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Permit D17-0284 - MACADAM - LOT 7 SINGLE FAMILY RESIDENCE
MACADAM -LOT 7 14002 MACADAM RD S Dl 7-0284 Parcel No: Address: 0 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov COMBOSFR PERMIT 1523049072 Permit Number: 14002 MACADAM RD S Project Name: MACADAM - LOT 7 Issue Date: Permit Expires On: D17-0284 12/12/2017 6/10/2018 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: JK MONARCH PO BOX 188 , PUYALLUP, WA, 98371 RUSS SORKNESS PO BOX 188, PUYALLUP, WA, 98371 JK MONARCH LLC PO BOX 188 STE C, PUYALLUP, WA, 98371 JKMONML874NA JK MONARCH 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 1579 SQ FT SINGLE FAMILY RESIDENCE WITH A 226 SQ FT ATTACHED GARAGE Project Valuation: $217,628.15 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: V -B Electrical Service Provided by: TUKWILA Fees Collected: $8,625.84 Occupancy per IBC: R-3 Water District: 125 Sewer District: VALLEY VIEW Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: 1 Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 10 Fill: 10 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: 1 Street Use: 0 Water Main Extension: Water Meter: No Permit Center Authorized Signature: Date: 1)---o_kr I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Print Name: Date:) This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***PUBLIC WORKS PERMIT CONDITIONS*** 2: The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 3: 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. 4: 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. 5: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 6: : 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. 7: 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. 8: 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. 9: Any material spilled onto any street shall be cleaned up immediately. 10: -Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 11: 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. 12: 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. 13: 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. 14: 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. 15: 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. 16: Applicant shall obtain sanitary side sewer permit from Valley View District (206-242-3236). 17: 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'. 18: All conditions of the Macadam 7 Lot short plat approval shall be met. See permit no. L13-039, 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. 19: 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. 20: Owner/Applicant shall contact the local postmaster regarding location of mailbox(es) installation. Location of mailbox(es) installation shall be coordinate with Public works. 21: 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. 22: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 23: 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). 25: 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) 26: 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) 27: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 24: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 28: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 29: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 30: ***BUILDING PERMIT CONDITIONS*** 0 0 31: 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. 32: 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. 33: 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. 34: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 35: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 36: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 37: All wood to remain in placed concrete shall be treated wood. 38: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 39: 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. 40: 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. 41: 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. 42: 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). 43: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 44: 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. 45: 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. 46: ***MECHANICAL PERMIT CONDITIONS*** 47: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 48: 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. 49: Manufacturers installation instructions shall be available on the job site at the time of inspection. 50: 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. 51: 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. 52: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 53: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 54: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 55: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 56: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 57: 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. 58: 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. 59: 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. 60: 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. 61: 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. 62: 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. 63: 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. 64: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 65: 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 66: (1) No work shall occur within sensitive area buffers. The wooden fence separating each lot from the sensitive area shall remain. (2) A sensitive areas sign shall be installed on the fence in the area corresponding to the back yard for each lot. 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 C 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 0502 LATH/GYPSUM BOARD 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Combination Permit No. Project No.: a.ky Date Application Accepted: Date Application Expires: Io/'q/ri (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.: (5230490r1-- Site 523a4' Ofl--- Site Address: I Lf002, jIl4A-Cp.ny,rv‘ «i7. S. Mu1G..t")1 (--A. CLO t ri) PROPERTY OWNER Name: R s Ste c Address: P o ( . tS Name \J K M ON PAP--c+tI t_l_-� Phone: Fax: 2-53-840-Stobt7 7-53-sit0-33Sc7 Email: C)55 Com, 1 K-rvonar- . Com' Address: CjyC its R Email: Moab Gt.."WI kI k evnC. , n «r, n a . C.r-r-- City: �� CiState. il-t-uP A Zip ri „I t CONTACT PERSON - person receiving all project communication Name: R s Ste c Address: P o ( . tS City: �%.vAr>- State: ,A-- Zip:9 I Phone: Fax: 2-53-840-Stobt7 7-53-sit0-33Sc7 Email: C)55 Com, 1 K-rvonar- . Com' GENERAL CONTRACTOR INFORMATION Company Name: 3 K _0,vol. eo4 t C_ II Address:PO 9No X 1 fig, City: State: Zii • Phone: Fax: 2-%3',SIM -S(oCab 2..S3r-$413 33 SZO Contr Reg No.: Exp Date. 0-'ItMorJtvtt-3 1LI NA 6 iI 111 Tukwila BusinessJ.,icense No.: '.Ku c -- CY/R -4, fo ARCHITECT OF RECORD Company Name: Loot* jo .44.. 1C�1 c.t.sS Architect Name: >Kev•1 Nr- Address: t202. t' 0' ST- City:te.`R-. coA. i Zips O Phone 3 - iS�r•71 0 Fax: -1.-S140-4.- 145i LP !o Email: 1C-eu%n olcr.cl)vr.o..r-( k4.r s, Co"--• ENGINEER OF RECORD Company Name: 1 Engineer Name: Nit Ot AtaNNO t I t l LI Address: 1003 ani A J &- City: , --,Th Ague State: W A Zipa)ni 3 Phone: 2S1 -2•35-2•0600 S,- 235-2 c0F ax: '2.S' -iS� i-3°ti 1 Email: Moab Gt.."WI kI k evnC. , n «r, n a . C.r-r-- J LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name:. Z 1,.10e.,40 _les.Mo,Zcl L'. Address: ?D Boy, l i% City: Fo YAct t -v n state o'g5..D' H: Applications\rorms-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): $ 2 o 0 r• --- Scope of work (please provide detailed information): Co ti, s r(2- -C A n..i.e\j( 151 Stro��� FPc-P-A I I- Y te7' DETAILED BUILDING INFORAMTION - PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement 3 3 Y 1' floor // la I 0 2" floor / 3 S jr Garage [I, carport ■ _ 2_1, Deck - cover:4) uncovered? 2 c Total square footage (g n.S-- 0 Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information at 206-575-4407. EQUIPMENT AND FIXTURES - INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work $ 20 L I furnace <100k btu thermostat emergency generator PLUMBING: Value of plumbing/gas piping work $ bathtub (or bath/shower combo) dishwasher 3 lavatory (bathroom sink) water heater (gas) appliance vent woo' ave fuel type: ❑ electric *1 gas ventilation fan connected to single duct water heater (electric) other mechanical equipment bidet t 0 floor drain sink lawn sprinkler system H:\Applications\Forms-Applications On Line\201 I Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh clothes washer _ shower water closet gas piping outlets Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION — Scope of work (please provide detailed information): Call before you Dig: 811 n : Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT ❑ ...Tukwila $ ...Water District 4125 '2 ...Letter of water availability provided SEWER DISTRICT ❑ ...Tukwila ❑ ...Sewer use certificate ❑ .. Highline NI ...Valley View ❑ .. Renton 1E1...Letter of sewer availability provided ❑ .. Renton ❑ .. Seattle SEPTIC SYSTEM: ❑ .. On-site septic system — for on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ❑ ...Civil Plans (Maximum Paper Size — 22" X 34") ❑ ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report ❑ ...Hold Harmless — (SAO) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) ❑ ...Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ ...Right -Of -Way Use - Potential disturbance ❑ .. Construction/Excavation/Fill - Right -of -Way... ❑ -or- Non Right -of -Way.. ❑ ...Total Cut to . Cubic Yards ❑ .. Work In Flood Zone ...Total Fill t 0 Cubic Yards .. Storm Drainage 121 ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑ .. Abandon Septic Tank ❑ .. Trench Excavation b] .. Curb Cut EL Utility Undergrounding ❑ .. Pavement Cut ❑ .. Backflow Prevention - Fire Protection [p.. Looped Fire Line Irrigation Domestic Water ❑ ...Permanent Water Meter Size " WO # ❑ ...Residential Fire Meter Size " WO # ❑ ...Deduct Water Meter Size 0 ...Temporary Water Meter Size " WO # 0 ...Sewer Main Extension Public ❑ - or - Private ❑ ❑...Water Main Extension Public ❑ - or - Private ❑ 33 FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) ❑ ...water ❑ ...sewer ❑ ...sewage treatment MONTHLY SERVICE BILLING TO: Name: Day Telephone: Mailing Address: City State Zip WATER METER REFUND/BILLING: Name: Day Telephone: Mailing Address: 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 PERMIT APPLICATION NOTES APPLICABLE TO ALL PERMITS IN THIS APPLICATION — Value of construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the permit center to comply with current fee schedules. Expiration of plan review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY O Signature: Print Name: Mailing Address: : U IZED NT: ' Po Q ax SS H:\Applications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-1 Ldocx Revised: August 2011 bh Date: it/ 3 I Day Telephone: 25 3— t4(}-�j(Io .7 � L.�A„ Sg3-71 City State Zip Page 4 of 4 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE 0 PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME MAS-rip.„41.4.nA. — Lc — I PERMIT # 12/7 — oZS# 14-b°2- v 1, cADAt7t Its s, ) If you do not prove a contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water/Sewer/Surface Water Road/Parking/Access A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) 5. Enter total excavation volume Enter total fill volume (o tel $250 (1) 500 i0 —►So/ 1000 /ooa 1-0® SO than $200,000 of A. cubic yards cubic yards $ 'k a (4) /07 Use the following table to estimate the grading plan review fee. Use the reater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE -- Up to 50 CY — Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for PT 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1sT 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1sT 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 3' 5-1 (5) The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review FeRECEIVED CITY OF TUKWILA Approved 09.25.02 Last Revised 02/21/17 p��-azar► OCT 19 2017 PERMIT CENTER '1'' BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) $ 10% - (6) 7. Pavement Mitigation Fee $ The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p Approx. - Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. QUANTITY IN CUBIC YARDS RATE r 50 or less • $23.50 51-100 $37.00 101 — 1,000 $37.00 for 1St 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1St 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 1St 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1St 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) A j 0 'Pi iV Approved 09.2„5q)2LdstlAevised 02/tz1%17 (7) (8) $ 6 (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 $ 8g H. Transportation Mitigation $ 0/.3 I. Other Fees $ I Total A through I $/ o i 3 88 (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ 5 i 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 7 --"- .f Size Size (inches) Installation Cascade Water Alliance RCFC 01.01.2017 —12.31401-7 Total Fee 0.75 $625------„, $600y' $6630 1 $1125 ` $15) f2.50 $16,137.50 1.5 $2425 30,025 $32,450 2 $2825 / $4 , $50,865 3 $4425 / $96,080 $100,505 4 $7825 / $150,125 $157,950 6 $12525 / $300,250 $312,775 Temporary Meter 0.75" $300 2.5" $1,500 Approved 09.25.02 Last Revised 02/21/17 Cash Register Receipt City of Tukwila DESCRIPTIONS I ACCOUNT QUANTITY PAID PermitTRAK $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 B640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $1,228.88 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $107.50 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $107.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 Date Paid: Tuesday, December 12, 2017 Paid By: JK MONARCH Pay Method: CHECK 5089 Printed: Tuesday, December 12, 2017 8:45 AM 1 of 2 CR!SYSTEMS Cash Register Receipt City of Tukwila Receipt Number R13005 DESCRIPTIONS ACCOUNT PermitTRAK QUANTITY PAID ,: $20,951.83 D17-0224 Address: 13836 MACADAM RD S Apn:,1523049328 $7,097.98 TECHNOLOGY FEE $172.58 TECHNOLOGY FEE R000.322.900.04.00 0.00 $172.58 D17-0284 Address: 14002 MACADAM RD S Apn: 1523049072 $6,731.20 DEVELOPMENT $2,534.71 PERMIT FEE R000.322.100.00.00 0.00 $2,530.21 WASHINGTON STATE SURCHARGE 8640.237.114 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 TOTAL FEES..PAID BY RECEIPT: R13005 $155.11 S20,951.83 Date Paid: Tuesday, December 12, 2017 Paid By: JK MONARCH Pay Method: CHECK 5089 Printed: Tuesday, December 12, 2017 8:45 AM 2 of 2 CSYSTEMS DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID D17-0284 Address: 14002 MACADAM, RD S Apn: 1523049072 :. PLAN CHECK FEE BASE APPLICATION FEE TOTAL FEES PAID BY RECEIPT: R12613 R000.345.830.00.00 R000.322.100.00.00 0.00 0.00 $1,644.64 $250.00 $1,894.64 Date Paid: Thursday, October 19, 2017 Paid By: JK MONARCH LLC Pay Method: CHECK 4813 Printed: Thursday, October 19, 2017 4:17 PM 1 of 1 SYSTEMS INSPECTION NO. INSPECTION RECORD Retain a copy with permit 11/1-023 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: Project: L � 7 Type of Inspection: -Bw� �1ry-w� vi )014 - Address: , NO02— N,,e.,,..t.u., 4 g Date Called: , Special Instructions: Date Wanted: -7- 3' �O a.m. p.m. Requester: Phone No: ljpproved per applicable codes. O Corrections required prior to approval. COMMENTS: Inspector: E. j e Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must ba paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila: WA 98188 Permit Inspection Request Line (206) 438-9350 Dn -Davi (206) 431-3670 Project: rdk. at6, ,..,‘ 1, a+ 7 Tyke of Inspection: E EFF CST Address: fOOZ P1aer, Pal $ Special Instructions: . Date Wanted: 7-3-ZQe a.m. p.m. Lof 7 Wicti'l C - F f4,44_, 04. Requester: Phone No: Approved per applicable codes. D Corrections required prior to approval. 'COMMENTS: - O ik E►iEFF Ce44f � (Qss pt FTS — OK fit° Wicti'l C - F f4,44_, 04. _ r Inspector: tfN Date: 7_3_1r- REINSPECTION _3^/r 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 p07—DZ8l PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: M — L0+ 7 T of lnsp ction: �.oi® F',J L Address: /qoo c Date Called: --� Special Instructions: LC+ - 7 Date Wanted: 77 ' a._ Requester: Phone No: u Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 49 S 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) 431-2451 on- 0? -84 Project: 5F12 Type of Inspection: A dress: 1LIMV iA4G NOIZ9S. Date Called: (oh i% Special Instructions: Date Wanted: ► (0 XA 1Y) am p.m. Requester: -3.\< [[ MYrh Phone No: f Approved per applicable codes. Corrections required prior to approval. COMMENTS: UJ o - wia.d G cm . !, C k ?)C. Date: 4P/o/� REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 D11-0ZB4 Pr`ojest: L" lac l Type of In ection: Lao j& y p I w1 b Address: 1 �1 e Ig+0oz t168444•1 RA. So Date Called: Special Instructions: L04 41- 7 Date Wanted: �/ a.m. i-2.1_-2018- p Requester: Phone No:' Approved per applicable codes. E Corrections required prior to approval. COMMENTS: Inspector Date: , z7 2 ©1 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: M D/td►'t Type of Inspection: WALL_ ,NA -TTA - Address: /945 2- MdeiWIWI RD.`S Date Called: Special Instructions:LQ; / Date Wanted: L� 2!� /g / a.m. P.m. Requester: Phone No: 253-722 '986 9 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Z> tL kA) A150 L -011-77<3/L- 6 -011-7 l®/L- 6 K - evL/,rte /iYsv n Inspector: Date: X -2/ -7/-A' REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 .D 17-CarY Project: �t Type Type of Inspection: Address: /O2 /*Minn RD 5, Date Called: Special Instructions: 1.-Dr Wanted- ,,JJ �7�� p.m. Requester: Phone No: -53-722- y-13(,�4/ ig\Approved per applicable codes. L, Corrections required prior to approval. COMMENTS: 6%-yvl, l- Inspector: �5 Date Z rC 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 V 11-028 Project:Type 110/1AcrAckti ` S. of Inspection: Como Address: Date Called: Special Instructions: • fr*ti� m 61.AZ' o F rep _. c ts, Date Wanted: 11—iir-240/8' am. P.m. Requester: Frkt lit4b - Phone No: G broke -Ai /&p /dale. S- to /err EjApproved per applicable codes. Corrections required prior to approval. COMMENTS: * tv /_ 7iN Frkt lit4b - G broke -Ai /&p /dale. S- to /err 40 S)�.d S (mss oN = Eor �l .u►eCg 14 n.Q5 <. Alla/ Irics clip oue-c Make, l'r'IN04& a 49 .. A r`_ Sl .1-3C hatel a 14-0-' ASY iet-/6'' 0-C._ Inspector:(a2 (k9- Date:11 g REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. ✓�1.1�� s Ld Q-+ F C INSPECTION NO. INSPECTION RECORD Retain a copy with permit 'DI? -6281 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proj ct: AC.L.C104111 — / Type of Inspection: j5 4� a . 1e(Ott ( 4 Address: MO P7/002OZ 1 O- - ii'W) �D+ 7 Date Called: Special Instructions: —1i•Al Date Wanted:,l/.i/Z.oJ»/ a.m. p.m. Requester: Phone No -722-'is4 I Approved per applicable codes. ElCorrections required prior to approval. COMMENTS: • Rbc T.1 Niee4 EaU,e - FF r3p,* 7x s ti1L ;c&I `koti 124 �' �►,w� br - itet pezA? • Rom T4.1 Gfs P; pi t— 19 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 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:rketpfrtii Type of lnsp ction: /� Y YMYI�� Address: d1W02 /`1 C o Date Called: Special Instructions: r! F Date Wanted: 3/30 a.me p.m. Requester: ` Phone No: Approved per applicable codes. D Corrections required prior to approval. COMMENTS: . yam. j, 7,41-01.o E>deri Inspector: Ed, Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit D17-0284 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: [�otc+ a►�, Twp of Inspection WALL Sly. I vir-15I shertr Address: H002_ r'(ctce aV 1 RI 5, Special Instructions: L o V li 7 1/ Date Wanted: a.m. 3129Zp1$ p.m. Requester: Phone No: EDApproved per applicable codes. E Corrections required prior to approval. COMMENTS: .19-r-r-tgov - Onedv-rvp We_ ,,, mSS Iv. (2) SS ,c, ,r f— NY,{- sem- , Ata Nexat, rso, tate-9- Inspector:31 ^ / Date: VZ © REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 -b ( 7 -any Project: A ,`^ iL TYPVAICse of Inspection:41, /-/Ajlefl-K Address: /LODZ tol.carim as Date Called: Special Instructions: Zj3 1—�equester: 7 , v Date Wanted: 3'2.6' av%�/ 0 a.m. P.m. Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: ifi /64 ,..5.A1r1 (..,_ . 14005- liocu-Eis-, c C r/0 ate! S71-rA04s /LBL &reek, 3tp�ss'� , (A) Fy r N1 4; L _Sa1/r. Pk 1 wird ✓Yt Inspector: 3cce Dater ///2,01� REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit Di'1-02$y 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: r lacAC\AN(/LOT 67ioe Typ f Inspection: S%'1 *h inc Address:S I `-i 002 Mace g- S. Date Called: Special Instructions: Date Wanted: p 3-Z! - /O -a,m p.m. Requester: Phone No: Approved per applicable codes. COMMENTS: i ECorrections required prior to ap I. Inspector: Date:3 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 (206) 431-3670 D7 -&J 6300 Southcenter Blvd.., #100, Tukwila: WA 98188 Permit Inspection Request Line (206) 438-9350 Project: A1,4 901 LOT" 7 Type of Inspection: G-Ro mJc Address: Alooa 414010 #1'h' A Date Called: Special Instructions: • Date Wanted: Ca.m3 g'l -48 per. Requester: T/ 1--) P Phone No: '253-722-960 rrd Approved per applicable codes. [ Corrections required prior to approval. COMMENTS: I)/Ut )aAi Inspector: Dater 7/44,18'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 5outhcenter Blvd.., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr 7- o26/ Project: 19citDRi l LOT 7 Type of Inspection: Address: /$00 a• APiatiOntri RacS, Date Called: Special Instructions: i'on '& DRAIN 04A./3/F4.00/2 msuatriolv Date Wanted: 4/t3 a.m. Requester: Phone No: Approved per applicable codes. 1 Corrections required prior to approval. COMMENTS: e:)+<,—m346 pPAM rte- 571,40 R ovuraili ` O-- 4 7& 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 P 17-62 'get Project: ///40/010 LO r 7 Type of Inspection: Address: / ye.e .:4-. N C4 !N1 )U. 5, Date Called: Special Instructions: //✓vJk771JY �'c/4"— Date Wanted: / —5c)--te, a.m. Pan. Requester: Phone No: ElApproved per applicable codes. iSHCorrections required prior to approval. COMMENTS: Aja n,s bi "'HITT ,77 Inspector: Date: f - 3O / 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 Drr-c 1 atti) Project: /7/461-111-01 i67 7 Type of Inspection: p7 -7N6— Address: /'kc.7. 44i RD, Date Called: Special Instructions: Date Wanted: / —21:—/e a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 1.4- 7' Inspector: --471) Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit u PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: (J( �Type Fire Alarm: of Inspection�Address: Hood & Duct: --- ----t,,) #:�6 oR joiv, ����� Contact Person:'Suite R,„4,f, Special Instructions: Occupancy Type: ` Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: (vi (4 7/74A —C)k Tc r? =firvtAt - A 1 Needs Shift Inspection: Sprinklers: ,-- Fire Alarm: Date: i h s -'it c4 Hood & Duct: --- ----t,,) Monitor: ' Pre -Fire: Permits: f) Occupancy Type: ` A I. Inspector: c ' Date: i h s -'it c4 firs.: $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 A -0 ti -W1 (� -cam PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: v a_c_k ck1, f.,_ .� Type of Inspection.5p • (� k / �-�, Address: Suite #: f4_✓2.- mvJL v►^ a )Contact Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: �C,,Q�. Hood &Duct: ;v Monitor: V RV( .(A--- 72 - c F.)-- etpp•rev-e—c) mmeae., /-- ,,tite i't'/ s- ke,, i I H D sec swi— /g +- 90c,( lit/pry erw.e-d CSV oz. 41119,rov e- 3 7 -)-"7`„-r bu5 /vU e Needs Shift Inspection: Sprinklers: Fire Alarm: �C,,Q�. Hood &Duct: ;v Monitor: V Pre -Fire: ` Permits: Occupancy Type: w • Inspector: 1011 cir Date: 4/! Vi(tc Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 NAME City of Tukwila Public Works Maintenance Department Back -low sembly Test Report Form /9a1 ecil �y(,Qa:, o ACCOUNT # SERVICE ADDRESS /1/00A/V 4 4 AIL S METER # CITY 774, k141/L4 STATE 61) ZIP CODE q R'/ G? ASSEMBLY LOCATION l'/M/�}G]e. CROSS -CONNECTION CONTROL FOR? SIZE / MAKE MM ,L 5 MODEIJ ow le TYPE +CCC1 - SN 35-41Y4 LINE PRESSURE AT TIME OF TEST?15$' PSI NEW? [, EXISTING? ❑ REPLACEMENT? 0 INITIAL TEST RESULTS TESTS AFTER REPAIR OR CLEANING RPBA PSI DROP ACROSS #1 CHECK VALVE PSID PSI DROP ACROSS #1 CHECK VALVE PSID RELIEF VALVE OPENED PSID RELIEF VALVE OPENED PSID #1 CHECK VALVE CLOSED TIGHT? ❑ #1 CHECK VALVE LEAKED? ❑ #2 CHECK VALVE CLOSED TIGHT? ❑ #2 CHECK VALVE LEAKED? APPROVED AIR GAP PROVIDED? RPBA PASSED TEST? Yes ❑ No ❑ #1 CHECK VALVE CLOSED TIGHT? ❑ #1 CHECK VALVE LEAKED? ❑ #2 CHECK VALVE CLOSED TIGHT? ❑ #2 CHECK VALVE LEAKED? .- , ❑ APPROVED AIR GAP PROVIDED? ❑ RPBA PASSED TEST? Yes ❑ No ❑ DCVA #1 CHECK VALVE CLOSED TIGHT? ,Q, 40 PSID #1 CHECK VALVE CLOSED TIGHT? PSID #1 CHECK VALVE LEAKED? ❑ #2 CHECK VALVE CLOSED TIGHT? I, PSID #1 CHECK VALVE LEAKED? ❑ #2 CHECK VALVE CLOSED TIGHT? PSID #2 CHECK VALVE LEAKED? ❑ DCVA PASSED TEST? Yes El No ❑ #2 CHECK VALVE LEAKED? ❑ DCVA PASSED TEST? Yes ❑ No ❑ PVBA AIR INLET OPENED AT p51D AIR INLET OPENED AT PSID AIR INLET FAILED TO OPEN? ❑ CHECK VALVE HELD TIGHT AT PSID AIR INLET FAILED TO OPEN? ❑ CHECK VALVE HELD TIGHT AT PSID CHECK VALVE LEAKED? CHECK VALVE LEAKED? 0 PVBA PASSED TEST? Yes ❑ No ❑ PVBA PASSED TEST? Yes ❑ No • APPROVED ASSEMBLY? PROPER INSTALLATION? - INSPECTED BY CCS? REMARKS TEST COMPANY �MQ8,4_el'gLpL✓ TEST KIT MAKE PHONE P-1,14-CP4/--/ 4iSN /fDSq CALIBRATION DATE PL(fr rLi s I certy that I used WAC 246-290-490 approved Test Methods and Differential Pressure Test Equipment TESTER'S NAME (PRINTE) A16.47 ut CERTIFICATION # 4, I ay SIGNATURE DATE TESTED /. :LI -/I REPAIRED BY RETESTED BY REPAIR DATE CERT # DATE TESTED 600 Minkler Boulevard - Tukwila, Washington 98188 r oasv WIRE 11E814 SUPPORT FENCE (TO BE LOCATED ON THE POIN4ILL SIDE OF THE FILTER FABRIC) FILTER FABRIC MATERIAL WASHED GRAVEL BACKFILL N TRENCH AND ON BOTH SIDES OF FILTER FENCE FABRIC LINE FILTER MATERIAL N 8'x12' TRENCH AND LEAVE MN. 2' EXPOSED SILT FENCE DETAIL NTS FILTER FABRIC MATERIAL N CONTINUOUS ROLLS USE STAPLES OR WIRE RINGS TO ATTACH FABRIC TO WIRE WIRE MESH SUPPORT FENCE FOR FILTER FABRIC 6' MAX 252' WOOD POSTS. STANDARD OR BETTER OR EQUIVALENT SILT FENCE DETAIL NTS LESS THAN 10' Cu “SLOPE GRAVEL"SWALE A MNIMUM OF 1% TO DRAN 10' OR GREATER TO VEGETATED PORTION OF THE LOT. WAN ON SITE POSITIVE DRAINAGE NTS / MACADAM LOT -1 14002 MACADAM RD. S. \ c=t2s' CITI' OF TUKWILA \ COVERAGE CALC. \ LOT AREA= \ PROPOSED STRUCTURE. \ LOT COVERAGE= / / r 8=128' AVERAGE FINISHED GRADE A=128' B=128' C=128' D=128' 512'/4=128' N N R.25' MN. 6' MN. FOR RESIDENTIAL SINGLE FAMILY LOTS 4' TO 6' QUARRY SPALLS FOR RESIDENTIAL SINGLE FAMILY LOTS (2' TO 6' QUARRY SPALLS MAY BE ACCEPTED AT INSPECTOR'S DISCRETION) CONSTRUCTION ENTRANCE NTS TIGNTLIPE FOUNDATION DRAIN 4' DIA PER. PIPE PEA GRAVEL FILL WRAP LW FILTER FABRIC ►VII fitifitil I it titAtt I MVI8aEEN VAPOR LAAIL P 8PL1 G' MR{-� FOOTING DRAIN DETAIL NTS FLAN L3-15-19 15205 SF 635 SF 42% \ \ \ \ I \ \ \ \" " ,--4--- \ \\ \ \\ \ """\ \ II \,itt\154c1<\ \ \ \---:\': 7\::: \ \ I \ i \--------- \ \\ \ \\,\ I A' \ \' \ \\ I \\ \ \ \ / \ \ \ \�\ ` I I % 1 1 ` \ \\ \\ \ \t ( \1 \\ II '� t \\ I\ \ \ \X1111�X I\ \ \ \\ j I I 1I \ \ � 1 \SBULEf2AWD \\ REVIE. et:6' I I II \ ODE CO ' I it \ \\ \\ \ \\\ o N ; ' APPRO �c 1' i I l i t 1\ II i II DEC o 8 '1 ' 1 ' I ,\; \ II \ �1 \I I II I I Y i II �1 \ j ity of Tukwil. I U4 DING DTVII / I d0 N I S /// � f 0- r I I l I 1 / /I / / LEGEND: CI 0 - SILT FENCING = STOCKPILED SOIL r. CONSTRUCTION ENTRANCE SITE DRAINAGE: ROOF DRAINAGE TO 1 T IGNTL INE TO STORM STUB DRIVEWAY DRAINAGE TO TIGI-1TLINE TO STREET N , I \ o / / / / 1 N..--- �\��/ \ \ \ I \ I I I tiTIt F TUKWILA / / I \ SCALE 1:20 ECEIVED / / / / / / / / I N N / / S8� 49 °E PrV N N \ \ PER' \ \ CORK ' LTA#1 292017 CENTER TION 101.23' REVISED 11-28-11 c I N Z f f FILTER FABRIC MATERIAL N CONTINUOUS ROLLS USE STAPLES OR WIRE RINGS TO ATTACH FABRIC TO WIRE WIRE MESH SUPPORT FENCE FOR FILTER FABRIC 6' MAX 252' WOOD POSTS. STANDARD OR BETTER OR EQUIVALENT SILT FENCE DETAIL NTS LESS THAN 10' Cu “SLOPE GRAVEL"SWALE A MNIMUM OF 1% TO DRAN 10' OR GREATER TO VEGETATED PORTION OF THE LOT. WAN ON SITE POSITIVE DRAINAGE NTS / MACADAM LOT -1 14002 MACADAM RD. S. \ c=t2s' CITI' OF TUKWILA \ COVERAGE CALC. \ LOT AREA= \ PROPOSED STRUCTURE. \ LOT COVERAGE= / / r 8=128' AVERAGE FINISHED GRADE A=128' B=128' C=128' D=128' 512'/4=128' N N R.25' MN. 6' MN. FOR RESIDENTIAL SINGLE FAMILY LOTS 4' TO 6' QUARRY SPALLS FOR RESIDENTIAL SINGLE FAMILY LOTS (2' TO 6' QUARRY SPALLS MAY BE ACCEPTED AT INSPECTOR'S DISCRETION) CONSTRUCTION ENTRANCE NTS TIGNTLIPE FOUNDATION DRAIN 4' DIA PER. PIPE PEA GRAVEL FILL WRAP LW FILTER FABRIC ►VII fitifitil I it titAtt I MVI8aEEN VAPOR LAAIL P 8PL1 G' MR{-� FOOTING DRAIN DETAIL NTS FLAN L3-15-19 15205 SF 635 SF 42% \ \ \ \ I \ \ \ \" " ,--4--- \ \\ \ \\ \ """\ \ II \,itt\154c1<\ \ \ \---:\': 7\::: \ \ I \ i \--------- \ \\ \ \\,\ I A' \ \' \ \\ I \\ \ \ \ / \ \ \ \�\ ` I I % 1 1 ` \ \\ \\ \ \t ( \1 \\ II '� t \\ I\ \ \ \X1111�X I\ \ \ \\ j I I 1I \ \ � 1 \SBULEf2AWD \\ REVIE. et:6' I I II \ ODE CO ' I it \ \\ \\ \ \\\ o N ; ' APPRO �c 1' i I l i t 1\ II i II DEC o 8 '1 ' 1 ' I ,\; \ II \ �1 \I I II I I Y i II �1 \ j ity of Tukwil. I U4 DING DTVII / I d0 N I S /// � f 0- r I I l I 1 / /I / / LEGEND: CI 0 - SILT FENCING = STOCKPILED SOIL r. CONSTRUCTION ENTRANCE SITE DRAINAGE: ROOF DRAINAGE TO 1 T IGNTL INE TO STORM STUB DRIVEWAY DRAINAGE TO TIGI-1TLINE TO STREET N , I \ o / / / / 1 N..--- �\��/ \ \ \ I \ I I I tiTIt F TUKWILA / / I \ SCALE 1:20 ECEIVED / / / / / / / / I N N / / S8� 49 °E PrV N N \ \ PER' \ \ CORK ' LTA#1 292017 CENTER TION 101.23' REVISED 11-28-11 Macadam Short Plat Section 15, Township 23 N, Range 4 E, Willamette Meridian, City of Tukwila, Washington ............................................ 100 __...�,—...- 60LF 100 HDPE —ON—GRADE ,e/f- is 'UBOC STORM -EASE. — ... _ _32L _100_HDPE__ V 1% TO DAYLIGHT ND'3 TYPE -40_ —RIM=121.62 I.E.=ITT 73-- 16%-f 21• • � _ --0 ..... ��8'ee�U.S%'- ---- 105.-__ — 108-- -----.... - _ 110\- —114 -170 _ VD4TYPE 40 --_BIM=123.10 LE.=117.93_ 1?0. 12 1 / 300 ..._......._..... SEWER AND WATER SERVICES: SEWER AND WATER SERVICES 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. Prior to starting construction, contact ONE -CALL (1-800-424-5555) , or 811, for utility locations. OUTLETCONTROL TYPE 2 2+01.33 135.8'- RIM=121.97 I.E. 12' N=114.26" I.E. 36'11=114.26 NW,SE=114.26 10' PRIVATE STORM EASE. 1 1 D 6 TYPE 40 - -------. RIM=jIgA.-10—_ I.E.-118.48 — - -120 —50 frel GRAPHIC SCALE Ctiles minionomm — INENOMONIONINI 2 1' WATE R SERVICE (IYP.) / (SHOWN FOR REFERENCE, j ( APPLY FOR SERVICE WITH I a, --_ -- BUILDING PERM 12' STORM MAINT. S SSERVICE (TYPACCESSHOWNFOR RE'2' CSTC OVERPLY FOR SERVICE 1 6' GRAVEL BASE / B ILDING PERMIT) END PAVINGTAPER._ 6' ---_._ CB 3 TYPE 1 2+70.7617.1 'L b END } . / ,�..► rr , grairniraii/o/rr�/////////%y/0///// %%%////%/�/iG%/i/!i%/r%i TYPE 254' � \ -- ,r,Nuvmir�;%%ir/ern/uao r� ! rare) /!/,/// /N//H . 6EL'Iv P."L',ti.^ai.1PE�00 1 +97.38 27.61- RIM=124.00 LE36'E,N=114.sr////�' „130 4+00 V $ Ldp _ 7 ;7//rft anF Alibi_- iiuiiiii //1..77iii;;//1iil�r%niEr0. ii/fie p� I 'L Macada R NEW C8 / 3+ 00 SAWCUT6'OFFEX. E/P� .AND REMO E EDGE /PAVEMENT WIDENING VARIES / AS NEEDED FOR 18' WIDTH TO F.O.C. 20' WIDE SHARED RESIDENTIAL DRIVEWAY APPROACH PER RS -08C - TYPICAL 03 * 0 ( 15' WIDE RESIDENTIAL \ DRIVEWAY APPROACH PER RS -08C M1 HI V cadam Profile r. Scale: V=20' rt. -Scale. V —5' - CB 3 TYPE 1 135 20 40 `L s 1� 60 REVIEWED FOR. CODE COMPLIANCE APPROVED DEC 082017 City of BUILDING U L NGTukwila DIVISION,/ A RIP RAP PAD DETAIL A 33 0 3, v m 111 N v 01 Io n m c / N 0 m z W LU Prescriptive Energy Code Compliance for All Climate Zones in Washington ' Project Information Contact Information L3-1579 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 Date t4 -/I--1 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''e n/a n/a Ceilingk 49' 0.026 Wood Frame Wall9.`" 21 int 0.056 Mass Wall R -Value` 21/21h 0.056 Floor 309 0.029 Below Grade Wall`"' 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. REVIEWED FOR CODE COMPLIANCE APPROVED DEC 0 8 2017 City of Tukwila BUILDING DIVISION Each dwelling unit in a residential building shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1. Small Dwelling Unit: 1.5 credits ❑ Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. 02. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in #1 or #3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. ❑3. 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 Credit(s la Efficient Building Envelope la 0.5 1b Efficient Building Envelope lb 1.0 1c Efficient Building Envelope 1c 2.0 1 d Efficient Building Envelope 1 d 0.5 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b. Air Leakage Control and Efficient Ventilation 2b 1.0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 3a High Efficiency HVAC 3a 1.0 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 1.5 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 5a 0.5 5b Efficient Water Heating 5b 1.0 5c Efficient Water Heating 5c 1.5 5d Efficient Water Heating 5d 0.5 6 Renewable Electric Energy 0.5 Total Credits *Please refer to Table R406.2 for complete option descriptions ❑ RE0.5 CEIVED ❑ CITY OF TUKWILA ❑ OCT 19 2017 ❑ O PERMIT CENTER El 0.5 O 1.5 *1200 kwhkl °21 0.0 3.50 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. 