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HomeMy WebLinkAboutPermit D15-0309 - SINGH RESIDENCE - NEW SINGLE FAMILY RESIDENCESINGH RESIDENCE 14816 46 LN S Dl 5=0309 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 COMBOSFR PERMIT Parcel No: 0042000141 Address: 14816 46TH LN S Project Name: SINGH RESIDENCE Owner: Name: SINGH GURDIP Address: 4642 S 146TH ST, TUKWILA, WA, 98168 Contact Person: Name: GARY SINGH Address: 4642 S 146 ST, TUKWILA, WA, 98168 Contractor: Name: SIDHU HOMES INC Address: 4645 S 148 ST, TUKWILA, WA, 98168 License No: SIDHUH1881JF Lender: Name: SIDHU HOMES INC Address: 4642 S 146 ST, TUKWILA, WA, 98168 Permit Number: D15-0309 Issue Date: 3/22/2016 Permit Expires On: 9/18/2016 Phone: (206) 244-1900 Phone: (206) 244-1900 Expiration Date: 3/22/2018 DESCRIPTION OF WORK: CONSTRUCTION OF A NEW 3849 SO. FT SINGLE FAMILY RESIDENCE WITH A 638 SQ FT ATTACHED GARAGE AND A 51 SO, FT COVERED BALCONY. Project Valuation: $514,120.59 Fees Collected: $12,856.65 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: V-B Occupancy per IBC: R-3 Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: 125 Sewer District: TUKWILA SEWER SERVICE Current Codes adopted by the City of Tukwila: International Building Code Edition: 2012 National Electrical Code: 2014 International Residential Code Edition: 2012 WA Cities Electrical Code: 2014 International Mechanical Code Edition: 2012 WAC 296-466: 2014 Uniform Plumbing Code Edition: 2012 WA State Energy Code: 2012 International Fuel Gas Code: 2012 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Volumes: Cut: 75 Fill: 75 Number: 0 Water Meter: No 7 Permit Center Authorized Signature: J�% 4 Date: �f 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: �?d/ Date: -;22 Print Name: ��/ t� o I Y .C" /��z This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 2: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 4: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 5: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. (City Ordinance #2435) 6: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 3: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 7: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 8: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. ***BUILDING PERMIT CONDITIONS*** 10: 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. 11: 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. 12: 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. 13: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 14: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 15: All wood to remain in placed concrete shall be treated wood. 16: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 17: 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. 18: 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. 19: 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. 20: 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). 21: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 22: 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. 23: 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. 24: ***MECHANICAL PERMIT CONDITIONS*** 25: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 26: 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. 27: Manufacturers installation instructions shall be available on the job site at the time of inspection. 28: 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. 29: 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. 30: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 31: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 32: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 33: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 34: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 35: 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. 36: 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. 37: 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. 38: 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. 39: 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. 40: 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. 41: 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. 42: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 43: 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 44: 'PUBLIC WORKS PERMIT CONDITIONS' 45: 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. 46: 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. 47: Any material spilled onto any street shall be cleaned up immediately. 48: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 49: 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. 50: The Land Altering Permit Fee is based upon an estimated 75 cubic yards of cut and 75 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. 51: 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. 52: 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. 53: 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. 54: Install yard drain(s) and perforated pipe along the driveway, as necessary to prevent on -site ponding of storm water runoff. 55: 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. 56: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $1,013.88. 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 V CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tu",ila, WA 98188 httn://www.TukwilaWA.Pov Combination Permit N�. Prot ect No.: Date Application Accepted: Date Application Expires: (For office use onhr) 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 14014, King Co Assessor's Tax No.: 0042000Iq j Site Address:-1.446-},646th Ln. south ,Tukwila 98168 004Z00--40/4/ PROPERTY OWNER Name: S IDHU 4kOMf-S IlliC. 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 271ST 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: J / A0%/4� %1O flli �S .1 /lC Address: tli� „ �1�U �, 11 City: / /7" State: Zip: H:\Applications\Form-Applications On Line\201 I Applications\Combination Permit Application Revised 8-9-1 Ldocx Revised: August 2011 Page 1 of 4 bh PROJECT"INFORIVIAI;ION. s 4 Valuation of project (contractor's bid price): $ 325,000.00 Scope of work (please provide detailed information): NEW CONSTRUCTION, SINGLE FAMILY RESIDENCE 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. EQUIPM.ENV:&D F][ktURES.' INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: 6,500.00 Value of mechanical work $ fuel type: ❑ electric m gas furnace <I00k btu 2 appliance vent 4 ventilation fan connected to single duct 1 thermostat 0 wood/gas stove water heater (electric) 0 emergency generator other mechanical equipment PLUMBING: Value of plumbing/gas piping work $ 6,500.00 4 bathtub (or bath/shower combo) bidet l dishwasher floor drain 5 lavatory (bathroom sink) 2-. V sink l water heater (gas) lawn sprinkler system clothes washer 1 shower water closet 4 gas piping outlets H:\Applications\Forms-Applications On Line\2011 ApplicationsTombinalion Permit Application Revised 8-9-1 Ldocs Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION — 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 ❑ .. Highline ❑ .. Renton ❑ ...Letter of water availability provided SEWER DISTRICT ❑ ...Tukwila ® ... Valley View ❑ .. Renton ❑ .. Seattle ❑ ...Sewer use certificate ❑ ...Letter of sewer availability provided SEPTIC SYSTEM: ❑ .. On -site septic system — for on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): m ...Civil Plans (Maximum Paper Size — 22" X 34") ❑ ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report ❑ ...Hold Harmless — (SAO) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) ❑ ...Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ ...Right -Of -Way Use - Potential disturbance ❑ .. Construction/Excavation/Fill - Right -of -Way... ❑ -or- Non Right -of -Way.. ® ...Total Cut 40 Cubic Yards ❑ .. Work In Flood Zone m ...Total Fill 40 Cubic Yards ❑ .. Storm Drainage ❑ ...Sanitary Side Sewer ❑ .. Abandon Septic Tank ❑ ..Trench Excavation ❑ ...Cap or Remove Utilities ❑ .. Curb Cut ❑ .. Utility Undergrounding ❑ ...Frontage Improvements ❑ .. Pavement Cut ❑ .. Backflow Prevention - Fire Protection " ❑ ...Traffic Control ❑ .. Looped Fire Line Irrigation " Domestic Water " ❑ ...Permanent Water Meter Size ............... WO # ❑ ...Residential Fire Meter Size ................. WO # ❑ ...Deduct Water Meter Size .................... " ❑ ...Temporary Water Meter Size .............. WO # ❑ ...Sewer Main Extension ..................... Public ❑ - or - Private ❑ ❑ ...Water Main Extension Public ❑ - or - Private ❑ FINANCE INFORMATION— THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line NSA number of public fire hydrant(s) ❑ ...water ❑ ...sewer ❑ ...sewage treatment MONTHLY SERVICE BILLING TQ: Name: Day Telephone: Mailing Address: City State Zip WATER METER REFUNDBILLING: Name: Day Telephone: Mailing Address: City State Zip H:\Applications\Forms-Applications On Line\2011 ApplicationsTombination Permit Application Revised 5-9-11.docs Revised: August 2011 Page 3 of 4 bh PERMIT APP�LICATION.NOTES - APPLICABLE. O'ALL PE"""' ' T IN THIS' AP,POCATION,. _" ` " 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: ,�7'" ry � Print Name: GURDIP SINGH Mailing Address: 4642 SOUTH 146TH STREET lac Date: 09/28/2016 Day Telephone: (206) 244-1900 TUKWILA WA 98168 city State Zip H:\Applications\Forms-Applications On Line\2011 ApplicatiomTombinalion Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 4 of 4 "X15­d BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME 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 250 (1) 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water/Sewer/Surface Water Road/Parking/Access A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C7 �ClJ E`— b [ � co 40 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 �S Enter total fill volume 0 $ cubic yards cubic yard �_S_� 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 t---inn 101 — 1,000 $37.00 ' 1,0 — , M $49.25 10,001 — 100,000 $49.25 for 1 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1 200,000, PLUS $7.25 for each additional 10,000 or R (Ereo . GRADING Plan Review Fees TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATI (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 12/17/14 DESCRIPTIONS PAID PermitTRAK $9,376.60 D1S-0309 Address: 14816 46TH LN S Apn: 0042000141 $9,376.60 DEVELOPMENT $4,992.35 PERMIT FEE R000.322.100.00.00 0.00 $4,976.30 PLAN CHECK FEE 11000.345.830.00.00 0.00 $4.55 PERMIT FEE R000.322.100.00.00 0.00 $7.00 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 $1,324.38 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $125.00 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $125.00 GRADING PLAN REVIEW R000.345.830.00.00 0.00 $23.50 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $37.00 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $11013.88 TECHNOLOGY FEE $270.87 TECHNOLOGY FEE 11000.322.900.04.00 0.00 $270.87 TOTAL FEES PAID BY RECEIPT: .. $9,376.60 Date Paid: Tuesday, March 22, 2016 Paid By: GARY SINGH Pay Method: CREDIT CARD 12096F Printed: Tuesday, March 22, 2016 3:32 PM 1 of 1 rpF SY57EMS DESCRIPTIONS• PermitTRAK QUANTITY PAID $3,480.05 D15-0309 Address: 14816 46TH LN S Apn: 0042000141 $3,480.05 DEVELOPMENT $3,230.05 PLAN CHECK FEE R000.345.830.00.00 0.00 $3,230.05 PUBLIC WORKS $250.00 BASE APPLICATION FEE TOTAL FEES PAID BY RECEIPT: R6882 R000.322.100.00.00 0.00 $250.00 $3,480.05 Date Paid: Wednesday, December 16, 2015 Paid By: GURDIP SINGH Pay Method: CHECK 1639 Printed: Wednesday, December 16, 2015 1:53 PM 1 of 1 flSY57EM5 INSPECTION RECORD OSoq Retain a copy with permit 1115ffCTION 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 I Project: Af Typ of Inspection: Address: 195/a/ yew cAj Date Called: Special Instructions: Date Wand: m._ Requester/ Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: �A'1 Date: Q A, l REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD I S ^ Retain a copy with permit ©fig INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'gct: Ty of Inspection: Address: AV-6 ZJ6 174 ZAi Date Called: Special Instructions: Date Wanted: m. Requester: Phone No: 14 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: /\.�� Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD 2_ Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request line (206) 438-9350 P't: M Type of Inspection: �_�/ Address: / L� f �A! Date Called: Special Instructions: Date Wanted: m. GG� Cr �'7 m. T_ Requester: Phone No: 1l Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector: Date: A��► REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD , 5, 0,��� I \ Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: l� JC Type of Inspection: c) L�DJ l, Address: r G Date Called: Special Instructions: Date Wanted: / P. Requester: Phone No: Approved per applicable codes. R Corrections required prior to approval. pector: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Gall to schedule reinspection. PT INSPECTION RECORD IVS--o\yp petain a co with errnit � , 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 Insppection: /�i P ) AJ6 r v' L Address: Date Called: Special Instructions: Date Wand m M. Requester Phone No: 11 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. Callao 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 Pro'ect: �IA)644 Sp :' Type of Inspection: Address: 14S16 eg 114 Date Called: Special Instructions: Date Wantte a.m. 71 Requester Phone No: Approved per applicable codes. ,/ Corrections required prior to approval. 1pspector: Date: , REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at.6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd- #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: }( { �IJycy- Type of Inspectioyn{`: �// Address: IZI&6 d-"4 tAJ- Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: Approved per applicable codes. El Corrections required prior to approval. I paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit S INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro.ect: Z Type of Inspection: G S l p1 Ki✓/+I Address: " 6vl 1-a -s Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: ❑ Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: 6;4S rtZ&WG Ak7- A) Inspector: Date: -7 �L7 U 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: T e of Inspection: 77�� i✓ --110 �C Q,-1kyJejAi6 ✓ f'Z Address: eaw 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: '7f/ !-7 C REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Catl to schedule reinspection. INSPECTION RECORD Retain a copy with permit ��� ��� INSPECTION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspe tion: Address: Rlv Date Calf d: Special Instructions: Date Wanted: a.m. —�(p•/7 p.m. Requester: Phone No: kApproved per applicable codes. LJ Corrections required prior to approval. Inspector: Date: ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD (1 /)-) --] Retain a copy with permit 30 g INSFKTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspec ion: Address: y/ 11617N S Date Called: Special Instructions: Date Want .m /L 6 .m. Request r: Phone No: Approved per applicable codes. a Corrections required prior to approval. Inspector: q I 4DA LA,4ate:.? /Z REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD !� Retain a copy with permit D is 0� INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro' ctr �% (( , " 5 F IZ Type of Inspection: 0,0 t -- d r _ I V-k CRR f fo �J Date Called: pedal Instructions: Date W9 V a.m. Requester: Phone No: 0 Approved per applicable codes. Corrections required prior to approval. Inspector: Date U REINSPECTIUN FEE REQUIRED. Prior to next inspection, tee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD l 161) Retain a copy with permit �� 03 �� INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-367f0 Permit Inspection Request Line (206) 438-9350 Pr ecV 2 i 4 Type of Inspection: [/tsLA_ f Addres -1 A''C!f Date Called: Special Instructions: ^ r// Date Wanted: a.m. p.m. Requester: Phone No: 23 Approved per applicable codes. Ll Corrections required prior to approval. Inspecto—r, Date: -7 &:2w 1 REINSPECTION FEE REQUIRED. Prior to next inspection, tee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 030C INTnCTION 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 Projac(: p Type o ns ect�io/n(. Add rg : Date Called: S11pecial Instructions: Date anted: p �, (� O p.m. Requester: Phone No: Approved per applicable codes. ll Corrections required prior to approval. tInspector : /1 _ (Date /2 116o REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD F5`159 Retain a copy with permit 3�9 ON N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: C.-i ems) - Address: Date Called: Special Instructions: Date Wa t d: C9 L2 a.m. p.m. Request r: Phone No: jApproved per applicable codes. a Corrections required prior to approval. /`COMMENTS: Inspector: Date:h 7116 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 FT 0 3 Q I CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 PI e t: � Type rwpwt � Address / lqslb 141ke a Date Called: SpecialInstructions: Date % M. VW* �7� .m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. 9-81 COMMENTS: 11.) >�aV rwe C� L erT k'! 1?G ! EC -A L Al— AxAb e'c " AC U— aA S� ,a67 0� Ilnspector: /� � A luate0127 f 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 S 7� INSP N NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proj ` Type of Ins ection: Addre 6 gf� fw �Wjj' Date Called: Special Instructions: Date Waned: , a.m. b�— p.m. Requester: Phone No: Inspector: Date —W—fb REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD l I Retain a copy with permit D" 030 PEC 0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-935 At c r /1 r--'ef" Prt: f Type of Inspection: Addre • Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: Inspector: Date: J� lL REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD YU Q Retain a copy with permit 0 7 1 INSPEC N0. PERMIT N0. CITY OF TUKWILA BUILDIN 1 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 31-3670 Permit Inspection Request Line (206) 438-9350D (k�T-V-Iu it -F Pro'ect: Type of)nspection: A d s DatL# Called: Special Instructions: Date rnted: a.m. p.m. Requester: Phone No: Inspector: Dat ❑ 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 p���301 IRUfCTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 P ject: Type of Inspecti n: 'A Addre : Date Ca I d: Special Instructions: A4 Date Wanted. a.m. p.m. l Requester: Phone No: Inspector: V_Z IL ate: r � ",1 t REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedute reinspection. Fes" INSPECTION 6RECORD D�O�0 � 7) 1 Retain a copy with permiJ t PECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 c TypeoInsp ction:Projk j r � �!f Addr�ss: � - �{, / _ � � 1. t Date all. Special Instructions: Date W�ted: a.m. '" p.m. Requester: Phone No: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. © )oR I� INSPECTION RECORDF�f7 Retain a copy with permit ECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr jegt: d„s Type gfjl�nspectlon C9 ` Address: (( Date Called. pecial Instructions: ,^ N 1 Date�Wanted a.m. (rrfb p.m. Requester: Phone No: Inspector: Date: ❑ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD n6 Retain a copy with permit \IDKPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect: y , Tyne Of 1 ecti n: Ad r ( Date Called: Special Instructions: Date Wanted: a.m. P.M. Requester: Phone No: Inspector: Date: �_ 2-7 f l REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Catl to schedule reinspection. INSPECTION RECORD ED Retain a copy with permi tt 00 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr 'ect: Types f Ins ctio4 VW l Add r.4V� � ! ( Date Called`. Spe 'al Instructions: 't 44 Date nt % — 7 a.m. r / p.m. r 4� Requester: Phone No: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. E / INSPECTION RECORD Retain a copy with permit CTION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr � ct: _A SK Type of ins ection, _ d Addre °�� Date Called. Special instructions: Date anted: [ a.m. '� Z/7 �'Io p.m. I—R-eqdester: Phone No: (inspector: t/ / (Date: U_ .-) -7 `[ /' u REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection, 3 INSPECTION RECORD 1 3 Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWIL,A BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 PT(Kt: Type of_ Inspection: , Addre : l��� Ica. Date Ca d: Special Instructions: 1 Aol 1 Date Wante a.m. —1 I (�Fs p.m. Reque ter: Phone No: �Inspector: t/,�' �uate: F] REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Z Retain a copy with permit 0I s -a3o 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: �J( j� ✓v> / K Type of Inspect on: l 414 AddreV. Date Called: Special Instructions: Date Wanted: // a.m. q�30. l� p.m. Requester: Phone No: Inspector: Date: _I 3 `/ 6 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd„ Suite 100. Call to schedule reinspection. INSPECTION RECORD 1 (.1 ) Retain a copy with permit I pa- Oycy IN ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 P'ect: ro l 1 /v�F Type of Ins ectti on: M6 q6 r a, Date Called: Special Instructions: Date Wanted: a.m. Requester: Phone No: !Inspector: //- (uate7_ 7 —1 � REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. a INSPECTION RECORD bm 0-3 Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro test: // y 3 Type of lnsp ction: We: u � ` � ! ` t C �/y�. Date Called: Special Instruc_tiions: CW � R&T� t� e-N Date Wanted:_ a.m. ~;Ca ()6 p.m. Regt;CC * 's-1 [mot Phone No: / — L/ Z0� d - / o Q aApproved per applicable codes. IRCorrections required prior to approval. i. s� . Fa - WA 61 r - IRS ■, v Wall IInspector: j/ /` IDate a —,6 `f( ❑ 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 D O� /(1-S-1l-� PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206-575-4407 Project: Type of Inspection: 51)- l-i- Address: / �j/ (, L; c, t, S . Contact Person: Suite #: Special Instructions: Phone No.: ol JApproved per applicable codes. COMMENTS: ti -C ❑ Corrections required prior to approval. Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: ,� Date: L/ -,L , . : ) Hrs.: $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Word/Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnical 14245 59th Ave. S. Tukwila, WA 98168 Cell: 206-571-8794 April 6, 2016 City of Tukwila Attn: Allen Johannessen, Plans Examiner Subject: Foundation Subgrade Field Inspection - New Residence 14816 46th Lane S. Tukwila, WA 98168 PN: 004200-0140 (Lot 5 House) Dear Mr. Johannessen: On this date and at the request of Gary Singh, builder, this office visited the above site to personally observe the exposed soils in the bottom of the excavation for the foundation footings. All areas were excavated and open for observation. The typical depth was 3 to 6 feet, deeper than normal to get below an old fill layer. Bottom soils observed were a generally dense very sandy loam with some trace of clay. The depth of soil and observed characteristics indicates that it is original and undisturbed. While not possible to confirm, it is likely older glacial outwash which has been glacially compacted since deposition. The observations of the foundation bearing soils confirms the earlier assessment of bearing soils for this site as providing an allowable foundation bearing pressure of up to 2,000 psf. Thank you for your continuing assistance and care in the construction of this new residence. ZZ5—«� Bruce S. MacVeigh, P.E. Civil Engineer XN ES: 4/24/1 garysinghlot5soilsltr02/1570 RECEIVED CITY OF TUKWILA APR 0U7 2016 PERMIT CENTER tkI I ,. STRUCTURAL CALCULATIONS BEAMS SHEAR FOUNDATION NEW RESIDENCE 14816 46th Lane S. Tukwila, WA 98168 PN: 004200-0140 Sidhu Homes Gary Singh 206-244 1900 Prepared by: Bruce S. MacVeigh, P.E. Civil Engineer 14245 591h Ave. S. Tukwila, WA 98168 Cell Ph: (206) 571-8794 L '-� H F� a---j j�j' !@E WED FOR CODE COMPLIANCE APPROVER JAN 0 5 2016 City of Tukwila 13UILDING DIVISION . RECEIVED CITY OF TUKWILA DEC 16 2015 PERMIT CENTER BEAM CALCULATIONS Fly Afg Bl� C SMOKE & CARBON MON HARDWIRED WITH BATTEF FAN LOCATION RATED AT 50 CFM AT BATHROOMS. VENT ALL EXHAUST FAN NON COMBUSTABLE MATE WITH TIMER AT EACH LO, WHOLE HOUSE VENTILATI( I. INSTALL FAN IN LAUN[ 2. INSTALL 24HR TIME T( 3. EXHAUST FAN TO BE 4. INSTALL AUTOMATIC EL 5. INSTALL 7" -OUTSIDE A OF POWER. ADD 1" DIAM[ THIRD ELBOW. THE TERMII BUILDING MECHANICAL SYf BEAM CALCULATIONS BY: Bruce S MacVeigh,. P.E. DATE:.Z Z .Se P `�` r` 14245 59", Ave. S. -� �- Tukwila, WA 98168 PROJECT:'''' Cell: (206) 571-8794 BEAM LOCATION: off, A) 6 JZ, SPAN = L = FEET DL = ze) PSF LL = z '�;- PSF C C THEREFORE TL PSF —� Sv EE w = TL x width contrib. area = Z o 13 PLF -� G Q6 PS�i�'.!/ 7f✓ �-- MDES. (UNIF. LOAD - W X L2/8 FT # = FT# MDES. (POINT LOAD) - ((L - / L X P) x X FT # = FT # FT # - IN # BEAM OR JOIST TYPE: GRADE: IJ Fb = 617S PSI (Min. S Req'd = 62, S- IN') S = b x d2/6 IN' = 3, s, //, es '/9 = IN' THEREFORE: MCAP. = S Fb = IN # MCAP. = 73, 9 3 - 9 7 5— _ �9, 66 o IN # GREATER THAN MDES. = �4, 67s IN # REQUIRED THEREFORE OKAY 7, 0 7 i/-/ 79 BEAM CALCULATIONS BY: Bru-ce S MacVeigh,. P.E. DATE: 14245 59"h Ave. S. Tukwila, WA 98168 PROJECT: Cell: (206) 571-8794 BEAM LOCATION: /� ✓ t.GJ� r ,�� r 0 u u 1-4Df . S SPAN = L = � FEET 1-2 DL = Zk:' PSF LL = 6' PSF THEREFORE TL = 15�`O PSF w = TL x width contrib. area o PLF � G x g MDES. (UNIF. LOAD) = w x L 2/8 FT # FT # FT # _ 90 IN# MDES. (POINT LOAD) - ((L X) / L x P) x X FT # FT # FT # = IN # BEAM OR JOIST TYPE:- GRADE: 7? (Min. S Req'd = 3 1, ' IN3) Fb PSI S = b x d2/6 IN3 = 3 f� ' Z �� = 7s7 IN3 THEREFORE: MCAP. = S Fb = IN # MCAP. _ ©� = /8 ©� p D O IN # GREATER THAN MDES. = 601 6'0- Z IN # REQUIRED THEREFORE BEAM CALCULATIONS DATE: PROJECT: BEAM LOCATION: r r v BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Cell: (206) 571-8794 SPAN = L = 14 FEET DL = 20 PSF LL = d PSF THEREFORE TL = 70 PSF w = TL x width contrib. area = ZO 0 PLF /D 70 k / O 3I1� ©L% MDES. (UNIF. LOAD) — w x L2/8 FT # FT # FT # 76 RGa IN # fLooi2 pf-r /c��'�2 SfAJ�� MDES. (POINT LOAD) — ((L — ) / L x P) x X FT # = FT # FT # IN # BEAM OR JOIST TYPE: /--I / � " GRADE: t> F-- Fb PSI (Min. S Req'd = 8 8 IN') S = b x d2/6 IN = = ,/%© ;� IN' THEREFORE: MCAP. = S Fb = IN # MCAP. — / icy e 7 4- , 297 � = 96, d 79 IN # GREATER THAN MDES. _ �6� IN # REQUIRED THEREFORE OKAY �' BEAM CALCULATIONS DATE: PROJECT: BEAM LOCATION: SPAN = L = % FEET BY: Bruce S MacVeigh, P.E. 14245 59m Ave. S. Tukwila, WA 98168 Cell: (206) 571-8794 DL = Fo PSF LL = 5f4 PSF THEREFORE TL = 6O PSF I w = TL x width contrib. area = Aso PLF MDES. (UNIF. LOAD)VT� - j 1 _ w x L2/8 FT # 757'xSY8 FT# FT # 20 IN# L MDES. (POINT LOAD) _ ((L - ) / L x P) x X FT # = FT # 1 -- --- — FT # IN BEAM OR JOIST TYPE: S = b x d2/6 IN = GRADE: Fb = 957S-- PSI (Min. S Req'd = 3► IN3) = 7.3.8 3 IN' THEREFORE: McAP. = S Fb = IN # 7� 3.3 / MCAP. - - [� Q d IN # 1 GREATER THAN MDES. IN # REQUIRED THEREFORE OKAY BEAM CALCULATIONS DATE: PROJECT: BEAM LOCATION: /511E-7/9 /`? O SPAN = L = 5- S I FEET BY: Bruce S MacVeigh, P.E. 14245 591h Ave. S. Tukwila, WA 98168 Cell: (206) 571-8794 DL = Fd PSF LL = 'Vro PSF THEREFORE TL = (b-"p PSF w = TL x width contrib. area = s/ <'— PLF 31 s— p I- F: MDES. (UNIF. LOAD) = w x L2/8 FT # FT # FT # 69, 71g IN # MDES. (POrNT LOAD) _ ((L — ) / L x P) x X FT # FT # = FT # IN # BEAM OR JOIST TYPE: IVIZ ZZ-6 GRADE: Fb = g7-5— PSI (Min. S Req'd = 79, 7 IN3) S = b x d2/6 IN = = //a , -741 IN THEREFORE: McAP. = S Fb = IN # McaP. _ 37 = 9G,/ 6 9 e IN # GREATER THAN MDES. = o!� 9, 7/9 IN # REQUIRED THEREFORE OKAY BEAM CALCULATIONS DATE: PROJECT: BEAM LOCATION: SPAN = L = FEET 4 X- s�- L s-P - ARO BY: Bruce S MacVeigh,. P.E. 14245 59m Ave. S. Tukwila, WA 98168 Cell: (206) 571-8794 DL = Zo PSF LL = 140 PSF THEREFORE TL = 60 PSF w = TL x width contrib. area = z z r- PLF 9�o x 3. 7 �- MDES. (UNIF. LOAD) - w x L2/8 FT # FT # FT # IN # MDES. (POINT LOAD) _ ((L - X) / L x P) x X FT # FT # FT # SD �o D IN # BEAM OR JOIST TYPE: GRADE: Fb = �� PSI 4" x/2'' S = b x d2/6 IN' = THEREFORE: MCAP. = S Fb MCAP. -- GREATER THAN MDES. (Min. S Req'd = 5-�� IN3) IN3 IN # IN # = S-O, 4'4949 IN # REQUIRED THEREFORE OKAY BEAM CALCULATIONS DATE: PROJECT: BEAM LOCATION: SPAN = L = 7 13, -77 BY: Bruce S MacVeigh, P.E. 14245 59m Ave. S. Tukwila, WA 98168 Cell: (206) 571-8794 FEET DL = 20 PSF LL = -f O PSF THEREFORE TL = 60 PSF w = TL x width contrib. area = y�?p PLF "!,o t 6,s" MDES. (UNIF. LOAD) w x L2/8 FT # 3yo , 7FT # FT # 7� = Z��d� IN# MDES. (POINT LOAD) = ((L X) / L x P) x X FT # FT # FT # IN # BEAM OR JOIST TYPE: GRADE: P/--7e/Z Fb = 875-- PSI 4e" X /.Z1 S = b x d2/6 IN3 = (Min. S Req'd = 3Z ?G IN3) 7,7 `D 3 IN3 THEREFORE: McAP. = S Fb = IN # MCAP. = 7,3" 9 3 , �- 7 S— 49 GREATER THAN MDES. = ZB 66S IN # REQUIRED THEREFORE OKAY BEAM CALCULATIONS DATE: PROJECT: BEAM LOCATION: fL-7 BY: Bruce S MacVeigh, P.E. 14245 59th Ave. S. Tukwila, WA 98168 Cell: (206) 571-8794 SPAN = L = 8 FEET DL = Zo PSF LL = 4 Co PSF THEREFORE TL = 6 o PSF w = TL x width contrib. area = /os PLF KO 7 3 '/Z' — I MDES. (UNIF. LOAD) = W x L /8 FT # /oS, 6413 FT# FT # IN # MDES. (POINT LOAD) _ ((L — / L x P) x X FT # FT # FT # IN # BEAM OR JOIST TYPE: GRADE: Fb = P 7S` PSI (Min. S Req'd S?—IN') S = b x d2/6 IN3 THEREFORE: MCAP. = S Fb = IN # 5-- MCAP. _ - 2 7 6 IN # GREATER THAN MDES. _ , IN # REQUIRED THEREFORE OKAY I BEAM CALCULATIONS 7/c DATE: PROJECT: BEAM LOCATION: BY: Bruce S MacVeigh,. P.E. 14245 590, Ave. S. Tukwila, WA 98168 Cell: (206) 571-8794 SPAN = L FEET DL = FD PSF LL = ¢o PSF THEREFORE TL = a PSF w = TL x width contrib. area = z S' PLF MDES. (UNIF. LOAD) = w x L2/8 FT # 22- /6 z/g FT # FT # 2? IN # MDES. (POINT LOAD) = ((L — ) / L x P) x X FT # FT # FT # IN # BEAM OR JOIST TYPE: %/< < IF1) GRADE: �� 2-Fb = g PSI v (Min. S Req'd IN3) S = b x d2/6 IN3 = _ 7,�r IN3 THEREFORE: MCAP. = S Fb = IN # MCAP. = // 0, 7 Z/ , to,? �— = IN # GREATER THAN MDES. = g6o� IN # REQUIRED THEREFORE OKAY v I BEAM CALCULATIONS DATE: PROJECT: BEAM LOCATION: 3 � I'q rf SPAN= L= BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Cell: (206) 571-8794 FEET DL = 20 PSF LL = 40 PSF THEREFORE TL = 60 PSF w = TL x width contrib. area = 6��a 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: c-' j Z2> GRADE: Fb = Z9PSI (Min. S Req'd IN') S = b x d2/6 IN3 = _ % IN3 THEREFORE: McAP. = S Fb = IN # MCAP. -�/ IN # GREATER THAN MDES, _ ,ooD IN # REQUIRED THEREFORE OKAY BEAM CALCULATIONS DATE: PROJECT: BEAM LOCATION: SPAN = L = /d BEAM OR JOIST TYPE: FEET BY: Bruce S MacVeigh, P.E. 14245 59m Ave. S. Tukwila, WA 98168 Cell: (206) 571-8794 20 DL = Zo PSF LL = -:;re PSF THEREFORE TL = -45`PSF ma �- w = TL x width contrib. area = /�. 8Zo PLF ,00 MDES. (UNIF. LOAD) - Oo 2 W x L /- FT # FT# FT # MDES. (POINT LOAD) _ ((L - ) / L x P) x X FT # FT # FT # IN # ,�<Z%� GRADE: .570, Fb = Z, 4o a PSI (Min. S Req'd = //3 IN3) S = b x d2/6 IN3 = = / 2 3, �D IN3 THEREFORE: MCAP. = S Fb = IN # Mc,. = 12 3 a 4a = Z-FS f Za o IN # GREATER THAN MDES. = Z73, do a IN # REQUIRED L/ THEREFORE OKAY BEAM CALCULATIONS BY: Bruce S MacVeigh,. P.E. DATE: 14245 59t" Ave. S. Tukwila, WA 98168 PROJECT: Cell: (206) 571-8794 BEAM LOCATION: gF1,P 1`'7 - SPAN = L = A�F FEET DL = PSF LL = PSF THEREFORE TL = PSF w = TL x width contrib. area = /, zo PLF MDES. (UNIF. LOAD) = w x L2/8 FT # 82o �lezV8 FT FT # 054 sztD IN # MDES. (POINT LOAD) _ ((L - / L x P) x X FT # FT # FT # IN # BEAM OR JOIST TYPE: ��� GRADE: 570, Fb o PSI (Min. S Req'd IN3) S = b x d2/6 IN = = 3 7�. 7 IN3 THEREFORE: MCAP. = S Fb = IN.# MCAP. = 76-, 7 �,�� d = �09013o IN # GREATER THAN MDES. IN # REQUIRED THEREFORE OKAY �/ BEAM CALCULATIONS DATE: PROJECT: BEAM LOCATION: SPAN = L = 4�9' BY: Brace S MacVeigh,. P.E. 14245 59m Ave. S. Tukwila, WA 98168 Cell: (206) 571-8794 FEET DL PSF LL PSF THEREFORE TL = 4'9 PSF w = TL x width contrib. area = Z 70 PLF 60,4 Z 719� � pG MDES. (UNIF. LOAD) = w x L2/8 FT # e5 215 FT # — FT # Z5S 3 so IN# MDES. (POINT LOAD) _ ((L — X) / L x P) x X FT # FT # = FT # IN # BEAM OR JOIST TYPE: ��c G� GRADE: x iz tl S=bx&/6IW= OF1 Z Fb = 87s" PSI (Min. S Req'd = Z 7� d IN') ;;�3, P 3 IN' THEREFORE: MCAP. = S Fb = IN # MCAP. = 73', 9 3 E 7 IN # GREATER THAN MDES, = z 5-,, 38 0 IN # REQUIRED c� THEREFORE OKAY i 7 y 'Tot, 5 7 S 5 -7 ?-L l to Ps -mo o s g° z C/- /'.7.9k_ lam. l71 T� �1b pax, = zol. Design Properties, Material {Heights, and Job -Site Safety 5 Trus Joist • TWO Joist Specifier's Guide 2025 • January 2004 Design Properties (100% Load Duration) /�` / � j Material Weights (Include TJI® weights in dead load calculations —see Design Properties table at left for joist weights) (1) Caution: Do not Increase Joist moment design properties by a repetitive member use factor. General Notes • Design reaction includes all loads on the joist. Design shear is computed at the face of supports including all loads on the span(s). Allowable shear may sometimes be increased at interior supports in accordance with pending ICC ESR-1153 and these increases are reflected in span tables. • The following formulas approximate the uniform load deflection of A (inches): For For TJI9110, 210, 230, and 360 Joists TJI® 560 Joists _ _22.5 wL4 2.67 wL2 22.5 wL^ 2.29 wL2 A El + dx105 A= El + dx105 w = uniform load in pounds per linear foot L = span in feet d = out -to -out depth of the joist in inches El = value frDm table above TJI® joists are intended for dry -use applications Floor Panels Southern Pine 'h' plywood ................1.7 psf 5A' plywood ................2.0 psf VV plywood .................2.5 psf 1'A' plywood ...............3.8 psf 'f' OSB ....................1.8 psf 5A' OSB .................... 2.2-psf Va' OSB ...................2.7 psf rh' OSB ...................3.1 psf 1W OSB ..................4.1 psf Based on. Southern pine — 40 pcf for plywood, 44 pcf for OSB Roofing Asphalt shingles ............2.5 psf Wood shingles ..............2.0 psf Clay tile .............9.0 to 14.0 psf Slate (%'thick) ............15.0 psf Roll or Batt Insulation (1" thick): Rock wool .................0.2 psf Glass wool . . ...............0.1 psf Floor Finishes Hardwood (nominal 1') .......4.0 psf Sheet vinyl .................0.5 psf Carpet and pad .............1.0 psf ." ceramic or quarry tile .....10.0 psf Concrete: Regular (1') ...............12.0 psf Lightweight (1') .......8.0 to 10.0 psf Gypsum concrete (V4*) .......6.5 psf Ceilings - - - - — ---- .......... .. - - Acoustical fiber tile ..........1.0 psf W gypsum board ..:........2.2 psf 5A' gypsum board ...........2.8 psf Piaster (1" thick) ............8.0 psf SHEAR CALCULATIONS WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN garyslot5.wsw Woodworks® Shearwalls 10.1 Sep. 24, 2015 12:49:14 Level 1 of 2 70' 65' 84.7 C&C26.9/33.2 c msaue ---o r 7 �1" I N N C6 ac,i M N Cl) O� 6) n (0 i� 04 M'N CD Uof U 2515 6c B-1 t)y`b ca O P n V CO wt 43420 G* a A-1 <^ 6"26.9/33.2 `} S C' 119.7 60, 55, 50, 45' 40' 35' 30' 25' 20' 15, 10, / 5' 4' -5' -10, -15, -20' -25' -30' -16 -10, -5' 0' 5' 10' 16 20' 25' 30' 35' 4V 45' 50' 56 60' 66 79 75' 80' 85' 90' --- Factored shearline force (Ibs) u 11 Unfactored applied shear load (plf) IL Factored holddown force (Ibs) Unfactored dead load (plf,lbs) • C Compression force exists Unfactored uplift wind load (plf,lbs) ■ Vertical element required Applied point load or discontinuous shearline force (Ibs) Loads Shown: W; Forces: 0.6W + 0.61D. Orange = Selected wall(s) Red = Failur garyslot5.wsw Level 2 of 2 (M LO LO r O O t M L6 U) 0 I WoodWorks® Shearwralls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 10.1 Sep. 24, 2015 12:49:14 70' 41.9 — 180.9 180.9 180.9 — 41.9 65, 60' 55, 0.0 6 2 .2 -- 0.0 O 50, 0 2526 C-1 45' N 40' p1 d M e 35' M co 11 cl 30' " 25' ;r 20' M 15' r` N 10' co 5, 2526 C1' =._ -5' 0.0 2 1 ill- 0. 54.9-101.2 101.2 101.2-54.9 S -15' -20' -25' -30' -15, -10, -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' 70' 75' 80' 85' 90' --- Factored shearline force (Ibs) Liis Unfactored applied shear load (plf) Factored holddown force (Ibs) Unfactored dead load (plf,lbs) • C Compression force exists Unfactored uplift wind load (plf,lbs) ■ Vertical element required Applied point load or discontinuous shearline force (Ibs) Loads Shown: W; Forces: 0.6W + 0.61D. Orange = Selected waii(s) Red = Failur WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 10.1 garyslot5.wsw Project Information DESIGN SETTINGS Sep. 24, 201512:54:48 Design Code Wind Standard Seismic Standard IBC 2012/AWC SDPWS 2008 ASCE 7-10 Directional (All heights) ASCE 7-10 Load Combinations Building Code Capacity Reduction For Design (ASD) For Deflection (Strength) Wind Seismic 0.70 Seismic 1.00 Seismic 1.00 1.00 0.60 Wind 1.00 Wind Service Conditions and Load Duration Max Shearwall Offset [ft] Duration Temperature Moisture Content Plan Elevation Factor Range Fabrication Service (within story) (between stories) 1.60 T<=100F 19% 10% 0.50 1.00 Maximum 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... Collector forces based on... Wind Seismic Hold-downs Applied loads Never Never Drag struts Applied loads Shearwall Relative Rigidity: Deflection -based stiffness of wall segments Design Shearwall Force/Length: Based on wall rigidity/length SITE INFORMATION Wind Seismic ASCE 7-10 Directional (All heights) ASCE 7-10 12.8 Equivalent Lateral Force Procedure Design Wind Speed 100mph Risk Category Category II - All others Exposure Exposure C Structure Type Regular Enclosure Enclosed Building System Bearing Wall Min Wind Loads: Walls 16 psf Design Category D Roofs 8 psf Site Class D topographic information [ft] Spectral Response Acceleration Shape Height Length S1:0.400g Ss:0.750g - - - Fundamental Period E-W N-S Site Location: - T Used Approximate Ta 0.175s 0.175s 0.175s 0.175s Elev: Oft Avg Air density: 0.0765 lb/cu ft Rigid building - Static analysis Maximum T 0.245s 0.245s Case 2 E-W loads N-S loads Response Factor R 2.00 2.00 Eccentricity (%) 15 15 Fa: 1.20 Fv: 1. 60 Loaded at 75% Woodworks® Shearwalls garyslot&wsw Sep. 24, 201512:54:48 Structural Data STORY INFORMATION Hold-down Story Floor/Ceiling Wall Length subject to Bolt Elev ft Depth m Height ft shrinkage in length in Ceiling 21.00 0.0 Level 13.00 12.0 8.00 15.7 16.5 Level 3.00 12.0 9.00 15.7 16.5 Foundation 2.00 BLOCK and ROOF INFORMATION Block Dimensions ft Face Type Roof Panels Sloe Overhang ft Block 2 Story E-W Ridge Location X,Y = 0.00 0.00 North side 30.0 1.00 Extent X,Y = 69.00 45.00 South Side 30.0 1.00 Ridge Y Location, Offset 22.50 0.00 East Hip 30.0 1.00 Ridge Elevation, Height 33.99 12.99 West Hip 30.0 1.00 WoodWorks® Shearwalls garyslot5.wsw Sep. 24, 201512:54:4s I SHEATHING MATERIALS by WALL GROUP Grp Surf Material Ratng Sheathing Thick GU in in Ply Or Gvtv Ibs/in Size Fasteners Type Df Eg in Fd in Bk Apply Notes 1 Both Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 2 4 Y 2,3 2 Ext Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 4 6 Y 2,3 Int Gyp WB 1-ply 1/2 - - Horz 40000 5d Nail N 7 7 Y 3 Both Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 3 4 Y 2,3 4 Both Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 6 12 Y 3 5 Ext Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 3 6 Y 2,3 Int Gyp WB 1- I 1/2 - - Horz 400001 5d Nail N 7 7 Y Legend: Grp — Wall Design Group number, used to reference wall in other tables Surf — Exterior or interior surface when applied to exterior wall Ratng — Span rating, see SDPWS Table C4.2.2.2C Thick — Nominal panel thickness GU - Gypsum underlay thickness Ply — Number of plies (or layers) in construction of plywood sheets Or— Orientation of longer dimension of sheathing panels Gvtv — Shear stiffness in /blin. 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 GINS, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing; Box - box nail; Casing — casing nail; Roof — roofing nail; Screw — drywa/l screw Size - Common, box, and casing nails: refer to SDPWS Table Al (casing sizes = box sizes). Gauges: 11 ga = 0.120" x 1-314" (gypsum sheathing, 25132" fiberboard), 1-112" (lath & plaster, 112" fiberboard); 13 ga plasterboard = 0.92"x 118". Cooler or gypsum wallboard nail: 5d = .086" x 1-518"1 6d = .092" x 1-718"1 8d = .113" x 2-318"; 6/8d = 6d base ply, 8d face ply for 2-ply GWB. Drywall screws: No. 6, 1-1/4" long. 518" 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 Sk — 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 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. FRAMING MATERIALS by WALL GROUP Wall Group Species Grade b in d in Spacing in SG E 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 4 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 5 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. Woodworks® Shearwalls garyslot5.wsw Sep. 24, 201512:54:4s SHEARLINE. WALL and OPENING DIMENSIONS North -south Type Wall Location Extent [ft] Length FHS [ft] Height Shearlines Group(s) X ft Start End ft Wind Seismic Ifti Line 1 Level 2 Line 1 Seg 2 0.00 0.00 45.00 45.00 37.00 37.00 8.00 Wall 1-1 Seg 2 0.00 0.00 45.00 45.00 37.00 37.00 - Opening 1 - - 21.00 23.00 2.00 - - 6.75 Opening 2 - - 32.00 38.00 6.00 - - 6.75 Level 1 Line 1 Seg 4 0.00 0.00 45.00 45.00 35.00 35.00 9.00 Wall 1-1 Seg 4 0.00 0.00 45.00 45.00 35.00 35.00 - Opening 1 - - 21.00 26.00 5.00 - - 6.75 Opening 2 - - 33.00 38.00 5.00 - - 6.75 Line 2 Level 1 Line 2 Seg 3 45.50 0.00 45.00 45.00 23.00 23.00 9.00 Wall 2-1 Seg 3 45.50 16.00 39.00 23.00 23.00 23.00 - Line 3 Level 2 Line 3 Seg 5 69.00 0.00 45.00 45.00 16.00 16.00 8.00 Wall 3-1 Seg 5 69.00 0.00 45.00 45.00 16.00 16.00 - Opening 1 - - 2.00 14.00 12.00 - - 6.75 Opening 2 - - 18.50 22.50 4.00 - - 6.75 Opening 3 - - 28.00 34.00 6.00 - - 6.75 Opening 4 - - 40.00 44.00 4.00 - - 6.75 Level 1 Line 3 Seg 1 69.00 0.00 45.00 45.00 8.00 8.00 9.00 Wall 3-1 Seg 1 69.00 0.00 45.00 45.00 8.00 8.00 - Opening 1 - - 2.00 10.00 8.00 - - 6.75 Opening 2 - - 18.00 34.00 16.00 - - 6.75 Opening 3 - - 35.00 43.00 8.00 - - 6.75 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 2 0.00 0.00 69.00 69.00 24.50 24.50 8.00 Wall A-1 Seg 2 0.00 0.00 69.00 69.00 24.50 24.50 - Opening 1 - - 2.50 14:50 12.00 - - 6.75 Opening 2 - - 20.00 26.00 6.00 - - 6.75 Opening 3 - - 32.00 44.00 12.00 - - 6.75 Opening 4 - - 48.50 60.50 12.00 - - 6.75 Level 1 Line A Seg 1 0.00 0.00 69.00 69.00 19.50 19.50 9.00 Wall A-1 Seg 1 0.00 0.00 69.00 69.00 19.50 19.50 - Opening 1 - - 2.50 14.50 12.00 - - 6.75 Opening 2 - - 18.00 28.50 10.50 - - 6.75 Opening 3 - - 32.00 44.50 12.50 - - 6.75 Opening 4 - - 48.50 60.50 12.00 - - 6.75 Line B Level 1 Line B Seg 3 16.00 0.00 69.00 69.00 24.00 24.00 9.00 Wall B-1 Seg 3 16.00 45.00 69.00 24.00 24.00 24.00 - Line C Leve12 Line C Seg 2 45.00 0.00 69.00 69.00 58.00 58.00 8.00 Wall C-1 Seg 2 45.00 0.00 69.00 69.00 58.00 58.00 - Opening 1 - - 24.00 30.00 6.00 - - 6.75 Opening 2 - - 36.00 39.00 3.00 - - 6.75 Opening 3 - - 51.00 53.00 2.00 - - 6.75 Level 1 Line C Seg 4 45.00 0.00 69.00 69.00 63.00 63.00 9.00 Wall C-1 Seg 4 45.00 0.00 69.00 69.00 63.00 63.00 - Opening 1 - - 25.00 31.00 6.00 - - 6.75 �egeno: Type - Seg = segmented, prf = perforated NSW = non-shearwall,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 Woodworks® Shearwalls garysiot5.wsw Sep. 24, 201512:54:48 Loads WIND SHEAR LOADS (as entered or generated) Level Magnitude Trib Block F Element Load Wnd Surf Prof Location [ft] [lbs,plf,psf] Ht Case Dir Dir Start End Start End 1#1 Block 1 W L Roof 1 W->E Wind Line -1.00 22.50 0.0 58.2 Block 1 W L Roof Min W->E Wind Line -1.00 22.50 0.0 54.3 Block 1 W Wall Min W->E Wind Line 0.00 45.00 32.0 Block 1 W Wall 1 W->E Wind Line 0.00 45.00 52.8 Block 1 W R Roof 1 W->E Wind Line 22.50 46.00 58.2 0.0 Block 1 W R Roof Min W->E Wind Line 22.50 46.00 54.3 0.0 Block 1 E L Roof Min W->E Lee Line -1.00 22.50 0.0 54.3 Block 1 E L Roof 1 W->E Lee Line -1.00 22.50 0.0 145.2 Block 1 E Wall Min W->E Lee Line 0.00 45.00 32.0 Block 1 E Wall 1 W->E Lee Line 0.00 45.00 28.1 Block 1 E R Roof 1 W->E Lee Line 22.50 46.00 145.2 0.0 Block 1 E R Roof Min W->E Lee Line 22.50 46.00 54.3 0.0 Block 1 W L Roof Min E->W Lee Line -1.00 22.50 0.0 54.3 Block 1 W L Roof 1 E->W Lee Line -1.00 22.50 0.0 145.2 Block 1 W Wall 1 E->W Lee Line 0.00 45.00 28.1 Block 1 W Wall Min E->W Lee Line 0.00 45.00 32.0 Block 1 W R Roof 1 E->W Lee Line 22.50 46.00 145.2 0.0 Block 1 W R Roof Min E->W Lee Line 22.50 46.00 54.3 0.0 Block 1 E L Roof 1 E->W Wind Line -1.00 22.50 0.0 58.2 Block 1 E L Roof Min E->W Wind Line -1.00 22.50 0.0 54.3 Block 1 E Wall 1 E->W Wind Line 0.00 45.00 52.8 Block 1 E Wall Min E->W Wind Line 0.00 45.00 32.0 Block 1 E R Roof Min E->W Wind Line 22.50 46.00 54.3 0.0 Block 1 E R Roof 1 E->W Wind Line 22.50 46.00 58.2 0.0 Block 1 S L Roof 1 S->N Wind Line -1.00 22.50 0.0 48.4 Block 1 S L Roof