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Permit D17-0198 - SINGH RESIDENCE - LOT 8 SINGLE FAMILY RESIDENCE
SINGH RESIDENCE 14828 46T" LN S D17-0198 Parcel No: Address: 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: htto://www.TukwilaWA.Aov COMBOSFR PERMIT 0042000143 Permit Number: D17-0198 14828 46TH LN S Project Name: SINGH RESIDENCE - LOT 8 Issue Date: 9/7/2017 Permit Expires On: 3/6/2018 Owner: Name: Address: SINGH GURDIP 4642 S 146TH , TUKWILA, WA, 98168 Contact Person: Name: GARY SINGH Address: 4642 S 146 ST, TUKWILA, WA, 98168 Contractor: Name: SIDHU HOMES INC Address: 4642 S 148 ST , TUKWILA, WA, 98168 License No: SIDHUHI881JF Lender: Name: GARY SINGH Address: 4642 S 146 ST, TUKWILA, WA, 98168 Phone: (206) 244-1900 Phone: (206) 244-1900 Expiration Date: 3/22/2018 DESCRIPTION OF WORK: NEW SFR - DWELLING 5396 SF, GARAGE 622 SF REVISION #1 - ELIMINATE THE 1620 SQ FT BASEMENT FROM SCOPE OF WORK, REVISED SQUARE FOOTAGE OF HOUSE IS NOW 3776 Project Valuation: $707,896.24 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $13,630.58 Occupancy per IBC: R-3 Water District: 125 Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2014 2014 2014 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 50 Fill: 50 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm. Drainage: 1 Street Use: Water Main Extension: Water Meter: No Permit Center Authorized Signature: Date: g__ —7- ( 7 I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development • -rmit . •d agree to the conditions attached to this permit. Signature: G Print Name: Date: 0'7/0 "7/(.7 This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***PUBLIC WORKS PERMIT CONDITIONS*** 2: The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 3: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 4: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 5: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 6: Any material spilled onto any street shall be cleaned up immediately. 7: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 8: 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. 9: The Land Altering Permit Fee is based upon an estimated 10 cubic yards of cut and 10 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 0 0 10: 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. 11: 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. 12: 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. 13: Install yard drain(s) and perforated pipe along the driveway, as necessary to prevent on-site ponding of storm water runoff. 14: Since the house must have a fire sprinkler system installed, it shall be verified in writing to the Public Works Inspector that the fire loop system for the building contains a WA State Department of Health approved Double Check Valve Assembly (DCVA). This shall be done prior to final inspection. Refer to attached Public Works Details for 1" FIRE/DOMESTIC SERVICE and/or 1" FLOW-THROUGH SYSTEM. Backflow device is optional if a FLOW-THROUGH SYSTEM is installed. Coordinate with the Public Works Inspector. 15: Prior to Public Works Final, provide storm drainage as -built plan, storm drainage maintenance plan and responsibility for maintenance assigned for stormwater treatment and flow control BMPs/Facilities. 16: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $1,013.88. 17: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 18: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 20: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall',be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 21: 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) 22: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 19: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 23: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 24: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 25: ***BUILDING PERMIT CONDITIONS*** 26: 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. 27: 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. 28: 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. 29: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 30: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 31: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 32: All wood to remain in placed concrete shall be treated wood. 33: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 34: 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. 35: 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. 36: 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. 37: 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). 38: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 39: 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. 40: 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. 41: ***MECHANICAL PERMIT CONDITIONS*** 42: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 43: 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. 44: Manufacturers installation instructions shall be available on the job site at the time of inspection. 45: 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. 46: 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. 47: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 48: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 49: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 50: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 51: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 52: 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. 53: 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. 54: 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 gauge. 55: 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. 56: 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. 57: 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. 58: 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. 59: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 60: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures in all residential, hotel, motel, school, industrial, commercial use or other occupancies that use significant quantities of water shall comply with Washington States Water Efficiency ad Conservation Standards in accordance with RCW 19.27.170 and the 2006 Uniform Plumbing Code Section 402 of Washington State Amendments PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5180 BACKFLOW - FIRE 1700 BUILDING FINAL** 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 0502 LATH/GYPSUM BOARD 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 littp://www.TukwilaWA.gov Combination Permit No. Project No.: Date Application Accepted: Date Application Expires: g i (For office use on y) I 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. **pleaserint j hor4 l f if/ SITE LOCATION /11°4;" � C Site Address: �g'� 446' Jf4ve... I 9irt PROPERT' OWNER r Name: Name: r �7f U ,/ - ` /01A4E- I I. Address: Address: 4/6'y Z S, /q 6 CT, City:—T j iCCAs i LA State: � � Zip: 4:M/6S CONTACT PERSON — person receiving all project communication , , . , Name: r'T"y St Pt?4 Address: AS Acve. City: State: Zip: Phone: Fax: Email: 4K.,/ S,t,iC H2 g c6h4cas4'. tet GENERAL CONTRACTOR INFORMATION Company Name: Siutt„- .. ,s Address: Architect Name: ^ 1 _,Lifi t M ib" City: State: P --,NE Zip: Phone: 2.4-2iiq tct6,0 Fax: Phone: -2/2.c .c e p 2_34„ c Fax: t Contr Reg No.: Exp Date: Tukwila Business License No.: King Co Assessor's Tax No.: 60 9 Z 077r) iy 3 TutcwI -A i ww e ARCHITECT OF RECORD Company Name: &Lic(., �tr 19 Company Name: -----04:m at& ,N Architect Name: ^ 1 _,Lifi t M ib" Address: ' 1,..LS �✓C. P --,NE City: ja_eLState: W k Zip: `SSL Phone: -2/2.c .c e p 2_34„ c Fax: t Email: Emai ENGINEER OF RECORD , Company Name: &Lic(., �tr 19 Engineer Name: I*J YLtr` Address: 1 Lf, .744._ S S (Ave, .0. City: Lf K.zo f LA State: Lu 4 Zip:9 & 1 615 Phone: 2_0(2. sei 1 gid^1 Fax: Email: LENDER/BOND ISSUED (required for projects $5,000 or • greater per RCVJ 19. 7.095) Name: _ Address: City: State: Zip: 11:\Applications\Forms-Applications On Linc\2011 Applications\Combination Permit Application Revised 8-9-1 I.docx Revised: August 2011 bh Page 1 of 4 O 0 PROJECT INFORMATION — Valuation of project (contractor's bid price): $ /C(j/ 0°0* 61-5? Scope of work (please provide detailed information): , . ,CA) CowAyLiCili St 131 Q— Qc,c DETAILED BUILDING INFORAMTION — PROJECT—FLOOR-AREA'S- ., PROPOSED SQUARE FOOTAGE Basement /6o lst floor _Ay 2nd floor .2 -Del 1. Garage ig carport ■ X� // 22 Deck — covered ■ uncovered ■ Total square footage 60 16 Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information at 206-575-4407. EQUIPMENT AND FIXTURES = INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work $ fuel type: ❑ electric gas _i___ furnace <100k btu .3 appliance vent \ ventilation fan connected to single duct I thermostat s wood/gas stove I water heater (electric) emergency generator other mechanical equipment PLUMBING: c5 Value of plumbing/gas piping work $ 95°0 rJ bathtub (or bath/shower combo) 4 bidet I clothes washer I dishwasher _____- floor drain I shower Glavatory (bathroom sink) ) sink 4. water closet water heater (gas) 4 lawn sprinkler system 4 gas piping outlets H:lApplications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-I I.docx Revised: August 2011 bh Page 2 of 4 0 0 PUBLIC WORKS PERMIT INFORMATION - Scope of work (please provide detailed information): 1JetA) es ' t I y,est t',e. Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT ❑ ...Tukwila ,. Water District #125 0 ...Letter of water availability provided SEWER DISTRICT 0 ...Tukwila 0 ...Sewer use certificate 0 .. Highline r ... Valley View 0 .. Renton ❑ ...Letter of sewer availability provided 0 .. Renton ❑ .. Seattle SEPTIC SYSTEM: ❑ .. On-site septic system — for on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): Z Civil Plans (Maximum Paper Size — 22" X 34") .Technical Information Report (Storm Drainage) 0 ...Bond 0 .. Insurance ❑ .. Easement(s) g.. Geotechnical Report ❑...Hold Harmless — (SAO) ❑ .. Maintenance Agreement(s) ❑ ... Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ ...Right -Of -Way Use - Potential disturbance 0 .. Construction/Excavation/Fill - Right -of -Way... ❑ -or- Non Right -of -Way.. 0 ® ...Total Cut S ❑ ...Total Fill co 0 ...Sanitary Side Sewer 0 ...Cap or Remove Utilities 0 ...Frontage Improvements ❑ ...Traffic Control Cubic Yards Cubic Yards ❑ .. Work In Flood Zone O .. Storm Drainage 0 .. Abandon Septic Tank ❑ .. Trench Excavation ❑ .. Curb Cut ❑ .. Utility Undergrounding ❑ .. Pavement Cut ❑ .. Backflow Prevention - Fire Protection ❑ .. Looped Fire Line Irrigation Domestic Water ❑ ...Permanent Water Meter Size " WO # ❑ ...Residential Fire Meter Size 0 ...Deduct Water Meter Size 0 ...Temporary Water Meter Size " WO # ❑ ...Sewer Main Extension Public D - or - Private 0 " WO# ❑...Water Main Extension Public ❑ - or - Private 0 FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line ❑ ...water 0 ...sewer 0 ...sewage treatment MONTHLY SERVICE BILLING TO: Name: number of public fire hydrant(s) Day Telephone: Mailing Address: Zip City State WATER METER REFUNDBILLING: Name: Day Telephone: Mailing Address: City State Zip 14:\Applications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-1 I.docx Revised: August 2011 bh Page 3 of 4 0 0 PERMIT APPLICATION NOTES — APPLICABLE TO ALL PERMITS IN THIS APPLICATION — Value of construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the permit center to comply with current fee schedules. Expiration of plan review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY OWNER OR AUTHORIZED AGENT: Signature: Print Name: L t.IZp F S t 6/0 Date: Day Telephone: -1--M(-1 o O Mailing Address: LkLoM Z \ (kG,-4c111 i�C n,Jl`C. City H:\Applications\Forms-Applications On Line\201 t Applications\Combination Permit Application Revised 8-9-I I.docx Revised: August 2011 bh State C.-1 QA Zip Page 4 of 4 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME SI��N 51-Ior4( PL! Lc S PERMIT # (0 t +-gvg 44 4-A 14-, s o ) 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. oIcc 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement 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. category: 2,50 560 ,5vo ZSo 31 Zy $250 (1) 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 cubic yards Enter total fill volume cubic yards $ ;I 2= (4) Use the following table to estimate the grading plan review fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees $ (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION Z< (1+4+5) $ 23 1 The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 02/21/17 1 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) 7. Pavement Mitigation Fee $ — (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. Sa $ Z - (8) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 –100 $37.00 101 – 1,000 $37.00 for 1St 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 – 10,000 $194.50 for 1St 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 – 100,000 $325.00 for the 1St 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1St 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 02/21/17 2 (9) 0 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter - Deduct ($25) B. Flood Control Zone ($52.50 - includes Technology Fee) C. Water Meter - Permanent* D. Water Meter - Water only* E. Water Meter - Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown/Foster Pt Water (Ord 2177) $ E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ OS H. Transportation Mitigation $ 1,0/3 -- I. I. Other Fees $ g Total A through I $ /0 13 — (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ / 0-7 13-7 ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) I tallation Cascade Water Alliance RCFC 7/----- 01.01.2017-12.31.1 20 Total Fee 0.75 $625 $600Y"- $6630 1 $1125 $1 1012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 '. = : 040 $50,865 3 $4425 $96,0: 6 $100,505 4 $7825 $150,125 $157,950 6 $12525 $300,250 $312,775 Approved 09.25.02 Last Revised 02/21/17 Temporary Meter 0.75" $300 2.5" $1,500 3 7/i(A) Cash Register Receipt City of Tukwila DESCRIPTIONS I ACCOUNT ( QUANTITY PAID PermitTRAK $9,417.01 D17-0198 Address: 14828 46TH LN S Apn: 0042000143 $9,417.01 DEVELOPMENT $5,006.63 ADDITIONAL PLAN REVIEW R000.345.830.00.00 1.00 $67.83 PERMIT FEE R000.322.100.00.00 0.00 $4,934.30 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 I R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR I R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $1,349.88 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $31.25 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $31.25 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 TECHNOLOGY FEE $271.50 TECHNOLOGY FEE R000.322.900.04.00 0.00 $271.50 TOTAL FEES PAID BY RECEIPT: R12272 $9,417.01 Date Paid: Thursday, September 07, 2017 Paid By: SIDHU HOMES INC Pay Method: CHECK 5169 Printed: Thursday, September 07, 2017 11:39 AM 1 of 1 CreMirSYSTEMS Receipt Number City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PermitTRAK D17-0198 Address: 1482846TH LN S Apn: 0042000143 PAID $4,213.57 $4,213.57, $4,213.57 $4,213.57 $4,213.57 DEVELOPMENT PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R11945 R000.345.830.00.00 0.00 Date Paid: Tuesday, July 18, 2017 Paid By: SIDHU HOMES INC Pay Method: CHECK 5153 Printed: Tuesday, July 18, 2017 3:47 PM 1 of 1 CRWSYSTEMS 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 O6 Project: 61 n./4 RX25 : Qti41 Type of Inspection: gli i Lbig il --r✓14-C..- Address:� 14p 401- w s. Date Called: Special nstructions: Date Wanted: .^ ([k_ Pi .m. p.m. Requester: G7' Phone No: 2-44 FiCX2 Approved per applicable codes. Corrections required prior to approval. COMMENTS: 4 `i e�A-te /rx Inspector:A fLo C Date: ly_ 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 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: Sl�6� .--1(9417v4 Type of Inspection: Pik) 4.-. Address: of i a 'l`is t e -j Date Called: Special Instructions: / 1 Date Wanted:a.m. 0917 f 701/ p.m. Requ ster: Phone No: Approved per applicable codes. E Corrections required prior to approval. COMMENTS: Inspector: Pii`'C44 Date: 07,57-V7-0 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 DI ---bog Project: 470JC94A — t,orr 6 Type of Inspection: P W r(fiAti, Lt Adddrreesss: 444/.1,0 Tri 4 Date Called: Special Instructions: Date Wanted: '6' 2.0771%/4, a.m. p.m. Req tiestef: 41F� Phone o: 7476--`-)-W 'quo ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: getFP 3vwC24 mei gI F 17rif0A-L', Nom; —r A—P)111-75 77Pa 714iz7 inspector: &74C-- P/2 -1-1C-4-4412 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit -D1-7 0119 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: 61', h - i.,0 -6-S( Type of Insp ction: • KO H� Address: iqg 8 % An S Date Called: Special Instructions: Date Wanted: ()Igl(e a.m. p. • Requester: Phone No: Approved per applicable codes. COMMENTS: orrections required prior to approval. 14-1220i pedvto& pr.,5 ‘0.-401J) 0.0) VAA.tva WA'":\ Inspejtor:: Date: I) REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Calf to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: 6 i nq_% gestder tccf -fie Type of Inspection: cc/VS LA ) 5 . Address: /V3 S A/6 XII S Date Called: Special Instructions: Date Wanted: I I ?la a m:' i Requester: Phone No: 59 Approved per applicable codes. Corrections required prior to approval. COMMENTS: ef iu_12,01 \DIAA Inspecto oitiimmtn, Dattell REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Btvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 1)17-0/V 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: ^�I S 10'19 11�R-S(CX�`stee Typetof Inspection: t 1 1F vxht01 FP:A/A.- Address: J�', !t2' 9 c3. ��' L-A e vo...Ante Special Instructions: Date Wanted m. //-9-2Di p.m. Lei-I� V !'- Requester: Phone No: 0 PL evi 6 1v1,5ri pi AL-- rbK - Pameft' & rm4-L Approved per applicable codes. Corrections required prior to approval. COMMENTS:0 /! $ • U✓1.cte9 rot'w - OA.- popezR6AALAJD o cl,,tkkJJ,2 A-1; --• e Gric Pipe rude -L- 051z -c-45* c L- 0 PL evi 6 1v1,5ri pi AL-- rbK - Pameft' & rm4-L ® Mr_r_Anc,JA.%co„ Fr L- 6K- M&41044105Y- OW cJL, Date j / — S , 2DC r REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 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 Pect: Sro'1Nq: LO -f- # ie Type of Inspectio n: ars,,,£FF c-1 i Address' Lc i/;Ii1 �W � yr - Date Callitd Special Instruction : ilieZir it LO f LA/Date g Wanted: m.• 7-31- ti( P.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: gAieT1 EF/ ( L Inspector: Date: 73/_2€3/ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 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 PO- O Project: . ,'� ter 6` Typeof Inspection: t I tV- S o -n A dress: I9Q2' II& LA), 5e Date Called9 3-1- & Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: cIty 514,W —ck FL. ZA)UL4t , o k Inspector: 6 j� /1f. 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 D17-0118 6300 Southcenter Blvd., #100, Tukwila: WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: 0i1� 467--8 Type of Inspection: exiaiG- mswidi-r Address: / y lir 47# 4146; Date Called: Special Instructions: G'rihjN6 /sU •776A) Date Wanted: 1-1S —18 m': p.m. Requester: Phone No: 0Approved per applicable codes.al Corrections required prior to approval. COMMENTS: Nd 411 -L40 -rte A -e ct(55 Inspector: -0$ 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 Dr7--019 Project • Gl�rH 4®T Type of Ins ection: -LA 1 r• Address: ti-! Special Date Cal d: Inst uctions: - Date Wanted: ^- / �.m , 1 p.m. Requ ster: Phone No: gApproved per applicable codes. Corrections required prior to approval. COMMENTS: LSULA-776/1) Inspector: Date: I —5'18 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 TUKWI.LA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 AIZ-a1ge Project: y4 Type of Inspection: Address:rrp O,TO 1�ib 4C n -1,N,,$) Date Called: Special Instructions:Date LATI}/&-i J8 L 6 Wanted: "? .` I , i a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Dat 2 (Q-16 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. 4 -CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 D17-0198 Project: Si N6 /ZeSiDi Type of Inspection: Address: Ma28 qte7liL.N''S'> Date Called: Special Instructions: � pi RE flail trials) ��Z r.SV iJ Date Wanted: 8a18 Ca.m7 � Requester: Phone No: ►1 Approved per applicable codes. Corrections required prior to approval. COMMENTS: o R - i)ft-1-1- i n,s-o -novo Q — pIi°4' INSULIN -176A) Inspector: Date: '01‘-8-18 8d18 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 DI7-o;18 Project: S%1/6-.14 RES05./11.f Type of Inspection: 6 t - Pipi,`D cr' /'-SUJ*77`'.V/ ,, Address: ff kr // T Z/"� f`i'rr Date Called: Vg i -MINE,-- Special Instructions: LOT &45' /=.//22#? Mieler //`/sE p,/Di,/ %,Nsviii-Tre .i 6 -4/32/A(6 -Phone Date Wanted: a.m. , p.m. Requester: No: Q....Approved per applicable codes. El Corrections required prior to approval. COMMENTS: 61",_ FU1 014 _ QHS G/lt( P2ft mmYsAA! 6 t - Pipi,`D cr' /'-SUJ*77`'.V/ +<a°r4--iJ&l -Al OS 'Mcc/41�o / `P G ir Vg i -MINE,-- Inspector: Date: ��gg REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION N0. INSPECTION RECORD Retain a copy with permit b17 --ca PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit. Inspection Request Line (206) 438-9350 Project: //V P. 5, Type of Inspection: Address: /0326 *7h' J,N, tg, Date tailed: Special Instructions: 407-6, ilmc#4,061-L_ Re300/ /I✓ cS P/P/'V it'dWH- Date Wanted: i 4`C� a:m' Requester: Phone No: Approved per applicable codes. E1 Corrections required prior to approval. COMMENTS: 6K -- EC 'ciet l_ /C.006/7 -/,/ 64-<- S PSP/rjjj- R6o6H-V Inspector: Date: —/ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Di7-S)9& Project: Type of Ins ection: Address: Date Called: Special Instructions: /�� C_ Date Wanted: a.m. p.m. Requester: Phone No: pproved per applicable codes. Corrections required prior to approval. COMMENTS: "r -H- (f ec iir Oic t LIS. ofl ) j of Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION I 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 D17-©icpe Project: 0> ), 'MDI 'E Type of Inspection: , L k/1 PL.01115IN Addre{sss: 9-&7 j� /9 3 !'i. !,7:/ / 04 A6 Date Called: ---, Special Instructions: Date Wanted: /f8-%7 p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 6 lrJnRi PCU i&8iiiL6- ' H-- I ?W / Pc_ 4(X/6 Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Di7-0148 Project: sING-R- Type of Inspection: }Zoon S't-4 77N Address: I LFB 2S 4 i- J j . Si Date Called: Special Instructions: /J31-8 Date Wanted: // /40 ./ 7 p.m: Requester: Phone No: pproved per applicable codes. Corrections required prior to approval. COMMENTS: 6K Rte Inspector: Date: 7/ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 P/7— aig5 Project: 511011 R >J Ce Type of Inspection: f 'm- Wiii/WS/Cfrg Address: / YeaseS 477/ ,.N, Date Called: Special Instructions: LP1% Date Wanted: //-9-t7 (a.m., p.m. Requester: Phone No: Approved per applicable codes. 11 Corrections required prior to approval. COMMENTS: tofLL ` ` 6 v%r /A Inspector: Date:// i 7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431.-3670 Permit Inspection Request Line (206) 431-2451 Project: 5).6164/ RIZEI AWOL Type of Inspection: VIJATR-FLcoi t FRIG -VVI Address: 1 52-E5 4Lem+ LN 5. Date Called: Special Instructions: Ldi' Date Wanted: fa -1 �'1� a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: /1w1/4-. Date: /ell/A REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 4311-3670 Permit Inspection Request Line (206) 438-9350 Project: ;i ✓iu J 1.f66Ai`C" . Type of Inspection: CIm -er;L i1Pn»i/i' Address:�� »/ ;2$ 1/6 Lid S Date Called: Special Instructions: 2o Date Wanted: • ! i Gari. mm. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: CAxia..4(4,L.-% agR. 66.1r-7:4-`" Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: S,i.164i beWc6 Type of Inspection: C kiC ie6 Sts4B Adydress: /reek M Date Called: Special Instructions: 1er 6 Date Wanted: A® f® 7 p.m. Requester. Phone No: 0 Approved per applicable codes. Corrections required prior to approval. COMMENTS: �- e(b ecioc 2s vertAittr-- 903- am -by Date: /0/ 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 o-016 oject: PS/4/6"44 S//,✓ 4✓ a ifie---Alee Type of Inspection: (i C ((f1 z! S [A Address: /9z W m GTJ Date Called: Special Instructions: Date Wan Requeste Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: (7A-Axii5u.,66 R --re eourrz40--m..(c, ac-acy- Inspector: Date: zcJ/ 7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INS TION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: 06 Type spection: Ad//dress: jj�� Date Called: Special Instructions: © !, r/f„ Date Wantd _ l a.m. �m Requester Phone No: ►_a Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit F1)17- 016! INSCTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ct:�� p * 6� Si1i ii 2 iuCA 6- Typ Inspection: tJ ` %e,A/ llagtz Address: Date Called: Special Instructions: �'Date 4or t, r L r/i Wante �aa.m. Requeste . Phone No: igApproved per applicable codes. ['Corrections required prior to approval. COMMENTS: 'Inspector: Date: ,/ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 - 0/96 Project: SFA[ 1 eal DEQ Type opection: A) Address: Date Called: Special Instructions: 10 6 Date Wanted: / "7 Y Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date:*7 `7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit , TN. /,e-5-aos PERMIT NUMBERS } CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: , 1,6&(Or 11,Type of InsE ct: Hrs.:/ Address:! h_ Suite #: (�q� 4-6 G1J 5_ Contact Person: Special Instructions: Phone No.: JIved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Hrs.:/ Fire Alarm: /U e1) 7h'T f'(i-w S 7 zL&- 017-16/1- rt) (O/ vE'-- Pre -Fire: `1 SP/�(' x t 5 /,✓1_. 6 a Cru— f'C `T -'T <s`iG,.7 v,, 06 zr_ Needs Shift Inspection: Sprinklers: Hrs.:/ Fire Alarm: Hood & Duct: Monitor: Pre -Fire: `1 Permits: Occupancy Type' Inspector: .4/1 cZV Date: /f7// 5( Hrs.:/ $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: l City: State: f Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit D11- Diet JF] -5- dv� PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project ,Q / `../...# & Type of Inct Hood & Duct: Address: Suite #: ygze k. ( N. Contact Person: / Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 7 0 f — iA-ss J — (' 6\4,e_ r Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: ; . _j Date: 212,//5 Hrs.: 1. 0 $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: — Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit 1 , 1 or". PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project:! ` i4vt" Ho \t ta—K Type of Inspection: Address: i Suite #: � ,�r�� (42?4,66ntact Person: me -i) Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: V . 1 A r lI .i O 5t'i boss - ► (t rimif- Needs Shift Inspection: —4 Sprinklers: Hrs.: I Fire Alarm: /-r-) Hood & Duct: 7/ Monitor: (.4--- Pre -Fire: Permits: Occupancy Type: Inspector: cA'' ' Date: /6/4,,M Hrs.: I $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Word/Inspection Record Form.Doc riL0 STRUCTURAL CALCULATIONS BEAMS SHEAR FOUNDATION Prepared by: Bruce S. MacVeigh, P.E. Civil Engineer 14245 59th Ave. S. Tukwila, WA 98168 Cell Ph: (206) 571-8794 NEW RESIDENCE 14828 46th Lane S. Tukwila, WA 98168 (Site Lot #8) Sidhu Homes Gary Singh 206-244-1900 July 13, 2017 REVIEWED FOR CODE COMPLIANCE APPROVED AUG 11 2017 City of Tukwila BUILDING DIVISION n RECEIVED CITY OF TUKWILA JUL 182017 PERMIT CENTER EXPIRES: 4/24/ fy /3 3 -Pt / )7 176 3 BEAM CALCULATIONS JOIST AND BEAM NOTE: 1. Unless otherwise shown, all beams and headers longer than 3' are to be 3.125" x 12" Glulam beams or better. 2. Headers with a span of 3' or less are to be 4" x 12" DF#2 or better. 3. All floor joists, unless otherwise shown are 11-7/8" TJISE4i at 16" spacing. BEAM CALCULATIONS DATE: 13/ yci PROJECT: rAw rive-eive/— zo -7. 6" //S BEAM LOCATION: 76 7 BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Cell: (206) 571-8794 y SPAN = L = /' FEET DL = PSF LL = `V'c2 PSF THEREFORE TL, 5 PSF /GeJte' "1. w = TL x width contrib. area = 73 PLF MDES. (UNIF. LOAD) = W X = 7•// = •21 T4-6 MDES. (POINT LOAD) = BEAM OR JOIST TYPE : GRADE: S = b x d2/6 1N3 = THEREFORE: MCAP. = S Fb MCAP. =- GREATER THAN MDES. L /L FT # FT # FT # IN # )IL x P) x X FT # FT # FT # IN # Fb = (Min: S Req'd = IN3 PSI IN # = 3, 0 1)4,4 -734-B-z Er. = Z, 34(,# REQUIRED THEREFORE OKAY Design Properties, Material Weights, and Job -Site Safety . F Trus Joist Design Properties (100% Load Duration) • Tile Joist Specifier's.Guide 2025 • January 2004 Depth q.