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HomeMy WebLinkAboutPermit D14-0316 - SINGH RESIDENCE - NEW SINGLE FAMILY RESIDENCESINGH RESIDENCE 14811 46TLNS D14-0316 Parcel No: Address: Project Name: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov 0042000131 14811 46TH LN 5 SINGH RESIDENCE COMBOSFR PERMIT Permit Number: D14-0316 Issue Date: 11/7/2014 Permit Expires On: 5/6/2015 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: SINGH GURDIP 4224 S 148TH ST, TUKWILA, WA, 98168 GURDIP SINGH 4642 5 146 ST, TUKWILA, WA, 98168 AFFIDAVIT - GARY SINGH OWNER FUNDED - GURDIP SINGH Phone: (206) 244-1900 Phone: Expiration Date: DESCRIPTION OF WORK: CONSTRUCTION OF A NEW 3,782 SQ FT RESIDENCE WITH A 703 SQ FT ATTACHED GARAGE AND A 40 SQ FT COVERED DECK. Project Valuation: $498,692.77 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: V-B Electrical Service Provided by: TUKWILA FIRE SERVICE Fees Collected: $12,506.93 Occupancy per IBC: R-3 Water District: 125 Sewer District: TUKWILA SEWER SERVICE,VALLEY VIEW 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: 2012 2012 2012 2012 International Fuel Gas Code: WA Cities Electrical Code: WA State Energy Code: 2012 2014 2012 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: 1 Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 40 Fill: 40 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: 1 Street Use: Water Main Extension: Water Meter: No Permit Center Authorized Signature: ./;if 1 Date: ( 1— / - 4 I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Print Name: Si IL, Date: ROT/ (q This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***PUBLIC WORKS PERMIT CONDITIONS*** 2: The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 3: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 4: Any material spilled onto any street shall be cleaned up immediately. 5: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 6: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 7: The Land Altering Permit Fee is based upon an estimated 40 cubic yards of cut and 40 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 8: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 9: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 10: Downspouts, driveway, patio and drainage from other impervious areas shall be collected in an on -site storm drain system. Drains shall be 4" minimum diameter, PVC schedule 40 or corrugated poly ethylene pipe with a minimum 1% slope for gravity discharge to location approved by the Public Works Department. Downspouts shall not connect to footing drains. Footing drain and downspouts may share a single discharge pipe downstream of the lowest footing drain. 11: Install yard drain(s) and perforated pipe along the driveway, as necessary to prevent on -site ponding of storm water runoff. 12: 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. 13: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $1,013.88. 17: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 14: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 15: 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). 18: 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) 19: 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) 20: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 16: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 21: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 22: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 23: ***BUILDING PERMIT CONDITIONS*** 24: 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. 25: 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. 26: 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. 27: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 28: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 29: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 30: All wood to remain in placed concrete shall be treated wood. 31: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 32: 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. 33: 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. 34: 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. 35: 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). 36: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 37: 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. 38: 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. 39: ***MECHANICAL PERMIT CONDITIONS*** 40: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 41: 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. 42: Manufacturers installation instructions shall be available on the job site at the time of inspection. 43: 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. 44: 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. 45: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 46: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 47: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 48: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 49: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 50: 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. 51: 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. 52: 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. 53: 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. 54: 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. 55: 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. 56: 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. 57: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 58: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures in all residential, hotel, motel, school, industrial, commercial use or other occupancies that use significant quantities of water shall comply with Washington States Water Efficiency ad Conservation Standards in accordance with RCW 19.27.170 and the 2006 Uniform Plumbing Code Section 402 of Washington State Amendments PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5180 BACKFLOW - FIRE 1700 BUILDING FINAL** 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 0502 LATH & GYPSUM 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Combination Permit No. bt Olt (o Project No.: Date Application Accepted: Date Application Expires: (For office use only) COMBINATION PERMIT APPLICATION — NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE LOCATION (I01k Site Address: 14618 46th Ln. south , Tukwila 98168 King Co Assessor's Tax No.: 0042000131 PROPERTY OWNER Name: Gurdip Singh Address: 4642 S. 146th street City: Tukwila State: WA Zip: 98168 CONTACT PERSON — person receiving all project communication Name: Gurdip Singh Address: 4642 S. 146th street City: Tukwila State: WA Zip: 98168 Phone: (206) 244-1900 Fax: Email: GARYSINGH2@COMCAST.NET GENERAL CONTRACTOR INFORMATION Company Name: SAND'S CONSTRUCTION Address: 21356 SE 271 ST PL City: MAPLE VALLEY State: WA Zip: 98038 Phone: (206) 920-2593 Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: ARCHITECT OF RECORD Company Name: DHILLON DESIGN Architect Name: INDERJIT SINGH Address: City: REDMOND State: WA Zip: 98052 Phone: (425) 802-3666 Fax: Email: ENGINEER OF RECORD Company Name: BRUCE MCVEIGH Engineer Name: Address: City: TUKWILA State: WA Zip: 98168 Phone: (206) 571-8794 Fax: Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: a ti ti l J t_ , J s/ L� Address: f/ 651.2 ..s• 7c/.6 ee .S��e% City: -c4.fc�l4.,4 State: 4v41 Zip:qS/6,8 H:\Applications\Forms-Applications On Line\2011 Applications \Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page I of 4 PROJECT INFORMATION Valuation of project (contractor's bid price): $ 325,000.00 Scope of work (please provide detailed information): NEW CONSTRUCTION, SINGLE FAMILY RESIDENCE DETAILED,BUILDING INFORAMT!ON Iv'OSEQtSQUARE FODACrE .. Basement 0 I" floor 2"d floor 1,935 1,847 Garage ® carport ❑ 703 Deck— covered uncovered ❑ 40 Total square footage 4,525 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 iNDI D(TURES'L- INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: 6,500.00 Value of mechanical work $ 1 1 furnace <100k btu thermostat 0 emergency generator 2 appliance vent wood/gas stove 0 fuel type: D electric gas 4 ventilation fan connected to single duct 1 water heater (electric) other mechanical equipment PLUMBING: Value of plumbing/gas piping work $ 6,500.00 4 1 5 bathtub (or bath/shower combo) bidet dishwasher floor drain lavatory (bathroom sink) 1 sink 1 water heater (gas) lawn sprinkler system 1 1 clothes washer shower water closet 4 gas piping outlets H:\Applications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-1 Ldocx Revised: August 2011 bh Page 2 of 4 PUBLIC W PERMIT Scope of work (please provide detailed information): NEW CONSTRUCTION Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT ❑ ...Tukwila ®...Water District #125 0 ...Letter of water availability provided SEWER DISTRICT O ...Tukwila ❑ ...Sewer use certificate ❑ .. Highline .. Valley View ❑ .. Renton ❑...Letter of sewer availability provided ❑ .. Renton ❑ .. Seattle SEPTIC SYSTEM: ❑ .. On -site septic system — for on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): m ...Civil Plans (Maximum Paper Size — 22" X 34") ❑ ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report 0 ...Hold Harmless — (SAO) ❑ ...Bond 0 .. Insurance 0 .. Easement(s) ❑ .. Maintenance Agreement(s) 0 ...Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): O ...Right -Of -Way Use - Potential disturbance ❑ .. Construction/Excavation/Fill - Right -of -Way... 0 -or- Non Right -of -Way.. ® ...Total Cut 40 Cubic Yards ❑ .. Work In Flood Zone ...Total Fill 40 Cubic Yards ❑ .. Storm Drainage ❑ ...Sanitary Side Sewer 0 ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑ .. Abandon Septic Tank ❑ .. Trench Excavation ❑ .. Curb Cut ❑ .. Utility Undergrounding ❑ .. Pavement Cut ❑ .. Backflow Prevention - Fire Protection ❑ .. Looped Fire Line Irrigation ❑ ...Permanent Water Meter Size " WO # 0 ...Residential Fire Meter Size " WO # 0 ...Deduct Water Meter Size ❑ ...Temporary Water Meter Size " WO # 53 Domestic Water 11 0 ...Sewer Main Extension Public 0 - or - Private 0 ❑ ...Water Main Extension Public 0 - or - Private 0 FINANCE INFORMATION — THIS INFORMATION IS REOUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line N/A number of public fire hydrant(s) ❑ ...water 0 ...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\201 I Applications Combination Permit Application Revised 0-9-1 t.docx Revised: August 2011 bh Page 3 of 4 PERMIT AI'PLIC?';TION' gaT ERMITS IN'THIS APPL'I'CATI:.O,N` BL�ICAB�.E, TO�ALL�P Y 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: Date: 09/28/2014 Print Name: GURDIP SINGH Day Telephone: (206) 244-1900 Mailing Address: 4642 SOUTH 146TH STREET TUKWILA WA 98168 City State Zip H:\Applications\Forms-Applications On Line \201 I Applications \Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 4 of 4 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME uR D/P-SICjc PERMIT # J i`F - O3 /(, // 1\ 4C04ti L,J Sov H ) If you do not provide contractor bids or an engineer's estimate wit?" your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: (,v Mobilization ' aC 0 Erosion prevention % `f a u • ° Water/Sewer/Surface Water -if ou • ° 41 Road/Parking/Access A. Total Improvements 3. 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. 4. TOTAL PLAN REVIEW FEE (B+C+D) 41. Sbo."9 f6a6. o $250 (1) 5. Enter total excavation volume Enter total fill volume 7IO go cubic yards cubic yards Use the following table to estimate the grading plan review fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE ./ Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1sT 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for lsr 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees (4) (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION o� (1+4+5) $ act a The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 01/01/14 bt' 03R9 RECEIVED CITY OF TUKWILA SEP 2 9 2014 PERMIT CENTER r- BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) 7. Pavement Mitigation Fee $ (6) $ (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the pavement mitigation fee. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. QUANTITY IN CUBIC YARDS RATE ./ 50 or less $23.50 51 —100 $37.00 101 — 1,000 $37.00 for lst 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 lst 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for lst 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 01/01/14 IS $ 3 (9) BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust est/mated 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 A 1 Total A through E 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown/Foster Pt Water (Ord 2177) $ E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ H. Transportation Mitigation $ 0 / 3 88 I. Other Fees $ -- $ (9) Total A through I DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ /0`7_ 35 SS (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 Meter Size (inches) stallation Cascade Water Air ce RCFQ 01.01.20✓12.31.2014 Total Fee 0. 25 $6630 1 1 1 $125 /$6005 $15,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $48,040 $50,865 3 $44. '.' C 080 $100,505 4 '.7825 $150,12 $157,950 6 $12525 $300,250 $312,775 Approved 09.25.02 Last Revised 01/01/14 Temporary Meter 0.75" $300 2.5" $1,500 3 /o/v/14. BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME urt 1'D/t Sf/J 4 PERMIT # If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: E: u Mobilization CO Erosion prevention Oo Water/Sewer/Surface Water - S 00 • c J Road/Parking/Access 4{ 5 &e- 0 0 A. Total Improvements /6°6 3. 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. 4. TOTAL PLAN REVIEW FEE (B+C+D) 5. Enter total excavation volume Enter total fill volume lc. cubic yards cubic yards Use the following table to estimate the grading plan review fee. Use the reater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION $250 (1) (4) (5) (1+4+5) $ The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 01/01/14 blLi O3IQ RECEIVED CITY OF TUKWILA SEP 2 9 2014 PERMIT CENTER Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $9,075.44 D14-0316 Address: 14811 46TH LN S Apn: 0042000131 $9,075.44 DEVELOPMENT $4,899.10 PERMIT FEE R000.322.100.00.00 0.00 $4,894.60 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $1,117.38 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $40.00 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $40.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 TECHNOLOGY FEE $269.96 TECHNOLOGY FEE R000.322.900.04.00 0.00 TOTAL FEES PAID BY RECEIPT: R3509 $269.96 $9,075.44 Date Paid: Friday, November 07, 2014 Paid By: GURDIP SINGH Pay Method: CHECK 1546 Printed: Friday, November 07, 2014 2:26 PM 1 of 1 CSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $3,431.49 D14-0316 Address: 14811 46TH LN S Apn: 0042000131 $3,431.49 DEVELOPMENT $3,181.49 PLAN CHECK FEE R000.345.830.00.00 0.00 $3,181.49 PUBLIC WORKS $250.00 BASE APPLICATION FEE TOTAL FEES PAID BY RECEIPT: R3180 R000.322.100.00.00 0.00 $250.00 $3,431.49 Date Paid: Monday, September 29, 2014 Paid By: SINGH GURDIP Pay Method: CHECK 1536 Printed: Monday, September 29, 2014 3:10 PM 1 of 1 CRSYSTEMS I PECTION NO. INSPECTION RECORD Retain a copy with permit Did o3i6 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 p1- Project:i f ll- k is Type of In5�2ectiop:j7N / Address::with 11/67/ Date Called: Special Instruc ions: q,,,.? Date Wanted: ' a.m Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: A L/E/ Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection; fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD nfz/ oN Retain a copy with permit 4✓ PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project�Nel t� /Li/ Type of Insapec i� o iris , j , Address: J �- 111.37/ Date Called: Special Instructions: G/t' �rs_t Date Wanted: I /7 p.m. Requester: GAC Prneoo:: Y, ,, /9.a Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: 1), Inspector: Date: /// REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. P; 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 h'qo (, Protect: n- FI)&H Pgit- -C.� Type of 1 specttiion: .8k Avid Address: mil 5, Date Cal ed: Special Instructions: Date Wanted: 7^ 23_,4' a.m. p.m. Requester: Phone No: 0 Approved per applicable codes. Lorrections required prior to approval. COMMENTS: // gakilfd-e- ti4./6 t 2 0 4,51Z.r„4„, L f-4 Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd,. Suite 100. Call to schedule reinspection. ramINSPECTION RECORD Retain a copy with permit IN "' ION NO. P c/ — gl 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:e )r tt its Type of Ins ction: p7 j , -(kr:( Address: 1 �",, [Date Called: Speciallnstrultions:�� � e, /�` Date Wanted: '7 — 7 -�� a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. OMMENTS: Inspector: Date:7._T�-(J REIN paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. NSPECTION RECORD etain a copy with permit D(I PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (2. 6),431-3 70 Permit Inspection Request Line (206) 438-9350 Protr // Type Inspect nt firp i tqcf, t AEI rlf/i (7� l C�`�)0e Date Called: SpecialpInstructions: AmRequester: Date Wanted: 7-8 4- f a.m. p.m. Phone No: Approved per applicable codes. L 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. K INSPECTION RECORD Retain a copy with permit NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION ily_ 63(b 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Proj ctr g (s/� C Type of 1 ection: ��� L i / A �+'L(Ch I I (1��e tok_e_Sd' wl Date Called: Special Instructions:'' ��"1�,/A� Date Wanted: 7-8 —(J a.m. p.m. Requester: Phone No: pproved per applicable codes. E Corrections required prior to approval. CDNI M ENTS: Inspector: Date `s._ Is_ 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, Dig• 03(6 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98184 (206) 4311-3670 Permit Inspection Request Line (206) 438-9350 (>\.1-1 KIK( Project: , 6 (tyi, itirF K Type o f Inspection: l rre-fe(cfsce (clitt4 Date Called: Addres: I (Pi) I I biA ft\ (•-cf k e 5° r Sgecial Instructions: 444 Date Wanted- 2 -V- 15 a.m. p.m. 'Requester: Phone No: Approved per applicable codes. DCorrectb0 required prior to approval. COMMENTS: C. 5-( Inspector: att: - I c REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Cali to schedute 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 PRI- 03 14 Pro" cv 'oak Aic-F K Type o inspection: ( fit, St/trac? cvA Addresk l qt?)/1 110-4 Cqkce fa Date Called: Special Iristructions: 441 . Date Wanted: a.m. P.m. Requester: Phone No: , NApproved per applicable codes. D.corrections required prior to approval. COMMENTS: Inspector: -J5 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. P/11-0366 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Projecc t ) ilifqtr Ais-F g Type of Inspection: IA 1.4c/ex-web oho/ Adirtirset 1 (716f...k. 14 coe_so e Date Called: V Special Instructions; Date Wanted: a.m. p.m. Requester: Phone No: LJApproved per applicable codes. Corrections required prior to approval. COMMENTS: r A / V ot.- " r Inspector: r.,.....E....._ Date: 2 e" .L. 1 5 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 IN PiCTION 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 Istio Project: /1/5 F fl- Type of inspection: - ..'"\-t (' Address: (f/N11 146r-4 coke- 54. Date Called: Special Instructions: Date Wanted: a.m. P.m. Requester: 'Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. A.3) 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 pit/-0 30 Project:(/5 r A iYpetl of Iwr - Address: Date Called: Special Instructions; // g41 Date Wanted: 2- — tb — / .$ p.nt. Requester: Phone No: 8 Approved per applicable codes. Corrections required prior to approval. COMMENT& inspector rc_ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKVVILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 DI Y-03 (C Proie /9 F K /facc,i1 T e Inspection:' OA. i Vty , A dress: Date Called: Special Instructions: /Mit .. Date Wanted: 7,-5- - /5" a.m. P.m. Ttequester Phone No: Approved per applicable codes. Corrections required prior to approval COMME .....c....„ Inspector: ri REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. lc& 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 iti-- 0 Ig Project Type Pi(Niioe5 Address: AlcPlk ir, Date Called: t../ i'LcAly Special Instructions: 414 Date Wanted: 2,—S- — (r a.m. p.m. Requester: Phone No; gjApproved 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. Catt 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 ° 3 (6 Project:, 1-- theii /t/S-FiC Type of Inspection: .. , &Crc P(Yi(ty Addrets: / I LIG; If tiOY" Alle & - Date Called: 1 SpecialinstruCtI011s': Date Mtrlted: / - 36— f r a.rn. p.m. Requester: Phone No: [a Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Ale) op fr ( 45- 06, e Inspector: REINSPECTION FEE REQUIRED, Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Cali to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter 8Ivd., #100, Tukwila, WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 .4 Project, • 1 4r4 ikt Type of Inspection: rr3„der f/o pi 04 / / Address: ) fl ?)/ i ti6141t4CCejc, t Date Called: Special In ructions: Date WantedL a.m. Requester: Phone No: ElApproved per applicable codes. ElCorrections required prior to approval. COMMENTS: cde Inspector: REINSPECTION FEE REQUIRED. Prior to next inspection, tee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 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 INSPECTION RECORD Retain a copy with permit Project:5 'it 14 /6r it Type of Inspection: , Address. i (* l 1 14; ft/' 4ve_fG , Date Called: Special tructions; Date Wanted: a.m. P.m. Requester: Phone No: LJApproved per applicable codes. Corrections required prior to approval. . . ' ENT'ircolkorka m ()lc, Provide = AtictA 01/k 5r-(tn (1) oerAi (4 4- roved C 5-7)'•Pr e_ dert- v-),,, _ .Th 1*,::1,-' ( P V 1 lAk-ftfr- Inspector: Date:/_ 30 is_. REINSPECTION FEE REQUIRED. Prior to next inspedion. tee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. re INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: ... -Type 1 ktd li ILeci 1/race of Inspection: ifEr-it. gc5 t4 . —7--- Pi i Address: I 149) i 14) f-tf Are Sq.( Date Called: Special Instructions: ' Date Wanted: a,m. p.m. Requester: Phone No: Approved per applicable codes. igCorrections required prior to approval. COMMENTS:s,f\thz, _y--f 41,44- Cr eh-) v r de ' rf 1" r fp,,c3A 2 kc ps- ' 1-0 roc.:1,co- rVes A acts- ta 1 tefeo\f 7.,'ItAct Pf-4 r 6:eittei 't/k. dUdi i, IA 7: ©. 4a) Cct 1 ( -cesif-- frf (- 5- Pe—Cf ( (\ 41‘ Inspector.<, Dat,:_ 3,3 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. io INSPECTION RECORD Retain a copy with permit IP 11 03 (t INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: Tym of Ins ection: KOL-t 4.4. € c.-11 Address: // 14-IA co,ip s. Date Calle Special Instructions: P t Date Wanted:. / 2--" ! .»/ 3— a.m. P.m. Requester: Phone No: Approved per applicable codes. corrections required prior to approval. COMMENTS: t j3 }�1..sitL . at.,Let�"_ i p r t ( e . t') 1 4--tt pq rzi5 - q tif au?' 1-4(e-, Y0O 14_ 4 (.4P-y tie GI I- t. VI - 0 (rato `; k e- (i)' VI 141 /. C.Q.47tkce tic "1"tj C t E!� S ? t, Cr ('fa t' ... 1/!,,f&f C g[, v- Ore.i0 j ci-r 4L1 Inspector: Date: ziv REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspectioh. Piy--031,6 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 INSPECTION RECORD Retain a copy with permit Proje r I 14 Type of Inspection: &(G P,5 Address: Date Called: Special Instructions: PM(I ' Date Wanted:. _,� S a.m. am. Requester: Phone No: csiApproved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: t 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) 431-2451 „L„,,,cr Project: (Kg i t - f c 1/Ce Type of Inspection: [NV/ f%ef rot /5- e, Address: V I `% 11 qq C-ge(e 5 Date Called: Special Instructions: j r/�k Date — 7 / !/q'- f5 a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: (0 A Inspector`f's Date n 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 DIV-o3 Project- , . / Pi WI ger, a/tt-Ace, Type of Inspection: 1-atA 4- &vti);Li44 Addr s:a 1 q 1 I 1441A IA RV .r0 , Date Called: 1 Special Instructions; LI/ c PAI Date Wanted: 1 - 2..3 - /5- a.m. P.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COltvv1ENT inspector Date, 2-3 REINSPECTION FEE REQUIRED, Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit Dt4-031‘ INSPECTION NO. PERMIT NO. IA CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: 'Type 3 k A6 k X-R, af nspection: .0 J e_A-4- A— ,6{,.) itA8 , Addre A I 46 LA/ Date Called: iZissi Special Instructions: Date Wanted: / 2-1— / 5' Orm 'Requester. Phone No: Approved per applicable codes. Corrections required prior to approval, COMMENTS: Inspeetit 'Date: 2,t- 15 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project., Type.of Inspection; Address, 1 !^.1 11 (0 1 L t%) ' Date Called: Special Instructions: Date Wanted: 0...111, Requester: Phone No:, Approved per applicable codes. Corrections required prior to approval. COMMENTS: 71 () (-) ( , C" Ail S PI e A "i" k J,-JC—.), - i\ e ?foie? ti insPector: ELJ EINSPECTION FEE REGIOIRED. Priotto next inspection. fee must be -paid at 6300 Southcenter Blvd.. Suite 100. Can to schedule reinspection. -Date: INSPECTION RECORD Retain a copy with permiti)(4—D3k INSPECTION NO. PERMIT CITY OF TUKWILA BUILDING DIVISION 4` 6300 Southcenter 81vd., #100, Tukvvila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project:e et:s- : ,..- / Type of Insj ptctjor21- ( )4 ,elfe149 Addr7ss41/ 1 4(4 ....._ LA/ Date Called: Special Instructions; i bate Wanted: r a.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: c f .7" Inspector: -Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be 1-1 paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit /4 -dJI INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION �/"I 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: Type of:Inspection: Address: Date Calved: Special Instructions: Zr------ Date Wanted: i{ f` i , 7 t f' �p-ma.m. , Requester: Phone No: 2}Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspettor: Date:) r 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 3 f INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: �, r:PJ6I I' es, Type of Inspectio : _ , f3uAAA- c , 0 Ai Address: I.4 ' 1 14 i LA/ 5 Date Called: Special Instructions: Date Wanted: i— ! /� f `7 f — f 4 t=� P.m. Requester: Phone No: ElApproved per applicable codes. !�J Corrections required prior to approval. COMMENTS: OM /� n 1 e P /7 iti A l>t , A ‘, cr-r-1.e; f c ( v f l\ 0 ()LA,€ _, ri ra k i r `1l -e1 Ft M fit : A. 6 e f h�b r r LAh-nl , 1 / I` 0i nwA i�f_rk i--ktiki e s P t° c_: t; 0 A C AM 4-` t'\J v`1" .‘ 7 (j 0/1 -j. Inspector: Date:t f REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Rtvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 PERMIT NO. Project: ))%�(, . A6 f / 7 6) Type (off inspection.: /� /� — 1`J 0T - ' lt�� Address: -r / A O ( 4 cD _ Date Called: Special Instructions: .1V,..._ 1 / ( Date Wanted: ,--a.m.' Requester: Pho2 a No: dLi/ , 244- ( t)e) Approved per applicable codes. Corrections required prior to approval. COMMENTS: ()OIAP Inspector: Date:`f,'a2- (4 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: St b"#(1t & c9, Type of Inspection: ,,s Address. /. Suite #: / j lib.4 Liv S Contact Person: Special Instructions: Phone No.: l)4 Approved per applicable codes. Corrections required prior to approval. COMMENTS: if rr) `e iv+ 1 h,/6 — c)/(j r N e (P-erel4:1 i 1\d1 � ,�j s,/ Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector:, a-1-- Date: //20//V Hrs.: cD___ $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 Prescriptive Energy Codo Compliance for All Climate Zones in Washington Pmiect /nformatk n Contart InfDrmation This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. ,� act _S /� / Authorized Representative g e 14674 Date R-Valuee U-Factora Fenestration U-Factor° n/a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGC°'B n/a n/a Ceiling 49' 0.026 Wood Frame Wall9Ai 21 int 0.056 Mass Wall R-Value' 21 /21 h 0.056 Floor 30g 0.029 Below Grade Wall` k 10/15/21 int + TB 0.042 Slabd R-Value & Depth 10, 2 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on:Page 2. /e7e,e7- Zq REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 3 2014 City of Tukwila BUILDING DIVISION Each dwelling unit in one and two-family dwellings and townhouses, as defined in Section 101.2 of the International Residential Code shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 01. Small Dwelling Unit: 0.5 points X Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are Tess than 750 square feet of heated floor area. Medium Dwelling Unit:C5 points) All dwelling units that are -ot included in #1 or #3, including additions over 750 square feet. 03. Large Dwelling Unit: 2.5 points X Dwelling units exceeding 5000 square feet of conditioned floor area. 04. Dwelling unit other than one and two-family dwellings and townhouses: Exempt As defined in Section 101.2 of the International Residential Code Table R406.2 Summary Option Description Credit la Efficient Building Envelope la 0.5 1 b Efficient Building Envelope 1 b 1.0 lc Efficient Building Envelope lc 2.0 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1,0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 3a High Efficiency HVAC 3a 0.5 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 2.0 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 0.5 5b Efficient Water Heating t 6 Renewable Electric Energy 0.5 ❑ ❑ .. 