18.9 146.2 0.16 0.13 1.00 1.00 6 1 2 17.5 221.9 0.08 23.3 18.9 146.2 0.16 0.13 1.00 1.00 7 1 2 17.5 221.9 0.08 23.3 18.9 146.2 0.16 0.13 1.00 1.00 2 2 17.5 221.9 0.08 23.3 18.9 146.2 0.16 0.13 1.00 1.00 East-West Sheathing [psf] Fastener Withdrawal jibs] Service Cond Shearlines Force Cap Force/ Force Cap Force/Cap Factors Line Lev Grp Cap End Int End Int Temp Moist A 1 1 17.5 56.2 0.31 23.3 18.9 146.2 0.16 0.13 1.00 1.00 2 2 17.5 221.9 0.08 23.3 18.9 146.2 0.16 0.13 1.00 1.00 G 1 2 17.5 221.9 0.08 23.3 18.9 146.2 0.16 0.13 1.00 1.00 2 1 17.5 56.2 0.31 23.3 18.9 146.2 0.16 0.13 1.00 1.00 H 1 2 17.5 221.9 0.08 23.3 18.9 146.2 0.16 0.13 1.00 1.00 2 2 17.5 221.9 0.08 23.3 18.9 146.2 0.16 0.13 1.00 1.00 Legend: Grp - Wall Design Group ( results for all design groups for rigid, flexible design listed for each wall) Sheathing: Force - C&C end zone exterior pressures using negative (suction) coefficient in ASCE 7 Figure 30.4-1 added to interior pressure using coefficients from Table 26.11-1 Cap - Out -of -plane capacity of exterior sheathing from SDPWS Table 3.21, factored for ASD and load duration, and assuming continuous over 2 spans Fastener Withdrawal: Force - Force tributary to each nail in end zone and interior zone Cap - Factored withdrawal capacity of individual nail according to NDS 11.2-3 ,WOOdWOPkS® ShearwallS ww model lateral.wsw Jun. 20, 201510:24:31 Flexible Diaphragm Seismic Design QCIOIIAW, IKICnOUATIn1U Level Mass Ibs Area s .tt Story E-W Shear [Ibs] N-S Diaphragm E-W Force Fpx jibs] NS 2 57561 2528.0 11203 11203 11359 11359 1 51905 2528.0 5413 5413 10243 10243 All 109466 - 16616 16616 - - Legend. Building mass — Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12. Storey shear — Total unfactored (strength -level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Diaphragm force Fpx - Unfactored force intended for diaphragm design from Eqn 12.10-1; used by Shearwalls only for drag strut forces, see 12.10.2.1 Exception 2. Redundancy Factor p (rho): E-W 1.00, N-S 1.00 Input by user (overriding calculated value). Vertical Earthquake Load Ev Ev = 0.2 Sds D; Sds = 0.99; Ev = 0.197 D unfactored; 0.138 D factored; total dead load factor: 0.6 - 0.138 = 0.462 tension, 1.0 + 0.138 = 1.138 compression. ' ,WoodWorks@ Shearwalls ww model lateral.wsw Jun. 20, 201510:24:31 OrIGNR F%r- L V , LlW^. NS W VLc ac For v w....._,..� HIW-Cub ASD Shear Force [plf] Allowable Shear [pit] Grit. Shearlines Gp Dir Int Ext Vfibs] vmax v Int Ext Co C Total V Obs] Res . Line 1 Level 2 Lnl, Lev2 2 Both .57 1208 75.5 75.5 194 1.00 S 194 3109 0.39 Level 1 Ln1, Levl 2 Both .88 2734 72.9 72.9 299 1.00 S 299 11209 0.24 Line 2 Level 2 Ln2, Lev2 2 Both 1.0 1336 133.6 133.6 340 1.00 S 340 3400 0.39 Line 4 Ln4, Lev2 2 Both 1.0 1716 98.0 98.0 340 1.00 S 340 5950 0.29 Level 1 Ln4, Levl 2 Both 1.0 3610 - 232.9 340 1.00 S 340 5270 0.68 Wall 4-2 2 Both 1.0 1747 232.9 232.9 340 1.00 340 2550 0.68 Wall 4-1 2 Both 1.0 1863 232.9 232.9 340 1.00 340 2720 0.68 Line 6 Level 2 LnS, Lev2 2^ Both 1.0 1986 283.7 283.7 340 1.00 S 340 2380 0.83 Level 1 LnS, Levl 2 Both 1.0 2887 240.6 240.6 340 1.00 S 340 4080 0.71 Line 6 Level 2 Ln6, Lev2 2 Both .80 1597 - 99.8 272 1.00 S 272 4352 0.37 Wall 6-1 2 Both .80 749 99.8 99.8 272 1.00 272 2040 0.37 Wall 6-2 2 Both .80 848 99.8 99.8 272 1.00 272 2312 0.37 Level 1 Ln6, Levl 2 Both 1.0 2128 152.0 152.0 340 1.00 S 340 4760 0.45 Line 7 Ln7, Levl 2 Both 1.0 273 12.4 12.4 340 1.00 S 340 7480 0.04 E-W W For HM-Cub ASD Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V Obs] vmax v Int Ext Co C Total Vjibs] Res . Line A Level 1 LnA, Levl 1 Both 1.0 4216 - 248.0 510 1.00 S 510 8670 0.49 Wall A-1 1 Both .66 3224 248.0 248.0 336 1.00 336 4371 0.74 Wall A-3 1 Both 1.0 0 510 1.00 510 - - Wall A-2 1 Both .88 992 248.0 248.0 448 1.00 448 1793 0.55 Line B Level 2 LnB, Lev2 1^ Both 1.0 4910 363.7 363.7 510 1.00 S 510 6885 0.71 Line D Level 1 LnD, Levl 2 Both .88 3504 - 137.4 299 1.00 S 299 7622 0.46 Wall D-1 2 Both .88 3504 137.4 137.4 299 1.00 299 7622 0.46 Wall D-2 2 Both 1.0 0 340 1.00 340 - - Line H Level 2 LnH, Lev2 2 Both .91 2932 136.4 136.4 311 1.00 S 311 6683 0.44 Level 1 LnH, Levl 2 Both .88 3912 195.6 195.6 299 1.00 S 299 5978 0.65 Legend. Unless otherwise noted, the value in the table for a shearline is the one for wall on the line with the critical design response. W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of seismic force along shearline. H/W--Cub - Height -to -width factor from SDPWS table 4.3.4 notes 1, 3 or unblocked structural wood panel factor Cub from SDPWS 4.3.3.2 for critical segment on wall. V - ASD factored shear force. For shearline: total shearline force. For wall. force taken by total of all segments on wall. vmax - Base shear = ASD factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-8 = V/FHS/Co. v - Design shear force = ASD factored shear force per unit full height sheathing. For wall, it is the largest force on any segment. Int - Unit shear capacity of interior sheathing, Ext - Unit shear capacity of exterior sheathing. Includes Cub and height -to -width factors. Co - Perforation factor from SDPWS Table 4.3.3.5. C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest. Total - Combined int. and ext. unit shear capacity inc. perforation factor. V - For wall. combined shear capacity. For shearline: sum of all wall capacities on line. Crit Resp - Critical response = v/Total = design shear force/unit shear capacity for critical segment on wall or shearline. oWoodWorks@ Shearwalls ww mode► ►ateral.wsw Jun. 20, 201510:24:31 "W" indicates that the wind design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. The contribution to shear resistance from gypsum, fiberboard, or lumber sheathing is taken as zero because of the "Ignore non -wood -panel contribution..." Design Setting. Refer to the Sheathing Materials table for the wall groups affected. 1 t ,WoodWorks@ Shearwalls ww model lateral.wsw Jun. 20, 201510:24:31 HOLD-DOWN DESIGN Level 1 Line- Wall Posit'n flexible seismic aesi nl Location [ft] x Y Shear Tensile ASD Holddown Force [Ibs] Dead Ev Cmb'd Hold-down Cap Ilbsi Crit Res . Line 1 1-1 L End 0.00 -47.87 708 708 HD9B ^7740 0.09 1-1 L Op 1 0.00 -44.12 708 708 HD9B ^7740 0.09 1-1 R Op 1 0.00 -38.37 698 698 HD9B ^7740 0.09 V Elem 0.00 -34.37 734 734 Refer to upper level 1-1 L Op 2 0.00 -33.62 1096 1096 HD9B ^7740 0.14 1-1 R Op 2 0.00 -30.37 366 366 HD99 ^7740 0.05 1-1 L Op 3 0.00 -26.12 702 702 HD9B ^7740 0.09 1-1 R Op 3 0.00 -23.87 670 670 HD9B ^7740 0.09 V Elem 0.00 -18.87 679 679 Refer to upper level V Elem 0.00 -10.12 679 679 Refer to upper level V Elem 0.00 -4.37 699 699 Refer to upper level 1-1 R End 0.00 -0.12 1370 1370 HD9B ^7740 0.18 Line Z V Elem 12.00 -43.87 1199 1199 Refer to upper level V Elem 12.00 -34.12 1199 1199 Refer to upper level Line 4 4-1 L End 22.00 -47.87 2188 2188 HDU2 (6-SD ^3075 0.71 V Elem 22.00 -43.37 870 870 Refer to upper level 4-1 R End 22.00 -40.12 2188 2188 HDU2 (6-SD ^3075 0.71 4-2 L End 22.00 -33.87 2192 2192 HDU2 (6-SD ^3075 0.71 4-2 R End 22.00 -26.62 2192 2192 HDU2 (6-SD ^3075 0.71 V Elem 22.00 -26.12 870 870 Refer to upper level Line 6 5-1 L End 40.00 -11.87 4810 4810 HDU5 5645 0.85 V Elem 40.00 -5.12 2575 2575 Refer to upper level 5-1 R End 40.00 -0.12 2236 2236 HDU5 5645 0.40 Line 6 V Elem 51.50 -39.37 941 941 Refer to upper level V Elem 51.50 -36.12 941 941 Refer to upper level V Elem 51.50 -30.37 932 932 Refer to upper level V Elem 51.50 -26.62 932 932 Refer to upper level 6-1 L End 52.00 -25.87 2328 2328 HD9B ^7740 0.30 V Elem 51.50 -21.12 919 919 Refer to upper level V Elem 51.50 -15.37 941 941 Refer to upper level 6-1 R End 52.00 -12.12 2349 2349 HD9B ^7740 0.30 Line 7 7-1 L End 60.00 -47.87 114 114 HD9B ^7740 0.01 7-1 R End 60.00 -26.12 114 114 HD9B ^7740 0.01 Line A A-1 L End 0.12 -48.00 2462 2462 HDU2 (6-SD ^3075 0.80 A-1 L Op 1 2.88 -48.00 2462 2462 HDU2 (6-SD ^3075 0.80 A-1 R Op 1 9.13 -48.00 2462 2462 HDU2 (6-SD ^3075 0.80 A-1 L Op 2 11.88 -48.00 2462 2462 HDU2 (6-SD ^3075 0.80 A-1 R Op 2 22.13 -48.00 2340 2340 HDU2 (6-SD ^3075 0.76 A-1 L Op 3 28.88 -48.00 2340 2340 HDU2 (6-SD ^3075 0.76 A-2 R Op 1 45.13 -48.00 2407 2407 HDU2 (6-SD ^3075 0.78 A-2 L Op 2 48.88 -48.00 2407 2407 HDU2 (6-SD ^3075 0.78 Line B V Elem 25.63 -40.00 3472 3472 Refer to upper level V Elem 28.38 -40.00 3472 3472 Refer to upper level V Elem 33.63 -40.00 3300 3300 Refer to upper level V Elem 40.38 -40.00 3300 3300 Refer to upper level V Elem 45.13 -40.00 3427 3427 Refer to upper level V Elem 48.38 -40.00 3427 3427 Refer to upper level Line D D-1 L End 22.63 -26.50 1334 1334 HDU2 (6-SD ^3075 0.43 D-1 L Op 1 26.38 -26.50 1334 1334 HDU2 (6-SD ^3075 0.43 D-1 R Op 1 29.63 -26.50 1265 1265 HDU2 (6-SD ^3075 0.41 D-1 R End 50.88 -26.50 1265 1265 HDU2 (6-SD ^3075 0.41 Line H H-1 L End 0.12 0.00 1851 1851 HDU2 (6-SD ^3075 0.60 H-1 L Op 1 6.38 0.00 1095 1095 HDU2 (6-SD ^3075 0.36 H-1 R Op 1 10.63 0.00 2345 2345 HDU2 (6-SD ^3075 0.76 V Elem 11.88 0.00 1273 1273 Refer to upper level V Elem 18.13 0.00 1211 1211 Refer to upper level H-1 L Op 2 19.88 0.00 1828 1828 HDU2 (6-SD ^3075 0.59 V Elem 27.88 0.00 95 95 Refer to upper level H-1 R Op 3 36.13 0.00 782 782 HDU2 (6-SD ^3075 0.25 H-1 R End 39.88 0.00 1899 1899 HDU2 (6-SD ^3075 0.62 l I ` .Woodworks® Shearwalls ww model lateral.wsw Jun. 20, 201510:24:31 A i.. - - 'A,.. i a....SM ..w91w ancinn w nfina"aA nv1..v-VVww Level 2 Line- Wall I.VVVIv.•, ncn....c� ••�-- Location [tt] Posit'n X Y -- Shear Tensile ASD Holddown Force [Ibs] Dead Ev Cmb'd Hold-down Cap [lbsI Crit Res . Line 1 1-1 R Op 1 0.00 -34.37 734 734 HDU2 (6-SD ^3075 0.24 1-1 L Op 2 0.00 -32.12 734 734 HDU2 (6-SD ^3075 0.24 1-1 R Op 2 0.00 -18.87 679 679 HDU2 (6-SD ^3075 0.22 1-1 L Op 3 0.00 -10.12 679 679 HDU2 (6-SD ^3075 0.22 1-1 R Op 3 0.00 -4.37 699 699 HDU2 (6-SD ^3075 0.23 1-1 R End 0.00 -0.12 699 699 HDU2 (6-SD ^3075 0.23 Line 2 2-1 L End 12.00 -43.87 1199 1199 HDU2 (6-SD ^3075 0.39 2-1 R End 12.00 -34.12 1199 1199 HDU2 (6-SD ^3075 0.39 Line 4 4-1 L End 22.00 -43.37 670 870 HD9B ^7740 0.11 4-1 R End 22.00 -26.12 870 870 HD9B ^7740 0.11 Line 5 5-1 L End 40.00 -11.87 2575 2575 MST48 4205 0.61 5-1 L Op 1 40.00 -5.12 2575 2575 MST48 4205 0.61 Line 6 6-1 L End 51.50 -39.37 941 941 HDU2 (6-SD ^3075 0.31 6-1 L Op 1 51.50 -36.12 941 941 HDU2 (6-SD ^3075 0.31 6-1 R Op 1 51.50 -30.37 932 932 HDU2 (6-SD ^3075 0.30 6-1 R End 51.50 -26.62 932 932 HDU2 (6-SD ^3075 0.30 6-2 L End 52.00 -25.87 919 919 CS16 1705 0.54 6-2 L Op 1 52.00 -21.12 919 919 CS16 1705 0.54 6-2 R Op 1 52.00 -15.37 941 941 CS16 1705 0.55 6-2 R End 52.00 -12.12 941 941 CS16 1705 0.55 Line B B-1 R Op 1 25.63 -40.00 3472 3472 HDU4 ^4565 0.76 B-1 L Op 2 28.38 -40.00 3472 3472 HDU4 ^4565 0.76 B-1 R Op 2 33.63 -40.00 3300 3300 HDU4 ^4565 0.72 B-1 L Op 3 40.38 -40.00 3300 3300 HDU4 ^4565 0.72 B-1 R Op 3 45.13 -40.00 3427 3427 HDU4 ^4565 0.75 B-1 R End 48.38 -40.00 3427 3427 HDU4 ^4565 0.75 Line H H-1 R Op 1 8.13 0.00 1273 1273 HDU2 (6-SD ^3075 0.41 H-1 L Op 2 11.88 0.00 1273 1273 HDU2 (6-SD ^3075 0.41 H-1 R Op 2 18.13 0.00 1211 1211 HDU2 (6-SD ^3075 0.39 H-1 L Op 3 35.38 0.00 1211 1211 HDU2 (6-SD ^3075 0.39 Legend: Line -Wall. At wall or opening - Shearline and wall number At vertical element - Shearline Positn - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Hold-down Forces: Shear- Seismic shear overturning component, factored forASD by 0.7, includes perforation factor Co. Dead - Dead load resisting component, factored for ASD by 0.60 Ev- Vertical seismic load effect from ASCE 712.4.2.2 =-0.2Sds x ASD seismic factor x unfactored D = 0.230 x factored D. Refer to Seismic Inthrmaiion table for more details. Cmb'd - Sum of ASD-factored overturning, dead and vertical seismic forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down - Device used from hold-down database Cap - Allowable ASD tension load Crit. Resp. - Critical Response = Combined ASD force/Allowable ASD tension load Notes: ^WARNING - This hold-down does not have design capacities for the thickness of end studs selected, so additional jack studs or blocking required Shear overturning force is horizontal seismic load effect Eh from ASCE 712.4.2. Uses load combination 8 from ASCE 7 2.4.1 = 0.60 + 0.7 (Eh - Ev). Anchor bolts must have minimum 0.229' x 3' x 3" steel plate washers, conforming to specifications in SDPWS 4.3.6.4.3 and 4.4.1.6. Refer to Shear Results table for perforation factors Co. Shearwalls does not check for either plan or vertical structural irregularities. w NoodWorks® Shearwalls ww model lateral.wsw Jun. 20, 201510:24:31 DRAG STRUT FORCES ( flexible seismic deslan) Level 1 Drag Strut Line- Position on Wall Location [ft] Force [Ibs] Wall or Opening X Y ---> <-- Line 1 1-1 Left Opening 1 0.00 -44.00 64 64 1-1 Right Opening 1 0.00 -38.50 249 249 1-1 Left Opening 2 0.00 -33.50 170 170 1-1 Right Opening 2 0.00 -30.50 341 341 1-1 Left Opening 3 0.00 -26.00 269 269 1-1 Right Opening 3 0.00 -24.00 383 383 Line 4 4-1 Right Wall End 22.00 -40.00 1262 1262 4-2 Left Wall End 22.00 -34.00 810 810 4-2 Right Wall End 22.00 -26.50 1993 1993 Line 5 5-1 Left Wall End 40.00 -12.00 2165 2165 Line 6 6-1 Left Wall End 52.00 -26.00 1301 1301 Line A A-1 Left Opening 1 3.00 -48.00 533 533 A-1 Right Opening 1 9.00 -48.00 112 112 A-1 Left Opening 2 12.00 -48.00 645 645 A-1 Right Opening 2 22.00 -48.00 58 58 A-1 Left Opening 3 29.00 -48.00 1186 1186 A-2 Right Opening 1 45.00 -48.00 62 62 A-2 Left Opening 2 49.00 -48.00 773 773 Line D D-1 Left Wall End 22.50 -26.50 1314 1314 D-1 Left Opening 1 26.50 -26.50 998 998 D-1 Right Opening 1 29.50 -26.50 1173 1173 D-1 Right Wall End 51.00 -26.50 526 526 Line H H-1 Left Opening 1 6.50 0.00 636 636 H-1 Right Opening 1 10.50 0.00 245 245 H-1 Left Opening 2 20.00 0.00 1174 1174 H-1 Right Opening 3 36.00 0.00 391 391 Leve12 Drag Strut Line- Position on Wall Location [ft] Force [Ibs] Wall or Opening X Y -a <-. Line 1 1-1 Right Opening 1 0.00 -34.50 344 344 1-1 Left Opening 2 0.00 -32.00 217 217 1-1 Right Opening 2 0.00 -19.00 548 548 1-1 Left Opening 3 0.00 -10.00 89 89 1-1 Right Opening 3 0.00 -4.50 230 230 Line 2 2-1 Left Wall End 12.00 -44.00 113 113 2-1 Right Wall End 12.00 -34.00 959 959 Line 4 4-1 Left Wall End 22.00 -43.50 163 163 4-1 Right Wall End 22.00 -26.00 942 942 Line 5 5-1 Left Wall End 40.00 -12.00 1510 1510 5-1 Left Opening 1 40.00 -5.00 210 210 Line 6 6-1 Left Wall End 51.50 -39.50 382 382 6-1 Left Opening 1 51.50 -36.00 186 186 6-1 Right Opening 1 51.50 -30.50 433 433 6-1 Right Wall End 51.50 -26.50 208 208 6-2 Left Wall End 52.00 -26.00 231 231 6-2 Left Opening 1 52.00 -21.00 51 51 6-2 Right Opening 1 52.00 -15.50 197 197 Line B B-1 Right Opening 1 25.50 -40.00 2116 2116 B-1 Left Opening 2 28.50 -40.00 1258 1258 B-1 Right Opening 2 33.50 -40.00 1673 1673 B-1 Left Opening 3 40.50 -40.00 327 327 B-1 Right Opening 3 45.00 -40.00 46 46 B-1 Right Wall End 48.50 -40.00 954 954 Line H H-1 Right Opening 1 8.00 0.00 595 595 H-1 Left Opening 2 12.00 0.00 339 339 f I ' MoodWorks® Shearwalls ww model lateral.wsw Jun. 20, 201510:24:31 DRAG STRUT FORCES flexible seismic design, continued H-1 Right Opening 2 18.00 O.00T 785 785 H-1 Left Opening 3 35.50 0.00 334 334 Legend: Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force derived from the greater of. - Diaphragm force Fpx from Eqn. 12.10-1 plus 25% irregularity increase (12.3.3.4) Storey force Vx from Eqn 12.8-13 Includes perforation factor Co and redundancy factor rho. -> Due to shearline force in the west -to -east or south -to -north direction <- Due to shearline force in the east -to -west or north -to -south direction WoodWorks@ Shearwalls ww model lateral.wsw Jun. 20, 201510:24:31 Anstey Engineering 8627 NE 180th Street Bothell, WA 98011 March 3, 2016 To: City of Tukwila C.O: Vivienne Pham 33039 20th Place SW Federal Way, WA 980M Subject: Request for Revision for: COMBOSFR Permit Application Number D15- 0163 Vann Luu Residence - 5303 S 144th Street Dear Sir or Madam, Attached are 4 copies of the revised plan and Report showing a proposed revision to the plan. We are proposing to replace the PERVIOUS Concrete Pavement with regular concrete as the Alderwood soils are not really suited for Pervious Pavement and there is an adequate vegetated flow path adjacent to the driveway for basic dispersion. Yours truly, Ben Anstey, 206-303-7639 RECEIVED CITY OF TUKWILA JUN 28 2016 PERMIT CENTER pis-ot(p3 e License #: BUS-0996703 UBI: 602740532 Issued Date: 01/01/2016 Expiration Date: 12/31/2016 Bus Lic-Outside Contractor NW QUALITY CONSTRUCTION LLC 1226 151 ST AVE SE BELLEVUE, WA 98007 City of Tul la Business License Nature of Business: GENERALCONTRACTOR Business Name: NW QUALITY CONSTRUCTION LLC Business Address: 1226 151 ST AVESE, BELLEVUE, WA 98007 P-Wvdt c FINANCE DIRECTOR LICENSEE AGREES TO COMPLY WITH ALL THE REQUIREMENTS OF CITY ORDINANCES AND STATE LAWS APPLICABLE TO THE BUSINESS ACTIVITY LICENSED HEREUNDER. This license is to be displayed conspicuously at the location of business and is not transferrable or assignable. Please note the following guidelines in the operation of your business: 1. It is necessary to contact the Finance Office at 206-431-3680 in the event your business: . Moves within the city limits of Tukwila . Moves outside the city limits . Ceases operation . Changes ownership . Changes use or type of operation . Will be having a special event (such as a tent sale, parking lot sale or any other event) outside its routine operation. 