Min S->N Wind Line -1.00 22.50 0.0 54.3 Block 1 S Wall Min S->N Wind Line 0.00 69.00 32.0 Block 1 S Wall 1 S->N Wind Line 0.00 69.00 52.8 Block 1 S Ctr Roof Min S->N Wind Line 22.50 46.50 54.3 Block 1 S Ctr Roof 1 S->N Wind Line 22.50 46.50 48.4 Block 1 S R Roof Min S->N Wind Line 46.50 70.00 54.3 0.0 Block 1 S R Roof 1 S->N Wind Line 46.50 70.00 48.4 0.0 Block 1 N L Roof 1 S->N Lee Line -1.00 22.50 0.0 145.2 Block 1 N L Roof Min S->N Lee Line -1.00 22.50 0.0 54.3 Block 1 N Wall Min S->N Lee Line 0.00 69.00 32.0 Block 1 N Wall 1 S->N Lee Line 0.00 69.00 35.7 Block 1 N Ctr Roof Min S->N Lee Line 22.50 46.50 54.3 Block 1 N Ctr Roof 1 S->N Lee Line 22.50 46.50 145.2 Block 1 N R Roof Min S->N Lee Line 46.50 70.00 54.3 0.0 Block 1 N R Roof 1 S->N Lee Line 46.50 70.00 145.2 0.0 Block 1 S L Roof Min N->S Lee Line -1.00 22.50 0.0 54.3 Block 1 S L Roof 1 N->S Lee Line -1.00 22.50 0.0 145.2 Block 1 S Wall 1 N->S Lee Line 0.00 69.00 35.7 Block 1 S Wall Min N->S Lee Line 0.00 69.00 32.0 Block 1 S Ctr Roof 1 N->S Lee Line 22.50 46.50 145.2 Block 1 S Ctr Roof Min N->S Lee Line 22.50 46.50 54.3 Block 1 S R Roof 1 N->S Lee Line 46.50 70.00 145.2 0.0 Block 1 S R Roof Min N->S Lee Line 46.50 70.00 54.3 0.0 Block 1 N L Roof Min N->S Wind Line -1.00 22.50 0.0 54.3 Block 1 N L Roof 1 N->S Wind Line -1.00 22.50 0.0 48.4 Block 1 N Wall Min N->S Wind Line 0.00 69.00 32.0 Block 1 N Wall 1 N->S Wind Line 0.00 69.00 52.8 Block 1 N Ctr Roof Min N->S Wind Line 22.50 46.50 54.3 Block 1 N Ctr Roof 1 N->S Wind Line 22.50 46.50 48.4 Block 1 N R Roof 1 N->S Wind Line 46.50 70.00 48.4 0.0 Block 1 N R Roof Min N->S Wind Line 46.50 70.00 54.3 0.0 Levell Magnitude Trib Block F Element Load Wnd Surf Prof Location [ft] [lbs,plf,psf] Ht Case Dir Dir Start End Start End ft Block 1 W Wall Min W->E Wind Line 0.00 45.00 44.0 Block 1 W Wall Min W->E Wind Line 0.00 45.00 32.0 Block 1 W Wall 1 W->E Wind Line 0.00 45.00 50.6 Block 1 W Wall 1 W->E Wind Line 0.00 45.00 69.1 Block 1 E Wall Min W->E Lee Line 0.00 45.00 32.0 Block 1 E Wall Min W->E Lee Line 0.00 45.00 44.0 Block 1 E Wall 1 W->E Lee Line 0.00 45.00 28.1 Block 1 E Wall 1 W->E Lee Line 0.00 45.00 38.6 Block 1 W Wall Min E->W Lee I Line 0.00 45.00 44.0 WoodWorks® Shearwalls garyslot5.wsw Sep. 24, 201512:54:48 WIND SHEAR LOADS (as entered or generated) (continued) Block 1 W Wall Min E->W Lee Line 0.00 45.00 32.0 Block 1 W Wall 1 E->W Lee Line 0.00 45.00 38.6 Block 1 W Wall 1 E->W Lee Line 0.00 45.00 28.1 Block 1 E Wall Min E->W Wind Line 0.00 45.00 32.0 Block 1 E Wall 1 E->W Wind Line 0.00 45.00 50.6 Block 1 E Wall Min E->W Wind Line 0.00 45.00 44.0 Block 1 E Wall 1 E->W Wind Line 0.00 45.00 69.1 Block 1 S Wall Min S->N Wind Line 0.00 69.00 44.0 Block 1 S Wall 1 S->N Wind Line 0.00 69.00 50.6 Block 1 S Wall 1 S->N Wind Line 0.00 69.00 69.1 Block 1 S Wall Min S->N Wind Line 0.00 69.00 32.0 Block 1 N Wall 1 S->N Lee Line 0.00 69.00 49.1 Block 1 N Wall Min S->N Lee Line 0.00 69.00 44.0 Block 1 N Wall 1 S->N Lee Line 0.00 69.00 35.7 Block 1 N Wall Min S->N Lee Line 0.00 69.00 32.0 Block 1 S Wall Min N->S Lee Line 0.00 69.00 44.0 Block 1 S Wall 1 N->S Lee Line 0.00 69.00 49.1 Block 1 S Wall 1 N->S Lee Line 0.00 69.00 35.7 Block 1 S Wall Min N->S Lee Line 0.00 69.00 32.0 Block 1 N Wall Min N->S Wind Line 0.00 69.00 44.0 Block 1 N Wall 1 N->S Wind Line 0.00 69.00 50.6 Block 1 N Wall 1 N->S Wind Line 0.00 69.00 69.1 Block 1 N Wall Min N->S Wind Line 0.00 69.00 32.0 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 - One of the following: ASCE 7 All Heights: Case 1 or 2 from Fig 27.4-8 or minimum loads from 27.1.5 ASCE 7 Low-rise: Reference comer and Case A or B from Fig 28.4-1 or minimum loads from 28.4.4 Wind Dir - Direction of wind for loads with positive magnitude, also direction of MWFRS. Surf Dir - Windward or leeward side of the building for loads in given direction Prof - Profile (distribution) Location - Start and end points on building element Magnitude - Start = intensity of uniform and point loads or leftmost intensity of trapezoidal load, End = right intensity of trap load Trib Ht - Tributary height of area loads only Notes: All loads entered by the user or generated by program are specified (unfactored) Ioads.The program applies a load factor of 0.60 to wind loads before distributing them to the shearlines. s WoodWorks® Shearwalls garyslot5.wsw Sep. 24, 201512:64:48 WIND C&C LOADS Block Building Face Wind Direction Level Magnitude [psf] Interior End Zone Block 1 West Windward 2 26.9 33.2 Block 1 East Leeward 2 26.9 33.2 Block 1 West Leeward 2 26.9 33.2 Block 1 East Windward 2 26.9 33.2 Block 1 South Windward 2 26.9 33.2 Block 1 North Leeward 2 26.9 33.2 Block 1 South Leeward 2 26.9 33.2 Block 1 North Windward 2 26.9 33.2 Block 1 West Windward 1 26.9 33.2 Block 1 East Leeward 1 26.9 33.2 Block 1 West Leeward 1 26.9 33.2 Block 1 East Windward 1 26.9 33.2 Block 1 South Windward 1 26.9 33.2 Block 1 North Leeward 1 26.9 33.2 Block 1 South Leeward 1 26.9 33.2 Block 1 North Windward 1 26.9 33.2 WoodWorks® Shearwalls garyslot5.wsw Sep. 24, 201512:54:4s I BUILDING MASSES Level Magnitude Trib Force Building Block Wall Profile Location [ft] [Ibs,plf,psf) Width Dir Element Line Start End Start End ft E-W Roof Block 1 1 Line -1.00 46.00 355.0 355.0 E-W Roof Block 1 3 Line -1.00 46.00 355.0 355.0 N-S Roof Block 1 A Line -1.00 70.00 235.0 235:0 N-S Roof Block 1 C Line -1.00 70.00 235.0 235.0 Both Wall 1-1 n/a 1 Line 0.00 45.00 40.0 40.0 Both Wall 3-1 n/a 3 Line 0.00 45.00 40.0 40.0 Both Wall A-1 n/a A Line 0.00 69.00 40.0 40.0 Both Wall C-1 n/a C Line 0.00 69.00 40.0 40.0 Level1 Magnitude Trib Force Building Block Wall Profile Location [ft] [lbs,plf,psf] Width Dir Element Line Start End Start End IN 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 45.00 345.0 345.0 E-W Floor Fl n/a 3 Line 0.00 45.00 345.0 345.0 Both Wall 3-1 n/a 3 Line 0.00 45.001 40.0 40.0 Both Wall A-1 n/a A Line 0.00 69.00 40.0 40.0 N-S Floor Fl n/a A Line 0.00 69.00 225.0 225.0 N-S Floor Fl n/a C Line 0.00 69.00 225.0 225.0 Both Wall C-1 n/a C Line 0.00 69.00 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 16.00 39.00 27.0 27.0 Both Wall 3-1 n/a 3 Line 0.00 45.00 45.0 45.0 Both Wall A-1 n/a A Line 0.00 69.00 45.0 45.0 Both Wall B-1 n/a B Line 45.00 69.00 27.0 27.0 Both Wall C-1 n/a C Line 0.00 69.00 45.0 45.0 Legena: 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 - Sheartine that equivalent line load is assigned to Location - Start and end points of equivalent line load on wall line Trib Width. - Tributary width; for user applied area loads only WoodWorks@ Shearwalls garyslot5.wsw Sep. 24, 201512:54:48 SEISMIC LOADS Level 2 Force Profile Location [ft] Mag [lbs,plf,psf] Dir Start End Start End E-W Line -1.00 0.00 281.7 281.7 E-W Point 0.00 0.00 1095 1095 E-W Line 0.00 45.00 313.5 313.5 E-W Point 45.00 45.00 1095 1095 E-W Line 45.00 46.00 281.7 281.7 N-S Line -1.00 0.00 186.5 186.5 N-S Point 0.00 0.00 714 714 N-S Line 0.00 69.00 218.2 218.2 N-S Point 69.00 69.00 714 714 N-S Line 69.00 70.00 186.5 186.5 Level 1 Force Profile Location [ft] Mag [lbs,plf,psf] Dir Start End Start End E-W Point 0.00 0.00 1293 1293 E-W Line 0.00 16.00 189.6 189.6 E-W Point 16.00 16.00 143 143 E-W Line 16.00 39.00 195.5 195.5 E-W Line 39.00 45.00 189.6 189.6 E-W Point 45.00 45.00 1293 1293 N-S Point 0.00 0.00 843 843 N-S Line 0.00 45.00 136.7 136.7 N-S Line 45.00 69.00 142.6 142.6 N-S Point 45.50 45.50 137 137 N-S Point 69.00 69.00 843 843 Legenc 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 applies a load factor of 0.70 and redundancy factor to seismic loads before distributing them to the shearlines. Woodworks® Shearwans garyslotS.wsw Sep. 24, 201612:64:48 Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS North -South W For HIW-Cub ASD Shear Force [plf] Allowable Shear [pit] Crit. Shearlines Gp Dir Int Ext V Obs] vmax v Int Ext Co C Total V Pbs] Res . Line 1 Level 2 Lnl, Lev2 2 Both 1.0 1.0 4590 218.6 218.6 125 532 1.00 A 657 24309 0.33 Level 1 Lnl, Levl 4 Both 1.0 1.0 7380 351.4 351.4 364 364 1.00 A 728 25480 0.48 Line 2 Ln2, Levl 3 Both 1.0 1.0 4231 184.0 184.0 686 686 1.00 A 1372 31556 0.13 Line 3 Level 2 Ln3, Lev2 5 Both 1.0 1.0 4590 343.4 343.4 125 686 1.00 A 811 12976 0.42 Level 1 Ln3, Levl 1 Both 1.0 1.0 6031 753.9 753.9 896 896 1.00 A 1792 14336 0.42 East-West W For H/W-Cub ASD Shear Force [plf] Allowable Shear [pif] Crit. Shearlines Gp Dir Int Ext V Obs] Max v Int Ext Co C Total V Ibs _Res . Line A Level 2 LnA, Lev2 2 Both 1.0 1.0 2526 228.9 228.9 125 532 1.00 A 657 16097 0.35 Level 1 LnA, Levl 1 Both 1.0 1.0 3420 402.3 402.3 896 896 1.00 A 1792 34944 0.22 Line B LnB, Levl 3 Both 1.0 1.0 2515 104.8 104.8 686 686 1.00 A 1372 32928 0.08 Line C Level 2 LnC, Lev2 2 Both 1.0 1.0 2526 105.2 105.2 125 532 1.00 A 657 38106 0.16 Level 1 LnC, Levl 4 Both 1.0 1.0 4147 109.1 109.1 364 364 1:00 A 728 45864 0415 Legend: Unless otherwise noted, the value in the table for a shearline is the one for wall on the line with the critical design response. W Gp - Wall 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 - A SD factored shear force. For shearline: total shearline force. For walla 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. 10 WoodWorks® Shearwalls garyslot5.wsw Sep. 24, 201512:54:48 HOLD-DOWN DESIGN ( flexible wind design) Level 1 Tensile ASD Line- Location [ft] Load Holddown Force [Ibs] Cap Crit Wall Posit'n x Y Case Shear Dead Uplift Cmb'd Hold-down Ibs Res . Line 1 1-1 L End 0.00 0.12 1 4911 4911 HD9 8810 0.56 1-1 L Op 1 0.00 20.88 1 4911 17 17 4911 HD9 8810 0.56 1-1 R Op 2 0.00 26.13 13 V Elem 0.00 31.88 10 Refer to upper level 1-1 L Op 2 0.00 32.88 12 1-1 R Op 2 0.00 38.13 22 Line 2 2-1 L End 45.50 16.13 1 1656 1656 HD9 8810 0.19 2-1 R End 45.50 38.87 1 1656 1656 HD9 8810 0.19 Line 3 3-1 L Op 3 69.00 1.88 1 39 3-1 R Op 1 69.00 10.13 1 6785 19 19 6785 HD9 8810 0.77 V Elem 69.00 14.13 1 1523 20 20 1523 Refer to upper level 3-1 L Op 2 69.00 17.87 1 7473 53 53 7473 HD9 8810 0.85 V Elem 69.00 34.13 1 1913 56 56 1913 Refer to upper level V Elem 69.00 34.88 1 1073 21 21 1073 Refer to upper level V Elem 69.00 43.13 1 1674 23 23 1674 Refer to upper level V Elem 69.00 44.13 1 7 Refer to upper level Line A A-1 L Op 4 2.38 0.00 1 48 V Elem 14.63 0.00 1 170 48 48 170 HD9 8810 0.02 V Elem 17.87 0.00 1 35 0 Refer to upper level V Elem 28.63 0.00 1 448 34 34 448 HD9 8810 0.05 V Elem 31.88 0.00 1 618 50 50 618 Refer to upper level V Elem 44.63 0.00 1 1 49 49 1 HD9 8810 0.00 V Elem 48.38 0.00 1 1 48 48 1 Refer to upper level A-1 R Op 4 60.63 0.00 1 5452 48 48 5452 HD9 8810 0.62' A-1 R End 68.88 0.00 1 5452 5452 HD9 8810 0.62 Line B B-1 L End 45.13 16.00 1 943 943 HD9 8810 0.11 B-1 R End 68.88 16.00 1 943 943 HD9 8810 0.11 Line C V Elem 0.12 45.00 1 842 842 Refer to upper level V Elem 23.88 45.00 1 842 10 10 842 Refer to upper level C-1 L Op 1 24.88 45.00 16 C-1 R Op 1 31.13 45.00 1 982 23 23 982 HD9 8810 0.11 V Elem 35.88 45.00 5 Refer to upper level V Elem 39.13 45.00 5 Refer to upper level V Elem 50.88 45.00 3 Refer to upper level V Elem 53.13 45.00 3 Refer to upper level C-1 R End 68.88 45.00 1 982 982 HD9 8810 0.11 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-downfibs] Res . Line 1 1-1 L End 0.00 0.12 1 1748 1748 HD9 8810 0.20 1-1 L Op 1 0.00 20.88 1 1748 3 3 1748 HD9 8810 0.20 1-1 R Op 2 0.00 23.13 3 1-1 L Op 2 0.00 31.88 10 1-1 R Op 2 0.00 38.13 10 Line 3 3-1 L Op 4 69.00 1.88 1 20 3-1 R Op 1 69.00 14.13 1 1523 20 20 1523 HD9 8810 0.17 3-1 L Op 2 69.00 18.38 1 1523 7 7 1523 HD9 8810 0.17 3-1 R Op 2 69.00 22.63 1 2433 7 7 2433 HD9 8810 0.28 3-1 L Op 3 69.00 27.88 1 2433 10 10 2433 HD9 8810 0.28 3-1 R Op 3 69.00 34.13 1 2748 10 10 2748 HD9 8810 0.31 3-1 L Op 4 69.00 39.88 1 2748 7 7 2748 HD9 8810 0.31 3-1 R Op 4 69.00 44.13 1 7 Line A A-1 L Op 4 2.38 0.00 1 20 A-1 R Op 1 14.63 0.00 1 170 20 20 170 HD9 8810 0.02 A-1 L Op 2 19.88 0.00 1 170 10 10 170 HD9 8810 0.02 A-1 R Op 2 26.13 0.00 1 618 10 10 618 HD9 8810 0.07 A-1 L Op 3 31.88 0.00 1 618 20 20 618 HD9 8810 0.07 A-1 R Op 3 44.13 0.00 1 1 20 20 1 HD9 8810 0.00 A-1 L Op 4 48.38 0.00 1 1 20 20 1 HD9 8810 0.00 A-1 R Op 4 60.63 0.00 1 1831 20 20 1831 HD9 8810 0.21 11 Woodworks® Shearwalls garyslot&wsW Sep. 24, 201512:54:48 HOLD-DOWN DESIGN ( flexible wind design. continued) A-1 R End 68.88 0.00 1 1831 1831 HD9 8810 0.21 Line C C-1 L End 0.12 45.00 1 842 842 HD9 8810 0.10 C-1 L Op 1 23.88 45.00 1 842 10 10 842 HD9 8810 0.10 C-1 R Op 3 30.13 45:00 10 C-1 L Op 3 35.88 45.00 5 C-1 R Op 3 39.13 45.00 5 C-1 L Op 3 50.88 45.00 3 C-1 R Op 3 53.13 45.00 3 Legend: Line -Wall. At wall or opening - Shearline and wall number At vertical element - Shearline Posit'n - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All Heights: Case 1 or 2 from Fig. 27.4-8 ASCE 7 Low-rise: Windward corner(s) and Case A or 8 from Fig. 28.4-1 ASCE 7 Minimum loads (27.1.5 /28.4.4) Hold-down Forces: Shear- Wind shear overturning component, based on shearline force, includes perforation factor Co, factored forASD by 0.60 Dead - Dead load resisting component, factored for ASD by 0.60 Uplift - Uplift wind load component, factored for ASD by 0.60 Cmb'd - Sum of ASD factored overturning, dead and uplift forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down - Device used from hold-down database Cap - Allowable ASD tension load Crit. Resp. - Critical Response = Combined ASD force /Allowable ASD tension load Notes: Refer to Shear Results table for perforation factors Co. 12 WoodWorks® Shearwalls garyslot5.wsw Sep. 24, 201512:54:48 1 DRAG STRUT FORCES ( flexible wind design) Level 1 Drag Strut Line- Position on Wall Location [ft] Load Force [Ibs] Wall or Opening X Y Case -> <-- Line 1 1-1 Left Opening 1 0.00 21.00 1 3936 3936 Line 2 2-1 Left Wall End 45.50 16.00 1 1504 1504 2-1 Right Wall End 45.50 39.00 1 564 564 Line 3 3-1 Right Opening 1 69.00 10.00 1 1340 1340 3-1 Left Opening 2 69.00 18.00 1 3619 3619 Line A A-1 Right Opening 4 60.50 0.00 1 2999 2999 Line B B-1 Left Wall End 45.00 16.00 1 1640 1640 Line C C-1 Right Opening 1 31.00 45.00 1 1863 1863 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 21.00 1 2448 2448 Line 3 3-1 Right Opening 1 69.00 14.00 1 1428 1428 3-1 Left Opening 2 69.00 18.50 1 1031 1031 3-1 Right Opening 2 69.00 22.50 1 1439 1439 3-1 Left Opening 3 69.00 28.00 1 327 327 3-1 Right Opening 3 69.00 34.00 1 939 939 3-1 Left Opening 4 69.00 40.00 ] 510 510 Line A A-1 Right Opening 1 14.50 0.00 1 531 531 A-1 Left Opening 2 20.00 0.00 1 615 615 A-1 Right Opening 2 26.00 0.00 1 835 835 A-1 Left Opening 3 32.00 0.00 1 591 591 A-1 Right Opening 3 44.00 0.00 1 1031 1031 A-1 Left Opening 4 48.50 0.00 1 1195 1195 A-1 Right Opening 4 60.50 0.00 1 1634 1634 Line C C-1 Left Opening 1 24.00 45.00 1 1647 1647 Legend. - Line -Wag - 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, • Case A or B Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on A SD factored shearline force, includes perforation factor Co. -> Due to shearline force in the west -to -east or south -to -north direction <- Due to shearline force in the east -to -west or north -to -south direction 13 WoodWorks® Shearwalls garyslot5.wsw Sep. 24, 201512:54:48 DEFLECTION ( flexible wind desion) Wall, W Bending Shear Nail slip Hold Total segment Gp Dir Srf v b h A Defl Defl Vn en Defl Defl Defl If ft ft s .in in in lbs in in in in Level 1 Line 1 4 1-1,1 Both Both 585.7 21.00 9.00 16.5 .007 .032 146 .016 .106 0.19 0.33 1-1,2 Both Both 0.0 7.00 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 1-1,3 Both Both 0.0 7.00 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Line 2 3 2-1 Both Both 306.6 23.00 9.00 16.5 .003 .017 38 .000 .002 0.14 0.16 Line 3 1 3-1,2 S->N Both 1256.5 8.00 9.00 16.5 .040 .068 105 .006 .039 0.53 0.68 N->S Both 1256.5 8.00 9.00 16.5 .040 .068 105 .006 .039 0.55 0.70 Line A 1 A-1,2 Both Both 0.0 3.50 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 A-1,3 Both Both 0.0 3.50 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 A-1,4 Both Both 0.0 4.00 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 A-1,5 Both Both 670.5 8.50 9.00 16.5 .020 .036 56 .001 .006 0.47 0.53 Line B 3 B-1 Both Both 174.7 24.00 9.00 16.5 .002 .009 22 .000 .000 0.13 0.14 Line C 4 C-1,1 Both Both 0.0 25.00 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 C-1,2 Both Both 181.9 38.00 9.00 16.5 .001 .010 45 .000 .003 0.08 0.10 Wall, W Bending Shear Nail slip Hold Total segment Gp Dir Srf v b h A Defl Defl Vn en Defl Defl Defl If ft ft s .in in in Ibs in in in in Level 2 Line 1 2 1-1,1 Both Ext 364.3 21.00 8.00 16.5 .003 .035 121 .009 .054 0.15 0.24 Both Int 0.0 .000 0 .000 .000 1-1,2 Both Ext 0.0 9.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 1-1,3 Both Ext 0.0 7.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 Line 3 5 3-1,2 Both Ext 317.2 4.50 8.00 16.5 .012 .030 79 .002 .015 0.69 0.75 Both Int 0.0 .000 0 .000 .000 3-1,3 Both Ext 507.0 5.50 8.00 16.5 .016 .049 127 .010 .061 0.62 0.75 Both Int 0.0 .000 0 .000 .000 3-1,4 Both Ext 572.4 6.00 8.00 16.5 .017 .055 143 .015 .088 0.59 0.75 Both Int 0.0 .000 0 .000 .000 Line A 2 A-1,2 Both Ext 35.4 5.50 8.00 16.5 .001 .003 12 .000 .000 0.48 0.49 Both Int 0.0 .000 0 .000 .000 A-1,3 Both Ext 128.6 6.00 8.00 16.5 .004 .012 43 .000 .002 0.47 0.49 Both Int 0.0 .000 0 .000 .000 A-1,4 Both Ext 0.0 4.50 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 A-1,5 Both Ext 381.5 8.50 8.00 16.5 .008 .037 127 .010 .062 0.38 0.49 Both Int 0.0 .000 0 .000 .000 Line C 2 C-1,1 Both Ext 175.4 24.00 8.00 16.5 .001 .017 58 .001 .006 0.12 0.14 Both Int 0.0 .000 0 .000 .000 C-1,2 Both Ext 0.0 6.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 C-1,3 Both Ext 0.0 12.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 C-1,4 Both Ext 0.0 16.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 Legena: Wall, segment - Wall and segment between openings, e.g. B-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 - Unfactored (strength -level) shear force per unit foot on wall segment = ASD force / 0.60 b - Width of wall segment between openings h - Wall height Defl - Horizontal shearwall deflection due to given term: Bending = 8vhA3 / EAb; A - Cross sectional area of segment end stud(s); E - stud mod. of elasticity in Framing Materials table Shear = vh /Gt; Gt - Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table Nail slip = 0.75 h x en; en - From SDP WS Table C4.2.2D; Vn - Unfactored shear force per nail along panel edge 14 Woodworks® Shearwalls garyslot5.wsw Sep. 24, 201512:54:48 Hold — Hold-down = da x h /b; refer to Hold-down Displacement table for components of da Total deft = Deflection from bending + shear + nail slip + hold-down, as per SDPWS C4.3.2-1 15 Woodworks® Shearwalls garyslot5.wsw Sep. 24, 201512:54:48 HOLD-DOWN DISPLACEMENT ( flexible wind design) Wall, Hold- Uplift Elong / Disp Slippage Shrink Crush+ Total Hold segment Dir down force Manuf Add da Pf da da Extra da Defl Ibs in in in Ibs in in in in in Level 1 Line 1 1-1,1 S->N HD9 8185 .107 .002 0.109 - - 0.284 0.04 0.43 0.19 N->S HD9 8188 .107 .002 0.109 - - 0.284 0.04 0.43 0.19 1-1,2 S->N HD9 3 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 N->S HD9 2 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 1-1,3 S->N HD9 4 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 N->S HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 Line 2 2-1 Both HD9 2759 .036 .001 0.037 - - 0.284 0.04 0.36 0.14 Line 3 3-1,2 S->N HD9 11312 .148 .003 0.151 - - 0.284 0.04 0.47 0.53 N->S HD9 12465 .163 .004 0.167 - - 0.284 0.04 0.49 0.55 Line A A-1,2 W->E HD9 292 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 E->W HD9 7 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 A-1,3 W->E HD9 753 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 E->W HD9 1039 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 A-1,4 Both HD9 10 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 A-1,5 W->E HD9 9094 .119 .003 0.121 - - 0.284 0.04 0.44 0.47 E->W HD9 9086 .119 .003 0.121 - - 0.284 0.04 0.44 0.47 Line B B-1 Both HD9 1572 .021 .000 0.021 - - 0.284 0.04 0.34 0.13 Line C C-1,1 W->E 14D9 1403 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 E->W HD9 3 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 C-1,2 W->E HD9 1641 .021 .000 0.022 - - 0.284 0.04 0.35 0.08 E->W HD9 1637 .021 .000 0.022 - - 0.284 0.04 0.35 0.08 Wall, Hold- Uplift Elong / Disp Slippage Shrink Crush+ Total Hold segment Dir down force Manuf Add da Pf da da Extra da Defl Ibs in in in ibs in in in in in Level 2 Line 1 1-1,1 S->N HD9 2914 .076 .000 0.076 - - 0.284 0.04 0.40 0.15 N->S HD9 2915 .076 .000 0.076 - - 0.284 0.04 0.40 0.15 1-1,2 S->N HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 N->S HD9 2 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 1-1,3 S->N HD9 2 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 N->S HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 Line 3 3-1,2 S->N HD9 2541 .066 .000 0.066 - - 0.284 0.04 0.39 0.69 N->S HD9 2539 .066 .000 0.066 - - 0.284 0.04 0.39 0.69 3-1,3 Both HD9 4057 .106 .000 0.106 - - 0.284 0.04 0.43 0.62 3-1,4 S->N HD9 4581 .120 .000 0.120 - - 0.284 0.04 0.44 0.59 N->S HD9 4580 .120 .000 0.120 - - 0.284 0.04 0.44 0.59 Line A A-1,2 W->E HD9 286 .007 .000 0.007 - - 0.284 0.04 0.33 0.48 E->W HD9 285 .007 .000 0.007 - - 0.284 0.04 0.33 0.48 A-1,3 W->E HD9 1031 .027 .000 0.027 - - 0.284 0.04 0.35 0.47 E->W HD9 1033 .027 .000 0.027 - - 0.284 0.04 0.35 0.47 A--1,4 Both HD9 4 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 A-1,5 W->E HD9 3055 .080 .000 0.080 - - 06284 0.04 0.40 0.38 E->W HD9 3052 .080 .000 0.080 - - 0.284 0.04 0.40 0.38 Line C C-1,1 W->E HD9 1403 .037 .000 0.037 - - 0.284 0.04 0.36 0.12 E->W HD9 1405 .037 .000 0.037 - - 0.284 0.04 0.36 0.12 C-1,2 W->E HD9 2 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 E->W HD9 1 .