0 0 ❑ *1200 wh Total Credits *Please refer to Table R406.2 for complete option descriptions loolgow http://www.enerrgy.wsu.edu/Documents/Table 406 2: Energy. Cre s 20 2 W EC.pd CORRECTION LTR# RECEIVED CITY OF TUKWILA OCT 1 6 2014 PERMIT CENTER Table R402.1.1 Footnotes For SI: 1 foot .= 304.8 mm, ci .= continuous insulation, int .= intermediate framing. a R-values are minimums. U-factors and SHGC are maximums. When insulation is installed in a cavity which is less than the label or design thickness of the insulation, the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. b The fenestration U-factor column excludes skylights. The SHGC column applies to all glazed fenestration. Exception: Skylights may be excluded from glazed fenestration SHGC requirements in Climate Zones 1 through 3 where the SHGC for such skylights does not exceed 0.30. "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R- 13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. a R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. Basement wall insulation is not required in warm -humid locations as defined by Figure R301.1 and Table R301.1. g Reserved. h First value is cavity insulation, second is continuous insulation or insulated siding, so "13.+5" means R-13 cavity insulation plus R-5 continuous insulation or insulated siding. If structural sheathing covers 40 percent or less of the exterior, continuous insulation R-value shall be permitted to be reduced by no more than R-3 in the locations where structural sheathing is used to maintain a consistent total sheathing thickness. ' The second R-value applies when more than half the insulation is on the interior of the mass wall. For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38. k Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Log and solid timber walls with a minimum average thickness of 3.5 inches are exempt from this insulation requirement. Table R402.1.3 Footnote a Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. WASHINGTON STATE ENERGY CODE, RESIDENTIAL PROVISIONS TABLE 406.2 ENERGY CREDITS (DEBITS) OPTION DESCRIPTION CREDIT(S) la EFFICIENT BUILDING ENVELOPE la: Prescriptive compliance is based on Table R402.1.1 with the following modifications: Fenestration U . 0.28 Floor R-38 Slab on grade R-10 perimeter and under entire slab Below grade slab R-10 perimeter and under entire slab or Compliance based on Section R402.1.4: Reduce the Total UA by 5%. 0.5 lb EFFICIENT BUILDING ENVELOPE lb: Prescriptive compliance is based on Table R402.1.1 with the following modifications: Fenestration U . 0.25 Wall R-21 plus R-4 Floor R-38 Basement wall R-21 int plus R-5 ci Slab on grade R-10 perimeter and under entire slab Below grade slab R-10 perimeter and under entire slab or Compliance based on Section R402.1.4: Reduce the Total UA by 15%. 1.0 Ic EFFICIENT BUILDING ENVELOPE lc: Prescriptive compliance is based on Table R402.1.1 with the following modifications: Fenestration U .= 0.22 Ceiling and single -rafter or joist -vaulted R-49 advanced Wood frame wall R-21 int plus R-12 ci Floor R-38 Basement wall R-21 int plus R-12 ci Slab on grade R-10 perimeter and under entire slab Below grade slab R-10 perimeter and under entire slab or Compliance based on Section R402.1.4: Reduce the Total UA by 30%. 2.0 2a AIR LEAKAGE CONTROL AND EFFICIENT VENTILATION 2a: Compliance based on R402.4.1.2: Reduce the tested air leakage to 4.0 air changes per hour maximum and All whole house ventilation requirements as determined by Section. M1507.3 of the International Residential Code shall be met with a high efficiency fan (maximum 0.35 watts/cfm), not interlocked with the furnace fan ventilation systems using a furnace including an ECM motor are allowed, provided that they are controlled to operate at low speed in ventilation only mode. To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the option being selected and shall specify the maximum tested building air leakage and shall show the heat recovery ventilation system. 0.5 2b AIR LEAKAGE CONTROL AND EFFICIENT VENTILATION 2b: Compliance based on Section R402.4.1.2: Reduce the tested air leakage to 2.0 air changes per hour maximum and All whole house ventilation requirements as determined by Section M1507.3 of the International Residential Code shall be met with a heat recovery ventilation system with minimum sensible heat recovery efficiency of 0.70. To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the maximum tested building air leakage and shall show the heat recovery ventilation system. 1.0 2c AIR LEAKAGE CONTROL AND EFFICIENT VENTILATION 2c: Compliance based on Section R402.4.1.2: Reduce the tested air leakage to 1.5 air changes per hour maximum and All whole house ventilation requirements as determined by Section M1507.3 of the International Residential Code shall be met with a heat recovery ventilation system with minimum sensible heat recovery efficiency of 0.85. To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the maximum tested building air leakage and shall show the heat recovery ventilation system. 1.5 3a HIGH EFFICIENCY IWAC EQUIPMENT 3a: Gas, propane or oil -fired fumace with minimum AFUE of 95% To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the heating equipment type and the minimum equipment efficiency. 0.5 3b HIGH EFFICIENCY HVAC EQUIPMENT 3b: Air -source heat pump with minimum HSPF of 8.5 To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the heating equipment type and the minimum equipment efficiency. 1.0 3c HIGH EFFICIENCY HVAC EQUIPMENT 3c: Closed -loop ground source heat pump; with a minimum COP of 3.3 or Open loop water source heat pump with a maximum pumping hydraulic head of150 feet and minimum COP of 3.6 To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the heating equipment type and the minimum equipment efficiency. 2.0 3d HIGH EFFICIENCY HVAC EQUIPMENT 3d: DUCTLESS SPLIT SYSTEM HEAT PUMPS, ZONAL CONTROL: In homes where the primary space heating system is zonal electric heating, a ductless heat pump system shall be installed and provide heating to at least one zone of the housing unit. To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the heating equipment type and the minimum equipment efficiency. 1.0 4 HIGH EFFICIENCY HVAC DISTRIBUTION SYSTEM:a All heating and cooling system components installed inside the conditioned space. All combustion equipment shall be direct vent or sealed combustion. Locating system components in conditioned crawl spaces is not permitted under this option. Electric resistance heat is not permitted under this option. Direct combustion heating equipment with AFUE less than 80% is not permitted under this option. To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the heating equipment type and shall show the location of the heating and cooling equipment and all the ductwork. 1.0 Sa EFFICIENT WATER HEATING 5a: Water heating system shall include one of the following: Gas, propane or oil water heater with a minimum EF of 0.62 or Electric water heater with a minimum EF of 0.93. and for both cases All showerhead and kitchen sink faucets installed in the house shall be rated at 1.75 GPM or less. All other lavatory faucets shall be rated at 1.0 GPM or less.b TTo q""'""lua i y-'fo claim -.this credit, the building permit, drawings. shall spe cify the option 0.5 .. -- ,.' being selected and shall pecify-thewaterh ae ter equipment type and them mum equipment efficiency and shall specify the maximum flow rates for all showerheads, kitchen sink faucets, and other lavatory faucets. 5b EFFICIENT WATER HEATING 5b: 1.5 Water heating system shall include one of the following: ..----f- Gas, propane or oil water heater with a minimum EF of 0.82 or Solar water heatingsuppt menting a minimum standard water heater. Solar water _ _.--.. eaten de a rated minimum savings of 85 therms or 2000 kWh based on the Solar Rating and Certification Corporation (SRCC) Annual Performance of OG-300 Certified Solar Water Heating Systems or Electric heat pump water heater with a minimum EF of 2.0 and meeting the standards of NEEA's Northern Climate Specifications for Heat Pump Water Heaters or Water heater heated by ground source heat pump meeting the requirements of Option 3c. To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the water heater equipment type and the minimum equipment efficiency and, for solar water heating systems, the calculation of the minimum energy savings. 6 RENEWABLE ELECTRIC ENERGY: 0.5 For each 1200 kWh of electrical generation provided annually by on -site wind or solar equipment a 0.5 credit shall be allowed, up to 3 credits. Generation shall be calculated as follows: For solar electric systems, the design shall be demonstrated to meet this requirement using the National Renewable Energy Laboratory calculator PVWATTs. Documentation noting solar access shall be included on the plans. For wind generation projects designs shall document annual power generation based on the following factors: The wind turbine power curve; average annual wind speed at the site; frequency distribution of the wind speed at the site and height of the tower. To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall show the photovoltaic or wind turbine equipment type, provide documentation of solar and wind access, and include a calculation of the minimum annual energy power production. a. Interior Duct Placement. Ducts included as Option 4 of Table R406.2 shall be placed wholly within the heated envelope of the housing unit. The placement shall be inspected and certified to receive the credits associated with this option. Exception: Ducts complying with this section may have up to 5%of the total linear feet of ducts located in the exterior cavities or buffer spaces of the dwelling. If this exception is used the ducts will be tested to the following standards: Post -construction test: Leakage to outdoors shall be less than or equal to 1 CFM per 100 ft2 of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. b. Plumbing Fixtures Flow Ratings. Low flow plumbing fixtures (water closets and urinals) and fittings (faucets and showerheads) shall comply with the following requirements: 1. Residential bathroom lavatory sink faucets: Maximum flow rate - 3.8 Umin (1.0 gal/min) when tested in accordance with ASME A112.18.1/CSA B125.1. 2. Residential kitchen faucets: Maximum flow rate - 6.6 Umin (1.75 gal/min) when tested in accordance with ASMEA112.18.1/CSA B125.1. 3. Residential showerheads: Maximum flow rate - 6.6 Umin (1.75 gal/min) when tested in accordance with ASME A112.18.1/CSA B125.1. NRC11 FIND AN INSTALLER ZIP CODE CHAT ONLINE CALL US TOLL -FREE (866) 766-7489 Submit Query HomeownersProfessionalsAbout NoritzContact Us NRC661 NRC111 ' NRC83 NRC98 SPECIFICATIONS FULL DESCRIPTION PRODUCT DETAILS Noritz is proud to introduce our most efficient tankless heaters, the next generation in tankless technology - condensing heaters. This innovation utilizes a dual heat exchanger, a fusion of stainless steel and copper heat exchangers. The 100% stainless steel component captures the residual heat from the exhaust temperature to preheat the incoming water before it runs through the main copper heat exchanger. This results in dramatic reduction of carbon dioxide and increases the heater's efficiency level to over 93%! Another benefit of this technology is lower exhaust temperatures, which means less costly PVC can be used for its venting. A PVC adapter is built into the heater for easy installation. It's the coolest and greenest tankless water heater available today! This is the highest performing condensing unit on the market today. Some other brand(s) may have a bit higher efficiency rating, but there is a fine balance between the efficiency level and flow rate performance. At Noritz we strive to maximize efficiency levels without sacrifing the hot water output, temperature fluctuations, and water pressure. Comfort and safety is something we do not compromise on. Copyright © 2012, NORITZ AMERICA CORP. All Rights Reserved Terms of Use I Privacy Policy Page 1 of 1 NRC 1111 I Noritz Page 1 of 1 FIND AN INSTALLER CALL US TOLL -FREE (866) 766-7489 ZIP CODE CHAT ONLINE HomeownersProfessionalsAbout NoritzContact Us Submit Query. NRC661 SPECIFICATIONS NRC83 NRC98 FULL DESCRIPTION PRODUCT DETAILS Indoor/Outdoor Home Size Southern climate: 4 bathrooms Northern climate: 3 bathrooms Indoor Unit Dimensions 24.2" (H) x 18.3" (W) x 9.4" (D) Outdoor Unit 24.2" (H) x 18.3" (W) x 9.4" (D) Dimensions Weight 66 Ibs. Gas Consumption Max. 199,900 Btuh - Min. 11,000 Btuh (NG&LP) Capacity Range 0.5-11.1 Gal./min. Energy Factor 0.92 (NG), 0.91 (LP) Thermal Efficiency 95°A, Temperature Settings 100-140° F (in 5° F Intervals) (9 options) Accessories Tapping Screws, Remote Controller, Remote Controller Cord ENERGY STAB. GUIDE* Click for this product's energy information. Copyright © 2012, NORITZ AMERICA CORP. All Rights Reserved Terms of Use I Privacy Policy NRC 1111 I Noritz Page 1 of 2 FIND AN INSTALLER ZIP CODE CALL US TOLL -FREE (866) 766-7489 Submit Que i CHAT ONLINE HomeownersProfessionalsAbout NoritzContact Us NRC661 SPECIFICATIONS Owners Manual Specifications NRC83 NRC98 FULL DESCRIPTION PRODUCT DETAILS Built-in features include safety lock -out, freeze protection, and high elevation adjustment. These units also offer several innovations: Condensing technology - The most advanced Noritz unit, over 93% efficiency level! Combi-system set-up - Open loop system functionality for both potable water heating and space heating combination system. Safety lock out - Default max. 120°F (refer to owners manual for higher temp) Dual flame burner - Noritz exclusive! Minimizes temperature fluctuations. Fully modulating - Automatically adjusts burner level accordingly. Dual heat exchanger - 100% stainless steel corrosion resistant heat exchanger fused with a commercial grade copper heat exchanger. Turbo Flow - Up to 11.1 GPM @ 35° temperature rise (8.4 GPM @ 45° rise). Quick Connect - Doubles output by connecting 2 identical units with a single cable. Direct ignition - No standby pilot light. Thermal fuse - Automatic overheat protection system. Resin coated PC board - Increases durability and protection from elements. Automatic air regulator - Monitors internal temperature/maximizes burner efficiency. c ir M CO (0 0 07f ♦` O O "P v) u m O ~ c eN mr N QN SB'LST �,. -0'0 N ^�a —L n 3ST-ST-TON a;r3w m '"� aO • .rt r7 ; N m 0;O N,. • O : 2 Oo,T,' CO co an O r =L8'LST 3ST-ST-TON TO'SET rn M LC) SE'SS CO G) 0TE 99SST Z816ST 3S0-ST-TON io 0 0 a:r)_o 0 N N 0- c O c p N a, H.. N O F. ,, 0.,, . 61'Z9 • J 8 _, io ry 7 n m co m ~ C a:. 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W.aa.a.Ha. *Aka Irrl,Ywriw WtuM»9 , H%.Y. 1 IC socitcoraniumotestassucs z90 3"jgrNR. t/0 NOTE: ALL UTILITIES TO BE INSTALL N GR n 1 ROCK CONKfROCitONKItrMNCK r..ra« "rw..rw.Mr.rr.rrr Ws61 41.1eln YYMM•�M"Y t•r..r Rmea,perr�wr.Kr ..ww.rw.�m".... p.r.r.wr.,w.. M.wa - tlHMWIM ywwaMrari0�0[!.r,, iNM/ wsr.awyyawWRw.caw�i 'a""'Aw. a �YM"a. • .,'i.MrrWy`YwIrYiMb MHIwrW.. ,°art HynH"awl"r".ir"."r`i.wirw�r+'wr.w Mk*. Wrr�aµryYr..rf c«,..rr some or. M rrr....(riF. These plans hate been reviewed by the Public Works Department for conformance with current City st. .ards. Acceptance is subje o errors and omissions •Rich do not authoriz adopted st.. .rds or ordinan for the adequof the d designer. Additio,, dele' drawings after this and will require a for subsequent Final aecep the Public Date: SIDHU HOMES, INC. FOUR LOT SHORT PLAT 4815 S. 148TH STREET, TUKWILA, WA SOIL LOGS AND PERCOLATION TESTS DATE PERFORMED: 14 SEP 05 SOIL LOG A 0-24" DK. GREY LOAM 24-60'! BWN. LOAM (NO MOTTLING) PERCOLATION RATE AT 36" DEPTH: 120 MIN/IN SOIL LOG B 0-24" DK. GREY LOAM Y4-80'+ BWN. LOAM (NO MOTTLING) PERCOLATION RATE AT 38" DEPTH: 7.06 MIWIN SOIL LOG C 0-24" DK. GREY LOAM 24-60'+ BWN. LOAM (NO MOTTLING) PERCOLATION RATE AT 38" DEPTH: 8,89 MIN/IN 2'/,.7v4'o9Y /Z-76N69i1gP7APR tO9 tsaK+es+rat ��/; ..7/ J19.a✓"•D 6 (7 490Y '4 4' 72 "Ilse CCt 0 8 lations of e responsibility rests totally with the or revisions to these 11 void this acceptance tal of revised drawings is subject to Eel, ks utilities inspector. spection by RECEIVED MAR 0 81010 TUKWILA PUBLIC WORKS Bruce S. MacVeigh, P.E. Civil Engineer go 4 .. Z. 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ZS LL.` • .. \. o .L£l6�/� ,.1--- L MbS,ZLIOS :o =ui 0 • p ZS'LL �1 .16'lfOB CZI � 49 0 iN ! - (440-90Md/ kuwd oP.+ln1) , .M.6S.ZL109 N . r1 M.bS.ZLl05 '° v: s : I • N O I t - r—o — —— - o I --ar I s b [w„J N N , I— ° — ' I• b . of• toll .ol I ¢ _p J Is{SI ,ZS'LL Fin s - I ^ N • PA T s FA • in i I—o i•I o2 Oe I. • 0a J 3 - <i Isl ¢ , ZS'LL Ni erldlon Assumed -os 'a,1 y 1//9.• L LOS U 0 N _ oQ EE EE VE▪ . 3i El Ei O < c _0 90 -a o N u c e c u 3 x 3 o = 00 m b r N N m N m • 0 b b d 1 1 1 1 1 1 4 1 1 1 1 n Op n Op n z g Ct � o (/) >> ry wi Q 5CC O LAJ " • 0 ati U'^ V/ 1 _ N \ O m O 0 ti a 0 ce -vr FILE COPY 11. STRUCTURAL CALCULATIONS FOR NEW SINGLE FAMILY RESIDENCE Prepared by: Bruce S. MacVeigh, P.E. Civil Engineer 14245 59th Ave. S. Tukwila, WA 98168 Cell Ph: (206) 571-8794 NEW RESIDENCE Lot 2, Sidhu Homes Short Plat Client: Sidhu Homes, Inc. Gary Singh 206-244-1900 REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 3 2014 City of Tukwila BUILDING DIVISION b14- 031(o RECEIVED CITY OF TUKWILA SEP 2 9 2014 PERMIT CENTER '.EXPIRES: 4/24// 9 I T41G <« BEAM CALCULATIONS See beam reference lettering on plan sheets which correspond to the following beam calculations. BEAM CALCULATIONS DATE: / / 3 PROJECT: 6" -y s'/ °' — Lep- Z MEMBER LOCATION: ,4 L-- 7 / .mot a e- Ae. 49 o '47'Ls c2"til-) SPAN = L = FEET DL = zo PSF LL. =' PSF THEREFORE TL = 4 PSF w = TL x width contrib. area = PLF lfsk2/� MBES. (UNIF. LOAD) = W X L2/8 MDES. (POINT LOAD) = ((L FT # FT # FT # IN # /LxP)xXFT# FT # FT # IN# BEAM OR JOIST TYPE : t1/44 b GRADE: `11" 2- Fb = 5`6) PSI BEAM OR JOIST SIZE: 4 "X / � `� Minimum S req'd = %ta o //V3 S = b x d2/6 IN3 = THEREFORE: Mow. = S (AABEAMBLANKBLANK.DOC) 7 3� S'3 1N3 Fb McAP. = 73938" MCAP. IN # = 6z, 755- IN # GREATER THAN MDES. = ski ° 3..4) IN # REQUIRED THEREFORE OKAY C,Gz, ; Ga "A9y l 5'= 7f IR7 / '3) ♦ a BEAM CALCULATIONS DATE: PROJECT: / er02 — i3. i9 G- A.)-4. 7c' E MEMBER LOCATION: �'��� '`fG M SPAN = L = / 7 FEET DL = Z PSF LL = 4® PSF THEREFORE TL = 4-0 PSF• w = TL x width contrib. area = b e2 PLF MDES. (UNIF. LOAD) = w x L2/8 = p el ?ale MDES. (POINT LOAD) = ((L FT # FT # FT # IN# )/L x P) x X FT# FT # FT # IN# BEAM OR JOIST TYPE : TT Z GRADE: Z/ D gPSI BEAM OR JOIST SIZE: // � ►' Minimum S req'd = /iv3 S = b x d2/6 IN3 = THEREFORE: (AABEAMBLANKBLANK.DOC) MCAP. MCAP. IN3 Fb = McAP. IN # GREATER THAN MDES. = Z , "D '# REQUIRED THEREFORE OKAY BEAM CALCULATIONS DATE: PROJECT: MEMBER LOCATION: /4-7A-t 6 '� a ,� -- Z35'4 r`'t — Feb0 el ® SPAN = L = ✓ FEET BEAM OR JOIST TYPE : % TZ BEAM OR JOIST SIZE: //%' S = b x d2/6 IN3 = Iva DL = '° PSF LL = a PSF (. 7e THEREFORE TL = PSF w = //TL x width contrib. area = B ° PLF MDES. (UNIF. LOAD) = w X L2/8 4f;1) , r5.-210 MDES. (POINT LOAD) = ((L GRADE: // a F Minimum S req'd = FT # FT # FT # IN# /LxP)xXFT# FT # FT # IN# IN3 THEREFORE: WAR = S Fb — McAP. IN # I7, # McAP. _ GREATER THAN PSI /A, 3 MDES. = f 2 -c p( # REQUIRED THEREFORE OKAY (AABEAMBLANKBLANK.DOC) BEAM CALCULATIONS DATE: PROJECT: MEMBER LOCATION: /10-/H AC a o 12. — 5 jr» --t ( — kt, I /Aft. e S 1F-,. foy 70-,teAie /�.. F-krde..3. SPAN = L = FEET DL = 2 a PSF LL _ 1' PSF THEREFORE TL = 6 l� PSF feC II( 4,057 w = TL x width contrib. area = S 7° PLF MDES. (UNIF. LOAD) = w x L2/8 FT # 6z1e FT# = FT# 3' c) IN# MDES. (POINT LOAD) = ((L )/LxP)xXFT# FT # FT # IN# BEAM OR JOIST TYPE : ft/ G ‘ 4? GRADE: o 2 Fb = ) ` PSI BEAM OR JOIST SIZE: .4 w )r / . is Minimum S req'd = /N 3 S = b x d2/6 IN3 = = 7.�? r3 1N3 THEREFORE: MWAP. = S • Fb = Mow. IN # McAP. = 73.' 3 S r' _ 60 5 IN # GREATER THAN MDES. = 7', Zee IN # REQUIRED THEREFORE OKAY (AABEAMBLANKBLANK.DOC) BEAM CALCULATIONS DATE: PROJECT: MEMBER LOCATION: /I / M Fl.e,o R --` BEA rtb — DL = 2c PSF LL = 4O PSF THEREFORE TL = PSF SPAN = L = t FEET 1 w = TL x width contrib. area = 3 © PLF 60 k7rS'l÷ gyeO MDES. (UNIF. LOAD) = w x L2/8 FT # FT # FT # IN# MDES. (POINT LOAD) = (� / L x P) x X FT # FT # Dir tAl,P FT# e. N� VO f vri 4L11. - 0 BEAM OR JOIST TYPE : I? GRADE: 57,1) Fb = 2,4eo OPSI BEAM OR JOIST SIZE: X /2 ' Minimum S req'd = 41/ 3 S = b x d2/6 IN3 = = /'Z,O IN3 THEREFORE: Mow. = S Fb = McAp. IN # McAP. = A52.o• 2,4.2,o = 3esie00IN# GREATER THAN MDES. = 3 G J 14-¢5- IN # REQUIRED THEREFORE OKAY (AABEAMBLANKBLANKDOC) BEAM CALCULATIONS DATE: PROJECT: MEMBER LOCATION: /-.1A- //1 G v a SPAN = L = / 7 FEET - DL = Zo PSF LL = 4 O PSF THEREFORE TL = 6D PSF w = TL x width contrib. area =/ 2 PLF 6®t z' MDES. (UNIF. LOAD) = w X L2/8 = I20t 72/ e MDES. (POINT LOAD) = ((L FT # FT # FT # IN# )/L x P) x X FT# FT # FT # IN # BEAM OR JOIST TYPE : 13 GRADE: S z() Fb = 9'd o PSI BEAM OR JOIST SIZE: 378 " /2 " Minimum S req'd = 21(7 /N 3 S = b x d2/6 IN3 = _ `756:- n IN3 THEREFORE: McAp. = S Fb — McAp. IN # McAP. = 75;0 qelft) = l8ot atoa IN # GREATER THAN MDES. = 9 e � IN # REQUIRED THEREFORE OKAY (AABEAMBLANKBLANK.DOC) BEAM CALCULATIONS DATE: PROJECT: �Ct a-� MEMBER LOCATION: /` / -� "L a - g `67C/ /4Efr SPAN = L = FEET DL = 74) PSF LL = 4'4) PSF THEREFORE TL = PSF ©-7r w TL x width contrib. area = PLF MDES. (UNIF. LOAD) = w x L2/8 41, = 02z/fZ/ = (7 jzI-3 MDES. (POINT LOAD) = 01- FT # FT # FT # IN# LxP)xXFT# FT # FT # P. o �'"� �' G G f,A IN # C vi. BEAM OR JOIST TYPE : 1 GRADE: 5.70 Fb = "0 PSI BEAM OR JOIST SIZE: x / " Minimum S req'd = ° M/ 3 S = b x d2/6 IN3 = THEREFORE: Mcp. = S (AABEAMBLANKBLAN CDOC) 7 00 IN3 Fb = McAP. IN # McAP. = 7 a e „ea Q' = /043 ifila'aIN# GREATER THAN MDEs. = t Z j / 3 IN # REQUIRED THEREFORE OKAY BEAM CALCULATIONS DATE: PROJECT: MEMBER LOCATION: /'°lam IA°/ F / °'' SPAN = L = 1 9' FEET BEAM OR JOIST TYPE : BEAM OR JOIST SIZE: S = b x d2/6 IN3 = C 14 40 <P9,- a, 2- GRADE: "X21 r DL = 20 PSF LL = D PSF THEREFORE TL = 6e, PSF• w = TL x width contrib. area = PLF 6' 17 + /90 + 174 MDES. (UNIF. LOAD) = w x L2/8 = /8w'S-- (QZ7S' FT # FT # FT # IN# MDES. (POINT LOAD) = ((L — X) / ` x P) x X FT # FT # FT # IN# Fb = PSI Minimum S req'd = /A' _ 4 ,! Y IN3 THEREFORE: McAP. = S • Fb = McAP, IN # McAP. _ erle,) 3 le" _ /(?&)?zIN# (AABEAMBLANKBLANK.DOC) GREATER THAN MDES. _ 46Y IN # REQUIRED THEREFORE OKAY BEAM CALCULATIONS DATE: PROJECT: PI LOCATION: 41 A /A �. SPAN= L= 1 7 C, Via. rf" isP-' .S FEET DL = 2 c PSF LL. = 4° PSF THEREFORE TL = 6 PSF•. Zp PSFeef I.VAL`' / 6 6 P� w = TL x width contrib. area = PLF 6"G' 3 -f--/Bo MDES. (UNIF. LOAD) = w X L2/8 FT # FT # _ --~--- FT # _ 7,� je)6© IN# MDES. (POINT LOAD) = ((L — X) / L x P) x X FT # FT # FT # IN# BEAM OR JOIST TYPE : �G3 GRADE: 5'7?›- Fb = ?� '° PSI BEAM OR JOIST SIZE: S Y£3 u X (� of Minimum S req'd = g 41/ 3 S = b x d2/6 IN3 = = D IN3 THEREFORE: Mow. = S MCAP. Fb — MCAP. IN # ( Z3,o ��v� = Z GREATER THAN MDES. = /s J a6b IN # REQUIRED THEREFORE OKAY (AABEAMBLANKBLANK.DOC) c/' BEAM CALCULATIONS DATE: PROJECT: MEMBER LOCATION: /eif% / / /rG=o o /2_ SPAN = L = /0 FEET v74F� ALco, , IS' -a r1 DL = 2c:' PSF LL = 4 PSF THEREFORE TL = 6'0 PSF. w = TL x width contrib. area = / 5 -e, PLF MDES. (UNIF. LOAD) = w X L2/8 / j`O /0 z/S3 FT # FT # FT # IN# /LxP)xXFT# FT # FT # IN# BEAM OR JOIST TYPE : , / " GRADE: /v1'-F - Fb = YS6) PSI BEAM OR JOIST SIZE: 4 " s /z ‘" Minimum S req'd = //v S = b x d2/6 IN3 = = 73. B 3 IN3 THEREFORE: McAp. = S • Fb = McAP. IN # McAP. = 7.3 , Y 3 ' 2r_ ‘Z 7S�IN # GREATER THAN MDES. = Zz 500 IN # REQUIRED THEREFORE OKAY (AABEAMBLANKBLANK.DOC) BEAM CALCULATIONS DATE: PROJECT: o 0 2 _ MEMBER LOCATION: o v �D� ?/o H SPAN = L = l FEET DL = 20 PSF LL = 0 PSF THEREFORE TL = 6 a PSF w = TL x width contrib. area = PLF CO; << 3? MDES. (UNIF. LOAD) = W X L2/8 O ( z/8. FT # FT # FT # IN# /LxP)xXFT# FT # FT # IN # BEAM OR JOIST TYPE : 7' 3 .. GRADE: // ® Fb = PSI BEAM OR JOIST SIZE: %/ % v Minimum S req'd = //v 3 S = b x d2/6 IN3 = THEREFORE: WAR = S MCAT. _ (AABEAMBLANKBLANK.DOC) IN3 Fb = MCAT. IN # 3!,6° IN# GREATER THAN MDES. = Z, Z 5 IN # REQUIRED THEREFORE OKAY BEAM CALCULATIONS DATE: PROJECT: MEMBER LOCATION: rav,b'9 `r/dA/ ,c-G©cok- — ye= 4.1 SPAN = L = 2 a FEET vMIA DL = 20 PSF LL = PSF THEREFORE TL = 6.0 PSF w = TL x width contrib. area = 7'' PLF 6' 0 ' (e 73 MDES. (UNIF. LOAD) = W X L2/8 ro42efie oc�E� MDES. (POINT LOAD) = ((L — FT # FT # FT # IN # /LxP)xXFT# FT # FT # IN # BEAM OR JOIST TYPE : % ,T . GRADE: C 0 Fb = BEAM OR JOIST SIZE: // 7/8 41' Minimum S q'd = S = b x d2/6 IN3 = THEREFORE: Mow. = S MCAP. (AABEAMBLANKBLANK.DOC) • Fb IN3 McAP. IN # = /P® IN # PSI //V3 GREATER THAN MDES. — % .0a49 IN # REQUIRED THEREFORE OKAY (3 BEAM CALCULATIONS DATE: PROJECT: MEMBER LOCATION: ,ova-t£ SPAN = L = FEET DL = Zd PSF LL = ° PSF THEREFORE TL = PSF .;)/c4 /4 /4 ,,,i( .o( 7 irfr w = TL x width contrib. area = PLF MDES. (UNIF. LOAD) w x L2/8 FT # FT # FT # IN # MDES. (POINT LOAD) = ((L — X) / L x P) x X FT # = FT # FT # IN# BEAM OR JOIST TYPE : % J Z- GRADE: 7 / 0 Fb = / PSI BEAM OR JOIST SIZE: //'/8 Minimum S req'd = /N3 S = b x d2/6 IN3 = THEREFORE: WAR = S MCAP. _ (AABEAMBLANKBLANK.DOC) _ IN3 Fb - MCAP. IN # GREATER THAN MDES. THEREFORE OKAY IN# IN # REQUIRED BEAM CALCULATIONS DATE: PROJECT: MEMBER LOCATION: /eGve, /, 77/ a ix-/ SPAN= L= FEET — d DL = PSF LL = PSF THEREFORE TL = PSF w = TL x width contrib. area = MDES. (UNIF. LOAD) w x L2/8 PLF FT # FT # FT # IN# MDES. (POINT LOAD) _ ((L - X) / L x P) x X FT # FT # FT # IN # BEAM OR JOIST TYPE : % 7 z GRADE: //O Fb BEAM OR JOIST SIZE: /1 Ye lI Minimum S req'd = S=bxd2/6IN3 = THEREFORE: (AABEAMBLANKBLANICDOC) MCAP = MCAP. = S Fb IN3 = MCAP. IN # GREATER THAN MDES. THEREFORE OKAY IN # PSI //v3 IN # REQUIRED DESIGN PROPERTIES 9/° 3/i• 11 %' 14" TJI® 110 Joists r21/26" I 2m." r 31„ 11/4'-11/2' lla"-Il%„ � 13%. L z:° 3 11" 11%' 111/2" 111/2 14" 1" 14' �'°' 14" MC14" 16° 16" TJI® 210 Joists TJI® 230 Joists TJI® 360 Joists TJI® 560 Joists Design Properties (100% Load Duration) 2' Zr'yzr L 9' °rA'tbScaox�f • l.'� J✓ ""b,yIRu. •�A.ijk,.Si J ., srM1: t-r �s' 1 {�.,- f �t 1 ,.F'j�7�� e, y'� 5 "�,4.'tr�Si i:. 2.3 2,500 T�"'.2��f +.�nS.''f�3Y:�00%nor' 1 !<�'°i:E jri 1 C j AL7h } . _ G� "„', . .a f� � 157 1,220 a�3 206 1,330 tT'. 3+i WY+rt ya,+h�f, q.CSq�.$3) �+Y h O ' `k F 910 1 (i5 1,060 1f{a a 'a ,sk �, " �u=ffi r�F. �b�1'S1r �Fl ]w. f 1,220 `< 1,330 &l.( h+i; v,..a:c llJl.1 3c E i4%j i l3rr`�3SS aXgd�y `1yR �lTyylJ 1 I ufFkf 1935 L 244 . 2 410 Ord 4 y Ca:.4 i.f �F'.i'�'0.,. ,TM eghy," t�:�i ]]jfU (#E{ ii,i �'?"uc� N.A. r r N.A. 9'`3„,.• 1 rrJrrs iw{4 �.. �d!dlnl{' 'a tx� l yPP 2 350 N.A. _7- 565 N A 2,790 N.A. 2.7 { , 8�t# 1 3,330 tx � a 2.8 3 795 v' 315 I 1655 1,460 2145 1 2 505 2,565 2 925 • ��S 4l�^t`S ���� ,�r ���� ,� k1005 �iYil�� ::. 4�P i F� / ,::yt � z `1j7A� :} ^3�lf+t); r am, i v 3.0 6180 419 I 1705 1080 1505 2 460 2 815 3,000 • 3,360 y' s. r 1.,:: ,.. ,43 U ..-. 6 i,.:. , 1 .x.,, x 0. , . ,. 1 ... ;:' 3,A55. ' 3,930 ,:, r € � 18 I 3,740 392 ! 1,860 910 1375 1,935 2,295 2,350 2,705 ' d9if 34 2 1945 15005;-:: '.. 77.T45 ' 505 2,51i5 2 925 3� 4,990 1,060 148�5' 2,765 2,790 3 1�50 �3{{ a q'47 i 55009 j1,945 6 3 t...�.`!955 _ 7,1:5 080 ... . �i^.:.. �y.....i i2,y4110 1g_07._ M r a , 2 �• j �f 3�0 t 3 3 VD' 4x 4.2 11,275 9222j6{ 2,390 1,265 172/5� 3,000 3 475 33,455 3,930 f .. K 29 t �, 9 ' 1Y0D5 ; 2 6,�b.rF; ,2 ++5 b+; ${ A Z h 'Sm 'c{ 7'E51 » 3 5 5,710 691 ; 2,190 10n6�0 2,410 2,765 2,790 I 3,150 x } �} 11 r,. �.