2. Additional licenses are required if your business has live music/entertainment, tow trucks, amusement devices, solicitors/peddlers, or adult entertainment. 3. Any retail sales tax generated in Tukwila needs to be reported to the Washington State Department of Revenue, under sales tax code # 1729. 4. Tukwila business license renewals are mailed to all licensed businesses in December and payable without penalty until January 31. CORRECTION LTR# p t 5,%-- 0 1 fo3 RECEIVED CIV OF 7UKWILA FEB 17 2016 p7FRWIG L CEH77ZR e ,—c, �ui QL,4-A(�C- g3gH /'tjwftA-"�: caLA-WFfCL4A clj /3>Al0 IricINSURANCE SERVICES, INC `/�� Underwriting Manager for: ■` Developers Surety and Indemnity Company o p o Indemnity Company of California 17780 Fitch, Suite 200 • Irvine, California 92614 • (949) 263-3300 SUBDIVISION IMPROVEMENTS PERFORMANCE BOND BOND NO. 859915S KNOW ALL MEN BY THESE PRESENTS: THAT we, Van H. Luu and Sonlam T. Pham , as Principal. and Indemnity Company of California , a corporation organized and doing business and under and by virtue of the laws of the State of California and duly licensed to conduct surety business in the State of Washington , as Surety, are held and firmly bound unto the City of Tukwila, 6300 Southcenter Blvd, Suite #100, Tukwila, WA 98188 as Obligee, in the sum of Twenty Nine Thousand One Hundred Five and 91/100ths �$ 29,105.91 ------ ) Dollars, for which payment, well and truly to be made, we bind ourselves, our heirs, executors and successors, jointly and severally firmly by these presents. THE CONDITION OF THE OBLIGATION IS SUCH THAT: WHEREAS, the above named Principal, has agreed to construct in Subdivision, in Tukwila the following improvements: Side Sewer, Stone Connection and Driveway/Sidewalk Modification for the Van Luu Residence located at 5303 S 144th Street NOW, THEREFORE, the condition of this obligation is such, that if the above Principal shall well and truly perform said agreement or agreements during the original term thereof or of any extension of said term that may be granted by the Obligee with or without notice to the Surety, this obligation shall be void. otherwise it shall remain in full force and effect. IN WITNESS WHEREOF, the seal and signature of said Principal is hereto affixed and the corporate seal and the name of the said Surety is hereto affixed and attested by its duly authorized Attorney -in -Fact, this 16th day of February 2016 YEAR Van H.Luu & Sonlam T. Pham RECEIVED Principal CITY OF TUKWILA BY: FEB 17 2016 CORRECTION ; LTR# Ind(mni mpany of California 4 . PERMIT CENTER bkS B 'Jessica Yuhas,ftorney-in-Fact 1101) 2) POWER OF ATTORNEY FOR DEVELOPERS SURETY AND INDEMNITY COMPANY INDEMNITY COMPANY OF CALIFORNIA PO Box 19725, IRVINE, CA 9823 (949) 263-3300 KNOW ALL BY THESE PRESENTS that except as expressly limited, DEVELOPERS SURETY AND INDEMNITY COMPANY and INDEMNITY COMPANY OF CALIFORNIA, do each hereby make, constitute and appoint: -Kara Skinner, Cameron L. Huntsucker, Mercedes Trokey-Moudy, Jessica Yuhas, jointly or severally — as their true and lawful Attorney(s)•in•Fact, to make, execute, deliver and acknowledge, for and on behalf of said corporations, as sureties, bonds, undertakings and contracts of suretyship giving and granting unto said Attomey(s)4n-fact full power and authority to do and to perform every act necessary, requisite or proper to be done in connection therewith as each of said corporations could do, but reserving to each of said corporations full power of substitution and revocation, and all of the acts of said Attomey(s)-in-Fact, pursuant to these presents, are hereby ratified and confirmed, This Power of Attorney is granted and is signed by facsimile under and by authority of the following resolutions adopted by the respective Boards of Directors of DEVELOPERS SURETY AND INDEMNITY COMPANY and INDEMNITY COMPANY OF CALIFORNIA, effective as of January 1st, 2008. RESOLVED, that a combination of any two of the Chairman of the Board, the President, Executive Vice -President, Senior Vice -President or any Vice President of the corporations be, and that each of them hereby is, authorizedto execute this Power of Attorney, qualifying the attorney(s) named in the Power of Attomey to execute, on behalf of the corporations, bonds, undertakings and contracts of suretyship; and that the Secretary or any Assistant Secretary of either of the corporations be, and each of them hereby is, authorized to attest the execution of any such Power of Attorney; RESOLVED, FURTHER, that the signatures of such officers may be affixed to any such Power of Attorney or to any certificate relating thereto by facsimile, and any such Power of Attorney or certificate bearing such facsimile signatures shall be valid and binding upon the corporations when so affixed and in the future with respect to any bond. undertaking or contract of suretyship to which it is attached: IN WiTNESS WHEREOF, DEVELOPERS SURETY AND INDEMNITY COMPANY and INDEMNITY COMPANY OF CALIFORNIA have severally caused these presents to be signed by their respective officers and attested by their respective Secretary or Assistant Secretary this January 29, 2015. By: 0 /Hp D�PAN r _ �. Daniel Young, Senior Vioe-President `�'J ?GptU'Df�iyy h C,C' p POf,,�� w. OCT. �e 2 ? OCT.. 5 °,( 10 On " W 1967 � Mark Landon, Vice -President �7�oW� �b 2 c'q�IF0Vk a' * * Ar A notary public or other officer completing this certificate verifies only the identity of the individual who signed the document to which this certificate is attached, and not the truthfulness, accuracy, or validity of that document. State of California County of Orange On January 29 2015 before me, Lucille Raymond, Notary Public Date Here Insert Name and Tale of the 05m personally appeared Daniel Young and Mark Landon N-*(s) or Sig-(s) who proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) istare subscribed to the within instrument and acknowledged to me that he/shefthey executed the same in his/herttheir authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of r, -- — — — — — LUCILLE RAYMOND which the person(s) acted, executed the instrument. commission # 20819N5 Notary Public - Cal fornis I certify under PENALTY OF PERJURY under the laws of the State of Caldomia that the foregoing paragraph is Orange County true and correct. 4 Comma Expires Oct 19 2018 WITNESS my hand and official seal. -. Place Notary Seal Above Signature Notary Public CERTIFICATE The undersigned, as Secretary or Assistant Secretary of DEVELOPERS SURETY AND INDEMNITY COMPANY or INDEMNITY COMPANY OF CALIFORNIA, does hereby certify that the foregoing Power of Attomey remains in full force and has not been revoked and, furthermore, that the provisions of the resolutions of the resoe v MI5 DI Des of said corporations set forth in the Power of Attorney are in force as of the date of this Certificate. _ „ 1"f C I V C U This Certificate is executed in the City of Irvine, California:, this 1 t c}h day of V,(=:� fib. CITYOF TUKWILA �k„<,,� ,. FEB 17 2016 By: C(� Cassie JoIrrisford, Assistant tart' PERMIT CENTER ID-1380(Rev.01/15) .ram ; City of Tukwila 2016 Business License Application 6200 Southcenter Boulevard i Tukwila, WA 98188-254414aJf3'?],�u] hf3�11,1# r/ °Ir 206-431-3680/licensing@tukwilawa.gov FAX:206-433-1833 - --—___------- ALL LICENSES EXPIRE DECEMBER 31 Business License: New ❑ Renewal ❑ Name Change ❑ Address Change ❑ Usage Change ❑ UBI # Change Business Name (Legal) CV /t f r Z' 1_ I J (t) Otn LLC_ Mailing Address (if different than business address) DBA (DangeulsineSSA,$)t oY 1 1`N� �/i r f 1 Address Suite # Ck Con ST1?_UCTU:>,n 702A Cudb_r t vq t s 1 Business Address Suite # ST ZIP Cit Corporate Email C rporate Ph ne # GLkOAwt I If Wa ZaSob 5 J&,ff �t 1DM'iCfCt*i T5 Ott 0541 Email` Bus Phonnen# 'Ownership Status ❑ Individual/ Sole Proprietor ❑ Corporation t n Y 01CeS@CYC6y,J1jT r UCTUC, t0M 1 f••) p�p V V ❑ Partnership ❑ Non -Profit 5010 ❑ Governmer0 LLC Business Access (road/street leading to business) is : Prior City of Tukwila Bus License # Last known USAGE of location: ❑ Concrete ❑ Asphalt ❑ Gravel ❑ Dirt M p, A Floor Space Size? Parking Spaces? Opening Da e _ WA STATE Contractor's License # WA STATE B # REQUIRED Z i i CQCOnC_L%%11JC-A bO6 1101-7 91 DESCRIPTION OF BUSINESS (In detail, list services and/or type of products sold or stored.) -REQUIRED In Your Business: Yes No Ypc u., Will retail sales be conducted? / Any gambling Outside Contractor, not located in Tukwila? V Will admission Will marijuana be used/sold on premises? Do you collect Is your home used as your business address? Will alcohol be served/sold on premises? Sign Installer/Manufacturer Will you do door to door sales/peddling? Any amusement devices on premises? Do you drive a Taxi/Umosine/Comm Vehicle? Are you operating a business on the property of another business? Ex: Food Truck, Coffee Stand, �j If yes, please complete He •// If yes, have you applied fo If yes, please complete Sig �! 1 If yes, please complete a P If yes, please complete Air How many do you have? Where are they parked? If yes, you need to provide map/diagram as to where Oo you use/store/discharge flammable, hazardous, or bio-hazardous materials? Yes No .0�'_ City of Tukwila 6200 Southcenter Blvd, Tukwila, 0 1 Finance Department - 1602201-1 01/22/2016 BR1 T103 Fri Jan22,2016 12:48PM Trans#12-12 Name: CR CONSTRUCTION LLC CR C 12 $201.00 BUSLCN - Business License Customer#: 00067552 Activity#: 00025402 1 ITEM(S): TOTAL: $201.00 Visa PAID $201.00 A>Iu 7 i. y �: Oux ur3Uai — www.tukwilawa.gov 206-433-1835 Is your business activity or any portions of your building/space different than the previous use? Yes No III yes, please attach list and describe.) Are you presently doing or•planning to do any: Construction, Remodeling, and/or Installation of Commercial Storage Racks? Yes No t✓ Contact the Permitting Center 20&431-3670, PRIOR TO STARTING ANY Remodeling/Construction or installation of Storage Racks. ',1 4 iC ,, }73 Si S % I ) F3 ? t1 3 a�g_4AJi_!7 N�1: Title: Driver's License # REQ Issuing State `11` ock, "oyr('10-VI 0wn.�.►� Mor4airK112? A Home Address City, ST & ZIP Phone: Wor Cell / Home Date ofBinh nL,r� ��t�'}5 zo��2 �� io +� Na 2: Title:—._, --° _ 1.. Driver's License # r.CQ Issuin s a rOL 5�4, �->` n 0 wr�r SLKITV, Home Address City ST & ZIP Phone: work / Cell / Home Da t Ft1DF W4_h Ti kTW d 9645_-4 2.5 `7 4ct 01 C) � � �� h U� CORRECTION LTR# � t) IS%-,o1r� 2gi PERMIT CENTER CRCON-1 OP ID: S1 AKLJ CERTIFICATE OF LIABILITY INSURANCE DATE(MM/DDIYYYY) 01/21/16 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER 206.285-7735 HublLovsted Worthington LLC PO Box 3018 Bothell WA 98041 206-285-3461 2001st Ave W Ste 500 Seattle, WA 98119 CONTACT NAME: Sandi Medendorp PHONE N Ext : 206-838.1043 ac No): 425-486-6140 EMAIL ADDRESS: sandim@lovstedworthington.com INSURER(S) AFFORDING COVERAGE NAIL $ Dean R. Young INSURERA:Ohio Security Ins Co 24082 INSURED CR Construction, LLC 7829 Center Blvd SE #151 INSURER 13:Ohio Casualty Ins. CO. 24074 INSURER C: Snoqualmie, WA 98065 INSURER D : INSURER E : INSURER F : COVERAGES CERTIFICATE NUMRFR' oevteIMI kUueo0n. THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR LTR TYPE OF INSURANCE POLICY NUMBER MMDDY� MM/DDT LIMITS A GENERAL LIABILITY X COMMERCIAL GENERAL LIABILITY CLAIMS -MADE n OCCUR X BKS55294463 09127115 99127/16 EACH OCCURRENCE $ 1,000,00 PREMISES Ea occurrence S 1,000,00 MED £XP (Any one person) $ 15,06 PERSONAL & ADV INJURY $ 1,000,00 — _ GENERAL AGGREGATE $ 2,000,00 GEN'L AGGREGATE LIMIT APPLIES PER: POLICY X PRO- JECTLOC PRODUCTS - COMP/OP AGG S 2,000,00 S A AUTOMOBILE X X LIABILITY ANY AUTO ALL OS SCHEDULED AUTOS AUTOS HIRED AUTOS X NED AUTOS AUTOS BASS5294463 09/27/15 09/27/16 COMBINED SINGLE LIMIT Ea.B.1%ni $ 1,000,00 BODILY INJURY (Per person) S BODILY INJURY Per accident) ( ) S PROPERTY DAMAGE Per accident $ S A X UMBRELLA LIAB EXCESSLIAe HCLAIMS-MADE OCCUR US055294463 09/27/15 09/27/16 EACH OCCURRENCE $ 1,000,00 AGGREGATE $ 1,000,00 DED IX I RETENTIONS 10,000 $ A WORKERS COMPENSATION AND EMPLOYERS' LIABILnY ANY PROPRIETOR/PARTNER/EXECUTIVE Y / N OFFICER/MEMBER EXCLUDED7 (Mandatory In NH) If yes, describe under N / A BKS55294463 WA ST STOP GAP 09/27/15 09/27/16 - WC STATUOTH- X IER E.L. EACH ACCIDENT $ 1,000,00 E.L. DISEASE- EA EMPLOYE $ 1,000,00 E.L. DISEASE -POLICY LIMIT 1 $ 1,000,00 DESCRIPTION OF OPERATIONS below A Leased & Rented Eqt Floater BKS55294463 09/27/15 09/27/16 Leased 225,00 Ded 50 DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (Attach ACORD 101, Additional Remarks Schedule, if more space Is required) Additional insured per attached CG88100413, CG88701208, CG85830413 and CA88100110. RECEIVED CITY OF TUKWIL FEB 17 2016 TILT M-1 City of Tukwila Dept of Comm Devel 6300 Southcenter Blvd #100 Tukwila, WA 98188 SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE dANCErLWa'EAdR9 THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZED REPRESENTATIVE Q 1VtI0-ZU1U ACORD CORPORATION. All rights reserved. ACORD 25 (2010/05) The ACORD name and logo are registered marks of ACORD Licenses are valid JANUARY 1 through DECEMBER 31 (Licenses are not pro -rated and c Number of Owners: FIT P/T Number of Managers: F/Tn P/T Number of Employees: F/T 2 P/T (includes family members who work at the business) Total: F/T P/T A. 5 7too Total Number of hours worked in a 12 month period (Determine the hours worked by ALL employees — full & part-time. managers and owners.) December 31 • One Full -Time Equivalent (FTE) Employee = 1,920 hours (per WA State Dept. of Labor & Industries) • New businesses need to estimate number of hours to be worked for 1 month, then multiply by 12. • if business is located outside Tukwila, report only those hours worked in Tukwila. • Minimum working hours at Southcenter Mail is 3,848 annual hours, not including special event hours. B. 1U 1 , b Multiply line "A" by $0.034896 (If less than $67, pay $67 minimum) C. Business License Fee, enter amount from line "B" D.Penalty - if business is already in operation. 1F ALREADY IN OPERATION, you must pay an additional 5% per month, up to a maximum of 25% of the license fee,per TMC 5.04.050 Late Acquisition. If operating in previous year as well, you must Day the license fee for that year also. Please contact us if you have questions. 206-431-3680. E. . 