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Permit D17-0162 - KHATKAR RESIDENCE - NEW SINGLE FAMILY RESIDENCE
KHATKAR DALRAJ 4736 S 160T" ST D17-0162 PROJECT NAME: kA471-4r,eSd2vlc-c SITE ADDRESS: S PERMIT NO: a 7-0/ (0 2— ORIGINAL ORIGINAL ISSUE DATE: %-/ 7-1? REVISION LOG REVISION NO. DATE RECEIVED STAFF INITIALS STAFF INITIALS ISSUED DATE 7 id - r STAFF INIT ALS / 11- 2 3- 1 Summary of Revision: Summary of Revision: E, -k-riej r - 1 ec.IL Received by: m0 itig%✓T1.S_' tihemr,40, REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) 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 2223049115 4736 S 160TH ST Project Name: KHATKAR RESIDENCE COMBOSFR PERMIT Permit Number: D17-0162 Issue Date: 9/17/2018 Permit Expires On: 3/16/2019 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: KHATKAR DALRAJ 7909 PACIFC HWY E , MILTON, WA, 98354 RICKY DHALIWAL 7909 PACIFIC HWY E, MILTON, WA, 98354 Phone: (206) 651-1234 OWNER AFFIDAVIT- MANINDER Phone: KHATKAR License No: Expiration Date: Lender: Name: MANINDER KHATKAR Address: 7909 PACIFIC HWY E , MILTON, WA, 98354 DESCRIPTION OF WORK: CONSTRUCTION OF A 4875 SQ FT SINGLE FAMILY RESIDENCE WITH A 621 SQ FT ATTACHED GARAGE AND A 40 SQ FT COVERED PORCH 7-3-18 Posted Stop Work for excavating property without issued permit(s). See attachments for photographs. PUBLIC WORKS ACTIVITIES INCLUDE: EROSION CONTROL, LAND ALTERING, STORM DRAINAGE, DRIVEWAY ACCESS, UNDERGROUNDING OF POWER, TRAFFIC CONTROL, AND STREET USE. HIGHLINE WATER DISTRICT AND VALLEY VIEW SEWER DISTRICT. Project Valuation: $648,001.40 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: V -B Electrical Service Provided by: TUKWILA Fees Collected: $12,306.87 Occupancy per IBC: R-3 Water District: HIGHLINE Sewer District: NONE Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: 1 Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 50 Fill: 50 Number: 0 1 Permit Center Authorized Signature 1 o,,.glog I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Print Name: Ma -114) 7•M -"Al Date:- Ill/,)/ Sj 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: 2: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 1: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 4: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 8: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 5: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. (City Ordinance #2435) 3: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 6: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 7: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 9: ***PUBLIC WORKS PERMIT CONDITIONS*** 10: Schedule and attend a Preconstruction Meeting with the Public Works Department (Scott Moore, Public Works Senior Inspector and ( , Planning Division), prior to start of work under this permit. To schedule, call Public Works at (206) 433-0179. 11: 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. 12: 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. 13: 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. 14: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 15: 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. 16: 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. 17: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify Public Works Inspector before 12:00 Noon on Friday preceding any weekend work. 18: Any material spilled onto any street shall be cleaned up immediately. 19: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 20: 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. 21: The Land Altering Permit Fee is based upon an estimated 50 cubic yards of cut and 50 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. 22: 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. 23: 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. 24: Pre -construction storm drainage patterns shall be met during and after construction. 25: The property owner is responsible for the maintenance of any new and existing on-site storm drainage systems: including splash blocks, dry wells, infiltration trenches, dispersion trenches, catch basins, yard drains, bioretention, permeable pavement, rainwater harvesting, and perforated pipe connections, as applicable. Following the Public Works Final Inspection for this Building permit, the property owner shall inspect, maintain, and correct on-site storm drainage systems in accordance with the 2016 King County Surface Water Design Manual & TMC 14.30.080. 26: Applicant shall obtain water meter from the Highline Water District (206-824-0375). Since Highline Water District doesn't inspect water pipe downstream of meter, City of Tukwila inspection is required. 27: Applicant shall obtain sanitary side sewer permit from Valley View District (206-242-3236). 28: 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'. 29: The driveway shall be designed and sloped so that drainage from the driveway does not flow onto the existing road surface. 30: All conditions of the Tran short plat - King County rec. no. 20071004900002 shall be met. 31: 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. 32: Maintain emergency, pedestrian, and vehicular access to buildings, trails and transit at all times. 33: 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. 34: Owner/Applicant shall contact the local postmaster regarding location of mailbox(es) installation. Location of mailbox(es) installation shall be coordinate with Public works. 35: Prior to any work within the Public right-of-way, 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. 36: Prior to any work within the Public right-of-way, a copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 37: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $1,013.88. 39: Project shall comply with the Geotechnical Evaluation by GEOSPECTRUM Consultants, Inc., dtd May 18, 2017, and subsequent Geotechnical Evaluations. 38: Prior to issuance of this permit, Owner/Applicant shall provide a Traffic Concurrency Certificate Application and pay $300.00 under PW permit C18-00xx. 40: Prior to any work within the Public right-of-way, Owner/Applicant shall sign w/Notary a ROW Hold Harmless Agreement for work within the Public right-of-way. 41: ***BUILDING PERMIT CONDITIONS*** 42: 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. 43: 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. 44: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 45: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 46: 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. 47: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 48: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 49: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 50: All wood to remain in placed concrete shall be treated wood. 51: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 52: 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. 53: 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. 54: 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. 55: 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). 56: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 57: 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. 58: 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. 59: ***MECHANICAL PERMIT CONDITIONS*** 60: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 61: 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. 62: Manufacturers installation instructions shall be available on the job site at the time of inspection. 63: 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. 64: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 65: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 66: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 67: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 68: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 69: 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. 70: 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. 71: 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. 72: 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. 73: 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. 74: 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. 75: 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. 76: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 77: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures in all residential, hotel, motel, school, industrial, commercial use or other occupancies that use significant quantities of water shall comply with Washington States Water Efficiency ad Conservation Standards in accordance with RCW 19.27.170 and the 2006 Uniform Plumbing Code Section 402 of Washington State Amendments PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5180 BACKFLOW - FIRE 1700 BUILDING FINAL** 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 0502 LATH/GYPSUM BOARD 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 0 0 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 4036 SI -DRIVEN DEEP FOUND 4035 SI -SOILS 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 http://www.TulcwilaWA.gov Combination Permit No. 10 U1— (5 [ Project No.: Date Application Accepted: 6)—fs,1-7 Date Application Expires: �� (j' — 1 (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: L/73g — 5 /Cc J i King Co Assessor's Tax No.: 22-2'3 a `1✓ -9115 PROPERTY OWNER j Name: ()0 t)6t (IWC(( "�G Y� Name: M,A, NI I`t bo, 0-1A-1 YAK State: VVI Zip: City: t.lrktar 4 Address: �I qwq pa&' .,A, Hu, L G� l l - Email: ev_- 1✓1C`.D1�^" RytiA Iat1 6 COv►.1 City: MI1-412 n State: 4 Zip: 183 51( CONTACT PERSON — person receiving all project communication j Name: ()0 t)6t (IWC(( "�G Y� Address: 1103 _ (v 12` 5+ i X J 202 `, State: VVI Zip: City: t.lrktar 4 Phone: 02c(0.&51,1234, Fax: l - Email: ev_- 1✓1C`.D1�^" RytiA Iat1 6 COv►.1 GENERAL CONTRACTOR INFORMATION Company Name: , k C o N.6 rq.,ct I r LV Address: I tt3 ,.. N& 1 2$t'' Si 1 D202. City: i/l/ k IG„d State: /A_ Zip: ' 3.j I' Phone: �d/:7 1, 5( , (L31/ Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: ARCHITECT OF RECORD Company Name: C-p6G+oe DRAFT t lJ 4 Architect Name: BP`ibbN v -Lee Address: 3o2 - ?bN /4;t2lJ 51 Address: Z - jo m , s f City: SsJtitAC LAI/kJ State: LA Zip: Phone: %0 ,161 , 662 Fax: rr c Email: boll din(a Cac,caok01iah •Con') ENGINEER OF RECORD Company Name: cot bie kyr /i��(/g Engineer Name: FM Rol CKj[�' M p(\bJ�i�s-G Address: 3o2 - ?bN /4;t2lJ 51 City. D,UM C L Alg Stater Zip: Phone:26 b -7 d l _ t663 Fax: Email:/bran on ca ad dra / / If? co rJ (.� C” of '- r✓I LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: 1410*- IM -01 m bC Wk fl p Address:go { 1�c NLd'( I*c City: ((yam State: WA— M Zip:' 35- H:\Applicatima\Forns-Applications On Linc\2011 Applications\Combinatiou Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 1 of 4 0 Q PROJECT INFORMATION — Valuation of project (contractor's bid price): $ - / 0 Scope of work (please provide detailed information): b(.iLDIk(, 5J4fL. -M(Lf t-toMt- DETAILED BUILDING INFORAMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement 1 34:12 1" floor J er, 7 2"dfloor /6 6(0 Garage carport 6 2- 1 Deck — covered uncovered • 4v i Total square footage 0 553 6 sf 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 $ 17, , 0 OD (1 furnace <100k btu cl) v thermostat emergency generator fuel type: El electric 'gas appliance vent (i',) t./. --ventilation fan connected to single duct 0_11. --wood/ • . stove water heater (electric) other mechanical equipment PLUMBING: Value of plumbing/gas piping work $ 0201000 bathtub (or bath/shower combo) dishwasher lavatory (bathroom sink) water heater (gas) 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 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 ❑ ...Tukwila ❑ ...Water District #125 ❑ ...Letter of water availability provided SEWER DISTRICT 0 ...Tukwila ❑ ...Sewer use certificate +�.. Highline ...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): 0 ...Civil Plans (Maximum Paper Size — 22" X 34") � 0 ...Technical Information Report (Storm Drainage) �j .. Geotechnical Report 0 ...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 0 .. Construction/Excavation/Fill - Right -of -Way... 0 -or- Non Right -of -Way.. 0 ❑ ...Total Cut ❑ ...Total Fill Cubic Yards Cubic Yards ❑ .. Work In Flood Zone ❑ .. Storm Drainage ❑ ...Sanitary Side Sewer ❑ .. Abandon Septic Tank ❑ .. Trench Excavation ❑ ...Cap or Remove Utilities 0 .. Curb Cut ❑ .. Utility Undergounding ❑ ...Frontage Improvements 0 .. Pavement Cut ❑ .. Backflow Prevention - Fire Protection ❑ ...Traffic Control 0 .. Looped Fire Line Irrigation Domestic Water ❑ ...Permanent Water Meter Size " WO # ❑ ...Residential Fire Meter Size ❑ ...Deduct Water Meter Size ❑ ...Temporary Water Meter Size " WO # " WO# ❑ ...Sewer Main Extension Public 0 - or - Private 0 0 ...Water Main Extension Public 0 - or - Private ❑ FINANCE INFORMATION — THIS INFORMATION IS REOUIRED 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: Day Telephone: Mailing Address: City State Zip WATER METER REFUND/BILLING: Name: Day Telephone: Mailing Address: City State Zip H:\Applcatioas\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 OWN f. ap, H ° IZED AGENT: Print Name: � 1 CCK l b H ' Ott— Signature: Mailing Address: 1 14133 1\1 12-844'S f 1 D 2b 2 - H:Wpplicaiions\For sApplications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Date: L i /VoZO % Day Telephone: 6 " 6 SI- l 23 `� K ii>� (wW� 9JD3 LL City State Zip 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 ( TKM 34 USS. CJ 4m' —5. r o -th - 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 # ©C Co 2 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) '2000 11-060 "15040a0Z5o ob b Iry C. 2.0% of amount over $100,000, but Tess than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) 5. Enter total excavation volume Enter total fill volume 5 cubic yards 5 0 cubic yards $ /50 (4) Use the following table to estimate the grading plan review fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE ✓ Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1' 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 $ (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 40 0 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 revievR tirvED attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Revies jyy OF TUKWILA Approved 09.25.02 Last Revised 02/21/17 &7OhI rpz JUN 15 2017 PERMIT CENTER / BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) (-r!nD) 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 7. Pavement Mitigation Fee Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee 9 .j l t Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. QUANTITY IN CUBIC YARDS RATE ✓ 50 or less $23.50 51-100 $37.00 101 — 1,000 $37.00 for 1st 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for lst 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 lst 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. Technology Fee (5% of 6+8) 1 Approved 09.25.02 Last Revised 02/21/17 . 2 $ (7) (8) (9) c 0 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown/Foster Pt Water (Ord 2177) $ E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ Sg H. Transportation Mitigation $ //0/ 3 I. Other Fees $_ Total A through I $ X0/3 5g(10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ i 19 ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2017 — 12.31.201 Total Fee _....------ "01.01.2017-12.31.2017 / 0.75 $625 $6005 ,/ $6630 1 $1125 ''---.,,, $15,012.5.0`' $16,137.50 1.5 $2425-'"..----$30„-025 $32,450 2 $2825 ,$$;04.11, $50,865 3 $4425 ,/ $96,080 ------„_ $100,505 4 $7825 , $150,125 �---...,, $157,950 6 $12525 // $300,250 \$312,775 Approved 09.25.02 Last Revised 02/21/17 /Temporary Meter X0.75" $300 2.5" $1,500 3 PermitTRAK DESCRIPTIONS I ACCOUNT D17-0162 Address: 47365160TH ST Apn: 2223049115 $70.00 DEVELOPMENT $70.00 ADDITIONAL PLAN REVIEW R000.345.830.00.00 1.00 $70.00 TOTAL FEES PAID BY RECEIPT: R18093 $70.00 Date Paid: Wednesday, July 10, 2019 Paid By: MANINDER KHATKAR Pay Method: CHECK 1058 Printed: Wednesday, July 10, 2019 2:31 PM 1 of 1 eceipt Number DESCRIPTIONS PermitTRAK I ACCOUNT 1 QUANTITY I PAID $2,418.44 D17-0162 Address: 4736 S 160TH ST Apn: 2223049115 $2,418.44 Credit Card Fee $70.44 Credit Card Fee R000.369.908.00.00 0.00 $70.44 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK TOTAL FEES PAID BY RECEIPT: R16864 R104.345.851.00.00 0.00 $1,426.00 $2,418.44 Date Paid: Thursday, February 14, 2019 Paid By: MANINDER KHATKAR Pay Method: CREDIT CARD 014546 Printed: Thursday, February 14, 2019 1:18 PM 1 of 1 r7k _l YSTEMS CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA 0017340000802374464500 Date: 02/14/2019 01:18:13 PM CREDIT CARD SALE VISA CARD NUMBER: **********1508 K TRAN AMOUNT: $2,418.44 APPROVAL CD: 014546 RECORD #: 000 CLERK ID: Bill X {CARDHOLDER'S SIGNATURE} I AGREE TO PAY THE ABOVE TOTAL AMOUNT ACCORDING TO THE CARD ISSUER AGREEMENT (MERCHANT AGREEMENT IF CREDIT VOUCHER) Thank you! Merchant Copy Cash Register Receipt City of Tukwila R1 5404 DESCRIPTIONS ACCOUNT QUANTITY PermitTRAK • PAID $8,140.33 D17-0162 Address: 4736 5 160TH ST Apn: 2223049115 $8,140.33 DEVELOPMENT $6,029.95 PERMIT FEE R000.322.100.00.00 0.00 $6,025.45 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.S0 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 $1,337.38 • PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $150.00 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $150.00 . GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 ' $1,013.88 TECHNOLOGY FEE $332.00 TECHNOLOGY FEE R000.322.900.04.00 TOTAL FEES PAID BY RECEIPT: R15404 0.00 $332.00 $8,140.33 Date Paid: Monday, September 17, 2018 Paid By: MANINDER KHATKAR Pay Method: CHECK 1005 Printed: Monday, September 17, 2018 11:03 AM 1 of 1 CAPSYSTEMS PermitTRAK D17-0162 Address: DEVELOPMENT PLAN CHECK PUBLIC WORKS BASE APPLIC 0 City of Tukwila 6200 Southcenter Blvd a, WA 1 Finance Department 1718001-1 06/29/2017 BR1 T133 Thu Jun29,2017 10:36AM Trans#1-3 1 $3916.54 MISC - Miscellaneous * Desc: EKAM CONSTRUCTION 2 $250.00 MISC - Miscellaneous * Desc: EKAM CONSTRUCTION 3 $40.00 MISC - Miscellaneous * Desc: EKAM CONSTRUCTION Secondary ID: NSF CHECK FEE 3 ITEM(S): TOTAL: $4206.54 Visa PAID $4206.54 www.tukwilawa.gov 206-433-1835 Nut. Aka rrCe C.rc( Receipt Number R1a.726 QUANTITY PAID $4,166.54 $4,166.54 $3,916.54 0.00 53,916.54 5250.00 0.00 $250.00 $4,166.54 +40,c. 42-66 ,91—' RECEIVED CITY OF TUKWILA JUN 292011 PERMIT CENTER Date Paid: Thursday, June 15, 2017 Paid By: EKAM CONSTRUCTION LLC Pay Method: CHECK 5343 Printed: Thursday, June 15, 2017 3:19 PM 1 of 1 C9'SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK I ACCOUNT I QUANTITY PAID $4,166.54 D17-0162 Address: 4736 S 160TH ST Apn: 2223049115 $4,166.54 DEVELOPMENT $3,916.54 PLAN CHECK FEE R000.345.830.00.00 0.00 $3,916.54 PUBLIC WORKS $250.00 BASE APPLICATION FEE TOTAL FEES PAID BY RECEIPT: R11726 R000.322.100.00.00 0.00 $250.00 $4,166.54 Date Paid: Thursday, June 15, 2017 Paid By: EKAM CONSTRUCTION LLC Pay Method: CHECK 5343 Printed: Thursday, June 15, 2017 3:19 PM 1 of 1 ( ! SYSTEMS Residential Sewer Useertification Sewage Treatment Cap amity Charge To be completed for all new sewer connections, reconnections, or change of use of existing connections. Please Print or Type 473 -LS I bO ST Property Street Address I a KLU (LA City State ZIP M1kq(�- KI-�PKM � 0� Pho is ow i E Owner's Mailing Address M 1 Ltti A- -Li- tatetate ZIP City 02 66 66-/ 2; Owner's Phone Number (with Area Code) 21Ck 1 Di4 irtt Property Contact Phone Number (with Area Code) Party to be Billed (if different than Owner): Name Street Address City State ZIP Residential Customer Pleases -check appropriate box: Equivalent (RCE) ❑ Single-family (free standing, detached only) Multi -Family (any shared walls): ❑ Duplex (0.8 RCE per unit) ❑ 3-Plex (0.8 RCE per unit) ❑ 4-Plex (0.8 RCE per unit) ❑ 5 or more (0.64 RCE per unit) No. of Units x 0.64 = 1.0 1.6 2.4 3.2 ❑ Mobile home space (1.0 RCE per space) No. of Spaces x 1.0 = If Multi -family, will units be sold individually? Yes [i]No If yes, will this property have a Homeowner's Association? ❑Yes❑ No n 0 I (Q 20 King County Department of Natural Resources and Parks Wastewater Treatment Division For King County Use Only Account # No. of. RCEs Monthly Rate VAu 1 viJ Sewer District Date of Sewer Connection Side Sewer Permit Number 2123c►-- c 15 Required: Property Tax Parcel Number Subdivision Name Subdivision Number Lot Number Block Number Building Name Please report any demolitions of pre-existing structures on this property. Credit for a demolition may be given under some circumstances. (See King County Code 28.84.050, 0.5) Demolition of pre-existing structure? ❑ Yes ❑ No Was structure on Sanitary Sewer? ❑ Yes ❑ No Was Sewer connected before 2/1/90? ❑ Yes ❑ No Sewer disconnect date: Type of structure demolished? Request to apply demolition credit q,g ?A ❑ Yes 111No +�' t T GGGIII K,W I L JUN 1512017 Pursuant to King County Code 28.84.050, all sewer customers who establish a new service which uses metropolitan sewage facilil city charge. The amount of the charge is established annually by the Metropolitan King County Council at a rate per month, per resi entia curio Etial customer equivalent, for a period of fifteen years. The purpose of the charge'is to recover costs of providing sewage treatment capacity for new sewer customers. All future billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should be referred to King County Wastewater Treatment Division at 206-477-5516. I understand that the information given is cocrect. I understand that the capacity charge levied will be based on this information. I understand that any 'r' atio may result in a revised capacity charge. Date f /Y/o2 b% /7 Signature of Owner/Representative Print Name of Owner/Representative /e r e KY'L-- 1610_6969w_res_sewer_cap_chg_1057.indd White — King County Yellow - Local Sewer Agency Pink - Sewer Customer (Rev. 10/16) p,202 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 D)7 --C) fie2. Project: MY. Tc Type of Inspection: 13 0t -DIN& FINAL Address: 4736 Si /6:40h .5 Date Called: Special Instructions: Date Wanted:a.m. 5_• 5-2c) p.m. Requester: 20 (e-3:57- 56 5 Phone No: Approved per applicable codes. El Corrections required prior to approval. COMMENTS: i9-rf ova -ph LA/W& - f/ f 91 dioae4-0ML_� 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 Di7-c j 2 Project: 1i -rt< ft -A. REC. Type of Inspection: f /C-Oikc - // i-� Address: l'7,‘'` $. /4017, Date Called: C/7 --i-1-,-,0 L,,C9--- €5:5 , Special Instructions: ,* z -i£J) / / ,ePz-47A/ 4P 12#+Y Date Wanted:a.m. ."9. -2.- 2.0 p.m. Requester: 0 -55 -c5Z75 -0 Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: -7- re/19 r pa. /7•70 -Ree/ Aeic r 14 a' . oR D eA },16s s, C/7 --i-1-,-,0 L,,C9--- €5:5 , ,* z -i£J) / / ,ePz-47A/ 4P 12#+Y - /4,/ ie e iJtzL- 7t, 4,75-19/2- 7 - Inspector: Date: 21) REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD 7 Retain a copy with permit Dr -/-o163. 1NSPE ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: KM -77701 f'f'%74i. RoC 5'. Type of Inspection: BUILD /i& Mot, Address: 47340 St /fir- Sr Date Called: 3I In t)SX4 AR,7W&$ Special Instructions: _ • 3brLiB6Q .5�il�IC-�S 6 DOOR 1M,44DIA. - • LA,N.1)rNr: L -e R POOR -.57r," iketA D(4K 4 �pw f/i3fA'� Date Wanted: 3 a.m. -2-40-2-C)p.m. Requester: /' 5, ' "'ROA:90 Ps k. ihc/i-z MS),17-� lo./t/ phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: lAtre4 ,3'7ZP5 fi .41,410//Y /9" 49C ,SCK ,. ivLEO , 4/ 1//6 /19— l -64‘)/(A. , edc< Ixxn2 3I In t)SX4 AR,7W&$ y,(10o1IS. D %a e 5. — r't'4T Ci ...° PAcVIfl' f•irex' FM/1-4.. mSf',&CTa^/ /' 5, ' "'ROA:90 Ps k. ihc/i-z MS),17-� lo./t/ k '- mac' l -Lo/@ 4` 0d,41o&o:4 Inspector: Date: .7-202-.0 _ n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Catt to schedule reinspection. INSP CTION INSPECTION RECORD Retain a copy with permit INSP CTION 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 Di 7--aieZ Project: Type of Inspection: 7/Y/.41 Address: / 9736 �: i6®f 3 Date Called: . 40e Special Instructions: Date Wanted: a.m. p.m. Requester: , g,,,,,,, ,i4., Q. At? ..ae(- Phone No: /;,,,4;tie Approved per applicable codes. Corrections required prior to approval. COMMENTS: 7/Y/.41 Or5 se I . C/i/ /�Q.e 1 P ,��,.1�" 1yip4 f e //744.7 -ide 4,,r— /...., i.„,...,„ ,,,,,„_, , g,,,,,,, ,i4., Q. At? ..ae(- /;,,,4;tie 7 te d, #11 4we Inspector: n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit ��TO�Z PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection:/// Address:�zia, / Date Called: 3 /z.�47 l Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 1Z147 �ravetz7 Inspe Date: �.3/42vZ� 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 P17-0102- Project: )7-OI L Project: �p Type of Inspection: ,8(//LD/%ISG- f%) - i< t** -7 MR Rl�/ Address: ii734, $ /61Y"Tff Sri Date Called: Special Instructions: Date Wanted: /O a.m. p.m. Requester: •t/EBD PLUAteiniVi ACCHAUChi- friAL A -DU R(✓i S. o.r Phone No: ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: J -v C/<D icler ir_SS //6 ?h. 14‘r //l/ Inspector: Date: y-/0 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: i<firkOr Type of Inspection: FylaU� pwivirmOvtirei44AA' Address: 4771, Si 114617-1- 57 - Date Called: Special Instructions: /aU e/Ala- MECCAM/�Cf�-t ln,r�� /4)44-1— Date Wanted: ZD a.m. p.m. Requester: /. £ K Al- rovvig,c CAUD124/5/477E Phone No: CO -S�S� ��> y �/� }� Approved per applicable codes. Corrections required prior to approval. COMMENTS: froirweb pmytts. . hr o.usi7. PLUM 6/h6 / reetatZL)T I,acr PoiA mx , .PPPt4r ca VA -LVE 6712 ✓iieT ,T PrPPRa/ID /1/ .2, ,meK /nor) sPy. zoe omq FvRn ,r.- 3• -7-$ P .PR -IN briN tAmcr R / mi257— 'r fe rvt m -?E G►N JrX T,rR/19R 47 gizew/p /. £ K Al- rovvig,c CAUD124/5/477E c , )m7" 'V sits t 7bP f- d4N7 ; 1732./.45 ,,(/fp R414�5E0 975 ,IYe[.UJ AD 0 Inspector: Date: /-56-2 n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT N CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: � �+ Type of Inspectio L i �/Ll. /zoo/54e Addrels: lit,. S (GoSt Date Called: . Special Instructions: Date Wanted: 1.12.- a,m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. OMMENTS: ,P pal, e> -ton I f scrr4 inspector: Date: 1 REINSPECTION FEE RE UIRED. 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: Type of Inspection: Address:j 213%si� Date Called: Special Instructions: _ Date Wanted: Ze-Vi- t9 Requester: Phone No: Approved per applicable codes. El Corrections required prior to approval. C®MMENTS: 037 vh getts4 (#0 caAbArt\ Inspector: Date: (0 -(1 -fl REINSPECTION EE 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 Dit z - Project: I(��-y� Type of Inspection: Address: N Na 6 '` �„r 1w ��+- Date Called: Special Instructions: a:Ail., Date Wanted: 6"/X'19 p.m. Requester: Phone No: Approved per applicable codes. El Corrections required prior to approval. COMMENTS: Imitm4-\(1 kiRtp.d,A Apt 5i1 -r Inspector: Date: n REINSPECTION FE 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 Dk1 (Q4w INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431-3670 6300 5outhcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 Project: ph-rgAL Type of Inspection: fomi,Ar6 Address: Date Called: Special Instructions: Date Wanted: 5' -201 -el p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 011 4'1 Inspector: kt Date: n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 t 17 OGb2. Project: • � Type of Intion: '''clOP44:t.4--• L vd4 Address:irl " v340,6 IS L Date Called: Special Instructions: Date Wanted: T^2-`_ la IUD p.m. Requester: Phone No: ❑ Approved per applicable codes. Corrections required prior to approval. 20 COMMENTS: chrzbi '802 2� SOS - 2 -Lax-47.4- 7L. r_ brS PArft - -11/2) - toc_sys.c C 5 - w - /4J 447ra- Inspector: Date: -24-Pt REINSPE ION EE 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 Ot 2 - Project i Type of Inspection: Addres : A131.o 5 (k9'5'c Date Called: Special Instructions: Date Wanted: i ^2cCv e p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: \o-c(L,k/tb_ t�..� 11,a6014a-1, t,v@-' yr ?s� Z 9S <et l /-7 Inspector: Date: REINSPECTION FE 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: - j T of I p2etr; Ref, / Address: a{{ed: g'736 S., /lam' r Special Instructions: ' f 00 %c Date Wanted:,..5—.."0, zd t! a,m. p.m. Requester: Phone No: proved per applicable codes. El Corrections required prior to approval. OMMENT • ,1e4 1 TI ll orr 0 c Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. Inspector: 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 On 19162 -- Project: p_ 'FI A-qi' Type of Inspection: a�1 �,N < Addre s: 4731' ‘5 /1a Date Called: Special Instructions: Date Wanted: 3 -2---1-1 .m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Z.) Wtto,L, e > ilc.tofcocig 70,74fLose__, p.PPaodPct__- .eiVeosi vc,Pdati epi Inspector: N7 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 �fl o/6-2- Project: /6'z Project: -24-04M-1(0.34,11 4“. Type of Inspection: Li► 7 WN --1 Address: Date Called: ..------"" S -r Ge -- Special instructions: Date Wanted: 0--7,(—t °' ea.rri.- p.m. Requester: `j Phone No: QL--./// re, ,,, ,c___ er applicable codes. Corrections required prior to approval. CCl1DfMENTS: F QJesiNg-II /AA, L'a A"'"., OP" Irtrrie._ ..------"" S -r Ge -- fiI A //, RA)P'e s, `j QL--./// re, ,,, ,c___ 4-69n,, (--5K ,--- ✓9e4v ate & A4sio v 3- 1-"ZbiS /a/N pie Inspector Ca Date:3 z„/- 00/9 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: /� k-1412— �__ + Type of Inspection: ,el'I 4141,6_ Address: /17340 4 1 6-r Date Called: Special Instructions: Date Wanted: ..'q,. i, .m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 14)A c J 1J a;.t 61,,046 GAO Inspector: Ng/1i Date: 02 M ` 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 bn o(t a 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: AType f41 ��� b'tif of Inspection: ^I -4`I ti9k aw i`1 f Address: 'l I(0667 - Date Called: Special Instructions: Date Wanted: x"'17,10 a.m. P.m. Requester: Phone No: EjApproved per applicable codes. Corrections required prior to approval. COMMENTS: 149/4f [jAA4. ‘J .4-t WAAi(-- (r lo`,,( Inspector. '/ Date: REINSPECTION✓✓��FEE ,,gEEQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedute 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 -� pita - Project: 44 fT• it— 11- 65 Type of In ection: - arol a Address: /731.0 6 16:2146 Date Called: Special Instructions: Date Wanted:j<m_ .,0- 19 m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: VAI ttzAZc� �31115A0 A60lhfr3 ?Km Date: REINSPECTION FEE EQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Inspector: 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 Dz7-olbz P e/,t, s �� �t/' �����.2cC�'Ge/� � Type ofInspection: LtJ Jerk— Address: Date Called: Special Instructions: Date Wanted: 2 -/-6--2.0/5 ay p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: G Ito° ck 144/ S Inspector: Datezr/5 z47/ 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 E11 Z�Qj2— INS'�3i'iN 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 Pr ' ��—/�� /7d!/ II (L Types of Inspec 'on: � �f r ""r �YJ / ��1'�1j s ddress� � :367 Date Cal led. Special Instructions: Date Wanted: ; —19 —240/9 a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENT Inspector: Date: -, "2!5 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit ION NO. PERMIT NO. 1)11 40/62_ CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: Type.gt jnspection: Address: I/7340, S lttiz(67". Date Called: Special Instructions: Date Wanted: i "*3„/tet 4.m. m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. OMMENTS: Inspector: Date: 1— 3-1 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 INS 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 Pot: �4ewts. if Type lnsgection: Address:y736 /66' 5+c Date Called: U f Special Instructions: Date Wanted: p.m. 7 41"— J 2.�`r Reqester: Phone No: eApproved per applicable codes. OMMENTS: ECorrections required prior to approval. rx,,, 5 r 4 k -r; 491-t�«: PLS c veAffi/Ai'd Inspector: 7? wiC-0,2) Date: // _ zo/ 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 bf7—oil Z Project: 1-+ K �1r Pesielatice Type of Inspection: C.,oetcvete_ .1A'I? Address: x/736 S, /60 Date Called: Special Instructions: Jc() ?, (r1 Date Wanted: /e.7 _ Zi _ zve a.m. p.m. Requester: 0 2:144 r / 74f rb% - Phone No: Pr -keg) -kKi-- t2v,por-t 44 a ' ElApproved per applicable codes. L Corrections rreauir d`rior to approval. COMMENTS: colas/,_ �j ,�� /mil_ fwiddIi) b4 k' `64 ?0-b1 10 fbu{ _A"--2 _ it,tfit c Dill%. , 0 2:144 r / 74f rb% - Pr -keg) -kKi-- t2v,por-t 44 a ' ii- k /v 6' Vel CxCc VC 7 o 0(-- Du robe ret, orf" e✓iee✓"2r . fr-e.ki _ (BOJ I%. C .aLL- &as avid Pi v'Les. Inspector -72`00 Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO, PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: giVRIOR RIZSIX,Aiee Type of Inspection: ( ActariNc,) - ijO' -nc» i Address: 't734' -, /Wry- 'ST Date Called: -61,1. , Special Instructions: Date Wanted: `8" I6 -16i a.m p.m. Requester: Phone No: r� Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: 04- rovonn04., a K. - 5. L i kr- I a a (f0I14 RIRc11V� -61,1. , -5 6.L1._ AtageO ter, wt jbihUD -TXP W t A O it 'i i pi LA, Pte) Inspector: Date: /0-197-/g• REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 1117- 01422 Project: Type of Inspection: 6145"P'C77 c3/11 fE5r@ k) -M -7/ K f ZSrOTiAi6--- Address: X73(0 ,5: /467-71.