< , 8, V3fi ) trz _1 r �080 �1485 ' 9,`M v^J2 4 Q _ ,.; ,., p'rt 'i1 ,, f ayf_360 „ ;i 4.5 I 12,925 1,252 2,710 1,265 1,725 3,000 3,475 3,455 3,930 (1) Caution Do not increase joist moment design properties by a repetitive member use factor. (2) See detail W on page 6 for web stiffener requirements and nailing information. General Notes ■ Design reaction includes all loads on the joist. Design shear is computed at the inside face of supports and includes all loads on -the span(s). Allowable shear may sometimes be increased at interior supports in accordance with ICC ES ESR-1153, and these increases are reflected in span tables. • The following formulas approximate the uniform load deflection of 0 (inches): For TJI®110, 210, 230, and 360 Joists For DI® 560 Joists A = 22.5 w1.4 + 2.67 wL2 A 22.5 wL4 + 2.29 wL2 El d x 105 El d x 105 w = uniform load in pounds per linear foot L = span in feet d = out -to -out depth of the joist in inches El = value from table above PRODUCT STORAGE Protect product from sun snd water CAUIICN Wrap is slippery when wetorlcy Use support blocks at 10'on-center to keep bundles out of mud and water AlignOaken directly over support blocks Trus Joist° TJle Joist Specifier's Guide T1-4000 I May 2013 3 'Western Woods Use Book 3.3 Western Lumber Design Values BASE VALUES FOR WESTERN DIMENSION LUMBER* i Sizes: 2" to 4" thick by 2" and wider - j Use with appropriate. Adjustments in Tables 3,1A through 3.10 Grades described in Western lumber Grading Rules, Sections 40.00, 41,00, 42.00 and 62.00, Table 3.4 Int-BASES VALUES S Also Stress -Related Boards, see Section 30.60 Species or Group Grade Extreme Fiber Stress in Bending Fb Tension Parallel to Grain HorI ontai Shear F,, , Compression Perpen- dicular FFl Parallel to Grain Fc 'Modulus of Elasticity E Single Fr ,Douglas Fir- Larch Douglas Fir WesternLarcn '. Select Structural No. 1 & 13tr. No, 1 No. 2 No. 3 Construction Standard Utility Stud •675 1450 1150 1000 .875 500 1000, 550 275 1000 775 675 575 325 650 375 175 .450 :..; •; 95 95 95 95 95 . • 95 • 95 . •95 '.. ? '- . •95'.•': ' 625 625 625. 625 625 625 625 625 . 6.25 _. 1700 1500 1450 t 1300 750 1600 1350 875 . 825 1,900,000 1,800,000 1,700,000 - ! 1.600,000 1,400,00C I 1,500,000 1,400,000 1,300,000 j 1,400,000 Douglas Fir- Select Structural 1300 875 90 520 1550 I 1,400,000 South No. 1 900 600 90 520 1400 1,300,000 . No. 2 825 ••- 525 90 520 1300 j 1,200,000 Douglas Fir South No. 3 475- 300 90 520 750 . i 1,100,000 Construction 925 600 90 520 1550 1,200,000 Standard 525 350 90. 520 1300 1 1,100,000 Utility 250 '150 90 520 875 I 1,000,000 Stud 650 . ..425 •90 520- ; 825 i 1;100,000 . Hem -Fir Select Structural 1400 900 75 405 1500 • 1,600,000 No. 1 & Btr, 1050 . 700 75 405 1350 ' 1,500,000 We temHemlock N. 1 600 75 405 1300 1,500,000 Noble Fir o.2 85 500 75 405 1250 1,300,000 California Red Fir . Grand Pk I 0 300 75 405 725 1,200,000 Pacific Sqver Pi, Construction 975 575 75 405. 1500 j 1,300,000 White Fa Standard 550 325 75 405 1300 I 1,200,000 Utility •675, 250 150 75 405 .850 1,100,000 �^ I Stud ::400,7. 5 • `:. 405:' : •:800 1,200,000_ Spruce -Pine -Fir Select Structural 1300 575 70 335 1200 1,300,000 (South) No. 1 850 400 70 335 1050 1,200,000 No. 2 750 325 70 335 975 1,100,000 Western Species: No. 3 425 200 70 335 550 1,000,000 Engelman Spruce Construction 850 I 375 70 335 1200 .1000,000 sins spruce Standard 475 225 70 335' 1000 ..900,000 Lodgepole Pine 225 100 :. • 70 •Utility 335 650 _ . '900,000 . Stud , .575. ,L :. -• 250 - '.: '• ,-70 '• 335 " • .:600_ 1 000,000 Western Cedars Select Structural 1000 600 75 425 1000 I 1,100,000 No. 1 725 425 75 425 825 1,000,000 Western Ree cedar No. 2 700 425 75 425 650 1,000,000 Incense Cedar No. 3 400 250 75 425 375 900,000 Port tMord Cedar Alaska cedar Construction 800 475 75 425 850 900,000 Standard: 450 275. . 75 425 650 800,000• Utility . 225 .125 75, 425 425 800,000 ':Stud f5 .. ;:.. ; . •.550. : 325. .. .75 425 j 400 l • 9.00,000 Western Woods Select Structural • 875 400 70. • 335 1050 1,200.000 , .4ny of the species In No. 1 650 300 70 335 925 1,100,00 the first lour species groups *bees plus any or all of the following: No. 2 No. 3 650 375 275 175 70 70 ' 335 335 875 500 • 1,000,000 , 900,000 i Idaho White Pine Construction 725 :325 ``: ' �, 70 • '335 1 os0 1,000,000 Ponderosa Pine ' 'Standard •400 ...1175 ' ::. ' • 70 ' 335 • 900 I 900,000 { sugar Pine Utility ' • • 200 ' • : 75 '. ' . 70 • ' 335 600 800,000 Alpo Fly MoUnla(n Hemlock ,_. ,:. ;?^. ti..• 50Q Tom ' f25 �:70 '335 550 :900,00'0 I 4. . 'Design values in pounds per square Inch. SHEAR CALCULATIONS HOLD DOWNS AND TIES KEY MODEL # CAPACITY NOTES ❑ STHD14 3,815# 3.5" X 3.5" MIN. STUD/POST 0 HD9B 6,580# 5.25" X 5.25" MIN. STUD/POST O HD12 12,065# 5.25" X 5.25" MIN. STUD/POST 0 HD19 15,270# 5.25" X 7.25" MIN. STUD/POST A MST48 3,640# 3.5" X 3.5" MIN. STUD/POST NOTES: 1. ALL HOLD DOWNS AND TIES PER SIMPSON STRONG -TIE. 2. SEE CURRENT CATALOG TABLES FOR PROPER FASTENERS FOR EACH HOLD DOWN OR TIE. (A COPY OF THE TABLES FOR THESE HOLD DOWNS AND TIES IN INCLUDED IN THE BUILDING STRUCTURAL CALCULATIONS.) 3. CONSULT ENGINEER IF QUESTIONS ARISE IN THE FIELD CONCERNING PROPER INSTALLATION IN NON-STANDARD CONDITIONS. SILL PLATE ANCHOR BOLTS: IN ALL LOCATONS WHERE A SILL PLATE RESTS ON CONCRETE FOUNDATION USE 5/8" DIA. ANCHOR BOLTS AT 48" TYPICAL SPACING 2.5" SQUARE WASHERS (PER USUAL PRACTICE) WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN lot2.wsw Level 1 of 2 WoodWorks® Shearwalls 9.3 85.0 iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiIiIiiii C&C35.3/41.8 C-1 1 1 I 1 1 i 1 1 i 1 I 1 I 1 i I i 1,1,7151 i I 1 1 i I 1 I 1 1 1 1 1 1 1 i July 1, 2013 10:01:32 c0 co -15' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' 70' 75' 80' 85' --- Factored shearline force (Ibs) ▪ Factored holddown force (Ibs) • C Compression force exists ■ Vertical element required Loads Shown: W; Forces: W + 0.6D Unfactored applied shear load (plf) 0-0 Unfactored dead load (plf,lbs) 0--Q Uplift wind Toad (plf,lbs) —«{) Applied point load or discontinuous shearline force (Ibs) 65' 60' 55' 50' 45' 40' 35' 30' 25' 20' 15' 10' 5' 0' -5' -10' -15' -20' -25' -30' WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN lot2.wsw Level 2 of 2 rn 1.0 0.0 0.0 45.8 — 257.1 55.7 — 126.2 WoodWorks® Shearwalls 9.3 257.1 — 45.8 126.2 — 55.7 0.0 0.0 July 1, 2013 10:01:32 65' 60' 55' 50' 45' 40' c0 in `i 35' rn N 30' 35.6 - 246.9 -15' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' 70' 75' 80' 85' Factored shearline force (Ibs) u u • Factored holddown force (Ibs) (2)-f$i • C Compression force exists 0-0 • Vertical element required --�� Loads Shown: W; Forces: W + 0.6D. Unfactored applied shear Toad (plf) Unfactored dead load (plf,lbs) Uplift wind Toad (plf,lbs) Applied point load or discontinuous shearline force (Ibs) 25' 20' 15' 10' 5' 0' -5' -10' -15' -20' -25' -30' WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 9.3 lot2.wsw Project Information DESIGN SETTINGS Jul. 1, 201313:19:22 Design Code Wind Standard Seismic Standard IBC 2009/AWC 2008 SDPWS ASCE 7-05 All heights ASCE 7-05 ASD Load Combinations 0.70 Seismic 1.00 Wind Building Code Capacity Reduction Wind Seismic 1 00 1.00 Service Conditions and Load Duration Duration Temperature Moisture Content Factor Range Fabrication Service 1.60 T<=100F 19% 10% Max Shearwall Offset [ft] Plan Elevation (within story) (between stories) 0.50 0.83 Maximum Height -to -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... Wind Seismic Never Never Collector forces based on... Hold-downs Applied loads Drag struts Applied loads Shearwall Relative Rigidity: Deflection -based stiffness of wall segments Design Shearwall Force/Length: Based on wall rigidity/length Case 2 rigid diaphragm load distribution: 75% loads, torsional moment SITE INFORMATION IBC Occupancy Category II - All others ASCE 7 Equivalent Category II - All others Wind ASCE 7-05 general analytic method for all bldgs Seismic ASCE 7-05 equivalent lateral force procedure Design Wind Speed Exposure Enclosure loomph Exposure C Partly Enclosed Structure Type Regular Design Category D Site Class D Topographic Information [ft] Shape Height - - Site Location: - Length - Spectral Response Acceleration S1:0.400g Ss:0.750g Fundamental Period T Used Approximate Ta Maximum T E-W N-S 0.174s 0.174s 0.174s 0.174s 0.243s 0.243s - - Response Factor R 2. 00 2. 00 Fa: 1.20 Fv: 1. 60 1 WoodWorks® Shearwalls Iot2.wsw Jul. 1, 2013 13:19:22 Structural Data STORY INFORMATION Story Elev [ft] Floor/Ceiling Depth [in] Wall Height [ft] Hold-down Length subject to shrinkage [in] Bolt length [in] Ceiling Level2 Levell Foundation 20.67 12.67 2.83 2.00 0. 0 10.0 10.0 8.00 9.00 13.8 13.8 14.5 14.5 BLOCK and ROOF INFORMATION Block Dimensions [ft] Face Type Roof Panels Slope Overhang [ft] Block 1 2 Story N-S Ridge Location X,Y = o. 00 0. oo North Hip 30.0 1.00 Extent X,Y = 67.00 45.00 South Hip 30.0 1.00 Ridge X Location, Offset 33.50 0.00 East Side 30.0 1.00 Ridge Elevation, Height 40.01 19.34 West Side 30. 0 1.00 2 WoodWorks® Shearwalls Iot2.wsw Jul. 1, 2013 13:19:22 SHEATHING MATERIALS by WALL GROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick in GU in Ply Or Gvtv Ibs/in Size Type Df Eg in Fd in Bk Notes 1 Ext Struct Sh OSB 24/16 7/16 - 3 Vert 83500 8d Nail N 4 6 Y 2,3 Int Gyp WB 1-ply 1/2 - - Horz 40000 5d Nail N 7 7 Y 2 Both Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 4 6 Y 2,3 3 Both Struct Sh OSB 24/16 7/16 - 3 Vert 83500 8d Nail N 3 4 Y 2,3 egeno: 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-B Type — Fastener type from SDPWS Tables 4.3A-D: Nail — common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for GWB, 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'; 8d = .113" x 2-3/8'; 6/8d = 6d base ply, 8d face ply for 2-ply GWB. Drywall screws: No. 6, 1-1/4" long. 5/8" gypsum sheathing can also use 6d cooler or GWB 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 Notes: 2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3.7.1.4 and IBC T2306.3 Note e. 3. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud spacing is 16" max. or panel orientation is horizontal. See SDPWS T4.3A Note 2 and IBC T2306.3 Note d. FRAMING MATERIALS by WALL GROUP Wall Species Grade b d Spacing SG E Group 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 Legend: Wall Group — Wall Design Group b — Stud breadth (thickness) d — Stud depth (width) Spacing — Maximum on -centre spacing of studs for design, actual spacing may be less. SG — Specific gravity E — Modulus of elasticity Notes: Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs. 3 WoodWorks® Shearwalls Iot2.wsw Jul. 1, 2013 13:19:22 SHEARLINE, WALL and OPENING DIMENSIONS North -south Shearlines Type Wall Group(s) Location X [ft] Extent [ft] Start End Length [ft] FHS [ft] Wind Seismic Height [ft] Line 1 Level 2 Line 1 Seg 1 0.00 0.00 45.00 45.00 39.00 39.00 8.00 Wall 1-1 Seg 1 0.00 0.00 45.00 45.00 39.00 39.00 - Opening 1 - - 24.00 30.00 6.00 - - 6.75 Level 1 Line 1 Seg 1 0.00 0.00 45.00 45.00 42.00 42.00 9.00 Wall 1-1 Seg 1 0.00 0.00 45.00 45.00 42.00 42.00 - Opening 1 - - 21.00 24.00 3.00 - - 6.75 Line 2 Level 2 Line 2 Seg 1 67.00 0.00 45.00 45.00 36.00 36.00 8.00 Wall 2-1 Seg 1 67.00 0.00 45.00 45.00 36.00 36.00 - Opening 1 - - 13.50 20.50 7.00 - - 6.75 Opening 2 - - 35.00 37.00 2.00 - - 6.75 Level 1 Line 2 Seg 1 67.00 0.00 45.00 45.00 45.00 45.00 9.00 Wall 2-1 Seg 1 67.00 0.00 45.00 45.00 45.00 45.00 - East -west Type Wall Location Extent [ft] Length FHS [ft] Height Shearlines Group(s) Y [ft] Start End [ft] Wind Seismic [ft] Line A Level 2 Line A Seg 1 0.00 0.00 67.00 67.00 28.00 28.00 8.00 Wall A-1 Seg 1 0.00 0.00 67.00 67.00 28.00 28.00 - Opening 1 - - 2.00 14.00 12.00 - - 6.75 Opening 2 - - 18.00 24.00 6.00 - - 6.75 Opening 3 - - 29.50 35.50 6.00 - - 6.75 Opening 4 - - 42.00 48.00 6.00 - - 6.75 Opening 5 - - 54.00 61.00 7.00 - - 6.75 Level 1 Line A Seg 1 0.00 0.00 67.00 67.00 0.00 0.00 9.00 Wall A-1 Seg 1 0.00 0.00 67.00 67.00 0.00 0.00 - Opening 1 - - 2.00 14.00 12.00 - - 6.75 Opening 2 - - 16.00 26.00 10.00 - - 6.75 Opening 3 - - 28.50 36.50 8.00 - - 6.75 Opening 4 - - 40.00 48.00 8.00 - - 6.75 Opening 5 - - 49.50 65.50 16.00 - - 6.75 Line B Level 1 Line B Seg 2 23.00 0.00 67.00 67.00 17.00 17.00 9.00 Wall B-1 Seg 2 23.00 42.00 59.00 17.00 17.00 17.00 - Line C Level 2 Line C Seg 1 45.00 0.00 67.00 67.00 35.00 35.00 8.00 Wall C-1 Seg 1 45.00 0.00 67.00 67.00 35.00 35.00 - Opening 1 - - 5.00 7.00 2.00 - - 6.75 Opening 2 - - 19.00 31.00 12.00 - - 6.75 Opening 3 - - 34.00 43.00 9.00 - - 6.75 Opening 4 - - 48.00 54.00 6.00 - - 6.75 Leve11 Line C Seg 3 45.00 0.00 67.00 67.00 36.00 36.00 9.00 Wall C-1 Seg 3 45.00 0.00 67.00 67.00 36.00 36.00 - Opening 1 - - 6.00 12.00 6.00 - - 6.75 Opening 2 - - 19.00 31.00 12.00 - - 6.75 Opening 3 - - 34.00 43.00 9.00 - - 6.75 Opening 4 - - 48.00 52.00 4.00 - - 6.75 Legeno: Type - Seg = segmented, ptf = perforated, NSW = non-sheatwall; Location - dimension perp. to wall; FHS - length of full -height sheathing used to resist shear force; Wall Group(s) - refer to Materials by Wall Group table, refer to Shear Results tables for each design case if more than one group 4 WoodWorks® Shearwalls Iot2.wsw Jul. 1, 2013 13:19:22 Loads WIND SHEAR LOADS (as entered or generated) Level2 Block F Element Load Case Wnd Dir Surf Dir Prof Location [ft] Start End Magnitude [Ibs,plf,psf] Start End Trib Ht [ft] Block 1 W L Roof 1 W->E Wind Line -0.67 22.50 0.0 79.4 Block 1 W L Roof 2 W->E Wind Line -0.67 22.50 0.0 59.5 Block 1 W Wall 1 W->E Wind Line 0.00 45.00 52.6 Block 1 W Wall 2 W->E Wind Line 0.00 45.00 39.4 Block 1 W R Roof 2 W->E Wind Line 22.50 45.67 59.5 0.0 Block 1 W R Roof 1 W->E Wind Line 22.50 45.67 79.4 0.0 Block 1 E L Roof 2 W->E Lee Line -0.67 22.50 0.0 163.2 Block 1 E L Roof 1 W->E Lee Line -0.67 22.50 0.0 217.6 Block 1 E Wall 1 W->E Lee Line 0.00 45.00 29.3 Block 1 E Wall 2 W->E Lee Line 0.00 45.00 22.0 Block 1 E R Roof 1 W->E Lee Line 22.50 45.67 217.6 0.0 Block 1 E R Roof 2 W->E Lee Line 22.50 45.67 163.2 0.0 Block 1 W L Roof 2 E->W Lee Line -0.67 22.50 0.0 163.2 Block 1 W L Roof 1 E->W Lee Line -0.67 22.50 0.0 217.6 Block 1 W Wall 1 E->W Lee Line 0.00 45.00 29.3 Block 1 W Wall 2 E->W Lee Line 0.00 45.00 22.0 Block 1 W R Roof 1 E->W Lee Line 22.50 45.67 217.6 0.0 Block 1 W R Roof 2 E->W Lee Line 22.50 45.67 163.2 0.0 Block 1 E L Roof 1 E->W Wind Line -0.67 22.50 0.0 79.4 Block 1 E L Roof 2 E->W Wind Line -0.67 22.50 0.0 59.5 Block 1 E Wall 2 E->W Wind Line 0.00 45.00 39.4 Block 1 E Wall 1 E->W Wind Line 0.00 45.00 52.6 Block 1 E R Roof 1 E->W Wind Line 22.50 45.67 79.4 0.0 Block 1 E R Roof 2 E->W Wind Line 22.50 45.67 59.5 0.0 Block 1 S L Roof 2 S->N Wind Line -1.49 33.50 0.0 55.2 Block 1 S L Roof 1 S->N Wind Line -1.49 33.50 0.0 73.6 Block 1 S Wall 1 S->N Wind Line 0.00 67.00 52.6 Block 1 S Wall 2 S->N Wind Line 0.00 67.00 39.4 Block 1 S R Roof 1 S->N Wind Line 33.50 68.49 73.6 0.0 Block 1 S R Roof 2 S->N Wind Line 33.50 68.49 55.2 0.0 Block 1 N L Roof 2 S->N Lee Line -1.49 33.50 0.0 165.5 Block 1 N L Roof 1 S->N Lee Line -1.49 33.50 0.0 220.7 Block 1 N Wall 2 S->N Lee Line 0.00 67.00 27.3 Block 1 N Wall 1 S->N Lee Line 0.00 67.00 36.4 Block 1 N R Roof 1 S->N Lee Line 33.50 68.49 220.7 0.0 Block 1 N R Roof 2 S->N Lee Line 33.50 68.49 165.5 0.0 Block 1 S L Roof 2 N->S Lee Line -1.49 33.50 0.0 165.5 Block 1 S L Roof 1 N->S Lee Line -1.49 33.50 0.0 220.7 Block 1 S Wall 2 N->S Lee Line 0.00 67.00 27.3 Block 1 S Wall 1 N->S Lee Line 0.00 67.00 36.4 Block 1 S R Roof 2 N->S Lee Line 33.50 68.49 165.5 0.0 Block 1 S R Roof 1 N->S Lee Line 33.50 68.49 220.7 0.0 Block 1 N L Roof 2 N->S Wind Line -1.49 33.50 0.0 55.2 Block 1 N L Roof 1 N->S Wind Line -1.49 33.50 0.0 73.6 Block 1 N Wall 1 N->S Wind Line 0.00 67.00 52.6 Block 1 N Wall 2 N->S Wind Line 0.00 67.00 39.4 Block 1 N R Roof 1 N->S Wind Line 33.50 68.49 73.6 0.0 Block 1 N R Roof 2 N->S Wind Line 33.50 68.49 55.2 0.0 Level 1 Magnitude Trib Block F Element Load Wnd Surf Prof Location [ft] [Ibs,plf,psf] Ht Case Dir Dir Start End Start End [ft] Block 1 W Wall 1 W->E Wind Line 0.00 45.00 50.5 Block 1 W Wall 2 W->E Wind Line 0.00 45.00 50.2 Block 1 W Wall 2 W->E Wind Line 0.00 45.00 37.9 Block 1 W Wall 1 W->E Wind Line 0.00 45.00 67.0 Block 1 E Wall 2 W->E Lee Line 0.00 45.00 29.3 Block 1 E Wall 1 W->E Lee Line 0.00 45.00 39.1 Block 1 E Wall 2 W->E Lee Line 0.00 45.00 22.0 Block 1 E Wall 1 W->E Lee Line 0.00 45.00 29.3 Block 1 W Wall 1 E->W Lee Line 0.00 45.00 29.3 Block 1 W Wall 2 E->W Lee Line 0.00 45.00 29.3 Block 1 W Wall 1 E->W Lee Line 0.00 45.00 39.1 Block 1 W Wall 2 E->W Lee Line 0.00 45.00 22.0 Block 1 E Wall 2 E->W Wind Line 0.00 45.00 50.2 Block 1 E Wall 1 E->W Wind Line 0.00 45.00 50.5 Block 1 E Wall 2 E->W Wind Line 0.00 45.00 37.9 Block 1 E Wall 1 E->W Wind Line 0.00 45.00 67.0 Block 1 S Wall 1 S->N Wind Line 0.00 67.00 67.0 5 WoodWorks® Shearwalis I ot2.wsw Jul. 1, 2013 13:19:22 WIND SHEAR LOADS (as entered or generated) (continued) Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 S Wall S Wall S Wall N Wall N Wall N Wall N Wall S Wall S Wall S Wall S Wall N Wall N Wall N Wall N Wall 2 S->N Wind 2 S->N Wind 1 S->N Wind 1 S->N Lee 2 S->N Lee 1 S->N Lee 2 S->N Lee 2 N->S Lee 2 N->S Lee 1 N->S Lee 1 N->S Lee 1 N->S Wind 2 N->S Wind 2 N->S Wind 1 N->S Wind Line 0.00 67.00 50.2 Line 0.00 67.00 37.9 Line 0.00 67.00 50.5 Line 0.00 67.00 36.4 Line 0.00 67.00 36.4 Line 0.00 67.00 48.6 Line 0.00 67.00 27.3 Line 0.00 67.00 36.4 Line 0.00 67.00 27.3 Line 0.00 67.00 36.4 Line 0.00 67.00 48.6 Line 0.00 67.00 50.5 Line 0.00 67.00 37.9 Line 0.00 67.00 50.2 Line 0.00 67.00 67.0 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 - ASCE 7 All heights Case 1 or 2, ASCE 7 low rise T = Transverse, L = Longitudinal; Surf Dir- Windward or leeward side of the building; 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; Trib Ht - Tributary height of user -applied area loads only 6 Woodworks® Shearwalls Iot2.WSW Jul. 1, 2013 13:19:22 WIND C&C LOADS Block Building Face Level Magnitude [pst] Interior End Zone Block 1 West 2 35.3 41.8 Block 1 East 2 35.3 41.8 Block 1 South 2 35.3 41.8 Block 1 North 2 35.3 41.8 Block 1 West 1 35.3 41.8 Block 1 West 1 35.3 41.8 Block 1 East 1 35.3 41.8 Block 1 East 1 35.3 41.8 Block 1 South 1 35.3 41.8 Block 1 South 1 35.3 41.8 Block 1 North 1 35.3 41.8 Block 1 North 1 35.3 41.8 7 WoodWorks® Shearwalls I ot2.wsw Jul. 1, 2013 13:19:22 BUILDING MASSES Level2 Force Dir Building Element Block Wall Line Profile Location [ft] Start End Magnitude [Ibs,plf,psf] Start End Trib Width [ft] E-W Roof Block 1 1 Line -1.00 46.00 345.0 345.0 E-W Roof Block 1 2 Line -1.00 46.00 345.0 345.0 N-S Roof Block 1 A Line -1.00 68.00 235.0 235.0 N-S Roof Block 1 C Line -1.00 68.00 235.0 235.0 Both Wall 1-1 n/a 1 Line 0.00 45.00 40.0 40.0 Both Wall 2-1 n/a 2 Line 0.00 45.00 40.0 40.0 Both Wall A-1 n/a A Line 0.00 67.00 40.0 40.0 Both Wall C-1 n/a C Line 0.00 67.00 40.0 40.0 Level 1 Magnitude Trib Force Building Block Wall Profile Location [ft] [lbs,plf,psf] Width Dir Element Line Start End Start End [ft] Both Wall 1-1 n/a 1 Line 0.00 45.00 40.0 40.0 E-W Floor Fl n/a 1 Line 0.00 45.00 335.0 335.0 Both Wall 2-1 n/a 2 Line 0.00 45.00 40.0 40.0 E-W Floor F1 n/a 2 Line 0.00 45.00 335.0 335.0 N-S Floor F1 n/a A Line 0.00 67.00 225.0 225.0 Both Wall A-1 n/a A Line 0.00 67.00 40.0 40.0 N-S Floor Fl n/a C Line 0.00 67.00 225.0 225.0 Both Wall C-1 n/a C Line 0.00 67.00 40.0 40.0 Both Wall 1-1 n/a 1 Line 0.00 45.00 45.0 45.0 Both Wall 2-1 n/a 2 Line 0.00 45.00 45.0 45.0 Both Wall A-1 n/a A Line 0.00 67.00 45.0 45.0 Both Wall C-1 n/a C Line 0.00 67.00 45.0 45.0 Legend: Force Dir - Direction in which the mass is used for seismic load generation, E-W, N-S, or Both 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 8 WoodWorks® Shearwalls Iot2.wsw Jul. 1, 2013 13:19:22 SEISMIC LOADS Level 2 Force Dir Profile Location [ft] Start End Mag [Ibs,plf,psf] Start End E-W Line -1.00 0.00 273.7 273.7 E-W Point 0.00 0.00 1063 1063 E-W Line 0.00 45.00 305.4 305.4 E-W Point 45.00 45.00 1063 1063 E-W Line 45.00 46.00 273.7 273.7 N-S Line -1.00 0.00 186.4 186.4 N-S Point 0.00 0.00 714 714 N-S Line 0.00 67.00 218.1 218.1 N-S Point 67.00 67.00 714 714 N-S Line 67.00 68.00 186.4 186.4 Level 1 Force Profile Location [ft] Mag [Ibs,plf,psf] Dir Start End Start End E-W Point 0.00 0.00 8208 8208 E-W Point 0.00 0.00 1245 1245 E-W Line 0.00 45.00 183.7 183.7 E-W Point 45.00 45.00 1245 1245 N-S Point 0.00 0.00 837 837 N-S Line 0.00 67.00 135.6 135.6 N-S Point 67.00 67.00 837 837 Legend: 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 Notes: All loads entered by the user or generated by program are specified (unfactored) Ioads.The program will apply a load factor of 0.70 and reliability/redundancy factor to seismic loads before distributing them to the shearlines. 9 WoodWorks® Shearwalls Iot2.wsw Jul. 1, 2013 13:19:22 Flexible Diaphragm Wind Design SHEAR RESULTS North -South Shearlines W Gp For Dir H/W-Cub Int Ext ASD Shear Force [plf] lips] vmax v Int Allowable Shear [plf] Ext Co C Total V [Ibs] Crit. Resp. Line 1 Level 2 Ln1, Lev2 1 Both 1.0 1.0 8131 280.3 280.3 125 532 1.00 A 657 25623 0.43 Level 1 Ln1, Levl 1 S->N 1.0 1.0 14913 385.8 385.8 125 532 1.00 A 657 27594 0.59 1 N->S 1.0 1.0 14913 359.7 359.7 125 532 1.00 A 657 27594 0.55 Line 2 Level 2 Ln2, Lev2 1 Both 1.0 1.0 8131 303.3 303.3 125 532 1.00 A 657 23652 0.46 Level 1 , Ln2, Levl 1 Both 1.0 1.0 14913 331.4 331.4 125 532 1.00 A 657 29565 0.50 East-West W For H/W-Cub ASD Shear Force [pit] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V [Ibs] vmax v Int Ext Co C Total V [Ibs] Resp. Line A Level 2 LnA, Lev2 1 Both 1.0 1.0 5284 270.0 270.0 125 532 1.00 A 657 18396 0.41 Line B Level 1 LnB, Levl 2 Both 1.0 1.0 11602 682.5 682.5 532 532 1.00 A 1064 18088 0.64 Line C Level 2 LnC, Lev2 1 Both 1.0 1.0 5284 230.0 230.0 125 532 1.00 A 657 22995 0.35 Level 1 LnC, Levl 3 W->E 1.0 1.0 7328 488.4 488.4 686 686 1.00 A 1372 49392 0.36 3 E->W 1.0 1.0 7328 434.3 434.3 686 686 1.00 A 1372 49392 0.32 egeno: Unless otherwise noted, the value in the fable fora shearline is the one for wall on the line with the critical design response. W Gp - Wall group as listed in Sheathing and Framing Materials tables. 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. V- ASD factored shear force. For shearline: total shearline force. For wall: force taken by the wall, 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 capacityof 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 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 capacityfor critical segment on wall or shearline. 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. 10 WoodWorks® Shearwalls Iot2.wsw Jul. 1, 2013 13:19:22 HOLD-DOWN DESIGN 1 flexible wind design Level 1 Line- Wall Posit'n Location [ft] X Y Load Case Tensile ASD Holddown Force [Ibs] Shear Dead Uplift Cmb'd Cap Hold-down [Ibs] Crit Resp. Line 1 1-1 L End 0.00 0.12 1 5220 5220 HD9 8810 0.59 1-1 L Op 1 0.00 20.88 1 3371 3371 HD9 8810 0.38 1-1 R Op 1 0.00 24.13 1 1343 1343 HD9 8810 0.15 V Elem 0.00 30.13 1 761 761 Refer to upper level 1-1 R End 0.00 44.88 1 3953 3953 HD9 8810 0.45 Line 2 2-1 L End 67.00 0.12 1 5247 5247 HD9 8810 0.60 V Elem 67.00 13.38 1 2247 2247 Refer to upper level V Elem 67.00 20.63 1 2469 2469 Refer to upper level V Elem 67.00 34.88 1 2469 2469 Refer to upper level V Elem 67.00 37.13 1 11 11 Refer to upper level 2-1 R End 67.00 44.88 1 3010 3010 HD9 8810 0.34 Line A V Elem 15.88 0.00 1 254 254 Refer to upper level V Elem 26.13 0.00 1 1100 1100 Refer to upper level V Elem 28.38 0.00 1 960 960 Refer to upper level V Elem 36.63 0.00 1 1853 1853 Refer to upper level V Elem 39.88 0.00 1 1720 1720 Refer to upper level V Elem 48.13 0.00 1 1310 1310 Refer to upper level V Elem 49.38 0.00 1 832 832 Refer to upper level V Elem 65.63 0.00 1 832 832 Refer to upper level V Elem 66.88 0.00 1 1836 1836 Refer to upper level Line B 9-1 L End 42.13 23.00 1 6234 6234 HD9 8810 0.71 B-1 R End 58.88 23.00 1 6234 6234 HD9 8810 0.71 Line C C-1 L Op 1 5.88 45.00 1 1268 1268 Refer to upper level V Elem 12.13 45.00 1 293 293 HD9 8810 0.03 C-1 L Op 2 18.88 45.00 1 1562 1562 Refer to upper level C-1 L Op 3 33.87 45.00 1 1 1 HD9 8810 0.00 C-1 L Op 4 47.88 45.00 1 1 1 HD9 8810 0.00 C-1 R Op 4 52.13 45.00 1 4471 4471 HD9 8810 0.51 V Elem 54.13 45.00 1 1876 1876 Refer to upper level C-1 R End 66.88 45.00 1 5851 5851 HD9 8810 0.66 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 ribs] Resp. Line 1 1-1 L End 0.00 0.12 1 2266 2266 HD9 8810 0.26 1-1 L Op 1 0.00 23.88 1 2266 2266 HD9 8810 0.26 1-1 R Op 1 0.00 30.13 1. 761 761 HD9 8810 0.09 1-1 R End 0.00 44.88 1 761 761 HD9 8810 0.09 Line 2 2-1 L End 67.00 0.12 1 2247 2247 HD9 8810 0.26 2-1 L Op 1 67.00 13.38 1 2247 2247 HD9 8810 0.26 2-1 R Op 1 67.00 20.63 1 2469 2469 HD9 8810 0.28 2-1 L Op 2 67.00 34.88 1 2469 2469 HD9 8810 0.28 2-1 R Op 2 67.00 37.13 1 11 11 HD9 8810 0.00 2-1 R End 67.00 44.88 1 11 11 HD9 8810 0.00 Line A A-1 R Op 2 24.13 0.00 1 1354 1354 HD9 8810 0.15 A-1 L Op 3 29.38 0.00 1 1354 1354 HD9 8810 0.15 A-1 R Op 3 35.63 0.00 1 2247 2247 HD9 8810 0.26 A-1 L Op 4 41.88 0.00 1 2247 2247 HD9 8810 0.26 A-1 R Op 4 48.13 0.00 1 1836 1836 HD9 8810 0.21 A-1 L Op 5 53.88 0.00 1 1836 1836 HD9 8810 0.21 A-1 R Op 5 61.13 0.00 1 1836 1836 HD9 8810 0.21 A-1 R End 66.88 0.00 1 1836 1836 HD9 8810 0.21 Line C C-1 R Op 1 7.13 45.00 1 1561 1561 HD9 8810 0.18 C-1 L Op 2 18.88 45.00 1 1561 1561 HD9 8810 0.18 C-1 R Op 4 54.13 45.00 1 1876 1876 HD9 8810 0.21 C-1 R End 66.88 45.00 1 1876 1876 HD9 8810 0.21 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: 11 WoodWorks® Shearwalls I ot2.wsw Jul. 1, 2013 13 :19: 22 DRAG STRUT FORCES ( flexible wind design Level 1 Line- Wall Position on Wall or Opening Location [ft] X Y Load Case Drag Strut Force [Ws] --- <--- Line 1 1-1 Left Opening 1 0.00 21.00 1 148 594 1-1 Right Opening 1 0.00 24.00 1 1143 400 Line B B-1 Left Wall End 42.00 23.00 1 7273 7273 B-1 Right Wall End 59.00 23.00 1 1385 1385 Line C C-1 Left Opening 1 6.00 45.00 1 157 C-1 Right Opening 1 12.00 45.00 1 499 C-1 Left Opening 2 19.00 45.00 1 1264 C-1 Right Opening 2 31.00 45.00 1 2577 C-1 Left Opening 3 34.00 45.00 1 2905 C-1 Right Opening 3 43.00 45.00 1 3889 C-1 Left Opening 4 48.00 45.00 1 4436 C-1 Right Opening 4 52.00 45.00 1 5687 4873 Level 2 Drag Strut Line- Position on Wall Location [ft] Load Force [lbs] Wall or Opening X Y Case< --- Line 1 1-1 Left Opening 1 0.00 24.00 1 2391 2391 1-1 Right Opening 1 0.00 30.00 1 1307 1307 Line 2 2-1 Left Opening 1 67.00 13.50 1 1283 1283 2-1 Right Opening 1 67.00 20.50 1 18 18 2-1 Left Opening 2 67.00 35.00 1 1796 1796 2-1 Right Opening 2 67.00 37.00 1 1435 1435 Line A A-1 Right Opening 2 24.00 0.00 1 1893 1893 A-1 Left Opening 3 29.50 0.00 1 1438 1438 A-1 Right Opening 3 35.50 0.00 1 1911 1911 A-1 Left Opening 4 42.00 0.00 1 669 669 A-1 Right Opening 4 48.00 0.00 1 1142 1142 A-1 Left Opening 5 54.00 0.00 1 295 295 A-1 Right Opening 5 61.00 0.00 1 847 847 Line C C-1 Right Opening 1 7.00 45.00 1 552 552 C-1 Left Opening 2 19.00 45.00 1 794 794 C-1 Right Opening 4 54.00 45.00 1 1966 1966 �egena.: 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 1 or 2 ASCE 7 Low-rise comer; T = Transverse, L = Longitudinal Dragstrut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on shearline force, includes perforation factor Co. -> Load due to force in the west -to -east or south -to -north direction <- Load due to force in the east -to -west or north -to -south direction 13 WoodWorks® Shearwalls I ot2.wsw Jul. 1, 2013 13 :19 :22 DEFLECTION ( flexible wind design Wall, segment W Gp Dir Srf v pif b ft h ft Bending A Defl sq.in in Shear Defl in Vn Ibs Nail slip en in Defl in Hold Defl in Total Defl in Level 1 Line 1 1 1-1,1 S->N Ext 324.3 21.00 9.00 16.5 .004 .035 108 .006 .042 0.17 0.25 S->N Int 0.0 .000 0 .000 .000 N->S Ext 359.7 21.00 9.00 16.5 .004 .039 120 .009 .058 0.16 0.26 N->S Int 0.0 .000 0 .000 .000 1-1,2 S->N Ext 385.8 21.00 9.00 16.5 .005 .042 129 .011 .072 0.14 0.25 S->N Int 0.0 .000 0 .000 .000 N->S Ext 350.5 21.00 9.00 16.5 .004 .038 117 .008 .054 0.16 0.26 N->S Int 0.0 .000 0 .000 .000 Line 2 1 2-1 S->N Ext 331.4 45.00 9.00 16.5 .002 .036 110 .007 .045 0.08 0.16 S->N Int 0.0 .000 0 .000 .000 N->S Ext 331.4 45.00 9.00 16.5 .002 .036 110 .007 .045 0.07 0.15 N->S Int 0.0 .000 0 .000 .000 LineB 2 8-1 Both Both 682.5 17.00 9.00 16.5 .010 .037 114 .007 .049 0.22 0.32 LineC 3 C-1,1 W->E Both 0.0 6.00 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 E->W Both 215.3 6.00 9.00 16.5 .009 .012 27 .000 .001 0.46 0.48 C-1,2 Both Both 0.0 7.00 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 C-1,3 Both Both 0.0 3.00 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 C-1,4 Both Both 0.0 5.00 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 C-1,5 W->E Both 488.4 15.00 9.00 16.5 .008 .026 61 .001 .008 0.23 0.27 E->W Both 402.4 15.00 9.00 16.5 .007 .022 50 .001 .004 0.25 0.28 Wall, segment W Gp Dir Srf v b h Bending A Defl Shear Defl Vn Nail slip en Defl Hold Defl Total Defl plf ft ft sq.in in in Ibs in in in in Level 2 Line 1 1 1-1,1 Both Ext 280.3 24.00 8.00 16.5 .002 .027 93 .004 .024 0.13 0.18 Both Int 0.0 .000 0 .000 .000 1-1,2 Both Ext 93.6 15.00 8.00 16.5 .001 .009 31 .000 .001 0.17 0.18 Both Int 0.0 .000 0 .000 .000 Line 2 1 2-1,1 Both Ext 275.7 13.50 8.00 16.5 .004 .026 92 .004 .023 0.23 0.28 Both Int 0.0 .000 0 .000 .000 2-1,2 Both Ext 303.3 14.50 8.00 16.5 .004 .029 101 .005 .031 0.22 0.28 Both Int 0.0 .000 0 .000 .000 2-1,3 Both Ext 1.4 8.00 8.00 16.5 .000 .000 0 .000 .000 0.29 0.29 Both Int 0.0 .000 0 .000 .000 Line A 1 A-1,2 Both Ext 0.0 4.