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 - u 0.000 0.00 0.00 0.00 Legena: Wall, segment - Wall and segment between openings, e.g. 8-3, 2 = second segment on Wall 3 on Shearline B Dir - Force direction Uplift force (P) -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 manufacturers 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 16 WoodWorks@ Shearwalls garyslot5.wsw Sep. 24, 201512:54:48 * - 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 Deft — 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 17 WoodWorks@ Shearwalls garyslot5.wsw Sep. 24, 201612:54:48 Rigid Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS North -South W For HIW-Cub ASD Shear Force [pif] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V Ibs vmax v Int Ext Co C Total V Obs] Res . Line 1 Level 2 Ln1, Lev2 2 Both 1.0 1.0 5230 248.9 248.9 125 532 1.00 A 657 24309 0.38 Level 1 Ln1, Levi 4 S->N 1.0 1.0 5461 260.0 260.0 364 364 1.00 A 728 25480 0.36 4 N->S 1.0 1.0 5456 259.8 259.8 364 364 1.00 A 728 25480 0.36 Line 2 Ln2, Levl 3 S->N 1.0 1.0 10444 454.1 454.1 686 686 1.00 A 1372 31556 0.33 3 N->S 1.0 1.0 10476 455.5 455.5 686 686 1.00 A 1372 31556 0.33 Line 3 Level 2 Ln3, Lev2 5 Both 1.0 1.0 3951 308.0 308.0 125 686 1.00 A 811 12976 0.38 Level 1 Ln3, Levl 1 S->N 1.0 1.0 1738 217.3 217.3 896 896 1.00 A 1792 14336 0.12 1 N->S 1.0 1.0 1711 213.8 213.8 896 896 1.00 A 1792 14336 0.12 East-West W For HMI -Cub ASD Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V Ibs vmax v Int Ext Co C Total V Obs] _Res . Line A Level 2 LnA, Lev2 2 Both 1.0 1.0 1301 152.9 152.9 125 532 1.00 A 657 16097 0.23 Level 1 LnA, Levl 1 W->E 1.0 1.0 1087 127.9 127.9 896 896 1.00 A 1792 34944 0.07 1 E->W 1.0 1.0 1090 128.1 128.1 896 896 1.00 A 1792 34944 0.07 Line B LnB, Levl 3 W->E 1.0 1.0 3280 136.7 136.7 686 686 1.00 A 1372 32928 0.10 3 E->W 1.0 1.0 3288 137.0 137.0 686 686 1.00 A 1372 32928 0.10 Line C Level 2 LnC, Lev2 2 Both 1.0 1.0 3751 147.2 147.2 125 532 1.00 A 657 38106 0.22 Level 1 LnC, Levl 4 W->E 1.0 1.0 5715 150.4 150.4 364 364 1.00 A 728 45864 0.21 4 E->W 1.0 1.0 5704 150.1 150.1 364 364 1.00 A 728 45864 0.21 Legena. 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. HAW --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 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 = Wrotal = 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. 18 WoodWorks@ Shearwalls garyslot5.wsw Sep. 24, 201512:54:48 HOLD-DOWN DESIGN (rigid wind design) Level 1 Tensile ASD Line- Location [ft] Load Holddown Force pbs] Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down Ibs Res . Line 1 1-1 L End 0.00 0.12 1 4331 4331 HD9 8810 0.49 1-1 L Op 1 0.00 20.88 1 4327 17 17 4327 HD9 8810 0.49 V Elem 0.00 26.13 1 1 13 13 1 Refer to upper level V Elem 0.00 31.88 1 3 10 10 3 Refer to upper level 1-1 L Op 2 0.00 32.88 12 1-1 R Op 2 0.00 38.13 22 Line 2 2-1 L End 45.50 16.13 1 4087 4087 HD9 8810 0.46 2-1 R End 45.50 38.87 1 4099 4099 HD9 8810 0.47 Line 3 3-1 L Op 3 69.00 1.88 39 3-1 R Op 1 69.00 10.13 1 1955 19 19 1955 HD9 8810 0.22 V Elem 69.00 14.13 1 1144 20 20 1144 Refer to upper level 3-1 L Op 2 69.00 17.87 1 2345 53 53 2345 HD9 8810 0.27 V Elem 69.00 34.13 1 1740 56 56 1740 Refer to upper level V Elem 69.00 34.88 1 962 21 21 962 HD9 8810 0.11 V Elem 69.00 43.13 1 1501 23 23 1501 Refer to upper level V Elem 69.00 44.13 7 Refer to upper level Line A A-1 L Op 4 2.38 0.00 48 A-1 R Op 4 14.63 0.00 48 A-1 L Op 4 17.87 0.00 35 A-1 R Op 4 28.63 0.00 34 A-1 L Op 4 31.88 0.00 50 A-1 R Op 4 44.63 0.00 49 A-1 L Op 4 48.38 0.00 48 A-1 R Op 4 60.63 0.00 1 2374 48 48 2374 HD9 8810 0.27 A-1 R End 68.88 0.00 1 2376 2376 HD9 8810 0.27 Line B B-1 L End 45.13 16.00 1 1230 1230 HD9 8810 0.14 B-1 R End 68.88 16.00 1 1233 1233 HD9 8810 0.14 Line C V Elem 0.12 45.00 1 1178 1178 Refer to upper level V Elem 23.88 45.00 1 1178 10 10 1178 Refer to upper level C-1 L Op 1 24.88 45.00 16 C-1 R Op 1 31.13 45.00 1 1353 23 23 1353 HD9 8810 0.15 V Elem 35.88 45.00 5 Refer to upper level V Elem 39.13 45.00 5 Refer to upper level V Elem 50.88 45.00 3 Refer to upper level V Elem 53.13 45.00 1 109 3 3 109 Refer to upper level C-1 R End 68.88 45.00 1 1460 1460 HD9 8810 0.17 Level 2 Tensile ASD Line- Location [ft] Load Holddown Force pbs] Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-downfibs] Res . Line 1 1-1 L End 0.00 0.12 1 1991 1991 HD9 8810 0.23 1-1 L Op 1 0.00 20.88 1 1991 3 3 1991 HD9 8810 0.23 1-1 R Op 1 0.00 23.13 1 3 3 3 3 HD9 8810 0.00 1-1 L Op 2 0.00 31.88 1 3 10 10 3 HD9 8810 0.00 1-1 R Op 2 0.00 38.13 10 Line 3 3-1 L Op 4 69.00 1.88 20 3-1 R Op 1 69.00 14.13 1 1144 20 20 1144 HD9 8810 0.13 3-1 L Op 2 69.00 18.38 1 1144 7 7 1144 HD9 8810 0.13 3-1 R Op 2 69.00 22.63 1 2123 7 7 2123 HD9 8810 0.24 3-1 L Op 3 69.00 27.88 1 2123 10 10 2123 HD9 8810 0.24 3-1 R Op 3 69.00 34.13 1 2464 10 10 2464 HD9 8810 0.28 3-1 L Op 4 69.00 39.88 1 2464 7 7 2464 HD9 8810 0.28 3-1 R Op 4 69.00 44.13 7 Line A A-1 L Op 4 2.38 0.00 20 A-1 R Op 4 14.63 0.00 20 A-1 L Op 4 19.88 0.00 10 A-1 R Op 4 26.13 0.00 10 A-1 L Op 4 31.88 0.00 20 A-1 R Op 4 44.13 0.00 20 A-1 L Op 4 48.38 0.00 20 A-1 R Op 4 60.63 0.00 1 1223 20 20 1223 HD9 8810 0.14 19 Woodworks® Shearwalis garyslot&wsw Sep. 24, 201512:54:48 HOLD-DOWN DESIGN ( rigid wind design, continued) A-1 R End 68.88 0.00 1 1223 1223 HD9 8810 0.14 Line C C-1 L End 0.12 45.00 1 1178 1178 HD9 8810 0.13 C-1 L Op 1 23.88 45.00 1 1178 10 10 1178 HD9 8810 0.13 C-1 R Op 3 30.13 45,00 10 C-1 L Op 3 35.88 45.00 5 C-1 R Op 3 39.13 45.00 5 C-1 L Op 3 50.88 45.00 3 C-1 R Op 3 53.13 45.00 1 109 3 3 109 HD9 8810 0.01 C-1 R End 68.88 45.00 1 109 109 HD9 8810 0.01 Legend: Line -Wall: At wall or opening - Shearline and wall number At vertical element - Shearline Posit'n - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All Heights: Case 1 or 2 from Fig. 27.4-8 ASCE 7 Low-rise: Windward corner(s) and Case A or from Fig. 28.4-1 ASCE 7 Minimum loads (27.1.5/28.4.4) Hold-down Forces: Shear- Wind shear overturning component based on shearline force, includes perforation factor Co, factored for ASD by 0.60 Dead - Dead load resisting component, factored for ASD by 0.60 Uplift - Uplift wind load component, factored for ASD by 0.60 CmbV - Sum of ASD factored overturning, dead and uplift forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down - Device used from hold-down database Cap - Allowable ASD tension load Crit. Resp. - Critical Response = Combined ASD force /Allowable ASD tension load Notes: Refer to Shear Results table for perforation factors Co. 20 Woodworks® Shearwalls garyslot5.wsw Sep. 24, 201512:54:48 DRAG STRUT FORCES (rigid wind design) Level 1 Drag Strut Line- Position on Wall Location [ft] Load Force [Ibs] Wall or Opening X Y Case --> <--- Line 1 1=1 Left Opening 1 0.00 21.00 1 2912 2909 Line 2 2-1 Left Wall End 45.50 16.00 1 3713 3725 2-1 Right Wall End 45.50 39.00 1 1392 1397 Line 3 3-1 Right Opening 1 69.00 10.00 1 386 380 3-1 Left Opening 2 69.00 18.00 1 1043 1026 Line A A-1 Right Opening 4 60.50 0.00 1 953 955 Line B B-1 Left Wall End 45.00 16.00 1 2139 2145 Line C C-1 Right Opening 1 31.00 45.00 1 2567 2563 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 21.00 1 2785 2785 1-1 Right Opening 1 0.00 23.00 1 2553 2553 1-1 Left Opening 2 0.00 32.00 1 1511 1511 1-1 Right Opening 2 0.00 38.00 1 813 813 Line 3 3-1 Right Opening 1 69.00 14.00 1 1229 1229 3-1 Left Opening 2 69.00 18.50 1 981 981 3-1 Right Opening 2 69.00 22.50 1 1332 1332 3-1 Left Opening 3 69.00 28.00 1 355 355 3-1 Right Opening 3 69.00 34.00 1 882 882 3-1 Left Opening 4 69.00 40.00 1 439 439 Line A A-1 Right Opening 4 60.50 0.00 1 1140 1140 Line C C-1 Left Opening 1 24.00 45.00 1 2229 2229 C-1 Right Opening 1 30.00 45.00 1 1902 1902 C-1 Left Opening 2 36.00 45.00 1 1576 1576 C-1 Right Opening 2 39.00 45.00 1 1413 1413 C-1 Left Opening 3 51.00 45.00 1 761 761 C-1 Right Opening 3 53.00 45.00 1 653 653 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 corner; Case A or B Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force, includes perforation factor Co. -> Due to sheartine force in the west -to -east or south -to -north direction <- Due to shearline force in the east -to -west or north -to -south direction 21 WoodWorks® Shearwalls garyslot&wsw Sep. 24, 201512:s4:4s DEFLECTION (riaid wind desionl Wall, W Bending Shear Nail slip Hold Total segment Gp Dir Srf v b h A Defl Defl Vn en Defl Defl Defl If ft ft s .in in in Ibs in in in in Level 1 Line 1 4 1-1,1 S->N Both 433.3 21.00 9.00 16.5 .005 .023 108 .006 .043 0.18 0.25 N->S Both 432.9 21.00 9.00 16.5 .005 .023 108 .006 .043 0.18 0.25 1-1,2 Both Both 0.0 7.00 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 1-1,3 Both Both 0.0 7.00 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Line 2 3 2-1 S->N Both 756.8 23.00 9.00 16.5 .008 .041 95 .004 .028 0.16 0.24 N->S Both 759.1 23.00 9.00 16.5 .008 .041 95 .004 .029 0.16 0.24 Line 3 1 3-1,2 S->N Both 362.1 8.00 9.00 16.5 .011 .020 30 .000 .001 0.41 0.44 N->S Both 356.4 8.00 9.00 16.5 .011 .019 30 .000 .001 0.42 0.45 Line A 1 A-1,2 Both Both 0.0 3.50 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 A-1,3 Both Both 0.0 3.50 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 A-1,4 Both Both 0.0 4.00 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 A-1,5 W->E Both 213.1 8.50 9.00 16.5 .006 .011 18 .000 .000 0.40 0.42 E->W Both 213.5 8.50 9.00 16.5 .006 .012 18 .000 .000 0.40 0.42 Line B 3 B-1 W->E Both 227.8 24.00 9.00 16.5 .002 .012 28 .000 .001 0.13 0.15 E->W Both 228.4 24.00 9.00 16.5 .002 .012 29 .000 .001 0.13 0.15 Line C 4 C-1,1 Both Both 0.0 25.00 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 C-1,2 W->E Both 250.6 38.00 9.00 16.5 .002 .014 63 .001 .008 0.08 0.11 E->W Both 250.2 38.00 9.00 16.5 .002 .013 63 .001 .008 0.08 0.11 Wall, W Bending Shear Nail slip Hold Total segment Gp Dir Srf v b h A Defl Defl Vn en Defl Defl Defl If ft ft s .in in in Ibs in in in in Level 2 Line 1 2 1-1,1 Both Ext 414.8 21.00 8.00 16.5 .004 .040 138 .013 .079 0.16 0.28 Both Int 0.0 .000 0 .000 .000 1-1,2 Both Ext 0.7 9.00 8.00 16.5 .000 .000 0 .000 .000 0.29 0.29 Both Int 0.0 .000 0 .000 .000 1-1,3 Both Ext 0.0 7.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 Line 3 5 3-1,2 Both Ext 238.3 4.50 8.00 16.5 .009 .023 60 .001 .006 0.66 0.70 Both Int 0.0 .000 0 .000 .000 3-1,3 Both Ext 442.2 5.50 8.00 16.5 .014 .042 ill .007 .040 0.61 0.70 Both Int 0.0 .000 0 .000 .000 3-1,4 Both Ext 513.3 6.00 8.00 16.5 .015 .049 128 .011 .063 0.57 0.70 Both Int 0.0 .000 0 .000 .000 Line A 2 A-1,2 Both Ext 0.0 5.50 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 0.0 6.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 A-1,4 Both Ext 0.0 4.50 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 A-1,5 Both Ext 254.9 8.50 8.00 16.5 .005 .024 85 .003 .018 0.35 0.40 Both Int 0.0 .000 0 .000 .000 Line C 2 C-1,1 Both Ext 245.4 24.00 8.00 16.5 .002 .024 82 .003 .016 0.12 0.17 Both Int 0.0 .000 0 .000 .000 C-1,2 Both Ext 0.0 6.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 C-1,3 Both Ext 0.0 12.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 C-1,4 Both Ext 22.6 16.00 8.00 16.5 .000 .002 8 .000 .000 0.16 0.17 Both Int 0.0 .000 0 .000 .000 Legeno: Wall, segment - Wall and segment between openings, e.g. B-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 - Unfactored (strength -level) shear force per unit foot on wall segment = ASD force / 0.60 b - Width of wall segment between openings h - Wall height 22 Woodworks® Shearwalls gatys/ot5.wsw Sep. 24, 201512:54:48 Dell — Horizontal shearwall deflection due to given term: Bending = 8vhA3 / EAb; A — Cross sectional area of segment end stud(s); E — stud mod. of elasticity in Framing Materials table Shear = vh /Gt; Gt — Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table Nail slip = 0.75 h x en; en — From SDPWS Table C4.2.2D; Vn — Unfactored shear force per nail along panel edge Hold — Hold-down = da x h / b; refer to Hold-down Displacement table for components of da Total dell = Deflection from bending + shear + nail slip + hold-down, as per SDPWS C4.3.2-1 23 WoodWorks® Shearwalls garyslot5.wsw Sep. 24, 201512:54:48 HOLD-DOWN DISPLACEMENT ( rigid wind design) Wall, Hold- Uplift Elong / Disp Slippage Shrink Crush+ Total Hold segment Dir down force Manuf Add da Pf da da Extra da Defl Ibs in in in Ibs in in in in in Level 1 Line 1 1-1,1 S->N HD9 7218 .094 .002 0.097 - - 0.284 0.04 0.42 0.18 N->S HD9 7214 .094 .002 0.096 - - 0.284 0.04 0.42 0.18 1-1,2 S->N HD9 5 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 N->S HD9 2 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 1-1,3 S->N HD9 4 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 N->S HD9 0 .000 ..000 0.000 - - 0.000 0.00 0.00 0.00 Line 2 2-1 S->N HD9 6811 .089 .002 0.091 - - 0.284 0.04 0.41 0.16 N->S HD9 6832 .089 .002 0.091 - 0.284 0.04 0.41 0.16 Line 3 3-1,2 S->N HD9 3262 .043 .001 0.044 - - 0.284 0.04 0.37 0.41 N=>S HD9 3917 .051 .001 0.052 - - 0.284 0.04 0.38 0.42 Line A A-1,2 W->E HD9 9 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 E->W HD9 7 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 A-1,3 W->E HD9 6 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 E->W HD9 9 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 A-1,4 Both HD9 9 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 A-1,5 W->E HD9 3965 .052 .001 0.053 - - 0.284 0.04 0.38 0.40 E->W HD9 3961 .052 .001 0.053 - - 0.284 0.04 0.38 0.40 Line B B-1 W->E HD9 2050 .027 .001 0.027 - - 0.284 0.04 0.35 0.13 E->W HD9 2055 .027 .001 0.027 - - 0.284 0.04 0.35 0.13 Line. C C-1,1 W->E HD9 1963 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 E->W HD9 3 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 C-1,2 W->E HD9 2259 .029 .001 0.030 - - 0.284 0.04 0.35 0.08 E->W HD9 2433 .032 .001 0.033 - - 0.284 0.04 0.36 0.08 Wall, Hold- Uplift Elong / Disp Slippage Shrink Crush+ Total Hold segment Dir down force Manuf Add da Pf da da Extra da Defl Ibs in in in Ibs in in in in in Level Line 1 1-1,1 S->N HD9 3318 .087 .000 0.087 - - 0.284 0.04 0.41 0.16 N->S HD9 3319 .087 .000 0.087 - - 0.284 0.04 0.41 0.16 1-1,2 S->N HD9 6 .000 .000 0.000 - - 0.284 0.04 0.32 0.29 N->S HD9 7 .000 .000 0.000 - - 0.284 0.04 0.32 0.29 1-1,3 S->N HD9 2 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 N->S HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 Line 3 3-1,2 S->N HD9 1910 .050 .000 0.050 - - 0.284 0.04 0.37 0.66 N->S HD9 1907 .050 .000 0.050 - - 0.284 0.04 0.37 0.66 3-1,3 S->N HD9 3539 .093 .000 0.093 - - 0.284 0.04 0.42 0.61 N->S HD9 3540 .093 .000 0.093 - - 0.284 0.04 0.42 0.61 3-1,4 S->N HD9 4108 .107 .000 0.107 - - 0.284 0.04 0.43 0.57 N->S HD9 4107 .107 .000 0.107 - - 0.284 0.04 0.43 0.57 Line A A-1,2 W->E HD9 4 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 E->W HD9 2 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 A-1,3 W->E HD9 2 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 E->W HD9 4 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 A-1,4 Both HD9 4 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 A-1,5 W->E HD9 2042 .053 .000 0.053 - - 0.284 0.04 0.38 0.35 E->W HD9 2039 .053 .000 0.053 - - 0.284 0.04 0.38 0.35 Line C C-1,1 W->E HD9 1963 .051 .000 0.051 - - 0.284 0.04 0.37 0.12 E->W HD9 1965 .051 .000 0.051 - - 0.284 0.04 0.37 0.12 C-1,2 W->E HD9 2 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 E->W HD9 1 .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 182 .005 .000 0.005 - - 0.284 0.04 0.33 0.16 E->W HD9 181 .005 .000 0.005 - - 1 0.284 0.04 0.33 0.16 Legend. - Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline B Dir - Force direction Uplift force (P) -Strength-level accumulated hold-down tension force from overturning, dead and wind uplift da - Vertical displacements due to the following components: 24 WoodWorks® Shearwalls garyslot5.wsw Sep. 24, 201512:54:48 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 displacemenVelongation 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 Deb— 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 26 Woodworks® Shearwalis garyslot5.wsw Sep. 24, 201512:54:48 Wind Suction Design COMPONENTS AND CLADDING by SHEARLINE North -South Sheathing [psf] Fastener Withdrawal fibs] Service Cond Shearlines Force Cap Force/ Force Cap Force/Cap Factors Line Lev Grp Cap End Int End Int TernMoist 1 1 4 33.2 178.7 0.19 44.2 35.8 105.5 0.42 0.34 1.00 1.00 2 2 33.2 178.7 0.19 22.1 17.9 105.5 0.21 0.17 1.00 1.00 3 1 1 33.2 178.7 0.19 14.7 11.9 105.5 0.14 0.11 1.00 1.00 2 5 33.2 178.7 0.19 22.1 17.9 105.5 0.21 0.17 1.00 1.00 East-West Sheathing [psf] Fastener Withdrawal fibs] Service Cond Shearlines Force Cap Force/ Force Cap Force/Cap Factors Line Lev Grp Cap End Int End Int TernMoist A 1 1 33.2 178.7 0.19 14.7 11.9 105.5 0.14 0.11 1.00 1.00 2 2 33.2 178.7 0.19 22.1 17.9 105.5 0.21 0.17 1.00 1.00 C 1 4 33.2 178.7 0.19 44.2 35.8 105.5 0.42 0.34 1.00 1.00 2 2 33.2 178.7 0.19 22.1 17.9 105.5 0.21 0.17 1.00 1.00 Legend: - Grp - Wall Design Group ( results for all design groups for rigid, flexible design listed for each wall) Sheathing: Force - C&C end zone exterior pressures using negative (suction) coefficient in ASCE 7 Figure 30.4-1 added to interior pressure using coefficients from Table 26.11-1 Cap - Out -of -plane capacity of exterior sheathing from SDPWS Table 3.21, factored for ASD and load duration, and assuming continuous over 2 spans Fastener Withdrawal: Force - Force tributary to each nail in end zone and interior zone Cap - Factored withdrawal capacity of individual nail according to NDS 11.2-3 FEV WoodWorks® Shearwalls garyslot5.wsw Sep. 24, 201512:54:48 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Ibs s .ft Story Shear [Ibs] E-W N-S Diaphragm Force Fpx [Ibs] E-W N-S 2 42490 3105.0 16860 16860 10198 10198 1 51699 3105.0 11397 11397 12408 12408 All 94189 - 28257 28257 - - Legend: Building mass — Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12. Storey shear — 'total unfactored (strength -level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Diaphragm force Fpx - Unfactored force intended for diaphragm design from Eqn 12.10-1; used by Shearwalls only for drag strut forces, see 12.10.2.1 Exception 2. Redundancy Factor p (rho): E-W 1.00, N-S 1.00 Automatically calculated according to ASCE 7 12.3.4.2. 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. 27 WoodWorks® Shearwalls garyslot&wsw Sep. 24, 201612:54:48 SHEAR RESULTS ( flexible seismic desian) North -South W For HIW-Cub ASD Shear Force [plf] Allowable Shear [plf] Shearlines G Dir Int Ext V Ibs vmax v Int Ext Co C Total V bsLine 1 Level 2 ffRes Lnl, Lev2 2 S->N 1.0 1.0 5901 280.4 280.4 125 380 1.00 X 380 14062 N->S 1.0 1.0 5901 279.1 279.1 125 380 1.00 X 380 1406 Level 1 Lnl, Levl 4 S->N 1.0 1.0 8668 411.5 411.5 260 260 1.00 A 520 18200 0.79 4 N->S 1.0 1.0 8668 412.0 412.0 260 260 1.00 A 520 18200 0.79 Line 2 Ln2, Levl 3 Both 1.0 1.0 3448 149.9 149.9 490 490 1.00 A 980 22540 0.15 Line 3 Level 2 Ln3, Lev2 5 S->N 1.0 1.0 5901 429.5 429.5 125 490 1.00 X 490 7840 0.88 5 N->S 1.0 1.0 5901 429.6 429.6 125 490 1.00 X 490 7840 0.88 Level 1 Ln3, Levl 1 Both 1.0 1.0 7664 958.0 958.0 640 640 1.00 A 1280 10240 0.75 East-West W For HIW-Cub ASD Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V Obs] vmax v Int Ext Co C Total V Ibs Res . Line A Level 2 LnA, Lev2 2 W->E 1.0 1.0 5901 372.6 372.6 125 380 1.00 X 380 9310 0.98 2 E->W 1.0 1.0 5901 372.0 372.0 125 380 1.00 X 380 9310 0.98 Level 1 LnA, Levl 1 W->E .78 .78 7868 916.4 916.4 498 498 1.00 A 996 19413 0.92 1 E->W .78 .78 7868 916.5 916.5 498 498 1.00 A 996 19413 0.92 Line B LnB, Levl 3 Both 1.0 1.0 3144 131.0 131.0 490 490 1.00 A 980 23520 0.13 Line C Level 2 LnC, Lev2 2 W->E 1.0 1.0 5901 198.1 198.1 125 380 1.00 X 380 22040 0.52 2 E->W 1.0 1.0 5901 198.3 198.3 125 380 1.00 X 380 22040 0.52 Level 1 LnC, Levl 4 W->E 1.0 1.0 8768 230.2 230.2 260 260 1.00 A 520 32760 0.44 4 E->W 1.0 1.0 8768 209.7 209.7 260 260 1.00 A 520 32760 0.40 �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 seismic force along shearline. HAW -Cub - Height -to -width factor from SDPWS table 4.3.4 notes 1, 3 or unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. 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 = w7otal = 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. 28 Woodworks® Shearwalls garyslot5.wsw Sep. 24, 201512:54:48 HOLD-DOWN DESIGN ( flexible seismic design) Level 1 Tensile ASD Line- Location [ft] Holddown Force [Ibs] Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down Ibs Res . Line 1 1-1 L End 0.00 0.12 5947 5947 HD9 8810 0.68 1-1 L Op 1 0.00 20.88 5920 17 2 5906 HD9 8810 0.67 1-1 R Op 1 0.00 26.13 19 13 2 8 HD9 8810 0.00 V Elem 0.00 31.88 36 10 1 27 Refer to upper level 1-1 L Op 2 0.00 32.88 19 12 2 9 HD9 8810 0.00 1-1 R Op 2 0.00 38.13 24 22 3 5 HD9 8810 0.00 1-1 R End 0.00 44.88 -24 Line 2 2-1 L End 45.50 16.13 1349 1349 HD9 8810 0.15 2-1 R End 45.50 38.87 1349 1349 HD9 8810 0.15 Line 3 3-1 L Op 3 69.00 1.88 39 3-1 R Op 1 69.00 10.13 8622 19 3 8606 HD9 8810 0.98 V Elem 69.00 14.13 2130 20 3 2113 Refer to upper level 3-1 L Op 2 69.00 17.87 9683 53 7 9637 HD9 8810 1.09* V Elem 69.00 34.13 2371 56 8 2323 Refer to upper level V Elem 69.00 34.88 1342 21 3 1324 Refer to upper level V Elem 69.00 43.13 2094 23 3 2074 Refer to upper level V Elem 69.00 44.13 7 Refer to upper level Line A A-1 L Op 4 2.38 0.00 48 A-1 R Op 1 14.63 0.00 1530 48 7 1488 HD9 8810 0.17 A-1 L Op 2 17.87 0.00 829 35 5 799 HD9 8810 0.09 A-1 R Op 2 28.63 0.00 1181 34 5 1152 HD9 8810 0.13 A-1 L Op 3 31.88 0.00 1870 50 7 1827 HD9 8810 0.21 A-1 R Op 3 44.63 0.00 645 49 7 603 HD9 8810 0.07 A-1 L Op 4 48.38 0.00 663 48 7 621 HD9 8810 0.07 A-1 R Op 4 60.63 0.00 11229 48 7 11188 HD9 8810 1.27* A-1 R End 68.88 0.00 11225 11225 HD9 8810 1.27* Line B B-1 L End 45.13 16.00 1179 1179 HD9 8810 0.13 B-1 R End 68.88 16.00 1179 1179 HD9 8810 0.13 Line C C-1 L End 0.12 45.00 1592 1592 HD9 8810 0.18 V Elem 23.88 45.00 1567 10 1 1578 Refer to upper level C-1 L Op 1 24.88 45.00 287 16 2 274 HD9 8810 0.03 C-1 R Op 1 31.13 45.00 2090 23 3 2071 HD9 8810 0.24 V Elem 35.88 45.00 3 5 Refer to upper level V Elem 39.13 45.00 18 5 1 14 Refer to upper level V Elem 50.88 45.00 20 3 0 18 Refer to upper level V Elem 53.13 45.00 551 3 0 548 Refer to upper level C-1 R End 68.88 45.00 2441 2441 HD9 8810 0.28 Level 2 Tensile ASD Line- Location [ft] Holddown Force fibs] Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down Ibs Res . Line 1 1-1 L End 0.00 0.12 2243 2243 HD9 8810 0.25 1-1 L Op 1 0.00 20.88 2233 3 0 2230 HD9 8810 0.25 1-1 R Op 1 0.00 23.13 5 3 0 2 HD9 8810 0.00 1-1 L Op 2 0.00 31.88 36 10 1 27 HD9 8810 0.00 1-1 R Op 2 0.00 38.13 8 10 1-1 R End 0.00 44.88 -7 Line 3 3-1 L Op 4 69.00 1.88 20 3-1 R Op 1 69.00 14.13 2130 20 3 2113 HD9 8810 0.24 3-1 L Op 2 69.00 18.38 2126 7 1 2120 HD9 8810 0.24 3-1 R Op 2 69.00 22.63 3092 7 1 3086 HD9 8810 0.35 3-1 L Op 3 69.00 27.88 3095 10 1 3086 HD9 8810 0.35 3-1 R Op 3 69.00 34.13 3436 10 1 3427 HD9 8810 0.39 3-1 L Op 4 69.00 39.88 3436 7 1 3431 HD9 8810 0.39 3-1 R Op 4 69.00 44.13 7 Line A A-1 L Op 4 2.38 0.00 20 A-1 R Op 1 14.63 0.00 1529 20 3 1512 HD9 8810 0.17 A-1 L Op 2 19.88 0.00 1528 10 1 1519 HD9 8810 0.17 A-1 R Op 2 26.13 0.00 1878 10 1 1870 HD9 8810 0.21 A-1 L Op 3 31.88 0.00 1884 20 3 1867 HD9 8810 0.21 A-1 R Op 3 44.13 0.00 486 20 3 469 HD9 8810 0.05 29 WoodWorks® Shearwalls garysloMwsw Sep. 24, 201612:54:48 1 HOLD-DOWN DESIGN ( flexible seismic design, continued) A-1 L Op 4 48.38 0.00 490 20 3 472 HD9 8810 0.05 A-1 R Op 4 60.63 0.00 2981 20 3 2964 HD9 8810 0.34 A-1 R End 68.88 0.00 2976 2976 HD9 8810 0.34 Line C C-1 L End 0.12 45.00 1585 1585 HD9 8810 0.18 C-1 L Op 1 23.88 45.00 1587 10 1 1578 HD9 8810 0.18 C-1 R Op 1 30.13 45.00 21 10 1 13 HD9 8810 0.00 C-1 L Op 2 35.88 45.00 3 5 C-1 R Op 2 39.13 45.00 18 5 1 14 HD9 8810 0.00 C-1 L Op 3 50.88 45.00 20 3 0 18 HD9 8810 0.00 C-1 R Op 3 53.13 45.00 551 3 0 548 HD9 8810 0.06 C-1 R End 68.88 45.00 554 554 HD9 8810 0.06 Legend Line -Wall: At wall or opening - Shearline and wall number At vertical element - Shearline Posit'n - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View 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 7 12.4.2.2 =-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. *WARNING - Design capacity has been exceeded. 