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Permit D17-0223 - MACADAM - LOT 5 SINGLE FAMILY RESIDENCE
MACADAM -LOT 5 13832 MACADAM RD S D17-0223 Parcel No: Address: 0 City of Tukwila 0 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 1523049327 13832 MACADAM RD S Project Name: MACADAM - LOT 5 COMBOSFR PERMIT Permit Number: Issue Date: Permit Expires On: 017-0223 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: $9,259.61 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: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 10 Fill: 10 Number: 0 1 1 No Permit Center Authorized Signature: Date: I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signatu 00--!° Print Name: LtSS Date: 2-11"2-(1-2 This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 2: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 4: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the. property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 5: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. (City Ordinance #2435) 6: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 3: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 7: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 8: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 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: Work affecting traffic flows shall be closely coordinated with the Public Works Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 15: 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. 16: 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. 17: Any material spilled onto any street shall be cleaned up immediately. 18: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 19: 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. 20: 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. 21: 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. 22: 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. 23: The property owner is responsible for the maintenance of its storm drainage system and, for this purpose, shall have a maintenance plan in place and the responsibility for maintenance assigned prior to Public Works final. 24: 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. 25: Applicant shall obtain sanitary side sewer permit from Valley View District (206-242-3236). 26: 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'. 27: 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. 28: 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. 29: Owner/Applicant shall contact the local postmaster regarding location of mailbox(es) installation. Location of mailbox(es) installation shall be coordinate with Public works. 30: 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. 0 0 31: ***BUILDING PERMIT CONDITIONS*** 32: 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. 33: 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. 34: 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. 35: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 36: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 37: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 38: All wood to remain in placed concrete shall be treated wood. 39: There shall be rro occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 40: 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. 41: 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. 42: 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. 43: 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). 44: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 45: 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. 46: 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. 47: ***MECHANICAL PERMIT CONDITIONS*** 48: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (.206/431-3670). 49: 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. 50: Manufacturers; installation instructions shall be available on the job site at the time of inspection. 51: 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. 52: 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. 53: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 54: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 55: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 56: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 57: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 58: 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. 59: 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. 60: 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. 61: 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. 62: 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. 63: 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. 64: 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. 65: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 66: 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 a 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 0502 LATH/GYPSUM BOARD 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701. ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 0602. SLAB/FLOOR INSUL 5090: STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKIJA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 '- Tukwila, WA 98188 http://www.TukWilaWA.gov Combination Permit No. hi 7 - 0)a3 Project No.: / Date Application Accepted: V -(lo` ( 7. Date Application Expires: (For office use only) COMBINATION PERMIT APPLICATION — NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE LOCATION King Co Assessor's Tax No.: 1523 of 432'7 Site Address: 13832. Mperc A -toe. 'RD, s . `rV ].wt LA-} L.9p., 'ilk. 11 PROPERTY OWNER, Company Name: Sly M vNmRs L.-C_t_ ic Name: •NUS S �DR-KA,16-&S Name: -KMONAtZt“t LLC Address: T D gQX org Contr Reg No.:aKMoeaML4144xp Date: g_l,+q Address: le'D eCIC Mg ,1 Phone. 253-4640---Sle 40 Fax:2-53-gif 0-3350 City:TiortweState0A, Zipt1 1 CONTACT PERSON - person receiving all project communicationat Company Name: Sly M vNmRs L.-C_t_ ic Name: •NUS S �DR-KA,16-&S City tTt)`-( prt-tv,P State-wp, Zip:Gi1 Address: T D gQX org Contr Reg No.:aKMoeaML4144xp Date: g_l,+q City: A. U /3 State: 1,3p. Zip: ,1 Phone. 253-4640---Sle 40 Fax:2-53-gif 0-3350 Email: C' u5S ems,:movva e.ik• Cay GENERAL CONTRACTOR INFORMATION Company Name: Sly M vNmRs L.-C_t_ Address: P 0 [30-t. (tg City tTt)`-( prt-tv,P State-wp, Zip:Gi1 Phone2 S.40-5/0 (00 Fax:0,53_& 11D-335-0 Contr Reg No.:aKMoeaML4144xp Date: g_l,+q Tukwila Business License No.: 5.v q q3 g $ 4 ARCHITECTOF RECORD Company Name:' L.Atr39JMA. 1e_ bpi6K.A Architect Name: KEN -a nsT_Sp^( Address: 1202, MAiN Sri jbit City: SUMNZ`7-- State: Zip:cig3,0 Phone: 253-$24 )grg Fax. 253.1124.49N(o Email: ke•t. n€:*n Grid' /v1Arkp (col S • feJ1...v ENGINEER OF RECORD Company Name: OcrrzLZ .bes t 64,s A e"6,. G. Engineer Name: MV ►N N e'1N f k -X r -I L1 Address: (003 3 9 Rpt S...) STE- 2 0-7 City: -7 thl we State: t jaA Zip:91315 Phone: 253 - 235-21:100 Fax: 253 •ggl - 3 oy i Email: rn 4 @ WWIt, ‘ enq. ricer: eic, , cdrI‘ LENDER/BOND ISSUED (required for projects $5,000 or" : :greater per RCW 19.27.095) Name: 5k MobJP,-msµ, Iii (5e I -cotale, Address: pp QOM i R, citypostState: Zip: , H:\Applications\Forms-Applications on Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 1 of 4 PROJECT INFORMATION - Valuation of project (contractor's bid price): $ 2Cx7K Scope of work (please provide detailed information): C.00 ST, tzc r A NMA,3 (al 04 Stgl FT" S 1 n36c.E FiAf► i K ZEA tt-rt4 A 3q .Si F'r - - c.w- G A4A4* DETAILED BUILDING INFORAMTION - PROJECT FLOOR AREAS• PROPOSED SQUARE FOOTAGE Basement AV- lst floor sitl g 2"d floor Garage) carport ■ 39 Deck - covered Y uncovered ■ Total square footage 9 O y 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 $ 2-0 K. fuel type: ❑ electric [� gas furnace <100k btu appliance vent 5 ventilation fan connected to single duct thermostat � wood/0 stove water heater (electric) emergency generator other mechanical equipment PLUMBING: Value of plumbing/gas piping work $ 2D 4 ` 2- - - bathtub (or bath/shower combo). - bidet— clothes washer dishwasher , . , .. floor drain t shower , 5 lavatory/(bathroom sink) 1 sink water closet water heater (gas) lawn sprinkler system S gas piping outlets H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 2 of 4 PUI1rIC, WORKS'PERMIT: INFOR10 trIOly - Scope of work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT ❑ .. Tukwila ,g3 ...Water District #125 /18:] .. Letter of water availability provided SEWER DISTRICT ❑ .. Tukwila - .. °Valley View ❑... Renton ❑ .. Sewer use certificate 0... Highline ...Letter of sewer availability provided SEPTIC SYSTEM: 0 .. 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): 0 .. Civil Plans (Maximum Paper Size — 22" X 34") 0 .. Technical Information Report (Storm Drainage) 0... Geotechnical Report 0... Maintenance Agreement(s) ❑ .. Renton . ❑ .. Seattle r T. 0 .. Bond 0... Insurance ❑... Easement(s) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ]S .. Right -Of -Way Use - Potential disturbance ... Construction/Excavation/Fill - 4.. Total Cut ra Cubic Yards .. Total Fill to Cubic Yards A Sanitary Side Sewer ❑ .. Cap or Remove Utilities O .. Frontage Improvements 0 .. Traffic Control 0...Work In Flood Zone �... Storm Drainage 0...Abandon Septic Tank 1... Curb Cut 0...Pavement Cut �]... Looped Fire Line ❑ .. Permanent Water Meter Size " WO # 0 .. Residential Fire Meter Size " WO # ❑ .. Deduct Water Meter Size ❑ .. Temporary Water Meter Size " WO # 0 .. Sewer Main Extension Public 0 - or - Private 0 ❑ ...Hold Harmless — (SAO) 0 ...Hold Harmless — (ROW) Right -of -Way... ❑ -or- Non Right -of -Way.. ❑ ..Trench Excavation ❑ ..Utility Undergrounding ❑ ..Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ .. 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) 0 .. water ❑ .. sewer 0 .. sewage treatment MONTHLY SERVICE BILLING TO: Name: Mailing Address: Day Telephone: WATER METER REFUND/BILLING: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:\Applications'Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 3 of 4 OD n PERMIT APPLICATION N OTES. = Ar-PLIGABLE TO ALL PERMITS IN.THIS A IICATION.- Value of construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the permit center to comply with current fee schedules. Expiration of plan review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY OW Signature: OR AUTHORIZED AGENT: Print Name: Mailing Address: ?O Bo* 18g H:\Applications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Date: g, i ( I Day Telephone: 2.S3" £ii 9'"5 o e—AAI "1141.4-43P City t_)A, l'Fra 11 State Zip Page 4 of 4 0 BULLETIN A2 0 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME Nl A CA —,nA — L. �-T— �_ PERMIT # b 0») /362. ►N1w�dar,•, (zA , 5,) 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 --- -750 Road/Parking/Access J 510 A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. $250 (1) 0 10.1 5 C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) 5. Enter total excavation volume Enter total fill volume /D cubic yards / b cubic yards $ 1 o -j %- (4) Use the following table to estimate the grading plan review fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE %/ Up to 50 CY -✓ Free 51 -100 $23.50 101 - 1,000 $37.00 1,001 - 10,000 $49.25 10,001 - 100,000 $49.25 for 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 - 200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or feaction thereof. GRADING Plan Review Fees $ (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION �a (1+4+5) $ -35-7 — 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,uH EIVED attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review a OF TUKWILA Approved 09.25.02 Last Revised 02/21/17 D l�- ozz.3 AUG 16 2011 PERMIT CENTER 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) 5.0 $ Or] — (6) 7. Pavement Mitigation Fee $ (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the pavement mitigation fee. Approx. Remaining Years Pavement Overlay and Repair Rate . (per SF of lane width) 20-15 (100%) . $10.00 15-10 (75%) $7.50 10-7 (50%) . $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. $ 2 3 .i (8) QUANTITY IN CUBIC YARDS RATE -✓ 50 or less ✓ $23.50 51-100 $37.00 101 – 1,000 $37.00 for lst 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001– 10,000 $194.50 for 1st 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. • 10,001 – 100,000 $325.00 for the 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. uv i9 ,! Technology Fee (5% of 6+8) V.sO !).. C) App"roved 09.25.02 Last Revised 02/21/17 (9) 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 $ �� H. Transportation Mitigation $ ! 0 1S I. Other Fees $ Total A through I S$ $ 001,E DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ I ( 51 43--- (10) 3 (10) ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2017-12.31.2017 Total Fee / 0.75 '. ` 5 $6005 / $6630 1 $112 $15,012.50,7"$16,137.50 1.5 $2425 $30,0 $32,450 2 $2825 $4 :,040 $50,865 3 $4425 '.'6,I80 $100,505 4 $7825 $150,12 $157,950 6 $12525 $300,250 $312,775 Approved 09.25.02 Last Revised 02/21/17 emporary Meter 9.75" l 2.5" $300 $1,500 3 Cash Register Receipt City of Tukwila DESCRIPTIONS I ACCOUNT QUANTITY PermitTRAK PAID $20,951.83 D17-0223 Address: 13832 MACADAM RD S 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 8640.23.7.114 0.00 $4.50 IMPACT FEE $2348.00 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 CRSYSrEMS Cash Register Receipt City of Tukwila 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 5 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 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 CRWSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS I PermitTRAK 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 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 $4,273.92 Date Paid: Wednesday, August 16, 2017 Paid By: JK MONARCH Pay Method: CHECK 4546 Printed: Wednesday, August 16, 2017 1:33 PM 1 of 1 CRSYSTEMS INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION br7`02z3 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 Prot: I o+3 Tynsction: Fs KY -sit Add e `3132 M nn 1 n o v� I�Fi� Date Called: Special Instructions: AP Date Wanted:7- _ ��� a a.m. m. Requester: Phone No: Approved per applicable codes. OCorrections required prior to approval. COMMENTS: pGJ` s 1i tor+ ? Sit ? _ oK e ri) t_C,kah ‘‘ c et,L h - ' AP P hd g / L______, -fi_t. 't/riot, A;tiril-L- — Inspector: <3 cf, Date: 75-26/ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit 0J7-6223 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: Matati. — Loi- Ty.e of Inspection: IL n�� 74 Address: 13832 ficteoltyn PeLS. t)a . eal heel Il Us f+ c� Special Instructions: ^-'-'-,vas. asp+. IOW - ' i F -- Requester: Phone No: Zvi - 7ZZ- 4186 y pproved per applicable codes. Corrections required prior to approval. COMMENTS: EFF czar 0 Me.cLvi t Siu,; pi-- •k ('$,-t— 8‘C__ Mecke-t,ico.L Plec 11-AtiaAA--.'&11 4,0 AI t al Inspector Date: - 7-.20/ i 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: ,P ' 9 Ty a of Inspection: b t Fl Addres ii 32 — Kee.444.01 .{' S,. Da e Called: pecial Instructions: '� �= L-0 + ' 5 Date Wanted: F6 — R.0,6-/ pn: Re ueste Phone No: oApproved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Dates -.26- ir 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 NI. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project:( T of Ins ection: Address: Date Called: Special Instructions: L® 5 Date Wanted::®® 6-t3S�o - / pm_ Requester: Phone No: aApproved per applicable codes. OCorrections required prior to approval. COMMENTS: 11 At Px-cc.e55 Inspector: nn cip,_ Date: 6, 2s ^ ) (9 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must Ibe 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 Do - O 3 Project: / izalia 1- hoes Type of Inspection: Date: oilatitt Address: /383- 2 / rcad 1 I dS Date Called: Special Instructions: Date Wanted: )41 ,(m. m' Requester:10( l -TK_ j/l'7Unart_lA Phone No: 953 7gP-V SY lJ gfr nes' sp 50 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Aset.12 `R4.enJi- NJ -me TINA- eiy• too 00 9 t3� F s� �� �� - bia►e-¢. lnsp ct r, Date: oilatitt 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 DC7 -0223 Pro' ct: ara - Lo+S T pe of Inspection: r1..wen 6i,ui r Address: 13832 P1acv a L. Date Calked: ,. Special Instructions: r Lot # a Date Wanted: ee — % -- .Z�Dl81 p.m. Requester: Phone No: ElApproved per applicable codes. E Corrections required prior to approval. COMMENTS: vVl> l / t h�T.� /7) -T.4/-114 6t -r, le a LC t„t_,kularLi'frc.f I K1 Crau-J Com. cZ'IL / t/7, ikke,4" Jr, 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 Pro'ec : T •e of Insp= ,�Ysoo� s efoF Address: ur► i r----_ a •= 7ri:a4,4,13332.rlali o Special Instructions: Lo *5 Date Wanted:/ Cp"'_2� a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COM T • ;/j Inspector: Date:/_ 7_,67- REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit D1'7- 0223 PERMIT N. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr ect: oaLtyvi 1.07,_ Address: /383z Mac ► Ret . Special Instructions: Type of Inspection : C� ID; re Fi nciL. ec ket>7 i Cad p.m. 6 = 7 - 2a18' Phone No: Approved per applicable codes. D Corrections required prior to approval. COMMENTS: 'e- Ca ASI r-re- 11/411,EdAotirtt\C.G•i( k1e_pi a4/01.0ett, 7‘g7L nspector: Date: _ 2D1V 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- 0223 Project: Zpe f Ins ection: ,—.7.3 004 Address: 13832 M,atadr S. Date Cal d: ,___--_® Special Instructions: Loi— * S i Date Wanted:a.m.' ti—t9 ' p.m. Requester: Phone No: IY Ci Approved per 'applicable codes. !_J Corrections required prior to approval. COMMENTS: Inspector: 09,1 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 Dri- OZ73 Project• JJrr Type of Inspection: Fria" 1105. Address: /n c s 00,32_ IVa_ n--_ a Date Called: , Special Instructions: Date Wanted:/� -��� 6 a.ms p.rrt. Requester: Phone No: ElApproved per applicable codes. D Corrections required prior to approval. COMMENTS: FriAMa Yid GLAino 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 Dt"7•o?z,3 Project: MIA- Type of Ins ection: X-Sc.�.>, pc. .1404-14tV1 Address: 13332 Metexkirwi Rd s, A/Arti, : s 'a1 ," Special Instructions: L0-1- � 5 Date Wanted: 3 30/Zoi �mj, P.m. Requester: Phone No: Approved per applicable codes. L Corrections required prior to approval. COMMENTS: R.00 r .encs Inspector toQ Date: 3/3 o/zcI 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 ) -02_22 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: N«CA-011-r-'t Type of Inspection: 4 Frrt Lila d' 614z /NJ Address: 13832. M>. S. Date Calle Special Instructions: Date Wanted: 3/27 /Zo /e a c p.m. Requester: Phone No: 1 r ri T� Approved per applicable codes. I Corrections required prior to approval. COMMENTS: °6 LiiitAl_-_ • FrAM l N - 6C.DAN71-P a7 1 r ri T� it C SOte Unkt. fliria4 fkje- c44- r% coed .5%iet fre:v/ r j3 ^ /cr7" ! r dot � - C/ 76 40i LSh e wis e4- pv 7/ ki 3; :170,514( . a '5'0 a.4- J Of- i6 0 , piceke -- DkN/, Inspector: C., Date: 3/z 7 zoit 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 pc? -02.23 Project: ,q4 * 4 3Afr1 Z--(17-6' Type of Inspection: pM- fl) NG -- -Address: ,^A/7 Address: /3838. ,fl/ f/h,D*M RJ Date Called: Special Instructions: Date Wanted: 3 .x'28 .-. ! Q a.m. p.m. Requester: Phone No: -722- 4/ ,9 V-- 53-722-4/6(29 EiApproved per applicable codes. i1 Corrections required prior to approval. COMMENTS: Froi-tm I lil *-Fy3— iy4v4"1 160,01 ie a._ 01,4 iJa)L p( iif0 y col(' ekt (KS S rrwAtC- 1 !rS otxt_tra, .4L--nic__ -TO iv\stkLetk_ (4.gcces 14./— ,V05- 2aeC) 39/0- (3 5(Q Inspector0-66(1....‘. Date: ,^A/7 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit 7� D3 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project:T Mt- *- e of Inspection: Tip) rI,r an Address: (SO 3 2 rioxiJam m s. �o4k l GAS Doc -r r IsisvJA77al. -- ® K Special Instructions: 1\1‘ /CAP -4 ' 5 Date Want .?5/2(41217/ $' a !m. ' p.m. Requester: Phone No: Approved per applicable codes. Ej Corrections required prior to approval. COMMENTS: -d -6 &_._-_ - OK Doc -r r IsisvJA77al. -- ® K Ti3 fvte_ci4.,:v.',: - -, W .,±.___ffl--1 4if Ro (k4-1- IN Pi) MJ3f74.E — 3 k - Inspector: �s Date: 3-2 r -19 n 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 Di7- 0223 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: /1I/ c4DD,' rv( 4 7' E Type of Inspection: 1 .1 Address: /33'7 / 1 RJB, Date Called: Special Instructions: itiit SiyN6/fi2.2-1'5/8 /rot?, --5-h Date Wanted: OD i p.m. Requester: LI I' Phone No: aS3722—ya6y EXApproved per applicable codes. ECorrections required prior to approval. COMMENTS: OK-- Roof' SH -1470111 G- bK MILL sN-/t% /Nc/si 2 Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: AWWW 46T— Type of Inspe ��t f;11ns ction: 0o1rL f1 -44l�C— Address: 138 5:2- M'WMORiii RD: S, Date Called: Special Instructions: Date Wanted: 1-02‘.:—/e) p.m. Requester: Phone No: t Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must he paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit inspection Request Line (206) 438-9350 DI7_0223 Project: /MM 9314 -?0,1- I L.;, -i-- s Type of Inspection: P//Gt A A 4001 "' Addre�sss: q �r�� �q� �j� /38 A ii4 161b i d R.D1 V, Date Called: Special Instructions: Date Wanted: i ''2/9-15 p.m. Requester: Phone No: 0 Approved per applicable codes. pCorrections required prior to approval. COMMENTS: miss/NG. L -M iN€ Inspector: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Cat'. 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 )-00U3 P3' Project: , M&1 f Lor 5- Type of Inspection: 60706-- DAN Address: /33 . p� y�� / �� RD, S':` Date Called: Special Instructions: Date Wanted: / --/b—ig a.m p.m. Requester: Phone No: '�/ Approved per applicable codes. Corrections required prior to approval. COMMENTS: fu716/ - VfML Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. /0, 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 p17-0223 Project: Alne4D4211 I2'7 5 Type of Inspection: fai.W.Ofrvaiv P." -L- Address: �y "� �J !/!4L// Ij , /3 33 /i ` '6 Date Called: Special Instructions: Date Wanted:�� /-0-ie a.tri. Requester: Phone No: Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: 0k _ -6, f 019-77 N Inspector: Date: 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 b17-4223 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: nmexi.)ifin Type of Inspection: r-607711/6^ Address: /363.2 411, R4,-.5; Date Called: Special Instructions:Date Len-�,�' Wanted: I -J a.m,? p.m. Requester: Phone No: ixApproved per applicable codes. Corrections required prior to approval. COMMENTS: 6 K _ J=FOriN G— Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Calf to schedule reinspection. INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit 0/ PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: f/jO/ S'32 Type of Inspection: *,/ (-- Address: Suite #: / r) Contact Person: .6. ^--- �j Special Instructions: Pre -Fire: Phone No.: Permits: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 0-{ c Needs Shift Inspection: ,1_,Sprinklers: (-4._ (-- Fire Fire Alarm: / r) Hood & Duct: Cy) Monitor: ( .. Pre -Fire: Permits: Occupancy Type: s r Inspector: if --7,74 (-4._ Date: �/ 1 - lI / 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 0223. PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: /Z,.ei ? �7 Sprinklers: Typej�of Inspection: f ' Ye.�//// , /0I .. " &(GeG (-0v.4"/" Address: ;' ,""3 `` Suite #: ����// t p ' /71,4? 414 Contact Person: 1 Special Instructions: /0* sem/ kr Io . . - .( Phone No.: 17\ Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Selo jedL // , ) /0* sem/ kr Io . . - .( 70.71)q--( 2/. s1,ri --, • A0, re v al,/-- /qi- S.S J O K h r aye r iii-rti iit- 4 f f //ed4ca- u11) /J s - //7`1 i Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: _ Occupancy Type: Inspector: "Z.- /7/% S 3 :' Date: 7/3,// s Hrs.: 2. b $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Callto 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 ,�/� �!\ /i (B A! it Air (60, coe.t) ACCOUNT# SERVICE ADDRESS /383,2M4 4dl S. Ttt Irm CITY ASSEMBLY LOCATION / !J a AI i?/ e METER # STATE 44f 4 r ZIP CODE q 7/ (a 0 CROSS -CONNECTION CONTROL FOR? fl, %i e ,S Mpv /e LI SIZE / MAKE /l/M, es MODEL P a Od (3 TYPE 1) C V /9 SN 3 Yl'` / LINE PRESSURE AT TIME OF TEST? 1-<-4— PSI NEW? EXISTING? 0 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 CLOSED TIGHT? 111 #1 CHECK VALVE LEAKED? 1 #1 CHECK VALVE LEAKED? 0 #2 CHECK VALVE CLOSED TIGHT? 0 #2 CHECK VALVE LEAKED? 0 APPROVED AIR GAP PROVIDED? 0 RPBA PASSED TEST? Yes 0 No 0 #2 CHECK VALVE CLOSED TIGHT? #2 CHECK VALVE LEAKED? fJ APPROVED AIR GAP PROVIDED? RPBA PASSED TEST? Yesqq No 0 DCVA #1 CHECK VALVE CLOSED TIGHT? d.• `Y PSID #1 CHECK VALVE CLOSED TIGHT? PSID #1 CHECK VALVE LEAKED? 111 #1 CHECK VALVE LEAKED? D #2 CHECK VALVE CLOSED TIGHT? PSID #2 CHECK VALVE CLOSED TIGHT? d i (/ PSID #2 CHECK VALVE LEAKED? 0 DCVA PASSED TEST? Yes vf No #2 CHECK VALVE LEAKED? 0 DCVA PASSED TEST? Yes No ❑ PVBA AIR INLET OPENED AT PSH) AIR INLET OPENED AT PSID AIR INLET FAILED TO OPEN? CHECK VALVE HELD TIGHT AT PSID AIR INLET FAILED TO OPEN? 0 CHECK VALVE HELD TIGHT AT PSID CHECK VALVE LEAKED? • CHECK VALVE LEAKED? 0 PVBA PASSED TEST? Yes No 0 PVBA PASSED TEST? Yes No NI APPROVED ASSEMBLY? REMARKS PROPER INSTALLATION? INSPECTED BY CCS? TEST COMPANY A) Tt/t /2 /)--eX -W PHONE v2. m i- i 24 - L g' R 3 TEST KIT MAKI '', if i'!el er MODEL NSS- SN 042 2 ail CALIBRATION DATE 452/g2?/1 I cernfr that 1 used WAC 246-290-490 approved Test Methods and Differential Pressure Test Equipment CERTIFICATION # DATE TESTED (0 /;-94( REPAIR DATE DATE TESTED TESTER'S NAME (PRINTE SIGNATURE REPAIRED BY RETESTED BY CERT 600 Mlnkler Boulevard - Tukwila, Washington 98188 D/7- o;d3 WIRE WEEN SUPPORT FENCE (TOO BE LOCATED ON TIE IF LTER IEAAi C) "E FFABRIC ILTER WASHED GRAVEL BACKFILL SON 3aOTITN SIDES OF TER FENCE FABRIC LITE FILTER MATERIAL IN 85d2' TRENCH AND LEAVE MIN. 2' EXPOSED SILT FENCE DETAIL NTS 1 c Z I N S � HOUSE FILTER FABRIC MATERIAL IN CONTINUOUS ROLLS USE STAPLES OR WIRE RINGS TO ATTACH FABRIC TO WIRE WIRE MESH SUPPORT FENCE FOR FILTER FABRIC R-25' MIN. 6' MIN. FOR RESIDENTIAL SINGLE FAMILY LOTS 4' TO 6' QUARRY SPALLS FOR RESIDENTIAL SINGLE FAMILY LOTS (2' TO 6' a)ARRY SPALLS MAY EE ACCEPTED AT INSPECTOR'S DISCRETION) CONSTRUCTION ENTRANCE NTS e.avE.