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Permit D18-0241 - CODIGA - LOT 5 - NEW SINGLE FAMILY RESIDENCE
CODIGA -LOT 5 12566 50T" PL S D18-0241 Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov 0179002501 12566 50TH PL S Project Name: CODIGA - LOT 5 COMBOSFR PERMIT Permit Number: Issue Date: Permit Expires On: D18-0241 4/19/2019 10/16/2019 Owner: Name: Address: Contact Person: Name: CODIGA JAMES A 12529 50TH S , SEATTLE, WA, 98178 CARY LANG Address: 29815 24 AVE SW , FEDERAL WAY, WA, 98023 Phone: (206) 423-5055 Contractor: Name: CARY LANG CONSTRUCTION INC Phone: (206) 423-5055 Address: 29815 24TH AVE SW , FEDERAL WAY, WA, 98023-2300 License No: CARYLC11010F Expiration Date: 9/26/2020 Lender: Name: CARY LANG Address: 29815 24 AVE SW , FEDERAL WAY, WA, 98023 DESCRIPTION OF WORK: CONSTRUCT A NEW 2393 SQ FT SINGLE FAMILY RESIDENCE WITH 400 SQ FT ATTACHED GARAGE. PUBLIC WORKS ACTIVITIES INCLUDE: LAND ALTERING, EROSION CONTROL, WATER METER & WATER SEVICE LINE, SANITARY SIDE SEWER, STORM DRAINAGE, DRIVEWAY ACCESS, UNDERGROUNDING OF POWER, TRAFFIC CONTROL, ALLENTOWN FLOOD PRONE ELEVATION, AND STREET USE. Project Valuation: $332,839.90 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: V -B Electrical Service Provided by: TUKWILA Fees Collected: $49,780.88 Occupancy per IBC: R-3 Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: 1 Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: 1 Water Main Extension: Water Meter: Yes Volumes: Cut: 120 Fill: 10 Number: 1 1 Permit Center Authorized Signature: Date: 111-1°F I c1 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: ` � Date: Print Name: C6.-1 Al Gk r� 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: ***BUILDING PERMIT CONDITIONS*** 2: 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. 3: 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. 4: 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. 5: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 6: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 7: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 8: All wood to remain in placed concrete shall be treated wood. 9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 10: 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. 11: 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. 12: 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. 13: 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). 14: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 15: 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. 16: 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. 17: ***MECHANICAL PERMIT CONDITIONS*** 18: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 19: 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. 20: Manufacturers installation instructions shall be available on the job site at the time of inspection. 21: 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. 22: 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. 23: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 24: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 25: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 26: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 27: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 28: 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. 29: 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. 30: 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. 31: 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. 32: 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. 33: 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. 34: 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. 35: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 36: 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 37: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 38: 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). 40: 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) 41: 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) 42: Maximum grade for all projects is 10% with a cross slope no greater than 5%. (IFC D103.2) 39: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 43: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 44: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 45: ***PUBLIC WORKS PERMIT CONDITIONS*** 46: 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. 47: 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. 48: 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. 49: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 50: 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. 51: 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. 52: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise dean 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. 53: Any material spilled onto any street shall be cleaned up immediately. 54: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 55: 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. 56: The Land Altering Permit Fee is based upon an estimated 120 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. 57: 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. 58: 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. 59: 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'. 60: 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. 61: Pavement mitigation fees may apply to this permit. Amount estimated to be xxx sq. ft. x $xx.xx per sq. ft. = $x,xxx.xx. Final measurement to be made in the field by the Public Works Inspector prior to Public Works Final. 62: Owner/Applicant shall contact the local postmaster regarding location of mailbox(es) installation. Location of mailbox(es) installation shall be coordinate with Public works. 63: A bond or cash equivalent in the amount of 150% x cost of construction within the City right-of-way made out to the City of Tukwila for possible property damages caused by activites. 64: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 65: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $1,013.88. 66: Per City Ordinance no. 2177 new homes within the Allentown Phase 2 Area are required to pay in full the current fee for the King County Sewer capacity charge, and bring proof of payment to the City's Permit Center prior to Public Work's final inspection approval. 67: Finished floor of House shall be at least one (1) foot above the Allentown flood prone elevation. 68: Conveyance of Public Improvements (water meter box & water service line) shall be signed by the Owner/Applicant as part of the Turnover process; prior to Public Works final. 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 n 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 0502 LATH/GYPSUM BOARD 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 5230 PAVING AND RESTORE 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 5070 SANITARY SIDE SEWER 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR 5130 WATER METER - PERM CITY OF TUKA 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.: Date Application Accepted: g '`I 9 bi -C))Jtl Date Application Expires: (For office use only) COMBINATION PERMIT APPLICATION - NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE LOCATION Site Address: / 2_57‘6 J d King Co Asse soy's Tax No.: S -Tza 144 (1- G a� 5 eode c �. PROPERTY OWNER Name: V Name: Phone: 206 ,...4,42,...5._ Sins Fax: Address: Address: City: State: City: State: Zip: CONTACT PERSON - person receiving all project communication Name: Address: p�7t�(� C�!{�Ave 5 FF City: ( j State: 1,17/4_ Zip: 7,0.. ..5 Phone: 206 ,...4,42,...5._ Sins Fax: Address: Tukwila Business License No.: 8 9.G` // <y City: State: City: State: Zip: Phone: Zip: Fax: Fax: Email: Cq ry co.A., G ih4-, L, l� GENERAL CONTRACTOR INFORMATION Company Name:-�- G�a,/..,,, r 6,,,,,4„;—:r_/Y6.,v Address: p�7t�(� C�!{�Ave 5 FF City: ( j State: 1,17/4_ Zip: 7,0.. ..5 Phone: 206 ,...4,42,...5._ Sins Fax: Conte 4 -0Z -C Z2oja fExp Date: 7/-/ff3 (1 tt77 Tukwila Business License No.: 8 9.G` // <y 0/7r©0zg01 ARCHITECT OF RECORD Company Name:p h ' j/ ; 5 Fr/ . Z L c Engineer Name: a) _e y1„ 4 .i ,r5 -- sAd Company Name: City:, ' / fiv State: (AA A_" Zip: 9es5e Phone: 2_5,-3-3 ,/66Gax:F Architect Name: City: State: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name:p h ' j/ ; 5 Fr/ . Z L c Engineer Name: a) _e y1„ 4 .i ,r5 -- sAd Apo , of , 0 ,'0 V l 1164 "ifsY City:, ' / fiv State: (AA A_" Zip: 9es5e Phone: 2_5,-3-3 ,/66Gax:F Email:/ C d p �`/I1' sse , Gorr) i LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: W-.-6 r 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 1 of 4 PROJECT INFORMATION — Valuation of project (contractor's bid price): $ Scope of work (please provide detailed information): �avcrredm 5—i leo Feeivvy7y et DETAILED BUILDING INFORAMTION PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement 1' floor /0 2"d floor / ? f Garage FI, carport ■ ``\ en Deck — covered ■ uncovered • ,. Total square footage 2;7 ?3# o 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 $ 5200 furnace <100k btu thermostat emergency generator PLUMBING: Value of plumbing/gas piping work $ l- bathtub (or bath/shower combo) dishwasher lavatory (bathroom sink) l water heater (gas) appliance vent wood/gas stove fuel type: ❑ electric gas ventilation fan connected to single duct water heater (electric) other mechanical equipment 57ov bidet floor drain sink lawn sprinkler system H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh 2- 3 3 q 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 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT ffX'L .Tukwila 0 ... Water District #125 ❑ .. Highline 0 ...Letter of water availability provided SEWER DISTRICT Tukwila 0 ...Sewer use certificate ❑...Valley View 0 .. Renton ❑...Letter of sewer availability provided ❑ .. Renton ❑ .. Seattle SEPTIC SYSTEM: 0 .. On-site septic system — for on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ❑ ...Civil Plans (Maximum Paper Size — 22" X 34") ❑ ...Technical Information Report (Storm Drainage) 0 .. Geotechnical Report ❑ ...Hold Harmless — (SAO) ❑ ...Bond 0 .. Insurance 0 .. Easement(s) 0 .. Maintenance Agreement(s) ❑...Hold Harmless— (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): 0 ...Right -Of -Way Use - Potential disturbance ❑ .. Construction/Excavation/Fill - Right -of -Way... 0 -or- Non Right -of -Way.. 0 ❑ ...Total Cut Cubic Yards 0 .. Work In Flood Zone ❑ ...Total Fill Cubic Yards 0 .. Storm Drainage ❑ ...Sanitary Side Sewer 0 .. Abandon Septic Tank 0 .. Trench Excavation ❑ ...Cap or Remove Utilities 0 .. Curb Cut 0 .. Utility Undergrounding • 0 ...Frontage Improvements 0 .. Pavement Cut 0 .. Backflow Prevention - Fire Protection ❑ ...Traffic Control 0 .. Looped Fire Line Irrigation 0 ...Permanent Water Meter Size " WO # ❑ ...Residential Fire Meter Size " WO # ❑ ...Deduct Water Meter Size Domestic Water ❑ ...Temporary Water Meter Size " WO # ❑ ...Sewer Main Extension Public 0 - or - Private 0 ❑...Water Main Extension Public 0 - or - Private 0 FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REOUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) 0 ...water 0 ...sewer 0 ...sewage treatment MONTHLY SERVICE BILLING TO: Name: (, '% 4 kk<��► �� lI '�- Mailing Address: ' 2 T e /5"-- ZVAire S w Day Telephone: 2o0 -4/2-3 Sa 5.--‹*Fel,4 / t4 -4-c( Seo 2 7 City State Zip WATER METER REFUND/BILLING: Name: Day Telephone: Mailing Address: City State Zip H:Wpplications\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 OWNEIYOR AUTHORIZED AGENT: Signature: Date: Print Name: O ( �� - Day Telephone: 2,4.' 112 3 5Ufr Mailing Address: -/ �l �i t %iv`Q $ e-'- FC'WQ, / J ? ed 23 City State Zip H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 4 of 4 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME Cob 1 A (Lo-r- (< L•o-r(< / z57f 5o4A PL S) If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. PERMIT # JPg - 024 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. $250 (1) 300 l�oDo / JJ Op o/2. //!2� 0013 Soo C. 2.0% of amount over $100,000, but Tess than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) 5. Enter total excavation volume / 20 cubic yards Enter total fill volume /0 cubic yards 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 1' 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 (4) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION 50 (1+4+5) $ 441 -- The 4¢ The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 01.01.18 1 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) 7. Pavement Mitigation Fee $ 1515 (6) $ (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. $ 54- (8) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 —100 $37.00 101 — 1,000 v ,./$37.00 for 1st 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1st 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 1st 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1st 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 01.01.18 2 (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) $ 11/216 E. Allentown/Foster Pt Sewer (Ord 2177) $ 20.40o F. Special Connection (TMC Title 14) $ G. Duwamish $ H. Transportation Mitigation $ / n /3 SS -- I. Other Fees$ /6J o p t S ------Total A through I $ 3s �3¢ (10) e �u 4"`�! / tk‘!M GB DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ 399 S Z 53 ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2018 -12.31.2011 Total Fee 0.75 $625 $6005 $6630 '-/ 1 $1125 $15,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $12525 $300,250 $312,775 Approved 09.25.02 Last Revised 01.01.18 Temporary Meter 0.75" $300 2.5" $1,500 3 Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK I ACCOUNT QUANTITY l PAID $47,215.62 D18-0241 Address: 12566 50TH PL S ` Apn: 0179002501 $47,215.62 1 INCH $7,541.00 CONNECTION CHARGE R401.379.002.00.00 0.00 $100.00 METER/INSTALL DEPOSIT B401.245.100 0.00 $950.00 WATER METER PLAN REVIEW R000.345.830.00.00 0.00 $10.00 WATER METER INSPECTION R401.342.400.00.00 0.00 $15.00 WATER TURN -ON FEE R401.343.405.00.00 0.00 $50.00 CASCADE WATER ALL-SPRINKLERED B640.237.500 0.00 $6,416.00 DEVELOPMENT $3,953.44 PERMIT FEE R000.322.100.00.00 0.00 $3,561.94 WASHINGTON STATE SURCHARGE 6640.237.114 0.00 $6.50 PW CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $157.50 PW PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $157.50 ADDITIONAL PLAN REVIEW R000.345.830.00.00 1.00 $70.00 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 $1,105.38 GRADING PLAN REVIEW R000.345.830.00.00 0.00 $37.00 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $54.50 SEWER SERVICE FEE $20,400.00 SEWER ALLENTWN/RYAN/FOSTER PT R402.379.004.00.00 0.00 $20,400.00 TECHNOLOGY FEE $210.75 TECHNOLOGY FEE R000.322.900.04.00 0.00 $210.75 WATER SERVICE FEE $11,216.05 WATER ALLENTWN/RYAN/FOSTER PT R401.379.004.00.00 0.00 TOTAL FEES PAID BY RECEIPT: R17442 $11,216.05 .$47,215.62 Date Paid: Friday, April 19, 2019 Paid By: CARY LANG CONSTRUCTION INC Pay Method: CHECK 26159 Printed: Friday, April 19, 2019 10:42 AM 1 of 1 SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK 1 ACCOUNT 1 QUANTITY PAID $2,565.26 D18-0241 Address: 12566 50TH PL S Apn: 0179002501 $2,565.26 DEVELOPMENT $2,315.26 PLAN CHECK FEE R000.345.830.00.00 0.00 i $2,315.26 PUBLIC WORKS $250.00 BASE APPLICATION FEE R000.322.100.00.00 0.00 t ! $250.00 TOTAL FEES PAID BY RECEIPT: R15083 $2,565.26 Date Paid: Friday, August 03, 2018 Paid By: CARY LANG CONSTRUCTION Pay Method: CHECK 25710 Printed: Friday, August 03, 2018 11:51 AM 1 of 1 CR SYSTEMS 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: ^� C Com. Jas Ty of Inspec 'on: \At1 Cii ►143 1 Address: Date Called: U Special Instructions: Date Wanted:a / iv�'7 a.m. p.m. Requester: Phone No: per applicable codes. Corrections required prior to approval. COMMENTS: Inspector,Q - 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 tine (206) 438-9350 1)0- 0241 Project: ( r LOCI'S aQ 40r.�7 Typ Inspect'on: �'' tAA s s• iM + Address: S •structions:Date Date Called: C/SLI. N,q j,—d3,1[ KL y1,1) a,L fftj 6AS"'Ate f G Wanted: 9'��' Z�C, a.m. p.m. Requester: Phone No: Approved per applicable codes. COMMENTS: orrections required prior to approval. GlAz,► �tl 4'I nem -10 - cz s7 .7us is , * &is / R ts/ ei-�- Mme. E.cP Carl- gtoor R:oF "ZlisutcvFum.• 43t2kei, CithAi P ,s a;),SivizqGi4e2e ,,vr. r /V Auer -t4 cvs421( 411 ate .. -p Daten✓` 7 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: gyp! 144 i-rs Type of Inspectio 442'�1�am Ad ress: i2sb0 5c71781.0...3 Date Called: S ecial Instructions: Date Wanted: '"2Z 7 -7Z -- a.m. p.m. Requester: Phone No: pproved per applicable codes. 1__J Corrections required prior to approval. MENTS: 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 Die 02, Project: Ctob /meq 4 r s Type of Inspection: '.,,/G Address: /z6� PL3 Date Cal ed: Sp ciat Instructions: Date Wanted: 7_/2 Requester: Phone No: pproved per applicable codes. Corrections required prior to approval. Inspector: Date: I ! REINSPECTION FEE R QUIRED. 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 Diet £2L( 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: 144 Type of Ins ection: � Address. Date C&� '/ S eciaT s uctions: Date Wanted: .7 ••/(0 a.m. p.m. Requester: Phone No: Approved per applicable codes. orrections required prior to approval. 0 ENTS: P 4V 64446(1 WmtA Inspector: Date: .7 ..� L C REINSPECTION FEE REtlU1R D. 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 as 0241 Project: Lo 45 u.4 Lcr S Type of Inspection: ie. :r. 1Avt414•4 4., Address: 125,L, 5011‘ Pt.S Date Call d: Special Instructions: Date Wanted: 1- L 1 a,m. p.m. Requester: Phone No: pproved per applicable codes. El Corrections required prior to approval. MMENTS: Inspector: Date: 7 I ! 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 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: e.0 b , � C-- Type of Inection: f AT: �/ t Address: s /74� At, l —S Date Called: Special Instructions: Date Wanted: i ft i ` a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. OMMENTS: Iwz • Inspector: Date: .4(.../.. 7 I/`2 1-1 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: GA LoT 3- Type of Inspection: �, • B,N‘ Address: /yS' 4— Date CaIted: Special Instructions: Date Wanted: 6_2.47, tcl J p.m. Requester: Phone No: pproved per applicable codes. El Corrections required prior to approval. OMMENTS: Inspector: Date: ( tt `p, 9' n REINSPECT' F 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 ozql 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: Type of Inspection: Address: i2.5tote T 5 Date Called: Special Instructions: Date Wanted: 4,.,13- 9 CaLn p.m. Requester: Phone No: Approved per applicable codes. ❑ Corrections required prior to approval. OMMENTS: 141c12)ci 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 /W. e 4 I Project: G�� t ba 1.17r 5 Type of Ins ectio / #,vb Address: I2$(.0 ' it a_ s. Date lied: Special Instructions: Wanted:, Date Wanted: -ice' tq 1 a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: tjp PUT �r% _ 101 Inspector: Date: —245 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 N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 prr3 -ozy/ ProCQCJkt J�- Z-07-#5- t: ( Type cif Inpptit —echo /- Addres.tt Date Called: Special Instructions: Date Wanted:! �S -z`l7 ` I ? m: p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: rZaz2K` Inspector: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 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 bib mi4,1 Project: Znb 1 ipA. /Air 4-- Type of Ins ection: r,JL, y)(1-eiruitl. Address: Date Called: Special Instructions: Date Wanted:.rr 5‘^/4-/3. [ .; p.m. Requester: Phone No: ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: 4210J(9. Y'S \h„5.AW 'NTZ)V Inspector: 1 1 REINSPECTI 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 bi'-(914/i 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 C�r l T# G' LO J y s pecti 1 �� � � 440641 Address: cell �{ /25 , 7v— FL e Date Calle Special Instructions: Date Wanted:G O R Z 2` 5 a r p.m. Requester: Phone No: KIApproved per applicable codes. El Corrections required prior to approval. COMMENTS: Inspector: g 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 J16 Project: L�6(/�4 J r Type of Inspection: _ f>/1/4i l _tcrao2.- Add ress:Date /2 `bEi E-3 PL-- L5 • Called: Special Instructions: bate Wanted: a.m. Requester: Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: Tv_osarl Inspector: Date: 5, fot REINSPECTI FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. ENGINEERING ANALYSIS FOR: �"" CARY LANG CONSTRUCTlOOL SITE: 12566 50TH PLACE ����DFOR E COMPLIANCE TUKWILA, WA (LOT E) APPROVED AUG 2z 2018 — • 1Il�nIn.luul.11ll11111I11111I11111■1111111111111111111111n, • I1uluiui.I iii.Iuii.IIlil.. City of Tukwila IVISION DATE: JULY 19, 2018 0 0 ORIGINAL STAMP MUST BE RED TO BE VALID RECEIVED CITY OF TUKWILA AUG 0 3 2018 PERMIT CENTER PLAN NUMBER: 1892 CARY LANG l8- O21 PHILLIPS STRUCTURAL ENGINEERING, PLLC P.O. BOX 108, MILTON, WA 08354 Phone (253)3441666 STRUCTURAL ENGINEERING CALCULATIONS PHILLIPS STRUCTURAL ENGINEERING The enclosed documents are to be used in conjunction with the plans referenced on the cover page. It is imperative that the contractor study and understand the engineering requirements and required changes to the architectural plan prior to start of work. Modifications may include additional foundations or footings, beam size changes, sheathing changes etc. Scope of Engineering: Engineering analysis and design to resist lateral and gravity Toads in accordance with the 2015 IBC have been performed and incorporated into stamped "S" sheets. All analyses and calculations are included in this engineering report (see 8%2x11 pages). Engineering assumptions are listed below. If the conditions listed below are not present at the site, all calculations and stamped drawings are void and Philips Structural Engineering must be contacted immediately. LOADING CRITERIA Building Code 2015 International Building Code (IBC) Seismic Design Catagory (SDC) D Ss (Short Period) 1.50 S1 (1 Second Period) 0.56 Response Mod. Coeff. (R) 6.5 Seismic Site Class D Basic Wind Speed (3 Sec) 110 MPH Exposure B LIVE LOADS (psf) U.N.O. - Uninhabitable attics without storage 10 - Uninhabitable attics with storage 20 - Habitable attics and sleeping areas 30 - Deck Framing 60 -All other areas 40 DEAD LOADS (psf) U.N.O. - Roof with composition roofing - Floor 15 10 SNOW LOADS (psf) U.N.O. - Flat Roof Snow (Reduced from Ground) 25 SOILS CRITERIA Soils Consultant Soils Report # Allowable Pressure Req'd Frost Bearing Depth None (U.N.O.) None (U.N.O.) 1500 psf (Verify w/ Site Conditions) 18" PHILLIPS STRUCTURAL ENGINEERING, PLLC P.O. BOX 108 MILTON, WA 98354 Phone (253) 344-1666 eag 2of39 //'I //LU'Ir3 uesign maps summary rcepon U� Design Maps Summary Report User -Specified Input Report Title 1892 Cary Lang Tue July 17, 2018 18:54:51 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.49166°N, 122.27065°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III rdx0R.,..10vAr , B Irian S 5t # BOEOG ih'n X Akftrron MLIIJ. I t'Dlr` i II' rrt I`Ac{ ilV I *1 AIRFOItT, .1)es Moin. USGS-Provided Output SS = 1.497 g Si = 0.561 g M41040 ,y SMS = 1.497 g SMl = 0.842 g SDS = 0.998 g SD1 = 0.561 g For information on how the SS and Si values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCER Response Spectrum f}l-� •J.4J Ji] OH) Ili I31 1.IU Ito 101 Pcrind, T (Svc) 21,1 Design Response Spectrum. Perin , T 154'c) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. httnc•//nrnrin9-arthnllaka rr Ilcnc nnv/rlAsinnmans/Ile/cllmmary nhn7tamnlatP=minimalRh Ma14941AftR1Rlnnnitllria=-122 77/1R5/tAitarlacc=RRrickr. 1/1 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN 1892 Cary Lang - SHEAR.wsw Level 1 of 2 N D -T A-1 WoodWorks® Shearwalls 11.1 E-1 N B-1 C-1 J L) July 17, 2018 13:51:00 50' 45' 40' 35' 30' 25' 20' 15' 10' 5' 0' -5' -10' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' 70' MN Segmented Perforated I_--_ Non-shearwall j22 Aspect factor Orange = Selected wall(s) Page 4of39 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN 1892 Cary Lang - SHEAR.wsw Level 2 of 2 N D-1 WoodWorks® Shearwalls 11.1 A-1 E-1 N B-1 July 17, 2018 13:51:00 50' 45' 40' 35' 30' 25' 20' 15' 10' 5' 0' -5' -10' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' Segmented RgM Perforated 1 Non-shearwall M Aspect factor Orange = Selected wall(s) Page 5 of 39 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN 1892 Cary Lang - SHEAR.wsw COMPANY AND PROJECT INFORMATION Phillips Structural Engineering PO Box 108 Milton, WA 98354 DESIGN SETTINGS WoodWorks® Shearwalls 11.1 Project Information Company Project Building Code Capacity Modification Wind Seismic 1.00 1.00 Service Conditions and Load Duration Duration Temperature Moisture Content Factor Range Fabrication Service - Jul. 18, 201816:01:48 Design Code Wind Standard Seismic Standard IBC 2015/AWC SDPWS 2015 ASCE 7-10 Directional (All heights) ASCE 7-10 Load Combinations For Design (ASD) For Deflection (Strength) 0.70 Seismic 1.00 Seismic 0.60 Wind 1.00 Wind Building Code Capacity Modification Wind Seismic 1.00 1.00 Service Conditions and Load Duration Duration Temperature Moisture Content Factor Range Fabrication Service - Max Shearwall Offset [ft] Plan Elevation (within story) (between stories) 4.00 3.08 Maximum Height -to -width Ratio Wood panels Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 3.5 - - - - - Ignore non -wood -panel shear resistance contribution... Wind Seismic Never Always Collector forces based on... Hold-downs Applied loads Drag struts Applied loads Shearwall Relative Rigidity: Wall capacity Perforated shearwall Co factor: SDPWS Equation 4.3-5 Non -identical materials and construction on the shearline: Not allowed Deflection Equation: 3 -term from SDPWS 4.2-1 Drift limit for wind design: 1 / 500 story height SITE INFORMATION Wind ASCE 7-10 Directional (All heights) ASCE 7-10 12.8 Seismic Equivalent Lateral Force Procedure Design Wind Speed 110 mph Serviceability Wind Speed 100 mph Exposure Exposure B Enclosure Enclosed Min Wind Loads: Walls 16 psf Roofs 8 psf Risk Category Structure Type Building System Design Category Site Class Category II - All others Regular Bearing Wall D D Spectral Response Acceleration S1: 0.560g Ss: 1.500g Topographic Information [ft] Shape Height - Site Location: - Length - Fundamental Period T Used Approximate Ta Maximum T E -W 0.200s 0.200s 0.280s N -S 0.200s 0.200s 0.280s Elev: Oft Avg Air density: 0.0765 lb/cu ft Rigid building - Static analysis Response Factor 6.50 6.50 Case 2 E -W loads Eccentricity (%) 15 Loaded at 75% N -S loads 15 Fa: 1.00 Fv: 1.50 1 Page 6 of 39 WoodWorks® Shearwalls 1892 Cary Lang - SHEAR.wsw Jul. 18, 201816:01:48 Structural Data STORY INFORMATION BLOCK and ROOF INFORMATION Story Elev [ft] Floor/Ceiling Depth [in] Wall Height [ft] Ceiling 20.77 0.0 Block Level2 12.77 12.0 8.00 Levell 2.77 9.3 9.00 Foundation 2.00 Side 27.0 BLOCK and ROOF INFORMATION 2 Page 7 of 39 Block Dimensions [ft] Face Type Roof Panels Slope Overhang [ft] Block 2 Story E -W Ridge Location X,Y = 0.00 6.00 North Side 27.0 1.00 Extent X,Y = 35.50 27.50 South Side 27.0 1.00 Ridge Y Location, Offset 19.75 0.00 East Gable 90.0 1.00 Ridge Elevation, Height 27.78 7.01 West Gable 90.0 1.00 Block 2 2 Story N -S Ridge Location X,Y = 0.00 0.00 North Joined 153.0 1.00 Extent X,Y = 19.50 6.00 South Gable 90.0 1.00 Ridge X Location, Offset 9.75 0.00 East Side 27.0 1.00 Ridge Elevation, Height 25.74 4.97 West Side 27.0 1.00 Block 3 2 Story E -W Ridge Location X,Y = 35.50 12.50 North Side 27.0 1.00 Extent X,Y = 14.50 21.00 South Side 27.0 1.00 Ridge Y Location, Offset 23.00 0.00 East Gable 90.0 1.00 Ridge Elevation, Height 26.12 5.35 West Joined 90.0 1.00 Block 4 1 Story E -W Ridge Location X,Y = 50.00 13.50 North Side 27.0 1.00 Extent X,Y = 5.50 20.00 South Side 27.0 1.00 Ridge Y Location, Offset 23.50 0.00 East Hip 43.0 0.55 Ridge Elevation, Height 17.87 5.10 West Joined 90.0 0.19 2 Page 7 of 39 • WoodWorks® Shearwalls 1892 Cary Lang - SHEAR.wsw Jul. 18, 201816:01:48 SHEATHING MATERIALS by WALL GROUP Grp Surf Material Ratng Sheathing Thick in GU in Ply Or Gvtv lbs/in Size Fasteners Type Df Eg in Fd in Bk Apply Notes 1 2 Ext Ext Struct Sh OSB Struct Sh OSB 24/16 24/16 7/16 7/16 - - 3 3 Vert Vert 83500 83500 8d 8d Nail Nail N N 4 6 12 12 Y Y 1,2,3 1,3 Legend: Grp — Wall Design Group number, used to reference wall in other tables Surf — Exterior or interior surface when applied to exterior wall Ratng — Span rating, see SDPWS Table C4.2.2.2C Thick — Nominal panel thickness GU - Gypsum underlay thickness Ply — Number of plies (or layers) in construction of plywood sheets Or — Orientation of longer dimension of sheathing panels Gvtv — Shear stiffness in Ib/in. of depth from SDPWS Tables C4.2.2A-B Type — Fastener type from SDPWS Tables 4.3A -D: Nail — common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for GWB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing; Box - box nail; Casing — casing nail; Roof — roofing nail; Screw — drywall screw Size - Common, box, and casing nails: refer to SDPWS Table Al (casing sizes = box sizes). Gauges: 11 ga = 0.120"x 1-3/4" (gypsum sheathing, 25/32" fiberboard ), 1-1/2" (lath & plaster, 1/2" fiberboard); 13 ga plasterboard = 0.92" x 1- 1/8" Cooler or gypsum wallboard nail: 5d = .086"x 1-5/8"; 6d = .092" x 1-7/8"; 8d = .113"x 2-3/8'; 6/8d = 6d base ply, 8d face ply for 2 -ply GWB. Drywall screws: No. 6, 1-1/4" long. 5/8" gypsum sheathing can also use 6d cooler or GWB nail Df — Deformed nails ( threaded or spiral), with increased withdrawal capacity Eg — Panel edge fastener spacing Fd — Field spacing interior to panels Bk — Sheathing is nailed to blocking at all panel edges; Y(es) or N(o) Apply Notes — Notes below table legend which apply to sheathing side Notes: 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 Species Grade b d Spcg SG E Standard Wall Grp in in in psiA6 1 Hem -Fir No.2 1.50 5.50 16 0.43 1.30 2 Hem -Fir No.2 1.50 5.50 16 0.43 1.30 Legend: Wall Grp — Wall Design Group b — Stud breadth (thickness) d — Stud depth (width) Spcg — Maximum on -centre spacing of studs for design, actual spacing may be less. SG — Specific gravity E — Modulus of elasticity Standard Wall - Standard wall designed as group. Notes: Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs. 3 Page 8 of 39 WoodWorks® Shearwalls 1892 Cary Lang - SHEAR.wsw Jul. 18, 201816:01:48 SHEARLINE, WALL and OPENING DIMENSIONS North -south Shearlines Type Wall Group Location X [ft] Extent [ft] Start End Length [ft] FHS [ft] Aspect Ratio Height [ft] Line 1 Level 2 Line 1 2 0.60 0.00 33.50 33.50 29.50 - 8.00 Wall 1-1 Seg 2 0.00 0.00 28.50 28.50 24.50 - - Segment 1 - - 0.00 14.50 14.50 - 0.55 - Opening 1 - - 14.50 18.50 4.00 - - 6.75 Segment 2 - - 18.50 28.50 10.00 - 0.80 - Wall 1-2 Seg 2 4.00 28.50 33.50 5.00 5.00 1.60 - Level 1 Line 1 2 0.60 0.00 33.50 33.50 24.50 - 9.00 Wall 1-1 Seg 2 0.00 0.00 28.50 28.50 19.50 - - Segment 1 - - 0.00 3.00 3.00 - 3.00 - Opening 1 - - 3.00 5.50 2.50 - - 6.75 Segment 2 - - 5.50 12.75 7.25 - 1.24 - Opening 2 - - 12.75 15.25 2.50 - - 6.75 Segment 3 - - 15.25 21.25 6.00 - 1.50 - Opening 3 - - 21.25 25.25 4.00 - - 6.75 Segment 4 - - 25.25 28.50 3.25 - 2.77 - Wall 1-2 Seg 2 4.00 28.50 33.50 5.00 5.00 1.80 - Line 2 Level 2 Line 2 NSW 19.50 0.00 6.00 6.00 0.00 - 8.00 Wall 2-1 NSW 19.50 0.00 6.00 6.00 0.00 1.00 - Level 1 Line 2 NSW 19.50 0.00 6.00 6.00 0.00 - 9.00 Wall 2-1 NSW 19.50 0.00 6.00 6.00 0.00 1.00 - Line 3 Level 2 Line 3 NSW 35.50 6.00 27.75 21.75 0.00 - 8.00 Wall 3-1 NSW 35.50 6.00 12.50 6.50 0.00 1.00 - Level 1 Line 3 2 35.50 13.50 33.50 20.00 11.25 - 9.00 Wall 3-1 NSW 35.50 6.00 13.50 7.50 0.00 1.00 - Wall 3-2 Seg 2 35.50 13.50 27.75 14.25 11.25 - - Segment 1 - - 13.50 21.00 7.50 - 1.20 - Opening 1 - - 21.00 24.00 3.00 - - 6.75 Segment 2 - - 24.00 27.75 3.75 - 2.40 - Line 4 Level 2 Line 4 2 50.00 12.50 33.50 21.00 13.00 - 8.00 Wall 4-1 Seg 2 50.00 12.50 33.50 21.00 13.00 - - Segment 1 - - 12.50 16.75 4.25 - 1.88 - opening 1 - - 16.75 20.75 4.00 - - 6.75 Segment 2 - - 20.75 26.25 5.50 - 1.45 - Opening 2 - - 26.25 30.25 4.00 - - 6.75 Segment 3 - - 30.25 33.50 3.25 - 2.46 - Line 5 Level 1 Line 5 Seg 2 55.50 13.50 33.50 20.00 20.00 - 9.00 Wall 5-1 Seg 2 55.50 13.50 33.50 20.00 20.00 0.45 - East -west Type Wall Location Extent [ft] Length FHS Aspect Height Shearlines Group Y [ft] Start End [ft] [ft] Ratio [ft] Line A Level 2 Line A 2 0.00 0.00 19.50 19.50 10.00 - 8.00 Wall A-1 Seg 2 0.00 0.00 19.50 19.50 10.00 - - Segment 1 - - 0.00 5.00 5.00 - 1.60 - Opening 1 - - 5.00 14.50 9.50 - - 6.75 Segment 2 - - 14.50 19.50 5.00 - 1.60 - Level 1 Line A 1 0.00 0.00 19.50 19.50 10.00 - 9.00 Wall A-1 Seg 1 0.00 0.00 19.50 19.50 10.00 - - Segment 1 - - 0.00 5.00 5.00 - 1.80 - Opening 1 - - 5.00 14.50 9.50 - - 6.75 Segment 2 - - 14.50 19.50 5.00 - 1.80 - Line B Level 2 Line B NSW 6.00 19.50 35.50 16.00 0.00 - 8.00 Wall B-1 NSW 6.00 19.50 35.50 16.00 0.00 1.00 - Level 1 4 Page 9 of 39 WoodWorks® Shearwalls 1892 Cary Lang - SHEAR.wsw Jul. 18, 201816:01:48 SHEARLINE, WALL and OPENING DIMENSIONS (continued) Line B Wall B-1 Line C Level 2 Line C Wall C-1 Segment 1 Opening 1 Segment 2 Level 1 Line C Wall C-1 Segment 1 Opening 1 Segment 2 Line D Level 2 Line D Wall D-1 NSW NSW NSW NSW NSW NSW Level 1 Line D NSW Wall D-1 NSW Line E Level 2 Line E 2 Wall E-1 Seg 2 Segment 1 - Opening 1 - Segment 2 - Opening 2 - Segment 3 - Level 1 Line E 2 Wall E-1 Seg 2 Segment 1 - Opening 1 - Segment 2 - Opening 2 Segment 3 Opening 3 Segment 4 Opening 4 Segment 5 - 6.00 19.50 35.50 16.00 6.00 19.50 35.50 16.00 0.00 0.00 1.00 12.50 35.50 55.50 20.00 0.00 - 12.50 35.50 50.00 14.50 0.00 - - 35.50 39.75 4.25 - 1.88 - 39.75 44.75 5.00 - - - 44.75 50.00 5.25 - 1.52 12.50 35.50 55.50 20.00 0.00 - 13.50 35.50 55.50 20.00 0.00 - - 35.50 39.75 4.25 - 2.12 39.75 49.50 9.75 - - - 49.50 55.50 6.00 - 1.50 28.50 28.50 28.50 28.50 0.00 4.00 4.00 0.00 4.00 4.00 0.00 4.00 4.00 0.00 4.00 4.00 0.00 0.00 0.00 0.00 1.00 1.00 33.50 4.00 50.00 46.00 38.00 - 33.50 4.00 50.00 46.00 38.00 - - 4.00 25.00 21.00 - 0.38 - 25.00 29.00 4.00 - - - 29.00 41.75 12.75 - 0.63 41.75 45.75 4.00 - - - 45.75 50.00 4.25 - 1.88 33.50 33.50 4.00 55.50 51.50 39.75 - 4.00 55.50 51.50 39.75 - 4.00 10.25 6.25 - 1.44 10.25 13.00 2.75 - - 13.00 16.50 3.50 - 2.57 16.50 19.50 3.00 - - 19.50 23.25 3.75 - 2.40 23.25 26.25 3.00 - - 26.25 39.25 13.00 - 0.69 39.25 42.25 3.00 - - 42.25 55.50 13.25 - 0.68 9.00 8.00 6.75 9.00 6.75 8.00 9.00 8.00 6.75 6.75 9.00 6.75 6.75 6.75 6.75 Legend: Type - Seg = segmented, Prf = perforated, NSW = non-shearwall Location - Dimension perpendicular to wall FHS - Length of full -height sheathing used to resist shear force. For perforated walls, it is based on the factored segments Li defined in SDPWS 4.3.4.3 Aspect Ratio - Ratio of wall height to segment length (h/bs) Wall Group - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall 5 Page 10 of 39 WoodWorks® Shearwalls 1892 Cary Lang - SHEAR.wsw Jul. 18, 201816:01:48 Loads WIND SHEAR LOADS (as entered or generated Level2 Block F Element Load Case Wnd Dir Surf Dir Prof Location [ft] Start End Magnitude [Ibs,plf,psf] Start End Trib Ht [ft] Block 1 W Wall 1 W ->E Wind Line 0.00 28.50 43.9 Block 1 W Wall Min W ->E Wind Line 0.00 28.50 32.0 Block 1 W L Gable 1 W ->E Wind Line 6.00 19.75 0.0 81.5 Block 1 W L Gable Min W ->E Wind Line 6.00 19.75 0.0 56.0 Block 1 W R Gable 1 W ->E Wind Line 19.75 33.50 81.5 0.0 Block 1 W R Gable Min W ->E Wind Line 19.75 33.50 56.0 0.0 Block 1 W Wall Min W ->E Wind Line 28.50 33.50 32.0 Block 1 W Wall 1 W ->E Wind Line 28.50 33.50 43.9 Block 1 E Wall Min W ->E Lee Line 0.00 6.00 32.0 Block 1 E Wall 1 W ->E Lee Line 0.00 6.00 26.1 Block 1 E Wall Min W ->E Lee Line 6.00 12.50 32.0 Block 1 E Wall 1 W ->E Lee Line 6.00 12.50 26.1 Block 1 E L Gable 1 W ->E Lee Line 6.00 19.75 0.0 45.7 Block 1 E L Gable Min W ->E Lee Line 6.00 19.75 0.0 56.0 Block 1 E Wall Min W ->E Lee Line 12.50 33.50 32.0 Block 1 E Wall 1 W ->E Lee Line 12.50 33.50 26.1 Block 1 E R Gable 1 W ->E Lee Line 19.75 33.50 45.7 0.0 Block 1 E R Gable Min W ->E Lee Line 19.75 33.50 56.0 0.0 Block 1 W Wall 1 E ->W Lee Line 0.00 28.50 26.1 Block 1 W Wall Min E ->W Lee Line 0.00 28.50 32.0 Block 1 W L Gable 1 E ->W Lee Line 6.00 19.75 0.0 45.7 