- 5'; Date Called: Special Instructions: oK- lsr-lroz<6 iici+ ►' i Se co'' Date Wanted: /. /7—/8 a.m. Pue Requester: Phone No: Approved per applicable codes. EtiCorrections required prior to approval. COMMENTS: %J€€1 S'/d0/# L 6145"P'C77 c3/11 fE5r@ SONS it G- 43 1DaghVG joi7 N oK- lsr-lroz<6 iici+ ►' i Se co'' Inspector: Date: AD—/7—/8, REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Canto schedule reinspection. GEOSPECTRUM CONSULTANTS, INC. Geotechnical Engineeringwetilitharth Sciences March 1, 2019 Mr. Rick Dhaliwal EKAM Construction, Inc. 12893 SE 225th Court Kent, WA 98031 CITY OF TUKWILA► MAR 2 1 2019 PERMIT CENTER SUBJECT: GEOTECHNICAL OBSERVATIONS D Proposed Residence Tax Parcel 222304-9115 47XX South 160th Street Tukwila, Washington Project 17-101-02 Dear Rick, APPROVED AR 21 2019 ./.2„), ity of Tukwila BUILDING DIVISION This letter summarizes our observations of pipe pile foundations for the west and south garage walls of the subject proposed residence. We provided geotechnical observations and consultations at the site on a as -requested basis on 2/28/19 and 3/1/19. Our services included the following: Observed the installation of a total of 23 2" diameter piles along the west and south sides of the garage at locations laid out by EKAM: o Five piles were installed at the south column location. Per our discussions with the structural engineer, the piles at the south column location were installed with a slight batter away from pile cap center to help separate the bearing points of the piles. o Eight piles were installed in the west wall grade beam at 3 ft or Tess on center. Piles at the north and south ends were battered per the plan. o Two piles were installed in the south side grade beam west of the column at 3 ft or less on center. o Eight piles were installed in the south side grade beam east of the column at 3 ft or less on center. Piles at the east and west ends were battered per the plan. Obstructions were encountered at several of the pile locations and at those locations, additional replacement piles were successfully provided with the one exception within PO. Box 276, Issaquah, WA 98027-0276 Phone. (425) 391-4228 Fax: (425) 391-4228 EKAM Construction, Inc. March 1, 2019 the south grade beam approximately 12 feet east of the south column where obstructions were encountered at both the planned pile location and at the replacement pile location. All of the piles with the exception of the noted obstructed piles of the south grade beam are approved for 6 kip each of allowable axial capacity per our previous report. The two obstructed piles within the south grade beam are approved for a reduced allowable axial capacity of 1 kip each. Based on discussions with the structural engineer we have confirmed that no structural framing gravity loads will be carried by the south side grade beams. We understand that the grade beams provide lateral connection across garage entrance doors and the only vertical loads to be carried by those grade beams will be temporary automobile wheel loads (the same loading as the driveway and garage floor slab). In addition we understand from EKAM that the east end of the south grade beam will be structurally connected to adjoining basement walls. Considering that the non-obstructed piles installed in the south grade beam east of the south column have a combined vertical capacity of 30+ kip and that the only structural Toad on that grade beam will be temporary auto wheel loads, in our opinion the piles supporting the south grade beam have more than adequate allowable capacity. Based on our observations and discussions with EKAM and the structural engineer, it is our opinion that to the best of our knowledge the pile installation was performed in general conformance with our recommendations. CLOSURE This report was prepared for specific application to the subject site and for the exclusive use of EKAM and their representatives. Our observations and consultations were performed with the skill and care ordinarily exercised by local members of the geotechnical profession practicing under similar conditions in the same locality. We make no other warranty, either express or implied. Respectfully submitted, GEOSPECTR CONSULTANTS, INC. VaAt62-6t,IJ' James A. Doo le Principal Engineer Dist: 1/Addressee 1 /Steffen Construction Project No 17-101-02 �•.„v "�.< 2.3523 0 R EXPf9E3 3/19/ 2.( ) 2 O r Page 2 EASTSIDE CONSUL TANTS / INC. ENGlNEERS- www.eastsideconsuitants.com SURVEYORS TECHNICAL INFORMATION REPORT FOR Ekam Construction City of Tukwila File No. Eastside Consultants, Inc. File No. June 6, 2018 Prepared by: Eastside Consultants, Inc. 1320 NW Mall Street, Ste B. Issaquah, WA 98027 (425) 392-5351 Prepared for: Ekam Construction 12893 SE 2251 Court Kent„ WA 98031 REVIEWED FOR CODE COMPLIANCE APPROVED 18047 SEP 10 2018 City of Tukwila BUILDING DIVISION 1320 N.W. MALL STREET, SUITE 8, ISSAQUAH, WASHINGTON 98 27 INE: (4 ) 392-5351 FAX: (425) 392-4676 RECEIVED AUG 302018 TUKWILA PUBLIC WORKS CITY OF TU CW!LA AUG 2 7 2018 PERMIT CENTER JPIFIULTION LTB# e--- -0141. TABLE OF CONTENTS I: PROJECT OVERVIEW II: PRELIMINARY CONDITIONS SUMMARY III: OFF-SITE ANALYSIS IV: RETENTION/DETENTION ANALYSIS & DESIGN V: CONVEYANCE SYSTEM ANALYSIS & DESIGN VI: SPECIAL REPORTS & STUDIES VII: ADOPTED BASIN & COMMUNITY PLANS VIII: OTHER PERMITS IX: EROSION/SEDIMENTATION CONTROL DESIGN X: BOND QUANTITIES WORK SHEET RETENTION/DETENTION FACILITY SUMMARY XI: MAINTENANCE & OPERATIONS MANUAL ATTACHMENTS T.I.R. Section I: Project Overview Existing Conditions: This project consists of placing a 2,401 sf single family residence, 573 of driveway, and 39 sf of walkway for a total of 3,013 sf of new or replaced impervious on a 10,393 sf Lot in the Southeast Quarter of Section 22, Township 23 North, Range 4 East, lying north of South 160t Street in Tukwila, Washington. The site is mostly lawn with an existing 12 foot paved along the east side of the property that accesses 3 lots to the north of it. The site consists of one Threshold Discharge Area. The basin is sloped at 0 to 8 percent. The soils on site show as an Alderwood Gravelly sandy loam per the soils map. Proposed Conditions: We will be conveying runoff from the 2,401 sf house to a 35' Basic Dispersion Trench per Fig. C.2.1.D. of Appendix C of the 2016 KCSWDM. There is a minimum of a 25 foot flowpath. The remaining 573 sf driveway and 39 sf of walkway will use Basic Sheet Flow Dispersion per Fig. C.2.4.D. of Appendix C of the 2016 KCSWDM. The flowpath drains across at least 10 feet or more of. Since we are meeting the required 25 minimum flowpath for the trench and 10' for the driveway and walkway and not flowing directly towards an existing home, we feel this is adequate. The Bmp's were selected per the following criteria Small Lot BMP's Using List from Section C.1.3.2 1. Full Dispersion. Full Dispersion is not feasible due to the lack of vegetated 100 foot flowpath and elevation constraints. 2. Full Infiltration. Full infiltration is not feasible due to the Geotech Report by Geospectrum Consultants, Inc., dated May 18, 2017, saying infiltration is not suitable due to the silty sand and dense soils. 3. Full Infiltration. Full infiltration is not feasible due to the Geotech Report by Geospectrum Consultants, Inc., dated May 18, 2017, saying infiltration is not suitable due to the silty sand and dense soils. T Limited Infiltration Limited Infiltration is not feasible due to the Geotech Report by Geospectrum Consultants, Inc., dated May 18, 2017, saying infiltration is not suitable due to the silty sand and dense soils. Bioretention Bioretention is not feasible due to the Geotech Report by Geospectrum Consultants, Inc., dated May 18, 2017, saying infiltration is not suitable due to the silty sand and dense soils. Permeable Pavement Permeable Pavement is not feasible due to the Geotech Report by Geospectrum Consultants, Inc., dated May 18, 2017, saying infiltration is not suitable due to the silty sand and dense soils. 4. Basic Dispersion Basic dispersion meets the minimum design requirements per Section C.2.4.1. Thus, the BMP is feasible. • A vegetated flowpath of 25 feet for each device is available. • The flowpaths have well established ground cover to prevent erosion • The entire 25 feet of flowpath for each device is available onsite. • The slope of each flowpath is not greater than 15% for any 20 -foot reach. • The flowpaths are located between the dispersion device and impervious area or drainage feature. • Dispersion devices are not located in a critical area buffer or on slopes steeper than 20% • Dispersion devices are not located within 50 feet of a steep slope hazard area, erosion hazard, or landslide area. Per Core Requirement #3: Flow Control, exemption from core requirement #3, number 3. Peak Flow Exemption Using Flow Control BMPs and there is less than a 0.1 cfs increase in the project discharge area runoff between the existing and developed site conditions in the Targeted Basin. We are exempt from Core Requirement #8: Water Quality, Exemption from Core Requirement #8, Number 1, Surface Area Exemption. Due to the PGIS areas being only 573 sf of PGIS, which is less than the 5,000 sf threshold. T.I.R. Section II: Preliminary Conditions Summary Core Requirement #1: Discharge at the Natural Location The facilities discharge at the natural drainage location. Core Requirement #2: Off -Site Analysis See T.I.R. Section III for the Downstream Analysis. Core Requirement #3: Runoff Control A drainage plan is included in the engineering plan submittal along with supporting calculations in Section IV of this T.I.R. The site falls in Level II Flow Control standards as outlined in the 2016 S.W.D.M. Core Requirement #4: Conveyance System Runoff will be conveyed using 4 and 6 -inch diameter pipes. Core Requirement #5: Erosion/Sedimentation Control Plan A Temporary Erosion and Sediment Control (TESC) Plan is included in the engineering plan submittal. Core Requirement #6: Maintenance & Operation The owner/developer will comply as required. Core Requirement #7: Bonds & Liability The owner/developer will comply as required. Core Requirement #8: Water Quality A drainage plan is included in the engineering plan submittal along with supporting calculations in Section IV of this T.I.R. This site does not exceed the impervious surface requirements where Basic Water Quality are required. Core Requirement #9: Flow Control BMPs All proposed projects must provide onsite flow control BMPs to mitigate the impact of storm and surface water generated by impervious surfaces. For this project we will be implementing Full Dispersion to mitigate storm and surface water. T.V Special Requirement #1: Other Adopted Area -Specific Requirements The site is not located within a Critical Drainage Area. Special Requirement #2: Flood Hazard Area Delineation The site is not located within a flood hazard area. Special Requirement #3: Flood Protection Facilities The site is does not require flood protection facilities. Special Requirement #4: Source Controls The site does not require source controls. Special Requirement #5: Oil Control The site does not require oil control. T T.I.R. Section III: Off -Site Analysis T V EASTSIDE CONSULTANTS, INC. ENGINEERS- www.eastsideconsultants.com SURVEYORS LEVEL 1 DRAINAGE ANALYSIS FOR Ekam Construction Eastside Consultants, Inc. File No. 18047 June 6, 2018 Prepared by: Eastside Consultants, Inc. 1320 NW Mall Street, Ste B. Issaquah, WA 98027 (425) 392-5351 Prepared for: Ekam Construction 12893 SE 225th Court Kent„ WA 98031 1320 N.W. MALL STREET, SUITE 8, ISSAQUAH, WASHINGTON 98027 PHONE: (425) 392-5351 FAX: (425) 392-4676 T Task 1— Define Map and Study Area The downstream drainage path consists of one flow path. The flow path flows northeast from the northeast corner of the property. See the Downstream Drainage Map Section for a map defining the area. The site is located within the Lower Green River - West drainage basin. Task 2 — Resource Review A review of the IMAP Sensitive Area Maps revealed no Erosion, Seismic, Stream, Landslide, Coal, or Wetland Sensitive Areas on the site. A review of the IMAP Drainage Complaint Reports showed no relevant drainage complaints on or near the site. Task 3 — Field Inspection Upstream basin The upstream basin extends southwest of the site. The stormwater run-on comes from single family residence property. The site naturally drains stormwater to the northeast. The site will be developed to drain stormwater runoff to the natural discharge point at the northeastern boundary of the property. See the Upstream Drainage Map Section for a map defining the area. Downstream Basin The downstream flowpath and basin is described in the following section. During the field inspection, no issues were found. See the Downstream Drainage Map Section for a map defining the area. 1 IF Task 4 — Drainage System Description Downstream Basin The flowpath consists of stormwater that sheetflows to the northeastern corner of the property (Point A) and continues to sheetflow to the southwest for 236 feet and enters a natural drainage channel (Point B). It flows in the natural drainage channel for 716 feet (Point C) before entering a 24 -inch CMP culvert for approximately 48 feet. The culvert crosses underneath 51' Ave S and returns to a natural drainage channel for approximately 320 feet (Point E). At this point, the downstream flowpath reaches 1,320 feet. Thus, this is the end of the downstream flowpath. Task 5 — Mitigation of Existing or Potential Problems No issues were found during the downstream investigation. This project will not create a significant impact to the downstream conveyance system. SOIL AND VICINITY MAPS SOILS MAP N.T.S. VICINITY MAP N.T_S: 1990 SENSITIVE AREA FOLIO MAPS r j SAO EROSION SITE Karp Ccunk• ax nennen NNW rns nr w asr Weld e, RA Ca" 1.00sar, agory >MOUS w s salts raw Hr. M Cerro s.rrrowneor+r or fl Domer row s r azJ►tl.aavaM1116 Wsassa Or Vs* =Oaf marn nan.ran *v..aenraw$a:.ar Y Ale Y.0.m Mir. h C.fl, V.l* Oa NI OM* IS aW aaw:. N:a'. rana •dMYJ, Or `sn�oianwir'ora* fir T1,0100110. ormealesia v nes•essevn=.r., aran w-rs e+a crs oan:r Date: 6,41201S Netts: NQS OMER • SAO SEISMIC SITE 11e0411100, MAK m-a"ov awe 00000 D/ A'i te"Nr sYs sMCa vaylwslf 40 00 CA MINVIO Vl a`AY 9tww11T.Y 00000, waac assasq V eerowa,00M01.>ar »aa0.06100,t vas, w"+IO, 04000,00Isa V.naaeasua00000 SR Cear,sOt,a x a fwteryet,as.snt , .tc n0.010, 01,010aae4,00'0806+04010. 00.,.0001 a. armw,asa aw101*01wa4e4 t00AM s anaae an 11.001001 sever ATs+Y *, a.CY'n a M010010,1690" .,# 010a7b w/MOMwiaa!CRC•"/ Dat*: yeas $ Notes, 1 SAO STREAMS SITE King County h 1MM'111tM AMW M r\ Mil NS DMwoI. Oi <p W.% 11110 • W.V. a'taetarr SAM. 9We%VM21%4 <1p Ca".YY 0nwair nr• ain Sf{ army +omm f N NIIM N.YM'IY n•WOY& Y rrs f nraeV vnt Mr**, T *YiIYX i Y::b.SK O iYeRN4 gr., *. Cvn.flI ma* *veer dm Dews ..a neve Lan.. rYOi►4bY+yY mareMK. MINK Y:maws v c.flt.farrTv is *sae OM 'AMeCnnLa C+CV.N .Mi we era.... nb!9:CfM now .,ratNawxa/ won Mmornie <ee C0,4 DAH: Ce,2O1I Notes: SAO LANDSLIDE SITE King Count1 7a airs. n:r.. &4 ss non= an, arrsga co, OS a.m.,, ae+ea+. WON a au- .< s WNW', nw• Mat rwa. es o.Rf maw. nrnaesss sew iron . &arse .was ...sat an.or.a unglue. • was :xa. ssum ~oat Tal ...rex • rwsn',a a a at.at, ow= Rfeor sW no or'nob a4pros sere'. rim= mere. erar+rerwrir roan. wrong oro no go movies s al re*',raaro sen s', a anise dM nlanaM new. ems* mos Per sx 1 Ta Mss Mows,' Ins•mn saw ow Oae>.W omen srea&ss Rra are.. Dat.: eet,201$ Notes: A GIS CErTFR SAO COAL MINE SITE Kra Count/ yr Ir+na•nrn•.o r ..r 5r•01149 4.0 5.nij r.-b«•Aro, r.rr.•.rt • motes row w* .tnza 4a w.nynresxW ,W.Osrnw.r.rr•s nww ▪ s.v<r a.nnr•W .s. POMP.> rMP nbn.:r. Vaterr.•.r.-snw P al. aulyin.0 99 d•.r.r.l rx PP V W WOW. /e_r n¢ or= ,at,,. Or aOPe..r.• wuw.na. 19 MOR rl9 OR rr«a CO ,r sriro.top tr TM a r.. . 4h nbnnnn 9109. rn•'M0 h abedh•-•• Cr WOW.. = • w .,rat OWN PIP er-lyse,« sn CAM Date: (5,e,20 II Mote: tams c s Conn • SAO WETLAND SITE +moo C Mty M nsr+.r MON n me ns ma sew mwl.eh Ct Ca,. .!!a.•1. ray V..rafs M arra... •arr wr s 10.aJ.11..Ml..s'1.1a 9111Y a.n ,,Meat V sr.. nl.r.YY. pet bans T.. fes ea 1 b C% Ca.Tlv!'Y t al,t ?r, 1,.., s.:... nlmm= nCfle r.a+e¢a swim w>ro .t v: lnr a or woe,. ar. aYaw.ar• Ian w a. Int ....or ow. am•w as•arn-ua nar.e:u+e, =WW1 a.w•r.exxsr ww1 _ rsa,Mar. GMj Dat.: Q*2016 Nous. NQS Conn UPSTREAM DRAINAGE MAPS UPSTREAM DRAINAGE BASIN nr, . rtaw e•n MP w..rar•ewa th1Cfkee,er.an. rrr.arsr.n alWQarisWTO, W. ..s CO". e,.411, .rtrrrS an..r ".Nr ▪ OS .%-9.0.I.ra:eaaws a .ga..As0.1:AftW 0.11.0V0.001 tra..:nras O*'..1.11 • •..WVo.nC C Oafl.OI•19. Vet* .vaM.,SflI NIG MOM;0 aralac 14M/Mpi r.rrs at s ossa m erwr s:a.:s...*11 tanfl. rs AMA. .n,*,,.sr mew •,n. AN s•ON. Mr a.enaa.sacs, aWM rMnSV W.Ins 21x Dab: 6:1+20111 Notes: KGs COMM DOWNSTREAM DRAINAGE MAP J ' OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE Basin: Lower Green River - West OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE SURFACE WATER DESIGN MANUAL, CORE REQUIREMENT #2 Subbasin Name: Subbasin Number: Symbol Drainage Component Type, Name, and Size Drainage Component Description Slope Distance from site discharge Existing Problems Potential Problems Observations of field inspector, resource reviewer, or resident see map Type: sheet flow, swale, stream, channel, pipe, pond; Size: diameter, surface area drainage basin, vegetation, cover, depth, type of sensitive area, volume % ' m1=1,320 ft. constrictions, under capacity, ponding, overtopping, flooding, habitat or organism destruction, scouring, bank sloughing, sedimentation, incision, other erosion tributary area, likelihood of problem, overflow pathways, potential impacts A Site Discharge 0 None observed None Looked in good condition A -B Sheet Flow Lawn, ground vegetation 0' — 236' None observed None Looked in good condition B -C Open Channel Vegetated drainage channel 236'-952' None observed None Looked in good condition C -D 24" CMP Culvert under 51' Ave S 952'-1000' None observed None Looked in good condition D -E Open Channel Flow Vegetated drainage channel 1000'-1,320' None observed None Looked in good condition E End of Downstream 1,320' None observed None Looked in good condition 98-41inB04 DRAINAGE COMPLAINTS DRAINAGE COMPLAINTS SITE 1\e Mtenscsnt.Aes9Tltf "MI Yt M+ ...It t Cts . q lir tam a uta MstrArts ssKmasottssoY.MYi 4f C.B.M Nan Y 1t1 MMld!s Y Mreas *,_p?Vtt. al mow atnesa'sal :+'stts d tfs b reit afar" I't,r . rnatolnry. s nT.”fit b sit Bum w6C Cry C6:n. Vol nae. tStbn, war tins+ room natce:a MOlfMesnwotaaare ax no, Pnita. a Brno, o' yffosar %nae aYnsit 01e ITOTTosnOMNI! en:,s Tea M tt e".Y roa Mean Y1e9rs`W sssnste swat Br yew tans anM ft,' Cary Daly e/e2018 Notes: .King Ccamt A SGS Cox T.I.R. Section IV: Retention/Detention System Analysis & Design We will be conveying runoff from the 2,401 sf house to a 35' Basic Dispersion Trench per Fig. C.2.1.D. of Appendix C of the 2016 KCSWDM. There is a minimum of a 25 foot flowpath. The remaining 573 sf driveway and 39 sf of walkway will use Basic Sheet Flow Dispersion per Fig. C.2.4.D. of Appendix C of the 2016 KCSWDM. The flowpath drains across at least 10 feet or more of. Since we are meeting the required 25 minimum flowpath for the trench and 10' for the driveway and walkway and not flowing directly towards an existing home, we feel this is adequate. The Bmp's were selected per the following criteria Small Lot BMP's Using List from Section C.1.3.2 1. Full Dispersion. Full Dispersion is not feasible due to the lack of vegetated 100 foot flowpath and elevation constraints. 2. Full Infiltration. Full infiltration is not feasible due to the Geotech Report by Geospectrum Consultants, Inc., dated May 18, 2017, saying infiltration is not suitable due to the silty sand and dense soils. 3. Full Infiltration. Full infiltration is not feasible due to the Geotech Report by Geospectrum Consultants, Inc., dated May 18, 2017, saying infiltration is not suitable due to the silty sand and dense soils. Limited Infiltration Limited Infiltration is not feasible due to the Geotech Report by Geospectrum Consultants, Inc., dated May 18, 2017, saying infiltration is not suitable due to the silty sand and dense soils. Bioretention Bioretention is not feasible due to the Geotech Report by Geospectrum Consultants, Inc., dated May 18, 2017, saying infiltration is not suitable due to the silty sand and dense soils. • • Permeable Pavement Permeable Pavement is not feasible due to the Geotech Report by Geospectrum Consultants, Inc., dated May 18, 2017, saying infiltration is not suitable due to the silty sand and dense soils. 4. Basic Dispersion Basic dispersion meets the minimum design requirements per Section C.2.4.1. Thus, the BMP is feasible. • A vegetated flowpath of 25 feet for each device is available. • The flowpaths have well established ground cover to prevent erosion • The entire 25 feet of flowpath for each device is available onsite. • The slope of each flowpath is not greater than 15% for any 20 -foot reach. • The flowpaths are located between the dispersion device and impervious area or drainage feature. • Dispersion devices are not located in a critical area buffer or on slopes steeper than 20% Dispersion devices are not located within 50 feet of a steep slope hazard area, erosion hazard, or landslide area. Per Core Requirement #3: Flow Control, exemption from core requirement #3, number 3. Peak Flow Exemption Using Flow Control BMPs and there is less than a 0.1 cfs increase in the project discharge area runoff between the existing and developed site conditions in the Targeted Basin. We are exempt from Core Requirement #8: Water Quality, Exemption from Core Requirement #8, Number 1, Surface Area Exemption. Due to the PGIS areas being only 573 sf of PGIS, which is less than the 5,000 sf threshold. DETENTION SYSTEM AND WATER QUALITY ANALYSIS AND DESIGN 1. Overview Soils: Alderwood Gravelly Sandy Loam AgC, Group C TILL SOILS Seatac 1.00 Design Standards: 1. 2016 King County Surface Water Design Manual Conservation Flow Control — Basic Water Quality 2. Used WWHM 2012 Total Site Area = 10,393 sf or 0.239 acres Target Discharge Area = 6,283 sf or 0.144 acres Threshold Discharge Area 2. Existing Site Hydrology Target Discharge Area = 6,283 sf or 0.144 acres Area to be considered Forested Area = 6,283 sf or 0.144 acres Using WWHM 2012 (See Printout) Q-100 = 0.0106 cfs Q-10 = 0.0076 cfs Q-2 = 0.0039 cfs 3. Developed Site Hydrology Target Discharge Area = 6,283 sf or 0.144 acres Area to Basic Dispersion to be modeled 90% impervious, 10% lawn Roof/Patio = 2,401 sf Walkway = 39 sf New Driveway= 573 sf Total Impervious = 3,013 sf 90% Impervious = 2,711.70 sf 10% Lawn = 301.30 sf Total Cleared Area = 6,283 sf or 0.144 acres Total Impervious Area = 2,711.70 sf or 0.062 acres Total Lawn Area = (6,283 — 2,711.70) = 3,571.30 sf or 0.082 acres 0 Using WWHM 2012 (See Printout) Q-100 = 0.0372 cfs Q-10 = 0.0246 cfs Q-2 = 0.0163 cfs In analysis it was determined that there was only an increase of 0.0266 cfs for the 100 year storm event. This was due to the fact we are using Full Dispersion and Full Infiltration. 4. Developed Site Water Quality We are exempt from Core Requirement #8: Water Quality, Exemptions from Core Requirement #8, Number 1. Surface Area Exemption. Due to the PGIS area being only 573 sf of PGIS, which is less than the 5,000 sf threshold a WWHM2 012 PROJECT REPORT Project Name: Ekam Construction Site Name: Site Address: City Report Date: 6/6/2018 Gage : Seatac Data Start : 1948/10/01 00:00 Data End : 2009/09/30 00:00 Precip Scale: 1.00 Version Date: 2018/03/02 Version : 4.2.14 Low Flow Threshold for POC 1 : 50 Percent of the 2 Year High Flow Threshold for POC 1: 50 year PREDEVELOPED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use acre C, Forest, Mod .144 Pervious Total 0.144 Impervious Land Use acre Impervious Total 0 Basin Total 0.144 Element Flows To: Surface Interflow Groundwater MITIGATED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use A B, Lawn, Mod Pervious Total Impervious Land Use ROOF TOPS FLAT Impervious Total Basin Total acre .082 0.082 acre 0.062 0.062 0.144 Element Flows To: Surface Interflow Groundwater ANALYSIS RESULTS Stream Protection Duration Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.144 Total Impervious Area:0 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.082 Total Impervious Area:0.062 Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.00388 5 year 0.006296 10 year 0.007647 25 year 0.009043 50 year 0.009882 100 year 0.010576 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.016293 5 year 0.021123 10 year C.02461 25 year 0.029355 50 year 0.033144 100 year 0.037158 v $ T.I.R. Section V: Conveyance System Analysis & Design The conveyance system consists of 4 and 6 -inch PVC pipe. t T.I.R. Section VI: Special Studies Geotechnical report by Geospectrum Consultants, Inc. dated 5/18/17 1 GEOSPECTRUM CONSULTANTS. INC. Geotechnical Engineering and Earth Sciences May 18, 2017 Mr. Rick Dhaliwal EKAM Construction, Inc. 12893 SE 225th Court Kent, WA 98031 SUBJECT: GEOTECHNICAL EVALUATION Proposed Residence Tax Parcel 222304-9115 47XX South 160th Street Tukwila, Washington Project 17-101-01 Dear Rick, This report presents the results of our geotechnical evaluation of your proposed new residence site on the subject property. Our work was performed in accordance with the conditions of our proposal dated April 26, 2017. The purpose of our work was to explore and evaluate subsoil and ground water conditions at the site and provide geotechnical recommendations for design of your proposed new residence. We were provided a site plan of the proposed new residence from Cascade Home Design, dated April 4, 2017 which was used as a reference for our explorations. (see Figure 2). Based on our review of the site plan and discussions with you, we understand that the proposed new residence will be two stories over a daylight basernent. An attached garage will be located at the southwest side of the structure with a driveway extending south to South 160th Street. The plan provided indicates that the basement floor elevation will be 372 feet and the main floor will be of elevation 381. The garage slab will be at elevation 380.5. Basement retaining walls will be required -on the south, west and north sides of the structure with expected heights ranging up to about 13 feet. Construction excavations are expected to range from about 4 to 13+ feet below existing grades for the subsurface construction. Foundation Toad information was not provided but for the purpose of this report we have assumed that bearing wall Toads will be about 1 to 3 kips per foot and isolated column footings may carry Toads of 10 to 20 kips each. If actual footing Toads exceed the estimated amounts by more than 25%, our office should be notified. P.O. Box 276, Issaquah, WA 98027-0276 - Phone: (425) 391-4228 Fax (425) 391-4228 1• 4 EKAM Construction, Inc. May 18, 2017 SCOPE OF WORK Our geotechnical evaluation included site reconnaissance, subsurface explorations, engineering evaluations, client consultation, and the preparation of this report. You provided a trackhoe for site explorations at your request. The scope of work included the following specific tasks: o Reviewed published geologic mapping and available GIS mapping. o Performed a site reconnaissance to observe and measure conditions on the site. o Observed the excavation of four test pits at the site to observe the subsoil conditions, using a trackhoe machine provided by you. Approximate locations of the test pits are shown on Figure 2 and Togs of the test pits are included in Appendix A. o Performed engineering evaluations of the observed site conditions and developed geotechnical recommendations for design and construction of the proposed new residence. o Prepared this geotechnical report summarizing our findings and recommendations for the proposed new residence construction. OBSERVED SITE CONDITIONS The property is located along the north side of South 160th Street in the City of Tukwia (see Figure 1). The site vicinity generally slopes down gently to moderately to the northeast as shown in Figure 1. Based on our site reconnaissance, the topographic contours shown on Figure 2 do not represent the current site topography. The existing site topography based on our own observations and measurements is approximately depicted on Figures 2, 3 and 4. We observed that the western portion of the lot has been graded to be near level to gently sloped at grades ranging from about 382 to 384 (assuming an elevation of about 384 at the southwest property corner) and is bordered by a moderate to steep east/northeast facing slope with an old fence along the top (See Figure 2). Our measurements indicate an elevation difference of about 15+ feet from the southwest property corner to the northeast property corner. Grades on the neighboring property to the west are generally about the same as the existing grades along the west property line (as shown in Figures 2, 3 and 4). The property is currently undeveloped except for an existing driveway within the 30 foot access easement along the east side of the lot. Project No. 17-101-01 Page 2 EKAM Construction, Inc. May 18, 2017 Vegetation at the site is predominately grasses with areas of black berry as well as shrubbery and a few smaller trees. Subsoils Our evaluation of the subsurface conditions was based on our observations of the four test pits made at the approximate locations shown on Figure 2. Approximate site section lines are shown on Figure 2 and the generalized sections showing approximate subsurface conditions are presented in Figures 3 and 4. More detailed descriptions of the subsurface conditions encountered at each test pit are presented on the test pit logs of Appendix A. Fill soils consisting of loose silty fine sand with gravel and silty gravel were encountered at all of the test pit locations and generally increased in thickness to the south and west with the greatest thickness encountered at test pit TP -1 and the least at test pit TP -4. Loose fill soil was encountered at the TP -1 location to the maximum depth of about 8.5 feet which was the maximum depth capability of the trackhoe you provided for explorations. At test pits TP -2, TP -3 and TP -4 fill thickness ranged from about 1 to 6 feet. The fill soils were consistently loose to very loose and consisted of silty fine sand with gravel except at TP -3 where silty gravel fill was encountered. The natural soils encountered below the fill soils generally consisted of loose to medium dense fine silty sand with gravel becoming medium dense to dense at depths ranging from about 1 to 3+ feet below the natural surface at the TP -3 and TP -4 locations. However at TP -2 loose soils were encountered to 3+ feet below the apparent natural surface. Ground Water No ground water or saturated soils were encountered in any of the test pits. The subsoils were generally field classified as moist. Measured moisture contents of the non-organic soils ranged from about 6 to 13.5 percent. Subsurface Variations Based on our experience, it is our opinion that some variation in the continuity and depth of subsoil deposits and ground water levels should be anticipated due to natural deposition variations and previous site grading. Due to seasonal moisture changes, ground water conditions should be expected to change with time. Care should be exercised when interpolating or extrapolating subsurface soils and ground water conditions between or beyond our test pits. Project No. 17-101-01 Page 3 EKAM Construction, Inc. May 18, 2017 SITE EVALUATIONS General Topographic data included in the geologic map of the site vicinity (see Figure 1) indicates that the site lies on the northeastern flank of the McMicken Heights area. The map of Figure 1 indicates the site lies