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 A-1,3 Both Ext 161.5 5.50 8.00 16.5 .005 .015 54 .001 .005 0.50 0.53 Both Int 0.0 .000 0 .000 .000 A-1,4 Both Ext 270.0 6.50 8.00 16.5 .007 .026 90 .004 .022 0.47 0.53 Both Int 0.0 .000 0 .000 .000 A-1,5 Both Ext 220.0 6.00 8.00 16.5 .007 .021 73 .002 .012 0.49 0.53 Both Int 0.0 .000 0 .000 .000 A-1,6 Both Ext 220.0 6.00 8.00 16.5 .007 .021 73 .002 .012 0.49 0.53 Both Int 0.0 .000 0 .000 .000 Line C 1 C-1,1 Both Ext 0.0 5.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 C-1,2 Both Ext 191.1 12.00 8.00 16.5 .003 .018 64 .001 .008 0.24 0.27 Both Int 0.0 .000 0 .000 .000 C-1,4 Both Ext 0.0 5.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 C-1,5 Both Ext 230.0 13.00 8.00 16.5 .003 .022 77 .002 .013 0.23 0.27 Both Int 0.0 .000 0 .000 .000 �egena: Wall, segment - Wall and segment between openings, e.g. 8-3, 2 = second segment on Wall 3 on Shearline B W Gp - Wall design group, refer to Sheathing and Framing Materials Dir- Force direction Srf- Wall surface, interior or exterior for perimeter walls, 1 or 2 for interior partitions v - Shear force per unit foot on wall segment b - Width of wall segment between openings h - Wall height 14 WoodWorks® Shearwalls lot2.wsw Jul. 1, 2013 13:19:22 HOLD-DOWN DISPLACEMENT 1 flexible wind design Wall, segment Dir Hold- down Uplift force Ibs Elong / Disp Manuf Add in in da in Slippage Pf Ibs da in Shrink da in Crush+ Extra in Total da in Hold Defl in Level 1 Line 1 1-1,1 S->N HD9 5220 .114 .001 0.115 - - 0.248 0.04 0.40 0.17 N->S HD9 3371 .073 .001 0.074 - - 0.248 0.04 0.36 0.16 1-1,2 S->N HD9 1343 .029 .000 0.030 - - 0.248 0.04 0.32 0.14 N->S HD9 3953 .086 .001 0.087 - - 0.248 0.04 0.37 0.16 Line 2 2-1 S->N HD9 5247 .114 .001 0.116 - - 0.248 0.04 0.40 0.08 N->S HD9 3010 .066 .001 0.066 - - 0.248 0.04 0.35 0.07 Line B B-1 Both HD9 6234 .136 .001 0.137 - - 0.248 0.04 0.42 0.22 Line C C-1,1 W->E HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 E->W HD9 5 .016 .000 0.017 - - 0.248 0.04 0.30 0.46 C-1,2 W->E HD9 293 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 E->W HD9 1562 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 C-1,3 Both HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 C-1,4 Both HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 C-1,5 W->E HD9 4471 .097 .001 0.098 - - 0.248 0.04 0.39 0.23 E->W HD9 5851 .121 .001 0.122 - - 0.248 0.04 0.41 0.25 Wall, segment Dir Hold- down Uplift force Elong / Disp Manuf Add da Slippage Pf da Shrink da Crush+ Extra Total da Hold Defl Ibs in in in Ibs in in in in in Level 2 Line 1 1-1,1 Both HD9 2266 .099 .000 0.099 - - 0.248 0.04 0.39 0.13 1-1,2 Both HD9 761 .033 .000 0.033 - - 0.248 0.04 0.32 0.17 Line 2 2-1,1 Both HD9 2247 .098 .000 0.098 - - 0.248 0.04 0.39 0.23 2-1,2 Both HD9 2469 .108 .000 0.108 - - 0.248 0.04 0.40 0.22 2-1,3 Both HD9 11 .000 .000 0.000 - - 0.248 0.04 0.29 0.29 Line A A-1,2 Both HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 A-1,3 Both HD9 1354 .059 .000 0.059 - - 0.248 0.04 0.35 0.50 A-1,4 Both HD9 2247 .098 .000 0.098 - - 0.248 0.04 0.39 0.47 A-1,5 Both HD9 1836 .080 .000 0.080 - - 0.248 0.04 0.37 0.49 A-1,6 Both HD9 1836 .080 .000 0.080 - - 0.248 0.04 0.37 0.49 Line C C-1,1 Both HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 C-1,2 Both HD9 1561 .068 .000 0.068 - - 0.248 0.04 0.36 0.24 C-1,4 Both HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 C-1,5 Both HD9 1876 .082 .000 0.082 - - 0.248 0.04 0.37 0.23 Legend: Wall, segment- Wall and segment between openings, e.g. 8-3, 2 = second segment on Wall 3 on Shearline 8 Dir - Force direction Uplift force (P) -Accumulated hold-down tension force from overturning, dead and wind uplift da - Vertical displacements due to the following components: Elong/Disp- Elongation when slippage calculated separately, displacement when combined elongation/slippage used Manuf - Using manufacturer's value for anchor bolt length, or no bolt contribution for connector -only elongation. Unless marked with * _ (ASD uplift force /ASD hold-down capacity) x max strength -level elongation or displacement * - Maximum strength -level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness. Add - Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector -only elongation = PL / ( Ab x Es ); Ab - bolt cross -sectional area; Es = steel modulus = 29000000 psi; L=Lb-Lh; Lb = Total bolt length shown in Storey Information table; Lh = Manufacturer's anchor bolt length for given displacement/elongation from hold-down database. Slippage - Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation Pf = Unfactored uplift force P / number of fasteners Bolts: = Pf/ (270, 000 D^1.5) (NDS 10.3.6) ; D = bolt diameter Nails: = en, fromSDPWS Table C4.2.2D using Pf for Vn and values for Wood Structural Panel Shrink - Wood shrinkage = 0.002 x (19% fabrication - 10% in-service moisture contents) x Ls Ls = Perp.-to-grain length between fasteners subject to shrinkage, shown in Storey Information table Crush + Extra - 0.04" wood crushing at compression end of wall segment plus extra displacement due to mis-cuts, gaps, etc. Total da = Elong/Disp + Slippage + Shrink + Crush + Extra Hold Defl - Horizontal deflection = h/b x da (4th term in the deflection equation SDPWS C4.3.2-1) h = wall height b = segment length between openings; h,b values in Deflection table 16 WoodWorks® Shearwalls Iot2.wsw Jul. 1, 2013 13:19:22 Rigid Diaphragm Wind Design Rigid analysis performed using Case 2 loading in ci y prescribed to generate a torsional moment. For analysis using Case 1 loading, change the Rigid Diaphragm Analysis Design Setting, regenerate loads, and redesign. SHEAR RESULTS North -South Shearlines W Gp For Dir H/W-Cub Int Ext ASD Shear Force [plf] V [Ibs] vmax v Int Allowable Shear [pH] Ext Co C Total V [Ibs] Crit. Resp. Line 1 Level 2 Lnl, Lev2 1 Both 1.0 1.0 9577 311.4 311.4 125 532 1.00 A 657 25623 0.47 Level 1 Lnl, Levl 1 S->N 1.0 1.0 11809 327.3 327.3 125 532 1.00 A 657 27594 0.50 1 N->S 1.0 1.0 11528 284.5 284.5 125 532 1.00 A 657 27594 0.43 Line 2 Level 2 Ln2, Lev2 1 Both 1.0 1.0 6005 230.2 230.2 125 532 1.00 A 657 23652 0.35 Level 1 Ln2, Levl 1 S->N 1.0 1.0 16992 377.6 377.6 125 532 1.00 A 657 29565 0.57 1 N->S 1.0 1.0 17289 384.2 384.2 125 532 1.00 A 657 29565 0.58 East-West W For H/W-Cub ASD Shear Force [plt] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V [Ibs] vmax v Int Ext Co C Total V [Ibs] Resp. Line A Level 2 LnA, Lev2 1 Both 1.0 1.0 1995 135.7 135.7 125 532 1.00 A 657 18396 0.21 Line B Level 1 LnB, Levi 2 W->E 1.0 1.0 8311 488.9 488.9 532 532 1.00 A 1064 18088 0.46 2 E->W 1.0 1.0 8763 515.5 515.5 532 532 1.00 A 1064 18088 0.48 Line C Level 2 LnC, Lev2 1 Both 1.0 1.0 6209 265.7 265.7 125 532 1.00 A 657 22995 0.40 Level 1 LnC, Levl 3 W->E 1.0 1.0 6249 416.5 416.5 686 686 1.00 A 1372 49392 0.30 3 E->W 1.0 1.0 5776 335.0 335.0 686 686 1.00 A 1372 49392 0.24 egena: 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 group as listed in Sheathing and Framing Materials tables. 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. V - ASD factored shear force. For shearline: total shearline force. For wall: force taken by the wall, 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 inferior 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 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 cntica/ segment on wall or shearline. 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. 17 WoodWorks® Shearwalls I ot2.wsw Jul. 1, 2013 13:19:22 HOLD-DOWN DESIGN [ rigid wind design Level 1 Line- Wall Posit'n Location (ft] X Y Load Case Tensile ASD Holddown Force [Ibs] Shear Dead Uplift Cmb'd Hold-down Cap [Ibs] Crit Resp. Line 1 1-1 L End 0.00 0.12 2 4659 4659 HD9 8810 0.53 1-1 L Op 1 0.00 20.88 2 2696 2696 HD9 8810 0.31 1-1 R Op 1 0.00 24.13 2 568 568 HD9 8810 0.06 V Elem 0.00 30.13 2 1140 1140 Refer to upper level 1-1 R End 0.00 44.88 2 3549 3549 HD9 8810 0.40 Line 2 2-1 L End 67.00 0.12 2 5028 5028 HD9 8810 0.57 V Elem 67.00 13.38 2 1610 1610 Refer to upper level V Elem 67.00 20.63 2 1874 1874 Refer to upper level V Elem 67.00 34.88 2 1874 1874 Refer to upper level 2-1 R End 67.00 44.88 2 3477 3477 HD9 8810 0.39 Line A V Elem 14.13 0.00 2 1 1 Refer to upper level V Elem 15.88 0.00 2 37 37 Refer to upper level V Elem 26.13 0.00 2 163 163 Refer to upper level V Elem 28.38 0.00 2 56 56 Refer to upper level V Elem 36.63 0.00 2 984 984 Refer to upper level V Elem 39.88 0.00 2 864 864 Refer to upper level V Elem 48.13 0.00 2 418 418 Refer to upper level V Elem 49.38 0.00 2 309 309 Refer to upper level V Elem 65.63 0.00 2 309 309 Refer to upper level V Elem 66.88 0.00 2 682 682 Refer to upper level Line B B-1 L End 42.13 23.00 2 4466 4466 HD9 8810 0.51 B-1 R End 58.88 23.00 2 4708 4708 HD9 8810 0.53 Line C C-1 L End 0.12 45.00 2 -1173 V Elem 5.88 45.00 2 1523 1523 Refer to upper level V Elem 12.13 45.00 2 352 352 Refer to upper level V Elem 18.88 45.00 2 1875 1875 Refer to upper level C-1 R Op 2 31.13 45.00 2 -1 0-1 L Op 3 33.87 45.00 2 1 1 HD9 8810 0.00 C-1 L Op 4 47.88 45.00 2 1 1 HD9 8810 0.00 0-1 R Op 4 52.13 45.00 2 3812 3812 HD9 8810 0.43 V Elem 54.13 45.00 2 2168 2168 Refer to upper level 0-1 R End 66.88 45.00 2 5234 5234 HD9 8810 0.59 Level 2 Tensile ASD Line- Location [ft] Load Holddown Force [Ws] Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [Ibs] Resp. Line 1 1-1 L End 0.00 0.12 2 2518 2518 HD9 8810 0.29 1-1 L Op 1 0.00 23.88 2 2518 2518 HD9 8810 0.29 1-1 R Op 1 0.00 30.13 2 1140 1140 HD9 8810 0.13 1-1 R End 0.00 44.88 2 1140 1140 HD9 8810 0.13 Line 2 2-1 L End 67.00 0.12 2 1610 1610 HD9 8810 0.18 2-1 L Op 1 67.00 13.38 2 1610 1610 HD9 8810 0.18 2-1 R Op 1 67.00 20.63 2 1874 1874 HD9 8810 0.21 2-1 L Op 2 67.00 34.88 2 1874 1874 HD9 8810 0.21 Line A A-1 R Op 1 14.13 0.00 2 1 1 HD9 8810 0.00 A-1 L Op 2 17.87 0.00 2 1 1 HD9 8810 0.00 A-1 R Op 2 24.13 0.00 2 201 201 HD9 8810 0.02 A-1 L Op 3 29.38 0.00 2 201 201 HD9 8810 0.02 A-1 R Op 3 35.63 0.00 2 1129 1129 HD9 8810 0.13 A-1 L Op 4 41.88 0.00 2 1129 1129 HD9 8810 0.13 A-1 R Op 4 48.13 0.00 2 682 682 HD9 8810 0.08 A-1 L Op 5 53.88 0.00 2 682 682 HD9 8810 0.08 A-1 R Op 5 61.13 0.00 2 682 682 HD9 8810 0.08 A-1 R End 66.88 0.00 2 682 682 HD9 8810 0.08 Line C 0-1 R Op 1 7.13 45.00 2 1875 1875 HD9 8810 0.21 0-1 L Op 2 18.88 45.00 2 1875 1875 HD9 8810 0.21 0-1 R Op 4 54.13 45.00 2 2168 2168 HD9 8810 0.25 0-1 R End 66.88 45.00 2 2168 2168 HD9 8810 0.25 Legend: Line -Wall: 18 WoodWorks® Shearwalls lot2.wsw Jul. 1, 2013 13:19:22 DRAG STRUT FORCES ( rigid wind design Level 1 Line- Wall Position on Wall or Opening Location [ft] X Y Load Case Drag Strut Force ribs] ---> <--- Line 1 1-1 Left Opening 1 0.00 21.00 2 574 594 1-1 Right Opening 1 0.00 24.00 2 1362 174 Line B B-1 Left Wall End 42.00 23.00 2 5210 5493 B-1 Right Wall End 59.00 23.00 2 992 1046 Line C C-1 Left Opening 1 6.00 45.00 2 232 C-1 Right Opening 1 12.00 45.00 2 285 C-1 Left Opening 2 19.00 45.00 2 888 C-1 Right Opening 2 31.00 45.00 2 1923 C-1 Left Opening 3 34.00 45.00 2 2181 C-1 Right Opening 3 43.00 45.00 2 2957 C-1 Left Opening 4 48.00 45.00 2 3387 C-1 Right Opening 4 52.00 45.00 2 4850 3732 Level 2 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 24.00 2 2366 2366 1-1 Right Opening 1 0.00 30.00 2 1089 1089 Line 2 2-1 Left Opening 1 67.00 13.50 2 866 866 2-1 Right Opening 1 67.00 20.50 2 68 68 2-1 Left Opening 2 67.00 35.00 2 1334 1334 Line A A-1 Right Opening 1 14.00 0.00 2 417 417 A-1 Left Opening 2 18.00 0.00 2 536 536 A-1 Right Opening 2 24.00 0.00 2 714 714 A-1 Left Opening 3 29.50 0.00 2 746 746 A-1 Right Opening 3 35.50 0.00 2 925 925 A-1 Left Opening 4 42.00 0.00 2 236 236 A-1 Right Opening 4 48.00 0.00 2 415 415 A-1 Left Opening 5 54.00 0.00 2 103 103 A-1 Right Opening 5 61.00 0.00 2 312 312 Line C C-1 Right Opening 1 7.00 45.00 2 649 649 C-1 Left Opening 2 19.00 45.00 2 993 993 C-1 Right Opening 4 54.00 45.00 2 2251 2251 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 1 or 2 ASCE 7 Low-rise comer; T = Transverse, L = Longitudinal Dragstrut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on shearline force, includes perforation factor Co. -> Load due to force in the west -to -east or south -to -north direction <- Load due to force in the east -to -west or north -to -south direction 20 WoodWorks® Shearwalls I ot2.wsw Jul. 1, 2013 13:19:22 DEFLECTION ( rigid wind design) Wall, segment W Gp Dir Srf v pif b ft h ft Bending A Defl sq.in in Shear Defl in Vn Ibs Nail slip en in Defl in Hold Defl in Total Defl in Level 1 Line 1 1 1-1,1 S->N Ext 235.1 21.00 9.00 16.5 .003 .025 78 .002 .016 0.17 0.21 S->N Int 0.0 .000 0 .000 .000 N->S Ext 284.5 21.00 9.00 16.5 .003 .031 95 .004 .029 0.15 0.21 N->S Int 0.0 .000 0 .000 .000 1-1,2 S->N Ext 327.3 21.00 9.00 16.5 .004 .035 109 .006 .044 0.13 0.21 S->N Int 0.0 .000 0 .000 .000 N->S Ext 264.5 21.00 9.00 16.5 .003 .029 88 .003 .023 0.16 0.21 N->S Int 0.0 .000 0 .000 .000 Line 2 1 2-1 S->N Ext 377.6 45.00 9.00 16.5 .002 .041 126 .010 .067 0.08 0.19 S->N Int 0.0 .000 0 .000 .000 N->S Ext 384.2 45.00 9.00 16.5 .002 .041 128 .010 .071 0.07 0.19 N->S Int 0.0 .000 0 .000 .000 Line B 2 B-1 W->E Both 488.9 17.00 9.00 16.5 .007 .026 81 .003 .018 0.20 0.26 E->W Both 515.5 17.00 9.00 16.5 .008 .028 86 .003 .021 0.21 0.26 Line C 3 C-1,1 W->E Both 0.0 6.00 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 E->W Both 201.2 6.00 9.00 16.5 .008 .011 25 .000 .001 0.44 0.46 C-1,2 Both Both 0.0 7.00 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 C-1,3 Both Both 0.0 3.00 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 C-1,4 Both Both 0.0 5.00 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 0-1,5 W->E Both 416.5 15.00 9.00 16.5 .007 .022 52 .001 .005 0.22 0.26 E->W Both 304.5 15.00 9.00 16.5 .005 .016 38 .000 .002 0.24 0.26 Wall, segment W Gp Dir Srf v b h Bending A Defl Shear Defl Vn Nail slip en Defl Hold Defl Total Defl plf ft ft sq.in in in Ibs in in in in Level 2 Line 1 1 1-1,1 Both Ext 311.4 24.00 8.00 16.5 .002 .030 104 .006 .033 0.13 0.20 Both Int 0.0 .000 0 .000 .000 1-1,2 Both Ext 140.2 15.00 8.00 16.5 .002 .013 47 .001 .003 0.18 0.20 Both Int 0.0 .000 0 .000 .000 Line 2 1 2-1,1 Both Ext 197.6 13.50 8.00 16.5 .003 .019 66 .001 .008 0.21 0.24 Both Int 0.0 .000 0 .000 .000 2-1,2 Both Ext 230.2 14.50 8.00 16.5 .003 .022 77 .002 .013 0.20 0.24 Both Int 0.0 .000 0 .000 .000 2-1,3 Both Ext 0.0 8.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 Line A 1 A-1,2 Both Ext 0.0 4.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 A-1,3 Both Ext 24.0 5.50 8.00 16.5 .001 .002 8 .000 .000 0.43 0.43 Both Int 0.0 .000 0 .000 .000 A-1,4 Both Ext 135.7 6.50 8.00 16.5 .004 .013 45 .000 .003 0.41 0.43 Both Int 0.0 .000 0 .000 .000 A-1,5 Both Ext 81.7 6.00 8.00 16.5 .002 .008 27 .000 .001 0.42 0.43 Both Int 0.0 .000 0 .000 .000 A-1,6 Both Ext 81.7 6.00 8.00 16.5 .002 .008 27 .000 .001 0.42 0.43 Both Int 0.0 .000 0 .000 .000 Line C 1 C-1,1 Both Ext 0.0 5.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 0-1,2 Both Ext 229.5 12.00 8.00 16.5 .003 .022 76 .002 .013 0.25 0.28 Both Int 0.0 .000 0 .000 .000 C-1,4 Both Ext 0.0 5.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 0-1,5 Both Ext 265.7 13.00 8.00 16.5 .004 .025 89 .003 .021 0.24 0.28 Both Int 0.0 .000 0 .000 .000 Legend: Wall, segment - Wall and segment between openings, e.g. 8-3, 2 = second segment on Wall 3 on Shearline 8 W Gp - Wall design group, refer to Sheathing and Framing Materials Dir- Force direction Srf - Wall surface, interior or exterior for perimeter walls, 1 or 2 for interior partitions v- Shear force per unit foot on wall segment b - Width of wait segment between openings 21 WoodWorks® Shearwalls Iot2.wsw Jul. 1, 2013 13:19:22 HOLD-DOWN DISPLACEMENT 1 rigid wind design Wall, segment Dir Hold- down Uplift force Ibs Elong / Disp Manuf Add in in da in Slippage Pf Ibs da in Shrink da in Crush+ Extra in Total da in Hold Defl in Level 1 Line 1 1-1,1 S->N HD9 4659 .102 .001 0.103 - - 0.248 0.04 0.39 0.17 N->S HD9 2696 .059 .001 0.059 - - 0.248 0.04 0.35 0.15 1-1,2 S->N HD9 568 .012 .000 0.013 - - 0.248 0.04 0.30 0.13 N->S HD9 3549 .077 .001 0.078 - - 0.248 0.04 0.37 0.16 Line 2 2-1 S->N HD9 5028 .110 .001 0.111 - - 0.248 0.04 0.40 0.08 N->S HD9 3477 .076 .001 0.077 - - 0.248 0.04 0.36 0.07 Line B 0-1 W->E HD9 4466 .097 .001 0.098 - - 0.248 0.04 0.39 0.20 E->W HD9 4708 .103 .001 0.104 - - 0.248 0.04 0.39 0.21 Line C C-1,1 W->E HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 E->W HD9 -350 .008 .000 0.008 - - 0.248 0.04 0.30 0.44 C-1,2 W->E HD9 352 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 E->W HD9 1875 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 C-1,3 Both HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 C-1,4 Both HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 0-1,5 W->E HD9 3812 .083 .001 0.084 - - 0.248 0.04 0.37 0.22 E->W HD9 5234 .108 .001 0.109 - - 0.248 0.04 0.40 0.24 Wall, segment Dir Hold- down Uplift force Elong / Disp Manuf Add da Slippage Pf da Shrink da Crush+ Extra Total da Hold Defl Ibs in in in lbs in in in in in Level 2 Line 1 1-1,1 Both HD9 2518 .110 .000 0.110 - - 0.248 0.04 0.40 0.13 1-1,2 Both HD9 1140 .050 .000 0.050 - - 0.248 0.04 0.34 0.18 Line 2 2-1,1 Both HD9 1610 .070 .000 0.070 - - 0.248 0.04 0.36 0.21 2-1,2 Both HD9 1874 .082 .000 0.082 - - 0.248 0.04 0.37 0.20 2-1,3 Both HD9 0 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 Line A A-1,2 Both HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 A-1,3 Both HD9 201 .009 .000 0.009 - - 0.248 0.04 0.30 0.43 A-1,4 Both HD9 1129 .049 .000 0.049 - - 0.248 0.04 0.34 0.41 A-1,5 Both HD9 682 .030 .000 0.030 - - 0.248 0.04 0.32 0.42 A-1,6 Both HD9 682 .030 .000 0.030 - - 0.248 0.04 0.32 0.42 Line C C-1,1 Both HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 0-1,2 Both HD9 1875 .082 .000 0.082 - - 0.248 0.04 0.37 0.25 C-1,4 Both HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 0-1,5 Both HD9 2168 .094 .000 0.094 - - 0.248 0.04 0.38 0.24 egeno: Wall, segment- Wall and segment between openings, e.g. 8-3, 2 = second segment on Wall 3 on Shearline 8 Dir- Force direction Uplift force (P) -Accumulated hold-down tension force from overturning, dead and wind uplift da - Vertical displacements due to the following components: Elong/Disp- Elongation when slippage calculated separately. displacement when combined elongation/slippage used Manuf - Using manufacturer's value for anchor bolt length, or no bolt contribution for connector -only elongation. Unless marked with * = (ASD uplift force /ASD hold-down capacity) x max strength -level elongation or displacement "- Maximum strength -level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness. Add - Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector -only elongation = PL / ( Ab x Es ); Ab - bolt cross -sectional area; Es = steel modulus = 29000000 psi; L = Lb - Lh; Lb = Total bolt length shown in Storey Information table; Lh = Manufacturer's anchor bolt length for given displacement/elongation from hold-down database. Slippage - Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation Pf = Unfactored uplift force P / number of fasteners Bolts: = Pf/ (270,000 D"1.5) (NDS 10.3.6) ; D = bolt diameter Nails: = en, fromSDPWS Table C4.2.2D using Pf for Vn and values for Wood Structural Panel Shrink - Wood shrinkage = 0.002 x (19% fabrication - 10% in-service moisture contents) x Ls Ls = Perp.-to-grain length between fasteners subject to shrinkage, shown in Storey Information table Crush + Extra - 0.04" wood crushing at compression end of wall segment plus extra displacement due to mis-cuts, gaps, etc. Total da = Elong/Disp + Slippage + Shrink + Crush + Extra Hold Defl - Horizontal deflection = h/b x da (4th term in the deflection equation SDPWS C4.3.2-1) 23 WoodWorks® Shearwalls I ot2.wsw Jul. 1, 2013 13:19:22 Wind Suction Design COMPONENTS AND CLADDING by SHEARLINE Line North -South Shearlines Lev Grp Sheathing [pst] Force Cap Force/ Cap Force End Fastener Withdrawal [Ibs] Cap Force/Cap Int End Int Service Cond Factors Temp Moist 1 1 1 41.8 35.2 1.19* 27.9 23.6 105.5 0.2,6 0.22 1.00 1.00 2 1 41.8 35.2 1.19* 27.9 23.6 105.5 0.26 0.22 1.00 1.00 2 1 1 41.8 35.2 1.19* 27.9 23.6 105.5 0.26 0.22 1.00 1.00 2 1 41.8 35.2 1.19* 27.9 23.6 105.5 0.26 0.22 1.00 1.00 East-West Sheathing [pst] Fastener Withdrawal [Has) Service Cond Shearlines Force Cap Force/ Force Cap Force/Cap Factors Line Lev Grp Cap End Int End Int Temp Moist A 1 1 41.8 35.2 1.19* 27.9 23.6 105.5 0.26 0.22 1.00 1.00 2 1 41.8 35.2 1.19* 27.9 23.6 105.5 0.26 0.22 1.00 1.00 C 1 3 41.8 35.2 1.19* 18.6 15.7 105.5 0.18 0.15 1.00 1.00 2 1 41.8 35.2 1.19* 27.9 23.6 105.5 0.26 0.22 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 6-11A added to interior pressure using coefficients from Figure 6-5 Cap - Out -of -plane capacity of exterior sheathing from SDPWS Table 3.21, factored forASD 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 *WARNING - Sheathing design capacity is exceeded. 25 WoodWorks® Shearwalls Iot2.wsw Jul. 1, 2013 13:19:22 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass [Ibs] Area [sq.ft] Story Shear [Ibs] E-W N-S Redundancy Factor p E-W N-S 2 41390 3015.0 16416 16416 - - 1 49190 3015.0 10758 10758 - - All 90580 - 27174 27174 1.00 1.00 Legend: Building mass— Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-11. Storey shear— Total unfactored (strength -level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Redundancy factor p (rho)- Automatically calculated according to ASCE 712.3.4.2. Vertical Earthquake Load Ev Ev = 0.2 Sds D; Sds = 0.60; Ev = 0.120 D unfactored; 0.084 D factored; total dead load factor: 0.6 - 0.084 = 0.516 tension, 1.0 + 0.084 = 1.084 compression. 26 WoodWorks® Shearwalls I ot2.wsw Jul. 1, 2013 13:19:22 SHEAR RESU S ( flexible seismic desianl / NorthSouth Shearlines Rf Gp For HMf-C Ext ASD Shear Force [plf] V [Ibs] vmax v Int Allowable Shear [plf] Ext Co C Total V [Ibs] Crit. Resp. Bi► Line 1 Level 2 Lnl, Lev2 Level 1 Lnl, Levl Line 2 Level 2 Ln2, Lev2 Level 1 Ln2, Levl 1 1 1 1 1 Both S->N N->S Both Both 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 5746 9511 9511 5746 9511 200.9 244.8 229.0 214.7 211.4 200.9 244.8 229.0 214.7 211.4 125 125 125 125 125 380 380 380 380 380 1.00 1.00 1.00 1.00 1.00 X X X X X 380 380 380 380 380 14820 15960 15960 13680 17100 0.53 0.64 0.60 0.56 0.56 East-West W For HIW-Cub ASD Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V fibs] vmax v Int Ext Co C Total V fibs] Resp. Line A Level 2 LnA, Lev2 1 Both 1.0 1.0 5746 269.5 269.5 125 380 1.00 X 380 10640 0.71 Line B Level 1 LnB, Levl 2 Both 1.0 1.0 10990 646.5 646.5 380 380 1.00 A 760 12920 0.85 Line C Level 2 LnC, Lev2 1 Both 1.0 1.0 5746 240.2 240.2 125 380 1.00 X 380 13300 0.63 Level 1 LnC, Levl 3 W->E .67 .67 8032 535.4 535.4 327 327 1.00 A 653 23520 0.82 3 E->W .67 .67 8032 441.4 441.4 327 327 1.00 A 653 23520 0.68 egeno: Unless otherwise noted, the value in the table fora shearline is the one for wall on the line with the critical design response. W Gp - Wall group as listed in Sheathing and Framing Materials tables. For Dir - Direction of seismic force along shearline. H/W-Cub - Height -to -width factor from SDPWS table 4.3.4 notes 2, 3 or unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. V - ASD factored shear force. For shearline: total shearline force. For wall: force taken by the wall, 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 capacityof 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 unit shear capacityinc. perforation factor. V - For wall: combined shear capacity. For shearline: sum of all wail capacities on line. Crit Resp - Critical response = v/Total = design shear force/unit shear capacityfor critical segment on wall or shearline. 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. 27 WoodWorks® Shearwalls I ot2.wsw Jul. 1, 2013 13:19:22 HOLD-DOWN DESIGN ( flexible seismic design) Level 1 Line- Wall Posit'n Location (ft] X Y Shear Tensile ASD Holddown Force [Ibs] Dead Ev Cmb'd Hold-down Cap [Ibs] Crit Resp. Line 1 1-1 L End 0.00 0.12 3520 3520 HD9 8810 0.40 1-1 L Op 1 0.00 20.88 2153 2153 HD9 8810 0.24 1-1 R Op 1 0.00 24.13 673 673 HD9 8810 0.08 V Elem 0.00 30.13 501 501 Refer to upper level 1-1 R End 0.00 44.88 2540 2540 HD9 8810 0.29 Line 2 2-1 L End 67.00 0.12 3502 3502 HD9 8810 0.40 V Elem 67.00 13.38 1590 1590 Refer to upper level V Elem 67.00 20.63 1747 1747 Refer to upper level V Elem 67.00 34.88 1747 1747 Refer to upper level 2-1 R End 67.00 44.88 1913 1913 HD9 8810 0.22 Line A V Elem 14.13 0.00 103 103 Refer to upper level V Elem 15.88 0.00 228 228 Refer to upper level V Elem 26.13 0.00 1330 1330 Refer to upper level V Elem 28.38 0.00 1234 1234 Refer to upper level V Elem 36.63 0.00 1815 1815 Refer to upper level V Elem 39.88 0.00 1717 1717 Refer to upper level V Elem 48.13 0.00 1461 1461 Refer to upper level V Elem 49.38 0.00 900 900 Refer to upper level V Elem 65.63 0.00 900 900 Refer to upper level V Elem 66.88 0.00 1986 1986 Refer to upper level Line B B-1 L End 42.13 23.00 5905 5905 HD9 8810 0.67 B-1 R End 58.88 23.00 5905 5905 HD9 8810 0.67 Line C C-1 L End 0.12 45.00 -2208 0-1 L Op 1 5.88 45.00 1451 1451 HD9 8810 0.16 V Elem 12.13 45.00 335 335 Refer to upper level V Elem 18.88 45.00 1786 1786 Refer to upper level C-1 R Op 2 31.13 45.00 -0 C-1 L Op 3 33.87 45.00 1 1 HD9 8810 0.00 C-1 R Op 4 52.13 45.00 4900 4900 HD9 8810 0.56 V Elem 54.13 45.00 1959 1959 Refer to upper level C-1 R End 66.88 45.00 5999 5999 HD9 8810 0.68 Level 2 Tensile ASD Line- Location [ft] Holddown Force [Ibs] Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [Ibs] Resp. Line 1 1-1 L End 0.00 0.12 1624 1624 HD9 8810 0.18 1-1 L Op 1 0.00 23.88 1624 1624 HD9 8810 0.18 1-1 R Op 1 0.00 30.13 501 501 HD9 8810 0.06 1-1 R End 0.00 44.88 501 501 HD9 8810 0.06 Line 2 2-1 L End 67.00 0.12 1590 1590 HD9 8810 0.18 2-1 L Op 1 67.00 13.38 1590 1590 HD9 8810 0.18 2-1 R Op 1 67.00 20.63 1747 1747 HD9 8810 0.20 2-1 L Op 2 67.00 34.88 1747 1747 HD9 8810 0.20 Line A A-1 R Op 1 14.13 0.00 103 103 HD9 8810 0.01 A-1 L Op 2 17.87 0.00 103 103 HD9 8810 0.01 A-1 R Op 2 24.13 0.00 1661 1661 HD9 8810 0.19 A-1 L Op 3 29.38 0.00 1661 1661 HD9 8810 0.19 A-1 R Op 3 35.63 0.00 2242 2242 HD9 8810 0.25 A-1 L Op 4 41.88 0.00 2242 2242 HD9 8810 0.25 A-1 R Op 4 48.13 0.00 1986 1986 HD9 8810 0.23 A-1 L Op 5 53.88 0.00 1986 1986 HD9 8810 0.23 A-1 R Op 5 61.13 0.00 1986 1986 HD9 8810 0.23 A-1 R End 66.88 0.00 1986 1986 HD9 8810 0.23 Line C 0-1 R Op 1 7.13 45.00 1786 1786 HD9 8810 0.20 0-1 L Op 2 18.88 45.00 1786 1786 HD9 8810 0.20 C-1 R Op 4 54.13 45.00 1959 1959 HD9 8810 0.22 C-1 R End 66.88 45.00 1959 1959 HD9 8810 0.22 Legend: Line -Wall: At wall or opening - Shearline and wall number 28 WoodWorks® Shearwalls lot2. wsw Jul. 1, 2013 13:19:22 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 Hold-down Forces: Shear— Seismic shear overturning component, factored for ASD 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 = 0.140 x factored D. Refer to Seismic Information 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: Shear overturning force is horizontal seismic load effect Eh from ASCE 7 12.4.2. Uses load combination 8 from ASCE 7 2.4.1 = 0.6D + 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. 