Block 1 W L Gable Min E ->W Lee Line 6.00 19.75 0.0 56.0 Block 1 W R Gable Min E ->W Lee Line 19.75 33.50 56.0 0.0 Block 1 W R Gable 1 E ->W Lee Line 19.75 33.50 45.7 0.0 Block 1 W Wall Min E ->W Lee Line 28.50 33.50 32.0 Block 1 W Wall 1 E ->W Lee Line 28.50 33.50 26.1 Block 1 E Wall 1 E ->W Wind Line 0.00 6.00 43.9 Block 1 E Wall Min E ->W Wind Line 0.00 6.00 32.0 Block 1 E L Gable 1 E ->W Wind Line 6.00 19.75 0.0 81.5 Block 1 E L Gable Min E ->W Wind Line 6.00 19.75 0.0 56.0 Block 1 E Wall 1 E ->W Wind Line 6.00 12.50 43.9 Block 1 E Wall Min E ->W Wind Line 6.00 12.50 32.0 Block 1 E Wall Min E ->W Wind Line 12.50 33.50 32.0 Block 1 E Wall 1 E ->W Wind Line 12.50 33.50 43.9 Block 1 E R Gable 1 E ->W Wind Line 19.75 33.50 81.5 0.0 Block 1 E R Gable Min E ->W Wind Line 19.75 33.50 56.0 0.0 Block 1 S Roof Min S ->N Wind Line -1.00 36.50 30.1 Block 1 S Roof 1 S ->N Wind Line -1.00 36.50 12.0 Block 1 S Wall 1 S ->N Wind Line 0.00 19.50 43.9 Block 1 S Wall Min S ->N Wind Line 0.00 19.50 32.0 Block 1 S Wall Min S ->N Wind Line 19.50 35.50 32.0 Block 1 S Wall 1 S ->N Wind Line 19.50 35.50 43.9 Block 1 S Wall 1 S ->N Wind Line 35.50 50.00 43.9 Block 1 S Wall Min S ->N Wind Line 35.50 50.00 32.0 Block 1 N Roof Min S ->N Lee Line -1.00 36.50 30.1 Block 1 N Roof 1 S ->N Lee Line -1.00 36.50 66.6 Block 1 N Wall 1 S ->N Lee Line 0.00 4.00 29.5 Block 1 N Wall Min S ->N Lee Line 0.00 4.00 32.0 Block 1 N Wall 1 S ->N Lee Line 4.00 50.00 29.5 Block 1 N Wall Min S ->N Lee Line 4.00 50.00 32.0 Block 1 S Roof 1 N ->S Lee Line -1.00 36.50 66.6 Block 1 S Roof Min N ->S Lee Line -1.00 36.50 30.1 Block 1 S Wall Min N ->S Lee Line 0.00 19.50 32.0 Block 1 S Wall 1 N ->S Lee Line 0.00 19.50 29.5 Block 1 S Wall 1 N ->S Lee Line 19.50 35.50 29.5 Block 1 S Wall Min N ->S Lee Line 19.50 35.50 32.0 Block 1 S Wall' 1 N ->S Lee Line 35.50 50.00 29.5 Block 1 S Wall Min N ->S Lee Line 35.50 50.00 32.0 Block 1 N Roof 1 N ->S Wind Line -1.00 36.50 12.0 Block 1 N Roof Min N ->S Wind Line -1.00 36.50 30.1 Block 1 N Wall 1 N ->S Wind Line 0.00 4.00 43.9 Block 1 N Wall Min N ->S Wind Line 0.00 4.00 32.0 Block 1 N Wall Min N ->S Wind Line 4.00 50.00 32.0 Block 1 N Wall 1 N ->S Wind Line 4.00 50.00 43.9 Block 2 W Ctr Roof Min W ->E Wind Line -1.00 5.00 21.9 Block 2 W Ctr Roof 1 W ->E Wind Line -1.00 5.00 6.4 Block 2 W R Roof 1 W ->E Wind Line 5.00 15.75 6.4 0.0 Block 2 W R Roof Min W ->E Wind Line 5.00 15.75 21.9 0.0 Block 2 E Ctr Roof 1 W ->E Lee Line -1.00 5.00 47.9 6 Page 11 of 39 • WoodWorks® Shearwalls 1892 Cary Lang - SHEAR.wsw Jul. 18, 2018 16:01:48 WIND SHEAR LOADS (as entered or generated) (continued) Block 2 Block 2 Block 2 Block 2 Block 2 Block 2 Block 2 Block 2 Block 2 E E E W W W W E E Ctr Roof R Roof R Roof Ctr Roof Ctr Roof R Roof R Roof Ctr Roof Ctr Roof Min 1 Min 1 Min 1 Min Min 1 W ->E W ->E W ->E E ->W E ->W E ->W E ->W E ->W E ->W Lee Lee Lee Lee Lee Lee Lee Wind Wind Line Line Line Line Line Line Line Line Line -1.00 5.00 5.00 -1.00 -1.00 5.00 5.00 -1.00 -1.00 5.00 15.75 15.75 5.00 5.00 15.75 15.75 5.00 5.00 21.9 47.9 21.9 47.9 21.9 47.9 21.9 21.9 6.4 0.0 0.0 0.0 0.0 Block 2 E R Roof Min E ->W Wind Line 5.00 15.75 21.9 0.0 Block 2 E R Roof 1 E ->W Wind Line 5.00 15.75 6.4 0.0 Block 2 S L Gable Min S ->N Wind Line 0.00 9.75 0.0 39.7 Block 2 S L Gable 1 S ->N Wind Line 0.00 9.75 0.0 57.3 Block 2 S R Gable Min S ->N Wind Line 9.75 19.50 39.7 0.0 Block 2 S R Gable 1 S ->N Wind Line 9.75 19.50 57.3 0.0 Block 2 S L Gable 1 N ->S Lee Line 0.00 9.75 0.0 36.2 Block 2 S L Gable Min N ->S Lee Line 0.00 9.75 0.0 39.7 Block 2 S R Gable 1 N ->S Lee Line 9.75 19.50 36.2 0.0 Block 2 S R Gable Min N ->S Lee Line 9.75 19.50 39.7 0.0 Block 3 E L Gable Min W ->E Lee Line 12.50 23.00 0.0 42.8 Block 3 E L Gable 1 W ->E Lee Line 12.50 23.00 0.0 39.1 Block 3 E R Gable 1 W ->E Lee Line 23.00 33.50 39.1 0.0 Block 3 E R Gable Min W ->E Lee Line 23.00 33.50 42.8 0.0 Block 3 E L Gable 1 E ->W Wind Line 12.50 23.00 0.0 61.8 Block 3 E L Gable Min E ->W Wind Line 12.50 23.00 0.0 42.8 Block 3 E R Gable 1 E ->W Wind Line 23.00 33.50 61.8 0.0 Block 3 E R Gable Min E ->W Wind Line 23.00 33.50 42.8 0.0 Block 3 S Roof Min S ->N Wind Line 35.50 51.00 23.4 Block 3 S Roof 1 S ->N Wind Line 35.50 51.00 6.9 Block 3 N Roof 1 S ->N Lee Line 35.50 51.00 51.4 Block 3 N Roof Min S ->N Lee Line 35.50 51.00 23.4 Block 3 S Roof 1 N ->S Lee Line 35.50 51.00 51.4 Block 3 S Roof Min N ->S Lee Line 35.50 51.00 23.4 Block 3 N Roof 1 N ->S Wind Line 35.50 51.00 6.9 Block 3 N Roof Min N ->S Wind Line 35.50 51.00 23.4 Level 1 Magnitude Trib Block F Element Load Wnd Surf Prof Location [ft] [Ibs,plf,psf] Ht Case Dir Dir Start End Start End [ft] Block 1 W Wall 1 W ->E Wind Line 0.00 28.50 41.5 Block 1 W Wall 1 W ->E Wind Line 0.00 28.50 56.6 Block 1 W Wall Min W ->E Wind Line 0.00 28.50 44.0 Block 1 W Wall Min W ->E Wind Line 0.00 28.50 32.0 Block 1 W Wall Min W ->E Wind Line 28.50 33.50 32.0 Block 1 W Wall 1 W ->E Wind Line 28.50 33.50 41.5 Block 1 W Wall 1 W ->E Wind Line 28.50 33.50 56.6 Block 1 W Wall Min W ->E Wind Line 28.50 33.50 44.0 Block 1 E Wall 1 W ->E Lee Line 0.00 6.00 26.1 Block 1 E Wall 1 W ->E Lee Line 0.00 6.00 35.9 Block 1 E Wall Min W ->E Lee Line 0.00 6.00 44.0 Block 1 E Wall Min W ->E Lee Line 0.00 6.00 32.0 Block 1 E Wall Min W ->E Lee Line 6.00 12.50 32.0 Block 1 E Wall 1 W ->E Lee Line 6.00 12.50 26.1 Block 1 E Wall Min W ->E Lee Line 6.00 13.50 44.0 Block 1 E Wall 1 W ->E Lee Line 6.00 13.50 35.9 Block 1 E Wall 1 W ->E Lee Line 12.50 33.50 26.1 Block 1 E Wall Min W ->E Lee Line 12.50 33.50 32.0 Block 1 E Wall Min W ->E Lee Line 13.50 33.50 44.0 Block 1 E Wall 1 W ->E Lee Line 13.50 33.50 35.9 Block 1 W Wall 1 E ->W Lee Line 0.00 28.50 26.1 Block 1 W Wall Min E ->W Lee Line 0.00 28.50 32.0 Block 1 W Wall 1 E ->W Lee Line 0.00 28.50 35.9 Block 1 W Wall Min E ->W Lee Line 0.00 28.50 44.0 Block 1 W Wall 1 E ->W Lee Line 28.50 33.50 35.9 Block 1 W Wall 1 E ->W Lee Line 28.50 33.50 26.1 Block 1 W Wall Min E ->W Lee Line 28.50 33.50 44.0 Block 1 W Wall Min E ->W Lee Line 28.50 33.50 32.0 Block 1 E Wall Min E ->W Wind Line 0.00 6.00 32.0 Block 1 E Wall 1 E ->W Wind Line 0.00 6.00 56.6 Block 1 E Wall 1 E ->W Wind Line 0.00 6.00 41.5 Block 1 E Wall Min E ->W Wind Line 0.00 6.00 44.0 Block 1 E Wall Min E ->W Wind Line 6.00 12.50 32.0 Block 1 E Wall 1 E ->W Wind Line 6.00 13.50 56.6 7 Page 12 of 39 • WoodWorks® Shearwalls 1892 Cary Lang - SHEAR.wsw Jul. 18, 201816:01:48 • WIND SHEAR LOADS (as entered or generated) (continued) Block 1 E Wall Block 1 E Wall Block 1 E Wall Block 1 E Wall Block 1 E Wall Block 1 E Wall Block 1 S Wall Block 1 S Wall Block 1 S Wall Block 1 S Wall Block 1 S Wall Block 1 S Wall Block 1 S Wall Block 1 S Wall Block 1 S Wall Block 1 S Wall Block 1 S Wall Block 1 S Wall Block 1 N Wall Block 1 N Wall Block 1 N Wall Block 1 N Wall Block 1 N Wall Block 1 N Wall Block 1 N Wall Block 1 N Wall Block 1 S Wall Block 1 S Wall Block 1 S Wall Block 1 S Wall Block 1 S Wall Block 1 S Wall Block 1 S Wall Block 1 S Wall Block 1 S Wall Block 1 S Wall Block 1 S Wall Block 1 S Wall Block 1 N Wall Block 1 N Wall Block 1 N Wall Block 1 N Wall Block 1 N Wall Block 1 N Wall Block 1 N Wall Block 1 N Wall Block 4 E L Roof Block 4 E L Roof Block 4 E R Roof Block 4 E R Roof Block 4 E L Roof Block 4 E L Roof Block 4 E R Roof Block 4 E R Roof Block 4 S Ctr Roof Block 4 S Ctr Roof Block 4 S R Roof Block 4 S R Roof Block 4 N Ctr Roof Block 4 N Ctr Roof Block 4 N R Roof Block 4 N R Roof Block 4 S Ctr Roof Block 4 S Ctr Roof Block 4 S R Roof Block 4 S R Roof Block 4 N Ctr Roof Block 4 N Ctr Roof Block 4 N R Roof Block 4 N R Roof Min E ->W Wind 1 E ->W Wind 1 E ->W Wind Min E ->W Wind 1 E ->W Wind Min E ->W Wind 1 S ->N Wind Min S ->N Wind Min S ->N Wind 1 S ->N Wind Min S ->N Wind 1 S ->N Wind 1 S ->N Wind Min S ->N Wind Min S ->N Wind 1 S ->N Wind Min S ->N Wind 1 S ->N Wind 1 S ->N Lee Min S ->N Lee Min S ->N Lee 1 S ->N Lee Min S ->N Lee 1 S ->N Lee 1 S ->N Lee Min S ->N Lee 1 N ->S Lee Min N ->S Lee 1 N ->S Lee Min N ->S Lee 1 N ->S Lee 1 N ->S Lee Min N ->S Lee Min N ->S Lee 1 N ->S Lee 1 N ->S Lee Min N ->S Lee Min N ->S Lee Min N ->S Wind Min N ->S Wind 1 N ->S Wind 1 N ->S Wind Min N ->S Wind Min N ->S Wind 1 N ->S Wind 1 N ->S Wind Min W ->E Lee 1 W ->E Lee 1 W ->E Lee Min W ->E Lee 1 E ->W Wind Min E ->W Wind 1 E ->W Wind Min E ->W Wind 1 S ->N Wind Min S ->N Wind 1 S ->N Wind Min S ->N Wind Min S ->N Lee 1 S ->N Lee 1 S ->N Lee Min S ->N Lee 1 N ->S Lee Min N ->S Lee 1 N ->S Lee Min N ->S Lee 1 N ->S Wind Min N ->S Wind 1 N ->S Wind Min N ->S Wind Line 6.00 13.50 44.0 Line 6.00 12.50 41.5 Line 12.50 33.50 41.5 Line 12.50 33.50 32.0 Line 13.50 33.50 56.6 Line 13.50 33.50 44.0 Line 0.00 19.50 41.5 Line 0.00 19.50 44.0 Line 0.00 19.50 32.0 Line 0.00 19.50 56.6 Line 19.50 35.50 32.0 Line 19.50 35.50 56.6 Line 19.50 35.50 41.5 Line 19.50 35.50 44.0 Line 35.50 55.50 44.0 Line 35.50 50.00 41.5 Line 35.50 50.00 32.0 Line 35.50 55.50 56.6 Line 0.00 4.00 40.6 Line 0.00 4.00 32.0 Line 0.00 4.00 44.0 Line 0.00 4.00 29.5 Line 4.00 50.00 32.0 Line 4.00 55.50 40.6 Line 4.00 50.00 29.5 Line 4.00 55.50 44.0 Line 0.00 19.50 29.5 Line 0.00 19.50 44.0 Line 0.00 19.50 40.6 Line 0.00 19.50 32.0 Line 19.50 35.50 40.6 Line 19.50 35.50 29.5 Line 19.50 35.50 44.0 Line 19.50 35.50 32.0 Line 35.50 50.00 29.5 Line 35.50 55.50 40.6 Line 35.50 50.00 32.0 Line 35.50 55.50 44.0 Line 0.00 4.00 32.0 Line 0.00 4.00 44.0 Line 0.00 4.00 56.6 Line 0.00 4.00 41.5 Line 4.00 50.00 32.0 Line 4.00 55.50 44.0 Line 4.00 55.50 56.6 Line 4.00 50.00 41.5 Line 12.50 23.50 0.0 22.4 Line 12.50 23.50 0.0 43.5 Line 23.50 34.50 43.5 0.0 Line 23.50 34.50 22.4 0.0 Line 12.50 23.50 0.0 20.3 Line 12.50 23.50 0.0 22.4 Line 23.50 34.50 20.3 0.0 Line 23.50 34.50 22.4 0.0 Line 50.00 50.04 9.9 Line 50.00 50.04 22.4 Line 50.04 56.05 9.9 0.0 Line 50.04 56.05 22.4 0.0 Line 50.00 50.04 22.4 Line 50.00 50.04 43.5 Line 50.04 56.05 43.5 0.0 Line 50.04 56.05 22.4 0.0 Line 50.00 50.04 43.5 Line 50.00 50.04 22.4 Line 50.04 56.05 43.5 0.0 Line 50.04 56.05 22.4 0.0 Line 50.00 50.04 9.9 Line 50.00 50.04 22.4 Line 50.04 56.05 9.9 0.0 Line 50.04 56.05 22.4 0.0 Legend: Block - Block used in load generation 8 Page 13 of 39 WoodWorks@ Shearwalls 1892 Cary Lang - SHEAR.wsw Jul. 18, 2018 16:01:48 Accum. = loads from one block combined with another Manual = user -entered loads (so no block) F - Building face (north, south, east or west) Element - Building surface on which loads generated or entered Load Case - One of the following: ASCE 7 All Heights: Case 1 or 2 from Fig 27.4-8 or minimum loads from 27.1.5 ASCE 7 Low-rise: Reference corner and Case A or B from Fig 28.4-1 or minimum loads from 28.4.4 Wind Dir - Direction of wind for loads with positive magnitude, also direction of MWFRS. Surf Dir - Windward or leeward side of the building for loads in given direction Prof - Profile (distribution) Location - Start and end points on building element Magnitude - Start = intensity of uniform and point loads or leftmost intensity of trapezoidal load, End = right intensity of trap load Trib Ht - Tributary height of area loads only Notes: All loads entered by the user or generated by program are specified (unfactored) Ioads.The program applies a load factor of 0.60 to wind loads before distributing them to the shearlines. 9 Page 14 of 39 • WoodWorks® Shearwalls 1892 Cary Lang - SHEAR.wsw Jul. 18, 2018 16:01:48 BUILDING MASSES Level2 Force Dir Building Element Block Wall Line Profile Location [ft] Start End Magnitude [Ibs,plf,psf] Start End Trib Width [ft] E -W Roof Block 1 1 Line 5.00 34.50 281.3 281.3 E -W Roof Block 1 3 Line 5.00 34.50 281.3 281.3 E -W Roof Block 2 1 Line -1.00 6.00 161.3 161.3 E -W Roof Block 2 2 Line -1.00 6.00 161.3 161.3 E -W Roof Block 3 3 Line 11.50 34.50 108.8 108.8 E -W Roof Block 3 4 Line 11.50 34.50 123.8 123.8 E -W R Gable Block 1 1 Line 6.00 19.75 70.1 0.0 E -W L Gable Block 1 1 Line 19.75 33.50 0.0 70.1 E -W L Gable Block 1 3 Line 6.00 19.75 70.1 0.0 E -W R Gable Block 1 3 Line 19.75 33.50 0.0 70.1 E -W L Gable Block 3 4 Line 12.50 23.00 53.5 0.0 E -W R Gable Block 3 4 Line 23.00 33.50 0.0 53.5 N -S Roof Block 1 B Line -1.00 36.50 221.3 221.3 N -S Roof Block 1 E Line -1.00 36.50 221.3 221.3 N -S Roof Block 2 A Line -1.00 20.50 60.0 60.0 N -S Roof Block 2 B Line -1.00 20.50 45.0 45.0 N -S Roof Block 3 C Line 35.50 51.00 172.5 172.5 N -S Roof Block 3 E Line 35.50 51.00 172.5 172.5 N -S L Gable Block 2 A Line 0.00 9.75 49.7 0.0 N -S R Gable Block 2 A Line 9.75 19.50 0.0 49.7 Both Wall 1-1 n/a 1 Line 0.00 28.50 40.0 40.0 Both Wall 1-2 n/a Line 28.50 33.50 40.0 40.0 Both Wall 2-1 n/a 2 Line 0.00 6.00 40.0 40.0 Both Wall 3-1 n/a 3 Line 6.00 12.50 40.0 40.0 Both Wall 4-1 n/a 4 Line 12.50 33.50 40.0 40.0 Both Wall A-1 n/a A Line 0.00 19.50 40.0 40.0 Both Wall B-1 n/a B Line 19.50 35.50 40.0 40.0 Both Wall C-1 n/a C Line 35.50 50.00 40.0 40.0 Both Wall D-1 n/a D Line 0.00 4.00 40.0 40.0 Both Wall E-1 n/a E Line 4.00 50.00 40.0 40.0 Level 1 Magnitude Trib Force Building Block Wall Profile Location [ft] [Ibs,plf,psf] Width Dir Element Line Start End Start End [ft] E -W Roof Block 4 4 Line 12.50 34.50 41.3 41.3 E -W Roof Block 4 5 Line 12.50 34.50 49.4 49.4 Both Wall 1-1 n/a 1 Line 0.00 28.50 40.0 40.0 E -W Floor F1 n/a 1 Line 0.00 6.00 97.5 97.5 E -W Floor F2 n/a 1 Line 6.00 13.50 177.5 177.5 E -W Floor F3 n/a 1 Line 13.50 28.50 277.5 277.5 Both Wall 1-2 n/a Line 28.50 33.50 40.0 40.0 E -W Floor F4 n/a Line 28.50 33.50 257.5 257.5 E -W Floor F1 n/a 2 Line 0.00 6.00 97.5 97.5 Both Wall 2-1 n/a 2 Line 0.00 6.00 40.0 40.0 E -W Floor F2 n/a 3 Line 6.00 13.50 177.5 177.5 Both Wall 3-1 n/a 3 Line 6.00 12.50 40.0 40.0 Both Wall 4-1 n/a 4 Line 12.50 33.50 40.0 40.0 E -W Floor F3 n/a 5 Line 13.50 28.50 277.5 277.5 E -W Floor F4 n/a 5 Line 28.50 33.50 257.5 257.5 N -S Roof Block 4 Line 50.00 56.05 165.0 165.0 N -S Roof Block 4 E Line 50.00 56.05 165.0 165.0 Both Wall A-1 n/a A Line 0.00 19.50 40.0 40.0 N -S Floor F1 n/a A Line 0.00 4.00 142.5 142.5 N -S Floor F2 n/a A Line 4.00 19.50 167.5 167.5 Both Wall B-1 n/a B Line 19.50 35.50 40.0 40.0 10 Page 15 of 39 WoodWorks® Shearwalls 1892 Cary Lang - SHEAR.wsw Jul. 18, 201816:01:48 BUILDING MASSES (continued) N -S Floor F3 Both Wall C-1 n/a B n/a C N -S Floor F4 n/a Both Wall D-1 n/a D N -S Floor F1 n/a D N -S Floor F2 n/a E Both Wall E-1 n/a E N -S Floor F3 n/a E N -S Floor F4 n/a E Both Wall 1-1 n/a 1 Both Wall 1-2 n/a Both Wall 2-1 n/a 2 Both Wall 3-1 n/a 3 Both Wall 3-2 n/a 3 Both Wall 5-1 n/a 5 Both Wall A-1 n/a A Both Wall B-1 n/a B Both Wall C-1 n/a Both Wall D-1 n/a D Both Wall E-1 n/a E Line 19.50 35.50 137.5 137.5 Line 35.50 50.00 40.0 40.0 Line 35.50 55.50 100.0 100.0 Line 0.00 4.00 40.0 40.0 Line 0.00 4.00 142.5 142.5 Line 4.00 19.50 167.5 167.5 Line 4.00 50.00 40.0 40.0 Line 19.50 35.50 137.5 137.5 Line 35.50 55.50 100.0 100.0 Line 0.00 28.50 45.0 45.0 Line 28.50 33.50 45.0 45.0 Line 0.00 6.00 45.0 45.0 Line 6.00 13.50 45.0 45.0 Line 13.50 27.75 27.0 27.0 Line 13.50 33.50 45.0 45.0 Line 0.00 19.50 45.0 45.0 Line 19.50 35.50 45.0 45.0 Line 35.50 55.50 45.0 45.0 Line 0.00 4.00 45.0 45.0 Line 4.00 55.50 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 11 Page 16 of 39 WoodWorks® Shearwalls 1892 Cary Lang - SHEAR.wsw Jul. 18, 201816:01:48 SEISMIC LOADS Level 2 Force Profile Location [ft] Mag [Ibs,plf,psf] Dir Start End Start End E -W Line -1.00 0.00 63.2 63.2 E -W Point 0.00 0.00 248 248 E -W Line 0.00 5.00 78.9 78.9 E -W Line 5.00 6.00 189.2 189.2 E -W Point 6.00 6.00 125 125 E -W Line 6.00 11.50 126.0 137.0 E -W Line 11.50 12.50 182.5 184.5 E -W Point 12.50 12.50 114 114 E -W Line 12.50 19.75 184.5 206.3 E -W Line 19.75 23.00 206.3 203.0 E -W Line 23.00 28.50 203.0 186.5 E -W Point 28.50 28.50 31 31 E -W Line 28.50 33.50 186.5 171.5 E -W Point 33.50 33.50 361 361 E -W Line 33.50 34.50 155.9 155.9 N -S Line -1.00 0.00 107.3 107.3 N -S Point 0.00 0.00 412 412 N -S Line 0.00 4.00 123.0 127.0 N -S Point 4.00 4.00 39 39 N -S Line 4.00 9.75 127.0 132.8 N -S Line 9.75 19.50 132.8 123.0 N -S Point 19.50 19.50 47 47 N -S Line 19.50 20.50 123.0 123.0 N -S Line 20.50 35.50 102.4 102.4 N -S Point 35.50 35.50 240 240 N -S Line 35.50 36.50 170.1 170.1 N -S Line 36.50 50.00 83.3 83.3 N -S Point 50.00 50.00 275 275 N -S Line 50.00 51.00 67.6 67.6 Level 1 Force Profile Location [ft] Mag [Ibs,plf,psf] Dir Start End Start End E -W Point 0.00 0.00 181 181 E -W Line 0.00 6.00 39.8 39.8 E -W Point 6.00 6.00 148 148 E -W Line 6.00 12.50 57.2 57.2 E -W Point 12.50 12.50 63 63 E -W Line 12.50 13.50 67.1 67.1 E -W Point 13.50 13.50 98 98 E -W Line 13.50 27.75 91.8 91.8 E -W Line 27.75 28.50 88.8 88.8 E -W Point 28.50 28.50 37 37 E -W Line 28.50 33.50 84.5 84.5 E -W Point 33.50 33.50 453 453 E -W Line 33.50 34.50 9.9 9.9 N -S Point 0.00 0.00 264 264 N -S Line 0.00 4.00 49.6 49.6 N -S Point 4.00 4.00 46 46 N -S Line 4.00 19.50 55.0 55.0 N -S Point 19.50 19.50 56 56 N -S Line 19.50 35.50 48.5 48.5 N -S Point 35.50 35.50 107 107 N -S Line 35.50 50.00 40.3 40.3 N -S Point 50.00 50.00 91 91 N -S Point 50.00 50.00 2989 2989 N -S Line 50.00 55.50 67.5 67.5 N -S Point 55.50 55.50 98 98 N -S Line 55.50 56.05 35.9 35.9 Legend: Loads in table can be accumulation of loads from several building masses, so they do not correspond with a particular building element. Location - Start and end of load in direction perpendicular to seismic force direction Notes: All loads entered by the user or generated by program are specified (unfactored) Ioads.The program applies a load factor of 0.70 and redundancy factor to seismic loads before distributing them to the shearlines. 12 Page 17 of 39 ' WoodWorks® Shearwalls 1892 Cary Lang - SHEAR.wsw Jul. 18, 2018 16:01:48 Design Summary SHEARWALL DESIGN Wind Shear Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Seismic Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. 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). 13 Page 18 of 39 WoodWorks® Shearwalls 1892 Cary Lang - SHEAR.wsw Jul. 18, 201816:01:48 Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS N -S Shearlines W Gp For Dir ASD Shear Force [plf] v vmax V [lbs] Asp -Cub Int Ext Int Allowable Shear [plf] Ext Co C Cmb V [lbs] Resp. Ratio Line 1 Level 2 Lnl, Lev2 - S ->N - - 2614 - - - 339 - - 9986 - - N ->S - - 2513 - - - 339 - - 9986 - Wall 1-1 2 S ->N - - 2171 - 1.0 - 339 - - 8294 - 2 N ->S - - 2087 - 1.0 - 339 - - 8294 - Seg. 1 - S ->N 88.6 - 1285 - 1.0 - 339 - 339 4909 0.26 - N ->S 85.2 - 1235 - 1.0 - 339 - 339 4909 0.25 Seg. 2 - S ->N 88.6 - 886 - 1.0 - 339 - 339 3385 0.26 - N ->S 85.2 - 852 - 1.0 - 339 - 339 3385 0.25 Wall 1-2 2 S ->N 88.6 - 443 - 1.0 - 339 - 339 1693 0.26 2 N ->S 85.2 - 426 - 1.0 - 339 - 339 1693 0.25 Level 1 Lnl, Levl - S ->N - - 4435 - - - 339 - - 7650 - N ->S - - 4334 - - - 339 - - 7650 - Wall 1-1 2 S ->N - - 3454 - 1.0 - 339 - - 5957 - 2 N ->S - - 3375 - 1.0 - 339 - - 5957 - Seg. 1 - S ->N 130.8 - 393 - .67 - 226 - 226 677 0.58 N ->S 127.9 - 384 - .67 - 226 - 226 677 0.57 Seg. 2 - S ->N 196.3 - 1423 - 1.0 - 339 - 339 2454 0.58 - N ->S 191.8 - 1391 - 1.0 - 339 - 339 2454 0.57 Seg. 3 - S ->N 196.3 - 1178 - 1.0 - 339 - 339 2031 0.58 - N ->S 191.8 - 1151 - 1.0 - 339 - 339 2031 0.57 Seg. 4 - S ->N 141.7 - 461 - .72 - 244 - 244 795 0.58 N ->S 138.5 - 450 - .72 - 244 - 244 795 0.57 Wall 1-2 2 S ->N 196.3 - 981 - 1.0 - 339 - 339 1693 0.58 2 N ->S 191.8 - 959 - 1.0 - 339 - 339 1693 0.57 Line 3 Ln3, Levl - S ->N - - 3368 - - - 339 - - 3597 - N ->S - - 3362 - - - 339 - - 3597 - Wall 3-2 2^ S ->N - - 3368 - 1.0 - 339 - - 3597 - 2 N ->S - - 3362 - 1.0 - 339 - - 3597 - Seg. 1 - S ->N 317.0 - 2378 - 1.0 - 339 - 339 2539 0.94 N ->S 316.4 - 2373 - 1.0 - 339 - 339 2539 0.93 Seg. 2 - S ->N 264.2 - 991 - .83 - 282 - 282 1058 0.94 - N ->S 263.7 - 989 - .83 - 282 - 282 1058 0.93 Line 4 Level 2 Ln4, Lev2 - S ->N - - 2232 - - - 339 - - 4194 - N ->S - - 2209 - - - 339 - - 4194 - Wall 4-1 2 S ->N - - 2232 - 1.0 - 339 - - 4194 - 2 N ->S - - 2209 - 1.0 - 339 - - 4194 - Seg. 1 - S ->N 180.1 - 765 - 1.0 - 339 - 339 1439 0.53 N ->S 178.3 - 758 - 1.0 - 339 - 339 1439 0.53 Seg. 2 - S ->N 180.1 - 991 - 1.0 - 339 - 339 1862 0.53 N ->S 178.3 - 980 - 1.0 - 339 - 339 1862 0.53 Seg. 3 - S ->N 146.3 - 476 - .81 - 275 - 275 894 0.53 N ->S 144.8 - 471 - .81 - 275 - 275 894 0.53 Line 5 Level 1 Ln5, Levl 2 S ->N 125.3 - 2505 - 1.0 - 339 - 339 6770 0.37 2 N ->S 124.4 - 2489 - 1.0 - 339 - 339 6770 0.37 E -W W For ASD Shear Force [plf] Asp -Cub Allowable Shear [pH] Resp. Shearlines Gp Dir v vmax V [lbs] Int Ext Int Ext Co C Cmb V [lbs] Ratio Line A Level 2 LnA, Lev2 - W ->E - - 1524 - - - 339 - - 3385 - - E ->W - - 1569 - - - 339 - - 3385 - Wall A-1 2 W ->E - - 1524 - 1.0 - 339 - - 3385 - 2 E ->W - - 1569 - 1.0 - 339 - - 3385 - Seg. 1 - W ->E 152.4 - 762 - 1.0 - 339 - 339 1693 0.45 E ->W 156.9 - 785 - 1.0 - 339 - 339 1693 0.46 Seq. 2 - W ->E 152.4 - 762 - 1.0 - 339 - 339 1693 0.45 - E ->W 156.9 - 785 - 1.0 - 339 - 339 1693 0.46 Level 1 LnA, Levl - W ->E - - 3218 - - - 495 - - 4948 - 14 Page 19 of 39 • WoodWorks® Shearwalls 1892 Cary Lang - SHEAR.wsw Jul. 18, 2018 16:01:48 SHEAR RESULTS (flexible wind design, continued) Wall A-1 Seg. 1 Seg. 2 Line E Level 2 - 1 1 - - E ->W W ->E E ->W Both Both - - - 321.7 321.7 - 3217 - 3218 - 3217 - 1609 - 1609 - - - 1.0 - 1.0 - 1.0 - 1.0 - 495 - - 495 - - 495 - - 495 - - 495 - - - - 495 495 4948 4948 4948 2474 2474 - - - 0.65 0.65 LnE, Lev2 - W ->E - - 1548 - - - 339 - - 12864 - - E ->W - - 1646 - - - 339 - - 12864 - Wall E-1 2 W ->E - - 1548 - 1.0 - 339 - - 12864 - 2 E ->W - - 1646 - 1.0 - 339 - - 12864 - Seg. 1 - W ->E 40.7 - 855 - 1.0 - 339 - 339 7109 0.12 - E ->W 43.3 - 910 - 1.0 - 339 - 339 7109 0.13 Seg. 2 - W ->E 40.7 - 519 - 1.0 - 339 - 339 4316 0.12 - E ->W 43.3 - 552 - 1.0 - 339 - 339 4316 0.13 Seg. 3 - W ->E 40.7 - 173 - 1.0 - 339 - 339 1439 0.12 - E ->W 43.3 - 184 - 1.0 - 339 - 339 1439 0.13 Level 1 LnE, Levl - W ->E - - 3357 - - - 339 - - 12981 - - E ->W - - 3348 - - - 339 - - 12981 - Wall E-1 2 W ->E - - 3357 - 1.0 - 339 - - 12981 - 2 E ->W - - 3348 - 1.0 - 339 - - 12981 - Seg. 1 - W ->E 87.5 - 547 - 1.0 - 339 - 339 2116 0.26 - E ->W 87.3 - 546 - 1.0 - 339 - 339 2116 0.26 Seg. 2 - Both 67.9 - 238 - .78 - 263 - 263 922 0.26 Seg. 3 - W ->E 73.0 - 274 - .83 - 282 - 282 1058 0.26 - E ->W 72.8 - 273 - .83 - 282 - 282 1058 0.26 Seg. 4 - W ->E 87.5 - 1138 - 1.0 - 339 - 339 4401 0.26 - E ->W 87.3 - 1135 - 1.0 - 339 - 339 4401 0.26 Seg. 5 - W ->E 87.5 - 1160 - 1.0 - 339 - 339 4485 0.26 - E ->W 87.3 - 1157 - 1.0 - 339 - 339 4485 0.26 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "A" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of wind force along shearline. v - Design shear force on segment = ASD factored shear force per unit FHS vmax - Collector shear force for perforated walls as per SDPWS eqn. 4.3-8 = V/FHS/Co. Full height sheathing (FHS) factored for narrow segments as per 4.3.4.3 V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub - For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment: Aspect ratio adjustment from SDPWS 4.3.3.4.1 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. 15 Page 20 of 39 WoodWorks® Shearwalls 1892 Cary Lang - SHEAR.wsw Jul. 18, 201816:01:48 HOLD-DOWN DESIGN (flexible wind design Level 1 Line- Wall Posit'n Location [ft] X Y Load Case Tensile ASD Holddown Force [lbs] Shear Dead Uplift Cmb'd Hold-down Cap [lbs] Crit Resp. Line 1 1-1 L End 0.00 0.12 1 2119 2119 STHD14 (8" 3815 0.56 1-1 L Op 1 0.00 2.88 1 1255 1255 LIMIT w/o 1500 0.84 1-1 R Op 1 0.00 5.63 1 1829 1829 STHD14 (8" 3815 0.48 1-1 L Op 2 0.00 12.63 1 2069 2069 STHD14 (8" 3815 0.54 1-1 R Op 2 0.00 15.38 1 1301 1301 LIMIT w/o 1500 0.87 V Elem 0.00 18.63 1 1184 1184 Refer to upper level 1-1 L Op 3 0.00 21.13 1 1801 1801 STHD14 (8" 3815 0.47 1-1 R Op 3 0.00 25.38 1 1382 1382 LIMIT w/o 1500 0.92 1-1 R End 0.00 28.38 1 2489 2489 STHD14 (8" 3815 0.65 1-2 L End 4.00 28.63 1 2605 2605 STHD14 (8" 3815 0.68 1-2 R End 4.00 33.38 1 2535 2535 STHD14 (8" 3815 0.66 Line 3 3-2 L End 35.50 13.63 1 2951 2951 STHD14 (8" 3815 0.77 3-2 L Op 1 35.50 20.88 1 2946 2946 STHD14 (8" 3815 0.77 3-2 R Op 1 35.50 24.13 1 2547 2547 STHD14 (8" 3815 0.67 3-2 R End 35.50 27.63 1 2543 2543 STHD14 (8" 3815 0.67 Line 4 V Elem 50.00 12.63 1 1738 1738 Refer to upper level V Elem 50.00 16.62 1 1720 1720 Refer to upper level V Elem 50.00 20.88 1 2388 2388 Refer to upper level V Elem 50.00 26.13 1 2364 2364 Refer to upper level V Elem 50.00 30.38 1 1400 1400 Refer to upper level V Elem 50.00 33.38 1 1385 1385 Refer to upper level Line 5 5-1 L End 55.50 13.63 1 1142 1142 N/A 99999 0.01 5-1 R End 55.50 33.38 1 1134 1134 N/A 99999 0.01 Line A A-1 L End 0.12 0.00 1 4537 4537 HDU5-SDS2. 5645 0.80 A-1 L Op 1 4.88 0.00 1 4580 4580 HDU5-SDS2. 5645 0.81 A-1 R Op 1 14.63 0.00 1 4537 4537 HDU5-SDS2. 5645 0.80 A-1 R End 19.38 0.00 1 4580 4580 HDU5-SDS2. 5645 0.81 Line E E-1 L End 4.13 33.50 1 1151 1151 STHD14 (8" 3815 0.30 E-1 L Op 1 10.13 33.50 1 819 819 LIMIT w/o 1500 0.55 E-1 R Op 1 13.13 33.50 1 660 660 LIMIT w/o 1500 0.44 E-1 L Op 2 16.38 33.50 1 658 658 LIMIT w/o 1500 0.44 E-1 R Op 2 19.63 33.50 1 704 704 LIMIT w/o 1500 0.47 E-1 L Op 3 23.13 33.50 1 862 862 LIMIT w/o 1500 0.57 E-1 R Op 3 26.38 33.50 1 625 625 LIMIT w/o 1500 0.42 V Elem 29.13 33.50 1 332 332 Refer to upper level E-1 L Op 4 39.13 33.50 1 875 875 LIMIT w/o 1500 0.58 E-1 R Op 4 42.38 33.50 1 540 540 LIMIT w/o 1500 0.36 V Elem 45.88 33.50 1 346 346 Refer to upper level V Elem 49.88 33.50 1 368 368 Refer to upper level E-1 R End 55.38 33.50 1 801 801 STHD14 (8" 3815 0.21 Level 2 Tensile ASD Line- Location [ft] Load Holddown Force [lbs] Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [lbs] Resp. Line 1 1-1 L End 0.00 0.12 1 834 834 LIMIT w/o 1500 0.56 1-1 L Op 1 0.00 14.38 1 802 802 LIMIT w/o 1500 0.53 1-1 R Op 1 0.00 18.63 1 1184 1184 LIMIT w/o 1500 0.79 1-1 R End 0.00 28.38 1 1139 1139 LIMIT w/o 1500 0.76 1-2 L End 4.00 28.63 1 746 746 LIMIT w/o 1500 0.50 1-2 R End 4.00 33.38 1 717 717 LIMIT w/o 1500 0.48 Line 4 4-1 L End 50.00 12.63 1 1738 1738 MSTC48B3 3420 0.51 4-1 L Op 1 50.00 16.62 1 1720 1720 MSTC48B3 3420 0.50 4-1 R Op 1 50.00 20.88 1 2388 2388 MSTC48B3 3420 0.70 4-1 L Op 2 50.00 26.13 1 2364 2364 MSTC48B3 3420 0.69 4-1 R Op 2 50.00 30.38 1 1400 1400 LIMIT w/o 1500 0.93 4-1 R End 50.00 33.38 1 1385 1385 LIMIT w/o 1500 0.92 Line A A-1 L End 0.12 0.00 1 1488 1488 MST48 3425 0.43 A-1 L Op 1 4.88 0.00 1 1532 1532 MST48 3425 0.45 A-1 R Op 1 14.63 0.00 1 1488 1488 MST48 3425 0.43 A-1 R End 19.38 0.00 1 1532 1532 MST48 3425 0.45 Line E 16 Page 21 of 39 WoodWorks® Shearwalls 1892 Cary Lang - SHEAR.wsw Jul. 18, 201816:01:48 HOLD-DOWN DESIGN (flexible wind design, continued E-1 L End 4.13 33.50 1 330 330 LIMIT w/o 1500 0.22 E-1 L Op 1 24.88 33.50 1 351 351 LIMIT w/o 1500 0.23 E-1 R Op 1 29.13 33.50 1 332 332 LIMIT w/o 1500 0.22 E-1 L Op 2 41.63 33.50 1 353 353 LIMIT w/o 1500 0.24 E-1 R Op 2 45.88 33.50 1 346 346 LIMIT w/o 1500 0.23 E-1 R End 49.88 33.50 1 368 368 LIMIT w/o 1500 0.25 Legend: Line -Wall: At wall or opening - Shearline and wall number At vertical element - Shearline Posit'n - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All Heights: Case 1 or 2 from Fig. 27.4-8 ASCE 7 Low-rise: Windward corner(s) and Case A or B from Fig. 28.4-1 ASCE 7 Minimum loads (27.1.5 / 28.4.4) Hold-down Forces: Shear - Wind shear overturning component, based on shearline force, factored for ASD by 0.60. For perforated walls, T from SDPWS 4.3-8 is used. Dead - Dead load resisting component, factored for ASD by 0.60 Uplift - Uplift wind load component, factored for ASD by 0.60. For perforated walls, T from SDPWS 4.3-8 is used. Cmb'd - Sum of ASD factored overturning, dead and uplift forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down - Device used from hold-down database Cap - Allowable ASD tension load Crit. Resp. - Critical Response = Combined ASD force /Allowable ASD tension load Notes: Refer to Shear Results table for factor Co, and shearline dimensions table for the sum of Li, used to calculate tension force T for perforated walls from SDPWS 4.3-9. 17 Page 22 of 39 ' WoodWorks® Shearwalls 1892 Cary Lang - SHEAR.wsw Jul. 18, 2018 16:01:48 DRAG STRUT FORCES (flexible wind design) Level 1 Line- Wall Position on Wall or Opening Location [ft] X Y Load Case Drag Strut Force [lbs] -> <- Line 1 1-1 Left Opening 1 0.00 3.00 1 5 5 1-1 Right Opening 1 0.00 5.50 1 336 328 1-1 Left Opening 2 0.00 12.75 1 127 125 1-1 Right Opening 2 0.00 15.25 1 203 199 1-1 Left Opening 3 0.00 21.25 1 180 176 1-1 Right Opening 3 0.00 25.25 1 350 342 Line 3 3-2 Left Wall End 35.50 13.50 1 1263 1261 3-2 Left Opening 1 35.50 21.00 1 149 148 3-2 Right Opening 1 35.50 24.00 1 654 653 3-2 Right Wall End - 35.50 27.75 1 295 294 Line A A-1 Left Opening 1 5.00 0.00 1 784 784 A-1 Right Opening 1 14.50 0.00 1 784 784 Line E E-1 Left Opening 1 10.25 33.50 1 140 139 E-1 Right Opening 1 13.00 33.50 1 40 39 E-1 Left Opening 2 16.50 33.50 1 29 29 E-1 Right Opening 2 19.50 33.50 1 225 224 E-1 Left Opening 3 23.25 33.50 1 196 195 E-1 Right Opening 3 26.25 33.50 1 391 390 E-1 Left Opening 4 39.25 33.50 1 101 100 E-1 Right Opening 4 42.25 33.50 1 296 295 Level 2 Drag Strut Line- Position on Wall Location [ft] Load Force [lbs] Wall or Opening X Y Case -> <-- Line 1 1-1 Left Opening 1 0.00 14.50 1 153 148 1-1 Right Opening 1 0.00 18.50 1 159 153 Line 4 4-1 Left Opening 1 50.00 16.75 1 314 311 4-1 Right Opening 1 50.00 20.75 1 111 110 4-1 Left Opening 2 50.00 26.25 1 295 292 4-1 Right Opening 2 50.00 30.25 1 130 129 Line A A-1 Left Opening 1 5.00 0.00 1 371 382 A-1 Right Opening 1 14.50 0.00 1 371 382 Line E E-1 Left Opening 1 25.00 33.50 1 149 158 E-1 Right Opening 1 29.00 33.50 1 14 15 E-1 Left Opening 2 41.75 33.50 1 104 111 E-1 Right Opening 2 45.75 33.50 1 30 32 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 18 Page 23 of 39 ' WoodWorks® Shearwalls 1892 Cary Lang - SHEAR.wsw Jul. 18, 201816:01:48 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass [lbs] Area [sq.ft] Story Shear [lbs] E -W N -S Diaphragm Force Fpx [lbs] E -W N -S 2 33852 1377.8 6637 6637 6770 6770 1 31803 1473.3 3464 3464 6361 6361 All 65654 - 10101 10101 - - 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 = 1.00; Ev = 0.200 D unfactored; 0.140 D factored; total dead load factor: 0.6 - 0.140 = 0.460 tension, 1.0 + 0.140 = 1.140 compression. 19 Page 24 of 39 WoodWorks® Shearwalls 1892 Cary Lang - SHEAR.wsw Jul. 18, 2018 16:01:48 SHEAR RESULTS (flexible seismic design N -S Shearlines W Gp For Dir ASD Shear Force [plf] v vmax V [lbs] Asp -Cub Int Ext Int Allowable Shear [plf] Ext Co C Cmb V [lbs] Resp. Ratio Line 1 Level 2 Lnl, Lev2 - Both - - 2554 - - - 242 - - 7133 - Wall 1-1 2 Both - - 2121 - 1.0 - 242 - - 5924 - Seg. 1 - Both 86.6 - 1255 - 1.0 - 242 - 242 3506 0.36 Seg. 2 - Both 86.6 - 866 - 1.0 - 242 - 242 2418 0.36 Wall 1-2 2 Both 86.6 - 433 - 1.0 - 242 - 242 1209 0.36 Level 1 Lnl, Levl - Both - - 3449 - - - 242 - - 5464 - Wall 1-1 2 Both - - 2686 - 1.0 - 242 - - 4255 - Seg. 1 - Both 101.7 - 305 - .67 - 161 - 161 484 0.63 Seg. 2 - Both 152.6 - 1107 - 1.0 - 242 - 242 1753 0.63 Seg. 3 - Both 152.6 - 916 - 1.0 - 242 - 242 1451 0.63 Seg. 4 - Both 110.2 - 358 - .72 - 175 - 175 568 0.63 Wall 1-2 2 Both 152.6 - 763 - 1.0 - 242 - 242 1209 0.63 Line 3 Ln3, Levl - Both - - 1603 - - - 242 - - 2569 - Wall 3-2 2 Both - - 1603 - 1.0 - 242 - - 2569 - Seg. 1 - Both 150.9 - 1132 - 1.0 - 242 - 242 1814 0.62 Seg. 2 - Both 125.8 - 472 - .83 - 202 - 202 756 0.62 Line 4 Level 2 Ln4, Lev2 - Both - - 2092 - - - 242 - - 2996 - Wall 4-1 2 Both - - 2092 - 1.0 - 242 - - 2996 - Seg. 1 - Both 168.8 - 718 - 1.0 - 242 - 242 1028 0.70 Seg. 2 - Both 168.8 - 929 - 1.0 - 242 - 242 1330 0.70 Seg. 3 - Both 137.2 - 446 - .81 - 196 - 196 639 0.70 Line 5 Level 1 Ln5, Levl 2 Both 100.9 - 2018 - 1.0 - 242 - 242 4836 0.42 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 [Ibsj Ratio Line A Level 2 LnA, Lev2 - Both - - 2068 - - - 242 - - 2418 - Wall A-1 2 Both - - 2068 - 1.0 - 242 - - 2418 - Seg. 1 - Both 206.8 - 1034 - 1.0 - 242 - 242 1209 0.86 Seg. 2 - Both 206.8 - 1034 - 1.0 - 242 - 242 1209 0.86 Level 1 LnA, Levl - Both - - 3102 - - - 353 - - 3534 - Wall A-1 1" Both - - 3102 - 1.0 - 353 - - 3534 - Seg. 1 - Both 310.2 - 1551 - 1.0 - 353 - 353 1767 0.88 Seg. 2 - Both 310.2 - 1551 - 1.0 - 353 - 353 1767 0.88 Line E Level 2 LnE, Lev2 - Both - - 2578 - - - 242 - - 9188 - Wall E-1 2 Both - - 2578 - 1.0 - 242 - - 9188 - Seg. 1 - Both 67.8 - 1425 - 1.0 - 242 - 242 5078 0.28 Seg. 2 - Both 67.8 - 865 - 1.0 - 242 - 242 3083 0.28 Seg. 3 - Both 67.8 - 288 - 1.0 - 242 - 242 1028 0.28 Level 1 LnE, Levl - Both - - 3968 - - - 242 - - 9272 - Wall E-1 2 Both - - 3968 - 1.0 - 242 - - 9272 - Seg. 1 - Both 103.5 - 647 - 1.0 - 242 - 242 1511 0.43 Seg. 2 - Both 80.5 - 282 - .78 - 188 - 188 658 0.43 Seg. 3 - Both 86.2 - 323 - .83 - 202 - 202 756 0.43 Seg. 4 - Both 103.5 - 1345 - 1.0 - 242 - 242 3143 0.43 Seg. 5 - Both 103.5 - 1371 - 1.0 - 242 - 242 3204 0.43 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "A" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of seismic force along shearline. v - Design shear force on segment = ASD factored shear force per unit FHS vmax - Collector shear force for perforated walls as per SDPWS eqn. 4.3-8 = V/FHS/Co. Full height sheathing (FHS) factored for narrow segments as per 4.3.4.3 V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub - For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment: Aspect ratio adjustment from SDPWS 4.3.3.4.1 20 Page 25 of 39 WoodWorks@ Shearwalls 1892 Cary Lang - SHEAR.wsw Jul. 18, 2018 16:01:48 Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness -based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V — Total factored shear capacity of shearline, wall or segment. Crit Resp — Response ratio = v/Cmb = design shear force/unit shear capacity. "W" indicates that the wind design criterior was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 21 Page 26 of 39 ' WoodWorks® Shearwalls 1892 Cary Lang - SHEAR.wsw Jul. 18, 2018 16:01:48 HOLD-DOWN DESIGN (flexible seismic design) Level 1 Line- Wall Posit'n Location [ft] X Y Shear Tensile ASD Holddown Force [lbs] Dead Ev Cmb'd Hold-down Cap [lbs] Crit Resp. Line 1 1-1 L End 0.00 0.12 1814 1814 STHD14 (8" 3815 0.48 1-1 L Op 1 0.00 2.88 999 999 LIMIT w/o 1500 0.67 1-1 R Op 1 0.00 5.63 1423 1423 STHD14 (8" 3815 0.37 1-1 L Op 2 0.00 12.63 1708 1708 STHD14 (8" 3815 0.45 1-1 R Op 2 0.00 15.38 904 904 LIMIT w/o 1500 0.60 V Elem 0.00 18.63 1157 1157 Refer to upper level 1-1 L Op 3 0.00 21.13 1433 1433 STHD14 (8" 3815 0.38 1-1 R Op 3 0.00 25.38 1075 1075 LIMIT w/o 1500 0.72 1-1 R End 0.00 28.38 2231 2231 STHD14 (8" 3815 0.58 1-2 L End 4.00 28.63 2175 2175 STHD14 (8" 3815 0.57 1-2 R End 4.00 33.38 2175 2175 STHD14 (8" 3815 0.57 Line 3 3-2 L End 35.50 13.63 1405 1405 STHD14 (8" 3815 0.37 3-2 L Op 1 35.50 20.88 1405 1405 STHD14 (8" 3815 0.37 3-2 R Op 1 35.50 24.13 1213 1213 STHD14 (8" 3815 0.32 3-2 R End 35.50 27.63 1213 1213 STHD14 (8" 3815 0.32 Line 4 V Elem 50.00 12.63 1629 1629 Refer to upper level V Elem 50.00 16.62 1629 1629 Refer to upper level V Elem 50.00 20.88 2239 2239 Refer to upper level V Elem 50.00 26.13 2239 2239 Refer to upper level V Elem 50.00 30.38 1312 1312 Refer to upper level V Elem 50.00 33.38 1312 1312 Refer to upper level Line 5 5-1 L End 55.50 13.63 920 920 N/A 99999 0.01 5-1 R End 55.50 33.38 920 920 N/A 99999 0.01 Line A A-1 L End 0.12 0.00 4958 4958 HDU5-SDS2. 5645 0.88 A-1 L Op 1 4.88 0.00 4958 4958 HDU5-SDS2. 5645 0.88 A-1 R Op 1 14.63 0.00 4958 4958 HDU5-SDS2. 5645 0.88 A-1 R End 19.38 0.00 4958 4958 HDU5-SDS2. 