60 TOTAL DUE Please make checks a able to "Cit of Tukwila" (Ali Fees Paid are Non -Refundable) EXEMPTION: Any organization that files for a non-profit exemption will be required to submit to the City a copy of its current IRS 501(c)3 determination letter issued by the Internal Revenue Service to be exempt from the business license fee. / certify the information contained herein is correct 1 understand that any untrue statement is cause for revocation of my license. Print Name , TifletPosition — /� Email Address r--CJ / A I N _ . _ n. / t iL n . � n .,.. /1 n _ _ . - _ 1. The\Mense fee is a combination of the business license fee and the revenue generating regulatory license (RGRL) fee. The license fee is t based on the number of employee hours on the four quarterly reports submitted to the Washington State Department of Labor and Industries (L&I) from the previous year. The work figure used by L&I is 1,926 hours per year for a full-time employee. In addition to the annual employee hours reported on the L&I report, you must include employee hours for sole proprietors, owners, managers, partners and any officers, agents or personal representatives acting in a fiduciary capacity. it is the responsibility of the employer to determine the number of hours worked within the city. Enter the number of employee hours worked on Line "A". Multiply (Line "A") the total number of employee hours worked in Tukwila by $.034896 to determine the total amount due (Line "B"). The minimum fee for any license is $67.00, which covers 1,920 hours worked in Tukwila. If the amount calculated is less than $67.00 enter $67.00 on Line 3. If the amount calculated is greater than $67.00, enter the greater amount do Line "C". Employers without a full year history would need to estimate the number of employee hours that will be worked in the 12 month period. 2. New Businesses — The business license fee for a business that did not submit reports for each of the last 4 quarters to L&I shall be based on the estimated number of employees of that business. The business shall provide its estimate of the average number of employee hours worked in a 12 month period. If the City determines the number of FTE employees was under -reported at the time of application or renewal by an error factor of more than 15%, the business shall pay the balance of the applicable license fee together with a penalty of 20% of such balance due. The business shall also reimburse the City for any accounting, legal, or administrative expenses ! incurred by the City in determining the under -reporting or in collecting the additional amounts. Any person who submits a license fee payment by check to the City pursuant to the provisions of this chapter shall be assessed an NSF fee set by the Finance Director if the check is returned unpaid by a bank or other financial institution for insufficient funds in the account or for any other reason. 3. Outside Contractors or Consultants - Only report those hours worked in Tukwila for the current Year. Janua — DAECEIVED s � Processed by: Customer #:_Ci 0C�� 7 5 5 /� Activity #: B 17 2016 PERMIT CENTER BUFFER DATA LONGITUDINAL BUFFER SPACE • 8 SPEED (MPH) 25 30 35 1 40 45 50 55 1 60 65 70 LENGTH tw 155 200 250 1 305 360 425 495 1 570 645 730 BUFFER VEHICLE ROLL AHEAD DISTANCE ■ R TRANSPORTABLE ATTENUATOR 30 FEET MIN. MINIMUM HOST VEHICLE WEIGHT 15,000 LBS. THE MAXIMUM TO WEIGHT SHALL BE IN ACCORDANCE WITH THE MANUFACTURERS 100 FEET MAX. RECOMMENDATION. MINIMUM LANE CLOSURE TAPER LENGTH : L (foot) LANE Posted Speed (mph) WIDTH 40W) 25 1 35 40 45 s0 55 60 65 70 10 105 1so 205 270 450 500 550 it 115 165 _5 295 495 550 605- 12 t25 1W 24s NO 540 1 600 660 720 7tq 840 MINIMUM SHOULDER TAPER LENGTH - U3 (feet) SHOULDER Posted Speed (mph) WIDTH (INt) 25 30 35 40 45 50 55 60 65 70 C 40 40 W 90 120 130 150 160 170 190 10 40 60 1 90 90 150 170 190 200 220 240 USE A MINIMUM 3 DEVICES TAPER FOR SHOULDER LESS MEN C. CHANNELIZATION DEVICE SPAC 1990 MPH TAPER TANGENT 5e 70 40 60 3Y45 30 60 25130 20 40 LEGEND K TEMPORARY SIGN LOCATION Q CHANNELONG DEVICES O TRAFFIC SAFETY DRUM SEQUENTIAL ARROW SIGN -,DDD I. TRANSPORTABLE ATTENUATOR PCMS PORTABLE CHANGEABLE MESSAGE SKIN BUFFER AFACF L. 17 MINIMUM i 4• EXISTING LANE EXISTINO TRAFFIC SPACE SHOULDER I 2' I WORK AREA i C I i i PCMS 1 2 RIGHT 1 MILE LANE AHEAO CLOSURE 2.0 SEC 210 SEC FIELD LOCATE 1 MILE 2 IN ADVANCE OF LANE CLOSURE SIGNING. SIGN SPACING • X (1) FREEWAYS S EXPRESSWAYS 55 /70 MPH 1500s RURAL HIGHWAYS60 /65 MPH 6001 RURAL ROADS 45 155 MPH 5W I RURAL ROADS S URBAN ARTERIALS 35140 MPH 350t RURAL ROADS S URBAN ARTERIALS 25130 MPH RESIDENTAL 6 BUSINESS DISTRICTS 2Oo3 (2) URBAN STREETS 25 MPH OR LESS 1003 (2) (1)ALL SPACING MAY BE ADJUSTED TO ACCOMMODATE INTERCHANGE RAMPS AT -GRADE INTERSECTIONS AND DRIVEWAYS. (2) THIS SPACING MAY BE REDUCED IN URBAN AREAS TO FIT ROADWAY CONDITIONS. TYPICAL SECTION A -A 4r ROAD NARROWS Same signs shall be used on all connecting roadways. 4r WS-1 BUS STOP NOT AFFECTED S. 144th A FLAGGER a a a FLaccers ®� I�q ct � s WORK AREA N ~- ff�222 eGm _ 1n q M C a I L/3 �A x x x .�.. L e R 100•: 4ii' IS' I ROAD IL Nore 3 WORKe AHEAD RECEIVED W20.1 ,a. W4-2(LCITY OF TUKWILA NORTH FLAGGER AHEAD /6' FEB 17 2016 W20.5R NOTES PERMITCENTER SEE SPECIAL PROVISIONS FOR WORK HOUR RESTRICTIONS. 2. RECOMMEND EXTENDING DEVICE TAPER (1_13) ACROSS SHOULDER. 3. USE TRANSVERSE DEVICES IN CLOSED LANE EVERY 10001 (RECOMMENDED). SINGLE -LANE CLOSURE WITH SHIFT 4. ALL SIGNS ARE BLACK ON ORANGE. a RECOMMEND ADVANCE NOTICE FOR ANY OVER WIDTH LOADS PRIOR TO LANE CLOSURE FOR ALTERNATE ROUTES IF APPLICABLE. NOT TO SCALE C-/7) SIneft Um Ctwum !M SMMTC•/) Pb: t FEDAID PROU.No. ` As � CR CONSTRUCTION LLC TC17 Washington State 5353 S.144th ST. Tukwila ..._ Department of Transportation a -_a�— TRAFFIC CONTROL PLAN ...•, City of Tukwila Department of Community Development December 16, 2015 VAN LUU 33039 20 PL SW FEDERAL WAY, WA 98023 RE: Correction Letter # 3 COMBOSFR Permit Application Number D15-0163 VAN LUU RESIDENCE - 5303 S 144 ST Dear VAN LUU, Jim Haggerton, 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: PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. • Civil plan is correct and was approved by Public Works on December 7, 2015, however items listed below needs to be submitted. Please submit items listed in items no. 2 and 3 of Public Works Department comments dated October 26, 2015. 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. D15-0163 Asnn Q.,, 0L---f R ..l .. a c....,, u Inn - 'r..l..... I— Ta _ i = —'-- no r oo - - - --- - --- • F*' City of Tukwila Jim Haggerton, Mayor • Department of Community Development Jack Pace, Director December 14, 2015 Van Luu 33039 20 PL SW Federal Way, WA 98023 RE: Request for Application Extension Van Luu Residence — 5303 s 1441h St Dear Ms. Luu, This letter is in response to your written request for an extension to Application Number D 15-0163. The Building Official has reviewed your letter and considered your request to extend the above referenced application. It has been determined that the City of Tukwila Building Division will be extending your permit application an additional 180 days, through June 26, 2016. If you should have any questions, please contact our office at (206) 431-3670 extension 1. Sincerely, Rachelle Riple Permit Technician File: Permit D15-0163 WAPennit Center\EXtension LetterrWpplications\2015\D15-0142 App Extension Letter.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila. Washington 987889 Phone 206-4 31- 367n . Far 206- d � 1- 2AA z 'il 130) a0 f s-- -of `a r U an LUcmc) q I c� RECE►VM CITE° OF T;.lwl,# ILA NOV, 302015 1 Request for Extension # t Current Expiration Date: Extension Request: Approved for days \❑ Denied (provide explanation) 1 Signature/Initials City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director November 4, 2015 VAN LUU 33039 20 PL SW FEDERAL WAY, WA 98023 RE: Application No. D15-0163 VAN LUU RESIDENCE 5303 S 144TH ST Dear VAN LUU: Permit application D15-0163 for the work proposed at VAN LUU RESIDENCE (5303 S 144TH ST) has not been issued by the City of Tukwila Permit Center. Per the International Building, Residential, and Mechanical Codes as well as the Uniform Plumbing Code and/or the National Electric Code, every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of COMMENTS OUT and is due to expire 12/26/2015. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is completed for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that your permit is not issued, we do not receive your written request for extension, or your request is denied your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, �f C U/ Bill Rambo l Permit Technician File No: D15-0163 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director October 26, 2015 VAN LUU 33039 20 PL SW FEDERAL WAY, WA 98023 RE: Correction Letter # 2 COMBOSFR Permit Application Number D15-0163 VAN LUU RESIDENCE - 5303 S 144 ST Dear VAN LUU, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING - DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 2406; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) All Structural Drawings and structural calculations sheets to be stamped (original signed wet stamp, not copied) by Washington State licensed architect, structural engineer or civil engineer. (BUILDING REVIEW NOTES) 1. Previous correction memo requested: (Any plan sheets or engineers documents produced by an architect or engineer shall be provided with original wet stamped and original signature on each sheet. Provide sheets provide by design professionals with wet stamp and signatures, no electronic copies shall be approved.) The calculations by engineers, geotechnical, and storm drainage sheets are not wet stamped and signed. Provide those calculations and documents and each plan sheet with wet stamp and signature that are provided by Washington State licensed engineers and design professionals. Calculation packets only need the front sheet wet stamped and signed. Electronic copies shall not be approved. PW - DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. l.Since the demolished house was on septic system and there is no sewer stub for this parcel a new sanitary side sewer tapped of the exiting main in the street needs to be constructed. It will be easier to construct the side sewer on 53rd Ave S since there is no sidewalk. Please revise your site plan accordingly. Sewer connection fee in the amount of $ 669.46 will be assessed. If you have any questions about the sewer service please contact Mike Cusick, PW Senior Water and Sewer Engineer at (206) 431-2441. 2. Work inside the City right-of-way shall be performed by a WA State licensed contractor, who needs to obtain a business license from City of Tukwila. 3. Applicant shall submit the following items for work inside the City right-of-way, see attached PW Bulletin A4: a) Contractors Information and proof of Tukwila business license b) Insurance certificate naming City of Tukwila as additional insured c) Bond, cash deposit or other form of financial guarantee for 150% cost of work in the right-of-way (sanitary side sewer, driveway modification,storm drain connection to existing CB) d) Executed Hold Harmless Agreement signed with notary by the property owner. e) Traffic control plan. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 9 Phone 206-431-3670 • Fax 206-431-3665 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) 433-7165. Sincerely, Rachelle Ripley Permit Technician File No. D15-0163 6300 Southcenter Boulevard Suite #100 • Tukwila Washingoton 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director July 10, 2015 VAN LUU 33039 20 PL SW FEDERAL WAY, WA 98023 RE: Correction Letter # 1 COMBOSFR Permit Application Number D15-0163 VAN LUU RESIDENCE - 5303 S 144 ST Dear VAN LUU, 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 1lx17 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) All Structural Drawings and structural calculations sheets to be stamped (original signed wet stamp, not copied) by Washington State licensed architect, structural engineer or civil engineer. (BUILDING REVIEW NOTES) 1. Please provide a Geotechnical soils analysis report of this site by a registered geotechnical engineer. Evaluation shall include load -bearing values of site soils for footings and shall include any potential methods for footing preparation typical for this area or location. Report shall provide recommendations for a footing drainage system including separate recommendations for down spout drainage system. Engineering calculations for footing soils load bearing specifications shall be consistent with the geo-tech report. 2. Provide additional plan details to identify a footing drain or a crawl space water discharge system. The discharge system shall be separate from the roof drain system. Footing drains shall discharge to a separate designed drainage field, dispersion pit or storm drain. Refer to any recommendations provided by the geotechnical report. Coordinate any combined discharge systems with the Tukwila Public Works Department. The intent is that groundwater will not accumulate in the crawl space. (IRC R401.3, R405.1, R408.6) 3. Outdoor combustion air shall be provided for gas appliances located in the garage. Show combustion air opening(s) with sizes specified in the garage. (IRC G2407.6 & IMC 304.6) 4. Provide the R-Values for the doors and windows on door and window schedule. Complete an energy code Prescriptive Worksheet (Door/Glazing schedule Heating System Sizing Worksheet) available on Washington State website. http://www.energy.wsu.edu/BuildingEfficiency/EnergyCode.aspx 5. On the elevation sheet show the sides of the house as North, East, South and West. 6. Any plan sheets or engineers documents produced by a architect or engineer shall be provided with original wet stamped and original signature on each sheet. Provide sheets provide by design professionals with wet stamp and signatures, no electronic copies shall be approved. 7. Provide dimensions for roof overhangs. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 e Phone 206-431-3670 • Fax 206-431-3665 8. Show location and size for attic access on the floor plan. Also clearly mark the location of crawlspace access. PLANNING DEPARTMENT: Carol Lumb at 206-431-3661 if you have questions regarding these comments • It appears that the maximum building footprint for this house exceeds what is permitted by TMC18.10.057. Based on the size of the parcel, 9400 sq. ft., the maximum building footprint is 31.375%, or a 2,949 sq. ft. structure. The proposed structure's building footprint is 3,029 sq. ft. in size. The size of the building footprint must be reduced to comply with TMC 18.10.057. PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. 1) Provide construction cost estimate for site work associated with new house construction and enter the amounts on page 1 of attached Public works bulletin A2. 2) Submit a 24" x 36" site plan drawn to scale for proposed new home construction. Show: * property lines, scale, N arrow, proposed driveway dimensions, spot elevations * existing Qwest easement * new 4" sanitary side sewer, since previous house was on septic * new water service to the house (existing 3/4" WM is turned off, house needs to have a fire sprinkler system installed). House fire sprinkler system shall be designed by a Fire Sprinkler Designer. Designer shall verify in writing to the Public Works Inspector that existing 3/4" and service line meets domestic water and fire flow requirements. If the requirements are not met then a 1" WM and 1" water service shall be installed. * storm drainage system per 2009 KC Surface Water Design Manual * temporary erosion/sediment control * power/gas/telecommunication services to the house 3) Additional comments might be provided after site plan is submitted. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) 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 accented through the mail or by a messenger service. If you have any questions, I can be reached at 206-431-3655. Sincerely, P Bill Rambo Permit Technician File No. D15-0163 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 9 Fax 206-431-3665 Carol Lumb From: Carol Lumb Sent: Monday, July 20, 2015 5:33 PM To: 'van pham' Cc: Bill Rambo; Rachelle Ripley Subject: RE: Building footing - D15-0163 Dear Ms. Van, Thank you for forwarding the email from your architect for the building permit D15-0163. I can confirm that I was incorrect when I calculated the building footprint for your home. A correction sheet was included with the letter you received from the City that identified the items that needed to be addressed in the permit re -submittal. For the Planning Comment, please just note that it is "Not Applicable". I will revise my comments in the computer so that it is clear that the proposed house does comply with TMC 18.10.057, Maximum Building Footprint. Please let me know if you have any questions. Carol Lumb Carol Lu-nab, A InC"Pn Senior Planner Depart Beni ol'Con3.rnunily Development Ci r Of 7`u k W178 6.300Sozj1hceen1e-rB1vd..Sulle 100 1'z�1i Ta 1a, YVA 98188 206- J.31-.Y)6] C,;aro1 L urr�hno 7'uk�>>.r1fr I�d�a.,�oa Tukwila, the City of opportunity, the eona.inurtity of choice. From: van pham (mailto:vanlamluupham@yahoo.com] Sent: Monday, July 20, 2015 12:04 PM To: Carol Lumb Subject: Fw: Building footing On Sunday, July 19, 2015 2:07 PM, "vanlamluupham@yahoo.com" <vanlamluupham@yahoo.com> wrote: Hi, I'll call her on Monday. Thank you. Sent from my LG G2, an AT&T 4G LTE smartphone ------ Original message ------ From: Hunter Date: Fri, Jul 17, 2015 6:46 PM To: vanlamluupham@yahoo.com; Subject: Building footing Hello Miss Van, The correction under Planning Department (Carol Lumb) stating the building footprint can't exceed 2949 sf for your lot under TMC 18.10.057. Your house footprint is (1s' floor 1693 sf + garage 758 sf = 2451 sf) well under the required footprint coverage. I think she her calculation is incorrect, therefore no redesign needed. Call me if you have any other questions. Have a great weekend. 