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 L3-1579 Heating System Type: Contact Information Q All Other Systems ® Heat Pump To see detailed instructions for each section, place your cursor on the word "Instructions". Design Temperature Instructions JTukwila 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 1-d Li R-49 Single Rafter or Joist Vaulted Ceilings Instructions Select R -Value Above Grade Walls (see Figure 1) Instructions R-21 Intermediate ----" Floors Instructions I R-38 Below Grade Walls (see Figure 1) Instructions Slab Below Grade (see Figure 1) Instructions Select conditioning Slab on Grade (see Figure 1) Instructions f f' Location of Ducts Instructions ..1 Unconditioned Space Figure 1. Above Grade Design Temperature Difference (AT) AT= Indoor (70 degrees) - Outdoor Design Temp 1,579 8.8 U -Factor X 0.300 U -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 13,816 Area 454 = UA 136.20 Area = UA Area = UA 16.51 635 Area Area 2,215 Area Area UA UA 124.04 UA UA F -Factor X Length UA No selection F -Factor X Length UA 0.360 84 30.24 Duct Leakage Coefficient 1.10 Sum of UA 306.99 46 Envelope Heat Load 14,122 Btu / Hour Sum ofUAXPT Air Leakage Heat Load 6,864 Btu / Hour VolumeX 0.6XPa- X.018 Building Design Heat Load 20,985 Btu / Hour Air Leakage v Envelope Heat Loss Building and Duct Heat Load 23,084 Btu / Hour Ducts in unconditioned space: Sum of Building Heat Loss X 1.10 Ducts in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 28,855 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 (07/01/13) Window, Skylight and Door Schedule Project Information Contact Information L3-1579 Exempt Swinging Door (24 sq. ft. max.) Exempt Glazed Fenestration (15 sq. ft. max.) Vertical Fenestration (Windows and doors) Component Description Ref. U -factor 0.20 Ref. U -factor Rec Room 4 0.28 Rec Room 64.0 0.28 Rec Room 3.36 0.28 Entry 1 0.28 Great Room 8 0.28 Great Room 1 0.28 Great Room 3.36 0.28 Pwdr 20.0 0.28 Dining Room 2 0.28 Dining Room 3 0.28 Kitchen 6 0.28 Stairs 18.0 0.28 Stairs 3.78 0.28 Stairs 1 0.28 Stairs 5 0.28 Bath 2 0.28 Bedroom 1 0.00 0.28 Bedroom 2 0.0 0.28 Utility 2 0.28 0.00 5 0.00 Garage/House 3 0.20 5 0.0 1 3 0.00 2 6 1 2 2 6 2 2 3 1 4 4 6 1 4 4 6 1 3 4 6 1 2 8 6 8 Width Height Qt. Feet Inch Feet Inch 1 3 8 Width Height Qt. Feet Inch Feet Inch 1 4 0.0 6 64.0 1 8 3.36 6 6.16 1 8 36.0 8 16.5 2 1 6.16 6 3.36 1 4 20.0 5 6 2 3 2.10 3 1.40 1 6 18.0 6 18.0 1 3 3.78 5 6 1 4 0.0 5 6 3 2 0.00 2 0.00 1 3 0.0 4 6 2 2 0.00 5 0.00 2 3 0.0 5 0.0 1 3 0.00 2 6 1 2 2 6 2 2 3 1 4 4 6 1 4 4 6 1 3 4 6 1 2 8 6 8 Area UA 24.0 4.80 0.0 0.00 Area UA 24.0 6.72 48.0 13.44 64.0 17.92 12.0 3.36 22.0 6.16 18.0 5.04 36.0 10.08 16.5 4.62 22.0 6.16 12.0 3.36 13.5 3.78 20.0 5.60 30.0 8.40 7.5 2.10 5.0 1.40 12.0 3.36 18.0 5.04 18.0 5.04 13.5 3.78 0.0 0.00 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 Overhead Glazing (Skylights) Component Description Sum of Vertical Fenestration Area and UA Vertical Fenestration Area Weighted U = UA/Area Ref. U -factor Width Height Qt. Feet Inch Feet Inch Sum of Overhead Glazing Area and UA Overhead Glazing Area Weighted U = UA/Area Total Sum of Fenestration Area and UA (for heating system sizing calculations) 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 429.8 118.92 Area 0.28 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 0.00 453.8 123.72 nTTi�i DESIGN & ENGINEERING, INC.PS September 5, 2017 STRUCTURAL & LATERAL DESIGN ANALYSIS For: JK Monarch L3-1579 SITE ADDRESS Macadam lot 7 City of Tukwila REVIEWED FOR CODE COMPLIANCE APPROVED DEC 10 8 2017 City of Tukwila BUILDING' DIVISION EXPIRES 2/122019 br O28U� 1003 39th AVE, SW, Suite 207 Puyallup, WA. 98373 RECEIVED CITY OF TUKWILA OCT 192017 PERMIT CENTER Email: ma@attiliengineering.com, Website:www.attiliengineering.com Ori:-€. r. T It • All information for construction is detailed on the prints. This engineering report summarizes the engineering calculations and assumptions made to develop the print information. Contractor must review engineering assumptions for validity. Engineering assumptions are listed below. If these conditions are not present at the site these calculations are void and Attili Design & Engineering Inc. must be contacted immediately. Scope of Services: The purpose of our services is engineering analysis and design to resist lateral and gravity loads in accordance with the 2015.IBC. Our services extend from the mudsill up to the roof. Foundations are engineered to support the structure on a flat surface with 1500 psf soil bearing. Special foundations for lots not level or with poor soil bearing are not provided unless noted otherwise. The enclosed documents are to be used in conjunction with the house plans referenced on the cover. It is essential that the contractor study the engineering requirements and required changes to the architectural plan prior to start of work. Changes may include additional foundations or footings, beam size changes, siding changes etc. " CODE CRITERIA Building Codes Seismic Zone Period T (sec) Response Mod Factor Soil Profile Seismic Source Type Distance To Source Reliability Factor Rho Wind Zone SOILS CRITERIA Soils Consultant Soils Report # Bearing Pressure Req'd Bearing Depth '2015 IBC Code D 0.109645 5.5 D D 0 1 85 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 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 15/32 CDX 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 3/4" T&G CDX 2.3 Ceiling 1/2" GWB 2.2 Fixtures — Mech. Electrical Point loads 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) WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Plan L3-1579.wsw Level 1 of 3 p C&C16.0/1T9 N- ,) WoodWorks® Shearwalls 11.1 45.0 45:0 I 11 1 11 I 11 I 11 11 I II I II I 11 1 1 I 1 1 1 I I 1 I I I I I 7 G-1 C&C 16.0 /17.9 cJ C-1 E-1 B-1 C&C 16.0 / 17.9 1. 4 11 111 11 J 11 11 J611 111 11 111 11161 I I I I 1111 1 1 1 1 -5' 0' 5' 10' N: 0 0 Sep. 5, 2017 00:32:26 0 cci 15' 20' 25' 30' 35' 40' Unfactored generated wind shear load using Direction method, Case 1 (ptf) Orange = Selected wall(s) 30' 25' 20' 16 10' 5' 0' -5' -10' WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Plan L3-1579.wsw Level 2 of 3 1 c&c16.o/ WoodWorks® Shearwalls 11.1 2.6 1411 iininimmin1 41 C&C 16.0 / 17.9 G-1 uaC1Ko/ C-1 C&C 16.0 / 17.9 C&C 16.0 / 17.9 E-1 ri8-1 C&C 16.0 / 17.9 1 1 1 1 1 1 16°111 1 1 I 1 I I 1 111 1 1 1 1 1 1 1 1 I I 160j 1 1 I I 1 Sep. 5, 2017 00:32:26 0. 0. 0. 0. 0. -30' 25' 20' 15' .10' 6 -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' till Unfactored generated wind shear load using Direction method, Case 1 (plf) Orange = Selected wall(s) -5' -10' WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Plan L3-1579.wsw Level 3 of 3 80.1 - 29.4 0 N n co co ■ V WoodWorks® Shearwalls 11.1 'lllf Illflllllllflllff lllf llf llf llf Ilflr' rn r co C&C 16.0/17 .9 G-1 C&C 16.0/17.9 v l A-1 C&C 16.0 / 17.9 rn 0 U U } llllill(( II1111111113 (III1111111(3 I(Iliir° Sep. 5, 2017 00:32:26 30' 25' 6 ch o'! N ! r` M (15 -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' LID Unfactored generated wind shear load using Direction method, Case 1 (plf) Orange = Selected wall(s) -10' Project Information COMPANY AND PROJECT INFORMATION Company Project Attili Design 1002 39th Ave Puyallup, WA. & Engineerir_g,Inc. SW Suite 207 98373 PS. JK Monarch Macadam lot 7 City of Tukwila DESIGN SETTINGS SITE INFORMATION Design Code IBC 2015/AWC SDPWS 2015 For Design (ASD) 0.70 Seismic 0.60 Wind Duration Factor 1.60 Wind Standard ASCE 7-10 Directional (All heights) Load Combinations For Deflection (Strength) 1.00 Seismic 1.00 Wind Service Conditions and Load Duration Temperature Range T<=100F Wood panels Wind Seismic 2.0 2.0 Moisture Content Fabrication Service 15% <=19% 10% <=19% Maximum Height -to -width Ratio Lumber Fiberboard Wind Ignore non -wood -panel shear resistance contribution... Wind Seismic Never Never 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 Elevation (between stories) 0.83 Gypsum Blocked Unblocked 2.0 1.5 Collector forces based on... Hold-downs Applied loads Drag struts Applied loads Shearwall Relative Rigidity:Deflection-based stiffness of wall segments Perforated shearwall Co factor:SDPWS Equation 4.3-5 Non -identical materials and construction on the shearline:Allowed, except for material type Deflection Equation:3-term from SDPWS 4.2-1 Drift limit for wind design:1 / 500 story height Wind ASCE 7-10 Directional (All heights) Design Wind Speed Serviceability Wind Speed Exposure Enclosure Min Wind Loads: Walls Shape 85 mph 72 mph Exposure B Enclosed 16 psf 8 psf Topographic Information [ft] Height Length Site Location: - Elev: Oft Avg Air density: 0.0765 lb/cu Rigid building - Static analysis Case 2 Eccentricity (%) Loaded at E -W loads 15 75% ft N -S loads 15 Seismic ASCE 7-10 12.8 Equivalent Lateral Force Procedure Risk Category Structure Type Building System Design Category Site Class Category II - All others Regular Bearing Wall D D Spectral Response Acceleration S1:O. 400g Fundamental Period T Used Approximate Ta Maximum T Response Factor R Fa:1.20 Ss:0.750g E -W N -S 0.256s 0.256s 0.256s 0.256s 0.359s 0.359s 2.00 2.00 Fv:1 . 6 0 Structural Data STORY INFORMATION BLOCK and ROOF INFORMATION Story Elev [ft] Floor/Ceiling Depth [in] Wall Height [ft] Hold-down Length subject to shrinkage [in] Bolt length [in] Ceiling 30.00 0.0 Slope Overhang [ft] Block 1 Level3 22.00 10.0 8.00 13.3 14.1 Level2 13.17 10.0 8.00 13.3 14.1 Levell 3.33 1'-4.0 9.00 19.3 20.0 Foundation 2.00 23.00 South Side BLOCK and ROOF INFORMATION Block Roof Panels Dimensions [ft] Face Type Slope Overhang [ft] Block 1 3 Story E -W Ridge Location X,Y = 0.00 0.00 North Side 30.0 1.00 Extent X,Y = 32.00 23.00 South Side 30.0 1.00 Ridge Y Location, Offset 11.50 0.00 East Gable 90.0 1.00 Ridge Elevation, Height 36.64 6.64 West Gable 90.0 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 ? - Design for unknown parameter not performed for reasons given in notes below. 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. 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 5.50 2 Ext Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 4 12 Y 1,2,3 Int Gyp WB 1 -ply 1/2 - - Horz 40000 5d Nail N 7 7 Y 3 Both Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 3 12 Y 1,2,3 4 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 Both Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 4 12 Y 1,2,3 6 Both Struct Sh OSB 48/24 5/16 - 3 Horz 96000 8d Nail N 4 12 Y 1 7 Ext Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 6 12 Y 1,3 Int Structural sheath ? - 3 Horz 0 ? Nail N 6 12 Y Legend: Grp - Wall Design Group number, used to reference wall in other tables Surf - Exterior or interior surface when applied to exterior wall Ratng - Span rating, see SDPWS Table C4.2.2.2C Thick - Nominal panel thickness GU - Gypsum underlay thickness Ply - Number of plies (or layers) in construction of plywood sheets Or- Orientation of longer dimension of sheathing panels Gvtv- Shear stiffness in 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 ? - Design for unknown parameter not performed for reasons given in notes below. 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. FRAMING MATERIALS and STANDARD WALL by WALL GROUP Wall Grp Species Grade b in d in Spcg in SG E psi"6 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 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 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 7 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. SHEjARLINE, WALL and OPENING DIMENSIONS North -south Shearlines Line 1 Level 3 Type Wall Group Location X [ft] Extent Start [ft] End Length [ft] FHS [ft] Aspect Ratio Height [ft] Line 1 Seg 1 0.00 2.00 23.00 21.00 21.00 - 8.00 Wall 1-1 Seg 1 0.00 2.00 23.00 21.00 21.00 0.38 - Level 2 Line 1 1 0.00 3.50 23.00 19.50 12.50 - 8.00 Wall 1-1 Seg 1 0.00 3.50 23.00 19.50 12.50 - - Segment 1 - - 3.50 6.50 3.00 - 2.67 - opening 1 - - 6.50 10.50 4.00 - - 5.00 Segment 2 - - 10.50 23.00 12.50 - 0.64 - Level1 Line 1 Seg 2 0.00 3.50 23.00 19.50 19.50 - 9.00 Wall 1-1 Seg 2 0.00 3.50 23.00 19.50 19.50 0.46 - Line 2 Level 3 Line 2 6 12.00 3.00 23.00 20.00 18.00 - 8.00 Wall 2-1 NSW 12.00 2.00 3.00 1.00 0.00 1.00 - Wall 2-2 Seg 6 12.00 3.00 23.00 20.00 18.00 - - Segment 1 - - 3.00 9.50 6.50 - 1.23 - opening 1 - - 9.50 11.50 2.00 - - 6.75 Segment 2 - - 11.50 23.00 11.50 - 0.70 - Level2 Line 2 5 12.00 3.50 23.00 19.50 16.50 - 8.00 Wall 2-1 Seg 5 12.00 3.50 23.00 19.50 16.50 - - Segment 1 - - 3.50 8.00 4.50 - 1.78 - opening 1 - - 8.00 11.00 3.00 - - 6.75 Segment 2 - - 11.00 23.00 12.00 - 0.67 - Level1 Line 2 5 12.00 3.50 23.00 19.50 16.50 - 9.00 Wall 2-1 Seg 5 12.00 3.50 23.00 19.50 16.50 - - Segment 1 - - 3.50 8.00 4.50 - 2.00 - Opening 1 - - 8.00 11.00 3.00 - - 6.75 Segment 2 - - 11.00 23.00 12.00 - 0.75 - Line 3 Level 3 Line 3 1 19.00 0.00 23.00 23.00 0.00 - 8.00 Wall 3-1 Seg 1 19.00 0.00 3.00 3.00 0.00 2.67 - Wall 3-2 NSW 19.50 18.50 23.00 4.50 0.00 1.00 - Level 2 Line 3 1 19.50 1.50 23.00 21.50 7.50 - 8.00 Wall 3-1 NSW 19.00 1.50 3.50 2.00 0.00 1.00 - Wall 3-2 Seg 1 19.50 15.50 23.00 7.50 7.50 1.07 - Level 1 Line 3 2 19.50 3.50 23.00 19.50 7.50 - 9.00 Wall 3-1 NSW 19.50 1.50 3.50 2.00 0.00 1.00 - Wall 3-2 Seg 2 19.50 15.50 23.00 7.50 7.50 1.20 - Line 4 Level 3 Line 4 Seg 1 32.00 0.00 18.50 18.50 18.50 - 8.00 Wall 4-1 Seg 1 32.00 0.00 18.50 18.50 18.50 0.43 - Level 2 Line 4 2 32.00 1.50 15.50 14.00 8.50 - 8.00 Wall 4-1 Seg 2 32.00 1.50 15.50 14.00 8.50 - - Segment 1 - - 1.50 5.50 4.00 - 2.00 - Opening 1 - - 5.50 11.00 5.50 - - 5.00 Segment 2. - - 11.00 15.50 4.50 - 1.78 - Level1 Line 4 4 32.00 1.50 15.50 14.00 .9.00 - 9.00 Wall 4-1 Seg 4 32.00 1.50 15.50 14.00 9.00 - - Segment 1 - - 1.50 6.00 4.50 - 2.00 - Opening 1 - - 6.00 11.00 5.00 - - 5.00 Segment 2 - - 11.00 15.50 4.50 - 2.00 - East -west Type Wall Location Extent [ft] Length FHS Aspect Height Shearlines Group Y [ft] Start End [ft] [ft] Ratio [ft] Line A Level 3 Line A 1 0.00 19.00 32.00 13.00 9.50 - 8.00 Wall A-1 Seg 1 0.00 19.00 32.00 13.00 9.50- - Segment 1 - - 19.00 24.00 5.00 - 1.60 - Opening 1 - - 24.00 27.50 3.50 - - 5.00 Segment 2 - - 27.50 32.00 4.50 - 1.78 - Line B Level 3 Line B 2 2.00 0.00 12.00 12.00 9.00 - 8.00 Wall B-1 Segment 1 Opening 1 Segment 2 Level 2 Line B Wall B-1 Segment 1 Opening 1 Segment 2 Level 1 Line B Wall B-1 Segment 1 Opening 1 Segment 2 Line C Level 3 Line C Wall C-1 Segment 1 Opening 1 Segment 2 Level 2 Line C Wall C-1 Segment 1 Opening 1 Segment 2 Opening 2 Segment 3 Level 1 Line C Wall C-1 Segment 1 Opening 1 Segment 2 Opening 2 Segment 3 Line D Level 2 Line D Wall D-1 Line E Level 2 Line E Wall E-1 Segment 1 Opening 1 Segment 2 Level 1 Line E Wall E-1 Segment 1 Opening 1 Segment 2 Line F Level 3 Line F Wall F-1 Segment 1 Opening 1 Segment 2 Line G Level 3 Line G Wall G-1 Segment 1 Opening 1 Segment 2 Opening 2 Segment 3 Level 2 Line G Wall G-1 Level 1 Line G Wall G-1 Seg Seg Seg Seg Seg Seg Seg Seg Seg Seg Seg Seg Seg Seg Seg Seg 2 1 1 2 2 1 1 4 4 3 3 2 2 4 4 1 1 1 1 1 1 2 2 2.00 1.50 1.50 1.50 1.50 3.00 3.00 3.50 3.50 3.50 3.50 9.50 9.50 15.50 15.50 15.50 15.50 18.50 18.50 23.00 23.00 23.00 23.00 23.00 23.00 0.00 0.00 4.50 7.50 19.00 19.00 19.00 23.50 27.00 19.50 19.50 19.50 24.00 27.50 0.00 12.00 12.00 14.50 17.00 0.00 0.00 0.00 2.00 8.00 13.50 18.00 0.00 0.00 0.00 2.00 8.00 13.50 17.00 0.00 12.00 0.00 19.50 19.50 22.50 29.50 0.00 19.50 19.50 21.50 27.50 0.00 19.50 19.50 24.00 25.50 0.00 0.00 0.00 4.50 6.00 14.50 17.50 0.00 0.00 0.00 0.00 12.00 4.50 7.50 12.00 32.00 32.00 23.50 27.00 32.00 32.00 32.00 24.00 27.50 32.00 32.00 19.00 14.50 17.00 19.00 32.00 19.00 2.00 8.00 13.50 18.00 19.00 32.00 19.50 2.00 8.00 13.50 17.00 19.50 32.00 13.00 32.00 32.00 22.50 29.50 32.00 32.00 32.00 21.50 27.50 32.00 32.00 32.00 24.00 25.50 32.00 19.50 19.50 4.50 6.00 14.50 17.50 19.50 19.50 19.50 19.50 19.50 12.00 4.50 3.00 4.50 13.00 13.00 4.50 3.50 5.00 12.50 12.50 4.50 3.50 4.50 32.00 7.00 2.50 2.50 2.00 32.00 19.00 2.00 6.00 5.50 4.50 1.00 32.00 19.50 2.00 6.00 5.50 3.50 2.50 32.00 1.00 32.00 12.50 3.00 7.00 2.50 32.00 12.50 2.00 6.00 4.50 32.00 12.50 4.50 1.50 6.50 19.50 19.50 4.50 1.50 8.50 3.00 2.00 19.50 19.50 19.50 19.50 9.00 9.50 9.50 9.00 9.00 0.00 0.00 5.50 5.50 5.50 5.50 0.00 0.00 0.00 0.00 4.50 4.50 11.00 11.00 13.00 13.00 19.50 19.50 19.50 19.50 1.78 1.78 1.78 1.60 2.00 2.00 3.20 4.00 4.00 1.45 8.00 4.50 1.64 3.60 8.00 2.67 3.20 4.50 2.00 1.78 1.23 1.78 0.94 4.00 0.41 0.46 6.15 8.00 5.00 9.00 5.00 8.00 5.00 8.00 5.00 5.00 9.00 6.75 5.00 8.00 8.00 5.00 9.00 5.00 8.00 5.00 8.00 5.00 5.00 8.00 9.00 Legend: Type - Seg = segmented, Prf = perforated, NSW = non-sheanvall 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) Level3 Block F Element I 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 3.00 32.0 Block 1 W L Gable Min W ->E Wind Line 0.00 11.50 0.0 53.1 Block 1 W Wall 1 W ->E Wind Line 0.00 3.00 29.4 Block 1 W L Gable 1 W ->E Wind Line 0.00 11.50 0.0 50.7 Block 1 W Wall 2 W ->E Wind Line 0.00 3.00 22.0 Block 1 W L Gable 2 W ->E Wind Line 0.00 11.50 0.0 38.1 Block 1 W Wall 1 W ->E Wind Line 2.00 23.00 29.4 Block 1 W Wall Min W ->E Wind Line 2.00 23.00 32.0 Block 1 W Wall 2 W ->E Wind Line 2.00 23.00 22.0 Block 1 W R Gable 2 W ->E Wind Line 11.50 23.00 38.1 0.0 Block 1 W R Gable 1 W ->E Wind Line 11.50 23.00 50.7 0.0 Block 1 W R Gable Min W ->E Wind Line 11.50 23.00 53.1 0.0 Block 1 E L Gable 2 W ->E Lee Line 0.00 11.50 0.0 20.3 Block 1 E Wall 1 W ->E Lee Line 0.00 18.50 16.3 Block 1 E L Gable Min W ->E Lee Line 0.00 11.50 0.0 53.1 Block 1 E Wall Min W ->E Lee Line 0.00 18.50 32.0 Block 1 E Wall 2 W ->E Lee Line 0.00 18.50 12.2 Block 1 E L Gable 1 W ->E Lee Line 0.00 11.50 0.0 27.0 Block 1 E Wall 1 W ->E Lee Line 2.00 3.00 16.3 Block 1 E Wall Min W ->E Lee Line 2.00 3.00 32.0 Block 1 E Wall 2 W ->E Lee Line 2.00 3.00 12.2 Block 1 E R Gable Min W ->E Lee Line 11.50 23.00 53.1 0.0 Block 1 E R Gable 1 W ->E Lee Line 11.50 23.00 27.0 0.0 Block 1 E R Gable 2 W ->E Lee Line 11.50 23.00 20.3 0.0 Block 1 E Wall 1 W ->E Lee Line 18.50 23.00 16.3 Block 1 E Wall 2 W ->E Lee Line 18.50 23.00 12.2 Block 1 E Wall Min W ->E Lee Line 18.50 23.00 32.0 Block 1 W Wall 2 E ->W Lee Line 0.00 3.00 12.2 Block 1 W Wall 1 E ->W Lee Line 0.00 3.00 16.3 Block 1 W L Gable 1 E ->W Lee Line 0.00 11.50 0.0 27.0 Block 1 W L Gable Min E ->W Lee Line 0.00 11.50 0.0 53.1 Block 1 W L Gable 2 E ->W Lee Line 0.00 11.50 0.0 20.3 Block 1 W Wall Min E ->W Lee Line 0.00 3.00 32.0 Block 1 W Wall 2 E ->W Lee Line 2.00 23.00 12.2 Block 1 W Wall 1 E ->W Lee Line 2.00 23.00 16.3 Block 1 W Wall Min E ->W Lee Line 2.00 23.00 32.0 Block 1 W R Gable 1 E ->W Lee Line 11.50 23.00 27.0 0.0 Block 1 W R Gable 2 E ->W Lee Line 11.50 23.00 20.3 0.0 Block 1 W. R Gable Min E ->W Lee Line 11.50 23.00 53.1 0.0 Block 1 E L Gable 2 E ->W Wind Line 0.00 11.50 0.0 38.1 Block 1 E Wall 1 E ->W Wind Line 0.00 18.50 29.4 Block 1 E L Gable Min E ->W Wind Line 0.00 11.50 0.0 53.1 Block 1 E L Gable 1 E ->W Wind Line 0.00 11.50 0.0 50.7 Block 1 E Wall 2 E ->W Wind Line 0.00 18.50 22.0 Block 1 E Wall Min E ->W Wind Line 0.00 18.50 32.0 Block 1 E Wall 2 E ->W Wind Line 2.00 3.00 22.0 Block 1 E Wall Min E ->W Wind Line 2.00 3.00 32.0 Block 1 E Wall 1 E ->W Wind Line 2.00 3.00 29.4 Block 1 E R Gable 1 E ->W Wind Line 11.50 23.00 50.7 0.0 Block 1 E R Gable Min E ->W Wind Line 11.50 23.00 53.1 0.0 Block 1 E R Gable 2 E ->W Wind Line 11.50 23.00 38.1 0.0 Block 1 E Wall 1 E ->W Wind Line 18.50 23.00 29.4 Block 1 E Wall 2 E ->W Wind Line 18.50 23.00 22.0 Block 1 E Wall Min E ->W Wind Line 18.50 23.00 32.0 Block 1 S Roof Min S ->N Wind Line -1.00 33.00 28.9 Block 1 S Roof 2 S ->N Wind Line -1.00 33.00 10.4 Block 1 S Roof 1 S ->N Wind Line -1.00 33.00 13.9 Block 1 S Wall Min S ->N Wind Line 0.00 12.00 32.0 Block 1 S Wall 1 S ->N Wind Line 0.00 12.00 29.4 Block 1 S Wall 2 S ->N Wind Line 0.00 12.00 22.0 Block 1 S Wall 1 S ->N Wind Line 12.00 19.00 29.4 Block 1 S Wall 2 S ->N Wind Line 12.00 19.00 22.0 Block 1 S Wall Min S ->N Wind Line 12.00 19.00 32.0 Block 1 S Wall 2 S ->N Wind Line 19.00 32.00 22.0 Block 1 S Wall 1 S ->N Wind Line 19.00 32.00 29.4 Block 1 S Wall Min S ->N Wind Line 19.00 32.00 32.0 Block 1 N Roof 1 S ->N Lee Line -1.00 33.00 41.8 Block 1 N Roof 2 S ->N Lee Line -1.00 33.00 31.3 Block 1 N Roof Min S ->N Lee Line -1.00 33.00 28.9 Block 1 N Wall 2 S ->N Lee Line 0.00 19.50 14.5 Block 1 N Wall Min S ->N Lee Line 0.00 19.50 32.0 Block 1 N Wall 1 S ->N Lee Line 0.00 19.50 19.3 Block 1 N Wall Min S ->N Lee Line 19.50 32.00 32.0 Block 1 N Wall 1 S ->N Lee Line 19.50 32.00 19.3 Block 1 N Wall 2 S ->N Lee Line 19.50 32.00 14.5 Block 1 S Roof 1 N ->S Lee Line -1.00 33.00 Block 1 S Roof Min N ->S Lee Line -1.00 33.00 Block 1 S Roof 2 N ->S Lee Line -1.00 33.00 Block 1 S Wall Min N ->S Lee Line 0.00 12.00 Block 1 S Wall 2 N ->S Lee Line 0.00 12.00 Block 1 S Wall 1 N ->S Lee Line 0.00 12.00 Block 1 S Wall Min N ->S Lee Line 12.00 19.00 Block 1 S Wall 1 N ->S Lee Line 12.00 19.00 Block 1 S Wall 2 N ->S Lee Line 12.00 19.00 Block 1 S Wall Min N ->S Lee Line 19.00 32.00 Block 1 S Wall 2 N ->S Lee Line 19.00 32.00 Block 1 S Wall 1 N ->S Lee Line 19.00 32.00 Block 1 N Roof 2 N ->S Wind Line -1.00 33.00 Block 1 N Roof Min N ->S Wind Line -1.00 33.00 Block 1 N Roof 1 N ->S Wind Line -1.00 33.00 Block 1 N Wall 1 N ->S Wind Line 0.00 19.50 Block 1 N Wall 2 N ->S Wind Line 0.00 19.50 Block 1 N Wall Min N ->S Wind Line 0.00 19.50 Block 1 N Wall 1 N ->S Wind Line 19.50 32.00 Block 1 N Wall Min N ->S Wind Line 19.50 32.00 Block 1 N Wall 2 N ->S Wind Line 19.50 32.00 Level 2 Block F Element Load Wnd Surf Prof Location [ft] Case Dir Dir Start End Block 1 W Wall Min W ->E Wind Line 0.00 3.00 Block 1 W Wall 2 W ->E Wind Line 0.00 3.00 Block 1 W Wall 1 W ->E Wind Line 0.00 3.00 Block 1 W Wall 2 W ->E Wind Line 1.50 3.50 Block 1 W Wall 1 W ->E Wind Line 1.50 3.50 Block 1 W Wall Min W ->E Wind Line 1.50 3.50 Block 1 W Wall Min W ->E Wind Line 2.00 23.00 Block 1 W Wall 1 W ->E Wind Line 2.00 23.00 Block 1 W Wall 2 W ->E Wind Line 2.00 23.00 Block 1 W Wall Min W ->E Wind Line 3.50 23.00 Block 1 W Wall 1 W ->E Wind Line 3.50 23.00 Block 1 W Wall 2 W ->E Wind Line 3.50 23.00 Block 1 E Wall 1 W ->E Lee Line 0.00 18.50 Block 1 E Wall 2 W ->E Lee Line 0.00 18.50 Block 1 E Wall Min W ->E Lee Line 0.00 18.50 Block 1 E Wall 1 W ->E Lee Line 1.50 15.00 Block 1 E Wall 2 W ->E Lee Line 1.50 15.00 Block 1 E Wall Min W ->E Lee Line 1.50 15.00 Block 1 E Wall 1 W ->E Lee Line 2.00 3.00 Block 1 E Wall 2 W ->E Lee Line 2.00 3.00 Block 1 E Wall Min W ->E Lee Line 2.00 3.00 Block 1 E Wall 2 W ->E Lee Line 15.00 23.00 Block 1 E Wall Min W ->E Lee Line 15.00 23.00 Block 1 E Wall 1 W ->E Lee Line 15.00 23.00 Block 1 E Wall Min W ->E Lee Line 18.50 23.00 Block 1 E Wall 1 W ->E Lee Line 18.50 23.00 Block 1 E Wall 2 W ->E Lee Line 18.50 23.00 Block 1 W Wall 1 E ->W Lee Line 0.00 3.00 Block 1 W Wall 2 E ->W Lee Line 0.00 3.00 Block 1 W Wall Min E ->W Lee Line 0.00 3.00 Block 1 W Wall 1 E ->W Lee Line 1.50 3.50 Block 1 W Wall Min E ->W Lee Line 1.50 3.50 Block 1 W Wall 2 E ->W Lee Line 1.50 3.50 Block 1 W Wall Min E ->W Lee Line 2.00 23.00 Block 1 W Wall 2 E ->W Lee Line 2.00 23.00 Block 1 W Wall 1 E ->W Lee Line 2.00 23.00 Block 1 W Wall 1 E ->W Lee Line 3.50 23.00 Block 1 W Wall Min E ->W Lee Line 3.50 23.00 Block 1 W Wall 2 E ->W Lee Line 3.50 23.00 Block 1 E Wall 1 E ->W Wind Line 0.00 18.50 Block 1 E Wall 2 E ->W Wind Line 0.00 18.50 Block 1 E Wall Min E ->W Wind Line 0.00 18.50 Block 1 E Wall 1 E ->W Wind Line 1.50 15.00 Block 1 E Wall 2 E ->W Wind Line 1.50 15.00 Block 1 E Wall Min E ->W Wind Line 1.50 15.00 Block 1 E Wall Min E ->W Wind Line 2.00 3.00 Block 1 E Wall 1 E ->W Wind Line 2.00 3.00 Block 1 E Wall 2 E ->W Wind Line 2.00 3.00 Block 1 E Wall 1 E ->W Wind Line 15.00 23.00 Block 1 E Wall Min E ->W Wind Line 15.00 23.00 Block 1 E Wall 2 E ->W Wind Line 15.00 23.00 Block 1 E Wall Min E ->W Wind Line 18.50 23.00 Block 1 E Wall 2 E ->W Wind Line 18.50 23.00 Block 1 E Wall 1 E ->W Wind Line 18.50 23.00 Block 1 S Wall Min S ->N Wind Line 0.00 19.00 Block 1 S Wall Min S ->N Wind Line 0.00 12.00 Block 1 S Wall 1 S ->N Wind Line 0.00 12.00 Block 1 S Wall 2 S ->N Wind Line 0.00 19.00 41.8 28.9 31.3 32.0 14.5 19.3 32.0 19.3 14.5 32.0 14.5 19.3 10.4 28.9 13.9 29.4 22.0 32.0 29.4 32.0 22.0 Magnitude [Ibs,plf,psf] Start End 32.0 21.1 28.1 24.0 32.0 38.7 32.0 28.1 21.1 38.7 32.0 24.0 16.3 12.2 32.0 19.7 14.7 38.7 16.3 12.2 32.0 14.7 38.7 19.7 32.0 16.3 12.2 16.3 12.2 32.0 19.7 38.7 14.7 32.0 12.2 16.3 19.7 38.7 14.7 28.1 21.1 32.0 32.0 24.0 38.7 32.0 28.1 21.1 32.0 38.7 24.0 32.0 21.1 28.1 38.7 32.0 28.1 24.0 Trib Ht [ft] Block 1 S Wall 1 S ->N Wind Line 0.00 19.00 32.0 Block 1 S Wall 2 S ->N Wind Line 0.00 12.00 21.1 Block 1 S Wall Min S ->N Wind Line 12.00 19.00 32.0 Block 1 S Wall 1 S ->N Wind Line 12.00 19.00 28.1 Block 1 S Wall 2 S ->N Wind Line 12.00 19.00 21.1 Block 1 S Wall Min S ->N Wind Line 19.00 32.00 38.7 Block 1 S Wall 2 S ->N Wind Line 19.00 32.00 21.1 Block 1 S Wall 2 S ->N Wind Line 19.00 32.00 24.0 Block 1 S Wall 1 S ->N Wind Line 19.00 32.00 28.1 Block 1 S Wall Min S ->N Wind Line 19.00 32.00 32.0 Block 1 S Wall 1 S ->N Wind Line 19.00 32.00 32.0 Block 1 N Wall 1 S ->N Lee Line 0.00 19.50 23.3 Block 1 N Wall Min S ->N Lee Line 0.00 19.50 32.0 Block 1 N Wall Min S ->N Lee Line 0.00 19.50 38.7 Block 1 N Wall 2 S ->N Lee Line 0.00 19.50 17.5 Block 1 N Wall 2 S ->N Lee Line 0.00 19.50 14.5 Block 1 N Wall 1 S ->N Lee Line 0.00 19.50 19.3 Block 1 N Wall 1 S ->N Lee Line 19.50 32.00 19.3 Block 1 N Wall 2 S ->N Lee Line 19.50 32.00 17.5 Block 1 N Wall 1 S ->N Lee Line 19.50 32.00 23.3 Block 1 N Wall Min S ->N Lee Line 19.50 32.00 32.0 Block 1 N Wall 2 S ->N Lee Line 19.50 32.00 14.5 Block 1 N Wall Min S ->N Lee Line 19.50 32.00 38.7 Block 1 S Wall 1 N ->S Lee Line 0.00 19.00 23.3 Block 1 S Wall Min N ->S Lee Line 0.00 19.00 38.7 Block 1 S Wall 1 N ->S Lee Line 0.00 12.00 19.3 Block 1 S Wall Min N ->S Lee Line 0.00 12.00 32.0 Block 1 S Wall 2 N ->S Lee Line 0.00 12.00 14.5 Block 1 S Wall 2 N ->S Lee Line 0.00 19.00 17.5 Block 1 S Wall 2 N ->S Lee Line 12.00 19.00 14.5 Block 1 S Wall Min N ->S Lee Line 12.00 19.00 32.0 Block 1 S Wall 1 N ->S Lee Line 12.00 19.00 19.3 Block 1 S Wall 1 N ->S Lee Line 19.00 32.00 19.3 Block 1 S Wall 1 N ->S Lee Line 19.00 32.00 23.3 Block 1 S Wall Min N ->S Lee Line 19.00 32.00 38.7 Block 1 S Wall 2 N ->S Lee Line 19.00 32.00 14.5 Block 1 S Wall Min N ->S Lee Line 19.00 32.00 32.0 Block 1 S Wall 2 N ->S Lee Line 19.00 32.00 17.5 Block 1 N Wall 2 N ->S Wind Line 0.00 19.50 21.1 Block 1 N Wall 2 N ->S Wind Line 0.00 19.50 24.0 Block 1 N Wall 1 N ->S Wind Line 0.00 19.50 28.1 Block 1 N Wall Min N ->S Wind Line 0.00 19.50 38.7 Block 1 N Wall 1 N ->S Wind Line 0.00 19.50 32.0 Block 1 N Wall Min N ->S Wind Line 0.00 19.50 32.0 Block 1 N Wall 2 N ->S Wind Line 19.50 32.00 21.1 Block 1 N Wall 1 N ->S Wind Line 19.50 32.00 32.0 Block 1 N Wall 2 N ->S Wind Line 19.50 32.00 24.0 Block 1 N Wall Min N ->S Wind Line 19.50 32.00 38.7 Block 1 N Wall 1 N ->S Wind Line 19.50 32.00 28.1 Block 1 N Wall Min N ->S Wind Line 19.50 32.00 32.0 Level 1 Magnitude Block F Element Load Wnd Surf Prof Location [ft] [Ibs,plf,psf] Case Dir Dir Start End Start Block 1 W Wall 2 W ->E Wind Line 1.50 3.50 18.6 Block 1 W Wall Min W ->E Wind Line 1.50 3.50 32.0 Block 1 W Wall 2 W ->E Wind Line 1.50 3.50 24.6 Block 1 W Wall Min W ->E Wind Line 1.50 3.50 42.7 Block 1 W Wall 1 W ->E Wind Line 1.50 3.50 32.8 Block 1 W Wall 1 W ->E Wind Line 1.50 3.50 24.8 Block 1 W Wall Min W ->E Wind Line 3.50 23.00 32.0 Block 1 W Wall 1 W ->E Wind Line 3.50 23.00 24.8 Block 1 W Wall 2 W ->E Wind Line 3.50 23.00 24.6 Block 1 W Wall 1 W ->E Wind Line 3.50 23.00 32.8 Block 1 W Wall 2 W ->E Wind Line 3.50 23.00 18.6 Block 1 W Wall Min W ->E Wind Line 3.50 23.00 42.7 Block 1 E Wall 2 W ->E Lee Line 1.50 15.50 16.3 Block 1 E Wall Min W ->E Lee Line 1.50 15.50 42.7 Block 1 E Wall Min W ->E Lee Line 1.50 15.00 32.0 Block 1 E Wall 1 W ->E Lee Line 1.50 15.50 21.7 Block 1 E Wall 1 W ->E Lee Line 1.50 15.00 16.3 Block 1 E Wall 2 W ->E Lee Line 1.50 15.00 12.2 Block 1 E Wall. 1 W ->E Lee Line 15.00 23.00 16.3 Block 1 E Wall Min W ->E Lee Line 15.00 23.00 32.0 Block 1 E Wall. 2 W ->E Lee Line 15.00 23.00 12.2 Block 1 E Wall Min W ->E Lee Line 15.50 23.00 42.7 Block 1 E Wall 1 W ->E Lee Line 15.50 23.00 21.7 Block 1 E Wall 2 W ->E Lee Line 15.50 23.00 16.3 Block 1 W Wall 1 E ->W Lee Line 1.50 3.50 21.7 Block 1 W Wall 2 E ->W Lee Line 1.50 3.50 12.2 Block 1 W Wall 1 E ->W Lee Line 1.50 3.50 16.3 Block 1 W Wall Min E ->W Lee Line 1.50 3.50 42.7 End Trib Ht [ft] Block 1 W Wall 2 E ->W Lee Line 1.50 3.50 16.3 Block 1 W Wall Min E ->W Lee Line 1.50 3.50 32.0 Block 1 W Wall 2 E ->W Lee Line 3.50 23.00 12.2 Block 1 W Wall 2 E ->W Lee Line 3.50 23.00 16.3 Block 1 W Wall 1 E ->W Lee Line 3.50 23.00 21.7 Block 1 W Wall Min E ->W Lee Line 3.50 23.00 42.7 Block 1 W Wall 1 E ->W Lee Line 3.50 23.00 16.3 Block 1 W Wall Min E ->W Lee Line 3.50 23.00 32.0 Block 1 E Wall 1 E ->W Wind Line 1.50 15.50 32.8 Block 1 E Wall Min E ->W Wind Line 1.50 15.50 42.7 Block 1 E Wall 1 E ->W Wind Line 1.50 15.00 24.8 Block 1 E Wall 2 E ->W Wind Line 1.50 15.00 18.6 Block 1 E Wall 2 E ->W Wind Line 1.50 15.50 24.6 Block 1 E Wall Min E ->W Wind Line 1.50 15.00 32.0 Block 1 E Wall Min E ->W Wind Line 15.00 23.00 32.0 Block 1 E Wall 2 E ->W Wind Line 15.00 23.00 18.6 Block 1 E Wall 1 E ->W Wind Line 15.00 23.00 24.8 Block 1 E Wall 1 E ->W Wind Line 15.50 23.00 32.8 Block 1 E Wall 2 E ->W Wind Line 15.50 23.00 24.6 Block 1 E Wall Min E ->W Wind Line 15.50 23.00 42.7 Block 1 S Wall Min S ->N Wind Line 0.00 19.00 32.0 Block 1 S Wall 1 S ->N Wind Line 0.00 19.50 32.8 Block 1 S Wall 2 S ->N Wind Line 0.00 19.00 18.6 Block 1 S Wall Min S ->N Wind Line 0.00 19.50 42.7 Block 1 S Wall 2 S ->N Wind Line 0.00 19.50 24.6 Block 1 S Wall 1 S ->N Wind Line 0.00 19.00 24.8 Block 1 S Wall Min S ->N Wind Line 19.00 32.00 32.0 Block 1 S Wall 2 S ->N Wind Line 19.00 32.00 18.6 Block 1 S Wall 1 S ->N Wind Line 19.00 32.00 24.8 Block 1 S Wall Min S ->N Wind Line 19.50 32.00 42.7 Block 1 S Wall 1 S ->N Wind Line 19.50 32.00 32.8 Block 1 S Wall 2 S ->N Wind Line 19.50 32.00 24.6 Block 1 N Wall 1 S ->N Lee Line 0.00 19.50 25.7 Block 1 N Wall 2 S ->N Lee Line 0.00 19.50 19.3 Block 1 N Wall Min S ->N Lee Line 0.00 19.50 32.0 Block 1 N Wall 1 S ->N Lee Line 0.00 19.50 19.3 Block 1 N Wall Min S ->N Lee Line 0.00 19.50 42.7 Block 1 N Wall 2 S ->N Lee Line 0.00 19.50 14.5 Block 1 N Wall Min S ->N Lee Line 19.50 32.00 32.0 Block 1 N Wall 2 S ->N Lee Line 19.50 32.00 14.5 Block 1 N Wall Min S ->N Lee Line 19.50 32.00 42.7 Block 1 N Wall 1 S ->N Lee Line 19.50 32.00 19.3 Block 1 N Wall 1 S ->N Lee Line 19.50 32.00 25.7 Block 1 N Wall 2 S ->N Lee Line 19.50 32.00 19.3 Block 1 S Wall Min N ->S Lee Line 0.00 19.50 42.7 Block 1 S Wall 1 N ->S Lee Line 0.00 19.50 25.7 Block 1 S Wall 2 N ->S Lee Line 0.00 19.50 19.3 Block 1 S Wall 1 N ->S Lee Line 0.00 19.00 19.3 Block 1 S Wall 2 N ->S Lee Line 0.00 19.00 14.5 Block 1 S Wall Min N ->S Lee Line 0.00 19.00 32.0 Block 1 S Wall Min N ->S Lee Line 19.00 32.00 32.0 Block 1 S Wall 2 N ->S Lee Line 19.00 32.00 14.5 Block 1 S Wall 1 N ->S Lee Line 19.00 32.00 19.3 Block 1 S Wall 2 N ->S Lee Line 19.50 32.00 19.3 Block 1 S Wall 1 N ->S Lee Line 19.50 32.00 25.7 Block 1 S Wall Min N ->S Lee Line 19.50 32.00 42.7 Block 1 N Wall Min N ->S Wind Line 0.00 19.50 42.7 Block 1 N Wall Min N ->S Wind Line 0.00 19.50 32.0 Block 1 N Wall 2 N ->S Wind Line 0.00 19.50 18.6 Block 1 N Wall 2 N ->S Wind Line 0.00 19.50 24.6 Block 1 N Wall 1 N ->S Wind Line 0.00 19.50 24.8 Block 1 N Wall 1 N ->S Wind Line 0.00 19.50 32.8 Block 1 N Wall Min N ->S Wind Line 19.50 32.00 32.0 Block 1 N Wall 1 N ->S Wind Line 19.50 32.00 24.8 Block 1 N Wall 2 N ->S Wind Line 19.50 32.00 24.6 Block 1 N Wall Min N ->S Wind Line 19.50 32.00 42.7 Block 1 N Wall 2 N ->S Wind Line 19.50 32.00 18.6 Block 1 N Wall 1 N ->S Wind Line 19.50 32.00 32.8 Legend: Block - Block used in load generation Accum. = loads from one block combined with another Manual = user -entered loads (so no block) F - Building face (north, south, east or west) Element - Building surface on which loads generated or entered Load Case - One of the following: ASCE 7 All Heights: Case 1 or 2 from Fig 27.4-8 or minimum loads from 27.1.5 ASCE 7 Low-rise: Reference corner and Case A or B from Fig 28.4-1 or minimum loads from 28.4.4 Wind Dir - Direction of wind for loads with positive magnitude, also direction of MWFRS. Surf Dir - Windward or leeward side of the building for loads in given direction Prof - Profile (distribution) Location - Start and end points on building element Magnitude - Start = intensity of uniform and point loads or leftmost intensity of trapezoidal load, End = right intensity of trap load Trib Ht - Tributary height of area loads only Notes: All loads entered by the user or generated by program are specified (unfactored) loads.The program applies a load factor of 0.60 to wind loads before distributing them to the shearlines. WIND C&C LOADS Block Building Face Wind Direction Level Magnitude Interior [pst] End Zone Block 1 West Windward 3 16.0 17.9 Block 1 West Windward 3 16.0 17.9 Block 1 East Leeward 3 16.0 17.9 Block 1 East Leeward 3 16.0 17.9 Block 1 East Leeward 3 16.0 17.9 Block 1 West Leeward 3 16.0 17.9 Block 1 West Leeward 3 16.0 17.9 Block 1 East Windward 3 16.0 17.9 Block 1 East Windward 3 16.0 17.9 Block 1 East Windward 3 16.0 17.9 Block 1 South Windward 3 16.0 17.9 Block 1 South Windward 3 16.0 17.9 Block 1 South Windward 3 16.0 17.9 Block 1 North Leeward 3 16.0 17.9 Block 1 North Leeward 3 16.0 17.9 Block 1 South Leeward 3 16.0 17.9 Block 1 South Leeward 3 16.0 17.9 Block 1 South Leeward 3 16.0 17.9 Block 1 North Windward 3 16.0 17.9 Block 1 North Windward 3 16.0 17.9 Block 1 West Windward 2 16.0 17.9 Block 1 West Windward 2 16.0 17.9 Block 1 East Leeward 2 16.0 17.9 Block 1 East Leeward 2 16.0 17.9 Block 1 West Leeward 2 16.0 17.9 Block 1 West Leeward 2 16.0 17.9 Block 1 East Windward 2 16.0 17.9 Block 1 East Windward 2 16.0 17.9 Block 1 South Windward 2 16.0 17.9 Block 1 South Windward 2 16.0 17.9 Block 1 North Leeward 2 16.0 17.9 Block 1 North Leeward 2 16.0 17.9 Block 1 South Leeward 2 16.0 17.9 Block 1 South Leeward 2 16.0 17.9 Block 1 North Windward 2 16.0 17.9 Block 1 North Windward 2 16.0 17.9 Block 1 West Windward 1 16.0 17.9 Block 1 West Windward 1 16.0 17.9 Block 1 East Leeward 1 16.0 17.9 Block 1 East Leeward 1 16.0 17.9 Block 1 West Leeward 1 16.0 17.9 Block 1 West Leeward 1 16.0 17.9 Block 1 East Windward 1 16.0 17.9 Block 1 East Windward 1 16.0 17.9 Block 1 South Windward 1 16.0 17.9 Block 1 South Windward 1 16.0 17.9 Block 1 North Leeward 1 16.0 17.9 Block 1 North Leeward 1 16.0 17.9 Block 1 South Leeward 1 16.0 17.9 Block 1 South Leeward 1 16.0 17.9 Block 1 North Windward 1 16.0 17.9 Block 1 North Windward 1 16.0 17.9 BUILDING MASSES Level3 Force Dir Building Element Block Wall Line Profile I Location Start [ft] End Magnitude [Ibs,plf,psf] Start End Trib Width [ft] E -W Roof Block 1 1 Line -1.00 24.00 255.0 255.0 E -W Roof Block 1 4 Line -1.00 24.00 255.0 255.0 E -W R Gable Block 1 1 Line 0.00 11.50 66.4 0.0 E -N L Gable Block 1 1 Line 11.50 23.00 0.0 66.4 