•Mer M me s.,.eanl .a�....o°..�.,�.� •een reviewed by the Public 1111/11M•EINLIZkAIAL a N. la4 t for conformance with curre -.reac.cnu�c••ce c• -pis subject to errors a aio.00ur�au...nn.� r 400v.**. `*.uthorize violations of yI antes. The responsibility S0' WETLAND E'',UFFER 10' BLDG - SETBACK 0 SITE DRAINAGE: ROOF DRAINAGE TO TIG+-1TLINE TO STORM STUB DRIVEWAY DRAINAGE TO TIG-ITLINE TO STREET e- GROUND SURF.A , fgr 14AFXe adequac 1.f the design rests totally with the'k, --25x2 H000> �F' 9TsrsT r o , deletions or revisions to these SILT FEN.CEOR4�f"' his date will void this acceptance_ ., p qT l 1. a resubmittal of revised drawings for subsequent approval.. Final acceptance is subject to field inspection ROOF a„ iblic Works utilities inspector. Date: By: pp�� AA LESS THANIO111 12 -COMMON DRIVEWAY ACCESS (SHARED BETWEEN LOTS 546) GRAVEL SWALE TOPSOIL TOPSOIL 5% MM. a, I' - 1►3' WASHED 1, PRAM ROCK ..SLOPE GRAVEL SWALE A MINIM M OF 1% TO DRAM 10' OR GREATER TO VEGETATED PORTION OF THE LOT. RETAIN ON SITE POSITIVE DRAINAGE NTS TIGFITLIPE FOUNDATION DRAIN, — 4' DIA PERF. PIPE PEA GRAVEL FILL WRAP UW FILTER FABRIC FOOTING DRAIN DETAIL NTS II16/ll/ at //11,1/11/ LEGEND: 0 0 0 — SILT FENCING STOCKPILED SOIL ;:,ORRECTI N RECEIVED CITY CITY OF TUKWILA OCT 2 0 2017 PERMIT CENTER = CONSTRUCTION ENTRANCE REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 4 2017 City of Tukwila BUILDING DIVISION SCALE 1:20 MACADAM LOT 13832 MACADAM RD. S. TUKWILA, WA COVERAGE CALC. LOT AREA. PROPOSED STRUCTURE= LOT COVERAGE= 1,836 SF 1,112 SF 15 i='LAN LS1-1904-2R 1)011- (YR% 10-18-11 Macadam Short Plat Section 15, Township 23 N, Range 4 E, Willamette Meridian, City of Tukwila, Washington 100 SEWER AND WATER SERVICES: _ tSEWER AND WATERSERVICES ARE SHOWN FOR REFERENCE ONLY. ) . WATER SERVICES SHALL BE APPLIED FOR FROM WATER DISTRICT #125 AT TIME OF BUILDING PERMIT APPLICATION. SEWER SERVICES SHALL BE APPLIED FOR FROM VALLEY VIEW SEWER DISTRICT AT TIME OF BUILDING PERMIT APPLICATION. 6OLF 12'0 HDPE -0N-GRADE 10' PUBLIC -T —. STORM-EASE.— _32LF-12BJiDPE_ _ P. 1% TO DAYLIGHT YD 3- YF'E-90- -- I.E.=11773-- \6 1 D 870 Q. ..... ...... 112- '_- 114-_- y YD 4 TYPE_40, - .. IM=123.10 Prior to starting construction, contact ONE -CALL (1-800-424-5555) , or 811, for utility locations. • I.E:=11793 2 OUTLETCONTROL TYPE 2 .• 2+01.33 135.8.'L RIM=121.97 I.E.12' N=1.14.26- I.E. 114;26I.E. 36'.W114.26 I.E.,8' fNW,SE=114.26 • X110 10 PRIVATE STORM EASE. 1 YD 6 TYPE 40 --- RIM=iI' 10— -- LE.=118.46 _50 8.0 PVC fl.514 1 4°. / / / • �o/ / mi ti LOT 6 LO—Ti `�;� '�'...%:+-7-1:18-\.96J71-5:-.411.':: -��-- LOT 3 LOT 4 (� ��1 \ � ; -: V WATER SERVICE (TYP.) (SHOWN FOR REFERENCE, 1 �_ \ APPLY FOR SERVICE WITH a - _ __ \ BUILDING PERMIT) L- ;--� 120 12' STORM MAINT. SS SERVICE (IYP) - - • �� ACCESS SHOWN FOR REF. i ..�: �� \ 2' OSTC OVER APPLY FOR SERVICE +38 9@ 15.4 L 6' GRAVEL BASE / B ILDING PERMIT) `'�\� J CB 3 TYPE t 124 END PA AGTAPER.L_ 2+70.7617.1 'L END 1�j�.rrr/ rr,,/r�rrr/rrrr/rrp///c7////0///l//////////f////0//////////////%//�/////0/////////b//G,/////// TYPE 254' 0 AND SIDEWALK • ✓ 0//!i///UPJ/�/ %/�',(i��d n� 0 /, / ru(iU�rr�unn.:,. i � BEM: P.".L',1ti:i T,aPEj�--""` . -7,A4a . . . \ I\ • RIM=124.00 _ �`— \ / LE. 36" E,N=114.�////�//�/�////$°////1114""'"7/77"14' /////U//G/////��/////////%//U/-.� � � g 30 GRAPHIC SCALE n �; 0 1+9728 37.61. I 'L 130 r++r SAWCUT /OFF EX E/P _AND REMOVE EDGE AVEMENT WIDENING VARIES AS NEEDED FOR 18' WIDTH TO F.O.C. 1' C Masada 20' WIDE SHARED RESIDENTIAL DRIVEWAY APPROACH PER RS -08C - TYPICAL ,o 0 ( 15' WIDE RESIDENTIAL \ DRIVEWAY APPROACH PER RS -OBC 135 /4. 20 A RIP RAP PAD DETAIL A 40 60 /-1 / om D ti • n • ry t0 f\ t" t / m 5 M cadam Profile H r. Scale: V=20' V rt Sada. CB3TYPE 1 135 /4. 20 A RIP RAP PAD DETAIL A 40 60 /-1 / om D ti • n • ry t0 f\ t" t / m 5 Prescriptive Energy Code Compliance for All Climate Zones in Washington Pr' ect Information Contact Information LS2=,1904. This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative f -7- ` _ - All Climate Zones: Efficient Building Envelope la R-Valuea U-Factora Fenestration U-Factorb n/a 0.30 Skylight U -Factor n/a 0.50 Glazed Fenestration SHGC" n/a n/a Ceilingk 49l 0.026 Wood Frame WaIl9'd" 21 int 0.056 Mass Wall R -Value` 21/21" 0.056 Floor 30g 0.029 Below Grade Waif`" 10/15/21 int + TB 0.042 Slabd R -Value & Depth 10, 2 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Date 9 I ( 1 7 r]ri.... REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 4 2011 City of Tukwila BUILDING DIVISION 1 Each dwelling unit in a residential building shall comply with sufficient options fCo11ritb1eeR4O 2 so'"s. `YS Ffleve 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. 04. 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 0.5 ❑ RECEIVED CI ❑ TY OF TUKWILA ❑ A116 16 2017 El PERMIT'JNTER 0.5 O 1.5 `1200 kwh 0.0 Total Credits 3.50 bri. 0223 *Please refer to Table R406.2 for complete option descriptions 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. h 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. Window, Skylight and Door Schedule Project Information Contact 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 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 BEDROOM4 0.28 STAIRS 0n28 BEDROOM 3 0.28 BATH 0.28;. BEDROOM 2 0.28 MASTER BATH ,MASTER BEDROOM GARAGE/DWELLING DOOR 0:20 . Width Height Qt. Feet Inch Feet Inch Width Height Qt. Feet Inch Feet Inch 1 3 8 2 1 6 6 6 1 6 1 6 8 3 4 6 3 4 6 1 6 4 6 1 4 5. 1 5 1 2 4 1 4 1 4 4 1 6 4 . _1 6- 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 - • t 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 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 Contact Information Heating System Type: O M Other systems O Heat Pump To see detailed instructions for each section, place your cursor on the word "Instructions". Design Temperature Instructions Tukwila r.. 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 U-0.28 Of -R-4'9 Single Rafter or Joist Vaulted Ceilings Instructions Select R -Value Above Grade Walls (see Figure 1) Instructions Floors Instructions ; R-21 Intermediate I Below Grade Walls (see Figure 1) Instructions Slab Below Grade (see Figure 1) Instructions Slab on Grade (see Figure 1) Instructions Location of Ducts Instructions Unconditioned Space Iv Design Temperature Difference (AT) dT = Indoor (70 degrees) - Outdoor Design Temp 1;904 t8.5 U -Factor X 0.280 11 -Factor X 0.50 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 Conditioned Volume 16,184 Area 323 . Area Area 1_1)-44 _I1 Area Area _2722673 3 Area -;1;1`_4:4.. Area = UA 90.44 = UA = UA 29.74 UA UA 124.66 UA 28.60 UA F -Factor X Length UA No selection F -Factor X Length No selection Sum of UA Duct Leakage Coefficient 1.10 Envelope Heat Load Sum ofUAXeT Air Leakage Heat Load 8,040 Btu / Hour VolumeX 0.6XATX.018 Building Design Heat Load 20,618 Btu / Hour Air Leakage + Envelope Heat Loss Building and Duct Heat Load 22,680 Btu / Hour Duds in unconditioned space: Sum of Building Heat Loss X 1.10 Duds in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 31,752 Btu / Hour Building and Duct Heat Loss X 1.40 for Forced Air Furnace Building and Duct Heat Loss X 1.25 for Heat Pump UA 46 273.44 12,578 Btu / Hour (07/01/13) nTTILI DESIGN & ENGINEERING, INC.PS July 20, 2017 STRUCTURAL & LATERAL DESIGN ANALYSIS For: JK Monarch SITE ADDRESS Lot 5- Garage Right City of Tukwila i3 REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 4 2017 City of Tukwila BUILDING DIVISION EXPIRES 2/12/2019 bflou3 1003 391h AVE, SW, Suite 207 Puyallup, WA. 98373 RECEIVED CITY OF TUKWILA AUG 16 2017 PERMIT CENTER 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 Toads 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: 3/4 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 %" GWB 2.2 Fixtures — Mech. Electrical Point Toads 1.02 Framing, Joists Beams TJI or BCI 2.48 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) Project Information t COMPANY AND PROJECT INFORMATION Company Project Attili Design & Engineering,Inc. 1002 39th Ave SW Suite 207 Puyallup, WA. 98373 PS. JK Monarch LS2-1904-2R- Lot 5 DESIGN SETTINGS SITE INFORMATION Design Code Wind Standard IBC 2015/AWC SDPWS 2015 ASCE 7-10 Directional (All heights) For Design (ASD) 0.70 Seismic 0.60 Wind Duration Factor 1.60 Load Combinations For Deflection (Strength) 1.00 Seismic 1.00 Wind Service Conditions and Load Duration Temperature Range T<=100F Wood panels Wind Seismic 3.5 3.5 Moisture Content Fabrication Service 15% <=19% 10% <=19% Fiberboard Maximum Height -to -width Ratio Lumber Wind Seismic Seismic Standard ASCE 7-10 Building Code Capacity Modification Wind Seismic 1.00 1.00 Max Shearwall Offset [ft] Plan (within story) 0.50 Blocked 2.0 Elevation (between stories) 1.00 Gypsum Unblocked 1.5 Ignore non -wood -panel shear resistance contribution... Collector forces based on... Wind Seismic Hold-downs Applied loads Never Always Drag struts Applied loads Shearwall Relative Rigidity:Deflection-based stiffness of wall segments Perforated shearwall Co factor:sDPws Equation 4.3-5 Non -identical materials and construction on the shearline:Allowed, except for material type Deflection Equation:3-term from SDPWS 4.2-1 Drift limit for wind design:1 / 500 story height Wind Seismic ASCE 7-10 Directional (All heights) ASCE 7-10 12.8 Equivalent Design Wind Speed 85 mph Serviceability Wind Speed 72 mph Exposure Exposure B Enclosure Partly Enclosed Min Wind Loads: Walls 16 psf 8 psf Topographic Information [ft] Shape Height Length Site Location: - Elev: Oft Avg Air density: 0 0765 lb/cu ft Rigid building - Static analysis Case 2 Eccentricity (%) Loaded at E -W loads N -S loads 15 15 75% Risk Category Structure Type Building System Design Category Site Class Lateral Force Procedure Category II - All Regular Bearing Wall D D others Spectral Response Acceleration S1:0.400g Fundamental Period T Used Approximate Ta Maximum T Response Factor R Fa:1 .20 Ss:0.750g E -W N -S 0.209s 0.209s 0.209s 0.209s 0.293s 0.293s 6.50 6.50 Fv:1.60 Structural Data STORY INFORMATION BLOCK and ROOF INFORMATION Block Roof Panels Hold-down Dimensions [ft] Story Floor/Ceiling Wall Length subject to Bolt Block Elev [ft] Depth [in] Height [ft] shrinkage [in] length [in] Ceiling 22.00 0.0 Location X,Y = 0.00 Level2 13.00 12.0 9.00 19.3 20.0 Level1 3.00 12.0 9.00 15.3 16.0 Foundation 2.00 1.00 Ridge Y Location, Offset 16.00 BLOCK and ROOF INFORMATION Block Roof Panels Dimensions [ft] Face Type Slope Overhang [ft] Block 2 Story E -W Ridge Location X,Y = 0.00 2.50 North Side 30.0 1.00 Extent X,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 Location X,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 Location X,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 Legend: Grp - Wall Design Group number, used to reference wall in other tables Surf - Exterior or interior surface when applied to exterior wall Ratng - Span rating, see SDPWS Table C4.2.2.2C Thick - Nominal panel thickness GU - Gypsum underlay thickness Ply- Number of plies (or layers) in construction of plywood sheets Or- Orientation of longer dimension of sheathing panels Gvtv - Shear stiffness in lb/in. of depth from SDPWS Tables C4.2.2A-B Type - Fastener type from SDPWS Tables 4.3A -D: Nail - common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for GWB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing; Box - box nail; Casing - casing nail; Roof - roofing nail; Screw - drywall screw Size - Common, box, and casing nails: refer to SDPWS Table Al (casing sizes = box sizes). Gauges: 11 ga = 0.120" x 1-3/4" (gypsum sheathing, 25/32" fiberboard ), 1-1/2" (lath & plaster, 1/2" fiberboard); 13 ga plasterboard = 0.92" x 1-1/8". Cooler or gypsum wallboard nail: 5d = .086"x 1-5/8'; 6d = .092"x 1-7/8'; 8d = .113"x 2-3/8'; 6/8d = 6d base ply, 8d face ply for 2 -ply GWB. Drywall screws: No. 6, 1-1/4" long. 5/8" gypsum sheathing can also use 6d cooler or GWB nail Df- Deformed nails ( threaded or spiral), with increased withdrawal capacity Eg - Panel edge fastener spacing Fd - Field spacing interior to panels Bk - Sheathing is nailed to blocking at all panel edges; Y(es) or N(o) Apply Notes - Notes below table legend which apply to sheathing side Notes: 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 Sheathing Fasteners Apply Grp ! Surf Material Ratng Thick GU Ply Or Gvtv Size Type Df Eg Fd Bk Notes Stud 1.50 5.50 16 in in 3 lbs/in Stud 1.50 5.50 in in 1.20 1 Ext Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 6 12 Y 1,3 1.20 Int Gyp WB 1 -ply Hem -Fir 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 Legend: Grp - Wall Design Group number, used to reference wall in other tables Surf - Exterior or interior surface when applied to exterior wall Ratng - Span rating, see SDPWS Table C4.2.2.2C Thick - Nominal panel thickness GU - Gypsum underlay thickness Ply- Number of plies (or layers) in construction of plywood sheets Or- Orientation of longer dimension of sheathing panels Gvtv - Shear stiffness in lb/in. of depth from SDPWS Tables C4.2.2A-B Type - Fastener type from SDPWS Tables 4.3A -D: Nail - common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for GWB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing; Box - box nail; Casing - casing nail; Roof - roofing nail; Screw - drywall screw Size - Common, box, and casing nails: refer to SDPWS Table Al (casing sizes = box sizes). Gauges: 11 ga = 0.120" x 1-3/4" (gypsum sheathing, 25/32" fiberboard ), 1-1/2" (lath & plaster, 1/2" fiberboard); 13 ga plasterboard = 0.92" x 1-1/8". Cooler or gypsum wallboard nail: 5d = .086"x 1-5/8'; 6d = .092"x 1-7/8'; 8d = .113"x 2-3/8'; 6/8d = 6d base ply, 8d face ply for 2 -ply GWB. Drywall screws: No. 6, 1-1/4" long. 5/8" gypsum sheathing can also use 6d cooler or GWB nail Df- Deformed nails ( threaded or spiral), with increased withdrawal capacity Eg - Panel edge fastener spacing Fd - Field spacing interior to panels Bk - Sheathing is nailed to blocking at all panel edges; Y(es) or N(o) Apply Notes - Notes below table legend which apply to sheathing side Notes: 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. SiHEARLINE, WALL and OPENING DIMENSIONS North -south Shearlines Line 1 Level 2 Type Wall Group Location X [ft] 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 - Level 1 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 - Line 5 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 40.0.0 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 Segrient 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 40.00 2.00 13.50 21.00 7.50 13.50 21.00 7.50 13.50 14.50 1.00 14.50 19.00 4.50 19.00 21.00 2.00 - 0.50 40.00 40.50 24.50 40.00 15.50 - 0.50 40.50 41.00 21.00 40.50 19.50 21.00 23.00 2.00 23.00 25.50 2.50 25.50 40.50 15.00 - 0.50 40.00 40.50 - 0.50 4.50 5.00 4.50 40.00 35.50 4.50 6.00 1.50 6.00 10.50 4.50 10.50 17.00 6.50 17.00 19.00 2.00 19.00 25.50 6.50 25.50 30.00 4.50 30.00 40.00 10.00 - 0.50 40.50 41.00 -0.50 4.50 5.00 4.50 40.50 36.00 4.50 6.50 2.00 6.50 14.50 8.00 14.50 17.50 3.00 17.50 23.50 6.00 23.50 31.00 7.50 31.00 33.50 2.50 33.50 40.50 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 Block F Element 1 Load Case Wnd Dir Surf Dir Prof Locat Start on [ft] End Magnitude [Ibs,plf,psf] Start End Trib Ht [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 Wali Min E ->W Lee Line 0.00 29.50 Block 1 W Wali 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 Wall 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 B from Fig 28.4-1 or minimum loads from 28.4.4 Wind Dir - Direction of wind for loads with positive magnitude, also direction of MWFRS. Surf Dir - Windward or leeward side of the building for loads in given direction Prof - Profile (distribution) Location - Start and end points on building element Magnitude - Start = intensity of uniform and point loads or leftmost intensity of trapezoidal load, End = right intensity of trap load Trib Ht - Tributary height of area loads only Notes: All loads entered by the user or generated by program are specified (unfactored) Ioads.The program applies a load factor of 0.60 to wind loads before distributing them to the shearlines. WIND C&C LOADS Block Building Face Wind Direction Level Magnitude Interior [psf] End Zone Block 1 West Windward 2 18.2 21.5 Block 1 West Windward 2 18.2 21.5 Block 1 West Windward 2 18.2 21.5 Block 1 West Windward 2 18.2 21.5 Block 1 East Leeward 2 18.2 21.5 Block 1 East Leeward 2 18.2 21.5 Block 1 East Leeward 2 18.2 21.5 Block 1 East Leeward 2 18.2 21.5 Block 1 West Leeward 2 18.2 21.5 Block 1 West Leeward 2 18.2 21.5 Block 1 West Leeward 2 18.2 21.5 Block 1 West Leeward 2 18.2 21.5 Block 1 East Windward 2 18.2 21.5 Block 1 East Windward 2 18.2 21.5 Block 1 East Windward 2 18.2 21.5 Block 1 East Windward 2 18.2 21.5 Block 1 South Windward 2 18.2 21.5 Block 1 South Windward 2 18.2 21.5 Block 1 South Windward 2 18.2 21.5 Block 1 South Windward 2 18.2 21.5 Block 1 North Leeward 2 18.2 21.5 Block 1 North Leeward 2 18.2 21.5 Block 1 South Leeward 2 18.2 21.5 Block 1 South Leeward 2 18.2 21.5 Block 1 South Leeward 2 18.2 21.5 Block 1 South Leeward 2 18.2 21.5 Block 1 North Windward 2 18.2 21.5 Block 1 North Windward 2 18.2 21.5 Block 3 East Leeward 2 18.2 21.5 Block 3 East Leeward 2 18.2 21.5 Block 3 East Windward 2 18.2 21.5 Block 3 East Windward 2 18.2 21.5 Block 3 South Windward 2 18.2 21.5 Block 3 South Windward 2 18.2 21.5 Block 3 South Leeward 2 18.2 21.5 Block 3 South Leeward 2 18.2 21.5 Block 1 West Windward 1 18.2 21.5 Block 1 West Windward 1 18.2 21.5 Block 1 East Leeward 1 18.2 21.5 Block 1 East Leeward 1 18.2 21.5 Block 1 West Leeward 1 18.2 21.5 Block 1 West Leeward 1 18.2 21.5 Block 1 East Windward 1 18.2 21.5 Block 1 East Windward 1 18.2 21.5 Block 1 South Windward 1 18.2 21.5 Block 1 South Windward 1 16.2 21.5 Block 1 North Leeward 1 18.2 21.5 Block 1 North Leeward 1 18.2 21.5 Block 1 South Leeward 1 18.2 21.5 Block 1 South Leeward 1 18.2 21.5 Block 1 North Windward 1 18.2 21.5 Block 1 North Windward 1 18.2 21.5 Block 2 West Windward 1 18.2 21.5 Block 2 West Windward 1 18.2 21.5 Block 2 West Leeward 1 18.2 21.5 Block 2 West Leeward 1 18.2 21.5 Block 2 South Windward 1 18.2 21.5 Block 2 South Windward 1 18.2 21.5 Block 2 South Leeward 1 18.2 21.5 Block 2 South Leeward 1 18.2 21.5 Block 3 East Leeward 1 18.2 21.5 Block 3 East Leeward 1 16.2 21.5 Block 3 East Windward 1 18.2 21.5 Block 3 East Windward 1 18.2 21.5 Block 3 South Windward 1 18.2 21.5 Block 3 South Windward 1 18.2 21.5 Block 3 South Leeward 1 18.2 21.5 Block 3 South Leeward 1 18.2 21.5 BUILDING MASSES Level 2 Force Dir Building Element Block Wall Line Profile Locat Start on [ft] End Magnitude [Ibs,plf,psf] Start End Trib Width [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 Level1 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 Locat Start on [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 I I l I I I L?gend: 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 Toads before distributing them to the shearlines. i 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). 1 Flexible 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 Allowable Ext Shear Co C [pif] 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 [pit] Asp -Cub Allowable Shear [pH] 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 Seq. 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 in Sheathing and Framing Materials tables, where it shows associated Standard Wall. """ means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of wind force along shearline. v - Design shear force on segment = ASD factored shear force per unit FHS vmax - Collector shear force for perforated walls as per SDPWS eqn. 4.3-8 = V/FHS/Co. Full height sheathing (FHS) factored for narrow segments as per 4.3.4.3 V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub -2 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. Ir;t - 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. 1 HOLD-DOWN DESIGN (flexible wind design) Level 1 Line - Wall Line 1 1-1 1-1 Line 4 4-2 4-2 Line 6 6-1 6-1 Line A A-1 A-1 A-1 A-1 Line D D-1 D-1 Line E E-2 E-2 E-2 E-2 Posit'n L End L Op 1 ✓ Elem L End R End L End ✓ Elem R End L End L Op 1 R Op 1 ✓ Elem R End ✓ Elem ✓ Elem ✓ Elem ✓ Elem R Op 1 ✓ Elem R End R Op 2 ✓ Elem L Op 3 R Op 3 ✓ Elem R End Locat'on [ft] X Y - 0.50 -0.50 - 0.50 21.00 21.00 40.50 40.00 40.50 - 0.37 3.88 9.13 10.13 13.38 14.38 29.63 33.87 22.88 25.63 39.88 40.38 23.63 30.13 30.88 33.63 39.88 40.38 0.12 10.88 25.38 2.62 18.88 0.12 1.63 29.38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19.00 19.00 19.00 19.00 29.50 29.50 29.50 29.50 29.50 29.50 Level 2 Line- Location [ft] Wall Posit'n X Y Line 1 1-1 L End -0.50 0.12 1-1 R End -0.50 25.38 Line 6 6-1 L End 40.00 1.63 6-1 R End 40.00 29.38 Line A A-1 L End -0.37 0.00 A-1 L Op 1 3.88 0.00 A-1 R Op 1 10.13 0.00 A-1 R End 14.38 0.00 A-2 R Op 1 29.63 0.50 A-2 R End 33.87 0.50 Line D D-1 L End 24.63 19.00 D-1 R End 39.88 19.00 Line E E-2 R Op 3 30.13 29.50 E-2 R End 39.88 29.50 Load Case Min Min Min Min Min Min Min Min Min Min Min Min Min Min Min Min Min Min Min Min Min Min Min Min Min Min Load Case Min Min Min Min Min Min Min Min Min Min Min Min Min Min Tensile ASD Holddown Force [lbs] Shear Dead Uplift Cmb'd 3019 2376 644 1161 1161 857 806 1663 2556 2556 2294 605 2294 605 593 593 277 2209 792 1694 635 303 635 428 303 428 3019 2376 644 1161 1161 857 806 1663 2556 2556 2294 605 2294 605 593 593 277 2209 792 1694 635 303 635 428 303 428 Tensile ASD Holddown Force [lbs] Shear Dead Uplift Cmb'd 644 644 806 806 612 612 605 605 593 593 792 792 303 303 644 644 806 806 612 612 605 605 593 593 792 792 303 303 Hold-down Cap [lbs] HDU8-SDS2. 4870 HDU8-SDS2. 4870 Refer to upper level HDU5-SDS2. HDU5-SDS2. HDU5-SDS2. Refer to uppe HDU5-SDS2. 4065 4065 4065 level 4065 HDU5-SDS2. 4065 HDU5-SDS2. 4065 HDU5-SDS2. 4065 Refer to upper level HDU5-SDS2. 4065 Refer to upper level Refer to upper level Refer to upper level Refer to uppe HDU5-SDS2. Refer to uppe HDU5-SDS2. HDU5-SDS2. Refer to uppe HDU5-SDS2. HDU5-SDS2. level 4065 level 4065 4065 level 4065 4065 Refer to upper level HDU5-SDS2. 1 4065 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. 0.62 0.49 0.29 0.29 0.21 0.41 0.63 0.63 0.56 0.56 0.54 0.42 0.16 0.16 0.11 0.11 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 LorREnd- Atleftorrightwallend 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 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. 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 corner; Case A or B Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force (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 } MWFRS DEFLECTION (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 pif 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 0-1,2 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 LineA 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 D-1 6 Both Both 86.6 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. B-3, 2 = second segment on Wall 3 on Shearline B W Gp - Wall design group defined in Sheathing and Materials tables, where it shows associated Standard Wall. Dir- Force direction Srf - Wall surface, interior or exterior for perimeter walls, 1 or 2 for interior partitions v - ASD shear force per unit distance on wall segment. For perforated walls, vmax from SDPWS 4.3-9 is used, as per 4.3.2.1 b - Width of wall segment between openings. Modified for perforated walls as per SDPWS 4.3.2.1 h - Wall height Defl - Horizontal shearwall deflection due to given term: Bending = 8vh^3 / EAb; A - Cross sectional area of segment end stud(s); E - stud mod. of 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 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 HDU5-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 HDU5-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 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 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 • SHEAR RESULTS Rigid Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads N -S Shearlines Line 1 Level 2 W Gp For Dir ASD v Shear Force vmax [p11] \ [lbs] Asp -Cub Int Ext Int Allowable Ext 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 [plf] 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 - - 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 - - - Line D 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 I LnE, Lev2 - Both - - 853 - - - - - - 10661 - 1 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 - Wa11,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 0.2- 4 0.23 0.20 0.20 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "A" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of wind force along shearline. v - Design shear force on segment = ASD factored shear force per unit FHS vmax - Collector shear force for perforated walls as per SDPWS eqn. 4.3-8 = V/FHS/Co. Full height sheathing (FHS) factored for narrow segments 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. HOLD-DOWN DESIGN (rigid wind design) Level 1 I 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 2753 2753 1-1 L Op 1 -0.50 10.88 Min 2129 2129 ✓ Elem -0.50 25.38 Min 641 641 Line 4 4-2 L End 21.00 2.62 Min 1328 1328 4-2 R End 21.00 18.88 Min 1322 1322 Line 6 6-1 L End 40.50 0.12 Min 861 861 ✓ Elem 40.00 1.63 Min 809 809 6-1 R End 40.50 29.38 Min 1667 1667 Line A A-1 L End -0.37 0.00 Min 1205 1205 A-1 L Op 1 3.88 0.00 Min 1164 1164 A-1 R Op 1 9.13 0.00 Min 1063 1063 ✓ Elem 10.13 0.00 Min 277 277 A-1 R End 13.38 0.00 Min 1039 1039 ✓ Elem 14.38 0.00 Min 277 277 ✓ Elem 29.63 0.00 Min 316 316 ✓ Elem 33.87 0.00 Min 316 316 Line D ✓ Elem 22.88 19.00 Min 255 255 D-1 R Op 1 25.63 19.00 Min 2410 2410 ✓ Elem 39.88 19.00 Min 729 729 D-1 R End 40.38 19.00 Min 1991 1991 Line E E-2 R Op 2 23.63 29.50 Min 1038 1038 ✓ Elem 30.13 29.50 Min 787 787 E-2 L Op 3 30.88 29.50 Min 997 997 E-2 R Op 3 33.63 29.50 Min 883 883 ✓ Elem 39.88 29.50 Min 787 787 E-2 R End 40.38 29.50 Min 846 846 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 641 641 1-1 R End -0.50 25.38 Min 641 641 Line 6 6-1 L End 40.00 1.63 Min 809 809 6-1 R End 40.00 29.38 Min 809 809 Line A A-1 L End -0.37 0.00 Min 279 279 A-1 L Op 1 3.88 0.00 Min 279 279 A-1 R Op 1 10.13 0.00 Min 277 277 A-1 R End 14.38 0.00 Min 277 277 A-2 R Op 1 29.63 0.50 Min 316 316 A-2 R End 33.87 0.50 Min 316 316 Line D D-1 L End 24.63 19.00 Min 729 729 D-1 R End 39.88 19.00 Min 729 729 Line E E-2 R Op 3 30.13 29.50 Min 787 787 E-2 R End 39.88 29.50 Min 787 787 Hold-down HDU8-SDS2. HDU8-SDS2. Refer to upper HDU5-SDS2. HDU5-SDS2. Cap Crit [lbs] Resp. 4870 0.57 4870 0.44 level 4065 0.33 4065 0.33 HDU5-SDS2. 