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HomeMy WebLinkAboutPermit D17-0247 - SINGH - LOT 9 SINGLE FAMILY RESIDENCESINGH - LOT 9 14837 46 LN S D17-0247 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: http://www.TukwilaWA.gov 0042000146 14837 46TH LN S Project Name: SINGH - LOT 9 COMBOSFR PERMIT Permit Number: Issue Date: Permit Expires On: D17-0247 10/6/2017 4/4/2018 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: SINGH GURDIP 4642 S 146TH ST, TUKWILA, WA, 98168 GARY SINGH 4642 S 146 ST, TUKWILA, WA, 98168 SIDHU HOMES INC 4642 S 148 ST, TUKWILA, WA, 98168 SIDHUHI881JF Lender: Name: SIDHU HOMES INC Address: 4642 S 146TH ST , TUKWILA, WA, 98168-4447 Phone: (206) 244-1900 Phone: (206) 244-1900 - Expiration Date: 3/22/2018 DESCRIPTION OF WORK: NEW SFR Project Valuation: $541,936.96 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $13,225.28 Occupancy per IBC: R-3 Water District: 125 Sewer District: VALLEY VIEW,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: 1 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: Street Use: Water Main Extension: Water Meter: Permit Center Authorized Signature: Date: I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree jo the conditions attached to this permit. Signature: •.l ' _- Date:'tb f b /'i Print Name: tlnt-e ak1VlV 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: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 10: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 11: 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. 12: Install yard drain(s) and perforated pipe along the driveway, as necessary to prevent on-site ponding of storm water runoff. 13: 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. 14: 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. 15: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $1,013.88. 16: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 17: 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). 19: 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) 20: 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) 21: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 18: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 22: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 23: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 24: ***BUILDING PERMIT CONDITIONS*** 25: 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. 26: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 27: 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. 28: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 29: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 30: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 31: All wood to remain in placed concrete shall be treated wood. 32: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 33: 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. 34: 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. 35: 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. 36: AH 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). 37: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 38: 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. 39: 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. 40: ***MECHANICAL PERMIT CONDITIONS*** 41: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 42: 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. 43: Manufacturers installation instructions shall be available on the job site at the time of inspection. 44: 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. 45: 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. 46: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 47: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 48: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 49: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 50: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 51: 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. 0 0 52: 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. 53: 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. 54: 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. 55: 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. 56: 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. 57: 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. 58: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 59: 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 0 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 0406 SUSPENDED CEILING 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Combination Permit No. Drkpil Project No.: Date Application Accepted: Date Application Expires: (For office use only) COMBINATION PERMIT APPLICATION - NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE LOCATION King Co Assessor's Tax No.: 0042000146 Site Address: 14837 46th lane south Tukwila Wa-98168 PROPERTY Q VNER Name: GARY SINGH Name: SIDHU HOMES INC City: TUKWILA State: WA Zip: 98168 Address: 4642 S 146TH STREET Email: GARYSINGH2@COMCAST.NET City: TUKWILA State: WA Zip: 98168 CONTACT PERSON - person receiving all project communication Name: GARY SINGH Address: 4642 S 146TH ST City: TUKWILA State: WA Zip: 98168 Phone: (206) 244-1900 Fax: Email: GARYSINGH2@COMCAST.NET GENERAL CONTRACTOR INFORMATION Company Name: SIDHU HOMES, INC. Address: 4642 S 146TH ST City: TUKWILA State: WA Zip: 98168 Phone: (206) 244-1900 Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: ARCHITECT OF RECORD Company Name: DHILLON DESIGNS Architect Name: RAY City: State: Zip: Engineer Name: BRUCE McVEIGH Address: Address: City: TUKWILA State: WA City: Phone: (206) 571-8794 Fax: State: Zip: Phone: (425) 802-3666 Fax: Email: ENGINEER OF RECORD Name: NOT APPLICABLE Company Name: BRUCE McVEIGH City: State: Zip: Engineer Name: BRUCE McVEIGH Address: City: TUKWILA State: WA Zip: Phone: (206) 571-8794 Fax: Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: NOT APPLICABLE Address: City: State: Zip: H:\ Applications\Forms-Applications On Line \201 1 Applications\Combination Permit Application Revised 0-9-11.does Revised: August 2011 bh Page 1 of 4 PROJECT INFORMATION — Valuation of project (contractor's bid price): $ 300,000.00 Scope of work (please provide detailed information): NEW SINGLE FAMILY RESIDENCE DETAILED BUILDING INFORAMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement 151 floor 1,884 rd floor 2,092 Garage carport ■ 622 Deck — covered • uncovered • Total square footage 4,598 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 $ 6,000.00 1 1 furnace <100k btu thermostat 0 emergency generator 2 appliance vent 1 wood/gas stove fuel type: ❑ electric ® gas ventilation fan connected to single duct 0 water heater (electric) 4 0 other mechanical equipment PLUMBING: Value of plumbing/gas piping work $ 6,500.00 4 1 4 bathtub (or bath/shower combo) dishwasher lavatory (bathroom sink) water heater (gas) 0 0 1 bidet floor drain sink 0 lawn sprinkler system H:' Applications\Forms-Applications On Line \201 I Applications \Combination Permit Application Revised 0-9-I I.docx Revised: August 201 I bh 1 1 4 clothes washer shower water closet 2 gas piping outlets Page 2 of 4 PUBLICWORKS PERMIT INFORMATION -- Scope Scope of work (please provide detailed information): ALL STUBS ON PROPERTY; CONNECTING AS SHOWN ON SITE PLAN. NO RIGHT OF WAY WORK Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT ❑ ...Tukwila E ... Water District #125 El ...Letter of water availability provided SEWER DISTRICT ❑ ...Tukwila ❑ ...Sewer use certificate ❑ .. Highline ®... Valley View El .. Renton ❑ ... Letter of sewer availability provided ❑ .. Renton El .. 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): ❑ ...Civil Plans (Maximum Paper Size — 22" X 34") ❑ ...Technical Information Report (Storm Drainage) ®.. Geotechnical Report El ... Hold Harmless — (SAO) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) ❑ ... Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ ...Right -Of -Way Use - Potential disturbance El .. Construction/Excavation/Fill - Right -of -Way... ❑ -or- Non Right -of -Way.. ❑ ®...Total Cut 50 Cubic Yards 0 .. Work In Flood Zone ® ...Total Fill 50 Cubic Yards ❑ .. Storm Drainage ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements El ...Traffic Control 0 .. Abandon Septic Tank El .. Trench Excavation ❑ .. Curb Cut ❑ .. Utility Undergrounding El .. Pavement Cut ❑ .. Backflow Prevention - Fire Protection ❑ .. Looped Fire Line Irrigation Domestic Water El ...Permanent Water.Meter Size " WO # El ...Residential Fire Meter Size " WO # 0 ...Deduct Water Meter Size El ...Temporary Water Meter Size " WO # 0 ...Sewer Main Extension Public El - or - Private ❑ ❑...Water Main Extension Public ❑ - or - Private El FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) ❑ ...water El ...sewer ❑ ...sewage treatment MONTHLY SERVICE BILLING TO: Name: Day Telephone: Mailing Address: City State Zip WATER METER REFUNDBILLING: Name: Day Telephone: Mailing Address: City State Zip H:\Applications\Forms-Applications On Line \201 I Applications \Combination Permit Application Revised 8-9-11 :does Revised: August 2011 bh Page 3 of 4 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 OWNS - OR AUTH RIZED AGE : Signature: f'Ja Date: 09/13/2017 Print Name: GARY SINGH Mailing Address: 4642 S 146TH ST H:\ Applications\Forms-Applications On Line\201 I Applications\Combination Permit Application Revised 0-9-I I.docx Revised: August 2011 bh Day Telephone: (206) 244-1900 TUKWILA WA 98168 City State Zip Page 4 of 4 �j BULLETIN A2 �! TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME --COUCH - L0-19 (51/ ') PERMIT # 1 /7— 02'7 L 14 37 4ti L 6. SIf you do not provicontractor bids or an engineer's estimate With your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization a50 Erosion prevention 50 V Water/Sewer/Surface Water250/2.50/.50o Road/Parking/Access / - Via` A. Total Improvements 2. .e 0 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. �2 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 co cubic yards Enter total fill volume 517 cubic yards $250 (1) $ Co 2 % (4) Use the following table to estimate the grading plan review fee. Use the reater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE %./ Up to 50 CY ... Free 51-100 $23.50 101 - 1,000 $37.00 1,001 - 10,000 $49.25 10,001 - 100,000 . $49.25 for 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 - 200,000 $269.75 for 1ST 100,000, PLUS $13.25for each additional 10,000 or fraction thereof. 200,001 or more • $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION O (1+4+5) $ 3i2�� 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) $ Z 50 (6) 7. Pavement Mitigation Fee . $ (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the pavement mitigation fee. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. QUANTITY IN CUBIC YARDS RATE .i 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 4 �k 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 $ /0 /3 I. Other Fees Total A through I $ I (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ 1E 144 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. Approved 09.25.02 Last Revised 02/21/17 / Temporary Meter ( 0.75" $300 2.5" $1,500 3 WATER METER FEE V Permanent and Water Only Meter's Size (inches) Installation Cascade Water Alliarnce RCFC/ 01.01.2017 ,12 31.2017 Total Fee 0.75 $625 $6005 $6630 1 $1125-----...,A153,14:::12.50 $16,137.50 1.5 $2425 0�255 $32,450 2 $2825 / $48,U4Q $50,865 3 $4425 / $96,080\— $100,505 4 $7825 / $150,125 $157,950 6 $12525 / $300,250 $312,775 Approved 09.25.02 Last Revised 02/21/17 / Temporary Meter ( 0.75" $300 2.5" $1,500 3 DESCRIPTIONS ACCOUNT Perm'itTRAK QUANTITY PAID $3,688.52 D17-0247 Address: 14837 46TH LN S Apn:'0042000146 $3,688.52 ' DEVELOPMENT $3,438.52 PLAN CHECK FEE R000.345.830.00.00 0.00 $3,438.52 PUBLIC WORKS $250.00 BASE APPLICATION FEE R000.322.100.00.00 TOTAL FEES PAID BY RECEIPT: R12312 0.00 $250.00 $3,688.52 Date Paid: Wednesday, September 13, 2017 Paid By: SIDHU HOMES Pay Method: CHECK 5172 Printed: Wednesday, September 13, 2017 1:01 1 of 1 PM CRsrsrEMs 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 D/7o?47 Project: T e of Inspect' : ,y l/c id/141.9 ! /NAL Address: � ��� G L,i, S. Date Called: z- —19 Special Instructions: Date W nted: a.m. ° /2o/ ® Req ester: Phone No: 1014.proved per applicable codes. E Corrections required prior to approval. CO MENTS: 13.rid1 J / v re:/. //f), . OK 2CLL,t REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: SIg•raW — °`7 q Type of Inspection: pW Flim Address: Date Called: Special Instructions: 7 Date Wanted:a.m. el7e/a /%0' i-IQQ p.m. Requ ster: /� &4P-/'��'Ci, .,al`�t� Phone No: 7or0 -7-44f1gop Approved per applicable codes. Corrections required prior to approval. COMMENTS: A r Rt' ,I + I,. A bI-- 47.€-W fes' 311 Filo f."- Pi"A .- a pvAcb po-itt9w6. 4roosA ,4 CWi4-"r 4-FrAc -TV 1L(.823 et Inspector: 674c Pea-rc4 A Date: ®I7,/7 -1),g 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 i►) 02`-7 Project I �G C 9-1-- Type of erection: I 6.9-C_ Address: `4 31 lbinfjs' Date Called: Special Instructions: Date Wanted: sL, ci'1/ p.m. Requester: 1-'914' Phone No: — r_VeR e- )Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: M,tilk..„v4 Cr c ' i✓L WEIt 1-'914' — r_VeR e- ,..... oki b , a., Inspector: REINSPECTION FEE REQUfRED. Prior to next insp/ctiorjfee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. 132.41 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 ect: Proj��(j Type of IInsspeecction: Z. Address:�yS• /q 1 64'1* 1-43 Date Called: Special Instructions: Date Wanted:a.m' 2--lei^-n p.m. Requester: Phone No: 747 244 /WO Approved per applicable codes. Corrections required prior to approval. e:kiLt-4 /a•kSJr ) Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fe 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 I�-o y-7 Projecctt: O, Type of IIInspection: f1,0 -PliaZ Address: 143-7 ill, 4n 5 Date Called: Special Instructions: Date Wanted: 1 I 1 1Y //g p.m. Requester: 0i .vx Phone No: `SO I ElApproved per applicable codes. t_J Corrections required prior to approval. COMMENTS: 5c- -; NO 6 f'', „ .. f0 t - c- cuvcti 6t, 01<- - t 0i .vx `SO I !'0(1-- No til 76 flu Date 1( I, /0 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 DI'7 ^ ozq PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project:Type of Inspection:� Addres : 4" Pig.; -7 14 AL S Date Called: <J 1 Special Instructions: LC..> r 9 Date Wanted: / ) - 7 •2.D/- p.m. Requester: Phone No: Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: iJ� v i II''fl , `— 6K- via 1) Aovil A it et-Wevvioi rNAL- oj< ?Lavern nmii.... e CSS P I pre, 4 DJ fL r 014 -cos I JT 6 - Inspector: Date: /1—r-18) l_r,18) REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Dt1-o2471 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 Proje t: 3irgk Type f Inspection: �.at S Address: PIO7 -lt Al✓/ . J S. Date Called: Special Instructions: Lo r Date/Q Wanted: Z-40/ed L l—'GC//e a.m. p.m. Requester: Phone No: pproved per applicable codes. LJ Corrections required prior to approval. COMMENTS: e Coni-rr3ct_- SL61.6 0 G.r >I iC vJOR.K ® M ednivntcL, F;v L- ®K- avtoMC4i ritiftc Inspector: Date: 1-7'6 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. br`7-bZN7 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: S1/r Lc,+I1 Type of Inspection: EtnEfrrg 4 EEF c,edik. - Address: A eL?37 L/ La c Date Cal Special Instructions: Lof # 9 fl Date Wanted:a.m. 1 - 3/- 20dd d p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. OM M ENTS: Inspector: / %// � Date: 7.5/._ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 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 D17 -o21 7 Project:.. 0 Type of 7ethon: Address: 1 NS37 Y'>js/ LAr. S. Date Ca Special Instructions: I 7 L0-1- Date Wanted: 312712 o rg a.m. ,p:m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. C. MMENTS: inspector: , CgAtn Date: 3/27/208i /27/2018' 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 pI'7-b2Yy 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: 4 S1 Lo 1 pe Tyof Insp ction: 1 -ATH Gyfsvir" .806.4 Address: v r1 1483'7 `floL.ri, S. dt GL, 2,1j Special Instructions: Date Wanted: 3-zI-2o18' a.m. p.m. Requester: Phone No: Approved per applicable codes. COMMENTS: orrections required prior to approval. • +'&APs $a -ted - A s _epos GLAzrNi3 v►p Inspector: R ` n n Date: -zl--l8' 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 D11-0247 Project: p Sir 4\ — Loi f3 I+palled: T e of Inspection: •M c. tit te..-4 to n Address: Tµ IL -t-937 '14— L-A. Date Special Instructions: Lo+ tt`i T• Date Wanted: 3-1%' ZDI1 -AM.. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: .3..0 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 tin -0247 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: 3,toc(. h Type of nspection: �FLoor T.�n.2s �i e 1 --Rat Address: J -TM 19g31 96- L -NI. S. ate alled: 3-13•2_01l' Special Instructions: Lo± Date Wanted: 3-/t4-zot i- p.m. Requester. Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: _ —1 gt3ty-r 6.„(co * (A) okfl Inspector: ot& Date:3.. / -20/( 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 D17-0247 Project: e/, 1 4? Type_sa InspeGtion: lielff Address: / 37 94i J -..N, G Date Called: Special Instructions: MLC /fPL- Date Wanted: 3--?si a a.m. (1' Requester: Phone No: tx) Approved per applicable codes. ECorrections required prior to approval. COMMENTS: Wii5e izeice 6-J- ;le:A./5,7_ Date: 3 -,-zoie.2( 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 D17 -o7 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: 711/6Hf LOT ? Type of Inspection: s a 6- AM' At1440 /1-,94eovir40 AR /Cp4i 1/Nt Addre s: /Y037 /it 6/70Mtrik(55)KG. A4OCtieg 151O4-7- -5, Wola. Date Called: •7# 457 Special Instructions: r--,•29-oti'VU gfritif Date Wanted: a.m. Requester:CreotKi .5740( Phone No: 204/- -2-W- 800 ❑ Approved per applicable codes. EiCorrections required prior to approval. COMMENTS: A 4vi cifAli'-K 773.P t ae7-7-(5,tc pi4-77r g $ EL:c1'RMc AI- itAftA5 Rd. /IA ii r at✓ Gsno AM' At1440 /1-,94eovir40 AR /Cp4i 1/Nt 3. Maki 7(1/ 0 3u 'DAVI I -STAr /it 6/70Mtrik(55)KG. A4OCtieg 151O4-7- -5, Wola. 5 fMinsA(i;. Lt>010 IN tJ,1-L-i X10?' 4i_t_ot#t1 (a• 'rVSS SPEc Do A0-7- /ni�f �x;ssr 6, - Inspector: s -cc Date: 9-8 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. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Dt7-o2.{7 Project: 5;116-b - Lbs 9 Type of Inspection: Rot)+t)1/4) PLoUo,, i146- Address:-, /4537 Wpm- )-J' ► .-; Date Called: Special Instructions: Date Wanted: 1'24? -16 a.m. •m. Requester: Phone No: Approved per applicable codes. L_J Corrections required prior to approval. COMMENTS: 0W- $606/1- -/N Pit-1.)v"v3/JU Inspector: Date: •• ( 485 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 t 7-02 1-17 Project: -:N%¢ L -e,; 9 Type of Inspection: LA --n+ Address: )46 11 4 ,L1..a/ Date Called: Special Instructions: Date Wanted: I—I8-(8 a.m fsm. Requester: Phone No: ElApproved per applicable codes. LJ Corrections required prior to approval. COMMENTS: o - CxT rb& M Inspector: Date: /4 s ! �' 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: OfNistA Res, Type of Inspection: — RP/A/6- 1R606//1/1/ Address: 11837 ekni ).N.-5, Date Called: Special Instructions:L•� �t Gpes pipiA . ROu `iN Date Wanted: 1 -sq -46 p.m• Requester: Phone No: Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: ex -646- pipA &- jaO61-1-4 Inspector: Date: lI 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 Di 7- 13.247 6300 Southcenter Blvd., #100, Tukwila: WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: '', ice- Type of Inspection: RaNF $lir-P-TI {NC3— Address: 14837 gIATIf J. --N, ai Date Called: Special Instructions: Lbr9 Date Wanted: 1i -21,i7 Ca, n p.m. Requester: Phone No: Approved per applicable codes. O Corrections required prior to approval. COMMENTS: 0k (3,©o'—f 5 /-1%1—rits/P(C-- Inspector: Date: iz 21_/7 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 6',247 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: 5./NG/1 AV' 9 Type of Inspection: 14411-1-1-- 5"fi -571/0)-A Address:yss�[/,, /7 0 7 `'4'i7/i S, Date Called: Special Instructions: Date Wanted: 12-12-17 a.m p.m. Requester: Phone No: ® Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: 1 v,%L $fi69' f 6 ST/ -A Inspector: Date: i2A/Z-/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 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: -S7))/6/Cl— 1.13 t 61 Type of Inspection: Pao RAccooM101/AIG Address: Date Called: Special Instructions: Date Wanted: //-09—/7 a.m., p.m. Requester: Phone No: NApproved per applicable codes. 0 Corrections required prior to approval. COMMENTS: Inspector: Date: 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 INSP TION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Di7 024-{ 7 Project: / `6H- Type of Inspection: )077/4-6— ` b M 5 Address:ccssy / t 37 J Date Called: Special Instructions:Date LLe.-.7---l Q Wanted: /C�'l/-f7 a.m. .m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector:// Date: o/ 9i 7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Calf to schedule reinspection. INS CTION NO. INSPECTION RECORD Retain a copy with permit biz- 024 7 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: Typej41 Inspection: Address: Jl/g37 414 tiLir s Date Called: Special Instructions: % _ -C✓ q to -r- Alt Date Wanted: iq' / 7 Requester: 6A Phone No: 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 NO. INSPECTION RECORD Retain a copy with permit 1)13- 62.6l 7 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: SilLiCiii Type o spection: n677416 Address: Date Called: Special Instructions: ., Date Wanted:/ ,/f%Q J m Requester: Phone No: kApproved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Imo\ 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 R Retain a copy with permit PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project:14 /bi-(' 0 olA&P; L6+ q 024: 1)/: - — Special Instructions: Phone No.: r6— — S --- 5r-4— l ----r Pre -Fire: PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project:14 /bi-(' 0 olA&P; L6+ q Type of Inspection: iv 1 0 le., (-e-{ 717-n4" Address: t A - --? „� S Suite #: i b ' T- 4G ( Contact Person: (----b ' Special Instructions: Phone No.: CI) Monitor: Approved per applicable codes. Corrections required prior to approval. COMMENTS: s, tTiS1ems.'� Needs Shift Inspection: Sprinklers: S---;4.— Fire Alarm: /`f %% Hood & Duct: CI) Monitor: l ----r Pre -Fire: Permits: Occupancy Type: ' f Inspector: 1191,1 S---;4.— Date: (I (, 1 (d 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: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 I INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: - �/ NO � � 'r 'l Type of Inspection: I/a / /1-7-W--"'‘) Address: Suite #: //W.37 V� /111/4) S . Contact Person: / ir Special Instructions: Phone No.: --- /3- r Approved per applicable codes. k Corrections required prior to approval. COMMENTS:/ Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: —�-o/e v- ( cile -h 4 -fes 7 c�- A evi.. ;,.1 ut9____,,,1 141 --- /3- r t/o6rt- -- ni / 15,447‘.1 ,�w,1:-/ 16a1"-- a p - — CS //'S,W.P L I1/v a kr--- Va (Nr p.;�c-t rpt., v Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: 'y? 55' Date: ___;77p Hrs.: / . 0 r 7 $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 Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnical 14245 59th Ave. S. Tukwila, WA 98168 Cell: 206-571-8794 September 13, 2017 City of Tukwila Attn: Building Official/Plans Examiner Subject: Foundation Soil Verification - New Residence 14837 46th Lane S. Tukwila, WA 98168 PN: 004200-0146 (Site Lot #9) Dear Sir: REVIEWED FOR CODE COMPLIANCE APPROVED OCT 0 6 2017 City of Tukwila BUILDING DIVISION On September 8, 2017 this office visited the above site. The purpose was to verify the type and condition of exposed foundation soils. The foundation area was substantially excavated at the time of the visit. The exposed bearing soils were found consistent with previous evaluations for site soils. The following information was noted: In all excavated areas the soils were found to be an 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 9 dated September 13, 2017 assume a maximum soil bearing loading limit of 1,500 psf. CORRECTION LTR# The foundation bearing soils are suitable for placement of the building foundations as designed and approved. No alteration in foundation design or soil condition upgrade are required due to negative observed soil conditions. Thank you for your assistance. Conclusion: Sincerely Bruce S. MacVeigh, P.E. Civil Engineer garysinghlot9fndsoilsinspltr/1785 EXPIRES: 4/24// GJ /3 %'/'1/% RECEIVED CITY OF TUKWILA OCT 02 2017 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED OCT 062011 City of Tukwila BUILDING DIVISION' Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnical 14245 59th Ave. S. Tukwila, WA 98168 Cell: 206-571-8794 September 13, 2017 City of Tukwila Attn: Building Official/Plans Examiner Subject: Structural Soil Information - New Residence 14837 46th Lane S. Tukwila, WA 98168 PN: 004200-0146 (Site Lot #9) Dear Sir: Two areas concerning soils for this site: 1. Drainage and Runoff Infiltration - The soils for the above site were evaluated several years ago as part of a complete geotechnical evaluation required for the design of the access road. 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 - CORRECTION In all areas in and around the subject lot the soils were found to be undisturbedbR# M 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 9 dated September 13, 2017 use as a limit a prgs 1,500 psf. G EIVED TUKWILA As a result, it may be assumed that the designed building will have suitable scCT 02 2011 bearing support for its intended structural loading with a considerable safety factor. PERMIT CENTER lJ ��--rte 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, Bruce S. MacVeigh, P.E. Civil Engineer garysinghlot9soilsltrrevised/1785 EXPIRES: 4/24/(11 5-./P / 7' 2-0 O 0 -00 67-00-00 / 19-00-00 12-00-00 / 36-00-00 / J86 J88 (J810 IJ812 J818 J818 1.1816 J814 J812 J88 IIIIII -' J82 I J86 AMMEN J810 /111AIMEE. ■■E■ I� J816 J818 J818 J816 J84 1111111 J82 / 15-00-00 10-11-00 10-00-00 REVISION N0. \pn 1 / 12-06-00 BEAM REQUIRED HERE 29-06-00 FRAMING BY OTHERS HANGER COUNT JUS26 = 36 HUS46 = 1 BLOCKING = 105 2-00-00 O O O O M 1-08-00 REVIEWED FOR COD APPROVED CE OCT 0 6 2411 City of Tukwila BUILDING DIVISION RECEIVED CITU OF TUKWILA SEP 2 8 2017 PERMIT CENTER ROOF TRUSS LAYOUT 5/12 PITCH, 24" OH, 5-5/16" HEEL TYPICAL DESIGN LOADING (20-15-7) PSF @ 24" O.C. WIND 110 MPH EXPOSURE "B" ALL DIMENSIONS ARE IN: Feet -Inches -Sixteenths (FF -II -SS) theTRUSSco. 360-751-8500 Customer SIDHU HOMES Job Name: Plan: SINGLE FAMILY HOME Sales Rep: TODD POORMAN Scale: NTS Date: 9/18/17 Drawn by: GDI - RG Job Number: SB708697 PDF created with pdfFactory trial version www.pdffactory.com HANGER COUNT JUS26 = 36 HUS46 = 1 BLOCKING = 105 2-00-00 O O O O M 1-08-00 REVIEWED FOR COD APPROVED CE OCT 0 6 2411 City of Tukwila BUILDING DIVISION RECEIVED CITU OF TUKWILA SEP 2 8 2017 PERMIT CENTER ROOF TRUSS LAYOUT 5/12 PITCH, 24" OH, 5-5/16" HEEL TYPICAL DESIGN LOADING (20-15-7) PSF @ 24" O.C. WIND 110 MPH EXPOSURE "B" ALL DIMENSIONS ARE IN: Feet -Inches -Sixteenths (FF -II -SS) theTRUSSco. 360-751-8500 Customer SIDHU HOMES Job Name: Plan: SINGLE FAMILY HOME Sales Rep: TODD POORMAN Scale: NTS Date: 9/18/17 Drawn by: GDI - RG Job Number: SB708697 PDF created with pdfFactory trial version www.pdffactory.com TSE Engineering Re: SJ708697 GARY/SIDHU HOMES/46TH LANE CUSTOM Tri-State Engineering, Inc. 12810 NE 178th Street Suite 218 Woodinville, WA 98072 425.481.6601 The truss drawing(s) referenced below have been prepared by Tri-State Engineering under my direct supervision based on the parameters provided by The Truss Company (Sumner). Pages or sheets covered by this seal: 111927147 thruI11927190 My license renewal date for the state of Washington is August 20, 2018. September 22,2017 RECEIVED CITY OF TUKWILA SEP 2 8 2017 PERMIT CENTER Terry Powell The seal on these drawings indicate acceptance of professional engineering responsibility, solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. REVISION N0. \ Job - " � Truss Truss Type Qty Ply GARY/SIDHU HOMES/46TH LANE CUSTOM t-' 111927147 SJ708697 A01 California - 1 1 Job Reference (optional) Truss Co, Sumner, WA 6-5-3 2.0-0 6-5-3 1 12-5-10 60.6 5.00 112 18-6-0 6-0-6 8 120 s Jun 27 2017 MiTek Industries, Inc. Thu Sep 21 16:30:39 2017 Page 1 ID:30GdnC4jHY?VIMKrecJXOycPPu-OaxCrX5vQbN2U4_3wCs07GPsQdwzsBLogxvoAxybLy_ 20-7-1 20-4-10 F)-34 27-9-9 1-10-10 d6-3 6-6-5 0-2-7 4x6 6 4x10 5x6 = 34-6-0 3x4 6-8-7 5x6 Scale: 3/16"=1' • 5x6 = 6-5-3 18 17 1.5x4 II 12-5.10 3x4 = 18-6-0 16 15 14 13 - 2 3x12 MT2OHS II 4x6 = 3x8 = 6-5-3 6-0 6 6-0-6 3x8 = 20-4-10 21-34 1-10-10 0110-10 4x12 = 27-9-9 346-0 66-5 6-8-7 c Plate Offsets (X,Y)— (11:0-3-0,0-1-121,(13:0-3-8,0-2-01 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 • BCDL . 