29 WoodWorks® Shearwalls Iot2.wsw Jul. 1, 2013 13:19:22 DRAG STRUT FORCES ( flexible seismic design Level 1 Line- Wall Position on Wall or Opening Location [ft] X Y Drag Strut Force [Ibs] ---> <--- Line 1 1-1 Left Opening 1 0.00 21.00 69 370 1-1 Right Opening 1 0.00 24.00 703 264 Line B B-1 Left Wall End 42.00 23.00 6889 6889 B-1 Right Wall End 59.00 23.00 1312 1312 Line C C-1 Left Opening 1 6.00 45.00 692 C-1 Right Opening 1 12.00 45.00 28 C-1 Left Opening 2 19.00 45.00 867 C-1 Right Opening 2 31.00 45.00 2305 C-1 Left Opening 3 34.00 45.00 2665 C-1 Right Opening 3 43.00 45.00 3743 C-1 Left Opening 4 48.00 45.00 4343 C-1 Right Opening 4 52.00 45.00 6234 4822 Level 2 Drag Strut Line- Position on Wall Location [ft] Force [Ibs] Wall or Opening X Y ---> <--- Line 1 1-1 Left Opening 1 0.00 24.00 1758 1758 1-1 Right Opening 1 0.00 30.00 992 992 Line 2 2-1 Left Opening 1 67.00 13.50 909 909 2-1 Right Opening 1 67.00 20.50 15 15 2-1 Left Opening 2 67.00 35.00 1276 1276 Line A A-1 Right Opening 1 14.00 0.00 1201 1201 A-1 Left Opening 2 18.00 0.00 1495 1495 A-1 Right Opening 2 24.00 0.00 2010 2010 A-1 Left Opening 3 29.50 0.00 1391 1391 A-1 Right Opening 3 35.50 0.00 1906 1906 A-1 Left Opening 4 42.00 0.00 711 711 A-1 Right Opening 4 48.00 0.00 1226 1226 A-1 Left Opening 5 54.00 0.00 313 313 A-1 Right Opening 5 61.00 0.00 913 913 Line C C-1 Right Opening 1 7.00 45.00 600 600 C-1 Left Opening 2 19.00 45.00 994 994 C-1 Right Opening 4 54.00 45.00 2008 2008 �egena: 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 1 or 2 ASCE 7 Low-rise comer; T = Transverse, L = Longitudinal Dragstrut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force, includes perforation factor Co. -> Load due to force in the west -to -east or south -to -north direction <- Load due to force in the east -to -west or north -to -south direction 30 WoodWorks® Shearwalls I ot2.wsw Jul. 1, 2013 13:19:22 DEFLECTION ( flexible seismic design Wall, segment W Gp Dir Srf v plf b ft h ft Bending A Defl sq.in in Shear Defl in Vn lbs Nail slip en in Deft in Hold Defl in Total Defl in Level 1 Line 1 1 1-1,1 S->N Ext 297.2 21.00 9.00 16.5 .004 .032 99 .005 .033 0.16 0.22 S->N Int 0.0 .000 0 .000 .000 N->S Ext 327.1 21.00 9.00 16.5 .004 .035 109 .006 .044 0.14 0.23 N->S Int 0.0 .000 0 .000 .000 1-1,2 S->N Ext 349.8 21.00 9.00 16.5 .004 .038 117 .008 .053 0.13 0.22 S->N Int 0.0 .000 0 .000 .000 N->S Ext 319.9 21.00 9.00 16.5 .004 .034 107 .006 .041 0.15 0.23 N->S Int 0.0 .000 0 .000 .000 Line 2 1 2-1 S->N Ext 301.9 45.00 9.00 16.5 .002 .033 101 .005 .034 0.07 0.14 S->N Int 0.0 .000 0 .000 .000 N->S Ext 301.9 45.00 9.00 16.5 .002 .033 101 .005 .034 0.07 0.13 N->S Int 0.0 .000 0 .000 .000 LineB 2 B-1 Both Both 923.5 17.00 9.00 16.5 .014 .050 154 .018 .123 0.22 0.41 LineC 3 C-1,1 W->E Both 0.0 6.00 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 E->W Both 561.1 6.00 9.00 16.5 .024 .030 70 .002 .011 0.51 0.57 C-1,2 Both Both 0.0 7.00 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 C-1,3 Both Both 0.0 3.00 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 C-1,4 Both Both 0.0 5.00 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 0-1,5 W->E Both 764.9 15.00 9.00 16.5 .013 .041 96 .004 .029 0.24 0.32 E->W Both 540.5 15.00 9.00 16.5 .009 .029 68 .002 .010 0.24 0.29 Wall, segment W Gp Dir Srf v b h Bending A Defl Shear Defl Vn Nail slip en Defl Hold Dell Total Defl plf ft ft sq.in in in lbs in in in in Level 2 Line 1 1 1-1,1 Both Ext 287.1 24.00 8.00 16.5 .002 .028 96 .004 .026 0.12 0.18 Both Int 0.0 .000 0 .000 .000 1-1,2 Both Ext 87.9 15.00 8.00 16.5 .001 .008 29 .000 .001 0.16 0.18 Both Int 0.0 .000 0 .000 .000 Line 2 1 2-1,1 Both Ext 278.6 13.50 8.00 16.5 .004 .027 93 .004 .024 0.21 0.27 Both Int 0.0 .000 0 .000 .000 2-1,2 Both Ext 306.7 14.50 8.00 16.5 .004 .029 102 .005 .032 0.20 0.27 Both Int 0.0 .000 0 .000 .000 2-1,3 Both Ext 0.0 8.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 Line A 1 A-1,2 Both Ext 17.3 4.00 8.00 16.5 .001 .002 6 .000 .000 0.58 0.59 Both Int 0.0 .000 0 .000 .000 A-1,3 Both Ext 283.2 5.50 8.00 16.5 .009 .027 94 .004 .025 0.52 0.58 Both Int 0.0 .000 0 .000 .000 A-1,4 Both Ext 385.0 6.50 8.00 16.5 .011 .037 128 .011 .063 0.47 0.58 Both Int 0.0 .000 0 .000 .000 A-1,5 Both Ext 339.9 6.00 8.00 16.5 .010 .033 113 .007 .043 0.50 0.58 Both Int 0.0 .000 0 .000 .000 A-1,6 Both Ext 339.9 6.00 8.00 16.5 .010 .033 113 .007 .043 0.50 0.58 Both Int 0.0 .000 0 .000 .000 Line C 1 C-1,1 Both Ext 0.0 5.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 0-1,2 Both Ext 312.2 12.00 8.00 16.5 .005 .030 104 .006 .034 0.24 0.31 Both Int 0.0 .000 0 .000 .000 C-1,4 Both Ext 0.0 5.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 0-1,5 Both Ext 343.1 13.00 8.00 16.5 .005 .033 114 .007 .045 0.23 0.31 Both Int 0.0 .000 0 .000 .000 �egena: Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline 8 W Gp - Wall design group, refer to Sheathing and Framing Materials Dir- Force direction Srf- Wall surface, interior or exterior for perimeter walls, 1 or 2 for interior partitions v- Unfactored (strength -level) shear force per unit foot on wall segment = ASD force/0.70 b - Width of wall segment between openings h - Wall height 31 WoodWorks® Shearwalls Iot2.wsw Jul. 1, 2013 13:19:22 HOLD-DOWN DISPLACEMENT ( flexible seismic design) Wall, segment Dir Hold- down Uplift force Ibs Elong / Disp Manuf Add in in da in Slippage Pf Ibs da in Shrink da in Crush+ Extra in Total da in Hold Defl in Level 1 Line 1 1-1,1 S->N HD9 5028 .077 .001 0.078 - - 0.248 0.04 0.37 0.16 N->S HD9 3076 .047 .001 0.048 - - 0.248 0.04 0.34 0.14 1-1,2 S->N HD9 962 .015 .000 0.015 - - 0.248 0.04 0.30 0.13 N->S HD9 3629 .055 .001 0.056 - - 0.248 0.04 0.34 0.15 Line 2 2-1 S->N HD9 5003 .076 .001 0.077 - - 0.248 0.04 0.36 0.07 N->S HD9 2733 .042 .001 0.042 - - 0.248 0.04 0.33 0.07 Line B 8-1 Both HD9 8436 .129 .002 0.131 - - 0.248 0.04 0.42 0.22 Line C C-1,1 W->E HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 E->W HD9 1082 .049 .001 0.049 - - 0.248 0.04 0.34 0.51 C-1,2 W->E HD9 479 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 E->W HD9 2552 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 C-1,3 Both HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 C-1,4 Both HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 0-1,5 W->E HD9 7000 .107 .002 0.108 - - 0.248 0.04 0.40 0.24 E->W HD9 8570 .118 .002 0.120 - - 0.248 0.04 0.41 0.24 Wall, segment Dir Hold- down Uplift force Elong / Disp Manuf Add da Slippage Pf da Shrink da Crush+ Extra Total da Hold Defl Ibs in in in Ibs in in in in in Level 2 Line 1 1-1,1 Both HD9 2321 .071 .000 0.071 - - 0.248 0.04 0.36 0.12 1-1,2 Both HD9 715 .022 .000 0.022 - - 0.248 0.04 0.31 0.16 Line 2 2-1,1 Both HD9 2271 .069 .000 0.069 - - 0.248 0.04 0.36 0.21 2-1,2 Both HD9 2496 .076 .000 0.076 - - 0.248 0.04 0.36 0.20 2-1,3 Both HD9 0 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 Line A A-1,2 Both HD9 148 .005 .000 0.005 - - 0.248 0.04 0.29 0.58 A-1,3 Both HD9 2373 .072 .000 0.072 - - 0.248 0.04 0.36 0.52 A-1,4 Both HD9 3203 .098 .000 0.098 - - 0.248 0.04 0.39 0.47 A-1,5 Both HD9 2837 .087 .000 0.087 - - 0.248 0.04 0.37 0.50 A-1,6 Both HD9 2837 .087 .000 0.087 - - 0.248 0.04 0.37 0.50 Line C C-1,1 Both HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 0-1,2 Both HD9 2551 .078 .000 0.078 - - 0.248 0.04 0.37 0.24 C-1,4 Both HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 0-1,5 Both HD9 2799 .085 .000 0.085 - - 0.248 0.04 0.37 0.23 Legend: Wall, segment - Wall and segment between openings, e.g. 8-3, 2 = second segment on Wall 3 on Shearline 8 Dir - Force direction Uplift force (P) -Unfactored (strength -level) accumulated hold-down tension force from overturning, dead and wind uplift da - Vertical displacements due to the following components: Elong/Disp - Elongation when slippage calculated separately; displacement when combined elongation/slippage used Manuf- Using manufacturer's value for anchor bolt length, or no bolt contribution for connector -only elongation. Unless marked with * = (ASD uplift force /ASD hold-down capacity) x max strength -level elongation or displacement * - Maximum strength -level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness. Add - Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector -only elongation = PL / (Ab x Es ); Ab - bolt cross -sectional area; Es = steel modulus = 29000000 psi; L = Lb - Lh; Lb = Total bolt length shown in Storey Information table; Lh = Manufacturer's anchor bolt length for given displacement/elongation from hold-down database. Slippage - Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation Pf = Unfactored uplift force P / number of fasteners Bolts: = Pf/ (270,000 D"1.5) (NDS 10.3.6) ; D = bolt diameter Nails: = en, fromSDPWS Table C4.2.2D using Pf for Vn and values for Wood Structural Panel Shrink - Wood shrinkage = 0.002 x (19% fabrication - 10% in-service moisture contents) x Ls Ls = Perp.-to-grain length between fasteners subject to shrinkage, shown in Storey Information table Crush + Extra - 0.04" wood crushing at compression end of wall segment plus extra displacement due to mis-cuts, gaps, etc. Total da = Elong/Disp + Slippage + Shrink + Crush + Extra Hold Defl - Horizontal deflection = h/b x da (4th term in the deflection equation SDPWS C4.3.2-1) h = wall height b = segment length between openings; h,b values in Deflection table 33 WoodWorks® Shearwalls lot2.wsw Jul. 1, 2013 13:19:22 STORY DRIFT ( flexible seismic design Level Dir Wall height ft Cd Actual Story Drift (in) I Max Line dxe Max dx Allowable Story Drift hsx Delta a Ratio ft in 1 9.00 9.83 2.70 N->S 2.0 1.00 0.23 1 0.45 0.17 S->N 2.0 1.00 0.23 1 0.45 0.17 E->W 2.0 1.00 0.57 C 1.14 0.42 W->E 2.0 1.00 0.57 C 1.14 0.42 2 8.00 8.00 2.40 N->S 2.0 1.00 0.27 2 0.53 0.22 S->N 2.0 1.00 0.27 2 0.53 0.22 E->W 2.0 1.00 0.59 A 1.17 0.49 W->E 2.0 1.00 0.59 A 1.17 0.49 Legend: Cd - Deflection amplification factor from ASCE 7 Table 12.2-1, used in Eq'n 12.8-15. I - Importance factor Max dxe - Largest deflection for any shearline on level in this direction; refer to Deflections table Line - Shearline with largest deflection hsx - Story height in ASCE Table 12.12-1 = Height of walls plus joist depth between this level and the one above. Max dx - Largest amplified deflection on level in this direction using ASCE 7 Eq'n 12.8-15 Delta a = Allowable story drift on this level from ASCE 7 Table 12.12-1 Ratio - Proportion of allowable storey drift experienced, on this level in this direction. 34 WoodWorks® Shearwalls Iot2.wsw Jul. 1, 2013 13:19:22 Rigid Diaphragm Seismic Design SEISMIC INFORMATION Level Mass [Ibs] Area Isq.ft] Story Shear ribs] E-W N-S Redundancy Factor p E-W N-S 2 41390 3015.0 16416 16416 - - 1 49190 3015.0 10758 10758 - - All 90580 - 27174 27174 1.00 1.00 Legend: Building mass — Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-11. Storey shear— Total unfactored (strength -level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Redundancy factor p (rho)- Automatically calculated according to ASCE 712.3.4.2. Vertical Earthquake Load Ev Ev = 0.2 Sds D; Sds = 0.60; Ev = 0.120 D unfactored; 0.084 D factored; total dead load factor: 0.6 - 0.084 = 0.516 tension, 1.0 + 0.084 = 1.084 compression. 35 WoodWorks® Shearwalls I ot2.wsw Jul. 1, 2013 13 :19: 22 SHEAR REI/C.TS ( rigid seismic design North -Sou . Shearlines W For Int Ext ASD Shear Force [pig V [Ibs] vmax v Int Allowable Shear [pit] Ext Co C Total V [Ibs] Crit. Resp. Op ---Dt Line 1 Level 2 Ln1, Lev2 Level 1 Ln1, Levl Line 2 Level 2 Ln2, Lev2 Level 1 Ln2, Levl 1 1 1 1 1 1 Both S->N N->S Both S->N N->S 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 6453 10305 10296 6028 10520 10532 215.1 262.9 248.4 224.3 233.8 234.0 215.1 262.9 248.4 224.3 233.8 234.0 125 125 125 125 125 125 380 380 380 380 380 380 1.00 1.00 1.00 1.00 1.00 1.00 X X X X X X 380 380 380 380 380 380 14820 15960 15960 13680 17100 17100 0.57 0.69 0.65 0.59 0.62 0.62 East-West W For H/W-Cub ASD Shear Force [pif] Allowable Shear [pif] Crit. Shearlines Gp Dir Int Ext V [Ibs] vmax v Int Ext Co C Total V [Ibs] Resp. Line A Level 2 LnA, Lev2 1 Both 1.0 1.0 3948 203.2 203.2 125 380 1.00 X 380 10640 0.53 Line B Level 1 LnB, Levl 2 W->E 1.0 1.0 10379 610.5 610.5 380 380 1.00 A 760 12920 0.80 2 E->W 1.0 1.0 10498 617.5 617.5 380 380 1.00 A 760 12920 0.81 Line C Level 2 LnC, Lev2 1 Both 1.0 1.0 7740 317.2 317.2 125 380 1.00 X 380 13300 0.83 Level 1 LnC, Levl 3 W->E .67 .67 8845 589.6 589.6 327 327 1.00 A 653 23520 0.90 3 E->W .67 .67 8721 567.1 567.1 327 327 1.00 A 653 23520 0.87 egeno: 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 group as listed in Sheathing and Framing Materials tables. For Dir- Direction of seismic force along shearline. H/W-Cub - Height -to -width factor from SDPWS table 4.3.4 notes 2,3 or unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. V - ASD factored shear force. For shearline: total shearline force. For wall: force taken by the wall, 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 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. 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. 36 WoodWorks® Shearwalls Iot2.wsw Jul. 1, 2013 13:19:22 HOLD-DOWN DESIGN 1 rigid seismic design Level 1 Line- Wall Posit'n Location [ft] X Y Shear Tensile ASD Holddown Force Ohs] Dead Ev Cmb'd Hold-down Cap [Ibs] Crit Resp. Line 1 1-1 L End 0.00 0.12 3814 3814 HD9 8810 0.43 1-1 L Op 1 0.00 20.88 2335 2335 HD9 8810 0.27 1-1 R Op 1 0.00 24.13 729 729 HD9 8810 0.08 V Elem 0.00 30.13 700 700 Refer to upper level 1-1 R End 0.00 44.88 2904 2904 HD9 8810 0.33 Line 2 2-1 L End 67.00 0.12 3791 3791 HD9 8810 0.43 V Elem 67.00 13.38 1675 1675 Refer to upper level V Elem 67.00 20.63 1826 1826 Refer to upper level V Elem 67.00 34.88 1826 1826 Refer to upper level V Elem 67.00 37.13 1 1 Refer to upper level 2-1 R End 67.00 44.88 2119 2119 HD9 8810 0.24 Line A V Elem 15.88 0.00 185 185 Refer to upper level V Elem 26.13 0.00 800 800 Refer to upper level V Elem 28.38 0.00 692 692 Refer to upper level V Elem 36.63 0.00 1398 1398 Refer to upper level V Elem 39.88 0.00 1295 1295 Refer to upper level V Elem 48.13 0.00 981 981 Refer to upper level V Elem 49.38 0.00 624 624 Refer to upper level V Elem 65.63 0.00 624 624 Refer to upper level V Elem 66.88 0.00 1377 1377 Refer to upper level Line B B-1 L End 42.13 23.00 5577 5577 HD9 8810 0.63 0-1 R End 58.88 23.00 5641 5641 HD9 8810 0.64 Line C C-1 L End 0.12 45.00 -5325 0-1 L Op 1 5.88 45.00 3325 3325 HD9 8810 0.38 V Elem 12.13 45.00 462 462 Refer to upper level V Elem 18.88 45.00 2462 2462 Refer to upper level C-1 R Op 2 31.13 45.00 -0 0-1 L Op 3 33.87 45.00 1 1 HD9 8810 0.00 0-1 R Op 4 52.13 45.00 5396 5396 HD9 8810 0.61 V Elem 54.13 45.00 2587 2587 Refer to upper level 0-1 R End 66.88 45.00 5832 5832 HD9 8810 0.66 Level 2 Tensile ASD Line- Location [ft] Holddown Force [Ibs] Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Holddown fibs] Resp. Line 1 1-1 L End 0.00 0.12 1739 1739 HD9 8810 0.20 1-1 L Op 1 0.00 23.88 1739 1739 HD9 8810 0.20 1-1 R Op 1 0.00 30.13 700 700 HD9 8810 0.08 1-1 R End 0.00 44.88 700 700 HD9 8810 0.08 Line 2 2-1 L End 67.00 0.12 1675 1675 HD9 8810 0.19 2-1 L Op 1 67.00 13.38 1675 1675 HD9 8810 0.19 2-1 R Op 1 67.00 20.63 1826 1826 HD9 8810 0.21 2-1 L Op 2 67.00 34.88 1826 1826 HD9 8810 0.21 2-1 R Op 2 67.00 37.13 1 1 HD9 8810 0.00 2-1 R End 67.00 44.88 1 1 HD9 8810 0.00 Line A A-1 R Op 2 24.13 0.00 985 985 HD9 8810 0.11 A-1 L Op 3 29.38 0.00 985 985 HD9 8810 0.11 A-1 R Op 3 35.63 0.00 1691 1691 HD9 8810 0.19 A-1 L Op 4 41.88 0.00 1691 1691 HD9 8810 0.19 A-1 R Op 4 48.13 0.00 1377 1377 HD9 8810 0.16 A-1 L Op 5 53.88 0.00 1377 1377 HD9 8810 0.16 A-1 R Op 5 61.13 0.00 1377 1377 HD9 8810 0.16 A-1 R End 66.88 0.00 1377 1377 HD9 8810 0.16 Line C 0-1 R Op 1 7.13 45.00 2462 2462 HD9 8810 0.28 C-1 L Op 2 18.88 45.00 2462 2462 HD9 8810 0.28 0-1 R Op 4 54.13 45.00 2587 2587 HD9 8810 0.29 0-1 R End 66.88 45.00 2587 2587 HD9 8810 0.29 Legend: Line -Wall: At wall or opening - Shearline and wall number 37 WoodWorks® Shearwalls lot2. wsw Jul. 1, 2013 13:19:22 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 Hold-down Forces: Shear— Seismic shear overturning component, factored for ASD 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 = -02Sds x ASD seismic factor x unfactored D = 0.140 x factored D. Refer to Seismic Information 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: Shear overturning force is horizontal seismic load effect Eh from ASCE 7 12.4.2. Uses load combination 8 from ASCE 7 2.4.1 = 0.6D + 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. 38 WoodWorks® Shearwalls lot2.wsw Jul. 1, 2013 13:19:22 DRAG STRUT FORCES ( rigid seismic design Level 1 Line- Wall Position on Wall or Opening Location [ft] X Y Drag Strut Force [Ibs] ---> <--- Line 1 1-1 Left Opening 1 0.00 21.00 25 411 1-1 Right Opening 1 0.00 24.00 712 275 Line B B-1 Left Wall End 42.00 23.00 6506 6581 B-1 Right Wall End 59.00 23.00 1239 1253 Line C C-1 Left Opening 1 6.00 45.00 2621 C-1 Right Opening 1 12.00 45.00 1840 C-1 Left Opening 2 19.00 45.00 929 C-1 Right Opening 2 31.00 45.00 633 C-1 Left Opening 3 34.00 45.00 1023 C-1 Right Opening 3 43.00 45.00 2194 C-1 Left Opening 4 48.00 45.00 2845 C-1 Right Opening 4 52.00 45.00 6865 3366 Level 2 Drag Strut Line- Position on Wall Location [ft] Force [Ibs] Wall or Opening X Y ---> <--- Line 1 1-1 Left Opening 1 0.00 24.00 1720 1720 1-1 Right Opening 1 0.00 30.00 860 860 Line 2 2-1 Left Opening 1 67.00 13.50 966 966 2-1 Right Opening 1 67.00 20.50 28 28 2-1 Left Opening 2 67.00 35.00 1339 1339 2-1 Right Opening 2 67.00 37.00 1071 1071 Line A A-1 Right Opening 2 24.00 0.00 1414 1414 A-1 Left Opening 3 29.50 0.00 1092 1092 A-1 Right Opening 3 35.50 0.00 1445 1445 A-1 Left Opening 4 42.00 0.00 507 507 A-1 Right Opening 4 48.00 0.00 861 861 A-1 Left Opening 5 54.00 0.00 224 224 A-1 Right Opening 5 61.00 0.00 637 637 Line C C-1 Right Opening 1 7.00 45.00 809 809 C-1 Left Opening 2 19.00 45.00 1421 1421 C-1 Right Opening 4 54.00 45.00 2623 2623 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 1 or 2 ASCE 7 Low-rise comer; T = Transverse, L = Longitudinal Dragstrut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force, includes perforation factor Co. -> Load due to force in the west -to -east or south -to -north direction <- Load due to force in the east -to -west or north -to -south direction 39 • WoodWorks® Shearwalls Iot2.wsw Jul. 1, 2013 13:19:22 DEFLECTION ( rigid seismic design Wall, segment W Gp Dir Srf v plf b ft h ft Bending A Defl sq.in in Shear Defl in Vn Ibs Nail slip en in Defl in Hold Defl in Total Defl in Level 1 Line 1 1 1-1,1 S->N Ext 325.4 21.00 9.00 16.5 .004 .035 108 .006 .043 0.16 0.24 S->N Int 0.0 .000 0 .000 .000 N->S Ext 354.8 21.00 9.00 16.5 .004 .038 118 .008 .056 0.15 0.24 N->S Int 0.0 .000 0 .000 .000 1-1,2 S->N Ext 375.6 21.00 9.00 16.5 .005 .040 125 .010 .066 0.13 0.24 S->N Int 0.0 .000 0 .000 .000 N->S Ext 345.6 21.00 9.00 16.5 .004 .037 115 .008 .051 0.15 0.24 N->S Int 0.0 .000 0 .000 .000 Line 2 1 2-1 S->N Ext 334.0 45.00 9.00 16.5 .002 .036 111 .007 .046 0.07 0.16 S->N Int 0.0 .000 0 .000 .000 N->S Ext 334.3 45.00 9.00 16.5 .002 .036 111 .007 .047 0.07 0.15 N->S Int 0.0 .000 0 .000 .000 Line B 2 B-1 W->E Both 872.2 17.00 9.00 16.5 .013 .047 145 .015 .104 0.22 0.38 E->W Both 882.2 17.00 9.00 16.5 .013 .048 147 .016 .107 0.22 0.39 Line C 3 C-1,1 W->E Both 0.0 6.00 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 E->W Both 302.5 6.00 9.00 16.5 .013 .016 38 .000 .002 0.06 0.09 C-1,2 Both Both 0.0 7.00 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 C-1,3 Both Both 0.0 3.00 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 C-1,4 Both Both 0.0 5.00 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 0-1,5 W->E Both 842.3 15.00 9.00 16.5 .014 .045 105 .006 .039 0.24 0.34 E->W Both 709.5 15.00 9.00 16.5 .012 .038 89 .003 .023 0.27 0.34 Wall, segment W Gp Dir Srf v b h Bending A Defl Shear Defl Vn Nail slip en Defl Hold Defl Total Defl pif ft ft sq.in in in lbs in in in in Level 2 Line 1 1 1-1,1 Both Ext 307.3 24.00 8.00 16.5 .002 .029 102 .005 .032 0.12 0.18 Both Int 0.0 .000 0 .000 .000 1-1,2 Both Ext 123.0 15.00 8.00 16.5 .001 .012 41 .000 .002 0.17 0.18 Both Int 0.0 .000 0 .000 .000 Line 2 1 2-1,1 Both Ext 293.6 13.50 8.00 16.5 .004 .028 98 .005 .028 0.21 0.27 Both Int 0.0 .000 0 .000 .000 2-1,2 Both Ext 320.5 14.50 8.00 16.5 .004 .031 107 .006 .036 0.20 0.27 Both Int 0.0 .000 0 .000 .000 2-1,3 Both Ext 0.2 8.00 8.00 16.5 .000 .000 0 .000 .000 0.29 0.29 Both Int 0.0 .000 0 .000 .000 Line A 1 A-1,2 Both Ext 0.0 4.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 A-1,3 Both Ext 167.9 5.50 8.00 16.5 .005 .016 56 .001 .005 0.48 0.51 Both Int 0.0 .000 0 .000 .000 A-1,4 Both Ext 290.4 6.50 8.00 16.5 .008 .028 97 .005 .027 0.44 0.51 Both Int 0.0 .000 0 .000 .000 A-1,5 Both Ext 235.7 6.00 8.00 16.5 .007 .023 79 .002 .014 0.46 0.51 Both Int 0.0 .000 0 .000 .000 A-1,6 Both Ext 235.7 6.00 8.00 16.5 .007 .023 79 .002 .014 0.46 0.51 Both Int 0.0 .000 0 .000 .000 Line C 1 C-1,1 Both Ext 0.0 5.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 0-1,2 Both Ext 430.4 12.00 8.00 16.5 .006 .041 143 .015 .089 0.26 0.40 Both Int 0.0 .000 0 .000 .000 C-1,4 Both Ext 0.0 5.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 0-1,5 Both Ext 453.2 13.00 8.00 16.5 .006 .043 151 .017 .104 0.25 0.40 Both Int 0.0 .000 0 .000 .000 �egena: Wall, segment - Wall and segment between openings, e.g. 8-3, 2 = second segment on Wall 3 on Shearline 8 W Gp - Wall design group, refer to Sheathing and Framing Materials Dir - Force direction Srf- Wall surface, interior or exterior for perimeter walls, 1 or 2 for interior partitions v - Unfactored (strength -level) shear force per unit foot on wall segment = ASD force/0.70 b - Width of wall segment between openings 40 WoodWorks® Shearwalls Iot2.wsw Jul. 1, 2013 13:19:22 HOLD-DOWN DISPLACEMENT 1 rigid seismic design Wall, segment Dir Hold- down Uplift force Ibs Elong / Disp Manuf Add in in da in Slippage Pf Ibs da in Shrink da in Crush+ Extra in Total da in Hold Defl in Level 1 Line 1 1-1,1 S->N HD9 5448 .083 .001 0.084 - - 0.248 0.04 0.37 0.16 N->S HD9 3336 .051 .001 0.052 - - 0.248 0.04 0.34 0.15 1-1,2 S->N HD9 1041 .016 .000 0.016 - - 0.248 0.04 0.30 0.13 N->S HD9 4148 .063 .001 0.064 - - 0.248 0.04 0.35 0.15 Line 2 2-1 S->N HD9 5415 .083 .001 0.084 - - 0.248 0.04 0.37 0.07 N->S HD9 3027 .046 .001 0.047 - - 0.248 0.04 0.33 0.07 Line B B-1 W->E HD9 7967 .122 .002 0.123 - - 0.248 0.04 0.41 0.22 E->W HD9 8058 .123 .002 0.125 - - 0.248 0.04 0.41 0.22 Line C C-1,1 W->E HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 E->W HD9 4750 .000 .000 0.000 - - 0.000 0.04 0.04 0.06 C-1,2 W->E HD9 660 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 E->W HD9 3517 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 C-1,3 Both HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 C-1,4 W->E HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 E->W HD9 0 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 C-1,5 W->E HD9 7709 .118 .002 0.119 - - 0.248 0.04 0.41 0.24 E->W HD9 8332 .155 .002 0.158 - - 0.248 0.04 0.45 0.27 Wall, segment Dir Hold- down Uplift force Elong / Disp Manuf Add da Slippage Pf da Shrink da Crush+ Extra Total da Hold Defl Ibs in in in Ibs in in in in in Level 2 Line 1 1-1,1 Both HD9 2484 .076 .000 0.076 - - 0.248 0.04 0.36 0.12 1-1,2 Both HD9 1000 .031 .000 0.031 - - 0.248 0.04 0.32 0.17 Line 2 2-1,1 Both HD9 2393 .073 .000 0.073 - - 0.248 0.04 0.36 0.21 2-1,2 Both HD9 2609 .080 .000 0.080 - - 0.248 0.04 0.37 0.20 2-1,3 Both HD9 1 .000 .000 0.000 - - 0.248 0.04 0.29 0.29 Line A A-1,2 Both HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 A-1,3 Both HD9 1407 .043 .000 0.043 - - 0.248 0.04 0.33 0.48 A-1,4 Both HD9 2416 .074 .000 0.074 - - 0.248 0.04 0.36 0.44 A-1,5 Both HD9 1967 .060 .000 0.060 - - 0.248 0.04 0.35 0.46 A-1,6 Both HD9 1967 .060 .000 0.060 - - 0.248 0.04 0.35 0.46 Line C C-1,1 Both HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 C-1,2 Both HD9 3517 .107 .000 0.107 - - 0.248 0.04 0.39 0.26 C-1,4 Both HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 C-1,5 Both HD9 3696 .113 .000 0.113 - - 0.248 0.04 0.40 0.25 �egeno: Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline 8 Dir - Force direction Uplift force (P) -Unfactored (strength -level) accumulated hold-down tension force from overturning, dead and wind uplift da - Vertical displacements due to the following components: Elong/Disp - Elongation when slippage calculated separately; displacement when combined elongation/slippage used Manuf - Using manufacturer's value for anchor bolt length, or no bolt contribution for connector -only elongation. Unless marked with * = (ASD uplift force /ASD hold-down capacity) x max strength -level elongation or displacement * - Maximum strength -level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness. Add - Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector -only elongation = PL / (Ab x Es ); Ab - bolt cross -sectional area; Es = steel modulus = 29000000 psi; L = Lb - Lh; Lb = Total bolt length shown in Storey Information table; Lh = Manufacturer's anchor bolt length for given displacement/elongation from hold-down database. Slippage - Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation Pf = Unfactored uplift force P / number of fasteners Bolts: = Pf/ (270, 000 DA1.5) (NDS 10.3.6) ; D = bolt diameter Nails: = en, fromSDPWS Table C4.2.2D using Pf for Vn and values for Wood Structural Panel Shrink - Wood shrinkage = 0.002 x (19% fabrication - 10% in-service moisture contents) x Ls Ls = Perp.-to-grain length between fasteners subject to shrinkage, shown in Storey Information table Crush + Extra - 0.04" wood crushing at compression end of wall segment plus extra displacement due to mis-cuts, gaps, etc. Total da = Elong/Disp + Slippage + Shrink + Crush + Extra 42 WoodWorks® Shearwalls I ot2.wsw Jul. 1, 2013 13:19:22 STORY DRIFT ( rigid seismic design Level Dir Wall height ft Cd Actual Story Drift (in) I Max Line dxe Max dx Allowable Story Drift hsx Delta a Ratio ft in 1 9.00 9.83 2.70 N->S 2.0 1.00 0.24 1 0.49 0.18 S->N 2.0 1.00 0.24 1 0.49 0.18 E->W 2.0 1.00 0.39 B 0.77 0.29 W->E 2.0 1.00 0.39 B 0.77 0.29 2 8.00 8.00 2.40 N->S 2.0 1.00 0.29 2 0.58 0.24 S->N 2.0 1.00 0.29 2 0.58 0.24 E->W 2.0 1.00 0.51 A 1.01 0.42 W->E 2.0 1.00 0.51 A 1.01 0.92 Legend: Cd - Deflection amplification factor from ASCE 7 Table 12.2-1, used in Eq'n 12.8-15. I - Importance factor Max dxe - Largest deflection for any shearline on level in this direction; refer to Deflections table Line - Shearline with largest deflection hsx - Story height in ASCE Table 12.12-1 = Height of walls plus joist depth between this level and the one above. Max dx - Largest amplified deflection on level in this direction using ASCE 7 Eq'n 12.8-15 Delta a = Allowable story drift on this level from ASCE 7 Table 12.12-1 Ratio - Proportion of allowable storey drift experienced, on this level in this direction. 44 FOUNDATION EVALUATION ,�o r/a oi _ C ' s 6 .4 /2,1.4,47. , ,-7 P.M- ,r am, Ge 2L s ,Go Grp as 7 G"/4-t / S 72- Gc' 042 S -7 Ld C) &Fad` (Z tbGel S� X¢S p5� = l�f Z �GG l2S ; /- t nod,. o � �LS A-iv0 VC7, i lSa P• "s 0 s ids 5 .,mod 4 /, © 'Q 6'c-r=- 0 Li c9,r,�Gc pc am } 2,47S'pc-P o 1 z � k.' ?s._6d A7 = /-�dp sz //©do G/ , 42 ©04--1D s _ ' /a ///4-i s z. Z i 0 f ©cam — 3� p c.P as Pfro 28 re. /6, = /2 I/4, Cr/o, o -rem P, F. P� F - /f, /4' X4' X 2(4 7N) f (14_ :_ /6 sr- 490 0 6440 — 9zD ©f- /,349 City of Tukwila Department of Community Development 7/1/2015 GURDIP SINGH 4642 S 146 ST TUKWILA, WA 98168 RE: Permit No. D14-0316 SINGH RESIDENCE 14811 46 LN S Dear Permit Holder: Jim Haggerton, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 8/19/2015. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 8/19/2015, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D14-0316 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 truce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnical 14245 59th Ave. S. Tukwila, WA 98168 Cell: 206-571-8794 October 14, 2014 City of Tukwila Attn: Allen Johannessen, Plans Examiner Subject: Residential Shear Calculations, New Residence, Permit # D14-0316 Dear Sir: This is to verify that the Woodworks Program calculations previously used for the structural shear calculations for this building, and which were based on the IBC 2009 Code, are substantially compliant with the current IBC 2012 Code. Based on the above, the previously prepared shear calculations may be considered as valid for use for this project without additional evaluation. Thank you for your assistance. Sincerely Bruce S. MacVeigh, P. Civil Engineer garysinghltr/1400 EXPIRES: 4,/24//) /1 '/! 031b CORRECTION LTR# RECEIVED CITY OF TUKWILA OCT 1 6 2014 PERMIT CENTER City of Tukwila Department of Community Development 12/1/2015 GURDIP SINGH 4642 S 146 ST TUKWILA, WA 98168 RE: Permit No. D14-0316 SINGH RESIDENCE 14811 46 LN S Dear Permit Holder: Jim Haggerton, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 1/19/2016. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 1/19/2016, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, 11) Rachelle Ripley Permit Technician File No: D14-0316 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Department of Community Development October 15, 2014 GURDIP SINGH 4642 S 146 ST TUKWILA, WA 98168 RE: Correction Letter # 1 COMBOSFR Permit Application Number D14-0316 SINGH RESIDENCE - 14811 46 LN S Dear GURDIP SINGH, 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: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) Structural Drawings and structural calculations sheets by a registered engineer shall have a current signed stamp -seal. Architectural design sheets and documents by a registered architect shall also have a current signed stamp -seal. (BUILDING REVIEW NOTES) 1. In the Structural Calculations, Page 1 of WoodWorks Shearwalls software specifies Design Code for IBC 2009. Verify if those calculations are in compliance with the current 2012 IBC. 2. 