4065 0.21 Refer to upper level HDU5-SDS2. 4065 0.41 HDU5-SDS2. 4065 0.30 HDU5-SDS2. 4065 0.29 HDU5-SDS2. 4065 0.26 Refer to upper level HDU5-SDS2. 4065 0.26 Refer to upper level Refer to upper level Refer to upper level 1 Refer to upper level HDU5-SDS2. 1 4065 0.59 Refer to upper level HDU5-SDS2. 4065 0.49 HDU5-SDS2. 4065 0.26 Refer to upper level HDU5-SDS2. 4065 0.25 HDU5-SDS2. 4065 0.22 Refer to upper level HDU5-SDS2. 1 4065 1 0.21 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 Crit [lbs] Resp. 4065 0.16 4065 0.16 4065 0.20 4065 0.20 4065 0.07 4065 0.07 4065 0.07 4065 0.07 4065 0.08 4065 0.08 4065 0.18 4065 0.18 4065 0.19 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 comer(s) and Case A or B from Fig. 28.4-1 ASCE 7 Minimum loads (27.1.5 / 28.4.4) Hold-down Forces: Shear- Wind shear overturning component, based on shearline force, factored for ASD by 0.60. For perforated walls, T from SDPWS 4.3-8 is used. Dead - Dead load resisting component, factored for ASD by 0.60 Uplift - Uplift wind load component, factored for ASD by 0.60. For perforated walls, T from SDPWS 4.3-8 is used. Cmb'd - Sum of ASD factored overturning, dead and uplift forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings a?e 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. 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 Wall 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 1 MWFRS DEFLECT ON (rigid wind design) These deflections are used to determine shearwall stiffness for force distribution Wall, segment Level 1 Line 1 W Gp Dir Srf v pif 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 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 Line4 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. 8-3, 2 = second segment on Wall 3 on Shearline 8 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 t 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 t MWFRS HOLD-DOWN DISPLACEMENT (rigid 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 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 Line A 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 HDU5-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 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 Out -of -plane Wind Design COMPONENTS AND CLADDING by SHEARLINE North-South Shearlines Line Lev Grp 1 2 3 4 5 6 1 2 1 2 1 2 2 1 2 1 1 1 1 1 4 4 1 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 Sheathing [psf] Force Cap Force/ Cap End Force 12.9 190.6 0.07 17.2 12.9 190.6 0.07 17.2 12.9 0.0 ** 0.0 12.9 190.6 0.07 17.2 12.9 0.0 ** 0.0 12.9 76.9 0.17 17.2 12.9 76.9 0.17 17.2 12.9 190.6 0.07 17.2 12.9 190.6 0.07 17.2 Sheathing [psf] Force Cap Force/ Cap End Force 12.9 190.6 0.07 17.2 12.9 190.6 0.07 17.2 12.9 190.6 0.07 17.2 12.9 76.9 0.17 17.2 12.9 76.9 0.17 17.2 12.9 190.6 0.07 17.2 12.9 190.6 0.07 17.2 12.9 190.6 0.07 17.2 Fastener Withdrawal [lbs] Service Cond Cap ForcelCap Factors Int End Int Temp Moist 14.5 72.3 0.24 0.20 1.00 1.00 14.5 72.3 0.24 0.20 1.00 1.00 0.0 0.0 1.00 1.00 14.5 72.3 0.24 0.20 1.00 1.00 0.0 0.0 1.00 1.00 14.5 111.9 0.15 0.13 1.00 1.00 14.5 111.9 0.15 0.13 1.00 1.00 14.5 72.3 0.24 0.20 1.00 1.00 14.5 72.3 0.24 0.20 1.00 1.00 Fastener Withdrawal [lbs] Service Cond Cap ForcelCap Factors Int End Int Temp Moist 14.5 72.3 0.24 0.20 1.00 1.00 14.5 72.3 0.24 0.20 1.00 1.00 14.5 72.3 0.24 0.20 1.00 1.00 14.5 76.7 0.22 0.19 1.00 1.00 14.5 111.9 0.15 0.13 1.00 1.00 14.5 72.3 0.24 0.20 1.00 1.00 14.5 72.3 0.24 0.20 1.00 1.00 14.5 72.3 0.24 0.20 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 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 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. 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. SHEAR RESULTS flexible seismic design) N -S Shearlines Line 1 Level 2 W Gp For Dir ASD v Shear Force vmax [plf] \ [lbs] Asp -Cub Int Ext Int Al Ext owable Shear Co C [plf] 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, Levi 1 Both 56.8 - 1675 1.0 1.0 0 242 - S 242 7133 0.23 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 - - 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 Wall. "^" 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. HOLD-DOWN DESIGN (flexible 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 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-SDS2. 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. I 4065 0.13 Level 2 Tensile ASD Line- Locat'on [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 Ev — Veitical 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. t 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 Locat on [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 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 D-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. 8-3, 2 = second segment on Wall 3 on Shearline 8 W Gp - Wall design group, refer to Sheathing and Framing Materials Dir - Force direction Sri-- 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 HOLD-DOWN DISPLACEMENT (flexible 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 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 Line 4 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 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. 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 [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 - - 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 - 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 in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "A" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of 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. 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 I 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. 1 4065 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: 1 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 overtuming 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. DRA3 STRUT FORCES (rigid seismic design) Level 1 Line- Wall Line 1 Position on Wall or Opening 1 Location X [ft] Y Drag Force ---> Strut [lbs] <--- 1-1 Left Opening 1 -0.50 11.00 968 978 Line4 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 Locat on [ft] Force [lbs] 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 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 pif 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 pif 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 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 0.33 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 0.33 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 0.33 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 • b - Width of wall segment between openings. Modified for perforated walls as per SDPWS 4.3.2.1 h - Wall height Defl - Horizontal shearwall deflection due to given term: Bending = 8vh^3 / EAb; A - Cross sectional area of segment end stud(s); E - stud mod. of elasticity in Framing Materials table Shear = vh / 1000 Ga. Ga - 1.4 vs / (1.4 vs / Gt + 0.75 en) from SDPWS Ex. C4.3.2-1; vs - ASD sheathing capacity; Gt - Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table; en - Nail slip from SDPWS table C4.2.2D; Vn - Shear force per nail along panel edge using 1.4 vs Hold - Hold-down = da x h / b; refer to Hold-down Displacement table for components of da Total deft = Deflection from bending + shear + hold-down, as per SDPWS C4.3.2-1 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 Deft 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 LineE 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. 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 = EPong/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 Level 1 of 2 O M O Li 0 O CSC 18.2/2 WoodWorks® Shearwalls 11.1 44.9 11111111111111 111111111111111111nin�' 5'22 176.1 C&C...18.2..L.21..5 E-2 July 28, 2017 15:03:56 40' 35' 30' 25' 20' 15' 10' 0 M (74 1265 A-1 N - 5' 0' 1) NI 0-1 gt C 18.2 / 211. C&C 1 cesU I1111.111.8I61.....1...8._1. 61.8 61 O 61.8 '- 95.8---- 95.8 3 83:3 3.3 - 61.8 ............................ .8 i I I I I I I I 10' 15' 20' 25' 30' 35' 40' 45' 50' Factored shearline force (lbs) LW 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 ---11 Applied point road or discontinuous shearline force (lbs) Loads: Directional Case 1 Wind (W); Forces: 0.6W + 0.6D; Flexible distribution -10' -15' I •1 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. I I WoodWorks® Shearwalls 11.1 July 28, 2017 15:03:56 2837 0 0 6.2 2.5'—t 1-1,2 1-1,3 A.R. 2.00 A.R. 3.0 4.5:. 0 — 3.0' 96.2 1-2:Grp 1 4.5' —\ N Unfactored IC&C load Interior 18.2 End zone 21.5 S 3019 S 2376 A.R. - Aspect ratio; Fact - Aspect ratio factor Non shearwalls: Group 1 Exterior surface: I All shearwalls, Design group 1: Exteriorsurface: 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 ps Nail withdr. load 17.2 lbs; 72.3 lbs ....... ....._..... Interior surface: 1 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' South 10' 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 e16", blocked 15' 20' S 644 Factored Forces Vertical ! Holddown force (lbs) I Compression force (lbs) S - Shear overturning (lbs) U_ -.. Wind 'uplift (lbs).. ..._ __.. D - Deadi(Ibs) Combined: S - D + U (tens); Unfactored Loads +++ Dead 25' 20' 15' 10' Horizontal �► Vs - Shearli Vs / diaphra V / full heigl 11-1,- ..._.._Drag._strutgr Factors: S, D=0.6(ten S + D - U (comp) }}} 30' Wind uplift North WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Plan LS2-1904.wsw (Elevation Viewl liShearline 4, at X = 21 ft, Level 1. Flexible Diaphragm Wind Design. ................_.._................... I I 20416 WoodWorks® Shearwalls 11.1 July 28, 2017 15:03:56 209E 71.1 4-1„1 A.R. 3. 4-1:Grp 1 — 2.5' 0 S 1161 2. - Aspect ratio; Fact - Aspect ratio factor All shearwalls, Design group 1: Exteriordsurface: 7/16” Structural sheathing w/ 8d nails @ 6/12" Shear capacity: 338.5 pif C&C sheath. load: 10.9 / 12.9 psf; cap. Nail withdr..load 0.0 lbs; .cap. Interior surface: 1/2" Gypsum WBoard 1-plyw/ 5d nails @ 7/7" Shear capacity: 125.0 pif Frame: Hem -Fir @ 16", blocked Critical Segment: 4-2,1: Design shear force: 127 plf1 Combined capacity (added): 463.5 pif 0' South 71.1 4-2,1 A.R. 0.55 4I2:Grp 1 16.5'.......... 10' 127.0 � 46 Unfactored C&C load Interior 18.2 End zone 21.5 S 1161 Factored Forces' Vertical Holddown force (lbs) Compression force (lbs) S - Shear overturning (lbs) U. -Wind.. uplift(lbs) ._ ........ D - Dead (lbs) Combined: S - D + U (tens); Unfactored Loads + U Dead 20' 711 Horizontal –� Vs - Shearline force (lbs) Vs / diaphragm length (pif) VI/ full height sheathing (pif) ►..... D'rag..strut_force (lbs).......__ ......... Factors: S,U = 0.6 DI= 0.6 (tens); 1.0 (comp) p S + D - U (comp) I f $ f Wind uplift 25' 30' ---25' 20' 15' 10' 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. 5 WoodWorks® Shearwalls 11.1 July 28, 2017 15:03:56 94.4 6-1,1 A.R. 0.31 6-1:Girp 1 29 I5..........::_ 94.4 Unfactored C&C load Interior 18.2 End zone 21.5 S 857S 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 ps Nail withdr._load 17.2 lbs; cap. 72.3..Ibs Interior surface: 1/2" Gypsum WBoard 1-plyjw/ 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 1 0' South 10' Factored Forces Vertical Holddown force (lbs) Compression force (lbs) S - Shear overturning (lbs) U_ -.Wind.. uplift (lbs) __.... D - Dead (lbs) Combined: S - D + U (tens); Unfactored Loads +++ Dead 15' 20' S 1663 Horizontal —� Vs - Shearline force (lbs) Vs / diaphragm length l(plf) VI/ full height sheathing (plf) Drag strut-force(lbs)...._ ....... ... Factors: S,U = 0.6 D= 0.6 (tens); 1.0 (comp) S+D-U(comp) Wind uplift iI 25' 30' 25' 20' 15' .90' North WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Plan LS2-1904.wsw Elevation View Shearline Aj at Y = 0 ft, Level 1. Flexible Diaphragm Wind Design. WoodWorks® Shearwalls 11.1 1S 2556 S 2556 S 60S, 239 2Si15 I A.R -ect ratio; F t - Aspect ratio factor Shearwalls, Dpsign group r: Exterior surface: July 28, 2017 15:03:56 I � I .__....... Lk Ini Er A-2,1 A.R. 2. 3.5'. 12.0` j j A-2:Grp 1 d v tit I . A-2,2 A.R. 2.2 4.0' } I ! I I 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 thelDesign Results tables for the specification of other walls on he Critical Segment: A-1,2: Design shear force: 240.7 plf Combined capacity (added): 763.0 plf 5' West 10' 15' 20' S 593 S 593 Factored Forces Vertical Holddown force (lbs) Compression force (lbs) S - Shear overturning (lbs) U - Wind uplift (lbs) D - Dead (lbs) Horizontal I► N factored 4C load erior 18.2 d zone 21.5 N 30,. 25' 20' 15' 10' • 5' 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) -10 Shearline Combined'. S = D + 1_(tens); S + D -U (comp} Unfactored Loads f}} +++ Dead 25' 30' 35' Wind uplift 40' 45' East WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Plan LS2-1904.wsw Elevation View Shearline DJ at Y = 19 ft, Level 1. Flexible Diaphragm Wind Design. 2776 WoodWorks® Shearwalls 11.1 2776 July 28, 2017 15:03:56 67:7 0 2.5' ., 67.7 1760 D-1,2 A.R. 0.6 D- :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 2' 10' 15' S 277 S 2209 r� �N SS'9594 A.R. - Aspect ratio; Fact Aspect ratio factor Factored Forces Vertical HolddowIn force (lbs) Compression force (lbs) S - Shear overturning (lbs) U -Wind uplift (lbs) D - Dead (lbs) Combined: IS..- D + U (tens); S + D - Unfactored Loads +++ Dead Horiz 41111. 20' 25' 30' ,ff ontal Vs - Shearline force (lbs) Vs / diaphragm length (plf) V / full height sheathing (plf) Drag strut force (lb) Factors: S,U = 0.6 D = 0.6 (tens); 1.0 (comp) U (comp) ........__ ... Wind uplift 35' 49' 45' 15' 10' -10'. West East WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Plan LS2-1904.wsw 833 Elevation View Shearline E,I at Y = 29.5 ft, Level 1. Flexible Diaphragm Wind Design. WoodWorks® Shearwalls 11.1 512 32 July 28, 2017 15:03:56 20' 15' 0 20.3 E-1:Grp.1 5.0' E-2, 8.0' A.R. 4.50 2.0' cn 0 E-2,2 A.R. 3 3.0' 20.3 6.0' )0 E-27.Grr v! 487 1 E-2,3 A.R. 1.201= 7.5' 68.2 2.5' -{ 8 179 E-2,4 A.R. 1.29 7.0' 45.8 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. 72.311, Interior surface: 1/2" Gypsum WBoard 1 -ply w/ 5d nails @ 7/7" Frame: Hem -Fir @ 16", blocked )' West 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 ' " nails6/12" Shear capacity: 38.5 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 pIf Frame: Hem -Fir @ 16", blocked Critical Segment: E-2,3: Design shear force: 68.3 plf l Combined capacity (added): 463.5 plf 15' 20' 25' 3p' SS3@88 Factored Forces Vertical • Holddown force (lbs) Compression force (lbs S - Shear overturning (lbs) U - Wind uplift (lbs) D - Dead (Itis) Combined: S - D + U (tens)1; Unfactored Loads 333 Dead 35' 40' 90'' Unfactored C&C Toad Interior 18.2 End zone 2'1.5 Horizontal' - . Vs - Sheagi Vs / diaphra V / full heigl •-► Drag strut f( Factors: S, D = 0.6 (ten S..+ D._..0 (compj10'. If Wind uplift 45' East WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Plan LS2-1904.wsw Level 2 of 2 45 C: WoodWorks® Shearwalls 11.1 65 3 July 28, 2017 15:03:56 I I 40' 35' CAL 1tS:1/21.5 2'14 883 _.15\ 44.9 44.9-71.1 ._........._.............................. _ 0' Factored shearline force (lbs) • Factored holddown force (lbs) • C Compression force exists • Vertical element required Loads: Directional Case 1 Wind (W); Forces: E-2 0-1 M NB-1 _...... 1j J........................................L..... L..._g .2 1 1 �T ._00 Or.i4-- 6&Ci.8.2J2y�! Dco C&w-18.2/21. ( ..._...... I. °I 0 0 0 5.0 44.9 1.1 X44.9 44.9 10' 15' 20' 25' 44.9 30' 44.9 35' 40' 45' Unfactored applied shear load (plf) 03)-O Unfactored dead load (plf,lbs) 0-0 Unfactored uplift wind load (plf,lbs) --II Applied point load or discontinuous shearline force (lbs) 0.6W + 0.6D; Flexible distribution 50' -10' -15' WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Plan LS2-1904.wsw 1805 Elevation View Shearline 1, at Z= -0.5 ft, Level 2. ,Flexible Diaphragm Wind Design. 1805 0 ■ WoodWorks® Shearwalls 11.1 July 28, 2017 15:03:56 61.2 A.R. 0.35 1-1:Grp 1 25.5' 70.8 �—� &1:2 245 1-2:Grp 1 � Unfactored C&C load }Interior 18.2 End zone 21.5 S 644 All shearwalls, Design group 1: Exterior surface: A.R. - Aspect ratio; Fact - Aspect ratio factor 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 @116", blocked 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 ps Nail withdr. load 17.2 Ibs;...cap. 72.3 lbs ........ .......... Interior surface: ' 1/2" Gypsum WBoard 1-ply1w/ 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' 15' 20' S 6441 } Factored Forces Vertical Holddown force (lbs) Compression force (lbs) S - Shear overturning (lbs) U -Wind "uplift (lbs)... D - Dead(Ibs) Combined: S - D + U (tens); Unfactored Loads +I Dead Horizontal H 30' 25' 20' 15' 90' Vs - Shearli Vs / diaphra V /full heigl Drag.strutg4 Factors: S, D = 0.6 (ten S + D - U (comp) $$$ 30' Wind uplift South North WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Plan LS2-1904.wsw 749 0 WoodWorks® Shearwalls 11.1 Elevation View Shearline 6, at X = 40 ft, Level 2. Flexible Diaphragm Wind Design. July 28, 2017 15:03:56 35' 30' 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 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 ps Nail withdr. 17,2 lbs; 72.3 lbs ........ .......__ Interior surface: 1/2" Gypsum WBoard 1-plylw/ 5d nails @ 7/7" Shear capacity: 125.0 plf Frame: Hem -Fir @ 16", blocked Critical !Segment: 6-1,1: Design shear force: 62.5 Of Combined capacity (added)f 463.5 plf i.. 0' South i.. 5' 10' 15' Factored Forces Vertical Holddown force (lbs) Compression force (lbs) S - Shear overturning (lbs) U -Wind uplift (lbs) __ D - Dead (lbs) Horizontal Vs - Shearline force (lbs) Vs / diaphragm length (plf) V/ full height sheathing (plf) Drag strut, force „(lbs)......1 Factors: S,U = 0.6 D = 0.6 (tens); 1.0 (comp) S 806 Combined: S - D+ U (tens); S + D - U (comp) Unfactored Loads +++ Dead f I Wind uplift 20' 25' 30' 25' 20' 15' 10' 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. July 28, 2017 15:03:56 Unfactored C&C load Interior 18.2 End zone 21.5 West IS 612 S 612 S6605 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 C8.0 she,ath. 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 nail @ 7/7" Shear capacity: 125.0 plf Frame: Hem -Fir @ 16", blocked *Design results are for wall with highest shear capacity View thelDesign 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' 15' S 563593 Factored Forces Vertical Holddown fdrce (lbs) ti Compression force (lbs) I S - Shear overturning (lbs) I ' U -Wind uplift (lbs) b- Dead (lbs) Combined: S - D + U (tens); Onfactored Loads Dead 111 35' 30' 25' 20' 10' Horizontal 7111' Vs - Shearline force (lbs) 5, Vs / diaphragm length (plf) V / full height sheathing (plf) Drag strut force (lbs) Factors:1S,U = 0.6 D = 0.6 (tens); 1.0 (comp) D - U (comp); Wind uplift 1 35' 4p' 45' 20 25 30' East WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Plan LS2-1904.wsw Elevation View Shearline D, at Y = 19 ft, Level 2. Flexible DiaOhragm Wind Design. 1342 33.1 WoodWorks® Shearwalls 11.1 July28, 2017 15:03:56 828 0 33.1 D-1,1 A.R. 0.58 D-1:Grp 6 15.5' 86.6 All shearw, alls, Design group 6: Exterior surface: 7/16" S4uctural sheathing w/ 8d nails 4/12" Shear capacity: 494.8 plf Interior sUrface: 7/16" Sti-uctural sheathing w/ 8d nails @ 4/12" Shear c6pacity: 494.8 Of Frame: Hem -Fir @ 16", blocked Critical Segment: D -1,1i: Design shear force: 86.6 plf Combined capacity (added): 989.5 plf 0' 5' lo' 1 S 792 S 792 A.R. - Aspect ratio; Fact - Aspect ratio facto Factored Forces Vertical Holddownl force (lbs) Compression force (lbs) S - Shear overturning (lbs) U -Wind uplift (lbs) D - Dead (Ib) Combined: S - D + U (tens); Unfactored Loads Horizontal —IP- Vs - Shearline force (lbs) Vs / diaphragm length (plf) V / full height sheath ng (plf) Drag strut force (lbs) Factors: S,U = 0.6 D = 0J6 (tens); 1.0 (comp) IS + D - U (comp) Dead if Wind uplift 35' 40' 45' 30' 25' 20' 15' 10' 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 R 1 E-1:Grp 1 5.0' 4.5' .R. 6.00 .1.5' o E-2,2 A.R. 1 6.5' 38 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 40' 35' L......_30' Unfactored C&C load 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: 10.91 / 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' A R. - Aspect ratio; Fact - Aspect ratio factor S 303 j S 303 Factored Forces 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: 1250 plf Frame: Hem Fir @ 16', blocked Critical Segment: E-2,4: Design shear force: 32.9 plf Combined capacity (added): 463.5 plf 20' 25' 30' - 25' 20' 15, 10' Vertical ; Horizontal Holddown force (lbs) —► Vs Sheard 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 (tens); S + D - U (corrip) 0' Unfactored, Loads I +++ Dead $ f $ Wind uplift 35' 40' 45' West East 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 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 NDS)] 3.5 IN x 11.25INx 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)] 3.5 IN x 11.25 IN x 4.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 199.6% Controlling Factor: Shear Location: U06 Uniformly Loaded Floor Beam [2015 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 Location: U07 Uniformly Loaded Floor Beam [2015 International 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 International 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 page of Project: LS2-1904, 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 DEFLECTIONS Center Live Load 0.04 IN U1355 Dead Load 0.02 in Total Load 0.06 IN 11979 Live Load Deflection Criteria: 11360 Total Load Deflection Criteria: 11240 REACTIONS A Live Load 1400 Ib 1400 lb Dead Load 539 Ib 539 Ib Total Load 1939 Ib 1939 Ib Bearing Length 0.89 in 0.89 in BEAM DATA enter Span Length 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 Fb = 900 psi Cd=1.00 CF=1.30 Fv = 180 psi Cd=1.00 E = 1600 ksi Fc -1= 625 psi Controlling Moment: 2423 ft -Ib 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 loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Read 24.86 in3 16.16 in2 29.53 in4 2423 ft -Ib 1939 Ib Adjusted Fb' = 1170 psi FY = 180 psi E = 1600 ksi Fc -1' = 625 psi Provided 30.66 in3 25.38 in2 111.15 in4 2989 ft -lb 3045 Ib StruCalc Version 10.0.1.5 7/24/2017 11:37:04 PM page of LOADING DIAGRAM w Al_ A 5ft 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 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 DEFLECTIONS Center Live Load 0.01 IN 114067 Dead Load 0.01 in Total Load 0.03 IN U2375 Live Load Deflection Criteria: 11240 Total Load Deflection Criteria: U180 REACTIONS A a Live Load 969 Ib 969 Ib Dead Load 690 Ib 690 Ib Total Load 1659 Ib 1659 Ib Bearing Length 0.76 in 0.76 in REAM 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. 1 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 Toads. Controlling Shear: 1659 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: Fb'= Adjusted 1242 psi FV = 207 psi E' = 1600 ksi Fc -1 = 625 psi Req'd Provided 20.04 in3 49.91 in3 12.02 in2 32.38 in2 17.5 in4 230.84 in4 2074 ft -lb 5166 ft -lb 1659 Ib 4468 Ib StruCalc Version 10.0.1.5 7/24/2017 11:37:04 PM page LOADING DIAGRAM 5ft 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 UMAX Dead Load 0.00 in Total Load 0.00 IN L/MAX Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: 0180 REACTIONS Live Load Dead Load Total Load Bearing Length A 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. 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: 332 ft -Ib 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: Fb' = Adjusted 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 int 1.12 in4 230.84 in4 332 ft -Ib 5166 ft -lb 664lb 44681b StruCalc Version 10.0.1.5 7/24/2017 11:37:05 PM page /of LOADING DIAGRAM 2ft 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 = 2 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 pif NOTES Project: LS2-1904. Location:1 01 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 U3317 Dead Load 0.01 in Total Load 0.03 IN L/2375 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS Live Load Dead Load Total Load Bearing Length A 825 Ib 825 Ib 327 Ib 327 Ib 1152 Ib 1152 Ib 0.53 in 0.53 in BEAM DATA enter 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. 1to Grain: j3ase Values Fb = 900 psi Fb' _ Cd=1.15 CI=0.99 CF=1.20 Fv = 180 psi FV' _ 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 - - = 625 psi Comparisons with required sections: Req'd Provided 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 -lb 5105 ft -Ib Shear: 1152 Ib 4468 Ib StruCalc Version 10.0.1.5 7/24/2017 11:37:05 PM page or LOADING DIAGRAM eft 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 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 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 = 75 pif wD-roof = 52 pif wL-floor = 200 pif wD-floor = 50 plf BSW = 7 pif wL = 275 pif wD = 109 plf wT = 384 plf NOTES Project: LS2-1904. Location: JJ02 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 DEFLECTIONS Center Live Load 0.38 IN L/578 Dead Load 0.21 in Total Load 0.60 IN L/372 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS Live Load Dead Load Total Load Bearing Length A j3 5150 Ib 7415 Ib 2876 Ib 4167 Ib 8026 Ib 11582 Ib 2.25 in 3.24 in BEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Camber Adj. Factor Camber Required Notch Depth Cen er 18.5 ft 0 ft 18.5 ft 1.00 1 0.21 0.00 MATERIAL PROPERTIES 24F -V4 - Visually Graded Western Species Base Values Adjusted Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb' = 2318 psi Cd=1.00 Cv=0.97 Shear Stress: Fv = 265 psi FV = 265 psi Cd=1.00 Modulus of Elasticity: E = 1800 ksi E = 1800 ksi Comp. -I- to Grain: Fc -1= 650 psi Fc - = 650 psi Bending Stress: Controlling Moment: 48595 ft -lb 11.84 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live Toads on span(s) 2 Controlling Shear: -11582 Ib 18.