5645 0.88 Line E E-1 L End 4.13 33.50 1519 1519 STHD14 (8" 3815 0.40 E-1 L Op 1 10.13 33.50 970 970 LIMIT w/o 1500 0.65 E-1 R Op 1 13.13 33.50 780 780 LIMIT w/o 1500 0.52 E-1 L Op 2 16.38 33.50 780 780 LIMIT w/o 1500 0.52 E-1 R Op 2 19.63 33.50 832 832 LIMIT w/o 1500 0.55 E-1 L Op 3 23.13 33.50 1083 1083 LIMIT w/o 1500 0.72 E-1 R Op 3 26.38 33.50 652 652 LIMIT w/o 1500 0.43 V Elem 29.13 33.50 554 554 Refer to upper level E-1 L Op 4 39.13 33.50 1065 1065 LIMIT w/o 1500 0.71 E-1 R Op 4 42.38 33.50 511 511 LIMIT w/o 1500 0.34 V Elem 45.88 33.50 577 577 Refer to upper level V Elem 49.88 33.50 577 577 Refer to upper level E-1 R End 55.38 33.50 949 949 STHD14 (8" 3815 0.25 Level 2 Tensile ASD Line- Location [ft] Holddown Force [lbs] Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [lbs] Resp. Line 1 1-1 L End 0.00 0.12 815 815 LIMIT w/o 1500 0.54 1-1 L Op 1 0.00 14.38 815 815 LIMIT w/o 1500 0.54 1-1 R Op 1 0.00 18.63 1157 1157 LIMIT w/o 1500 0.77 1-1 R End 0.00 28.38 1157 1157 LIMIT w/o 1500 0.77 1-2 L End 4.00 28.63 729 729 LIMIT w/o 1500 0.49 1-2 R End 4.00 33.38 729 729 LIMIT w/o 1500 0.49 Line 4 4-1 L End 50.00 12.63 1629 1629 MSTC48B3 3420 0.48 4-1 L Op 1 50.00 16.62 1629 1629 MSTC48B3 3420 0.48 4-1 R Op 1 50.00 20.88 2239 2239 MSTC48B3 3420 0.65 4-1 L Op 2 50.00 26.13 2239 2239 MSTC48B3 3420 0.65 4-1 R Op 2 50.00 30.38 1312 1312 LIMIT w/o 1500 0.87 4-1 R End 50.00 33.38 1312 1312 LIMIT w/o 1500 0.87 Line A A-1 L End 0.12 0.00 2019 2019 MST48 3425 0.59 A-1 L Op 1 4.88 0.00 2019 2019 MST48 3425 0.59 A-1 R Op 1 14.63 0.00 2019 2019 MST48 3425 0.59 A-1 R End 19.38 0.00 2019 2019 MST48 3425 0.59 Line E 22 Page 27 of 39 • WoodWorks® Shearwalls 1892 Cary Lang - SHEAR.wsw Jul. 18, 2018 16:01:48 HOLD-DOWN DESIGN (flexible seismic design, continued) E-1 L End 4.13 33.50 E-1 L Op 1 24.88 33.50 E-1 R Op 1 29.13 33.50 E-1 L Op 2 41.63 33.50 E-1 R Op 2 45.88 33.50 E-1 R End 49.88 33.50 549 549 554 554 577 577 549 549 554 554 577 577 LIMIT w/o LIMIT w/o LIMIT w/o LIMIT w/o LIMIT w/o LIMIT w/o 1500 1500 1500 1500 1500 1500 0.37 0.37 0.37 0.37 0.38 0.38 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 712.4.2.2 =-0.2Sds x ASD seismic factor x unfactored D = 0.233 x factored D. Refer to Seismic Information table for more details. Cmb'd - Sum of ASD -factored overturning, dead and vertical seismic forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down - Device used from hold-down database Cap - Allowable ASD tension load Crit. Resp. - Critical Response = Combined ASD force/Allowable ASD tension load Notes: Shear overturning force is horizontal seismic load effect Eh from ASCE 712.4.2. Uses load combination 8 from ASCE 7 2.4.1 = 0.6D + 0.7 (Eh - Ev). Anchor bolts must have minimum 0.229" x 3" x 3" steel plate washers, conforming to specifications in SDPWS 4.3.6.4.3 and 4.4.1.6. Refer to Shear Results table for factor Co, and shearline dimensions table for the sum of Li, used to calculate tension force T for perforated walls from SDPWS 4.3-9. Shearwalls does not check for either plan or vertical structural irregularities. 23 Page 28 of 39 WoodWorks® Shearwalls 1892 Cary Lang - SHEAR.wsw Jul. 18, 2018 16:01:48 DRAG STRUT FORCES (flexible seismic design) Level 1 Line- Wall Position on Wall or Opening Location [ft] X Y Drag Strut Force [lbs] -> <- Line 1 1-1 Left Opening 1 0.00 3.00 4 4 1-1 Right Opening 1 0.00 5.50 261 261 1-1 Left Opening 2 0.00 12.75 99 99 1-1 Right Opening 2 0.00 15.25 158 158 1-1 Left Opening 3 0.00 21.25 140 140 1-1 Right Opening 3 0.00 25.25 272 272 Line 3 3-2 Left Wall End 35.50 13.50 601 601 3-2 Left Opening 1 35.50 21.00 71 71 3-2 Right Opening 1 35.50 24.00 311 311 3-2 Right Wall End 35.50 27.75 140 140 Line A A-1 Left Opening 1 5.00 0.00 756 756 A-1 Right Opening 1 14.50 0.00 756 756 Line E E-1 Left Opening 1 10.25 33.50 165 165 E-1 Right Opening 1 13.00 33.50 47 47 E-1 Left Opening 2 16.50 33.50 35 35 E-1 Right Opening 2 19.50 33.50 266 266 E-1 Left Opening 3 23.25 33.50 231 231 E-1 Right Opening 3 26.25 33.50 463 463 E-1 Left Opening 4 39.25 33.50 119 119 E-1 Right Opening 4 42.25 33.50 350 350 Level 2 Drag Strut Line- Position on Wall Location [ft] Force [lbs] Wall or Opening X Y -> <- Line 1 1-1 Left Opening 1 0.00 14.50 153 153 1-1 Right Opening 1 0.00 18.50 158 158 Line 4 4-1 Left Opening 1 50.00 16.75 300 300 4-1 Right Opening 1 50.00 20.75 106 106 4-1 Left Opening 2 50.00 26.25 282 282 4-1 Right Opening 2 50.00 30.25 125 125 Line A A-1 Left Opening 1 5.00 0.00 514 514 A-1 Right Opening 1 14.50 0.00 514 514 Line E E-1 Left Opening 1 25.00 33.50 253 253 E-1 Right Opening 1 29.00 33.50 24 24 E-1 Left Opening 2 41.75 33.50 178 178 E-1 Right Opening 2 45.75 33.50 51 51 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 24 Page 29 of 39 1111 , Wood Y T o ks arnrcxftkik mu ,'a'sry R1 July 18, 2018 16:29 HIL IPS sites-utIl:z.51A. JISPJ9LrAo Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Pat- tern Location [ft) Start End Magnitude Start End Unit Loadl Load2 Self-weight Dead Snow Dead Full Area Full Area Full UDL No Yes No 15.00(15.25') 25.00(15.25') 6.0 psf psf plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 9.23' 3.058' 6.131' 9.189' Unfactored: Dead Snow Factored. 292 503 792 1344 792 1344 292 503 Total Bearing. 795 2136 2136 795 Capacity Beam Support Des ratio Beam Support Load comb Length Min req'd Cb Cb min Cb support Fcp sup 1094 1211 0.73 0.66 47 0.50* 0.50* 1.00 1.00 1.11 625 2749 2136 0.78 1.00 45 0.88 0.88** 1.43 1.43 1.11 625 2749 2136 0.78 1.00 48 0.88 0.88** 1.43 1.43 1.11 625 1094 1211 0.73 0.66 47 0.50* 0.50* 1.00 1.00 1.11 625 "Minimum bear **Minimum bearing ng length setting used: 1/2" for end supports length governed by the required width of the supporting member. R1 Lumber-soft, D.Fir-L, No.2, 4x8 (3-1/2"x7-1/4") Supports: AM - Timber-soft Beam, D.Fir-L No.2 Total length: 9.23'; Clear span: 3.0', 3.0', 3.0'; volume = 1.6 cu.ft. Lateral support: top= at all supports, bottom= at all supports; Analysis vs. Allowable Stress and Deflection using NDS 2015: Criterion Analysis Value Design Value Unit Analysis/Design Shear Bending(+) Bending(-) Live Defl'n Total Defl'n 00 = 44 fb = 194 fb = 238 0.00 = <L/999 0.00 = <L/999 PC' = 207 Fb' = 1339 Fb' = 1339 0.10 = 1/360 0.15 = L/240 psi psi psi in in fv/Fv' = 0.21 fb/Fb' = 0.15 fb/Fb' = 0.18 0.03 0.03 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCI Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 5 Fb'+ 900 1.15 1.00 1.00 0.995 1.300 1.00 1.00 1.00 1.00 - 7 F5'- 900 1.15 1.00 1.00 0.995 1.300 1.00 1.00 1.00 1.00 - 5 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 7 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 7 CRITICAL LOAD COMBINATIONS: Shear : LC 45 = DOS (pattern: SSS), V max = 1141, V design = 748 lbs Bending(+): LC #7 = D+S (pattern: SsS), M = 496 lbs-ft Bending(-): LC 45 = D+S (pattern: SSS), M = 608 lbs-ft Deflection: LC 47 = (live) LC #7 = (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake A11 LC's are listed in the Analysis output Load Patterns: 5=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 176e06 lb-int "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Lateral stability(+): Lu = 3.06' Le = 6.31' RB = 6.7; Lu based on full span Lateral stability(-): Lu = 3.06' Le = 6.31' RB = 6.7; Lu based on full span Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 30 of 39 1 WoodWorks'• fXINMT N1Y lrelhf•NAILPf ) R2 July 18, 2018 16:29 HIL IP, 511.:1 Ul't I A _L iltkElirrJAis Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Pat- tern Location (ft) Start End Magnitude Start End Unit Loadl Load2 Self-weight Dead Snow Dead Full Area Full Area Full UDL 15.00(12.00') 25.00(12.00') 6.0 psf psf plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 5.094' 1 5.47 Unfactored: Dead Snow Factored. 474 764 974 764 Total Bearing. 1230 1238 Capacity Beam Support Des ratio Beam Support Load comb Length Min req'd Cb Cb min Cb support Fcp sup 1238 1371 1.00 0.90 42 0.57 0.57 1.00 1.00 1.11 625 1238 1371 1.00 0.90 42 0.57 0.57 1.00 1.00 1.11 625 R2 Lumber-soft, D.Fir-L, No.2, 4x8 (3-1/2"x7-1/4") Supports: All - Timber-soft Beam, D.Fr-L No.2 Total length: 5.09'; Clear span: 5.0'; volume = 0.9 tuft. Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NOS 2015: Criterion Analysis Value Design Value Unit Analysis/Design Shear Bending(+) Live Defl'n Total Defl'n fv = 54 fb = 606 0.02 = <L/999 0.05 = <1/999 FV' = 207 Fb' = 1335 0.17 = 1/360 0.25 = L/240 psi psi in in fv/Fv' = 0.26 fb/Fb' = 0.45 0.15 0.19 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt C1 Cn LCR Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 0.992 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 42 = D+0, V max= 1227, V design = 921 lbs Bending(+): LC 42 = D+S, M = 1548 lbs-ft Deflection: LC 42 = D+S (live) LC 42 = D+B (total) D=dead L=live S-snow W=wind I=impact Lr=roof live Lc-concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 178e06 lb-int "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Lateral stability(+): Lu = 5.06' Le = 10.06' RB = 8.4 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 31 of 39 jj Wood Y T orks • rs,°'�rxr nnwartsR,ew iv R3 July 18, 2018 16:30 HIL IPS 01141 LFI I;:i1.I:20i19il0EIL5\ti Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Load2 Self -weight Dead Snow Dead Full Area Full Area Full VOL 15.00(4.00') 25.00(4.00') 15.0 psf psf plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 1' 16.083' 16. 42' Unfactored: Dead Snow Factored. 603 804 603 804 Total Bearing. 1407 1407 Capacity Beam Support Des ratio Beam Support Load comb Length Min req'd Cb Cb min Cb support Fcp sup 1719 1836 0.82 0.77 42 0.50" 0.50" 1.00 1.00 1.07 625 1719 1836 0.82 0.77 12 0.50" 0.50" 1.00 1.00 1.07 625 'Minimum bearing length setting used: 1/2" for end supports R3 Timber -soft, D.Fir-L, No.2, 6x12 (5-1/2"x11-1/2") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 16.08'; Clear span: 16.0'; volume = 7.1 cu.ft.; Beam and stringer Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear Bending(+) Live Defl'n Total Defl'n fv = 29 fb = 557 0.16 = <L/999 0.35 = L/550 Fv' = 195 Fb' = 991 0.53 = L/360 0.80 = L/240 psi psi in in fv/Fv' = 0.15 fb/Fb' = 0.56 0.31 0.44 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 875 1.15 1.00 1.00 0.985 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 12 = 0+0, V max = 1404, V design = 1232 lbs Bending(*): LC 02 - O+S, M = 5630 lbs -ft Deflection: LC 12 = D+S (live) LC 12 = D+S (total) D=dead L=live S=snow W -wind I=impact Lr -roof live Lc=concentrated E=earthquake A11 LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI 906e06 lb -int "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Lateral stability(+): Lu = 16.06' Le = 29.50' RB = 11.6 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NOS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 32 of 39 iii WoodVYorks atXtawenv wryt sdvcvo SF, July 18, 2018 16:30 HIL IPS 511.1 V,, l 1:91.. 1_tiVIVlilili.Ni Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Pat- tern Location (ft] Start End Magnitude Start End Unit Loadl Load2 Load3 Load4 Self-weight Dead Live Dead Live Dead Partial Area Partial Area Partial Area Partial Area Full UDL 0.07 1.32 0.07 1.32 1.32 5.07 1.32 5.07 10.00(13.75') 40.00(13.75') 10.00(16.25') 40.00(16.25') 6.0 psf psf psf psf plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 5.15' 1- 1' _.. 5 5' Unfactored: Dead Live 395 1517 417 1608 Factored. Total 1911 2025 Bearing. Capacity Beam Support Des ratio Beam Support Load comb Length Min re9'd Cb Cb min Cb support Fcp sup 1911 2116 1.00 0.90 #2 0.87 0.87 1.00 1.00 1.11 625 2025 2242 1.00 0.90 92 0.93 0.93 1.00 1.00 1.11 625 SF1 Lumber-soft, D.Fir-L, No.2, 4x8 (3-1/2"x7-1/4") Supports: All - Timber-soft Beam, D.Fir-L No.2 Total length: 5.15'; Clear span: 5.0'; volume = 0.9 cu.ft. Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2015 Criterion Analysis value Design Value Unit Analysis/Design Shear Bending(*) Live Defl'n Total Defl'n fv - 91 fb - 1011 0.05 = <L/999 0.07 - 1/822 Fv' = 180 Fb' = 1162 0.17 = L/360 0.25 = L/240 psi psi in in fv/Fv' = 0.50 fb/Fb' = 0.87 0.32 0.29 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb0+ 900 1.00 1.00 1.00 0.993 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 92 = D+L, V max = 2025, V design = 1536 lbs Bending(+): LC 92 D+L, M = 2583 lbs-ft Deflection: LC 92 = D+L (live) LC #2 = D+L (total) D=dead L-live 5-snow W-wind I=impact Lr-roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 178806 lb-int "Live" deflection = Deflection from all nn-dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Lateral stability(+): Lu = 5.06' Le = 10.06' RB = 8.5 Design Notes: 1. Woodworks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 33 of 39 i i WoodWorks'DJ .frim ,w. kiw Mnnnervuv r1 SF2 July 18, 2018 16:30 Hi ,IPS .. )t{I CCI-I1 ). 1.1rJINIi1)f3L. Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Load2 Load3 Load4 Self-weight Dead Live Dead Live Dead Partial Area Partial Area Partial Area Partial Area Full UDL 0.22 5.97 0.22 5.97 5.97 15.72 5.97 15.72 10.00(16.25') 40.00(16.25') 10.00(13.25') 40.00(13.25') 13.3 psf psf psf psf plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 15.915' 1 15.708' Unfactored: Dead Live Factored. 1270 4664 1165 4241 Total Bearing. 5934 5406 Capacity Beam Support Des ratio Beam Support Load comb Length Min req'd Cb Cb min Cb support Fcp sup 5934 6317 1.00 0.94 42 2.61 2.61 1.00 1.00 1.11 625 5406 5755 1.00 0.94 42 2.38 2.38 1.00 1.00 1.11 625 SF2 Glulam-Unbal., West Species, 24F-V4 DF, 3-1/2"x16-1/2" 11 laminations, 3-1/2" maximum width, Supports: All - Timber-soft Beam, D.Fir-L No.2 Total length: 15.92'; Clear span: 15.5; volume = 6.4 cu.ft. Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2015: Criterion Analysis Value Design Value Unit Analysis/Design Shear Bending(+) Live Defl'n Total Defl'n fv = 125 fb = 1673 0.33 = L/573 0.46 = L/406 Fv' = 265 Fb' = 2400 0.52 - L/360 0.79 = L/240 psi psi in in fv/Fv' = 0.47 fb/Fb' = 0.70 0.63 0.59 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn•Cvr LCR Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 42 = D+L, V max = 5934, V design = 4808 lbs Bending(+): LC 42 = D+L, M = 22145 lbs-ft Deflection: LC 92 = D+L (live) LC 42 = D+L (total) D=dead L=live S=snow W=wind I=impact Lr-roof live Lc=concentrated E=earthquake A11 LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 2358e06 lb-int "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: ' 1, WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). Page 34 of 39 ood T tt orks T} etailtrnd sun NtihnbeuCA' 4 SF4 July Ie, 2018 16:30 1-111, IPS S1t04TI IthLw.,Ji IEarNG Design Check Calculation Sheet WoodWorld Siler 11.1 Loads: Load Type Distribution Pat-Location t [ft] Start End Magnitude Starr End Unit L0ad1 Load2 Load3 Load4 Loads Load6 Load] Load9 Load9 Load10 Loadll Loadll Load13 Load14 Loadll Load16 Load17 Load18Snow Load19 Load20 Load21 oad22Snow Load23 Self-weight Dead Live Dead Snow Dead Snow Dead Snow Dead Snow Earthquake Earthquake Earthquake Earthquake Dead Snow Dead Dead Snow Dead Dead Dead Full Area Full Area Full Area Full Area Partial Area Partial Area Partial Area Partial Area Partial Area Partial Area Point Point Point Point Point Points Point Point Point Point Point t Full UDL 0711 UDL No Yes Na Yes No Yes Na Yes No Yes No No No No Na No s No Yes No s No No 0.00 4.17 0.00 4.17 7.97 13.64 7.97 13.64 17.64 20.2715.00(2.00') 17.64 20.27 0.00 3.96 7.99 13.65 3.96 3.98 7.98 7.98 13.64 13.54 17.64 17.59 10.0010.50') 40.0010.50') 15.0012.50') 25.0012.50') 15.0012.00') 25.00(2.00') 15.0012.00') 25.0012.00') 25.0012.00') -4073 4073 -5598 5598 73 102 73 102 73 102 73 9000 19.01_p Psf psf psf psf psf psf psf psf psf psf lbs lbs lbs lbs lbs lbs lbs lbs lbs lbs lbs plf F _ Maximum Reactions (lbs) Bearing Capacities (lbs) and Bearing Lengths (in) : 1 20.91T 12291 20.505' unfaetnred: Dead Live Snow Ear[hguak F [ tl. Uplift Total B 1 g. Capacity Beam Support Des oro Be ratio Beam Support Load comb Length Min req'd Cb Cb min Cb support su 1901 218 1239 -2991 1716 201 1101 2481 359E 3191 3993 21003 20195 o.15 D.16 49 5.5D 0.96•• 1.07 1.94 1.07 625 9195 20195 0.20 0,20 y5 5.50 1.12 .00 1.00 1.0] 625 "Minimum besting lengthastgoverned by pptine required width of the combina5member. Maximum reaction on at least one support b from a dillaonl load canbindbn than the criiieal me Iv basing design, shown hoe, due to Kd lacks. See Analysis resins lar reaction Iram critical load candndlon. SF4 Glulam-Bal., West Species, 24F-V8 DF, 5.112"x15" 10 laminations, 5-1/2• maximum whin, Supports: All - Timber-soft Bean. D.Fir-L No.2 Total length: 20.01'; Clea span: l', 19: vdume - 11.5 cu.h. Lateral SUppart: tap- lull, bottom- at supports; Analysis vs. Allowable Stress and Deflection using NDS oo15: CriterionAnalysis Value Deaign Value Unit Analysts/Design Shear Bending)+) Bending)-1 D fl fv - 65 fb - 1194 fb - 12 Fv' - 429 Fb' - 3738 F6' - 2636 nsi psi si fv/Fv' - 0.15 fb/Fb' - 0.32 fb/Flo' - 0.00 Interior Live Total Cantil. Live Total 0.23 - L/974 0.52 - L/438 -0.05 - L/291 -0.11 - L/111 0.63 - L/360 0.95 - L/240 0.07 - L/180 0.10 - L/120 in in in 0.37 0.55 0.75 1.08 Additional Da a: FACTORS: F/0)8 1)10 Ph,' 265 1.60 Fb'2400 1.60 FL'-- 2400 1.15 Fop'- E' 1.e million Eminy' 0.85 million CRITICAL LOAD COMBINATIONS: Shear : LC 45 Ben0ingl+); LC 45 Rending)-1: LC 43 Deflection: LC 45 95 D-dead L-live 5-sno All LC's are listed Load Patterns: s-S/2, Load combinations: ASCE CALCULATIONS: Deflection: EI - 'Live. deflection - Total Deflection - Lateral stability(-): CM Ct CL CV Cfu Cr Cfrt Notes C yr LCI 1.00 1.00 1.00 1.00 •00 5 1.00 1.00 1.000 0.973 1.00 1.00 1.00 1.00 - 5 1.00 1.00 0.955 1.000 1.00 1.00 1.00 1.00 - 3 1.00 1.00 - - - - 1.00 - - 5 1.00 1.00 - - - - 1.00 - - 5 D+.]511+S+.7E), V2%3917, V design - 3579 lbs 0+.]51L+S+,7E), M 20529 lbs-ft D+.5- L+51, 8 205 lbs-ft .35)L+7+.7E)(1(1170C 07 .]SIL+S+.]E) (total) W-wind I-impact Lr-roof live Lc concentrated 8-earthquake n the Analysis output 0-L+5 0r L_.no pattern load in this span 7-10 /IBC 2015 2789e06 1b-in2 Deflection from all non-dead loads (live, wind, snow...) 1.501Deatl Load Deflection) + Live Load 57 0tion. Lu - 19.25' Le - 31.50' AB - 13.];1 Lu based an full span Design Notes: I. W Oo0W 48110 analysis and design are in accordance with the ICC (8temaftonal Building Cade 08C 20151, the National Design Specification (NDS 2015), and NDS Design Supplement 2. Please verity that the default deflection limits are apProl rlele la your application. 3. Glulam design Values are for materials conforming M ANSI 117-2015 and manufactured In accordance with ANSI AI90.1-2012 4. Grades with equal banding capacity to the lop and bo0om edges of the bean cross-motto we recommended for continu0us beams. 5. GLULAM: bra -act al breadth 5 actual depth. 6. GWlan Beans sheti be laladty supported warming to Ne provisions of NDS Clause 3.3.3. 7. GLULAM: bearing length based on smaller in Fep(te sbn), Fep(camp'n). 8. The critical deflection value has been determi 00 using maximum back-span detection. Cantilever deflections da not govern design. Page 35 of 39 SF4' WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN WoodWorks® Sizer 11.1 Page 2 Page 36 of 39 ■i ■ood. 7r i of 1.\s 41.46.2? MB ihmerr0 4402o SF5 July 1B, 2018 16:30 1l� [PS iib:, 51"1 t7.51.I o.ilSil:i]L0sI. Design Check Calculation Sheet W ocdW oda Sita 11.1 Loads: Load Type Distribution Pat- [ Location (ft) Start End Magnitude 1 End Unit Loadl Load2 Load3 Load4 Loads Load6 Load8 Self -weight Dead Dead Live Dead Snow Dead Snow Dead Full VOL Full Area Full Area Partial Area Partial Area Point Point Full UDL No No Yes No Yes No Yes No 5.02 9.31 5.02 9.31 5.03 5.03 80.0 10.00(11.00') 40.00(11.00') 15.00(12.00.) 25.00(12.00') 474 764 6.0 plf psf psf psf psf lbs lbs plf Maximum Reactions (lbs) Bearing Capacities (lbs) and Bearing Lengths (in) : 1 9.306' 3.06 6.173' 9. 2' Unfactored: Dead Live Snow F t d. 217 617 -50 849 1620 342 1562 1635 1468 441 621 308 Total 8 ring. 834 2477 3889 1103 Capacity Beam Support Des ratio Beam Support Load comb Length Min req'd Cb Cb min Cb support Fcp sup 094 1211 0.76 0.69 49 0.50• 0.50•1.02•• 1.00 1.00 1.11 625 3057 2477 0.81 1.00 t7 1.02 1.37 1.37 1.11 625 4333 3889 0.90 1.00 424 1.61 .61 •• 1.23 1.23 1.11 625 1183 1310 1.00 0 .90 423 0.54 0.54 1.00 1.00 1.11 625 Minimum bearing length offing used: 1/2' for end supports '•Minimum bearing length emended by the requhed width o1 the supporting member. SF5 Lumber -soft, D.Fir-L, No.2, 4x8 (3-112'x7-1141 supports: All - Timber -sort Beam, D.FIYL No.2 Total length: 9.31'; Gear span: 3.0'.3.0', 3.0'; wlume- 1.6 putt Lateral support: top- at all suppa6, bottom. al all supports; Analysis vs. Allowable Stress and Deflection using NDS 2015: Criterion Analysis alysisAnalysis/Sear,n Value Unit Analysis/Sesi Shear ng(4) Bending(-) Live Defl'n Total Defl'n fv = 88 fb = 453 0.00 - 11,/999 0.01 = PL/999 Fv' . 207 Fb' - 1339 Fb' = 1339 0.10 - L/360 0.15 = L/240 psi psi psi in in fv/Fv' = 0.42 fb/F5' - 0.23 fb/Fb' . 0.34 0.04 0.04 Additional Data: FACTORS: F/E(p 1)00 CNCL CF Cfu Cr Cfrt LCt Fv' 180 1.15 1.00 1.00 - - 1.00 1.00 1.00 24 Fb.= 900 1.15 1.00 1.00 0.995 1.300 1.00 - 20 Fb'- 900 1.15 1.00 1.00 0.995 1.300 1.00 1.00 1.00 1.00 - 24 Fcp' 625 - - - - 1.00 1.00 - - 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 23 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 23 CRITICAL LOAD COMBINATIONS: Shear C 424 5.75(554) (pattern: sOX), V max- 2077, design - 1484 lbs ending(•): LC 420 . 0+.75(1+£) (pattern: *Xs), M - 78321bs-ft Bending(-): LC 424 . D+.75(509) (pattern: 000), k - 1157 lbs -ft Deflection: LC 423 = (live) LC 423 - (total) D -dead L -live 5-snowW-ind 1 -impact L f live Lc -concentrated £=tart gu ke All Lt's are listed in i the Analysis output Load P eS/2,X- r L Pattern load in Cs span _=n p hi Load combinations: ASCE7-10 / /80 2015 CALCULATIONS: Deflection: 178e06 lb -int "Live" deflection - Deflection from all non -dead loads (live, w ow -1 [al Deflection = 1.50(Dead Load Deflection) • Live Load DefleCtionfn Lateral stability(•): Lu _3.13. _6.18. RB = i Lu based on fu11 span Lateral stability(-): Lu = 3.13 Le - 6.38' RB - 6.7; Lu based on full span Design Notes: 1. WeadWorks analysts and design are in accordance with the ICC International Building Code (IBC 2015), the Nagend Design Spenifice8on (NDS 2015), and N05 Design Supplement 2. Please verity Ihd 04 default dei ectian limits are appropriate La ypur applica0on. 3. Cantinas a Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be evaded to the middle 2/3 of 2 spa, beans and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 37 of 39 r[1 WoodWorks uXrronvr HIV mnflnbLLYt DJ F7 July 18, 2018 16:30 IL IPS .. earl 1:.51. l:}.JANEl:l1L' Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Pat- tern Location (ft] Start End Magnitude Start End Unit Load( Load2 Self-weight Dead Live Dead Full Area Full Area Full UDL No Yes NO 10.00(9.00') 40.00(9.00') 6.0 psf psf plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 14.042' I C' 1 Unfactored: Dead Live 197 827 475 1944 475 1944 197 827 Factored. Total Bearing. 1024 2419 2419 1024 Capacity Beam Support Des ratio Beam Support Load comb Length Min req'd Cb Cb min Cb support Fcp sup 7656 8476 0.13 0.12 87 3.50 0.50* 1.00 1.00 1.11 625 8476 8476 0.29 0.29 #5 3.50 1.00** 1.11 1.38 1.11 625 8476 8476 0.29 0.29 88 3.50 1.00** 1.11 1.38 1.11 625 7656 8476 0.13 0.12 87 3.50 0.50* 1.00 1.00 1.11 625 -Minimum bearing length setting used: 1/2" for end supports --Minimum bearing length governed by the required width of the supporting member. F1 Lumber-soft, D.Fir-L, No.2, 4x8 (3-1/2"x7-1/41 Supports: All - Timber-soft Beam, D.Fir-L No.2 Total length: 13.5'; Clear span: 4.498', 4.498', 4.498'; volume = 2.4 cu.ft. Lateral support: top= at all supports, bottom= at all supports; Analysis vs. Allowable Stress and Deflection „sing Nos 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear Bending(+) Bending(-) Live Defl'n Total Defl'n fv = 55 fb = 349 fb = 409 0.01 = <L/999 0.02 = <1/999 Fv' = 180 Fb' = 1163 Fb' = 1163 0.15 = L/360 0.23 = L/240 psi psi psi in in fv/Fv' = 0.30 00/00' = 0.30 fb/Fb' = 0.35 0.09 0.08 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 5 00'+ 900 1.00 1.00 1.00 0.994 1.300 1.00 1.00 1.00 1.00 - 7 Fb'- 900 1.00 1.00 1.00 0.994 1.300 1.00 1.00 1.00 1.00 - 5 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 7 Ervin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 7 CRITICAL LOAD COMBINATIONS: Shear : LC 85 = D+L (pattern: LL_), V max = 1258, V design = 925 lbs Bending(+): LC 87 = D+L (pattern: L_L), M = 892 lbs-ft Bending(-): LC 85 = D+L (pattern: LL_), M = 1045 lbs-ft Deflection: LC 87 = (live) LC 87 = (total) D=deatl L=live S=snow 14-wind I=impact Lr=roof live Lc-concentrated E=earthquake A11 Lt's are listed in the Analysis output Load Patterns: s=5/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: ET = 178e06 lb-int "Live" deflection = Deflection from all nn-dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Lateral stability(+): Lu = 4.50' Le = 9.13' RB = 8.1; Lu based on full span Lateral stability(-): Lu = 4.50' Le = 9.13' RB = 8.1; Lu based on full span Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 38 of 39 5;Wood Y TorksF2 J aeNa�r°n /rce x.rmssrxrcn111040 July 18, 2018 16:30 "'' IL IPS 51b:t t f:1 I[61. 63111 lilik-Au Design Check Calculation Sheet WoodWarks Sizer 11.1 Loads: Load Type Distribution Pat- tern Location (ft] Start End Magnitude Start End Unit Loadl Load2 Load3 Load4 Loads Load6 Load7 Load8 Self -weight Dead Live Dead Live Dead Live Dead Live Dead Full Area Full Area Partial Area Partial Area Point Point Point Point Full UDL No Yes No Yes No Yes No Yes No 2.53 7.61 2.53 7.61 2.53 2.53 7.45 7.45 10.00(11.50') 40.00(11.50') 10.00(16.25') 40.00(16.25') 417 1608 1270 4664 6.0 a a a a n .o a n .�+ Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 15.384' I 1 3.708' 7.41T 11.375' 15. 5' Unfactored: Dead Live Factored. 265 1225 1404 5624 1985 8147 526 2294 194 848 Total Bearing. 1490 7027 10131 2820 1042 Capacity Bean Support Des ratio Beam Support Load comb Length Min req'd Cb Cb min Cb support Fcp sup 1490 1650 1.00 0.90 *7 0.68 0.68 1.00 1.00 1.11 625 7168 7027 0.98 1.00 613 2.90 2.90" 1.13 1.13 1.11 625 10131 10309 1.00 0.98 *8 4.26 4.26 1.09 1.09 1.11 625 3368 2820 0.84 1.00 615 1.16 1.16" 1.32 1.32 1.11 625 1094 1211 0.95 0.86 *12 0.50. 0.50' 1.00 1.00 1.11 625 'Minimum bear'ng length setting used: 1/2" for end supports "Minimum bea ing length governed by the required width of the supporting member. Lumber -soft, D.Fir-L, No.2, 4x8 (3-1/2"x7-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 15.38'; Clear span: 3.559', 3.41', 3.732', 3.891'; volume = 2.7 cu.ft. Lateral support: top= at all supports, bottom= at NI supports; Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Shear Bending(*) Bending(-) Live Defl'n Total Defl'n 80 = 176 fb = 732 fb = 962 0.02 = <L/999 0.02 = <L/999 Fv' = 180 Fb' = 1164 Fb' = 1164 0.12 = L/360 0.19 = L/240 psi psi psi in in fv/Fv' = 0.98 fb/Fb' = 0.63 fb/Fb' = 0.83 0.16 0.13 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC$ Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 13 Fb'+ 900 1.00 1.00 1.00 0.995 1.300 1.00 1.00 1.00 1.00 - 7 Fb'- 900 1.00 1.00 1.00 0.995 1.300 1.00 1.00 1.00 1.00 - 13 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 7 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 7 CRITICAL LOAD COMBINATIONS: Shear : LC 613 = D+L (pattern: LL_L), V max = 3927, V design = 2984 lbs Bending(+): LC *7 = D+L (pattern: L_L_), M = 1869 lbs -ft Bending(-): LC 113 = D+L (pattern: LL_L), M = 2459 lbs -ft Deflection: LC 17 = (live) LC 67 = (total) D=dead L=live S=snow W=wind I -impact Lr=roof live Lc=concentrated E=earthquake 011 LC's are listed in the Analysis output Load Patterns: 0=0/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 178e06 lb -int "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Lateral stability(+): Lu = 3.69' Le = 7.63' RB = 7.4; Lu based on full span Lateral Stability(-): Lu = 3.69' Le = 7.63' RB = 7.4; Lu based on full span Design Notes: 1. Woodworks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 39 of 39 MiTek' Re: B1803707 1892 plan MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 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: K4870672 thru K4870691 My license renewal date for the state of Washington is September 28, 2018. REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 2 2018 City of Tukwila BUILDING DIVISION blet-o-mo July 10,2018 Zhao, Xiaoming IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSUTPI-1, Chapter 2. RECEIVED CITY OF TUKWILA AUG 0 3 2018 PERMIT CENTER Job Truss Truss Type Qty Ply 1892 plan K4870672 B1803707 A01 GABLE 1 1 Job Reference (optional) Builders First Source, i -1-6-0 l 1-6-0 Arlington,WA 98223 7-1-12 7-1-12 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jul 10 12:46:05 2018 Page I D:waldQcdDO?5b?tdKiwwfeXyzScD-awJZeT?uD87Lifj5lk_gbJJgwji7mTfmusthb7yzSC G 10-9-0 13-9-0 16-4-0 21-11-0 I 27-6-0 3-7-4 3-0-0 4x6 = 2-7-0 5-7-0 5-7-0 3x4 Scale = 1:50.3 3x4 = 13 4x8 = 3x4 = 15 14 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 12 11 3x8 = 9-4-3 i 10-9-0 16-4-0 18-1-13 21-11-0 9-4-3 1-4-13 5-7-0 1-9-14 3-9-2 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.87 BC 0.49 WB 0.46 (Matrix) DEFL. in (loc) I/deft Ud Vert(LL) -0.06 9-10 >999 240 Vert(CT) -0.12 9-10 >999 180 Horz(CT) 0.05 9 n/a n/a 10 27-6-0 3x6 = 5-7-0 PLATES GRIP MT20 185/148 Weight: 129 Ib 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 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 4, 6 REACTIONS. All bearings 5-5-8 except (jt=length) 9=Mechanical. (Ib) - Max Horz 2=99(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 9, 14, 15 Max Gray All reactions 250 Ib or less at joint(s) 15 except 9=973(LC 1), 2=442(LC 1), 14=1070(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-455/0, 3-5=-548/80, 5-7=-424/104, 7-8=-1221/54, 8-9=-1786/58, 4-14=-832/8, 4-6=-763/66, 6-7=-760/63 BOT CHORD 2-15=0/360, 14-15=0/360, 13-14=0/1070, 12-13=0/1070, 11-12=0/1070, 10-11=-1/1521, 9-10=-1/1521 WEBS 3-14=-580/185, 7-11=0/454, 8-11=-577/95 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss 10 bearing plate capable of withstanding 100 Ib uplift at joint(s) 9, 14, 15. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. July 10,2018 A 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. MTA" 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 1892 plan K4870673 B1803707 A02 Common 7 1 Job Reference (optional) Builders First Source, -1-6-0 1-6-0 Arlington,WA 98223 7-1-12 7-1-12 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jul 10 12:46:06 2018 Page I D:wa IdQcdDO?5b?tdKiwwfeXyzScD-26txrp0XzSFCJpI HJR Vv8Ws2Q7_iV_w7 WdF7ayzSC F 13-9-0 20-4-4 I 27-6-0 6-7-4 6-7-4 7-1-12 4x6 = Scale: 1/4"=1' 9-4-3 18-1-13 27-6-0 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 9-4-3 8-9-11 9-4-3 Ib SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.69 BC 0.73 WB 0.20 (Matrix) DEFL. in (loc) 1/deft Ud Vert(LL) -0.28 7-9 >999 240 Vert(CT) -0.42 6-7 >777 180 Horz(CT) 0.07 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 98 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 `Except* 5-7,3-9: 2x4 HF Stud REACTIONS. (Ib/size) 6=1166/Mechanical, 2=1295/0-5-8 Max Horz 2=99(LC 12) Max Uplift6=-32(LC 9), 2=-52(LC 8) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2053/70, 3-4=-1789/91, 4-5=-1822/97, 5-6=-2093/77 BOT CHORD 2-9=-79/1734, 8-9=0/1158, 8-10=0/1158, 10-11=0/1158, 7-11=0/1158, 6-7=-4/1782 WEBS 4-7=-52/695, 5-7=-494/152, 4-9=-47/647, 3-9=-461/148 Structural wood sheathing directly applied or 2-7-13 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 2. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. July 10,2018 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. MI1 MiTek* 250 Klug Circle Corona, CA 92880 JO Truss Truss Type Qty Ply 1892 plan K4870674 B1803707 AO2A Common 8 1 Job Reference (optional) Builders First Source, -1-6-0 1-6-0 Arlington,WA 98223 7-1-12 7-1-12 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jul 10 12:46:07 2018 Page ID:waldQcdDO?5b?tdKiwwfeXyzScD-WI RJ3919k1 N3xztTs908gkPAQXGkE033M9Mof0yzSC E 10-9-0 13-9-0 16-9 0 1 20-4-4 27-6-0 3-0-0 3-7-4 7-1-12 3-7-4 4x6 3-0-0 4x4 = 5 4x6 7 129-0-0 1-6-0 Scale =1:52.7 6.00 12 3x6 = 9-4-3 9-4-3 o -1 bb 21 19 17 16 12 3x4 = 4x8 = 110.9-0 13-9-0 1-4-13 3-0-0 11 4x4 = 16-9-0 118-1-131 1-4-13 3-0-0 3x6 = 27-6-0 9-4-3 w LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 • BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TPI2014 CSI. TC 0.87 BC 0.93 WB 0.40 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.45 14-15 >714 240 Vert(CT) -0.70 14-15 >464 180 Horz(CT) 0.07 9 n/a n/a PLATES GRIP MT20 185/148 Weight: 119 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 `Except* 2-17: 2x4 DF 1800F 1.6E, 9-17: 2x4 DF 2400F 2.0E WEBS 2x4 HF Stud REACTIONS. (Ib/size) 2=1493/0-5-8, 9=1493/0-5-8 Max Horz 2=-91(LC 13) Max Uplift2=-22(LC 8), 9=-22(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-3-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 20, 13, 6, 18, 14, 15 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2542/0, 3-4=-2335/0, 4-5=-480/51, 5-7=-479/51, 7-8=-2344/0, 8-9=-2550/0, 4-6=1476/0, 6-7=-1476/0 BOT CHORD 2-21=-0/2178, 19-21=0/1854, 17-19=0/1854, 16-17=0/1854, 12-16=0/1854, 11-12=0/1854, 9-11=0/2178 WEBS 7-13=0/847, 11-13=0/753, 8-11=-455/152, 20-21=-1/726, 4-20=0/832, 3-21=-454/152 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu(t=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x4 MT20 unless otherwise indicated. 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, with BCDL = 8.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 9. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-70, 4-5=-70, 5-7=-70, 7-10=-70, 2-9=-16, 18-20=-16, 14-18=-66(F=-50), 13-14=-16 July 10,2018 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek* 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 1892 plan K4870675 B1803707 A03 MONO 1 1 Job Reference (optional) Builders First Source, Arlington,WA 98223 -1-6-0 5-3-14 1-6-0 5-3-14 10-6-0 5-2-2 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jul 10 12:46:08 2018 Page 1 I D:wa IdQcdDO?5b?tdKiwwfeXyzScD-_V?hGV2nV3VwZ7SfQsYN DxxKSwikzsODbp6LBSyzSC D 13-9-0 I 15-8-2 27-6-0 29-0-0 3-3-0 1-11-2 11-9-14 1-6-0 4x4 = Scale = 1:50.8 5-3-14 5-3-14 10-6-0 15-8-2 21-0-0 27-6-0 5-2-2 5-2-2 5-3-14 6-6-0 Plate Offsets (X.Y)-- [29:0-3-2.0-0-8] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.91 BC 0.56 WB 0.33 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.13 29-31 >999 240 Vert(CT) -0.27 29-31 >967 180 Horz(CT) 0.06 24 n/a n/a PLATES GRIP MT20 185/148 Weight: 141 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 29-30. JOINTS 1 Brace at Jt(s): 8, 13, 17 REACTIONS. All bearings 6-5-8 except (jt=length) 2=0-5-8. (Ib) - Max Horz 2=-91(LC 13) Max Uplift All uplift 100 Ib or less at joint(s) 2, 30, 27, 26 except 28=-341(LC 1) Max Gray All reactions 250 Ib or less at joint(s) 29, 28, 27, 26 except 2=1090(LC 1), 30=1123(LC 1), 24=440(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1716/42, 3-4=-1234/49, 4-5=-484/35, 5-7=-465/47, 7-9=-452/47, 9-12=-446/31, 12-14=-456/18, 14-16=-489/9, 16-18=-437/0, 18-20=-723/0, 20-21=-285/0, 21-22=-517/0, 22-23=-473/0, 23-24=-502/0, 4-6=-690/74, 6-8=-730/81, 8-10=-628/74, 10-11=-679/81, 11-13=-855/20, 13-15=-887/25, 15-17=-891/26, 17-19=-990/29, 19-29=-810/25 BOT CHORD 2-34=-62/1448, 33-34=-62/1448, 32-33=-62/1448, 31-32=0/1219, 29-31=0/1219, 29-30=-411/0, 28-30=0/411, 27-28=0/411, 26-27=0/411, 24-26=0/411 WEBS 18-19=-12/547, 20-30=-1072/120, 21-28=-20/425, 4-32=0/412, 3-32=-479/77, 11-31=0/257, 11-32=-278/14 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 2x4 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 30, 27, 26 except (jt=1b) 28=341. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. July 10,2018 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 1892 plan K4870676 B1803707 B01 Common Supported Gable 1 1 Job Reference (optional) Builders First Source, -1-6-0 I 1-6-0 Arlington,WA 98223 11-3-0 11-3-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jul 10 12:46:09 2018 Page ID:waldQcdDO?5b?tdKiwwfeXyzScD-ShZ4Tr2PGNdnAG1s_Z3cm9Uh1 K9riMeMpTrvkvyzSCC 22-6-0 11-3-0 4x4 = Scale = 1:42.9 3x4 = 22-6-0 22-6-0 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.16 BC 0.07 WB 0.08 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) -0.00 1 n/r 180 Vert(CT) -0.00 1 n/r 120 Horz(CT) 0.00 12 n/a n/a PLATES GRIP MT20 185/148 Weight: 91 Ib 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 10-0-0 oc bracing. REACTIONS. All bearings 22-6-0. (Ib) - Max Horz 2=85(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 2, 18, 19, 20, 22, 16, 15, 14, 13 Max Gray All reactions 250 Ib or less at joint(s) 12, 17, 18, 19, 20, 22, 16, 15, 14 except 2=258(LC 1), 13=285(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 18, 19, 20, 22, 16, 15, 14, 13. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 12, 2. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. July 10,2018 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 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. MII MTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 1892 plan K4870677 B1803707 B02 Common 1 1 Job Reference (optional) Builders First Source, -1-6-0 1-6-0 Arlington, WA 98223 5-10-12 5-10-12 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jul 10 12:46:10 2018 Page ID:waldQcd DO?5b?td KiwwfeXyzScD-wt7ShB311 gleoQc2YHarl MOoIkOhR noV27bSGLyzSC B 11-3-0 16-7-4 22-6-0 5-4-4 4x4 5-4-4 5-10-12 Scale = 1:39.8 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 7-8-3 7-8-3 14-9-13 22-6-0 7-1-11 7-8-3 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.44 BC 0.53 WB 0.21 (Matrix) DEFL. in (loc) I/defl Lid Vert(LL) -0.12 7-9 >999 240 Vert(CT) -0.21 6-7 >999 180 Horz(CT) 0.05 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 80 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (Ib/size) 6=950/Mechanical, 2=1081/0-5-8 Max Horz 2=85(LC 12) Max Uplift6=-26(LC 9), 2=-46(LC 8) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1651/54, 3-4=-1437/72, 4-5=-1473/80, 5-6=-1694/63 BOT CHORD 2-9=-61/1388, 9-10=0/938, 8-10=0/938, 8-11=0/938, 7-11=0/938, 6-7=-2/1439 WEBS 4-7=-43/563, 5-7=-399/124, 4-9=-37/511, 3-9=-364/120 Structural wood sheathing directly applied or 3-9-12 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 2. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. July 10,2018 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Wok' 250 Klug Circle Corona, CA 92880 job 81603707 Truss C01 Truss Type Common Qty 7 Ply 1 1892 plan K4870678 Job Reference (optional) Builders First Source, -1-6-0 1-6-0 Arlington, WA 98223 5-6-4 5-6-4 10-6-0 4-11-12 4x4 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jul 10 12:4610 2018 Page ID waldQcdDO?5b?tdKiwwfeXyzScD-wt7ShB311gleoQc2YHarIMOpzkQdRoKV27bSGLyzSCB 15-5-12 21-0-0 22-6-0 4-11-12 5-6-4 1-6-0 Scale = 1:39.4 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 7-2-3 7-2-3 13-9-13 21-0-0 6-7-11 7-2-3 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.34 BC 0.41 WB 0.18 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.07 2-10 >999 240 Vert(CT) -0.14 2-10 >999 180 Horz(CT) 0.04 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 77 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (Ib/size) 2=1004/0-5-8, 6=1004/0-5-8 Max Horz 2=72(LC 8) Max Uplift2=-45(LC 8), 6=-45(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1505/49, 3-4=-1306/67, 4-5=-1306/67, 5-6=-1505/50 BOT CHORD 2-10=-47/1261, 9-10=0/848, 8-9=0/848, 6-8=0/1261 WEBS 4-8=-33/471, 5-8=-335/111, 4-10=-33/471, 3-10=-335/111 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-3-14 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. July 10,2018 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. 11111-. MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 1892 plan K4870679 B1803707 CO2 Common Supported Gable 1 1 Job Reference (optional) Builders First Source, -1-6-0 1-6-0 1, Arlington,WA 98223 10-6-0 10-6-0 454 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jul 10 1246:11 2018 Page ID:waldQcd DO?5b?tdKiwwfeXyzScD-P4hquX4fo_tVQaAE5_54raZ1 X8sVAGGfHnKOonyzSCA 21-0-0 22-6-0 10-6-0 1-6-0 6.00 12 I I 3x4 = 23 22 21 20 19 18 17 16 15 14 3x4 = 21-0-0 Scale = 1:41.2 12 3x4 = 21-0-0 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.16 BC 0.05 WB 0.07 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) -0.01 13 n/r 180 Vert(CT) -0.01 13 n/r 120 Horz(CT) 0.00 12 n/a n/a PLATES GRIP MT20 185/148 Weight: 86 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 21-0-0. (Ib) - Max Horz 2=72(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 2, 19, 20, 21, 23, 17, 16, 15, 14, 12 Max Gray All reactions 250 Ib or less at joint(s) 2, 18, 19, 20, 21, 23, 17, 16, 15, 14, 12 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 19, 20, 21, 23, 17, 16, 15, 14, 12. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. July 10,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiT®k' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 1892 plan K4870680 B1803707 001 California Girder 1 1 Job Reference (optional) Builders First Source, -1-6-0 1-6-0 Arlington, WA 98223 4-3-4 3.00 12 4x12 = 4-3-4 41/0 7-1-10 0-1-12 2-8-10 12x20 = 10-0-0 2x4 11 2-10-6 3x8 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jul 10 12:46:13 2018 Page 1 I D:waldQcdDQ?5b?tdKiwwfeXyzScD-LSoaJD6wKb7DfuKdDP7Yw?e9txLlezyyk5p6tgyzSC8 15-8-12 12-10-6 5-1-1 1,7 f1) 1 2-10-6 2-2-11 0-5-1 0-1-12 2x4 11 6 Ftp 20-0-0 21-6-0 12x20 = 4-3-4 1-6-0 Scale = 1:39.1 4x12 = 2 8 14 21 13 22 5x16 = 4-3-4 I 7-1-10 10-0-0 4-3-4 2-10-6 2-10-6 12 8x16 MT2OHS = 23 12-10-6 11 24 5x16 — 15-8-12 10 20-0-0 2-10-6 2-10-6 4-3-4 Plate Offsets (X.Y)-- 3:1-0-12.Edge]. [7:1-0-12.Edge], [11:0-4-8.0-2-81 112:0-8-0.0-5-01 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TPI2014 CSI. TC 1.00 BC 0.80 WB 0.95 (Matrix) DEFL. in (loc) I/deft Ud Vert(LL) -0.62 12 >380 240 Vert(CT) -1.02 12 >230 180 Horz(CT) 0.10 8 n/a n/a PLATES GRIP MT20 185/148 MT2OHS 139/111 Weight: 89 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* 3-7: 2x4 DF 2400F 2.0E BOT CHORD 2x6 DF 2400F 2.0E WEBS 2x4 HF Stud REACTIONS. (Ib/size) 2=1702/0-5-8, 8=1701/0-5-8 Max Horz 2=19(LC 4) Max Uplift2=-225(LC 4), 8=-224(LC 5) BRACING - TOP CHORD Structural wood sheathing directly applied or 1-8-14 oc purlins, except 2-0-0 oc purlins (2-0-2 max.): 3-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5936/678, 3-15=-8125/972, 15-16=-8125/972, 4-16=-8125/972, 4-17=-8125/972, 5-17=-8125/972, 5-18=-8119/970, 6-18=-8119/970, 6-19=8119/970, 19-20=-8119/970, 7-20=-8119/970, 7-8=-5928/676 BOT CHORD 2-14=-647/5771, 14-21=-661/5782, 13-21=-661/5782, 13-22=-1058/9131, 12-22=-1058/9131, 12-23=-1058/9131, 11-23=-1058/9131, 11-24=-640/5774, 10-24=-640/5774, 8-10=-627/5764 WEBS 4-13=-440/119, 5-13=-1100/130, 6-11=-439/119, 5-11=-1106/131, 3-13=-317/2527, 7-11=-319/2529 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=225, 8=224. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 291 Ib down and 91 Ib up at 4-11-13, 148 Ib down and 46 Ib up at 6-0-12, 148 Ib down and 46 Ib up at 8-0-12, 148 Ib down and 46 Ib up at 10-0-0, 148 Ib down and 46 Ib up at 11-11-4, and 148 Ib down and 46 Ib up at 13-11-4, and 287 Ib down and 90 Ib up at 15-0-3 on top chord, and 76 Ib down at 4-0-12, 49 Ib down at 6-0-12, 49 Ib down at 8-0-12, 49 Ib down at 10-0-0, 49 Ib down at 11-11-4, and 49 Ib down at 13-11-4 , and 76 Ib down at 15-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Cnntini mart nn n=no 9 July 10,2018 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 1892 plan K4870680 B1803707 D01 California Girder 1 1 Job Reference (optional) Builders First Source, Arlington, WA 98223 7.640 s Aug 16 2017 MITek Industries, Inc. Tue Jul 10 12:46:13 2018 Page 2 I D:waIdQcdDQ?5b?tdKiwwfeXyzScD-LSoaJ D6wKb7DfuKdD P7Yw?e9txLlezyyk5p6tgyzSC8 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 3-7=-70, 7-9=-70, 2-8=-16 Concentrated Loads (Ib) Vert: 14=-34(B) 12=-22(B) 10=-34(B) 5=-148 15=-285(B) 16=-148 17=-148 18=-148 19=-148 20=-282(B) 21 -22(B)22 -22(B)23= -22(B)24 -22(B) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI67473 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, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. MITek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 1892 plan K4870681 B1803707 E01 Common Supported Gable 1 1 Job Reference (optional) Builders First Source, 1 -1-6-0 1-6-0 Arlington,WA 98223 9-9-0 9-9-0 4x4 = 6 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jul 10 12:46:14 2018 Page ID:waldQcdDO?5b?tdKiwwfeXyzScD-pfMZXY6Y5vF3H2vpn7enTC BXnLssNeA5zIZgP6yzSC7 19-6-0 21-0-0 1 9-9-0 1-6-0 6.00 12 Scale = 1:37.0 10 XX X X X X X X X X X X X X X X X X X X X X X X XX X X X X X XX X X XX X X X X X X X X X X X X X X X X XX X 3x4 = 18 17 16 15 14 13 19-6-0 12 3x4 = 19-6-0 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.16 BC 0.07 WB 0.06 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.00 11 n/r 180 Vert(CT) -0.00 11 n/r 120 Horz(CT) 0.00 10 n/a n/a PLATES GRIP MT20 185/148 Weight: 76 Ib 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 10-0-0 oc bracing. REACTIONS. All bearings 19-6-0. (Ib) - Max Horz 2=-67(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 2, 10, 16, 17, 18, 14, 13, 12 Max Gray All reactions 250 Ib or less at joint(s) 15, 16, 17, 14, 13 except 2=270(LC 1), 10=270(LC 1), 18=284(LC 19), 12=284(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 10, 16, 17, 18, 14, 13, 12. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. July 10,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 1892 plan K4870682 61803707 E02 Common 2 1 Job Reference (optional) Builders First Source, -1-6-0 1-6-0 Arlington, WA 98223 5-1-12 5-1-12 9-9-0 4-7-4 4x4 = 4 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jul 10 12:46:14 2018 Page I D:wa ldQcdD0?5b?tdKiwwfeXyzScD-pfMzXY6Y5vF3H2vpn7enTC BVXLj4NbT5zIZgP6yzSC7 14-4-4 19-6-0 I 21-0-0 4-7-4 5-1-12 1-6-0 Scale = 1:37.1 9-9-0 19-6-0 9-9-0 9-9-0 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 ` BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.30 BC 0.70 WB 0.23 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.16 2-8 >999 240 Vert(CT) -0.31 2-8 >738 180 Horz(CT) 0.04 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 70 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (Ib/size) 2=940/0-5-8, 6=940/0-5-8 Max Horz 2=-67(LC 13) Max Uplift2=-43(LC 8), 6=-43(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1360/61, 3-4=-993/33, 4-5=-993/33, 5-6=-1360/61 BOT CHORD 2-8=-54/1141, 6-8=0/1141 WEBS 4-8=0/516, 5-8=-388/116, 3-8=-388/115 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-7-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=1lomph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. July 10,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 1892 plan K4870683 B1803707 E03 Common Girder 1 Job Reference (optional) Builders First Source, 1 Arlington,WA 98223 5-1-12 5-1-12 6.00 12 1 9-9-0 4-7-4 4x6 II 3 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jul 10 12:46:16 2018 Page ID:waldQcdDO?5b?tdKiwwfeXyzScD-l1 UjxE8odWVnWL3CuYhFYdGj_9QIrPo0032mT?yzSC5 14-4-4 1 19-6-0 1 4-7-4 5-1-12 Scale = 1:35.3 4x6 i 2 4x8 4 5 4x12 i 9 10 8 11 3x10 11 1 5-1-12 1 5-1-12 9-9-0 12 7 13 8x12 = 14 14-4-4 6 3x10 11 15 16 19-6-0 4x12 4-7-4 4-7-4 5-1-12 I6 Plate Offsets (X.YI-- 1:0-2-8.0-2-81.[5:0-2-8.0-2-81.[7:0-5-4.0-4-8] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TPI2014 CSI. TC 0.81 BC 0.62 WB 0.63 (Matrix) DEFL. in (loc) I/defl Lid Vert(LL) -0.16 7-8 >999 240 Vert(CT) -0.28 7-8 >815 180 Horz(CT) 0.06 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 178 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF 2400F 2.0E WEBS 2x4 HF Stud 'Except* 3-7: 2x4 HF No.2 REACTIONS. (Ib/size) 1=5457/0-5-8, 5=6122/0-5-8 Max Harz 1=58(LC 31) Max Uplift/=-194(LC 8), 5=-214(LC 9) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-10116/363, 2-3=-7097/272, 3-4=-7098/273, 4-5=-10483/372 BOT CHORD 1-9=-334/8949, 9-10=-334/8949, 8-10=-334/8949, 8-11=-334/8949, 11-12=-334/8949, 7-12=-334/8949, 7-13=-285/9281, 13-14=-285/9281, 6-14=-285/9281, 6-15=-285/9281, 15-16=-285/9281, 5-16=-285/9281 WEBS 3-7=-188/5961, 4-7=-3438/191, 4-6=-62/2910, 2-7=-3059/182, 2-8=-54/2576 Structural wood sheathing directly applied or 2-9-14 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=1 lomph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 1=194, 5=214. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 934 Ib down and 42 Ib up at 2-0-12, 957 Ib down and 45 Ib up at 4-0-12, 1150 Ib down and 48 Ib up at 6-0-12, 1150 Ib down and 48 Ib up at 8-0-12, 1150 Ib down and 48 Ib up at 10-0-12, 1150 Ib down and 48 Ib up at 12-0-12, 1150 Ib down and 48 Ib up at 14-0-12, and 1150 Ib down and 48 Ib up at 16-0-12 , and 1150 Ib down and 48 Ib up at 18-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 July 10,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 1892 plan K4870683 B1803707 E03 Common Girder 1 Job Reference (optional) Builders First Source, Arlington, WA 98223 TP 7.640 s Aug 16 2017 MiTek Industries, Inc. ue Jul 10 12:46:16 2018 age 2 ID:waldQcdDO?5b?tdKiwwfeXyzScD-I1 UjxE8odWVnWL3CuYhFYdGj_9QIrPoOQ32mT?yzSC5 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 3-5=-70, 1-5=-16 Concentrated Loads (Ib) Vert: 6=-1150(B) 9=-934(B) 10=-957(B) 11= -1150(8)12=1150(B)13= -1150(B)14= -1150(B)15= -1150(B)16= -1150(B) a WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI.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. MII� MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 1892 plan K4870684 B1803707 HRO1 Corner Rafter 1 1 Job Reference (optional) Builders First Source, 1 Arlington,WA 98223 -2-1-7 2-1-7 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jul 10 12:46.16 2018 Page ID:waldQcdDO?5b?td KiwwfeXyzScD-11 UjxE8odVWnWL3CuYhFYdGrd9ZQrYa0Q32mT?yzSC5 7-0-2 1 7-10-11 7-0-2 0-10-10 3x6 7-0-2 7-0-2 7- 0-0-11 -o- 11 Scale = 1:19.4 Plate Offsets (X Y)-- LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 [2:0-2-1 0-0-5]. [2:0-3-8 Edge] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TP12014 CSI. TC 0.26 BC 0.00 WB 0.00 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.06 2-3 >999 Vert(CT) -0.09 2-3 >938 Horz(CT) -0.00 4 n/a L/d 240 180 n/a PLATES GRIP MT20 220/195 Weight: 23 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E REACTIONS. (lb/size) 4=27/Mechanical, 2=430/0-7-6, 3=308/0-2-2 Max Horz 2=52(LC 4) Max Upflft4=-6(LC 4), 2=-118(LC 4), 3=-85(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 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)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 3) Refer to girder(s) for truss to truss connections. 4) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 3 except (jt=1b) 2=118. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 10 Ib down and 10 Ib up at 2-9-8, 10 Ib down and 10 Ib up at 2-9-8, and 69 Ib down and 65 Ib up at 5-7-7, and 24 Ib down and 33 Ib up at 5-7-7 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-70 Concentrated Loads (Ib) Vert: 6=-69(F) N 4 July 10,2018 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 1892 plan K4870685 B1803707 HRO2 Comer Rafter 1 1 Job Reference (optional) Builders First Source, <7175- Arlington, WA 98223 -2-1-7 2-1-7 P 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jul 10 12:46:17 2018 age ID:waldQcdDO?5b?tdKiwwfeXyzScD-DE259a9QOgde8VeOSFC U4rpOLZvfa?gXfjnKORyzSC4 7-0-2 7-10-11 7-0-2 0-10-10 3x6 7-0-2 7-0-2 7-11)-)12 0411 Scale = 1:19.4 Plate Offsets (X Y)-- LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 [2:0-2-1.0-0-51. [2:0-3-8.Edge] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TPI2014 CSI. TC 0.26 BC 0.00 WB 0.00 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.07 2-3 >999 Vert(CT) -0.09 2-3 >929 Horz(CT) -0.00 4 n/a L/d 240 180 n/a PLATES GRIP MT20 220/195 Weight: 23 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E REACTIONS. (Ib/size) 4=27/Mechanical, 2=431/0-7-6, 3=312/0-2-2 Max Horz 2=52(LC 4) Max Uplift4=-6(LC 4), 2=-118(LC 4), 3=-86(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 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)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 3) Refer to girder(s) for truss to truss connections. 4) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 3 except (jt=Ib) 2=118. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 10 Ib down and 10 Ib up at 2-9-8, 10 Ib down and 10 Ib up at 2-9-8, and 72 Ib down and 66 Ib up at 5-7-7, and 25 Ib down and 34 Ib up at 5-7-7 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-70 Concentrated Loads (Ib) Vert: 6=-74(F=-1, B=-72) N 4 July 10,2018 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 1892 plan K4870686 B1803707 S01 Jack -Open 4 1 Job Reference (optional) Builders First Source, 1 Arlington,WA 98223 -1-6-0 1-6-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jul 10 12:46:17 2018 Page ID:waldQcdDO?5b?tdKiwwfeXyzScD-D E259a9QOgde8Ve0SFC U4rp2zZvsa?gXfjnKORyzSC4 1-11-11 1-11-11 1-11-11 1-11-11 1 Scale = 1:7.1 M 85 O N_ O LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.16 BC 0.05 WB 0.00 (Matrix) DEFL. in (loc) I/defl Ltd Vert(LL) -0.00 2 >999 240 Vert(CT) -0.00 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 7 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud REACTIONS. (lb/size) 3=23/Mechanical, 2=234/0-5-8, 4=15/Mechanical Max Horz 2=27(LC 4) Max Uplift3=-9(LC 8), 2=-59(LC 4) Max Grav3=23(LC 1), 2=234(LC 1), 4=34(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=llomph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. July 10,2018 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 atways 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. NOM 1111. MiTek" 250 Klug Circle Corona, CA 92880 Job B1803707 Truss SO2 Truss Type Jack -Open Girder Qty 1 Ply 1 1892 plan K4870687 Job Reference (optional) Builders First Source, ;l 0 Arlington,WA 98223 -1-6-0 1-6-0 7.640 s Aug 16 2017 MITek Industries, Inc. Tue Jul 10 124618 2018 Page ID:waldQcd DO?5b?td KiwwfeXyzScD-hQ cTMw92981VIfDaOyjjd2MCay8hJS3huNXtYtyzSC3 3-11-11 I 5-0-0 3-11-11 1-0-5 3-10-15 3-10-15 3-10-111 5-0-0 0-0-12 1-0-5 Scale = 1:12.6 m rA 0 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TP12014 CSI. TC 0.23 BC 0.46 WB 0.00 (Matrix) DEFL. in (loc) Udell L/d Vert(LL) -0.04 2-4 >999 240 Vert(CT) -0.07 2-4 >783 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 12 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud REACTIONS. (Ib/size) 3=171/Mechanical, 2=319/0-5-8, 4=50/Mechanical Max Horz 2=41(LC 4) Max Uplift3=-48(LC 8), 2=-55(LC 4) Max Grav 3=171(LC 1), 2=319(LC 1), 4=112(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 71 Ib down and 33 Ib up at 3-10-15 on top chord, and 33 Ib down at 4-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 2-4=-16 Concentrated Loads (Ib) Vert: 3=-71(F) 5=-15(F) July 10,2018 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. M� Mel(' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 1892 plan K4870688 B1803707 S03 Jack -Open Girder 1 1 Job Reference (optional) Builders First Source, Adington,WA 98223 -1-6-0 1-6-0 2 3.00 12 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jul 10 12:46:18 2018 Page ID:waldQcd D0?5b?tdKiwwfeXyzScD-hQcTMw92981VIfDaOyjjd2 MCay8hJS3huNXtYtyzSC3 3-10-15 5-0-0 3-10-15 1-1-1 3 3x4 = 3-10-3 3-10-3 5 4 3-10115 5-0-0 0-0-12 1-1-1 Scale = 1:12.6 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TP12014 CSI. TC 0.23 BC 0.46 WB 0.00 (Matrix) DEFL. in (loc) I/deft Ud Vert(LL) -0.04 2-4 >999 240 Vert(CT) -0.07 2-4 >783 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 12 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud REACTIONS. (Ib/size) 3=168/Mechanical, 2=317/0-5-8, 4=50/Mechanical Max Harz 2=40(LC 4) Max Uplift3=-48(LC 8), 2=-54(LC 4) Max Gray 3=168(LC 1), 2=317(LC 1), 4=112(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vutt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. Il; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 70 Ib down and 32 Ib up at 3-10-3 on top chord, and 33 Ib down at 4-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 2-4=-16 Concentrated Loads (Ib) Vert: 3=-70(B) 5=-15(B) July 10,2018 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. MN NM MII MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 1892 plan K4870689 B1803707 SO4 Jack -Open 5 1 Job Reference (optional) Builders First Source, Arlington, WA 98223 -1-6-0 1-6-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jul 10 12:46:19 2018 Page I D:wa IdQcdDO?5b?tdKiwwfeXyzScD-AcAsaGAgwRtM NponZg EyAGuL WM W R2vJg61 GR4JyzSC2 5-0-0 I 5-7-8 5-0-0 0-7-8 3x4 = 5-0-0 5-0-0 Scale = 1:14.2 ld 4 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.35 BC 0.36 WB 0.00 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) -0.03 2-5 >999 240 Vert(CT) -0.06 2-5 >913 180 Horz(CT) -0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 14 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud REACTIONS. All bearings Mechanical except (jt=length) 2=0-5-8, 3=0-1-8. (Ib) - Max Horz 2=52(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) 4, 2, 3 Max Gray All reactions 250 Ib or less at joint(s) 4, 5, 3 except 2=350(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2, 3. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. N d) July 10,2018 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. Mit MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 1892 plan K4870690 B1803707 S05 Jack -Open 1 1 Job Reference (optional) Builders First Source, 1 Arlington,WA 98223 -1-6-0 1-6-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jul 10 12:46:19 2018 Page ID:waldQcdDO?5b?tdKiwwfeXyzScD-AcAsaGAgwRtMNponZgEyAGuNoMYk2VJg61 GR4JyzSC2 3-11-11 4-1-0 3-11-11 045 3-11-11 4-O 0 3-11-11 0-0 5 Scale = 1:10.7 0 O LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 " BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.20 BC 0.22 WB 0.00 (Matrix) DEFL. in (loc) 1/deft Ud Vert(LL) -0.01 2-4 >999 240 Vert(CT) -0.02 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 11 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud REACTIONS. (lb/size) 3=100/Mechanical, 2=308/0-5-8, 4=30/Mechanical Max Horz 2=41(LC 4) Max Uplift3=-27(LC 8), 2=-61(LC 4) Max Gray 3=100(LC 1), 2=308(LC 1), 4=67(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. July 10,2018 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. M� MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 1892 plan K4870691 B1803707 S06 Jack -Open 1 1 Job Reference (optional) Builders First Source, d Adington,WA 98223 -1-6-0 1-6-0 2 1 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Jul 10 12:46:20 2018 Page 1 I D:waldQcdDO?5b?tdKiwwfeXyzScD-eoj EncBJgIOD?zMz7NI BiTRYYmtznMZ_LhO_dmyzSC 1 3-10-15 4101 3-10-15 0-1-1 1 3-10-15 4 3-10-15 410-9 0-1-1 Scale = 1:10.7 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.20 BC 0.22 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.01 2-4 >999 240 Vert(CT) -0.02 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 11 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud REACTIONS. (Ib/size) 3=98/Mechanical, 2=306/0-5-8, 4=30/Mechanical Max Horz 2=40(LC 4) Max Uplift3=-27(LC 8), 2=-61(LC 4) Max Grav3=98(LC 1), 2=306(LC 1), 4=67(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. July 10,2018 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. MiTek' 250 Klug Circle Corona, CA 92880 Symbols PLATE LOCATION AND ORIENTATION 1 3/ " Center plate on joint unless x, y 4 offsets 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 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or altemative Tor 1 bracing should be considered. 3. stackr eathe design elyg shown and never stack matt eed erials on inadequauately braced trusses. 4. Provide copies of this truss design to the building designer,supervisor,property owner and all otherter ted parties.plates 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is instated, 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. Reviewandpictures) ball portionsefore ofuse. this Reviewing design (front,pictback, alone words is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. I J 1 TOP CHORDS (Drawings not to scale) 2 3 are =MIN=MINDimensions are in ft-in-sixteenths. Ili;b‘,. Apply plates to both sides of truss and fully embed teeth. �'�16 c,-2 c2-a 1OP CHORD C1-8 W2-7 \33\31a) W3-6 ilia. For 4 x 2 orientation, locate 0-i,d' from outside edge of truss. This symbol indicates the c7-8 c6-7 C5-6 p F 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 9 established by others. © 2012 MiTek® All Rights Reserved required direction of slots in * Plate software PLATE 4 LATERAL BEARING 4111MI0 location x ��� II 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 i_ IlliTeke' MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 number where bearings occur. Min size shown is for crushing only. ..-=:-.. _� Industry Standards: ANSI/TP11: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 55-07-08 4-00-00 46-00-00 5-07-08 i. O 0 0 O 0 N 1-0I, -00 A - HUS26 19-06-00 16-01-08 14-04-08 55-07-08 5-07-08 RT - Tuckwilla, WA Geotechnical Engineering Report 51st P1 S Development 125XX 51st P1 S Tukwila, Washington P/Ns 0179002410, 0179002425, 0179002430, 0179002435, 0179002464, 0179002450, 0179002501, 0179002255, 0179002251 February 19, 2018 r3Lz. prepared for: Cary Lang Constructi Attention: Cary Lang 29815 24th Ave SW Federal Way, Washington prepared by: n REVIEWED FOR CODE COMPLIANCE APPROVED 9802J6 2 2 2018 City of Tukwila BUILDING DIVISION Migizi Group, Inc. PO Box 44840 Tacoma, Washington 98448 (253) 537-9400 MGI Project P1175 -T18 bi S- o4,24.4.11 CITY OF TUKWILA AUG 03 2018 PERMIT CENTER TABLE OF CONTENTS Page No. 1.0 SITE AND PROJECT DESCRIPTION 1 2.0 EXPLORATORY METHODS 2 2.1 Test Pit Procedures 2 3.0 SITE CONDITIONS 3 3.1 Surface Conditions 3 3.2 Soil Conditions 4 3.3 Groundwater Conditions 4 3.4 Infiltration Conditions and Infiltration Rate 4 3.5 Seismic Conditions 5 3.6 Liquefaction Potential 5 4.0 CONCLUSIONS AND RECOMMENDATIONS 6 4.1 Site Preparation 6 4.2 Spread Footings 8 4.3 Slab -On -Grade -Floors 10 4.4 Asphalt Pavement 10 4.5 Structural Fill 11 5.0 RECOMMENDED ADDITIONAL SERVICES 13 6.0 CLOSURE 13 List of Tables Table 1. Approximate Locations and Depths of Explorations 2 Table 2. Laboratory Test Results for Non -Organic Onsite Soils 5 List of Figures Figure 1. Topographic and Location Map Figure 2. Site and Exploration Plan APPENDIX A Soil Classification Chart and Key to Test Data A-1 Log of Test Pits TP -1 and TP -3 A -2...A-4 APPENDIX B Laboratory Testing Results i MIGIZI GROUP, INC. PO Box 44840 PHONE (253) 537-9400 Tacoma, Washington 98448 FAX (253) 537-9401 February 19, 2018 Cary Lang Construction 29815 24th Ave SW Federal Way, WA 98023 Attention: Cary Lang Subject: Geotechnical Engineering Report 51St P1 S Development 125XX 51st P1 S Tukwila, Washington P/Ns 0179002410, 0179002425, 0179002430, 0179002435, 0179002464, 0179002450, 0179002501, 0179002255, 0179002251 MGI Project P1175 -T18 Dear Mr. Lang: Migizi Group, Inc. (MGI) is pleased to submit this report describing the results of our geotechnical engineering evaluation of your proposed residential developments in Tukwila, Washington. This report has been prepared for the exclusive use of Cary Lang Construction, and their consultants, for specific application to this project, in accordance with generally accepted geotechnical engineering practice. 1.0 SITE AND PROJECT DESCRIPTION The project site consists of nine adjacent, undeveloped residential parcels located towards the southern terminus of 5P1 P1 S, towards the southeast corner of the Allentown neighborhood of Tukwila, Washington as shown on the enclosed Topographic and Location Map (Figure 1). The parcels are largely located along the west side of 51st P1 S, between this roadway and 50th PIS. Two smaller parcels, however, are located along the east side of the roadway; directly adjacent to its southern terminus. Preliminary design information provided to us indicates that these nine parcels will be consolidated into six developable residential lots; with five being located along the west side of 51St PIS, and one along the east side. The proposed lot configuration is indicated in the attached Figure 2; with the lots being designated as Lot A through Lot F. The subject properties encompass a total area of 0.98 -acres. Page 1 of 13 Cary Lang Construction — 515 P1 S Development, 125XX 515' P1 S, Tukwila, WA Geotechnical Engineering Report February 19, 2018 P1175 -T18 Improvement plans involve the clearing/stripping of the subject properties, and the construction of a single-family residence within the confines of each residential lot. To provide access to the southernmost of these lots, 51st P1 S will also have to be extended, which, as we understand, will be implemented as part of this development. 2.0 EXPLORATORY METHODS We explored surface and subsurface conditions at the project site on January 4, 2018. Our exploration and evaluation program comprised the following elements: • Surface reconnaissance of the site; • Three test pit explorations (designated TP -1 through TP -3), advanced on January 4, 2018; • One grain -size analysis performed on a soil sample collected from our subsurface explorations; and • A review of published geologic and seismologic maps and literature. Table 1 summarizes the approximate functional locations and termination depths of our subsurface explorations, and Figure 2 depicts their approximate relative locations. The following sections describe the procedures used for excavation of the test pits. TABLE 1 APPROXIMATE LOCATIONS AND DEPTHS OF EXPLORATIONS Exploration Functional Location Termination Depth (feet) TP -1 TP -2 TP -3 North end of the project area, between Lots A & B South end of project area, between Lots C & D East side of 515' P1 S, center of Lot F 10 10 10 The specific number and locations of our explorations were selected in relation to the existing site features, under the constraints of surface access, underground utility conflicts, and budget considerations. It should be realized that the explorations performed and utilized for this evaluation reveal subsurface conditions only at discrete locations across the project site and that actual conditions in other areas could vary. Furthermore, the nature and extent of any such variations would not become evident until additional explorations are performed or until construction activities have begun. If significant variations are observed at that time, we may need to modify our conclusions and recommendations contained in this report to reflect the actual site conditions. 2.1 Test Pit Procedures Our exploratory test pits were excavated with a rubber -tired backhoe operated by an excavation contractor under subcontract to Cary Lang Construction. An engineering geologist from our firm observed the test pit excavations, collected soil samples, and logged the subsurface conditions. Migizi Group, Inc. Page 2 of 13 Cary Lang Construction - 51" P1 S Development, 125XX 515' PI S, Tukwila, WA Geotechnical Engineering Report February 19, 2018 P1175 -T18 The enclosed test pit logs indicate the vertical sequence of soils and materials encountered in our test pits, based on our field classifications. Where a soil contact was observed to be gradational or undulating, our logs indicate the average contact depth. We estimated the relative density and consistency of the in-situ soils by means of the excavation characteristics and the stability of the test pit sidewalls. Our logs also indicate the approximate depths of any sidewall caving or groundwater seepage observed in the test pits. The soils were classified visually in general accordance with the system described in Figure A-1, which includes a key to the exploration logs. Summary logs of our explorations are included as Figures A-2 and A-4. 3.0 SITE CONDITIONS The following sections present our observations, measurements, findings, and interpretations regarding, surface, soil, groundwater, and infiltration conditions. 3.1 Surface Conditions As previously indicated, the project site consists of nine adjacent, undeveloped residential parcels located towards the southern terminus of 51st P1 S, towards the southeast corner of the Allentown neighborhood of Tukwila, Washington. Preliminary design information provided to us indicates that these nine parcels will be consolidated into six developable residential lots, designated Lot A through Lot F. These individual lots will have an areal extent which ranges from 6,500 — 8,612 sf. The project area is located northeast of a southwesterly bend in the Duwamish River, with the subject properties being as close as ± 200 feet to the waterway. The space located immediately within this bend is occupied by Codiga Park. The project area is bound on the south and west by 50th P1 S, on the north by developed residential sites, and on the east by the large BNSF Intermodal property. Lot F, the only lot proposed along the east side of 51S1P1 S, is the only lot which shares an immediate border with the BNSF property. This border is marked by a shallow ravine, which contains a seasonal ancillary stream that feeds the Duwamish River from upland properties further to the northeast. This ravine is approximately 10 to 12 feet deep and contains localized gradients of 50 to 60 percent. It's apparent through field and soil observations across this region that this slope proponent is manmade and resultant from extensive fill placement observed across the project area. Given the fact that it is manmade, it is also exempt from developmental restrictions related geological hazards, as imposed by county and/or municipality regulations. We recommend that foundation elements for the residential structure proposed within Lot F maintain a minimum structural setback of 15 -feet from the edge of this slope break. The remainder of the project area is relatively level, with minimal grade change observed over its extent. The area between Lot D and Lot F, occupied by the right-of-way of 51st P1 S, forms a small knoll, sitting approximately 5 to 10 -feet higher than that of adjacent grades. This region will be leveled out during grading for the extension of 51st P1 S. At the time of our site visit, it was apparent that the project area had recently been cleared, with scattered stockpiles of organic materials being present across the subject properties. Vegetation consisted primarily of tall grasses and blackberry bushes, with scattered thin deciduous trees also being present. Migizi Group, Inc. Page 3 of 13 Cary Lang Construction - 51" PI S Development, 125XX 515' PI S, Tukwila, WA Geotechnical Engineering Report February 19, 2018 P1175 -T18 No hydrologic features were observed on site, such as seeps, springs, ponds and streams. As noted above, a seasonal ancillary stream channel is present immediately offsite to the east. 3.2 Soil Conditions Our test pit explorations revealed relatively consistent subgrade conditions across the project area, generally consisting of a variable amount of fill material overlying native, alluvial soils, deposited by the nearby Duwamish River; with the project area being located within its archaic flood plain. Fill material was encountered at surface elevations in all three of our test pit explorations, extending to depths of 4 to 5 feet across the west side of the project area (TP -1 and TP -2), and upwards of 10 feet within the center of Lot F (TP -3). Fill material was generally encountered in a medium dense in situ condition and was comprised of gravelly silty sand with some asphalt and/or concrete debris. Alluvium generally consists of poorly consolidated sediments comprised of fine sand, silty sand, and silt with intermittent peat deposits. Native soils encountered onsite were generally poorly consolidated and fine-grained, ranging in composition between silty sand to fine sand. Native sands were encountered at a depth of 7 feet in both test pit explorations TP -1 and TP -2, extending through the termination of each exploration; a maximum depth of 10 feet. In the Geologic Map of the Des Moines 7.5' Quadrangle, King County, Washington, as prepared by the U.S. Department of the Interior U.S. Geological Survey (USGS) (2004), the project site is mapped as containing Qal, or Quaternary Alluvium. Our subsurface explorations generally correspond with the mapping of the site performed by the USGS. - The enclosed exploration logs (Appendix A) provide a detailed description of the soil strata encountered in our subsurface explorations. 3.3 Groundwater Conditions We did not encounter groundwater in any of our subsurface explorations, which extended to a depth of 10 feet below existing grade. Given our knowledge of the geology and hydrology of the region, we anticipate that groundwater is present at a depth of 121/2 to 15 feet below existing grade. Seasonally perched groundwater, however, will likely be encountered at shallow depths during extended periods of wet weather due to the poor permeability of existing fill material. We do not anticipate that groundwater will be present in most project excavations, nor be a limiting factor in the proposed development. 