� TJI® :Basle Properties • %`Reaction Properties . r 31, Intermediate r Reaction (lbs) -re; Maxtmumn ; �W . ;Joist z� Resistive i-? Joist 0ifiy Weight � Moinentt1) , EI x 106 ` (Ibslff) ., n , (ft lbs) ; (In 2 lb's) ,,, Maximum Vertical' Shear (Ibs)t 13/4" . End � ":Reacti»nn , (Ibs) yr : 'No`Web 'With Web , ;Stiffeners :Stiffeners.<. 110 ' 23 _' ,= 2,380 ,if -- " .:f.:140.7•:;: 1220 885 i 135` `' N A 7.'::':' 210 >- : 2'6`. ,, ,2 860 t '.:.' 167, " '.1,330 r r:. .4.4;.980* ,•••• 1..,,035W.,, .,, 885. ,21145. •2,410 1,935 ,.,: ' N.A:-:::.- ..: ,*.i, N A._'.., • . < 2 295 ..:.".230..:_' 27 : r' .:+;3,175.,:. ; r, .183,.:f ; 1;330 ';, �11' :110''''''.•'.25 t r x 3 0 15 . ' X 238 1 `560 210: >.'2 8 _ r , 3,620 0 283 :`` 61 55. 980'"= 2,1,45'.!..,%::'''f;2,0050,:-..;-:- 410 {_,, 2 765 . 230 . • 3 0 4,015 ` 310: 1;655,_•:.7.1..;0351.)..!.•:2 360• 3 0.5 fi 180 Y 419 ; 1705 - 1.080 - .2,460: 560.: s'90,.;4 `:t=a9,500(bil V,g 36.-, ,r.. '2,050 : g.1;2.65.n? ,i.. ..3;000 zeg 3,475 .. x 4 14" k.""..560.•••-..,',...,2 1102'8' - y 3,565 '' -t 351 '-` 1;860 885 ,` . `..,.'.:.1.;9.35--''''---. '''';2•295 ; . • 210 .< ' ,131 tlir 4,280' ;-4% 4152;: .. , 454 . f ,.1,945• &.." 1,945 g 980X0 4 035P .2;145. b.t .2505::. 2,410 $ y c , 2,765 : - 230 3•3,tib 4,755 " s 360 i'''''• 33 b 7;335 .,,; , 612:s 1,955'. :x.',1,080. ; . ,:,.:2,460 ;z ,«2,815..; .; r� . A.:11275 ; -. "'" 4926 - ` 21390 x '- - X1,265 w 3,000 �' -.r 3;475: , :.- ' 16' 210 , :t' 3 3' =A f4,895 1566. "- 2,190 »-980", 2;145 r `. 2,505 - :" • :. 230 » 3'S"', 4�n t x5;440 t. ,618. ` 2;190,,,,1 ' . r' 1 03`5 = , . 2410 -' 2,765 360 .. 3 5 s - 8.,405 x }.:830° . ; ..2190 ., ; .1.;080?'n: . '2,460 ;;-;:2815`; ,. .4,;265a ..t . 3;000..3 .,;', 31475.:= 561:1 ' 5t,If c. 4,:21925 :..w .:1,252,-.k._ : ,2,710 ..,.A (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 TJI® 110, 210, 230, and'360 Joists TJI® 560 Joists 22.5 wL4 2.67 wL2 22.5 wL4 2.29 wL2 El + dx105 A- El + dx10s w = uniform load in pounds per linear foot L = span in feet d = out -to -out depth of the joist in inches El = value from table above TJI® joists. are intended for dry -use applications Az_L Material Weights (Include TJI® weights in dead load calculations -see Design Properties table at left for joist weights) Floor Panels Southern Pine .• Wfz` plywood 1.7.psf 5,43' plywood 2 0 psf 3/4" plywood 2.5 psf 1W plywood 3.8 psf 1h' OSB • 1.8 psf I OSB 2.2 .psf I 3/4' OSB 2.7 psf OSB 3.1 psf 1W%' OSB 4.1 psf i• 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 (3,13' 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 3/4' ceramic or quarry tile 10.0 psf Concrete: Regular (1') 12.0 psi Lightweight (1') 8.0 to 10.0 psf Gypsum concrete (3/4') 6.5 psf Ceilings Acoustical fiber tile 1 0 psi 1' gypsum board 5,43" gypsumboard 2.8 psf Plaster (1° thick) 8.0 psf Lai k of concer..xpr proper bratangAtii ng construction can : sresuit InKseriouslccidents �Under:normalconditions;lithe i4.; �follown'gxguidelines'are observed, accidents will be:avoidet ckirg na gets7",ri r.1, s and nio ststat en supports'of't xlbistssrriftsttieolfibietfy+(nsialled and pFoperlytaueo fish drat"th ands o d'b s cansals6 accoinpl efo' ; d6itiona id { ottoni flanges.. rom true alignmen BEAM CALCULATIONS DATE: PROJECT: BEAM LOCATION: 'Fi BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Cell: (206) 571-8794 SPAN = L = /0 FEET DL = 'S PSF LL = ° PSF THEREFORE TL = s PSF w = TL x width contrib. area = 9-0E3 PLF MDES. (UNIF. LOAD) = W X L218 = ©g /a /8 = /..?‘) /2 S.— MDES. (POINT LOAD) = ((L BEAM OR JOIST TYPE : 75 GRADE: FT # FT# FT# IN# )/L x P) x X FT# FT # FT # IN # Fb = 2 `f° ° PSI. (Min. S Req'd = IN3) S = b x d2/6 IN 3 = = 75` 670 IN3 THEREFORE: MCAD. = S . Fb = IN # MCAD. _ 75.00 = /8d Dot, IN# GREATER THAN MDES. = l 77f ! z S— IN # REQUIRED THEREFORE OKAY BEAM CALCULATIONS DATE: PROJECT: BEAM LOCATION: BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Cell: (206) 571-8794 SPAN = L = / 2 FEET . DL = / PSF LL = 1.0 PSF THEREFORE TL = :S`5- PSF /Z w = TL x width contrib. area = ¢1a P LF MDES. (UNIF. LOAD) — W X L2 /8 4"(1,,( FT # FT # FT # IN# "/LxP)xXFT# FT # FT # IN # BEAM OR JOIST TYPE : (./ GRADE: 5 --rd • Fb = 4(9© PSI 3%8"x/Z. S = b x d2/6 IN3 = THEREFORE: MCAP. S Fb MCAP. GREATER THAN MDES. (Min. S Req'd = IN3) IN3 IN # /A,oo IN# = G ° IN # REQUIRED THEREFORE OKAY BEAM CALCULATIONS DATE: PROJECT: BEAM LOCATION: ,5E/4/-7 BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Cell: (206) 571-8794 SPAN = L = /O { FEET DL = / S PSF LL = 4d PSF THEREFORE TL = s S` PSF t X w = TL x width contrib. area = Z 7 S PLF MDES. (UNIF. LOAD) = W x L2/8 27:S /02/8 FT # FT # FT # IN# MDES. (POINT LOAD) = ((L -z.X) / L x P) x X FT # FT # FT # IN# BEAM OR JOIST TYPE : ZS GRADE: Fb = �,1"o PSI 378"xla" S = b x d2/6 IN3 = THEREFORE: MCAD. MCAP. S • GREATER THAN MDES. (Min. S Req'd = IN3) IN3 IN# = /Ro,c20)IN# = 46 25---° IN # REQUIRED THEREFORE OKAY BEAM CALCULATIONS DATE: PROJECT: BEAM LOCATION: BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Cell: (206) 571-8794 SPAN = L = /6 FEET DL = PSF LL = 4-61 PSF THEREFORE TL = ,SS" PSF w = TL x width contrib. area = Z 7 s PLF 70( ( MDES. (UNIF. LOAD) = w x L2/8 = 27S, /6 2/� = /0 � 9 X)/L x P FT # FT# FT # IN# X FT# FT # FT # IN # BEAM OR JOIST TYPE : GRADE: S7) Fb = 4° e PSI -.77er S = b x d2/6 IN3 = THEREFORE: McAP. = S MCAP. GREATER THAN MDES. (Min. S Req'd = IN3) IN3 IN# = / o,aoo IN# _ THEREFORE OKAY to 6e 4 IN # REQUIRED BEAM CALCULATIONS DATE: PROJECT: BEAM LOCATION: SPAN = L = l/ FEET BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Cell: (206) 571-8794 DL = " PSF LL = PSF THEREFORE TL = 5 PSF w = Ii x width contrib. area = MDES. (UNIF. LOAD) w x L2/8 MDES. (POINT LOAD) = ((I 9?) e ry-6 X)/LxP PLF FT # FT # FT# IN # X FT # FT # FT # IN# BEAM OR JOIST TYPE : GRADE: S Fb = -; 4° CI PSI S=bxd2/6 IN3 = (Min. S Req'd = IN3) IN3 THEREFORE: McAP. = S Fb = IN # MCAP. GREATER THAN MDES. = /9 c,O IN# = E'? c7 IN # REQUIRED THEREFORE OKAY 4 BEAM CALCULATIONS DATE: --- PROJECT: BEAM LOCATION: SPAN = L = /a) FEET Ply BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Cell: (206) 571-8794 DL = /5- PSF LL = 4° PSF THEREFORE TL = sS PSF w = TL x width contrib. area = • 5-5—° PLF S'S /0 MDES. (UNIF. LOAD) MDES. (POINT LOAD w x L2/8 5-6 (5 7) ® 6 FT # FT # FT # IN# X FT # FT # FT # IN # BEAM OR JOIST TYPE :. GRADE: 5.--7,0 Fb = 0 PSI (Min. S Req'd = /7 / S= b x d2/6 IN3 = = f 2 0 IN3 THEREFORE: MCAD. = S Fb MCAP. = /23. ©g cam,q'e C) GREATER THAN MDEs. IN # IN # = ?6' ?j.c)e IN # REQUIRED THEREFORE OKAY 4 BEAM CALCULATIONS DATE: PROJECT: BEAM LOCATION: BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Cell: (206) 571-8794 SPAN = . L = /( FEET DL = / PSF LL = PSF THEREFORE TL = S5 PSF w = TL x width contrib. area = z 7 PLF SSn � MDES: (UNIF. LOAD) = W x L2/8 FT # 75-F�/Z/9 FT# FT # 4% 9 / Z- IN # MDES. (POINT LOAD) = ((L BEAM OR JOIST TYPE : /`-t/ ',die GRADE: S = b x d2/6 IN3 = X)/L x P X FT # FT# FT # IN # f.747'?"' Fb= x75- PSI (Min. S Req'd = IN3) = 7Y. IN3 THEREFORE: 'quip. = S • Fb = IN # McAP. _ '73, �'75�" _ Co / IN # GREATER THAN MDES. = erg, 7/.Z IN # REQUIRED THEREFORE OKAY SHEAR CALCULATIONS NOTE THAT FRAME WALLS IN THE BASEMENT AREA ARE CONSTRAINED FOR SHEAR LOADING BY THE INTERSECTING CONCRETE FOUNDATION RETAINING WALLS. BY INSPECTION, THE SHEAR WALLS FOR EXTERIOR FRAME WALLS SHALL BE THE SAME TYPE AS USED FOR THE MAIN FLOOR ABOV& THIS ASSUMPTION IS CONSERVATIVE. i/pAR_ G' ' c9H7->` WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN garysinghlot8.wsw Level 2 of 2 WoodWorks® Shearwalls 11.0.1 81.4 – 441.0 441.0 – 81.4 July 13, 2017 06:57:48 60' 55' '4330 B-1 76,E O 0 IF, A-1 Q 96.3 – 216.2 216.2 96.3 ' 0 50' 45' 40' 35' m LO 30' cv 25' 52.6 - 412.2 -15' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' 70' 75' 80' 85' — Factored shearline force (lbs) k Factored hoiddown force (lbs) • C Compression force exists Vertical element required .Loads: Directional Case 1 Wind (W); 4 4 I Unfactored applied shear load (pit) 0-0 Unfactored dead load (pif.ibs) (Q–Q Unfactored uplift wind load (plf,lbs) Applied point load or discontinuous shearline force (lbs) Forces: 0.6W + 0.6D; Flexible distribution 20' 15' 10' 5' 0' -5' -10' -15' -20' -25' -30' WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN garysinghlot8.wsw Level 1 of 2 Wood Works® Shearwalls 11.0.1 152.4 it 1111111? Ml 111111111 MI 111111111111? 1 1 i I I C&C 60.22/71.171.1 B -C 29j� Sz3� A-1 6:2/71.6Z' 97 209 8 1 July 13, 2017 06:57:48 60' 55' -15' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' 70' 75' 80' 85' Factored shearline force (lbs) 4 4 4# Unfactored applied shear load (plf) a Factored holddown force (lbs) (3)—O Unfactored dead load (plf,lbs) e C Compression force exists 0-0 Unfactored uplift wind load (plf,lbs) II Vertical element required ----{i Applied point load or discontinuous shearline force (lbs) Loads: Directional Case 1 Wind (W); Forces: 0.6W + 0.6D; Flexible distribution 50' 45' 40' 35' 30' 25' 20' 15'. 10' 5' 0' -5' -10' -15' -20' -25' -30' WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls 11.0.1 garysinghlotSa.wsw Project Information DESIGN SETTINGS Jul. 17, 2017 11:59:50 Design Code Wind Standard Seismic Standard IBC 2015/AWC SDPWS 2015 ASCE 7-10 Directional (All heights) ASCE 7-10 Load Combinations For Design (ASD) For Deflection (Strength) 0.70 Seismic 1.00 Seismic 0.60 Wind 1.00 Wind Building Code Capacity Modification Wind Seismic 1.00 1.00 Service. Conditions and Load Duration Duration Temperature Moisture Content Factor Range Fabrication Service 1.60 T<=1OOF 15% dry 10% dry Max Shearwall Offset [ft] Plan Elevation (within story) (between stories) 0.50 0.83 Maximum Height -to -width Ratio Wood panels Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 3.5 - - - 2.0 1.5 Ignore non -wood -panel shear resistance contribution... Wind Seismic Never Always Collector forces based on... Hold-downs Applied loads Drag struts Applied loads Shearwall Relative Rigidity: Deflection -based stiffness of wall segments Perforated shearwall Co factor: SDPWS Equation 4.3-5 Non -identical materials and construction on the shearline: Allowed, except for material type Deflection Equation: 3 -term from SDPWS 4.2-1 Drift limit for wind design: 1 / 500 story height SITE INFORMATION Wind ASCE 7-10 Directional (All heights) Seismic ' ASCE 7-10 12.8 Equivalent Lateral Force Procedure Design Wind Speed 130 mph Serviceability Wind Speed 100 mph Exposure Exposure C Enclosure Partly Enclosed Min Wind Loads: Walls 16 psf . Roofs 8 psf Risk Category Structure Type Building System Design Category Site Class Category II - All others Regular Bearing Wall D D Spectral Response Acceleration S1: 0.400g Ss: 0.750g Topographic Information [ft] Shape Height Length - - - Site Location: - Fundamental Period T Used Approximate Ta Maximum T E -W 0.247s 0.247s 0.345s N -S 0.247s 0.247s 0.345s Elev: Oft Avg Air density: 0.0765 lb/cu ft Rigid building - Static analysis Response Factor R 6.50 6.50 Case 2 E -W loads N -S loads Eccentricity (%) 15 15 Loaded at 75% Fa: 1.20 Fv: 1.60 1 WoociWorks® Shearwalls garysinghlot8a.wsw Jul. 17, 2017 11:59:50 Structural Data STORY INFORMAT ON BLOCK and ROOF INFORMATION Story Elev [ft] Floor/Ceiling Depth [in] Wall Height [ft] Hold-down Length subject to shrinkage [in] Bolt length [in] Ceiling Level2 Level 1 Foundation 21.67 13.67 2.83 2.00 0.0 10.0 1D . D 8.00 1D . DD 13.8 13.8 14.5 14.5 BLOCK and ROOF INFORMATION 2 Block Dimensions [ft] Face Type Roof Panels Slope Overhang [ft] Block 1 2 Story N -S Ridge Location X,Y = 0.00 0.00 North Hip 30.0 1.00 Extent X,Y = 67.00 37.00 South Hip 30.0 1.00 Ridge X Location, Offset 33.50 0.00 East Side 30.0 1.00 Ridge Elevation, Height 41.01. 19.34 West Side 30.0 1.00 2 WoczdWorks® Shearwalis garysinghlot8a.wsw Jul. 17, 2017 11:59:50 SHEATHING MATERIALS by WALL GROUP Grp Surf Material Ratng Sheathing Thick in GU in Ply Or Gvtv lbslin Size Fasteners Type Df Eg in Fd in Bk Apply Notes 1 2 I nnanrl Ext Ext Struct Sh OSB Struct Sh OSB 24/16 24/16 7/16 7/16 - - 3 3 Horz Horz 83500 83500 8d 8d Nail Nail N N 3 4 6 6 Y Y. 2,3 2,3 • 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 lb/in. of depth from SDPWS Tables C4.2.2A-B Type — Fastener type from SDPWS Tables 4.3A -D: Nail — common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for GWB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing; Box - box nail; Casing — casing nail; Roof — roofing nail;; Screw — drywall screw Size - Common, box, and casing nails: refer to SDPWS Table Al (casing sizes = box sizes). Gauges: 11. ga = 0.120"x 1-3/4" (gypsum sheathing, 25/32" fiberboard ), 1-1/2" (lath & plaster, 1/2" fiberboard); 13 ga plasterboard = 0.92" x 1- 1/8". Cooler or gypsum wallboard nail; 5d = .086" x 1-5/8"; 6d = .092" x 1-7/8" 8d = .113" x 2-3/8"; 6/8d = 6d base ply, 8d face ply for 2 -ply GWB. Drywall screws: No. 6, 1-1/4" long. 5/8" gypsum sheathing can also use 6d cooler or GWB nail Df— Deformed nails ( threaded or spiral), with increased withdrawal capacity Eg — Panel edge fastener spacing Fd — Field spacing interior to panels Bk - Sheathing is nailed to blocking at all panel edges; Y(es) or N(o) Apply Notes — Notes below table legend which apply to sheathing side Notes: 2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3.7.1.4 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 St3PWS T4.311. Mote 2. FRAMING MATERIALS and STANDARD WA Wall Species Grade b d Spcg SG E Standard Wall Grp in in in psiA6 1 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 2 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 Leaand- Wall Grp — Wall Design Group b — Stud breadth (thickness) d — Stud depth (width) Spcg — Maximum on -centre spacing of studs for design, actual spacing may be less. SG — Specific gravity E - Modulus of elasticity Standard Wall - Standard wall designed as group. Notes: Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs. 3 WoodWorks® Shearwalls garysinghlot8a.wsw Jul. 17, 2017 11:59:50 SHEARLINE, WALL and OPENING DIMENSIONS North -south Shearlines Type Wall Group Location X[ft] Extent [ft] Start End Length [ft] FHS [ft] Aspect Ratio Height [ft] Line 1 Level 2 Line 1 Seg 2 0.00 0.00 37.00 37.00 37.00 - 8.00 Wall 1-1 Seg 2 0.00 - 0.00 37.00 37.00 37.00 0.22 Levell Line 1 Seg 1 0.00 0.00 37.00 37.00 37.00 - 10.00 Wall 1-1 Seg 1 0.00 0.00 37.00 37.00 37.00 0.27 - Line2 Levell Line 2 Seg 50.00 0.00 37.00 37.00 0.00 - 10.00 Wall 2-1 Seg 50.00 20.00 21.00 .1.00 0.00 10.00 - Line 3 Level 2 Line 3 2 67.00 0.00 37.00 37.00 27.00 8.00 Wall 3-1 Seg 2 67.00 0.00 37.00 37.00 27.00 - - Segment 1 - - 0.00 18.00 18.00 - 0.44 - Opening 1 - - 18.00 22.00 4.00 - - 7.00 Segment 2 - - 22.00 31.00 9.00 - 0.89 - Opening 2 - - 31.00 35.00 4.00 - - 7.00 Segment 3 - - 35.00 37.00 2.00 - 4.00 - Level1 Line 3 1 67.00 0.00 37.00 37.00 35.00 - 10.00 Wall 3-1 Seg 1 67.00 0.00 37.00 37.00 35.00 . " - - Segment 1 _ - - 0.00 17.00 . 17.00 - 0.59 - Opening 1 - - 17.00 19.00 2.00 - - 7.00 Segment 2 - - 19.00 37.00 18.00 - 0.56 - East -west Type Wall Location Extent [ft] Length FHS Aspect Height Shearlines Group, Y [ft] Start End [ft] [ft] Ratio (ft] Line A Level 2 Line A 2 0.00 0.00 67.00 67.00 39.00 - 8.00 Wall A-1 Seg 2 0.00 0.00 67.40 61.00 39.00 - - Segment 1 - - 0.00 5.00 5.00 - 1.60 - Opening 1 - - 5.00 10.00 5.00 - - 7.00 Segment 2 - - 10.00 18.00 8.00 - 1.00 - Opening 2 - - 18.00 20.00 2.00 - - 7`.00 Segment 3 - - 20.00 33.00 13.00 - 0.62 - Opening 3 - - 33.00 38.00 5.00 - - 7.00 Segment 4 - - 38.00 44.00 6.00 - 1.33 - Opening 4 - - 44.00 50.00 6.00 - - 7.00 Segment 5 - - 50.00 54.00 4.00 - 2.00 - Opening 5 - - 54.00 64.00 10.00 - - 7.00 Segment 6 - - 64.00 67.00 3.00 - 2.67 Levell Line A 1 0.00 0.00 67.00 67.00 17.00 - 10.00 Wall A-1 Seg 1 0.00 0.00 67.00 67.00 17.00 - - Segment 1 - - 0.00 2.00 2.00 - 5.00 - Opening 1 - - 2.00 11.00 9.00 - - 7.00 Segment 2 - - 11.00 12.00 1.00 - 10.00 - Opening 2 - - 12.00 28.00 16.00 - - 7.00 Segment 3 - - 28.00 33.00 5.00 - 2.00 - Opening 3 - - 33.00 39.00 6.00 - - 7.00 Segment 4 - - 39.00 44.00 5.00 - 2.00 - Opening 4 - - 44.00 50.00 6.00 - - 7.00 Segment 5 - - 50.00 54.00 4.00 - 2.50 - Opening 5 - - 54.00 64.00 10.00 - - 7.00 Segment 6 - - 64.00 67.00 3.00 - 3.33 - Line B Level 2 Line B 2 37.00 0.00 67.00 67.00 44.00 - 8.00 Wall B-1 Seg 2 37.00 0.00 67.00 67.00 44.00 - - Segment 1 - - 0.00 6.00 6.00 - 1.33 - Opening 1 - - 6.00 11.00 5.00 - - 7.00 Segment 2 - - 11.00 19.00 8.00 - 1.00 - Opening 2 - - 19.00 24.00 5.00 - - 7.00 Segment 3 - - 24.00 27.00 3.00 - 2.67 - Opening 3 -. - 27.00 30.00 3.00 - - 7.00 Segment 4 - - 30.00 34.00 4.00 - 2.00 - Opening 4 - - 34.00 38.00 4.00 - - 7.00 4 WoodWorks® Shearwalls garysinghlot8a.wsw Jul. 17, 2017 11:59:50 SHEARLINE, WALL and OPENING DIMENSIONS (continued) Segment 5 Opening 5 Segment 6 Level 1 Line B Wall B-1 Segment 1 Opening 1 Segment 2 Opening 2 Segment 3 Opening 3 Segment 4 Opening 4 Segment 5 Opening 5 Segment 6 Seg 1 1 - 38.00 56.00 18.00 - 56.00 62.00 6.00 - 62.00 67.00 5.00 37.00 0.00 67.00 67.00 38.00 37.00 0.00 67.00 67.00 38.00 - - 0.00 3.00 3.00 - 3.33 - 3.00 5.00 2.00 - - 5.00 10.00 5.00 - 2.00 - 10.00 15.00 5.00 - - - 15.00 23.00. 8.00 - 1.25 - 23.00 34.00 11.00 - - 34.00 39.00 5.00 - 2.00 - 39.00 45.00 6.00 - - - ' 45.00 54.00 9.00 - 1.11 - 54.00 59.00 5.00 - - - 59.00 67.00 8.00. 1.25 0.44 1.60 7.00 10.00 7.00 7.00 7.00 7.00 7.00 Legend: Type Seg = segmented, Prf = perforated, NSW = non-shearwall Location = Dimension perpendicular to wall FHS - Length of full -height sheathing used to resist shear force. For perforated wails, it is based on the factored segments Li defined in SDPWS 4.3.4.3 Aspect Ratio - Ratio of wall height to segment length (h/bs) Wall Group - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall WooaWorks® Shearwalls garysinghlot8a.wsw Jul. 17, 2017 11:59:50 Loads WIND SHEAR LOADS (as entered or generated Level2 Block F Element Load Case Wnd Dir Surf Dir Prof Location [ft] Start End Magnitude [Ibs,plf,psf] Start End Trib Ht [ft] Block 1 W L Roof Min W ->E Wind Line -0.55 18.50 0.0 79.7 Block 1 VI L Roof 1 W ->E Mind Line -0.55 18.50 0.0 131.4 Block 1 W Wall Min W ->E Wind Line 0.00 37.00 32.0 Block 1 W Wall 1 W ->E Wind Line 0.00 37.00 89.9 Block 1 W R Roof 1 W ->E Wind Line 18.50 37.55 131.4 0.0 Block 1 W R Roof Min W ->E Wind Line 18.50 37.55 79.7 0.0 Block 1 E L Roof Min W ->E Lee Line -0.55 18.50 0.0 79.7 Block 1 E L Roof 1 W ->E Lee Line -0.55 18.50 0.0 370.3 Block 1 E Wall Min W ->E Lee Line 0.00 37.00 32.0 Block 1 E Wall 1 W ->E Lee Line 0.00 37.00 41.9 Block 1 E R Roof Min W ->E Lee Line 18.50 37.55 79.7 0.0 Block 1 E R Roof 1 W ->E Lee Line 18.50 '37.55 370.3 0.0 Block 1 W L Roof Min E ->W Lee Line -0.55 18.50 0.0 79.7 Block 1 W L Roof 1 E ->W Lee Line -0.55 18.50 0.0 370.3 Block 1 W Wall Min E ->W Lee Line 0.00 37.00 32.0 Block 1 .W Wall 1 E ->W Lee Line 0.00 37.00 41.9 Block 1 W R Roof 1 E ->W Lee Line 18.50 37.55 370.3 0.0 Block 1 W R Roof Min E ->W Lee Line 18.50 37.55 • 79.7 0.0 Block 1 E L Roof Min E ->W Wind Line -0.55 18.50 0.0 79.7 Block 1 E L Roof 1 E ->W Wind Line -0.55 18.50 0.0 131.4 Block 1 E Wall 1 E ->W Wind Line 0.00 37.00 89.9 Block 1 E Wall Min E ->W Wind Line 0.00 37.00 32.0 Block 1 E R Roof 1 E ->W Wind Line 18.50 37.55 131.4 0.0 Block 1 E R Roof Min E ->W Wind Line 18.50 37.55 79.7 0.0 Block 1 S L Roof Min S ->N Wind Line -1.81 33.50 0.0 81.5 Block 1 S L Roof 1 S ->N Wind Line -1.81 33.50 0.0 126.3 Block 1 S Wall 1 S ->N Wind Line 0.00 67.00 89.9 Block 1 S Wall Min S ->N Wind Line 0.00 67.00 32.0 Block,1 S R Roof 1 S ->N Wind Line 33.50 68.81 126.3 0.0 Block'l S R Roof Min S ->N Wind Line 33.50 68.81 81.5 0.0 Block 1 W L Roof Min S->23 Lee Line -1.81 33.50 0.0 81.5 Block 1 N L Roof 1 S ->N Lee Line -1.81 33.50 0.0 379.0 Block 1 N Wall 1 S ->N Lee Line 0.00 67.00 62.0 Block 1 N Wall Min S ->N Lee Line 0.00 67.00 32.0 Block 1 N R Roof Min S ->N Lee Line 33.50 68.81 81.5 0.0 Block 1 N R Roof 1 S ->N Lee Line 33.50 68.81 379.0 0.0 Block 1 S L Roof 1 N ->S Lee Line -1.81 33.50 0.0 379.0 Block 1 S L Roof Min N ->S Lee Line -1.81 33.50 0.0 81.5 Block 1 S Wall Min N ->S ' Lee Line 0.00 67.00 32.0 Block 1 S Wall 1 N ->S Lee Line _ 0.00 67.00 62.0 Block 1 S R Roof Min N ->S Lee Line 33.50 68.81 81.5 0.0 Block 1 S R Roof 1 N ->S Lee Line 33.50 68.81 379.0 0.0 Block 1 N L Roof 1 N ->S Wind Line -1.81 33.50 0.0 126.3 Block 1 N L Roof Min N ->S Wind Line -1.81 33.50 0.0 81.5 Block 1 N Wall 1 N ->S Wind Line 0.00 67.00 89.9 Block 1 N Wall Min N ->S Wind Line 0.00 67.00 32.0 Block 1 N R Roof Min N ->S Wind Line 33.50 68.81 81.5 0.0 Block 1 N R Roof 1 N ->S Wind Line 33.50 68.81 126.3 0.0 Level 1 Magnitude Trib Block F Element . Load Wnd Surf Prof Location [ftj [Ibs,plf,psf] Ht Case Dir Dir Start End Start End [ft] Block 1 W Wall Min W ->E Wind Line 0.00 37.00 32.0 Block 1 W Wall 1 W ->E Wind Line 0.00 37.00 85.9 Block 1 W Wall Min W ->E Wind Line 0.00 37.00 46.7 Block 1 W Wall 1 W ->E Wind Line 0.00 37.00 123.8 Block 1 E Wall Min W ->E Lee Line 0.00 37.00 46.7 Block 1 E Wall 1 W ->E Lee Line 0.00 '37.00 41.9 Block 1 E Wall Min W ->E Lee Line 0.00 37.00 32.0 Block 1 E Wall 1 W ->E Lee Line 0.00 37.00 61.1 Block 1 W Wall Min E ->W Lee Line 0.00 37.00 46.7 Block 1 W Wall Min E ->W Lee Line 0.00 37.00 32.0 Block 1 W Wall 1 E ->W Lee Line 0.00 37.00. 41.9 Block 1 W Wall 1 E ->W Lee Line 0.00 37.00 61.1 Block 1 E Wall Min E ->W Wind Line 0.00 37.00 46.7 Block 1 E Wall 1 E ->W Wind Line 0.00 37.00 85.9 Block 1 E Wall 1 E ->W Wind Line 0.00 37.00 123.8 Block 1 E Wall Min E ->W Wind Line 0.00 37.00 32.0 Block 1 S Wall Min S ->N Wind Line 0.00 67.00 32.0 6 Wood W o rks® S h ea rwa l is garysinghlot8a.wsw Jul. 17, 2017 11:59:50 WIND SHEAR LOADS (as entered or generated) (continued) Block 1 Block I Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 S Wall S Wail S Wall N Wall N Wall N Wall N Wall S Wall S Wall S Wall S Wall N Wall N Wall N Wall N Wall 1 S ->N Wind Min S ->N Wind 1 S ->N Wind 1 S ->N Lee Min S ->N Lee Min S ->N Lee 1 S ->N Lee Min N ->S Lee 1 N ->S Lee 1 N ->S Lee Min N ->S Lee Min N ->S Wind 1 N ->S Wind 1 N ->S Wind Min N ->S Wind Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 67.00 67.00 67.00 67.00 67.00 67.00 67.00 67.00 67.00 67.00 67.00 67.00 67.00 67.00 67.00 123.8 46.7 85.9 90.4 46.7 32.0 62.0 46.7 90.4 62.0 32.0 46.7 85.9 123.8 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 corner 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) loads.The program applies a load factor of 0.60 to wind loads before distributing them to the shearlines. r 7 WoodWorks® Shearwalls garysinghlot8a.wsw Jul. 17, 2017 11:59:50 WIND C&C LOADS Block Building Face Wind Direction Level Magnitude [psf] Interior End Zone Block 1 West Windward 2 60.2 71.1 Block 1 East Leeward 2 60.2 71.1 Block 1 West Leeward 2 60.2 71.1 Block 1 East Windward 2 60.2 71.1 Block 1 South Windward 2 60.2 71.1 Block 1 North Leeward 2 60.2 71.1 Block 1 South Leeward 2 60.2 71.1 Block 1 North Windward 2 60.2 71.1 Block 1 West Windward 1 60.2 71.1 Block 1 East Leeward 1 60.2 71.1 Block 1 West Leeward 1 60.2 71.1 Block 1 East Windward 1 60.2 71.1 Block 1 South Windward 1 60.2 71.1 Block 1 North Leeward"' 1 60.2 71.1 Block 1 South Leeward 1 60.2 71.1 Block 1 North Windward 1 60.2 71.1 8 WoodWorks® Shearwalls garysinghlot8a.wsw Jul. 17, 2017 11:59:50 BUILDING MASSES Level2 Force Dir Building Element Block Wall Line Profile Location [ft] Start End Magnitude [Ibs,plf,psf] Start End Trib Width [ft] E -W Roof Block 1 1 Line -1.00 38.00 345.0 345.0 E -W Roof Block 1 3 Line -1.00 38.00 345.0 345.0 N -S Roof Block 1 A Line -1.00 68.00 195.0 195.0 N -S Roof Block 1 B Line -1.00 68.00 195.0 195.0 Both Wall l-1 n/a 1 Line 0.00 37.00 40.0 40.0 Both Wall 3-1 n/a 3 Line 0.00 37.00 40.0 40.0 Both Wall A-1 n/a A Line 0.00 67.00 40.0 40.0 Both Wall B-1 n/a B 1 Line 0.00 67.00 40.0 40.0 Level 1 Magnitude Trib Force Building Block Wall Profile Location [ft] [Ibs,pif,psf] Width Dir Element Line Start End Start End [ft] Both Wall 1-1 n/a 1 Line 0.00 37.00 40.0 40.0 E -W Floor Fl n/a 1 Line 0.00 37.00 335.0 335.0 Both Wall 3-1 n/a 3 Line 0.00 37.00 40.0 40.0. E -W Floor Fl n/a 3 Line 0.00 37.00 335.0 335.0 Both Wall A-1 n/a A Line 0.00 67.00 40.0 40.0 N -S Floor Fl n/a A Line 0.00 67.00 185.0 185.0 N -S Floor Fl •n/a. B Line 0.00 67.00 185.0 185.0 Both Wall B-1 n/a B Line 0.00 67.00 40.0 40.0 Both Wall 1-1 n/a 1 Line 0.00 37.00 50.0 50.0 Both Wall 2-i n/a 2 Line 20.00 21.00 30.0 30..0 Both Wall 3-1 n/a 3 Line 0.00 37.00 50.0 50.0 Both Wall A-1 n/a A Line 0.00 67.00 50.0 50.0 Both Wall B-1. n/a B Line 0.00 67.00 50.0 50.0 Legend: Force Dir - Direction in which the mass is used for seismic load generation, E -W, N -S, or Both Building element - Roof gable end; wall or floor area used to generate mass, wall line for user -applied masses, Floor F# - refer to Plan View for floor area number Wall line - Shearline that equivalent line load is assigned to Location - Start and end points of equivalent line load on wall line Trib Width. - Tributary width; for user applied area loads only 9 v J. WoodWorks® Shearwalls garysinghlot8a.wsw Jul. 17, 2017 11:59:50 SEISMIC LOADS Level 2 Force Dir Profile Location [ft] Start End Mag [Ibs,plf,psf] Start End E -W Line -1.00 0.00 83.2 83.2 E -W Point 0.00 0.00 323 323 E -W Line 0.00 37.00 92.9 92.9 E -W Point 37.00 37.00 323 323 E -W Line 37.00 38.00 83.2 83.2 N -S Line -1.00 0.00 47.0 47.0 N -S Point 0.00 0.00 179 179 N -S Line 0.00 67.00 56.7 56.7 N -S Point 67.00 67.00 179 179 N -S Line 67.00 68.00 47.0 47.0 Level 1 Force Profile Location [ft] Mag [Ibs,plf,psf] Dir Start End Start End E -W Point 0.00 0.00 418 418 E -W Line 0.00 20.00 59.0 59.0 E -W Line 20.00 21.00 61.1 61.1 E -W Line 21.00 37.00 59.0 59.0 E -W Point 37.00 37.00 418 418 N -S Point 0.00 0.00 231 231 N -S Line 0.00 67.00 38.2 38.2 N -S Point 50.00 50.00 2 2 N -S Point 67.00 67.00 231 231 Legend: Loads in table can be accumulation of loads from several building masses, so they do not correspond with a particular building element. Location - Start and end of load in direction perpendicular to seismic force direction Notes: All loads entered by the user or generated by program are specified (unfactored) Ioads.The program applies a load factor of 0.70 and redundancy factor to seismic loads before distributing them to the shearlines. 10 WoodWorks® Shearwalls garysinghlot8a.wsw Jul. 17, 2017 11:59:50 Design Summary SHEARWALL DESIGN Wind Shear Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Wind Shear Loads, Rigid Diaphragm All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Out -of -plane Sheathing All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Nail Withdrawal All shearwalls have sufficient design capacity. Seismic Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Seismic Loads, Rigid Diaphragm All shearwalls have sufficient design capacity. HOLDDOWN DESIGN Wind Loads, Flexible Diaphragm Under -capacity hold-downs were found on the following walls: Level 1: A-1, 1-1, 3-1 Wind Loads, Rigid Diaphragm Under -capacity hold-downs were found on the following walls: Level 1: 121, 3-1 Seismic Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Seismic Loads, Rigid Diaphragm All hold-downs have sufficient design capacity. This Design Summary does not include failures that occur due to excessive story drift from ASCE 7 CC1.2 (wind) or 12.12 (seismic). Refer to Story Drift table in this report to verify this design criterion. Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.2.2D). 