41, Indemnification and Hold Harmless ana Permit I emporary In Nature Reference Number(s) of Related Document(s): 041Y 1.Ua residence D16 - 0163 Grantor/Borrower: ?z� 039 2D d2.c-e. SI.J l �,023 Grantee/Beneficiary: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: 5303 IS f 1 41 Street Abbreviated Work Description: WORK- IN 1-K 6 P.-K H -o - (4 tTK WfOST%CTI oN or NEW !&FR NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and hold harmless the City, its officers, agents and employees, from and against any and all claims, losses or liability, including attorney's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right-of-way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right-of-way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. Page 1 of-3 DATED this 10 - day of - t-JO J -;._ , 20 IS GRANTOR(s): GRANTOR(s): GRANTOR(s): individual(s) STATE OF WASHINGTON ss. COUNTY OF KING On this )fit day of Q,.1e 14eY, 2015_, before me a Notary Public in and for tie State of Washington, personally appeared ,and to me known to be the individual(s) that executed the foregoing instrument,' and acknowledged it to be the free and voluntary act of said individual(s), for the uses and purposes mentioned in this instrument, and on oath stated that he/she/they was /were authorized to execute said instrument. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. J v� Name: 0 -C I E RLE NOTARY PUBLIC, in and for the State of LIC Washington, residing at TON ES My commission expires: a Page 2--of 3 DATED this day of :DLeM&er— , 201-5 GRANTEE: CITY of TUKWILA By: - Print Name: Bob Giberson, P.E. Its: Public Works Director STATE OF WASHINGTON COUNTY OF KING On this day, before me personally appeared BOB GIBERSON to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, and year first above written. LAURIE A. WERLE NOTARY PUBLIC STATE OF WASHINGTON COMMISSION EXPIRES MAY 29, 2A18 have hereunto set my hand and official seal the day IName: L,a 117 NOTARY PUBLIC, in and for the State of t Washington, residing at �f �� ► Ic My commission expires: Paged of 3 I - Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): SRN Lull Feeidense D15-0163 Grantor/Borrower: AIq ly if �;? 039 20 �-e. SU) Aeogt Z 3 Grantee/Beneficiary: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: 5303 ?S1ZY�'4h 5treft Abbreviated Work Description: Uu0RK- I TK5 P�JGH -o - WAr Tc.c 11 tTi'-( tpNSTRtkCT1 ON or NELJ S R NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and hold harmless the City, its officers, agents and employees, from and against any and all claims, losses or liability, including attorney's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right-of-way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right-of-way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. Page / of 3 DATED this 10 day of , 20 GRANTOR(s): jj" I GRANTOR(s): GRANTOR(s): individual(s) STATE OF WASHINGTON RIM COUNTY OF KING On this �� day of G�✓c�i��r, 20_% , before me a Notary Public in and for tfie State of W shington, personally appeared 1. _ 11U li ,and to me known to be the individual(s) that executed the foregoing instrument, and acknowledged it to be the free and voluntary act of said individual(s), for the uses and purposes mentioned in this instrument, and on oath stated that he/she/they was /were authorized to execute said instrument. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. L A U R I E q, W— R NOTARY PUBLIC STATE OF WASHINGTON COMMISSION EXPIRES MAY 29, 2018 G lc- tc Name: NOTARY PUBLIC, in and for the State of Washington, residing at 116K;I16: My commission expires: II Page oZ of 5 DATED this — day of �CeVn&er— , 201-5 GRANTEE: CITY of TUKWILA By: , Print Name: Bob Giberson, P.E. Its: Public Works Director STATE OF WASHINGTON COUNTY OF KING On this day, before me personally appeared BOB GIBERSON to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I and year first above written. LAURIE A. WERLE NOTARY PUBLIC STATE OF WASHINGTON COMMISSION EXPIRES MAY 29, 2018 have hereunto set my hand and official seal the day Name: fi'Weel- P NOTARY PUBLIC, in and for the Statte of Washington, residing at % I ICc My commission expires: Page 3 of 3 s1 v 0 ON Uj m Z J r m n 0 u w .o O LQ N = 1° N NJ CD m Ln m z n O z z m Cl O z -n m m is w w 4�b O O N N N N N N V V V Ln Ln V1 Ln Ln Ln N W w D w Ln In 70 w rn rn D is in in cn O O O O O rn o rn Oo O rn W rn w Ln V In W Ol N lD l0 N 111 LO Ol W N O Ln Ln 00 N V V w O O L lV r_ Ui 00 w T 00 D O z o Ln rn rn rn 3 SEWER FEE FOR LANCE KISSINGER AUG 28 2013 5919 SOUTH 144TH Q. LID# 5 DEPTH WIDTH AREA N ZONE 3 10 117.5 1175 0.0067 7.8725 ZONE 4 30 117.5 3525 0.0067 23.6175 ZONE 5 30 117.5 3525 0.00333 11.73825 LID# 5 FACTOR TOTAL 43.22825 6.838224705 $ 295.60 00717 ( /hrZO Xx S7 Aye S> Zo7- ,,.3 37.7s' 31.9-t M 0 k G ,Z7. �-/,x2 N" Z#7 - noAAt- 75-0 o LI1JcsJ�� UhG L• /. 's }' ,3o xfSz aiv ,r Sawa.- S7zxw 6) . JO x ZZ-$O x o. 0 /,: 000 (1-,30 x 7.7 . 8o x o. 00�3713 �Z.7. x 7.2.jlO x x 3 7 7Sr K O pO 6666 7 K ,37 7, X �• 04 333 �S•S6 x 9.7S = LI�Z3. /8 ,j�L�QtVAT/OnI h/v�Th�a� GHyrGE•• �'�'� f �'� . x 7.7. �3So f 7S0 4.5--Yf PUBLIC WORKS D E P _ . 7. 7.S- -� X �,N*J822-Y705- S�w.E.c �O.tt�ss�.EivT 07'�- 0 W O O m4w rq GJ C� N O O O O N N N N 20110427001103 OWEST Ret.Orn to: PAGE-001 OF 004EA5 65.00 04/27/2011 13:39 Jeff Lawrey KING COUNTY, WA 1west.:Corporation 1. .. . If 08 N5.'-64 St. 4uh Floor 8ek E2488581 04/27/2011 13:38 KING COUNTY, WA TAX $94.00 SALE $5,000.00 PAGE-001 OF 001 RFCOMNG INFORMATION ABOVE EASEMENT d S) he undersi6 Granto -for, and consideration of FIVE THOUSAND DOLLARS r.�OO n, tl�.. receipt ($5000) and Tthe dZd vak*. t whereof ereof is hereby acknowledged, do hereby Fos,; f grant`a9d,.'cony,ey �nto:i west a:-Cblorado..�.cor' Orat2ion, hereafter referred to as "Grantee" whose ab 0 or C 0 " p 8i)202, �0 address `1� 1801 Califdmia $uite 5ilio,-benv9�r,,tO its permitted successors, assigns, lessees, licensees, and. agents a pbrpetUal e666ent to :tqnstrucU* reconstruct, modify, change, add to, operate, maintain, and" remove Bchfelecql�muift!pations . J!!kies` power electrical facilities, which may include transformers and/br,..,paWer viuits,.-as needed fbr...,;-QyvdsJ equipment, provided by the local power company and their contractors, and appurtenances;` frorn-Aime'to, time, as Grantee may require upon, over, under and across the following descri4ed land situated in'% the..t.oupty of KING, State of Washington, which the Grantor owns or in which the Grant6r.hai any i fteresf, to wit: An easement located in the NORTHWEST portion of the Giantor'i-.pr6perty, lying within the Northwest Quarter of the Nort*est..Oua�ker of Sectioft-23 Tqwnshl0,23N,, Range 4E, being the EAST 12 ft of the WEST 13.4 ft'bf the NORTH.'12 Wanii which js�'dqscribed in its entirety on EXHIBIT 'A" and shown on EXHIBft -Be LOT(5)&PCK� SEMON rOWNSHIP23N. RANGE 04E. W.M. Tax ParceP Qwest refere. ce SEE Ek 311Ft9T045A01VD13Y THIS Grantoi further conveys to Grantee the following incidental rights:`�-...: The right of, lngre!0s and::::egress over and across the lands of Grantor to, and from ti hd"above-dekribed property and"the right tO' dear' and keep cleared all trees and other obstructio6s,.,as may 1�0 necessary for the G4ntee'$.%'use and enjoyment of the easement area. .!Grantee shall: indery),nify,"drantor4or all damages caused to Grantor as a result ofGrantee's negligent exercise .. of the HOW"and privil6ges herein g!anted. Grantee shall have no responsibility for pre-exis ing-.''environmental contamination oriabilities. Grantor., reserves the rig to:OccuPyq�e'and. cultivate said easement for all purposes not inconsistent with the righ6'fi&ein grant6d. Grantor covenants.,that he/she/bey is/are-the fe6 simple owner of said land or in which the Grantor has any interest and will warrant and d0tej6d titlito the land against st all claims. Grantor hereby cove inahts16 no excavation, building, structure or obstruction will be constructed, erected, built or permitted on said easement area 'and ncAqh6nge■ lll li��t;npdeibylgradingloriothemisp,,tolth-e'rsurti-ce or subsurface ,,ofLtlie,easement-ai,ea,or&tCf,ih�ig.roL iTZff ely -Ldja,,; nt to th�eeas a? .7 .. 3 Grantor Initial, Page 1 of 4 JeA RZA6e-1 The rights, conditions and provisions of this easement shall inure to the benefit of and be binding upon the heirs, `&ecutors, administrators, successors and assigns of the respective parties hereto. ,• A 1y claim, controversy or dispute arising out of this Agreement shall be settled by arbitration in accordance >' with tie applicable rules of the American Arbitration Association, and judgment upon the award rendered by .the aFbitrator may be. -entered in any court having jurisdiction thereof. The arbitration shall be conducted in the.6unty where the prop2rty is located. Dated:this • d#'of GRANTOR: PA ' CK W HbwELL STATE OF WASHINGTON } }ss COUNTY OF K1N& } The foregoing instrument was acknowledged before me This -LK,day of"OIL— , 2011, by PATItK W HOW�LL , ,ME.,,,., .....R �° �. _ ,OTAg09 AZ Z aAS s i Notary My commission expires' - Resides at: "Ti1K�!{Ur R/W #: M 04131.1M6 Exchange: STTLWACH SEC17ON 23, TOWNSHIP 2 Page 2 of 4 EXHIBIT "Bo (PAGE 4 OF 4) QWEST EASEMENT — QWEST JOB j#92W2GVE(4) 5303 S. 144TH ST., CITY OF- TUKMLIA KING COUNTY, WASHINGTON .::"-'iXHJBIT TO ACCOMPANY LEGAL DESCRIPTION j "cc, S 94TH ST N 88'48,18mw TPAS. N. W. CORNER S &48187 12. qo S EAST HALF LOT 13 &14• I?A S 88*48'18"E 1.33 %12.00 r4 IQ rou N 0111VIE 12.00 N 88*48'4# 12.00 TPN."' 799966OD66 14 12'X 12' QWEST EASEMENT 30, C4 TPN 7999600065 E. HALF OF LOTS 13 & 14, BLOCK I STERLING AFN 472315 5303 S. 144TH ST QWEST JOB #92W2GVE (4) DATE: All **4 1%T. APRIL, 2011 JOB NO.: "SURVEYING 11525 DRAWN BY. ti 3 a 3030--l" South :.352nd Street si CHECKED BY. "buin, . Washm ton 98001 o" z• ) . 6 0 P�o'nev (23) '.8r a 4 00 DDS oqlb Fav 2 . 3441 SCALE.- Expmu NTS DIS•0163 EXHIBIT A (PAGE 3 OF 4) L EG ."D J - A� E, SCRIPTION ;�Q)VES,i'iOB# 92W2GVE(4) .,:JPN.79,99600065 All 311AOPJ 1.2'X 12! OWEST EASEMENT NCS JOB# 11-525 QW�ST EASEMENT THAT,-.V-Olt-TI0N OF THE EAST H: F OF -LOTS 13 AND 14, BLOCK 1, STERLING, AS FILED IN VOLUME 1.4 oF---p.E Al"I'S PlAl- GE 94, RECORDS OF KING COUNTY, WASHING�-ON, LYIVG:Wr mm-.:THE NORTHWEST QUARTER OF SECTION 23, TOWNSHIP 2'3:--N-ORT&` RANGE.41 ---,AS.T,..-bF. THE W.M., KING COUNTY, WASHINGTON, MORE PARTICtJLARRVI' DESCRIBED AS FOLLOWS: COMMENCING ATT4F N OR+HWEST"CORNER ABOVE SCRIBED PARCEL; THENCE S 88'48'18"EAL6NG-4.4E NORTI'i LINE"*-:0F SAID PARCEL, 1.33 FEET TO THE TRUE PO I 'INT..-."OF'-'BEGINNE�,4,b",:::;.TH8NCE.66NTINUING ALONG SAID NORTH LINE S`9i8'04i"10E---*--'i2.06 FttT;-'--TH t ENCE S 01 0 1 7'32"W, 12.00 FEET; THENCE N 88*48'1 8'V- - •1-2 00 FEET; THENCE N 01.0.1-77,32"E, 12.00 FEET TO TUE POINT OF BEGINNING. ATTACHED HERE TO EASEMENT EXHIBIT TVIAP B. PERMIT COORQ COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0163 PROJECT NAME: VAN LUU RESIDENCE DATE: 06/28/16 SITE ADDRESS: 5303 S 144TH ST Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # X Revision # 1 after Permit Issued DEPARTMENTS: Bui in livision gM � Auc �-4t� W P(P 1�15N Fire Prevention .b tpL, A&, I-6. l(o Planning Division ED Public Works Structural ❑ Permit Coordinator PRELIMINARY REVIEW: DATE: 06/28/16 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 07/26/16 Approved ❑ Approved with Conditions ❑ Corrections Required ❑ (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0163 PROJECT NAME: VAN LUU RESIDENCE SITE ADDRESS: 5303 S 144 ST DATE: 02/17/16 Original Plan Submittal Revision # X Response to Correction Letter # 3 Revision # DEPARTMENTS: Building Division ❑ Public orks PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Corrections Required ❑ (corrections entered in Reviews) REVIEWER'S INITIALS: Fire Prevention ❑ Structural ❑ before Permit Issued after Permit Issued Planning Division ❑ Permit Coordinator DATE: 02/18/16 Structural Review Required ❑ DATE: DUE DATE: Approved with Conditions Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 03/17/16 12/18/2013 lc:IT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0163 DATE: 12/2/15 PROJECT NAME: VAN LUU RESIDENCE SITE ADDRESS: 5303 S 144TH ST Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 2 Revision # after Permit Issued DEPARTMENTS: AA Wo ►�� Building Division ® Fire Prevention ❑ Planning Division ❑ Pub is Works Structural ❑ Permit Coordinator ❑ PRELIMINARY REVIEW: DATE: 12/3/15 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 12/31/15 Approved ❑ Approved with Conditions ❑ Corrections Required Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: 1�l U��(0V4 REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW Staff Initials: 12/18/2013 ?ERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0163 DATE: 09/23/15 PROJECT NAME: VAN LUU RESIDENCE SITE ADDRESS: 5303 S 144TH ST Original Plan Submittal X Response to Correction Letter # 1 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: BuildingDivision Fire Prevention Planning Division � ❑ g � CZV* kbvA Public Works IN Structural ❑ Permit Coordinator ❑ PRELIMINARY REVIEW: DATE: 09/24/15 Not Applicable ❑ Structural Review Required ❑ (no approvallreview required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 10/22/15 Approved ❑ Approved with Conditions ❑ Corrections Required (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: �v 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0163 DATE: 06/29/15 PROJECT NAME: VAN LUU RESIDENCE SITE ADDRESS: 5303 S 144 ST X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: Cam- '� l p(�6 God u. �I�� Building Division Fire Prevention �' Planning Divtston )�& Covr�- Public Works � Structural ❑ Permit Coordinator n PRELIMINARY REVIEW: DATE: 06/30/15 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 07/28/15 Approved ❑ Approved with Conditions ❑ Corrections Required �� (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only /_1 V -( J _ CORRECTION LETTER MAILED: Departments issued corrections: Bldg Fire ❑ Ping�Pw� Staff Initials: of� 12/18/2013 PROJECT NAME: SITE ADDRESS: PERMIT NO: ORIGINAL ISSUE DATE: REVISION LOG REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE 41 -INITIALS STAFF Summary of Revision: qt&WAm11v9 Received b rt REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://w,,Aw.Tukwila'vVA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Cent Revisions will not be accepted through the mail, fax, etc. Date:'w l� Plan Check/Permit Number: ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # /' Revision # I after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name Project Address: Luu Contact Person: X& AUy-�t P 6 Phone Number: Summary of Revision: /V� C ,1)I--- RECEIVED CITY OF TUKWILk. PERMIT CENTER= Sheet Number(s): IJ4 Yl 1�,>, "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: _ L � mct Entered in TRAKiT on _ U W:Ternut Center\Templates\Forms\Rcvision Submittal Form.doc Revised: August 2015 City ®f 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.tuhwila.wa.