3.4 Infiltration Conditions and Infiltration Rate As indicated in the Soil Conditions section of this report, fill material is present at surface elevations across each proposed residential lot, extending upwards of 5 feet below grade within Lots A-E, and at least 10 feet deep within Lot F. Immediately below this material in Lots A-E, native, fine silty sand is present, extending through a depth of 7 feet. Below 7 feet at this location, native soils grade to fine sand with silt, which our grain size analyses (presented in Table 2, below) indicates contains a relative fines content (percent silt/clay) of approximately 11 percent. Migizi Group, Inc. Page 4 of 13 Cary Lang Construction — 515' P1 S Development, 125XX 515' PI S, Tukwila, WA Geotechnical Engineering Report February 19, 2018 P1175 -T18 The results of our soil grain size analyses are presented below, and the attached Soil Gradation Graphs (Appendix B) display the grain -size distribution of the samples tested. TABLE 2 LABORATORY TEST RESULTS FOR NON-ORGANIC ONSITE SOILS Soil Sample, Depth % Coarse Gravel °/0 Fine Gravel %Coarse Sand Medium Sand % Fine Sand % Fines Dio TP -1, S-2, 7 feet TP-2, S-1, 7 feet 0 0 0.1 0.1 0.2 1.6 1.2 7.5 87.6 80.2 11.0 10.5 -- -- Drainage Design Considerations Given the fine-grained nature of site soils, we do not interpret full -infiltration as being feasible for this project. For Lots A-E, site produced stormwater should be managed through the introduction of dispersion systems or limited infiltration. If limited infiltration is utilized, trench or drywell dimensions should be as per recommendations found in Sections C.2.3.3 or C.2.3.4 of the King County Surface Water Design Manual (KCSWDM). If retention facilities are constructed within the intermittent silty sand stratum encountered at a depth of 4 to 7 feet, the USDA classification of loamy sand should be utilized for facility sizing, and if the facilities extend down to the fine sand stratum (below 7 feet), the USDA classification of sand should be utilized for design. Limited infiltration should not be utilized in Lot F given the presence of extensive fill soils underlying this region. More creative means should be implemented to manage stormwater for this lot. 3.5 Seismic Conditions Based on our analysis of subsurface exploration logs and our review of published geologic maps, we interpret the onsite soil conditions to generally correspond with site class D, as defined by Table 30.2-1 in ASCE 7, per the 2015 International Building Code (IBC). Using 2015 IBC information on the USGS Design Summary Report website, Risk Category I/II/III seismic parameters for the site are as follows: Ss = 1.494 g SMS = 1.494 g SDs = 0.996 g Si = 0.560 g SMI = 0.840 g SD] = 0.560 g Using the 2015 IBC information, MCER Response Spectrum Graph on the USGS Design Summary Report website, Risk Category I/II/III, Sa at a period of 0.2 seconds is 1.49 g and Sa at a period of 1.0 seconds is 0.84 g. The Design Response Spectrum Graph from the same website, using the same IBC information and Risk Category, Sa at a period of 0.2 seconds is 1.00 g and Sa at a period of 1.0 seconds is 0.56 g. 3_6 Liquefaction Potential Liquefaction is a sudden increase in pore water pressure and a sudden loss of soil shear strength caused by shear strains, as could result from an earthquake. Research has shown that saturated, loose, fine to medium sands with a fines (silt and clay) content less than about 20 percent are most Migizi Group, Inc. Page 5 of 13 Cary Lang Construction - 515' P1 S Development, 125XX 515' P1 S, Tukwila, WA Geotechnical. Engineering Report February 19, 2018 P1175 -T18 susceptible to liquefaction. No saturated, poorly consolidated granular soils were encountered throughout the course of our test pit explorations. We interpret site soils as having a low potential of liquefying during a large-scale seismic event. 4.0 CONCLUSIONS AND RECOMMENDATIONS Improvement plans involve the clearing/stripping of the subject properties and the construction of a single-family residence within the confines of each residential lot. To provide access to the southernmost of these lots, 51St P1 S will also have to be extended, which, as we understand, will be implemented as part of this development. We offer these recommendations: • Feasibility: Based on our field explorations, research and analyses, the proposed structures appear feasible from a geotechnical standpoint. • Setback: We recommend that foundation elements for the residential structure proposed within Lot F maintain a minimum structural setback of 15 -feet from the edge of the slope break. • Foundation Options: Foundation elements for the proposed residences should be constructed on medium dense or denser undisturbed native soils, or on structural fill bearing pads extending down to these soils. In our opinion, existing fill soils are suitable for foundation support and we anticipate that adequate bearing soils will be encountered within 2 feet of existing grade. Recommendations for Spread Footings are provided in Section 4.2. • Floor Options: Floor sections for the proposed residences should bear on medium dense or denser native soils or on a properly compacted structural fill subbase. In our opinion, existing fill soils are suitable for slab support, and we anticipate that adequate bearing soils will be encountered within two feet of existing grade. Recommendations for slab -on -grade floors are included in Section 4.3. Fill underlying floor slabs should be compacted to 95 percent (ASTM:D-1557). The following sections of this report present our specific geotechnical conclusions and recommendations concerning site preparation, spread footings, slab -on -grade floors, asphalt pavement, and structural fill. The Washington State Department of Transportation (WSDOT) Standard Specifications and Standard Plans cited herein refer to WSDOT publications M41-10, Standard Specifications for Road, Bridge, and Municipal Construction, and M21-01, Standard Plans for Road, Bridge, and Municipal Construction, respectively. 4_1 Site Preparation Preparation of the project site should involve erosion control, temporary drainage, clearing, stripping, excavations, cutting, subgrade compaction, and filling. Erosion Control: Before new construction begins, an appropriate erosion control system should be installed. This system should collect and filter all surface water runoff through silt fencing. We anticipate a system of berms and drainage ditches around construction areas will provide an adequate collection system. Silt fencing fabric should meet the requirements of WSDOT Standard Migizi Group, Inc. Page 6 of 13 Cary Lang Construction — 515' P1 S Development, 125XX 515' P1 S, Tukwila, WA Geotechnical Engineering Report February 19, 2018 P1175 -T18 Specification 9-33.2 Table 3. In addition, silt fencing should embed a minimum of 6 inches below existing grade. An erosion control system requires occasional observation and maintenance. Specifically, holes in the filter and areas where the filter has shifted above ground surface should be replaced or repaired as soon as they are identified. Temporary Drainage: We recommend intercepting and diverting any potential sources of surface or near -surface water within the construction zones before stripping begins. Because the selection of an appropriate drainage system will depend on the water quantity, season, weather conditions, construction sequence, and contractor's methods, final decisions regarding drainage systems are best made in the field at the time of construction. Based on our current understanding of the construction plans, surface and subsurface conditions, we anticipate that curbs, berms, or ditches placed around the work areas will adequately intercept surface water runoff. Clearing and Stripping: After surface and near -surface water sources have been controlled, sod, topsoil, and root -rich soil should be stripped from the site. Our subsurface explorations indicate that the organic horizon can reach thicknesses of up to 10 inches. Stripping is best performed during a period of dry weather. Site Excavations: Based on our explorations, we expect that site excavations will predominately encounter moderately consolidated fill soils at shallow elevations, and poorly consolidated fine-grained soils with depth, both of which can be readily excavated using standard excavation equipment. Dewatering: Our explorations did not encounter groundwater within their termination depths, nor do we expect that groundwater will be present in the planned excavations. However, if groundwater is encountered, we anticipate that an internal system of ditches, sump holes, and pumps will be adequate to temporarily dewater excavations. Temporary Cut Slopes: All temporary soil slopes associated with site cutting or excavations should be adequately inclined to prevent sloughing and collapse. Temporary cut slopes in site soils should be no steeper than 11/2H:1V, and should conform to Washington Industrial Safety and Health Act (WISHA) regulations. Subgrade Compaction: Exposed subgrades for the foundation of the proposed residence should be compacted to a firm, unyielding state before new concrete or fill soils are placed. Any localized zones of looser granular soils observed within a subgrade should be compacted to a density commensurate with the surrounding soils. In contrast, any organic, soft, or pumping soils observed within a subgrade should be overexcavated and replaced with a suitable structural fill material. Site Filling: Our conclusions regarding the reuse of onsite soils and our comments regarding wet - weather filling are presented subsequently. Regardless of soil type, all fill should be placed and compacted according to our recommendations presented in the Structural Fill section of this report. Specifically, building pad fill soil should be compacted to a uniform density of at least 95 percent (based on ASTM:D-1557). Migizi Group, Inc. Page 7 of 13 Cary Lang Construction - 515' P1 S Development, 125XX 515' P1 S, Tukwila, WA Geotechnical Engineering Report February 19, 2018 P1175 -T18 Onsite Soils: We offer the following evaluation of these onsite soils in relation to potential use as structural fill: • Surficial Organic Soil and Organic -Rich Fill Soils: Where encountered, surficial organic soils like duff, topsoil, root -rich soil, and organic -rich fill soils are not suitable for use as structural fill under any circumstances, due to high organic content. Consequently, this material can be used only for non-structural purposes, such as in landscaping areas. • Existing Fill Material: Underlying a surface mantle of sod and topsoil, existing fill material was encountered, being comprised of gravelly silty sand with scattered debris, and extending upwards of 5 feet below grade across much of the site. These soils are moderately moisture sensitive and will become increasingly difficult to reuse during wet weather conditions. If reuse is planned, care should be taken while stockpiling in order to avoid saturation/over-saturation of the material, and moisture conditioning should be expected. • Native Alluvium: Underlying existing fill material, native alluvium consists of fine silty to sand with silt, generally becoming cleaner with depth. As with the fill soils, this material should be considered moderately moisture sensitive, and will become increasingly difficult to reuse under wet -weather conditions. Permanent Slopes: All permanent cut slopes and fill slopes should be adequately inclined to reduce long-term raveling, sloughing, and erosion. We generally recommend that no permanent slopes be steeper than 2H:1V. For all soil types, the use of flatter slopes (such as 21/2H:1V) would further reduce long-term erosion and facilitate revegetation. Slope Protection: We recommend that a permanent berm, swale, or curb be constructed along the top edge of all permanent slopes to intercept surface flow. Also, a hardy vegetative groundcover should be established as soon as feasible, to further protect the slopes from runoff water erosion. Alternatively, permanent slopes could be armored with quarry spalls or a geosynthetic erosion mat. 4_2 Spread Footings In our opinion, conventional spread footings will provide adequate support for the proposed residences if the subgrade is properly prepared. We offer the following comments and recommendations for spread footing design. Footing Depths and Widths: For frost and erosion protection, the bases of all exterior footings should bear at least 18 inches below adjacent outside grades, whereas the bases of interior footings need bear only 12 inches below the surrounding slab surface level. To reduce post -construction settlements, continuous (wall) and isolated (column) footings should be at least 16 and 24 inches wide, respectively. Migizi Group, Inc. Page 8 of 13 Cary Lang Construction — 515' P1 S Development, 125XX 515' P1 S, Tukwila, WA Geotechnical Engineering Report February 19, 2018 P1175 -T18 Bearing Subgrades: Footings should bear on medium dense or denser, undisturbed native soils which have been stripped of surficial organic soils and vigorously surface compacted, or on properly compacted structural fill bearing pads. In our opinion, existing fill soils are suitable for foundation support, and we anticipate that adequate bearing soils will be encountered within 2 feet of existing grade. In general, before footing concrete is placed, any localized zones of loose soils exposed across the footing subgrades should be compacted to a firm, unyielding condition, and any localized zones of soft, organic, or debris -laden soils, should be overexcavated and replaced with suitable structural fill. Lateral Overexcavations: Because foundation stresses are transferred outward as well as downward into the bearing soils, all structural fill placed under footings, should extend horizontally outward from the edge of each footing. This horizontal distance should be equal to the depth of placed fill. Therefore, placed fill that extends 3 feet below the footing base should also extend 3 feet outward from the footing edges. Subgrade Observation: All footing subgrades should consist of firm, unyielding, native soils, or structural fill materials that have been compacted to a density of at least 95 percent (based on ASTM:D-1557). Footings should never be cast atop loose, soft, or frozen soil, slough, debris, existing uncontrolled fill, or surfaces covered by standing water. Bearing Pressures: In our opinion, for static loading, footings that bear on moderately consolidated recessional outwash soils can be designed for a maximum allowable soil bearing pressure of 1,500 psf. A one-third increase in allowable soil bearing capacity may be used for short-term loads created by seismic or wind related activities. Footing Settlements: Assuming that structural fill soils are compacted to a medium dense or denser state, we estimate that total post -construction settlements of properly designed footings bearing on properly prepared subgrades will not exceed 1 inch. Differential settlements for comparably loaded elements may approach one-half of the actual total settlement over horizontal distances of approximately 50 feet. Footing Backfill: To provide erosion protection and lateral load resistance, we recommend that all footing excavations be backfilled on both sides of the footings and stemwalls after the concrete has cured. Either imported structural fill or non-organic onsite soils can be used for this purpose, contingent on suitable moisture content at the time of placement. Regardless of soil type, all footing backfill soil should be compacted to a density of at least 90 percent (based on ASTM:D-1557). Lateral Resistance: Footings that have been properly backfilled as recommended above will resist lateral movements by means of passive earth pressure and base friction. We recommend using an allowable passive earth pressure of 225 psf and an allowable base friction coefficient of 0.35 for site soils. Migizi Group, Inc. Page 9 of 13 Cary Lang Construction — 51st P1 S Development, 125XX 51st P1 S, Tukwila, WA Geotechnical Engineering Report February 19, 2018 P1175 -T18 4.3 Slab -On -Grade Floors In our opinion, soil -supported slab -on -grade floors can be used in the proposed residences if the subgrades are properly prepared. Floor sections for the proposed structures should bear on medium dense or denser native soils or on a properly compacted structural fill subbase. In our opinion, existing fill soils are suitable for slab support, and we anticipate that adequate bearing soils will be encountered within two feet of existing grade. We offer the following comments and recommendations concerning slab -on -grade floors. Floor Subbase: Surface compaction of all slab subgrades is recommended. If a subbase is required, it should be compacted to a density of at least 95 percent (based on ASTM:D-1557). Capillary Break and Vapor Barrier: To retard the upward wicking of moisture beneath the floor slab, we recommend that a capillary break be placed over the subgrade. Ideally, this capillary break would consist of a 4 -inch -thick layer of pea gravel or other clean, uniform, well-rounded gravel, such as "Gravel Backfill for Drains" per WSDOT Standard Specification 9-03.12(4), but clean angular gravel can be used if it adequately prevents capillary wicking. In addition, a layer of plastic sheeting (such as Crosstuff, Visqueen, or Moistop) should be placed over the capillary break to serve as a vapor barrier. During subsequent casting of the concrete slab, the contractor should exercise care to avoid puncturing this vapor barrier. Vertical Deflections: Due to elastic compression of subgrades, soil -supported slab -on -grade floors can deflect downwards when vertical loads are applied. In our opinion, a subgrade reaction modulus of 250 pounds per cubic inch can be used to estimate such deflections. 44 Asphalt Pavement We offer the following comments and recommendations for asphalt pavement design and construction. Subgrade Preparation: After removal of any organics underlying pavements, we recommend a conventional pavement section comprised of an asphalt concrete pavement over a crushed rock base course over a properly prepared (compacted) subgrade or a granular subbase. Existing fill soils appear amenable to pavement support, and we do not anticipate the need for any localized over - excavations. We recommend limiting the subgrade preparation to times of dry weather. All soil subgrades should be thoroughly compacted, then proof -rolled with a loaded dump truck or heavy compactor. Any localized zones of yielding subgrade disclosed during this proof -rolling operation should be over excavated a maximum depth of 12 inches and replaced with a suitable structural fill material. All structural fill should be compacted according to our recommendations given in the Structural Fill section. Specifically, the upper 2 feet of soils underlying pavement section should be compacted to at least 95 percent (based on ASTM D-1557), and all soils below 2 feet should be compacted to at least 90 percent. Migizi Group, Inc. Page 10 of 13 Cary Lang Construction — 51st PI S Development, 125XX 51st P1 S, Tukwila, WA Geotechnical Engineering Report February 19, 2018 P1175 -T18 Pavement Materials: For the base course, we recommend using imported crushed rock, such as "Crushed Surfacing Top Course" per WSDOT Standard Specification 9-03.9(3). If a subbase course is needed, we recommend using imported, clean, well -graded sand and gravel such as "Ballast" or "Gravel Borrow" per WSDOT Standard Specifications 9-03.9(1) and 9-03.14, respectively. Conventional Asphalt Sections: A conventional pavement section typically comprises an asphalt concrete pavement over a crushed rock base course. We recommend using the following conventional pavement sections: Minimum Thickness Section Automobile Parking Area Driveways and High Traffic Areas Asphalt Concrete Pavement 2 inches 3 inches Crushed Rock Base 4 inches 6 inches Granular Structural Fill or Cement 24 inches 24 inches Treated Base Compaction and Observation: All subbase and base course material should be compacted to at least 95 percent of the Modified Proctor maximum dry density (ASTM D-1557), and all asphalt concrete should be compacted to at least 92 percent of the Rice value (ASTM D-2041). We recommend that an MGI representative be retained to observe the compaction of each course before any overlying layer is placed. For the subbase and pavement course, compaction is best observed by means of frequent density testing. For the base course, methodology observations and hand -probing are more appropriate than density testing. Pavement Life and Maintenance: No asphalt pavement is maintenance -free. The above described pavement sections present our minimum recommendations for an average level of performance during a 20 -year design life, therefore, an average level of maintenance will likely be required. Furthermore, a 20 -year pavement life typically assumes that an overlay will be placed after about 10 years. Thicker asphalt and/or thicker base and subbase courses would offer better long-term performance but would cost more initially; thinner courses would be more susceptible to "alligator" cracking and other failure modes. As such, pavement design can be considered a compromise between a high initial cost and low maintenance costs versus a low initial cost and higher maintenance costs. 4.5 Structural Fill The term "structural fill" refers to any material placed under foundations, retaining walls, slab -on - grade floors, sidewalks, pavements, and other structures. Our comments, conclusions, and recommendations concerning structural fill are presented in the following paragraphs. Materials: Typical structural fill materials include clean sand, gravel, pea gravel, washed rock, crushed rock, well -graded mixtures of sand and gravel (commonly called "gravel borrow" or "pit - run"), and miscellaneous mixtures of silt, sand, and gravel. Recycled asphalt, concrete, and glass, which are derived from pulverizing the parent materials, are also potentially useful as structural fill in certain applications. Soils used for structural fill should not contain any organic matter or debris, nor any individual particles greater than about 6 inches in diameter. Migizi Group, Inc. Page 11 of 13 } Cary Lang Construction — 515' P1 S Development, 125XX 515' P1 S, Tukwila, WA Geotechnical Engineering Report February 19, 2018 P1175 -T18 Fill Placement: Clean sand, gravel, crushed rock, soil mixtures, and recycled materials should be placed in horizontal lifts not exceeding 8 inches in loose thickness, and each lift should be thoroughly compacted with a mechanical compactor. Compaction Criteria: Using the Modified Proctor test (ASTM:D-1557) as a standard, we recommend that structural fill used for various onsite applications be compacted to the following minimum densities: Fill Application Footing subgrade and bearing pad Foundation backfill Slab -on -grade floor subgrade and subbase Asphalt pavement base Asphalt pavement subgrade (upper 2 feet) Asphalt pavement subgrade (below 2 feet) Minimum Compaction 95 percent 90 percent 95 percent 95 percent 95 percent 90 percent Subgrade Observation and Compaction Testing: Regardless of material or location, all structural fill should be placed over firm, unyielding subgrades prepared in accordance with the Site Preparation section of this report. The condition of all subgrades should be observed by geotechnical personnel before filling or construction begins. Also, fill soil compaction should be verified by means of in-place density tests performed during fill placement so that adequacy of soil compaction efforts may be evaluated as earthwork progresses. Soil Moisture Considerations: The suitability of soils used for structural fill depends primarily on their grain -size distribution and moisture content when they are placed. As the "fines" content (that soil fraction passing the U.S. No. 200 Sieve) increases, soils become more sensitive to small changes in moisture content. Soils containing more than about 5 percent fines (by weight) cannot be consistently compacted to a firm, unyielding condition when the moisture content is more than 2 percentage points above or below optimum. For fill placement during wet -weather site work, we recommend using "clean" fill, which refers to soils that have a fines content of 5 percent or less (by weight) based on the soil fraction passing the U.S. No. 4 Sieve. Migizi Group, Inc. Page 12 of 13 Cary Lang Construction — 5151 P1 S Development, 125XX 51st PI S, Tukwila, WA Geotechnical Engineering Report February 19, 2018 P1175 -T18 5.0 RECOMMENDED ADDITIONAL SERVICES Because the future performance and integrity of the structural elements will depend largely on proper site preparation, drainage, fill placement, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. Subsequently, we recommend that MGI be retained to provide the following post -report services: • Review all construction plans and specifications to verify that our design criteria presented in this report have been properly integrated into the design; • Prepare a letter summarizing all review comments (if required); • Check all completed subgrades for footings and slab -on -grade floors before concrete is poured, in order to verify their bearing capacity; and • Prepare a post -construction letter summarizing all field observations, inspections, and test results (if required). 6.0 CLOSURE The conclusions and recommendations presented in this report are based, in part, on the explorations that we observed for this study; therefore, if variations in the subgrade conditions are observed at a later time, we may need to modify this report to reflect those changes. Also, because the future performance and integrity of the project elements depend largely on proper initial site preparation, drainage, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. MCI is available to provide geotechnical monitoring of soils throughout construction. We appreciate the opportunity to be of service on this project. If you have any questions regarding this report or any aspects of the project, please feel free to contact our office. Respectfully submitted, MIGIZI GROUP, INC. Zach L. Logan Staff ologist Migizi Group, Inc. Page 13 of 13 James E. Brigham, P.E. Principal Engineer z 0 0 0 0 0 z 0 0 0 ° TOPO: map printed on 02%161118 from "Untitled.tpo" 122°19.000' W 122°18.000' W 122°17.000 W 122°16,000 W 122°15.000' W 122°14.000 W WGS84122°13.000' W 6 122°19.000' W 122°18,000' W 122°17.000' W 122°16.000' W 122°15.000' W 4 Tel ai;t T0?0't c'!^i \mouf frcmFit a+accale:°c>fA¢. cc!Tr Location 125XX 51st PI S Tukwila, Washington Job Number 122°14.00' W P1175 -T18 WGS84122°13.000' W P.O. Box 44840 Tacoma, WA 98448 Title Topographic and Location Map 2 0 0 0 0 ° z 0 0 0 Figure 1 Date 02/16/18 PROJECT: SHEET TITLE: Site and Exploration Plan JOB NO.P1175-T18 k COCO w § 0 DRAWN BY: CHECKED BY: JEB DATE: Feb. 16, 2018 Migizi Group, Inc. a§« $§w zzp 800 w §§2 <0 \C4 00@@ §§Z>- 000 � 2(( <§\j §03] 2E0_I@ APPENDIX A SOIL CLASSIFICATION CHART AND KEY TO TEST DATA LOG OF TEST PITS 0 0 c� ai 1- z 0 Z z z 0 0 J MAJOR DIVISIONS TYPICAL NAMES COARSE GRAINED SOILS More than Half > #200 sieve GRAVELS CLEAN GRAVELS WITH LITTLE OR GW '•'I '..'-1' WELL GRADED GRAVELS, GRAVEL -SAND MIXTURES MORE THAN HALF NO FINES GP o•v S: . POORLY GRADED GRAVELS, GRAVEL -SAND MIXTURES COARSE FRACTION IS LARGER THAN N0.4 SIEVE GRAVELS WITH GM o' ° i . SILTY RAVELS, POORLY GRADED GRAVEL -SAND -SILT < MIXTURES OVER 15% FINES %°I ►'/t�� di CLAYEY GRAVELS, POORLY GRADED GRAVEL-SAND-CLAY MIXTURES r SANDS CLEAN SANDS WITH LITTLE SW °.°:°.° WELL GRADED SANDS, GRAVELLY SANDS MORE THAN HALF OR NO FINES SP •' .'. POORLY GRADED SANDS, GRAVELLY SANDS COARSE FRACTION IS SMALLER THAN NO. 4 SIEVE SANDS WITH SM .'. SILTY SANDS, POOORLY GRADED SAND -SILT MIXTURES OVER 15% FINES SC �' CLAYEY SANDS, POORLY GRADED SAND -CLAY MIXTURES FINE GRAINED SOILS More than Half < #200 sieve SILTS AND CLAYS ML INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS, OR CLAYEY SILTS WITH SLIGHT PLASTICITY LIQUID LIMIT LESS THAN 50 CL A INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS OL = ORGANIC CLAYS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY MH INORGANIC SILTS, MICACEOUS OR DIATOMACIOUS FINE SANDY OR SILTY SOILS, ELASTIC SILTS SILTS AND CLAYS LIQUID LIMIT GREATER THAN 50 CH ii 4INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS OH ,.nom ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS Pt ',, PEAT AND OTHER HIGHLY ORGANIC SOILS Modified Califomia RV R -Value L Split Spoon SA Sieve Analysis Pushed Shelby Tube SW Swell Test 1 1 Auger Cuttings TC Cydic Triaxial i'lil Grab Sample TX Unconsolidated Undrained Triaxial Sample Attempt with No Recovery TV Torvane Shear CA Chemical Analysis UC Unconfined Compression CN Consolidation (1.2) (Shear Strength, ksf) CP Compaction WA Wash Analysis DS Direct Shear (20) (with % Passing No. 200 Sieve) PM Permeability Water Level at Time of Drilling PP Pocket Penetrometer 1 Water Level after Drilling(with date measured) SOIL CLASSIFICATION CHART AND KEY TO TEST DATA Figure A-1 Migizi Group, Inc. >unt Migizi Group, Inc. TEST PIT NUMBER TP -1 PO Box 44840 PAGE 1 OF 1 Tacoma, WA 98448 Figure A-2 Telephone: 253-537-9400 Fax: 253-537-9401 CLIENT Cary Lang Construction PROJECT NAME 51st PI S Development Geotech PROJECT NUMBER P1175 -T18 PROJECT LOCATION 51st PI S, Tukwila, WA DATE STARTED 1/4/18 COMPLETED 1/4/18 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Owner Operator GROUND WATER LEVELS: EXCAVATION METHOD Rubber Tracked Mini Excavator AT TIME OF EXCAVATION — LOGGED BY ZLL CHECKED BY JEB AT END OF EXCAVATION — NOTES AFTER EXCAVATION — o DEPTH b (ft) SAMPLE TYPE NUMBER U.S.C.S. GRAPHIC LOG MATERIAL DESCRIPTION _ - - - - - 2.5 GB S-1 GB S-2 ", , ^, Sod and topsoil 0.8 SM .�.�.� ♦♦ .♦ • i•ii .. • viii i•ii i �.�.•. •iii .S. .ii • �• (SM) Gray/brown silty sand with some gravel (dense, moist) (Fill) 3.0 _ - - - - - _ 5.0 (SM) Blue/gray silty sand with some gravel (medium dense, moist) (Fill) - 4.5 SM SM (SM) Brown fine silty sand (loose, moist) (Alluvium) 7.0 - 7.5 SP_ SM (SP -SM) Brown fine sand with silt (loose, moist) (Alluvium) 10.0 - l 10.0 No caving observed >. No groundwater seepage observed The depths on the test pit Togs are based on an average of measurements across the test pit and should be > considered accurate to 0.5 foot. i Bottom of test pit at 10.0 feet. > ii i > i i > 1rt Migizi Group, Inc. TEST PIT NUMBER TP -2 PO Box 44840 OF 1 Tacoma, WA 98448 PAGE 1 A-3 Figure Telephone: 253-537-9400 Fax: 253-537-9401 CLIENT Cary Lanq Construction PROJECT NAME 51st PI S Development Geotech PROJECT NUMBER P1175 -T18 PROJECT LOCATION 51st PI S, Tukwila, WA DATE STARTED 1/4/18 COMPLETED 1/4/18 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Owner Operator GROUND WATER LEVELS: EXCAVATION METHOD Rubber Tracked Mini Excavator AT TIME OF EXCAVATION — LOGGED BY ZLL CHECKED BY JEB AT END OF EXCAVATION — NOTES AFTER EXCAVATION — ip DEPTH b (ft) SAMPLE TYPE NUMBER vi U vi n I GRAPHIC LOG MATERIAL DESCRIPTION - - 2.5 GB S-1 o `, `k i .,..,;. — Sod and topsoil 0.8 SM ‘• • ii• i• ,�•�� 'OOi ...... • (SM) Gray/brown silty sand with some gravel and asphalt debris (dense, moist) (Fill) 3.5 - - _ - - - 5.0 SM.S (SM) Blue/gray silty sand with some gravel (medium dense, moist) (Fill) 5.0 - - - 7.5 SM (SM) Brown fine silty sand (loose, moist) (Alluvium) 7.0 SP - SM (SP -SM) Brown fine sand with silt (loose, moist) (Alluvium) 10.0 _ 10.0 No caving observed No groundwater seepage observed The depths on the test pit Togs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot. Bottom of test pit at 10.0 feet. >os+lt Migizi Group, Inc. TEST PIT NUMBER TP -3 PO Box 44840 PAGE 1 OF 1 Tacoma, WA 98448 Figure A-4 Telephone: 253-537-9400 Fax: 253-537-9401 CLIENT Cary Lanq Construction PROJECT NAME 51st PI S Development Geotech PROJECT NUMBER P1175 -T18 PROJECT LOCATION 51st PI S, Tukwila, WA DATE STARTED 1/4/18 COMPLETED 1/4/18 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Owner Operator GROUND WATER LEVELS: EXCAVATION METHOD Rubber Tracked Mini Excavator AT TIME OF EXCAVATION — LOGGED BY ZLL CHECKED BY JEB AT END OF EXCAVATION — NOTES AFTER EXCAVATION — o DEPTH b (ft) SAMPLE TYPE NUMBER vi c.? ui GRAPHICI LOG J MATERIAL DESCRIPTION - - - - - - - - 2.5 `` l- 0.3 Sod and topsoil SM•,.. •• • • ♦♦ ••00• 4*,'. ♦44♦ % •�•�•�• ♦..♦ ������• 4•- •�•��•• • • ����� • •ppm •�psp 4 • 4••••• �O•. ♦�♦ •4%ii •OO• 4.4.x.• �•�.. ♦,•♦ ••44 • • '.4*.. •� (SM) Gray/brown silty sand with some gravel and concrete/asphalt debris (dense, moist) (Fill) 5.5 - - - - -••4 5.0 _ _ - - - _ 7.5 (SM) Gray/brown fine silty sand with some gravel (medium dense, moist) (Fill) 10.0 SM - - 10.0 No caving observed No groundwater seepage observed The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot. Bottom of test pit at 10.0 feet. 1 i I I APPENDIX B LABORATORY TESTING RESULTS Particle Size Analysis Summary Data Job Name: 51st PI S Development Job Number: P1075 -T18 Tested By: ZLL Date: 1/8/18 Boring #: TP -1 Sample #: S-2 Depth: 7 feet Moisture Content (%) 1 15.3% Sieve Size Percent Passing (%) 3.0 in. (75.0) 100.0 1.5 in. (37.5) 100.0 3/4 in. (19.0) 100.0 3/8 in. (9.5 -mm) 100.0 No. 4 (4.75 -mm) 99.9 No. 10 (2.00 -mm) 99.7 No. 20 (.850 -mm) 99.5 No. 40 (.425 -mm) 98.6 No. 60 (.250 -mm) 83.7 No. 100 (.150 -mm) 41.3 No. 200 (.075 -mm) 11.0 ASTM Classification LL PI D10 D30 0.12 D60 0.19 Cc Cu Size Fraction Percent By Weight Coarse Gravel Fine Gravel 0.1 Coarse Sand 0.2 Medium Sand 1.2 Fine Sand 87.6 Fines 11.0 Total 100.0 Group Name Brown poorly graded sand with silt Symbol (SP -SM) (loose, moist) Figure B-1 Soil Classification Data Sheet 3" 1 5" 3/4" U.S. 3/8" Standard Sample 4 10 Distribution Sieve Sizes 20 40 60 100 200 —*—Sample Distribution 100 • • • • • 90 80 70 c 60 N N as a 50 c m L 40 a> a 30 20 10 0 1000 100 10 1 0 1 0.01 0.001 Particle Size (mm) MIGIZI ['ill, GROUP Sample Distribution Job Name: 51st PI S Development Sample #: S-2 Job Number: P1075 -T18 Date: 1/8/18 Figure: B-2 Tested By: ZLL Depth: 7 feet Exploration #: TP -1 Particle Size Analysis Summary Data Job Name: 51st PI S Development Job Number: P1175 -T17 Tested By: ZLL Date: 1/8/17 Boring #: TP -2 Sample #: S-1 Depth: 7 feet (Moisture Content (%) 1 12.6%1 Sieve Size Percent Passing (%) 3.0 in. (75.0) 100.0 1.5 in. (37.5) 100.0 3/4 in. (19.0) 100.0 3/8 in. (9.5 -mm) 100.0 No. 4 (4.75 -mm) 99.9 No. 10 (2.00 -mm) 98.3 No. 20 (.850 -mm) 96.9 No. 40 (.425 -mm) 90.8 No. 60 (.250 -mm) 44.9 No. 100 (.150 -mm) 17.7 No. 200 (.075 -mm) 10.5 ASTM Classification LL PI D10 D30 0.19 D60 0.30 Cc Cu Size Fraction Percent By Weight Coarse Gravel Fine Gravel 0.1 Coarse Sand 1.6 Medium Sand 7.5 Fine Sand 80.2 Fines 10.5 Total 100.0 Group Name Brown poorly graded sand with silt Symbol (SP -SM) (loose, moist) Figure B-3 Soil Classification Data Sheet Sample Distribution U.S. Standard Sieve Sizes Distribution 3" 1.5" 3/4" 1 3/8" 1 1 4 10 1 1 20 40 60 I I 100 I 200 —Sample 100 • • • • *--____• 90 I 80 70 c .y 60 h ca n- 50 c a) 40 m a 30 20 10 0 1000 100 . 10 1 0 1 0.01 0.001 Particle Size (mm) MIGIZI dill' GROUP Sample Distribution Job Name: 51st PI S Development Sample #: S-1 Job Number: P1175 -T17 Date: 1/8/17 Figure: B-4 Tested By: ZLL Depth: 7 feet Exploration #: TP -2 BACKFLOW PREVENTION ASSEMBLY TEST REPORT FILE # SCHEDULE CODE AUTHORIZED TESTER F.ACILrrk NAME New home, built by: Cary Lang Construction Inc Water Purveyor: Commercial ❑ Residentialgi SERVICE ADDRESS 12566 50TH PL S myTukwila zw 98178 CONTACT NAME Jen Lang PHONE1253 1740-3332 FAX I. ASSEMBLY LOCATION Garage - rear wall right side HAZARD TYPE FERE SUPRESSION - LOW DCVA ® RPBA ❑ PVBA ❑ AG ❑ OTHER_.._-- NEW INSTALL 23 EXISTING 0 REPLACEMENT ❑OLD SER. # --�— PROPER INSTALLATION? YES :NOD MAKE OF ASSEMBLYAMTS MODEL 000E SERIAL No. 42313 S}ZE 1 1 /2" INITIAL TEST PASSED FAILED 1 CHECK DCVA / RPBA DCVA / RPBA OPENED #1 CHECK AIR RPBA PVBA/SVGA VALVE NO.1 CHECK VALVE NO.2 AT____ GAP OK? PSID PSID AIR INLET OPENED AT PSID !