11 WoodWorks® Shearwalls garysinghlot8a.wsw Jul. 17, 2017 11:59:50 Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS N -S Shearlines W Gp For Dir ASD Shear Force [plf] v vmax V [lbs] Asp -Cub Int Ext Int Allowable Shear [Of] Ext Co C Cmb V [lbs] Resp. Ratio Llne 1 Level 2 Lnl, Lev2 2 Both 227.2 - 8406 - 1.0 - 532 - 532 19684 0.43 Level 1 Lnl, Levl 1 Both 227.2 - 15684 - 1.0 - 686 - 532 25382 0.43 Line 3 Level 2 Ln3, Lev2 - Both - - 8406 - - - - - - 14364 - Wall 3-1 2^ Both - \- 8406 - 1.0 - 532 - - 14364 - Seg. 1 - Both 373.8 - 6728 - 1.0 - 532 - 532 9576 0.70 Seg. 2 - Both 186.4 - 1677 - 1.0 - 532 - 532 4788 0.35 Seg. 3 - Both 0.0 - 0 - 1.0 - 532 - 532 - - Levell Ln3, Levi - Both - - 15664 - - - - - - 24010 Wall 3-1 1 Both - - 15684 - 1.0 - 686 - - '24010 - Seg. 1 - S ->N 435.6 - 7405 - 1.0 - 686 - 686 11662 0.63 - N ->S 383.4 - 6518 - 1.0 - 686 - 686 11662 0.56 Seg. 2 - S ->N 460.0 - 8279 - 1.0 - 686 - 686 12348 0.67 - N ->S 509.2 - 9166 - 1.0 - 686 - 686 12348 0.74 E -W W For ASD Shear Force [pi ] Asp -Cub Allowable Shear [plf] Resp. Shearlines Gp Dir v vmax V fibs] Int Ext Int Ext Co C Cmb V fibs] Ratio Line A Level 2 LnA, Lev2 - Both - - 4330 - - - - - - 20615 - Wall A-1 2 Both - - 4330 ' - 1.0 - 532 - - 20615 - Seg. 1 - Both 0.0 - 0 -- 1.0 - 532 - 532 2660 0.00 Seg. 2 - Both 114.9 - 919 - 1.0 - 532 - 532 4256 0.22 Seg. 3 - Both 247:0 - 3210. - 1.0 - 532 - 532 6916 0.46 Seg. 4 - Both 33.5 - 201 - 1.0 - 532 - '532 3192 0.06 Seg. 5 - Both 0.0 ,- 0 - 1.0 - 532 - 532 2128 0.00 Seg. 6 - Both 0.0 - 0 - .92 - 488 - 488 1463 0.00 Level 1 LnA, Levi - Both - - 7801 - - - - - - 11148 - Wall A-1 1 Both - - 7801 - 1.0 - 686 - - 11148 - Seg. 1 - Both 0.0 - 0 - 1.0 - 686 - 686 - - Seg. 2 - Both 0.0 - 0 - 1.0 - 686 - 686 - - Seg. 3 -, W ->E 426.9 - 2134 - 1.0 - 686 - 686 3430 0.62 - E ->W 454.8 - 2274 - 1.0 - 686 - 686 3430 0.66 Seg. 4 - W ->E 593.0 - 2965 - 1.0 - 686 - 686 3430 0.86 - E ->W 579.5 - 2897 - 1.0 - 686 - 686 3430 0.84 Seq. 5 - W ->E 458.6 - 1834 - .94 - 643 - 643 2573 0.71 - E ->W 447.3 - 1789 - .94 - 643 - 643 2573 0.70 Seg. 6 - W ->E 289.1 - 867 - .83 - 572 - 572 1715 0.51 - E ->W 280.1 - 840 - .83 - 572 - 572 1715 0.49 Line B Level 2 LnB, Lev2 - Both - - 4330 - - - - - - 23275 - Wall B-1 2 Both - - 4330 - 1.0 - 532 - - 23275 - Seg. 1 - Both 0.0 - 0 - 1.0 - 532 - 532 3192 0.00 Seg. 2 ., - Both 38.4 - 307 - 1.0 - 532 - 532 4256 0.07 Seg. 3 - Both 0.0 - 0 - .92 - 488 - 488 ' 1463 0.00 Seg. 4 - Both 0.0 - 0 - 1.0 - 532 - 532 2128 0.00 Seg. 5 - Both 223.5 - 4023 - 1.0 - 532 - 532 9576 0.42 Seg. 6 - Both 0.0 - 0 - 1.0 - 532 - 532 2660 0.00 Level l LnB, Levl - Both - - 7801 - - - - - ' - 25725 - Wall B-1 1 Both - - 7801 - 1.0 - 686 - - 25725 - Seg. 1 - Both 0.0 - 0 - .83 - 572 - 572 1715 0.00 Seg. 2 - W ->E 111.9 - 560 - 1.0 - 686 - 686 3430 0.16 - E ->W 92.8 - 464 - 1.0 - 686 - 686 3430 0.14 Seg. 3 - W ->E 269.4 - ' 2156 - 1.0 - 686 - 686 5488 0.39 - E ->W 286.8 - 2294 - 1.0 - 686 - 686 5488 0.42 Seg. 4 - W ->E 111.9 - , 560 - 1.0 - 686 - 686 3430 0.16 - E ->W 112.4 - ' 562 - 1.0 - 686 - 686 3430 0.16 Seg. 5 - W ->E 333.3 - 3000 - 1.0 - 686 - 686 6174 0.49 12 WoodWorks® Shearwalls garysinghlot8a.wsw Jul. 17, 2017 11:59:50 SHEAR RESULTS (flexible wind design, continued) Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "A' means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of wind force along shearline. v - Design shear force on segment = ASD factored shear force per unit FHS vmax - Collector shear force for perforated walls as per SDPWS eqn. 4.3-8 = V/FHS/Co. Full height sheathing (FHS) factored for narrow segments asper4.3.4.3 V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub — For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment: Aspect Ratio Factor from SDPWS 4.3.4.2. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness -based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V — Total factored shear capacity of shearline, wall or segment. Crit Resp — Response ratio = v/Cmb = design shear force/unit shear capacity. "S" indicates that the wind design criterior was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 13 - E ->W 243.0 - 2187 - 1.0 - 686 - 686 6174 0.35 Seg. 6 - W ->E 190.8 - 1527 - 1.0 - 686 - 686 5488 0.28 - E ->W 286.8 - 2294 - 1.0 - 686 - 686 5488 0.42 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "A' means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of wind force along shearline. v - Design shear force on segment = ASD factored shear force per unit FHS vmax - Collector shear force for perforated walls as per SDPWS eqn. 4.3-8 = V/FHS/Co. Full height sheathing (FHS) factored for narrow segments asper4.3.4.3 V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub — For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment: Aspect Ratio Factor from SDPWS 4.3.4.2. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness -based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V — Total factored shear capacity of shearline, wall or segment. Crit Resp — Response ratio = v/Cmb = design shear force/unit shear capacity. "S" indicates that the wind design criterior was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 13 WoodWorks® Shearwalls garysinghlot8a.wsw Jul. 17, 2017 11:59:50 HOLD-DOWN DESIGN (flexible wind design) Level 1 Line- Wall Posit'n Location [ft] X Y Load Case Tensile ASD Holddown Force [lbs] Shear Dead Uplift Cmb'd Hold-down Cap [lbs] Crit Resp. Line 1 1-1 L End 0.00 0.12 1 6097 6097 HDU5-SDS2. .. 5645 1.08* 1-1 R End 0.00 36.88 1 6097 6097 HDU5-SDS2. 5645 1.08* Line 3 3-1 L End 67.00 0.12 1 7453 7453 HDU5-SDS2. 5645 1.32* 3-1 L Op 1 67.00 16.88 1 5597 5597 HDU5-SDS2. 5645 0.99 3-1 R Op 1 67.00 19.12 1 3338 3338 HDU5-SDS2. 5645 0.59 V Elem 67.00 22.13 1 1534 1534 Refer to upper level V Elem 67.00 30.88 1 1534 1534 Refer to upper level 3-1 R End 67.00 36.88 1 5164 5164 HDU5-SDS2. 5645 0.91 Line A V Elem 1.88 0.00 1 92 92 Refer to upper level V Elem 11.13 0.00 1 856 856 Refer to upper level V Elem 11.88 0.00 1 391 391 Refer to upper level A-1 R Op 2 28.13 0.00 1 5168 5168 HDU5-SDS2. 5645 0.92 A -i L Op 3 32.88 0.00 1 6761 6761 HDU5-SDS2. 5645 1.20* A-1 R Op 3 39.13 0.00 1 6480 6480 HDU5-SDS2. 5645 1.15* A-1 L Op 4 43.88 0.00 1 6379 6379 HDU5-SDS2. 5645 1.13* A-1 R Op 4 50.13 0.00 1 4892 4892 HDU5-SDS2. 5645 0.87 A-1 L Op 5 53.88 0.00 1 4771 4771 HDU5-SDS2. 5645 0.85 A-1 R Op 5 64.13 . 0.00 1 3154 3154 HDU5-SDS2. 5645 0.56 A-.1 R End 66.88 0.00 1 3056 3056 HDU5-SDS2. 5645 0.54 Line B B-1 R Op 1 5.-13 37.00 i 1178 1178 HDU5-SDS2. 5645 0.21 B-1 L Op 2 9.87 37.00 1 731 731 HDU5-SDS2. 5645 0.13 B-1 R Op 2 15.13 37.00 1 2853 2853 HDU5-SDS2. 5645 0.51 V Elem 18.88 37.00 1 317 317 Refer to upper level B-1 L Op 3 22.88 37.00 1 2960 2960 HDU5-SDS2. 5645 0.52 B-1 R Op 3 34.13 37.00 1 1178 1178 HDU5-SDS2. 5645 0.21 V Elem 38.13 37.00 1 1813 1813. Refer to upper level B-1 L Op 4 38.87 37.00 1 1183 1183 HDU5-SDS2. 5645 0.21 B-1 R Op 4 45.13 37.00 1 3428 3428 HDU5-SDS2. 5645 0.61 B-1 L Op 5 53.88 31.00 1 3633 3633 EM5-5DS2. 5645 0.64 B-1 R Op 5 59.13 37.00 1 1290 1290 HDU5-SDS2. 5645 0.23 B-1 R End 66.88 37.00 1 2960 2960 HDU5-SDS2. 5645 0.52 Level 2 Tensile ASD Line- Location [ft] Load Holddown Force [lbs] Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [lbs] Resp. Line 1 1-1 L End 0.00 0.12 1 1830 1830 HDU5-SDS2. 5645 0.32 1-1 R End 0.00 36.88 1 1830 1830 HDU5-SDS2. 5645 0.32 Line 3 3-1 L End 67.00 0.12 1 3032 3032 HDU5-SDS2. 5645 0.54 3-1 L Op 1 67.00 17.87 1 3032 3032 HDU5-SDS2. 5645 0.54 3-1 R Op 1 67.00 22.13 1 1534 1534 HDU5-SDS2. 5645 0.27 3-1. L Op 2 67.00 30.88 1 1534 1534 HDU5-SDS2. 5645 0.27 Line A A-1 R Op 1 10.13 0.00 1 948 948 HDU5-SDS2. 5645 0.17 A-1 L Op 2 17.87 0.00 1 ' 948 948 HDU5-SDS2. 5645 0.17 A-1 R Op 2 20.13 0.00 1 2014 2014 HDU5-SDS2. 5645 0.36 A-1 L Op 3 32.88 0.00 1 2014 2014 HDU5-SDS2. 5645 0.36 A-1 R Op 3 38.13 0.00 1 279 279 HDU5-SDS2. 5645 0.05 A-1 L Op4 43.88 0.00 1 279 279 HDU5-SDS2. . 5645 0.05 Line B B-1 R Op 1 11.13 37.00 1 317 317. HDU5-SDS2. 5645 0.06 B-1 L Op 2 18.88 37.00 1 317 317 HDU5-SDS2. 5645 0.06 B-1 R Op 4 38.13 37.00 1 1813 1813 HDU5-SDS2. 5645 0.32 B-1 L Op 5 55.88 37.00 1 1813 1813 HDU5-SDS2. 5645 0.32 c egeno: 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 14 'WoodWorks® Shearwalls garysinghlot8a. wsw Jul. 17, 2017 11:59:50 ASCE 7 Low-rise: Windward comer(s) and Case A or B from Fig. 28.4-1 ASCE 7 Minimum loads (27.1.5 / 28.4.4) Hold-down Forces. Shear — Wind shear overturning component, based on shearline force, factored for ASD by 0.60. For perforated walls, T from SDPWS 4.3-8 is used. Dead — Dead load resisting component, factored for ASD by 0.60 Uplift - Uplift wind load component, factored for ASD by 0.60. For perforated walls, T from SDPWS 4.3-8 is used. 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 factor Co, and shearline dimensions table for the sum of Li, used to calculate tension force T for perforated walls from SDPWS 4.3-9. 15 WoodWorks® Shearwalls garysinghlot8a.wsw Jul. 17, 2017 11:59:50 DRAG STRUT FORCES (flexible wind design) Level 1 Line- Wall Position on Wall or Opening Location [ft] X Y Load Case Drag Strut Forceps] -> <- Line 3 3-1 Left Opening 1 67.00 17.00 1 199 688 3-1 Right Opening 1 67.00 19.00 1 649 1536 Line A A-1 Right Opening 2 28.00 0.00 1 3260 3260 A-1 Left Opening 3 33.00 0.00 1 1708 1568 A -i Right Opening 3 39.00 0.00 1 2406 2267 A -i Left Opening 4 44.00 0.00 1 24 48 A-1 Right Opening 4 50.00 0.00 1 722 650 A-1 Left Opening 5 54.00 0.00 1 646 673 A -i Right Opening 5 64.00 0.00 1 518 491 Line B B-1 Right Opening 1 5.00 37.00 1 582 582 B -i Left Opening 2 10.00 37.00 1 605 701 B-1 Right Opening 2 15.00 37.00 1 1187 1283 B-1 Left Opening 3 23.00 37.00 1 37 80 B-1 Right Opening 3 34.00 37.00 1 1244 .1201 B-1 Left Opening 4 39.00 37.00 1 1266 1221 B-1 Right Opening 4 45.00 37.00 1 1965 1920 B-1 Left Opening 5 54.00 37.00 1 . 13 781 B-1 Right Opening 5 59.00 37.00 .1 595 1363 Level 2 Drag Strut Line- Position on Wall Location [ft] Load Force [lbs] Wall or Opening X Y Case -> <-- Line 3 3-1 Left Opening 1 67.00 18.00 1 2639 ,2639 3-1. Right Opening 1 67.00 22.00 1 1730 1730 3-1 Left Opening 2 67.00 31.00 1 1363 1363 Line A A -i Right Opening 1 10.00 0.00 1 646 646 A-1 Left Opening 2 18.00 0.00 1 244 244 A-1 Right Opening 2 20.00 0.00 1 374 374 A-1 Left Opening 3 33.00 0.00 1 1997 1997 A -i Right Opening 3 38.00 0.00 1 1673 1673 A-1 Left Opening 4 44.00 0.00 1 1486 1486 Line B B-1 Right Opening 1 11.00 37.00 1 711 711 B-1 Left Opening 2 19.00 37.00 1 921 921 B-1 Right Opening 4 38.00 37.00 1 2149 2149 B-1 Left Opening 5 56.00 37.00 1 711 711 Legend: Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All heights Case 1 or 2 ASCE 7 Low-rise comer, 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 (vmax from 4.3.6.4.1.1 for perforated walls) -> 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 16 WoodWorks® Shearwalls garysinghlot8a.wsw Jul. 17, 2017 11:59:50 MWFRS DEFLECTION (flexible wind design) These deflections are used to determine shearwaf! stiffness for force distribution Wall, segment W Gp Dir Srf v plf b ft h ft Bending A Defl sq.in in Ga kips/ in Nail slip Vn en lbs in Shear Def! in Hold Defl in Total Defl in Level 1 Line 1 1-1 1 Both Ext 423.9 37.00 10.00 16.5 .004 25.2 - 172 .025 .168 .0.12 0.29 Line3 3-1,1 1 S ->N Ext 435.6 17.00 10.00 16.5 .009 25.2 172 .025 .173 0.28 0.47 N ->S Ext 383.4 17.00 10.00 16.5 .008 25.2 172 .025 .152 0.27 0.43 3-1,2 S ->N Ext 460.0 18.00 10.00 16.5. .009 25.2 172 .025 .182 0.27 0.47 N ->S Ext 509.2 -18.00 10.00 16.5 .010 25.2 172 .025 .202 0.22 0.43 Line A A-1,3 1 W ->E Ext 426.9 5.00 10.00 16.5 .030 25.2 172 .025 .169 0.97 1.17 E ->W Ext 454.8 5.00 10.00 16.5 .032 25.2 172 .025 .180 0.94 1.15 A-1;4 W ->E Ext 593.0 5.00 10.00 16.5 .041 25.2 172 .025 .235 0.89 1.17 E ->W Ext 579.5 5.00 10.00 16.5 .040 25.2 172 .025 .230 0.86 1.15 A-1,5 W ->E Ext 458.6 4.00 10.00 16.5 .040 25.2 172 .025 .182 0.95 1.17 E ->W Ext 447.3 4.00 10.00 16.5 .039 25.2 172 .025 .177 0.93 1.15 A-1,6 W ->E Ext 289.1 3.00 10.00 . 16.5 .033 25.2 172 .025 .115 1.02 1.17 E ->W Ext 280.1 3.00 10.00 16.5 .032 25.2 172 .025 .111 1.01 1.15 LineB 8-1,1 1 Both Ext 0.0 3.00 10.00 16.5 .000 25.2 172 .025 .000 0.00 0.00 8-1,2 W ->E Ext 111.9 5.00 10.00 16.5 .008 25.2 172 .025 .044 0.45 0.50 E ->W Ext 92.8 5.00 10.00 16.5 .006 25.2 172 .025 .037 0.46 0.50 B-1,3 W ->E Ext 269.4 8.00 10.00 16.5 .012 25.2 -172 .025 .107 0.38 0.50 E ->W Ext 286.8 8.00 10.00 16.5 .012 25.2 172 .025 .114 0.37 0.50 B-1,4 W ->E Ext 111.9 5.00 10.00 16.5 .008 25.2 172 .025 .044 0.45 0.50 E ->W Ext 112.4 5.00 10.00 16.5 .008 25.2 172 .025 .045 0.45 0.50 B-1,5 W ->E Ext 333.3 9.00 10.00 16.5 .013 25.2 172 .025 .132 0.35 0.50 E ->W Ext 243.0 9.00 10.00 16.5 .009 25.2 172 .025 .096 0.39 0.50 B-1,6 W ->E Ext 190.8 8.00 10.00 16.5 .008 25.2 172 .025 .076 0.42 0.50 E ->W Ext 286.8 8.00 10.00 16.5 .012 25.2 172 .025 .114 0.37 0.50 Wall, segment _ W Gp Dir Srf v b h Bending A Defl Ga kips/ Nail slip Vn en Shear Defl - Hold Defl Total Defl plf ft ft sq.in in in lbs in in in in Level 2 Line 1 1-1 2 Both Ext 227.2 37.00 8.00 16.5 .001 19.4 177 .028 .093 0.05 0.15 Line 3 3-1,1 , 3-1,2 2 Both Both Ext Ext 373.8 186.4 18.00 9.00 8.00 8.00 16.5 16.5 .004 .004 19.4 19.4 177 177 .028 .028 .154 .077 0.13 0.21 0.29 0.29 Line A A-1,1 2 Both Ext 0.0 5.00 8.00 16.5 .000 19.4 177 .028 .000 0.00 0.00 A-1,2 Both Ext 114.9 8.00 8.00 16.5 .003 19.4 177 .028 .047 0.22 0.27 A-1,3 Both Ext 247.0 13.00 8.00 16.5 .003 19.4 177 .028 .102 0.16 0.27 A-1,4 Both Ext 33.5 6.00 8.00 16.5 .001 19.4 177 .028 .014 0.25 0.27 A-1,5 Both Ext 0.0 4.00 8.00 16.5 .000 19.4 177 .028 .000 0.00 0.00 A-1,6 Both Ext 0.0 3.00 8.D0 16.5 .00D 19.4 177 .028 .000 0.00 0.00 Line B 8-1,1 2 Both Ext 0.0 6.00 8.00 16.5 .000 19.4 177 .028 .000 0.00 0.00 B-1,2 Both Ext 38.4 8.00 8.00 16.5 .001 19.4 177 .028 .016 0.19 0.21 B-1,3 Both Ext 0.0 3.00 8.00 16.5 .000 19.4 177 .028 .000 0.00 0.00 B-1,4 Both Ext 0.0 4.00 8.00 16.5 .000 19.4 177 .028 .000 0.00 0.00 B-1,5 Both Ext 223.5 18.00 8.00 16.5 .002 19.4 177 .028 .092 0.11 0.21 B-1,6 Both Ext 0.0 5.00 8.00 16.5 .000 19.4 177 .028 .000 0.00 0.00 Legend: Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Sheartine B W Gp - Wall design group defined in Sheathing and Materials tables, where it shows associated Standard Wall. Dir- Force direction Srf - Wall surface, interior or exterior for perimeter walls, 1 or 2 for interior partitions v - ASD shear force per unit distance on wall segment. For perforated walls, vmax from SDPWS 4.3-9 is used, as per 4.3.2.1 b - Width of wall segment between openings. Modified for perforated walls as per SDPWS 4.3.2.1 h - Wall height Defl - Horizontal shearwall deflection due to given term: Bending = 8vh^3 / EAb; A - Cross sectional area of segment end stud(s); E - stud mod. of elasticity in Framing Materials table Shear = vh /1000 Ga. Ga - vw / (vw / Gt + 0.75 en), from SDPWS Ex. C4.3.2-1; vw - ASD sheathing capacity; Gt - Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table; en - Nail slip from SDPWS table C4.2.2D; Vn - Shear force per nail along panel edge using vw Hold - Hold-down = da x h / b; refer to Hold-down Displacement table for components of da Total deft = Deflection from bending + shear + hold-down, as per SDPWS C4.3.2-1 17 WoodWorks® Shearwalls garysinghlot8a.wsw Jul. 17, 2017 11:59:50 SERVICEABILITY DEFLECTION (flexible wind design) These deflections are used to determine ski_ drift Wall, segment W Gp Dir Srf v plf b ft h ft Bending A Defl sq.in in Ga kips/ in Nail slip Vn en lbs in Shear Defl in Hold Defl in Total Defl in Level 1 Line 1 1-1 1 Both Ext 418.0 37-00 10.00 16.5 _004 25.'1 169 .024 .163 0.11 0.28 Line 3 3-1,1 1 S ->N Ext 429.6 17.00 10.00 16.5 .009 25.7 169 .024 .167 0.28 0.46 N ->S Ext 378.1 17.00 10.00 16.5 .008 25.7 169 .024 .147 0.27 0.42 3-1,2 S ->N Ext 453.6 18.00 10.00 16.5 .009 25.7 169 .024 .176 0.27 0.46 N ->S Ext 502.2 18.00 10.00 16.5 .010 25.7 169 .024 .195 0.21 0.42 Line A A-1,3 1 W ->E Ext 416.5 5.00 10.00 16.5 .029 25.7 169 .024 .162 0.96 1.15 E ->W Ext 443.6 5.00 10.00 16.5 .031 25.7 169 .024 .172 0.93 1.13 A-1,4 W ->E Ext 576.7 5.00 10.00 16.5 .040 25.7 169 .024 .224 0.89 1.15 E ->W Ext 564.3 5.00 10.00 16.5 .039 25.7 169 .024 .219 0.88 1.13 A-1,5 W ->E Ext 456.7 4.00 10.00 16.5 .040 25.7 169 .024 .178 0.94 1.15 E ->W Ext 445.7 4.00 10.00 16.5 .039 25.7 169 .024 .173 0.92 1.13 A-1,6 W ->E Ext 300.3 3.00 10.00 16.5 .035 25.7 169 .024 .117 1.00 1.15 E ->W Ext 290.4 3.00 10.00 16.5 .034 25.7 169 .024 .113 0.99 1.13 Line B B-1,1 1 Both Ext 0.0 3.00 10.00 16.5 .000 25.7 169 .024 .000 0.00 0.00 B-1,2 W ->E Ext 107.4 5.00 10.00 16.5 .007 25.7 169 .024 .042 0.45 0.49 E ->W Ext 89.5 5.00 10.00 16.5 .006 25.7 169 .024 .035 0.46 0.50 0-1,3 W ->E Ext 266.9 8.00 10.00 16.5 .012 25.7 169 .024 .104 0.38 0.49 E ->W Ext 283.7 8.00 10.00 16.5 .012 25.7 169 .024 .110 0.37 0.50 B-1,4 W ->E Ext 107.4 5.00 10.00 16.5 .007 25.7 169 .024 .042 0.45 0.49 E ->W Ext 108.6 5.00 10.00 16.5 .008 25.7 169 .024 .042 0.45 0.50 B-1,5 W ->E Ext 330.6 9.00 10.00 16.5 .013 25.7 169 .024 .129 0.35 0.49 E ->W Ext 240.4 9.00 10.00 16.5 .009 25.7 169 .024 .093 0.39 0.50 0-1,6 W ->E Ext 188.6 8.00 10.00 16.5 .008 25.7 169 .024 .073 0.41 0.49 E ->W Ext 283.7 8.00 10.00 16.5 .012 25.7 169 .024 .110 0.37 0.50 Wall, segment W Gp Dir Srf v b h Bending A Defl Ga kips/ Nail slip Vn en Shear Defl Hold Defl Total Defl plf ft ft sq.in in in lbs in in in in Level2 Line 1 1-1 2 Both Ext 224.0 37.00 8.00 16.5 .001 19.9 175 .027 .090 0.05 0.15 Line 3 3-1,1 2 Both - Ext 368.6 18.00 8.00 16.5 .004 19.9 175 .027 .148 0.13 0.29 3-1,2 Both Ext 183.8 9.00 8.00 16.5 .004 19.9 175 .027 .074 0.21 0.29 LineA A-1,1 2 Both Ext 0.0 5.00 8.00 16.5 .000 19.9 175 .027 .000 0.00 0.00 A-1,2 Both Ext 111.8 8.00 8.00 16.5 .002 19.9 175 .027 .045 0.22 0.26 A-1,3 Both Ext 244.9 13.00 8.00 16.5 .003 19.9 175 .027 .099 0.16 0.26 A-1,4 Both Ext 32.1 6.00 8.00 16.5 .001 19.9 175 .027 .013 0.25 0.26 A-1,5 Both Ext 0.0 4.00 8.00 16.5 .000 19.9 175 .027 .000 0.00 0.00 A-1,6 Both Ext D.0 3.00 8.00 16.5 .DOD 19.9 175 .027 .00D 0.00 0.00 Line B 8-1,1 2; Both Ext 0.0 6.00 8.00 16.5 .000 19.9 175 .027 .000 0.00 0.00 B-1,2 Both Ext 36.2 8.00 8.00 16.5 .001 19.9 175 .027 .015 0.19 0.20 B-1,3 Both Ext 0.0 3.00 8.00 16.5 .000 19.9 175 .027 .000 0.00 0.00 0-1,4 Both Ext 0.0 4.00 8.00 16.5 .000 19.9 175 .027 .000 0.00 0.00 0-1,5 Both Ext 221.1 18.00 8.00 16.5 .002 19.9 175 .027 .089 0.11 0.20 0-1,6 Both Ext 0.0 5.00 8.00 16.5 .000 19.9 175 .027 .000 0.00 0.00 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 defined in Sheathing and Materials tables, where it shows associated Standard Wall. Dir- Force direction Srf - Wall surface, interior or exterior for perimeter walls, 1 or 2 for interior partitions v - Shear force per unit distance on wall segment using 1.0 Wa = wind load based on serviceability wind speeds from ASCE 7 CC.1.2, Figs. CCI- CC4. For perforated walls, vmax from SDPWS 4.3-9 is used, as per 4.3.2.1 b - Width of wall segment between openings. Modified for perforated walls as per SDPWS 4.3.2.1 h - Wall height Defl - Horizontal shearwall deflection due to given term: Bending = 8vh^3 / EAb; A - Cross sectional area of segment end stud(s); E - stud mod. of elasticity in Framing Materials table Shear = vh / 1000 Ga. Ga - Factor x vw/ (Factor x vw/ Gt + 0.75 en), adapted from SDPWS Ex. C4.3.2-1; vw - ASD sheathing capacity; Gt - Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table; en - Nail slip from SDPWS table C4.2.2D; Vn - Shear force per nail using Factor x vw, Factor = Ps/Pm/0.6 for WSP, 1.0 for other materials; Ps - serviceability wind pressure; Pm - MWFRS wind pressure Hold - Hold-down = da x h / b; refer to Hold-down Displacement table for components of da Total deft = Deflection from bending + shear + hold-down, as per SDPWS C4.3.2-1 18 Woodworks® Shearwalls garysinghlot8a.wsw Jul. 17, 2017 11:59:50 MWFRS HOLD-DOWN DISPLACEMENT (flexible wind design) These displacements are used to determine deflections for force di Wall, segment Dir Hold- down Uplift force lbs Elong/Disp Manuf Add in in da in Slippage Pf lbs da in Shrink da in Crush+ Extra in Total da in Hold Defl in Level 1 Line 1 1-1 Both RDU5-SDS 6097 .248 .002 0.250 - - _138 0.04 0.43 0.12 Line 3 3-1,1 S ->N HDU5-SDS 7453 .304 .002 0.306 - - .138 0.04 0.48 0.28 N ->S HDU5-SDS 6924 .282 .002 0.284 - - .138 0.04 0.46 0.27 3-1,2 S ->N HDU5-SDS 7697 .314 .002 0.316 - - .138 0.04 0.49 0.27 N ->S HDU5-SDS 5164 .210 .001 0.212 - - .138 0.04 0.39 0.22 Line A A-1,3 W ->E ADU5-SDS 7456 _304 .002 0.306 - - .138 0:04 0.48 0.97 E ->W HDU5-SDS 7082 .289 .002 0.291 - - .138 0.04 0.47 0.94 A-1,4 W ->E HDU5-SDS 6521 .266 .002 0.268 - - .138 0.04 0.45 0.89 E ->W HDU5-SDS 6381 .260 .002 0.262 - - .138 0.04 0.44 0.88 A-1,5 W ->E HDU5-SDS 4892 .199 .001 0.201 - - .138 0.04 0.38 0.95 E ->W HDU5-SDS 4770 .194 .001 0.196 - - .138 0.04 0.37 0.93 A-1,6 W ->E. HDU5-SDS 3154 .128 .001 0.129 - - .138 0.04 0.31 1.02 E ->W HDU5-SDS 3054 .125 .001 0.125 - - .138 0.04 0.30 1.01 LineB B-1,1 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 B-1,2 W ->E HDU5-SDS 1151 .048 .000 0.048 - - .138 0.04 0.23 0.45 E ->W HDU5-SDS 1268 .053 .000 0.053 - - .138 0.04 0.23 0.46 B-1,3 W ->E HDU5-SDS - 3108 .126 .001 0.127 - -. .138 0.04 0.30 0.38 E ->W HDU5-SDS 2968 .121 .001 0.121 - - .138 0.04 0.30 0.37 B-1,4 W ->E HDU5-SDS 1151 .048 .000 0.048 - - .138 0.04 0.23 0.45 E ->W HDU5-SDS 1161 .048 .000 0.049 - - .138 0.04 0.23 0.45 B-1,5 W ->E HDU5-SDS 3450 .140 .001 0.141 - - .138 0.04 0.32 0.35 E ->W HDU5-SDS 4327 .176 .001 0.177 - - .138 0.04 0.35 0.39 B-1,6 W ->E HDU5-SDS 3785 .154 .001 0.155 - - .138 0.04 0.33 0.42 E ->W HDU5-SDS 2968 .121 .001 0.121 - - .138 0.04 0.30 0.37 Wall, segment Dir Hold- down Uplift force Elong / Disp Manuf Add da Slippage Pf da Shrink da Crush+ Extra Total da Hold Defl lbs in in in lbs in in in in in Level 2 Line 1 1-1 Both HDU5-SDS 1830 .075 .001 0.075 - - .138 0.04 0.25 0.05 Line 3 3-1,1 Both HDU5-SDS 3032 .124 .001 0.124 - - .138 0.04 0.30 0.13 3-1,2 Both HDU5-SDS 1534 .062 .000 0.063 - - .138 0.04 0.24 0.21 Line A A-1,1 Both HDU5=SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 A-1,2 Both HDU5-SDS 936 .039 .000 0.039 - - .138 0.04 0.22 0.22 A-1,3 Both HDU5-SDS 2025 .082 .001 0.083 - - .138 0.04 0.26 0.16 A-1,4 Both HDU5-SDS 271 .011 .000 0.011 - - .138 0.04 0.19 0.25 A-1,5 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 A-1,6 Both HDU5-SDS 0 .00D .000 0.000 - - .000 D.DD D.00 0.00 Line B B-1,1 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 B-1,2 Both HDU5-SDS 303 .013 .000 0.013 - - .138 0.04 0.19 0.19 B-1,3 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 B-1,4 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 B-1,5 Both HDU5-SDS 1819 .074 .001 0.074 - - .138 0.04 0.25 0.11 B-1,6 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 Wall, segment - Wall and segment between openings, e.g. 8-3, 2 = second segment on Wall 3 on Sheariine B Dir - Force direction Uplift force (P) -Accumulated ASD hold-down tension force from overturning, dead and wind uplift. For perforated walls, T from SDPWS 4.3-8 is used for overturning 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 ASD 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; 19 'WoodWorks® Shearwalls garysinghl ot8a. wsw Jul. 17, 2017 11:59:50 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 = ASD uplift farce P /number of fasteners Bolts: = Pf/(270,000 D^1.5) (NDS 11.3.6) ; D = bolt diameter Nails: = en, from SDPWS Table C4.2.2D using Pf for Vn and values for Wood Structural Panel Shrink - Wood shrinkage = 0.002 x (15% fabrication — 10% in-service moisture contents) x Ls Ls = Perp. -to -grain length between fasteners subject to shrinkage, shown in Storey Information table Crush + Extra — 0.04" wood crushing at compression end of wall segment plus extra displacement due to mis-cuts, gaps, etc. Total da = Elong/Disp + Slippage + Shrink + Crush + Extra Hold Defl — Horizontal deflection = h/b x da (4th term in the deflection equation SDPWS C4.3.2-1) h = wall height; b = segment length between openings; h,b values in Deflection table 20 WoodWorks® Shearwalls garysinghlot8a.wsw Jul. 17, 2017 11:59:50 SERVICEABILITY HOLD-DOWN DISPLACEMENT (flexible wind design) These displacements are used to determine deflections for story drift Wall, segment Dir Hold- down Uplift force lbs Elong / Disp Manuf Add in in da in Slippage Pf lbs da in Shrink da in Crush+ Extra in Total da in Hold Defl in Level 1 Line 1 1-1 Both H.D05-SDS 6013 _245 _002 0.247 - - _138 0.04 0.42 0.11 Line 3 3-1,1 S ->N HDU5-SDS 7350 .299 .002 0.302 - - .138 0.04 0.48 0.28 N ->S HDU5-SDS 6828 .278 .002 0.280 - - .138 0.04 0.46 0.27 3-1,2 S ->N HDU5-SDS 7590 .309 .002 0.311 - - .138 0.04 0.49 0.27 N ->S HDU5-SDS 5093 .207 .001 0.209 - - .138 0.04 0.39 0.21 Line A A-1,3 W ->E HDU5-SDS 7386 .301 .002 0.303 - - .138 0.04 0.48 0.96 E ->W HDU5-SDS 7021 .286 .002 0.288 - - .138 0.04 0.47 0.93 A-1,4 W ->E HDU5-SDS 6490 .264 .002 0.266 - - .138 0.04 0.44 0.89 E ->W HDU5-SDS 6347 .259 .002 0.260 - - .138 0.04 0.44 0.88 A-1,5 W ->E HDU5-SDS 4792 .195 .001 0.197 - - .138 0.04 0.37 0.94 E ->W HDU5-SDS 4669 .190 .001 0.192 - - .138 0.04 0.37 0.92 A-1,6 W ->E HDU5-SDS 2996 .122 .001 0.123 - - .138 0.04 0.30 1.00 E ->W HDU5-SDS 2902 .118 .001 0.119 - - .138 0.04 0.30 0.99 Line B B-1,1 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 B-1,2 W ->E HDU5-SDS 1107 .045 .000 0.045 - - .138 0.04 0.22 0.45 E ->W HDU5-SDS 1227 .050 .000 0.050 - - .138 0.04 0.23 0.46 B-1,3 W ->E HDU5-SDS 3072 .125 .001 0.126 - - .138 0.04 0.30 0.38 E ->W HDU5-SDS 2936 .120 .001 0.120 - - .138 0.04 0.30 0.37 B-1,4 W ->E HDU5-SDS 1107 .045 .000 0.045 - - .138 0.04 0.22 0.45 E ->W HDU5-SDS 1120 .046 .000 0.046 - - .138 0.04 0.22 0.45 B-1,5 W ->E HDU5-SDS 3428 .140 .001 0.141 - - .138 0.04 0.32 0.35 E ->W HDU5-SDS 4280 .174 .001 0.176 - - .138 0.04 0.35 0.39 B-1,6 W ->E HDU5-SDS 3732 .152 .001 0.153 -. - .138 0.04 0.33 0.41 E ->W HDU5-SDS 2936 .120 .001 0.120 - - .138 0.04 0.30 0.37 Wall, segment Dir Hold- down Uplift force Elong / Disp Manuf Add da Slippage Pf da Shrink da Crush+ Extra Total da Hold Defl lbs in in in lbs in in in in in Level 2 Line 1 1-1 Both HDU5-SDS 1805 .074 .001 0.074 - - .138 0.04 0.25 0.05 Line 3 3-1,1 Both HDU5-SDS 2991 .122 .001 0.123 - - .138 0.04 0.30 0.13 3-1,2 Both. HDU5-SDS 1512 .062 .000 0.062 - - .138 0.04 0.24 0.21 Line A A-1,1 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 A-1,2 Both HDU5-SDS 915 .037 .000 0.038 - - .138 0.04 0.22 0.22 A-1,3 Both HDU5-SDS 2005 .082 .001 0.082 - - .138 0.04 0.26 0.16 A-1,4 Both HDU5-SDS 262 .011 .000 0.011 - - .138 0.04 0.19 0.25 A-1,5 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 A-1,6 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 Line B B-1,1 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 B-1,2 Both HDU5-SDS 290 .012 .000 0.012 - - .138 0.04 0.19 0.19 B-1,3 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 B-1,4 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 B-1,5 Both HDU5-SDS 1798 .073 .001 0.074 - - .138 0.04 0.25 0.11 B-1,6 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 Legend: Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Sheariine B Dir - Force direction Uplift force (P) -Accumulated hold-down tension force from overturning, dead and wind uplift using load combination D + Wa from ASCE 7 CC.1.2. For perforated walls, T from SDPWS 4.3-8 is used for overturning Wa = wind load based on serviceability wind speeds from ASCE 7 CC.1.2, Figs.CC1 - CC4 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; 21 `WoodWorks® Shearwalls garysinghlot8a.wsw Jul. 17, 2017 11:59:50 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 D41.5) (NDS 11.3.6) ; D = bolt diameter Nails: = en, from SDPWS Table C4.2.2D using Pf for Vn and values for Wood Structural Panel Shrink - Wood shrinkage = 0.002 x (15% fabrication — 10% in-service moisture contents) x Ls Ls = Perp. -to -grain length between fasteners subject to shrinkage, shown in Storey Information table Crush + Extra — 0.04" wood crushing at compression end of wall segment plus extra displacement due to mis-cuts, gaps, etc. Total da = Elong/Disp + Slippage + Shrink + Crush + Extra Hold Defl — Horizontal deflection = h/b x da. (4th term in the deflection equation SDPWS C4.3.2-1) h = wall height; b = segment length between openings; h,b values in Deflection table 22 WoodWorks® Shearwalls garysinghlot8a.wsw Jul. 17, 2017 11:59:50 STORY DRIFT (flexible wind design) Level Dir Wall height ft Actual Story Drift (in) Max Line defl Allowable Story Drift hs Drift Ratio ft in 1 10.00 10.83 N< ->S 0.42 3 0.26 1.63* E< ->W 1.13 A 0.26 4.37* 2 8.00 8.00 N< ->S 0.29 3 0.19 1.51* E< ->W 0.26 A 0.19 1.38* Legend: Max defl - Largest deflection for any shearline on level in this direction; refer to Serviceability Deflections table Line - Shear/ine with largest deflection on level in this direction hs - Story height = Height of walls plus joist depth between this level and the one above. Drift = Allowable story drift on this level = story height/500 Ratio - Proportion of allowable story drift experienced, on this level in this direction. Notes: 23 WoodWorks® Shearwalls garysinghlot8a.wsw Jul. 17, 2017 11:59:50 Out -of -plane Wind Design COMPONENTS AND CLADDING by SHEARLINE Line North-South Shearlines Lev Grp Sheathing [psf] Force Cap Force/ Cap Force End Fastener Withdrawal[lbs] Cap Force/Cap Int End Int Service Cond Factors Temp Moist 1 1 1 42.7 190.6. 