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: J� ' Ila Plan Check/Permit Number: ❑ Response to Incomplete Letter # ® Response to Correction Letter # 3 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Van Luu Residence Project Address: 5303 S 144 St D15-0163 Contact Person: �(G�,(� /� Phone Number: _Ir�� 122`:2 -1 b .3 Summ�ary, of Revision: geAAj� C-Ong—c-{tiO n C�N ftoll - d f W21i ■ Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision C Received at the City of Tukwila Permit Center by: [,';4--Entered in TRAKiT on \applications\fornis-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.Tukwi]aWA.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: I\30 U Plan Check/Permit Number:D 15-0163 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 2 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: VAN LUU RESIDENCE Project Address: 5303 S 144TH ST Contact Person:) Summary of Revision: Phone Number• g �4 1 2 -- ��► S v\l e-C Q Wet Sfa- nP S -:Coy- taus t ISM P kt o rArc, rg A S S MOSWED I.C►� o n 2015 AEAMT ('EA - ER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ❑ Entered in TRAKiT on W:Termit Center\Templates\forms\Revision Submittal Form.doc Revised: August 2015 City of Tukwila ...q ti Department of Community Development 4 t) 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 ""'"' '� Phone:206-431-3670 rso$ Fax: 206-431-3665 Web site: http://www.ci.tukwila.wa.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: J Plan Check/Permit Number: D 15-0163 ❑ . Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Van Luu Residence Project Address: 5303 S 1144, eSt Contact Person: �%an Lit LA Phone Number: r RECOVED 4-."v 06: ?'OWMA SAP' 2 2 2015 © oS mct.$e. f � W� C •- i.0 per—_ d r-ai n. e—q f ' nctf2-. `g i ("Yoo h c -u S ,,-- Sheet Number(s): Tyr- W, q -� to "Cloud" or highlight all areas of revision Received at the City of Tukwila Permit Cei ❑ Entered in TRAKiT on \applications\forms-applications on line\revision submittal Created: 8-13-2004 Revised: Department of Natural Resources and Parks La Wastewater Treatment Division King County Residential Sewer Use Certification Sewage Treatment Capacity Charge • To be completed for all new sewer connections, re- connections, or change of use of existing connections. • This form does not apply to repairs or replacements of existing sewer connections within five years of disconnect. Please Print or Type Property Street Address VM�VKU)'U . W � IXIR City State I ZIP yWr1 1-{ Son" U)ct. Owner's Name Owner's Mailing Address I IOU City State ZIP 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 PieSse check appropriate box: Equivalent (RCE) ingle-family (free standing, detached only) 1.0 Multi -Family (any shared walls): ❑ Duplex (0.8 RCE per unit) 1.6 ❑ 3-Plex (0.8 RCE per unit) 2.4 ❑ 4-Plex (0.8 RCE per unit) 3.2 ❑ 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 = a If Multi -family, will units be sold individually? ❑ Yes ❑ No For King Count- ;e Only Account # No. of RCEs Monthly Rate TU�- Sewer District / Agency Contact & Phone Number Date of Sewer Connection Side Sewer Permit Number :29q0I �60 — 60 S` Required: Property Tax Parcel Number Subdivision Name Subdivision Number Lot Number Block Number RECEIVE} Building Name CITY OF TUI(WILA .SUN292015 PERMIT CENTER Please report any demolitions of pre-existing building on this property. Credit for a demolition may be given under some circumstances. Demolition of pre-existing building? XYes ❑ No Was building on Sanitary Sewer? ❑ Yes ❑ No Was Sewer connected before 2/1/90? ❑ Yes ❑ No Sewer disconnect date: Type of building demolished? Request to apply demolition credit to multiple buildings? ❑ Yes ❑ No If yes, will this property have a Homeowner's Association? ❑ Yes ❑ No D I So- o 163 Pursuant to King County Code 28.84, all sewer customers who establish a new service which uses metropolitan sewage facilities shall be subject to a capacity charge. The amount of the charge is established annually by the Metropolitan King County Council as a rate per month per residential customer or residential customer equivalent for a period of fifteen years. The purpose of the charge is to 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 206-684-1060. 1 certify that the information given is correct. I understand that the capacity charge levied will be based on this information and any deviation will require resubmission of corrected data r determination of a revised capacity charge. Signature of Owner/Representative / Date_—�% �S Print Name of Owner/Representative VCR. lri 1 I.1k A 1057 (Rev. 4/11) White — King County Yellow — Local Sewer Agency Pink — Sewer Customer Department of Natural Resources and Park< km Wastewater Treatment Division Q 1 KingCounty � 1 � r Residential Sewer Use Certification Sewage Treatment Capacity Charge • To be completed for all new sewer connections, re- connections, or change of use of existing connections. • This form does not apply to repairs or replacements of existing sewer connections within five years of disconnect. Please Print or Type Property Street Addres City State ZIP LAN LL4LA 9- Th Q, W Owner's Name `11 L � ( Owner's Mailing Address City 1, tate ZIP - .: 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 For King County a Only Account # No. of RCEs Monthly Rate IiAkwil0,� Sewer District / Agency Contact & Phone Number Date of Sewer Connection Side Sewer Permit Number Required: Property Tax Parcel Number Subdivision Name Subdivision Number Lot Number Block Number Building Name City State ZIP Residential Customer Please check appropriate box: Equivalent (RCE) Single-family (free standing, detached only) 1.0 Multi -Family (any shared walls): ❑ Duplex (0.8 RCE per unit) 1.6 ❑ 3-Plex (0.8 RCE per unit) 2.4 ❑ 4-Plex (0.8 RCE per unit) 3.2 Please report any demolitions of pre-existing building on this property. Credit for a demolition may be given under some circumstances. Demolition of pre-existing building? dyes ❑ No Was building on Sanitary Sewer? ❑ Yes CVlo Was Sewer connected before 2/1/90? ❑ Yes ❑ No Sewer disconnect date: ❑ 5 or more (0.64 RCE per unit) Type of building demolished? 5 f- R No. of Units x 0.64 = Request �t apply demolition credit to multiple buildings? ❑ Mobile home space (1.0 RCE per space) ❑ Yes lid No 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 Pursuant to King County Code 28.84, all sewer customers who establish a new service which uses metropolitan sewage facilities shall be subject to a capacity charge. The amount of the charge is established annually by the Metropolitan King County Council as a rate per month per residential customer or residential customer equivalent for a period of fifteen years. The purpose of the charge is to 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 206-684-1060. 1 certify that the information given is correct. I understand that he capacity charge levied will be based on this information and any deviation will require resubmission of corrected 0g )or determination of a revised capacity charge. Signature of Owner/Representative 4 z Xl f Date ' Print Name of Owner/Representative�f°_) i A 1057 (Rev. 4/11) White — King County Yellow — Local Sewer Agency Pink -- Sewer Customer �J. ��u►: 9s Permit Center/ Buildin Division CITY OF TUK WLA 2o6 431-3670 g o' Department of Community Development Public Works Department 2 6300 Southcenter Boulevard, Tukwila, WA 98188 2o6 433-0179 Telephone: (2o6) 431-367o FAX (2o6) 431-3665 Planning Division '`1908'' E-mail: tukplan(&ci.tukwila.wa.us 2o6 431-3670 AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION PERMIT NO: © I STATE OF WASHINGTON) ) ss. COUNTY OF KING ) " a states as follows: [please print name] 1. I have made application for a permit from the City of Tukwila, Washington. 2. I understand that state law requires that all building construction contractors be registered with the State of Washington. The exceptions to this requirement are stated under Section 18.27.090 of the Revised Code of Washington, a copy of which is printed on the reverse side of this Affidavit. I have read or am familiar with RCW 18.27.090. 3. I understand that prior to issuance of a permit for work which is to be done by any contractor, the City of Tukwila must verify either that the contractor is registered by the State of Washington, or that one of the exemptions stated under RCW 18.27.ogo applies. 4. In order to provide verification to the City of Tukwila of my compliance with this requirement, I hereby attest that after reading the exemptions from the registration requirement of RCW 18.27.090, I consider the work authorized under this permit to be exempt under number 41 and will therefore not be performed by a registered contractor. 5. I understand that the licensing provision of RCW 19.28.161 through 19.28.271 shall not apply to persons making electrical installations on their own property or to regularly employed employees working on the premises of their employer. The proposed electrical work is not for the construction of a new building for rent, sale or lease. I understand that I may be waiving certain rights that I might otherwise have under state law in any decision to engage an unregistered contractor to perform construction work. LAURIE A. WERLE NOTARY PUBLIC STATE OF WASHINGTON COMMISSION EXPIRES MAY 29, 2018 Owner/Owner's Agent* Signed and sworn to before me this day of I'C,�� , 20. N T Y PUBLIC in and for the State of Washington Residing at /� \ , County Name as commissioned: My commission expires: 18.27.090 Exemptions. The registration provisions of this chapter do not apply to: 1. An authorized representative of the United States government, the state of Washington, or any incorporated city, town, county, township, irrigation district, reclamation district, or other municipal or political corporation or subdivision of this state; 2. Officers of a court when they are acting within the scope of their office; 3. Public utilities operating under the regulations of the utilities and transportation commission in construction, maintenance, or development work incidental to their own business; 4. Any construction, repair, or operation incidental to the discovering or producing of petroleum or gas, or the drilling, testing, abandoning, or other operation of any petroleum or gas well or any surface or underground mine or mineral deposit when performed by an owner or lessee; 5. The sale of any finished products, materials, or articles of merchandise that are not fabricated into and do not become a part of a structure under the common law of fixtures; 6. Any construction, alteration, improvement, or repair of personal property performed by the registered or legal owner, or by a mobile/manufactured home retail dealer or manufacturer licensed under chapter 46.7o RCW who shall warranty service and repairs under chapter 46.7o RCW; 7. Any construction, alteration, improvement, or repair carried on within the limits and boundaries of any site or reservation under the legal jurisdiction of the federal government; 8. Any person who only furnished materials, supplies, or equipment without fabricating them into, or consuming them in the performance of, the work of the contractor; 9. Any work or operation on one undertaking or project by one or more contracts, the aggregate contract price of which for labor and materials and all other items is less than five hundred dollars, such work or operations being considered as of a casual, minor, or inconsequential nature. The exemption prescribed in this subsection does not apply in any instance wherein the work or construction is only a part of a larger or major operation, whether undertaken by the same or a different contractor, or in which a division of the operation is made into contracts of amounts less than five hundred dollars for the purpose of evasion of this chapter or otherwise. The exemption prescribed in this subsection does not apply to a person who advertises or puts out any sign or card or other device which might indicate to the public that he or she is a contractor, or that he or she is qualified to engage in the business of contractor; io. Any construction or operation incidental to the construction and repair of irrigation and drainage ditches of regularly constituted irrigation districts or reclamation districts; or to farming, dairying, agriculture, viticulture, horticulture, or stock or poultry raising; or to clearing or other work upon land in rural districts for fire prevention purposes; except when any of the above work is performed by a registered contractor; 11 An owner* who contracts for a project with a registered contractor, except that this exemption shall not deprive the owner of the protections of this chapter against registered and unregistered contractors. The exemption prescribed in this subsection does not apply to a person who performs the activities of a contractor for the purpose of leasing or selling improved property he or she has owned for less than twelve months; Q12. Any person working on his or her own property, ether occupied by him or her or not, and any person working on his or her personal residence, whether owned by him or her or not but this exemption shall not apply to any person who performs the activities of a contractor on his or her own property for the purpose of selling, demolishing, or leasing the property; (J13 An owner* who performs maintenance, repair, and eration work in or upon his or her own properties, or who uses his or her own employees to do such work; 14. A licensed architect or civil or professional engineer acting solely in his or her professional capacity, an electrician certified under the laws of the state of Washington, or a plumber certified under the laws of the state of Washington or licensed by a political subdivision of the state of Washington while operating within the boundaries of such political subdivision. The exemption provided in this subsection is applicable only when the person certified is operating within the scope of his or her certification; 15. Any person who engages in the activities herein regulated as an employee of a registered contractor with wages as his or her sole compensation or as an employee with wages as his or her sole compensation; 16. Contractors on highway projects who have been prequalified as required by RCW 47.28.070, with the department of transportation to perform highway construction, reconstruction, or maintenance work; 17. A mobile/manufactured home dealer or manufacturer who subcontracts the installation, set-up, or repair work to actively registered contractors. This exemption only applies to the installation, set-up, or repair of the mobile/manufactured homes that were manufactured or sold by the mobile/manufactured home dealer or manufacturer; 18. An eritity who holdsa valid electrical contractor's license under chapter 19.28 RCW that'employs a certified journeyman electrician, A -certified residenii'al specialty electrician; or an electrical trainee meefing the requirements of chapter .19.28. RCW to°perform plumbing work that is incidentally, directly; and, immediately appropriate to1he,like-in-kind•replacement ofahoilsehold appliance or other small household utilization equipment that requires limited electric power and limited waste and/or water connections. An electrical trainee must be supervised by a certified electrician while performing plumbing work. * Per Washington State Department of Labor and Industries lessee has been interpreted to be equivalent to owner for purposes of exemptions. PLANNING Appel No changes Crin, be Made to these plans vilthout approval from the Planning Division of DCD fzi'oved �y: C- L1M6 LABEL BOUA E FEET PAGE LOT 51ZE: DRIYEINAY WALKWAY PORCH 5TEP5 LIVING AREA: FIRST FLOOR SECOND FLOOR ENTRY UPPER DECKS 9400 920 85 118 36 33C13 1693 1100 120 FOR: D 11.9:3chanical FkKooctrical L Fumbino l^i Gas Piping of Tukwila E?l.asl�P'NG DIVISN No changes shall be made to the scope of Mlork %vithoist prior approval of s�', PsEa Building Division. NOTE: �� uF E will require a new plan submittal and may in lude additional plan review fees. RLE copy Permit no. Plan o eview approuaI is subject to errors and orrilssion. AixprOval of construction documonts doos not authorize tho viola' (m of any ,adopted coda or ordinance. Recoipt of approv6 d Field Cop and ndition is acknowledged: By: Date: City Of Tukwila BUILDING DIVISION 1) COVER 2) SURVEY 3) PLOT PLAN 4) FOUNDATION PLAN RE1%fEWED FOR. CaDE COMRI.IgNCF- APPROVED FEB 2 5 2016 City of TuWlla; BUILDING DIWWO�. 