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads 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 -lb 57361 ft -Ib Shear: -11582 Ib 17490 Ib StruCalc Version 10.0.1.5 7/24/2017 11:37:05 PM page /of LOADING DIAGRAM 1. G2 A 19.5 ft B UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 360 plf 180 plf 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 Two Left Live Load Left Dead Load Right Live Load Right Dead Load Load Start Load End Load Length 375 plf 225 plf 375 plf 225 plf 12 ft 18.5 ft 6.5 ft 63 plf 38 plf 63 plf 38 plf Oft 18.5 ft 18.5 ft NOTES Project: LS2-1904, Location: 4J03 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 DEFLECTIONS Center Live Load 0.14 IN U1385 Dead Load 0.11 in Total Load 0.25 IN L/783 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS Live Load Dead Load Total Load Bearing Length A j3 500 Ib 500 Ib 385 Ib 385 Ib 885 Ib 885 Ib 0.40 in 0.40 in BEAM 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. 1 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: 3538 ft -Ib 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: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Req'd 37.29 in3 6.41 in2 95.51 in4 3538 ft -Ib 885 Ib Adjusted Fb' = 1139 psi Fd = 207 psi E = 1600 ksi Fc -1'= 625 psi Provided 73.83 in3 39.38 in2 415.28 in4 7004 ft -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 Live Load: Roof Dead Load: Tributary Width: Side Two: Roof Live Load: Roof Dead Load: Tributary Width: Wall Load: LL = DL= TW LL = DL TW= 25 psf 15 psf 2.5 ft 0 psf 0 psf 0 ft WALL = 0 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 16 ft Beam Self Weight: BSW = 9 pif Beam Uniform Live Load: Beam Uniform Dead Load: Total Uniform Load: wL = wD_adj = wT = 63 pif 48 plf 111 plf NOTES Project: LS2-1904. Location: 4104 Combination Roof And Floor Beam [2015 International Residential Code(2015 NDS)] 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 Live Load 0.02 IN L/2663 Dead Load 0.01 in Total Load 0.04 IN L/1669 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: 0240 REACTIONS Live Load Dead Load Total Load Bearing Length A 2200 Ib 2200 Ib 1310 Ib 1310 Ib 3510 Ib 3510 Ib 1.60 in 1.60 in SEAM 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. -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: 4826 ft -Ib 2.75 ft from left support Created by combining all dead and live loads. Controlling Shear: -3510 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: Fb' = Adjusted 1139 psi FY = 207 psi E' = 1600 ksi Fc -1' = 625 psi Req'd provided 50.87 in3 73.83 in3 25.44 in2 39.38 in2 59.72 in4 415.28 in4 4826 ft -Ib 7004 ft -Ib -3510 Ib 5434 Ib StruCalc Version 10.0.1.5 7/24/2017 11:37:05 PM page /of LOADING DIAGRAM w 1 A 5.5 ft 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 = 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 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 = 400 plf wD-roof = 278 plf wL-floor = 400 plf wD-floor = 100 plf BSW = 9 plf wL = 800 plf wD = 476 plf wT = 1276 plf NOTES Project: LS2-1904 Location: iJ05 Combination Roof And Floor Beam [2015 International Residential Code(2015 NDS)] 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 Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.01 IN U6106 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS Live Load Dead Load Total Load Bearing Length A 1080 Ib 1080 Ib 734 Ib 734 Ib 1814 Ib 1814 Ib 0.83 in 0.83 in BEAM DATA Span Length Unbraced Length -Top Roof Pitch Floor Duration Factor Roof Duration Factor Notch Depth Center 4 ft 0 ft 7 :12 1.00 1.15 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. 1 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 -Ib 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 -Ib Shear: 1814 Ib 5434 Ib StruCalc Version 10.0.1.5 7/24/2017 11:37:05 PM page of LOADING DIAGRAM 4s B ROOF LOADING Side l Side 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 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-roof = 300 plf wD-roof = 208 plf wL-floor = 240 plf wD-floor = 60 plf BSW = 9 plf wL = 540 plf wD '= 367 plf wT = 907 plf NOTES Project: LS2-1904 Location:4J06 Uniformly Loaded Floor Beam [2015 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 L/1859 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 a 1260 Ib 1260 Ib 485 lb 485 Ib 1745 Ib 1745 Ib 0.80 in 0.80 in BEAM 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 Fb = 900 psi Cd=1.00 CF=1.30 Fv = 180 psi Cd=1.00 E = 1600 ksi 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: Adjusted Fb' = 1170 psi Fd = 180 psi E = 1600 ksi Fc -1' = 625 psi 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 -lb -1745 Ib 3045 Ib StruCaic Version 10.0.1.5 7/24/201711:37:05 PM page of LOADING DIAGRAM 4.5 ft B FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load Q1 J2 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 Project: LS2-1904 Location: 4.107 Uniformly Loaded Floor Beam [2015 International 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 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: L/240 REACTIONS A Live Load 748 Ib 748 Ib Dead Load 288 Ib 288 Ib Total Load 1036 Ib 1036 Ib Bearing Length 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 StruCalc Version 10.0.1.5 7/24/2017 11:37:05 PM page of LOADING DIAGRAM 2.67 ft B MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. 1 -to Grain: Base 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 Toads. 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: NOTES Adjusted Fb' = 1170 psi Fd = 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 -Ib 2989 ft -Ib -1035 Ib 3045 Ib FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load Side 1 510 _2 FLL = 40 psf 0 psf FDL = 10 psf 0 psf FTA= 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 Project: LS2-1904 Location:1108 Combination Roof And Floor Beam [2015 International 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 DEFLECTIONS Center Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.01 IN L/6925 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS Live Load Dead Load Total Load Bearing Length 9 !3 941 Ib 941 Ib 639 Ib 639 Ib 1580 Ib 1580 Ib 0.72 in 0.72 in REAM 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. 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: 1185 ft -Ib 1.5 ft from left support Created by combining all dead and live Toads. Controlling Shear: 1581 Ib At support. Created by combining all dead and live loads. Adjusted Fb' = 1242 psi FV = 207 psi E = 1600 ksi Fc -1' = 625 psi Comparisons with required sections: Req'd Provided Section Modulus: 11.45 in3 49.91 in3 Area (Shear): 11.45 in2 32.38 in2 Moment of Inertia (deflection): 8 in4 230.84 in4 Moment: 1185 ft -lb 5166 ft -lb Shear: 1581 Ib 4468 Ib StruCalc Version 10.0.1.5 7/24/2017 11:37:05 PM page or LOADING DIAGRAM 1 A 3ft 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 = 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 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 = 388 plf wD-roof = 269 plf wL-floor = 240 plf wD-floor = 60 plf BSW = 7 plf wL = 628 plf wD = 426 plf wT = 1054 plf NOTES Project: LS2-1904. Location: t109 Combination Roof And Floor Beam [2015 International Residential Code(2015 NOS)] 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 REAM 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 112 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -L 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: 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. Adjusted Fb' = 1139 psi FY = 207 psi E = 1600 ksi Fc -1' = 625 psi Comparisons with required sections: Redd Provided Section Modulus: 50.05 in3 73.83 in3 Area (Shear): 22.94 in2 39.38 in2 Moment of Inertia (deflection): 64.09 in4 415.28 in4 Moment: 4748 ft -Ib 7004 ft -Ib Shear: 3166 Ib 5.434 Ib StruCalc Version 10.0.1.5 7/24/2017 11:37:05 PM page 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 1Side 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-roof = 388 pif wD-roof = 269 plf wL-floor = 240 pif wD-floor = 60 pif BSW = 9 plf wL = 628 pif wD = 428 plf wT = 1055 pif NOTES Project: LS2-1i0y Location: i10 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 Western Species - Dry Use Section Adequate By: 72.5% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.10 IN U987 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 9 2566 Ib 2566 Ib 1723 Ib 1723 Ib 4289 Ib 4289 Ib 1.89 in 1.89 in BEAM DATA Span Length Unbraced Length -Top Roof Pitch Floor Duration Factor Roof Duration Factor Camber Adj. Factor Camber Required Notch Depth Center 8 ft 0 ft 7 :12 1.00 1.15 0 0 0.00 " MATERIAL PROPERTIES 24F -V4 - Visually Graded Western Species Base Values Fb = 2400 psi Fb_cmpr = 1850 psi Cd=1.15 Shear Stress: Fv = 265 psi Cd=1.15 Modulus of Elasticity: E = 1800 ksi Comp. -I- to Grain: Fc -1= 650 psi Bending Stress: 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. Adjusted Controlled by: Fb' = 2760 psi Fv' = 305 psi E = 1800 ksi Fc -1' = 650 psi Comparisons with required sections: Req'd rovided Section Modulus: 37.29 in3 64.31 in3 Area (Shear): 21.11 in2 36.75 in2 Moment of Inertia (deflection): 137.21 in4 337.64 in4 Moment: 8577 ft -lb 14792 ft -Ib Shear: 4289 Ib 7466 Ib StruCalc Version 10.0.1.5 7/24/2017 11:37:05 PM page of LOADING DIAGRAM Q art 8 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 = 6.4 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-roof = 388 plf wD-roof = 269 plf wL-floor = 254 plf wD-floor = 64 plf BSW = 8 plf wL = 642 plf wD = 431 plf wT = 1072 plf NOTES _ .- EO RESO RO ES ---0-00....."1"-- ..a earth science & geotechnical engineering 5007 Pacific Hwy E., Suite 16 I Fife, WA 98424 1253.896.1011 1 www.georesources.rocks jK Monarch POBox 188 Puyallup, Washington 9837 (253) 840-5660 Attn: Russ Sorkness (253) 202-2003 russ@jkmonarch.com RECEIVED CITY OF TUKWILA OCT 2 0 2017 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 4 2011 City of Tukwila BUILDING DIVISION CORRECTION LTR# 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.L INTRODUCTION This letter report provides our opinion foundation requirements and design for the proposed three lot residential development .to 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 lots 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 Surface Conditions The site consists of three building Tots 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 JKMonarch.MacadamRdS.L October 10, 2017 page 1 2 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 light 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 %z -inch diameter steel T -probe for bearing. At least one excavation should extend through any fill material 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.MacadarnRdS.L October 10, 2017 page 1 3 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. All 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 backfin 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 JKMonarch.MacadamRdS1 October 10, 2017 page 1 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 less than 1 inch, for the anticipated load 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 additional risk 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 JK 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 feaskile, and may also occur with time. A contingency for unanticipated conditions should be included in 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 changesare made, we should be given the opportunity to review our recommendations and provide written modifications or verifications, as appropriate. GEORESOURCES JKMonarch.MacadamRdS.L October 10, 2017 page 5 We have appreciated working for you on this project. Please do not hesitate to call at your earliest convenience if you have any questions or comments. Respectfully submitted, Geo.ces4.LC 4 s Ky e E. Billingsley, Senior St-_:-;.;�: BRAEY P BIGG Brad P. Biggerstaff, LEG Principal KEB:BPB:DCB:bpb Doc ID: JKMonarch.MacadarnRdS.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 /0/r/zoiq- • Dana C. Biggerstaff, PE Senior Geotechnical Engineer GEORESOURCES ", if (vi awr- . wa'yr Tukwila Family Fun Cente.&. Approximate Site Location (map created from Google Maps - https://www.google.cornfmaps/) Not to Scale ,•••••"7"',„.. GEORESOURCES earth science & geotechnical engineering SOP? Pacific Hwy E.. Strife t6 I Me, Th 53424 Q 251895.i0,lf l mrar.searesaurces.racks Site Location 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 1 J r'_''r;ia; ti F is tc d e r w� Approximate Site Location (map created from King County iMap - http://gismaps.kingcounty.gov/iMap/) Not to Scale GEORESOURCES earth science & geotechnical engineering SW Pacific Hray E., Suite 16 1 Fife, 1.&48424 f 253.846.JC11 I rlm7.georesources.rocks Site Vicinity 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 2 Approximate Site Location An excerpt from the Geologic Map of the OlaIla 7.5 -Minute Quadrangle, King, Kitsap, and Pierce Counties, Washington by Derek B. Booth and Kathy Goetz Troost (2004) ` i. Z"` . ,,,. Till Qw Wetland deposits (Holocene) Not to Scale GEORESOURCES earth science & geotechnical engineering 5097 Pacific Hely E., Suite 16 ( Fife, WA 98424 1255.846.9011 I nww.georesources.rocks USGS 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 Footing Slopes Greater Than 30 Percent Setback Distance Footing Extension Setback Distance Not to scale Deck Post Foundation Foundation Element Foundation Footing Extension Foundation Element GEORESOURCES earth science x geotechnical engineering SQQ1 Pxifr[ Fiwy ff., Suite f6 r Fere. WA 9a424 253.3sclet f [ vore gesrestturces.racks IBC Structural Setback Residential Development (Lots 5, 6, & 7) 13832, 13836, & 14002 Macadam Road South Tukwila, Washington PN: 1523049327, -328, -072 Doc ID:JKMonarch.MacadamRc[5.F October 2017 Figure 4 4, r. PAVEMENT OR 18" IMPERVIOUS SOIL SLOPED TO DRAIN AWAY FROM STRUCTURE -BELOW GRADE WALL ..----DRAINAGE SAND AND GRAVEL COS TYPE 26 (SEE NOTE 3) -- - DAMP PROOFING WALL BACKFILL SEE NOTE 2 `"` NEEP HOLES (SEE NOTE 1) EXCAVATION SLOPE / CONTRACTORS REPSONSIBILITY- - 6" MIN ON SIDES OF PIPE; 2" BELOW= - FLOOR SLAB /--VAPOR RETARDER CV z 2 2 2 m z 2 w WASHED PEA GRAVEL/CLEAN CRUSHED GRAVEL -'PERIMETER ! SUBDRAIN PIPE Notes Washed pea gravel/crushed rod< beneath floor slab could be 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 wall 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. 5. Drainage sand and gravel may be replaced with a geocomposite core sheet drain placed against the wall 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. 6. 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; tightjoints; sloped at a minimum of 6"/100' 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 Dralnae Sandand Gravel 374" Minus crushed t:rt� Stern Size %Passing lay Wright 3/4" 3911 Non. 21055 fang 2050 _ Nti 5O 2-12 Mu WO 0-2 Sieve Size 1 %AasS.ing by yv'rf ht _ ®IMMITSMII lbywetMei ,i ) 11.12EMMEN G EORESOU RCES earth science & geotechnical engineering 5667 Pacirrc Hwy L, Suite 16 I Fite, WA 48424 1253.84610f f I www.georesources.rocks 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 October 2017 Figure 5 33-11-08 2-11-08 18-08-08 5-00-00 1-11-08 4-00-00 O m m 0 0 • 0011•) S 805 • ► ► 0 N 8 to - os ► v x c 1) N 1 0) 08 I Vl qct HED F. CODE aOMP 0 LlA APPPOVPD OCT co low 4 21511 803 7 Ci$eo f o Tul:w a ► ► BUILDING DIVISION 2-11-08 Q' }d 28-00-00 33-11-08 b az23 N CO A r m� - Z m0 0 0 4. °D m 0 c 1 m RECEIVED CITY OF TUKWILA AUG 16 2011 PERMIT CENTER 11 PROBuild kis 20815 67th Ave NE Arlington, WA 98223 Phone: 1-360-925-4155 BUILDER: JK Monarch 8,84..: PROJEC 1: Macadam Lot 5 MODLL LOT: JOB m. B 1706668 ADDRESS:. THIS ISA TRUSS PLACEMENT DIAGRAM ONLY. These Monet are design. as Indisidunl building components to be incorporated into the building design I the specification of the 8,1)01 g designer. See the ndieidual design sheets for each truss design identified n the placement di -ening. The building designer is responsible far temporary end permanent bracing of the roof and floor system and res the o.eran structure. The design of the'.0 pponstructure including Moms, .m wall. and columnsis the responsibility of the building dnigner. Forgeneral guidance regarding bracing, consult "Bracing of wind trusses' available from tM1e Truss Plate Institute, 583 IPOnifrio °rim: bledison, RT MI79 'NA/ 7 1E1111111 e P111 MiTek" MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: B1703638 Macadam Lot 5 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. 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. August 4,2017 Job Truss Truss Type Qty Ply Macadam Lot 5 K3517739 B1703638 801 Common 9 1 Job Reference (optional) ProBuild Arlington, -1-6-0 Arlington,WA 98223 7-2-13 14-0-0 1-6-0 7-2-13 6-9-3 4x6 11 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Aug 0410:28:08 2017 Page I D: d7SvZZIKDCwu9gVikCY2tQyrFm i-N5Jd7EACQ6YwZMj 1 oVgh0Bg1 GKd7bUiZrOGC2VyrEtb 20-9-3 28-0-0 29-6-0 6-9-3 7-2-13 1-6-0 Scale = 1:53.7 9-5-14 18-6-2 28-0-0 9-5-14 9-0-5 9-5-14 Plate Offsets (X.Y)— [2:0-3-3,0-1-8].[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 0.66 BC 0.68 WB 0.23 (Matrix) DEFL. in (loc) 1/deft Vert(LL) -0.34 8-10 >962 Vert(CT) -0.44 8-10 >750 Horz(CT) 0.06 6 n/a Ud 240 180 n/a PLATES GRIP MT20 185/148 Weight: 107 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS 2x4 HF No.2 2x4 HF No.2 2x4 HF. No.2 *Except* 5-8,3-10: 2x4 HF Stud • 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) BRACING - TOP CHORD BOT CHORD 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 A 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 Truss Truss Type Qty Ply Macadam Lot 5 K3517740 B1703638 B02 Common 5 1 Job Reference (optional) ProBuild Arlington, -1-6-0 1-6-0 • Arlington, WA 98223 7-2-13 14-0-0 • 7-2-13 6-9-3 4x6 11 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Aug 04 10:28:09 2017 Page ID:d7SvZZIKDCwu9gVikCY2tQyrFm i-rHt?KaBgBPgnAWIEM DLwYPDCdkz2Kxyj4g?IbxyrEta 20-9-3 27-9-0 1 6-9-3 6-11-13 Scale = 1:52.8 9-5-14 18-6-2 9-5-14 9-0-5 Plate Offsets (X Y)— [2:0-3-3 0-1-8]. [6:0-0-0.0-0-4] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 27-9-0 9-2-14 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.68 BC 0.70 WB 0.23 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.34 7-9 >976 Vert(CT) -0.43 7-9 >762 Horz(CT) 0.06 6 n/a L/d 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 No.2 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 Horz 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 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) 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 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 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 Lot 5 K3517741 61703638 BO2HVAC Common 4 1 Job Reference (optional) ProBuild Arlington Arlington, WA 98223 -1-6-0 1-6-0 6-6-0 6-6-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Aug 04 10:28:10 2017 Page 1 I D: d7SvZZIKDCwu9gVikCY2tQyrFm i-JTROYvCSyjoeogsQvws95cIMk8J L312sI KIJ70yrEtZ 14-0-0 18-6-2 23-0-4 27-9-0 7-6-0 4-6-2 4-6-2 4-8-12 4x4 = 14 13 19 1220 11 3x6 = 6-6-0 9-11-8 6-6-0 3-5-8 14-0-0 21 10 9 3x8 = 5x12 MT2OHS = 18-6-2 4-0-8 4-6-2 27-9-0 9-2-14 4x6 Scale = 1:58.2 Plate Offsets (X Y)- [2:0-6-4.0-0-61.[8:0-1-0.0-1-8].[15:0-2-8.0-2-0] 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 1RC2015/TP12014 CSI. TC 0.72 BC 0.70 WB 0.62 (Matrix) DEFL. in (loc) I/deft Vert(LL) 0.26 9-11 >999 Vert(CT) -0.29 8-9 >999 Horz(CT) 0.06 8 n/a L/d 240 180 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 REACTIONS. (Ib/size) 8=1315/Mechanical, 2=1475/0-5-8 Max Horz 2=155(LC 24) Max Uplift8=-428(LC 9), 2=-275(LC 8) Max Gray 8=1498(LC 34), 2=1560(LC 33) BRACING - TOP CHORD BOT CHORD WEBS JOINTS 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 Structural wood sheathing directly applied or 2-6-11 oc purlins. Rigid ceiling directly applied or 8-4-3 oc bracing. 1 Row at midpt 4-15 1 Brace at Jt(s): 15, 18 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) 200.Olb 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=1b) 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 ®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. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss .. Truss Type Qty Ply Macadam Lot 5 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 ID:d7SvZZIKDCwu9gVikCY2tQyrFm i-JTROYvCSyjoeogsQvws95cIMk8JL312sIKIJ70yrEtZ A 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 property 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 Lot 5 K3517742 B1703638 B03 GABLE 1 1 Job Reference (optional) ProBuild Arlington, -1-6-0 1-6-0 61 Arlington, WA 98223 14-0-0 14-0-0 10 4x4 = 12 11 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Aug 04 10:28:11 2017 Page ID:d7SvZZIKDCwu9gVikCY2tQyrFmi-nf mIFD4j1wVQgRcTeNOdglgKYoVotPDX_UsfgyrEtY 27-9-0 13-9-0 13 14 7.00 12 15 16 8 - 7 6 .t 5 4 . 1111160. 17 18 19 22 3x4• = 42 41 40 39 38 37 36 35 3x6 = 33 32 31 30 29 28 27 26 25 - 24 23 27-9-0 Scale = 1:54.6 .. 3x4 = 27-9-0 Id 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 0.16 BC 0.06 WB 0.10 (Matrix) DEFL. in (loc) I/deft L/d 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; 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 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 - 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. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Macadam Lot 5 K3517743 B1703638 B05 Common 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 1-5--0 I 0 6-1-0 1-5 6-1-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Aug 04 10:28:12 2017 Page ID:d7SvZZIKDCwu9gVikCY2tQyrFmi-FsY8ybDiUK2M 1 z0o1 LudAl riWx_ZXGi9meEQBGyrEtX 11-10-8 18-7-11 I 25-10-8 5-9-8 6-9-3 7-2-13 4x6 II 0- 0- 0-3-0 8.8-0 8-4-1 17-0-7 25-10-8 8-4-8 8-10-1 . Scale = 1:52.8 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/deft Vert(LL) -0.25 7-8 >999 Vert(CT) -0.34 6-7 >915 Horz(CT) 0.05 6 n/a L/d 240 180 n/a PLATES GRIP MT20 185/148 Weight: 109 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS 2x4 HF No.2 2x4 HF No.2 2x4 HF No.2 *Except* 3-8,5-7,2-10: 2x4 HF Stud BRACING - TOP CHORD BOT CHORD WEBS REACTIONS. (lb/size) 6=1100/Mechanical, 10=1216/0-7-0 Max Horz 10=-164(LC 6) Max Uplift6=-30(LC 9), 10=-36(LC 8) 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 Structural wood sheathing directly applied or 3-0-12 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 3-10 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) 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 - 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 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 ANSIITPI7 quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Macadam Lot 5 K3517744 61703638 B06 GABLE 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -1-5-0 1-5-0 10-0-0 10-0-0 1 4x4 = 10 11 12 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Aug 04 10:28:13 2017 Page ID:d7SvZZIKDCwu9gVikCY2tQyrFmi-j26WAxEKEeADf7b?b3PsiFNObLU EGntJ_IzzkjyrEtW 24-0-0 14-0-0 13 14 15 17 18 39 38 37 36 35 34 33 32 31 30 29 3x6 = .. 28 27 24-0-0 26 25 24 23 22 21 20 3x4 = 24-0-0 I6 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 Incr YES Code IRC2015/TP12014 CSI. TC 0.17 BC 0.05 WB 0.10 (Matrix) DEFL. in (loc) I/defl Vert(LL) 0.00 1 n/r Vert(CT) -0.01 1 n/r Horz(CT) 0.01 20 n/a Lid 180 120 n/a PLATES GRIP MT20 185/148 Weight: 157 lb 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 All uplift 100 Ib or Tess 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 Tess 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; Vult=l l Omph (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 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) 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 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER 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 preventcollapsewith 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 Crlteria, 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 Lot 5 K3517745 B1703638 BP01 Blocking 8 .. • 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 1 1-10-8 1-10-8 1 4 3 3x6 11 6x6 = 1-10-8 1 1-10-8 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Aug 04 10:28:13 2017 Page ID:d7SvZZIKDCwu9gVikCY2tQyrFmi j26WAxEKEeADf7b?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 Lid 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 No.2 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 Grav 4=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 BOT CHORD 2-0-0 oc purlins: 1-2, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 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) 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=1b) 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 . A 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 thls 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 Lot 5 K3517746 B1703638 E01 Common Girder 1 2 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Aug 04 10:28:15 2017 Page ID:d7SvZZIKDCwu9gVikCY2tQyrFm i-gREHbdGbm FQwuRINiTSKogSJz9zUkYrbScS4obyrEtU 4-11-13 9-6-0 12-2-3 15-4-5 19-0-0 4-11-13 - 4-6-3 2.8-3 3-2-2 3-7-11 4x4 = 4-11-13 4-11-13 9-6-0 4-6-3 12-0-8 121-3 2-6-8 o-1-11 15-4-5 3-2-2 19-0-0 3-7-11 1 Ib Scale = 1:39.0 Plate Offsets (X 11— [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/TPI2014. CSI. TC 0.37 BC 0.89 WB 0.65 (Matrix) DEFL. in (loc) I/defl Ud 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 at joint(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 per ANSI/TPI 1. 