0.22 28.4 24.1 105.5 0.27 0.23 1.00 1.00 2 2 42.7 - 190.6 0.22 28.4 24.1 105.5 0.27 0.23 1.00 1.00 3 1 1 42.7 190.6 0.22 28.4 24.1 105.5 .0.27 0.23 1.00 1.00 2 2 42.7 190.6 0.22 28.4 24.1 105.5 0.27 0.23 1.00 1.00 East-West Sheathing [psf] Fastener Withdrawal [lbs] Service Cond Shearlines Force Cap Force/ Force Cap Force/Cap Factors Line Lev Grp Cap ` End Int End Int Temp Moist A 1 •1 42.7 190.6 0.22 28.4 24.1 105.5 0.27 0.23 1.00 1.00 2 2 42.7 190.6 0.22 28.4 24.1 105.5 0.27 0.23 1.00 1.00 B 1 1 42.7 190.6 0.22 28.4 24.1 105.5 0.27 0.23 1.00 1.00 2 2 42.7 190.6 0.22 28.4 24.1 105.5 0.27 0.23 1.00 1.00 �egena: 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 V Fastener Withdrawal: _ Force - Force tributary to each nail in end zone and interior zone Cap - Factored withdrawal capacity of individual nail according to NDS 12.2-3 24 Woodworks® Shearwalls garysinghlot8a.wsw Jul. 17, 2017 11:59:50 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass [lbs] Area [sq.ft] Story Shear ribs] E -W N -S Diaphragm Force Fpx [lbs] E -W N -S 2 35230 2479.0 4250 4250 4250 4250 1 43540 2479.0 3021 3021 5225 5225 Ali 78770 - 7271 7271 - - 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 0 unfactored; 0.084 D factored; total dead load factor: 0.8 - 0.084 = 0.518 tension, 1.0 + 0.084 = 1.084 compression. 25 WoodWorks® Shearwalls garysinghlot8a.wsw Jul. 17, 2017 11:59:50 SHEAR RESULTS (flexible seismic design N -S Shearlines W Gp For Dir ASD Shear Force [pit] v vmax V [lbs] Asp -Cub Int Ext Int Allowable Shear [plt] Ext Co C Cmb V [lbs] Resp. Ratio Line 1 Level 2 Lnl, Lev2 2 Both 40.2 - 1487 - 1.0 - 380 - 380 14060 0.11 Level 1 Lnl, Levl 1 Both 40.2 - 2545 - 1.0 - 490 - 380 18130 0.11 Line 3 Level 2 Ln3, Lev2 - Both - - 1487 - - - - - - 10260 - Wall 3-1 2 Both - - 1487 - 1.0 - 380 - - 10260 - Seg. 1 - Both 82.6 - 1487 - 1.0 - 380 - 380 6840 0.22 Seg. 2 - Both 0.0 - 0 - 1:0 - 380 - 380 3420 0.00 Seg. 3 - Both 0.0 - 0 - 1.0 - 380 - 380 - - Level 1 Ln3, Levl - Both - - 2545 - - - - - - 17150 - Wall 3-1 1 Both - -- 2545 - 1.0 - 490 - - 17150 - Seg. 1 - S ->N 71.1 - 1208 - 1.0 - 490 - 490 8330 0.15 - N ->S 59.0 - 1002 - 1.0 - 490 - 490 8330 0.12 Seg. 2 - S ->N 74.3 - 1337 - 1.0 - 490 - 490 8820 0.15 - N ->S 85.7 - 1543 - 1.0 - - 490 - 490 8820 0.17 E -W W For ASD Shear Force [pif] Asp -Cub Allowable Shear [pit] Resp. Shearlines Gp Dir v vmax V [lbs] Int Ext Int Ext Co C . Cmb V [lbs] Ratio Line A Level 2 LnA, Lev2 - Both - - 1487 - - - - - - 14725 - Wall A-1 2 Both - - - 1487 - 1.0 - 380 - - 14725 - Seg. 1 - Both 0.0 - 0 - 1.0 - 380 - 380 1900 0.00 Seg. 2 - Both 21.0 - 168 - 1.0 - 380 - 380 3040 0.06 Seg. 3 - Both 101.5 - 1319 - 1.0 - 380 - 380 4940 0.27 Seg. 4 - Both 0.0 - 0 - 1.0 - 380 - 380 2280 0.00 Seg. 5 - Both 0.0 - 0 - 1.0 - 380 - 380 1520 0.00 Seg. 6 - Both 0.0 - 0 - .92 - 348 - 348 1045 0.00 Lev& 1 LnA, Levi - Both - - 2545 - - - - - - 7963 - Wall A-1 1 Both - - 25.45 - 1.0 - 490 - - 7963 - Seg. 1 - Both 0.0 - 0 - 1.0 - 490 -. 490 - - Seg. 2 - Both 0.0 - 0 - 1.0 - 490. - 490 - - Seg. 3 - W ->E 150.8 - 754 - 1.0 - 490 - 490 2450 0.31 - E ->W 158.4 - 792 - 1.0 - 490 - 490 2450 0.32 Seg. 4 - W ->E 211.8 - 1059 - 1.0 - 490 490 2450 0.43 - E ->W 208.8 - 1044- - 1.0 - 490 - 490 2450 0.43 Seg. 5 - W ->E 139.0 - 556 - .94 - 459" - 459 1838 0.30 - E ->W 136.0 - 544 - .94 - 459 - - 459 1838 0.30 Seg. 6 - W ->E 58.6 - 17-6 - .83 - 408 - 408 1225 0.14 - E ->W 54.9 - 165 - .83 - 408 - 408 1225 0.13 Line B Level 2 LnB, Lev2 - Both - - 1487 - - - - - - 16625 - Wall B -i 2 Both - - 1487 - 1.0 - 380 - - 16625 - Seg. 1 - Both 0.0 - 0 - 1.0 - 380 - 380 2280 0.00 Seg. 2 - Both 0.0 - 0 - 1.0 - 380 - 380 3040 0.00 Seg. 3 - Both 0.0 - 0 - .92 - 348 - 348 1045 0.00 Seg. 4 - Both 0.0 - 0 - 1.0 - 380 - 380 1520 0.00 Seg. 5 - Both 82.6 - 1487 - 1.0 - 380 - 380 6840 0.22 Seg. 6 - Both 0.0 - 0 - 1.0 - 380 - 380 1900 0.00 Level 1 LnB, Levi - Both - - 2545 - - - - - - 18375 - Wall B -i 1 Both - - 2545 - 1.0 - 490 - - 18375 - Seg. 1 - Both 0.0 - 0 - .83 - 408 - 408 1225 0.00 Seq. 2 - Both 5.4 - 27 - 1.0 - 490 - 490 2450 0.01 Seg. 3 - W ->E 101.3 - 810 - 1.0 - 490 - 490 3920 0.21 - E ->W 102.0 - 816 - 1.0 - 490 - 490 3920 0.21 Seg. 4 - - Both 5.4 - 27 - 1.0 - 490 - 490 2450 0.01 Seg. 5 - W ->E 127.5 - 1147 - 1.0 - 490 - 490 4410 0.26 - E ->W 95.4 - 858 - 1.0 - 490 - 490 4410 0.19 Seg. 6 - W ->E 66.8 - 534 - 1.0 - 490 - 490 3920 0.14 - E ->W 102.0 - 816 - 1.0 - 490 - 490 3920 0.21 egend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is 26 WoodWorks® Shearwalls garysinghlot8a.wsw Jul. 17, 2017 11:59:50 critical for all walls in the Standard Wall group. For Dir— Direction of seismic force along shearline. v - Design shear force on segment = ASD factored shear force per unit FHS vmax - Collector shear force for perforated walls as per SDPWS eqn. 4.3-8 = V/FHS/Co. Full height sheathing (FHS) factored for narrow segments as per 4.3.4.3 V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub — For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment Aspect Ratio Factor from SDPWS 4.3.4.2. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment Include Cub factor and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness -based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V — Total factored shear capacity of shearline, wall or segment. Crit Resp — Response ratio = v/Cmb = design shear force/unit shear capacity. 'W' indicates that the wind design criterior was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 27 WoodWorks® Shearwalls garysinghlot8a.wsw Jul. 17, 2017 11:59:50 HOLD-DOWN DESIGN (flexible seismic design) Level 1 Line- Wall Posit'n Location [ft] X Y Shear Tensile ASD Holddown Force [lbs] Dead Ev Cmb'd Hold-down Cap [lbs] Crit Resp. Line 1 1-1 L End 0.00 0.12 1016 1016 HDU5-SDS2. 5645 0.18 1-1 R End 0.00 36.88 1016 1016 HDU5-SDS2. 5645 0.18 Line 3 3-1 L End 67.00 0.12 1392 1392 HDU5-SDS2. 5645 0.25 3-1 L Op 1 67.00 16.88 975 975 HDU5-SDS2. 5645 0.17 3-1 R Op 1 67.00 19.12 460 460 HDU5-SDS2. 5645 0.08 3-1 R End 67.00 36.88 869 869 HDU5-SDS2. 5645 0.15 Line A V Elem 1.88 0.00 17 17 Refer to upper level V Elem 11.13 0.00 157 157 Refer to upper level V Elem 11.88 0.00 297 297 Refer to upper level A-1 R Op 2 28.13 0.00 1943 1943 HDU5-SDS2. 5645 0.34 A -i L Op 3 32.88 0.00 2495 2495 HDU5-SDS2. 5645 0.44 A-1 R Op 3 39.13 0.00 2230 2230 HDU5-SDS2. 5645 0.40 A-1 L Op 4 43.88 0.00 2198 2198 HDU5-SDS2. 5645 0.39 A -i R Op 4 50.13 0.00 1483 1483 HDU5-SDS2. 5645 0.26 A -i L Op 5 53.88 0.00 1450 1450 HDU5-SDS2, 5645 0.26 A-1 R Op 5 64.13 0.00 639 639 HDU5-SDS2. 5645 0.11 A-1 R End 66.88 0.00 599 599 HDU5-SDS2. 5645 0.11 Line B B-1 R Op 1 5.13 37.00 56 56 HDU5-SDS2. 5645 0.01 B-1 L Op 2 9.87 37.00 57 57 HDU5-SDS2. 5645 0.01 B-1 R Op 2 15.13 37.00 1046 1046 HDU5-SDS2. 5645 0.19 B-1 L Op 3 22.88 37.00 1053 1053 HDU5-SDS2. 5645 0.19 B-1 R Op 3 34.13 37.00 56 56 HDU5-SDS2. 5645 0.01 V Elem 38.13 37.00 670 670 Refer to upper level B-1 L Op 4 38.87 37.00 57 57 HDU5-SDS2. 5645 0.01 B-1 R Op 4 45.13 37.00 1311 1311 HDU5-SDS2. 5645 0.23 B-1 L Op 5 53.88 37.00 1400 1400 HDU5-SDS2. 5645 0.25 B-1 R Op 5 59.13 37.00 438 438 HDU5-SDS2. 5645 0.08 B-1 R End 66.88 37.00 1053 1053 HDU5-SDS2. 5645 0.19 Level 2 Tensile ASD Line- Location [ft] Holddown Force [lbs] Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [lbs] Resp. Line 1 1-1 L End 0.00 0.12 324 324 HDU5-SDS2. 5645 -0.06 1-1 R End 0.00 36.88 324 324 HDU5-SDS2. 5645 0.06 Line 3 3-i L End 67.00 0.12 670 670 HDU5-SDS2. 5645 0.12 3-1 L Op 1 67.00 17.87 670 670 HDU5-SDS2. 5645 0.12 Line A A-1 R. Op 1 10.13 0.00 174 174 HDU5-SDS2. 5645 0.03 A-1 L Op 2 17.87 0.00 174 174 HDU5-SDS2. 5645 0.03 A-1 R Op 2 20.13 0.00 828 828 HDU5-SDS2. 5645 0.15 A-1 L Op 3 32.88 0.00 828 828 HDU5-SDS2. 5645 0.15 LineB B-1 R Op 4 38.13 37.00 670 670 HDU5-SDS2. 5645 0.12 B-1 L Op 5 55.88 37.00 670 670 HDU5-SDS2. 5645 0.12 Legend: . Line -Wall: At wall or opening - Shea:line 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. For perforated walls, T from SDPWS 4.3-8 is used Dead - Dead load resisting component, factored for ASD by 0.60 Ev - Vertical seismic load effect from ASCE 712.4.2.2 =-0.2Sds x ASD seismic factor x unfactored D = 0.140 x factored D. Refer to Seismic Information table for more details. Cmb'd - Sum of ASO -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 28 WoodWorks® Shearwalls garysinghlot8a.wsw Jul. 17, 2017 11:59:50 Crit. Resp. — Critical Response = Combined ASD force/Allowable ASD tension load Notes: Shear overturning force is horizontal seismic load effect Eh from ASCE 712.4.2. Uses load combination 8 from ASCE 7 2.4.1 = 0.6D + 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 factor Co, and shearline dimensions table for the sum of Li, used to calculate tension force T for perforated walls from SDPWS 4.3-9. Shearwalls does not check for either plan or vertical structural irregularities. 29 Line- Wall rositiOn On YYaii or Opening LO4auoil Liii X Y rusbe LIU J -> <-- Line 3 3-1 Left Opening 1 67.00 17.00 .39 167 3-1 'Right 6pening 1 67.00 19.00 99 305 Line A A-1 Right Opening 2 28.00 0.00 1063 1063 A -i Left Opening 3 33.00 0.00 500 461 A -i Right Opening 3 39.00 0.00 728 689 A -i Left Opening 4 44.00 0.00 142 165 A-1 Right Opening 4 50.00 0.00 86 63 A-1 Left Opening 5 54.00 0.00 318 329 A-1 Right Opening 5 64.00 0.00 62 51 Line B B-1 Right Opening 1 5.00 37.00 190 190 B-1 Left Opening 2 10.00 37.00 353 353 B-1 Right Opening 2 15.00 37.00 543 543 B-1 Left Opening 3 23.00 ,37.00 37 30 B-1 Right' Opening 3 34.00 37.00 455 448 B-1 Left Opening 4 39.00 37:00 618 611 B -i Right Opening 4 45.00 37.00 846 839 B-1 Left Opening 5 54.00 37.00 40 322 B-1 Right Opening 5 59.00 37.00 230 512 Level 2 Drag Strut Line- Position on Wall Location [ft] Force [lbs] Wall or Opening X Y -> <--- Line 3 3-1 Left Opening 1 67.00 18.00 764 764 Line A A-1 Right Opening 1 10.00 0.00 222 222 A-1 Left Opening 2 18.00 0.00 231 231 A-1 Right Opening 2 20:00 0.00 276 276 A-1 Left Opening 3 33.00 0.00 755 755. Line B B-1 Right Opening 4 38.00 37.00 844 844 B -i Left Opening 5 - 56.00 37.00 244 244 Legend: Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View -Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force derived from the greater of: Diaphragm force Fpx from Eqn. 12.10-1 plus 25% irregularity increase (12.3.3.4) Storey force Vx from Eqn 12.8-13 For perforated walls, shearline force is vmax from 4.3.6.4.1.1. Includes redundancy factor rho. -> Due to shearline force in the west -to -east or south -to -north direction <- Due to shearline force in the east -to -west or north -to -south direction WoodWorks® Shearwalls garysinghiot8a.wsw Jul. 17, 2017 11:59:50 DRAG STRUT FORCES (flexible seismic design) r nrn qt..' if I r. WoodWorks® Shearwalls garysinghlot8a.wsw Jul. 17, 2017 11:59:50 DEFLECTION (flexible seismic design Wall, segment W Gp Dir Srf v plf b ft h . ft Bending A Defl sq.in in Ga kips/ in Nail slip Vn en lbs in Shear Defl in Hold Defl in Total Deft in Level 1 Line 1 1-1 1 Both Ext 98.2 37.00 10.00 16.5 .001 25.2 172 .025 .039 0.06 0.10 Line 3 3-1,1 1 S ->N Ext 101.5 17.00 10.00 16.5 .002 25.2 172 .025 .040 0.15 0.19 N ->S Ext 84.2 17.00 10.00 16.5 .002 25.2 172 .025 .033 0.15 0.18 3-1,2 S ->N Ext 106.1 18.00 10.00 16.5 .002 25.2 172 .025 .042 0.14 0.19 N ->S Ext 122.5 18.00 10.00 16.5 .002 25.2 172 .025 .049 0.13 0.18 Line A A-1,3 1 W ->E Ext 215.4 5.00 10.00 16.5 .015 25.2 172 .025 .085 0.65 0.75 E ->W Ext 226.3 5.00 10.00 16.5 .016 25.2 172 .025 .090 0.64 0.74 A-1,4 W ->E Ext 302.6 5.00 10.00 16.5 .021 25.2 172 .025 .120 0.61 0.75 E ->W Ext 296.3 5.00 10.00 16.5 .021 25.2 172 .025 .118 0.60 0.74 A-1,5 W ->E Ext 198.6 4.00 10.00 16.5 .017 25.2 172 .025 .079 0.65 0.75 E ->W Ext 194.3 4.00 10.00 16.5 .017 25.2 172 .025 .077 0.65 0.74 A-1,6 W ->E Ext 83.7 3.00 10.00 16.5 .010 25.2 172 .025 .033 0.71 0.75 E ->W Ext 78.5 3.00 10.00 16.5 .009 25.2 172 .025 .031 0.70 0.74 Line B B-1,1 1 Both Ext 0.0 3.00 10.00 16.5 .000 25.2 172 .025 .000 0.00 0.00 8-1,2 W ->E Ext 7.6 5.00 10.00 16.5 .001 25.2 172 .025 .003 0.36 0.36 E ->W Ext 7.7 5.00 10.00 16.5 .001. 25.2 172 .025 .003 0.36 0.36 B-1,3 W ->E Ext 144.7 8.00 10.00 16.5 .006 25.2 172 .025 .057 0.30 0.36 E ->W Ext 145.8 8.00 10.00 16.5 .006 25.2 172 .025 .058 0.30 0.36 8-1,4 W ->E Ext 7.6 5.00 10.00 16.5 .001 25.2 172 .025 .003 0.36 0.36 E ->W Ext 7.7 5.00 10.00 16.5 .001 25.2 172 .025 .003 0.36 0.36 8-1,5 W ->E Ext 182.1 9.00 10.00 16.5 .007 25.2 172 .025 .072 0.28 0.36 E ->W Ext 136.3 9.00 10.00 16.5 .005 25.2 172 .025 .054 0.30 0.36 8-1,6 W ->E Ext 95.4 8.00 10.00 16.5 .004 25.2 172 .025 .038 0.32 0.36 E ->W Ext 145.8 8.00 10.00 16.5 .006 25.2 172 .025 .058 0.30 0.36 Wall, segment W Gp Dir Srf v b h Bending A Defl Ga kips/ Nail slip Vn en Shear Defl Hold Defl Total Defl plf ft ft sq.in in in lbs in in in in Level 2 Line 1 1-1 2 Both Ext 57.4 37.00 8.00 16.5 .000 19.4 177 .028 .024 0.04 0.07 Line 3 3-1,1 2 Both Ext 118.1 18.00 8.00 16.5 .001 19.4 177 .028 .049 0.10 0.15 3-1,2 Both Ext 0.0 9.00 8.00 16.5 .000 19.4 177 .028 .000 0.00 0.00 Line A A-1,1 2 Both Ext 0.0 5.00 8.00 16.5 .000 19.4 177 .028 .000 0.00 0.00 A-1,2 Both Ext 30.1 8.00 8.00 16.5 .001 19.4 177 .028 .012 0.19 0.20 A-1,3 Both Ext 145.0 13.00 8.00 16.5 .002 19.4 177 .028 .060 0.14 0.20 A-1,4 Both Ext 0.0 6.00 8.00 16.5 .000 19.4 177 .028 .000 0.00 0.00 A-1,5 Both Ext 0.0 4.00 8.00 16.5 .000 19.4 177 .028 .000 0.00 0.00 A-1,6 Both Ext 0.0 3.00 8.00 16.5 .000 19.4 177 .028 .000 0.00 0.00 Line 8 B-1,1 2 Both Ext 0.0 6.00 8.00 16.5 .000 19.4 177 .028 .000 0.00 0.00 B-1,2 Both Ext 0.0 8.00 8.00 16.5 .000 19.4 177 .028 .000 0.00 0.00 8-1,3 Both Ext 0.0 3.00 8.00 16.5 .000 19.4 177 .028 .000 0.00 0.00 B-1,4 Both Ext 0.0 4.00 8.00 16.5 .000 19.4 177 .028 .000 0.00 0.00 B-1,5 Both Ext 118.1 18.00 8.00 16.5 .001 19.4 177 .028 .049 0.10 0.15 B-1,6 Both Ext 0.0 5.00 8.00 16.5 .000 19.4 177 .028 .000 0.00 0.00 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 distance on wall segment = ASD force/0.70. For perforated walls, vmax from SDPWS 4.3-9 is used, as per 4.3.2.1 b - Width of wall segment between openings. Modified for perforated walls as per SDPWS 4.3.2.1 h - Wall height Defl - Horizontal shearwall deflection due to given term: Bending = 8vh^3 / EAb; A - Cross sectional area of segment end stud(s); E - stud mod. of elasticity in Framing Materials table Shear = vh / 1000 Ga. Ga - 1.4 vs / (1.4 vs / Gt + 0.75 en) from SDPWS Ex. C4.3.2-1; vs - ASD sheathing capacity; Gt - Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table; en - Nail slip from SDPWS table C4.2.2D; Vn - Shear force per nail along panel edge using 1.4 vs Hold - Hold-down = da x h / b; refer to Hold-down Displacement table for components of da Total deft = Deflection from bending + shear + hold-down, as per SDPWS C4.3.2-1 31 INoodWorks® Shearwalls garysinghlot8a.wsw Jul. 17, 2017 11:59:50 HOLD-DOWN DISPLACEMENT (flexible seismic design Wall, segment Dir Hold- down Uplift force lbs Elong / Disp Manuf Add in in da in Slippage Pf lbs da in Shrink da in Crush+ Extra in Total da in Hold Defl in Level l Line 1 1-1 Both HDU5-SDS 1452 .057 .000 0.057 - - .138 0.04 0.23 0.06 Line 3 3-1,1 S ->N HDU5-SDS 1988 .078 .001 0.078 - - .138 0.04 0.26 0.15 N ->S HDU5-SDS 1812 .071 .001 0.072 - - .138 0.04 0.25 0.15 3-1,2 S ->N HDU5-SDS 2034 .080 .001 0.080 - - .138 0.04 - 0.26 0.14 N ->S HDU5-SDS 1242 .049 .000 0.049 - - .138 0.04 0.23 0.13 Line A A-1,3 W ->E HDU5-SDS 3698 .145 .001 0.146 - - .138 0.04 0.32 0.65 E ->W HDU5-SDS 3564 .140 .001 0.141 - - .138 0.04 0.32 0.64 A-1,4 W ->E HDU5-SDS 3185 .125 .001 0.126 - - .138 0.04 0.30 0.61 E ->W HDU5-SDS 3140 .123 .001 0.124 - - .138 0.04 0.30 0.60 A-1,5 W ->E HDU5-SDS 2119 .083 .001 0.084 - - .138 0.04 0.26 0.65 E ->W HDU5-SDS 2072 .081 .001 0.082 - - .138 0.04 0.26 0.65 A-1,6 W ->E HDU5-SDS 913. .036 .000 0.036 - - .138 0.04 0.21 0.71 E ->W HDU5-SDS 856 .034 .000 0.034 - - .138 0.04 0.21 0.70 Line 13 B-1,1 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 B-1,2 W ->E HDU5-SDS 80 .003 .000 0.003 - - .138 0.04 0.18 0.36 E ->W HDU5-SDS 81 .003 .000 0.003 - - .138 0.04 0.18 0.36 B-1,3 W ->E HDU5-SDS 1494 .059 .000 0.059 - - .138 0.04 0.24 0.30 E ->W. HDU5-SDS 1505 .059 .000 0.059 - - .138 0.04 0.24 0.30 B-1,4 W ->E HDU5-SDS 80 .003 .000 0.003 - - .138 0.04 0.18 0.36 E ->W HDU5-SDS 81 .003 .000 0.003 - - .138 0.04 0.18 0.36 B-1,5 W ->E HDU5-SDS 1873 .073 .001 0.074 - - .138 0.04 0.25 0.28 E ->W HDU5-SDS 2359 .092 .001 0.093 - - .138 0.04 0.27 0.30 B-1,6 W ->E HDU5-SDS 1942 .076 .001 0.077 - - .138 0.04 0.25 0.32 E ->W HDU5-SDS 1505 .059 .000 0.059 - - .138 0.04 0.24 0.30 Wall, . Hold- Uplift Elong / Disp Slippage Shrink Crush+ Total Hold segment Dir down force Manuf Add da Pf da , da Extra da Defl lbs in in in lbs in in in in in Level 2 Line 1 1-1 Both HDU5-SDS 463 .018 .000 0.018 - - .138 0.04 0.20 0.04 Line 3 3-1,1 Both HDU5-SDS 958 .038 .000 0.038 - - .138 0.04 0.22 0.10 3-1,2 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 Line A A-1,1 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 A-1,2 Both HDU5-SDS 248 .010 .000 0.010 - - .138 0.04 0.19 0.19 A-1,3 Both HDU5-SDS 1182 .046 .000 0.047 - - .138 0.04 0.22 0.14 A-1,4 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 A-1,5 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 A-1,6 Both HDU5-SDS 0 .000 .000 0.000 - -. .000 0.00 0.00 0.00 Line 13 B-1,1 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 B-1,2 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 13-1,3 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 B-1,4 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 B-1,5 Both HDU5-SDS 958 .038 .000 0.038 - - .138 0.04 0.22 0.10 B-1,6 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 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. For perforated walls, T from SDPWS 4.3-8 is used for overturning da - Vertical displacements due to the following components: Elang/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. 32 Woo?Works® Shearwalls garysinghlot8a.wsw Jul. 17, 2017 11:59: 50 Slippage — Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation Pf = ASD uplift force P / number of fasteners Bolts. = Pf/(270,000 D^1.5) (NDS 11.3.6) ; D = bolt diameter Nails: = en, from SDPWS Table C4.2.2D using Pf for Vn and values for Wood Structural Panel Shrink - Wood shrinkage = 0.002 x (15% fabrication — 10% in-service moisture contents) x Ls Ls = Perp. -to -grain length between fasteners subject to shrinkage, shown in Storey Information table Crush + Extra — 0.04" wood crushing at compression end of wall segment plus extra displacement due to mis-cuts, gaps, etc. Total da = Elong/Disp + Slippage + Shrink + Crush + Extra Hold Defl — Horizontal deflection = h/b x da (4th term in the deflection equation SDPWS C4.3.2-1) h = wall height; b = segment length between openings; h,b values in Deflection table 33 WoodWorks® Shearwalls garysinghlot8a.wsw Jul. 17, 2017 11:59:50 35 FOUNDATION EVALUATION INCLUDED IS THE FORMAL DESIGN FOR THE FULL HEIGHT BASEMENT WALLS, DESIGNED AS RETAINING WALLS. FOR OTHER STEMWALLS AND FOOTINGS THE FOLLOWING SPECIFICATIONS APPLY AND ARE VERIFIED BY SIMILAR PREVIOUS CALCULATIONS. FOUNDATION NOTES: 1. All footings for wall 4' and less in height shall be 24" wide by 12" thick with an 8" stem wall with H #4 at 12" max. spacing and V #4 at 16" max. spacing. 2. In all stem walls the minimum number of horizontal bars shall be three, including footing steel. 3. All retaining walls greater than 4' in height shall be constructed per detail shown. 4. Field modifications to these specifications shall be approved by the Engineer in writing prior to construction. /?7�,�.,e)ee" 1-V4G L MP _Ca 2'CAI a E' •t / 8' (67') 71) /1 r, 9'r'k 3S' pct Y/5 /0,1 'x /5-7 s- /4i8 25-3 /14- 6-7 03-0 /1/2/4 - W,a I 4-,:;€/1 �/(/� , 4 .7--6-‘ 7 , 7 I /5-0) 5- /8-31 f Cj - - ..90 s ,J.r_" / . e 5"6° / 7oi-tt c,,L1 7,741 77.7 , 2, 34 iz �3 (t) 9 r x /00 per: 240 44/ 67 4 3. 1 -7 24" 0 164 ' 7, I 7 ( (-i••$6-71-• 37 -7z-- /a,?7/ / •=5 5-6 / 43e3 /# /D. /y = 62K.S! O s E /0" WA L`,. Do Es }4 v-7 ,4..L. -7 k 4, " 6 6.-'r- VIS-l✓i4 L.. 1,-1 /4 7"/ PR Fill 4,v,$ L r [ 4 o, c 5' 6 sQ 3/4 S/ 03 C.., k//S i Eco 7'71UL< 34 6/2- 5'00 Psi. /,7, /2 o' 8:7r, z 3 /` e A G°. /j/25-- • S-. 76, C6 a_. !lam t A5- - O , '307 sc.. ‘OJ DC)CC :t 230 6--,8-3" CA p, 42.3°7 z ,"2-?) /3,4515- 4.r- 417 60 fop Dom/ 1 • DOD PSI ,C1.0 , 1lS/ _57EEZ 7‘z` -5e /8" 7RS, ,04717 gAgeileNT RE74VAI.INd WAIL z, rPC- — , — 7 ' 77 1 — Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnical 14245 59th Ave. S. FILE Tukwila, WA 98168 Cell: 206-571-8794 City of Tukwila_ August 23, 2017 Attn: Building Official/Plans ExamiR - - -_ _ ; Subject: Structural Design Revision - Basement Removed from House Design - New Residence, 14828 46th Lane S., Tukwila, WA 98168 PN: 004200-0143 (Site Lot #8) Dear Sir: Submitted with this explanatory letter is a revised Sheet #P2 for the above approved permit. The revision consists of deleting the use of the "basement" area and using it as a conventional crawlspace. This will reduce foundation excavation by about three feet from the original "basement" design. This affects the foundation wall construction heightn e requiring a much simplified footing/retaining wall design. CITY OF TUKWILA The plan changes as shown on the revised Sheet #P2 are as follows: 1. All living space and access stairway areas are eliminated. AUG 2 5 2017 PERMIT CENTER 2. A review of retaining/footing wall design based on field observed crawlspace excavations indicates the use of simplified standard stemwall type at all locations. IMPORTANT NOTE - THE MAXIMUM STEMWALL HEIGHT IS NOW 6 FEET, NOT THE EARLIER DETERMINED 9 FEET NEEDED FOR CEILING HEIGHT. THIS FACTOR, COMBINED WITH REGULAR "RETURNS" OR BENDS IN THE WALL LAYOUT REMOVES THE CRITICAL "RETAINING WALL" ASPECT OF THE FOUNDATION DESIGN. BY INSPECTION, THE WALL LAYOUT PREVENTS OVERTURNING IN ALL LOCATIONS, INCLUDING THE HIGHER WALL SECTIONS OF UP TO 6 FEET IN HEIGHT. 3. Per standard practice, exterior and interior pony walls will be used to provide support for the first floor structure. Exterior pony walls will be per the shear wall schedule specified for the old basement exterior wall. 4. Most of the hold downs specified for the basement area rear wa basement window openings have been removed. (Note that the "fl hold down forces from the floors above are absorbed by the contin crawlspace wall fabric. The hold downs from the Main Floor to the still required. A minor access port in crawlspace rear wall would ha Thank you for your assistance. Sincerely, Br ce S. MacVeigh, P. Civil Engineer EXPIRES: 4/24//Q I y .-.�►e ' i'' °E .9-`� rawls• ce rear wall are e no in!Wect.) City of Tukwila BUILDING DIVISION garysinghlot8basementdeleted/1763 2 /'-'4'/7 EXPIRES: 4/24//q J Bruce S. MacVeigh, P.E. d Civil Engineer/Small Site Geotechnical 14245 59th Ave. S. Tukwila, WA 98168 Cell: 206-571-8794 City of Tukwila Attn: Building Official/Plans Examin EVLSI:ON1Q. Subject: Structural Design Revision - Basement Remove louse Design - New Residence, 14828 46th Lane S., Tukwila, WA 98168 PN: 004200-0143 (Site Lot #8) August 23, 2017 Dear Sir: Submitted with this explanatory letter is a revised Sheet #P2 for the above approved permit. The revision consists of deleting the use of the "basement" area and using it as a conventional crawlspace. This will reduce foundation excavation by about three feet from the original "basement' design. This affects the foundation wall construction heights, specifically requiring a much simplified footing/retaining wall design. RECEIVED CITY OF TUKWILA The plan changes as shown on the revised Sheet #P2 are as follows: 1. All living space and access stairway areas are eliminated. AU6252017 2. A review of retaining/footing wall design based on field observed crawlspace�exlcava ionsER indicates the use of simplified standard stemwall type at all locations. IMPORTANT NOTE - THE MAXIMUM STEMWALL HEIGHT IS NOW 6 FEET, NOT THE EARLIER DETERMINED 9 FEET NEEDED FOR CEILING HEIGHT. THIS FACTOR, COMBINED WITH REGULAR "RETURNS" OR BENDS IN THE WALL LAYOUT REMOVES THE CRITICAL "RETAINING WALL" ASPECT OF THE FOUNDATION DESIGN. BY INSPECTION, THE WALL LAYOUT PREVENTS OVERTURNING IN ALL LOCATIONS, INCLUDING THE HIGHER WALL SECTIONS OF UP TO 6 FEET IN HEIGHT. 3. Per standard practice, exterior and interior pony walls will be used to provide support for the first floor structure. Exterior pony walls will be per the shear wall schedule specified for the old basement exterior wall. 4. Most of the hold downs specified for the basement area rear wall are deleted since the basement window openings have been removed. (Note that the "flow path" of point shear hold down forces from the floors above are absorbed by the continuous and solid rear crawlspace wall fabric. The hold' downs from the Main Floor to the crawlspace rear wall are still required. A minor access port in crawlspace rear wall would have no significant effect.) Thank you for your assistance. Sincerely, Br ce S. MacVeigh, P. Civil EngineerSroNAi garysinghlot8basementdeleted/1763 03 ,�1�� ' '7 Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnical 14245 59th Ave. S. Tukwila, WA 98168 Cell: 206-571-8794 July 18, 2017 City of Tukwila Attn: Building Official/Plans Examiner LU Subject: Structural Soil Information - New Residence 14828 46th Lane S. Tukwila, WA 98168 PN: 004200-0143 (Site Lot #8) Dear Sir: Two areas concerning soils for thi 1. Draina e and Runoff Infiltratio The soils for the above site were a -Y• severa years ago as part of a complete geotechnical evaluation required for the design of the access road. REVIEWED FOR CODE COMPLIANCE APPROVED site:AUG 11 2017' - City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUL 182017 PERMIT CENTER The "U" shaped private access road has the name 46th Lane S. As part of the road design and construction, the two large infiltration trenches were installed under the roadbed to dispose of road surface runoff. They were also sized to accept and infiltrate the future runoff from the adjacent residential lots, to include roof and driveway runoff. For this purpose, a 6" storm stub was run from the street catch basin system to each lot for convenient future connection without having to disturb the road storm system or its pavement during construction of the future residences on the lots. Structural Soil Information for Building Design - In all areas in and around the subject lot the soils were found to be undisturbed and fairly dense sandy loam. Concerning the structural characteristics for the site's soils, an Allowable Bearing Pressure may be assumed to be 2,000 pcf. The foundation bearing calculations for the new house on Lot 5 dated September 25, 2015 used as a limit a pressure of 1,500 psf. As a result, it may be assumed that the designed building will have suitable soil bearing support for its intended structural loading with a considerable safety factor. \)vk.DA Other soil characteristics such as sliding coefficient and equivalent soil density are also relevant for this building since there are deep foundations or retaining walls proposed. Thank you for your assistance. Sincerely, Br ce S. MacVeigh, P.E. Civil Engineer garysinghlot8soilsltrrevised/1 763 I EXPIRES: 4/24/(7 /ciDJ`�G'/7 July 27, 2017 City of Tukwila Department of Community Development GARY SINGH 4642 S 146 ST TUKWILA, WA 98168 RE: Correction Letter # 1 COMBOSFR Permit Application Number D17-0198 SINGH RESIDENCE - LOT 8 - 14828 46TH LN S Dear GARY SINGH, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) "STAMP AND SIGNATURES" "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient. (WAC 196-23-010 & 196-23-020) (BUILDING REVIEW NOTES) 1. Revise roof slope for this house to be a minimum 5:12 pitch. (TMC 18.50.050 #6) 2. Provide a detail and show on the foundation plan R-10 perimeter insulation. The insulation shall be placed on the outside of the foundation or on the inside of the foundation wall. The insulation shall extend downward from the top of the slab for a minimum distance as shown in the table or to the top of the footing, whichever is less, or downward to at least the bottom of the slab and then horizontally to the interior or exterior for the total distance shown in the table. A two-inch by two-inch (maximum) pressure treated nailer may be placed at the finished floor elevation for attachment of interior finish materials. (2015 WSEC R402.2.8 &R402.2.9) 3. Outdoor combustion air shall be provided for gas appliances located in the garage. Show combustion air opening(s) with sizes specified in the garage. (IRC G2407.6 & IFGC 304.5) 4. Specify on the floor plan egress windows at each bedroom window. 5. The plan shows smoke detectors placed inside the bedrooms. Smoke detectors with Carbon Monoxide (CO) detectors shall be placed outside of each separate sleeping area in the immediate vicinity of the bedrooms. The detectors in this case would require two each in the hallway, one at the master bedroom and the other next to the bedrooms 1, 2 ,3 and 4 with a smoke detector inside bedroom #4. (R314.1 & R315.1) 6. Please provide engineered truss plan and truss packet by the truss manufacture. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-4.31-3670 • Far 206-431-3665 Note: Contingent on response to these corrections, further plan review may request for additional corrections. PLANNING DEPARTMENT: MAX BAKER at (206)-431-3683 if you have questions regarding these comments: • 1. Revise roof slope for this house to be a minimum 5:12 pitch. (TMC 18.50.050 #6) 2. It is not clear through the site plan if or how a sidewalk will connect from the front entryway to the street or driveway. Provide revisions showing front sidewalk location and size. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206)433-7165. Sincerely, Rachelle Ripl y Permit Technician File No. D17-0198 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-.3665 9ERMIT COORD COPY, ° PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0198 DATE: 08/25/17 PROJECT NAME: SINGH SHORT PLAT - LOT 8 SITE ADDRESS: 14828 46 LN S Original Plan Submittal X Revision # 1 before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: Al PRP- CVn Building Division >M Nei -1 Public Works API AY) Fire Prevention Structural Ma 5 8-31-17 Planning Division fr ❑ Permit Coordinator a PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 08/29/17 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required Approved with Conditions ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 09/26/17 Notation: REVIEWER'S INITIALS: DATE: 'Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: 12/18/2013 PERMIT COORD COPY Q PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0198 DATE: 08/07/17 PROJECT NAME: SINGH RESIDENCE - LOT 8 SITE ADDRESS: 14828 46TH LN S Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: AT Awe, Building Division Public Works Fire Prevention Structural ❑ MO kM-- Planning Division ❑ Permit Coordinator n PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 08/08/17 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required DUE DATE: 09/05/17 ❑ Approved with Conditions ❑ ❑ Denied (corrections entered in Reviews) Notation: CIA -C (ie: Zoning Issues) REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire 0 Ping 0 PW ❑ Staff Initials: iviaizm3 °F'ERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0198 DATE: 07/19/17 PROJECT NAME: SINGH SHORT PLAT - LOT 8 SITE ADDRESS: 14828 46TH AE S X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: uildmg Dtviston bt.‘ Atu t. -74-1-11 Public Works JI AV►AMG1I11 Fire Prevention Structural M� 10 Planning Division ❑ Permit Coordinator n PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 07/20/17 Structural Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required DUE DATE: 08/17/17 ❑ Approved with Conditions ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: I �21 I'I 42—* Departments issued corrections: Bldg R Fire El Ping PW ❑ Staff Initials: 12/18/2013 5 0' ao 00 00 5o 00 0 -1 -1 H titi H -Y 1 -1 N NN PP W4 NN "'- R! SI IS NI N N 1 N A - m mm ,om .am iu' i o O $ ON '' a 22 41.4 -811 22 :-.7"..4. PP C C e a C O p,d 0.y A 6 46 a Sal12'23'W 1N 3 46th Ave. So. ia► 20' ., 75.28' i ,77.52.. ,(t _,.., ..._. — o i `_. 0 77.52' r"- - 77.52' -"'{ 1 15'3 gr 1 YI 1551 i5; n 104 ISI ;� I I "O 1';I®o n 1 03 r- -S1 N I ml p s �I :r0 n N o 0 I 11.1 ( o 1 N) LAIt 9. - s Pig a! p,� zi I I i" 1 I U V 1 ,11 1 'tn �_ N � I IJG 141---- Ne -1 L �r''IL_ —i_1 1i y ' w SOl'12'�4'W _ u fj — — — .+ J - O112 .^. \i- HPt'1254'.W 1 t� .i 86.94' -y q 00112'54*W //. (Tukwila Permit t, #PW06-044) of 123.80' r sm-1r54'w r --1—i 4L_ u i , 1_ 3 F. s — — -.J -S0113'26'W / 91.37' 1 1 me I z 1 r "0 9N-4Nr; 10' 1 a CTl I5 L 50113'26"W 91.37' S 1281 e . �0173'26'E 4 1.x,1 95) a 11 k d 153.10.1 r �1L • r.. i l 16'1 0120'5ST r O “o-so-1 ne) New Private 20' easement for ingress, egress andutilities; Subject to drainage and Private RoodlArantenancn Covenant xm Rec. # ▪ (Tae Lot, #0042000136 House #4635 Finoi. Perinit #007-325) 1.4,94p (Tax Lot. #0042000135 °N fS Nouse #4643 Find Permit #007-364) OrlgInd East line Tract 3 ? Cl a 50113'25"8 (Tukwla Perrot #P9O5-044) , 0 SQ. as. a0 %3 m n Q tN -1 Q ` i'r <9'-i 12,12, N 3 1 _. N01'20'53"E — -New Private, 20' easement for Ingress, .- € — - mo y egress end'utkitles; Subject to drainage a 4 u and Private Rood Maintenance Covenant 1 3 • e �i 5. Nm ti a " 8 Nfa 'D a; , i'- 1 V o (LOT 1 -TOSP Las --071 a m,u i .3:11REC. #20070612900001) o o.'" 3. ,5e:, e � o u :‘,. . S ^ 8 V3,, (LOT 2 -TOSP L65-071 � ▪ 6EC. #20070612900001) SP m o 155.66' Original East line Trach 4-�� S01'04'27`W 62.19' Original East line Tract 5 1 72 1 I ,20 PROJECT NAME: S1if, OS)r- 4'1- S SITE ADDRESS: 1, 40 41{ L.h S PERMIT NO: C' 17- 'q ORIGINAL ISSUE DATE: REVISION LOG REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE ISSUED DATE STAFF INITI� 1(3#23N - ( 7 IV- Summary of Revision: 9.-.7-f7 Received by: Summary of Revision: mkt.? AC m tiva4,Ic. 421kb..A.. 104 Le virvriv - oval .sj v a ^t der Recei by:INN Eel- S 1 REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) O City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwiIaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: g � r2 5.1 i 1 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Plan Check/Permit Number: g" Revision # I rmit is Issued ❑ D/7- 011' Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: lG�%4 CC— Project Address: / S%$ g c!b L /J . Contact Person: � i4--t�/ 54.� Summary of Revision: d RECEIVED CITTV OF TUKWILA AUG 252017 cozta PERMIT CENTER Phone Number: �:✓1. S,6l l N© /34'5e ell f- jvc/! CJ - d/ Spqre-. gi /1d245o ''‘) /6 2 97, \)61> 'M; 5.3(p.--- / 6 3 7 -76 Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision, Received at the City of Tukwila Permit Center by: Entered in TRAKiT on W:\Permit Center\Templates Worms\Revision Submittal Form doe• Revised: August 2015; • • • 0 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: O 6 I0 03120 (`7 Plan Check/Permit Number: D17-0198 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # _1_ ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # RECEIVED CITY OF TUKWILA AUG 032017. PERMIT CENTER Project Name: SINGH RESIDENCE — LOT 8 Project Address: 14828 46TH LN S Contact Person:lry S l i+ Summary of Revision: I d Co? 5 cr y, ©NP.. (a\1 r oornc4-ibn Ate() Phone Number: cap 2.1-144 ) 9 o b Sheet Number(s): "Cloud" or highlight all areas of revision including date' re isio Received at the City of Tukwila Permit Center by: ❑ Entered in TRAKiT on C:\Users\Rachelle-R\Desktop\Revision Submittal Form - D16-0305.4oc Revised: August 2015 Fl 14816 PP aryl )South P.O. Bo;...�+9550 Tukwila, WA 98168 Phone: (206) 242-3236 Fax: (206) 242-1527 CERTIFICATE OF SEWER AVAILABILITY/NON-AVAILABILITY Residential: $50 Commercial: $100 Ce -Certificate of Sewer Availability OR ❑ Certificate of Sewer Non -Availability Part A: (To Be Completed by Applicant) Purpose of Certificate: ❑ Building Permit ❑ Preliminary Plat or PUD ❑ Other `rShort Subdivision ❑ Rezone Propos Use: ZE Residential Single Family U Residential Multi-Family}CI Commercial U Other Applicants Name: (; 21 dCiti j(h. /$dI1 U 1`i ins Phone: 7_0 6, • 244 • l9QO Property Address or Approximate Location: Tax Lot Number: 6 �` `� t 3— 14.912.2) 46 i•!, LiJex.nd a 5 owe) ;PI a i, r 4 Legal Description(Attach Map and Legal Description if necessary):_ Lc9 .8 b»'... 2_ „--5.( cZ )1 I 4 tial • - f z ni. yn J e_c' 1 Q{�cc, o,�l`•" 9i - —wire p//oat —t -)1,r vc ar-' > r & c fel ed !, 1 O 1 12_ , : �afS f_l 9.0 in jC C'., lclA. , Part Bim: (To Be Completed by Sewer Agency). 1. L! a. Sewer Service will be provided by side sewer connection only to an existing 10 size sewer 6/✓ feet€ref 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) U 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: y PERMIT: $ � a. District Connection Charges due prior to connection: 7+a -7i , ge- s.E• T- L.47 7 RE C l GFC: $ SFC: $ UNIT: $ CITY OF A Southwest Suburban Sewer District connection charge will be due prior to connection. �/ JUL b. Easements: lJ Required ❑ May be Required c. Other PERMIT • I hereby certify that the above sewer agency information is true. This certification shall be valid for one year from the d o By 6 1�lCVRef Title Cn` !�• 09 Date p(1- 011 LVED TUKWILA 8 2017 CENTER CITY OF TUKWILA Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 ,JUN 22 2009 Jti! Um,n• DEVELOPrwZAT CERTIFICATE OF WATER AVAILABILITY Required only if outside City of Tukwila water district Permit Center/Building Division: 206-431-3670 Public Works Department: 206-433-0179 Planning Division: 206-431-3670 PERMIT NO.: Site address (attach map and legal description showinghydrantlocation and size of main): 6 rr L/ _ , /$ A As S' .2. d 1�- ZJi �i . "A " SOC tiI Y O SIY•42r1 G{ T 7uoye GO {s - -,�._. .,.. r.'tfJr �'.. ...`�._ . Jay �• ^ -•y,�i" ,,�� w '` w.yti'r2�^.'O�'. Name: iw-w .,e,_ -.l nL Name: Address:RA ty < j(' 8 a sl � () ic Address: Phone: •l . / , , Zit y'"tct vc)/4- Phone: This certificate is for the purposes of: ❑ Residential Building Permit 0 Preliminary Plat ❑ Commercial/Industrial Building Permit 0 Rezone Estimated number of service connections and water meter size(s): Vehicular distance from nearest hydrant to the closest point of structure is Area is served by (Water Utility District): (A% t) • 12-17 Owner/Agent Signature j j Short Subdivision 0 Other 7/40 -Ye. (A JY.e. -S—Lx.;/(,1110(\, Date 410W —fflei~witel~00gfghw, 1. The proposed project is within —rt-t_%tU : 1 a I K 2. No Improvements required. (City/County) 3. The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: - Pt (Use separate sheet if more room is needed) 4. Based upon the improvements listed above, water can be provided and will be available at the site with a flow of /MSC! E D at 20 psi residual for a duration of 2 hours at a velocity of (o fps as documented by the attached cgi& ion 5. TUKWILA 5. Water a Acceptable lily: (� Y Acceptable service can be provided to this project 0 Acceptable service cannot be provided to this project unless the improvements in Item B-2 are met. El System is not capable of providing service to this project. JUL 18 2017 PERMIT CENTER i hereby certify that the above information is true and correct. A i n4 t . tt3 rt'rE2 D i 5T.4 -i Z5 Agen hone VA... Z 1 i 'Z 754i 7 MLLE. Peev�v� By %-17 —©'t Date -14-l6) This certificate is not valid without Water District #125's attachment entitled "Attachment to Certificate of Water Availablity" \applications\water availability (7-2003) ' O HbPrinted: 9-16-03 0 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. 5. 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. I acknowledge that I have received the Certificate ofSewerAvailability/Non-Availability and this Attachment, and fully understand the terms and conditions herein. Applicant's Signature (r?lo 7 Date �(-7-018 POPS BACKFLOW TESTING INC. BACKFLOW PREVENTION ASSEMBLY TEST REPORT (206) 551-5174 WATER PURVEYOR KCWD #125 ASSEMBLY ID/FILE #/UTILITY DEVICE # NAME OF PREMISE New Construction —14828-14837- 4640 SERVICE ADDRESS 14828 46th Ln S CONTACT PERSON Gary Singh LOCATION OF ASSEMBLY 1st Floor Hall Closet ACCOUNT # Meter # Commercial ❑ Residential ❑r Tukwila ZIP 98168 PHONE (206) 244-1900 DOWNSTREAM PROCESS Fire Service DCVA ❑r RPBA ❑ PVBA ❑ OTHER NEW INSTALL ❑r EXISTING ❑ REPLACEMENT ❑ REMOVED ❑ OLD SER.# APPROVED ASSEMBLY? YES 0 NO ❑ PROPER INSTALLATION? YES 0 NO ❑ MAKE OF ASSEMBLY Ames MODEL 2000B SERIAL NO, 33203 SIZE r INITIAL TEST PASSED ❑ DCVA / RPBA DCVA / RPBA RPBA PVBA/SVGA CHECK VALVE NO.1 CHECK VALVE NO.2 OPENED AT ' SID AIR INLET OPENED AT PSID CLOSED TIGHT ' CLOSED TIGHT ❑ #1 CHECK 'SID DID NOT OPEN ❑ LEAKED ■ LEAKED AIR GAP OK? 0.4 PSID 0.0 PSID FAILED v NEW PARTS AND REPAIRS CLEAN REPLACE PART CLEAN REPLACE PART CLEAN REPLACE PART CHECK VALVE HELD AT PSID v ❑ MODULE V ❑ MODULE ❑ • ❑ ❑ ❑ ❑ ❑ ❑ LEAKED ❑ ❑ ❑ iii ❑ ❑ ❑ CLEANED ❑ REPAIRED ❑ ❑ ❑ ❑ ❑ ❑ ❑ TEST AFTER REPAIRS PASSED , AIR INLET PSID CLOSED TIGHT 15 CLOSED TIGHT te RV EXERCISED ■ LEAKED ❑ 2.0 PSID OPENED AT PSID LEAKED ■ CHK VALVE PSID 1.4 PSID #1 CHECK PSID FAILED ❑ AIR GAP INSPECTION: SUPPLY PIPE DIAMETER DETECTOR METER READING LEFT SERVICE AS FOUND Isolation valve: Open j Closed ❑ SOV#1 : Open ❑d Closed SEPARATION REMARKS: REMOVE DEBRIS FROM CHECK VALVE NUMBER 1 & 2. PASS ❑ FAIL ❑ ❑ SOV#2: Open ❑� Closed LINE PRESSURE 95 PSI CONFINED SPACE? No TESTERS SIGNATURE: �• CERT. NO, B5596 DATE 2/19/2019 TESTERS NAME PRINTED James W Salter TESTERS PHONE # (206)551-5174 REPAIRED BY: James W Salter LIC NO, SALTEJW901 QN DATE 02-19-2019 FINAL TEST BY: James W Salter CERT. NO. B5596 DATE 02-19-2019 CALIBRATION DATE 01-02-2019 GAUGE # 08102007 MODEL Midwest 835 SERVICE RESTORED YES 0 NO ❑ I certify that this report is accurate, and I have used WAC 246-290-490 approved test methods and test equipment. POPS BACKFLOW TESTING INC. (206) 551-5174 WATER PURVEYOR KCWD #125 BACKFLOW PREVENTION ASSEMBLY TEST REPORT ASSEMBLY ID/FILE #/UTILITY DEVICE # NAME OF PREMISE New Construction — 14828-14837- 4640 SERVICE ADDRESS 14828 46th Ln S CONTACT PERSON Gary Singh LOCATION OF ASSEMBLY 1st Floor Closet ACCOUNT # Meter # Commercial ❑ Residential d❑ Tukwila ZIP 98168 PHONE (206) 244-1900 DOWNSTREAM PROCESS Fire Service DCVA [ RPBA ❑ PVBA ❑ OTHER NEW INSTALL U EXISTING ❑ REPLACEMENT ❑ REMOVED ❑ OLD SER.# APPROVED ASSEMBLY? YES V NO Li PROPER INSTALLATION? YES El NO ❑ MAKE OF ASSEMBLY /4 7 A MODEL -GDO I✓ SERIAL NO. -.33z6 3 SIZE j l/ INITIAL TEST PASSED ❑ FAILED DCVA / RPBA DCVA / RPBA RPBA PVBA / SVBA CHECK VALVE NO.1 CHECK VALVE NO.2 OPENED AT ' SID AIR INLET OPENED AT PSID CLOSED TIGHT \L. LEAKED ❑ � �� PSID CLOSED TIGHT ❑ LEAKED () , � PSID #1 CHECK PSID DID NOT OPEN ❑ AIR GAP OK? NEW PARTS AND REPAIRS CLEAN REPLACE PART X ❑ o U CLEAN REPLACE PART [N ❑ (jl) (,L CLEAN REPLACE PART ❑ , ❑ CHECK VALVE HELD AT PSID ❑ ❑ ❑ ❑ 11 ❑ LEAKED ❑ • Cl ❑ ❑ ❑ ❑ CLEANED ❑ REPAIRED ❑ ❑ ❑ ❑ ❑ ❑ ❑ TEST AFTER REPAIRS PASSED N FAILED ❑ CLOSED TIGHT LEAKED ❑ (+ii PSID CLOSED TIGHT N LEAKED ❑ ) ,° PSID RV EXERCISED ❑ OPENED AT PSID AIR INLET PSID CHK VALVE PSID #1 CHECK PSID AIR GAP INSPECTION: SUPPLY PIPE DIAMETER DETECTOR METER READING LEFT SERVICE AS FOUND Isolation valve: Open Closed ❑ SOV#1: Open VCIosed ❑ SOV#2: Open N Closed—Li SEPARATION PASS 0 FAIL ❑ REMARKS: TESTERS SIGNATURE: 110.0u4 1J. ,Sarg LINE PRESSURE C 5— PSI CONFINED SPACE? No CERT. NO. B5596 DATE TESTERS NAME PRINTED James W Salter TESTERS PHONE # (206)551-5174 2/19/2019 REPAIRED BY: James W Salter LIC NO. SALTEJW901 QNI DATE FINAL TEST BY: James W Salter CERT. NO, B5596 DATE CALIBRATION DATE 01-02-2019 GAUGE # 08102007 MODEL Midwest 835 SERVICE RESTORED YES NO ❑ I certify that this report is accurate, and I have used WAC 246-290490 approved test methods and test equipment. SIDHU HOMES INC CoWashington State Department of Labor & Industries 0 I -Lome Espaiiol Contact Safety & Health Claims & Insurance Search L&I Page 1 of 2 A-7 Index Help My LS&I Workplace Rights Trades & Licensing SIDHU HOMES INC Owner or tradesperson Principals SINGH, GURDIP, PRESIDENT Grewal, Sukhbir Kaur, VICE PRESIDENT Doing business as SIDHU HOMES INC WA UBI No. 602 228 341 4642 S 146th St TUKWILA, WA 98168 206-244-1900 KING County Business type Corporation Governing persons SUKHBIR K GREWAL GURDIP SINGH; License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. SIDHUHI881JF Effective — expiration 04/06/2012— 03/22/2018 Bond Wesco Insurance Co Bond account no. 46WB074082 $12,000.00 Received by L&I Effective date 03/22/2016 03/17/2016 Expiration date Until Canceled Bond history Insurance United Specialty Insurance Corn $1,000,000.00 Policy no. DCG04994-00 Received by L&I Effective date 04/28/2017 04/26/2017 Expiration date 04/26/2018 Insurance history Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602228341 &LIC=SIDHUHI881 JF&SAW= 9/7/2017 SIDHU HOMES INC 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&1 Tax debts ........................................ No L&l tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies.. License Violations .:................................................ _.. No license violations during the previous 6 year period. Workers' comp Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums. L&I Account ID Account is current. 197,375-01 ................................ Doing business as SIDHU HOMES INC Estimated workers reported Quarter 2 of Year 2017 "Less than 1 Workers" L&I account contact TO / JULIE SUR (360)902-4715 - Email: SURJ235@Ini.wa.gov Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes ........................................................ No strikes have been issued against this contractor. Contractors not allowed to bid ........................................................................................... No debarments have been issued against this contractor. Workplace safety and health No inspections during the previous 6 year period. Page 2 of 2 Washington State Dept. of Labor & Industries. Use of this site is subject to the laws of the state of Washington. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602228341 &LIC=SIDHUHI881 JF&SAW= 9/7/2017 INDEX• P-1 SITE PLAN P-2 BASEMENT & FOUNDATION PLAN P-3 MAIN FLOOR PLAN £ 5-7e7��E P-4 TOP FLOOR PLAN P-5 ELEVATIONS P-6 ELEVATIONS P-7 CROSS SECTION & WINDOW SCHEDULE P-8 STRUCTURAL & GENERAL NOTES P-9 STRUCTURAL & GENERAL NOTES P-10 STRUCTURAL & GENERAL NOTES 44 5 7/eve 7VE #1. roof slope/pitch; roof slope/pitch for this house will be 5:12 pitch per TMC 18.50.050 #6. Total Height of the house from avg. Bldg. Grade point will be 28'4.5". There will be no significant change in structural calculations and previously submitted calcs are sufficient. #2. Basement slab and wall insulation R402.2.8 Below -grade walls. Below -grade exterior wall insulation used on the exterior (cold) side of the wall shall extend from the top of the below -grade wall to the top of the footing and shall be approved for below -grade use. Above -grade insulation shall be protected. Insulation used on the interior (warm) side of the wall shall extend from the top of the below -grade wall to the below -grade floor level and shall include R-5 rigid board providing a thermal break between the concrete wall and the slab. R402.2.9 Slab -on -grade floors. The minimum thermal resistance (R -value) of the insulation around the perimeter of unheated or heated slab -on -grade floors shall be as specified in Table C402.1.1. The insulation shall be placed on the outside of the foundation or on the inside of the foundation wall. The insulation shall extend downward from the top of the slab for a minimum distance as shown in the table or to the top of the footing, whichever is less, or downward to at least the bottom of the slab and then horizontally to the interior or exterior for the total distance shown in the table. A two-inch by two-inch (maximum) pressure treated nailer may be placed at the finished floor elevation for attachment of interior finish materials. Insulation extending away from the building shall be protected by pavement or by a minimum of 10 inches (254 mm) of soil. R402.2.9.1 Heated slab -on -grade floors (Mandatory). The entire area of a heated slab - on -grade floor shall be thermally isolated from the soil with a minimum of R-10 insulation. The insulation shall be an approved product for its intended use. If a soil gas control system is present below the heated slab -on -grade floor, which results in increased convective flow below the heated slab -on -grade floor, the heated slab -on -grade floor shall be thermally isolated from the sub -slab gravel layer. R-10 heated slab -on -grade floor insulation is required for all compliance paths. #3 Outdoor combustion air for Appliance; G2407.6.1 (304.6.1) Two -Permanent -Openings Method; Two permanent openings (6" in Diameter), one commencing within 12 inches (305 mm) of the top and one commencing within 12 inches (305 mm) of the bottom of the enclosure, shall be provided. The openings shall communicate directly or by ducts with the outdoors or spaces that freely communicate with the outdoors. #4; Egress windows at each bedroom will be as follow; 5'x5' window #9 for Bed #1-4 and 6'x6' window # 12 will be an egress window. #5; Smoke detectors with Carbon Monoxide (CO) detectors; Smoke detectors with Carbon Monoxide (CO) detectors shall be placed outside of each separate sleeping area in the immediate vicinity of the bedrooms. So, there will be two each in the hallway, one at the master bedroom and the other next to the bedrooms 1, 2 ,3 and 4 with a smoke detector inside bedroom #4 detectors will be placed. (R314.1 & R315.1) NOTE: HOUSE WILL 3E SPIN <LED AS PE CITY OF TU <WILA CODE SITE COV RAC TOTAL LOT AREA INCLUDING EASEMENT=15,830 SQ.FT. TOTAL LOT AREA EXCLUDING EASEMENT -14,874 SQ.FT. ALLOWABLE SITE COVERAGE -3,649 SQ.FT. ACTUAL SITE COVERAGE=2, 629 SQ.FT. 5' [5.00'] 22.86' V) 0 0 7. 68 i l7 - O N P.EL.=271.6' E.EL.=272.8' AVG..EL.=275.61— — 7' 00 rn 5' [5.00'1 [7: P. EL. =279.6' ] E.EL.=277.8' 7E1 ell 71/ 7L� EX. /-S g'SZ] th6 gZ CONCRETE DRIVEWAY EXPOSED AGGREGATE A"sss Z2 EX. S7G/8 278 46T SOUT LA E GARAGE SLAB & DRIVEWAY AT MIN. 2% SLOPE LANDING AVG..EL.=271.3' hR, Z 11rf LOT #8 14828-46 LANE SOUTH TUKWILA, WA. TAX PARCEL NO. d.0 -1z44-414.-7 MAIN FLOOR=280.6 TOP FLOOR=290.7' BASEMENT SLAB=271.6' EX. AVG. BLDG. GR.=274.65' PR. AVG. BLDG. GR.=275.20' 276 AVG,.EL.=279.1 /E' BALCONY P.EL.=2.71.0' E.EL!=271.6' 10.72'] 5' [5.00'] C P.EL.-278.6' E.EL. 276.4' 0 0 cv 24.37' 1 d' _83'" 10.72'1 FILE COPY Permit No. 1)11AW1(6 Plan review approval is subject to errors and omissions. Approval of construction documents does not authorize the violation of any adopted code or ordinance. Receipt of approved Field Copy and conditions js-ac wledged: By: Date: City of Tukwila BUILDING DIVISION REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. j DOWN SPOUT. DRAINAGE (HIDDEN LINE) FOOTING DRAIN (CENTER LINE) 5' [5.00'] AD SITE PLAN SCALE:1 /8"-1 ` SEPF_: 'ARA i'� "IT iii UIt)..::'. ►: © P"cchanIcal Io:,trlcal ❑ Plumbing Q Gas Piping City of BUIl.D,t,., *INFILTRATION SYSTEM AS PER KING CO. MANUAL (HIDDEN LINE) DIRT COVER FILTER PAPER WASHED ROCKS & 4" DRAIN PIPE TYP. EXPIRES: 4/24/ / 71/ 17" *AS PER TMC 18.06.740 EAVES CAN INTRUDE MAXIMUM 24" INTO SETBACKS. TORR€CT,N LTR# RECEIVED CITY OF TUKWILA AUG 0 3 2017 PERMIT CENTER NOTE: SITE PLAN SCALE: 1 /8"-1 REMAINING DRAWINGS SCALED 1 /4"-1' • � r...4 1 eh si ligl°nItis Erb Ltd. TITLE PROPOSED FOR SIDHU HOMES INC. 14828 -46th LANE SO. TUKWILA, WA. DWN: H. B. SCALE: 1/8"– 1 ' DATE: 06.19.17 CHKD: PHONE: (206) 244-1900 DRAWING NO, /)(-> 1)D17-7517— D'1 Bruce CVacVeigh, TUKWILA, WA. 206.242.7665 --'\\ P.E. REVIEWED FOR CODE COMPLIANCE APPROVED AUG 11 2017 F‘ - City of Tukwila 7.,-1- LAIN -... M. .-. '-v . -... -. P 1 flNDEX: MINN P-2 P-3 P-4 P-5 P-6 P-7 P-8 P-9 P-10 BASEMENT & FOUNDATION PLAN MAIN FLOOR PLAN TOP FLOOR PLAN ELEVATIONS ELEVATIONS CROSS SECTION & WINDOW SCHEDULE STRUCTURAL & GENERAL NOTES STRUCTURAL & GENERAL NOTES STRUCTURAL & GENERAL NOTES \OT HO.,SE WILL B SI\KLED AS CITY OF T„ KWILA CODE SITE_ COVERAGE TOTAL LOT AREA INCLUDING EASEMENT=15,830 SQ.FT. TOTAL LOT AREA EXCLUDING EASEMENT=14,874 SQ.FT. ALLOWABLE SITE COVERAGE=3,649 SQ.FT. ACTUAL SITE COVERAGE=2,629 SQ.FT. 0 0 O 5' [5.00'] 6.2.19' `22.86' 2�0 2 w CO W 00 m u 03 0 L u) 5' [5.00'] Jti 5' [5.00'] / P.EL.=271.6' E.EL. =272.8' AVG.. EL. =275.6' P.EL.=279.6' E.EL.=277.8' LANDING AVG.. EL. =271.31 LOT #8 14828-46 LANE SOUTH TUKWILA, WA. TAX PARCEL NO. P. EL. =271.0' E. EL. =271 .6' MAIN FLOOR=280.6 TOP FLOOR=290.7' BASEMENT SLAB=271.6' EX. AVG. BLDG. GR.=274.65' PR. AVG. BLDG. GR.=275.20' 276 AVG.. EL.=279.1 c P.EL.=278. E.EL. 276.4 ,%" [10.72'] AV1 =L.=274.8' wa =T - <48'SZ] -$Z BALCONY 1( •8%" x[10.72'] / 7 CONCRETE DRIVEWAY EXPOSED AGGREGATE 278 \L GARAGE SLAB & DRIVEWAY AT MIN. 2% SLOPE a 0 N N N N 46TH LA\ E SOUTH N O N O . 37' AD 0). / 5' [5.00'] SITE PLAN SCALE:1 /8"-1' (I" N HJT N LINE) FOOTING (CENTER LINE) *INFILTRATION SYSTEM AS PER KING CO. MANUAL (HIDDEN LINE) DIRT COVER FILTER PAPER WASHED ROCKS & 4" DRAIN PIPE TYP. *AS PER TMC 18.06.740 EAVES CAN INTRUDE MAXIMUM 24" INTO SETBACKS. NOTE: SITE PLAN SCALE: 1/8"-1' REMAINING DRAWINGS SCALED 1/4"-1' 456.17Gtoi 50.82' r\� II -- ,, hillon � � esigns Ltd. .,... A....._ o C �� TITLE PROPOSED FOR SIDHU HOMES INC. 14828 -46th LANE SO. TUKWILA, WA. DWN: H.B. SCALE: 4 1/8"- 1 ' DATE: 06.19.17 CHKD: PHONE: (206) 244-1900 DRAINING NO. »17-7517—P1 -- / Bruce VccVeich, P.E. TU'(WILA, WA. 206.242.7665 P 1 <1 FOUNDATION NOTES: 1. All footings for wall ' in height shall be 24" wide by 12" S" thick with an 8" stem wall -with 2. In all stem walls the minimum number of horizontal bars shall be three, including footing steel. 3. All retaining walls greater -than -4' in height shall be constructed per detail shown. 4. Field modifications to these specifications shall be approved by the Engineer in writing prior to construction. Pt. ,4 , 2.1 0 c �P57 .c9rn/e . D le:57 .5.4•7EG ee C7,e'S. /5"e7•/2S,->4-GtiN'411-5 '4 a .24q e 7 5, --> tvf fizz_ Aj4G1S 49r -v r . ".''/C. / 1 L C" ,\ , L 67' 16' / 20' 12' 19' Sheathing ,Thick •in 7'-41" 5'-9" 6'-103"/ / / 6'-1I" 5'-9" 7'-14" Ajiply Notes _ 2 / / _ / - _ <l /2.� DP ;• r - T I 6"X6" POST ON 10"X10" CONC. TIER ON 3'X3'X 10" COIkIC. FOOTING TYP, / / Horz Hort 83500 83500_ 1-TTT7 -I-i- 1-T N 3 6 N 4 6 0 �' — " ILLL H.B. SCALE: 1 /4"-1 ' DATE: 06.19.17 ON I I I JJ II I I I1 I I Ii I r -I_. 'rr II I I I16"x6" ! `r --- _ • -- 00 '' - _ —I 10"X10" NC. I PEER X TYP. CON FOO ING NG TY 0 co.,._ � . (— _ — . .� — �. ._. _._..._ • 'Xr5 ' •!r iI�M �...�...� 6 .r. r 0.1.6.4-i .._�..arirrrrrs :T— BEAM ! BEAM N h U COVERE1 RECREATION o N. PATIO .. ., 16 16' 6 (•i. //7_- 1" /-4 , 4.,46. 3'-6' �/,2z - I e /,i4x, 74. :.-- • J BEA r- I- - I II I \// I 4 I • 1 \/ - N 6"X6" POST ON/ / I N. N. 10"X10" CONC. / / o i N. \ PIER ON 3'X3'X10" / CONC. FOOTING WITH v \4 REBAR ©1' O.C./ / r _ �l i c L 36 k,,, • RAI S VERT. & HOR. TYP. / ..........,..,. N i^ --- ...-.. ,\ / P!. 1 1 n 1 1 ,,' N,, / 18'_9" \ z' 10' 6sdiii• 10' lir /,fir ��\ / •e4 , BATH- I I / ,,,.,,, Ir _ a ..4. 2 fi 1 ------s'„---------.77— V N. Vr,e4t-sex,P4 N T.J.I. JOISTS ,,r //N. o 0/4.,4/ I I 'I - _ I 1iI _ - _ __ - J -\ i I L^ 1 L_ I I I I I I 29'-6" 12'_ 6" 10' 15' / / 67' � St#gATHING MAThRIIALS by WALL GROUP Grp surf - Material Ratng Sheathing ,Thick •in GU in Ply Or Gvtv lbs/in Size Fasteners Type DI Eg . Fd •, in in Bk Ajiply Notes _ 2 Ext Ext' • Struct•Sh OSB StructSh OSB 24/16 24/16 7/16 ' 7/1$ - - 3 3 Horz Hort 83500 83500_ 8d 8d Nail Nail . N 3 6 N 4 6 Y Y 2,3 2,3. Ce era: Grp ..: ,Wats f esign Group number, used to reference wail in other tables Surf.-Exteriororintedor surface when applied ie &donor wall f?ahrg.-,Span.raling, see SDPWS Table C4.2.2:2C •. Thick— Nominal panel thickness Gil r Gypsuin.underlaythickness R/y—NunttietCfplies (or layers) in construction of plywood sheets Or. -.Orientation of longer dimension of sheathing panels • ..GI*, - Shear stiffness.In lbMrn. of depth from SDP WS Tables C4.2.2A-B Type .Fastener.typo from SDPWS.Tables 4:3A -D: Nail— common wire nail for structural panels and lumber; cooler or gypsum wallboard nail for GWB. plasterboard nail for gypsum lath, galvanised nalf for gypsum sheathing, Box box nail; Casing � casing nail, f?oof—.reofing'nail Screw - • .i.*atlsarew•' ; = Sipe..Common, box, and casing nails: refer to SDPWS Table Al (casing sizes = box sizes). • .Gauges:.11 ga = 0.1201x 1-314" (gypsum ;sheathing, 25,32* fiberboard ), 1.4/2' (lath & plaster, 1/2" fiberboard); 13 ga plasterboard = 0.92" x 1- ._Coolerorgypsum wallboard nail: Sd = .086"x.1-ai8 6d = .032"x 1-7/r; 8d = .113"x 2-3/8"; 6/8d = 6d base ply, 8d face ply for 2 -ply GWB. Diywallscrows: No. 6, 1-1/4" long. .6/8",gypsum sheathing can also use 6d cooler orGWB nail Of.--:Oefvrmed nails ( threaded or spiral), with increased withdrawal capacity - .Eg =: Panef edge fastener spacing ...Fd --•:Field spacing Interior to panels • •:Bk— Sheathing Is nailed to blocking at all panel edges; Y(es) orN(o) Applylilotes-Notes below table legend which apply.to sheathing side Notea:. :2;::praming at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3.7.1.4. 3 Sheer capacity for current designhasbeen increased tothe value for 15/32" Sheathing With same nailing. because stud spacing is 16" max, or ,panel:intentah0 ls iwrixamat. Se35 SOPIAiS`T42A: Note 2. BASEv _\T 'SCALE:1 /4"-1 ' 8'--a4" CEILING LA •BSMT. FLOOR AREA = 1,620 SQ.FT. HOLD DOWNS AND TIES KEY MODEL # CAPACITY NOTES ❑ STHD14 5,345# STHDI4RJ 5,345# 0 HD9B 6,580# ii Js HD12 9,215# HD19 12,690# A MST48 4,770# \\ FOOTING INSPECTION (RE: Geotech report prepared for this site.) Over excavation requiring structural (engineered) fill shall comply with recommendations as outlined in the geotechnical report. Prior to requesting a footing inspection, the Geotech engineer of record shall verify soils condition and provide an inspection report prepared and signed by the Geotech engineer. Geotech report shall verify that soils conditions including compacted fill shall satisfy specifications as outlined for footing/foundation construction. Geotech engineers report shall be presented to the building inspector at time of footing inspection. 