5) FIRST FLOOR J015T5 PLAN 6) FIRST FLOOR PLAN l) 5EGOND FLOOR J015T5 PLAN S) SECOND FLOOR PLAN r,ORRE��'i0N 9) ROOF FRAMING PLAN l-rR#-E-- 10) ELEVATION VI BPN5 Y U7i i A"Ii_A f \ 4 11) SECTION VI EV15 NOV 3 0 2015 PERMIT CENTER 51.0 GENERAL NOTES 52.1 FOUNDATION SECTIONS 53.1 FRAMING SECTIONS 043 in _ V ■.� `® .� A o 5HEBT NUMBER IMPERVIOUS RATIO 4159/9400=50.62% 53.2 SEG I + I - - - - - - - - f/�W_ -------------------- 20' I 20' I -----------------------------------------vi------------- T) W TOTAL CUT— 50 CY TOTAL FILL-0 CY VICINITY MAP NTS SITE PLAN PROVIDED BY NW QUALITY CONSTRUCTION �' "� BACK OF CURB • � � '� �� 'j�ei� it��t�.`=,_�d by, the Public SURVEY PROVIDED BY CRONES LAND SURVEYORS W I FLOWLINE OF CURB W!Lft CUrECUL is �at1et to errors and LEGEND: FOUND MONUMENT, AS SHOWN FOPND 5/8" REBAR, W/�8. AS SHOWN OO SET 5/8" REBAR & CAP, LS 29537 SET NAIL & DISK, LS 29537 R/W RIGHT OF WAY CHAINLINK FENCELINE E/P EDGE OF PAVEMENT WATER, GAS, CB ------- CATCH BASIN ELECTRICAL AND CABLE LINES P MAILBOX �-POWER POLE W/LIGHT —0— POWER POLE m POWER JUNCTION BOX �' �A�l LUU NL�)IULNUL �� , ��, �� , , I i i -' L� ��tolations of .cu,. `l'i1e responsibility lil i,[� totally with the ,j 15 3 0 3 S 144TH S T R E E T T U K W � �� y1� ;� �iW�`�� ill�,oi,h tll�s acceptance c',� dINCIVIARK UND CONIC. MON., #93V-513, I and Nviil vi/gUirc J. resubinittal of t Vised drawings EL�V=160.18' , for subsq/j oia approval. ' H , N89 55 00 E 662.82 � T— the Public Works uthitiea iaspu tor• S. 144TH STREET Date: FOUNbybONC. MON. IN CONSTRUCTION ENTRANCE IN'- - CASE, W/BASS DISK, PUNCHED SITE ETEL : CENTER \ N I _\ELEV.=170.21'REBUILD 20' ROAD 4 APPROACH j o REPLACE WATER \ o BUS STOP ! !q / RIM=167. 2' 7 METER WITH 1-1/2" V 58 — 7 ( 8" CP lE 1630 E 8" CP TO EAST AND WATER SERVICE I FLOWLINE OF CURB _C WITH 1-1/2" LINE \ 4° a� ,. G ° - \ \ s? wt-011 �c• CONIC. APPROACH ° : s�� W Q CONIC. SEWALK :A:-". • . , ° CROSS -{WALK TELEPHONE BOXES J r °� ''•e; °, �� I IN 12'X12' EASMENT TO QWEST ,�,., 'O �9,�94 _ _ _ _ �� property w• 1 RR c - -- r 0 POWER METER NORTH POWER TRANSFORMER 99 PV POWER VAULT SCALE 1 '90 SANITARY SEWER MANHOLE (D TELEPHONE MANHOLE d TRAFFIC SIGN ® WATER METER GAS LINE —E—E—E—E—E— OVERHEAD ELECTRIC LINE LOT INFO. BUILDING COVERAGE 2,478 SF PAVEMENT COVERAGE 1 ,136SF TOTAL COVERAGE = 3,614SF (38.4%) TRENCH X—SECTION NTS TIGHTLINED 4" PVC DOWNSPOUT DRAIN TIGHTLINED 4" 0/ PVC TO FOOTING DRAIN F_ su. x.. �, I ;�N PLAN VIEW OF ROOF NTS N Im ti T ry YARD DRAIN 000 0/ PERFORATED rmo S89' 55'W n 30 19 FENCE Ez IS 20LF 4" PVC 02% , OF PROP. N'E " �' I� �! O ROOF DRAINS 22LF� 6� @ 2� 1 Y RD DR I RIM 1681 •P-ERVJbus JE — 1 66II concrete•• — i • .. ; drivew�'y.: 0 W' D O W N T W :r. NED ELB �.. concre o: walk i ■ _r_ _._.�i I• 9 jI " �3. :�:;:. 10'X'X2' GRA L TREN H 1 o c Set ' / 14 - 4v ice V ; I I I 1Y Q_ � I I 30 i i I----------1 I- ------------- / -_j entry 170.0 \\ �t \ . a-1 m I I I I' ■ III .I■ :I NI. I ' . I ' I� FENCE IS IIJJ7'E °� • I 'OF PROP. /LINE CONC,.\-CONC.� IS 1.6'E OF PRkP. LINE q, ° Q 'I \ \ (: S. EDGE OF FENCE IS 0.6'N i I WALL IS 1.1'N OF PROP. LINE OF PROP. LINE •�4�� WALL .. � 0 0 garage rn CO �O•y. EDGE OF ILL IS 0.1'N PROP. LINE 0 0• ALL • 1. S. EDGE OF 6sv/ 00 ■ RETAINING WALL in ■ WALL IS 0.2 N— \ F" WA,S_H ED®RAV F L OF PROP. LINE SHED (I 4 PVC PERFORATED FOOTING DRAIN TO CB II .,REVIE D FOR I EXlS17NG BULDING , O DE COM LIANDE 1 I+ CRAWL SPACE DRAINAGE DETAIL— NTS �� o�� ,Ir FEB 2 512011 co NOTE: CALL BEFORE YOU DIG AT 1—800-424-5555 TO AVOID CUTTING UNDEI�gGROUND `Ci �ifTlkw l;� UTILITY LINES. EXISTING UTILITY LOCATIONS SHOW ON THIS PLAN ARE APPROXIMATE. &DINt1 DIVIS(ON J. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATIONS BEFORE STARTING WORK. THE PLANS MAY NOT INDICATE UPT TO DATE UTILITY LOCATIONS. S 04 LO p Q C J a- a- >_ o o� U ¢ - �! (N z 0 w Of Q ., W V Q Z Z - z c� <t w Q F r 0 _J � W 0 Z I I <t o 0 ' m m � � O M S O co lo i � 3 � ►W-i N �D a , r Ga o z �. W 0 A cy) q � � w x Q �c q cl_r6) CY'3 U O w 0 �� 02 2015 ` E ,DEC CO0 O PUB(IC WO) -+-; cn ro rn �I 0) � 'C CD CD THAT PORTION OF THE NW 1/4, 1VW 1/4, SECTION _23__ TOWNSHIP _23 NORTH, RANGE EAST, W.M. LEGAL DESCRIPTION: THE EAST 112 OF LOTS 13 AND 14, BLOCK 1, STERLING, ACCORDING TO 7HE PLAT THEREOF RECORDED IN VOLUME 14 OF PLATS, PAGE 99, RECORDS 0 KING COUNTY, WASHINGTON. SITUATE IN THE COUNTY OF KING, STATE OF WASHINGTON, FOUND CONC MON., �BENCMARK #93V--513, ELEV=160.18' - 552.88' - M NOTES: ---- R/w-----�—.--- nELD MEASUREMENT5 FOR THIS SURVEY PERFORMED WITH A 2' TOPCON I TOTAL STATION USING TRAVERSE METHODS THAT MEET OR EXCEED ACCURACY REQUIREMENTS CONTAINED IN WAC 332.130.090. THIS SURVEY WAS CONDUCTED W17HOUT THE BENEFIT OF A CURRENT TITLE I ' REPORT AND THEREFORE DOES NOT PURPORT TO SHOW ALL EASEMENTS OR RESTRICTIONS OF RECORD, 1F ANY. I THE BOUNDARY CORNERS AND LINES DEPICTED ON THIS MAP ARE PER I RECORD 777LE INFORMATION AND REPRESENT DEED LINES ONLY. THEY DO NOT PURPORT TO SHOW OWNERSHIP LINES THAT MAY OTHERWISE BE DETERMINED BY A COURT OF LAW. THIS TOPOGRAPHIC SURVEY IS INTENDED FOR GENERAL DESIGN PURPOSES ADDITIONAL SURVEYING MAY BE REQUIRED TO MEET SPECIFIC CITY/COUNTY AND/OR ENGINEERING REQUIREMENTS: THIS SURVEY WAS PREPARED FOR THE EXCLUSIVE USE OF T7•lE CLIENT NAMED HEREIN, TO BE USED ONLY FOR THE PURPOSE FOR WHICH IT WAS ORIGINALLY INTENDED. ITS USE DOES NOT EXTEND TO, AND IS NOT AUTHORIZED FOR USE BY ANY UNNAMED PERSON OR PERSONS. THIS SURVEY IS NOT TR4NSFER48LE TO ANY OTHER PARTY WITHOUT THE : EXPRESS PERMISSION AND RECERTIFICATION BY THIS SURVEYOR TO ANOTHER PARTY. Q ALL FOUND SURVEY EVIDENCE WAS VISITED ON THE DATE OF 774IS SURVEY UNLESS OTHERWISE NOTED. . COPYRIGHT BY CRONES, LLC. • I �P 66 & P z � " W VERTICAL DATUM: � THE ELEVA77ONS AND CONTOURS SHOWN HEREON ARE BASED UPON WGS I SURVEY DATA WAREHOUSE BENCHMARK DESIGNATION 93V--513, ELEVA77ON BEING: 160.18 US FEET, N4V988. rt . SET AN ONS17E TEMPORARY BENCHMARK. CENTER OF PHONE MANHOLE a; NEAR NW PROP. COR. ELEVA71ON = 170.21 FEET. CONTOUR INTERVAL: 2 FEET. fi - 1 " GRAPHIC SCALE 0 5 10 20 i= �f•- Ems= ( IN FEET) I 1 inch - 10 ft. W I SITE ADDRESS: 5303 S. 144TH STREET, TUKWILA, WA 98168 1 n SURVEYOR'S CERTIFICATE THIS MAP CORRECTLY REPRESENTS A SURVEY MADE BY ME OR UNDER MY DIRECTION, AT THE REQUEST OF CAN LUU, IN APRIL, 2015. 1 JAMES D. CRONES 1 L.S. 29537 20' 20' — — R/W CFI: ko ( - N89 55'00'E 662.82' S. 144TH STREET / I / I / I FZOWLINE OF CURB �' s,Zp 109.94' / -G -G -G '-G '-G -G -G -G I I, SITE TBM. CENTER OF TEL MH, ELEV.=170.21' 4\ CONC.I APPRO Ile L i 1 RIM=167.82' OTOP=16Z50' FOUND CONC. MON. IN CASE, W/BASS DISK, PUNCHED R/W — I I I I I I I I I I I I I� I LEGEND: FOUND MONUMENT, AS SHOWN FOUND 518' REBAR, W/CAP, AS SHOWN ® SET 518' REBAR & CAP, LS 29537 SET NAIL & DISK, LS 29537 R/W RIGHT OF WAY CHAINLINK FENCELINE E/P EDGE OF PAVEMENT ® CATCH BASIN P MAILBOX a#* -POWER POLE W/LIGHT -a- POWER POLE m POWER JUNC71ON BOX ® POWER METER Q POWER TRANSFORMER PV POWER VAULT QS SANITARY SEWER MANHOLE QT TELEPHONE MANHOLE TRAMC SIGN ® WATER METER G GAS LINE E OVERHEAD ELECTRIC LINE REVIEWED FOR CODE COMPLIAM APPROVED Ile FEB 2 5 2016 city of Tuk4ila I BUILDING DIVISION Cfl NOV 3 0 2015 PERMIT CENTER DATE: .5- /8-I$' LJ VI J n Q 0 J �� `.J 0 a- 0 1 O Z 0 x 0 1S N A 0 L 0 I p o Q C > a Z Cd i J t�Q N AU�cog0f'4 SHEET 1 of 1 THAT PORTION OF THE NW 1/4, NW 1/4, SECTION _2_3__ TOWNSHIP _23 NORTH, RANGE _04_ EAST, W.M. sidewalk sidewalk garage Parcel # 1999600065 Lot size: 9400 5F cn — property line— y Q c� a� N j to N unuy rhYT0.0 ' ( I I Iw to I r- U) N o I I I 5 5 s s —sewer line— 5 w � w I � I w I \ w I I *7gA4' — — N890 55'E property line— 5 — U) • Ra''rat�" REVIEWED FOR BODE COMPLIANCE APPROVED FEB 2 5 2016 City Of Tuwlla BUILDING DIVISION NOV 3 0 2015 PERMIT CENTER WN .� d3 LLI v d) 5HBBT NUMBER F7r77 — 9 A 52.1 .N 24"X36" Grawl B 52.1 Space Access 52' Foundation Vents I I Area: 16g3 sf I I Ratio:1/150 I I 6 mill black visqueen cover 1 bg3/150 = 11.28 sf of vented area I 11.28/.80 per 8" vent = 14 vents needed I I I I I I I A 52.1 B 52.1 1L(1)- 120 11_ 11)--._- r4�T r4�_---I---T4)7—(4 — T U------7 5F-------- U5 B 52.1 120 E 52.1)17 \ 10' 0 6-11" E 52.1 38, A 52.1 19 16" X8" FOOTING 6" FOUNDATION NALL (TYP) ,\ I F3.5 FOOTING (SEE 53.2) li \I F�_--7 \ X / F3.0 FOOTING (5EE 53.2) F2.0 FOOTING (SEE 53.2) O1 LSTHDIORJ O LSTHDB O 5THD14 O 5THD14RJ OS HD 12 TO 6X6 POST Ob HD U2-5D52.5 �7 GB5066-5D52 6X10 DF BEAM (typ) 2xl 0 hem fir floor joists @ 16" ox. (typ) ® bxb treated post 1) Typical floor framing consists of 5/4 T&G plywood on sawn joists. Glue and nail all supported panel edges with 8d ring --ails @ 6- oc and all intermediate supports with 8d ring nails @12" oc. 2) Typical floor joists shall be 2xl0 HF #1 joists unless otherwise noted. Refe- to plan for joist spacing (16" oc if not noted). 3) Beams a this level shall be bX10 DF#2 U.N.O unless otherwise noted. 4X6 post under beam (typ). 4) Solid blocking between joists on all beam line (typ). NEC 250.52 Grounding Electrodes. A concrete encased grounding electrode is required in all new concrete footings. The electrode shall consist of at least 20 feet of 1/a" or larger reinforcement bar or Bare copper conductor not smaller than 4 AWG, and shall be located horizontally within that portion of a concrete foundation or footing that is in direct contact with the earth & encased by at least 2" of concrete. (NOTE: 20 foot rebar shall be one continuous piece tied alongside any vicinity footing rebar and shall protrude S" min. above top of foundation wall near location of power panel.) IDENTIFY LOT LINES Lot lines shall be established on site and made visible to verify distance of building setbacks the from lot lines, at time of footing/foundation inspection, prior to pouring concrete. A survey may be required to verify lot lines. PLEASE NOTE: Setback(s) shall be calculated and measured from the buildings finish face or corner of the building nearest the property line and not necessarily measured from the extc;rior foundation. REVIEWED FOR DE COMPLIANCIE APPROVED FEB 2 5 2016 w City of Tukwila BUILDING DIVISION NOV 3 0 2015 PERMIT C E-N TER t � d 5HEET NUMBS - 16" X8" FOOTING 8" FOUNDATION WALL (TYP) j \ I F3.5 FOOTING (5EE 53.2) I/ \I F7--7 \ X / F3.0 FOOTING (SEE 53.2) F2.0 FOOTING (SEE 53.2) O1 L5TH1710RJ 0 L5THD8 0 STHD 14 ® STH014RJ O HD 12 TO 6X6 POST © HD U2-SD52.5 Oj G135066-5D52 6X10 OF BEAM (typ) 2x10 hem fir floor joists @ 16" o.c. (typ) M bxb treated post 1) Typical floor framing consists of 3/4 T&G plywood on sawn joists. Glue and nail all supported panel edges with 8d ring nails @ 6" oc and all intermediate supports with 8d ring nails @12" oc. 2) Typical floor joists shall be 2x10 HF #1 joists unless otherwise noted. Refer to plan for joist spacing (16" oc if not noted). 3) Beams a this level shall be 6X10 DF#2 U.N.O unless otherwise noted. 4X6 post under beam (typ). 4) 5olid blocking between joists on all beam line (typ). 3 REVl'EWED FOR ,00 1E COMPLIANCE " APPROVED FEB 2 5 2016 City of Tull 11a BUILDING DIVISION 41 NOV 3 0 2015 PERilt ff CENT -ER SHEET NUMBER F mom 0 *1 rst F I o u--d& 116% J St too m n 'n' LIVING AREA 1693 sq ft YVINDOYu 56HEDULE NUMBER LABEL OTY FLOOR 51ZE YVIDTH HEIGHT R/O EGRE55 DESCRIPTION CODE MANUFACTURER COMMENTS Yg02 2050FX 2 1 2050FX 2411 (209, 25"X61" FIXED GLASS YS103 30400H 1 1 30400H 3611 4511 37"X4q" DOUBLE HUNG Yq06 4040CU 1 1 4040CU 48 " 48 " 48"X48" GARDEN YV11 6050FX 1 1 6050FX 72 of 11 " 73"X6111 FIXED GLASS Y414 6060FX 1 1 16060FX 7211 72 " 73"X73" FIXED GLASS YV16 8050TS 1 1 8050T5 qb " 60 " q7"X6111 TRIPLE SLIDING R �1 6 3f4 x 16 112 6L8 ❑2 5 1/4 X 11 7/8 2.0E RIGIDLAM LYL ❑3 5 1 /8 X 13 1/2 GLB �4 5 1/4 X 11 ?/8 2.0E RIGIDLAM WL 0 3 1/2 X 11 7/5 2.0E RIGIDLAM LYL © 4 X 12 OF HERDER . �7 6 X 10 DF HEADER ® 4X4 POST 0 6X6 P05T fNb Shear wall 56 !N3 Shear wall 53 80 cfm bath fan smoke/ carbon detector 1) Typical exterior wall shall be framed with 2X6 HF studs @ 16" oc unless otherwise noted. Typical interior wall shall be framed with 2X4 HF studs @ 16" oc. 2) All exterior wall to be sheathed with 1/2" COX plywood or 7/16 OSB exterior rated. Fasten to studs with 8d smooth nail @ 6" oc at all panel edges and @ 12" oc at field. if horizontal panel joint does not fall on a framing member, provide 2X4 flat blocking behind and fasten as noted above. 3) All exterior wall shall be Yqb uno. !P LW■ IN tfl APPROVED FEB 2 5 2016 City of Tukwila BUILDING DIVISION DOOR SCHEDULE NUMBER LABEL OTY FLOOR SIZE YVIDTH HEIGHT R/O DESCRIPTION THICKNESS CODE MANUFACTURER COMMENTS V02 16080 1 1 1 b080 1 q2 qb 1 q4lXqqll GARA E-GARAGE DOOR CH005 13/441 003 2065 1 1 2066 R IN 24 1/2 " 80 " 26 1/211X82 1/2" HINGED -DOOR PO4 1 3/8" 006 2868 2 1 2868 L IN 32 " 80 " 34"X82 1/2" HINGED -DOOR PO4 1 3/8" D11 3068 2 1 3068 L EX 3611 boil 38"X83" EXT. HINGED -DOOR E21 1 3/4" P12 3068 1 1 3068 L IN 3611 boll 38"X82 1 /2" HINGED -DOOR PO4 1 3/8" D13 3066 1 1 3068 R EX 36 " 80 " 3a"X83" EXT. HINGED -DOOR E21 1 3/4" D15 5068 1 1 5068 L/R IN 60 " 80 " 62"X82 1/2" DOUBLE HINGED -DOOR PO4 1 3/8" D17 6068 1 1 6068 R EX J2 " 80 " 74"X83" EXT. SLIDER-GLA55 1 5/4" D18 6068 1 1 6068 R IN 72 " 80 " 74"X82 1/2" SLIDER -DOOR PO4 1 3/8" 021 6080 1 1 6080 L/R EX 72 " qb " 74"Xqq" EXT. DOUBLE HINGED -DOOR L02 1 3/4" D22 g080 1 1 g080 108 " q6 " 110"Xqq" GARAGE-GARA(5E DOOR CHD05 1 3/4" ,,}k •� W ate Y, •ia,;"r„a sv at8+� NOV 3 0 2015 PERMIT CENTER r— tu v 4- M SHEET NUMBER 1 - - �1 63/4x161/2G1-8 �2 5 1/4 X 11 7/8 2.0E RIGIDLhM LVL 5 1!8 X 13 1/2 GLB ❑4 5 7/4 X 11 "I/8 2.DE RI6IDLAM LVL n 3 1/2 X 11 ?/8 2.0E RIGIDLAM LVL © 4 X 12 OF HEADER a 6 X 10 OF HEADER ® 4X4 POST Shear wall 56 Shear wall 53 80 cfm bath fan smoke/ carbon detector 1) Typical exterior wall shall be framed with 2X6 HF studs @ 16" oc unless otherwise noted. Typical interior wall shall be framed with 2X4 HF studs @ 16" oc. 2) All exterior wall to be sheathed with 1/2" COX plywood or 1/16 055 exterior rated. Fasten to studs with 8d smooth nail @ 6" oc at all panel edges and @ 12" oc at field. if horizontal panel Joint does not fall on a framing member, provide 2X4 flat blocking behind and fasten as noted above. 3) All exterior wail shall be IN6 uno. ikltVfWED FOR WE COMPLIANCE APPROVED FEB 2 5 201t Y city of Tukwila BUILDING DIVISION Olf"Tj.,'AiL A NOV 3 0 2015 PERMIT CENTER r SHEET NUMBER 5eC0;offi-'Akd St fL amlo .IM 0E 1700 sq ft WINDOW SCHEDULE NUMBER LABEL QTY FLOOR 151ZE WIDTH HEIGHT R/O EGRESS TEMPERED DESCRIPTION CODE MANUFACTURER COMMENTS 1^101 1060FX 2 2 j10bQFX 1211 "12 " 13"X73" YES FIXED GLASS W02 60501-5 1 2 b0501-5 72 " 60 " 73"Xb1" YES LEFT SLIDING W03 60401-5 1 2 60401-5 72 " 48 if 73"X4q" YES LEFT SLIDING W04 30500H 2 2 30500H 36 " 60 " 3"i"X61" DOUBLE HUNG W05 3050FX 2 2 3050FX 3611 6011 37"Xb1" FIXED GLASS W07 4040FX 2 2 4040FX 48 " 48 " 4q"X4q" YES FIXED GLASS WOS 50401-5 2 2 5040 16011 4611 61 "X4q" LEFT SLIDING WOq 60401-5 2 2 60401-5 'I2 " 4811 13"X4q" LEFT SLIDING W11 60501-5 2 2 60501-5 72 " 1-12 6091 73"X61" LEFT SLIDING W13 6060FX 1 2 T6060FX Is 72 " 73"X73" FIXED GLA 55-A T a 6X10 OF HEADER/BEAM �8 4X10 OF HEADER/BEAM ® 6X6 TREADED P05T 0 6X6 OF POST N 4X6 OF POST ® 4X4 OF POST 1) Typical roof framing consists of 1/2" COX or -1/16" 055 on engineered wood trusses. Nail 8d smooth @ 6" oc at edge and field. 2) Typical roof trusses shall be spaced @ 24" oc unless otherwise noted. 3) install 30 year shingle. 4) 8/12 roof slope (typ) i APPROVED M 1 1 City of Tukwila BUILDING DIVISION NOV 3 0 2015 PERMIT C:'Ni'E;R DOOR SCHEDULE NUMBER LABEL QTY FLOOR SIZE WIDTH HEIGHT R/O DESCRIPTION THICKNESS CODE MANUFACTURER COMMENTS D01 11068 1 2 110b8 L IN 21 1/2 " 80 " 23 1/2"X82 1/2" HINGED -DOOR PO4 1 3/8" 004 2068 1 2 20b8 L IN 24 1/2 It 80 It 2b 1/2"X82 1/2" HINGED -DOOR PO4 1 3/811 005 2668 3 2 2bb8 L IN 3011 80 " 32"X82 1 /211 HINGED -DOOR PO4 1 3/8" D07 2868 1 2 2868 L EX 3211 8011 34"X83" EXT. HINGED-GLA►55 1 3/411 D08 2868 4 2 2868 L IN 3211 80 " 34"X82 1/2" HINGED -DOOR PO4 1 3/8" DOq 2868 1 2 2868 R EX 3291 8011 34"X83" EXT. HINGED-GLAt55 1 5/411 D10 28b8 1 2 2868 R IN 3211 80 " 34"X82 1/2" HINe-�ED-DOOR PO4 1 3/8" 014 40b8 1 2 40b8 R IN 4861 boll 50"X82 1/2" SLIDER -DOOR PO4 1 3/8" D1b 5068 1 2 5068 L/R IN 6011 8011 62"X82 1/2" DOUBLE HINGED -DOOR PO4 1 3/811 D1 q 6068 1 2 6068 R EX 72 It 8011 74"X83" EXT. 5LIDER-6LAt55 1 3/4" D20 16065 2 12 16068 R IN 72 "18001 74"X82 1/2" SLIDER -DOOR PO4 1 3/8" M L7111111111 MAN 5HEET NUMBER AM p1"---,mri 5econLl flootu%- m K 3.1 E% 52' 40' b' 2Roof overhang H 1 btyp• 3.1 -- —— — — — — — — — — ------- �-- M 4' \• ■ MA5TER B)),RM 19'-6" x 16'-41'\ \ E) I /ybhrr- IPIVA r DOS MA5TBR BATH 1 T-2" x 5'-0" "rm/ 12' K 3.1 •� li ,.BEDROOM 1p 12' I K 16' I I I 3.1 I I I N N N I LIVING AREA I I 1 "100 sq ft ❑7 bX10 OF HEADER/BEAM ® 4X10 DF HEADER/5EAM M 6Xb TREADED POST 0 bXb OF POST 0 4Xb OF POST ® 4X4 OF P05T 1) Typical roof framing consists of 1/2" COX or 1/16" 055 on engineered wood trusses. Nail 8d smooth @ 6" oc at edge and field. 