30 WoodWorks® Shearwalls garyslot5mm Sep. 24, 201612:U:48 DRAG STRUT FORCES ( flexible seismic design) Level 1 Drag Strut Line- Position on Wall Location [ft] Force [lbs] Wall or Opening X Y -> <--- Line 1 1-1 Left Opening 1 0.00 21.00 4597 4607 1-1 Right Opening 1 0.00 26.00 3634 3644 1-1 Left Opening 2 0.00 33.00 2299 2311 1-1 Right Opening 2 0.00 38.00 1336 1348 Line 2 2-1 Left Wall End 45.50 16.00 1226 1226 2-1 Right Wall End 45.50 39.00 460 460 Line 3 3-1 Right Opening 1 69.00 10.00 1703 1703 3-1 Left Opening 2 69.00 18.00 4599 4599 Line A A-1 Right Opening 1 14.50 0.00 1653 1653 A-1 Left Opening 2 18.00 0.00 2052 2052 A-1 Right Opening 2 28.50 0.00 3249 3249 A-1 Left Opening 3 32.00 0.00 3648 3648 A-1 Right Opening 3 44.50 0.00 5073 5073 A-1 Left Opening 4 48.50 0.00 5452 5452 A-1 Right Opening 4 60.50 0.00 6821 6821 Line B B-1 Left Wall End 45.00 16.00 2050 2050 Line C C-1 Left Opening 1 25.00 45.00 3157 2377 C-1 Right Opening 1 31.00 45.00 3920 3140 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 21.00 3135 3107 1-1 Right Opening 1 0.00 23.00 2873 2845 1-1 Left Opening 2 0.00 32.00 1698 1704 1-1 Right Opening 2 0.00 38.00 911 918 Line 3 3-1 Right Opening 1 69.00 14.00 1836 1836 3-1 Left Opening 2 69.00 18.50 1228 1230 3-1 Right Opening 2 69.00 22.50 1752 1755 3-1 Left Opening 3 69.00 28.00 348 348 3-1 Right Opening 3 69.00 34.00 1134 1135 3-1 Left Opening 4 69.00 40.00 656 656 Line A A-1 Right Opening 1 14.50 0.00 1240 1240 A-1 Left Opening 2 20.00 0.00 659 660 A-1 Right Opening 2 26.00 0.00 1172 1173 A-1 Left Opening 3 32.00 0.00 277 273 A-1 Right Opening 3 44.00 0.00 1303 1300 A-1 Left Opening 4 48.50 0.00 1414 1409 A-1 Right Opening 4 60.50 0.00 2441 2435 Line C C-1 Left Opening 1 24.00 45.00 2702 2707 C-1 Right Opening 1 30.00 45.00 2189 2194 C-1 Left Opening 2 36.00 45.00 1692 1683 C-1 Right Opening 2 39.00 45.00 1436 1427 C-1 Left Opening 3 51.00 45.00 437 431 C-1 Right Opening 3 53.00 45.00 266 260 Legena: Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force derived from the greater of: Diaphragm force Fpx from Eqn. 12.10-1 plus 25% irregularity increase (12.3.3.4) Storey force Vx from Eqn 12.8-13 Includes perforation factor Co and redundancy factor rho. -> Due to shearline force in the west -to -east or south -to -north direction <- Due to shearline force in the east -to -west or north -to -south direction 31 WoodWorks® Shearwails garysloMwsw Sep. 24, 201512:54:48 DEFLECTION ( flexible seismic design) Wall, W Bending Shear Nail slip Hold Total segment Gp Dir Srf v b h A Defl Defl Vn en Defl Defl Defl If It ft s .in in in Ibs in in in in Level 1 Line 1 4 1-1,1 S->N Both 587.5 21.00 9.00 16.5 .007 .032 147 .016 .107 0.20 0.34 N->S Both 588.4 21.00 9.00 16.5 .007 .032 147 .016 .107 0.19 0.34 1-1,2 S->N Both 3.3 7.00 9.00 16.5 .000 .000 1 .000 .000 0.42 0.42 N->S Both 3.7 7.00 9.00 16.5 .000 .000 1 .000 .000 0.42 0.42 1-1,3 S->N Both 3.2 7.00 9.00 16.5 .000 .000 1 .000 .000 0.42 0.42 N->S Both 0.0 7.00 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Line 2 3 2-1 Both Both 214.1 23.00 9.00 16.5 .002 .012 27 .000 .001 0.14 0.15 Line 3 1 3-1,2 S->N Both 1368.6 8.00 9.00 16.5 .043 .074 114 .007 .050 0.58 0.75 N->S Both 1368.6 8.00 9.00 16.5 .043 .074 114 .007 .050 0.60 0.77 Line A 1 A-1,2 Both Both 0.0 3.50 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 A-1,3 Both Both 0.0 3.50 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 A-1,4 W->E Both 27.7 4.00 9.00 16.5 .002 .001 2 .000 .000 0.76 0.76 E->W Both 27.6 4.00 9.00 16.5 .002 .001 2 .000 .000 0.76 0.76 A-1,5 Both Both 1309.2 6.50 9.00 16.5 .039 .071 109 .006 .044 0.61 0.76 Line B 3 B-1 Both Both 187.1 24.00 9.00 16.5 .002 .010 23 .000 .000 0.13 0.14 Line C 4 C-1,1 W->E Both 1.2 25.00 9.00 16.5 .000 .000 0 .000 .000 0.13 0.13 E->W Both 45.7 25.00 9.00 16.5 .000 .002 11 .000 .000 0.12 0.12 C-1,2 W->E Both 328.9 38.00 9.00 16.5 .002 .018 82 .003 .019 0.09 0.13 E->W Both 299.6 38.00 9.00 16.5 .002 .016 75 .002 .014 0.09 0.12 Wall, W Bending Shear Nail slip Hold Total segment Gp Dir Srf v b h A Defl Defl Vn en Defl Defl Defl If ft ft s .in in in Ibs in in in in Level 2 Line 1 2 1-1,1 S->N Ext 400.4 21.00 8.00 16.5 .003 .038 133 .012 .071 0.16 0.27 S->N Int 0.0 .000 0 .000 .000 N->S Ext 398.5 21.00 8.00 16.5 .003 .038 133 .012 .070 0.16 0.27 N->S Int 0.0 .000 0 .000 .000 1-1,2 S->N Ext 0.9 9.00 8.00 16.5 .000 .000 0 .000 .000 0.29 0.29 S->N Int 0.0 .000 0 .000 .000 N->S Ext 6.8 9.00 8.00 16.5 .000 .001 2 .000 .000 0.29 0.29 N->S Int 0.0 .000 0 .000 .000 1-1,3 S->N Ext 1.8 7.00 8.00 16.5 .000 .000 1 .000 .000 0.37 0.37 S->N Int 0.0 .000 0 .000 .000 N->S Ext 0.0 7.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 N->S Int 0.0 .000 0 .000 .000 Line 3 5 3-1,2 S->N Ext 380.4 4.50 8.00 16.5 .015 .036 95 .004 .026 0.74 0.82 S->N Int 0.0 .000 0 .000 .000 N->S Ext 379.6 4.50 8.00 16.5 .015 .036 95 .004 .025 0.74 0.82 N->S Int 0.0 .000 0 .000 .000 3-1,3 S->N Ext 552.2 5.50 8.00 16.5 .018 .053 138 .013 .079 0.67 0.82 S->N Int 0.0 .000 0 .000 .000 N->S Ext 552.7 5.50 8.00 16.5 .018 .053 138 .013 .079 0.67 0.82 N->S Int 0.0 .000 0 .000 .000 3-1,4 S->N Ext 613.5 6.00 8.00 16.5 .018 .059 153 .018 .108 0.63 0.82 S->N Int 0.0 .000 0 .000 .000 N->S Ext 613.6 6.00 8.00 16.5 .018 .059 153 .018 .108 0.63 0.82 N->S Int 0.0 .000 0 .000 .000 Line A 2 A-1,2 W->E Ext 273.1 5.50 8.00 16.5 .009 .026 91 .004 .022 0.57 0.62 W->E Int 0.0 .000 0 .000 .000 E->W Ext 272.8 5.50 8.00 16.5 .009 .026 91 .004 .022 0.57 0.62 E->W Int 0.0 .000 0 .000 .000 A-1,3 W->E Ext 335.4 6.00 8.00 16.5 .010 .032 112 .007 .042 0.54 0.62 W->E Int 0.0 .000 0 .000 .000 E->W Ext 336.5 6.00 8.00 16.5 .010 .032 112 .007 .042 0.54 0.62 E->W Int 0.0 .000 0 .000 .000 A-1,4 W->E Ext 86.8 4.50 8.00 16.5 .003 .008 29 .000 .001 0.61 0.62 W->E Int 0.0 .000 0 .000 .000 E->W Ext 87.4 4.50 8.00 16.5 .003 .008 29 .000 .001 0.61 0.62 E->W Int 0.0 .000 0 .000 .000 32 WoodWorks® Shearwalls garyslot5.wsw Sep. 24, 201512:54:4s DEFLECTION ( flexible seismic design, continued) A-1,5 W->E Ext 499.3 8.50 8.00 16.5 .011 .048 166 .023 .139 0.43 0.62 W->E Int 33.1 .007 19 .030 .180 E->W Ext 499.1 8.50 8.00 16.5 .011 .048 166 .023 .139 0.43 0.62 E->W Int 32.3 .006 19 .030 .180 Line C 2 C-1,1 W->E Ext 283.3 24.00 8.00 16.5 .002 .027 94 .004 .025 0.13 0.19 W->E Int 0.0 .000 0 .000 .000 E->W Ext 284.4 24.00 8.00 16.5 .002 .027 95 .004 .025 0.13 0.19 E->W Int 0.0 .000 0 .000 .000 C-1,2 W->E Ext 1.1 6.00 8.00 16.5 .000 .000 0 .000 .000 0.05 0.05 W->E Int 0.0 .000 0 .000 .000 E->W Ext 1.3 6.00 8.00 16.5 .000 .000 0 .000 .000 0.43 0.43 E->W Int 0.0 .000 0 .000 .000 C-1,3 W->E Ext 3.8 12.00 8.00 16.5 .000 .000 1 .000 .000 0.22 0.22 W->E Int 0.0 .000 0 .000 .000 E->W Ext 0.5 12.00 8.00 16.5 .000 .000 0 .000 .000 0.03 0.03 E->W Int 0.0 .000 0 .000 .000 C-1,4 W->E Ext 98.6 16.00 8.00 16.5 .001 .009 33 .000 .001 0.17 0.19 W->E Int 0.0 .000 0 .000 .000 E->W Ext 99.3 16.00 8.00 16.5 .001 .010 33 .000 .001 0.17 0.19 E->W Int 0.0 .000 0 .000 .000 Legend. Wall, segment - Wall and segment between openings, e.g. B-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 - 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 DO - Horizontal shearwall deflection due to given tern: Bending = 8vhA3 / EAb; A - Cross sectional area of segment end stud(s); E - stud mod. of elasticity in Framing Materials table Shear = vh / Gt, Gt - Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table Nail slip = 0.75 h x en; en - From SDPWS Table C4.2.2D; Vn - Unfactored shear force per nail along panel edge Hold - Hold-down = da x h / b; refer to Hold-down Displacement table for components of da Total deft = Deflection from bending + shear + nail slip + hold-down, as per SDPWS C4.3.2-1 33 WoodWorks® Shearwalls garyslot5.wsw Sep. 24, 201512:54:48 HOLD-DOWN DISPLACEMENT ( flexible seismic design) Wall, Hold- Uplift Elong / Disp Slippage Shrink Crush+ Total Hold segment Dir down force Manuf Add da Pf da da Extra da Defl Ibs in in in Ibs in in in in in Level 1 Line 1 1-1,1 S->N HD9 8496 .130 .003 0.132 - - 0.284 0.04 0.46 0.20 N->S HD9 8436 .129 .002 0.131 - - 0.284 0.04 0.45 0.19 1-1,2 S->N HD9 10 .000 .000 0.000 - - 0.284 0.04 0.32 0.42 N->S HD9 12 .000 .000 0.000 - - 0.284 0.04 0.32 0.42 1-1,3 S->N HD9 6 .000 .000 0.000 - - 0.284 0.04 0.32 0.42 N->S HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 Line 2 2-1 Both HD9 1927 .029 .001 0.030 - - 0.284 0.04 0.35 0.14 Line 3 3-1,2 S->N HD9 12293 .188 .004 0.191 - - 0.284 0.04 0.51 0.58 N->S HD9 13764 .210 .004 0.214 - - 0.284 0.04 0.54 0.60 Line A A-1,2 W->E HD9 2123 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 E->W HD9 1139 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 A-1,3 W->E HD9 1643 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 E->W HD9 2607 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 A-1,4 W->E HD9 858 .013 .000 0.013 - - 0.284 0.04 0.34 0.76 E->W HD9 884 .014 .000 0.014 - - 0.284 0.04 0.34 0.76 A-1,5 w->E HD9 15979 .244 .005 0.249 - - 0.284 0.04 0.57 0.61 E->W HD9 16035 .245 .005 0.249 - - 0.284 0.04 0.57 0.61 Line B B-1 Both HD9 1684 .026 .000 0.026 - - 0.284 0.04 0.35 0.13 Line C C-1,1 W->E HD9 2274 .035 .001 0.035 - - 0.284 0.04 0.36 0.13 E->W HD9 390 .006 .000 0.006 - - 0.284 0.04 0.33 0.12 C-1,2 W->E HD9 2957 .045 .001 0.046 - - 0.284 0.04 0.37 0.09 E->W HD9 3488 .053 .001 0.054 - - 0.284 0.04 0.38 0.09 Wall, Hold- Uplift Elong / Disp Slippage Shrink Crush+ Total Hold segment Dir down force Manuf Add da Pf da da Extra da Defl Ibs in in in Ibs in in in in in Level 2 Line 1 1-1,1 S->N HD9 3205 .098 .000 0.098 - - 0.284 0.04 0.42 0.16 N->S HD9 3185 .097 .000 0.097 - - 0.284 0.04 0.42 0.16 1-1,2 S->N HD9 3 .000 .000 0.000 - - 0.284 0.04 0.32 0.29 N->S HD9 38 .001 .000 0.001 - - 0.284 0.04 0.32 0.29 1-1,3 S->N HD9 -2 .000 .000 0.000 - - 0.284 0.04 0.32 0.37 N->S HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 Line 3 3-1,2 S->N HD9 3017 .092 .000 0.092 - - 0.284 0.04 0.42 0.74 N->S HD9 3028 .092 .000 0.092 - - 0.284 0.04 0.42 0.74 3-1,3 S->N HD9 4409 .135 .000 0.135 - - 0.284 0.04 0.46 0.67 N->S HD9 4408 .135 .000 0.135 - - 0.284 0.04 0.46 0.67 3-1,4 S->N HD9 4895 .149 .000 0.149 - - 0.284 0.04 0.47 0.63 N->S HD9 4900 .150 .000 0.150 - - 0.284 0.04 0.47 0.63 Line A A-1,2 W->E HD9 2158 .066 .000 0.066 - - 0.284 0.04 0.39 0.57 E->W HD9 2169 .066 .000 0.066 - - 0.284 0.04 0.39 0.57 A-1,3 W->E HD9 2670 .081 .000 0.082 - - 0.284 0.04 0.41 0.54 E->W HD9 2665 .081 .000 0.081 - - 0.284 0.04 0.40 0.54 A-1,4 W->E HD9 668 .020 .000 0.020 - - 0.284 0.04 0.34 0.61 E->W HD9 673 .021 .000 0.021 - - 0.284 0.04 0.34 0.61 A-1,5 W->E HD9 4232 .129 .000 0.129 - - 0.284 0.04 0.45 0.43 E->W HD9 4252 .130 .000 0.130 - - 0.284 0.04 0.45 0.43 Line C C-1,1 W->E HD9 2264 .069 .000 0.069 - - 0.284 0.04 0.39 0.13 E->W HD9 2253 .069 .000 0.069 - - 0.284 0.04 0.39 0.13 C-1,2 W->E HD9 17 .000 .000 0.000 - - 0.000 0.04 0.04 0.05 E->W HD9 -2 .000 .000 0.000 - - 0.284 0.04 0.32 0.43 C-1,3 W->E HD9 19 .001 .000 0.001 - - 0.284 0.04 0.32 0.22 E->W HD9 25 .000 .000 0.000 - - 0.000 0.04 0.04 0.03 C-1,4 W->E HD9 783 .024 .000 0.024 - - 0.284 0.04 0.35 0.17 E->W HD9 792 .024 .000 0.024 - - 1 0.284 0.04 0.35 0.17 Legena: Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline B Dir - Force direction Uplift force (P) -Strength-level accumulated hold-down tension force from overturning, dead and wind uplift 34 Woodworks® Shearwalls garysiot5.wsw Sep. 24, 201512:54:48 1 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 DO — 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 35 Woodworks® Shearwalls garyslot5.wsw Sep. 24, 201512:54:4s STORY DRIFT ( flexible seismic design) Level Dir Wall height ft Max dxe Line Actual Story Drift (in) Max Center dx of Mass C of M dxe C of M dx hsx ft Allowable Story Drift Delta a Ratio in Max C of M 1 9.00 10.00 2.70 N->S 0.77 3 1.54 34.91 0.21 0.43 0.57 0.16 S->N 0.77 3 1.54 34.91 0.21 0.43 0.57 0.16 E->W 0.76 A 1.52 22.48 0.14 0.28 0.56 0.10 W->E 0.76 A 1.52 22.48 0.14 0.28 0.56 0.10 2 8.00 8.00 2.40 N->S 0.82 3 1.63 34.50 0.55 1.11 0.68 0.46 S->N 0.82 3 1.63 34.50 0.55 1.11 0.68 0.46 E->W 0.62 A 1.25 22.50 0.53 1.06 0.52 0.44 W->E 0.62 A 1.25 22.50 0.53 1.06 0.52 0.44 ASGE 7 Eqn. 12.8-15: dx = cixe x Gtl / le Deflection amplification factor Cd from Table 12.2-1 = 2.0 (E-W), 2.0 (N-S) Importance factor le = 1.00 Legend. 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 C of M dxe - Deflection at the center of mass of this level, from interpolating deflections at adjacent shearlines. C of M dx - Amplified deflection at center of mass using Eq'n 12.8-15. Does not include differences between top and bottom diaphragm deflection. 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. 36 WoodWorks® Shearwalls garyslot5.wsw Sep. 24, 201612:54:48 Rigid Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Ibs s .ft Story Shear [Ibs] E-W NS Diaphragm Force Fpx [Ibs] E-W N-S 2 42490 3105.0 16860 16860 10198 10198 1 51699 3105.0 11397 11397 12408 12408 All 94189 - 28257 28257 - - Legend: Building mass - Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12. Storey shear - Total unfactored (strength -level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Diaphragm force Fpx - Unfactored force intended for diaphragm design from Eqn 12.10-1; used by Shearwalis only for drag strut forces, see 12.10.2.1 Exception 2. On at least one level and force direction, a torsional irregularity was detected and torsional amplification factor Ax applied according to 12.8.4.3. Refer to the Torsional Analysis section of the Log File output for the values of Ax. Redundancy Factor p (rho): E-W 1.00, N-S 1.00 Automatically calculated according to ASCE 7 12.3.4.2. 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. 37 Woodworks® Shearwalls garyslot5.wsw Sep. 24, 201512:54:48 SHEAR RESULTS (riaid seismic desian) North -South W For HIW-Cub ASD Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V Obs] vmax v Int Ext Co C Total V Ibs Res . Line 1 Level 2 Lnl, Lev2 2 S->N 1.0 1.0 7539 324.8 324.8 125 380 1.00 X 380 14060 0.85 2 N->S 1.0 1.0 7533 325.0 325.0 125 380 1.00 X 380 14060 0.86 Level 1 Lnl, Levl 4 S->N 1.0 1.0 6955 331.2 331.2 260 260 1.00 A 520 18200 0.64 4 N->S 1.0 1.0 6975 331.4 331.4 260 260 1.00 A 520 18200 0.64 Line 2 Ln2, Levl 3 S->N 1.0 1.0 12269 533.4 533.4 490 490 1.00 A 980 22540 0.54 3 N->S 1.0 1.0 12312 535.3 535.3 490 490 1.00 A 980 22540 0.55 Line 3 Level 2 Ln3, Lev2 5 S->N 1.0 1.0 5350 398.3 398.3 125 490 1.00 X 490 7840 0.81 5 N->S 1.0 1.0 5359 398.8 398.8 125 490 1.00 X 490 7840 0.81 Level 1 Ln3, Levl 1 S->N 1.0 1.0 2233 279.2 279.2 640 640 1.00 A 1280 10240 0.22 1 N->S 1.0 1.0 2166 270.8 270.8 640 640 1.00 A 1280 10240 0.21 East-West W For HIW-Cub ASD Shear Force [plt] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V Ibs vmax v Int Ext Co C Total V Pbs] Res . Line A Level 2 LnA, Lev2 2 W->E 1.0 1.0 3628 286.3 286.3 125 380 1.00 X 380 9310 0.75 2 E->W 1.0 1.0 3670 287.0 287.0 125 380 1.00 X 380 9310 0.76 Level 1 LnA, Levl 1 W->E .78 .78 2650 310.7 310.7 498 498 1.00 A 996 19413 0.31 1 E->W .78 .78 2633 309.7 309.7 498 498 1.00 A 996 19413 0.31 Line B LnB, Levl 3 W->E 1.0 1.0 8048 335.3 335.3 490 490 1.00 A 980 23520 0.34 3 E->W 1.0 1.0 7967 332.0 332.0 490 490 1.00 A 980 23520 0.34 Line C Level 2 LnC, Lev2 2 W->E 1.0 1.0 8603 248.1 248.1 125 380 1.00 X 380 22040 0.65 2 E->W 1.0 1.0 8559 247.6 247.6 125 380 1.00 X 380 22040 0.65 Level 1 LnC, Levl 4 W->E 1.0 1.0 11242 264.6 264.6 260 260 1.00 A 520 32760 0.51 4 E->W 1.0 1.0 11363 234.2 234.2 260 260 1.00 A 520 32760 0.45 Legend: Unless otherwise noted, the value in the table for a shearline is the one for wall on the line with the critical design response. W Gp - Wall group as listed in Sheathing and Framing Materials tables. For Dir- Direction of seismic force along shearline. HIW--Cub - Height -to -width factor from SDPWS table 4.3.4 notes 1, 3 or unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. 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. 38 WoodWorks® Shearwalls garysiot5.wsw Sep. 24, 201512:54:4s HOLD-DOWN DESIGN ( rigid seismic design) Level 1 Tensile ASD Line- Location [ft] Holddown Force pbs] Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down Ibs Res . Line 1 1-1 L End 0.00 0.12 5579 5579 HD9 8810 0.63 1-1 L Op 1 0.00 20.88 5221 17 2 5206 HD9 8810 0.59 V Elem 0.00 26.13 263 13 2 251 HD9 8810 0.03 V Elem 0.00 31.88 629 10 1 621 Refer to upper level 1-1 L Op 2 0.00 32.88 20 12 2 10 HD9 8810 0.00 V Elem 0.00 38.13 26 22 3 7 Refer to upper level Line 2 2-1 L End 45.50 16.13 4801 4801 HD9 8810 0.54 2-1 R End 45.50 38.87 4818 4818 HD9 8810 0.55 Line 3 3-1 L Op 3 69.00 1.88 39 3-1 R Op 1 69.00 10.13 2512 19 3 2496 HD9 8810 0.28 V Elem 69.00 14.13 1813 20 3 1795 Refer to upper level 3-1 L Op 2 69.00 17.87 3279 53 7 3233 HD9 8810 0.37 V Elem 69.00 34.13 2217 56 8 2169 Refer to upper level V Elem 69.00 34.88 1246 21 3 1228 HD9 8810 0.14 V Elem 69.00 43.13 1944 23 3 1925 Refer to upper level V Elem 69.00 44.13 7 Refer to upper level Line A A-1 L Op 4 2.38 0.00 48 A-1 R Op 1 14.63 0.00 580 48 7 538 HD9 8810 0.06 V Elem 17.87 0.00 249 35 5 219 HD9 8810 0.02 V Elem 28.63 0.00 697 34 5 667 HD9 6810 0.08 A-1 L Op 3 31.88 0.00 1051 50 7 1008 Refer to upper level A-1 R Op 3 44.63 0.00 57 49 7 15 HD9 8810 0.00 V Elem 48.38 0.00 58 48 7 17 HD9 8810 0.00 A-1 R Op 4 60.63 0.00 5086 48 7 5045 HD9 8810 0.57 A-1 R End 68.88 0.00 5084 5084 HD9 8810 0.58 Line B B-1 L End 45.13 16.00 3018 3018 HD9 8810 0.34 B-1 R End 68.88 16.00 2988 2988 HD9 8810 0.34 Line C C-1 L End 0.12 45.00 2412 2412 HD9 8810 0.27 V Elem 23.88 45.00 1981 10 1 1972 Refer to upper level C-1 L Op 1 24.88 45.00 885 16 2 872 HD9 8810 0.10 C-1 R Op 1 31.13 45.00 2390 23 3 2371 HD9 8810 0.27 V Elem 35.88 45.00 9 5 1 5 Refer to upper level V Elem 39.13 45.00 143 5 1 138 Refer to upper level V Elem 50.88 45.00 133 3 0 130 Refer to upper level V Elem 53.13 45.00 1214 3 0 1211 Refer to upper level C-1 R End 68.88 45.00 3313 3313 HD9 8810 0.38 Level 2 Tensile ASD Line- Location [ft] Holddown Force [Ibs] Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down Pbs] Res . Line 1 1-1 L End 0.00 0.12 2598 2598 HD9 8810 0.29 1-1 L Op 1 0.00 20.88 2600 3 0 2597 HD9 8810 0.29 1-1 R Op 1 0.00 23.13 618 3 0 615 HD9 8810 0.07 1-1 L Op 2 0.00 31.88 629 10 1 621 HD9 8810 0.07 1-1 R Op 2 0.00 38.13 26 10 1 18 HD9 8810 0.00 Line 3 3-1 L Op 4 69.00 1.88 20 3-1 R Op 1 69.00 14.13 1813 20 3 1795 HD9 8810 0.20 3-1 L Op 2 69.00 18.38 1813 7 1 1807 HD9 8810 0.21 3-1 R Op 2 69.00 22.63 2823 7 1 2817 HD9 8810 0.32 3-1 L Op 3 69.00 27.88 2830 10 1 2822 HD9 8810 0.32 3-1 R Op 3 69.00 34.13 3186 10 1 3178 HD9 8810 0.36 3-1 L Op 4 69.00 39.88 3191 7 1 3185 HD9 8810 0.36 3-1 R Op 4 69.00 44.13 7 Line A A-1 L Op 4 2.38 0.00 20 A-1 R Op 1 14.63 0.00 579 20 3 562 HD9 8810 0.06 A-1 L Op 2 19.88 0.00 593 10 1 584 HD9 8810 0.07 A-1 R Op 2 26.13 0.00 1033 10 1 1024 HD9 8810 0.12 A-1 L Op 3 31.88 0.00 1053 20 3 1036 HD9 8810 0.12 A-1 R Op 3 44.13 0.00 38 20 3 21 HD9 8810 0.00 A-1 L Op 4 48.38 0.00 58 20 3 41 HD9 8810 0.00 A-1 R Op 4 60.63 0.00 2290 20 3 2273 HD9 8810 0.26 39 WoodWorks® Shearwalls garyslot5.wsw Sep. 24, 201512:54:48 I HOLD-DOWN DESIGN ( rigid seismic design, continued) A-1 R End 68.88 0.00 2296 2296 HD9 8810 0.26 Line C C-1 L End 0.12 45.00 1985 1985 HD9 8810 0.23 C-1 L Op 1 23.88 45.00 1981 10 1 1972 HD9 8810 0.22 C-1 R Op 1 30.13 45.00 10 10 1 2 HD9 8810 0.00 C-1 L Op 2 35.88 45.00 9 5 1 5 HD9 8810 0.00 C-1 R Op 2 39.13 45.00 143 5 1 138 HD9 8810 0.02 C-1 L Op 3 50.88 45.00 133 3 0 130 HD9 8810 '0.01 C-1 R Op 3 53.13 45.00 1214 3 0 1211 HD9 8810 0.14 C-1 R End 68.88 45.00 1205 1205 HD9 8810 0.14 Legend., Line -Wall: At wall or opening - Shearline and wall number At vertical element - Shearline Posit'n - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Hold-down Forces: Shear- Seismic shear overturning component, factored forASD by 0.7, includes perforation factor Co. Dead - Dead load resisting component, factored for ASD by 0.60 Ev- Vertical seismic load effect from ASCE 7 12.4.2.2 =-0.2Sds x ASD seismic factor 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. 