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) 3. Energy code notes and tables on page 9 reference out of date energy codes. Revise notes and tables to reflect current 2012 Washington energy codes. In addition provide specifications for type of whole -house mechanical ventilation system. New current energy codes now require inspections for energy efficiency, duct testing etc. Provide that documentation and requirements as specified in WSEC. (IRC M1507.3 with WSA & Washington State Energy Code R401.1) 4. Provide "U" values for doors and windows in the table. Provide a completed 2012 "Glazing Schedule" form for window and doors. Schedules and forms including other helpful energy code resources can be found at: http://www.energy. wsu.edu/BuildingEfficiency/EnergyCode.aspx#EnergyCodeWorksheets This website is also helpful in providing other energy code compliance tools. (2012 WSEC R402.1.4) 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 accepted through the mail or by a messenger service. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 If you have any questions, I can be reached at 206-431-3655. Sincerely, -1);.-LP Bill Rambo Permit Technician File No. D14-0316 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWAgov sY( UBMI3 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: /V - /G l w Plan Check/Permit Number: - /y- o 3 /' /IF Response to Incomplete Letter # Response to Correction Letter # i ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Project Address: 1 L(Z fl 1-{ Q t L N .sot- Contact Person: (I y Phone Number: Z ° (0 2k k let 00 Summary of Revision: ( �-{ A i _' r S ) coyr e is ew: �A fi 16 2014 Y Sheet Number(s): 8 L-e tees w ► i4 "Cloud" or highlight a l areas of revision including date of revision Received at the City of Tukwila Permit Center by: —Entered in TRAKiT on to its -•'( y C:\Users\jennifer-m\AppData\Local\Microsoft\Windows\Temporary Internet Piles\Content.outlook\DBTRCMFb\Revision Submittal Fonn.doc Revised: March 2014 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0316 DATE: 10/16/14 PROJECT NAME: SINGH RESIDENCE SITE ADDRESS: 1481146 LN S Original Plan Submittal X Response to Correction Letter # 1 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Building Division Public Works ❑ Fire Prevention Structural n U Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 10/21/14 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 11/18/14 Approved Corrections Required Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW 0 Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0316 PROJECT NAME: SINGH RESIDENCE SITE ADDRESS: 1481146 LN S X Original Plan Submittal Response to Correction Letter # DATE: 09/29/14 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Pe- P (Di vQ Itr\ Building Division f)ItY0 INC/ tin Vi( Public Works Fire Prevention Structural CPL Planning Division Permit Coordinator 0-14-4 PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 09/30/14 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 10/28/14 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: jQ-I5-1�1 Bldg' Fire 0 Ping ❑ PW 0 Staff Initials: 144 12/18/2013 CITY OF TUKWILA Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 tiUN 22 2009 • Permit Center/Building Division: 206-431-3 6 70 Public Works Department: 206-433-0179 Planning Division: 206-431-3670 l�Vdf�a.vw.: CERTIFICATE OF WATER AVAILABILITY Required only if outside City of Tukwila water district PERMIT NO.: art A: completed by. applica Site address (attach map and legal description showing hydrant location and size of main): o. /S 4^1As s'--4,4,- �tiL ��x L _ A ,S'19 g Qwner lnformatioh .. ' ' , s •` A = + , , ...� Aent/C'° ` t Personu`` Name: Lb-WOt�O .0 Sr 71.14C_ Name: Address: if Rvi v 1 j(/ 2 14_5Tvk_ Address: Phone:' L 2'-1 �-t —I `� t 0 Phone: This certificate is for the purposes of: ❑ Residential Building Permit ❑ Commercial/Industrial Building Permit ❑ Rezone ❑ Preliminary Plat n Short Subdivision O Other Estimated number of service connections and water meter size(s): 7 �1°� (4 /Y.e, e' Vehicular distance from nearest hydrant to the closest point of structure is 7 b ft. Area is served by (Water Utility District): • 12-Y (/ Owner/Agent Signature (c4 (oc\. t Id) Date otriplete 1. 2. The proposed project is within No improvements required. tK (City/County) 3. The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: n_3 (Use separate sheet if more room is needed) 4. Based upon the improvements listed above, water can be provided and will be available at the site with a flow of /6, 9 ig gpm at 20 psi residual for a duration of 2 hours at a velocity of fps as documented by the attached calculations. 5. Water availability: 2�cceptable service can be provided to this project RECEIVED ❑ Acceptable service cannot be provided to this project unless the improvements in Item B-2 are GhTY OF TUKWILA ❑ System is not capable of providing service to this project. �I--0310 I hereby certify that the above information is true and correct. Ai(VCA. Ca3 4rEt2 D tST, 17,5 AgenclePhone Z.€.)L- z 4 2 - q 5L17 By SEP 2 9 2014 FFRnnIT CENTEfl PAA. Co -1 Z —O Date x(p,`(•es (6,_ 14-1c)) This certificate is not valid without Water District #125's attachment entitled "Attachment to Certificate of Water Availablity" \applications\water availability (7-2003) Printed: 9-16-03 Attachment 1 Attachmen4 to Certificate of Water Availability King County Water District NOa 125 The following terms and conditions apply to the attached Certificate of Availability ("Certificate") 1 This Certificate of Water Availability is valid only for the real property referenced herein for the sole purpose of submission to the City of Tukwila ("City"). This Certificate is issued at the request of the City and is not assignable or transferable to any other party. Further, no third person or party shall have any rights hereunder whether by agency or as a third party beneficiary or otherwise. 2. The District makes no representations, expressed or implied, the. applicant will be able to obtain the necessary permits, approvals and authorization from the City or any other applicable land use jurisdiction or governmental agency necessary before applicant can utilize the utility service which is the subject of this Certificate. 3. As of the date of the issuance of this Certificate, the District has water available to provide utility service to the real property which is the subject of this. Certificate, and the utility systems exist or may be extended by the applicant to provide service to such property. However, the issuance of this Certificate creates no contractual relationship between the District and the applicant or the City, and the issuance of this Certificate may not be relied upon and does not constitute the District's guarantee that water utility service will be available to the real property at the time the applicant may apply to the District for such service. 4. Application for and the possible provision of District utility service to the real property which is the subject of this Certificate shall be subject to and conditioned upon the availability of water service to the real property at the time of such application, as well as all application for utility service, including conservation, water restrictions, and other policies and regulation then in effect. Applicant's Signature District Representative JIL L 79/0 Date Date Co --19 -0? alley r e lei' 14816 M."4 Road South P.O. Bon 5��0 Tukwila, WA 98168 Phone: (206) 242-3236 Fax: (206) 242-1527 .SUN 22 2009 O l L V 1 ±E 1\ n CERTIFICATE OF SEWER AVAILABILITY/NON-AVAILABILITY Residential: $50 Commercial: $100 r-Certificate of Sewer Availability OR Cl Certificate of Sewer Non -Availability Part A: (To Be Completed by Applicant) ❑ Other Purpose of Certificate: U Building Permit ❑ Preliminary Plat or PUD ErShort Subdivision ❑ Rezone Proposed Use: Er Residential Single Family ❑ Residential Multi -Family ❑ Commercial U Other Applicants Name: 6d if lfi,/SidJi1 )1 "K. Phone: 70 6-, . 244 . /Doi) Approximate Location: , Tax Lot Number: (��Y��` 4 0 Property Address(Kra �.iS S . ( 48 (11s '6ic►1 Lti f ►i 4-b,-• f A Legal Description(Attach Map and Legal Descriptionif necessary): �._3�-. 2. b)U 2 . - c �.7,a/9() , 4.--,I1► 't 1 � i.-k--7-p,<-- , t ^� c:c► , .__ 11,: e .7 10-1- -01-P v c or Y c ( c' CI e'_ - I l I ti k C_ ��> Fi..s �•,9 , h c Part�B: (To Be Completed by Sewer Agency) only to an existing Co. size sewer 1. E a. Sewer Service will be provided by side sewer connection (AL, feet -tern the site and the sewer system has the capacity to serve the proposed use. sewer system of: to reach the site; and/or on the site; and/or OR ❑ b. Sewer service will require an improvement to the ❑ (1) feet of sewer trunk or lateral ❑ (2) the construction of a collection system ❑ (3) other (describe): 2. (Must be completed if 1.b above is checked) ❑ a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR ❑ b. The sewer system improvement will require a sewer comprehensive plan amendment. 3. Er a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District, OR ❑ b. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following: PERMIT: $ a. District Connection Charges due prior to connection: "A-7.,:) ,( y W r 1. /rrf, ? GFC: $ SFC: $ UNIT: $ A Southwest Suburban Sewer District connection charge will be due prior to cRECISIVED �/ CITY OF TUKWILA b. Easements: I� Required ❑ May be Required SEP 2 9 2014 c. Other: —10 1 1.I' 031(0 PERMIT CENTER I hereby certify that the above sewer agency information is true. This certification shall be valid for one year from the dge oT •n. ure. By Title /2 f bb` I) Date 09 CITY OF TUKWILA Department of Community Development 630o Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431-367o FAX (206) 431-3665 Permit Center/Building Division 206 431-367o Public Works Department 206 433-0179 Planning Division 206 431-367o AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION PERMIT NO: 11O?U, STATE OF WASHINGTON) COUNTY OF KING ss. C Li R D (P S (A) n , 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 18.27.090 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 /2i,-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 Ave day of e04,e r a ,20/C( TARY PUBLIC in nd for the State of Washington Residing at Ii Name as commissioned: , County Yuii(-c. My commission expires: 7),S-c / V 18.27.ogo 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; 12.* Any person working on his or her own property, whether 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; 13. An owner* who performs maintenance, repair, and alteration 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 entity who holds a valid electrical contractor's license under chapter 19.28 RCW that employs a certified journeyman electrician,''a'certified residential specialty electrician, or an electrical trainee meeting the requirements of chapter 19.28 RCW to perform plumbing work that is incidentally, directly, and immediately ' appropriate to the like -in -kind replacement of a household 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. P-1 SITE PLAN P-2 CRAWL SPACE & FOUNDATION PLAN Pr-3 p.4 P--5 P-6 P-7 P-8 Pl-9 MAIN FLOOR PLAN TOP FLOOR PLAN ELEVATIONS ELEVATIONS CROSS SECTION, DETAILS & WINDOW SCHEDULE STRUCTURAL & GENERAL NOTES STRUCTURAL & GENERAL NOTES \OTE: HOUSE WILL 3E SHIN<LED AS PEA CITY OF TUKWILA CODE DOWN SPOUT DRAINAGE FOOTING DRAIN 77.52' t *INFILTRATION SYSTEM AS PER KING CO. MANUAL DIRT COVER FILTER PAPER WASHED ROCKS & 4" DRAIN PIPE TYP. *AS PER TMC 18.06.740 EAVES CAN INTRUDE MAXIMUM 24" INTO SETBACKS. CO\\=CTOR DETAIL TYD N.T.S. SITS COVERAGE TOTAL LOT AREA=8,232 SQ.FT. ALLOWABLE SITE COVERAGE=2,704 SQ.FT. ACTUAL SITE COVERAGE=2,698 SQ.FT. Nos 1 SCL VAULT CABLE VAULT E.E EL=294.9' 96.4' P.EL.=294.3' E.EL.= 292.3' TV VAULT ito• 7\ x 2R UP cJ (/) cs? / .0)'' > I 17-1 c?° LOT 2 14811-46 LANE SOUTH TUKWILA, WA. MAIN FLOOR=295.6' OP FLOOR=305.5' EX. AV :LDG. GR.=295.6' PR. AVG. BLDG. GR.=294.6' 296 PIVAT GOAD 02 �Y 7'-6' 298 P.EL.=294.9' E.EL.=298.9' 5 P.EL.=294.3' E.EL.-294.6' X 2R UP CONCRETE DRIVEWAY EXPOSED AGGREGATE GARAGE SLAB & DRIVEWAY AT MIN. 1% SLOPE 5' PLANNING APPROVED • No changes can be madeto these plans without approval from the Planning Division of DCD Approved By C 10-1,14,-0 - f nose plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public 'Works utilities inspector. _ Date: By: !%/l 4-- akin 77.52' S < 46TH LANE SOOT SITE PLAN SCALE:1 /8"-1' REVISIONS es shall be made to the scope lc without prior approval of !mile Building Division. cvi -ions will require a new plan submittal ay i dude additional plan review fees. co e 1 It o. ow : e roval is subject to errors and omissions. of «• struction documents does not authorize on . f any adopted code or ordinance. Receipt ed - id Copy and conditions is acknowledged: City of T '18 BUILDING DIVISI LLJ SEPARATE PERMIT REQUIRED FOR: Gistdchanical irElectrical 131stumbing as Piping City of Tukwila BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE APPROVED OCT 232014 144 City of Tukwila BUILDING DIVISION 97' FIRE HYDRANT DWN: SCALE: DATE: CHKD: PHONE: TITLE JULY 25.11 (206) 244-1900 DRAWING NO: RECEIVIFr SEP 3 0 2014 TUKVv+II PUBLIC WORKS 3ruce VocVeich, P.E. TU <WILA, WA. 206.242.7665 RECEIVED CITY OF TUKWILA SEP 2 9 2014 PERMIT CENTER !.n L 67' 2' 13' 18'-6" 10' ! 21'-6" 2 / / '-6"� 7' 16' 5'-6" f1'-6"� r __ —// --� l 2j 4 I 1/%" %J1u11D ' �----- J.I. gOK(S i_. L— L —_ _. r E � � I (7 3'-0" WIDE MIN. \ / I CRAWL SPACE kX \ _ ACCESS / \ I r- _1 Co \ / 6'-4" 3, 5'-8" J 2'j-4"— 7 -cc,Ni= . i 3'-0' WIDE MIN. CRAWL I -SPACE ACCESS I- / X \ I I -�- {� L , I , _. �� 1 Imo' i .3'�-0'. WIDE MIN, ��7 \ / 3'-0" WIDE r '" 1 1 I I I 1 CRAWL SPACE ACCESS X / \ MIN. CRAWL SPACE ACCESS I I I x x � �`J ��1 �, ��€ `` r _ _ Icy cD '��\_TI 18"x24" MIN.-----\ i'� , 1 I I I 7 I I \\ \ ,/ / 6,-4„ 3' ACCESS 5' 8" CRAWL SPACE \i, 0"-- TO ABOVE I 6'-10i„ POST I 1 J4'-31" 3' —10" 3' 1 2'-6' \ \ ti \ N. /' / / 27' / I 15' 11'-2" _ 21-6" 9'_4" fi 1 / 10'-9" \ \ f 18'-3" / % / _J / \ / \ / 3'-0" WIDE MIN. - 1 \ / \ ' CRAWL SPACE \ / /° \ ACCESS 1 ° \- \ !/ il-) i- . ----2.- 7/4 Lf),S \ i \ ---1 r! / O o T.J.I. JOISTS ' j N \ / — 6 ; r \ / W �. s is il-1 f_" // \\ / \ nN N. 1 I I IN / /' / / / r— _ \\ N N. N _ -i \ N 1 I 1 / \ 1 1 Q.,,._• -1, 6„X6" POST ON I— __ 1 1 / / / \ f'X4`X /2'¢ N 1 `-� ' / L T _.._ _ J PIER ON 3'X3'X10" CONC. FOOTING WITH \ 1 +n I r _. _ .._ _ v / / �n 14 REBAR C�1' 0.C. N\ VERT. & HOR. TYP. 1 -,f, 1_ --- r i r 1 1 N 1 1 L_ I... 6"X6" POST ON 10"X10" 1— L I J \ —` ( L CONC. PIER ON 3'X3'X10" — CONC. FOOTING TYP. 16' - --- 10' — -- — .. 12' / 29' 1' r 67' NOTE: THE HOLD DOWNS ARE SHOWN ON THE FLOOR PLAN SHEETS FOR PLACEMENT FROM THAT FLOOR TO STRUCTURE BELOW CRAWL SPACE & FOUNDATION PLAN SCALE:1 /4'1-1' MATERIALS NOTE: 1. All milled lumber, including beams, unless otherwise specified, are to be HF#2 with an Fb = 850 psi. 2. Ali glulam beams to be rated Fb ; 2,400 psi. 3. All truss joists to be TJI or rated equivalent. 4. All concrete to be a minimum strength of 2,000 psi, and 2,500 psi is recommended. 5. All reinforcing steel bar to be Fy = 36,000 psi (A36). 6. All connectors to be by Simpson Strong Tie, unless otherwise noted. All connectors used with their products shall be as specified for that product. L M N 6"X6" POST ON 10"X10" CONC. PIER ON 3'X3'X10" CONC. FOOTING TYP. IDENTIFY LOT LINES Lot lines shall be established on site and made visible to verify distance of building setbacks the from lot lines, at time of footing/foundation inspection, prior to pouring concrete. A survey may be required to verify lot lines. PLEASE NOTE: Setback(s) shall be calculated and measured from the buildings finish face or corner of the building nearest the property line and not necessarily measured from the exterior foundation. // V 772?/4 AND E2c'7 , ,57,,fi ,:)L.'.. a * rr 1' 3' 6'X10 BEAM "X10" ANCHOR BOLTS ACCESS CRAWL SDACE ACCESS DETAIL TYP. SCA ' 4"-1' 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 1/2" or larger reinforcement bar or Bare copper conductor not smaller than 4 AWG, and shall be located horizontally within that portion of a concrete foundation or footing that is in direct contact with the earth & encased by at least 2" of concrete. (NOTE: 20 foot rebar shall be one continuous piece tied alongside any vicinity footing rebar and shall protrude 8" min. above top of foundation wall near location of power panel.) REVIEWED FOR DOE COMPLIANCE APPROVED OCT 2 3 2014 City of Tukwila BUILDING DIVISION EXPiRES: 4/2,4/!S4— ,'s � e Y � l esigns L *:„.411.,217 TITLE PROPOSED FOR SIDHU HOMES INC. 4615 SO. 148TH ST. TUKWILA, WA. DWN: WB SCALE: 1 /4"-1 ' DATE: J U LY 25.11 KD: PH0> E: (206) 244-1900 DRAWING NO. DD12,— 3r.uce vacVeigh, D.E. T„ <WILA, WA. 206.242:7665 RECEIVED CITY OF TUKWILA SEP 2 9 2014 CO N) 0 1n CO 1 0 67' r 2' 13' 18'-6" 10' f 16' ` 5'-6" r ` 2 , 6'---9» 6'-.3" ` 5'-11" 4'--3" 4'--3" 4'-1" � 7' 1'-6'', 6'-11" 9'-l" / / / ,1'-6", q\1\ 1'X5' S.G./TEMPERED 1 2-2' X6'8"" 0 0 6'X5 10 O 3'6� o 3'6'X6 3'6°X8 �-✓ FRENCH DOORS Wj TRANSOM, S.G./TEMPERED S.C./TEMPERED S.G./TEMPERED 1 r ` r r I l POCKET IN 4' 4' I // lid / f [7 %f� ul z rn " tt !o^'% /�'� TYF. NOOK J �^ 14YAOSHER+ _ T.J.I. L tr I I - - - - 1 . FAMILY ROOM I OPEN TO ABOVE KITCHEN BEDROOM-4 DIRECT VENT GAS FIRE PLACE I o 3Ys"XtZ'i PANTRY - U cyi rn rrn-- v, Y - _ 07 °' ' s 3 /2,� PE FL. CK III ISLAND l k II & OD BLOCKING PLYWOOD 2 8 X6 8 ../. (HATCHED AREA) -. III J'V 'N. .fib r FLUSH BEAM v> o ' M.BATH - i- % � \ - <62 44130 r, c fi PO( KET SOLID C E, - - - so .`� N IN WEATHERSTRI SELF -CLOSER - REF. -©�y- O U - - - J -} N �- -D FLUSH BEAM .. .. ... � 2 2'8"X6'8" ,. - 7 74 3� 5( G ool� ool� BEAM 1$"x24" MIN. CLOSET CFAWL SPACE /�� •': % '.. UNDERNEATHH STAIRS I 2 Up '` ' ACCESS /,, / Iv� - - - -BEAM - FAN F.D. n I GARAGE SLAB & 4*.l - o I ‹ s S KE ALARM & LAU N RY D W DRIVEWAY AT MIN. 1% SLOPE a4*�/ ._. i) POST x I CA ON MONOXIDE (CO) ALARM.... Zi 44(1 r }/ 11'-4" 3' 2'--6" 7' 2'-4" / 2'-6" 9'-4" 21'-6" / 5'-.6" 2 / / ON I ,I, 1 Mt •", I ' N LIVING1111111rott,I -/4-4' X /2'' Gf N o OPEN TO ABOVE` #4'1 II //VSH 7..7_Z• 7- I Nti GARAGE (& -2 1-2 .//:D /Z, +f T.J.I. JOTS o DINING Z'Y/4" X71+i KZT' ENTRY I POCKET 10'-9" 18'-3" IN BEAM "' ___.. �` BEAM 2-2 6"X8' 11 POST y x t 1'•"X8, S, 1,•„X8, C1j\w N> o > 0 '► TEMPERED 0 C° TEMPERED s + tr rt NI -� 42° MINIMUM.'•"6' III 3'. '6 __-_.. -_-__ _..__-. GUARDRAILS TYP. --- -- BEAM a-- DROP BEAM PROP BEAM 'X12 "//F ", �� � II ii - 3'-9" 4'-3" 4'-3" 3' 9" 1'-5'; 3'-7" 2R UP /17, 17. 3'-7" .2. 1'-5" o & - r( 4'-1" 4'-3" 3'-7" `1'-9"� 8' �1'-6'� I .... 16' 1'-91' ` 16' s 10' 12' 29' � 67' Notes: 2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3.7.1.4 and IBC T2306.3 Note e. 3. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud spacing is 16" max. or panel orientation is horizontal. See SDPWS T4,3A Note 2 and IBC T2306.3 Note d. Wall G p Species Grade b in d in Spacing in SG 1: psiA6 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 SHEATNING:MATERIALS by WALL GROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick in GU in Ply Or Gvtv ibs/in Size Typo Df Eg in Fd In Sk Notes (1) Ext Struct Sh OSB 24/16 7/16 - 3 Vert 83500 8d Nail N 4 6 Y 2,3 Int Gyp WB 1-ply 1/2 - - Herz 40000 5d Nail N 7 7 Y Both Struct Sh OSB 24/16 7/16 - 3 Harz 83500 8d Nail N 4 6 Y 2,3 ® Both Struct Sh OSB 24/16 7/16 - 3 Vert 83500_ 8d Nail N 3. 4 Y 2,3 \4AI\ -LOOS SCALE:1 /4"-1 ' TOTAL MAIN FLOOR AREA = 2,638 SQ.FT. GARAGE AREA = 703 SQ.FT. NET MAIN FLOOR AREA = 1,935 SQ.FT. 'cV N) <O CD OUTLINE OF FL 71) POCKET IN 'o 6"X6" POST HEADER NOTE: Unless otherwise shown, all window, exterior door and minor interior headers/beams to be 6" x 10" or 4" x 12". Note that headers for these uses have been designed for the support of a maximum contributing floor Toad for that floor and with a beam span of up to 6 feet. (However: the location of girder trusses (when known) may require a re-evaluation of certain headers, and/or the addition of additional wall columns at those locations in both the main and top floor walls.) MATERIALS NOTE: 1. All milled lumber, including beams, unless otherwise specified, are to be HF#2 with an Fb = 850 psi. 2. All glulam beams to be rated Fb = 2,400 psi. 3. All truss joists to be TJI or rated equivalent. 4. All connectors to be by Simpson Strong Tie, unless otherwise noted, All connectors used with their products shall be as specified for that product. NOTE: THE HOLD DOWNS ARE SHOWN ON THE FLOOR PLAN SHEETS FOR PLACEMENT FROM THAT FLOOR TO STRUCTURE BELOW: HOLD DOWNS AND TIES KEY 0 0 A NOTES: 1. ALL HOLD DOWNS AND TIES PER SIMPSON STRONG -TIE. MODEL # STHD14 HD9B HD12 H019 MST48 CAPACITY 3,815# 6,580# 12,065# 15,270# 33,640# NOTES 3.5" X 3.5" MIN. STUD/POST 5.25" X 5.25" MIN. STUD/POST 5.25" X 5.25" MIN. STUD/POST 5.25" X 7.25" MIN. STUD/POST 3.5" X 3.5" MIN. STUD/POST 2. SEE. CURRENT CATALOG TABLES FOR PROPER FASTENERS FOR EACH HOLD DOWN OR TIE. (A COPY OF THE TABLES FOR THESE HOLD DOWNS AND TIES IN INCLUDED IN THE BUILDING STRUCTURAL CALCULATIONS.) 3. CONSULT ENGINEER IF QUESTIONS ARISE IN THE FIELD CONCERNING PROPER INSTALLATION IN NON-STANDARD CONDITIONS. SILL PLATE ANCHOR BOLTS: IN ALL LOCATONS WHERE A SILL PLATE RESTS ON CONCRETE FOUNDATION USE 5/8" DIA. ANCHOR BOLTS AT 48" TYPICAL. SPACING 2.5" SQUARE WASHERS (PER USUAL PRACTICE) FLOO TOTAL LOT AREA=8,232 SQ.FT. ACTUAL FLOOR AREA-1/ . SQ.FT. lint/ EXPIRES: 4/24// FAN NOTES: 1. SIZE OF T.J.I. JOISTS DESIGNED BY ENGINEER. 2. ALL BEAMS TO BE. SIZED BY CIVIL ENGINEER. 3. 22"X28" ATTIC ACCESS TO ALL ROOF SPACES. 4. SPOT VENTILATION VENT TO OUTSIDE. 5. WHOLE HOUSE FAN VENT TO OUTSIDE. 6. ALL EXTERIOR WALLS TO BE 2"X6", AND INTERIOR WALLS TO BE 2"X4" UNLESS OTHERWISE NOTED. -50 CFM EX. FAN -SMOKE ALARM & CARBON MONOXIDE (CO) ALARM -FLOOR DRAIN -SAFETY GLASS --HANGER -POCKET IN BE REVIEWED FOR :COD F COMPLIANCE APPROVED 0 T 2 3 2014 City of Tukwila INS DIVISION SCALE: PHONE: TITLE PROPOSED FOR SIDHU HOMES INC. 4615 SO. 148TH ST, TUKWILA, WA. JULY 25.11 (206) 244-1900 DRAWING NO. RECEIVED CITY OF TUKWILA SEP 2 9 2014 PERMIT CENTER P3 HOLD DOWNS AND TIES KEY MODEL # STHD14 HD9B HD12 HD19 A MST48 NOTES: 0 0 0 CAPACITY 3,815# 6,580# 12,065# 15,270# 3,640# NOTES 3.5" X 3.5" MIN. STUD/POST 5.25" X 5.25" MIN. STUD/POST 5.25" X 5.25" MIN. STUD/POST 5.25" X 7.25" MIN. STUD/POST 3.5" X 3.5" MIN. STUD/POST 1. ALL HOLD DOWNS AND TIES PER SIMPSON STRONG -TIE. 2. SEE CURRENT CATALOG TABLES FOR PROPER FASTENERS FOR EACH HOLD DOWN OR TIE. (A COPY OF THE TABLES FOR THESE HOLD DOWNS AND TIES IN INCLUDED IN THE BUILDING STRUCTURAL CALCULATIONS.) 3. CONSULT ENGINEER IF QUESTIONS ARISE IN THE FIELD CONCERNING PROPER INSTALLATION IN NON-STANDARD CONDITIONS. NOTE: THE HOLD DOWNS ARE SHOWN ON THE FLOOR PLAN SHEETS FOR PLACEMENT FROM THAT FLOOR TO STRUCTURE BELOW SHEATHING MATERIALS by WALL GROUP Grp Surf CI! Ext Int Both Both Sheathing Material Ratng Thick GU Ply In in Struct Sh OSB Gyp WB 1-ply Struct Sh OSR StructSh OSB 24/16 24/16 24/16 7/16 1/2 7/16 7/16 Or 3 Vert Horz 3 Horz 3 Vert Gvtv ibs!in 83500 40000 83500 83500 Size 8d 5d 8d 8d HEADER NOTE: Unless otherwise shown, all window and exterior door headers to be 6" x 10" or 4" x 12". Note that headers for the top floor exterior windows and doors have been designed for the support of a full width roof truss and with a beam span of up to 6 feet. (However the location of girder trusses (when known) may require a re-evaluation of certain headers, and/or the addition of additional wall columns at those locations in both the main and top floor walls.) MATERIALS NOTE: 1. Ali milled lumber, including beams, unless otherwise specified, are to be HF#2 with an Fb = 850 psi. 2. All glulam beams to be rated Fb = 2,400 psi. 3. All connectors to be by Simpson Strong Tie, unless otherwise noted. All connectors used with their products shall be as specified for that product. 67' 2' 9'-2" 5'-8" 16'-8" 10' 16' 5'-6" 4-6" 4,-8" 4'-1" 4' -3" 1,-6" 1-6' 7'-9" 8'-3" 8" 10" 3'-6" 3'-6" 10" 8" d sr 0 'X r0 0 , 0 r, 0 1 — 0 { "� ''CV \ / 0 0 0 \ / LOFT 6 ; / 5/0 iUE SHOWEF \ W.I.C. / • \ N \\ OPEN TO/ /7_,,, G„83n,,,,0,0),.,.BATH \\ BELOW \ // 2'6"X6,$" 0 „8,9X„9,Z \ / b / C(11)D LX /\ BATH ^ 14'--10'\ / 16 -61 \ = 9'-11r 16 -2'/ 5 -6 / { CO / �- BEDROOM-2 10 / \ \ `" \ BEDROOM-1 / / // 42" INIMUM GUARDRAILS TYP. N. \ / / A .. CO W.I.C. // co_ \ 0 cr, 42" MINIM M --4- `V / ��' ------;-..17 GUARDRAILS T P. ____,,,- 1 \ \ _ \\\\ � � „2,9X<8,Z „,9 „8,Z � / \ ' � �n2" 5/0 TUB, SHOWER r I I / `n \ \ MINIMUM IYR o BATH a; � __ __ I I / 7/41i� . - -AVAILS ;1 \ / ! W.I.C. I r 7\ C.) Atir..,411W Lai \ N. 1 elm' ,. { ATTIC%/NJ /�'II `v 1 /P7 A\ jil „8,9X,Z co �o v' 2 N. 14- // ,Slit�\7-4 M 2-8 3-8 14'-2 N co ", 5' 4" ", 9�„ x n T '�` MASTER - // 10,� /// BEDROOM / ENSUITE — / / / / OPEN TO \lee BELOW \ .,2.,20 \.." // / / / / \ / BEDROOM-3/ { lr> / / N. \ / \ I SX5' NCL. ARCH 2' INCL. 3, A ,H \ \ 5 { 6 NCL. 5 ARCH N; o/ — s a C ERE 3'6"X6' 0 3'6'X6' 3'6":;6' I 11 M BALC NY A - ;o INCL. R AINCL. AR INCL. AR I CO � � �-.- COVERED I \ 4 �� � _� _ 6'X5' INCL ARCH I M BALCONY , = _.___ 8E M ` 0 6'X5` INCL, ARCH MINIMU1 GUARDRAILS TYP. ~\\ 1 0h2" ,- \ \ Fasteners Type Of Eg Fd Bk in in Nail Nail Nail Nail N N N N 4 7 4 3 6 7 6 4 Y Y Y 3'-9" 4'-3" 16' 4'-3,' 3'-9" GUARDRAIL'' 10' 6'-4" 12' 5'- 6" 7' -5" 4'-10" 7'-5„ 2'-4" 2' 10" -5° / ,f 5'-2" 7'-7" 67' Apply Notes 2,3 2,3 2,3 Notes: to 2. Framing h Shear capacity ity for current rrntiedges must be 3" nominal or wider deign has been increased to the value for 15/32' sheathing wihsame nailing g because stud spacing 2306.3 Note e, is 16" max. or 3.Se p�Y panel orientation is horizontal. See SDPWS T4.3A Note 2 and IBC T2306.3 Note d. FRAMING MATERIALS by WALL. GROUP Species Grade Wall Grtlp D.Fir-L D.Fir-L D.Fir-L Stud Stud. Stud: b in d Spacing in in 1.50 5.50 1.50 5.50 1.50 5.50 16 16 16 SG 0.50 0.50 0.50 E psi^6 1.40 1.40 1.40 TO PLOO SCALE:1 /4"-1' TOP FLOOR AREA = 2,553 SQ.FT. OPEN AREA = 706 SQ.FT. NET TOP FL. AREA = 1,847 SQ.FT. 6"X6" POST NOTE: TRUSS LAYOUT WILL BE PROVIDED TO THE PLAN EXAMINER 7 DAYS IN ADVANCE BEFORE INSTALLATION FOR APPROVAL, DESIGNED BY TRUSS CO. ENG. *AS PER TMC 18.06.740 EAVES CAN INTRUDE MAXIMUM 1811 INTO SETBACKS. EAVES 13n GUTTERS 5" TOTAL INTRUDE: 18" INTO SETBACKS EXPIRES: 4/24//5` 1 / T/-1G'/3 REVIEWED FOR ODE COMPLIANCE APPROVED OCT 2 3 2014 City of ILDIN SCALE; PHONE: TITLE JULY 25.11 (206) 244-1900 RECEIVED CITY OF TUKWILA SEP 2 y 2014 PERMIT CENTER t) i RIDGE OF ROOF CONCRETE TILE SHAKE PROFILE MUNTIN BARS STUCCO SIDING 4" TRIM ON ALL WINDOWS AND DOORS MAIN FL.=295.6' DIRT LEVEL SLOPING AWAY j-Ljl_i_t_____Lu______] 1 1 11 lit, ,� I i _IF i LL -,i__L_ _ . ____. _- _�_�.___._...�. __1 i_. _j1 _ __. �,_�_.1 _ _ I �_ _1�. - __W _L�� _.l _I- __ r.l.. I i III I I i I I ---1 - % L 1.lI�. L 1 X4 TRIM OVER //-` _ 2°X10" IBARGE BOARD L_1___ Li I_1� J !I 1-1- it 11 liit II I 1 11 11 I T 1 I# IT II P.EL.=294.3' E.E.L.=292.3' 27.1 42" MINIML GUARDRAILS TY 11 I 2"X 10" TRIM BOARD 12 S,G./ 1EM- EREI 12 EM- EREI 12 2"X10" TRIM BOARD EAST ELEVATION CONCRETE TILE SHAKE PROFILE 8' HIGH DOOR 12 - DECORATIVE 1 "X4" TRIM OVER •2"X10" BARGE BOARD 2"X10" TRIM BOARD 42" • MIN. C JARD RAILS TYP. HARDI-PLANK SIDING WITH CORNER TRIMS HARDI-PLANK SIDING WITH CORNER TRIMS E.EL.=298.9 E.EL.=294.6' P.EL.=294.3' NORTH ELEVATIO\ P.EL.=294.9' 8' HIGH 000R RIDGE OF ROOF c MIDPOINT OF ROOF EAVE TOP FLOOR 1-0 'MAIN FLOOR DIRT LEVEL E.EL.=294.6' SLOPING AWAY P.EL.-294.3' REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 3 2014 City of Tukwila BUILDING DIVISION DWN: SCALE: DATE: CHKD: PHONE: °I*4144 O TITLE PROPOSED FOR SIDHU HOMES INC. 4615 SO. 148TH ST. TUKWILA, WA. H f3 1 /4"-1' JULY 25.11 (206) 244-1900 D DRAWING NO. D 12 --- 3ruce VacVeigh, P.E. TU <WI LA, WA. 206.242.7665 RECEIVED CITY OF TUKWILA SEP 2 9 2014 PERMIT CENTER HARDI-PLANK SIDING WITH CORNER TRIMS E.EL.=298.9' P.EL.=294.9' 12 CONCRETE TILE SHAKE PROFILE 10 S.G./ TEMPERED HARDI-PLANK SIDING WITH CORNER TRIMS P.EL.-294.9' S.G./TEMPERED .G./ -RED 10 S.G./ TEM- PERED CONCRETE TILE SHAKE PROFILE HARDI-PLANK SIDING WITH CORNER TRIMS 21 21 21 WEST ELEVATION 12 30 E EL.=296.4' CONCRETE TILE SHAKE PROFILE TE $ S.G./ !°EKED • REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 3 2014 City of Tukwila BUILDING DIVISION HARDI-PLANK SIDING WITH CORNER TRIMS P.EL.=294.9 E.EL.=296.4 42" MINIMUM GUARDRAILS 1 I' 42" MINIMUM GUARDRA LS I ITY. SOUTH ELEVATI O \ P.EL.