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.79 BC 0.76 WB 0.95 Matrix -SH DEFL. in (loc) Vert(LL) -0.21 17-18 Vert(CT) -0.40 15-17 Horz(CT) 0.13 12 I/defl >999 >999 n/a Ud 360 240 n/a PLATES MT20 MT2OHS GRIP 185/148 139/111 Weight: 173 lb FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS ' 2x4 HF No.2*Except*. T4,T5:2x4 DF No.1&Btr 2x4 HF No.2 2x4 HF Stud `Except' WI,W2,W6,W12: 2x4 HF No.2 REACTIONS. (lb/size) 2=1893/0-5-8 (min. 0-3-2), 12=1750/0-5-8 (min. 0-3-6) Max Horz 2=117(LC 11) Max Uplift 2=-157(LC 12), 12=-110(LC 12) Max Gray 2=1893(LC 1), 12=2066(LC 35) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=3556/222, 3-4=2946/217, 4-5=-2779/229, 5-19=2142/196, 6-19=2041/217, 6-7=-2302/245, 7-8=-2229/232, 8-20=-2384/220, 10-20=-2548/198, 10-21=-2604/187, 11-21=-2887/173,11-12=-2018/127 BOT CHORD 2-18=-157/3145, 17-18=-157/3145, 16-17=-115/2639, 15-16=-115/2639, 14-15=-78/2169, 13-14=-109/2538 WEBS 3-17=-573/54, 5-17=0/407, 5-15=-1016/84, 6-15=-122/1369, 7-15=-907/105, 7-14=-190/480, 8-14=-269/153, 10-14=-390/117, 10-13=-509/73, 11-13=-117/2462 Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, and 2-0-0 oc purlins (3-10-0 max.): 7-8. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 5-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=3.0psf; h=25ft; B=45ft; L=35ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1:15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 157 lb uplift at joint 2 and 110 lb uplift at joint 12. 10) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/I-PI 1. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 318 lb down and 123 lb up at ContiNgdbfl�ord. The design/selection of such connection device(s) is the responsibility of others. September 22,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicabilityof design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BOSH Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSCO. INC. Job __ - 'Truss s.: • Truss Type Qty Ply GARY/SIDHU HOMES/46TH LANE CUSTOM 111927147 SJ708697 A01 California 1 - 1 Job Reference (optional) Truss Co, Sumner, WA 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. 'LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pff) Vert: 1-6=80, 6-7=-80, 7-8=-80, 8-9=-80, 8-11=-80, 2-12=-14 Concentrated Loads (Ib) Vert: 7=-226 8 120 s Jun 27 2017 MiTek Industries, Inc. Thu Sep 21 16:30:39 2017 Page 2 ID:3OGdnC4jHY?VI MKrecJXOycPPu-OaxCrX5vQbN2U4_3wCs07GPsOdwzsBLogxvoAxyb Ly_ a WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 211 theTRUSSco. INC. Job — 't i SJ708697 Truss A02 Truss Type California Qty 1 Ply 1 GARY/SIDHU HOMES/46TH LANE CUSTOM 111927148 Job Reference (optional) Truss Co, 0 Sumner, WA -2-0-0 2-0-0 6-5-3 6-5-3 12-5-10 18-6-0 8 120 s Jun 27 2017 MiTek Industries, Inc. Thu Sep 21 16:30:41 2017 Page 1 ID:3OGdnC4jHY?VIMKrecJXOycPPu-yy3yFD69xComkN8S2duUDhUA7RcZK6x4lFOuDgybLxy 23-3-4 22-4-10 3x6 6-0-6 5.00 12 3x4 6-0-6 4x6 II 20 6 3-10-10 220.r-7.1 a5-7 0-8-3 28-9-9 34-6-0 708 5x6 = 5-6-5 5-8-7 Scale: 3/16"=1 3x4 = 7-8-12 I 15-0-11 7-8-12 7-3-15 4x4 = 22-4-10 7-3-15 213-3-4 28-9-9 0-10-1b 5-6-5 13 2 3012 MT2OHS I I 4010 = 34-6-0 5-8-7 Plate Offsets (X.Y)— [2:0-0-4.0-0-121,17:0-3-0,0-1-81,[13:0-3-8,0-2-01 LOADING (pst) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Ina YES Code IBC2015/TPI2014 CSI. TC 0.91 BC 0.75 WB 0.88 Matrix -SH DEFL. in (loc) Vdefl Vert(LL) -0.20 17-18 >999 Vert(CT) -0.38 17-18 >999 Horz(CT) 0.12 12 n/a L/d 360 240 n/a PLATES MT20 MT2OHS GRIP 185/148 139/111 Weight: 166 lb FT = 20% LUMBER- TOP UMBER- TOP CHORD BOT CHORD WEBS 2x4 HF No.2 *Except* T4: 2x4 DF No.1&Btr 2x4 HF No.2 2x4 HF Stud *Except* WI,W2,W12: 2x4 HF No.2 REACTIONS. (lb/size) 2=1819/0-5-8 (min. 0-3-0), 12=1656/0-5-8 (min. 0-3-5) Max Horz 2=118(LC 59) Max Uplift 2=-140(LC 12), 12=-89(LC 12) Max Gray 2=1819(LC 1), 12=2007(LC 35) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3368/187, 3-4=-3150/186, 4-5=2981/207, 5-19=-2419/185, 19-20=-2317/196, 6-20=-2266/205, 6-7=-2494/214, 7-8=-2199/171, 8-21=-2309/176, 10-21=-2561/157, 10-22=-2558/146, 11-22=2677/131, 11-12=-1962/103 BOT CHORD 2-18=-131/2975, 17-18=-87/2453, 16-17=-24/1815, 15-16=-24/1815, 14-15=-52/2229, 13-14=-76/2361 WEBS 3-18=-353/73, 5-18=-22/567, 5-17=-603/99, 6-17=-50/909, 6-15=-61/997, 7-15=1254/95, 8-15=-4/767, 10-13=-600/63,•11-13=-86/2338 Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (3-9-13 max.): 7-8. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 7-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=3.Opsf; h=25ft; B=45ft; L=35ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. • 8) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 140 lb uplift at joint 2 and 89 lb uplift at joint 12. 10) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 152 lb down and 61 lb up at ContiRgdbfl5,41ord. The design/selection of such connection device(s) is the responsibility of others. September 22,2017 ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M8-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIRPH Quality Criteria, DSB-89 and BCSH Building Component Safety Information - available from Truss Plate Institute, 583 DOnofrio Drive, Madison, WI 53719. theTRUSSco. INC, Job . - r a SJ708697 Truss A02 Truss Type California _ Qty 1 Ply 1 GARY/SIDHU HOMES/46TH LANE CUSTOM 111927148 Job Reference (optional) Truss Co, Sumner, WA 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-80, 6-7=-80, 7-8=-80, 8-9=-80, 8-11=-80, 2-12=-14 Concentrated Loads (Ib) . Vert: 7=-60 6 120 s Jun 27 2017 M7ek Industries, Inc. Thu Sep 21 16:3041 2017 Page 2 I D:30Gdn C4jHY?VI MKrecJXOycPPu-yy3yFD69xComkN8S2d uUDhUA7RcZK6x41 FOuDgybLxy ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ME -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Addttional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. A theTRUSSco. INC, Job / a. Truss Truss Type Qty Ply GARY/SIDHU HOMES/46TH LANE CUSTOM . 111927149 SJ708697 A03 California 1 1 LL Job Reference (optional) Truss Co, 'I1 0 Sumner, WA 200 2-0-0 6-5-3 12-5-10 6-5-3 6-0-6 500 112 8 120 s Jun 27 2017 ,MiTek Industries, Inc. Thu Sep 21 16:30:43 2017 Page 1 ID 3OGdnC4jHY?VIMKrecJXOycPPu-uLBjguBQTgtUzhlg92wy16ZXfEHooOgNIZt?IiybLxw 25-3-4 18-6-0 24-4-10 24, 8,9 i 29-9-9 34-6-0 6-0-6 5-10-10 0-3-15 ' 4-6-5 4-8-7 • 0-6-11 4x6 = 6 19 Scale = 1:63.0 8-4-12 8-4-12 16-4-11 24-4-10 28-3-4 34-6-0 7-11-15 7-11-15 0 10-1b 9-2-12 Plate Offsets (X,Y)- 12:0-0-4.0-0-121 l):0-6-8.0-2-01. [8:0-4-0,0-2-21 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IBC2015/TP12014 CSI. TC 0.84 BC 0.77 WB 0.87 Matrix -SH DEFL. in (loc) Vert(LL) -0.20 15-16 Vert(CT) -0.41 13-15 Horz(CT) 0.14 11 1/deft >999 >999 n/a L/d 360 240 n/a PLATES GRIP MT20 185/148 Weight: 160 lb FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS 2x4 HF No.2 *Except* T3: 2x4 DF No.1&Btr 2x4 HF No.2 2x4 HF Stud *Except* W1,W2,W11: 2x4 HF No.2 REACTIONS. (lb/size) 2=1812/0-5-8 (min. 0-3-0), 11=1656/0-5-8 (min. 0-3-3) Max Horz 2=118(LC 11) Max Uplift 2=-137(LC 12), 11=-88(LC 12) Max Gray 2=1812(LC 1), 11=1945(LC 35) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=3347/185, 3-4=-3064/171, 4-5=-2971/192, 5-17=-2261/166, 17-18=-2162/176, '6-18=-2141/186, 6-19=-1748/166, 7-19=1911/163,.7-8=-2471/181, 8-9=-2543/161, 10-11=281/30 BOT CHORD 2-16=-134/2957, 15-16=-87/2434, 14-15=-64/2346, 13-14=-64/2346, 12-13=-54/2226, 11-12=-85/2124 WEBS 3-16=-365/75, 5-16=-10/515, 5-15=-833/95, 6-15=-65/1099, 7-15=-869/60, 7-13=-1385/123, 8-13=-113/1348, 9-12=0/386, 9-11=-2587/133 Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, and 2-0-0 oc purlins (3-1-15 max.): 7-8. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 7-15, 9-11 • MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=3.0psf; h=25ft; B=45ft; L=35ft; eave=4ft; Cat. - II; Exp B; enclosed; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 137 lb uplift at joint 2 and 88 lb uplift at joint 11. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 181 lb down and 73 lb up at 24-4-10 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) All dimensions given in feet -inches -sixteenths (FRISS) format. icsklaued or it 2andard September 22,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofio Drive, Madison, WI 53719. theTRUSSco. INC. Job •a 'r Truss Truss Type Qty Ply GARY/SIDHU HOMES/46TH LANE CUSTOM t . - 111927149 SJ708697 A03 California • 1 1 Job Reference (optional) Truss Co, Sumner, WA LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=80, 6-7=-80, 7-8=-80, 8-10=-80, 2-11=-14 Concentrated Loads (Ib) Vert: 7=-82 8 120 s Jun 27 2017 MiTek Industries, Inc. Thu Sep 21 16:30:43 2017 Page 2 I D:30Gd nC4jHY?VI MKrecJXOycPPu-uLBjgu8QTgtUzhlg92wyl6ZXfEHooOgN IZt?IiybLxw ® WARNING . Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIl-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. arc. Job t t Truss Truss Type Qty Ply GARY/SIDHU HOMES/46TH LANE CUSTOM 111927150 SJ708697 A04 California 1 1 Job Reference (optional) Truss Co, Sumner, WA 2-0-0 2-0-0 i 6-5-3 12-5-10 18-6-0 8 120 s Jun 27 2017 MiTek Industries, Inc. Thu Sep 21 16:3044 2017 Page 1 I D:30GdnC4jHY?VI MKrecJXOycPPu-MX15uE92E7?Lbrt1jlRBgJ6hoec7XUjX_DdZgBybLxv 6-5-3 6-0-6 5.00 12 6-0-6 5x6 = 18 27-3-4 26-4-10 26{8;9 32-5-14 7-10-10 0.3-15' 5-2-10 0-6-11 38-0-0 3x4 5-6-2 Scale = 1:69.0 3x4 =- 9-0-12 9-0-12 18-6-0 15 14 3x12 MT2OHS = 3x10 = 26.4-10 13 12 5x6 = 3x4 = 9-0-12 9-5-4 7-10-10 217-31 32-5-14 0-10-10 5-2-10 11 1.5x4. II 38-0-0 4x8 = 5-6-2 0 Plate Offsets (X,Y)— [7:0-6-4,Edael, f10:0-0-0,0-0-81 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IBC2015/TPI2014 CSI. TC 0.94 BC 0.89 WB 0.81 Matrix -SH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) -0.31 13-15 -0.56 13-15 0.19 10 I/defl >999 >807 n/a Ud 360 240 n/a PLATES MT20 MT20HS GRIP 185/148 139/111 Weight: 182 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* T2,T3: 2x6 DF SS BOT CHORD 2x4 HF No.2 *Except* B2: 2x4 DF No.1&Btr WEBS . 2x4 HF Stud `Except* W2,W1,W3: 2x4 HF No.2 REACTIONS. (lb/size) 10=1765/0-5-8. (min. 0-3-10), 2=1950/0-5-8 (min. 0-3-3) Max Horz 2=98(LC 59) Max Uplift 10=-97(LC 12), 2=-146(LC 12) Max Gray 10=2216(LC 35), 2=1950(LC 1) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=3664/206, 3-4=-3345/185, 4-5=3245/202, 5-17=-2501/183, 6-17=-2418/195, 6-18=-2366/188, 18-19=-2478/173, 7-19=2609/165, 7-8=-3782/236, 8-9=-3857/214, 9-10=-4684/220 BOT CHORD 2-16=-144/3243, 15-16=-102/2776, 14-15=-122/3593, 13-14=-122/3593, 12-13=-111/3394, 11-12=-166/4142, 10-11=-166/4142 WEBS 3-16=-332/72, 5-16=0/478, 5-15=-937/91, 6-15=-56/1172, 7-15=-1500/100, 7-13=-1889/153, 8-13=-106/1861, 8-12=-31/474, 9-12=-784/70 Structural wood sheathing directly applied, except 2-0-0 oc purlins (2-4-12 max.): 7-8. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 5-15, 7-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (13) '1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=3.0psf; h=25ft; B=45ft; L=38ft; eave=5ft; Cat. II; Exp B; enclosed; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 97 lb uplift at joint 10 and 146 lb uplift at joint 2. 10) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated toad(s) 113 lb down and 74 lb up at ContgA141931 ord. The design/selection of such connection device(s) is the responsibility of others. September 22,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. heTRUSSC0. r1C. Job t i SJ708697 Truss A04 Truss Type California Qty 1 Ply 1 GARY/SIDHU HOMES/46TH LANE CUSTOM 111927150 Job Reference (optional) Truss Co, Sumner, WA 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (Of) Vert: 1-6=-80, 6-7=-80, 7-8=-80, 8-10=-80, 2-10=14 Concentrated Loads (lb) • Vert: 7=-8 8 120 s Jun 27 2017 MiTek Industries, Inc_ Thu Sep 21 16:30:442017 Page 2 I D:30GdnC4jHY?VIMKrecJXO_ycPPu-MXI5u E92E7?Lbrt1jlRBgJ6hoec7XUjX_DdZg8ybLxv WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE. Design valid for use only with MTek connectors. this design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIfTP11 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco INC. Job y Truss Truss Type - Qty Ply GARYISIDHU HOMES/46TH LANE CUSTOM t 111927151 SJ708697 A05 California 1 1 Job Reference (optional) Truss Co, m Sumner, WA -2-0-0 I 2-0-0 6-5-3 12-5-10 18-6-0 6-5-3 6-0-6 5.00 12 354 6-0-6 8 120 s Jun 27 2017 MiTek Industries, Inc. Thu Sep 21 16:30:46 2017 Page 1 I D:30GdnC4j HY?VI MKrecJXOycPPu-JwtrJwAl mlF2g90PrAUfwkBOzSGZ?MkgRX6fvl ybLxt 29-3-4 23-5-5 28-4-10 28 7,-1 33-5-14 38-0-0 40-0-0 4-11-5 4-11-5 0-�'7 4-2-10 4-6-2 2-0-0 Scale = 1:70.7 5x6 = 0-8-3 7x8 = 5x6 = 1.5x4 % 3x4 = 9-8-12 16-6-0 9-8-12 8-9-4 1 15 14 6x8 = 3x4 = 28-4-10 9-10-10 29-3-44 0-10-10 5x8 = 38-0-0 8-8-12 m 9 Plate Offsets (X,Y)- 18:0-3-0 0-1-81,19:0-3-2,0-2-81,112:0-0-0,0-1-41 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL - 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incl YES Code IBC2015/TP12014 CSI. TC 0.96 BC 0.96 WB 0.85 Matrix -SH DEFL. in (loc) I/deft L/d Vert(LL) -0.36 15-17 >999 360 Vert(CT) -0.73 15-17 >617 240 Horz(CT) 0.21 12 n/a n/a PLATES GRIP MT20 185/148 Weight: 165 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 'Except` T3,T4: 2x4 DF No.18Btr BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud 'Except' W2,W1,W3,W4: 2x4 HF No.2 REACTIONS. (lb/size) 2=1952/0-5-8 (min. 0-3-4), 12=1972/0-5-8 (min. 0-4-4) Max Horz 2=-101(LC 10) Max Uplift 2=-145(LC 12), 12=-149(LC 12) Max Gray 2=1956(LC 17), .12=2571(LC 35) BRACING - TOP CHORD .Structural wood sheathing directly applied, except 2-0-0 oc purlins (2-8-8 max.): 8-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 12-14. WEBS 1 Row at midpt 5-17, 7-17 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=3674/212, 3-4=-3303/179, 4-19=-3198/197, 5-19=-31'04/200, 5-20=-2514/171, 6-20=-2459/191, 6-21=-2459/193, 7-21=-2597/177, 7-22=-4217/254, 8-22=-4406/243, 8-9=4105/209, 9-11=-4245/201, 11-12=4655/212 BOT CHORD 2-18=-124/3255, 17-18=-70/2784, 16-17=-70/3163, 15-16=-70/3163, 14-15=-98/3822, 12-14=-136/4095 WEBS 3-18=-390/78, 5-18=0/458, 5-17=-994/93, 6-17=-87/1506, 7-17=-1376/106, 7-15=-53/1326,8-15=-2515/134,9-15=-58/1603,11-14=-350/57 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf, BCDL=3.0psf; h=25ft; B=45ft; L=38ft; eave=5ft; Cat. II; Exp B; enclosed; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of'25.0 psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 145 lb uplift at joint 2 and 149 lb uplift at joint 12. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 113 lb down and 74 lb up at 28-7-1 on top chord. The design/selection of such connection device(s) is the responsibility of others. d&tAligetyrfoRsgiven in feet -inches -sixteenths (FFIISS) format. September 22,2017 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiblllity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component 'Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job ' Truss Truss Type Qty Ply GARY/SIDHU HOMES/46TH LANE CUSTOM 111927151 SJ708697 A05 California 1 1 Job Reference (optional) Truss Co, Sumner, WA LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-80, 6-8=-80, 8-9=-80, 9-10=-80, 9-13=-80, 2-12=-14 Concentrated Loads (Ib) Vert: 8=-10 8 120 s Jun 27 2017 MiTek Industries, Inc. Thu Sep 21 16:30:46 2017 Page 2 I D:3OGdnC4jHY?VIMKrecJXOycPPu-JwtrJwAl mlF2g90PrAUfwkBOzSGZ?MkgRX6fvl ybLxt AI WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEN111-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the " erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult .ANSt/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSCo. iNC. Job " Truss Truss Type Qty !Ply GARY/SIDHU HOMES/46TH LANE CUSTOM 111927152 SJ708697 A06 (California I Job Reference (optional) Truss Co, Sumner, WA -2-0-0 2-0-0 ' . 6-5-3 6-5-3 12-5-10 18-6-0 8 120 s Jun 27 2017 MiTek Industries, Inc. Thu Sep 21 16:30:48 2017 Page 1 I D:30GdnC4jHY?VIMKrecJXOycPPu-F I_cjcCYI M Wm3SAoybW7?9HOYF_BTG36vrbmzwybLxr 31-3-4 24-5-5 30-4-10 6-0-6 6-0-6 5x6 = 5.11-5 5-11-5 1-172'7.1 0-8-3 38-0-0 40-0-0 6-8-12 ' 2-0-0 Scale = 1:70.7 7-10-12 15-4-11 7-10-12 7-5-15 22-10-10 30-4-10 7-5-15 7-5-15 31-3-4 38-0-0 0 10-10 6-8-12 Plate Offsets (X,Y)— 18:0-3-0,0-1-81.19:0-3-2,0-2-81,!11:0-0-0,0-0-81 LOADING (psf) • TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015ITPI2014 CSI. TC 0.90 BC 0.82 WB 0.86 Matrix -SH DEFL. in (loc) Vert(LL) -0.30 14-15 Vert(CT) -0.53 14-15 Horz(CT) 0.17 11 I/defl >999. >854 n/a Lid 360 240 n/a PLATES GRIP MT20 185/148 Weight: 171 lb FT = 20% LUMBER - TOP CHORD 2x4 DF No.1 &Btr `Except* T3: 2x4 DF 2400E 2.0E, Ti: 2x4 HF No.2 BOT CHORD 2x4 DF No.1&Btr *Except* B1: 2x4 HF No.2 WEBS 2x4 HF Stud *Except* W1,W2,W5: 2x4 HF No.2 REACTIONS. (lb/size) 2=1951/0-5-8 (min. 0-3-3), 11=1976/0-5-8 (min. 0-4-4) Max Horz 2=-102(LC 58) Max Uplift 2=-145(LC 12), 11=-150(LC 12) Max Gray 2=1951(LC 1), 11=2577(LC 35) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3682/201, 3-4=3448/197, 4-19=-3357/215, 5-19=-3279/217, 5-20=-2709/196, 6-20=-2635/216, 6-7=-3433/240, 7-21=-4611/277, 21-22=-4640/275, 8-22=-4867/264, 8-9=-4488/226, 9-11=-4883/211 BOT CHORD 218=-110/3260, 17-18=-66/2768, 16-17=-3/2252, 15-16=-3/2252, 14-15=-75/3378, 13-14=-132/4330, 11-13=-129/4341 WEBS 3-18=-334/71, 5-18=-16/531, 5-17=-869/97, 6-17=-45/931, 6-15=-78/1566, 7-15=-1301/119, 7-14=-77/1412, 8-14=-1602/92,9-14=15/873 Structural wood sheathing directly applied, except 2-0-0 oc purlins (2-3-9 max.): 8-9. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=3.Opsf; h=25ft; B=45ft; L=38ft; eave=5ft; Cat. II; Exp B; enclosed; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 145 lb uplift at joint 2 and 150 lb uplift at joint 11. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 113 lb down and 74 lb up at 30-7-1 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. Q v+et('andard ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIt-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI7 Quality Criteria, DSB-89-and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. September 22,2017 theTRUSSco. INC. Job i. t, 'Truss - Truss Type Qty Ply GARY/SIDHU HOMES/46TH LANE CUSTOM 111927152 SJ708697 , A06 California 1 1 Job Reference (optional) Truss Co, Sumner, WA LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-80, 6-8=-80, 8-9=-80, 9-10=-80, 9-12=-80, 2-11=-14 Concentrated Loads (Ib) Vert: 8=-10 B 120 s Jun 27 2017 MiTek Industries. Inc. Thu Sep 21 16:30:48 2017 Page 2 I D:30Gdn C4j HY?VI M KrecJXO_ycPP u -F l_cjcCY I M Wm3SAoyb W 7?9H OYF_ BTG36vrbmzwyb Lxr ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mlt-7473 BEFORE USE. Design valid for use onlywith MiTek connectors. This s design isbased onlyuponparameters shown, and is for an individual buildingcomponent. 9 n P P Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. for general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. A theTRUSSco. INC Job,' Truss Truss Type Qty Ply GARY/SIDHU HOMES/46TH LANE CUSTOM 111927153 SJ708697 A07 California - 1 1 Job Reference (optional) Truss Cc, Sumner, WA -2-0-0 8 120 s Jun 27 2017 MiTek Industries, Inc. Thu Sep 21 16:30:49 2017 Page 1 ID:3OGdnC4jHY?VIMKrecJXOycPPu-jVY_xyDB3gedhcl_W1 MXNpYYfJnCm6G7VKJVMybLxq 33-3-4 6-5-3 12-5-10 18-6-0. 25-5-5 32-4-10 32 38-0-0__ _ 40-0-0 2-0-0 6-5-3 6-0-6 5.00 12 - 6-0-6 5x6 = 6-11-5 20 3x4 6-11-5 0-3-15 4-8-12 0-6-11 2-0-0 Scale = 1:70.7 3x4 = 8-4-12 12-5- 0 8-4-12 4-0- 4 16 15 3x12 MT2OHS = 3x10 = 16-4-11 118-6-0 I 3-11-2 2-1-5 5-5-5 6-11-5 3x4 = 3 --10 6-11-5 13 12 5x6 II 1.5x4 II 3 3- 38-0-0 0210- 0 4-8-12 W v . Plate Offsets (X,Y)— [8:0-3-0,0-2-41,19:0-3-2,0-2-81,110:0-0-4,0-0-41 LOADING (psf) TC LL 20.0 TCDL 15.0 BCLL ` 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSt. TC 0.94 BC 0.86 WB 0.68 Matrix -SH DEFL. in (loc) Vdefl Vert(LL) -0.31 13-14 >999 Vert(CT) -0.67 16-17 >677 Horz(CT) 0.19 10 n/a L/d 360 240 n/a PLATES MT20 MT2OHS GRIP 185/148 139/111 Weight: 163 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* T3: 2x4 DF 2400E 2.0E BOT CHORD 2x4 HF No.2'Except* B2: 2x4 DF No.18Btr WEBS 2x4 HF Stud *Except* W2,W1,W3: 2x4 HF No.2 REACTIONS. (lb/size) 2=1943/0-5-8 (min. 0-3-3), 10=1946/0-5-8 (min. 0-4-2) Max Horz 2=-98(LC 58) Max Uplift 2=-144(LC 12), 10=-148(LC 12) Max Gray 2=1943(LC 1), 10=2491(LC 35) BRACING - TOP CHORD BOT CHORD WEBS FORCES. -(Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3671/197, 3-4=-3391/183, 4-18=-3300/201, 5-18=-3222/203, 5-19=-2468/167, 6-19=-2374/187, 6-20=-2588/185, 7-20=-2612/160, 7-21=-3659/208, 8-21=-3958/193, 8-9=-4824/222, 9-10=-4725/193 BOT CHORD 2-17=-116/3251, 16-17=-75/2741, 15-16=-89/3527, 14-15=-89/3527, 13-14=-149/4710, 12-13=-125/4220, 10-12=-123/4216 WEBS . 3-17=-346/74, 5-17=0/533, 5-16=-981/96, 6-16=-72/1359, 7-16=-1592/105, 7-14=0/450, 8-14=-1234/63, 8-13=-1607/122, 9-13=-97/1798 Structural wood sheathing directly applied, except 2-0-0 oc purlins (2-2-8 max.): 8-9. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 5-16, 7-16, 8-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=3.0psf; h=25ft; B=45ft; L=38ft; eave=5ft; Cat. II; Exp B; enclosed; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) TOLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 144 lb uplift at joint 2 and 148 lb uplift at joint 10. 10) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 116 lb down and 75 lb up at Conor D48 .1b931aV ord. The design/selection of such connection device(s) is the responsibility of others. September 22,2017 4 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M5.7473 BEFORE USE, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parementers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPD Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. A theTRUSSco- rr)c. Job 1 Truss - Truss Type Qty Ply i GARY/SIDHU HOMES/46TH LANE CUSTOM o 111927153 SJ708697 A07 California 1 1 Job Reference (optional) Truss Co, Sumner, WA 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Iricrease=1.15, Plate Increase=1.15 Uniform Loads (elf) Vert: 1-6=-80, 6-8=-80, 8-9=-80, 9-11=-80, 2-10=-14 Concentrated Loads (Ib) Vert: 8=-4 8.120 s Jun 27 2017 MiTek Industries, Inc. Thu Sep 21 16:30:50 2017 Page 2 ID.30GdnC4jHY?VIMKrecJXOycPPu-Bh6M81DpgzmUJmKB40Yb4aMjH3fOxDMPM94t2oybLxp A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Ml1.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BCSt1 Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. A theTRUSSc0. INC. Job , Truss Truss Type Qty Ply GARY/SIDHU HOMES/46TH LANE CUSTOM , 111927154 SJ708697 A08GR California Girder 1 2 Job Reference (optional) Truss Co, Sumner, WA L -2-5-0 2-0-0 4-11-2 4-11-2 1 9-5-6 13-11-11 18-6-0 8.120 s Jun 27 2017 MiTek Industries, Inc. Thu Sep 21 16:30:52 2017 Page 1 I D:30GdnC4jHY?VIMKrecJXOycPPu-74E6ZzF3MbOCY4UZBRb39?R9I sM?PCjigTZ_6hybLxn 35-4-12 34-170-0-15-1 I 382--0-7-0 142-0-00-0-0 4 0-9-11 Scale = 1:70.7 23-10-1 29-2-1 34-6-2 4-6-5 306 % 4-6-5 5.00 12 4-6-5 5x6 = 7 26 5-4-1 5-4-1 5-4-1 19 3x6 = 23 22 21 20 Plate Offsets (X,Y)- 1.5x4 II 4-11-2 9-5-6 13-11-11 4-11-2 4-6-5 110:0-7-8,0-3-01,113:0-0-0,0-0-4] 4-6-5 18-6-0 3x8 = 3x6 = 23-10-1 29-2-1 454 = 4-6-5 5-4-1 5-4-1 1.5x4 11 4x4 = 34-6-2 35-4-12 38-0-0 I 5-4-1 0-110-10 2-7-4 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Ina NO Code IBC2015/TPI2014 CSI. TC 0.53 BC 0.76 WB 0.37 Matrix -SH DEFL. in (loc) I/defl L/d Vert(LL) -0.19 18 >999 360 Vert(CT) -0.33 18 >999 240 Horz(CT) 0.12 13 n/a n/a PLATES GRIP MT20 185/148 Weight: 352 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* W2,W1,W3: 2x4 HF No.2 REACTIONS. (lb/size) 2=1947/0-5-8 (min. 0-1-10), 13=1988/0-5-8 (min. 0-2-2) Max Horz 2=-102(LC 58) Max Uplift 2=-144(LC 12), 13=-153(LC 12) Max Gray 2=1947(LC 1), 13=2583(LC 35) BRACING - TOP CHORD BOT CHORD FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3677/181, 3-4=-3327/190, 4-5=-3246/199, 5-24=-2863/191, 24-25=-2789/191, 6-25=-2738/199, 6-7=-24281194, 7-26=-2313/193, 8-26=-2535/184, 8-27=-3342/207, 9-27=-3573/189, 9-28=-4542/222, 10-28=-4649/211, 10-11=-3845/152, 11-13=-4810/173 BOT CHORD 2-23=-97/3255, 22-23=-97/3255, 21-22=-79/3010, 20-21=39/2579, 19-20=-55/3179, 18-19=-55/3179, 17-18=-117/4217, 16-17=-177/5422, 15-16=-180/5411, 13-15=-115/4312 WEBS 3-22=-287/22, 5-22=0/253, 5-21=-583/53, 6-21=-9/444, 6-20=-954/73, 7-20=-92/1461, 8-20=-1409/87, 8-18=-7/727, 9-18=-1230/73, 9-17=0/372, 10-17=-1235/62, 10-15=-2610/144, 11-15=-89/1942 Structural wood sheathing directly applied or 4-11-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 10-11. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (15) 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=3.0psf; h=25ft; B=45ft; L=38ft; eave=5ft; Cat. II; Exp B; enclosed; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) TOLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct= 1 6) Unbalanced snow loads have been considered for this design. 7) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 8) Provide adequate drainage to prevent water ponding. 9) All plates are 3x4 MT20 unless otherwise indicated. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 144 lb uplift at joint 2 and 153 lb uplift at joint 13. Continued on page 2 September 22,2017 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mit-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is far lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSITfP11 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. theTRUSSco, INC Job { Truss SJ708697 IAOBGR Truss Type California Girder Qty 1 Ply 2 GARY/SIDHU HOMES/46TH LANE CUSTOM 111927154 Job Reference (ontional) Truss Co, Sumner, WA B 120 s Jun 27 2017 MTek Industries. Inc. Thu Sep 21 16:30:52 2017 Page 2 I D:3OGdnC4jHY?VI MKrecJXO_ycPPu-74E6ZzF3MbOCY4UZBRb39?R9lsM?PCjigTZ_6hybLxn NOTES- (15) 12) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 117 lb down and 76 lb up at 34-7-1 on top chord. The design/selection of such connection device(s) is the responsibility of others. 15) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plt) Vert: 1-7=-80, 7-10=-80, 10-11=-80, 11-12=-80. 11-14=-80, 2-13=-14 Concentrated Loads (Ib) Vert: 10=8 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M71.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parementers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute. 583 D'Onofio Drive. Madison, WI 53719. theTRUSSco. rNc. Job ' t. Truss Truss Type Qty Ply GARY/SIDHU HOMES/46TH LANE CUSTOM • 111927155 SJ708697 B01 California 1 1 Job Reference (optional) Truss Co, Sumner, WA i -2-0-0 i 6-0-3 2-0-0 6-0-3 11-7-9 5-7-6 5.00 112 8 120 s Jun 27 2017 MiTek Industries. Inc. Thu Sep 21 16:30:54 2017 Page 1 I D:30GdnC4jHY?VI MKrecJXOycPPu-4S Lt_fGJuCGwnNeyJrdXEQXSBg2vt 1 k?Hn24BZybLxl 20-1-1 17-4-4 17,10,15 20,7-12 27-5-13 5-8-11 0--1'1 2-2-2 0.6-11 6-10-1 4x8 5x8 = i 34-6-0 7-0-3 5x8 Scale: 3/16"=1' 4x8 15 3x4 = 14 3x8 = 1312 4x6 = 3x4 = 8-9-14 17-4-4 20-7-12 8-9-14 8-6-6 3-3-8 27-5-13 10 6x8 = 4x8 MT18HS I I 34-6-0 6-10-1 7-0-3 Plate Offsets (X,Y)— [2:0-D 0,0-0-8),[7:0-4-0,0-2-21,[9:0-3-0,0-1-121,(10:0-3-8,Edgel,[11:0-3-8,0-3-0] LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 7.0 SPACING - Plate Grip DOL Lumber DOL 2-0-0 1.15 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.76 ' BC 0.73 WB 0.65 • Matrix -SH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) -0.27 14-15 -0.44 14-15 0.14 10 1/defl L/d >999 360 >931 240 n/a ' n/a PLATES MT20 MT18HS GRIP 185/148 185/148 Weight: 167 lb FT = 20% LUMBER - TOP CHORD 2x4 DF No.1 &Btr `Except* T3: 2x4 HF No.2, T4: 2x4 DF 2400F 2.0E BOT CHORD 2x4 DF No.1&Btr `Except` B2: 2x4 HF No.2 WEBS 2x4 HF No.2 `Except` W8,W5,W6: 2x4 HF Stud REACTIONS. (lb/size) 2=1969/0-5-8 (min. 0-4-3), 10=1820/0-5-8 (min. 0-4-1) Max Horz 2=112(LC 11) Max Uplift 2=-164(LC 12), 10=-119(LC 12) Max Gray 2=2547(LC 33), 10=2466(LC 33) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-16=-5045/229, 3-16=-4936/250, 3-4=-4576/232, 4-17=-4437/233, 5-17=-4329/243, 5-18=-3376/223, 6-18=-3222/242, 6-19=2978/237, 19-20=-2978/237, 7-20=-2978/237, 7-21=-3112/237, 8-21=-3299/214, 8-22=-3282/204, 9-22=-3579/190, 9-10=-2414/136 BOT CHORD 2-15=-194/4488, 14-15=-154/3843, 13-14=-91/2885, 12-13=-91/2885, 11-12=-123/3174 WEBS 3-15=-509/74, 5-15=0/536, 5-14=-1115/94, 6-14=-32/593, 7-14=-83/389, 7-12=-28/299, 8-12=-428/97, 8-11=-634/78, 9-11=-132/3099 Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, and 2-0-0 oc purlins (3-0-6 max.): 6-7. Rigid ceiling -directly applied or 10-0-0 oc bracing. 1 Row at midpt 5-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=3.Opsf; h=25ft; B=45ft; L=35ft; eave=4ft; Cat. Il; Exp B; enclosed; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 164 lb uplift at joint 2 and 119 lb uplift at joint 10. 10) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 251 lb down and 75 lb up at 17-11-10, and 251 lb down and 75 lb up at 20-0-6 on top chord: The design/selection of such connection device(s) is the ContMcimaiM4e4others. September 22,2017 Aik WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml( -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and. bracing, consult ANSI/1PIM Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. ri c. Job , 1 Truss Truss Type Qty Ply GARY/SIDHU HOMES/46TH LANE CUSTOM 111927155 SJ706697 - B01 California 1 1 Job Reference (optional) Truss Co, Sumner, WA 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=80. 6-7=-80, 7-9=-80, 2-10=-14 Concentrated Loads (Ib) Vert: 19=201 20=-201 6 120 s Jun 27 2017 MTek Industries, Inc. Thu Sep 21 16:30:54 2017 Page 2 I D:3QGdnC4jHY?VI MKrecJXOycPPu-4SLt_fGJuCGwnNeyJrdXEQXSBg2vt1 k? Hn24BZybLxl A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1-7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. 'Applicability of design paramenters and proper incorporation of component is responsibility'of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 Quality Criteria, DSB-89 and BCSI1 Building Component' Safety Infomration available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. theTRUSSco, INC Job ` Truss Truss Type - Qty Ply 1 GARY/SIDHU HOMES/46TH LANE CUSTOM 111927156 SJ708697 B02 California 1 1 Job Reference (optional) Truss Co, Sumner, WA -2-0-0 5-4-3 2-0-0 ut, 5-4-3 10-3-9 5.00 12 4-11-6 8.120 s Jun 27 2017 MiTek Industries. Inc. Thu Sep 21 16:30:55 2017 Page 1 I D:30GdnC4j HY?VI MKrecJXOycPP u-YfvFC?HxeWOnPXD8sZ8mne3ax4PgcRg8 WRnejOybLxk 15-4-4 15-10,15 22-1-1 2217-12 28-5-13 34-6-0 5-0-1 0 -'6 -fl 6-2-2 D-61'1 5-10-1 6-0-3 4x8 5x8 = Scale = 1:63.1 7-9-14 7-9-14 7-9-14 3x4 -=- 15-4-4 7-6-6 3x8 = 4x6 = 22-7-12 1 10 9 • 3x8 MT18H8 II 3x4 = 28-5-13 4x10 = 34-6-0 7-3-8 5-10-1 6-0-3 0 m ai Plate Offsets (X,Y)— (2:0-0 4,0-0-41.16:0-4-0,0-2-2L [10:0-3-8,0-2-01 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.89 BC 0.70 WB 0.85 Matrix -SH DEFL. in (loc) Udell Vert(LL) -0.28 13-14 >999 Vert(CT) -0.44 13-14 >937 Horz(CT) 0.14 9 n/a Lid 360 240 n/a PLATES MT20 MT18HS GRIP 185/148 185/148 Weight: 158 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* T2: 2x4 DF 2400F 2.0E, T3: 2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 *Except* B1: 2x4 DF No.1&Btr WEBS 2x4 HF Stud `Except' W1,W9,W7: 2x4 HF No.2 REACTIONS. (lb/size) 2=1938/0-5-8 (min. 0-4-3), 9=1782/0-5-8 (min. 0-3-13) Max Horz 2=102(LC 11) .Max Uplift 2=-146(LC 12), 9=-97(LC 12) Max Gray 2=2529(LC 33), 9=2335(LC 33) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=4873/204, 3-15=-4436/187, 4-15=-4321/199, 4-5=-3434/199, 5-16=-3063/198, 16-17=-3063/198, 17-18=-3063/198, 18-19=3063/198, 6-19=-3063/198, 6-20=-2975/190, 7-20=-3183/180, 7-21=-3107/161, 8-21=-3230/146, 8-9=-2287/112 BOT CHORD 2-14=-156/4304, 13-14=-121/3772, 12-13=-64/2819, 11-12=-64/2819, 10-11=-89/2868 WEBS 3-14=-422/68, 4-14=0/4.44, 4-13=-913/94, 5-13=-24/485, 6-13=-11/440, 7-11=-242/275, 7-10=-704/64, 8-10=99/2848 Structural wood sheathing directly applied or 1-11-10 oc purlins, except end verticals, and 2-0-0 oc purlins (2-4-4 max.): 5-6. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=3.0psf; h=25ft; B=45ft; L=35ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 146 lb uplift at joint 2 and 97 lb uplift at joint 9. 10) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 196 lb down and 68 lb up at 15-11-10, 136 lb down and 47 lb up at 18-0-12, and 136 lb down and 47 lb up at 19-11-4, and 196 lb down and 68 lb up at 22-0-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. Continued on page 2 September 22,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. A theTRUSSco. INC. Job i Truss Truss Type j Qty Ply GARY/SIDHU HOMES/46TH LANE CUSTOM 111927156 SJ708697 • 802 California 1 1 Job Reference (optional) Truss Co, Sumner, WA 13) All dimensions given in feet -inches -sixteenths (FFIISS) format: LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-80, 5-6=-80, 6-8=-80, 2-9=-14 Concentrated Loads (Ib) Vert: 16=-97 17=-70 18=-70 19=-97 8 120 s Jun 27 2017 MTek Industries, Inc. Thu Sep 21 16:30:56 2017 Page 2 ID:30GdnC4jHY?VIMKrecJX0ycPPu-OrTdPLIaPpWe1 hnKQGf?KrclgUlvLu41k5XBFSybLxj a WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, W153719. theTRUSSco. INC.. Job • SJ708697 Truss Cc, Sumner, WA Truss B03 Truss Type California Qty Ply -2-0-0 6-9-14 2-0-0 - 6-9-14 13-4-4 6-6-6 13-p115 19-0-0 0-8-1 5-1-1 6x8 GARYISIDHU HOMES/46TH LANE CUSTOM Job Reference (optional 8 120 s Jun 27 2017 MiTek Industries, Inc. Thu Sep 21 16:30:58 2017 Page 1 ID:30GdnC4jHY?VIMKrecJXOycPPu-yEbNg1 KgxRmLG?xjYhhTPGh5kHM?pmabC001KLybLxh 24-1-i 24,7-12 31-2-2 38-0-0 5-1-1 0-6-11 6-6-6 6-9-14 111927157 ) 6x8 Scale = 1:68.4 4x10 = 14 1.5x4 II 6-9-14 13-4-4 6-9-14 6-6-6 13 3x4 = 2 11 '10 - 9 - 4x10 = 3x4 = 1.5x4 II 5x6 WB = 3x8 = 19-0-0 24-7-12 5-7-12 5-7-12 31-2-2 38-0-0 6-6-6 - 6-9-14 Plate Offsets (X,Y)— 12:Edge,0-0-81,18:0-0-0,0-0-81 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL. 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IBC2015/TP12014 CSI. • TC 0.85 BC 0.92 WB 0.98 Matrix -SH DEFL. in (loc) Vert(LL) -0.37 12 Vert(CT) -0.54 10-12 Horz(CT) 0.22 8 Udefl >999 >827 n/a Lid '360 240 n/a PLATES GRIP MT20 185/148 Weight: 172 lb FT = 20% LUMBER - TOP CHORD 2x4 DF 2400F 2.0E *Except* T2: 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 HF Stud `Except* W2: 2x4 HF No.2 OTHERS 2x4 HF No.2 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 8=2009/0-5-8 (min. 0-4-4), 2=2198/0-5-8 (min. 0-4-11) Max Horz 2=73(LC 55) Max Uplift 8=-115(LC 12); 2=-167(LC 12) Max Gray 8=2566(LC 33), 2=2843(LC 33) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-16=-5404/226, 3-16=-5234/249, 3-4=-4395/253, 4-17=-4243/276, 17-18=-4243/276, 18-19=-4243/276, 19-20=-4243/276, 5-20=-4243/276, 5-21=-4243/276, 21-22=-4243/276, 22-23=-4243/276, 23-24=-4243/276, 24-25=-4243/276, 6-25=-4243/276, 6-7=-4410/256, 7-26=-5339/267, 8-26=-5485/252 BOT CHORD 2-14=-184/4781, 13-14=-184/4781, 12-13=-134/3904, 11-12=-136/3916, 10-11=-136/3916, 9-10=-202/4865, 8-9=-202/4865 WEBS 3-13=-936/101, 4-13=-5/485, 4-12=-51(704, 5-12=-766/90, 6-12=-50/688, 6-10=-10/509, 7-10=-1015/118 Structural wood sheathing directly applied or 2-2-0 oc purlins, except 2-0-0 oc purlins (2-8-12 max.): 4-6. • Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 8-9. 1 Row at midpt 7-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.Bpsf; BCDL=3.0psf; h=25ft; B=45ft; L=38ft; eave=5ft; Cat. II; Exp B; enclosed; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs _ non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 115 lb uplift at joint 8 and 167 lb uplift at joint 2. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 September 22,2017 WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is. based only upon parameters shown, and is for an individual building component.. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consue ANSIrTP11 Quality Crfteria,DSB-89 and BC5I1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job e. Truss Truss Type Qty Ply GARY/SIDHU HOMES/46TH LANE CUSTOM 111927157 SJ708697 803 California1 1 Job Reference (optional) Truss Co, Sumner, WA 8 120 s Jun 27 2017 MiTek Industries, Inc. Thu Sep 21 16:30:58 2017 Page 2 I D:30Gdn C4jHY?VI MKrecJXOycPPu-yEbNq 1 KgxRmLG?xjYhhTPGh5kHM?pmabCOol KLybLxh NOTES- (12) 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 210 lb down and 73 lb up at 13-11-10, 131 lb down and 47 lb up at 16-0-12, 144 lb down and 50 lb up at 18-0-12, 144 lb down and 50 lb up at 19-11-4, and 131 lb down and 47 lb up at 21-11-4, and 210 lb down and 73 lb up at 24-0-6 • on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-80, 4-6=-80, 6-8=-80, 2-8=-14 Concentrated Loads (lb) Vert: 17=111 18=-65 20=-74 21=-74 23=-65 25=-111 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/1P11 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofio Drive, Madison, W 53719. theTRUSSco. INC. Job , r Truss • Truss Type Qty Ply GARYISIDHU HOMES/46TH LANE CUSTOM 111927158 SJ708697 804 California 1 Job Reference (optional) Truss Co, Sumner, WA -2-0-0 2-0-0 8 120 s Jun 27 2017 M7ek Industries, Inc Thu Sep 21 16:31:01 2017 Page 1 I D:30Gdn C4jHY?VI MKrecJXOycPPu-MoH WS2Mi EM8w7Sg I DgFAOvJahVSROEI1 u MEyxfybLxe 5-9-14 11-4-4 11-10,15 19-0-0 26-1-1 26,7-12 32-2-2 38-0-0 , 40-0-0 , 5-9-14 5-6-6 0-5-11 7-1-1 7-1-1 O -t,-11 5-6-6 5-9-14 ' 2-0-0 ' 5.00 12 354 6x8 1.5x4 II 4 5 16 1 - 18 _: 19 5 0 21._. 22 Scale = 1:69.5 6x8 4x8 = 14 1.5x4 II 5-9-14 - 11-4-4 5-9-14 • 5-6-6 13 12 3x4 19-0-0 5x8 = 26-7-12 .11 3x4 32-2-2 10 4x8 = 1.5x4 II 38-0-0 7-7-12 7-7-12 5-6-6 5-9-14 N Plate Offsets (X,Y)- 12:0-0-0 0-0-81,18:0-0-0,0-0-81,[12:0-4-0,0-3-41 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Inv' YES Code IBC2015/TP12014 CSI. TC 1.00 BC 0.68 WB 0.53 Matrix -SH DEFL. in (loc) Vert(LL) -0.39 12 Vert(CT) -0.60 11-12 Horz(CT) 0.21 8 I/defl >999 >755 n/a L/d 360 240 n/a PLATES GRIP MT20 185/148 Weight: 170 lb FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS 2x4 DF No.1 &Btr "Except` T2: 2x4 DF 2400F 2.0E 2x4 DF No.1&Btr 2x4 HF Stud *Except* W2: 2x4 HF No.2 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=2187/0-5-8 (min. 0-4-9), 8=2187/0-5-8 (min. 0-4-9) Max Horz 2=-64(LC 10) Max Uplift 2=-172(LC 12), 8=-172(LC 12) Max Gray 2=2756(LC 33), 8=2756(LC 33) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3-5151/257, 3-4=-4432/269, 4-15=4744/321, 15-16=-4744/321, 16-17=-4744/321, 17-18=-4744/321, 18-19=-4744/321, 19-20=-4744/321, 5-20=-4744/321, 5-21=-4744/321, 21-22=-4744/321, 22-23=-4744/321, 23-24=-4744/321, 24-25=-4744/321, 25-26=-4744/321,6-26=-4744/321,6-7=-4432/269,7-8=-5151/257 BOT CHORD 2-14=-174/4554, 13-14=-174/4554, 12-13=-144/3978, 11-12=-144/3978, 10-11=-174/4554, 8-10=-174/4554 WEBS 3-13=-668/107, 4-13=-5/385, 4-12=-82/1112, 5-12=-1064/125, 6-12=-82/1112, 6-11=-5/385, 7-11=-668/107 Structural wood sheathing directly applied, except 2-0-0 oc purlins (2-2-0 max.): 4-6. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be instated during truss erection, in accordance with Stabilizer Installation guide. NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutt=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=3.0psf; h=25ft; B=45ft; L=38ft; eave=5ft; Cat. II; Exp B; enclosed; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs • non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 172 lb uplift at joint 2 and 172 lb uplift at joint 8. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/7P' 1. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 September 22,2017 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with.MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSUTPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. theTRUSSco. INC. Job • + Truss Truss Type Qty Ply GARY/SIDHU HOMES/46TH LANE CUSTOM • 111927158 SJ708697 B04 California 1 1 Job Reference (optional) Truss Co, Sumner, WA 8 120 s Jun 27 2017 MiTek Industries, Inc. Thu Sep 21 16:31:01 2017 Page 2 ID:3OGdnC4jHY?VIMKrecJXOycPPu-MoHWS2MiEM8w7SgIDoFAOvJahVSROE11 uMEyxfybLxe NOTES- (12) 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 161 lb.down and 73 lb up at 11-11-10, 126 lb down and 47 lb up at 14-0-12, 138 lb down and 50 lb up at 16-0-12, 123 lb down and 50 lb up at 18-0-12, 123 lb down and 50 lb up at 19-11-4, 138 lb down and 50 lb up at 21-11-4, and 126 lb down and 47 lb up at 23-11-4, and 161 lb down and 73 lb up at 26-0-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-80, 4-6=-80, 6-9=-80, 2-8=-14 Concentrated Loads (Ib) Vert: 15=-62 16=-60 18=-68 19=-53 22=-53 23=-68 25=-60 26=-62 ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MI TEK REFERENCE PAGE 9911-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component isresponsibilityof building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPM Quality Criteria, DSB89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job ,, Truss Truss Type Qty Ply GARY/SIDHU HOMES/46TH LANE CUSTOM 111927159 SJ708697 805 California1 1 Job Reference (optional) Truss Co, Sumner, WA 4 4, -2-0-0 i 4-9-14 1 2-0-0 4-9-14 in, �11 4x8 _ 5.00 112 1 5x4 3 9-4-4 9-10-15 15-8-15 4-6-6 0-6-11 5-10-0 5x8 — 4 3x4 = 8 120 s Jun 27 2017 MiTek Industries, Inc. Thu Sep 21 16:31:03 2017 Page 1 I D:30Gdn C4jHY?VI MKrecJXOycPPu-JBOGtkNzmzPeMmggKE He6KOxV16EU8FKLgj3?YybLxc 22-3-1 28-1-1 28T7-)2 33-2-2 38-0-0 1 40-0-0 6-6-1 5-10-0 0-6-11 4-6-6 4-9-14 2-0-0 3x4 = 5x8 4 1_ 16 _ 17 1 :519 20 _. 21 6 23 .. 25._ 26 27 1.5x4 8 Scale = 1:69.5 9-4-4 13 3x10 = 9-4-4 1 12 5x8 MT18HS = 19-0-0 28-7-12 11 3x10 = 38-0-0 4x8 = 9-7-12 9-7-12 9-4-4 m ci Plate Offsets (X,Y)- 12:0-0-0,0-0-121,19:0-0-0,0-0-121 112:0-4-0,0-3-41 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress !nor YES Code IBC2015/TPI2014 CSI. TC 0.91 BC 0.78 WB 0.51 Matrix -SH DEFL. in (loc) I/deft Ld Vert(LL) -0.43 • 12 >999 360 Vert(CT) -0.71 11-12 >633 240 Horz(CT) 0.22 9 n/a n/a PLATES GRIP MT20 185/148 MT18HS 185/148 Weight: 161 lb FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS 2x4 DF No.1&Btr 2x4 OF No.1&Btr 2x4 HF Stud *Except* W2: 2x4 HF No.2 REACTIONS. (lb/size) 2=2118/0-5-8 (min. 0-4-4), 9=2118/0-5-8 (min. 0-4-4) Max Horz 2=-54(LC 54) Max Uplift 2=-179(LC 12), 9=-179(LC 12) Max Gray 2=2598(LC 33), 9=2598(LC 33) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-12 oc purlins, except 2-0-0 oc purlins (2-2-0 max.): 4-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt- 5-13, 6-11 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=4761/288, 3-4=4321/277, 4-14=-3857/269, 14-15=-3857/269, 15-16=-3857/269, 16-17=-3857/269, 17-18=-3857/269, 5-18=-3857/269, 5-19=-5157/356, 19-20=-5157/356, 20-21=-5157/356, 21-22=-5157/356, 6-22=-5157/356, 6-23=-3857/269, 23-24=-3857/269, 24-25=-3857/269, 25-26=-3857/269, 26-27=-3857/269, 7-27=-3857/269, 7-8=-4321/277, 8-9=-4761/288 BOT CHORD 2-13=-204/4200, 12-13=-275/5103, 11-12=-275/5103, 9-11=-204/4200 WEBS 3-13=-420/164, 4-13=-24/973, 5-13=-1696/141, 6-11=1696/141, 7-11=-24/973, 8-11=-421/164 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l lOmph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=3.0psf; h=25ft; B=45ft; L=38ft; eave=5ft; Cat. II; Exp B; enclosed; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 179 lb uplift at joint 2 and 179 lb uplift at joint 9. 10) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. G1aAtRAPnipAgig representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 8.911-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSItTPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. September 22,2017 theTRUSSco: INC. Job ! Truss Truss Type Qty IPly GARY/SIDHU HOMES/46TH LANE CUSTOM 111927159 5J708697 B05 California _ 1 1 Job Reference (optional) Truss Co, Sumner, WA 8 120 s Jun 27 2017 MiTek Industries, Inc. Thu Sep 21 16:31:04 2017 Page 2 ID:30GdnC4j HY2VI MKrecJX0_ycPPu-nNyf440bXHXV_wPtuyoteXx6FiRTDbVTaKTcXybLxb NOTES- (13) 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 122 lb down and 73 lb up at 9-11-10, 120 lb down and 47 lb up at 12-0-12, 132 lb down and 50 lb up at 14-0-12, 104 lb down and 50 lb up at 16-0-12, 73 lb down and 50 lb up at 18-0-12, 73 lb down and 50 lb up at 19-11-4, 104 lb down and 50 lb up at 21-11-4, 132 lb down and 50 lb up at 23-11-4, and 120 lb down and 47 lb up at 25-11-4, and 122 lb down and 73 lb up.at 28-0-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=80, 4-7=-80, 7-10=-80, 2-9=-14 Concentrated Loads (lb) Vert: 14=-23 16=-54 17=-62 19=-34 20=-3 21=-3 22=-34 24=-62 25=-54 27=-23 A, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibilty of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consut ANSIRPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. ENC. Job , i. Truss Truss Type Qty Ply GARY/SIDHU HOMES/46TH LANE CUSTOM - . - 3x4 ,�' 111927160 SJ708697 BO6GR CALIFORNIA GIRDER 1 2 Job Reference (optional) Truss Co, Sumner, WA 05 05 ;1 0 -2-0-0, 3-9-14 2-0-0 3-9-14 2 5.00 F12- 7-4-4 7-10-,15 11-10-5 3-6-6 0-6-11 3-11-6 6010 = 16-7-7 4x4 4-9-2 3x8 = 3x4 = 8 120 s Jun 27 2017 MiTek Industries, Inc Thu Sep 21 16:31:09 2017 Page 1 ID:30GdnC4j HY?VI MKrecJXOycPP u-7LIY8nSjLp9o5hHghVO2Lbe?gjB6uowCkcANDCybLx W 21-4-9 26-1-11 30-1-1 3 7-,12 34-2-2 38-0-0 40-0-0 4-9-2 4-9-2 3-11-6 0-6-11 3-6-6 3-9-14 2-0-0 1.504 II 4x4 = 3 ,o, 24-, p525 26,E 27 28.. 297 30 31 ,0,8 3 34 , ,, 35 9 ., 36 , 37 6x10 = 10 38 3x4ei r -g - - 3x4 ,�' ‘,J6 4x8 = 39 22 40 21 41 42 20 2x4 I I 4X4 = 3-9-14 7-4-4 11-10-5 3-9-14 3-6-6 4-6-1 5x6 = 43 4419 45 18 1746 47 16-7-7 4x4 = 608 MT18HS = 21-4-9 4x8 = 26-1-11 16 48 5x6 = 30-7-12 4915 50 404 = 34-2-2 14 2x4 II 51 38-0-0 Scale = 1:70.7 12 13) o 4x8 = 4-9-2 4-9-2 4-9-2 4-6-1 3-6-6 3-9-14 Plate Offsets (X,Y)- 14:0-5-0,0-1-111, [10:0-5-0.0-1-111 LOADING (psf) TCLL • 20.0 TCDL 15.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TPI2014 CSI. TC 0.80 BC 0.69 WB 0.75 Matrix -SH DEFL. in (loc) Vdefl Ud Vert(LL) -0.53 17-19 >845 360 Vert(CT) -0.93 17-19 >485 240 Horz(CT) 0.14 12 n/a n/a PLATES GRIP MT20 185/148 MT18HS 220/195 Weight: 395 lb FT = 20% LUMBER- TOP UMBER- TOP CHORD 2x4 HF No.2 'Except T2,T3: 2x4 DF No.1&Btr BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud REACTIONS. (lb/size) 2=4211/0-5-8 (min. 0-3-13), 12=4211/0-5-8 (min. 0-3-13) Max Horz 2=-44(LC 10) Max Uplift 2=-329(LC 12), 12=-329(LC 12) Max Gray 2=4602(LC 33), 12=4603(LC 33) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-4-1 oc purlins, except 2-0-0 oc purlins (3-0-12 max.): 4-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-9214/602, 3-4=-9719/724, 4-23=-12028/944, 23-24=-12028/944, 24-25=-12028/944, 5-25=-12028/944, 5-26=-13812/1089, 6-26=-13812/1089, 6-27=-13812/1089, 27-28=-13812/1089, 28-29=-13812/1089, 7-29=-13812/1089, 7-30=-13768/1085, 30-31=-13768/1085, 8-31=-13768/1085, 8-32=-13768/1085, 32-33=-13768/1085, 33 -34= -13768/1085,34-35=-13768/1085,9-35=-13768/1085,9-36=-12042/945, 36 -37= -12042/945,37-38=-12042/945,10-38=-12042/945,10-11=-9718/724, 11-12=-9217/602 BOT CHORD 2-39=-498/8283, 22-39=-498/8283, 22-40=498/8283, 21-40=-498/8283, 21-41=-605/9002, 41-42=-605/9002, 20-42=-605/9002, 20-43=-856/12028, 43-44=-856/12028, 19-44=-856/12028, 19-45=-1001/13812, 18-45=-1001/13812, 17-18=-1001/13812, 17 -46= -857/12042,46-47=-857/12042,16-47=-857/12042,16-48=-604/9001, 48 -49=-604/9001,15-49=-604/9001,15-50=-498/8285,14-50=-498/8285, 14-51=-498/8285,12-51=-498/8285 WEBS 3-22=-357/87, 3-21=-242/1095, 4-21=0/309, 4-20=-322/3966, 5-20=-1850/199, 5-19=-178/2126, 7-19=-618/97, 8-17=-627/96, 9-17=-171/2057, 9-16=-1821/197, 10-16=324/3984,10-15=0/304,11-15=-243/1091,11-14=-354/87 NOTES- (15) 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=3.0psf; h=25ft; B=45ft; L=38ft; eave=5ft; Cat. II; Exp B; enclosed; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 - 5) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct= 1 Continued on page 2 September 22,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 BEFORE USE. Design said for use only with MiTek connectors. This design is based only upon parameters shown, end is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/7Pit Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. m1c. Job ' Truss Truss Type Qty Ply GARY/SIDHU HOMES/46TH LANE CUSTOM _ 111927160 SJ708697 BO6GR CALIFORNIA GIRDER 1 2 Job Reference (optional) Truss Co, Sumner, WA 8 120 s Jun 27 2017 MiTek Industries, Inc. Thu Sep 21 16:31:09 2017 Page 2 I D:3OGdnC4j HY?VI MKrecJXOycPP u-7 LIYBnSjLp9o5hHgh VO2Lbe?gj B6 uowCkcAN DCybLxW NOTES- (15) 6) Unbalanced snow loads have been considered for this design. 7) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 8) Provide adequate drainage to prevent water ponding. 9) All plates are MT20 plates unless otherwise indicated. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 329 lb uplift at joint 2 and 329 lb uplift at joint 12. 12) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 645 lb down and 191 lb up at 7-11-10, 189 lb down and 66 lb up at 10-0-12, 185 lb down and 69 lb up at 12-0-12, 150 lb down and 69 lb up at 14-0-12, 130 lb down and 69 lb up at 16-0-12, 130 lb down and 69 lb up. at 18-0-12, 130 lb down and 69 lb up at 19-11-4, 130 lb down and 69 lb up at 21-11-4, 150 lb down and 69 lb up at 23-11-4, 185 lb down and 69 lb up at 25-11-4, and 189 lb down and 66 lb up at 27-11-4, and 645 lb down and 191 lb up at 30-0-6 on top chord, and 97 lb down at 2-0-12, 49 lb down at 4-0-12, 46 lb down at 6-0-12, 209 lb down and 15 lb up at 8-0-12, 204 lb down and 17 lb up at 10-0-12, 194 lb down and 18 lb up at 12-0-12, 191 lb down and 18 lb up at 14-0-12, 191 lb down and 19 lb up at 16-0-12, 191 lb down and 19 lb up at 18-0-12, 191 lb down and 19 lb up at 19-11-4, 191 lb down and 19 lb up at 21-11-4, 191 lb down and 18 lb up at 23-11-4, 194 lb down and 18 lb up at 25-11-4, 204 lb down and 17 lb up at 27-11-4, 209 lb down and 15 lb up at 29-11-4, 46 lb down at 31-11-4; and 49 lb down at -33-11-4, and 97 lb down at 35-11-4 ' on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 15) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-80, 4-10=-80, 10-13=-80, -2-12=-14 Concentrated Loads (Ib) Vert: 18=191'(F) 22=-22(F) 20=-194(F) 5=-115 9=-115 16=-194(F) 14=-22(F) 23=-546 24=-123 27=-80 29=-60 30=-60 31=-60 32=-60 34=-80 37=-123 38=-546 39=-40(F) 40=-45(F) 41=-209(F) 42=-204(F) 43==191(F) 44>191(F) 45=-191(F) 46=-191(F) 47=-191(F) 48=204(F) 49=-209(F) 50=-45(F) 51=-40(F) ®, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mit-T4T3 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiblllity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSUTPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSScom c. Job . Truss Truss Type Qty Ply GARYISIDHU HOMESI46TH LANE CUSTOM 111927161 SJ708697 C01 Common 5 1 Job Reference (optional) Truss Co, Sumner, WA -2-0-0 , 2-0-0 6-5-3 6-5-3 12-5-10 6-0-6 8 120 s Jun 27 2017 MiTek Industries, Inc. Thu Sep 21 16:3110 2017 Page 1 ID:30GdnC4jHY?V1MKrecJXO_ycPPu-cXJwL7TM67Hfirsl FDvHuoB8S7T?dLIMyGwxleybLxV 18-6-0 - 24-6-6 30-6-13 37-0-0 , 39-0-0 , 6-0-6 6-0-6 1 6-0-6 6-5-3 ' 2-0-0 5x6 = Scale = 1:65.7 9-5-6 9-5-6 18-6-0 27-6-10 37-0-0 9-0-10 9-0-10 9-5-6 LOADING (psf) TCLL _ 20.0 TCDL 15.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.93 BC 0.84 WB 0.33 Matrix -SH DEFL. in (loc) lIdefl L/d Vert(LL) -0.25 14 >999 360 Vert(CT) -0.52 14-15 >838 240 Horz(CT) 0.19 10 n/a n/a PLATES GRIP MT20 185/148 Weight: 145 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF N6.2 WEBS 2x4 HF Stud *Except* W1,W2: 2x4 HF No.2 REACTIONS. (lb/size) 2=1896/0-5-8 (min. 0-3-2), 10=1896/0-5-8 (min. 0-3-2) Max Horz 2=97(LC 11) Max Uplift 2=-140(LC 12), 10=-140(LC 12) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3540/198, 3-4=3176/168, 4-16=-3084/187, 5-16=-2987/188, 5-6=-2271/179, 6-7=-2271/179, 7-17=-2987/188, 8-17=-3084/187, 8-9=-3176/168, 9-10=-3540/198 BOT CHORD 2-15=-116/3135, 14-15=-64/2627, 13-14=-64/2627, 12-13=-64/2627, 10-12=-116/3135 WEBS 6-14=-71/1230, 7-14=-986192, 7-12=0/479, 9-12=-384/76, 5-14=-986/92, 5-15=0/479, 3-15=-384/76 Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 7-14, 5-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutt=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=3.Opsf; h=25ft; B=45ft; L=37ft; eave=5ft; Cat. ' II; Exp B; enclosed; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 140 lb uplift at joint 2 and 140 lb uplift at joint 10. 8) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSUfPI 1. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mg -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure isthe responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/IBM Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. September 22,2017 theTRUSSco. INC Job 6 Truss Truss Type /Qty Ply GARY/SIDHU HOMES/46TH LANE CUSTOM 111927162 SJ708697 CO2 Common 2 1 Job Reference (optional) Truss Co, Sumner, WA -2-0-0 2-0-0 6-5-3 12-5-10 6-5-3 3x6 6-0-6 5.00 112 3x4 18-6-0 6-0-6 8 120 s Jun 27 2017 MiTek Industries, Inc. Thu Sep 21 16:31:11 2017 Page 1 ID:30GdnC4jHY?VIMKrecJXO_ycPPu-4ktIYTU tQPVK_RDowQWQOklwXouMo?VBwfUH4ybLxU ' 24-6-6 30-6-13 36-9-0 6-0.6 6-0-6 6-2-3 5x6 = Scale: 3/16"=1' 5x6 = 14 13 12 11 10 3x4 =3x6 = 3x6 = 9-5-6 18-6-0 27-6-10 304 = 36-9-0 HW2 torn 5x6 = 9-5-6 9-0-10 9-0-10 9-2-6 d Plate Offsets (X,Y)— [9:0-0-14 0-0-61,19:0-7-6,0-0-121. f9:Edge,0-2-101 LOADING (psf) TOLL 20.0 TCDL 15.0 BOLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Ina YES Code IBC20151TP12014 CSI. TC 0.95 BC 0.93 WB 0.33 Matrix -SH DEFL. in (Loc) I/defl Ud Vert(LL) -0.25 13-14 >999 360 Vert(CT) -0.52 13-14 >834 240 Horz(CT) 0.18 9 n/a n/a PLATES GRIP MT20 185/148 Weight: 144 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* W1,W2: 2x4 HF No.2 WEDGE Right: 2x4 HF Stud BRACING - TOP CHORD BOT CHORD WEBS REACTIONS. (lb/size) 2=1895/0-5-8 (min. 0-3-2), 9=1706/(0-2-8 + bearing block) (req. 0-2-13) Max Horz 2=97(LC 11) Max Uplift 2=-142(LC 12), 9=-90(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3540/201, 3-4=-3176/171, 4-5=-3083/192, 5-6=-2270/182, 6-7=-2269/182, 7-15=-2993/201, 8-15=-3182/200, 8-9=-3521/213 BOT CHORD 2-14=-141/3134, 13-14=-89/2626, 12-13>92/2626, 11-12=-92/2626, 10-11=-15413134, 9-10=-154/3134 WEBS 6-13=-73/1228, 7-13=-987/97, 7-11=0/474, 8-11=-377/82, 5-13=961/92, 5-14=0/479, 3-14=-384/76 Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 9-11. 1 Row at midpt 7-13, 5-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (10) 1) 2x4 HF No.2 bearing block 12" long at it. 9 attached to front face with 2 rows of 10d (0.131 "x3") nails spaced 3" o.c. 8 Total fasteners. Bearing is assumed to be HF No.2. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=3.0psf; h=25ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp B; enclosed; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TOLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct= 1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 142 lb uplift at joint 2 and 90 lb uplift at joint 9. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard September 22,2017 41112210 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. A theTRUSSco. INC. Job , ' Truss Truss Type Qty Ply GARY/SIDHU HOMES/46TH LANE CUSTOM 111927163 SJ708697 CO3 California 1 1 Job Reference (optional) Truss Co, Sumner, WA 200 I 2-0-0 i 6-0-3 . 11-7-9 6-0-3 5-7-6 5.00 12 6 120 s Jun 27 2017 MiTek Industries, Inc Thu Sep 21 16:31:13 2017 Page 1 ID:3OGdnC4jHY?VI MKrecJXOycPPu-06?2z9VEP2fDZI bbwLT_WRpgMK WZgiVofE8bMzybLxS 19-1-1 17-4-4 17-10,15 19,7-12 25-4-7 i 30-11-13 5-8-11 0-6-11 0-8-1'1 5-8-11 5-7-6 1-2-2 5x8 5x8 = 37-0-0 39-0-0 6-0-3 2-0-0 Scale = 1:69.0 3x4 = 8-9-14 17-4-4 8-9-14 8-6-6 115 6 14 4x6 = 3x4 = 3x8 = 19-7-12 28-2-2 3x4 = 37-0-0 2-3-8 8-6-6 8-9-14 Plate Offsets (X.Y)- 1.2:0-0-0,0-0-81,1.7:0-4-0,0-2-21,1.11:0-0-0,0-0-81 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Ina- YES Code IBC2015/TP12014 CSI. TC 0.82 BC 0.78 WB 0.33 Matrix -SH DEFL. in (loc) Vert(LL) -0.36 13-14 Vert(CT) -0.57 13-14 Horz(CT) 0.21 11 1/def I >999 >766 n/a Ud 360 240 n/a PLATES GRIP MT20 185/148 Weight: 177 lb FT = 20% LUMBER - TOP CHORD 2x4 DF No.1&Btr•Except* T3: 2x4 HF No.2 BOT CHORD 2x4 DF No.1 &Btr WEBS 2x4 HF No.2 `Except' W5,W4: 2x4 HF Stud WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=2057/0-5-8 (min. 0-4-7), 11=2057/0-5-8 (min. 0-4-7) Max Horz 2=-91(LC 10) Max Uplift 2=-163(LC 12), 11=-163(LC 12) Max Gray 2=2713(LC 33), 11=2713(LC 33) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-18=-5442/227, 3-18=-5333/247, 3-19=-4980/229, 419=4851/229, 4-20=-4840/231, 5-20=-4732/241, 5-6=-3802/239, 6-21=-3369/235, 21-22=-3369/235, 7-22=-3369/235, 7-8=3799/239, 8-23=-4733/241, 9-23=-4842/231, 9-24=-4853/230, 10-24=-4981/229, 10-25=-5333/247,11-25=-5443/227 BOT CHORD 2-17=-163/4849, 16-17=-123/4222, 15-16=-61/3365, 14-15=-61/3365, 13-14=-123/4222, 11-13=-163/4849 WEBS 3-17=-494/74, 5-17=0/522, 5-16=-1089/92, 6-16=-30/783, 7-16=-263/283, 7-14=-30/786, 8-14=-1095/92, 8-13=0/524, 10-13=-493/74 Structural wood sheathing directly applied or 2-2-0 oc purlins, except 2-0-0 oc purlins (2-9-11 max.): 6-7. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 5-16, 8-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=3.Dpsf; h=25ft; B=45ft; L=37ft; eave=5ft; Cat. • II; Exp B; enclosed; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 163 lb uplift at joint 2 and 163 lb uplift at joint 11. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 September 22,2017 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE ME -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibilty of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consut ANSITrP11 Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. theTRUSSCo. INC. Job SJ708697 Truss Truss Type CO3 California Truss Co, Sumner, WA Qty Ply GARY/SIDHU HOMES/46TH LANE CUSTOM 111927163 Job Reference (optional) 8 120 s Jun 27 2017 MiTek Industries, Inc. Thu Sep 21 16:31:13 2017 Page 2 ID:30GdnC4j HY?VI MKrecJXOycPPu-06?2z9VEP2fDZI bbwLT_WRpgMK WZgiVofE8bMzybLxS NOTES- (12) 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 209 lb down and 63 lb up at 17-11-10, and 209 lb down and 63 lb up at 19-0-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-80, 6-7=-80, 7-12=-80, 2-11=-14 Concentrated Loads (Ib) Vert: 21=161 22=-161' 411, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mlt-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult • ANSIITPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job . ' SJ708697 Truss C04 Truss Type California Qty 1 Ply ( GARY/SIDHU HOMES/46TH LANE CUSTOM 1 I 11927164 Job Reference (optional) Truss Co, Sumner, WA -2-0-0 2-0-0 r- r m (D X11 5-4-3 5-4-3 10-3-9 15-4-4 5.00 112 4-11-6 5-0-11 15-10 0-6115 5x8 8.120 s Jun 27 2017 MiTek Industries, Inc. Thu Sep 21 16:31:14 2017 Page 1 ID:3OGdnC4jHY?VIMKrecJXOycPPu-UJZRBVWsALn4BS9oU2 D2eMpEktAZloxtuu8uPybLxR 21-1-1 2'47-12 26-6-7 31-7-13 1 37-0-0 39-0-0 5-2-2 0 -h -Il 5-0-11 4-11-6 5-4-3 2-0-0 5x6 = 3x4 O Scale = 1:67.9 5x10 = "' 14 13 12 3x4 =.3x8 = 5x6 WB = 1 7-9-14 15-4-4 7-9-14 7-6-6 1 21-7-12 3x4 = 29-2-2 3x4 = 37-0-0 6-3-8 7-6-6 7-9-14 Plate Offsets (X.Y)— 12:0-0-8,0-1-01,16:0-4-0,0-2-21.19:0-0-8,0-1-01 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.94 BC 0.76 WB 0.84 Matrix -SH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) -0.41 12 -0.61 11-12 0.20 9 I/deft >999 >724 n/a L/d 360 240 n/a PLATES GRIP MT20 185/148 Weight: 165 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* T2: 2x4 DF 2400F 2.0E BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 HF Stud *Except* W1: 2x4 HF No.2 OTHERS 2x4 HF No.2 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (Ib/size) 2=2070/0-5-8 (min. 0-4-8), 9=2070/0-5-8 (min. 0-4-8) Max Horz 2=-82(LC 10) Max Uplift 2=-153(LC 12), 9=-153(LC 12) Max Gray 2=2736(LC 33), 9=2736(LC 33) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5362/221, 3-16=-4936/199, 4-16=-4717/216, 4-17=-3957/210, 5-17=-3829/219, 5-18=-3540/216, 18-19=-3540/216, 19-20=-3540/216, 20-21=-3540/216, 6-21=-3540/216, 6-22=-3828/219, 7-22=-3956/210, 7-23=-4718/216, 8-23=-4936/199, 8-9=-5363/221 BOT CHORD 2-15=-142/4747, 14-15=-110/4243, 13-14=-60/3538, 12-13=-60/3538, 11-12=-110/4243, 9-11=-142/4747 WEBS 3-15=-396/69, 4-15=0/426, 4-14=-893/94, 5-14=-23/688, 6-12=-23/688, 7-12=-894/94, 7-11=0/427, 8-11=-396/69 Structural wood sheathing directly applied, except 2-0-0 oc purlins (3-2-6 max.): 5-6. Rigid ceiling directly applied or 10=0-0 oc bracing. 1 Row at midpt 6-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=3.0psf; h=25ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp B; enclosed; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct= 1 • 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 lb uplift at joint 2 and 153 lb uplift at joint 9. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 September 22,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERENCE PAGE Mit-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramemers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general:guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. A theTRUSSco. INC. Job ,, Truss Truss Type Qty Ply GARY/SIDHU HOMES/46TH LANE CUSTOM : 111927164 SJ708697 CA4 California 1 1 Job Reference (optional) Truss Co, Sumner, WA 8.120 s Jun 27 2017 MiTek Industries, Inc. Thu Sep 21 16:31:15 2017 Page 2 I D:30GdnC4jHY?VI MKrecJXOycPPu-yV7pOrXUxfvxpck_1 mVSbsu_8DPI U256YdiQrybLxQ NOTES- (12) 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 204 lb down and 70 lb up at 15-11-10, 136 lb down and 47 lb up at 18-0-12, and .136 Ib -down and 47 lb up at 18-11-4, and 204 lb down and 70 lb up at 21-0-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) All dimensions. given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-80, 5-6=-80, 6-10=-80, 2-9=-14 Concentrated Loads (Ib) Vert: 18=105 19=-70 20=-70 21=-105 Y WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mtl-7473 BEFORE USE. Design valid for use Only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 Quality Criteria, DSB-89 and BCSI1 Building Component • Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job , , Truss Truss Type Qty Ply GARY/SIDHU HOMES/46TH LANE CUSTOM 111927165 SJ708697 C05 California 1 1 Job Reference (optional) Truss Co, Sumner, WA 6 2-0-0 2-0-0 6-9-14 13-4-4 1340;15 18-6-0 6-9-14 6-6-6 0-6-11 4-7-1 6x8 8 120 s Jun 27 2017 MiTek Industries, Inc Thu Sep 21 16:31:16 2017 Page 1 I D:30GdnC4jHY?VIMKrecJXOycPPu-QhhBcBX6iz1 oQmJAbT0h73RA7YZx1 vqE LCN FzlybLxP 23-1-1 23;7-12 30-2-2 37-0-0 39-0-0 4-7-1 0-641 6-6-6 6-9-14 2-0-0 1.5x4 II 6x8 Scale = 1:67.9 6-9-14 13-4-4 3x4 =' 18-6-0 23-7-12 3x4 = 30-2-2 10 4x10 = 1.5x4 II 37-0-0 6-9-14 6-6-6 5-1-12 5-1-12 6-6-6 6-9-14 Plate Offsets (X,Y)— (2:0-0-0,0-0-81,(8:0-0-0,0-0-81 LOADING (psf) TCLL 20.0 TCDL 15.0 BC LL 0.0 BCDL 7.0 SPACING- 2-0-0 . Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.85 BC 0.74 WB 0.99 Matrix -SH DEFL. in (loc) Vert(LL) -0.37 13 Vert(CT) -0.54 13 Horz(CT) 0.21 8 1/deft >999 >809 n/a L/d 360 240 n/a PLATES GRIP MT20 185/148 Weight: 170 lb FT = 20% LUMBER- TOP UMBER- TOP CHORD 2x4 DF 2400F 2.0E `Except" T2: 2x4 HF No.2 BOT CHORD 2x4 DF No.1 &Btr WEBS 2x4 HF Stud *Except* W2: 2x4 HF No.2 OTHERS 2x4 HF No.2 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=2145/0-5-8 (min. 0-4-10), 8=2145/0-5-8 (min. 0-4-10) Max Horz 2=72(LC 55) Max Uplift 2=-163(LC 12), 8=-163(LC 12) Max Gray 2=2805(LC 33), 8=2805(LC 33) BRACING - TOP CHORD BOT CHORD • FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-17=-5314/216, 3-17=-5158/239, 3-4=-4297/242, 4-18=-4105/261, 18-19=-4105/261, 19-20=-4105/261,5-20=-4105/261,5-21 =4105/261,21-22=-4105/261,22-23=-4105/261, 6-23=-4105/261, 6-7=-4297/242, 7-24=-5158/239, 8-24=-5314/216 2 -15= -153/4700,14 -15=-153/4700,13-14=-102/3812,12-13=-102/3812,11-12=-102/3812, 10-11=-153/4700,8-10=-153/4700 WEBS 3-14=-949/101, 4-14=-7/491, 4-13=49/658, 5-13=-688/91, 6-13=-49/658, 6-11=-7/491, 7-11=-949/101 BOT CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins, except 2-0-0 oc purlins (2-2-0 max.): 4-6. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=3.0psf; h=25ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp B; enclosed; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 163 lb uplift at joint 2 and 163 lb uplift at joint 8. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSH Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. • September 22,2017 theTRUSScoINC Job , t Truss Truss Type Qty Ply GARY/SIDHU HOMES/46TH LANE CUSTOM 111927165 SJ708697 CO5 California 1 1 Job Reference (optional) Truss Co, Sumner, WA 8 120 s Jun 27 2017 MiTek Industries, Inc. Thu Sep 21 16:31:17 2017 Page 2 • I D:30GdnC4jHY?VI MKrecJXOycPPu-utEZpWYITG9f2vuN9BXwgH_LtxuAmM4OZs6oVkybLxO NOTES- (12) 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 209 lb down and 73 lb up at 13-11-10, 131 lb down and 47 lb up at 16-0-12, 144 lb down and 50 lb up at 18-0-12, 144 lb down and 50 lb up at 18-11-4, and 131 Ib down and 47 lb up at 20-11-4, and 209 lb down and 73 lb up at 23-0-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-80, 4-6=-80, 6-9=-80, 2-8=-14 Concentrated Loads (Ib) Vert: 18=110 19=-65 20=-74 21=-74 22=-65 23=-110 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1•7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. A theTRUSScortqc. Job SJ708697 Truss CO6 Truss Type California Qty Ply Truss Co, Sumner, WA ut �I -2-0-0 5-9-14 2-0-0 5-9-14 11-4-4 11-p-115 5-6-6 0-S-11 6x8 GARY/SIDHU HOMES/46TH LANE CUSTOM Job Reference (optional 8 120 s Jun 27 2017 MiTek Industries, Inc. Thu Sep 21 16:31:19 2017 Page 1 I D:30GdnC4j HY?VIMKrecJXOycPPu-rGMKE Ca??uQNH D21GbaOli3fgl WgEOHg 1 AbvZdybLxM 18-6-0 25-1-1 25,7-12 31-2-2 - 37-0-01 39-0-0 6-7-1 6-7-1 0-5-11 5-6-6 5-9-14 2-0-0 111927166 1.5x4 H 19 p220 22m 23, 6x8 3x4 5x8 = 1 15 1.5x4 II 5-9-14 11-4-4 14 3x4 = 18-6-0 13 3x12 MT2OHS = 4x8 = 5-9-14 5-6-6 7-1-12 25-7-12 7-1-12 3x4 = 31-2-2 Scale = 1:67.9 25 10 5x8 = 1.5x4 II 37-0-0 5-6-6 - 5-9-14 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 • Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC BC WB 0.96 1.00 0.50 Matrix -SH DEFL. in (loc) Vert(LL) -0.43 13 Vert(CT) -0.65 11-13 Horz(CT) 0.28 8 I/deft >999 >670 n/a L/d 360 240 n/a PLATES MT20 MT2OHS Weight: 157 lb GRIP 185/148 139/111 FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS 2x4 DF No.18:Btr *Except* T2: 2x4 DF 2400F 2.0E 2x4 HF No.2 • 2x4 HF Stud *Except* W2: 2x4 HF No.2 REACTIONS. (lb/size) 2=2151/0-5-8 (min. 0-4-8), 8=2151/0-5-8 (min- 0-4-8) Max Horz 2=63(LC 55) Max Uplift 2=-170(LC 12), 8=-170(LC 12) Max Gray 2=2738(LC 33), 8=2738(LC 33) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-16=-5108/229, 3-16=-5082/251, 3-4=-4380/262, 4-17=-4637/309, 17-18=4637/309, 18-19=-4637/309, 19-20=-4637/309, 5-20=-4637/309, 5-21=4637/309, 21-22=-4637/309, 22-23=-4637/309, 23-24=-4637/309, 6-24=-4637/309, 6-7=-4380/262, 7-25=-5082/251, 8-25=5108/229 BOT CHORD 2-15=-168/4514, 14-15=-168/4514, 13-14=-138/3930, 12-13=-138/3930, 11-12=-138/3930, 10-11=-168/4514,8-10=168/4514 WEBS 3-14=-675/106, 4-14=-7/382, 4-13=-78/1057, 5-13=-992/128, 6-13=-78/1057, 6-11=7/382, 7-11=-676/106 Structural wood sheathing directly'applied, except 2-0-0 oc purlins (2-11-4 max.): 4-6. Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=3.0psf; h=25ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp B; enclosed; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip.DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 170.Ib uplift at joint 2 and 170 lb uplift at joint 8. 10) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 A, WARNING - Verify design parameters and READ NOTES ON TMS AND INCLUDED M1TEK REFERENCE PAGE MIt-T473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. September 22,2017 A th.eTRUSSco. INC. Job „, Truss Truss Type Oty Ply GARY/SIDHU HOMES/46TH LANE CUSTOM 111927166 SJ708697 - California - 1 1 1036 Job Reference (optional) Truss Co, Sumner, WA - 8 120 s Jun 27 2017 MiTek Industries, Inc. Thu Sep 21 16:31:19 2017 Page 2 ID:30GdnC4jHY?VI MKrecJXOycPPu-rGMKE Ca??uQNH D21GbaOli3fgl WgEOHg 1 AbvZdybLxM NOTES- • (13) 12) Hanger(s) or other connection device(s) shall be provided. sufficient to support concentrated load(s) 172 lb down and 73 lb up at 11-11-10, 126 lb down and 47 lb up at 14-0-12, 138 lb down and 50 lb up -at 16-0-12, 123 lb down and 50 lb up at 18-0-12, 123 lb down and 50 lb up at 18-11-4, 138 lb down and 50 lb up at 20-11-4, and 126 lb down and 47 lb up at 22-11-4, and 172 lb down and 73 lb up at 25-0-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-80, 4-6=-80, 6-9=-80, 2-8=-14 Concentrated Loads (lb) Vert: 17=-73 18=60 19=-68 20=-53 21=-53 22=-68 23=-60 24=-73 Aik WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only wtth MiTek connectors. This design is based only upon Pammeters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSITrPI1 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. [Job Truss Truss Type Qty Ply ' GARY/SIDHU HOMES/46TH LANE CUSTOM 111927167 SJ708697 C07 - California1 1 Job Reference (optional) Truss Co, Sumner, WA -2-0-0 4-9-14 2-0-0 4-9-14 9-4-4 9-10-05 15-4-15 4-6-6 0-6-1'1 5-6-0 5x8 5.00 112 4 3x4 = 8 120 s Jun 27 2017 MiTek Industries, Inc. Thu Sep 21 16:31:21 2017 Page 1 ID:30GdnC4jHY?VI MKrecJXOycPPu-nfU4fubFXVg5XXC800csg783gZGCiHTzUT40eVybLxK 21-7-1 27-1-1 27,7-a2 32-2-2 1 37-0-0 39-0-0 6-2-1 5-6-0 0-6-11 4-6-6 4-9-14 2-0-0 3x4 = 5x8 516 17 5018 x,19 5,24.2215, 22A, 23„, 24, 25 26 15x4 3 1.5x4 8 Scale = 1:67.9 4x8 = 9-4-4 9-4-4 14 3x10 = 18-6-0 13 12 4x8 MT18HS = 3x4 = 27-7-12 11 3x10 = 37-0-0 4x8 = 9-1-12 9-1-12 9-4-4 101'2 Plate Offsets (X,Y)- 12:0-0-0,0-0-121,19:0-0-0.0-0-121 LOADING (psf) TOLL 20.0 TCDL 15.0 BOLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IBC2015/TP12014 CSI. TC 0.74 BC 0.74 WB 0.52 Matrix -SH DEFL. in (loc) I/deft L/d Vert(LL) -0.41 13 >999 360 Vert(CT) -0.66 11-13 >664 240 Horz(CT) 0.21 9 n/a n/a PLATES GRIP MT20 185/148 MT18HS 220/195 Weight: 158 lb FT = 20% LUMBER- - UMBER- _ TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 HF Stud REACTIONS. (lb/size) 2=2072/0-5-8 (min. 0-4-4), .9=2072/0-5-8 (min. 0-4-4) Max Horz 2=-53(LC 10) Max Uplift 2=-177(LC 12), 9=-177(LC 12) Max Gray 2=2570(LC 33), 9=2570(LC 33) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-3-0 oc purlins, except 2-0-0 oc purlins (2-4-13 max.): 4-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-14. 6-11 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4695/283, 3-4=4246/271, 4-15=-3786/263, 15-16=-3786/263, 16-17=-3786/263, 17-18=-3786/263, 5-18=-3786/263, 5-19=-4878/345, 19-20=4878/345, 20-21=-4878/345, 21-22=-4878/345, 6-22=-4878/345, 6-23=-3786/263, 23-24=-3786/263, 24-25=-3786/263, 25-26=-3786/263, 7-26=-3786/263, 7-8=-4246/271, 8-9=-4695/283 BOT CHORD 2-14=-200/4141, 13-14=-261/4828, 12-13=-261/4828, 11-12=-261/4828, 9-11=-200/4141 WEBS 3-14=-428/141, 4-14=-25/942, 5-14=-1544/136, 6-11=-1544/136, 7-11=25/942, 8-11=-428/141 MiTek recommends that Stabilizers and required cross bracing be'installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (13) 1) Unbalanced roof live loads have been considered for this design. 2) Wiihd: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=3.0psf; h=25ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp B; enclosed; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5). This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 177 lb uplift at joint 2 and 177 lb uplift at joint 9. 10) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 September 22,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-T473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BCSf1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTPUSSco. INC. Job SJ708697 Truss C07 Truss Type California Truss Co, Sumner, WA NOTES- (13) 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 123 lb down and 73 lb up at 9-11-10, 120 lb down and 47 lb up at 12-0-12, 132 lb down and 50 lb up at 14-0-12, 104 lb down and 50 lb up at 16-0-12, 73 lb down and 50 lb up at 18-0-12, 73 lb down and 50 lb up at 18-11-4, 104 lb down and 50 lb up at 20-11-4, 132 lb down and 50 lb up at 22-11-4, and 120 lb down and 47 lb up at 24-11-4, and 123 lb down and 73 lb up at 27-0-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) -All dimensions given in feet -inches -sixteenths (FFIISS) format. Qty - 1 Ply GARY/SIDHU HOMES/46TH LANE CUSTOM 111927167 Job Reference (optional) 8 120 s Jun 27 2017 MiTek Industries, Inc. Thu Sep 21 16:31:21 2017 Page 2 I D:3OGdnC4jHY?VI MKrecJXOycPPu-nfU4fubFXVg5XXC800csg783gZGCiHTzUT40eVyb LxK • LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (p8) Vert: 1-4=-80, 4-7=-80, 7-10=-80, 2-9=-14 Concentrated Loads (lb) Vert: 15=-24 17=5418=-62 19=-34 20=-3 21=-3 22=-34 23=-62 24=-54 26=-24 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mtt-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss'designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consul ANSIITPI1 Quality Criteria, DSB-a9 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, col 53719. theTRUSSco. INC. Job , f Truss Truss Type Qty Ply GARY/SIDHU HOMES/46TH LANE CUSTOM 3x4 3 111927168 SJ708697 CO8GR CALIFORNIA GIRDER 1 2 Job Reference (optional) Truss Co, Sumner, WA 2-0-0 3-9-14 2-0-0 3-9-14 2 int; 0 5.00 112 7-4-4 7-10-,15 11-7-14 3-6-6 0-6-1'1 3-8-15 8 120 s Jun 27 2017 MiTek Industries, Inc. Thu Sep 21 16:31:26 2017 Page 1 I D:30GdnC4'HY?VI MKrecJXOycPPu-ScHzibfOL 1 I Nd145BaC 1 XArwyazN UgielonJjybLxF 16-2-10 20-9-6 25-4-2 29-1-1 291.7-,12 33-2-2 , 37-0-_0 139-0-0 4-6-12 4-6-12 4-6-12 3-8-15 0-6-1'1 3-6-6 3-9-14 2-0-0 6x10 = 6x10 = 4x4 = 3x8 = 3x4 = 1.5x4 II 4x4 = 23 525 26 27 287 x,29 30 __.6 31 32 9 3 34 35 10 36 3x4 % . .. 3x4 3 11 4x8 37 22 38 21 20 39 40 41 42 2x4 II 4x4 = 5x6 = 19 43 44 18 17 45 16 46 47 48 15 49 4x4 = 5x8 MT18HS = 4x8 = 5x6 = 4x4 = 14 2x4 I I 50 3-9-14 7-4-4 11-7-14 16-2-10 20-9-6 25-4-2 - 29-7-12 33-2-2 I 37-0-0 3-9-14 3-6-6 4-3-10 4-6-12 4-6-12 4-6-12 4-3-10 3-6-6 . 3-9-14 Scale = 1:69.0 2 31 0 4x8 = - Plate Offsets (X,Y)- 14:0-5-0 0-1-11} (10:0-5-0 0-1-111 LOADING (psf) • TC LL 20.0 TCDL 15.0 BC LL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.77 BC 0.70 WB 0.71 Matrix -SH DEFL. in (loc) Vdefl Ud Vert(LL) -0.50 17-19 >873 360 Vert(CT) -0.87 17-19 >503 240 Horz(CT) 0.14 12 n/a n/a PLATES GRIP MT20 185/148 MT18HS 220/195 Weight: 386 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-4-5 oc purlins, except T2,T3: 2x4 DF No.1&Btr 2-0-0 oc purlins (3-1-11 max.): 4-10. • BOT CHORD 2x6 DF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud REACTIONS. (lb/size) 2=4164/0-5-8 (min. 0-3-12), 12=4164/0-5-8 (min. 0-3-12) Max Horz 2=-44(LC 54) Max Uplift 2=-326(LC 12), 12=-326(LC 12) Max Gray 2=4573(LC 33), 12=4573(LC 33) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3>9151/597. 3-4=-9636/717, 4-23=-11754/925, 23-24=-11754/925, 24-25=-11754/925, 5-25=-11754/925, 5-26=-13406/1073, 26-27=-13406/1073, 6-27=-13406/1073, 6-28=-13406/1073, 7-28=-13406/1073, 7-29=-13360/1069, 29-30=-13360/1069, 8 -30= -13360/1069,8 -31=-13360/1069,31-32=-13360/1069,32-33=-13360/1069, 9-33=-13360/1069, 9-34=-11766/926, 34-35=-11766/926, 35-36=-11766/926, 10-36=-11766/926, 10-11=-9634/717, 11-12=-9152/597 BOT CHORD 2-37=-493/8225, 22-37=-493/8225, 22-38=-493/8225, 21-38=-493/8225, 21-39=-599/8925, 39 -40= -599/8925,20-40=-599/8925,20=41=-838/11754,41-42=-838/11754, 19-42=-838/11754, 19-43=989/13406, 43-44=-989/13406, 18-44=-989/13406, 17-18=-989/13406, 17-45=-839/11766, 45-46=-839/11766, 16-46=-839/11766, 16-47>599/8923, 47-48=-599/8923, 15-48=-599/8923, 15-49=-493/8226, 14-49=493/8226, 14-50=-493/8226, 12-50=-493/8226 WEBS 3-22=-348/87, 3-21=-252/1058, 4-21=0/298, 4-20=-313/3778, 5-20=-1846/200, 5-19=-188/2109, 7-19=-597/102, 8-17=-608/104, 9-17=-182/2039, 9-16=-1816/197, 10-16=-315/3795, 10-15=0/293, 11-15=-253/1054, 11-14=-345/87 NOTES- (15) 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. -2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=3.Opsf; h=25ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp B; enclosed; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) TOLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct= 1 6) Unbalanced snow loads have been considered for this design. Continued on page 2 Al WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mtf-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. • Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BC$N Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. September 22,2017 theTRUSSco. INC. Job t. Truss Truss Type Qty Ply GARYISIDHU HOMES/46TH LANE CUSTOM . - 111927168 SJ708697 CO8GR CALIFORNIA GIRDER 1 2 Job Reference (optional) Truss Co, Sumner, WA 8 120 s Jun 27 2017 MiTek Industries, Inc. Thu Sep 21 16:31:26 2017 Page 2 I D:30GdnC4jHY?VI MKrecJXOycPPu-8cHzibfOL t INd145BaC 1 XArwya_zNUgielonJjybLxF NOTES- (15) 7) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 8) Provide adequate drainage to prevent water ponding. 9) All plates are MT20 plates unless otherwise indicated. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 326 lb uplift at joint 2 and 326 lb uplift at joint 12. 12) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 645 lb down and 191 lb up at 7-11-10, 189 lb down and 66 lb up at 10-0-12, 185 lb down and 69 lb up at 12-0-12, 150 lb down and 69 lb up at 14-0-12, 130 lb down and 69 lb up at 16-0-12, 130 lb down and 69 lb up at 18-0-12, 130 lb down and 69 lb up at 18-11-4, 130 lb down and 69 lb up at 20-11-4, 150 lb down and 69 lb up at 22-11-4, 185 lb down and 69 lb up at 24-11-4, and 189 lb down and 66 lb up at 26-11-4, and 645 lb down and 191 lb up at 29-0-6 on top chord, and 97 lb down at 2-0-12, 49 lb down at 4-0-12, 46 lb down at 6-0-12, 209 lb down and 15 lb up at 8-0-12, 204 lb down and 17 lb up at 10-0-12, 194 lb down and 18 lb up at 12-0-12, 191 lb down and 18 lb up at 14-0-12, 191 lb down and 19 lb up at 16-0-12, 191 lb down and 19 lb up at 18-0-12, 191 lb down and 19 lb up at 18-11-4, 191 lb down and 19 lb up at 20-11-4, 191 lb down and 18 lb up at 22-11-4, 194 lb down and 18 lb up at 24-11-4, 204 lb down and 17 lb up at 26-11-4, 209 lb down and 15 lb up at 28-11-4, 46 Ib down at 30-11-4, and 49 lb down at 32-11-4, and 97 lb down at 34-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 15) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pif) Vert: 1-4=-80, 4-10=-80, 10-13=-80, 2-12=-14 Concentrated Loads (Ib) Vert: 22=22(B) 19=-191(B) 7=-60 8=-60 17=-191(B) 14=-22(B) 23=546 24=-123 26=115 28=-80 29=-60 30=-60 31=-80 33=115 35=-123 36=-546 37=-40(8) 38=-45(B)39=-209(B)40=-204(B)41=-194(B)42=-191(B)43=-191(B)44=-191(B)45=-191(B)46=-194(B)47=-204(B)48=-209(B)49=-45(8)50=-40(B) 411 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MH -7473 BEFORE USE. Design valid for use only with MiTek connectors.. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the ' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. A theTRUSSco. nuc. Job SJ708697 Truss CJ1 Truss Type Roof Special Qty Truss Co, Sumner, WA Ply I GARY/SIDHU HOMES/46TH LANE CUSTOM 11 Job Reference (optional) 8.120 s Jun 27 2017 MiTek Industries, Inc. Thu Sep 21 16:31:27 2017 Page 1 I D:30Gdn C4j HY?VI MKrecJX0_ycPP u-cprLvxg06LQ EFSflkHjG4005rzUz664stPXKr9ybLxE -2-9-15 1-3-8 2-9-15 1-3-8 111927169 4x6 3 1-3-8 1-3-8 Scale: 1.5"=1' Plate Offsets (X Y)- (3:0-1-13 0-0-01,[3:0-7-13.0-1-121.[4:0-1-11.0-0-81 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.69 BC 0.01 WB 0.00 Matrix -P DEFL. in (loc) I/defl L/d Vert(LL) -0.00 2 >999 360 Vert(CT) -0.00 2 >999 240 Horz(CT) -0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 7 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (lb/size) 4=-258/Mechanical, 2=591/0-7-6 (min. 0-1-8) Max Horz 2=25(LC 8) Max Uplift 4=-285(LC 16), 2=-155(LC 12) Max Gray 4=87(LC 12), 2=594(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3-4=84/293 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 1-3-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct= 1 • 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs 'non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 285 lb uplift at joint 4 and 155 lb uplift at joint 2. 8) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard A. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiblllity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPI1 Quality Criteria, DSB-S9 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. September 22,2017 theTRUSSco. INC. Job ,, Truss Truss Type Qty Ply GARY/SIDHU HOMES/46TH LANE CUSTOM 111927170 SJ708697 CJ2Roof Special 2 1 Job Reference (optional) mfuss Co, 0 Sumner, WA 8.120 s Jun 27 2017 MiTek Industries, Inc Thu Sep 21 16:31:27 2017 Page 1 I D:30GdnC4jHY?VI MKrecJXOycPPu-cprLvxg06LQEFSfl kHjG4003ozUT664stPXKr9ybLxE -2-9-15 2-8-7 2-9-15 2-8-7 1.5x4 II z 2-8-7 2-8-7 Scale .= 1:10.6 LOADING (psf) TC LL 20.0 TCDL 15.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Ina YES Code IBC2015/TP12014 CSI. TC 0.83 BC 0.04 WB 0.00 Matrix -P DEFL. in (loc) I/dell L/d Vert(LL) -0.00 2-4 >999 360 Vert(CT) -0.00 2-4 >999 240 Horz(CT) -0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 10 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (lb/size) 4=-69/Mechanical, 2=531/0-7-6 (min. 0-1-8) Max Horz 2=28(LC 8) - Max Uplift 4=-125(LC 16), 2=-141(LC 8) ' Max Gray 4=47(LC 8), 2=541(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=3.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat: II; Exp B; enclosed; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TOLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 125 lb uplift at joint 4 and 141 lb uplift at joint 2. 8) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M0-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Dove, Madison, WI 53719. September 22,2017 theTRUSSco. INC. Job n_ ., Truss Truss Type Qty Ply GARY/SIDHU HOMES/46TH LANE CUSTOM 111927171 SJ708697 D01 Common 1 - 1 Job Reference (optional) Truss Co, rn N Sumner, WA -2-0-0 2-0-0 5-5-B 5-5-8 8 120 s Jun 27 2017 MiTek Industries, Inc. Thu Sep 21 16:31:28 2017 Page 1 I D:30GdnC4jHY?VI MKrecJXOycPPu-4?Pj7 HhetfY5scE UI_EVdbxHFN mErY7?53HuObybLxD I 10-11-0 12-11-0 5-5-8 2-0-0 4x4 = Scale: 1/2"=1' 5-5-8 10-11-0 5-5-8 5-5-8 Id LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.59 BC 0.26 WB 0.08 Matrix -P DEFL. in (loc) I/deft Lid Vert(LL) -0.03 2-6 >999 360 Vert(CT) -0.05 2-6 >999 240 Horz(CT) 0.01 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 34 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (lb/size) 2=671/0-3-0 (min. 0-1-8), 4=671/0-3-0 (min. 0-1-8) Max Horz 2=29(LC 11) 'Max Uplift 2=-73(LC 12), 4=-73(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-7=646/0, 3-7=-544/10, 3-8=-544/10, 4-8=-646/0 BOT CHORD 2-6=0/496, 4-6=0/496 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-7-6 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (g) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.Bpsf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 73 lb uplift at joint 2 and 73 lb uplift at joint 4. 8) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mtl-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. September 22,2017 theTRUSSco. INC Job Truss SJ708697 DO1GE Truss Type Common Supported Gable City Ply Truss Co, Sumner, WA -2-0-0 2-0-0 5.00 12 5-5-8 5-5-8 GARYISIDHU HOMES/46TH LANE CUSTOM Job Reference (optional) 8.120 s Jun 27 2017 MiTek Industries, Inc Thu Sep 21 16:31:29 2017 Page 1 I D:30Gdn C4jHY?VI MKrecJX0ycPPu-YBz6KdiGeygyUlpgsilk9pTW2nAva049 Kj0Rw2ybLxC 10-11-0 12-11-0 5-5-8 2-0-0 111927172 ( 4x4 = Scale: 12"=1' 3x4 = 14 13 12 11 10 10-11-0 3x4 = 10-11-0 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.33 BC 0.04 WB 0.03 Matrix -P DEFL. in (loc) 1/defl Lid Vert(LL) -0.03 9 n/r 120 Vert(CT) -0.06 9 n/r 90 Horz(CT) 0.00 8 n/a n/a PLATES GRIP MT20 185/148 Weight: 41 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4.HF Stud BRACING - TOP CHORD SOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross -bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 10-11-0. (Ib) - Max Horz 2=-29(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 8, 13, 14, 11, 10 Max Gray All reactions 250 lb or less at joint(s) 12, 13, 14, 11, 10 except 2=345(LC 1), 8=345(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=3.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; enclosed; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct= 1 5) Unbalanced snow loads have been considered for this design. • 6) This truss has been designed for greater. of min roof live load of 12.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 1-4-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8, 13, 14, 11, 10. 12) This truss is designed in accordance with the 2015 International Building Code, section 2306.1 and referenced standard ANSI/TPI 1. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard September 22,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIl-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing:consult ANSI!TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. theTRUSSco. mrc. Job • + Truss Truss Type Qty Ply GARY/SIDHU HOMES/46TH LANE CUSTOM ' 111927173 SJ708697 DO22 Common 2 1 Job Reference (optional) Truss Co, Sumner, WA 5-5-8 8 120 s Jun 27 2017 MiTek Industries, Inc. Thu Sep 21 16:31:29 2017 Page 1 I D:30GdnC4j HY?VIMKrecJXO_ycPPu-YBz6Kd iGeygyU Ipgsilk9pTR Fn6Za?P9KjORw2ybLxC 10-11-0 5-5-8 4x4 = 5-5-8 Scale e 1:18.5 3x4 = 5-5-8 .5x4 II 10-11-0 3x4 = 5-5-8 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Inv' YES Code IBC2015/TP12014 LUMBER- TOP UMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud CSI. TC 0.70 BC 0.26 WB 0.08 Matrix -P REACTIONS. (lb/size) 1=492/0-5-8 (min. 0-1-8), 3=492/0-5-8 (min. 0-1-8) • Max Horz 1=22(LC 11) Max Uplift 1=-26(LC 12), 3=-26(LC 12) 5-5-8 16'6, DEFL. in (loc) 1/deft L/d Vert(LL) -0.02 1-4 >999 360 Vert(CT) -0.05 1-4 >999 240 Horz(CT) 0.01 3 n/a • n/a PLATES GRIP MT20 185/148 Weight: 29 lb FT = 20% FORCES. (Ib) - Max: Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-5=-674/22, 2-5=-577/31, 2-6=-577/31, 3-6=-674/22 BOT CHORD 1-4=0/548, 3-4=0/548 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-5-2 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 'NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.Bpsf; BCDL=3.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/ -PI 1. 8) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE MII.