6) NI 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=Ib) 1=1476, 6=409, 10=2052, 8=620, 9=775. Continued on page 2 August 4,2017 A 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 ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. �1r�• MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Macadam Lot 5 K3517746 81703638 E01 Common Girder 1 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:d7SvZZIKDCwu9gVikCY2tQyrFm i-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(B)31=-1223(B)32=1223(B)33=-1223(B) A 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 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. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Macadam Lot 5 K3517747 B1703638 F01 Common Supported Gable 1 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 6-6-0 6-6-0 1 454 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Aug 04 10:28:16 2017 Page I D: d7SvZZIKDCwu9gVikCY2tQyrFm i-8dofozHDXZYnWbKaGBzZKt?YLZW4T9flhGCdK1 yrEtT 13-0-0 1 6-6-0 3x4 = 12 11 10 13-0-0 9 8 3x4 = 13-0-0 Scale = 1:25.5 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 0.07 BC 0.04 WB 0.04 (Matrix) DEFL. in (loc) I/defl Lid Vert(LL) n/a - n/a 999 Vert(CT) n/a - n/a 999 Horz(CT) 0.00 7 n/a 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 Gray All reactions 250 Ib or less at joint(s) 1, 7, 10, 11, 12, 9, 8 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 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 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 20.0psf 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 lb 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. August 4,2017 ®WARNING - Verlfy 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 - ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. PAIN MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Macadam Lot 5 K3517748 81703638 F02 Common Girder 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 3-5-13 6-6-0 3-5-13 3-0-3 7.00 1-1-2- 3x8 i 4x8 3-5 13 3-5-13 4x6 11 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Aug 04 10:28:17 2017 Page ID:d7SvZZIKDCwu9gVikCY2tQyrFm i-cpM 10JHrItge8lvmquUot5YgdyfmCQYuvwxBtUyrEtS 9-6-3 13-0-0 3-0-3 3-5-13 3x8 4 8 10 11 7 3x8 I I 6-6-0 8x8 = 12 9-6-3 6 13 3x8 I I 14 13-0-0 4x8 3-0-3 3-0-3 3-5-13 Scale = 1:25.5 Plate Offsets (X.Y1- [1:0-3-2.0-2-0],[5:0-3-2.0-2-0].[7:0-4-0.0-4-4] 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/TPI2014 CSI. TC 0.30 BC 0.84 WB 0.83 (Matrix) DEFL. in (loc) I/deft L/d 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 REACTIONS. (Ib/size) 1=3950/0-5-8, 5=4664/0-5-8 Max Horz 1=-66(LC 49) Max Uplift/=-875(LC 27), 5=-914(LC 30) BRACING - TOP CHORD BOT CHORD 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 connectedas 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 (8) 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. Il; 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.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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 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 a 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 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 Crlteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. �1Y�• MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type . Qty Ply Macadam Lot 5 K3517748 B1703638 F02 Common Girder 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: 1-3=-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) 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Aug 0410:28:17 2017 Page 2 ID:d7SvZZIKDCwu9gVikCY2tQyrFm icpM 10JHrItge8lvmquUot5YgdyfmCQYuvwxBtUyrEtS ®WARNING - Verffy 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. Ifft MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Macadam Lot 5 81703638 G01 Common Supported Gable 1 1 K3517749 Job Reference (optional) ProBuild Arlington, -1-6-0 1-6-0 Arlington, WA 98223 1 6-3-0 6-3-0 1 4x4 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Aug 0410:28:18 2017 Page ID:d7SvZZIKDCwu9gVikCY2tQyrFrni-4OwPDelT3AoVIuUyNc?1 P14sZMBex2828ahkPwyrEtR 12-6-0 14-0-0 6-3-0 - 1-6-0 Scale = 1:25.9 12-6-0 12-6-0 -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 Incr . YES Code IRC2015/TP12014 CSI. TC 0.16 BC 0.03 WB 0.04 (Matrix) DEFL. in (loc) I/deft LJd Vert(LL) -0.01 9 n/r 180 Vert(CT) -0.02 9 n/r 120 Horz(CT) 0.00 8 n/a 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. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 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.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 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. August 4,2017 A 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 Truss Truss Type Qty Ply Macadam Lot 5 K3517750 B1703638 H01 Monopitch 4 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 -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-40wPDeIT3AoVIuUyNc?1 PI4trMBjx2k28ahkPwyrEtR • 2-0-0 2-0-0 2x4 11 2-0-0 2-0-0 1 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 IRC2015/TP12014 CSI. TC 0.07 BC 0.03 WB 0.00 (Matrix) DEFL. in (loc) I/deft Vert(LL) -0.00 2 >999 Vert(CT) -0.00 2-4 >999 Horz(CT) -0.00 4 n/a LJd 240 180 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. (Ib/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 Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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) 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 ANSI/TPI1 Duality Criteria, DSB-89 and SCSI 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 Lot 5 K3517751 B1703638 101 MONO TRUSS 9 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 M 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Aug 0410:28:19 2017 Page I D: d7SvZZIKDCwu9gVikCY2tQyrFm i-YCTnQ_J5gUwMN239xJ WGyWd19mX9gVzBNEQHxMyrEIQ -1-6-0 i 1-6-0 1-6-0 1-6-0 2x4 11 i 1-6-0 1-6-0 i Scale = 1:11.2 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 0.17 BC 0.01 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.00 2 >999 240 Vert(CT) -0.00 2 >999 180 Horz(CT) -0.00 4 n/a 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. (Ib/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 Grav 2=228(LC 1), 4=18(LC 3) BRACING - TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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 20.0psf 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 A 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 Truss Truss Type . Qty Ply Macadam Lot 5 K3517752 B1703638 102 MONO TRUSS 6 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Fri Aug 04 10:28:19 2017 Page ID:d7SvZZIKDCwu9gVikCY2tQyrFm i-YCTnQ_J5gUwM N239xJ WGyWdoUmVYgVzBNEQHxMyrEtQ -1-6-0 0-6-0 1-6-0 0-6-0 3 1 0-6-0 0-6-0 1 PROVIDE SUPPORT Scale: 1.5"=1 Plate Offsets (X Y)— (2:Edge.0-0-41 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 0.21 BC 0.18 WB 0.00 (Matrix) DEFL. in (loc) I/deft Vert(LL) -0.00 2 n/r Vert(CT) 0.00 2 n/r Horz(CT) 0.00 n/a Ud 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 quide. NOTES - 1) Wind: ASCE 7-10; VuIt=l lOmph (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)* 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. 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 ANSITFPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. N111-1 MiTek' 250 Klug Circle Corona, CA 92880 Symbols PLATE LOCATION AND ORIENTATION 0 - Center plate on joint unless x, y offsets are indicated. Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss and fully embed teeth. 11 For 4 x 2 orientation, locate plates 0- '',e' 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.l bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number 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. Numbering System 1 6-4-8I dimensions shown in ft -in -sixteenths 2 TOP CHORDS (Drawings not to scale) 3 8 BOTTOM CHORDS 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC -ES Reports: 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 111111111111111 MiTek` MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 ® 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 BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor t 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 andsize, 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. C� JK VONARCI 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 D17-0223 MACADAM — LOT 5 —13832 MACADAM RD S Dear Allen, ORRECTION .TR# Please note the below items and our responses to correct and/or address your requests. RECEIVED CITY OF TUKWILA uss Sorkness OCT 2 0 2017 253-840-5660 russ@ikmonarch.com PERMIT CENTER 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 West sides of the house. Response: Plea, note the attached copies of edited el tion 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. August 30, 2017 City of Tukwila Department of Community Development RUSS SORKNESS PO BOX 188 PUYALLUP, WA 98371 RE: Correction Letter # 1 COMBOSFR Permit Application Number D17-0223 MACADAM - LOT 5 - 13832 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 • Fax 206-431-3665 Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206)433-71.65. Sincerely, Rache le ' ipley Permit Technician File No. D17-0223 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 ERMIT COORD COPY. PLAN REVIEW/ROUTING SUP PERMIT NUMBER: D17-0223 PROJECT NAME: MACADAM - LOT 5 SITE ADDRESS: 13832 MACADAM RD S Original Plan Submittal DATE: 10/23/17 Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: f� po oojIl1 Building Division Public Works El Fire Prevention Structural Planning Division ❑ Permit Coordinator ❑ PRELIMINARY REVIEW: DATE: 10/24/17 Not Applicable ❑ Structural Review Required (no approval/review required) REVIEWERc6 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: REVIEWERc6 INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 9ERM1T COORD COPY C) PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0223 DATE: !08/16/17 PROJECT NAME: MACADAM - LOT 5 SITE ADDRESS: 13832 MACADAM RD S X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: A'S C, 4— Building .Division IRRA XV/ '6 Public Works 414g- 9'2— I Fire Prevention 11 Structural #S3 ' -P Planning Division ❑ Permit Coordinator MI PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 08/17/17 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 09/14/17 Approved ❑ Approved with Conditions ❑ Corrections Required ` Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Ping 0 PW 0 Staff Initials: 1/ 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: (©- •2-17 - 17 Plan Check/Permit Number: .V11 -022_3 ❑ 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 # RECEIVED CITY OF TUKWILA OCT 2 0 2017 PERMIT CENTER Project Name: MA.C� Project Address: (3 $ 3 2. 1.401/4c43tn/Aw:z2 m. S _1 ���.�, A Contact Person: Rt,t cs S� 2 v Phone Number: 2 -2m.-Zod3 Summary of Revision: ---" t2 roNSEX- TO 7141:7 cc)( z n r Le" T€ —te l Sheet Number(s): Si Tv- riper.),T 1 Q Si- S S n•P C MI=C4r £�msNt'-`2 i t JG; "Cloud" or highlight all areas of revisin including date of revision rgee }�l..i►crJ 5� Spti tS otZT Received at the City of Tukwila Permit !titer !titerby: Elf Entered in TRAKiT on @0\-/'"d 11 W:\Permit Center \Templates\Forms\Revision Submittal Formdoc Revised: August 2015 11/ Citoof Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov CERTIFICATE OF WATER 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): 13832 MA -c,.0 V.1) S . LA L1A, SIP ."7 $ 6P4:44 e.- L: 152304932/ Owner Information Agent/Contact Person Name: 3-10M00A4.4xjt LI- C ;Name:1�' oss sotzv_304;s s Address:Address: -p0 134 X I & $ -t (o -vp, 923"1 � t' -'o Bolt. tSvc t�ul 4-LL.tieI 9%311 253--940—S tri,,.,› Phone: one: 253^ 2_1:7 2_ _ a� 3 This certificate is for the purposes of: .il Residential Building Permit Commercial/Industrial Building Permit ❑ Preliminary Plat ❑ Rezone Estimated number of service connections and water meter size(s): 1 1" Short Subdivision El Other Vehicular distance from nearest hydrant to the closest point of structure is ft. Area is served by (Water Utility District): 14 C._ 'Dt:iil?. el-- --I 25 Owner/Agent Signature Date Part B: To be completed by water utility district 1. The proposed project is within No improvements required. 1...11<1.JrlA.J Kz,.1G (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: f/A (Use separate sheet ijmore room is needed) 4. Based upon the improvements listed above, water can be provided and will be available at the site with a flow of 1)HOG gpm zt 20 psi residual for a duration of 2 hours at a velocity of 4.2 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. System is not capable of providing service to this project. • CITY aF TUKWILA AUG 16 2017 PERMIT CEAIT�R I hereby certify that the above information is true and correct. 9 r S couRN wAi Ea 016—cr * U.S Agency/Phone z(,c _ 242_ 1? =LEY By Date PI 5 (�-`� -I$) /Attachment to Certificate of \/Vater 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 party. Further, no third person or party shall have any rights hereunder whether by agency or as a third party beneficiary or otherwise. 2. The District makes no representations, expressed or implied, the applicant will be able to obtain the necessary permits, approvals and authorization from the City or any other applicable land use jurisdiction or governmental agency necessary before applicant can utilize the utility service which is the subject of this Certificate. 3. As of the date of the issuance of this Certificate, the District has water available to provide utility service to the real property which is the subject of this Certificate, and the utility systems exist or may be extended by the applicant to provide service to such property. However, the issuance of this Certificate creates no contractual relationship between the District and the applicant or the City, and the issuance of this Certificate may not be relied upon and does not constitute the District's guarantee that water utility service will be available to the real property at the time the applicant may apply to the District for such service. 4. Application for and the possible provision of District utility service to the real property which is the subject of this Certificate shall be subject to and conditioned upon the availability of water service to the real • property at the time of such application, as well as all application for utility service, including conservation, water restrictions, and other polices and regulation then in effect. Applicant's Signatur Date District Representative • Date %-r7- IWO G1OWJtRDA 11 1EY1/MiaY,ifN.14i^' 3460 S 148th Suite 100 Seattle, WA 98168 l ei ,_ 4 7 i• Phone: (206) 242-3236 R f7S'?"RJ'C ' Fax: (206) 242))-1527 Rcpt. No. 00 3 j 65 CERTIFICATE OF SEWER AVAILABILITY / NON AVAILABILITY Residential: $ 50.00 Commercial: $ 100.00 R Certificate of Sewer Availability OR 0 Certificate of Sewer Non -Availability Part A: (To Be Completed By Applicant ) Purpose of Certificate: Building Permit ■ Preliminary Plat or PUD • Short Division • Rezone Other Proposed Use: • Commercial Residential Single Family ® Residential Multi -Family Other Applicant's Name a --K More,) Phone Number^g4c-S6f0 Property Address 1383•2, Nto.„ A Avst Ro. S: -t zrcwr tA Tax Lot Number 1 5230,3932-) Legal Description (Attach Map and legal Description if Necessary ); • A c-vao Sttyez- bo c wheaarl 1..i3^-02-5 Part B: (To be Completed by Sewer Agency ) a. A Sewer Service will be provided by side sewer connection only to an existing 6"4 size sewer 1. 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: • (1) feet of sewer trunk or lateral to reach the site; and/or ■ (2) The construction of a collection system on the site and/or (3) Other (describe) 0 223 2. Must be completed if 1. b above is checked 11.87.. 0a. 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. 0a. The proposed project is within the corporate limits of the District, or has been granted Boundary - Review Board approval for extension of service outside the District. OR 0 a. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following; Permit $ a. District Connection Charges due to connection: prior GFC: $ SFC: $. Unit: $ Total CiTY RECEIVE® OF TM A (Subject to Change on January 1st) AUG 16 2017 CEither a King Count /METRO Capacity Charg SWSSD or Midway Sewer District Connection Co Charge may e due upon connection b. ''Easements: ® to sewers. PERMIT CENTER Required 'May be Required c. Other Stwz1 G 4 o t.f 1.4) io-c Lkir>07itle 4 ilhi. < 1.774 cPI1neC1'70 "____ I hereby certify that the above sewer agency information is true. This certification shall be valid for one year from the date of signature. By /Z i' Title /_1, G 10› Date A 7/Zor7 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 limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of Seatac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. I acknowjedae thgt l have received the „Certificate of Se'verAvailability/Non -Availability and this attachment, and fullyrwnderstand the terms and conditions herein. Applicant's signature Date JK Monarch LLC Washington State Department of Labor & Industries 0 Horne Espanol Contact Safety & Health Claims & Insurance Search L&I A-Z.,index help Page 1 of 2 My L,&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 acts during the previous 6 year period. LW Tax debts No L& tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. a 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 MOTES BUILDING CODE: 2015 INTERNATIONAL BLDG. CODE (18C), AND BY REFERENCE WHERE APPLICABLE THE 2015 NTERNATIONAL RESIDENTIAL CODE (IRC) AS AMENDED BY LOCAL. JURISDICTION. ROOF LIVE LOAD • 25 PSF (SNOW) ROOF DEAD LOAD ■ 15 PSP FLOOR LIVE LOAD • 40 PSF FLOOR DEAD LOAD • 15 PSF WiND LOAD • 110 MPH WND SPEED, EXPOSURE 'B', RISK CAT. II TYPE: V OCCUPANCY GROUP: R-3 DESIGN CRITERIA: TABLE 83012(1) GROW GRO SNOW WiND DESIGN SEISMIC DESIGN CATEGORY SUBJECT TO DAMAGE FROM WINTER DESIGN TEMP. ICE SHIELD SER- LAMENTLOAD REQUIRED FLOOD HAZARDS AIR MEM INDEX MEAN ANILIAI. TEMP SPEED �) tOPOGRAFHiC EFFECTS SPECIAL WIND REGION WIND-80;NE DEBRIS ZONE WEATI-ERING FROST LME DEPTH TERMITE 25 110 18 8 16 DI/02 MOD 18 D n NO LOCAL JURISDICTION 50 50 ADDITIONAL REQUIRED SUBMITRAL ITEMS ITEMS TO BE SUBMITTED BY THE OWNER OR CONTRACTOR At TIME OF PERMIT SUBMITTAL: - MFG. JST. DESIGN AND LAYOUT IF APPLICABLE (FROM MANUFACTURER) - MFG. TRUSS DESIGN AND LAYOUTS (FROM MANUFACTURER) 0.1 r, GENERAL UNLESS A SOILS INVESTIGATION 8Y A QUALIFIED SOiLS ENGINEER 15 PROVIDED, FOUNDATION DESIGN IS BASED ON AN ASSUMED AVERAGE SOIL BEARING OF 1500 PSH, EXTERIOR FOOTINGS SHALL BEAR 15' (MINIMUM) BELOW FINISHED GRADE. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. BACKFILL TO BE THOROUGHLY COMPACTED. MNIMUM COMPRESSIVE STRENGTH OF CONCRETE FER TABLE R4022 TYPE OR LOCATIONS OF CONCRETE CONSTRUCTION MINIMUM COMPRESSIVE STRENGTH (F'c) AT 28 DAYS MODERATE WEATHERING POTENTIAL EBASEMENT XPOSED TO TI 5, NATIONS /OT'# ER CONCREiE NOT 2,500 Del BASEMENTSLABS 1 INTERIOR SLAB ON GRADE, EXCEPT GARAGE FLOOR 2,500 pal BASEMENT WALLS, FOUNDATION WALLS, EXTERIOR WALLS 4 OTHER VERTICAL CONCRETE WORK EXPOSED TO THE UEATHER 3,000 psi (5% to 1% air entrained PORCHES, CARPORT SLABS 4 STEPS EXPOSED TO THE WEATHER 1 GARAGE FLOOR SLAB. 3,000 psi (5% to 1% air entrained) CONCRETE 'BATCH TICKET' SHALL BE AVAILABLE ON SITE FOR REVIEW BY BUILDING OFFICIAL REINFORCING STEEL TO COMPLY WITH A57M A615 GRADE 40. UNA. (SEE STRUCTURAL) ATI SOLI HEADS 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.G. UN.O. WITH MIN. 1' 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 CREATED LUMBER SHALL BE RETREATED N THE FIELD IN ACCORDANCE WITH AWPA M4. (END CUT SOLUTION BY 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 COPPER 6' MIN. CLEARANCE BETWEEN WOOD AND GRADE. 12' MIN. CLEARANCE BETWEEN FLOOR BEAMS AND GRADE. 18' MIN. CLEARANCE E3ETWEEN FLOOR JOIST AND GRADE. pAMPPROOPING EXCEPT WHERE REQUIRED BY SEC. R4062 t0 BE WATERPROOFED, FOUNDATION WALLS THAT RETAIN EARTH AND ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE DAMPPROOFED FROM THE HIGHER OF (a) THE TOP OF THE FOOTING OR (B) 6 NCHES BELOW THE TOP OF THE BASEMENT FLOOR TO THE FINISHED GRADE. MASONRY WALLS SHALL HAVE NOT LESS THAN 3/8 INCH PORTLAND CEMENT PARGING APPLIED TO THE EXTERIOR OF THE WALL. THE PARGING SHALL BE DAMPPROOPED IN ACCORDANCE WITH ONE OF THE FOLLOWING= 1. BITUMINOUS COATING. 2.3 POUNDS PER SQ. YD. OF ACRYLIC MODIFIED CEMENT. 3. 14' COAT OF SURFACE -BONDING CEMENT COMPLYING WiTH ASTM C 881. 4. ANY MATERIAL PERMITTED FOR WATERPROOPING IN SEC. R4062. 5. OTHER APPROVED METHODS OR MATERIALS. EXCEPTION: PARGING OF UNIT MASONRY WALLS IS NOT REQUIRED WHERE A MATERIAL iS APPROVED FOR DIRECT APPLICATION TO THE MASONRY. CONCRETE WALLS SHALL BE DAMPPROOFED BY APPLYING ANY ONE OF THE LISTED DAMPPROOFING MATERIALS OR ANY ONE OF THE WATERPROOFING MATERIALS LISTED N SECTION R4062 TO THE EXTERIOR OF THE WALL. WATERPROOFING R406.2 - iN AREAS WHERE A HIGH WATER TABLE OR OTHER SEVERE SOIL -WATER CONDITIONS ARE KNOWN TO EXiST, EXTERIOR FOUNDATION WALLS THAT RETAIN EARTH AND ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE WATERPROOFED FROM 114E HIGHER OF (a) THE TOP OF THE FOOTING, OR (b) 6 NCHES BELOW THE TOP OF THE BASEMENT FLOOR TO 714E PNISHED GRADE. WALLS SHALL BE WATERPROOFED IN ACCORDANCE WITH ONE OF 714E FOLLOWING: 1. 2 -PLY 1401 -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. Vs' CEMENT -BASED, PIKER-REIt'FORCED, WATERPROOF COATING. a 60 -MIL SOLVENT -FREE, LIQUID -APPLIED SYNTHETIC RUBBER EXCEPTION: ORGANIC -SOLVENT -BASED PRODUCTS SUCH AS HYDROCARBONS, CHLORINATED HYDROCARBONS, KETONES AND ESTERS SHALL NOT BE USED POR ICF WALLS WiTH EXPANDED POLYSTYRENE FORM MATERIAL. USE OF PLASTIC ROOFING CEMENTS, ACRYLIC COATINGS, LATEX COATINGS, MORTARS :AND PARRGNGS TO SEAL ICF WALLS IS PERMITTED. COLD -SETTING ASPHALT OR HOT ASPHALT SHALL CONFORM TO TYPE C OF ASTM D 449. HOT ASPHALT SHALL BE APPLIED AT A TEMPERATURE OF LESS THAN 200'F. ALL JOINTS iN MEMBRANE WATERPROOFING SHALL BE 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 OP SIX MIL (0.006 114 THICK BLACK POLYETHYLENE OR APPROVED EQUAL SHALL BE LAID OVER THE GROUND WITHIN CRAWL SPACES. THE GROUND COVER SHALL BE OVERLAPPED SIX INCHES MINIMUM AT THE JOINTS AND SHALL EXTEND TO THE FOUNDATION WALL. EXCEPTION: THE GROUND COVER MAY BE OMITTED IN CRAWL SPACES iF THE CRAWL SPACE HAS A CONCRETE SLAB FLOOR WITH A MINIMUM THICKNESS OF TWO NCHES. T4 PINE yrs PRAFTBTOPPING R302.12 IN COMBUSTIBLE CONSTRUCTION WHERE THERE iS USABLE SPACE BOTH ABOVE 4 BELOW THE CONCEALED SPACE CP A FLOOR/CEILING ASSEMBLY, ORAFTSTOPS SHALL BE INSTALLED SO THAT THE AREA OF THE CONCEALED SPACE DOES NOT EXCEED 1,000 SQUARE FEET. DRAFTSTOPPING SHALL DIVIDE THE CONCEALED SPACE INTO APPROXIMATELY EQUAL AREAS. WHERE THE ASSEMBLY IS ENCLOSED BY A FLOOR MEMBRANE ABOVE 4 A CEILING MEMBRANE BELOW, DRAFTSTOPPING SHALL BE PROVIDED IN FLOOR/CEILNG ASSEMBLIES UNDER THE FOLLOWING CIRCUMSTANCES: 1. CEILING i5 SUSPENDED UNDER THE FLOOR FRAMING. 2. FLOOR FRAMING IS CONSTRUCTED OF TRUSS -TYPE OPEN -WEB OR PERFORATED MEMBERS. DRAFTSTOPPING SHALL CONSIST OF MATERIALS LISTED iN IRC SECTION R302.12.1. FIREBLOCKiNG R302.11 IN COMBUSTIBLE CONSTRUCTION, FIREBLOCKiNG SHALL BE PROVIDED TO CUT OFF 50744 VERTICAL AND HORIZONTAL CONCEALED DRAFT OPENINGS AND TO FORM AN EFFECTIVE FiRE BARRIER BETWEEN STORIES, AND BETWEEN A TOP STORY AND THE ROOP SPACE. FIREBLOCKING SHALL BE PROVIDED IN WOOD -FRAMED CONSTRUCTION 114 TI4E FOLLOWING LOCATIONS: 1. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING PURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS AS FOLLOWS: 1.1. VERTICALLY AT THE CEILING AND FLOOR LEVELS. 12. HORIZONTALLY AT INTERVALS NOT EXCEEDING 1011 2. AT NTERC.ONNECTIONS 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 RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH IRC SECTION R302.1 (fez' GWS) 4. AT OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES AND WIRES AT CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL TO RESIST 714E FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. T14E MATERIAL FILLING 71418 ANNULAR SPACE SHALL 1407 BE REQUIRED TO MEET TI4E 487M E 136 REQUIREMENTS. 5. FOR THE FIREBLOCKING OF CHIMNEYS AND FIREPLACES, SEE IRO SECTION R1003.19. 6. FIREBLOCKiNG OF CORNICES OF A TWO-FAMILY DWELLING IS REQUIRED AT THE LiNE OF DWELLING UNIT SEPARATION. FIREBLOCKiNG SHALL CONSIST OF MATERIALS LISTED IN IRC SECTION 8302.11.1 LOOSE -FILL INSULATION MATERIAL SHALL NOT BE USED ASA FIREBLOCK UNLESS SPECIFICALLY TESTED IN THE FORM AND MANNER INTENDED. THE INTEGRITY OF ALL PIREBLOCKS SHALL BE MANTANED. CCM GENERAL ALL NAILING TO COMPLY WITH REQUIREMENTS OF IRC TABLE R602.3(1) GYPSUM WALL BOARD At INTERIOR WALLS TO 8E FASTENED ACCORDING TO TABLE R102.3.5 MINIMUM THICKNESS ,AND APPLICATION OF GYPSUM !BOARD TABLE 81023.5 t1-11cl048a8 CO GYPSUM BOARD CR GYP&UM PANEL PRODUCTS (INCHES) APPI-IC4TiON ORIENTATION of GYPSUM BOARD ORSIZE GYPSUM PANEL PRODUCTS TO FRAMING MAXIMUM SPACING CF 'To (iNCHF� ici.E8 RO..W MAXIMUM SPACING CF FASTENERS (INCHES) OF NAILS FOR APPLICATION OD WOFRAMING NAILS w/o edl�eive acmes 3/8 CEILING PERPENDICULAR 1b 1 12 13 GAGE, I -V4' LONG,18/64' HEAP/ COW PIA, 1-V4' LONG, ANJlJLAR- RM P, OR 4d COOLER NA1L, 0080' DIA. 1-5/8' LONG, 152' LEAD. Ul4LL EITHER DIRECTION 18 8 16 V2'CEILING CEILING EITHER DIRECTION 16 1 12 13 GAGE, 1-5/8' LONG, 19/64' HEAP! 0098' DLA„ 1-1/4' I.CIiG,. 