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Permit D17-0224 - MACADAM - LOT 6 SINGLE FAMILY RESIDENCE
MACADAM -LOT 6 13836 MACADAM RD S D17-0224 Parcel No: Address: 0 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov COMBOSFR PERMIT 1523049328 Permit Number: 13836 MACADAM RD S Issue Date: Permit Expires On: Project Name: MACADAM - LOT 6 017-0224 12/12/2017 6/10/2018 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: JK MONARCH PO BOX 188 , PUYALLUP, WA, 98371 RUSS SORKNESS PO BOX 188 , PUYALLUP, WA, 98371 JK MONARCH LLC Address: PO BOX 188 STE C, PUYALLUP, WA, 98371 License No: JKMONML874NA Lender: Name:. JK MONARCH Address: PO BOX 188 , PUYALLUP, WA, 98371 Phone: (253) 840-5660 Phone: (253) 840-5660 Expiration Date: 8/1/2019 DESCRIPTION OF WORK: CONSTRUCT A NEW 1904 SQ FT SINGLE FAMILY RESIDENCE WITH A 359 SQ FT ATTACHED GARAGE. Project Valuation: $260,563.36 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: V -B Electrical Service Provided by: TUKWILA Fees Collected: $9,234.94 Occupancy per IBC: R-3 Water District: 125 Sewer District: VALLEY VIEW 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: 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: 1 Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 10 Fill: 10 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: 1 Street Use: Water Main Extension: Water Meter: No 1 Permit Center Authorized Signature: Date: 1.)'-0---1 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 developmentper and agree to the conditions attached to this permit. Signatur, Print Na SS S o a_usAi r -z -c Date: This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 2: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 4: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 5: Adequate ground ladder access to rescue windows shall be provided. Landscape a fiat, 12' deep by 4' wide area below each required rescue window. (City Ordinance #2435) 6: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 3: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 7: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 8: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 9: ***PUBLIC WORKS PERMIT CONDITIONS*** 0 o 10: 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. 11: Prior to construction, all utilities in the vicinity shall be field located. NOTE: For City of Tukwila utility locates, call 811 or 1-800-424-5555. 12: 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. 13: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 14: 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. 15: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify Public Works Inspector before 12:00 Noon on Friday preceding any weekend work. 16: Any material spilled onto any street shall be cleaned up immediately. 17: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 18: 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. 19: The Land Altering Permit Fee is based upon an estimated 10 cubic yards of cut and 10 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 20: 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. 21: 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. 22: Applicant shall obtain water meter from Water District #125 (206-242-9547). Since Water District #125 doesn't inspect water pipe downstream of meter, City of Tukwila inspection is required. 23: Applicant shall obtain sanitary side sewer permit from Valley View District (206-242-3236). 24: Driveways shall comply with City residential standards. Driveway width shall be a 10' minimum and 20' maximum. Slope shall be a maximum of 15%. Turning radii shall be a minimum of 5'. 25: All conditions of the short plat approval shall be met. See permit nos. , and , a portion of which is part of this submittal. The Geotechnical Engineer shall provide certification on a lot by lot basis that the work has been completed in accordance with all geotechnical recommendations. 26: 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. 27: Owner/Applicant shall contact the local postmaster regarding location of mailbox(es) installation. Location of mailbox(es) installation shall be coordinate with Public works. 28: 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. 29: ***BUILDING PERMIT CONDITIONS*** 30: 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. O 0 31: 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. 32: 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. 33: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 34: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 35: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 36: All wood to remain in placed concrete shall be treated wood. 37: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 38: 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. 39: 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. 40: 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. 41: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 42: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 43: 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. 44: 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. 45: ***MECHANICAL PERMIT CONDITIONS*** 46: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 47: 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. 48: Manufacturers installation instructions shall be available on the job site at the time of inspection. 49: 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. 50: 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. 51: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 52: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 53: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 0 o 54: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 55: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 56: 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. 57: 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. 58: 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. 59: 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. 60: 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. 61: 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. 62: 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. 63: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 64: 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 8004 GROUNDWORK 5040 LAND ALTERING 0502 LATH/GYPSUM BOARD 0 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKWILA Comnnntit3+ Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov COMBINATION PE IIT APPLICATI N - 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 . i' King Co Assessor's Tax No.: i'S2.30 q93 Site Address: 13s3MPtCP►op,rv‘ " . S, l.w.._i1 A ComT ¶ ) PROPERT}I' OWNER Name: ��C M Ov-RAPc4+ Address: r?D ec7.04. t Ci V' due State: wA. Zip9%.3.11 Name: vS S Jo4(2-4:NG S.S Address: ? o SCS t�, CiteCir 1.4.419 Phone: 2. IN 0 51• c•Fax: '2-53 $Y O 33S1. State: l Zip: 9 g3.11 Email: co S$ GENERAL CONTRACTOR-INF'ORMATION . Company Name: Address. City:c� �M�o Phone: $4OT tj(o(.o ax:. 3 $4t33S° State: Zig Contr Reg NodumoNMt,$?,{ Exp Date: $• (_ 19 Tukwila Business License ,.,,09938,8_6 T OFRECO] Company Name: kaoDmA.ct ►c. 1 Iry Architect Name: EN/ "-a S•OnJ Address: J MprtN s-- City:Cn�MM2Yt State:LA)A. Zip. 9839 v Phone: x.53—Fi `lirO?S ax: 2 82. Lj 9 N to Email: key. A m A.r,am we kPl0.n ENG[NEER PFAECORD Company Name: ATI"( `I 1 Con,kENG► • Engineer Name: MVt-hq,NN A-771 t.-1 Address: 'p423 ,3a AVE: S‘..) City J� J� to A Zipq$3'1 3 Phone.151_235--2000 Fax:25. fs$1.301 Email: a-(tt; fl efl% jnesnny. co, H:\Applications\Forms-Applications On Line\20I t Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Name: r— /`„t tavA47.Q fro CS C1rr —F 4,% O21� Address: 5317y, fig,. City? J.okcwf std 44s3 -7 i Page 1 of 4 sz , PROJECT INFORMATION -. Valuation of project (contractor's bid price): $ 2. o o (� Scope of work (please provide detailed information): Ccu.-15 IA.A.aq— & i j t t Sc _ Fi- , 5 t G tom' t L.1 l.'gr.►t W t T1 -t A► 3 E SQ. At c --0 AA...4t. Q DETAILED,B JILDING INFORAMTION PROJECT:FLOOR AREAS Basement PROP.OSED.SQUARE FOOTAGE 151 floor 2nd floor Garage. carport ❑ Deck — covered ❑ uncovered ❑ 35� Total square footage (4 o+ -P 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 - 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 $ furnace <100k btu thermostat emergency generator appliance vent woo Dip tove fuel type: ❑ electric p. gas 5 ventilation fan connected to single duct water heater (electric) other mechanical equipment PLUMBING: Value of plumbing/gas piping work $ Z -a (C, `Z" bathtub (or bath/shower combo) bidet _i_ dishwasher k7 floor drain _� __ lavatory (bathroom sink) I sink _ water heater (gas) lawn sprinkler system H:\Applications\rorms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh clothes washer shower water closet 5 gas piping outlets Page 2 of 4 PUBLIC WORKS PERMITINFORMATION of work (please provide detailed information): (Call before you 1)flga 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT ❑ .. Tukwila A ...Water District # l 25 ,PS.. Letter of water availability provided SEWER DISTRICT ❑ .. Tukwila ❑ .. Sewer use certificate ❑... Highline ix...Valley View 0...Renton IN ...Letter of sewer availability provided ❑ .. Renton ❑ .. Seattle SEPTIC SYSTEM: ❑ .. On-site septic system — for on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. • SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ❑ .. Civil Plans (Maximum Paper Size — 22" X 34") ❑ .. Technical Information Report (Storm Drainage) ❑ .. Bond ❑... Insurance ❑...Easement(s) ❑... Geotechnical Report ❑... Maintenance Agreement(s) ❑ ...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ .. Right -Of -Way Use - Potential disturbance ❑...Construction/Excavation/Fill - Right -of -Way... ❑ -or- Non Right -of -Way.. 0 ®.. Total Cut "�►] .. Total Fill [ o .. Sanitary Side Sewer 0 .. Cap or Remove Utilities ❑ .. Frontage Improvements ❑ .. Traffic Control Cubic Yards Cubic Yards ❑ .. Permanent Water Meter Size ❑ .. Residential Fire Meter Size 0 .. Deduct Water Meter Size 0... Work In Flood Zone �... Storm Drainage ❑... Abandon Septic Tank ❑ ..Trench Excavation 5.. Curb Cut 0 ..Utility Undergrounding 0...Pavement Cut ❑ ..Backflow Prevention - Fire Protection ,j... Looped Fire Line Irrigation 0 .. Temporary Water Meter Size ❑ .. Sewer Main Extension " WO # " WO# " WO # Domestic Water Public ❑ - or - Private 0 ❑ .. Water Main Extension Public ❑ - or - Private 0 FINANCE INFORMATION—THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) ❑ .. water 0 .. sewer 0 .. sewage treatment MONTHLY SERVICE BILLING TO: Name: Day Telephone: Mailing Address: WATER METER REFUND/BILLING: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:\Applications\Porms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 3 of 4 7? � a `�Lja 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. PROPE : WN • T : RIZED AGENT: Signa re: — Date: g f Print Name: USS S•c2GEACN V.Day Telephone: 7-S1- $i{O-.SlafoG7 Mailing Address: PD 50 j4 1 �U v� k.420.'3 7 J City State Zip H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 4 of 4 tix BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME MA CA -0 t L o-1 (v PERMIT # If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water/Sewer/Surface Water Road/Parking/Access A. Total Improvements 3. Calculate improvement -based fees: o B. 2.5% of first $100,000 of A. /6-7 $250 (1) C. 2.0% of amount over $100,000, but Tess than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) 5. Enter total excavation volume Enter total fill volume O l0 cubic yards cubic yards $ 10"1 `— (4) Use the following table to estimate the grading plan review fee. Use the greater of the excavation and fill volumes. RECEIVED CITY OF TUKWILA AUG 16 2011 QUANTITY IN CUBIC YARDS RATE PERF %/ Up to 50 CY ✓ Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees $ TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION 5c, (1+4+5) $ 35- - IT CENTER (5) The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 02/21/17 p rioiz'j 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) $ I o1 5 (6) 7. Pavement Mitigation Fee $ The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the pavement mitigation fee. Approx. Remaining Years ' Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) . $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 GRADING Permit Issuance/Inspection Fee 0 1#- a`"b Grading Permit Fees are calculated using the following table. Use (;'til the greater of the excavation and fill volumes from Item 5. 23 QUANTITY IN CUBIC YARDS RATE ✓ 50 or less 1/ $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) Approvwl 025.0? Last Revise 02/1/1 (7) (8) 0 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter – Deduct ($25) B. Flood Control Zone ($52.50 – includes Technology Fee) C. Water Meter – Permanent* D. Water Meter – Water only* E. Water Meter – Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown/Foster Pt Water (Ord 2177) $ E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ �s H. Transportation Mitigation $ /. 013 I. Other Fees $ gg Total A through I $ / 0/ ' ' (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ i 1 1 ! ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2017 -12.31.2017 _.- Total Fee - 0.75 $625 — $6005 ,/ $6630 1 $1125 $15,012.50 $16,137.50 1.5 $2425 —1025 $32,450 2 $2825 48,0-41)� $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $12525 $300,250 12,775 Approved 09.25.02 Last Revised 02/21/17 emporary Meter 0.75" $300 2.5" $1,500 3 Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $20,951.83 D17-0223 Address: 13832 MACADAM RD $ Apn:.1523049327 • $7,122.65 • - DEVELOPMENT $2,907.52 PERMIT FEE R000.322.100.00.00 0.00 $2,903.02 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $1,252.38 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $107.50 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $107.50 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 TECHNOLOGY FEE $173.75 ' TECHNOLOGY FEE R000.322.900.04.00 0.00 $173.75 D17-0224 Address: 13836 MACADAM RD S Apn: 1523049328 $7,097.98 ' DEVELOPMENT $2,907.52 PERMIT FEE R000.322.100.00.00 0.00 $2,903.02 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE. $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 ' PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $1,228.88 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $107.50 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $107.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 Date Paid: Tuesday, December 12, 2017 Paid By: JK MONARCH Pay Method: CHECK 5089 Printed: Tuesday, December 12, 2017 8:45 AM 1 of 2 C4J SYSTEMS Cash Register Receipt City of Tukwila Receipt Number R13005 DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $20,951.83 D17-0224 Address: 13836 MACADAM RD 5 Apn: 1523049328 $7,097.98 TECHNOLOGY FEE $172.58 TECHNOLOGY FEE R000.322.900.04.00 0.00 $172.58 D17-0284 Address:. 14002 MACADAM RD S Apn: 1523049072 $6,731.20 DEVELOPMENT $2,534.71 PERMIT FEE R000.322.100.00.00 0.00 $2,530.21 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR 1 R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $1,252.38 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $107.50 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $107.50 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 TECHNOLOGY FEE $155.11 TECHNOLOGY FEE R000.322.900.04.00 0.00 $155.11 TOTAL FEES.PAID BY RECEIPT: R13005 $20,951.83 Date Paid: Tuesday, December 12, 2017 Paid By: JK MONARCH Pay Method: CHECK 5089 Printed: Tuesday, December 12, 2017 8:45 AM 2 of 2 CSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK I ACCOUNT QUANTITY PAID $4,273.92 D17-0223 Address: 13832 MACADAM RD S Apn: 1523049327 - $2,136.96 DEVELOPMENT $1,886.96 PLAN CHECK FEE R000.345.830.00.00 0.00 $1,886.96 PUBLIC WORKS $250.00 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 D17-0224 Address: 13836 MACADAM RD S Apn: 1523049328 • $2,136.96 DEVELOPMENT $1,886.96 PLAN CHECK FEE 1 R000.345.830.00.00 0.00 $1,886.96 PUBLIC WORKS $250.00 BASE APPLICATION FEE TOTAL FEES PAID BY RECEIPT: R12153 R000.322.100.00.00 0.00 $250.00 $4,273.92 Date Paid: Wednesday, August 16, 2017 Paid By: JK MONARCH Pay Method: CHECK 4546 Printed: Wednesday, August 16, 2017 1:33 PM 1 of 1 CPWSYSTEMS INSPECTION NO. INSPECTION RECORD Retain a copy with permit P/7139-2-1/ PERMIT Na CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: f'C,1, M Loi to Type of Inspection: miref wic1- ,c;%y/9-L Address: /3630 /l4 Diim RD• 5, Date Called: Special Instructions: Date Wanted: & -2348 a.m. p.m. Requester: Phone No: ,j 253-'722-9 427 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION Di7-may 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: M cvi [a H Type of Inspection: ection: (. vb, ► r Aic Ad 36, 40, Secial Date ailed: - Instructions: Date Wanted:/a.m) — — 2v p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. OMMENTS: a v to - A-s if, l in L. - 4 z•-miee9-- F, Date: /' F iiev 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 D17-022* P oject: nn / it ®® 6-1. OuC6; GSA rr' L� (O Typ f Inspection: b but la 11143 Fi gAL Address: J 383( N1 f s , Date Called: - . Special Instructions: L_o-4 .. 6 Date Wanted; 6 -i ` �g Requester: L Jd- ®otl Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: 3 u Yie, A ,tial _ /P H 4Q,„ , it er l ) e , L Jd- ®otl 2.91.J ket, 'a, , Till" 3 ® �! Inspector: Date /°_ Z7- OW 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 ?Toa `f Pro' ct: A--Cada/1i — Lot le Type of Inspection: Address: l J g,(,a /ne cctckuri tE( S Date Called: Special Instructions: Date Wanted: . (%/9s>.//g (JCC/ a.m,! .TiTi. Reque Vii ✓flo icud& Phone No: A63-7 a-'8'$$ PG3 bk- 5s) Approved per applicable codes. Corrections required prior to approval. COMMENTS: -40A0 imi- ,1rr _ IThe) a e: ✓1111 �P' Date: ID sol C 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 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 P13 83(p Pig,T opr 14pf of p ee,i ctio1;fig ii sided, Address: Date Calle : c Special Instructions: Lot> `(ten Date Wanted: i 1 _ P1 p.m. Requester: Phone No: Approv - app ica CO . NT4: Corrections required prior to approval. lnspecto E 0 Date- 7- 2eie 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 �L7 — 02zq Project:M�Type ,4-, of lnspec on: V1S, L, -TO- 13carce Address:,...Date 13936 ria c...1,-", "Rini . Called: Special Instructions: I___cff--4../ l/�_ Date Wanted: 9. 5_ Zc,g a:m: Requester: Phone No: ElApproved per applicable codes. D Corrections required prior to approval. COMMENTS: Date: 17,_„, 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 D17 -0221f 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: m C%1 141 Type of Inspection: WALL J JStk.La.A 1 on Address:Q 1.3f33‘� / 1,/ +c�'�GM Pct, S . Date Called: Special Instructions: Lo *4-6, Date Wanted: 4--(9-20 p.m. Requester: Phone No: Approved per applicable codes. E] Corrections required prior to approval. COMMENTS: ztbstifon) Inspector: Date:,' REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 .D1 -7-072q Project:p��" ^ 1-D4)16 / N N, w A04 9-D4 6 Type of Inspection: F1'i4yV1 iIu Address: 3 M� C�.) ids , Date Called: /// SpeciaTTnstructions: Wanted:, Date Wanted:m p.m. Requester: Phone No: Approved per applicable codes. E Corrections required prior to approval. COMMENTS: *-0K- lhsicCede Inspector: 3coi Date: u Tfff/� Z�,tr. 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: N1,4elkfr t Lo -t' *4 Type Frittri f p f N FY -14144( i i4-60 Address: /343/0 /'4 i4,1 fa. S. Date Called: v Vt( btiti\g f 0,6, Special Instructions: (e05) --i- k,rc 4 Date Wanted:�1 4 -3 • 201r a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: FY -14144( i i4-60 U U) > GutGl ta- L//- z-1- C o„iecr (24 G i— Sdk t fj v ( cwt- 0/4177/ K.A11+ Vt( btiti\g f 0,6, "T etrAt /ewSS dfr f (e05) --i- k,rc 4 ,X1g-lit' .e.��- Inspector� Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION 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 1b17-a2zy Project: /�A Type of Ins ection: Address: 13sdre itip.reatatri f 4 S Date-le44- tAnd rebA4 Special Instructions: &45 Fireplace -Egs-0.4 Uy\G(/ r .� L- f, Date Wante 3 3b z e /- a.ni' P.m. Requester Phone No: ElApproved per applicable codes. [ Corrections required prior to approval. COMMENTS: 614-s Fier lArvkrsrocAr4 /4 it, re ector: C (jj 3()/2671( REINSPECTION FEE REQUIRED. Prior to next inspec ion. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. Date: INSPECTION NO, INSPECTION RECORD Retain a copy with permit D ►i -ozc L1 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: M6644)4-01 14- i� Type of Inspection: V RIII '' Tx) r1 'nal Address: 93836 11.c .9w1 6 [lat, C 34 -kit.) 6et-s Fpr Special Instructions: L--0+ 4=1-C.° Date Want a.m. 3— ?_._(, - 2oi? p.m. Requester: Phone No: Approved per applicable codes. 0 Corrections required prior to approval. CO MENTS: k `fie l cat_ 1 \ (1.11 _T -to ea 6/1-3 Inspector: Date: 3/z4..%/d 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. 'f CITY OF TUKWILA BUILDING DIVISION (206) 431-3670 6300 Southcenter Blvd.., #100, Tukwila: WA 98188 Permit Inspection Request Line (206) 438-9350 Proiec�t: ICf y.e of Inspection: _ 0 Address: (38, i` iaco aPci S. II:: • , a— .: ' « 8 LiAIA,Td.) wtb51 Special Instructions: • #6 Date Wante 3 —2-6, Zo{, m. p.m. Requester: JcT_ ll�G// Phone No: Approved per applicable codes. 1 Corrections required prior to approval. COMMENTS: B-lxv 1 I(tel T� aAci -Tn1.5144.,4' i Opp Inspector: 7s Date: _a./a2 /ad n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be. paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 D17-022'1 Project /� ott 4-�� Type of Inspeec%tion: 101 L 3keat.14.1 t /� 'i r Address: /3g367 ili t°„da.wt gCe SP Date Called: �V Special Instruction Ps 6 1 f S' t- ®E © _ ` _ - _ Date Wanted:- 3� T 2Zp a.m. p.m. Requester:,,,,, Phone No: z53 - 722-- '9 -td'. 2IApproved per applicable codes. Corrections required prior to approval. COMMENTS: DK - Rif 31/01-77/ING - At .3lip.. -0 - SHOW Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit Dl7-.022 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:_ APIele o GDS 4 Type of Inspection: USI Di RL-LCSP‘ Address: /383( At is mlinl ,D, v Date Called: Special Instructions: Date Wanted: ta.m., / `3/ 8 p.m. Requester: F(L/P Phone No: 253-722 '1/efp y NApproved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector: Date: 31-18 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 .1)17-022 Project: i?2 4 M 1,07-4, Type of Inspection: P27A/&- Inspection:, Address:�,�� /p�����,//�� yy�� /3e/"°r ` /� RO-5i Date Called: Special Instructions: Date Wanted:, Ib __/,c9 .m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: R— rey-7WUCs= d 1\/ Inspector: 1/< Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit l»7 -022y1 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:_ in1 % 114 L v/ 0 Type of Inspection: pb1/WM776N 14"--1-- �,q G 3B , j`�n /3e.,' ppb Ni c-> Date Called: Special Instructions://�� L4 / CP Date Wanted: ` / ".fir—/e . p.m. Requester: Phone No: Approved per applicable codes. E] Corrections required prior to approval. COMMENTS: Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 b 7-o22y' Project: inr DMI' Type of Inspection: , ooi7'NG- Address: /36349 /llitcAb'! AD, s', Date Called: _ Special Instructions: T� Z_OQ Date Wanted: -3--/8 (a.m.,' a.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: e)f-( 6,6771� Inspector: Es Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 , Project: (,,,,O1 --- C::7> Date: A/g-hr Sprinklers:.. Type of Inspection:N Address:/' Suite #: i ` k0, ri ` .a °`t., /04) Contact Person: r Special Instructions: Pre -Fire: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: i� e #tect.2 et Needs Shift Inspections Date: A/g-hr Sprinklers:.. Fire Alarm: / 1 Hood & Duct: ,"-..\ Monitor: Pre -Fire: ...4-------- -'----.Permits: Permits: Occupancy Type: Inspector: ¥4714 c-4.— Date: A/g-hr Hrs.: / $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit Di -b7- -- Y— –o'er) PERMIT NUMBERS CITY OF TUKWILAFIRE DEPARTMENT 206-575-4407 Project: ) J�- Sprinklers: Type of Inspection: L / D j!�,,G( C�1 - jib Address:,Contact Suite #: /]g3 frk,4'i Person: SpecialInstructions: — MI Q/'0 Phone No.: /Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: — MI Q/'0 -- P /S -U j- r %-v , G S P' s 4 ,,,, - s S -- c -/C -c 7z.— ,7?✓777i-1 Pio w Ar .9' 30 �-, 2 /�-7 — 4 ,.G, /3/1--( -- /'"--.s / Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: /-*i_s-3 Date: r/.3// g Hrs.: Z.0 $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address.: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 NAME City of Tukwila Public Works Maintenance Department Backflow Assembly Test Report Form NrAl /4/1.4 neo ( , 1-0.64-) ACCOUNT# SERVICE ADDRESS 138-34 3I /46e.AviiMt '14411ETER # CITY 7 l('w / L04, STATE / /¢ ZIP CODE ''/ 46 ASSEMBLY LOCATION /t) e- -AA-5 e - CROSS -CONNECTION CONTROL FOR? Pike .5' fA .✓/lL SIZE / q MAKE A/)1 e f MODEL 2D P O TYPE PC V4 SN 3 _7 9 y` LINE PRESSURE AT TIME OF TEST? /, j ." PSI NEW? [ EXISTING? ❑ REPLACEMENT? 0 INITIAL TEST RESULTS TESTS AFTER REPAIR OR CLEANING RPBA PSI DROP ACROSS #1 CHECK VALVE PSID PSI DROP ACROSS #1 CHECK VALVE PSID RELIEF VALVE OPENED PSID RELIEF VALVE OPENED PSID #1 CHECK VALVE CLOSED TIGHT? #1 CHECK VALVE LEAKED? #2 CHECK VALVE CLOSED TIGHT? #2 CHECK VALVE LEAKED? APPROVED AIR GAP PROVIDED? RPBA PASSED TEST? Yes ❑ No ❑ #1 CHECK VALVE CLOSED TIGHT? 0 #1 CHECK VALVE LEAKED? ❑ #2 CHECK VALVE CLOSED TIGHT? ❑ #2 CHECK VALVE LEAKED? ❑ APPROVED AIR GAP PROVIDED? ❑ RPBA PASSED TEST? Yes ❑ No ❑ DCVA #1 CHECK VALVE CLOSED TIGHT? 62,3 PSID #1 CHECK VALVE CLOSED TIGHT? PSID #1 CHECK VALVE LEAKED? #2 CHECK VALVE CLOSED TIGHT? (2 4 PSID #1 CHECK VALVE LEAKED? 0 #2 CHECK VALVE CLOSED TIGHT? PSID #2 CHECK VALVE LEAKED? ❑ DCVA PASSED TEST? " Yes El No ❑ #2 CHECK VALVE LEAKED? ❑ DCVA PASSED TEST? Yes ❑ No ❑ PVBA AIR INLET OPENED AT T^ PS11) AIR INLET FAILED TO OPEN? ❑ CHECK VALVE HELD TIGHT AT PSID AIR INLET OPENED AT PSID AIR INLET FAILED TO OPEN? ❑ CHECK VALVE HELD TIGHT AT MID CHECK VALVE LEAKED? ❑ PVBA PASSED TEST? Yes ❑ No CHECK VALVE LEAKED? 0 PVBA PASSED TEST? Yes ❑ No ❑ APPROVED ASSEMBLY? REMARKS PROPER INSTALLATION? EL • INSPECTED BY CCS? TEST COMPANY pa /C BA -a s -1J& ITs� TEST KIT MAKE MI Cr'�/ r MODEL p`y s PHONE (a# I tss SN d. /.2,01-9 6CALIBRATION DATE R 4-t—/ d' 1 certify that 1 used WAC 6-290-490 approved Test Methods and Differential Pressure Test Equipment TESTER'S NAME (PRINTED)) Fe -tis& \1Nec>ei CERTIFICATION Zia( 11)4 t DATE TESTED (0%a -/t e REPAIR DATE CERT # DATE TESTED SIGNATURE REPAIRED BY RETESTED BY 600 Minkier Boulevard - Tukwila, Washington 98188 "DI -oaay WIRE WESH SUPPORT FENCE (TO EELOCATED BOCATED ON THE IF LTER'LFAR' IAC) HE OF T AERJC MAFITERIAL WASHED GRAVEL BACKFILL SAND ON 3BOTTH SIDES OF FILTER FENCE FABRIC LINE FILTER MATERIAL N 8x12' TRENCH AND LEAVE MN 2' EXPOSED SILT FENCE DETAIL NTS FILTER FABRIC MATERIAL N CONTINUOUS ROLLS USE STAPLES OR WIRE RM 5 TO ATTACH FABRIC TO WIRE MESH SUPPORT FENCE FOR FILTER FABRIC Yid' WOOD POSTS. STANDARD SILT FENCEQ1JDE' AILe plans 1Gb4''I 't\t-41/1/`Yr t OR BETTER ORks DepartitOCE6S ceaiiiImersce with aft City stanciard5E Oi' NiTa to erro omissions which do not authorize violations of adopted standards or ordinances. The responsibility%9 ROOF OVERHANG for the adequacy of the design rests totally with th,_' designer. Additions, deletions or revisions to these drawings after this date will void this acceptance _•1 require a resubmittal of revised drawings - R.25' MIN. 6' MIN. FOR RESIDENTIAL SINGLE FAMILY LOTS 4' TO 6' air SPALLS FOR RESIDENTIAL SINGLE FAMILY LOTS (2' TO 6' QUARRY SPALLS MAY EE ACCEPTED AT INSPECTOR'S DISCRETION) CONSTRUCTION ENTRANCE NTS 10' BLDG SETBACK 50' WETLAND BUFFER e HOUSE LESS THAN 10' "GRAVEL SWALE TOPSOIL for sub ,equent approval TILaceptance is subject to field inspection ic Works utilities inspector. By: 1' 'SLOPE GRAVEL SW4LE A MINIMUM OF I% TO ORAN 10' OR GREATER TO VEGETATED PORTION Of THE LOT. RETAIN ON SITE POSITIVE DRAINAGE NTS I' - I142' WAS4-E:D/ / ORAN ROCK $ /7 T1GFrtLmE 11111/11111111111 1/111111/1 IJ6 MIL v19GIEEi VAPOR ep44gRRIEgRpgTF�R,O�rsMOJT L i BPL1 G' Mly._., FO4NDATION DRAIN,`•+�.� 4' DIA PERF. PIPE PEA GRAVEL FILL WRAP W/ FILTER FABRIC FOOTING DRAIN DETAIL NTS LEGEND: CI CI- GILT FENCING i IlLrg"‘Q RECEIVED CITY OF TUKWILA OCT 2 0 2017 PERMIT CENTER STOCKPILED SOIL0 © R LTR# = CONSTRUCTION ENTRANCE SITE DRAINAGE: ROOF DRAINAGE TO TIGI--ITLINE TO STORM STUB DRIVEWAY DRAINAGE TO TIGNTL INE TO STREET REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 4 2017 City of Tukwila BUILDING DIVISION SCALE 1:20 MACADAM LOT 6 13036 MACADAM RD. 5. TUKWILA, WA COVERAGE CALC. LOT AREA. 1,013 SF PROPOSED STRICTURE _ 1,112 SF LOT COVERAGE= 16.6% t11-0294 FLAN L51 -I904 -2L 10-18-11 oZ I N Zz Y FILTER FABRIC MATERIAL N CONTINUOUS ROLLS USE STAPLES OR WIRE RM 5 TO ATTACH FABRIC TO WIRE MESH SUPPORT FENCE FOR FILTER FABRIC Yid' WOOD POSTS. STANDARD SILT FENCEQ1JDE' AILe plans 1Gb4''I 't\t-41/1/`Yr t OR BETTER ORks DepartitOCE6S ceaiiiImersce with aft City stanciard5E Oi' NiTa to erro omissions which do not authorize violations of adopted standards or ordinances. The responsibility%9 ROOF OVERHANG for the adequacy of the design rests totally with th,_' designer. Additions, deletions or revisions to these drawings after this date will void this acceptance _•1 require a resubmittal of revised drawings - R.25' MIN. 6' MIN. FOR RESIDENTIAL SINGLE FAMILY LOTS 4' TO 6' air SPALLS FOR RESIDENTIAL SINGLE FAMILY LOTS (2' TO 6' QUARRY SPALLS MAY EE ACCEPTED AT INSPECTOR'S DISCRETION) CONSTRUCTION ENTRANCE NTS 10' BLDG SETBACK 50' WETLAND BUFFER e HOUSE LESS THAN 10' "GRAVEL SWALE TOPSOIL for sub ,equent approval TILaceptance is subject to field inspection ic Works utilities inspector. By: 1' 'SLOPE GRAVEL SW4LE A MINIMUM OF I% TO ORAN 10' OR GREATER TO VEGETATED PORTION Of THE LOT. RETAIN ON SITE POSITIVE DRAINAGE NTS I' - I142' WAS4-E:D/ / ORAN ROCK $ /7 T1GFrtLmE 11111/11111111111 1/111111/1 IJ6 MIL v19GIEEi VAPOR ep44gRRIEgRpgTF�R,O�rsMOJT L i BPL1 G' Mly._., FO4NDATION DRAIN,`•+�.� 4' DIA PERF. PIPE PEA GRAVEL FILL WRAP W/ FILTER FABRIC FOOTING DRAIN DETAIL NTS LEGEND: CI CI- GILT FENCING i IlLrg"‘Q RECEIVED CITY OF TUKWILA OCT 2 0 2017 PERMIT CENTER STOCKPILED SOIL0 © R LTR# = CONSTRUCTION ENTRANCE SITE DRAINAGE: ROOF DRAINAGE TO TIGI--ITLINE TO STORM STUB DRIVEWAY DRAINAGE TO TIGNTL INE TO STREET REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 4 2017 City of Tukwila BUILDING DIVISION SCALE 1:20 MACADAM LOT 6 13036 MACADAM RD. 5. TUKWILA, WA COVERAGE CALC. LOT AREA. 1,013 SF PROPOSED STRICTURE _ 1,112 SF LOT COVERAGE= 16.6% t11-0294 FLAN L51 -I904 -2L 10-18-11 • ............. I ..... ............ ................. Macadam Short Plat Section 15, Township 23 N, Range 4 E, Willamette Meridian, City of Tukwila, Washington ............................. .... • _ 100 ........ ....... ..... . ... - - - - - 1 0 _ jos_ .... , 60LF 12o HDPE 108- _______ STORM -EASE- - -- -RP ouaoc --- /14— @ 2\ • D -13-PVC-0 -. _-_7---,==-- T2rDADYUPEGHT YD -3 -TYPE -401 OLF 8 . 1.2 4. ..... • __3.21F961 Gs , 2 8.'43.FAvc 04456 01JTLETCONTROL TYPE 2 2+01.33 135.8'L RIM=121.97 _ --- LE. 12. N= 1,14.26- I.E. 36,W=114.28 I.E.,8" ifN,SE=114.26 / . ------102... ......... . ... 00- ....................... • ....................... ...... ......................... .... .. so • RIM=121.30 1 E 18-23 7_0 TypE 40 ... 4,-- 110— 106 - 1/2-- • - =------: .. ... ---- /04-, ( 10?- • .0 6 ................................................. SEWER AND WATER SERVICES: SEWER AND WATER SERVICES ARE SHOWN FOR REFERENCE ONLY. - WATER SERVICES SHALL BE APPUED FOR FROM WATER DISTRICT #125 AT TIME OF BUILDING PERMIT APPLICATION. SEWER SERVICES SHALL BE APPUED FOR FROM VALLEY VIEW SEWER DISTRICT AT TIME OF BUILDING PERMIT APPUCATION. Prior to starting construction, contact ONE -CALL (1-8004245555) , or 811, for utility locations. LOT 3 12 STORM MAINT. ACCESS 6GDSFIAT7VEOVER SE ,.• CB 3 TypE 1 2+7878 171 I FAttlif0 11111 ........... WIDE VES .. Y/IJWilniglilill4:577/ill LOT 6 _} 1" WATER SERVICE (TYP.) (SHOWN FOR REFERENCE, APPLY FOR SERVICE WITH BUILDING PERMIT) x GRAPHIC SCALE 30 i 14 • MI NI NM MIN • SS SERVICE (T(P.) —.- \(SHOWN FOR REF. APPLY FOR SERVICE / BLDING PERMIT) - " 1+97.3837.6'L lie . LE 36E.N=114. RIM=124.00 TYPE 2 54. °?//n7vii 1/$71 /1/4157.V 74a 4'/I'g jilll° 0,1,70 1000 , . , ..... '1(1\ \ 11 ............. iff •••••"--. 3+00 APPROACH PER RS -08C I 'L 4,11///4//r1rtg/1", 001/ANAg.00. NINNIUSOP/,,, NEW C&G SAWCUT /OFF EX E/P REMOE EDGE /6AVEMENT WIDENING VARIES 'I AS NEEDED FOR 18' WIDTH TO F.O.C. Macada R 20' WIDE SHARED RESIDENTIAL DRIVEWAY APPROACH PER RS -08C - TYPICAL ',o * +78.96:15.4 L ___ - END PAVING -TAPER ENDS -A 1 AB-G-te34:0BlrinrCEViALK BEGIN !WING 24-°0 ... . - - 0 135 20 J. A RIP RAP PAD DETAIL A 40 60 • •-"Th 40 '1 • 0 0 0 40 rtu •er en 8Y: Jim Job 0 I, 40 M cadam Profile H r. Scale:V=2U V rt. Scale:V-5' CB 3 TYPE 1 135 20 J. A RIP RAP PAD DETAIL A 40 60 • •-"Th 40 '1 • 0 0 0 40 rtu •er en 8Y: Jim Job 0 I, 40 RECEIVED CITY OF TUKW , ,Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information LS2-1904 1.7 This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits aI- .ecked as chosen by the permit applicant. Authorized Representa All Climate Zones Efficient Building Envelope la R-Valuea U -Factors Fenestration U-Factorb n/a 0.30 Skylight U -Factor n/a 0.50 Glazed Fenestration SHGC" n/a n/a Ceilingk 49 0.026 Wood Frame Wall9'`"." 21 int 0.056 Mass Wall R -Value' 21/21h 0.056 Floor 30g 0.029 Below Grade Wall"' 10/15/21 int + TB 0.042 Slab° R -Value & Depth 10, 2 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Date ci 9 REVIEWER FOR CODE COMPLIANCE APPROVED OCT 242011 City of Tukwila BUILDING DIVISION Each dwelling unit in a residential building shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1. Small Dwelling Unit: 1.5 credits ❑ Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. 02. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in #1 or #3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. 03. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. 1=14. Additions less than 500 square feet: .5 credits Table R406.2 Summary Option Description Credit(s la Efficient Building Envelope la 0.5 1 b Efficient Building Envelope 1 b 1.0 lc Efficient Building Envelope lc 2.0 1d Efficient Building Envelope 1d 0.5 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 3a High Efficiency HVAC 3a 1.0 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 1.5 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 5a 0.5 5b Efficient Water Heating 5b 1.0 5c Efficient Water Heating 5c 1.5 5d Efficient Water Heating 5d 0.5 6 Renewable Electric Energy 0.5 Total Credits *Please refer to Table R406.2 for complete option descriptions ILA AUG 16 2017 19 PERMIT eiNTER 0.5 1.5 *1200 kwh 0.0 3.50 N l7- 0 Z221 II r +r Table R402.1.1 Footnotes For SI: 1 foot .= 304.8 mm, ci .= continuous insulation, int .= intermediate framing. a R -values are minimums. U -factors and SHGC are maximums. When insulation is installed in a cavity which is less than the label or design thickness of the insulation, the compressed R -value of the insulation from Appendix Table A101.4 shall not be less than the R -value specified in the table. b The fenestration U -factor column excludes skylights. The SHGC column applies to all glazed fenestration. "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. Reserved. g Reserved. b Reserved. The second R -value applies when more than half the insulation is on the interior of the mass wall. Reserved. k For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38. Reserved. m Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Table R402.1.3 Footnote a Nonfenestration U -factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. Simple Heating System Size: Washington State This/heating system sizing calculator is based on the Prescriptive Requirements of the 2015 Washington State Energy Code (WSEC) and ACCA Manuals J and S. This calculator will calculate heating loads only. ACCA procedures for sizing cooling systems should be used to determine cooling loads. Please fill out all of the green drop -downs and boxes that are applicable to your project. As you make selections in the drop -downs for each section, some values will be calculated for you. If you do not see the selection you need in the drop-down options, please call the WSU Energy Extension Program at (360) 956-2042 for assistance. Project Information LS2-1904 Contact Information Heating System Type: O All Other Systems 0 Heat Pump To see detailed instructions for each section, place your cursor on the word "Instructions". Design Temperature Instructions Area of Building Conditioned Floor Area Instructions Conditioned Floor Area (sq ft) Average Ceiling Height Instructions Average Ceiling Height (ft) Glazing and Doors Instructions �.,..„ Skylights Instructions Insulation Attic Instructions 11 R-49 Single Rafter or Joist Vaulted Ceilings Instructions Select R -Value Above Grade Walls (see Figure 1) Instructions Floors Instructions R-21 Intermediate Below Grade Walls (see Figure 1) Instructions Select R -value 1» tt Slab Below Grade (see Figure 1) Instructions Slab on Grade (see Figure 1 Instructions Select R -Value Location of Ducts Instructions , Design Temperature Difference (AT) ,67-= Indoor (70 degrees) - Outdoor Design Temp 1;904 8.5 U -Factor 0.280 U -Factor 0.50 Conditioned Volume 16,184 X Area 323 X Area U -Factor X 0.026 U -Factor X No selection U -Factor X 0.056 U -Factor X 0.025 U -Factor X No selection Area 1,144 Area Area 2,226 Area 1,144 Area F -Factor X Length No selection F -Factor X Length No selection Sum of UA 46 UA 90.44 UA UA 29.74 UA UA 124.66 UA 28.60 Duct Leakage Coefficient 1.10 Envelope Heat Load Sum of UAX AT Air Leakage Heat Load VolumeX 0.6X5TX.018 Building Design Heat Load Air Leakage + Envelope Heat Loss Building and Duct Heat Load Ducts in unconditioned space: Sum of Building Heat Loss X Ducts in conditioned space: Sum o1 Building Heat Loss X 1 Maximum Heat Equipment Output Building and Duct Heat Loss X 1.40 for Forced Air Furnace Building and Duct Heat Loss X 1.25 for Heat Pump UA UA UA 273.44 12,578 Btu / Hour 8,040 Btu / Hour 20,618 Btu / Hour 22,680 Btu / Hour 1.10 31,752 Btu / Hour (07/01/13) .. . Window, Skylight and Door Schedule Project Information LS2-1904 Exempt Swinging Door (24 sq. ft. max.) Exempt Glazed Fenestration (15 sq. ft. max.) Vertical Fenestration (Windows and doors) Component Description Ref. U -factor Contact Information • Ref. U -factor ENTRY DOOR 0.20. ENTRY 0.28 PARLOR 0.28 FAMILY ROOM 0.28 DINING ROOM 0:28 KTICHEN 0.28 SITTING ROOM 0.28 BEDROOM 4 0.28 STAIRS 0.28 BEDROOM 3 0.28 BATH 0.28 BEDROOM 2 0.28 _ MASTER BATH 0.28 MASTER BEDROOM 0.28 _GARAGE/DWELLING DOOR 0.20 Width Height Qt. Feet Inch Feet Inch Width Height Qt. Feet Inch Feet Inch 3 6 8- 6 6 __ 1 6 8 3 4 6- 1. 4 6 1 - 6 4 6 1 4 5 1 5 4 1 2 4 1. 5 4 1 4 4 1 6 4 6 1 2 8 6 8 Area UA 0.0 0.00 0.0 0.00 Area UA 20.0 4.00 12.0 3.36 36.0 10.08 24.0 6.72 48.0 13.44 13.5 3.78 13.5 3.78 27.0 7.56 20.0 5.60 20.0 5.60 8.0 2.24 20.0 5.60 16.0 4.48 27.0 7.56 17.8 3.56 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 Overhead Glazing (Skylights) Component Description Sum of Vertical Fenestration Area and UA Vertical Fenestration Area Weighted U = UA/Area Width Height Ref. U -factor Qt. Feet Inch Feet Inch Sum of Overhead Glazing Area and UA Overhead Glazing Area Weighted U = UA/Area Total Sum of Fenestration Area and UA (for heating system sizing calculations) 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 322.8 87.36 Area 0.27 UA 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.00 322.8 87.36 nTTiu DESIGN & ENGINEERING, INC.PS July 20, 2017 STRUCTURAL & LATERAL DESIGN ANALYSIS For: JK Monarch SITE ADDRESS Lot 6- Garage left City of Tukwila REVIEWED FOR CODE COMPLIANCE APPROVED OCT 24 2017 City of Tukwila DIVISION EXPIRES 2/122019 bsl`io•zz2it 1003 3910 AVE, SW, Suite 207 Puyallup, WA. 98373 Email: ma@attiliengineering.com, Website:www.attilienoineerinq.com All information for construction is detailed on the prints. This engineering report summarizes the engineering calculations and assumptions made to develop the print information. Contractor must review engineering assumptions for validity. Engineering assumptions are listed below. If these conditions are not present at the site these calculations are void and Attili Design & Engineering Inc. must be contacted immediately. Scope of Services: The purpose of our services is engineering analysis and design to resist lateral and gravity loads in accordance with the 2015 IBC. Our services extend from the mudsill up to the roof. Foundations are engineered to support the structure on a flat surface with 1500 psf soil bearing. Special foundations for lots not level or with poor soil bearing are not provided unless noted otherwise. The enclosed documents are to be used in conjunction with the house plans referenced on the cover. It is essential that the contractor study the engineering requirements and required, changes to the architectural plan prior to start of work. Changes May -include, .additional foundations or footings, beam size changes, siding changes 'etc. CODE CRITERIA Building Codes Seismic Zone Period T (sec) Response Mod Factor Soil Profile Seismic Source Type Distance To Source Reliability Factor Rho Wind Zone SOILS CRITERIA Soils Consultant Soils Report # Bearing Pressure Req'd Bearing Depth '2015 IBC Code D 0.109645 5.5 D D 0 1 110 mph Exposure B None None 1500 psf uno 18" MATERIALS CRITERIA Concrete (28 day strength) Foundations and Slab Fc= 2500psi Structural Slab Fc= 2500psi Walls Fc= 2500psi Reinforcing Steel ASTM A-615 Grade 60 PLYWOOD APA RATED Roof: 15/32 cdx or osb PI = 24/0 Floor: % T&G cdx or osb — PI = 48/24 LOADING CRITERIA FOR ROOF AND/OR CEILING ITEM MATERIAL LOAD PSF Roofing Asphalt Shingles 3.0 Tile Roofing Tile 20.0 Sheathing or Decking 7/16 OSB 1.5 Insulation R38 3.0 Ceiling 5/8 GWB 2.8 Fixtures — Mech. Electrical Point loads 2.6 Framing Truss 2.1 TOTAL DEAD LOAD= 15 PSF comp 20 PSF tile LIVE LOADS Snow — 25 PSF (Non reducible) Ceiling Only — 10 PSF Increase in Fb and Fv of 15% allowed for duration of load when noted. LOADING CRITERIA FOR FLOOR ITEM MATERIAL LOAD PSF • Floor Covering Carpet and Pad 3.0 " Floor Sheathing 3/" T&G CDX 2.3 Ceiling '/2" GWB 2.2 Fixtures — Mech. 1.02 ' Electrical Point loads Framing, Joists TJI or BCI 2.48 Beams 1.0 TOTAL DEAD LOAD FLOOR = 10 PSF Floor Live Loads Residential — 40 psf (reducible) Office — 50 psf (reducible) Assembly — 100 psf (non-reducible) Private Garage Corridors and Exits — 100 psf (reducible) WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Plan LS2-1904.wsw Level 1 of 2 I0 C&C 18..2/2 WoodWorks® Shearwalls 11.1 44.9 1111I11111111111111111111.111111t1111t127 0 522 1761 1265 A-1 N C&C..18.2 /.21.5 E-2 I N C-1 p&C18.2/21.1 L4 C&C/ 5 co U D-1 July 28, 2017 15:03:56 r Q1 N ■ -2 ■ 61.8 – 95.8 3 83.3 --61.8 95.8 — 83:3....... ..... _ .... 