2d r` 14/.7)' 7 1 P/ "A L A .c.4D7,/N6' 5 is-FENd7ES \ \ -00 rsi x \� \ 74) 3.5" X 3.5" STUD/POST 3.5" X 3:5" STUD/POST 5.25" X 5.25" STUD/POST 5.25" X 5.25" STUD/POST 5.25" X 5.25" STUD/POST 3.5" X 3.5" STUD/POST ABOVE HOLD DOWNS AND TIES PER SIMPSON STRONG -TIE, SEE MANUFACTURER'S CATALOG SPECIFICATIONS FOR CONNECTION ATTACHMENT SIZE AND TYPE FOR EACH OF THE ABOVE. . FOUNDATION ANCHOR BOLTS TO BE 5/8" DIAMETER ON 48" SPACING (TYPICAL) AND NEAR CORNERS, SECURED WITH NUT AND 3" SQUARE WASHERS. ' P7 NEC 250.52 Grounding Electrodes A concrete encased grounding electrode is required in all new concrete footings. The electrode shall consist of at least 20 feet of 1/2" or larger reinforcement bar or Bare copper conductor not smaller than 4 AWG, and shall be located horizontally within that portion of a concrete foundation or footing that is in direct contact with the earth & encased by at least 2" of concrete. (NOTE: 20 -foot rebar shall be one continuous piece tied alongside any vicinity footing rebar and shall protrude 8" min. above top of foundation wall near location of power panel.) JOIST AND BEAM NOTE- 1. Unless otherwise shown, all beams and headers longer than 3' are to be 3.125" x 12" Gfufam beams or better. 2. Headers with a span of 3' or less are to be 4" x 12" DF#2 or better. 3. All floor joists unless otherwise shown are 11-7/8" TJl : ' t 18 IDENTIFY LOT LINES Lot lines shall be established on site and made visible to verify distance of building setbacks the from lot lines, at time of footing/foundation inspection, prior to pouring concrete. A survey may be required to verify lot lines. PLEASE NOTE: Setback(s) shall be calculated and measured from the buildings finish face or corner of the building nearest the property line and not necessarily measured from the exterior foundation. REVIEWED OQE+�COMPLIANCEFOR PROVED PO 1. of Tukwila E� fN( j' 2J It REVISION N0. r xPIREs: 4/24/I 1 .74/4 `i /7 7-v4-f� `tea i'-'4'77 Ir.!) e'Al -7" esigns Ltd. TiTLE PROPOSED FO . SIDHU HOMES INC. 14828 -46th LANE SO. TUKWILA, WA. DWN: H.B. SCALE: 1 /4"-1 ' DATE: 06.19.17 CHKD: PHONE: . (206) 244-1900 DRAWING NO, 3ruce l► D917--75.17_2 vaoVeigh, . D.E. TU(WILA, WA. 206.242.7665 OF TVED CITYUKWiLA AUG 2 5 2017 PERMIT CENTER P 2 0 I 0 67' `5'--10" 13'_2" f 17' 12' 19 3'-10" L' 2' / / 6'-7" / 6'-7" / 6'-91" / 5'-9" / 4'-5i" / / / / 8' / 11' 36' MINIMUM HANDRAILS , 42" MINIMUM GUARDRAILS TITLE PROPOSED FOR SIDHU HOMES INC. • . 14828 -46th LANE SO. TUKWILA, WA. DWN: H.B. a 1/4"-1' DATE: 06.19.17 CHKD: PHONE: (206) 244-1900 DRAWING NO. DD17_7517—D3 1>(....\,..„3ruce 206.2/ VacVeigh, TU KWI LA, WA. 2.7665 �.E. REVIEWED FOR CODE COMPLIANCE APPROVED AUG 11 2017 City of Tukwila BUILDING DIVISION LANDING D 48 SQ.FT to ) ;I- X 6' fi" 3'X6'8" _,3' 2'X3' O0IN 5'•X.5' O _5',K5' 10 10FRENCH 5'X6' DOORS S.G./TEMPERED �` / ;\ \ 5' C;) �!�./ X4 �!�J I SHELVES 1 ID BEAM ©%"x / 2. `f �fZ3 l II WASHER' I • L._. � cQ - NOOK . • -.T-D} BATH a BEDROOM QE -4O FAMILY ROOM t F i KITCHEN � - `° `° �3i�oHs ISLAND /8fli 0/S rte- Lu J r- W X Z1 V 13' 10'-4" 8'-8",-----Y7' 9 W.I.C. X / SOLID CORE, ^ N x L EATHERSTRIP -co� ELF -CLOSER IN - REF. J t 2'8,.X6.8" Il ,'t 1 BEAM o 'X6'8" SLIDING DOOR 0 cn I. - o ;- t f 'es+ T.J.I. JOISTS I d rte_. cn o „a w ry °' 2 PC. —. cow 7 N1\ s T D LL- 36" MI IMUM H► RAI co 8/0 «I ") to /0 2 /r.. X BEAM N LINE OF FLOOR ABOVE _BEVW 64 11'- OF POST 18'_9" 2' / 8' 2' 10'-2" 14'-6" f T.J.I.in JOISTS ' GARAGE �~ r a /lot-- ��` ��' �.�%�-� /�� FOYER LIVING -: \ P l o GARAGE. SLAB & DRIVEWAY AT MIN. 2% SLOPE I h DINING I m in n i OPEN TO rn ABOVE OPEN TO ABOVE S, 3'X8' 3'X8' r Li 3 /B x /�'`' 67-2? 7Y8 'ix ! z // ,. .+ ESM- BEAM \ PORCH (ii)\\ o _ I 6'X6` jj �� 75 SQ.FT. \_ 3`X� 3'X6 3'X '"/ 9' 1'-6 J, 16' '-3' 6'-3" r I p,C 41. '?. 6'_3" *¢ x/� 3'_9" 3,_9" 3'-9" 29'-6" 12'-6" / / / f 10' /3'-9" /15' / / `, 67 HOLD DOWNS AND TIES KEY . MODEL # ❑ STHD14 121 STHDI4RJ Q HD9B HD12 HD19 MST48 CAPACITY 5,345# 5,345# 6,580# 9,215# 12,690# 4,770# NOTES 3.5" X 3.5" STUD/POST 3.5" X 3.5" STUD/POST 5.25" X 5.25" STUD/POST 5.25" X 5.25" STUD/POST 5.25" X 5.25" STUD/POST 3.5" X 3.5" STUD/POST ABOVE HOLD DOWNS AND TIES PER SIMPSON STRONG -TIE. SEE MANUFACTURER'S CATALOG SPECIFICATIONS FOR CONNECTION ATTACHMENT SIZE AND TYPE FOR EACH OF THE ABOVE. FOUNDATION ANCHOR BOLTS TO BE 5/8" DIAMETER ON 48" SPACING (TYPICAL) AND. NEAR CORNERS, SECURED.WITH NUT AND 3" SQUARE WASHERS, • VAIN 7LOOR SCALE:1 /4"-1' 9'-03/4" CEILING MAIN FLOOR AREA = 1,884 SQ.FT. GARAGE AREA = 622 SQ.FT. TOTAL MAIN FL. AREA = 2,506 SQ.FT. JOIST AND BEAM NOTE: 1. Unless otherwise shown, all beams and headers longer than 3' are to be 3.125" x 12" Glulam beams or better. 2. Headers with a span of 3' or less are to be 4" x 12" DF#2 or better. 3. All floor joists unless otherwise shown are 11-7/8" TJI /10 at 16" spacing. 00 co \ SHEATHING MATERIALS.b WALL GROUP • Legend: .Grp—Wall Design Group.nungyar, used to reference waif in:othertahles Surf— Eiderior..orintertorsurface when applied.to exterior wall • . atng— Span rating, see SDPWS Table.C4.2.2.2C Thick—Nominal panel thickness G(I - Gypsum underlay thickness ply- Numberofpiles (orlayers) in constructor of plywood sheets Or— Onentationoflarrgerdimenslon of sheathing panels . Givly— Shearstiffiiess.lri /Mn. of depth from SDPWS.Tables C4.2.2A-B Type — Fastener. type f om: SDPWS Tables 4.3A -D: Nail— common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for GWB, plasterboard nailforgypsum lath, galvanised nail for gypsum sheathing; Box - box nail; Casing— casing nail; Roof — roofing nail, Screw— dfywallscrew 'Size Common, box, and casing nails: refer to SDPWS Table At (casing sizes box sizes). 1/87Gauges: 11 ga = Q 12Q x l /4"(gypsum sheathing, 2a/32Nfiberboard ), 1-1/2• (lath &plaster, 1/2" frberbo8rrt); 13 ga plasterboaid = 0.92" x 1_ Cooler or gypsum wallboard nail.: 5d = .086"x 1-5/8';'5d = .092"x 1-7/8 8d = .113"x 2-318"; 6r8d = 6d•base ply, 8d face ply for 2 -ply GWB. . Drywall scrowsf1No: 6,•1-1/4» long. 5/8".•gypsum ahaathing can also use 6d cooler or GWB nail 1!f— Deformed nails.(threaded or spiral), with Increased withdrawal capacity • Eg-- Panel edge;fastenerspacing •.�Fd� Field spadinglnterior:to panels • Bk— Sheathingis nelled to blocking at•all panel edges; Y(es):or.N(o) • Apply Notes Notes tie/bw tablelegend which app/y.fo: sheathing side Notes: 2, Framing at adjoining panel edges must be.3".nominai or:.widerwith ataggere':1 i aifing.according:to SDPWS 4.3:7.1.4 : 3. Shear capacity:: forctirtent:design has been;increased tothe value. for. 18/32" sheathing with same nailing .because stud spacing is 16" am. or mast arientatiott is ti+siizontat. See SOpWS T4,3Ai3ate. 2. Sheathing Material Ratng ::.Thfaic .. GU Ply ..tn. in Struct Sh 0S8 StructSh OSB . SMOKE & CARBON MONOXIDE DETECTOR LOCATION ``� HARDWIRED WITH BATTERY BACK UP <>. FAN LOCATION RATED AT 100 CFM AT KITCHEN 50 CFM AT BATHROOMS. VENT ALL EXHAUST FAN TO THE OUTSIDE. EXHAUST DUCT ARE TO BE CONST. OF SMOOTH BORE NON COMBUSTABLE MATERIAL AND ARE TO BE INSULATED AS PER REQUIRED BY WSEC. PROVIDE WITH TIMER AT EACH LOCATION WHOLE HOUSE VENTILATION 1, INSTALL FAN IN LAUNDRY ROOM 2. INSTALL 24HR TIME TO CONTROL EXHAUSTION FAN 3. EXHAUST FAN TO BE 125 CFM MIN. 4. INSTALL AUTOMATIC ELECTRIC DAMPER IN THE OUTSIDE ELECTRIC AIR INTAKE 5. INSTALL 7" OUTSIDE AIR INTAKE DUCT AND CONNECT TO THE RETURN AIR PLENUM WITHIN 4'-0 OF POWER. ADD 1" DIAMETER FOR FLEX DUCT FOR LENGTH OVER 20'-O AND EACH ELBOW OVER THIRD ELBOW. THE TERMINAL ELEMENTS SHALL BE 8" BUILDING MECHANICAL SYSTEM SHALL BE PER WSEC PRECIRPTIVE OPTION. F -L.00 AREA: TOTAL LOT AREA INCLUDING EASEMENT -15,830 SQ.FT. TOTAL LOT AREA EXCLUDING EASEMENT=14,874 SQ.FT. TOTAL MAIN FLOOR AREA=1,884 SQ.FT. NET TOP FLOOR AREA=2,092 SQ.FT. TOTAL FLOOR AREA=3,976 SQ.FT. FAN NOTES: 1. SIZE OF T.J.I. JOISTS DESIGNED BY ENGINEER. 2. ALL BEAMS TO BE SIZED BY CIVIL ENGINEER. 3. 22"X28" ATTIC ACCESS TO ALL ROOF SPACES. 4. WHOLE HOUSE FAN VENT TO OUTSIDE. 5. ALL EXTERIOR WALLS TO BE 2"X6", AND INTERIOR WALLS TO BE 2"X4" UNLESS OTHERWISE NOTED. LEGEND: D. S.G. —FLOOR DRAIN —SAFETY GLASS [EXPIRES: 4/24/4 1 —HANGER / ,3'1J' (7 f t?' RECEIVED POCKET IN BEAM CITY OF TUKIh'ILA JUL 18 2017 PERMIT CENTER iO‘°17 /7C � hillon � � esigns Ltd. TITLE PROPOSED FOR SIDHU HOMES INC. • . 14828 -46th LANE SO. TUKWILA, WA. DWN: H.B. SCALE: 1/4"-1' DATE: 06.19.17 CHKD: PHONE: (206) 244-1900 DRAWING NO. DD17_7517—D3 1>(....\,..„3ruce 206.2/ VacVeigh, TU KWI LA, WA. 2.7665 �.E. REVIEWED FOR CODE COMPLIANCE APPROVED AUG 11 2017 City of Tukwila BUILDING DIVISION (--- ----N P ,6 /7C 67' 48' 12' 19' Ratng / LINE OF LANDING BELOW / 16'-6" 9'-2" Gvtv Ibs/in 7'-8" Fasteners Type Df r I 10'-4" -1 7'-4'I Bk Apply Notes 16' Ext Ext Struct Sh OSB Struct Sh OSB 24/16 24/16. 7/16 • 7/16 - I Horz Horz 83500 :83500 8d .. 8d Nail Nail 8'-4" 8'-2" 4'-7" 4'-7" 2'-10" 4'-10" a,-. 7"-1U"'"� I 7'-g" 8'-3" lo C% 0 Z O 5 g t) . 3' 4'X4' TEM'ftRED LINE OF FLOOR B . .G. LOW I I { N 12 O. \ 6'. Y F N Eil _... 22"X30° ----„,\ FREEANDI STNG) TUB / '41111111111111111 s / ATTiC ACCESS ENSUITE —'in W.i.C. o lIII 70 F / BEDR M-1 LAUNDRY 0 \ 0 4 1 MASTER 6'-2" 1 a' 4" BEDROOM O �� Q C) / 3'X6'8' g a LOFT 10 .?< N i MINIMUM 5 2'6"X6'8" 42" GUARDRAILS0 Ja? e r '117 X O QX W.I.C. 5/0 TUI SHOWE i 0) M.BATH F10 to 06 !1111111, 1 " -co ISMINNEMONS 2'6"X6' / IT co ('-4' lc) vi 10'-8" 4'-1+i" 3' 6" I1I!III mie /-10" mo! N M • ej X -00 N 36' M P1!! ILS :.• - t / / / / \\ --- '— 42" MiNIMUM GUARDRAILS W \./ ---/ 6'-2" 9' 5'-8" 6'-4" II „g 9X„8, 14'-10 ■ 10 -6' \ .- 14'-6” /cNi 1 In N X CS)W.I.C. «� x / \ / / \ \ N OPEN TO \ BE 00M-2 / / / \\\ / BELOW / / /1BEDROOM-3 \ r) \ o o co BATH /tr) /' / \\ -04 / i i\ // QO 1 1 `° \ itIllrl■� I� .: COV RED �, \ 5 X50 2(30 BALCONY n�■�r�,1 ��...�..�..�- �► a. `'J J' 5 5 75 Q.FT.` 3 54 3 54 3 5 ti `j M 0 0 �t I � 42" M NIMUM QU� GUAR rRAf .S 7'-8" 7'_6" 4' / 8' • 15'-2" / 12' 2'-4" 6'-3" 6'-3" 5' 3'-9" 3'-9" 3'-9" 3'-9" 29'-6" 12'-6" 10' 67' 4 ALL GROUP ,.$heathfng Grp. Surf Material Ratng Thick in GU in Ply Or Gvtv Ibs/in • Size Fasteners Type Df Eg In Fd in Bk Apply Notes 2 Ext Ext Struct Sh OSB Struct Sh OSB 24/16 24/16. 7/16 • 7/16 - 3 . 3 :. Horz Horz 83500 :83500 8d .. 8d Nail Nail N N • 3 4 6 6 Y V 2,3 2 3 Lend.• • Grp — Wall Oessgn Group number, used to reference wall in other tables Surf—;Exterior or interior surface when applied to exterior well Ratng •L- 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 . •Gvty-Shear stiffness in lin. adept!) from SDPWS Tables C4,2,2A-B Type —Fastener type from 'SDPWS Tables 4.3A=t7; N811 -, common wire:nail for structural panels and lumber, cooler or gypsum wallboard nail for GWS, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing,- Box box nail; .Casing — casing nail;; Roof roofinO nail; Screw— drywall .screw • •' Size Common, box, and casing nails: refer to SDPWS Table Al (casing sizes = box. sizes). . Gauges: 11 ga -• 0,120° x' 1-3/4" (gypsum shoalhing, 25/32" fiberboard ); 1-1,2' (lath & plaster, 1/2" fiberboard); 13 ga plasterboard = 0,92" x 1- 1/8". . . Cooler or gypsum wallboard nail;; 5d = .086"x 1-5/8"; 6d -4.092" x 1-7/8 8d = .113"x 2-3/8"; 61841.= 6d base ply, 8d face ply for 2 -ply GWS. Drywall screws: No. 6, 1-1/4"long. • ; •; ' • • 5/8"• gypsum sheathing can also use 6d cooler or GWB nail Df —Deformed nails (threaded'or spiral), with increased withdrawal capacity Pg— Panel edge fastener spacing, Fd — Field spacing interior to panels Bk - Sheathing Is nailed to blocking at all panel edges; Y(es) or N(o) Apply Notes — Notes below table legend which apply to sheathing side Notes: 2.•Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.17.1.4 3. Shear capacityfor current design has been .increaseil to the value lei -15/324 sheathing with .Same nailing because stud spacing is 16" max. or • •paKet;enentation tv, horizontal Sera SDPWS T4.31k Note 2. • TOD I- LOOR SCALE:1/4"-1' 9'-03/4" CEILING . TOP FLOOR AREA = 2,482. SQ.FT: OPEN TO BELOW AREA = 390 SQ.F I . NET TOP FL. AREA = 2,092 SQ.FT. JOIST AND BEAM NOTE: 1. Unless otherwise shown, all beams and headers longer than 3' are to be 3.125" x 12" Glulam beams or better. 2. Headers with a span of 3' or less are to be 4" x 1.2" DF#2 or better. 3. All floor joists unless otherwise shown are 11-7/8" TJI !//moi at 16" spacing. • pi \ N N 'HOLD DOWNS AND TIES KEY • . MODEL # CAPACITY 0 STHD14 5,345# ❑ STHDI4RJ 5,345# Q HD9B 6,580# r9S? HD12 9,215# ( HDI9 12,690# A _ MST48 4,770# ABOVE. HOLD DOWNS AND TIES PER SiMPSON STRONG -TIE. NOTES 3.5" X 3.5" STUD/POST 3.5" X 3.5" STUD/POST 5.25" X 5.25" STUD/POST 5.25" X 5.25" STUD/POST 5.25" X 5.25" STUD/POST 3.5" X 3.5" STUD/POST SEE MANUFACTURER'S CATALOG SPECIFICATIONS FOR CONNECTION ATTACHMENT SIZE AND TYPE FOR EACH OF THE ABOVE. FOUNDATION ANCHOR BOLTS TO BE 5/8" DIAMETER ON 48" SPACING (TYPICAL) AND NEAR CORNERS, SECURED WITH NUT AND 3" SQUARE WASHERS. ROOF VE\ TILATI O ALL TRUSSES SHALL HAVE: ROOF AREA TO BE VENTILATED - 2,693 SQ FT TYPE OF VENTING PROVIDED - - RIDGE VENTS - 2,600/150 = 18.0 18.0/2 = 9.0 VENTS REQUIRED :j? VE\ TI LATI O \ \OTES • MINIMUM AREA: THE TOTAL NET FREE VENTILATING AREA SHALL NOT BE LESS THAN 1/150 OF THE AREA OF THE SPACE VENTILATED EXCEPT THAT REDUCTION OF THE TOTAL NET FREE VENTILATING AREA TO 1/300 IS • PERMITTED, PROVIDED THAT A MINIMUM OF 40 PERCENT AND NOT MORE THAN 50 PERCENT OF THE REQUIRED VENTILATING AREA IS PROVIDED BY VENTILATORS LOCATED IN THE UPPER PORTION OF THE ATTIC OR RAFTER SPACE. UPPER VENTILATORS SHALL BE LOCATED NO MORE THAN 3 FEET BELOW THE RIDGE OR HIGHEST POiNT OF THE SPACE, MEASURED VERTICALLY, WITH THE BALANCE OF THE REQUIRED VENTILATION PROVIDED BY EAVE OR CORNICE VENTS. WHERE THE LOCATION OF WALL OR ROOF FRAMING MEMBERS CONFLICTS WITH THE INSTALLATION OF UPPER VENTILATORS, INSTALLATION MORE THAN 3 FEET BELOW THE RIDGE OR HIGHEST POINT OF THE SPACE SHALL BE PERMITTED. NOTE: TRUSS LAYOUT WILL BE PROVIDED TO THE PLAN EXAMINER 7 DAYS IN ADVANCE BEFORE INSTALLATION FOR APPROVAL, DESIGNED BY TRUSS CO. ENG. *AS PER TMC 18.06.740 EAVES CAN INTRUDE MAXIMUM 24" INTO SETBACKS. \ OT-: OUSE WILL 3E S`D I \'<LED AS FFE� CiTY OF TU<WILA CODE EXPIRES: 4/24/A /`. 'Pe /7 JAL'/7'� RECEIVED CITY OF TUKWILA JUL 182017 PERMIT CENTER 0 \ 3ruce MacVeich, P.E. TU<WILA, WA. 206.242.7665 REVIEWED FOR CODE COMPLIANCE APPROVED AUG 11 2017 City of Tukwila /76'3 hillon 110 esigns Ltd. ‘.1 .4 kliIIMII TITLE PROPOSED FOR SIDHU HOMES INC. • 14828 -46th LANE SO. TUKWILA, WA. DWN: H.B. SCALE: 1/4"- 1' DATE: 06.19.17 CHKD: PHONE: (206) 244-1900 DRAWING NO. t »17----7.17—P�. 3ruce MacVeich, P.E. TU<WILA, WA. 206.242.7665 REVIEWED FOR CODE COMPLIANCE APPROVED AUG 11 2017 City of Tukwila /76'3 RIDGE OF ROOF MIDPOINT OF ROOF RIDGE OF ROOF r) MIDPOINT OF ROOF CONCRETE TILE SHAKE PROFILE TOP OF PLATE MUNTIN BARS 4" TRIM ON ALL WINDOWS AND DOORS 3C �► hillon � � esigns Ltd. 42" MINIMUM 25 25 TITLE PROPOSED FOR SIDHU HOMES INC. 14828 -46th LANE SO. . TUKWILA, WA. 3C �► hillon � � esigns Ltd. 42" MINIMUM 25 OILS TITLE 3C �► hillon � � esigns Ltd. 42" MINIMUM GUARDR OILS TITLE PROPOSED FOR SIDHU HOMES INC. 14828 -46th LANE SO. . TUKWILA, WA. OWN: TOP FLOOR 1' TRIM BOARD 8' HIGH DOOR 8' HIGH DOOR STUCCO SIDING MAIN FLOOR== 280.6' DIRT LEVEL SLOPING AWAY P.EL.=279.6' E.EL.=277.8' MAIN FLOOR P.EL.=278.6' E.EL.=276.4' PR. AVG. BLDG. GR.=275.20' WEST ELEVATIO\ \OTES 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 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. 42" M GUARC NIMUM RAILS 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. �► hillon � � esigns Ltd. t 3E TITLE MAIN FLOOR== 280.6' DIRT LEVEL SLOPING AWAY P.EL.=279.6' E.EL.=277.8' MAIN FLOOR P.EL.=278.6' E.EL.=276.4' PR. AVG. BLDG. GR.=275.20' WEST ELEVATIO\ \OTES 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 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. 42" M GUARC NIMUM RAILS 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. �► hillon � � esigns Ltd. t TITLE PROPOSED FOR SIDHU HOMES INC. 14828 -46th LANE SO. . TUKWILA, WA. OWN: H.B. SCALE: 1/4"-1' DATE: 06.19.17 CHKD: PHONE: (206) 244-1900 DRAWING NO. t »17--717--P. . 180 180 180 MAIN FLOOR== 280.6' DIRT LEVEL SLOPING AWAY P.EL.=279.6' E.EL.=277.8' MAIN FLOOR P.EL.=278.6' E.EL.=276.4' PR. AVG. BLDG. GR.=275.20' WEST ELEVATIO\ \OTES 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 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. 42" M GUARC NIMUM RAILS 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. HARDI-PLANK SIDING WITH CORNER TRIMS 42" MINIMUM GUARDRAILS 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 BEI IER 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. P.EL.=278.6' E.EL. =276.4' REVIEWED FOR CODE COMPLIANCE APPROVED AUG 11 2017 ELEVATIO\ E.EL.=271.6' P.EL.=271.0' REC CITY OF T /7 7UL{% JUL 18 2017 : 4/24/ PERMIT CENTER �► hillon � � esigns Ltd. t TITLE PROPOSED FOR SIDHU HOMES INC. 14828 -46th LANE SO. . TUKWILA, WA. OWN: H.B. SCALE: 1/4"-1' DATE: 06.19.17 CHKD: PHONE: (206) 244-1900 DRAWING NO. t »17--717--P. . HARDI-PLANK SIDING WITH CORNER TRIMS 42" MINIMUM GUARDRAILS 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 BEI IER 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. P.EL.=278.6' E.EL. =276.4' REVIEWED FOR CODE COMPLIANCE APPROVED AUG 11 2017 ELEVATIO\ E.EL.=271.6' P.EL.=271.0' REC CITY OF T /7 7UL{% JUL 18 2017 : 4/24/ PERMIT CENTER HARDI-PLANK SIDING WITH CORNER TRIMS S.G./ TEMP _REO S.G./ TEMP ;REO 25 16 S.G. TEMPERi Co „,,....,... HARDI-PLANK SIDING WITH CORNER TRIMS S.G./ TEMP _REO S.G./ TEMP ;REO 36" MINIMUM HANDRAILS 25 lliki. hillon esigns Ltd. 36" MINIMUM HANDRAILS 4' HIGH RETAINING WALL E.EL.= 272,8' P.EL.=271.6' E.EL.=271.6' P.EL.=271.0' EAST ELEVATIO\ 42" MINIMUM GUARDRAILS HARDI-PLANK SIDING WITH CORNER TRIMS 42" MINIMUM _ GUARDRALS 4' HIGH RETAINING WALL NORTH ELEVATION P.EL,-271.6' RECEIVED CITY OF TUKWILA JUL 18 2017 PERMIT CENTER 25 lliki. hillon esigns Ltd. 4' HIGH RETAINING WALL E.EL.= 272,8' P.EL.=271.6' E.EL.=271.6' P.EL.=271.0' EAST ELEVATIO\ 42" MINIMUM GUARDRAILS HARDI-PLANK SIDING WITH CORNER TRIMS 42" MINIMUM _ GUARDRALS 4' HIGH RETAINING WALL NORTH ELEVATION P.EL,-271.6' RECEIVED CITY OF TUKWILA JUL 18 2017 PERMIT CENTER lliki. hillon esigns Ltd. „,,....,... 7 TITLE PROPOSED FOR ,SIDHU HOMES INC. 14828 -46th LANE SO. , TUKWILA, WA. OWN: H.B. SCALE: 1/4"--1' DATE: 06.19.17 CHKD: PHONE: (206) 244-1900 DRAWING NO. 1)?---' JJ17--7517—P6 .A 3ruce NacVeigh, TU <WI LA, WA. • .. 4 --..%*\<\1 D.E. RtvrEr P : 2 X TRUSS OF ROOF FRAMING R-49 ATTIC INSULATION N. DRYWALL 2"x6" BOTTOM TREATED PLATE NOTE: TRUSS LAYOUT WILL BE PROVIDED TO THE PLAN EXAMINER 7 DAYS IN ADVANCE BEFORE INSTALLATION FOR APPROVAL, DESIGNED BY TRUSS CO. ENG. HEADERS: (SIZE DETERMINED BY OPENING WIDTH) STUDS 2X4 4 12"O.C. • 10" x %8" ANCHOR BOLTS 7" EMBEDMENT 4 48" SPACING 8"THICK CONC. WALL DRAIN TILE -- FOUNDATION 0 0) -03 #(4) © 48" O.C. FOR CONSTRUCTION JOINT (1) #4 CONTINUOUS REBAR TYP. FLOOR CONSTRUCTION: 3/4" T&G PLYWOOD T.J.I. JOISTS W/ CROSS BRIDGING OR BLOCKING OR AS PER FLOOR DESIGN BY OTHERS TYP, FURR. WALL. 2-2"X4" TOP PLATE, 2"X4" STUDS 416" O.C. R-21 MIN. INSUL. 2"X4" PR,TR. BOTTOM PLATE W/ 1/2--3 A.B. PER STR, SHT. 1/2" GWB INTER. TYP. -4" CONCRETE SLAB WITH 6 MIL. VAPOR BARRIER OVER 4" COMPACT SAND AND GRAVEL BASE WINDOW SCHEDULE GLAZING/SKYLIGHT BY TYPE NO. MANUFACTURER FRAME MATERIAL SIZE QTY. U -VALUE AREA S.F. a iPAM 1 JELD-WEN WINDOWS VINYL 2'X3' 3 SCALE: 6 2 JELD-WEN WINDOWS VINYL 3'X2 1 (206) 244-1900 6 3 JELD-WEN WINDOWS VINYL 3'X3' 1 g 4 JELD-WEN WINDOWS VINYL 3'X5' 3 15 5 JELD-WEN WINDOWS .VINYL 3'X6' 3 18 6 JELD-WEN WINDOWS VINYL 4'X4' 1 16 7 JELD-WEN WINDOWS VINYL 4'X6' 2 24 8 JELD-WEN WINDOWS VINYL 5'X4' 1 20 9 JELD-WEN WINDOWS VINYL 5'X5' 9 25 10 JELD-WEN WINDOWS VINYL 5'X6' 2 30 11 JELD-WEN WINDOWS VINYL 6'X5' 1 30 12 JELD-WEN WINDOWS VINYL 6'X6' 2 36 237 WINDOW NOTES: 1. CONTRACTORS SHALL VERIFY ALL ROUGH OPENINGS. SUBMIT SHOP DRAWINGS 2. OVERALL WINDOW DIMENSIONS ARE MEASURED TO ROUGH OPENINGS, WINDOW MANUFACTURER TO COORDINATE WINDOW SYSTEMS WITH ROUGH OPENINGS 3. WINDOW MANUFACTURER SHALL MEET SEISMIC AND WIND CRITERIA CONC. TILE ROOF 1X4 STRAPPING, BUILDING PAPER. *RIDGE VENTING* GUTTERS TYP. EXT. WALL CONSTRUCTION: HARDI-PLANK SIDING BUILDING WRAP 7%6" OSB SHEATHING 2"X6" STUDS 416" 0.C, R21 BATT INSULATION Y2" GYPSUM BOARD FINISH TO CODE -FRAMING --INSULATION -VAPOUR BARRIER - DRYWALL FINISHED GRADE SECTIO\ SCALE:1 /4"-1' R5 OR BETTER SPRAY OR RIGfD CONT. INSUL. BETWEEN CONC. WALL AND STUDS Note: Section notes Dy shall have orececence over desicner's notes. GENERAL NOTES ALL CONSTRUCTION PER APPLICABLE CODE AND ORDINANCES 2015 IRC, IBC - 2015 WASHINGTON STATE ENERGY CODE VERIFY ALL DIMENSION ON THE JOB SITE. BRING DISCREPANCIES TO THE ATTENTION OF OWNER OR DESIGNER OWNER WILL VERIFY WINDOW SIZES AND MANUFACTURER WITH FRAMER BEFORE THE START OF THE CONSTRUCTION ONE WINDOW PER BEDROOM SHALL MEET EGRESS CODE SKYLIGHTS PER 2015 IBC OWNER WILL VERIFY ELECTRICAL AND HEAT LAYOUT WITH THE INSTALLER BEFORE INSTALLATION TJI PRODUCTS TO BE INSTALLED PER MANUFACTUER'S INSTALLATION GUIDE AND APPROVED REPORTS ALL METAL CONNECTION WITH TREATED WOOD SHALL BE AT A MIN. TRIPLE ZINC ZMAX (G185 PER ASTM A653); HOT DIP GALVANIZE (ASTM A123 FOR CONNECTORS AND ASTM 153 FOR FASTENERS AND ANCHORS RECEIVED CITY OF TUKWILA JUL 182017 PERMIT CENTER DD17-7517_D7 EEXPIRES: 4/24/-9` " 71/4// 7 ,Tve ' /7 3ruce VacVeigh, TU <WI LA, WA. 206 REVIEWED FOR CODE COMPLIANCE APPROVED AUG 11 2011 alk hillon � esigns Ltd. a iPAM TITLE PROPOSED FOR SIDHU HOMES INC. 14828 -46th LANE SO. TUKWILA, WA. . DWN: H.B. SCALE: 1/4"- 1 ' DATE: 06.19.17 CHKD: PHONE: (206) 244-1900 DRAWING NO. DD17-7517_D7 EEXPIRES: 4/24/-9` " 71/4// 7 ,Tve ' /7 3ruce VacVeigh, TU <WI LA, WA. 206 REVIEWED FOR CODE COMPLIANCE APPROVED AUG 11 2011 General Notes and Requirements GENERAL NOTES: 1. Approved site address shall be provided for all new constructions in such position as to be plainly visible from the street fronting the structure. 2. Walls and floors separating dwelling units in the same building shall not be less than 1 -hr fire resistive construction. 3. Garage shall be separated from the residence and its attic area by not less than 1/2" gypsum board applied to the garage side. Garages beneath habitable rooms shall be separated from all habitable rooms above by not less than 5/8" Type "X" gypsum board. 4. R-3 Single -Family residence, duplexes or townhouses shall not exceed 40' in height. (IRC Section 503 Table 503) Zoning regulations or Deed restrictions may limit the height of structure more stringently. 5. Dwelling units shall have at least one room with not less than 120 sq.ft. of floor area. Other habitable rooms, except kitchen, shall have an area of not less than 70 sq.ft., and be not less than 7' in any dimension. 6. All wood in contact with the ground or embedded in concrete shall be approved pressure -treated wood. 7. End of wood girders entering concrete or masonry walls shall be provided with a 1/2" air space on tops, sides, and ends unless naturally durable. or pressure -treated wood used. 8. Whether resistive sheathing paper as asphalt -saturated felt must be free from holes and breaks, weighing no less than 14 pound per sq.ft. Such felt shall be applied horizontally with the upper layer lapped over the lower layer not less than 2" and where joints occur, felt shall be lapped not less than 6". 9. Provide caulking, sealing, weather stripping to prevent air leakage around: all windows and exterior doors, opening between walls and foundation, opening between walls and roof, opening at all penetrations of the building envelope for utility services. 10. All access doors from conditioned to unconditioned spaces (attics, crawl spaces, etc.) shall be weather stripped and insulated to the level equivalent to the insulation on the surrounding surfaces. FOOTING AND FOUNDATION: 1. All footing shall be supported on undisturbed natural soil or engineered fill. 2. Footing for masonry fireplaces and chimneys shall be constructed of concrete or solid masonry at least 12" thick and shall extend at least 6" beyond the face of the foundation wall. 3. Concrete foundation walls shall extend above finished grade adjacent to the foundation at all points a min. of 4" where masonry used and a min. of 6" elsewhere. 4. All exterior footings shall be placed at least 18" below undisturbed ground surface. 5. A ground cover of 6 mil. black polyethylene shall be laid over the ground within crawl spaces. The ground cover shall be overlapped 12" min, at the joints and shall extend to the foundation wall. The ground cover may be omitted if crawl space has concrete slab of m€n. 3 1/2" in thickness. DRAINAGE NOTES: 1. Surface drainage shall be diverted to a storm sewer conveyance or other approved point of collection so as to not create a hazard. Lots shall be graded to drain surface water away from foundation walls. FRAMING NOTES: 1. Access to all under floor spaces shall be provided with a min. opening of 18" x 24". 2. Under floor clearance shall be a min. of 18" to the floor joist and 12" min. to the wood girders. 3. Attic with a minimum vertical height of 30" must be provided with a minimum access opening of not less than 22" x 30". DOORS AND WINDOWS: 1, At least one exit door shall be provided for each dwelling unit. The required exit door shall be a side -hinged door not less than 36" in width and 80" in height. 2. Openings from a garage directly into room used for sleeping purposes shall not be permitted. Other opening between garage and residence shall be 20 -minute fire -rated doors. 3. All sleeping rooms and basement are required to have egress windows. The window shall have a min. net clear openable area of 5.7 sq,ft. The min. net clear openable height shall be 24" and min. openable width shall be not less than 20". The window shall have a finished sill height not more than 44" above the floor. Window wells shall be provided when egress windows have a finished sill height below ground elevation. The well shall allow the window to be fully opened and provide a min. 9 adjacent accessible net clear opening of 9 sq.ft. with a min. dimension of 36". Window wells with a vertical depth of more than 44" shall be provided with a permanent ladder. 4. Any change in windows must be approved by the Building Department prior to installation. NFRC compliance sticker shall remain on the windows until the framing inspection has been approved by the Building Department. VENTILATION NOTES: 1. All habitable rooms must be provided with natural light (glazing area min. 8 percent of the floor area of such room) and ventilation, and have a min. openable area to the outdoor of 4 percent of the floor area being ventilated. 2. For the purpose of air flow, all interior doors shall be undercut to a min. of 1/2" above the surface of the finished floor covering. EXHAUST FANS: IRC R303.4, Section M1501, M1507. Exhaust fans are required in each kitchen, bathroom, water closet room, laundry facility, indoor swimming pool, spa and other rooms where excess water vapor or cooking odor is produced. The air removed by every mechanical exhaust system shall be discharged outdoors at a point where it will not cause a nuisance and not less than the distances specified in IMC Section 501.2,1. The air shall be discharged to a location from which it cannot again be readily drawn in by a ventilating system. Dryer exhaust ducts shall not be exhausted into an attic or crawl space. The termination point shall be located at least 3 -feet from property lines, 3 -feet in any direction from openings into the buildings and 10 -feet from mechanical air intakes. SEALS AND WIIATHERSTRIPPINO: 1. Apply DuPont FlexWrap self adhesive material into the windows rough opening prior to windows installation, per manufacturer's recomendation. 2. Exterior doors and windows shall be designed to limit air leakage into or from the building envelope. 2a. Exterior joints around windows and door frames, opening between walls and foundation, between walls and roof and wall panels; opening at penetrations of utility services through walls, floors and roofs; and all other openings in the building envelope and between units shall be sealed, caulked, gasketed or weatherstripped to limit air leakage. 