2) Typical roof trusses shall be spaced @ 24" oc unless otherwise noted. 3) Install 30 year shingle. 4) 8/12 roof slope (typ) REWtWED FOR CODE COMPLIANCE APPROVED City of TukWila BUILDING DIVISIt�N NOV 3 0 2015 PERMIT C� NTER �y0 ro 1"Noof frZAM11 loom IV SHEET UMBER r I= it it Finish grade 0 1 FIIIFIIIFRII'MFIIIFIIff 12-1 K a :11. . I ........... -a North Elevation South Elevation mm cn West Elevation FOR GENERAL NOTES THE FOLLOWING NOTES APPLY UNLESS NOTED OTHERWISE - ASTM'S NOTED ARE TO BE LATEST EDITION. 1. DESCRIPTION Building Name & Site Location - VAN LUU RESIDENCE Building Dept. Contact - CITY OF TUKWILA 2. DESIGN CODE AND STANDARDS Applicable Code (Edition/Name) - 2012 International Building Code (IBC) Other documents referenced by these notes shall be the specific edition referenced by the building code specified above, or if not specified, shall be the latest edition. Code supplement & Date - ASCE 7-10 3. DESIGN LOADS I. Roof Live Load See snow load II. Floor Live Load 40 psf a. Snow Load Basic ground snow load - Pg = NA Basic roof snow load - Pf = 25 psf Thermal factor - Ct = 1.0 Importance factor - Is =1.0, Snow exposure factor - Ce =1.0 Drifting snow (is/is not) required in the design. b. Seismic Ss=1.478, S1 = N/A, le =1.0, Site Class "D' and Seismic Design Category ='D". SDS = 0.985, SDI = 0.553, S1 = 0.553 Basic Seismic Force Resisting System = Bearing Wall System - Light -framed walls sheathed with wood structural panels rated for shear resistance LAT = 47.47379 LON =-122.26811 R = 6.50 Equivalent Lateral Force Procedure used. c. Wind Load Basic wind speed (3 sec. gust) = 110 (mph) Exposure B Importance factor Iw = 1.0. Topographic factor Kzt =1.0 Internal pressure coefficient GCpi - + 0.18 Components & cladding = 21 psf d. Dead loads Weight of structure. e.Load Combinations All Code required load combinations are to be used in the building design. OSHA STANDARDS THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR ALL PROVISIONS OF THE CURRENT OSHA STANDARDS. THE GENERAL CONTRACTOR SHALL REVIEW THESE STRUCTURAL DRAWINGS FOR ANY NONCOMPLIANCE WITH OSHA STANDARDS, TAKING INTO ACCOUNT THE GENERAL CONTRACTOR'S MEANS AND METHODS. THE GENERAL CONTRACTOR SHALL INFORM ENW OF ANY NONCOMPLIANCE SO THE DRAWINGS MAY BE MODIFIED FOR COMPLIANCE PRIOR TO CONSTRUCTION. THE GENERAL CONTRACTOR IS TOTALLY RESPONSIBLE FOR MEANS AND METHODS AS WELL AS JOBSITE SAFETY ON THIS PROJECT. FOUNDATION ASSUMED ALLOWABLE SOIL BEARING CAPACITY OF 2000 PSF. EXTEND ALL EXTERIOR FOOTING T-6' MIN. BELOW FINAL FINISHED GRADE. BEAR SLABS AND FOOTINGS ON PROPERLY PREPARED NATIVE SOILS OR ON STRUCTURAL FILL COMPACTED TO 95% MODIFIED PROCTOR - ASTM D-1557 OR ON UNDISTURBED SOIL. SLABS ON GRADE THE SLAB ON GRADE FOR THIS PROJECT IS TYPICAL OF THAT IN OTHER BUILDINGS WITH SIMILAR FLOOR LOADINGS AND SOIL CONDITIONS. THE SLAB HAS NOT BEEN DESIGNED FOR ANY SPECIFIC LIVE LOAD (INCLUDING CONSTRUCTION LOADS) AND HAS BEEN DETAILED TO MEET LOCAL INDUSTRY STANDARDS FOR SIMILAR BUILDINGS. REVIEW WITH THE SOILS ENGINEER ANY CONSTRUCTION LOADI GS ON THE SLAB AND SOILS BELOW. TAKE NECESSARY MEASURES TO INSURE THAT THE SLA AND SOILS BELOW WILL NOT BE EFFECTED OR DAMAGED BY THE CONSTRUCTION LOADING. CONCRETE PROVIDE 28-DAY STRENGTH PER SCHEDULE. FOR SPECIAL CONDITIONS ANOTHER TYPE MAY BE REQUIRED. SUBMIT FOR APPROVAL. ULTIMATE STRENGTH DESIGN METHOD USED. MIXING AND PLACING OF ALL CONCRETE AND SELECTION OF MATERIALS SHALL BE IN ACCORDANCE WITH THE ACI CODE 318. PROPORTIONING OF AGGREGATE TO CEMENT SHALL BE SUCH AS TO PRODUCE A DENSE WORKABLE MIX WITH 4" MAXIMUM SLUMP (UNLESS SUPERPLASTICIZERS AND WATER REDUCING AGENTS ARE USED) WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. FOR ADMIXTURES, SEE SPECIFICATIONS. 3/4" CHAMFER ALL EXPOSED EDGES, UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS. WATER CURING SHALL BE USED. AIR ENTRAIN ALL CONCRETE EXPOSED TO WEATHER PER SCHEDULE. LIMIT WATER TO CEMENT RATIO PER SCHEDULE. ADD NO WATER TO CONCRETE AT SITE. IF INCREASED WORKABILITY IS REQUIRED, CONTRACTOR IS TO SUBMIT A MIX DESIGN THAT WILL ALLOW THE ADDITION OF A FIXED AMOUNT WATER REDUCING AGENT OR A FIXED AMOUNT OF SUPER -PLASTICIZER AT THE CONCRETE PLANT. ACI 306R IS TO BE FOLLOWED FOR COLD WEATHER CONCRETING. ACI 305R IS TO BE FOLLOWED FOR HOT WEATHER CONCRETING. THE TESTING LAB MUST APPROVE THE CONTRACTORS METHOD OF COMPLIANCE AND CERTIFY THEIR APPROVAL WITH EACH CONCRETE TEST CYLINDER THEY CAST. TESTING LAB TO NOTIFY THE ARCHITECT AND ENGINEER IMMEDIATELY OF ANY NONCOMPLIANCE. REINFORCING STEEL USE DEFORMED CONCRETE REINFORCING STEEL CONFORMING WITH ASTM A 615, GRADE 60 (fy=60,000 PSI). LAP CONTINUOUS REINFORCING BARS 48 BAR DIAMETERS, 2'4" MIN. UNLESS NOTED OTHERWISE. PROVIDE CORNER BARS (2'-0' MIN. BEND) FOR ALL HORIZONTAL REINFORCEMENT. DETAIL STEEL IN ACCORDANCE WITH "ACI MANUAL OF STANDARD PRACTICE OF DETAILING REINFORCED CONCRETE STRUCTURES". WELDED WIRE FABRIC (WWF) TO CONFORM WITH ASTM A 185. REINFORCING HOOKS TO COMPLY WITH STANDARD ACI HOOKS EXCEPT STIRRUPS AND TIES SHALL HAVE 135 DEGREE ACI SEIS' "IC HOOKS. COVER TO REINFORCEMENT: NONPRESTRESSED CAST -IN -PLACE CONCRETE (INCHES) CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH........................................................3 FORMED SURFACES EXPOSED TO EARTH OR WEATHER...............#6 AND LARGER .............................................. 2 #5 AND SMALLER.....................................1-1/2 NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND SLABS, WALLS, JOISTS ..........................14 AND LARGER ....................................... 1-1/2 #11 AND SMALLER......................................3/4 BEAMS, COLUMNS PRIMARY REINFORCEMENT, TIES, STIRRUPS,SPIRALS..........................................1-1/2 4., . ... . ... 9��T-15irli i 5303 144TH STREET TUKWILA, WA 98168 REINFORCING STEEL WELDING USE ASTM A 706 GRADE 60 (fy = 60000 PSI) FOR ANY REINFORCING THAT IS TO BE WELDED. FOLLOW PROCEDURES OF ANSI/AWS D1.4, "STRUCTURAL WELDING CODE - REINFORCING STEEL'. USE E 80XX LOW HYDROGEN ELECTRODES CONFORMING TO ANSI/AWS A5.1 OR A5.5. DO NOT WELD REINFORCING IF TEMPERATURE IS BELOW 32 DEGREES FAHRENHEIT. MAINTAIN A MINIMUM PREHEAT AND INTERPASS TEMPERATURE OF 50 DEGREES FAHRENHEIT FOR NO. 7 THROUGH NO. 11 BARS. DO NOT WELD NO. 14 AND NO. 18 BARS. DO NOT WELD WITHIN 3-INCHES OF BENDS. LET BARS COOL NATURALLY TO AMBIENT TEMPERATURE AFTER WELDING; DO NOT QUENCH. USE WABO CERTIFIED WELDERS. PROVIDE SPECIAL INSPECTION PER CODE. SUBMIT MILL CERTIFICATES. REBAR DOWEL INSTALLATION DRILL HOLES FOR DOWELS IN ACCORDANCE WITH GROUT MANUFACTURERS RECOMMENDATIONS. BLOW HOLE CLEAN WITH OIL FREE COMPRESSED AIR. FILL HOLES WITH A MEASURED AMOUNT OF HILTI HIT -RE 500-SD. INSERT REBAR AND SECURE UNTIL GROUT HAS REACHED ITS INITIAL CURE. ALL WORK SHALL BE BY PERSONNEL EXPERIENCED IN THE USE OF THIS PRODUCT, AND IN ACCORDANCE WITH ICC REPORT NO ESR-2322. FRAMING LUMBER GRADES & STRESSES SHALL CONFORM WITH LATEST EDITION OF -WESTERN LUMBER GRADING RULES", WWPA OR "STANDARD NO. 17 GRADING RULES FOR WEST COAST LUMBER', WCLIB. ALL LUMBER S4S AND S-DRY UNLESS NOTED OTHERWISE. UNLESS NOTED OTHERWISE, USE THE FOLLOWING: SPECIES VISUALLY GRADED DIMENSION LUMBER (2' TO 4' THICK BY 2' & WIDER) STUDS - TYPICAL DOUG FIR STUDS - WHERE NOTED DOUG FIR JOISTS & RAFTERS - TYPICAL DOUG FIR JOISTS & RAFTERS - WHERE NOTED DOUG FIR PLATES & LEDGERS DOUG FIR BEAMS & HEADERS - TYPICAL DOUG FIR VISUALLY GRADED TIMBERS (5'X5' & LARGER) BEAMS & STRINGERS (WIDTH MORE THAN 2' OF THICKNESS DOUG FIR POSTS & TIMBERS (WIDTH 2' OR LESS OF THICKNESS) DOUG FIR GRADE BASE VALUE Fb #2 550 PSI #2 900 PSI #1 1000 PSI #1 900 PSI #2 900 PSI #2 900 PSI #1 1350 PSI #1 1200 PSI EACH PIECE SHALL BEAR A VALID GRADE STAMP THAT IS NOT TO BE REMOVED. BOLT HEADS AND NUTS BEARING AGAINST WOOD SHALL BE PROVIDED WITH STANDARD CUT WASHERS. ALL BASE VALUE STRESSES TO BE ADJUSTED WITH APPROPRIATE SIZE FACTORS. ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED. USE STANDARD LENGTH COMMON NAILS CONFORMING WITH FEDERAL SPECIFICATION FF-N-105B FOR ALL NAILING EXCEPT WHERE SHORTER NAILS PROVIDE THE REQUIRED PENETRATION IN DIAPHRAGMS. PROVIDE MIN. NAILING PER IBC TABLE 2304.9.1 UNLESS NOTED OTHERWISE. ALL HANGERS, TIES AND CONNECTORS ARE SIMPSON. OTHER MANUFACTURERS WITH ICC-ES APPROVED LOAD CAPACITIES EQUAL TO OR GREATER THAN THAT SPECIFIED MAY BE USED. NAIL ALL HOLES WITH NAILS AS SPECIFIED BY MANUFACTURER. CUT NO HOLES IN ANY STRUCTURAL FRAMING WITHOUT ENGINEERS APPROVAL, EXCEPT THAT 1-INCH DIAMETER HOLES MAY BE DRILLED IN 2X STUDS AND PLATES -NO MORE THAN ONE HOLE EVERY 6-INCHES. ALL FASTENERS, CONNECTORS AND ANCHORS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE STAINLESS STEEL, ZMAX (G185 HDG PER ASTM A653), HOT -DIP GALVANIZED (HDG) PER ASTM A123 FOR CONNECTORS AND ASTM A153 FOR FASTENERS, OR MECHANICALLY GALVANIZED FASTENERS PER ASTM B695, CLASS 55 OR GREATER. GLU-LAMINATED WOOD MEMBERS GLU-LAMINATED WOOD BEAMS, COAST REGION DOUGLAS FIR CONFORMING WITH ANSI/AITC A190.1-02 AND AITC 117 OF APA-EWS Y117. USE COMBINATION EWS24F-V4 (DF/DF) Fb=2400, Fvx =190 PSI FOR SIMPLE SPAN BEAMS AND COMBINATION EWS24F-V8 (DF/DF) Fb=2400, Fvx =190 PSI FOR CANTILEVERED BEAMS. BOTTOM LAM TO BE FREE OF UNSOUND KNOTS LARGER THAN 1/2" DIAMETER. MATERIAL MUST BE OBTAINED FROM AN APPROVED FABRICATOR. ALL GLU-LAM BEAMS SHALL FIT SNUG AND TIGHT IN THEIR CONNECTIONS AND DEVELOP FULL BEARING AS INDICATED. PROVIDE AITC OR APA-EWS STAMP ON EACH MEMBER AND SUBMIT AITC OR APA EWS CERTIFICATE. ADHESIVE TO BE "WET USE". INDUSTRIAL APPEARANCE GRADE. WOOD STRUCTURAL PANELS CONFORM WITH P.S. 1-09 OR P.S. 2-10. ALL PANELS RATED EXPOSURE 1. SEE PLANS FOR NAILING SPACING. ROOF SHEATHING: 15/32", CDX 32/16. NAIL WITH 10d (.148' DIAMETER X 3") COMMON NAILS WITH 1-5/8" MINIMUM PENETRATION. PROVIDE PLYWOOD SHEATHING CLIPS ON UNSUPPORTED EDGES MIDWAY BETWEEN FRAMING MEMBERS. SPACE NAILS AT 6" ON CENTER AT ALL EDGES AND 12" ON CENTER FIELD NAILING (BLOCK UNSUPPORTED EDGES WITH 2X FLAT) UNLESS NOTED OTHERWISE ON PLANS OR DIAPHRAGM SCHEDULE. WALL SHEATHING: 15/32', CDX 24/0. NAIL WITH 10d (.148' DIAMETER X 3") COMMON NAILS WITH 1-5/8" MINIMUM PENETRATION. SPACE NAILS AT 6" ON CENTER AT ALL EDGES AND I2" ON CENTER FIELD NAILING (BLOCK UNSUPPORTED EDGES WITH 2X FLAT) UNLESS NOTED OTHERWISE ON PLANS OR DIAPHRAGM SCHEDULE. FLOOR SHEATHING: 3/4% T & G, CDX 48124. GLU-NAIL WITH 10d (.148' DIAMETER X 3") RINGSHANK NAILS WITH 1-5/8" MINIMUM PENETRATION. GLUE PLYWOOD TO SUPPORTS AND AT T & G JOINTS WITH ADHESIVE CONFORMING TO APA SPECIFICATION AFG-01. SPACE NAILS AT 6" ON CENTER AT ALL EDGES AND IW ON CENTER FIELD NAILING (BLOCK UNSUPPORTED EDGES WITH 2X FLAT) UNLESS NOTED OTHERWISE ON PLANS OR DIAPHRAGM SCHEDULE. CONCRETE AND MASONRY ANCHORS (BOLTS, THREADED RODS) ABBREVIATIONS DRILLED IN EXPANSION ANCHORS: AB, A.B. A"'CHOR BOLT CONCRETE HILTI KWIK BOLT TZ PER ESR-1917 ABV. ABOVE POWERS POWER -STUD+ SD2 PER ESR-2502 ADD'L ADDITIONAL SIMPSON STRONG -BOLT 2 PER ESR-3037 ADJ. ADJACENT CONCRETE MASONRY HILTI KWIK BOLT 3 PER ESR-1385 ALT. ALTERNATE POWERS POWER -STUD+ SDI PER ESR-2966 APPRX. APPROXIMATE SIMPSON WEDGE -ALL PER ESR-1396 ARCH ARCHITECTURAL ADHESIVE ANCHORS: @ AT CONCRETE HILTI HIT -RE 500-SD PER ESR-2322 BOT. BOTTOM POWERS PE1000+ PER ESR 2583 BF, B.F. BRACED FRAME SIMPSON SET-XP PER ESR-2508 BEL. BELOW CONCRETE MASONRY HILTI HIT HY 150 MAX PER ESR-1967 BLDG BUILDING SIMPSON SET PER ESR-1772 BLKG BLOCKING SCREW ANCHORS: BN, B.N. BOUNDARY NAIL CONCRETE HILTI KWIK HUS-EZ (KH-EZ) PER ESR-3027 BNDRY BOUNDARY POWERS WEDGE -BOLT+ PER ESR-2526 BM BEAM SIMPSON TITEN HD PER ESR-2713 B.O. BOTTOM OF CONCRETE MASONRY POWERS WEDGE -BOLT+ PER ESR-1678 BRDG BRIDGE (ING) SIMPSON TITEN HD PER ESR-1056 BRG BEARING CAST -IN -PLACE BOLTS - (UNLESS NOTED OTHERWISE) B/W BETWEEN CONCRETE - EMBED PER IBC TABLE 1911.2 CAM CAMBERED) MASONRY - EMBED 7 BOLT DIAMETERS. PROVIDE 1/2 INCH OF GROUT BETWEEN BOLT AND CANT. CANTILEVERED) MASONRY. CG CENTER OF GRAVITY FOLLOW INSTALLATION PROCEDURES OF ESR REPORT PROVIDE SPECIAL INSPECTION AS NOTED CIP CAST IN PLACE OR REQUIRED BY ESR REPORT. CJ, C.J. CONTRACTUAL JOINT CL CENTER LINE CLR CLEAR STRUCTURAL STEEL CMU CONC. MASONRY UNIT 1. STRUCTURAL STEEL DESIGN, FABRICATION, ERECTION SHALL BE BASED ON THE LATEST COL. COLUMN EDITIONS OF THE A.I.S.C. SPECIFICATIONS AND CODES: CONC. CONCRETE CONN. CONNECT(ION) a) SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS- ALLOWABLE STRESS DESIGN. CONST. CONSTRUCTION b) SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS. CONT. CONTINUOUS STRUCTURAL STEEL, INCLUDING PLATES AND ROLLED SHAPES, SHALL CONFORM TO ASTM CTSK COUNTERSINK A36, FY = 36 KSI. STEEL PIPES SHALL CONFORM TO ASTM A-53, TYPE E OR S, GRADE B, FY =35 d PENNY (NAILS) KSI. STRUCTURAL TUBING SHALL CONFORM TO ASTM A500, GRADE B, FY = 46 KSI. ANCHOR DET. DETAIL BOLTS AND CONNECTION BOLTS SHALL CONFORM TO ASTM A307. DBL DOUBLE 2. ALL WELDING SHALL BE IN CONFORMANCE WITH A.I.S.C. AND A.W.S. STANDARDS AND SHALL DF, D.F. DOUGLAS FIR BE PERFORMED BY W.A.B.O. CERTIFIED WELDERS USING E70 XX ELECTRODES. ONLY 0, DIA. DIAMETER PRE -QUALIFIED WELDS (AS DEFINED BY A.W.S.) SHALL BE USED. DIAG. DIAGONAL 3. ANCHOR BOLTS SHALL CONFORM TO ASTM A307 AND HAVE A WELDED HEAD. EMBED DIAPH. DIAPHRAGM ANCHOR BOLTS A MINIMUM OF 7" INTO CONCRETE OR MASONRY. do DITTO (DO OVER) 4. CONNECTION BOLTS AND THREADED STUDS SHALL CONFORM TO ASTM A307. D DEPTH DWG DRAWING DWL DOWEL SPECIAL CONDITIONS (E) EXISTING MEMBER CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD AND SHALL PROVIDE ADEQUATE EA. EACH SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. CONTRACTOR EF, E.F. EACH FACE SHALL NOTIFY ENGINEER OF ALL -IELD CHANGES PRIOR TO INSTALLATION. EJ, E.J. EXPANSION JOINT EMBED. EMBEDMENT OTHER INSPECTIONS EL, ELEV. ELEVATION EN, E.N. EDGE NAIL BY BUILDING OFFICIAL IN ACCORDANCE WITH SECTION 109 OF IBC. ENG ENGINEER EQ EQUAL ES, E.S. EACH SIDE WOOD TRUSSES EXIST EXISTING TRUSSES ARE TO BE METAL PLATED CONNECTED WOOD TRUSSES FABRICATED IN EXTERIOR ACCORDANCE WITH THE IBC. FFEFE FINISH FLOOR ELEV. FAB. FABRICATION TRUSS FABRICATOR TO PROVIDE ALL REQUIRED BRIDGING AND BLOCKING, BOTH FND FOUNDATION FOR ERECTION AND PERMANENT LOADING. SHOP DRAWINGS STAMPED BY A FIN. FINISH(ED) WASHINGTON STATE LICENSED PROFESSIONAL ENGINEER SHALL BE SUBMITTED TO FLG FLANGE THE ARCHITECT FOR APPROVAL PRIOR TO FABRICATION. DESIGN CRITERIA SHALL FLR FLOOR MEET OF EXCEED THE FOLLOWING: FN, F.N. FACE NAIL ROOF TRUSSES: TOP CHORD 25 PSF LL, 23 PSF DL FO, F.O. FACE OF B9 TOM CHORD 5 PSF DL FRM'G FRAMING DPFLECTION LIMIT TOTAL LOAD U240, LIVE LOAD U360 FS, F.S. FAR SIDE OTHER LOADS SPECIFIED ON DRAWINGS. FTG FOOTING TRUSS SUPPLIERS NOTE: GA GAGE THE TRUSS CONFIGURATIONS, INCLUDING DEPTHS AND MEMBER SIZES, SHOWN ON GALV. GALVANIZED THE DRAWINGS INDICATE THE DESIRED TRUSS CONFIGURATIONS AND ARE TO BE GB, G.B. GRADE BEAM COMPLIED WITH WHERE POSSIBLE. IF A TRUSS MANUFCTURER IS UNABLE TO GLB GLU-LAM. BEAM MEET THE LOAD REQUIREMENTS SPECIFIED WITH THE TRUSS CONFIGURATION GRD GRADE INDICATED, HE IS TO SUBMIT WRITTEN NOTICE TO THAT EFFECT TO THE ARCHITECT. GWB GYPSUM WALL BOARD IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR AND TRUSS HDR HEADER MANUFACTURER TO VERIFY THE WEIGHT AND LOCATIONS OF ALL MECHANICAL HF, H.F. HEM -FIR EQUIPMENT PRIOR TO SUBMITTING SHOP DRAWINGS TO THE ARCHITECT AND HGR HANGER ENGINEER OF RECORD FOR REVIEW. THE DESIGN LOADS LISTED ABOVE SHALL BE HORZ. HORIZONTAL APPLIED SIMULTANEOUSLY. HSB HIGH STRENGTH BOLT (A325 UNO) HT HEIGHT IF, I.F. INSIDE FACE INT. INTERIOR JST JOIST JT JOINT K KIPS (1,000 POUNDS) LAT. LATERAL LDGR LEDGER LF LINEAL FEET LL`J LONG LEG HORIZ. LLV LONG LEG VERTICAL LS LAG SCREW LSL TIMBER STRAND BEAM LT WT LIGHT WEIGHT LVL MICROLLAM BEAM MAS. MASONRY MAT'L MATERIAL MB MACHINE BOLT (A307) MD MID -DEPTH MRF MOMENT RESISTING FRAME MFR MANUFACTURER MTL METAL (N) NEW MEMBER NS, N.S. NEAR SIDE NTS NOT TO SCALE OC, O.C. ON CENTER OF, O.F. OUTSIDE FACE OH OVER HANG OPN'G OPENING ORNT O-IANTATE(ION) PAR PARALLEL P/C PRECAST CONCRETE PERP. PERPENDICULAR PL PLATE PLYWD PLYWOOD PSL PARALLAM BEAM PT, P.T. PRESSURE TREATED P/T POST TENSIONED QTY QUANTITY REF. REFERENCE REINF. REINFORCEMENT REQ'D REQUIRED RO, R.O. ROUGH OPENING SCHD SCHEDULE SHT SHEET SHTG SHEATHING SIM. SIMILAR SKW SKEWED) SOG SLAB ON GRADE SPC SPACING SQ. SQUARE SS SELECT STRUCTURAL STD STANDARD STGR STAGGER STIFF. STIFFENER STIR. STIRRUP STL STEEL STRUC. STRUCTURE(AL) SYM. SYMMETRICAL T TOP T&G TONGUE AND GROOVE THR'D THREAD(ED) TJ TRUSS JOIST MACMILLAN TMPRY TEMPORARY TN, T.N. TOE NAIL T.A. TOP OF TRANS. TRANSVERSE TYP. TYPICAL UNO UNLESS OTHERWISE NOTED VERT. VERTICAL VFY VERIFY W/ WITH WHS WELDED HEADED STUD WP WORK POINT WS WESTERN SERIES WTS WELDED THREADED STUD WWF WELDED WIRE FABRIC X-STG EXTRA STRONG XX-STG DOUBLE EXTRA STRONG REVIEWED FOR :CODE COMPLIANCE ' APPROVED FEB 2 5 2016 City of Tukwila IJILDING DIVISION C-A NOVNOV 30 2015 PERMIT Cr:N T ER CD CL� Z M � r <� <c) 00 C 0-) C.