E -W L Gable Block 1 4 Line 0.00 11.50 66.4 0.0 E -W R Gable Block 1 4 Line 11.50 23.00 0.0 66.4 N -S Roof Block 1 A Line -1.00 33.00 187.5 187.5 N -S Roof Block 1 G Line -1.00 33.00 187.5 187.5 Both Wall 1-1 n/a 1 Line 2.00 23.00 40.0 40.0 Both Wall 2-1 n/a 2 Line 2.00 3.00 40.0 40.0 Both Wall 2-2 n/a 2 Line 3.00 23.00 60.0 60.0 Both Wall 3-1 n/a 3 Line 0.00 3.00 40.0 40.0 Both Wall 3-2 n/a Line 18.50 23.00 40.0 40.0 Both Wall 4-1 n/a 4 Line 0.00 18.50 40.0 40.0 Both Wall A-1 n/a A Line 19.00 32.00 40.0 40.0 Both Wall B-1 n/a Line 0.00 12.00 40.0 40.0 Both Wall C-1 n/a C Line 12.00 19.00 40.0 40.0 Both Wall E-1 n/a F Line 19.50 32.00 40.0 40.0 Both Wall F-1 n/a G Line 0.00 19.50 40.0 40.0 Level 2 Magnitude Trib Force Building Block Wall Profile Location [ft] [Ibs,plf,psf] Width Dir Element Line Start End Start End [ft] Both Wall 1-1 n/a 1 Line 2.00 23.00 40.0 40.0 E -W Floor F2 n/a 1 Line 3.50 15.00 240.0 240.0 E -W Floor F3 n/a 1 Line 15.00 23.00 146.3 146.3 Both Wall 2-1 n/a 2 Line 2.00 3.00 40.0 40.0 Both Wall 2-2 n/a 2 Line 3.00 23.00 60.0 60.0 Both Wall 3-1 n/a 3 Line 0.00 3.00 40.0 40.0 E -W Floor Fl n/a 3 Line 1.50 3.50 97.5 97.5 E -W Floor F3 n/a Line 15.00 23.00 146.3 146.3 Both Wall 3-2 n/a Line 18.50 23.00 40.0 40.0 Both Wall 4-1 n/a 4 Line 0.00 18.50 40.0 40.0 E -W Floor Fl n/a 4 Line 1.50 3.50 97.5 97.5 E -W Floor F2 n/a 4 Line 3.50 15.00 240.0 240.0 Both Wall A-1 n/a A Line 19.00 32.00 40.0 40.0 N -S Floor F2 n/a B Line 19.00 19.50 161.3 161.3 N -S Floor F3 n/a B Line 19.50 32.00 101.3 101.3 Both Wall B-1 n/a Line 0.00 12.00 40.0 40.0 Both Wall C-1 n/a C Line 12.00 19.00 40.0 40.0 N -S Floor Fl n/a Line 0.00 19.00 146.3 146.3 N -S Floor F3 n/a Line 19.50 32.00 101.3 101.3 Both Wall E-1 n/a F Line 19.50 32.00 40.0 40.0 N -S Floor Fl n/a G Line 0.00 19.00 146.3 146.3 Both Wall F-1 n/a G Line 0.00 19.50 40.0 40.0 N -S Floor F2 n/a G Line 19.00 19.50 161.3 161.3 Both Wall 1-1 n/a 1 Line 3.50 23.00 40.0 40.0 Both Wall 2-1 n/a 2 Line 3.50 23.00 60.0 60.0 Both Wall 3-1 n/a 3 Line 1.50 3.50 40.0 40.0 Both Wall 3-2 n/a Line 15.00 23.00 40.0 40.0 Both Wall 4-1 n/a 4 Line 1.50 15.00 40.0 40.0 Both Wall B-1 n/a B Line 19.00 32.00 40.0 40.0 Both Wall C-1 n/a Line 0.00 19.00 40.0 40.0 Both Wall D-1 n/a Line 19.50 32.00 40.0 40.0 Both Wall F-1 n/a G Line 0.00 19.50 40.0 40.0 Level 1 Magnitude Trib Force Building Block Wall Profile Location [ft] [Ibs,plf,psf] Width Dir Element Line Start End Start 1 End [ft] E -W Floor F2 Both Wall 1-1 E -W Floor F3 Both Wall 2-1 Both Wall 3-1 E -W Floor Fl Both Wall 3-2 E -W Floor F3 E -W Floor Fl Both Wall 4-1 E -W Floor F2 Both Wall B-1 N -S Floor F2 N -S Floor Fl Both Wall C-1 Both Wall D-1 N -S Both N -S Floor F2 Wall F-1 Floor Fl Both Wall 1-1 Both Wall 2-1 Both Wall 3-1 Both Wall 3-2 Both Wall 4-1 Both Wall B-1 Both Wall C-1 Both Wall D-1 Both Wall F-1 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 1 1 1 2 3 4 4 4 B B G G 1 2 4 B E G Line 3.50 15.50 240.0 240.0 Line 3.50 23.00 40.0 40.0 Line 15.50 23.00 146.3 146.3 Line 3.50 23.00 60.0 60.0 Line 1.50 3.50 40.0 40.0 Line 1.50 3.50 93.8 93.8 Line 15.00 23.00 40.0 40.0 Line 15.50 23.00 146.3 146.3 Line 1.50 3.50 93.8 93.8 Line 1.50 15.00 40.0 40.0 Line 3.50 15.50 240.0 240.0 Line 19.00 32.00 40.0 40.0 Line 19.50 32.00 105.0 105.0 Line 0.00 19.50 146.3 146.3 Line 0.00 19.00 40.0 40.0 Line 19.50 32.00 40.0 40.0 Line 19.50 32.00 105.0 105.0 Line 0.00 19.50 40.0 40.0 Line 0.00 19.50 146.3 146.3 Line 3.50 23.00 45.0 45.0 Line 3.50 23.00 67.5 67.5 Line 1.50 3.50 45.0 45.0 Line 15.50 23.00 45.0 45.0 Line 1.50 15.50 45.0 45.0 Line 19.50 32.00 45.0 45.0 Line 0.00 19.50 45.0 45.0 Line 19.50 32.00 45.0 45.0 Line 0.00 19.50 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 3 Force Profile Location [ft] Mag [Ibs,plf,psf] Dir Start End Start End E -W Line -1.00 0.00 221.8 221.8 E -W Point 0.00 0.00 226 226 E -W Line 0.00 2.00 256.6 266.7 E -W Point 2.00 2.00 209 209 E -W Line 2.00 3.00 301.5 306.5 E -W Point 3.00 3.00 122 122 E -W Line 3.00 11.50 297.8 340.5 E -W Line 11.50 18.50 340.5 305.3 E -W Point 18.50 18.50 217 217 E -W Line 18.50 23.00 305.3 282.7 E -W Point 23.00 23.00 339 339 E -W Line 23.00 24.00 221.8 221.8 N -S Line -1.00 0.00 163.1 163.1 N -S Point 0.00 0.00 697 697 N -S Line 0.00 12.00 197.9 197.9 N -S Point 12.00 12.00 539 539 N -S Line 12.00 19.00 197.9 197.9 N -S Point 19.00 19.00 52 52 N -S Line 19.00 19.50 197.9 197.9 N -S Point 19.50 19.50 78 78 N -S Line 19.50 32.00 197.9 197.9 N -S Point 32.00 32.00 654 654 N -S Line 32.00 33.00 163.1 163.1 Level 2 Force Profile Location [ft] Mag [Ibs,plf,psf] Dir Start End Start End E -W Point 0.00 0.00 708 708 E -W Point 0.00 0.00 158 158 E -W Line 0.00 1.50 24.4 24.4 E -W Point 1.50 1.50 158 158 E -W Line 1.50 2.00 108.1 108.1 E -W Point 2.00 2.00 146 146 E -W Line 2.00 3.00 132.4 132.4 E -W Point 3.00 3.00 85 85 E -W Line 3.00 3.50 126.4 126.4 E -W Point 3.50 3.50 231 231 E -W Line 3.50 15.00 231.4 231.4 E -W Point 15.00 15.00 152 152 E -W Line 15.00 18.50 174.3 174.3 E -W Point 18.50 18.50 3555 3555 E -W Point 18.50 18.50 152 152 E -W Line 18.50 23.00 174.3 174.3 E -W Point 23.00 23.00 475 475 N -S Point 0.00 0.00 493 493 N -S Line 0.00 12.00 137.8 137.8 N -S Point 12.00 12.00 734 734 N -S Line 12.00 19.00 137.8 137.8 N -S Point 19.00 19.00 61 61 N -S Line 19.00 19.50 146.9 146.9 N -S Point 19.50 19.50 152 152 N -S Line 19.50 32.00 110.4 110.4 N -S Point 32.00 32.00 390 390 Level 1 Force Profile Location [ft] Mag [Ibs,plf,psf] Dir Start End Start End E -W Point 1.50 1.50 174 174 E -W Line 1.50 3.50 57.3 57.3 E -W Point 3.50 3.50 263 263 E -W Line 3.50 15.00 124.7 124.7 E -W Point 15.00 15.00 80 80 E -W Line 15.00 15.50 124.7 124.7 E -W Point 15.50 15.50 90 90 E -W Line 15.50 23.00 94.6 94.6 E -W Point 23.00 23.00 266 266 N -S Point 0.00 0.00 266 266 N -S Line 0.00 19.00 74.2 74.2 N -S Point 12.00 12.00 399 399 N -S Point 19.00 19.00 13 13 N -S N -S N -S N -S Line Point Line Point 19.00 19.50 19.50 32.00 19.50 19.50 32.00 32.00 74.2 120 60.9 188 74.2 120 60.9 188 Legend: Loads in table can be accumulation of loads from several building masses, so they do not correspond with a particular building element. Location - Start and end of load in direction perpendicular to seismic force direction Notes: All loads entered by the user or generated by program are specified (unfactored) loads.The program applies a load factor of 0.70 and redundancy factor to seismic loads before distributing them to the shearlines. Design Summary SHEARWALL DESIGN Wind Shear Loads, Flexible 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 The following under -capacity shearlines were found: Level 1: B-1 Level 2: B-1, 4-1 Level 3: F-1 HOLDDOWN DESIGN Wind Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Seismic Loads, Flexible 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). Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS N -S Shearlines Line 1 Level 3 W Gp For Dir ASD v Shear Force vmax [plf] V [lbs] Asp -Cub Int Ext Int Allowable Ext Shear Co C [plf] Cmb V [lbs] Resp. Ratio Lnl, Lev3 1 Both 23.1 - 486 1.0 1.0 125 339 - A 464 9734 0.05 Level 2 Lnl, Lev2 - Both - - 982 - - - - - - 5794 - Wall 1-1 1 Both - - 982 1.0 1.0 125 339 - A - 5794 - Seg. 1 - Both 0.0 - 0 1.0 1.0 125 339 - 464 - - Seg. 2 - Both 78.5 - 982 1.0 1.0 125 339 - 464 5794 0.17 Level 1 Lnl, Levl 2 Both 77.9 - 1519 1.0 1.0 125 495 - A, 620 12085 0.13 Line 2 Level 3 Ln2, Lev3 - Both - - 1169 - - - - - - 12655 - Wall 2-2 6^ Both 0.0 - 0 1.0 1.0 352 352 - A. 703 12655 0.00 Level 2 Ln2, Lev2 - Both - - 1995 - - - - - - 16327 - Wall 2-1 5 Both - - 1995 1.0 1.0 495 495 - A - 16327 - Seg. 1 - Both 0.0 - 0 1.0 1.0 495 495 - 990 4453 0.00S Seg. 2 - Both .166.3 - 1995 1.0 1.0 495 495 - 990 11874 0.17S Level 1 Ln2, Levl - Both - - 2869 - - - - - - 16327 - Wall 2-1 5 Both - - 2869 1.0 1.0 495 495 - A - 16327 - Seg. 1 - Both 0.0 - 0 1.0 1.0 495 495 - 990 4453 0.00 Seg. 2 - Both 239.1 - 2869 1.0 1.0 495 495 - 990 11874 0.24 Line 3 Level 2 Ln3, Lev2 - Both - - 848 - - - - - - 3476 - Wall 3-2 1 Both 113.1 - 848 1.0 1.0 125 339 - A 464 3476 0.24 Level 1 Ln3, Levl - Both - - 1744 - - - - - - 4648 - Wall 3-2 2 Both 232.5 - 1744 1.0 1.0 125 495 - A 620 4648 0.38 Line 4 Level 3 Ln4, Lev3 1 Both 42.3 - 783 1.0 1.0 125 339 - A 464 8575 0.09 Level 2 Ln4, Lev2 - Both - - 1295 - - - - - - 5268 - Wall 4-1 2 Both - - 1295 1.0 1.0 125 495 - A - 5268 - Seg. 1 - Both 94.7 - 379 1.0 1.0 125 495 - 620 2479 0.15 Seg. 2 - Both 203.6 - 916 1.0 1.0 125 495 - 620 2789 0.33 Level 1 Ln4, Levl - Both - - 1855 - - - - - - 6867 - Wall 4-1 4 Both - - 1855 1.0 1.0 125 638 - A - 6867 - Seg. 1 - S ->N 227.0 - 1021 1.0 1.0 125 638 - 763 3433 0.30 - N ->S 248.7 - 1119 1.0 1.0 125 638 - 763 3433 0.33 Seg. 2 - S ->N 185.3 - 834 1.0 1.0 125 638 - 763 3433 0.24 - N ->S 163.6 - 736 1.0 1.0 125 638 - 763 3433 0.21 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 3 LnA, Lev3 - Both - - 42 - - - - - - 4403 - Wall A-1 1 Both - - 42 1.0 1.0 125 339 - A - 4403 - Seg. 1 - Both 8.4 - 42 1.0 1.0 125 339 - 464 2318 0.02 Seg. 2 - Both 0.0 - 0 1.0 1.0 125 339 - 464 2086 0.00 Line B LnB, Lev3 - Both - - 704 - - - - - - 5578 - Wall B-1 2 Both - - 704 1.0 1.0 125 495 - A - 5578 - Seg. 1 - Both 65.5 - 295 1.0 1.0 125 495 - 620 2789 0.11 Seg. 2 - Both 91.0 - 410 1.0 1.0 125 495 - 620 2789 0.15 Level 2 LnB, Lev2 - Both - - 908 - - - - - - 4403 - Wall B-1 1 Both - - 908 1.0 1.0 125 339 - A - 4403 - Seg. 1 - Both 60.4 - 272 1.0 1.0 125 339 - 464 2086 0.13 Seg. 2 - Both 127.3 - 636 1.0 1.0 125 339 - 464 2318 0.27 Level 1 LnB, Levl - Both - - 998 - - - - - - 5578 - Wall B-1 2 Both - - 998 1.0 1.0 125 495 - A - 5578 - Seg. 1 - W ->E 130.7 - 588 1.0 1.0 125 495 - 620 2789 0.21 - E ->W 110.9 - 499 1.0 1.0 125 495 - 620 2789 0.18 Seg. 2 - W ->E 91.0 - 410 1.0 1.0 125 495 - 620 2789 0.15 - E ->W 110.9 Line C Level 2 LnC, Lev2 - Both - Wall C-1 4 Both - Seg. 1 - Both 0.0 Seg. 2 - Both 202.9 Seg. 3 - Both 0.0 Level 1 LnC, Levi. - Both - Wall C-1 3 Both - Seg. 1 - Both 0.0 Seg. 2 - Both 317.0 Seg. 3 - Both 0.0 Line E LnE, Levi. - Both - Wall E-1 4 Both - Seg. 1 Both 0.0 Seg. 2 - Both 194.1 Line F Level 3 LnF, Lev3 Both - Wall F-1 1 Both - Seg. 1 Both 0.0 Seg. 2 Both 123.5 Line G LnG, Lev3 Both - Wall G-1 1 Both - Seg. 1 Both 0.0 Seg. 2 Both 12.4 Seg. 3 Both 0.0 Level 2 LnG, Lev2 1 Both 79.5 Level 1 LnG, Levi. 2 Both 96.7 499 1.0 1.0 125 495 1116 - - - - 1116 1.0 1.0 125 638 0 1.0 1.0 125 638 1116 1.0 1.0 125 638 0 1.0 1.0 125 638 1743 - - - 1743 1.0 1.0 638 638 0 1.0 1.0 638 638 1743 1.0 1.0 638 638 0 1.0 1.0 638 638 874 - - - 874 1.0 1.0 125 638 0 1.0 1.0 125 638 874 1.0 1.0 125 638 803 - - - 803 1.0 1.0 125 339 0 1.0 1.0 125 339 803 1.0 1.0 125 339 105 - - 105 1.0 1.0 125 339 0 1.0 1.0 125 339 105 1.0 1.0 125 339 0 1.0 1.0 125 339 1550 1.0 1.0 125 339 1886 1.0 1.0 125 495 A A A A A A A 620 763 763 763 1276 1276 1276 763 763 464 46.4 464 464 464 464 620 2789 4196 4196 4196 7018 7018 7018 3433 3433 3433 5099 5099 2086 3013 6026 6026 2086 3940 9039 12085 0.18 0.27 0.25 0.25 0.00 0.27 0.00 0.03 0.17 0.16 Legend: W Gp - Wall design group defined 'n Sheathing and Framing Materials tables, where it shows associated Standard Wa . "^" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of wind force along shearline. v - Design shear force on segment = ASD factored shear force per unit FHS vmax - Collector shear force for perforated walls as per SDPWS eqn. 4.3-8 = V/FHS/Co. Full height sheathing (FHS) factored for narrow segments as per 4.3.4.3 V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub - For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment: Aspect Ratio Factor from SDPWS 4.3.4.2. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness -based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V - Total factored shear capacity of shearline, wall or segment. Crit Resp - Response ratio = v/Cmb = design shear force/unit shear capacity. "S" indicates that the wind design criterior was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. HOLD-DOWN DESIGN flexible wind design) Level 1 I Tensile ASD Line- Locat on [ft] Load Holddown Force [lbs] Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [lbs] Resp. Line 1 V Elem 0.00 2.13 2 272 272 Refer to upper level 1-1 L End 0.00 3.63 Min 710 710 HDU5-SDS2. 4065 0.17 V Elem 0.00 10.63 2 641 641 Refer to upper level 1-1 R End 0.00 22.88 Min 1623 1623 HDU5-SDS2. 4065 0.40 Line 2 2-1 R Op 1 12.00 11.13 Min 3556 3556 HHDQ11-SDS "8505 0.42 2-1 R End 12.00 22.88 Min 3556 3556 HHDQ11-SDS "8505 0.42 Line 3 3-2 L End 19.50 15.63 Min 3101 3101 HDUB-SDS2. 4870 0.64 3-2 R End 19.50 22.88 Min 3101 3101 HDU8-SDS2. 4870 0.64 Line 4 V Elem 32.00 0.12 2 508 508 Refer to upper level 4-1 L End 32.00 1.63 Min 2971 2971 HHDQ11-SDS "8505 0.35 V Elem 32.00 5.38 2 808 808 Refer to upper level 4-1 L Op 1 32.00 5.88 Min 2369 2369 HHDQ11-SDS "8505 0.28 4-1 R Op 1 32.00 11.13 Min 3490 3490 HHDQ11-SDS "8505 0.41 4-1 R End 32.00 15.38 Min 3284 3284 HHDQ11-SDS "8505 0.39 V Elem 32.00 18.38 2 508 508 Refer to upper level Line A V Elem 19.12 0.00 Min 71 71 Refer to upper level V Elem 23.88 0.00 Min 71 71 Refer to upper level Line B I 1 V Elem 0.12 2.00 Min 555 555 Refer to upper level V Elem 4.38 2.00 Min 555 555 Refer to upper level V Elem 7.63 2.00 Min 771 771 Refer to upper level V Elem 11.88 2.00 Min 771 771 Refer to upper level V Elem 19.12 2.00 Min 511 511 Refer to upper level B-1 L End 19.63 1.50 Min 1245 1245 HHDQ11-SDS 1 "8505 1 0.15 V Elem 23.38 2.00 Min 511 511 Refer to upper level B-1 L Op 1 23.88 1.50 Min 942 942 HHDQ11-SDS "8505 0.11 B-1 R Op 1 27.63 1.50 Min 1824 1824 HHDQ11-SDS "8505 0.21 B-1 R End 31.88 1.50 Min 2128 2128 HHDQ11-SDS ^8505 0.25 Line C C-1 R Op 1 8.13 3.50 Min 4689 4689 HHDQ14-SDS "9370 0.50 C-1 L Op 2 13.38 3.50 Min 4689 4689 HHDQ14-SDS "9370 0.50 Line E E-1 R Op 1 27.63 15.50 Min 1850 1850 HHDQ11-SDS "8505 0.22 E-1 R End 31.88 15.50 Min 1850 1850 HHDQ11-SDS "8505 0.22 Line F V Elem 25.63 18.50 Min 1028 1028 Refer to upper level V Elem 31.88 18.50 Min 1028 1028 Refer to upper level Line G G-1 L End 0.12 23.00 Min 1526 1526 HHDQ11-SDS 1 ^8505 0.18 V Elem 6.13 23.00 Min 102 102 Refer to upper level V Elem 14.38 23.00 Min 102 102 Refer to upper level G-1 R End 19.38 23.00 Min 1526 1526 HHDQ11-SDS 1 "8505 I 0.18 Level 2 Tensile ASD Line- Locat on [ft] Load Holddown Force [lbs] Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [lbs] Resp. Line 1 V Elem 0.00 2.13 2 272 272 Refer to upper level 1-1 R Op 1 0.00 10.63 Min 641 641 HDU5-SDS2. 4065 0.16 1-1 R End 0.00 22.88 Min 913 913 HDU5-SDS2. 4065 0.22 Line 2 2-1 R Op 1 12.00 11.13 Min 1359 1359 HDU8-SDS2. 4870 0.28 2-1 R End 12.00 22.88 Min 1359 1359 HDU8-SDS2. 4870 0.28 Line 3 3-2 L End 19.50 15.63 Min 936 936 HDU8-SDS2. 4870 0.19 3-2 R End 19.50 22.88 Min 936 936 HDU8-SDS2. 4870 0.19 Line 4 V Elem 32.00 0.12 2 508 508 Refer to upper level 4-1 L End 32.00 1.63 Min 808 808 HDU8-SDS2. 4870 0.17 4-1 L Op 1 32.00 5.38 Min 808 808 HDU8-SDS2. 4870 0.17 4-1 R Op 1 32.00 11.13 Min 1725 1725 HDU8-SDS2. 4870 0.35 4-1 R End 32.00 15.38 Min 1725 1725 HDU8-SDS2. 4870 0.35 V Elem 32.00 18.38 2 508 508 Refer to upper level Line A V Elem 19.12 0.00 Min 71 71 Refer to upper level V Elem 23.88 0.00 Min 71 71 Refer to upper level Line B I 1 V Elem 0.12 2.00 Min 555 555 Refer to upper level V Elem 4.38 2.00 Min 555 555 Refer to upper level V Elem 7.63 2.00 Min 771 771 Refer to upper level ✓ Elem 11.88 2.00 Min B-1 L End 19.12 1.50 Min B-1 L Op 1 23.38 1.50 Min B-1 R Op 1 27.13 1.50 Min B-1 R End 31.88 1.50 Min Line C C-1 R Op 1 8.13 3.50 Min C-1 L Op 2 13.38 3.50 Min Line F ✓ Elem 25.63 18.50 Min ✓ Elem 31.88 18.50 Min Line G G-1 L End 0.12 23.00 Min ✓ Elem 6.13 23.00 Min ✓ Elem 14.38 23.00 Min G-1 R End 19.38 23.00 Min Level 3 Line- Locat on [ft] Load Wall Posit'n X Y Case Line 1 1-1 L End 0.00 2.13 2 1-1 R End 0.00 22.88 2 Line 4 4-1 L End 32.00 0.12 2 4-1 R End 32.00 18.38 2 Line A A-1 L End 19.12 0.00 Min A-1 L Op 1 23.88 0.00 Min Line B B-1 L End 0.12 2.00 Min B-1 L Op 1 4.38 2.00 Min B-1 R Op 1 7.63 2.00 Min B-1 R End 11.88 2.00 Min Line F F-1 R Op 1 25.63 18.50 Min F-1 R End 31.88 18.50 Min Line G G-1 R Op 1 6.13 23.00 Min G-1 L Op 2 14.38 23.00 Min 771 511 511 1072 1072 1701 1701 1028 1028 644 102 102 644 771 511 511 1072 1072 1701 1701 1028 1028 644 102 102 644 Tensile ASD Holddown Force [lbs] Shear Dead Uplift Cmb'd 272 272 508 508 71 71 555 555 771 771 1028 1028 102 102 272 272 508 508 71 71 555 555 771 771 1028 1028 102 102 Refer to upper level HDU8-SDS2. HDU8-SDS2. HDU8-SDS2. HDU8-SDS2. HDU8-SDS2. HDU8-SDS2. 4870 4870 4870 4870 4870 4870 0.10 0.1'0 0.22 0.22 0.35 0.35 Refer to upper level Refer to upper level HDU5-SDS2. 4065 0.16 Refer to upper level Refer to upper level HDU5-SDS2. 1 4065 I 0.16 Hold-down HDU5-SDS2. HDU5-SDS2. HDU8-SDS2. HDU8-SDS2. HDU8-SDS2. HDU8-SDS2. HDU8-SDS2. HDU8-SDS2. HDU8-SDS2. HDU8-SDS2. HDU8-SDS2. HDU8-SDS2. HDUB-SDS2. HDU8-SDS2. Cap [lbs] 4065 4065 4870 4870 4870 4870 4870 4870 4870 4870 4870 4870 4870 4870 Crit Resp. 0.07 0.07 0.10 0.10 0.01 0.01 0.11 0.11 0.16 0.16 0.21 0.21 0.02 0.02 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 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: ^WARNING - This hold-down does not have design capacities for the thickness of end studs selected, so additional jack studs or blocking required 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 I I Drag Strut Line- Position on Wall Location [ft] Load Force [lbs] Wall or Opening X Y Case ---> <--- Line 2 2-1 Right Opening 1 12.00 11.00 1 1103 1103 Line 3 3-2 Left Wall End. 19.50 15.50 1 1252 1252 Line 4 4-1 Left Opening 1 32.00 6.00 1 425 523 4-1 Right Opening 1 32.00 11.00 1 237 140 Line B B-1 Left Opening 1 24.00 1.50 1 229 140 B-1 Right Opening 1 27.50 1.50 1 51 140 Line C C-1 Right Opening 1 8.00 3.50 1 436 436 C-1 Left Opening 2 13.50 3.50 1 1008 1008 Line E E-1 Right Opening 1 27.50 15.50 1 751 751 Level 2 Drag Strut Line- Position on Wall Locat on [ft] Load Force [lbs] Wall or Opening X Y Case ---> <--- Line 1 1-1 Right Opening 1 0.00 10.50 1 352 352 Line 2 2-1 Right Opening 1 12.00 11.00 1 767 767 Line 3 3-2 Left Wall End 19.50 15.50 1 552 552 Line 4 4-1 Left Opening 1 32.00 5.50 1 9 9 4-1 Right Opening 1 32.00 11.00 1 500 500 Line B B-1 Left Opening 1 23.50 1.50 1 43 43 B -i Right Opening 1 27.00 1.50 1 287 287 Line C C-1 Right Opening 1 8.00 3.50 1 279 279 C-1 Left Opening 2 13.50 3.50 1 645 645 Level 3 Drag Strut Line- Position on Wall Location [ft] Load Force [lbs] Wall or Opening X Y Case ---> <--- Line A A-1 Left Opening 1 24.00 0.00 1 26 26 Line B B-1 Left Opening 1 4.50 2.00 1 31 31 B-1 Right Opening 1 7.50 2.00 1 146 146 Line F F-1 Right Opening 1 25.50 18.50 1 640 640 Line G G-1 Right Opening 1 6.00 23.00 1 32 32 G-1 Left Opening 2 14.50 23.00 1 27 27 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 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 2 S ->N Ext 59.9 19.50 9.00 16.5 .001 21.7 165 .022 .025 0.12 0.14 S ->N Int 18.0 6.5 102 .030 .025 N ->S Ext 59.9 19.50 9.00 16.5 .001 21.7 165 .022 .025 0.13 0.16 N ->S Int 18.0 6.5 102 .030 .025 Line 2 2-1,1 5 Both Both 0.0 4.50 9.00 16.5 .000 21.7 165 .022 .000 0.00 0.00 2-1,2 Both Both 239.1 12.00 9.00 16.5 .006 21.7 165 .022 .050 0.22 0.27 Line 3 3-2 2 Both Ext 178.9 7.50 9.00 16.5 .009 21.7 165 .022 .074 0.37 0.45 Both Int 53.7 6.5 102 .030 .074 Line 4 4-1,1 4 S ->N Ext 184.0 4.50 9.00 16.5 .015 27.9 159 .020 .059 0.56 0.64 S ->N Int 43.0 6.5 102 .030 .059 N ->S Ext 201.6 4.50 9.00 16.5 .016 27.9 159 .020 .065 0.54 0.62 N ->S Int 47.1 6.5 102 .030 .065 4-1,2 S ->N Ext 150.2 4.50 9.00 16.5 .012 27.9 159 .020 .048 0.58 0.64 S ->N Int 35.1 6.5 102 .030 .048 N ->S Ext 132.6 4.50 9.00 16.5 .011 27.9 159 .020 .043 0.57 0.62 N ->S Int 31.0 6.5 102 .030 .043 Line B B-1,1 2 W ->E Ext 100.5 4.50 9.00 16.5 .009 21.7 165 .022 .042 0.51 0.56 W ->E Int 30.2 6.5 102 .030 .042 E ->W Ext 85.3 4.50 9.00 16.5 .007 21.7 165 .022 .035 0.53 0.58 E ->W Int 25.6 6.5 102 .030 .035 B-1,2 W ->E Ext 70.0 4.50 9.00 16.5 .006 21.7 165 .022 .029 0.53 0.56 W ->E Int 21.0 6.5 102 .030 .029 E ->W Ext 85.3 4.50 9.00 16.5 .007 21.7 165 .022 .035 0.53 0.58 E ->W Int 25.6 6.5 102 .030 .035 Line C C-1,2 3 Both Both 317.0 5.50 9.00 16.5 .017 27.9 159 .020 .051 0.47 0.54 Line E E-1,2 4 Both Ext 157.4 4.50 9.00 16.5 .013 27.9 159 .020 .051 0.53 0.59 Both Int 36.8 6.5 102 .030 .051 Line G G-1 2 Both Ext 74.4 19.50 9.00 16.5 .001 21.7 165 .022 .031 0.12 0.15 Both Int 22.3 6.5 102 .030 .031 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 1-1,2 1 S ->N Ext 55.0 12.50 8.00 16.5 .001 15.2 169 .024 .029 0.13 0.16 S ->N Int 23.6 6.5 102 .030 .029 N ->S Ext 55.0 12.50 8.00 16.5 .001 15.2 169 .024 .029 0.14 0.17 N ->S Int 23.6 6.5 102 .030 .029 Line 2 2-1,1 5 Both Both 0.0 4.50 8.00 16.5 .000 21.7 165 .022 .000 0.00 0.00 2-1,2 Both Both 166.3 12.00 8.00 16.5 .003 21.7 165 .022 .031 0.14 0.17 Line 3 3-2 1 S ->N Ext 79.1 7.50 8.00 16.5 .003 15.2 169 .024 .042 0.23 0.27 S ->N Int 33.9 6.5 102 .030 .042 N ->S Ext 79.1 7.50 8.00 16.5 .003 15.2 169 .024 .042 0.21 0.25 N ->S Int 33.9 6.5 102 .030 .042 Line 4 4-1,1 2 Both Ext 72.8 4.00 8.00 16.5 .005 21.7 165 .022 .027 0.42 0.45 Both Int 21.8 6.5 102 .030 .027 4-1,2 Both Ext 156.6 4.50 8.00 16.5 .009 21.7 165 .022 .058 0.38 0.45 Both Int 47.0 6.5 102 .030 .058 Line B B-1,1 1 Both Ext 42.3 4.50 8.00 16.5 .003 15.2 169 .024 .022 0.35 0.37 Both Int 18.1 6.5 102 .030 .022 B-1,2 Both Ext 89.1 5.00 8.00 16.5 .005 15.2 169 .024 .047 0.32 0.37 Both Int 38.2 6.5 102 .030 .047 Line C C-1,2 4 W ->E Ext 164.5 5.50 8.00 16.5 .008 27.9 159 .020 .047 0.31 0.36 W ->E Int 38.4 6.5 102 .030 .047 E ->W Ext 164.5 5.50 8.00 16.5 .008 27.9 159 .020 .047 0.36 0.42 E ->W Int 38.4 6.5 102 .030 .047 Line G G-1 1 Both Ext 55.6 19.50 8.00 16.5 .001 15.2 169 .024 .029 0.09 0.12 Both Int 23.9 6.5 102 .030 .029 Wall, W Bending Ga Nail slip Shear Hold Total segment Level 3 Line 1 1-1 Line 2 2-2,1 2-2,2 Line 4 4-1 Line A A-1,1 A-1,2 Line B B-1,1 B-1,2 Line F F-1,1 F-1,2 Line G G-1,1 G-1,2 Gp 1 6 1 1 2 1 1 Dir Srf v b h A Defl kips/ Vn en Defl Defl Defl plf ft ft sq.in in in lbs in in in in Both Ext 16.2 21.00 8.00 16.5 .000 15.2 169 .024 .009 0.07 0.08 Both Int 6.9 6.5 102 .030 .009 Both Both 0.0 6.50 8.00 16.5 .000 36.3 117 .008 .000 0.00 0.00 Both Both 0.0 11.50 8.00 16.5 .000 36.3 117 .008 .000 0.00 0.00 Both Ext 29.6 18.50 8.00 16.5 .000 15.2 169 .024 .016 0.08 0.10 Both Int 12.7 6.5 102 .030 .016 Both Ext 5.9 5.00 8.00 16.5 .000 15.2 169 .024 .003 0.28 0.29 Both Int 2.5 6.5 102 .030 .003 Both Ext 0.0 4.50 8.00 16.5 .000 15.2 169 .024 .000 0.00 0.00 Both Int 0.0 6.5 102 .030 .000 Both Ext 50.4 4.50 8.00 16.5 .003 21.7 165 .022 .019 0.35 0.37 Both Int 15.1 6.5 102 .030 .019 Both Ext 70.0 4.50 8.00 16.5 .004 21.7 165 .022 .026 0.34 0.37 Both Int 21.0 6.5 102 .030 .026 Both Ext 0.0 4.50 8.00 16.5 .000 15.2 169 .024 .000 0.00 0.00 Both Int 0.0 6.5 102 .030 .000 Both Ext 86.5 6.50 8.00 16.5 .004 15.2 169 .024 .046 0.24 0.29 Both Int 37.1 6.5 102 .030 .046 Both Ext 0.0 4.50 8.00 16.5 .000 15.2 169 .024 .000 0.00 0.00 Both Int 0.0 6.5 102 .030 .000 Both Ext 8.7 8.50 8.00 16.5 .000 15.2 169 .024 .005 0.17 0.17 Both Int 3.7 6.5 102 .030 .005 Legend: Wall, segment - Wa / 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 deft = 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 I Dis. Add da in in Slippage Pf lbs da in Shrink da in Crush+ Extra in Total da in Hold Defl in 1-1 S ->N HDU5-SDS 710 .020 .001 0.021 - - .193 0.04 0.25 0.12 N ->S HDU5-SDS 1623 .046 .003 0.048 - - .193 0.04 0.28 0.13 Line 2 2-1,1 Both HHDQ11-S 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 2-1,2 Both HHDQ11-S 3556 .055 .002 0.057 - - .193 0.04 0.29 0.22 Line 3 3-2 Both HDU8-SDS 3101 .070 .002 0.073 - - .193 0.04 0.31 0.37 Line 4 4-1,1 S ->N HHDQ11-S 2972 .046 .002 0.048 - - .193 0.04 0.28 0.56 N ->S HHDQ11-S 2369 .036 .001 0.038 - - .193 0.04 0.27 0.54 4-1,2 S ->N HHDQ11-S 3489 .054 .002 0.056 - - .193 0.04 0.29 0.58 N ->S HHDQ11-S 3284 .051 .002 0.053 - - .193 0.04 0.29 0.57 Line B B-1,1 W ->E HHDQ11-S 1245 .019 .001 0.020 - - .193 0.04 0.25 0.51 E ->W HHDQ11-S 2128 .033 .001 0.034 - - .193 0.04 0.27 0.53 B-1,2 W ->E HHDQ11-S 1939 .030 .001 0.031 - - .193 0.04 0.26 0.53 E ->W HHDQ11-S 2128 .033 .001 0.034 - - .193 0.04 0.27 0.53 Line C C-1,2 Both HHDQ14-S 4689 .054 .003 0.056 - - .193 0.04 0.29 0.47 Line E E-1,2 Both HHDQ11-S 1850 .028 .001 0.030 - - .193 0.04 0.26 0.53 Line G G-1 Both HHDQ11-S 1526 .023 .001 0.024 - - .193 0.04 0.26 0.12 Wall, segment Dir Hold- down Uplift force Elong Manuf I 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 1-1,2 S ->N HDU5-SDS 641 .036 .000 0.036 - - .133 0.04 0.21 0.13 N ->S HDU5-SDS 913 .052 .000 0.052 - - .133 0.04 0.22 0.14 Line 2 2-1,1 Both HDU8-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 2-1,2 Both HDU8-SDS 1359 .031 .001 0.031 - - .133 0.04 0.20 0.14 Line 3 3-2 S ->N HDU8-SDS 936 .042 .000 0.042 - - .133 0.04 0.22 0.23 N ->S HDU8-SDS 936 .021 .000 0.022 - - .133 0.04 0.19 0.21 Line 4 4-1,1 Both HDU8-SDS 837 .036 .000 0.037 - - .133 0.04 0.21 0.42 4-1,2 Both HDU8-SDS 1699 .039 .001 0.040 - - .133 0.04 0.21 0.38 Line B B-1,1 Both HDU8-SDS 524 .023 .000 0.023 - - .133 0.04 0.20 0.35 B-1,2 Both HDU8-SDS 1060 .024 .000 0.025 - - .133 0.04 0.20 0.32 Line C C-1,2 W ->E HDU8-SDS 1701 .038 .001 0.039 - - .133 0.04 0.21 0.31 E ->W HDU8-SDS 1701 .077 .000 0.077 - - .133 0.04 0.25 0.36 Line G G-1 Both HDU5-SDS 644 .036 .000 0.037 - - .133 0.04 0.21 0.09 Wall, segment Dir Hold- down Uplift force Elong Manuf / Dis. Add da Slippage Pf da Shrink da Crush+ Extra Total da Hold Defl lbs in in in lbs in in in in in Level 3 Line 1 1-1 Both HDU5-SDS 272 .015 .000 0.015 - - .133 0.04 0.19 0.07 Line2 2-2,1 Both HDU8-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 2-2,2 Both HDU8-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 Line 4 4-1 S ->N HDU8-SDS 508 .023 .000 0.023 - - .133 0.04 0.20 0.08 N ->S HDU8-SDS 508 .011 .000 0.012 - - .133 0.04 0.18 0.08 Line A A-1,1 Both HDU8-SDS 71 .003 .000 0.003 - - .133 0.04 0.18 0.28 A-1,2 Both HDU8-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 Line B B-1,1 Both HDU8-SDS 555 .025 .000 0.025 - - .133 0.04 0.20 0.35 B-1,2 Both HDU8-SDS 771 .017 .000 0.018 - - .133 0.04 0.19 0.34 Line F F-1,1 Both HDU8-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 F-1,2 Both HDU8-SDS 1028 .023 .000 0.024 - - .133 0.04 0.20 0.24 Line G G-1,1 Both HDU8-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 G-1,2 I E->W HDU8-SDS 102 1.002 I .000 I 0.002 102 .005 .000 0.005 .133 10.04 I 0.18 I 0.17 .133 0.04 0.18 0.17 Legend: Wall, segment — Wall and segment between openings, e.g. 8-3, 2 = second segment on Wall 3 on Shearline B Dir - Force direction Uplift force (P) —Accumulated ASD hold-down tension force from overturning, dead and wind uplift. For perforated walls, T from SDPWS 4.3-8 is used for overtuming 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 • WARNING - At least some hold-downs do not have displacement values for the thickness of end studs selected, so additional jack studs or blocking required. Out -of -plane Wind Design COMPONENTS AND CLADDING by SHEARLINE North-South Shearlines Line Lev Grp 1 2 3 4 1 2 3 3 1 2 3 1 2 3 2 1 1 7 2 1 1 4 2 1 East-West Shearlines Line Lev Grp A 3 1 B 1 2 2 1 3 2 C 1 3 2 4 3 1 E 1 4 2 2 F 3 1 G 1 2 2 1 3 1 Sheathing [psf] Force Cap Force/ Cap 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 10.8 190.6 190.6 190.6 190.6 190.6 190.6 0.0 190.6 190.6 190.6 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 Sheathing [psf] Force Cap Force/ Cap Fastener Withdrawal [lbs] Service Cond Force Cap Force/Cap Factors End Int End Int Temp Moist 14.3 14.3 14.3 14.3 14.3 14.3 0.0 14.3 14.3 14.3 12.8 72.3 0.20 0.18 1.00 1.00 12.8 72.3 0.20 0.18 1.00 1.00 12.8 72.3 0.20 0.18 1.00 1.00 12.8 72.3 0.20 0.18 1.00 1.00 12.8 72.3 0.20 0.18 1.00 1.00 12.8 72.3 0.20 0.18 1.00 1.00 0.0 0.0 0.20 0.18 1.00 1.00 12.8 72.3 0.20 0.18 1.00 1.00 12.8 72.3 0.20 0.18 1.00 1.00 12.8 72.3 0.20 0.18 1.00 1.00 Fastener Withdrawal [lbs] Service Cond Force Cap Force/Cap Factors End . Int End Int Temp Moist 10.8 190.6 0.06 14.3 10.8 190.6 0.06 14.3 10.8 190.6 0.06 14.3 10.8 190.6 0.06 14.3 10.8 190.6 0.06 14.3 10.8 190.6 0.06 14.3 10.8 190.6 0.06 14.3 10.8 190.6 0.06 14.3 10.8 190.6 0.06 14.3 10.8 190.6 0.06 14.3 10.8 190.6 0.06 14.3 10.8 190.6 0.06 14.3 10.8 190.6 0.06 14.3 12.8 72.3 0.20 0.18 1.00 1.00 12.8 72.3 0.20 0.18 1.00 1.00 12.8 72.3 0.20 0.18 1.00 1.00 12.8 72.3 0.20 0.18 1.00 1.00 12.8 72.3 0.20 0.18 1.00 1.00 12.8 72.3 0.20 0.18 1.00 1.00 12.8 72.3 0.20 0.18 1.00 1.00 12.8 72.3 0.20 0.18 1.00 1.00 12.8 72.3 0.20 0.18 1.00 1.00 12.8 72.3 0.20 0.18 1.00 1.00 12.8 72.3 0.20 0.18 1.00 1.00 12.8 72.3 0.20 0.18 1.00 1.00 12.8 72.3 0.20 0.18 1.00 1.00 Legend: Grp - Wall Design Group ( results tar 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 [lbs] Area [sq.ft] Story Shear E -W [lbs] N -S Diaphragm Force E -W Fpx [lbs] N -S 3 19957 634.8 8680 8680 4790 4790 2 19380 550.0 5901 5901 4651 4651 1 19910 555.3 3193 3193 4778 4778 All 59247 - 17774 17774 - - 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 3 W Gp For Dir ASD v Shear Force vmax [pit] V fibs] Asp -Cub Int Ext Int Allowable Ext Shear Co C [plt] Cmb V [lbs] Resp. Ratio Lnl, Lev3 1 Both 68.3 - 1434 1.0 1.0 125 242 - S 250 5250 0.27 Level 2 Lnl, Lev2 - Both - - 2357 - - - - - - 3125 - Wall 1-1 1 Both - - 2357 1.0 1.0 125 242 - S - 3125 - Seg. 1 - Both 0.0 - 0 1.0 1.0 125 242 - 250 - - Seg. 2 - Both 188.6 - 2357 1.0 1.0 125 242 - 250 3125 0.75 Level 1 Lnl, Levl 2 Both 146.4 - 2855 1.0 1.0 125 353 - S 353 6891 0.41 Line 2 Level 3 Ln2, Lev3 - Both - - 2652 - - - - - - 9040 - Wall 2-2 6^ Both 0.0 - 0 1.0 1.0 251 251 - A 502 9040 0.00 Level 2 Ln2, Lev2 - Both - - 4109 -- - - - - 11662 - Wall 2-1 5 Both - - 4109 1.0 1.0 353 353 - A - 11662 - Seg. 1 - Both 0.0 - 0 1.0 1.0 353 353 - 707 3181 0.00 Seg. 2 - Both 342.4 - 4109 1.0 1.0 353 353 - 707 8482 0.48 Level 1 Ln2, Levl - Both - - 4895 -- - - - - 11662 - Wall 2-1 5^ Both - - 4895 1.0 1.0 353 353 - A - 11662 - Seg. 1 - Both 0.0 - 0 1.0 1.0 353 353 - 707 3181 0.00 Seg. 2 - Both 407.9 - 4895 1.0 1.0 353 353 - 707 8482 0.58 Line 3 Level 2 Ln3, Lev2 - Both - - 994 - - - - - - 1875 - Wall 3-2 1 Both 132.5 - 994 1.0 1.0 125 242 - S 250 1875 0.53 Level 1 Ln3, Levl - Both - - 1548 - - - - - - 2651 - Wall 3-2 2 Both 206.3 - 1548 1.0 1.0 125 353 - S 353 2651 0.58 Line 4 Level 3 Ln4, Lev3 1 Both 107.6 - 1991 1.0 1.0 125 242 - S 250 4625 0.43 Level 2 Ln4, Lev2 - Both - - 2746 - - - - - - 3004 - Wall 4-1 2 Both - - 2746 1.0 1.0 125 353 - S - 3004 - Seg. 1 - Both 223.7 - 895 1.0 1.0 125 353 - 353 1414 0.63 Seg. 2 - Both 411.5 - 1852 1.0 1.0 125 353 - 353 1590 1.16* Level 1 Ln4, Levl - Both - - 3144 - - - - - - 4101 - Wall 4-1 4 Both - - 3144 1.0 1.0 125 456 - S - 4101 - Seg. 1 - S ->N 385.1 - 1733 1.0 1.0 125 456 - 456 2051 0.85 - N ->S 431.1 - 1940 1.0 1.0 125 456 - 456 2051 0.95 Seg. 2 - S ->N 313.6 - 1411 1.0 1.0 125 456 - 456 2051 0.69 - N ->S 267.6 - 1204 1.0 1.0 125 456 - 456 2051 0.59 E -W W For ASD Shear Force [plf] Asp Cub Allowable Shear [plf] Resp. Shearlines Gp Dir v vmax V fibs] Int Ext Int Ext Co C Cmb V fibs] Ratio Line A Level 3 LnA, Lev3 - Both - - 496 - - - - - - 2375 - Wall A-1 1 Both - - 496 1.0 1.0 125 242 - S - 2375 - Seg. 1 - Both 53.5 - 267 1.0 1.0 125 242 - 250 1250 0.21 Seg. 2 - Both 50.7 - 228 1.0 1.0 125 242 - 250 1125 0.20 Line B LnB, Lev3 - Both - - 2242 - - - - - - 3181 - Wall B-1 2 Both - - 2242 1.0 1.0 125 353 - S - 3181 - Seg. 1 - Both 200.9 - 904 1.0 1.0 125 01 1 3 008 .151 Seg. 2 - Both 297.4 - 1338 1.0 1.0 125 353 - 353 1590 0.84 Level 2 LnB, Lev2 - Both - - 3162 - - - - - - 2375 - Wall B-1 1^ Both - - 3162 1.0 1.0 125 242 - S - 2375 - Seg. 1 - Both 246.9 - 1111 1.0 1.0 125 242 - 250 1125 0.99 Seg. 2 - Both 410.2 - 2051 1.0 1.0 125 242 - 250 1250 1.64* Level 1 LnB, Levl - Both - - 3323 - - - - - - 3181 - Wall B-1 2 Both - - 3323 1.0 1.0 125 353 - S - 3181 - Seg. .1 - W ->E 445.1 - 2003 1.0 1.0 125 353 - 353 1590 1.26* - E ->W 369.3 - 1662 1.0 1.0 125 353 - 353 1590 1.04* Seg. 2 - W ->E 293.5 - 1321 1.0 1.0 125 353 - 353 1590 0.83 - E ->W 369.3 - 1662 1.0 1.0 125 353 - 353 1590 1.04* Line C Level 2 LnC, Lev2 - Both - - 2478 - - - - - - 2506 - Wall C-1 4^ Both Seg. 1 - Both 'Seg. 2 - Both Seg. 3 - Both Level 1 LnC, Levl - Both Wall C-1 3^ Both Seg. 1 - Both Seg. 2 - Both Seg. 3 - Both Line E LnE, Levl - Both Wall E-1 4 Both Seg. 1 - Both Seg. 2 - Both Line F Level 3 LnF, Lev3 - Both Wall F-1 1 Both Seg. 1 - Both Seg. 2 - Both Line G LnG, Lev3 - Both Wall G-1 1 Both Seg. 1 - Both Seg. 2 - Both Seg. 3 - Both Level 2 LnG, Lev2 1 Both Level 1 LnG, Levl 2 Both 0.0 450.6 0.0 0.0 587.0 0.0 0.0 197.6 112.8 304.7 0.0 100.0 0.0 234.2 256.5 2478 1.0 1.0 125 456 0 1.0 1.0 125 456 2478 1.0 1.0 125 456 0 1.0 1.0 125 456 3228 - - - 3228 1.0 1.0 456 456 0 1.0 1.0 456 456 3228 1.0 1.0 456 456 0 1.0 1.0 456 456 889 - - - - 889 1.0 1.0 125 456 0 1.0 1.0 125 456 889 1.0 1.0 125 456 2488 - - - 2488 1.0 1.0 125 242 508 1.0 1.0 125 242 1981 1.0 1.0 125 242 850 - - - - 850 1.0 1.0 125 242 0 1.0 1.0 125 242 850 1.0 1.0 125 242 0 1.0 1.0 125 242 4567 1.0 1.0 125 242 5001 1.0 1.0 125 353 S A S S S 456 456 456 911 911 911 456 456 250 250 250 250 250 250 353 2506 2506 5013 5013 5013 2051 2051 2051 2750 2750 1125 1625 3250 3250 1125 2125 4875 6891 0.9- 9 0.64 0.43 0.4- 5 1.22* 0.0- 0 0.40 0.94 0.73 Legend: W Gp - Wall design group defined 'n Sheathing and Framing Materials tables, where it shows associated Standard Wa . "^" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of seismic force along sheariine. 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 sheariine: 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 critenor 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 (flexible seismic design) Level 1 Line- Wall Line 1 Posit'n I Location X [ft] Y Shear Tensile Holddown Dead ASD Force [lbs] Ev Cmb'd Hold-down Cap [lbs] Crit Resp. V Elem 0.00 2.13 803 803 Refer to upper level 1-1 L End 0.00 3.63 1335 1335 HDUS-SDS2. 4065 0.33 V Elem 0.00 10.63 1540 1540 Refer to upper level 1-1 R End 0.00 22.88 3677 3677 HDU5-SDS2. 4065 0.90 Line 2 2-1 R Op 1 12.00 11.13 6547 6547 HHDQ11-SDS "8505 0.77 2-1 R End 12.00 22.88 6547 6547 HHDQ11-SDS "8505 0.77 Line 3 3-2 L End 19.50 15.63 3018 3018 HDU8-SDS2. 