=294.3' E.EL.=292.3' /oar eh sililgonns Ltd. 1,'i� TITLE PROPOSED FOR SIDHU HOMES INC. 4615 SO. 148TH ST. TUKWILA, WA. DWN: 1-113 SCALE: 1/4"-1' DATE: JULY 25.11 CHKD: PHONE: (206) 244-1900 DRAWING NO. D D 12 --- 3ruce vacVeich, P.E. TU 'CWI LA, WA. 206.242.7665 RECEIVED CITY OF TUKWILA SEP 2 2014 PERMIT CENTER 2./ 1'-1" 1" PLYWOOD STEPS AND NOSING TYP. STAR DETAIL. SCALE:1 /2"-1 ' 2 X TRUSS OF ROOF FRAMING R-49 ATTIC INSULATION Y2" DRYWALL 1/2" TEMERED SAND BLAST GLASS BOTTOM AND TOP PLATE ALUM. CHANEL FASTEN TO BOTTOM AND TOP PLATE 2"x6" BOTTOM TREATED PLATE 10" x %" ANCHOR BOLTS 7" EMBEDMENT 0 48" SPACING FINISHED GRADE 12 IRC 311.7.4.2— MIN. 6" BEDROOM-3 IRC 311.7.3 WALKLINE 12" MIN. 10" MINIMUM TREAD (311.7.4.2) NOTE: TRUSS LAYOUT WILL BE PROVIDED TO THE PLAN EXAMINER 7 DAYS IN ADVANCE BEFORE INSTALLATION FOR APPROVAL, DESIGNED BY TRUSS CO, ENG. HEADERS: (SIZE DETERMINED BY OPENING WIDTH) STUDS 2X4 © 12"O.C. TOP FLOOR= 305.5' LOFT •/ j��j\�j`/\lam/ 8"THICK CONC. WALL DRAIN TILE - - VAXIXAV TYp. FLO.9R. CONSTRUCTION: 1" T&G PLYWOOD T.J.I. JOISTS W/ CROSS BRIDGING OR BLOCKING DINING ##(4) @ 48" 0.C. FOR CONSTRUCTION JOINT 1'-&„ FOUNDATION (1) #4 CONTINUOUS REBAR LAUNDRY 3'-0" WIDE MINI. CRAWL SPACE ACCESS KITCHEN 12" JOISTS OR SIZE OF T.J.I. AS NOTED BY ENGINEER NOOK MAIN FLOOR=295.6' R-30 INSULATION 6 MIL BLACK VAPOR BARRIER SECTION C\ SCALE:1/4"-1' C —P4 CONC. TILE ROOF 1 X4 STRAPPING, BUILDING PAPER. *RIDGE VENTING* GUTTERS TYP. EXT. WALL CONSTRUCTION: ,—~ HARD .-PLANK SIDING BUILDING WRAP 46" OSB SHEATHING 2"X6" STUDS ©16" 0.C. R21 BATT INSULATION Y2" GYPSUM BOARD FINISH TO CODE --FRAYING -INSULATION -VAPOUR BARRIER -DRYWALL FINISHED GRADE 41. Note: Section notes by D. Eng. shall have prececence over designer's notes. WINDOW SCHEDULE GLAZINJSKYLIGHT BY TYPE NO. MANUFACTURER FRAME MATERIAL MODEL# SIZE QTY. U—VALUE AREA S.F. 1 OASIS WINDOWS VINYL 1'X5' 2 5 2 OASIS WINDOWS VINYL 1'6"X8' 2 12 3 OASIS WINDOWS VINYL 2'X3' 3 6 4 OASIS WINDOWS VINYL 3'X2' 1 6 5 OASIS WINDOWS VINYL 3X5' . ARCH —TOP 1 14 6 OASIS WINDOWS VINYL 3'6"X6' 11 21 7 OASIS WINDOWS VINYL 3'6'X6' ARCH —TOP 3 19.7 8 OASIS WINDOWS VINYL 4'X4' 1 16 9 OASIS WINDOWS VINYL 5'X4' 1 20 10 OASIS WINDOWS VINYL 6'X5' 3 30 11 OASIS WINDOWS VINYL 6'X5ARCH—TOP 3 27.1 176.8 42" GUARD RAILING ------ BOLTED TO B.J. 2"X12" BOX JOIST. - WINDOW� COVERED' BALCONY FLASHING WITH 2X2 CANSTRIP. VINYL WATERPROOF DECKING, 3/4"ACX PLYWOOD, 2"X12' JOISTS SLOPED AWAY FROM WALL TYP. 6"X6" POST- ---- 6X6 SIMPSON POSR - BRACKET SILL GASKET SIMPSON LUS212 DOOR JAM CONC. SLAB SLOPING AWAY SLA3 & DEC SCALE:1 /4"-1 ' DAMPR00FING� EXTERIOR ENTRY QRAWL SPACE —FLUSH BEAM - ENTRY DOOR < DETAIL AT RO\ FLOOR SYS. REVIEWED FOR ODE COMPLIANCE APPROVED OCT 2 3 2014 City of Tukwila BUILDING DIVISION -ENTRY AREA WALL WILL BE CONC. WALL FLUSH TO THE TOP OF THE FIRST FLOOR OR 4"X6", 1/16 THICKNESS (MIN.) FLASHING WILL BE INSTALLED. T E \THY ( SCALE: PHONE: TITLE PROPOSED FOR SIDHU HOMES INC. 4615 SO. 148TH ST. TUKWILA, WA. JULY 25.11 (206) 244-1900 RECEIVED CITY OF TUKWILA SEP 2 9 2014 PERMIT CENTER //1 .EGRESS WINDOWS. Section R310 IRC 2009 11310.1 Emergency escape and rescue required. Basements, habitable attics and every sleeping room shall have at least one operable emergency escape and rescue opening. Where basements contain one or _ more sleeping rooms, emergency egress and rescue openings shall be required in each sleeping room. Where emergency escape and rescue openings are provided they shall have a sill height of not more than 44 inches (1118 rnm) above the floor, Where a door opening having a threshold below the adjacent ground elevation serves as an emergency escape and rescue opening and is provided with a bulkhead enclosure, the bulkhead enclosure shall comply with Section R310.3. The net clear opening dimensions required by this section shall be obtained by the normal operation of the emergency escape and rescue opening from the inside. Emergency escape and rescue openings with a finished sill height below the adjacent ground elevation shall be provided with a window well in accordance with Section R310.2. Emergency escape and rescue openings shall open directly into a public way, or to a yard or court that opens to a public way. Exception: Basements used only to house inechanical equipment and not exceeding total floor area of •<200 square feet (18.58 rri2). R310.I.1 Minimum opening area. All emergency escape and rescue openings shall have a minimum net clear opening of 5.7 square feet (0.530 m2). Exception: Grade floor openings shall have a minimum net clear opening of 5 square feet. (0.465 m2). R310.1.2 Minimum opening height. The minimum net clear opening height shall be 24 inches (610 mm). R310.I,3 Minimum opening width. The minimum net clear opening width shall be 20 inches (508 mm). R310.1.4 Operational constraints. Emergency escape and rescue openings shall be operational from the inside of the room without the use of keys, tools, or special knowledge. SMOKE DETECTION AND NOTIFICATION: R314.1 .IRC €1'9a , 0/ R314.1 Smoke detection and notification. All smoke alarms shall be listed in accordance with UL 217 and installed in accordance with the provisions of this code and the household fire warning equipment provisions of NFPA 72, in CARBON MONOXIDE ALARMS. Section 315 IRC 2009 Washington State Amendment R315.1 Carbon monoxide alarms. For new construction, an approved carbon monoxide alarm shall be installed by January 1, 2011, outside of each separate sleeping area in the immediate vicinity of the bedrooms in dwelling units. In a building where a tenancy exists, the tenant shall maintain the CO alarm as specified by the manufacturer including replacement of the batteries. R315,2 Existing dwellings. Existing dwellings shall be equipped with carbon monoxide alarms by July 1, 2011. Exceptions: Owner -occupied detached one -family dwellings legally occupied prior to July 1, 2010. R315.3 Alarm requirements. Single station carbon monoxide alarms shall be listed as complying with UL 2034 and shall be installed in accordance with this code and the manufacturer's installation instructions. SAFETY GLAZING. Section R308 IRC 2009 R308.3 Human impact Toads. Individual glazed areas, including glass mirrors in hazardous locations such as those indicated as defined in Section R308.4, shah pass the test requirements of Section R308.3.1. Exceptions: 1. Louvered windows and jalousies shall comply with Section R308.2. 2. Mirrors and other glass panels mounted or hung on a surface that provides a continuous backing support. 3. Glass unit masonry complying with Section R610. R308.3.1 Impact test. Where required by other sections of the code, glazing shall be tested in accordance with CPSC 16 CFR 1201. Glazing shall comply with the test criteria for Category 1 or Il as indicated in Table R308,3.1.(1). Exception: Glazing not in doors or enclosures for hot tubs, whirlpools, saunas, steam rooms, bathtubs and showers shall be permitted to be tested in accordance with ANSI Z97.1. Glazing shall comply with the test criteria for Class A or Bas indicated in Table R308.3.1 (2). EXTERIOR DOORS .1Nl0TH AND HEIGHT. Section R311,2 IRC 2009 R311,2 Egress door. At least one egress door shall be provided for each dwelling unit. The egress door shall be side -hinged, and shall provide a minimum clear width of 32 inches (813 mm) when measured between the face of the door and the stop, with the door open 90 degrees (1.57 rad). The minimum clear height of the door opening shalt not be less than 78 inches (1981 mm) in height measured from the top of the threshold to the bottom of the stop. Other doors shall not be required to comply with these minimum dimensions. Egress doors shall be readily openable from inside the dwelling without the use of a key or special knowledge or effort. Ventilation rate. Ventilation systems shall be designed to have the capacity to exhaust the minimum air flow rate determined in accordance with Table M1507.3. TABLE M1507.3 MINIMUM REQUIRED UIRED EXHAUST RATES FOR ONE- AND TWO- FAMILY DWELLINGS AREA TO BE VENTILATED VENTILATION RATES Kitchens 100 elm intermittent or 25 cfm continuous Bathrooms -Toilet Rooms Mechanical exhaust capacity of 50 cfin intermittent or 20 cfin i co t nuous n R302.11 Firebioching. In combustible construction, fire blocktng sxtalr ne provraea io ctu vr,: ar concealed draft openings (both vertical and horizontal) and to forth an effective fire barrier between stories, and between a top story and the roof space. Fireblocking shall be provided in wood -frame construction in the following locations: 1. In concealed spaces of stud walls and partitions, including furred spaces and parallel rows of studs or staggered studs, as follows: 1.1. Vertically at the ceiling and floor levels. 1.2. Horizontally at intervals not exceeding 10 feet (3048 nun). 2. At all interconnections between concealed vertical and horizontal spaces such as occur at soffits, drop ceilings and cove ceilings. 3.. In concealed spaces between stair stringers at the top and bottom of the run. Enclosed spaces under stairs shall comply with Section R302.7. 4.-At openings around vents, pipes, ducts, cables and wires at ceiling and floor level, with an approved material to resist the free passage aflame and products of combustion. The material filling this annular space shall riot be required to meet the ASTM E 136 requirements. 5. For the fireblocking of chimneys and fireplaces, see Section R1003.19. R302.6 Dwelling/garage fire separation. The garage shal.I be separated as required by Table .R302.6. Openings in garage walls shall comply with Section R302..5. This provision does not apply to garage walls that are perpendicular to the adjacent dwelling unit wall. J,.H.A}.1.4.VJ .0..-3V?J.V .c.r7T,vuAJ...A♦t.'VA..Au.A v.... ......... .. SEPARATION .....-.-.-__ _ _ - • MATERIAL From the residence and attic Not less than 'ie-inch gypsum board or equivalent applied to the garage side From all habitable rooms above the garage Not 'less than -inch Type X gypsum board or equivalent Structure(s) supporting frier/ceiling assemblies used for separation required by this section Not less than lie -inch gypsum board or equivalent - Garages located less than 3 feet from a dwelling unit on the same lot wNithin Not less than '4-inch gypsum board or equivalent applied to the interior side of exterior walls that are this area GUARDS AND. RAILING R312.1 Where. required. Guards shall be located along open -sided walking surfaces, including stairs, • ramps and landings, that are located more than 30. inche.s (762 mm) measured vertically to the floor or grade below at any point within 36 inches (914 mm) horizontally to the edge of the open side. Insect screening shall not be considered as a guard. Height. Required guards at open -sided walking surfaces, including stairs, porches, balconies or landings, shall be not less than 36 inches (914 rnm) high measured vertically above the adjacent walking; surface, adjacent fixed seating or the line connecting the leading edges of the treads. Exceptions 1. Guards on the open sides of stairs shall have a height not less than 34 inches (864 mm) • measured vertically from a line connecting the leading edges of the treads. 2. Where the top of the guard also serves as a handrail on the open sides of stairs, the top of the guard shall hot be not less than 34 inches (864 thin) and not More than 38 inches (965 rant) measured vertically from a line connecting the leading edges of the treads. R312.3 Opening limitations. Required guards shall not have openings from the walking surface to the required guard height which allow passage of a sphere 4 inches (102 min) in diameter. Exceptions; 1. The triangular openings at the open side ofa stair, formed by the riser, tread and bottom rail ofa guard, shall not allow passage ofa sphere 6 inches (153 mm) in diameter. 2. Guards oil the open sides of stairs shall not have openings which allow passage of a sphere 43/8 inches (111 min) in diameter. SITE ADDRESS; RM19,1 Address numbers. 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 alphabetical letters. PROTECTION OF WOOD AND WOOD BASED PRODUCTS AGAINST DECAY R317.1 Location required. Protection of wood and wood based products from decay shall be provided in the following locations by the use of naturally durable wood or wood that is preservative -treated in accordance with AWPA U 1 for the species, product, preservative and end use. Preservatives shall be listed in Section 4 of AWPA U 1. I. Wood joists or the bottom of a wood structural floor when closer than 18 inches (457 min) or wood girders when closer than 12 inches (305 nun) to the exposed ground in crawl spaces or unexcavvated area located within the periphery of the building foundation. 2. All wood framing members that rest on concrete or masonry exterior foundation walls and are less than 8inches (203 min) froin the exposed ground: 3. Sills an4sleepers on a concrete or masonry slab that is in direct contact with the ground unless separated from such slab by an impervious ..moisture barrier. 4, The ercs of wood girders entering exteriormasom'Y4rco concrete walls Ilshavi ng clearances of less than 14 inch (12.7 nun) on tops, sides and ends. 5. Wood siding, sheathing and wall framing on the exterior ofa building having a clearance of less than 6 inches (152 mm) from the ground or less than 2 inches (51 min) measured vertically from concrete steps, porch slabs, patio slabs, and similar horizontal surfaces exposed to the weather • 6. Wood structural members supporting moisture -permeable floors or roofs that are exposed to the weather, such as concrete or masonry slabs, unless separated from such floors or roofs by an impervious moisture barrier. 7. Wood furring strips or other wood framing members attached directly to the interior of exterior masonry walls or concrete walls below grade except where an approved vapor retarder is applied between the wall and the furring strips or framing members. DESIGN CRITERIA R301.1 Application. Buildings and structures, and all parts thereof, shall be constructed to safely support all loads, including dead loads, live loads, roof loads, flood loads, snow loads, wind 1eac:s and seismic loads as prescribed by this code. The construction of buildings and structurea.iri accordance with the provisions of this code shall result in a system that provides a complete load path that meets all requirements for the transfer of all loads from their point of origin through the load -resisting elements to the. foundation, Buildings and structures constructed as prescribed by this code are deemed to comply with the requirements of this section. FIRE-RESISTANT CONSTRUCTION R302,1 Erteriorr walls. Construction, projections, openings and penetrations of exterior- walls of dwellings; and accessory buildings shall comply with Table R302.1. Exceptions: 1. Walls, projections, openings or penetrations in walls perpendicular to the line used to d4terrnine the fire separation distance 2. Walls of dwellings and accessory structures located on the same /of. #3 & ll 4'*do not apply to this house 5. Foundation vents installed in compliance with this code are permitted. Stairways; R311.7.1 Widtb. Stairways shall not be less than 36 inches (914 nnm)'in clear width yS, 3 at all points above the permitted handrail. height and below the required headroom height. Handrails shall not project more than 4.5 inches (114 mat) on either side of the stairway and the Il minimum clear width of the stairway at and below the handrail height, including treads and landings; shall not be less than 31 /2 inches (787 mm) where a handrail is installed on one side and .27 inches (698 milt) where handrails are provided on both sides. Exception: The width of spiral stairways shall be in accordance with Section R311.7.9.1. R311,6 Hallways. The minimum width of a hallway shall be not less than 3 feet (914 mm). R311,3 Flogrs and landings at exterior doors. There shall be a landing or floor on each side of each exterior door. The width of each landing shall not be less than the door served. Every landing shall have a minimum dimension of 36 Inches (914 mm) measured in the. direction of travel. Exterior landings shall be permitted to have a slope not to exceed /4 unit vertical in 12 units horizontal (2-percent). Exception: Exterior balconies less than 60 square feet (5.6 m2) and only accessible from a door are permitted to have a landing less than 36 inches (914 rem)measured in the direction of travel. FOOTINGS ; R403.1 General. All exterior walls shall be supported on continuous solid or fully grouted masonry or concrete footings, crushed stone footings, wood foundations, or other approved structural systems which shall be of sufficient design to accommodate all loads according to Section R30,.,1 and to transmit the resulting loads to the soil within the limitations as determined from the character of the soil. Footings shall be supported on undisturbed natural soils or engineered fill. Concrete footing shall be designed and constructed in accordance with the provisions of Section R403 or in accordance with ACI 332. TABLE R403.1 MINIMUM WIDTH OF CONCRETE, PRECAST OR MASONRY FOOTINGS (inches)$ LOAD -BEARING VALUE OF S011, (psf) 1,500 2,000 - L 3,000 ? 4,000 Conventional light -frame construction I -story 12 12 12 12 2-story 15 12 12 12 3-story ' 23 17 12 12 4-i,ter brick veneer over 1'ght frame or 8-inch hollow concrete masonry J -story 12 12 12 12 2-story _ 21 16 12 12 3-story 32 24 16 12 8-inch solid or fully grouted masonry I -story 16 12 12 12 2-story 29 21 14 12 3-story 42 32 21 16 FOUNDATION AND RETAINING.W:ALLS R404.1 Concrete and masonry foundation walls. Concrete foundation wails shall be selected and constructed in accordance with the provisions of Section R404.1.2. Masonry foundation walls shall be selected and constructed in accordance with the provisions of Section R404.1.1. R404.4 Retaining walls. Retaining walls that are not laterally. supported at the top and that retain in excess of 24 inches (610 mm) of unbalanced fill shall be designed to ensure stability against overturning, sliding, excessive foundation pressure and water uplift. Retaining walls shall be designed for a safety factor of 1.5 against lateral sliding and overturning. O\4 o�P PS o‘Oo.�o ��� �O OA ���yO00/ � G� 'cVe ,c)v /C‘R. I 19,c \ 0 ,\ 5\ §e) c),O/C sc)-N\ 5,s0 (191\2\r` ( EXPIRE': 4/24//5'- j l O- T 't l. '„,,e a ._ •eekee .. u` e ,,,y;: it; 'ti .x•;J F ?'j ;` c: +'`�Y�'iati to ^ i�jr'': 1 ____......__.......,...._..__-. . __.._._.,..._.....___._....... - ... �, r. ..ac: .. ,;;•...,..._. rr;::. ;� lc;;r,�,a ,. xis... •ri=. . � � ,. FOUNDATION'ORAINAGE; R405:1•Concrete or masonry foundations. Drains shall be provided around all concrete or masonry foundatiotethat retain earth and enclose habitable or usable spaces located below grade. Drainage tiles, gravel or crushed stone drains, perforated pipe or other approved systems or materials shall be installed at or kelow the area to be protected 9nd shalldischarge by gravity or mechanical means into an approved drainage system. Gravel or crushed stone drains shall extend at least 1 foot (305 mm) beyond the outside edge of the footing and 6 inches (152 nnm) above the top of the footing and be covered with an approved filter membrane material. The top of open joints of drain tiles shall be protected with .strips of building paper, and the drainage tiles or perforated pipe shall be placed on a minimum of 2 inches (51 man) of washed gravel or crushed rock at least one sieve size larger than the the joint opening or perforztion and covered with not less than 6 inches (152 mm) of the same material. UNDER -FLOOR SPACE; R408.1. Ventlation. The under -floor space between the bottom of the floor joists and the earth under any building (except space occupied by a basement) shall have ventilation openings through foundation walls cr exterior walls. The minimum net area of ventilation openings shall not be less than 1, square foot (0.0929 m2) for each 150 square feet (14 m2) of under -floor space area, unless the ground surface is covered bya Class 1 vapor retarder material. When a Class 1 vapor retarder material is used, the minimum net area of ventilation openings shall not be less than 1 square foot (0,0929 m2) for each 1,500 square feet (140 m2) of underfloor space .area. One such ventilating opening shall be within 3 feet (914 mm) of etch corner ofthe building. 408.2 Openings for under -floor ventilation. The minimum net area of ventilation openings shall not be less than 1 square foot (0.0929 rn2) for each 150 square feet (14 m2) of under -floor area. One ventilation Opening shall be within 3 feet (915 ram) of each corner ofthe building. Ventilation openings shall be for their height and width withar ! tfollowing b r } of he i materials provided drat the least dimension of the coveringshall not exceed inch f4 r ch (6.4 min): 1. Perfoiated sheet metal plates not ot less than 0.070 inch (1.8 rnm) thick. 2. Expanded sheet metal plates not less than 0.047 inch (1.2 nun) thick. 3, Cast-iron grill or grating. 4. Extruded load -hearing brick vents. 5. Hardware cloth. of 0.035 inch (0,89 nun) wire or heavier. 6. Corrosion -resistant wire mesh, with the least dimension being 1/$ inch (3.2 mm) thick. Exception: The total area of ventilation openings shall be permitted to be reduced to 1/1.500 of the under -floor area where the ground surface is covered with an approved Class I vapor retarder material and the required openings are placed to provide cross ventilation of the space. The installation of operable louvers shall not be prohibited. R408.5 Removal of debris. The under -floor grade shall be cleaned of all vegetation and organic material. All wood forms used for placing concrete shall be removed before a building Is occupied or used for any purpose. All construction materials shall be removed before a building is occupied or used for any purpose R408.6 Finished grade. The finished grade of under -floor surface may be located at the bottom of the footings; however, where there is evidence that the groundwater table can rise to within 6 inches (152 mm) of the finished floor at the buildhg.perimeter or where there is eviden ce that the surface water does not readily drain from the building site, the grade in the under -floor space shall be as high as the outside finished grade, unless an approved drainage system is provided. R502.8 Drilling and notching. Structural floor members shall not be cut, bored or notched in excess of the limitations specified in this section. R502.9 Fastening. Floor framing shall be nailed in accordance with Table R602.3(1). Where posts and beam or girder construction is used tc support floor framing, positive connections shall be provided to ensure against uplift and lateral displacement. R502.13 Fireblocking required. Fireblocking shall be provided in accordance with Section R302.13,. R502.11.1 Design. Wood trusses shall be designed in accordance with approved engineering practice, The design and manufacture of metal plate connected wood trusses shall comply with ANSITTPI 1. The truss design drawings shall be prepared by a registered professional where required by the statutes of the jurisdiction in which the project is to be constructed in accordance with Section R.106.1. TABLE R503.1 MINIMUM THICKNESS OF LUMBER FLOOR SHEATHING JOIST OR BEAM SPACING (inches) MINIMUM NET THICKNESS Perpendicular to joist Diagonal to joist 24 11/16 3/4 16 5'8 5/8 VVOOIJ WALL FRAlV1ING; R602.1 Identification. Load -bearing dimension lumber for studs, plates and headers shall be identified by a grade mark of a lumber grading or inspection agency that has been approved by an accreditation body that complies with DOC PS 20. In lieu of a grade mark, a certification of inspection issued by a lumber grading or inspection agency meeting the requirements of this section shall be accepted. TABLE R602.3(5) SIZE, HEIGHT AND SPACING OF WOOD SSTIPSa BEARING WAILS NONBEARING WAi, Maximum spacing when supporting a roof - ceiling Maximum Maximum assembly spacing when spacing when Maximum ' or a . supporting one;. supporting two spacing habitable floor, plus a root floors, plus a when Laterally attic ceiling assembly. roof -ceiling supporting Laterally unsupported assembly, or a habitable n assembly or a one floor unsupported STUD stud only :attic habitable attic height' stud Maxim SIZE(inches) height3(feet) (inches) assembly(inches) assembly(inches) (feet) heighta(feet) spacing(lr r-r. el 2x3' - - - - - 10 16 2 x 4 10 24° 16C - 24. 14 24 3 x 4 10 24 . ' 24 16 24 14 24 2 x 5 10 ' 24 24 • - 24 16 24 2 e 6 10 '24 24 16 24 20 24 MQ2.6, Drilling and notching -studs. Drilling and notching of studs shall be in accordance with the following; 1, Notching. Any stud it1 an exterior wall or beari ig partition may be cut or notched to a depth not exceeding 25 percent of its width. Studs in nonbearing partitions may be notched to a depth not to exceed 40 percent'of single stud width. 2. Drilling. Any stud may be bored or drilled, provided that the diameter of the resulting hole is no more than 60 percent of the',stud width, the edge of the hole is no more than 5/a inch (16 mm)'to the edge of the stud,::and thethole is not located in the same section as a cut or notch. Studs located in exterior walisior bearing partitions drilled over 40 percent and up to 60 percent shall also:.be doubled with no more than two successive doubled studs bored. See Figures R602.6(1) and R602.6(2). R602,8 flrebiocking required. Fireblocking shag be provided in accordance with Section R302,11. R602.9 Cripple walls. Foundation cripple wailsbe framed of studs not smaller than the studding above. When exceeding 4 feet (1219 mm) in height, sucliwalis shall be framed of studs having the size required for an additional story. Cripple walls with a stud height less than 14 inches (356 mm) shall be sheathed on at least one side with a wood structural par41 that is fastened to both the top and bottom t accordance with Table t "' ct dof o1' plates In R6fl2.3(1), or the' cripp e walls shall be constru e solid blacking. Cripple walls shall be supported on continuous foundations. R602.11 Wall anchorage. Braced wall line sills shay( be anchored to concrete or masonry foundations in accordance with Sections R40.3.1.6 and R602.11.1. Roof -Ceiling ing Construction; R802,11dentification. toad -bearing dimension lumber for rafters, trusses and ceiling joists shall be identified by a glade mark of a lumber grading or inspection agency that has been approved by an accreditation bodyfthat complies with DOC PS 20. In lieu of a grade mark, a certificate of inspection issued by a lumbergrading or inspection agency meeting the requirements of this section shall be accepted. R802.2 Design and construction. The framing details required in Section R802 apply to roofs having a minimum slope of three units vertical in 12 units horizontal (25-percent slope) or greater. Roof -ceilings shall be designed and constructed in accordance with the'. provisions of this chapter and Figures R606.11(1), R606.11(2) and R606.11(3) or in accprdaneeWith AFPA/NDS. Components of roof -ceilings shall be fastened in accordance with Table R6C12:3(1). R802.7 Cutting and notching. Structural roof members :},ail not be cut, bored or notched in excess of the limitations specified in this section. R802.10.1 Truss design drawings. Truss design drawine prepared in conformance to Section R802.10.1, shall be provided to the building official and cpprnved prior to installation. Truss design drawings shall include, at a minimum, the inforriiation'secified below. Truss design drawing shall be provided with the shipment of trusses detiveredto the jebsite. R803.1 Lumber sheathing. Allowable spans for luin:ber used as roof sheathing shall conform to Table R803.1, Spaced lumber sheathing for wood shingle and shake roofing shall conform to the requirements of Sections R905,7 and R905.8. Spaced lumber sheathing is not allowed in Seismic Design Category D2, TABLE R803.1 MINIMUM THICKNESS OF LUMBER ROOF SHEATHING RAFTER OR i3EAM SPACING • (inches) MINIMUM NET THICKNESS (inches) 24 Sig R806.1 Ventilation required. Enclosed attics and enclosed rafter spaces formed where ceilings are applied directly to the underside of roof rafters shall have cross ventilation for each separate space by ventilating openings protected against the entrance of rain or snow. Ventilation openings pe ngs shall have a least dimension of/26 inch (1.6 mm) minimum and 1/4 inch (6.4 mm) maximum, Ventilation openings having a least dimension larger than 1/4 inch (6.4 mm) shall be provided with corrosion -resistant wire cloth screening; hardware' cloth, or similar material with openings having a least dimension of 'he inch (1.6 mm) minimum and 1/4 inch (6.4 mm) maximum. Openings in roof framing members shall conform to the requirements of Section R802.7. R806.3 Vent and insulation clearance. Where cave ave or cornice vents are installed, insulation shall not block the free flow of air. A minimum of a 1-inch (25 mm) space shall be provided between the insulation and the roof sheathing and at the location of the vent. R807.1 Attic access. Buildings with combustible ceiling or roof construction shall have an attic access. opening to attic areas that exceed 30 square feet (2.8 m2) and have a vertical height of 30 inches (76 mm) or greater. The vertical height shall be measured from the top of the ceiling framing members to the underside of the roof framing members, City of Tukwila The rough -framed opening shall not be less than 22 inches by 30 inches (559 mm by 762 mm) and sh,,»PUILDING DIVISION be located in a halfway or other readily accessible location. When located in a wail, the opening shall be a minimum of 22 inches wide by 30 inches high. When the access is located in a ceiling, minimum unobstructed headroom in the attic space shall be 30 inches (762 mm) at some point above the access measured vertically from the bottom of ceiling framing members. See Section M1305.1.3 for access requirements where mechanical equipment is located in attics. Chimneys and Fireplaces; R1004.1 General. Factory -built fireplaces shall be listed and labeled and shall be installed in accordance with the conditions of the listing. Factory -built fireplaces shall be tested in accordance with UL 127. RECEIVED R1004.2 Hearth extensions. Hearth extensions of approved factory -built fireplaces shall be installed inCiTY OF TUKWILA accordance with the listing of the fireplace. The hearth extension shall be readily distinguishable from the surrounding floor area. OCT 6.2014 R1006.1 Exterior air. Factory -built or masonry fireplaces covered in this chapter shall be equipped witFPERMIT CENTER an exterior air supply to assure proper fuel combustion unless the room is mechanically ventilated and controlled so that the indoor pressure is neutral or positive. i REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 3 2014 CORRE TION LTR# 0---. /LLGGVILesigns Ltd. .