— DID NOT OPEN ❑ LEAKED 1 l e PSID LEAKED 10 PSID _-_- NEW PARTS A.N D REPAIRS CLEAN ❑—� ❑ REPLACE PART E1— C..EAA REPLACE PART CLEAN 0 ❑ REPLACE PART ------ ----- ---- CHECK VALVE HELD AT ❑ •' _ El ID __-- _ 0 0 -- ❑ • __PSID LEAKED ❑ �_--_ 0 --__ , 111 CLEANED 0 REPAIRED 0 ❑ ■ TEST AFTER REPAIRS PASSED ❑ FAILED 0 LEAKED ❑ PSIDPSID LEAKED ❑ OPENED #1 CHECK AT___PSID PSID AIR INLET__ PSID CHK VALVE _.__PSID ___ --'- AIR GAP INSPECTION: Supply Pipe Diameter REMARKS: /La t^1 -t- CQc Z ait as or;sstnJ( TESTER SIGNATURE: Karns.,. Cts " Separationr"Pass❑ Fail E] �,��} Y10 -c f Vci t ' LINE PRESSURE _11(21 PSI CUM!, k/1(1(� •' S[j._ - S ;s c -: CONFINED SPACE? M0 CERT. No. B6620 DATE — / U -' TESTER NAME PRINTED: Matt Bucknam, Backflow VIP TESTER PHONE # ( 253) 987-9777 REPAIRED BY: FINAL TEST BY: CERT. NO. DATE CALIBRATION DATE6/11/19 MAKE/MODELArbiter / Mako MK5 DATE GAUGE # 02AC190600'-I0 1 t riifi• that this report is accurate, anis I have sued WIC 246-290-490 approved test methods tad tact equipment. 018- 0,1/ (/ City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director January 8, 2019 Cary Lang 29815 24 Ave SE Federal Way, WA 98023 RE: Request for Application Extension #1 Permit Number D18-0241 Dear Mr. Lang, This letter is in response to your written request for an extension to Application Number D18-0241. The Building Official, Jerry Hight, has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting an extension to the permit application through August 3, 2019. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, LO Rachelle Ripley Permit Coordinator File: Permit No. D18-0241 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov Rachelle Ripley From: Sent: To: Subject: Cary <carylang@hotmail.com> Monday, January 7, 2019 12:24 PM Rachelle Ripley Re: Request for extension on D18-0241 The market is slow and I'm waiting till it gets better before I start construction Get Outlook for Android Request for Exten.siol # 1 �urrent Expiration Date:7 Extension Request: Approved for days Denied (provide explanation) From: Rachelle Ripley <Rachelle.Ripley@TukwilaWA.gov> Sent: Monday, January 7, 2019 11:24:06 AM To: Cary Subject: RE: Request for extension on D18-0241 Hi Cary, What is the reason that you are requesting an extension? Rachelle Ripley Permit Coordinator 1 City of Tukwila 6300 Southcenter Bl, Suite 100 1 Tukwila, WA 98188 T: 206.433.7165 1 F: 206.431.3665 Rachelle.Ripley@TukwilaWA.gov 1 http://www.TukwilaWA.gov From: Cary <carylang@hotmail.com> Sent: Monday, January 7, 2019 11:20 AM To: Rachelle Ripley <Rachelle.Ripley@TukwilaWA.gov> Subject: Request for extension on D18-0241 ( Signature = nitials Rachelle I'd like to request an extension on this building permit.(D18-0241) Please let me know if you need anything else from me to complete this process. Thanks so much for your help! Get Outlook for Android CAUTION: This email originated from outside the City of Tukwila network. Please DO NOT open attachments or click links from an unknown or suspicious origin. CAUTION: This email originated from outside the City of Tukwila network. Please DO NOT open attachments or click links from an unknown or suspicious origin. 1 1/2/2019 City of Tukwila Department of Community Development CARY LANG 29815 24 AVE SW FEDERAL WAY, WA 98023 RE: Permit Application No. D18-0241 CODIGA - LOT 5 12566 50 PL S Dear CARY LANG, Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 8/3/2018, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of APPROVED and is due to expire on 2/3/2019. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is complete for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that we do not receive your written request for extension or request is denied, your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, r--r/v( Bill Rambo Permit Technician File No: D18-0241 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0241 PROJECT NAME: CODIGA - LOT 5.... SITE ADDRESS: 12566 50 PL S X Original Plan Submittal _ Response to Correction Letter # DATE: 08/03/18 Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: A A1t)C, 88 Building Division II il\ Vt Works AY\ 4wc 'oh Fire Prevention Structural Planning Division ❑ Permit Coordinator PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 08/07/18 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: Approved Corrections Required DUE DATE: 09/04/18 ❑ Approved with Conditions ❑ Denied n (corrections entered (in Reviews) Notation: s-4-�-;/1- (ie: Zoning Issues) REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW D Staff Initials: 12/18/2013 City of Tukwila Department of Public Works 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-433-0179 Fax: 206-431-3665 Web site: http://www.TukwilaWA.gov Parcel No: 0179002501 Address: 12566 50TH PL S Applicant: CODIGA - LOT 5 WATER METER INFORMATION Permit Number: D18-0241 Issue Date: 4/19/2019 Permit Expires On: 12/18/2019 DESCRIPTION OF WORK: CONSTRUCT A NEW 2393 SQ FT SINGLE FAMILY RESIDENCE WITH 400 SQ FT ATTACHED GARAGE. PUBLIC WORKS ACTIVITIES INCLUDE: LAND ALTERING, EROSION CONTROL, WATER METER & WATER SEVICE LINE, SANITARY SIDE SEWER, STORM DRAINAGE, DRIVEWAY ACCESS, UNDERGROUNDING OF POWER, TRAFFIC CONTROL, ALLENTOWN FLOOD PRONE ELEVATION, AND STREET USE. METER #1 METER #2 METER #3 Water Meter Size: 1" Water Meter Type: PERM Work Order Number: 21840128 Connection Charge: $100.00 $0.00 $0.00 Installation: $950.00 $0.00 $0.00 Plan Check Fee: $10.00 $0.00 $0.00 Inspection Fee: $15.00 $0.00 $0.00 Turn on Fees: $50.00 $0.00 $0.00 Subtotal: $1,125.00 $0.00 $0.00 Cascade Water Alliance (RCFC): $6,416.00 TOTAL WATER FEES: $7,541.00 $0.00 $0.00 City of Tukwila Department of Public Works ) 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 �$ Phone: 206-433-0179 Fax: 206-431-3665 Web site: http://www.TukwilaWA.gov Parcel No: 0179002501 Address: 12566 50TH PL S Applicant: CODIGA - LOT 5 WATER METER INFORMATION Permit Number: D18-0241 Issue Date: Permit Expires On: 8/3/2019 DESCRIPTION OF WORK: CONSTRUCT A NEW 2393 SQ FT SINGLE FAMILY RESIDENCE WITH 400 SQ FT ATTACHED GARAGE. PUBLIC WORKS ACTIVITIES INCLUDE: LAND ALTERING, EROSION CONTROL, WATER METER & WATER SEVICE LINE, SANITARY SIDE SEWER, STORM DRAINAGE, DRIVEWAY ACCESS, UNDERGROUNDING OF POWER, TRAFFIC CONTROL, ALLENTOWN FLOOD PRONE ELEVATION, AND STREET USE. METER #1 METER #2 METER #3 Water Meter Size: 1" Water Meter Type: PERM Work Order Number: 21840128 Connection Charge: $100.00 $0.00 $0.00 Installation: $950.00 $0.00 $0.00 Plan Check Fee: $10.00 $0.00 $0.00 Inspection Fee: $15.00 $0.00 $0.00 Turn on Fees: $50.00 $0.00 $0.00 Subtotal: $1,125.00 $0.00 $0.00 Cascade Water Alliance (RCFC): $6,416.00 TOTAL WATER FEES: $7,541.00 $0.00 $0.00 • On Site Storm Maintenance Agreement For King County Parcel: #0179002501 Address: 12566 50th PI S Tukwila, WA 98178 Owner of 12566 50th P1 S, Tukwila, does hereby agree to clean out the catch basin annually as needed beginning 9/10/19. Subsequent owners shall incur responsibility. Signed: Cary L. g, Owner State of WA � County of V� j�(,(1 \Li 1 1 certify that I know or have satisfactory evidence that Cary Lang is the person who appeared before me, and said person acknowledge that he signed this instrument, on oath stated that he was authorized to execute the instrument and acknowledged it as the President of Cary Lang Construction, Inc., a Washington Corporation to be the free and voluntary act of such party for the uses and purposes mentioned in the k"ThWA(iinstrumenntt..I hDated: "✓ 4 V ft \0 Name: Notory Public i Residing at: My appointment expires: 02(1( Home Espanol Contact Safety & Health Claims & Insurance C IA Washington State Department of Labor & Industries Search L&I A -Z Index help My L&1 Workplace Rights Trades & Licensing CARY LANG CONSTRUCTION INC Owner or tradesperson Principals LANG, CARY MITCHEL, PRESIDENT LANG, JENNIFER ANN, SECRETARY Doing business as CARY LANG CONSTRUCTION INC WA UBI No. 601 231 391 29815 24TH AVE SW FEDERAL WAY, WA 98023 253-661-6880 KING County Business type Corporation Governing persons CARY M LANG JENNIFER ANN LANG; License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. CARYLCI101OF Effective — expiration 09/06/1990— 09/26/2020 Bond DEVELOPERS SURETY & INDEM CO Bond account no. 796451 C $12,000.00 Received by L&I Effective date 09/10/2008 08/09/2008 Expiration date Until Canceled Insurance Developers Surety & Indem Co $1,000,000.00 Policy no. BIS00028853-02 Received by L&I Effective date 08/09/2018 09/10/2018 Expiration date 09/10/2019 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings Help us improve No lawsuits against the bond or savings acc 1> during the previous 6 year period. L&I 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 Lusiness 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 -- 582,910-01 Account is current. Doing business as CARY LANG CON:TRUCTION INC Estimated workers reported Quarter 4 of Year 1J18 "0" Workers L&I account contact T1 / NICHOLE CAROW (360)902-5634 - Email: CANI235@Ini.wa.gov Track this contractor 0 IPublic Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes No strikes have bean issued against this contractor. Contractors not allowed to bid No debarments have been issued against this contractor. Lwop1ace safety and health No inspections durir.• j the previous 6 year period. Washington State Dept, of Labor & Industries. Use of this site is subject to the laws of the state of Washington. Help us improve Layout Name: Layoutl 125XX 51ST Place S (LANG Construction)\CADD\Drawings\LOT E\LOT E—C1.dwg L:\Working\R18180 c O L 0 0 O E Q N Jul 31, 2018 — / / / CB RIM=26.32 IE=22.62 12" SE, NW PROTECT EX. FENCE • • Q'DT 8DT / / / iC / / , / ,' / , / Y / a / , / / �s 1 / INSTALL SILT FENCE PER DETAIL THIS SHEET / i. / N < 61- -7 01 (5) Z - V / O CLEARING LIMIT (5,653 SF - 0.13 ACRE) INSTALL INLET PRO ENCTION (TYP > PER DETAIL HIS SHEET / / / / / / / / / / FILE C Permit No. ny 1 10.0' MAX. SANDBAGS, OR EQUIVALENT MAY BE USED TO WEIGHT PLASTIC SEAMS BETWEEN SHEETS MUST OVERLAP A MINIMUM OF 12" AND BE WEIGHTED OR TAPED TOE IN SHEETING IN MINIMUM 4"X4" TRENCH Plan nviow E f;rcv l is su5lect to e orJ n n and omissions. Approvaf of construct:on documents does nct authorize the vitiation of any adopted cods or orcin nco. f- ecsipt of app®oved Field Cop/and �ns -... l d: By: Date: • /- / Thee plans / 'Torks Dein / City standar, omissions wr adopted stall( for the adegi designer. Add drawings after and will requ for subseque Final acceptai the Public NSF) Date: City of Tukwila BUILDI D VI3ICN PROVIDE ENERGY DISSIPATION AT TOE WHEN NEEDED PLASTIC COVERING DETAIL PER 2016 KCSWDM FIGURE C.3.4.A SCALE: NONE JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS. have been reviewed by the Public -trnent for conformance with current s. Acceptance is subject to errors and ch do not authorize violations of ards or ordinances. The responsibility acy of the design rests totally with the tions, deletions or revisions to these this date will void this acceptance re a resubmittal of revised drawings approval. _.. ce is subject to field inspection by rks utilities inspector. By: ,124.19, TEMPORARY STOCKPILE COVER WITH PLASTIC PER DETAIL THIS SHEET N, NN, oyA LEGEND Know what's below. Call before you dig. PROPERTY LINE RIGHT OF WAY LINE RIGHT OF WAY CENTERLINE ADJACENT PROPERTY LINE EASEMENT LINE PROPERTY CORNER HORIZONTAL GRAPHIC SCALE 10 5 0 5 10 1 inch = 10 ft. EARTHWORK VOLUME ESTIMATES: LOCATION CUT (CY) FILL (CY) ONSITE 120 10 - CATCH BASIN GRATE 2" X 2" X 14 GA. WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED. u 6' MAX. POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING IS USED 2" X 4" WOOD POSTS. STEEL FENCE POSTS, REBAR, OR EQUIVALENT FILTER FABRIC UNDISTURBED GROUND BACKFILL TRENCH WITH NATIVE SOIL OR 3/4" - 1.5" WASHED GRAVEL NOTES: FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE. REVISIONS No changes shall hrl mide to thF scope of work without prior approval of Tukwila Building Division NOTE: Revisions will requiro a n^':v plan submittal and may include additional plan review fees. 11,111111112111111111212111111 ISM11111111 1111'111221111111 OVERFLOW FILTER MEDIA FOR DEWATERING POROUS BOTTOM r- SOLID WALLS NOTES: THIS DETAIL IS ONLY SCHEMATIC. ANY INSERT IS ALLOWED THAT HAS A MIN. 0.5 CUBIC FEET OF STORAGE WITH THE MEANS TO DEWATER THE STORED SEDIMENT, PROVIDE AN OVERFLOW, AND CAN BE EASILY MAINTAINED. INLET PROTECTION DETAIL PER 2016 KCSWDM FIGURE C.3.9.B SCALE: NONE SILT FENCE DETAIL PER 2016 KCSWDM FIGURE C.3.6.A SCALE: NONE CONTRACTOR TO PROTECT MUD FROM BEING TRACKED ONTO THE PUBLIC ROAD EDGE OF EXISTING PAVEMENT r- sEP i PE:11:1T t ❑ eehanical (J Electrical ❑ Plumbing ❑ Gas Piping City of Tukwila BUILD ; DIVISION 100' MIN. INSTALL DRIVEWAY CULVERT IF THERE IS A ROADSIDE DITCH PER KING COUNTY ROAD STANDARDS GEOTEXTILE UNDERLINE /25' MIN. NOTES: 4" TO 8" QUARRY SPALLS REFERENCE SHEET NO. c� SHEET 1 OF 2 SHEETS z O co F_ UJ OD Z Q <o -J _ t 0— (9 Z O Q J � >-- E�— � Q U c , .,c L V cri.55pAi .E, c w 1U c rodi 01 im 1 -- o!N as 0 kl.r°23 Lr) cnI— REVIEWED FOR CODE COMPLIANC APPROVED JAUG 22 2018 City of Tukwila BUILDING DIVISION 15' MIN. PROV z co OF INGRESS/EGRESS AREA m E AS PER KING COUNTY ROAD STANDARDS, DRIVEWAYS SHALL BE PAVED TO THE EDGE OF RIGHT-OF-WAY PRIOR TO INSTALLATION OF THE CONSTRUCTION ENTRANCE TO AVOID DAMAGING OF THE ROADWAY. IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE ROAD. CONSTRUCTION ENTRANCE DETAIL PER 2016 KCSWDM FIGURE C.3.1.A SCALE: NONE RECEIVED CITY OF TUKWILA AUG 03 2018 PERMIT CENTER bis oav o REVISION DESCRIPTION DESIGNED BY: z H 0 H. H. PHAN CHECKED BY: H. H. PHAN PROJ. MNGR: >- m w 0 T O J Layout Name: L: \Working\R18180 — 125XX 51ST Place S (LANG Construction)\CADD\Drawings\LOT E\LOT E—C2.dwg Han Phan E N Jul 31, 2018 — 0, CB RIM= 1E- EX. STORM DRAIN 26.32 22.62 12" SE, NW 4" PVC FOOTING DRAIN COLLECTOR @ 1.00% EG=25.50 \ -12"DT DOUNSPOUT (TYP) EG=25.90 7 .- e / .� ----- .7 EG=25.80 WOOD/ALUM FENCE 5.8'± S. O.PROP. LINE b \� N ` / ROOF OVERHANG NES 0 6" SSCO / / cf FA EX. WATER MAIN N • N CONSTRUCTION NOTES: 0 CONSTRUCT ROOF / FOOTING INFILTRATION TRENCH (4'W x 18'L x 2'D) PER DETAIL 1 0 INSTALL 10 LF 6" PVC SDR 35 SD @ 2.00% MIN. 0 INSTALL CB -TYPE 1 OR AREA DRAIN WITH SOLID LID RIM=26.50 IE (NW)=24.40 IE (NE,SE)=24.50 ® INSTALL 16 LF 4" SOLID ADS N12 FOOTING DRAIN COLLECTOR @ 1.00% MIN. O INSTALL 8 LF 4" ADS N12 ROOF DRAIN COLLECTOR @ 1.00% MIN. © INSTALL 42 LF 4" PVC SIDE SEWER @ 2.00% MIN. 7O INSTALL 1" WATER METER & SERVICE LINE BY (CITY OF TUKWILA) ® INSTALL 37 LF 1.5" WATER SERVICE LINE 0 CONSTRUCT (2'W x 23'L x 2'D) GRAVEL STRIP ALONG DRIVEWAY PER DETAIL 2. 10 CONSTRUCT 18' WIDE HMA DRIVEWAY APPROACH (3" HMA OVER 6" CSBC) 11 CONSTRUCT 18' WIDE CONCRETE DRIVEWAY 12 UTILITY TRENCH (POWER & COMMUNICATION) 13 INSTALL 105 LF 6" PVC SIDE SEWER STUB @ 2.00% MIN. UNDER LOT B PERMIT GENERAL NOTES: 1. CONTRACTOR SHALL FIELD VERIFY ALL GRADES PRIOR TO CONSTRUCTION. 2. KEEP INFILTRATION TRENCH 5' MIN. FROM PROPERTY AND 10' MIN. FROM HOUSE FOUNDATION. PARCEL NUMBER 0179002501 2' GRAVEL STRIP SLOPE CONCRETE DRIVEWAY WASHED ROCK 3/4" - 1 Y2" GRAVEL STRIP DETAIL SCALE: NONE CV FOUNDATION 4" PVC DOWNSPOUT DRAIN LINE FINISH GRADE BACKFILL PROVIDE 12" MIN COVERAGE OF DRAIN WITH CLEAN 1 1/2" - 3/4" WASHED ROCK SEE PLANS 10.0' 5.0' MIN 4" RIGID PERFORATED PIPE @ 0.0% INFILTRATION TRENCH 6" SOLID ADS N12 @ 0.00% PLAN VIEW NTS WASHED ROCK 3/4" - 1 1/2" 4" RIGID PERFORATED PIPE @ 0.0% EXISTING GROUND ROOF DRAIN CATCH BASIN OR AREA DRAIN WITH SOLID LID ROOF DRAIN ROOF DOWN SPOUT WITH OVERFLOW WYE AND SPLASH BLOCK U.. Know what's below. Call before you dig. HORIZONTAL GRAPHIC SCALE 10 5 0 5 10 1 inch = 10 ft. FOR MORE SOIL INFORMATION, SEE GEOTECHNICAL ENGINEERING REPORT MIGIZI GROUP, INC. P.O. BOX 44840 TACOMA, WA 98448 PHONE: 253-537-9400 NOTES: FILTER FABRIC (MIRAFI 100X OR EQUIVALENT) 4" PERFORATED PVC FOOTING DRAIN LINE DRAIN LINES TO BE SEPERATE AND TIGHT. PROVIDE CLEAN OUTS, ELBOWS AND OTHER FITTINGS AS NEEDED. DRAINAGE DETAIL SECTION A -A SCALE: NONE FINE MESH SCREEN ELEVATION VIEW NTS BACKFILL EXISTING GROUND • z z 4" SOLID PIPE APPROVED AUG 17 2018 City of Tukwila PUBLIC Works WRAP WASHED ROCK ENTIRELY WITH FILTER FABRIC (TYP) D 4" RIGID PERFORATED PVC P LAID LEVEL (TYP) 4' WASHED ROCK 3/4" - 1 1/2 ROOF / FOOTING INFILTRATION TRENCH DETAIL SCALE: NONE IMPERVIOUS SURFACE COVERAGE HOUSE AND COVERED PORCH 1,801 SQ. FT. (INCLUDING OVERHANG) WALKWAY 135 SQ. FT. DRIVEWAY 761 SQ. FT. TOTAL 2,697 SQ. FT. 2,697 / 7,077=0.3810 X 100% = 38.10% IMPERV. SURF. COVERAGE MAXIMUM BUILDING COVERAGE HOUSE AND COVERED PORCH 1,801 SQ. FT. (INCLUDING OVERHANG) TOTAL - 1,801 SQ. FT. 1,801 / 7,077=0.2544 X 100% = 25.45% MAX. BUILDING COVERAGE LEGEND REVIEWED FOR CODE COMPLIANCE APPROVED PE AUG 22 2018 • TyrAy of Tukwila IL ING DIVISION RECEIVED CITY OF TUKWILA AUG 03 2010 PERMIT CENTER PROPERTY LINE B.S.B.L RIGHT OF WAY LINE RIGHT OF WAY CENTERLINE ADJACENT PROPERTY LINE ROOF OVERHANG LINE — EASEMENT LINE PROPERTY CORNER 4" CONCRETE PAVEMENT 3" CLASS B ASPHALT OVER 6" CSBC PROPOSED RESIDENCE ] PROPOSED INFILTRATION TRENCH REFERENCE SHEET NO. C2 SHEET 2 OF 2 SHEETS z O= Oo -c--- 0) co t1 U C3) ©r`C O —I U a. <- (.9 z cpJ CO n CSS c Q 0 a) J • co OCT CT .c Q (n (� of Lf) (/) ISSUE DATE 0 0 N 9 9 00 o 00 REVISION DESCRIPTION DESIGNED BY: 0 H. H. PHAN CHECKED BY: H. H. PHAN PROJ. MNGR: Lu 0 0 z N1(r3-(g2(401 SIT WORK GENERAL UNLESS A SOILS INVESTIGATION BY A QUALIFIED SOILS ENGINEER 15 PROVIDED, FOUNDATION DESIGN 15 BASED ON AN ASSUMED AVERAGE SOIL BEARING U1500 PSF. EXTERIOR FOOTINGS SHALL BEAR 15' (MINIMUM) BELOW FINISHED GRADE. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. BACKFILL TO BE THOROUGHLY COMPACTED. 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 6'-0' O.C. UN.O. WITH MIN. l' EMBEDMENT METAL FRAMING CONNECTORS TO BE MANUFACTURED BY SIMPSON STRONG -TIE OR USP STRUCTURAL CONNECTORS CARP TRS GENERAL ALL NAILING TO COMPLY WITH REQUIREMENTS OF IRC TABLE R6023(I) GYPSUM WALL BOARD AT INTERIOR WALLS TO BE FASTENED ACCORDING TO TABLE R1023.5 ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. FIELD CUT ENDS, NOTCHES, AND DRILLED HOLES OF PRESSURE TREATED LUMBER SHALL BE RETREATED IN THE FIELD IN ACCORDANCE WITH AUPA M4. PER IRC 3113, 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 EARTH. 12' MIN. CLEARANCE BETWEEN FLOOR BEAMS AND EARTH. 18' MIN. CLEARANCE BETWEEN FLOOR JOIST AND EARTH. 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 THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NDS) 8d COMMON (0.131' DIA., 2-1/2' LENGTH), Sd BOX (0.113' DIA, 2-1/2' LONG), 10d COMMON (0.148' DIA., 3' LONG) 10d BOX (0.128' DIA., 3' LENGTH), I6d COMMON (0.162' DIA, 3-1/2' LONG), I6d SINKER (0.148 DIA, 3-1/4' LONG) 5d COOLER (0.086' DIA., 1-5/8' LONG ), 6d COOLER (0.092' DIA., 1-1/8' LONG) LUMBER GRADES FRAMING LUMBER SHALL COMPLY WITH THE LATEST EDITION OF THE GRADING RULES OF THE WESTERN PRODUCTS ASSOCIATION OR THE WEST COST LUMBER INSPECTION BUREAU. ALL SAWN LUMBER SHALL BE STAMPED WITH THE GRADE MARK OF AN APPROVED LUMBER GRADING AGENCY AND SHALL HAVE THE FOLLOWING UNADJUSTED DESIGN MINIMUM PROPERTIES: JOISTS: WOOD TYPE: 2X4 2X6 OR LARGER HF *2 - Fb=915 psi, Fv=150 psi, Fc=1300 psi, E=1300000psi 1 -IF *2 - Fb=915 psi, Fv=150 psi, Fc=1300 psi, E=1300000psi BEAM DF -L *2 - Fb=900 psi, Fv=180 psi, Fc=1350 psi, E=I600000psi DF -L *2 - Fb=815 psi, Fv=I10 psi, Fc=600 psi, E=I300000psi 4X 6X OR LARGER STUDS HF *2 - Fb=915 psi, Fv=150 psi, Fc=1300 psi, E=1300000psi I -IF *2 - Fb=915 psi, Fv=150 psi, Fc=1300 psi, E=I300000psi 2X4 2X6 OR LARGER POSTS 1 -IF *2 - Fb=915 psi, Fv=150 psi, Fc=1300 psi, E=1300000psi HF *2 - Fb=915 psi, Fv:150 psi, Fc=1300 psi, E=1300000psi DF -L *I - Fb:1200 psi, Fv=110 psi, Fc=1000 psi, E=I600000psi 4X4 4X6 OR LARGER 6X6 OR LARGER GLUED -LAMINATED BEAM (GLS) SHALL BE 24F -V4 FOR SINGLE SPANS 4 24F -V5 FOR CONTINUOUS OR CANTILEVER SPANS WITH THE FOLLOWING MINIMUM PROPERTIES: Fb = 2,400 P5I, Fv = 165 P5I, Fc = 650 P51 (PERPENDICULAR), E = 1,800,000 P5I. ENGINEERED WOOD BEAMS AND I -JOIST CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND SPECIFICATIONS FOR APPROVAL BY BUILDING OFFICIAL. DESIGN, FABRICATION AND ERECTION IN ACCORDANCE UJITH THE LATEST ICC EVALUATION REPORT. BEAMS DESIGNATED AS 'PSL' SHALL HAVE THE MINIMUM PROPERTIES: Fb = 2,900 PSI, Fv = 290 P51, Fc = 150 P5I (PERPENDICULAR), E = 2,000,000 PSI. BEAMS DESIGNATED AS 'LVL' SHALL HAVE THE MINIMUM PROPERTIES: Fb = 2,600 PSI, Fv = 285 P5I, Fc = 150 PSI (PERPENDICULAR), E = 1,900,000 PSI. BEAMS DESIGNATED AS 'LSL' SHALL HAVE THE MINIMUM PROPERTIES: Fb = 1,100 P51, Fv = 400 PSI, Fc = 680 PSI (PERPENDICULAR), E = 1,300,000 P51. CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SHALL BE LIMTED A5 FOLLOWS: FLOOR LIVE LOAD MAXIMUM = L/480, FLOOR TOTAL LOAD MAXIMUM = L/240. WINDOW INSTALLATION WINDOWS SHALL BE INSTALLED AND FINISHED IN ACCORDANCE UJITH THE MANUFACTURER'S WRITTEN INSTALLATION INSTRUCTIONS. WRITTEN INSTALLATION INSTRUCTIONS SHALL BE PROVIDED BY THE MANUFACTURER FOR EACH WINDOW. I\5 HO D MOIST PROT 0 10 GENERAL MAINTAIN 1' CLEARANCE ABOVE INSULATION FOR FREE AIR FLOW. INSULATION BAFFLES TO EXTEND 6' ABOVE BATT INSULATION INSULATION BAFFLES TO EXTEND 12' ABOVE LOOSE FILL INSULATION INSULATE BEHIND TUBS/SHOWERS, PARTITIONS AND CORNERS FACE -STAPLE FACED BATTS FRICTION -FIT UNFACED BATTS USE 4 MIL POLY VAPOR RETARDER AT EXTERIOR WALLS R-10 INSULATION UNDER ELECTRIC WATER HEATERS. INSULATION MATERIALS INSULATION MATERIAL, INCLUDING FACINGS, SUCH AS VAPOR RETARDERS OR VAPOR PERMEABLE MEMBRANES INSTALLED WITHIN FLOOR -CEILING ASSEMBLIES, ROOF -CEILING ASSEMBLIES, WALL ASSEMBLIES, CRAWL SPACES, AND ATTICS SHALL NAVE A FLAME -SPREAD INDEX NOT TO EXCEED 25 WITH AN ACCOMPANYING SMOKE -DEVELOPED INDEX NOT TO EXCEED 450 WHEN TESTED IN ACCORDANCE WITH ASTM E 84 EXCEPTIONS: I. WHEN SUCH MATERIAL ARE INSTALLED IN CONCEALED SPACES, THE FLAME -SPREAD AND SMOKE-DEVELOPEMENT LIMITATIONS DO NOT APPLY TO THE FACINGS, PROVIDED THAT THE FACING 15 INSTALLED IN SUBSTANTIAL CONTACT WITH THE UNEXPOSED SURFACE OF THE CEILING, FLOOR, OR WALL FINISH. 2. CELLULOSE LOOSE -FILL INSULATION, WHICH IS NOT SPRAY APPLIED, COMPLYING WITH THE REQUIREMENTS OF IRC 8302.103, SHALL ONLY BE REQUIRED TO MEET THE SMOKE -DEVELOPED INDEX OF NOT MORE THAN 450. INFILTRATION CONTROL EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES, PENETRATIONS IN FLOORS, ROOFS AND WALLS AND ALL SIMILAR OPENINGS SHALL BE SEALED, CAULKED, GASKETED OR UEATHERSTRIPPED TO LIMIT AIR LEAKAGE. VAPOR BARRIERS / GROUND COVERS AN APPROVED VAPOR BARRIER SHALL BE PROPERLY INSTALLED IN ROOF DECKS, IN ENCLOSED CEILING SPACES AND AT EXTERIOR WALLS. A GROUND COVER OF 6 MIL (0.006') BLACK POLYETHYLENE OR EQUIVALENT SHALL BE LAID OVER THE GROUND IN ALL CRAWL SPACES. THE GROUND COVER SHALL BE OVERLAPPED ONE FOOT AT EACH JOINT AND 51-1ALL EXTEND TO THE FOUNDATION WALL. WALL FLASHING APPROVED CORROSION -RESISTANT FLASHING SHALL BE PROVIDED IN THE EXTERIOR UALL ENVELOPE IN SUCH A MANNER AS TO PREVENT ENTRY OF WATER INTO THE UALL CAVITY OR PENETRATION OF DATER TO THE BUILDING STRUCTURAL FRAMING COMPONENTS. THE FLASHING SHALL EXTEND TO THE SURFACE OF THE EXTERIOR WALL FINISH AND SHALL BE INSTALLED TO PREVENT WATER FROM REENTERING THE EXTERIOR WALL ENVELOPE. APPROVED CORROSION -RESISTANT FLASHINGS SHALL BE INSTALLED AT ALL OF THE FOLLOWING LOCATIONS: I. AT TOP OF ALL EXTERIOR WINDOW AND DOOR OPENINGS IN SUCH A MANNER AS TO BE LEAKPROOF, EXCEPT THAT SELF -FLASHING WINDOWS HAVING A CONTINUOUS LAP OF NOT LESS THAN I -I/8' (25 mm) OVER THE 514EATHING MATERIAL AROUND THE PERIMETER OF THE OPENING, INCLUDING CORNERS, DOO NOT REQUIRE ADDITIONAL FLASHING± JAMB FLASHING MAY ALSO BE OMITTED WHEN SPECIFICALLY APPROVED BY THE BUILDING OFFICIAL. 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 ALLPROJECTING WOOD TRIM. 5. WHERE EXTERIOR PORCHES, DECKS, OR STAIRS ATTACH TO A WALL OR FLOOR ASSEMBLY OF WOOD CONSTRUCTION. 6. AT WALL AND ROOF INTERSECTIONS. 1. AT BUILT-IN GUTTERS. D4 = I ST0FF I \G 4 SIR 5LOCKI \C3 DRAFTSTOPPING UHEN THERE 15 USABLE SPACE BOTH ABOVE 4 BELOW THE CONCEALED SPACE OF A FLOOR/CEILING ASSEMBLEY, DRAFTSTOPS SHALL BE INSTALLED 50 THAT THE AREA OF THE CONCEALED SPACE DOES NOT EXCEED 1,000 SQUARE FEET. DRAFTSTOPPING 514ALL DIVIDE THE CONCEALED SPACE INTO APPROXIMATELY EQUAL AREAS. WHERE THE ASSEMBLY IS ENCLOSED BY A FLOOR MEMBRANE ABOVE 4 A CEILING MEMBRANE BELOW, DRAFTSTOPPING SHALL BE PROVIDED IN FLOOR/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 8302.12 FIREBLOCKING FIREBLOCKING SHALL BE PROVIDED TO CUT OFF ALL CONCEALED DRAFT OPENINGS (BOTH VERTICAL AND HORIZONTAL) AND TO FORM AN EFFECTIVE BARRIER BETWEEN STORIES, AND BETWEEN A TOP STORY AND THE ROOF SPACE. FIREBLOCKING SHALL BE PROVIDED IN WOOD -FRAME CONSTRUCTION IN THE FOLLOWING LOCATIONS: I. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS AS FOLLOWS: 1.1. VERTICALLY AT THE CEILING AND FLOOR LEVELS. 1.2. HORIZONTALLY AT INTERVALS NOT EXCEEDING 10ft 2. AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH A5 OCCUR AT SOFFITS, DROP CEILINGS, AND COVE CEILINGS. 3. IN CONCEALED SPACES BETWEEN STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH IRC SECTION 8302.1 4. AT OPENINGS AROUND VENTS, PIPES, AND DUCTS AT CEILING AND FLOOR LEVEL, UJITH AN APPROVED MATERIAL TO RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. 5. FOR THE FIREBLOCKING OF CHIMNEYS AND FIREPLACES, SEE IRC SECTION R1003.19. 6. FIREBLOCKING OF CORNICES OF A TWO-FAMILY DWELLING 15 REQUIRED AT THE LINE OF DWELLING UNIT SEPERATION. FIREBLOCKING SHALL CONSIST OF MATERIALS LISTED IN IRC SECTION R302.I1.1. LOOSE -FILL INSULATION MATERIAL SHALL NOT BE USED 45 4 FIREBLOCK UNLESS SPECIFICALLY TESTED IN THE FORM AND MANNER INTENDED. THE INTEGRITY OF ALL FIREBLOCKS SHALL BE MAINTAINED. 0,,\ DA 1 10 D4MFR00 WA 1 -l\ RFROO' I\G 4 DAMPROOFING EXCEPT WHERE REQUIRED BY SEC. 8406.2 TO BE WATERPROOFED, FOUNDATION WALLS THAT RETAIN EARTH OR ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE DAMPROOFED FROM THE TOP OF THE FOOTING TO THE FINISHED GRADE. MASONRY WALLS SHALL HAVE NOT LASS THAN 8' PORTLAND CEMENT PARGING APPLIED TO THE EXTERIOR OF THE WALL. PARGING SHALL BE DAMPROOFED IN ACCORDANCE UJITH ONE OF THE FOLLOWING. 1. BITUMINOUS COATING 2. 3 POUNDS PER SQ. YD. OF ACRYLIC MODIFIED CEMENT 3. ' COAT OF SURFACE BONDING CEMENT COMPLYING WITH ASTN C 881 4. ANY MATERIAL APPROVED FOR UATERPFOORING IN SEC. 84062 5. OTHER APPROVED METHODS OR MATERIALS. EXCEPTION: PARGING OF UNIT MASONRY WALLS IS NOT REQUIRED WHERE A MATERIAL IS APPROVED FOR DIRECT APPLICATION TO THE MASONRY. 1-0\D4T I0\ LU4 =RFROOHI G4 D4MFR00=1 \G (00 TI =D) WATERPROOFING IN AREAS UHERE HIGH WATER TABLE OR OTHER SEVERE SOIL -WATER CONDITIONS ARE KNOWN TO EXIST, EXTERIOR FOUNDATION WALLS THAT RETAIN EARTH OR ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE WATERPROOFED FROM THE TOP OF FOOTING TO FINISHED GRADE. WALLS SHALL BE WATERPROOFED IN ACCORDANCE UJITH ONE OF THE FOLLOWING. I. 2 -PLY HOT MOPPED FELT 2. 55 POUND ROOF ROLLING 3. 6 -MIL POLYVINYL CHLORIDE 4. 6 -MIL POLYETHYLENE 5. 40 -MIL POLYMER -MODIFIED ASPHALT 6. 60 -MIL FLEXIBLE POLYMER CEMENT 1. 8' CEMENT -BASED, FIBER -REINFORCED, WATERPROOF COATING S. 60 -MIL SQLVANT-FREE, LIQUID -APPLIED SYNTHETIC RUBBER EXCEPTION: ORGANIC-SOLVANT-BASED PRODUCTS SUCH AS HYDROCARBONS, CHLORINATED HYDROCARBONS, KETONS AND ESTERS SHALL NOT BE USED FOR ICF WALLS UJITH EXPANDED POLYSTYRENE FOAM MATERIAL. USE OF PLASTIC ROOFING CEMENTS, ACRYLIC COATINGS, LATEX COATINGS, MORTARS AND PARGINGS TO SEAL ICF WALLS 15 PERMITTED. COLD -SETTING ASPHALT OR HOT ASPHALT SHALL CONFORM TO TYPE C OF ASTM D 449. HOT ASPHALT SHALL BE APPLIED AT A TEMPERATURE OF LESS THAN 200 DEG. F. ALL JOINTS IN MEMBRANE WATERPROOFING SHALL BE LAPPED AND SEALED WITH AN ADHESIVE COMPATIBLE WITH THE MEMBRANE. DOORS, WINDOWS 4 D iG1 ITS GENERAL ALL SKYLIGHTS AND SKY WALLS TO BE LAMINATED GLASS UNLESS NOTED OTHERWISE. BEDROOM EMERGENCY EGRESS WINDOWS 51-1ALL HAVE MINIMUM NET CLEAR OPENING OF 5.1 SQ. FT. WITH MINIMUM NET CLEAR OPENING UIDTH OF 20' AND MINIMUM NET CLEAR OPENING HEIGHT OF 24'. FINISHED SILL HEIGHT SHALL BE MAXIMUM 44' ABOVE FLOOR MEASURED FROM THE FINISHED FLOOR TO THE BOTTOM OF THE CLEAR OPENING. WINDOW FLASHING TO BE FASTENED PER IRC CODE 103.8 WINDOW GUARDS ARE REQUIRED PER IRC 312. SAFETY GLAZING SHALL BE INSTALLED IN THE FOLLOWING LOCATIONS OR AS OTHERWISE REQUIRED PER IRC SECTION 8308.4: 1. SIDE HINGED DOORS EXCEPT JALOUSIES 2. SLIDING GLASS DOORS AND PANELS IN SLIDING 4 BI -FOLD CLOSET DOOR ASSEMBLIES 3. STORM DOORS 4. SHOWER AND BATH TUB, 1-40T TUB, UJHIRLPOOL, SAUNA, STEAM ENCLOSURES 5. GLAZING U/ THE EXPOSED EDGE WITHIN A 24' ARC OF EITHER VERTICAL EDGE OF A DOOR IN THE CLOSED POSITION 4 BOTTOM EDGE 15 LESS THAN 60' ABOVE THE UALKING SURFACE 6. GLAZING GREATER THAN 9 S.F. AND LESS THAN 18' ABOVE FINISHED FLOOR 1. GLAZING IN GUARDRAILS 8. GLAZING LESS THAN 18' ABOVE FINISHED FLOOR 9. STAIRWAYS, LANDINGS 4 RAMPS WITHIN 36' HORIZONTAL OF WALKING SURFACE AND 60' ABOVE ADJACENT WALKING SURFACE M OI ICAL HEATING EQUIPMENT ALL WARM -AIR FURNACESSHALL BE LISTED AND LABELED BY AN APPROVED AGENCY AND INSTALLED TO LISTED SPECIFICATIONS. NO UAR1-AIR FURNACES SHALL BE 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 GRADE UNDER FLOOR SPACE OR BASEMENT UNLESS SUCH LOCATION 15 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 18 INCHES ABOVE TI -4E FLOOR LEVEL. VENTILATION LOCAL EXHAUST SHALL SE PROVIDED IN EACH KITCHEN, BATHROOM, WATER CLOSET, LAUNDRY ROOM, INDOOR SWIMMING POOL, SPA, AND OTHER ROOMS WHERE WATER VAPOR OR COOKING ODOR 15 PRODUCED. PER IRC TABLE M1501.4 MINIMUM REQUIRED LOCAL EXHAUST RATES FOR ONE -AND TLJO-FAMILY DWELLINGS PER 2015 TABLE M1501.4 AREA TO BE EXHAUSTED EXHAUSTED RATES KITCHENS 100 CFM INTERMITTENT OR 25 CFM CONTINUOUS BATHROOMS - TOILET ROOMS MECHANICAL EXHAUST CAPACITY OF 50 CFM INTERMITTENT OR 20 CFM CONTINUOUS FOR 51: 1 CUBIC FOOT PER MINUTE = 0.0004119 m /g. EVERY FACTORY BUILT CHIMNEY, TYPE L VENT, TYPE B GAS VENT OR TYPE BU GAS VENT SHALL BE INSTALLED IN ACCORDANCE UJITH THE TERMS OF ITS LISTING, MFR'S INSTALLATION INSTRUCTIONS AND APPLICABLE CODE REQUIREMENTS. A TYPE L VENTING SYSTEM 51-1ALL 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 ID' OF THE VENT. 2015 WASHINGTON STATE ENERGY CODE - R403.5.1 WHOLE HOUSE MECHANICAL VENTILATION SYSTEM FAN EFFICACY. MECHANICAL VENTILATION SYSTEM FANS 51-IALL MEET THE EFFICACY REQUIREMENTS OF TABLE R403.5.I. EXCEPTION: WHERE MECHANICAL VENTILATION FANS ARE INTEGRAL TO TESTED AND LISTED HVAC EQUIPMENT, THEY SHALL BE POWERED BY AN ELECTRONICALLY COMMUTATED MOTOR. TABLE R403.5.I MECHANICAL VENTILATION SYSTEM FAN EFFICACY FAN LOCATION AIR FLOW RATE MINIMUM (CFM) MINIMUM EFFICACY (CFM/UATT) AIR FLOW RATE MAXIMUM (CFM) RANGE HOODS ANY 2.8 CFM/WATT ANY IN -LINE -FAN ANY 2.8 CFM/UATT ANY BATHROOM, UTILITY ROOM 10 1.4 CFM/WATT <90 BATHROOM, UTILITY ROOM 90 2.5 CFM/WATT ANY MEC!-ANICAL VENTILATION RATE THE WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM SHALL PROVIDE OUTDOOR AIR TO EACH HABITABLE SPACE AT A CONTINUOUS RATE OF NOTE LESS THAN THAT DETERMINED IN ACCORDANCE WITH TABLE M150133(1) EXEMPTION: THE WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM 16 PERMITTED TO OPERATE INTERMITTENTLY WHERE THE SYSTEM HAS CONTROLS THAT ENABLE OPERATION FOR NOT LESS THAN 25 PERCEENT OF EACH 4 -HOUR SEGMENT AN THE VENTILATION RAT E PRESCRIBED IN TABLE M150133(1) IS MULTIPLIED BY THE FACTOR DETERMINED IN ACCORDANCE UJITH TABLE M150133(1) TABLE 81501.33(1) CONINUOUS WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM AIRFLOW RAT REQUIREMENTS DUELLING UNIT FLOOR AREA (SQUARE FEET) NUMBER OF BEDROOMS 0-1 2-3 4-5 6-1 <1 AIRFLOW IN CFM VERTICAL <1,500 30 45 60 15 90 1,501-3,000 45 60 15 90 105 3,001-4,500 60 15 90 105 120 4,501-6,000 15 90 105 120 135 6,001-1,500 90 105 120 135 150 >1,500 105 120 135 150 165 DUCT LEAKAGE PROTECTION: DUCTS SHALL BE LEAK TESTED IN ACCORDANCE WITH UJSU RS -33, USING THE MAXIMUM DUCT LEAKAGE RATES SPECIFIED. BUILDING AIR LEAKEAGE TESTING 2015 WSEC SEC. 4024.1.2 THE BUILDING OR DWELLING UNIT 514ALL BE TESTED AND VERIFIED AS HAVING AN AIR LEAKAGE RATE OF NOT EXCEEDIING 5 AIR CHANGES PER HOUR. TESTING SHALL BE CONDUCTED WITH A BLOWER DOOR AT A PRESSURE OF 0.2 INCHES tun. UHERE REQUIRED BY THE CODE OFFICIAL, TESTING SHALL BE CONDUCTED BY AN APPROVED THIRD PARTY. A WRITTEN REPORT OF THE RESULTS OF THE TEST SHALL BE SIGNED BY THE PARTY CONDUCTION THE TEST AND PROVIDED .TO THE CODE OFFICIAL. TESTING SHALL BE PERFORMED AT ANY TIME AFTER CREATION OF ALL PENETRATIONS OF THE BUILDING THERMAL ENVELOPE. ONCE VISUAL INSPECTION 1-145 CONFIRMED SEALING (SEE TABLE R402.4.I.I), OPERABLE WINDOWS AND DOORS MANUFACTURED BY SMALL BUSINESS SHAL BE PERMITTED TO BE SEALED OFF AT THE FRAME PRIOR TO THE TES. 2015' WASHINGTON STATE ENERGY CODE - TABLE 402.1.1 INSULATION AND FENESTRATION REQUIREMENTS BY COMPONENT CLIMATE ZONE 5 4 MARINE 4 FENESTRATION U -FACTOR CEILING U/ ATTIC VAULTED CEILING WOOD FRAMED WALL BELOW GRADE MASS WALL FRAMED FLOOR SLAB ON GRADE VERTICAL OVERHEAD 025 0.50 R-49 R-38 R-21 R-10/15/21 R-21/211-1 R-30 R -I0 4. INTERMITTENT WHY USING A HEAT RECOVERY vENTILATION SYSTEM (IRCM15013.1) TB CONTINUOUS HV SYSTEM AIRFLOW RATE 2' Ti MP RA I dpi 00 AT LEAST ONE THERMOSTAT SHALL BE PROVIDED FOR EACH SEPARATE HEATING AND COOLING SYSTEM WSEC SEC. 403.1 TABLE M1501.33(2) INTERMITTENT WHOLE -HOUSE MECHANICAL VENTILATION RATE FACTORSai' TALE M1501.3.3(2) RUN-TIME PERCENTAGE IN EACH 4 -HOUR SEGMENT 25% 33% 50% 66% 15% 100% FACTOR 4 3 2 1.5 13 1.0 a. FOR VENTILATION SYSTEM RUN TIME VALUES BETWEEN THOSEE GIVEN, THE FACTORS ARE PERMITTED TO BE DETERMINED BY INTERPOLATION. b. EXTRAPOLATION BEYOND THE TABLE 16 PROHIBITED. VENTILATION SCHEDULE VENTILATION REQUIREMENTS OF IRC TABLE 15063 SYMBOL 1 KITCHENS 100 CFM INTERMITTENT OR 25 CFM CONTINUOUS +. 2 MECHANICAL EXHAUST CAPACITY BATHROOMS -TOILET ROOMS OF 50 CFM INTERMITTENT OR 20 CFM CONTINUOUS Whole House Fan 3 EXHAUST FANS PROVIDING WHOLE -HOUSE VENTILATION SHALL HAVE A FLOW RATING AT 025 INCHES WATER GAUGE AS SPECIFIED IN TABLE MI50133(1). MANUFACTURERS' FAN FLOW RATINGS SHALL SE DETERMINED ACCORDING TO HVI 916 OR AMCA 210 PER M15013.4.1 EXCEPTION:THE WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM 15 PERMITTED TO OPERATE INTERMITTENTLY WHERE THE SYSTEM HAS CONTROLS THAT ENABLE OPERATION FOR NOT LESS THAN 25 -PERCENT OF EACH 4 -HOUR SEGMENT AND THE VENTILATION RATE PRESCRIBED IN TABLE MI501.33(1) IS MULTIPLIED BY THE FACTOR DETERMINED IN ACCORDANCE WITH TABLE M150133(2) DRI 1 1 G 4 D. OTOI 1\ 3 #,Ds. 1. NOTCHING. ANY STUD IN AN EXTERIOR WALL OR BEARING PARTITION MAY SE CUT OR NOTHCED TO A DEPTH NOT EXCEEDING 25 PERCENT OF ITS WIDTH. STUDS IN NONBEARING PARTITIONS MAY BE NOTCHED TO A DEPTH NOT TO EXCEED 40 PERCENT OF A SINGLE STUD WIDTH. 