40 WoodWorks® Shearwalls garyslot5.wsw Sep. 24, 201512:54:48 1 DRAG STRUT FORCES ( rigid seismic design) Level 1 Drag Strut Line- Position on Wall Location [ft] Force fibs] Wall or Opening X Y s-> <--- Line 1 1-1 Left Opening 1 0.00 21.00 3709 3705 1-1 Right Opening 1 0.00 26.00 2930 1-1 Left Opening 2 0.00 33.00 1860 1-1 Right Opening 2 0.00 38.00 1085 Line 2 2-1 Left Wall End 45.50 16.00 4362 4378 2-1 Right Wall End 45.50 39.00 1636 1642 Line 3 3-1 Right Opening 1 69.00 10.00 496 481 3-1 Left Opening 2 69.00 18.00 1340 1300 Line A A-1 Right Opening 1 14.50 0.00 557 A-1 Left Opening 2 18.00 0.00 691 A-1 Right Opening 2 28.50 0.00 1094 A-1 Left Opening 3 32.00 0.00 1228 A-1 Right Opening 3 44.50 0.00 1708 A-1 Left Opening 4 48.50 0.00 1853 A-1 Right Opening 4 60.50 0.00 2314 2309 Line B B-1 Left Wall End 45.00 16.00 5249 5196 Line C C-1 Left Opening 1 25.00 45.00 2885 1654 C-1 Right Opening 1 31.00 45.00 3863 2642I Level 2 Drag Strut Line- Position on Wall Location [ft] Force fibs] Wall or Opening X Y -> <- Line 1 1-1 Left Opening 1 0.00 21.00 3303 3309 1-1 Right Opening 1 0.00 23.00 2967 2975 1-1 Left Opening 2 0.00 32.00 2155 2176 1-1 Right Opening 2 0.00 38.00 1150 Line 3 3-1 Right Opening 1 69.00 14.00 1665 1667 3-1 Left Opening 2 69.00 18.50 1180 1183 3-1 Right Opening 2 69.00 22.50 1655 1660 3-1 Left Opening 3 69.00 28.00 368 369 3-1 Right Opening 3 69.00 34.00 1082 1083 3-1 Left Opening 4 69.00 40.00 594 595 Line A A-1 Right Opening 1 14.50 0.00 762 771 A-1 Left Opening 2 20.00 0.00 653 656 A-1 Right Opening 2 26.00 0.00 969 975 A-1 Left Opening 3 32.00 0.00 510 505 A-1 Right Opening 3 44.00 0.00 1141 1143 A-1 Left Opening 4 48.50 0.00 1356 1349 A-1 Right Opening 4 60.50 0.00 1987 1988 Line C C-1 Left Opening 1 24.00 45.00 2961 2965 C-1 Right Opening 1 30.00 45.00 2213 2221 C-1 Left Opening 2 36.00 45.00 1473 1484 C-1 Right Opening 2 39.00 45.00 1099 1112 C-1 Left Opening 3 51.00 45.00 183 177 C-1 Right Opening 3 53.00 45.00 432 425 Legena: Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force derived from the greater of: Diaphragm force Fpx from Eqn. 12.10-1 plus 25% irregularity increase (12.3.3.4) Storey force Vx from Eqn 12.8-13 Includes perforation factor Co and redundancy factor rho. -> Due to shearline force in the west -to -east or south -to -north direction <- Due to shearline force in the east -to -west or north -to -south direction 41 WoodWorks® Shearwalls garyslot5.wsw Sep. 24, 201512:54:48 1 DEFLECTION ( rigid seismic design) Wall, W Bending Shear Nail slip Hold Total segment Gp Dir Srf v b h A Defl Defl Vn en Defl Defl Defl If ft ft s .in in in Ibs in in in in Level 1 Line 1 4 1-1,1 S->N Both 473.1 21.00 9.00 16.5 .006 .025 118 .008 .056 0.19 0.28 N->S Both 472.9 21.00 9.00 16.5 .006 .025 118 .008 .056 0.19 0.27 1-1,2 S->N Both 0.0 7.00 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 N->S Both 4.7 7.00 9.00 16.5 .000 .000 1 .000 .000 0.42 0.42 1-1,3 Both Both 0.0 7.00 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Line 2 3 2-1 S->N Both 762.0 23.00 9.00 16.5 .008 .041 95 .004 .029 0.17 0.25 N->S Both 764.7 23.00 9.00 16.5 .008 .041 96 .004 .029 0.17 0.25 Line 3 1 3-1,2 S->N Both 398.8 8.00 9.00 16.5 .013 .021 33 .000 .001 0.43 0.46 N->S Both 386.8 8.00 9.00 16.5 .012 .021 32 .000 .001 0.44 0.48 Line A 1 A-1,2 Both Both 0.0 3.50 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 A-1,3 Both Both 0.0 3.50 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 A-1,4 W->E Both 4.5 4.00 9.00 16.5 .000 .000 0 .000 .000 0.73 0.73 E->W Both 0.0 4.00 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 A-1,5 W->E Both 443.1 8.50 9.00 16.5 .013 .024 37 .000 .002 0.46 0.50 E->W Both 442.4 8.50 9.00 16.5 .013 .024 37 .000 .002 0.46 0.50 Line B 3 B-1 W->E Both 479.1 24.00 9.00 16.5 .005 .026 60 .001 .007 0.15 0.18 E->W Both 474.2 24.00 9.00 16.5 .005 .026 59 .001 .007 0.15 0.18 Line C 4 C-1,1 W->E Both 67.9 25.00 9.00 16.5 .001 .004 17 .000 .000 0.14 0.14 E->W Both 140.8 25.00 9.00 16.5 .001 .008 35 .000 .001 0.12 0.13 C-1,2 W->E Both 378.0 38.00 9.00 16.5 .003 .020 94 .004 .028 0.09 0.14 E->W Both 334.6 38.00 9.00 16.5 .002 .018 84 .003 .020 0.09 0.13 Wall, W Bending Shear Nail slip Hold Total segment Gp Dir Srf v b h A Defl Defl Vn en Defl Defl Defl If ft ft s .in in in Ibs in in in in Level 2 Line 1 2 1-1,1 S->N Ext 463.8 21.00 8.00 16.5 .004 .044 155 .019 .111 0.17 0.33 S->N Int 0.0 .000 0 .000 .000 N->S Ext 464.3 21.00 8.00 16.5 .004 .044 155 .019 .111 0.17 0.33 N->S Int 0.0 .000 0 .000 .000 1-1,2 S->N Ext 110.2 9.00 8.00 16.5 .002 .011 37 .000 .001 0.31 0.33 S->N Int 0.0 .000 0 .000 .000 N->S Ext 112.4 9.00 8.00 16.5 .002 .011 37 .000 .002 0.31 0.33 N->S Int 0.0 .000 0 .000 .000 1-1,3 S->N Ext 5.3 7.00 8.00 16.5 .000 .001 2 .000 .000 0.37 0.37 S->N Int 0.0 .000 0 .000 .000 N->S Ext 0.0 7.00 8.00 16.5 .000 .000 0 .000 .000 0.00 0.00 N->S Int 0.0 .000 0 .000 .000 Line 3 5 3-1,2 Both Ext 323.7 4.50 8.00 16.5 .013 .031 81 .003 .016 0.71 0.77 Both Int 0.0 .000 0 .000 .000 3-1,3 S->N Ext 504.2 5.50 8.00 16.5 .016 .048 126 .010 .060 0.65 0.77 S->N Int 0.0 .000 0 .000 .000 N->S Ext 505.4 5.50 8.00 16.5 .016 .048 126 .010 .060 0.65 0.77 N->S Int 0.0 .000 0 .000 .000 3-1,4 S->N Ext 569.0 6.00 8.00 16.5 .017 .055 142 .014 .086 0.62 0.77 S->N Int 0.0 .000 0 .000 .000 N->S Ext 569.8 6.00 8.00 16.5 .017 .055 142 .014 .087 0.62 0.77 N->S Int 0.0 .000 0 .000 .000 Line A 2 A-1,2 W->E Ext 103.2 5.50 8.00 16.5 .003 .010 34 .000 .001 0.51 0.52 W->E Int 0.0 .000 0 .000 .000 E->W Ext 105.7 5.50 8.00 16.5 .003 .010 35 .000 .001 0.51 0.52 E->W Int 0.0 .000 0 .000 .000 A-1,3 W->E Ext 184.2 6.00 8.00 16.5 .005 .018 61 .001 .007 0.49 0.52 W->E Int 0.0 .000 0 .000 .000 E->W Ext 187.7 6.00 8.00 16.5 .006 .018 63 .001 .007 0.49 0.52 E->W Int 0.0 .000 0 .000 .000 A-1,4 W->E Ext 7.6 4.50 8.00 16.5 .000 .001 3 .000 .000 0.58 0.58 W->E Int 0.0 .000 0 .000 .000 E->W Ext 11.6 4.50 8.00 16.5 .000 .001 4 .000 .000 0.58 0.58 E->W Int 0.0 .000 0 .000 .000 A-1,5 W->E Ext 408.9 8.50 8.00 16.5 .009 .039 136 .013 .076 0.40 0.52 42 , k, , Woodworks® Shearwalls garyslot5.wsw Sep. 24, 201512:64:48 DEFLECTION ( rigid seismic design, continued) W->E Int 0.0 .000 0 .000 .000 E->W Ext 409.8 8.50 8.00 16.5 .009 .039 137 .013 .076 0.40 0.52 E->W Int 0.0 .000 0 .000 .000 Line C 2 C-1,1 W->E Ext 354.0 24.00 8.00 16..5 .003 .034 118 .008 .049 0.14 0.22 W->E Int 0.0 .000 0 .000 .000 E->W Ext 353.4 24.00 8.00 16.5 .003 .034 118 .008 .049 0.14 0.22 E->W Int 0.0 .000 0 .000 .000 C-1,2 W->E Ext 3.6 6.00 8.00 16.5 .000 .000 1 .000 .000 0.43 0.43 W->E Int 0.0 .000 0 .000 .000 E->W Ext 3.3 6.00 8.00 16.5 .000 .000 1 .000 .000 0.43 0.43 E->W Int 0.0 .000 0 .000 .000 C-1,3 W->E Ext 25.5 12.00 8.00 16.5 .000 .002 8 .000 .000 0.22 0.22 W->E Int 0.0 .000 0 .000 .000 E->W Ext 23.8 12.00 8.00 16.5 .000 .002 8 .000 .000 0.22 0.22 E->W Int 0.0 .000 0 .000 .000 C-1,4 W->E Ext 216.6 16.00 8.00 16.5 .002 .021 72 .002 .011 0.19 0.22 W->E Int 0.0 .000 0 .000 .000 E->W Ext 215.1 16.00 8.00 16.5 .002 .021 72 .002 .011 0.19 0.22 E->W Int 0.0 .000 0 .000 .000 Legeno: Wall, segment - Wall and segment between openings, e.g. B-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 - 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 Defl - Horizontal shearwall deflection due to given term: Bending = Svh^3 / EAb, A - Cross sectional area of segment end stud(s); E - stud mod. of elasticity in Framing Materials table Shear = vh / Gt, Gt - Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table Nail slip = 0.75 h x en, en - From SDPWS Table C4.2.2D; Vn - Unfactored shear force per nail along panel edge Hold - Hold-down = da x h / b; refer to Hold-down Displacement table for components of da Total defl = Deflection from bending + shear + nail slip + hold-down, as per SDPWS C4.3.2-1 43 WoodWorks® Shearwalls garyslotS.wsw Sep. 24, 201512:54:48 HOLD-DOWN DISPLACEMENT 1 riaid seismic design! Wall, Hold- Uplift Elong / Disp Slippage Shrink Crush+ Total Hold segment Dir down force Manuf Add da Pf da da Extra da DO Ibs in in in Ibs in in in in in Level 1 Line 1 1-1,1 S->N HD9 7970 .122 .002 0.124 - - 0.284 0.04 0.45 0.19 N->S HD9 7436 .113 .002 0.116 - - 0.284 0.04 0.44 0.19 1-1,2 S->N HD9 359 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 N->S HD9 13 .000 .000 0.000 - - 0.284 0.04 0.32 0.42 1-1,3 S->N HD9 10 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 N->S HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 Line 2 2-1 S->N HD9 6858 .105 .002 0.107 - - 0.284 0.04 0.43 0.17 N->S HD9 6683 .105 .002 0.107 - - 0.284 0.04 0.43 0.17 Line 3 3-1,2 S->N HD9 3565 .054 .001 0.055 - - 0.284 0.04 0.38 0.43 N->S HD9 4615 .070 .001 0.072 - - 0.284 0.04 0.40 0.44 Line A A-1,2 W->E HD9 765 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 E->W HD9 311 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 A-1,3 W->E HD9 951 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 E->W HD9 1438 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 A-1,4 W->E HD9 17 .001 .000 0.001 - - 0.284 0.04 0.32 0.73 E->W HD9 22 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 A-1,5 W->E HD9 7203 .110 .002 0.112 - - 0.284 0.04 0.44 0.46 E->W HD9 7262 .111 .002 0.113 - - 0.284 0.04 0.44 0.46 Line B B-1 W->E HD9 4312 .066 .001 0.067 - - 0.284 0.04 0.39 0.15 E->W HD9 4268 .065 .001 0.066 - - 0.284 0.04 0.39 0.15 Line C C-1,1 W->E HD9 3446 .053 .001 0.054 - - 0.284 0.04 0.38 0.14 E->W HD9 1245 .019 .000 0.019 - - 0.284 0.04 0.34 0.12 C-1,2 W->E HD9 3385 .052 .001 0.053 - - 0.284 0.04 0.38 0.09 E->W HD9 4732 .072 .001 0.074 - - 0.284 0.04 0.40 0.09 Wall, Hold- Uplift Elong / Disp Slippage Shrink Crush+ Total Hold segment Dir down force Manuf Add da Pf da da Extra da DO Ibs in in in Ibs in in in in in Level 2 Line 1 1-1,1 S->N HD9 3712 .113 .000 0.113 - - 0.284 0.04 0.44 0.17 N->S HD9 3710 .113 .000 0.113 - - 0.284 0.04 0.44 0.17 1-1,2 S->N HD9 878 .027 .000 0.027 - - 0.284 0.04 0.35 0.31 N->S HD9 886 .027 .000 0.027 - - 0.284 0.04 0.35 0.31 1-1,3 S->N HD9 24 .001 .000 0.001 - - 0.284 0.04 0.32 0.37 N->S HD9 1 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 Line 3 3-1,2 S->N HD9 2563 .078 .000 0.078 - - 0.284 0.04 0.40 0.71 N->S HD9 2581 .079 .000 0.079 - - 0.284 0.04 0.40 0.72 3-1,3 S->N HD9 4024 .123 .000 0.123 - - 0.284 0.04 0.45 0.65 N->S HD9 4030 .123 .000 0.123 - - 0.284 0.04 0.45 0.65 3-1,4 S->N HD9 4539 .138 .000 0.139 - - 0.284 0.04 0.46 0.62 N->S HD9 4549 .139 .000 0.139 - - 0.284 0.04 0.46 0.62 Line A A-1,2 W->E HD9 801 .024 .000 0.024 - - 0.284 0.04 0.35 0.51 E->W HD9 834 .025 .000 0.025 - - 0.284 0.04 0.35 0.51 A-1,3 W->E HD9 1462 .045 .000 0.045 - - 0.284 0.04 0.37 0.49 E->W HD9 1478 .045 .000 0.045 - - 0.284 0.04 0.37 0.49 A-1,4 W->E HD9 29 .001 .000 0.001 - - 0.284 0.04 0.32 0.58 E->W HD9 57 .002 .000 0.002 - - 0.284 0.04 0.33 0.58 A-1,5 W->E HD9 3245 .099 .000 0.099 - - 0.284 0.04 0.42 0.40 E->W HD9 3280 .100 .000 0.100 - - 0.284 0.04 0.42 0.40 Line C C-1,1 W->E HD9 2835 .086 .000 0.086 - - 0.284 0.04 0.41 0.14 E->W HD9 2816 .086 .000 0.086 - - 0.284 0.04 0.41 0.14 C-1,2 W->E HD9 2 .001 .000 0.001 - - 0.284 0.04 0.32 0.43 E->W HD9 7 .001 .000 0.001 - - 0.284 0.04 0.32 0.43 C-1,3 W->E HD9 197 .006 .000 0.006 - - 0.284 0.04 0.33 0.22 E->W HD9 186 .006 .000 0.006 - - 0.284 0.04 0.33 0.22 C-1,4 W->E HD9 1729 .053 .000 0.053 - - 0.284 0.04 0.38 0.19 E->W HD9 1721 .052 .000 0.053 - - 0.284 0.04 0.38 0.19 Legena: Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline B Dir - Force direction 44 , U . Woodworks® Shearwal►s garysiot5.wsw Sep. 24, 2015 12:54:4s Uplift force (P) —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 Hold DO— 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 45 I 1y 4 Woodworks® Shearwalls garyslot5.wsw Sep. 24, 201512:54:48 STORY DRIFT ( riaid seismic design) Level Dir Wall height ft Max dxe Line Actual Story Drift (in) Max Center dx of Mass C of M dxe C of M dx hsx ft Allowable Story Drift Delta a Ratio in Max C of M 1 9.00 10.00 2.70 N->S 0.48 3 0.96 34.91 0.29 0.57 0.35 0.21 S->N 0.48 3 0.96 34.91 0.29 0.57 0.35 0.21 E->W 0.50 A 1.00 22.48 0.17 0.35 0.37 0.13 W->E 0.50 A 1.00 22.48 0.17 0.35 0.37 0.13 2 8.00 8.00 2.40 N->S 0.77 3 1.55 34.50 0.55 1.10 0.65 0.46 S->N 0.77 3 1.55 34.50 0.55 1.10 0.65 0.46 E->W 0.58 A 1.16 22.50 0.51 1.01 0.48 0.42 W->E 0.58 A 1.16 22.50 0.51 1.01 0.48 0.42 ASUE 7 Eqn. 12.B-15: ax = dxe x Gtl / le Deflection amplification factor Cd from Table 12.2-1 = 2.0 (E-W), 2.0 (N-S) Importance factor le = 1.00 Legend: Max dxe - Largest deflection for any shearline along a building edge; 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 C of M dxe - Deflection at the centre of mass of this level; from interpolating deflections at adjacent shearlines. C of M dx - Amplified deflection at centre of mass using 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. 46 1. i 0 FOUNDATION EVALUATION �d��•,fl.sT ,?/'off' : �,.�.�-�,r.� .Zv r Gv L s — a 4 s' 2 d o wev City of Tukwila Allan Ekberg, Mayor Department of Community Development Jack Pace, Director 7/3/2017 GARY SINGH 4642 S 146 ST TUKWILA, WA 98168 RE: Permit No. D15-0309 SINGH RESIDENCE 14816 46 LN S Dear Permit Holder: 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 8/15/2017. 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. Q•1A 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 8/15/2017, 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: D15-0309 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Allan Ekberg, Mayor Department of Community Development Jack Pace, Director 1/3/2017 GARY SINGH 4642 S 146 ST TUKWILA, WA 98168 RE: Permit No. D15-0309 SINGH RESIDENCE 1481646LNS Dear Permit Holder: 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 2/18/2017. 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 2/18/2017, 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: D15-0309 6300 Southcenter Boulevard Suite #100 • Tukwila; Washington 98188 • Phone 206-431-3670 9 Fax 206-431-3665 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D 15-0309 PROJECT NAME: SINGH RESIDENCE DATE: 12/16/15 SITE ADDRESS: 14816 46 LN S X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: Building Division ire Prevention Planning Division VW% AN � Public Works Structural ❑ Permit Coordinator PRELIMINARY REVIEW: DATE: 12/17/15 Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: Structural Review Required ❑ DATE: APPROVALS OR CORRECTIONS: DUE DATE: 01/14/16 Approved ❑ Approved with Conditions ❑ Corrections Required ❑ Denied ❑ (corrections entered in Reviews) QQ (ie: Zoning Issues) Notation: S ow) f M REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 CITY OF TUKWIL4 Permit Center/Building Division: Community Development Department rd�r 206-431-3670 Permit Center ': '.J I -. Public Works Department: 6300 Southcenter Blvd., Suite 100 tt 206-433-0179 Tukwila, WA 98188 � JU ' 11 22 Planning Division: 206-431-3670 DEV E1•••Oi,l'"ZA i CERTIFICATE OF WATER AVAILABILITY Required only if outside City of Tukwila water district PERMIT NO.: Site address (attach map and legal description showing hydrant location and size of main): 4.st,-.tA,.1 t9✓br.:.: i� 5:.,.3 '�w ,. {ika. s.Y+3'/(+44 'lqi.!_' ..„i 'S... 'fc 'i x+. Name: �' �tiJi iti 'ttS 1. >n L Name: Address: a j S 1l <T Uk Address: Phone: Phone: This certificate is for the purposes of: ❑ Residential Building Permit ❑ Preliminary Plat 29 Short Subdivision ❑ Commercial/industrial Building Permit ❑ Rezone !-r ❑ Other [� ) Estimated number of service connections and water meter size(s): -i' 77td-ye' Y�c�ly ;�Zf-e't/ Vehicular distance from nearest hydrant to the closest point of structure is -'5 (> ft. Area is served by (Water Utility District): W • b 12-,1 Owner/Agent Signature f " Date 1. The proposed project is within 2. Nimprovements required. 3. The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: RECEIVED Lb (Use separate sheet if more roam is needed) PERMIT CENTER 4. Based upon the improvements listed above, water can be provided and will be available at the site with a flow of 1{026 ^ gpm at 20 psi residual for a duration of 2 hours at a velocity of l , fps as documented by the attached calculations. 5. Water availability:_ccpb '''"Acceptable service can be provided to this project Acceptable service cannot be provided to this project unless the improvements in Item B-2 are met, n System is not capable of providing service to this project. Site address (attach map and legal a. ..iption showing hydrant location and size of main,,. _ 1 .2 i n., _ �"rG' S'f+.' _ .. �.>a '.•..A"Ri,,£ +. •• dafv�.. .�N-�h iY k��3 w s,, �� p.s`+ �'sC' Y ft +{.�.. _ . �J{+{M I M��n�A. °' �G e� Z•S ..e,Y Name: S� ame:.., Address: G �-v Address: Phone: �. 2 �(� U Phone: This certificate is for the purposes of: ❑ Residential Building Permit ❑ Preliminary Plat 29 Short Subdivision (] Commercial/Industrial Building Permit ❑ Rezone t-� ❑ Other 1 Estimated number of service connections and water meter size(s): t 77.Wye,- ,4-4--e s t L -'J/ Vehicular distance from nearest hydrant to the closest point of structure is 155 h ft. Area is served by (Water Utility District): W - eb • 12--j Owner/Agent Signature 1. The proposed project is within 2. No improvements required. Date 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: (Use separate sheet it more morn is needed) 4. Based upon the improvements listed above, water can be provided and will be available at the site with a flow of J(a:8 gpm at 20 psi residual for a duration of 2 hours at a velocity of t+v fps as documented by the attached calculations.. 5. Water availability: cceptabie service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements in Item B-2 are met, ❑ system is not capable of providing service to this project. I hereby certify that the above information is true and correct. Agenc hone Z F>� Z -4 Z q 5,q 7 By Date �x�+'u � S This certificate is not valid without Water District #125's attachment ar�,t�P� ECEIVED "Attachment to Certificate of Water Availablity" 8 OF TUKWILA \applications\water availability (7-2003) Printed: 9-1"3 DEC 16 2015 PERMIT CENTER Residential: $50 W*'Certificate of Sewer Availability OR 14816 W - 4ary d South P.O. Boa ,s955o Tukwila, WA 98168 N 2 2 2009 Phone: (206) 242-3236 Fax: (206) 242-1527 g�iMON.T1 Commercial: $100 ❑ Certificate of Sewer Non -Availability d by • .. Purpose of Certificate: ❑ Building Permit ❑ Preliminary Plat or PUD ❑ Other Short Subdivision ❑ Rezone Proposed Use: E" Residential Single Family ❑ Residential Multi -Family ❑ Commercial ❑ Other Applicants Name: ��;rt t? (� Sl %v ry/� Phone: ,,D 244.1900 Property Address or Approximate Location: Tax Lot Number: c5 ��`�`� 13a is S, t 48 ccnd s sewn t o ', -,i F }4D Legal Description(Attach Map and Legal Descripti if necessary): Lc,% Z b)k - 2. C GzTr1�i - .-&:, Aei j ► t Part B: (To Be Completed by Sewer Agency) 1. U a. Sewer Service will be provided by side sewer connection only to an existing Go size sewer 61V feet- mm the site and the sewer system has the capacity to serve the proposed use. OR ❑ b. Sewer service will require an improvement to the sewer system of: ❑ (1) feet of sewer trunk or lateral to reach the site; and/or ❑ (2) the construction of a collection system on the site; and/or ❑ (3) other (describe): 2. (Must be completed if 1.b above is checked) ❑ a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR ❑ 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: L4-7-e�7'Q GFC: $ SFC: $ UNIT: $ A Southwest Suburban Sewer District connection charge will be due prior to connection. / _ b. Easements: !J Required Maybe Required RECCITY O� c. Other: DEC 1 VED UKWILA 2015 I hereby certify that the above sewer agency information is true. This certification shall be v�+�REI1ITEI� from the d e o 'gn ure. 1 Id P By Date 61S ATTACHMENT TO VAL VUE SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NON-AVAILABILITY The following terms and conditions apply to the attached Val Vue Sewer District ("District") Certificate of Sewer Availability/Non-Availability ("Certificate"). 1. This Certificate is valid only for the real property referenced herein ("Property"), which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and/or City of SeaTac. This Certificate is between the District and the applicant only, and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns, and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of SeaTac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the -appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. S. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. 1 acknowledge that I have received the Certificate of Sewer-4vailability/Non-Availability and this Attachment, and fully understand the terms and conditions herein. Applicant's Signature Date RECEIVED CITY OF TUKWILA DEC 16 2015 PERMIT CENTER til v M.LZA0.10S a s 99-SSzvoo I (I00006zt9oL00 Z# -03t1 r m Z ILO -Sol dSnl Z Lol) 6 to c ( n x o •b Y of m Q+ 6 N00� uj I (I000O6zt9olo07.!' '33N E I. OZ• tLo-sol dsru- 1101) H gg o, Q \ I oa i co --Uji i 1� 3 Iout61KJ. n I I laDaaw3 aauauoiWoW P-H ci"Nd Pao e6ouloJp o; ;aalans •caNlMlmp- cc.J6a ...x lL m' — j - — — 'cca>6u1 ,aj ;uowoN6tl ,OZ w3anNd noN �� }'+ Z _ .9 3 f5 oZAON I } li d- - .� .., .3,.£S Oz LON 90'ZZ' •5i z 1 O F W 0 a w vl� IL a ism —nog , — nnJ a 8 39Z;CLlON ££ E `o o ri- � (i10-901Ad! lluuad uprnitny) - ii"•,: — 3 M 9z,£Lt05�t \♦ c � -> � o. � .µ.: . r ... l0'SCI.._... _ � ,Z9'09 ��l ♦ N .. ....... . 7aoay cWl 1co3 PW6V0-J � .. .Lf t6 -•� �., SSLZZiB ... U O 40 1 N M,Ou LIOS \ M 9ZCL105lz Wt-LOO/ 1Pwartgt#d Pa13 I - Sft000Zi00i1. #ooyl v 6 $ 1 O Lr) a i.0tl �n -C m ice, i Cl 1VY' N N^ N (szf-Lo0! 1!—d laud i 'io a i IP i ~Oo >j 9Ct000ziow iol c s 8 d mod I to -�= o {n q iuowna0 a>waai�wW.Poea a1.1i P0a Is m i• --t 1---1-3 . '&o �` o�rNaJP of lacf4r5 colll01. Duo ccarBo o $ 8 acaJ6w .x)j iwwtlwo pZ eionl,d naN — 8 — • -11 , t M.15 ZLi05 p 0' u ".r' �,^ a % F. sry _ (it•0-9UNdP lltl+,ad o6Mtlny) I M.4'S,ZLIOS o zLtos d x e ii ;Ea;g$a'1 © .,• vs _ 3 _ 3 __ i` N ,. 0O N I i PNZ, l N 1.4 X •1 * u as m m z i.vsE`.,. ..�..,,,,............ 09 dal I .. ..� _j ( I z i 3 i o J L— is ss — — Yk •- O — — — — — ,OZ-OL (� O •OZ - M.CZ,ZLI05 Ulm w � r c f €4 e Y c.� EE E'E u 3: WJGci ` > v u O� I > o a e 1E V nd o e Z 0 S Y V7 a. c, Nn rvnm w eu vi o o "'ro'i e m d o }Wy p; V+4 N OS •are y- y�g,�, a ac o: ci ED KWILA DEC 16 2015 PERMIT CENTER Department of Natural Resources and Parks Wastewater Treatment Division King County Residential Sewer Use Certification Sewage Treatment Capacity Charge • To be completed for all new sewer connections, re- connections, or change of use of existing connections. • This form does not apply to repairs or replacements of existing sewer connections within five years of disconnect. Please Print or Type /5;fSi4 _11106 r�/ /'ik, y, 51 Property Street Address City State ZIP Owner's Name Owner's Mailing Address City State ZIP Owner's Phone Number (with Area Code) Property Contact Phone Number (with Area Code) Party to be Billed (if different than Owner): _5�9 i,L/5121, - Name Street Address City State ZIP Residential Customer Pleas heck appropriate box: Equivalent (RCE) Ingle -family (free standing, detached only) Multi -Family (any shared walls): ❑ Duplex (0.8 RCE per unit) ❑ 3-Plex (0.8 RCE per unit) ❑ 4-Plex (0.8 RCE per unit) ❑ 5 or more (0.64 RCE per unit) No. of Units ❑ Mobile home space (1.0 RCE per space) No. of Spaces 1.0 For King County : Only Account # No. of RCEs Monthly Rate RECEIVED CITY OT lYn�>GI UEC 6 PERMIT CENTER Sewer District / Agency Contact & Phone Number Date of Sewer Connection Side Sewer Permit Number ep040c-C,:, — 6/4/ Required: Property Tax Parcel Number Subdivision Name Lot Number Building Name Subdivision Number Block Number Please report any demolitions of pre-existing building on this property. Credit for a demolition may be given under some circumstances. Demolition of pre-existing building? ❑ Yes Cho 1.6 Was building on Sanitary Sewer? n n 2.4 Was Sewer connected before 2/1/90? 