4870 0.62 3-2 R End 19.50 22.88 3018 3018 HDU8-SDS2. 4870 0.62 Line 4 V Elem 32.00 0.12 1292 1292 Refer to upper level 4-1 L End 32.00 1.63 5578 5578 HHDQ11-SDS "8505 0.66 V Elem 32.00 5.38 1909 1909 Refer to upper level 4-1 L Op 1 32.00 5.88 4108 4108 HHDQ11-SDS ^8505 0.48 4-1 R Op 1 32.00 11.13 6474 6474 HHDQ11-SDS "8505 0.76 4-1 R End 32.00 15.38 6036 6036 HHDQ11-SDS "8505 0.71 V Elem 32.00 18.38 1292 1292 Refer to upper level Line A V Elem 19.12 0.00 450 450 Refer to upper level V Elem 23.88 0.00 450 450 Refer to upper level V Elem 27.63 0.00 429 429 Refer to upper level V Elem 31.88 0.00 429 429 Refer to upper level Line B V Elem 0.12 2.00 1702 1702 Refer to upper level V Elem 4.38 2.00 1702 1702 Refer to upper level V Elem 7.63 2.00 2519 2519 Refer to upper level V Elem 11.88 2.00 2519 2519 Refer to upper level V Elem 19.12 2.00 2091 2091 Refer to upper level B-1 L End 19.63 1.50 4241 4241 HHDQ11-SDS I "8505 1 0.50 V Elem 23.38 2.00 2091 2091 Refer to upper level B-1 L Op 1 23.88 1.50 3149 3149 HHDQ11-SDS "8505 0.37 B-1 R Op 1 27.63 1.50 5880 5880 HHDQ11-SDS "8505 0.69 B-1 R End 31.88 1.50 6973 6973 HHDQ11-SDS "8505 0.82 Line C C-1 R Op 1 8.13 3.50 9311 9311 HHDQ14-SDS "9370 0.99 C-1 L Op 2 13.38 3.50 9311 9311 HHDQ14-SDS "9370 0.99 Line E E-1 R Op 1 27.63 15.50 1883 1883 HHDQ11-SDS ^8505 0.22 E-1 R End 31.88 15.50 1883 1883 HHDQ11-SDS ^8505 0.22 Line F V Elem 19.63 18.50 956 956 Refer to upper level V Elem 23.88 18.50 956 956 Refer to upper level V Elem 25.63 18.50 2535 2535 Refer to upper level V Elem 31.88 18.50 2535 2535 Refer to upper level Line G G-1 L End 0.12 23.00 4236 4236 HHDQ11-SDS 1 ^8505 1 0.50 V Elem 6.13 23.00 824 824 Refer to upper level V Elem 14.38 23.00 824 824 Refer to upper level G-1 R End 19.38 23.00 4236 4236 HHDQ11-SDS "8505 0.50 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 V Elem 0.00 2.13 803 803 Refer to upper level 1-1 R Op 1 0.00 10.63 1540 1540 HDU5-SDS2. 4065 0.38 1-1 R End 0.00 22.88 2342 2342 HDU5-SDS2. 4065 0.58 Line 2 2-1 R Op 1 12.00 11.13 2798 2798 HDU8-SDS2. 4870 0.57 2-1 R End 12.00 22.88 2798 2798 HDU8-SDS2. 4870 0.57 Line 3 3-2 L End 19.50 15.63 1097 1097 HDU8-SDS2. 4870 0.23 3-2 R End 19.50 22.88 1097 1097 HDU8-SDS2. 4870 0.23 Line 4 V Elem 32.00 0.12 1292 1292 Refer to upper level 4-1 L End 32.00 1.63 1909 1909 HDU8-SDS2. 4870 0.39 4-1 L Op 1 32.00 5.38 1909 1909 HDU8-SDS2. 4870 0.39 4-1 R Op 1 32.00 11.13 3485 3485 HDU8-SDS2. 4870 0.72 4-1 R End 32.00 15.38 3485 3485 HDU8-SDS2. 4870 0.72 V Elem 32.00 18.38 1292 1292 Refer to upper level Line A V Elem 19.12 0.00 450 450 Refer to upper level V Elem 23.88 0.00 450 450 Refer to upper level ✓ Elem 27.63 0.00 429 ✓ Elem 31.88 0.00 429 Line B ✓ Elem 0.12 2.00 1702 ✓ Elem 4.38 2.00 1702 ✓ Elem 7.63 2.00 2519 ✓ Elem 11.88 2.00 2519 B-1 L End 19.12 1.50 2091 B-1 L Op 1 23.38 1.50 2091 B-1 R Op 1 27.13 1.50 3454 B-1 R End 31.88 1.50 3454 Line C C-1 R Op 1 8.13 3.50 3776 C-1 L Op 2 13.38 3.50 3776 Line F ✓ Elem 19.63 18.50 956 ✓ Elem 23.88 18.50 956 ✓ Elem 25.63 18.50 2535 ✓ Elem 31.88 18.50 2535 Line G G-1 L End 0.12 23.00 1898 ✓ Elem 6.13 23.00 824 ✓ Elem 14.38 23.00 824 G-1 R End 19.38 23.00 1898 Level 3 Line- Location [ft] Wall Posit'n X Y Shear Line 1 1-1 L End 0.00 2.13 803 1-1 R End 0.00 22.88 803 Line 4 4-1 L End 32.00 0.12 1292 4-1 R End 32.00 18.38 1292 Line A A-1 L End 19.12 0.00 450 A-1 L Op 1 23.88 0.00 450 A-1 R Op 1 27.63 0.00 429 A-1 R End 31.88 0.00 429 Line B B-1 L End 0.12 2.00 1702 B-1 L Op 1 4.38 2.00 1702 B-1 R Op 1 7.63 2.00 2519 B-1 R End 11.88 2.00 2519 Line F F-1 L End 19.63 18.50 956 F-1 L Op 1 23.88 18.50 956 F-1 R Op 1 25.63 18.50 2535 F-1 R End 31.88 18.50 2535 Line G G-1 R Op 1 6.13 23.00 824 G-1 L Op 2 14.38 23.00 824 Tensile ASD Holddown Force [lbs] Dead Ev 429 429 1702 1702 2519 2519 2091 2091 3454 3454 3776 3776 956 956 2535 2535 1898 824 824 1898 Cmb'd 803 803 1292 1292 450 450 429 429 1702 1702 2519 2519 956 956 2535 2535 824 824 Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level Refer to upper level HDU8-SDS2. 4870 HDU8-SDS2. 4870 HDU8-SDS2. 4870 HDU8-SDS2. 4870 HDU8-SDS2. HDU8-SDS2. 4870 4870 Refer to upper level Refer to upper level Refer to upper level Refer to upper level HDU5-SDS2. I 4065 Refer to upper level Refer to upper level HDU5-SDS2. 4065 Hold-down HDU5-SDS2. HDU5-SDS2. HDU8-SDS2. HDU8-SDS2. HDU8-SDS2. HDU8-SDS2. HDU8-SDS2. HDU8-SDS2. HDU8-SDS2. HDU8-SDS2. HDU8-SDS2. HDU8-SDS2. HDU8-SDS2. HDU8-SDS2. HDU8-SDS2. HDU8-SDS2. HDU8-SDS2. HDU8-SDS2. Cap [lbs] 4065 4065 4870 4870 4870 4870 4870 4870 4870 4870 4870 4870 4870 4870 4870 4870 4870 4870 0.43 0.43 0.71 0.71 0.78 0.78 0.47 0.47 Crit Resp. 0.20 0.20 0.27 0.27 0.09 0.09 0.09 0.09 0.35 0.35 0.52 0.52 0.20 0.20 0.52 0.52 0.17 0.17 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 - 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: ^WARNING - This hold-down does not have design capacities for the thickness of end studs selected, so additional jack studs or blocking required 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. DRAG STRUT FORCES (flexible seismic design) Level 1 I Drag Strut Line- Position on Wall Location [ft] Force [lbs] Wall or Opening X Y ---> <--- Line 2 2-1 Right Opening 1 12.00 11.00 1883 1883 Line 3 3-2 Left Wall End 19.50 15.50 1111 1111 Line 4 4-1 Left Opening 1 32.00 6.00 722 929 4-1 Right Opening 1 32.00 11.00 401 194 Line B B-1 Left Opening 1 24.00 1.50 806 465 B-1 Right Opening 1 27.50 1.50 124 465 Line C C-1 Right Opening 1 8.00 3.50 807 807 C-1 Left Opening 2 13.50 3.50 1866 1866 Line E E-1 Right Opening 1 27.50 15.50 764 764 Level 2 Drag Strut Line- Position on Wall Locat on [ft] Force [lbs] Wall or Opening X Y< --- Line 1 1-1 Right Opening 1 0.00 10.50 846 846 Line 2 2-1 Right Opening 1 12.00 11.00 1580 1580 Line 3 3-2 Left Wall End 19.50 15.50 647 647 Line 4 4-1 Left Opening 1 32.00 5.50 110 110 4-1 Right Opening 1 32.00 11.00 969 969 Line B B-1 Left Opening 1 23.50 1.50 16 16 B-1 Right Opening 1 27.00 1.50 835 835 Line C C-1 Right Opening 1 8.00 3.50 620 620 C-1 Left Opening 2 13.50 3.50 1433 1433 Level 3 Drag Strut Line- Position on Wall Locat on [ft] Force (lbs] Wall or Opening X Y ---> <--- Line A A-1 Left Opening 1 24.00 0.00 77 77 A-1 Right Opening 1 27.50 0.00 57 57 Line B B-1 Left Opening 1 4.50 2.00 63 63 B-1 Right Opening 1 7.50 2.00 497 497 Line F F-1 Left Wall End 19.50 18.50 1516 1516 F-1 Left Opening 1 24.00 18.50 1359 1359 F-1 Right Opening 1 25.50 18.50 1475 1475 Line G G-1 Right Opening 1 6.00 23.00 262 262 G-1 Left Opening 2 14.50 23.00 218 218 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 W Gp Dir Srf v b h Bending A Defl Ga kips/ Nail Vn slip en Shear Defl Hold Defl Total Defl plf ft ft sq.in in in lbs in in in in Level 1 Line 1 1-1 2 S->N Ext 160.9 19.50 9.00 16.5 .003 21.7 165 .022 .067 0.13 0.20 S->N Int 48.3 6.5 102 .030 .067 N->S Ext 160.9 19.50 9.00 16.5 .003 21.7 165 .022 .067 0.18 0.25 N->S Int 48.3 6.5 102 .030 .067 Line 2 2-1,1 5 Both Both 0.0 4.50 9.00 16.5 .000 21.7 165 .022 .000 0.00 0.00 2-1,2 Both Both 582.7 12.00 9.00 16.5 .014 21.7 165 .022 .121 0.28 0.41 Line 3 3-2 2 Both Ext 226.8 7.50 9.00 16.5 .012 21.7 165 .022 .094 0.40 0.51 Both Int 68.0 6.5 102 .030 .094 Line 4 4-1,1 4 S->N Ext 446.0 4.50 9.00 16.5 .036 27.9 159 .020 .144 0.70 0.88 S->N Int 104.2 6.5 102 .030 .144 N->S Ext 499.2 4.50 9.00 16.5 .040 27.9 159 .020 .161 0.64 0.84 N->S Int 116.6 6.5 102 .030 .161 4-1,2 S->N Ext 363.2 4.50 9.00 16.5 .029 27.9 159 .020 .117 0.73 0.88 S->N Int 84.8 6.5 102 .030 .117 N->S Ext 309.9 4.50 9.00 16.5 .025 27.9 159 .020 .100 0.72 0.84 N->S Int 72.4 6.5 102 .030 .100 Line B 5-1,1 2 W->E Ext 489.1 4.50 9.00 16.5 .042 21.7 165 .022 .203 0.64 0.89 W->E Int 146.7 6.5 102 .030 .203 E->W Ext 405.8 4.50 9.00 16.5 .035 21.7 165 .022 .168 0.75 0.96 E->W Int 121.7 6.5 102 .030 .168 13-1,2 W->E Ext 322.5 4.50 9.00 16.5 .027 21.7 165 .022 .134 0.72 0.89 W->E Int 96.7 6.5 102 .030 .134 E->W Ext 405.8 4.50 9.00 16.5 .035 21.7 165 .022 .168 0.75 0.96 E->W Int 121.7 6.5 102 .030 .168 Line C C-1,2 3 Both Both 838.5 5.50 9.00 16.5 .045 27.9 159 .020 .135 0.63 0.81 Line E E-1,2 4 Both Ext 228.8 4.50 9.00 16.5 .018 27.9 159 .020 .074 0.54 0.64 Both Int 53.4 6.5 102 .030 .074 Line G G-1 2 Both Ext 281.8 19.50 9.00 16.5 .006 21.7 165 .022 .117 0.15 0.27 Both Int 84.5 6.5 102 .030 .117 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 1-1,2 1 S->N Ext 188.6 12.50 8.00 16.5 .004 15.2 169 .024 .099 0.19 0.29 S->N Int 80.9 6.5 102 .030 .099 N->S Ext 188.6 12.50 8.00 16.5 .004 15.2 169 .024 .099 0.23 0.33 N->S Int 80.9 6.5 102 .030 .099 Line 2 2-1,1 5 Both Both 0.0 4.50 8.00 16.5 .000 21.7 165 .022 .000 0.00 0.00 2-1,2 Both Both 489.2 12.00 8.00 16.5 .008 21.7 165 .022 .090 0.18 0.28 Line 3 3-2 1 S->N Ext 132.5 7.50 8.00 16.5 .005 15.2 169 .024 .070 0.26 0.34 S->N Int 56.8 6.5 102 .030 .070 N->S Ext 132.5 7.50 8.00 16.5 .005 15.2 169 .024 .070 0.22 0.30 N->S Int 56.8 6.5 102 .030 .070 Line 4 4-1,1 2 Both Ext 245.8 4.00 8.00 16.5 .017 21.7 165 .022 .091 0.60 0.71 Both Int 73.7 6.5 102 .030 .091 4-1,2 Both Ext 452.2 4.50 8.00 16.5 .027 21.7 165 .022 .167 0.52 0.71 Both Int 135.6 6.5 102 .030 .167 Line B 5-1,1 1 Both Ext 246.8 4.50 8.00 16.5 .016 15.2 169 .024 .130 0.55 0.70 Both Int 105.8 6.5 102 .030 .130 B-1,2 Both Ext 410.1 5.00 8.00 16.5 .024 15.2 169 .024 .216 0.46 0.70 Both Int 175.9 6.5 102 .030 .216 Line C C-1,2 4 W->E Ext 521.8 5.50 8.00 16.5 .024 27.9 159 .020 .150 0.44 0.61 W->E Int 121.9 6.5 102 .030 .150 E->W Ext 521.8 5.50 8.00 16.5 .024 27.9 159 .020 .150 0.62 0.79 E->W Int 121.9 6.5 102 .030 .150 Line G G-1 1 Both Ext 234.1 19.50 8.00 16.5 .004 15.2 169 .024 .123 0.13 0.26 Both Int 100.4 6.5 102 .030 .123 Wall, segment W Gp Dir Srf v b h Bending A Defl Ga kips/ Nail slip Vn en Shear Defl Hold Defl Total Defl Level 3 Line 1 1-1 Line 2 2-2,1 2-2,2 Line 4 4-1 Line A A-1,1 A-1,2 Line B B-1,1 B-1,2 Line F F-1,1 F-1,2 Line G G-1,1 G-1,2 1 6 1 1 2 1 1 Both Both Both Both S ->N S ->N N ->S N ->S Both Both Both Both Both Both Both Both Both Both Both Both Both Both W ->E W ->E E ->W E ->W Ext Int Both Both Ext Int Ext Int Ext Int Ext Int Ext Int Ext Int Ext Int Ext Int Ext Int Ext Int Ext Int plf 68.3 29.3 0.0 0.0 107.6 46.1 107.6 46.1 53.5 22.9 50.7 21.7 220.8 66.2 326.8 98.0 112.8 48.4 304.7 130.7 0.0 0.0 100.0 42.9 100.0 42.9 ft 21.00 6.50 11.50 18.50 18.50 5.00 4.50 4.50 4.50 4.50 6.50 4.50 8.50 8.50 ft 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 sq.in 16.5 16.5 16.5 16.5 16.5 16.5 16.5 16.5 16.5 16.5 16.5 16.5 16.5 16.5 in .001 .000 .000 .002 .002 .003 .003 .013 .020 .007 .014 .000 .003 .003 in 15.2 6.5 36.3 36.3 15.2 6.5 15.2 6.5 15.2 6.5 15.2 6.5 21.7 6.5 21.7 6.5 15.2 6.5 15.2 6.5 15.2 6.5 15.2 6.5 15.2 6.5 lbs 169 102 117 117 169 102 169 102 169 102 169 102 165 102 165 102 169 102 169 102 169 102 169 102 169 102 in .024 .030 .008 .008 .024 .030 .024 .030 .024 .030 .024 .030 .022 .030 .022 .030 .024 .030 .024 .030 .024 .030 .024 .030 .024 .030 in .036 .036 .000 .000 .057 .057 .057 .057 .028 .028 .027 .027 .081 .081 .120 .120 .059 .059 .161 .161 .000 .000 .053 .053 .053 .053 in 0.09 0.00 0.00 0.11 0.09 0.32 0.33 0.51 0.46 0.42 0.32 0.00 0.19 0.21 in 0.13 0.00 0.00 0.17 0.15 0.36 0.36 0.60 0.60 0.49 0.49 0.00 0.25 0.27 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 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 deft = Deflection from bending + shear + hold-down, as per SDPWS C4.3.2-1 HOLD-DOWN DISPLACEMENT (flexible seismic design) Wall, segment Dir Hold- down Uplift force Elong Manuf / Dis• Add da Slippage Pf da Shrink da Crush+ Extra Total da Hold Defl lbs in in in lbs in in in in in Level 1 Line 1 1-1 S->N HDU5-SDS 1907 .052 .003 0.055 - - .193 0.04 0.29 0.13 N->S HDU5-SDS 5253 .143 .008 0.151 - - .193 0.04 0.38 0.18 Line 2 2-1,1 Both HHDQ11-S 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 2-1,2 Both HHDQ11-S 9353 .129 .006 0.135 - - .193 0.04 0.37 0.28 Line 3 3-2 Both HDU8-SDS 4311 .100 .003 0.103 - - .193 0.04 0.34 0.40 Line 4 4-1,1 S->N HHDQ11-S 7969 .110 .005 0.115 - - .193 0.04 0.35 0.70 N->S HHDQ11-S 5869 .081 .004 0.085 - - .193 0.04 0.32 0.64 4-1,2 S->N HHDQ11-S 9248 .128 .006 0.134 - - .193 0.04 0.37 0.73 N->S HHDQ11-S 8622 .119 .005 0.125 - - .193 0.04 0.36 0.72 Line B B-1,1 W->E HHDQ11-S 6059 .084 .004 0.088 - - .193 0.04 0.32 0.64 E->W HHDQ11-S 9961 .138 .006 0.144 - - .193 0.04 0.38 0.75 B-1,2 W->E HHDQ11-S 8929 .123 .006 0.129 - - .193 0.04 0.36 0.72 E->W HHDQ11-S 9961 .138 .006 0.144 - - .193 0.04 0.38 0.75 Line C C-1,2 Both HHDQ14-S 13301 .143 .008 0.151 - - .193 0.04 0.38 0.63 Line E E-1,2 Both HHDQ11-S 2690 .037 .002 0.039 - - .193 0.04 0.27 0.54 Line G G-1 Both HHDQ11-S 6051 .084 .004 0.087 - - .193 0.04 0.32 0.15 Wall, segment Dir Hold- down Uplift force Elong/Dis. Manuf Add da Slippage Pf da Shrink da Crush+ Extra Total da Hold Defl lbs in in in lbs in in in in in Level 2 Line 1 1-1,2 S->N HDU5-SDS 2199 .120 .001 0.120 - - .133 0.04 0.29 0.19 N->S HDU5-SDS 3346 .182 .001 0.183 - - .133 0.04 0.36 0.23 Line 2 2-1,1 Both HDU8-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 2-1,2 Both HDU8-SDS 3996 .092 .002 0.094 - - .133 0.04 0.27 0.18 Line 3 3-2 S->N HDU8-SDS 1567 .073 .000 0.073 - - .133 0.04 0.25 0.26 N->S HD08-SDS 1567 .036 .001 0.037 - - .133 0.04 0.21 0.22 Line 4 4-1,1 Both HDU8-SDS 2727 .126 .000 0.127 - - .133 0.04 0.30 0.60 4-1,2 Both HDU8-SDS 4979 .115 .002 0.118 - - .133 0.04 0.29 0.52 Line B B-1,1 Both HDU8-SDS 2987 .138 .000 0.139 - - .133 0.04 0.31 0.55 B-1,2 Both HDU8-SDS 4934 .114 .002 0.116 - - .133 0.04 0.29 0.46 Line C C-1,2 W->E HDU8-SDS 5395 .125 .002 0.127 - - .133 0.04 0.30 0.44 E->W HDU8-SDS 5395 .250 .001 0.250 - - .133 0.04 0.42 0.62 Line G G-1 Both HDU5-SDS 2711 .148 .001 0.148 - - .133 0.04 0.32 0.13 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 3 Line 1 1-1 Both HDU5-SDS 1147 .062 .000 0.063 - - .133 0.04 0.24 0.09 Line 2 2-2,1 Both HDU8-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 2-2,2 Both HDU8-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 Line 4 4-1 S->N HDU8-SDS 1846 .085 .000 0.086 - - .133 0.04 0.26 0.11 N->S HDU8-SDS 1846 .043 .001 0.044 - - .133 0.04 0.22 0.09 Line A A-1,1 Both HDU8-SDS 643 .030 .000 0.030 - - .133 0.04 0.20 0.32 A-1,2 Both HDU8-SDS 614 .014 .000 0.014 - - .133 0.04 0.19 0.33 Line B B-1,1 Both HDU8-SDS 2431 .113 .000 0.113 - - .133 0.04 0.29 0.51 B-1,2 Both HDU8-SDS 3599 .083 .002 0.085 - - .133 0.04 0.26 0.46 Line F F-1,1 Both HDU8-SDS 1365 .063 .000 0.063 - - .133 0.04 0.24 0.42 F-1,2 Both HDU8-SDS 3622 .084 .002 0.085 - - .133 0.04 0.26 0.32 Line G G-1,1 Both HDU8-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 G-1,2 W->E HDU8-SDS 1177 .027 .001 0.028 - - .133 0.04 0.20 0.19 I E ->W I HDU8-SDS I 1177 I .054 I .000 I 0.055 I - I - I .133 I 0.04 I 0.23 I 0.21 I 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 WARNING - At least some hold-downs do not have displacement values for the thickness of end studs selected, so additional jack studs or blocking required. WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Plan C3-1579.wsw Wood Works® Shearwalls 11.1 Elevation View Shearline 1, at X = 0 ft, Level 1 To 3. Flexible Diaphragm Wind Design. Sep. 5, 2017 10:19:38 40' 1-1,1 A.R. 0.38 1-1 21.0' 982 23.1 Unfactored C&C load Interior 16.0 End zone 17.9 25' S 2-2 50.3 4.0' 4 S 272 1-1,1 1352 1-1,2 A.R. 2.6 A.R. 0.64 — 3.0' 1-1 78.5 0 Unfactored C&C load Interior 16.0 End zone 17.9 2 2 77.9 S641 1-1,1 A.R. 0.46 1-1 19.5' 77.9 S 913 Unfactored C&C load Interior 16.0 End zone 17.9 S 272S 710 S 641 S 1623 20' 15' 10' South 0' 5' 10' 15' 20' 25' North WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Plan L3-1579.wsw WoodWorks® Shearwalls 11.1 Elevation View Shearline 2, at X = 12 ft, Level 1 To 3. Flexible Diphragrn Wind Design. 1169 0 0 9) 0 ItE4 2-1 1.0' 2-2,1 A.R. 1.23 6.5' 2.0' 58.4 2-2 2-2,2 A.R. 0.70 11.5' UU0 UVa 9:1 0 286 ;. 4.5' 3.0', 767 lo 102.3 2-1 2-1,2 A.R. 0.67 12.0' 166.3 Sep. 5, 2017 10:19:38 35' 30' Unfactored C&C load Interior 16.0 End zone 17.9 25, 400U 147.1 S 1359 S 1359 3.0' 2-11 A.R. 2.00 4.5' South o' 5' 1103 2-1 S 3556 2-1,2 A.R. 0.75 12.0' 239.1 S 3556 0 4); 20' 15' 10' 0' 10' 15' 20' 25' North Wood Works® Shearwalls SOFTWARE FOR WOOD DESIGN Plan L3-1579.wsw 0 Wood Works® Shearwalls 11.1 Elevation View Shearline 3, at X = 19 To 19.5 ft, Level 1 To 3. Flexible Diaphragm Wind Design. 3-1,1 A.R. 2.67 3-1 3.0' bats 0 5) 0 39.4 3-1 2.0' — 39.4 •••••••••••••• 848 3-2 4.5' 552 39.4 3-2,1 A.R. 1.07 3-2 Sep. 5, 2017 10:19:38 -35' Unfactored C&C load Interior 16.0 End zone 17.9 25, Unfactored C&C load Interior 16.0 End zone 17.9 I /44 89.4 3-1 — 2.0' 0 936 1252 89.4 S 936 0 10' A.R. 1.20 3-2 Unfactored C&C load Interior 16.0 End zone 17.9 7.5' 5' 232.5 S 3101 S 3101 0' South 0 5' 10' 15' 20' 25' North WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Plan L3-1579.wsw South WoodWorks® Shearwalls 11.1 .Elevation View . Shearline 4, at X = 32 ft, Level 1 To 3. Flexible Diaphragm Wind Design. - 45' -40' 0 379 4-1,1 A.R. 0.43 4-1 .,_. 18.5' 42.3 916 Unfactored C&C load Interior 16.0 End -zone 17.9 25' S51 8_ 4-1,1 9 A.R. 2.00 92.5 5.5' cn 4-1 0 ...4.0' — ... 1021 94.7 500 4.1,2 A.R. 1.78 _._._-. 4.5'— 1834 203.6 S 508. Unfacto d C&C Io. Interior ..0 End zo ._ 17.9 --t++132.5'� — 508S 808 S 808 S 17255 1725 5.0' --Ir... 4-1,1 �� 4-1,2 A.R.2.t5 237 A.R. 2.00 4.5' 4-1 pi 0 4.5' 227. 185.3 i S 508S 2971 S 808163 S 3490S 3490 -_L _.. _ .. _... .... ... ...- _ ,-- I I S 508 Unfacto C&C lo. Interior End zo S 508 d .0 17.9 0' 5' 10' 15' 20' 20' -15' -10° Sep. 5, 2017 10:19:38 North WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Plan L3-1579.wsw WoodWorks® Shearwalls 11.1 Elevation View Shearline B, at Y = 1.5 To 2 ft, Level 1 To 3. Flexible Diaphragm Wind Design. 704 295 410 0 ■ B-1,1 31 A.R. 1.78 — 4.5' 65.5 58.7 3.0' B. cr, r eir 146 B-1,2 A.R. 1.78 4.5' 91.0 S 555 S 555 S 555 555 55S 771 S 5555; 771 S 771 S 771 S 771 S 771 Unfactored C&C load Interior 16.0 End zone 17.9 908 272 636 Sep. 5, 2017 10:19:38 35' 30' 0 0 B-1,1 43 A.R. 1.78 4.5' 58§0.4 287 B-1,2 A.R. 1.60 5.0' 41d27.3 - 25' Unfactored C&C load Interior 16.0 End zone 17.9 B-1,2 51 A.R. 2.00 4.5' 20' _ ..._ .15' - 10' Unfactored C&C load Interior 16.0 End zone 17.9 130.7 5811245 11 [ l S8111130 S 182,6 1939 0' 5' 10' 15' 20' 25' 30' 35' 5' West East WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Plan L3-1579.wsw 1116 WoodWorks® Shearwalls 11.1 Elevation View Shearline C, at ¥ = 3 To 3.5 ft, Level 1 To 3. Flexible Diaphragm Wind Design. 1116 1743— C-1,1 A.R. 2.0' 6.0' '34.9 0 1— 2.5'� C-1,1 C-1,2 A.R. 3. 0 A.R. 4 00Jnfactored C&C load Interior 16.0 End -zone -17.9 2.5' 2.0' 4.5' 279 C-1,2 645 A.R. 1.45 C-1 0 6.0' 5.5' 1743 202.9 S 11701 C-1,1 A.R. 4 = 2.0' 50 CD •V N cn 0 -1,1 .R. 8lDOfactored C&C load Interior 16.0 End zone 17.9 ,.1.0' 34.9 Sep. 5, 2017 10:19:38 35' 30' --1D$ 436 C:1,2 • A.R. 1.61100 S 1701 3.5' C-1 5.5' 317.0 S 4689 S 4689 C-1,3 A.R. 3."Unfactored C&C load Interior 16.0 End zone 17.9 2.5' 54.5 0' 5' 10' 15' 20' 25' 30' 35' 25' 20' 15' 10' 5' 0' West East WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Plan L3-1579.wsw 874 WoodWorks® Shearwalls 11.1 Elevation View Shearline E, at Y = 15.5 ft, Level 1 To 3. Flexible Diaphragm Wind Design. - Sep. 5, 2017 10:19:38 _35' • _30' 25' a 0 E-1,1 A.R. 2. 3.0' 7.0' 874 Io 20' E-1,2 A.R. 3.:0Unfactored C&C load Interior 16.0 End zone 17.9 2.5'-4 27.3 0 E-1,1 A.R. 2.0' 6.0' 27.3 E-1,2 751 A.R. 2.00 4.5' 194.1 Unfactored 15' —10' C&C load Interior 16.0 End zone 17.9 S 185(5 1850 0' 5' 10' 15' 20' 25' 30' 35' — 5' West East WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Plan L3-1579.wsw 1 WoodWorks® Shearwalls 11.1 Elevation View Shearline G, at Y = 23 ft, Level 1 To 3. Flexible Diaphragm Wind Design. Sep. 5, 2017 10:19:38 45' 40' 5 0 105 1.'l 5.4 35' 30' 155 G-1,1 32 A.R. 1.78 4.5. G-1,2 A.R. 0.94 G-1 8.5' 12.4 3.0' 27 0 G-1,3 A.R. 4 OtInfactored C&C load Interior 16.0 End zone 17.9 25' - 2.0' co 0 188 S 102 79.5 G-1,1 A.R. 0.41 G-1 19.5' 79.5 S 102 0 Unfactored C&C load Interior 16.0 End zone 17.9 Co 0 S644 S 102 96.7 G-1;1 A.R. 0.46 G-1 19.5' 96.7 S 102 S 644 0 Unfactored C&C load Interior 16.0 End zone 17.9 S 1526 S 102 S 102 S 1526 20' 15' 10' 5' 0' West 0' 5' 10' 15' 20' East Project: beam calc Location: MO1 Uniformly Loaded Floor Beam [2015 International Residential Code(2015 NDS)] 5.5 IN x 11.5 IN x 9.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By. 65.7% Controlling Factor. Moment Location: MO2 Uniformly Loaded Floor Beam [2015 International Residential Code(2015 NDS)] (2) 1.5 IN x 1125 IN x 6.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By. 325.3% Controlling Factor. Moment Location: M03 Uniformly Loaded Floor Beam [2015 International Residential Code(2015 NDS)] 3.5 IN x 11.25 IN x 12.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 33.2% Controlling Factor Moment Location: M04 Uniformly Loaded Floor Beam [2015 International Residential Code(2015 NDS)] 3.5 IN x 9.25 IN x 4.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 195.7% Controlling Factor. Shear Location: M05 Uniformly Loaded Floor Beam [2015 International Residential Code(2015 NDS)] 5.5 INx10.5INx7.5FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 46.3% Controlling Factor. Shear Location: MO6 Uniformly Loaded Floor Beam [2015 International Residential Code(2015 NDS)] 5.5 IN x 9.0 IN x 8.0 FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 42.3% Controlling Factor. Moment Location: M07 Uniformly Loaded 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: 50.8% Controlling Factor. Shear Location: MO8 Uniformly Loaded Floor Beam [2015 International Residential Code(2015 NDS)] 3.5 IN x 11.25 IN x 12.0 FT #2 - Hem -Fir - Dry Use Section Adequate By: 40.6% Controlling Factor. Moment 2 rTILI StruCalc Version 10.0.1.5 9/3/2017 11:04:24 AM Location: RO1 Roof Beam [2015 International Residential Code(2015 NDS)] 3.5 IN x 7.25 IN x 2.5 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By 459.0% Controlling Factor: Shear Location: U01 Uniformly Loaded Floor Beam [2015 International Residential Code(2015 NDS)] ( 2 ) 1.5 IN x 11.25 IN x 12.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 67.6% Controlling Factor Moment Location: UO2 Uniformly Loaded Floor Beam [2015 International Residential Code(2015 NDS)] 3.5 IN x 7.25 IN x 3.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 71.1% Controlling Factor: Shear Location: UO3 Uniformly Loaded Floor Beam [2015 International Residential Code(2015 NDS)] 3.5 IN x 7.25 IN x 4.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 325.7% Controlling Factor. Moment Location: U04 Uniformly Loaded Floor Beam [2015 International Residential Code(2015 NDS)] 3.5 IN x 7.25 IN x 3.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By. 150.2% Controlling Factor. Shear Location: U05 Uniformly Loaded Floor Beam [2015 International Residential Code(2015 NDS)] 3.5 IN x 11.25 IN x 7.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 71.5% Controlling Factor. Moment Location: U06 Uniformly Loaded Floor Beam [2015 International Residential Code(2015 NDS)] 5.25 IN x 11.875 IN x 12.5 FT 2.0E Parallam - iLevel Trus Joist Section Adequate By 17.0% Controlling Factor. Moment Location: UO7 Uniformly Loaded Floor Beam [2015 International Residential Code(2015 NDS)] ( 2 ) 1.5 IN x 11.25 IN x 7.5 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By. 169.1% Controlling Factor Moment page Project: beam calc Location: MO1 Uniformly Loaded Floor Beam [2015 International Residential Code(2015 NOS)] 5.5 IN x 11.5 IN x 9.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 65.7% Controlling Factor. Moment DEFLECTIONS Center Live Load 0.04 IN L/2706 Dead Load 0.05 in Total Load 0.09 IN 01260 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS Live Load Dead Load Total Load Beating Length A B 1103 lb 1103 lb 1265 lb 1265 lb 2368 lb 2368 lb 0.69 in 0.69 in BEAM DATA Center Span Length 9 ft Unbraced Length -Top 1.33 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -I- to Grain: Base Values AdA Iusted Fb = 875 psi Fb' = 874 psi Cd=1.00 C1=1.00 CF=1.00 Fv = 170 psi FY = 170 psi Cd=1.00 E = 1300 ksi E = 1300 ksi Fc -1= 625 psi Fc -1 = 625 psi Controlling Moment: 5328 ft -lb 4.5 ft from left support Created by combining all dead and live loads. Controlling Shear: -2368 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 73.14 in3 121.23 in3 Area (Shear): 20.89 in2 63.25 in2 Moment of Inertia (deflection): 132.77 in4 697.07 in4 Moment: 5328 ft -lb 8831 ft -lb Shear. -2368 lb 7168 lb StruCalc Version 10.0.1.5 9/3/201711:04:24 AM page 4 FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load Side 1 Side 2 FLL = 40 psf 25 psf FDL = 10 psf 15 psf FTW = 4.3 ft 3 ft WALL = 180 plf BEAM LOADING Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wL = 245 plf wD = 268 plf BSW = 14 plf wT = 526 plf NOTES Project: beam calc Location: M02 Uniformly Loaded Floor Beam [2015 International Residential Code(2015 NDS)] ( 2 ) 1.5 IN x 11.25 IN x 6.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 325.3% Controlling Factor. Moment £ TILI StruCalc Version 10.0.1.5 9/3/201711:04:24 AM page of CAUTIONS * Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN L/MAX Dead Load 0.01 in Total Load 0.01 IN U5687 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: 0240 REACTIONS A >3 Live Load 360 lb 360 lb Dead Load 382 lb 382 lb Total Load 742 lb 742 lb Bearing Length 0.40 in 0.40 in w REAM DATA Cr Span Length 6 ft Unbraced Length -Top 1.33 ftoft Floor Duration Factor 1.00 Notch Depth 0.00 —B MATERIAL PROPERTIES FLOOR LOADING #2 - Douglas -Fir -Larch Side 1 Side 2 Base Values Adjusted Floor Live Load FLL = 40 psf 0 psf Bending Stress: Fb = 900 psi Fb' = 897 psi Cd=1.00 C1=1.00 CF=1.00 Shear Stress: Fv = 180 psi FY = 180 psi Cd=1.00 Floor Dead Load FDL = 10 psf 0 psf Floor Tributary Width FTW = 3 ft 0 ft Wall Load WALL = 90 plf Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi BEAM LOADING Comp. -I- to Grain: Fc —I- = 625 psi Fc - -- = 625 psi ControllingMoment: 1113 ft Ib 3.0n from left support Mi ^�Tk,rh,n^ .1I a�a .rta lin.n In.rlc Beam Total Live Load: wL = 120 plf Beam Total Dead Load: wD = 120 plf Beam Self Weight: BSW = 7 plf Total Maximum Load: wT = 247 plf Controlling Shear: At support. Created by combining all dead and live loads. -742 lb Comparisons with required sections: Req'd Provided Section Modulus: 14.88 in3 63.28 in3 Area (Shear): 6.18 in2 33.75 in2 Moment of Inertia (deflection): 15.02 in4 355.96 in4 Moment: 1113 ft -lb 4733 ft -lb Shear. -742 lb 4050 lb NOTES Project: beam calc Location: M03 Uniformly Loaded Floor Beam [2015 International Residential Code(2015 NDS)1 3.5 IN x 11.25 IN x 12.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 33.2% Controlling Factor. Moment DEFLECTIONS Center Live Load 0.10 IN L/1465 Dead Load 0.08 in Total Load 0.18 IN L/809 Uve Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Uve Load 840 lb 840 lb Dead Load 681 lb 681 lb Total Load 1521 lb 1521 lb Bearing Length 0.70 in 0.70 in REAM DATA Center Span Length 12 ft Unbraced Length -Top 1.33 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -I- to Grain: Base Values Ad* ut sted Fb = 900 psi Fb' = 988 psi Cd=1.00 C1=1.00 CF=1.10 Fv = 180 psi FV' = 180 psi Cd=1.00 E = 1600 ksi E = 1600 ksi Fc -1= 625 psi Fc - L = 625 psi Controlling Moment: 4564 ft -lb 6.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 1521 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 55.44 in3 73.83 in3 Area (Shear): 12.68 in2 39.38 in2 Moment of Inertia (deflection): 123.2 in4 415.28 in4 Moment: 4564 ft -lb 6077 ft -lb Shear: 1521 lb 4725 lb 1 rTIL i StruCalc Version 10.0.1.5 9/312017 11:04:24 AM page FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load Side l Side 2 FLL = 40 psf 0 psf FDL = 10 psf 0 psf FTW= 3.5 ft 0 ft WALL = 70 plf BEAM LOADING Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wL = 140 plf wD = 105 plf BSW = 9 plf wT = 254 plf NOTES Project: beam calc Location: M04 Uniformly Loaded Floor Beam [2015 International Residential Code(2015 NDS)] 3.5 IN x 9.25 IN x 4.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 195.7% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.01 IN L/8671 Dead Load 0.00 in Total Load 0.01 IN 1/4685 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS Live Load Dead Load Total Load Bearing Length A 710 lb 710 lb 604 lb 604 lb 1314 lb 1314 lb 0.60 in 0.60 in BEAM DATA Center Span Length 4 ft Unbraced Length -Top 1.33 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. 1 -to Grain: Base Values Adjusted Fb = 900 psi Fb' = 1078 psi Cd=1.00 C1=1.00 CF=1.20 Fv = 180 psi Fv• = 180 psi Cd=1.00 E = 1600 ksi E. = 1600 ksi Fc - 625 psi Fc -1= 625 psi Controlling Moment: 1314 ft -lb 2.0 ft from left support Created by combining all dead and live loads. Controlling Shear: -1314 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Reld Provided Section Modulus: 14.63 in3 49.91 in3 Area (Shear): 10.95 in2 32.38 in2 Moment of Inertia (deflection): 11.82 in4 230.84 in4 Moment: 1314 ft -lb 4483 ft -lb Shear: -1314 lb 3885 lb LCTTILI StruCalc Version 10.0.1.5 9/3/201711:04:25 AM page of FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load FLL = FDL = FTW = WALL = Side 1 40 psf 10 psf 7 ft 180 plf Side 2 25 psf 15 psf 3 ft BEAM LOADING Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wL = 355 plf wD = 295 plf BSW = 7 plf wT = 657 plf NOTES Project: beam calc Location: M05 Uniformly Loaded Floor Beam [2015 International Residential Code(2015 NDS)] 5.5INx10.51Nx7.5FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 46.3% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.08 IN U1131 Dead Load 0.05 in Total Load 0.13 IN L/686 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS Live Load Dead Load Total Load Bearing Length A B 4219 lb 3533 lb 2755 lb 2233 lb 6974 lb 5766 lb 1.95 in 1.61 in BEAM DATA Span Length Unbraced Length -Top Floor Duration Factor Camber Adj. Factor Camber Required Notch Depth Center 7.5 ft 1.33 ft 1.00 0 0 0.00 MATERIAL PROPERTIES 24F -V4 - Visually Graded Western Species )lase Values Fb = 2400 psi Fb_cmpr = 1850 psi Cd=1.00 Cl=1.00 Shear Stress: Fv = 265 psi Cd=1.00 Bending Stress: Modulus of Elasticity: Comp. -I- to Grain: E = 1800 ksi Fc -1= 650 psi Controlling Moment: 12385 ft -lb 3.75 ft from left support Created by combining all dead and live loads_ Controlling Shear: 6974 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Ad usted Controlled by: Fb' = 2397 psi FV = 265 psi E = 1800 ksi Fc -1 = 650 psi Req'd Provided 62 in3 101.06 in3 39.48 in2 57.75 in2 185.63 in4 530.58 in4 12385 ft -lb 20188 ft -lb 6974lb 10203 lb StruCalc Version 10.0.1.5 9/3/2017 11:04:25 AM page of LOADING DIAGRAM( 7.5 ft a FLOOR LOADING Side 1 Side 2 Floor Live Load FLL = 40 psf 25 psf Floor Dead Load FDL = 10 psf 15 psf Floor Tributary Width FTW = 13 ft 12.5 ft Wall Load WALL = 180 plf BEAM LOADING Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wL = 833 plf wD = 498 plf BSW = 13 plf wT = 1343 plf POINT LOADS - CENTER SPAN Load Number Qat " Iwg " Live Load 669 lb 840 lb Dead Load 482 lb 681 lb Location 1.6 ft 2.4 ft * Load obtained from Load Tracker. See Summary Report for details. NOTES Project: beam calc Location' M06 Uniformly Loaded Floor Beam [2015 International Residential Code(2015 NDS)] 5.5 IN x 9.0 IN x 8.0 FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 42.3% Controlling Factor Moment DEFLECTIONS Center Uve Load 0.12 IN L/799 Dead Load 0.08 in Total Load 0.20 IN U490 Uve Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS Live Load Dead Load Total Load Beating Length A B 3873 lb 2900 lb 2581 lb 1804 lb 6454 lb 4704 lb 1.81 in 1.32 in BEAM DATA Span Length Unbraced Length -Top Floor Duration Factor Camber Adj. Factor Camber Required Notch Depth Center 8 ft 1.33 ft 1.00 0 0 0.00 MATERIAL PROPERTIES 24F -V4 • Visually Graded Western Species Base Values Fb = 2400 psi Fb cmpr = 1850 psi Cd=1.00 Cl=1.00 265 psi Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -I-to Grain: Fv = Cd=1.00 E= Fc -1= 1800 ksi 650 psi Controlling Moment: 10427 ft -lb 4.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 4934 lb 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 52.19 in3 27.93 in2 163.57 in4 10427 ft -lb 4934 lb Adjusted Controlled by: Fb' = 2397 psi Fv' = 265 psi E' = 1800 ksi Fc - -12 = 650 psi Provided 74.25 in3 49.5 in2 334.13 in4 14834 ft -lb 8745 lb 1 TTILf StruCalc Version 10.0.1.5 9/3/201711:04:25 AM page of LOADING DIAGRAM 2 � 8ft B FLOOR LOADING Side 1 Floor Live Load FLL = 40 psf Floor Dead Load FDL = 10 psf Floor Tributary Width FTW = 10.2 ft Wall Load WALL = 140 plf Side 2 25 psf 15 psf 10 ft BEAM LOADING Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wL = 658 plf wD = 392 plf BSW = 11 plf wT = 1061 plf POINT LOADS - CENTER SPAN Load Number One Two Live Load 669 lb 840 lb Dead Load 482 lb 681 lb Location 3.2 ft 0 ft Load obtained from Load Tracker. See Summary Report for details. NOTES Project: beam calc Location: M07 Uniformly Loaded 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: 50.8% Controlling Factor. Shear DEFLECTIONS Center Live Load 0.01 IN 05796 Dead Load 0.00 in Total Load 0.01 IN 03722 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS Live Load Dead Load Total Load Bearing Length A B 1637 lb 1637 lb 939 lb 939 lb 2576 lb 2576 lb 1.18 in 1.18 in BEAM DATA C12& Span Length 3 ft Unbraced Length -Top 1.33 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -1- to Grain: Base Values Fb = 900 psi Ft/ = Cd=1.00 C1=1.00 CF=1.20 Fv = 180 psi FJ = Cd=1.00 E'= 1600 ksi Fc -1= 625 psi Controlling Moment: 2388 ft -lb 1.5 ft from left support Created by combining all dead and live loads. Controlling Shear: -2576 lb At support. Created by combining all dead and live loads. Adjusted 1078 psi 180 psi E = 1600 ksi Fc -1 = 625 psi Comparisons with required sections: Recd Provided Section Modulus: 26.59 in3 49.91 in3 Area (Shear): 21.47 in2 32.38 in2 Moment of Inertia (deflection): 14.89 in4 230.84 1n4 Moment: 2388 ft -lb 4483 ft -lb Shear. -2576 lb 3885 lb StruCalc Version 10.0.1.5 9/3/2017 11:04:25 AM page J,/ of LOADING DIAGRAM 3ft B FLOOR LOADING Side 1 Side 2 Floor Live Load FLL = 40 psf 25 psf Floor Dead Load FDL = 10 psf 15 psf Floor Tributary Width FTW = 12.5 ft 12.5 ft Wall Load WALL = 180 plf BEAM LOADING Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wL = 813 plf wD = 493 plf BSW = 7 plf wT = 1312 plf POINT LOADS - CENTER SPAN Load Number One * Live Load 837 lb Dead Load 379 lb Location 1.5 ft Load obtained from Load Tracker. See Summary Report for details. NOTES Project: beam calc Location M08 Uniformly Loaded Floor Beam [2015 International Residential Code(2015 NDS)] 3.5 IN x 11.25 IN x 12.0 FT #2 - Hem -Fir - Dry Use Section Adequate By: 40.6% Controlling Factor. Moment DEFLECTIONS Center Live Load 0.10 IN 01389 Dead Load 0.09 in Total Load 0.20 IN 1/733 Uve Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Uve Load 720 Ib 720 Ib Dead Load 644 Ib 644 Ib Total Load 1364 Ib 1364 Ib Bearing Length 0.96 in 0.96 in BEAM DATA Center Span Length 12 ft Unbraced Length -Top 0 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Comp. - to Grain: Controlling Moment: 6.0 ft from left support Created by combining all dead Controlling Shear: At support. Created by combining all dead Base Values Fb = 850 psi Cd=1.00 CF=1.10 Fv = 150 psi Cd=1.00 E = 1300 ksi Fc -1= 405 psi 4092 ft -lb and live loads. 