� �_ /....,.....„ ____c.S. .--'i. TITLE PROPOSED FOR S.a;; ��:;��`•i:'ftic ,' is:%�'i-,•:+fitF,�:'.t.7'-~L'�%{i«�::.;: v'jr �}.,i� ,r,:�: yh.�•.- r.��•'' ,,,,f i'+t7r.-,•; •N,�y,.• .t,�R:•( •..f.e% r�.: tiff "�C)�•5^li'S:�3<5.1 ': fc'•1r�' TUKWILA, WA, OWN: 1-1B " SCALE: 1 /4"--1 ' DATE: ,.'�s;,s'�ish CHKD: <"s„"> K� ".`';• PHONE: (206) 244- 1900 . DRAWING NO. • t:,.�tft`r•.*��,.i�:�,n_i?,v�%:. TMr4;?:GS,• ���3�: 1'.`kS:e %3G�r,;•2z,. ,;res?-•'x M% 'i , :r.: �•.v,.'' '^�,{" .:���5'-f roc , .•2; • Bruce MacVeigh, RE. TUKWILA, WA, 206.242.7665 RECEIVED CITY OF TUKWiLA SEP 2 2014 j 3•,! •. & 1 General Mechanical System Requirements; M1305.1 Appliance access for inspection service, repair and replacement. Appliances shall be accessible for inspection, service, repair and replacement without removing permanent . construction, other appliances, or any other piping or ducts not connected to the appliance being inspected, serviced, repaired or replaced. A level working space at least 30 inches deep and 30 incl-ies wide (762 mm by 762 min) shall be provided in front of the control side to service an appliance, Installation of room heaters shall be permitted with at least an 18-inch (457 nun) working space. A platform shall not be required for room heaters. • M1305.1.1 Furnaces and air handlers. Furnaces and air handlers within compartments or alcoves shall have a Ininimlun working space clearance of 3 inches (76 min) along the sides, Rack and top with a total width of the enclosing space being at least 12 inches (305 min) wider than the furnace or air handler. Furnaces having a firebox open to the atmosphere shall have at least a 6-inch (152 hint) working space along the front combustion chamber side, Combustion air openings at the rear or side of the compartment shall comply with the requirements of.C:hapter17. Exception: This section shall not apply to replacement appliances installed in existing s'ornpartments and alcoves where the working space clearances are in accordance with the equiprnent or appliance manufacturer's installation instructions. M1305.1.2 Appliances in rooms. Appliances installed in a compartment, alcove, basement or similar space shall be accessed by an opening or door and an unobstructed passageway measuring not less than 24 inc.hes (610 rm.))) wide and large enough to allow removal of the largest appliance in the space, provided there is a level service space of not less than 30 inches (762 min) deep And the height of the appliance but not less•than 30 inches (762 Min), at the front or service side of the appliance with the door open. M1305.1.3 Appliances in attics. Attics containing appliances shall be provided with an opening and a clear and unobstructed passageway large enough to allow removal of the largest appliance, but not less than 30 inches (762 nun) high and 22 inches (559 min) wide and not more than 20 feet 609 a ( 6 n In) long measured along the centerline of the passageway from the opening to the appliance. The passageway shall have continuous solid flooring in accordance with Chanter 5 not less than 24 inches (610 nun) wide. A level service space at least 30 inches (762 ann.) deep and 30 inches (762 nun) wide shall be present along all sides of the appliance where access is required. The clear access opening dimensions shall be a minimum of 20 inches by 30 inches . (508 rnm by 762 mitt), and large enough to allow removal dale largest appliance. M1306.1 Appliance clearance, Appliances shall be installed with the clearances from unprotected combustible materials as indicated on the appliance label and in the manufacturer's installation instructions. M1307.1 General. installation of appliances shall conform to the conditions of theft listing and label and the manufacturer's installation instructions. The manufacturer's operating and installation instructions shall remain attached to the appliance 1V11307.2 Anchorage of appliances. Appliances designed to be fixed in position shall be fastened or anchored in an approved mariner. In Seismic Design Categories DI and D,, water heaters shall be anchored or strapped to resist horizontal displacement caused by earthquake motion. Strapping shall be at';Dints within the upper one-third and lower one-third of the appliance's vertical dimensions, At the lower point, the strapping shall maintain a minimum distance of 4 inches (102 mm) above the controls. M1307,3 Elevation of ignition source. Appliances having an ignition source shall be elevated such that the source of ignition is not less than 18 inches (457 mm) above the floor in garages. For the purpose of this section, rooms or spaces that are not part of the living space of a dwelling unit and that communicate with a private garage through openings shall be considered to be part of the garage. M1308.1 Drilling and notching. Wood -framed structural members shall be drilled, notched or altered in accordance with the provisions of Sections R502.8, R602.6, R602.6.1 and R802.7. Holes in load -bearing members of cold -formed steel light -frame construction shall be permitted only in accordance with Sections R505,2.5, R603,2:5 and R804.2.5. In accordance with the provisions of Sections R505.3.5, R603,3.4 and R804.3.4, cutting and notching of flanges and lips of load -bearing members of cold -formed steel light frame construction shall not be permitted, Structural insulated panels (SIPS) shall be drilled and notched or altered in accordance with the provisions of Section R613.7. Heating and Cooling Equipment; M1401.1 Installation. Heating and cooling equipment and appliances shall be installed in accordance with the manufacturer's installation instructions and the requirements of this code. Exhaust Systems; M1501.1 Outdoor discharge, The air removed by every mechanical exhaust system shall be discharged to the outdoors. Air shall not be exhausted into an attic, soffit, ridge vent or crawl space. Exception: Whole -house ventilation -type attic fans that discharge into the attic space of dwelling units having private attics shall be permitted. M.1502.2 Independent exhaust systems. Dryer exhaust systems shall be independent of all other systems and shall convey the moisture to the outdoors, Exception: This section shall not apply to listed and labeled condensing (ductless) clothes dryers. M1502.3 Duct termination. Exhaust ducts shall terminate on the outside of the building. Exhaust duct terminations shall be in accordance with the dryer manufacturer's installation instructions. If the manufacturer's instructions do not specify a termination location, the exhaust duct shall terminate not less than 3 feet (914 rnm) in any direction from openings into buildings. Exhaust duct terminations shall be equipped with a backdraft damper. Screens shall not be installed at the duct termination M1503.1 General. Range hoods shall discharge to the outdoors through a single -wall duct. The duct serving the hood shall have a smooth interior surface, shall be air tight and shall be equipped with a backdraft damper. Ducts serving range hoods shall not terminate in an attic or crawl space or areas inside the building. Exception: Where installed in accordance with the manufacturer's installation instructions, and where mechanical or natural ventilation is otherwise provided, listed and labeled ductless range hoods shall not be required to discharge to the outdoors. M1503.3 Kitchen exhaust rates. Where domestic kitchen cooking appliances are equipped with ducted range hoods or down -draft exhaust systems, the fans shall be sized in accordance with Section M1507.3. M1507.1 General. Where toilet rooms and bathrooms are mechanically ventilated, the ventilation equipment shall be installed in accordance with this section. M1507.2 Recirculation of air. Exhaust air from bathrooms and toilet rooms shall not be recirculated Within a residence or to another dwelling unit and shall be exhausted directly to the outdoors. Exhaust drr from bathrooms and toilet rooms shall not discharge into an attic, crawl space or other areas inside the building. TABLE MI507.3 MINIMUM REQUIRED EXHAUST RATES FOR ONE- AND TWO-FAMILY DWELLINGS AREA TO BE VENTILATED VENTILATION RATES Kitchens 100 cfm intermittent or 25 cfin continuous Bathrooms -Toilet Rooms Mechanical exhaust capacity of 50 cfrn intermittent or 20 cfin continuous M1601.1 Duct design, Duct systems serving heating, cooling and ventilation equipment shall be fabricated in accordance with the provisions of this section and ACCA Manual D or other approved methods. p M1fi01,3 Duct insulation materials. Duct insulation materials shall conform to the following requirertlents: 1. Duct coverings and linings, including adhesives where used, shall have a flame spread index not higher than 25, and a smoke -developed index not over 50 when tested in accordance with ASTM t 84 or UL 723, using the specimen preparation and mounting procedures of ASTM > 2231. 2. Duct eoverings and linings shall not 'flame, glow, smolder or stroke when tested in accordance with ASTM C 411 at the temperature to Which they are exposed in service, The test temperature shall not fall below 250°F (121 °C). 3. External duct insulation and factory -insulated flexible ducts shall be legibly printed or identified at intervals not longer than 36 inches (914 inn) with the naive of the manufacturer, the thermal resistance R-value at the specified installed thickness and the flame spread and smoke - developed indexes of the composite materials. Spray polyurethane foam manufacturers shall provide the same product information and properties, at the nominal installed thickness, to the customer in writing at the time of foam application. AB duct insulation product R-values shall be based on insulation only, excluding air films, vapor retarders or other duct components, and shall be based on tested C-values at 75°F (24°C) mean temperature at the installed p 1 thickness, in accordance with recognized industry procedures. The installed thickness of duct insulation used to determine its R-value shall be determined as follows: 3.1. For duct board, duct liner and factory -made rigid ducts not normally subjected to compression, the nominal insulation thickness shall be used. 3.2..For:ductwrap,the installed thickness shall be. assurned :to. be..7.5 .percent. (25-percent compression) of nominal thickness. 3.3.'For factory -made flexible air ducts, The installed thickness shall be determined by dividing the difference between the actual outside diameter and nominal inside diameter by two. 3,4. For spray polyurethane foam, the aged R-value per inch measured in accordance with recognized r 8 lzcd industly standards shall be provided to the customer in writing at the time of foam application. In addition, the total R-value for the nominal application thickness shall be provided. M1.601:5 Under -floor plenums. Under -floor plenums shall be prohibited in new structures. Modification or repairs to under -floor plenums in existing structures shall conform to the requirements of this section M1701.1 Scope. Solid -fuel -burning appliances shall be provided with combust/on air in accordance with the appliance manufacturer's installation instructions. Oil -fired appliances shall be provided with combustion air in accordance with NFPA 31. The methods of providing combustion air in this chapter do not apply to fireplaces, fireplace stoves and direct -vent appliances. pp s. The requirements for combustion and dilution air for gas -fired appliances shall be in accordance with Chapter 24 M1802:1 Draft hoods. Draft hoods shall be located in the same room or space as the combustion p st on air openings for the appliances. M1803.1 General. Connectors shall be used to connect fuel -burning appliances to a vertical chimney or vent except where the chimney or vent is attached directly to the appliance. BOILERS; M2001.1 Installation. In addition to the requirements of this code, the installation of boilers shall conform to the manufacturer's instructions. The manufacturer's rating data, the nameplate and operating instructions of a permanent type shall be attached to the boiler. Boilers shall have all controls set, adjusted and tested by the installer. A complete control diagram together with complete boiler operating instructions shall be furnished by the installer. Solid- and liquid -fuel -burning boilers shall be provided with combustion air as required by Chapter 17. EXPANSION TANKS; M2003.1 General. Hot water boilers shall be provided with expansion tanks. Nonpressurized expansion tanks shall be securely fastened to the structure or bailer and supported to carry twice the weight of the tank filled with water. Provisions shall be made for draining nonpressurized tanks without emptying the system. WATER HEATERS USED FOR SPACE HEATING; M2004.1 General. Water heaters used to supply both potable hot water and hot water for space heating shall be installed in accordance with this chapter, Chapter 24, Chapter 28 and the manufacturer's installation instructions, M2005J. General. Water heaters shall be installed in accordance with the manufacturer's installation instructions and the requirements of this code. Water heaters installed in an attic shall conform to the requirements of Section M1305.1.3. Gas -fired water heaters shall conform to the requirements in Chapter 24. Domestic electric water heaters shall conform to UL 174 tir UL 1453, Commercial electric water heaters shall conform to UL 1453. Oiled -fired water heaters shall conform to UL 732. M2005,2 Prohibited locations. Fuel -fired water heaters shall not be installed in a room used as a storage closet. Water heaters located in a bedroom or bathroom shall be installed in a sealed enclosure so that combustion air will not be taken from the living space. Installationofdireet=Veht watiar l eatefs'- withiri,:an enclosure is not required Plumbing Fixtures; P2701.1 Quality of fixtures. Plumbing fixtures, faucets and fixture fittings shall be constructed of approved materials, shall have smooth impervious surfaces, shall be free from defects and concealed fouling surfaces, and shall conform to the standards cited in this code. Plumbing fixtures shall 12:e provided with an adequate supply of potable water to flush and keep the fixtures in a clean and sanitary condition without danger of backflow or cross connection. P2705.1 General. The installation of fixtures shall conform to the following: 1. Floor -outlet or floor -mounted fixtures shall be secured to the drainage connection and to the floor;:where so designed, by screws, bolts, washers, nuts and similar fasteners of copper, brass or other corrosion -resistant material. 2. Wall -hung fixtures shall be rigidly supported so that strain is not transmitted to the plumbing system. 3. Where fixtures come in contact with walls and floors, the contact area shall be water tight. 4, Plumbing fixtures shall be usable. 5. Water closets, lavatories and bidets. A water closet, lavatory or bidet shall not be set closer than 15 inches (381 mm) from its center to any side wall, partition or vanity or closer than 30 inches (762 mm) center -to -center between adjacent futures. There shall be at least a 21-inch (533 min) clearance in front of the water closet, lavatory or bidet to any wall, fixture or door: 6 The location of piping, fixtures or equipment shall not interfere with the operation of windows or doors. 7..In areas prone to flooding as established by Table R301.2(1), plumbing fixtures shall be located or installed in accordance with Section R322.1.7. 8. Integral fixture -fitting mounting surfaces on manufactured plumbing fixtures or plumbing fixtures constructed on site, shall meet the design requirements of ASME A 112. 1 9.2 or ASME A 112.19.3. Electrical system and equipment; E3401.1 Applicability. The provisions of Chapters 34 through 43 shall establish the general scope of the electrical system and equipment requirements of this code. Chapters 34 through 43 cover those wiring methods and materials most commonly encountered in the construction of one- and two-family dwellings and structures regulated by this -code. Other wiring methods, materials and subject matter covered in the NFPA 70 are also allowed by this code E3403.1 Approval. Electrical materials, components and equipment shall be approved. E3406.1 General. This section provides general requirements for conductors, connections and splices. These requirements do not apply to conductors that form an integral part of equipment, such as motors, appliances and similar equipment, or to conductors specifically provided for elsewhere in Chapters 34 through 43. Grounded conductor continuity. The continuity of a grounded conductor shall not depend on connection to a metallic enclosure, raceway or cable armor. E4101.6 Support of ceiling -suspended paddle fans. Ceiling -suspended fans (paddle) shall be supported independently of an outlet box ar by a listed outlet box or outlet box system identified for the use and installed in accordance with Section E3905.9. Sizing and Capacities of Gas Piping; The first goal of determining the pipe sizing for a fuel gas piping system is to make sure that there is sufficient gas pressure at the inset to each appliance. The majority of systems are residential and the appliances will all have the same, or nearly the same, requirement for minimum gas pressure at the appliance inlet. This pressure will be about 5-inch water column (w.c.) (1.25 kPa), which is enough fo/ proper operation of the appliance regulator to deliver about 3.5-inches water column (w.c.) (875 kPa) to the burner itself. The pressure drop in the piping is subtracted from the source delivery pressure to verify that the minimum is available at the appliance. f g This:pt©ject."Witl use:;ti i4Ye.. irPme iWOI:Vt P. *.$.4 Pti..k.Path;.tioli inr:004:inco :.. tirate fi#ie:. the:riiin,mu+a>:valuHate es d :1n addition, based' n rIze' ft.the:SttucWre nurtiber.of:addltronal :cteciits:are checked as chosiert! y.t a poriiiiit.fippliioant:';:::.;;: ;.::; :::: •;• Authoriked i7epresentatiiie.: Fonestrat oiS:U Factor Glazed 1=eriesttatcon_6HOC' Wood rarrieWail ,k;r : Mass:1(Va11::R-lialua`.' Floor Below GrrdmWa11c:: Stab° R-Y61tie.-ail Dep al nla n/a n/a 491 21 int 21/21h 30° 10/15/21 int + TB 10,2ft 0.30 0.50 n/a • 0.026 0.056 0.056 0.029 0.042 'Table R4024..: arid:Fable;R402A.: Footneteia lnelndeo:aii:1?age 2 Each dwelling unit in on+' and two-family.dweilingQand townhouses, as defined in Section 101.2 of the International Residential Code shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: ❑1. Small Dwelling Unit: 0.5 points X Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additionsto existing building that are Less than 750 square feet of heated floor area. Medium Dwelling Unit: All dwelling units that ar n/a inciuded in #1 or #3, including additions over 750 square feet. 03. Large Dwelling Unit: 2.5 points X Dwelling units exceeding 5000 square feet of conditioned floor area. 04, Dwelling unit other than one and two-family dwellings and townhouses: Exempt As defined in Section 101.2 of the International Residential Code Table Ri.t06;2::Sutil0a Qptlon;:: Uasciptitn :.' Efficient'84114tl.1 lg;Er:tvelope� 1 a: :Eti'rCienf;:Btiiiirig velopo fb:;' 1. 2c: 3c. Etfleient:Buildipg:Fnvolope::la: Ah' Li ge,Control;atiOfficlotitVeiitH?tigrt; a. Air eaka0r~ Control: and Efrrcient Ventilietlon, 2 . Air .L akageConfrol arid: effiulont: V intifetion: 2. High i~ffriieney HVAC:3ei' :: '. High' ladle ey HVAC:'3b :: High:.Efficlencyf f-IVAC::3e::: :.i-iigl '.i~ffraenc, I:1VRC:'3d-'' High' fircieric:t4�IAG-:l3istributlpri::System. RenewableiEtectric E.nergy::' • TOtat ,CItee *#?lesase i•alai':taTable:i�40.�.2:ftti:�ct�>:n� leteti �;riciri':� es 'rig ion • Credit(s): 4. 0. Table R402.1.1 Footnotes For Si: 1 foot .= 304.8 mm, ci .= continuous insulation, int .= intermediate framing. a R-values are minimums. U-factors and SHGC are maximums. When insulation is installed in a cavity which is less than the label or design thickness of the insulation, the compressed R-value of the insulation from Appendix Table A101,4 shall not be less than the R-value specified in the table. a The fenestration U-factor column excludes skylights. The SHGC column applies to all glazed fenestration. Exception: Skylights may be excluded from glazed fenestration SHGC requirements in Climate Zones 1 through 3 where the SHGC for such skylights does not exceed 0.30. "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior ofthe wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13' means R-10 continuous insulation on the interior or exterior of the home or R- 13 cavity insulation at the Interior of the basement wall. "TB" means thermal break between floor slab and basement wall. a R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. Basement wall insulation is not required in warm -humid locations as defined by Figure R301.1 and Table R301.1. Reserved. n First value is cavity Insulation, second is continuous insulation or insulated siding, so "13.+5" means R-13 cavity insulation plus R-5 continuous insulation or insulated siding. If structural sheathing covers 40 percent or less of the exterior, continuous insulation R-value shall be permittedto be reduced by no more than R-3 in the locations where structural sheathing is used to maintain a consistent total sheathing thickness. The second R-value applies when more than half the insulation is on the interior of the mass wall. For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38. k Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. r Log and solid timber walls with a minimum average thickness of 3.5 inches are exempt from this insulation requirement. Table R402.1.3 Footnote ° Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. discs ...,uowerhead and kitchen sink ta.. ..,.0 be rated at 1.75 GPM or less. All other lavatory faucets man 44 •......,.... r.0 GPM or•less.s ' credit, the building > « , ' > ,. ; , _, , ' ..the option /'t being selected and shall 'fy he w. • , eater equipment type and the muurnum (...---',-- equipment efficiency and shall specify the maxinuun flow rates for all showerheads, kitchen sink faucets and other lavatory faucets. O EFFICIENT WATER DATING 5b: Water heating system shall include one of the following: Gas, propane or oil water heater with a minimum EF of 0.82 or Solar water hea eating a minimum standar water heater. Solar water eating provide a rated minimum savings of 85 therms or 2000 kWh based on the Solar Rating and Certification Cam-- `^l Annual Performance of OG-300 Certified Solar Water Beatific - or Electric heat pump writ ofNEEA's Norther -+cetmx the Sh rn'i"-' 1.5 NORITZ Models: dam' NRC11 1 -DV* .. * FOR USE IN RESIDENTIAL, COMMERCIAL, OR MANUFACTURED HOME APPLICATIONS. CONDENSING TANKLESS GAS WATER HEATER e Z 5s. aC11 SPECIFICATIONS Home Size Indoor Unit Dimensions Outdoor Unit Dimensions Weight Gas Consumption (NG & LP) Capacity Range Energy Factor Thermal Efficiency Temperature Settings Accessories FULL DESCRIPTION PRODUCT DETAILS Indoor/Outdoor Southern climate: 4 bathrooms Northern climate: 3 bathrooms 24.2" (H) x 18.3" (ill/) x 9.4" (D) 24.2" (H) x 18.3" (11i1) x 9.4" 66 lbs. Max. 199,900 Btuh - Min. 11,000 Stith 0.5-11.1 Gal./min. 0.92 (NG), 0.91 (LP) 95% 100-140° F (in 5° F Intervals) (9 options) Tapping Screws, Remote Controller, Remote Controller Cord Specifications Built-in features include safety lock -out, freeze protection, and high elevation also offer several innovations: 9 adjustment. These units Condensing technology - The most advanced Noritz unit, over 93% efficiency level! Combi-system set-up - Open loop system functionality for both potable water heating and space heatin combination system. 9 Safety lock out - Default max. 120°F (refer to owner's manual for higher temp) Dual flame burner - Noritz exclusive! Minimizes temperature fluctuations. Fully modulating - Automatically adjusts burner level accordingly. Dual heat exchanger - 100% stainless steel corrosion resistant heat exch grade copper heat exchanger. anger fused with a commercial Turbo Flow - Up to 11.1 GPM @ 35° temperature rise (8.4 GPM @ 45° rise). Quick Connect - Doubles output by connecting 2 identical units with a single cable. Direct ignition - No standby pilot light. Thermal fuse - Automatic overheat protection system. Resin coated PC board - Increases durability and protection from elements. Automatic air regulator - Monitors internal temperature/maximizes burner efficiency. X a. Interior Duct Placement. Ducts included as Option 4 of Table R406.2 shall be placed wholly within the heated envelope of the housing unit. The placement shall be inspected and 'certified to receive the credits associated with this option. Exception: Ducts complying with this section may have up .to 5% of the total linear feet ofducts located in the exterior cavities or butler spaces of the dwelling. If this exception is used the ducts will be tested to the following standards: Post -construction test: Leakage to outdoors shalt be less than or equal to 1 CFM per 100 f12 of conditioned fl area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handier enclosure. All register boots shall be taped or otherwise sealed during the test. b. Plumbing Fixtures Flow Ratings. Low flow plumbing fixtures (water closets and urinals) and fittings (faucets showerheads) shall comply with the following requirements: I. Residential bathroom lavatory sink faucets: Maximum flow rate - 3.8 Unrin (1.0 gal/min) when tested in accordance with ASME Al I2.18.1/CSA B125.I. Residential kitchen faucets: Maximum flow rate - 6.61/mwn (1.75 gal/nun) when tested n accordance with ASME A112.18.I/CSA B125.1. 3. Residential showerheads: Maximum flow rate - 6.6 limit' (1.75 gal/min):when tested in accordance with AS Al 12.18.1/CSA B125.1. and 2. GARAGE VENTILATION NOTE: Ventilation for the combustion devices in the garage shall consist of either one of the following: 1. Two 6" hooded vents, one near floor level and one near ceiling level. 2. A single 8"hooded vent at mid -wall height or below. or REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 3 2014 dE City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA OCT 1 6 2014 PERMIT CENTER coo (z ,v Con Bruce Mac\/eighr P.E. 1'0'0,4/ILA, WA. 206.24.2.7665 RECEIVED cease OF TUKWILA SEP 2 9 2014 PERMt,T,CENTER