1Jt.AR- NAIL, PERPENDICULAR 24 1 12 RINGED, OR Sd COOLER 0006' DIA, I-3/8' LONG, lb/64' HEAD; OR GYPSUM BOARD NAIL, 008' PIA, 1-1/8' LONG, 9/32' HEAD. WALL EITHER DIRECTION 24 8 12 WALL EITHER DIRECTION 16 8 16 8/81 CEILING EITHER DIRECTION 16 1 12 13 GAGE, I-5/8' LONG, 19/64' +BADS 0.098' DIA, 1-3/8' LONG, AtNJLAR- RINGED, OR bd COOLER NAiL, 0.02' DIA. 1-1/8' LONG, V4' HEAD: OR GYPSU'I BOARD NAIL, COSIS' DIA. 1-1/8' LONG, 19/64' HEAD. CEILING PERPENDICULAR 24 1 12 TYPE X AT GARACtE BENEATH HABITABLE ROOMS PERPENDICULAR PERPENDICULAR 24 6 6 1-1/8' LANG 6d COATED NAILS OR EdJ1vALENT DRYWALL SCREW&, SCcEWe SHALL CCMPLY WITH SECTION R1023.5.1. WALL EITHER DIRECTION 24 8 12 13 GAGE, 1-8/8' LONG, 1S/64' BEAD, 0.088' DIA„ 1-3/8' LONG, ANNULAR - RINGED, OR 6d COOLER NAIL, 0!1782' PA. 1-1/8' LONG, V4' HEAD, CR Seypeut ooARD NAIL 01 e8 DIA. 1-1/8LONG.19/64' HEAD. APPLICATION WITH ADHESIVE NVCEILING PERPETIDtCULAR 16 16 16 SAME A8 ABOVE FOR 3/8' GYPSUM BRD OAMP GYPSUM PANEL PRODUCTS. MALL EITHER DIRECTION 16 1b 24 1/1' OR 8/8' CEILING EITHER DIRECTION 16 16 16 CEILING PERPENDICULAR 24 12 16 SAME .48 ABOVE FOR I/2' AND 8/8' GYPSUM BOARD MD GYPSUM PANEL PRODUCTS, RICSPECTIVELY. WALL EITHER DIRECTION 24 16 24 TWO 3/8 LAYERS CEILING PERPENDiCUL.AR 16 16 16 BASE FLY NAILED AS ABOVE FOR is GYPSUM BOARD AND GYPSUM UJ PANEL PRCOUCT8s FACE PLY INSTALLED 4 ADHESIVE. WALL EITHER DIRECTION 24 24 24 FASTENERS ALL NAILS SPECIFIED ON 71416 PLAN SHALL BE COMMON OR GALVANIZED BOX (UNLESS NOTED OTHERWISE) OF THE DIAMETER AND LENGTH LISTED BELOW OR AS PER APPENDIX L OF THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NDS) Sd COMMON (0.131' DIA, 2-1/2' LENGTH), 8d BOX (0.113' DIA, 2-1/2' LONG), 10d COMMON (0.148' DIA., 3' LONG) 10d BOX (0.128' DiA., 3' LENGTH), 16d COMMON (0.162' DIA, 3-1/2' LONG), 160 SiNKER (0.148 DIA, 3-1/4' LONG) 5d COOLER (0.086' DIA, 1-5/5' LONG ), 6c1 COOLER (0.092' DIA, 1-1/5' LONG) LUMBER GRADES FRAMING LUMBER SHALL COMPLY TO 114E LATEST EDITION OF WW'A GRADING RULES FOR THE WESTERN LUMBER ALL SAWN LUMBER SHALL BE STAMPED WITH THE GRADE MARK OF AN APPROVED LUMBER GRADING AGENCY AND SHALL HAVE THE FOLLOWING UNADJUSTED DESIGN MINIMUM PROPERTIES: JOISTS: WOOD 'TYPE: 2X4 2X6 OR LARGER 44F 42 - Fb.850 per, Fv■15 pet, Fc■1300 psi, E■1200000pei HF '2 - Po.8E0 pet, Fv■15 pet, Fc• 1300 pet, E•1200000pe1 .BERCI 4X bX OR LARGER DF -L '2 - Fb■900 psi, Fv■95 pet, Fc■1350 psi, E■1600000pe1 DF -L '2 - Fb•815 psi, Fv•85 pet, Fc•600 pat, E■1300000pe1 STUDS 2X4 2X6 OR LARGER HP '2 - Pb•SE0 per, Fv■15 pet, Pc.1300 pat, E•1200000pe1 14F'2 - Fb•850 pe1, Fv•15 psi, Fc•1300 pet, E•1200000pe1 T6 I -F'2 - Fb•900 pet, Fv■95 pet, Fc.1350 per, E■1600000pe1 HF .2 - Fb■900 psi, Fv■95 ps1, Fc■1350 psi, E■1600000pe1 DF -L '1 - F12•100 pet, Fv•85 pal, Fc■415 p81, E■1300000pel DF -L +2 - Fb■100 per, Fv•85 pet, Fc•415 psi, E■1300000pel 4X4 4X6 OR LARGER 6Xb OR LARGER 6X6 OR LARGER FILE COPY Permit RIO. /1e OW? Plan review approval is subject to errors and omissions. Approval of construction documents does not authorize the violation of any adopted coda or ordinance. Receipt of approved Field Copy and conditions is acknowledged: By: Date: ('2-(2.-11 City of Tukwiia GLUED -LAMINATED BEAM (GLS) SHALL SE 24F -V4 FOR SiNGLE SPANS 4 24F -V8 FOR CONTINUOUS OR CANT'" FOLLOWING MINIMUM PROPERTIES: Fb • 2,400 P81, Fv • 165 PSI, Pc • 650 PSI (PERPENDICULAR), E • 1800,000 PSI. ENGINEERED WOOD BEAMS AND I -JOIST CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND SPECIFICATIONS FOR APPROVAL BY BUILDING OFFICIAL. DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST iCC EVALUATION REPORT. BEAMS DESIGNATED AS 'PSL' 514ALL HAVE THE MINIMUM PROPERTIES: Fb • 2,900 PSI, Fv is 290 PSI, Pc • 150 PSI (PERPENDICULAR), E • 2,000,000 PSI. BEAMS DESIGNATED AS 'LVL' SHALL HAVE THE MINIMUM PROPERTIES: Fb • 2,600 P61, Pv • 285 P61, Pc • 150 PSI (PERPENDICULAR), E • 1,900000 PSI. BEAMS DESIGNATED AS 'LSL' SHALL HAVE THE MINIMUM PROPERTIES: Pb • 1,100 PSI, Fv • 400 PSI, Pc • 680 PSI (PERPENDICULAR), E • 1,300,000 PSi. CALCULATIONS SI4ALL INCLUDE DEFLECTION MD CAMBER REQUIREMENTS. DEFLECTION SHALL BE LIMITED AS FOLLOWS: FLOOR LIVE LOAD MAXIMUM • L/400, FLOOR TOTAL LOAD MAXIMUM • L/240. PREFABRICATED WOOD TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED TO SUPPORT SELF WEIGHT PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS AS STATED 114 THE GENERAL NOTES. TRUSSES 5HALL 8E DESIGNED 4 STAMPED BY A LICENSED PROFESSIONAL ENGINEER AND FABRICATED ONLY FROM THOSE DESIGNS. NONBEARING WALLS SHALL 8E HELD AWAY FROM THE TRUSS BOTTOM CHORD WITH AN APPROVED FASTENER (SUCH AS SIMPSON STC) TO ENSURE THAT THE TRUSS BOTTOM CHORD WILL NOT BEAR ON 714E WALL. ALL PERMANENT TRUSS MEMBER. BRACING SHALL BE INSTALLED PER TI4E 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 Sd COMMON 8 6' 00.0 PANEL EDGES AND 12' O.C. IN FiELD UN.O. ON 814EARWALL SCHEDULE. SPAN INDEX SI4ALL BE 24/0 FOR WALLS AND 24/16 FOR ROOF. FLOOR SHEATHING SHALL BE 3/4' 74G RATED (40/20) 614EATNING, UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE 8d COMMON AT 6' O.C. A PANEL EDGES AND 12' O.C. 114 FIELD. SPAN INDEX SHALL BE 40/20 UNLESS NOTED OTHERWISE. STAGGER END LAPS At ROOF AND FLOOR SHEATHING. WALL FLASHING APPROVED CORROSION -RESISTANT FLASHING SHALL BE PROVIDED 114 THE EXTERIOR WALL ENVELOPE IN SUCH A MANNER AS 70 PREVENT ENTRY OF WATER 11470 THE WALL CAVITY OR PEFIETRATION OF WATER TO THE BUILDING STRUCTURAL FRAMING COMPONENTS. THE FLASHING SHALL EXTEND t0 THE SURFACE OF THE EXTERIOR WALL FiNIS14 AND SHALL BE INSTALLED TO PREVENT WATER FROM REENTERING THE EXTERIOR WALL ENVELOPE. APPROVED CORROSION -RESISTANT FLASHINGS SHALL BE INSTALLED At ALL OF 714E FOLLOWING LOCATIONS: 1. At TOP OF ALL EXTERIOR WNDOW AND DOOR OPENINGS 114 SUCH A MANNER AS 70 SE LEAKPROOF, 2. AT THE INTERSECTION OF CHIMNEYS OR OTHER MASONRY CONSTRUCTION WITH FRAME OR STUCCO WALLS, WITH PROJECTING LIPS ON BOTH SIDES UNDER STUCCO OPENINGS. 3. UNDER AND A7 714E ENDS OP MASONRY, WOOD, OR METAL COPINGS AND SILLS. 4. CONTINUOUSLY ABOVE ALL PROJECTING WOOD TRiM. 5. WI4ERE EXTERIOR PORCHES, DECKS, OR STAIRS ATTACH t0 A WALL OR FLOOR ASSEMBLY OF WOOD CONSTRUCTION. 6. AT WALL AND ROOF INTERSECTIONS. 1. A7 BUILT-IN GUTTERS. 4. W 110 dP PER 2015 WASHINGTON STATE ENERGY CODE WINDOWS SHALL BE INSTALLED AND FINISHED 114 ACCORDANCE WITH 714E MANUFAC'TURER'S WRITTEN INSTALLATION INSTRUCTIONS. WRITTEN INSTALLATION INSTRUCTIONS SHALL BE PROVIDED BY THE MANUFACTURER FOR EACH WINDOW. ALL SKYLIGHTS AND SKY WALLS TO BE LAMINATED GLASS UNLESS NOTED OTHERWISE. SECTION 8310-EMEtsCsENCY ESCAPE 4 RESCUE OPENINGS R310.1 EMERGENCY ESCAPE AND RESCUE OPENING REQUIRED. BASEMENTS, HABITABLE ATTICS AND EVERY SLEEPING ROOM SHALL WAVE NOT LESS THAN ONE OPERABLE EMERGENCY ESCAPE AND RESCUE OPENING. WHERE BASEMENTS CONTAIN ONE OR MORE SLEEPING ROOMS, AN EMERGENCY ESCAPE AND RESCUE OPENING SHALL BE REQUIRED IN EACH SLEEPING ROOM. EMERGENCY ESCAPE AND RESCUE OPENINGS SHALL OPEN DIRECTLY INTO A PUBLIC WAY, OR 70 A YARD OR COURT THAT OPENS 70 A PUBLIC WAY. EXCEPTION: STORM SHELTERS AND BASEMENTS USED ONLY 70 HOUSE MECHANICAL EQUIPMENT NOT EXCEEDING A TOTAL FLOOR AREA OF 200 SQ FT. MINIMUM OPENING AREA: ALL EMERGENCY ESCAPE AND RESCUE OPENINGS SHALL HAVE A MIN. NET CLEAR OPENING OF 5.1 SQ. FT. EXCEPTION: GRADE FLOOR OPENINGS SHALL HAVE 4 MiN. 5.0 SQ. Ft. MINIMUM OPENING 14EiGHT: THE MIN. NET CLEAR OPENINGS 4 4EIG14T SHALL BE 24 INCHES. MINIMUM OPENING WIDTH: 711E MIN NET CLEAR OPENING WIDTH SHALL BE 20 INCHES. MAXI SIL HEIGHT: WHERE A WINDOW IS PROVIDED A8 THE EMERGENCY ESCAPE AND RESCUE OPENING, IT SHALL HAVE A SiLL 1-1EIG14T OF NOT MORE THAN 44' ABOVE i14E FLOOR, WHERE 714E SILL HEIGHT IS BELOW GRADE, IT SHALL BE PROVIDED WITH A WiNDOW WELL IN ACCORDANCE WITH SEC. R3102.3. SAFETY GLAZING SHALL BE NSTALLED IN THE FOLLOWING LOCATIONS OR AS OTHERWISE REQUIRED PER IRC SECTION 8308.4 1. GLAZING i14 DOORS - SIDE HINGED DOORS, SLIDING GLASS DOORS AND PANELS IN SLIDING, 4 8IPOLD DOOR ASSEMBLIES PER IRC. SECTION R3084J. 2. GLAZING ADJACENT t0 DOORS - PANELS WITHIN 24' OF EITHER SiDE OF THE DOOR IN CLOSED POSITION PER IRC SECTION 8308.42. 3. GLAZING IN WiNDOWS - THE PANE iS LARGER THAN 9 SQ. FT, THE BOTTOM EDGE IS LESS THAN 15' ABOVE THE FLOOR THE TOP EDGE IS MORE 714414 36' ABOVE 714E FLOOR, AND ONE OR MORE WALKING SURFACES ARE WITHN 36', MEASURED HORIZONTALLY AND N STRAIG14t LINE OF 714E GLAZING PER IRC SECTION R308.4.3. 4. GLAZING IN GUARDS AND RAILS PER IRC SECTION 8308.4.4. 5. GLAZING 114 WET SURFACES - WALLS, ENCLOSURES OR FENCES CONTAINING OR FACING 1407 71.18S, SPAS, WHIRLPOOLS, SAUNAS, STEAM ROOMS, BATHTUBS, SHOWERS AND INDOOR OR OUTDOOR SWIMMING POOLS WHERE 714E BOTTOM EXPOSED EDGE IS LESS THAN 60' MEASURED VERTICALLY ABOVE ANY STANDING OR WALKING SURFACE PER IRC SECTION 8308.45. 1. GLAZING ADJACENT TO STAIRS AND RAMPS - WI4ERE THE BOTTOM EXPOSED EDGE I8 LESS THAN 36' ,ABOVE THE PLANE OF 714E ADJACENT WALKING SURFACE OF STAIRWAYS, LANDING BETWEEN PLIGHTS OP STAIRS AND RAMPS PER iRC SECTION R308.4.6. 8. GLAZING ADJACENT TO 714E BOTTOM STAIR LANDING - WHERE 714E GLAZING I8 LESS 71-1414 36' ABOVE 714E LANDING AND WITHIN A 60' HORIZONTAL ARC LESS THAN 180 DEGREES FROM TI4E 13077011 TREAD NOSING PER iRC SECTION 8308.4.1. RECEIVED CITY OF TUKWILA REVISIONS No changes shall h made to the scope of work withal t prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. AUG 16 2017 PERMIT CENTER Tr P1016 . �� _ : , ,arm R302.10 FLAME SPAD INDEX AND SMOKE -DEVELOPED INDEX FOR INSULATION FLAME SPREAD AND SMOKE -DEVELOPED INDEX FOR INSULATION SHALL BE N ACCORDANCE WITH SECTIONS 8302.10.1 THROUGH 8302.105. 8302.10.1 INSULATION INSULATION MATERIALS, INCLUDING FACINGS, SUCH AS VAPOR RETARDERS AND VAPRO-PERMEABLE MEMBRANES INSTALLED WITHN FLOOR -CEILING ASSEMBLIES, ROOF -CEILING ASSEMBLIES, WALL ASSEMBLIES, CRAWL SPACES AND ATTICS SHALL NAVE A, FLAME SPREAD INDEX NOT 70 EXCEED 25 WITH AN ACCOMPANYING SMOKE -DEVELOPED INDEX NOT t0 EXCEED 450 W44ERE TESTED IN ACCORDANCE WITH ASTM E 54 OR UL 123. EXCEPTIONS: 1. WI -ERE SUCH MATERIALS ARE INSTALLED N CONCEALED SPACES, 714E FLAME SPREAD INDEX AND SMOKE -DEVELOPED INDEX LIMITATIONS D0 NOT APPLY 70 THE FACINGS, PROVIDED THAT 714E FACING iS INSTALLED 114 SUBSTANTIAL CONTACT WITH 714E UNEXPOSED SURFACE OF THE CEILING, FLOOR OR WALL FINISH. 2. CELLULOSE FIBER LOOSE -FILL INSULATION, THAT iS 1407 SPRAY APPLIED, COMPLYING WITH 744E REQUIREMENTS OF SECTION R302.103, SHALL 1407 BE REQUIRED TO MEET THE SMOKE -DEVELOPED INDEX OF NOT MORE 714414 450 AND SHALL BE REQUIRED TO MEET A SMOKE -DEVELOPED INDEX OF NOT MORE THAN 450 WHERE TESTED IN ACCORDANCE WITH CAN/ULC 51022. 3. FOAM PLASTIC INSULATION SI4ALL COMPLY WITH SECTION R316. R302.10 LOOSE -FILL INSULATION LOOSE -FILL INSULATION MATERIALS THAT CANNOT BE MOUNTED N 714E 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 R302.10.1 WI4ERE TESTED IN ACCORDANCE WITH CAN/ULC 81022. EXCEPTION CELLULOSIC FiBER LOOSE -FILL INSULATION SHALL NOT BE REQUIRED TO BE TESTED IN ACCORDANCE WITH CAN/ULC 81022, PROVIDED SUCH INSULATION COMPLIES W1714 714E REQUIREMENTS OF SECTIONS R302.10.1 AND 8302.103. R302.103 CELLULOSIC FIBER LOOSE -FILL INSULATION CELLULOSIC PI8ER LOOSE -FILL INSULATION SHALL COMPLY W1714 CPSC 16 CPR, PARTS 1209 AND 1404. EACH PACKAGE OF 8UCM INSULATNG MATERIAL SHALL BE CLEARLY LABELED 114 ACCORDANCE WITH CPBC 16 CFH PARTS 1209 AND 1404. R302.10.1 EXPOSED ATTIC NSULATION EXPOSED INSULATION MATERIALS INSTALLED ON ATTIC FLOORS SHALL HAVE A CRITICAL RADIANT FLUX NOT LESS THAN 0.12 WATT PER SQUARE CENTIMETER R302.105 TESTING TESTS FOR CRITICAL. RADIANT FLUX SHALL BE MADE IN ACCORDANCE WiTH ASTM E 910. INFiLTRATION CONTROL EXTERIOR JOINTS AROUND WiNDOWS 414D DOOR FRAMES, PENETRATIONS N FLOORS, ROOFS AND WALLS AND ALL SIMILAR OPENINGS SHALL BE SEALED, CAULKED, GASKETED OR WEATIERSTRIPPED TO LIMIT AIR LEAKAGE. R102.1 VAPOR RETARDERS CLASS 1 OR 11 VAPOR RETARDERS ARE REQUIRED ON 114! INTERIOR SIDE OF FRAME WALLS IN 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 FREEZNG WILL NOT DAMAGE THE MATERIALS. R102.11 CLASS I11 VAPOR RETARDERS CLASS III VAPOR RETARDERS SHALL BE PERMITTED WHERE ANY ONE OF 714E CONDITIONS N TABLE R102.1.1 IS MET. 8102.12 MATERIAL VAPOR RETARDER CLASS. THE VAPOR RETARDER CLASS SHALL BE BASED ON THE MANUFACTURER'S CERTIFIED TESTING ORA TESTED ASSEMBLY. THE FOLLOWING SHALL BE DEEMED TO MEET THE CLASS SPECIFIED: CLASS I SHEET POLYETHYLENE, UNPERFORATED ALUMINUM FOIL CLASS II: KRAFT -FACED FIBERGLASS 8A778. CLASS Ills LATEX OR ENAMEL PANT. R102.13 MINIMUM CLEAR AIRSPACES AND VENTED OPENINGS FOR VENTED CLADDING. FOR 714E PURPOSES OF THIS SECTION, VENTED CLADDING SHALL NCLUDE 714E FOLLOWING MINIMUM CLEAR AIRSPACES. OTHER OPENING WITH 714E EQUIVALENT VENT AREA SHALL BE PERMITTED. I. VINYL LAP OR HORIZONTAL ALUMINUM BIDING APPLIED OVER A WEATHER -RESISTIVE BARRIER AS SPECIFIED iN TABLE R1033(1.) 2. BRICK VENEER W1714 A CLEAR AIRSPACE AS SPECIFIED 114 TABLE R103.84. 3.OTHER APPROVED VENTED CLADDINGS. WSEC R402.4 AIR LEAKAGE (MANDATORY) THE BUILDING THERMAL ENVELOPE SHALL BE CONSTRUCTED TO LiMIT AIR LEAKAGE IN ACCORDANCE WITH THE REQUIREMENTS OF SECTIONS 8402.4.1 THRCXJGH R402,4A. R402.4.12 TESTING 714E BUILDING OR DWELLING UNIT SHALL BE TESTED AND VERIFIED AS HAVING AN AIR LEAKAGE RATE OF NOT EXCEEDING 5 AiR EXCHANGES PER HOUR CTI AND POSTING OF CERTIFICATE WSEC 84013 A PERMANENT CERTIFICATE SHALL BE COMPLETED BY 714E BUILDER OR REGISTERED DESIGN PROFESSIONAL AND POSTED ON A WALL N THE SPACE W-1ERE THE FUTWACE I8 LOCATED, A UTILITY ROOM, OR AN APPROVED LOCATION INSIDE 714E BUILDING. WHEN LOCATED ON A14 ELECTRICAL PANEL, THE CERTIFICATE SHALL NOT COVER OR OBSTRUCT 744E VISIBILITY OF 714E CIRCUIT DIRECTORY LABEL, SERVICE DISCONNECT LABEL, OR OTHER REQUIRED LABELS. THE CERTIFICATES SHALL LIST THE PREDOMINANT R -VALUES OF NSULATiON INSTALLED IN OR 014 CEILING/ROOF, WALLS, FOUNDATION (BLAB, BELOW -GRAPE WALL, AND/OR FLOOR) AND DUCTS OUTSIDE CONDITIONED SPACES❑U-FACTORS FOR FENESTRATION AND THE SOLAR 1-4EAT GAIN COEFFICIENT (SHGC) OF FENESTRATION, AND THE RESULTS FROM ANY REQUIRED DUCT SYSTEM AND BUILDING ENVELOPE AIR LEAKAGE TESTING DONE ON 71-1E BUILDNG. WHERE THEM 15 MORE THAN ONE VALUE FOR EACH COMPONENT, THE CERTIFICATES SHALL LIST 714E VALUE COVERING THE LARGEST AREA THE CERTIFICATES SHALL LIST 71-4E TYPES AND EFFICIENCIES OF HEATING, COOLING AND SERVICE WATER HEATING EQUIPMENT. WHERE A GAS-FIRED UNVENTED ROOM 14EATER ELECTRIC FURNACE, OR BASEBOARD ELECTRIC HEATER I8 INSTALLED IN THE RESIDENCE, THE CERTIFICATES SHALL LIST 'GAS-FIRED UNVENTED ROOM HEATER' 'ELECTRIC FURNACE' OR 'BASEBOARD ELECTRIC HEATER ' ,dr8 APPROPRIATE. A14 EFFICIENCY SHALL NOT BE LISTED FOR GAS-FIRED UNVENTED ROOM HEATERS, ELECTRIC FURNACES OR ELECTRIC BASEBOARD HEATERS. pUCT LEAKAGE TESTING: DUCTS SI4ALL 13E LEAK TESTED IN ACCORDANCE WITH WSU RS -33, USING THE MAXIMUM DUCT LEAKAGE RATES SPECIFIED IN 2015 WSEC SEC. R40333. A WRITTEN REPORT OF THE RESULTS SHALL 8E SIGNED 8Y 714E PARTY CONDUCTING THE TEST AND PROVIDED t0 714E CODE OFFICIAL. BUILDING AIR LEAKAGE TESTING 2015 WSEC SEC. R402.4 THE BUILDING THERMAL ENVELOPE SHALL BE CONSTRUCTED TO LiMIT AIR LEAKAGE IN ACCORDANCE WITH THE REQUIREMENTS OF SECTIONS R4024.1 THROUGI4 8402.4.4. 7..1110 Iskt7THes 2015 UNIFORM PLUMBING CODE SEC. 312.12 STRAINER PLATES 014 DRAIN INLETS SHALL 8E DESIGNED AND INSTALLED SO 714047 NO OPENING EXCEEDS v2 OF AN NCH IN 714E LEAST DIMENSION. 312.12.1 METER BOXES SHALL BE CONSTRUCTED IN SUCH AN MANNER THAT RATS CANNOT ENTER A BUILDING BY FOLLOWING THE SERVICE PIPES FROM THE 130X 1TO 714E BUILDING. 312.122 METAL COLLARS IN OR ON BUILDINGS WHERE OPENINGS HAVE BEEN MADE IN WALLS, FLOORS, OR CEILINGS FOR THE PASSAGE OF PIPES, SUCH OPENINGS SHALL BE CLOSED AND PROTECTED BY 714E INSTALLATION OF APPROVED METAL COLLARS SECURELY FASTENED t0 THE ADJOINING STRUCTURE. 312J23 7U8 WASTE OPENINGS 114 FRAMED CONSTRUCTION t0 CRAWL SPACES At OR BELOW 714E FIRST FLOOR SHALL BE PROTECTED BY 714E INSTALLATION OF APPROVED METAL COLLARS OR METAL SCREEN SECURELY FASTENED 70 THE ADJOINING STRUCTURE W1714 NO OPENING EXCEEDING 1/2 OF AN NCH 114 714E LEAST DIMENSION. LJSEC SECTION R404 LIGHTING EQUIPMENT PER SEC 8404.1 - A MINIMUM OF 15 PERCENT OF LAMPS IN PERMANENTLY INSTALLED LIGHTING FIXTURES SHALL BE NIGH -EFFICACY LAMPS. INTERIOR STAIRWAY ILLUMINATION PER SEC R303.1 iRC INTERIOR STAIRWAYS SHALL 8E PROVIDED WITH 414 ARTIFICIAL LiGHT SOURCE 70 ILLUMINATE 714E LANDINGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM 714E BUILDING WiRiNG. 7HE 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. T14ERE SHALL BE A WALL SWITCH At EACH FLOOR LEVEL t0 CONTROL 714E LIGHT SOURCE WI4ERE 114E STAIRWAY HAS SIX OR MORE RISERS. r,,XCEPTION: A SWITCH iS NOT REQUIRED WHERE REMOTE, CENTRAL OR AUTOMATIC CONTROL OF LIGHTING IS PROVIDED. EXTERIOR STAIRWAY ILLUMINATION PER SEC 8303.8 IRC EXTERIOR STAIRWAYS 61-IALL BE PROVIDED W1714 AN ARTIFICIAL LIGHT SOURCE LOCATED AT 714E TOP LANDING OF THE STAIRWAY. STAIRWAY ILLUMINATION SI4ALL RECEIVE PRIMARY POWER FROM THE BUILDING WiRiNG. EXTERIOR STAIRWAYS PROVIDING ACCESS TO A BASEMENT' PROM THE OUTDOOR GRADE LEVEL SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SO,UBGE LOCATED At 714E BOTTOM LANDING OF 714E STAIRWAY. 6 PER SEC R602.6 DRILLING AND NOTCHING OF STUDS SHALL BE IN ACCORDANCE WITH i14E FOLLOW( I 0 1. NOTCHING. ANY STUD IN AN EXTERIOR WALL OR BEARING PARTITION SHALL BE PERMITTED TO BE CUT OR NOTCHED TO A DEPTH NOT EXCEEDING 25% OF ITS WIDTH. STUDS IN NONBEARING PARTITIONS SHALL BE PERMITTED t0 BE NOTCHED t0 A DEPTH NOT 70 EXCEED 40% OF A SINGLE STUD WiDTH. 2. DRILLING. ANY STUD SHALL BE PERMITTED t0 BE BORED OR DRILLED, PROVIDED 71447 THE DIAMETER OF THE RESULTING HOLE IS NO MORE THAN 60% OF 744E STUD WIDTH, THE EDGE OF THE HOLE I8 NO MORE THAN g's NCH t0 714E EDGE OF 714E STUD, AND THE HOLE IS NOT LOCATED IN THE SAME SECTION ASA CUT OR NOTCH. STUDS LOCATED N EXTERIOR WALLS OR BEARING PARTITIONS DRILLED OVER 40% AND UP TO 60% SHALL ALSO BE DOUBLED WITH NO MORE THAN TWO SUCCESSIVE DOUBLED STUDS BORED. SEE FIGURES R602.6(1) AND R602.3(2). EXCEPTION: USE OF APPROVED STUD SHOES 16 PERMITTED WHERE THEY ARE INSTALLED IN ACCORDANCE WITH TI4E MANUFACTURER'S RECOMMENDATIONS. DRILLING AND NOtCHNG OF TOP PLATE. PER SEC R602b.1 WHEN PIPING OR DUCTWORK IS PLACED IN OR PARTLY 114 AN EXTERIOR WALL OR INTERIOR LOAD-BEARING WALL, NECESSITATING CUTTING, DRILLING OR NOTCHING OF 71-E TOP PLATE BY MORE THAN 50 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 TO THE PLATE AT EACH SIDE OF THE OPENING WITH NOT LESS THAN EiGHT 100 NAiLS 14AVING A MINIMUM LENGTH OF 1-1/2' INCHES A7 EACH SIDE OR EQUIVALENT. 714E METAL TIE MUST EXTEND A MNiMUM OF 6 INCHES PAST THE OPENING. SEE FIGURE R602b.1. EXCEPTION: WHEN 714E ENTIRE SIDE OF 714E WALL WITH THE NOTCH OR CUT iS COVERED BY WOOD STRUCTURAL PANEL SHEATHING. z tool W (:) 1)4 z 0.4 SEIPI tt. �= t: P .; A iT REQTRED i7 R: ❑ ,,ectlanicai Lid' Elecrlcal [,] Plumbing ❑ Gas Piping City of Tukwila BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 4 2017 fro City of Tukwila BUILDING DIVISION 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: LS2-1904-2R Date: i -31-1l N-1 NT LA 0 fRI=QUI TJ ROOF ATTIC VENT 1 L AT 1 ON CALCUL AT 1 ONS 1NTEGATED 24 W WHOLE 1-4OUSE VENTILATION SYSTEM SEC. M1501 VENTILATION CALCULATIONS 4 REQUIREMENTS At LEAST 40%4 NOT MORE THAN 50% OF REQUIRED VENTS SHALL BE IN UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR WI I EST PONT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED SY EAVE VENTING. VENTILATION REQUIRED PER SEC. 8806.1 - ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FORMED WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS SHALL HAVE CROSS VENTILATION FOR EACH SEPARATE SPACE BY VENTILATING OPENINGS PROTECTED' AGAINST THE ENTRANCE OF RAN OR SNOW. VENTILATION OPENINGS SHALL HAVE A LEAST DIMENSIONS OF 1/16' INCH MNIMUM AND 1/4' NCH 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' MNIMUM AND 1/4' MAXIMUM. OPENINGS N 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. 88062 - THE MNIMUM NET FREE VENTILATION AREA SHALL BE 1/150 OF THE AREA OF THE VENTED SPACE. VENT AND INSULATION CLEARANCE PER SEC. RS063 - WHERE EAVE OR CORNICE VENTS ARE NSTALLED, NSULATION SHALL NOT BLOCK THE FREE FLOW OF AIR NOT LESS THAN A 1 -NCH SPACE SHALL SE PROVIDED BETWEEN THE INSULATION AND THE ROOF SHEATHING AND AT THE LOCATION OF THE VENT. UPPER ROOF: AREA 1) 1,154 SQ Ft. OF ATTIC AREA/300 = 3.85 SQ Ft OF VENTILATION REQUIRED (554 SQ INCHES) UPPER VENTS = 211 Sq. fn. (6 AF50 VENTS) LOWER VENTS = 211 Sq. In. 23 EAVE VENTS x 12' PER BLOCK = 216 Sq. In. NOTE: UPPER ROOF VENTING PROVIDED BY 1'x10' AF50 ROOF VENTS. (50 * IN. PER VENT) NOTE: EAVE VENTING PROVIDED BY (4)-2 I/S' DIAMETER 'BIRD HOLES' PER EAVE BLOCK (4)-21/5' DIA HOLES = 14.16 Sq. In. w/O MESH NFA w/ MESH • 12' Sq. In. PER BLOCK. J.QUJR ROOF - FRONT PORCH/GARAGE: (AREA 2) 28 SQ. FT. OF ATTIC AREA/300 = .09 SQ. Ft OF VENTILATION REQUIRED (13 SQ. INCHES) EAVE VENTS = 1 Sq. In. I EAVE VENT x 12' PER BLOCK • 12 Sq. In. UPPER VENTS • 1 Sq. In. (CONT. ROOF -2 -WALL VENT) S5 SQ. IN. X 2 LF(11 5 SAY). 11 SQ IN. PER TRUSS BAY 1SQ. N.REQUIRED/ 11 SQ IN= 1BAY NOTE: UPPER ROOF VENTING PROVIDED BY COR -A -VENT ROOF -2 -WALL VENT (85 SQ. iN. PER LINEAL Ft. 36'-0' (IS EAVE VENTS) (AREA 1) COR -A -VENT CONTINUOUS ROOF -2 -WALL VENT. PROViDES 8.5 SQ. N. NET FREE VENTILATION AREA PER LINEAL FOOT. (CUT 1' WIDE CLEAR SLOT IN ROOF DECK AT OR NEAR THE TOP.) MECI4ANI HEATING EQUIPMENT ALL WARM -AIR FURNACES SHALL BE LISTED AND LABELED BY AN APPROVED AGENCY AND INSTALLED TO LISTED SPECIFICATIONS. NO WARM -AIR FURNACES SHALL SE INSTALLED IN A ROOM USED OR DESIGNED TO BE USED ASA BEDROOM, BATHROOM, CLOSET OR IN ANY ENCLOSED SPACE WITH ACCESS ONLY THROUGH SUCH ROOM OR SPACE, EXCEPT DIRECT VENT FURIACE, ENCLOSED FURNACES AN ELECTRIC HEATING FURNACES. LIQUEFIED PETROLEUM GAS -BURNING APPLIANCES SHALL NOT EE NSTALLED IN A PiT. BASEMENT OR SIMILAR LOCATION WHERE HEAVIER THAN AIR GAS MIGHT COLLECT. APPLIANCES SO FUELED SHALL NOT BE NSTALLED N AN ABOVE GRADE UNDER FLOOR SPACE OR BASEMENT UNLESS SUCH LOCATION IS PROVIDED WITH AN APPROVED MEANS FOR REMOVAL OF UNBURNED GAS. HEATING AND COOLING EQUIPMENT LOCATED IN A GARAGE AND WHICH GENERATES A GLOW, SPARK OR FLAME CAPABLE OF IGNITING FLAMMABLE VAPORS SHALL BE NSTALLED WITH THE PILOTS AND BURNERS OR HEATING ELEMENTS AND SWITCHES AT LEAST 15' ABOVE THE FLOOR LEVEL. TEMPERATURE CONTROL THE PRIMARY SPACE CONDITIONING SYSTEM WITHIN EACH DWELLING UNIT SHALL BE PROVIDED WITH AT LEAST ONE PROGRAMMAELE THERMOSTAT FOR THE REGULATION OF TEMPERATURE WSEC SEC. 403.1.1 VENTILATION EVERY FACTORY BUILT CHIMNEY, TYPE L VENT, TYPE B GAS VENT OR TYPE BW GAS VENT SHALL BE INSTALLED IN ACCORDANCE WITH THE TERMS OF ITS LiSTING, MFR'S INSTALLATION INSTRUCTIONS AND APPLICABLE CODE REQUIREMENTS. A TYPE L VENTING SYSTEM SHALL TERMINATE NOT LESS THAN 2 FEET ABOVE THE HIGHEST PONT WERE TI -IE VENT PASSES THROUGH THE ROOF OF THE BUILDING AND AT LEAST 2' HIGHER THAN ANY PORTION OF THE BUILDING WITHN 10' OF THE VENT. UTILITY ROOM NOTES/MAKE UP AIR 1. WHERE THE EXHAUST DUCT 15 CONCEALED WITHIN THE BUILDING CONSTRICTION, THE EQUIVALENT LENGTH OF THE EXHAUST DUCT SHALL BE IDENTIFIED ON A PERMANENT LABEL OR TAG. THE LABEL OR TAG SHALL BE LOCATED WITHIN 6 FEET OF THE EXHAUST DUCT CONNECTION. 2. INSTALLATIONS EXHAUSTING MORE THAN 200 CFM SHALL BE PROVIDED WITH MAKE UP AIR WHERE A CLOSET IS DESIGNED FOR THE INSTALLATION OF A CLOTHES DRYER AN OPENING HAVING AN AREA OF NOT LESS THAN 100 SQ. INCHES FOR MAKE UP AIR SHALL BE PROVIDED IN THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE PROVIDED BY OTHER APPR. MEANS. C • 100 SQ NCH TRANSFER GRILL PER IRC 6243914 (614.6) 111501.1 GENERAL LOCAL EXHAUST OR WHOLE -HOUSE MECHANICAL VENTILATION SYSTEMS AND EQUIPMENT SHALL BE DESIGNED IN ACCORDANCE WITH THIS SECTION. MI5012 RECIRCULATION OF AIP, EXHAUST AIR FROM BATHROOMS AND TOILET ROOMS SHALL NOT BE RECIRCULATED WITHN A RESIDENCE OR TO ANOTHER DWELLING UNIT AND SHALL BE EXHAUSTED DIRECTLY TO THE OUTDOORS. EXHAUST AIR FROM BATHROOMS AND TOILET ROOMS SHALL NOT DISCHARGE INTO AN ATTiC, CRAWL SPACE OR OTHER AREAS OF THE BUILDING. MI5013 WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM WHOLE -HOUSE MECHANICAL VENTILATION SYSTEMS SHALL BE DESIGNED IN ACCORDANCE WITH SECTIONS M15013.1 THROUGH MI50133. 1115013.1 SYSTEM DESIGN EACH DWELLING UNIT OR GUESTROOM SHALL BE EQUIPPED WITH A VENTILATION SYSTEM COMPLYING WITH SECTION 11150134, M15013.5, MI5013.6 OR M15013.1. COMPLIANCE IS ALSO PERMITTED TO BE DEMONSTRATED THROUGH COMPLIANCE WITH THE INTERNATIONAL MECHANICAL CODE OR ASHRJE STANDARD 622. MI50132 CONTROL AND OPERATION 1. LOCATION OF CONTROLS. CONTROLS FOR ALL VENTILATION SYSTEMS SHALL BE READILY ACCESSIBLE BY THE OCCUPANT. 2. INSTRUCTIONS. OPERATING INSTRUCTIONS FOR WHOLE -HOUSE VENTILATION SYSTEMS SHALL BE PROVIDED TO THE OCCUPANT BY THE INSTALLER OF THE SYSTEM. 3. LOCAL EXHAUST SYSTEMS. LOCAL EXHAUST SYSTEMS SHALL BE CONTROLLED BY MANUAL SWITCHES, DEHUMiDISTATS, TIMERS, OR OTHER APPROVED MEANS. 4. CONTINUOUS WHOLE■HOUSE VENTILATION SYSTEMS. CONTINUOUS WHOLE -HOUSE VENTILATION SYSTEMS SHALL OPERATE CONTiNUOUSLY AND BE EQUIPPED WITH AN OVERRIDE CONTROL. A 'FAN ON' SWITCH SHALL EE PERMITTED. AS AN OVERRIDE CONTROL. CONTROLS SHALL BE CAPABLE OF OPERATING THE VENTILATION SYSTEM WITHOUT ENERGIZING OTHER ENERGY -CONSUMING APPLIANCES. A CLEARLY ViSISLE LABEL SHALL BE AFFIXED TO THE CONTROLS THAT READS 'WHOLE HOUSE VENTILATION (SEE OPERATING INSTRUCTIONS)! 5. INTERMITTENT WHOLE -HOUSE VENTILATION SYSTEMS. NTERMITTENT WHOLE -HOUSE VENTILATION SYSTEMS SHALL COMPLY WITH THE FOLLOWING: 5.1 THEY SHALL BE CAPABLE OF OPERATING INTERMITTENTLY AND CONTINUOUSLY. 52 THEY SHALL HAVE CONTROLS CAPABLE OF OPERATING THE EXHAUST FMS, FORCED -AIR SYSTEM FANS, OR SUPPLY FANS WITHOUT ErERGIZNG OTHER ENERGY -CONSUMING APPLIANCES. 5.3 THE SYSTEM SHALL BE DESIGNED SO THAT IT CAN OPERATE AUTOMATICALLY BASED ON THE TYPE OF CONTROL TIMER INSTALLED. 5.4 THE INTERMITTENT MECHANICAL VENTILATION SYSTEM SHALL OPERATE AT LEAST ONE HOUR OUT OF EVERY FOUR 5.5 THE SYSTEM SHALL NAVE A MANUAL CONTROL AND AUTOMATIC CONTROL, SUCH ASA 24-14OUR CLOCK TIMER. 