1364 Ib and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Adiusted Fb' = 935 psi FY = 150 psi E = 1300 ksi Fc -1 = 405 psi Regd Provided 52.52 in3 73.83 in3 13.64 in2 39.38 in2 135.96 in4 415.28 in4 4092 ft -Ib 5752 ft -Ib 1364lb 39381b £NTLI StruCalc Version 10.0.1.5 9/3/2017 11:04:25 AM page /of FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load FLL = FDL = FTW = WALL = Side 1 40 psf 10 psf 3 ft 70 pif Side 2 O psf O psf O ft BEAM LOADING Beam Total Uve Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wt. = 120 pif wD = 100 plf BSW = 7 plf wT = 227 plf NOTES Project: beam calc Location: R01 Roof Beam [2015 International Residential Code(2015 NDS)j 3.5 IN x 7.25 IN x 2.5 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 459.0% Controlling Factor. Shear DEFLECTIONS Center Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Deflection Criteria: U240 Total Load Deflection Criteria: L/180 REACTIONS Live Load Dead Load Total Load Bearing Length A B 383 lb 383 lb 244 lb 244 lb 627 lb 627 lb 0.29 in 0.29 in BEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Roof Pitch 2.5 ft 0 ft 0 ft 3 :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 AdA lusted Fb = 900 psi Fb' = 1346 psi Cd=1.15 CF=1.30 Fv = 180 psi FV = 207 psi Cd=1.15 E = 1600 ksi E' = 1600 ksi Fc -1 = 625 psi Fc -1 = 625 psi Controlling Moment: 392 ft -lb 1.25 ft from left support Created by combining all dead and live loads. Controlling Shear: 626 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 3.49 in3 30.66 in3 Area (Shear): 4.54 in2 25.38 in2 Moment of Inertia (deflection): 1.65 in4 111.15 in4 Moment: 392 ft -lb 3438 ft -lb Shear. 626 lb 3502 lb LCrTL .I StruCalc Version 10.0.1.5 9/3/2017 11:04:25 AM page of/ LOADING DIAGRAM 2.5 ft 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 = 12.3 ft LL = 0 psf DL = 0 psf TW= 0 ft WALL = 0 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 2.5 ft Beam Self Weight: BSW = 6 plf Beam Uniform Live Load: wL = 306 plf Beam Uniform Dead Load: wD_adj = 195 plf Total Uniform Load: wT = 501 Of NOTES Project: beam caic Location: U01 Uniformly Loaded Floor Beam [2015 International Residential Code(2015 NDS)] ( 2 ) 1.5 IN x 11.25 IN x 12.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 67.6% Controlling Factor. Moment StruCalc Version 10.0.1.5 9/3/2017 11:04:25 AM Page of CAUTIONS * Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.10 IN IJ1465 Dead Load 0.03 in Total Load 0.13 IN L/1118 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L1240 REACTIONS A >3 Live Load 720 lb 720 lb Dead Load 224 lb 224 lb Total Load 944 lb 944 lb Bearing Length 0.50 in 0.50 in BEAM DATA Center ] Span Length 12 ft Unbraced Length -Top 0 ft Floor Duration Factor 1.00 Notch Depth 0.00 12P B - MATERIAL PROPERTIES FLOOR LOADING #2 - Douglas -Fir -Larch Base Values Adiusted Side Side 2 Floor Live Load FLL = 40 psf 0 psf Floor Dead Load FDL = 10 psf 0 psf Floor Tributary Width FTW = 3 ft 0 ft Wall Load WALL = 0 plf Bending Stress: Fb = 900 psi Fb' = 900 psi Cd=1.00 CF=1.00 Shear Stress: Fv = 180 psi FY = 180 psi Cd=1.00 Modulus of Elasticity: E = 1600 ksi E = 1600 ksi Comp. -I- to Grain: Fc -1= 625 psi Fc -1 = 625 psi Controlling Moment: 2832 ft Ib 6.0 ft from left support L`rootorl kV rnmhininn oil do„l znrl lino Lark BEAM LOADING Beam Total Live Load: wL = 120 plf Beam Total Dead Load: wD = 30 plf Beam Self Weight: BSW = 7 plf Total Maximum Load: wT = 157 plf Controlling Shear: -944 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 37.76 in3 63.28 in3 Area (Shear): 7.87 in2 33.75 in2 Moment of Inertia (deflection): 87.47 in4 355.96 in4 Moment: 2832 ft -lb 4746 ft -lb Shear. -944 lb 4050 lb NOTES Project: beam calc Location: UO2 Uniformly Loaded Floor Beam [2015 International Residential Code(2015 NDS)] 3.5 IN x 7.25 IN x 3.0 FT #2 - Douglas -Ar -Larch - Dry Use Section Adequate By: 71.1% Controlling Factor. Shear DEFLECTIONS Center Live Load 0.01 IN L 16367 Dead Load 0.00 in Total Load 0.01 IN L/3879 Live Load Deflection Criteria: 11360 Total Load Deflection Criteria: L/240 REACTIONS Live Load Dead Load Total Load Bearing Length A B 669 lb 1149 lb 482 Ib 631 lb 1151 lb 1780 lb 0.53 in 0.81 in BEAM DATA Center Span Length 3 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. -I- to Grain: Base Values Fb = 900 psi Cd=1.O0 CF=1.30 Fv = 180 psi Cd=1.00 E = 1600 ksi Fc - .= 625 psi Controlling Moment: 999 ft -lb 1.5 ft from left support Created by combining all dead and live loads. Controlling Shear: -1780 lb At support. Created by combining all dead and live loads. Adiusted Fb' = 1170 psi Fd' = 180 psi E = 1600 ksi Fc -1 = 625 psi Comparisons with required sections: Redd Provided Section Modulus: 10.25 in3 30.66 in3 Area (Shear): 14.83 in2 25.38 in2 Moment of Inertia (deflection): 6.88 in4 111.15 in4 Moment: 999 ft -lb 2989 ft -lb Shear. -1780 lb 3045 lb KrtiL StruCalc Version 10.0.1.5 9/3/2017 11:04:25 AM page FLOOR LOADING Side 1 Side 2 Floor Live Load FLL = 40 psf 25 psf Floor Dead Load FDL = 10 psf 15 psf Floor Tributary Width FTW = 1.3 ft 12.5 ft Wall Load WALL = 90 plf BEAM LOADING Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wL = 366 plf wD = 291 plf BSW = 6 plf wT = 662 plf POINT LOADS - CENTER SPAN Load Number One * Live Load 720 lb Dead Load 224 lb Location 2.5 ft * Load obtained from Load Tracker. See Summary Report for details. NOTES Project: beam calc Location: UO3 Uniformly Loaded Floor Beam [2015 International Residential Code(2015 NOS)] 3.5 IN x 7.25 IN x 4.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 325.7% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.01 IN L/7801 Dead Load 0.01 in Total Load 0.01 IN L/4229 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS Live Load Dead Load Total Load Bearing Length A B 380 lb 380 lb 321 lb 321 lb 701 lb 701 lb 0.32 in 0.32 in BEAM DATA Center Span Length 4 ft Unbraced Length -Top 1.33 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. l to Grain: Base Values Adjusted Fb = 900 psi Fb' = 1168 psi Cd=1.00 CI=1.00 CF=1.30 Fv = 180 psi FV = 180 psi Cd=1.00 E = 1600 ksi E = 1600 ksi Fc -1= 625 psi Fc - -- = 625 psi Controlling Moment: 701 ft -lb 2.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 701 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear. Req'd Provided 7.2 in3 30.66 in3 5.84 in2 25.38 in2 6.31 in4 111.15 in4 701 ft -lb 2984 ft -lb 701 Ib 30451b LITTILI StruCalc Version 10.0.1.5 9/3/2017 11:04:25 AM page of FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load Side 1Slde 2 FLL = 40 psf 25 psf FDL = 10 psf 15 psf FTW = 3.5 ft 2 ft WALL = 90 plf BEAM LOADING Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wL = 190 plf wD = 155 plf BSW = 6 plf wT = 351 plf NOTES Project: beam calc Location: U04 Uniformly Loaded Floor Beam [2015 International Residential Code(2015 NOS)] 3.5 IN x 7.25 IN x 3.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 150.2% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.01 IN L/6294 Dead Load 0.00 in Total Load 0.01 IN L/4331 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS Live Load Dead Load Total Load Bearing Length A B 837 lb 837 lb 379 lb 379 lb 1216 lb 1216 lb 0.56 in 0.56 in BEAM DATA Center Span Length 3 ft Unbraced Length -Top 1.33 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -1- to Grain: Base Values Fb = 900 psi Fb' _ Cd=1.00 C1=1.00 CF=1.30 Fv = 180 psi Fv = Cd=1.00 E = 1600 ksi Fc -1= 625 psi Controlling Moment: 913 ft -lb 1.5 ft from left support Created by combining all dead and live loads. Controlling Shear: -1217 lb 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 1168 psi 180 psi E = 1600 ksi Fc -1 = 625 psi Req'd provided 9.38 in3 30.66 in3 10.14 in2 25.38 in2 6.36 in4 111.15 in4 913 ft -lb 2984 ft -lb -1217 lb 3045 lb L'ITTILI StruCalc Version 10.0.1.5 9/3/2017 11:04:25 AM page o LOADING DIAGRAM 3ft B FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load Side 1 Side 2 FLL = 40 psf 25 psf FDL = 10 psf 15 psf FTW= 6.3 ft 12.3 ft WALL = 0 plf BEAM LOADING Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wL = 558 plf wD = 247 plf BSW = 6 plf wT = 811 plf NOTES Project: beam calc Location: U05 Uniformly Loaded Floor Beam [2015 International Residential Code(2015 NDS)] 3.51Nx11.251Nx7.OFT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 71.5% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.03 IN L/2583 Dead Load 0.01 in Total Load 0.05 IN 01786 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1400 lb 1400 lb Dead Load 625 lb 625 lb Total Load 2025 lb 2025 lb Bearing Length 0.93 in 0.93 in BEAM DATA Center Span Length 7 ft Unbraced Length -Top 1.33 ft Floor Duration Factor 1.00 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 Fb' = Cd=1.00 C1=1.00 CF=1.10 Fv = 180 psi Fd' = Cd=1.00 E = 1600 ksi Fc -1= 625 psi Controlling Moment: 3544 ft -lb 3.5 ft from left support Created by combining all dead and live loads. Controlling Shear: 2025 lb At support. Created by combining all dead and live loads. Adjusted 988 psi 180 psi E = 1600 ksi Fc - - = 625 psi Comparisons with required sections: Req'd Provided Section Modulus: 43.05 in3 73.83 in3 Area (Shear): 16.87 in2 39.38 in2 Moment of Inertia (deflection): 57.87 in4 415.28 in4 Moment: 3544 ft -lb 6077 ft -lb Shear: 2025 lb 4725 lb 1 TTILI StruCalc Version 10.0.1.5 9/3/2017 11:04:25 AM page 7 FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load Side E Side 2 FLL = 40 psf 0 psf FDL = 10 psf 0 psf FTW = 10 ft 0 ft WALL = 70 plf BEAM LOADING Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wL = 400 plf wD = 170 plf BSW = 9 plf wT = 579 plf NOTES Project: beam Calc Location: U06 Uniformly Loaded Floor Beam [2015 International Residential Code(2015 NDS)] 5.25 IN x 11.875 IN x 12.5 FT 2.0E Parallam - iLevel Trus Joist Section Adequate By: 17.0% Controlling Factor. Moment DEFLECTIONS Center Live Load 0.31 IN L/482 Dead Load 0.18 in Total Load 0.49 IN L/307 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS Live Load Dead Load Total Load Bearing Length A a 5188 lb 5188 lb 2966 lb 2966 lb 8154 lb 8154 lb 2.07 in 2.07 in BEAM DATA Center Span Length 12.5 ft Unbraced Length -Top 1.33 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES 2.0E Parallam - iLevel Trus Joist Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -I- to Grain: Controlling Moment: 6.25 ft from left support Created by combining all dead Controlling Shear: At support. Created by combining all dead Base Values Adjusted Fb = 2900 psi Fb' = 2898 psi Cd=1.00 CI=1.00 CF=1.00 Fv = 290 psi FV = 290 psi Cd=1.00 E = 2000 ksi E = 2000 ksi Fc -1= 750 psi Fc -1 = 750 psi 25478 ft -lb and live loads. -8153 lb and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear. Req'd provided 105.49 in3 123.39 in3 42.17 in2 62.34 in2 573.17 in4 732.62 in4 25478 ft -lb 29802 ft -lb -8153 lb 12053 lb StruCalc Version 10.0.1.5 9/3/2017 11:04:26 AM page t,l /. FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load Side 1 FLL = 40 psf FDL = 10 psf FTW= 9.5 ft WALL = 90 plf Side 2 25 psf 15 psf 18 ft BEAM LOADING Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wL = 830 plf wD = 455 plf BSW = 19 plf wT = 1304 plf NOTES Project: beam calc Location; U07 Uniformly Loaded Floor Beam [2015 International Residential Code(2015 NDS)] ( 2 ) 1.5 IN x 11.25 IN x 7.5 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 169.1% Controlling Factor Moment LCWTILI StruCalc Version 10.0.1.5 9/312017 11:04:26 AM page of CAUTIONS * Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM w Live Load 0.01 IN L/7074 Dead Load 0.02 in Total Load 0.03 IN L/2871 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 382 lb 382 lb Dead Load 559 lb 559 lb Total Load 941 lb 941 lb Bearing Length 0.50 in 0.50 in BEAM DATA Center Span Length 7.5 ft Unbraced Length -Top 0 ft Floor Duration Factor 1.00 Notch Depth 0.00 7.5ft _B MATERIAL PROPERTIES FLOOR LOADING #2 - Douglas -Fir -Larch Side 1 Side 2 Base Values Adjusted Floor Live Load FLL = 40 psf 25 psf Bending Stress: Fb = 900 psi Fb' = 900 psi Cd=1.00 CF=1.00 Shear Stress: Fv = 180 psi Fv' = 180 psi Cd=1.00 Floor Dead Load FDL = 10 psf 15 psf Floor Tributary Width FTW = 0.7 ft 3 ft Wall Load WALL = 90 plf Modulus of Elasticity: E = 1600 ksi E = 1600 ksi BEAM LOADING Comp. -I- to Grain: Fc -1= 625 psi Fc - -L = 625 psi Controlling Moment: 1764 ft -lb 75 ft from left support 3.ort 3. p Beam Total Live Load: wL = 102 plf Beam Total Dead Load: wD = 142 plf Beam Self Weight: BSW = 7 plf Total Maximum Load: wT = 251 plf Controlling Shear: -941 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 23.51 in3 63.28 in3 Area (Shear): 7.84 in2 33.75 in2 Moment of Inertia (deflection): 29.76 in4 355.96 in4 Moment: 1764 ft -lb 4746 ft -lb Shear. -941 lb 4050 lb NOTES „- G EO RESO U ROES earth science & geotechnical engineering 5007 Pacific Hwy E., Suite 16 I Fife, WA 98424 1 253.896.1011 I www.georesources.rocks JK Monarch PO Box 188 Puyallup, Washington 98371 (253) 840-5660 Attn: Russ Sorkness (253) 202-2003 russ@jkmonarch.com October 10, 2017 Geotechnical Consultation L Residential Development (Lots 5, 6, & 7) 13832, 13836, & 14002 Macadam Road South Tukwila, Washington PN: 1523049327, -328, -072 Doc ID: JKMonarch.MacadamR'dS.L REVIEWED FOR CODE COMPLIANCE APPROVED DEC 08 2017 City of Tukwila BUILDING DIVISION 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 lots located at 13832, 13836, & 14002 Macadam Road South in Tukwila, Washington, as shown on the Site Location Plan, Figure 1. When combined, the building lots form a triangular shaped site that measure about 170 feet wide (north to south) by about 31 to 98 feet deep (east to west). The site is bounded by Macadam Road on the west, a recently built residence on the north, a natural buffer area on the east, and by an existing residence on the south. The proposed building pads are generally flat with a slight (less than 2 percent) slope down to the north/northwest. The natural buffer area on the east side of the building pad slopes downiIVED 25 to 30 percent, with approximately 30 feet of vertical relief. The slope down the adjCiTtTAZE TTiUKWILA t'7O29 LI OCT 192017 PERMIT CENTER JKMonarch.MacadamRdS.L October 10, 2017 page l 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 'i15,000 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 %2 -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.MacadamRdS.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 backfill may be neglected. The allowable bearing value may be increased by one-third for transient loads such as those induced by seismic events or wind loads. Lateral loads may be resisted by friction on the base of footings and floor slabs and as passive pressure on the sides of footings. We recommend that an allowable coefficient of friction of 0.30 be used to calculate friction between the concrete and the underlying soil. Passive pressure may be determined using an allowable equivalent fluid density of 300 pcf (pounds per cubic foot). GEORESOURCES JKMonarch.MacadamRdS.L October 10, 2017 page 14 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 feasible, 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 changes are made, we should be given the opportunity to review our recommendations and provide written modifications or verifications, as appropriate. GEORESOURCES JI<Monarch.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 •:• LC Ky e E. Billingsley, Senior St Brad P. Biggerstaff, LEG Principal KEB:BPB:DCB:bpb Doc ID: JKMonarch.MacadamRdS.L. Attachments: Figure 1: Site Location Map Figure 2: Site Map Figure 3: Geology Map Figure 4: Structural Setback Figure 5: Typical. Backfill and Drainage Criteria Dana C. Biggerstaff, PE Senior Geotechnical Engineer GEORESOURCES� AV y M, r_` kyw�y Tukwila Family l -Fun Center Wit: i 0 SeaTac • r Approximate Site Location (map created from Google Maps - https://www.google.com/maps/) Not to Scale GEORESOURCES earth science & geotec_hnica! engineering SOQ7 PacUk Hap E., Suite 16{ Fife, WA 48326 { 253.896.101i { ww,e.georesources.rocks 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 Approximate Site Location (map created from King County iMap - http://gismaps.kingcounty.gov/iMap/) Not to Scale GEORESOURCES earth science & geotechnical engineering 5007 Pacific NvYy E., Suitt I6 I Fire. VIA 98424 1253.896.1011 I arm.6eoresaurcet.tocks 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 Olalla 7.5 -Minute Quadrangle, King, Kitsap, and Pierce Counties, Washington by Derek B. Booth and Kathy Goetz Troost (2004) Qvt Till Qw Wetland deposits (Holocene) Not to Scale GEORESOURCES earth science & geotechnical enginee=ring 5001 Pacific Hwy E., Suite 16 I We, WA 96424 1 253.696.1011 1 www.6eoresources.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 Deck Post Foundation Setback Distance Footing Extension Foundation Element Foundation Slopes Greater , Than 30 Percent --� Setback Distance Not to scale Footing Extension Foundation Element G EORESOU RCES earth science & geotechnical engineering 5067 Pacific Hwy f., Suite 16 t fife, WA 48424 1 253.846.1011 I www.geeresources.rocks IBC Structural Setback Residential Development (Lots 5, 6, & 7) 138.32, 13836, & 14002 Macadam Road South Tukwila, Washington PN: 1523049327, -328, -072 Doc ID: JKMonarch,MacadamRdS.F October 2017 Figure 4 SLOPED TO DRAIN AWAY FROM STRUCTURE ---BELOW GRADE WALL ..--DRAINAGE SAND AND GRAVEL COS TYPE 26 (SEE NOTE 3) PAVEMENT OR 18" /J IMPERVIOUS WALL BACKFILL SEE NOTE 2 -`"'- EXCAVATION SLOPE CONTRACTOR'S REPSONSIBILITYz soo DAMP PROOFING --WEEP HOLES (SEE NOTE 1) ,.----FLOOR SLAB •..�:;: ;---VAPOR RETARDER 6" MIN ON SIDES OF PIPE; 2" BELOW---.." WASHED PEA GRAVEL/CLEAN CRUSHED GRAVEL `PERIMETER / SUBDRAIN PIPE Notes 1: Washed pea gravel/crushed rock 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 maybe 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; tight joints; 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 i 2t alnaue Sand and Gra•sal Sieve Sires %Passing by Weicb 3/2" 831.1 No .38.56 Nob 30.513 No 50 5-32 ,No 700 3-2 4" MI, ins .0 r,, t,ed.G,'aye! Sleve Sian . %Passing ivv Weloin 3/4' 100 7/2" 75-100 314" tl- 75 No 200 0-2 i1, w('t'SICWUI;) inon-giast4s1 so G EO RESOU RTS earth science & geotechnical engineering a 5057 Pacific Hwy E., Suite t6 I Fife, WA 98424 1253.896.1011 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 • .D FOR IPLIANCE C)VED 2011 kwila IVISION ENTER 21-00-00 2-00-00 18-00-00 ' LAYOUT 24" O.C. L L GARAGE 12-00-00 11-06-08 CO W co CA F+ N W N N CO k .. 1[ O co lo,ioio+lip Jo 60 1-00-00 3-00-00 u; - ♦.►♦ ♦♦.►♦ ♦ 4,.11N w + w N 11 \ n Ay.. N 0 yZ 0 0 REVIEW o _ b I cn vioo N • 3 "' CO —. E COti APPR( ECO Fz DUI ity of T DING I v ROF TIa CITY 2x4 Vent Block 32 Product Qty Blocking List LAYOUT 24" O.C. OCT QC iv a 0 o o 0 0 o 14-00-00 1 1 PERMIT 1 18-06-00. 4-06-00 e 23-00-00 b1 -7.,..04z sq 7, 1—k PR Q $ u 1 d 20815 67th Ave NE Arlington, WA 98223 Phone 1360-925 4155 Thes is mos me PLACEMENT DIAGRAM ONLY. These �«« R desig d « individual building in components to be incorporated mm the building dos, at the spoifucadon of the building deaignen. ode individual design Meets for each Miss duibn identified on the placement drawing The build'mp d«ign is responsible for temporary end permanent bracing of the roof.ndfoora,,teruapdforMeoverallam:mum ,he design of the Rum auppurt mucmrc including headers, bum, rolls, and columns a the responsibility of the building designer. For general gu .nee regarding bracing, consult "Bracing of n«d as adabk BUILDER: JK Monarch DATE: 09/19/17 11:23:20 SCALE: PROJECT: L3-1579 DRAWN BY: Larry Livingston JOB le B1704267 ADDRESS: Som drc Stns Plate WMute, 583 D'CMrio DrNe, Madison, t5, 53179 • .D FOR IPLIANCE C)VED 2011 kwila IVISION ENTER MiTek' MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: B1704267 L3-1579 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: K368883I thru K3688840 My license renewal date for the state of Washington is September 28, 2018. September 19,2017 Zhao, Xiaoming IMPORTANT NOTE: Truss Engineer's responsibility is solely for, design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. Job Truss Truss Type Qty Ply L3-1579 K3688831 B1704267 A01 GABLE 1 1 Job Reference (optional) ProBuild Arlington, 1 1.1 -2-0-0 Arlington, WA 98223 7-9-5 2-0-0 7-9-5 1 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 19 12:21:28 2017 Page 1 I D:XtZGhGP WD?rPVfTvNSoa4Xz9wvK-DaxUjeiCDxo05TigKeBgPnwqREZLTWMNNA2pH6yc2vL 13-9-11 20-5-8 22-5-8 6-0-6 6-7-13 2-0-0 3.00 12 3x6 3x6 3x8 3x6 7 3x8 \\ ✓ 39 ^ q5 y A lir 3x4 % 5 w *Iu'a 3x8 \\ ii,/ r,,Y 3x4 4 • ry .. we 3 ✓Alliio : . ^ Y YY n w n lb 3x6 3x4 S S S i 3x6 = 17. 16 . 15 14 13 - 12 5x8 = 11 10 4x4 = • 7-9-5 12-6-0 � 13-9-11 7-9-5 4-8-11 1-3-11 20-5-8 :\ Y 9 4x4 = 6-7-13 Scale = 1:40.4 d uS Plate Offsets (X Y)- [4:0-5-0.0-1-0]. [6:0-5-0.0-1-0]. [7:0-3-4.0-1-8]. [13:0-4-0.0-3-0]. [24:0-1-13.0-1-0]. [27:0-1-13.0-1-0]. [32:0-1-9.0-1-0] LOADING (psf) TOLL 25.0 (Roof Snow=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 0.54 BC 0.31 WB 0.66 (Matrix) DEFL. in (loc) I/deft Lid Vert(LL) -0.06 9-10 >999 240 Vert(CT) -0.11 9-10 >864 180 Horz(CT) 0.01 9 n/a n/a PLATES GRIP MT20 185/148 Weight: 121 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud BRACING - TOP CHORD .. Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 12-6-0 except (jt=length) 9=0-5-8, 11=0-3-8. (Ib) - Max Horz 2=170(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 9, 2, 12, 16, 11 except 14=-111(LC 10) Max Gray All reactions 250 lb or less at joint(s) 12, 15, 16, 17, 11 except 9=915(LC 17), 2=415(LC 17), 14=836(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 4-5=-672/3, 5-39=-586/16, 6-39=-578/19, 7-9=-572/78 BOT CHORD 9-10=-16/591 WEBS 4-14=-802/120, 4-10=0/511, 6-9=-646/57 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. 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) 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. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 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 lb uplift at joint(s) 9, 2, 12, 16, 11 except (jt=lb) 14=111. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. September 19,2017 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. rr MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L3-1579 K3688832 B1704267 A02 MONOPITCH 4 1 Job Reference (optional) ProBuild Arlington, I -2-0-0 2-0-0 Arlington, WA 98223 7-8-11 7-8-11 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 19 12:21:29 2017 Page 1 I D:XtZGhGP WD?rPVfTvNSoa4Xz9wvK-hnVsx_iq_FwtjdH0uLi3y?Tv4em_CvLWcgoMpYyc2vK 13-9-11 I 15-9-11 20-5-8 - 22-5-8 6-1-0 2-0-0 4-7-13 2-0-0 3.00 12 5x12 = Scale = 1:40.2 9 7-8-11 7-8-11 Plate Offsets (X.Y)-- 12:0-5-4,0-0-81.17:0-8-1,0-1-41.18:0-6-8,Edge], [10:Edge,0-2-8], LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 " BCDL 8,0 LUMBER- SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.93 BC 0.86 WB 0.94 (Matrix) 13-9-11 6-1-0 1:0-1-8.0-2-0] 16-0-0 I 18-0-0 I 20-5-8 2-2-5 2-0-0 2-5-8 DEFL. in (loc) I/defl Vert(LL) -0.39.11-13 >609 Vert(CT) -0.63 11-13 >384 Horz(CT) 0.03 10. n/a L/d 240 180 n/a PLATES . GRIP MT20 185/148 Weight: 120 lb FT = 20% TOP CHORD 2x4 DF 2400F 2.0E "Except" 5-8: 2x4 DF 1800F 1.6E, 1-4: 2x4 HF No.2 BOT CHORD 2x6 DF No.2 WEBS 2x4 HF Stud *Except* 8-10: 2x6 DF 2400F 2.0E, 3-11: 2x4 HF No.2 REACTIONS. (lb/size) 10=1087/0-5-8, 2=1025/0-5-8 Max Horz 2=168(LC 7) Max Upliftl0=-28(LC 10), 2=-97(LC 6) Max Gray 10=1379(LC 17), 2=1069(LC 17) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2570/82, 3-4=-1291/0, 4-5=-1215/4, 5-20=-1214/9, 6-20=-1208/11, 6-7=-1541/48, 8-10=-1112/99 BOT CHORD 2-13=-126/2428,'12-13=-126/2428, 11-12=-126/2428, 11-21=-0/311, 21-22=-0/311, 10-22=-0/311 WEBS 3-13=0/322, 3-11=-1277/119, 6-11=-1494/148, 7-11=-83/1949 Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) 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 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) 80.0lb AC unit load placed on the bottom chord, 18-0-0 from left end, supported at two points, 2-0-0 apart. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 2. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. September 19,2017 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. Nil MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L3-1579 K3688833 B1704267 A03 Monopitch 3 1 Job Reference (optional) ProBuild Arlington, -2-0-0 2-0-0 Arlington, WA 98223 7-9-5 7-9-5 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 19 12:21:30 2017 Page 1 ID:XtZGhGPWD?rPVfTvNSoa4Xz9wvK-9z2E8i SIZ2kLmsDR3DIUC04n28vxNmggUXwM?yc2vJ 13-9-11 I _ 20-5-8 I 22-5-8 6-0-6 6-7-13 2-0-0 7-9-5 13-9-11 20-5-8 7-9-5 6-0-6 6-7-13 LOADING (psf) TCLL 25.0 (Roof Snow=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 0.93 BC 0.75 WB 0.86 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) -0.17 2-11 >999 240 Vert(CT) -0.32 2-11 >749 180 Horz(CT) 0.07 8 n/a n/a PLATES GRIP MT20 185/148 Weight: 80 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 : BOT CHORD 2x4 HF No.2 : WEBS 2x4 HF Stud REACTIONS. (lb/size) 8=1013/0-5-8, 2=1020/0-5-8 Max Horz 2=170(LC 7) Max Uplift8=-98(LC 10), 2=-106(LC 6) Max Gray 8=1304(LC 17), 2=1065(LC 17) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2450/112, 3-4=-1405/48, 4-12=-1320/57, 5-12=-1309/64, 6-8=-563/76 BOT CHORD 2-11=-154/2306, 10-11=-154/2306, 9-10=154/2306, 8-9=-63/1314 WEBS 3-11=0/256, 3-9=-1073/97, 5-9=0/459, 5-8=-1466/108 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 5-8 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. 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) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8 except (jt=lb) 2=106. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. September 19,2017 ®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 MiTekSt 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 L3-1579 K3688834 B1704267 A04 GABLE 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -2-0-0 7-9-5 2-0-0 7-9-5 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 19 12:21:31 2017 Page 1 ID:XtZGhGP WD?rPVfTvNSoa4XzgwvK-d9ccLgk4 WsAbywRP?mkX1 QYKnSZcgptp38HTuRyc2vl 13-9-11 20-5-8 72-5-8 6-0-6 6-7-13 2-0-0 Scale = 1:40.7 7-9-5 12-4-0 13-9-11 7-9-5 4-6-11 1-5-11 20-5-8 6-7-13 C71 2 Plate Offsets (X.Y)-- [4:0-5 0,0-1-0]. 16:0-5-0,0-1-0],17:0-3-4.0-1-8j, [20;0-1-13.0-1-01. [22:0-1-13.0-1-0]. [24:0-1-13.0-1-0] LOADING (psf) TOLL 25.0 (Roof Snow=25.0) TCDL 10.0 BOLL 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 0.60 BC 0.40 WB 0.93 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.10 2-16 >999 Vert(CT) -0.19 2-16 >741 Horz(CT) 0.02 13 n/a L/d 240 180 n/a PLATES GRIP MT20 185/148 Weight: 114 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 8-5-0 except (jt=length) 2=0-5-8, 14=0-3-8. (Ib) - Max Horz 2=170(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 9, 2 except 13=-120(LC 10) Max Gray All reactions 250 lb or less at joint(s) 10, 11, 12, 14 except 9=357(LC 17), 2=620(LC 17), 13=1236(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-788/15, 3-4=-696/40, 4-5=-64/401, 5-27=-49/478, 6-27=-48/493, 7-9=-556/77 BOT CHORD 2-16=-82/707, 15-16=-79/713, 14-15=-79/713, 13-14=-79/713, 12-13=-455/32, 11-12=-455/32, 10-11=-455/32, 9-10=-455/32 WEBS 4-13=-1187/112, 6-13=-924/104, 6-9=0/511 Structural wood sheathing directly applied or 5-7-3 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) 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 2) 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. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 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 lb uplift at joint(s) 9, 2 except (jt=lb) 13=120. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. September 19,2017 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 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. rr MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L3-1579 K3688835 81704267 A05 Monopitch 1 1 Job Reference (optional) ProBuild Arlington, -2-0-0 Arlington, WA 98223 2-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 19 12:21:32 2017 Page 1 ID:XtZGhGPWD?rPVfTvNSoa4Xz9wvK-5MA_ZOIiHAISa4obZUGmad5TCruJPMWzIo01 Qtyc2vH 7-8-11 I _ 12-6-0 14-6-0 7-8-11 4-9-5 2-0-0 Scale = 1:27.1 5 3x6 = 7-8-11 2x4 II 12-6-0 6 4x4 = 7-8-11 4-9-5 LOADING (psf) TCLL 25.0 (Roof Snow=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 lncr YES Code IRC2015/TP12014 CSI. TC 0.74 BC 0.50 WB 0.52 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.12 2-7 >999 240 Vert(CT) -0.23 2-7 >623 180 Horz(CT) 0.02 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 45 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (lb/size) 6=671/0-5-8, 2=678/0-5-8 Max Horz 2=112(LC 7) Max Uplift6=-71(LC 10), 2=-87(LC 6) Max Grav 6=846(LC 17), 2=705(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-8=-1051/25, 3-8=-914/27, 4-6=-418/58 BOT CHORD 2-7=-46/957, 6-7=-46/957 WEBS 3-7=0/281, 3-6=-1039/73 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-4-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * 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 lb uplift at joint(s) 6, 2. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. September 19,2017 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. Ml MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L3-1579 K3688836 B1704267 A06 GABLE 1 1 Job Reference (optional) ProBuild Arlington, -2-0-0 Arlington, WA 98223 2-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 19 12:21:32 2017 Page 1 ID:XtZGhGP WD?rPVfTvNSoa4Xz9wvK-5MA_ZOIiHAI Sa40bZUGmad5WQryU PT5zIo01 Qtyc2vH 12-6-0 14-6-0 12-6-0 2-0-0 3x4 I I 8 3.00 12 3x6 = 15 14 13 12 11 10 3x4 II Scale = 1:27.1 9 Co LOADING (psf) TCLL 25.0 (Roof Snow=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 0.54 BC 0.23 WB 0.10 (Matrix) DEFL. in (loc) I/deft Vert(LL) -0.05 8-9 n/r Vert(CT) -0.07 8-9 n/r Horz(CT) . -0.00 10 n/a L/d 180 120 n/a PLATES GRIP MT20 185/148 Weight: 49 lb FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS OTHERS 2x4 HF No.2 2x4 HF No.2 2x4 HF Stud 2x4 HF Stud REACTIONS. All (Ib) - Max Max Max BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. bearings 12-6-0. Horz 2=112(LC 7) Uplift All uplift 100 lb or less at joint(s) 10, 2, 12, 13, 15 except 11=-250(LC 16), 14=-147(LC 1) Gray All reactions 250 lb or less at joint(s) 11, 12, 13, 14 except 10=541(LC 16), 2=381(LC 16), 15=541(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 8-10=-534/81 WEBS 7-11=-32/274, 3-15=-421/111 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. 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) 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. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss•has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ' 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. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 2, 12, 13, 15 except (jt=lb) 11=250, 14=147. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. September 19,2017 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-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 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Ii MiTek' 250 Klug Circle • Corona, CA 92880 Job Truss Truss Type Qty Ply L3-1579 K3688837 61704267 B01 GABLE 1 1 Job Reference (optional) ProBuild Arlington, -2-0-0 Arlington, WA 98223 9-11-12 2-0-0 9-11-12 3.00 12 6 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 19 12:21:33 2017 Page 1 I D:XtZGhGP WD?rPVfTvNSoa4Xz9wvK-ZYkNmM IL2UQJC Ebn7Bn?6reiBFHs8xy6XSmayJyc2vG 19-11-8 21-11-8 9-11-12 2-0-0 4x4 = 7 8 4 ^ I Y ^ 10 1 24 3 12 J Y Y Y Y Y Y Y Y Y �:\ 3x6 22 21 20 19 18 19-11-8 17 16 15 14 3x6 = 19-11-8 Scale = 1:39.4 d LOADING (psf) TCLL 25.0 (Roof Snow=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 lncr YES Code IRC2015/TP12014 CSI. TC 0.47 BC 0.22 WB 0.06 (Matrix) DEFL. in (loc) 1/defl L/d Vert(LL) -0.02 13 n/r 180 Vert(CT) -0.02 13 n/r 120 Horz(CT) 0.00 12 n/a n/a PLATES GRIP MT20 185/148 Weight: 68 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 19-11-8. (lb) - Max Horz 2=36(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 12, 19, 20, 21, 22, 17, 16, 15, 14 Max Gray All reactions 250 lb or less at joint(s) 18, 19, 20, 21, 17, 16, 15 except 2=379(LC 16), 12=379(LC 16), 22=391(LC 17), 14=391(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-22=-314/66, 11-14=-314/66 NOTES - 1) 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 2) 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. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) *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. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 12, 19, 20, 21, 22, 17,16,15,14. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. September 19,2017 ®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 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 L3-1579 K3688838 B1704267 B02 FINK 2 1 r Job Reference (optional) ProBuild Arlington, 1 -2-0-0 Arlington, WA 98223 5-6-6 2-0-0 5-6-6 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 19 12:21:34 2017 Page 1 ID:XtZGhGP WD?rPVfTvNSoa4Xz9wvK-2k11_imzpnYAp09_gulEf2Ar1 fXQtLYG16V7Vmyc2vF 9-11-12 14-5-2 19-11-8 21-11-8 4-5-6 4-5-6 5-6-6 2-0-0 4x4 Scale = 1:39.4 1 3x6 = 7-0-3 3x4 = 7-0-3 1 3x4 = 12-11-5 19-11-8 3x6 = 5-11-3 7-0-3 LOADING (psf) TCLL 25.0 (Roof Snow=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 0.60 BC 0.58 WB 0.23 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.18 8-9 >999 240 Vert(CT) -0.31 8-9 >749 180 Horz(CT) 0.07 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 65 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (lb/size) 2=995/0-5-8, 6=995/0-5-8 Max Horz 2=-36(LC 15) Max Uplift2=-92(LC 6), 6=-92(LC 7) Max Gray 2=996(LC 17), 6=996(LC 18) BRACING - TOP CHORD BOT CHORD FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-10=-2382/56, 3-10=-2313/70, 3-4=-2060/28, 4-5=-2060/29, 5-11=-2313/71, 6-11=-2382/56 BOT CHORD 2-9=-65/2256, 8-9=0/1564, 6-8=-29/2256 WEBS 3-9=-474/101, 4-9=-3/621, 4-8=-3/621, 5-8=-474/101 Structural wood sheathing directly applied or 3-4-13 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; 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) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. September 19,2017 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 L3-1579 K3688839 B1704267 B03 Monopitch 8 1 Job Reference (optional) ProBuild Arlington, -2-0-0 Arlington,WA 98223 2-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 19 12:21:34 2017 Page 1 ID:XtZGhGP WD?rPVfTvNSoa4Xz9wvK-2kll_imzpnYAp09_gul Ef2Ar1 faRtEgGl6V7Vmyc2vF 6-7-15 12-0-0 6-7-15 5-4-1 Scale = 1:23.2 3x4 II 4 5 3x6 = 6-7-15 2x4 II 12-0-0 7 6 4x4 = 6-7-15 5-4-1 LOADING (psf) TCLL 25.0 (Roof Snow=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 0.60 BC 0.39 WB 0.67 (Matrix) DEFL. in (loc) I/deft Ud Vert(LL) -0.07 2-8 >999 240 Vert(CT) -0.14 2-8 >999 180 Horz(CT) 0.02 7 n/a n/a PLATES GRIP MT20 185/148 Weight: 42 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (lb/size) 7=503/0-5-8, 2=665/0-5-8 Max Horz 2=94(LC 9) Max Uplift7=-39(LC 10), 2=-91(LC 6) Max Gray 7=620(LC 17), 2=708(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-9-1205/40, 3-9=-1098/51 BOT CHORD 2-8=-61/1113, 7-8=-61/1113 WEBS 3-8=0/255, 3-7=-1173/86 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-7-8 oc purlins, except end verticals. • BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) 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 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 2. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the. analysis and design of this truss. September 19,2017 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 L3-1579 K3688840 B1704267 B04 GABLE 1 1 Job Reference (optional) ProBuild Arlington, -2-0-0 Arlington, WA 98223 2-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 19 12:21:35 2017 Page 1 ID:XtZGhGPWD?rPVfrvNSoa4Xz9wvK-Wxs7B2nba5gl RYkAEcpTBGj1 g3?CcggP_mFh1 Cyc2vE 12-0-0 14-0-0 12-0-0 2-0-0 Scale = 1:26.3 10 3x6 = 17 16 15 14 13 12 11 3x4 11 LOADING (psf) TCLL 25.0 (Roof Snow=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 lncr YES Code IRC2015/TPI2014 CSI. TC 0.54 BC 0.10 WB 0.10 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.05 9-10 n/r 180 Vert(CT) -0.07 9-10 n/r 120 Horz(CT) -0.00 11 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 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud REACTIONS. All bearings 12-0-0. (Ib) - Max Horz 2=108(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 11, 2, 13, 14, 15, 16, 17 except 12=-253(LC 16) Max Gray All reactions 250 Ib or less at joint(s) 12, 13, 14, 15, 16 except 11=543(LC 16), 2=381(LC 16), 17=278(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 9-11=-535/81 WEBS 8-12=-33/276 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=llomph (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) 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. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times.flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) *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. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 11, 2, 13, 14, 15, 16, 17 except (jt=lb) 12=253. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. September 19,2017 a WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek' 250 Klug Circle Corona, CA 92880 Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x, 3/ y offsets are indicated. Numbering 6-4-8 System dimensions shown in ft-in-sixteenths A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 9 1 ry 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never s1611111JMPI°44 materials on inadequately braced trusses. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. p p y 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. : 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber • shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, 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 isnot sufficient. Design assumes manufacture in accordance with ANS RPI 1 Quality Criteria. I I 1 TOP CHORDS (Drawings not to scale) 2 3 REMDimensions are in ft-in-sixteenths. 111%46. Apply plates to both sides of truss and fully embed teeth. 0'16 TOP CHORD c7-a C6-7 C5-6 p O Ustack O4. ■ _� For 4 x 2 orientation, locate plates 0-'Rd' from outside edge of truss. This symbol indicates the required direction of slots in BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE • AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: 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 relyon lumber values gor established by others. © 2012 MiTek® All Rights Reserved * Plate software PLATE 4 LATERAL BEARING location x ,••••••• connector plates. details available in MiTek 20/20 or upon request. SIZE The first dimension is the plate 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint �—, rt M20. �T "r' k� MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 l/ number where bearings occur. 1 Min size shown is for crushing only. ANSI/TPI1: National Design Specification for Metal Industry Standards:mii Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: BuildingrComponent Safety Information, Guide to Good Practice fo Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. JK MONARCH FINE HOMES City of Tukwila Dept of Community Development Re: Correction Letter #1 — Responses COMBOSFR Permit Application Number D17-0284 MACADAM — LOT 7 —14002 MACADAM RD S RECEIVED CITY OF TUKWILA NUY 2 9 2017 PERMIT CENTER Please note the below listed issues and our responses for corrections made: CORRECTION LTR# BUILDING DEPARTMENT: Allen Johannessen 1) Issue: The plan detail called for a footing drain. Specify where the footing drain system shall terminate to a discharge system or storm drain. Response: Please note the details on the plans that show connection of the footing drains terminating to the storm drain. _ 2) Issue: Elevation views show house on flat ground. Provide elevations showing the different slopes on the sides of the house consistent with the site plan. Show stepping foundations as they occur. Provide average height dimension of the house which is taken from the average grade plane, at a point, 6 feet out from the house to center point of the house roof between peak of the roof to the top plane line. Maximum height shall not exceed 30 feet at that point. Response: Please note the revisions on the elevation pages showing the different slopes and average height dimensions not exceeding 30 feet. Issue: Provide elevation sheet #1 indicating North, South, East and West sides of the home. Response: Please note the revised elevation sheet #1 showing North, South, East and West sides of the home. 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 revised stamp with date and signature on the engineering sheets and documents. Issue: Engineers sheet S1 Notes, the fonts are garbled, some not very legible, main paragraph wording all spaced out. Include with stamp changes to the engineer's sheet, clear and legible fonts and notes. Response: Please note the new sheets with clear and legible fonts. 6) Issue: Roof pitch is shown to be 3/12. Minimum roof pitch requirements for compliance with City of Tukwila Municipal Code (TMC) for new buildings is 5/12. Revise plan to show 5/12 pitch. Response: Please note the revised plans pages showing 5/12 roof pitch. ,,,i5 PLANNING DEPARTMENT: Jaimie Reavis 1) Issue: Per Tukwila Zoning Code 18.50.050, the minimum roof pitch is 5/12. Plan sheets showing building design, including elevation drawings on Sheet 1 shall be revised to show how the structure will meet this requirement. Response: Please note the revised plans and elevation sheets showing 5/12 roof pitch. 2) Issue: The maximum building height is 30 feet in the LDR zone. Demonstrate how the building meets this requirement, per the building height calculation contained in the building code. Response: Please note the revised plans sheets showing the proposed home is within the 30 foot maximum building height in the LDR zone. Average height calculated per the code taking the average grade plane, at a point, 6 feet out from the house to center point of the house roof between peak of the roof to the top plane line. 3) Issue: Revise the site plan to add the fence that will be located at the back side of the house to separate the yard from the sensitive area buffer. Response: Please note the revised site plan to include the fence that is at the back side of the house separating the yard from the sensitive area buffer. Best regards, Russ Sorkness JK Monarch, LLC 253-840-5660 russ@jkmonarch.com November 28, 2017 �J1 LANDMARK DESIGN 4.• custom home design E• stock plans City of Tukwila - Building Services 6300 Southcenter Boulevard Suite #100 Tukwila, WA. 98188 } RE: Permit Application Number D17-0284 Mr. Bill Rambo: I have reviewed your comment letter dated November 2, 2017 and my response is below: Building Review: 1. Footing drain shown on site plan connecting to storm stub. 2. House is on a flat pad. Topo on site was adjusted to show true/proposed grade on lot. 3. Elevation sheet show north, east, south, & west. 4. Provided by engineer. 5. S -sheets legible now. 6. Roof pitch is now 5/12. Planning Deparment: 1. Pitch changed to 5/12 2. Building height is calculated at 29'-11". 3. Fence now shown on site. I appreciate your review. Please don't hesitate to contact me for further questions/clarification at 253-826-7808 or via email at shawna@landmarkplans.com. RECEIVED Cordially, CITY OF TUKWILA Shawna Blackburn Landmark Design NOV 292017 PERMIT CENTER CORRECTION LTR # --�- /�. Q(ILI Sit 1202 Main St. #104+Sumner, A • 98390 Ph: 253-826-7808 < Fax: 253-82 4 • www.landmarkplans.com City of Tukwila Department of Community Development November 02, 2017 RUSS SORKNESS PO BOX 188 PUYALLUP, WA 98371 RE: Correction Letter # 1 COMBOSFR Permit Application Number D17-0284 MACADAM - LOT 7 - 14002 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. The plan detail calls for a footing drain. Specify where the footing drain system shall terminate to a discharge system or storm drain. 2. Elevation views show house on flat ground. However, the site plan indicates some sloping where the house is to be placed. Provide elevations showing the different slops on the sides of the house consistent with the site plan. Show stepping foundations as they occur. Provide the average height dimension of the house which is taken from the average grade plane, at a point, 6 feet out from the house to center point of the house roof between peak of the roof to the top plan line. Maximum height shall not exceed 30 feet at that point. 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. 5. Engineers sheet Si Notes, the fonts are garbled, some not very legible, main paragraph wording all spaced out. Include with stamp changes to the engineer's sheet, clear and legible fonts and notes. 6. Roof pitch is shown to be 3/12. Minimum roof pitch requirements for compliance with City of Tukwila Municipal Code (TMC) for new buildings is 5/12. Revise plan to show 5/12 pitch. (2015 TMC 18.50.050 #6) 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 PLANNING DEPARTMENT: Jaimie Reavis at 206-431-3659 if you have questions regarding these comments. • 1. Per Tukwila Zoning Code 18.50.050, the minimum roof pitch is 5:12. Plan sheets showing building design, including elevation drawings on Sheet 1 shall be revised to show how the structure will meet this requirement. 2. The maximum building height is 30 feet in the LDR zone. Demonstrate how the building meets this requirement, per the building height calculation contained in the building code. 3. Revise the site plan to add the fence that will be located at the back side of the house to separate the yard from the sensitive area buffer. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at 206-431-3655. Sincerely, -\6\f Bill Rambo Permit Technician File No. D17-0284 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 HERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0284 PROJECT NAME: MACADAM ¥ LOT 7 SITE ADDRESS: 14002 MACADAM RD S Original Plan Submittal DATE: 12/01/17 Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: AAtc, -s-q Building Division Fire Prevention Public Works ❑ Structural J U 11111 ❑ Planning Division ❑ Permit Coordinator ❑ PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 12/05/17 Structural Review Required REVIEWERc INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved DUE DATE: 01/02/18 ❑ Approved with Conditions ❑ Corrections Required ❑ Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) ltf- 2 - Notation: REVIEWERcS INITIALS: DATE: CPermit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY . PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0284 PROJECT NAME: MACADAM — LOT 7 SITE ADDRESS: 14002 MACADAM RD S X Original Plan Submittal Response to Correction Letter # DATE: 10/19/17 Revision # Revision # before Permit. Issued after Permit Issued DEPARTMENTS: Building Division EN DM MN& 101141 Public Works pi\ AINC 10--)-7-17 07_ Cow II Fire Prevention Structural Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 10/24/17 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 11/21/17 Notation: REVIEWER'S INITIALS: DATE: ;Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg Fire 0 Ping I- PW 0 Staff Initials: 12/18/2013 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: htlp://www.ci.tukwila.Wa.us REVISION'SUBIVIITTAL; Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: I 1 _21 -1/ Plan Check/Permit Number: D17-0284 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 RECEIVED ❑ Revision # after Permit is Issued CITY OF TUKWILA ❑ Revision requested by a City Building Inspector or Plans Examiner NOV 2 9 2017 Project Name: Macadam — Lot 7 Project Address: 14002 Macadam Rd S Contact Person: PERMIT CENTER LISS So426WCSS Phone Number: 2S3 -2o -Zcro3 Summary of Revision: 'ReN)LS% WOs tP i� F� Vert NeD i�P.i��n) T�Rr.�Cn er1' N 1) S�t'Dw 5/ F.00F INTr l- !_ z� 01551 W 1 n7 0104T-004 o NY p e) gH1D -- \44. Lor - i fl o J 3) e �GIuJ . ST dv. p i D S r toAI bry Si •r FLAN1 Cse1.1sm4e EA)Pm ✓ k� CL£Q eN04.11ntro S'CS 5Ho0.4,61.SVn311sr.top7s Stteel-S C. _SF+o,:" r )4.1 N• • "ear '8 .11€1 Gt r Sheet Number(s): "Cloud" or highlight all areas of revision including date o revisor Received at the City of Tukwila Permit Center by: Entered in TRAKiT on I,7 l dD ( 1 I \applications\forms-applications on line\revision submittal Created: 8-13-2004 Revised: Cit, of Tukwila C'•'tTIFICATE OF WATER AVAILABILITY Department ofCommunity Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov PERMIT NO.: Part A: To be completed by applicant Site address (attach map and legal description showing hydrant location and size of main): NO v 2 MACAIAt.A rte. S . j vw^.7ii-At LA/4 Q 8'117 ilkikeeu I5230149O"12) Owner Information Agent/Contact Person Name: SiL Mo)2--4: LLMC... :Name: vSS _Spyzk,Jess Address`.Addres �O G iov. Ig$ ?1). j q0N. u ei t,. . Bove 1 isg.' ari i4t.` 110114 . ism I Phone: '.53-8'40 -5iet o Phone: vs-3_,Fsit ..st#'oO This certificate is for the purposes of MResidential Building Permit Commercial/Industrial Building Permit ❑ Preliminary Plat O Rezone Estimated number of service connections and water meter size(s): • Short Subdivision • Other 1- Vehicular distance from nearest hydrant to the closest point of structure is Area is served by (Water Utility District): KC— I) *.NT" . ft. Owner/Agent Signature Date Part B: To be completed by water utility district I. The proposed project is within `Tux 14r LA. / i<tIN & (City/County) 2. No improvements required. 3 The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requiremeE iCEIVED CITY OF TUKWILA OCT 19 2011 N /A (Use separate sheet if more room is needed) PERMIT CENTER 4. Based upon the improvements listed above, water can be rovided and will be available at the site with a flow of 1)Z 100 gpm at 20 psi residual for a duration of 2 hours at a velocity of y • 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. 1 hereby certify that the above information is true and correct. M r INZATEa cr 4125 Agency/Phone 2ers) 9597 597 oig bikTIEY 10-2,- 17 By � SC �o-z-1g Attachment t Certificate f Water Availability King County Water District No. 125 The following terms and conditions apply to the attached Certificate of Availability ("Certificate") 1. This Certificate of Water Availability is valid only for the real property referenced herein for the sole purpose of submission to the. City of Tukwila ("City"). This Certificate is issued at the request of the City and is not assignable or transferable to any other party. Further, no third person or party shall have any rights hereunder whether by agency or as a third partybeneficiary or otherwise. 2. The District makes no representations, expressed or implied, the applicant will be able to obtain the necessary permits, approvals and authorization from the City or any other applicable land use jurisdiction or governmental agency necessary before applicant can utilize the utility service which is the subject of this Certificate. 3. As of the date of the issuance of this Certificate, the District has water available to provide utility service to the real property which is the subject of this Certificate, and the utility systems exist or may be extended by the applicant to provide service to such property. However, the issuance of this Certificate creates no contractual relationship between the District and the applicant or the City, and the issuance of this Certificate may not be relied upon and does not constitute the District's guarantee that water utility service will be available to the .real property at the time the applicant may apply to the District for such service. 4. Application for and the possible provision of District utility service to the real property which is the subject of this Certificate shall be subject to and conditioned upon the availability of water service to the real property at the time of such application, as well as all application for utility service, including conservation, .water restrictions, and other policies and regulation then in effect. Applicant's Signaturr . - Date q—"Lie- District Representative Date \O-2— ) _( IVED U KWI LA 9 2017 CENTER 41-1 r' - y Atn;I D.D2, 3460 S 148th Suite 100 Seattle, WA 98168 d jai ,Ie{ Ii' I Phone: (206) 242-3236 SRWRR i r 1 Fax: (206) 242-1527 1 Rcpt. No. CERTIFICATE OF SEWER AVAILABILITY / NON AVAILABILITY Residential: $ 50.00) Commercial: $ 100.00 Certificate of Sewer Availability OR 0 Certificate of Sewer Non -Availability Part A: (To Be Completed By Applicant ) Purpose of Certificate: X Building Permit • Preliminary Plat or PUD • Short•Division ■ Rezone IN Other Proposed Use: ■ Commercial ri Residential Single Family • Residential Multi -Family • Other Applicant's Name me... MOOJA.2.4.44 L.[L Phone Number Z55.NO5(.44 J Property Address ig002 1'lACP►0,,rM RQ. S. Tax Lot Number 152 9012 Legal Description (Attach Map and legal Description if Necessary ); Aerrw,c44eo SN-aram- paAT JDO AA 441-13-- e 251 Part B: (To be Completed by Sewer Agency 1 1 • a. A Sewer Service will be provided by side sewer connection only to an existing 6 " size sewer O feet from the site and the sewer system has the capacity to serve the proposed use. b. Sewer service will require an improvement to the sewer system of: OR • REC1 • (1) feet of sewer trunk or lateral to reach the site; and/or CITY OF ® (2) The construction of a collection system on the site and/or 1 • (3) Other (describe) . ' ®G7 2. Must be completed if 1. b above is checked 0a. The sewer system improvement is in conformance with a County approved sewer comprepERMiT plan, OR 0 b. The sewer system improvement will require a sewer comprehensive amendment. 3. a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District. OR Q a. Annexation or BRB approval will be necessary to provide service. 4. Service a. b. c. I hereby from the By is subject to the following; S.; Permit $ /0(1 Ov District Connection Charges due to prior connectiori: GFC: $ 4103x. oa SFC: $ Unit: $ Total $ 4/33,'" (Subject to Change on January 1st) Either a King County/METRO Capacity Charge, SWSSD or Midway Sewer District Connection Charge may be due upon connection to sewers. Easements: ■ Required May be Required Other certify that the above sewer agency information is true. This certification sha i or a year date of signature. Title /h f _e- c /zr/ Date 947/ 1? IVED U KWI LA 9 2017 CENTER 41-1 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 acknowledge that I have received the Certificate of Sewer Availability/Non -Availability and this attachment, and fully understand the terms and conditions herein. Applicant's signaturC...2..........e....._____ e Date JK Monarch LLC Home Espafiol Contact Safety & Health Claims & Insurance Washington State Department of 40 Labor & Industries Search L&I Page 1 of 2 A -Z. Index Help 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. L&l Tax debts .......................... No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. 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" LAI account contact T2 / CHRISTOPHER WASSON (360)902-6331 - Email: WASQ235@lni.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 6r`. Washington State Dept. of Labor & Industries. Use of this sae is subject to the laws of the state st Washington. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=603088988&LIC=JKMONML874NA&SAW= 12/12/2017 T LAT 0 Ft---=QUIR smumonnis TJ ROOF ATT IC VENT IL AT ION CAL CULAT IONS INTEATE 24 WR UJI-4OLE 1-4OUSE VENTILATION SYSTEM 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 PONT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. VENTILATION REQUIRED PER SEC. RS06.1 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 SHALL HAVE A LEAST DIMENSIONS OF 1/16' INCH MINIMUM AND 1/4' INCH MAXIMUM. VENTILATION OPENINGS HAVING A LEAST DIMENSION LARGER THAN 1/4' SHALL BE PROVIDED WITH CORROSION -RESISTANT WIRE CLOTH SCREENING, HARDWARE CLOTH OR SIMILAR MATERIAL WIN OPENINGS HAVING A LEAST DIMENSION OF 1/I6' 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. RS06.2 - THE MINIMUM NET FREE VENTILATION AREA SHALL BE 1/150 OF THE AREA OF THE VENTED SPACE. VENT AND INSULATION CLEARANCE PER SEC. 88063 - WHERE EAVE OR CORNICE VENTS ARE INSTALLED, INSULATION SHALL NOT BLOCK THE FREE FLOW OF AIR. NOT LESS THAN A 1 -INCH SPACE SHALL BE PROVIDED BETWEEN THE INSULATION AND THE ROOF SHEATHING AND AT THE LOCATION OF THE VENT. UPPER ROOF: (AREA 1) 635 SQ. FT. OF ATTIC AREA/300 = 2.12 SQ. FT. OF VENTILATION REQUIRED (305 SQ INCHES) UPPER VENTS Is 153 Sq. In. (4 AF50 VENTS) LAR Y�I.IQ = I fta 9. ILL 1.3 EAVE VENTS x 12' PER BLOCK • 1% Sq. In. NOTE: UPPER ROOF. VENTING PROVIDED BY 1'x10' AF50 ROOF VENTS. (50 * N. PER VENT) NOTE: EAVE VENTING PROVIDED BY (4)-2 1/8' DIAMETER 'BIRD HOLES' PER SAVE t3L Lh (4)-2 1/5' DIA HOLES • 14.16 Sq. In. w/O MESH NPA w/ MESH = 12' Sq. In. PER BLOCK I 21'-00(6 EIAVE VENTS) 1 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 AS A BEDROOM, BATHROOM, CLOSET OR IN ANY ENCLOSED SPACE WITH ACCESS ONLY THROUGH SUCH ROOM OR SPACE, EXCEPT DIRECT VENT FURNACE, ENCLOSED FURNACES AN ELECTRIC HEATING FURNACES, LIQUEFIED PETROLEUM GAS -BURNING APPLIANCES SHALL NOT BE INSTALLED IN A PIT. BASEMENT OR SIMILAR LOCATION WHERE HEAVIER THAN AIR GAS MIGHT COLLECT. APPLIANCES SO FUELED SHALL NOT BE INSTALLED IN AN ABOVE GRAPE 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 INSTALLED WITH THE PILOTS AND BURNERS OR HEATING ELEMENTS AND SWITCHES AT LEAST 1S' ABOVE THE FLOOR LEVEL TEMPERATURE CONTROL THE PRIMARY SPACE CONDITIONING SYSTEM WITHIN EACH DUELLING MIT SHALL BE PROVIDED WITH AT LEAST ONE PROGRAMMABLE 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 POINT WHERE THE VENT PASSES THROUGH THE ROOF OF THE BUILDING AND AT LEAST 2' HIGHER THAN ANY PORTION OF THE BUILDING WITHIN 10' OF THE VENT. UTILITY ROOM NOTES/MAKE UP AIR: 1. WHERE THE EXHAUST DUCT IS CONCEALED WITHIN THE BUILDING CONSTRUCTION, THE EQUIVALENT LENGTH OF THE EXHAUST DUCT SHALL SE 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-1AVINA AN R=A 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. • 100 SQ INCH TRANSFER GRILL PER IRC G2439.4 (614k) :t�iaa TED 24 la AS AMENDED BY WASHINGTON STATE VENTILATION SYSTEM. SEC. MI501.1 GENERAL LOCAL EXHAUST OR WHOLE -HOUSE MECHANICAL VENTILATION SYSTEMS AND EQUIPMENT SHALL BE DESIGNED IN ACCORDANCE WITH THIS SECTION. M15012 RECIRCULATION OF AIR EXHAUST AIR FROM BATHROOMS AND TOILET ROOMS SHALL NOT BE RECIRCULATED WITHIN 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 MI5013.1 THROUGH MI50133. MI5013.1 SYSTEM DESIGN EACH DUELLING UNIT OR GUESTROOM SHALL BE EQUIPPED WITH A VENTILATION SYSTEM COMPLYING WITH SECTION M150134, M150135, MI50136 OR M1501.3.1. COMPLIANCE IS ALSO PERMITTED TO BE DEMONSTRATED THROUGH COMPLIANCE WITH THE INTERNATIONAL MECHANICAL CODE OR ASHRAE STANDARD 62.2. 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, DEI-IUMIDISTATS, 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 BE PERMITTED AS AN OVERRIDE CONTROL. CONTROLS SHALL BE CAPABLE OF OPERATING THE VENTILATION SYSTEM WITHOUT ENERGIZING OTHER ENERGY -CONSUMING APPLIANCES. A CLEARLY VISIBLE LABEL SHALL BE AFFIXED TO THE CONTROLS THAT READS 'WI-IOLE HOUSE VENTILATION (SEE OPERATING INSTRUCTIONS).' 5. INTERMITTENT LU IOLE-HOUSE VENTILATION SYSTEMS. INTERMITTENT 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 FANS, FORCED -AIR SYSTEM FANS, OR SUPPLY FANS WITHOUT ENERGIZING OTHER ENERGY -CONSUMING APPLIANCES. 53 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 HAVE A MANUAL CONTROL AND AUTOMATIC CONTROL, SUCH AS A 24-HOUR CLOCK TIMER. 5.6 5.1 AT THE TIME OF FINAL 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. 5.8 A LABEL SHALL BE AFFIXED TO THE CONTROL THAT READS 'WHOLE HOUSE VENTILATION (SEE OPERATING INSTRUCTIONS).' MI50132.1 OPERATING INSTRUCTIONS 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 DUELLING UNIT AT A CONTINUOUS RATE OF NOT LESS THAN THAT DETERMINED N ACCORDANCE WITH TABLE M150133(1). EXCEPTION: THE WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM IS PERMITTED TO OPERATE INTERMITTENTLY WHERE THE SYSTEM WAS CONTROLS THAT ENABLE OPERATION FOR NOT LESS THAN 25 PERCENT OF EACH 4 -HOUR SEGMENT AND THE VENTILATION RATE PRESCRIBED IN TABLE M150133(1) IS MULTIPLIED BY THE FACTOR DETERMINED IN ACCORDANCE WITH TABLE M150133(2). M150135 WHOLE -HOUSE VENTILATION INTEGRATED WITH A FORCED -AIR SYSTEM. THIS SECTION ESTABLISHES MINIMUM PRESCRIPTIVE REQUIREMENTS 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. M150135J INTEGRATED WHOLE -HOUSE VENTILATION SYSTEMS. INTEGRATED WHOLE -HOUSE VENTILATION SYSTEMS SHALL PROVIDE OUTDOOR AIR AT THE RATE CALCULATED USING SECTION MI50133. 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 POINT WITHIN 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 BE CONNECTED DIRECTLY INTO A FHJR9ACE 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 MI50132. THE REQUIRED FLOW RATE SHALL BE VERIFIED BY FIELD TESTING WITH A FLOW HOOD OR A FLOW MEASURING STATION. M1501352 VENTILATION DUCT INSULATION. ALL SUPPLY DUCTS N THE CONDITIONED SPACE SHALL BE INSULATED TO A MINIMUM CF R-4. MI5013.53 OUTDOOR AIR INLETS. INLETS SHALL BE 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: L 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. MI501.4 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 IS PRODUCED. LOCAL EXHAUST SYSTEMS SHALL SE DESIGNED TO HAVE THE CAPACITY TO EXHAUST THE MINIMUM AIR FLOW RATE DETERMINED IN ACCORDANCE WITH TABLE MI501A. SEC. MI501 M1501r4J LOCAL EXHAUST FANS EXHAUST FANS PROVIDING LOCAL EXHAUST SHALL HAVE A MINIMUM FAN FLOW RATING NOT LESS THAN 50 cftn 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 AMCA 210. EXCEPTION: WHERE A RANGE HOOD OR DOWN DRAFT EXHAUST FAN IS USED TO SATISFY THE LOCAL EXHAUST REQUIREMENTS FOR KITCHENS, THE RANGE HOOD OR DO01 DRAFT EXHAUST SHALL NOT BE LESS THAN 100 cFWi AT 0.10 INCHES WATER GAUGE. MI50142 LOCAL EXHAUST CONTROLS LOCAL EXHAUST SYSTEMS SHALL BE CONTROLLED BY MANUAL SWITCHES, DEHUMIDISTATS, TIMERS, OR OTHER APPROVED MEANS. LOCAL EXHAUST SYSTEM CONTROLS SHALL BE READILY ACCESSIBLE. T • .- �- 33(1) CONT N E MECI4ANICAL VENTILATION SYSTEM AIR PLOW TE PEGLII DWELL INC* UNIT FLOOR AREA(S.F.) NUMBER OF BEDROOMS 0-1 2-3 4-5 6 -Z AIRFLOW IN CFM -1500 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 "I,500 105 120 13M 1.A0) 165 33(2) INTERMITTENT WHOLE HOUSE MECHANICAL VENTILATION RATE PACT. _- RUN-TIME % IN EACH 4 -HOUR SEGMENT 25% 33% 50% 66% 13% 100% FACTOR 4 3 2 1.5 13 1.0 AREA TO BE EXHAUSTED EXHAUST RATES KITCHENS 100 cfln INTERMITTENT OR 25 cAn CONTINUOUS BATHROOMS -TOILET RMS LAUNDRY ROOMS INDOOR SWIMMING POOLS 4 SPAS MECHANICAL EXHAUST CAPACITY OF 50 CAn INTERMITTENT OR 20 cfm CONTINUOUS 206�, ; YCCOE CaoIPLIAISZE 2015 WSEC: 3.5 ENERGY CREDITS REQUIRED PER TABLE 4062 ENERGY CREDIT OPTIONS: (Ia, 3a, 5a, 5c m 3.5 CREDITS) la - EFFICIENT BUILDING ENVELOPE (0.5 CREDIT) PRESCRIPTIVE COMPLIANCE IS BASE ON TABLE 8402.1.1 WITH THE FOLLOWING MODIFICATIONS: - VERTICAL FENESTRATION U■028 - FLOOR R-38 - SLAB ON GRADE R-10 PERIMETER AND UNDER ENTIRE SLAB - BELOW GRADE SLAB R-10 PERIMETER AND UNDER ENTIRE SLAB OR -COMPLIANCE BASED ON SECTION 8402.14: REDUCE THE TOTAL UA BY 3%. 3a - 1-1131-1 EFFICIENCY HVAC EQUIPMENT (1.0 CREDIT) - GAS, PROPANE OR OIL -FIRED FURNACE WITH MINIMUM AFUE OF 949, OR - GAS, PROPANE OR OIL -FIRED BOILER WITH MINIMUM AFUE OF 92% TO QUALIFY TO CLAIM THIS CREDIT, THE BUILDING PER1IT 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 THE FOLLOWING: - GAS, PROPANE OR OIL WATER HEATER WITH MINIMUM EF OF 0.91 OR - SOLAR WATER HEATING* SUPPLEMENTING* A MINIMUM STANDARD WATER HEATER SOLAR WATER HEATING WILL PROVIDE A RATED MINIMUM SAVINGS OF 85 THERMS OR 2000 kWh BASED ON THE SOLAR RATING* AND CERTIFICATION CORPORATION (SRCC) ANNUAL PERFOR1ANCE 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 THIS CREDIT, THE BUILDING PERMIT DRAWINGS SHALL SPECIFY THE OPTION BEING SELECTED AND SHALL SPECIFY THE WATER HEATER EQUIPMENT TYPE AND THE MINIMUM EQUIPMENT EFFICIENCY AND, FOR SOLAR WATER HEATING SYSTEMS, THE CALCULATION OF THE MINIMUM ENERGY SAVINGS. bl7O29'1 REVIEWED FOR DE COMPLIANCE APPROVED DEC 0 8 2017 City of Tukwila ILDING DIVISION RECEIVED CITY OF T UKWILA NOV 2 9 2017 PERMIT CENTER 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: Date: N-2 8 pUILDING CODE: 2015 INTERNATIONAL BLDG. CODE (IBC), AND BY REFERENCE WHERE APPLICABLE THE 2015 INTERNATIONAL RESIDENTIAL CODE (IRC) AS AMENDED BY LOCAL JURISDICTION. ROOF LIVE LOAD • 25 PSF (SNOW) ROOF DEAD LOAD • 15 PSF FLOOR LIVE LOAD • 40 PSF FLOOR DEAD LOAD • 15 PSF WINO LOAD ■ 110 MPH WIND SPEED, EXPOSURE 'B', RISK CAT. II TYPE: V OCCUPANCY GROUP: R-3 DESIGN CRITERIA: TABLE R3012(1) C.�ROWD SNOW WIND DESIGN SEISMIC DESIGN CATEGORY SUBJECT TO DAMAGE FROM WINTER DESIGN TEMP. ICE SHIELD ��- LAMENTLOAD REQUIRED FLOOD HAZARDS AIR FREEZING INDEX MEAN ANNUM. TEMP SPEED ( {) TOPOGRAPHIC ELECTS SPECIAL WIND REGION WIND-k30Rie DEBRIS ZONE 1LEATWERING FROST LME DEPTH TEI�t-IIiE 25 110 16 8 16 DI/D2 MOD 18 Op 11 NO L- ORAL JURISDICTION 50 50 ADDITIONAL REQUIRED SUBMITTAL ITEMS ITEMS TO SE 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) err GENERAL UNLESS A SOILS INVESTIGATION SY A QUALIFIED SOILS ENGINEER I8 PROVIDED, FOUNDATION DESIGN IS BASED ON AN ASSUMED AVERAGE SOIL SEARING OF J500 P8F. EXTERIOR FOOTINGS SHALL BEAR 18' (MINIMUM) BELOW FINISHED GRADE. ALL FOOTINGS TO BEAR ON FiRM UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. BACKFILL TO SE THOROUGHLY COMPACTED. 41, MINIMUM COMPRESSIVE STt9:'Nrx'T14 OF CONCRETE PER TABLE R4022 TYPE OR LOCATIONS of CONCRETE CONSTRUCTION MINIMUM COMPRESSIVE STRENGTH (Pb) AT 28 DAYS MODERATE WEATHERING POTENTIAL EBASEMENT XPOSED to THE WEATHE NATIONS t OTHER CONCRETE NOT 2,500 psi BASEMENT SLABS 4 INTERIOR SLAB ON GRADE, EXCEPT GARAGE BOOR SLABS 2,900 psi BASEMENT WALLS, FOUNpATICN WALLS, EXTERIOR WALLS 4 OTHER VERTICAL CONCRETE WORK EXPOSED TO 114E WEATHER 3,000 pet (5% to 1% air entrained PORCHES, CARPORT SLABS 4 STEPS EXPOSED THE WEATHER 4 GARAGE FLOOR SLAB. 3.000 pet (5x to 1% air entrained) CONCRETE 'BATCH TICKET' SHALL BE AVAILABLE ON SITE FOR REVIEW BY BUILDING OFFICIAL REit`�FOORCING STEEL TO COMPLY WITH ASTM A615 GRADE 40. UN.O. (SEE STRUCTURAL) ATICN BOLT 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.C. 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 8E PRESSURE TREATED. FIELD CUT ENDS, NOTCHES, AND DRILLED 140LE8 OF PRESSURE TREATED LUMBER SHALL BE RETREATED IN THE FIELD IN ACCORDANCE WITH AWA 114. (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' TIN. CLEARANCE BETWEEN FLOOR JOiST AND GRADE. p4MPPROOFING EXCEPT WHERE REQUIRED BY SEC. R4062 TO 8E 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 (8) 6 NCI -ES 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 70 THE EXTERIOR OF THE WALL. THE PARGING SHALL BE DAMPPROOFED IN ACCORDANCE WITH ONE OF THE FOLLOWING: 1. BITUMINOUS COATNG. 2.3 POUNDS PER SQ. YD. OF ACRYLIC MODIFIED CEMENT. 3. 1/e' COAT CF SURFACE -BONDING CEMENT COMPLYING WITH ASTM C 881. 4. ANY MATERIAL PERMITTED FOR WATERPROOFING IN SEC. R406.2. 