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. September 22,2017 theTRUSSco. INC. Job , r Truss Truss Type Qty Ply GARY/SIDHU HOMES/46TH LANE CUSTOM 111927174 SJ708697 HC1 Corner Rafter 2 1 Job Reference (optional) Truss Co, Sumner, WA 6 uI 61 -2-9-15 2-9-15 1 8 120 s Jun 27 2017 Mitek Industries, Inc. Thu Sep 21 16:31:30 2017 Page 1 I D:30GdnC4jHY?VIMKrecJXOycPPu-00XUYziuPGop6vOtQPGzi00bGBVoJTq IZNm_SUybLxB 11-2-4 11-11112 14-2-11 17-0-10 19-10-9 • 22-8-8 25-6-7 26-0-17 11-2-4 - 0-2-7 2-9-15 2-9-15 2-9-15 2-9-15 2-9-15 d-6-0 3.54 112 Scale = 1:47.0 9 10 11-2-4 11-2-4 ]a Plate Offsets (X,Y)— [2:0-2-0,Edgel, [3:0-3-8.Edgel LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TPI2014 CSI. TC 0.75 BC 0.00 WB 0.00 Matrix -P DEFL. in (loc) 1/deft L/d Vert(LL) -0.28 2-3 >493 360 Vert(CT) -0.41 2-3 >337 240 Horz(CT) -0.00 9 n/a n/a PLATES GRIP MT20 185/148 Weight: 60 lb FT = 20% LUMBER- TOP UMBER- TOP CHORD 2x4 HF No.2 *Except* T2: 2x6 DF SS BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-8-14 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-2-2 except (jt=length) 2=0-6-13. (Ib) - Max Horz 2=186(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 2, 5, 6, 7, 8, 9 except 3=101(LC 12) Max Gray All reactions 250 lb or less at joint(s) 5 except 2=702(LC 1), 3=772(LC 1), 6=300(LC 16), 7=337(LC 16), 8=329(LC 16), 9=274(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (12) 1) Wind: ASCE 7-10; Vutt=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=3.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 5, 6, 7, 8, 9. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5, 6, 7, 8, 9 except (jt=lb) 3=101. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 5, 6, 7, 8, 9. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 38 lb down and 171 lb up at 2-9-8, 28 lb down and 129 lb up at 2-9-8, 95 lb down at 5-7-7, 65 lb down and 29 lb up at 5-7-7, 157 lb down and 47 lb up at 8-5-6, 178 lb down and 60 lb up at 8-5-6, 106 lb down and 42 lb up at 11-3-5, 54 lb down and 22 lb up at 14-1-4, 57 lb down and 22 lb up at 16-11-3, 59 lb down and 22 lb up at 19-9-2, and 62 lb down and 22 lb up at 22-7-1, and 75 lb down and 21 lb up at 25-5-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Continued on page 2 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIfTP11 Quality Criteria, DSB-89 and BC311 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. September 22,2017 theTRUSSco. INC. Job t Truss Truss Type !Qty 1Ply GARY/SIDHU HOMES/46TH LANE CUSTOM 111927174 SJ708697 HC1 Corner Rafter 2 Job Reference (optional) Truss Co, Sumner, WA 8 120 s Jun 27 2017 MiTek Industries, Inc Thu Sep 21 16:31:31 2017 Page 2 ID:30GdnC4jHY?VIMKrecJXO_ycPPu-Ua5slJjXAawgj3z3z7nCEEZmObr12w4Rn1 VY_wybLxA LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-10=-80 Concentrated Loads (Ib) - Vert: 3=-56(B) 5=-23(B) 6=-25(B) 7=-28(B) 8=-31(B) 9=-53(B) 11=113(F=49, B=64) 12=-50(F=-16, B=-34) 13=-236(F=-129, B=-108) WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED WEN REFERENCE PAGE Mia -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer: Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding • fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 Quality Criteria, DSB-89 and BCSl1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. theTRUSSco. m c. Job SJ708697 Truss HC2 Truss Type Corner Rafter, Qty 2 Ply GARY/SIDHU HOMES/46TH LANE CUSTOM Job Reference (optional) 111927175 Truss Co, 0 a> 07 Sumner, WA -2-9-15 2-9-15 4x8 % 2 4x8 11 8 120 s Jun 27 2017 MiTek Industries, Inc. Thu Sep 21 16:31:32 2017 Page 1 I D:30GdnC4jHY?VI M KrecJXO_ycPPu-ymeEzfk9xt2XLDYFXq I RnR5xm_BGnNKbOhF5XMyb Lx9 11-2-4 11-4112 14-2-11 I 17-0-10 I 19-10-9 . 22-8-8 256-7 2�6-4-11 11-2-4 0-2-7 2-9-15 - 2-9-15 2-9-15 2-9-15 2-9-15 -10-4 4x8 4x8 12 4x8 % 13 7x8 VA 4x8 3 3x4 3.54 12 Scale: 1/4".1' 9 10 17, 11-2-4 11-2-4 Plate Offsets (X,Y)— (2:0-2-0,Edgel, 13:D-3-B,Edoel LOADING (psf) TC LL 20.0 TCDL 15.0 BOLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Ina NO Code IBC2015/TPI2014 CSI. • TC 0.75 BC 0.00 WB 0.00 Matrix -P DEFL. in (loc) 1/defl L/d Vert(LL) -0.28 2-3 >493 360 Vert(CT) -0.41 2-3 >337 240 Horz(CT) -0.00 9 n/a n/a PLATES GRIP MT20 185/148 Weight: 61 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 `Except` T2: 2x6 DF SS BRACING- TOP•CHORD Structural wood sheathing directly applied or 4-8-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-2-2 except (jt=length) 2=0-6-13. (Ib) - Max Horz 2=189(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 2, 5, 6, 7, 8, 9 except 3=-101(LC 12) Max Gray All reactions 250 lb or less at joint(s) 5 except 2=702(LC 1), 3=772(LC 1); 6=289(LC 16), 7=338(LC 16), 8=319(LC 16), 9=315(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- (12) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=3.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 5, 6, 7, 8, 9. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5, 6, 7, 8, 9 except (jt=lb) 3=101. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 5, 6, 7, 8, 9. 9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 38 lb down and 171 lb up at 2-9-8, 28 lb down and 129 lb up at 2-9-8, 95 lb down at 5-7-7, 65 lb down and 29 lb up at 5-7-7, 157 lb down and 47 lb up at 8-5-6, 178 lb down and 60 lb up at 8-5-6, 106 lb down and 42 lb up at 11-3-5, 54 lb down and 22 lb up at 14-1-4, 57 lb down and 22 lb up at 16-11-3, 59 lb down and 22 lb up at 19-9-2', and 62 lb down and 22 lb up at, 22-7-1, and 70 lb down and 21 lb up at 25-5-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Continued on page 2 September 22,2017 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mt67473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Apptcabllity of design parementers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. A theTRUSSco. INC. Job •. F Truss Truss Type Qty Ply GARY/SIDHU HOMES/46TH LANE CUSTOM 111927175 SJ708697 HC2 Corner Rafter 2 1 Job Reference (optional) Truss Co, Sumner, WA 6 120 s Jun 27 2017 MiTek Industries, Inc. Thu Sep 21 16:31:32 2017 Page 2- I D:3OGdnC4jHY?VI MKrecJXOjcPPu-ymeEzfk9xt2XLDYFXgl RnR5xm_BGnN KbOhF5XMybLx9 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-10=-80 Concentrated Loads (Ib) Vert: 3=-56(F) 5=-23(F) 6=-25(F) 7=-28(F) 8=-31(F) 9=-44(F) 11=113(F=64. B=49) 12=-50(F=-34, B=-16) 13=-236(F=-108, B=-129) ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1.7473 BEFORE USE, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BCSM Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRMSco, INC. Job - T Truss Truss Type Qty Ply GARY/SIDHU HOMES/46TH LANE CUSTOM 111927176 SJ708697 J22 Jack -Open 4 1 I Job Reference (optional) Truss Co, Sumner, WA 8,120 s Jun 27 2017 MiTek Industries, Inc. Thu Sep 21 16:31:32 2017 Page 1 ID:30GdnC4jHY?VIMKrecJXOycPPu-ymeEzfk9xt2XLDYFXglRnR51 B_BpnNKbOhF5XMybLx9 -2-0-0 1-10-15 2,0-0 2-0-0 1-10-15 2- 1 1-10-15 Scale = 1:10.3 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 • Rep Stress Incr YES . Code IBC2015/TP12014 CSI. TC 0.34 BC 0.03 WB 0.00 Matrix -P DEFL. in .(loc) 1/deft Ud Vert(LL) -0.00 2 >999 360 Vert(CT) -0.00 2-4 >999 240 Horz(CT) -0.00 3 nia n/a PLATES GRIP MT20 185/148 Weight: 7 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x4 HF No.2 BOT CHORD REACTIONS. (lb/size) 2=342/0-5-8 (min. 0-1-8), 4=14/Mechanical, 3=-16/Mechanical Max Horz 2=41(LC 12) Max Uplift 2=-72(LC 12), 3=-63(LC 16) Max Gray 2=344(LC 17), 4=33(LC 7), 3=13(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 2-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); end vertical left and right exposed; Lumber DOL=.1.60 plate grip DOL=1.60 •2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 . Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This.truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed•for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3. 8) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard A, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI14473 BEFORE USE.. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. September 22,2017 theTRUSSco. INC. Job v Truss Truss Type Qty Ply GARY/SIDHU HOMES/46TH LANE CUSTOM 111927177 SJ706697 J24 Jack -Open 4 1 Job Reference (optional) Truss Co, Sumner, WA v N 1 -2-0-0 8 120 s Jun 27 2017 MiTek Industries, Inc. Thu Sep 21 16:31:33 2017 Page 1 I D:30GdnC4jHYTVI MKrecJXOycPPu-QyCcA?IniBA0zN6R5YggJfeCxOX2VgZkFL_e3pybLx8 2-0-0 3-10-15 2-0-0 2-0-0 1-10-15 2-0-0 2-0-0 Scale = 1:14.7 LOADING (psf) TCLL 20.0 TCDL 15.0 BOLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.34 BC 0.03 WB 0.00 Matrix -P DEFL. in (loc) Udefl Ud Vert(LL) -0.00 2 >999 360 Vert(CT) -0.00 2-4 >999 240 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 10 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x4 HF No.2 BOT CHORD REACTIONS. (lb/size) 3=108/Mechanical; 2=373/0-5-8 (min. 0-1-8), 4=14/Mechanical Max Horz 2=58(LC 12) Max Uplift 3=-15(LC 12), 2=-65(LC 12) Max Gray 3=127(LC 17), 2=381(LC 17), 4=33(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 2-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=3.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. • II; Exp B; enclosed; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TOLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 8) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard Y WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSUTPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. September 22,2017 A theTRUSSco. INC. 1Job Truss Truss Type Qty Ply GARY/SIDHU HOMES/46TH LANE CUSTOM 111927178 SJ708697 J26 Jack -Open 4 1 - I Job Reference (optional) Truss Co, Sumner, WA • -2-0-0 2-0-0 2-0-0 2-0-0 812o s Jun 27 2017 MiTek Industries, Inc. Thu Sep 21 16:31:33 2017 Page 1 I D:30GdnC4j HY?VI MKrecJXOycPPu-QyCcA?In iBA0zN6R5YggJfe7GOX2 VgZkFL_e3pybLx8 5-10-15 3-10-15 - 2-0-0 2-0-0 tit Scale = 1:19.1 LOADING (psf) TC LL 20.0 TCDL 15.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.70 BC 0.03 WB 0.00 Matrix -P DEFL. in (loc) I/defl L/d Vert(LL) -0.00 2 >999 360 Vert(CT) -0.00 2-4 >999 240 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 12 lb FT = 20% - LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (lb/size) 3=203/Mechanical, 2=438/0-5-8 (min. 0-1-8), 4=14/Mechanical Max Horz 2=75(LC 12) Max Uplift 3=-35(LC 12), 2=-68(LC 12) • Max Gray 3=242(LC 17), 2=452(LC 17), 4=33(LC 7) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 pc bracing. MiTek recommends that Stabilizers and required cross bracing be tnstalled during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) Wind: ASCE 7-10; Vutt=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=3.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL:•ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed fora 10:0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide. mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 8) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI67473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding • fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. September 22,2017 theTRUSSco. INC. Job r' Truss Truss Type Qty • Ply I GARY/SIOHU HOMES/46TH LANE CUSTOM 111927179 SJ708697 J82 Jack -Open Girder 4 1 Job Reference (optional) Truss Co, Sumner, WA -2-0-0 2-0-0 1-10-15 1-10-15 8 120 s Jun 27 2017 MiTek Industries, Inc. Thu Sep 21 16:31:37 2017 Page 1 ID:30GdnC4jHY?VIMKrecJXOycPPu-JkS70MoHIQhpS_QDKNucUVpsy?nLReZKAzzsCaybLx4 4-9-6 8-0-0 2-10-6 3-2-10 Scale = 1:18.5 2x4 = 1-10-3 1-10-15 8-0-0 1-10-3 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 0-0-'12 CSI. TC 0.46 BC 0.45 WB 0.00 Matrix -P 6-1-1 DEFL. in (loc) I/deft L/d Vert(LL) -0.16 2-4 >562 360 Vert(CT) -0.28 2-4 >330 240 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 16 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD . 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-58/Mechanical, 2=420/0-5-8 (min. 0-1-8), 4=54/Mechanical Max Horz 2=40(LC 12) Max Uplift 3=-98(LC 16), 2=-66(LC 12) Max Gray 3=24(LC 12), 2=422(LC 17), 4=131(LC 7) MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (11) -1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=3.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TOLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially. Exp.; Ct= 1 -3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 8) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 8 lb down at 2-0-12, and 8 lb down at 4-0-12, and 8 lb.down at 6-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. - 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 2-4=-14 September 22,2017 ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Atli -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSITTP11 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. A theTRUSSco. INC. Job ° 'Truss Truss Type Qty Ply GARY/SIDHU HOMES/46TH LANE CUSTOM 111927180 SJ708697 J84 Jack -Open 4 1 I Job Reference (optional) Truss Co, Sumner, WA 8 120 s Jun 27 2017 MiTek Industries, Inc.- Thu Sep 21 16:31:38 2017 Page 1 I D:30GdnC4jHY"VI MKrecJXOycPPu-nwOVDipwW)pg38?Pu5PrOiL2ePBGA5wTPdiPkOybLx3 -2-0-0 - 2-6-0 3-10-15 8-0-0 2-0-0 2-6-0 1-4-15' 4-1-1 2x4 = B1 3-10-3 3-1)-15 - 8-0-0 3-10-3 0- '12 4-1-1 5 Scale = 1:18.5 LOADING (psf) . TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 7.0 • SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.40 BC 0.22 WB 0.06 Matrix -P DEFL. in (loc) Udefl Ud Vert(LL) -0.05 5-6 >999 360 Vert(CT) -0.09 5-6 >995 240 Horz(CT) 0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 18 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (lb/size) 4=130/Mechanical, 2=410/0-5-8 (min. 0-1-8), 5=35/Mechanical Max Horz 2=58(LC 12) Max Uplift 2=-62(LC 12) Max Gray 4=147(LC 17), 2=419(LC 17), 5=83(LC 7) BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. - MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.Bpsf; BCDL=3.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs • non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 8) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard September 22,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M167473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPIl Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available Worn Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. arc. Job Truss Truss Type Oty Ply GARY/SIDHU HOMES/46TH LANE CUSTOM 11192718 SJ708697 J86 Jack -Open 4 1 Job Reference (optional) Truss Co, 61 Sumner, WA -2-0-0 2-0-0 4-0-0 4-0-0 8.120 s Jun 27 2017 Mitek Industries, Inc. Thu Sep 21 16:31:38 2017 Page 1 ID:30GdnC4j HY9VI MKrecJXO_ycPPu-nwOVDipwWjpg38?Pu5PrOiLOHPALA5GTPdiPkOybLx3 5-10-15 8-0-0 1-10-15 2-1-1 5-10-3 5-10-3 5-10,15 8-0-0 0-0212 2-1-1 5 Scale = 1:18.5 LOADING (psf) TC LL 20.0 TCDL 15.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL . 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IBC20151TP12014 CSI. TC 0.55 BC 0.28 WB 0.04 Matrix -P DEFL. in (loc) 1/defl L/d `Vert(LL) -0.10 6 >939 360 Vert(CT) -0.18 6 >503 240 Horz(CT) 0.01 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 21 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (lb/size) 4=189/Mechanical, 2=493/0-5-8 (min. 0-1-8), 5=54/Mechanical Max H'orz 2=75(LC 12) Max Uplift 4=-13(LC 12), 2=-60(LC 12) Max Gray 4=221(LC 17), 2=508(LC 17), 5=80(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) Wind: ASCE 7-10; Vutt=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=3.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II;.Exp B; enclosed; MWFRS (directional); end vertical left and right exposed; Lumber. DOL=1.60 plate grip DOL=1.60 2) TOLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2. 8) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 8411.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available_from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. September 22,2017 theTRUSSco. INC. Job Truss Truss Type Qty Ply GARY/SIDHU HOMES/46TH LANE CUSTOM vi 111927182 SJ708697 J88 Jack -Open 4 1 Job Reference (optional) Truss Co, Sumner, WA m rb 8 120 s Jun 27 2017 MiTek Industries, Inc. Thu Sep 21 16:3139 2017 Page 1 ID:30GdnC4jHY?VI MKrecJXOycPPu-F6ZtR2pYH 1 xXhlabRox4ZwuDOp WavWAddHSzHSybLx2 -2-0-0 4-0-0 7-10-15 2-0-0 4-0-0 3-10-15 - 0-4-1 8-0(0 4-0-0 4-0-0 7-10-15 3-10-15 Scale v 1:23.4 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 7.0 • SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC20157PI2014 CSI. TC 0.40 BC 0.28 WB 0.18 Matrix -P DEFL. in (loc) I/dell Lid Vert(LL) -0.02 6-7 >999 360 Vert(CT) -0,04 6-7 >999 240 Horz(CT) 0.01 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 28 lb FT = 20% LUMBER- TOP UMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (lb/size) 4=133/Mechanical, 2=565/0-5-8 (min. 0-1-8), 5=198/Mechanical Max Harz 2=92(LC 12) Max Uplift 4=-25(LC 12), 2=-60(LC 12), 5=-1(LC 12) Max Gray 4=169(LC 17), 2=586(LC 17), 5=223(LC 17) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-569/0 BOT CHORD 2-7=-23/445, 6-7=-23/445 WEBS 3-6=-499/26 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=3.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.1.5); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2, 5. 8) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mg -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parainenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. September 22,2017 theTRUSSco. INC. Job o r' (Truss l SJ708697 IJ810 Truss Type Jack -Open Qty 4 Ply 1 GARY/SIDHU HOMES/46TH LANE CUSTOM 111927183 Job Reference (optional) Truss Co, Sumner, WA �I 8 120 s Jun 27 2017 MiTek Industries, Inc. Thu Sep 21 16:31:34 2017 Page 1 I D:30GdnC4jHYTV1 MKrecJXOycPPu-v9m_NKIPTVI FbXhefF Lvs5BMfopVE F?uU?kCbFybLx7 -2-0-0 4-0-0 I 8-0-0 9-10-15 .2-0-0 4-0-0 4-0-0 1-10-15 4-0-0 8-0-0 4-0-0 4-0-0 8-0-.12 0-0:12 Scale = 1:28.1 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC20151TPI2014 CS I. TC 0.40 BC 0.27 WB 0.18 Matrix -P DEFL. in (loc) 1/defl L/d Vert(LL) -0.02 7-8 >999 360 Vert(CT) -0.03 7-8 >999 240 Horz(CT) 0.01 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 31 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings Mechanical except (jt=length) 2=0-5-8, 4=0-1-8. (Ib) - Max Horz 2=109(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 5, 2, 6, 4 Max Gray All reactions 250 lb or less at joint(s) 5, 6 except 2=579(LC 17), 4=274(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown TOP CHORD 2-3=556/0 BOT CHORD 2-8=-27/434, 7-8=-27/434 WEBS 3-7=-487/30 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (11) • 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=3.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; enclosed; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. .6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 2, 6, 4. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. 10) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) All.dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard September 22,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MO -T473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job • Truss Truss Type Qty Ply GARY/SIDHU HOMES/46TH LANE CUSTOM 111927184 SJ708697 J812 - - Jack -Open 4 1 Job Reference (optional) I mss CO, Sumner, WA N d -2-0-0 2-0-0 8.120 s Jun 27 2017 MiTek Industries, Inc. • Thu Sep 21 16:31:34 2017 Page 1 ID:3OGdnC4jHY?VI MKrecJXO_ycPPu-v9m_NKIPTVI FbXhefF LvssB MfopjEF9uU?kCbF ybLx7 4-0-0 8-0-0 10-1-8 11-10.15 4-0-0 4-0-0 I 2-1-8 1-9-7 1 4-0-0 4-0-0 8-0-0 4-0-0 8-0.12 0-0-12 Scale = 1:31.1 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 • BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.40 BC 0.26 WB 0.17 Matrix -P DEFL. in (loc) 1/defl L/d Vert(LL) -0.01 8-9 >999 360 Vert(CT) -0.03 8-9 >999 240 Horz(CT) 0.01 7 n/a n/a PLATES GRIP MT20 185/148 Weight 33 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 • WEBS 2x4 HF Stud BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings Mechanical except (jt=length) 2=0-5-8, 4=0-1-8, 5=0-1-8. (Ib) - Max Horz 2=126(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 6, 2, 7, 4, 5 Max Gray All reactions 250 lb or less at joint(s) 6, 7, 5 except 2=571(LC 17), 4=275(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-532/0 BOT CHORD 2-9=-28/410, 8-9=-28/410 WEBS 3-8=-460/32 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (11) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 5. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2, 7, 4, 5. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 5. 10) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ®, WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mtt-7473 BEFORE USE, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown . is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding. fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. September 22,2017 theTRUSSco. urc, Job :i• Truss Truss Type Qty Ply I GARY/SIDHU HOMES/46TH LANE CUSTOM 1 111927185 1 SJ708697 J814 Jack -Open 4 1 Job Reference (optional) Truss Co, Sumner, WA -2-0-0 2-0-0 4-0-0 4-0-0 8 120 s Jun 27 2017 MiTek Industries, Inc Thu Sep 21 16:31:35 2017 Page 1 I D:30GdnC4j HYTVIMKrecJXO_ycPP u-NLKNbgm 1 EoR5CGgCzs8P4jXPCAOziS 1 ifUl8hybLx6 8-0-0 10-1-8 - 12-1-8 13-10-15 4-0-0 2-1-8 - 2-0-0 1-9-7 4-0-0 4-0-0 1 8-0-0 4-0-0 8-0112 0-0-12 Scale = 1:35.4 LOADING (psf) TCLL 20.0 • TCDL 15.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress 'nor YES Code IBC2015/TP12014 CSI. TC 0.40 BC 0.25 WB 0.17 Matrix -P DEFL. in (loc) I/defl L/d Vert(LL) -0.01 9-10_ >999 360 Vert(CT) -0.03 • 9-10 >999 240 Horz(CT) 0.01 8 n/a n/a PLATES GRIP MT20 185/148 Weight: 36 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 0-1-8 except (jt=length) 7=Mechanical, 2=0-5-8, 8=Mechanical. (lb) - Max Horz 2=144(LC 12) Max Uplift All uplift 100 lb or less at joint(s).7, 2, 8, 4, 5, 6 Max Gray All reactions 250 lb or less at joint(s) 7, 8, 4, 5, 6 except 2=569(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=524/0 BOT CHORD 2-10=-30/403, 9-10=-30/403 WEBS 3-9=-453/33 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. • MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (11) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS-(directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 5, 6. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 2, 8, 4, 5, 6. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 5, 6. 10) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MH -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TM Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. September 22,2017 theTRUSSco. INC. f Job • • Truss Truss Type Qty Ply GARY/SIOHU HOMES/46TH LANE CUSTOM 111927186 SJ708697 J816 .Jack -Open 4 1 Job Reference (optional) Truss Co, Sumner, WA -2-0-0 4-0-0 2-0-0 4-0-0 8 120 s Jun 27 2017 MiTek Industries, Inc. Thu Sep 21 16:31:36 2017 Page 1 I D:3OGdnC4j HY?VI MKrecJXO_ycPPu-rXuloOnf?6ZyggrOmgN NxH Gi8cV Fi9iBxJDJg8ybLx5 8-0-0 10-1-8I 12-1-8 I 14-1-8 , 15-10-15 , 4-0-0 2-1-8 2-0-0 2-0-0 1-9-7 ' 4-0-0 4-0-0 8-0-0 8-012 4-0-0 0-0-'12 Scale = 1:39.6 irrd ui LOADING (psf) TCLL 20.0 TC DL 15.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.40 BC 0.25 WB 0.17 • Matrix -P DEFL. in (loc) Udefl L/d Vert(LL) -0.01 10-11 >999 •360 Vert(CT) -0.03 10-11 >999 240 Horz(CT) 0.01 9 n/a n/a PLATES GRIP MT20 185/148 Weight: 38 lb FT = 20% LUMBER • - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 0-1-8 except (jt=length) 8=Mechanical, 2=0-5-8, 9=Mechanical. (lb) - Max Horz 2=161(LC' 12) Max Uplift All uplift 100 lb or less. at joint(s) 8, 2, 9, 4, 5, 6, 7 Max Gray All reactions 250 lb or less at joint(s) 8, 9, 4, 5, 6, 7 except 2=569(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=524/0 BOT CHORD 2-11=-31/403, 10-11=-31/403 WEBS 3-10=-453/35 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek.recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (11) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=3.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 5, 6, 7. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 2, 9, 4, 5, 6, 7. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 5, 6, 7. 10) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MJTEK REFERENCE PAGE MII-T473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. September 22,2017 theTRUSSca. u�rc. IJob i • Truss ITruss Type Qty Ply GARY/SIDHU HOMES/46TH LANE CUSTOM 111927187 SJ708697J818 Jack -Open 4 1 1 Job Reference (optional) Truss Co, Sumner. WA -2-0-0 2-0-0 4-0-0 4-0-0 8-0-0 4-0-0 8 120 s Jun 27 2017 MiTek Industries, Inc. Thu Sep 21 16:31:36 2017 Page 1 I D:30GdnC4jHY?VIMKrecJXOycPPu-rXuloOnf?6ZyggrOmgNNxH Gi8cVFi9iBxJDJg8ybLx5 10-1-8 I 12-1-8 14-1-8 16-1-8 , 17-10-15 2-1-8 2-0-0 2-0-0 2-0-0 1-9-7 4-0-0 4-0-0 8-0-0 4-0-0 8-0812 0-0-12 Scale = 1:43.9 0 r. LOADING (psf) TOLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 • Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.40 BC 0.25 WB 0.17 Matrix -P DEFL. in (loc) 1/deft L/d Vert(LL) -0.01 12-13 >999 360 Vert(CT) -0.03 12-13 >999 240 Horz(CT) 0.01 11 n/a n/a PLATES GRIP MT20 185/148 Weight: 41 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING - TOP CHORD BOT CHORD REACTIONS.. All bearings 0-1-8 except (jt=length) 10=Mechanical, 2=0-5-8, 11=Mechanical. (lb) - Max Horz 2=178(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 10, 2, 11, 5, 6, 7, 8, 9 Max Gray All reactions 250 lb or less at joint(s) 10, 11, 5, 6, 7, 8, 9 except 2=569(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-524/0 BOT CHORD 2-13=-32/403, 12-13=-32/403 WEBS 3-12=-453/36 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (11) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5, 6, 7, 8, 9. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 2, 11, 5, 6, 7, 8,9. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5, 6, 7, 8, 9. 10) -This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard September 22,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 84114.473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery,erection and bracing, consult ANSITTPII Quality Criteria, DSB-89 and BOSH Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. theTRUSSco. INC Job 1 • Truss Truss Type Qty Ply GARY/SIDHU HOMES/46TH LANE CUSTOM 111927188 SJ708697 MO1 Monopitch 5 1 Job Reference (optional) Truss Co, Sumner, WA 8 120 s Jun 27 2017 MiTek Industries, Inc Thu Sep 21 16:31.39 2017 Page 1 I D:30GdnC4jHY?VI MKrecJXOycPPu-F6ZtR2pYH 1 xXhlabRox4ZwuERpa WvY2ddHSzHSybLx2 -2-0-0 2-0-0 2-0-0 2-0-0 3 2-0-0 2-0-0 Scale = 1:8.7 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IBC2015/TP12014 CSI. TC 0.33 BC 0.03 WB 0.00 Matrix -P DEFL. in (loc) I/deft Ud Vert(LL) -0.00 2 >999 360 Vert(CT) -0.00 2-4 >999 240 Horz(CT) -0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 8 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (lb/size) 4=-8/Mechanical, 2=341/0-5-8 (min. 0-1-8) Max Horz 2=23(LC 9) Max Uplift 4=-53(LC 16), 2=-77(LC 12) Max Gray 4=23(LC 12), 2=343(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) Wind: ASCE 7-10; Vult=llomph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=3.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. • 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2. 8) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 44, WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIl-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibili'rty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-69 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. September 22,2017 theTRUSSco. m c. Job 10 " . Truss Truss Type Qty Ply GARY/SIDHU HOMES/46TH LANE CUSTOM 111927189 SJ708697 M02 Monopitch 1 1 Job Reference (optional) Truss Co, Sumner, WA N _ d NI d 1 8 120 s Jun 27 2017 MiTek Industries, Inc: Thu Sep 21 16:31:39 2017 Page 1 I D:30GdnC4jHY?VIMKrecJXOycPPu-F6ZtR2pYH 1 xXhl abRox4ZwuEQparvY2ddHSzHSybLx2 -2-0-0 1-0-0 2-0-0 1-0-0 4x6 3 1-0-0 1-0-0 Scale = 1:8.3 Plate Offsets (X,Y)- 13:0-1-14,0 0-01, 13:0-5-6.0-2-01. 14:0-1-10.0-0-111 LOADING (psf) TC LL 20.0 TCDL 15.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incl. , YES Code IBC2015/TP12014 CSI. TC 0.34 BC 0.00 WB 0.00 Matrix -P DEFL. in (loc) 1/deft L/d Vert(LL) -0.00 2 >999 360. Vert(CT) -0.00 2 >999 240 Horz(CT) -0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 5 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (lb/size) 4=-169/Mechanical, 2=409/0-5-8 (min. 0-1-8) Max Horz 2=24(LC 12) Max Uplift 4=-189(LC 16), 2=-111(LC 12) Max Gray 4=62(LC 12), 2=409(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=3.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) .TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=189, 2=111. 8) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Me -7473 BEFORE USE. • Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. September 22,2017 theTRUSSco. INC. Job . a' Truss Truss Type Qty Ply GARY/SIDHU HOMES/46TH LANE CUSTOM 111927190 SJ705697 R1001 - Rafter 1 Job Reference (optional) Truss Co, 0 d Sumner, WA 8 120 s Jun 27 2017 MiTek Industries, Inc. Thu Sep 21 16:31:40 2017 Page 1 I D:30Gdn C4jHY?V1MKrecJXO_ycPPu-jJ7 GeOgA2L30JS90?WSK67QPgDw8e_I msxB WpvybLxl 24-7-8 24-7-8 Scale ¶Q1:40.1 2-10-14 5-9-14 8-7-13 11-5-13 2-10-14 2-11-0 2-9-15 2-9-15 1 14-3-12 2-9-15 2-9-15 1 19-11-10 2-9-15 22-9-9 22-110 24-7-8 0-'111 1-8-14 2-9-15 LOADING (psf) TC LL 20.0 TCDL 15.