3.8 -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' Factored shearline force (lbs) fJJJ Unfactored applied shear load (plf) • Factored holddown force (lbs) CE0-12Unfactored dead load (plf,lbs) • C Compression force exists 0-0 Unfactored uplift wind load (plf,lbs) ■ Vertical element required —11 Applied point load or discontinuous shearline force (lbs) Loads: Directional Case 1 Wind (W); Forces: 0.6W + 0.6D; Flexible distribution 40' - 35' 30' 25' 20' 15' 10' 0' -10' -15' WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Plan LS2-1904.wsw Level 2 of 2 rn N 7 O -5' 45. f WoodWorks® Shearwalls 11.1 65.3 -77C&C711527217b. 4 883 E-2 D-1 15.0.......... 44.9 44.9. 7t 5' co IA in ul cn.....-.N- .. . N `:.. i3w2 _...__. Ifs 0]LJ A-2 ❑� -c C&18.2 / 21. 0 o o o 44.9 71.1 44.9 July 28, 2017 15:03:56 40' 35' 29.9 - 44.6 10' 15' 20' 25' 30' 35' 40' 45' 50' -- Factored shearline force (lbs) till Unfactored applied shear load (plf) • Factored holddown force (lbs) 0-0 Unfactored dead load (plf,lbs) • C Compression force exists 0-0 Unfactored uplift wind load (plf,lbs) • Vertical element required —fi Applied point load or discontinuous shearline force (lbs) Loads: Directional Case 1 Wind (W); Forces: 0.6W + 0.6D; Flexible distribution 20' 15' 10' 0' -10' -15' -1 -10 Load Combinations Building Code Capacity Modification For Design (ASD) For Deflection (Strength) Wind Seismic 0.70 Seismic 1.00 Seismic 1 1 0.60 Wind 1.00 Wind Serviceability Wind Speed 72 mph Min Wind Loads: Walls 16 psf 8 psf 15 Loaded at 75% D -b S -5 3-t -1 D Attili Design Puyallup, WA. & Engineering 98373 JK Monarch L -1 -2 - Lot 6 -1 -10 Load Combinations Building Code Capacity Modification For Design (ASD) For Deflection (Strength) Wind Seismic 0.70 Seismic 1.00 Seismic 1 1 0.60 Wind 1.00 Wind Serviceability Wind Speed 72 mph Min Wind Loads: Walls 16 psf 8 psf 15 Loaded at 75% D -b S -5 3-t -1 D Structural Data STORY INFORMATION BLOCK and ROOF INFORMATION Block Hold-down Story Floor/Ceiling Wall Length subject to Bolt Slope Elev [ft] Depth [in] Height [ft] shrinkage [in] length [in] Ceiling 22.00 0.0 Level2 13.00 12.0 9.00 19.3 20.0 Levell 3.00 12.0 9.00 15.3 16.0 Foundation 2.00 27.00 South Side BLOCK and ROOF INFORMATION Block Roof Panels Dimensions [ft] Face Type Slope Overhang [ft] Block 1 2 Story E -W Ridge LocationX,Y= 0.00 2.50 North Side 30.0 1.00 ExtentX,Y= 40.00 27.00 South Side 30.0 1.00 Ridge Y Location, Offset 16.00 0.00 East Gable 90.0 1.00 Ridge Elevation, Height 29.79 7.79 West Gable 90.0 1.00 Block 2 1 Story N -S Ridge LocationX,Y= 21.00 0.00 North Joined 90.0 1.00 Extent X,Y = 19.00 2.50 'South Gable 90.0 1.00 Ridge X Location, Offset 30.50 0.00 East Side 30.0 1.00 Ridge Elevation, Height 18.48 5.48 West Side 30.0 1.00 Block 3 2 Story N -S Ridge , LocationX,Y= 0.00 0.00 North Joined 150.0 1.00 Extent X,Y = 13.00 2.50 South Gable 90.0 1.00 Ridge X Location, Offset 6.50 0.00 East Side 30.0 1.00 Ridge Elevation, Height 25.75 3.75 West Side 30.0 1.00 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 Ext Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 6 12 Y 1,3 16 Int Gyp WB 1 -ply 1/2 - - Horz 40000 5d Nail N 7 7 Y 5 2 Ext Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 3 12 Y 1,2,3 Int Gyp WB 1 -ply 1/2 - - Horz 40000 5d Nail N 7 7 Y 5 3 Ext Structural sheath 48/24 5/16 - 3 Horz 31000 8d Nail N 3 12 Y 1 Int Gyp WB 1 -ply 1/2 - - Horz 40000 5d Nail N 7 7 Y 5 4 Ext Structural I 5/16 - 3 Horz 32500 8d Nail N 6 12 Y Int Gyp WB 1 -ply 1/2 - - Horz 40000 5d Nail N 7 7 Y 5 5 1 Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 4 12 Y 1,2,3 2 Gyp WB 1 -ply 1/2 - - Horz 40000 5d Nail N 7 7 Y 5 6 Both Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 4 12 Y 1,2,3 Legena: Grp - Wall Design Group number, used to reference wall in other tables Surf - Exterior or interior surface when applied to exterior wall Ratng - Span rating, see SDPWS Table C4.2.2.2C Thick - Nominal panel thickness GU - Gypsum underlay thickness Ply- Number of plies (or layers) in construction of plywood sheets Or- Orientation of longer dimension of sheathing panels Gvtv- Shear stiffness in lb/in. of depth from SDPWS Tables C4.2.2A-B Type - Fastener type from SDPWS Tables 4.3A -D: Nail - common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for GWB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing; Box - box nail; Casing - casing nail; Roof- roofing nail; Screw- drywall screw Size - Common, box, and casing nails: refer to SDPWS Table Al (casing sizes = box sizes). Gauges: 11 ga = 0.120" x 1-3/4" (gypsum sheathing, 25/32" fiberboard ), 1-12" (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: 1.Capacity has been reduced for framing specific gravity according to SDPWS T4.3A Note 3. 2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3.7.1.4 3. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud spacing is 16" max. or panel orientation is horizontal. See SDPWS T4.3A Note 2. 5. This material does not contribute to seismic shear resistance because of the "Ignore non -wood -panel contribution for all walls" design setting. FRAMING MATERIALS and STANDARD WALL by WALL GROUP Wall Grp Species Grade b in d in Spcg in SG E psiA6 Standard Wall 1 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 2 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 3 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 4 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 5 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 6 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 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. SHEARLINE, WALL and OPENING DIMENSIONS North -south Shearlines Line 1 Level 2 Type Wall Group Location XVII Extent Start [ft] End Length [ft] FHS [ft] Aspect Ratio Height [ft] Line 1 1 -0.50 0.00 29.50 29.50 25.50 - 9.00 Wall 1-1 Seg 1 -0.50 0.00 25.50 25.50 25.50 0.35 - Wall 1-2 NSW -0.50 25.50 29.50 4.00 0.00 1.00 - Level1 Line 1 1 -0.50 0.00 29.50 29.50 15.50 - 9.00 Wall 1-1 Seg 1 -0.50 0.00 25.00 25.00 15.50 - - Segment 1 - - 0.00 11.00 11.00 - 0.82 - Opening 1 - - 11.00 15.00 4.00 - - 5.00 Segment 2 - - 15.00 19.50 4.50 - 2.00 - Opening 2 - - 19.50 22.00 2.50 - - 5.00 Segment 3 - - 22.00 25.00 3.00 - 3.00 - Wall 1-2 NSW -0.50 25.00 29.50 4.50 0.00 1.00 - Line 2 Level 1 Line 2 Seg 1 13.50 0.00 29.50 29.50 0.00 - 9.00 Wall 2-1 Seg 1 13.50 0.00 2.50 2.50 0.00 3.60 - Line 3 Level 2 Line 3 NSW 14.50 0.00 2.00 2.00 0.00 - 9.00 Wall 3-1 NSW 14.50 0.00 2.00 2.00 0.00 1.00 - Line 4 Level 2 Line 4 NSW 21.00 0.00 19.00 19.00 0.00 - 9.00 Wall 4-1 NSW 21.00 0.50 2.00 1.50 0.00 1.00 - Level1 Line 4 1 21.00 0.00 29.50 29.50 16.50 - 9.00 Wall 4-1 Seg 1 21.00 0.00 2.50 2.50 0.00 3.60 - Wall 4-2 Seg 1 21.00 2.50 19.00 16.50 16.50 0.55 - Line5 Level 2 Line 5 NSW 34.00 0.50 1.50 1.00 0.00 - 9.00 Wall 5-1 NSW 34.00 0.50 1.50 1.00 0.00 1.00 - Line 6 Level 2 Line 6 Seg 1 40.00 1.50 29.50 28.00 28.00 - 9.00 Wall 6-1 Seg 1 40.00 1.50 29.50 28.00 28.00 0.32 - Level 1 Line 6 Seg 1 40.50 0.00 29.50 29.50 29.50 - 9.00 Wall 6-1 Seg 1 40.50 0.00 29.50 29.50 29.50 0:31 - 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 2,3 0.23 -0.50 34.00 34.50 13.50 - 9.00 Wall A-1 Seg 2 0.00 -0.50 14.50 15.00 9.00 - - Segment 1 - - -0.50 4.00 4.50 - 2.00 - Opening 1 - - 4.00 10.00 6.00 - - 5.00 Segment 2 - - 10.00 14.50 4.50 - 2.00 - Wall A-2 Seg 3 0.50 21.00 34.00 13.00 4.50 - - Segment 1 - - 21.00 24.50 3.50 - 2.57 - Opening 1 - - 24.50 29.50 5.00 - - 5.00 Segment 2 - - 29.50 34.00 4.50 - 2.00 - Level 1 Line A 1,2 0.00 -0.50 40.50 41.00 9.00 - 9.00 Wall A-1 Seg 2 0.00 -0.50 13.50 14.00 9.00 - - Segment 1 - - -0.50 4.00 4.50 - 2.00 - Opening 1 - - 4.00 9.00 5.00 - - 5.00 Segment 2 - - 9.00 13.50 4.50 - 2.00 - Wall A-2 Seg 1 0.00 21.00 40.50 19.50 0.00 - - Segment 1 - - 21.00 24.50 3.50 - 2.57 - Opening 1 - - 24.50 36.50 12.00 - - 6.75 Segment 2 - - 36.50 40.50 4.00 - 2.25 - Line B Level 2 Line B 1.50 14.50 40.00 25.50 0.00 - 9.00 Wall B-1 NSW 2.00 14.50 21.00 6.50 0.00 - - Segment 1 - - 14.50 15.50 1.00 - - - Opening 1 - - 15.50 18.00 2.50 - - 5.00 Segment 2 - - 18.00 21.00 3.00 - - - Wall B-2 NSW 1.50 34.00 40.00 6.00 0.00 - - Segment 1 - - 34.00 35.00 1.00 - - - Opening 1 - - 35.00 38.00 3.00 - - 5.00 Segment 2 Line C Level 1 Line C Wall C-1 Segment 1 Opening 1 Segment 2 Line D Level 2 Line D Wall D-1 Level 1 Line D Wall D-1 Segment 1 Opening 1 Segment 2 Line E Level 2 Line E Wall E-1 Wall E-2 Segment 1 Opening 1 Segment 2 Opening 2 Segment 3 Opening 3 Segment 4 Level 1 Line E Wall E-1 Wall E-2 Segment 1 Opening 1 Segment 2 Opening 2 Segment 3 Opening 3 Segment 4 NSW Seg Seg Seg NSW Seg NSW Seg 6 6 5 5 1 1 1 1 2.50 2.50 19.00 19.00 19.00 19.00 29.50 29.50 29.50 29.50 29.50 29.50 38.00 13.50 13.50 13.50 14.50 19.00 - 0.50 24.50 - 0.50 21.00 21.00 23.00 25.50 - 0.50 - 0.50 4.50 4.50 6.00 10.50 17.00 19.00 25.50 30.00 -0.50 - 0.50 4.50 4.50 6.50 14.50 17.50 23.50 31.00 33.50 40.00 21.00 21.00 14.50 19.00 21.00 40.00 40.00 40.50 40.50 23.00 25.50 40.50 40.00 4.50 40.00 6.00 10.50 17.00 19.00 25.50 30.00 40.00 40.50 4.50 40.50 6.50 14.50 17.50 23.50 31.00 33.50 40.50 2.00 7.50 7.50 1.00 4.50 2.00 40.50 15.50 41.00 19.50 2.00 2.50 15.00 40.50 5.00 35.50 1.50 4.50 6.50 2.00 6.50 4.50 10.00 41.00 5.00 36.00 2.00 8.00 3.00 6.00 7.50 2.50 7.00 0.00 0.00 15.50 15.50 15.00 15.00 23.00 0.00 23.00 14.50 0.00 14.50 9.00 6.75 9.00 0.58 - 9.00 4.50 - 6.75 0.60 - 9.00 1.00 - 6.00 - 5.00 1.38 - 5.00 1.38 - 5.00 0.90 - 9.00 1.80 - 4.50 - 5.00 3.00 - 6.75 1.20 - 5.00 1.29 - Legend: Type - Seg = segmented, Prf = perforated, NSW = non-shearwall Location - Dimension perpendicular to wall FHS - Length of full -height sheathing used to resist shear force. For perforated walls, it is based on the factored segments Li defined in SDPWS 4.3.4.3 Aspect Ratio - Ratio of wall height to segment length (h/bs) Wall Group - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall Loads WIND SHEAR LOADS (as entered or generated) Level2 1 Magnitude Trib Block F Element Load Wnd Surf Prof Locat on [ft] [Ibs,plf,psf] Ht Case Dir Dir Start End Start End [ft] Block 1 W Wall Min W ->E Wind Line 0.00 29.50 36.0 Block 1 W Wall 1 W ->E Wind Line 0.00 29.50 29.9 Block 1 W Wall 1 W ->E Wind Line 0.50 2.00 29.9 Block 1 W Wall Min W ->E Wind Line 0.50 2.00 36.0 Block 1 W L Gable 1 W ->E Wind Line 2.50 16.00 0.0 55.1 Block 1 W L Gable Min W ->E Wind Line 2.50 16.00 0.0 62.4 Block 1 W R Gable Min W ->E Wind Line 16.00 29.50 62.4 0.0 Block 1 W R Gable 1 W ->E Wind Line 16.00 29.50 55.1 0.0 Block 1 E Wall Min W ->E Lee Line 0.50 1.50 36.0 Block 1 E Wall 1 W ->E Lee Line 0.50 1.50 16.3 Block 1 E Wall 1 W ->E Lee Line 1.50 29.50 16.3 Block 1 E Wall Min W ->E Lee Line 1.50 29.50 36.0 Block 1 E L Gable Min W ->E Lee Line 2.50 16.00 0.0 62.4 Block 1 E L Gable 1 W ->E Lee Line 2.50 16.00 0.0 28.2 Block 1 E R Gable Min W ->E Lee Line 16.00 29.50 62.4 0.0 Block 1 E R Gable 1 W ->E Lee Line 16.00 29.50 28.2 0.0 Block 1 W Wall 1 E ->W Lee Line 0.00 29.50 16.3 Block 1 W Wall Min E ->W Lee Line 0.00 29.50 36.0 Block 1 W Wall 1 E ->W Lee Line 0.50 2.00 16.3 Block 1 W Wall Min E ->W Lee Line 0.50 2.00 36.0 Block 1 W L Gable 1 E ->W Lee Line 2.50 16.00 0.0 28.2 Block 1 W L Gable Min E ->W Lee Line 2.50 16.00 0.0 62.4 Block 1 W R Gable Min E ->W Lee Line 16.00 29.50 62.4 0.0 Block 1 W R Gable 1 E ->W Lee Line 16.00 29.50 28.2 0.0 Block 1 E Wall Min E ->W Wind Line 0.50 1.50 36.0 Block 1 E Wall 1 E ->W Wind Line .0.50 1.50 29.9 Block 1 E Wall 1 E ->W Wind Line 1.50 29.50 29.9 Block 1 E Wall Min E ->W Wind Line 1.50 29.50 36.0 Block 1 E L Gable Min E ->W Wind Line 2.50 16.00 0.0 62.4 Block 1 E L Gable 1 E ->W Wind Line 2.50 16.00 0.0 55.1 Block 1 E R Gable 1 E ->W Wind Line 16.00 29.50 55.1 0.0 Block 1 E R Gable Min E ->W Wind Line 16.00 29.50 62.4 0.0 Block 1 S Roof Min S ->N Wind Line -1.00 41.00 33.5 Block 1 S Roof 1 S ->N Wind Line -1.00 41.00 15.0 Block 1 .S Wall 1 S ->N Wind Line 14.50 21.00 29.9 Block 1 S Wall Min S ->N Wind Line 14.50 21.00 36.0 Block 1 S Wall Min S ->N Wind Line 21.00 34.00 36.0 Block 1 S Wall 1 S ->N Wind Line 21.00 34.00 29.9 Block 1 S Wall Min S ->N Wind Line 34.00 40.00 36.0 Block 1 S Wall 1 S ->N Wind Line 34.00 40.00 29.9 Block 1 N Roof Min S ->N Lee Line -1.00 41.00 33.5 Block 1 N Roof 1 S ->N Lee Line -1.00 41.00 45.1 Block 1 N Wall 1 S ->N Lee Line -0.50 40.00 20.2 Block 1 N Wall Min S ->N Lee Line -0.50 40.00 36.0 Block 1 S Roof Min N ->S Lee Line -1.00 41.00 33.5 Block 1 S Roof 1 N ->S Lee Line -1.00 41.00 45.1 Block 1 S Wall Min N ->S Lee Line 14.50 21.00 36.0 Block 1 S Wall 1 N ->S Lee Line 14.50 21.00 20.2 Block 1 S Wall Min N ->S Lee Line 21.00 34.00 36.0 Block 1 S Wall 1 N ->S Lee Line 21.00 34.00 20.2 Block 1 S Wall 1 N ->S Lee Line 34.00 40.00 20.2 Block 1 S Wall Min N ->S Lee Line 34.00 40.00 36.0 Block 1 N Roof 1 N ->S Wind Line -1.00 41.00 15.0 Block 1 N Roof Min N ->S Wind Line -1.00 41.00 33.5 Block 1 N Wall 1 N ->S Wind Line -0.50 40.00 29.9 Block 1 N Wall Min N ->S Wind Line -0.50 40.00 36.0 Block 3 W Ctr Roof 1 W ->E Wind Line -1.00 1.50 7.6 Block 3 W Ctr Roof Min W ->E Wind Line -1.00 1.50 17.3 Block 3 W R Roof 1 W ->E Wind Line 1.50 9.00 7.6 0.0 Block 3 W R Roof Min W ->E Wind Line 1.50 9.00 17.3 0.0 Block 3 E Ctr Roof 1 W ->E Lee Line -1.00 1.50 22.8 Block 3 E Ctr Roof Min W ->E Lee Line -1.00 1.50 17.3 Block 3 E Wall Min W ->E Lee Line 0.00 2.00 36.0 Block 3 E Wall 1 W ->E Lee Line 0.00 2.00 7.9 Block 3 E R Roof 1 W ->E Lee Line 1.50 9.00 22.8 0.0 Block 3 E R Roof Min W ->E Lee Line 1.50 9.00 17.3 0.0 Block 3 W Ctr Roof 1 E ->W Lee Line -1.00 1.50 22.8 Block 3 W Ctr Roof Min E ->W Lee Line -1.00 1.50 17.3 Block 3 W R Roof 1 E ->W Lee Line 1.50 9.00 22.8 0.0 Block 3 W R Roof Min E ->W Lee Line 1.50 9.00 17.3 0.0 Block 3 E Ctr Roof 1 E ->W Wind Line -1.00 1.50 7.6 Block 3 E Ctr Roof Min E ->W Wind Line -1.00 1.50 17.3 Block 3 E Wall 1 E ->W Wind Line 0.00 2.00 29.9 Block 3 E Wall Min E ->W Wind Line 0.00 2.00 36.0 Block 3 E R Roof Min E ->W Wind Line 1.50 9.00 Block 3 E R Roof 1 E ->W Wind Line 1.50 9.00 Block 3 S Wall 1 S ->N Wind Line -0.50 14.50 Block 3 S Wall Min S ->N Wind Line -0.50 14.50 Block 3 S L Gable Min S ->N Wind Line 0.00 6.50 Block 3 S L Gable 1 S ->N Wind Line 0.00 6.50 Block 3 S R Gable 1 S ->N Wind Line 6.50 13.00 Block 3 S R Gable Min S ->N Wind Line 6.50 13.00 Block 3 S Wall 1 N ->S Lee Line -0.50 14.50 Block 3 S Wall Min N ->S Lee Line -0.50 14.50 Block 3 S L Gable 1 N ->S Lee Line 0.00 6.50 Block 3 S L Gable Min N ->S Lee Line 0.00 6.50 Block 3 S R Gable Min N ->S Lee Line 6.50 13.00 Block 3 S R Gable 1 N ->S Lee Line 6.50 13.00 Level 1 Block F Element Load Wnd Surf Prof Location [ft] Case Dir Dir Start End Block 1 W Wall 1 W ->E Wind Line 0.00 29.50 Block 1 W Wall 1 W ->E Wind Line 0.00 29.50 Block 1 W Wall Min W ->E Wind Line 0.00 29.50 Block 1 W Wall Min W ->E Wind Line 0.00 29.50 Block 1 W Wall 1 W ->E Wind Line 0.50 2.00 Block 1 W Wall Min W ->E Wind Line 0.50 2.00 Block 1 E Wall Min W ->E Lee Line 0.00 29.50 Block 1 E Wall 1 W ->E Lee Line 0.00 29.50 Block 1 E Wall 1 W ->E Lee Line 0.50 1.50 Block 1 E Wall Min W ->E Lee Line 0.50 1.50 Block 1 E Wall 1 W ->E Lee Line 1.50 29.50 Block 1 E Wall Min W ->E Lee Line 1.50 29.50 Block 1 W Wall Min E ->W Lee Line 0.00 29.50 Block 1 W Wall 1 E ->W Lee Line 0.00 29.50 Block 1 W Wall 1 E ->W Lee Line 0.00 29.50 Block 1 W Wall Min E ->W Lee Line 0.00 29.50 Block 1 W Wall Min E ->W Lee Line 0.50 2.00 Block 1 W Wall 1 E ->W Lee Line 0.50 2.00 Block 1 E Wall 1 E ->W Wind Line 0.00 29.50 Block 1 E Wall Min E ->W Wind Line 0.00 29.50 Block 1 E Wall 1 E ->W Wind Line 0.50 1.50 Block 1 E Wall Min E ->W Wind Line 0.50 1.50 Block 1 E Wall Min E ->W Wind Line 1.50 29.50 Block 1 E Wall 1 E ->W Wind Line 1.50 29.50 Block 1 S Wall 1 S ->N Wind Line 13.50 21.00 Block 1 S Wall Min S ->N Wind Line 13.50 21.00 Block 1 S Wall 1 S ->N Wind Line 14.50 21.00 Block 1 S Wall Min S ->N Wind Line 14.50 21.00 Block 1 S Wall 1 S ->N Wind Line 21.00 34.00 Block 1 S Wall Min S ->N Wind Line 21.00 34.00 Block 1 S Wall 1 S ->N Wind Line 34.00 40.00 Block 1 S Wall Min S ->N Wind Line 34.00 40.00 Block 1 N Wall Min S ->N Lee Line -0.50 40.50 Block 1 N Wall 1 S ->N Lee Line -0.50 40.50 Block 1 N Wall Min S ->N Lee Line -0.50 40.00 Block 1 N Wall 1 S ->N Lee Line -0.50 40.00 Block 1 S Wall 1 N ->S Lee Line 13.50 21.00 Block 1 S Wall Min N ->S Lee Line 13.50 21.00 Block 1 S Wall 1 N ->S Lee Line 14.50 21.00 Block 1 S Wall Min N ->S Lee Line 14.50 21.00 Block 1 S Wall Min N ->S Lee Line 21.00 34.00 Block 1 S Wall 1 N ->S Lee Line 21.00 34.00 Block 1 S Wall Min N ->S Lee Line 34.00 40.00 Block,1 S Wali 1 N ->S Lee Line 34.00 40.00 Block 1 N Wall 1 N ->S Wind Line -0.50 40.00 Block 1 N Wall Min N ->S Wind Line -0.50 40.50 Block 1 N Wall Min N ->S Wind Line -0.50 40.00 Block 1 N Wall 1 N ->S Wind Line -0.50 40.50 Block 2 W Roof Min W ->E Wind Line -1.00 2.50 Block 2 W Roof 1 W ->E Wind Line -1.00 2.50 Block 2 W Wall Min W ->E Wind Line 0.00 2.50 Block 2 W Wall 1 W ->E Wind Line 0.00 2.50 Block 2 E Roof Min W ->E Lee Line -1.00 2.50 Block 2 E Roof 1 W ->E Lee Line -1.00 2.50 Block 2 W Roof 1 E ->W Lee Line -1.00 2.50 Block 2 W Roof Min E ->W Lee Line -1.00 2.50 Block 2 W Wall Min E ->W Lee Line 0.00 2.50 Block 2 W Wall 1 E ->W Lee Line 0.00 2.50 Block 2 E Roof 1 E ->W Wind Line -1.00 2.50 Block 2 E Roof Min E ->W Wind Line -1.00 2.50 17.3 7.6 29.9 36.0 0.0 0.0 26.1 30.0 19.7 36.0 0.0 0.0 30.0 16.5 0.0 0.0 30.0 26.1 0.0 0.0 16.5 30.0 0.0 0.0 Magnitude [Ibs,plf,psf] Start End 33.8 28.0 44.0 36.0 28.0 36.0 44.0 19.9 16.3 36.0 16.3 36.0 36.0 19.9 16.3 44.0 36.0 16.3 33.8 44.0 28.0 36.0 36.0 28.0 33.8 44.0 28.0 36.0 28.0 36.0 28.0 36.0 44.0 24.7 36.0 20.2 24.7 44.0 20.2 36.0 36.0 20.2 segm 20.2 28.0 44.0 36.0 33.8 24.2 9.4 44.0 33.8 24.2 28.3 28.3 24.2 44.0 8.6 9.4 24.2 Trib Ht [ft] Block 2 S L Gable Block 2 S Wall Block 2 S L Gable Block 2 S Wall Block 2 S R Gable Block 2 S R Gable Block 2 S L Gable Block 2 S Wall Block 2 S Wall Block 2 S L Gable Block 2 S R Gable Block 2 S R Gable Block 3 E Wall Block 3 E Wall Block 3 E Wall Block 3 E Wall Block 3 E Wall Block 3 E Wall Block 3 E Wall Block 3 E Wall Block 3 S Wall Block 3 S Wall Block 3 S Wall Block 3 S Wall Block 3 S Wall Block 3 S Wall Block 3 S Wall Block 3 S Wall 1 S ->N Wind Line 21.00 30.50 0.0 Min S ->N Wind Line 21.00 40.50 44.0 Min S ->N Wind Line 21.00 30.50 0.0 1 S ->N Wind Line 21.00 40.50 33.8 1 S ->N Wind Line 30.50 40.00 34.0 Min S ->N Wind Line 30.50 40.00 43.9 1 N ->S Lee Line 21.00 30.50 0.0 Min N ->S Lee Line 21.00 40.50 44.0 1 N ->S Lee Line 21.00 40.50 21.4 Min N ->S Lee Line 21.00 30.50 0.0 1 N ->S Lee Line 30.50 40.00 21.4 Min N ->S Lee Line 30.50 40.00 43.9 1 W ->E Lee Line 0.00 2.50 9.6 1 W ->E Lee Line 0.00 2.00 7.9 Min W ->E Lee Line 0.00 2.50 44.0 Min W ->E Lee Line 0.00 2.00 36.0 Min E ->W Wind Line 0.00 2.50 44.0 1 E ->W Wind Line 0.00 2.00 28.0 1 E ->W Wind Line 0.00 2.50 33.8 Min E ->W Wind Line 0.00 2.00 36.0 Min S ->N Wind Line -0.50 13.50 44.0 1 S ->N Wind Line -0.50 14.50 28.0 Min S ->N Wind Line -0.50 14.50 36.0 1 S ->N Wind Line -0.50 13.50 33.8 Min N ->S Lee Line -0.50 13.50 44.0 1 N ->S Lee Line -0.50 14.50 19.7 Min N ->S Lee Line -0.50 14.50 36.0 1 N ->S Lee Line -0.50 13.50 24.1 34.0 43.9 0.0 0.0 21.4 43.9 0.0 0.0 Legend: Block - Block used in load generation Accum. = loads from one block combined with another Manual = user -entered loads (so no block) F - Building face (north, south, east or west) Element - Building surface on which loads generated or entered Load Case - One of the following: ASCE 7 All Heights: Case 1 or 2 from Fig 27.4-8 or minimum loads from 27.1.5 ASCE 7 Low-rise: Reference corner and Case A or 8 from Fig 28.4-1 or minimum loads from 28.4.4 Wind Dir - Direction of wind for loads with positive magnitude, also direction of MWFRS. Surf Dir- Windward or leeward side of the building for loads in given direction Prof - Profile (distribution) Location - Start and end points on building element Magnitude - Start = intensity of uniform and point loads or leftmost intensity of trapezoidal load, End = right intensity of trap load Trib Ht - Tributary height of area loads only Notes: All loads entered by the user or generated by program are specified (unfactored) Ioads.The program applies a load factor of 0.60 to wind Toads before distributing them to the shearlines. WIND C&C LOADS Block Building Face Wind Direction CD CD N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N HI HI HI H HI HI HI HI H H H H H H H H H HI H H HI H H H HI HI H H H H H '-I J Magnitude Interior [psfl End Zone Block 1 West Windward 18.2 21.5 Block 1 West Windward 18.2 21.5 Block 1 West Windward 18.2 21.5 Block 1 West Windward 18.2 21.5 Block 1 East Leeward 18.2 21.5 Block 1 East Leeward 18.2 21.5 Block 1 East Leeward 18.2 21.5 Block 1 East Leeward 18.2 21.5 Block 1 West Leeward 18.2 21.5 Block 1 West Leeward 18.2 21.5 Block 1 West Leeward 18.2 21.5 Block 1 West Leeward 18.2 21.5 Block 1 East Windward 18.2 21.5 Block 1 East Windward 18.2 21.5 Block 1 East Windward 18.2 21.5 Block 1 East Windward 18.2 21.5 Block 1 South Windward 18.2 21.5 Block 1 South Windward 18.2 21.5 Block 1 South Windward 18.2 21.5 Block 1 South Windward 18.2 21.5 Block 1 North Leeward 18.2 21.5 Block 1 North Leeward 18.2 21.5 Block 1 South Leeward 18.2 21.5 Block 1 South Leeward 18.2 21.5 Block 1 South Leeward 18.2 21.5 Block 1 South. Leeward 18.2 21.5 Block 1 North Windward 18.2 21.5 Block 1 North Windward 18.2 21.5 Block 3 East Leeward 18.2 21.5 Block 3 East Leeward 18.2 21.5 Block 3 East Windward 18.2 21.5 Block 3 East Windward 18.2 21.5 Block 3 South Windward 18.2 21.5 Block 3 South Windward 18.2 21.5 Block 3 South Leeward 18.2 21.5 Block 3 South Leeward 18.2 21.5 Block 1 West Windward 18.2 21.5 Block 1 West Windward 18.2 21.5 Block 1 East Leeward 18.2 21.5 Block 1 East Leeward 18.2 21.5 Block 1 West Leeward 18.2 21.5 Block 1 West Leeward 18.2 21.5 Block 1 East Windward 18.2 21.5 Block 1 East Windward 18.2 21.5 Block 1 South Windward 18.2 21.5 Block 1 South Windward 18.2 21.5 Block 1 North Leeward 18.2 21.5 Block 1 North Leeward 18.2 21.5 Block 1 South Leeward 18.2 21.5 Block 1 South Leeward 18.2 21.5 Block 1 North Windward 18.2 21.5 Block 1 North Windward 18.2 21.5 Block 2 West Windward 18.2 21.5 Block 2 West Windward 18.2 21.5 Block 2 West Leeward 18.2 21.5 Block 2 West Leeward 18.2 21.5 Block 2 South Windward 18.2 21.5 Block 2 South Windward 18.2 21.5 Block 2 South Leeward 18.2 21.5 Block 2 South Leeward 18.2 21.5 Block 3 East Leeward 18.2 21.5 Block 3 East Leeward 18.2 21.5 Block 3 East Windward 18.2 21.5 Block 3 East Windward 18.2 21.5 Block 3 South Windward 18.2 21.5 Block 3 South Windward 18.2 21.5 Block 3 South Leeward 18.2 21.5 Block 3 South Leeward 18.2 21.5 BUILDING MASSES Level2 1 Magnitude Trib Force Building Block Wall Profile Location [ft] [Ibs,plf,psf] Width Dir Element Line Start End Start End [ft] E -W Roof Block 1 Line 1.50 30.50 315.0 315.0 E -W Roof Block 1 6 Line 1.50 30.50 315.0 315.0 E -W Roof Block 3 Line -1.00 2.50 112.5 112.5 E -W Roof Block 3 Line -1.00 2.50 112.5 112.5 E -W R Gable Block 1 Line 2.50 16.00 77.9 0.0 E -W L Gable Block 1 Line 16.00 29.50 0.0 77.9 E -W L Gable Block 1 6 Line 2.50 16.00 77.9 0.0 E -W R Gable Block 1 6 Line 16.00 29.50 0.0 77.9 N -S Roof Block 1 C Line -1.00 41.00 217.5 217.5 N -S Roof Block 1 E Line -1.00 41.00 217.5 217.5 N -S Roof Block 3 A Line -1.00 14.00 .33.8 33.8 N -S Roof Block 3 C Line -1.00 14.00 18.8 18.8 N -S L Gable Block 3 A Line 0.00 6.50 37.5 0.0 N -S R Gable Block 3 A Line 6.50 13.00 0.0 37.5 Both Wall 1-1 n/a 1 Line 0.00 25.50 45.0 45.0 Both Wall 1-2 n/a 1 Line 25.50 29.50 45.0 45.0 Both Wall 3-1 n/a 3 Line 0.00 2.00 45.0 45.0 Both Wall 4-1 n/a 4 Line 0.50 2.00 45.0 45.0 Both Wall 5-1 n/a 5 Line 0.50 1.50 45.0 45.0 Both Wall 6-1 n/a 6 Line 1.50 29.50 45.0 45.0 Both Wall A-1 n/a A Line -0.50 14.50 45.0 45.0 Both Wall A-2 n/a Line 21.00 34.00 45.0 45.0 Both Wall B-2 n/a B Line 34.00 40.00 45.0 45.0 Both Wall B-1 n/a Line 14.50 21.00 45.0 45.0 Both Wall D-1 n/a D Line 24.50 40.00 27.0 27.0 Both Wall E-1 n/a E Line -0.50 4.50 45.0 45.0 Both Wall E-2 n/a E Line 4.50 40.00 45.0 45.0 Level 1 Magnitude Trib Force Building Block Wall Profile Location [ft] [Ibs,plf,psf] Width Dir Element Line Start End Start End [ft] E -W Roof Block 2 4 Line -1.00 2.50 157.5 157.5 E -W Roof Block 2 6 Line -1.00 2.50 157.5 157.5 E -W Floor F3 n/a 1 Line 0.00 2.50 105.0 105.0 Both Wall 1-1 n/a 1 Line 0.00 25.50 45.0 45.0 E -W Floor F2 n/a 1 Line 2.50 29.50 307.5 307.5 Both Wall 1-2 n/a 1 Line 25.50 29.50 45.0 45.0 E -W Floor F3 n/a 2 Line 0.00 2.50 105.0 105.0 Both Wall 3-1 n/a 3 Line 0.00 2.00 45.0 45.0 E -W Floor F1 n/a 4 Line 0.00 2.50 146.3 146.3 Both Wall 4-1 n/a 4 Line 0.50 2.00 45.0 45.0 Both Wall 5-1 n/a 5 Line 0.50 1.50 45.0 45.0 Both Wall 6-1 n/a 6 Line 1.50 29.50 45.0 45.0 E -W Floor F1 n/a Line 0.00 2.50 146.3 146.3 E -W Floor F2 n/a Line 2.50 29.50 307.5 307.5 N -S Roof Block 2 A Line 20.00 41.00 33.8 33.8 N -S Roof Block 2 C Line 20.00 41.00 18.8 18.8 N -S L Gable Block 2 A Line 21.00 30.50 54.8 0.0 N -S R Gable Block 2 A Line 30.50 40.00 0.0 54.8 N -S Floor F1 n/a A Line -0.50 13.50 221.3 221.3 Both Wall A-1 n/a A Line -0.50 14.50 45.0 45.0 N -S Floor F3 n/a A Line 21.00 40.50 221.3 221.3 Both Wall A-2 n/a Line 21.00 34.00 45.0 45.0 Both Wall B-2 n/a B Line 34.00 40.00 45.0 45.0 Both Wall B-1 n/a Line 14.50 21.00 45.0 45.0 N -S Floor F2 n/a C Line 13.50 21.00 202.5 202.5 Both Wall D-1 n/a D Line 24.50 40.00 27.0 27.0 N -S Floor F1 Both Wall E-1 Both Wall E-2 N -S Floor F2 N -S Floor F3 Both Wall 1-1 Both Wall 1-2 Both Wall 2-1 Both Wall 4-1 Both Wall 4-2 Both Wall 6-1 Both Wall A-1 Both Wall A-2 Both Wall C-1 Both Wall D-1 Both Wall E-1 Both Wall E-2 n/a E Line -0.50 13.50 221.3 221.3 n/a E Line -0.50 4.50 45.0 45.0 n/a E Line 4.50 40.00 45.0 45.0 n/a E Line 13.50 21.00 202.5 202.5 n/a E Line 21.00 40.50 221.3 221.3 n/a 1 Line 0.00 25.00 45.0 45.0 n/a 1 Line 25.00 29.50 45.0 45.0 n/a 2 Line 0.00 2.50 45.0 45.0 n/a 4 Line 0.00 2.50 45.0 45.0 n/a 4 Line 2.50 19.00 27.0 27.0 n/a Line 0.00 29.50 45.0 45.0 n/a A Line -0.50 13.50 45.0 45.0 n/a A Line 21.00 40.50 45.0 45.0 n/a C Line 13.50 21.00 45.0 45.0 n/a D Line 21.00 40.50 27.0 27.0 n/a E Line -0.50 4.50 45.0 45.0 n/a E Line 4.50 40.50 45.0 45.0 Legend: Force Dir - Direction in which the mass is used for seismic load generation, E -W, N -S, or Both Building element - Roof, gable end, wall or floor area used to generate mass, wall line for user -applied masses, Floor F# - refer to Plan View for floor area number Wall line - Shearline that equivalent line load is assigned to Location - Start and end points of equivalent line load on wall line Trib Width. - Tributary width; for user applied area loads only SEISMIC LOADS Level 2 Force Dir Profile Location Start [ft] End Mag [Ibs,plf,psf] Start End E -W Line -1.00 0.00 28.0 28.0 E -W Point 0.00 0.00 114 114 E -W Line 0.00 0.50 39.2 39.2 E -W Point 0.50 0.50 73 73 E -W Line 0.50 1.50 50.4 50.4 E -W Point 1.50 1.50 34 34 E -W Line 1.50 2.00 128.8 128.8 E -W Point 2.00 2.00 36 36 E -W Line 2.00 2.50 117.6 117.6 E -W Line 2.50 16.00 89.6 109.0 E -W Line 16.00 25.50 109.0 95.4 E -W Point 19.00 19.00 52 52 E -W Line 25.50 29.50 95.4 89.6 E -W Point 29.50 29.50 227 227 E -W Line 29.50 30.50 78.4 78.4 N -S Line -1.00 -0.50 60.7 60.7 N -S Point -0.50 -0.50 165 165 N -S Line -0.50 0.00 71.9 71.9 N -S Point 0.00 0.00 131 131 N -S Line 0.00 4.50 71.9 75.1 N -S Line 4.50 6.50 75.1 76.5 N -S Line 6.50 13.00 76.5 71.9 N -S Line 13.00 14.00 71.9 71.9 N -S Line 14.00 14.50 65.3 65.3 N -S Point 14.50 14.50 11 11 N -S Line 14.50 21.00 65.3 65.3 N -S Point 21.00 21.00 8 8 N -S Line 21.00 24.50 65.3 65.3 N -S Line 24.50 34.00 68.7 68.7 N -S Point 34.00 34.00 6 6 N -S Line 34.00 40.00 68.7 68.7 N -S Point 40.00 40.00 288 288 N -S Line 40.00 41.00 54.1 54.1 Level 1 Force Profile Location [ft] Mag [Ibs,plf,psf] Dir Start End Start End E -W Line -1.00 0.00 20.6 20.6 E -W Point 0.00 0.00 177 177 E -W Line 0.00 0.50 71.2 71.2 E -W Point 0.50 0.50 38 38 E -W Line 0.50 1.50 77.1 77.1 E -W Point 1.50 1.50 18 18 E -W Line 1.50 2.00 77.1 77.1 E -W Point 2.00 2.00 19 19 E -W Line 2.00 2.50 71.2 71.2 E -W Point 2.50 2.50 22 22 E -W Line 2.50 19.00 53.8 53.8 E -W Point 19.00 19.00 62 62 E -W Line 19.00 25.00 52.1 52.1 E -W Line 25.00 25.50 52.1 52.1 E -W Line 25.50 29.50 52.1 52.1 E -W Point 29.50 29.50 240 240 N -S Point -0.50 -0.50 174 174 N -S Line -0.50 4.50 40.8 40.8 N -S Line 4.50 13.50 40.8 40.8 N -S Point 13.50 13.50 7 7 N -S Line 13.50 14.50 38.3 38.3 N -S Point 14.50 14.50 6 6 N -S Line 14.50 20.00 38.3 38.3 N -S Line 20.00 21.00 41.8 41.8 N -S Point 21.00 21.00 41 41 N -S Line 21.00 24.50 46.0 47.3 N -S Line 24.50 30.50 49.1 51.3 N -S Line 30.50 34.00 51.3 50.0 N -S Point 34.00 34.00 3 3 N -S Line 34.00 40.00 50.0 47.7 N -S Point 40.00 40.00 83 83 N -S Line 40.00 40.50 40.1 40.1 N -S Point 40.50 40.50 87 87 N -S Line 40.50 41.00 3.4 3.4 HOLD-DOWN DISPLACEMENT (rigid seismic design) Wall, segment Level 1 Line 1 Dir Hold- down Uplift force lbs Elong Manuf in / Dis. Add da in in Slippage Pf lbs da in Shrink da in Crush+ Extra in Total da in Hold Defl in 1-1,1 S ->N HDU8-SDS 2533 .059 .001 0.060 - - .153 0.04 0.25 0.21 N ->S HDU8-SDS 1866 .043 .001 0.044 - - .153 0.04 0.24 0.19 1-1,2 Both HDU8-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 1-1,3 Both HDU8-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 Line 4 4-2 S ->N HDU5-SDS 958 .026 .001 0.027 - - .153 0.04 0.22 0.12 N ->S HDU5-SDS 949 .026 .001 0.027 - - .153 0.04 0.22 0.12 Line 6 6-1 S ->N HDU5-SDS 814 .022 .001 0.023 - - .153 0.04 0.22 0.07 N ->S HDU5-SDS 1692 .046 .002 0.048 - - .153 0.04 0.24 0.07 Line A A-1,1 W ->E HDU5-SDS 1541 .042 .002 0.044 - - .153 0.04 0.24 0.47 E ->W HDU5-SDS 1481 .040 .002 0.042 - - .153 0.04 0.23 0.47 A-1,2 W ->E HDU5-SDS 1323 .036 .001 0.037 - - .153 0.04 0.23 0.46 E ->W HDU5-SDS 1322 .036 .001 0.037 - - .153 0.04 0.23 0.46 A-2,1 W ->E HDU5-SDS 119 .003 .000 0.003 - - .153 0.04 0.20 0.50 E ->W HDU5-SDS 92 .003 .000 0.003 - - .153 0.04 0.20 0.50 A-2,2 W ->E HDU5-SDS 666 .018 .001 0.019 - - .153 0.04 0.21 0.48 E ->W HDU5-SDS 624 .017 .001 0.018 - - .153 0.04 0.21 0.47 Line D D-1,2 W ->E HDU5-SDS 2705 .074 .003 0.077 - - .153 0.04 0.27 0.16 E ->W HDU5-SDS 1774 .048 .002 0.050 - - .153 0.04 0.24 0.15 Line E E-2,2 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 E-2,3 W ->E HDU5-SDS 1195 .033 .001 0.034 - - .153 0.04 0.23 0.27 E ->W HDU5-SDS 1113 .030 .001 0.032 - - .153 0.04 0.22 0.27 E-2,4 W ->E HDU5-SDS 995 .027 .001 0.028 - - .153 0.04 0.22 0.28 E ->W HDU5-SDS 956 .026 .001 0.027 - - .153 0.04 0.22 0.28 Wall, segment Dir Hold- down Uplift force Elong Manuf / Disp 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 688 .037 .001 0.038 - - .193 0.04 0.27 0.10 Line 6 6-1 Both HDU5-SDS 884 .048 .001 0.049 - - .193 0.04 0.28 0.09 Line A A-1,1 Both HDU5-SDS 518 .028 .000 0.029 - - .193 0.04 0.26 0.52 A-1,2 Both HDU5-SDS 512 .028 .000 0.028 - - .193 0.04 0.26 0.52 A-2,1 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 A-2,2 Both HDU5-SDS 440 .024 .000 0.024 - - .193 0.04 0.26 0.51 Line D D-1 Both HDU5-SDS 1008 .055 .001 0.056 - - .193 0.04 0.29 0.17 Line E E-2,2 Both HDU5-SDS 25 .001 .000 0.001 - - .193 0.04 0.23 0.32 E-2,3 Both HDU5-SDS 25 .001 .000 0.001 - - .193 0.04 0.23 0.32 E-2,4 Both HDU5-SDS 1069 .058 .001 0.059 - - .193 0.04 0.29 0.26 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. 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. E-2,2 E-2,3 E-2,4 1 Both Ext 2.8 6.50 9.00 16.5 .000 15.2 169 .024 .002 0.32 Both Int 0.0 0.0 0 .000 .000 Both Ext 2.8 6.50 9.00 16.5 .000 15.2 169 .024 .002 0.32 Both Int 0.0 0.0 0 .000 .000 Both Ext 115.6 10.00 9.00 16.5 .003 15.2 169 .024 .069 0.26 Both Int 0.0 0.0 0 .000 .000 0.33 0.33 0.33 Legend: Wall, segment - Wa I and segment between openings, e.g. B-3, 2 = second segment on Walla on Shearline B W Gp - Wall design group, refer to Sheathing and Framing Materials Dir- Force direction Srf - Wall surface, interior or exterior for perimeter walls, 1 or 2 for interior partitions v - Unfactored (strength -level) shear force per unit distance on wall segment = ASD force/0.70. For perforated walls, vmax from SDPWS 4.3-9 is used, as per 4.3.2.1 b - Width of wall segment between openings. Modified for perforated walls as per SDPWS 4.3.2.1 h - Wall height Defl - Horizontal shearwall deflection due to given term: Bending = 8vh^3 / EAb; A - Cross sectional area of segment end stud(s); E - stud mod. of elasticity in Framing Materials table Shear = vh / 1000 Ga. Ga - 1.4 vs / (1.4 vs / Gt + 0.75 en) from SDPWS Ex. C4.3.2-1; vs- ASD sheathing capacity; Gt - Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table; en - Nail slip from SDPWS table C4.2.2D; Vn - Shear force per nail along panel edge using 1.4 vs Hold - Hold-down = da x h / b; refer to Hold-down Displacement table for components of da Total defl = Deflection from bending + shear + hold-down, as per SDPWS C4.3.2-1 DEFLECTION (rigid seismic design Wall, segment W Gp Dir Srf v b h Bending A Defl Ga kips/ Nail Vn slip en Shear Defl Hold Defl Total Defl plf ft ft sq.in in in lbs in in in in Level 1 Line 1 1-1,1 1 S ->N Ext 200.4 11.00 9.00 16.5 .005 15.2 169 .024 .119 0.21 0.33 S ->N Int 0.0 0.0 0 .000 .000 N ->S Ext 202.6 11.00 9.00 16.5 .005 15.2 169 .024 .120 0.19 0.32 N ->S Int 0.0 0.0 0 .000 .000 1-1,2 Both Ext 0.0 4.50 9.00 16.5 .000 15.2 169 .024 .000 0.00 0.00 Both Int 0.0 0.0 0 .000 .000 1-1,3 Both Ext 0.0 3.00 9.00 16.5 .000 15.2 169 .024 .000 0.00 0.00 Both Int 0.0 0.0 0 .000 .000 Line 4 4-2 1 S ->N 1 104.8 16.50 9.00 16.5 .002 15.2 169 .024 .062 0.12 0.18 S ->N 2 0.0 0.0 0 .000 .000 N ->S 1 103.9 16.50 9.00 16.5 .002 15.2 169 .024 .062 0.12 0.18 N ->S 2 0.0 0.0 0 .000 .000 Line 6 6-1 1 S ->N Ext 89.7 29.50 9.00 16.5 .001 15.2 169 .024 .053 0.07 0.12 S ->N Int 0.0 0.0 0 .000 .000 N ->S Ext 89.1 29.50 9.00 16.5 .001 15.2 169 .024 .053 0.07 0.13 N ->S Int 0.0 0.0 0 .000 .000 Line A A-1,1 2 W ->E Ext 107.0 4.50 9.00 16.5 .007 27.9 159 .020 .035 0.47 0.51 W ->E Int 0.0 0.0 0 .000 .000 E ->W Ext 101.9 4.50 9.00 16.5 .007 27.9 159 .020 .033 0.47 0.51 E ->W Int 0.0 0.0 0 .000 .000 A-1,2 W ->E Ext 139.0 4.50 9.00 16.5 .009 27.9 159 .020 .045 0.46 0.51 W ->E Int 0.0 0.0 0 .000 .000 E ->W Ext 137.4 4.50 9.00 16.5 .009 27.9 159 .020 .044 0.46 0.51 E ->W Int 0.0 0.0 0 .000 .000 A-2,1 1 W ->E Ext 10.1 3.50 9.00 16.5 .001 15.2 169 .024 .006 0.50 0.51 W ->E Int 0.0 0.0 0 .000 .000 E ->W Ext 7.9 3.50 9.00 16.5 .001 15.2 169 .024 .005 0.50 0.51 E ->W Int 0.0 0.0 0 .000 .000 A-2,2 W ->E Ext 57.3 4.00 9.00 16.5 .004 15.2 169 .024 .034 0.48 0.51 W ->E Int 0.0 0.0 0 .000 .000 E ->W Ext 54.1 4.00 9.00 16.5 .004 15.2 169 .024 .032 0.47 0.51 E ->W Int 0.0 0.0 0 .000 .000 Line D D-1,2 5 W ->E 1 185.5 15.00 9.00 16.5 .004 21.7 165 .022 .077 0.16 0.24 W ->E 2 0.0 0.0 0 .000 .000 E ->W 1 193.8 15.00 9.00 16.5 .004 21.7 165 .022 .080 0.15 0.23 E ->W 2 0.0 0.0 0 .000 .000 Line E E-2,2 1 Both Ext 0.0 3.00 9.00 16.5 .000 15.2 169 .024 .000 0.00 0.00 Both Int 0.0 0.0 0 .000 .000 E-2,3 W ->E Ext 126.2 7.50 9.00 16.5 .005 15.2 169 .024 .075 0.27 0.35 W ->E Int 0.0 0.0 0 .000 .000 E ->W Ext 120.5 7.50 9.00 16.5 .005 15.2 169 .024 .071 0.27 0.35 E ->W Int 0.0 0.0 0 .000 .000 E-2,4 W ->E Ext 105.9 7.00 9.00 16.5 .004 15.2 169 .024 .063 0.28 0.35 W ->E Int 0.0 0.0 0 .000 .000 E ->W Ext 101.4 7.00 9.00 16.5 .004 15.2 169 .024 .060 0.28 0.35 E ->W Int 0.0 0.0 0 .000 .000 Wall, segment W Gp Dir Srf v b h Bending A Defl Ga kips/ Nail Vn slip 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 1 Both Ext 75.7 25.50 9.00 16.5 .001 15.2 169 .024 .045 0.10 0.14 Both Int 0.0 0.0 0 .000 .000 Line 6 6-1 1 Both Ext 68.5 28.00 9.00 16.5 .001 15.2 169 .024 .041 0.09 0.13 Both Int 0.0 0.0 0 .000 .000 Line A A-1,1 2 Both Ext 48.5 4.50 9.00 16.5 .003 27.9 159 .020 .016 0.52 0.54 Both Int 0.0 0.0 0 .000 .000 A-1,2 Both Ext 50.2 4.50 9.00 16.5 .003 27.9 159 .020 .016 0.52 0.54 Both Int 0.0 0.0 0 .000 .000 A-2,1 3 Both Ext 0.0 3.50 9.00 16.5 .000 22.5 114 .007 .000 0.00 0.00 Both Int 0.0 0.0 0 .000 .000 A-2,2 Both Ext 47.0 4.50 9.00 16.5 .003 22.5 114 .007 .019 0.51 0.54 Both Int 0.0 0.0 0 .000 .000 Line D D-1 6 Both Both 110.2 15.50 9.00 16.5 .002 21.7 165 .022 .023 0.17 0.19 Line E DRAG STRUT FORCES (rigid seismic design) Level 1 1 Drag Strut Line- Position on Wall Location [ft] Force [lbs] Wall or Opening X Y ---> <--- Line 1 1-1 Left Opening 1 -0.50 11.00 968 978 Line 4 4-2 Right Wall End 21.00 19.00 431 427 Line A A-1 Left Opening 1 4.00 0.00 232 216 A-1 Right Opening 1 9.00 0.00 115 104 A-1 Right Wall End 13.50 0.00 447 439 A-2 Left Wall End 21.00 0.00 272 270 A-2 Left Opening 1 24.50 0.00 214 210 A-2 Right Opening 1 36.50 0.00 67 60 Line D D-1 Right Opening 1 25.50 19.00 1235 1291 Line E E-2 Right Opening 2 23.50 29.50 692 661 E-2 Left Opening 3 31.00 29.50 255 240 E-2 Right Opening 3 33.50 29.50 327 309 Level 2 Drag Strut Line- Position on Wall Location [ft] Force [Ibs] Wall or Opening X Y ---> <--- Line 1 1-1 Right Wall End -0.50 25.50 183 183 Line A A-1 Left Opening 1 4.00 0.00 95 95 A-1 Right Opening 1 10.00 0.00 15 15 A-1 Right Wall End 14.50 0.00 115 115 A-2 Right Opening 1 29.50 0.50 85 85 Line D D-1 Left Wall End 24.50 19.00 738 738 Line E E-2 Right Opening 1 10.50 29.50 227 227 E-2 Left Opening 2 17.00 29.50 349 349 E-2 Right Opening 2 19.00 29.50 390 390 E-2 Left Opening 3 25.50 29.50 511 511 E-2 Right Opening 3 30.00 29.50 604 604 Legend: Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force derived from the greater of. Diaphragm force Fpx from Eqn. 12.10-1 plus 25% irregularity increase (12.3.3.4) Storey force Vx from Eqn 12.8-13 For perforated walls, shearline force is vmax from 4.3.6.4.1.1. Includes redundancy factor rho. -> Due to shearline force in the west -to -east or south -to -north direction <- Due to shearline force in the east -to -west or north -to -south direction V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Hold-down Forces: Shear — Seismic shear overturning component, factored for ASD by 0.7. For perforated walls, T from SDPWS 4.3-8 is used Dead — Dead load resisting component, factored for ASD by 0.60 Ev — Vertical seismic load effect from ASCE 7 12.4.2.2 =-0.2Sds x ASD seismic factor x unfactored D = 0.140 x factored D. Refer to Seismic Information table for more details. Cmb'd - Sum of ASD -factored overturning, dead and vertical seismic forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down — Device used from hold-down database Cap — Allowable ASD tension load Crit. Resp. — Critical Response = Combined ASD force/Allowable ASD tension load Notes: Shear overturning force is horizontal seismic load effect Eh from ASCE 7 12.4.2. Uses load combination 8 from ASCE 7 2.4.1 = 0.6D + 0.7 (Eh - Ev). Anchor bolts must have minimum 0.229" x 3" x 3" steel plate washers, conforming to specifications in SDPWS 4.3.6.4.3 and 4.4.1.6. Refer to Shear Results table for 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. HOLD-DOWN DESIGN (rigid seismic design) Level 1 1 Tensile ASD Line- Location [ft] Holddown Force [lbs] Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [lbs] Resp. Line 1 1-1 L End -0.50 0.12 1773 1773 HDU8-SDS2. 4870 0.36 1-1 L Op 1 -0.50 10.88 1306 1306 HDU8-SDS2. 4870 0.27 V Elem -0.50 25.38 482 482 Refer to upper level Line 4 4-2 L End 21.00 2.62 671 671 HDU5-SDS2. 4065 0.17 4-2 R End 21.00 18.88 664 664 HDU5-SDS2. 4065 0.16 Line 6 6-1 L End 40.50 0.12 570 570 HDU5-SDS2. 4065 0.14 V Elem 40.00 1.63 619 619 Refer to upper level 6-1 R End 40.50 29.38 1185 1185 HDU5-SDS2. 4065 0.29 Line A A-1 L End -0.37 0.00 1079 1079 HDU5-SDS2. 4065 0.27 A-1 L Op 1 3.88 0.00 1037 1037 HDU5-SDS2. 4065 0.26 A-1 R Op 1 9.13 0.00 927 927 HDU5-SDS2. 4065 0.23 V Elem 10.13 0.00 360 360 Refer to upper level A-1 R End 13.38 0.00 925 925 HDU5-SDS2. 4065 0.23 V Elem 14.38 0.00 360 360 Refer to upper level A-2 L End 21.13 0.00 83 83 HDU5-SDS2. 4065 0.02 A-2 L Op 1 24.38 0.00 65 65 HDU5-SDS2. 4065 0.02 V Elem 29.63 0.00 305 305 Refer to upper level V Elem 33.87 0.00 305 305 Refer to upper level A-2 R Op 1 36.63 0.00 466 466 HDU5-SDS2. 4065 0.11 A-2 R End 40.38 0.00 437 437 HDU5-SDS2. 4065 0.11 Line D V Elem 22.88 19.00 247 247 Refer to upper level D-1 R Op 1 25.63 19.00 1647 1647 HDU5-SDS2. 4065 0.41 V Elem 39.88 19.00 705 705 Refer to upper level D-1 R End 40.38 19.00 1242 1242 HDU5-SDS2. 4065 0.31 Line E 1 V Elem 6.38 29.50 9 9 Refer to upper level V Elem 14.63 29.50 9 9 Refer to upper level V Elem 16.88 29.50 18 18 Refer to upper level V Elem 17.38 29.50 13 13 Refer to upper level E-2 R Op 2 23.63 29.50 816 816 HDU5-SDS2. 1 4065 1 0.20 1 V Elem 25.38 29.50 18 18 Refer to upper level V Elem 30.13 29.50 748 748 Refer to upper level E-2 L Op 3 30.88 29.50 779 779 HDU5-SDS2. 4065 0.19 E-2 R Op 3 33.63 29.50 705 705 HDU5-SDS2. 4065 0.17 V Elem 39.88 29.50 748 748 Refer to upper level E-2 R End 40.38 29.50 669 669 HDU5-SDS2. 4065 1 0.16 Level 2 Tensile ASD Line- Location [ft] Holddown Force [lbs] Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [lbs] Resp. Line 1 1-1 L End -0.50 0.12 482 482 HDU5-SDS2. 4065 0.12 1-1 R End -0.50 25.38 482 482 HDU5-SDS2. 4065 0.12 Line 6 6-1 L End 40.00 1.63 619 619 HDU5-SDS2. 4065 0.15 6-1 R End 40.00 29.38 619 619 HDU5-SDS2. 4065 0.15 Line A A-1 L End -0.37 0.00 364 364 HDU5-SDS2. 4065 0.09 A-1 L Op 1 3.88 0.00 364 364 HDU5-SDS2. 4065 0.09 A-1 R Op 1 10.13 0.00 360 360 HDU5-SDS2. 4065 0.09 A-1 R End 14.38 0.00 360 360 HDU5-SDS2. 4065 0.09 A-2 R Op 1 29.63 0.50 305 305 HDU5-SDS2. 4065 0.08 A-2 R End 33.87 0.50 305 305 HDU5-SDS2. 4065 0.08 Line D D-1 L End 24.63 19.00 705 705 HDU5-SDS2. 4065 0.17 D-1 R End 39.88 19.00 705 705 HDU5-SDS2. 4065 0.17 Line E E-2 R Op 1 10.63 29.50 18 18 HDU5-SDS2. 4065 0.00 E-2 L Op 2 16.88 29.50 18 18 HDU5-SDS2. 4065 0.00 E-2 R Op 2 19.12 29.50 18 18 HDU5-SDS2. 4065 0.00 E-2 L Op 3 25.38 29.50 18 18 HDU5-SDS2. 4065 0.00 E-2 R Op 3 30.13 29.50 748 748 HDU5-SDS2. 4065 0.18 E-2 R End 39.88 29.50 748 748 HDU5-SDS2. 4065 0.18 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: Wall E-2 Seg. 1 Seg. 2 Seg. 3 Seg. 4 1 1 E ->W - W ->E - E ->W - Both 0.0 Both 0.0 W ->E 88.3 E ->W 84.5 W ->E 74.2 E ->W 70.8 1129 - - - - 1182 1.0 1.0 0 242 1129 1.0 1.0 0 242 0 1.0 1.0 0 242 0 1.0 .88 0 212 662 1.0 1.0 0 242 634 1.0 1.0 0 242 519 1.0 1.0 0 242 495 1.0 1.0 0 242 S S 4141 - 4141 - 4141 - 242 - - 212 635 0.00 242 1814 0.37 242 1814 0.35 242 1693 0.31 242 1693 0.29 Legend: W Gp - Wall design group defined 'n Sheathing and Framing Materials tables, where it shows associated Standard Wa . "A" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of seismic force along shearline. v - Design shear force on segment = ASD factored shear force per unit FHS vmax - Collector shear force for perforated walls as per SDPWS eqn. 4.3-8 = V/FHS/Co. Full height sheathing (FHS) factored for narrow segments as per 4.3.4.3 V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub - For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment: Aspect Ratio Factor from SDPWS 4.3.4.2. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness -based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V - Total factored shear capacity of shearline, wall or segment. Crit Resp - Response ratio = v/Cmb = design shear force/unit shear capacity. "W" indicates that the wind design criterior was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. The contribution to shear resistance from gypsum, fiberboard, or lumber sheathing is taken as zero because of the "Ignore non -wood -panel contribution..." Design Setting. Refer to the Sheathing Materials table for the wall groups affected. SHEAR RESULTS (rigid seismic design N -S Shearlines Line 1 Level 2 W Gp For Dir ASD v Shear Force vmax [plf] V [lbs] Asp -Cub Int Ext Int Al Ext owable Shear Co C [plf] Cmb V [lbs] Resp. Ratio Lnl, Lev2 - Both - - 1351 - - - - - - 6166 - Wall 1-1 1 Both 53.0 - 1351 1.0 1.0 0 242 - S 242 6166 0.22 Level 1 Lnl, Levl - S ->N - - 1543 - - - - - - 4383 - - N ->S - - 1560 - - - - - - 4383 - Wall 1-1 1 S ->N - - 1543 1.0 1.0 0 242 - S - 4383 - 1 N ->S - - 1560 1.0 1.0 0 242 - S - 4383 - Seg. 1 - S ->N 140.3 - 1543 1.0 1.0 0 242 - 242 2660 0.58 - N ->S 141.8 - 1560 1.0 1.0 0 242 - 242 2660 0.59 Seg. 2 - Both 0.0 - 0 1.0 1.0 0 242 - 242 1088 0.00 Seg. 3 - Both 0.0 - 0 1.0 .88 0 212 - 212 635 0.00 Line 4 Ln4, Levl - S ->N - - 1211 - - - - - - 3990 - - N ->S - - 1199 - - - - - - 3990 - Wall 4-1 1 Both 0.0 - 0 1.0 1.0 0 0 - S - - - Wall 4-2 1 S ->N 73.4 - 1211 1.0 1.0 , 0 242 - S 242 3990 0.30 1 N ->S 72.7 - 1199 1.0 1.0 0 242 - S 242 3990 0.30 Line 6 Level 2 Ln6, Lev2 1 Both 47.9 - 1342 1.0 1.0 0 242 - S 242 6770 0.20 Level 1 Ln6, Levl 1 S ->N 62.8 - 1851 1.0 1.0 0 242 - S 242 7133 0.26 1 N ->S 62.3 - 1839 1.0 1.0 0 242 - S 242 7133 0.26 E -W W For ASD Shear Force [pH] Asp -Cub Allowable Shear [plf] 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 - - 459 - - - - - - 6624 - Wall A-1 2 Both - - 310 1.0 1.0 0 456 - S - 4101 - Seg. 1 - Both 33.8 - 152 1.0 1.0 0 456 -. 456 2051 0.07 Seg. 2 - Both 35.0- 158 1.0 1.0 0 456 - 456 2051 0.08 Wall A-2 3 Both - - 149 1.0 1.0 0 326 - S - 2523 - Seg. 1 - Both 0.0 - 0 1.0 .93 0 302 - 302 1058 0.00 Seg. 2 - Both 33.1 - 149 1.0 1.0 0 326 - 326 1465 0.10 Level 1 LnA, Levl - W ->E - - 960 - - - - - - 5824 - - E ->W - - 924 - - - - - - 5824 - Wall A-1 2 W ->E - - 775 1.0 1.0 0 456 - S - 4101 - 2 E ->W - - 753 1.0 1.0 0 456 - S - 4101 - Seg. 1 - W ->E 74.9 - 337 1.0 1.0 0 456 - 456 2051 0.16 - E ->W 71.6 - 322 1.0 1.0 0 456 - 456 2051 0.16 Seg. 2 - W ->E 97.3 - 438 1.0 1.0 0 456 - 456 2051 0.21 - E ->W 95.7 - 431 1.0 1.0 0 456 - 456 2051 0.21 Wall A-2 1 W ->E - - 185 1.0 1.0 0 242 - S - 1723 - 1 E ->W - - 171 1.0 1.0 0 242 - S - 1723 - Seg. 1 - W ->E 7.1 - 25 1.0 .93 0 225 - 225 786 0.03 - E ->W 5.5 - 19 1.0 .93 0 225 - 225 786 0.02 Seg. 2 - W ->E 40.1 - 160 1.0 .97 0 234 - 234 937 0.17 - E ->W 38.0 - 152 1.0 .97 0 234 - 234 937 0.16 Line D Level 2 LnD, Lev2 - Both - - 1195 - - - - - - 10955 - Wall D-1 6^ Both 77.1 - 1195 1.0 1.0 353 353 - A 707 10955 0.11 Level 1 LnD, Levl - W ->E - - 1947 - - - - - - 5301 - - E ->W - - 2035 - - - - - - 5301 - Wall D-1 5 W ->E - - 1947 1.0 1.0 0 353 - S - 5301 - 5^ E ->W - - 2035 1.0 1.0 0 353 - S - 5301 - Seg. 1 - Both 0.0 - 0 1.0 1.0 0 353 - 353 - - Seg. 2 - W ->E 129.8 - 1947 1.0 1.0 0 353 - 353 5301 0.37 - E ->W 135.7 - 2035 1.0 1.0 0 353 - 353 5301 0.38 Line E Level 2 LnE, Lev2 - Both - - 835 - - - - - - 5561 - Wall E-2 1 Both - - 835 1.0 1.0 0 242 - S - 5561 - Seg. 1 - Both 0.0 - 0 1.0 1.0 0 242 - 242 - - Seg. 2 - Both 2.0 - 13 1.0 1.0 0 242 - 242 1572 0.01 Seg. 3 - Both 2.0 - 13 1.0 1.0 0 242 - 242 1572 0.01 Seg. 4 - Both 80.9 - 809 1.0 1.0 0 242 - 242 2418 0.33 Level 1 LnE, Levl - W ->E - - 1182 - - - - - - 4141 - Rigid Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Story Shear [lbs] Diaphragm Force Fpx [lbs] [lbs] [sq.ft] E -W N -S E -W N -S 2 28259 1166.3 3517 3517 3517 3517 1 33880 1190.8 2219 2219 4066 4066 All 62140 - 5736 5736 - - 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. On at least one level and force direction, a torsional irregularity was detected and torsional amplification factor Ax applied according to 12.8.4.3. Refer to the Torsional Analysis section of the Log File output for the values of Ax. Redundancy Factor p (rho): E -W 1.00, N -S 1.00 Automatically calculated according to ASCE 7 12.3.4.2. Vertical Earthquake Load Ev Ev = 0.2 Sds D; Sds = 0.60; Ev = 0.120 D unfactored; 0.084 D factored; total dead load factor: 0.6 - 0.084 = 0.516 tension, 1.0 + 0.084 = 1.084 compression. HOLD-DOWN DISPLACEMENT (flexible seismic design) Wall, segment Level 1 Line 1 Dir Hold- down Uplift force lbs Elong Manuf in / Dis Add in • da in Slippage Pf lbs da in Shrink da in Crush+ Extra in Total da in Hold Defl in 1-1,1 S ->N HDU8-SDS 2629 .061 .002 0.062 - - .153 0.04 0.26 0.21 N ->S HDU8-SDS 1998 .046 .001 0.047 - - .153 0.04 0.24 0.20 1-1,2 Both HDU8-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 1-1,3 Both HDU8-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 Line4 4-2 Both HDU5-SDS 530 .014 .001 0.015 - - .153 0.04 0.21 0.11 Line 6 6-1 S ->N HDU5-SDS 736 .020 .001 0.021 - - .153 0.04 0.21 0.07 N ->S HDU5-SDS 1540 .042 .002 0.044 - - .153 0.04 0.24 0.07 Line A A-1,1 Both HDU5-SDS 2213 .060 .002 0.063 - - .153 0.04 0.26 0.51 A-1,2 Both HDU5-SDS 1837 .050 .002 0.052 - - .153 0.04 0.25 0.49 A-2,1 Both HDU5-SDS 535 .015 .001 0.015 - - .153 0.04 0.21 0.54 A-2,2 Both HDU5-SDS 1078 .029 .001 0.031 - - .153 0.04 0.22 0.50 Line D D-1,2 W ->E HDU5-SDS 2384 .065 .003 0.068 - - .153 0.04 0.26 0.16 E ->W HDU5-SDS 1469 .040 .002 0.042 - - .153 0.04 0.23 0.14 Line E E-2,2 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 E-2,3 Both HDU5-SDS 930 .025 .001 0.026 - - .153 0.04 0.22 0.26 E-2,4 Both HDU5-SDS 755 .021 .001 0.021 - - .153 0.04 0.21 0.28 Wall, segment Dir Hold- down Uplift force Elong Manuf /Disp 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 632 .034 .001 0.035 - - .193 0.04 0.27 0.09 Line 6 6-1 Both HDU5-SDS 804 .044 .001 0.044 - - .193 0.04 0.28 0.09 Line A A-1,1 Both HDU5-SDS 897 .049 .001 0.050 - - .193 0.04 0.28 0.57 A-1,2 Both HDU5-SDS 887 .048 .001 0.049 - - .193 0.04 0.28 0.56 A-2,1 Both HDU5-SDS 19 .001 .000 0.001 - - .193 0.04 0.23 0.60 A-2,2 Both HDU5-SDS 810 .044 .001 0.045 - - .193 0.04 0.28 0.56 Line D D-1 Both HDU5-SDS 915 .050 .001 0.051 - - .193 0.04 0.28 0.16 Line E E-2,2 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 E-2,3 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 E-2,4 Both HDU5-SDS 740 .040 .001 0.041 - - .193 0.04 0.27 0.25 Legend: Wall, segment- Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline B Dir - Force direction Uplift force (P) -Strength-level accumulated hold-down tension force from overturning, dead and wind uplift. For perforated walls, T from SDPWS 4.3-8 is used for overturning da - Vertical displacements due to the following components: Elong/Disp - Elongation when slippage calculated separately; displacement when combined elongation/slippage used Manuf - Using manufacturer's value for anchor bolt length, or no bolt contribution for connector -only elongation. Unless marked with * = (ASD uplift force /ASD hold-down capacity) x max strength -level elongation or displacement * - Maximum strength -level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness. Add - Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector -only elongation = PL / ( Ab x Es ); Ab - bolt cross-sectional area; Es = steel modulus = 29000000 psi; L = Lb - Lh; Lb = Total bolt length shown in Storey Information table; Lh = Manufacturer's anchor bolt length for given displacement/elongation from hold-down database. Slippage - Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation Pf = 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 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 defl = Deflection from bending + shear + hold-down, as per SDPWS C4.3.2-1 DEFLECTION (flexible seismic design) Wall, segment Level 1 Line 1 W Gp Dir Srf v plf b ft h ft Bending A sq.in Defl in Ga kips/ in Nail Vn lbs slip en in Shear Defl in Hold Defl in Total Defl in 1-1,1 1 S ->N Ext 216.9 11.00 9.00 16.5 .006 15.2 169 .024 .129 0.21 0.34 S ->N Int 0.0 0.0 0 .000 .000 N ->S Ext 216.9 11.00 9.00 16.5 .006 15.2 169 .024 .129 0.20 0.33 N ->S Int 0.0 0.0 0 .000 .000 1-1,2 Both Ext 0.0 4.50 9.00 16.5 .000 15.2 169 .024 .000 0.00 0.00 Both Int 0.0 0.0 0 .000 .000 1-1,3 Both Ext 0.0 3.00 9.00 16.5 .000 15.2 169 .024 .000 0.00 0.00 Both Int 0.0 0.0 0 .000 .000 Line 4 4-2 1 Both 1 58.0 16.50 9.00 16.5 .001 15.2 169 .024 .034 0.11 0.15 Both 2 0.0 0.0 0 .000 .000 Line 6 6-1 1 S ->N Ext 81.1 29.50 9.00 16.5 .001 15.2 169 .024 .048 0.07 0.11 S ->N Int 0.0 0.0 0 .000 .000 N ->S Ext 81.1 29.50 9.00 16.5 .001 15.2 169 .024 .048 0.07 0.12 N ->S Int 0.0 0.0 0 .000 .000 Line A A-1,1 2 Both Ext 138.0 4.50 9.00 16.5 .009 27.9 159 .020 .045 0.51 0.56 Both Int 0.0 0.0 0 .000 .000 A-1,2 Both Ext 192.8 4.50 9.00 16.5 .013 27.9 159 .020 .062 0.49 0.56 Both Int 0.0 0.0 0 .000 .000 A-2,1 1 Both Ext 43.5 3.50 9.00 16.5 .004 15.2 169 .024 .026 0.54 0.56 Both Int 0.0 0.0 0 .000 .000 A-2,2 Both Ext 93.0 4.00 9.00 16.5 .007 15.2 169 .024 .055 0.50 0.56 Both Int 0.0 0.0 0 .000 .000 Line D 0-1,2 5 W ->E 1 160.5 15.00 9.00 16.5 .003 21.7 165 .022 .067 0.16 0.23 W ->E 2 0.0 0.0 0 .000 .000 E ->W 1 160.5 15.00 9.00 16.5 .003 21.7 165 .022 .067 0.14 0.21 E ->W 2 0.0 0.0 0 .000 .000 Line E E-2,2 1 Both Ext 0.0 3.00 9.00 16.5 .000 15.2 169 .024 .000 0.00 0.00 Both Int 0.0 0.0 0 .000 .000 E-2,3 Both Ext 99.9 7.50 9.00 16.5 .004 15.2 169 .024 .059 0.26 0.33 Both Int 0.0 0.0 0 .000 .000 E-2,4 Both Ext 80.9 7.00 9.00 16.5 .003 15.2 169 .024 .048 0.28 0.33 Both Int 0.0 0.0 0 .000 .000 Wall, segment W Gp Dir Srf v b h Bending A Defl Ga kips/ Nail Vn slip 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 1 Both Ext 69.5 25.50 9.00 16.5 .001 15.2 169 .024 .041 0.09 0.14 Both Int 0.0 0.0 0 .000 .000 Line 6 6-1 1 Both Ext 62.3 28.00 9.00 16.5 .001 15.2 169 .024 .037 0.09 0.13 Both Int 0.0 0.0 0 .000 .000 Line A A-1,1 2 Both Ext 84.6 4.50 9.00 16.5 .006 27.9 159 .020 .027 0.57 0.60 Both Int 0.0 0.0 0 .000 .000 A-1,2 Both Ext 87.6 4.50 9.00 16.5 .006 27.9 159 .020 .028 0.56 0.60 Both Int 0.0 0.0 0 .000 .000 A-2,1 3 Both Ext 2.0 3.50 9.00 16.5 .000 22.5 114 .007 .001 0.60 0.60 Both Int 0.0 0.0 0 .000 .000 A-2,2 Both Ext 85.0 4.50 9.00 16.5 .006 22.5 114 .007 .034 0.56 0.60 Both Int 0.0 0.0 0 .000 .000 Line D D-1 6 Both Both 100.0 15.50 9.00 16.5 .002 21.7 165 .022 .021 0.16 0.19 Line E E-2,2 1 Both Ext 0.0 6.50 9.00 16.5 .000 15.2 169 .024 .000 0.00 0.00 Both Int 0.0 0.0 0 .000 .000 E-2,3 Both Ext 0.0 6.50 9.00 16.5 .000 15.2 169 .024 .000 0.00 0.00 Both Int 0.0 0.0 0 .000 .000 E-2,4 Both Ext 80.2 10.00 9.00 16.5 .002 15.2 169 .024 .048 0.25 0.30 Both Int 0.0 0.0 0 .000 .000 Legend: Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline B W Gp - Wall design group, refer to Sheathing and Framing Materials Dir- Force direction Srf - Wall surface, interior or exterior for perimeter walls, 1 or 2 for interior partitions v - Unfactored (strength -level) shear force per unit 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 DRAG STRUT FORCES (flexible seismic design) Level 1 1 Drag Strut Line- Position on Wall Location [ft] Force [lbs] Wall or Opening X Y ---> <--- Line 1 1-1 Left Opening 1 -0.50 11.00 1047 1047 Line 4 4-2 Right Wall End 21.00 19.00 238 238 Line A A-1 Left Opening 1 4.00 0.00 280 280 A-1 Right Opening 1 9.00 0.00 108 108 A-1 Right Wall End 13.50 0.00 561 561 A-2 Left Wall End 21.00 0.00 303 303 A-2 Left Opening 1 24.50 0.00 289 289 A-2 Right Opening 1 36.50 0.00 123 123 Line D D-1 Right Opening 1 25.50 19.00 1069 1069 Line E E-2 Right Opening 2 23.50 29.50 539 539 E-2 Left Opening 3 31.00 29.50 183 183 E-2 Right Opening 3 33.50 29.50 239 239 Level 2 Drag Strut Line- Position on Wall Location [ft] Force [lbs] Wall or Opening X Y ---> <--- Line 1 1-1 Right Wall End -0.50 25.50 168 168 Line A A-1 Left Opening 1 4.00 0.00 160 160 A-1 Right Opening 1 10.00 0.00 18 18 A-1 Right Wall End 14.50 0.00 188 188 A-2 Left Wall End 21.00 0.50 34 34 A-2 Left Opening 1 24.50 0.50 43 43 A-2 Right Opening 1 29.50 0.50 162 162 Line D D-1 Left Wall End 24.50 19.00 670 670 Line E E-2 Right Opening 3 30.00 29.50 423 423 Legend: Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force derived from the greater of.: Diaphragm force Fpx from Eqn. 12.10-1 plus 25% irregularity increase (12.3.3.4) Storey force Vx from Eqn 12.8-13 For perforated walls, shearline force is vmax from 4.3.6.4.1.1. Includes redundancy factor rho. -> Due to shearline force in the west -to -east or south -to -north direction <- Due to shearline force in the east -to -west or north -to -south direction • Ev — Vertical seismic load effect from ASCE 7 12.4.2.2 =-0.2Sds x ASD seismic factor x unfactored D = 0.140 x factored D. Refer to Seismic Information table for more details. Cmb'd - Sum of ASD -factored overturning, dead and vertical seismic forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down — Device used from hold-down database Cap — Allowable ASD tension load Crit. Resp. — Critical Response = Combined ASD force/Allowable ASD tension load Notes: Shear overturning force is horizontal seismic load effect Eh from ASCE 7 12.4.2. Uses load combination 8 from ASCE 7 2.4.1 = 0.6D + 0.7 (Eh - Ev). Anchor bolts must have minimum 0.229" x 3" x 3" steel plate washers, conforming to specifications in SDPWS 4.3.6.4.3 and 4.4.1.6. Refer to Shear Results table for 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. HOLD-DOWN DESIGN (flexible seismic design Level 1 Line- Wall Line 1 Posit'n 1 Location X [ft] Y Shear Tensile Holddown Dead ASD Force [lbs] Ev Cmb'd Hold-down Cap [lbs] Crit Resp. 1-1 L End -0.50 0.12 1841 1841 HDU8-SDS2. 4870 0.38 1-1 L Op 1 -0.50 10.88 1398 1398 HDU8-SDS2. 4870 0.29 V Elem -0.50 25.38 442 442 Refer to upper level Line 4 4-2 L End 21.00 2.62 371 371 HDU5-SDS2. 4065 0.09 4-2 R End 21.00 18.88 371 371 HDU5-SDS2. 4065 0.09 Line 6 6-1 L End 40.50 0.12 515 515 HDU5-SDS2. 4065 0.13 V Elem 40.00 1.63 563 563 Refer to upper level 6-1 R End 40.50 29.38 1078 1078 HDU5-SDS2. 4065 0.27 Line A A-1 L End -0.37 0.00 1549 1549 HDU5-SDS2. 4065 0.38 A-1 L Op 1 3.88 0.00 1549 1549 HDU5-SDS2. 4065 0.38 A-1 R Op 1 9.13 0.00 1286 1286 HDU5-SDS2. 4065 0.32 V Elem 10.13 0.00 621 621 Refer to upper level A-1 R End 13.38 0.00 1286 1286 HDU5-SDS2. 4065 0.32 V Elem 14.38 0.00 621 621 Refer to upper level A-2 L End 21.13 0.00 374 374 HDU5-31D62. 4065 0.09 A-2 L Op 1 24.38 0.00 374 374 HDU5-SDS2. 4065 0.09 V Elem 29.63 0.00 567 567 Refer to upper level V Elem 33.87 0.00 567 567 Refer to upper level A-2 R Op 1 36.63 0.00 755 755 HDU5-SDS2. 4065 0.19 A-2 R End 40.38 0.00 755 755 HDU5-SDS2. 4065 0.19 Line D V Elem 22.88 19.00 224 224 Refer to upper level D-1 R Op 1 25.63 19.00 1445 1445 HDU5-SDS2. 4065 0.36 V Elem 39.88 19.00 640 640 Refer to upper level D-1 R End 40.38 19.00 1028 1028 HDU5-SDS2. 4065 0.25 Line E E-2 R Op 2 23.63 29.50 651 651 HDU5-SDS2. 4065 0.16 V Elem 30.13 29.50 518 518 Refer to upper level E-2 L Op 3 30.88 29.50 651 651 HDU5-SDS2. 4065 0.16 E-2 R Op 3 33.63 29.50 528 528 HDU5-SDS2. 4065 0.13 V Elem 39.88 29.50 518 518 Refer to upper level E-2 R End 40.38 29.50 528 528 HDU5-SDS2. 4065 1 0.13 Level 2 Tensile ASD Line- Location [ft] Holddown Force [lbs] Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [lbs] Resp. Line 1 1-1 L End -0.50 0.12 442 442 HDU5-SDS2. 4065 0.11 1-1 R End -0.50 25.38 442 442 HDU5-SDS2. 4065 0.11 Line 6 6-1 L End 40.00 1.63 563 563 HDU5-SDS2. 4065 0.14 6-1 R End 40.00 29.38 563 563 HDU5-SDS2. 4065 0.14 Line A A-1 L End -0.37 0.00 628 628 HDU5-SDS2. 4065 0.15 A-1 L Op 1 3.88 0.00 628 628 HDU5-SDS2. 4065 0.15 A-1 R Op 1 10.13 0.00 621 621 HDU5-SDS2. 4065 0.15 A-1 R End 14.38 0.00 621 621 HDU5-SDS2. 4065 0.15 A-2 L End 21.13 0.50 14 14 HDU5-SDS2. 4065 0.00 A-2 L Op 1 24.38 0.50 14 14 HDU5-SDS2. 4065 0.00 A-2 R Op 1 29.63 0.50 567 567 HDU5-SDS2. 4065 0.14 A-2 R End 33.87 0.50 567 567 HDU5-SDS2. 4065 0.14 Line D D-1 L End 24.63 19.00 640 640 HDU5-SDS2. 4065 0.16 D-1 R End 39.88 19.00 640 640 HDU5-SDS2. 4065 0.16 Line E E-2 R Op 3 30.13 29.50 518 518 HDU5-SDS2. 4065 0.13 E-2 R End 39.88 29.50 518 518 HDU5-SDS2. 4065 0.13 Legend: Line -Wall: At wall or opening - Shearline and wall number At vertical element - Shearline Posit'n - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Hold-down Forces: Shear - Seismic shear overturning component, factored for ASD by 0.7. For perforated walls, T from SDPWS 4.3-8 is used Dead- Dead load resisting component, factored for ASD by 0.60 aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness -based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V — Total factored shear capacity of shearline, wall or segment. Crit Resp — Response ratio = v/Cmb = design shear force/unit shear capacity. "W" indicates that the wind design criterior was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. The contribution to shear resistance from gypsum, fiberboard, or lumber sheathing is taken as zero because of the "Ignore non -wood -panel contribution..." Design Setting. Refer to the Sheathing Materials table for the wall groups affected. SHEAR RESULTS (flexible seismic design N -S Shearlines Line 1 Level2 W Gp For Dir ASD v Shear Force vmax [p11] lips] Asp -Cub Int Ext Int Allowable Ext Shear Co C [pif] Cmb V [lbs] Resp. Ratio Lnl, Lev2 - Both - - 1241 - - - - - - 6166 - Wall 1-1 1 Both 48.7 - 1241 1.0 1.0 0 242 - S 242 6166 0.20 Level 1 Lnl, Levl - Both - - 1670 - - - - - - 4383 - Wall 1-1 1^ Both - - 1670 1.0 1.0 0 242. - S - 4383 - Seg. 1 - Both 151.8 - 1670 1.0 1.0 0 242 - 242 2660 0.63 Seg. 2 - Both 0.0 - 0 1.0 1.0 0 242 - 242 1088 0.00 Seg. 3 - Both 0.0 - 0 1.0 .88 0 212 - 212 635 0.00 Line 4 Ln4, Levl - Both - - 670 - - - - - - 3990 - Wall 4-1 1 Both 0.0 - 0 1.0 1.0 0 0 - S - - - Wall 4-2 1 Both 40.6 - 670 1.0 1.0 0 242 - S 242 3990 0.17 Line 6 Level 2 Ln6, Lev2 1 Both 43.6 - 1221 1.0 1.0 0 242 - S 242 6770 0.18 Level 1 Ln6, Levl 1 Both 56.8 - 1675 1.0 1.0 0 242 - S 242 7133 0.23 E -W W For ASD Shear Force [plf] Asp -Cub Allowable Shear [p11] 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 - - 815 - - - - - - 6624 - Wall A-1 2 Both - - 542 1.0 1.0 0 456 - S - 4101 - Seg. 1 - Both 59.2 - 266 1.0 1.0 0 456 - 456 2051 0.13 Seg. 2 - Both 61.3 - 276 1.0 1.0 0 456 - 456 2051 0.13 Wall A-2 3^ Both - - 273 1.0 1.0 0 326 - S - 2523 - Seg. 1 - Both 1.4 - 5 1.0 .93 0 302 - 302 1058 0.00 Seg. 2 - Both 59.5 - 268 1.0 1.0 0 326 - 326 1465 0.18 Level 1 LnA, Levl - Both - - 1409 - - - - - - 5824 - Wall A-1 2 Both - - 1042 1.0 1.0 0 456 - S - 4101 - Seg. 1 - Both 96.6 - 435 1.0 1.0 0 456 - 456 2051 0.21 Seg. 2 - Both 134.9 - 607 1.0 1.0 0 456 - 456 2051 0.30 Wall A-2 1 Both - - 367 1.0 1.0 0 242 - S - 1723 - Seg. 1 - Both 30.4 - 106 1.0 .93 0 225 - 225 786 0.14 Seg. 2 - Both 65.1 - 260 1.0 .97 0 234 - 234 937 0.28 Line D Level 2 LnD, Lev2 - Both - - 1085 - - - - - - 10955 - Wall D-1 6 Both 70.0 - 1085 1.0 1.0 353 353 - A 707 10955 0.10 Level 1 LnD, Levl - Both - - 1685 - - - - - - 5301 - Wall D-1 5 Both - - 1685 1.0 1.0 0 353 - S - 5301 - Seg. 1 - Both 0.0 - 0 1.0 1.0 0 353 - 353 - - Seg. 2 - Both 112.4 - 1685 1.0 1.0 0 353 - 353 5301 0.32 Line E Level 2 LnE, Lev2 - Both - - 561 - - - - - - 5561 - Wall E-2 1 Both - - 561 1.0 1.0 0 242 - S - 5561 - Seg. 1 - Both 0.0 - 0 1.0 1.0 0 242 - 242 - - Seg. 2 - Both 0.0 - 0 1.0 1.0 0 242 - 242 1572 0.00 Seg. 3 - Both 0.0 - 0 1.0 1.0 0 242 - 242 1572 0.00 Seg. 4 - Both 56.1 - 561 1.0 1.0 0 242 - 242 2418 0.23 Level 1 LnE, Levl - Both - - 921 - - - - - - 4141 - Wall E-2 1 Both - - 921 1.0 1.0 0 242 - S - 4141 - Seg. 1 - Both 0.0 - 0 1.0 1.0 0 242 - 242 - - Seg. 2 - Both 0.0 - 0 1.0 .88 0 212 - 212 635 0.00 Seg. 3 - Both 69.9 - 525 1.0 1.0 0 242 - 242 1814 0.29 Seg. 4 - Both 56.6 - 396 1.0 1.0 0 242 - 242 1693 0.23 Legend: W Gp - Wall design group defined .n Sheathing and Framing Materials tables, where it shows associated Standard Wa . "^" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of seismic force along shearline. v - Design shear force on segment = ASD factored shear force per unit FHS vmax - Collector shear force for perforated walls as per SDPWS eqn. 4.3-8 = V/FHS/Co. Full height sheathing (FHS) factored for narrow segments as per 4.3.4.3 V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub - For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment: Aspect Ratio Factor from SDPWS 4.3.4.2. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor and Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Story Shear [lbs] Diaphragm Force Fpx [lbs] [lbs] [sq.ft] E -W N -S E -W NS 2 28259 1166.3 3517 3517 3517 3517 1 33880 1190.8 2219 2219 4066 4066 All 62140 - 5736 5736 - - Legend: Building mass — Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12. Storey shear— Total unfactored (strength -level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Diaphragm force Fpx - Unfactored force intended for diaphragm design from Eqn 12.10-1; used by Shearwalls only for drag strut forces, see 12.10.2.1 Exception 2. Redundancy Factor p (rho): E -W 1.00, N -S 1.00 Automatically calculated according to ASCE 7 12.3.4.2. Vertical Earthquake Load Ev Ev = 0.2 Sds D; Sds = 0.60; Ev = 0.120 D unfactored; 0.084 D factored; total dead load factor: 0.6 - 0.084 = 0.516 tension, 1.0 + 0.084 = 1.084 compression. COMPONENTS AND CLADDING by SHEARLINE North-South Shearlines Line Lev Grp 1 1 1 2 1 2 1 1 3 2 1 4 1 1 2 4 5 2 4 6 1 1 2 1 East-West Shearlines Line Lev Grp A 1 1 1 2 2 2 2 3 B 2 4 C 1 1 E 1 1 2 1 Out -of -plane Wind Design Sheathing [psf] Force Cap Force/ Cap 12.9 190.6 0.07 12.9 190.6 0.07 12.9 0.0 ** 12.9 190.6 0.07 12.9 0.0 ** 12.9 76.9 0.17 12.9 76.9 0.17 12.9 190.6 0.07 12.9 190.6 0.07 Sheathing [psf] Force Cap Force/ Cap 12.9 190.6 0.07 12.9 190.6 0.07 12.9 190.6 0.07 12.9 76.9 0.17 12.9 76.9 0.17 12.9 190.6 0.07 12.9 190.6 0.07 12.9 190.6 0.07 Fastener Withdrawal [lbs] Force Cap Force/Cap End Int End Int 17.2 14.5 72.3 0.24 17.2 14.5 72.3 0.24 0.0 0.0 0.0 17.2 14.5 72.3 0.24 0.0 0.0 0.0 17.2 14.5 111.9 0.15 17.2 14.5 111.9 0.15 17.2 14.5 72.3 0.24 17.2 14.5 72.3 0.24 0.20 0.20 0.20 0.13 0.13 0.20 0.20 Fastener Withdrawal [lbs] Force Cap Force/Cap End Int End Int 17.2 14.5 72.3 0.24 17.2 14.5 72.3 0.24 17.2 14.5 72.3 0.24 17.2 14.5 76.7 0.22 17.2 14.5 111.9 0.15 17.2 '14.5 72.3 0.24 17.2 14.5 72.3 0.24 17.2 14.5 72.3 0.24 0.20 0.20 0.20 0.19 0.13 0.20 0.20 0.20 Service Cond Factors Temp Moist 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Service Cond Factors Temp Moist 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Legend: Grp - Wall Design Group ( results for all design groups for rigid, flexible design listed for each wall ) Sheathing: Force - C&C end zone exterior pressures using negative (suction) coefficient in ASCE 7 Figure 30.4-1 added to interior pressure using coefficients from Table 26.11-1 Cap - Out -of -plane capacity of exterior sheathing from SDPWS Table 3.21, factored for ASD and load duration, and assuming continuous over 2 spans Fastener Withdrawal: Force - Force tributary to each nail in end zone and interior zone Cap - Factored withdrawal capacity of individual nail according to NDS 12.2-3 MWFRS HOLD-DOWN DISPLACEMENT (rigid wind design) d to determine deflections for force distribution Wall, segment Level 1 Line 1 Dir Hold- down Uplift force lbs Elong Manuf in / Dis. Add da in in Slippage Pf lbs da in Shrink da in Crush+ Extra in Total da in Hold Defl in 1-1,1 S ->N HDU8-SDS 2753 .062 .002 0.064 - - .153 0.04 0.26 0.21 N ->S HDU8-SDS 2129 .048 .001 0.049 - - .153 0.04 0.24 0.20 1-1,2 Both HDU8-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 Line 4 4-2 S ->N HDU5-SDS 1328 .038 .002 0.039 - - .153 0.04 0.23 0.13 N ->S HDU5-SDS 1322 .037 .001 0.039 - - .153 0.04 0.23 0.13 Line 6 6-1 S ->N HDU5-SDS 861 .024 .001 0.025 - - .153 0.04 0.22 0.07 N ->S HDU5-SDS 1667 .047 .002 0.049 - - .153 0.04 0.24 0.07 LineA A-1,1 W ->E HDU5-SDS 1199 .034 .001 0.035 - - .153 0.04 0.23 0.46 E ->W HDU5-SDS 1164 .033 .001 0.034 - - .153 0.04 0.23 0.45 A-1,2 W ->E HD05-SDS 1068 .030 .001 0.031 - - .153 0.04 0.22 0.45 E ->W HDU5-SDS 1039 .029 .001 0.031 - - .153 0.04 0.22 0.45 Line D D-1,2 W ->E HDU5-SDS 2665 .075 .003 0.078 - - .153 0.04 0.27 0.16 E ->W HDU5-SDS 1991 .056 .002 0.059 - - .153 0.04 0.25 0.15 Line E E-2,3 W ->E HDU5-SDS 1064 .029 .001 0.031 - - .153 0.04 0.22 0.27 E ->W HDU5-SDS 1047 .028 .001 0.029 - - .153 0.04 0.22 0.27 E-2,4 W ->E HDU5-SDS 862 .025 .001 0.026 - - .153 0.04 0.22 0.28 E ->W HDU5-SDS 808 .024 .001 0.025 - - .153 0.04 0.22 0.28 Wall, segment Dir Hold- down Uplift force Elong Manuf /Disp 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 641 .036 .001 0.037 - - .193 0.04 0.27 0.10 Line 6 6-1 Both HDU5-SDS 809 .046 .001 0.046 - - .193 0.04 0.28 0.09 Line A A-1,1 Both HDU5-SDS 281 .016 .000 0.016 - - .193 0.04 0.25 0.50 A-1,2 Both HDU5-SDS 278 .016 .000 0.016 - - .193 0.04 0.25 0.50 A-2,2 Both HDU5-SDS 315 .018 .000 0.018 - - .193 0.04 0.25 0.50 Line D D-1 Both HDU5-SDS 729 .041 .001 0.042 - - .193 0.04 0.27 0.16 Line E E-2,2 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 E-2,3 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 E-2,4 Both HDU5-SDS 787 .045 .001 0.045 - - .193 0.04 0.28 0.25 Legend: Wall, segment- Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline B Dir - Force direction Uplift force (P) -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; Lh = Manufacturer's anchor bolt length for given displacementelongation 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 b — Width of wall segment between openings. Modified for perforated walls as per SDPWS 4.3.2.1 h — Wall height Defl — Horizontal sheaiwall deflection due to given term: Bending = 8vh^3 / EAb; A — Cross sectional area of segment end stud(s); E — stud mod. of elasticity in Framing Materials table Shear = vh / 1000 Ga. Ga — vw / (vw / Gt + 0.75 en), from SDPWS Ex. C4.3.2-1; vw — ASD sheathing capacity; Gt — Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table; en — Nail slip from SDPWS table C4.2.2D; Vn — Shear force per nail along panel edge using vw Hold — Hold-down = da x h / b; refer to Hold-down Displacement table for components of da Total defl = Deflection from bending + shear + hold-down, as per SDPWS C4.3.2-1 MWFRS DEFLECTION (rigid 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 sq.in Defl in Ga kips/ in Nail slip Vn lbs en in Shear Defl in Hold Defl in Total Defl in Level 1 Line 1 1-1,1 1 S ->N Ext 160.5 11.00 9.00 16.5 .006 15.2 169 .024 .095 0.21 0.31 S ->N Int 68.8 6.5 102 .030 .095 N ->S Ext 161.8 11.00 9.00 16.5 .006 15.2 169 .024 .096 0.20 0.30 N ->S Int 69.4 6.5 102 .030 .096 1-1,2 Both Ext 0.0 4.50 9.00 16.5 .000 15.2 169 .024 .000 0.00 0.00 Both Int 0.0 6.5 102 .030 .000 Line 4 4-2 1 S ->N 1 101.7 16.50 9.00 16.5 .003 15.2 169 .024 .060 0.13 0.19 S ->N 2 43.6 6.5 102 .030 .060 N ->S 1 101.2 16.50 9.00 16.5 .003 15.2 169 .024 .060 0.13 0.19 N ->S 2 43.4 6.5 102 .030 .060 Line 6 6-1 1 S ->N Ext 66.4 29.50 9.00 16.5 .001 15.2 169 .024 .039 0.07 0.11 S ->N Int 28.5 6.5 102 .030 .039 N ->S Ext 66.2 29.50 9.00 16.5 .001 15.2 169 .024 .039 0.07 0.11 N ->S Int 28.4 6.5 102 .030 .039 Line A A-1,1 2 W ->E Ext 78.7 4.50 9.00 16.5 .006 27.9 159 .020 .025 0.46 0.49 W ->E Int 18.4 6.5 102 .030 .025 E ->W Ext 75.3 4.50 9.00 16.5 .006 27.9 159 .020 .024 0.45 0.48 E ->W Int 17.6 6.5 102 .030 .024 A-1,2 W ->E Ext 90.4 4.50 9.00 16.5 .007 27.9 159 .020 .029 0.45 0.49 W ->E Int 21.1 6.5 102 .030 .029 E ->W Ext 88.4 4.50 9.00 16.5 .007 27.9 159 .020 .029 0.45 0.48 E ->W Int 20.6 6.5 102 .030 .029 Line D D-1,2 5 W ->E 1 162.7 15.00 9.00 16.5 .004 21.7 165 .022 .067 0.16 0.23 W ->E 2 48.8 6.5 102 .030 .067 E ->W 1 167.4 15.00 9.00 16.5 .004 21.7 165 .022 .069 0.15 0.22 E ->W 2 50.2 6.5 102 .030 .069 Line E E-2,3 1 W ->E Ext 78.0 7.50 9.00 16.5 .004 15.2 169 .024 .046 0.27 0.32 W ->E Int 33.4 6.5 102 .030 .046 E ->W Ext 74.9 7.50 9.00 16.5 .004 15.2 169 .024 .044 0.27 0.32 E ->W Int 32.1 6.5 102 .030 .044 E-2,4 W ->E Ext 66.2 7.00 9.00 16.5 .004 15.2 169 .024 .039 0.28 0.32 W ->E Int 28.4 6.5 102 .030 .039 E ->W Ext 63.5 7.00 9.00 16.5 .004 15.2 169 .024 .038 0.28 0.32 E ->W Int 27.2 6.5 102 .030 .038 Wall, segment W Gp Dir Srf v b h Bending A Defl Ga kips/ Nail Vn slip 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 1 Both Ext 49.4 25.50 9.00 16.5 .001 15.2 169 .024 .029 0.10 0.13 Both Int 21.2 6.5 102 .030 .029 Line 6 6-1 1 Both Ext 43.9 28.00 9.00 16.5 .001 15.2 169 .024 .026 0.09 0.12 Both Int 18.8 6.5 102 .030 .026 Line A A-1,1 2 Both Ext 21.3 4.50 9.00 16.5 .002 27.9 159 .020 .007 0.50 0.51 Both Int 5.0 6.5 102 .030 .007 A-1,2 Both Ext 22.1 4.50 9.00 16.5 .002 27.9 159 .020 .007 0.50 0.51 Both Int 5.2 6.5 102 .030 .007 A-2,2 3 Both Ext 25.8 4.50 9.00 16.5 .002 22.5 114 .007 .010 0.50 0.51 Both Int 7.4 6.5 102 .030 .010 Line D D-1 6 Both Both 79.7 15.50 9.00 16.5 .002 21.7 165 .022 .017 0.16 0.18 Line E E-2,2 1 Both Ext 0.0 6.50 9.00 16.5 .000 15.2 169 .024 .000 0.00 0.00 Both Int 0.0 6.5 102 .030 .000 E-2,3 Both Ext 0.0 6.50 9.00 16.5 .000 15.2 169 .024 .000 0.00 0.00 Both Int 0.0 6.5 102 .030 .000 E-2,4 Both Ext 59.7 10.00 9.00 16.5 .003 15.2 169 .024 .035 0.25 0.29 Both Int 25.6 6.5 102 .030 .035 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 DRAG STRUT FORCES (rigid wind design) Level 1 Line- Wall Line 1 Position on Wall or Opening 1 Location X [ft] Y 1 Load Case Drag Force ---> Strut [lbs] <--- 1-1 Left Opening 1 -0.50 11.00 1 1582 1595 Line 4 4-2 Right Wall End 21.00 19.00 1 854 849 Line A A-1 Left Opening 1 4.00 0.00 1 334 318 A-1 Right Opening 1 9.00 0.00 1 219 207 A-1 Right Wall End 13.50 0.00 1 618 598 Line D D-1 Right Opening 1 25.50 19.00 1 2012 2070 Line E E-2 Right Opening 2 23.50 29.50 1 877 842 E-2 Left Opening 3 31.00 29.50 1 315 302 E-2 Right Opening 3 33.50 29.50 1 406 389 Level 2 Drag Strut Line- Position on Wall Location [ft] Load Force [lbs] Wall or Opening X Y Case ---> <--- Line 1 1-1 Right Wall End -0.50 25.50 1 244 244 Line A A-1 Left Opening 1 4.00 0.00 1 67 67 A-1 Right Opening 1 10.00 0.00 1 1 1 A-1 Right Wa11 End 14.50 0.00 1 71 71 A-2 Right Opening 1 29.50 0.50 1 98 98 Line D D-1 Left Wall End 24.50 19.00 1 763 763 Line E E-2 Right Opening 3 30.00 29.50 1 642 642 Legend: Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All heights Case 1 or 2 ASCE 7 Low-rise comer, Case A or B Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force (vmax from 4.3.6.4.1.1 for perforated walls) -> Due to shearline force in the west -to -east or south -to -north direction <- Due to shearline force in the east -to -west or north -to -south direction .openings are staggered. Hold-down — Device used from hold-down database Cap — Allowable ASD tension load Crit. Resp. - Critical Response = Combined ASD force /Allowable ASD tension load Notes: Refer to Shear Results table for factor Co, and shearline dimensions table for the sum of Li, used to calculate tension force T for perforated walls from SDPWS 4.3-9. HOLD-DOWN DESIGN rigid wind design) Level 1 1 1 Tensile ASD Line- Location [ft] Load Holddown Force [lbs] Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Holld-down [lbs] Resp. Line 1 1-1 L End -0.50 0.12 Min 2753 2753 HDU8-SDS2. 4870 0.57 1-1 L Op 1 -0.50 10.88 Min 2129 2129 HDU8-SDS2. 4870 0.44 V Elem -0.50 25.38 Min 641 641 Refer to upper level Line 4 4-2 L End 21.00 2.62 Min 1328 1328 HDU5-SDS2. 4065 0.33 4-2 R End 21.00 18.88 Min 1322 1322 HDU5-SDS2. 4065 0.33 Line 6 6-1 L End 40.50 0.12 Min 861 861 HDU5-SDS2. 4065 0.21 V Elem 40.00 1.63 Min 809 809 Refer to upper level 6-1 R End 40.50 29.38 Min 1667 1667 HDU5-SDS2. 4065 0.41 Line A A-1 L' End -0.37 0.00 Min 1205 1205 HDU5-SDS2. 4065 0.30 A-1 L Op 1 3.88 0.00 Min 1164 1164 HDU5-SDS2. 4065 0.29 A-1 R Op 1 9.13 0.00 Min 1063 1063 HDU5-SDS2. 4065 0.26 V Elem 10.13 0.00 Min 277 277 Refer to upper level A-1 R End 13.38 0.00 Min 1039 1039 HDU5-SDS2. 4065 0.26 V Elem 14.38 0.00 Min 277 277 Refer to upper level V Elem 29.63 0.00 Min 316 316 Refer to upper level V Elem 33.87 0.00 Min 316 316 Refer to upper level Line D 1 1 V Elem 22.88 19.00 Min 255 255 Refer to upper level D-1 R Op 1 25.63 19.00 Min 2410 2410 HDU5-SDS2. 1 4065 1 0.59 V Elem 39.88 19.00 Min 729 729 Refer to upper level D-1 R End 40.38 19.00 Min 1991 1991 HDU5-SDS2. 4065 0.49 Line E E-2 R Op 2 23.63 29.50 Min 1038 1038 HDU5-SDS2. 4065 0.26 V Elem 30.13 29.50 Min 787 787 Refer to upper level E-2 L Op 3 30.88 29.50 Min 997 997 HDU5-SDS2. 4065 0.25 E-2 R Op 3 33.63 29.50 Min 883 883 HDU5-SDS2. 4065 0.22 V Elem 39.88 29.50 Min 787 787 Refer to upper level E-2 R End 40.38 29.50 Min 846 846 HDU5-SDS2. 4065 0.21 1 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 -0.50 0.12 Min 641 641 HDU5-SDS2. 4065 0.16 1-1 R End -0.50 25.38 Min 641 641 HDU5-SDS2. 4065 0.16 Line 6 6-1 L End 40.00 1.63 Min 809 809 HDU5-SDS2. 4065 0.20 6-1 R End 40.00 29.38 Min 809 809 HDU5-SDS2. 4065 0.20 Line A A-1 L End -0.37 0.00 Min 279 279 HDU5-SDS2. 4065 0.07 A-1 L Op 1 3.88 0.00 Min 279 279 HDU5-SDS2. 4065 0.07 A-1 R Op 1 10.13 0.00 Min 277 277 HDU5-SDS2. 4065 0.07 A-1 R End 14.38 0.00 Min 277 277 HDU5-SDS2. 4065 0.07 A-2 R Op 1 29.63 0.50 Min 316 316 HDU5-SDS2. 4065 0.08 A-2 R End 33.87 0.50 Min 316 316 HDU5-SDS2. 4065 0.08 Line D D-1 L End 24.63 19.00 Min 729 729 HDU5-SDS2. 4065 0.18 D-1 R End 39.88 19.00 Min 729 729 HDU5-SDS2. 4065 0.18 Line E E-2 R Op 3 30.13 29.50 Min 787 787 HDU5-SDS2. 4065 0.19 E-2 R End 39.88 29.50 Min 787 787 HDU5-SDS2. 4065 0.19 Legend: Line -Wall: At wall or opening - Shearline and wall number At vertical element - Shearline Posit'n - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All Heights: Case 1 or 2 from Fig. 27.4-8 ASCE 7 Low-rise: Windward corner(s) and Case A or B from Fig. 28.4-1 ASCE 7 Minimum loads (27.1.5 / 28.4.4) Hold-down Forces: Shear- Wind shear overturning component, based on shearline force, factored forASD 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 forASD by 0.60. For perforated walls, T from SDPWS 4.3-8 is used. Cmb'd - Sum of ASD factored overtuming, dead and uplift forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when Wall E-2 Seg. 1 Seg. 2 Seg. 3 Seg. 4 1 1 W ->E - E ->W - Both 0.0 Both 0.0 W ->E 111.4 E ->W 107.1 W ->E 94.6 E ->W 90.7 1498 1.0 1.0 125 339 1438 1.0 1.0 125 339 0 1.0 1.0 125 339 0 1.0 1.0 125 339 836 1.0 1.0 125 339 803 1.0 1.0 125 339 662 1.0 1.0 125 339 635 1.0 1.0 125 339 A A 6721 6721 464 - 464 - 464 3476 464 3476 464 3245 464 3245 0.24 0.23 0.20 0.20 Legend: W Gp - Wall design group defined 'n Sheathing and Framing Materials tables, where it shows associated Standard Wa . "^" 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 shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub - For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment: Aspect Ratio Factor from SDPWS 4.3.4.2. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall:: Unfactored. For segment: Include Cub factor and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C - Sheathing combination rule, A =Add capacities, S = Strongest side or twice weakest, G = Stiffness -based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V - Total factored shear capacity of shearline, wall or segment. Crit Resp - Response ratio = v/Cmb = design shear force/unit shear capacity. "S" indicates that the wind design criterior was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. Rigid Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS N -S Shearlines Line 1 Level 2 W Gp For Dir ASD v Shear Force vmax [plf] V [lbs] Asp -Cub Int Ext Int AI Ext owable Shear Co C [plf] Cmb V [lbs] Resp. Ratio Lnl, Lev2 - Both - - 1800 - - - - - - 11820 - Wall 1-1 1 Both 70.6 - 1800 1.0 1.0 125 339 - A 464 11820 0.15 Level 1 Lnl, Levl - S ->N - - 2522 - - - - - - 7185 - - N ->S - - 2543 - - - - - - 7185 - Wall 1-1 1 S ->N - - 2522 1.0 1.0 125 339 - A - 7185 - 1 N ->S - - 2543 1.0 1.0 125 339 - A - 7185 - Seg. 1 - S ->N 229.3 - 2522 1.0 1.0 125 339 - 464 5099 0.49 - N ->S 231.2 - 2543 1.0 1.0 125 339 - 464 5099 0.50 Seg. 2 - Both 0.0 - 0 1.0 1.0 125 339 - 464 2086 0.00 Seg. 3 - Both 0.0 - 0 1.0 1.0 125 339 - 464 - - Line 4 Ln4, Levl - S ->N - - 2398 - - - - - - 7648 - - N ->S - - 2387 - - - - - - 7648 - Wall 4-1 1 Both 0.0 - 0 1.0 1.0 125 0 - A - - - Wall 4-2 1 S ->N 145.3 - 2398 1.0 1.0 125 339 - A 464 7648 0.31 1 N ->S 144.6 - 2387 1.0 1.0 125 339 - A 464 7648 0.31 Line 6 Level 2 Ln6, Lev2 1 Both 62.7 - 1755 1.0 1.0 125 339 - A 464 12979 0.14 Level 1 Ln6, Levl 1 S ->N 94.9 - 2799 1.0 1.0 125 339 - A 464 13674 0.20 1 N ->S 94.6 - 2789 1.0 1.0 125 339 - A 464 13674 0.20 E -W W For ASD Shear Force [pif] Asp -Cub Allowable Shear [pif] 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 - - 391 - - - - - - 9480 - Wall A-1 2 Both - - 241 1.0 1.0 125 638 - A - 6867 - Seg. 1 - Both 26.3 - 118 1.0 1.0 125 638 - 763 3433 0.03 Seg. 2 - Both 27.3 - 123 1.0 1.0 125 638 - 763 3433 0.04 Wall A-2 3 Both - - 149 1.0 1.0 125 456 - A - 2613 - Seg. 1 - Both 0.0 - 0 1.0 1.0 125 456 - 581 - - S Seg. 2 - Both 33.2 - 149 1.0 1.0 125 456 - 581 2613 0.06S Level 1 LnA, Levl - W ->E - - 939 - - - - - - 6867 - - E ->W - - 909 - - - - - - 6867 - Wall A-1 2 W ->E - - 939 1.0 1.0 125 638 - A - 6867 - 2 E ->W - - 909 1.0 1.0 125 638 - A - 6867 - Seg. 1 - W ->E 97.1 - 437 1.0 1.0 125 638 - 763 3433 0.13 - E ->W 92.9 - 418 1.0 1.0 125 638 - 763 3433 0.12 Seg. 2 - W ->E 111.6 - 502 1.0 1.0 125 638 - 763 3433 0.15 - E ->W 109.0 - 491 1.0 1.0 125 638 - 763 3433 0.14 Wall A-2 1 Both 0.0 - 0 1.0 1.0 125 339 - A - - - LineD Level 2 LnD, Lev2 - Both - - 1235 - - - - - - 15338 - Wall D-1 6 Both 79.7 - 1235 1.0 1.0 495 495 - A 990 15338 0.08 Level 1 LnD, Levl - W ->E - - 3173 - - - - - - 9296 - - E ->W - - 3264 - - - - - - 9296 - Wall D-1 5 W ->E - - 3173 1.0 1.0 125 495 - A - 9296 - 5 E ->W - - 3264 1.0 1.0 125 495 - A - 9296 - Seg. 1 - Both 0.0 - 0 1.0 1.0 125 495 - 620 - - Seg. 2 - W ->E 211.5 - 3173 1.0 1.0 125 495 - 620 9296 0.34 - E ->W 217.6 - 3264 1.0 1.0 125 495 - 620 9296 0.35 Line E Level 2 LnE, Lev2 - Both - - 853 - - - - - - 10661 - Wall E-2 1 Both - - 853 1.0 1.0 125 339 - A - 10661 - Seg. 1 - Both 0.0 - 0 1.0 1.0 125 339 - 464 - - Seg. 2 - Both 0.0 - 0 1.0 1.0 125 339 - 464 3013 0.00 Seg. 3 - Both 0.0 - 0 1.0 1.0 125 339 - 464 3013 0.00 Seg. 4 - Both 85.3 - 853 1.0 1.0 125 339 - 464 4635 0.18 Level 1 LnE, Levl - W ->E - - 1498 - - - - - - 6721 - - E ->W - - 1438 - - - - - - 6721 - MWFRS HOLD-DOWN DISPLACEMENT (flexible wind design) These displacements are used to determine deflections for force distribution Wall, segment Level 1 Line 1 Dir Hold- down Uplift force lbs Elong Manuf in / Dis. Add da in in Slippage Pf lbs da in Shrink da in Crush+ Extra in Total da in Hold Defl in 1-1,1 S ->N HDU8-SDS 3019 .068 .002 0.070 - - .153 0.04 0.26 0.22 N ->S HDU8-SDS 2376 .054 .001 0.055 - - .153 0.04 0.25 0.20 1-1,2 Both HDU8-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 Line 4 4-2 Both HDU5-SDS 1161 .033 .001 0.034 - - .153 0.04 0.23 0.12 Line 6 6-1 S ->N HDU5-SDS 857 .024 .001 0.025 - - .153 0.04 0.22 0.07 N ->S HDU5-SDS 1663 .047 .002 0.049 - - .153 0.04 0.24 0.07 Line A A-1,1 Both HDU5-SDS 2556 .072 .003 0.075 - - .153 0.04 0.27 0.54 A-1,2 Both HDU5-SDS 2294 .065 .003 0.068 - - .153 0.04 0.26 0.52 Line D D-1,2 W ->E HD05-SDS 2486 .070 .003 0.073 - - .153 0.04 0.27 0.16 E ->W HDU5-SDS 1694 .048 .002 0.050 - - .153 0.04 0.24 0.15 Line E E-2,3 Both HDU5-SDS 635 .018 .001 0.019 - - .153 0.04 0.21 0.25 E-2,4 Both H005 -SDS 428 .012 .000 0.013 - - .153 0.04 0.21 0.26 Wall, segment Dir Hold- down Uplift force Elong Manuf / Disp 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 644 .036 .001 0.037 - - .193 0.04 0.27 0.10 Line 6 6-1 Both HDU5-SDS 806 .046 .001 0.046 - - .193 0.04 0.28 0.09 Line A A-1,1 Both HDU5-SDS 612 .035 .001 0.035 - - .193 0.04 0.27 0.54 A-1,2 Both HDU5-SDS 605 .034 .001 0.035 - - .193 0.04 0.27 0.54 A-2,2 Both HDU5-SDS 593 .034 .001 0.034 - - .193 0.04 0.27 0.53 Line D D-1 Both HDU5-SDS 792 .045 .001 0.046 - - .193 0.04 0.28 0.16 Line E E-2,2 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 E-2,3 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 E-2,4 Both HDU5-SDS 303 .017 .000 0.017 - - .193 0.04 0.25 0.23 Legend: Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline B Dir - Force direction Uplift force (P) -Accumulated ASD hold-down tension force from overtuming, 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; 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 MWFRS DEFLECT ON (flexible wind design) These deflections are used to determine shearwall stiffness for force distribution Wall, segment Level 1 Line 1 W Gp Dir Srf v plf b ft h ft Bending A sq.in Defl in Ga kips/ in Nail Vn lbs slip en in Shear Defl in Hold Defl in Total Defl in 1-1,1 1 S ->N Ext 180.5 11.00 9.00 16.5 .007 15.2 169 .024 .107 0.22 0.33 S ->N Int 77.4 6.5 102 .030 .107 N ->S Ext 180.5 11.00 9.00 16.5 .007 15.2 169 .024 .107 0.20 0.32 N ->S Int 77.4 6.5 102 .030 .107 1-1,2 Both Ext 0.0 4.50 9.00 16.5 .000 15.2 169 .024 .000 0.00 0.00 Both Int 0.0 6.5 102 .030 .000 Line 4 4-2 1 Both 1 88.9 16.50 9.00 16.5 .002 15.2 169 .024 .053 0.12 0.18 Both 2 38.1 6.5 102 .030 .053 Line 6 6-1 1 Both Ext 66.1 29.50 9.00 16.5 .001 15.2 169 .024 .039 0.07 0.11 Both Int 28.3 6.5 102 .030 .039 Line A A-1,1 2 Both Ext 165.4 4.50 9.00 16.5 .013 27.9 159 .020 .053 0.54 0.60 Both Int 38.6 6.5 102 .030 .053 A-1,2 Both Ext 195.2 4.50 9.00 16.5 .016 27.9 159 .020 .063 0.52 0.60 Both Int 45.6 6.5 102 .030 .063 Line D D-1,2 5 W ->E 1 142.4 15.00 9.00 16.5 .004 21.7 165 .022 .059 0.16 0.22 W ->E 2 42.7 6.5 102 .030 .059 E ->W 1 142.4 15.00 9.00 16.5 .004 21.7 165 .022 .059 0.15 0.21 E ->W 2 42.7 6.5 102 .030 .059 Line E E-2,3 1 Both Ext 47.8 7.50 9.00 16.5 .003 15.2 169 .024 .028 0.25 0.29 Both Int 20.5 6.5 102 .030 .028 E-2,4 Both Ext 32.1 7.00 9.00 16.5 .002 15.2 169 .024 .019 0.26 0.29 Both Int 13.8 6.5 102 .030 .019 Wall, segment W Gp Dir Srf v b h Bending A Defl Ga kips/ Nail Vn slip 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 1 Both Ext 49.6 25.50 9.00 16.5 .001 15.2 169 .024 .029 0.10 0.13 Both Int 21.3 6.5 102 .030 .029 Line 6 6-1 1 Both Ext 43.7 28.00 9.00 16.5 .001 15.2 169 .024 .026 0.09 0.12 Both Int 18.7 6.5 102 .030 .026 Line A A-1,1 2 Both Ext 46.7 4.50 9.00 16.5 .004 27.9 159 .020 .015 0.54 0.56 Both Int 10.9 6.5 102 .030 .015 A-1,2 Both Ext 48.5 4.50 9.00 16.5 .004 27.9 159 .020 .016 0.54 0.56 Both Int 11.3 6.5 102 .030 .016 A-2,2 3 Both Ext 48.3 4.50 9.00 16.5 .004 22.5 114 .007 .019 0.53 0.56 Both Int 13.9 6.5 102 .030 .019 Line D 0-1 6 Both Both 66.6 15.50 9.00 16.5 .002 21.7 165 .022 .018 0.16 0.18 Line E E-2,2 1 Both Ext 0.0 6.50 9.00 16.5 .000 15.2 169 .024 .000 0.00 0.00 Both Int 0.0 6.5 102 .030 .000 E-2,3 Both Ext 0.0 6.50 9.00 16.5 .000 15.2 169 .024 .000 0.00 0.00 Both Int 0.0 6.5 102 .030 .000 E-2,4 Both Ext 23.0 10.00 9.00 16.5 .001 15.2 169 .024 .014 0.23 0.24 Both Int 9.9 6.5 102 .030 .014 Legend: Wall, segment - Wall and segment between openings, e.g. 8-3, 2 = second segment on Wall 3 on Shearline B W Gp - Wall design group defined in Sheathing and Materials tables, where it shows associated Standard Wall. Dir- Force direction Srf - Wall surface, interior or exterior for perimeter walls, 1 or 2 for interior partitions v- ASD shear force per unit distance on wall segment. For perforated walls, vmax from SDPWS 4.3-9 is used, as per 4.3.2.1 b - Width of wall segment between openings. Modified for perforated walls as per SDPWS 4.3.2.1 h - Wall height Defl - Horizontal shearwall deflection due to given term: Bending = 8vh^3 / EAb; A - Cross sectional area of segment end stud(s); E - stud mod. of elasticity in Framing Materials table Shear = vh / 1000 Ga. Ga - vw/(vw / Gt + 0.75 en), from SDPWS Ex. C4.3.2-1; vw - ASD sheathing capacity; Gt- Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table; en - Nail slip from SDPWS table C4.2.2D; Vn - Shear force per nail along panel edge using vw Hold - Hold-down = da x h / b; refer to Hold-down Displacement table for components of da Total defl = Deflection from bending + shear + hold-down, as per SDPWS C4.3.2-1 DRAG STRUT FORCES (flexible wind design) Level 1 1 1 Drag Strut Line- Position on Wall Location [ft] Load Force [lbs] Wall or Opening X Y Case ---> <--- Line 1 1-1 Left Opening 1 -0.50 11.00 1 1779 1779 Line 4 4-2 Right Wall End 21.00 19.00 1 746 746 Line A A-1 Left Opening 1 4.00 0.00 1 698 698 A-1 Right Opening 1 9.00 0.00 1 454 454 A-1 Right Wall End 13.50 0.00 1 1318 1318 Line D D-1 Right Opening 1 25.50 19.00 1 1760 1760 Line E E-2 Right Opening 2 23.50 29.50 1 487 487 E-2 Left Opening 3 31.00 29.50 1 128 128 E-2 Right Opening 3 33.50 29.50 1 179 179 Level 2 Drag Strut Line- Position on Wall Location [ft] Load Force [lbs] Wall or Opening X Y Case ---> <--- Line 1 1-1 Right Wall End -0.50 25.50 1 245 245 Line A A-1 Left Opening 1 4.00 0.00 1 154 154 A-1 Right Opening 1 10.00 0.00 1 13 13 A-1 Right Wall End 14.50 0.00 1 177 177 A-2 Right Opening 1 29.50 0.50 1 174 174 Line D D-1 Left Wall End 24.50 19.00 1 828 828 Line E E-2 Right Opening 3 30.00 29.50 1 247 247 Legend: Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All heights Case 1 or 2 ASCE 7 Low-rise comer; Case A or B Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force (vmax from 4.3.6.4.1.1 for perforated walls) -> Due to shearline force in the west -to -east or south -to -north direction <- Due to shearline force in the east -to -west or north -to -south direction openings are staggered. Hold-down — Device used from hold-down database Cap — Allowable ASD tension load Crit. Resp. - Critical Response = Combined ASD force /Allowable ASD tension load Notes: Refer to Shear Results table for factor Co, and shearline dimensions table for the sum of Li, used to calculate tension force T for perforated walls from SDPWS 4.3-9. HOLD-DOWN DESIGN (flexible wind design) Level 1 1 1 Tensile ASD Line- Location [ft] Load Holddown Force [lbs] Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Line 1 1-1 L End -0.50 0.12 Min 3019 3019 1-1 L Op 1 -0.50 10.88 Min 2376 2376 ✓ Elem -0.50 25.38 Min 644 644 Line 4 4-2 L End 21.00 2.62 Min 1161 1161 4-2 R End 21.00 18.88 Min 1161 1161 Line 6 6-1 L End 40.50 0.12 Min 857 857 ✓ Elem 40.00 1.63 Min 806 806 6-1 R End 40.50 29.38 Min 1663 1663 Line A A-1 L End -0.37 0.00 Min 2556 2556 A-1 L Op 1 3.88 0.00 Min 2556 2556 A-1 R Op 1 9.13 0.00 Min 2294 2294 ✓ Elem 10.13 0.00 Min 605 605 A-1 R End 13.38 0.00 Min 2294 2294 ✓ Elem 14.38 0.00 Min 605 605 ✓ Elem 29.63 0.00 Min 593 593 ✓ Elem 33.87 0.00 Min 593 593 Line D ✓ Elem 22.88 19.00 Min 277 277 D-1 R Op 1 25.63 19.00 Min 2209 2209 ✓ Elem 39.88 19.00 Min 792 792 D-1 R End 40.38 19.00 Min 1694 1694 Line E E-2 R Op 2 23.63 29.50 Min 635 635 ✓ Elem 30.13 29.50 Min 303 303 E-2 L Op 3 30.88 29.50 Min 635 635 E-2 R Op 3 33.63 29.50 Min 428 428 ✓ Elem 39.88 29.50 Min 303 303 E-2 R End 40.38 29.50 Min 428 428 Level 2 Tensile ASD Line- Location [ft] Load Holddown Force [lbs] Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Line 1 1-1 L End -0.50 0.12 Min 644 644 1-1 R End -0.50 25.38 Min 644 644 Line 6 6-1 L End 40.00 1.63 Min 806 806 6-1 R End 40.00 29.38 Min 806 806 Line A A-1 L End -0.37 0.00 Min 612 612 A-1 L Op 1 3.88 0.00 Min 612 612 A-1 R Op 1 10.13 0.00 Min 605 605 A-1 R End 14.38 0.00 Min 605 605 A-2 R Op 1 29.63 0.50 Min 593 593 A-2 R End 33.87 0.50 Min 593 593 Line D D-1 L End 24.63 19.00 Min 792 792 D-1 R End 39.88 19.00 Min 792 792 Line E E-2 R Op 3 30.13 29.50 Min 303 303 E-2 R End 39.88 29.50 Min 303 303 Hold-down Cap [lbs] HDU8-SDS2. 