5.OTHER APPROVED METHODS OR MATERIALS. EXCEPTION: PARGNG OF UNIT MASONRY WALLS iS NOT REQUIRED WHERE A MATERIAL IS APPROVED FOR DIRECT APPLICATION TO THE MASONRY. CONCRETE WALLS SHALL SE DAMPPROOFED BY APPLYING ANY ONE OF THE LISTED DAMPPROOFiNG MATERIALS OR ANY ONE OF THE WATERPROOFING MATERIALS LISTED N SECTION R4062 10 THE EXTERIOR OF THE WALL. WATERPROOFING R406.2 - IN AREAS WHERE A HIGH WATER TABLE OR OTHER SEVERE SOiL-WATER CONDITIONS ARE KNOWN 10 EXIST, EXTERIOR FOUNDATiON WALLS THAT RETAIN EARTH AND ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE WATERPROOFED FROM TI4E HIGHER OF (a) THE TOP OF THE FOOTING, OR (b) 6 INCHES BELOW THE TOP OF THE BASEMENT FLOOR, 10 TME FINISHED GRADE. WALLS SHALL 8E WATERPROOFED IN ACCORDANCE WITI4 ONE OF THE FOLLOWING: 1. 2 -PLY 440T -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. Vo' CEMENT -BASED, FIBER -REINFORCED, WATERPROOF COATNG. 8. 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 FOR ICF WALLS WITH EXPANDED POLYSTYRENE FORM MATERIAL. USE OF PLASTIC ROOFING CEMENTS, ACRYLIC COATINGS, LATEX COATINGS, MORTARS AND PARGINGS 10 SEAL iCF WALLS I8 PERMITTED. COLD -SETTING ASPI4,4LT OR HOT ASPHALT SHALL CONFORM 10 TYPE C OF ASTM D 449. HOT ASPHALT SHALL BE APPLIED Al A TEMPERA'T'URE 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 8Y THE BASEMENT) SHALL HAVE VENTILATION OPENNG THROUGH FOUNDATION WALLS OR EXTERIOR WALLS. A GROUND COVER OF SIX MIL (0.006 IN THICK BLACK POLYETHYLENE OR APPROVED EQUAL SHALL BE LAID OVER THE GROUND WITHIN CRAWL SPACES. THE GROUND COVER SHALL BE OVERLAPPED SIX iNCi4ES MINIMUM Al TI -E JOINTS AND 514ALL EXTEND TO THE FOUNDATION WALL. EXCEPTION: THE GROUND COVER MAY BE OMITTED IN CRAWL SPACES IF THE CRAWL SPACE 4445 A CONCRETE SLAB FLOOR WITH A MINIMUM THICKNESS OF TWO INCHES. pRAFTBTOPPING R302.12 IN COMBUSTIBLE CONSTRUCTION WHERE THERE IS USABLE SPACE BOTH ABOVE 4 BELOW THE CONCEALED SPACE OF A FLOOR/CEILING ASSEMBLY, DRAFTSTOPS SHALL 8E INSTALLED SO THAT THE AREA OF TI4E CONCEALED SPACE DOES NOT EXCEED 1,000 SQUARE FEET. DRAFTSTOFFING SHALL DIVIDE THE CONCEALED SPACE INTO APPROXIMATELY EQUAL AREAS. WWERE THE ASSEMBLY IS ENCLOSED BY .4 FLOOR MEMBRANE ABOVE 4 .4 CEILING MEMBRANE BELOW, DRAFTSTOPPiNG SHALL BE PROVIDED IN FLOOR/CEILING ASSEMBLIES UNDER THE FOLLOWING CIRCUMSTANCES: 1. CEILING IS SUSPENDED UNDER THE FLOOR FRAMING. 2. FLOOR FRAMING IS CONSTRUCTED OF TRUSS -TYPE OPEN -WEB OR PERFORATED MEMBERS. DRAFTSTOPPING SHALL CONSIST OF MATERIALS LiSTED IN IRC SECTION R302.12.1. FIREBLOCKING R302.11 iN COMBUSTIBLE CONSTRUCTION, FIREBLOCKING SHALL BE PROVIDED 10 CUT OFF 80714 VERTICAL AND HORIZONTAL CONCEALED DRAFT OPENINGS ,AND 10 FORM AN EFFECTIVE FIRE BARRIER BETWEEN STORIES, AND BETWEEN A TOP STORY AND THE ROOF SPACE. FIREBLOCKiNU SHALL BE PROVIDED N WOOD -FRAMED CONSTRUCTION iN THE FOLLOWING LOCATIONS: 1. N CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS AS FOLLOWS= 1.1. VERTICALLY AT THE CEILING AND FLOOR LEVELS. 12. HORIZONTALLY AT INTERVALS NOT EXCEEDING 10ft 2. AT INTERCONNECTIONS 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 UiNDER STAIRS SHALL COMPLY WITH IRC SECTION R302.1 02' GWS) 4. AT OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES ANP WIRES AT CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL TO RESIST 714E FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. THE MATERIAL FiLLING 74415 ANNULAR SPACE SHALL NOT BE REQUIRED TO MEET THE 48th E 136 REQUIREMENTS. 5. FOR THE FIREBLOCKING OF CHIMNEYS AND FIREPLACES, SEE IRC SECTION R1003.113. 6. FIREBLOCKING OF CORNICES OF A TWO-FAMILY DWELLING IS REQUIRED AT 114E LINE OF DWELLING UNIT SEPARATION. FIREBLOCKING SHALL CONSIST OF MATERIALS LISTED IN IRC SECTION R302.1U LOOSE -FILL INSULATION MATERIAL SHALL NOT BE USED ASA FIREBLOCK UNLESS SPECIFICALLY TESTED 114 THE FORM AND MANNER INTENDED. THE INTEGRITY OF ALL FIRESLOCKS SHALL BE MAINTAINED. 1 GENERAL ALL NAILING t0 COMPLY WITH REQUIREMENTS OF IRO TABLE R602.3(1) GYPSUM WALL BOARD AT INTERIOR WALLS 70 8E FASTENED ACCORDING t0 TABLE 81023.5 MINIMUM THICKNESS AND APPLICATION OF GYPSUM BOARD TAME 810238 7141001E66 OF GYPSUM BOARD OR GYPSUM PANEL (INPRODUCTCHES) APPLICATION ORIENTATION OF GYPSUM BOARD OR GYPSUM PANEL PRODUCTS MAXIMUM 8PAC# OF (INCHES 0.C.)TO MAXIM"! SPAWNS OP FASTENERS (INCHES) SIZE OF NAiLS FOR APPLICATION TO WOOD FRAMING( I ed�sive SCREWS 3/8' CEILINS PERPENDICULAR 16 1 12 13 GAGE, 14/4' LONG, I9/64' HEAD; 0298' DIA, I-1/4' LONG, At'NiLAR- WAL L EITHER DIRECTION 16 8 16 RSDS OR 4d COOLER NAIL, 0280' DIA. 13/8' LONG, 1/32' HEAD. CEILNS EITHER DIRECTION 16 1 12 13 GAGE, I-3/8' L0144,19/64' IEADJ OMB' DIA, 1-1/4' LONG, A1+IILAR- CEILING PERPENDICULAR 24 1 12 RINGED, OR I5d COOLER NAIL, 0286' DIA. 1-8/8' LONG B/64' HEAD: OR wpm HOARD NAIL, CttiE3' DIA, 1-1/8' LONG, e/32' HEAD. WALL EITHER DIRECTION 24 8 12 WALL EITHER DIRECTION 16 8 16 S/8' CE'LNG EITHER DIRECTION 16 1 12 13 GAGE, 1-8/8' LONG 19/64' BEAD: 0298' DIA.1-3/8' LONG AN ULAR- RNc3ED, OR 6d COOLER NAIL, 0292' DIA,1-1/8' LONG, 1/4' HEAD, OR GYPSUM BOARD NAIL. 0288' DIA. I-1/8' LONG 19/64' iEAD. CEILM PERPENDICULAR 24 1 12 TYPE X AT GARAGE CL.G BENEATH HABITABLE ROOMS PERPENDICULAR 24 6 6 I-1/8' LONG 6d COATED NAILS OR EQUIVALENT DRYWALL SCREWS. ecu acme 614ALL COMPLY arm SECTION R102315.1. WALL. EITHER DIRECTION 24 8 0 13 GAGE, 1-8/8' LONG,, 18/64' HEAD, 0288' PIA, 1-3/8' LONG ANItILAR- RNGED, OR 6d COOLER NAIL, 192' DIA, I-1/8' LC 1/4' MEAD: OR GYPSUM BOARD NAiL. ewes' DIA. 1-1/8' LONG, 19/64' I4mAD. WALL EITHER DIRECTION 16 0 16 APPLICATION WITH ADHESIVE 9/8' CEU.NS PERPENDiCULAR 16 16 16 SAME A9 ABOVE FOR 3/8' GYPSUM BOARD AND GYPSUM PANEL PRODUctT. WALL EITHER DIRECTION 16 16 24 1/2' OR SW CEILING EITHER DIRECTION 16 16 16 SAME AS ABa'3 POR V2' AND 15/8' GYPSUM BOARD AND GYPSUM PANEL PRODUCTS, RESPECTIVELY. CEILING: PERPENDICULAR 24 12 16 WALL. EITHER DIRECTION 24 16 24 TWO 3/8 LAYERS CEILING PERPENDICULAR 16 16 16 masa PLY NAB.E= AS ABOVE FOR,/ GYi•8141 BOARD AND GYPSUM PANEL. PRODUCt8 PACE PLY WALLED 131714 ADHESIVE. WALL EITHER DIRECTION 24 24 24 FASTENERS ALL NAILS SPECIFIED ON THiS PLAN SHALL BE COMMON OR GALVANIZED BOX (UNLESS NOTED OTHERWISE) OF THE DIAMETER AND LENGTH LISTED BELOW OR AS PER APPENDIX L OF 714E NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NDS) 8d COMMON (0.131' DIA., 2-1/2' LENGTH), 8d BOX (0.113' DIA, 2-1/2' LONG), 10d COMMON (0.148' DIA., 3' LONG) 100 BOX (0.128' DIA., 3' LENGTH), 16d COMMON (0.162' DIA, 3-1/2' LONG), 16d SINKER (0.148 DIA, 3-1/4' LONG) Sd COOLER (0086' DIA., 1-5/8' LONG ), 6d COOLER (0.092' DIA., 1-1/8' LONG) LUMBER GRADES FRAMING LUMBER SHALL COMPLY 70 TI -E LATEST EDITION OF UJUUPA GRADING RULES FOR THE EINGIVRA. ALL SAWN LUMBER 614ALL BE STAMPED WITH THE GRADE MARK OF AN APPROVED LUMBER GRADING AGENCY AND SN �4y� _THE. FOLLOWING UNADJUSTED DESIGN MINIMUM PROPERTIES: Permit o• T Ul C.i JOISTS: WOOD TYPE: 2X4 2X6 OR LAGER HF '2 - Fb•850 pat, Fv■15 pet, Fc■1300 pat, E■1200000pe1 1-iF '2 - Fb•850 pet, Fv •15 pat, Fc.1300 pat, E ■ 1200000p61 MO 4X 6X OR LARGER DF -L'2 - Fb•900 pet, Fv■95 pal, Fc■13$0 psi, E■I600000p61 DF -L'2 - Po•815 pat, Fv•85 pat, Fc•600 pet, E•1300000pe1 lilla 2X4 2X6 OR LARGER 14P 02 - Fb■850 pet, Fv•155 psi, Fc•1300 p61, E■1200000pei 14F'2 - Fb•880 pet, Fv•15 p8i, Fc■1300 p61, E■1200000pet POSTS I-IF'2 - Fb■900 pei, Fv■95 pei, Fc■1350 psi, E■1600000p81 14F s2 - Fb■900 pet, Fv•95 p81, Fc■1350 poi, E■1600000pa1 DF -L 01 - Fb•100 pat, Fv85 pei, Fc■415 pat, E■1300000pet DF -L'2 - Fo.100 psi, Fv■85 pat, Fc•415 pei, E•1300000pet 4X4 4X6 OR LARGER 6X6 OR LARGER 6X6 OR LARGER Plan review approval is cubjcct to err ora and omissions. Approval of const; ict!cn d :ocumcnts 0003 not cu :loriz3 the violation of any adopted co:lo or crd ; lc leo. flccoipt of approvoddField Copy and conditions is c;,:cnowlad, od: Date: City of Tukwila BUiLDING DIVISION GLUED -LAMINATED BEAM (GLS) 814ALL BE 24F -V4 FOR SINGLE SPANS 4 24F -VS FOR CONTNUOUS OR CANTILEVER SPANS WITH THE FOLLOWING MINIMUM PROPERTIES: Fb • 2,400 P81, Fv • 165 PSI, Fc • 650 PSI (PERPENDICULAR), E • 1,800,000 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' SHALL HAVE THE MINIMUM PROPERTIES: Fb • 2,900 PSI, Fv • 2W PSI, Fc • 150 PSI (PERPENDICULAR), E • 2,000,000 PSi. BEAMS DESIGNATED AS 'LVL' SHALL HAVE THE MINIMUM PROPERTIES: Fb • 2,600 PSI, Fv • 285 PSI, Fc • 150 PSI (PERPENDICULAR), E • 1,900,000 PSI. BEAMS DESIGNATED AS 'LSU' SHALL HAVE THE MINIMUM PROPERTIES: Fb • 1,100 PSI, Fv • 400 P81, Pc • 680 PSI !PERPENDICULAR), E • 1,300,000 PSI. CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SHALL BE LIMITED AS FOLLOWS: FLOOR LIVE LOAD MAXIMUM • L/480, FLOOR TOTAL LOAD MAXIMUM • L/240. PREFABRICATED WOOD TRUSSES: lI PREFABRICATED WOOD TRUSSES SHALL 8E DESIGNED t0 SUPPORT SELF WEIGHT PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS AS STATED IN THE GENERAL NOTES. TRUSSES SHALL BE DESIGNED 4 STAMPED SY A LICENSED PROFESSIONAL ENGINEER AND FABRICATED ONLY FROM THOSE DESIGNS. NONDCARING WALLS SHALL BE HELD AWAY FROM 714E TRUSS BOTTOM CHORD WITH AN APPROVED FASTENER (SUCH AS SIMPSON STC) 70 ENSURE 74447 714E TRUSS BOTTOM CHORD WILL NOT BEAR ON THE WALL. ALL PERMANENT TRUSS MEMBER BRACING SHALL 8E INSTALLED PER THE TRUSS DESIGN DRAWINGS. R00F/UJ4LL/FLOOR SHEATHING TYPICAL WALL 4 ROOF SHEATHING SHALL BE 1/16' RATED SHEATHING MINIMUM UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE Sd COMMON * 6' O.C. 0 PANEL EDGES AND 12' O.C. IN FIELD UNA. ON SHEARWALL SCHEDULE. SPAN INDEX SHALL BE 24/0 FOR WALLS AND 24/16 FOR ROOF. FLOOR 84EATHING SHALL 8E 3/4' T4G RATED (40/20) SHEATHING, UNLESS OTI4ERWISE SPECIFIED. MINIMUM NAILING SHALL BE Sd COMMON AT 6' O.C. 0 PANEL EDGES AND 12' 0.0. iN FIELD. SPAN INDEX SHALL BE 40/20 UNLESS NOTED OTHERWISE. STAGGER END LAPS 47 ROOF AND FLOOR SHEATHING. WALL FLASHING APPROVED CORRASION -RESISTANT FLASHING SHALL BE PROVIDED IN THE EXTERIOR WALL ENVELOPE IN SUCH A MANNER AS t0 PREVENT ENTRY OF WATER INTO THE WALL CAVITY OR PENETRATION OF WATER TO 714E BUILDING STRUCTURAL FRAMING COMPONENTS. THE FLASHING SHALL EXTEND TO THE SURFACE OF THE EXTERIOR WALL FINISH AND SHALL BE INSTALLED TO PREVENT WATER PROM REENTERING THE EXTERIOR WALL ENVELOPE. APPROVED CORROSION -RESISTANT FLASHINGS 844ALL ESE INSTALLED AT ALL OF THE FOLLOWING LOCATIONS: 1. AT TOP OF ALL EXTERIOR WINDOW AND DOOR OPENINGS IN 8UCI4 A MANNER AS TO ISE 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 AT THE ENDS OF MASONRY, WOOD, OR METAL COPINGS AND SiLLS. 4. CONTINUOUSLY ABOVE ALL PROJECTING WOOD TRIM. 5. WHERE EXTERIOR PORCI4ES, DECKS, OR STAIRS ATTACH TOA WALL OR FLOOR ASSEMBLY OF WOOD CONSTRUCTION. 6. A7 WALL AND ROOF INTERSECTIONS. 1. AT BUILT-iN GUT1ERS. MP •m• W AND PER 2015 WASHINGTON STATE ENERGY CODE WINDOWS SHALL BE INSTALLED AND FINISHED IN ACCORDANCE WITH THE MANUFACTURER'S WRITTEN INSTALLATION INSTRUCTIONS. WRITTEN INSTALLATION INSTRUCTIONS SHALL BE PROVIDED 8Y THE MANUFACTURER FOR EACH WINDOW. ALL SKYLIGHTS AND SKY WALLS TO 8E LAMINATED GLASS UNLESS NOTED OTHERWISE. SECTION 8310 -EMERGENCY ESCAPE 4 RESCUE OPENINGS R310.1 EMERGENCY ESCAPE AND RESCUE OPENING REQUIRED. BASEMENTS, HABITABLE ATTICS AND EVERY SLEEPING ROOM SHALL HAVE NOT LESS THAN ONE OPERABLE EMERGENCY ESCAPE AND RESCUE OPENING. WHERE BASEMENTS CONTAIN ONE OR MORE SLEEPING 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 TOA YARD OR COURT THAT OPENS 70A PUBLIC WAY. EXCEPTION: STORM SHELTERS AND BASEMENTS USED ONLY t0 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 MN. NET CLEAR OPENING OF 5.1 SQ. F7. EXCEPTION: GRADE FLOOR OPENINGS SHALL HAVE A MN. 5.0 SGL FT. MINIMUM OPENING HEIGHT: THE MiN. NET CLEAR OPENINGS HEIGHT SHALL BE 24 INCHES. MINIMUM OPENING WIDTH: 744E MN NET CLEAR OPENING WIDTH SHALL SE 20 INCHES. MAXIMUM SILL HEIGHT:, WHERE A WINDOW IS PROVIDED AS 714E EMERGENCY ESCAPE AND RESCUE OPENING, IT SHALL HAVE A SILL HEIGHT OF NOT MORE THAN 44' ABOVE THE FLOOR, WHERE THE SILL HEIGHT IS BELOW GRADE, 17 SHALL SE PROVIDED WiTH A WINDOW WELL IN ACCORDANCE WITH SEC. R3102.3. SAFETY GLAZING SHALL BE INSTALLED iN THE FOLLOWING LOCATIONS OR AS OTHERWISE REQUIRED PER IRC SECTION 8308.4 1. GLAZING IN DOORS - SIDE HINGED DOORS, SLIDING GLASS DOORS AND PANELS IN SLIDING, 4 BIFOLD DOOR ASSEMBLIES PER IRC SECTION 8308.4.1. 2. GLAZING ADJACENT t0 DOORS - PANELS WITHIN 24' OF EITHER SIDE OF 714E DOOR iN CLOSED POSITION PER IRC SECTION R308.42. 3. GLAZING IN WINDOWS - THE PANE IS LARGER 714,414 9 SQ. PT., 714E BOTTOM EDGE IS LESS THAN 18' ABOVE THE FLOOR 744E TOP EDGE IS MORE THAN 36' ABOVE THE FLOOR, AND ONE OR MORE WALKING SURFACES ARE Wit4N 36', MEASURED HORIZONTALLY AND IN A STRAIGHT LINE OF THE GLAZING PER IRC SECTION R308.43. 4. GLAZING 114 GUARDS AND RAILS PER IRC SECTION 8308.4.4. 5. GLAZING IN WET SURFACES - WALLS, ENCLOSURES OR FENCES CONTAINING OR FACING NOT TUBS, SPAS, W14IRLPOOLS, SAUNAS, STEAM ROOMS, BATHTUBS, SHOWERS AND INDOOR OR OUTDOOR SWIMMING POOLS WHERE THE BOTTOM EXPOSED EDGE iS LESS THAN 60' MEASURED VERTICALLY ABOVE ANY STANDING OR WALKING SURFACE PER IRC SECTION 8308.4.5. 1. GLAZING ADJACENT 70 STAIRS AND RAMPS - WHERE THE 8011'OM EXPOSED EDGE 15 LESS THAN 36' ABOVE THE PLANE OF 714E ADJACENT WALKING SURFACE OF STAIRWAYS, LANDING SETUE:EN FLIGHTS OF STAIRS .414P RAMPS PER IRC SECTION R308.4.6. S. GLAZING ADJACENT 70 THE BOTTOM STAIR LANDING - WHERE THE GLAZING IS LESS THAN 36' ABOVE THE LANDING AND WITHIN 4 60' HORIZONTAL ARC LESS THAN 180 DEGREES FROM THE BOTTOM TREAD NOSING PER IRC SECTION 83084.1. TiCN M - ,• CTICN R302.10 FLAME SPREAD INDEX AND SMOKE -DEVELOPED INDEX FOR INSULATION FLAME SPREAD AND SMOKE -DEVELOPED INDEX FOR INSULATION SHALL SE N ACCORDANCE WITH SECTIONS R302.10.1 THROUGI4 8302.105. R302.10.1 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 HAVE A FLAME SPREAD INDEX NOT TO EXCEED 25 WITH AN ACCOMPANYING SMOKE -DEVELOPED INDEX NOT TO EXCEED 450 WI4ERE TESTED N ACCORDANCE WITH ASTM E 84 OR UL 123. ON 1. WHEREEXCEPTI8UCH MS:ATERIALS ARE INSTALLED N CONCEALED SPACES, THE FLAME SPREAD INDEX AND SMOKE -DEVELOPED INDEX LIMITATIONS DO NOT APPLY 70 714E FACINGS, PROVIDED THAT THE FACING iS INSTALLED 114 SUBSTANTIAL CONTACT WiTH THE UNEXPOSED SURFACE OF 714E CEILING, FLOOR OR WALL FINISH. 2. CELLULOSE FIBER LOOSE -FILL INSULATION, 714A7 IS 1407 SPRAY APPLIED, COMPLYING WITH THE REQUIREMENTS OF SECTION 8302.103, SHALL NOT BE REQUIRED t0 MEET 714E SMOKE -DEVELOPED INDEX OF NOT MORE THAN 450 AND SHALL SE REQUIRED TO MEET A SMOKE -DEVELOPED NDEX OF NOT MORE THAN 450 WHERE TESTED N ACCORDANCE WITH CANAJLC 81022. 3. FOAM PLASTIC INSULATION SHALL COMPLY WITH SECTION 8316. R302.10.2 LOOSE -FILL NSULATiON LOOSE -FILL NSULATION MATERIALS THAT CANNOT BE MOUNTED N 714E 48111E 84 OR UL 123 APPARATUS WITHOUT A SCREEN OR ARTIFICIAL SUPPORTS SHALL COMPLY WITH 71-1E FLAME SPREAD AND SMOKE -DEVELOPED LiMITS OF SECTION 8302.10.1 W14ERE TESTED 114 ACCORDANCE WITH CAN/ULC 61022. EXCEPTION: CELLULOSIC FiBER LOOSE -FILL INSULATION SHALL NOT BE REQUIRED TO BE TESTED 144 ACCORDANCE WITH CAN/ULC 81022, PROVIDED SUCH INSULATION COMPLIES WITH 714E REQUIREMENTS OF SECTIONS R302.10.1 AND R302.10.3. 8302.103 CELLULOSIC FIBER LOOSE -FILL INSULATION CELLULOSIC FIBER LOOSE -FILL INSULATION SHALL COMPLY WITH CPBC 16 CFR, PARTS 1203 AND 1404. EACH PACKAGE OF SUCH iNSULATNG MATERIAL SHALL BE CLEARLY LABELED IN ACCORDANCE WITH CPBC 16 CFR, PARTS 1209 AND 1404. R302.10.1 EXPOSED ATTiC INSULATION EXPOSED INSULATION MATERIALS INSTALLED ON ATTIC FLOORS SHALL HAVE A CRITICAL RADIANT FLUX NOT LESS THAN 0.12 WATT_ PER SQUARE CENTIMETER. R302.10.5 TESTING TESTS FOR CRITICAL RADIANT FLUX SHALL BE MADE 114 ACCORDANCE WITH A511 E 910. JNFILTRATION CONTROL EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES, PENETRATIONS N FLOORS, ROOFS AND WALLS AND ALL SIMILAR OPENNGS SHALL BE SEALED, CAULKED, GASKETED OR WEATI4ERSTRIPPED TO LIMIT AIR LEAKAGE. R102.1 VAPOR RETARDERS CLASS I OR II VAPOR RETARDERS ARE REQUIRED ON THE 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 FREEZING WiLL NOT DAMAGE THE MATERIALS. 8102.1.1 CLASS III VAPOR RETARDERS CLASS III VAPOR RETARDERS SHALL BE PERMITTED WHERE ANY ONE OF TI4E CONDITIONS N TABLE 8102: I.1 I8 MET. R102.12 MATERIAL VAPOR RETARDER CLASS. THE VAPOR RETARDER CLASS SHALL BE BASED ON 714E MANUFACTURER'S CERTIFIED TESTING OR A TESTED ASSEMBLY. THE FOLLOWING SHALL BE DEEMED t0 MEET 714E CLASS SPECIFIED: CLASS I: SHEET POLYETHYLENE, UNPERFORATED ALUMINUM l FOIL CLASS II: KRAFT -FACED FIBERGLASS 8ATTS. CLASS III: LATEX OR ENAMEL PANT. R102.13 MINIMUM CLEAR AIRSPACES AND VENTED OPENINGS FOR VENTED CLADDING. FOR 714E PURPOSES OF T1415 SECTION, VENTED CLADDING SHALL INCLUDE 714E FOLLOWING MINIMUM CLEAR AIRSPACES. OCHER OPENING WITH THE EQUIVALENT VENT AREA SMALL 8E PERMITTED. 1. VINYL LAP OR HORIZONTAL ALUMINUM SIDING APPLIED OVER A WEATHER -RESISTIVE BARRIER AS SPECIFIED 114 TABLE R1033(1.) 2. BRICK VENEER W1714 A CLEAR AIRSPACE AS SPECIFIED 114 TABLE 8103.8.4. 3. OTI-ER APPROVED VENTED CLADDINGS. WSEC R402.4 AiR LEAKAGE (MANDATORY) THE BUILDING THERMAL ENVELOPE SHALL BE CONSTRUCTED TO LIMIT AIR LEAKAGE 114 ACCORDANCE WITH THE REQUIREMENTS OF SECTIONS 8402.4.1 THROUGH R402.44. R4024.12 TESTING THE BUILDING OR DUELLING UNIT SHALL BE TESTED AND VERIFIED AS HAYING AN AIR LEAKAGE RATE OF NOT EXCEEDING 5 AIR EXCHANGES PER HOUR SEPARATE PEWIT `''r FOR: r O R: ,©Mechanical ill. Electrical L� Plumbing O Ge.s Piping City of Tukwila DIMMING DIVISION CTI AND �...� POSTING OF CERTIFICATE WSEC R4013 A PERMANENT CERTIFICATE SHALL BE COMPLETED BY 714E BUILDER OR REGISTERED DESIGN PROFESSIONAL AND POSTED ON A WALL IN 74-E: SPACE W -(ERE THE FURNACE iS LOCATED, A UTILITY ROOM, OR AN APPROVED LOCATION INSIDE TI4E BUILDING. WHEN LOCATED ON AN ELECTRICAL PANEL, 744E CERTIFICATE 51-1ALL NOT COVER OR OBSTRUCT THE VISIBILITY OF THE CIRCUIT DIRECTORY LABEL, SERVICE DISCONNECT LABEL, OR OTHER REQUIRED LABELS. THE CERTIFICATES SHALL LiST 714E PREDOMINANT R -VALUES OF INSULATION INSTALLED 114 OR 014 CEILNG/ROOF, WALLS, FOUNDATION (SLAB, BELOW -GRADE WALL, AND/OR FLOOR) AND DUCTS OUTSIDE CONDITIONED SPACES❑U-FACTORS FOR FENESTRATION AND THE SOLAR HEAT GAN COEFFICIENT (SHGC) OF FENESTRATION, ANP THE RESULTS FROM ANY REQUIRED DUCT SYSTEM AND BUILDING ENVELOPE AIR LEAKAGE TESTING PONE ON 714E BUILDING. WHERE THERE IS MORE THAN ONE VALUE FOR EAC14 COMPONENT, 744E CERTIFICATES SHALL LIST 714E VALUE COVERING 744E LARGEST AREA. 714E CERTIFICATES SHALL LIST T44E TYPES AND EFFICIENCIES OF I4EATNG, COOLING AND SERVICE WATER HEATING EQUIPMENT. WHERE A GAS-FIRED UNVENTEP ROOM HEATER ELECTRIC FURNACE, OR BASEBOARD ELECTRIC HEATER IS INSTALLED N 714E RESIDENCE, THE CERTIFICATES SHALL LIST 'GAS-FIRED UNVI-NTED ROOM HEATER,' 'ELECTRIC FURNACE' OR 'BASEBOARD ELECTRIC HEATER ' AS APPROPRIATE. AN EFFICIENCY SHALL NOT BE LISTED FOR GAS-FIRED UNVENTED ROOM HEATERS, ELECTRIC FURNACES OR ELECTRIC BASEBOARD HEATERS. DUCT LEAKAGE TESTING= DUCTS SHALL BE LEAK TESTED 114 ACCORDANCE WITH WSU RS -33, USING 744E MAXIMUM DUCT LEAKAGE RATES SPECIFIED IN 2015 WSEC SEC. R403.3.3. A WRITTEN REPORT OF THE RESULTS SHALL BE SIGNED BY 744E PARTY CONDUCTING THE TEST AND PROVIDED t0 THE CODE OFFICIAL. WILDiNG AIR LEAKAGE TESTING 2015 WSEC SEC. R402.4 THE BUILDING THERMAL ENVELOPE SHALL BE CONSTRUCTED t0 LiMIT AIR LEAKAGE 114 ACCORDANCE WITH THE REQUIREMENTS OF SECTIONS 8402.4.1 THROUGH 8402.4.4. No changes of wor< w TuI"vii NOTE: Revisions end may in:;:u z. • z a a Mc° 44 MI z00 ... &am' P13 °° 0-4 tj ®a' V N Macadam Lot #7 City of Tukwila EVISIONS - all h^ M --If+n to the scope c;: pvi:7,r approval of ill t c::iro ir'°i plan submittal additional plan review tees 7,,4P 100 WTEers 2015 UNIFORM PLUMBING CODE SEC. 312.12 STRAINER PLATES ON DRAIN INLETS SHALL BE DESIGNED AND INSTALLED 60 714A7 NO OPENING EXCEEDS ti OF AN INCH IN THE LEAST DIMENSION. 312.12.1 METER BOXES SHALL BE CONSTRUCTED IN SUCH AN MANNER THAT RATS CANNOT ENTER A BUILDING 8Y FOLLOWING THE SERVICE PIPES FROM THE BOX Nt0 THE BUILDING. 312.122 METAL COLLARS IN OR ON EEUILDINGB WHERE OPENINGS HAVE SEEN MADE 1 WALLS, FLOORS, OR CEILINGS FOR 744E PASSAGE OF PIPES, SUCH OPENINGS SHALL BE CLOSED AND PROTECTED BY 714E INSTALLATION OF APPROVED METAL COLLARS SECU FASTENED 70 THE ADJOINING STRUCTURE. 312.123 TUB WASTE OPENINGS N FRAMED CONSTRUCTION TO CRAWL SPACES At OR BELOW 714E FIRST FLOOR SHALL 8E PROTEC THE INSTALLATION OF APPROVED METAL COLLARS OR METAL SCREEN SECURELY FASTENED TO 714E ADJOINING STRUCTURE WI OPENNG EXCEEDING 1'2 OF AN NCH IN THE LEAST DIMENSION. LlSEC SECTION R404 LIGHTING EQUIPMENT PER SEC R404.1 - A MINIMUM OF 15 PERCENT OF LAMPS IN PERMANENTLY INSTALLED LIGI4TiNG FIXTURES BE 441G14 -EFFICACY LAMPS. JNTERIOR STAIRWAY ILLUMINATION PER SEC R303.1 iRC INTERIOR STAIRWAYS SHALL BE PROVIDED WITH .414 ARTIFICIAL LIGHT SOURCE t0 ILLUMINATE 714E LANDINGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM 714E BUILDING WIRING. THE LIGHT SOURCE SHALL BE CAPABLE OF ILLUMINATING TREADS AND LANDINGS TO LEVELS 140T LESS 714414 1 FOOT-CANDLE MEASURED .47 THE CENTER OP TREADS AND LANDINGS. 714ERE SHALL BE A WALL SWITCH AT EACH FLOOR LEVEL TO CONTROL THE LIGHT SOURCE WHERE 714E STAIRWAY 14,45 SIX OR MORE RISERS. EXCEPTION: A SWITCH IS NOT REQUIRED WHERE REMOTE, CENTRAL OR AUTOMATIC CONTROL OF LIGHTING I8 PROVIDED. REVIEWED FO 1p COWL A No -APPROVED DEC 0 8 2011 ALkl L kwil City of Tu BUILDING DIVIS EXTERIOR STAIRWAY ILLUMINATION PER SEC R303.8 IRC EXTERIOR STAIRWAYS SHALL BE PROVIDED W1714 AN ARTIFICIAL LiGI4T SOURCE LOCATED AT 714E TOP LANDING OF THE STAIRWAY. STAIRWAY ILLUMINATION 514ALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. EXTERIOR STAIRWAYS PROVIDING ACCESS TO A BASEMENT FROM THE OUTDOOR GRADE LEVEL 84 -ALL BE PROVIDED WITH AN ARTIFICIAL LiGHT SOURCE LOCATED At THE BOTTOM LANDING OF 714E STAIRWAY. LL AND Ikk2TC1-1 ems PER SEC 86026 DRILLING AND NOTCHING OF STUDS SHALL BE IN ACCORDANCE WITH THE FOLLOWING: 001R€ TION LTR# 1. NOTCHING. ANY STUD 114 AN EXTERIOR WALL OR BEARING PARTITION SHALL BE PERMITTED 70 BE CUT OR NOTCHED 70 A DEPTH NOT EXCEEDING 25% OF ITS WIDTH. STUDS 114 NONBEARING PARTITIONS SHALL BE PERMITTED TO BE NOTCHED TO .4 DEPTH NOT TO EXCEED 40% OF A SINGLE STUD WIDTH. 2. DRILLING. ANY STUD SHALL SE PERMITTED TO BE BORED OR DRILLED, PROVIDED THAT THE DIAMETER OF 714E RESULTING HOLE IS NO MORE THAN 60% OF THE STUD WIDTH, 714E EDGE OF THE HOLE IS 140 MORE 714AN % INCH 70 THE EDGE OF 714E STUD, AND THE HOLE IS 1407 LOCATED IN THE SAME SECTION ASA CUT OR NOTCH. STUDS LOCATED 114 EXTERIOR WALLS OR BEARING PARTITIONS DRILLED OVER 40% AND UP TO 60% SHALL ALSO BE DOUBLED W1744 NO MORE 714AN TWO SUCCESSIVE DOUBLED STUDS BORED. SEE FIGURES R602.6(1) AND R6023(2). EXCEPTION: USE OF APPROVED STUD SHOES 18 PERMITTED WHERE THEY ARE INSTALLED N ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. DRILLING AND NOTCHING OF TOP PLATE. PER SEC 8602.6.1 WHEN PIPING OR DUCTWORK IS PLACED IN OR PARTLY 114 AN EXTERIOR WALL OR INTERIOR LOAD-BEARING WALL, NECESSITATING CUTTING, DRILLING OR NOTCHING OF THE TOP PLATE BY MORE 714A14 50 PERCENT OF IT'S WIDTH, A GALVANIZED METAL TIE NOT LESS THAN 0.054 NC14 THICK AND 1-1/2' INCHES WIDE SHALL 8E FASTENED ACROSS AND t0 THE PLATE AT EACH SIDE OF THE OPENNG WITH NOT LESS THA1 EiGI4T I0d NAiLS HAVING A MINIMUM LENGTH OF 1-1/2' INCHES 47 EACH 5IPE OR EQUIVALENT. 714E METAL TIE MUST EXTEND A MINIMUM OF 6 INCHES PAST THE OPENING. SEE FIGU R602 -S.1, EXCEPTION: WHEN 714E ENTIRE SiDE OF THE WALL WITH 714E NOTCH OR CUT iS COVERED BY WOOD STRUCTURAL PANE ti RECEIVED CEIVED V OF TUKWILA NOV 2 9 2017 PERMIT CENTER 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: L3-1579 Date: I1-28-17 r- 1 5 NORTH# �L�Y�TION 12 RETENTBRIER RESISTANT VR SHEATHING OR SUBSTRATE FINISH SIDING GSM TRIM FLASHING WITH 5" MIN. VERTICAL LEG HORIZONTAL WOOD TRIM H OR I Z. TRIM AT SH E4rH NCS/UJOOO STUDS 2x6 EXTERIOR WALL. 1/16' PLY OR 0S15 N.T.S. 5/4x4 CORNER--> TRIM 0 SIDES 4REAR „cNU gik\ \ \\\\\\\\\ \��� \\\\\\\\\\\\\ \\\\\\\\\ I% \\\\\\\\\ \\\\ \\\\\\\\\ \\\\ \\\\\\\\\ SHEATHING, TYP. SIDING PER ELEVATIONS OVER VAPOR BARRIER, PRE -FINISHED CONTINUOUS SI-EETMETAL FLASHINGS, TYP. COMP. ROOFING OVER VAPOR BARRIER ATOP 1/16' PLY OR 083 SHEATHINGS, TYP. I2 H ELEVATION va..r-o. 12 ROOF DRIP EDGES PER SEC. R9052.8.5 PROVIDE DRIP EDGE AT EAVES t GABLES W/ A MN. 2' OVERLAP 15T-11' 5 ASH INTA I J.. N.T.S. 5 COMP ROOF WI DBL. FELT CONT. GUTTER r - -r 1 5/4x6 CORNER TRIM ® FRONT 5/4x4 WINDOW , DOOR TRIM 0 FRONT 4" EXP. I-IIORIZ. SIDING .1 .1 .1 1 EAST EL!VATION' AVERAGE FINISHED GRADE A=128' 15=128' C=128' D=128' 12'/x=+29 11 '-11' UILDINCA HEIGHT =151'-11" STUCCO PANEL SIDING 5/4x12 BAND BD. W/ PLASHING 6" EXP. HORIZ. SIDING 1. 1. 1 1 1 > -J TYP PER SIDE IF SITE REQUIRES l- ;FgS r GRADE TO SLOPE AWAY FROM FOUNDATION A MIN. OP 6" WITHIN THE FIRST 10' WEST ELEVATION va•.r-o. HOUSE NUMBERS TO BE VISIBLE 4 LEGIBLE WITH CONTRASTING BACKGROUND FROM THE STREET FRONTING THE NUMBER BE MIN. 4' HIGH 4 A MIN. STROKE WIDTH OP 1/2' PER SEC. 83131 125' • z REVIEWED FOR ODE COMPLIANCE APPROVED DEC 0 8 2011 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA NOV 2 9 2017 PERMIT CENTER 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: L3-1579 Date: 11-2E3-11 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 TO SE 4x10 DFL °2 ON 4x4 POSTS (4x6 AT SPLICES) ON 24' DIA. x 8' CONC. PADS UNLESS NOTED OTHERWISE. 4. ALL POSTS TO BE ANCHORED AGAINST LATERAL MOVEMENT. 5. SOLID BLOCK AT ALL POINT LOADS FROM ABOVE. 6. FLOOR JOISTS SHOULD BE SUPPORTED LATERALLY AT EACH END AND AT EACH SUPPORT, BY SOLID BLOCKING OR BY ANOTHER APPROVED METHOD. 1. PROVIDE MINIMUM 18'-24' CRAWL ACCESS. *CRAWL ACCESS HATCHES OR DOORS SHALL BE WEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES. 8. PROVIDE CRAWL SPACE VENTILATION PER IRC SECTION R408. *FOUNDATION VENTS SHALL SE PLACED SO THAT THE TOP OF THE VENT IS BELOW THE LOWER SURFACE OF THE FLOOR INSULATION. 9. INTERIOR GRADE OF CRAWL SPACE SHALL BE SLOPED TO DRAIN AND INSURE THE REMOVAL OF WATER 10.PREVENT WOOD TO CONC. CONTACT W/CONT. FLASHING OR APPROVE MEMBRANE. 11.41 12. INDICATES 'SIMPSON' HOLDDOWN. SEE SHEARWALL SCHEDULE FOR ANCHOR BOLT SIZE 4 SPS (SWT 51.0). NEC 250.52 Grounding Electrodes A concrete encased grounding electrode is required in all new concrete footings. The electrode shall consist of at least 20 feet of 1/2" or larger reinforcement bar or Bare copper conductor not smaller than 4 AWG, and shall be located horizontally within that portion of a concrete foundation or footing that is in direct contact with the earth & encased by at least 2" of concrete. (NOTE: 20 -foot rebar shall be one continuous piece tied alongside any vicinity footing rebar and shall protrude 8" min. above top of foundation wall near location of power panel.) • 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 r measured from the buildings finish face or corner of the building nearest the property line and not necessarily measured from the exterior foundation. 32'-0' STUD NOTCHING AND BORING - BEARING OR EXTERIOR WALL NOTCH 255, 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. NOTE - FASTENERS FOR TREATED WOOD TO BE HOT -DIPPED GALVANIZED, STAINLESS STEEL, SILICONE, BRONZE OR COPPER J$�..*V 5uM'.�1+5.4W..Pl+f`FSVa+„iriY NA..POT .1/...1.4.4 aL.14b..•..H. WHOLE HOUSE VENTILATION: 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 / 19'-111' 12'-03' FURNACE TO HAVE A DUCT FOR OUTSIDE AIR, MOTORIZED DAMPER WITH TIMER AND CONTROLS ARE TO BE ADDED FOR THE REQUIRED FRESH AIR EXCHANGE. 12'-0' • 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. 30'SQ. XI0'T CONC. FTG. W/(3)04 E.W. \Di 30'SQ. X10'T CONC. FTG. W/(3,04 E.W.- N ;t 9'-3' RO. FOR GAR. D • L 24'SQ. X10'T CONC. 4' CONC. SLAB FTG. W/(2)'4 E.W. OVER 4' COMPACT SAND AND GRAVEL BASE D< D: * S 1 S � � 4 BARS , p t,�Q 18' O.C.��\ �Q I I I V 4 I I I I I ME 3'-9' I- 4'-0' L -� rn co BLOCK-OUT FOR DR ♦ "t m 30'SQ. X10'T CONC. FTG. W/(3)04 24'SQ. X10'T CONC. FTG. W/(2)*4 E.W. 4' CONC. SLAB 30'SQ. X10'T CONC. FTG. OVER 4' COMPACT 111/(3)94 E.W. SAND AND GRAVEL BASE R-10 RIGID INS. AT ENTIRE SLAB D< 1 4 BARS 2 Q. X 0 • C. FTG. W/(2)"4 E.W. 12'-0' / IS' O.G. L S>; 19'-6' T-6' 32'-0' 12'-6' 4' CONC. SLAB OVER 4' COMPACT SAND AND GRAVEL BASE �OUN��TION PLAN 32'-0' 71 7- 12'-03' / 12'-0' 1'-113' 5'-1' 6'-11' 3'-9' 4'-2 4'- 1'-4' 2/0X$/0 SH U E.F. LJ BATH 8' CLG. N in ♦ ♦ BP 8'-4 E3EPROOM- I 8' CLG. EGRESS 4/0X4/6 XO 6'-0' 33///0ggX5/0 514 A50VE HDR a 6'-8' UPPER F.FISEE ELEV.1 co DN I6R Vt 1 1 1 CV 2/0X3/0 SH Dt • C N of )5m CFM BATH 5' CLG. 36' WALL W/ WOOD CAP OR OPEN RAIL F'ER IRC% LOSTN 'N2el 8' CLG. 17.A.� I Li'-112. 6'-0' 12'-0' i 4 3/0X4/6 FX 3'-9' / 3'-9' 1'-6' r tt BP 8'-5' lO SD. 6'-3' EEPROOM-2 5' CLG. EGRESS 4/0X416 XO 3'-13' i 0 0 i 0 i 0 0 i 0 i 0 a% 6'-3' 6 r 12'-6' 32'-0' UPPER FLOOR PLAN ♦ ♦ "4 N ♦♦♦ INTERIOR STAIRWAY ILLUMINATION PER SEC 8303:7 IRC INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE TO ILLUMINATE THE LANDINGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER PROM THE BUILDING WIRING. THE LIGHT SOURCE SHALL BE CAPABLE OF ILLUMINATING TREADS AND LANDINGS TO LEVELS NOT LESS THAN I 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 HAS SIX OR MORE RISERS. EXCEPTION: A SWITCH IS NOT REQUIRED WHERE REMOTE, CENTRAL OR AUTOMATIC CONTROL OF LIGHTING IS PROVIDED. EXTERIOR STAIRWAY ILLUMINATION PER SEC 8303.8 IRC EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE TOP LANDING OF THE STAIRWAY. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. EXTERIOR STAIRWAYS PROVIDING ACCESS TO A BASEMENT FROM THE OUTDOOR GRAPE LEVEL SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE BOTTOM LANDING OF THE STAIRWAY. 32'-0' 19'-113' 12'-03' 12'-0' 6'-0' 6'-0' 31-9' 41-23' 4'-23' / 3/ 13'-�11� 'FCX.)i-F' FF. 3/0X3/ D/W f XO HDR x - (SEE ELEV) S.G. 1 1 / N REFER *I U i -N4 SINK KITCHEN E.F. 8' CLG. / O 0 CFM 4 4 ISLAND 1:7ININE; ROOM s_ 8' CLG. i SA to DN I6R LI; 6/0X5/0 XOX l • UP 16R i r r N MANUF. NAT. GAS METAL FIREPLACE INSTALL PER MFR SPECS. GREAT ROOM 8' CLG. 6'-0' 4/0X4/6 XO 6'-0' 3'-9' 3'-9' 6'-3' 410X4/6 XO 6'-3' N ACVn tt m C 12'-0' T-6' 12'-6' 32'-0' MAIN FLOOR PLAN 32'-0' 19'-113' 12'-03' 12'-0' 1'-113' / 0 N � /iiiaiia�ia/a�i�i�iaii/actio/a��aa��a/iiiia/�r�//io/ai/iaiir/r i NUJALL MOUNTED i. • RINNAI RUCSOI NAT. GAS HOT WATER SYSTEM (ENERGY FACTOR=0.96) rR., TANKLESS WN - i i 0 i 4 i i i 4 6,846E 4 i cn GOYEREI7 PORCH CONC- 8/0X6/8 SGD ea. 0 0 :4 ♦ ♦ ♦ 1' MIN. SOLID CORE UJJOSELFOD,STOEELG DOOR OR 20 MIN. RATED NO DUCT OPENINGS IN GARAGE. ZP DUCTS THROUGH CLG OR WALL COMMON TO HOUSE, MIN. 26 GAGE STEEL. i BLUE 18 ALU TRACER METAL w AUTERDSERVT ICE - PIPING PER UPC 6049 / i (2)1/0X6/8 SL S.G. 9/0 x 1/0 O.H. DOOR 9'-3 RO. 12'-0' * / PROTECTION UNDER STAIR Z � UP ISR SPACE W PER 830/2.11/2' G.Uj.B. / ENCLOSE ACCESSIBLE 4'-1' ENTRY 8' CLG. SI HIGH C.O. A 12'-0i' REG ROOM 5' CLG. 0 i 61 ♦A ^It 0 // / 19'-6' / 1'-6' 6'-3' 4/0X5/0 XO / 6'-3' 12'-6' 32'-0' LANDING AT 'EXIT' DOOR NOT TO BE LOWER THAN 15 INCHES FROM TOP OF THRESHOLD. (83113.1) COPYRIGHT 2017 Landmark Design Inc. ALI- RIGHTS RESERVED LOJ'M LOOR PLAN GENERAL NOTES: 1. ALL WORK TO BE 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 PLUMBING 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 G.P.M. FLOW. ALL OTHER LAVATORY FAUCETS TO BE LIMITED TO MAXIMUM 1.0 G.PM FLOW. 1. ALL GLAZING WITHIN 60' ABOVE DRAIN INLET TO BE SAFETY GLASS. 8. ALL GLAZING WITHIN 24' OF DOOR OR WITHIN 18' OF FLOOR TO BE 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 IN THE IMMEDIATE VICINITY OF THE BEDROOMS. ON EACH ADDITIONAL STORY OF THE DWELLING, INCLUDING BASEMENTS AND HABITABLE ATTICS, AND ALARMS TO BE INSTALLED NOT LESS THAN 3 FT. HORIZONTALLY FROM A BATHROOM THAT CONTAINS A BATHTUB OR SHOWER. ALARMS TO BE INTERCONNECTED IN SUCH A MANNER THAT ACTUATION OF ONE ALARM WILL ACTIVATE ALL OF THE ALARMS IN THE INDIVIDUAL UNIT. =SMOKE ALARM -CARBON MONOXIDE COMBO. 10. PROVIDE CARBON MONOXIDE ALARMS PER SEC. R315 AN APPROVED CARBON MONOXIDE ALARM SHALL SE 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 R315. 11. INSULATE ALL WATER PIPES TO MINIMUM R-3 PER WSEC R403.5.3. 12. ALL DUCTS 4 EXHAUST DUCTS IN 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 R303.52. 14. GAS PIPING IS TO BE PROTECTED PER G2415.1. WHERE PIPING IS INSTALLED THROUGH HOLES OR NOTCHES IN FRAMING MEMBERS AND THE PIPING IS LOCATED LESS THAN 1-1/2 INCHES FROM THE FRAMING MEMBER FACE TO WHICH WALL, CEILING OR FLOOR MEMBRANES WILL SE 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 IS A BOTTOM PLATE, BOTTOM TRACK, TOP PLATE OR TOP TRACK, THE SHIELD PLATES SHALL COVER THE FRAMING MEMBER AND EXTEND NOT LESS THAN 4 INCHES ABOVE THE BOTTOM FRAMING MEMBER AND NOT LESS THAN 4 INCHES BELOW THE TOP FRAMING MEMBER. 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. PRYER DUCT SPECIFIED LENGTH PER SEC MI502.43.1. 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 M1502.4.5.1. 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 R402.4.1.1. UTILITY ROOM NOTES/MAKE UP AIR: PER IRC G2439 1. WHERE THE EXHAUST DUCT IS 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 BE LOCATED WITHIN 6 FT OF THE EXHAUST DUCT CONNECTION PER G2435.1.5. 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 G24395. ■ 100 SQ INCH TRANSFER GRILL LOAM FLOOR: MAIN FLOOR: UPPER FLOOR: TOTAL.: 6ARA6E : FRONT PORCH: REAR PORCH: 554 SQ. FT. 6'10 5Q . FT. 655 SO. FT. I51 5Q. FT. 226 SQ. FT. 20 50. FT. 56 SQ. FT. rz con zpa ze gts w C� 4/3 Z 1-4 REVIEWED FOR CODE COMPLIANCE APPROVED DEC 0 8 2011 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA NUV 2 9 2017 PERMIT CENTER 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: L3-1579 Date: 11-2S-11 2 P1-6 P1-4 P1-4 .�0 P1-4 o P1-4 I DBL 9 t. P1-4 V4X8 DP *2 MIN.(2)2X POST ON ALL HEADERS AND - 4 AMS(TYP. UNO) �9) 'i`�/ � 2X12 .1F2 16' O.C. ti X g. P1-4 DBL JST 2X12 1-IP2 * 16' 0.C. P1-4 I 4X8 pp (2 CANT to P1-4 SON RAMIle16 PLAN P1-4 ta a 9i Iv / It 66. A • 2X12 HP2 0 16' O.C. P1-4 6X6 P.T. POST W/ EPCZ CAP AND BC BASE \' g \• ik J Q 4X12_ P 6X12 DP *2 4 P1-4 MI . ! )2X POST ON ALL HEADERS AND BEAMS, TYP. UNO 514 P1-4 }6 X J c% P1-3 CANT. P1 - 4X4 P.T. POST W/ EPCZ CAP AND EC BASE DB 1 ST a N P1-4 '1 3 � P1-3 WATERPROOF FLAT ROOF - 2X12 P.T. JST 410 16' OC. (RIP FROM 2X12 TO 2X10) -P.T. PLYWOOD SUB -FLOOR - 3/8' COX (SLOPE TO DRAIN) - PRE-MFG MEMBRANE MAIN FLOOR FRAMING PLAN va•,v_o. SOLID BLK'G e WALL ABOVE APPLIANCES IN ATTIC NOTES: PER 2015 IRO MI305.13 1. ATTICS CONTAINING APPLIANCES SHALL BE PROVIDED WITH AN OPENING AND A CLEAR AND UNOBSTRUCTED PASSAGEWAY LARGE ENOUGH TO ALLOW REMOVAL OF THE LARGEST APPLIANCE, BUT NOT LESS THAN 30 INCHES HIGH AND 22 INCHES WIDE AND NOT MORE THAN 20 FT LONG MEASURED ALONG THE CENTERLINE OF THE PASSAGEWAY FROM THE OPENING TO THE APPLIANCE. THE PASSAGEWAY SHALL HAVE CONTINUOUS SOLID FLOORING IN ACCORDANCE WITH CHAPTER 5 NOT LESS THAN 24 INCHES WIDE. A LEVEL SERVICE SPACE NOT LESS THAN 30 INCHES DEEP AND 30 INCHES WIDE SHALL BE PRESENT ALONG ALL SIDES OP THE APPLIANCE WHERE ACCESS IS REQUIRED. THE CLEAR ACCESS OPENING DIMENSIONS SHALL BE NOT LESS THAN OF 20 INCHES BY 30 INCHES, AND LARGE ENOUGH TO ALLOW REMOVAL OF THE LARGEST APPLIANCE. EXCEPTIONS: 1. THE PASSAGEWAY AND LEVEL SERVICE SPACE ARE NOT REQUIRED WHERE THE APPLIANCE CAN BE SERVICED AND REMOVED THROUGH THE REQUIRED OPENING. 