(V1" L_ 00 = O �-- CON REVISIONS: CADD FILE: 15067 DATE: 06-13-15 DRAWN: B. PATEL CHECKED: C. BURT 2x6 @ 16"oc 2x6 @ 16"oc SHEAR WALL PER PLAN SHEATHING NAIL 2x BLKG. 4'-0"oc PER NOTES 4- 8d EACH BLK'G. SILL PLATE AND SILL PLATE AND LSL RIM JOIST LSL RIM JOIST A-B-SCHEDULE SCPER S.W. C SHEDULEPER S-W- EDGE NAIL PER EDGE NAIL PERL_ I I i co POST PER PLAN S.W. SCHEDULE S.W. SCHEDULE 2-#5 CONT. 2-#5 CONT. SLAB AND REINF. SLAB AND REINF. _ o _I I..a4 - PER PLAN - PER PLAN GRADE VARIES P.T. SILL PLATE AND ANCHOR GRADE VARIES P.T. SILL PLATE AND ANCHOR GRADE VARIES 1---- BOLT PER S.W. SCHED. z---- BOLT PER S.W. SCHED. z d=z�c—�c - -X X--ifC 8" C.I.P. WALL W/ e 8" C.I.P. WALL w/ e STEM WALL PER C/S210 �4 STEM WALL PER C/S210 �4 #5 VERT. @ 16"oc ., #5 VERT. @ 16"oc 1- _ SIMPSON PB66 a c @ CENTERLINE @ CENTERLINE #4 HORIZ. @ 17oc ° ° #4 HORIZ. @ 12"oc 2- #5 CONT. I I z 2- #5 CONT. 2- #5 CONT. z z I I z -° - -°.. w aJ-- -°.. wmoan g _ _°- w _7 4 w 0" �- a 4 �' 0 4 IL 0 4 v. (- d o. ° e if 2- #5 CONT. J I_j J _j _I EQ. EQ. VQEQ. 0 p17 J V Imp 0 = c`) _ c' EQ. EQ. _ �'' EQ. EQ. = r'' EQ. EQ. U PER PLAN PER PLAN = cf) PER PLAN PER PLAN PER PLAN SECTION CENTERLINE PLINTH & FOOTING 3/4" = 1'-0" SIMPSON CBSQ PO-T BASE It i 12"x12" C.I.P. PLINTH w/ a 4- #6 VERT. & 3-#3 FLIES @ 1 1/2"ocTOP & REM DER @ 4"oc [PER PLAN] ° Q� e'4 a- III 111-111�— Q U 11 111�I I I I Oz - F3.0 - 3'-0"x3'-0"x0'-11" w/ 3- #5 E.W. BOT. SECTION 3/4" = 1'-0" SHEATHING & NAILING PER SHEAR WALL SCHEDULE STUDS PER PLAN r 2- 2x STUDS @ 1 END OF EACH SHEAR WALL PER SHEAR WALL SCHEDULE — HOLDOWN PER PLAN @ a CENTERLINE OF STUD TOP OF CONCRETE w/ ALL -THREAD EMBEDDED PER PLAN 11 1 4 .2x PRESSURE-TREATEC bILL PLATE... SECTION B3/4" = l'-0" ANCHOR BOLT PLYWOOD SHEATHING (WITHIN 12" OF END OF PLATE) PER SCHEDULE 2x STUD LAI ,—DOUBLE 2x OR 4x HOLDOWN PER PLAN EDGE NAILING TYPICAL HOLD DOWN @ CORNERS MIN. 2- END STUDS, FACE NAIL w/ 1/2 OF S.W. EDGE NAILING, STAGGERED — ADDITIONAL STUD C.I.P. WALL FOR SHEAR WALL PER PLAN EDGE NAILING. .I�. SIMPSON STRAP PER PLAN FACE NAIL SAME •I• USE ALL SPECIFIED AS EDGE NAILING. :I: FASTENERS PER SIMPSON •I • WRAP AROUND #4 BAR I•co MIN. @ CORNER •f 1 1/2" MIN. ° ° a 4 " -1 SECTION MULTIPLE OR SOLIC SAME THI AS POST TYPICAL HOLDDOWN DETAIL @FOUNDATION AND FRAMED FL,LOR SECTION 314" = 1'-0" I1I SECTION REINF. PER SCHED. CORNER BARS TO MATCH HORIZ. REINF. 3/4" = V-0" ALTERNATE CORNER BARS :D> SECTION 3/4's = 18-01, #3 a (WHET` EXCEE TYP. H ° Al - a 4' 4 O. a 2- #5 c CROSS WALL ° OF PIE PER PLAN PIERS LESS) a' CON! --� SECTION RAIIIIIIIIIII 2- #5 I Y v. a OPENINGS EXTEND 1- #5 TOP & BARS 2'-0" MIN. BOTTOM — BEYOND OPENING, HOOK AS NECESSARY CORNER CONDITION @ C.I.P. WALL TYPICAL OPENING REINF. @CONCRETE WALLS � SECTION n SECTION 3/4" = l'-0" 3/4" = 1'-0" NOTES: 3/4" =1'-0" 1.) REINFORCING SHOWN IS MINIMUM. SEE PLANS, WALL ELEVATION FOR ANY ADDITIONAL REQ'D. REINF. 2.) THIS DETAIL APPLES TO ALL WALL OPENINGS, UNLESS NOTED OTHERWISE ON PLANS, ELEVATONS, OR DETAILS. STUD WALL fi x—x O III—III—i I I— '4 0' - • v I 111=111—III— PER PLAN 1/2"0 SIMPSON STRONG BOLT @ 72"oc - SPACE 32"oc AT SHEAR WALL (2)- #4 CONT. 3/4" = T-0" Eli SECTION 3/4" = 1'-0" NEW 4" SLAB w/ 6x6 W1.4xW1.4 W.W.F. @ CENTERLINE REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 5 2016 City of T'ukvAIa BUILDING DIVISION SHEAR WALL SCHED. (DOUG FIR OR HEM -FIR LUMBER PER GEN. NOTES) MARK APA RATED SHEATHING (NOTES 1,2,4,12,13) STUD & EDGE BLK'G (NOTES 3,6,14) RIM JOIST/BLOCK TO TOP PLATE (NOTES 7,8) 2X WALL PLATE TO BLOCKING / RIM (NOTE 9) SILL PLATE ATTACHMENT DOUG-FIR SHEAR CAPACITY (PLF) HEM -FIR SHEAR CAPACITY (PLF) 5/8" DIA ANCHOR BOLT SPACING (NOTES 10,15) FOUNDATION SILL PLATE (NOTE 11) APPLICATION PANEL EDGE NAIL SPACING (NOTES 4,5) W6 ONE SIDE 0.131 X 2-1/2 @ 6" OC 2x CLIP @ 20"oc 0.148 X 3-1/4 @ 5' oc 40"oc 2x 260 242 W4 ONE SIDE 0.131 X 2-1/2 @ 4" OC 2x CLIP @ 14"oc 0.148 X 3-1/4 @ 4" oc 28"oc 2x 380 353 W3 ONE SIDE 0.131 X 2-1/2 @ 3" OC 2x CLIP @ 11"oc 0.148 X 3-1/4 @ 3" oc 21"oc 2x 490 455 2W6 BOTH SIDES 0.131 X 2-1/2 � " OC 3x (2) CLIPS @ 20" oc (2) CLIPS @ 20" oc 26"oc 3x 520 484 2W4 BOTH SIDES 0.131 X 2-1/2 @ 4" OC 3x (2) CLIPS @ 14" oc (2) CLIPS @ 14" oc 18"oc 3x 760 706 2W3 BOTH SIDES 0.131 X 2-1/2 @ 3" OC STAGGERED 3x (2) CLIPS @ 11" oc (2) CLIPS @ 11" oc 170c 2x 980 912 2W2 BOTH SIDES 0.131 X 2-1/2 @ 2" STAGGERED 3x (3) CLIPS @ 12" oc (3) CLIPS @ 12" oc 10"oc 3x 1280 -119.0, SHEARWALL SCHEDULE NOTES: 1. INSTALL PANELS EITHER HORIZONTALLY OR VERTICALLY FOR ENTIRE LENGTH SHOWN ON PLANS 2. WHERE SHEATHING IS APPLIED ON BOTH SIDES OF WALL, PANEL EDGE JOINTS ON 2X FRAMING SHALL BE STAGGERED SO THAT JOINTS ON OPPOSITE SIDES ARE NOT LOCATED ON THE SAME STUDS 3. BLOCKING IS REQUIRED AT ALL PANEL EDGES. 4. PROVIDE SHEAR WALL SHEATHING AND NAILING FOR THE ENTIRE LENGTH OF THE WALLS INDICATED ON THE PLANS. ENDS OF FULL HEIGHT WALLS ARE DESIGNATED BY EXTERIOR OF THE BUILDING, CORRIDORS, WINDOWS, OR DOORWAYS OR AS DESIGNATED ON THE PLANS. SEE PLANS FOR HOLDDOWN REQUIREMENTS. ALTERNATE WALLS DESIGNATED AS PERFORATED SHEARWALLS REQUIRE SHEATHING ABOVE AND BELOW ALL OPENINGS. 5. SHEATHING EDGE NAILING IS REQUIRED AT ALL HOLDDOWN POSTS. EDGE NAILING MAY ALSO BE REQUIRED TO EACH STUD USED IN BUILT-UP HOLDDOWN POSTS. REFER TO THE HOLDDOWN DETAILS FOR ADDITIONAL INFORMATION. 6. INTERMEDIATE FRAMING TO BE WITH 2X MINIMUM MEMBERS. FIELD NAILING SHALL BE AT 12"oc MAX. 7. USE 0.131 X 1 1/2" LONG NAILS TO ATTACH FRAMING CLIPS DIRECTLY TO FRAMING. USE 0.13lx21/2' NAILS WHEN CLIPS ARE INSTALLED OVER SHEATHING. 8. FRAMING CLIPS ARE EITHER A35 OR LTP5, OR APPROVED EQUIVALENT , 9. WHERE PLATE ATTACHMENT SPECIFIES (2) ROWS OF NAILS, PROVIDE DOUBLE JOIST, RIM, (MV 3 0 20 5 EQUAL. ATTACH PER DETAILS 10. IN SEISMIC DESIGN CATEGORY D, E, AND F, ANCHOR BOLTS SHALL BE PROVIDED WITHERMIT GEN E 3x3xl/4" PLATE WASHERS- EMBED ANCHOR BOLTS 7" INTO CONCRETE. IBC EXCEPTION TO SECTION 2305.3.10 APPLIES. 11. PRESSURE PRESERVATIVE TREATED STAINLESS OR MATERIAL CAN CAUSE EXCESSIVE CORROSION AND DEGRADATION OF FASTENERS. PROVIDE HOT DIPPED GALVANIZED NAILS AND CONNECTOR PLATES FOR ALL CONNECTORS IN CONTACT WITH PRESERVATIVE TREATED FRAMING MEMBERS. ALTERNATE NOTES: 12. 7/16" APA RATED SHEATHING (OSB) MAY BE USED IN LIEU OF 15/32" SHEATHING PROVIDED THAT ALL STUDS ARE SPACED 16" OC AND ENGINEER OF RECORD HAS BEEN NOTIFIED IN WRITING AND APPROVES. 13. WHERE WOOD SHEATHING IS APPLIED OVER GYPSUM WALL BOARD SHEATHING (GWB), CONTACT ENGINEER OF RECORD FOR APPROVAL AND ALTERNATE FASTENING REQUIREMENTS. W. 14. AT ADJOINING PANEL EDGES, (2) 2X STUDS NAILED TOGETHER MAY BE USED IN LIEU OF A SINGLE 3X STUD. DOUBLE 2X STUDS MAY BE CONNECTED TOGETHER WITH 3" NAILS OF THE SAME SPACING AND DIAMETER AS THE PLATE NAILING. 15. CONTACT ENGINEER OF RECORD FOR ADHESIVE OR EXPANSION BOLT ALTERNATIVES TO CAST -IN -PLACE ANCHOR BOLTS- TYPICALLY SET ADHESIVE WILL BE ALLOWED AS AN ALTERNATE. E 1001 Ilk Z �CM ._ Q00 i0 Q a 00 069 9 0= O ((y) L_ 00 = O Im REVISIONS: CADD FILE: 15067 DATE: 06-13-15 DRAWN: B. PATEL CHECKED: C. BURT S2.1 co r- m C) N T M N co 0 0 'R co z O U w v1 U z w w T 16d @ 6"oc 16d @ 6"oc 2x6 STUDS @ 15'oc ABOVE AND BELOW SEE PLAN A35 @ 2'-0"oc 16d NAILS SEE ; 2x4 STUDS 2x6 STUDS NOTCH PLYWOOD SHEAR WALL SCHED. C7 c o o , � o JOIST PER PLAN o , AS REQ'D FOR FOR SPACING w w , EXTRA STUDS AS co ZS ZS JOIST PER PLAN STRAP -1 o 1 2x PLATE SHOWN, SEE PLAN I JOIST PER PLAN z FOR ADDITIONAL EDGE NAILING 1 POSTS AND TYPICAL PER SHEARWALL EDGE NAILING POSTS UNDER BM. SCHEDULE, TYP. PER SHEAR WALL U EDGE NAILING w 2x4 PLATE 2x6 PLATE SCHEDULE PER SHEAR WALL ►-- SCHEDULE i >>- THRU WALL — cn - 2- 2x HEADER HEADER PER PLAN, U.N.O. MULTIPLE JOISTS OR SOLID BLOCKINGSAS = CROSS WALL2- ' STUDS AT EACH 0 o JOIST BLOCKING @ 48"oc STRAP &NAILING PER PLANS & SAME TH ONEHOLDDOWN STUD OR ST U W ,r2-2x TOP 1/2' PLYWOOD MIN., SEE PLAN FOR FOR HOLDDOWN SCHED.----*'-j ( w PLATES FILLER NAIL STUD TOGETHER w/16d @ 12"oc TYP. ADDITIONAL POSTS @p PROVIDE DOUBLE STUDS z , , 1/2 PLYWOOD FILLER, TYP. AND TYPICAL POSTS jS OR POST AT STRAP w 3 1/2" 5 UNDER BEAM cl LOCATIONS, SEE SCHED. SECTION 3/4" = 1'-0" STUDS TO MA" BEAM WIDTH 3-16d SIMPSON CAP EA. SI KING STUD KING STU[ WHERE W, IS PARALL TO BEAM PERPENDICULAR TYP I CAL BEAM TO WALL SECTION SECTION 3/4" = 1'-0" 3/4" = 1'-0" SECTION 3/4" = 1'-0" 10d @ 6"oc DER PLAN CONTINUE SHEATHING TO TRUSS TOP CHORE TO MATCH )TH (MIN. 2) C)N PI ANS BLOCK PANEL EDGES SIMPSON A35F @ 32" SHEATHING AND NAII PER SHEARWALL SCI SECTION 2x BLKG. CONT. SIMPSON A35 — JOIST PER PLAN HEADER PER PLAN —A— TYPICAL FLOOR TO FLOOR HOLD DOWN STRAP SECTIOIN nl1 r-Tnl Inn nrn nl A k I 8d @ 6"oc 1 " LSL RIM BOARD STUD WALL SEE PLAN AND SHEARWALL SCHEDULE CANTILEVER WALL CONNECTION SECTION 314" = 1'-0" 3/4" 2-10d @ 8'oc 2x VENTED BLKG. I' SIMPSON LTP4 PER SHEARWALL SCHEDULE SECTION BEAM PER PLAN. PERPENDICULAR NOT SH.,..,., SIA MII ROOF SHEATHING SEE NOTES FOR NAILING REQUIREMENTS ROOF TRUSS PER PLAN H2.5 @ EACH TRUSS TYPICAL HEADER SECTIONS SECTION SHEATHING AND NAILING PER SHEARWALL SCHEDULE BEAM TO WOOD POST CONNECTION SECTION 3/4" 3/4" = l'-0" BEAI., . 3/4" = 1'-0" \�J CROSS WALL PLAN CORNER PLAN TYPICAL WALL INTERSECTION SECTION 3/4" = 1'-0" it II 1110" I I DESIGN TRUSS I I FOR END BEARING TYPICAL I I 1' II — FIREBLOCKING REQUIRED I I ALONG STRINGER I CD CD BETWEEN EACH STUD I I 3-2x12STRINGERS PLY. NAILER `11-I I�5/8" TYPE "X" G.W.B. °D I I I 2x FIREBLOCKING @ NOTE: I I I I MIDPOINT OF RUN BALANCE OF INFO. PER u /S3.1 t- F- 1- — --� ��------1-1— II NOTES: 1. STEPS AND TREADS SHALL NOT VARY MORE THAN 3/8" 2. MINIMUM STAIR WIDTH IS 36' SECTION BEAM OR 4x PER PLAN SECTION 3/4" = 1'-0" 3/4" = 1'-0" �EVIEVdEI OMPLFOR ANCE CE CODOMPLI E AN P '01 FEB 2 5 2016 City of TUWA12 BUILDING DIVISION STAGGER TOP TES 4'-0" MIN. TYPICAL HEADER 'LAN w/ PER PLAN 'FACE HANGER OR SIMPSON'JB' TYPICAL SINGLE OR FLANGE HANGER TRIMMER STUD. MULTIPLE TRIMMER STUDS WHERE REQUIRED PER PLAN OR PER NOTES/SPECIFIC DETAIL BEAM TO JOIST -CONNECTION- SECTION �-TYPICAL STUDS PER PLAN/DETAIL 3-16d SINGLE FULL HEIGHT KING STUD. MULTIPLE KING STUDS WHERE REQ'D. PER PLAN T. .. ... 1 .; L.. i-.! TYPICAL HEADER SUPPORT DET ► , 2015 r ERMET C LEN TER SECTION 1� 0 Z UJ aC co .cudo co �cd) o.�,� co=o REVISIONS: CADD FILE: 15067 DATE: 06-13-15 DRAWN: B. PATEL CHECKED: C. BURT co co FULL HEIGHT STUD, TYP. I I BEAM PER PLAN - o z zi a f� O Co ❑ U WINDOW SILL 2- 2x BEARING STUDS, TYP. U.P SEE PLANS o :2� a Cal U O CO ❑ 2x SILL PLATE S PLANS & SHEAR SCHEDULE / ull 111111 11 Vol =E WALL TYPICAL STUD FRAMING DETAIL @ OPENING SECTION 2-TOP PLATE U.N.O. 2x BLOCKING, EDGE NAIL 3x WHEN NOTED ON SCHEDULE. SHEATHING PER SCHEDULE 2x SILL PLATE FINISH FLOOR LINE ANCHOR BOLTS SEE SCHEDULE 3/4" = 1'4 " --IT------1T ------ 17------ 17 ------ II II it II I II II 11 II i II II II II i II II II II I II II it II i II II II II I II II II II I II II II II I II it II II I II II II II I II II II II I II II II II I II II II II I II it II II I It II II II II it II it I II I II II I it II II II I L—____JL_--__J II 1: .1 II I.i 1 11 I:I 11 H I 11 r 1 11 II it II II I 11 ci II ii I II zll II ii I II III II II i II all II II 1 II �II II II I II II it II I II oll II II I II loll II II I II v- II II I II 011 II II i II 0 II II I II Oil II II I II c~nl) II II I II Oil II II I II II II II I it II II II I II II II II I II II II II I II II II II I it II II II 1 II II II If 1 it II II II I II it II II I II ii II II I II II II II I II II II II I II II II II I II it it II I 11 II II II li II it II II II II it II j 11 II II II 'i II II II II II II II II II II II II II II II II i II II II II i 1-------1 ------1-1------u--- • .d d•' a a 'd a d ELEVATION 3/4" =1'-0" EDGE NAIL TO TOP PLATE FIELD NAIL NOTE: NAILING TO BE 3/8" MIN. TO EDGE OF SUPPORTS & SHEETS HOLDDOWNS PER PLAN a 8-16d NAILS EA SIDE OF SPLICE (NO BOT. SPLICE IN THIS AREA) 16d T 4'-0" 4'-0" STAGGER TYP. MIN. MIN. r PLAN NOTE: AT ALL EXTERIOR WALLS USE 20d FOR 3x PLATE TOP PLATE SPLICE AT STUD CENTERLINE, TYP. r i3 16d @ 12"oc STAGGER TYP. r 2-16d EA SIDE OF BOTTOM PLATE SPLICE BOTTOM PLATE SPLICE ^T 0 r'1D CENTERLINE, TYP. ELEVATION STUD WALL TOP PLATE SPLICE SECTION TYPICAL EDGE NAILING, SEE NOTES 3/8" MIN. TO EDGE OF PLYWOOD SHEET & SUPPORT — TYPICAL INTERMEDIATE NAILING PER NOTES — STAGGER PLYWOOD 3/4" =1'-0" TYPICAL FLOOR/ROOF SHEATHING PLAN VIEW 1 /2" =1'-0" RAILING BY OTHERS 2x6 CEDAR NAIL @ 6"oc TYP. @ D POST PER PLAN FLOOR/ROOF JOIST PER PLAN 2x4 FLAT BLOCKING @ PLYWOOD EDGES, PERPENDICULAR TO FLOOR/ROOF JOIST WHERE NOTED ON PLANS OR NOTES NOTE: ALL ENDS OF PLYWOOD SHEETS TO SPLICE OVER CENTERLINE JOISTS OR SUPPORTING MEMBERS. BLOCK ALL PANELS LESS THAN 12" IN WIDTH SECTION 3/4" = 1'-0" HOLD DOWN SCHEDULE FASTENERS TO CONCRETE FASTERNERS TO WOOD STUDS OR POSTS MARK ANCHOR SIZE/DIAMETER EMBEDMENT LENGTH A307 BOLTS SDS 14x3 16d COMMON NAILS WOOD MEMBER EXTERIOR WALL INTERIOR WALL HDU2 5/8" SSTB14 11" 11" - 10 - 2- 2x STUDS HDU5 5/8" SSTB16 13" 13" - 14 - 2- 2x STUDS HDU8 7/8" 8" 9. - 18 - 2- 2x STUDS STHD10 12 GA. 10" 10" - - 28-16d SINKERS 2- 2x STUDS STHD14 12 GA 14" 14" - - 38-16d SINKERS 2- 2x STUDS LSTA36 1 1/4"x18GA. - - - - 24-10d 2- 2x STUDS MST37 21/6"x12GA. - - - - 42-16d 2- 2x STUDS MST48 21/6"xl2GA - - - - 46-16d 2- 2x STUDS MST60 21/6x12GA. - - - - 56-16d 2- 2x STUDS MST72 21/6"x10GA. - - - - 56-16d 2- 2x STUDS MSTC40 3"x16GA. - - - - 36-16d 2- 2x STUDS NOTES: 1.) ANCHOR SHALL BE ASTM A307 HEADED ANCHOR BOLT, UNLESS NOTED OTHERWISE. CONNECT TO FOOTING PER XX /THIS SHEET 2.) WOOD MEMBERS (MIN) ABOVE AND BELOW WHERE OCCURS AT FLOOR LEVEL. DO NOT USE LAG BOLTS TO FASTEN HOLDOWNS TO WOOD MEMBERS. 3.) HOLDOWN SCHEDULE IS PROVIDED FOR GENERAL INSTALLATION INFORMATION. NOT ALL OF HARDWARE SCHEDULED IS REQUIRED SEE PLANS FOR HOLDOWN CALL -OUTS AND LOCATIONS. CONSULT MANUFACTURER FOR ADDITIONAL INFORMATION. 4.) QUANTITY OF NAILS FOR STRAPS ARE EVENLY DIVIDED BETWEEN ENDS OF STRAPS ABOVE AND BELOW THE DEPTH OF THE FLOOR SYSTEM. USE 16d COMMON NAILS, U.N.O. 5.) IF SHEAR WALL REQUIRES 3x STUDS, USE 3x INSTEAD OF 2x. 6.) HDUX ANCHORS REQUIRE SIMPSON SDS 1/4x3 WOOD SCREWS. 7.) SEE DETAILS G/82.1 AND L/S2.1 FOR INSTALLATION. FOOTING SCHEDULE MARK SIZE REINFORCEMENT F2.0 7-0"x2'-0"x10" 3- #4 EACH WAY BOTTOM F2.5 2'-6"x2'-6"x10" 4-#4 EACH WAY BOTTOM F3.0 3'-0"x3'-0"x11" 5- #5 EACH WAY BOTTOM F3.5 3'-6"x3'-6"xll" 6-#5 EACH WAY BOTTOM NOTES: 1.) VERIFY MINIMUM 2000psf BEARING CAPACITY w/ GEOTECH PRIOR TO CASTING FOOTINGS. 2.) CENTER ALL FOOTINGS ON COLUMN AND WALL TYPICAL, U.N.O. 3.) AT LOCATONS WHERE FOOTINGS ARE SHOWN SHARING A COMMON BEARING AREA, CST MONOLITHICALLY w/ INDIVIDUAL REINFORCING PER SCHEDULE & OVERLAP AS REQUIRED. REVIEWED FOR O E COMPLIANCE APPROVED FEB 2 5 2016 City of TU W 12 9JILDING DIVISION a w„ " .. r, • f . ;•, C ..- I- ' A' I L A NOV 3 0 2015 E:iRMIT CENTER ER CL� 0 z ;M <op cCD a 'S Lo co �� o7�,� s- DO J-- O �r- t/) N REVISIONS: CADD FILE: 15067 DATE: 06-13-15 DRAWN: B. PATEL CHECKED: C. BURT ad. a.• a . aQ