4870 HDU8-SDS2. 4870 Refer to upper level HDU5-SDS2. HDU5-SDS2. 4065 4065 HDU5-SDS2. 4065 Refer to upper level HDU5-SDS2. 4065 Crit Resp. 0.62 0.49 0.29 0.29 0.21 0.41 HDU5-SDS2. 4065 0.63 HDU5-SDS2. 4065 0.63 HDU5-SDS2. 4065 0.56 Refer to upper level HDU5-SDS2. 4065 0.56 Refer to upper level Refer to upper level Refer to upper level Refer to upper level HDU5-SDS2. 1 4065 0.54 Refer to upper level HDU5-SDS2. 4065 0.42 HDU5-SDS2. 4065 0.16 Refer to upper level HDU5-SDS2. 4065 0.16 HDU5-SDS2. 4065 0.11 Refer to upper level HDU5-SDS2. 4065 1 Hold-down HDU5-SDS2. HDU5-SDS2. HDU5-SDS2. HDU5-SDS2. HDU5-SDS2. HDU5-SDS2. HDU5-SDS2. HDU5-SDS2. HDU5-SDS2. HDU5-SDS2. HDU5-SDS2. HDU5-sDs2. HDU5-SDS2. HDU5-SDS2. Cap [lbs] 4065 4065 4065 4065 4065 4065 4065 4065 4065 4065 4065 4065 4065 4065 Crit Resp. 0.16 0.16 0.20 0.20 0.15 0.15 0.15 0.15 0.15 0.15 0.19 0.19 0.07 0.07 Legend: Line -Wall: At wall or opening - Shearline and wall number At vertical element - Shearline Posit'n - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All Heights: Case 1 or 2 from Fig. 27.4-8 ASCE 7 Low-rise: Windward comer(s) and Case A or B from Fig. 28.4-1 ASCE 7 Minimum loads (27.1.5 / 28.4.4) Hold-down Forces: Shear- Wind shear overturning component, based on shearline force, factored for ASD by 0.60. For perforated walls, T from SDPWS 4.3-8 is used. Dead - Dead load resisting component, factored for ASD by 0.60 Uplift - Uplift wind load component, factored for ASD by 0.60. For perforated walls, T from SDPWS 4.3-8 is used. Cmb'd - Sum of ASD factored overturning, dead and uplift forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when 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. Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS NS Shearlines Line 1 Level 2 W Gp For Dir ASD v Shear Force vmax [plf] V[lbs] Asp -Cub Int Ext Int Allowable Ext Shear Co C [plf] Cmb V[lbs] Resp. Ratio Lnl, Lev2 - Both - - 1805 - - - - - - 11820 - Wall 1-1 1 Both 70.8 - 1805 1.0 1.0 125 339 - A 464 11820 0.15 Level 1 Lnl, Levl - Both - - 2837 - - - - - - 7185 - Wall 1-1 1 Both - - 2837 1.0 1.0 125 339 - A - 7185 - Seg. 1 - Both 258.0 - 2837 1.0 1.0 125 339 - 464 5099 0.56 Seg. 2 - Both 0.0 - 0 1.0 1.0 125 339 - 464 2086 0.00 Seg. 3 - Both 0.0 - 0 1.0 1.0 125 339 - 464 - - Line 4 Ln4, Levl - Both - - 2096 - - - - - - 7648 - Wall 4-1 1 Both 0.0 - 0 1.0 1.0 125 0 - A - - - Wall 4-2 1 Both 127.0 - 2096 1.0 1.0 125 339 - A 464 7648 0.27 Line 6 Level 2 Ln6, Lev2 1 Both 62.5 - 1749 1.0 1.0 125 339 - A 464 12979 0.13 Level 1 Ln6, Levl 1 Both 94.4 - 2785 1.0 1.0 125 339 - A 464 13674 0.20 E -W W For ASD Shear Force [pH] 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 - - 809 - - - - - - 9480 - Wall A-1 2 Both - - 529 1.0 1.0 125 638 - A - 6867 - Seg. 1 - Both 57.7 - 260 1.0 1.0 125 638 - 763 3433 0.08 Seg. 2 - Both 59.8 - 269 1.0 1.0 125 638 - 763 3433 0.08 Wall A-2 3 Both - - 280 1.0 1.0 125 456 - A - 2613 - Seg. 1 - Both 0.0 - 0 1.0 1.0 125 456 - 581 - - S Seg. 2 - Both 62.2 - 280 1.0 1.0 125 456 - 581 2613 0.11S Level 1 LnA, Levl - Both - - 2001 - - - - - - 6867 - Wall A-1 2^ Both - - 2001 1.0 1.0 125 638 - A - 6867 - Seg. 1 - Both 204.0 - 918 1.0 1.0 125 638 - 763 3433 0.27 Seg. 2 - Both 240.8 - 1083 1.0 1.0 125 638 - 763 3433 0.32 Wall A-2 1 Both 0.0 - 0 1.0 1.0 125 339 - A - - - Line D Level 2 LnD, Lev2 - Both - - 1342 - - - - - - 15338 - Wall D-1 6 Both 86.6 - 1342 1.0 1.0 495 495 - A 990 15338 0.09 Level 1 LnD, Levl - Both - - 2776 - - - - - - 9296 - Wall D-1 5 Both - - 2776 1.0 1.0 125 495 - A - 9296 - Seg. 1 - Both 0.0 - 0 1.0 1.0 125 495 - 620 - - Seg. 2 - Both 185.1 - 2776 1.0 1.0 125 495 - 620 9296 0.30 Line E Level 2 LnE, Lev2 - Both - - 329 - - - - - - 10661 - Wall E-2 1 Both - - 329 1.0 1.0 125 339 - A - 10661 - Seg. 1 - Both 0.0 - 0 1.0 1.0 125 339 - 464 - - Seg. 2 - Both 0.0 - 0 1.0 1.0 125 339 - 464 3013 0.00 Seg. 3 - Both 0.0 - 0 1.0 1.0 125 339 - 464 3013 0.00 Seg. 4 - Both 32.9 - 329 1.0 1.0 125 339 - 464 4635 0.07 Level 1 LnE, Levl - Both - - 833 - - - - - - 6721 - Wall E-2 1 Both - - 833 1.0 1.0 125 339 - A - 6721 - Seg. 1 - Both 0.0 - 0 1.0 1.0 125 339 - 464 - - Seg. 2 - Both 0.0 - 0 1.0 1.0 125 339 - 464 - - Seg. 3 - Both 68.2 - 512 1.0 1.0 125 339 - 464 3476 0.15 Seg. 4 - Both 45.8 - 321 1.0 1.0 125 339 - 464 3245 0.10 Legend: W Gp - Wall design group defined 'n Sheathing and Framing Materials tables, where it shows associated Standard Wa . "^" 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 shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment 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 The following under -capacity shearlines were found: Components and Cladding Wind Loads, Nail Withdrawal All shearwalls have sufficient design capacity. Seismic Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Seismic Loads, Rigid Diaphragm All shearwalls have sufficient design capacity. HOLDDOWN DESIGN Wind Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Wind Loads, Rigid Diaphragm All hold-downs have sufficient design capacity. Seismic Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Seismic Loads, Rigid Diaphragm All hold-downs have sufficient design capacity. This Design Summary does not include failures that occur due to excessive story drift 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). Legend: Loads in table can be accumulation of loads from several building masses, so they do not correspond with a particular building element. Location - Start and end of load in direction perpendicular to seismic force direction Notes: All loads entered by the user or generated by program are specified (unfactored) Ioads.The program applies a load factor of 0.70 and redundancy factor to seismic loads before distributing them to the shearlines. -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 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Plan LS2-1904.wsw 2837 Elevation View Shearline 1, at X = -0.5 ft, Level 1. Flexible Diaphragm Wind Design. WoodWorks® Shearwalls 11.1 July 28, 2017 15:03:56 2837 0 96.2 258.0 1-1,2 A.R. 2.00 4.5' 4— 2.5' 1-1,3 A.R. 3.0 3.0' 96.2 1-2:Grp 1 4.5' Unfactored C&C Toad Interidr 18.2 End zone 21.5 S 3019 S 2376 A.R. - Aspect ratio; Fact - Aspect ratio factor All shearwalls, Design group 1: Exterior surface: 7/16" Structural sheathing w/ 8d nails @ 6/12" Shear capacity: 338.5 plf C&C sheath. load: 10.9 / 12.9 psf; cap. 190.6 psf .Nail withdr. load 17.2 lbs; cap. 72.3 lbs ._ Interior surface: 1/2" Gypsum WBoard 1 -ply w/ 5d nails @ 7/7" Shear capacity: 125.0 plf Frame: Hem -Fir @ 16", blocked Critical Segment: 1-1,1: Design shear force: 258 plf Combined capacity (added): 463.5 plf 0' 5' 10' Non shearwalls: Group 1 Exterior surface: 7/16" Structural sheathing w/ 8d nails @ 6/12" C&C sheath. load: 10.9 / 12.9 psf; cap. 190.6 psf Nail withdr. load 17.2 lbs; cap. 72.3 lbs Interior surface:._._ 1/2" Gypsum WBoard 1 -ply w/ 5d nails @ 7/7" Frame: Hem -Fir @ 16", blocked 15' 20' S 644 Factored Forces Vertical Holddown force (lbs) Compression force (lbs) S - Shear overtuming (lbs) U - Wind uplift (lbs) D - Dead (lbs) Combined: S - D + U (tens); Unfactored Loads ++ Dead 25' 20' 15' 10' 5' Horizontal -► Vs - Shearli Vs / diaphra V / full heigl H . Drag strut Factors: S, D = 0.6 (ten U (comp) S+D fit 30' Wind uplift South North WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Plan LS2-1904.wsw WoodWorks® Shearwalls 11.1 July 28, 2017 15:03:56 Elevation View Shearline 4, at X = 21 ft, Level 1. Flexible Diaphragm Wind Design. 2016 2096 71.1 4-1,1 A.R. 3.( 0 4-1:Grp 1 '7- 2.5' S 1161 Z. - Aspect ratio; Fact - Aspect ratio factor 71.1 4-2,1 A.R. 0.55 4-2:Grp 1 .1116.5' l 127.0 All shearwalls, Design group 1: Exterior surface: 7/16" Structural sheathing w/ 8d nails @ 6/12" Shear capacity: 338.5 plf I C&C sheath. load: 10.9 / 12.9 psf; cap. Nail withdr. load Interior surface: 1/2" Gypsum WBoard 1-plyw/ 5d nails @ 7/7" Shear capacity: 125.0 plf Frame: Hem -Fir @ 16", blocked Critical Segment: 4-2,1: Design shear force: 127 plf Combined capacity (added): 463.5 plf 5' 10' 746 Uhfactored C&C load Interior 18.2 End zone 21.5 S 1161 Factored Forces Vertical Holddown force (lbs) -P- i Compression force (lbs) S - Shear overturning (lbs) U - VVind uplift (1b) •-•• D - Dead (lbs) 71:1 Horizontal Combined: S - D + U (tens); S + D Unfactored Loads Dead 15' 20' itt Vs - Shearline force (lbs) Vs / diaphragm length i(plf) V / full height sheathing (pit) Drag strut force (lbs) 1 Factors: S,U = 0.6 D = 0.6 (tens); 1.0 (comp) U (comp) Wind uplift 25' 30' 25' 20' 15' 10' South North WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Plan LS2-1904.wsw 27 Elevation View Shearline 6, at X = 40.5 ft, Level 1. Flexible Diaphragm Wind Design. WoodWorks® Shearwalls 11.1 July 28, 2017 15:03:56 5 50 0 94.4 6-1,1 A.R. 0.31 6-1:Grp 1 29.5' 94.4 25' 20' 15' rsj 10' Unfactored C&C load Interior 18.2 End zone 21.5 S 857S 806 A.R. All shearwalls, Design group 1: Exterior surface: 7/16" Structural sheathing w/ 8d nails @ 6/12" Shear capacity: 338.5 plf C&C sheath. load: 10.9 / 12.9 psf; cap. 190.6 psf Nail withdr. load 17.2 lbs; c.p. 72.3 lbs Interior surface: 1/2" Gypsum WBoard 1 -ply w/ 5d nails @ 7/7" Shear capacity: 125.0 plf Frame: Hem -Fir @ 16", blocked Critical Segment: 6-1,1: Design shear force: 94.4 plf Combined capacity (added): 463.5 plf 0' - Aspect ratio; Fact - Aspect ratio factor Factored Forces' Vertical Holddown force (lbs) Compression force (lbs) S - Shear overturning (lbs) U - VVind uplift (lbs) D - Dead (lbs) 5' 10' Combined: S - D + U (tens); Unfactored Loads 113 Dead Horizontal .1111•••••• S 1663 Vs - Shearline force (lbs) Vs / diaphragm length (plf) V / full height sheathing (plf) Drag strut force (lbs) Factors: S,U = 0.6 D = 0.6 (tens); 1.0 (comp) S + D - U (comp) If f Wind uplift 15' 20' 25' 30' 0' -5' South North WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Plan LS2-1904.wsw 2001 m 0 Elevation View Shearline A, at Y = 0 ft, Level 1. Flexible Diaphragm Wind Design. 918 1083 r i WoodWorks® Shearwalls 11.1 S 2556 S 2556 S 60S 22U5 July 28, 2017 15:03:56 1 I 148.8 ---- 5.0' A-1,1 12.0' A 1,2 A.R. §.9A1 -++ 45,*A.R. 2.0C A-1:Grg2 A-2,2 — 4.5' 204.0 240.8 Ur r i WoodWorks® Shearwalls 11.1 S 2556 S 2556 S 60S 22U5 July 28, 2017 15:03:56 A.R -ect ratio; F ct - Aspect ratio factor Shearwalls, Dbsign group �2*: Exterior surface: 7/16" Structural sheathing w/ 8d nails @ 3/12" Shear capacity: 638.0 plf C&C sheath. load: 10.9 / 12.9 psf; cap. 190.6 psf Nail withdr. load 17.2 lbs; cap. 72.3 lbs Interior surface: 1/2" Gypsum WBoard 1 -ply w/ 5d nails @ 7/7" Shear capacity: 125.0 plf Frame: Hem -Fir @ 16", blocked *Design results are for wall with highest shear capacity. View the Design Results tables for the specification of other walls on the shearline Critical Segment: A-1,2: Design shear force: 240.7 plf Combined capacity (added): 763.0 plf 0' 5' 10' 15' S 593 S 593 Factored Forces Vertical Holddown force (lbs) Compression force (lbs) S - Shear overturning (lbs) U - Wind uplift (lbs) D - Dead (lbs) ifactored :C Toad erior 18.2 d zone 21.5 30' 25' P0' 15' -10' 0' Horizontal -► Vs - Shearline force (lbs) 5, Vs / diaphragm length (plf) i–. V / full height sheathing (plf) Drag strut force (lbs) Factors: S,U = 0.6 D = 0.6 (tens); 1.0 (comp) Combined:. S = D + U (tens); S + D= U (comp) - -10 Unfactored Loads +++ Dead 20' 25' 30' Wind uplift 35' 40' 45' West East 12.0' A-2,1 A-2,2 A.R. 2.!7 A.R. 2.25Ur Ur A-2:Grp 1 rn Int Er —3.5'—.. _ _' 1 1 i A.R -ect ratio; F ct - Aspect ratio factor Shearwalls, Dbsign group �2*: Exterior surface: 7/16" Structural sheathing w/ 8d nails @ 3/12" Shear capacity: 638.0 plf C&C sheath. load: 10.9 / 12.9 psf; cap. 190.6 psf Nail withdr. load 17.2 lbs; cap. 72.3 lbs Interior surface: 1/2" Gypsum WBoard 1 -ply w/ 5d nails @ 7/7" Shear capacity: 125.0 plf Frame: Hem -Fir @ 16", blocked *Design results are for wall with highest shear capacity. View the Design Results tables for the specification of other walls on the shearline Critical Segment: A-1,2: Design shear force: 240.7 plf Combined capacity (added): 763.0 plf 0' 5' 10' 15' S 593 S 593 Factored Forces Vertical Holddown force (lbs) Compression force (lbs) S - Shear overturning (lbs) U - Wind uplift (lbs) D - Dead (lbs) ifactored :C Toad erior 18.2 d zone 21.5 30' 25' P0' 15' -10' 0' Horizontal -► Vs - Shearline force (lbs) 5, Vs / diaphragm length (plf) i–. V / full height sheathing (plf) Drag strut force (lbs) Factors: S,U = 0.6 D = 0.6 (tens); 1.0 (comp) Combined:. S = D + U (tens); S + D= U (comp) - -10 Unfactored Loads +++ Dead 20' 25' 30' Wind uplift 35' 40' 45' West East WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Plan LS2-1904.wsw 2776 Elevation View Shearline D, at Y = 19 ft, Level 1. Flexible Diaphragm Wind Design. WoodWorks® Shearwalls 11.1 2776 July 28, 2017 15:03:56 67.7 1- 2.5' D-1,1 A.R..50 a) 2.4 67.7 1760 D-1,2 A.R. 0.60 D-1:Grp 5 15.0' ... 185.1 All shearwalls, Design group 5: Exterior surface: 7/16" Structural sheathing w/ 8d nails @ 4/12" Shear capacity: 494.8 plf Interior surface: 1/2" Gypsum WBoard 1 -ply w/ 5d nails @ 7/7" Shear capacity: 125.0 plf Frame: Hem -Fir @ 16", blocked Critical Segment: D-1,2: Design shear force: 185.1 plf Combined capacity (added): 619.8 plf 0' 5' 10' S 277 S 2209 S99294 A.R. - Aspect ratio; Fact - Aspect ratio factor Factored Forces Vertical Holddown force (lbs) Compression force (lbs) S - Shear overturning (lbs) U -Wind uplift (lbs) D - Dead (lbs) Horizontal N Vs - Shearline force (lbs) Vs / diaphragm length (plf) V / full height sheathing (plf) Drag strut force (lbs) Factors: S,U = 0.6 D = 0.6 (tens); 1.0 (comp) Combined: S- D+ U (tens); S+ D- U (comp) Unfactored Loads +++ Dead Wind uplift 15' 20' 25' 30' 35' 40' 45' -20' 15' 10' 5' 0' -5' -10' West East WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Plan LS2-1904.wsw 833 Elevation View Shearline E, at Y = 29.5 ft, Level 1. Flexible Diaphragm Wind Design. WoodWorks® Shearwalls 11.1 512 321 July 28, 2017 15:03:56 m 0 20.3 E-1:Grp 1 - 5.0' E-2,1 8.0' A.R. -.50 2.0' 6.0' 20.31 E-2,2 A.R. 3.)0 3.0' - 487 E-2'Grp 1 cn E-2,3 A.R. 1.201 68.2 8 2.5'1 .... 0 I 1791 E-2,4 A.R. 1.29 • 45.8 7.0' Unfactored C&C Toad Interior 18.2 End zone 21.5 Non shearwalls: Group 1 Exterior surface: 7/16" Structural sheathing w/ 8d nails @ 6/12" C&C sheath. load: 10.9 / 12.9 psf; cap. 190.6 psf Nail withdr. load 17.2 lbs; cap. 72.3 lbs Interior surface: 1/2" Gypsum WBoard 1 -ply w/ 5d nails @ 7/7" Frame: Hem -Fir @ 16", blocked 0' 5' 10' S 635 S 303 S 635 S 428 A.R. - Aspect ratio; Fact - Aspect ratio factor All shearwalls, Design group 1: Exterior surface: 7/16" Structural sheathing w/ 8d nails @ 6/12"+ Shear capacity: 338.5 plf C&C sheath. load: 10.9 / 12.9 psf; cap. 190.6 psf Nail withdr. load 17.2 lbs; cap. 72.3 lbs Interior surface: 1/2" Gypsum WBoard 1 -ply w/ 5d nails @ 7/7" Shear capacity: -125.0 plf - - - Frame: Hem -Fir @ 16", blocked Critical Segment: E-2,3: Design shear force: 68.3 plf Combined capacity (added): 463.5 plf 15' 20' 25' 30' SS3&28 20' 15' 10' . 5' 0' Factored Forces Vertical Horizontal Holddown force (lbs) -- _Vs - Sheaglj Compression force (lbs) Vs / diaphra S - Shear overturning (lbs) V / full heigl U - Wind uplift (lbs) Drag strut ft D - Dead (lbs) Factors: S, D = 0.6 (ten Combined: S - D +-U (teris)'S + D U (comp7l0 Unfactored Loads +++ Dead f f f Wind uplift 35' H 40' 45' West East WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Plan LS2-1904.wsw Elevation View Shearline 1, at X = -0.5 ft, Level 2. Flexible Diaphragm Wind Design. 1805 1805 WoodWorks® Shearwalls 11.1 July 28, 2017 15:03:56 b 61.2 A.R. 0.35 1-1:Grp 1 25.5' 0-11. 61.2 245 1-2:Grp 1 70.8 4.0' -- Unfactored C&C load interior 18.2 End zone 21.5 S 644 A.R. - Aspect ratio; Fact - Aspect ratio factor All shearwalls, Design group 1: Exterior surface: 7/16" Structural sheathing w/ 8d nails @ 6/12" Shear capacity: 338.5 plf C&C sheath. load: 10.9 / 12.9 psf; cap. 190.6 psf Nail withdr. load 17.2 lbs; cap. 72.3 lbs Interior surface: 1/2" Gypsum WBoard 1-pliw/ 5d nails @ 7/7" Shear capacity: 125.0 plf Frame: Hem -Fir @ 16", blocked Critical Segment: 1-1,1: Design shear force: 70.8 plf Combined capacity (added): 463.5 plf 0' 5' 10' Non shearwalls: Group 1 Exterior surface: 7/16" Structural sheathing w/ 8d nails @ 6/12" C&C sheath. load: 10.9 / 12.9 psf; cap. 190.6 psf Nail withdr. load 17.2 lbs; cap. 72.3 lbs Interior surface: 1/2" Gypsum WBoard 1 -ply w/ 5d nails @ 7/7" Frame: Hem -Fir @ 16", blocked • 15' 20' S 644 Factored Forces Vertical Holddown force (lbs) Compression force (lbs) S - Shear overturning (lbs) U -Wind uplift (lbs) D - Dead (lbs) 30' 25' 20' 15' 10' Horizontal Vs - Shearli Vs / diaphra V / full heigt 9-11. Drag strut 4( Factors: S, D = 0.6 (ten Combined: S - D + U (tens); S + D - U (comp) Unfactored Loads Dead If Wind uplift 25' 30' 0' South North WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Plan LS2-1904.wsw 1749 WoodWorks® Shearwalls 11.1 1 Elevation View Shearline 6, at X = 40 ft, Level 2. Flexible Diaphragm Wind Design. July 28, 2017 15:03:56 6-1,1 A.R. 0.32 6-1:Grp 1 28.0' 62.5 Unfactored C&C load Interior 18.2 End zone 21.5 ^2 S 806 A.R. - Aspect ratio; Fact - Aspect ratio factor All shearwalls, Design group 1: Exterior surface: 7/16" Structural sheathing w/ 8d nails @ 6/12" Shear capacity: 338.5 plf C&C sheath. load: 10.9 / 12.9 psf; cap. 190.6 psf Nail withdr. load 17.2 lbs; cap. 72.3 lbs Interior surface: 1/2" Gypsum WBoard 1-plyw/ 5d nails @ 7/7" Shear capacity: 125.0 plf Frame: Hem -Fir @ 16", blocked Critical Segment: 6-1,1: Design shear force: 62.5 plf Combined capacity (added): 463.5 plf 0' 5' 10' 15' Factored Forces} Vertical Holddown force (lbs) Compression force (lbs) S - Shear overturning (lbs) U -Wind uplift OW D - Dead (lbs) S 806 Horizontal Vs - Shearline force (lbs) Vs / diaphragm length ,(plf) V / full height sheathing (plf) Drag strut force (lbs) Factors: S,U = 0.6 D = 0.6 (tens); 1.0 (comp) Combined: S - D + U (tens); S + D - U (comp) Unfactored Loads Dead 111 Wind uplift 20' 25' 30' 35' 30' 25' 20' 15' 10' 0' South North WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Plan LS2-1904.wsw WoodWorks® Shearwalls 11.1 Elevation View Shearline A, at Y = 0 To 0.5 ft, Level 2. Flexible Diaphragm Wind Design. S 612 S 612 S 66%05 23.4 280 July 28, 2017 15:03:56 Unfactored C&C load Interior 18.2 End zone 21.5 A.R. - Aspect ratio; Fact - Aspect ratio factor Shearwalls, Design group 2': Exterior surface: 7/16" Structural sheathing w/ 8d nails @ 3/12" Shear capacity: 638.0 plf C&C sheath: Toad:10.9 / 12.9 psf; cap: 190.6 psf Nail withdr. load 17.2 lbs; cap. 72.3 lbs Interior surface: 1/2" Gypsum WBoard 1 -ply w/ 5d nails @ 7/7" Shear capacity: 125.0 plf Frame: Hem -Fir @ 16", blocked 'Design results are for wall with highest shear capacity: View the Design Results tables for the specification of other walls on the shearline Critical Segment: A-2,2: Design shear force: 70.1 plf Combined capacity (added): 763.0 plf 0' 5' 10' 15' S 563593 Factored Forces Vertical Holddown force (lbs) { Compression force (lbs) S - Shear overturning (lbs) U - Wind uplift (lbs) D - Dead (lbs) Horiz -35' • 30' • 25' 20' 15' • 10' ontal Vs - Shearline force (lbs) 5, Vs / diaphragm length (plf) V / full height sheathing (plf) Drag strut force (lbs) Factors: S,U = 0.6 D = 0.6 (tens); 1.0 (comp) Combined: S ="D+ U (tens); S + D= U (comp) ....._... .._.._...._. _... . 0 Unfactored Loads I Dead 20' 25' f { f Wind uplift 30' 35' 40' 45' West East WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Plan LS2-1904.wsw Elevation View Shearline D, at Y = 19 ft, Level 2. Flexible DiaOhragrn Wind Design. 1342 WoodWorks® Shearwalls 11.1 July 28, 2017 15:03:56 30' 25' 33.1 8 50 8 33.1 -- 20' D-1,1 A.R. 0.58 D-1:Grp 6 i5.5............................... 86.6 All shearwalls, Design group 6: Exterior surface: 7/16" Structural sheathing w/ 8d nails ©4/12" Shear capacity: 494.8 plf Interior surface: 7/16" Structural sheathing w/ 8d nails @ 4/12" Shear capacity: 494.8 plf Frame: Hem -Fir @ 16", blocked Critical Segment: D-1,1: Design shear force: 86.6 plf Combined capacity (added): 989.5 plf 0' 5' 15' 20' 1 S 792 S 792 • A.R. - Aspect ratio; Fact - Aspect ratio factor Factored Forces Vertical Horizontal Holddown force (lbs) Compression force (lbs) S - Shear overturning (lbs) . U - Wind uplift (lbs) 111-10. D - Dead (lbs) Combined: S - D + U (tens); S + D - Unfactored Loads 333 Dead 25' 30' 1 Vs - Shearline force (lbs) Vs / diaphragm length (plf) V / full height sheathing (plf) Drag strut force (lbs) Factors: S,U = 0.6 D = 0.6 (tens); 1.0 (comp) U (comp) Wind uplift 35' 40' 45' 15' 10' 5' 0' West East WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Plan LS2-1904.wsw 329 Elevation View Shearline E, at Y = 29.5 ft, Level 2. Flexible Diaphragm Wind Design. WoodWorks® Shearwalls 11.1 July 28, 2017 15:03:56 0 0 329 0 RI E-1:Grp 1 5.0' 2, a.R. 4.5' 6.00 1.5' E-2,2 A.R. 1.38 6.5' E-2,3 A.R. 1.38 E-2:Grp 1 6.5' 4.5' ' 247 E-2,4 A.R. 0.90 10.0' 32.9 Unfactored C&C Toad Interior 18.2 End zone 21.5 Non shearwalls: Group 1 Exterior surface: 7/16" Structural sheathing -w/ 8d nails•@ 6/12" C&C sheath. load: 10.9 / 12.9 psf; cap. 190.6 psf Nail withdr. Toad 17.2 lbs; cap. 72.3 lbs Interior surface: 1/2" Gypsum WBoard 1 -ply w/ 5d nails @ 7/7" Frame: Hem -Fir @ 16", blocked 0' West 5' 10' S 303 A.R. - Aspect ratio; Fact - Aspect ratio factor All shearwalls, Design group 1: Exterior surface: 7/16" Structural sheathing w/ 8d nails @ 6/12"-, Shear capacity: 338.5 plf C&C sheath. load: 10.9 / 12.9 psf; cap. 190.6 psf Nail withdr. load 17.2 lbs; cap. 72.3 lbs Interior surface: 1/2" Gypsum WBoard 1 -ply w/ 5d nails @ 7/7" Shear capacity:125.0 plf Frame: Hem -Fir © 16", blocked Critical Segment: E-2,4: Design shear force: 32.9 plf Combined capacity (added): 463.5 plf 15' 20' 25' 30' S 303 40' 35' 30' 25' 20' 15' -10' Factored Forces Vertical Horizontal Holddown force (lbs) -► Vs - Sheagi Compression force (lbs) - Vs / diaphra S - Shear overtuming (lbs) - V / full heigt U - Wind uplift (lbs) H Drag strut ft D - Dead (lbs) Factors: S, D = 0.6 (ten Combined: S - D + U (tens); S+ D= U (comp) 0 Unfactored Loads +n Dead $ $ f Wind uplift 35' 40' 45' East Project:1S2-1904 Location: M01 Uniformly Loaded Floor Beam [2015 International Residential Code(2015 NDS)] 3.5 IN x 7.25 IN x 5.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 23.4% Controlling Factor: Moment Location: R01 Roof Beam [2015 International Residential Code(2015 NDS)] 3.5 IN x 9.25 IN x 5.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 149.1 % Controlling Factor: Moment Location: R02 Roof Beam [2015 International Residential Code(2015 NDS)] 3.5 IN x 9.25 IN x 2.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 573.2% Controlling Factor: Shear Location: U01 Combination Roof And Floor Beam [2015 International Residential Code(2015 NDS)] 3.5 IN x 9.25 IN x 6.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 195.3% Controlling Factor: Moment Location: UO2 Multi -Loaded Multi -Span Beam [2015 International Residential Code(2015 NDS)] 5.5 IN x 18.0 IN x 18.5 FT 24F -V4 - Visually Graded Westem Species - Dry Use Section Adequate By: 18.0% Controlling Factor: Moment Location: UO3 Roof Beam [2015 International Residential Code(2015 NDS)] 3.5 IN x 11.25 IN x 16.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 98.0% Controlling Factor: Moment Location: U04 Combination Roof And Floor Beam [2015 International Residential Code(2015 NOS)] 3.5 IN x 11.25 IN x 5.5 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 45.1 % Controlling Factor: Moment StruCalc Version 10.0.1.5 7/24/2017 11:37:04 PM Location: U05 Combination Roof And Floor Beam [2015 International Residential Code(2015 NDS)] 3.5INx11.251Nx4.OFT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 199.6% Controlling Factor. Shear Location: U06 Uniformly Loaded Floor Beam [2015 Intemational Residential Code(2015 NDS)] 3.5 IN x 7.25 IN x 4.5 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 52.3% Controlling Factor: Moment Location: U07 Uniformly Loaded Floor Beam [2015 Intemational Residential Code(2015 NDS)] 3.5 IN x 7.25 IN x 2.67 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 194.1 % Controlling Factor. Shear Location: U08 Combination Roof And Floor Beam [2015 Intemational Residential Code(2015 NDS)] 3.5 IN x 9.25 IN x 3.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 182.7% Controlling Factor: Shear Location: U09 Combination Roof And Floor Beam [2015 International Residential Code(2015 NDS)] 3.5 IN x 11.25 IN x 6.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 47.5% Controlling Factor: Moment ' Location: U10 Combination Roof And Floor Beam [2015 International Residential Code(2015 NDS)] 3.5 IN x 10.5 IN x 8.0 FT 24F -V4 - Visually Graded Westem Species - Dry Use Section Adequate By: 72.5% Controlling Factor: Moment Project: LS2-1904 Location: MO1 Uniformly Loaded Floor Beam [2015 International Residential Code(2015 NDS)] 3.5 IN x 7.25 IN x 5.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 23.4% Controlling Factor. Moment DEFLECTIONS Center Live Load 0.04 IN 1/1355 Dead Load 0.02 in Total Load 0.06 IN L/979 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS Live Load Dead Load Total Load Bearing Length A B 1400 Ib 1400 lb 539 Ib 539 Ib 1939 Ib 1939 Ib 0.89 in 0.89 in BEAM DATA Center Span Length 5 ft Unbraced Length -Top 0 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values Adjusted Bending Stress: Fb = 900 psi Fb'= 1170 psi Cd=1.00 CF=1.30 Shear Stress: Fv = 180 psi Fv' = 180 psi Cd=1.00 Modulus of Elasticity: E = 1600 ksi E = 1600 ksi Comp. -L to Grain: Fc -1= 625 psi Fc -1 = 625 psi Controlling Moment: 2423 ft -lb 2.5 ft from left support Created by combining all dead and live Toads. Controlling Shear: 1939 Ib At support. Created by combining all dead and live Toads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Req'd Provided 24.86 in3 30.66 in3 16.16 in2 25.38 in2 29.53 in4 111.15 in4 2423 ft -Ib 2989 ft -lb 1939 Ib 3045 Ib StruCalc Version 10.0.1.5 7/24/201711:37:04 PM page of FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load Side 1 Side 2 FLL = 40 psf 0 psf FDL = 10 psf 0 psf FTW= 14 ft 0 ft WALL = 70 pif BEAM LOADING Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wL = 560 plf wD = 210 plf BSW = 6 pif wT = 776' pif NOTES Project: LS2-1904 Location: R01 Roof Beam [2015 International Residential Code(2015 NDS)] 3.5 IN x 9.25 IN x 5.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 149.1 % Controlling Factor: Moment PEFLECTIONS Center Live Load 0.01 IN 1/4067 Dead Load 0.01 in Total Load 0.03 IN 1/2375 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS Live Load Dead Load Total Load Bearing Length A B 969 Ib 969 Ib 690 Ib 690 Ib 1659 Ib 1659 Ib 0.76 in 0.76 in StruCalc Version 10.0.1.5 7/24/201711:37:04 PM page I of BEAM DATA Span Length 5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 7 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. to Grain: Base Values Fb = 900 psi Cd=1.15 CF=1.20 Fv = 180 psi Cd=1.15 E = 1600 ksi Fc -1= 625 psi Controlling Moment: 2074 ft -Ib 2.5 ft from left support Created by combining all dead and live loads. Controlling Shear: 1659 Ib At support. Created by combining all dead and live Toads. Adjusted Fb' = 1242 psi FY = 207 psi E' = 1600 ksi Fc - L = 625 psi Comparisons with required sections: Req'd Section Modulus: 20.04 in3 Area (Shear): 12.02 in2 Moment of Inertia (deflection): 17.5 in4 Moment: 2074 ft -Ib Shear: - 1659 Ib Provided 49.91 in3 32.38 in2 230.84 in4 5166 ft -Ib 4468 Ib LOADING DIAGRAM 5ft B ROOF LOADING Side One: Roof Live Load: Roof Dead Load: Tributary Width: Side Two: Roof Live Load: Roof Dead Load: Tributary Width: Wall Load: LL = 25 psf DL = 15 psf TW = 15.5 ft LL = 0 psf DL = 0 psf TW= 0 ft WALL = 0 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 5 ft Beam Self Weight: BSW = 7 plf Beam Uniform Live Load: wL = . 388 plf Beam Uniform Dead Load: wD_adj = 276 plf Total Uniform Load: wT = 664 plf NOTES Project: LS2-1904 Location: R02 Roof Beam (2015 International Residential Code(2015 NDS)] 3.5 IN x 9.25 IN x 2.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 573.2% Controlling Factor. Shear DEFLECTIONS Center Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: 11180 REACTIONS Live Load Dead Load Total Load Bearing Length A B 388 Ib 388 Ib 276 Ib 276 Ib 664 Ib 664 Ib 0.30 in 0.30 in BEAM DATA Span Length 2 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 7 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. 1to Grain: Base Values Fb = 900 psi 'Cd=1.15 CF=1.20 Fv = 180 psi Cd=1.15 E = 1600 ksi Fc -1= 625 psi Controlling Moment: 332 ft -lb 1.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 664 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: AdA vested Fb' = 1242 psi Fv' = 207 psi E = 1600 ksi Fc -1 = 625 psi Req'd provided 3.21 in3 49.91 in3 4.81 in2 32.38 in2 1.12 in4 230.84 in4 332 ft -lb 5166 ft -Ib 664 Ib 4468 Ib StruCalc Version 10.0.1.5 7/24/2017 11:37:05 PM page LOADING DIAGRAM 2 ft B ROOF LOADING Side One: Roof Live Load: Roof Dead Load: Tributary Width: Side Two: Roof Live Load: Roof Dead Load: Tributary Width: Wall Load: LL = 25 psf DL = 15 psf TW = 15.5 ft LL = 0 psf DL = 0 psf TW= 0 ft WALL = 0 pif SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 2 ft Beam Self Weight: BSW = 7 pif Beam Uniform Live Load: wL = 388 pif Beam Uniform Dead Load: wD_adj = 276 pif Total Uniform Load: wT = 664 pif NOTES Project: LS2-1904 Location: U01 Combination Roof And Floor Beam [2015 International Residential Code(2015 NDS)] 3.5 IN x 9.25 IN x 6.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 195.3% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.02 IN L/3317 Dead Load 0.01 in Total Load 0.03 IN U2375 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS Live Load Dead Load Total Load Bearing Length A a 825 Ib 825 Ib 327 Ib 327 Ib 1152 Ib 1152 Ib 0.53 in 0.53 in BEAM DATA Center Span Length 6 ft Unbraced Length -Top 6 ft Roof Pitch 7 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. 1 to Grain: Base Values Fb = 900 psi Fb' _ Cd=1.15 C1=0.99 CF=1.20 Fv = 180 psi FY Cd=1.15 E = 1600 ksi Fc -1= 625 psi Controlling Moment: 1729 ft -lb 3.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 1152 Ib At support. Created by combining all dead and live loads. Adjusted 1227 psi 207 psi E = 1600 ksi Fc -1' = 625 psi Comparisons with required sections: Req'dProvided Section Modulus: 16.9 in3 49.91 in3 Area (Shear): 8.35 in2 32.38 in2 Moment of Inertia (deflection): 25.06 in4 230.84 in4 Moment: 1729 ft -Ib 5105 ft -Ib Shear: - 1152 Ib 4468 Ib StruCalc Version 10.0.1.5 7/2412017 11:37:05 PM Page` I of LOADING DIAGRAM cft B ROOF LOADING Side 1 Side 2 Roof Live Load RLL = 25 psf 0 psf Roof Dead Load RDL = 15 psf 0 psf Roof Tributary Width RTW = 3 ft 0 ft FLOOR LOADING Side 1 Side 2 Floor Live Load FLL = 40 psf 0 psf Floor Dead Load FDL = 10 psf 0 psf Floor Tributary Width FTW = 5 ft 0 ft Wall Load WALL = 0 pif BEAM LOADING Roof Uniform Live Load: Roof Uniform Dead Load: Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: wL-roof = 75 plf wD-roof = 52 plf wL-floor = 200 plf wD-floor = 50 plf BSW = 7 plf wL = 275 plf wD = 109 pif wT = 384 pif NOTES Project: LS2-1904 Location: UO2 Multi -Loaded Multi -Span Beam [2015 International Residential Code(2015 NOS)) 5.5 IN x 18.0 IN x 18.5 FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 18.0% Controlling Factor: Moment PEFLECTIONS Center Live Load 0.38 IN U578 Dead Load 0.21 in Total Load 0.60 IN L/372 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS Live Load Dead Load Total Load Bearing Length A 5150 Ib 7415 Ib 2876 Ib 4167 Ib 8026 Ib 11582 Ib 2.25 in 3.24 in REAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Camber Adj. Factor Camber Required Notch Depth Center 18.5 ft 0 ft 18.5 ft 1.00 1 0.21 0.00 MATERIAL PROPERTIES 24F -V4 - Visually Graded Westem Species Base Values Fb = 2400 psi Fb cmpr = 1850 psi Cd=1.00 Cv=0.97 Shear Stress: Fv = 265 psi Cd=1.00 Modulus of Elasticity: E = 1800 ksi Comp. -I- to Grain: Fc -1= 650 psi Bending Stress: Adjusted Controlled by: Fb' = 2318 psi FY = 265 psi E = 1800 ksi Fc -1 = 650 psi Controlling Moment: 48595 ft -Ib 11.84 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -11582 Ib 18.0 Ft from left support of span 2 (Center Span) Created by combining all dead Toads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 251.62 in3 297 in3 Area (Shear): 65.56 in2 99 in2 Moment of Inertia (deflection): 1725.74 in4 2673 in4 Moment: 48595 ft -Ib 57361 ft -Ib Shear: -11582 Ib 17490 Ib StruCalc Version 10.0.1.5 7/24/2017 11:37:05 PM page of UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 360 pif 180 pif 21 plf 561 plf POINT LOADS - CENTER SPAN Load Number One Live Load 2302 Ib Dead Load 1151 Ib Location 12 ft TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Iwty Left Live Load Left Dead Load Right Live Load Right Dead Load Load Start Load End Load Length 375 plf 63 pif 225 plf 38 plf 375 plf 63 plf 225 plf 38 plf 12ft Oft 18.5 ft 18.5 ft 6.5 ft 18.5 ft NOTES Project: LS2-1904 Location: UO3 Roof Beam [2015 Intemational Residential Code(2015 NDS)] 3.5 IN x 11.25 IN x 16.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 98.0% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.14 IN L/1385 Dead Load 0.11 in Total Load 0.25 IN L/783 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: L/180 REACTIONS A Live Load 500 Ib 500 Ib Dead Load 385 Ib 385 Ib Total Load 885 Ib 885 Ib Bearing Length 0.40 in 0.40 in SEAM DATA Span Length 16 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. L to Grain: Base Values Adjusted Fb = 900 psi Fb' = 1139 psi Cd=1.15 CF=1.10 Fv = 180 psi FY = 207 psi Cd=1.15 E = 1600 ksi E = 1600 ksi Fc - l = 625 psi Fc -1 = 625 psi Controlling Moment: 3538 ft -lb 8.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 885 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 37.29 in3 73.83 in3 Area (Shear): 6.41 in2 39.38 in2 Moment of Inertia (deflection): 95.51 in4 415.28 in4 Moment: 3538 ft -Ib 7004 ft -Ib Shear: 885 Ib 5434 Ib StruCalc Version 10.0.1.5 7/24/2017 11:37:05 PM page of LOADING DIAGRAM 16 ft B ROOF LOADING Side One: Roof Uve Load: Roof Dead Load: Tributary Width: Side Two: Roof Live Load: Roof Dead Load: Tributary Width: Wall Load: LL = 25 DL = 15 TW = 2.5 psf psf ft LL = 0 psf DL = 0 psf TW= 0 ft WALL = 0 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 16 ft Beam Self Weight: BSW = 9 plf Beam Uniform Live Load: wL = 63 plf Beam Uniform Dead Load: wD_adj = 48 plf Total Uniform Load: wT = 111 plf NOTES Projact: LS2-1904 Location: U04 Combination Roof And Floor Beam [2015 International Residential Code(2015 NDS)J 3.5 IN x 11.25 IN x 5.5 FT #2- Douglas -Fir -Larch - Dry Use Section Adequate By: 45.1 % Controlling Factor. Moment DEFLECTIONS Center Uve Load 0.02 IN [/2663 Dead Load 0.01 in Total Load 0.04 IN L/1669 Uve Load Deflection Criteria: L/360 Total Load Deflection Criteria: 1/240 REACTIONS Live Load Dead Load Total Load Bearing Length A 2200 Ib 2200 ib 1310 Ib 1310 lb 3510 Ib 3510 Ib 1.60 in 1.60 in REAM DATA Center Span Length 5.5 ft Unbraced Length -Top 0 ft Roof Pitch 7 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. to Grain: Base Values Fb = 900 psi Cd=1.15 CF=1.10 Fv = 180 psi Cd=1.15 E = 1600 ksi Fc -1= 625 psi Controlling Moment: 4826 ft -Ib 2.75 ft from left support Created by combining all dead and live Toads. Controlling Shear: -3510 Ib At support. Created by combining all dead and live loads. Adjusted Fb' = 1139 psi FY = 207 psi E' = 1600 ksi Fc - -L = 625 psi Comparisons with required sections: Req'd provided Section Modulus: 50.87 in3 73.83 in3 Area (Shear): 25.44 in2 39.38 in2 Moment of Inertia (deflection): 59.72 in4 415.28 in4 Moment: 4826 ft -lb 7004 ft -Ib Shear: -3510 Ib 5434 Ib StruCalc Version 10.0.1.5 7/24/2017 11:37:05 PM page of ROOF LOADING Side 1 Side 2 Roof Live Load RLL = 25 psf 0 psf Roof Dead Load RDL = 15 psf 0 psf Roof Tributary Width RTW = 16 ft 0 ft FLOOR LOADING Side 1 Side 2 Floor Live Load FLL = 40 psf 0 psf Floor Dead Load FDL = 10 psf 0 psf Floor Tributary Width FTW = 10 ft 0 ft Wall Load WALL = 90 plf SEAM LOADING Roof Uniform Live Load: Roof Uniform Dead Load: Floor Uniform Uve Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: wL-roof = 400 pif wD-roof = 278 pif wL-floor = 400 plf wD-floor = 100 pif BSW = 9 pif wL = 800 pif wD = 476 plf wT = 1276 pif NOTES Project: LS2-1904 Location: U05 Combination Roof And Floor Beam [2015 International Residential Code(2015 NOS)] 3.5 IN x 11.25 IN x 4.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 199.6% Controlling Factor. Shear DEFLECTIONS Center Uve Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.01 IN L16106 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS Live Load Dead Load Total Load Bearing Length A 1080 Ib 1080 lb 734 lb 734 Ib 1814 Ib 1814 Ib 0.83 in 0.83 in REAM DATA Ce to Span Length 4 ft Unbraced Length -Top 0 ft Roof Pitch 7 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -I- to Grain: Base Values Fb = 900 psi Cd=1.15 CF=1.10 Fv = 180 psi Cd=1.15 E = 1600 ksi Fc -1= 625 psi Controlling Moment: 1814 ft -lb 2.