2. WHERE THE PASSAGEWAY 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. 2. ELECTRICAL REQUIREMENTS M1305J3.1. A LUMINAIRE CONTROLLED BY A SWITCH LOCATED AT THE REQUIRED PASSAGEWAY OPENING AND A RECEPTACLE OUTLET SHALL BE INSTALLED AT OR NEAR THE APPLIANCE LOCATION IN ACCORDANCE WITH CHAPTER 39. EXPOSED LAMPS SHALL BE PROTECTED FROM DAMAGE BY LOCATION OR LAMP GUARDS. 3. PROVIDE 2x12 PLATFORM W/ 2 -LAYERS 54' PLYWOOD ATOP BOTTOM CHORD OF MFG. TRUSS THAT MEETS THE REQUIRED CLEARANCES. USE R-49 INSULATION UNDER PLATFORM. (1 -LAYER OF R-38 HIGH DENSITY (10-1/4') 4 1 -LAYER R-11 (3-1/2'). 4. NO AIR CONDITIONING TO BE INSTALLED IN ATTIC. 5. PROVIDE GALVANIZED MT. DRAIN PAN WITH WET SWITCH. PROVIDE CONDENSATION LINE FROM PURI` ACE TO EXTERIOR FOR DRAINAGE. FRAMING NOTES: P1-6 P1-6 ROOF VENTILATION CALCULATION 4 IRE QLIIRE11ENTS AT LEAST 40%4 NOT MORE THAN 50% OF REQUIRED VENTS SHALL BE IN UPPER PORTION OP 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 SHALL HAVE A LEAST DIMENSIONS OF 1/16' INCH MINIMUM AND 1/4' INCH MAXIMUM. VENTILATION OPENINGS HAVING A LEAST DIMENSION LARGER THAN 1/4' SHALL BE PROVIDED WITH CORROSION -RESISTANT WIRE CLOTH SCREENING, HARDWARE CLOTH OR SIMILAR MATERIAL WITH OPENINGS HAVING A LEAST DIMENSION OF 1/16' MINIMUM AND 1/4' MAXIMUM. OPENINGS IN ROOF FRAMING MEMBERS SHALL CONFORM TO THE REQUIREMENTS OF SECTION R802.1. REQUIRED VENTILATION OPENINGS SHALL OPEN DIRECTLY TO THE OUTSIDE AIR. MINIMUM VENT AREA PER SEC. R8062 - THE MINIMUM NET FREE VENTILATION AREA SHALL BE 1/150 OF THE AREA OF THE VENTED SPACE. VENT AND INSULATION CLEARANCE PER SEC. R506.3 - WHERE EAVE OR CORNICE VENTS ARE INSTALLED, INSULATION SHALL NOT BLOCK THE FREE FLOW OF AIR NOT LESS THAN A 1 -INCH SPACE SHALL BE PROVIDED BETWEEN THE INSULATION AND THE ROOF SHEATHING AND AT THE LOCATION OF THE VENT. SEE SHEET N2 FOR ROOF VENTILATION CALCULATIONS AND LOCATIONS P1-6 P1-6 94% EFF RN. MAX B R P1-6 MANF. TRUSSES 61 24' 0C. MANF. TRUSSES 40 24' O.C. MIN. 22'x30' ATTIC ACCESS PER IRC 8801.1. .:.� DVIDP 22'e' A T1'IG MANF. TRUSSES 24' 0,,C. I. ALL MULTIPLE JOISTS OR BEAMS MUST BE BOTH GLUED AND NAILED W/Scl NAILS ® 24' O.C. NAILED TOP 4 BOTTOM STAGGERED EACH SIDE. 2. ALL HEADERS TO BE 4x8 DP *2, UNLESS NOTED OTHERWISE. HEADERS AT EXTERIOR WALLS 4 WARM WALLS TO BE INSULATED W/R-10 RIGID INSULATION. 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 BY ANOTHER APPROVED METHOD. 5. o 6. MSTC 40 STRAPS PER STRUCTURAL, UNLESS NOTED OTHERWISE REFER TO SHEAR WALL SCHEDULE. P1-6 P1-6 D P1-6 ROOD FR)4‘MING PLAN CONT. DBL. TOP PLATE R -I0 RIGID INSULATION o EXTERIOR SIDE OP WALL (SHADED ARE& KING STUD EXTERIOR PLYWOOD TRIMMER HEADER/INSULATION DETAIL NTS bo P1-6 P1-6 ROOF FRAMING NOTE : 1. ALL HEADERS TO BE 4x8 DP +'2, UNLESS NOTED OTHERWISE. HEADERS AT EXTERIOR WALLS 4 WARM WALLS TO BE INSULATED W/R-10 RIGID INSULATION. 2. ALL OTHER TRUSSES: • SHALL CARRY MANUFACTURERS STAMP. • SHALL HAVE DESIGN DETAILS AND SPECIFICATIONS ON SITE FOR FRAME INSPECTION. • SHALL BE INSTALLED AND BRACED PER MANUFACTURERS SPECIFICATIONS. 3. NO TRUSS SHALL BE FIELD -MODIFIED WITHOUT 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 WEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SUIRFACES. 5. PROVIDE ATTIC VENTILATION PER IRC SEC. 8806. ALL FRAMING TO COMPLY WITH IRC SEC 8802. 6. C REFER TO SHEAR WALL SCHEDULE. NOTE - FASTENERS 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 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON-BEARING MAXIMUM NOTCH 40%, BORING 60%. - HOLES NO CLOSER THAN 5/8 INCH TO FACE OF STUD. • .0 8 •c • REVIEWED FOR CODE COMPLIANCE APPROVED DEC 0 8 2017 City of Tukwila BUILDING DIVISION ri CEIVED CITY OF TUKWILA NOV 2 g 2017 PERMIT CENTER 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: L3-1579 Date: 11-28-17 3 2x6 *2 DP STUDS 4) 16' O.G. ATTACH STUDS TO TOP 4 BOTTOM PLATE WITH (3) 16d FRAMING NAILS. CONSTRUCT TOP PLATE OF (2) STUDS INSTALLED WORIZ. 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. erre' TYPE 'X' GWB APPLIED VERTICALLY W/ HORIZONTAL JOINTS BLOCKED AND FASTENED W/Sd CEMENT COATED 11' CUP -HEAD DRYWALL NAILS W/.0915' SHANK DIA. 4 1t4' 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. 11, SOLID TIGHT FITTING TRUSS BLOCKING (SEE DETAIL THIS SHEET FOR EAVE VENTING) 2x8 FASCIA BOARD 7f6' LPG FLAMEBLOCK® FIRE -RATED 055 SHEATHING W/1.5mm PYROTITE LAMINATE APPLIED TO ONLY ONE FACE OF WOOD PANEL. SHEATHING MUST BE INSTALLED VERTICALLY W/HORIZONTAL JOINTS BLOCKED 4 W/PYROTITE LAMINATE FACING THE OUTSIDE 4 MUST BE ATTACHED TO THE STUDS W/116' 6c1 COMMON NAILS SPACED 6' O.C. AROUND PERIMETER 4 12' 0.0 IN THE FIELD. 51'2' THICK NOMINAL 3 PCF DENSITY UNPAGED 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. T1-11 SIDING 3. WOOD FIBER PANEL 4. CEMENT PLASTER (STUCCO) 5. STEEL SIDING DESIGN: (ICC -ES REPORT - ESR -1365) WALL TYPE 43.4 - I HR EXTERIOR WALL ASSEMBLY EAVES 4 WALL WITHIN 5'-0" OF PROPERTY LINE PER IRC 302 4 TABLE 8302.1 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. FIRE BLOCKING AND DRAFTSTOPPING: PER SECTION 8302.11 • 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. MIN. 6x6) PT POST LP. FLAMEBLOCK® FIRE -RATED 055 SHEATHING OR $ie' TYPE 'X' GWB SHEATHING 5I0ING OR TRIM PER PLAN NO SCALE POST DETAIL FOR STRUCTURES LESS THAN 5' FROM PROPERTY LINE STAIR NOTES: PER IRC 8311.9 • STRINGERS TO BE FIRE BLOCKED AT BOTH TOP AND BOTTOM. • AU.. USABLE SPACE UNDER STAIRS TO BE I HOUR CONSTRUCTION. • MAXIMUM RISE TO BE 9-3/4'. • MNIMUM RN TO BE 10'. • MNMIM HEAD HEIGHT TO BE 6'-S'. • MNIMUM STAIR WIDTH TO BE 36'. • PROVIDE CONTINUOUS HAND RAIL 34' TO 38' OFF TREAD NOSING AND MUST EX1END BEYOND BOTTOM TREAD. • PROVIDE GUARD RAILS AT LANDINGS, OPEN SIDED WALKING SURFACE, STAIRS, RAMPS, PORCHES, OR BALCONIES • MN. 36' HIGH W/ CLEAR SPACE PER R3I2.0 AND 8312.12 HANDGRIP PORTION CF HANDRAIL SHALL BE NOT LESS 1 V4' NOR MORE THAN 2' IN CROSS SECTIONAL PM. • WNDING TREADS PER IRC 8311.9921 • SPIRAL STAIRS PROVIDE MN 9 1/2' RI61 C A PONT 12' FROM WHERE TREAD IS NARROWEST PER IRC 8311.9.10.1 4' SPI -ERE SHALL NOT PASS THROUGH UJ/ IN 36" 4 .c. 00* HANDRAIL TO BE PRESIDIT ON ON AT LEAST ONE SIDE OF STAIR HANDGRIP PORTION OF HANDRAILS SHAM. HAVE CIRCULAR CROSS SECTION CFI ;' MN. 4 2' MAX. EDGES SHALL HAVE A MN, RADIUS OP it'. ALL REQUIRED GUARDRAILS TO BE 36' MN. IN WEIGHT OPENINGS FOR REQUIRED GUARDS ON THE SIDES OP STAIR TREADS SHALL NOT ALLOJU A MERE 4 INCHES (1021W TO PASS THROUGH. PERF012.13 NOSING—, 1MAX APSE ROOF VENTS (50 SQ. IN. NET FREE AREA) i�IsWit ! NO SCALE SOLID TIGHT FITTING TRUSS BLOCKING CONT. HANDRAIL 34'-38' ABOVE TREAD NOSING. PICKETS PER IRC ON OPEN SIDE r� - -- 2x8 FASCIA BOARD 2x STUDS PER PLAN 716' SHEATHING EXTERIOR WALL COVERING PER PLAN NO SCALE I' PT RISERS y P.T. 2X12 TREADS TO STRINGERS 3c2r.:364' EXT' RIOR ._ \\�\1 2X4 THRUST BLOCK INTERIOR GISTS PER PLAN DBL JST MTL HANGERS AT EA. STRINGER 3-2X12 P.T. STRINGERS 6' SPHERE UNABLE TO PASS THROUGH OPENING BELOW STAIR INSTALL 4' GUTS • CEILING, AND WALLS (3) 2X12 STRINGERS FIRE ELOAGI • MID -SPAN AND IN STUD WALLS ALOPYs MD IN LINE UTH SIMMERS IF AREA UNDER STAIRS IS UNWSFED AL STAIR DETAIL AND NOTES NO SCALE COMPOSITION ROOF W/ 30* INTERWOVEN FELT ON 1/2' 24/0 PLYWOOD SHEATHING ALL ROOF FLASHING TO SE MIN. 26 GA GALV. STEEL. ROOF DRIP EDGES PER SEC. 89052.8.5 PROVIDE DRIP EDGE AT EAVES 4 GABLES WI A MN. 2' OVERLAP. R-461 INSULATION 2x SCREENED EAVE VENT BLOCKS W/(4) 21/8' HOLES EACH - PROVIDE APPROVED INSULATION BAFFLE TO ENSURE I' MIN. AIR SPACE. R-38 INSULATIO ® CANT. GREA ROOM FLOOR CONSTRUC ION: 3/4' T4G PLYWOO ' SUB-FLR GLUED 4 NAILED T• (SEE FRAMING PL • N FOR SIZE AND SPACI ) STUD NOTCHING AND BORING - BEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 60% BORING IP DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON-BEARING MAXIMUM NOTCH 40%, BORING 60%. - HOLES NO CLOSER THAN 5/8 INCH TO FACE OF STUD. R-38 INSULATION 0 CANT. :". • -c REC. ROOM MIN. 6x6) PT POST LP. FLAMEBLOCK® FIRE -RATED 055 SHEATHING OR $ie' TYPE 'X' GWB SHEATHING 5I0ING OR TRIM PER PLAN NO SCALE POST DETAIL FOR STRUCTURES LESS THAN 5' FROM PROPERTY LINE STAIR NOTES: PER IRC 8311.9 • STRINGERS TO BE FIRE BLOCKED AT BOTH TOP AND BOTTOM. • AU.. USABLE SPACE UNDER STAIRS TO BE I HOUR CONSTRUCTION. • MAXIMUM RISE TO BE 9-3/4'. • MNIMUM RN TO BE 10'. • MNMIM HEAD HEIGHT TO BE 6'-S'. • MNIMUM STAIR WIDTH TO BE 36'. • PROVIDE CONTINUOUS HAND RAIL 34' TO 38' OFF TREAD NOSING AND MUST EX1END BEYOND BOTTOM TREAD. • PROVIDE GUARD RAILS AT LANDINGS, OPEN SIDED WALKING SURFACE, STAIRS, RAMPS, PORCHES, OR BALCONIES • MN. 36' HIGH W/ CLEAR SPACE PER R3I2.0 AND 8312.12 HANDGRIP PORTION CF HANDRAIL SHALL BE NOT LESS 1 V4' NOR MORE THAN 2' IN CROSS SECTIONAL PM. • WNDING TREADS PER IRC 8311.9921 • SPIRAL STAIRS PROVIDE MN 9 1/2' RI61 C A PONT 12' FROM WHERE TREAD IS NARROWEST PER IRC 8311.9.10.1 4' SPI -ERE SHALL NOT PASS THROUGH UJ/ IN 36" 4 .c. 00* HANDRAIL TO BE PRESIDIT ON ON AT LEAST ONE SIDE OF STAIR HANDGRIP PORTION OF HANDRAILS SHAM. HAVE CIRCULAR CROSS SECTION CFI ;' MN. 4 2' MAX. EDGES SHALL HAVE A MN, RADIUS OP it'. ALL REQUIRED GUARDRAILS TO BE 36' MN. IN WEIGHT OPENINGS FOR REQUIRED GUARDS ON THE SIDES OP STAIR TREADS SHALL NOT ALLOJU A MERE 4 INCHES (1021W TO PASS THROUGH. PERF012.13 NOSING—, 1MAX APSE ROOF VENTS (50 SQ. IN. NET FREE AREA) i�IsWit ! NO SCALE SOLID TIGHT FITTING TRUSS BLOCKING CONT. HANDRAIL 34'-38' ABOVE TREAD NOSING. PICKETS PER IRC ON OPEN SIDE r� - -- 2x8 FASCIA BOARD 2x STUDS PER PLAN 716' SHEATHING EXTERIOR WALL COVERING PER PLAN NO SCALE I' PT RISERS y P.T. 2X12 TREADS TO STRINGERS 3c2r.:364' EXT' RIOR ._ \\�\1 2X4 THRUST BLOCK INTERIOR GISTS PER PLAN DBL JST MTL HANGERS AT EA. STRINGER 3-2X12 P.T. STRINGERS 6' SPHERE UNABLE TO PASS THROUGH OPENING BELOW STAIR INSTALL 4' GUTS • CEILING, AND WALLS (3) 2X12 STRINGERS FIRE ELOAGI • MID -SPAN AND IN STUD WALLS ALOPYs MD IN LINE UTH SIMMERS IF AREA UNDER STAIRS IS UNWSFED AL STAIR DETAIL AND NOTES NO SCALE COMPOSITION ROOF W/ 30* INTERWOVEN FELT ON 1/2' 24/0 PLYWOOD SHEATHING ALL ROOF FLASHING TO SE MIN. 26 GA GALV. STEEL. ROOF DRIP EDGES PER SEC. 89052.8.5 PROVIDE DRIP EDGE AT EAVES 4 GABLES WI A MN. 2' OVERLAP. R-461 INSULATION 2x SCREENED EAVE VENT BLOCKS W/(4) 21/8' HOLES EACH - PROVIDE APPROVED INSULATION BAFFLE TO ENSURE I' MIN. AIR SPACE. R-38 INSULATIO ® CANT. GREA ROOM FLOOR CONSTRUC ION: 3/4' T4G PLYWOO ' SUB-FLR GLUED 4 NAILED T• (SEE FRAMING PL • N FOR SIZE AND SPACI ) STUD NOTCHING AND BORING - BEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 60% BORING IP DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON-BEARING MAXIMUM NOTCH 40%, BORING 60%. - HOLES NO CLOSER THAN 5/8 INCH TO FACE OF STUD. R-38 INSULATION 0 CANT. R-38 INSULATION 0 CANT. R-10 RIGID INSUL. * ENTIRE SLAB PER ENERGY CREDIT 1A TIGHTLINE FOUNDATION DRAIN: 4' DIA. PERP. PIPE PEA GRAVEL FILL WRAP W/ FILTER FABRIC rL1 4' CONC. SLAB PREVENT WOOD TO CONC. CONTACT W/ CONT. FLASHING OR APPROVED MEMBRANE STUB *4 BARS INTO CONC. SLAB 18' 0.0. TYPICAL EXTERIOR WALL: (2)2x6 TOP PLATES 2x6 STUDS a 16' 0.0. 2x6 BOTTOM PLATE 1/2' SHT'G (APA RATED 24/0) AIR BARRIER EXTERIOR SIDING PER ELEV, R-21 INSULATION W/ CONT. VAPOR BARRIER (WARM SIDE) 1/2' GYP. BD bi7 azeii z co A z a •1 U • 400 L • REVIEVVED FOR CODE COMPLIANCE APPROVED DEC 0 8 2017 RECEIVED .ITV OF TUUKWILA NOV 2 9 2017 ERMIT CENTER 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: L3-1579 Date: 4 -c REC. ROOM R-38 INSULATION 0 CANT. R-10 RIGID INSUL. * ENTIRE SLAB PER ENERGY CREDIT 1A TIGHTLINE FOUNDATION DRAIN: 4' DIA. PERP. PIPE PEA GRAVEL FILL WRAP W/ FILTER FABRIC rL1 4' CONC. SLAB PREVENT WOOD TO CONC. CONTACT W/ CONT. FLASHING OR APPROVED MEMBRANE STUB *4 BARS INTO CONC. SLAB 18' 0.0. TYPICAL EXTERIOR WALL: (2)2x6 TOP PLATES 2x6 STUDS a 16' 0.0. 2x6 BOTTOM PLATE 1/2' SHT'G (APA RATED 24/0) AIR BARRIER EXTERIOR SIDING PER ELEV, R-21 INSULATION W/ CONT. VAPOR BARRIER (WARM SIDE) 1/2' GYP. BD bi7 azeii z co A z a •1 U • 400 L • REVIEVVED FOR CODE COMPLIANCE APPROVED DEC 0 8 2017 RECEIVED .ITV OF TUUKWILA NOV 2 9 2017 ERMIT CENTER 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: L3-1579 Date: 4 CLG. OUTLET N N N N • • W.P. L.OkN!S U1=1='1'R I 1 L__ LOOR ELECTRICAL. O 0 00 EF. 1 LTJ INTERIOR STAIRWAY ILLUMNATION PER SEC R303.1 IRC INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE TO ILLUMINATE THE LANDINGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. THE LIGHT SOURCE SHALL BE CAPABLE OF ILLUMINATING TREADS AND LANDINGS TO LEVELS NOT LESS THAN 1 FOOT-CANDLE MEASURED AT THE CENTER OF TREADS AND LANDINGS. THERE SHALL BE A WALL SWITCH AT EACH FLOOR LEVEL TO CONTROL THE LIGHT SOURCE WHERE THE STAIRWAY HAS SIX OR MORE RISERS. E)CCEPTION: A SWITCH IS NOT REQUIRED WHERE REMOTE, CENTRAL OR AUTOMATIC CONTROL OF LIGHTING IS PROVIDED. EXTERIOR STAIRWAY ILLUMINATION PER SEC 83038 IRC EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE TOP LANDING OF THE STAIRWAY. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. EXTERIOR STAIRWAYS PROVIDING ACCESS TO A BASEMENT FROM THE OUTDOOR GRADE LEVEL SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE BOTTOM LANDING OF THE STAIRWAY. LI TO LIcaHT/ BELOW TO -- - / ABOVE EF. MAIN FLOOR LTSIAL br7- ELECTJCAL KEY OVERHEAD CAN OUTLET DUPLEX OUTLET 2�OV OUTLET COMBO. EXT. FAN (VtOS) 4 LIGHT COMBO SMOKE ALARM - CARBON MONO. DET. 110 V W/ BATTERY BACKUP CABLE T.V. JACK PHONE UNDER COUNTER LIGHTS GAS OUTLET HOSE BIB EXT. FAN VTOS Lram Arve z w •4e4 z 0. ..a Lor �M i� To fq ca • ze, IM • (4 - REVIEWED REVIEWED FOR CODE COMPLIANCE APPROVED DEC 0 8 2017 City of Tukwila BUILDING DIVISION -; D CITY OF TUKWILA NOV 2 9 2017 PERMIT CENTER 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: L3-1579 Date: 11-28-11 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 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 None 2500 None 2500 2500 5-7% 1 5-7% Notes 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. Shop drawings shall indicate all required permanent bracing. Supporting calculations shall indicate member stresses, species/grades and applicable ICC -ES approvals. Shop drawings and calculations shall be sealed by a professional engineer registered in the State of Washington. When delivered, the components shall be accompanied by the fabricators certificate of conformance to the above referenced standards, and by the following user advisory notices (or notices equivalent) to: BCSI-B1 Summary Sheet - Guide for Handling, Installation and Bracing of Metal Plate Connected Wood Trusses. BSCI-B2 Summary Sheet - Truss Installation and Temporary Bracing. BSCI-B3 Summary Sheet - Web Member Permanent Bracing/Web Reinforcement. BSCI-B4 Summary Sheet - Construction Loading. STRUCTURAL GLUED LAMINATED TIMBER ALL GLUED LAMINATED MEMBERS SHALL HAVE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (AI TC) 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 24F—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 LVL = MICROLAM PSL = PARALLAM LSL = 1.75" TIMBERSTAND E (PSI) Fb (PSI) Fcp (PSI) Fv (PSI) 1.9E6 2600 750 285 2.0E6 2900 750 290 1.55E6 2325 800 310 HANGER SCHEDULE U.N.O.: 117/8" TJI 110 — ITS1.81/11.88 117/8" TJI 230 — I TS2.37/11.88 2x10 HF/DF — LU210 2X12 HF/DF — LU210 (2)2x10 HF/DF — LUS210-2 (2)2x12 HF/DF — LUS210-2 4X10 DF — HU410 OR HUC410 6X10 DF — HU610 OR HUC610 6X12 DF — HU612 OR HUC612 NOTE: USE LSSU SERIES @ SKEWED LOCATION, U.N.O. 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 MARK 718• PLYWD. NAIL SPACING TOP & BTM. PLATES A35 ANCHORS BLKG. REQ'D. SILL PLATE ANCHOR BOLTS BASE PLATENVALUE NAILING HEM FIR #2 (VLF) EDGES FIELD P1-6" 8d 6" 12" 6" 18" O.C. 2x4 5/8" @ 48" (2) 16d @ 10" 240 P1-4" 8d 4" 12" 4" 16" O.C. 2x4 5/8" @ 32" (2) 16d @ 7" 350 P1-3" ** 8d 3" 12" 3" 14" O.C. 3x4 5/8" @ 24" (2) 16d @ 5" 450 P1-2" ** 8d 2" 12" 2" 12" O.C. 3x4 3/4" @ 24" (2) 16d @ 5" 585 P2-6" ** 8d 6" 12" 6" 10" O.C. 3x4 5/8" © 24" (2) 16d @ 5" 480 P2-4" ** 8d 4" 12" 4" 8" O.C. 3x4 3/4" @ 20" (3) 16d @ 5" 700 P2-3" ** 8d 3" 12" 3" 8" O.C. 3x4 3/4" 5 16" (4) 16d @ 5" 900 P2-2" ** 8d 2" 12" 2" 8" O.C. 3x4 3/4" @ 12" (4) 16d @ 4" 1170 **NOTE: WALLS WITH UNIT SHEAR OF 350#/fl. OR GREATER 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" O.C. TO ALL INTERMEDIATE STUDS. WHERE 3" NAIL SPACING IS SPECIFIED AT PANEL EDGES, USE 1-1/2" Bd 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" O.C. AT INTERMEDIATE SUPPORTS, 6" O.C. AT ALL PANEL EDGES AND 4" 0.C. AT ALL SHEAR WALLS, UNLESS OTHERWISE SHOWN ON PLANS. FLOOR JOISTS — JOIST PARRALLEL TO FLOOR OPENINGS AND EXTERIOR WALLS SHALL BE CROSS BLOCKED AT 48" O.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" O.C. — 280 #/ft. 4" O.C. — 280#/ft. 4" 0.C. — 303#/ft. 2" 0.C. — 36011/ ft. , 2-1/2" O.C. — 43001. 3" O.C. — 39011/ft. 4" O.C. AND 10d NAILS 2" 0.C. — 504#/fl. @ 6" O.C. — 620#/fl. FIELD SPACING: 12" O.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. REVIEWED FOR CODE COMPLIANCE APPROVED DEC 0 8 2017 City of Tukwila BUILDING DIVISION 1) (1, I». EN co co 002 Z1 Q CV '. CL ,+ .. co Z 0: M D ° 1 ' cc _ ___I x w .t.. E. D Z 0- .cc3 LTJ zw1 DESIGN & 1002 39TH A\ Office (253) P,t,, F0IST50) "`SIONAL 9/5/2017 ww 429• V;t4C'�� OWNER/CUSTOMER: JK MONARCH PROJECT ADDRESS: MACADAM LOT 7 CITY OF TUKWILA PLAN NO. LANDMARK L3-1579 RECEIVED cult OF TUKWILAi NOV 292017 PERMIT CENTER cj C7 Z W 023 z m W UJ m LiN. Z❑ z w Y f- _,' 0 Iii f.: E3P _ ¢ I- o ❑ ¢ ❑ U ❑ o SHEET NO. S 1 S4 JOB 2017- NO. , P1-6 P1-4 7-7 V P1-4 • U06— \ 06- 2X12 HF2 16' C.G. -UN� Je1 3 U07 DBL JST P1-4 P1-- 4 A`./ �--5 P1–'I ;1 MIN.(2)2X POST ON ALL HEADERS AND BEAMSi TYP. 4 ! / 7 �/ / 0r. t U) _IT u'LI 2X12 HF2 m ICS' D.C. N UO5 -r 1 lag U01 3; 9 4:X10 DF" 2 `rNr Ill 1 1n la q 1.! 1.1 UO3 1X8 DF R la +W—IYf 2 113 t ,., -(Y � M06. 44 M08i._,._:,,, Yn, :. 4 4XI2 DF ,. I NST taj II M01F� II T 4 Q II I L'.lil _, r. 111 G151_ J -T C 0 z w Z U m W Li w m o ZS z o z w 0 U' Y N U iu �--�(1 n I I FLooR M1 I N FLAN 1 /411 = 11-0 P Ca A 0X12 DF P1-3 ,CANT. \vim • S4 4X4 P.T.. POST W. PCZ GAP AND BC MASE AC 2 -J P1-4 6X6 P.T. W/ EFCZ AND BG POST CAP BASE 0 /, r 1 r5R SHE=:, `,/ -J 2 2X12. 1-F2 m Ira' O.C. M. 2 0 3 M04 1Y10F ' 07/ �M07 ! 0(.1 MIN. (2)2X POST ON ALL HEADERS AND BEAMS. .=' 5'4 . UNO tr- P1-4 1 MO5 LLi .s • a 3.2)% 1-4 0 1-3 1– `\S0 D BLK'G a WALL ABOVE LUATEf2ERCOF FL .T QF -2X.12 P.T. JST s 16' C.C. (RIP FROM 2x12 TO 2X10) -P.T. PLYWOOD SUB -FLOOR -3/61 CDX (SLOPE TO DRAIN) -PRE-MFG MEMBRANE MAIN FLOOR F AM I NCS FLAN I/4"=1' -O" P1-6 P1-6 P1-6 I'IANE TRUSSES o 24' O.G. i,i 1,24' TTS 1 �,r:YcGl~S I 'J Del_ FELT 3f r"`D;L. FELT P1-4 MECHANICAL PLA -FORM BUILT INTO 1"i :x. TRUSSES, SFE TRUSS SRECS FOR DETAIL. S4% EFF PURN. MAX BTLI'-R 280'65 3/1 DaL. FELT MANF. TRUSSES 2'+" C.C. MANE. TRUSSES 24' C.C. 1 i. �'cE'Sk1 MIN. 22'x30' ATTIC ACCESS FER IRC RS0i.1. PROVIDE '22'xa, r' ATTIC - ACCESS FOR AP IANCE REMOVAL. P1-6 MANF. TRUSSES , 24' O.G. 2 DRL -i--- ----- c ELT 4 4x8 DF2 P1-6 TYP. HDR U.N.O. P1-6 OOHIR,Als,011N6 FLAN. 1/4 = I, -O' 32'-C7' 19.-11 12'-Q' 11-I1 a) I ' 30'SQ. X I D'T CONC. .<4?-/ FTG. W/(3)*4 1 30'SO. >d0 'T CONC. FTG. W/(3 )'4 E.W.--'^",, "'• 4S* <C� 411 C` ti FOR GAR. DR AEU 24"SG. >00'T GCNC. FTG. WJ(2.;*4 E.W.Th ='" CONC. SLA^ OVER 4' COMPACT SAND AND GRAVEL _.ASE.�� Vri 3' ° I- 41-511 is l 24'SO. XIJ'T CONC. FTG, 1.1.1/(2)*4 E.W. I2' -O' 24'SQ. X10'T CONE. FTG. W/(2)*4 E.W. 4' CONC. SL AE3 14 4 BARS 151 O.C. —� 1 IlI l P1-6 BLOCK -GUT , FOR DR ------ 30'SQ. XIO'T CNG. FTG. W/(3)'4 E.W. 30'5a X1C'T CONC. OVER 4' COMPACT FrG. UJIs'3.x`-1•• I SAND AND GRAVEL EcASE R-10 RIGID INS. AT ENTIRE SLAB 4 .A S 18" O.C. -11-5" 11 1' L_ �Xr 12' 4' CONE. SLAB OVER 4' COMPACT SAND AND GRAVEL BASE =UTIPLAN /4 • r- 9 b r7. 02 REVIEWED FOR CODE COMPLIANCE APPROVED DEC 0 8 2011 City of Tukwila BUILDING DIVISION 4 J U) J' CL MM Uo2 Z Cs7 I:. lz i(1 '` r� w q V1-4 I .. 122 212 HF2 ca 16° C.C. ,., -(Y 11.)M01 M06. 0 M08i._,._:,,, Yn, :. 4 4XI2 DF ,. I NST taj II M01F� II T 4 Q II I L'.lil _, .15 4 111 G151_ J -T C 0 z w Z U m W Li w m o ZS z o z w 0 U' Y N U iu �--�(1 — JOB N0. 2017- •a1 -� to Ca A 0X12 DF P1-3 ,CANT. \vim • S4 4X4 P.T.. POST W. PCZ GAP AND BC MASE AC 2 -J P1-4 6X6 P.T. W/ EFCZ AND BG POST CAP BASE 0 /, r 1 r5R SHE=:, `,/ -J 2 2X12. 1-F2 m Ira' O.C. M. 2 0 3 M04 1Y10F ' 07/ �M07 ! 0(.1 MIN. (2)2X POST ON ALL HEADERS AND BEAMS. .=' 5'4 . UNO tr- P1-4 1 MO5 LLi .s • a 3.2)% 1-4 0 1-3 1– `\S0 D BLK'G a WALL ABOVE LUATEf2ERCOF FL .T QF -2X.12 P.T. JST s 16' C.C. (RIP FROM 2x12 TO 2X10) -P.T. PLYWOOD SUB -FLOOR -3/61 CDX (SLOPE TO DRAIN) -PRE-MFG MEMBRANE MAIN FLOOR F AM I NCS FLAN I/4"=1' -O" P1-6 P1-6 P1-6 I'IANE TRUSSES o 24' O.G. i,i 1,24' TTS 1 �,r:YcGl~S I 'J Del_ FELT 3f r"`D;L. FELT P1-4 MECHANICAL PLA -FORM BUILT INTO 1"i :x. TRUSSES, SFE TRUSS SRECS FOR DETAIL. S4% EFF PURN. MAX BTLI'-R 280'65 3/1 DaL. FELT MANF. TRUSSES 2'+" C.C. MANE. TRUSSES 24' C.C. 1 i. �'cE'Sk1 MIN. 22'x30' ATTIC ACCESS FER IRC RS0i.1. PROVIDE '22'xa, r' ATTIC - ACCESS FOR AP IANCE REMOVAL. P1-6 MANF. TRUSSES , 24' O.G. 2 DRL -i--- ----- c ELT 4 4x8 DF2 P1-6 TYP. HDR U.N.O. P1-6 OOHIR,Als,011N6 FLAN. 1/4 = I, -O' 32'-C7' 19.-11 12'-Q' 11-I1 a) I ' 30'SQ. X I D'T CONC. .<4?-/ FTG. W/(3)*4 1 30'SO. >d0 'T CONC. FTG. W/(3 )'4 E.W.--'^",, "'• 4S* <C� 411 C` ti FOR GAR. DR AEU 24"SG. >00'T GCNC. FTG. WJ(2.;*4 E.W.Th ='" CONC. SLA^ OVER 4' COMPACT SAND AND GRAVEL _.ASE.�� Vri 3' ° I- 41-511 is l 24'SO. XIJ'T CONC. FTG, 1.1.1/(2)*4 E.W. I2' -O' 24'SQ. X10'T CONE. FTG. W/(2)*4 E.W. 4' CONC. SL AE3 14 4 BARS 151 O.C. —� 1 IlI l P1-6 BLOCK -GUT , FOR DR ------ 30'SQ. XIO'T CNG. FTG. W/(3)'4 E.W. 30'5a X1C'T CONC. OVER 4' COMPACT FrG. UJIs'3.x`-1•• I SAND AND GRAVEL EcASE R-10 RIGID INS. AT ENTIRE SLAB 4 .A S 18" O.C. -11-5" 11 1' L_ �Xr 12' 4' CONE. SLAB OVER 4' COMPACT SAND AND GRAVEL BASE =UTIPLAN /4 • r- 9 b r7. 02 REVIEWED FOR CODE COMPLIANCE APPROVED DEC 0 8 2011 City of Tukwila BUILDING DIVISION 4 J J U) CL MM Uo2 Z Cs7 I:. —ISN Cfl 122 Za � ��N w�2 W rr �� �r- v N ,z I.,.; ,,, DESIGN & E 1002 39TH AV Office (253) ,. As kb 45'61IONAL 9/5/2017 �" ST R A WS],I! '9 Cal- / �w. JK MONARCH OWNER/CUSTOMER: JK MONARCH PROJECT ADDRESS: MACADAM LOT 7 CITY OF TUKWILA PLAN NO. LANDMARK L3-1579 RECEIVED CITY OF TUKVVILJ NOV 29 2017 PERMIT CENTER C 0 z w Z U m W Li w m o ZS z o z w 0 U' Y N U iu SHEET N0. S2 • S4 JOB N0. 2017- J FRAMING & FOUNDATION DIMENSION FINISH PER ELEVATION OVER 15 LB. BUILDING PAPER OVER SHEATHING PER PLAN Z - FLASHING WOOD TRIM OPTIONAL 3Q" MAX. SLAB TO GRADE 6 MIN. WOOD TO GRADE (1) #4 BAR CONT. MAX 6" FLOW TOP OF FND. WALL 0 TIGHTLINE IFT REQUIIREDN 'L ff 1111=111-11' I 1=• . II. '1I I I—III—I I I- 11—�I.. !r . 111- -I I L .; It+- #4 BAR VERTICAL ©,18" O.C. I I •: 4 . & HORIZONTAL © 10 O.C. x STUDS PER PLAN P.T. SILL PLATE & A.B. PER SHEAR WALL SCHEDULE AND/OR FOUNDATION PLAN 4" CONC. SLAB OVER 6 MIL. BLACK V. B. OVER 4" GRANULAR FILL •a ` is • ' • ` •4 .. • eil 3" CLR. 4" DIA. PERF. FOUNDATION DRAIN PER PLAN 8" GARAGE FND. WALL (2) #4 BAR CONTINUOUS SCALE : NTS FRAMING & FOUNDATION DIMENSION &H SCHEDULE PER PLAN 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"O.C. /.o (� ��0 /© X U z_ ¢z_ N000¢ ,- 1.0Z CO 7, (O TIGHTLINE STORM DRAIN IF REQUIRED BITUMINOU DAMPPROOFIN TOP OF FTG._ = II . -1 I 2X STUDS PER PLAN BATT INSULATION PER PLAN BATT INSULATION PER PLAN 3/4" T.&G. PLYWOOD SUBFLOOR GLUED & NAILED a lI • TO FIN. GRAD I. I MUDS LL / A. BOLTS PER FOUNDATION PLAN (1) #4 BAR CONT. MAX. 6" BELOW TOP OF FND. WALL #4 BAR VERTICAL © 18" O.C. & HORIZONTAL © 18" O.C. 11=.-.-6 MIL. BLACK V. B. • • i .. • „a •li—(2) #4 BAR CONTINUOUS J 0 PER PLAN =1' OK 'I z CO X cc 0 8" FND. WALL W/ PARALLEL JOIST SCALE : 1" = 1'-0" 'cc z J 0- FLR. JSTS. PER PLAN BATT INSULATION PER PLAN 3/4" TAG. PLYWOOD SUBFLOOR GLUED & NAILED LA44tottittli ►u u�ut :I z N (4) 16d NAILS A. SIDE BOTTOM OF BEAM (2) SIMPSON A34 FRAMING ANCHORS © EACH POST III' -1117'111 11=_1111=_111111E 1II=11111j-II1�1� BEAM PER PLAN 2 X 4 CLEAT EACH SIDE (2) 16d EA. SIDE P. T. POST PER PLAN 6 MIL. BLACK V. B. .•• I I1 1 1-1 1I 1 • •• .4=111-111-111— ..• 4 e'• .44. '�II11I 1I1I111II PER PLAN (2) #4 BAR CONTINUOUS TYPICAL ISOLATED FOOTING SCALE : 1" = 1'-0" BATT INSULATION PER PLAN TRUSS PER PLAN STEM WALL BEYOND (2) #4 TOP BARS © THICKENED SLAB INTO ADJACENT STEM WALL FINISHED GRADE _1 I 1=1 11= TURN DOWN SLAB 18" (2) #4 BARS CONTINUOUS cc /1, PER PLAN 1, \ 2 THICKENED SLAB © GARAGE DOOR 1 SCALE : NTS 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" 0.0 TIGHTLINE STORM DRAIN IF REQUIRED BITUM INOU DAMPPROOFIN TOP OF FTG. TO FIN. GRAD (.�I 2X STUDS PER PLAN �� BATT INSULATION PER PLAN �` BATT INSULATION PER PLAN 0 3/4" T.&G. PLYWOOD SUBFLOOR GLUED & NAILED r. ����TTT���� /r� 11111111111111 /11111111111111111 FLR. JSTS. PER PLAN r!) CC J 0 • II . • • ° ' II • . • i.. < c: y � oL6, s._ e MUDSILL / A. BOLTS PER FOUNDATION PLAN (1) #4 BAR CONT. MAX. 6" BELOW TOP OF FND. WALL #4 BAR VERTICAL © 18" O.C. & HORIZONTAL @ 18" O.C. 6 MIL. BLACK V. B. (2) #4 BAR CONTINUOUS '�I��4�HIOIOKI�1 I� PER PLAN z co co (SCALE:1:1W/ PERPENDICULAR JOIST '-0" PLYWOOD SHEATHING PER STRUCTURAL NOTES NAILED w/ 8d NAILS © 4" O.C. & SUPPORTED PANEL EDGES ROOFING MATERIAL PER ELEVATION OVER BUILDING latilliVit A A35 © 24" O.0 AT P1-3 AND P1-2 ONLY. (BIRD BLOCKING TO TOP PLATE) OR PER STRUCTURAL SW NOTE OR PER STRUCTURAL SW NOTE SIMPSON H1 CLIP CO EACH TRUSS OR PER STRUCTURAL SW NOTE SHEAR WALL PER PLAN OR HEADER BATT INSULATION PER PLAN O FLAT CEILING &c EAVE : 1" = 1'-0" PAPER & SHEATHING EXTEND 12" ABOVE INSULATION WITH 1 1/2" CLEAR AIRSPACE VENTED 2X BLOCKING W/ PER (24"O.C. 2DIA (HOLES LOCKING TO TOUCH TOP PLATE) FASCIA BOARD PER PLAN 5" CONTINUOUS METAL GUTTER -8d NAILS @ 4" O.C. (SHTG TO BIRDBLOCKING) OVERHANG PER PLAN 1 FINISH PER ELEVATION OVER 15 LB. BUILDING PAPER OVER SHEATHING PER PLAN SCALE : 1" = 1'-0" MFR. ATTIC ROOF TRUSSES AT 24" o.c. COMPOSITION SHINGLES PER ELEVATION 0/ 15# BUILDING PAPER 5/4x8 RAKE BOARD w/ 1x2 TRIM APA RATED SHEATHING PER S.W. SCHEDULE GABLE END TRUSS 2x6 WALL TOP PLATES SIDING PER ELEVATION 0/ HOUSEWRAP w/ SHEAR WALL PANEL PER PLAN 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 BI-UMINOUS DAMPPROOFING TCP OF FTG. TOP OF SLAB 2X STUDS PER PLAN BATT INSULATION PER PLAN 16d NAIL © 4" O.C. INSTALL BLDG. PAPER BETWEEN CONC. & JOIST • 4 III -1 #4 BAR VERTICAL © 18" O.C. & HORIZONTAL © 18" O.C. cc 4" HOOK 3" CLR. 3/4" T.&G. PLYWOOD SUBFL. GLUED & NAILED BATT INSUL. PER PLAN iamattAttetta 4 •4.. • 4 FLR. JSTS. PER PLAN TOP FLANGE HANGER BLDG. PAPER BETWEEN CONCRETE & JOISTS 6 MIL. BLACK V.B. (2) #4 BAR CONTINUOUS z cc 1/2" GWB AT CEILING 2x6 CONT. GWB NAILER 1/2" GWB AT WALLS 2x6 WALL STUDS ®16" o.c. CDGABLE ROOF TO WALL DETAIL zii SCALE : 1" = V-0" j, PER PLAN III -III - " SCALE : 1" = 1'-0" 8" FND. WALL © PORCH SLAB W/ HANGING JOIST SCALE : 1" = 1'-0" 2X STUDS PER PLAN BATT INSULATION PER PLAN BATT INSULATION PER PLAN 3/4" T.&G. PLYWOOD SUBFLOOR GLUED & NAILED FRAMING (Sc FOUNDATION �//�//1111/////"/�//�/ ►//1 FLR. JSTS. PER PLAN '+ P.T. SILL PLATE & A.B. PER SHEAR WALL SCHEDULE AND/OR FOUNDATION PLAN 4 BAR VERTICAL @ 18" O.C. HORIZONTAL © 10" O.C. 6 MIL. BLACK V. B. 3" CLR. 7111=-111_1I I � -III—III- DIMENSION INSTALL 1 /2" GWB • III • (1) #4 BAR. CONT. MAX. 6" BELOW TOP OF FND. WALL 4" CONC. SLAB OVER 6 MIL. BLACK V. B. OVER 4" GRANULAR FILL e . • ' .4 40 ' 'moi/0�: `r •. ��.� 0.t 0NMI —III •. : It . . 140..•: 11'•„-7---(2) #4 BAR CONTINUOUS _ I --I II—I I- =I I I —I -BnthMINOUS :I I—DAMPPROOFING ,I=, III TOP OF FTG. TO TOP OF SLAB PER PLAN 0 8" FND. WALL © GARAGE SCALE : NTS 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 L_- L • 14 . . . 11• . 11 II 'ES'N' .^'4 .M. R. • II II • .II 4 'II I} II II4 II . •II •11• #4 ©18" O.C. 111 . 11• •.: 1 11• _g_ .. . HORIZONTAL �• 11 114• 'll'.I.0 .11 (3) #4 VERTICAL `'41I1 4 '1k7-11 I1 , EXTEND BEAM TO END OF SHEAR 3ROWS 8d©3"0. PLYWOOD TO BEAM 8d © 3" 0.C. TO ST PLATES & BLOCKIN 3x STUDS 3x BLK'G (I. * °1 -VIEWED FOR CODE COMPLIANCE APPROVED DS, DEC 0 8 2017 City of Tukwila BUILDING DIVISION P.T. 3x6 w/ (2)9"?x12" ANCHOR BOLTS w/GALV. 3"x3"xe" ? WASHER SLAB ON GRADE I : II '° I' a !' ' w/ 4" HOOK II ::.:: II" : 11 ow/F040" FOOTING " 4 • II ; II. 11.11: II 4 liI.•. •. SHEAR PANEL © GARAGE SCALE : N.T.S. S. Cir) Z DN X W Q T L‘t, „_ DESIGN & ENGINE 1002 39TH AVE. SW PUN Office (253) 572-5456 F PD of444`lo, 0" AZ ��. `P '4b .FS,SIONAL 9/5/2017 R.= TY:h�'� °.1 X44 OWNER/CUSTOMER: JK MONARCH PROJECT ADDRESS: MACADAM LOT 7 CITY OF TUKWILA PLAN NO. LANDMARK L3-1579 R'.Et -IVSD CITY OF TUKWILA NOV Z92017 PERMIT CENTER Ci (0 z w oes z c� ow m o z o z 111 0 LD J U CU IN`. SHEET NO. S3 S4 JOB NO. 2017- PLYWOOD SUB— FLOOR FLOOR JOIST PER PLAN 2X STUD/SHEAR WALL; NAIL PER PLANS; SEE SHEAR WALL SCHEDULE. BOTTOM PLATE NAILING PER SCHEDULE TO 2X RIM JOIST NAILING PER SHEAR WALL SCHEDULE MOM A35 @ 16" O.C. WALL SCHEDULE 2X BLOCK 16d TOENAIL @ 6" o.c. TO TOP PLATES 2X STUD/SHEAR WALL; NAIL PER PLANS: SEE SHEAR WALL SCHEDULE. OFFSET INTERIOR SHEAR WALL NO SCALE PLYWOOD SUB— FLOOR FLOOR JOIST PER PLAN S4 SIMPSON H1 CLIP JOISTS EXTERIOR SHEAR WALL 2X STUD/SHEAR WALL; NAIL PER PLANS; SEE SHEAR WALL SCHEDULE. BOTTOM PLATE NAILING PER SCHEDULE TO 2X RIM JOIST NAILING PER SHEAR WALL SCHEDULE 2X RIM JOIST OR BEAM, PER PLAN. 2X STUD/SHEAR WALL; NAIL PER PLANS; SEE SHEAR WALL SCHEDULE. NO SCALE PLYWOOD SUB— FLOOR FLOOR JOIST PER PLA SIMPSON Hi CLIP JOISTS 2X STUD/SHEAR WALL; NAIL PER PLANS; SEE SHEAR WALL SCHEDULE. BOTTOM PLATE NAILING PER SCHEDULE TO 2X RIM JOIST NAILING PER SHEAR WALL SCHEDULE 2X RIM JOIST OR BEAM, PER PLAN. 2X STUD/SHEAR WALL; NAIL PER PLANS; SEE SHEAR WALL SCHEDULE. EXTERIOR CANTILEVERED SHEAR WALL NO SCALE TRUSSES OR RAFTERS PER AN ROO PER SCHEDU 8d @ 6" SHTG — NAIL EAR WALL 2X BLKG. W/ 6d @ 8" O.C. & VE T HOLES (RIP BLK'G. OVERHANG & FASCIA SHEATHING PER SH AR SCHEDULE 2X STUD @ 16" 0 ALL —LST H1 ANCHOR © 24" O.C. TYP. SH EAR WALL TO RO • CONNECTION TRUSSES OR RAFTERS PER PLAN ROOF SHTG — NAIL PER PLAN 8d @ 6" O.C. 2X BLKG. W/ 16d @ 8" O.C. & VENT HOLES NO SCAL RAFTER TOE NAIL (2) 16d © 16" O.C. @ EACH STUD TOP & BOTTOM 16d @ 8" O.C. OVERHANG Sc FASCIA SHEATHING PER PLAN 2X STUD WALL @ 16" O.C. H3 ANCHOR @ 48" O.C. SHED ROOF TO OFFSET SHEAR WALL CONNECTION CEILING JSTS. PER PLAN. NO SCALE TRUSS OVER S.W. TO HAVE BLOCKING AT 16" O.C. 1Od © 4" 0.0. — ROOF SHEATHING TO TOP CHORD TRUSS. PLYWOOD ROOF SHEATHING 2x6 V BRACE @ 4' 0/C TRUSSES PER PLAN CONTINUE SHEAR WALL TO ROOF SHEAR WALL PER SCHEDULE SHEAR WALL PARALLEL TO TRUSS ELEVATION A SIMPSON MSTC66B3/MSTC48B3 HOLDOWN ON DOUBLE STUD W/ALL NAIL HOLES FILLED W/ NAILS PER SIMPSON'S SPEC. NAILS @ < OF EACH STUD 10d @ 4" O.C: L/2 =24" _ 711 DOUBLE STUD SHEAR WALL PER SCHED. & PLANS 16d @ 6" 0.C. (STAGGERED) T tT TRUSSES PER PLAN T'T T -T PLYWOOD ROOF SHEATHING 2X4 BLOCKING 8d NAIL @ 3" o.c. TO 2X4 BLOCKING 8d NAIL @ 6" o.c. TO TRUSS BEAM OR DOUBLE JOIST OR BLOCKING PER PLAN. (PROVIDE FILLER BETWEEN vID Ilk Tk TJI FLR. JOISTS OR 2x JOIST PER PLAN BLOCKING OR SIMPSON TB @ 24" O.C. PROVIDE FILLER @ TJI JOIST FOR NAILING INTERIOR SHEAR WALL HOLDOWN © BEAM Scale: 1"--=.1 '— 0" 16d TOE -NAIL @ 6" O.C. 8d @ 4" 0.C. (3) 8d NAILS silMTil. NWIrgrArr FLR. JOISTS PER PLAN A35 @ 24" 0.C. 2x BLOCK'G @ 24' O.C. SHEAR WALL PER PLAN & SHEDULE INTERIOR SHEAR WALL TO FLOOR ABOVE WALL PARALLEL TO FLOOR JOISTS (4) 1Od TOE \JAILS V—BRACE Tv WALL PLA—ES 2X6 V—BRACE @ 8'-0" o.c. (2) 2X TOP PLATE 2X STUD/ SHEAR WALL PER SCHEDULE SHEAR WALL PERP. TO TRUSS ELEVATION B 12" cant. 12.5' min. INSTALL MST37 SIMPSON TO END OF BEAM FLOOR JOIST PER PLAN © 16" OC FRAMING PER PLAN [(2)-2X MIN UNO] MST -48 STRAP PER HOLDDOWN SCHEDULE W/ EQUAL NUMBER OF NAILS TO SHEARWALL FRAMING AS TO HEADER Scale: 1"=1'-0" STRAP CAN BE INSTALLED ON TOP OR SIDE OF PLATES 30" 30" SIMPSOM MST6O W/ 60 — 1Od X2—" III I I I 1 I i 1 1I lliliII I N 2— 2X6 TOP PLATE 2X6 @ 16" O.C. DRUG STRUTS CONNECTION DETAILS RIM JOIST & FLOOR FRM'G PER PLAN HEADER PER PLAN 2-A35 EA SIDE FRAMING PER PLAN 2-2X12 MST48 SIMPSON STRAP RAP IT TO END OF BEAM PLYWOOD SUB— FLOOR 2 2X12 L/2 =24" A35 HDR PPER PLAN • 2-2X12 INN D•01•11111011•2 MI•2116.1.116.1•10 Mir I 2-2X • ST27 AT EACH SIDE OF POST —2X4 POST (2 ROWS 16D ©4" OC.) TYP. 2A S4 i 0.C. OFFSET INTERIOR SHEAR WALL II 2X STUD/SHEAR WALL; NAIL PER PLANS; SEE SHEAR WALL SCHEDULE. BOTTOM PLATE ,• , ILING PER SCHED TO 2X RIM JOIS • ING PER SHEAR WALL SCHEDULE n_ WALL SCHEDULE 2X BLOCK 16d TOENAIL @ 6" o.c. TO TOP PLATES 2X4 POST (2 ROWS 16D C.) TYP. • NO SCALE SIMPSON MSTC66B3/MSTC48B3 HOLDOWN ON DOUBLE STUD W/ALL NAIL HOLES FILLED W/ NAILS PER SIMPSON'S SPEC. NAILS @ < OF EACH STUD L/2 =24" SIMPSON M DOUBLE HOLES Fl SIMPSON'S RAP STRAP ST48 HOLDOWN ON STUD W/ALL NAIL LLED W/NAILS PER SPEC. NAILS @ < OF EACH STUD AROUND BLOCKING SHEAR PER SCHED. L/2 (HALF OF THE STRAP LENGTH) L/2 DOUBLE STUD, NAILING @ CENTER OF STUD SIMPSON L90 @ HOLDOWN ONLY. APPLY A35 @ THE OTHER BLOCKINGS UNDER SHEAR WALLS. JOIST PER PLAN SHEAR WALL HOLDOWN © BLOCK'G DOUBLE STUD SHEAR WALL PER SCHED. & PLANS 16d @ 6" 0.C. (STAGGERED) BEAM OR DOUBLE JOIST OR BLOCKING PER PLAN. (PROVIDE FILLER BETWEEN DPI T,llk) TJI FLR. JOISTS OR 2x JOIST PER PLAN INTERIOR SHEAR WALL HOLDOWN © BEAM Scale: 1"=1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED DEC 082017 City of Tukwila BUILDING DIVISION J J CL CO Cr) C `.J CO M Z CC --I W�2 W a- Z DESIGN & E 1002 39TH AV Office (253) •� m xk X11:''r 42. ,A, FOI STS'1' 4.k9SIONAL 9/5/2017 �b " 6Ct1 w� k, JK MONARCH OWNER/CUSTOMER: JK MONARCH PROJECT ADDRESS: MACADAM LOT 7 CITY OF TUKWILA PLAN NO. LANDMARK L3-1579 RECEIVED crry OF TUKWILA NOV 2g 2017 PERMIT CENTER U O z in z C7m m 0 zill pa/ z NEi "' 0 Y U Li , C < 0 O D o SHEET N0. S4 S4 JOB NO. 2017- J