3. All exterior doors or doors serving as access to an enclosed unheated area shall be weatherstripped to limit leakage around their perimeter when in a closed position. 4. Site built windows shall be made tightfitting. Fixed lites shall have glass retained by stops with sealent or caulking all around. Operating sash shall have weatherstripping working against overlapping trim and and a closer/latch which will hold the sash closed. The window frame to framing crack shall be made tight with caulking, overlapping membrane or other approved technique. INSULATION NOTES: 1. Wall insulation, attic, vaulted ceiling and under -floor insulation shall be in accordance with a local energy code. insulate behind tubs and showers. Insulation baffles to maintain min. 1" air space above insulation. Extend baffle 6" above batt insulation. Extend baffle 12" above blown insulation. 2. All ductwork shall be insulated without impingement from building surface. 3. In deep frost line areas, or as required by local code, water pipes outside of the conditioned space shall be insulated to a min. of R-3. 4. All electric hot water heaters must be insulated to a R-10 when located in an unheated space or on a concrete floor. ROOF NOTES: 1. Roof slopes from 2 units vertical by 12 units horizontal up to 4 units vert. and 12 units horizontal, underlayment shall be 2 layers overlapping 19 inches. For slopes of 4 units vert. by 12 units horz. or greater, underlayment shall be 1 layer overlapping 2 inches. MASONRY: 1. Stone and masonry veneers installed over a backing of wood or cold -formed steel shall be limited to the first story above grade and shall not exceed 5" in thickness. STAIRS AND RAILING NOTES: 1. Handrails height measured vertically from the sloped plane adjoining the tread nosing or finished surface of ramped slope, shall be no less than 34"not greater than 38". Spacing between the wall and handrail shall be not less than 1 1/2". All required handrails shall provide adequate graspability. 2. All stairways shall have a min. of 6' 8" headroom clearance, measured vertically from the sloped plane, Stairways shall be not less than 36" in clear width at all points. Usable space under stairs shall be protected with 1/2" gypsum board from the enclosed side. 3. The max. riser height shall be 7 314". The riser shall be measured vertically between leading edges of the adjacent treads, The minimum tread depth shall be 11". The largest tread rise or run may not exceed the smallest by more than 3/8'. Winder treads shall have a min. tread depth of 6" at any point. 4. There shall be a floor or landing at the top and bottom of each stairway. A flight of stairs shall not have a vertical rise greater than 12.0' between floor levels or landings. The width of each landing shall not be less than the stairway served. Every landing shall have a min. of 36" measured in the direction traveled. Exception: A floor or landing is not required at the top of an interior flight of stairs, including stairs in an enclosed garage, provided a door does not swing over the stairs. All interior and exterior stairways shall be provided with a means to illuminate the stairs and landing. The floor or landing at the exit door shall not be more than 1.5" lower than the top of the threshold. There shall be a wall switch at each floor level to control the lighting, where the stairway has six or more risers. The illumination of exterior stairways shall be controlled from inside the dwelling unit, 5. Spiral stairways are permitted, provided the min. width of 26" with each tread of min. of 7 112" at 12" from the narrower edge. All treads shall be identical and with a max. rise of 9 1/2", A minimum headroom shall be 6' - 6". (IRC R311.8.1) 6. Porches, balcony, ramps or raised floor surfaces located more than 30 inches above the floor or grade below shall have guards not less than 36" in height. Open sides of stairs with total rise of more than 30" shall have guards not less than 34" in height measured vertically from the nosing of the treads. Opening in guards must be such that a 4" sphere can not pass through. SAFETY GLAZING REQUIRED: R308.1 Each pane of glass installed in a hazardous location shall be provided with a manufacturer's designation specifying who applied the designation, designating the type of glass and the safety glazing standard. The designation shall be visible in the final installation and shall be acid etched, sand -blasted, ceramic fired, laser etched, embossed or on that cannot be removed without being destroyed. R308.4 Hazardous locations. The following shall be considered specific hazardous locations for the purposes of glazing: 1. Glazing in all fixed and operable panels of swinging, sliding and bifold doors. Exceptions: 1. Glazed openings of a size through which a 3 -inch diameter (76 mm) sphere is unable to pass. 2. Decorative glazing. R308.4.2. Glazing in an individual fixed or operable panel adjacent to a door where the nearest vertical edge is within a 24 -inch (610 mm) arc of the door in a closed position and whose bottom edge is less than 60 inches above the floor or walking surface. Exceptions: 1. Decorative glazing, 2. When there is an intervening wall or other permanent barrier between the door and the glazing. 3. Glazing in walls on the latch side of and perpendicular to the plane of the door in a closed position. 4. Glazing where access through the door is to a closet or storage area 3 -ft or less in depth. 5. Glazing that is adjacent to the fixed panel of patio doors. R308.4.3. Glazing in an individual fixed or operable panel that meets all of the following conditions: 1. The exposed area of an individual pane is larger than 9 square feet; and 2. The bottom edge of the glazing is less than 18 inches above the floor; and 3, The top edge of the glazing is more than 36 inches above the floor; and 4. One or more walking surfaces are within 36 inches, measured horizontally and in a straight line, of the glazing. Exceptions: 1. Decorative glazing. 2. When a horizontal rail is installed on the accessible side(s) of the glazing 34 to 38 inches above the walking surface. The rail shall be capable of withstanding a horizontal load of 50 pounds per linear foot without contacting the glass and be a minimum of 11/2 inches (38 mm)in cross sectional height. 3. Outboard panes in insulating glass units and other multiple glazed panels when the bottom edge of the glass is 25 feet or more above grade, a roof, walking surfaces or other horizontal (within 45 degrees of horizontal) surface adjacent to the glass exterior. R308.4.4. All glazing in guards and railings regardless of area or height above a walking surface, including structural baluster panels and nonstructural infill panels. Glass used as a handrail assembly or a guard section shall be firmly supported on all edges. As an option glazing not supported on alledges shall be approved subject to detailed construction documents, detailed shop drawings, and analysis or test data assuring safe performance for the specific installation prepared by a registered design professional shall be required. (ref 18C2403) R308.4.5. Glazing and wet surfaces including enclosures or walls facing hot tubs, whirlpools, saunas, steam rooms, bathtubs and showers where the bottom -exposed edge of the glazing is less than 60 inches measured liertically above any standing or walking surface and less than 60 -inches measured horizontally in a straight line from the water's edge of a bathtub, hot spa, or whirlpool, or swimming pool. Glazing in walls and fences adjacent to indoor and outdoor swimming pools, hot tubs and spas where the bottom edge of the glazing is less than 60 inches above a walking surface and within 60 inches, measured horizontally and in a straight line, of the water's edge. This shall apply to single glazing and all panes in multiple glazing. R308.4,6. Glazing adjacent to stairways, landings and ramps less than 36 inches above the plane of the walking surface. Exceptions: 1. When a rail is installed on the accessible side(s) of the glazing 34 to 38 inches above the walking surface. The rail shall be capable of withstanding a horizontal load of 50 pounds per linear foot without contacting the glass and be a minimum of 11/2 inches in cross sectional height. 2. Glazing 36 -inches or more measured horizontally from the walking surface. R308.4.7. Glazing adjacent to the stair landing at the bottom of a stairway where the glazing is less than 36 - inches above the landing and within 60 inches horizontally of the bottom tread. Exceptions: The side of the stairway has a guardrail or handrail, including balusters or in -fill panels, complying with Sections R311.7.6 and R312 and the plane of the glass is more than 18 inches from the guard.\ BATH AND SHOWERS: 1. All walls and ceilings of bathtub and shower enclosures areas shall be covered with approved waterproof material. 2. Shower walls and floors, and walls above the bathtubs with installed shower heads shall be finished with a nonabsorbent material. Such wall surface shall extend to a height of not less than 6-8" above finished floor. 3. Water resistant gypsum board shall not be installed over a vapor retarder in a shower or tub compartments. 4. All surfaces immediately adjacent to washer, dryer and laundry tubs shall be surfaced with approved waterproof material. 5. All bathroom and utility room floor shall be finished with approved nonabsorptive material. 6. Kitchen floor shall be finished with approved nonabsorptive material. 7. Shower shall have a min. finished interior floor area of 1024 sq.in. and shall also be capable of encompassing a 30" circle. 8. Water closet shall be located in a clear space not less than 30 inches in width, The clear space in front shall be min, of 21 inches, SKYLIGHTS: 1. All skylights must be laminated glass under tempered glass, unless provided with screens. Exs.: Laminated glass need not be provided within individual dwelling units when fully tempered glass is used as single glazing or in both panes of an insulating glass unit when all the following conditions are met: a. The area of each pane or unit shall not exceed 16 sq.ft. b. The highest point of the glass shall not be higher than 12 feet above the walking surface or other accessible area. c. The nominal thickness of each pain shall not exceed 3/16". FIREBLOCKING: 1. Fireblocking shall be provided to cut off all concealed draft openings(vertical and horizontal) and to form an effective fire barrier between stories and the roof spaces. Fireblocking shall be provided in wood framed construction in the following locations: * At opening around vents, pipes, and dust at ceiling and floor levels. * At all drop ceilings, soffits and cove ceilings. * Vertically at the ceiling and floor levels. * Horizontally at intervals not exceeding 10 ft. * Between stair stringers at the top and bottom of the run. * Fireblocking of cornices of a two story dwelling is required at the line of the dwelling unit separation. CHIMNEY TERMINATION: 1. Chimneys for residential -type or low heat appliances shall extend at least 3 feet above the highest point where they pass through a roof of a building and at least of 2 feet higher than any portion of building within horizontal distance of 10 feet. FIREPLACE HEARTH EXTENSIONS: 1. Hearth extensions shall extend at least 16" in front of and at least 8" beyond each side of the fireplace opening. Where the fireplace opening is 6 sq.ft. or larger, the hearth extension shall extend at least 20" beyond each side of the fireplace opening, ROOD AND LUMBER: 1. All wood in contact with concrete or masonry slab that is in direct contact with the earth shall be naturally durable or preservative -treated wood. 2. Wood, siding, sheathing and wall framing on the exterior of a building must have a clearence of 6 inches from the ground, except where material used is naturally durable or preservative -treated wood. 3. The post and columns shall be restrained to prevent lateral displacement at the bottom end. Wood columns shall be not less than 4" x 4" and steel columns shall be not less than 3 inches dia. standard pipe or equivalent. 4. Plywood sub flooring shall be 3/4" T.&G. CDX or 11/16" OSB (glued and nailed). Wall and roof sheathing shall be 1/2" CDX or 7/16" OSB nailed per shear wall schedule. 5. Wood trusses shall be designed with approved engineering practice. Trusses shall be braced to prevent rotation and provide lateral stability. Roof truss design and a shop drawings shall be provided to the building official at the time of permit application and shall be on site prior to erection. FIELD MEASUREMENTS of building framing must be done (to verify drawing/field accuracy) prior to iT 6.orderThe endngof of eachrusses. joist , beam or girder shall have min. of 1 1/2" bearing on wood or metal and min. of 3" on masonry or concrete. Joists framing from opposite sides over a bearing support shall lap a min. of 3" and shall be nailed together with a min. of three 10d face nails. 7. Ridge board shall be at least of 1" thickness and not less in depth than the cut end of the rafter. Rafters shall be framed to ridge board or to each other with a gusset plate as a tie. At all valley and hips there shall be a valley or hip rafter min. of 2" thickness and not less in depth than the cut end of the rafters. 8. Ceiling joists shall be continuous or securely joined where they meet over interior partitions and nailed to adjacent rafters to provide a continuous tie across the building when such joists are parallel to the rafters. MECHANICAL: All appliances must be installed per manufacturer specifications. 1. Every dwelling unit shall be provided with heating facilities capable of maintaining a min. room temperatures of 68 deg. F in all habitable rooms. Each heating -cooling system shall be provided with at least one temperature control device. 2. All warm air furnaces shall be listed and labeled by an approved agency and installed per manufacturer specifications. 3, Appliances shall be accessible for inspection, service and replacement without removing permanent construction. 4. Appliances having an ignition source shall be elevated such that the source ignition is not less than 18 inches above the floor of garage, and shall be protected from impact by automobiles. 5. Appliances designed to be fixed in position shall be fastened or anchored in an approved manor. Temperature and pressure relief valves shall be drained to outside. Drain may not be trapped and must terminate from 2" - 6" from the ground. Where required, an approved expansion tank shall be provided. 6. Where applicable, provide water hammer arrestors at all quick -acting valves at plumbing supply. 7. Clothes dryer exhaust ducts shall terminate outside the building, and be equipped with a backdraft damper. The max. length of a clothes dryer exhaust shall be not more than 25 ft. from the dryer location to the wall or roof termination. Duct length must be reduced by 2.5 ft. for 45 deg. bend and 5 ft. for 90 deg. bend. 8. All showers and tubs shall have pressure balancer or thermostatic controlled mixer valves, 9. All heating duct within unconditioned spaces shall be insulated. 10. Installer shall leave the manufacturer's installation and operating instructions attached to the appliance. VAPOR RETARDER/MOISTURE CONTROL: IRC R702.7 Class I, li, or IIi, vapor retarders shall be installed on the interior side of the framed wails. Sheet polyethylene, imperforated aluminum foil, kraft -faced fiberglass batts, latex or enamel paints in stalled in accordance with manufacturer specifications are deemed to meet class I, II, or Ill. Kraft -faced batts shall be face stapled over studs. AIR LEAKAGE INCLUDING RECESSED LIGHTING FIXTURES: iECC/WSEC 8401,3, R402.4. The building or dwelling shall be tested and verified as having an air leakage rate not exceeding 5 air changes per hour. Testing shall be conducted with a blower door in accordance with IECCIWSEC R402.4.1.2. A written report of the results of the test shall be signed by the party conducting the test and provided to the building inspector during the final inspection. Provisions to limit air leakage shall be provided to those locations separating outdoor ambient conditions from interior spaces that areheated or mechanically cold. Seals & Weather-stripping: a) Exterior joints around windows and door frames, openings between walls and foundation, between walls and roof and wall panels; openings at penetrations of utility services through walls, floors, and roofs; and at all other openings in the building envelope, and between dwelling units shall be sealed, caulked, gasketed or weather-stripped to limit air leakage. Other exterior joints and seams and seams shall be similarly treated or taped, or covered with moisture vapor permeable house wrap. b) All exterior doors or doors serving as access to an enclosed unheated area shall be weather-stripped to limit air leakage around the perimeter when in closed position. c) Site built windows are exempt from testing but shall be made tight fitting. Fixed lites shall have glass retained by stops with sealant or caulking all around. RECESSED LIGHTING FIXTURES shall be type IC rated, and ins and certified under ASTM283 to have no more than 2.0 cfm air movement from the conditioned space to the ceiling cavity. The lighting fixture shall be tested at 75 Pascal's or 1.57-lbs/sq. ft pressure difference and have a label attached, showing with this test method. Recessed lighting fixtures shall be installed with a gasket or caulk between the fixture and ceiling to prevent air leakage. gLECTRICAL NOTES: 1. Separate permit may be required for electrical, mechanical and plumbing inspections. All electrical wiring and installations shall be as required by state and local electrical codes. 2. Provide GFI for all bath receptacles and waterproof outlets with 6'-0" of all sinks and lays. 3. Smoke detectors shall be installed in each sleeping area, outside of each sleeping area in the immediate vicinity of the bedrooms and on each additional story of the dwelling including basement but not crawl space or uninhabitable attics, Smoke detectors shall be interconnected in such a manner that the actuation of one alarm will activate all of the alarms. In new construction, the required smoke alarm shall receive their power from the building wiring when such wiring is served, and when primary power is interrupted,shall receive power from a battery, Smoke detectors shall be a min. of 3'-0" from duct opening. 4, All receptacles shall be grounded type. Receptacles located in kitchen and bathrooms shall be installed above the work top. 5. Outlets in garage, mechanical rooms and unconditioned storage shall be mounted 18" off floor, and shall be GFI circuit. 6. All recessed lighting to be thermally protected. 7. All ceiling boxes used for support of fans, shall be approved type, and securely fastened to building frame. 8. Interior staiways,shall be provided with a light source located in the immediate vicinity of each landing of the stairway. 9. All exterior building and landscaping lighting connected to the common house meter must meet high efficiency requirements and controlled by photocell that prevent operation during daylight hours. 10, Exterior stairways shall be provided with a light source located in the immidiate vicinity of the top of the landing of the stairway. The illumination of exterior stairways shall be controlled from inside the dwelling unit. LIGHTING: IECCJWSEC R404 & Chapter 2. A minimum of 75% of permanently Installed lamps in lighting fixtures shall be high -efficacy lamps. Fuel gas lighting systems shall not have continuously buring pilot lights. High efficiency lamps are defined in Chapter 2 . they include compact fluorescent lamps, T-8 or smaller diameter lenear fluorescent lamps or lamps with an efficacy 1) 60 lumens per watt for lamps over 40 watts; 2) 50 lumens per watt for lamps over 15 watts to 40 watts; 3) 40 lumens per watt for lamps 15 watts or less. TABLE M1507.4 AREA TO BE EXHAUSTED EXHAUST RATES Kitchen 100 cfm intermittent or 25 cfm continuous Bathroom/Toilet Room 50 cfm intermittent or 20 cfm continuous TABLE M1507.3.6.2 PRESCRIPTIVE SUPPLY FAN DUCT SIZING Supply Fan Tested CFM at 0.40" WG NR Specified Volume from Table 1507.3.3 (1) Minimum Smooth Duct Diameter Minimum flexible Duct Diameter 50 - 90 CFM 4 INCH 5 INCH 90 - 150 CFM 5 INCH 6 INCH 150 - 250 CFM 6 INCH 7 INCH 250 - 400 CFM 7 INCH 8 INCH NOTES PER 2015 IBC & WSEC TABLE R402.1.1 WSEC INSULATION AND FENESTRATION REQUIREMENTS BY COMPONENTa CLIMATE ZONE 5 AND MARINE 4 0-1 FENESTRATION U-FACTORb 0.30 6-7 SKYLIGHT U -FACTOR 0.50 < 1,500 GLAZED FENESTRATION SHGCb, e NR 60 CEILING R -VALUE] 49 1,501 - 3,000 WOOD FRAME WALL R -VALUE 21 int 75 Mass Wail R-Valuei 21/21h 3,001 - 4,500 FLOOR R -VALUE 30g 90 BELOW-GRADEc,k WALL R -VALUE 10/15/21 hit + TB 4,501 - 6,000 SLABd R -VALUE & DEPTH 10, 2ft 105 1 foot .= 304.8 mm, ci continuous insulation, int .= intermediate framing. a R -values are minimums. U -factors and SHGC are maximums. When insulation is installed in a cavity which is less than the label or design thickness of the insulation, the compressed R -value of the insulation from Appendix Table A101.4 shall not be less than the R -value specified in the table. b The fenestration U -factor column excludes skylights. The SHGC column applies to ail glazed fenestration. Exception: Skylights may be excluded from glazed fenestration SHGC requirements in Climate Zonesl through 3 where the SHGC for such skylights does not exceed 0.30. c "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 • continuous insulation on the interior or exterior of the home or R-13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9,1, e There are no SHGC requirements in the Marine Zone. f Basement wall insulation is not required in warm -humid locations as defined by Figure R301.1 and table R301.1. g Reserved. h First value is cavity insulation, second is continuous insulation or insulated siding, so "13.+5" means R-13 cavity insulation plus R-5 continuous insulation or insulated siding. If structural sheathing covers 40 percent or less of the exterior, continuous insulation R -value shall be permitted to be reduced by no more than R-3 in the locations where structural sheathing is used to maintain a consistent total sheathing thickness. i The second R -value applies when more than half the insulation is on the interior of the mass wall, j For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38. k int. (intermediate framing) denotes standard framing .16 inches on center with headers insulated with a minimum of R-10 insulation. I Log and solid timber walls with a minimum average thickness of 3.5 inches are exempt from this insulation requirement. Ventilation requirements are met through the prescriptive method with fresh air provided through an integrated forced airs stem su • • I in . fresh air throu • h the forced air s stem and exhaust throu • h the whole house fan. INTERMITTENT WHOLE HOUSE VENTILATION INTEGRATED WITH A FORCED -AIR SYSTEM. (Make-up air through the furnace): IRC M1507.5. integrated ventilation systems shall provide outdoor air at the rate calculated using Table M1507,3,3. The ventilation system shall distribute outdoor air to each habitable room through the forced -air system ducts. The outside air inlet duct shall terminate outside of the building and be connected to the return airplenum of the forced air system at a point within 4 -ft upstream of the air handler. Theoutdoor inlet shall be connected upstream of the forced air system blower and shall not be connected directly into the furnace cabinet. The system shall be provided with a motorized damper connected to the automatic ventilation control as s•ecified in M1507.3.2. The re•uired flow rate shall be verified by field-testing with a flow hood or a flow measuring station. A copy of the testing re ort shall be rovided to the lns \ector during inspection. The system shall be controlled b a 24-hour clock im r p p f ______ __ y t o Wtth the capability of continuous operation, manual and automatic. This control will control the forced air system blower and the autoatic damper. The 24-hour Timer shall be readily accessible and capable of operating the whole house ventilatim on system without everizin • other ever-consumin • a • *fiances. At the time of ins s ection the automatic control timer shall be set to operate at least 8 -hours a day. A label shall be affixed to the control that reads, "Whole House Ventilation (see operating instructions)" TABLE M1507.3.3(1) CONTINUOUS WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM AIRFLOW RATE REQUIREMENTS DWELLING UNIT FLOOR AREA (square feet) NUMBER OF BEDROOMS 0-1 2-3 4-5 6-7 >7 Airflow in CFM < 1,500 30 45 60 75 90 1,501 - 3,000 45 60 75 90 105 3,001 - 4,500 60 75 90 105 120 4,501 - 6,000 75 90 105 120 135 6,001 - 7,500 90 `,/j 105 //A 120 135 150 90 >7,500 105 120 135 150 165 For Si: 1 square foot = 0.0929 m2, 1 cubic foot per minute = 0.0004719 m3/s. TABLE M1507.3.3(2) INTERMITTENT WHOLE -HOUSE MECHANICAL VENTILATION RATE FACTORSa'b RUN-TIME PERCENTAGE Minimum Flex Diameter Max. Length Feet Minimum Smooth Diameter Max. Length Feet Maximum Elbows* 50 IN EACH 4- 25% 33% 50% 66% 75% 100% HOUR 5 inch 100 3 50 6 inch No Limit SEGMENT No Limit 3 80 4 inch** N/A 4 inch Factors 4 3 2 1.5 1.3 1.0 a. For ventilation system run time values between those given, the factors are permitted to be determined by interpolation. b, Extrapolation beyond the table is prohibited. WSEC TABLE 403.8.4.2 PRESCRIPTIVE EXHAUST DUCT SIZING Fan Tested CFM @ .25" W.G. Minimum Flex Diameter Max. Length Feet Minimum Smooth Diameter Max. Length Feet Maximum Elbows* 50 4 inch 25 4 inch 70 3 50 5 inch 90 5 inch 100 3 50 6 inch No Limit 6 inch No Limit 3 80 4 inch** N/A 4 inch 20 3 80 5 inch 15 5 inch 100 3 80 6 inch 90 6 inch No Limit 3 100 5 inch"* N/A 5 inch 50 3 k, t 100 6 inch 45 6 inch Mo Limit 3 A, •tw 125 6 inch 15 6 inch No Limit 3 A. 125 7 inch 70 7 inch No Limit 3 ri * For each additional elbow subtract 10 feet from length. � w ** Flex ducts of this diameter are not permitted with fans of this size. CITY OF TUKWILA JUL 182017 PERMIT CENTER TITLE SCALE: 06.19.17 PHONE: (206) 244-1900 »17---7517- CODE COMPLIANCE APPROVED AUG 11 2017 City of Tukwila BUILDING DIVISION EXPIRES; 4/24/ /2 7e/61/7 General Notes: International residential code 2015 edition and all applicable codes and authorities having jurisdiction to be followed. 2015 International Residential Code 2015 Washington State Energy Code Foundation: TABLE R402.2 MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF CONCRETE TYPE OR LOCATION OF CONCRETE CONSTRUCTION MINIMUM SPECIFIED COMPRESSIVE STRENGTHa (f'c) Weathering Potentialb Negligible Moderate Severe Basement walls, foundations and other concrete not exposed to the weather 2,500 2,500 2,500c Basement slabs and interior slabs on grade, except garage floor slabs 2,500 2,500 2,500c Basement walls, foundation walls, exterior walls and other vertical concrete work exposed to the weather 2,500 3,000d 3,000d Porches, carport slabs and steps exposed to the weather, and garage floor slabs 2,500 3,000d, e, f 3,500d, e, f Not required Not required Not required Not required TABLE R403.3(1) MINIMUM FOOTING DEPTH AND INSULATION REQUIREMENTS FOR FROST -PROTECTED FOOTINGS IN HEATED BUILDINGSa r AIR FREEZING INDEX (°F -days)' MINIMUM FOOTING DEPTH, D (inches) VERTICAL INSULATION n-vai.uEa, d HORIZONTAL INSULATION lz-vaLusc, e HORIZONTAL INSULATION DIMENSIONS PER FIGURE R403.3(1) (inches) Along walls At corners A B C 1,500 or less 12 4 5 Not required Not required Not required Not required Not required 2,000 14 5.6 Not, required Not required Not required Not required Not required 2,500 16 6.7 1.7 4.9 12 24 40 3,000 16 7.8 6.5 8.6 12 24 40 3,500 16 9.0 8.0 11.2 24 30 60 4,000 16 10.1 10.5 13.1 24 36 60 According to TABLE R403.3(2) -continued AIR -FREEZING INDEX FOR U.S, LOCATIONS BY COUNTY STATE AIR -FREEZING INDEX 1500 or less 2000 2500 3000 3500 4000 2 -inch -thick wood Washington All counties not listed Chelan, Douglas, Ferry, Okanogan In accordance with Section R507.3 R403.3.3 Drainage Final grade shall be sloped in accordance with Section R401.3. In other than Group I Soils, as detailed in Table R405.1, gravel or crushed stone beneath horizontal insulation below ground shall drain to daylight or into an approved sewer system. R405.1 Concrete or Masonry Foundations Drains shall be provided around 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 not less than 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. Except where otherwise recommended by the drain manufacturer, 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 not less than 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. R406.1 Concrete and Masonry Foundation Dampproofing Except where required by Section R406.2 to be waterproofed, foundation walls that retain earth and enclose interior spaces and floors below grade shall be dampproofed from the higher of (a) the top of the footing or (b) 6 inches (152 mm) below the top of the basement floor, to the finished grade R408.6 Finished Grade The finished grade of under -floor surface shall be permitted to 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 drain from the building site, the grade in the under -floor space shall be as high as the outside finished grade, unless an approved drainage system is provided. R302.11 Fireblocking In combustible construction, fireblocking shall be provided to cut off both vertical and horizontal concealed draft openings and to form an effective fire barrier between stories, and between a top story and the roof space. Fireblocking shall be provided in wood -framed construction in the following locations: 1. In concealed spaces of stud walls and partitions, including furred spaces and parallel rows of studs or staggered studs, as follows: 1.1. Vertically at the ceiling and floor levels. 