along a contact between surface exposures of glacial till deposits (Qt) above and to the southwest and young gravel deposits (Qyg) below and to the northeast (also known as recessional gravelly outwash deposits). The glacial till soils (Qt) are glacial deposits associated with the most recent (Vashon) glaciation which covered the Puget Sound area about 13,500 to 15,000 years ago. Glacial till soils are typically mixtures of silt, sand and gravel and are very dense/hard and cemented in an un -weathered condition. The Qyg soils are predominately sand and gravel that were deposited in outwash streams during the retreat of the glaciers of the Vashon Glaciation. The Qt soils were glacially consolidated but the Qyg deposits may or may not have experienced glacial consolidation. Based on our site observations and explorations, the natural soils at the site include colluvium derived from upslope Qyg deposits as well as intact Qyg deposits. In addition the site includes fill deposits possibly derived from excavations for construction on neighboring properties or simply imported from unknown sources. Considering the current grades and the topographic contours included on the plan, the site has undergone at least two episodes of fill placement in the past. Based on our explorations and measurements and the previous topography shown on the plan, the site has up to about 9 or 10+ feet of fill along the west side. We estimate from the topography of Figure 1 that the natural slope in the site vicinity originally had an average gradient of about 10 to 15 percent down to the northeast. This is consistent with the average elevation difference of about 15 feet across the property from southwest to northeast. The natural subsoils observed in our explorations generally consisted of loose silty sands with gravel at the natural surface becoming medium dense at depths of about 1 to 3+ feet below the natural surface (below the fill soils). In our opinion the natural subsoils at the site are Qyg derived colluvium overlying intact Qyg soils which is consistent with the geologic mapping of Figure 1. The existing fill soils and loose natural soils are not considered suitable for foundation support, however, the underlying undisturbed medium dense to dense natural soils can provide good foundation support for the proposed structure. Foundation Support The existing very loose to loose fill and weathered soils are not considered suitable for foundation support due to high total settlement and differential settlement potential. Project No. 17-101-01 Page 4 EKAM Construction, Inc. May 18, 2017 Foundations should penetrate through the all fill and loose weathered (wx) soils to bear in or on the undisturbed medium dense to dense natural soils which should provide good support for properly constructed conventional spread footings. Assuming a construction excavation to elevation 370 feet (2 feet below finish floor) and referring to the generalized sections of Figures 3 and 4, medium dense to dense bearing soils are expected to be exposed at or near the excavation grade within the southwest half of the general structure footprint. However, bearing soils are not expected to be exposed in the northeastern half of the basement excavation, where depth to bearing soils below are expected to range up to about 2 to 4 feet below the excavation at elevation 370 feet. In addition bearing soils will not be exposed at the foundation grades for the garage or for other appurtenant at -grade structures such as porches. Where undisturbed medium dense to dense bearing soils are exposed at the planned foundation levels (only expected in the southwestern half of the basement footprint) conventional spread footings supported directly on bearing soils may be used. Where bearing soils are at shallow depth below the planned foundation grades, conventional spread footings with lean mix concrete monolith extensions from the nominal footing depths down to the bearing soils may be used. A lean mix concrete monolith referred to above is constructed by trenching below the minimum footing depth down to bearing soils and backfilling with lean concrete to minimum footing depth. This type of support is only practical to depths up to about 4 to 5 feet and above any water table and may not be possible if the loose soils cave or slough, which would be dangerous and would require substantial additional volume of excavation and lean concrete to achieve foundation support. A test trench located away from the structures and property boundaries should be excavated to observe the soil behavior before committing to this method. In areas where bearing soils are deep (expected at the south and west side garage walls that will not be supported on the basement walls), walls will need to be supported on deep foundations such as pipe piles or helical piers penetrating through the fill and loose soils to bear in deep dense natural soils. Deep foundations such as driven pipe piles or helical piers could be used for foundation support where bearing soils are deep below planned foundation levels. Pipe piles typically consist of 2 -inch or 3 -inch diameter steel pipe driven to refusal into the bearing soils below the fill and unsuitable soils. Installation is normally accomplished with a tractor mounted hydraulic hammer system but can be accomplished using a hand-held pneumatic hammer for 2 -inch piles. Helical piers consist of one or more circular helixes welded to a support rod, which is "screwed" into the ground with a power torque head to penetrate through the fill and weathered soils and embed into the natural bearing soils. Recommendations for driven pipe piles and helical piers are included in this report. Project No. 17-101-01 Page 5 EKAM Construction, Inc. May 18, 2017 Site Stability Review of the geologic map of Figure 1 indicates no mapped landslides in the site vicinity and during our reconnaissance of the site, we observed no ground cracks or other obvious indications of ongoing instability. Considering the gentle to moderate average slope gradients across the site and the fact that most of the grade difference across the site will be supported by the proposed basement retaining walls, the risk of general slope failures is considered to be low. In our opinion,'the greatest risk of instability to your property and the neighboring properties will be related to the site excavations required for construction of the proposed basement. Based on a finished floor elevation of 372 for the basement area we expect that basement construction will require excavation to about elevation 370 feet. This will require construction cuts ranging up to about 13+ feet below the adjoining grades on the north, west and south sides of the proposed basement area. Considering the site subsoil conditions and the proposed basement grade, it our analyses and evaluations indicate that temporary excavation slopes should be made no steeper that 1:1 (horizontal:vertical). You must be aware and willing to accept that even with properly constructed slopes there is always some inherent risk of possible soil movements which may result in damage to your property or neighboring properties. Further evaluations of the construction excavations are presented below under "Construction Considerations". Construction Considerations Site excavation down to the nominal foundation elevations (about elevation 370 for the residence basement) will require cuts ranging from as little as 1 foot at the northeast corner of the basement up to about 13+ feet along the west side of the basement. Considering that the basement will be located about 15 feet from the west property line and 20+ feet from the north and south property lines it appears that normal sloped excavations at 1:1 gradients could be used for the basement excavation. Where the excavation cuts will be 8 feet or Tess in height and the soils are adequately stable, shoring methods such as ecology -block shoring may be feasible. Ecology - block shoring consists of incrementally excavating and placing tilted (battered) concrete blocks against the cut face to provide temporary support. Ecology -block shoring should not be used unless medium dense to dense soils are exposed at the base of the excavation for support of the ecology blocks. No ground water was encountered in our explorations, but if ground water is encountered during construction it will have a significant impact on construction excavations and foundation preparation. Dewatering of the construction excavations will be required if ground water levels are above the excavation levels. Project No. 17-101-01 Page 6 EKAM Construction, Inc. May 18, 2017 Seismic Considerations The Puget Sound region is a seismically active area. About 17+ moderate to large earthquakes (M5 to M7+) have occurred in the Puget Sound and northwestern Cascades region since 1872 (145 years). The larger recorded seismic events have included the magnitude 7+ north Cascades earthquake of 1872, the magnitude 7.3 Vancouver Island earthquake of 1946, the magnitude 7.1 Olympia earthquake of 1949, the magnitude 8.1 Queen Charlotte Island earthquake of 1949 and the magnitude 6.5 Seattle earthquake of 1965 and the recent magnitude 6.8 Nisqually earthquake of 2/28/01. Based on a recently published study the site lies about 6 miles south of the mapped location of the Seattle fault and about 26 miles southwest of the estimated trace of the South Whidbey -Lake Alice fault which have postulated maximum credible magnitudes of 7.0 to 7.5. Another recent study of the Vashon-Tacoma area presents evidence for the east -west trending Tacoma Fault which is indicated to pass through the south end of Vashon and the middle of Maury Island about 7 miles southwest of the site. The study suggests that the Tacoma Fault and the Seattle fault may be linked by a master thrust fault at depth. The Seattle fault has been documented to have moved at its west end (Bainbridge Island) about 1000 to 1100 years ago and evidence of movement at the east end has also recently been documented. Some experts feel that the recurrence interval between large events on the Seattle Fault may be on the order of several thousands of years but our calculations indicate it may be on the order of 1200 to 1400 years. The activity of the documented Tacoma fault is considered to be on the same order as the Seattle fault. The recurrence of a maximum credible event on the South Whidbey fault is not known but some experts have assigned a recurrence of about 3000 years, however smaller events will occur more frequently as evidenced by the 5.3 event on May 2, 1996 which was attributed to that fault. In addition to Puget Sound seismic sources, a great earthquake event (M8 to M9+) has been postulated for the Cascadia Subduction Zone (CSZ) along the northwest Pacific coast of Oregon, Washington and Canada. The risk of a future CSZ event is not precisely known at this time but the time of the last CSZ event has been documented to have been nearly 317 years ago (January 1700). Published studies have reported intervals between past CSZ events to range from as little as 106 years to as long as 754 years but the interval between events has not exceed 300 years since about 327 B.C. and since that time CSZ event intervals have averaged only about 234 years. Considering this, in our opinion a CSZ event should be expected in the near future. Considering all of the above, it is our opinion that the proposed structure will very likely experience significant ground shaking during their useful life. The 2015 International Building Code (IBC) which has been adopted by the City of Tukwila requires that a Maximum Considered Earthquake Geometric Mean (MCEG) ground motion peak horizontal ground acceleration (PGA) be used for site liquefaction evaluations but the Project No. 17-101-01 Page 7 P EKAM Construction, Inc. May 18, 2017 2015 IBC Design Earthquake which is defined as 2/3 of the MCEG ground motions in ASCE 7-10 may be used for consideration in other geotechnical seismic site evaluations for new construction. The MCEG PGA for the 2015 IBC per ASCE 7 is based on consideration of both probabilistic ground motions with a 2475 -year recurrence interval and deterministic ground motions based on a model of known fault locations and characteristics adjusted for site specific soil conditions. Per section 1803.5.12(2) of the 2015 IBC, we have estimated the MCEG PGA for this site to be about 0.60g in accordance with Section 11.8.3 and Figure 22-7 of ASCE 7-10. We estimate the IBC Design Earthquake ground motion PGA for this site to be 0.40g per the definition in Chapter 11 of ASCE 7- 10. Please note that the Design Earthquake ground motion PGA is not intended for structural analyses. Spectral accelerations presented in the 2015 IBC should be considered in structural design. This site is considered to be a Site Class D per the 2015 IBC and the referenced definitions presented in Chapter 20 of ASCE 7-10. Secondary seismic hazards due to earthquake ground shaking include liquefaction, induced settlements and induced slope deformations. Liquefaction is a phenomenon in which typically loose sands below the water table temporarily lose strength during earthquake shaking due to densification and lack of drainage for induced pore pressures. Induced surface settlements can occur due to seismic densification of existing loose granular soils. Induced slope deformations can occur due to momentary soil shearing from the combined effects of earthquake inertial loads and reduced soil strength from seismically induced pore pressures. Considering the medium dense to dense soils recommended for foundation support and the lack of ground water in our explorations, the potential for liquefaction of the bearing soils under the IBC seismic event is considered to be low and estimated induced seismic settlements are expected to be less than about % inch. Considering the presence of loose surficial soils and existing slope gradients, the potential for induced slope deformations is considered low to moderate. Erosion Hazard Considering the planned final topography will likely be gentle and grade changes will be generally supported by retaining walls, the permanent erosion hazard risk is considered low. However the onsite sand materials are expected to be erodible when exposed to concentrated water flow over slopes. Soil stockpiles and exposed temporary slope areas should be covered during heavy rainfall and siltation fences or other detention devices should be provided as required to control the transport of eroded material. Final surface drainage should be directed away from slopes and exposed soil areas should be planted immediately with grass and deep rooted plants to help reduce erosion potential. Project No. 17-101-01 Page 8 EKAM Construction, Inc. May 18, 2017 RECOMMENDATIONS The following subsections present our geotechnical recommendations for construction excavations and eco -block shoring, spread footing design, driven pipe pile foundations, helical pier foundations, retaining wall design, site grading, site drainage and erosion control. Also included are recommendations for final plan review and observations during construction. Construction Excavations and Shoring Design We recommend that monitoring points be established on adjacent neighboring structures prior to excavation for monitoring during excavation and construction. No excavated material should be permanently wasted on the site, however properly compacted fill may be placed per the final approved site grading plan. Sloped Excavations: Based on the conditions observed it is our opinion that sloped temporary excavations above the water table to depths of 3 feet or less can be made vertically but that deeper excavations up to 15 feet deep should be made no steeper than 1:1 (horizontal:vertical) provided the exposed soils are above the water table. Surcharge loads should be kept at least 10 feet from the top of sloped excavations and exposed soils should be kept moist but not saturated to reduce raveling potential. Where there is not enough room for sloped excavations, shoring should be provided. It should be noted that the contractor is responsible for maintaining safe excavations. Ecology Block Shoring: Where the excavation cuts will be less than 8 feet high, medium dense/dense soils are exposed at the base of the excavation and soils exposed in the cut are adequately stable to stand temporarily without sloughing and spalling, ecology - block shoring (2'X2'X6' pre -cast concrete blocks with mating key and keyway) may be used. All ecology block shoring must be supported on undisturbed medium dense bearing soils and must be battered no steeper than 1:4 (horizontal:vertical). If ecology block shoring is selected for excavation support, the following presents our recommended procedure for shoring installation. All shoring installation should be performed under observations by our office: 1) Perform general excavation of the site while maintaining a 2 foot minimum non- disturbance buffer along the property lines and maximum 1:1 excavation slope as recommended above. 2) Begin excavation for ecology block shoring installation at the point of lowest shoring height. Incrementally excavate the temporary slope material to the design batter angle and continuously install the ecology block shoring. The area of temporarily unsupported excavation must be limited to no more than about 7 feet laterally. Project No. 17-101-01 Page 9 EKAM Construction, Inc. May 18, 2017 Immediately place the ecology blocks against the excavated face with proper batter as recommended in this report. The space between the backside of the ecology blocks and the excavation face must be backfilled as required as the blocks are set to insure a uniform batter angle and tight contact between the blocks and the supported soils. 3.) If slumping and sloughing of the temporary excavation face extends to the adjacent property line, the ecology block shoring installation must be stopped and the incremental excavation must be backfilled immediately. The geotechnical engineer will evaluate the exposed conditions to determine if ecology block shoring installation can continue with modifications to the procedures or if soldier pile shoring is required. Excavation Monitoring: As a precautionary measure we recommend that survey reference points be established on shoring elements and structures upslope and adjacent to the excavation to monitor potential movements and/or settlements during construction. The points should be monitored for horizontal and vertical movement using ordinary surveying methods and reference points established in undisturbed areas at least 30 feet from the excavation. The monuments should be established prior to any site work and measured at least daily during excavation in the critical areas. Measurements intervals could be expanded to weekly or longer after the excavation is complete. Monitoring data should be provided to our office for review immediately during construction to supplement visual observations of site performance. Spread Footing Foundations Conventional spread footings founded on undisturbed medium dense to dense natural soils or a lean concrete monolith over undisturbed medium dense to dense natural soils could provide good support for the proposed structures. All footings should be founded at least 18 inches below the lowest adjacent final grade. Square footings should be at least 24 inches wide and continuous wall footings should be at least 18 inches wide. Footings should be designed based on a allowable vertical bearing pressure of 1000 psf. Where fill soils and/or unsuitable loose natural soils are encountered, footings should be deepened as required to penetrate the fill and unsuitable soils to bear on undisturbed medium dense/dense natural soils. To provide a level bearing surface, footings should be stepped in areas where the dense bearing soil surface slopes. An average step ratio no steeper than 1.5:1 (horizontal:vertical) should be used to reduce overlapping of foundation stresses. As an alternative to deep spread footings to penetrate fill and unsuitable soils, foundation loads may be transferred from the recommended minimum foundation depths to the recommended bearing soils by a monolith of lean concrete having a minimum compressive strength of 1000 psi. It should be noted that this method will not be practical if the overlying loose soils cave or slough excessively. The width Project No. 17-101-01 Page 10 1 EKAM Construction, Inc. May 18, 2017 of an unreinforced lean concrete monolith should be at least as wide as the footing or at least one-third of the monolith height, whichever is greater. Reinforced monoliths should be designed by a structural engineer. A suitable width trench should be excavated with a smooth edged excavator bucket (no teeth) to expose the medium dense/dense bearing soils under observation by our office and backfilled immediately with the lean concrete to the footing elevation. Settlement of spread footing foundations is expected to be within tolerable limits for this structure. For example, the estimated settlement of continuous wall footings carrying loads up to 3 klf are expected to be on the order of 1/8 to 1/2 inch. Maximum static differential settlement within the proposed structure is expected to be on the order of/2 inch for properly constructed foundations founded on or in medium dense to dense natural soils. Settlements are expected to occur primarily during construction. Additional settlements could occur as a result of strong seismic ground shaking. For lateral design, resistance to lateral loads can be assumed to be provided by friction acting at the base of foundations and by passive earth pressure. A coefficient of friction of 0.4 may be assumed for net dead load forces in contact with onsite soils. An allowable static passive earth pressure of 200 psf per foot of depth may be used for the sides of footings bearing against undisturbed bearing soils or properly compacted structural fill. Allowable lateral passive pressures may be increased by 33% for wind and seismic forces. Driven Pipe Pile Foundations Properly constructed pipe piles are considered a feasible foundation system to transfer loads through the unsuitable soils to the deep bearing soils. This type of support is normally constructed by driving 2 -inch or 3 -inch diameter steel pipe to refusal into the bearing soils below the fill and unsuitable soils. The approximate expected elevation of the bearing soils is depicted in the sections of Figures 3 and 4. Based on our experience, piles are expected to penetrate at least about 10 to 15 feet into the bearing soils before encountering refusal. Refusal penetration rates for piles will depend on the pile size and hammer size. Pile installation is normally accomplished with a tractor mounted hydraulic hammer system with a hammer weight in the range of about 650 to 850 pounds for 3 -inch piles. Refusal penetration rates for piles will depend on the hammer size and the load testing results. Refusal penetration rate for a 3 -inch pile driven with a tractor -mounted 6501b hydraulic hammer typically should be in the range of about 15 to 25 seconds per inch. Based on our experience, an allowable vertical downward capacity of 10 to 15 kips can generally be achieved for 3 -inch diameter piles installed as recommended above (Factor of Safety = 2+) but actual allowable downward capacities must be confirmed based on a site specific load test of the proposed pile and installation criteria. No Toad testing of 2 -inch diameter with an allowable vertical capacity of 6 kips or Tess would be Project No. 17-101-01 Page 11 EKAM Construction, Inc. May 18, 2017 required. No uplift capacity or lateral support should be assumed for driven pipe piles. Resistance to lateral Toads can be provided by battered piles (compression only). We recommend that all pile load tests and installation be observed by our office to verify the allowable capacity and refusal criteria for the production piles. Load tests on representative 3 -inch or larger piles should be performed prior to production pile installation to verify the appropriate allowable vertical capacity and refusal criteria. At least 3% of the piles (minimum of 1 and maximum 5 piles) should be Toad tested. Testing should be accomplished according to the ASTM quick test procedure described in the ASTM D 1143-81 test method for piles under static axial compressive load. Allowable capacity should be based on test pile settlement of 1/4 inch or less for the design load and a Factor of Safety of 2.0+ of ultimate capacity. Capacity may be limited by the structural capacity of the pipe and connections which should be determined by the structural engineer. The pipe and couplers which form the pile, must be of structural quality and must be provided with a corrosion resistant coating (galvanized). The pipe pile supports should be capped with a grade beam to transfer structural Toads to the piles. The pile/grade beam system should be designed by a qualified structural engineer. Helical Pier Supports Helical piers are also considered a feasible alternative foundation system to transfer loads through the upper soils into the underlying bearing soils. This system consists of one or more circular helixes welded to a support rod, which is "screwed" into the ground with a power torque head. We recommend the use of SS150 or SS175 type helical piers as per the A.B. Chance Co. or equivalent, using a double helix lead section with a 6 -inch lead helix to help penetrate into the dense bearing soils. Both the lead section and extensions should be properly galvanized. Piers should penetrate through the fill and weathered soils and into the natural bearing soils. Minimum spacing between pier centers should be at least 3 diameters or 3 feet whichever is greater. Minimum penetration into the bearing soils should be at least 3 feet for downward loaded anchors and 5 feet for uplift anchors (see below). The approximate expected elevation of the bearing soils is depicted in the sections of Figures 3 and 4. Adequate penetration into the bearing soils and installation torque should be verified by a representative of this office during the production pier installations. Recommended allowable single pier static downward capacity should be taken as 3.33 times the installation torque in ft -lbs (3000 ft -lbs torque for a 10 kip allowable capacity). Based on static analyses and our experience, we expect that capacities of 10 kips are achievable and capacities as high as 20 kips could be developed with larger installation equipment. The allowable capacity may be used for dead Toads plus frequently occurring live loads. The recommended pier capacity may be increased by 33% to Project No. 17-101-01 Page 12 EKAM Construction, Inc. May 18, 2017 resist total vertical downward loads which include a transient component such as loads due to wind forces or seismic shaking. Helical piers may be used to resist tension loads provided that they penetrate a sufficient depth into the soils. An uplift capacity of 10 kips with no increase for dynamic loading may be assumed for design for piers penetrating at least 10 feet below final grade and at least 5 feet into bearing soils. However we recommend that a uplift load test be performed prior to installation of production piers to verify uplift capacity at the minimum penetration and that all uplift piers should be proof tested to verify their allowable uplift capacity. The helical pier system should be designed by a qualified structural engineer. Pier capacities may be limited by the structural capacity of the extension rods and connections which should be determined by the structural engineer. The helical pier supports should be capped with a grade beam or other properly designed connection to transfer structural Toads to the piers. No lateral support should be assumed for the pier shafts. Resistance to lateral loads can be provided by battered piers (tension or compression) and by passive earth pressure against the sides of grade beams. An allowable static passive earth pressure of 200 psf per foot of depth may be used for the sides of grade beams bearing against medium dense natural soils or properly compacted structural fill. If pier foundations are designed in accordance with the recommendations given above, the settlement of a single isolated pier is estimated to be Tess than 1/4 inch. Calibration of any pressure operated torque indicators for the production installation equipment should be verified by correlation to torque measured via an electronic or shear pin torque indicator during the first pier installation. Retaining Walls Cantilevered retaining walls as referred to in this report are walls which yield or move outward during and after backfilling. Actual wall movements will depend on the wall design and method of backfilling and can range from 0.1% to 0.3% of the wall height. Design pressures for cantilevered walls given below assume that the top of the wall will deflect at least 0.2% of the wall height. Static design of permanent cantilevered retaining walls which support a horizontal surface of properly compacted clean free -draining granular material may be based on an equivalent fluid density of 40 pcf. This pressure assumes that there is no water pressure behind the wall. A uniform lateral pressure due to backfill surcharge should be computed using a coefficient of 0.25 times the uniform vertical surcharge Toad. Project No. 17-101-01 Page 13 EKAM Construction, Inc. May 18, 2017 Static design of basement walls structurally braced against movement should be based on an equivalent fluid density of 60 pcf. This pressure assumes that the wall supports a horizontal backfill of properly compacted free -draining granular material and that there is no water pressure behind the wall. Uniform lateral pressure due to a uniform vertical surcharge behind a braced wall should be computed using a coefficient of 0.45 times the uniform vertical surcharge Toad. Seismic design of retaining walls should include a dynamic soil loading based on a 0.40g ground acceleration as per the 2015 IBC. Dynamic soil pressure should be assumed to have an inverted triangular distribution. The dynamic soil pressure at the top of the wall should be at least 25H (psf) where H is the height of the wall above the footing base. The dynamic soil pressure should diminish linearly to zero at the base of the wall. Combined static plus dynamic soil pressure should be used for seismic design of the walls. Care should be exercised in compacting backfill against retaining walls. Heavy equipment should not approach retaining walls close enough to intrude within a 1:1 line drawn upward from the bottom of the wall. Backfill close to walls should be placed and compacted with hand -operated equipment. Recommendations for placement and compaction of structural fill are presented below. Design wall pressures given above assume no water pressure behind the wall. We recommend that a drainage zone be provided behind all walls and a adequate drain system be provided at the base of the walls. Wall drains should consist of a four -inch diameter perforated PVC drain pipe placed in at least one cubic foot of drain gravel per lineal foot along the base of the wall. Drain gravel should be washed material with particle sizes in the range of 3/4 to 1-1/2 inches. Design wall pressures given above assume no water pressure behind the walls. As a minimum, the drainage zone within the upper wall should consist of a Miradrain drainage mat or equivalent attached to the wall surface for the full height and embedded into the drain gravel at the base of the wall. As an alternative a sand drainage zone could be placed the full height of the wall with a horizontal width equal to at least 1 foot. Backfill within the drainage zone should be a clean sand/gravel mixture with Tess than 5 percent fines based on the sand fraction. A membrane of Mirafi 140 filter fabric or equivalent should be provided between the drainage zone material and onsite silty soil backfill. The drainage zone backfill should be capped with 12 inches of silty soils to reduce surface water infiltration. We recommend that all basement walls be waterproofed. In addition, if ground water is encountered at or above the basement level during construction we recommend that development plans be altered to include installation of a subfloor drainage system below the basement slab subgrade and that the basement floor either be poured