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.37 BC 0.00 WB 0.00 Matrix -SH DEFL. in (loc) 1/deft Ud Vert(LL) -0.02 7-8 >999 360 Vert(CT) -0.02 7-8 >999 240 Horz(CT) -0.00 9 n/a n/a PLATES GRIP Weight: 30 lb FT = 20% LUMBER- TOP UMBER- TOP CHORD 2x4 HF No.2 • BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-2-2 except (jt=length) 1=Mechanical, 2=0-4-4. • (Ib) - Max Horz 1=155(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 2, 3, 4, 5, 6, 7, 8, 9 Max Gray All reactions 250 lb or less at joint(s) 1, 2, 3, 4, 5, 6 except 7=308(LC 16), 8=258(LC 16), 9=442(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 -(lb) or less except when shown. NOTES- (g) 1) Wind: ASCE 7-10; Vult=l lOmph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=3.0psf; h=25ft; B=45ft; L=25ft; eave=4ft; Cat. II; Exp B;' enclosed; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=25.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) -Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4, 5, 6, 7, 8, 9. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3, 4, 5, 6, 7, 8, 9. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3, 4, 5, 6, 7, 8, 9. 8) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard a WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSITTPI1 Quality Criteria, DSB-89 and BC5I1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofio Drive, Madison, WI 53719. - September 22,2017 theTRUSSco. INC. Symbols PLATE LOCATION AND ORIENTATION " Center plate on joint unless x, y 4 offsets are indicated. Numbering 6-4-8 System dimensions shown in ft-in-sixteenths aGeneral Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal orX-bracin g g, is always required. See BCSI1. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. 3 Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building erection supervisor, properly owner and all other interested p arties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. and size, and 12. Lumber used shall be of the in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. MEIDimensions �� � are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. O- 16 1 TOP CHORDS (Drawings not to scale) I 2 3 _ TOP CHORD 11%//rtit% 4 IkliPl'alliAll C7-s c6-7 C5-6 0 ce (2designer, U Om O F ■�� For 4 x 2 orientation, locate plates 0- 'hs" from outside edge of truss. This symbol indicates the BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. - PRODUCT CODE APPROVALS ICC-ES Reports:species ESR-1311, ESR-1352, ER-5243, 9604B, 9730, 95-43, 96-31, 9667A NER 487, NER-561 95110, 84-32, 96-67, ER-3907, 9432A ©2006 MiTek® Rights Reserved required direction of slots in * Plate Software PLATE 4 LATERAL BEARING #1111011111,reaction location x �//� IIndicates connector plates. details available in MiTek 20/20 or upon request.•8. SIZE The first dimension is the plate 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. location where bearings (supports) occur. Icons vary but section indicates joint f, € d+v.✓ L L INC. . number where bearings occur. �� Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. STRUCTURAL CALCULATIONS BEAMS SHEAR FOUNDATIONF2L3 NEW RESIDENCE 14837 46th Lane S. Tukwila, WA 98168 (Site Lot #9) Sidhu Homes Gary Singh 206-244-1900 September 13, 2017 REVIEWED FOR CODE COMPLIANCE APPROVED OCT 062011 • City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA SEP 1 2 2017 PERMIT CENTER Engineer's Note: These calculations are the same as for the plan house for 14828 46th Lane S. (Lot 8). The house plans have been reversed is the only difference. This note is intended to assist staff in permit review. Prepared by: Bruce S. MacVeigh, P.E. Civil Engineer 14245 59th Ave. S. Tukwila, WA 98168 _ Cell Ph: (206) 571-8794 Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotech 14245 59th Ave. S. Tukwila, WA 98168 Cell: 206-571-8794 City of Tukwila Attn: Building Official/Plans Examiner Subject: Structural Design Revision - Basement Removed from House Design - New Residence, 14828 46th Lane S., Tukwila, WA 98168 PN: 004200-0143 (Site Lot #8) —7277//s* LETTEL cal ,4pPc ES 7d LoT'� �l s eALC 'S /Its 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. The plan changes as shown on the revised Sheet #P2 are as follows: 1. All living space and access stairway areas are eliminated. 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 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, B ce S. MacVeigh, P. Civil Engineer garysinghlot8basementdeleted/1763 23,e - ' /7 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" TJIGGe at 16" spacing. ' BEAM CALCULATIONS DATE: /13/17 "7-, 6- / PROJECT: rfr,cdy BEAM LOCATION: 7'7 SPAN = L= / FEET le 5 /6 BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Cell: (206) 571-8794 DL PSF LL = 4e) PSF THEREFORE 'IL = PSF w TL x width contrib. area = 73 PLF 5-5" • el, „Z MDES. (UNIF. LOAD) = w X L2/8 = 73. /6 z9 K 73 BEAM OR JOIST TYPE: TL72- GRADE: // S = b x d2/6 THEREFORE: IN3 = NicAp. = S MCAP. = GREATER THAN Fb MDES. Fb FT # FT # FT # 1N# IL x P) x X FT# FT # FT # IN # (Min. S Req'd = IN3 PSI IN # = 3, o I s 1)(1,# 72 < = Zi 3"4C:' 1,4# REQUIRED THEREFORE OKAY Design Properties, Material Weights, and Job -Site Safety 5 Trus Joist • Design Properties (100% Load Duration) TJI® Joist Specifiers Guide 2025 • January 2004 `Basic'Properties : ::..Reaction Properties x ,•- Maximums 4� , Depth TJI® Joist ; Resistive i foist Only Maximum ;xr �MWeight' Momentil)y" EI x 106.E Verlical� (Ibs/1t):, (fobs)- (in 2 lbs) Shear (lbs)> 1�/a" 31/2 intermediate , =i End ' Reaction:(Ibs) ti .Reaction ."No Web 5 .:,With Web: (lbs) Stiffeners Stiffeners, . 110 .>; 2Z "" .,_ 2,380 '` 1 4.0.!::.',..:','....'.'.71`..:220.."!'K:',. 885.;,, ' 1,935 .:N.A. '-:. '9'fi" ::210 : , 2B `,- t 2;860n :„� °167 .., :1;330 a.....-4.980.4.-?,..- - _12,145 N.A.. '+.'.: "230 ;-, . 2.7.E: ii .. ..3;175.b ._ :183..:' '1;330 f - 1:.035,:; '2,410-:,:$;W:.t., N A :T9; 110 .•: 2.5 u ,3,015 4 ; n238.: ' 1;560 t,:.' „ 885.. ,,i;. :1,935 ,;x2,295;:. ' 2102-8 4 3,620 , `283 s 1.;655 : 9802;145 505`•': 1,035 .':2;410 2,765 .-' 11% 2303 0 :i 4;015 310. 4.-6551' 360 3-;9::!,i.:."..-:..:....,-.-•.-''..6-;1130.1..,.1.-:-: 419 1;705 . '1 080 . 2;460 2,815 -. 4. 1;265,x. ..--,.....3;000:...51,..43;47.5777: .:;1,935 ':2;295: ' . x560 .s': 40; ' r, . _9,500'?°>r .„,636..= ,. 2,050. , _ 110 2 8 �x :3;565"',;;:'. '351 :4••-k'.;','::-IAO:.:".;"...;885.riifi' ;/::210.;,....5.,.,,a1..:31 �... �� X415 h1;945 `4280 .h 980 4. 2,145 z E,*;2505 .c".- 230,'i 33 - ,x 4 755 : < 1:945 s,, . -1,035 '..: ;2,410 .- . ,,; 2,765„ :: 360",',:.'"::4::;;5":.;`r F' 7,335 ,6121,955 -a: 1,080 y...2:460 -- - t2 815 . =: 560- `4 2.. f,,� 1 1275 ,",,- .' h926 ,. 2;390 s;. ; . .: ; 51,265 f .; 3,000,•-f•M4:: 3,475: z fN; 210 ".,:.:..g13.`431 -17-;'A.:-.;- , ' 4,895 a- ,f4..1. M :;2;1.90 980 .171 '.:. 2,145 x,.. ;= 2,505 -: 16'230 a: 3 5 ' X51440? $ 1.;',61.8.-.; 2190 1,035 2,410 ,, 2 765 ':. ,, 1,080 •.": 2,460 ..;.2,815...., '1:0;5;i1, -2050.n..;, ..,3;000 $...:.: 3 475 w. 360 35 :; . 8,405 .x:..830., .2;`190 • 560::: * 4:5,.1 ..:1,2;925 :;.:311,252;: .....2,7:10 i ..: (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 onthe 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 + dx105 w = uniform load in pounds per linear foot L = span in feet d = out -to -out depth of the joist in inches El = value from table above TJI® joists are intended for dry -use applications ArL Material Weights (Include TJI® weights in dead load i calculations -see Design Properties table at left for joist weights) Floor Panels Southam Pine . 1 lh' plywood 1.7 psf 441' plywood '2.0 psf ;4' plywood 2.5 psf 1W plywood 3.8 psf OSB '1.8 psf 4' OSB '2.2.psf V4' OSB 2.7 psf 2/fi" OSB 3.1 psf 1W OSB 4.1 psf Based on: Southern pine - 40 pcf for plywood, 44 pcf for OSB Roofing Asphalt shingles 2.5 psf Wood shingles 2.0 psf Clay tile 9 0 to 14.0 psf Slate ('thick) 15.0 psf Roll or Batt Insulation (1" thick): . Rock wool 0.2 psf Glass wool . 0.1 psf Floor Finishes Hardwood (nominal 1') 4.0 psf Sheet vinyl 0.5 psf Carpet and pad 1.0 psf 3/4' ceramic or quarry tile 10.0 psf Concrete: Regular (1') 12.0 psf Lightweight (1') 8.0 to 10.0 psf Gypsum concrete (3/4') 6.5 psf Ceilings Acoustical fiber tile 1.0 psf Oypsum board .2;2 psf V3' gypsumboard 2.8 psf Plaster (1' thick) 8.0 psf ack of -concern for properbracing during construction can `result in serious accidentsktJnde-nente1 conditions:if the_'. felloiiiiti gmde)ilnes'are observed,accidentswfil be.:avoided M straw t*twrthinialt 110, MAI BEAM CALCULATIONS DATE: PROJECT: BEAM LOCATION: FF4 fi BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Cell: (206) 571-8794 SPAN = L = /fes FEET DL = /5"-- PSF LL = ‘5";' PSF THEREFORE TL = s PSF w = TL x width contrib. area = 9•Q 8 PLF MDES. (UNIF. LOAD) = W X L2/8 FT # = 90 8 , i'/8 FT # = FT# IN# /_74-)/ZS— MDES. (POINT LOAD) = ((L )/L x P) x X FT# FT # FT # IN # BEAM OR JOIST TYPE : 62 / GRADE: 5.--71),- Fb = 2 9'� PSI 3 /e 4x I a" S=bxd2/6 IN3 = THEREFORE: MCAD. (Min. S Req'd = IN3) _ e)0IN3 S . Fb = IN # MCAP. = 7 S, o o, 2 4. GREATER THAN MDES. THEREFORE OKAY. /8d oo a IN# / X6,1 z S IN # REQUIRED 'BEAM CALCULATIONS DATE: PROJECT: BEAM LOCATION: 479 /LI SPAN = L= / 0 FEET BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Cell: (206) 571-8794 DL = PSF LL =4f° PSF THEREFORE rn, = PSF w = U x width contrib. area = PLF g( MDES. UNIF. LOAD) = W X L2/8 MDES. (POINT LOAD) = ((L — FT # FT # FT # IN # x P) x X FT # FT # FT # iN # BEAM OR JOIST TYPE: (-/ 25- GRADE: 7i- Fb = 4°62 PSI 378 ttx S = b x d2/6 IN3 = THEREFORE: McAp. = S MCAP. = (Min. S Req'd = IN3) IN3 Fb = IN # GREATER THAN MDES. THEREFORE OKAY /Reif .e.r e) IN # 925'; IN # REQUIRED BEAM CALCULATIONS DATE: PROJECT: G -D BEAM LOCATION: BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Cell: (206) 571-8794 SPAN = L = /0 FEET DL = PSF LL = 4° PSF THEREFORE IL = S PSF w = 11 x width contrib. area = Z7 PLF BEAM OR JOIST TYPE : 378 x S = b x d2/6 IN3 = THEREFORE: WAR = S MCAP. MDES. (UNIF. LOAD) = W X L2/8 ? • /02/ .••••••*•• FT # •FT # FT # IN # MDES. (POINT LOAD) = ((1., -/-X) / L x P) x X FT # FT # FT # 1N# GRADE: Fb GREATER THAN MDES. S7b Fb = g67 PSI (Min. S Req'd = IN3) 1N3 IN # = /190, oo 0 IN # = 47) 25-0 IN # REQUIRED THEREFORE OKAY BEAM CALCULATIONS DATE: PROJECT: BEAM LOCATION: F SPAN = L = /6 FEET to • BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Cell: (206) 571-8794 ISL = PSF LL = `2r° PSF THEREFORE TL = .SS! PSF w = TL x width contrib. area = 2-75- • PLF 5-.5"-i MDES. (UNIF. LOAD) = W X 1,2/8 FT # = 275-, /6'/s FT # FT # IN# /C2 s 4..e90 MDES. (POINT LOAD) = ((17-/- X) / L X P X FT # FT # FT# IN # BEAM OR JOIST TYPE : GRADE: C7P Fb = 2 4' PSI -761fr (Min. S Req'd = IN3) S=bxd2/6 IN3= = IN3 THEREFORE: McAP. IN# MCAP. = = /86/000 IN # GREATER THAN MDES. = /o 6o v IN # REQUIRED THEREFORE OKAY J3EAM CALCULATIONS DATE: PROJECT: BEAM LOCATION: SPAN = L = // FEET BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Cell: (206) 571-8794 DL = $ PSF LL = '7° PSF THEREFORE TL = c- PSF w = TL x width contrib. area = 5-5-e PLF .5` , to- MDES. o MDES. (UNI'. LOAD) = W X L2/8 = 5 .e� ' /r%/ = X)/LxP FT# FT # FT # IN # X FT # FT # FT # IN# BEAM OR JOIST TYPE : � 1 GRADE: 5--711) Fb = � 4U° PSI S=bxd2/6 IN3 = THEREFORE: McAP. = S T AP. GREATER THAN MDES. (Min. S Req'd = IN3) IN3 IN # r'e'c°4 IN# = % 52 IN # REQUIRED THEREFORE OKAY BEAM CALCULATIONS DATE: PROJECT: BEAM LOCATION:` r SPAN = L = / FEET BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Cell: (206) 571-8794 DL = /s PSF LL = 4° PSF THEREFORE TL = S S PSF w = TL x width contrib. area = 515—c) PLF MDES. (UNIF. LOAD) w x. L2/8 = z%.� = Z6 ) c=)6 MDES. (POINT LOAD) = ((L — X) / L X P FT # FT # FT #. IN# XFT# FT # FT # IN # BEAM OR JOIST TYPE :G2 GRADE: 5-0 - Fb = ?f PSI S= b x d2/6 IN3 = (Min. S Req'd = /7 / IN3) IN3 THEREFORE: McAP. = S • Fb = IN # McAP. = /27. a E c, q''' GREATER THAN MDES. 25 5 ?U 0 IN # = ?C 6 IN # REQUIRED THEREFORE OKAY ,BEAM CALCULATIONS DATE: PROJECT: BEAM LOCATION: SPAN = L = /( FEET BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Cell: (206) 571-8794 DL = / PSF LL = 4r° PSF THEREFORE TL = S5' PSF w = TL x width contrib. area = z PLF MDES. (UNIF. LOAD) = W X L2/8 ?75°l/z�#� 49, 9 / MDES. (Ptt OINT LOAD) = ((L X)/L x P FT # FT# FT # IN# X FT # FT# FT # IN # BEAM OR JOIST TYPE : GRADE: f' 7#1 Fb — PSI .ef"` Fx/ac (Min. S Req'd = S = b x d2/6 IN3 = = % 3 %% IN3 THEREFORE: McAP. S Fb = IN # IN3) McAP. E :�- Via" _ <1; Ca t IN # GREATER THAN MDEs. = 4q/7/ 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 ABOVE THIS ASSUMPTION IS CONSERVATIVE. ;eeAtia. 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' 50' 45' 40' 'l l > 0.0 B-1 1 7r9_,6, f `. 35' 0. 96.3 - 216.2 216.2 - 96.3 -- 0.0 10' U) 5' -15' -10' -5' 0' 5' 10' 15' 20' 25' . 30' 35' 40' 45' 50' 55' 60' 65' 70' 75' 80' 85' — Factored shearline force (Ibs) Factored holddown force (lbs) • C Compression force exists Vertical element required Loads: Directional Case 1 Wind (W); Forces $ S I Unfactored applied shear load (plf) 0--® Unfactored dead load (plf,lbs) 0-0 Unfactored uplift wind load (plf.lbs) --HI Applied point load or discontinuous shearline force (Ibs) 0.6W + 0.6D; Flexible distribution 0' -5' -10' -15' -20' -25' -30' WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN garysinghlot8.wsw Level 1 of 2 WoodWorks® Shearwalls 11.0.1 152.4 1111111 MIII Ni O O U) 11111111111111111 I 111 1 I I 1 int C&C 60.2/71.1 B-46- ')� 2 A-1 6�.2 L1.°4cpm' 209 8 TIM 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' Sc Factored shearline force (Ibs) Factored holddown force (Ibs) Compression force exists Vertical element required Unfactored applied shear load (plf) 0--(D Unfactored dead load (plf,lbs) G—® Unfactored uplift wind load (plf.lbs) —HI Applied point load or discontinuous shearline force (Ibs) 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 garysinghlot8a.wsw Project Information DESIGN SETTINGS Jul. 17, 2017 11:59:50 Design Code IBC 2015/AWC SDPWS 2015 Wind Standard Seismic Standard ASCE 7-10 Directional (All heights) ASCE 7-10 For Design (ASD) 0.70 Seismic 0.60 Wind Load Combinations For Deflection (Strength) 1.00 Seismic 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<=100F 15% dry 10o 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 ITE 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 6.50 6.50 Case 2 E -W loads N -S loads Eccentricity (%) 15 15 Loaded at 75% Fa: 1.20 Fv: 2.60 - 1 WoodWorks® ShearwalIs 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 Level1 Foundation 21.67 13.67 2.83 2.00 0.0 10.0 10.0 8.00 10.00 13.8 13.8 14.5 14.5 BLOCK and ROOF INFORMATION Block Dimensions [ft] Face Type Roof Panels Slope Overhang [ft] Block 1 2 Story N -S Ridge Location X,Y = 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 WoodWorks® Shearwalls 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 lbs/in Size Fasteners Type Df Eg in Fd in Bk Apply Notes 1 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 Y 2,3 2,3 Legend: Grp — Wall Design Group number, used to reference wall in other tables Surf — Exterior or interior surface when applied to exterior wall Ratng — Span rating, see SDPWS Table C4.2.2.2C Thick — Nominal panel thickness GU - Gypsum underlay thickness Ply — Number of plies (or layers) in construction of plywood sheets Or — Orientation of longer dimension of sheathing panels Gvtv — Shear stiffness in Ib/in. of depth from SDPWS Tables C4.2.2A-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 pane( orientation is tlonzontat. See.SOPWS T4.3P. Note 2. FRAMING MATERIALS and STANDARD WALL by WALL GROUP Wall Species Grade b d Spcg SG E Standard Wall Grp in in in psi^6 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 Legend: Wall Grp — Wall Design Group b — Stud breadth (thickness) d — Stud depth (width) Spcg — Maximum on -centre spacing of studs for design, actual spacing may be less. SG — Specific gravity E — Modulus of elasticity Standard Wall - Standard wall designed as group. Notes: Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs. 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 - Level 1 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 Level 1 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 - Level2 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 61.00 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 - Level 1 Line A 1 0.00 0.00 67.00 67.00 17.00 - 10.00 Wall A -i 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 - - 50.0.0 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 - 38.00 56.00 18.00 - 56.00 62.00 6.00 - 62.00 67.00 5.00 1 37.00 0.00 67.00 67.00 38.00 1 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.pesforated wails, itis 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 - r 5 WoodWorks® Shearwalls garysinghlot8a.wsw Jul. 17, 2017 11:59:50 Loads WIND SHEAR LOADS (as entered or generated) Level 2 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 W L Root 1 W ->E Wind 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 16.50 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 Wali 1 E ->W Wind Line 0.00 37.00 89.9 Block 1 E Wali 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 Block1 S R Roof 1 S ->N Wind Line 33.50 68.81 126.3 0.0 Block 1 S R Roof Min S ->N Wind Line 33.50 68.81 81.5 0.0 Block 1 to L Root Min S->13 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 [ft] [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 WoodWorks® Shearwalls garysinghlot8a.wsw Jul. 17, 201711:59:50 WIND SHEAR LOADS (as entered or generated) (continued) Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 S Wall S Wall S Wall N Wall N Wall N Wall N Wall S Wall S Wall S Wall S Wall N Wall N Wall N Wall N Wall 1 S ->N Wind Line 0.00 67.00 123.8 Min S ->N Wind Line 0.00 67.00 46.7 1 S ->N Wind Line 0.00 67.00 85.9 1 S ->N Lee Line 0.00 67.00 90.4 Min S ->N Lee Line 0.00 67.00 46.7 Min S ->N Lee Line 0.00 67.00 32.0 1 S ->N Lee Line 0.00 67.00 62.0 Min N ->S Lee Line 0.00 67.00 46.7 1 N ->S Lee Line 0.00 67.00- 90.4 1 N ->S Lee - Line 0.00 67.00 62.0 Min N ->S Lee Line 0.00 67.00 32.0 Min N ->S Wind Line 0.00 67.00 46.7 1 N ->S Wind Line 0.00 67.00 85.9 1 N ->S Wind Line 0.00 67.00 123.8 Min N ->S Wind Line 0.00 67.00 32.0 Legend: Block - Block used in load generation Accum. = loads from one block combined with another Manual = user -entered loads (so no block) F - Building face (north, south, east or west) Element - Building surface on which loads generated or entered Load Case - One of the following: ASCE 7 All Heights: Case 1 or 2 from Fig 27.4-8 or minimum loads from 27.1.5 ASCE 7 Low-rise: Reference comer and Case A or B from Fig 28.4-1 or minimum loads from 28.4.4 Wind Dir - Direction of wind for loads with positive magnitude, also direction of MWFRS. Surf Dir - Windward or leeward side of the building for loads in given direction Prof - Profile (distribution) Location - Start and end points on building element Magnitude - Start = intensity of uniform and point loads or leftmost intensity of trapezoidal load, End = right intensity of trap load Trib Ht - Tributary height of area loads only Notes: All loads entered by the user or generated by program are specified (unfactored) loads.The program applies a load factor of 0.60 to wind loads before distributing them to the shearlines. 7 Woodworks® Shearwalis garysinghlot8a.wsw Jul. 17, 2017 11:59:50 WIND C&C LOADS Block Building Face Wind Direction Level Magnitude [psfl 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 1 611.2 71.1 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 [lbs,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 1-1 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 Line 0.00 67.00 40.0 40.0 Level 1 Magnitude Trib Force Building Block Wall Profile Location [ft] [Ibs,plf,psf] Width Dir Element Line Start End Start End [ft] Both Wall 1-i 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 -i 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-i n/a 1 Line 0.00 37.00 50.0 50.0 Both Wall 2-1 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 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) loads.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: 1-1, 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 [pit] v vmax V [lbs] Asp -Cub Int Ext Int Allowable Shear [plf] Ext Co C Cmb V [lbs] Resp. Ratio Line 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 - - Level 1 Ln3, Levl - Both - - 15684 - - - - - - 24010 - Wa11 3-1 1 Both - - 15689 - 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 [plf] Asp -Cub Allowable Shear [pit] Resp. Shearlines Gp Dir v vmax V fibs] Int Ext Int Ext Co C Cmb V ribs] Ratio Line A Level 2 LnA, Lev2 - Both - - 4330 - - - - - -. 20615 - Wall A -i 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, Levl - 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 - 2.0 - 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 1 ,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 Seq. 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. "^" 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 as per 4.3.4.3 V - ASD factored shear force. For sheartine: 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. "^" 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 as per 4.3.4.3 V - ASD factored shear force. For sheartine: 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-1 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 -i 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 Op1 5.13 37.00 1 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 1-JDU5-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 -i 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 S -i 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 -i L Op 5 53.80 31.99 1 3633 3633 AO[35-SDS2. 5645 0.64 B -i R Op 5 59.13 37.00. 1 1290 1290 HDU5-SDS2. 5645 0.23 B -i 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 Op 4 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 Legena: Line -Wall: At wall or opening - Shearline and wall number At vertical element - Sheariine 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 forcet 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 fore /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 7 Line- Wall Position on Wall or Opening Location [ft] X Y Load Case Drag Strut Force [lbs] ---> <--- Line 3 3-1 Left Opening 1 67.00 17.00 1 199 688 3-i 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-1 Right Opening 3 39.00 0.00 1 2406 2267 A-1 Left Opening 4 44.00 0.00 1 24 48 A-1 Right Opening 4 50.00 0.00 1 722 650 A -i Left Opening 5 54.00 0.00 1 646 673 A-1 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-1 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 -> <- tine 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-1 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-1 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 ofopening 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 shearwall 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 Defl 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 LineA 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 0.88 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 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 B-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 8-1,3 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 2 Both Ext 373.8 18.00 8.00 16.5 .004 19.4 177 .028 .154 0.13 0.29 3-1,2 Both Ext 186.4 9.00 8.00 16.5 .004 19.4 177 .028 .077 0.21 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 D.D 3.00 8.70 16.5 .00D 19.4 177 .D28 .D00 0.00 0.00 Line B 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 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 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- 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 elasticityin 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) ory drift WaII, segment W Gp Dir Srf v Of 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 26.5 .004 25.7 169 .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 8-1,3 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 8-1,4 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 B-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 Level 2 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 Line A 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 0.0 3.00 8.00 16.5 .000 19.9 175 .027 .000 D.D0 0.00 Line B B-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 B-1,4 Both Ext 0.0 4.00 8.00 16.5 .000 19.9 175 .027 .000 0.00 0.00 B-1,5 Both Ext 221.1 18.00 8.00 16.5 .002 19.9 175 .027 .089 0.11 0.20 B-1,6 Both Ext 0.0 5.00 8.00 16.5 .000 19.9 175 .027 .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 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. CC1- 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) isp/acements are used to determine deflections for force distribution Wall, segment Dir Hold- down Uplift force lbs Elong /Disp Manuf Add in in da in Slippage Pi lbs da in Shrink da in Crush+ Extra in Total da in Hold Defl in Level 1 Line 1 1-1 Both HDU5-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 HDU5-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 Line B B -i,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 N 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 .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 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 Legend: Wall, segment - Wall and segment between openings, e.g. 8-3, 2 = second segment on Wall 3 on Shearline 8 Dir - Force direction Uplift force (P) -Accumulated 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 garysinghlot8a. 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 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 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 t 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 HDU5-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 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 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 Deft' 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 2512 .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. 8-3, 2 = second segment on Wall 3 on Shearline 8 Dir - Force direction Uplift force (P) -Accumulated hold-down tension force from overturning, dead and wind uplift 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 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 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 ` deft 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 deft — Largest deflection for any shearline on level in this direction; refer to Serviceability Deflections table Line — Shearline 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 Fastener Withdrawal [lbs] Force ' Cap Force/Cap End 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 1.001 2 2 42.7 190.6 0.22 28.4 24.1 205.5 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. Legend: Grp - Wall Design Group ( results for all design groups for rigid, flexible design listed for each wail ) Sheathing: Force - C&C end zone exterior pressures using negative (suction) coefficient in ASCE 7 Figure 30.4-1 added to interior pressure using coefficients from Table 26.11-1 Cap - Out -of -plane capacity of exterior sheathing from SDPWS Table 3.21, factored for ASD and load duration, and assuming continuous over 2 spans Fastener Withdrawal: Force - Force tributary to each nail in end zone and interior zone Cap - Factored withdrawal capacity of individual nail according to NDS 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 [lbs] 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 All 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 = 0.80; Ev = 0.120 D unfactored; 0.084 D factored; total dead load factor. 0.8 - 0.084 = 0.516 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 Sheariines W Gp For Dir ASD Shear Force [pit] v vmax V [Ibsi Asp -Cub Int Ext Int Allowable Shear [pif] 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 [plf] 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 Level 1 LnA, Levl - Both - - 2545 - - - - - - 7963 - Wall A-1 1 Both - - 2545 - 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 - 176 - .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-1 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 - 34,8 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, Levl - 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 Seg. 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 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 garysinghl ot8a. 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 wait 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 wail. 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 i -i 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-1 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-1 R Op 4 50.13 0.00 1483 1483 HDU5-SDS2. 