2. DRILLING. ANY STUD MAY BE BORED OR DRILLED, PROVIDED THAT THE DIAMETER OF THE RESULTING HOLE IS NO MORE THAN 60 PERCENT OF THE STUD WIDTH, THE EDGE OF OF THE HOLE 15 NO MORE THAN B INCH TO THE EDGE OF THE STUD, AND THE HOLE IS NOT LOCATED IN THE SAME SECTION ASA CUT OR NOTCH. STUDS LOCATED IN EXTERIOR WALLS OR BEARING PARTITIONS DRILLED OVER 40 PERCENT AND UP TO 60 PERCENT SHALL ALSO BE DOUBLED WITH NO MORE THAN TWO SUCCESSIVE DOUBLED STUDS BORED. SEE FIGURES R602.6(I) AND R602.6(2). -EXCEPTION: USE OF APPROVED STUD SHOES IS PERMITTED WHEN THEY ARE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. R602b.1 DRILLING AND NOTCHING OF TOP PLATE. WHEN PIPING OR DUCTWORK IS PLACED IN OR PARTLY IN AN EXTERIOR WALL OR INTERIOR LOAD BEARING WALL, NECESSITATING CUTTING, DRILLING OR NOTCHING OF THE TOP PLATE BY MORE THAN 50 PERCENT OF ITS WIDTH, A GALVANIZED METAL TIE OF NOT LESS THAN 0.054 INCH THICK (131mm) (16 ga) AND 1 1/2 INCHES (38mm) WIDE SHALL BE FASTENED ACROSS AND TO THE PLATE AT EACH SIDE OF THE OPENING WITH NOT LESS THAN EIGHT 10d (0.148 INCH DIAMETER) HAVING A MINIMUM LENGTH OF I INCHES AT EACH SIDE OR EQUIVALENT. THE METAL TIE MUST. EXTEND A MINIMUM OF 6 INCHES PAST THE OPENING. SEE FIGURE R602.6.1. -EXCEPTION: WHEN THE ENTIRE SIDE OF THE WALL WITH THE NOTCH OR CUT IS COVERED BY WOOD STRUCTURAL PANEL SHEATHING. R602.6 DRILLING AND NOTCHING STUDS. DRILLING AND NOTCHING OF STUDS SHALL BE IN ACCORDANCE WITH THE FOLLOWING: R404.I LIGHTING EQUIPMENT (MANDATORY). A MINIMUM OF 15 PERCENT OF PERMANENTLY INSTALLED LAMPS IN LIGHTING FIXTURES SHALL BE HIGH -EFFICACY LAMPS R404.1.1 LIGHTING EQUIPMENT (MANDATORY). FUEL GAS LIGHTING SYSTEMS SHALL NOT HAVE CONTINUOUSLY BURNING PILOT LIGHTS. P05 I \G (7 0 1--1-104Th WSEC R4013 A PERMANENT CERTIFICATE SHALL SE COMPLETED AND POSTED ON OR WITHIN THREE FEET OF THE ELECTRICAL DISTRIBUTION PANEL BY THE BUILDER OR REGISTERED DSIGN PROFESSIONAL.THE CERTIFICATE SHALL BE COMPLETED BY THE BUILDER OR REGISTERED DESIGN PROFESSIONAL AND SHALL NOT COVER OR OBSTRUCT THE VISIBILITY OF THE CIRCUIT DIRECTORY LABEL. SERVICE DISCONNECT LABEL OR OTHER REQUIRED LABELS. THE CERTIFICATE SHALL LIST THE PREDOMINANT R -VALUES OF INSULATION INSTALLED IN OR ON CEILING/ROOF, WALLS, FOUNDATION (SLAB, BELOW -GRADE WALL, AND /OR FLOOR) AND DUCTS OUTSIDE CONDITIONED SPACES± U -FACTORS FOR FENESTRATION, AND THE SOLAR HEAT GAIN COEFFICIENT (SHGC) OF FENESTRATION, AND THE RESULTS FROM ANY REQUIRED DUCT SYSTEM AND BUILDING ENVELOPE AIR LEAKAGE TESTING DONE ON THE BUILDING. WHERE THERE 15 MORE THAN ONE VALUE FOR EACH COMPONENT, THE CERTIFICATE SHALL LIST THE VALUE COVERING THE LARGEST AREA: THE CERTIFICATE SHALL LIST THE TYPES AND EFFICIENCIES OF HEATING, COOLING AND SERVICES WATER HEATING EQUIPMENT. WHERE A GAS-FIRED UNYENTED ROOM HEATER, ELECTRIC FURNACE, OR BASEBOARD ELECTRIC HEATER 16 INSTALLED IN THE RESIDENCE, THE CERTIFICATE SHALL LIST 'GAS-FIRED UNVENTED ROOM HEATER' 'ELECTRIC FURNACE' OR 'BASEBOARD ELECTRIC HEATER.' A5 APPROPRIATE. AN EFFICIENCY SHALL NOT BE LISTED FOR GAS-FIRED UNYENTED ROOM HEATERS, ELECTRIC FURNACES OR ELECTRIC BASEBOARD HEATERS. D REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 2 2018 City of Tukwila BUILDING DIVISION CITY F TUKWILA AUG 03 2018 PERMIT CENTER 7 mcN c� IT ) 1_l_: 0 ciL E LILI0 1 GENERAL NOTES 0 cnz _1 <II: Q- 6' >---41 "CC -I CZ -I w <I[ I- 14 - These plans are copyrighted in accordance with federal statutes. Payment of use fee 1s due Rector Residential Design, LLC. prior to construction for each structure built from these plans. Reproduction by any method of all, part or variations thereof without written permissIon from Rector Residential Design, LLC. is expressly prohibited. These drawings and all prints therefrom remain the property of' Rector Residential Design, LLC. REVISIONS INT. DATE REV. DESIGNER: PR DRAFTER: RE DATE: -(/2/18 PROJECT NO: 1892 SHEET NO: WHOLE HOUSE VENTILATION (PRESCRIPTIVE WHV) WHOLE HOUSE vENTILATION SYSTEMS YOU WILL BE USING. 1. INTERMITTENT WHv USING EXHAUST FANS AND FRESH AIR INLETS (IRC M15013.4) O 2. INTERMITTENT WI -11/ USING INTEGRATED WITH A FORCED AIR SYSTEM (IRC 15013.5) 3. INTERMITTENT WHY USING A SUPPLY FAN (IRC MI5013.6) I 4. INTERMITTENT WHY USING A HEAT RECOVERY vENTILATION SYSTEM (IRCM15013.1) 5. CONTINUOUS HV SYSTEM AIRFLOW RATE DRI 1 1 G 4 D. OTOI 1\ 3 #,Ds. 1. NOTCHING. ANY STUD IN AN EXTERIOR WALL OR BEARING PARTITION MAY SE CUT OR NOTHCED TO A DEPTH NOT EXCEEDING 25 PERCENT OF ITS WIDTH. STUDS IN NONBEARING PARTITIONS MAY BE NOTCHED TO A DEPTH NOT TO EXCEED 40 PERCENT OF A SINGLE STUD WIDTH. 2. DRILLING. ANY STUD MAY BE BORED OR DRILLED, PROVIDED THAT THE DIAMETER OF THE RESULTING HOLE IS NO MORE THAN 60 PERCENT OF THE STUD WIDTH, THE EDGE OF OF THE HOLE 15 NO MORE THAN B INCH TO THE EDGE OF THE STUD, AND THE HOLE IS NOT LOCATED IN THE SAME SECTION ASA CUT OR NOTCH. STUDS LOCATED IN EXTERIOR WALLS OR BEARING PARTITIONS DRILLED OVER 40 PERCENT AND UP TO 60 PERCENT SHALL ALSO BE DOUBLED WITH NO MORE THAN TWO SUCCESSIVE DOUBLED STUDS BORED. SEE FIGURES R602.6(I) AND R602.6(2). -EXCEPTION: USE OF APPROVED STUD SHOES IS PERMITTED WHEN THEY ARE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. R602b.1 DRILLING AND NOTCHING OF TOP PLATE. WHEN PIPING OR DUCTWORK IS PLACED IN OR PARTLY IN AN EXTERIOR WALL OR INTERIOR LOAD BEARING WALL, NECESSITATING CUTTING, DRILLING OR NOTCHING OF THE TOP PLATE BY MORE THAN 50 PERCENT OF ITS WIDTH, A GALVANIZED METAL TIE OF NOT LESS THAN 0.054 INCH THICK (131mm) (16 ga) AND 1 1/2 INCHES (38mm) WIDE SHALL BE FASTENED ACROSS AND TO THE PLATE AT EACH SIDE OF THE OPENING WITH NOT LESS THAN EIGHT 10d (0.148 INCH DIAMETER) HAVING A MINIMUM LENGTH OF I INCHES AT EACH SIDE OR EQUIVALENT. THE METAL TIE MUST. EXTEND A MINIMUM OF 6 INCHES PAST THE OPENING. SEE FIGURE R602.6.1. -EXCEPTION: WHEN THE ENTIRE SIDE OF THE WALL WITH THE NOTCH OR CUT IS COVERED BY WOOD STRUCTURAL PANEL SHEATHING. R602.6 DRILLING AND NOTCHING STUDS. DRILLING AND NOTCHING OF STUDS SHALL BE IN ACCORDANCE WITH THE FOLLOWING: R404.I LIGHTING EQUIPMENT (MANDATORY). A MINIMUM OF 15 PERCENT OF PERMANENTLY INSTALLED LAMPS IN LIGHTING FIXTURES SHALL BE HIGH -EFFICACY LAMPS R404.1.1 LIGHTING EQUIPMENT (MANDATORY). FUEL GAS LIGHTING SYSTEMS SHALL NOT HAVE CONTINUOUSLY BURNING PILOT LIGHTS. P05 I \G (7 0 1--1-104Th WSEC R4013 A PERMANENT CERTIFICATE SHALL SE COMPLETED AND POSTED ON OR WITHIN THREE FEET OF THE ELECTRICAL DISTRIBUTION PANEL BY THE BUILDER OR REGISTERED DSIGN PROFESSIONAL.THE CERTIFICATE SHALL BE COMPLETED BY THE BUILDER OR REGISTERED DESIGN PROFESSIONAL AND SHALL NOT COVER OR OBSTRUCT THE VISIBILITY OF THE CIRCUIT DIRECTORY LABEL. SERVICE DISCONNECT LABEL OR OTHER REQUIRED LABELS. THE CERTIFICATE SHALL LIST THE PREDOMINANT R -VALUES OF INSULATION INSTALLED IN OR ON CEILING/ROOF, WALLS, FOUNDATION (SLAB, BELOW -GRADE WALL, AND /OR FLOOR) AND DUCTS OUTSIDE CONDITIONED SPACES± U -FACTORS FOR FENESTRATION, AND THE SOLAR HEAT GAIN COEFFICIENT (SHGC) OF FENESTRATION, AND THE RESULTS FROM ANY REQUIRED DUCT SYSTEM AND BUILDING ENVELOPE AIR LEAKAGE TESTING DONE ON THE BUILDING. WHERE THERE 15 MORE THAN ONE VALUE FOR EACH COMPONENT, THE CERTIFICATE SHALL LIST THE VALUE COVERING THE LARGEST AREA: THE CERTIFICATE SHALL LIST THE TYPES AND EFFICIENCIES OF HEATING, COOLING AND SERVICES WATER HEATING EQUIPMENT. WHERE A GAS-FIRED UNYENTED ROOM HEATER, ELECTRIC FURNACE, OR BASEBOARD ELECTRIC HEATER 16 INSTALLED IN THE RESIDENCE, THE CERTIFICATE SHALL LIST 'GAS-FIRED UNVENTED ROOM HEATER' 'ELECTRIC FURNACE' OR 'BASEBOARD ELECTRIC HEATER.' A5 APPROPRIATE. AN EFFICIENCY SHALL NOT BE LISTED FOR GAS-FIRED UNYENTED ROOM HEATERS, ELECTRIC FURNACES OR ELECTRIC BASEBOARD HEATERS. D REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 2 2018 City of Tukwila BUILDING DIVISION CITY F TUKWILA AUG 03 2018 PERMIT CENTER 7 mcN c� IT ) 1_l_: 0 ciL E LILI0 1 GENERAL NOTES 0 cnz _1 <II: Q- 6' >---41 "CC -I CZ -I w <I[ I- 14 - These plans are copyrighted in accordance with federal statutes. Payment of use fee 1s due Rector Residential Design, LLC. prior to construction for each structure built from these plans. Reproduction by any method of all, part or variations thereof without written permissIon from Rector Residential Design, LLC. is expressly prohibited. These drawings and all prints therefrom remain the property of' Rector Residential Design, LLC. REVISIONS INT. DATE REV. DESIGNER: PR DRAFTER: RE DATE: -(/2/18 PROJECT NO: 1892 SHEET NO: AREA SUMMAR( ILAT iON SC1-4EULE VENTILATION REQUIREMENTS OF IRC TABLE 150&.3 MAIN FLOOR: 1077 SF. KITCHENS 100 CFM INTERMITTENT OR 25 CFM CONTINUOUS UPPER FLOOR: 1316 SF. ck TOTAL: 2393 SF. GARAGE: 400 SF. GLAZING SUMMARY WINDOWS: 310 SF. DOORS LU/ MORE THAN E'O% GLAZING: 0 SF. SKYLIGHTS: 0 SF• TOTAL: 310 SF. GLAZING PERCENT: 155 % WDW SF / FLR SF. (%) SMOKE DETECTORS 0SD INSTALL SMOKE DETECTORS PER CODE 110V INTERCONNECTED W/ BATTERY BACKUP INSTALLED ON EACH FLOOR, IN EACH SLEEPING AREA, AND OUTSIDE EACH SEPERATE SLEEPING AREA LISTED IN ACCORDANCE WITH UL 211 AND INSTALLED PER THE HOUSEHOLD FIRE WARNING EQUIPMENT PROVISIONS OF NFPA 72 CARBON MONOXIDE SD/CM INSTALL SMOKE DECTOR/ CARBON MONOXIDE ALARM PER CODE COMBINATION SMOKE ALARM & CARBON MONOXIDE ALARMS: SMOKE ALARM REQUIREMENTS AS LISTED ABOVE. INSTALLED ON EACH FLOOR, AND OUTSIDE EACH SEPARATE SLEEPING AREA IN THE IMMEDIATE VICINITY OF TI -IE BEDROOMS. CARBON MONOXIDE ALARMS LISTED AS COMPLYING WITH UL 2075 AND INSTALLED PER MANUFACTURER'S INSTALLATION INSTRUCTIONS VENT ILAT iON SC1-4EULE VENTILATION REQUIREMENTS OF IRC TABLE 150&.3 SYMBOL 4– 1 KITCHENS 100 CFM INTERMITTENT OR 25 CFM CONTINUOUS BATHROOMS -TOILET ROOMS MECHANICAL EXHAUST CAPACITY & LAUNDRY ROOMS OF 50 CFM INTERMITTENT OR 20 CFM CONTINUOUS 2 ck THE WHOLE -HOUSE VENTILATION SYSTEM SHALL CONSIST OF ONE OR MORE SUPPLY OR EXHAUST FANS, OR A COMBINATION OF SUCH. SYSTEM SHALL BE PROVIDED WITH CONTROLS THAT ENABLE MANUAL OVERRIDE. PROVIDE OUTDOOR AIR AT A CONTINUOUS RATE OF NOT LESS THAN THAT DETERMINED IN ACCORDANCE WITH TABLE M1507.3.3(1) 3 Whole Nouse Fan EXCEPTION:THE WHOLE -HOUSE MECHANICAL VENTILATION. SYSTEM i5 PERMITTED TO OPERATE INTERMITTENTLY WHERE THE SYSTEM HA5 CONTROLS THAT ENABLE OPERATION FOR NOT LESS THAN 25 -PERCENT OF EACH 4-1-1OUR SEGMENT AND THE VENTILATION RATE PRESCRIBED IN TABLE M1501.3,3(1) IS MULTIPLIED BY THE FACTOR DETERMINED IN ACCORDANCE WITH TABLE M1501.3.3(2) VENTILATION RATE FOR WHOLE HOUSE FAN TO BE 75 AIRFLOW IN CFM PER TABLE M501.3.3 (1) HVAC CONTRACTOR TO SPECIFY LOCATION. 55'-7I' 5'-1' 36' MIN. CONC. LANDING Ntig 3010 FX R::,::;•;�:+•;J:;Y,:$;•.:G<5;.✓.fti:,Pj:Y,Y,.:: ::V,.:S;Y,.::tiM1J k (5)51 -ELVES 's2ii:k a✓..,.✓......✓.✓....✓✓.:%rti%•`.:s:f::`:. ^' ..ssktc...•......:�ti 36' MIN. CONC. LANDING :;:�;•:{{:: }rr nr M1•. •✓. ,';:}`,:{{ 5:•71 }`. •:{c;•;,r,{::..`_:;7:ti r. a ..... {t:;'{::'{:�.•..::?J. {::S+i :•.. s..... sss:::{i�i:...•.... s.. s.....v ......:.•.....•.•....•...... ss.. s . s. s....... RANGE(vTO) UJ/ MICRO ABOVE STRAP TO WALL PER UPC 508.2 IRC M1301.2 PROVIDE PRESSURE RELIEF VALVE TO EXTERIOR AND INSTALL APPROVED EXPANSION TANK. 4' BOLLARD PLATFORi" I IS' AFF 20 MIN. RATED SELF CLOSING DOOR HARDWOOD J.J. 2 CAR GARAGE FOR, BENCH W/ COAT HANGERS (2) 2668 SLIDING BARN DOORS • 24'xIS' MIN. INTERIOR CRAWL ACCESS UJ/ TIGHT FITTING INSULATED DOOR rn 4' CONC. -PROVIDE ONE LAYER 'sus' GWB TYPE 'X' AT CEILINGS COMMON WITH HABITABLE AREAS -WHERE THE SEPARATION 15 A FLOOR CEILING ASSEMBLY CLAD ALL SUPPORT COLUMNS, BEAMS AND WALLS WITH ONE LAYER 1/2' GWB. -THE GARAGE SHALL BE SEPARATED FROM THE RESIDENCE AND ATTIC AREA WITH NO LESS THAN 112' GWB ON THE GARAGE SIDE DIN( NG ROOi 1 ALL LINE AB 36' MANUF. GAS FIREPLACE INSTALL PER MFRS. SPECS LIVING ROOM HARDWOOD UP 16R FX S.G 305 3050 51-I 3050 FX 3050 51-I 3,-4' 19�L-6' MAIN FLOOR PLAN © 2018 RECTOR RESIDENTIAL DESIGN, LLC - ALL DOOR/WINDOW HEADERS TO BE 6?X& DF#2 AT 2><& BEARING WALLS , U.N.O., 6'-0" MAX. SPAN - ALL DOOR/WINDOW HEADERS TO BE 4X10 DF#2 AT 2X4 BEARING WALLS, U.N.O., -0" MAX. SPAN - WINDOW HEADERS AT 7'-8" ABOVE SUB FLOOR, U.N.O. PROVIDE FIREBLOCKING A5 REQUIRED PER I.R.C. EXTERIOR WALLS TO BE 2X& AT 1&" (MAX.) O.C. U.N.O. - INTERIOR PARTITIONS TO BE 2 X 4 AT iG " O.C. (2X& PLUMBING WALLS, U.N.O.) - DUCTS THROUGH WALL OR CEILING COMMON TO HOUSE MIN. 2/o GAGE STEEL - NO DUCT OPENINGS IN GARAGE O PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.) O FLOOR ELEVATIONS AT THE REQUIRED EGRESS DOORS. LANDINGS OR FINISHED FLOORS AT THE REQUIRED EGRESS DOOR SHALL NOT BE MORE THAN 1 1/2" LOWER THAN THE TOP OF THRESHOLD. PROVIDED THE DOOR DOES NOT SWING OVER THE LANDING OR FLOOR IRC 8311.3.1. EXCEPTION: THE LANDING OR FLOOR ON THE EXTERIOR SIDE SHALL NOT BE MORE THAN 1 " BELOW THE TOP OF THE THRESHOLD PROVIDED THE DOOR DOES NOT SWING OVER THE LANDING OR FLOOR. IRC R311.3.2 SCALE : 1/4': 1'_0' REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 2 2018 • City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 03 2018 PERMIT CENTER D( 8 02.4 * NO FIELD ALTERATIONS WILL BE AUTHORIZED. UNLESS ACCOMPANIED BY REVISED DRAWINGS. NOTE: REFER TO STRUCTURAL SHEETS FOR SHEAR WALL SCHEDULE AND ENGINEERING PLAN WHICH CONTAIN DETAIL REFERENCES AND/OR INSTRUCTIONS PERTAINING TO EACH SHEAR WALL INDICATED IN THIS PLAN. NOTE: CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS / DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK, DESIGNER 51-IALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR. Al z LL •(c) l 6- sin loll W 1_I_. O E o � liL M4IN FLOOR FLAN z 0 (5)i O N "Z- These plans are copyrighted in accordance with federal statutes. Payment of use fee is clue Rector Residential Design, LLC. prior to construction for each structure built from these plans. Reproduction by any method of all, part or variations thereof without written permission From Rector Residential Design, LLC. is expressly prohibited. These drawings and all prints therefrom remain the property of Rector Residential Design, LLC. REVISIONS REV. INT. DATE DESIGNER: PR DRAFTER: RE DATE: 7/2/18 PROJECT NO: 1892 SHEET NO: * NO FIELD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. NOTE: REFER TO STRUCTURAL SLEETS FOR SHEAR WALL SCHEDULE AND ENGINEERING PLAN WHICH CONTAIN DETAIL REFERENCES AND/OR INSTRUCTIONS PERTAINING TO EACH SHEAR WALL INDICATED IN THIS PLAN. NOTE: CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS / DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK. DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR. 10'-4' II' -111' 2'-5' 2'-5' r ..'...r. .... v..rr. .... rr:.... ...» ........♦ ....vv... ...n.... ....... r........i.r.:S::-�v.•rr.'•}?iYr.W:rr.:•}.• .•.rr.... 1.....1 ...�.... o...,. w o� EGRESS ., . ..... :.:....r r........ . 60'x32° EGRESS ...�......`:':.':'.•`.• ,,.,r...r.... ; •,.>.......,..:.vE:::...r...;a'v`.e:....rrr ::.i !BEDROOM 5 CARPET IBEDROOM 4 CARPET WHOLE HOUSE FAN UJ/ AUTO TIMER 4 2868 ANUAL OVERRIDE f. I711I ,< 4 ... ...... ;�:•::i.......,...,..,..,.',:its...:&................ :: xpn;.:%::%5v;;tn:r.;;-...;rr,.;r,.-r.•x;:v:r};:;.w<Xr. rrx�i::'r.:c<:ti}••r•:w;r.:tT'•:"•<rvr.;r> ;•r,:� ti::::$:a.nv".rr:4`Z.r...ra.•rr••r..r.•.•.....rrrr.:..•s....:.r:.v.•r.....a.•......•..•...r.....rn•..•rrrk'i.r. ..............,..v...r.......:....,,.....r.r......:•*:":•::• ::••.....,....r..r......... M.,4�' TILE 15EIDIROOM 3 CARPET CARPET 7'-81' 36' HIGH 1/2 WALL EGRESS CARPET 50 FX 3050 FX S.G. EGRESS 3050 SH 3050 CSMT 3050 SH UFFE FLOOR PLAN © 2018 RECTOR RESIDENTIAL DESIGN, LLC - PROVIDE FIREBLOCKING AS REQUIRED PER I.R.C. - WINDOW HEADERS AT G' -S ABOVE SUB FLOOR, U.N.O. - EXTERIOR WALLS TO BE 2X& AT 16" O.C., UN.O, - INTERIOR PARTITIONS TO BE 2X4 AT I&" O.C. (2X& PLUMBING WALLS) U.N.O. - PROVIDE SUPPLEMENTAL JOISTS/BLOCKING BELOW SHEAR WALLS AS INDICATED ON FRAMING PLAN 0 PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.) SCALE : 1/4'.= 1' -O' REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 2 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 0 3 2018 PERMIT CENTER DIS -azul Coo 1 z (I) ILL '(r) � o ® C� I-" Z C� c Lel - (01 ci3 O E L--U--II 0 1— UPPER FLOOR FLAN 0 to) <IE 1-6 U <IL •.c) ILO These plans are copyrighted in accordance with federaI statutes. Payment of' use fee Is due Rector Residential Design, LLC. prior to construction For each structure built From these plans. Reproduction by any method or all, part or variations thereof without written permission from Rector Residential Design, LLC. is expressly prohibited. These drawings and all prints therefrom remain the property of Rector Residential Design, LLC. REVISIONS REV. INT. DATE DESIGNER: PR DRAFTER: RE. DATE: 7/2/15 PROJECT NO: 1592 SHEET NO: 4 s ' SPHERE SHALL NOT PA55 THROUGH 8' MIN. NEADROOM a E Z Ez 0 z m 0-1 3/5' P�0 HANDRAILS SHALL BE PROVIDED ON AT LEAST ONE SIDE OF EACH CONTINUOUS RUN OF TREADS OR FLIGHT WITH FOUR OR MORE RISERS. HANDRAILS CIRCULAR DIAMETER OF AT LEAST 1 a ' MIN. 2° MAX. EDGES SHALL NAVE A MIN. RADIUS OF 0.001 INCH. HANDRAILS ADJACENT TO A WALL SHALL HAVE A SPACE OF NOT LESS THAN 11 ' IRC SECTION R311.1.5 OPENINGS FOR REQUIRED GUARDS ON TI -IE SIDES OF STAIR TREADS SHALL NOT ALLOW A SPHERE 4 3/5 INCHES (101mm) TO PA55 THROUGH. IRC R312.13 3/4° MIN. -11/4' MAX NOSING X 2X4 THRUST BLOCK 6' SPI -ERE UNABLE TO PA55 THROUGH OPENING IRC 8312.1.3 BELOW STAIR INSTALL 1/2' GWB 6 CEILING, AND WALLS (3) 2X12 STRINGERS FIRE BLOCKING e MID -SPAN AND IN STUD WALLS ALONG AND IN LINE WITH STRINGERS IF AREA UNDER STAIRS IS UNFINISHED INTERIOR/GUARDRAIL STAIR NOTES: - HANDRAILS MUST NOT PROJECT MORE THAN 41/2' INTO THE STAIRWAY IRC SECTIONR311.1.1 AND MUST BE ABLE TO RESIST A 200 Ib. POINT LOAD FROM ANY DIRECTION. IRC SECTIONS R311.5.1 4 TABLE R301.5d - LIGHTING 15 REQUIRED AT THE TOP, BOTTOM OR DIRECTLY OVER EACH STAIRWAY SECTION, AND ANY LANDINGS WITH CONTROLS AT THE TOP AND BOTTOM OF STAIRS WITH 6 OR MORE RISERS. IRC SECTION 8303.1 AND 311.1.1 - THE SPACING BETWEEN INTERMEDIATE HANDRAIL MEMBERS MUST NOT ALLOW A 4 8 ' SPHERE TO P455 THROUGH ANY OPENING. IRC SECTION 8312.1.3 - STAIRWAYS, STAIR 4 STAIR LANDING MINIMUM WIDTH SHALL BE NO LESS THAN 36' (31 z ' CLEAR IF ONE HANDRAIL, 4 21' CLEAR IF 2 HANDRAILS. IRC SECTION R311.1.I - THE RADIUS OF CURVATURE AT TI -4E NOSING SHALL BE NO GREATER THAN 9/16'. THE MAX. BEVELING OF NOSING SHALL NOT EXCEED I/2'. IRC SECTION 8311.1.5.3 -THE GREATEST RISER AND TREAD WITHIN ANY FLIGHT OF STAIRS SHALL NOT EXCEED THE SMALLEST BY MORE THAT 3/8 '. IRC SECTION R311.1.5.1 4 8311.1.5.2 - NOSING IS NOT REQUIRED WHERE THE TREAD DEPTH 15 A MINIMUM OF II'. IRC SECTION 8311.1.5.3 (EXCEPTION) EXTERIOR STAIR NOTES: - EXTERIOR STAIR LIGHTING AT TOP LANDING WITH CONTROLS INSIDE THE DWELLING. IRC SECTION R303.1 4 8303.7.1 - A MAXIMUM SLOPE OF 1:48 (2%) 15 REQUIRED AT EXTERIOR LANDINGS AND TREADS FOR DRAINAGE. IRC SECTION 8311.7.1 INTERIOR WINDER STAIR NOTES: - MINIMUM TREAD DEPTH OF 10° BETWEEN VERTICAL PLANES AT THE INTERSECTION WITH 71-1E WALKLINE (12') AND SHALL HAVE A MINIMUM TREAD DEPTH OF 6' IRC SECTION 8311.1.5.2.1 4 R311.1.4 LANDING NOTES: - LANDING WIDTH SHALL NOT BE LESS THAN THAT OF STAIR SERVED IRC R311.1.6 - LANDING SHALL NOT BE LESS THAN 36 INCHES IN DIRECTION OF TRAVEL IRC 8311.1.6 STAIR DETAIL SCALE: N.T.S. TYP. I I/2' HARDWOOD HANDRAIL SOLID BLOCKING AS REQUIRED PRE FINISH METAL BRACKET TYP. =,41\1DR4IL 2X4 BLOCKING TYP. 21/2' HIGH 5/8' GWB TYPE 'X' AT ALL SIDES TRUSS BOTTOM CHORD 22' x 30' ATTIC ACCESS OPENING 5/8' GWB TYPE 'X' Sib' G.W.B. TYPE 'X' ACCESS HATCH- CEILING INSULATE FULL DEPTH c ATTiC ACCESS hETAiL SCALE: N.T.S. HEADER DETAIL TOP PLATE HEADER WITH RIGID INSULATION PER PLAN PLYWOOD PLATE KING STUD 4 TRIMMER R-10 RIGID INSULATION 01-1EADER FRAMING * NO FIELD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. NOTE: REFER TO STRUCTURAL SHEETS FOR SHEAR WALL SCHEDULE AND ENGINEERING PLAN WHICH CONTAIN DETAIL REFERENCES AND/OR INSTRUCTIONS PERTAINING TO EACH SHEAR WALL INDICATED IN THIS PLAN. NOTE: CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS / DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK. DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR. 12 6 A���i�Sinn`I it PIIP IP 111/11/111/111,11/111M i� 1•: I.0 COMPOSITION ROOFING ON 15 " FELT UNDERLAYMENT ON 1/16' PLY OR 055 SHEATHING TYPICAL. MFR. TRUSSES PER PLAN a 24' O.C. PER MFG, SPECS. TYP. R-49 INSULATION CONT. METAL GUTTER ON 5/4 X S FASCIA BD. TYP. TOP PL !BEDROOM FLOOR JOISTS A5 PER PLAN SUB FLR TOP PL DINING ROOM KITCHEN FLOOR JOISTS AS PER PLAN 3/4' T 4 G PLYWD GLUED 4 NAILED TYP. APPROX. GRADE SUB FLR -APPROX. GRADE '/\<, v/-111=111- \ —111=111:- \ — 11I -11I I1=I I1= •...IIIIII��I I 11-1 11-1 11-1 I I 4' 4' CONT. TIGHTLINE TO STORM SEWER 7111=11 111I 11 4' • PERF. PLASTIC FTG. DRAIN SET IN WASHED GRAVEL UJ/ FILTER FABRIC OVER III=11= I I ;III -iii ixi—I NG. FTG. AS CONC. FTG. AS PER PLAN PER PLAN SECTION A 15' MIN. CRAWL SPACE R-35 INSULATION W/ 6 MIL VAPOR BARRIER TYPICAL. Q c 2018 RECTOR RESIDENTIAL DESIGN, LLC TYPICAL ROOF CONSTRUCTION COMPOSITION ROOF SI-IINGLES - 15# ROOFING FELT - 1/10" SHEATHING RATED 24/16 STRUCTURAL SYSTEM AS NOTED ON FRAMING ;PLAN - R-49 INSULATION - 5/S" GWB. CEILING - 1/S TO 1/4" MESH SCREEN OVER OPENINGS - NET OPENING AREA MINIMUM I/150 OF VENTED AREA 01R 1/300 IF 50%-S0% OF VENTING NEAR TOPOR VAPOR RETARDER - PROVIDE 1" MINIMUM CLEARANCE BETWEEN INSULATION AND SHEATHING AT VENTS PER IRC SECTION R506.3 TYPICAL WALL CONSTRUCTION - SIDING AND/OR VENEER PER ELEVATION - 1/16" PLY OR 0S5 SHTG.( U.N.0 ) - TYVEK BUILDING WRAP OR EQ. - 2X6 STUDS e 16" O.C. EXTERIOR WALLS U.N.O. EXTERIOR WALL NOTCH 25%, BORING 40% 60%o BORING IF DOUBLED 4 NOT MORE THAN TWO SUCCESSIVE STUDS. - 2x4 STUDS ' IC " O.C., INTERIOR PARTITIONS (2X6 0 PLUMBING WALLS) NON-BEARING WALL MAXIMUM NOTCH 40%, BORING 60io HOLES NO CLOSER THE 5/S INCH TO FACE OF STUD - R-21 INSULATION WITH VAPOR BARRIER - 1/2" GWB. INTERIOR SHEATHING TYPICAL FLOOR CONSTRUCTION - FINISHED FLOOR PER FLANS - 3/4" T4G PLYWOOD SUBFLOOR (GLUE AND NAIL) - FLOOR JOISTS PER PLAN - R -3S INSULATION OVER UNHEATED AREAS SCALE : 14"_ iI_o 2 x 6 STUDS 'a 16'o.c. W/ R-21 INSULATION SIDING PER ELEVATIONS ON TYVEK WRAP ON 1/I6' PLY OR OSB SHEATHING. COMPOSITION ROOFING 15° FELT PAPER 1/16° SHEATHING ROOF FRAMING PER PLAN INSULATION BAFFLE VENTED BLOCKING AT REQUIRED BAYS ENERGY CREDIT 1a: 0.5 CREDIT EFFICIENT BUILDING ENVELOPE la: PRESCRIPTIVE COMPLIANCE IS BASED ON TABLE 8402.1.1 WITH THE FOLLOWING MODIFICATIONS: FENESTRATION U. _ 0.20 FLOOR R -3S -NERG ( CREDIT 30: 1.0 CREDIT AIR -SOURCE HEAT PUMP WITH MINIMUM I-1SPF OF 9.0 TO QUALIFY TO CLAIM THIS CREDIT, THE BUILDING PERMIT DRAWINGS SHALL SPECIFY THE OPTION BEING SELECTED AND SHALL SPECIFY THE HEATING EQUIPMENT TYPE AND THE MINIMUM EQUIPMENT EFFICIENCY. ENERGY CREDIT 5a: - 05 CREDIT EFFICIENT WATER HEATING 5a: ALL SHOWERHEAD AND KITCHEN SINK FAUCETS INSTALLED IN THE HOUSE 51-IALL 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 TI-I1S 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. ENERGY' CREDIT Sc: - 15 CREDIT EFFICIENT WATER I-IEATING 5c: WATER HEATING SYSTEM SHALL INCLUDE ONE OF THE FOLLOWING: GAS, PROPANE OR OIL WATER HEATER WITH A 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 THORMS OF 2000 kWh BASED ON THE SOLAR RATING AND CERTIFICATION CORPORATION (SRCC) ANNUAL PERFORMANCE OF 00-300 CERTIFIED SOLAR WATER HEATING SYSTEMS OR ELECTRIC HEAT PUMP WATER HEATER WITH A 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 SI -HALL SPECIFY THE WATER HEATER EQUIPMENT TYPE AND THE MINIMUM EQUIPMENT EFFICIENCY AND, FOR SOLAR WATER HEATING SYSTEMS, THE CALCULATION OF THE MINIMUM ENERGY SAVINGS. 5/4 x 8 FASCIA CONTINUOUS METAL GUTTER 2x6 STUDS 6 16' O.C. TYP. R-21 INSULATION 1/16' SHEATHING - TY -P. TYVEK WRAP - TYP SIDING PER ELEVATION 3/4' T40 PLYWOOD GLUED 4 NAILED FLOOR JOISTS PER PLAN - WINDOW HDR. PER PLAN - TYP. 5/4 TRIM SURROUND - TYP. WINDOW W/ INS. GLASS - TYP. R-49 INSULATION PL IN REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 2 2018 City of Tukwila BUILDING DIVISION BFL 3/4° T4G PLYWOOD GLUED 4 NAILED FLOOR JOISTS PER PLAN R-35 INSULATION 5/4 X 10 TRIM BAND 2X P.T. WOOD SILL 4' 4) CONT. TIGHTLINE TO STORM SEWER F RECEIVED CITY OF TUKWILA AUG 03 2018 PERMIT CENTER Iii -iii- iii-nI z E 4' 4) PERF. PLASTIC FTG. DRAIN SET IN WASHED GRAVEL W/ FILTER FABRIC OVER REBAR PER DETAIL 6 MIL. VAP. BARRIER -_ TYFICAL WALL SECTION N.T.S. NOTE: 1/I6" SHEATHING NOT REQUIRED ON EXT. WALLS WHERE T1-11 SIDING IS SPECIFIED (UNLESS NOTED OTHERWISE IN THE SHEAR WALL SPECIFICATIONS) W Q 1, ill: Z nn --11 =' w L 0 lli i- 0 SECTION These plans are copyrighted in accordance with federal statutes. Payment of use fee is due Rector Residential Design, LLC. prior to construction for each structure built from these plans. Reproduction by any method of all, part or variations thereof' without written permission from Rector Residential Design, LLC. Is expressly prohibited. These drawings and all prints therefrom remain the property of Rector Residential Design, LLC. REVISIONS INT. DATE REV. DESIGNER: PR DRAFTER: RE DATE: 1I/2/1S PROJECT NO: 1592 SHEET NO: is Pea Pte 4 X 21-0' E4ST LEV4T1ON NOTk ELEVATION SCALE : SCALE • COMPOSITION ROOFING SHINGLE SIDING CONT. METAL GUTTER ON 5/4 X S FASCIA BD. TYP. 5/4 X 4 WINDOW TRIM - TYP. 6' BEVEL SIDING 5/4 x 4 CORNER BOARD UJ/ 5/4 x 3 RETURN BOARDS 5/4 x 10 BAND BOARD. TVP. 1'_O' 5/4' x 10' BARGE BD. W/ Ix3 TRIM AT GABLES 6x6 CORBEL LOUVERED VENT 5/4' x 10' BARGE BD. U1/ lx3 TRIM AT GABLES 6x6 CORBEL UVERED VENT / PROVIDE STEPS DN. TO GRADE I SOUN ELEV4TION EVELED CAP 48' ADHERED STONE VENEER © 2018 RECTOR RESIDENTIAL DESIGN, LLC 5/4 x 10 BAND BOARD. TYP. SCALE : _0' TOP FL SUB FLR TOP PL APPROX. GRADE BEVELED CAP ADHERED STONE VENEER REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 2 2018 SUB FL \ City of Tukwila DUILDING DIVISION APPROX. GRADE UJEST ELEVATION NOTE: PROVIDE CONTINUOS PRE -PAINTED G.I. 'Z' FLASI-LING AT ALL EXT. DOOR 4 WINDOW HEADERS. NOTE: APPROVED NUMBERS OR ADDRESSES SHALL BE PROVIDED FOR ALL NEW BUILDINGS IN SUCH A POSITION AS TO BE PLAINLY VISIBLE AND LEGIBLE FROM T1 -4E STREET OR ROAD FRONTING THE PROPERTY. © 2018 RECTOR RESIDENTIAL DESIGN, LLC - VERIFY SHEAR WALL NAILING AND I-IOLDOUINS ARE PER PLAN AND SCHEDULE PRIOR TO INSTALLING SIDING - MASONRY AND WOOD FRAME CHIMNEYS ARE TO BE CONSTRUCTED PER I.R.C. PROVIDE GALVANIZED SHEET METAL FLASHING AND COUNTERFLASHING AT ALL ROOF / WALL INTERSECTIONS, CHIMNEYS, AND SKYLIGHTS - PROVIDE WEATHERSTRIPPING AND FLASHING AT ALL DOORS AND WINDOWS AS REQUIRED - CAULK ALL EXTERIOR JOINTS AND PENETRATIONS - POST ADDRESS ON BLDG. PRIOR TO FINAL INSPECTION - LOTS SHALL BE GRADED AS TO DRAIN SURFACE WATER AWAY FROM FOUNDATION WALL. SLOPE SHALL BE &" IN FIRST 10 FT, OR DRAINS OR SWALES SHALL BE PROVIDED TO ENSURE DRAINAGE AWAY FROM STRUCTURE FASTENERS TO BE NOT -DIPPED GALV, STEEL, STAINLESS OR ALUM. (CORROSION RESISTANT) SCALE : 11-0" 1 (8 RECEIVED CITY OF TUKWILA AUG 0 3 2018 PERMIT CENTER W z (f) E 11_ 0 z kYisN - ,, 11 -� _ Z o cc (0) ``,(-c)5 z .. 0 0 nil ELEVATIONS CONSTRUCT o These plans are copyrighted in accordance with Federal statutes. Payment of -use fee is due Rector Residential Design, LLC. prior to construction for each structure built from these plans. Reproduction by any method of all, part or variations thereof without written permission from Rector Residential Design, LLC. is expressly prohibited. These drawings and all prints therefrom remain the property of' Rector Residential Design, LLC. REVISIONS REV. INT. DATE DESIGNER: PR DRAFTER: RE DATE: 1/2/18 PROJECT NO: 1892 SHEET NO: IFILLJUIP3 Elf -'ii U MfUNLA\ t ELI kLE11-1iLl a Headers: GENERAL NOTES: REVISION DESCRIPTION 5 -are to plan with spans 5 0 _headers not specified or otherwise noted on the. All.. The Structure has been designed to resist code required vertical and lateralp pu... HOLDOWN AND STRAP TABLE z . ., ... ;: 3 SHEAR WALL SW AND ANCHORAGE SCHEDULE ,ol .._. ..... ry...u_ __... .. , . �... ... .. be 4x8 DF#2 HF#2 least cripple and one king stud at each end. Stmp/Holdown Attachment and Required Fasteners Minimum Required q Stud & Rim Joist Or 2x Bottom Plate Sill Plate Attachment forces after the construction of all structural elements have been completed. or (2)2x10 with at one Simpson Strong -Tie ASD S.W. APA Rated Panel Edge Nailing Blocking Size Block Connection Attachment ► „ is the sole greater than 5 -0 shall have at least two cripples and one kingstud U.N.O. Stabilityof the to Spansp p(D) Holdovn Labe Label Product (SKU Required NAILING and Required $CREWS Anchorage to Foundation Label Capacity Sheathing (panel) O Edges 0 Adjoining Panel Edges To Top Plate (G) (H); (Does Nallingg To Wood (%Concet Bolt To Concrete Belaw SIII Plate S,ze structural elementsprior completion p responsibility of the General Contractor. Builder is to verify all dimensions Heavy Timbers: p Y cG> (A) (B) (C) (F�,cG) Boundary Studs and Boundary Studsnot (E) (PLF) sei.mb/wma (A) (B) (C)) (M) (K) (N) (D) (E) (C) (F) (L) apply to crawlapee) Be1) (I) (J) (K) (M) O Fdn. be All timbers above sizes listed above including posts and beams shall be Doug -Fir #2 [1] STHD10/STHD1ORJ (2) 2X STUDS W/ (28) 16d Sinker N/A EMBEDDED STRAP SW6 240/335 life"OSB (1) Side 0.131x2)¢" 0 6" 0.C. 2x_ LTP4 0 36"OC2x_ 16d 6" O.C." ®48" O.C. %O 2x prior to starting work. All changes to structure must reviewed and [2] STHD14/STHD14RJ (2) 2X STUDS W/ (30) 16d Sinker N/A EMBEDDED STRAP OR 12d 0 4" O.C. approved by Phillips Structural Engineering. All materials, methods, and or better. [2]Alt HDU5-SDS25 N/A (2) 2X STUDS W/ (14) SDS SCREWS SIMPSON SB%x24 SW4 350/495 rife"OSB (1) Side 04" 0.13,x27¢".C. LTP4 ®20" OC 16d 0 4" 0.C. OR %" ®32" O.C. 2x Building Code Glu -Laminated Beams (GLB): [3] HDQ8-S1383 N/A (3) 2X STUDS W/ (20) SDS SCREWS SIMPSON SB�%X24 (SEE NOTE E) 12d ®27¢" O.C. workmanship shall be in accordance with the International 455/635 0.131x2) " 0 3" 0.C, 3x_ LTP4 0 12"OC 16d 0 3X" 0.C. %" 0 18" O.C. 2x [4] MST37 STRAP (2) 2X STUDS W/ (22) 16d N/A N/A SW3 4e"OSB (1) Side (IBC) 2015 Edition. The Builder is responsible for using safe work practices All GLB shall be in conformance with ANSI A190.1, American National Standards for [5] MST48 STRAP (2) 2X STUDS W/ (34) 16d N/A N/A . SW2 595/830 ?e"OSB (1) Side 0.131x27¢" 0 2" 0.C. 3x_ LTP4 0 10"0C 16d O 3" 0.C. 0 12" O.C. 2x to Structural Glue -Laminated Timber. Grade 24F -V4 shall meet or exceed the following:[6] MSTC4sB3 STRAP (2) 2x STUDS W/ (38) 10d N/A N/A DW4 705/990 Re"OSB Each Side 0.131x27¢" ®4" 0.C. 3x_ LTP4 ®8"oc (2) ROWS 18d 80 4• O.0 & LTP4 O,B• OC " 0 12" o.c. 2x and conforming all safety ordinances. AT BLK G TO PLATEco Construction observation by the Structural Engineer is for conformance with Fb=2400psi, Fv=240psi, E=1,800,000psi and shall be used at simple spans. Grade 24F be MANDATORY NOTES i Dw3 s10%270 �e OSB Each Slde o.13tx27¢~ ®3" o.c. 3x_ LTP4 ®6"oc (2) ROWS 18d 0.4' 0. T B LTP4 o,s oo A BLK G TO PLATE %" ®9" O.C. 2xiii Z design aspects only and is not intended in anywayto review the General -V8 shall used at continuous spans. g p Y A. INSTALLATION OF ALL HOEDOWN ANCHORS AND STRAPS SHALL BE PER THE MANUFACTURER'S RECOMMENDATIONS. 'MANDATORY; procedures. Laminated Veneer Lumber (LVL): ALL METAL CONNECTORS; IN CONTACT WITH PRESSURE TREATED (P.T.) MATERIAL SHALL BE COATED WITH SIMPSON "Z -MAX" (G-185) NOTES Contractor's construction B. h' GALVANIZATION, TRIPLE ZINC COATED FOR CORROSION PROTECTION. A. ALL SHEATHING PANELS SHALL BE INSTALLED HORIZONTALLY WHERE FRAMING EXCEEDS 16"0.C. SPACING. BLOCK ALL PANEL EDGES. All LVL shall be in conformance with ASTM D2559. LVL shall be made of Doug -Fir STANDARDS: SUPPLEMENTAL NOTES: TO BOTH SIDES OF SHEARWALL (DW4 & DW3), STAGGER PANEL EDGES ON OPPOSITE SIDES OF WALL ►W- ' (DF)and meet or exceed the following:Fb= 2 600 si Fv=285 sl E=1 900 000 SI. All methods, materials and workmanship shall conform to the 2015 ' p ' p ' p C. ALTERNATE HOLDowN TYPES MAY BE ACCEPTABLE WITH WRITTEN APPROVAL OF PHILLIPS STRUCTURAL ENGINEERING. g WHEN SHEATHING IS APPLIED SUCH THAT JOINTS ON OPPOSITE SIDES ARE NOT LOCATED ON THE SAME STUDS. o local Parallel Strand Lumber (PSL):D. ALTERNATE ADHESIVE ANCHORS MAY BE AVAILABLE, CONTACT PHILLIPS STRUCTURAL ENGINEERING. C. BLOCK ALL SHEATHING PANEL EDGES. International Building Code (IBC) as amended and adopted by the BuildingOfficial or applicable jurisdiction. All PSL shall be in conformance with ASTM D2559 and NER-292. PSL strength pp E. IF 6" STEMWALLS DETAILING. SBS"X24 ARE USED, THREADED ROD WITH DOUBLE MAY ONLY BE USED IN 8" STEMWALLS. NUT AND PLATE EXTENDED INTO THE FOOTING IS REQ'D. SEE ALTERNATE D. SHEARWALL SHEATHING/NAILING SHALL BE PROVIDED THE ENTIRE LENGTH OF THE WALLS INDICATED ON THE PLANS. ENDS OFDFULL HEIGHT SHEARWALLS ARE DESIGNATED BY EXTERIOR BUILDING CORNERS, CORRIDORS, WALL PENETRATIONS OR AS DESIGNATED ON E PLANS. SEE PLANS & TABLE FOR REQUIRED HOLDOWNS (PERFORATED SHEARWALLS REQUIRE SHEATHING ABOVE & BELOW OPENINGS). REV. DELTA TYPICALLY TO BE INSTALLED WHERE A RIM JOIST OCCURS. requirements shall meet or exceed the following: Fb=2,900psi, Fv=290psi, F. STHD1ORJ & STHD14RJ HOLDOWNS ARE AT EDGE NAIUNG IS REQUIRED TO EACH STUD USED IN A BUILT-UP HOEDOWN DESIGN LOADS G. SIMPSON HDU5-SDS2.5 MAY BE USED AS AN ALTERNATE TO STHD1O(RJ) OR STHD14(RJ). E EDGE NAIL SHEATHING ALL HOEDOWN POST/STUDS. POST (MULTIPLE 2X STUDS). SEE TYPICAL DETAILS FOR FURTHER INFORMATION. E=2,000,000psi. 15 F. INTERMEDIATE STUDS SHALL BE 2X_ MINIMUM AND NAILED WITH 0.131"0 X 27¢" FIELD NAIUNG AT 12" 0.C. ROOF LOAD: SNOW 25 PSF, DEAD PSF Preservative Treatment (P.T.):G USE 0.131"0x2)¢" NAILS TYPICALLY FOR LTP CUPS WHEN INSTALLING OVER SHEATHING. IF LTP CLIPS ARE INSTALLED DIRECTLY TO FLOOR LOADS: LIVE 40 PSF DECK LIVE 60 PSF DEAD 10 PSF IMPORTANT FRAMING NOTE: GENERAL CONTRACTOR/ FRAMER FRAMING, 0.131"0X17¢" NAILS MAY BE USED. A35 OR RBC CLIPS MAY BE USED WHEN ATTACHING ROOF BLOCKING TO TOP PLATE. ' ' All exposed framing including lumber, plywood and deck materials shall be pressure H. LTP4'S NOT REQ'D WHERE RIM SHEATHING OVERLAPS THE SECOND FLOOR BOTTOM PLATE. WIND SPEED: Vs 3 -Sec= 110 MPH Iw=1.0 EXPOSURE "B" SHALL ' ' treated with 0.25#/cf pentachlorophenol per AWPA specification P-5 or other approved HAVE VERIFY ALL CONCENTRATED SOLID BEARING CONTINUOUS LOADS FROM ABOVE TO TO THE FOUNDATION I. SHEATHING SHALL BE CONTINUOUS OVER BOTTOM PLATE AND RIM OR SILL PLATE PER TYPICAL DETAILING WITH EDGE NAILING AT EACH. WHEN TWO ROWS OF NAILING ARE REQ'D AT DOUBLE SIDED SHEARWALLS SEE TYPICAL DETAILING FOR FASTENERS AND BLKG. „ SEISMIC: DESIGN CATEGORY D , Ss=1.50, 5i=0"56, treatment. All cutting and boring after pressure treatment shall be cared for in (INCLUDING "D", SQUASH BLOCKING IN CRAWLSPACE/FLOOR J. » " ALL ANCHOR BOLTS SHALL HAVE STEEL PLATE WASHERS 0.229 x3 X3. ANCHOR BOLTS W/ STANDARD 90' BEND SHALL BE EMBEDDED 7" INTO CONCRETE. PLATE WASHERS SHALL EXTEND TO WITHIN )g" OF SHEATHING EDGE. t. up 108, Milton, WA 983 re: (253) 344-1666 le -1.0, Site Class R-6.5 accordance with AWPA specification M-4. Exposed framing includes, but is not FRAMING). ANY CHANGES TO FOUNDATION AND STRUCTURE K. PROVIDE "HOT -DIPPED" GALVANIZED NAILS/BOLTS AND METAL CONNECTORS WHEN ATTACHING TO PRESSURE TREATED MATERIALS. SOILS: limited to: FROM ARCHITECTURAL PLANS SHALL BE NOTED AND ALLL WHERE 3x STUDS ARE REQ'D AT ADJOINING PANEL EDGES (2) 2x STUDS MAY BE NAILED TOGETHER IN PLACE OF USING A Allowable soil bearing pressure of 1500 PSF is assumed. It is the 1. Joists, girders and subfloor that is closer than 18" to exposed ground in crawl AFFECTED PARTIES SHALL BE NOTIFIED. SINGLE 3x. FACE NAIL STUDS TOGETHER W/ 16d AT SAME SPACING SHOWN IN 2X BOTTOM PLATE ATTACHMENT COLUMN. PANEL EDGE NAIUNG IS REQUIRED TO EACH OF THE DOUBLE STUDS AND SHALL BE STAGGERED. contractors responsibility to verify that all footings bear on firm, undisturbedspaces. M. POST INSTALLED ANCHORS MAY NOT BE A VIABLE ALTERNATIVE. CONTACT PHILLIPS STRUCTURAL ENGINEERING FOR CONSULTATION. earth or compacted "Structural Backfill" that meet or exceed allowable soil that foundation framing N. OD OSB. APA RATED PB MAY BE USED IN PLACE of 2. Wood (including sheathing) rest on exterior stem walls and SYMBOL � ABBREVIATIONS LEGEND. BE TABLE 2304.,0., U.N.O. 0, ALL NAILING SHALL PER IBC D. bearing pressure. is 8" or less from exposed earth. FOUNDATIONS:3. Any other wood product in direct contact with concrete or masonry. TYPICAL FRAMING NOTES: 0BEAM # CALLOUT (REF. CALCULATIONS) Bottom of exterior footings shall be a minimum of 18►► below finished grade Wood Connectors at P.T. Conditions: 1. Roof and floor diaphragm nailing Wood Sheathing Notes. bearing on undisturbed native soils. Back fill with dry soils. Backfill next to Metal connectors which are in contact with pressure treated wood shall be protected �x� retaining walls with a minimum of 12 gravel or free draining soil. Soils under with on of the following: Simpson ZMAX G185 Galvanization, Triple Zinc Coated, hot HOLD DOWN CALLOUT {REF. HOEDOWN TABLE) per 2. Solid blocking shall be provided between the bearings of every rafter or ® truss and attach to framing with Simpson H2.5T or clip indicated in typical footings and slabs to be 95% compacted to a Modified Proctor Density Dipped Galvanized or other approved method. (ASTM D1557). All construction on fill soil shall be reviewed by a licensed SW # , D W # SHEARWALL CALLOUT (REF. SHEARWALL TABLE) detailing. ! `tT G Geotechnical engineer. Pre -Engineered Roof Trusses: 9� ����. - 3. Provide solid built-up studs or posts under all girder trusses, roof beams and floor beams. Solid blocking(squash blocking)is required in all floor (q q , ,� P` 113-1 CONCRETE: Allprefabricated wood roof and floor trusses shall be designed byor under the direct g T cavities under built-up studs/posts. Built -ups or posts shall run continuous Al concrete materials and placement shall conform to the current ACI code. supervision of a licensed professional engineer registered in the state where the c. Concrete shall be made with Portland Cement ASTM C-150 Type II or Type I structure is located. The truss shop drawings shall bear the stamp of that engineer and shall be Ready -Mixed per ASTM C-94. Min. compressive strength shall and shall be fabricated and installed per the latest Truss Plate Institute standards. A.B. be 3000 PSI* at 28 days with a min. water/cement ratio of .45. All concrete Where trusses are notprovided to complete the roof system, overframingmembers AFF Y p Y C.I.P. shall be air entrained 5 ±1 %. Max aggregate size = %8". with positive connections shall be provided as directed by the truss engineer. Details CONC. SECTION REFERENCE ANCHOR BOLT ABOVE FINISHED CAST IN PLACE CONCRETE FLOOR to the foundation. 