9-Y-es--Q No 3.2 Sewer disconnect date: Type of building demolished? x 0.64 = Request to apply demolition credit to multiple buildings? u No _x1.0= If Multi -family, will.units be sold individually? If yes, will this property have a Homeowner's Association? ❑ Yes Pursuant to King County Code 28.84, all sewer customers who establish a new service which uses metropolitan sewage facilities shall be subject to a capacity charge. The amount of the charge is established annually by the Metropolitan King County Council as a rate per month per residential customer or residential customer equivalent for a period of fifteen years. The purpose of the charge is to recover costs of providing sewage treatment capacity for new sewer customers. All future billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should be referred to King County Wastewater Treatment Division at 206-684-1060. 1 certify that the information given is correct. I understand that the capacity charge levied will be based on this information and any deviation will require resubmission of correetpP da_a,for de�rmination of a revised capacity charge. Signature of Own epr sen�tativeR'Date A5-, Print Name of Owner/Representative_�.�'�"�-%/j�'- 1057 (Rev. 4/11) White — King County Yellow — Local Sewer Agency Pink — Sewer Customer SIDHU HOMES INC Page 1 of 2 Home .Espanol Contact Safety & Health Claims & Insurance Washington State Department of Labor & Industries SIDHU HOMES INC Owner or tradesperson 4642 S 146th St SINGH, GURDIP TUKWILA, WA98168 206-244.1900 Principals KING County SINGH, GURDIP, PRESIDENT Grewal, Sukhbir Kaur, VICE PRESIDENT WA UBI No. Business type 602 228 341 Corporation License a A-Z, Index Help I tv I'm Workplace Rights Trades & Licensing Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor. Active. Meets current requirements. License specialties GENERAL License no. SIDHUH1881JF Effective — expiration 04/06/2012— 03/22/2018 Bond ........._..... Wesco Insurance Co $12,000.00 Bond account no. 46WBO74082 Received by L&I Effective date 03/22/2016 03/17/2016 Expiration date Until Canceled Bond history Insurance Developers Surety & Indem Co $1,000,000.00 Policy no. BIS0002479501 Received by L&i Effective date 03/22/2016 03/17/2016 Expiration date 03/17/2017 Insurance history Savings. ... ......... No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. https:Hsecure.Ini.wa.gov/verify/Detail.aspx?UBI=602228341 &LIC=SIDHUHI881 JF&SAW= 3/22/2016 VI a (2- ma's e5 4. �7�" n • I f�t� 11& po �2�c�-�►t >�- Sl NOTE: HOUSE WILL BE SPRINKLED AS PER CITY OF TUKWILA CODE 1 SITE COVERAGE TOTAL LOT AREA=1 1,530 SQ. FT. ALLOWABLE SITE COVERAGE=2,870 SQ.FT. ACTUAL SITE COVERAGE=2,651 SQ.FT. 0 0 Uri io 0 U0 i in C a DOWN SPOUT DRAINAGE (HIDDEN LINE) FOOTING - DRAIN (CENTER LINE) *INFILTRATION SYSTEM AS PER KING CO. MANUAL (HIDDEN LINE) DIRT COVER FILTER PAPER WASHED ROCKS & 4" DRAIN PIPE TYP, 96'-2Y," [96.20'1 *AS PER TMc 18.06.740 EAVES CAN INTRUDE MAXIMUM 24" INTO SETBACKS. FILE COP Permit 0 Plan review approvlal is subject to errors and omissions. Approval of construction documents Boos not authorize the violation of any adopted coda or ordinance. Receipt Of approved Fiold Copy and conditions is acknowledged: By: Date: City of Tukwila BUILDING DIVISI01 20' [20.00'] 1, ti ��6 _1_\' RETAINING WALL 0� 1 26.21 ' 28800 a 0 0 36'-972" [36.79'] Xx P.EL.-282.7' P.EL.= 28 E.EL.=286 E.EL.=28 .4' I II I CONCRETE DRIVEWAY I� I EXPOSED AGGREGATE _J co [32.57'] 0 1 # 5 N I I C" 0 0 to io GARAGE SLAB & Q I 1 816-46 LANE SOUTH 0 DRIVEWAY AT ! MIN. 2% SLOPE L I I TUKWILA, WA. } I TA PARCEL NO. 0042-000-1/itCr i I ( EXISTING `� ALCONY"—^"� - 4" STUB z FOR MAIN FLOOR=283.2' I 25'-4Y,," [25.40'] ANITARY I lb TOP FLOOR=293,3' EWER in �, i X. AVG. BLDG. GR.=283.2 I l P.Et_.=282. ' 0 32'-24" 32.19'3 E.EL.-286. ' I I P.EL 280.4' E. .=279.5' ,> [ �] I 1 --73z 31. L_ CD _ _ _ _ _ — - d- l _ -_.___ ENTRY -j -- ------ -� L, _ _ _ _ ___ _ _ —I WATER LINE 0 0 ci o � RI t� ...—._ tn ^ cn 06 L6 s t0 r 4 0 r`? a CV �.a Q N �---{ ►J S 1ese plans have been reviewed by the Public ,. 'orks Department for conformance with current Cite 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: 126.19 W SCALE:1 /8"-l' (EXISTING PHONE, CABLE AND ELECTRIC CONDUITS) SEPAPIA T r_ yyPE MAT SEQUii't�.:-D 1 R: Mechanic Eiecirical Plumbing Gas Pipin City of T! kla BUILD!NG DIV 3I0N EXISTING STUB FOR STORM DR WAGE M r— EXISTING WATER METER BOX n 0 o 0 0 r 0 0 N 0 N Ito Chang shalt be made to thy± scope of — .. writho«t prior approval of Tukwila Building Division. NOTr: Revisions will require a'now plan submittal and may inn ude additional Clan review fees.n � �1 ti ti icon A PROPOSED FOR SIDHU H MES INC. 1 4•816-4-6 h LANE SO. TU KW LA, WA. -Vax71M J# o�4L000141 DWN: HB SCALE: 1 /8"-1 ' DATE: SEPT.17.15. CHKD: PHONE: (206) 244- 900 DRAWIN..b NO. DD15�--6988 REVf EWED FOR CODE COMPLIANCE AP ROVED JA .0 5 2016 City of Tukwila BUILD114G DIVISION BrucRE.- TUKW.1-A, WA. 206.2 2.7665 RECEIVED CITY OF TU WILA DEC 16 2015 PERMIT CIETER ■SA a i CD IT RIDGE OF ROOF MIDPOINT OF ROOF CONCRETE TILE SHAKE PROFILE TOP OF PLATE MUNTIN TOP FLOOR cTf 1(-rn cinlNG E.EL.=286.8'. 4" TRIM ON ALL �G �=JM WINDOWS AND DOORS MAIN FLOOR =283.2' T. DIRT LEVEL--- T P.EL.=282.5' SLOPING AWAY 12 NIMIN Mimi Mill m 11 12 IN 1011�1101 SOUTH ELEVATION E.EL.=-279,5 NOTES CAULK AND SEAL, ALL WINDOW/DOOR AND EXTERIOR ENVELOPE PENETRATIONS GLAZING PER STATE ENERGY CODE SEPARATE PERMITS REQUIRED FOR FENCES, PLUMBING, MECHANICAL AND ELECTRICAL 50% OF ROOF VENTING SHALL OCCUR IN EAVES AS BIRD BLOCKING REFER TO ALL ELEVATIONS FOR TYPICAL NOTES S.G = SAFETY GLASS EXTERIOR ALL EXTERIOR WALLS MUST BE COVERED WITH A PERMANENT WATERPROOF MEMBRANE BEFORE THE MASONRY IS INSTALLED. MEMBRANE MUST EXTEND OVER BASE FLASHING ON TOP OF THE FOUNDATION. FLASHING MUST BE CONTINUOUS AROUND THE ENTIRE FOUNDATION AND ALL SPLICES MUST BE SEALED AND WATERTIGHT, THE BASE FLASHING SEAMS, INSIDE AND OUTSIDE CORNERS, OVERLAPS, ETC. SHOULD BE PERMANENTLY SEALED PER THE MANUFACTURERS' WRITTEN INSTRUCTIONS, THE FLASHING MUST EXTEND OVER AND PAST THE FOUNDATION ONE-HALF INCH, PASS OVER THE FOUNDATION LEDGE THAT SUPPORTS THE MASONRY, AND TURN UP THE VERTICAL WALL AT LEAST 16 INCHES IN ONE CONTINUOUS PIECE. ALL STORM WATER FROM ROOFS SHOULD BE PIPED AWAY FROM THE HOUSE IN BURIED 4-INCH DIAMETER PIPES. ALL FITTINGS UNDERGROUND SHALL BE NO GREATER THAN A 45 DEGREE ANGLE TO FACILITATE CLEANING EQUIPMENT IN THE EVENT OF A FUTURE CLOG. CONTINUOUS GUTTERS SHALL BE INSTALLED THAT CAPTURE ALL ROOF STORM WATER. WOOD SURFACES THAT WILL BE PAINTED SHOULD BE PRIMED AND FINISHED PAINTED ON ALL SURFACES AND CUT EDGES BEFORE THE WOOD IS INSTALLED. THE PAYOFF IS A PAINTED FINISHED THAT RARELY WILL BLISTER OR PEEL. THE PRIMERS USED TO PAINT BARE WOOD SHALL BE THE ONES RECOMMENDED BY THE FINISH PAINT MANUFACTURER. OFTEN THE FINISH PAINT WILL BOND MUCH BETTER TO A PRIMER DESIGNED TO WORK WITH THE FINISH PAINT, THE FINISH PAINT SHALL BE ACRYLIC -URETHANE RESIN PAINT (E.G. SHERWIN WILLIAMS "DURATION" OR SEARS & ROEBUCK'S "WEATHERBEATER ULTRA"). ALL CRACKS BETWEEN DISSIMILAR MATERIALS SHALL BE CAULKED WITH TOP -GRADE ACRYLIC --SILICONE BLEND PAINTABLE CAULK. W r.ct .—cc3v, r RIDGE OF ROOF MIDPOINT OF ROOF VE i co -4-2" MINIMUM GUARDRAILS TOP FLOOR i i� f-- N MAIN FLOOR ' 1 N LOPING AWAY 12 6 EAST ELEVATION P.EL.=280.4' E. EL. = 280.4' Q a4 PROP `SED FOR SIDHU OMES INC. 14816--4 th LANE SO. TUKWIILA, WA. DWN: I HB SCALE: 1 /4"-1 ' DATE: SEPT.17.15 CHKD: . ............. ..... . . PHONE: (206) 244 1900 DRAWING NO. DD1d,-6988 —REVIEWED FOR CODE CO PLIAW APPRCIVED JAN .0 S. 2016 City of Tuwta BUILDING bivISIONI Bruce Ma Veigh, P.E. TU KW LA, WA. 206.2 2.7665 RECEIVED CITY OF TUI(WILA DEC 16 2015 PERMIT CENTER FA ®R P.EL.=280.4' E.EL.=280.4' NORTH ELEVATION WEST ELEVATION PROPOSED FOR SIDHU HOMES INC. 14816-46 h LANE SO. TUKWI A, WA. DWN: H8 SCALE: 1 /4"- 1 ' DATE: SEPT.17.15 CHKD: PHONE: (206) 244- 900 DRAWIN NO. DD15 6988 CODE COMP IANCE APPROVED JAN 0 5 2016 City of Tukwila BUILDING Of ISION Bruce Ma Veigh, P.E. TU M I A, WA. 206.2 2.7665 RECEIVED CITY OF TUKWILA DE 16 2015 PERM�T CENTER i NY!m 191 0 D a General Notice Exception: Glazing not in doors or enclosures for hot tubs, whirlpools, saunas, steam 3. Sills and sleepers on a concrete or masonry slab that is in direct contact with the rooms, bathtubs and showers shall be permitted to be tested in accordance with ANSI ground unless separated from such slab by an impervious moisture barrier. International residential code 2012 edition and all applicable codes and authorities having jurisdiction to Z97.1. 4. The ends of wood girders entering exterior masonry or concrete walls having be followed. R30211 Firebloeking. clearances of less than 1/, inch (12.7 mm) on tops, sides and ends. 2012 international Residential Code In combustible construction, fireblocking shall be provided to cut off all concealed draft 5. Wood siding, sheathing and wall fr•am ing on the exterior of a building having a openings (both vertical and horizontal) and to form an effective fire barrier between stories, and clearance of less than 6 inches (152 mm) from the ground or less than. 2 inches (51 mm) 2012 Washington State Energy Code between atop story and the roof space. measured vertically from concrete steps, porch slabs, patio slabs, and similar horizontal surfaces exposed to the weather. Fireblocking shall be provided in wood -frame construction in the following locations: 6. Wood structural members supporting moisture -permeable floors or roofs that are R310.1 Emergency escape and rescue required. exposed to the weather, such as concrete or masonry slabs, unless separated from such Basements, habitable attics and every sleeping room shal I have at least one operable emergency 1. In concealed spaces of stud walls and partitions, including furred spaces and parallel floors or roofs by an impervious moisture barrier. escape and rescue opening. Where basements contain one or more sleeping rooms, emergency rows of studs or staggered studs, as follows: 7. Wood furring strips or other wood framing members attached directly to the interior of 1.1. Vertically at the ceiling and floor levels. e egress and rescue openings shall be required in each sleeping room. Where emergency escape exterior masonry walls or concrete walls below grade except where an approved vapor and rescue openings are provided they shall have a sill height of not more than 44 inches (1118 1.2. Horizontally at intervals not exceeding 10 feet (3048 mm), retarder is applied between the wall and the furring strips or framing members. rim) measured from the finished floor to the bottom of the clear opening. Where a door opening 2. At all interconnections between concealed vertical and horizontal spaces such as occur at soffits s having a threshold below the adjacent ground elevation serves as an emergency escape and dro p ceilings cove ceilin g SECTION R301 DESIGN CRITERIA; R301.1 Application. rescue opening and is provided with a bulkhead enclosure, the bulkhead enclosure shall comply 3. In concealed spaces between stair stringers at the top and bottom of the run. Enclosed. Buildings and structures, and all parts thereof, shall be constructed to safelysupport all loads, including with Section R310.3. The net clear opening dimensions required b this section shall be obtained spaces under stairs shall comply with Section R302.7. p b q y dead loads, live loads, roof loads, flood loads, snow loads, wind loads and seismic loads as prescribed by by the normal operation of the emergency escape and rescue opening from the inside. 4. At openings around vents, pipes, ducts, cables and wires at ceiling and level, with this code. The construction of buildings and structures in accordance with the provisions of this code Emergency escape and rescue openings with a finished sill height belowthe adjacent ground an approved material to resist the free passage of flame and products of combustion. The shall result in a system that provides a complete load path that meets a II requirements for the transfer elevation shall be provided with a window well in accordance with Section R310.2. Emergency material filling this annular space shall not be required to meet the ASTM E 136 of all loads from their point of origin through the loa d-resisting elements to the foundation. Buildings escape and rescue openings shall open direct) into a ubl is wa or to a and or court. that opens requirements. p p � p y p y� y p 5. For the fireblocicin of chimneys fireplaces, see Section R1003.19. and structures constructed as prescribed bythis code are deemed to comply with the requirements of to a public way. g y p this section. w R302.6 Dwelling/garage fire separation. r� Exception: Basements used only to house mechanical equipment and not exceeding total floor The garage shall be separated as required by Table R302.6. Openings in garage walls shall R302.1 Exterior walls. area of 200 square feet (18.58 m')• comply with Section R302.5. This provision does not apply to garage walls that are Construction, projections, openings and penetrations of exterior halls of dwellings and accessory perpendicular to the adjacent dwelling unit wall. buildings shall comply with Table R302.1(1); or dwellings equipped throughout with an COO R310.1.1 Minimum opening area. automatic sprinkler system installed in accordance with Section P2904 shall comply with Table All emergency escape and rescue openings shall have a minimum net clear opening of TABLE R302.6 DWELLING/GARAGE SEPARATION R302.1(2). 5.7 square feet (0.530 m-). EXce tions• 1 Walls ro•ections o • g t t' II d• 1 • 1 1• Exception: Grade floor openings shall have a min imurn net clear opening of 5 square feet (0.465 m'). R310.1.2 Minimum opening height. The Ininirllr.rm net clear opening height shal I be 24 inches (610 rnm). R310.1.3 Minimum opening width. The minimum net clear open ingwidth 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. R314.1 Smoke detection and notification. p , p J , penrn_s or genera ions rn wa s perpen rcu al to t le rile used to deternlitie the fire separation distance. 2. Walls of dwellings and accessory structures located oil the sam e lot. #3 AND #4 Notes to not apply to this house. 5. Foundation vents installed in compliance with this code are permitted. R311.6 Hallways. The minimum width of hallway shall be not less than 3 feet (914 mm).<< 0 R311.7 Stairways. All smoke alarms shal I be listed and labeled in accordance with UL 217 and installed in R311.7.1 Width. accordance with the provisions of this code and the household fire warning equipment provisions R3121.1 Where required. Stairways shall not be less than 36 inches (914 mm.) in clear width at all points above the of NFPA 72. Guards shall be located along open -sided walking surfaces, including stairs, ramps and landings, peril itted handrai I height and be low the requi red headroom height. Handrails shall not proj ect that are located more than 30 inches (762 mm) measured vertically to the floor more than 4.5 inches (114 mm) on either side of the stairway and the minimum clear width of the handrails are providedon both sides. or grack- below at any point within 36 inches (914 min) horizontally to the edge of the Exception: The width of spiral stairways shall be in accordance with Section R311.7.10.1. TITLE R314.2 Smoke detection systems. open side. Insect screening shall not be considered as agr.rar�d. R311.7.2 Headroom. Household fire alarm systems installed in accordance with NFPA 72 that include smoke alarms, R312.1.2 Height. The minimum headroom in all parts of the stairway shall not be less than 6 feet 8 inches (2032 or a combination of smoke detector and audible notification device installed as required by this Required guards at open -sided waft n(y surfaces, including stairs, porches, balconies or mil ) measured vertically from the sloped line adjoining the tread nosing or from the floor section for smoke alarms, shall be permitted. The household fire alarm system shall provide the landings, shal I be not less than 36 inches 914 mm high measured vertical) above the PROPOSED FOR g ( ) g y surface of the landing or platform on that portion of the stairway. SIDHU HOMES INC. same level of smoke detection and alarm as required by this section for smoke alarms. Where a adjacent walking surface, adjacent fixed seating or the line connecting the leading edges R31 I I Egress door. household fire warning system is installed using a combination of smoke detector and audible of the treads. At least one egress door shall be provided for each d»elling unit. The egress door shall be side- 1 481 6-46th LANE S0. notification device(s), it shall become a permanent fixture of the occupancy and owned by the hinged, and shall provide a minimum clear width of 32 inches (813 mm) when measured TUKWILA, WA. homeowner. The system shall be monitored by an approved supervising station and be Exceptions: between the face of the door and the stop, with the door- open 90 degrees ( 1.57 rad). The maintained in accordance with NFPA 72. 1. Guards on the open sides of stairs shall have a height not less than 34 inches (864 mm) in nimuin clear height of the door opening shall not be less than 78 i nclies (1981 rnm ) in height measured from the to of the threshold to the bottom of the stop. Other doors shall not be measured vertically from a line connecting the leading edges of the treads. p p• DwN: HB R314.3 Location. 2. Where the top of the gzrard also serves as a handrail on the open sides of stairs, the top required to comply with these minimum dimensions. Egress doors shall be readily openabl e from Smoke alarms shall be installed in the following locations: of the guard shall not be less than 34 inches (864 mm) and not more than 38 inches (.965 inside the dwelling without the use of a key or special knowledge or effort. SCALE: 1 /4 -1 mm) measured vertically from a line connecting the leading edges of the treads. DATE: SEPT.28.15 1. In each sleeping room. R312.1.3 Opening limitations. R311.3 Floors and landings at exterior doors. 2. Outside each separate sleeping area in the immediate vicinity of the bedrooms. Required guards shall not have openings fi•om the walking surface to the required guard There shall be a landing or floor on each side of each exterior door. The width of each landing CHKD: 3. On each additional story of the dwelling, including basements and habitable attics but shall not be less than the door served. Every landing shall have a in ininlum dimension of 36 her gllt vvh i ch allow passage of a sphere 4 inches (102 nun) in diameter". PHONE: (206) 244-1900 not including crawl spaces and uninhabitable attics. In dwellings or dwelling units with inches (914 m rn) measured in the direction of travel. Exterior landings shal I be permitted to have split levels and without an intervening door between the adjacent levels, a smoke alarm a slope not to exceed'/4 unit vertical in 12 units horizontal (2-percent). DRAWING NO. installed on the upper level shall suffice for the adjacent lower level provided that the Exceptions: lower level is less than one full story below the upper level. 1. The triangular openings at the open side of stair, foamed by the riser, tread and bottom Exception: Exterior balconies less than 60 square feet (5.6 m') and only accessible from a door D D 15 - 69 88 R314.5 Interconnection. rail of a guard, shall not allow passage of a sphere 6 inches (153 mm} in diameter• are permitted to have a landing less than 36 inches (914 min) measured in the direction of travel. Where more than one smoke alarm is required to be installed within an individual dwelling unit in 2. Guards on the open side of stairs shall not have openings which allow passage of a sphere 43/s inches (1 I I mm ._....�. accordance with Section R314.3, the alarm devices shall be interconnected in such a manner that the p ) in diameter. R311.3.1 Floor elevations at the required egress doors. actuation of one alarm will activate all of the alarms in the individual unit. Physical interconnection of R319.1 Address numbers. Landings or finished floors at the required egress door shall not be more than I'/2 inches REWEVVED FOR smoke alarms shall not be required where listed wireless alarms are installed and all ala rrns sound upon Buildings shall have approved address numbers, building numbers or approved building identification (38 mill) lower than the top of the threshold. CODE COMPLIANCE activation of one alarm. placed in a position that is plainly legible and visible from the street or road fronting the property. These SECTION R403 FOOTINGS APPROVED R315.1 Carbon monoxide alarms. numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabetical R403.1 General. JAN 0 5 2016 For new construction, an approved carbon monoxide alarm shall be installed outside of each separate letters. Numbers shall be a minimum of 4 inches (102 mm) high with a minimum stroke width of V2 inch All exterior walls shall be supported on continuous solid or fully grouted masonry or concrete sleeping area in the immediate vicinity of the bedrooms in dwelling units within which fuel -fired (12.7 mm). Where access is by means of a private road and the building address cannot be viewed from footings, crushed stone footings, wood foundations, or other approved structural systems which appliances are installed and in dwelling units that have attached garages. the public way, a monument, pole or other sign or means shall be used to identify the structure. shall be of sufficient design to accommodate all loads according to Section R301 and to transmit City QDIVIii the resulting loads to the soil within the limitations as determined from the character of the soil. BUILDING DI e I g R308.3 Human impact loads. g Bruce a C 2 I g P. E. Individual glazed areas, including glass mirrors in hazardous locations such as those indicated as SECTION R317 PROTECTION OF WOOD AND WOOD BASED PRODUCTS Footings shall be supported on undisturbed natural soils or engineered fill. Concrete footing shall defined in Section R308.4, shall pass the test requirements of Section R308.3.I. AGAINST DECAY be designed and constructed in accordance with the provisions of Section R403 or in accordance TU KWI LA, WA. with ACI 332. 