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 1814 Ib At support. Created by combining all dead and live loads. Adjusted Fb' = 1139 psi FV = 207 psi E' = 1600 ksi Fc -1 = 625.psi Comparisons with required sections: Req'd Provided Section Modulus: 19.12 in3 73.83 in3 Area (Shear): 13.14 in2 39.38 in2 Moment of Inertia (deflection): 16.32 in4 415.28 in4 Moment: 1814 ft -Ib 7004 ft -lb Shear: 1814 Ib 5434 Ib StruCalc Version 10.0.1.5 7/24/2017 11:37:05 PM Page of LOADING DIAGRAM Oft B R F LOADING Side 1 Side 2 Roof Live Load RLL = 25 psf 0 psf Roof Dead Load RDL = 15 psf 0 psf Roof Tributary Width RTW = 12 ft 0 ft FLOOR LOADING "Side 1 Side 2 Floor Live Load FLL = 40 psf 0 psf Floor Dead Load FDL = 10 psf 0 psf Floor Tributary Width FTW = 6 ft 0 ft Wall Load WALL = 90 pif REAM LOADING Roof Uniform Live Load: Roof Uniform Dead Load: Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: wL-roof = 300 plf wD-roof = 208 plf wL-floor = 240 Of wD-floor = 60 pif BSW = 9 pif wL = 540 plf wD = 367 plf wT = 907 pif NOTES Project: LS2-1904 Location: U06 Uniformly Loaded Floor Beam 12015 International Residential Code(2015 NDS)] 3.5 IN x 7.25 IN x 4.5 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 52.3% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.03 IN U1859 Dead Load 0.01 in Total Load 0.04 IN L/1342 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS Live Load Dead Load Total Load Bearing Length A j3 1260 Ib 1260 Ib 485 Ib 485 Ib 1745 Ib 1745 ib 0.60 in 0.80 in REAM DATA Center Span Length 4.5 ft Unbraced Length -Top 0 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. to Grain: Base Values Adjusted Fb = 900 psi Fb' = 1170 psi Cd=1.00 CF=1.30 Fv = 180 psi FY = 180 psi Cd=1.00 E = 1600 ksi E = 1600 ksi Fc -1- = 625 psi Fc -1 = 625 psi Controlling Moment: 1963 ft -lb 2.25 ft from left support Created by combining all dead and live loads. Controlling Shear: -1745 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Req'd Provided 20.13 in3 30.66 in3 14.54 in2 25.38 in2 21.52 in4 111.15 in4 1963 ft -Ib 2989 ft -Ib -1745 Ib 3045 Ib StruCalc Version 10.0.1.5 7/24/2017 11:37:05 PM page of FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load FLL = FDL = FTW = WALL = Side 1 40 psf 10 psf 14 ft 70 pif .Side 2 O psf O psf O ft REAM LOADING Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wL = 560 pif wD = 210 plf BSW = 6 plf wT = 776 plf NOTES Project: LS2-1904 Location: U07 Uniformly Loaded Floor Beam [2015 International Residential Code(2015 NDS)] 3.5INx7.25INx2.67FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 194.1 % Controlling Factor: Shear DEFLECTIONS Center Live Load 0.00 IN L/8900 Dead Load 0.00 in Total Load 0.00 IN L/6426 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: 1/240 REACTIONS Live Load Dead Load Total Load Bearing Length A a 748 Ib 748 lb 288 lb 288 lb 1036 Ib 1036 Ib 0.47 in 0.47 in BEAM DATA Center Span Length 2.67 ft Unbraced Length -Top 0 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. 1 to Grain: j3ase Values Fb = 900 psi Cd=1.00 CF=1.30 Fv = 180 psi Cd=1.00 E = 1600 ksi Fc -1= 625 psi Controlling Moment: 691 ft -Ib 1.335 ft from left support Created by combining all dead and live loads. Controlling Shear: -1035 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Adjusted Fb' = 1170 psi FY = 180 psi E' = 1600 ksi Fc -1 = 625 psi Req'd Provided 7.09 in3 30.66 in3 8.63 in2 25.38 in2 4.5 in4 111.15 in4 691 ft -lb 2989 ft -Ib -1035 Ib 3045 Ib StruCalc Version 10.0.1.5 7/24/2017 11:37:05 PM page /, of FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load Side 1 Side 2 FLL = 40 psf 0 psf FDL = 10 psf 0 psf FTW= 14 ft 0 ft WALL = 70 plf BEAM LOADING Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wL = 560 plf wD = 210 plf BSW = 6 plf wT = 776 plf NOTES Protect: LS2-1904 Location: U08 Combination Roof And Floor Beam [2015 International Residential Code(2015 NDS)] 3.5INx9.251Nx3.OFT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 182.7% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.01 IN L/6925 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS Live Load Dead Load Total Load Bearing Length A 941 Ib 941 Ib 639 Ib 639 Ib 1580 Ib 1580 Ib 0.72 in 0.72 in BEAM DATA Center Span Length 3 ft Unbraced Length -Top 0 ft Roof Pitch 7 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. 1to Grain: ase Values Fb = 900 psi Cd=1.15 CF=1.20 Fv = 180 psi Cd=1.15 E = 1600 ksi Fc -1= 625 psi Controlling Moment: 1185 ft -Ib 1.5 ft from left support Created by combining all dead and live loads. Controlling Shear: 1581 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: AdA vested Fb' = 1242 psi FY = 207 psi E' = 1600 ksi Fc - = 625 psi Req'd Provided 11.45 in3 49.91 1n3 11.45 in2 32.38 in2 8 in4 230.84 in4 1185 ft -Ib 5166 ft -Ib 1581 Ib 44681b StruCalc Version 10.0.1.5 7/24/2017 11:37:05 PM page of ROOF LOADING Side 1 Side 2 Roof Live Load RLL = 25 psf 0 psf Roof Dead Load RDL = 15 psf 0 psf Roof Tributary Width RTW = 15.5 ft 0 ft FLOOR LOADING Side 1 Side 2 Floor Live Load FLL = 40 psf 0 psf Floor Dead Load FDL = 10 psf 0 psf Floor Tributary Width FTW = 6 ft 0 ft Wall Load WALL = 90 plf BEAM LOADING Roof Uniform Live Load: Roof Uniform Dead Load: Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: wL-rcof = 388 pif wD-reof = 269 pif wL-floor = 240 plf wD-floor = 60 pif BSW = 7 pif wL = 628 pif wD = 426 pif wT = 1054 plf NOTES Project: LS2-1904 Location: U09 Combination Roof And Floor Beam [2015 International Residential Code(2015 NDS)] 3.5 IN x 11.25 IN x 6.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 47.5% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.03 IN L/2615 Dead Load 0.02 in Total Load 0.05 IN L/1555 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS Live Load Dead Load Total Load Bearing Length a 1883 Ib 1883 Ib 1283 Ib 1283 Ib 3166 Ib 3166 Ib 1.45 in 1.45 in BEAM DATA Center Span Length 6 ft Unbraced Length -Top 0 ft Roof Pitch 7 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. lto Grain: 13ase Values Fb = 900 psi Cd=1.15 CF=1.10 Fv = 180 psi Cd=1.15 E = 1600 ksi Fc -1= 625 psi Controlling Moment: 4748 ft -Ib 3.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 3166 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Adjusted Fb' = 1139 psi FV = 207 psi E' = 1600 ksi Fc- = 625 psi Req'd Provided 50.05 in3 73.83 in3 22.94 in2 39.38 in2 64.09 in4 415.28 in4 4748 ft -Ib 7004 ft -Ib 31661b 54341b StruCalc Version 10.0.1.5 7/24/2017 11:37:05 PM age or ROOF LOADING Side 1 Side 2 Roof Live Load RLL = 25 psf 0 psf Roof Dead Load RDL = 15 psf 0 psf Roof Tributary Width RTW = 15.5 ft 0 ft FLOOR LOADING Side 1 Side 2 Floor Live Load FLL = 40 psf 0 psf Floor Dead Load FDL = 10 psf 0 psf Floor Tributary Width FTW = 6 ft 0 ft Wall Load WALL = 90 pif BEAM LOADING Roof Uniform Live Load: Roof Uniform Dead Load: Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: wL-roof = 388 plf wD-roof = 269 plf wL-floor = 240 plf wD-floor = 60 plf BSW = 9 plf wL = 628 plf wD = 428 plf wT = 1055 pif NOTES Proj ct: LS2-1904 Location: U10 Combination Roof And Floor Beam [2015 International Residential Code(2015 NDS)] 3.5 IN x 10.5 IN x 8.0 FT 24F -V4 - Visually Graded Westem Species - Dry Use Section Adequate By: 72.5% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.10 IN L/987 Dead Load 0.07 in Total Load 0.16 IN U591 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS Live Load Dead Load Total Load Bearing Length A B 2566 Ib 2566 Ib 1723 Ib 1723 Ib 4289 Ib 4289 Ib 1.89 in 1.89 in BEAM DATA Center Span Length 8 ft Unbraced Length -Top 0 ft Roof Pitch 7 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 Camber Adj. Factor 0 ' Camber Required 0 Notch Depth 0.00 MATERIAL PROPERTIES 24F -V4 - Visually Graded Westem Species Base Values 2400 psi 1850 psi Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -I- to Grain: Fb Fb_cmpr = Cd=1.15 Fv = Cd=1.15 E_ Fc -1= 265 psi 1800 ksi 650 psi Controlling Moment: 8577 ft -lb 4.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 4289 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Adjusted Controlled by: Fb' = 2760 psi FY = 305 psi E' = 1800 ksi Fc -1 = 650 psi Read Provided 37.29 in3 64.31 in3 21.11 in2 36.75 in2 137.21 in4 337.64 in4 8577 ft -lb 14792 ft -lb 4289 Ib 7466 Ib StruCalc Version 10.0.1.5 7/24/2017 11:37:05 PM page of ROOF LOADING Roof Live Load Roof Dead Load Roof Tributary Width FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load RLL = RDL = RTW = FLL = FDL = FTW= WALL = ads_t Side 2 25 psf 0 psf 15 psf 0 psf 15.5 ft 0 ft Side Side 2 40 psf 0 psf 10 psf 0 psf 6.4 ft 0 ft 90 plf BEAM LOADING Roof Uniform Live Load: Roof Uniform Dead Load: Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: wL-roof = 388 plf wD-roof = 269 pif wL-floor = 254 plf wD-floor = 64 pli BSW = 8 plf wL = 642 pif wD = 431 plf wT = 1072 pif NOTES GEORESOURCES • earth science & geotiechnicai engineering 5007 Pacific Hwy E., Suite 16 I Fife, WA 98424 1253.896.1011 1 www.georesources.rocks JK Monarch PO Box 188 Puyallup, Washington 98371 (253) 840-5660 Attn: Russ Sorkness (253) 202-2003 uss@jkmonarch.com REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 4 2011 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA OCT 20 2017 PERMIT CENTER October 10, 2017 Geotechnical Consultation Letter Residential Development (Lots 5, 6, & 7) 13832, 13836, & 14002 Macadam Road South Tukwila, Washington PN: 1523049327, -328, -072 Doc ID: JKMonarch.MacadamRdS.t INTRODUCTION This letter report provides our opinion foundation requirements and design for the proposed three lot residential developmentto be located at 13832, 13836, and 14002 Macadam Road South in Tukwila, Washington. Our understanding of the project is based on our conversations with Mr. Russ Sorkness of JK Monarch, our review of the preliminary site plan provided to us, our understanding of the City of Tukwila development codes, and our experience in the site area. We understand that you propose to construct a single-family residence on each of the three tots including driveways and associated utilities. We anticipate that the proposed buildings will likely be one to two-story, wood framed structures with slab on grade floors. The City requested that a Geotechnical Analysis report be provided that includes recommended bearing capacity, and drainage recommendations. We visited the site. October 7, 2017. SITE CONDITIONS CORF4EjCTFON LTR# 1 Surface Conditions The site consists of three building lots located at 13832, 13836, & 14002 Macadam Road South in Tukwila, Washington, as shown on the Site Location Plan, Figure 1. When combined, the building lots form a triangular shaped site that measure about 170 feet wide (north to south) by about 31 to 98 feet deep (east to west). The site is bounded by Macadam Road on the west, a recently built residence on the north, a natural buffer area on the east, and by an existing residence on the south. The proposed building pads are generally flat with a slight (less than 2 percent) slope down to the north/northwest. The natural buffer area on the east side of the building pad slopes down at about 25 to 30 percent, with approximately 30 feet of vertical relief. The slope down the adjacent parcel to nig JKMonarch.MacadamRdS.L October 10, 2017 page 12 the south is on the order of 40 to 50 percent, with 25 to 30 feet of relief. The existing conditions and topography are shown on the Site Vicinity Map, Figure 2. The flatter upland areas were stripped of vegetation and topsoil. A wooden fence provides separation between the building area and the natural buffer area to the east The natural buffer area is covered with moderate undergrowth of invasive and native species, with a moderately dense stand of young alder/maple trees. The vegetated sloping natural buffer area extends down to the Sound Transit Link Light Rail elevated right-of-way and a channelized stream corridor that flows from south to north under the Tight rail. No erosion or evidence of deep seated slope instability was observed at the time of our site reconnaissance. Site Geology The Geologic Map of the Des Moines 7.5 -minute Quadrangle, King County, Washington by Derek B. Booth and Howard H. Waldron, 2004, maps the site as being underlain by glacial till (Qvt). These glacial soils were deposited during the Vashon Stade of the Fraser Glaciation, some 12,000 to 15,000 years ago. The glacial till consists of a heterogeneous mixture of clay, silt, sand and gravel that was deposited at the base of the continental ice mass. The till was subsequently overridden by the advancing glacier, and is considered to be over consolidated. As such, these glacial soils generally have high strength and low compressibility characteristics where undisturbed. The sloping area east of the building areas (in the natural buffer area) is mapped as being underlain by Recessional Outwash. An excerpt of the above reference geologic map is attached as Figure 3. Subsurface Conditions No subsurface exploration were completed as part of our current scope of work. We visited the site on October 7, 2017. The soils exposed in the stripped areas appears consistent with weathered glacial till or glacial till fill. Given site grades and slopes, we anticipate that eastern and southern margins of the building pads may be underlain by fill material placed some time ago. We will be available to verify bearing soils at the time of construction once the foundation areas have been excavated. CONCLUSIONS Based on our site observations and data review, subsurface explorations and our engineering analysis, it is our opinion that the construction of the three single-family residences is feasible from a geotechnical standpoint, provided the recommendations included herein are incorporated into the project plans. Site Preparation and Grading The proposed building footprints have already been cleared of deleterious material, including any existing structures, foundations, debris, and vegetation. Once the foundation excavations are completed, a member of our staff must evaluate the exposed subgrade conditions in order for the opinions and recommendations in this report to be used in the design. The exposed subgrade soil should be evaluated to determine if native or fill material, and probed with a 1/2 -inch diameter steel T -probe for bearing. At least one excavation should extend through any fill materia! to verify the adequacy of placement. Any soft, loose, or otherwise unsuitable areas delineated during probing should be recompacted, if practical, or over -excavated GEORESOURCES JKMonarch.MacadamRdS.L October 10, 2017 page 13 and replaced with compacted structural fill, based on the recommendations of our site representative. Any fill that is undocumented and not removed and recompacted during construction will have an increased risk of being unsuitable and may cause delays during construction. Recommended Setbacks We recommend that the residences be setback from slopes steeper than 3H:1V (Horizontal:Vertical) in accordance with the 2015 International Building Code (iBC). The slope to the east is about 30 feet tall and begins at the fence line, while the slope to the south is also about 30 feet, and starts near the south end of the southern residence. The 2015 IBC section 1808.7 requires a building setback equal to one-third the height of the slope, to a maximum of 40 feet, from the top of the slope. The setback can be reduced if a report is prepared by a licensed geotechnical engineer. Where the IBC setback cannot be met, a deepened foundation may be used to achieve the required structural setback as shown on the Structural Setback detail, Figure 4. Given the steepness and heights of the sloped, we recommend a minimum setback of 10 feet from the slope to the east (less than 40 percent) and 15 feet from the southern slope (greater than 40 percent). Based on the location of the structures, this may require foundation elements to be deepened below existing grades in order to meet this setback criteria. Foundation Support Where the structures are situated outside of the recommended building setback, conventional residential foundation elements may be utilized. Based on the subsurface soil conditions observed at the site, we recommend that spread footings for the new residences be founded on medium dense or denser native soils or on properly prepared structural fill that extends to suitable native soils. Where the footings are situated closer than the recommended setback, they should be constructed using a "Structural Setback", effectively deepened to achieve the setback. This can be achieved by digging the footings down (deeper) or installing needle piling/reinforced concrete piers. Piles or piers require the footings be constructed as grade beams. A "Structural Setback" figure is included as Figure 4. Native, undisturbed soil at the base of the footing excavations should be disturbed as little as possible. All loose, soft or unsuitable material should be removed or recompacted, as appropriate. A representative from our firm must observe the foundation excavations to determine if suitable bearing surfaces have been prepared, particularly in any areas where the foundation will be situated on fill material. We recommend a minimum width of 24 inches for isolated footings and at least 12 inches for single story and 16 inches for two to four story continuous wall footings. Ali footing elements should be embedded at least 18 inches below grade for frost protection. Footings founded as described above can be designed using an allowable soil bearing capacity of 1,500 psf (pounds per square foot) for combined dead and long-term live loads. The weight of the footing and overlying backfill may be neglected. The allowable bearing value may be increased by one-third for transient loads such as those induced by seismic events or wind loads. Lateral loads may be resisted by friction on the base of footings and floor slabs and as passive pressure on the sides of footings. We recommend that an allowable coefficient of friction of 0.30 be used to calculate friction between the concrete and the underlying soil. Passive pressure may be determined using an allowable equivalent fluid .density of 300 pcf (pounds per cubic foot). GEORESOURCES )IkMonarch.MacadamRdS.L October 10, 2017 page { 4 Passive resistance from soil should be ignored in the upper 1 foot. A factor of safety of 1.5 has been applied to these values. We estimate that settlements of conventional footings designed and constructed as recommended will be Tess than 1 inch, for the anticipated Toad conditions, with differential settlements between comparably loaded footings of 1/2 inch or less. Most of the settlements should occur essentially as loads are being applied. However, disturbance of the foundation subgrade during construction could result in larger settlements than predicted. Where undocumented fill is not over -excavated and replaced down to the undisturbed native soils there is an additionalrisk of settlement that depends on the effort used during, placement. We recommend that all foundation areas have a perimeter drains, and that they be constructed to drain towards the street, see Figure 5. Site Drainage All ground surfaces, pavements and sidewalks at the site should be sloped away from the residences. The site should be carefully graded to ensure positive drainage away from all structures and property lines, and towards the street. We recommend that foundation drains be installed for the residences in accordance with IBC 1805.4.2. Where the foundation elements are deepened, the drains may be located in the wall backfill at an elevation that will allow drainage to the street. The roof drains should not be connected to the foundation drains. Typical wall drainage and backfilling details are shown in Figure 5. LIMITATIONS We have prepared this report for Monarch and other members of the design team for use in evaluating a portion of this project. The data used in preparing this report and this report should be provided to prospective contractors. Our report, conclusions and interpretations are based on data from others and limited site reconnaissance, and should not be construed as a warranty of the subsurface conditions. Variations in subsurface conditions from the mapped stratigraphy is feasible, and may also occur with time. A contingency for unanticipated conditions should be included lin the budget and schedule. Sufficient monitoring, testing and consultation should be provided by our firm during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether earthwork and foundation installation activities comply with contract plans and specifications. The scope of our services does not include services related to environmental remediation and construction safety precautions. Our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. if there are any changes in the loads, grades, locations, configurations or type of facilities to be constructed, the conclusions and recommendations presented in this report may not be fully applicable. If such changes are made, we should be given the opportunity to review our recommendations and provide written modifications or verifications, as appropriate. GEORESOURCES J KMonarch.MacadamRdS.L October 10, 2017 page E 5 We have appreciated working for you on this project. Please do not hesitate to calf at your earliest convenience if you have any questions or comments. Respectfully submitted, Geo' e�• E1r�es.1�LC Ky e E. Billingsley, E `BRA Brad P. Biggerstaff, LEG Principal KEB:BPB:DCB:bpb Doc ID: JKMonarch.MacadamRdS.L Attachments: Figure 1: Site Location Map Figure 2: Site Map Figure 3: Geology Map Figure 4: Structural Setback Figure 5: Typical Backfill and Drainage Criteria Dana C. Biggerstaff, PE Senior Geotechnical Engineer GEORESOURC ES Mar -Skyway 6 ukmla Tukwila Family ,fir i✓un Center f . ,.�; 0 Seat ac Approximate Site Location (map created from Google Maps - https://www.google.com/maps/) Not to Scale GEORESOURCES earth science & geotechnic&i engineering 507 Pacifte !Inv E, Suite 15 I Fife, WA 98424 4 253.536.1Alt I mets-georesources.roctrs Site Location Map Residential Development (Lots 5, 6, & 7) 13832, 13836, & 14002 Macadam Road South Tukwila, Washington PN: 1523049327, -328, -072 Doc ID: JKMoaarch.MacadamRdS.F October 2017 Figure 1 II' 11. •., ri, ",.1,•_...F..--.....: J'Atf: I" •,,, \.r.-...-,,,, !" ' j"1 ' , , ;,'., ' . • , „......- I, • ,.--7"---- , ..., . . ,...^-:,,,,, F- , -1,,,-,---;'=.-- '-- ' ' .• . ' ', ',',_,..••'` .. ' .' -'''.-7- — — -' — -''• - ----- — - '''' , . 1, _.,., -.::---- __.--• . 1,, c-.--------,-,, ) I .7 1 - - •• • Approximate Site Location (map created from King County iMap - http://gismaps.kingcounty.gov/iMap/) Not to Scale GEORES URCES earth science 8 geotechnica! engineering 5=7 Pacitc Ray E.. Suite 16 1 Fife, VA Tana [ 253.896.1011 wrimgeoresaurces.tecks Site Vicinity Map Residential Development (Lots 5, 6, & 7) 13832, 13836, & 14002 Macadam Road South Tukwila, Washington PN: 1523049327, -328, -072 DocID:JKMonarch.MacadamRdS.F October 2017 Figure 2 Approximate Site Location An excerpt from the Geologic Map of the Olalla 7.5 -Minute Quadrangle, King, Kitsap, and Pierce Counties, Washington by Derek B. Booth and Kathy Goetz Troost (2004) ,Q - Till Qw Wetland deposits (Holocene) Not to Scale G EO RESOU RCES earth science & geotechnical engineering SO07 Pacific Hwy E.. Suite t6 I Fite. WA 9862 l 253.896.1011 1 mm.geocesources_rocks tJSGS Geologic Map Residential Development (Lots 5, 6, & 7) 13832, 13836, & 14002 Macadam Road South Tukwila, Washington PN: 1523049327, -328, -072 Doc ID: JKMonarch.MacadamRdS.F October 2017 Figure 3 Slopes Greater Than 30 Percent Conventional otin Deck Post Foundation Slopes Greater Than 30 Percent Setback Distance Footing Extension Setback Distance Not to scale Foundation Element Foundation Footing Extension Foundation Element GEORESOURCES earth science & geotechnical engineering 5097 Pacific Hay E., Suite 16 [ Fife, WA 93424 1253.395101 [ er.mgearesaurces.rocks IBC Structural Setback Residential Development (Lots 5, 6, &.7) 13832, 13836, & 14002 Macadam Road South Tukwila, Washington PN: 1523049327, -328, °072 Doc ID: JKMonarch.MacadarnRds.F October 2017 Figure 4 PAVEMENT OR 18" IMPERVIOUS SOIL..,-_. SLOPED TO DRAIN AWAY FROM STRUCTURE --BELOW GRADE WALL _. --DRAINAGE SAND AND GRAVEL COS TYPE 26 (SEE NOTE 3) WALL BACKFILL SEE NOTE 2 - EXCAVATION SLOPE CONTRACTOR'S REPSONSIBILITY-' z 4© DAMP PROOFING ---.WEEP HOLES (SEE NOTE 1) 6 MINON SIDES OF PIPE: 2" BELOW----- /-- ELOW------- /-- VAPOR RETARDER WASHED PEA GRAVEL/CLEAN CRUSHED GRAVEL ''`PERIMETER SUBDRAIN PIPE Notes f. Washed pea gravel/crushed rock beneath floor slab could be 6. hydraulically connected to perimeter/subdrain pipe. Use of 1" diameter weep holes as shown is one applicable method. Crushed gravel should consist of 3/4" minus. Washed pea gravel should consist. of 3/8" to No. 8 standard sieve. 2. Wall backfill' should meet WSDOT Gravel. Backfill' for walls Specification 9-03-12(2). 3. Drainage sand and gravel backfill within 18" of wail should be compacted with hand -operated equipment. Heavy equipment should not be used for backfill, as such equipment operated near the wall could increase lateral earth pressures and possibly damage the wall. The table below presents the drainage sand and gravel gradation. 4. All wall back fill should be placed in layers not exceeding 4" loose thickness for light equipment and 8" for heavy equipment and should be densely compacted. Beneath paved or sidewalk areas, compact to at least 95% Modified Proctor maximum density (ASTM: 01557-70 Method C). In landscaping areas, compact to 90% minimum. Drainage sand and gravel may be replaced with a geocomposite core sheet drain placed against the walla and connected to the subdrain pipe. The geocomposite core sheet should have a minimum transmissivity of 3.0 gallons/minute/foot when tested under a gradient of 1.0 according to ASTM 04716. The subdrain should consist of 4" diameter (minimum), slotted or perforated plastic pipe meeting the requirements of AASHTO M 304; 1/8 -inch maximum slot width; 3/16- to 3/8 - inch perforated pipe holes in the lower half of pipe, with lower third segment unperforated for water flow; tight joints; sloped ata minimum of 6'7100' to drain; cleanouts to be provided at regular intervals. 7. Surround subdrain pipe with 8 inches (minimum) of washed pea gravel (2" below pipe" or 5/8" minus clean crushed gravel. Washed pea gravel to be graded from 3/8 -inch to No.8 standard sieve. 8. See text for floor slab subgrade preparation. Materials D,ahsa,, Sand' and Gravest 3/4` Steve size ,..% rassin by . irdetF3,e 3/4 ". leil No 4 28.5S iters 20.50 74a2 Sts 3-32 Weltle a.2 rites [r.ushed Lit a,ref sfr•,e 5 to :et?asstngby Weteht MINI22311111111 M1111111121111.11 11111117711111111111 INIIIMIIIIII No UM GEORESOURCES earth Science c, geoteC.hniccal engineering 5867 Paaitc ersy S., Suite PS l Fife, twwa 4042,4 1 2-S3.848-POf f i rvtstc.geacesaurces.raeks Typical Drainage and Backfilling Residential Development (Lots 5, 6, & 7) 13832, 13836, & 14002 Macadam Road South Tukwila, Washington PN: 1523049327, -328, -072 Doc ID: JKMonarch.MacadamRdS.F October2017 Figure 5 .�4 2-11-08 0 .4 m 0 0 m 1-06-00 REV EWED FOR C DDE COMPLIANCE APPROVED OCT 2 4 2011 33-11-08 28-00-00 B03 f. ► 0 -n ibMWML 8 ► ► ► N 2 c ► ► ► a. 2-11-08 18-08-08 5.00-00 i -11-0r City of Tukwila B JILDING DIVISION -08 A m� -1z z G) 0 CO48. m m c m I PROBuild own - 20815 67th Ave NE Arlington, WA 98223 Phone: 1-360-925-4155 BUILD JK Monarch Su LO PROJECT: Macadam IODEL JOB 81703638 31>D TIIIS ISA TRUSS PLACEMENT DIAGRAM 0515. These trusses •re designed .0 Individual building components to be incorporated into the building design al the speciliatiion of the building designer. See the individual design sheets for each truss design Identined n the placement droning. The building designer is responsible for lemporary and permanent bracing of the roof and non and err the ran sl The design of the Ir support strut-hireincluding header., baa walls end comm is the responsibility of the building designer. For general guidance regarding brecwg, consult "Bracing of wood Into, available from the Truss Plate Institute, 583 D'Onifrio Drive; Madison, WI S3119 MII� MiTek® MiTek USA9 Inco 250 Klug Circle Corona, CA 92880 951-245-9525 Re: B1703638 Macadam The truss drawing(s) referenced below have been prepared. by MiTek USA, Inc. under my direct supervision based on the parameters provided by ProBuild West (Arlington, WA). Pages or sheets covered by this seal: K3517739 thru K3517752 My license renewal date for the state of Washington is September 28, 2018. August 4,2017 Zhao, Xiaoming IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. Job B1703638 Truss B01 . Truss Type Common - Qty 9 Ply 1 Macadam K3517739 Job Reference (optional) rlO 71147 Dino 1 ProBuild Arlington, 1 -1-6-0 1-6-0 Arlington, WA 98223 7-2-13 7-2-13 14-0-0 6-9-3 ��N < .. ._........ ID: d7SvZZIKDCwu9gVikCY2tQyrFmi-N5Jd7EACQ6YwZMj1 oVghOBg 1 GKd7bUiZrOGC2VyrEtb 20-9-3 1 28-0-0 6-9-3 - 7-2-13. 29-8-0 1-6-0 9-5-14 18-6-2 28-0-0 9-5-14 9-0-5 9-5-14 Plate Offsets (X Y)-- 2:0-3-3 0-1-81 f6:0-3-3.0-1-81 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 ` BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.66 BC 0.68 WB 0.23 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.34 8-10 >962 240 Vert(CT) -0.44 8-10 >750 180 Horz(CT) 0.06 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 107 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 `Except* 5-8,3-10: 2x4 HF Stud BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 2=1305/0-5-8, 6=1305/0-5-8 Max Horz 2=-160(LC 6) Max Uplift2=-49(LC 8), 6=-49(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD. 2-3=-1868/63, 3-4=-1630/110, 4-5=-1630/110, 5-6=-1868/63 BOT CHORD 2-10=-67/1547, 10-11=0/1007, 9-11=0/1007, 9-12=0/1007, 8-12=0/1007, 6-8=0/1502 WEBS 4-8=64/699, 5-8=-452/163, 4-10=-63/699, 3-10=-452/162 Structural wood sheathing directly applied or 3-2-6 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- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. August 4,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. • Mil MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply . Macadam K3517740 B1703638 B02 Common 5 1 Job Reference (optional) ProBuild Arlington, I -1-6-0 1-6-0 Arlington, WA 98223 7-2-13 14-0-0 7-2-13 6-9-3 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Aug 04 10:28:09 2017 Page ID:d7SvZZ KDCwu9gVikCY2tQyrFmi-rHt?KaBgBPgnAWIEMDLwYPDCdkz2Kxyj4g?IbxyrEta . 20-9-3 - I 27-9-0 6-9-3 6-11-13 - - - - - Plate Offsets (X Y)-- LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 2:0-3-3 0-1-8] [6:0-0-0.0-0-4] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.68 BC 0.70 WB 0.23 (Matrix) DEFL. in (loc) l/defl Vert(LL) -0.34 7-9 >976 Vert(CT) -0.43 7-9 >762 Horz(CT) 0.06 6 n/a Ud 240 180 n/a PLATES GRIP MT20 185/148 Weight: 104 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Not WEBS 2x4 HF No.2 *Except* 3-9,5-7: 2x4 HF Stud REACTIONS. (Ib/size) 2=1306/0-5-8, 6=1177/Mechanical Max Holz 2=155(LC 5) Max Uplift2=-49(LC 8), 6=-27(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1868/63, 3-4=-1630/110, 4-5=-1635/114, 5-6=-1846/67 BOT CHORD 2-9=-77/1535, 8-9=0/997, 8-10=0/997, 7-10=0/997, 6-7=0/1505 WEBS 3-9=-452/162, 4-9=-63/695, 4-7=-68/704, 5-7=-452/164 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-0-12 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 - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live Toad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. August 4,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 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, not .a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek° 250 Klug Circle Corona, CA 92880 Job B1703638 Truss BO2HVAC Truss Type Common Qty 4 Ply 1 Macadam K3517741 Job Reference (optional) -1-6-0 6-6-0 1-6-0 6-6-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Aug 04 10:28:10 2017 Page • I D: d7SvZZI KDCwu9gVikCY2tQyrFm i-JTROYvCSyj oeogsQ vws95c1M k8J L312s I KIJ70yrEtZ 14-0-0 18-6-2 23-0-4 1 27-9-0 7-6-0 4-6-2 4-6-2 4-8-12 4x4 = 6-6-0 I .9-11-8 6-6-0 3-5-8 Plate Offsets (X Y)-- 12 0-6-4.0-0-6].[8:0-1-0.0-1-8].[15:0-2-8.0-2-01 1 14-0-0 4-0-8 1 9 3x8 = 5x12 MT2OHS =- 18-6-2 18-6-2 27-9-0 4x6 4-6-2 9-2-14 Scale = 1:58.2 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.72 BC 0.70 WB 0.62 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) 0.26 9-11 >999 240 Vert(CT) -0.29 8-9 >999 180 Horz(CT) 0.06 8 n/a n/a PLATES MT20 MT2OHS GRIP 185/148 165/146 Weight: 133 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 DF 2400F 2.0E WEBS 2x4 HF Stud *Except* 5-11,16-17: 2x4 HF No.2 WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-11 oc purlins: BOT CHORD Rigid ceiling directly applied or 8-4-3 oc bracing. WEBS 1 Row at midpt 4-15 JOINTS 1 Brace at Jt(s): 15, 18 REACTIONS. (Ib/size) 8=1315/Mechanical, 2=1475/0-5-8 Max Herz 2=155(LC 24) Max Uplift8=-428(LC 9), 2=-275(LC 8) Max Gray 8=1498(LC 34), 2=1560(LC 33) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2410/462, 3-4=-2131/582, 4-5=-1318/792, 5-6=-1332/847, 6-7=-2300/860, 7-8=-2538/855 BOT CHORD 2-14=-431/2059, 13-14=-408/2041, 13-19=-408/2041, 12-19=-408/2041, 12-20=-408/2041, 11-20=-408/2041, 11-21=-411/2021, 10-21=-411/2021, 9-10=-411/2021, 8-9=-660/2083 WEBS 14-16=0/345, 3-16=0/372, 11-17=-352/704, 15-17=-325/706, 5-15=-782/1111, 6-9=-85/602, 7-9=-306/169, 4-15=-1250/162, 6-15=-985/148, 9-15=-778/452 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) 200.0Ib AC unit load placed on the bottom chord, 10-8-5 from left end, supported at two points, 5-0-0 apart. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. - 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 8=428, 2=275. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 405 Ib down and 419 Ib up at 16-0-12, and 405 Ib down and 419 Ib up at 16-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard August 4,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 5011.7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek" 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Macadam . K3517741 B1703638 BO2HVAC Common 4 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-70, 5=8=-70, 2-8=-16 Concentrated Loads (Ib) Vert: 19=-100 20=-100 21=-108(F=-54, B=-54) • 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Aug 0410:28:10 2017 Page 2 I D: d7SvZZI KD Cwu9gVi kCY2tQyrFm i-JTROYvCSyj oeogsQ vws95cIM k8J L 3I2s I KIJ70yrEtZ ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mit MiTek" 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Macadam K3517742 81703638 603 GABLE 1 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 -1-6-0.1 .. 1-6-0 14-0-0 14-0-0 4x4 = 2 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Aug 04 10:28:11 2017 Page ID:d7SvZZIKDCwu9gVikCY2tQyrFmi-nf mIFD4j1wVQgRcTeNOdglgKYoVotP0X_UsfgyrEtY 27-9-0 13-9-0 42 41 40 39 38 37 36 35 3x6 = 34 33 32 27-9-0 31 30 29 28 27 26 25 24 23 Scale = 1:54.6 3x4 = 27-9-0 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL. 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSL TC 0.16 BC 0.06 WB 0.10 (Matrix) DEFL. in (loc) I/defl Ltd Vert(LL) -0.00 1 n/r 180 Vert(CT) -0.00 1 n/r 120 Horz(CT) 0.00 22 n/a n/a PLATES GRIP MT20 185/148 Weight: 167 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS : 2x4 HF Stud *Except* 12-32,11-33,13-31: 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD WEBS REACTIONS. All bearings 27-9-0. (Ib) - Max Horz 2=155(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 2, 33, 34, 35, 36, 38, 39, 40, 41, 42, 31, 30, 29, 28, 27, 26, 25, 24, 23 Max Gray All reactions 250 Ib or less at joint(s) 22, 2, 32, 33, 34, 35, 36, 38, 39, 40, 41, 42, 31, 30, 29, 28, 27, 26, 25, 24, 23 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 12-32 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; 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) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 33, 34, 35, 36, 38, 39, 40, 41, 42, 31, 30, 29, 28, 27, 26, 25, 24, 23. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. August 4,2017 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated its to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Inrttitute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Macadam K3517743 817.03638 B05 Common 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 1-5-0 1-5 p 6-1-0 11-10-8 6-1-0 5-9-8 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Aug 04 10:28:12 2017 Page ID:d7SvZZIKDCwu9gVikCY2tQyrFmi-FsY8ybDiUK2M1zOo1 LudA1 riWx_ZXGi9meEQBGyrEtX 18-7-11 I 25-10-8 6-9-3 7-2-13 Plate. Offsets (X.Y)-- [6:0-3-3.0-1-8] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL .1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.70 BC 0.65 WB 0.35 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.25 7-8 >999 240 Vert(CT) -0.34 6-7 >915 180 Horz(CT) 0.05 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 109 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 *Except* 3-8,5-7,2-10: 2x4 HF Stud REACTIONS. (Ib/size) 6=1100/Mechanical, 10=1216/0-7-0, Max Horz 10=-164(LC 6) Max Uplift6=-30(LC 9), 10=-36(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Rowatmidpt 3-10 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3-4=-1241/92, 4-5=-1581/138, 5-6=-1761/70, 2-10=-379/93 BOT CHORD 9-10=-49/1108, 8-9=-49/1108, 8-11=0/870, 11-12=0/870, 7-12=0/870, 6-7=0/1421 WEBS 4-8=-45/407, 4-7=-95/781, 5-7=-487/170, 3-10=-1221/0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=1lomph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 10. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. August 4,2017 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek' 250 Klug Circle Corona, CA 92880 Job B1703638 Truss B06 Truss Type - :.. GABLE Qty 1 Ply 1 Macadam . . K3517744 Job Reference (optional) rlington, -1-5-0 1-5-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Aug 0410:28:13 2017 Page I D: d7SvZZIKDCwu9gVikCY2tQyrFm i -j26 WAxEKEeADf7b?b3PsiFNObLUEGntJ_IzzkjyrEtW 10-0-0 1 24-0-0 10-0-0 • - 14-0-0 - I 4x4 = 10 11 9 - 7.00 7 13 6 14 5 illIiiIIiIiIlpi 3 16 19 ` 20 12 17 39 38 37 36 35 34 3x6 = 33 32 31 30 29 28 27 24-0-0 26 25 24 23 22 21 3x4 = 24-0-0 Scale = 1:53.6 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 ... Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incl YES Code IRC2015/TPI2014 CSI.. TC 0.17 BC 0.05 WB 0.10 (Matrix) DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/defl 0.00 1 n/r -0.01 1 n/r 0.01 20 n/a Lid 180 120 n/a PLATES GRIP MT20 185/148 Weight: 157 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud *Except* 10-30,9-31,11-29: 2x4 HF No.2 BRACING- TOP CHORD BOT CHORD WEBS REACTIONS. All bearings 24-0-0. (Ib) - Max Horz 39=-174(LC 6) Max Uplift AH uplift 100 Ib or less at joint(s) 39, 20, 30, 31, 32, 33, 34, 36, 37, 38, 29, 28, 27, 26, 25, 24, 23, 22, 21 Max Gray All reactions 250 Ib or less at joint(s) 39, 20, 30, 31, 32, 33, 34, 36, 37, 38, 29, 28, 27, 26, 25, 24, 23, 22, 21 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 10-30 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; 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) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 39, 20, 30, 31, 32, 33, 34, 36, 37, 38, 29, 28, 27, 26, 25, 24, 23, 22, 21. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. August 4,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M1I.7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information :available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Macadam K3517745 B1703638 BP01 Blocking 8 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 1-10-8 1-10-8 2 4 3 3x6 11 6x6 = 1-10-8 1-10-8 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Aug 04 10:28:13 2017 Page ID:d7SvZZIKDCwu9gVikCY2tQyrFmij26WAxEKEeADf7b?b3PsiFNxSLUbGixJ_IzzkjyrEtW • Scale = 1:41.5 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.50 BC 0.02 WB 0.42 (Matrix) DEFL. . ... in (loc). I/defl L/d Vert(LL) -0.00 4 >999 240 Vert(CT) -0.00 4 >999 180 Horz(CT) -0.00 .. 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 28 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Not WEBS 2x4 HF Stud REACTIONS. (Ib/size) 4=68/Mechanical, 3=68/Mechanical Max Horz 4=-181(LC 4) Max Uplift4=-405(LC 4), 3=-405(LC 5) Max Grav4=413(LC 7), 3=413(LC 6) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-400/412 WEBS 1-3=-410/410 BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, 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 - 1) Wind: ASCE 7-10; Vult=1lomph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 4=405, 3=405. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. August 4,2017 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mie MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Macadam K3517746 B1703638 E01 Common Girder 1 2 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 4-11-13 4-11-13 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Aug 0410:28:15 2017 Page ID:d7SvZZIKDCwu9gVik0Y2tQyrFmi-gREHbdGbmFQwuRIN iTSKogSJz9zUkYrbScS4obyrEtU 9-6-0 i 12-2-3 15-4-5 19-0-0 4-6-3 2-8-3 3-2-2 3-7-11 4-11-13 4-11-13 9-6-0 4-6-3 1 12-0-6 12A-3 15-4-5 2-6-8 0-4-11 3-2-2 19-0-0 3-7-11 Plate Offsets (X.Y)-- [1:0-2-3 0-1-8]. [11:0-4-0 0-4-4] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TP12014 CSI. TC 0.37 BC 0.89 WB 0.65 (Matrix) DEFL_ in (loc) I/defl L/d Vert(LL) 0.0711-12 >999 240 Vert(CT) -0.10 1-12 >999 180 Horz(CT) 0.02 10 n/a n/a PLATES GRIP MT20 185/148 Weight: 211 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-1-9 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 11-12. REACTIONS. All bearings 6-11-8 except (jt=length) 1=0-5-8. (Ib) - Max Horz 1=-111(LC 19) Max Uplift All uplift 100 Ib or less at joint(s) 7 except 1=-1476(LC 27), 6=-409(LC 40), 10=-2052(LC 27), 8=-620(LC 40), 9=-775(LC 57) Max Gray All reactions 250 Ib or less atjoint(s) 7 except 1=3912(LC 1), 6=444(LC 25), 10=5971(LC 57), 10=5867(LC 1), 8=749(LC 25), 9=292(LC 27) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-4794/2777, 2-3=-1492/1273, 3-4=-1455/847, 4-5=-947/1062, 5-6=-854/871 BOT CHORD 1-29=-2402/4114, 29-30=-2259/4114, 12-30=-1540/4114, 12-31=-1444/4114, 31-32=-1281/4114, 11-32=-1797/4114, 11-33=-916/870, 10-33=-1402/1356, 9-10=-770/753, 8-9=-770/753, 7-8=-770/753, 6-7=-770/753 WEBS 2-12=-852/3235, 2-11=-3456/937, 3-11=-603/1238, 4-11=-1292/3589, 4-10=-4276/1508, 5-10=-757/722, 5-8=-765/712 NOTES - 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: 2x6 - 2 rows staggered at 0-4-0 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=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) 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 perANSI/TPI 1. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7 except (jt=1b) 1=1476, 6=409, 10=2052, 8=620, 9=775. Continued on page 2 August 4,2017 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIl-7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MH* MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Macadam K3517746 81703638 E01 Common Girder 1 2 Job Reference (optional) ProBuild Arlington, NOTES - 11) This truss has been designed for a total drag load of 2452 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 12-2-0 for 201.5 plf. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1163 Ib down and 41 Ib up at 0-11-4, 1161 Ib down and 43 Ib up at 2-11-4, 1320 Ib down and 520 Ib up at 4-11-4, 1320 Ib down and 520 Ib up at 6-11-4, and 1320 Ib down and 520 Ib up at 8-11-4, and 1320 Ib down and 520 Ib up at 10-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) Studding applied to ply: 1(Front) Arlington, WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Aug 0410:28:15 2017 Page 2 ID:d7Sv7ZIKDCwu9gVikCY2tQyrFmi-gREHbdGbmFQwuRINiTSKogSJz9zUkYrbScS4obyrEtU LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 3-6=-70, 1-6=-16 Concentrated Loads (Ib) Vert: 12= -1223(B)29= -1163(B) 30= -1161(3)31= -1223(B)32= -1223(B)33=-1223(8) ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 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, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sufte 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Macadam 61703638 F01 Common Supported Gable 1 1 K3517747 PrnRuilri Arlinntnn Arr....tnr. WA 982 Job Reference (optional) 6-6-0 6-6-0 4x4 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Aug 0410:28:16 2017 Page ID: d7SvZZIKDCwu9gVikCY2tQyrFmi-8dofozHDXZYnWbKaGBzZKt?YLZW4T9f1hGCdK1 yrEtT 13-0-0 6-6-0 Scale = 1:25.5 3x4 = 12 11 10 13-0-0 9 8 3x4 = 13-0-0 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.07 BC 0.04 WB 0.04 (Matrix) DEFL. in (loc) I/dell Vert(LL) n/a n/a Vert(CT) n/a - n/a Horz(CT) 0.00 7 n/a Lid 999 999 n/a PLATES GRIP MT20 185/148 Weight: 46 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud REACTIONS. All bearings 13-0-0. (Ib) - Max Horz 1=-68(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) 11, 12, 9, 8 Max Grav All reactions 250 Ib or less atjoint(s) 1, 7, 10, 11, 12, 9, 8 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; 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) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 11, 12, 9, 8. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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. August 4,2017 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIL7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek* 250 Klug Circle Corona, CA 92880 Job 61703638 Truss F02 Truss Type Common Girder Qty 1 Ply s� G Macadam K3517748 Job Reference (optional) 1 ngton, 3-5-13 6-6-0 3-5-13 3-0-3 1 4x6 11 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Aug 0410:28:17 2017 Page I D:d7SvZZIKDCwu9gVikCY2tQyrFm i-cpM 10JHrItge8lvmquUot5Ygdyfm CQYuvwxBtUyrEtS 4-6-3 1 13-0-0 3-0-3 3-5-13 Scale = 1:25.5 7.00 3x8 i �� 9 8 10. 11 7 12 - 13 .. 14 4x8 i 3x8 11 - 8x8 = 1 3-5-13 1 3-5-13 Plate Offsets (X.Y)— 1:0-3-2.0-2-0] [5:0-3-2 0-2-0]. [7:0-4-0.0-4-4] 6-6-0 9-6-3 3x8 11 13-0-0 4x8 3-0-3 3-0-3 3-5-13 1 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TP12014 CSI. TC 0.30 BC 0.84 WB 0.83 (Matrix) DEFL. in (loc) I/defl Lid Vert(LL) -0.07 7-8 >999 240 Vert(CT) -0.11 7-8 >999 180 Horz(CT) 0.03 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 122 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF No.2 WEBS 2x4 HF Stud BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 1=3950/0-5-8, 5=4664/0-5-8 Max Horz 1=-66(LC 49) Max Upliftl=-875(LC 27), 5=-914(LC 30) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-6451/1518, 2-3=-4627/852, 3 4= 4626/852, 4-5=-6664/1534 BOT CHORD 1-9=-1321/5460, 8-9=-979/5460, 8-10=-712/5460, 10-11=-660/5460, 7-11=-306/5460, 7-12=-440/5641, 6-12=-738/5641, 6-13=-817/5641, 13-14=-817/5641, 5-14=-1290/5641 WEBS 3-7=-189/4404, 4-7=-2024/189, 4-6=-95/2057, 2-7=-1807/173, 2-8=-80/1824 Structural wood sheathing directly applied or 4-5-15 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 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: 2x6 - 2 rows staggered at 0-5-0 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=6.0psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=875, 5=914. 8) This truss has been designed for a total drag load of 2452 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 13-0-0 for 188.6 plf. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1087 Ib down and 46 Ib up at 1-11-4, 1289 Ib down and 65 Ib up at 4-0-12, 1289 Ib down and 65 Ib up at 5-11-4, 1289 Ib down and 65 Ib up at 7-11-4, and 1289 Ib down and 65 Ib up at 9-11-4, and 1291 Ib down and 63 Ib up at 11-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 August 4,2017 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 11/1/1111101 MiTek' 250 Klug Circle Corona, CA 92880 Job B1703638 Truss F02 Truss Type Common Girder Qty 1 Ply �y L Macadam K3517748 Job Reference (optional) 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Aug 0410:28:17 2017 Page 2 I D: d7SvZZIKDCwu9gVikCY2tQyrFmicpM l OJHrltge8lvmquUot5YgdyfmCQYuvwxBtUyrEtS LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pif) Vert: 1-3=-70, 3-5=-70, 1-5=-16 Concentrated Loads (Ib) Vert: 9=-1087(B) 10=-1289(B) 11=-1289(B) 12=-1289(B) 13=-1289(B) 14=-1291(B) ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall _ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle. Corona, CA 92880 Job B1703638 Truss G01 ProBuild Arlington, Arlington,WA 98223 4 I -1-6-0 1-6-0 I • Truss Type Common Supported Gable Qty Ply 6-3-0 6-3-0 4x4 = Macadam K3517749 Job Reference (optional) 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Aug 04 10:28:18 2017 Page ID:d7SvZZ KDCwu9gVikCY2tQyrFmi-40wPDe1T3AoVIuuyNc?1PI4sZMBex2828ahkPwyrEtR 17-6-0 I 14-0-0 6-3-0 1-6-0 Scale = 1:25.9 12-6-0 12-6-0 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1:15 Rep Stress Ince YES Code IRC2015/TP12014 CSI. TC 0.16 BC 0.03 WB 0.04 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.01 9 n/r Vert(CT) -0.02 9 n/r Horz(CT) 0.00 8 n/a Ltd 180 120 n/a PLATES GRIP MT20 185/148 Weight: 48 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud REACTIONS. All bearings 12-6-0. (Ib) - Max Horz 2=-80(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 2, 8, 13, 14, 11, 10 Max Gray All reactions 250 Ib or less at joint(s) 2, 8, 12, 13, 14, 11, 10 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; 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) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 8, 13, 14, 11, 10. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 8. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 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. August 4,2017 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see • ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job 61703638 Prnpnflrl Arn..,.r,.., A.i.,...4 Truss H01 . m non,' Truss Type Monopitch Qty 4 Ply 1 Macadam Job Reference (optional) K3517750 -1-0-0 1-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Aug 04 10:28:18 2017 Page ID:d7SvZZIKDCwu9gVikCY2tQyrFmi-40wPDelT3AoVIuUyNc?1 P I4trM Bjx2k28ahkPwyrEtR ?-0-0 2-0-0 2-0-0 2-0-0 Scale = 1:11.1 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015TTP12014 CSI. TC 0.07 BC 0.03 WB 0.00 (Matrix) DEFL. in (loc) 1/deft L/d Vert(LL) -0.00 2 >999 240 Vert(CT) -0.00 2-4 >999 180 Horz(CT) -0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 8 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (lb/size) 4=57/Mechanical, 2=172/0-5-8 Max Horz 2=37(LC 5) Max Uplift4=-5(LC 8), 2=-18(LC 8) Max Grav4=58(LC 15), 2=172(LC 1) 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. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. August 4,2017 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITFPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss B1703638 101 ProBuild Arlington, Arlington,WA 98223 Truss Type MONO TRUSS Qty Ply 1 Macadam 1(3517751 Job Reference (optional) 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Aug 04 10:28:19 2017 Page : ID:d7SvZZIKDCwu9gvikCY2tQyrFm i-YCTnQ_J5PUwMN239xJ WGyWd19mX9gVzBN EQHxMyrEtQ -1-6-0 l 1-6-0 1-6-0 1-6-0 2x4 II LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.17 BC 0.01 WB 0.00 (Matrix) 1-6-0 1-6-0 Scale = 1:11.2 DEFL. in (loc) I/defl Vert(LL) -0.00 2 >999 .Vert(CT) -0.00 - .2 >999 Horz(CT) -0.00 4 n/a ud 240 180 n/a PLATES GRIP MT20 185/148 Weight: 7 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (lb/size) 2=228/0-5-8, 4=-8/0-5-8 Max Horz 2=32(LC 7) Max Uplift2=-35(LC 8), 4=-8(LC 1) Max Gray 2=228(LC 1), 4=18(LC 3) BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 1-6-0 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. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 5) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. August 4,2017 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job B1703638 Truss 102 Truss Type MONO TRUSS Qty 6 Ply 1 Macadam K3517752 Job Reference (optional) 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Aug 04 10:28:19 2017 Page ID:d7SvZZIKDCwu9gVikCY2tQyrFm i-YCTnQ_J5gUwMN239xJ WGyWdoUm VYgVzB NEQHxMyrEtQ -1-6-0 • 0-6-0 � 1-6-0 0-6-0 3 7.00 12 4 3x4 = 0-6-0 Plate Offsets (X.Y)-- 2:Edge 0-0-4] 0-6-0 Scale: 1.5"=1' PROVIDE SUPPORT LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Ina YES Code IRC2015fTP12014 CSI. TC 0.21 BC 0.18 WB 0.00 (Matrix) DEFL. in (Ioc) 1/deft Vert(LL) -0.00 2 n/r Vert(CT) 0.00 2 n/r Horz(CT) 0.00 n/a L/d 180 120 n/a PLATES GRIP MT20 185/148 Weight: 4 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 DF No.2 REACTIONS. (Ib/size) 2=753/0-5-8, 4=-613/0-5-8 Max Horz 2=29(LC 5) Max Uplift2=-182(LC 5), 4=-613(LC 1) Max Gray 2=753(LC 1), 4=156(LC 5) 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 1-6-0 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 - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=182, 4=613. 4) Non Standard bearing condition. Review required. 5) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. August 4,2017 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/7PM Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mie MiTek' 250 Klug Circle Corona, CA 92880 Symbols PLATE LOCATION AND ORIENTATION 1 141 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft -in -sixteenths. ._..9 Apply plates to both sides of truss and fully embed teeth. 0 n. For 4 x 2 orientation, locate plates 0- 'rid. from outside edge of truss. This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE 4x4 The first dimension is the plate. width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION BEARING Indicated by symbol shown and/or by text in the bracing section of the. output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint ( rnumber where bearings occur. ` Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 0 U 0 Numbering System 6-4-8 1 dimensions shown in ft -in -sixteenths (Drawings not to scale) 2 TOP CHORDS 8 3 %O o C7-8 C6-7 C5-6 BOTTOM CHORDS 7 6 5 0 0 2 U 0 O 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: ESR -1311, ESR -1352, ESR1988 ER -3907, ESR -2362, ESR -1397, ESR -3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MITek5' MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 LE General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X -bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or altemative Tor 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 designer, erection supervisor, property owner and all other interested parties. 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. 8. 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. 12. Lumber used shall be of the species and size, and 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. 0 JK MONACH FINE HOMES October 19, 2017 To: City of Tukwila Department of Community Development Attn: Allen Johannessen Re: Correction Letter #1 — Responses COMBOSFR Permit Application Number D17-0224 MACADAM — LOT 6 —13836 MACADAM RD S Dear Allen, Please note the below items and our responses to correct and/or address your requests. ss Sorkness 253-840-5660 russ@jkmonarch.com URRECT 1) Issue: Show where the discharge pipe terminates to an approved storm drain. Roof drains and footing drains shall tight line separately to a discharge system or facility. Response: Revised site plan showing the connection to the approved discharge storm drain. 2) Issue: Provide Geotechnical report analysis of the site soils by a registered geotechnical engineer. Include load bearing values of site soils for footings. Engineering shall be consistent with geo technical report. Response: Please note the attached report from GeoResources with notations of 1500 psf for soils Toad bearing capacity and drainage recommendations for foundation and down spouts. Previously submitted engineering calculations support these geo tech comments. 3) Issue: Provide elevation sheet (#1) indicating North, East, South and Wes ides of the house. RECEIVED CITY OF TUKWILA OCT 2 0 2017 PERMIT CENTER Response: PI& note the attached copies of edited ei`ation sheet showing proper directional markings. 4) Issue: The engineers stamp and signature are missing date of signature.. Provide engineers sheets and documents with stamp, signature and date of signature. Response: Please note the attached copies with requested engineers date and signature. City of Tukwila August 30, 2017 Department of Community Development RUSS SORKNESS PO BOX 188 PUYALLUP, WA 98371 RE: Correction Letter # 1 COMBOSFR Permit Application Number D17-0224 MACADAM - LOT 6 - 13836 MACADAM RD S Dear RUSS SORKNESS, 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. On the site plan, provide a plan detail that shows a footing drain or a crawl space water -discharge system. The detail shall specify dimensions for a discharge trench or where the discharge pipe shall terminate to an approved discharge storm drain. Roof drains and footing drains shall tight line separately to a discharge system or facility. The intent is that groundwater will not accumulate in the crawl space. (IRC R401.3, R405.1, R408.6) 2. 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) 3. Provide elevation sheet (#1) indicating North, East, South and, West sides of the house. 4. The engineers stamp and signature are missing date of signature. Provide engineers sheets and documents with stamp, signature, and date of signature. See General Information Notes above. 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 • For 206-431-366 Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206)433-7165. Sincerely, Rache e ipley Permit Technician File No. D17-0224 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0224 PROJECT NAME: MACADAM - LOT 6 SITE ADDRESS: 13836 MACADAM RD S Original Plan Submittal DATE: 10/23/17 Revision # before Permit Issued Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: ki Psw& (t1 -1I1 Building Division ip Fire Prevention Planning Division Public Works ❑ Structural ❑ Permit Coordinator ❑ PRELIMINARY REVIEW: DATE: 10/24/17 Not Applicable ❑ Structural Review Required (no approval/review required) REVIEWERc8 INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 11/21/17 Approved ❑ Approved with Conditions ❑ Corrections Required ❑ Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWERc5 INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: BIdg ❑ Fire ❑ Ping ❑ PW 0 Staff Initials: 12/18/2013 RRMIT COORD COPY- o PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0224 PROJECT NAME: MACADAM - LOT 6 SITE ADDRESS: 13836 MACADAM RD S X Original Plan Submittal Response to Correction Letter # DATE: 08/16/17 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Als COW ?zfr7 Building Division Li MG 0'01(1 Public Works Acuvl 9-.),1-17 [c] Fire Prevention Structural PC043(3 Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 08/17/17 Structural Review Required REVIEWER'S INITIALS: DATE: El APPROVALS OR CORRECTIONS: Approved Corrections Required ❑ Approved with Conditions Denied (corrections entered in Reviews) „ (ie: Zoning Issues) DUE DATE: 09/14/17 El Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bld Fire 0 Ping 0 PW 0 Staff Initials: ltd 12/18/2013 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: 1 c7-20- I -� Plan Check/Permit Number: ' 11 - OZZ(4 O 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: M��_. LDT (o Project Address: 1)2,4 Se., Contact Person: ' USS �o2►Cn _S Phone Number: 2J,3 Summary of Revision: 9 �� � S i ?� Ca 2t �.sn c�� E'S i��'�2_ 1 VKA.J� r t°t— RECEIVED CITY OF TUKWILA nr.T 9 0 2017 PERM Sheet Number(s): St Te' LAna "Cloud" or highlight all areas of revision including Received at the City of Tukwila Perm' Center by: Entered in TRAKiT on W:Wermit Center \Templates\Forms\Revision Submittal Form. doc Revised: August 2015 ate o itrVArhi) S O 6 'tYL‘1NC, '(�NS�Sai(s2G-iC141:- Ci d®f Tukwila Depart ent of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov 41i1gl li 1\.A1 L •-/JI: YV r). 11'i1). 0 AVAILABILITY PERMIT NO.: Part A: To be completed by applicant Site address (attach map and legal description showing hydrant location and size of main): 13*3 4 MA CAOAv. � eb• 1 U Ku_P,Q. , s C.c � 014 'sag) 3i g) Owner Information Agent/Contact�—�Person Name: � MO L L e— ,Nam_'_ ruSsS Q3 S Address: g o� T ddress: r lio iin.r ut 9133 1) Phone: r , 3-- 4D—Sle%L7 Phone: 253„ %-14o-5(iribb This certificate is for the purposes of: A: Residential Building Permit 0 Commercial/Industrial Building Permit ❑ Preliminary Plat 0 Rezone O Short Subdivision O Other j 4 Estimated number of service connections and water meter size(s): 1 Vehicular distance from nearest hydrant to the closest point of structure is Area is served by (Water Utility District): WATER DISTRICT 125 gent Signature ft. Date i Part B: To be completed by water utility district I LA/ Krf4Cs 1. The proposed project is within 2. No improvements required. (City/County) 3. The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: 11JA RECEIVED CITY OF TUKWILA (Use separate sheet if more room is needed) 4. Based upon the improvements listed above, water can be rovided and will be available at the site with a flow o residual for a duration of 2 hours at a velocity of • fps as documented by the attached calculations. 5. Water availability: Acceptable service can be provided to this project Acceptable service cannot be provided to this project unless the improvements in Item B-2 are met. I I System is not'capable of providing service to this project. I hereby certify that the above information is true and correct. OD pm at 20 psi CENTER 1)17- O22I ego n(tsr(mcv-w\is b P LE( Agency/Phone 206_24i_Q15 By Date ;( E)C$— I i — 1c6) 0 Attachment to Certificate of Water Availability King County Water District No. 125 The following terms and conditions apply to the attached Certificate of Availability ("Certificate"). 1. This Certificate of Water Availability is valid only for the real property referenced herein for the sole purpose of submission to the City of Tukwila ("City"). This Certificate is issued at the request of the City and is not assignable or transferable to any other parry. Further, no third person or party shall have any rights hereunder whether by agency or as a third party beneficiary or otherwise. 2. The District makes no representations, expressed or implied, the applicant will be able to obtain the necessary permits, approvals and authorization from the City or any other applicable land use jurisdiction or governmental agency necessary before applicant can utilize the utility service which is the subject of this Certificate. 3. As of the date of the issuance of this Certificate, the District has water available to provide utility service to the real property which is the subject of this Certificate, and the utility systems exist or may be extended by the applicant to provide service to such property. However, the issuance of this Certificate creates no contractual relationship between the District and the applicant or the City, and the issuance of this Certificate may not be relied upon and does not constitute the District's guarantee that water utility service will be available to the real property at the time the applicant may apply to the District for such service. 4. Application for and the possible provision of District utility service to the real property which is the subject of this Certificate shall be subject to and conditioned upon the availability of water service to the real property at the time of such application, as well as all application for utility service, including conservation, water restrictions, and other policies and regulation then in effect. Applicant's Signatu Date District Representative Date 5-k_17___ w w "ItO 3460 S 148th Suite 100 - Seattle, WA 98168 al I' j _ tr Phone: (206) 242-3236 SE R ' !siva Fax: (206) 242-1527 Rcpt. No. -S-143 t 1'1 CERTIFICATE OF SEWER AVAILABILITY / NON AVAILABILITY Residential: $ 50.00 Commercial: $ 100.00 N Certificate of Sewer Availability OR 0 Certificate of Sewer Non -Availability Part A: (To Be Completed By Applicant ) Purpose of Certificate: 4, Building Permit a Preliminary Plat or PUD ■ Short Division • Rezone 1 Other Proposed Use: 1 Commercial Residential Single Family • Residential Multi -Family • Other Applicant's Name 3 V MSN Phone Number 53 MDs6b(.2 Property Address e Mi,c cittetrsztr-R4) Tax Lot Number k 5 23 otici32 Legal Description (Attach Map and legal Description if Necessary ); t-wi S k-for2.5 "`Ft s- -bocAAryvalc,37C LI 3 -- o a9 Part B: (To be Completed by Sewer Agency ) a. A Sewer Service will be provided by side sewer connection only to an existing 6 ` size sewer 1 Q feet from the site and the sewer system has the capacity to serve the proposed use. OR ❑ b. Sewer service will require an improvement to the sewer system of: RECEIVED • (1) feet of sewer trunk or lateral to reach the site; and/or CITY OF TUKWILA $ (2) The construction of a collection system on the site and/or AUG 16 2011 $ (3) Other (describe) 2. Must be completed if 1. b above is checked PERMIT CENTER a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR 0 b. The sewer system improvement will require a sewer comprehensive amendment. 3. a. The proposed project is within the corporate limits of the District, or has been granted Boundary r Review Board approval for extension of service outside the District. - OR 0 a. Annexation or BRB approval will be necessary to provide service. 1"7 ` 4. Service is following; subject to the a. District Connection Charges due prior to connection: Permit $ GFC: $ SFC: $ Unit: $ Total $ (Subject to Change on January 1st) Either a King County/METRO Capacity Char.e. SWSSD or Midway Sewer District Connection Charge may be due upon connection b. Easements: ® to sewers. Required [May Required Re uired c. Other4,. -ti s g imui • . Co r+c c . a� 1 hereby certify that the above sewer agency information is true. This certification shall be valid for one year from the date of signature. By /31� ;, Title J.M 1 - Date 0/07/Z0/7 ATTACHMENT TO VALLEY VIEW SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NON-AVAILABILITY The following terms and conditions apply to the attached Valley View 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;Iimitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of Seatac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a'condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal,,state, t local and District laws, ordinances, policies, and/or regulations in effect at the time of such a plication f ;'' • I acknowledge that.i have received the Certificate of Sewer Availability/Non -Availability and this attachment, and fully understand theterms and conditions herein. • Applicant's signature Date JK Monarch LLC A Washington State Department of Labor & Industries 0 Horne Espanol Contact Safety & Health Claims & Insurance Search L&I Page 1 of 2 A -Z Inde; Help My I& Workplace Rights Trades & Licensing JK Monarch LLC Owner or tradesperson Principals Bartels, Jonathan Kirk, PARTNER/MEMBER Doing business as JK Monarch LLC WA UBI No. 603 088 988 PO BOX 188 PUYALLUP, WA 98371 253-840-5660 PIERCE County , Business type Limited Liability Company Governing persons HOLDINGS NEW LIFE 1 HIGH COUNTRY HOMES 1; License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor License specialties GENERAL License no. JKMONML874NA Effective — expiration 08/01/2013— 08/01/2019 Bond .............. Developers Surety & Indem Co Bond account no. 859962C Active. Meets current requirements. $12,000.00 Received by L&I Effective date 03/15/2016 03/09/2016 Expiration date Until Canceled Bond history Insurance Wesco Insurance Co $2,000,000.00 Policy no. WPP114946503 Received by L&I Effective date 04/24/2017 04/23/2017 Expiration date 04/23/2018 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=603088988&LIC=JKMONML874NA&SAW= 12/12/2017 JK Monarch LLC ,/� No lawsuits against the bond or savings a( tits during the previous 6 year period. L&I Tax debts gym+ No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. 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. This company has multiple workers` comp accounts. Active accounts L&I Account ID 280,695-00 ................................. Doing business as JK MONARCH LLC Estimated workers reported Quarter 3 of Year 2017 "11 to 20 Workers" L&I account contact T2 / CHRISTOPHER WASSON (360)902-6331 - Email: WASQ235@Ini.wa.gov Track this contractor 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 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=603088988&LIC=JKMONML874NA&SAW= 12/12/2017 S BUILDING CODE: 2015 INTERNATIONAL BLDG. CODE (IBC), AND BY REFERENCE WHERE APPLICABLE THE 2015 NTERNATIONAL RESIDENTIAL CODE (RC) AS AMENDED BY LOCAL JURISDICTION. ROOF LIVE LOAD • 25 PSF (SNOW) ROOF DEAD LOAD • 15 PSF FLOOR LIVE LOAD • 40 PSF FLOOR DEAD LOAD • 15 PSF WIND LOAD ■ 110 MPH WiND SPEED, EXPOSURE 'B', RiSK CAT. II TYPE: V OCCUPANCY GROUP: R-3 DESIGN CRITERIA: TABLE 83012(1) GROWD SNOWDESIGW LOAD WIND DESIGN SEISMIC CATEGORY SUBJECT TO DAMAGE FROM WINTER DESIGN TEMP. iCE SHIELD INDER- LA rNENt REQUIRED FLOOD HAZARDS AIR FREEZING INDEX MEAN ANNUAL TEMP S TOPOGRAPHIC FITC EFFECTS SPECIAL. LUIND REGION WIND- DEBRIS ZONE tUEATI RING FROST LME DEPtN tEt�'111 E (M94) 25 110 8 I6 V2'OR DUD2 MOD 18 MOD T- n NO LOCAL JURISDICTION 50 50 ADDITIONAL REQUIRED SUBMITTAL ITEMS ITEMS TO BE SUBMITTED 8Y TI4E OWNER OR CONTRACTOR AT TIME OF PERMIT SUBMITTAL: - MFG. JST. DESIGN AND LAYOUT IP APPLICABLE (FROM MANUFACTURER) - MFG. TRUSS DESIGN AND LAYOUTS (FROM MANUFACTURER) SITE GENERAL UNLESS A SOILS INVESTIGATION BY A QUALIFIED SOILS ENGINEER IS PROVIDED, FOUNDATION DESIGN IS BASED ON AN ASSUMED AVERAGE SOIL BEARING OF 1500 PST, EXTERIOR FOOTINGS SHALL SEAR 18' (MINIMUM) BELOW FINISHED GRADE. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED EARTH BELOW OiGANIC SURFACE SOILS. BACKFILL TO SE THOROUGHLY COMPACTED. MINIMUM COMPRESSIVE STREN 114 OP CONCRETE PER TABLE R4022 TYPE OR LOCATIONS a CONCRETE CONSTRUCTION MNIMIM COMPRESSIVE 61RE14GIH (Tic) AT 28 DAYS MODERATE WEATI-ERING POTENTIAL BASEMENT WALLS, FOUNDATIONS t OTI•ER CONCRETE NOT EXPOSED To THE WEATHER 2500 1 pe BASEMENT SLABS 4 INTERIOR SLAB ON GRADE, EXCEPT GARAGEFLOOR 2,500 pet EASEMENT WALLS, FOUNDATION WALLS, EXTERIOR WALLS 4 OTHER VERTICAL CONCRETE WORK EXPOSED TO 114E UIEATINER. 3000 pet (5% to 1% air entrained PORCHES, CARPORT SLABS 4 STEPS EXPOSED TO THE IIEATI$R 4 GARAGE FLOOR SLAB. 3,000 pet (5% to 'ix atr entrained) CONCRETE 'BATCH TICKET' SHALL BE AVAILABLE ON SITE FOR REVIEW BY BUILDING OFFICIAL REINFORCING STEEL TO COMPLY WITH ASTM A615 GRADE 40. UN.O. (SEE STRUCTURAL) j„r ATI BOLT I4EADS AND NUTS BEARING AGAINST WOOD TO BE PROVIDED WITH 1/4'x3'x3' PLATE WASHERS. WOOD BEARING ON OR INSTALLED WITHIN 1' OF MASONRY OR CONCRETE TO BE PRESSURE TREATED WITH AN APPROVED PRESERVATIVE. FOUNDATION SiLL BOLTS TO BE 5/8' DIAMETER AT 5'-0' O.C. UN.O. WITH MIN. i' EMBEDMENT METAL FRAMING CONNECTORS TO BE MANUFACTURED BY SIMPSON STRONG -TIE OR USP STRUCTURAL CONNECTORS. ALL WOOD iN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. FIELD CUT ENDS, NOTCHES, AND DRILLED HOLES OF PRESSURE TREATED LUMBER SHALL 8E RETREATED N THE FIELD IN ACCORDANCE WITH AWPA 114. (END CUT SOLUTION 8Y WOLMANIZED WOOD) PER IRC 8311.1.1, FASTENERS FOR PRESSURE PRESERVATIVE AND FIRE RETARDANT TREATED WOOD SHALL BE OF HOT -DIPPED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE, OR COr'fCR 6' MN. CLEARANCE BETWEEN WOOD AND GRADE. 12' MN. CLEARANCE BETWEEN FLOOR SEAMS AND GRADE. 18' MIN. CLEARANCE BETWEEN FLOOR JOIST AND GRADE. pAMPPROOFING EXCEPT WHERE REQUIRED 8Y SEC. R4062 TO BE WATERPROOFED, FOUNDATION WALLS THAT RETAN EARTH AND ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE DAl1PPROOFED FROM 714E HiGHER OF (a) THE TOP OF THE FOOTNG OR (8) 6 NCI4ES BELOW THE TOP OF THE BASEMENT FLOOR, TO THE FINISHED GRADE. MASONRY WALLS SHALL NAVE NOT LESS THAN 3/8 INCH PORTLAND GEMENT PARGING APPLIED TO THE EXTERIOR OF THE WALL. THE PARGING SHALL BE DAMPPROOFED N ACCORDANCE WITH ONE OP THE FOLLOWING: 1.811UMNOUS COATNG. 2.3 POUNDS PER SQ. YD. OF ACRYLIC MODIFIED CEMENT. 3. 14' COAT OP SURFACE -BONDING CEMENT COMPLYING WITH ASTM G 881. 4. ANY MATERIAL PERMITTED FOR WATERPROOFING IN SEC. R406.2. 5. OT14ER APPROVED METHODS OR MATERIALS. EXCEPTION: PARGING OF UNIT MASONRY WALLS 18 NOT REQUIRED WHERE A MATERIAL IS APPROVED FOR DIRECT APPLICATION TO THE MASONRY. CONCRETE WALLS SHALL 8E DAMPPROOFED 8Y APPLYING ANY ONE OF THE LISTED DAMPPROOFING MATERIALS OR ANY ONE OF 744E WATERPROOFING MATERIALS LISTED IN SECTION R4062 TO THE EXTERIOR OF THE WALL, WATERPROOFING R406.2 - 114 AREAS WHERE A 1-11G14 WATER TABLE OR OTHER SEVERE BOiL-WATER CONDITIONS ARE KNOWN TO EXIST, EXTERIOR FOUNDATION WALLS THAT RETAN EARTH AND ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE WATERPROOFED FROM THE HIGIER OF (a) THE TOP OF THE FOOTING, OR (b) 6 NCHES BELOW THE TOP OF THE BASEMENT FLOOR TO THE PNiSHEP GRADE. WALLS SHALL BE WATERPROOFED 114 ACCORDANCE WITH ONE OF THE FOLLOWING: 1.2 -PLY HOT -MOPPED FELTS. 2.55 POUND ROLL ROOFING 3. 6 -MIL POLYVINYL CHLORIDE. 4. 6 -MIL POLYETHYLENE 5. 40 -MIL POLYMER -MODIFIED ASPHALT. 6. 60 -MIL FLEXIBLE POLYMER CEMENT. 1. 1'e' CEMENT -BASED, FIBER -REINFORCED, WATERPROOF COATING. 8, 60 -MIL SOLVENT -TREE, LiQUID-APPLIED SYNTHETIC RUBBER EXCEPTION: ORGANIC -SOLVENT -BASED PRODUCTS SUCH AS HYDROCARBONS, CHLORINATED HYDROCARBONS, KETONES AND ESTERS SHALL NOT 8E USED FOR iCF WALLS WITH EXPANDED POLYSTYRENE FORM MATERIAL USE OF PLASTIC ROOFING CEMENTS, ACRYLIC COATINGS, LATEX COATINGS, MORTARS AND PARGINGS TO SEAL ICF WALLS IS PERMITTED. COLD -SETTING A8PI4ALT OR HOT ASPHALT SHAD. CONFORM TO TYPE C OF ASTM D 449. HOT ASPHALT SHALL BE APPLIED A7 A TEMPERATURE OF LESS THAN 200'F. ALL JONT6 IN MEMBRANE WATERPROOFING SHALL 8E LAPPED AND SEALED WITH AN ADHESIVE COMPATIBLE WITH THE MEMBRANE. VENTILATION R408.1 - THE UNDER -FLOOR SPACE BETWEEN THE BOTTOM OF THE FLOOR JOISTS AND THE EARTH UNDER ANY BUILDING (EXCEPT SPACE OCCUPIED BY THE BASEMENT) SHALL HAVE VENTILATION OPENING THROUGH FOUNDATION WALLS OR EXTERIOR WALLS. A GROUND COVER OF SIX MIL (0006 114 THICK BLACK POLYETHYLENE OR APPROVED EQUAL SHALL BE LAiD OVER 714E GROUND WITHN CRAWL- SPACES, THE GROUND COVER 51-1ALL 8E OVERLAPPED SIX INCHES MINIMUM AT THE JOINTS AND SHALL EXTEND 7O THE FOUNDATION WALL. EXCEPTION: THE GROUND COVER MAY 8E OMITTED IN CRAWL SPACES IF THE CRAWL SPACE HAS A CONCRETE SLAB FLOOR WITH A MINIMUM THICKNESS OF TWO INCHES, 4 PI pRAFTSTOPPING 8302.12 N COMBUSTIBLE CONSTRUCTION WHERE THERE IS USABLE SPACE 80714 ABOVE 4 BELOW THE CONCEALED SPACE OF A FLOOR/CEILING ASSEMBLY, DRAFTSTOPS SHALL BE INSTALLED SO THAT THE AREA OP 744E CONCEALED SPACE DOES NOT EXCEED 1,000 SQUARE FEET. ORAFTSTOPPNG SHALL DIVIDE THE CONCEALED SPACE INTO APPROXIMATELY EQUAL AREAS. WHERE TI4E ASSEMBLY IS ENCLOSED BY A FLOOR MEMBRANE ABOVE 4 A CEILING MEMBRANE BELOW, DRAFTSTOPPNG SHALL 8E PROVIDED 114 FLOOR/CEILING ASSEMBLIES UNDER THE FOLLOWING CIRCUMSTANCES: 1. CEILING IS SUSPENDED UNDER THE FLOOR FRAMING. 2. FLOOR FRAMING IS CONSTRUCTED OF TRUSS -TYPE OPEN -WEB OR PERFORATED MEMBERS. PRAFTSTOPPiNG SHALL CONSIST OF MATERIALS LISTED IN IRC SECTION R302.12.1. FIREBLOCKiNG R302.11 N GOMSUSTI8LE CONSTRUCTION, FIREBLOCKiNG SHALL SE PROVIDED t0 CUT OFF 80714 VERTICAL AND HORIZONTAL CONCEALED DRAFT OPENiNGS AND 70 FORM AN EFFECTIVE FIRE BARRIER BETWEEN STORIES, AND BETWEEN A TOP STORY AND THE ROOF SPACE. PIREBLOCKING SHALL BE PROVIDED N WOOD -FRAMED CONSTRUCTION IN THE FOLLOWING LOCATIONS: 1. IN CONCEALED SPACES OP 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. 12. HORIZONTALLY 47 INTERVALS NOT EXCEEDING IOft 2. .47 NTERCOrNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR At SOFFITS, DROP CEILINGS, AND COVE CEILINGS. 3. N CONCEALED SPACES BETWEEN STAIR STRINGERS At THE TOP AND BOTTOM OF THE RAN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WiTH IRC SECTION R302.1 (1'2' GWS) 4. AT OPENINGS AROUND VENTS, PiPES, DUCTS, CABLES AND WiRES 47 CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL TO RESIST THE FREE PASSAGE OP FLAME AND PRODUCTS OF COMBUSTION. THE MATERIAL FILLING THIS ANNULAR SPACE SHALL NOT BE REQUIRED TO MEET THE A8T11 E 136 REQUIREMENTS, 5. FOR THE FIRESLOCKING OF CHIMNEYS AND FIREPLACES, SEE IRO SECTION R1003.19. 6. FIR EBLOCKiNG OF CORNICES OP A TWO-FAMILY DWELLING 18 REQUIRED 47 THE LiNE OF DWELLING UNIT SEPARATION. FIREBLOCKNG SHALL CONSIST OF MATERIALS LISTED IN iRC SECTION R302.IU LOOSE -FILL INSULATION MATERIAL SHALL NOT BE USED AS PIREBLOCK UNLESS SPECIFICALLY TESTED IN THE FORM AND MANNER INTENDED. THE INTEGRITY OF ALL FIREBLOCKS SHALL 8E MANTANED. 1 GENERAL ALL NAILING TO COMPLY WiTH REQUIREMENTS OF IRC TABLE R6023(1) GYPSUM WALL BOARD 47 INTERIOR WALLS t0 BE FASTENED ACCORDING t0 TABLE R1023.5 MINIMUM THICKNESS AND APPLICATION OF GYPSUM BOARD TABLE R10233 THIGIGIE86 OF GYPSUM GYPSUM POR PROMOTE. APPLICATION ORIENTATION OF GYPSUM GYPSUM D OR PANEL PRODUCTS TO NG MAX11181 SPACING OF FRAMING MEMBERS (INCHES Ota) MAXIMUM SPACM OF FASTENERS (INCHES) 8IZE OF NAiLS FOR APPLICATION t0 WOOD FRAMING NAILS �o adhesive SCREWS 3/8' CEILING PERPENDICULAR 16 1 12 13 GAGE, 1-1/4' LONG, 13164' HEAP, 0038' PIA, 1-1/4' 1.124/6. AMULAR- RNGEDs OR 4d COOLER NAIL, 080' DIA, 1-3/8' LONG, 1/32' HEAD. WALL EITHER DIRECTION 16 8 I6 V2'OR CEILING EITHER DIRECTION 16 1 12 13 GAGE, 1418' LONG, 18/64' HEADS 0.0951 DIA. 1-1/4' LONG, A*1LAR- CEII.ING PERPENDICULAR 24 1 12 RINGED, OR 5d COOLER NAIL, 0086' DIA. I-5/8' LONG, 6/64' HEAD; GYPSUM BOARD NAIL, m DIA. 1-1/8' LONG, 9/32 HEAD. WALL EITHER DIRECTION 24 8 12 WALL EITHER DIRECTION 16 8 16 CEILING EITHER DIRECTION 16 1 122 13 GAGE, I-8/8' Lars, 18/64' HEADS 0088' DIA, 1-N8' LON1G,.41t4LAR- RINGED, OR 6d COOLER NAIL, 0092' DIA, 1-1/8' LONG, 1/4' HE4Ds OR GYPSUM BOARD NAIL CO96' DIA, i -VS' LONG. 18/64' HEAD, CEILING PERPENDICULAR 24 1 12 TYPE X AT GARAG5/8' BENEATH HABITABLE ROOMS PERPENDICULAR 24 6 6 1-1/8' LONG 6d COATED NAILS OR EQUIVALENT DRYWALL SCREWS. e 6L1,L COMPLY U(T14 eecTION R10230.1. WALL EITHER DIRECTION 24 8 12 13 GAGE, 1-15/8' LONG, le/64' HEAD; 0098' DIA. l-3/8' LONG, ANNULAR - ROOM OR 6d COOLER NAIL, 0092' DIA, 1-1/8' LONG, 1/4' HEADS OR GYP81M BOA NAIL. COW DIA. 1-1/8° LOW .18/64' 14EAD. WALL EITHER DIRECTION 16 8 16 APPLICATION WITH ADHESIVE 3/8' CEILING PERPENDICULAR 16 16 16 SAME .48 ABOVE FOR 3/8' GYPSUM BOARD AND GYPSUM PANEL PRODUCTS. W4LL EITHER DIRECTION 16 16 24 1/2' OR 5/8' CEILINGS EITHER DIRECTION 16 16 16 SAME .46 ABOVE FOR 1/2' AND 5/8' GYPSUM BOARD AND GYPSUM PANEL PRODUCte, REBPECTIYELY. CEILING PERPENDICULAR 24 12 16 WAU- EITHER DIRECTION 24 16 24 TWO 3/8 LAYERS CEILING PEDICULAR 16 16 16 BASE PLY NAILED .46 ABOVE FOR i' GYPSUM BOARD AMS GYPSUM PANEL PRODUCT& FACE PLY INSTALLED WITH ADF168I WALL EITHER DIREGtION 24 24 24 FASTENERS ALL NAILS SPECIFIED ON THIS PLAN SHALL BE COMMON OR GALVANIZED BOX (UNLESS NOTED OTHERWISE) OF 714E DIAMETER AND LENGTH LISTED BELOW OR AS PER APPENDIX L OF 714E NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NDS) tad COMMON (0.131' DIA., 2-1/2' LENGTH), 8d BOX (0.113' DIA, 2-1/2' LONG), 10c1 COMMON (0.148' DIA., 3' LONG) 10d BOX (0.128' DiA., 3' LENGTH), 16d COMMON (0.162' DIA, 3-1/2' LONG), 16d SINKER (0148 DIA, 3-1/4' LONG) 5d COOLER (0.086' DIA., 1-5/8' LONG ), 6d COOLER (01492' DIA., 1-1/8' LONG) LUMBER GRADES FRAMING LUMBER 514ALL COMPLY TO THE LATEST EDITION OF WWPA GRADING RULES FOR THE WESTERN LUMBER ALL SAWN LUMBER SHALL BE STAMPED WITH THE GRADE MARK OF AN APPROVED LUMBER GRADING AGENCY AND SHALL WAVE THE FOLLOWING UNADJUSTED DESIGN MINIMUM PROPERTIES: Y JOISTS: WOOD TYPE: 2X4 2X6 OR LAMER HP '2 - Fb•850 pet, Fv•15 pet, Fc•1300 pet, E■i200000pet HF '2 - Fb•850 pet, Fv•15 pef, Fc•1300 pet, E■1200000peT Met 4X 6x OR LARGER DF -L'2 - Fb■900 pet, Fv•95 pet, Fc•1350 pet, E■1600000pe1 DF -L 112 - Fb•815 pet, Fv•85 pet, Pc.600 pet, E■1300000pe1 STUDS 14F 42 - Fb0850 pet, Fv■15 pet, Fc•1300 pet, E■1200000peT HF '2 - Fb■850 pei, Fv■15 pet, Fc•1300 pet, E■1200000pe1 2X4 2X6 OR LARGER POSTS HP '2 - Pb■900 pet, Fv■95 pet, Fc•1350 pet, E■1600000pei HP 4,2 - Pb■900 pet, Fv•95 pet, Fc•1350 pef, E■1600000pet DF -L '1 - Fb■100 pet, Fv■85 pei, Fc•415 pei, E•1300000pe1 DP -L'2 - Pb.100 pet, Pv■85 pet, Fc•415 pei, E•1300000pe1 4X4 4X6 OR LARGER 6X6 OR LARGER 6X6 OR LARGER Permit No. Pian review approval is subject to errors and omissions. 01 construction documents does not authorize the viols ion of any adopted coda or ordinance. Receipt of approved Field Copy and conditions is acknowledged: Date: City of Tukwila BUILDING DIVISION GLUED -LAMINATED BEAM (GLB) SHALL BE 24F -V4 FOR SINGLE SPANS 4 24P -V8 FOR CONTINUOUS OR CANTILEVER SPANS WITH THE FOLLOWING MINIMUM PROPERTIES: Fb • 2,400 PSI, Fv • 165 PSI, Pc • 650 P81 (PERPENDICULAR), E • 1800000 PSI. ENGINEERED WOOD BEAMS AND I -JOIST CONTRACTOR SHALL SUBMIT SHOP DRAWINGS ANP SPECIFICATIONS FOR APPROVAL BY BUILDING OFFICIAL. DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST iCC EVALUATION REPORT, BEAMS DESIGNATED AS 'PSL' SHALL HAVE THE MINIMUM PROPERTIES: Fb • 2,900 PSI, Fv • 2W PSI, Pc • 150 PSI (PERPENDICULAR), E • 2000,000 PSI. BEAMS DESIGNATED AS 'LVL' SHALL HAVE THE MINIMUM PROPERTIES: Pb • 2,600 PSI, Fv = 285 PSi, Pc = 150 PSI (PERPENDICULAR), E = 1,900,000 PSI. BEAMS DESIGNATED AS 'LSL' 514ALL HAVE 714E MINIMUM PROPERTIES: Fb • 1,100 P51, Fv • 400 PSI, Pc • 600 PSI (PERPENDICULAR), E • 1,300000 PSL CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SHALL 8E LIMITED AS FOLLOWS: FLOOR LIVE LOAD MAXIMUM • L/480, FLOOR TOTAL LOAD MAXIMUM • L/240. PREFABRICATED • TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED t0 SUPPORT SELF WEIGHT PLUS LiVE LOAD AND SUPERIMPOSED DEAD LOADS AS STATED IN THE GENERAL NOTES. TRUSSES SHALL BE DESIGNED 4 STAMPED BY A LICENSED PROFESSIONAL ENGINEER AND FABRICATED ONLY FROM THOSE DESIGNS. NONBEARING WALLS SHALL BE HELD AWAY FROM THE TRUSS 80TT01" f CHORD WITH AN APPROVED FASTENER (SUCH AS SiMPSON STC) t0 ENSURE 74447 THE TRUSS 80ttom CHORD WILL NOT BEAR ON THE WALL ALL PERt1ANENT TRUSS MEMBER BRACING SHALL BE INSTALLED PER THE TRUSS DESIGN DRAWINGS. ROOF/WALL/FLOOR SHEATHING TYPICAL WALL 4 ROOF SHEATHING SHALL BE 1/16' RATED SHEATHING MINIMUM UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE 861 COMMON 0 6' O.C. 0 PANEL EDGES AND 12' 0.0. N FIELD UN.O. ON SHEARWALL SCHEDULE. SPAN INDEX SHALL 8E 24/0 FOR WALLS AND 24/16 FOR ROOF. FLOOR SHEATHING SHALL BE 3/4' T4G RATED (40/20) SHEATHING, UNLESS OTHERWISE SPECIFIED. MNIMUM NAILING SHALL BE 8d COMMON .47 6' O.C. 0 PANEL EDGES AND 12' O.C. IN FIELD. SPAN INDEX SHALL BE 40/20 UNLESS NOTED OTHERWISE. STAGGER END LAPS 47 ROOF AND FLOOR SHEATHING. WALL FLASHING APPROVED CORROSION -RESISTANT FLASHING 514ALL SE PROVIDED IN 114E EXTERIOR WALL ENVELOPE IN SUCH A MANNER A8 70 PREVENT ENTRY OF WATER NTO THE WALL CAVITY OR PENETRATION OF WATER 70 TIME BUILDING STRUCTURAL FRAMING COMPONENTS. THE FLASHING SHALL EXTEND t0 THE SURFACE OF THE EXTERIOR WALL FINISH AND SHALL SE NStALLED t0 PREVENT WATER PROM REENTERING THE EXTERIOR WALL ENVELOPE. APPROVED CORROSION -RESISTANT FLASHINGS SHALL BE INSTALLED AT ALL OF THE FOLLOWING LOCATIONS: 1. AT TOP OF ALL EXTERIOR WINDOW AND DOOR OPENINGS i1 SUCH A MANNER AS TO BE LEAKPROOF, 2. At 714E INTERSECTION OF CHIMNEYS OR OTHER MASONRY CONSTRUCTION WITH FRAME OR STUCCO WALLS, WITH PROJECTING LIPS 014 BOTH SIDES UNDER STUCCO OPENINGS. 3. UNDER AND A7 THE ENDS OF MASONRY, WOOD, OR METAL COPINGS AND SILLS. 4. CONTINUOUSLY ABOVE ALL PROJECTING WOOD TRiM. 5, WHERE EXTERIOR PORCHES, DECKS, OR STAIRS ATTACH TOA WALL OR FLOOR 6. A7 WALL AND ROOF INTERSECTIONS. 1. AT BUILT-IN GUTTERS. w REVISIONS LYi\i4 C� 9c?.rr S to the scope, of work without prior approval of Tukwila Building Division. MOTE: Revisions will require a new plan submittal and may ir. ude additional plan review fees PER 2015 WASHINGTON STATE ENERGY CODE WINDOWS SHALL BE INSTALLED AND FINISHED IN ACCORDANCE WITH 114E MANUFACTURER'S WRITTEN INSTALLATION INSTRUCTIONS. WRITTEN INSTALLATION INSTRUCTIONS SHALL BE PROVIDED 8Y THE MANUFACTURER FOR EACH WINDOW. ALL SKYLIGH78 AND SKY WALLS t0 8E LAMINATED GLASS UNLESS NOTED OTHERWISE. SECTION 8310-EMEiYENCY ESCAPE t RESCUE OPENINGS 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 1200MS, AN EMERGENCY ESCAPE AND RESCUE OPENING 514ALL BE REQUIRED IN EACH SLEEPING ROOM. EMERGENCY ESCAPE AND RESCUE OPENINGS SHALL OPEN DIRECTLY I170 A PUBLIC WAY, OR TOA YARD OR COURT THAT OPENS TOA PUBLIC WAY. EXCEPTION: STORM 81 -ALTERS AND BASEMENTS USED ONLY t0 HOUSE MECHANICAL EQUIPMENT NOT EXCEEDING .4 TOTAL FLOOR AREA OF200SQFt. MINIMUM OPENING AREA: ALL EMERGENCY ESCAPE AND RESCUE OPENINGS SHALL NAVE A 1111. NET CLEAR OPENING OP 5.1 SQ F7. EXCEPTION: GRADE FLOOR OPENINGS SHALL HAVE A MIN. 5.0 SQ. FT. MINIMUM OPENING HEIGHT: THE MIN. NET CLEAR OPENINGS HEIGHT SHALL 8E 24 INCHES. MINIMUM OPENING WIDTH: 714E MN NET CLEAR OPENNG WiDTH SHALL BE 20 INCHES, MAXIMUM SILL HEIGHT: WHERE A WINDOW 15 PROVIDED AS THE EMERGENCY ESCAPE AND RESCUE OPENING, iT SHALL HAVE A SiLL HEiG141 OF NOT MORE THAN 44' ABOVE THE FLOOR, WHERE THE SiLL HEIGHT IS BELOW GRADE, it SHALL 8E PROVIDED WiTH A WINDOW WELL N ACCORDANCE WITH SEC. R3102.3. SAFETY GLAZING SHALL BE NSTALLED IN 114E FOLLOWING LOCATIONS OR AS OTHERWISE REQUIRED PER IRC SECTION 8308.4 1. GLAZING IN DOORS - SIDE HINGED DOORS, SLIDING GLASS DOORS AND PANELS N SLiDNG, 4 81FOLD DOOR ASSEMBLIES PER IRC SECTION 8308.41. 2. GLAZNG ADJACENT t0 DOORS - PANELS WITHIN 24' OF EITHER SIDE OF THE DOOR N CLOSED POSITION PER IRC SECTION R30&42. 3. GLAZING IN WINDOWS - THE PANE IS LARGER 71AN 9 SQ. Ft., THE BOTTOM EDGE IS LESS THAN 18' ABOVE THE FLOOR 714E TOP EDGE IS MORE THAN 36' ABOVE THE FLOOR, AND ONE OR MORE WALKING SURFACES ARE WITHIN 36', MEASURED HORIZONTALLY AND N A STRAIGHT LINE OF THE GLAZING PER IRC SECTION R308.43. 4. GLAZNG IN GUARDS AND RAILS PER IRC SECTION 8308.44. 