5.6 5.1 AT THE TIME OP FNAL INSPECTION, THE AUTOMATIC CONTROL SHALL BE SET TO OPERATE THE WHOLE -HOUSE FAN ACCORDING TO THE SCHEDULE USED TO CALCULATE THE WHOLE -HOUSE FAN SIZING. 5.5 A LABEL SHALL BE AFFIXED TO THE CONTROL TWAT READS 'WHOLE HOUSE VENTILATION (SEE OPERATING INSTRIC?I0NS).' 11150132.1 OPERATING NSTRUCTIONS INSTALLERS SHALL PROVIDE THE MANUFACTURER'S INSTALLATION, OPERATING INSTRUCTIONS, AND A WHOLE -HOUSE VENTILATION SYSTEM OPERATION DESCRIPTION. MI50133 MECHANICAL VENTILATION RATE THE WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM SHALL PROVIDE OUTDOOR AIR TO EACH DWELLING UNiT AT A CONTNUOUS RATE OF NOT LESS THAN THAT DETERMINED N ACCORDANCE WITH TABLE MI50133(1). EXCEPTION: THE WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM IS PERMITTED TO OPERATE INTERMITTENTLY WHERE THE SYSTEM 1-145 CONTROLS THAT ENABLE OPERATION FOR NOT LESS THAN 25 PERCENT OF EACH 4 -HOUR SEGMENT AND TIME VENTILATION RATE PRESCRIBED N TABLE M150133(1) IS MULTIPLIED BY THE FACTOR DETERMINED' N ACCORDANCE WiTH TABLE M15013.3(2). 1115013.5 WHOLE -HOUSE VENTILATION INTEGRATED WITH A FORCED -AIR SYSTEM. THIS SECTION ESTABLISHES MINIMUM PRESCRIPTIVE REQUIiMENTS FOR WHOLE -HOUSE VENTILATION SYSTEMS INTEGRATED WITH FORCED -AIR VENTILATION SYSTEMS. A SYSTEM WHiCH MEETS ALL THE REQUIREMENTS OF THIS SECTION SHALL BE DEEMED TO SATISFY THE REQUIREMENTS FOR A WHOLE -HOUSE VENTILATION SYSTEM. 1115013.5.1 INTEGRATED WHOLE -HOUSE VENTILATION SYSTEMS. NTEGRATED WHOLE -HOUSE VENTILATION SYSTEMS SHALL PROVIDE OUTDOOR AIR AT THE RATE CALCULATED USING SECTION M1501.33. INTEGRATED FORCED -AIR VENTILATION SYSTEMS SHALL DISTRIBUTE OUTDOOR AIR TO EACH HABITABLE SPACE THROUGH THE FORCED-AiR SYSTEM DUCTS. INTEGRATED FORCE -AIR VENTILATION SYSTEMS SHALL HAVE AN OUTDOOR AiR INLET DUCT CONNECTING A TERMINAL ELEMENT ON THE OUTSIDE OF THE BUILDING TO THE RETURN AIR PLENUM OF THE FORCED-AiR SYSTEM, AT A PONT WITHN 4 FT UPSTREAM OF THE AIR HANDLER THE OUTDOOR AIR INLET DUCT CONNECTION TO THE RETURN AIR STREAM SHALL BE LOCATED UPSTREAM OF THE FORCED -AIR SYSTEM BLOWER AND SHALL NOT SE CONNECTED DIRECTLY INTO A FURNACE CABINET TO PREVENT THERMAL SHOCK TO THE HEAT EXCHANGER THE SYSTEM WILL BE EQUIPPED WITH A MOTORIZED DAMPER CONNECTED TO THE AUTOMATIC VENTILATION CONTROL AS SPECIFIED IN SECTION M150132. THE REQUIRED FLOW RATE SHALL BE VERIFIED BY FIELD TESTING WITH A PLOW HOOD OR A FLOW MEASURING STATION. 111501352 VENTILATION DUCT NSULATION. ALL SUPPLY DUCTS IN THE CONDITIONED SPACE SHALL BE INSULATED t0 A MINIMUM OF R-4. 1115013.53 OUTDOOR AIR INLETS. INLETS SHALL SE SCREENED OR OTHERWISE PROTECTED FROM ENTRY BY LEAVES OR OTHER MATERIAL. OUTDOOR AIR INLETS SHALL BE LOCATED SO AS NOT TO TAKE AIR FROM THE FOLLOWING AREAS: 1. CLOSER THAN 10 FT FROM AN APPLIANCE VENT OUTLET, UNLESS SUCH VENT OUTLET IS 3FT ABOVE THE OUTDOOR AIR INLET. 2. WHERE IT WILL PICK UP OBJECTIONABLE ODORS, FUMES OR FLAMMABLE VAPORS. 3. A HAZARDOUS OR UNSANITARY LOCATION. 4. A ROOM OR SPACE HAVING ANY FUEL -BURNING APPLIANCES THEREIN. 5. CLOSER THAN 10 FT FROM A VENT OPENING OF A PLUMBING DRAINAGE SYSTEM UNLESS THE VENT OPENING IS AT LEAST 3 FT ABOVE THE AIR INLET. 6. ATTIC, CRAWL SPACES, OR GARAGES. 1115014 LOCAL EXHAUST LOCAL EXHAUST SHALL BE PROVIDED IN EACH KITCHEN, BATHROOM, WATER CLOSET, LAUNDRY ROOM, INDOOR SWIMMING POOL, SPA, AND OTHER ROOMS WHERE WATER VAPOR OR COOKING ODOR 15 PRODUCED. LOCAL EXHAUST SYSTEMS SHALL BE DESIGNED TO HAVE T1 E CAPACITY TO EXHAUST THE MNIMUM AIR FLOW RATE DETERMINED IN ACCORDANCE WITH TABLE MI5014. j"11301.4.1 LOCAL EXHAUST FANS EXHAUST FANS PROVIDING LOCAL EXHAUST SHALL HAVE A MINIMUM PAN FLOW RATING NOT LESS THAN 50 cfm AT 025 INCHES WATER GAUGE FOR BATHROOMS, LAUNDRIES, OR SIMILAR ROOMS AND 100 cfm AT 025 INCHES WATER GAUGE FOR KITCHENS. MANUFACTURERS' FAN FLOW RATINGS SHALL BE DETERMINED AS PER HVi 916 (APRIL 1995) OR ANCA 210. EXCEPTION: WHERE A RANGE HOOD OR DOWN DRAFT EXHAUST FAN 15 USED TO SATISFY THE LOCAL EXHAUST REQUIREMENTS FOR KITCHENS, THE RANGE WOOD OR DOWN DRAFT EXHAUST SHALL NOT BE LESS THAN 100 cfin AT 0.10 INCHES WATER GAUGE. M150142 LOCAL EXHAUST CONTROLS LOCAL EXHAUST SYSTEMS SHALL BE CONTROLLED BY MANUAL SWITCHES, DEI-UMIDIStATS, TIMERS, OR OTHER APPROVED MEANS. LOCAL EXHAUST SYSTEM CONTROLS SHALL BE READILY ACCESSIBLE. VENTILATICH aYstem AIR PLOU RATE Res2.11 DWELLING UNIT FLOOR AREA(6.F.) NUMBER OF BEDROOMS 0-1 2-3 4-5 6-1 _1 AiRFLOW IN CFM -1,500 30 45 60 15 90 1,501-3,000 45 60 15 90 105 3,001-4,500 60 15 90 105 120 4,501-6,000 15 90 105 120 135 6,000-1,500 90 105 120 135 150 "1,500 105 120 135 150 165 T :; JO 33(2) INTERMITTENT VENTILATI 1'E PACT li•lousE CWANICAL RUN -LIME IN EACH 4 -HOUR SEGMENT 25% 33% 50% 669 15% 10090 FACTOR 4 3 2 15 1.3 1.0 A MIN 1 LOCAL E l4ALI8T RATES • AND 1.7-1cAMILY AREA TO BE EXHAUSTED EXHAUST RATES KITCHENS 100 cfm INTERMITTENT OR 25 cftn CONTINUOUS BATHROOMS -TOILET RMS LAUNDRY ROOMS INDOOR SWIMMING POOLS 4 SPAS MECHANICAL EXHAUST CAPACITY OF 50 cfin INTERMITTENT OR 20 cfm CONTINUOUS 2015 UJSEC: 3.5 ENERGY CREDITS REQUIRED PER CABLE 4062 ENERGY CREDIT OPTIONS: (la, 3a, 5a, 5c • 3.5 CREDITS) la - EFFICIENT BUILDING ENVELOPE (0.5 CREDIT) PRESCRIPTIVE COMPLIANCE IS SASE ON TABLE R402.1.1 WITH TI -IE FOLLOWING MODIFICATIONS: - VERTICAL FENESTRATION U=026 - FLOOR R-35 - SLAB ON GRADE R-10 PERIMETER AND UNDER ENTIRE SLAB - BELOW GRAPE SLAB R-10 PERIMETER AND UNDER ENTIRE SLAB OR - COMPLIANCE BASED ON SECTION R402.14: REDUCE THE TOTAL UA SY 5%. 3a - HIGH EFFICIENCY HVAC EQUIPMENT (1.0 CREDIT) - GAS, PROPANE OR OIL -FIRED FURNACE WiTH MINIMUM AFUE OF 94%, OR - GAS, PROPANE OR OIL -FIRED BOILER WiTH MINIMUM AFUE OF 92% TO QUALIFY TO CLAIM THIS CREDIT, THE BUILDING PERMIT DRAWINGS SHALL SPECIFY THE OPTION BEING SELECTED AND SHALL SPECIFY THE HEATING EQUIPMENT TYPE AND' THE MINIMUM EQUIPMENT EFFICIENCY. 5a - EFFICIENT WATER HEATING (0.5 CREDIT) - ALL SHOWERHEAD AND KITCHEN SINK FAUCETS INSTALLED IN THE HOUSE SHALL BE RATED AT 1.15 GPM OR LESS. - ALL OTHER LAVATORY FAUCETS SHALL BE RATED At 1.0 GPM OR LESS. TO QUALIFY TO CLAIM THIS CREDIT, THE BUILDING PERMIT DRAWINGS SHALL SPECIFY THE OPTION BEiNG SELECTED AND SHALL SPECIFY THE MAXIMUM FLOW RATES FOR ALL SHOWERHEADS, KITCHEN SINK FAUCETS, AND OTHER LAVATORY FAUCETS. 5c - EFFICIENT WATER HEATING (15 CREDITS) WATER HEATING SYSTEM SHALL INCLUDE ONE OF TI -IE FOLLOWING: - GAS, PROPANE OR OIL WATER HEATER WITH MiNIMUM EF OF 0.91 OR - SOLAR WATER HEATING SUPPLEMENTING A MINIMUM STANDARD WATER NEATER SOLAR WATER HEATING WILL PROVIDE A RATED MINIMUM SAVINGS OF S5 THERMS OR 2000 kclllh BASED ON THE SOLAR RATING AND CERTIFICATION CORPORATION (SRCC) ANNUAL PERFORMANCE OF 0G-300 CERTIFIED SOLAR WATER HEATING SYSTEMS OR - ELECTRIC HEAT PUMP WATER HEATER WITH MINIMUM EF OF 2.0 AND MEETING THE STANDARDS OF NEEA'S NORTHERN CLIMATE SPECIFICATIONS FOR HEAT PUMP WATER HEATERS TO QUALIFY TO CLAIM 11H16 CREDIT, THE BUILDING PERMIT DRAWINGS SHALL SPECIFY THE OPTION BEING SELECTED AND SHALL SPECIFY THE WATER HEATER EQUIPMENT TYPE AND THE MINIMUM EQUIPMENT EFFICIENCY AND, FOR SOLAR WATER HEATING SYSTEMS, THE CALCULATION OF THE MINIMUM ENERGY SAVINGS. RECEIVED CITY OF TUKWILA AUG 16 2017 PERMIT CENTER 114 z cg g 4a't ❖ z, E 4-4 ▪ MN c z alpo O � REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 4 2017 City of Tukwila BUILDING DIVISION 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: LS2-1904-2R Date: 1-31-1l N-2 12 MASONRY VENEER - GENERAL NOTES PER SEC. R103.12 ADHERED MASONRY VENEER SHALL COMPLY WITH THE REQUIREMENTS OF SECTION R10313 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 R103.1.1, ARTICLE 33C OF TMS 602/ACI 530.1/ASCE 6 OR TI -4E 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 SURPACE8 THAT ARE SUPPORTED BY THE SAME FOUNDATION THAT SUPPORTS THE EXTERIOR WALL. FLASHING AT FOUNDATION - A 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 INCHES SHALL BE INSTALLED TO EXTEND A MINIMUM OF 1 INCH BELOW THE FOUNDATION PLATE LINE ON EXTERIOR STUD WALLS IN ACCORDANCE WITH SECTION 8103.4. WATER -RESISTIVE BARRIER - A WATER -RESISTIVE BARRIER SHALL BE INSTALLED AS REQUIRED BY SECTION R1032 AND SHALL COMPLY WITH THE REQUIREMENTS OF SECTION 8103.63. THE WATER -RESISTIVE BARRIER SHALL LAP OVER THE EXTERIOR OF THE ATTACHMENT FLANGE OF TI -4E SCREED OR FLASHING PROVIDED IN ACCORDANCE WITH SECTION 8'103.122. SIDING PER ELEVATION FLASHING 2X3 BEVELED TRIM FLASHING ADHERED CULTURED STONE STONE VENEER SOUTH ELEVATION Pr NORTH ELEVATION BAR OVER RESISTANT SHEATH F 6 OR SUBSTRATE FINISH SIMN6 6SM TRIM FLASHING WITH S" MIN. VERTICAL LE6 HORIZONTAL WOOD TRIM HORIZ. TRIM AT SHM14THNCS/UJOOD &nice N.T.S. 2x6 EXTERIOR WALL 1/16' PLY OR 058 SHEATHING, TYP. SIDING PER ELEVATIONS OVER VAPOR BARRIER, PRE -FINISHED CONTINUOUS 51-IEETMETAL FLASHING, TYP. COMP. ROOFING OVER VAPOR BARRIER ATOP 1/16' PLY OR OSB SHEATHING, TYP. TRUSS OR RAFTER PER PLAN ROOF TO UJ44..I . F1461-1INCA i�ET,411 N.T.S. L\ • fr IG i ROOFING • COMPOSITION 5/4x5 W/ 2x3 ATOP EAST ELEYATION ROOF DRIP EDGES PER SEC. 89052.85 PROVIDE DRIP EDGE AT EAVES 4 GABLES W/ A MIN. 2' OVERLAP CEDAR SHAKE SIDING 12 12 12 TYP PER SIDE IF SITE REQUIRES 1 II L [I Li u i I - II II 1111 1 1 1 1 1 1 1 2x8 BARGE Bid. IN/ Ix2 TRIM S/4x6 COIR TRIM 5/4x$ FASCIA IV CONT. GUTTER 6" EXP. LAP SI1�IN6 RECEIVED CITY OF TUKWILA OCT 2 0 2017 PERMIT CENTER '' CiiiPit LTi 6lDE TO SLOPE AWAY FROM FOUNDATION A MIN. OF 6" WITHIN THE FIRST 10' 5/4x8 BAND BD. ATOP SLAB ® FRONT 4 REAR PORCHES W/ FLASHING WAST ELE\IATION HOUSE NUMBERS TO SE VISIBLE LEGIBLE WITH CONTRASTING BACKGROUND FROM THE STREET FRONADDRESS THE NUMBER SI -TALL SE MN. 4' 1-11G14 4 A MIN. STROKE WIDTH OF 1/2' PER SEC. 8319.1 REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 4 2017 City of Tukwila BUILDING DIVISION 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: LS2-1904-2R Date: 1-31-11 1 0' N 40'-0' 4'-0' 8'-2' 2'-1' 11'-5 i i . • i 7 4,-3 3'-1 /i 5/0x4/0 XO EGRESS BEDROOM 3 CEILING 122712E222E1/2202897.05597427.17 Affe 717. .67.f. 02 7/ 4eOVE � BRE P 10 S.D. 3'-91'2' 4'-6' 5'-4' 5'-2' 6'-11' LINEN 1-581 INCs. LL 9'-2 -614 i3EDROOM 4 8'-0' CEILING 61-6' EGRESS 6/0x4/° XOX DN 16R 42' I4ALFL WA 5'-10' 2/0x4/0 SH z?♦ 6'-6' WI -{OLE HOUSE VENT I L4T I ON: INTEGRATED: INTEGRATED WITH FURNACE SEE SWEET N-2 FOR REQUIREMENTS. •REFER TO SHEET N-2 TABLE 150133(1) 4 150133(2) FOR FAN SIZING AND RUN TIMES 5 w FURNACE TO HAVE A DUCT FOR OUTSIDE AIR, MOTORIZED DAMPER WITH TIMER AND CONTROLS ARE TO SE ADDED FOR THE REQUIRED FRESH AIR EXCHANGE. UTILITY ROOM NOTES/MAKE UP AIR: PER IRC G2439 1. WHERE THE EXHAUST DUCT I8 CONCEALED WITHIN THE BUILDING CONSTRUCTION AND THE EXHAUST DUCT EQUIVALENT LENGTH EXCEEDS 35 FT„ THE EQUIVALENT LENGTH OF THE EXHAUST DUCT SHALL BE IDENTIFIED ON A PERMANENT LABEL OR TAG. THE LABEL OR TAG SHALL 8E LOCATED WITHIN 6 FT OF THE EXHAUST DUCT CONNECTION PER G2439.1.5. 2. INSTALLATIONS EXHAUSTING MORE THAN 200 CFM SHALL BE PROVIDED WITH MAKE UP AIR WHERE a CLOSET IS DESIGNED FOR THE INSTALLATION OF a CLOTHES DRYER AN OPENING HAVING AN AREA OF NOT LESS THAN 100 SQ. INCHES FOR MAKE UP AIR SHALL BE PROVIDED IN THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE PROVIDED BY OTHER APPR MEANS PER G2439.5. x� • 100 SQ INCH TRANSFER GRILL 13'-0' SG 50 ECFM BATH LOFT \41 in ///////7//// /// LINEN 5/0x4/0 XO EGRESS 1 BEDROOM 2 S.D. S'-0' CEILING UTI LI 22'x36' A ACCESS N SITTING v o. 3/0x°/6 FX /21-0'/ 4'-0. /2'-0'/ 6'-0' 8'-0' 10 S.D. 5'-5' MASTER BEDROOM S'-0' CEILING OPTIONAL METAL FIREPLACE INSTALL PER MFR SPECS. PROVIDE 6' SQ. IN. OUTSIDE AIR in 0 'a \ci EGRESS 5 EP. �jr� `EJ 1 WALK-IN CLOSET / /,/,/////////,,,/,//,//// i r WALK- IN CLOSET A iA 50C. CHI ATI i 0 in 6'-11' MASTER BATH 6 '0x4 u 40'-0' 1 4" .. I' -O PLAN INTERIOR STAIRWAY ILLUMINATION f R SEG 8303.1 IRC INTERIOR STAIRWAYS SHALL BE PROVIDED WITH 414 ARTIFICIAL LIGHT SOURCE TO ILLUMINATE THE LANDINGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM TI -4E BUILDING WIRING. THE LIGHT SOURCE SHALL 8E 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 THE STAIRWAY 14AS SIX OR MORE RISERS. EXCEPTION: A SWITCH IS NOT REQUIRED WHEN REMOTE, CENTRAL OR AUTOMATIC CONTROL .OF LIGHTING IS PROVIDED. EXTERIOR STAIRWAY ILLUMINATION PER SEC 8303.8 IRC EXTERIOR STAIRWAYS SHALL SE 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 PROM THE OUTDOOR GRADE LEVEL SHALL BE PROVIDED WITH 414 ARTIFICIAL LIGHT SOURCE LOCATED AT THE BOTTOM LANDING OF THE STAIRWAY. 0 i TUB, i 0 N N -10' 6'-6' 1'-8' GENERAL NOTES: 4'-0' 42'-0' 36'-0' PATIO 4' CONC. 8/0x6/0 xox A 6/0x8/0 SGD S.G. 3/0x4/6 XO \ DW SINK .4 ▪ • A FAMILY ROOM 9' CEILING DINING 9' CEILING METAL FIREPLACE INSTALL PER MFR SPECS. PROVIDE 6' SQ. IN. OUTSIDE AIR UNDER STAIR PROTECTION PER R302.1 .1717,7)2' /.09,7 iimioiiiiiiiiiiiiinoiiii//176.".7 KIT .IGEN RE's-. O 100 CFM 0 iv, TEF :x"•,%/ e, ``;.•e-,-.-,�{�/isr:00:T‘ :�?/ ,' MIN. SOL ,• PCLOSIDR • D,E 5' ���"� • -�% 0 MINSTE. L RACED ALL MOUNTED HWEYT, GAS OT WATER (ENERGY FACTOR■0.96) 13'-111' 4 Q�=Aoinmoiimivv/ ,7,s. V MY Sen, aromaGH GARAGE Y )LALL WD STRUCTURALALL1A E 5/8' TYPE / 'X' ON CEILINGS. WRAP ALL EXPOSED POSTS % AND BEAMS IN 1/2' TYPE 'X' GWB 1140 DUCT OPENINGS IN GARAGE. DUCTS THROUGH CLG OR WALL COMMON TO HOUSE, MIN. 26 GAGE STEEL. ENTRY 9' CEILING PARLOR 9' CEILING 6/0x6/9 XOX 16/0x8/0 1. ALL WORK TO SE IN CONFORMANCE WITH 2015 IRC. 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 PLUMING AND MECHANICAL PENETRATIONS. 5. ALL SHOWER WALLS TO BE WATERPROOF TO MINIMUM 12' ABOVE DRAIN. 6. SHOWERHEADS 4 KITCHEN FAUCET TO BE LIMITED TO MAXIMUM 1.15 GPM. FLOW. ALL OTHER LAVATORY FAUCETS TO SE LIMITED TO MAXIMUM 1.0 G.P.M FLOW. 1. ALL GLAZING WITHIN 601 ABOVE DRAIN INLET TO SE SAFETY GLASS. 8. ALL GLAZING WITHIN 24' OF DOOR OR WITHIN 18' OF FLOOR TO SE SAFETY GLASS 9. SMOKE ALARMS - TO BE INSTALLED PER SEC R314.3 IN THE FOLLOWING LOCATIONS: IN EACH SLEEPING ROOMS, OUTSIDE EACH SEPARATE SLEEPING AREA N 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 114 SUCH A MANNER THAT ACTUATION OF ONE ALARM WILL ACTIVATE ALL OF THE ALARMS IN THE INDIVIDUAL UNIT. ',SMOKE ALARM -CARBON MONOXIDE COMBO. LANDING AT 'EXIT' DOOR NOT TO SE LOWER THAN 1.5 INCHES FROM TOP OF THRESHOLD. (R3113.1) MAIN �1e00R PLAN MAIN FLOOR AREA UPPER FLOOR AREA TOTAL FRONT PORCH GARAGE 10. PROVIDE CARBON MONOXIDE ALARMS PER SEC. 8315 AN APPROVED CARBON MONOXIDE ALARM SHALL BE INSTALLED ON EACH FLOOR 4 OUTSIDE OF EACH SLEEPING AREA IN THE 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 R403.53. 12. ALL DUCTS 4 EXHAUST DUCTS 114 UNCONDITIONED SPACES SHALL BE INSULATED TO A MINIMUM OF R-8 PER WSEC R4033.1. 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 BE DIRECTED ONTO WALKWAYS. ALL EXHAUST DUCTS SHALL TERMINATE OUTSIDE THE BUILDING. PER 8303.52. 14. GAS PIPING IS TO BE PROTECTED PER G2415.1, WHERE PIPING IS INSTALLED THROUGH HOLES OR NOTCHES IN FRAMING MEMBERS AND THE PIPING I8 LOCATED LESS THAN 1-1/2 INCHES FROM THE FRAMING MEMBER FACE TO WHICH 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 THE FRAMING MEMBER AND EXPEND NOT LESS THAN 4 INCHES ABOVE THE BOTTOM FRAMING MEMBER AND NOT LESS THAN 4 INCHES BELOW THE TOP FRAMING MEMBER 818 SQ. FT. 1086 S. FT. 10104 S. FT. 20 SQ. FT. 3501 S. FT. BL}UE 18 AD�W��D G TRACER Win UJATERSERVIT CE - PIPING PER UPC 6049 9'-6° 15. ATTIC 4 CRAWL ACCESS HATCHES OR DOORS SHALL BE WEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES 16. WHOLE HOUSE VENTILATION 24 HR TIMER, READILY ACCESSIBLE 4 WITH LABEL AFFIXED TO CONTROL THAT READS 'WHOLE HOUSE VENTILATION' (SEE OPERATING INSTRUCTIONS) 11. DRYER DUCT SPECIFIED LENGTH PER SEC 111502.4 .1, THE MAXIMUM LENGTH OF THE EXHAUST DUCT SHALL BE 35 FEET(10.668mm) 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 IN ACCORDANCE WITH THE TABLE 111502.4.5.1. THE MAXIMUM LENGTH OF THE EXHAUST DUCT DOES NOT INCLUDE THE TRANSITION DUCT. 18. CAVITIES WITHIN CORNERS AND HEADERS OF FRAME WALLS SHALL BE INSULATED 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. Dt7 RECEIVED CITY OF TUKWILA AUG 16 2017 PERMIT CENTER z rin zO o` C rAN Z DD 1!; CZ.. 1a d0.4 REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 4 2017 City of Tukwila BUILDING DIVISION 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: LS2-1904-2R Date: 2 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 10 BE 4x10 DFL °2 ON 4x4 POSTS (4x6 AT SPLICES) ON 24' PIA. 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 BE SUPPORTED LATERALLY AT EACH END AND AT EACH SUPPORT, BY SOLID BLOCKING OR BY ANOTHER APPROVED METHOD. I. PROVIDE MINIMUM 18'-24' CRAWL ACCESS. *CRAWL ACCESS HATCHES OR DOORS 8I-IALL BE WEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT t0 THE INSULATION ON THE SURROUNDING SURFACES. 8. PROVIDE CRAWL SPACE VENTILATION PER IRC SECTION R408. *FOUNDATION VENTS SHALL BE PLACED 80 THAT THE TOP OF THE VENT IS BELOW THE LOWER SURFACE OF THE FLOOR INSULATION. S. INTERIOR GRADE OF CRAWL SPACE SHALL BE SLOPED TO DRAIN AND INSURE THE REMOVAL OF WATER 10.PREVENT WOOD t0 CONC. CONTACT W/CONI. FLASHING OR APPROVE MEMBRANE. 1L 12. 4 INDICATES 'SIMPSON' HOLDDOWN. SEE BHEARWALL SCHEDULE FOR ANCHOR 150LT SIZE SPACING (6HT 51.0). VENTILATION CRAWL SPACE VENTILATION TOTAL NET FREE AREA REQ'D 818/150 = 5.45 SQ. FT. PROVIDE SCREENED VENTS FOR VENTILATION 12 VENTS iREQ'1t USE 3'x3'x1/4' GALVANIZED STEEL SQUARE PLATE WASHERS FOR ALL ANCHOR BOLTS PI -6 OMMINO 1 0 U10 31/2x101'2' GLIB 4111111. 411111•11111ED - BEARING WALL 1 1 NEC 250.52 Grounding Electrodes A concrete encased grounding electrode is required in all new concrete footings. The electrode shall consist of at least 20 feet of %I' ar larger reinforcement bar or Bare copper conductor not smaller than 4 AWG, and shall be located horizontally within that portion of a concrete foundation or footing that is in direct contact with the earth & encased by at least 2" of concrete. (NOTE: 20 -foot rebar shall be one continuous piece tied alongside any vicinity footing rebar and shall protrude 8" min. above top of foundation wall near location of power panel.) d) O 411 1- 0 P1-6 4X3 :y 4111111110 U09 4X12 DP2 OEM 41111111111111111111111 - 1.0 08 4X10 PF'2 PI -6 Dz.,.% BEA'- \\\ ST P1-3 CONT. f.:SL. TOP PLATE R -I0 RISIP INSULATION EXTERIOR (SHA DEDE OP AREA) YVAIL.L KINE STUD EXTERIOIIL FLYAOOP TRIMMER HEArPER/I NSULAT I ON DETAIL NTS t0 O tL 3".< 4X101''2 U01 P1-3 U04 4X12 OP+2 1'1-6 • 0 u N CO N N 1 HU.^.21-3 LJLJLJLJLJLJL'�JLJ 5"2x16''2' PI -3 64 GUS QHOLD4UP L 1 Q :I 4xUO3 *2 LI LI LI - - — LI — 4=111111111111111M - 2X BLOCKING * WALL ABOVE XTEND JOISTS TO INEADER(CHAMPFER • ROOF) UPPER FLOOR PR,4MING 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. FRAMING NOTES: i 1 i 1 1 1 1 1 1 1 LI - L UO2 P1-3 Dpi 0 1. ALL MULTIPLE JOISTS OR BEAMS MUST BE 80TH GLUED AND NAILED W/Sd NAILS dt 24' 0.C. NAILED TOP 4 BOTT011 STAGGERED EACH SIDE. 2. ALL HEADERS TO BE 4x8 DF M2, 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 SHOULD BE SUPPORTED LATERALLY AT EACH AND AT EACH SUPPORT BY SOLID BLOCKING OR SY ANOTHER APPROVED METHOD. 5. ® MSTC 40 STRAPS PER STRUCTURAL, UNLESS NOTED OTHERWISE REFER TO SHEAR WALL SCHEDULE. 1 RECEIVED CITY OF TUKWILA AUG 16 2017 PERMIT CENTER NOTE - FASTENERS FOR TREATED WOOF TO BE 140T -DIPPED GALVANIZED, STAINLESS STEEL, SILICONE, BRONZE OR COPPER STUD NOTCHING AND BORING • - BEARING OR EXTERIOR WALL NOTCH 259% 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. z w • z 44t4a REVIEWED FOR CODE COMPLIANCE APPROVED OCT 24 2017 City of Tukwila BUILDING DIVISION 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: LS2-1904-2R Date: 1-31-11 3 40'-0' 41-0' 36'-0' a4 BARS IS' O.C. TYPICAL FOUNDATION VENTS AS REQ'D CONC. STOOP s 1 I 1 1 I , ;C 445 "'�i mi ��un.��Lit !gym' 1tia N Timm IMMUNE t7�' rn 114 m 2X10 HF'2 JST. g W O.C. I HIGH DENSITY ION •74- / ..Dto./ 1111!' .,..... ��PII!li_ in I III I -3 to Tiaiz IN 111111 mompummamm ii 5 4'11!!" a•illmo�.,r IIpuIi!iI,iiIiii!IIl Ki ■ -: 1731 1=1C= �-.. g� 71) ;: Aliilk: ��� 1111111011 I 1 711 111 1 F� 111.111_,M4110 `=,�, N N .,__ _ a _ .11 �� -----Q, .— I 7 8' FON 4' 4i. r z III16' FTG—> 111111M � `� A m Zp 4' CONC. SLAB W/ —�mi W/ COMPACT FILL a' cAAm ill CONI. RIM JOIST PER MFR II I ��� 2X10 14P2 JST. W O.C. W/ 1R -3S HIGH DENSITY INSULATION Q- �t , x Ll SLOPE 3' TO POORB ao ® _ wT111s�IIm��R ` t CfC. �CK 1 SLAC I `Q _ 16'-3' R.O. FOR 16/0 O.H. DOOR / 1, 0 R —cit I} �:'7����►�I GRA = L FILL � : �1� � • " 4 BARS s �` 1 , 03 ,' 1 g as 18' O.C. TYPICAL • y lb\ ip \ I 131-0 1 . 8 -0 "y�`O\\\\\\ �� dII\\0\I IIM�� 4' I - 0 ���T \�\ \\Qu\ -III -\\\-M 1 , \\\\. 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 10 BE 4x10 DFL °2 ON 4x4 POSTS (4x6 AT SPLICES) ON 24' PIA. 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 BE SUPPORTED LATERALLY AT EACH END AND AT EACH SUPPORT, BY SOLID BLOCKING OR BY ANOTHER APPROVED METHOD. I. PROVIDE MINIMUM 18'-24' CRAWL ACCESS. *CRAWL ACCESS HATCHES OR DOORS 8I-IALL BE WEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT t0 THE INSULATION ON THE SURROUNDING SURFACES. 8. PROVIDE CRAWL SPACE VENTILATION PER IRC SECTION R408. *FOUNDATION VENTS SHALL BE PLACED 80 THAT THE TOP OF THE VENT IS BELOW THE LOWER SURFACE OF THE FLOOR INSULATION. S. INTERIOR GRADE OF CRAWL SPACE SHALL BE SLOPED TO DRAIN AND INSURE THE REMOVAL OF WATER 10.PREVENT WOOD t0 CONC. CONTACT W/CONI. FLASHING OR APPROVE MEMBRANE. 1L 12. 4 INDICATES 'SIMPSON' HOLDDOWN. SEE BHEARWALL SCHEDULE FOR ANCHOR 150LT SIZE SPACING (6HT 51.0). VENTILATION CRAWL SPACE VENTILATION TOTAL NET FREE AREA REQ'D 818/150 = 5.45 SQ. FT. PROVIDE SCREENED VENTS FOR VENTILATION 12 VENTS iREQ'1t USE 3'x3'x1/4' GALVANIZED STEEL SQUARE PLATE WASHERS FOR ALL ANCHOR BOLTS PI -6 OMMINO 1 0 U10 31/2x101'2' GLIB 4111111. 411111•11111ED - BEARING WALL 1 1 NEC 250.52 Grounding Electrodes A concrete encased grounding electrode is required in all new concrete footings. The electrode shall consist of at least 20 feet of %I' ar larger reinforcement bar or Bare copper conductor not smaller than 4 AWG, and shall be located horizontally within that portion of a concrete foundation or footing that is in direct contact with the earth & encased by at least 2" of concrete. (NOTE: 20 -foot rebar shall be one continuous piece tied alongside any vicinity footing rebar and shall protrude 8" min. above top of foundation wall near location of power panel.) d) O 411 1- 0 P1-6 4X3 :y 4111111110 U09 4X12 DP2 OEM 41111111111111111111111 - 1.0 08 4X10 PF'2 PI -6 Dz.,.% BEA'- \\\ ST P1-3 CONT. f.:SL. TOP PLATE R -I0 RISIP INSULATION EXTERIOR (SHA DEDE OP AREA) YVAIL.L KINE STUD EXTERIOIIL FLYAOOP TRIMMER HEArPER/I NSULAT I ON DETAIL NTS t0 O tL 3".< 4X101''2 U01 P1-3 U04 4X12 OP+2 1'1-6 • 0 u N CO N N 1 HU.^.21-3 LJLJLJLJLJLJL'�JLJ 5"2x16''2' PI -3 64 GUS QHOLD4UP L 1 Q :I 4xUO3 *2 LI LI LI - - — LI — 4=111111111111111M - 2X BLOCKING * WALL ABOVE XTEND JOISTS TO INEADER(CHAMPFER • ROOF) UPPER FLOOR PR,4MING 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. FRAMING NOTES: i 1 i 1 1 1 1 1 1 1 LI - L UO2 P1-3 Dpi 0 1. ALL MULTIPLE JOISTS OR BEAMS MUST BE 80TH GLUED AND NAILED W/Sd NAILS dt 24' 0.C. NAILED TOP 4 BOTT011 STAGGERED EACH SIDE. 2. ALL HEADERS TO BE 4x8 DF M2, 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 SHOULD BE SUPPORTED LATERALLY AT EACH AND AT EACH SUPPORT BY SOLID BLOCKING OR SY ANOTHER APPROVED METHOD. 5. ® MSTC 40 STRAPS PER STRUCTURAL, UNLESS NOTED OTHERWISE REFER TO SHEAR WALL SCHEDULE. 1 RECEIVED CITY OF TUKWILA AUG 16 2017 PERMIT CENTER NOTE - FASTENERS FOR TREATED WOOF TO BE 140T -DIPPED GALVANIZED, STAINLESS STEEL, SILICONE, BRONZE OR COPPER STUD NOTCHING AND BORING • - BEARING OR EXTERIOR WALL NOTCH 259% 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. z w • z 44t4a REVIEWED FOR CODE COMPLIANCE APPROVED OCT 24 2017 City of Tukwila BUILDING DIVISION 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: LS2-1904-2R Date: 1-31-11 3 CONT. DBL. TOP PLATE R -IO RISID INSULATION ® EXTERIOR SIDE OP WALL (SHADED AREA) KING STUD EXTERIOR PLYWOOD TRIMMER HEADER/INSULATION DETAIL NTS ROOF VENTILATION CALCULATIONS 4 REQUIREMENTS AT LEAST 40%4 NOT MORE THAN 50% OF REQUIRED VENTS SHALL BE 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. VENTILATION REQUIRED PER SEC. 8806.1 - ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FORMED WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS SHALL HAVE CROSS VENTILATION FOR EACH SEPARATE SPACE BY VENTILATING OPENINGS PROTECTED AGAINST THE ENTRANCE OF RAIN OR SNOW. VENTILATION OPENINGS S1 -TALL HAVE A LEAST DIMENSIONS OF 1/16' INCH MINIMUM AND 1/4' INCH MAXIMUM. VENTILATION OPENINGS HAYING A LEAST DIMENSION LARGER THAN 1/4' SHALL 8E 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 88021. REQUIRED VENTILATION OPENINGS SHALL OPEN DIRECTLY TO THE OUTSIDE AIR. MINIMUM VENT AREA PER SEC. R8062 - THE MINIMUM NET FREE VENTILATION A? a%' 1/150 OF THE AREA OF THE VENTED SPACE. VENT AND INSULATION CLEARANCE PER SEC. 88063 - WHERE EAVE 01 INSTALLED, INSULATION SHALL NOT BLOCK THE FREE FLOW OF AIR. NOT SPACE SHALL SE PROVIDED BETWEEN THE INSULATI!!ND THE ROOF LOCATION OF THE VENT. SEE SHEET N2 FOR 1ROOF VENTILATION C APPLIANCES IN ATTIC NOTES: FER 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 8E 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: I. THE PASSAGEWAY AND LEVEL SERVICE SPACE ARE NOT REQUIRED WHERE TI -IE APPLIANCE CAN BE SERVICED AND REMOVED THROUGH THE REQUIRED OPENING. 2. WHERE THE PASSAGEWAY IS 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. ICE THAN T., INC ULAT I ONS AND L �w LL EE TS INCH AT THE TIONS P1-64xI0 PP PI -6 4/0/42(50*1__ Pte: SIMs ROI 4x10 DFP ' 94% EFF RIRN. MAX BTL/HR 3 ,'152 MONO TRUSSES/ 24' O.C. MAX 22'x30' ATTIC • *A. 0 14T520 - GIRDER TR -163 TO T,P PL ATE 151 2302 2. ELECTRICAL REQUIREMENTS M1305.13.1. A LUMINAIRE CONTROLLED 8Y 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 SE INSTALLED IN ATTIC. 5. PROVIDE GALVANIZED MT. DRAIN PAN WITH WET SWITCH: PROVIDE CONDENSATION LINE FROM FURNACE TO EXTERIOR FOR DRAINAGE. MANUF. MONO TRUSSES 0 24' O.C. ROPLAN ROOF OVERFRAME NOTES: IRC SEC 88023 1. RAFTERS SHALL BE FRAMED TO 2x RIDGE BOARD PER PLAN. RIDGE BOARD 51-1ALL NOT EE 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 N DEPTH THAN THE CUT END OF THE RAFTER (FULL COVERAGE AT RIDGE, HIPS AND VALLEYS). ROOF FRAMING NOTES: 1. 