monolithically with the basement walls to at least above the final exterior grade or that a water stop be provided at the joint between the slab and the walls. Project No. 17-101-01 Page 14 EKAM Construction, Inc. May 18, 2017 Site Grading Site grading is expected to include construction excavations, foundation preparation, slab subgrade preparation and backfill of retaining walls. Recommendations for construction excavations and shoring design are presented on pages 9 and 10. Site Preparation: Existing vegetation, debris, existing fill and/or loose soils should be stripped from the areas that are to be graded. During rough grading, excess soils should be hauled off site and no material should be placed on the slope. Soils containing more than 1% by weight of organics may be used in planter areas, but should not be used for fill beneath building or pavement areas. Stumps, debris and trash should be removed from the site. Subsoil conditions on the site may vary from those encountered in the test pits. Therefore, the soils engineer should observe the construction excavations and prepared areas prior to placement of any new fills. Structural Fill: Excavated onsite silty sand/silty gravelsoils are considered suitable for general structural fill and may be adequate for retaining wall backfill subject to approval by our office during construction. Loose soils, formwork and debris should be removed in accordance with the "site preparation" recommendations prior to placing fill or backfill. Structural fill should be placed in horizontal lifts not exceeding 8 inches in loose thickness and compacted to at least 90% of the maximum dry density as determined by the ASTM D1557 test method. Imported granular fill should be clean, well -graded sand and gravel materials free of organic debris and deleterious material. Subgrade Preparation: Concrete slabs, paver blocks and pavements should be supported on a structural fill zone. Existing fill and loose/disturbed soils in the subgrade should be excavated to at least 18 inches below the final subgrade and structural fill placed to final subgrade elevation. Where existing pavement underlies a new slab or pavement subgrade area, the existing pavement should be removed, the underlying soil surface compacted and structural fill placed to the final subgrade in accordance with the recommendations of this section. At least the top 6 inches of the slab and pavement subgrade structural fill should be compacted to 95 percent of the maximum dry density, as determined by the ASTM D1557 test method. Below a depth of 6 inches general structural fill compacted to 90 percent may be used. Concrete slabs and pavements should have 2 -way reinforcement and should have frequent construction joints to reduce the potential for cracking. If a floor covering is to Project No. 17-101-01 Page 15 EKAM Construction, Inc. May 18, 2017 be placed over an interior concrete slab the slab should be underlain by a capillary break consisting of a polyethylene vapor barrier of at least 6 mil thickness. Utility Trenches: Buried utility conduits should be bedded and backfilled around the conduit in accordance with the project specifications. Where conduit underlies concrete pavement or slabs -on -grade, the backfill above the pipe should be placed and compacted in accordance with the recommendations for structural fill. If clean granular fill is used for trench backfill it should be capped with 6 inches of onsite silty soils in non -paved areas. Site Drainage Adequate positive drainage should be provided away from the structure to prevent water from ponding and infiltrating adjacent to the foundations. A desirable slope for surface drainage is 2% in landscaped areas and 1% in paved areas. Discharge from roof drains and other site drains should be tightlined to the storm drain system. A permanent perimeter drain, independent of the roof drain system, should be placed at the base of the exterior footings and retaining walls. The perimeter drain should consist of a four -inch diameter perforated PVC drain pipe placed in at least one cubic foot of drain gravel per lineal foot along the wall with the gravel zone encapsulated with Mirafi 140 filter fabric or equivalent. If warranted to reduce the risk of water infiltration into the basement in the long term development plans could include installation of a subfloor drainage system below the basement slab subgrade and/or the basement floor. Flow from the floor subdrain should be transmitted by tightline to the stormdrain system. Erosion Control Onsite materials are expected to be highly erodible when exposed in slope areas. No excavated material should be wasted on the slope. Soil stockpiles and exposed construction slope areas should be covered during heavy rainfall and siltation fences or other detention devices should be provided as required to control the transport of eroded material. The lower edge of the silt fence fabric should have "J" shaped embedment in a trench extending at least 12 inches below the ground surface. Surface drainage should be directed away from slopes and exposed soil areas should be planted immediately with grass and deep rooted plants to help reduce erosion potential. Project No. 17-101-01 Page 16 EKAM Construction, Inc. May 18, 2017 Plan Review It is recommended that this office be provided the opportunity to review the final design drawings and specifications to determine if the recommendations of this report have been properly implemented and to make any supplemental design recommendations which may be required. Observations and Testing During Construction Our evaluations regarding construction slopes and shoring are based on the assumption that we will observe the conditions exposed during initial site excavation prior to making final cuts adjacent to structures and/or property lines. All shoring installation should be observed by our office to verify proper construction. Installation of pipe piles, helical piers or other deep foundation supports should be observed by a representative of our office to see that they have proper embedment, and meet recommended refusal criteria. All footing excavations and/or lean mix concrete trenches should be observed prior to placement of steel and concrete to see that footings are founded on satisfactory bearing materials and that excavations are free of loose and disturbed materials. Drainage and erosion control systems should be observed to verify proper construction. Structural fill placement and compaction should be observed and tested by a qualified testing laboratory to verify proper compaction density. Project No. 17-101-01 Page 17 EKAM Construction, Inc. May 18, 2017 CLOSURE This report was prepared for specific application to this project and for the exclusive use of EKAM Construction, Inc. and their representatives. The findings and conclusions of this report were prepared in accordance with the skill and care ordinarily exercised by local members of the geotechnical profession currently practicing under similar conditions. We make no other warranty, either express or implied. Variations may exist in site conditions between those described in this report and actual conditions encountered during construction. Unanticipated subsurface conditions commonly occur and cannot be prevented by merely making explorations and performing reconnaissance. Such unexpected conditions frequently require additional expenditures to achieve a properly constructed project. If conditions encountered during construction appear to be different from those indicated in this report, our office should be notified. Respectfully submitted, GEOSPECTRUM CONSULTANTS, INC. U'a:e6ce James A. Doolittle Principal Engineer Encl: Figures 1 through 4 Appendix A Dist: 1/Addressee 1/Cascade Home Design via email facts T4r Project No. 17-101-01 Page 18 -.It, , :4-r's.tiL. ,. ....fli •-. .,-... 1446.v, 15':i.:14 sr , .,•7{,:, ':.. ,. „ ' ‘," ,‘ i ' `• , L '...7:4•Ing.t.:1;da‘f...Lvt..4,0:411.7.7e1E.47:11',,,:sAttve,..,:•.,ntir.,,iri„ .4...,..,-,,,,..:=7.ir L'...1.14 4 ,"/ 's. • ? ' " 'it.".I7 , , ,, .. • '.' .. • 1, . • ‘ ut'.i ? , „,. ,._. ... ,, 1 -A .1 • , .,••••-•,•1,,•-•,,;•—•,---•,,,,,,---,,,...„••,.;-:,•;•,-„al 4-1.....:.,,..-.s.,, 'Al . • ' '';.. ,•,• -• • , ,• . ,-..., .... •••• . • • ; • , „ , . , ., , .. n ! 6 • . . • - ? ... : i , • ; 1:-.'.1".„'-f"":-.-fili--ydr."'".--=A-,,,,-• ,4.i41/1 !! k`...., , '.: •., ! : \ , cjfi -., i ,. .1. 4 i..• ...: -...\*:., i \';'i t' ilr i ' ' ‘ •!..7,.. ;tr_ ';,:,i ' _..' __..4,, 01-y„.-' ..44.y„ :x -,r„,•!; 11--I.k••• „.;1,-„!_ ._,..l: • erta\f''..„-..i......,.w. ,,:•.:i- .1;m'.1.i.t"t, ,.*\ '':,:: S.....:..,,J,%.:.l.,.„12,. .• /I.,/ 4'• 1 11 s tiii,,--4,,f,!, •`• ----‘ i.• yr, • ,, ' '...... .. ' 1, 01, ; .. !. ., ... - • ,...,,;:.; 412..':"\ .1:;:/{';''''''-...::V''‘.;:;;...' ...'"%."-'-',:,,-..' : 1 1 ..'P:.;".";,...._: ,. Qs ,!•-• \.• 4." t ; • \ \ ••• ,, •„„. • .44 .. ,, -,•' • - ....--- ;-i-',' / ' , • „ •..•••,, • " '... ' • 4 . ' . ; i T..n...... . : i...1..\- ... 1 . t: .. : :: .... ' ,. ..: . " I's ' i ' 1 .2 ‘ : ,1: I ' "„ .,,, . ' ' " ' 'i ' ) ';'(' i''''' ' _ , . , :, • 4 ,. i , 1 ,. • , • , (' f- • r,,t :-1- 1. ---, ...,-,',..: ...,. 7":;) , ! • •., • !,• • ,,. v ',.; \ •,... t 7 i I/ ,:.,; . e it -1°- ':, —....:,....;• ".,../....4.—,!..2,;‘,.;:,.'-.)---....,-• .t....l.t.-." -.-744....),` NieW.art t • • i 1 ' • 197 '1 :k:': .." / ( \ _...,...,, .;-••••• e / • T:t-eL / , • • • 44, • ref: Preliminary Geologic Map of Seattle and Vicinty, Washington, by Waldron, Liesch, Mullineaux and Ctandell, USGS Map 1-354, 1962, enlarged scale: 1"=2000' ..,,,...r,.. --,..,,,...k...;<:-., . -...,,...,...Z,--....,,:—.4,h„,+,,,,d4,14,•,‘, .• ..„ , ' A i \ ••• -',. ” i_,...- .4.;"?'` : / / - : '', .1 ' \ '''', --' A ''‘,N,-,.... ••,....) / f 4 kk....--...„0„:4:.4„,:.,,.,:.„,, , r, r , 17,,,,,,.;44-i:•,..'\) ..,..-,,,,,-:, .......„7„. il • "..-sy„.., ( \'''-' \ • 'r-jit• ! i3 , ; ''' •.-;:•..i) ; i'A' .••••''..' \ •• ,. ' 1 , .. • . . , N ,. . '‘, • . \ .) . • • Q yg \ 1 • • " J j Lk' e ' ise ) 7')/ 1 r;; • 34 ../ •,) :„. Af- ; • • i '..t \ \ \ ---* .z,,t,„• 1 •\ ttr, : - ! ..t,'„,....__ ...... _... ......„4._!e-..._-..:NI,i.....t.d Ier ir,...--,A r r e . r t‘.....,.. !!! f ), p; „.„,i-:,, • : el...: if 4,,. 4:r.,;•...:r r r. .iiirr: SITE VICINITY GEOLOGIC MAP GEOSPECTRUM CONSULTANTS; INC. Gacatactu-Ilcol Ervolricaarino cri-rd Ec.71-11, Salsanc.es Proposed Residence KCPN 222304-9115, 47XX S 160th St Tukwila, Washington Proj. No.17-101 Date 5/17 Figure 1 • 374' -- 376' 378'. 380' 372' 368' 370' 588'43' 17' E 86.60' 30.0' APPROX LOCAT!CN OF ACCESS DR'VE+;A" REAR YARD SILT FENCE DETAIL O O O n Zbp of Slope with fence 3 332' r ROOF 0.14 'ROTRUSION :D 5ETBACK .00K EAVES L A9UTTING :D SETBACK '''RE RATING B 384' New Fence • 0 • w TP\ 2 GARAG SLOPE NEW SWR 'LIME NEW WTR SERVILE LI 588'43'; 17' S. 160th St. ref: Site Plan, Sheet Al .1 , EKAM JLC, #### S 160th, Tukwila, WA, dated Apr 4, 2017, reduced scale: 1"= 20' SITE DEVELOPMENT & EXPLORATIONS PLAN GEOSPECTRUM CONSULTANTS, INC. s. Cf..• Gaotechn/co/ Er gInsar/ng and Eorth Sc/oncas Proposed Residence KCPN 222304-9115, 47XX S 160th St Tukwila, Washington Proj. No.17-101 Date 5/17 Figure 2 i z 0 H U W C4) t -d1 L -d1 i _J. o u , , , 0 X 2 Probable excavation to 370' 8� •r--1 0 N 0 �r04J 0 o 'CI •r-1 0 o08 ti)4J (oma ro 0tiU rd •0 0 1 --- z°0.0 1 CD O O CD CO CO `NOI LVAE1E 0 LC) GENERALIZED SITE SECTION A -A' GEOSPECTRUM CONSULTANTS, INC. • GaoYochn/col Eng/noar/ng onC Eoorth Sclances Proposed Residence KCPN 222304-9115, 47XX S 160th St Tukwila, Washington Proj. No. 17-101 Date 5/17 Figure 3 J CL. 07 Co Z -dl a) 0) c 0 C!) MC, c 0 0 0 CO 0) E 0 0) Probable excavation to 370' O O O p co co co co co oo U 0 W 4J J r+ w 8;-8 •HOv) • • 0 Ti 4-1 oar U W 8 8 4j roo`� r O U (1:1 �• cn ✓ Z° o4-) r L '1 `NOJIVA13 GENERALIZED SITE SECTION B -B' GEOSPECTRUM CONSULTANTS, INC. • Gootachn/co/ Eng/Hoar/ng oncl Ecorth Sc/ancas Proposed Residence KCPN 222304-9115, 47XX S 160th St Tukwila, Washington Proj. No. 17-101 Date 5/17 Figure 4 APPENDIX A FIELD EXPLORATION Our field exploration included a site reconnaissance and subsurface exploration program. During the site reconnaissance, the surface site conditions were noted, and the locations of the test pits were approximately determined. The test pits were approximately located using the established property corners as a reference. Elevations at the test pits locations were estimated based on an assumed elevation of 384 at the southwest property corner. Test pits were advanced using a trackhoe excavator provided by the client. Soils were continuously logged and classified in the field by visual examination, in accordance with the ASTM Soil Classification system. Logs of the test pits are presented on the test pit summary sheets A-1 and A-2. The test pit summaries include descriptions of the soils and pertinent field data. Soil consistency and moisture conditions indicated on the logs are interpretations based on the conditions observed in the field. Boundaries between soil strata indicated on the logs are approximate and actual transitions between strata may be gradual. Logged by JAD Date: 5/9/17 Depth Blows Class. Soil Description TEST PIT NO. 1 Elevation: 383' Consistency Moisture Color W(%) Comments 2- 4- 6- 8— Sod SM SM Silty fine Sand w/coarse sand tine gravel Silty fine Sand occ fine gravel loose moist dark-brn broyv Qc rK-ntnir brown "brn & blk 10- 12- 14— Probes to mated depth 8.5 fe No ground water encountered. et. red-brn FIL 10.6 9.5 12.5 L Logged by JAD Date: 5/9/17 Depth Blows Class. 0 — 2— 4- 6r 8— TEST PIT NO. 2 Soil Description Consistency Moisture Elevation: 382' Color W(%) Comments Sod SM SM Silty fine Sand w/gravel to 1" steel cabl cconcr a tra ments rrustec cen empiate cemented g acla i I frags Silty fineSand wr gravel to 1" loose to very loose loose moist ark-br orwn ree-orn ra rown & brown ed - brown 8.2 9.8 13.5 cav d to s ce o g exc 10- 12- 14— Maximum excavated depth 8ft. Probed to 9 feet. No ground water encountered. GEOSPECTRUM CONSULTANTS, INC. Geotechnical Engineering and Earth Sciences Proposed Residence Parcel 222304-9115, 47XX S 160th Street Tukwila, Washington Proj. No.17-101 Date 5/17 Figure A-1 s } TEST PIT NO. 3 Logged by JAD Date: 5/9/17 Elevation: 378' Depth Blows Class. Soil Description Consistency Moisture Color W(%) Comments 0 2- 4- 6- 8 10- 12- 14' Sod GM .SP'" Silty Gravel to 2" & decaying wood & asphalt fragments Gravelly Silty Sand/Silty Gravel Gravelly Sand/Sandy Gravel Sand W[ sortie fines loose m. dense to dense moist dark-brn br wn re-- brown red-brn brown grav-brn' 5.9 7.7 9.0 9.9 FILL caving Maximum excavated depth 7.5 fe No ground water encountered. at. TEST PIT NO. 4 Logged by JAD Date: 5/9/17 Elevation: 372' Depth Blows Class. Soil Description Consistency Moisture Color W(%) Comments 0- 2— 4 6— Sod SM &GP SM Silty fine Sand w/occ gravel to 1" • ws1ied raver to 3" washes gravelto 4 N-5 Silty finer Sand w occ gravel to 1" increased aravel loose dedium' ense dedium ense teo dnse moist dark-brn akobrn .. re -bm & brown gray - Drown 8- 10— 12^ 14-" Maximum excavated depth 7ft. No ground water encountered. 11.6 10.0 120 FILL GEOSPECTRUM CONSULTANTS, INC. Geotechnical Engineering and Earth Sciences Proposed Residence Parcel 222304-9115, 47XX S 160th Street Tukwila, Washington Proj. No.17-101 Date 5/17 Figure A-2 b T.I.R. Section VII: Basin & Community Planning Areas e. T.I.R. Section VIII: Other Permits T.I.R. Section IX: Erosion/Sedimentation Control Design A TESC Plan is included with the project engineering plans. i T.I.R. Section X: Bond Quantities Worksheet, Facilities Summaries, and Declaration of Covenant A Declaration of Covenant will be added per request T.I.R. Section X1: Maintenance & Operations Manual b SECTION C.2 FLOW CONTROL BMPs FIGURE C.2:1.D . SO -FOOT DISPERSION TRENCH WITI! NOTCAED BOAR A 50' I 1'- 0 h • -+ — PIPE O.D. 1'- 0 MIN. i NOTCHED GRADE BOARD 2" X 2" NOTCHES 18" O.C. PLAN NTS GALVANIZED —\ 1'- 0 BOLTS o M I MIN. N tD M 2"x12 GRADE' BOARD' 4"X4"— SUPPORT POST / 6" 11 MIN. / END CAP OR PLUG CLEAN OUT WYE FROM PIPE - MIN 6" PERFORATED PIPE LAID FLAT/LEVEL TYPE I CB W/SOLID COVER (LOCKING) A A_ FLOW TO SECOND DISPERSAL TRENCH IF NECESSARY TYPE I CB W/SOLID / COVER INFLUENT PIPE (MAX DESIGN FLOW <0.5 CFS PER TRENCH) CLEAN OUT WYE FROM PIPE kw—PIPE O.D. LM1'-0 20% MATE IN. SEE N r SECTION A -A NTS r -r, FLOW TO OTHER BRANCHING CB'S AS NECESSARY 2" GRADE BOARD NOTCHES* *FOR WATER QUALITY FACILITIES, SEE SECTION 6.2.6.1, OPTION A FOR NOTCH DIMENSIONS AND SPACING - FILTER FABRIC TRENCH LINER CLEAN (<5% FINES) " - 1 1" WASHED ROCK -- MIN 6' PERFORATED PIPE LAID FLAT NOTES: 1. THIS TRENCH SHALL BE CONSTRUCTED TO PREVENT POINT DISCHARGE AND/OR EROSION. 2. TRENCHES MAY BE PLACED NO CLOSER THAN 50 FEET TO ONE ANOTHER (100 FEET ALONG FLOWLINE). 3. TRENCH AND GRADE BOARD MUST BE LEVEL. ALIGN TO FOLLOW CONTOURS OF SITE. 4. SUPPORT POST SPACING AS REQUIRED BY SOIL CONDITIONS TO ENSURE GRADE BOARD REMAINS LEVEL. 5. 15% MAX UNLESS OTHERWISE EVALUATED AND APPROVED, SEE SECTION C.2.1.1 4/24/2016 2016 Surface Water Design Manual - Appendix C C-42 6" MIN. BERM DETAIL NTS MPL,ES OF BASIC DISPERSjON Fri 0 700 SQ. FT. MAX. BETWEEN BERMS ti C.2.4 BASIC DISPERSION b v- M M M LOCATE DRAIN 1 - LL 25' FROM R.O.W. JiI 9 IF DRIVEWAY ,, ~ SLOPES � _=U' TOWARD STREET( L 25' VEGETATED FLOWPATH SEGMENT ' DIAGONAL BERM WITH DISPERSION TRENCH 25' PLAN - DRIVEWAY DISPERSION TRENCH DRIVEWAY SLOPE VARIES AND SLOPES TOWARD STREET NTS CRUSHED ROCK STRIP LOCATE DRAIN 25' FROM R.O.W. IF DRIVEWAY SLOPES TOWARD STREET' PLAN - SHEET FLOW DISPERSION FROM A DRIVEWAY FLAT TO MODERATELY STOPING DRIVEWAYS NTS 2016 Surface Water Design Manual — Appendix C 4/24/2016 C-69 •, PEOSPECTRUM CONSULTANTS, INC. Geotechnical E and Earth Sciences May 18, 2017 Mr. Rick Dhaliwal EKAM Construction, Inc. 12893 SE 225th Court Kent, WA 98031 SUBJECT: GEOTECHNICAL EVALUATION Proposed Residence Tax Parcel 222304-9115 47XX South 160th Street Tukwila, Washington Project 17-101-01 Dear Rick, RECEIVED JUN 16 2017 TUKWILA PUBLIC WORKS RECEIVED CITY OF TUKWILA JUN 15 2017 PERMIT CENTER This report presents the results of our geotechnical evaluation of your proposed new residence site on the subject property. Our work was performed in accordance with the conditions of our proposal dated April 26, 2017.. The purpose of our work was to explore and evaluate subsoil and ground water conditions at the site and provide geotechnical recommendations for design of your proposed new residence. We were provided a site plan of the proposed new residence from Cascade Home Design, dated April 4, 2017 which was used as a reference for our explorations. (see Figure 2). Based on our review of thesite plan and discussions with -you, we understand that the proposed new residence will be two stories over a daylight basement An attached garage will be located at thesouthwest side of the structure with a driveway extending south to South 160th Street. The plan provided indicates that the basement floor elevation will be 372 feet and the main floor will be afelevation 381:. The garage slab will be at elevation 380:5. Basement retainingwalls will be required -on the south, west and north sides of the structure with expected heights ranging up to about 13 feet. Construction excavations are expected to range from about 4 to 13+ feet below existing grades for the subsurface construction. Foundation Toad information was not_provided but for the purpose of this report- we have assumed that bearing wall loads will be about 1 to 3 kips per foot and isolated column footings may carry loads of 10 to 20 kips each. If actual footing loads exceed the estimated amounts -by more than 25%, our office should be notified. P.O. Box 276, Issaquah, WA 98027-0276 • Phone: (425) 391-4228 Fax: (425)391-42281)W 3 • EKAM Construction, Inc. May 18, 2017 SCOPE OF WORK Our geotechnical evaluation included site reconnaissance, subsurface explorations, engineering evaluations, client consultation, and the preparation of this report. You provided a trackhoe for site explorations at your request. The scope of work included the following specific tasks: o Reviewed published geologic mapping and available GIS mapping. o Performed a site reconnaissance to observe and measure conditions on the site. o Observed the excavation of four test pits at the site to observe the subsoil " conditions, using a trackhoe machine provided by you. Approximate locations of the test pits are shown on Figure 2 and logs of the test pits are included in Appendix A. o Performed engineering evaluations of the observed site conditions and developed geotechnical recommendations for design and construction of the proposed new residence. o Prepared this geotechnical report summarizing our findings and recommendations for the proposed new residence construction. OBSERVED SITE CONDITIONS The property is located along the north side of South 160th Street in the City of Tukwia (see Figure 1). The site vicinity generally slopes down gently to moderately to the northeast as shown in Figure 1. Based on our site reconnaissance, the topographic contours shown on Figure 2 do not represent the current site topography. The existing site topography based on our own observations and measurements is approximately depicted on Figures 2, 3 and 4. We observed that the western portion of the lot has been graded to be near level to gently sloped at grades ranging from about 382 to 384 (assuming an elevation of about 384 at the southwest property corner) and is bordered by a moderate to steep east/northeast facing slope with an old fence along the top (See Figure 2). Our measurements indicate an elevation difference of about 15+ feet from the southwest property corner to the northeast property corner. Grades on the neighboring property to the west are generally about the same as the existing grades along the west property line (as shown in Figures 2, 3 and 4). The property is currently undeveloped except for an existing driveway within the 30 foot access easement along the east side of the lot. Project No. 17-101-01 Page 2 EKAM Construction, Inc. May 18, 2017 Vegetation at the site is predominately grasses with areas of black berry as well as shrubbery and a few smaller trees. Subsoils Our evaluation of the subsurface conditions was based on our observations of the four test pits made at the approximate locations shown on Figure 2. Approximate site section lines are shown on Figure 2 and the generalized sections showing approximate subsurface conditions are presented in Figures 3 and 4. More detailed descriptions of the subsurface conditions encountered at each test pit are presented on the test pit logs of Appendix A. Fill soils consisting of loose silty fine sand with gravel and silty gravel were encountered at all of the test pit locations and generally increased in thickness to the south and west with the greatest thickness encountered at test pit TP -1 and the least at test pit TP -4. Loose fill soil was encountered at the TP -1 location to the maximum depth of about 8.5 feet which was the maximum depth capability of the trackhoe you provided for explorations. At test pits TP -2, TP -3 and TP -4 fill thickness ranged from about 1 to 6 feet. The fill soils were consistently loose to very loose and consisted of silty fine sand with gravel except at TP -3 where silty gravel fill was encountered. The natural soils encountered below the fill soils generally consisted of loose to medium dense fine silty sand with gravel becoming medium dense to dense at depths ranging from about 1 to 3+ feet below the natural surface at the TP -3 and TP -4 locations. However at TP -2 loose soils were encountered to 3+ feet below the apparent natural surface. Ground Water No ground water or saturated soils were encountered in any of the test pits. The subsoils were generally field classified as moist. Measured moisture contents of the non-organic soils ranged from about 6 to 13.5 percent. Subsurface Variations Based on our experience, it is our opinion that some variation in the continuity and depth of subsoil deposits and ground water levels should be anticipated due to natural deposition variations and previous site grading. Due to seasonal moisture changes, ground water conditions should be expected to change with time. Care should be exercised when interpolating or extrapolating subsurface soils and ground water conditions between or beyond our test pits. Project No. 17-101-01 Page 3 EKAM Construction, Inc. SITE EVALUATIONS General May 18, 2017 Topographic data included in the geologic map of the site vicinity (see Figure 1) indicates that the site lies on the northeastern flank of the McMicken Heights area. The map of Figure 1 indicates the site lies along a contact between surface exposures of glacial till deposits (Qt) above and to the southwest and young gravel deposits (Qyg) below and to the northeast (also known as recessional gravelly outwash deposits). The glacial till soils (Qt) are glacial deposits associated with the most recent (Vashon) glaciation which covered the Puget Sound area about 13,500 to 15,000 years ago. Glacial till soils are typically mixtures of silt, sand and gravel and are very dense/hard and cemented in an un -weathered condition. The Qyg soils are predominately sand and gravel that were deposited in outwash streams during the retreat of the glaciers of the Vashon Glaciation. The Qt soils were glacially consolidated but the Qyg deposits may or may not have experienced glacial consolidation. Based on our site observations and explorations, the natural soils at the site include colluvium derived from upslope Qyg deposits as well as intact Qyg deposits. In addition the site includes fill deposits possibly derived from excavations for construction on neighboring properties or simply imported from unknown sources. Considering the current grades and the topographic contours included on the plan, the site has undergone at least two episodes of fill placement in the past. Based on our explorations and measurements and the previous topography shown on the plan, the site has up to about 9 or 10+ feet of fill along the west side. We estimate from the topography of Figure 1 that the natural slope in the site vicinity originally had an average gradient of about 10 to 15 percent down to the northeast. This is consistent with the average elevation difference of about 15 feet across the property from southwest to northeast. The natural subsoils observed in our explorations generally consisted of loose silty sands with gravel at the natural surface becoming medium dense at depths of about 1 to 3+ feet below the natural surface (below the fill soils). In our opinion the natural subsoils at the site are Qyg derived colluvium overlying intact Qyg soils which is consistent with the geologic mapping of Figure 1. The existing fill soils and loose natural soils are not considered suitable for foundation support, however, the underlying undisturbed medium dense to dense natural soils can provide good foundation support for the proposed structure. Foundation Support The existing very loose to loose fill and weathered soils are not considered suitable for foundation support due to high total settlement and differential settlement potential. Project No. 17-101-01 Page 4 EKAM Construction, Inc. May 18, 2017 Foundations should penetrate through the all fill and loose weathered (wx) soils to bear in or on the undisturbed medium dense to dense natural soils which should provide good support for properly constructed conventional spread footings. Assuming a construction excavation to elevation 370 feet (2 feet below finish floor) and referring to the generalized sections of Figures 3 and 4, medium dense to dense bearing soils are expected to be exposed at or near the excavation grade within the southwest half of the general structure footprint. However, bearing soils are not expected to be exposed in the northeastern half of the basement excavation, where depth to bearing soils below are expected to range up to about 2 to 4 feet below the excavation at elevation 370 feet. In addition bearing soils will not be exposed at the foundation grades for the garage or for other appurtenant at -grade structures such as porches. Where undisturbed medium dense to dense bearing soils are exposed at the planned foundation levels (only expected in the southwestern half of the basement footprint) conventional spread footings supported directly on bearing soils may be used. Where bearing soils are at shallow depth below the planned foundation grades, conventional spread footings with lean mix concrete monolith extensions from the nominal footing depths down to the bearing soils may be used. A lean mix concrete monolith referred to above is constructed by trenching below the minimum footing depth down to bearing soils and backfilling with lean concrete to minimum footing depth. This type of support is only practical to depths up to about 4 to 5 feet and above any water table and may not be possible if the loose soils cave or slough, which would be dangerous and would require substantial additional volume of excavation and lean concrete to achieve foundation support. A test trench located away from the structures and property boundaries should be excavated to observe the soil behavior before committing to this method. In areas where bearing soils are deep (expected at the south and west side garage walls that will not be supported on the basement walls), walls will need to be supported on deep foundations such as pipe piles or helical piers penetrating through the fill and loose soils to bear in deep dense natural soils. Deep foundations such as driven pipe piles or helical piers could be used for foundation support where bearing soils are deep below planned foundation levels. Pipe piles typically consist of 2 -inch or 3 -inch diameter steel pipe driven to refusal into the bearing soils below the fill and unsuitable soils. Installation is normally accomplished with a tractor mounted hydraulic hammer system but can be accomplished using a hand-held pneumatic hammer for 2 -inch piles. Helical piers consist of one or more circular helixes welded to a support rod, which is "screwed" into the ground with a power torque head to penetrate through the fill and weathered soils and embed into the natural bearing soils. Recommendations for driven pipe piles and helical piers are included in this report. Project No. 17-101-01 Page 5 EKAM Construction, Inc. May 18, 2017 Site Stability Review of the geologic map of Figure 1 indicates no mapped landslides in the site vicinity and during our reconnaissance of the site, we observed no ground cracks or other obvious indications of ongoing instability. Considering the gentle to moderate average slope gradients across the site and the fact that most of the grade difference across the site will be supported by the proposed basement retaining walls, the risk of general slope failures is considered to be low. In our opinion, the greatest risk of instability to your property and the neighboring properties will be related to the site excavations required for construction of the proposed basement. Based on a finished floor elevation of 372 for the basement area we expect that basement construction will require excavation to about elevation 370 feet. This will require construction cuts ranging up to about 13+ feet below the adjoining grades on the north, west and south sides of the proposed basement area. Considering the site subsoil conditions and the proposed basement grade, it our analyses and evaluations indicate that temporary excavation slopes should be made no steeper that 1:1 (horizontal:vertical). You must be aware and willing to accept that even with properly constructed slopes there is always some inherent risk of possible soil movements which may result in damage to your property or neighboring properties. Further evaluations of the construction excavations are presented below under "Construction Considerations". Construction Considerations Site excavation down to the nominal foundation elevations (about elevation 370 for the residence basement) will require cuts ranging from as little as 1 foot at the northeast corner of the basement up to about 13+ feet along the west side of the basement. Considering that the basement will be located about 15 feet from the west property line and 20+ feet from the north and south property lines it appears that normal sloped excavations at 1:1 gradients could be used for the basement excavation. Where the