4. Exterior walls shall be nailed per SW6 U.N.O. All panel edges shall be blocked per shearwall table. 5. Where (2) shearwalls meet at a corner/intersection, the sheathing of each wall shall be edge nailed to the studs/post which the holdown is ' ",:l 94 SAll °,' x r, .4', tiILI 7/19/2018 ORIGINAL STAMP MUST BE RED FOR VALIDITY �G �G full j *Special Inspection not required. 3000 PSI compressive strength has been on overframing shall be provided in the truss shop drawing package which shall be (E) E.N. specified for weathering protection. Structural design of concrete based on consistent with the modeling of the trusses. All necessary temporary and permanent E.W. 2500 PSI compressive bridging,blockin plates, hangers, etc. for the stabilityof the truss FDN. p strength. g� pre-notchedg elements under gravityand lateral loads shall be designed and detailed/specified ecified and G.T. REINFORCING STEEL: g p GWB EXISTING SHEARWALL EACH WAY FOUNDATION GIRDER TRUSS GYPSUM WALL EDGE NAIL BOARD attached to. 6. Provide solid rim where floor joist bear on exterior walls per typical details. 7. Where floor framing runs parallel to exterior walls, install 2x blocking ALL VARIATIONS FROM DIMENSIONS AND CONDITIONS SHOWN ON THE DRAWINGS SHALL BE REPORTED TO THE DESIGNER FOR RESOLUTION WITH THE ENGINEER PRIOR TO PROCEEDING WITH WORK; FAILURE TO COMPLY BY THE CONTRACTOR .QC � IEE furnished b the manufacturer. The truss manufacturer shall verify all setbacks HDR All reinforcing steel to be GRADE 60 PER ASTM A-615. Lap Y MFR dimensions and bearingpointsprior to fabrication. Maximum allowable deflections3" all splices shall be the greater of 32 bar diameters or 18". Lap (N) horizontal steel at corners and intersections in footings and shall be as follows: 0.C. horizontal HEADER (SEE MANUFACTURER NEW ON CENTER STRUCTURAL NOTES FOR SIZE ) panels between rim joist and first joist @ 48 o.c. nail sheathing to blocking w/ 8d @ o.c. (crawlspace framing where rim joist bears on concrete stemwalls are omitted from this requirement). SHALL BE THEIR SOLE RESPONSIBILITY FOR ANY COSTS NECESSARY FOR REMEDIAL WORK. REUSE OF DOCUMENTS ) LI - U (�5 P.E. walls with continuous corner bars. S.W. Minimum concrete cover over reinforcing steel: Roof Total Load = L/360 or 1" (whichever is less) T.O.F. 34" T.O.W. 0 INTERIOR FACES OF SLAB AND WALL BARS = 1Y2 " -Roof Snow/Live Load = L/480 or (whichever is less) U.N.O. V.I.F. 0 EXPOSED TO WEATHER OR EARTH = 12" AT #5 AND SMALLER AND 2" AT #6 AND LARGER. Trusses shall be designed for the spans and conditions shown and be constructed from Doug -Fir timber and be furnished and installed in conformance with the 0 CONCRETE CAST AGAINST SOIL = 3" manufacturer's published specifications. Additional concentrated loads from WOOD FRAMING AND CARPENTRY: mechanical units and misc. equipment shall be accounted for/coordinated with PRE-ENGINEERED SHEARWALL TOP OF FRAMING TOP OF WALL UNLESS NOTED VERIFY IN OTHERWISE FIELD 8. Roof and f/oorjoists/trusses are shown schematically on the plan and are not intended to show every location of every joist/truss. 9. Provide double joists under interior partition walls when running parallel to each other. 10. Top plates are assumed to be continuous and may be spliced per typical detailingon this sheet. 11. All columns not specified or shown on the plans are to be a minimum of (Z) 2x studs spike laminated together with 16d nails @ 6" o.c. (stagger). UNAUTHORIZED ALTERATION OF ANY OF THE INFORMATION ON THIS DOCUMENT WILL INVALIDATE THE DOCUMENT, ENGINEER'S SEAL AND SIGNATURE. THE DESIGNS AND IDEAS INCORPORATED HEREIN, ASATOOLOF PROPERTPROFESSIONAL OF ICPS , ISTHE THEURAL, ENGINEERING AND IS NOT TO BE USED IN PART OR IN WHOLE BY ANY PARTY FOR ANY OTHER PROJECT WITHOUT WRITTEN AUTHORIZATION FROM PHILLIPS STRUCTURAL ENGINEERING. liE C a ( L. i i 1 i General Requirements: Provide minimum nailing per 2015 IBC table the designer record and truss engineer. Framing has been sub -contractors, of 12. All post -beam intersections shall contain positive connections to resist ARY LANG 0TH PLACE S A, WA (LOT E) ' 2304.10.1 or as indicated on the drawings. Do not notch or drill structural designed assuming Hem -Fir plates w/ 405psi crushing capacity, truss engineer to members, except as permitted by the engineer. confirm compatibility. Framing Connectors: Only ICC approved connectors shall be used in framing Where trusses align with shear walls, truss engineer to design and provide a truss against uplift and/or lateral displacement. Anchorage of walls to the foundation shall be provided in accordance with the shearwall schedule. 13. Typical Walls shall be framed with Hem -Fir U.N.O. Walls shall be E o R applications as manufactured by Simpson Strong -Tie or equivalent. Provide that has been designed to transfer lateral wind and seismic forces as shown on the maximum size and quantity of fasteners shown in the manufacturer's catalog plans. Loading indicated (100pif minimum)shall be designed by the truss engineer to anchored to the foundation per the minimum requirements A.B. @ 48" o.c. embedded 7" and no more than 12" from of SW6 (%"0 ends a each•_S I--- U.N.O. transfer from roof sheathingto shearwall below. Shopdrawings includingtruss g Fasteners: en ineerin shall be submitted to the En ineer of Record fora roval rior to engineering g pP p �� �� �� and 2 bolts minimum)with 3 x3 x/4 square washers firml between plate and nut. All walls over 10 tall shall have - . i, D FOR - •. • • i• ,Y P IANCE - c :, Bolts shall be per ASTM A-307 with standard cut washers or malleable iron submittal to theurisdiction and fabrication. � washers. Post -installed anchors require engineering confirmation prior to LVED RECEIVED RECE at 48�� o.c. (flat or on edge). .±,. Atig Alteration of the truss layout indicated on the plans may require supporting structural OF A 22 20180 co installation. Contact Phillips Structural Engineering for possible alternatives. and foundation changes, therefore prior approval by the designer and structural Nails shall be common wire nails or equivalent pneumatically drive nails engineer is required. Trusses shall not be field altered in any way without written CITY AUG 03 2018 AUG City of Tukwila CV r- j American or Canadian manufacturer only as indicated below. P -nails (P -nails), Y approval from the licensed truss engineer of record. BUtt_utNG DIVISION r- D shall be installed per the manufacturer's guidelines. PERMIT CENTER PLAN VERACITY: Every attempt has been made to insure the DIAMETER MINIMUM LENGTH NAIL accuracy of these engineered documents, site conditions, COMMON WIRE NAIL (INCHES) (INCHES) APPLICATION PANEL EDGE NAILING BEAM SIMPSON ST6224 W/ (28) 16d NAILS etc. product availability,All information listed above must be 8d COMMON 0.131 2h" SHEATHING PANEL EDGE BOUNDARY (STAGGER NAIUNG 0 PANEL EDGES) NAIUNG (6" O.C. MAX. SPACING)\._ PER PLAN fabrication. WIND SPEED: 110 MPH verified prior to construction and Any changes or 10d COMMON 0.148 2Y2' SHEATHING JOISTS/TRUSS/RAFTER PER PLAN TYPICALLY - FACE NAIL DOUBLE TOP PLATES N/A 0.131 3" FRAMING• •-1I- '11-' - -rr W/ 0.148.0 X 3" O 16" D.C. STAGGERED deficiencies on or to the plan must be transmitted to Phillips WIND EXPOSURE: B 12d COMMON 0.148 3Y4' FRAMING RIM JOIST/BLOCKING I I 11 1' II I 4'-0" MIN . ROOF SNOW LOAD: 25 PSF 11 Structural Engineering for written approval. 11 it 1-1/2"---, 1-1/2" MIN DOUBLE 2X TOP PLATE 16d COMMON 0.162 3r FRAMING MIN OJ48"0 3" LONG 0400000 1 II 11 11 II 11 11 11 11 �, (,0) P -NAIL O EACH x SPLICE U.N.O. g - LICENSE OF ENGINEERING DOCUMENTS: Wood Sheathing (Structural):I INTERMEDIATE FRAMING NAIUNG it CI 11 11 tI - (2) ROWS OF (4) 16d NAILS MEMBER gin I CI 1'I 1 1 1. Grant License: Phillips Structural Engineering the Licensee 2" CDX %6" OSB 8d 6" (12" 0.C. MAX. SPACING) kI kI ti of grants a Roof sheathing shall be or nailed w/ @ o.c. along panel edges, and 12" o.c, in field. Span index shall be 24/0. Plywood Sub LI • II 11 11 11 11 II 1 1.1nonexclusive Right of Use for the purpose of constructing a single structure (use) from this engineering Future this drawing GENERAL NOTES Flooring shall be 3/�" T&G CDX or OSB (glued & nailed). Nailing shall be 10d @ 6"o.c. along panel edges, and 12"o.c. in field (U.N.O.) Span index shall be 48/24. Stagger all end laps. All sheathing shall bear the grade trademark of NOTES: 1.) PROVIDE APA APPROVED GLUE. NAIL ALL PLYWOOD TO JOISTS PER GENERAL NOTES STAGGER PANELS TO OFFSET n H 11 11 11 11 II H I•I H 1.I I.I 11 [I 11 I 11 1 [ 1 1 11 spucE --11J--- TS�p SPLICEDOUBLE -- - 2X CRIPPLE W/ (1) 2X KING package. uses of set are permitted when accompanied by an originally stamped "Site Specific Re -Use Letter" for each additional site and payment has been made to Phillips Structural Engineering. 2. Ownership of Engineering Calculations and Drawings: Phillips Structural the American Plywood Association (APA). . 2) JOINTS AS SHOWN. 1 II 1 II II 11 11 li STUD 0 BOT SPLICE LOCATION (TYP) 0 Engineering shall retain "Title 17 USC Rights and Ownership" of the Copyright Law DRAWN BY: AMS Studs: 3/4" T&G PLYWOOD OR OSB 1101EL The United States America these Engineering Documents of of of and all All studs shall be kiln dried (KD) or surface dried (SD). Each stud shall bear SHEATHING AT FLOOR & 7/16" SHEATHING AT ROOF (APA RATED) WHERE PLATE DISCONTINUITIES ARE CREATED BY BEAMS & PIPES, ETC. STRAP W/ (1)-SIMPSON ST6236 UNLESS subsequent copies of the engineering. The Licensee is not permitted unlimited DRAWING DATE: JULY 19, 2018 the stamp of the West Coast Lumber Inspection Bureau (WCLIB) or Western NOTED OTHERWISE. STRAP MAY BE PLACED ON TOP OR SIDE OF PLATES 0 CONTRACTOR'S OPTION. reuse of these documents without prior consent. SCALE: N.T.S. (U.N.O.) Wood Products Association (WWPA) showing grade mark or approved equal. TYPICAL HORIZONTAL PLYWOOD DIAPHRAGM LAYOUT AND FLOOR) BEAM FLUSH TO DBL TOP PLATE 3. Copy and Transfer Restrictions: These technical calculations and drawings. PSE NUMBER: PSE 18.067 All studs shall 2x minimum material and Hem -Fir meeting the following (ROOF 2 TYPICAL TOP CHORD SPLICE 3 Unauthorized copying of the Engineering is strictly forbidden. The Engineering SHEET NO: minimum strength properties: Fb= 675psi, Fv-150psi, E=1,200,000psi. is permitted to be used by the Licensee only, and may not be transferred to a 3rd party without prior written consent of Phillips Structural Engineering. S -0 PHILLIPS STRUCTURAL ENGINEERING SEE 9/SD-1-)\ ZD 55'-7? 4'-0" 31'-7? y 20'-0" 18'0x6" PLAIN C❑NC FTG, 14' X 7' SCREENED FDN VENTS • 1 3 J PER ARCH. LOCATE 6' MIN. FROM D-1 HOLD❑WNS & POINT LOADS STEP FOUNDATI❑N AS REQ'D PER 5/SD-1 36' D-1 ..�.•.j .,.n•• a• r • ,,b ,'L •%'r'�`A .i.?.� yi'ir ti %t., S :.i . Al t '•i��ti�:..$i,'}�t•ZA'Y' t'� ' r.,. .t 7,. 'r+ ._•.v. r7 , '•t ;• .T. , :.,ili, 1 d; . '�•i�1•>._'j,•}e'n ..l�y,..::' � t?� LI �l�r • •. yr . r. • e .rap•. � '•3' .. ],�r•. >" bN• :w'+F` •... i.I b •fir,.. e9 .i•,` ! ' � . wi' • a. ep . C". r .X r {1 a t ,.y.�.. �'1 �j,i�� �_�}'•y,;e�S. � �. 1�• >s. r • ► • j‘:=W-1• ,mr;...•..'Iie . iD:+,a r+ '(moi '�t' •�.•.$::{. ,\ ? 4.Akt` 4 �. ff:i.,LVIC: ::L z �..�t t �('Y !. ,r• •.� �fi y� ',1. .:i" :y:+.•\;'�.5 �..:':' 7.� '�'�� � 2. . ,. 1 , fir. •i . ��•':ti . S'0..{' Y,' . iY • .,. • N 3 •,,', . , ��j '�`"' V `.i••.ra 1M { �j:� i.l� ..,Y.S •ao'.:'lYi �!�t��j\ .4. U• 1 ii 7�.x...{�� `' SIN•^ M.;i...'rt�• 1...o-} ,■y,�{/,,�,�Y1��.t L. :!.`fi`....`n ij +I:S''1'.:!�'s. iwr�•.is.�."`'.'Y.'L'RF' ::4'My`AT.eF�!ti7 �ffi%. -I { ami, .� +1 1v .' •. "d6" �'•��I'`� ..._ •Pi1� .1►e• . �� :Y;.'+0',. i l ; ; 1 I 1 BLOCK OUT FOR MECH,W❑RK J 4'-7i' 1 4'-71<' q 4'-71' 4 -7' l 4'-711' 4'-1l' Pr (' RAISE STEM WALL AS REQ'D CD �� I 0 i `-- FOR 9'-0' MAX, WOOD WALL HEIGHT PER 12/SD-1 "� I0 i I 4x8 DF#2 { '11.1 1.:4:, !JP. • N cco o hi ,......... ............... • DHIL IPS m a STRUCTURAL ENGINEERING 7. D. 4„7� , 1 944y 7/19/2018 ORIGINAL STAMP MUST BE RED ter' .k Y„ I 18'0 24'0 D SD -1 AND CONDITIONS SHOWN ON THE 241T 24'0 24'0 24' CRAWL SPACE 18'0 r THE ENGINEER PRIOR TO PROCEEDING ” Y. ; A cJ SLAB IN GRADE REMEDIAL WORK. REUSE OF DOCUMENTS UNAUTHORIZED ALTERATION OF ANY OF THE INFORMATION ON THIS DOCUMENT WILL INVALIDATE THE DOCUMENT, ENGINEER'S SEAL AND SIGNATURE. I ' x•.` x PROFESSIONAL SERVICE, IS THE PROPERTY OF PHILLIPS STRUCTURAL 18' MIN, W/ 6 MIL I `� VAPOR BARRIER TYP. 2 IN PART OR IN WHOLE BY ANY PARTY ..11 rt-) r l` 4'CONC. SLAB 4' COMP, FILL ON TYP, 0 ..f v?" �•: r " TO '- s ' r 3 8� � 3 -8� . 3� .� • � '— • '— i 3 11� � 3 111< � 4x6 '— 3 lls} � SD -1 DF#2 '— ' , • 3 11� � 4 -8 ' 2 1:1 .4 0 N SLOPE TOWARD CEJ DOORS T"' �•11 . 'F • • 110 MPH r----11 4x8 DF#2 `81< { r - 11 1 1 - -I I FOUNDATION PLAN DRAWN BY: AMS r { 1 ��— 1- 241'0 L •':•—•— •�y ,. t; PSE NUMBER: PSE 18.067 T.- __ —. .• —•1.�.-=5'E}••—'I—• —• —•— Lv . .;: I ®130' I I • L — — — 40 240 --36-I I 240 240 ' 240 I30' LJ L — I — _ -I '— 4 8 2 yM L �� '" RAISE STEM WALL AS REQ'D FOR 9'-0' MAX, WOOD WALL I-- Li- I / F- ` �� / 1 , HEIGHT PER 12/SD-1 0 `� + 4x6 POST �� Ids ?,�a F SD -1 b/Xi I�' 'F:',7 ll:� . 24'0 ~ 24 0 ' .�•';� ; . < , a 3.5..0 �.. �t�` �� },F,.. ;+V .3'G ii' Y,.4. rh ,\i• 1. � Y.• �' Y' $a (s. •(;.,:t ••!4'E+�f� is n0.�t't�}} i ��` "Y•1V7 v•,•\ ••\ 4 :..>.3i•'�: •i:r'"':: lC,:6r' R3} o t t .9:•.. ): 4. �i'�.::.��'J: .3,.w 4:�+:••f_•tr14•c•� • 'l0". 4'-6" 4'-6' 4'-6' 4'-6' 4'-6' 4'-6' 4'-6' o _j Y- I I 2'-�CA .�•l. r ; A j l 3 •.o 't 4x8 DF#2 _� I I ` ;. SD -1 .,il re. z fi .8"0 24'0 ® 24'0 24'0 24'0 24'0 4x4 POST, rz u 4x6 AT BEAM o a 24'0 CI 18'0 J w: \, SD -1 SPLICE, TYP. E. r;r,''�:;,i.ri pc) ''• ry,4,;1;iv l'..i. i..1,0t'^* ^I, WO:, ;''' 0'• •. }r; Y L.L.apt _ 0 O a s' L- C) H xo (1J ___ -- • • ., .r. s+ U;•• U z a v• SD1 ....4,4?•.i', 40,: i+'I.s ;6~a'aZ,(',-,,.:;•1 '+6 esc,J9 .e' 4co ;:yt4:1F.f �4.i Nf.tk,. r,./ , •.- .;•,.i:k;._` �Q`wF'2 rad +57 6 ��J9/ d.�` � `---SEE 'c' 10/SD-1 SD -1 p+ 19'-6' 16'-1e , 20'_0• 55'-7P 4 FOUNDATION PLAN 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 '/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.) SCALE : %4" = 1'-.0" 1 FOOTING SCHEDULE 18'0 18'0x6" PLAIN C❑NC FTG, 24'0 24'0x8' PLAIN C❑NC FTG, 30' 30"x30"x12' CONC FTG W/(4)#4 E.W. 36' 36'x36'x14' CDNC FTG W/(5)#4 E.W. 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. PHILLIPS STRUCTURAL EnGInEERING SEE 8/SD-1 16'-3' R.O. IDENTIFY LOT LINES Lot lines shall be established on site and made visible to verify distance of building setbacks the from lot lines, at time of footing/foundation inspection, prior to pouring concrete. A survey may be required to verify lot lines. " PLEASE NOTE: Setback(s) shall be calculated and measured from the buildings finish face or corner of the building nearest the property line and not necessarily measured from the exterior foundation. REVIEWEDThR CODE COMPLIANCE APPROVED AUG 22 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 0 3 2018 PERMIT CENTER 8- O21 *•: �J 1 lug Z 0 ff E2 L, W 0 Z 0 y.0- Z> o W Q 0 J W 0 W cc !JP. N cco o hi DHIL IPS m a STRUCTURAL ENGINEERING 0 D. 4„7� , 1 944y 7/19/2018 ORIGINAL STAMP MUST BE RED FOR VALIDITY ALL VARIATIONS FROM DIMENSIONS AND CONDITIONS SHOWN ON THE DRAWINGS SHALL BE REPORTED TO THE DESIGNER FOR RESOLUTION WITH THE ENGINEER PRIOR TO PROCEEDING WITH WORK; FAILURE TO COMPLY BY THE CONTRACTOR SHALL BE THEIR SOLE RESPONSIBILITY FOR ANY COSTS NECESSARY FOR REMEDIAL WORK. REUSE OF DOCUMENTS UNAUTHORIZED ALTERATION OF ANY OF THE INFORMATION ON THIS DOCUMENT WILL INVALIDATE THE DOCUMENT, ENGINEER'S SEAL AND SIGNATURE. THE DESIGNS AND IDEAS INCORPORATED HEREIN, AS A TOOL OF PROFESSIONAL SERVICE, IS THE PROPERTY OF PHILLIPS STRUCTURAL ENGINEERING AND IS NOT TO BE USED IN PART OR IN WHOLE BY ANY PARTY FOR ANY OTHER PROJECT WITHOUT WRITTEN AUTHORIZATION FROM PHILLIPS STRUCTURAL ENGINEERING. 0 C) W Z W 1- 0 0 coco 0 N 0)r T"' WIND SPEED: 110 MPH WIND EXPOSURE: B ROOF SNOW LOAD: 25 PSF FOUNDATION PLAN DRAWN BY: AMS DRAWING DATE: JULY 19, 2018 SCALE: N.T.S. (U.N.0.) PSE NUMBER: PSE 18.067 SHEET NO: S-1 �J 1 lug PHILLIPS STRUCTURAL EGINEER1NG 2'-8' SW6 PNTRY KITCHEN 2 CAR GARAGE LINE OF BEAM ABOVE DINING ROOM WALL LINE ABOVE LIVING ROOM SEE 25/SD-1 FOR BOUNDARY NAILING AT OPENING W/ D❑UG—FIR POST SPECIFIED, TYP, FIRST FLOOR SHEAR WALLS, HOEDOWNS, AND STRUCTURE SCALE , — „o. AUG 22 2010 PERMIT CENTER REVISIONS REVISION DESCRIPTION DATE REV. DELTA U .. Vn V J w/ it, •�y'LGw L 7/19/2018 ORIGINAL STAMP MUST BE FOR VALIDITY RED ALL VARIATIONS FROM DIMENSIONS AND CONDITIONS SHOWN DRAWINGS SHALL BE REPORTED THE DESIGNER FOR RESOLUTION THE ENGINEER PRIOR TO WITH WORK; FAILURE TO THE CONTRACTOR SHALL BE THEIR SOLE RESPONSIBILITY FOR ANY COSTS NECESSARY REMEDIAL WORK. REUSE OF DOCUMENTS ON THE TO WITH PROCEEDING COMPLY BY FOR OF ANY THIS THE SEAL AND AS A TOOL OF IS THE TO BE USED ANY PARTY WITHOUT FROM UNAUTHORIZED ALTERATION OF THE INFORMATION ON DOCUMENT WILL INVALIDATE DOCUMENT, ENGINEER'S SIGNATURE. THE DESIGNS AND IDEAS INCORPORATED HEREIN, PROFESSIONAL SERVICE, PROPERTY OF PHILLIPS STRUCTURAL ENGINEERING AND IS NOT IN PART OR IN WHOLE BY FOR ANY OTHER PROJECT WRITTEN AUTHORIZATION PHILLIPS STRUCTURAL ENGINEERING. 1892 CARY LANG 12566 50TH PLACE S TUKWILA, WA (LOT E) WIND SPEED: 110 MPH WIND EXPOSURE: B ROOF SNOW LOAD: 25 PSF FIRST FLOOR SHEAR WALLS, HOLDOWNS, AND STRUCTURE DRAWN BY: AMS DRAWING DATE: JULY 19, 2018 SCALE: N.T.S. (U.N.O.) PSE NUMBER: PSE 18.067 SHEET NO: S-2 PHILLIPS STRUCTURAL ENGINEERING PHILLIPS STRUCTURAL ENGINEERING ALIGN 13'4'x117% LVL W/ SHEAR WALL BELOW PER 23/SD-1 (3)2x6 117' MFR. I -JOISTS @ 16" ❑.C, AS PER MFG, SPECS. TYP. 117/e' MFR. I -JOISTS @ 16' ❑,C, AS PER MFG, SPECS, TYP, HDR HDR r III SD -1 ■1 1 NI (2)2x6 —SEE 11/SD-1 BEARING 4x8 DF#2 (DROPPED) (2)2x4 BEARING (2)2x4 3'x16/2 GLB (TOP FLUSH) 4x6 DF#2 BEARING (2)1%'x117/' LVL (FLUSH) 117' MFR. I -JOISTS @ 12' ❑,C. AS PER MFG. SPECS. TYP. STAIR WELL 1' CANTILEVER (3)2x6 117e MFR. I -JOISTS @ 12" ❑,C, AS PER MFG. SPECS. TYP. BEARING (2)2x6 UNDER GIRDER BEARING FROM ABOVE (2)2x6 UNDER GIRDER BEARING FROM ABOVE (2)2x6 @ 16' ❑,C, AT CONT. 4x8 DF#2 \ BALLOON FRAMED WALL (2)2x6 13'4'x117% LVL RIM, HANG FROM DBL W/ HUS1,81/10 (2)2x6 C NT 4x8 DF#2 SECOND FLOOR FRAMING SCALE : %" = 1-0" REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 2 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 0 3 2018 PERMIT CENTER co z REVISION DESCRIPTION 0 Di DATE REV. DELTA cx o 4 IP 394_,c5 , , M G 7/19/2018 ORIGINAL STAMP MUST BE RED FOR VALIDITY ALL VARIATIONS FROM DIMENSIONS AND CONDITIONS SHOWN ON THE DRAWINGS SHALL BE REPORTED TO THE DESIGNER FOR RESOLUTION WITH THE ENGINEER PRIOR TO PROCEEDING WITH WORK; FAILURE TO COMPLY BY THE CONTRACTOR SHALL BE THEIR SOLE RESPONSIBILITY FOR ANY COSTS NECESSARY FOR REMEDIAL WORK. REUSE OF DOCUMENTS UNAUTHORIZED ALTERATION OF ANY OF THE INFORMATION ON THIS DOCUMENT WILL INVALIDATE THE DOCUMENT, ENGINEER'S SEAL AND SIGNATURE. THE DESIGNS AND IDEAS INCORPORATED HEREIN, AS A TOOL OF PROFESSIONAL SERVICE, IS THE PROPERTY OF PHILLIPS STRUCTURAL ENGINEERING AND IS NOT TO BE USED IN PART OR IN WHOLE BY ANY PARTY FOR ANY OTHER PROJECT WITHOUT WRITTEN AUTHORIZATION FROM PHILLIPS STRUCTURAL ENGINEERING. 1892 CARY LANG 12566 50TH PLACE S TUKWILA, WA (LOT E) WIND SPEED: 110 MPH WIND EXPOSURE; B ROOF SNOW LOAD: 25 PSF SECOND FLOOR FRAMING DRAWN BY: AMS DRAWING DATE: JULY 19, 2018 SCALE: N.T.S. (U.N.0.) PSE NUMBER: PSE 18.067 SHEET NO: S-3 PHILLIPS STRUCTURAL ENGInEERING PHILLIPS STRUCTURAL EG1NEER1NG BEDROOM 5 BEDROOM 4 LNDRY BEDROOM 3 MASTER SUITE 4'-11' 50'-0' SECOND FLOOR SHEAR WALLS, HOEDOWNS, AND STRUCTURE SCALE r -, o PHILLIPS STRUCTURAL EnGInEERI\G REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 2 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 0 3 2018 PERMIT CENTER REVISIONS REVISION DESCRIPTION DATE REV. DELTA -o •yvp�� �, , L GGA ql 7/19/2018 ORIGINAL STAMP MUST BE FOR VALIDITY RED ALL VARIATIONS FROM DIMENSIONS AND CONDITIONS SHOWN DRAWINGS SHALL BE REPORTED THE DESIGNER FOR RESOLUTION THE ENGINEER PRIOR TO WITH WORK; FAILURE TO THE CONTRACTOR SHALL BE THEIR SOLE RESPONSIBILITY FOR ANY COSTS NECESSARY REMEDIAL WORK. REUSE OF DOCUMENTS ON THE TO WITH PROCEEDING COMPLY BY FOR OF ANY THIS THE SEAL AND AS A TOOL OF IS THE TO BE USED ANY PARTY WITHOUT FROM UNAUTHORIZED ALTERATION OF THE INFORMATION ON DOCUMENT WILL INVALIDATE DOCUMENT, ENGINEER'S SIGNATURE. THE DESIGNS AND IDEAS INCORPORATED HEREIN, PROFESSIONAL SERVICE, PROPERTY OF PHILLIPS STRUCTURAL ENGINEERING AND IS NOT IN PART OR IN WHOLE BY FOR ANY OTHER PROJECT WRITTEN AUTHORIZATION PHILLIPS STRUCTURAL ENGINEERING, 1892 CARY LANG 12566 50TH PLACE S TUKWILA, WA (LOT E) WIND SPEED; 110 MPH WIND EXPOSURE: B ROOF SNOW LOAD: 25 PSF SECOND FLOOR SHEAR WALLS, HOLDOWNS, AND STRUCTURE DRAWN BY: AMS DRAWING DATE: JULY 19, 2018 SCALE; N.T.S. (U.N.O.) PSE NUMBER: PSE 18.067 SHEET NO: S-4 [lit:APS 77HUCTU D A-= EKG[INER[ING PHILLIPS STRUCTURAL ENGINEERING • MFR. COMMON TRUSSES @ 24' O,C, AS PER MFG. SPECS, TYP. • 1'-6' RIDGE cu rr ti RIDGE ti SHEATHING ATTACHMENT PER DETAIL 1/S-0 OVER FRAME CONT SHEATHING UNDER ❑VERFRAME PER 18/SD-1 SEE 26/SD-1 (2)2x6 AT GIRDER BEARING, BOTH ENDS C2>2x 6 .- ._ . . CONT. 4x8 DF#2 \--SEE 19/SD-1 CONT. 4x8 DF#2 GABLE END TRUSS MFR. COMMON TRUSSES @ 24' O,C, AS PER MFG. SPECS. TYP, ROOF FRAMING SCALE : %4" = 1'-0" ROOF TRUSSES BY OTHERS PHILLIPS STRUCTURAL ENGInEERInG LOW MFR, END JACK TRUSSES @ 24' O,C. AS PER MFG. SPECS, TYP, REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 2 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 0 3 2018 PERMIT CENTER REVISIONS REVISION DESCRIPTION DATE REV. DELTA ,ro 94...„.1, 7/19/2018 ORIGINAL STAMP MUST BE FOR VALIDITY RED ALL VARIATIONS FROM DIMENSIONS AND CONDITIONS SHOWN DRAWINGS SHALL BE REPORTED THE DESIGNER FOR RESOLUTION THE ENGINEER PRIOR TO WITH WORK; FAILURE TO THE CONTRACTOR SHALL BE THEIR SOLE RESPONSIBILITY FOR ANY COSTS NECESSARY REMEDIAL WORK. REUSE OF DOCUMENTS ON THE TO WITH PROCEEDING COMPLY BY FOR OF ANY THIS THE SEAL AND AS A TOOL OF IS THE TO BE USED ANY PARTY WITHOUT FROM UNAUTHORIZED ALTERATION OF THE INFORMATION ON DOCUMENT WILL INVALIDATE DOCUMENT, ENGINEER'S SIGNATURE. THE DESIGNS AND IDEAS INCORPORATED HEREIN, PROFESSIONAL SERVICE, PROPERTY OF PHILLIPS STRUCTURAL ENGINEERING AND IS NOT IN PART OR IN WHOLE BY FOR ANY OTHER PROJECT WRITTEN AUTHORIZATION PHILLIPS STRUCTURAL ENGINEERING. 1892 CARY LANG 12566 50TH PLACE S TUKWILA, WA (LOT E) WIND SPEED: 110 MPH WIND EXPOSURE: B ROOF SNOW LOAD: 25 PSF ROOF FRAMING DRAWN BY: AMS DRAWING DATE: JULY 19, 2018 SCALE: N.T.S. (U.N.O.) PSE NUMBER: PSE 18.067 SHEET NO: S-5 (L, n rij n�� PHILLIPS STRUCTURAL ENGINEERING INSULATION PER ARCH, • Ma. PER ARCH. SHEATHING SHEATHING PER)fi PLAN AS REQ'D GWS PER ARCH. INSULATION PER ARCH, 3¢r GWB. PER ARCH, MAX STEP HEIGHT OF ONE UNIT VERTICAL PER TWO UNITS HORIZONTAL PROVIDE SIMPSON CS16 STRAP DOUBLE 2x @ 16' ❑ ,C, OVER .� TOP PLATE, CONT, CRIPPLE AND HEADER PER PLAN SHEATHING REQ'D 2x6 STUDS P.T. 2x6 SILL W/ 36' A.B. 12'FROM 3'4 T&G FLOOR JOISTS INSULATION @ 16' D,C, PLATE PER PLANT ENDS PWD/OSB PER PLAN PER ARCH, ►j � 1 p �♦ ►� ►� ►j ► .--.;I PER PLAN MOISTURE BARRIER AND SIDING PER ARCH. BOTTOM PLATE NAILING PER S.W. SCHED. EDGE NAILING 2x6 STUDS @ 16. O.C. INSULATION PER ARCH, C1) #4 CONT. BAR @ T.O.W. #4 VERT./HORIZ. BAR @ 24' O.C. MAX SPACING MIN, (U T&B OF WALL ► �� ►� ►�CONT. ►� ►� SHEATHING PER PLAN MOISTURE BARRIER & SIDING PER ARCH. 2x6 P.T. SILL PLATE GYP, BD. PER ARCH, II BOTTOM PLATE NAILING PER S,W, SCHED. EDGE NAILING PER S.W, SCHED. CONT. 2x RIM JOIST TOE NAILING 3'x0,131" @ 6'❑.C. ►1`I ►�' ►�' ►1I ►/FLOORJOISTSPER ►es I 2x6 STUDS 2x6 P.T. SILL V// %' A.B. AND 12' FROM 3' T&G PWD/OSB INSULATI @ 16. O.C. PLATE PER PLAN ENDS PLAN PER ARCH. �� (1) 46" MIN CMSTC16 X RIM DEPTH + 66" WALL FRAMING ABOVE ` EACH SIDE OF SPLICE W/ 22-10d COMMON NAILS FROM PONY WALL BELOW DATE 7 101.C., @ 6' PLATE ° II 16d @ 6 I ❑.C., OVER ❑.C. TYP BEAM I AT _- l _ •• ' \ = I:_ U X W nJ- Ci 7/19/2018 TO SHEAR WALL ABOVE WHERE FOUNDATION HOLDOWN' IS SPECIFIED;801 OVERLAP CMSTC STRAP W/ STHD BELOW AS NEEDED. ALIGN HOLES AND INSTALL NAILING THROUGH BOTH STRAPS. RIM JOIST ORIGINAL STAMP MUST BE RED % •• ALL VARIATIONS FROM DIMENSIONS AND CONDITIONS SHOWN ON THE DRAWINGS SHALL BE REPORTED TO THE DESIGNER FOR RESOLUTION WITH THE ENGINEER PRIOR TO PROCEEDING J 2x6 BOTTOM PLATE 4' (DNC. SLAB W/ 6x6 WWF & ► ►� ► W/95'ABPERPLAN r AND 12 FROM ENDS EDGE NAILING REUSE OF DOCUMENTS leirtf UNAUTHORIZED ALTERATION CONT, 2x RIM 3� 0.31'Le �EXTERIOR If JOISTAri 6" O.C. GRADE DOCUMENT WILL INVALIDATE THE DOUBLE 2X6 TOP PLATE -� SIGNATURE. THE DESIGNS AND IDEAS 24;P.T. PROFESSIONAL SERVICE, IS THE SILL PLATE PER PLAN CONTINU❑US MATCH (12 WALL MIN HDR THICKNESS DEPTH) WRITTEN AUTHORIZATION FROM T❑ 1892 CARY LANG 12566 50TH PLACE S TUKWILA, WA (LOT E) -� 110 MPH -�. B ROOF SNOW LOAD: 11 ,,�'v♦♦♦ DETAILS DRAWN BY: 4' CON(. SLAB W/ 6X6 W.W.F. & 4' GRANULAR FILL i!:•_ �,♦�li♦♦♦ I JULY 19, 2018 SCALE: 4' GRANULAR FILL PROVIDE 6 MIL. VAPOR ►: PER S,W, SCHED.FROM EXTERIOR GRADE SHEET NO: SD -1 + �, (2) #4 BAR 42 LONG BARRIER, LAP 12' @ SEAMS. �__� 2x6 CRIPPLE WALL WITH STUDS L 16" 0.0., MAX HEIGHT 48"; ;: PLACE DIAGONALY ® STEPS AS SHOWN IN 1 (1) 414 CONT! BAR #4 VERT,/HORIZ BAR Co X'� '-+ • Z X 6 MIL. BLACK VAPOR - SHEATHING/NAILING TO MATCH S.W. SPECIFICATIONS OF WALL ABOVE "' f / FOUNDATION WALLS BARRIER, LAP 12' @SEAMS (1) #4 CONT, BAR _ ° _= _; ar;. _ l,��►� ZS ,. •' CO'-' •¢ g SHEATHING NAILED TO HEADER WITH 3 O,C, GRID PATTERN SIMPSON CS18 EA. SIDE OPENINGI ❑PP. ❑F SHEATHING (INTERIOR) EXTEND 12° & BELOW BEAM AS ATTACH 2x PLATE UNDERSIDE OF HEADER (2) ROWS OF 16d @ 3' ❑F ABOVE REQ'D T❑ WITH ❑,C, ' � L .' I • • • _ o I-- ra Lo 4 @ 24' O.C. MAX SPACING N X ¢ I• X #4 VERT,/H❑RIZ, BAR .��W�ri� , \\%��\j Z / MIN. (1) T&B OF WALL 6 MIL. BLACK VAPOR • �/ �!°-'� / /\ Z �� �/ ; / \ \ \ , CO a. #a___ __ ? EL @ 24 O.C. MAX SPACING S1HD HDU OR OTHER' HOLD DOWN PER PLAN •n SI' tip / �. / 12 r MIN, • 8 MAX STEM WALL HEIGHT / /� ��\\/ / •/ 3 '' ��\ � '-' / / \ %\%\ d —� •. • VO -K.. `O ., MIN. (1) T&B OF WALL BARRIER LAP 12' @ SEAMS '. \ �,� • j\ :. i 4 • °> \ • •: \ 8'ST Ml 48' 1.1:-_„, • 6 MIL BLACK VAPORCO BARRIER LAP 12 @ —'`- .4 ` • S \ MINIMUM (2) A.B.®EA. STEP - r+ � ° / / \ \ STEP FTG WHERE MAX, HT. �•• i , a SEAMS _% ti• •"° • .� tai\ ,� LEVEL OR PER SHEAR SCHEDULE �� / / r:- I \�/ia\\ �,,,, ,,,1 �� , REQ'D, CONT. REBAR \\ PER TYP. FTG DETAIL \...5;,,,,,-,5,:\ / \ / C2) #4 CONT. BARS r 4 � g r r 4 \ \�' FTG LINE ti AND TIGHT DRAINS \ YSV+ \ ��\�� (2) #4 CONT. BARS / \� 4r / 8' /\ /�/\ 4' /, \/� \ FTG LINE AND TIGHT DRAINS \ ,\ / ‘\ \/:..-• �� -•\ \ 4°' � (2) #4 CONT. BARS REINFORCING PER FOUNDATION OR RETAININGSCHEDULE 11 u - c-'":„, \\2(_,, � \ �\ I \ ,--....,'"4 x ��� \, / / /' ,��\%\\\��\�\//\\\i\\\ ro'/ /1 ,. ,2 MIN' \\/ '• /'/\/ \, \/\\� \\\�\, 1 /�/i 5�. �\� 16° 16° 16" 801 @ 3' STAGGERED TO EA, ❑.C, 2x —fir • • • , X z x o / 3 / 1 IF NEEDED, PANEL SPLICE • 3 4" T&G FLOORING / 2X BLOCKING FLOOR JSTS. PER PLAN r ;`� ���� ,�� Q $17- MIN, RE ENGTH ^,A 1 �> r� STHD14 (STHD10 pill ,., �� AR HOLDOWN �' ;;;;;...-•••r-� et l Ft 1 Simpson STHD SIMILAR) REBAR4AT AS SHOWN 12' MIN. REBAR r�� '•xk�:nr)�" li • '''A 'A Strong Corner on Triple CORNER LENGTH -Tie Installation Studs DETAIL 8 BUNDLED STUDS PER EDGES SHALL OCCUR OVER TO 3x BLK'G WITHIN MIDDLE 24' OF PORTAL HEIGHT, ONE ROW OF 3' ❑.C. NAILING REQ'D FROM EACH PANEL EDGE, HOLDDOWN PER TO (2) 2x MIN (MATCH WIDTH)) SINGLE 3X MAY USED FOR HOLDOWN DISTANCE REQUIREMENTS MIN 3'x3'x0 25101 ANCHORS PL TE WASHERS & BE IS PLAN• BEAM—� BE EDGE WITH •• �• . • 1 ' •NAILED •• ' • '-' • • • 73 ,, DOUBLE STUD `i� FLOOR FRAMING `i! y�� 30 MIN, LENGTH ��,� Simpson Strong N STHDI4RJ With Rini Joist Installation STHDI (STHD1ORJ) 2X (MIN) ���: ,, �._� �.:= �REBAR• + "i:%c 'a{: 3" 'r �',�'•: -Tie 4RJ ' ` '� 'i HOEDOWN SIMILAR _ • • • : °• • °• •'- �' CL i �� ¢R A17" A RNER SP'N UM ❑NE #4 IN SHE REBAR R CON IRE AR LENGTH DETAIL H❑LD❑WN TABLE •Qom` fix, ryP ` HDU5—SDS2.5 (HDU2/HDU4 "`'' o'a ""�"` �'I j( � • I EPDXY NOT ALTERNATIVE PLACE ALTERNATIVES _ �~� _.• o ° -'�' �� r HOLDOWN SIMILAR) INSTALLATION MAY BE USED AS AN TO CAST IN ANCHORS. CONTACT 1 FLUSH BM OR RIM JOIST MSTC48B3 HOLDOWN 1 � „ 5 ,1�� :• .• . / DETAIL MIN OR MIN INSTALL STRAP MSTC66B3 (2) 2x STUDS 4x (38) Od MEMBER, HOEDOWN PER MFG 11_ " ` 1/""" , 1"x6" MIN (4) 1601 TO _ POST AND BEAM .- EACH SIDE •--a OR 3 4" OSB -_- / -.,�_ . - --+ BEAM PER PLAN 4x4 POST OR 4x6 BEAM SPLICE, U.N.O. ® (2) #4xFULL 114 V LENGTH OF WALL -3° , :• :.:. •; . Q • • '..... � ; _____,N M 3� EDGE MIN, CONC, DIST, 4 '' ` ' \ 2�, , EA. SIDE OF BEAM OR APPROVED MTL. CAP — 'I 15# BUILDING PAPER C2) #3 HAIRPIN STD, 90° EACH W/' LEG f; f`''. f •: • ' ; L { �J t ' .-,~•' rs ' �/ BETWEEN POST & CONC. SIMPSON P844 - �- OR (4 A34 AT POS ASE •+' • • ' Ir I I LJ , . , . .� `° NOTE; PER FDN PLAN O BOTTOM ❑F 8' .,•- Z STEM WALL , T Y•.E, ' . ':WCL L, 'ANTI . FO.L(NnTT[]N R>'NF' FQ'?,.`, _� g W/ ATTACH MINIMUM TO FTG POWDER ACTUATED (1 EMBED) 7 TYP. PORTAL FRAME DETAIL 12FASTENERS 1/2" CDX OR 7/16" OSB / / 6" EDGE AND 12" FIELD NAILING U.N.O. 12 SIMPSON H2.5T OR EQUAL @P EA. TRUSS, TYP. RBC OR RBCP @ 48" O.C. (INSTALL @ ENDS WHERE NOTES WHEN GABLE EXCEEDS MFR TO PROVIDE ADDITIONAL 10' TRUSS BRACING. 1x4x8' BRACING @ (2) lOd NAILS @ (2X4 BRACE -_ r E. TRUSSES @ 24 O,C. 16d @ 6' 0,0. 48' O.C. W/ EA. TRUSS PERMITTED), N N �, �� SHEATH GABLE END AND ATTACH PER MIN. S.W. REQ. , 1601 @ 6 ❑.C, TRUSS T❑ 2x6 BEYOND SHTG PER ROOF OVERFRAMING PER PLAN (2X4 0 24" O.C. PLAN DOWN 0 48" 0.C. MAX. EA DIRECTION OVER MAX W/ POST TRUSS) (4) 1601 TO BLK'G FROM BRACE �I;i 8c1 @ 6' 0.C, T❑ BLK'G WALL SHEATHING CONTINUOUS TO BOTTOM OF BEAM Bd @6' D.c, FROMTO PER PLAN 2x NAILER 0 VALLEYS W/ (2) 16d 0 EA. TRUSS SHTG CONT. 8d ®6" O.C. GIRDER FLAT 2x6 BLKG IN WALL SHEATHING TO 2x6 O BLK'G EA. ad � 6" 0.C. vA,.. ,:� 5'-0' MAX 5'-0' MAX UNSUPPORTED UNSUPPORTED HEIGHT ,, HEIGHT �, 2x4 BLKG CUT TO FIT BTWN TRUSS TOP CHORDS 2x4 DIAL, BRACE @ , , 48 O.C.WHERE REQ'D A34 FROM 2x4 BRACE T❑ 2x4 NAILER (4) 1601 MIN, 2x TO 2x AT BRACES, TYP ROOF DIAPHRAGM I '' STUD6ANDA4'STT BLK'G 7:`,i;� ''•, _ ATTACHES TO WALL 11111 '', �y, 11 II fl - P.E. TRUSS, REFERENCE •. I PER PLAN ' INTERFERES W/ VENT HOLES) , EDGE NAILING INTO BLKG 2X BIRD BLOCKING BEAM PER PLAN 10d a 6. 0,C, TO 2x4 BLKG ' ., "'. '`•, "`• SIMPSON RBC @ 48 D.C.w/ i / TRUSSNPERI MFR. I FASCIA a, ►-!'--' ►1 lode 6. O,c, ( 1 PROVIDE 2x BLK G BETWEEN TRUSSES , VENT BLOCKING AS REQ'D _ " Sd ®6" O.C. �. 1X4X8 BRACING ©48 '%I► > W/ VENT HOLES .„ ►'_""- ;: '� S.W. EDGE NAILING MFR. SHOP DRAWINGS -- - ''' I� 2x6 CONT, PER PLAN SHEATHING PER PLAN .. '' HANGER PER "`, ` AX O.C. W/ (2) 1001 NAILS GYPSUM BOARD PER ARCH iI"'°'"'''°a• ! J II Lk.. i, '' (2) 1601 FROM 2x4 TO VERT, GABLE WEBS 7 r 746' . ®EA. TRUSS (2X4 - , , �•� BRACE PERMITTED). is ___-;�,''`,, = , 1�"',, ` I 1� W. SHEATHING,E. ON GABLE ENDS , 2 X 6 STUD WALL - STUDS ®16" O.C. I S.W. EDGE NAILING 2X6 DBL TOP PLATE JOISTS H2.ST AT �G':II �• ,1 I�� 1 RE. TRUSS PER PLAN PER PLAN EA. TRUSS BEAM OR WALL PER PLAN EDGE PER NAILING PLAN P.E. TRUSS ®24" O.C. MAX. I L__ Illi.07301111 J VAPOR BARRIER/ SIDING PER ARCH. 1x4x8' BRACING @ 48' ❑,C, W/ (2) 1001 NAILS @ EA. TRUSS (2X4 BRACE PERMITTED) TYP. GABLE _� L END " WEB J SEE TOP PLATE CONNECTION DETAIL BRACING 1 q- TYPICAL GABLE END TO TOP PLATE CONNECTION 15 SIMPSON SDWC MAY BE SUBSTITUTED "SIMPSON" FORII THE ER MANUFACTURER'S RECOMMENDATIONS TALLED ONS SHEATHING PER S.W. SCHEDULE 13 1 C 2x FLAT BLKG © TOP PLATE SHEATHINGS END SEECONNECTION HANGER TO GIRDER TRUSS BY TRUSS MFR I 18 -PLY 1Od@6'0.C. 3/4' T&G PWD/OSB W/ 24' MAX SPAN RATING TJI FLOOR JST PER PLAN SHEATHING W/ NAILING PER S.W. SCHEDULE BOTTOM PLATE NAILING PER S.W. SCHEDULE EDGE NAILING PER S.W.SCHEDULE 1001@6'0.0. 3/4' T&G PWD/OSB W/ 24' MAX SPAN RATING TJI JST BLKG @ 48' O.C. W/ (4) 10d NAILS FROM SHT'G TO JOIST SHEATHING W/ NAILING PER S.W, SCHEDULE BOTTOM PLATE NAILING PER S.W. SCHEDULE EDGE NAILING PER S,W, SCHEDULE 1-- Provide MI IrouM dels unr! s4ecif�' Mbe� p e na eac en MST37/MST48 _ � '" i' o n ,, I. . ' a� • � a LJ :: '• W6 •Y HOEDOWN x i z .tr eL j xLENGTH�_� �.ooo� OVERALL DETAIL 24 NAIL SUBFLOOR TO 10d 0 6" O.C. FROM „„=Itz��- rle TYPICAL LGT2/3/4 .-- �;� ®®m ®� SIMPSON GIRDER o_ ® �� 2+ l� o •=H='•� o c o O• 'oend o, o �/ A USE OR OR OR H1OS TO MULTI GIRDER TRUSS ��. iii 1\1°'' H1OS FOR SINGLE PLY GIRDER LGT2 FOR 2 -PLY GIRDERS LGT3 FOR 3 -PLY GIRDERS LGT4 FOR 4 -PLY GIRDERS AND TOP PLATE 1 13/4 LVL BLOCKING WITH 1001 2 4' 0.C. 16c1 @ 4' 0,0. SILL TO RIM SUBFLOOR TO JST WEB STIFFENER REQ'D PER MFR, @ CANTILVER S,W. EDGE NAILING TO BOT. SUBFLOOR PER PLAN ALIGN LVL JOIST OVER STC;: PLATE AND RIM WALL AND ATTACH u,,. A, a PER SW TABLE �► . z CONT, SHEATHING ,.�j \� �� � \� 1 ‘1\1\‘1‘‘ 13'4° LSL RIM JST o ��»��������� �� �� 13/4° LSL RIM JST o C N N G:� '�_•� OVER RIM JST CONT, 13/4'LTP4 PER SHEAR SCHEDULE '' =� 110.-- GWB PER ARCH.�� 801 T❑SNAIL r' @ 6 ❑.C. H❑RIZ, SHEATHING JOINT z _�KW z ¢ w 801 TOENAIL @ 6” ❑.C. H❑RIZ. SHEATHING J❑INT o ° z = z ¢ w �� FROM JOIST TO TOP PLATE I -JOIST PER PL MAX. CANT. ►SS 074.411:16d LVL RIM TOE NAIL @ 6'0.0. INVERTED IUS/MUI HANGER OR EQUAL LTP4 LVL BLKG TO TOP PLATE PER PER S.W. SCHED, (A35 @ DPP, SIDE PERMITTED) S.W. EDGE NAILING SHEATHING PER SHEARWALL TABLE = _ ` � N--LTP4 .�0 8d NAIL EA. SIDE (DRIVEN @ ANGLE) GWB PER ARCH. \ @ J❑INT PER S.W TABLE (48' ❑.C, TYP. MAX SPACING) EDGE NAILING PER S.W. SCHEDULE DBL TOP PLATE 21 GWB PER ARCH, LTP4 @ J❑INT PER S,W TABLE ' (48' ❑,C. TYP. MAX SPACING) EDGE NAILING PER S.W. SCHEDULE DBL TOP PLATE FRAMED WALL PER PLAN SHEATHING PER S.W. TABLE JOIST TO SHEAR WALL DETAIL 2x6 STUDS PER PLAN 0 23 2x6 STUDS PER PLAN TRIMMER PER PLAN EDGE NAILING © EACH MEMBER PER ~��40.. SCHEDULE FLOOR SHEATHING PER PLAN 1 BOUNDARY , STUD/KING PER PLAN HOEDOWN PER PLAN SHEATHING PER PLAN 11111111t 111I tp) I �,, Mr/` ; '/r"` �"�'"'" II� i �� DRAG/GIRDER TRUSS PER �����' ... PLAN - -TOP TS22 TO PLATE CORNER ASSEMBLY DOUBLE �� • %.4�Q ��e STUD TYPICAL P.E. TRUSS .' 0 � 26 iul4,..,. il 27 28 29 REVIEWED FOR CODE COMPLIANCE APPROVED AUGS.W. i• UG 22 2013 • City of Tukwila BUILDING DIVISION ©©R�©�cw�:�©a RIM JOIST _ __ __ SILL PLATE 'ii,juII,Ii ' RECEIVED CITY OF TUKWILA AUG 03 2010 PERMIT CENTER 30 IIIMIIIIIIIIIIIIIMINIMMIXIIIINIMINIMIIIII °• d • ' . . , ANCHOR BOLT PER PLAN O. ' ' ' ° •d a' e ° STEM WALL q'161- . •' . • . 25 w z REVISION DESCRIPTION 0 0) w x DATE REV. DELTA U 7/19/2018 ORIGINAL STAMP MUST BE RED FOR VALIDITY ALL VARIATIONS FROM DIMENSIONS AND CONDITIONS SHOWN ON THE DRAWINGS SHALL BE REPORTED TO THE DESIGNER FOR RESOLUTION WITH THE ENGINEER PRIOR TO PROCEEDING WITH WORK; FAILURE TO COMPLY BY THE CONTRACTOR SHALL BE THEIR SOLE RESPONSIBILITY FOR ANY COSTS NECESSARY FOR REMEDIAL WORK. REUSE OF DOCUMENTS UNAUTHORIZED ALTERATION OF ANY OF THE INFORMATION ON THIS DOCUMENT WILL INVALIDATE THE DOCUMENT, ENGINEER'S SEAL AND SIGNATURE. THE DESIGNS AND IDEAS INCORPORATED HEREIN, AS A TOOL OF PROFESSIONAL SERVICE, IS THE PROPERTY OF PHILLIPS STRUCTURAL ENGINEERING AND IS NOT TO BE USED IN PART OR IN WHOLE BY ANY PARTY FOR ANY OTHER PROJECT WITHOUT WRITTEN AUTHORIZATION FROM PHILLIPS STRUCTURAL ENGINEERING. 1892 CARY LANG 12566 50TH PLACE S TUKWILA, WA (LOT E) WIND SPEED: 110 MPH WIND EXPOSURE: B ROOF SNOW LOAD: 25 PSF STRUCTURAL DETAILS DRAWN BY: AMS DRAVNNG DATE: JULY 19, 2018 SCALE: N.T.S. (U.N.0.) PSE NUMBER: PSE 18.067 SHEET NO: SD -1