5. GLAZING IN WET SURFACES - WALLS, ENCLOSURES OR FENCES CONTAINING OR FACING H07 TUBS, SPAS, WHIRLPOOLS, SAUNAS, STEAM ROOMS, BATHTUBS, SHOWERS AND INDOOR OR OUTDOOR :RUNNING POOLS WHERE THE BOTTOM EXPOSED EDGE IS LESS THAN 60' MEASURED VERTICALLY ABOVE ANY STANDING OR WALKING SURFACE PER IRC SECTION 8308.4.5. 1. GLAZING ADJACENT t0 STAIRS AND RAMPS - WHERE THE BOTTOM EXPOSED EDGE IS LESS THAN 36' :480VE THE PLANE OF 114E ADJACENT WALKING SURFACE OF STAIRWAYS, LANDING BETWEEN FLIGHTS OF STAIRS AND RAMPS PER IRC SECTION R308.4.6. 8. GLAZING ADJACENT 70 714E BOTTOM STAiR LANDING - WHERE THE GLAZING IS LESS 71441436' ABOVE THE LANDING AND WITHIN A 60' HORIZONTAL ARC LESS THAN 180 DEGREES FROM 714E BOTTOM TREAD NOSING PER IRC SECTION R308.4.1. RECEIVED CITY OF TUKWILA AUG 16 2017 PERMIT CENTER Ti11015 _; -, CTIMI 1•'302.10 FLAME SPREAD INDEX AND SMOKE -DEVELOPED INDEX POR INSULATION FLAME SPREAD AND SMOKE -DEVELOPED INDEX FOR INSULATION SHALL BE N ACCORDANCE WITH SECTIONS R302.101 TI -TROUGH R302.10.5. 8302.10.1 INSULATION INSULATION MATERIALS, INCLUDING FACINGS, SUCH AS VAPOR RETARDERS AND VAPRO-PERMEABLE MEMBRANES INSTALLED WITHN FLOOR -CEILING ASSEMBLIES, ROOF-CEILNG ASSEMBLIES, WALL ASSEMBLIES, CRAWL SPACES AND ATTICS SHALL HAVE A FLAME SPREAD INDEX NOT t0 EXCEED 25 WITH AN ACCOMPANYING SMOKE -DEVELOPED INDEX NOT TO EXCEED 450 WHERE TESTED IN ACCORDANCE WITH ASTM E 84 OR UL 123. EXCEPTIONS: 1. WHERE SUCH MATERIALS ARE INSTALLED N CONCEALED SPACES, THE FLAME SPREAD INDEX AND SMOKE -DEVELOPED INDEX LIMITATIONS DO NOT APPLY TO 714E FACINGS, PROVIDED 11-1A7 THE FACING iS INSTALLED IN SUBSTANTIAL CONTACT WiTH THE UNEXPOSED SURFACE OF 714E CEILING, FLOOR OR WALL FINISH. 2. CELLULOSE FUSER LOOSE -FILL INSULATION, THAT I8 NOT SPRAY APPLIED, COMPLYING WITH THE REQUIREMENTS OF SECTION R302.103, SHALL NOT BE REQUIRED TO MEET 714E SMOKE -DEVELOPED INDEX OF NOT MORE 714AN 450 AND SHALL BE REQUIRED TO MEET A SMOKE -DEVELOPED INDEX OF 1407 MORE THAN 450 WHERE TESTED IN ACCORDANCE WITH CAN/ULC 81022. 3. POAM PLASTIC INSULATION SHALL COMPLY WITH SECTION R3I6. 8302.102 LOOSE -FILL INSULATION LOOSE -FILL NSULATION MATERIALS THAT CANNOT 8E MOUNTED N THE ASTM E 84 OR UL 123 APPARATUS WITHOUT A SCREEN OR ARTIFICIAL SUPPORTS SHALL COMPLY WITH 714E FLAME SPREAD AND SMOKE -DEVELOPED LIMITS OF SECTION 8302.10.1 WHERE TESTED IN ACCORDANCE WITH CAN/ULC 81022. EXCEPTION: CELLULOSIC FIBER LOOSE -PILL NSULATION SHALL NOT 8E REQUIRED t0 BE TESTED IN ACCORDANCE WITH C.4N/ULC 81022, PROVIDED SUCH INSULATION COMPLIES WITH 714E REQUIREMENTS OF SECTIONS R302.10.1 AND R302.10.3. 8302.103 CELLULOSIC FIBER LOOSE -FILL INSULATION CELLULOSIC FiBER LOOSE -FILL INSULATION SHALL COMPLY WITH CPSC 16 CFR, PARTS 1209 AND 1404. EACH PACKAGE OP SUCH INSULATNG MATERIAL SHALL BE CLEARLY LABELED IN ACCORDANCE WITH CPSC 16 CPR, PAR'i'S 1209 AND 1404. 830210.1 EXPOSED ATTIC INSULATION EXPOSED INSULATION MATERIALS INSTALLED ON ATTIC FLOORS SHALL HAVE A CRITICAL RADIANT FLUX NOT LESS THAN 0.12 WATT PER SQUARE CENTIMETER 8302.105 TESTING TESTS FOR CRITICAL RADIANT FLUX SHALL BE MADE IN ACCORDANCE WITH ASTM E 910. INFILTRATION CONTROL EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES, PENETRATIONS IN FLOORS, ROOFS AND WALLS AND ALL SIMILAR OPENINGS SI4ALL 8E SEALED, CAULKED, GASKETED OR WEATHERSTRIPPED TO LIMIT AiR LEAKAGE. 8102.1 VAPOR RETARDERS CLASS I OR 11 VAPOR RETARDERS ARE REQUIRED ON THE INTERIOR SIDE OF FRAME WALLS 114 CLIMATE ZONES 5, 6, 1, 8, AND MARINE 4. EXCEPTIONS: 1. BASEMENT WALLS. 2. BELOW -GRADE PORTION OF ANY WALL 3, CONSTRUCTION WHERE MOISTURE OR ITS FREEZING WILL NOT DAMAGE THE MATERIALS. 8102.1.1 CLASS III VAPOR RETARDERS CLASS III VAPOR RETARDERS 61-1ALL 8E PERMITTED WI -ERE ANY ONE OF THE CONDITIONS N TABLE R1021.1 IS MET. 8'1@2.12 MATERIAL VAPOR RETARDER CLASS. TIS VAPOR RETARDER CLASS SHALL 8E BASED ON TI -E MANUFACTURER'S CERTIFIED TESTINGS OR A TESTED ASSEMBLY. THE FOLLOWING SHALL BE DEEMED TO MEET THE CLASS SPECIFIED: CLASS I: SHEET POLYETHYLENE, UNPERFORATED ALUMINUM FOIL CLASS Ii: KRAFT -FACED FIBERGLASS 8Are. CLASS I11: LATEX OR ENAMEL PAINT. R102.13 MINIMUM CLEAR AIRSPACES AND VENTED OPENINGS FOR VENTED CLADDING. FOR 714E PURPOSES OF 71418 SECTION, VENTED CLADDING SHALL INCLUDE 714E FOLLOWING MINiMUM CLEAR AIRSPACES. OTHER OPENNG WITH 714E EQUIVALENT VENT AREA SHALL BE PERMITTED. 1. VINYL LAP OR HORIZONTAL ALUMINUM SIDING APPLIED OVER A WEATHER -RESISTIVE BARRIER .48 SPECIFIED IN TABLE R1033(1.1 2. BRiCK VENEER W1714 A CLEAR AIRSPACE AS SPECIFIED 114 TABLE 8103.8.4. 3.OT14ER APPROVED VENTED CLADDINGS. WSEC 8402.4 AiR LEAKAGE (MANDATORY) THE BUILDING THERMAL ENVELOPE SHALL BE CONSTRUCTED t0 LiMIT AIR LEAKAGE 114 ACCORDANCE SECTIONS R402.41 THROUGH R4024.4. R4024.12 TESTING TI -E BUILDING OR DUE:LLiNG UNIT SHALL BE TESTED AND VERIFIED AS I4AVNG AN AIR LEAKAGE RATE EXCHANGES PER HOUR CTi -AND WITH THE REQUIREMENTS OF OP NOT EXCEEDING 5 AIR POSTING OF CERTIFICATE UJSEC 84013 A PERMANENT CERTIFICATE SHALL BE COMPLETED BY THE BUILDER OR REGISTERED DESIGN PROFESSIONAL AND POSTED ON A WALL IN 714E SPACE TIS -FERE THE FURNACE IS LOCATED, A UTILITY ROOM, OR AN APPROVED LOCATION INSIDE THE BUILDING. WHEN LOCATED ON AN ELECTRICAL PANEL, 714E CERTIFICATE SHALL NOT COVER OR OBSTRUCT THE VISIBILITY OF 714E CIRCUIT DIRECTORY LABEL, SERVICE DISCONNECT LABEL, OR OTHER REQUIRED LABELS. THE CERTIFICATES SHALL LIST 714E PREDOMINANT R -VALUES OF NSULATION INSTALLED IN OR 014 CEILiNG/ROOF, WALLS, FOUNDATION (SLAB, BELOW -GRADE WALL, AND/OR FLOOR) AND DUCTS OUTSIDE CONDITIONED SPACES❑U-FACTORS FOR FENESTRATION AND 714E SOLAR HEAT GAN COEFFICIENT (814GC) OF FENESTRATION, AND 714E RESULTS PROM ANY REQUIRED DUCT SYSTEM AND BUILDING ENVELOPE AiR LEAKAGE TESTING DONE ON THE BUILDING. WHERE THERE 18 MORE THAN ONE VALUE FOR EACH COMPONENT, THE CERTIFICATES SHALL LIST THE VALUE COVERING THE LARGEST. AREA. 714E CERTIFICATES SHALL LIST THE TYPES AND EFFICIENCIES OF HEATNG, COOLING AND SERVICE WATER HEATING EQUIPMENT. WHERE A GAS-FIRED UNVENTED ROOM 4.4EATER, ELECTRIC FURNACE, OR BASEBOARD ELECTRIC HEATER IS INSTALLED N 714E RESIDENCE, THE CERTIFICATES SHALL LiST 'GAS-FIRED UNVENTED ROOM HEATER' 'ELECTRIC FURNACE' OR 'BASEBOARD ELECTRIC HEATER, ' AS APPROPRIATE. AN EFFICIENCY SI4ALL NOT 8E LISTED FOR GAS-FIRED UNVENTED ROOM HEATERS, ELECTRIC FURNACES OR ELECTRIC BASEBOARD HEATERS. pUCt LEAKAGE TESTING: DUCTS SHALL BE LEAK TESTED 114 ACCORDANCE WITH MU RS -33, USING 114E MAXIMUM DUCT LEAKAGE RATES SPECIFIED N 2015 WSEC SEC. 840333. A WRITTEN REPORT OF THE RESULTS SHALL 8E SIGNED SY THE PARTY CONDUCTING 714E TEST AND PROVIDED 70 714E CODE OFFICIAL. BUILDING AIR LEAKAGE TESTING 2015 WSEC SEC. R402.4 714E BUILDING THERMAL ENVELOPE SHALL es CONSTRICTED t0 LIMIT AIR LEAKAGE IN ACCORDANCE WITH 114E REQUIREMENTS OF SECTIONS R402.4.1 TI4ROUGI-1 8402.4,4. WTES: 2015 UNIFORM PLUMBING CODE SEC. 312.12 STRAINER PLATES ON ORAN INLETS SHALL 8E DESIGNED AND INSTALLED SO THAT NO OPENING EXCEEDS I'2 OF AN MCH IN 714E LEAST DIMENSION. 31212.1 METER BOXES SHALL 8E CONSTRUCTED IN SUCH AN MANNER 11-4AT RATS CANNOT ENTER A BUILDING BY FOLLOWING THE SERVICE PIPES FROM 714E SOX NTO 714E BUILDNG. 312.122 METAL COLLARS IN OR ON BUILDINGS WI -ERE OPENINGS HAVE SEEN MADE IN WALLS, FLOORS, OR CEILINGS FOR THE PASSAGE OF PIPES, SUCH OPENINGS SHALL BE CLOSED AND PROTECTED BY 744E INSTALLATION OF APPROVED METAL COLLARS SECURELY FASTENED 70 114E ADJOINING STRUCTURE. 312.123 1118 WASTE OPENINGS IN FRAMED CONSTRUCTION TO CRAWL SPACES A7 OR BELOW 144E FIRST FLOOR SHALL BE PROTECTED 8Y THE INSTALLATION OF APPROVED METAL COLLARS OR METAL SCREEN SECURELY FASTENED 70 714E ADJOINING STRUCTURE WITH 140 OPENNG EXCEEDING 1/2 OF AN 114044 IN THE LEAST DIMENSION. Ib. ,x 1UJSEC SECTION R404 LIGHTING EQUIPMENT PER SEC R404.1 - A MINIMUM OF 15 PERCENT OF LAMPS N PERMANENTLY INSTALLED LIGHTING FIXTURES SHALL BE HIGH -EFFICACY LAMPS. INTERIOR STAIRWAY ILLUMiNATION PER SEC R303.1 IRC ! L V I f�'�/!� L I INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE t0 ILLUMINATE THE LANDNGS AND TREADS. f;�,VOMIPI_IAN C ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM 714E BUILDING WIRING. 714E LIGHT SOURCE SHALL 8E CAPABLE OF ILL INATJNOPROVED TREADS AND LANDINGS t0 LEVELS NOT LESS THAN 1 FOOT-CANDLE MEASURED AT 714E CENTER OF TREADS AND LANDINGSTHERE SHALL 8E A WALL SWITCH A7 EACH FLOOR LEVEL TO CONTROL THE LIGHT SOURCE WHERE THE STAIRWAY HAS SIX OR MO < RISEN 2 4 2017 EXCEPTION: A SWITCH 15 NOT REQUIRED ULA-IERE REMOTE, CENTRAL OR AUTOMATIC CONTROL OF LIGHTING 18 PROVIDED. EXTERIOR STAIRWAY ILLUMINATION PER SEC 8303.8 IRC EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE TOP LANDING OF THE STA STAIRWAY ILLUMINATION SI4ALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. EXTERIOR STAIRWAYS PROVIDING A BASEMENT FROM THE OUTDOOR GRADE LEVEL SHALL BE PROVIDED WITH Al ARTIFICIAL LIGHT SOURCE LOCATED At LANDING OF THE STAIRWAY, LL LrhiOTCI4S S PER SEC 8602.6 DRILLING AND NOTCHING OF STUDS SHALL BE 114 ACCORDANCE WITH THE FOLLOWING: 17-• fI of I ukwlla NG DIVISION 1. NOTCHING. ANY STUD N AN EXTERIOR WALL OR BEARING PARTITION SHALL 8E PERMITTED t0 BE CUT OR NOTCHED 70 A DEPTH NOT EXCEEDING 25% OF ITS WIDTH. STUDS 114 NONBEARING PARTITIONS SHALL 8E PERMITTED TO 8E NOTCHED t0.4 DEPTH NOT 70 EXCEED 40% OP A SiNGLE STUD WIDTH. 2. DRILLING. ANY STUD SHALL 8E PERMITTED t0 8E BORED OR DRILLED, PROVIDED 71-14.7 THE DIAMETER OP THE RESULTING HOLE IS NO MOiE THAN 60% OF THE STUD WIDTH, 714E EDGE OP THE HOLE IS NO MORE THAN 1C14 70 714E EDGE OP THE STUD, AND THE HOLE IS NOT LOCATED N THE SAME SECTION ASA CUT OR NOTCH, STUDS LOCATED 114 EXTERIOR WALLS OR BEARING PARTITIONS DRILLED OVER 40% AND UP t0 60% SHALL ALSO 8E DOUBLED W1714 NO MORE 714414 TWO SUCCESSIVE DOUBLED STUDS BORED. SEE FIGURES R602.6(1) AND R602.3(2). EXCEPTION: USE OF APPROVED STUD SHOES IS PERMITTED WHERE THEY ARE INSTALLED IN ACCORDANCE WITH 114E MANUFACTURER'S RECOMMENDATIONS. DRILLING AND NOTCHING OF TOP PLATE. PER SEC 860261 WHEN PIPING OR DUCTWORK IS PLACED N OR PARTLY N AN EXTERIOR' WALL OR INTERIOR LOAD-BEARING WALL, NECESSITATING CUTTING, DRILLING OR NOTCHING OF 71 -IE TOP PLATE 8Y MORE 71441450 PERCENT OF IT'S WIDTH, A GALVANIZED METAL TIE NOT LESS 714414 0.054 NCH THICK AND 1-1/2' INCHES WIDE SHALL BE FASTENED ACROSS AND t0 THE PLATE At EACH SIDE OF THE OPENING WITH NOT LESS THAN EiGHT 104 NAILS HAVING .4 MINIMUM LENGTH OF 1-1/2' INCHES AT EACH SIDE OR EQUIVALENT. THE METAL TIE MUST EXTEND A MINIMUM OF 6 INCHES PAST THE OPENING. SEE FIGURE R602.61, EXCEPTION: WHEN 714E ENTIRE SIDE OF THE WALL WITH THE 1407044 OR CUT IS COVERED BY WOOD STRUCTURAL PANEL SHEATHING. z Canw z F•4 404 1--4 dat 4t H w •Eami 1-4 U RECIIViED ❑ ...chanical ElElectrical ❑ Plumbing ❑ Gas Piping City of Tu1:tAt iIa BUILDING DiVI s1 N RECEIVED AUG 17 2017 TUKWILA PUBLIC WORKS 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: LS2-1904-2L Date: 8-8-11 N-1 F *.g oc.3 c W � A �'�M ;*1 04 4* 4t4 o 61,° A.y z.e4 1 za tu �- 1 o -4N• 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: LS2-1904-2L Date: s-s-il N-2 V NTILATION TS g=QuIRE ...., RC,OF ATTIC VENTILATION INTEG4TEP 24 I=4 UJI=IO OUSE VENTILAT SEC. M150 ' -ION CALCULATIONS 4 REQUIREMENTS ( ID MINIMUM f-EAt(NG EQUIPMENT ALL WARM -AIR FURNACES SHALL BE LI87ED AND LABELED BY AN APPROVED AGENCY AND LOW RATING NO ESS AN 50 cm AT 025 EWATER GAUGE BATHROOMS, LAUNDRIES, AT LEAST 40%4 NOT MORE THAN 50% OF REQUIRED VENTS SHALL BE IN UPPER PORTION OF VENTILATED ROOF SPACE (140 MORE THAN 3' BELOW THE RIDGE OR HIGHEST PONT) WITH 114E BALANCE Of REQUIRED VENTILATION PROVIDED BY EAVE VENTING. VENTILATION REQUIRED PER SEC. 8806.1 - ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES INSTALLED TO LISTED SPECIFICATIONS. OR SIMILAR ROOMS AND 100 cfln AT 025 INCHES WATER GAUGE FOR KITCHENS. MANUFACTURERS' NO WARM -AIR FURNACES SHALL BE INSTALLED 114 A ROOM USED OR DESIGNED TO BE USED AS A BEDROOM, FLOW RATINGS SHALL BE DETERMINED AS PER HVI 916 (APRIL 1595) OR AMCA 210. BATHROOM, CLOSET OR IN ANY ENCLOSED SPACE WITH ACCESS ONLY THROUGH SUCH EXCEPTION` WHWN ERE A RANGE 1400D OR DODRAFT EXHAUST FAN IS USED TO SATISFY FAN THE ROOM OR SPACE, EXCEPT DIRECT VENT FURNACE, ENCLOSED FURNACES AN ELECTRIC HEATING FURNACES. LOCAL EXHAUST REQUIREMENTS LIQUEFIED PETROLEUM GAS -BURNING APPLIANCES SHALL NOT BE NSTALLED 114 A PIT. BASEMENT OR SIMILAR SHALLNOT BE LESS THAN LOCATION WHERE HEAVIER THAN AIR GAS MIGHT COLLECT. APPLIANCES 80 FUELED SHALL NOt BE INSTALLED N t 1150'1.42 LOCAL EXHAUST AN ABOVE GRADE UNDER FLOOR SPACE OR BASEMENT UNLESS SUCH LOCATION IS PROVIDED WITH AN APPROVED MEANS FOR REMOVAL OF UNBURNED GAS. SWITCHES, DEHUMIDISTATS, HEATING AND COOLING EQUIPMENT LOCATED 114 A GARAGE AND WHICH GENERATES A GLOW, SPARK OR FLAME CONTROLS SI4ALL BE CAPABLE OF IGNITING FLAMMABLE VAPORS SHALLBE INSTALLED WITH THE PiLOTS AND BURNERS OR HEATING ELEMENTS AND SWITCHES AT LEAST 18' ABOVE THE FLOOR LEVEL. T • - ' ,3.3(l) FOR KITCHENS, 714E RANGE HOOD OR DOWN DRAFT 100 can AT 0.10 INCHES WATER GAUGE. CONTROLS LOCAL EXHAUST SYSTEMS SHALL BE CONTROLLED TIMERS, OR OTHER APPROVED MEANS. LOCAL EXHAUST READILY ACCESSIBLE. CAZIT„ • = U140LE 1.IGXISE IwECIUNI EXHAUST BY MANUAL SYSTEM FORMED WHERE CEILNGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS SHALL HAVE CROSS VENTILATION FOR EACH SEPARATE SPACE BY VENTILATING OPENINGS PROTECTED AGAINST THE ENTRANCE OF RAIN OR SNOW. VENTILATION OPENINGS SHALL HAVE A LEAST 36'-0' (18 EAVE VENTS) DIMENSIONS OF 1/16' NCH MINIMUM AND 1/41 INCH MAXIMUM. VENTILATION OPENINGS HAYING A LEAST DIMENSION LARGER THAN 1/4' SHALL BE PROVIDED WITH CORROSION -RESISTANT WIRE CLOTH SCREENING, HARDWARE CLOTH OR SIMILAR MATERIAL W1744 OPENINGS HAVING A LEAST DIMENSION TEMPERATURE CONTROL THE PRIMARY SPACE CONDITIONING SYSTEM WITHIN EACH DWELLING 1,5111 SHALL IL4TIC*1 swam AIR P.. - ` TE PECLIINSEPIENTS. OF 1/16' MNiMUM AND i/4' MAXIMUM. OPENINGS N ROOF FRAMING MEMBERS SHALL CONFORM TO THE REQUIREMENTS OP SECTION R802. i. REQUIRED VENTILATION OPENINGS SHALL OPEN DIRECTLY TO THE OUTSIDE AIR. MINIMUM VENT AREA PER SEC. 88062 - THE MINIMUM NET FREE VENTILATION AREA SHALL BE 1/150 BE PROVIDED WITH AT LEAST ONE PFtOGRAMMABLE THERMOSTAT FOR THE REGULATION OF TEMPERATURE WSEC BEC. 403.1.1 DWELLING NUMBER OF i3EDROOMB VENTILATION EVERY FACTORY BUILT CHIMNEY, TYPE L VENT, TYPE B GAS VENT OR TYPE BW GAS VENT SHALL BE UNIT FLOOR AREA(SF.) 0-1 2-3 4-5 6-1 El OF THE AREA OF 714E VENTED SPACE. VENT AND INSULATION CLEARANCE PER SEC. 89063 - WHERE EAVE OR CORNICE VENTS ARE INSTALLED 114 ACCORDANCE W1714 THE TERMS OF ITS LISTING, MFR'S INSTALLATION NSTRUCTiONS AND APPLICABLE CODE REQUIREMENTS. AIRFLOW IN CFM A TYPE L VENTING SYSTEM SHALL TERMINATE NOT LESS THAN 2 FEET ABOVE 714E HiGHEST P01147 WI4ERE THE VENT E1,500 30 45 60 i5 90 INSTALLED, INSULATION SHALL NOT BLOCK THE FREE FLOW OF AIR NOT LESS THAN A 1 -INCH SPACE SHALL BE PROVIDED BETWEEN THE INSULATION AND THE ROOF SHEATHING AND AT THE LOCATION OF THE VENT. �► PASSES THROUGH THE ROOF OF THE BUILDING AND AT LEAST 2' HIGHER THAN ANY PORTION OF THE BUILDING WITHIN 10' OF THE VENT. 1,501-3,000 '¢5 60 15 90 105 UTILITY ROOM NOTES/MAKE UP AIR: 3001-4,500 60 15 90 105 120 UPPER ROOF: (AREA 1) (AREA 1) 1. WHERE 714E EXHAUST DUCT iS CONCEALED WiTHIN THE BUILDING CONSTRUCTION, 714E EQUIVALENT LENGTH OF THE EXHAUST DUCT SHALL BE IDENTIFIED ON A PERMANENT LABEL OR TAG. THE LABEL OR TAG SI4ALL BE LOCATED 4,501-6,000 15 90 105 120 135 1,154 SQ. FT. OF ATTIC AREA/300 ■ 385 3Q. Ft NOTE: UPPER ROOF VENTING PROVIDED BY 1'x10' WITHIN 6 FEEL OF THE EXHAUST DUCT CONNECTION. 2. INSTALLATIONS EXHAUSTING MORE 6,000-1,500 90 105: 120 135 150 OF VENTILATION REQUIRED (554 SQ. INCHES) UPPER VENTS ■ 211 in. lb AF50 VENTS) NOTE: M AF50 ROOF VENTS. (50 a IN. PER VENT) SAVE VENTING PROVIDED BY (4)-2 I/8' DIAMETER ® THAN 200 CFM SHALL BE PROVIDED WITH MAKE UP AIR. WHERE A CLOSET IS DESIGNED FOR THE INSTALLATION OFA CLOTHES DRYER AN OPENING HAVING AN AREA OF NOT LESS THAN 100 111,500 105 120. 135 150 165 LOWER VENTS ■ 211 In. 'BIRD HOLES' PER EAVE BLOCK 23 EAVE VENTS x 12' PER BLOCK ■ 2'16 in. (4)-2 I/8' DIA HOI.Esi ■ 14.16 in. WO MESH Sq.PROVIDED NF.A w/ MESH = 12' $cl. In. PER BLOCK 8'-0, (4 EAVE VENTS) ® SQ. INCHES FOR MAKE UP AIR SHALL BE PROVIDED IN THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE BY OTHER APPR MEANS. T =�, ,�_ .33(2) INTE I •MECI4ANICAL • D • 100 SQ INCH TRANSFER GRILL PER IRC G2439.4 (614.6) t ROOF - FRONT PORCI-VGARAGE: (,AREA 2) � �`- � . �� •� � : _. � ( 2 IL..�1'i -� d � �w.. RUN-TIME qo IN EACH 4 HOUR Nt 259'0 339 50% 66% 15% 100% -OLDER - 28 SGL F't OF ATTIC AREA/300 • 09 SQ. FL . • - AS AMENDED BY WASHINGTON STATE (TOR FACTOR 4 3 2 1.5 13 11a NOTE: UPPER ROOF VENTING PROVIDED BY _ .. OF VENTILATION REQUIRED (13 SGL INCHES) COR -A -VENT ROOF -2 -WALL VENC EAVE VENTS ■ 18q. In. (85 SQ. IN. PER LMEAL FT) COR -A -VENT CONTINUOUS 1 EAVE VENT x 12' PER BLOCK ■ 12 Sq. In. ROOF -2 -WALL VENT. UPPER VENTS ■ 1 Sq. In. (CONT. ROOF -2 -WALL VENT) PROVIDES 85 SQ. iN. NET 8.5 8Q. N. X 2 LF(TF 5 BAY)■ (1 SQ. IN. PER TRUSS SAY FREE VENTILATION AREA 1 SQ IN. REQUIRED/ 11 SQ IN 1 BAY PER LINEAL FOOT. (CUT 1' WIDE CLEAR SLOT iN ROOF DECK AT OR NEAR THE TOP) MI501.1 GENERAL LOCAL EXHAUST OR WHOLE -HOUSE MECHANICAL VENTILATION SYSTEMS AND EQUIPMENT SHALL � � BE DESIGNED IN ACCORDANCE WITH 71416 SECTION. T " ° `;A MIN I �'� �!' �• T �°-. • "'-, � ' � _ • ` " �.P 1UB.*•01iLY DULL MI5012 RECIRCULATION OF AI1R EXHAUST AIR FROM BATHROOMS AND TOILET ROOMS SHALL NOT BE RECIRCULATED WITHIN A RESIDENCE OR t0 ANOTHER DWELLING UNIT AND SHALL BE EXHAUSTED DIRECTLY TO AREA TO BE EXHAUSTED EXHAUST RATES THE OUTDOORS. EXHAUST AIR FROM BATHROOMS AND TOILET ROOMS SHALL NOT DiSCHARGE INTO 414 ATTiC, CRAWL SPACE OR OTHER AREAS OF THE BUILDING. MI5013 WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM WHOLE -HOUSE MECHANICAL VENTILATION SYSTEMS KITCHENS 100 25 fINTERMITTENT ER UTNE TS SHALL BE DESIGNED IN ACCORDANCE WITH SECTIONS M15013.1 THROUGH 11150133. MI5013.I SYSTEM DESIGN EACH DWELLING UNIT OR GUESTRDOM SHALL BE EQUIPPED WITH A VENTILATION SYSTEM BAT1-4800115-TOILET RMS LAUNDRY ROOMS MECHANICAL EXHAUST CAPACITY OF COMPLYING WITH SECTION M15013.4,11150'135,1115013.6 OR 11150131. COMPLIANCE IS ALSO PERMITTED t0 BE DEMONSTRATED THROUGH COMPLIANCE WITH THE INTERNATIONAL MECHANICAL CODE OR ASHRAE STANDARD 622. INDOOR SWIMMING POOLS 4 SPAS 50 cfln INTERMITTENT OR 20 cfm CONTINUOUS MI50132 CONTROL AND OPERATION 1. LOCATION OF CONTROLS. CONTROLS FOR ALL VENTILATION SYSTEMS SHALL 8E READILY ACCESSIBLE BY 714E OCCUPANT. 2. INSTRUCTIONS. OPERATING INSTRUCTIONS FOR WHOLE -HOUSE VENTILATION SYSTEMS SHALL BE PROVIDED t0 THE OCCUPANT BY THE INSTALLER OF THE SYSTEM. Z - YCMIE � I 3. LOCAL EXHAUST SYSTEMS. LOCAL EXHAUST SYSTEMS SHALL BE CONTROLLED BY MANUAL SWITCHES, 2015 WSEC: 35 ENERGY CREDITS REQUIRED PER TABLE 4062 DEHUMIDISTATS, TIMERS, OR OTHER APPROVED MEANS. 4. CONTINUOUS WHOLE■HOUSE VENTILATION SYSTEMS. CONTINUOUS WHOLE -HOUSE VENTILATION SYSTEMS SHALL ENERGY CREDIT OPTIONS: (la, 3a, 5a, Sc ■ 3.5 CREDITS) OPERATE CONTINUOUSLY AND BE EQUIPPED WITH AN OVERRIDE CONTROL. A 'FAN 014' SWITCH SHALL BE PERMITTED AS AN OVERRIDE CONTROL. CONTROLS SHALL BE CAPABLE OP OPERATING 714E VENTILATION SYSTEM la - EFFICIENT BUILDING ENVELOPE (05 CREDIT) WITHOUT ENERGIZING OTHER ENERGY -CONSUMING APPLIANCES. A CLEARLY VISIBLE LABEL SHALL BE AFFIXED t0 PRESCRIPTIVE COMPLIANCE IS BASE ON ?ABLE 8402.1.1 WITH THE FOLLOWING THE CONTROLS 74447 READS 'WHOLE HOUSE VENTILATION (SEE OPERATING INSTRUCTIONS).' PRDIFICATIONS: 5. INTERMITTENT WHOLE -HOUSE VENTILATION SYSTEMS. INTERMITTENT WHOLE -HOUSE VENTILATION SYSTEMS SHALL _VERTICAL FENESTRATION U■028 COMPLY WITH THE FOLLOWING: - FLOOR R-38 5.1 THEY SHALL BE CAPABLE OP OPERATING INTEWITTENTLY AND CONTINUOUSLY. -SLAB ON GRADE 8_10 PERIMETER AND UNDER ENTIRE SLAB 52 THEY SHALL HAVE CONTROLS CAPABLE OF OPERATING 714E EXHAUST FANS, FORCED -AIR -BELOW GRADE SLAB R-10 PERIMETER AND UNDER ENTIRE SLAB SYSTEM FANS, OR SUPPLY FANS WITHOUT ENERGIZING OTHER ENERGY -CONSUMING APPLIANCES. OR 53 THE SYSTEM SHALL 13E DESIGNED SO THAT 17 CAN OPERATE AUTOMATICALLY BASED ON THE _MANCE BASED ON SECTION 8402.1.4: REDUCE THE TOTAL UA BY 590. TYPE OF CONTROL TIMER INSTALLED. 5.4 THE NTERMI11ENT MECHANICAL VENTILATION SYSTEM SHALL OPERATE At LEAST ONE HOUR OUT 3a - HIGH EFFICIENCY HVAC EQUIPMENT (1.0 CREDIT) OF EVERY FOUR. - GAS, PROPANE OR OIL -FIRED FURrACE WITH MINIMUM AFUE OF 94%, OR 55 744E SYSTEM SHALL HAVE .4 MANUAL CONTROL AND AUTOMATIC CONTROL, SUCH ASA 24-14OUR - GAS, PROPANE OR OIL -FIRED BOILER WITH MINIMUM AFUE OF 92% CLOCK TiMER TO QUALIFY TO CLAIM THIS CREDIT, 714E BUILPNG PERMIT DRAWINGS SHALL SPECIFY 5.6 THE OPTION BEING SELECTED AND SHALL SPECIFY THE HEATING EQUIPMENT TYPE AND 51 AT THE TIME OF FINAL INSPECTION, THE AUTOMATIC CONTROL SHALL BE SET TO OPERATE THE THE MINIMUM EQUIPMENT EFFICIENCY. WHOLE -HOUSE PAN ACCORDING t0 THE SCHEDULE USED TO CALCULATE 714E WHOLE -HOUSE FAN SIZING. 5a - EFFICIENT WATER HEATING (0.5 CREDIT) 5.8 A LABEL SHALL BE AFFIXED t0 714E CONTROL 11447 READS '11J -TOLE 1-1OUSE VENTILATION (SEE - ALL SHOWERI4EAD AND KITCHEN SINK FAUCETS INSTALLED IN THE HOUSE SHALL SE OPERATING INSTRUCTIONS).' RATED AT 1.1115013 D. 2.1 OPERATING INSTRUCTIONS INSTALLERS SHAPROVIDE THE MANUFACTURER'S INSTALLATION, OPERATING 5 GPM LSS. INSTRUCTIONS, AND AWHOLE-HOUSE VENTILATION SYSTEM OPERATION DESCRIPTION. -AALL OTHER LAVAATORY FAUCETS SHALL BE RATED A7 1.0 GPM OR LESS. TO QUALIFY TO CLAIM 71416 CREDIT, 714E BUILDING PERMIT DRAWINGS SHALL SPECIFY 11150133 MEGHANfGAL VENTILATION RATE THE WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM SHALL PROVIDE 714E OPTION BEING SELECTED AND SHALL SPECIFY THE MAXIMUM FLOW RATES FOR ALL OUTDOOR AiR TO EACH DWELLING UNIT At A CONTNUOUS RATE OP NOT LESS THAN 114.47 DETERMINED N Sl-IOUJER14EADS, KITCHEN SINK FAUCETS, AND OTHER LAVATORY FAUCETS. ACCORDANCE WITH TABLE 11(50133(1). 5c - EFFICIENT WATER HEATING (1.5 CREDITS) EXCEPTION: 744E WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM IS PERMITTED TO OPERATE INTERMITTENTLY WATER HEATING SYSTEM SI4ALL INCLUDE ONE OF THE FOLLOWING: WHERE 714E SYSTEM HAS CONTROLS THAT ENABLE OPERATION FOR NOT LESS THAN 25 PERCENT OF EACH 4 -HOUR - GAS, PROPANE OR OiL WATER HEATER WITH MINIMUM EF OF 091 SEGMENT AND THE VENTILATION RATE PRESCRIBED N TABLE Mi50133(I) 15 MULTIPLIED BY THE FACTOR OR DETERMINED IN ACCORDANCE WITH TABLE 11150133(2). - SOLAR WATER HEATING SUPPLEMENTING A MINIMUM STANDARD WATER HEATER SOLAR WATER HEATING WILL PROVIDE A RATED MINIMUM SAVINGS OF 85 THERMS M(50135 WHOLE -HOUSE VENTILATION INTEGRATED WITH A FORCED -AIR SYSTEM. 74415 SECTION ESTABLISHES OR 2000 kith BASED ON THE SOLAR RATING AND CERTIFICATION CORPORATION MINIMUM PRESCRIPTIVE REQUIREMENTS FOR WHOLE -HOUSE VENTILATION SYSTEMS INTEGRATED WITH FORCED -AIR (SRCC) ANNUAL. PERFORMANCE OF OG -300 CERTIFIED SOLAR WATER HEATING VENTILATION SYSTEMS. A SYSTEM WHICH MEETS ALL 744E REQUIREMENTS OF 71416 SECTION SHALL BE DEEMED TO SYSTEMS SATISFY THE REQUIREMENTS FOR A WHOLE -HOUSE VENTILATION SYSTEM. OR 11150133.1 INTEGRATED WHOLE -HOUSE VENTILATION SYSTEMS. INTEGRATED WHOLE -HOUSE VENTILATION SYSTEMS - ELECTRIC HEAT PUMP WATER HEATER WITH MINIMUM EF OF 2.0 AND MEETING 714E SHALL PROVIDE OUTDOOR AIR AT THE RATE CALCULATED USING SECTION 11150133. INTEGRATED FORCED -AIR STANDARDS OF NEEA'S NORTHERN CLIMATE SPECIFICATIONS FOR HEAT PUMP VENTILATION SYSTEMS SHALL DISTRIBUTE OUTDOOR AIR TO EACH HABITABLE SPACE THROUGH 714E WATER HEATERS FORCED -AIR SYSTEM DUCTS. INTEGRATED FORCE -AIR VENTILATION SYSTEMS SI4ALL HAVE 414 OUTDOOR AIR TO QUALIFY TO CLAIM THiS CREDIT, THE BUILDING PERMIT I a AI = - ~�■ FY INLET DUCT CONNECTING A TERMINAL ELEMENT ON THE OUTSIDE OP 714E BUILDING 70 714E RETURN AIR PLENUM THE OPTICA BEING SELECTED AND 6HALL SPECIFY THE W `;TET `� '- 4." 7 INLET OF THE FORGED -AIR SYSTEM, A7 A POINT WITI4N 4 FT UPSTREAM OF 744E AIR HANDLER THE OUTDOOR AIR INLET TYPE AND THE MINIMUM EQUIPMENT EFFICIENCY AND, FOR =`g1; r ,.:�1'� DUCT CONNECTION t0 THE RETURN AiR STREAM SHALL BE LOCATED UPSTREAM OF THE FORCED-AiR SYSTEM SYSTEMS, THE CALCULATION OF THE MINIMUM ENERGY SAVI ` - . APPROVED BLOWER AND SHALL NOT BE CONNECTED DIRECTLY INTO A FURNACE CABINET TO PREVENT T44ERMAL SHOCK t0 THE HEAT EXCHANGER THE SYSTEM WILL BE EQUIPPED WITH A MOTORIZED DAMPER CONNECTED TO THEOCT 2 4 2017 AUTOMATIC VENTILATION CONTROL AS SPECIFIED 114 SECTiON 1"1150132.714E REQUIRED FLOW RATE SHALL BE VERIFIED BY FIELD TESTING WITH A FLOW 4400D OR A FLOW MEASURING STATION. 11(501332 VENTILATION DUCT INSULATION. ALL SUPPLY DUCTS IN THE CONDITIONED SPACE SHALL BE INSULATED TO A MINIMUM OF R-4. City Of Tukwila 1115013.53 OUTDOOR AIR INLETS. INLETS SHALL BE SCREENED OR OTHERWISE PROTECTED PROM ENTRY BY BUILDING DIVISION LEAVES OR OTHER MATERIAL. OUTDOOR AIR INLETS SHALL BE LOCATED SO AS NOT TO TAKE AIR FROM THE RECEIVED FOLLOWING AREAS: 1 CLOSER THAN 10 Ft FROM AN APPLIANCE VENT OUTLET, UNLESS SUCH VENT OUTLET iS 3P7 ABOVE CITY OF TUKWILA THE OUTDOOR AIR INLET. 2. WHERE It WiLL PICK UP OBJECTIONABLE ODORS, FUMES OR FLAMMABLE VAPORS. AUG 16 2017 3. A HAZARDOUS OR UNSANITARY LOCATION. 4. A ROOM OR SPACE WAVING ANY FUEL -BURNING APPLIANCES THEREIN. 5. CLOSER 714AN 10 FT FROM A VENT OPENING OF A PLUMBING DRAINAGE SYSTEM UNLESS 714E VENT PERMIT CENTER OPENING 15 AT LEAST 3 FT ABOVE THE AIR INLET. 6. ATTIC, CRAWL SPACES, OR GARAGES. M1501.4 LOCAL EXHAUST LOCAL EXHAUST 614ALL BE PROVIDED 114 EACH KITCHEN, BATHROOM, WATER CLOSET, LAUNDRY ROOM, INDOOR SWIMMING POOL, SPA, AND OTHER ROOMS WHERE WATER VAPOR OR COOKING ODOR IS �'■' PRODUCED. LOCAL EXHAUST SYSTEMS SHALL BE DESIGNED TO HAVE 714E CAPACITY t0 EXHAUST 714E MNIMUM AIR PLOW RATE DETERMINED 114 ACCORDANCE WITH TABLE MI501.4. F *.g oc.3 c W � A �'�M ;*1 04 4* 4t4 o 61,° A.y z.e4 1 za tu �- 1 o -4N• 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: LS2-1904-2L Date: s-s-il N-2 MASONRY VENEER - GENERA NO $ PER SEC. R103.12 ADHERED MASONRY VENEER 81-1,4LL COMPLY WITH THE REQUIREMENTS OF SECTION 8103.13 AND THE REQUIREMENTS IN SECTIONS 12.1 AND 12.3 OF TMS 402/ACI 530/ASCE 5. ADHERED MASONRY VENEER SHALL BE INSTALLED IN ACCORDANCE WITH SECTION 8103.1.1, ARTICLE 3.3C OF TMS 602/ACI 530.1/ASCE 6 OR THE MANUFACTURER'S INSTRUCTIONS. CLEARANCES - MINIMUM OF 4 INCHES ABOVE THE EARTH, MINIMUM OF 2 INCHES ABOVE PAVED AREAS; OR MINIMUM OF 1/2 INCH ABOVE EXTERIOR WALKING SURFACES THAI ARE SUPPORTED BY THE SAME FOUNDATION THAT SUPPORTS THE EXTERIOR WALL. - FLASHING AT FOUNDATION - ,4 CORROSION -RESISTANT SCREED OR FLASHING OF A MINIMUM 0.019 -INCH OR 26 -GAGE GALVANIZED OR PLASTIC WITH A MINIMUM VERTICAL ATTACHMENT FLANGE OF 31'2 NCHES SHALL BE INSTALLED TO EXTEND A MINIMUM OP 1 INCH BELOW THE FOUNDATION PLATE LINE ON EXTERIOR STUD WALLS IN ACCORDANCE WITH SECTION R103.4. WATER-tdESIATIVE t3.4!ER - A HIATEi2-RFS!STIVP BARRIER SHALL BE INSTALLED AS REQUIRED BY SECTION 81032 AND SHALL COMPLY WITH THE REQUIREMENTS OF SECTION 8103.63. THE WATER -RESISTIVE BARRIER SHALL LAP OVER THE EXTERIOR OF THE ATTACHMENT FLANGE OF THE SCREED OR FLASHING PROVIDED IN ACCORDANCE WITH SECTION 8103.122. SIDING PER ELEVATION FLASHING 2X3 BEVELED TRIM FLASHING ADHERED CULTURED STONE STONE VENEER N.T.S. NORTH ELEVATION \\\\..„rek,._\-----,----_,xwbi.-,..1.".. --0-- 12 SOUTH LVATlON B SRT IRESISTANT OVER SHEATHING OR SUBSTRATE FINISH SIDING GSM TRIM PLASHING WITH 5" MIN. VERTICAL LE& HORIZONTAL. WOOD TRIM H OR I Z. TRIM AT SH EACH NCS/LUOOD STUDS N.T.S. 2x6 EXTERIOR WALL 1/16' PLY OR 06m - SHEATHING, TYP.� SIDING PER ELEVATIONS OVER VAPOR BARRIER, PRE -FINISHED CONTINUOUS 5I-IEETMETAL FLASHING, Trp. COMP. ROOFING: OVER VAPOR BARRIER ATOP 1/16' PLY OR OSB SHEATHING, TYP TR! !$6 OR RAFTER PER PLAN ROO: 10 WALL. PLASHINfi" A t N.T.S. mmawatm Ammomvi `AV Szi• O I \\\��c lammiummim r�\\\\ \\\\\_\\\\ CEDAR SHAKE SIDING 2x8 BARGE BD. W✓ 1x2 TRIM 5/4x6 CORNER TRIM EAST ELEVATION ROOF DRIP EDGES PER SEC. R5052.6.5 PROVIDE DRIP EDGE AT EAVES 4 GABLES W/ A MIN. 2' OVERLAP 12 5/4x8. FASCIA MV CONT. GUTTER 6" EXP. LAP SIDING u 11 ii I I I I I I r -`r I I I I II I T IA TSI ROOFING COMPOSITION 5/4x8 2x5 ATOP to 7 1/4"=11-0" COR'REC 'ION LTR# 5/4x8 BAND S. ATOP SLAB® IRONT 4 RAR PORCHES' PLASHING REVIEWED FO CODE COMPLIA APPROVED OCT 2 4 2017 — City of Tukwila ILDING DIVISI d Z d) iia"_ RECEIVED Y OF TUKWI OCT 2 0 2017 PERMIT CENTE &RADE TO SLOPE AWAY PROM FOUNDATION A MIN. OP 6" WITHIN THE FIRST 10' HOUSE NUMBERS TO BE VISIBLE 4 LEGIBLE WITH CONTRASTING 4 BACKGROUND FROM THE STREET FRONTING THE HOUSE. ADDRESS NUMBER SHALL BE MIN. 4' HIGH 4 A MN. STROKE WIDTH OF 1/2' PER SEG. 8319.1 i 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan .was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic— ensed builder and struct— ural engineer for compli— ance to specific site con— ditions. 4. These plans should not be altered by other than a qualified designer, archi— tect, or structural engineer. Plan No: LS2-1904-2L Date: S -S-11 ♦ ♦ • 61 40'-0' 5/0x4/0 XO 2/0x4/0 SH 5/0x4/0 XO EGRESS BEDROOM 2 160) S'-0' CEILING . S.D. WALK- IN CLOSET LINEN LINEN N EF. 50 CFM LOFT 6' ATTIC ACCESS LINEN \v vv vv\yvvvv vv vvvvv vvvvvvv v v y av �v �\vvvvvlUv-vvv\vvvAvVv\vAvvvv\ 3'-0' / MASTER BEDROOM 8'-0' CEILING MASTER BATH 5'-5' 4'-10• BEDROOM B S'-0' CEILING 110V S.D. 61 ON 16R yvyvv v vvvvyvv\\>\"\s`,\`‘`, \` \\\\\\, ABOVE 1 ADNOSING. HALF WALL 4V HALF WALL - 5'-10' iO S.D. 61 n \&\ •41\ 4/0x4 0 XO 2'-6' / 2'-4' 1' S' 41- 0' W1 -TOLE HOUSE VENTILATION: INTEGRATED: INTEGRATED WITH FURNACE SEE SHEET N-2 FOR REQUIREMENTS. *REFER TO SHEET N-2 TABLE 1501.3.3(1) 4 150133(2) FOR FAN SIZING AND RUN TIMES FURt•4ACE TO HAVE A DUCT FOR OUTSIDE AIR. MOTORIZED DAMPER WITH TIMER AND CONTROLS ARE TO BE ADDED FOR THE REQUIRED FRESH AIR EXCHANGE. UTILITY ROOM NOTES/MAKE UP AIR: PER IRC G2439 L WHERE THE EXHAUST DUCT IS CONCEALED WITHIN THE BUILDING CONSTRUCTION AND THE EXHAUST DUCT EQUIVALENT LENGTH EXCEEDS 35 FT, THE EQUIVALENT LENGTH OP THE EXHAUST DUCT SHALL 8E IDENTIFIED ON A PERMANENT LABEL OR TAG. THE LABEL OR TAG SHALL BE LOCATED WITHIN 6 FT OP THE EXHAUST DUCT CONNECTION PER 62439.1.5. 2. INSTALLATIONS EXHAUSTING MORE THAN 200 CFM SHALL BE PROVIDED WITH MAKE UP AIR. WHERE A CLOSET I8 DESIGNED FOR THE INSTALLATION OP A CLOTHES DRYER AN OPENING 1-IAVING AN AREA OF NOT LESS THAN 100 SQ. INCHES FOR MAKE UP AIR SHALL SE PROVIDED N THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE PROVIDED BY OTHER APPR. MEANS PER G24395. :;. • 100 SQ INCH TRANSFER GRILL 6'-6' METAL FIREPLACE INSTALL PER MPR SPECS. PROVIDE 6' SQ. IN. OUTSIDE AIR EGRESS 5 8'-0 8P 6'-3' 6/0x4/6 XOX 12'-6' u 6'-3' 3/0x4/6 FX 4'-0' 6'-0' 1 1 40'-01 1 4" = I' -O" PLAN INTERIOR STAIRWAY ILLUMINATION PER SEC R303.1 IRC INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE TO ILLUMINATE THE LANDINGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. THE LIGHT SOURCE SHALL BE CAPABLE OF ILLUMINATING TREADS AND LANDINGS TO LEVELS NOT LESS THAN 1 FOOT-CANDLE MEASURED AT THE CENTER OF TREADS AND LANDINGS. THERE SHALL BE A WALL SWITCH AT EACH FLOOR LEVEL To CONTROL THE LIGHT SOURCE WHERE TI4E STAIRWAY HAS SIX OR MORE RISERS. EXCEPTION: A SWITCH IS NOT REQUIRED WHERE REMOTE, CENTRAL OR AUTOMATIC CONTROL OF LIGHTING IS PROVIDED. EXTERIOR STAIRWAY ILLUMINATION PER SEC R303.8 IRC EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE TOP LANDING OF THE STAIRWAY. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. EXTERIOR STAIRWAYS PROVIDING ACCESS TO A BASEMENT FROM THE OUTDOOR GRADE LEVEL SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE BOTTOM LANDING OF TI4E STAIRWAY. -JI 2' y\\,AAVA\\VAv'\\VAA vvvvwtvy AvvvwAAA AAvvAAA� BEDROOM 4 S'-0' CEILING EGRE 6'-6 6/0x4/6 6) 13'-0' N MAIN FLOOR AREA UPPER FLOOR AREA TOTAL 6ARA6E GENERAL NOTES: • z4 N 42'-0' PATIO 4' CONC. 3/0x4/6 XO 6/0x8/0 SGD S.G. 8/0x5/0 XOX GE KITCHEN 733 100 CFM 9' CEILING SINK dl rR DINING 9' CEILING FAMILY ROOM 7`119' CEILING 1 IREPLACE INSTALL PER MPR SPECS. PROVIDE 6' SQ. IN. OUTSIDE AIR WALL MOUNTED RINNAI RUC801 NAT. GAS HOT WATER SYSTEM (ENERGY FACTOR IM IV MIN. SOLID CORE& SELF CLOSING DOOR WOOD,STEEL OR 20 MIN. RA 5'- PANTRY \\ STAIR PROTECTI8302.1ON PER q �1 _ 'X�'n�`'- ON ALL _. �STRUC� : RA \ ;�� L� , i) LAYijL �o�\\�m. %,,,,11 O ��° t OPENINGS T THROUGH CLG OR ALL COMMON TO HOUSE, MIN. 26 GAGE STEEL. STS 'X' GUB SG ENTRY 9' CEILING 36' HIGH OPEN RAIL - RIRC 16/0x8/0 O.H. DOOR BLUE 18 AU TRACER WMETAL WATER DSERVI Et - PIPING PER UPC 6049 / 9'-6' 818 SCO FT. IOU) SO. FT. q04 SO. FT. 55q SO. FT. 1. ALL WORK TO SE IN CONFORMANCE WITH 2015 I. 2. VENT ALL EXHAUST FANS, DRYER VENTS AND RANGES TO OUTSIDES. 3. VENT WATER HEATER PRESSURE RELIEF VALVES TO OUTSIDE. 4. PROVIDE FIRE BLOCKING AT ALL PLUMBING AND MECHANICAL PENETRATIONS. 5. ALL SHOWER WALLS TO SE WATERPROOF TO MINIMUM 12' ABOVE DRAIN. 6. SHOWERHEADS 4 KITCHEN FAUCET TO BE LIMITED TO MAXIMUM 1.15 G.P.M. FLOW. ALL OTHER LAVATORY FAUCETS t0 BE LIMITED TO MAXIMUM 1.0 G.PM FLOW. 1. ALL GLAZING WITHIN 60' ABOVE DRAIN INLET TO EE SAFETY GLASS. 8. ALL GLAZING WITHIN 24' OP DOOR OR WITHIN 18' OF FLOOR TO BE SAFETY GLASS 9. SMOKE ALARMS - TO SE INSTALLED PER SEC 83143 IN THE FOLLOWING LOCATIONS: IN EACH SLEEPING ROOMS, OUTSIDE EACH SEPARATE SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS. ON EACH ADDITIONAL STORY OF THE DWELLING, INCLUDING BASEMENTS AND HABITABLE ATTICS, AND ALARMS TO BE INSTALLED NOT LESS THAN 3 FT. HORIZONTALLY FROM A BATHROOM THAT CONTAINS A BATHTUB OR SHOWER. ALARMS TO BE INTERCONNECTED IN SUCH A MANNER THAT ACTUATION OF ONE ALARM WILL ACTIVATE ALL OP THE ALARMS IN THE INDIVIDUAL UNIT. =SMOKE ALARM -CARSON MONOXIDE CO1180. 6/0x5/0 X0X NOT TO BE LOWER THAN 15 INCHES FROM TOP OF THRESHOLD. (83113.1) 42'-0' MAIN LOORpLAWAIEXIIDOOR 10. PROVIDE CARBON MONOXIDE ALARMS PER SEC, 8315 AN APPROVED CARBON MONOXIDE ALARM SHALL 8E INSTALLED ON EACH FLOOR 4 OUTSIDE OF EACH SLEEPING AREA IN TI -4E IMMEDIATE VICINITY OF THE BEDROOMS. PER 2015 IRC 4 WA. STATE AMENDMENTS SEC 8315. 11. INSULATE ALL WATER PIPES TO MINIMUM R-3 PER WSEC R40353. 12. ALL DUCTS 4 EXHAUST DUCTS N UNCONDITIONED SPACES SHALL 8E INSULATED TO A MINIMUM OF R -S PER WSEC R403.3.1. DUCTS WITHIN A CONCRETE SLAB OR IN THE GROUND SHALL BE INSULATED TO R-10 WITH INSULATION DESIGNED TO BE USED BELOW GRADE. 13. EXHAUST AIR SHALL NOT 8E DIRECTED ONTO WALKWAYS. ALL EXHAUST DUCTS SHALL TERMINATE OUTSIDE THE BUILDING. PER 830352. 14. GAS PIPING IS TO BE PROTEC D PER G2415.1. WHERE PIPING IS INSTALLED THROUGH HOLES OR NOTCHES IN FRAMING MEMBERS AND THE PIPING IS LOCATED LESS THAN 1-1/2 NCI -ES FROM THE FRAMING MEMBER FACE TO WH1C14 WALL, CEILING OR FLOOR MEMBRANES WILL BE ATTACHED, THE PIPE SHALL BE PROTECTED BY SHIELD PLATES THAT COVER THE WIDTH OF THE PIPE AND THE FRAMING MEMBER AND THAT EXTEND NOT LESS THAN 4 INCHES TO EACH SIDE OF THE FRAMING MEMBER. WHERE THE FRAMING MEMBER THAT THE PIPING PASSES THROUGH ISA BOTTOM PLATE, BOTTOM TRACK, TOP PLATE OR TOP TRACK, THE SHIELD PLATES SHALL COVER TI -IE FRAMING MEMBER AND EXTEND NOT LESS THAN 4 INCHES ABOVE THE 'BOTTOM FRAMNG MEMBER AND NOT LESS THAN 4 INCHES BELOW THE TOP FRAMING MEMBER 1/4"=1'-O" 15. ATTIC 4 CRAWL ACCESS HATCHES OR DOORS SHALL BE WEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDNG SURFACES 16. WHOLE HOUSE VENTILATION 24 HR TIMER, READILY ACCESSIBLE 4 WITH LABEL AFFIXED TO CONTROL THAT READS 'WI -IDLE HOUSE VENTILATION' (SEE OPERATING INSTRUCTIONS) 11. D.- R DUCT SPECIFIED LENGTH PER SEC M1502A.5.1, THE MAXIMUM LENGTH OF THE EXHAUST DUCT SHALL BE 35 PEET(1066amm) FROM THE CONNECTION TO THE TRANSITION DUCT FROM THE DRYER TO THE OUTLET TERMINAL. WHERE FITTINGS ARE USED, THE MAXIMUM LENGTH OF THE EXHAUST DUCT SHALL BE REDUCED N ACCORDANCE WITH THE TABLE MI502.45.1. THE MAXIMUM LENGTH OF THE EXHAUST DUCT DOES NOT INCLUDE THE TRANSITION DUCT. 18. CAVITIES WITHIN CORNERS AND HEADERS OF FRAME WALLS SHALL BE NSULATED BY COMPLETELY FILLING THE CAVITY WITH A MATERIAL HAVING A THERMAL RESISTANCE OF R-3 PER INCH MINIMUM PER 2015 WSEC TABLE 8402,4.1.1. REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 4 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 162017 PERMIT CENTER gN :a 00 z yM �1 , .ta Tes E4 e+i za 4011o 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: LS2-1904-2L Date: 2 to 40'-0' 36'-0' 4'-0' PATIO / * 4 EARS TYPICAL FOUNDATION VENTS AS REQ'D s�,,,020 S ONC.. 0 7 /", 1 I 1 1 I 1 1 • ♦fil0 _ \ \ 21-0' 4? DBL JST 5'-0+ \CANT. CRiti ,l-SP4CE DB- L J JST L J 2><10 1—F2 J; 1 W/ 1R -3S 4k J 6 MIL V THROUGHOUT LAP SQUEEN SPLICES VAPOR CR4WLbPACE 12'. BARRIER (BLOCK) E r r L - in 7 DBL J817� 2 0' 3 0' 4'-0' • '� 4x8 __- = -�---I UMW -�- 18'-6' 8 f1 ' 5'-5' 18'X74' 1'-5' .4 .t1 ilk / ./' 11/1 cq Q1 r ---f c+► 4x4 PTs PO T 4,-,4, ■ 2'-0' <1-6.FDN .9 (i) .44m 4' CONC. SLAB W/ �p < 16' PTG `� W/ COMPACT FILL - X31 e0 SLOPE 3' TO DOORS X ,4 Q O cp a0 � O c�`1Q Xid r.B? __r_ - CONT. RIM JOIST PER MFR to 6� -' a I/ --in1 1F1 n 161-3' R.O. FOR 16/0 O.N. DOOR • �1 4 ��` I - S'-'"�'� FIL y ! ♦ ♦ ♦ GRAIL (� `� ♦ 6.4 ,s,,,. \b‘ \i, 0 4 IBA 0 49), j j ' ' ` co oa 18' O.C. TYPICAL j t, /�-p, 9'-6' 9'-6' it 19'-0' i 8'-0' \ ,'-' 40'-0' %/l A\T��� � FOUNDATION NOTES: 1. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED SOIL. 2. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. 3. ALL BEAMS TO BE 4x10 DFL *2 ON 4x4 POSTS (4x6 AT SPLICES) ON 24' DIA. x 8' CONC. PADS UNLESS NOTED OTHERWISE. 4. ALL POSTS TO BE ANCHORED AGAINST LATERAL MOVEMENT. 5. SOLID BLOCK AT ALL POINT LOADS FROM ABOVE. 6. FLOOR JOISTS SHOULD SE SUPPORTED LATERALLY AT EACH END AND At EACH SUPPORT, BY SOLID BLOCKING OR BY ANOTHER APPROVED METHOD. 'I. PROVIDE MINIMUM 1S'-24' CRAWL ACCESS. *CRAWL ACCESS HATCHES OR DOORS SHALL BE WEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDINGS SURFACES. 8. PROVIDE CRAWL SPACE VENTILATION PER IRC SECTION R408. *FOUNDATION VENTS 81.1ALL BE PLACED SO THAT THE TOP OF THE VENT IS BELOW THE LOWER SURFACE OF THE FLOOR INSULATION. 9. INTERIOR GRADE OF CRAWL SPACE SHALL BE SLOPED TO DRAIN AND INSURE THE REMOVAL OF WATER 10.PREVENT WOOD TO CONC. CONTACT W/CONT. FLASHING OR APPROVE MEMBRANE. 11. INDICATES 'SIMPSON' HOLDDOWN. 12. / SEE SHEARWALL SCHEDULE FOR ANCHOR BOLT SIZE 4 SPACING (S1 -IT 51.0). VENTILATION CRAWL SPACE VENTILATION TOTAL NET FREE AREA REQ'D 818/150 = 5,49 SQ. FT. PROVIDE SCREENED VENTS FOR VENTILATION 12 VENTS REQ'1 USE 3'x3'x1/4' GALVANIZED STEEL SQUARE PLATE WASHERS FOR ALL ANCHOR BOLTS 4' 0 SCHED. 40 Sit. BOLLARD 4-3/8'X3' ANCHOR BOLTS (SIMPSON TITAN HD OR EQ) 4' CONCRETE SLAB BIMSF' N AI'ITA HD5`O! EQ) Ft. I/2' X 8' X 8' VE z E IM ACT 5 IE SIDE VIEW ■ 3/16 TOP VIEW ■ • ETAIL 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 rebarand shall protrude 8" min. above top of foundation wall near location of power panel.) 0 QST U0s 4X10 DI el- A W L 111 u0-1 4X8 =CZ! I■ U09 4X12 P 2 Fl -6 U10 3V3x101/2' GLIB Pl-6 111111111111..1111111, - 1 F 1- O t - ARI 06 PI -3 - 4xUO3 LJILJIL1L1L1L1L1 AEI 2X BLOCKNG * WALL ABOVE 1 EXTEND JOISTS T HEADER(CHAMPFER ROOF) L PI -3 U04 4X12 DP 2 Ill BEARING WALL xiA Are.- BEAR WALL -3 UPPER UPPER PLOOiR FRAM I NG CONT. PBL. TOP PLATE R- IO RI6112 INSULATION (SHADED AREA) O° WALL KCIN6 STUD EXTERIOR PLYWOOD TRIMMER HEADER/INSULATION DETAIL NTS 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. 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. DEL JST 11 1 1 4 - :L 4 BEARING WALL O 4X10 DP'1 U01 1;' FRAMING NOTES: P1-3 0 0 4 1. ALL MULTIPLE JOISTS OR BEAMS MUST BE 150TH GLUED AND NAILED W/Sd NAILS * 24' O.C. NAILED TOP 4 BOTTOM STAGGERED EACH SIDE. 2. ALL HEADERS TO BE 4x8 DF *2, UNLESS NOTED OTHERWISE. HEADERS AT EXTERIOR WALLS 4 WARM WALLS TO BE INSULATED W/R-10 RIGID INSULATION. 3. SOLID BLOCK BENEATH ALL POINT LOADS FROM ABOVE. 4. FLOOR JOISTS 8I-IOULD BE SUPPORTED LATERALLY AT EACH AND AT EACH SUPPORT BY SOLID BLOCKING OR BY ANOTHER APPROVED METHOD. 5. o MSTC 40 STRAPS PER STRUCTURAL, UNLESS NOTED OTHERWISE REFER TO SHEAR WALL SCHEDULE. d22M REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 4 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 16 2017 PERMIT CENTER NOTE - FASTENERS FOR TREATED WOOD TO BE HOT -DIPPED GALVANIZED, STAINLESS STEEL, SILICONE, BRONZE OR COPPER STUD NOTCHING A • BORING - BEARINGS OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 60% BORING IF DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON-BEARING MAXIMUM NOTCH 40%, BORING 60%. - HOLES NO CLOSER THAN 5/8 INCH TO FACE OF STUD. 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: LS2-1904-2L Date: 3 CONT. DBL. TOP PLATE R -IO RI6I17 INSULATION ® EXTERIOR SIPE OF WALL (SHADED ARE,) KIN& STUD EXTERIOR PLYWOOD TRIMMER HEADfi/INSULATION DETAIL NTS ROOF Y NR"1L4TION CALCULATIONS 4 REQUIREMENTS AT LEAST 40%4 NOT MORE THAN 50%e OF REQUIRED VENTS SHALL BE N UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST POINT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. VENTILATION REQUIRED PER SEC. 8806.1 - ENCLOSED ATTICS AND ENCLOSED RARER SPACES FORMED WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS SHALL HAVE CROSS VENTILATION FOR EACH SEPARATE SPACE BY VENTILATING OPENINGS PROTECTED AGAINST THE ENTRANCE OF RAIN OR SNOW. VENTILATION OPENINGS SHALL HAVE A LEAST DIMENSIONS OF 1/16' INCH MINIMUM AND 1/4' INCH MAXIMUM. VENTILATION OPENINGS HAVING A LEAST DIMENSION LARGER THAN 1/4' SHALL BE PROVIDED WITH CORROSION -RESISTANT WIRE CLOTH SCREENING, HARDWARE CLOTH OR SIMILAR MATERIAL WITH OPENINGS HAVING A LEAST DIMENSION OF 1/16' MINIMUM AND 1/4' MAXIMUM. OPENINGS IN ROOF FRAMING MEMBERS SHALL CONFORM TO THE REQUIREMENTS OF SECTION RS02.1. REQUIRED VENTILATION OPENINGS SHALL OPEN DIRECTLY TO THE OUTSIDE AIR MINIMUM VENT AREA PER SEC. R8062 - THE MINIMUM NET FREE VENTILATION A 1/150 OF THE AREA OF THE VENTED SPACE. VENT AND INSULATION CLEARANCE PER SEC. 88063 - WHERE EAVE INSTALLED, INSULATION SHALL NOT BLOCK THE FREE FLOW OF AIR. NOT SPACE SHALL BE PROVIDED BETWEEN THE INBULATI �� • ND THE RO LOCATION OF THE VENT. SEE SHEET N2 FOR ROOF VENTILATION C APPLIANCES IN ATTIC NOTES: PER 2015 IRC MI305.13 1. ATTICS CONTAINING APPLIANCES SHALL BE PROVIDED WITH AN OPENING AND A CLEAR AND UNOBSTRUCTED PASSAGEWAY LARGE ENOUGH TO ALLOW REMOVAL OF THE LARGEST APPLIANCE, BUT NOT LESS THAN 30 INCHES HIGH AND 22 INCHES WIDE AND NOT MORE THAN 20 FT LONG MEASURED ALONG THE CENTERLINE OF THE PASSAGEWAY FROM THE OPENING TO THE APPLIANCE. THE PASSAGEWAY SHALL HAVE CONTINUOUS SOLID FLOORING IN ACCORDANCE WITH CHAPTER 5 NOT LESS THAN 24 INCHES WIDE. A LEVEL SERVICE SPACE NOT LESS THAN 30 INCHES DEEP AND 30 INCHES WIDE SHALL BE PRESENT ALONG ALL SIDES OF THE APPLIANCE WHERE ACCESS IS REQUIRED. THE CLEAR ACCESS OPENING DIMENSIONS SHALL BE NOT LESS THAN OF 20 INCHES BY 30 INCHES, AND LARGE ENOUGH TO ALLOW REMOVAL OF THE LARGEST APPLIANCE. EXCEPTIONS: 1. THE PASSAGEWAY AND LEVEL SERVICE SPACE ARE NOT REQUIRED WHERE THE APPLIANCE CAN BE SERVICED AND REMOVED THROUGH THE REQUIRED OPENING. 