206.242.7665 Exceptions: R317.1 Location required. TABLE R403.1 MINIMUM WIDTH OF CONCRETE, PRECAST OR MASONRY w Protection of wood and wood based products from FOOTINGS (inches)`' decay shall be provided in the following �0F As (RECEIVED 1. Louvered windows and jalousies shall comply with Section R308.2. locations by the use of naturally durable wood or wood that is preservative -treated in accordance o CITY OF TQKWILA 2. Mirrors and other lass panels mounted or hung on a surface that provides a LOAD -BEARING VALUE g P g P with AWPA U1 for the species, product, preservative and end use. Preservatives shall be listed in OF SOIL (psf) DEC 16 2015 continuous backing support. Section 4 of AW PA U 1. %6 3. Glass unit masonry complying with Section R610. 11500 2,000 13,000 = 4,000 f R308.3.1 Impact test. , �L � � PERMIT CI�IMTi�I� A 1. Wood joists or the bottom of a wood. structural floor when closer than 18 inches (457 Conventional light -frame Where required by other sections of the code, glazing shall be tested in accordance with mm) or wood girders when closer than 12 inches (305 mm) to the exposed ground in construction EXPIRES: 4/24/t7 CPSC 16 CFR 1201. Glazing shall comply with the test criteria for Category II unless crawl spaces or unexcavated area located within the periphery of the building foundation. l- Z� 5XP 1f 5 otherwise indicated in Table R308.3.1 1 12 12 12 12 () 2. All wood fi•anliilg members that rest on concrete or masonry exterior foundation walls story and are less than 8 inches (203 miry) from the exposed ground. P-8 a SEPARATION MATERIAL From the residence and attics Not less than r/2-inch gypsum board or equivalent applied to the garage side From all habitable rooms above the garage Not less than 5/8-inch Type X gypsum board or equivalent re Structus) supporting floor/ceiling assemblies Not less than'/2-inch gypsum board or used for separation required by this section equivalent Garages located less than 3 feet from a dwelling Not less than'/2-inch gypsum board or unit on the same lot equivalent applied to the interior side of exterior walls that are within this area N a 2-story 15 12 12 12 3-story 23 17 12 12 4-inch brick veneer over light frame or 8-inch hollow concrete masonry 1-story 12 12 12 12 2-story 21 16 12 12 3-story 32 24 16 12 8-inch solid or fully grouted masonry 1-story 2-story 16 29 12 21 12 14 12 12 3-story 42 32 21 16 R404.1 Concrete and masonry foundation walls. Concrete foundation walls shall be selected and constructed in accordance with the provisionsof 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 wallsthat 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 fora safetyfactorof 1.5 against lateral sliding and overturning. FOUNDATION DRAINAGE R405.1 Concrete or masonry foundations. Drains shall be provided around all concrete or masonry foundations that 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 below the area to be protected and shall discharge 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 mm) 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. Perforated drains shall be surrounded with an approved filter membrane or the filter membrane shall cover the washed gravel or crushed rock covering the drain. Drainage tiles or perforated pipe shall be placed on a minimum of 2 inches (51 mm) of washed gravel or crushed rock at least one sieve size larger than the tile joint opening or perforation and covered with not less than 6 inches (152 mm) of the same material. R408.2 Openings for under -floor ventilation. The minimum net area of ventilation openings sha ll not be less than 1 squa re foot (0.0929 m2) for each 150 square feet (14 m) of under -floor area. One ventilation opening shall be within 3 feet (915 mm) of each corner of the building. Ventilation openings shall be covered for their height and width with any of the following materials provided that the least dimension of the covering shall not exceed 1/4inch (6.4 mrn): R408.4 Access. Access shall be provided to all under -floor spaces. Access openings through the floor shall be a minimum of 18 inches by 24 inches (457 mm by 610 mm). Openingsthrough a perimeter wall shall be not less than 16 inches by 24 inches (407 mm by 610 mm). When any portion of the through -wall access is below grade, an areaway not less than 16 inches by 24 inches (407 mm by 610 mm) shall be provided. The bottom of the areaway sha II be below the threshold of the access opening. Through wall access openings shall not be located under a door to the residence. See Section M1305.1.4 for access requirements where mechanical equipment is located under floors. R408.5 Removal of debris. The under -floor grade sha II 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 building perimeter or where there is evidence that the surface water does not readily dra in from the building site, the grade in the under -floor space sha II be as high as the outside finished grade, unless a n approved drainage system is provided. R502.6 Bearing. The ends of each joist, beam or girder shall have not less than 1.5 inches (38 mm) of bearing on wood or metal and not less than 3 inches (76 mm) on masonry or concrete except where supported on a 1-inch by 4-inch (25.4 mm by 102 mm) ribbon strip and nailed to the adjacent stud or by the use of approved joist hangers. The bearing on masonry or concrete shall be direct, or a sill plate of 2-inch-minimum (51 mm) nominal thickness shall be provided under the joist, beam or girder. The sill plate shall provide a minimum nominal bearing area of48 square inches (30 865 square mm). R502.8 Cutting, drilling and notching. Structural floor members shall not be cut, bored or notched in excess of the limitations specified in this section. See Figure R502.8. L _ U + L1 ID/3 �� MA�.1 I NO NOTCHES, -, I Did'+ MAX, 1=ERMITTI D 1 DUl3 fV l i ; DIIS MAX.-xx�j C FOR IMEMBIERS LESS THAN 410190MINAL ' FLOOR JOIST- CENTER CUTS DIMENSION 194Fi .OAST -END CUfiS a/a• 2 IN. MIN. FROM TC AND BOTTOM OF J OR CONDUIT R507.1 Decks. Where supported by attachment to an exterior wall, decks shall be positively anchored to the primary structure and designed for both vertical and lateral loads. Such attachment shall not be accomplished by the useof toenails or nails subject to withdrawal. Where positive connection to the primary building structure cannot be verified during inspection, decks shall be self-supporting. For decks with cantilevered framing members, connections to exterior walls orotherframing members, shall be designed and constructed to resist uplift resultingfrom the full live load specified in Table R301.5 acting on the cantilevered portion of the deck. d. The minimum distance from bottom row of lac screws or bolts to the top edge of the ledger shall be in accordance with Figure R507.2.1(1). For S1: 1 Inch = 25.4 nim. FIGURE R507.2.1(1) PLACENIENTOF LAG SCREWS AND BOLTS IN LEDGERS For SI: 1 inch = 25.4 mm. R703.8 Flashing. Approved corrosion -resistant flashing shall be applied shingle -fashion in a manner to prevent entry of water into the wall cavity or penetration of waterto the building structural framing components. Self -adhered membranes used as flashing shall comply with AAN U 711. The flashing shall extend to the surface of the exterior wall finish. Approved corrosion -resistant flashings shall be installed at all of the following locations: 1. Exterior window and door openings. Flashing at exterior window and door openings shall extend to the surface of the exterior wall finish or to the water -resistive barrier for subsequent drainage. Flashing at exterior window and door openings shall be installed in accordance with one or more of the following: 1.1. The fenestration manufacturer's installation and flashing instructions, or for applications not addressed in the fenestration manufacturer's instructions, in accordance with the flashing manufacturer's instructions. Where flashing instructions or details are not provided, pan flashing shall be installed at the sill of exterior window and door openings. Pan flashing shall be sealed or sloped in such a manner as to direct water to the surface of the exterior wall finish or to the water -resistive barrier for subsequent drainage. Openings using pan flashing shall also incorporate flashing or protection at the head and sides. 1.2. In accordance with the flashing design or method of a registered design professional. 1.3. In accordance with other approved methods. 2. At the intersection of chimneys or other masonry construction with frame or stucco walls, with projecting lips on both sides under stucco copings. 3. Under and at the ends of masonry, wood or metal copings and sills. 4. Continuously above all projecting wood trim. 5. Where exterior porches, decks or stairs attach to a wall or floor assembly of wood - frame construction. 6. At wall and roof intersections. 7. At built-in gutters. R807.1 Attic access. Buildings with combustible ceiling or roof construction shall have an atticaccess opening to attic areas that exceed 30 square feet (2.8 m2) and have a vertical height of 30 inches (762 mm) or greater. The vertical height sha II be measured from the top of the ceiling framing membersto the underside of the roof framingmembers. The rough -framed opening shall not be less than 22 inches by 30 inches (559 mm by 762 mm) and shall be located in a hallway or other readily accessible location. When located in a wall, the opening shall be a minimum of 22 inches wide by 30 inches high (559 mm wide by 762 mm 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 framingmembers. See Section M1305.1.3 for access requirements where mechanical equipment is located in attics. R1001.11 Fireplace clearance. All wood beams, joists, studs and. other combustible material shall have a clearance of not less than 4 inches (102 mm) from the back. faces of masonry fireplaces. The air space shall not be filled, except to provide fire blocking in accordance with Section R1001.12. Exceptions: 1. Masonry fireplaces listed and labeled for use in contact with combustibles in accordance with UL 127 and installed in accordance with the manufacturer's installation instructions are permitted to have combustible material in contact with their exterior surfaces. 2. When masonry fireplaces are part of masonry or concrete walls, combustible materials shall not be in contact with the masonry or concrete walls less than 12 inches (306 mm) from the inside surface of the nearest firebox lining. 3. Exposed combustible trim and the edges of sheathing materials such as wood siding, flooring and drywall shall be permitted to abut the masonry fireplace side walls and hearth extension in accordance with Figure R1001.11, provided such combustible trim or sheathing is a minimum of 12 inches (305 mm) from the inside surface of the nearest firebox lining. 4. Exposed combustible mantels or trim may be placed directly on the masonry fireplace front surrounding the fireplace opening providing such combustible materials are not placed within 6 inches (152 mm) of a fireplace opening. Combustible material within 12 inches (306 mm) of the fireplace opening shall not project more than'/s inch (3 mm) for each 1-inch (25 mm) distance from such an opening. (MASONRY-, COMBUSTIBLE SHEATHING EDGE ABUTTING MASONRY 12 IN. MIN. FROM FIREBOX .: FRAME WALL 2IN. CLEARANCE (AIR SPACE TOCOMBUSTIBLE FRAMING WOOD MANTEL. For S1: 1 inch = 25.4 inm. P2601.2 Connections to drainage system. Plumbing fixtures, drains, appurtenances and appliances used to receive or discharge liquid wastes or sewage shall be directly connected to the sanitary drainage system of the building or premises, in accordance with the requirements of this code. This section shall not be construed to prevent indirect waste systems. EXPIRrES: 4/24/ TITLE PROPOSED FOR SIDHU HOMES INC. 14816-46th LANE SO. TUKWILA, WA. DWN: I HB SCALE: N.T.S. DATE: SEPT.28.15 CHKD: PHONE: (206) 244-1900 I DRAWING NO. I DD15-6988 CODE COMPLIANCE APPROVED JAN 0 5 2016 City of Tukwila BUILDING DIVISION Bruce MacVeigh, P.E TUKWILA, WA. 206.242.7665 RECEIVED CITY OF TUKWILA DEC 16 2015 PERMIT CENTER ON P9 /!. VA Exception: Bathtubs, showers, lavatories, clothes washers and laundry trays shall not be required to discharge to the sanitary drainage system where such fixtures discharge to an approved gray water system for flushing of water closetsa nd urinals or for subsurface landscape 'irrigation. General Mechanical System Requirements Combustion Air; M1701,1 Scope. Solid -fuel -burning app/iancesshall be provided with combustion airin 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. The requirements for combustion and dilution air for gas -fired appliances shall be in accordance with Chapter24. M1601.5.3 Furnace connections. A duct shall extend from the furnace supply outlet to not less than 6 inches (152 mm) below the combustible framing. This duct shall comply with the provisions of Section M1601.1, A noncombustible receptacle shall be installed below any floor opening .into the plenum in accordance with the following requirements: 1. The receptacle shall be securely suspended from the floor members and shall not be more than 18 inches (457 mm) below the floor opening. 2. The area of the receptacle shal I extend 3 inches (76 mm) beyond the opening on all sides. 3. The perimeter of the receptacle shall have avertical lip at least 1 inch (25 min) high at the open sides. M1601.5.4 Access. Access to an under -floor plenum shall be provided through an opening in the floor with minimum dimensions of 18 inches by 24 inches (457 mm by 610 mm). M1601.5.5:Furnace controls. The furnace shal l be equipped with an automatic control that will start the air -circulating fan when the air in the furnace bonnet reaches atemperature not higher than 150°F (66°C). The furnace shall additionally be equipped with an approved automatic control that limits the outlet air temperature to 200°F (93°C). M1601.6 Independent garage HVAC systems. Furnaces and air -handling systems that supply air to living spaces shall not supply air to or return ai r from a garage. 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 inches wide (762 mm by 762 mm) 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 mm) 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 minimum working space handler. Furnaces having a fnebox open to the atmosphere shall have at least a 6-inch (152 mm) 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 Chapter 17. Exception: This section shall not apply to replacement appliances installed in existing compartments and alcoves where the working space clearances are in accordance' with the equipment or appliance manufacturer's installation instructions M1601.3 Duct insulation materials. Duct insulation materials shall conform to the following requirements: 1. Ducat 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 E 84 orUL 723, using the specimen preparation and mounting procedures of ASTM E 2231. Exception: Spray application of polyurethane foam to the exterior of ducts in attics and crawl spaces shall be permitted subject to all of the following: 1. The flame spread index is not greater than 25 and the smoke -developed index is not greater than 450 at the specified installed thickness. 2. The foam plastic .is protected in accordance with the ignition barrier requirements of Sections R316.5.3 and R316.5.4. 3.The foam plastic complies with the requirements of Section R316. 2. Duct coverings and linings shall not flame, glow, smolder or smoke 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 (12.10C). Coverings and linings shall be listed and labeled. 3. External duct insulation and factory -insulated flexible ducts shall be legibly printed or identified at intervals not longer than 36 inches (914 rnm) with the name 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. All duct insulation product R-values shall be based on insulation only, excluding air ,films, vapor retarders or other duct components, and shall be based oa tested C-values at 75T (240C) mean temperature at the installed 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 assumed to be 75 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 industry 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. [O PrescriiDtive Eneray Code C.ompjiance for Alt Clijnate-Zibnea in Washington Authorized Representative .. Ail +Cl)r>i7►ate �ant� � � r R-Vaiueg U-Eactora Fenestration U-Factorb n/a -8 36- Skylight U--Factor n/a 0.50 Glazed Fenestration:SHGCb'e n/a n/a Ceiling 4q 0:026 Wood Frame Wallg,k,l . 21 int, 0.066 Mass Wall R-Value` 21/21h 0,056 Floor -ago-- -0.029. Below Grade Walio�k 10/15/21 int + TB 0.042 . Slabd R-Value,&•Depth 10, 2 ft n/a i anie K4uz.7.7 ana i aw.e K4uz.1.0 i-ootnotes incivaed on Page 2... Date 3 8 D; 1001.; ExplaSs: 4/2;Ff7 D Z 5" .52--p �J5" Each dwelling unit in one:and.two-fatuity dwellings and townhouses, as defined in Section 101.2 of the International Residential .Code shall comply with suffiicient.options from Table R406.2 sous to achieve the following minimum number of credits: 01. Small Dwelling Unit: 0.5 points Dwelling units'less thari.1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to.exi ing that are less than -750 -square feet of heated floor area. M 21. . Medium Dwelling Unite All dwelling units that are not included in #1 or #3, including additions over 750 square feet. E]3..Large Dwelling Unit: 2.5 points Dwelling units exceeding 5000 square feet of conditioned odor area. ❑4. Dwelling unit otherthan-one and two-family dwellings and townhouses: Exempt As defined in Section 101.2 of the International Residential'Code Table R406.2 Summary Ontiern Descrintion CrAditicl 1a Efficient Building Envelope 1a 1 b Efficient Building Envelope 1 b 1.0 1c Efficient Building -Envelope I 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. High Efficiency HVAC 3a 5 b 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 EfficientWater.Heating 1:5 6 Renewable Electric:Energy 0.5 m El ..:5 *1200YWh Total Credits. *Please refer to Table R406.2 for complete option- descriptions http;//www.energy.wsu.edu/Documents/Table 406 2 Energy Credits 2012 W5EC.pdf ENERGY CREDITS (DEBITS) 0.0 0.00 OPTION DESMUPTION CEt): (S) . la EFFICIENT BUILDING ENVEL( , la: 0,5 Prescriptive compliance is based on Table R402.1.1 with the followizig 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 Corn li..onee:Iiasi d on Section R402.1.4: _ Reduce the Total..UA b 5.°le_ 3a HIGH EFFICIENCY HVAC EQUIPMENT 3a: 0.5 Gras;.propane or oilfired furnace with minimum AF03- 95 To qualify to claim this credit, .the. budding,perwit dra Il specify the option being selected and shall specify the heating equipment type and th&rninimum ui menfeffieien 5a. EFFICIENT WATER HEATING 5a: 0.5 Water'heating system shall include one of the following: Gas, propane or oil water heater with a minimum E o ..b2 or Electric water heater with a minimum EF of 0.93. and for both eases 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 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 shall specify the maximum flow rates for all showerheads, kitchen sink faucets, and otherjqmatoN faucets. Tan Coleman 13 SEER R-4410 95.5° ArUE 80,000 BTU Multi-Positio r Gas Furnace Split System (Lime Availability) ] mail to a Frignd ............. More s Condenser Model # TCJD48S41S Furnace Model # TG9S880C16MP11 Coil.Model # MC48C3XC1 r This product may have limited availability. Please call our Customer Service for more information. * LP Conversion Kit * Required Fields C) No, I do not need one. C1 Yes; please add one to my order. +$99.00 Rty t AM�� to f rir: +Add to Compare Features Specs/Does warrandes ifnandng Raviem Professlonar.Classic Plus'" Atmospheric gas water heaters are engineered for more hot water .ata low operating cost Efflclenc i .59 - .62 EF • More hot water at a tow operating cost i . Performance • FHR: 54 - 90 galfons Recovery: 30.3 to 40.4 GPH at a 90° F rise, depending on model Guardian systemTM & Sensor + Exclusive air/fuel shut-off device • Maintenance free - no filter to Clean Protective control system that disables the heater In the presence of flammable vapor accumufatlon Low Emissions - ' Eco-friendly burner, tow NOx design • Meets 40 n9/J NOx requirements Longer We • Premium grade anode rod provides long-lasting tank protection Plus... • Easy to light- no matches required • EverKleen- patented system fights sediment build-up - Enhanced Row brass drain valve • Temperature and pressure relief vafve included i • Low lead comprlant Standard replacement parts '1 JEY<:RS.i i lfJit i;NFRGY XNrO PROFESSIONAL CLASSIC ATMOSPHERIC MODELS TYPE GAL CAP. MOM NUMBER ENERGY EtyE� FACTOR f .. LP . i TAIL 29 PROG29-32N RH63 0.63 ' -- r. .. ..i •...... ..... .. .. .. .,..a..4_....... �......... _._ z .'..... 29 PROG29-30P RH63. ...5 .--_.-F.:0.63 ;...... _... 40 PROG40-36N RH62 0.62 -- .._................... .. 40 PROG40-38N RH62 0.62 ~; 40 PROG40-40N RH62 0.62 40 PROG40-36P RH62' i 0.52 : , ... - .. .: . t/'',.+ PROG4032P RH62 .62 50 PROG50-40N RH62 0.62 - ...... __:........ _ PROGSO-36P RH62 0.62 50 ; PROG50-38N RH60 0.60LLf. -- ........ 56 PROGSO-36P RH60 - ; 0.60 _.; SHORT ,..:...... 30PROG30S-30N,RHO ..0.63 .i .�-,_.i....... - 4O PROG40S-40N RH62 0 62 -- 40 PROG4OS436P RH62 s 0:62 , 40 PP G40S-34N RH62-- I U K W I LA, WA. DWN: HB SCALE: 1 /4"-1 ' DATE: SEPT.28.15 CHKD: PHONE: (206) 244-1900 DRAWING NO, DD15---6988 k�� OR AIgCE APPROVED D EED 6ilaSION Bruce MacVelgh, P.E. TU KWI LA, WA. 206.242.7665 RECEIVED CITY OF TUKWILA DEC 16 2015 PERMIT CENTER � •rta P10 %1 i