5645 0.26 A-1 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 -i 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 i-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 Line B 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 - Shearline and wall number At vertical element - Shearline Posit'n - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Hold-down Forces: Shear- Seismic shear overturning component, factored forASD by 0.7. For perforated walls, T from SDPWS 4.3-8 is used Dead - Dead load resisting component, factored forASD 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 I' WoodWorks® Shearwalls garysinghlot8a.wsw Jul. 17, 2017 11:59: 50 Crit. Resp. — Critical Response = Combined ASD force/Allowable ASO 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 Position on Wan or Opening Locauon Luj X Y ru11.0 Laval -> <- Line 3 3-1 Left Opening 1 67.00 17.00 39 167 3-1 Right Opening 1 67.00 19.00 99 305 Line A A-1 Right Opening 2 28.00 0.00 1063 1063 A-1 Left Opening 3 33.00 0.00 500 461 A-1 Right Opening 3 39.00 0.00 728 689 A -i Left Opening 4 44.00 0.00 142 165 A -i 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 -i Right Opening 1 5.00 37.00 190 190 B -i Left Opening 2 10.00 37.00 353 353 B-1 Right Opening 2 15.00 37.00 543 543 B -i 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-1 - 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-i 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 - Sheadine 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 garysinghlot8a.wsw Jul. 17, 2017 11:59:50 DRAG STRUT FORCES (flexible seismic design) flr,,Rtri I WoodWorks® Shearwalls garysinghlot8a.wsw Jul. 17, 2017 11:59:50 DEFLECTION (flexible seismic design Wall, segment W Gp Dir Sri v pit 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 _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 298.3 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 B-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 B-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 B-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 B-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 .026 .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 Line B Both Ext 0.0 3.00 8.00 16.5 .000 19.4 177 .026 .000 0.00 0.00 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 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 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 Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearfine 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 dell = Deflection from bending + shear + hold-down, as per SDPWS C4.3.2-1 31 H WoodWorks® ShearwalIs garysinghlot8a.wsw Jul. 17, 2017 11:59:50 HOLD-DOWN DISPLACEMENT (flexible seismic design We, 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 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 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 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, 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 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 l3 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 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 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. 8-3, 2 = second segment on Wall 3 on Shearline 8 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: Elong/Disp - Elongation when slippage calculated separately; displacement when combined elongation/slippage used Manuf - Using manufacturer's value for anchor bolt length, or no bolt contribution for connector -only elongation. Unless marked with * = (ASD uplift force /ASD hold-down capacity) x max strength -level elongation or displacement * - Maximum strength -level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness. Add - Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector -only elongation = PL / ( Ab x Es ); Ab - bolt cross-sectional area; Es = steel modulus = 29000000 psi; L=Lb -Lh; Lb = Total bolt length shown in Storey Information table; Lh = Manufacturer's anchor bolt length for given displacement/elongation from hold-down database. 32 WoodWorks® 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 STORY DRIFT (flexible seismic design Level Dir Wall height ft Max dxe Line Actual Story Drift (in) Max Center dx of Mass C of M dxe C of M dx hsx ft Allowable Story Drift Delta a Ratio in Max C of M 1 10.00 10.83 3.25 N< ->S 0.18 3 0.73 33.51 0.03 0.14 0.22 0.04 E< ->W 0.74 A 2.98 18.50 0.55 2.22 0.92 0.68 2 8.00 8.00 2.40 N< ->S 0.15 3 0.58 33.50 0.11 0.42 0.24 0.18 E< ->W 0.20 A 0.80 18.50 0.17 0.69 0.33 0.29 ASCE 7 Eqn. 12.8-15: dx = dxe x Cd / le Deflection amplification factor Cd from Table 12.2-1 = (E -W), 4.0 (N -S) Importance factor le = 1.00 Legend: Max dxe - Largest deflection for any shearline on level in this direction; refer to Deflections table - Line - Shearline with largest deflection, on level in this direction hsx - Story height in ASCE Table 12.12-1 = Height of walls plus joist depth between this level and the one above. Max dx - Largest amplified deflection on level in this direction using ASCE 7 Eq'n 12.8-15 C of M dxe - Deflection at the center of mass of this level; from interpolating deflections at adjacent shearlines. C of M dx - Amplified deflection at center of mass using Eq'n 12.8-15. Does not include differences between top and bottom diaphragm deflection. Delta a = Allowable story drift on this level from ASCE 7 Table 12.12-1 Ratio - Proportion of allowable story drift experienced, on this level in this direction. 34 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. W4 L _cv,eew,ag'45. L • t =7 x 1/8 i. 7() ciw y5 Pc /5» 5 7Z1,40 V4 /$- -7: x .et/8 3 '3! 5- 3 5-7 015 - = -6‘ 7 •*7 /SO) s -- L , (eA. 9e,S" 03 e /Alt? 45-0 4A. 2 7cD / 7,34 34/ ( 3 3,z.1044°3,17` /`-~I , 6 5' 6 - /, ‘37 -rt /G z7/ /77 /5 /4 /0O pc, jei 7-5 )—.J, 1 -7 `056/x1'• /3 5-..._i /4/ DK Z7 ci r — 3e'c O O$/ ,may 60 K s r Ad/zt o , t 6 SQ. / , 3/4 (7\( ® /0" V/,4L-L.. Do ES /107 A..L.-757e., ilex k a 612,91,1 -z -2 - IA/ a/ntet'?'rlit/,P L i— //LJ L., l/,c PR r Li/ vus 44.5_ 1 r f C -7L)/4-1/4 -7°° c�/Z _- / S -® P s 5- a-6•=-__ o L 8, 7 5"• z �- 5- 3 tie r9 d° /J', !Z s-- • 5". e-3 76, 562_ /l 7,', $__4' a/2-- • �/O rte- L� ! Z 6 e ‘0JQC)t3I :230 -5-42,//". /Z 815- 6°,/S-41) 15 = Bc J S`4 p elf u 1.11 UJ UJ r = CO CO 0 0 00 N V C„ N N N N • r. DDD P57 oCDN , S7.EE L. BA J EN T 9:74 October 02, 2017 C City of Tukwila Department of Community Development GARY SINGH 4642 S 146 ST TUKWILA, WA 98168 RE: Correction Letter # 1 COMBOSFR Permit Application Number D17-0247 SINGH - LOT 9 - 14837 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. Please provide a Geotechnical report analysis of the site soils by a registered geotechnical engineer. Evaluation shall include load-bearing values of site soils for footings and provide recommendations for a footing drainage system including separate recommendations for down spout drainage system. Engineering calculations for footing soils load bearing specifications shall be consistent with the geo-tech report. (IRC R401.4) 2. Please complete a Prescriptive Worksheet — All Climate Zones, Glazing Schedule, Heating System Sizing Worksheet per the Washington State Energy Code 2015. Forms are available on the WSEC website http://www.energy.wsu.edu/BuildingEfficiency/EnergyCode.aspx . 3. Window schedule shall also indicate the windows U -Value on that table sheet P7. Include a column for or identify safety glazed windows on that table. 4. Bedroom 4 -bathroom window shall be safety glazing as it is within 24 inches of the door swing. Note: Contingent on response to these corrections, further plan review may request for additional corrections. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at 206-431-3655. Sincerely, Bill Rambo Permit Technician File No. D17-0247 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 4ERM1T COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0247 PROJECT NAME: SINGH - LOT 9 SITE ADDRESS: 14837 46 LN S Original Plan Submittal X Response to Correction Letter # 1 DATE: 10/02/17 Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: ikJ P(IUU lo\ Building Division Public Works ❑ Fire Prevention Structural Planning Division Permit Coordinator CI I PRELIMINARY REVIEW: Not Applicable n (no approval/review required) REVIEWER'S INITIALS: DATE: 10/03/17 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required n n (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 10/31/17 CI 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 QERMIT COORD COPY 9 PLAN REVIEW/ROUTING. SLIP PERMIT NUMBER: D17-0247 DATE: 09/29/17 PROJECT NAME: SINGH - LOT 9 SITE ADDRESS: 14837 46TH LN S _ Original Plan Submittal Response to Correction Letter # X Revision # 1 before Permit Issued Revision # after Permit Issued DEPARTMENTS: Building Division Public Works ❑ Fire Prevention Structural Planning Division ❑ Permit Coordinator PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 10/03/17 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required DUE DATE: 10/31/17 ❑ Approved with Conditions ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire 0 Ping 0 PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY a PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0247 PROJECT NAME: SINGH - LOT 9 SITE ADDRESS: 14837 46TH LANE S X Original Plan Submittal Response to Correction Letter # DATE: 09/18/17 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: f.1 cafr Building Division II II ?MU 'u s lic Works csii °O 1 Fire Prevention Structural L 4-P 1A-47 Planning Division Permit Coordinator n PRELIMINARY REVIEW: Not Applicable Ti (no approval/review required) REVIEWER'S INITIALS: DATE: 09/19/17 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required DUE DATE: Approved with Conditions n Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: 10/17/17 REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: l 0-5)---1 1 Departments issued corrections: Bldg [N' Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PROJECT NAME: Oi O SITE ADDRESS: lot, 4-40 L 0 PERMIT NO: ': Df v �� ORIGINAL ISSUE DATE: REVISION LOG REVISION NO. DATE RECEIVED STAFF ISSUED DATE I#, TIALS STAFF INITIALS STAFF INITIALS ' `v1 /. � /' C,t(' do Summary of Revision: ;1 ft�1 v199 la\ r7 Received b : i ,,/r 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) 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: /0/2-1 "O " Plan Check/Permit Number: l I7 02Y7 ❑ Response to Incomplete Letter # Response to Correction Letter # / ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: RECEIVED CITY OF TUKWILA OCT 02 2017 PERMIT CENTER 1,04- �1, :(. °1,7 4 s;)ec.. w Project Address: ] (jQ 57 ty 6i ► t O Contact Person: G9 a / l j t kf & Phone Number: Summary of Revision: k °t (3-o Cowed--; J e6) (.4 hoe/4- �l e4S Ye& - L - KAk "e LI W;fra.aws k be_ cL Sheet Number(s): 3 r' -S -`ZS- "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\Forms\Revision Submittal Form.doc Revised: August 2015 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: 01/ 7� 1 2o! Plan Check/Permit Number: D47- b 9 7 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ❑ Revision # dic: Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Project Address: Contact Person: Summary of Revision: 3 37 c -K- Li-)Ses (-7 Si -05 4 Phone Number: 2106 - Zyj y r P ar-u D CITY OF TUKWILA. ti l PELT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision includindr e o rev'sion Received at the City of Tukwila Permit Center by: ❑ Entered in TRAKiT on W:\Permit Center\Templates\Forms\Revision Submittal Formdoc Revised: August 2015 CITY OF TUKWILA Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Permit Center/Building Division: 206-431-3670 Public Works Department: 206-433-0179 Planning Division: 206-431-3670 CERTIFICATE OF WATER AVAILABILITY Required only if outside City of Tukwila water district PERMIT NO.: 3f' 3' .'M 04 Site address (attach map and legal description showing hydrant location and size of main): '/6 /5 �.P /4 $ 76'- moi,({. Lni`cx I. "A Sri 4 `. !..O 'at 14' ;'` Name: /b4I-W Ot_Y\C. • Address:/...-— a� Lf .S� %� y i� i( -j c/ u iFC Address: Phone: / .- 'Z -it tt —t" t t.)(,)(4.-- Phone: This certificate is for the purposes of: ❑ Residential Building Permit ❑ Commercial/Industrial Building Permit 0 Rezone Estimated number of service connections and water meter size(s): 0 Preliminary Plat E { Short Subdivision O Other 77tsre. (,41)-e Vehicular distance from nearest hydrant to the closest point of structure is 5 t1 ft. Area Is served by (Water Utility District): • 2- j ,f-,,tw -6 is) Owner/Agent Signature 4001: *VA Date 1. The proposed project is within ari-e,.&.,u,,);tat / I v n (City/County) 2. 12<iMprovements required 3. The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: (Use separate sheet if more mom is needed) 4. Based upon the improvements listed above, water can be provided and will be available at the site with alpy,cp at 20 psi residual for a duration of 2 hours at a velocity of 4,7 fps as documented by the attach 6dlc 6la 5. Water availability: 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. 0 System is not capable of providing service to this project SEP 1 2 2017 PERMIT CENTER I hereby certify that the above information is true and correct 441nc Cts. tZS Agent Phone ZFx(;. - ?647 YK.2. PLt-C 9iPrvt.t2. (o -t' -n r By Date This certificate is not valid without Water District #125's attachment entitled "Attachment to Certificate of Water Avai(,3blity" \applications\water availability (7-2003) Printed: 9-16-03 ')(06;v es Ory -1 q- lc)) -0141 14816Ir- ary P.O. BoA ,29550 Tukwila, WA 98168 JUN 22 2009 Phone: (206) 242-3236 Fax: (206) 242-1527 South [% VELQPitZ4T CERTIFICATE; OF SEWER AVAILABILITY/NON-AVAILABILITY Residential: $50 Q'rCertificate of Sewer Availability Commercial: $100 OR i] Certificate of Sewer Non -Availability Part A: (To, Be Completed by. Applicant), Purpose of Certificate: ' U Building Permit U Preliminary Plat or PUD U Other arShort Subdivision U Rezone Proposed Use: I Residential Single Family U Residential Multi -Family ❑ Commercial U Other Applicants Name: cD( 8-) i.131, /�idi1 )0,15- Phone: 706, . 244 . 1.9o0 Property Address nr Approximate Location: Tax Lot Number. 6`D` i 3Q fies Cifo} 4 p 148 5-7 Liivitx LSI S c4 S s'%owe) 1 n ch Legal Description(Attach Map and Legal Description if necessa ): Lc+ `'/ b).. 2 ,S.. ctr uA .Ah &s +11 4101A7"e_, c�. cc 0Y a „3 -6 --} ,.e .p /a -t —fhee Y t ®1-' c_ c nrei Etti J,-, I' 0 i 17 plus > .50 i n )! C, k%v . Part (To Be C BBompleted'by Sewer Agency) 1. Ura. Sewer Service will be provided by side sewer connection only to an existing £ ' size sewer 6A./ feet-freffi the site and the sewer system has the capacity to serve the proposed use. OR U b. Sewer service will require an improvement to the sewer system of: U (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 U (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 U b. The sewer system improvement will require a sewer comprehensive plan amendment 3. a a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District, OR ❑ b. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following: PERMIT: $ District Connection - -RECEIVE a. Charges due prior to connection: -- g S. -7 LA -rt. GFC:$ SFC: $ UNIT: $ CITY OF TUK A Southwest Suburban Sewer District connection charge will be due prior toconnection.SEP 1 2 21 b. Easements: xU' Required ❑ May be Required PERMIT CEN c. Other. E hereby certify that the above sewer agency information is true. This certification shall be valid for one year from the d e o "•n- ure x- —1 By (id - 09 Date Title D WILA 17 TER 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 appropriategovernmental 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. 1 acknowledge that I have received the Certificate ofSewerAvailability/Non-Availability and this Attachment, and fully understand the terms and conditions herein. Applicant's Signature 6, ?. Date RECORDING NO. 0 •J U N PORTION OF S 160 ,1 1611 1103 wu(a+o--1 (100006Lt90L000# •038 tzo-S01 dS111- Z 101) a Piz, N� pOp f m mond $-) ,0 1 Op iz N oJ � ^�'�(00006Zt90L00&i '3321 q0z• 2 g s w.noi r...Y po1 °a! 7603 !a°I61K, ?0000000 oauouo1,601 P°°U °l0'Nd P00 _ ': .;1• 'a60nop 01 laalgns sap101mpuo 6co6a x�� G 66 000.60? .log 10000/00 .0Z'010y3d ,oN-r 3CS O .3.OION-_ .,99.zL1�S oz s 1 a 42,33;.• .a i. 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(IS ai 0?oi 0 *I OM IN N N h 1 r d N O' 39 00 00 5 5 ill 7-oa y7 POPS BACKFLOW TESTING INC. BACKFLOW PREVENTION ASSEMBLY TEST REPORT (206) 551-5174 WATER PURVEYOR KCWD #125 ASSEMBLY ID/FILE #/UTILITY DEVICE # ACCOUNT # Meter # NAME OF PREMISE New Construction —14828-14837- 4640 Commercial ❑ Residential Tukwila ZIP 98168 PHONE (206) 244-1900 SERVICE ADDRESS 14837 46th Ln S CONTACT PERSON Gary Singh LOCATION OF ASSEMBLY 1st Floor Hall Closet DOWNSTREAM PROCESS Fire Service DCVA RPBA ❑ PVBA NEW INSTALL ❑r EXISTING ❑ REPLACEMENT ❑ REMOVED ❑ APPROVED ASSEMBLY? YES El NO ❑ MAKE OF ASSEMBLY Ames ❑ OTHER OLD SER.# PROPER INSTALLATION? YES 0 NO MODEL 2000B SERIAL NO. 33917 SIZE 1" INITIAL TEST DCVA / RPBA DCVA / RPBA RPBA ' SID PVBA / SVBA PSID ❑ CHECK VALVE NO.1 CHECK VALVE NO.2 OPENED AT AIR INLET OPENED AT CLOSED TIGHT 1.8 v CLOSED TIGHT El LEAKED ❑ 1.5 PSID #1 CHECK PSID ❑ PSID DID NOT OPEN PASSED vLEAKED FAILED ❑ AIR GAP OK? NEW PARTS AND REPAIRS CLEAN REPLACE ❑ ❑ PART CLEAN REPLACE ❑ ❑ PART CLEAN REPLACE ❑ ❑ PART CHECK VALVE HELD AT PSID ❑ ❑ ❑ LEAKED ■ ■ ■ ■ ❑ ■ ❑ ■ ❑ ❑ CLEANED REPAIRED ❑ ❑ • ■ ❑ • ❑ ❑ TEST AFTER REPAIRS PASSED ❑ FAILED ❑ CLOSED TIGHT LEAKED ❑ ❑ PSID CLOSED TIGHT ❑ LEAKED ❑ PSID RV EXERCISED OPENED AT ❑ PSID AIR INLET PSID PSID CHK VALVE #1 CHECK PSID AIR GAP INSPECTION: SUPPLY PIPE DIAMETER DETECTOR METER READING LEFT SERVICE AS FOUND Isolation valve: Open 0 Closed ❑ SOV#1: Open Closed SEPARATION REMARKS: PASS ❑ FAIL ❑ ❑ SOV#2: Open 0 Closed LINE PRESSURE 95 PSI CONFINED SPACE? No TESTERS SIGNATURE: iohna.1 k1. 110Z2 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 FINAL TEST BY: James W Salter CERT. NO. B5596 DATE 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. 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 14837 46th Ln S CONTACT PERSON Gary Singh LOCATION OF ASSEMBLY 1st Floor Closet ACCOUNT # Meter # Commercial ❑ Residential ❑� Tukwila ZIP 98168 PHONE (206) 244-1900 DOWNSTREAM PROCESS Fire Service DCVA RPBA ❑ PVBA ❑ OTHER REMOVED ❑ OLD SER.# PROPER INSTALLATION? YES NO ❑ NEW INSTALL El EXISTING ❑ REPLACEMENT ❑ APPROVED ASSEMBLY? YES ❑� NO ❑ MAKE OF ASSEMBLY AML MODEL 660- SERIAL NO. ,S I I I SIZE /( INITIAL TEST PASSED- FAILED [] DCVA / RPBA DCVA / RPBA RPBA I PSID PVBA / SVBA PSID ❑ CHECK VALVE NO.1 CHECK VALVE NO.2 OPENED AT AIR INLET OPENED AT CLOSED TIGHT LN LEAKED ❑ I k j PSID CLOSED TIGHT N LEAKED ❑ / , S- PSID #1 CHECK PSID DID NOT OPEN AIR GAP OK? NEW PARTS AND REPAIRS CLEAN REPLACE ❑ ❑ PART CLEAN REPLACE ❑ ❑ PART CLEAN REPLACE ❑ ❑ PART CHECK VALVE HELD AT PSID ❑ ❑ ❑ ❑ ❑ ❑ ❑ LEAKED ❑ ❑ ❑ ❑ ❑ ❑ CLEANED REPAIRED ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ TEST AFTER REPAIRS PASSED ❑ FAILED ❑ CLOSED TIGHT LEAKED ❑ ❑ PSID CLOSED TIGHT ❑ LEAKED ❑ PSID RV EXERCISED OPENED AT ❑ PSID AIR INLET PSID PSID CHK VALVE #1 CHECK PSID AIR GAP INSPECTION: SUPPLY PIPE DIAMETER DETECTOR METER READING LEFT SERVICE AS FOUND Isolation valve: Open __; Closed REMARKS: SEPARATION PASS [] FAIL ❑ ❑ SOV#I: Open Closed ❑ SOV#2: Open N Closed TESTERS SIGNATURE: TESTERS NAME PRINTED REPAIRED BY: LINE PRESSURE (J PSI CONFINED SPACE? NO CERT. NO, B5596 DATE 2/19/2019 James W Salter TESTERS PHONE # (206)551-5174 James W Salter LIC NO. SALTEJW901 QN 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 246-290-490 approved test methods and test equipment. SIDHU HOMES INC ik Washington State Department of A. Labor & Industries 0 Home Espanol Contact Safety & Health Claims & Insurance Search L&I Page 1 of 2 A -Z Index Help My Ltd 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 License specialties GENERAL License no. SIDHUHI881JF Effective — expiration 04/06/2012— 03/22/2018 Bond Wesco Insurance Co Bond account no. 46WB074082 Active. Meets current requirements. $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=SIDHUH1.881 JF&SAW= 10/6/2017 SIDHU HOMES INC Savings No savings accounts during the previous 6 y eriod. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts .. ......_.................... No LSI 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 1.97,375-01. _...... 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 Account is current. 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 C, 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= 10/6/2017 \OTE: HOSE WILL SE SP I\<L-9 AS PE CITY OF TUKWILA CODE 46TH LA\E SOUTH SITE CORACE TOTAL LOT AREA=21,787 SQ.FT. ALLOWABLE SITE COVERAGE=4,000 SQ.FT. ACTUAL SITE COVERAGE=2,629 SQ.FT. N O 0 0 N O O o. N O u ct CO' Lf 5' [5.00'] 90.47' 268 27 o�� N N N I 9\ ,z)v 80'-6%4" [80.57'] 5' [5.00'] /71Z--.(9— [13. 1 '] P.EL.=272.3' E.EL.=272.3' AVG..EL.=269.7' P.EL.=272.3 E.EL.=2-70.4' LOT #9 14837-46 LANE SOUTH TUKWILA, WA. TAX PARCEL NO. 0042-000-146 MAIN FLOOR=278.60' TOP FLOOR=288.70' EX. AVG. BLDG. GR.=272.3' PR. AVG. BLDG. GR.=273.4' P.EL.=277.6' E. EL.=274.0' AVG.. EL.=277.1 P.EL.=277.6' E.EL.=272.5' ENTRY 2 24.37' CONCRETE DRIVEWAY EXPOSED AGGREGATE 24.55' SITE PLAN SCALE:1 /8"-1' 3'-0" WIDE o PLANTING STRIP DOWN SPOUT DRAINAGE (HIDDEN LINE) FOOTING DRAIN (CENTER LINE) *INFILTRATION SYSTEM AS PER KING CO. MANUAL (HIDDEN LINE) DIRT COVER FILTER PAPER WASHED ROCKS & 4" DRAIN PIPE TYP. *AS PER TMC 18.06.740 EAVES CAN INTRUDE MAXIMUM 24" INTO SETBACKS. I"1 — 0247 4S-bu.i II' INDEX: P-1 SITE PLAN P-2 CRAWL SPACE & FOUNDATION PLAN P-3 MAIN FLOOR PLAN & STRUCT. CALCS. P-4 TOP FLOOR PLAN & STRUCT. CALCS. P-5 ELEVATIONS P-6 ELEVATIONS P-7 CROSS SECTION, DETAILS & WINDOW SCHEDULE 0 C P-8 STRUCTURAL & GENERAL NOTES P-9• STRUCTURAL & GENERAL NOTES \OTE: HOSE WILL SE SP I\<L-9 AS PE CITY OF TUKWILA CODE 46TH LA\E SOUTH SITE CORACE TOTAL LOT AREA=21,787 SQ.FT. ALLOWABLE SITE COVERAGE=4,000 SQ.FT. ACTUAL SITE COVERAGE=2,629 SQ.FT. N O 0 0 N O O o. N O u ct CO' Lf 5' [5.00'] 90.47' 268 27 o�� N N N I 9\ ,z)v 80'-6%4" [80.57'] 5' [5.00'] /71Z--.(9— [13. 1 '] P.EL.=272.3' E.EL.=272.3' AVG..EL.=269.7' P.EL.=272.3 E.EL.=2-70.4' LOT #9 14837-46 LANE SOUTH TUKWILA, WA. TAX PARCEL NO. 0042-000-146 MAIN FLOOR=278.60' TOP FLOOR=288.70' EX. AVG. BLDG. GR.=272.3' PR. AVG. BLDG. GR.=273.4' P.EL.=277.6' E. EL.=274.0' AVG.. EL.=277.1 P.EL.=277.6' E.EL.=272.5' ENTRY 2 24.37' CONCRETE DRIVEWAY EXPOSED AGGREGATE 24.55' SITE PLAN SCALE:1 /8"-1' 3'-0" WIDE o PLANTING STRIP DOWN SPOUT DRAINAGE (HIDDEN LINE) FOOTING DRAIN (CENTER LINE) *INFILTRATION SYSTEM AS PER KING CO. MANUAL (HIDDEN LINE) DIRT COVER FILTER PAPER WASHED ROCKS & 4" DRAIN PIPE TYP. *AS PER TMC 18.06.740 EAVES CAN INTRUDE MAXIMUM 24" INTO SETBACKS. I"1 — 0247 4S-bu.i II' hii1on esigns Ltd. A.I\ 0 C �� TITLE PROPOSED FOR SIDHU HOMES INC. 14837 -46th LANE SO. TUKWILA, WA. * LOT C - DWN: R.N. SCALE: 1/8"-1' DATE: AUG.29/17 CHKD: PHONE: (206) 244-1900 DRAWING NO. 3317-7576—P1 l'-'1° ''' 3ruce MacVeich, P.E. TU <WI LA, WA. 206.242.7665 >... ...< H . It INDEX: P-1 SITE PLAN P-2 CRAWL SPACE & FOUNDATION PLAN Mel P-4 P.-5 P-6 P.-7 P-8 P-9 TOP FLOOR PLAN & STRUCT. ELEVATIONS ELEVATIONS CROSS SECTION, DETAILS & WINDOW SCHEDULE STRUCTURAL & GENERAL NOTES STRUCTURAL & GENERAL NOTES N 6T SOUT LA E S \oT: STS COV -RAG_ OUST WILL 3E TOTAL LOT AREA=21 ,787 SQ.FT. SP I \'L_D AS -'E; ALLOWABLE SITE COVERAGE =4,000 SQ.FT. CITY OF TUKWILA ACTUAL SITE COVERAGE=2,629 SQ.FT. CODE N 0 0 0 N 24.37' 90.47' 5' [5.00'] / 1J 80'-63'4" [80.57'] 268 $! 15= 4e1 FILE COPY Permit No. 7I1-02 1 Plan review approval is subject to errors and omissions. Approval of construction documents does not authorize the violation of any adopted code or ordinance. Receipt of approved Field Copy an conditions is acknowledged: By: Date: 10 106 L ...$J/'pt /7/2e.:/c.4. LW7 5' [5.00'] ] P.EL.=272.3' E.EL.=272.3' P.EL.=277.6' E.EL.=274,0' %/l LOT #9 14837-46 LANE SOUTH TUKWILA, WA. TAX PARCEL NO. 0042-000-146 MAIN FLOOR=278.60' TOP FLOOR=288.70' EX. AVG. BLDG. GR.=272.3' PR. AVG. BLDG. GR.=273.4' leM.F PAM/ /6,41.)17,4 AVG.. =277.1 BRA 7//i/ ! "N= P.EL.=272.3 E. E L. =270.4' P.EL.=277.6' E.EL.=272.5' 13' [13.01'] 3'-0) " 13.0'] CONCRETE DRIVEWAY — EXPOSED AGGREGATE /'t We S; s--,eti im>, fes' GARAGE SLAB & DRIVEWAY AT MIN. 2% SLOPE 46. -- d .Ex.: eg w/7EE 0 w 0 0 0 rELEc /7 / //' Ili/ 72 G �' 'Xf S 7 . ..S SITE PLAN SCALE:118"-1' // 3'-0" WIDE 0 PLANTING STRIP N 0 N 0 0 0 City of Tukwila BUILDING DIVISION REVISIONS 1 No changes shall be made to the scope of work withoL t prior approval of Tukwila Building Division. t'!OTE: Revisions will require a new plan submittal and may include additional plan review tees. ic::7)icirru7,:,:1; IT ct+c, a►i:cUl Electric:1 ❑ PIumb;ng ❑ Gas Piping City of Tukwila DOWN SPOUT DRAINAGE (HIDDEN LINE) FOOTING DRAIN (CENTER LINE) *INFILTRATION SYST PER KING C. MANUAL { 10EN LINE DIRT 'VE FILTER ER WASH Re S & 4" ► `AIN PIPE. 'EYP. *AS PER TMC 18.06.740 EAVES CAN INTRUDE MAXIMUM 24" INTO SETBACKS. PROPOSED FOR SIDHU HOMES INC. 14837 -46th LANE SO. TUKWILA, WA.. REVIEWED FOR CODE COMPLIANCE APPROVED City of Tukwila BUILDING DIVISION EXPIRES 4/24//9 FOUNDATION NOTES: 1. All footings for stemwalls shall be 24" wide by 8" thick with an 8" stem wall. 2. in all stem walls the minimum number of horizontal bars shall be three, including footing steel. 3. All retaining walls shall be constructed per detail shown. 4. Field modifications to these specifications shall be approved by the Engineer in writing prior to construction. • SPS'/ C12/VC. 46, il_57 37.7 2;i-3 41 Cr 77e e /g " C lieS, --> 4f --e ' v//?GG S. ,- '.4 a .24'' tf • A-4:17,0/9 ,9 7- N 51,x.. (//z •1, \ \ \ \ 67' 19' d it 16' 6"X6" POST ON 10"X10" CONC. PIER ON 3'X3'X10" CONC. FOOTING TYP. \\. P--'-1 1 i i L _.._ f'---, I I 'A i I L.. 1 I _._ L __ I I\ I T (//z •1, \ \ \ \ 67' 19' / 12' / 20' 16' 6"X6" POST ON 10"X10" CONC. PIER ON 3'X3'X10" CONC. FOOTING TYP. \\. P--'-1 1 i i L _.._ f'---, I I 'A i I L.. 1 I _._ L __ I I\ I T • z,c,Y / gt z.. 5 7- V.,�., f 4-',4,4- / Fasteners Type Of. Eg in Fd in Bk d NJ 2l Ext Ext Struct•Sh OSB SUuctSh OSB L IA - - 3 3 Hort . Horz 83500 83500 8d 8d Nail Nail N N 3 4 6 6 t 1 I N DD17-757A-137 ___ ., _J `9 0 \ L . _ -i I i---- p I t 1 ;. F -1 I--- N \1,9 ti I , „ 3-0WIDE I t� R Y -n t 15' (p 10' ao w 12' --• MIN. CRAWL SPACE ACCESS 14' �X/ / .\ 16 / / .1 3'-0"' M SPACE WIDE N. CRAWL ACCESSI r\ N 7Z__ ► 7 L 7 l\\ •N -I �__1 -_J I /� /� fix\ \ \ T.J.I. JOISTS - - f'f�/ - -I // / a /1 . fr a,. a , ' r._ I I 3'-0" MIN, SPACE ___ WIDE CRAWL ACCESS 7 1 ' fes`"\\ \ \\// N. \ 6"X6" POST ON \ \ 10"X10" CONC. \ \ PIER ON 3'X3'X10" N //tel / / / / / / / ` I I I \ , / o \ CONC. FOOTING WITH \ f�4 REBAR ®1' O.C./ \ \ RT. & HOR. T'(P. / 3'-0" WIDE MIN. CRAWL SPACE X \ x T.J.I. JOISTS 1 \ / r - / I - I ACCESS --- ,,� I \ N \ I / I " T.J.I. JOISTS / 15' 10' _t___\ T' 12' T13 /' \ 18'- / �/ \ r / I_ J / / / / / / / ' / ��\ o \\ \ ti N. �\ \ �\ \',„ I/ I \ 1 I \ I '. V w I � I, -,I _ J T I � 1 L_, Z ( I I I 16"X6" POST ON 110"X10" CONC. L-. - 15' 10' PIER ON 3'X3')(10"1 'PIER FOOTING TYP. L-.-_. I - / 12' 6" / 29'-6" 67' / , SHEAT INGMAA'r RIALS by WALL GROUP Grp Surf Material Ratng sheathing Thick in CU in Ply Or Gvtv lbs/in • Size Fasteners Type Of. Eg in Fd in Bk Apply Notes 2l Ext Ext Struct•Sh OSB SUuctSh OSB 28116 24/16 7/16 • 7/16 - - 3 3 Hort . Horz 83500 83500 8d 8d Nail Nail N N 3 4 6 6 Y V 2,3 2,3 Legend: Grp- Wall Design Group number, used to reference wall in other tables Surf - Exterior or Interior surface when applied to exterior wall Ratng-Span rating, see SDPWS Table C4.2.2.2C Thick - Nominal panel thickness GU - Gypsum underlay thickness Ply- Number of plies (or layers) in construction of plywood sheets Or- Orientation of longer dimension of sheathing panels Gvtv - Shear stiffness in lb/in. of depth from SDPWS Tables C4.2.2A-B Type -- Fastener type from SDPWS Tables 4.34-131: Nail - common wire nail for structural panels and lumber, cooler GWB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing' Box - box nail; Casing - casing nail; drywall screw Size - Common, box, and casing nails: refer to SDPWS Table Al (casing sizes = box sizes). Gauges: 11 ga = /)120' x 1 -ale (gypsum sheathing, 25/32" fiberboard ), 1-1/2" (lath & plaster, 1/2" fiberboard); 1/8". Cooler or gypsum wallboard nail• 58 = .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. . Bib" gypsum sheathing can also use 6e1 cooler or GWB nail Df - Deformed nails ( threaded or spiral), with Increased withdrawal capacity Eg - Panel edge fastener spacing S 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 or gypsum wallboard nail for Roof - roofing nail; Screw 13 ga plasterboard = 0.92"x 1 - 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 hacizos\tat, See WPM T4.3tk /tote 2. C .AWL S'AC SCALE:1 /4"--1 ' OU\DAT{o\ LA\ 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. HOLD DOWNS AND TIES KEY . MODEL # Q STHD14 .21 STHDI4RJ HD9B HD12 HD19 A MST48 CAPACITY NOTES 5,345# • 5,345# 6,580# 9,215# 12,690# 4,770# 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' 525" 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. ' 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.) 