2. WHERE THE PASSAGEWAY I8 UNOBSTRUCTED AND NOT LESS THAN 6 FT HIGH AND 22 INCHES WIDE FOR ITS ENTIRE LENGTH, THE PASSAGEWAY SHALL BE NOT MORE THAN 50 FT LONG. O O ROI 4x10 DF"2 RO2 p' - -4x8D---MM. - 4x10 DF�2 MIN. ACCESS P'ROVI 2'x30' TIC PER I —a RS01.1. E 22'x36' ATTIC ESS '•R CE OVAL_ 949 EFF PAW MAX BTU/HR x)00000c 1 1 LL BE ORNICE TS THAN AN INCH • uING AT THE iLATI°N AND L. T I ONS 2. ELECTRICAL REQUIREMENTS M1305.13.L A LUMINAIRE CONTROLLED BY A SWITCH LOCATED AT THE REQUIRED PASSAGEWAY OPENING AND A RECEPTACLE OUTLET SHALL BE INSTALLED AT OR NEAR THE APPLIANCE LOCATION IN ACCORDANCE WITH CHAPTER 39. EXPOSED LAMPS SHALL BE PROTECTED FROM DAMAGE BY LOCATION OR LAMP GUARDS. 3. PROVIDE 2x12 PLATFORM W/ 2 -LAYERS 34' PLYWOOD ATOP BOTTOM CHORD OF MFG. TRUSS THAT MEETS THE REQUIRED CLEARANCES. USE R-49 INSULATION UNDER PLATFORM. (1 -LAYER OF R-38 HIGH DENSITY (10-1/4') 4 1 -LAYER R-11 (3-1/2'). 4. NO AIR CONDITIONING TO BE INSTALLED IN ATTIC. 5. PROVIDE GALVANIZED MT. DRAIN PAN WITH WET SWITCH. PROVIDE CONDENSATION LINE FROM FURNACE TO EXTERIOR FOR DRAINAGE. MANUF. MONO TRUSSES 24' O.C. GIRDER TRUSS MAN - MID Pl-3 ROOF FRAMING PLAN 1/4"=I'-0" PI-3 1Y\ O TRUSSES O.C. MAX c22� • ROOF OVERFRAME NOTES: IRC SEC 88023 1. RAFTERS SHALL BE FRAMED TO 2x RIDGE BOARD PER PLAN. RIDGE BOARD SHALL NOT BE LESS IN DEPTH THAN THE CUT END OF THE RAFTER. AT ALL VALLEYS AND HIPS THERE SHALL BE A 2x VALLEY OR HIP RAFTER AND NOT LESS IN DEPTH THAN TI -4E CUT END OF THE RAFTER (FULL COVERAGE AT RIDGE, HIPS AND VALLEYS). ROOF FRAMING NOTES: 1. ALL HEADERS TO BE 4x8 DP •2, UNLESS NOTED OTHERWISE. HEADERS AT EXTERIOR WALLS 4 WARM WALLS TO BE INSULATED W/R-10 RIGID INSULATION. 2. ALL OTI-ER TRUSSES: • • SHALL CARRY MANUFACTURERS STAMP. • SHALL HAVE DESIGN DETAILS AND SPECIFICATIONS ON SITE FOR FRAME INSPECTION. + SHALL BE INSTALLED AND BRACED PER MANUFACTURERS SPECIFICATIONS. 3. NO TRUSS SHALL BE FIELD -MODIFIED WIT PRIOR CONSENT OF THE TRUSS ENGINEER THE BUILDING DEPARTMENT. k 4. PROVIDE ATTIC ACCESS AT A MINIMUM OF 22'x30' PER IRC SEC. RS01.1. •ACCESS WATCHES OR DOORS SHALL BE WEATI-ERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES. EVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 4 2017 5. PROVIDE ATTIC VENTILATION PER IRC SEC. R806. ALL FRAMING TO COMPLY WITH IRC SEC RS02. 6. REFER TO 51 -EAR WALL SCHEDULE. NOTE - FASTENERS FOR TREATED WOOD TO BE 140T -DIPPED GALVANIZED, STAINLESS STEEL, SILICONE, BRONZE OR COPPER. STUD NOTCHING AND BORING - BEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 60% BORING IP DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON-BEARING MAXIMUM NOTCH 40%, BORING 60%. - HOLES NO CLOSER THAN 5/8 INCH TO FACE OF STUD. City of Tukwila BUILDING D1ViSiON RECEIVED CITY OF TUKWILA AUG 16 2017 PERMIT CENTER O� E a =av 78 arik 41. 0348 6 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic— ensed builder and struct— ural engineer for compli— ance to specific site con— ditions. 4. These plans should not be altered by other than a qualified designer, archi— tect, or structural engineer. Plan No: LS2-1904-2L Date: 8-8-11 4 2x6 42 DF STUDS 16' O.G. ATTACH STUDS TO TOP 4 BOTTOM PLATE WITH (3)16c1 FRAMING NAILS. CONSTRUCT TOP PLATE OF (2) STUDS INSTALLED HORIZ. AT THE TOP OF THE GYPSUM WALL ASSEMBLY AND THE BOTTOM PLATE OF A SINGLE STUD. INSTALL 2x6 WOOD STUDS HORIZ. AS CROSS -BRACING POSITIONED AT MID -HEIGHT OF THE WALL. 5'8' TYPE 'X' GWS APPLIED VERTICALLY W/ HORIZONTAL JOINTS BLOCKED AND FASTENED W/6d CEMENT COATED 116' CUP -HEAD DRYWALL NAILS W/.0915' SHANK DIA. 4 14' HEAD DIA. SPACED S' O.C. ALONG STUDS 4 PLATES. EXPOSED FASTENER HEADS AND WALLBOARD JOINTS MUST BE TREATED W/(2) COATS OF GYPSUM COMPOUND. A MIN. 2' PAPER, PLASTIC OR FIBERGLASS TAPE MUST BE EMBEDDED IN FIRST LAYER OF COUMPOUND OVER WALLBOARD JOINTS. II.1I1,IsI&& SOLID TIGHT FITTING TRUSS BLOCKING (SEE DETAIL THIS SHEET FOR EAVE VENTING) 2x8 FASCIA BOARD 7f6' LP's FLAMEBLOCK®FIRE-RATED 0S8 SHEATHING W/1.5mm PYROTITE LAMINATE APPLIED TO ONLY ONE FACE OF WOOD PANEL. SHEATHING MUST BE INSTALLED VERTICALLY W/HORIZONTAL JOINTS BLOCKED 4 W/PYROTITE LAMINATE FACING THE OUTSIDE 4 MUST BE ATTACHED TO THE STUDS MI6' 6c1 COMMON NAILS SPACED 6' O.C. AROUND PERIMETER 4 12' OAC IN THE FIELD. 51/2' THICK NOMINAL 3 PCF DENSITY UNFACED MINERAL FIBER BATT INSULATION FRICTION FIT BETWEEN THE WOOD STUDS, CROSS -BRACING 4 TOP/BOTTOM PLATES. WEATHER BARRIER FASTENED OVER Tl -IE SHEATHING USING SUFFICIENT FASTENERS TO PREVENT AIR POCKETS IN THE WRAP EXTERIOR WALL COVERING: 1. FIBER CEMENT BOARD 2. T1-11 SIDING 3. WOOD FIBER PANEL 4. CEMENT PLASTER (STUCCO) 5. STEEL SIDING DESIGN: (ICC -ES REPORT - ESR -1365) WALL TYPE 4.3.4 - 1 HR EXTERIOR WALL ASSEMBLY NO SCALE MIN. 6x6 PT POST We LPG FLAMEBLOCK® FIRE -RATED 065 SHEATHING OR %' TYPE 'X' GWS SHEATHING SIDING OR TRIM PER PLAN NO SCALE POST DETAIL FOR STRUCTURES LESS THAN 5' FROM PROPERTY LINE W/ Ill 36 4F50 ROOF VENTS (50 SQ. IN. NET FREE AREA) SOLID TIGHT FITTING TRUSS BLOCKING 2x STUDS PER PLAN SHEATHING EXTERIOR WALL COVERING PER PLAN EAVES 4 WALL WITHIN 5'-0' OF PROPERTY LINE PER IRC 302 4 TABLE 8302.1 EAVES WITHIN 5'-0' OF PROPERTY LINE PER IRC 302 4 TABLE 8302.1 NO SCALE STAIR NOTES: PER IRC R311.1 • STRINGERS TO BE FIRE BLOCKED AT BOTH TOP AND BOTTOM. • ALL USABLE SPACE TINDER STAIRS TO BE I HOUR CONSTRICTION. • MAXIMill RISE TO BE 1-3/4'. • MNIM.M RUN TO BE 10'. • MNMiM HEAD HEIGHT TO BE 6'-8'. • MINIMUM STAIR WIDTH TO BE 36'. • PROVIDE CONTINUOUS HAND RAIL 34' TO 38' OFF TREAD NOSING AND MUST EXTEND BEYOND BOTTOM TREAD. • PROVIDE GUARD RAILS AT LANDhriGS, OPEN SIDED WALKING SURFACE, STAIRS, RAMPS, PORGIES, OR BALCONIES • MN. 36' HIGH IW CLEAR SPACE PER R312 .0 MD R312.12 HANDGRIP PORTION OF HANDRAIL SHALL BE NOT LESS 1 V4' NOR MORE THAN 2' IN CROSS SECTIONAL DK • WINDING TREADS PER ITEC R311.132.1 • SPIRAL STAIRS PROVIDE MIN 11/2'1 N a A PONT 12' PROM WHERE TREAD 1S NARROUEST 4' ePI.ERE SHALL NOT PA88 THROUGH- 4\e.C. MIMS II 5" IEra II 1LA1 - J's Irw Iv141.OVd DONT. HANDRAIL ,SOME TREAD NOSMG. PICKETS PER ITEC ON OPEN SIDE 1' PT RISERS P.T. 2X12 TTO 8 7TRMCsE HL 33 36'X364)1N. ATTIC VENTILATION At LEAST 40% 4 NOT MORE THAN 50% OF REQUIRED VENTS SHALL SE IN UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST POINT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. COMPOSITION ROOF W/ 300 INTERWOVEN FELT ON 1/2' 24/0 PLYWOOD SHEATHING ALL ROOF FLASHING TO BE MIN. 26 GA GALV. STEEL. ROOF DRIP EDGES PER SEC. 89052.8.5 PROVIDE DRIP EDGE AT EAVES 4 GABLES W/ A MIN. 2' OVERLAP. TYPICAL EXTERIOR WALL+ (2)2x6 TOP PLATES 2x6 STUDS 0 16' O.C. 2x6 BOTTOM PLATE 1/2' SHT'G (APA RATED 24/0) AIR BARRIER EXTERIOR SIDING PER ELEV. R-21 INSULATION W/ CONT. VAPOR BARRIER (WARM SIDE) . . . . . 1/2' GYP. BD -441 INSULATION dESiStEr MASTER BATH 1 HOUR FIRS -RESISTIVE 1:::)ETAIL.5 UUiASUUU ATTIC SPACE RUSSES 24'0CC. FRAMING PLAN FLO 3/4' GLU ISE SI R CONS TION: T4G PLYWDO SUB -FL :D 4 NAILED 0 FRAM TING PL FOR AND SPACIN ) GARAGE GRADE • r u P010417ER ROOM HALLIN Y TYP. INT. WALL (2)2x4 TOP lE 2x4 STUD o 16' O.C. 1/2' GWB EA. SIDE 2x4 SOT. 1E S UE MRS 1MEU UUUtSUUU 0 C0A / 9TOi��A E CLOSET MVMDMM8N 2x6 LANDING 2x SCREENED EAVE VENT BLOCKS W/(4) 21 4' HOLES EACH - PROVIDE APPROVED INSULATION BAFFLE TO ENSURE 1' MIN. AIR SPACE. 11, -38 HIGH DENSITY INSULATION * FLOOR • • CRAWLSPACE MIL VISQUEEN VAPO BARRIER O THROUG U AP SPLICES 12' MIN. GRADE • . BUILi,ING SGTION HANDRAIL TO BE PRESENT ON ON AT LEAST ONE SIDE ClF STAIR HANDGiRIP POR110N OF HANDRAILS SIN; Mhr M HAVE Ct1�CULAR CROSS G SECTION 01 l MAy t.Y..trALUM 1 HAVE A MIN. RADIUS OF 18'. ALL REQUIRED GUARDRAILS TO BE 36' MIN. IN HEIGHT. OFENINGS FOR REQUIRED GUARDS ON 114E SIDES OF STAIR TREADS SHALL NOT ALLOW A BPIF 4 NOM (IThm) TO PASS THROWN. PER 831113 341 MN. -041 MAX NOSING 2X4 THRUST BLOCK JOISTS PER PLAN DBL JST ATTEEAHANGERS STRINGER 3 2X12 P.T. STRINGERS O -rat X 1Q al Z _r.ni 1St T 6' SPHERS LPWDLE 10 PASS THROUGH OPENING P.fEL0W STAIR INSTALL V ' GWf3 a CEILINGS, AND WALLS (3) 2X12 STRINGERS FIRE 8LOdUJ3 • MID -SPAN AND IN S1UD WAU.8 ALONG AND N LINE WITH STRINGERS IF AREA TINDER STAIRS IS UIPIHISHED INTERIOR AL STAIR DETAIL AND NOTES FIRE BLOCKING AND DRAFTSTOPPING: PER SECTION R302.I1 • R302.12 1. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS, AS FOLLOWS: A. VERTICALLY At THE CEILING 4 FLOOR LEVELS B. HORIZONTALLY At INTERVALS NOT EXCEEDING 10'-0' 2. AT ALL INTERCONNCECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS AND COVE CEILINGS. 3. IN CONCEALED SPACES AT STAIR STRINGERS At T1 -IE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH SEC. R302.1. 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. bravi%-04222/ TIGI-ITLINE FOUNDATION DRAIN: 4' DIA. PERF. PIPE PEA GRAVEL FILL WRAP W/ FILTER FABRIC REVIEWED FOR CODE COMPLIANCE APPROVED lrT 94 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 16 2011 PERMIT CENTER STUD NOTCHING AND BORING - SEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 60% ',BORING IF DVUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON-BEARING MAXIMUM NOTCH 40%, BORING 60%. - HOLES NO CLOSER THAN 5/6 INCH t0 FACE OF STUD. 1. Contractor or builder milet varify all Aimaneinna before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: LS2-1904-2L Date: oA -aA - I1 1-1 5 i. I MIN. 6x6 PT POST We LPG FLAMEBLOCK® FIRE -RATED 065 SHEATHING OR %' TYPE 'X' GWS SHEATHING SIDING OR TRIM PER PLAN NO SCALE POST DETAIL FOR STRUCTURES LESS THAN 5' FROM PROPERTY LINE W/ Ill 36 4F50 ROOF VENTS (50 SQ. IN. NET FREE AREA) SOLID TIGHT FITTING TRUSS BLOCKING 2x STUDS PER PLAN SHEATHING EXTERIOR WALL COVERING PER PLAN EAVES 4 WALL WITHIN 5'-0' OF PROPERTY LINE PER IRC 302 4 TABLE 8302.1 EAVES WITHIN 5'-0' OF PROPERTY LINE PER IRC 302 4 TABLE 8302.1 NO SCALE STAIR NOTES: PER IRC R311.1 • STRINGERS TO BE FIRE BLOCKED AT BOTH TOP AND BOTTOM. • ALL USABLE SPACE TINDER STAIRS TO BE I HOUR CONSTRICTION. • MAXIMill RISE TO BE 1-3/4'. • MNIM.M RUN TO BE 10'. • MNMiM HEAD HEIGHT TO BE 6'-8'. • MINIMUM STAIR WIDTH TO BE 36'. • PROVIDE CONTINUOUS HAND RAIL 34' TO 38' OFF TREAD NOSING AND MUST EXTEND BEYOND BOTTOM TREAD. • PROVIDE GUARD RAILS AT LANDhriGS, OPEN SIDED WALKING SURFACE, STAIRS, RAMPS, PORGIES, OR BALCONIES • MN. 36' HIGH IW CLEAR SPACE PER R312 .0 MD R312.12 HANDGRIP PORTION OF HANDRAIL SHALL BE NOT LESS 1 V4' NOR MORE THAN 2' IN CROSS SECTIONAL DK • WINDING TREADS PER ITEC R311.132.1 • SPIRAL STAIRS PROVIDE MIN 11/2'1 N a A PONT 12' PROM WHERE TREAD 1S NARROUEST 4' ePI.ERE SHALL NOT PA88 THROUGH- 4\e.C. MIMS II 5" IEra II 1LA1 - J's Irw Iv141.OVd DONT. HANDRAIL ,SOME TREAD NOSMG. PICKETS PER ITEC ON OPEN SIDE 1' PT RISERS P.T. 2X12 TTO 8 7TRMCsE HL 33 36'X364)1N. ATTIC VENTILATION At LEAST 40% 4 NOT MORE THAN 50% OF REQUIRED VENTS SHALL SE IN UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST POINT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. COMPOSITION ROOF W/ 300 INTERWOVEN FELT ON 1/2' 24/0 PLYWOOD SHEATHING ALL ROOF FLASHING TO BE MIN. 26 GA GALV. STEEL. ROOF DRIP EDGES PER SEC. 89052.8.5 PROVIDE DRIP EDGE AT EAVES 4 GABLES W/ A MIN. 2' OVERLAP. TYPICAL EXTERIOR WALL+ (2)2x6 TOP PLATES 2x6 STUDS 0 16' O.C. 2x6 BOTTOM PLATE 1/2' SHT'G (APA RATED 24/0) AIR BARRIER EXTERIOR SIDING PER ELEV. R-21 INSULATION W/ CONT. VAPOR BARRIER (WARM SIDE) . . . . . 1/2' GYP. BD -441 INSULATION dESiStEr MASTER BATH 1 HOUR FIRS -RESISTIVE 1:::)ETAIL.5 UUiASUUU ATTIC SPACE RUSSES 24'0CC. FRAMING PLAN FLO 3/4' GLU ISE SI R CONS TION: T4G PLYWDO SUB -FL :D 4 NAILED 0 FRAM TING PL FOR AND SPACIN ) GARAGE GRADE • r u P010417ER ROOM HALLIN Y TYP. INT. WALL (2)2x4 TOP lE 2x4 STUD o 16' O.C. 1/2' GWB EA. SIDE 2x4 SOT. 1E S UE MRS 1MEU UUUtSUUU 0 C0A / 9TOi��A E CLOSET MVMDMM8N 2x6 LANDING 2x SCREENED EAVE VENT BLOCKS W/(4) 21 4' HOLES EACH - PROVIDE APPROVED INSULATION BAFFLE TO ENSURE 1' MIN. AIR SPACE. 11, -38 HIGH DENSITY INSULATION * FLOOR • • CRAWLSPACE MIL VISQUEEN VAPO BARRIER O THROUG U AP SPLICES 12' MIN. GRADE • . BUILi,ING SGTION HANDRAIL TO BE PRESENT ON ON AT LEAST ONE SIDE ClF STAIR HANDGiRIP POR110N OF HANDRAILS SIN; Mhr M HAVE Ct1�CULAR CROSS G SECTION 01 l MAy t.Y..trALUM 1 HAVE A MIN. RADIUS OF 18'. ALL REQUIRED GUARDRAILS TO BE 36' MIN. IN HEIGHT. OFENINGS FOR REQUIRED GUARDS ON 114E SIDES OF STAIR TREADS SHALL NOT ALLOW A BPIF 4 NOM (IThm) TO PASS THROWN. PER 831113 341 MN. -041 MAX NOSING 2X4 THRUST BLOCK JOISTS PER PLAN DBL JST ATTEEAHANGERS STRINGER 3 2X12 P.T. STRINGERS O -rat X 1Q al Z _r.ni 1St T 6' SPHERS LPWDLE 10 PASS THROUGH OPENING P.fEL0W STAIR INSTALL V ' GWf3 a CEILINGS, AND WALLS (3) 2X12 STRINGERS FIRE 8LOdUJ3 • MID -SPAN AND IN S1UD WAU.8 ALONG AND N LINE WITH STRINGERS IF AREA TINDER STAIRS IS UIPIHISHED INTERIOR AL STAIR DETAIL AND NOTES FIRE BLOCKING AND DRAFTSTOPPING: PER SECTION R302.I1 • R302.12 1. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS, AS FOLLOWS: A. VERTICALLY At THE CEILING 4 FLOOR LEVELS B. HORIZONTALLY At INTERVALS NOT EXCEEDING 10'-0' 2. AT ALL INTERCONNCECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS AND COVE CEILINGS. 3. IN CONCEALED SPACES AT STAIR STRINGERS At T1 -IE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH SEC. R302.1. 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. bravi%-04222/ TIGI-ITLINE FOUNDATION DRAIN: 4' DIA. PERF. PIPE PEA GRAVEL FILL WRAP W/ FILTER FABRIC REVIEWED FOR CODE COMPLIANCE APPROVED lrT 94 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 16 2011 PERMIT CENTER STUD NOTCHING AND BORING - SEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 60% ',BORING IF DVUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON-BEARING MAXIMUM NOTCH 40%, BORING 60%. - HOLES NO CLOSER THAN 5/6 INCH t0 FACE OF STUD. 1. Contractor or builder milet varify all Aimaneinna before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: LS2-1904-2L Date: oA -aA - I1 1-1 5 `‘ HB. E / r L J CEILING OUTLET / r0 ABOVE L r r T I� UPPER FLOOR ELTSIAL i=LAN REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 4 2017 City of Tukwila BUILDING DIVISION JNTERIOR STAIRWAY ILLUMINATION PER SEC R303.1 IRC INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE TO ILLUMINATE THE LANDINGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. THE LIGHT SOURCE SHALL BE CAPABLE OF ILLUMINATING TREADS AND LANDINGS TO LEVELS NOT LESS THAN 1 FOOTCANDLE MEASURED AT THE CENTER OF TREADS AND LANDINGS. THERE SHALL BE A WALL SWITCH AT EACH FLOOR LEVEL TO CONTROL THE LIGHT SOURCE WHERE THE STAIRWAY HAS SIX OR MORE RISERS. EXCEPTION: A SWITCH I8 NOT REQUIRED WHERE REMOTE, CENTRAL OR AUTOMATIC CONTROL OF LIGHTMG IS PROVIDED. EXTERIOR STAIRWAY ILLUMINATION PER SEC R303.8 IRC EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE TOP LANDING OF THE STAIRWAY. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. EXTERIOR STAIRWAYS PROVIDING ACCESS TO A BASEMENT FROM THE OUTDOOR GRADE LEVEL SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE BOTTOM LANDING OF THE STAIRWAY. raTtesur 0222i RECEIVED CITY OF TUKWILA AUG 16 2017 PERMIT CENTER ELECTRICAL KEY OVERHEAD CAN OUTLET DUPLEX OUTLET 220V OUTLET COMBO. EXT. FAN (VtOS) 4 LIGHT COMBO SMOKE ALARM - CARSON MONO. DET. (BACKUBATTERY CABLE T.V. JACK PHONE UNDER COUNTER LIGHTS GAS OUTLET HOSE BIBB EXT. FAN VTOS trvii UC • 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic— ensed builder and struct— ural engineer for compli— ance to specific site con— ditions. 4. These plans should not be altered by other than a qualified designer, archi— tect, or structural engineer. Plan No: LS2-1904-2L Date: s -s -1l 6 All methods, materials and workmanship shall conform to the 2015 International Building Code (IBC 2015) as amended and adopted by the local building authority. Engineered design in accordance with the International Building Code is permitted for all buildings and structures, and parts thereof, included in the scope of this code (IRC R301.1.3). All reference to other codes and standards, (ACI, ASTM, etc.,), shall be for the latest or most current edition available. Design criteria. Uniform loads: Snow (IRC R301.2) Ground snow load 25 psf Loads Live load Dead load Roof 25 psf actual Floor 50 psf actual Lateral loads: Wind (IRC R301.2) Basic wind speed: 85mph (3 second gust) Exposure: B Importance factor: 1.0 Seismic (IRC R301.2) Soil Site Class D Seismic Design category D_ Importance factor: 1.0 Lateral earth pressure: Basement walls and other walls in which horizontal movement is restricted at the top shall be designed for at rest load of not more than 60 psf/ft. Retaining walls free to move and rotate at the top are permitted to be designed for active load of not more than 30 psf/ft. Soil data. 1500 psf assumed - Contractor to field verify condition. A geotechnical report is required for review by the Engineer and Building Official whenever structures or portions thereof are to be located on fill. Inspection - shall be performed per the Building Official's rules. CONCRETE. All concrete shall be hard rock concrete meeting requirements of ACI -318, "Buiding Code Requirements for Structural Concrete". Place concrete per ACI -318 and conform to ACI -306R-88 for winter concreting and ACI -305R-91 for hot weather concreting. Do not over -vibrate. Minimum specified compressive strength and aircontent of concrete shall be as shown below. (Ref.:IRC Table R402.2 for Moderate Weathering Potential.) Type or location of concrete construction Strength(psi) Air content Notes Basement walls, foundations and other concrete not exposed to the weather Basement slabs and interior slabs on grade, except garage floor slabs Basement walls, foundation walls, exterior walls and other vert. conc. work exposed to the weather Porches, carport slabs and steps exposed to the weather, and garage floor slabs Note 1: See IRC R402.2 and ACI 318 Chapter 4 for minimum cement content. Reinforcing steel. Deformed bar reinforcement: ASTM A-615 Grade 60 Welded wire fabric: ASTM A-185 & ASTM A-82 fy = 65 ksi 2500 2500 2500 2500 None None 5-7% 5-7% 1 All reinforcing shall be lap -spliced a minimum lap of 40 bar diameters except as noted specifically on the structural drawings. No more than 50% of horizontal or vertical bars shall be spliced at one location. Provide elbow bars (40 diameters) to lap horizontal steel at corners and intersections in footings and walls. Concrete cover on reinforcing (unless shown otherwise). Bottom of footings 3" Formed earth face & slab -on -grade 2" WOOD. Framing lumber shall be DF#2 or better, except that 2x framing lumber may be HF #2 unless otherwise shown on the plans. All 2" lumber shall be kiln dried (KD). Each piece of lumber shall bear a grade stamp of a recognized lumber grading or inspection bureau or agency per the NIST American Softwood Lumber Standard PS 20-99. Provide cut or malleable iron washers or where bolt heads, nuts, and lag screws bear on wood. treat all wood in contact with concrete, mortar, grout, masonry, and within 8" of earth; all wood over water; and all wood in contact with earth; with one of the following processes: Chromated Copper Arsenate (CCA -C), :DOT Sodium Borate (SBX) Alkaline Copper Quat ACQ-C and ACQ-D (Carbonate) Copper Azole (CBA -A and CA -B) Where possible, pre-cut material before treatment. All field cuts and drilled holes shall be field treated in accordance with AWPA M-4. Accessories. Bolts shall be ASTM A-307. Washers shall be malleable iron washers (M.I.W.) or heavy plate cut washers. Nails shall have the minimum wire dimensions shown on Detail 5 this sheet. Lag screws, shear plates - see national design specifications. Anchors and connections shall be Simpson, Teco, Lumberlok or other International Code Council (ICC) approved products. All fasteners shall be installed per manufacturer's recommendations unless otherwise shown. All hardware exposed to weather, in unheated portions of building, or in contact with treated wood as specified above shall be galvanized as follows: Fasteners shall be hot dipped per ASTM A 153 or mechanically galvanized per ASTM B 695, class 55 or greater. Hardware shall be galvanized per one of the following processes: ASTM A 653 Class 185 (Simpson ZMax G185) or Batch/Post Hot Dipped Galvanized per ASTM A 123. Stainless steel hardware and fasteners shall be used in connection with any preservative treatment process not specifically listed above. Minimum nailing. Minimum nailing shall be per IRC table R602.3 (1) - nailing schedule. Sheathing (plywood/ash). All grading shall conform to the following standards: NIST Voluntary Product Standard PS 2-92. Thickness and lay-up shall be as shown. All plywood shall be group 1 or II species. Unless otherwise shown, provide the following minimum nailing: Panel edges 8d at 6" on center Intermed. Support 8d at 12" on center Gluelam Beams. Materials, manufacture and quality control shall be per ANSI/AITC A-190.1 "Structural Glue Laminated Timber". Unless otherwise shown, camber all beams 1-1/2 times dead load deflection. Unless otherwise shown all beams shall be combination 24F -1.8E as listed in AWC-ASD table 3.1, and have exterior glue. Unless otherwise shown, industrial appearance is acceptable. Wood adhesive. All wood adhesives shall be elastomeric and shall have a current ICC -ES approval. Apply all adhesives in accordance with the adhesive manufacturer's recommendations. Pre -Engineered Trusses. Member geometry and spacing shall be as shown on the plans. The manufacturer shall provide additional framing member as shown or as necessary to provide support for mechanical equipment, wall or other partitions, snow drift loads, etc. Trusses with spans greater than 35' shall have the heel plates designed considering the effect of eccentric loading. Where noted precut blocking, bridging, bracing and/or filler pieces shall be furnished by the manufacturer. Where applicable, wind uplift bracing shall be provided by the manufacturer. Unless noted otherwise, the truss manufacturer shall specify. and furnish connection hardware for the installation of their system. Shop drawings shall indicate all required permanent bracing. Supporting calculations shall indicate member stresses, species/grades and applicable ICC -ES approvals. Shop drawings and calculations shall be sealed by a professional engineer registered in the State of Washington. When delivered, the components shall be accompanied by the fabricators certificate of conformance to the above referenced standards, and by the following user advisory notices (or notices equivalent) to: BCSI-B1 Summary Sheet - Guide for Handling, Installation and Bracing of Metal Plate Connected Wood Trusses. BSCI-B2 Summary Sheet - Truss Installation and Temporary Bracing. BSCI-B3 Summary Sheet - Web Member Permanent Bracing/Web Reinforcement:. BSCI-B4 Summary Sheet - Construction Loading. SHEAR WALL SCHEDULE PER 2015 IBC GENERAL NOTES: THE DIFFERENT DESIGNATORS FOR SHEAR WALL MATERIALS, HOLDOWNS. LOCATE HOLDOWNS AS CLOSE AS POSSIBLE TO THE END WASHERS, & NAILS IN CONTACT WITH P.T. WOOD TO BE SEE PLANS TO DETERMINE NAILING, ANCHOR BOLTS, AND OF THE DESIGNATED WALL. ALL HOLDOWNS, ANCHOR BOLTS, HOT DIPPED GALVANIZED. P1 = ONE SIDE PLYWOOD P2 = TWO SIDES PLYWOOD MARKPLATE 3/4" PLYWD.EDGES NAIL SPACING TOP &BTM. PLATES A35 ANCHORS BLKG. REQ'D. SILL ANCHOR BOLTS BASE PLL NAILING HEM FIR #2 VALUE (#/LF) FIELD P1-6" 8d 6" 12" 6" 18" 0.C. 2x4 5/8" @ 48" (2) 16d @ 10" 240 P1-4" 8d 4" 12" 4" 16" 0.C. 2x4 5/8" @ 32" (2) 16d @ 7" 350 P1-3" ** 8d 3" 12" 3" 14" 0.C. 3x4 5/8" @ 24" (2) 16d @ 5" 450 P1-2" ** 8d 2" 12" 2" 12" 0.C. 3x4 3/4" @ 24" (2) 16d @ 5" 585 P2-6" ** 8d 6" 12" 6" 10" 0.C. 3x4 5/8" @ 24" (2) 16d @ 5" 480 P2-4" ** 8d 4" 12" 4" 8" 0.C. 3x4 3/4" @ 20" (3) 16d @ 5" 700 P2-3" ** 8d 3" 12" 3" 8" 0.C. 3x4 3/4" @ 16" (4) 16d @ 5" 900 P2-2" ** 8d 2" 12" 2" 8" 0.C. 3x4 3/4" @ 16" (4) 16d @ 4" 1170 **NOTE: WALLS WITH UNIT SHEAR OF 350#/ft. OR GREATER THAN SHALL HAVE FRAMING MEMBERS (STUDS & PLATES) ABUTTING PANELS NOT LESS THAN 3X MEMBERS PER IBC 2015, TABLE 2306.3.1. 3X FRAMING WILL BE NOTED ON PLAN. 1, USE POWER—DRIVEN STEEL STUDS AND NAILS BY HILTY OR RAMSET WHERE APPLICABLE. 2. PLYWOOD MAY BE INSTALLED EITHER HORIZONTALLY OR VERTICALLY. 3. SOLID BLOCK WITH JOIST UNDER INTERIOR SHEAR WALLS. SHEAR WALL NOTES 7/16" OSB OR PLYWOOD SHEATHING — USE 8d COMMON OR GALVANIZED NAILS. BLOCK ALL PANEL EDGES. LONG DIMENSIONS OF PLYWOOD MAY BE INSTALLED VERTICALLY. NAIL @ 12" 0.C. TO ALL INTERMEDIATE STUDS. WHERE 3" NAIL SPACING IS SPECIFIED AT PANEL EDGES, USE 2-1/2" 8d SHORT NAILS OR 3X STUDS WITH 8d COMMON NAILS. FOR 2" NAIL SPACING, USE 3X STUDS AND STAGGER PANELS. WHERE PLYWOOD IS 2 SIDES OF WALL, JOINTS TO FALL ON SEPARATE STUDS ON EACH SIDE. FLOOR PLYWOOD — USE 8d COMMON NAILS @ 10" 0.C. AT INTERMEDIATE SUPPORTS, 6" 0.C. AT ALL PANEL EDGES AND 4" 0.C. AT ALL SHEAR WALLS, UNLESS OTHERWISE SHOWN ON PLANS. FLOOR JOISTS — JOIST PARRALLEL TO FLOOR OPENINGS AND EXTERIOR WALLS SHALL BE CROSS BLOCKED AT 48" 0.C. @ EDGES W/ (4) 10d NAILS FOR THE FIRST BAY. 3" x 3" x 1/4" HD GALVANIZED SQUARE WASHERS AT ALL ANCHOR BOLTS. 7/16" OSB OR PLYWOOD SHEATHING — STAPLE SCHEDULE ALLOWABLE SHEAR VALUES WITH HEM FIR #2 STUDS 2" 16 GA. STAPLES @ 15 GA. STAPLES @ 14 GA. STAPLES @ 3" 0.C. — 280 #/ft. 4" 0.C. — 280#//ft. 4" 0.C. — 303#/ft. 2" 0.C. — 360#/ ft. 2-1/2" 0.C. — 430#/ft. 3" 0.C. — 390#/ft. 4" 0.C. AND 10d NAILS 2" 0.C. — 504#/ft. @ 6" 0.C. — 620#/ft. FIELD SPACING: 12" 0.C. NAILS & STAPLES. HOLDOWNS — INSTALL SIMPSON HOLDOWNS OR EQUIVALENT AT THE END OF SHEAR WALLS WHEN SHOWN ON DRAWINGS. TO ATTACH USE 2X OR 3X HF #2 CONSTRUCTION GRADES AS SHEAR WALL BOUNDARY ELEMENTS. HOLDOWNS ARE ONLY REQUIRED WHERE SHOWN ON PLANS. BL ,ST L JL J J 1 J BL JST 16" FTG - CONT. RIM JOIST PER MFR S4 L # 4 BARS 18" 0.C. TYPI CAL FOUNDATION VENTS AS REQ'D SLAB ON GRADE 4" CONCRETE OVER 4" GRANULAR FILL CONC. STOOP S4 4 u 24' MO1 4x8 DF#2 fn 0 d CRAWLSPACE 3 MIL VISQUEEN VAPOR BARRIER THROUGHOUT CRAWL SPACE LAP SPLICES 12". (BLACK) x 0 N J 0 rn N LL 0 X N >- 1— z uJ 0 2 =z CO O tr)1- 1 < o-� Z T n T ICK CON LAB C VER GRAVEL FILL SLAB ON GRADE 4" CONCRETE OVER 6 MIL. BLACK V.B. OVER 4" GRANULAR FILL, SLOPE 4" TO O.H. DOORS 16'-3" R.O. FOR 16/0 O.H. DOOR 4 POU\DATO\ VAI\ FLO CD SCALE: /4" = l'-0" # 4 BARS 18" O.C. TYPICAL PLA\ 0� FAV\C PLA\ S4 1 FOUNDATION NOT REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 4 2017 City of Tukwila BUILDING DIVISION ALL JS TO BEAR (8 I RM J`lI. TURB_ I 2. ALL WOOD IN CONTACT WITH C;t,LICi;OE&ENEII6.S TREATED. CITY OF TUKWILA 3. ALL BEAMS TO BE 4(10 DEL //2 ON SPLICES) ON 24" DIA. x. 8" CONC. f OTHERWISE. PERMIT CENTER 4. ALL POSTS T0 BE AC�Of?E)AGAINST LATERAL ,t:\,r` ' , iI_N: . r� ''2J0 2017' 5. SOLID BLOCK AT ALL POINT LOADS. mom ABovE. 6. FLOOR JOISTS SHOULD) BE SUPPORTED LATERALLY AlEACH END AND AT EACH SUPPORT, EY't SOLID BLOCKING GBY 71111% 2.°)Ifeat. ANOTHER APPROVED MET HO:. vJ a. . CO g 0 M� z �R. — CO LO Z D N Q � W D Z CL IT in Z wti 111 _LO DESIGN & E 1002 39TH AV Office (253) ^S' -P 1k -A IND F7 CCISTERt� �''S'SIONAL Op � 429. R WASkj 11\ � � `amu X4'4, L0-( 6) PLAN LS2-1904 OWNER/CUSTOMER: JK Monarch PROJECT ADDRESS: • LOT 6 TUKWAILA, WA. d 0 Z w .25 Z 0 m UJ m 0 Z o z Y X 0 Iii x calLu o¢ o v2 ox SHEET NO. s 1 S5 JOB NO. 2017- , STRUCTURAL GLUED LAMINATED TIMBER nl I' AI Ii SUBMIT!.. DE MANUFACTURED WOOD BEAMS HANGER SCHEDULE U.N.O.: U05 U10 3\x10\" GLB UO9 4x12 DF#2 U08 4x10 DF#2 BEA RING WAIT L 0444, 2X12 FLOOR JOISTS @ 16" O.C. i% o — 4X B ARIN(p WA 1 4 ES PB JIST :EAIRING WALL BEARING WALL co /X12 FLOOR JOISTS @ 16" O.C. DBL. JST. • IM g M0 co M N JQ H. a z DN J .-- CE J W >- LLL Q\ W D z cl- E 3 (Vf?N 1 �z W � 0 OWNER/CUSTOMER: JK Monarch N U 1 134 2 DF#2 J LJ U07 4X8 LJ LJ LJ BEARING WALL HU C21 2- 2X12 FLOOR JOISTS @ 12" O.C. 3 LJ LJ LJ L J N X N I LJL), LJ LJ LJ LJ LJ L b\x18"" G B -1ULD—UP) UO2 -- — --4777.77 4x10 DF;; 2 U01 UPP 1/1/00 '1 2X BLOCKING © WALL ABOVE EXTEND JOISTS TO HEADER(CHAMPFER © ROOF) FLOO FSA SCALE: 1 /4" = 1'-0" V 4x12 DF #2 UO3 I\C FRAMING NOTES: REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 4 2017 City of Tukwila BUILDING DIVISION 1. ALL MULTIPLE JOISTS OR BEAMS MUST BE aom: GLUED AND NAILED Wed NAILS © 24" 0.C. NAILED TOP ;1:: BOTTOM STAGGERED EACH SIDE. RECEIVED 2. ALL HEADERS TO BE 4x8 DF 2, UNLESS NOTED 0QJ3.1(SQF TUKWILA HEADERS AT EXTERIOR WALLS c:: WARM 'NILS TO BE INSULATED W/R-10 RIGID INSULATION. - OCT 2 0 2017 3. SOLID BLOCK BENEATH ALL PONT LOADS FROM AE&PERMIT CENTER 4. FLOOR JOISTS SHOULD BE SUPPORTED LATERALLY AT EACH AND AT EACH SUPPORT BY SOLID BLOCKING OR B'( ANOTHER APPROVED METHOD. 5. 3111 MST48 STRAPS PER STRUCTURAL., UNLESS NOTED OTHERWISE 6. — — — REFER TO SHEAR WALL SCilEDULE. nob- 02))? co • IM g M0 co M N JQ F a z DN J .-- CE J W >- LLL W D z cl- E 3 (Vf?N 1 �z W � OWNER/CUSTOMER: JK Monarch (f) ATTILI DESIGN & ENG'G. DRAWN BY: S m m z CHECKED BY: P MA DATE: CETI XX/XX/XX TYP. GOOF FSA SCALE: 1/4" = 1'-0" V MANUF. MONO TRUSSES 24" O.C. I\G PLA\ STRUCTURAL GLUED LAMINATED TIMBER ALL GLUED LAMINATED MEMBERS SHALL HAVE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (AITC) IDENTIFICATION MARK. EXPOSED MEMBERS SHALL RECEIVE ONE COAT OF END SEALER APPLIED IMMEDIATELY AFTER TRIMMING IN EITHER SHOP OR FIELD. SHOP DRAWINGS SHALL BE SUBMITTED PER THE REQUIREMENTS OF SECTION 01330. DESIGN MATERIAL PROPERTIES SHALL BE AS FOLLOWS: USE SIMPLE SPAN BEAM CONTINUOUS BEAM CANTILEVER BEAM COMBINATION SYMBOL 24F- V4 24F- V8 24F -V8 MANUFACTURED WOOD BEAMS SPECIES DF/DF DF/DF DF/DF ALL MANUFACTURED/ENGINEERED WOOD BEAMS SHALL BE THE SIZE AND TYPE SHOWN ON THE DRAWINGS AS MANUFACTURED BY TRUS-JOIST OR APPROVED EQUAL. STORAGE, ERECTION AND INSTALLATION SHALL BE PER MANUFACTURER SPECIFICATIONS: MICROLAM AND PARALLAM MEMBERS SHALL NOT HAVE NOTCHES 00 DRILLED HOLES WITHOUT PRIOR ENGINEER APPROVAL. SHOP DRAWINGS SHALL BE SUBMITTED PER THE REQUIREMENTS OF SECTION 01330. DESIGN MATERIAL PROPERTIES SHALL BE AS FOLLOWS: MEMBER LVL -= MICROLAM PSL = PARALLAM LSL = 1.75" TIMBERSTAND E (PSI) Fb (PSI) Fcp (PSI) Fv (PSI) 1.9E6 2600 750 285 2.0E6 2900 750 290 1.55E6 2325 800 310 HANGER SCHEDULE U.N.O.: 11 %;" TJI 110 11 Y;' TJI 230 2_x1 i) 'GIF/DF 2512 HF/DF (2)2x10 1-10/05 (2)2x12 HF/DF 410 DF 6X10 DF 6512 DF NOTE: USE LSSU SERIES 1151.81/11.88 1152.37/11.88 LU210 LU210 LUS210-2 LUS210-2 HU410 OR HUC410 HU610 OR HUC610 HU612 OR HUC612 © SKEWED LOCATION, U.N.O. ROOF OVERFRAME NOTES: IRC SEC R802.3 1. RAFTERS SHALL BE FRAMED TO 2x RIDGE BOARD PER PLAN. RIDGE BOARD SHALL NOT BE LESS IN DEPTH THAN THE CUT END OF THE RAFTER. AT ALL VALLEYS AND HIPS THERE SHALL BE A 2x VALLEY OR HIP RAFTER AND NOT LESS IN DEPTH THAN THE CUT END OF THE RAFTER. (FULL COVERAGE AT RIDGE, HIPS AND VALLEYS). NOTE -- FASTENERS OTE -- FASTENERS FOR TREATED WOOD TO BE HOT -DIPPED GALVANIZED, STAINLESS STEEL, SILICONE, BRONZE 00 COPPER. STUD NOTCHING AND BORING - BEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 60% BORING IF DOUBLED & LESS OR EQUAL SUCCESSIVE STUDS. -- NON-BEARING MAXIMUM NOTCH 40%, BORING 60%. -- HOLES NO CLOSER THAN 5/8 INCH TO FACE OF STUD. ROOF FRAMING NOTES: 2. ALL HEADERS TO BE 4x8 DF /2, UNLESS NOTED OTHERWISE. HEADERS AT EXTERIOR WALLS c WARM WALLS TO BE INSULATED W/P,-10 RIGID INSULATION. ALL OTHER TRUSSES: * SHALL CARRY MANUFACTURERS STAMP. SHALL HAVE DESIGN DETAILS AND SPECIFICATIONS ON SITE FOR FRAME INSPECTION. SHALL BE INSTALLED AND BRACED PER MANUFACTURERS SPECIFICATIONS. 3. NO TRUSS SHALL BE FIELD -MODIFIED WITHOUT 00100 CONSENT OF THE TRUSS ENGINEER AND THE BUILDING DEPARTMENT. REVIEWED FOR CODE COMPLIANCE APPROVED OCT 242017 City of Tukwila BUILDING DIVISION RECEIVED) CITY OF TUKWILA OCT 202017 PERMIT CENTER 02.2)/ 4X10 DF2 W Imo - g 0Mco zop � 4X8 DF2 4X10 DF2 W Q L i� Ai DESIGN & Ef 1002 39TH AVE Office (253) 5-4 42 l'e.R �CISTESLE- FS.SIONAL kx l .) °A3 X17 X44' LOT 6) PLAN LS2-1904 OWNER/CUSTOMER: JK Monarch PROJECT ADDRESS: LOT 6 TUKWAILA, WA. CD z Lu di o m m o X Z o Z Y WF W ~ x o Q U m 0 X SHEET N0. s30 S5 JOB NO. 2017- , R02 R01 94% EFF .FURN. 0 ISSES LAX MAX 29,352 BTU/HR ACUNSS2HER HER PROVIDE. 2"X36" 8071 / ATTIC AC = S,S 7. FOR APP IANCE ct v REN OV u 0 w E NOTES T(SH1i. Z Z N N i ATE 1 4X8 I COP L � L 0 o0 N • L co fliP0FRAME HTS20 - GIRDER 2x6 @ 24 OVER- HTS2) O.C. TRUSS - IRDER e P P 2x OVER- TRUSS TO TOP PLATE ® F AVE �✓ 4/52.0 4X10 DF2 2302 11 1 PL 23" Il 4/S2 "t) DL 4X10 0 DF2 IAF-------H� 1' GIRDER TRUSS I®1 -----------ISI GIRDER TRUSS —448\ 1 MANUF. TRUSSES -------- L ; -foh-- 4X8 4X8 M M- GOOF FSA SCALE: 1/4" = 1'-0" V MANUF. MONO TRUSSES 24" O.C. I\G PLA\ STRUCTURAL GLUED LAMINATED TIMBER ALL GLUED LAMINATED MEMBERS SHALL HAVE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (AITC) IDENTIFICATION MARK. EXPOSED MEMBERS SHALL RECEIVE ONE COAT OF END SEALER APPLIED IMMEDIATELY AFTER TRIMMING IN EITHER SHOP OR FIELD. SHOP DRAWINGS SHALL BE SUBMITTED PER THE REQUIREMENTS OF SECTION 01330. DESIGN MATERIAL PROPERTIES SHALL BE AS FOLLOWS: USE SIMPLE SPAN BEAM CONTINUOUS BEAM CANTILEVER BEAM COMBINATION SYMBOL 24F- V4 24F- V8 24F -V8 MANUFACTURED WOOD BEAMS SPECIES DF/DF DF/DF DF/DF ALL MANUFACTURED/ENGINEERED WOOD BEAMS SHALL BE THE SIZE AND TYPE SHOWN ON THE DRAWINGS AS MANUFACTURED BY TRUS-JOIST OR APPROVED EQUAL. STORAGE, ERECTION AND INSTALLATION SHALL BE PER MANUFACTURER SPECIFICATIONS: MICROLAM AND PARALLAM MEMBERS SHALL NOT HAVE NOTCHES 00 DRILLED HOLES WITHOUT PRIOR ENGINEER APPROVAL. SHOP DRAWINGS SHALL BE SUBMITTED PER THE REQUIREMENTS OF SECTION 01330. DESIGN MATERIAL PROPERTIES SHALL BE AS FOLLOWS: MEMBER LVL -= MICROLAM PSL = PARALLAM LSL = 1.75" TIMBERSTAND E (PSI) Fb (PSI) Fcp (PSI) Fv (PSI) 1.9E6 2600 750 285 2.0E6 2900 750 290 1.55E6 2325 800 310 HANGER SCHEDULE U.N.O.: 11 %;" TJI 110 11 Y;' TJI 230 2_x1 i) 'GIF/DF 2512 HF/DF (2)2x10 1-10/05 (2)2x12 HF/DF 410 DF 6X10 DF 6512 DF NOTE: USE LSSU SERIES 1151.81/11.88 1152.37/11.88 LU210 LU210 LUS210-2 LUS210-2 HU410 OR HUC410 HU610 OR HUC610 HU612 OR HUC612 © SKEWED LOCATION, U.N.O. ROOF OVERFRAME NOTES: IRC SEC R802.3 1. RAFTERS SHALL BE FRAMED TO 2x RIDGE BOARD PER PLAN. RIDGE BOARD SHALL NOT BE LESS IN DEPTH THAN THE CUT END OF THE RAFTER. AT ALL VALLEYS AND HIPS THERE SHALL BE A 2x VALLEY OR HIP RAFTER AND NOT LESS IN DEPTH THAN THE CUT END OF THE RAFTER. (FULL COVERAGE AT RIDGE, HIPS AND VALLEYS). NOTE -- FASTENERS OTE -- FASTENERS FOR TREATED WOOD TO BE HOT -DIPPED GALVANIZED, STAINLESS STEEL, SILICONE, BRONZE 00 COPPER. STUD NOTCHING AND BORING - BEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 60% BORING IF DOUBLED & LESS OR EQUAL SUCCESSIVE STUDS. -- NON-BEARING MAXIMUM NOTCH 40%, BORING 60%. -- HOLES NO CLOSER THAN 5/8 INCH TO FACE OF STUD. ROOF FRAMING NOTES: 2. ALL HEADERS TO BE 4x8 DF /2, UNLESS NOTED OTHERWISE. HEADERS AT EXTERIOR WALLS c WARM WALLS TO BE INSULATED W/P,-10 RIGID INSULATION. ALL OTHER TRUSSES: * SHALL CARRY MANUFACTURERS STAMP. SHALL HAVE DESIGN DETAILS AND SPECIFICATIONS ON SITE FOR FRAME INSPECTION. SHALL BE INSTALLED AND BRACED PER MANUFACTURERS SPECIFICATIONS. 3. NO TRUSS SHALL BE FIELD -MODIFIED WITHOUT 00100 CONSENT OF THE TRUSS ENGINEER AND THE BUILDING DEPARTMENT. REVIEWED FOR CODE COMPLIANCE APPROVED OCT 242017 City of Tukwila BUILDING DIVISION RECEIVED) CITY OF TUKWILA OCT 202017 PERMIT CENTER 02.2)/ W Imo - g 0Mco zop � 0 a.M z nN _J -- CC J W Q L i� Ai DESIGN & Ef 1002 39TH AVE Office (253) 5-4 42 l'e.R �CISTESLE- FS.SIONAL kx l .) °A3 X17 X44' LOT 6) PLAN LS2-1904 OWNER/CUSTOMER: JK Monarch PROJECT ADDRESS: LOT 6 TUKWAILA, WA. CD z Lu di o m m o X Z o Z Y WF W ~ x o Q U m 0 X SHEET N0. s30 S5 JOB NO. 2017- , FRAMING & FOUNDATION DIMENSION SHEAR WALL PER PLAN & SCHEDULE FINISH PER ELEVATION OVER 15 LB. BUILDING PAPER OVER SHEATHING PER PLAN 16d @ 4" O.C. Z - FLASHING WOOD TRIM OPTIONAL / 16d TOE -NAIL @ 6"O.C. oho TIGHTLINE STORM DRAIN IF REQUIRED- / .w co BITUMINOU DAMPPROOFIN TOP OF FTG. FIN. GRAD141-I H 1 TO 2X STUDS PER PLAN BATT INSULATION PER PLAN BATT INSULATION PER PLAN 3/4" T.&G. PLYWOOD SUBFLOOR GLUED & NAILED A4t1 • Il:,,,.• ##4 BAR VERTICAL @ 18" O.C. g�, 'll & HORIZONTAL @ 18" O.C. PER PLAN MUDS LL / A. BOLTS PER FOUNDATION PLAN (1) #4 BAR CONT. MAX. 6" BELOW TOP OF FND. WALL -10.-6 MIL. BLACK V. B. 11•• .• —(2) #4 BAR CONTINUOUS 0 J v /1/3" I, 6" - 41J1 1010K11 • MU-LD7 LI— z co 6" FND. WALL W/ PARALLEL JOIST SCALE : 1" = 1'-0" STEM WALL BEYOND (2) #4 TOP BARS @ THICKENED SLAB INTO ADJACENT STEM WALL GARAGE SLAB **` •O•w&4i6 11Ti—Ti iTi—iTi I . • .4 • e ''-1 I 1-1 I I -III -I —Ii1— TURN DOWN SLAB 18" -III (2) #4 BARS CONTINUOUS =III= .a: 41. . • • '4 e • • Id • FINISHED GRADE I • /I/3" I, 6" /1/3'/f m THICKENED SLAB @ GARAGE DOOR co w CL SCALE : NTS FLR. JSTS. PER PLAN BATT INSULATION PER PLAN 3/4" T.&G. PLYWOOD SUBFLOOR GLUED & NAILED ►�Cu� iuAu u�. (4) 16d NAILS A. SIDE BOTTOM OF BEAM 2 SIMPSON A34 FRAMING ANCHORS @ EACH POST F— BEAM PER PLAN 2 X 4 CLEAT EACH SIDE _�- (2) 16d EA. SIDE ® P. T. POST PER PLAN r- 6 MIL. BLACK V. B. 411=1 1-1 1-I 1-111-111-111- liI-1111;1111111 . ae : 4 .' ' ., .• • PER PLAN TYPICAL ISOLATED FOOTING SCALE : 1" = 1'-0" 1-I11 111 �;III;;III-11 2) #4 BAR CONTINUOUS FRAMING & FOUNDATION DIMENSION FINISH PER ELEVATION OVER 15 LB. BUILDING PAPER OVER SHEATHING PER PLAN 16d @ 4" 0.C. Z - FLASHING WOOD TRIM OPTIONAL 16d „TOE -NAIL @ 6 0.C. co TIGHTLINE STORM DRAIN IF REQUIRED 2X STUDS PER PLAN BATT INSULATION PER PLAN BATT INSULATION PER PLAN 3/4" T.&G. PLYWOOD SUBFLOOR GLUED & NAILED 11111111111111111` � Ir • (1) #4 •BAR CONT. ai' MAX. 6" BELOW TOP OF FND. WALL '4 BAR VERTICAL @ 18" 0.C. HORIZONTAL @ 18" 0.C. FLR. JSTS. PER PLAN MUDSILL / A. BOLTS PER FOUNDATION PLAN -11 11-1-1 I —11 II BI TU MIN OU DAMPPROOFIN TOP OF FTG. -f 1 TO FIN. GRAD 1= '11 . Ir. • • ' •••II. ' ' .10.10 J U i/(3"/// 6" 6 MIL. BLACK V. B. (2) #4 BAR CONTINUOUS 1 lJ l HIOIOKI . 1 z co m 2 W/ 6" FND. WALL PERPENDICULAR JOIST ) SCALE : 1" = 1'-0" FRAMING & FOUNDATION DIMENSION FINISH PER ELEVATION OVER 15 LB. BUILDING PAPER OVER SHEATHING PER PLAN Z - FLASHING WOOD TRIM OPTIONAL 3Q" MAX. SLAB TO GRADE 6 MIN. WOOD TO GRADE \BELOW FND. AR CONT. MAX TOP OFWALL 4. 0 OD TIGHTLINE IFT REQUIIREDN =111=1 1 1III -1 i 1=11 I1'`y I �II 11 ••r x STUDS PER PLAN P.T. SILL • PLATE & A.B. PER SHEAR WALL SCHEDULE AND/OR FOUNDATION PLAN 4" CONC. SLAB OVER 6 MIL. BLACK V. B. OVER 4" GRANULAR FILL 3" CLR. 4" DIA. PERF. FOUNDATION DRAIN III•" .11: a ; tt. .. H.. . ° :!-!t 111 =_11- 4 BAR VERTICAL @ 18" O.C. HORIZONTAL © 10" O.C. /1, /1,/ 6 /1,3 (SCAGARAGE FND. WALL LE : NTS BATT INSULATION PER PLAN TRUSS PER PLAN (2) #4 BAR CONTINUOUS PLYWOOD SHEATHING PER STRUCTURAL NOTES NAILED w/ 8d NAILS © 4" O.C. & SUPPORTED PANEL EDGES ROOFING MATERIAL PER ELEVATION OVER BUILDING PAPER & SHEATHING EXTEND 12" ABOVE INSULATION WITH 1 1/2" CLEAR AIRSPACE VENTED 2X BLOCKING / PER (3)2" 0.C. TO TOUCH TOP PLATE) FASCIA BOARD PER PLAN 5" CONTINUOUS METAL GUTTER A35 © 24" O.0 AT P1-3 AND P1-2 ONLY. (BIRD BLOCKING TO TOP PLATE) OR PER STRUCTURAL SW NOTE OR PER STRUCTURAL SW NOTE SIMPSON H1 CLIP @ EACH TRUSS OR PER STRUCTURAL SW NOTE -8d NAILS @ j� 4" O.C. (SHTG LL TO BIRDBLOCKING) SHEAR WALL PER PLAN OR HEADER BATT INSULATION PER PLAN CUFLAT CEILING & EAVE SCALE : 1" = 1'-O" OVERHANG PER PLAN FINISH PER ELEVATION OVER 15 LB. BUILDING PAPER OVER SHEATHING PER PLAN SCALE : 1" = 1'-0" FRAMING & FOUNDATION DIMENSION FINISH PER ELEVATION OVER 15 LB. BUILDING PAPER OVER SHEATHING PER PLAN MUDSILL / A. BOLTS PER FOUNDATION PLAN @ DOOR: 1" MAX OR 4" MIN STUB OUT #4 BAR X 24" @ 18" 0.C. 4" CONC. SLAB 2X STUDS PER PLAN BATT INSULATION PER PLAN 16d NAIL @ 4" 0.C. INSTALL BLDG. PAPER BETWEEN CONC. & JOIST 3/4" T.&G. PLYWOOD SUBFL. G UED & NAILED BATT INSUL. PER PLAN • . • . . __ BITUMINOUS DAMPPROOFING TOP OF FTG. TOP OF SLAB •#4 BAR VERTICAL @ 18" 0.C. & HORIZONTAL @ 18" 0.C. X 1T 4" HOOK oo 3" CLR. •11. e 11' a. ..1011.. 1• 1 6" ..• . L�p •it FLR. JSTS. PER PLAN TOP FLANGE HANGER BLDG. PAPER BETWEEN CONCRETE & JOISTS 6 MIL. BLACK V.B. (2) #4 BAR CONTINUOUS •-1 i 1=m -Iii -111-I I ' :, �3 6"/1/3"/11117-4II•�I1If I 1 SCALE : 1" = 1'-0" FND. WALL @ PORCH SLAB W/ HANGING JOIST SCALE : 1" = 1'-0" 2X STUDS PER PLAN BATT INSULATION PER PLAN BATT INSULATION PER PLAN 3/4" T.&G. PLYWOOD SUBFLOOR GLUED & NAILED FRAMING & FOUNDATION FLR. JSTS. PER PLAN P.T. SILL PLATE & A.B. PER SHEAR WALL SCHEDULE AND/OR FOUNDATION PLAN #4 BAR VERTICAL © 18" O.C. & HORIZONTAL @ 10" O.C. 6 MIL. BLACK V. B. I• 3" CLR. 11=111=11111 =III=111= I.: M DIMENSION INSTALL 1/2" GWB (1) #4 BAR. CONT. MAX. \ 6" BELOW TOP OF FND. WALL 4" CONC. SLAB OVER 6 MIL. BLACK V. B. OVER 4" GRANULAR FILL 4 11•:• e • —III—III—I � 1—i � �1 ISI-I�III111III1�MINOUS 111..:J 1 117,1T 1 1 1T:1 ,II DAMPPROOFING TOP OF SLAB Ih • 10 11 ° •. • •. I,3 6" /1/3'/1, 2) #4 BAR CONTINUOUS 6" FND 4 WALL @ GARAGE SCALE : NTS INSTALL PLYWOOD VERTICAL w 1-- 121- DOUBLE —w STARTING @ DOUBLE TOP DOUBLE TOP PLATE 8d NAILS @ 3" 0.C. TO EACH TOP PL SHEAR WALL PER PLAN & SCHEDULE SIMPSON STHD14 HOLDOWN w/ (38) 16d SINKERS / 7 L I 1 I' 1 I' .1- • 1 1• •111111 II • II . 11 • 11•13 .1141. N • �� II II + II . •I1..n.�pa.•, • ,•.4 #4 @ 18\• , IL II . • 11 '.11•II'• O.C. I"1 11 'II.. 11' • II •: HORIZONTAL II ;; .y'•� •I •1. (3) #4 VERTICAL w/ 4" HOOK •• l'a` all • `ll. @ FOOTING .; :4 IL v. . ! . EXTEND BEAM TO END OF SHEAR PANEL 3 ROWS 8d @ 3" 0.C. PLYWOOD TO BEAM 8d @ 3" 0.C. TO STUDS, PLATES & BLOCKING 3x STUDS 3x BLK'G SIMPSON MST48 HOLDOWN PER PLAN P.T. 3x6 w/ (2)9"?x12" ANCHOR BOLTS w/GALV. 3"x3"x10" ? WASHER SLAB ON GRADE BEAM PER PLAN a. SHEAR PANEL @ GARAGE SCALE : N.T.S. • 29 29 9 DOUBLE STUD @ HOLDOWN y REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 4 2017 City of Tukwila BUILDING DIVISION RECEIVED 'CITY OF TUKWILA OCT 2 0 2017 PERMIT CENTER HOLDOWN DETAIL SCALE : NTS 0.2.2.11 HI CO Hi CO Cr)ti U Cf) CO CO Z 0)� N J (C) J Cr J Q W LL W D Z o_ in CD Cu) N Z w� DESIGN & E 1002 39TH AV Office (253) P� 1y of / ,,. 429.. 'i'... £OISTL'O) SSIONAL 7i i:;/; wAsr,,, IN • °G I i ,.- a, �4 •;..4 7 LOT 6) PLAN LS2-1904 OWNER/CUSTOMER: JK Monarch PROJECT ADDRESS: LOT 6 TUKWAILA, WA. 0 0 2 Lu 06 Z 0 m 0 ( >- 11.1 Z 0 Z X U) J .¢ 0 1- X 0¢ Q 0 2 0 X SHEET N0. S4 S5 JOB NO. 2017- , 1 6 1-6 1 1 1 1 1-6 h - 3 6 1-6 1 6 h - 3 h - 3 AI\ FLOC) SW 1 6 SCALE: 1 /4" = 1'-0" h - 3 1-6 1 6 h - 3 1 1-6 • • 1-6 • 1-6 BIM ri (2 UPPE. FLOO SW SCALE: 1 /4" = 1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED OCT 24 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA OCT 2 0 2017 PERMIT CENTER 2211 C 51 OC?) g), z (3) I.• E::11., 0: Cf) D ig --I w = z a- E I.7;" L) (j) 1 tC_I .. , DESIGN & Ef 1002 39TH AVE Office (253) 5-i .15,13 "c", t.3.7 • 4''G.1 ••4`.6.,,s, SIONAL 7i.. „:,..... 429 S J. wR . , • 00 T • ° ) 17 4' 0\4 r -:t.:41 „v LOT 6) PLAN LS2-1904 OWNER/CUSTOMER: JK Monarch PROJECT ADDRESS: LOT 6 TUKWAILA, WA. d b Z LU 0.6 Z 5: C.7 co 1 11 LC'T3 ;>I 0 X LU z0 Z X Ej° s 5 SHEET NO. S 5 JOB NO. 1 2017-