1.2. Horizontally at intervals not exceeding 10 feet (3048 mm). 2. At interconnections between concealed vertical and horizontal spaces such as occur at soffits, drop ceilings and cove ceilings. 3. In concealed spaces between stair stringers at the top and bottom of the run. Enclosed spaces under stairs shall comply with Section R302.7. 4. At openings around vents, pipes, ducts, cables and wires at ceiling and floor level, with an approved material to resist the free passage of flame and products of combustion. The material filling this annular space shall not be required to meet the ASTM E 136 requirements. R305.1 Minimum Height Habitable space, hallways and portions of basements containing these spaces shall have a ceiling height of not less than 7 feet (2134 mm). Bathrooms, toilet rooms and laundry rooms shall have a ceiling height of not less than 6 feet 8 inches (2032 mm). R308 Glazing; Except as indicated in Section R308.111 each pane of glazing installed in hazardous locations as defined in Section R308.4, shall be provided with a manufacturer's designation specifying who applied the designation, designating the type of glass and the safety glazing standard with which it complies, which is visible in the final installation. The designation shall be acid etched, sandblasted, ceramic -fired, laser etched, embossed, or be of a type that once applied cannot be removed without being destroyed. A label shall be permitted in lieu of the manufacturer's designation. R310.1 Emergency Escape and Rescue Opening Required Basements, habitable attics and every sleeping room shall have not less than one operable emergency escape and rescue opening. Where basements contain one or more sleeping rooms, an emergency escape and rescue opening shall be required in each sleeping room. Emergency escape and rescue openings shall open directly into a public way, or to a yard or court that opens to a public way. R310.2.1 Minimum Opening Area Emergency and escape rescue openings shall have a net clear opening of not less than 5.7 square feet (0.530 m2). The net clear opening dimensions required by this section shall be obtained by the normal operation of the emergency escape and rescue opening from the inside. The net clear height opening shall be not less than 24 inches (610 mm) and the net clear width shall be not less than 20 inches (508 mm). Exception: Grade floor or below grade openings shall have a net clear opening of not less than 5 square feet (0.465 m2). R310.2.2 Window Sill Height Where a window is provided as the emergency escape and rescue opening, it shall have a sill height of not more than 44 inches (1118 mm) above the floor. R311..1 Means of Egress Dwellings shall be provided with a means of egress in accordance with this section. The means of egress shall provide a continuous and unobstructed path of vertical and horizontal egress travel from all portions of the dwelling to the required egress door without requiring travel through a garage. The required egress door shall open directly into a public way or to a yard or court that opens to a public way. R311.6 Hallways The width of a hallway shall be not less than 3 feet (914 mm). R311.7.1 Stairway Width Stairways shall be not less than 36 inches (914 mm) in clear width at all points above the permitted handrail height and below the required headroom height. Handrails shall not project more than 41/2 inches (114 mm) on either side of the stairway and the clear width of the stairway at and below the handrail height, including treads and landings, shall be not less than 311/2 inches (787 mm) where a handrail is installed on one side and 27 inches (698 mm) where handrails are provided on both sides. R311.7.5.1 Risers The riser height shall be not more than 73/4 inches (196 mm). The riser shall be measured vertically between leading edges of the adjacent treads. The greatest riser height within any flight of stairs shall not exceed the smallest by more than 3/8 inch (9.5 mm). Risers shall be vertical or sloped from the underside of the nosing of the tread above at an angle not more than 30 degrees (0.51 rad) from the vertical. Open risers are permitted provided that the openings located more than 30 inches (762 mm), as measured vertically, to the floor or grade below do not permit the passage of a 4 -inch - diameter (102 mm) sphere. R311.7.5.2 Treads The tread depth shall be not less than 10 inches (254 mm). The tread depth shall be measured horizontally between the vertical planes of the foremost projection of adjacent treads and at a right angle to the tread's leading edge. The greatest tread depth within any flight of stairs shall not exceed the smallest by more than 3/8 inch (9.5 mm). R311,7,6 Landings for Stairways There shall be a floor or landing at the top and bottom of each stairway. The width perpendicular to the direction of travel shall be not less than the width of the flight served. Landings of shapes other than square or rectangular shall be permitted provided that the depth at the walk line and the total area is not less than that of a quarter circle with a radius equal to the required landing width. Where the stairway has a straight run, the depth in the direction of travel shall be not less than 36 inches (914 mm). R311.7.8 Handrails Handrails shall be provided on not less than one side of each continuous run of treads or flight with four or more risers. 8311.7.8.1 Height Handrail height, measured vertically from the sloped plane adjoining the tread nosing, or finish surface of ramp slope, shall be not less than 34 inches (864 mm) and not more than 38 inches (965 mm). R311.7.10.1 Spiral Stairways Spiral stairways are permitted, provided that the clear width at and below the handrail is not less than 26 inches (660 mm) and the walkline radius is not greater than 241/2 inches (622 mm). Each tread shall have a depth of not less than 63/4 inches (171 mm) at the walkline. All treads shall be identical, and the rise shall be not more than 91/2 inches (241 mm). Headroom shall be not less than 6 feet 6 inches (1982 mm). Section R314 Smoke Alarms R314.3 Location Smoke alarms shall be installed in the following locations: 1. In each sleeping room. 2. Outside each separate sleeping area in the immediate vicinity of the bedrooms. 3. On each additional story of the dwelling, including basements and habitable attics and not including crawl spaces and uninhabitable attics. In dwellings or dwelling units with split levels and without an intervening door between the adjacent levels, a smoke alarm installed on the upper level shall suffice for the adjacent lower level provided that the lower level is less than one full story below the upper level. 4. Smoke alarms shall be installed not less than 3 feet (914 mm) horizontally from the door or opening of a bathroom that contains a bathtub or shower unless this would prevent placement of a smoke alarm required by Section R314.3. R314.3.1 Installation Near Cooking Appliances Smoke alarms shall not be installed in the following locations unless this would prevent placement of a smoke alarm in a location required by Section R314.3. 1. ionization smoke alarms shall not be installed less than 20 feet (6096 mm) horizontally from a permanently installed cooking appliance. 2. Ionization smoke alarms with an alarm -silencing switch shall not be installed less than 10 feet (3048 mm) horizontally from a permanently installed cooking appliance. 3. Photoelectric smoke alarms shall not be installed less than 6 feet (1828 mm) horizontally from a permanently installed cooking appliance. R314.4 Interconnection Where more than one smoke alarm is required to be installed within an individual dwelling unit in accordance with Section R314.3, the alarm devices shall be interconnected in such a manner that the actuation of one alarm will activate all of the alarms in the individual dwelling unit. Physical interconnection of smoke alarms shall not be required where listed wireless alarms are installed and all alarms sound upon activation of one alarm. Section R315 Carbon Monoxide Alarms R315.2.1 New Construction For new construction, carbon monoxide alarms shall be provided in dwelling units where either or both of the following conditions exist. 1. The dwelling unit contains a fuel -fired appliance. 2. The dwelling unit has an attached garage with an opening that communicates with the dwelling unit. R317.1.2 Ground Contact All wood in contact with the ground, embedded in concrete in direct contact with the ground or embedded in concrete exposed to the weather that supports permanent structures intended for human occupancy shall be approved pressure -preservative -treated wood suitable for ground contact use, except that untreated wood used entirely below groundwater level or continuously submerged in fresh water shall not be required to be pressure -preservative treated. R319.1 Address identification Buildings shall be provided with approved address identification. The address identification shall be legible and placed in a position that is visible from the street or road fronting the property. Address identification characters shall contrast with their background. Address numbers shall be Arabic numbers or alphabetical letters. Numbers shall not be spelled out. Each character shall be not less than 4 inches (102 mm) in height with a stroke width of not less than 0.5 inch (12.7 mm). Where required by the fire code official, address identification shall be provided in additional approved locations to facilitate emergency response. Where access is by means of a private road and the building address cannot be viewed from the public way, a monument, pole or other sign or means shall be used to identify the structure. Address identification shall be maintained. R507.4 Decking Maximum allowable spacing for joists supporting decking shall be in accordance with Table R507.4. Wood decking shall be attached to each supporting member with not less than (2) 8d threaded nails or (2) No. 8 wood screws, MATERIAL TYPE AND NOMINAL SIZE MAXIMUM ON -CENTER JOiST SPACING Perpendicular to joist Diagonal to joist 13/4- inch thick wood 16 inches 12 inches 2 -inch -thick wood 24 inches 16 inches Plastic composite In accordance with Section R507.3 in accordance with Section R507.3 For SI: 1 inch = 25.4 mm., 1 foot = 304,8mm, 1 degree = 0.01745 rad. a. Maximum angle of 45 degrees from perpendicular for wood deck boards FIGURE R602.3(1) TYPICAL WALL, FLOOR AND ROOF FRAMING Prescriptive Enemy Code Compliance far Ail ClfinateZones in Washington NEW .RES.IDENCE 1482.6 46th Lane S. Tukwila, WA 98168 PN: 004200-0140 ThistheWeieriPihril Path below and, incorporate the the minImii t vaiues list d ln:addition, based onsthe.si2e:of the structure,the appropriate number of addiitonaEeredits:.are Checked as -chosen by the permit:applicant. Contact Infarmatlon. 1,; Authorized Representative Date. i e'fitAt `3 . I. �-t. Olti _ n.t,e,..eA . •iif a'.C'....W ,.. (6. ) R Value$ U -Factors Fenestration; U -Factor..: ,..• n/a Efficient Building Envelope lc 0.30 Skylight:t:l=Factor n/a •.. 0.50 Glazed Fenestration;?SHCC 'e:. n/a• n/a J Ceiling • ' 49 0:026 Wood Frame Wale•r 21 int 0:056 Mass Waii;R-Valuol. . ......: 21/21' 0.056 Floor -38$-.. 3d 0.020 Below Grade wall`," 10/15/21 int + TB , . •. . 0:042 Slab R Value:& Depth';1.0, 2 ft nia *Table 11402.1:1A and'Tabie:R4021•:3 Footnotes inctuded•on Page 2, • I EXPIRES: 4/24/19' itagg Each dwelling unit:In one: and:two-family dwellings and.. townhouses, as defined in •Section 1012 of the International .Resitfexliiat :Code'ehal:comply with sufficient; options from Table:R406.2 sous to achieve the foilowingminimturt-nuinbe+} :of;credits: Q1. Smali-DweifingA. nit! :Q 5.points • Dwelling;unitsless than;.1500` square feet in conditioned floor area with lessman 300 square feet of fenestration 'area.. Additions to exi' '•'.:: • ing that are less than --750 square feet of heated -floor area.. Medium i3snrelling;tani. • All dwelling:e nits:thataare-not included in #1 or #3, including additions: over 750, square feet. ❑3..Large Dwelling:tinit:. -2.5 points ' ' - Dwelling units exceeding 5000 square feet of conditioned floor area., ❑4. owellingunit:other:than.one and two-family dwellings and townhouses:: `' Xempt • As def nedir Section 101.2 of the international Residential Code • Table RiI06,2:Sumniafy. • Credit &'ta Efficient Building Envelope le (6. ) 1b' . I=fficient:Building Envelope lb 0.5.t 1c Efficient Building Envelope lc 2:0 . ,2a Air Leakage;Controtand'Efficient Ventilation 2a . 0:5 1..0 2b ; " Air Leakage.Cot tr il:and Efficient Ventilation 2b : 2c Air Leakage Central and:Efficient:Ventilation:2c 1". $) High:Efficie cyHVAc.3a (AO. , b High EfPtcrencji:HVACSb 1s0 Sc High Efficieney;HVAC Sc 2.0 3d High Eff[ciencypHVAC,3d 10 . 4 High Efficiency HVAC Distribution-. System 1..0 �5a Efficient Water Heatir g os (CU} 5b EfficientWater;Heating '1:.5' 6 Renewable Electric:Energy P. *1 200`fcwh 0.0 Total Credits *Please refer. to Table R406.2 for: complete option- descriptions itta•/Jwww:energyms t.edu/Documents/Table:,406 2 Energy Credits 2012. WSEC.pdf ' ENERGY CREDITS (DEBITS) • • OPTION DESCRIPTION . CRE.' (8) . la : tFr.terENTBUILDINGENVELOPE la: 0.5.t :'.Prescriptive campliarice is based on Table R402.1.1. with the following modifications: .. 'Fenestration U .= 0.28 .' -'Floor:R48` - • . .:Slali::on grade:-R-I0-perimeter.and tinder entire slab Beiaw:gntde.slab.R-WO perinieter•and ander entire slab or. -: Cortipliance:based-on Section:R:402.1:4: -Reduce-the Total UA by 5%. 3a HIGHEFFicIENCy HvA.0 EQUIPMENT 3a: Gas propane -or oil -fired furnace• with minimum AFU To qualify to. claim this credit, the.: building: permit draw ' _. all: speci:i'y the option. being selected and:shalt specify the heating.equipmertt type and the•.tninimum ecitriprnent efcieney. EFFICIENT'WATERHEATI NG • 5a: ',Water-heating:system shall include one -of the following: • -Gas,,propane-oroil water heater with-apiinimum:EF::ogap) 01 . -Electric .water heater with- a minimum -EF of 0.93.. :and' for both:eases . •Aii:showerhead and kitchen sink faucets itsstalled:in.the house shall be rated at 1.75 :GPM orless. All other lavatory faucets -shall be rated -at 1.0 GPM or less.' •To qualify to:claim this credit, the building, permit -drawings shall specify the option- and--shall ptionand shall specify the.water heater equipment type and -the minimum equipmentef iciency and shall,specify the maximum flow rates for all showerheads, ,•11d hettsink fauucets. anitother lavatory:faitcett.. SPEC/ RECEIVED CITY OF TUKWILA JUL 18 2017 PERMIT CENTER 0,00 TITLE PROPOSED FOR SIDHU HOMES INC. 14828 -46th LANE SO. TUKWILA, WA. DWN: H.B. SCALE: 1/4"-1' 'DATE: 06.19.17 CHKD: PHONE: (206) 244-1900 DRAWING NO. DD17-7517- D9 a 3ruce VacVeic h, TU <Wf LA, WA. REVIEWED F S R 'CODE COMPLIANCE APPROVED 5 AUG 11 2017 City of Tukwila BUILDING DIVISION I EXPIRES: 4/2441 (7 ,,2-4/4, f/7 Dnq R504.2.2 Moisture Barrier Polyethylene sheeting of minimum 6 -mil (0.15 mm) thickness shall be placed over the granular base. Joints shall be lapped 6 inches (152 mm) and left unsealed. he polyethylene membrane shall be placed over the pressure preservative treated -wood sleepers and shall not extend beneath the footing plates of the exterior walls. R505.2.6.2 Web Hole Reinforcing Reinforcement of web holes in floor joists not conforming to the requirements of Section R505.2.6.1 shall be permitted if the hole is located fully within the center 40 percent of the span and the depth and length of the hole does not exceed 65 percent of the flat width of the web. The reinforcing shall be a steel plate or C -shape section with a hole that does not exceed the web hole size limitations of Section 8505.2.6.1 for the member being reinforced. The steel reinforcing shall be the same thickness as the receiving member and shall extend not less than 1 inch (25 mm) beyond all edges of the hole. The steel reinforcing shall be fastened to the web of the receiving member with No. 8 screws spaced not more than 1 inch (25 mm) center -to -center along the edges of the patch with minimum edge distance of 1/2 inch (12.7 mm). R505.2.6.3 Hole Patching Patching of web holes in floor joists not conforming to the requirements in Section 8505.2.6.1 shall be permitted in accordance with either of the following methods: 1. Framing members shall be replaced or designed in accordance with accepted engineering practices where web holes exceed the following size limits: 1.1. The depth of the hole, measured across the web, exceeds 70 percent of the flat width of the web. 1,2. The length of the hole, measured along the web, exceeds 10 inches (254 mm) or the depth of the web, whichever is greater. 2. Web holes not exceeding the dimensional requirements in Section R505.2.6.3, Item 1, shall be patched with a solid steel plate, stud section or track section in accordance with Figure 8505,2.6.3. The steel patch shall, as a minimum, be of the same thickness as the receiving member and shall extend not less than 1 inch (25 mm) beyond all edges of the hole. The steel patch shall be fastened to the web of the receiving member with No. 8 screws spaced not more than 1 inch (25 mm) center -to -center along the edges of the patch with minimum edge distance of 1/2 inch (12.7 mm). R507.1 Decks Wood -framed decks shall be in accordance with this section or Section R301 for materials and conditions not prescribed herein. 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 use of 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 member's connections to exterior walls or other framing members shall be designed and constructed to resist uplift resulting from the full live load specified in Table R301.5 acting on the cantilevered portion of the deck. R507.2 Deck Ledger Connection to Band Joist Deck ledger connections to band joists shall be in accordance with this section, Tables R507.2 and R507.2.1, and Figures R507.2.1(1) and R507.2.1(2). For other grades, species, connection details and loading conditions, deck ledger connections shall be designed in accordance with Section R301. TABLE R507.2.1 PLACEMENT OF LAG SCREWS AND BOLTS IN DECK LEDGERS AND BAND JOISTS TMINIMUM END AND EDGE DISTANCES AND SPACING BETWEEN ROWS TOP EDGE BOTTOM EDGE ENDS ROW SPACING Ledgers 2 inchesd 3/4 inch 2 inchesb 15/8 inchesb Band Joistb %q inch 2 inches 2 inchesb 15/8 inchesb For SI: 1 inch = 25.4 mm. a. Lag screws or bolts shall be staggered from the top to the bottom along the horizontal run of the deck ledger in accordance with Figure R507.2.1(1). b. Maximum 5 inches. c. For engineered rim joists, the manufacturers recommendations shall govern. d. The minimum distance from bottom row of lag screws or bolts to the top edge of the ledger shall be in accordance with Figure R507.2.1(1). fs" 27 PM_ LEDGER S `Aft FASTENl~i S ROWS WNW,.FOR 2 X IQ 1.5"Mt.. 2 X 12 LAG SCREW R ,..7 314' P IST I E SHALL. E P RMITTE TO BE REDUCED TO 4..5 tF LAG SCREWS ARE USED OR EMT SP'ACIN'G IS REDUCED TO' THAT OF LAG SCREWS TO ATTACH 2 X 8 LEDGERS T SAND JOISTS. R602.6 Drilling and Notching of Studs Drilling and notching of studs shall be in accordance with the following: 1. Notching. Any stud in an exterior wall or bearing partition shall be permitted to be cut or notched to a depth not exceeding 25 percent of its width. Studs in nonbearing partitions shall be permitted to be notched to a depth not to exceed 40 percent of a single stud width. 2. Drilling. Any stud shall be permitted to be bored or drilled, provided that the diameter of the resulting hole is not more than 60 percent of the stud width, the edge of the hole is not more than 518 inch (16 mm) to the edge of the stud, and the hole is not located in the same section as a cut or notch. Studs located in exterior walls or bearing partitions drilled over 40 percent and up to 60 percent shall be doubled with not more than two successive doubled studs bored. See Figures R602.6(1) and R602.6(2). R602.7.5 Supports for Headers Headers shall be supported on each end with one or more jack studs or with approved framing anchors in accordance with Table R602.7(1) or R602.7(2). The full -height stud adjacent to each end of the header shall be end nailed to each end of the header with four -16d nails (3.5 inches x 0.135 inches). The minimum number of full -height studs at each end of a header shall be in accordance with Table R602.7.5. R602.8 Fireblocking Required Fireblocking shall be provided in accordance with Section R302.11. R602.9 Cripple Walls Foundation cripple walls shall be framed of studs not smaller than the studding above. When exceeding 4 feet (1219 mm) in height, such walls shall be framed of studs having the size required for an additional story, Cripple walls with a stud height less than 14 inches (356 mm) shall be continuously sheathed on one side with wood structural panels fastened to both the top and bottom plates in accordance with Table R602.3(1), or the cripple walls shall be constructed of solid blocking. Cripple walls shall be supported on continuous foundations. R603.9 Structural Sheathing Structural sheathing shall be installed in accordance with Figure R603.9 and this section on all sheathable exterior wall surfaces, including areas above and below openings. • STRUCTVRAL SHEATHING PANEL \ -.„ F'tELD-FASTE NE r ..�... EDGE: t~ASTE E'R Professional Classic Series: Atmospheric I Features Spero/Does Wammtles Firrandng FLavlcva Prefesslonal.Classlc.Plusm Atmospheric gas water heaters are engineered for more hot water. at a low operating cost f fflcienf Performance • More hot water at a low operating cost • FHR: 54 - 90 gallons • Recovery: 30.3 to 40.4 GPH at a 90° F rise, depending on model G,uardlan System?' & Sensor • • • Exclusive air/feet shut-off device • Maintenance -free - no Filter to clean- • Protective control system that disabies"the•heater in the presence of flammable. vapor -accumulation Low Emissions • " Eco -friendly burner, tow NFU: design • 'Meets 40 ng/3NOx requirements ' Longer Life ' • •Premium grade anode Trod provides long -fasting tank protection Plus... • Easy to light- no matches required • • EverKieenTM patented system fights sediment build-up • Enhanced flow. brass drain valve • Temperature and. pressure relief valve included • Low lead compliant , . . standard replacement parts DESCRIPTION iiNERGY XNFO - PROFESSIONAL CLASSIC ATMOSPHERIC MODELS" • • TYPE + GAL CAP. • MODEL.NOMBER ENERGY ENEI FACTOR PROG29-32N.R.H63 : 0.63 , . -• PROG29-30P RH63 i.. -- I1.63 ^ • PROG40-36N'RH62 0.62` 40 PR0G40-38N'RH62 ' ' 0.62 I -- • • 40 .,• PROG40-40N RH62_.....i: 0:62,. l:,,..- 1 40 PROG4036P RH62" 0.62 - , fl i i TALL .29 40 PROG50-40N RH62; 0.62 •- i - i PROG50-36P R.11620.62 0.62 1 . 50 - f PROG50-38N RH60 •! 0.60 -- ' PROG506P'RH60 - 0:60: 3 SHORT 30 PROG30S-30N'RH63' 0:63 40 PROG4OS40NPM62 0.62: • I I ` l._,.. 40 PR0G40Sa36i? RH62 - :Oi62 ; PROG40S�34N:RH62 .042'. -. i'"' .._.. .. ......._._.__.. _. .......-......,.._�.. ....__ • More R702.3.7 Water -Resistant Gypsum Backing Board Gypsum board used as the base or backer for adhesive application of ceramic tile or other required nonabsorbent finish material shall conform to ASTM C 1396, C 1178 or C 1278. Use of water- resistant gypsum backing board shall be permitted on ceilings. Water-resistant gypsum board shall not be installed over a Class 1 or II vapor retarder in a shower or tub compartment. Cut or exposed edges, including those at wall intersections, shall be sealed as recommended by the manufacturer. R802.3.1 Ceiling Joist and Rafter Connections Ceiling joists and rafters shall be nailed to each other in accordance with Table R802.5.1(9), and the rafter shall be nailed to the top wall plate in accordance with Table R602.3(1). Ceiling joists shall be continuous or securely joined in accordance with Table R802.5.1(9) where they meet over interior partitions and are nailed to adjacent rafters to provide a continuous tie across the building where such joists are parallel to the rafters. R802.10.1 Truss Design Drawings Truss design drawings, prepared in conformance to Section R802.10.1, shall be provided to the building official and approved prior to installation. Truss design drawings shall be provided with the shipment of trusses delivered to the job site. R806.2 Minimum Vent Area The minimum net free ventilating area shall be 1/150 of the area of the vented space. Exception; The minimum net free ventilation area shall be 1/300 of the vented space provided one or more of the following conditions are met: 1. In Climate Zones 6, 7 and 8, a Class i or if vapor retarder is installed on the warm -in -winter side of the ceiling. 2. Not less than 40 percent and not more than 50 percent of the required ventilating area is provided by ventilators located in the upper portion of the attic or rafter space. Upper ventilators shall be located not more than 3 feet (914 mm) below the ridge or highest point of the space, measured vertically, with the balance of the required ventilation provided by eave or cornice vents. Where the location of wall or roof framing members conflicts with the installation of -upper ventilators, installation more than 3 feet (914 mm) below the ridge or highest point of the space shall be permitted, R807.1 Attic Access Buildings with combustible ceiling or roof construction shall have an attic access opening to attic areas that have a vertical height of 30 inches (762 mm) or greater over an area of not less than 30 square feet (2.8 m2). The vertical height shall be measured from the top of the ceiling framing members to the underside of the roof framing members. The rough -framed opening shall be not less than 22 inches by 30 inches (559 mm by 762 mm) and shall be located in a hallway or other readily accessible location. Where located in a wall, the opening shall be not less than 22 inches wide by 30 inches high (559 mm wide by 762 mm high). Where the access is located in a ceiling, minimum unobstructed headroom in the attic space shall be 30 inches (762 mm) at some point above the access measured vertically from the bottom of ceiling framing members. See Section M1305.1.3 for access requirements where mechanical equipment is located in attics. 4 Ton Coleman 13 SEER R-410 Gas Furnace Split System (Limi Email to a Friend <�� Condenser Model # TC3D48S41S Furnace Model #'. TG9S080C16MP11 Coil .Model # MC48C3XC1 AFUE 80;000 'BTU Multi-Positio Availability) This product may have limited availability. Please -,call our Customer Service for more information.. . *LP Conversion Kit • Q No, I do not need one. O Yes; please add: one to my order. +$99.00 +Add to. Compare RECEIVED - . CITY OF TUKWIL Qty: * Required Fields Add to Cart JUL 18 2017 [ EXPIRES: 4/24E l 7 7t1Z" PERMIT CENTER D ca /76:3 hillon � � esigns Ltd. i� g `� i►.rl TITLE PROPOSED FOR SIDHU HOMES INC. 14828 -46th LANE SO. TUKWILA, WA. DWN: H.B. SCALE: 1 /4"--1 DATE: 06.19.17 CHKD: PHONE: (206) 244-1900 DRAWING NO. DD17-7517-P10 3ruce , VacVeigh, TU <W I L_A, WA. 4 ,�..- D.E. "�R5 Er D FO CODE COMPLIANCE APPROVED AUG 11 2017 City of Tukwila BUILDING DIVISION Il.l.rr0r <1 H O X ., /76:3