excavation cuts will be 8 feet or less in height and the soils are adequately stable, shoring methods such as ecology -block shoring may be feasible. Ecology - block shoring consists of incrementally excavating and placing tilted (battered) concrete blocks against the cut face to provide temporary support. Ecology -block shoring should not be used unless medium dense to dense soils are exposed at the base of the excavation for support of the ecology blocks. No ground water was encountered in our explorations, but if ground water is encountered during construction it will have a significant impact on construction excavations and foundation preparation. Dewatering of the construction excavations will be required if ground water levels are above the excavation levels. Project No. 17-101-01 Page 6 • EKAM Construction, Inc. May 18, 2017 Seismic Considerations The Puget Sound region is a seismically active area. About 17+ moderate to large earthquakes (M5 to M7+) have occurred in the Puget Sound and northwestern Cascades region since 1872 (145 years). The larger recorded seismic events have included the magnitude 7+ north Cascades earthquake of 1872, the magnitude 7.3 Vancouver Island earthquake of 1946, the magnitude 7.1 Olympia earthquake of 1949, the magnitude 8.1 Queen Charlotte Island earthquake of 1949 and the magnitude 6.5 Seattle earthquake of 1965 and the recent magnitude 6.8 Nisqually earthquake of 2/28/01. Based on a recently published study the site lies about 6 miles south of the mapped location of the Seattle fault and about 26 miles southwest of the estimated trace of the South Whidbey -Lake Alice fault which have postulated maximum credible magnitudes of 7.0 to 7.5. Another recent study of the Vashon-Tacoma area presents evidence for the east -west trending Tacoma Fault which is indicated to pass through the south end of Vashon and the middle of Maury Island about 7 miles southwest of the site. The study suggests that the Tacoma Fault and the Seattle fault may be linked by a master thrust fault at depth. The Seattle fault has been documented to have moved at its west end (Bainbridge Island) about 1000 to 1100 years ago and evidence of movement at the east end has also recently been documented. Some experts feel that the recurrence interval between large events on the Seattle Fault may be on the order of several thousands of years but our calculations indicate it may be on the order of 1200 to 1400 years. The activity of the documented Tacoma fault is considered to be on the same order as the Seattle fault. The recurrence of a maximum credible event on the South Whidbey fault is not known but some experts have assigned a recurrence of about 3000 years, however smaller events will occur more frequently as evidenced by the 5.3 event on May 2, 1996 which was attributed to that fault. In addition to Puget Sound seismic sources, a great earthquake event (M8 to M9+) has been postulated for the Cascadia Subduction Zone (CSZ) along the northwest Pacific coast of Oregon, Washington and Canada. The risk of a future CSZ event is not precisely known at this time but the time of the last CSZ event has been documented to have been nearly 317 years ago (January 1700). Published studies have reported intervals between past CSZ events to range from as little as 106 years to as long as 754 years but the interval between events has not exceed 300 years since about 327 B.C. and since that time CSZ event intervals have averaged only about 234 years. Considering this, in our opinion a CSZ event should be expected in the near future. Considering all of the above, it is our opinion that the proposed structure will very likely experience significant ground shaking during their useful life. The 2015 International Building Code (IBC) which has been adopted by the City of Tukwila requires that a Maximum Considered Earthquake Geometric Mean (MCEG) ground motion peak horizontal ground acceleration (PGA) be used for site liquefaction evaluations but the Project No. 17-101-01 Page 7 EKAM Construction, Inc. May 18, 2017 2015 IBC Design Earthquake which is defined as 2/3 of the MCEG ground motions in ASCE 7-10 may be used for consideration in other geotechnical seismic site evaluations for new construction. The MCEG PGA for the 2015 IBC per ASCE 7 is based on consideration of both probabilistic ground motions with a 2475 -year recurrence interval and deterministic ground motions based on a model of known fault locations and characteristics adjusted for site specific soil conditions. Per section 1803.5.12(2) of the 2015 IBC, we have estimated the MCEG PGA for this site to be about 0.60g in accordance with Section 11.8.3 and Figure 22-7 of ASCE 7-10. We estimate the IBC Design Earthquake ground motion PGA for this site to be 0.40g per the definition in Chapter 11 of ASCE 7- 10. Please note that the Design Earthquake ground motion PGA is not intended for structural analyses. Spectral accelerations presented in the 2015 IBC should be considered in structural design. This site is considered to be a Site Class D per the 2015 IBC and the referenced definitions presented in Chapter 20 of ASCE 7-10. Secondary seismic hazards due to earthquake ground shaking include liquefaction, induced settlements and induced slope deformations. Liquefaction is a phenomenon in which typically loose sands below the water table temporarily lose strength during earthquake shaking due to densification and lack of drainage for induced pore pressures. Induced surface settlements can occur due to seismic densification of existing loose granular soils. Induced slope deformations can occur due to momentary soil shearing from the combined effects of earthquake inertial loads and reduced soil strength from seismically induced pore pressures. Considering the medium dense to dense soils recommended for foundation support and the lack of ground water in our explorations, the potential for liquefaction of the bearing soils under the IBC seismic event is considered to be low and estimated induced seismic settlements are expected to be Tess than about 1/2 inch. Considering the presence of loose surficial soils and existing slope gradients, the potential for induced slope deformations is considered low to moderate. Erosion Hazard Considering the planned final topography will likely be gentle and grade changes will be generally supported by retaining walls, the permanent erosion hazard risk is considered low. However the onsite sand materials are expected to be erodible when exposed to concentrated water flow over slopes. Soil stockpiles and exposed temporary slope areas should be covered during heavy rainfall and siltation fences or other detention devices should be provided as required to control the transport of eroded material. Final surface drainage should be directed away from slopes and exposed soil areas should be planted immediately with grass and deep rooted plants to help reduce erosion potential. Project No. 17-101-01 Page 8 ' EKAM Construction, Inc. May 18, 2017 RECOMMENDATIONS The following subsections present our geotechnical recommendations for construction excavations and eco -block shoring, spread footing design, driven pipe pile foundations, helical pier foundations, retaining wall design, site grading, site drainage and erosion control. Also included are recommendations for final plan review and observations during construction. Construction Excavations and Shoring Design We recommend that monitoring points be established on adjacent neighboring structures prior to excavation for monitoring during excavation and construction. No excavated material should be permanently wasted on the site, however properly compacted fill may be placed per the final approved site grading plan. Sloped Excavations: Based on the conditions observed it is our opinion that sloped temporary excavations above the water table to depths of 3 feet or less can be made vertically but that deeper excavations up to 15 feet deep should be made no steeper than 1:1 (horizontal:vertical) provided the exposed soils are above the water table. Surcharge loads should be kept at least 10 feet from the top of sloped excavations and exposed soils should be kept moist but not saturated to reduce raveling potential. Where there is not enough room for sloped excavations, shoring should be provided. It should be noted that the contractor is responsible for maintaining safe excavations. Ecology Block Shoring: Where the excavation cuts will be less than 8 feet high, medium dense/dense soils are exposed at the base of the excavation and soils exposed in the cut are adequately stable to stand temporarily without sloughing and spalling, ecology - block shoring (2'X2'X6' pre -cast concrete blocks with mating key and keyway) may be used. All ecology block shoring must be supported on undisturbed medium dense bearing soils and must be battered no steeper than 1:4 (horizontal:vertical). If ecology block shoring is selected for excavation support, the following presents our recommended procedure for shoring installation. All shoring installation should be performed under observations by our office: 1) Perform general excavation of the site while maintaining a 2 foot minimum non- disturbance buffer along the property lines and maximum 1:1 excavation slope as recommended above. 2) Begin excavation for ecology block shoring installation at the point of lowest shoring height. Incrementally excavate the temporary slope material to the design batter angle and continuously install the ecology block shoring. The area of temporarily unsupported excavation must be limited to no more than about 7 feet laterally. Project No. 17-101-01 Page 9 EKAM Construction, Inc. May 18, 2017 Immediately place the ecology blocks against the excavated face with proper batter as recommended in this report. The space between the backside of the ecology blocks and the excavation face must be backfilled as required as the blocks are set to insure a uniform batter angle and tight contact between the blocks and the supported soils. 3.) If slumping and sloughing of the temporary excavation face extends to the adjacent property line, the ecology block shoring installation must be stopped and the incremental excavation must be backfilled immediately. The geotechnical engineer will evaluate the exposed conditions to determine if ecology block shoring installation can continue with modifications to the procedures or if soldier pile shoring is required. Excavation Monitoring: As a precautionary measure we recommend that survey reference points be established on shoring elements and structures upslope and adjacent to the excavation to monitor potential movements and/or settlements during construction. The points should be monitored for horizontal and vertical movement using ordinary surveying methods and reference points established in undisturbed areas at least 30 feet from the excavation. The monuments should be established prior to any site work and measured at least daily during excavation in the critical areas. Measurements intervals could be expanded to weekly or longer after the excavation is complete. Monitoring data should be provided to our office for review immediately during construction to supplement visual observations of site performance. Spread Footing Foundations Conventional spread footings founded on undisturbed medium dense to dense natural soils or a lean concrete monolith over undisturbed medium dense to dense natural soils could provide good support for the proposed structures. All footings should be founded at least 18 inches below the lowest adjacent final grade. Square footings should be at least 24 inches wide and continuous wall footings should be at least 18 inches wide. Footings should be designed based on a allowable vertical bearing pressure of 1000 psf. Where fill soils and/or unsuitable loose natural soils are encountered, footings should be deepened as required to penetrate the fill and unsuitable soils to bear on undisturbed medium dense/dense natural soils. To provide a level bearing surface, footings should be stepped in areas where the dense bearing soil surface slopes. An average step ratio no steeper than 1.5:1 (horizontal:vertical) should be used to reduce overlapping of foundation stresses. As an alternative to deep spread footings to penetrate fill and unsuitable soils, foundation Toads may be transferred from the recommended minimum foundation depths to the recommended bearing soils by a monolith of lean concrete having a minimum compressive strength of 1000 psi. It should be noted that this method will not be practical if the overlying loose soils cave or slough excessively. The width Project No. 17-101-01 Page 10 ' EKAM Construction, Inc. May 18, 2017 of an unreinforced lean concrete monolith should be at least as wide as the footing or at least one-third of the monolith height, whichever is greater. Reinforced monoliths should be designed by a structural engineer. A suitable width trench should be excavated with a smooth edged excavator bucket (no teeth) to expose the medium dense/dense bearing soils under observation by our office and backfilled immediately with the lean concrete to the footing elevation. Settlement of spread footing foundations is expected to be within tolerable limits for this structure. For example, the estimated settlement of continuous wall footings carrying loads up to 3 klf are expected to be on the order of 1/8 to 1/2 inch. Maximum static differential settlement within the proposed structure is expected to be on the order of 1/2 inch for properly constructed foundations founded on or in medium dense to dense natural soils. Settlements are expected to occur primarily during construction. Additional settlements could occur as a result of strong seismic ground shaking. For lateral design, resistance to lateral loads can be assumed to be provided by friction acting at the base of foundations and by passive earth pressure. A coefficient of friction of 0.4 may be assumed for net dead load forces in contact with onsite soils. An allowable static passive earth pressure of 200 psf per foot of depth may be used for the sides of footings bearing against undisturbed bearing soils or properly compacted structural fill. Allowable lateral passive pressures may be increased by 33% for wind and seismic forces. Driven Pipe Pile Foundations Properly constructed pipe piles are considered a feasible foundation system to transfer Toads through the unsuitable soils to the deep bearing soils. This type of support is normally constructed by driving 2 -inch or 3 -inch diameter steel pipe to refusal into the bearing soils below the fill and unsuitable soils. The approximate expected elevation of the bearing soils is depicted in the sections of Figures 3 and 4. Based on our experience, piles are expected to penetrate at least about 10 to 15 feet into the bearing soils before encountering refusal. Refusal penetration rates for piles will depend on the pile size and hammer size. Pile installation is normally accomplished with a tractor mounted hydraulic hammer system with a hammer weight in the range of about 650 to 850 pounds for 3 -inch piles. Refusal penetration rates for piles will depend on the hammer size and the load testing results. Refusal penetration rate for a 3 -inch pile driven with a tractor -mounted 650Ib hydraulic hammer typically should be in the range of about 15 to 25 seconds per inch. Based on our experience, an allowable vertical downward capacity of 10 to 15 kips can generally be achieved for 3 -inch diameter piles installed as recommended above (Factor of Safety = 2+) but actual allowable downward capacities must be confirmed based on a site specific load test of the proposed pile and installation criteria. No load testing of 2 -inch diameter with an allowable vertical capacity of 6 kips or less would be Project No. 17-101-01 Page 11 EKAM Construction, Inc. May 18, 2017 required. No uplift capacity or lateral support should be assumed for driven pipe piles. Resistance to lateral loads can be provided by battered piles (compression only). We recommend that all pile load tests and installation be observed by our office to verify the allowable capacity and refusal criteria for the production piles. Load tests on representative 3 -inch or larger piles should be performed prior to production pile installation to verify the appropriate allowable vertical capacity and refusal criteria. At least 3% of the piles (minimum of 1 and maximum 5 piles) should be load tested. Testing should be accomplished according to the ASTM quick test procedure described in the ASTM D 1143-81 test method for piles under static axial compressive load. Allowable capacity should be based on test pile settlement of 1/4 inch or less for the design load and a Factor of Safety of 2.0+ of ultimate capacity. Capacity may be limited by the structural capacity of the pipe and connections which should be determined by the structural engineer. The pipe and couplers which form the pile, must be of structural quality and must be provided with a corrosion resistant coating (galvanized). The pipe pile supports should be capped with a grade beam to transfer structural Toads to the piles. The pile/grade beam system should be designed by a qualified structural engineer. Helical Pier Supports Helical piers are also considered a feasible alternative foundation system to transfer Toads through the upper soils into the underlying bearing soils. This system consists of one or more circular helixes welded to a support rod, which is "screwed" into the ground with a power torque head. We recommend the use of SS150 or SS175 type helical piers as per the A.B. Chance Co. or equivalent, using a double helix lead section with a 6 -inch lead helix to help penetrate into the dense bearing soils. Both the lead section and extensions should be properly galvanized. Piers should penetrate through the fill and weathered soils and into the natural bearing soils. Minimum spacing between pier centers should be at least 3 diameters or 3 feet whichever is greater. Minimum penetration into the bearing soils should be at least 3 feet for downward loaded anchors and 5 feet for uplift anchors (see below). The approximate expected elevation of the bearing soils is depicted in the sections of Figures 3 and 4. Adequate penetration into the bearing soils and installation torque should be verified by a representative of this office during the production pier installations. Recommended allowable single pier static downward capacity should be taken as 3.33 times the installation torque in ft -lbs (3000 ft -lbs torque for a 10 kip allowable capacity). Based on static analyses and our experience, we expect that capacities of 10 kips are achievable and capacities as high as 20 kips could be developed with larger installation equipment. The allowable capacity may be used for dead loads plus frequently occurring live loads. The recommended pier capacity may be increased by 33% to Project No. 17-101-01 Page 12 EKAM Construction, Inc. May 18, 2017 resist total vertical downward Toads which include a transient component such as Toads due to wind forces or seismic shaking. Helical piers may be used to resist tension Toads provided that they penetrate a sufficient depth into the soils. An uplift capacity of 10 kips with no increase for dynamic loading may be assumed for design for piers penetrating at least 10 feet below final grade and at least 5 feet into bearing soils. However we recommend that a uplift load test be performed prior to installation of production piers to verify uplift capacity at the minimum penetration and that all uplift piers should be proof tested to verify their allowable uplift capacity. The helical pier system should be designed by a qualified structural engineer. Pier capacities may be limited by the structural capacity of the extension rods and connections which should be determined by the structural engineer. The helical pier supports should be capped with a grade beam or other properly designed connection to transfer structural loads to the piers. No lateral support should be assumed for the pier shafts. Resistance to lateral loads can be provided by battered piers (tension or compression) 'and by passive earth pressure against the sides of grade beams. An allowable static passive earth pressure of 200 psf per foot of depth may be used for the sides of grade beams bearing against medium dense natural soils or properly compacted structural fill. If pier foundations are designed in accordance with the recommendations given above, the settlement of a single isolated pier is estimated to be less than 1/4 inch. Calibration of any pressure operated torque indicators for the production installation equipment should be verified by correlation to torque measured via an electronic or shear pin torque indicator during the first pier installation. Retaining Walls Cantilevered retaining walls as referred to in this report are walls which yield or move outward during and after backfilling. Actual wall movements will depend on the wall design and method of backfilling and can range from 0.1% to 0.3% of the wall height. Design pressures for cantilevered walls given below assume that the top of the wall will deflect at least 0.2% of the wall height. Static design of permanent cantilevered retaining walls which support a horizontal surface of properly compacted clean free -draining granular material may be based on an equivalent fluid density of 40 pcf. This pressure assumes that there is no water pressure behind the wall. A uniform lateral pressure due to backfill surcharge should be computed using a coefficient of 0.25 times the uniform vertical surcharge load. Project No. 17-101-01 Page 13 EKAM Construction, Inc. May 18, 2017 Static design of basement walls structurally braced against movement should be based on an equivalent fluid density of 60 pcf. This pressure assumes that thewall supports a horizontal backfill of properly compacted free -draining granular material and that there is no water pressure behind the wall. Uniform lateral pressure due to a uniform vertical surcharge behind a braced wall should be computed using a coefficient of 0.45 times the uniform vertical surcharge load. Seismic design of retaining walls should include a dynamic soil loading based on a 0.40g ground acceleration as per the 2015 IBC. Dynamic soil pressure should be assumed to have an inverted triangular distribution. The dynamic soil pressure at the top of the wall should be at least 25H (psf) where H is the height of the wall above the footing base. The dynamic soil pressure should diminish linearly to zero at the base of the wall. Combined static plus dynamic soil pressure should be used for seismic design of the walls. Care should be exercised in compacting backfill against retaining walls. Heavy equipment should not approach retaining walls close enough to intrude within a 1:1 line drawn upward from the bottom of the wall. Backfill close to walls should be placed and compacted with hand -operated equipment. Recommendations for placement and compaction of structural fill are presented below. Design wall pressures given above assume no water pressure behind the wall. We recommend that a drainage zone be provided behind all walls and a adequate drain system be provided at the base of the walls. Wall drains should consist of a four -inch diameter perforated PVC drain pipe placed in at least one cubic foot of drain gravel per lineal foot along the base of the wall. Drain gravel should be washed material with particle sizes in the range of 3/4 to 1-1/2 inches. Design wall pressures given above assume no water pressure behind the walls. As a minimum, the drainage zone within the upper wall should consist of a Miradrain drainage mat or equivalent attached to. the wall surface for the full height and embedded into the drain gravel at the base of the wall. As an alternative a sand drainage zone could be placed the full height of the wall with a horizontal width equal to at least 1 foot. Backfill within the drainage zone should be a clean sand/gravel mixture with less than 5 percent fines based on the sand fraction. A membrane of Mirafi 140 filter fabric or equivalent should be provided between the drainage zone material and onsite silty soil backfill. The drainage zone backfill should be capped with 12 inches of silty soils to reduce surface water infiltration. We recommend that all basement walls be waterproofed. In addition, if ground water is encountered at or above the basement level during construction we recommend that development plans be altered to include installation of a subfloor drainage system below the basement slab subgrade and that the basement floor either be poured monolithically with the basement walls to at least above the final exterior grade or that a water stop be provided at the joint between the slab and the walls. Project No. 17-101-01 Page 14 EKAM Construction, Inc. May 18, 2017 Site Grading Site grading is expected to include construction excavations, foundation preparation, slab subgrade preparation and backfill of retaining walls. Recommendations for construction excavations and shoring design are presented on pages 9 and 10. Site Preparation: Existing vegetation, debris, existing fill and/or loose soils should be stripped from the areas that are to be graded. During rough grading, excess soils should be hauled off site and no material should be placed on the slope. Soils containing more than 1% by weight of organics may be used in planter areas, but should not be used for fill beneath building or pavement areas. Stumps, debris and trash should be removed from the site. Subsoil conditions on the site may vary from those encountered in the test pits. Therefore, the soils engineer should observe the construction excavations and prepared areas prior to placement of any new fills. Structural Fill: Excavated onsite silty sand/silty gravelsoils are considered suitable for general structural fill and maybe adequate for retaining wall backfill subject to approval by our office during construction. Loose soils, formwork and debris should be removed in accordance with the "site preparation" recommendations prior to placing fill or backfill. Structural fill should be placed in horizontal lifts not exceeding 8 inches in loose thickness and compacted to at least 90% of the maximum dry density as determined by the ASTM D1557 test method. Imported granular fill should be clean, well -graded sand and gravel materials free of organic debris and deleterious material. Subgrade Preparation: Concrete slabs, paver blocks and pavements should be supported on a structural fill zone. Existing fill and loose/disturbed soils in the subgrade should be excavated to at least 18 inches below the final subgrade and structural fill placed to final subgrade elevation. Where existing pavement underlies a new slab or pavement subgrade area, the existing pavement should be removed, the underlying soil surface compacted and structural fill placed to the final subgrade in accordance with the recommendations of this section. At least the top 6 inches of the slab and pavement subgrade structural fill should be compacted to 95 percent of the maximum dry density, as determined by the ASTM D1557 test method. Below a depth of 6 inches general structural fill compacted to 90 percent may be used. Concrete slabs and pavements should have 2 -way reinforcement and should have frequent construction joints to reduce the potential for cracking. If a floor covering is to Project No. 17-101-01 Page 15 ' EKAM Construction, Inc. May 18, 2017 be placed over an interior concrete slab the slab should be underlain by a capillary break consisting of a polyethylene vapor barrier of at least 6 mil thickness. Utility Trenches: Buried utility conduits should be bedded and backfilled around the conduit in accordance with the project specifications. Where conduit underlies concrete pavement or slabs -on -grade, the backfill above the pipe should be placed and compacted in accordance with the recommendations for structural fill. If clean granular fill is used for trench backfill it should be capped with 6 inches of onsite silty soils in non -paved areas. Site Drainage Adequate positive drainage should be provided away from the structure to prevent water from ponding and infiltrating adjacent to the foundations. A desirable slope for surface drainage is 2% in landscaped areas and 1% in paved areas. Discharge from roof drains and other site drains should be tightlined to the storm drain system. A permanent perimeter drain, independent of the roof drain system, should be placed at the base of the exterior footings and retaining walls. The perimeter drain should consist of a four -inch diameter perforated PVC drain pipe placed in at least one cubic foot of drain gravel per lineal foot along the wall with the gravel zone encapsulated with Mirafi 140 filter fabric or equivalent. If warranted to reduce the risk of water infiltration into the basement in the long term development plans could include installation of a subfloor drainage system below the basement slab subgrade and/or the basement floor. Flow from the floor subdrain should be transmitted by tightline to the stormdrain system. Erosion Control Onsite materials are expected to be highly erodible when exposed in slope areas. No excavated material should be wasted on the slope. Soil stockpiles and exposed construction slope areas should be covered during heavy rainfall and siltation fences or other detention devices should be provided as required to control the transport of eroded material. The lower edge of the silt fence fabric should have "J" shaped embedment in a trench extending at least 12 inches below the ground surface. Surface drainage should be directed away from slopes and exposed soil areas should be planted immediately with grass and deep rooted plants to help reduce erosion potential. Project No. 17-101-01 Page 16 EKAM Construction, Inc. May 18, 2017 Plan Review It is recommended that this office be provided the opportunity to review the final design drawings and specifications to determine if the recommendations of this report have been properly implemented and to make any supplemental design recommendations which may be required. Observations and Testing During Construction Our evaluations regarding construction slopes and shoring are based on the assumption that we will observe the conditions exposed during initial site excavation prior to making final cuts adjacent to structures and/or property lines. All shoring installation should be observed by our office to verify proper construction. Installation of pipe piles, helical piers or other deep foundation supports should be observed by a representative of our office to see that they have proper embedment, and meet recommended refusal criteria. All footing excavations and/or lean mix concrete trenches should be observed prior to placement of steel and concrete to see that footings are founded on satisfactory bearing materials and that excavations are free of loose and disturbed materials. Drainage and erosion control systems should be observed to verify proper construction. Structural fill placement and compaction should be observed and tested by a qualified testing laboratory to verify proper compaction density. Project No. 17-101-01 Page 17 EKAM Construction, Inc. May 18, 2017 CLOSURE This report was prepared for specific application to this project and for the exclusive use of EKAM Construction, Inc. and their representatives. The findings and conclusions of this report were prepared in accordance with the skill and care ordinarily exercised by local members of the geotechnical profession currently practicing under similar conditions. We make no other warranty, either express or implied. Variations may exist in site conditions between those described in this report and actual conditions encountered during construction. Unanticipated subsurface conditions commonly occur and cannot be prevented by merely making explorations and performing reconnaissance. Such unexpected conditions frequently require additional expenditures to achieve a properly constructed project. If conditions encountered during construction appear to be different from those indicated in this report, our office should be notified. Respectfully submitted, GEOSPECTRUM CONSULTANTS, INC. James A. Doolittle Principal Engineer Encl: Figures 1 through 4 Appendix A Dist: 1/Addressee 1/Cascade Home Design via email Project No. 17-101-01 Page 18 ref: Preliminary Geologic Map of Seattle and Vicinty, Washington, by Waldron, Liesch, Mullineaux and crandell, USGS Map I-354, 1962, enlarged scale: 1"=2000' SITE VICINITY GEOLOGIC MAP GEOSPECTRUM CONSULTANTS, INC. wan: Gaotachn/co/ En8/naarIng and Eorth SalEartadas Proposed Residence KCPN 222304-9115, 47XX S 160th St Tukwila, Washington Proj. No.17-101 Date 5/17 Figure 1 374' -- 376' 378! 