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 the 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. 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" TM JO at 16" spacing. I EXPIRES: 4/24// 1 w02,41 REVIEWED FOR CODE COMPLIANCE APPROVED OCT 062017 City of Tukwila BUILDING DIVISION Bruce VacVeigh, P.E. TU KWILA, WA. 206.242.7665 RECEIVED CITY OF TtUKWILA SEP 1 2 2017 PERMIT CENTER fihillon OM a .'_:J TiTLE PROPOSED FOR SIDHU HOMES INC. 14837 -46th LANE SO. TUKWiLA, WA. OWN: R.N. SCALE: 1 /4"-1 ' DATE: AUG.29/17 CHKD: PHONE: (206) 244-1900 DRAWING NO. t DD17-757A-137 REVIEWED FOR CODE COMPLIANCE APPROVED OCT 062017 City of Tukwila BUILDING DIVISION Bruce VacVeigh, P.E. TU KWILA, WA. 206.242.7665 RECEIVED CITY OF TtUKWILA SEP 1 2 2017 PERMIT CENTER Q N 0 67' 19' 12' 17' M 13'-2" ' 5'-10" 11' 8' / / / 4.-5i" 5'-9" 6'-9r / 6'-7" / 6'-7" / 2' 3'-10" Ext Ext / 42" MINIMUM GUARDRAILS 36' MINIMUM HANDRAILS 3 3 . / 83500 83500 ` / N N • 3 4 6 6 Y Y LANDING 48 SQ.FT PHONE: ( DRAWING NO. D 17--%576-D3 r>-..., 3ruce�eich, h/,_. REVIEWED FOR CODE COMPLIANCE APPROVED OCT 0 6 2017 City of Tukwila BUILDING DIVISION D.E. TUKWILA, WA. 206.2L2.7665 RECEIVED CITY OF TUKWILA SEP 1 2 2017 PERMIT CEN1 ER D :.R.3.:.R -,t. x o 9Pki " 6 i:t A ` FRENCH DOS S.G./TEMPERED v 10 10 v .6 O! 5'X5' 9X3'@J56 i I I BEAM l ( 1 f DII H iWASER' i I - " �✓ P 'IX ,- r{ f°"' '. - INGRESS & , EGRESS ao x NOOK SHE WINDOW co N BATH ��U .J 9 `� `° FAMILY ROOM BEDROOM -4 m, . csjQ O KITCHEN ISLAND TUB/ w �:Z \ SHOWER ‘,00 Qj ' 13' 7' 8'-8" 10'-4" V _ 3 1.0...>< W.I.C. REF. SOLID CORE, WEATHERSTRIP SELF -CLOSER N CO iv 2'8„X6,8„ l i jicz X6'8” SLIDING DOOR C) k [ Outdoor combustion air for Appliance G2407.6.1 (304.6.1) Two -Permanent -Openings Method; IV 2 PC. `�, ---�J 3'-6" / 3'-8" /1 7/ ' " " W Two permanent openings (6" in Diameter), one commencing 0 o CO k, 12 inches the top one commencing within (305mm) of and I m I 12 inches the bottom the Li ` - within (305mm) of of enclosure, _ F.D shall be provided. The openings shall communicate directy or .. tx by ducts with the outdoors or spaces that freely communicate •.. m� 36" MIN MUM -IANDRAILS `' ( U- with the outdoors. /,--, v. LIN OF FLOOR ABOVE r N BEAM as `� BEAM ' 5,-6„ ` f ..:° , 6"Y6'" 14'-6" 10'-2" , e 2' 8' 2' 18,_9" POST f 1 " 3" T.J.I. JOISTS'` f ur LIVING FOYER j 3 //Q GARAGE GARAGE \ o OPEN TO ABOVE a' OPEN TO ABOVE I m i I- /7 fe" 7.- '� ,,, , DINING G iv SLAB & DRIVEWAY AT MIN. 2% SLOPE l 3'X8' 3'X8' ,1 '�'', isi ifl iU gt �, PORCH � BEAM BEAM `I2 r* "t r: I d I ___....,7„ 6 75 SQ. FT. \ L./ "r 6/4");i`.! r X6 i,6 3X66W6 v \ry 12 �''�f �. } 3.--9" 3'-9" 3'-9" 3'-9" t/ ` ! P' ' ,� / 6'-3" / 6'-3" /,-3' 16' )'_6� .9' /1'-9„r 15'10' 12'-6" / 29'-6" / 67' snciA in"Mx ram Grp Surf «r+w a y .....-...,....,..... Material Ratng Sheathing Thick in GU in Ply Or Gvty lbs/in Size Fasteners Type Pt. Eg in Fd in Bk Apply Notes 2 Ext Ext StructSh OSB Struct Sh OSB 24/16 24/16 7/16 ' 7/16 - - 3 3 . Horz Horz 83500 83500 6d ` Bd Nail Nail N N • 3 4 6 6 Y Y 2,3 2.3 Legend: Grp - Wait Design Group number, used to reference wail 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 piles (or layers) In construction of plywood sheets Or- Orientation of longer dimension of sheathing panels Gvty -- Shear stiffness In HAL 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 - drywail screw Size - Common, box, and casing nails: refer to SDPWS Table Al (casing sizes = box sizes). Gauges: 11 ga 0.124`x 1-3/4' (gypsum sheathing, 25/32" fiberboard ), 1-1/2' (lath & plaster, 1i2" fiberboard); 13 ga plasterboard = 4.92"x 1 - Cooler or gypsum wallboard nail: 5d = .086"x 1-5A3"; fid = .092"x 1-7/8"; 8d = .113"x 2-3/8'; 6/8d = fid base ply, 8d face ply for 2 -ply GWB. Drywall screws: No. 6, 1-114' long. 5r8" gypsum sheathing can also use 6d cooler orGWB nail Dt- 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 blockingat 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 far 16/32" sheathing with same nailing because stud spacing is 16" max, or panel orientation is hortzontat. See SOFWS T4,3A Note 2. VAIN FLOO 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. HOLD DOWNS AND TIES KEY . MODEL # CAPACITY NOTES STHD14 IZI STHDI4RJ O HD9B it'°II HD12 H019 A _ MST48 5,345# 5,345# 6,580# 9,215# 12,690# 4,770# 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. ' Ir) P7 SMOKE & CARBON MONOXIDE DETECTOR LOCATION 4�r HARDWIRED WITH BATTERY BACK UP FAN LOCATION RATED AT 100 CFM AT KITCHEN 50 CFM AT BATHROOMS, VENT ALL EXHAUST FAN T4 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 2Q'-0 AND EACH ELBOW OVER THIRD ELBOW. THE TERMINAL ELEMENTS SHALL BE 8" BUILDING MECHANICAL SYSTEM SHALL BE PER WSEC PRECIRPTIVE OPTION. I EXPIRES:. 4/24/ /. 54n//7 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 /HO at 16" spacing. FLOO AEA: TOTAL LOT AREA=21,787 SQ.FT. TOTAL MAIN FLOOR AREA=2,506 SQ.FT. NET TOP FLOOR AREA=2,092 SQ.FT. TOTAL FLOOR AREA=4,598 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. W1) liki„, hillon eszgns Ltd. z= Nil mo% TITLE PROPOSED FOR S1DHU HOMES INC. 14837 -46th LANE SO.. TUKWILA, WA. DWN: R.N. SCALE: 1/4"-1' DATE: AUG.29/17 CHKD: PHONE: (206) 244-1900 DRAWING NO. D 17--%576-D3 r>-..., 3ruce�eich, h/,_. REVIEWED FOR CODE COMPLIANCE APPROVED OCT 0 6 2017 City of Tukwila BUILDING DIVISION D.E. TUKWILA, WA. 206.2L2.7665 RECEIVED CITY OF TUKWILA SEP 1 2 2017 PERMIT CEN1 ER -*<\1P ,-5 co \\\ N N \ \ SHEATHING MATERIALS by WALL GROUP Grp Surf 67' r 19' • 12' r 48' / LINE OF LANDING BELOW / r \ 16' \ 17'-4" 10'-4" I 7'-8" 9'-2" / 16'-6" • TITLE ` / ( / SCALE: / DATE: 8'- 3" 7'-9" PHONE: (206) 244-1900 I /•=T(S" 1/ — . ' 4'-10" 2'-10" 4'-7" 4'-7" f 8,_2" 8 _4 / / / / / y, ____ r' / 07,--12 6',6' ivI LINE OF FLOOR BELOW 0 X4.lS.G./7®93 TEMPERED °• 9X5' I / 5'X5' INGRESS &[B] EGRESS FREE • FA [']FN INGRESS & / EGRESS WINDOW \ • I' 0 STANDING TUB _..— 2 "X30" WINDOW WINDOW / ATTIC Pj S \ / \ Ic _ __\__v D x W.I.C. ENS U ITE , , \ 70 BEDR OM -1 ° ° LAUNDRYII / MASTER ° BEDROOMQ ° 10' 4 6'—z" ® ff t 0 3'X6'8' \ LOFT 0 Ao I 42" MINIMUM GUARDRAILS_ x co 2'6"X6'8"_ ..0) .00.- chiF mCK CK N __ __. _ _ W.I.C. o6: to to M -BATH \o x w, < 6"X6'8" \ ., '�/ — 0"�, 8'-10" 6'-4" 3'-6" 4 —10" 1O'-8" '-4'j�co �, co �� y /V)/ / / 36" MINIMU' HANDRAILS / to x kJ N ----,/ / 42" MINIMUM GUARDRAILS 14'-6� / / / \ I, 10'-6" 14'-10" „3<9X„.3 6'-4” 5'-8" / 9 6'-2" �, / / ' W.I.C. X? W.I.C.\\ cr) NI /•ai TO - /OPEN \ BEDRO E 2 / BELOW - `BE \ +. //;,, ROOM --3 \ co //cil BATH \ \ // / 45'XN ;0 73� `n INGRESS & EGRESS to INGRESS & ® / WINDOW COVERED EG ----"--- 0i. WINDOWRESS , .. 5`^5' BALCONY O ,...�.�.� I H. I 3'X5' 3'X5 3` ;5 75 cQ.Fi. 0 5X5 \ a MUMII/1M "4N r —.._._ 2JIA95IAU0 8' 4' / 7'-6" 7'-8" 3'-9" 3'-9" 3'-9" 3'-9"/ 5' 5' 6'-3" 6'-3" • / / / 2'-4" / 12' .{ / 15'-2" r 15' / 10' / 12'-6" / 29'-6" 67' Sheathing Material Ratng Thick GU Ply In In Or Gvtu Ibstin Fasteners Size Type Df. Eg Fd Bk in in Ext 2 Ext Legend: Grp — Wail Design Group number, used to reference welt in other tables Surf— Exterior or interior surface when applied to exterior well Ratng — Span rating, see SDPWS Table C4.2,2.2C Thick — Nominal panel thickness GU - Gypsum underlay thickness Ply— Number of piles (or layers) in construction of plywood sheets Or— Orientation of longer dimension ofsheathtng panels Gvfv-- Shear stiffness In lblin. of depth from SDPWS Tables C4,2.2A-B Type — Fastener type fmm SOPWS 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 — rooting nail; Screw— drywall screw Size - Common, box, and casing nails: refer to SDPWS Table Al (casing sizes = box sizes). Gauges: 11 ga x 0.120"x 1-3/4" (gypsum sheathing, 25/32 fiberboard 114/2" (lath & plaster, 1/2" fiberboard); 13 ga plasterboard = 0.92" x 1- 118". Cooler or gypsum wallboard nail: 5d= .086"x 1-518 6d = .092" x 1-7/8; 8d = .113"x 2-3/8"; 6/8d = 8d base ply, 8d face ply for 2 -ply GWB. Drywall screws: No. 6, 1-1/4" long. 643" gypsum sheathing can also use 6d cooler or GWB nail Of—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 belowtable legend which apply to sheathing side Struct.Sh OSB 24/16 7/16 Strutt Sh OSB 24116 7116 3 Horz 83500 3 Horz 83500 8d Nall N 1 6 Y Y 8d Nail N 4 6 Apply Notes 2,3 2,3 2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3.4 Notes: . . 3. Shear capacity for current design has been Increased to the value for 15132" sheathing with same nailing because stud spacing is 16" max. or pant orientation it horizontal. Sae SOPWS 14.3{4 Note. 2. TOS FLOO SCALE:1 /4"--1 ' 9'-031" CEILING TOP FLOOR AREA = 2,482 SQ.FT. OPEN TO BELOW AREA = 390 SQ.FT. NET TOP FL. AREA = 2,092 SQ.FT. HOLD DOWNS AND TIES KEY . MODEL # ❑ STHDI4 ® STHDI4RJ (� HD9B HDI2 HD19 MST48 CAPACITY NOTES 5,345# 5,345# 6,580# 9,215# 12,690# 4,770# 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. • \ \ \ \ O N ROOF VEIL 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 VEIL TI LATI O\ \OHS 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. R806.2 JOIST AND BEAM NOTE: 1. Unless otherwise shown, all beams and headers longer than 3' are to be 3.125" x 12" GIulam 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 HO at 16" spacing. 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 HOUSE WILL B SP I\<L= D AS DFS CITY OF TU'<WILA. COD - i EXPIRES: 4/24// /3 SeP//7 /765- IIhillon PP/ esigns Ltd. TITLE PROPOSED FOR SIDHU HOMES INC. 14837 -46th LANE SO. TUKWILA, WA. DWN: R.N. SCALE: 1 /4"--1 ' DATE: AUG.29/17 CHKD: PHONE: (206) 244-1900 DRAWING NO. DD17-7576—D4 3ruce \*:"....:,,. RE CODE COMPLIANCE APPROVED OCT 0 6 2017 City of Tukwila BUILDING DIVISION E. VOcVeigh, TU (WI LA, WA. 206.242.7665 RECEIVED CITY OF TUKWILA SEP 12 2017 PERMIT CLN7•I;I -...***\\<< P 4 ,� 1. /765- RIDGE OF ROOF RIDGE OF ROOF MIDPOINT OF ROOF MIDPOINT OF ROOF CONCRETE TILE SHAKE PROFILE TOP OF PLATE MUNTIN BARS 42" MINIMUM GUARDRAILS 4" TRIM ON ALL WINDOWS AND DOORS TOP FLOOR STUCCO SIDING TOP FLOOR 1' TRIM BOARD Mk." hillon / esigns Ltd. Ea 3E 'S:IEWii TITLE PROPOSED FOR SIDHU HOMES INC. 14837 --46th LANE SO. TUKWILA, WA. DWN: R.N. SCALE: . 1 /4n-1 ' DATE: AUG.29/17 CHKD: PHONE: (206) 244-1900 DRAWING NO,. DD17-7576—P5 4---< Bruce TU REVIEWED II (At CODE APCOMPLIPROVEANCED OCT 06 2017 City of Tukwila BUILDING DIVISION V acVeic h, D.E. -<WI I A WA • 160 180 180 TOP FLOOR 1' TRIM BOARD 8' HIGH DOOR 8' HIGH DOOR MAIN FLOOR =278.6' MAIN FLOOR DIRT L VEL P.EL.=277.6' SLOPING AWIRT - SLOPING AWAY E.EL.=274,0' ELEVATIO 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 E.XTEIO� 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" MINIMUM GUARDRAILS 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 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. MAIN FLOOR=278.6' Mk." hillon / esigns Ltd. Ea 3E 'S:IEWii 8' HIGH DOOR 8' HIGH DOOR MAIN FLOOR =278.6' MAIN FLOOR DIRT L VEL P.EL.=277.6' SLOPING AWIRT - SLOPING AWAY E.EL.=274,0' ELEVATIO 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 E.XTEIO� 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" MINIMUM GUARDRAILS 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 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. MAIN FLOOR=278.6' 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. 206.242.7665 E. EL.=272.5' RECEIVED CITY OF TUKWILA SEP 1 2 2017 PERMIT CENTER SOUTH ELEVATION Mk." hillon / esigns Ltd. Ea 'S:IEWii TITLE PROPOSED FOR SIDHU HOMES INC. 14837 --46th LANE SO. TUKWILA, WA. DWN: R.N. SCALE: . 1 /4n-1 ' DATE: AUG.29/17 CHKD: PHONE: (206) 244-1900 DRAWING NO,. DD17-7576—P5 4---< Bruce TU REVIEWED II (At CODE APCOMPLIPROVEANCED OCT 06 2017 City of Tukwila BUILDING DIVISION V acVeic h, D.E. -<WI I A WA • 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. 206.242.7665 E. EL.=272.5' RECEIVED CITY OF TUKWILA SEP 1 2 2017 PERMIT CENTER SOUTH ELEVATION MAIN FLOOR=278.6' HARDI-PLANK SIDING WITH CORNER TRIMS 16 S.G. TEMPEF 12 4 r- 30 36" MINIMUM HANDRAILS S.G./ TEMPF.RED S.C./ TEMP.:RED 1• E.EL. =270.4' EAST ELEVATION 12 P.EL. =272.3' EEL. =272.3' 12 15 •••••seomowang•••••••••••••••••••••••••••• 24 36 /--1-1.... ..iiii...._. 1• E.EL. =270.4' EAST ELEVATION 12 P.EL. =272.3' EEL. =272.3' 12 15 •••••seomowang•••••••••••••••••••••••••••• 42" M GUARC NIMUM RAILS 42" MINIMUM GUARDRAILS HARDI-PLANK SIDING WITH CORNER TRIMS MAIN FLOOR=278.6' P.EL.---272.3' E.EL.-272.3' --------- NORT ELEVATI0 \ P.EL.=277.6' E.EL. =274.0' 24 42" M GUARC NIMUM RAILS 42" MINIMUM GUARDRAILS HARDI-PLANK SIDING WITH CORNER TRIMS MAIN FLOOR=278.6' P.EL.---272.3' E.EL.-272.3' --------- NORT ELEVATI0 \ P.EL.=277.6' E.EL. =274.0' hillon vo esigns Ltd. /--1-1.... ..iiii...._. TITLE PROPOSED FOR SIDHU HOIvES INC. 14837 -46th LANE SO. TUKWILA, WA. DWN: R.N. SCALE: 1/4"-l' DATE: AUG.29/17 CHKD: PHONE: (206) 244-1900 DRAWING NO. 1> DDi 7-7576—P6 3 ruce coRDEEvicErmpli. Fl A°NRC E APPROVED OCT 06 2017 City of Tukwila BUILDING DIVISION MacVeigh, P.E. TUKWILA, WA. 206.2/-2.7665 RECEIVED CITY OF TUKWILA SEP 12 M7 PERMIT (.;NTER ;;;;-______ ., 1 P 6 CONIC. TILE ROOF 1X4 STRAPPING, BUILDING PAPER. *RIDGE VENTING* GUTTERS TYP. EXT._ WALL CONSTRUCTION: HARDI-PLANK SIDING BUILDING WRAP 46" OSB SHEATHING 2"X6" STUDS @16" 0.C. R21 BATT INSULATION Y2" GYPSUM BOARD FINISH TQ CODE: -FRAMING -INSULATION -VAPOUR BARRIER -DRYWALL 1O" x 5/8" ANCHOR BOLTS 7" EMBEDMENT @ 48" SPACING FINISHED GRADE HEADERS. (SIZE DETERMINED BY OPENING WIDTH) STUDS 2X4 @ 12"O.C. NOTE: TRUSS LAYOUT WILL BE PROVIDED TO THE PLAN EXAMINER 7 DAYS IN ADVANCE BEFORE INSTALLATION FOR APPROVAL, DESIGNED BY TRUSS CO. ENG. 12 6 6 6 6 • 6 6 • 6 i 6 6 6 I —TYP. FLOOR CONSTRUCTION: 3/4" T&G PLYWOOD T.J.I. JOISTS W/ CROSS BRIDGING OR BLOCKING OR AS PER FLOOR DESIGN BY OTHERS 8"THICK CONC. WALL DRAIN TILE /j.' - 6' FOUNDA \ote: Section notes by D. ung. shall have precedence over c esic ner's notes. #(4) @ 48" O.C. FOR CONSTRUCTION JOINT —(1) ##4 CONTINUOUS REBAR OR AS CALCULATED BY CIVIL ENG. SECTION SCALE:1 /4"-1 ' P2 -P4 #(4) @ 48" O.C. FOR CONSTRUCTION JOINT (1) #4 CONTINUOUS- REBAR 1'-6' FOUNDATION 10" x 5/8" ANCHOR BOLTS 7" EMBEDMENT @ 48" SPACING 8"THICK CONC. WALL DRAIN TILE WINDOW SCHEDULE GLAZING/SKYLIGHT BY TYPE NO. MANUFACTURER FRAME MATERIAL SIZE QTY. U -VALUE AREA S.F. 3 13 6 1 JELD-WEN WINDOWS VINYL 2'X3' 2 JELD-WEN WINDOWS VINYL 3'X2' 1 1 6 3 JELD-WEN WINDOWS VINYL 3'X3' 1 REVIEWED FOR— CODE COMPLIANCE APPROVED OCT 0 6 2011 City of Tukwila BUILDING DIVISION 3ruce v acVeigh, TL <WIL.A, WA. 206.242.7665 9 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 WINDOWS VINYL 4'X6' 2 24 8 —J. -ETD -WEN 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 2 X TRUSS OF ROOF FRAMING R-49 ATTIC INSULATION Y2" DRYWALL 2"x6" BOTTOM TREATED PLATE FINISHED GRADE iV-//\moi/\/7- V\i/\i/�\V //. GENERAL NOTES ALL CONSTRUCTION PER APPLICABLE CODE AND ORDINANCES 2015 IRC, IBC - 20'15 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 FXPIT ES: 44/24/.1`( i5. SOP 1/7 01*7 RECEIVED CITY OF TUKWILA SEP 1 2 2:7 PERMIT C Af } hillon esigns Ltd. I/r TITLE PROPOSED FOR SIDHU HOMES INC. 1.48 37 -46th LANE SO. TUKWILA, WA. DWN: R.N. SCALE: 1/4"-1' DATE: AUG.29/17 CHKD: PHONE: (206) 244-1900 DRAWING NO, DD 17-7576—P7 P.T. REVIEWED FOR— CODE COMPLIANCE APPROVED OCT 0 6 2011 City of Tukwila BUILDING DIVISION 3ruce v acVeigh, TL <WIL.A, WA. 206.242.7665 RECEIVED CITY OF TUKWILA SEP 1 2 2:7 PERMIT C Af Genera/ 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 min. 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 adjacent ground elevation. The well shall allow the window to be fully opened and provide a min. 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 tight (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. FXHAUST 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 WEATHERSTRIPPING: 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 3/4". 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 1/2" 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 fir;nly 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 W C2403) 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. WO D 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 ordering of Trusses. 6. The end of each 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, II, or Ill, vapor retarders shall be installed on the interior side of the framed walls. 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 lit. Kraft -faced batts shall be face stapled over studs. AIR LEAKAGE INCLUDING RECESSED LIGHTING FIXTURES: IECC/WSEC R401.3, R402.4. The budding 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 IECC/WSEC 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 are heated 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 a 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. ELECTRICAL 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 *ill 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: IECC/WSEC 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-VALUEj 49 1,501 - 3,000 WOOD FRAME WALL R -VALUE 21 int 75 Mass Wall R-Valuei 21/21h 3,001 - 4,500 FLOOR R -VALUE 30g 90 BELOW-GRADEc,k WALL R -VALUE 10/15/21 int + 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 all 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 throuah an integrated forced air system su 7 in fresh air throw h the forced air s stem and exhaust throe h the whole house fan. INTERMITTENT WHOLE HOUSE VENTILATION INTEGRATED WITH A FORCED -AIR SYSTEM. (Make-up air throuq_h the furnace : IRC M1507.5. Inte rated ventilation s stems shall rovide outdoor air at the rate calculated Table M1507.3.3. The ventilation s • stem • shall distribute outdoor air to each habitable room throu • h ducts. The outside air inlet duct shall terminate outside of the buildin • the forced -air system lenum of the forced air system at a point within 4 -ft upstream of the air handler. The outdoor inlet shall be connected upstream of the forced airs stem blower and shall not be connected directs into the furnace cabinet. The s stem shall be •rovided with a m•torized dam•er connected to the automatic ventilation control as s•ecified in M1507.3.2. The re with a flow hood or a flow measurin and be connected to the return air • shall be verified b field-testin • • station. A co • of the testin • re • • uired flow rate ort shall be provided to the inspector during inspection. The system shall be controlled by a 24-hour clock timer with the capability of continuous operation manual and automatic. This control will control the forced air system blower and the automatic dam • er. The 24-hour Timer shall be readil accessible and ca •able of o •eratin • the whole house ventilation s stem without ener• izin • other ener•-consumin • appliances. At the time of inspection 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 7/ 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 5inch 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 EXPIRES: / 3 ,,.rte/''/ 7 Fan Tested CFM e .25" W.G. Minimum Flex Diameter Max. Length Feet Minimum Smooth Diameter Max. Length Feet Maximum Elbows* 50 4 inch 25 4iinch 70 3 50 5inch 90 5inch 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 3 100 6 inch 45 6 inch Mo Limit 3 125 6 inch 15 6 inch No Limit 3 125 7 inch . 70 7 inch No Limit 3 * For each additional elbow subtract 10 feet from length. ** Flex ducts of this diameter are not permitted with fans of this size. -Designs Ltd. TITLE PROPOSED FOR SIDHU HOMES . INC. 14837 -46th LANE SO. TUKWILA, WA. OWN: R.N. SCALE: N.T.S. DATE: AUG.29/17 Cl-IKD: PHONE: (206) 244-1900 DRAWING NO. 3D17 l''''''' -7576--P8. ...) 3ru >. --\\ REVIEWED FOR CODE COMPLIANCE APPROVED OCT 0 6 2017 City of Tukwila UILDING DIVISION - cYelc , -TU '(WI LA, WA. 206.242.7665 RECEIVED CITY OF TUKWILA SEP 1 2 2017 PERMIT CENTER '..E, A r 1 -N D8 r 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 (ft) 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 AiR FREEZING INDEX (°F-days)b MINIMUM FOOTING DEPTH, D (inches)"VALUEc, VERTICAL INSULATION d HORIZONTAL INSULATION R-VALUEC, 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 8.0 112 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 R308.1.1 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 atall 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. R311.7.8.1 Height Handrail height, measured vertically from the sloped plane adjoining the tread nosing, or finish surface of ramp slope, shall be Plot 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). • 1. 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 benot 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 1 %4- inch thick wood 16 inches 12 inches 2 -inch -thick wood ._ 24 inches 16 inches in accordance with Section R507.3 Plastic composite 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 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. EXPIRES 41.12,..A.112.1 /3 Sir''/7' FT --0a.117 ak hi/ion esigns L .cc ei -7 l TITLE PROPOSED FOR SIDHU HOMES INC. 14837 -46th LANE SO. TUKWILA, WA. DWN: R.N. SCALE: N.T.S. DATE: AUG.29/17 CHKD: PHONE: (206) 244-1900 DRAWING NO. >,(/)-- »17-7576-D9. __.} REVIEWED FOR CODE COMPLIANCE APPROVED OC 0 6 2011 -� City of Tukwila BUILDING DIVISION Bru e Y acVeic h, P.E. TU <WI L.A, WA. 206.242.7665 RECEIVED CITY OF TUKWILA SEP 1 2 2017 Pg R504.22 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 R505.2.6.1 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 R505.2.6.1 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 R505.2.6.3. 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 8301,5 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 MINIMUM END AND EDGE DISTANCES AND SPACING BETWEEN ROWS �5,?',:.IbAP. TOP EDGE BOTTOM EDGE ENDS ROW SPACING Ledger 2 inchesd % inch 2 inchesb 15/s inchesb Band Joistb /4 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). ENgRS ;UK .R2Xr MIK OR 10 R. 2 X 12 4 Ton Coleman 13 SEER R-410Gas Furnace Split System (Lirni Email to a Friend Condenser Model # TC D48S41:S Furnace Model # TG9Sa80C16MP1.1 Coil. Model # MC48C3XC1 This product may have limited availability. Please call our Customer Service for more information. SHALL � L BEPERNTI D T BE :REDUCED `O 4.6' l LAG SCREWS ARE USED OR BOLT' SPACING ` REDUCED TO THAT O' LAGC TO,ATTA H 2 8 LEDGES TO 2 X 8 SAND JIS 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 5/8 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 wails 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. Professional Classic Series: Atmospheric I Features Specs/Docs Warranties rinandng •1 vloWs iifafesslonal.Gtassic.Pius"' Abnospheric gas water heaters are engineered for more hot•water at a tow operattng-cost Efrfele0 AFUE 80,000 BTU. Multi-Positicm Availability) * LP Conversion Kit - G No, I do not need one. 6' Yes; please add one to my order. +$99.00 Qty: :1 * Required Fields More hot water at a low operating cost iferforMence • FHR: 54 - 90 gal/ori • Recovery: 30.3 to 40.4 GPM at a 90•-F rise, depending on model G afdien.System:- & Sensor • • Exclusive air/fuel shut-off device • . Maintenance -free - no filter to dean • Protertive control system that disables' the heater In the presence of flammable. vapor accumulation Low Emissions • - Eco,friendiy burner, low NO.x design • Meets 40 ng/3 NOx requirements • tibr{ger•Life . • Premium grade anode rod provides tong -tasting tank protection • Easy to light - no matches repaired • EverKleenT"' patented system fights sediment belied -up • Enhanced flow. brass drain valve • • Temperature and. pressure relief valve Included • Low lead compliant . •• . -Stmjdard replacement parts OESCRIPT(ON .. ENERGY XNFO PROFESSIONAL CLASSIC ATMOSPHERIC MODELS • • . TYPE GAL CAP. MODEL.NUM6ER ENP WY ENE! " • i FACrou ii. -1 4 I • �.- TALL : .29 • PROG29r32N.RH63 0.63 y_.•_,...._. i 29 PROG29130P'RH63 • - 0.63 40 PRO.G.40-36NRH62 ,, 0.62 -- . 40 PROG40•;36N'RH62 ' } 0.62 ' -- 40 PROG40-40N RH62 j : 0.62 .. . 40 PROG40 36P RH62' - J '0.62 HAT. -76;1 P PR0G40.32P 11H62 PR0G50,40 4 RH62 • PROG50-36FRH62 • , 50 i PROG5038N RN60 '-.1. 0,60 -- ; 50 : PROG50-36P 111160 -1 0:60 ' i? SHORT '• 30 PROG305_=9011111163 i 0:63' �- =y i...,.„ _.... , I { a i _ . 40 • ._,. •_ PROG40Swi0N RH62 ...1.::ike3, .__._..:., _. __..! 1 40 +» ^PROG4OS- 6l' RH62 • =OiFr2 t 1 40 PROS405-340RH62 i . (e6r2 ••- . -762 ......62 .......:.....i�� .s. 1.' '---STRUCTURAL SMEATHIN;G PANEL ` - P1 LD FAST NER ----w---ED E.FASTEN1ER !EXPIRES: 4/24/ This proJegtirtriii 'e ttre.iecltiirei»ett£s•of:#lig li*rei rip iveNtftbelowand-tncorprcfrate the the minilii u n-valuCttlista'd Jn'addition,: basedOn�the•size•.Ofthe structure, the -appropriate number of•additlOnat Credit: are checked:as' chosen by the permit -applicant. Authorized Representative -•' . .. } r-9 4.a S+ p �'�fiS,7�GW �5,?',:.IbAP. • R -Values U Factors 'Fenestration' U -Far torb.::: ; n/a 1.0 1c Efficient: Building Envelope 1 c 0.30 Skylight t.PFactQr ::: • n/e • 0.50 0;5 2b , Glazed :Fenestiati•on SHGG�+° n/a 1;.a IUa• Air Leakage ;Control and: Efficient Ventilation2c • Ceiling • 44 High.Etflciency;HVAC3a High•Ef%rcieneji HVAC 3b • 0.026 • b 3c •: Wood Frame WaIl9k1 21 int ' 2.0 0:056 High Efficiency HVAC. 3d • Mass Wall R-Vaivai 21/21h High EfficiencyHVAC Distribution System 0.056 10.. 5a Floor-842- �. -e;e2O-- Efficient,Water�Heeting. . Below Grade Wae 19/15121 int + `CB Renewable Electric -Energy 0:042 0.5 - Slab R Value&. Deptti 19, 2 ft . , n/a able R402.'i :1, and Thble 8442:1.3 Footnotes included on Page 2. , Date. /7 • •4128 38 l.L 4 Each' unit in :066.04 tiivo,farnlv dwellings and:tominhouses, as deflne&in •Section 1012 of the International Residentiat Code•shall comply with sufficient::options from Table -R406,2 so -as to achieve the following minimum niimber'of;credits ❑1. Small Dwelling Unit: 0i.5 points Dwelling units•tess:than 1500"square feet in conditioned floor area with less:than 300 square feet of fenestration area. , Additrons to:exi ::' ing that are less than 750 square feet of heated floor area. 2 . Medium Dvlfelling°Uni All dweliingunitsthat ere notincltided in #1 or #3, including additions over 750. square feet. 03. Large. Dwelling tlnit: -2.5 points ` ' Dwelling units exceeding 5000 square feet of conditioned floor area. • 04. ' Dwelling:.unitr:other than -one and two-family dwellings and townhouses: 'Exempt • As.definedlh:Section 101.2 of the International Residential Code 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 I 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. 8802.10.1 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 II 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. Table R406:2-Sunimarry. O•ptir Description. Total Cre Jts . 0 0 0 0 0 0 ,l : (*1200TCwh ENERGYCREDITS (DEBITS) OPTION Effieient:Buildinng Envelope 1a CRE' . t3) IaF • • 1 b Efficient BuiidingEnvelope 1 b 1.0 1c Efficient: Building Envelope 1 c 2.0 . 2a Air Leakage; COntrot acid Efficient Ventilation 2a 0;5 2b , Air..Leak'age,Controi.and Efficient Ventilation' 2b, 1;.a 2c Air Leakage ;Control and: Efficient Ventilation2c • 1:. • High.Etflciency;HVAC3a High•Ef%rcieneji HVAC 3b • dap l;0 b 3c •: High Eft'iciency•HVAC 3c ' 2.0 3d High Efficiency HVAC. 3d • 1.6 High EfficiencyHVAC Distribution System 10.. 5a Efficient'Water;Hentirig �. 5b Efficient,Water�Heeting. . .1:5 6 Renewable Electric -Energy 0.5 - Total Cre Jts . 0 0 0 0 0 0 ,l : (*1200TCwh ENERGYCREDITS (DEBITS) OPTION DESCRIPTION . CRE' . t3) IaF • • IE%Ti BUILDTh GENVELOPE la:0.5 •. Ptescriptive•compliance is based on Table R402.1.1 with the following modifications: `'Fenestration -U.= 0.28 -' 'Floor R 3'8 -:Slab on,grade R -.i0 perimeter and under entire slab •:Bellow.grade.slab R. -JO perimeter -and under entire slab or• •. Com sliance;based on Section -P402.1;4; Reduce the Total UA b 5%. ) .. 3a • IfiGfr EFFICIENCY HVAC EQUIPMENT 3a: Gas; propane- or oil -fired- furnace •with minimum AFUE` 'To .qualify to claim -this credit, the.building permit dra ` all- specify the option :being:seleeted and -shall specify the heating equipmeettype and themit>amum • . equipment efficiency. 'EFFICIENT WATER'IdEATINO 5a: Waiter heatingsystem shall include one of the following: Gas,.prgpane•or.-oil water heater with a nvnimum'EF: o • or Electric water heater with a minimum EF of 0.93. and for both cases All'showerhead and kitchen sink faucets installed.in:the house.shall be rated at 1.75 GPM or less. All other lavatory faucets -shall be rated•at 1.0 GPM or'less.b T .oqualifythis to claim #h s credit, the building permit drawings shall specify the option• being selected and -shall specify the.water heater equipment type and•the minimum •equipment;e flciency and shall -:specify the -maximum flow rates for all showerheads, l+;ittheiish* *wets. and other lavatofyfaucets. - 010) TITLE SCALE: AUG.29/17 PHONE: (206) 244-1900 RECEIVED CITY OF T(JIKWILA SEP 1 2 2017 PERMIT CENTER