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. 2. ALL OTHER TRUSSES: • SHALL CARRY MANUFACTURERS STAMP. • SHALL NAVE DESIGN DETAILS AND SPECIFICATIONS ON SITE FOR FRAME INSPECTION. • SHALL BE INSTALLED AND BRACED PER MANUFACTURERS SPECIFICATIONS. 3. NO TRUSS SHALL 8E FIELD -MODIFIED WITHOUT PRIOR CONSENT OF THE TRUSS ENGINEER AND THE BUILDING DEPARTMENT. 4. PROVIDE ATTIC ACCESS AT A MINIMUM OF 22'x30' PER IRC SEC. 8801.1. •ACCESS HATCHES OR DOORS SHALL BE WEATIERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES. 5. PROVIDE ATTIC VENTILATION PER IRC SEC. R806. ALL FRAMING TO COMPLY WITH IRC SEC 8802. 6. <61 REFER TO SHEAR 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 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. RECEIVED CITY OF TUKWILA AUG 16 2017 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 4 2017 City of Tukwila BUILDING DIVISION 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: LS2-1904-2R Date: 1-31-11 4 2x6 +"1 DP mos a 16' O.C. ATTACH STUDS TO TOP 4 BOTTOM PLATE WITH (3)16d FRAMING NAILS. CONSTRUCT TOP PLATE OF (2) SCUDS INSTALLED WORM 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. ere' TYPE 'X' GLUM APPLIED VERTICALLY W/ HORIZONTAL JOINTS BLOCKED AND FASTENED W/6d CEMENT COATED 118' CUP -HEAD DRYWALL NAILS W/.0915' SHANK DIA. 4 14' HEAD DIA. SPACED 8' 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. SOLID TIGHT FITTING TRUSS BLOCKING (SEE DETAIL THIS SHEET FOR EAVE VENTING) 2x8 FASCIA BOARD )(,' LP°FLAMEBLOCK®FIRE-RATED 055 SHEATHING W/1.5mm PYROTITE LAMINATE APPLIED TO ONLY ONE FACE OF WOOD PANEL. SHEATHING MUST 8E INSTALLED VERTICALLY W/HORIZONTAL JOINTS BLOCKED 4 W/PYROTITE LAMINATE FACING THE OUTSIDE 4 MUST BE ATTACHED TO THE STUDS W/11*,' 6c1 COMMON NAILS SPACED 6' O.C. AROUND PERIMETER 4 12' OC 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 THE SHEATHING USING SUFFICIENT FASTENERS TO PREVENT AIR POCKETS IN THE WRAP EXTERIOR WALL COVERING: 1. FIBER CEMENT BOARD 2. 11-11 SIDING 3. WOOD FIBER PANEL 4. CEMENT PLASTER (STUCCO) 5. STEEL SIDING DESIGN: (ICC -ES REPORT - ESR -1365) WALL TYPE 43.4 - 1 HR EXTERIOR WALL ASSEMBLY EAVES 4 WALL WITHIN 5'-0' OF PROPERTY LINE PER IRC 302 4 TABLE 8302.1 MIN. 6><4, PT POST 716' LPG FLAMEBLOCK® FIRE -RATED 055 SHEATHING OR era' TYPE 'X' GWS SHEATHING SIDING OR TRIM PER PLAN POST DETAIL FOR STRUCTURES LESS THAN 5' FROM PROPERTY LINE NO SCALE UJB IN 36 AF50 ROOF VENTS (50 SQ. IN. NET FREE AREA) STAIR NOTES: PER IRc 8311.1 • STRINGED TO BE BLOCKED AT BOTH TOP AND BOTTChL • ALL USABLE SPACE UNDER STAID TO BE 1 Nogg CCNSTRIJCTION. • MAXIMIM RISE tO BE 1-3/4'. • MINIMUM PIN TO BE 10'. • MNIK.M l-EAD NEIGNT TO BE 6'-8'. • MINIMUM STAIR WIDTH TO BE 36'. • PROVIDE CCNTNJOU8 HAND RAIL 34' TO 38' CIF TREAD NO81NG AND MUST EXTEND BEYOND BOTTOM TREAD. PROVIDE GUARD RAILS AT LANDING, OPEN SIDED WALKING SURFACE, STAIRS, RAMPS, PORGI-ES, OR BALCONIES MN. 36' HIGH W/ CLEAR SPACE PER R312.0 AND R312.12 HANDGRIP PORTION of HANDRAIL SHALL BE NOT LESS 1 I/4' NOR MORE THAN 2' N CROSS SECTIONAL DIM WINDING TREADS FER IRC 8311.182.1 SPIRAL STAID PROVIDE MIN 1 14' RUN • A POINT 12' PROM LINERS TREAD 18 NARROIIEST PER Dec R311.1J0.1 4' SPHERE SHALL NOT PASS THROUGH 4 .C. HANDRAIL TO BE PRESENT ON ON AT LEAST CNE SIDE CP STAIR. HANDGRIP PORTION CF HANDRAILS SHALL HAVE CIRCULAR cROee SECTION OF 114' MIN. 4 2' MAX EDGES SHALL HAVE A MIN. RADIUS OF k'. ALL REQUIRED GUARDRAILS TO 8E 36' MN. IN HEIGHT. OPENINGS FOR REQUIRED GUARDS ON THE SIDES CF STAIR TRE=ADS SHALL NOT ALLOW A SPHEIE? 4 INCHES (Wm) TO PASS 714ROUGH. FER 831213 '' IhL-11 MAX No SCALE SOLID TIGHT FITTING TRUSS BLOCKING 2x8 FASCIA BOARD 2x STUDS PER PLAN 7X,' SHEATHING EXTERIOR WALL COVERING PER PLAN EAVES WITHIN 5'-0' OF PROPERTY LINE PER IRC 302 4 TABLE R302.1 NO SCALE CONT. HANDRAIL 34'-38' ABOVE TREAD NOSING. PICKETS PER IRC ON OPEN BIDE 1' PT RISERe-41 , PT. 2X12 TREADS To6 36'X36' MN. at 6' SPHERE UNABLE TO PASS THROUGH OPENING FLOW STAIR INSTALL 1'3' GWB • CEILING, AND WALLA (3) 2X12 STRINGERS FIRE ELOCK • MID -SPAN AND N 8111D MALLS ALOINS AAD 14 LINE WI1H 87RMGED IF AREA ANDER 2X4THRUST !'LOCK STAIR81811*FNI13IIEP O IS 8 PER PLAN DEL JST 1411212 ATTEEA STRINGER 3 2X12 P.T. STRINGERS RIOR 141.. 35 FIRE BLOCKING AND DRAFTSTOPPING: PER SECTION R302.11 s 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 THE 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. HOUR FIRE -RESISTIVE DETAILS 2x SCREENED EAVE VENT BLOCKS W/(4) 21b' HOLES EACH - PROVIDE APPROVED INSULATION BAFFLE TO ENSURE 1' MIN. AIR SPACE. INTERIOR AL STAIR DETAIL AND NOTES 1`4FG. TRUS SEE ROOF INSULATION UTILITY MASTER BATH F OOR CON 3/ ' T4G PL G UED 4 NAI ( E FRAMI SI AND - TRUCtION: • • D SUS-FLR. ED TO PLAN FOR ACING) POYVOES ROOM EARA E COAT/STORA6E CLOSET TYP. INT. WALL,_) (2)2x4 TOP IE 2x4 STUD 1/2' GUJB EA. SIDE 2x4 BOT. E TIGI4TLINE FOUNDATION DRAIN: GRADE - MIL VISQUEEN VAPO �• CRAWLESE. BARRIER CRAALSPACE LAP SPLICES 12' MI • 1 • 4' DIA. PERF. PIPE PEA GRAVEL FILL WRAP W/ FILTER FABRIC SU I Ln I NG SGT I ON I - • I c5 ATTIC VENTILATION AT LEAST 40% 4 NOT MORE THAN 50% OF REQUIRED VENTS SHALL BE 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/ 30* INTERWOVEN FELT ON 1/2' 24/0 PLYUJOOD SHEATHING ALL ROOF FLASHING TO SE MIN. 26 GA GALV. STEEL. ROOF DRIP EDGES PER SEC. 89052.85 PROVIDE DRIP EDGE AT EAVES 4 GABLES W/ A MIN. 2' OVERLAP. GRADE TYPICAL EXTERIOR WALL: (2)2x6 TOP PLATES 2x6 STUDS 16' O.C. 2x6 BOTTOM PLATE 1/2' SI -1M (APA RATED 24/0) AIR BARRIER EXTERIOR SIDING PER ELEV. R-21 INSULATION W/ CONT. VAPOR BARRIER (WARM SIDE) 1/2' GYP. SD -40 cA No SCALE 1- 2 t V0 02 L Q lU ni A! 6) J OIn X 2 1L 3 I = '¢ 0 T RECEI D CITY OF TUKWILA AUG 16 2011 PERMIT CENTER STUD NOTCHING AND BORING: - SEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 60% BORING IF DOUBLED 4 LESS OR EQUAL SUCCESSIVE SCUPS. - NON -SEARING MAXIMUM NOTCH 40%, BORING 60%. - HOLES NO CLOSER THAN 5/8 INCH TO FACE OF STUD. • REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 4 2011 City of 'Tukwila BUILDING DIVISION 1. on ractor 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: LS2-1904-2R Date: 1-31-11 r 11.'1 17 / MIN. 6><4, PT POST 716' LPG FLAMEBLOCK® FIRE -RATED 055 SHEATHING OR era' TYPE 'X' GWS SHEATHING SIDING OR TRIM PER PLAN POST DETAIL FOR STRUCTURES LESS THAN 5' FROM PROPERTY LINE NO SCALE UJB IN 36 AF50 ROOF VENTS (50 SQ. IN. NET FREE AREA) STAIR NOTES: PER IRc 8311.1 • STRINGED TO BE BLOCKED AT BOTH TOP AND BOTTChL • ALL USABLE SPACE UNDER STAID TO BE 1 Nogg CCNSTRIJCTION. • MAXIMIM RISE tO BE 1-3/4'. • MINIMUM PIN TO BE 10'. • MNIK.M l-EAD NEIGNT TO BE 6'-8'. • MINIMUM STAIR WIDTH TO BE 36'. • PROVIDE CCNTNJOU8 HAND RAIL 34' TO 38' CIF TREAD NO81NG AND MUST EXTEND BEYOND BOTTOM TREAD. PROVIDE GUARD RAILS AT LANDING, OPEN SIDED WALKING SURFACE, STAIRS, RAMPS, PORGI-ES, OR BALCONIES MN. 36' HIGH W/ CLEAR SPACE PER R312.0 AND R312.12 HANDGRIP PORTION of HANDRAIL SHALL BE NOT LESS 1 I/4' NOR MORE THAN 2' N CROSS SECTIONAL DIM WINDING TREADS FER IRC 8311.182.1 SPIRAL STAID PROVIDE MIN 1 14' RUN • A POINT 12' PROM LINERS TREAD 18 NARROIIEST PER Dec R311.1J0.1 4' SPHERE SHALL NOT PASS THROUGH 4 .C. HANDRAIL TO BE PRESENT ON ON AT LEAST CNE SIDE CP STAIR. HANDGRIP PORTION CF HANDRAILS SHALL HAVE CIRCULAR cROee SECTION OF 114' MIN. 4 2' MAX EDGES SHALL HAVE A MIN. RADIUS OF k'. ALL REQUIRED GUARDRAILS TO 8E 36' MN. IN HEIGHT. OPENINGS FOR REQUIRED GUARDS ON THE SIDES CF STAIR TRE=ADS SHALL NOT ALLOW A SPHEIE? 4 INCHES (Wm) TO PASS 714ROUGH. FER 831213 '' IhL-11 MAX No SCALE SOLID TIGHT FITTING TRUSS BLOCKING 2x8 FASCIA BOARD 2x STUDS PER PLAN 7X,' SHEATHING EXTERIOR WALL COVERING PER PLAN EAVES WITHIN 5'-0' OF PROPERTY LINE PER IRC 302 4 TABLE R302.1 NO SCALE CONT. HANDRAIL 34'-38' ABOVE TREAD NOSING. PICKETS PER IRC ON OPEN BIDE 1' PT RISERe-41 , PT. 2X12 TREADS To6 36'X36' MN. at 6' SPHERE UNABLE TO PASS THROUGH OPENING FLOW STAIR INSTALL 1'3' GWB • CEILING, AND WALLA (3) 2X12 STRINGERS FIRE ELOCK • MID -SPAN AND N 8111D MALLS ALOINS AAD 14 LINE WI1H 87RMGED IF AREA ANDER 2X4THRUST !'LOCK STAIR81811*FNI13IIEP O IS 8 PER PLAN DEL JST 1411212 ATTEEA STRINGER 3 2X12 P.T. STRINGERS RIOR 141.. 35 FIRE BLOCKING AND DRAFTSTOPPING: PER SECTION R302.11 s 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 THE 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. HOUR FIRE -RESISTIVE DETAILS 2x SCREENED EAVE VENT BLOCKS W/(4) 21b' HOLES EACH - PROVIDE APPROVED INSULATION BAFFLE TO ENSURE 1' MIN. AIR SPACE. INTERIOR AL STAIR DETAIL AND NOTES 1`4FG. TRUS SEE ROOF INSULATION UTILITY MASTER BATH F OOR CON 3/ ' T4G PL G UED 4 NAI ( E FRAMI SI AND - TRUCtION: • • D SUS-FLR. ED TO PLAN FOR ACING) POYVOES ROOM EARA E COAT/STORA6E CLOSET TYP. INT. WALL,_) (2)2x4 TOP IE 2x4 STUD 1/2' GUJB EA. SIDE 2x4 BOT. E TIGI4TLINE FOUNDATION DRAIN: GRADE - MIL VISQUEEN VAPO �• CRAWLESE. BARRIER CRAALSPACE LAP SPLICES 12' MI • 1 • 4' DIA. PERF. PIPE PEA GRAVEL FILL WRAP W/ FILTER FABRIC SU I Ln I NG SGT I ON I - • I c5 ATTIC VENTILATION AT LEAST 40% 4 NOT MORE THAN 50% OF REQUIRED VENTS SHALL BE 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/ 30* INTERWOVEN FELT ON 1/2' 24/0 PLYUJOOD SHEATHING ALL ROOF FLASHING TO SE MIN. 26 GA GALV. STEEL. ROOF DRIP EDGES PER SEC. 89052.85 PROVIDE DRIP EDGE AT EAVES 4 GABLES W/ A MIN. 2' OVERLAP. GRADE TYPICAL EXTERIOR WALL: (2)2x6 TOP PLATES 2x6 STUDS 16' O.C. 2x6 BOTTOM PLATE 1/2' SI -1M (APA RATED 24/0) AIR BARRIER EXTERIOR SIDING PER ELEV. R-21 INSULATION W/ CONT. VAPOR BARRIER (WARM SIDE) 1/2' GYP. SD -40 cA No SCALE 1- 2 t V0 02 L Q lU ni A! 6) J OIn X 2 1L 3 I = '¢ 0 T RECEI D CITY OF TUKWILA AUG 16 2011 PERMIT CENTER STUD NOTCHING AND BORING: - SEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 60% BORING IF DOUBLED 4 LESS OR EQUAL SUCCESSIVE SCUPS. - NON -SEARING MAXIMUM NOTCH 40%, BORING 60%. - HOLES NO CLOSER THAN 5/8 INCH TO FACE OF STUD. • REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 4 2011 City of 'Tukwila BUILDING DIVISION 1. on ractor 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: LS2-1904-2R Date: 1-31-11 WP H. O J O TO ABOVE O 1. O O 1 O No/ O to, L J O CEILNG OUTLET O EF. O AN UPPER FLOOR ELECTRICAL. FLAN INTERIOR STAIRWAY ILLUMINATION PER SEC R,303.1 IRC INTERIOR STAIRWAYS SHALL 8E PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE TO ILLUMINATE THE LANDNGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. THE LIGHT SOURCE SHALL BE CAPABLE OP ILLUMINATING TREADS AND LANDINGS TO LEVELS NOT LESS THAN 1 FOOT-CANDLE MEASURED AT THE CENTER OF TREADS AND LANDINGS. THERE SHALL 8E A WALL SWITCH AT EACH FLOOR LEVEL TO CONTROL. THE LIGHT SOURCE WHERE 114E STAIRWAY HAS SIX OR MORE RISERS. E)(CEPTION: A SWITCH IS NOT REQUIRED WHERE REMOTE, CENTRAL OR AUTOMATIC CONTROL OF LIGHTING IS PROVIDED. EXTERIOR STAIRWAY ILLUMNATION PER SEC 8303.5 IRC EXTERIOR STAIRWAYS SHALL 8E PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE TOP LANDING OP THE STAIRWAY. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER PROM THE BUILDING WIRING. EXTERIOR STAIRWAYS PROVIDINGACCESS TO A BASEMENT FROM THE OUTDOOR GRADE LEVEL SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE BOTTOM LANDING OF THE STAIRWAY. 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 - CARBON MONO. PET. 1110ACKUP BATTERY CABLE T.V. JACK PHONE UNDER COUNTER L IGHTS GAS OUTLET HOSE 8188 EXT. FAN VTOS L.4 `jJ 7 6 wasoo ❖ zM o Pao E8 A 71 4 H v Z a N REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 4 2017 City of Tukwila BUILDING DIVISION 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: LS2-1904-2R Date: 1-31-1l 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/osb). 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 I 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. Shopdrawings 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. NAIL SPACING TOP &BTM. PLATES A35 ANCHORS BLKG. REVD. SILL ANCHOR BOLTS BASE PLATE NAILING HEM FIR #2 VALUE (#/LF) EDGES 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" O.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" O.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. CANT. / / / / FOUNDATION VENTS AS REQ'D u A # 4 BARS 18" O.C. - TYPICAL 111 SLAB ON GRADE 4" CONCRETE OVER 4" GRANULAR FILL L CONC. STOOP u bBLI�T 1 1 1 1 8" FDN-4 16" FTG- CONT. RIM JOIST 1 PER MFR L DBL JST Ilr 1r 1 L J CD 0 M 4x 8 01 DF#2 CRAWLSPACE 3 MIL VISQUEEN VAPOR BA THROUGHOUT CRAWLSPAC LAP SPLICES 12". (BLAC RRIER K) 24" DIA. X 8" -6-- - O ID ©o H = =z c\ 00 O = I J (1) CN Z m TI- ICK CVER LAB GRAVEL FILL i J L 4 BARS 18" O.C. TYPICAL FOU\DATIO\ VAI\FLOO CDsca�e ,/a = � II 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 m PLA\ FAV\C PLA\ J S4 RECEIVED CITY OF TUKWILA 2 0 2017 PERMi CENTER 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 (4x1: AT SPLICES) ON 24" DIA. x 8" CONC. PADS UNLESS HOED OTHERWISE. 4. ALL POSTS TO BE ANCHORED AGAINST LATERAL MOVEMENT. 5. SOLID BLOCK AT ALL POINT LOADS FROM ABOVE. 6. FLOOR JOISTS SHOULD BE SUPPORTED LATERALL)'•AT EACH END AND AT EACH SUPPORT.BY SOLID BLOCKING OR BY ANOTHER APPROVED METHOD. r I(j.CO CL co co M cry � Z ti CD CC J X WD Z_ Iz Lo _ N L‘. DESIGN & E 1002 39TH AV Office (253) i'�,0 �P� 4r� 4OISTG.RG9 d'SIONAL 7 ov 429 , R• .a WAsg. I . +�� ���1 .. '017 ter LOT 5) PLAN LS2-1904 OWNER/CUSTOMER: JK Monarch PROJECT ADDRESS: LOT 5 TUKWAILA, WA. REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 4 2017 City of Tukwila BUILDING DIVISION d 0 z w 0 m UJm 0 X z lil - 0 Lui XXx oa c0m oX SHEET N0. s i S5 JOB NO. 2017- , LCL I J114 STRUCTURAL GLUED LAMINATED TIMBER 11,1,c=Ilii MANUFACTURED WOOD BEAMS -'0i3ETS SHALL 1'10.1 i HANGER SCHEDULE U.N.O.: U05 L r I I I I I 1 I U 1 0 3\x107 GLB U 09 4x12 DF#2 U08 4x10 DF#2 I----I---t---J BEA RING WAIS L 2X12 FLOOR JOISTS @ 16" 0.C. 4X ARIN(p WA 4 /L PB JIST E RIN WALL BEARR\ G WALL /X12 FLOOR JOISTS @ 16" 0.C. U) DBL. JST. rn (Nfl 11111 2 ti 4x10 DF;/2 U01 U U 4x1 P4 2 DF#2 UO 7 4X8 —f --I ARIN G W ALL J LJ LJ LJ LJ HU LJ C21 LJ 2- 2X12 FLOOR JOISTS @ 12" 0.C. 3 LJ L -U- L-1 LJ LJ LJ LJ LJ L ti 5 x18 G HOLD—UN) UO2 2X BLOCKING © WALL ABOVE EXTEND JOISTS TO HEADER(CHAMPFER ROOF) 4x12 DF #2 UO3 UPPED PLOO FAVH\C SCALE: 1/4" = V-0" FRAMING NOTES: RECEIVED CITY OF TUKWILA 01; 2 0 2017 PERMIT CENTER 1. ALL MULTIPLE JOISTS OR BEAMS MUST BE BOTH CLUED AND NAILED w/8d NAILS © 24" 0.0. NAILED TOP e BOTTOM STAGGERED EACH SIDE. 2. ALL HEADERS TO BE 4x8 DE #2, UNLESS NOTED OTHERWISE. HEADERS AT EXTERIOR WALLS WARM WALLS TO BE INSULATED W/R-10 RIGID INSULATION. 3. SOLID BLOCK BENEATH ALL POINT LOADS FROM ABOVE. 4. FLOOR JOISTS SHOULD BE .SUPPORTED LATERALLY AT EACH AND AT EACH SUPPORT BY SOLID BLOCKING 03 BY ANOTHER APPROVED METHOD. 5. MST48 STRAPS PER STRUCTURAL, UNLESS NOTED OTHERWISE 6. REFER TO SHEAR WALL SCHEDULE. U) rn (Nfl L x ^`_ 0 f: co Z D N CC J X Lli � LL W Z CI- (LIDD �LI z N iii In DESIGN & E 1002 39TH AV Office (253) 1 OWNER/CUSTOMER: JK Monarch LOT 5) PROJECT ADDRESS: LOT 5 TUKWAILA, WA. REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 4 2017 City of Tukwila I BUILDING DIVISION I d 0 z w co m w w m w x Z CI Z Y g W J 2 Q D Q g O U Q X S2SHEET N0. S5 JOB NO. ,� 2017- , TYP. S4 GOOF FAV SCALE: 1/4" = I\G PLA MANUF. MONO TRUSSES © 24" 0.C. x, 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 SPECIES 24F—V4 DF/DF 24F—V8 DF/DF 248—V8 DF/DF MANUFACTURED WOOD BEAMS 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 OR 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 E (PSI) Fb (PSI) Fcp (PSI) Fv (PSI) LVL = MICROLAM 1.9E6 2600 750 285 PSL = PARALLAM 2..0E6 2900 750 290 LSL = 1.75" TIMBERSTAND 1.55E6 2325 800 310 HANGER SCHEDULE U.N.O.: 117/8" TJI 110 111/8" TJI 230 2x10 HF/DF 2X12 HF/DF (2)2x10 HF/DF (2)2x12 1-1F/DF 4X10 DE 6X10 DF 6X12 DF NOTE: USE LSSU SERIES 0 SKEWED LOCATION, U.N.O. I TS1.81/11.88 - I TS2.37/11.88 LU210 LU2.10 - LUS210-2 LUS210-2 - HU410 OR HU610 OR - HU612 OR HUC41O HUC610 HUC612 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-- FASTENIERS FOR TREATED WOOD TO BE HOT—DIPPED GALVANIZED, STAINLESS STEEL, SILICONE, BRONZE OR COPPER. STUD NOTCHING AND BORING — BEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. — 60% BORING IF DOUBLED & LESS OR EQUAL SUCCESSIVE STUDS. — MON—BEARING MAXIIv1UM NOTCH 40%, BORING 60%. — HOLES NO CLOSER THAN 5/8 INCH TO FACE OF STUD. ROOF FRAMING NOTES: 1. ALL HEADERS TO BE 4x8 DF #2, UNLESS NOTED OTHERWISE. HEADERS AT EXTERIOR WALLS & WARM WALLS TO BE INSULATED W/R-10 RIGID INSULATION. 2. ALL OTHER TRUSSES: SHALL CARRY MANUFACTURERS STAMP. * SHALL HAVE DESIGN DETAILS AND SPECIFICATIONS ON SITE FOR FRAME INSPECTION. j SHALL BE INSTALLED AND BRACED PER MANUFACTURERS SPECIFICATIONS. 3. NO TRUSS SHALL BE HELD—MODIFIED WITHOUT PRIOR CONSENT OF THE TRUSS ENGINEER AND THE BUILDING DEPARTMENT. RECEIVED CITY OF TUKWILA C` 202017 PERMIT CENTER 4X10 DF2 li z 4X8 DF2 E 4X10 DF2 W 1 W D� Z C -E wZ Cf..1 III = Ln DESIGN & E 1002 39TH AV Office (253) NSaF 429. 'SSiONAL 7/.. a wn -I S\4C'l .�. 7 LOT 5) PLAN LS2-1904 OWNER/CUSTOMER: JK Monarch PROJECT ADDRESS: LOT 5 TUKWAILA, WA. REVIEWED FOR �P®VE®COMPLIANCE CODEAPPROVED OCT 2 4 2017 City of Tukwila BUILDING DIVISION d ED Z W ceS Z 0 co m o Z 0 Z wX - U cd x Q U m D x SHEET N0. s3 S5 JOB NO. i 2017- R02 RO1 94% EFF .FURN. 0 ISSES AX MAX 29,352 BTU/HR ACUSS N 22"X341" PER PROVIDE IRC 22"X36" ATTIC 807.1 / FORT APPL S E. I •NCE v REN OVA u, 0 . SEE NOTES T SHT. Z N M 1 4 ' / I . 1 041, N 4?' L T41, HTS '0 —GIRDER 2x6 OVER— FRAM =®24" O.C. HTS2) TRUSS — IRDER TO P PATE 2x OVEP.— TRU •S TO TOP PLATE F AVIE 4/`2.0 4X10 DF2 2302 11 1 PL 231r 11 4/S2 -1i D 4Y10 0 DF2 ^------- h� GIRDER TRUSS _-- 0 1� --1411 »MUSSE GIRDER TRUSS i 4x6 S , C 24'.... '------- -.41 -- 4X8 4X8 (7' �) GOOF FAV SCALE: 1/4" = I\G PLA MANUF. MONO TRUSSES © 24" 0.C. x, 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 SPECIES 24F—V4 DF/DF 24F—V8 DF/DF 248—V8 DF/DF MANUFACTURED WOOD BEAMS 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 OR 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 E (PSI) Fb (PSI) Fcp (PSI) Fv (PSI) LVL = MICROLAM 1.9E6 2600 750 285 PSL = PARALLAM 2..0E6 2900 750 290 LSL = 1.75" TIMBERSTAND 1.55E6 2325 800 310 HANGER SCHEDULE U.N.O.: 117/8" TJI 110 111/8" TJI 230 2x10 HF/DF 2X12 HF/DF (2)2x10 HF/DF (2)2x12 1-1F/DF 4X10 DE 6X10 DF 6X12 DF NOTE: USE LSSU SERIES 0 SKEWED LOCATION, U.N.O. I TS1.81/11.88 - I TS2.37/11.88 LU210 LU2.10 - LUS210-2 LUS210-2 - HU410 OR HU610 OR - HU612 OR HUC41O HUC610 HUC612 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-- FASTENIERS FOR TREATED WOOD TO BE HOT—DIPPED GALVANIZED, STAINLESS STEEL, SILICONE, BRONZE OR COPPER. STUD NOTCHING AND BORING — BEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. — 60% BORING IF DOUBLED & LESS OR EQUAL SUCCESSIVE STUDS. — MON—BEARING MAXIIv1UM NOTCH 40%, BORING 60%. — HOLES NO CLOSER THAN 5/8 INCH TO FACE OF STUD. ROOF FRAMING NOTES: 1. ALL HEADERS TO BE 4x8 DF #2, UNLESS NOTED OTHERWISE. HEADERS AT EXTERIOR WALLS & WARM WALLS TO BE INSULATED W/R-10 RIGID INSULATION. 2. ALL OTHER TRUSSES: SHALL CARRY MANUFACTURERS STAMP. * SHALL HAVE DESIGN DETAILS AND SPECIFICATIONS ON SITE FOR FRAME INSPECTION. j SHALL BE INSTALLED AND BRACED PER MANUFACTURERS SPECIFICATIONS. 3. NO TRUSS SHALL BE HELD—MODIFIED WITHOUT PRIOR CONSENT OF THE TRUSS ENGINEER AND THE BUILDING DEPARTMENT. RECEIVED CITY OF TUKWILA C` 202017 PERMIT CENTER 401 li z E 0M Z p_CO u7 J� CC J X W 1 W D� Z C -E wZ Cf..1 III = Ln DESIGN & E 1002 39TH AV Office (253) NSaF 429. 'SSiONAL 7/.. a wn -I S\4C'l .�. 7 LOT 5) PLAN LS2-1904 OWNER/CUSTOMER: JK Monarch PROJECT ADDRESS: LOT 5 TUKWAILA, WA. REVIEWED FOR �P®VE®COMPLIANCE CODEAPPROVED OCT 2 4 2017 City of Tukwila BUILDING DIVISION d ED Z W ceS Z 0 co m o Z 0 Z wX - U cd x Q U m D x SHEET N0. s3 S5 JOB NO. i 2017- 401 FRAMING & FOUNDATION DIMENSION SHEAR WALL PER PLAN & SCHEDULE FINISH PER ELEVATION OVER 15 LB. BUILDING PAPER OVER SHEATHING PER PLAN 16d © 4" 0.C. Z - FLASHING WOOD TRIM OPTIONAL 110. 16d TOE -NAIL © 6" 0.C. 1-o / 0 X0—I Z <Z -I N Opp < r/ZCO 1� 7 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 VAIN NAVE --11lI-1 1 I: BITUMINOU II I I: DAMPPROOFIN OF TOP FIN. GRADEF I. ; II II II; a• .4th 1� • • •11 4 II MUDS LL / A. BOLTS PER FOUNDATION PLAN (1) #4 BAR CONT. MAX. 6" BELOW TOP OF FND. WALL #4 BAR VERTICAL © 18" 0.C. & HORIZONTAL © 18" 0.C. -,.-6 MIL. BLACK V. B. 114 . 2) #4 BAR CONTINUOUS M J U /1/3"I, 6" "ill I"�I1 IJ1 I I'_` 4 HOOK =1' FND. WALL W/ PARALLEL JOIST z CO SCALE : 1" = 1'-0" STEM WALL BEYOND (2) #4 TOP BARS © THICKENED SLAB INTO ADJACENT STEM WALL FINISHED GRADE 11-446. I I- -1 I I— . I_I TURN DOWN SLAB 18" (2) #4 BARS CONTINUOUS 'I-1 4 4 a •• /1"3„1, 6” /11,3,, I, A THICKENED SLAB © GARAGE DOOR SCALE : NTS z Q J a FLR. JSTS. PER PLAN BATT INSULATION PER PLAN 3/4" T.&G. PLYWOOD SUBFLOOR GLUED & NAILED 4444J11L4tS44:, ittetttallAttt (4) 16d NAILS A. SIDE BOTTOM OF BEAM R SIMPSON A34 FRAMING ANCHORS ® EACH POST BEAM PER PLAN 2 X 4 EACH SIDE (2) 16d EA. SIDE P. T. POST PER PLAN 6 MIL. BLACK V. B. PER PLAN 7 TYPICAL ISOLATED FOOTING ! SCALE : 1" = 1'-0" _III= 11IIIIIII11_I1 (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. /.ZOCJ /� XUJ Z_ <zJ � �JY N OM< Z (b TO FIN. GRAD 7, 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 FLR. JSTS. PER PLAN �IIII� III I; BITUMINOU DAMPPROOFIN TOP OF FTG. — —• —1-4111 .4th •.. 11 ILS (0 / MUDSILL / A. BOLTS PER FOUNDATION PLAN (1) #4 BAR CONT. MAX. 6" BELOW TOP OF FND. WALL #4 BAR VERTICAL © 18" 0.C. & HORIZONTAL © 18" 0.C. EI.;,I I1=' t .'• -0-6 MIL. BLACK V. B. •.• . 4 . Ir. i.: 4'0., �i6.-- +--r—(2) #4 BAR CONTINUOUS •° ro )(3" 6" /1/3 HOOK _I' 1-1.1.1 I IJ LLm1 L'— FND. WALL W/ PERPENDICULAR JOIST E)6" SCALE : 1" = 1'-0" FRAMING & FOUNDATION DIMENSION FINISH PER ELEVATION OVER 15 LB. BUILDING PAPER OVER SHEATHING PER PLAN Z - FLASHING WOOD TRIM OPTIONAL 30" MAX SLAB TO GRADE 6 MIN. WOOD TO GRADE (1) #4 BAR CONT. MAX 6" BELOW TOP OF FND. WALL z .440111 TIGHTLINE - IFT REQUIIREDN =111=111=111= III�IIIIII Illlll III� 3" CLR. 4" DIA. PERF. FOUNDATION DRAIN a. •,4 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 ,i_l 4" GRANULAR FILL • f III-ISI-�I- TII�III- I :'4�.' 11 •a •4 • •II: 4•;tr.•• tl•,4;if /1,3"/Jr 6" /1,3"A 0 6" GARAGE FND. WALL 5 SCALE : NTS BATT INSULATION PER PLAN TRUSS PER PLAN #4 BAR VERTICAL © 18" O.C. & HORIZONTAL © 10" O.C. (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 �ilil�l�l��li�ililil�l�lili►��.��; , 111111I111UT(I'1111��►�, I. PAPER & SHEATHING EXTEND 12" ABOVE INSULATION WITH 1 1/2" CLEAR AIRSPACE VENTED 2X BLOCKING W/ (3) 2" DIA HOLES PER 24"O.C. (BLOCKING TO TOUCH TOP PLATE) FASCIA BOARD PER PLAN `�. 5" CONTINUOUS �•, METAL GUTTER A35 © 24" 0.0 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 SHEAR WALL PER PLAN OR HEADER BATT INSULATION PER PLAN FLAT CEILING & EAVE SCALE : 1" = 1'-0" 8d NAILS 4 4" 0.0. (SHTG TO BIRDBLOCKING) 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 r BI T T 0 0 UMINOUS MPPROOFING P OF FTG. P OF SLAB #4 B A R VERTICAL © 18" 0.C. & HO"IZONTAL © 18" 0.C. X 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. GLUED & NAILED BATT INSUL. PER PLAN I\ 1 ..:� .. i.. �• . FLR. JSTS. PER PLAN —_� °II.. TOP FLANGE HANGER • ; :11 : BLDG. PAPER BETWEEN 1j CONCRETE & JOISTS t� •� -.t— 6 MIL. BLACK V.B. 4" HOOK 3" CLR. 0 4 (2) #4 BAR CONTINUOUS z XD 6" 1 I—III—III—III—I I /1/3"/1, 6" /1,3",iI I ISI I I I I i' SCALE : 1" = 1'-0" FND. WALL (4 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 DIMENSION ..s INSTALL 1/2" GWB FLR. JSTS. PER PLAN P.T. SILL PLATE & A.B. PER SHEAR WALL SCHEDULE AND/OR FOUNDATION PLAN #4 BAR VERTICAL © 18" 0.C. HORIZONTAL © 10" 0.C. 6 MIL. BLACK V. B. • all. • w (1) #4 BAR. CONT. MAX. 6" BELOW TOP OF FND. WALL 4" CONC. SLAB OVER 6 MIL. BLACK V. B. OVER 4" GRANULAR FILL 3” CLR. II111III11III .• ° • thighele *see *tele -I I I—I IIII-I � I -III -III -III- -�MINous 11:: • I --I I—III DAMPPROOFING -III=I 1174 I I I=„III TOP OF FTG. TO • TOP OF SLAB Ir 1r.;17--(2) #4 BAR CONTINUOUS I,3 6" /1/3"/1/ 6" FND. WALL CO GARAGE (SCALE NTS L1 INSTALL PLYWOOD VERTICAL STARTING © DOUBLE TOP PLATE DOUBLE TOP PLATE 8d NAILS © 3" 0.C. TO EACH TOP PL SHEAR WALL PER PLAN & SCHEDULE SIMPSON STHD14 HOLDOWN w/ (38) 16d SINKERS .L • .1 #4 © 18" 0.C. HORIZONTAL - (3) #4 VERTICAL w/ 4" HOOK © FOOTING II • •11 .� •$•N..Q'.•l. `11" • 11 11 . .11 11 t1 4 II . •II II•bpe. 1 H. 11 • 11,I 11 t}°'ll• , •11' 1• 11,11• 11. 1141 4 II I 11 -=d1 '� II R ° II e ; 11° • ' fl •" I • • I° •. 1 I1 I • .;(11 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"xe" ? WASHER SLAB ON GRADE BEAM PER PLAN • •-. Il - iIft.4 ♦1 •• 11 . • 11 • ==. • c=JJ . • • 4 . •• 4 • °• . SHEAR PANEL © GARAGE SCALE : N.T.S. DOUBLE STUD © HOLDOWN RECEIVED CITY OF TUKWILA OCT 2 0 2017 Yies7/..4".6ss-sysi//,557hsy,yr:PERMIT CENTER HOLDOWN DETAIL SCALE : NTS CD CL Cr) COti MM r. 0 a M N � CC J , W Z °- E I • N DESIGN & Ef 1002 39TH AVE Office (253) 5 LOT 5) PLAN LS2-1904 OWNER/CUSTOMER: JK Monarch PROJECT ADDRESS: LOT 5 TUKWAILA, WA. REVIEED FOR CWODE COMPLIANCE APPROVED OCT 242017 City of Tukwila BUILDING DIVISION 0 z W cid Z ca m Uro W W m 0 X Z 0 Z ° :3 (...)w X 0< 0 02 0 S4 SHEET NO. S5 JOB NO. 2017- , b 6 1 1 1 1 6 MINIM 1 -z co �1 MIME AN h — 6 c."-;' I 0 0 I 1 6 p 1 7 VAI\ FLOO SW 1 SCALE: 1 /4" = 1'-O" Nz• 1 1 1 p 1 6 i ID 1 6 rl UPPED FLOO SW SCALE: 1 /4" = 1'-0" RECEIVED CITY OF TUKWILA OCT 2 0 2017 PERMIT CENTER J U5 IQ 2 dMM (:).) ,:_. _, �co _ _ CD 0: co J. N J 1 Q w > 1 W D Z 0_ lf') CD LSC) N DESIGN & El 1002 39TH AVE Office (253) 5 ll d • �OIST6�� d'SIONAL O''g WAsii 429. LOGA`� H ' Ati 4v OWNER/CUSTOMER: JK Monarch LOT 5) PROJECT ADDRESS: LOT 5 TUKWAILA, WA. REVIEWED FOR ;ODE COMPLIANCE APPROVED OCT 2 4 2017 City of Tukwila 3UILDING DIVISION Cin) DESIGNED: ATTILI DESIGN & ENG'G. DRAWN BY: m CHECKED BY: P MA Ciff) DATE: C.31 xxixx,xx