380' SILT FENCE- P DETAIL 372'.... 3681 370' S8e43' 1711 E 86.60' 30.0' / / ,. .. 71 REAR YARD 0 o Top of Slope with fence 382 tfl \ b .6 • 0 ).F ROOF 0.1-I PROTRUSION :D SETBACK _OCK EAVES L ABUTTING :9 SETBACK RE RATING 15.0 PCIPCLI B 384' -.. 71 New Fen� NEW RE TP -4 SLAB .3 . MAI 81.50 PER .392.00' • X - SI -Ai EL .480.75' TPL.2 GARG E', SLAB EL. _ A D R'1 V E SLOPE A vENCE PRIVATE ROAD FOR w z uj Z 197 1 - UI n -00 cr < M 0- < Z z E o t..1 z tu -ct , X o 4' Saet"431 17'.• \J'. S. 160th St. 46..6 i‘ , ref: Site Plan, Sheet A1.1, EKAM LLC, #### S 160th, TUkwila, WA, dated Apr 4, 2017, reduced scale: 1"= 20' APPROX LOCATION OF ACCESS DRIVEWAY Cr. CY SITE DEVELOPMENT & EXPLORATIONS PLAN GEOSPECTRUM CONSULTANTS, INC. Geocite,chrilccs1 EriolnizacirIng Ec2ril-t Sciesricizsa Proposed Residence KCPN 222304-9115, 47XX S 160th St Tukwila, Washington Proj. No.17-1 01 Date 5/17 Figure 2 • • w z 0 H cf) W - a) U C 0 a) Ca. in L 0� i U coU QS '5 O U) u) 0) j 0 - — - - W - I 17 d1 LL 1 t 1: • • • P 1 1 1 1 1 • • 1' • • .0. • • • • • • I• • a) . 1 • • • > U) o • c Com, a) ' C cis O a) U) a) a) -r Probable excavation to 370' cD CO CO '11 `NOLLVAEEE 0 �� +J B a4-1 r -I LH8 moo'` 0 ▪ w o bj 10 O • U W ED En., (0U) 1 $.4 U ns4 1 Q a) N ▪ to Z 04J CD GENERALIZED SITE SECTION A -A' GEOSPECTRUM CONSULTANTS, INC. Gootochn/ca/ Eng/naar/rng and Earth Sc onaGS Proposed Residence KCPN 222304-9115,.47XX S 160th St Tukwila, Washington Proj. No. 17-101 Date 5/17 Figure 3 • m co z 0 H w cn J 0 f a1• I 1 • , � a1 (J) CD e • o 03 Z -dl O , , 1 r 1 • • 2 U 0 u) i• 8) 15 F a.) ro o C @w>I T3 0 roe v`n) - -� o > 0) Z Z N W U C C -H a) ai a) u) O m ( 4-1 N a)r' (r).5 ro 0) U E caQ I N o .. -r-1 a) u) — Z0oe -- Ilmn =MI O CO O O LC) CO `NOIIVAElE r L GENERALIZED SITE SECTION B -B' GEOSPECTRUM CONSULTANTS, INC. GOOtac/')n/co/ Eng/naai/ng and Eorth Sconces Proposed Residence KCPN 222304-9115, 47XX S 160th St Tukwila, Washington Proj. No.17-101 Date 5/17 Figure 4 APPENDIX A FIELD EXPLORATION Our field exploration included a site reconnaissance and subsurface exploration program. During the site reconnaissance, the surface site conditions were noted, and the locations of the test pits were approximately determined. The test pits were approximately located using the established property corners as a reference. Elevations at the test pits locations were estimated based on an assumed elevation of 384 at the southwest property corner. Test pits were advanced using a trackhoe excavator provided by the client. Soils were continuously logged and classified in the field by visual examination, in accordance with the ASTM Soil Classification system. Logs of the test pits are presented on the test pit summary sheets A-1 and A-2. The test pit summaries include descriptions of the soils and pertinent field data. Soil consistency and moisture conditions indicated on the logs are interpretations based on the conditions observed in the field. Boundaries between soil strata indicated on the logs are approximate and actual transitions between strata may be gradual. Logged by JAD Date: 5/9/17 Depth Blows Class. Soil Description 0 2 4- 6- 8— TEST PIT NO. 1 Elevation: 383' Consistency Moisture Color W(%) Comments Sod SM SM Silty fine Sand w/coarse sand tine gravel Silty fine and & occ fine gravel loose moist dark-brn garrown Lair brown brn &-blk 10— 12— 14— Pr bea to mated depth 8.5 fe No ground water encountered. et. rest-brn FIL 10.6 9.5 12.5 L TEST PIT NO. 2 Logged by JAD Date: 5/9/17 Elevation: 382' Depth Blows Class. Soil Description Consistency Moisture Color W(%) Comments 0- 2_ 4_ 6 8 10- 12- 14— Sod SM SM Silty fine Sand w/gravel to 1" steel cabl cemenconlicr a ragmpeantss ted g acial till fra 9 9 $ Silty fine jSand w gravel to 1" loose to very loose loose moist ark-br D� rer nd-brn rrowa - n & brown red- rown 8.2 9.8 13.5 cav tdtto ooVt� exc Maximum excavated depth 8ft. Probed to 9 feet. No ground water encountered. GEOSPECTRUM CONSULTANTS, INC. Geotechnical Engineering and Earth Sciences Proposed Residence Parcel 222304-9115, 47XX S 160th Street Tukwila, Washington Proj. No.17-101 Date 5/17 Figure A-1 TEST PIT NO. 3 Logged by JAD Date: 5/9/17 Depth Blows Class. Soil Description Consistency Moisture Color W(%) Comments Elevation: 378' 0 2 4- 6 8 10- 12- 14— Sod GM Silty Gravel to 2" & decaying wood & asphalt fragments Gravelly Silty Sand/Silty Gravel Gravelly Sand/Sandy Gravel ''Sand-w[some fines Maximum excavated depth 7.5 fe No ground water encountered. loose et. m. dense to dense moist dark-brn br wn re - brown red-brn brown erav-brrs 5.9 7.7 9.0 9.9 FILL c ving TEST PIT NO. 4 Logged by JAD Date: 5/9/17 Elevation: 372' Depth Blows Class. Soil Description Consistency Moisture Color W(%) Comments 0- 2 4- 6— Sod SM &GP SM Silty fine Sand w/occ gravel to 1" 'was ed -raver to 3" 4 ca v plDe runnlna N- wasnea Gravel to Silty fine $and w occ gravel to 1" increased aravel loose aense medium ense dense moist ark-brn own aK Dm & brown ra - rown 8- 10- 0- 12- 12- 14— 14— Maximum Maximum excavated depth 7ft. No ground water encountered. 11.6 10.0 12.0 FILL GEOSPECTRUM CONSULTANTS, INC. Geotechnical Engineering and Earth Sciences Proposed Residence Parcel 222304-9115, 47XX S 160th Street Tukwila, Washington Proj. No.17-101 Date 5/17 Figure A-2 I /.\ C www.pacstructuratengineering.com STRUCTURAL ENGINEERING CONSULTANT STRUCTURAL ENGINEERING Innovative Engineering, Built To Last. PROJECT: EK A M L L C CORRECTION LTR#� bF7OR,2 Ekam, xxx S 160th Tukwilla WA a a a S 1 6 0 T 14 T UK W 1 L L A W A RECEIVED JOB NO.: JUN 28 2018 I 7 I 3 IL3 TUKWILA PUBLIC WORKS PREPARED FOR: 00 CASCADE DRAFTING & DESIGN CASCADE-DRAFTING.COM 360-761-3653 IDE PREPARED BY: F . Alvin n Chongl::ontre, Director of Structural Engineering PAC Structural Engineering, LLCC. peo: iruct ITB-:,encier.tholgmn_l. com www.pacstructurelenqineering.com REVIEWED FOR CODE COMPLIANCE APPROVED SEP 10 2018 City of Tukwila BUILDIN 06.20.18 revision for 5:12 roof pitch 06/24/18 1 CITY OF TUKWILA JUN 27 2018 PERMIT CENTER Page 1 of 96 II PAC STRUCTURAL ENGINEERING www.pacstructuralengineering.com STRUCTURAL ENGINEERING CONSULTANT Innovative Engineering, Built To Last. DESIGN CRITERIA CI- 4, 1 -0\k+ 15, , .-' I l.1': . ; ro 1.1 1 0 A.• ria) -1113 II'•t ;"'�`: Ekam, xxx S 160th Tukwilla WA 06/24/18 Page 2 of 96 I I PASTRUCTURAL www.pacstructuraiengineering.com STRUCTURAL ENGINEERING CONSULTANT ENGINEERING Innovative Engineering, Built To Last. DESIGN CRITERIA Load Design Criteria Summary Dead Loads Roof Roofing Material (composition) Insulation (6" Glass Batt @ 0.1 Ib/in) Sheathing (1/2" Plywood) Roof Joists/Truss (@ 24" o.c.) Mechanical & Electrical Allowance Ceiling Assembly 5/8" Gypsum board Floor Floor Finish Allowance 3/4" Sheathing (or similar) Floor Joists (TJI 110 @ 16" o.c.) Insulation (6" Glass Batt @ 0.1 Ib/in) Mechanical & Electrical Allowance Ceiling Assembly 5/8" Gypsum board Wood Stud Wall 2x6Studs @16"O.C. 15/32" Sheathing 5/8" Gypsum Board Live Loads Roof Live Load (snow) Floor Live Load (Reducible) 2.9 psf 0.6 psf 1.5 psf 5 psf 2.2 psf 5 psf 2.8 psf (Deck DL) 15 psf (Beam DL) 1.8 psf 2.3 psf 5.4 psf (Deck DL) 2.5 psf 0.6 psf 2 psf 2.8 psf 12.0 psf (Beam DL) 1.7 psf 1.5 psf 2.8 psf 6 psf 25 psf 40 psf Deflection Criteria Floor LL U360 Floor DL + LL L/240 Roof LL L/240 Roof DL + LL L/180 Ekam, xxx S 160th Tukwilla WA 06/24/18 Page 3 of 96 1 PAC STRUCTURAL ENGINEERING DESIGN CRITERIA www.pacstructuralengineering.com STRUCTURAL ENGINEERING CONSULTANT Innovative Engineering, Built To Last. SI1L6O_th :.St's 46th, Ave Ekam, xxx S 160th Tukwilla WA 06/24/18 Page 4 of 96 I STR'UCTU'RAL ENGINEERING DESIGN CRITERIA Seismic Loads (IBC 2012 - ASCE 7-10) PAC www.pacstructuralengineering.com STRUCTURAL ENGINEERING CONSULTANT Innovative Engineering, Built To Last. Ss = r 1.46 (2008 USGS Seismic Hazards Maps) S1 = 10.54 (2008 USGS Seismic Hazards Maps) R = 6.5 (ASCE 7 -Table 12.2-1) Building Type no = 2.5 (ASCE 7 -Table 12.2-1) Occupancy Category II Seismic Use Group Importance Factor 1.00 Soil Site Class D Building Height (ft) 25, Structure Period T = C, (h„ )" Sos = 2/3 Sms = 0.97 SD1 = 2/3 Sm1 = 0.54 Seismic Design Category Base Shear = 0.22 sec Sms Sm1 Shearwalls 0.02 (ASCE 7 -Table 12.8-2) x =[ 0.75 (ASCE 7 -Table 12.8-2) = Fa*Ss = 1.46 = F,v*S1 = 0.81 V=CSW Fa = 1.00 (ASCE 7 - Table 11.4-1) F„ _ [1.5 (ASCE 7 - Table 11.4-2) Cs = SDs / (R/I) (ASCE 7 - Eqn. 12.8-2) = 0.149 CONTROLS Max Cs = SD1 / (R/I) * T (ASCE 7 - Eqn. 12.8-3 for T<=TL) = 0.372 Min Cs = 0.01 (ASCE 7 - Eqn. 12.8-5) = 0.010 Where S1 >= 0.6g Min Cs = 0.5 * Si / (R/I) (ASCE 7 - Eqn. 12.8-6) = 0.042 Ekam, xxx S 160th Tukwilla WA 06/24/18 Page 5 of 96 PAC STRUCTURAL ENGINEERING tuwtv.pacstructu!rtJei neerm g.com Innovative Engineering, Built To Last. DESIGN CRITERIA Wind Loads (IBC 2015 - ASCE 7 2010) Basic Wind Speed Exposure Building Category Importance Factor Mean Roof Height (ft) Parapet Height (ft) Exp. Coefficient @ h=25ft Exp. Coefficient @ h=25ft Topographic Coefficient Directionality Coefficient a = 0.4*h = 10 ft = 0.1*L = 4.2'ft = .04*L 1.7 = 0.00256 KZ KZt Kd V2 I = 0.00256 KZ KZt Kd V2 I qh qp V h hp KZ KZ Kit Kd Main Force Resisting System p = qh * [(GCpf) -(GCp,)] 110 = B _ II = 1.00 = 25.0 ft = ' 25.0 ft = 0.70 = 0.70 = 1.0 = 0.85, (ASCE-7 Figure 26.5-1A) (ASCE-7 Table 28.3-1) (ASCE-7 Table 28.3-1) (ASCE-7 Figure 26.8-1) (ASCE-7 Table 26.6-1) Corner / Edge Zone = 2a= 9FT 4.2 ft = 18.4 psf (ASCE Eq. 28.3-1) 18.4 psf (ASCE Eq. 28.3-1) (Low Rise Buildings -ASCE Eq. 28.4-1) Zone GCpf GCpi Design Wind Load p Windward 1 0.56 ±0.18 13.6 psf Roof 2 -0.69 ±0.18 -16.0 psf Leeward 4 -0.43 ±0.18 -11.2 psf Sidewall 5 & 6 0.45 ±0.18 11.6 psf Windward Corner 1E 0.80' ±0.18 18.1 psf Roof Corner 2E -1.071 ±0.18 -23.0 psf Leeward Corner 4E -0.64 ±0.18 -15.1 psf Windward + Leeward (Typ) 0.99 Windward + Leeward (Corner) 1.44 Parapet pp = qp * GCp„ GCpn = Components and Cladding Part 1 p = qh * [(GCp) -(GCp)] Zone GCp Roof Typical 1 -0.90 Roof Typical 1 0.20 Roof Edges 2 -1.10 Wall Typical 4 -0.95 Wall Corner (Neg) 5 -1.10 Part 6 P = qh * [(GCp) -(GCp)] Canopies (Typ) 1.70 Canopies (@ Corner) -2.80 Parapets Case A ' 1.90 Ekam, xxx S 1600441511a W 1.70 18.2 psf 26.5 psf (Low Rise Buildings -ASCE Eq. 28.4-2) 1.5 Windward -1.0 Leeward 27.6 psf -18.4 psf (Low Rise Buildings -ASCE Eq. 30.4-1) GCpi Design Wind Load p ±0.18 -19.9 psf ±0.18 7.0 psf ±0.18 -23.6 psf ±0.18 -20.8 psf ±0.18 -23.6 psf GCpf From ASCE Figure 28.4-1 GCp From ASCE • Figure 30.4-2A Figure 30.4-2A Figure 30.4-2A Figure 30.4-1 Figure 30.4-2 (Low Rise Buildings -ASCE Eq. 30.9-1 and 30.10-1) -31.3 psf -51.6 psf 35.0 psf 06/24/131.3 psf Canopy - From Overhang values in Fig 30.4-2A through 30.4-2C Page 6 of 96 3(20/201.7 Design Maps Summary Report usGsDesign Maps Summary Report User -Specified Input Report Title S 160th St. and 48th Ave. S Tue March 21, 2017 03:28:00 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.459°N, 122.277°W Site Soil Classification Site Class D - "Stiff Soil" • i 1VashorL 4J Risk Category I/II/III BOEING j7 tt FLOAVG (` / o INTL. RENMN SII R. '1~ Burien. (tI _enton SFATTL€k' TACOS H RT -.I •Des;Moin (. /l i le -i der,, •r i Ren t USGS-Provided Output SS = 1.469 g S1 = 0.549 g SMS = 1.469 g SM1 = 0.823 g SDS = 0.980 g SD1 = 0.549 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. I.LS l.ta 1s. a 133 tria 75 103 a41 a_sa 0.11 aw MCER Response Spectrum Q.03 a20 1143 a03 a.03 1.33 1.20 143 tea Period. T (sec) ZOO Des,o, Response Spectrum 13.30 120 ars Ow 033 1.03 1 20 143 1 fA 133 2_03 Period. T (see) 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. Ekam, xxx S 160th Tukwilla WA 06/24/18 Page 7 of 96 haps://earthquake.usgs.gov/cn1/designmaps/us/summary.php?template=minimal&latitude=47.459&longitude=-122.277&siteclass=3&riskcategory=08,editior ib... 1/1 3/20/2017 Design Maps Detailed Report Design Maps Detailed Report 2012/2015 International Building Code (47.459°N, 122.277°W) Site Class D — "Stiff Soil", Risk Category I/II/III Section 1613.3.1 — Mapped acceleration parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) and 1.3 (to obtain S1). Maps in the 2012/2015 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(1) Ell Ss = 1.469 g From Figure 1613.3.1(2) E23 S1 = 0.549 g Section 1613.3.2 — Site class definitions The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613. Site Class 2010 ASCE-7 Standard - Table 20.3-1 SITE CLASS DEFINITIONS v- s N or rich s- , A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI > 20, • Moisture content w >_ 40%, and • Undrained shear strength s < 500 psf F. Soils requiring site response analysis in accordance with Section 21.1 See Section 20.3.1 For SI: lft/s = 0.3048 m/s 1Ib/ft2 = 0.0479 kN/m2 Ekam, xxx S 160th Tukwilla WA 06/24/18 Page 8 of 96 https://earthquake.usgs.gov/cn1/designmaps/us/report.php?tem plate=minimal&latitude=47.459&longitude=-122.277&siteclass=3&riskcategory=0&edition=ibc-2... 1/4 3120/2017 Design Maps Detailed Report Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters. TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT Fa Site Class Mapped Spectral Response Acceleration at Short Period S550.25 SS=0.50 S5 = 0.75 S5=1.00 SS>1.25 A B C D E F 0.8 0.8 0.8 1.0 1.0 1.0 1.2 1.2 1.1 1.6 1.4 2.5 1.7 0.8 0.8 1.0 1.0 1.0 1.0 1.2 0.9 See Section 11.4.7 of ASCE 7 1.0 0.9 Note: Use straight-line interpolation for intermediate values of SS For Site Class = D and SS = 1.469 g, Fa = 1.000 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F„ Site Class Mapped Spectral Response Acceleration at 1-s Period S1 <_ 0.10 S1 = 0.20 S1 = 0.30 S1 = 0.40 S1 >_ 0.50 A 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 D 2.4 2.0 1.8 1.6 E 3.5 3.2 2.8 F See Section 11.4.7 of ASCE 7 0.8 0.8 1.0 1.4 1.3 1.5 2.4 2.4 Note: Use straight-line interpolation for intermediate values of S1 For Site Class = D and S, = 0.549 g, F„ = 1.500 Ekam, xxx S 160th Tukwilla WA 06/24/18 Page 9 of 96 https://earthquake.usgs.gov/cn1/designmaps/us/report.php?template=minimal&latitude=47.459&longitude=-122.277&siteclass=3&riskcategory=0&edition=ibc-2... 2/4 3/20/2017 Design Maps Detailed Report Equation (16-37): SMs = FaSs = 1.000 x 1.469 = 1.469 g Equation (16-38): SM1 = F„S1 = 1.500 x 0.549 = 0.823 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): Sps = 2/3 SMS = 2/3 x 1.469 = 0.980 g Equation (16-40): SD1 = 2/3 SM1 = 2/3 x 0.823 = 0.549 g Ekam, xxx S 160th Tukwilla WA 06/24/18 Page 10 of 96 https://earthquake.usgs.gov/cn1/designmaps/us/report.php?template= minimal8Jatitude=47.459&longitude=-122.277&siteclass=38riskcategory=08edition= ibc-2... 3/4 , N20/2017 Design Maps Detailed Report Section 1613.3.5 — Determination of seismic design category TABLE 1613.3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT -PERIOD (0.2 second) RESPONSE ACCELERATION VALUE OF SDS RISK CATEGORY I or II III IV SDS<0.167g A A A 0.167g <_ SDS < 0.33g B B C 0.33g <_ SDS < 0.50g C C D 0.50g <_ SDS D D D For Risk Category = I and SDS = 0.980 g, Seismic Design Category = D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1 -SECOND PERIOD RESPONSE ACCELERATION VALUE OF SD1 RISK CATEGORY I or II III IV SD1 < 0.067g A A A 0.067g <_ SD1 < 0.133g B B C 0.133g <_ SD1 < 0.20g C C D 0.20g <_ SDl D D D For Risk Category = I and SD, = 0.549 g, Seismic Design Category = Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category = "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012-Fig1613p3p1(1).pdf 2. Figure 1613.3.1(2): https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012-Fig1613p3p1(2).pdf Ekam, xxx S 160th Tukwilla WA 06/24/18 Page 11 of 96 haps://earthquake.usgs.gov/cn1/designmaps/us/report.php?tem plate=minimal&latitude=47.4598dongitude=-122.277&siteclass=38aiskcategory=0&edition=i be -2... 4/4 ti PAC STRUCTURAL ENGINEERING ernsnv.pacstructuratengineering.con STRUZTU'i?.A'. ENSI EERINCi CCT.s'JLTANT Innovative Engineering, Built To Last. GRAVITY DESIGN Ekam, xxx S 160th Tukwilla WA 06/24/18 Page 12 of 96 PAC STRUCTURAL ENGINEERING www.pacstructuraleng ineeri ng.com STRUCTURAL ENGINEERING CONSULTANT Innovative Engineering, Built To Last. GRAVITY DESIGN Header r2 GL 31/2 x9 Header r3 4x10 min UPPER ROOF FRAMIN' LAN Ekam, xxx S 160th Tukwilla WA 06/24/18 Page 13 of 96 aFORTE• 0 MEMBER REPORT Roof, Beam r1 1 piece(s) 5 1/2" x 10 1/2" 24F -V4 DF Glulam Overall Length: 18' 7" 1 18' a IJ All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual 0 Location Allowed Result , tLDFF Load: Combination (Pattern) Member Reaction (lbs) 3104 @ 2" 8181 (3.50") Passed (38%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 2714 @ 1' 2" 11733 Passed (23%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft -lbs) 13907 @ 9' 3 1/2" 23244 Passed (60%) 1.15 1.0 D + 1.0 5 (All Spans) Live Load Defl. (in) 0.523 @ 9' 3 1/2" 0.913 Passed (L/419) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.873 @ 9' 3 1/2" 1.217 Passed (L/251) -- 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Bracing (Lu): All compression edges (top and bottom) must be braced at 18' 7" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 18' 3". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified gtulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. Supports' r1 r Location (Side) Bearing length t 'Total Loads to Supports (lbs) Aocessori s z`. ` • _ ' �Avadabi;11 , Required 1 Dead 1 •Snow, Total '- 1 - Stud wall - SPF 15.0 3.50" 3.50" 1.50" 1245 1858 3103 Blocking 2 - Stud wall - SPF 3.50" 3.50" 1.50" 1245 1858 3103 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loadstg a ., '3 • ,. r1 r Location (Side) Width? Tribury i ta ' : ; fir_ Dead I <-' D), _ ; Snow ..,,it (1 `15) Commen `ts„.-' . . 0 - Self Weight (PLF) 0 to 18' 7" N/A 14.0 1 - Uniform (PSF) 0 to 18' 7" (Front) 8' 15.0 25.0 Roof Weyelrhaeuselr1Notes 77‘.- t Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser fadlities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Alvin Chongmontre Alvin (253) 414-7979 pairolc@gmail.Ekam, xxx S 160th Tukwilla 06/24/18 PASSED • System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch: 0/12 SUSTAINABLE FORESTRY INITIATIVE 4/1/2017 12:26:49 AM Forte v5.1, Design Engine: V6.5.1.1 1713.4te Page 14 & 1 of 1 1FORTE 0 MEMBER REPORT Roof, Headerrl PASSED 1 piece(s) 4 x 10 Douglas Fir -Larch No. 2 Overall Length: 5' 3" 5' All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual @ Location Allowed • Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2437 @ 0 3281 (1.50") Passed (74%) -- 1.0 D + 1.0 S (AII Spans) Shear (lbs) 1605 @ 10 3/4" 4468 Passed (36%) 1.15 1.0 D + 1.0 S (AII Spans) Moment (Ft -lbs) 3198 @ 2' 7 1/2" 5166 Passed (62%) 1.15 1.0 D + 1.0 S (AII Spans) Live Load Defl. (in) 0.027 @ 2' 7 1/2" 0.175 Passed (1/999+) -- 1.0 D + 1.0 S (AII Spans) Total Load Defl. (in) 0.043 @ 2' 7 1/2" 0.262 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL ([1240). • Bracing (Lu): All compression edges (top and bottom) must be braced at S 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Applicable calculations are based on NDS. Supports , Bearing Length I Loads to Supports (lbs) "Accessories Total ` Available Required. '. Dead Snow Total , 1 - Trimmer - SPF 1.50" 1.50" 1.50" 927 1509 2436 None 2 - Trimmer - SPF 1.50" 1.50" 1.50" 927 1509 2436 None Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for instatlation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Alvin Chongmontre Alvin (253) 414-7979 pairotc@gmail.fdiam, xxx S 160th Tukwilla WA 06/24/18 System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 4/1/2017 12:26:57 AM Forte v5.1, Design Engine: V6.5.1.1 1713.4te Page 15 d? • 1 of 1 Tributary Dead -' Snow , • Loads Location (Side), ' 'Width (0.9'0). •'(1.15) , Comments 0 - Self Weight (PLF) 0 to 5' 3" N/A 8.2 1 - Uniform (PSF) 0 to 5' 3" 23' 15.0 25.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for instatlation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Alvin Chongmontre Alvin (253) 414-7979 pairotc@gmail.fdiam, xxx S 160th Tukwilla WA 06/24/18 System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 4/1/2017 12:26:57 AM Forte v5.1, Design Engine: V6.5.1.1 1713.4te Page 15 d? • 1 of 1 �, I F O R T E ' MEMBER REPORT Roof, Header r2 PASSED • �l le1 piece(s) 3 1/2" x 9" 24F -V4 DF Glulam 0 Overall Length: 5' 6" 1 5' 1 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual 0 Location Allowed Result LDF; Load: Combination (Pattern) Member Reaction (lbs) 5765 @ 1 1/2" 6825 (3.00") Passed (84%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 4838 @ 1' 6400 Passed (76%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft -lbs) 8962 @ 2' 10868 Passed (82%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Deft. (in) 0.062 @ 2' 7 7/8" 0.175 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Deft. (in) 0.102 @ 2' 7 7/8" 0.262 Passed (L/616) -- 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (1/360) and 11 (1/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 5' 3". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. Supports Bearing Length `., 7 Loads to Supports (lbs) - . r :Accessories Total Available Required c' Dead; Snow }_Total,- 1- Trimmer - SPF 3.00" 3.00" 2.53" 2256 3510 5766 None 2 - Trimmer - SPF 3.00" 3.00" 1.91" 1684 2653 4337 None VYeyefiaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Alvin Chongmontre Alvin (253) 414-7979 pairotc@gmailEkam, xxx S 160th Tukwilla WA 06/24/18 System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 4/1/2017 12:27:04 AM Forte v5.1, Design Engine: V6.5.1.1 1713.4te Page 16 d� 1 of 1 Tributary Dead Snow.. Loads,• Location (Side) ..Width (0190) (1:15) ,, Comments: .: 0 - Self Weight (PLF) 0 to 5' 6" N/A 7.7 1 - Uniform (PSF) 0 to 5' 6" 23' 15.0 25.0 Residential - Living Areas 2 - Point (Ib) 2' N/A 2000 3000 VYeyefiaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Alvin Chongmontre Alvin (253) 414-7979 pairotc@gmailEkam, xxx S 160th Tukwilla WA 06/24/18 System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 4/1/2017 12:27:04 AM Forte v5.1, Design Engine: V6.5.1.1 1713.4te Page 16 d� 1 of 1 IFORTE 0 MEMBER REPORT Roof, Header r3 1 piece(s) 4 x 10 Douglas Fir -Larch No. 2 Overall Length: 6' 9" 1 6' 3" All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. 1 0 0 Design Results • Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 1108 © 1 1/2" 6563 (3.00") Passed (17%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 773 @ 1' 1/4" 4468 Passed (17%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft -lbs) 1733 © 3' 4 1/2" 5166 Passed (34%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.022 @ 3' 4 1/2" 0.217 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.036 @ 3' 4 1/2" 0.325 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (1/360) and 11 (L/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 9" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Applicable calculations are based on NDS. Weyerhaeuser,Notes;,, Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Alvin Chongmontre Alvin (253) 414-7979 pairotc@gmaii.a em, xxx S 160th Tukwilla WA 06/24/18 PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 4/1/2017 12:27:12 AM Forte v5.1, Design Engine: V6.5.1.1 1713.4te Page 17 d 1 of 1 Bearing Length Loads to Supports (lbs) Total Availab,;:."'le --• Required - Dead i Sn'o` Total . Supports Accessories, t'r 1 - Trimmer - SPF 3.00" 3.00" 1.50" 433 675 1108 None 2 - Trimmer - SPF 3.00" 3.00" 1.50" 433 675 1108 None Weyerhaeuser,Notes;,, Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Alvin Chongmontre Alvin (253) 414-7979 pairotc@gmaii.a em, xxx S 160th Tukwilla WA 06/24/18 PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 4/1/2017 12:27:12 AM Forte v5.1, Design Engine: V6.5.1.1 1713.4te Page 17 d 1 of 1 Tnbutary Dead Snow Loads Location (Side) Width'.= . (0.90) (1.1S) • Comments, %_ ••_ 0 - Self Weight (PLF) 0 to 6' 9" N/A 8.2 1 - Uniform (PSF) 0 to 6' 9" 8' 15.0 25.0 Residential - Living Areas Weyerhaeuser,Notes;,, Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Alvin Chongmontre Alvin (253) 414-7979 pairotc@gmaii.a em, xxx S 160th Tukwilla WA 06/24/18 PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 4/1/2017 12:27:12 AM Forte v5.1, Design Engine: V6.5.1.1 1713.4te Page 17 d 1 of 1 I' i F O R T E 4 MEMBER REPORT Roof, Header r4 PASSEL) 1 piece(s) 4 x 10 Douglas Fir -Larch No. 2 0 Overall Length: 8' 6" 1 8' All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 1 1' El 0 Design Results Actual Location Allowed Result , LDF1 Load: Combination (Pattern) Member Reaction (lbs) 1735 @ 1 1/2" 6563 (3.00") Passed (26%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 1318 @ 1' 1/4" 4468 Passed (30%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft -lbs) 3473 @ 4' 3" 5166 Passed (67%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.071 @ 4' 3" 0.275 Passed (L/999+) -- 1.0 D + 1.0 5 (All Spans) Total Load Defl. (in) 0.115 @ 4' 3" 0.412 Passed (L/859) -- 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 8' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (lbs) Accessoriesr' k,.. Total Available;'. `Required Dead`,, ;Snow' ", Total . 1 - Trimmer - SPF 3.00" 3.00" 1.50" 672 1062 1734 None 2 - Trimmer - SPF 3.00" 3.00" 1.50" 672 1062 1734 None W eyerhaetiserfiote's Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Alvin Chongmontre Alvin (2531414-7979 pairofc@gmailhicam, xxx S 160th Tukwilla WA 06/24/18 System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 4/1/2017 12:27:18 AM Forte v5.1, Design Engine: V6.5.1.1 1713.4te Page 18 a 1 of 1 Tributary Dead Snow' Loads Location (Side) Width (0:90) (1.15) F comments 0 - Self Weight (PLF) 0 to 8' 6" N/A 8.2 1 - Uniform (PSF) 0 to 8' 6" 10' 15.0 25.0 Residential - Living Areas W eyerhaetiserfiote's Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Alvin Chongmontre Alvin (2531414-7979 pairofc@gmailhicam, xxx S 160th Tukwilla WA 06/24/18 System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 4/1/2017 12:27:18 AM Forte v5.1, Design Engine: V6.5.1.1 1713.4te Page 18 a 1 of 1 I P 0 R T E • MEMBER REPORT Roof, Headertyp 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 0 Overall Length: 5' 3" 5' All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 1' 0 0 Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2432 @ 0 3281 (1.50") Passed (74%) -- 1.0 D + 1.0 S (AII Spans) Shear (lbs) 1756 @ 8 3/4" 3502 Passed (50%) 1.15 1.0 D + 1.0 S (AII Spans) Moment (Ft -lbs) 3192 @ 2' 7 1/2" 3438 Passed (93%) 1.15 1.0 D + 1.0 S (AII Spans) Live Load Defl. (in) 0.055 @ 2' 7 1/2" 0.175 Passed (L/999+) -- 1.0 D + 1.0 S (AII Spans) Total Load Defl. (in) 0.089 @ 2' 7 1/2" 0.262 Passed (L/708) -- 1.0 D + 1.0 S (AII Spans) • Deflection criteria: LL (L/360) and TL (1/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supper (lbs) Accessories Total Available Required Dead Snow Total 1 - Trimmer - SPF 1.50" 1.50" 1.50" 922 1509 2431 None 2 - Trimmer - SPF 1.50" 1.50" 1.50" 922 1509 2431 None Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Alvin Chongmontre Alvin (253) 414-7979 pairotc@gmail.cR am, xxx S 160th Tukwilla WA 06/24/18 PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO SUSTAINABLE FORESTRY INITIATIVE 4/1/2017 12:27:25 AM Forte v5.1, Design Engine: V6.5.1.1 1713.4te Page 19 d 1 011 Tributary Dead Snow Loads Location (Side) Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 5' 3" N/A 6.4 1 - Uniform (PSF) 0 to 5' 3" 23' 15.0 25.0 Residential - Uving Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Alvin Chongmontre Alvin (253) 414-7979 pairotc@gmail.cR am, xxx S 160th Tukwilla WA 06/24/18 PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO SUSTAINABLE FORESTRY INITIATIVE 4/1/2017 12:27:25 AM Forte v5.1, Design Engine: V6.5.1.1 1713.4te Page 19 d 1 011 1 IPAC STRUCTURAL ENGINEERING www.pacstructuralengineering.com STRUCTURAL ENGINEERING CONSULTANT Innovative Engineering, Built To Last. GRAVITY DESIGN Header 22 GL 5 1/2 x 12 14'-0" wwr J� < 8' 7" > ■�I'''• Nomim 21 1/2 x 10 1/2 Bat At% PM= sfflucr irialmtlirc: ,W rvrww Pr+2max = 16k Beam 26 4x10 min in eripr' h ale- tvp, 4)8 Beam 22N Li GL 8 3/4 x Pr+2max - Beam 23 GL 8 /34 x Pr+2max = wru. RPM, ed OWN moromorr NAPE 'PO IMAMI 6414PRIN 11.1411 Patald dITILICT s acosI IV Pr+2max = 1.3k 4 1 P ER FL / -01,4 R Beam 24 GL 31/2 x9 Ekam, xxx S 160th Tukwilla WA Pr+2max = 1.3k Beam 25 osi 4tx3 1/2 x 9 a 4 Page 20 of 96 (FORTE 0 MEMBER REPORT 2nd, Beam 21 PASSED 1 piece(s) 3 1/2" x 9" 24F -V4 DF Glulam Overall Length: 8' 7" s 8' 0 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 3298 @ 2" 3347 (2.25") Passed (99%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 2560 @ 1' 1/2" 5565 Passed (46%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft -lbs) 6701 @ 4' 2 1/4" 9450 Passed (71%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.163 @ 4' 3 1/2" 0.275 Passed (1/606) -- 1.0 D + 1.0 L (All Spans) Total Load Dell. (in) 0.215 @ 4' 3 1/2" 0.412 Passed (1/462) -- 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 8' 4 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 8' 3". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. !Supports Bearing Length ,ys Loads to Supports (lbs) Accessories ._ Total AvaiIabteX; � Requiredr . Dead ' ' Total • 1 - Stud wall - SPF 3.50" 2.25" 2.22" 805 2575 3380 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 2.22" 805 2575 3380 1 1/4" Rim Board • Rim Board is assumed to carry all load applied directly above it, bypassing the member being designed. !Weyerhaeuser Notes Weyerhaeuser warrants warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Alvin Chongmontre Alvin (253) 414-7979 pairotc@gmail.tsT aril, xxx S 160th Tukwilla WA 06/24/18 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD 4 SUSTAINABLE FORESTRY INITIATIVE 4/1/2017 12:28:15 AM Forte v5.1, Design Engine: V6.5.1.1 1713.4te Page 21 & 1 of 1 Loiahon(side)I Tributary .Width a ;Dead i e;Floor Uve � ui y.y+ 'Loads. comments '-. .`. 0 - Self Weight (PLF) 1 1/4" to 8' 5 3/4" N/A 7.7 1 - Uniform (PSF) 0 to 8' 7" (Front) 15' 12.0 40.0 Residential - Living Areas !Weyerhaeuser Notes Weyerhaeuser warrants warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Alvin Chongmontre Alvin (253) 414-7979 pairotc@gmail.tsT aril, xxx S 160th Tukwilla WA 06/24/18 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD 4 SUSTAINABLE FORESTRY INITIATIVE 4/1/2017 12:28:15 AM Forte v5.1, Design Engine: V6.5.1.1 1713.4te Page 21 & 1 of 1 i F 0 R T E MEMBER REPORT 2nd, Beam 22 1 piece(s) 8 3/4" x 15" 24F -V4 DF Glulam 0 Overall Length: 20' 7" L 20' All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. L r Ij 0 .Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 9153 @ 2" 13016 (3.50") Passed (70%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs) 7017 @ 1' 6 1/2" 23188 Passed (30%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft -lbs) 41104 @ 10' 3 1/2" 61056 Passed (67%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.416 @ 10' 3 1/2" 0.675 Passed (L/584) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl.(in) 0.760 @ 10' 3 1/2" 1.013 Passed (L/320) -- 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/360) and TL (1/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 20' 7" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Critical positive moment adjusted by a volume factor of 0.93 that was calculated using length L = 20' 3". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (lbs) Accessories Total Available Required Dead Live Snow Total 1 - Stud wall - SPF 3.50" 3.50" 2.46" 4136 4117 2573 10826 Blocking 2 - Stud wall - SPF 3.50" 3.50" 2.46" 4136 4117 2573 10826 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. j Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PIF) 0 to 20' 7" N/A 31.9 1 - Uniform (PSF) 0 to 20' 7" (Front) 10' 12.0 40.0 _ Residential - Uving Areas 2 - Uniform (PSF) 0 to 20' 7" (Front) 10' 10.0 - - 3 - Uniform (PSF) 0 to 20' 7" (Front) 10' 15.0 - 25.0 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Alvin Chongmontre Alvin (253)414-7979 pairotc@gmail.Sa? am, xxx S 160th Tukwilla WA 06/24/18 PASSED • System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 4/1/2017 12:28:23 AM Forte v5.1, Design Engine: V6.5.1.1 1713.4te Page 22 agIP 1 of 1 it F 0 R T E • MEMBER REPORT 2nd, Beam 23 1 piece(s) 8 3/4" x 18" 24F -V8 DF Glulam 0 Overall Length: 20' 11" 20' 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. II 0 Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 21770 @ 4" 31281 (5.50") Passed (70%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs) 16336 @ 1' 11 1/2" 27825 Passed (59%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft -lbs) 81828 @ 7' 9 3/8" 99282 Passed (82%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.402 @ 9' 11 9/16" 0.675 Passed (L/604) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.789 @ 9' 11 15/16" 1.013 Passed (L/308) -- 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/360) and 11. (1/240). • Bracing (Lu): AII compression edges (top and bottom) must be braced at 20' 11" o c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Critical positive moment adjusted by a volume factor of 0.91 that was calculated u ing length L = 20' 3". • The effects of positive or negative camber have not been accounted for when calculating deflection. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (lbs) Dead (0.90) Total Available Required Dead Floor Live Snow Total Accessories 1 - Column - SPF 5.50" 5.50" 3.83" 9822 9916 6014 25752 Blocking 2 - Column - SPF 5.50" 5.50" 2.31" 6538 2757 6014 15309 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location (Side) Tributary Width Dead (0.90) Floor Uve (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 20' 11" N/A 38.3 1 - Uniform (PSF) 0 to 20' 11" (Front) 2' 12.0 40.0 - Residential - Uving Areas 2 - Uniform (PSF) 0 to 20' 11" (Front) 10' 10.0 - - 3 - Uniform (PSF) 0 to 5' (Front) 10' 15.0 100.0 - 4 - Uniform (PSF) 0 to 20' 11" (Front) 23' 15.0- 25.0 5 - Point (Ib) 5' (Front) N/A 5000 6000 - Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Alvin Chongmontre Alvin (253) 414-7979 parotc@gmail.comm, xxx S 160th Tukwilla WA 06/24/18 PASSED System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 4/1/2017 12:28:32 AM Forte v5.1, Design Engine: V6.5.1.1 1713.4te Page 23 agIP 1 of 1 41FORTE " MEMBER REPORT 2nd, Beam 24 1 piece(s) 3 1/2" x 9" 24F -V4 DF Glulam Overall Length: 17' 7" 17' a All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 1283 @ 2" 3347 (2.25") Passed (38%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 1144 @ 1' 1/2" 6400 Passed (18%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft -lbs) 5492 @ 8' 8 1/4" 10868 Passed (51%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.260 @ 8' 9 1/2" 0.575 Passed (L/795) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.769 @ 8' 9 1/2" 0.863 Passed (L/269) -- 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (1/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 17 4 1/2' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 17' 3". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. Supports, ,,; Bearing Length Loads to Supports (lbs) Accessories Y`zTotal Available - Required ` Dead"' Snow + Total 1 - Stud wall - SPF 3.50" 2.25" 1.50" 858 440 1298 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.50" 858 440 1298 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. . Loads t° Location (Side Tributary t, Width/; Dead (0.90) Snow ss (1.15) Comments= 0 - Self Weight (PLF) 1 1/4" to 17' 5 3/4" N/A 7.7 1 - Uniform (PSF) 0 to 17' 7" (Front) 2' 15.0 25.0 2 - Uniform (PSF) 0 to 17' 7" (Front) 6' 10.0 - Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Alvin Chongmontre Alvin (253) 414-7979 pairotc@gmail.Fq am, xxx S 160th Tukwilla WA 06/24/18 PASSES System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 4/1/2017 12:28:39 AM Forte v5.1, Design Engine: V6.5.1.1 1713.4te Page 24 a 1 of 1 a F O R T E MEMBER REPORT 2nd, Beam 25 1 piece(s) 3 1/2" x 9" 24F -V4 DF Glulam 0 Overall Length: 16' 1" 15' 6° All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. a 11 0 Design Results Actual ea Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 1648 @ 2" 3347 (2.25") Passed (49%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 1454 @ 1' 1/2" 6400 Passed (23%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft -lbs) 6439 @ 7 11 1/4" 10868 Passed (59%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.452 @ 8' 1/2" 0.525 Passed (t./418) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.751 @ 8' 1/2" 0.788 Passed (L/252) -- 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (1/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 15 10 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 15' 9". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (lbs) ., Accessories Total Available Required_ Dead Snow { Total.' 1- Stud wall - SPF 3.50" 2.25" 1.50" 664 1005 1669 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.50" 664 1005 1669 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above It, bypassing the member being designed. `Weyerhaeuser Notest_ Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser fadlities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Alvin Chongmontre Alvin (253) 414-7979 pairotc@gmail.tsi am, xxx S 160th Tukwilla WA 06/24/18 PASSED System : Floor Member Type : Hush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 4/1/2017 12:28:46 AM Forte v5.1, Design Engine: V6.5.1.1 1713.4te Page 25 &":;- 1 of 1 Tributary 1 Dead ' . Snow Loads_ . Location (Side}° „Z. Width 1 (0.90) (1.15)' Comments/.- 0 - Self Weight (PLF) 1 1/4" to 15' 11 3/4" N/A 7.7 1 - Uniform (PSF) 0 to 16' 1" (Front) 5' 15.0 25.0 `Weyerhaeuser Notest_ Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser fadlities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Alvin Chongmontre Alvin (253) 414-7979 pairotc@gmail.tsi am, xxx S 160th Tukwilla WA 06/24/18 PASSED System : Floor Member Type : Hush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 4/1/2017 12:28:46 AM Forte v5.1, Design Engine: V6.5.1.1 1713.4te Page 25 &":;- 1 of 1 Iti F O R T E MEMBER REPORT 2nd, Beam 26 PASSED 1 piece(s) 4 x 10 Douglas Fir -Larch No. 2 0 Overall Length: 9' 1" t2 8' 6" 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual @ Location : Allowed Result LDF• ! Load: Combination (Pattern) Member Reaction (lbs) 2217 @ 2" 5206 (3.50") Passed (43%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 1699 @ 1' 3/4" 4468 Passed (38%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft -lbs) 4672 @ 4' 6 1/2" 5166 Passed (90%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl, (in) 0.107 @ 4' 6 1/2" 0.438 Passed (L/980) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.174 © 4' 6 1/2" 0.583 Passed (L/602) -- 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Bracing (Lu): All compression edges (top and bottom) must be braced at 9' 1" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. • Applicable calculations are based on NDS. 'Supports Bearing Length , .. Loads to Supports (lbs) Accessories Total Available Required Dead Snow l i i Total 1 - Stud wall - SPF 3.50" 3.50" 1.50" 855 1363 2218 Blocking 2 - Stud wall - SPF 3.50" 3.50" 1.50" 855 1363 2218 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. LWeyerhaeuser Notes �' Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Alvin Chongmontre Alvin (253) 414-7979 pairotc@gmail.tst 8m, xxx S 160th Tukwilla WA 06/24/18 System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch: 0/12 SUSTAINABLE FORESTRY INITIATIVE 4/1/2017 12:28:55 AM Forte v5.1, Design Engine: V6.5.1.1 1713.4te Page 26 dg 1 of 1 Tributary ,, ' Dead Snow Loads, ' Location (Sid)e1 width (0.90) (i.i5) . Cortone tts 0 - Self Weight (PLF) 0 to 9' 1" N/A 8.2 1 - Uniform (PSF) 0 to 9' 1" (Front) 12' 15.0 25.0 Roof LWeyerhaeuser Notes �' Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Alvin Chongmontre Alvin (253) 414-7979 pairotc@gmail.tst 8m, xxx S 160th Tukwilla WA 06/24/18 System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch: 0/12 SUSTAINABLE FORESTRY INITIATIVE 4/1/2017 12:28:55 AM Forte v5.1, Design Engine: V6.5.1.1 1713.4te Page 26 dg 1 of 1 y'FORTE 0 ' MEMBER REPORT 2nd, Canti beam over garage PASSED 2 piece(s) 11 7/8" T)I® 110 Overall Length: 17' 7" All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. Design Results Actual Qi Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2538 @ 15' 5 1/4" 4451 (3.50") Passed (57%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs) 1758 @ 15' 7" 3588 Passed (49%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft -lbs) -3715 @ 15' 5 1/4" 7268 Passed (51%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.106 @ 17' 7" 0.200 Passed (21/486) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.153 @ 17' 7" 0.215 Passed (21/336) -- 1.0 D + 1.0 5 (All Spans) • Deflection criteria: LL (L/360) and TL (1/240). • Overhang deflection criteria: LL (0.2") and TL (21/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 7 5/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve membe stability. S Ot15 PP Bearing Length Loads to Supports (lbs) __' Aooessmies+ Total �r Available i Required Dead 1 Floor ..., Li ." Snow Total 1- Stud wall - SPF 3.50" 2.25" 1.75" 123 624/-4 -141 747/-145 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 3.50" 3.50" 1086 795 1141 3022 Blocking • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. WeyefiaeuserNotes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to drcumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Alvin Chongmontre Alvin (253)414-7979 pairotc@gmauI ? Ekam, xxx S 160th Tukwilla WA 06/24/18 System : Floor Member Type : Flush Beam Building Use • Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 4/1/2017 12:29:45 AM Forte v5.1, Design Engine: V6.5.1.1 1713.4te Page 27 a ^r:.' 1 of 1 Tributary Dead. Floor Live Snow Loads Location (Side) Width . (0.90) (100); ,(1.15) Comments 0 - Self Weight (PLF) 1 1/4" to 17' 7" N/A 5.0 1 - Uniform (PSF) 0 to 17 7" (Front) 2' 12.0 40.0- Residential - Living Areas 2 - Point (Ib) 17' 7" (Front) N/A 700 - 1000 WeyefiaeuserNotes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to drcumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Alvin Chongmontre Alvin (253)414-7979 pairotc@gmauI ? Ekam, xxx S 160th Tukwilla WA 06/24/18 System : Floor Member Type : Flush Beam Building Use • Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 4/1/2017 12:29:45 AM Forte v5.1, Design Engine: V6.5.1.1 1713.4te Page 27 a ^r:.' 1 of 1 ,i F 0 R T E • MEMBER REPORT 2nd, Canti floorjoist north wall 1 piece(s) 11 7/8" TN® 110 @ 16" OC 0 Overall Length: 20' 1" 0 18 6" 171 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. II 0 Design Results Actual CP Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 996 @ 18' 11 1/4" 1935 (3.50") Passed (51%) 1.00 1.0 D + 1.0 L (All Spans) Shear (lbs) 628 @ 18' 9 1/2" 1560 Passed (400/0) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 2893 @ 9' 4 1/8" 3160 Passed (92%) 1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in) 0.595 @ 9' 6 7/8" 0.624 Passed (L/378) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.731 @ 9' 5 7/8" 0.936 Passed (L/307) -- 1.0 D + 1.0 L (Alt Spans) • Deflection criteria: LL (1/360) and TL (1/240). • Overhang deflection criteria: LL 21/360) and TL (21/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 2' 10 11/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Supports Bearing Length Loads to Supports (lbs) °Accessories Total Available 7 r Required ;Dead,; Via,, Snow Total 1 - Stud wall - SPF 3.50" 3.50" 1.75" 137 511/-2 -12 648/-14 Blocking 2 - Stud wall - SPF 3.50" 3.50" 3.50" 434 562 212 1208 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Weyerha ea user No a , Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Alvin Chongmontre Alvin (253)414-7979 pairotc@gmailram m, xxx S 160th Tukwilla WA 06/24/18 PASSED System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO Member Pitch: 0/12 SUSTAINABLE FORESTRY INITIATIVE 4/1/2017 12:30:04 AM Forte v5.1, Design Engine: V6.5.1.1 1713.4te Page 28 digiP 1 of 1 Dead Floor pre re Snow . Loads Location (Side) 1 Spacing' , (0.90) (100j'j (1:15) `; Comments 1 - Uniform (PSF) 0 to 20' 1" 16" 12.0 40.0 - Floor 2 - Point (Ib) 20' 1" N/A 250 - 200 Weyerha ea user No a , Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Alvin Chongmontre Alvin (253)414-7979 pairotc@gmailram m, xxx S 160th Tukwilla WA 06/24/18 PASSED System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO Member Pitch: 0/12 SUSTAINABLE FORESTRY INITIATIVE 4/1/2017 12:30:04 AM Forte v5.1, Design Engine: V6.5.1.1 1713.4te Page 28 digiP 1 of 1 i F 0 R T E nMEMBER REPORT 2nd, Exteriorheadertyp 1 piece(s) 4 x 10 Douglas Fir -Larch No. 2 0 Overall Length: 6' 3" 6' 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 4' LI 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 3288 @ 0 3281 (1.50") Passed (100%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 2346 @ 10 3/4" 4468 Passed (52%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft -lbs) 5138 @ 3' 1 1/2" 5166 Passed (99%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.053 @ 3' 1 1/2" 0.208 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.098 @ 3' 1 1/2" 0.313 Passed (L/767) -- 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (11360) and TL (11240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 2' 11 3/4' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (lbs) Accessories Total Available Required Dead IJ�ver Snow Total 1 - Trimmer - SPF 1.50" 1.50" 1.50" 1491 250 1797 3538 None 2 - Trimmer - SPF 1.50" 1.50" 1.50" 1491 250 1797 3538 None 1 Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.1S) Comments 0 - Self Weight (PLF) 0 to 6' 3" N/A 8.2 1 - Uniform (PSF) 0 to 6' 3" 2' 12.0 40.0 Residential - owing Areas 2 - Uniform (PSF) 0 to 6' 3" 23' 15.0 - 25.0 3 - Uniform (PSF) 0 to 6' 3" 10' 10.0 - - Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser fadlities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Alvin Chongmontre Alvin (253) 414-7979 pairotc@gmail..com xxx S 160th Tukwilla WA 06/24/18 PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 4/1/2017 12:29:34 AM Forte v5.1, Design Engine: V6.5.1.1 1713.4te Page 29 1 of 1 MEMBER REPORT 2nd, Header 21 �1 F R T E m 1 piece(s) 3 1/2" x 10 1/2" 24F -V4 DF Glulam 0 Overall Length: 9' 8' 6" EI All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. + 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 5603 @ 1 1/2" 6825 (3.00") Passed (82%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs) 3760 @ 1' 1 1/2" 6493 Passed (58%) 1.00 1.0 D + 1.0 L (AII Spans) Pos Moment (Ft -lbs) • 10661 @ 4' 6" 12863 Passed (83%) 1.00 1.0 D + 1.0 L (AII Spans) Live Load Deft. (in) 0.159 © 4' 6" 0.292 Passed (L/662) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Deft. (in) 0.270 © 4' 6" 0.438 Passed (L/389) -- 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/360) and TL (1/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 9' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 8' 9". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (lbs) Accessories • Total Available Required Dead ' Flli1 re mr Snow Total 1 - Trimmer - SPF 3.00" 3.00" 2.46" 2313 2700 1687 6700 None 2 - Trimmer - SPF 3.00" 3.00" 2.46" 2313 2700 1687 6700 None I6ads ,,t,„ t Location (Side):: Tributary ,; Width ' Dead ;' :Floor. (0.96) . , Live ( :(1.00) `, Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 9' N/A 8.9 1 - Uniform (PSF) 0 to 9' 15' 12.0 40.0 Residential -Wing Areas 2 - Uniform (PSF) 0 to 9' 10' 10.0 - - 3 - Uniform (PSF) 0 to 9' 15' 15.0 - 25.0 eye rhaeuser,Notes? Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Alvin Chongmontre Alvin (253) 414-7979 pairotc@gmail.Ei am, xxx S 160th Tukwilla WA 06/24/18 PASSEE7 • System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 4/1/2017 12:29:09 AM Forte v5.1, Design Engine: V6.5.1.1 1713.4te Page 30 Rgip 1 of 1 FORTE MEMBER REPORT 2nd, Header 22 1 piece(s) 5 1/2" x 12" 24F -V4 DF Glulam 0 Overall Length: 14' 6" 1 14' All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. I a 4. 0 Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 6948 @ 1 1/2" 10725 (3.00") Passed (65%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs) 5750 @ 1' 3" 13409 Passed (43%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Pos Moment (Ft -lbs) 24324 @ 7 3" 30360 Passed (80%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.339 @ 7 3" 0.475 Passed (L/504) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.624 @ 7' 3" 0.712 Passed (L/274) -- 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 14' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 14' 3". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (lbs) - - Accessories' Total Available - Required' 1 , Dead '1 Live Snow !, Total .J 1 - Trimmer - SPF 3.00" 3.00" 1.94" 3169 2320 2719 8208 None 2 - Trimmer - SPF 3.00" 3.00" 1.94" 3169 2320 2719 8208 None Loads Location (Side) ,. Tributary Width '1 Dead ,(0.90) ' Floor Live (1.00) SnoW . :(1.15)~;;1 Comments 0 - Self Weight (PLF) 0 to 14' 6" N/A 16.0 1 - Uniform (PSF) 0 to 14' 6" 8' 12.0 40.0 - Residential - Living Areas 2 - Uniform (PSF) 0 to 14' 6" 10' 10.0 - - 3 - Uniform (PSF) 0 to 14' 6" 15' 15.0 - 25.0 Weyerhaeuser Notes. 4,7% Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable foreby standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Alvin Chongmontre Alvin (253) 414-7979 pairotc©gmailm EEcam, xxx S 160th Tukwilla WA 06/24/18 PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 4/1/2017 12:29:17 AM Forte v5.1, Design Engine: V6.5.1.1 1713.4te Page 31 4' ' 1 of 1 (FORTE 0 • MEMBER REPORT 2nd, Interiorheadertyp 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 Overall Length: 4' 3" I 4' All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 1' a 0 Design Results Actual 0 Location Allowed . Result LOFT Load: Combination (Pattern) Member Reaction (lbs) 1671 @ 0 3281 (1.5(") Passed (51%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 1098 @ 8 3/4" 3045 Passed (36%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 1776 @ 2' 1 1/2" 2989 Passed (59%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.025 @ 2' 1 1/2" 0.142 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.032 @ 2' 1 1/2" 0.213 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and TL (1/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 4' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Applicable calculations are based on NDS. Supports' _ Bearing Length _ Loads to Supports (lbs) _ Accessories Total Available - Required , Dead t Total 1 - Trimmer - SPF 1.50" 1.50" 1.50" 396 1275 1671 None 2 - Trimmer - SPF 1.50" 1.50" 1.50" 396 1275 1671 None • Loads (Side) Location Side Tributary Width . Dead '.' (0.90) Floor Live (1.00) , '' �'ir.`4" 1 Comments 0 - Self Weight (PLF) 0 to 4' 3" N/A 6.4 1 - Uniform (PSF) 0 to 4' 3" 15' 12.0 40.0 Residential - Living Areas We erhaeuser'Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable fore,lry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Alvin Chongmonire Alvin (253) 414-7979 pairotc@gmailtsiam, xxx S 160th Tukwilla WA 06/24/18 PASSED • System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 4/1/2017 12:29:27 AM Forte v5.1, Design Engine: V6.5.1.1 1713.4te Page 32 1 of 1 I w a FORTE' MEMBER REPORT 2nd, Stair beam typ 1 piece(s) 3 1/2" x 12" 24F -V4 DF Glulam + 0 Overall Length: 9' 7" 4' I1 9' All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual ® Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2860 @ 2" Total 1 3347 (2.25") Passed (85%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 2136 @ 1' 3 1/2" 7420 Passed (29%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft -lbs) 6526 @ 4' 8 1/4" 16800 Passed (39%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.091 @ 4' 9 1/2" 0.308 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.111 @ 4' 9 1/2" 0.463 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and TL (1/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 9' 4 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 9' 3". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Support: (lbs) Accessories_ Total Available . Required. a Dead I' Floor Total 1 1 - Stud wall - SPF 3.50" 2.25" 1.92" 527 2396 2923 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.92" 527 2396 2923 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. I Tributary) Dead ' t Floor Live Loads, - Location (Side) ;width ,, ' (0.90) „ I ,),.(1.00)..: s comments,' 0 - Self Weight (PLF) 1 1/4" to 9' 5 3/4" N/A 10.2 1 - Uniform (PSF) 0 to 9' 7" (Front) 5' 20.0 100.0 Residential -Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Alvin Chongmontre Alvin (253) 414-7979 pairotc@gmail DOM m, xxx S 160th Tukwilla WA 06/24/18 PASSED System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 4/1/2017 12:29:52 AM Forte v5.1, Design Engine: V6.5.1.1 1713.4te Page 33 avp 1 of 1 FLOOR SPAN TABLES 1/480 Live Load Deflection How to Use These Tables Depth Tll® 40 PSF Live Load / 10 PSF Dead Load 40 PSF Live Load / 20 PSF Dead Load 12" o.c. 16" o.c. 1 19.2" o.c. 24" o.c. 12" o.c. 16" o.c. 19.2" o.c. 24" o.c. 915" 110 16'-11" 1 15'-6" 14'-7" + 13'-7" 16'-11° 17'-9" + 15'-6" ' 14'-3" +-12'-9" 210 17'-9" 18'-3" T 16'-3" 15'-4" 14'-3" 16'-3" 15'-4" 14'-0" 230 16'-8" j 15'-9" -- 14'-8" 18'-3" i 16'-8" ? 15'-9" t 14'-8" - 111/e" 111/e" 110 20'-2" 18'-5° 17'-4` 15'-9""' 20'-2" 17'-8" 16'-1""i 14'-4"cif 210 21'-1" j 19'-3" 18'-2" 716'-11" 21'-1" 21'-8" 19'--37-1—, 178 1-9"(1) 19'-10° r 18'-7" 16'-7"") 230 21'-8" 19'-10" 18'-8" 17'-5" 360 22'-11" 2 20'-11" 19'-8" I 18'-4" _ 22'-11" 20'-11" 19'-8" i -17'-10"(r) 560 26'-1" 23'-8" 22'-4" , 20'-9" 26'-1" i 23'-8" 22'-4" 20'-9"") 14" 110 22'-10" 23'-11" 20'-I1" 21'-10" 19'-2"J 17'-2"rrr 20'-8" 18'-10"rrr 22'-2" 23'-11" 19'-2" I 17'-6""r 15'-0"") 21'-1" 19'-2"") 16'-7"") 210 230 24'-8" 22'-6" 21'-2" 19'-9"") 24'-8" 22'-2" I 20'-3"") 17'-6"rrr 360 26'-0° 23'-8" 22'-4" 26'-0" 23'-8" 22'-4"(1) 17,-10.6)560 23'-2" 29'-6" 26'-10° t20'-9"") 25'-4" ! 23'-6" 29'-6" 26'-10" 25'-4"rrr j 20'-11"") 16" 110 25'-4" 22'-6" 20'-7"(r) i 18'-1")') 23'-9" 20'-7"crr ' 18'-9"")15'-0"o)210 22'-6"(1) 20.-7""1 16'-7"crr 14" 26'-6" 24'-3" 22'-691) 19'-11"W 230 27'-3" 24'-10" 23'-6" X21'-1"(1( __26'-0" 21'-3" 23'-9" 2F-8.0)17'-6"" 360 28'-9" 26'-3" 24'-8")') 1 21'-59" — 28'-9" 26'-39" 22'-4")') i 17'-10"(r) 560 32'-8" 29'-8" 28'-0" 25'-2"" 32'-8" 29'-8" I 26'-3"0) 20'-11"(" L/360 Live Load Deflection (Minimum Criteria per Code) Depth Tll® 40 PSF kivei / 10 PSF Dead Load 40 PSF Live Load / 20 PSF Dead load 12" o.c. 1 16" o.c. 1 19.2" o.c. 1 24" o.c. 12" o.c. 16" o.c. 1 19.2" o.c. 1 24" o.c. 914" 110 18'-9" 17'-2" 15'-8" 4 14'-0" 18'-1" 15'-8" 14'-3" 12'-9" 210 19'-8" 18'-0" 17'-0" 15'-4" 19'-8" 17'-2" 15'-8" 14'-0" 230 20'-3" 18'-6" 17'-5" 16'-2" 20'-3" 18'-1" 16'-6" 14'-9" 360 110 22'-3" 19'-4" 17'-8" 15'-9"(" 20'-5" 17'-8" i 16'-1"") I RANI) 111/8" 210 23'-4" 21'-2" 19'-4" I 17'-3")" 22'4" 19'-4" 17'-8" 15'-9"" 230 24'-0" 21'-11" 20'-5" 18'-3" 23'-7" 20'-5" 18'-7" 16'-7"") 360 25'-4" 23'-2" 21'-10" 20'-4"(n 25'-4" 23'-2" 21'-10"0" 17'-10"" 560 28'-10" 26'-3" , 24'-9" ' 23'-0" 28'-10" 26'-3" 24'-9" , 20'-11"(r) 14" 110 24'-4" 21'-0" 19'-2" 17'-2"0) 22'-2" 19'-2" 17'-6"" 15'-0"0" 210 26'-6" 23'-1" 21'-1" 18'-109" 24'-4" 21'-1" 19'-2"" 16'-7""' 230 27'-3" 24'-4" 22'-2" 19'-10°0" 25'-8" 22'-2" 20'-3"" 17'-6"0) 360 28'-9" 26'-3" 24'-9"") 21'-5"(1) 28'-9" 26'-3"(') 22'-49" 17'-10"" 560 32'-8" 29'-9" 28'-0" 25'-2°(" 32'-8" 29"-9" 26'-3"a) 20'-11"(r( 16" 110 26'-0" 22'-6° 20'-7")" 18'-1"") 23'-9" 20'-7"(" i 18'-9"0) 15'-0"(1) 210 28'-6" 24'-8" 22'-6"" 19'-11"0" 26'-0" 22'-6"m 20'-7"(" 16'-79" 230 30'-1" 26'-0" 23'-9" 21'-1"c" 21'-5" 23'-9° 21'-8")0 17'-6"") 360 31'-10" 29'-0" 26'-10"(0 21'-5"0" 31'-10" 26'-10"0" 22'-4"" 17'-10"m 560 36'-1° 32'-11" 31'-0"" 25'-2"" 36'-1" 31'-6"r" 26'-3"(" 20'-11"" (1) Web s iffeners are required at intermedia e supports of continuous -span joists when the intermediate bearing length is less than 51/4" and the span on either side of the intermediate bearing is greater than the following spans: Tll® 40 PSF Live Load / 10 PSF Dead Load 40 PSF Live Load / 20 PSF Dead Load 12" o.c. 1 16" o.c. 19.2" o.c. 1 24" o.c. 12" o.c. 16" o.c. 1 19.2" o.c. 1 24" o.c. 110 Not Req. Not Req. 19'-2" 15'-4" Not Req. 19'-2" ! 16'-0" 12'-9" 210 21'-4" 17'-0" 21'-4"17'-9° 14'-2" 230 Not Req. 19'-2" Not Req. i 19'-11" 15'-11" 360 24'-5" 19'-6" I 24'-5" 20'-4° 16'-3" 560 29'-10" i 23'-10" 29'-10" 24'-10" j 19'-10" • Long-term deflection under dead load, which includes the effect of creep, has not been considered. Bold italic spans reflect initial dead load deflection exceeding 0.33". 9W13• JOISTS 1. Determine the appropriate live load deflection criteria. 2. Identify the live and dead load condition. 3. Select on -center spacing. 4. Scan down the column until you meet or exceed the span of your application. 5. Select Tile joist and depth. General Notes • Tables are based on: — Uniform loads. — More restrictive of simple or continuous span. — Clear distance between supports — Minimum bearing length of 13/4" end (no web stiffeners) and 31" intermediate. • Assumed composite action with a single layer of 24" on -center span -rated, glue -nailed floor panels for deflection only. When subfloor adhesive is not applied, spans shall be reduced 6" for nails and 12" for proprietary fasteners. • For continuous spans, ratio of short span to long span should be 0.4 or greater to prevent uplift. • Spans generated from Weyerhaeuser software may exceed the spans shown in these tables because software reflects actual design conditions. • For multi -family applications and other loading conditions not shown, refer to Weyerhaeuser software or to the load table on page 8. Live load deflection is not the only factor that affects how a floor will perform. To more accurately predict floor performance, use our TI -Pro"" Ratings. Ekam, xxx S 160th Tukwilla WA Trus Joist® The Joist Specideit,231/i TJ -4000 1 August 2016 7 Page 34 of 96 1I PAC STRUCTURAL ENGINEERING www.pacstructuralengineering.com STRUCTURAL. ENGINEERING CONSULTANT Innovative Engineering, Built To Last. GRAVITY DESIGN Beam 15 GL 6 3/4 x 18 Beam 16 GL 3 1/2 x 12 8' 0" > r.E mil + trW ITC RLD Beam 11 GL 31/2 x9 uN Beam 12 GL 3 1/2 x 12 Beam 13 GL 5 1/2 x 10 1/2 Header typ x10 Beam 14 GL 3 1/2 x 12 MAME ONOPat PLUSH FENMLID Anter lama atY t7140,1_N FLR FRAMINGPLAN Ekam, xxx S 160th Tukwilla WA 06/24/18 Page 35 of 96 it F 0 R T E MEMBER REPORT Main, Beam 11 1 piece(s) 3 1/2" x 9" 24F -V4 DF Glulam 0 Overall Length: 8' 11" 1 8' All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. + 0 Design Results Actual CO Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 4932 @ 8' 7" 6322 (4.25") Passed (78%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 4235 @ 7' 8 1/2" 5565 Passed (76%) 1.00 1.0 D + 1.0 L (AII Spans) Pos Moment (Ft -lbs) 7724 @ 5' 2 1/8" 9450 Passed (82%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.174 @ 4' 6 7/8" 0.275 Passed (L/568) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.251 @ 4' 7 1/4" 0.412 Passed (L/395) -- 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (1/360) and TI. (1/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 8' 8 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 8' 3". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have Its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (lbs) Accessories Total Available Required Dead LFloor ive Total 1 - Stud wall - SPF 5.50" 4.25" 2.20" 906 2428 3334 1 1/4" Rim Board 2 - Stud wall - SPF 5.50" 4.25" 3.32" 1645 3352 4997 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. 1 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes Alvin Chongmontre Alvin (253)414-7979 pairotc©gmailsAlm ticam, xxx S 160th Tukwilla WA 06/24/18 PASSED System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 4/1/2017 12:30:50 AM Forte v5.1, Design Engine: V6.5.1.1 1713.4te Page 36 & 1of1 Tributary Dead Floor Live Loads Location (Side) Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 1 1/4" to 8' 9 3/4" N/A 7.7 1 - Uniform (PSF) 0 to 8' 11" (Front) 12' 12.0 40.0 Residential - Uv ng Areas 2 - Point (Ib) 7' (Front) N/A 1200 1500 1 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes Alvin Chongmontre Alvin (253)414-7979 pairotc©gmailsAlm ticam, xxx S 160th Tukwilla WA 06/24/18 PASSED System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 4/1/2017 12:30:50 AM Forte v5.1, Design Engine: V6.5.1.1 1713.4te Page 36 & 1of1 i F O R T E• MEMBER REPORT Main, Beam 12 1 piece(s) 3 1/2" x 12" 24F -V4 DF Glulam 0 Overall Length: 8' T 8' 11 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 5657 @ 2" 7963 (3.5(r) Passed (71%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 3955 @ 1' 3 1/2" 7420 Passed (53%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft -lbs) 11215 @ 4' 3 1/2" 16800 Passed (67%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.110 @ 4' 3 1/2" 0.275 Passed (L/898) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.151 @ 4' 3 1/2" 0.412 Passed (L/654) -- 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and 11. (1/240). • Bracing (Lu): AII compression edges (top and bottom) must be braced at 8' 7" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 8' 3". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (lbs) Accessories Total Available Required Dead FloorUve Total 1 - Column - SPF 3.50" 3.50" 2.49" 1537 4120 5657 Blocking 2 - Column - SPF 3.50" 3.50" 2.49" 1537 4120 5657 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. 1 Tributary Dead Floor Live I Loads Location (Side) Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 0 to 8' 7" N/A 10.2 1 - Uniform (PSF) 0 to 8' 7" (Front) 12' 12.0 40.0 main 2 - Uniform (PSF) 0 to 8' 7" (Front) 10' 6.0 - 3 - Uniform (PSF) 0 to 8' 7" (Front) 12' 12.0 40.0 2nd Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having.judsdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Alvin Chongmontre Alvin (253)414-7979 pairotc@gmail.comm, xxx S 160th Tukwilla WA 06/24/18 PASSED System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 4/1/2017 12:31:01 AM Forte v5.1, Design Engine: V6.5.1.1 1713.4te Page 37 a 1 of 1 (FORTE• 0 MEMBER REPORT Main, Beam 13 PASSED 1 piece(s) 5 1/2" x 10 1/2" 24F -V4 DF Glulam Overall Length: 13' 1" i 12' 6" All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design. Results Actual @ Location Allowed Result. LDF Load: Combination (Pattern) Member Reaction (lbs) 5587 @ 2" 12513 (3.50") Passed (45%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 4590 @ 1' 2" 10203 Passed (45%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft -lbs) 17354 @ 6' 6 1/2" 20213 Passed (86%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.374 @ 6' 6 1/2" 0.425 Passed (L/410) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.532 @ 6' 6 1/2" 0.637 Passed (L/288) -- 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and TL (1/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 13' 1" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 12' 9". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as Indicated by the manufacturer. • Applicable calculations are based on NDS. SUppOttS^;Total Bearing Length Loads to Supports (lbs) Accessories Floor Lire (100) :Available 1 Required Dees r; (Total 1 - Column - SPF 3.50" 3.50" 1.56" 1662 3925 5587 Blocking 2 - Column - SPF 3.50" 3.50" 1.56" 1662 3925 5587 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. i Loads . Location (Side) 1 Tributary s ,Width.. Dead (0.90) Floor Lire (100) ,�±�rr ` Comments: 0 - Self Weight (PLF) 0 to 13' 1" N/A 14.0 1 - Uniform (PSF) 0 to 13' 1" (Front) 10' 6.0 - 2 - Uniform (PSF) 0 to 13' 1" (Front) 15' 12.0 40.0 2nd Weyerhaeuser Notes,;, Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to dreumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Alvin Chongmontre Alvin (253) 414-7979 pairotc@gmail.comm, xxx S 160th Tukwilla WA 06/24/18 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 4/1/2017 12:31:11 AM Forte v5.1, Design Engine: V6.5.1.1 1713.4te Page 38 o 1 of 1 ` IFORTE 0 ' MEMBER REPORT Main, Beam 14 PASSED 1 piece(s) 3 1/2" x 12" 24F -V4 DF Glulam Overall Length: 13' 7" 1 L 1' 13' 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. I + 0 Design Results Actual ® Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2131 @ 13' 5" 3347 (2.25") Passed (64%) -- 1.0 D + 1.0 L (AII Spans) Shear (lbs) 2119 @ 12' 3 1/2" 7420 Passed (29%) 1.00 1.0 D + 1.0 L (AII Spans) Pos Moment (Ft -lbs) 13461 @ 6' 10 3/4" 16800 Passed (80%) 1.00 1.0 D + 1.0 L (AII Spans) Live Load Defl. (in) 0.277 @ 6' 10 1/8" 0.442 Passed (L/575) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.377 @ 6' 10 1/16" 0.663 Passed (L/422) -- 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Bracing (Lu): AII compression edges (top and bottom) must be braced at 13' 4 1/2 o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 13' 3". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (lbs) Accessories Total Available Required Dead uor Total 1 - Stud wall - SPF 3.50" 2.25" 1.50" 553 1453 2006 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.50" 584 1547 2131 1 1/4" Rim Board • Rim Board Is assumed to carry all loads applied directly above it, bypassing the member being designed. Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Alvin Chongmontre Alvin (253) 414-7979 pairotc@gma l hIcam, xxx S 160th Tukwilla WA 06/24/18 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 4/1/2017 12:31:19 AM Forte v5.1, Design Engine: V6.5.1.1 1713.4te Page 39 1 of 1 Tributary Dead Floor Live Loads Location (Side) Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 1 1/4" to 13' 5 3/4" N/A 10.2 1 - Point (Ib) 7' (Front) N/A 1000 3000 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Alvin Chongmontre Alvin (253) 414-7979 pairotc@gma l hIcam, xxx S 160th Tukwilla WA 06/24/18 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 4/1/2017 12:31:19 AM Forte v5.1, Design Engine: V6.5.1.1 1713.4te Page 39 1 of 1 I F 0 R T E MEMBER REPORT Main, Beam 15 PASSED 1 piece(s) 6 3/4" x 18" 24F -V4 DF Glulam Overall Length: 22' 11" L a 18' L 4' XX 0 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 20750 © 18' 8 1/4" 24131 (5.50") Passed (86%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 11851 @ 16' 11 1/2" 21465 Passed (55%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft -lbs) 61056 @ 9' 3 1/4" 69127 Passed (88%) 1.00 1.0 D + 1.0 L (Alt Spans) Neg Moment (Ft -lbs) -13357 @ 18' 7" 56194 Passed (24%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.467 @ 9' 6 1/8" 0.612 Passed (L/472) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.623 © 9' 5 9/16" 0.918 Passed (L/353) -- 1.0 D + 1.0 L (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL 2L/360) and TL (2L/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 22' 9 3/4" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Critical positive moment adjusted by a volume factor of 0.95 that was calculated using length L = 18' 1". • Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 5' 2 7/16". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. Supports Bearing Length - Loads to Supports (lbs) - -._ Total Available Required Dead Floor Live Total Accessories 1 - Column - SPF 5.50" 4.25" 3.16" 3728 - 10414/ 13999/-414 1 1/4" Rim Board 2 - Column - SPF 5.50" 5.50" 4.73" 5745 15005 20750 Blocking • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 1 1/4" to 22' 11" N/A 29.5 1 - Uniform (PSF) 0 to 22' 11" (Front) 12' 12.0 40.0 main 2 - Uniform (PSF) 0 to 22' 11" (Front) 10' 6.0 - 3 - Uniform (PSF) 0 to 22' 11" (Front) 15' 12.0 40.0 2nd Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Alvin Chongmontre Alvin (253) 414-7979 pairotc@gmail.yq am, xxx S 160th Tukwilla WA 06/24/18 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 4/1/2017 12:31:26 AM Forte v5.1, Design Engine: V6.5.1.1 1713.4te Page 40 AV 1 of 1 a F 0 R T E• MEMBER REPORT Main, Beam 16 1 piece(s) 3 1/2" x 12" 24F -V4 DF Glulam 0 Overall Length: 8' T 8' EI All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 6075 @ 2" 7963 (3.50") Passed (76%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs) 4063 @ 1' 3 1/2" 7420 Passed (55%) 1.00 1.0 D + 1.0 L (AII Spans) Pos Moment (Ft -lbs) 11521 @ 4' 3 1/2" 16800 Passed (69%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.108 @ 4' 3 1/2" 0.275 Passed (L/915) -- 1.0 D + 0.75 L + 0.75 S (AII Spans) Total Load Defl. (in) 0.163 @ 4' 3 1/2" 0.412 Passed (L/609) -- 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/360) and TL (1/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 8' 7" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 8' 3". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. Supports Bearing Length Loadsto Supports (lbs) Accessories Total 1 Available .Required Dead RD"Live L Snow Total 1 - Trimmer - SPF 3.50" 3.50" 2.67" 2035 3777 1609 7421 None 2 - Trimmer - SPF 3.50" 3.50" 2.67" 2035 3777 1609 7421 None Loads Location (Side) Tributary Width • Dead ,(0.90)' Floor Live, (1.00) Snow (1:15)' : Comments 0 - Self Weight (PLF) 0 to 8' 7" N/A 10.2 1 - Uniform (PSF) 0 to 8' 7" 10' 12.0 40.0 - main 2 - Uniform (PSF) 0 to 8' 7" 12' 12.0 40.0 - 3 - Uniform (PSF) 0 to 8' 7" 15' - - 25.0 4 - Uniform (PSF) 0 to 8' 7" 10' 20.0 - - Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Alvin Chongmontre Alvin (253) 414-7979 pairotc@gmail..comm, xxx S 160th Tukwilla WA 06/24/18 PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 4/1/2017 12:31:34 AM Forte v5.1, Design Engine: V6.5.1.1 1713.4te Page 41 di' 1 of 1 Iii F O R T E MEMBER REPORT Main, Headertyp 1 piece(s) 4 x 10 Douglas Fir -Larch No. 2 0 Overall Length: 5' 3" 5' All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual ® location Allowed Result . - LOF, I Load: Combination (Pattern) Member Reaction (lbs) 3314 @ 0 3281 (1.50") Passed (1010/0) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs) 2183 @ 10 3/4" 4468 Passed (49%) 1.15 1.0 D + 0.75 L + 0.75 5 (All Spans) Moment (Ft -lbs) 4350 @ 2' 7 1/2" 5166 Passed (84%) 1.15 1.0 D + 0.75 L + 0.75 5 (All Spans) Live Load Deft (in) 0.032 @ 2' 7 1/2" 0.175 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.058 @ 2' 7 1/2" 0.262 Passed (1/999+) -- 1.0 D + 0.75 L + 0.75 S (AII Spans) • Deflection criteria: LL (L/360) and TL (1/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bradng is required to achieve member stability. • Applicable calculations are based on NDS. Supports Bearing Length . Loads to Supports (lbs) Accessories Total Available Required 1 Dead 11°9—r' Snow Total i - Trimmer - SPF 1.50" 1.50" 1.51" 1473 945 1509 3927 None 2 - Trimmer - SPF 1.50" 1.50" 1.51" 1473 945 1509 3927 None Loads s Location (Side) Tributary -n Width Dead ` (O 90) Floor Live (1.00) V + Snow :- + i 1S). Comments 0 - Self Weight (PLF) 0 to 5' 3" N/A 8.2 1 - Uniform (PSF) 0 to 5' 3" 9' 12.0 40.0 - main 2 - Uniform (PSF) 0 to 5' 3" 10' 10.0 - - wall 3 - Uniform (PSF) 0 to 5' 3" 23' 15.0 - 25.0 roof WeyerhaeuserNo Sr �; Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Alvin Chongmontre Alvin (253) 414-7979 pairotc@gmatl.E am, xxx S 160th Tukwilla WA 06/24/18 PASSE® System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 4/1/2017 12:31:43 AM Forte v5.1, Design Engine: V6.5.1.1 1713.4te Page 42 d?- 1 of 1 FLOOR SPAN TABLES L/480 Live Load Deflection Depth TB®40 PSF Live Load / 10 PSF Dead Load 40 PSF Live Load / 20 PSF Dead Load 12" o.c. 16" o.c. 1 19.2" o.c. 1 24" o.c. 12" o.c. 16" o.c. 19.2" o.c. 24" o.c. 91/2" 110 16'-11" 4_ 15'-6" 14'-7" + 13'-7" 16'41" 15'-6" 14'-3" 12'-9° 210 _ 17'-9" 16'-3" 15'-4" 14'-3" 18'-3" T 16'-8° 1 15'-9" 4 14'-8" 4_ 4 17'-9" 16'-3" 15'-4° 14'-0° 18'-3" 16'-8" 15'-9" 14'-8" 230 111/8" 110 20'-2" ' 18'-5" 17'-4° 15'-9")') 20'-2" 17'-8" 16'-1"m 14'-4'm 21'-1" 19'-3" r 17'-8" r 1T -9"m 210 21'-1" r 19'-3" I8'-2" 16'-11" 230 21'-8" 19'-10" 18'-8" 17'-5" _ 21'-8" y 19'-10" 18'-7" 16'-7"III 22'-11" + 20'-11" r 19'-8" r 17'-10"m + 360 22'-11" 20'-11" r 19'-8" 1- 18'-4" 560 26'-1" + 23'-8" 22'-4" 20'-9" _ 26'-1" 23'-8" + 22'-4' 20'-9"III 14" 110 22'-10" } 20'-11" + 19'-2" } 17'-2"" 22'-2" ' 19'-2" ' 17'-6"m 1T -0"m210 23'-11" 21'-10" 20'-8" 18'-10"III 23'-11" 21'-1" 19'-2'111 16'-79-F- 24'-8" + 22'-2"X20'-3"II) 1-11'-6"Ili — 26'-0" 23'-8" 22'-4"III 17'-10"m 230 24'-8" I 22'-6" 444 21'-2" 1-1 19'-99II 360 26'-0" 23'-8° 22'-4" 20'-9"III 560 29'-6" 1 26'-10" T 25'-4" j 23'-6" 29'-6" T 26'-10" -r 25'-49II + 20.41.0)- 16" 110 25'-4" 22'-6" 20'-7"II) 18'-1"m 23'-9" 20'-7"" ' 18'-9"Ir) 15'-0"m 210 26'-6" 24'-3" + 22'-6"m—t-19'-1191) t Y 16'-") 26'-0" X22'-6"Ind 20'-7"ci7" 230 27'-3" 24'-10" 23'-6" 21'-1"m -t -,4_24'-8"m 27'-3" 23'-9" 21'-8"III 17'-6"" 360 28'-9" 26. -3" 47 2F-591) 32'-8" 29'-8" 28'-0" 25'-2"m 28"-9"77-26'-3"III 22' -"III 1T -10"m 560 32'-8" h 29'-8" 26'-391) 20'-11"III L/360 Live Load Deflection (Minimum Criteria per Code) Depth T11®40 PSF Fire will / 10 PSF Dead Load 40 PSF Live Load / 20 PSF Dead Load 12" o.c. 1 16" o.c. 1 19.2" o.c. 1 24" o.c. 12" o.c. 1 16" o.c. 19.2" o.c. 1 24" o.c. 914" 110 18'-9" a 17'-2" Not Req. t- 19'-11" 15'-11" 15'-8" I 14'-0" 18'-1° 15'-8" i 14'-3" i-- 12'-9" 210 19'-8" 20'-3" 18'-0" t 18'-6" —i 17'-0" 17'-5" 15'-4" 19'-8" 17'-2" 15'-8" 14'-0" 14'-9" -- 230 + 16'-2" 20'-3" 1 18'-1" 1-167-F + 110 22'-3" 19'-4" 17'-8" 15'-9"m 20'-5° 17'-8" 16'-1"m 14'-4"III 111/e" 210 23'-4" 21'-2" 19'-4" 17'-3"III 22'-4" 19'-4" t 17'-8" . 15'-9"m 16'-7"" 230 24'-0" 21'-11" 20'-5" 18'-3" 23'-1" t 28'-10" 20'-5"18'-7" 360 25'-4" _ T 23'-2" 21'-10" ` 20'-4"m25'-4"" _ 23'-2" X21'-10"II) 17'-10"m 560 28'-10" 26'-3" 24'-9" , 23'-0" 26"-3" 24'-9" 20'-11"(1) 14" 110 24'-4" 21'-0" i 19'-2" i 17'-2"m 22'-2" ' 19'-2" I 17'-6"" 1 15'-0"" 210 26'-6" 23'-1° 21'-1" 18'-10"III 24'-4" 21'-1" 19'-2"" 16'-1"III 230 27'-3" -r 28'-9" 24'-4" 26'-3" 22'-2" 19'-10"II) 24'-9")n 21'-5"Ir) 25"-8" 28"-9" 32'-8" j 22'-2" 20'-3"m 26"-3"01 22'-4")') 17'-69re 17'-10"m 360 560 32'-8" 29'-9" -1 28'-0" ' 25'-29II 29'-9"1 26'-3"(0 20'-11"Ir) 16" 110 26'-0" 22'-6" 20'-7"m 18'-1"" 23'-9" 20'-7"Irl 18'-9"m 15'-0"I» 210 28'-6" 24'-8" 22'-6"1) 19'-11"Irr 26'-0" ) 22'-6"" 20'-1"Irr 16'-7"" 230 30'-1" I 26'-0" 23'-9" 21'-1"" 27'-5" 23'-9° 21'-8'm 17'-6"" 360 31'-10" 29'-0" 26'-10"m 21'-5"II) 31'-10" 26'-10") 22'-4"I1r 17'-10"Ir) 560 36'-1" 32'-11" 31'-09II 25'-2"" 36'-1" : 31'-6"r"J ! 26'-3"II) 20'-11"Ir) (1) Web s iffeners are required at intermediate supports of continuous -span joists when the intermediate bearing length is less than 51/4' and the span on either side of the intermediate bearing is greater than the following spans: Tll® 40 PSF Live Load / 10 PSF Dead Load 40 PSF Live Load / 20 PSF Dead Load 12" o.c. 1 16" o.c. 1 19.2" o.c. 1 24" o.c. 12" o.c. 16" o.c. 1 19.2" o.c. 1 24" o.c. 110 Not Req. I Not Req. I j 19'-2" 15'-4° Not Req. 19'-2" 16'-0" 12'-9" 210 21' 4" 11'-0" Not Req. T 19'-2" 21'-4" 17'-9" 14'-2" 230 Not Req. t- 19'-11" 15'-11" 360 24'-5" 19'-6" 24'-5° 20'-4" 16'-3" 560 29'-10" ; 23'-10" 29'-10" : 24'-10" 19'-10" • Long-term deflection under dead load, which includes the effect of creep, has not been considered. Bold italic spans reflect initial dead load deflection exceeding 0.33". gw-1 er JOISTS How to Use These Tables 1. Determine the appropriate live load deflection criteria. 2. Identify the live and dead load condition. 3. Select on -center spacing. 4. Scan down the column until you meet or exceed the span of your application. 5. Select TJI® joist and depth. General Notes • Tables are based on: — Uniform loads. — More restrictive of simple or continuous span. — Clear distance between supports — Minimum bearing length of 13/" end (no web stiffeners) and 31" intermediate. • Assumed composite action with a single layer of 24" on -center span -rated, glue -nailed floor panels for deflection only. When subfloor adhesive is not applied, spans shall be reduced 6" for nails and 12" for proprietary fasteners. • For continuous spans, ratio of short span to long span should be 0.4 or greater to prevent uplift. • Spans generated from Weyerhaeuser software may exceed the spans shown in these tables because software reflects actual design conditions. • For multi -family applications and other loading conditions not shown, refer to Weyerhaeuser software or to the load table on page 8. Live load deflection is not the only factor that affects how a floor will perform. To more accurately predict floor performance, use our Tl -Pro'" Ratings. Ekam, xxx S 160th Tukwilla WA Trus Joist® TJI® Joist Specifi@6r 51/i 8 TJ -4000 1 August 2016 7 Page 43 of 96 PAc STRUCTURAL ENGINEERING www.pacstructuralengineering.com STRUCTURAL ENGINEERING CONSULTANT Innovative Engineering, Built To Last. GRAVITY DESIGN Pmax = 8.3k Pmax = 8.3k Pmax = 6.7k M MON W Pin r Pmax = 2k Pmax = 4.6k Pmax = 5.6k Pmax = 5.6k Pmax = 2.3k Pmax = 2.3k Pmax = minimal itarrwaa ax = 15k Pmax = mini Tiiki.LIKFALL. IIT illITOPION, OWN __J Pmax = 21k Pmax = 3.4k wmax = 0.90kIf Pmax = 3.4k 4rarr Maw&?r+= Pmax = 4.6k otrit PPi elikreduciot Ivo emu. rir.6 CION NO RETAINIS OP a.er W 044. YO WWI 40 gostarr amyl Pmax = 14k wmax = 0.20kIf L. --J Pmax = 5k l I !f—J Pmax = 8.4k • Wm it--.--. 1lltrL, gum of Iowa% DAM 0/114,01, OPOAPI r NO RRiiE Ts T NM144,4. m' Pirsr. Pribr4Poliwir' Pmax = 11k max = 25k 11144. Odit ,terNIPS PIJ emleTwr.. Pmax = 1.3k Pmax = 1.3k 1 Pmax = minimal --= r IMI li 1 J wmax = 0.40kIf Pmax = 5.6k 1r I IPOW OWN Tile Pwi,i 1 glare A PIITPOIPM /141F P ax=8k ipii1 wn+m� I pi: li II Pmax = 5.6k Hwmax = 0.60kIf P ma 1 Mo L Pmax = 4.6] /I I I I Pmax = 1.6k Y-� Pmax = minimal FOUNDATION Ft.AN Ekam, xxx S 160th Tukwilla WA 06/24/18 Page 44 of 96 Specifications cont. • Remove wrinkles and flatten surface of shingle underlayment before installing shingles. High performance shingle underlay- ment is recommended for better results. • Heavier weight and/or textured shingles are recommended to bet- ter mask imperfections in roofing assembly. NOTE: Check with your local building department before deciding on an installation method. WALL INSTALLATION • LP OSB sheathing wall panels may be installed vertically or hori- zontally. In horizontal installations, stagger joints a minimum of one stud space. • Provide 1/8" minimum space between panel ends and edges. Use a spacer tool (i.e. 10d box nail) to assure accurate and consistent spacing. • Nail 6" o.c. along supported panel ends and edges and 12" oc at intermediate supports. Fasten panels 3/8" from panel edges. Use 6d common nails for panels up to 1" thickness. For panels over 1" use 8d ring -shank or 8d common nails. Other code -approved fas- teners may be used. For additional fastening requirements, refer to Figure 2. • In interior installation - garages or interior wall paneling - 3/8 Category panels may be applied to studs installed 24" o.c. Provide a minimum 1/8" spacing between panel ends and edges. AVAILABILITY • OSB sheathing panels are available directly from LP's manufactur- ing plants by railcar, as well as piggyback and truckload shipment. Call LP customer service or visit our web site for more infor- mation on OSB structural panels and other LP products. Customer Service: 800-648-6893 Sales Office: 800-964-6310 Email: Customer.Support@Ipcorp.com www.Ipcorp.com © 2012 Louisiana.Pacific Corporation. LP is a registered trademark of Louisiana-Pacific Corporation. APA and Struc 1 are registered trademarks of APA — The Engineered Wood Association. All rights reserved. Printed in USA. Specifications subject to change without notice. LPOSB0001 APA Rated Sheathing PRODUCT DESCRIPTION LP OSB sheathing panels are designed for use in roof, wall and subfloor systems in commercial and residential projects, maintenance, remodeling or new construction. STANDARDS & CERTIFICATIONS OSB sheathing panels comply with the following industry standards and certifications. • LP OSB Structural panels are quality verified by APA, and are manu- factured in conformance with U.S. Voluntary Product Standard PS2, which is recognized in the Uniform Building Code, the International - Building Code and the International Residential Code, or by International Code Council Evaluation service (ICC -ES) Evaluation Report ESR -2586 and by HUD Use of Materials Bulletin No. 40c. APA Rated 05B Sheathing Roof Panels Performance Category* 3/8 7/16 15/32 1/2 19/32 23/32 1-1/8 APA Span Rating Allowable Live Load for Roofs (psf)"* 24/0 24/16 32/16 32/16 40/20 48/24 48 oc 30 40 70 70 130 175 290 " Performance Category replaces the nominal panel thickness Live load for 24" oc span conditions.10 psf dead load assumed. Ekam, xxx S 160th Tukwilla WA APA Panel Grade Span Rating Bond Classification APA RATED SHEATHING 24/ 16 SIZED FOR SPACING EXPOSURE 1 000 Mill Number 1 PS2-04 SHEATHING Product Standard ""N A PA HUD -UM -40C and Panel Grade `� 7/16 CATEGORY HUD Recognition ''--Performance Category • Performance category replaces the fractional nominal thick- ness used in PS2. The Performance Category is consistent with the panel thickness used in the U.S. model building codes. • Wall panels 7/16 Category may be used on studs spaced up to 24" o.c. • 3/8 Category 058 Sheathing panels are available that carry APA Series Mobile Home Roof Sheathing Rating N -216R. • LP OSB panels sold in Canada are also manufactured in con- formance with CSA -0325, which is recognized in the National Building Code of Canada. MANUFACTURED HOME INSTALLATION • Panels are available that carry APA Series Mobile Home Roof Sheathing Rating N -216R. Sheathing panels 3/8 Category may be installed perpendicular or parallel to supports, spaced a maximum of 16" o.c., and will support a 30 psf live load without exceeding a deflection limit of 1/180. No edge support is required when applied with strength axis perpendicular to supports. 06/24/18 Page 45 of 96 Specifications (cont.) Structural 1 Sheathing PRODUCT DESCRIPTION • LP OSB Structural 1 sheathing panels are designed to perform as roof, sidewall and floor systems, where high wind or earthquake conditions may occur. • LP OSB Structural 1 sheathing panels are equally suited for pitched or flat roof applications. • LP OSB Structural 1 sheathing panels can be used in commercial and residential projects, such as industrial buildings, mobile and modular home construction or in any application requiring high strength and superior shear values. STANDARDS & CERTIFICATIONS LP OSB Structural Sheathing complies with the following industry standards and certifications: • LP OSB Structural panels are quality verified by APA, and are manu- factured in conformance with U.S. Voluntary Product Standard PS2, which is recognized in the Uniform Building Code, the International - Building Code and the International Residential Code, or by International Code Council Evaluation service (ICC -ES) Evaluation Report ESR -2586 and by HUD Use of Materials Bulletin No. 40c. • LP OSB panels sold in Canada are also manufactured in confor- mance with CSA -0325, which is recognized in the National Building Code of Canada. OSB Structural 1 Rated Sheathing Roof Panels APA Span Ratings Performance Category APA Span Rating Allowable Live Load for Roofs (psf)** 3/8 24/0 30 7/16 24/16 40 15/32 32/16 70 1/2 32/16 70 .• Live load for 24" oc span conditions. 10 psf dead load assumed. • Wall panels 7/16 Category may be used on studs spaced up to 24" o.c. • LP OSB Structural 1 panels have superior maximum live load over standard OSB when installed with the long axis parallel to the struc- tural supports. APA APA Panel Grade - RATED SHEATHING STRUCTURAL 1 Span Rating Bond Classification SIZED FOR SPACING EXPOSURE 1 Mill Number 000 Product Standard ,0^N PS2-04 SHEATHING -� and Panel Grade it,HUD -UM -40C .---..._HUD Recognition � / 3/8 CATEGORY Performance Category 24/0 FIRE PERFORMANCE • The surface burning characteristics of unfinished OSB panels NOTE: Material Safety Data Sheets are available from the LP website: www.Ipcorp.com. have a Class C or Class 3 rating based on U.L. Control No. 11H7. FIGURE 1. RECOMMENDED UNIFORM ROOF LIVE LOADS FOR APA RATED SHEATHING(`) AND APA RATED STURD-I-FLOOR WITH STRENGTH AXIS PERPENDICULAR TO SUPPORTS(*) Panel Span Performance Maximum Span (in.) Allowable Live Loads (psf)(ej Rating Category"* With Edge Support (a) Without Edge Support Spacing of Supports Center -to -Center (in.) APA Rated Sheathing l`I 12 16 20 24 32 40 48 60 12/0 5/16 12 12 30 16/0 5/16 16 16 70 30 20/0 5/16 19.2 19.2 120 50 30 24/0 3/8 24 19.201 190 100 60 30 24/16 7/16 24 24 190 100 65 40 32/16 15/32,1/2 32 28 325 180 120 70 30 40/20 19/32,5/8 40 32- 305 205 130 60 30 48/24 23/32,3/4 48 36- - 280 175 95 45 35 60/320 7/8 60 40- - - 305 165 100 70 35 60/4810 1-1/8 60 48- - - 305 165 100 70 35 APA Rated Sturd-I-Floor I`I 12 16 20 24 32 40 48 60 16 oc 19/32,5/8 24 24 185 100 65 40 20 oc 19/32,5/8 32 32 270 150 100 60 30 24 oc 23/32,3/4 48 36- 240 160 100 50 30 25 32 oc 7/8 48 40- - 295 185 100 60 40 48 oc 1-3/32,1-1/8 60 48- - - 290 160 100 65 40 (a) Tongue and groove edges, panel edge clips (one midway* between each support, (d) 10 psf dead load assumed except two equally spaced between supports 48 inches on center or greater), lumber (e) Applies to panels 24 inches or wider applied over two or more spans. blocking, or other. (f) Check with supplier for availablity. (b)19.2 inches for 3/8 -in. and 7/16 -in. panels, 24 inches for 15/32 -in. and 1/2 -in. panels. * No established tolerance. (c) Includes APA Rated Sheathing/Ceiling Deck. **Performance Category replaces the fractional nominal thickness used in PS2. Ekam, xxx S 160th Tukwila WA age PACwww.pacstructuralengineering.com STRUCTURAL ENGINEERING CONSULTANT STRUCTURAL ENGINEERING Innovative Engineering, Built To Last. GRAVITY DESIGN Footing Bearing Capacity Pallow = 1.0 ksf Round Size dia. (inches) Pallow (k) 12 0.79 16 1.40 18 1.77 20 2.18 24 3.14 26 3.69 28 4.27 30 4.91 32 5.58 Square Lenth (Inches) Pallow (k) 12 1.00 14 1.36 16 1.78 18 2.25 20 2.78 22 3.36 24 4.00 28 5.44 32 7.11 36 9.00 40 11.11 44 13.44 48 16.00 52 18.78 56 21.78 60 25.00 64 28.44 68 32.11 72 36.00 Conti. Ftg Width (inches) w allow (klf) 16 1.33 18 1.50 20 1.67 22 1.83 24 2.00 26 2.17 28 2.33 30 2.50 32 2.67 34 2.83 36 3.00 38 3.17 40 3.33 Ekam, xxx S 160th Tukwilla WA 06/24/18 Page 47 of 96 Column Capacities Braced Unbraced Braced Both Directions (2)2x4 2600 19 ft. 500 plf (3)2x4 4000 2x6 @ 16 13.5 ft. (4)2x4 5400 30 psf (2)2x6 7000 500 plf 1000 plf (3)2x6 11000 19 ft. 500 plf (4)2x6 14500 4x4 2900 2900 4x6 7500 5400 6x6 8000 8000 11000 PSL 3 1/2 x 3 1/2 5200 PSL 3 1/2 x 5 1/4 7800 PSL31/2x7 10400 PSL 5 1/4 x 5 1/4 20660 PSL51/4x7 27545 PSL 7 x 7 40000 ,Sudwall Capacities Hmax DL LL Wind 2x6 @ 8 19 ft. 500 plf 1000 plf 30 psf 2x6 @ 16 13.5 ft. 500 plf 1000 plf 30 psf 2x8 @ 8 25 ft. 500 plf 1000 plf 30 psf 2x8 @ 16 19 ft. 500 plf 1000 plf 30 psf Ekam, xxx S 160th Tukwilla WA 06/24/18 Page 48 of 96 PAC STRUCTURAL ENGINEERING www. pacstructuraiengineering.com STRUCTURAL ENGINEERING CONSULTANT' Innovative Engineering, Built To Last. GRAVITY DESIGN Load Bearing Tables Walls supporting one floor only Walls supporting attic framing only * Tributary width is calculated as a percentage or the sum of the joist spans on either side o; the wall: simple span: 0.5 ft x (left span + right span) continuous span: 0.625 ft x. (left span + right span) Max. Tributary Width* (ft) One Floor Only Mernber Size Wall Height Member Spacing 16"o.c.Floor Load 4OLL + 12DL 2x4 8' 16"o.c. 16 24"o.c. 9 9' 16"o.c. 11 24"o.c. - 10' 16"o.c. - 24"o.c. - 2x6 a, 16"o.c. 25 24"o.c. 22 g, 16"o.c. 25 24"o.c. 22 10' 16"o.c. 25 24"o.c. 22 12' 16"o.c. 23 24"o.c. 13 14' 16"o.c. 15 24"o.c. - Max. Tributary Width* (ft) Attic Framing Only Member Size Wall Height Member Spacing 16"o.c.Floor Load 4OLL + 12DL 2x4 8' 16"o.c. 25 24"o.c. 15 9' 16"o.c. 20 24"o.c. 11 10' 16"o.c. 14 24"o.c. - 2x6 8' 16"o.c. 25 24"o.c. 25 g, 16'b.c. 25 24"o.c. 25 10' 16"o.c. 25 24"o.c. 25 12' 16"o.c. 25 24"o.c. 22 14' 16"o.c. 25 24"o.c. 13 Ekam, xxx S 160th Tukwilla WA 06/24/18 Page 49 of 96 WoodWorks SOFTWARE FOR WOOD DESIGN COMPANY Oct. 17, 2016 21:36 PROJECT column Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit dl Self -weight Dead Dead Axial Axial (Ecc. = 0.58") 2600 23 lbs lbs Lateral Reactions (lbs): 10' m >o -1 m Ak 0' 10' Unfactored: Dead 13 -13 Factored: R ->L Load comb L ->R Load comb 13 #1 13 #1 #1 (2) 2x4 braced Lumber n -ply, Hem -Fir (N), No.1/No.2, 2x4, 2 -ply (3"x3-1/2") Support: Non -wood Total length: 10.0'; volume = 0.7 cu.ft.; Pinned base; Load face = width(b); Built-up fastener: nails; Ke x Lb: 1.0 x 0.0 = 0.0 [ft]; Ke x Ld: 1.0 x 10.0 = 10.0 [ft]; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear Bending(+) Axial Combined (ax=a1 Axial Bearing Live Defl'n Total Defl'n fv = 2 fb = 248 fc = 250 + eccentric moment) fc = 250 negligible 0.08 = <L/999 Fv' = 130 Fb' = 1350 Fc' = 380 Fc* = 1501 1.00 = L/120 psi psi psi psi in fv/Fv' = 0.01 fb/Fb' = 0.18 fc/Fc' = 0.66 Eq.15.4-3 = 0.98 fc/Fc* = 0.17 0.08 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fv' 145 0.90 1.00 1.00 - - - - 1.00 1.00 1 Fb'+ 1000 0.90 1.00 1.00 1.000 1.500 1.00 1.00 1.00 1.00 1 Fc' 1450 0.90 1.00 1.00 0.253 1.150 - - 1.00 1.00 1 E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 1 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 1 Fc* 1450 0.90 1.00 1.00 - 1.150 - - 1.00 1.00 1 CRITICAL LOAD COMBINATIONS: Shear : LC #1 = D only, V = 13, V design = 13 lbs Bending(+): LC #1 = D only, M = 126 lbs -ft Deflection: LC #1 = D only (total) Axial : LC #1 = D only, P = 2623 lbs Kf = 1.00 Eq.15.4-3 : LC #1 = D only Fb'= 1350 FcE= 406 Pxe/S=fc(6xe/d)= 248 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 2012 CALCULATIONS: Deflection: EI = 8.57e06 lb-int/ply "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Ekam, xxx S 160th Tukwilla WA 06/24/18 Page 50 of 96 1 WoodWorks SOFTWARE FOR WOOD DESIGN COMPANY Oct. 17, 2016 21:34 PROJECT column Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit dl Self -weight Dead Dead Axial Axial (Ecc. = 0.58") 4000 35 lbs lbs Lateral Reactions (lbs): i' 10' co n) FiD o 10' Unfactored: Dead Factored: 19 -19 R ->L Load comb L ->R Load comb 19 #1 19 #1 #1 (3) 2x4 braced Lumber n -ply, Hem -Fir (N), No.1/No.2, 2x4, 3 -ply (4-112"x3-112") Support: Non -wood Total length: 10.0'; volume = 1.1 cu.ft.; Pinned base; Load face = width(b); Built-up fastener: nails; Ke x Lb: 1.0 x 0.0 = 0.0 [ft]; Ke x Ld: 1.0 x 10.0 = 10.0 [ft]; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear Bending(+) Axial Combined (ax_al Axial Bearing Live Defl'n Total Defl'n fv = 2 fb = 254 fc = 256 + eccentric moment) fc = 256 negligible 0.08 = <L/999 Fv' = 130 Fb' = 1552 Fc' = 380 Fc* = 1501 1.00 = L/120 psi psi psi psi in fv/Fv' = 0.01 fb/Fb' = 0.16 fc/Fc' = 0.67 Eq.15.4-3 = 0.96 fc/Fc* = 0.17 0.08 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fv' 145 0.90 1.00 1.00 - - - - 1.00 1.00 1 Fb'+ 1000 0.90 1.00 1.00 1.000 1.500 1.00 1.15 1.00 1.00 1 Fc' 1450 0.90 1.00 1.00 0.253 1.150 - - 1.00 1.00 1 E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 1 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 1 Fc* 1450 0.90 1.00 1.00 - 1.150 - - 1.00 1.00 1 CRITICAL LOAD COMBINATIONS: Shear : LC #1 = D only, V = 19, V design = 19 lbs Bending(+): LC #1 = D only, M = 194 lbs -ft Deflection: LC #1 = D only (total) Axial : LC #1 = D only, P = 4035 lbs Kf = 1.00 Eq.15.4-3 : LC #1 = D only Fb'= 1552 FcE= 406 Pxe/S=fc(6xe/d)= 254 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 2012 CALCULATIONS: Deflection: EI = 8.57e06 lb-int/ply "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Ekam, xxx S 160th Tukwilla WA 06/24/18 Page 51 of 96 WoodWorks® ` - SOFTWARE FOR WOOD DESIGN COMPANY Oct. 17, 2016 21:35 PROJECT column Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit dl Self -weight Dead Dead Axial Axial (Ecc. = 0.58") 5400 46 lbs lbs Lateral Reactions (lbs): 10' W w > m o -o 0' Q 10' Unfactored: Dead Factored: 26 -26 R ->L Load comb L ->R Load comb, 26 #1 26 #1 #1 (4) 2x4 braced Lumber n -ply, Hem -Fir (N), No.1/No.2, 2x4, 4 -ply (6"x3-1/2") Support: Non -wood Total length: 10.0'; volume = 1.5 cu.ft.; Pinned base; Load face = width(b); Built-up fastener: nails; Ke x Lb: 1.0 x 0.0 = 0.0 [ft]; Ke x Ld: 1.0 x 10.0 = 10.0 [ft]; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear Bending(+) Axial Combined (ax=a1 Axial Bearing Live Defl'n Total Defl'n fv = 2 fb = 257 fc = 259 + eccentric moment) fc = 259 negligible 0.08 = <L/999 Fv' = 130 Fb' = 1552 Fc' = 380 Fc* = 1501 1.00 = L/120 psi psi psi psi in fv/Fv' = 0.01 fb/Fb' = 0.17 fc/Fc' = 0.68 Eq.15.4-3 = 0.99 fc/Fc* = 0.17 0.08 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fv' 145 0.90 1.00 1.00 - - - - 1.00 1.00 1 Fb'+ 1000 0.90 1.00 1.00 1.000 1.500 1.00 1.15 1.00 1.00 1 Fc' 1450 0.90 1.00 1.00 0.253 1.150 - - 1.00 1.00 1 E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 1 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 1 Fc* 1450 0.90 1.00 1.00 - 1.150 - - 1.00 1.00 1 CRITICAL LOAD COMBINATIONS: Shear : LC #1 = D only, V = 26, V design = 26 lbs Bending(+): LC #1 = D only, M = 263 lbs -ft Deflection: LC #1 = D only (total) Axial : LC #1 = D only, P = 5446 lbs Kf = 1.00 Eq.15.4-3 : LC #1 = D only Fb'= 1552 FcE= 406 Pxe/S=fc(6xe/d)= 257 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 2012 CALCULATIONS: Deflection: EI = 8.57e06 lb-in2/ply "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Ekam, xxx S 160th Tukwilla WA 06/24/18 Page 52 of 96 WoodWorks® SOF7WARF FOR WOOD DESIGN COMPANY Oct. 17, 2016 21:37 PROJECT column Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit dl Self -weight Dead Dead Axial Axial (Ecc. = 0.92") 7000 36 lbs lbs Lateral Reactions (lbs): 10' .1' m v P m o 0' 10' Unfactored: Dead Factored: 53 -53 R ->L Load comb L ->R Load comb 53 #1 53 #1 #1 (2) 2x6 braced Lumber n -ply, Hem -Fir (N), No.1/No.2, 2x6, 2 -ply (3"x5-112") Support: Non -wood Total length: 10.0'; volume = 1.1 cu.ft.; Pinned base; Load face = width(b); Built-up fastener: nails; Ke x Lb: 1.0 x 0.0 = 0.0 [ft]; Ke x Ld: 1.0 x 10.0 = 10.0 [ft]; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear Bending(+) Axial Combined (axal Axial Bearing Live Defl'n Total Defl'n fv = 5 fb = 424 fc = 426 + eccentric moment) fc = 426 negligible 0.09 = <L/999 Fv' = 130 Fb' = 1170 Fc' = 800 Fc* = 1435 1.00 = L/120 psi psi psi psi in fv/Fv' = 0.04 fb/Fb' = 0.36 fc/Fc' = 0.53 Eq.15.4-3 = 0.98 fc/Fc* = 0.30 0.09 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fv' 145 0.90 1.00 1.00 - - - - 1.00 1.00 1 Fb'+ 1000 0.90 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 1 Fc' 1450 0.90 1.00 1.00 0.557 1.100 - - 1.00 1.00 1 E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 1 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 1 Fc* 1450 0.90 1.00 1.00 - 1.100 - - 1.00 1.00 1 CRITICAL LOAD COMBINATIONS: Shear : LC #1 = D only, V = 53, V design = 53 lbs Bending(+): LC #1 = D only, M = 535 lbs -ft Deflection: LC #1 = D only (total) Axial : LC #1 = D only, P = 7036 lbs Kf = 1.00 Eq.15.4-3 : LC #1 = D only Fb'= 1170 FcE= 1002 Pxe/S=fc(6xe/d)= 424 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 2012 CALCULATIONS: Deflection: EI = 33.3e06 lb-int/ply "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Ekam, xxx S 160th Tukwilla WA 06/24/18 Page 53 of 96 i1 WoodWorks® SOFTWARE FOR WOOD DESIGN COMPANY Oct. 17, 2016 21:38 PROJECT column Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit dl Self -weight Dead Dead Axial Axial (Ecc. = 0.92") 11000 54 lbs lbs Lateral Reactions (lbs): 10' co m >o m -1 -° 0' 0 10' Unfactored: Dead 84 -84 Factored: R ->L Load comb L ->R Load comb 84 #1 84 #1 #1 (3) 2x6 braced Lumber n -ply, Hem -Fir (N), No.1/No.2, 2x6, 3 -ply (4-1/2"x5-112") Support: Non -wood Total length: 10.0'; volume = 1.7 cu.ft.; Pinned base; Load face = width(b); Built-up fastener: nails; Ke x Lb: 1.0 x 0.0 = 0.0 [ft]; Ke x Ld: 1.0 x 10.0 = 10.0 [ft]; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear Bending(+) Axial Combined (ax:al Axial Bearing Live Defl'n Total Defl'n fv = 5 fb = 444 fc = 447 + eccentric moment) fc = 447 negligible 0.09 = <L/999 Fv' = 130 Fb' = 1345 Fc' = 800 Fc* = 1435 1.00 = L/120 psi psi psi psi in fv/Fv' = 0.04 fb/Fb' = 0.33 fc/Fc' = 0.56 Eq.15.4-3 = 0.97 fc/Fc* = 0.31 0.09 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fv' 145 0.90 1.00 1.00 - - - - 1.00 1.00 1 Fb'+ 1000 0.90 1.00 1.00 1.000 1.300 1.00 1.15 1.00 1.00 1 Fc' 1450 0.90 1.00 1.00 0.557 1.100 - - 1.00 1.00 1 E. 1.6 million 1.00 1.00 - - - - 1.00 1.00 1 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 1 Fc* 1450 0.90 1.00 1.00 - 1.100 - - 1.00 1.00 1 CRITICAL LOAD COMBINATIONS: Shear : LC #1 = D only, V = 84, V design = 84 lbs Bending(+): LC #1 = D only, M = 840 lbs -ft Deflection: LC #1 = D only (total) Axial : LC #1 = D only, P = 11054 lbs Kf = 1.00 Eq.15.4-3 : LC #1 = D only Fb'= 1345 FCE= 1002 Pxe/S=fc(6xe/d)= 444 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 2012 CALCULATIONS: Deflection: EI = 33.3e06 lb-in2/ply "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Ekam, xxx S 160th Tukwilla WA 06/24/18 Page 54 of 96 WoodWorks° SOFTWARE FOR WOOD DESIGN COMPANY Oct. 17, 2016 21:39 PROJECT column Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit dl Self -weight Dead Dead Axial Axial (Ecc. = 0.92") 14500 73 lbs lbs Lateral Reactions (lbs): 10' ilim 0' A 10' Unfactored: Dead Factored: 111 -111 R ->L Load comb L ->R Load comb 111 #1 111 #1 #1 (4) 2x6 braced Lumber n -ply, Hem -Fir (N), No.1/No.2, 2x6, 4 -ply (6"x5-1/2") Support: Non -wood Total length: 10.0'; volume = 2.3 cu.ft.; Pinned base; Load face = width(b); Built-up fastener: nails; Ke x Lb: 1.0 x 0.0 = 0.0 [ft]; Ke x Ld: 1.0 x 10.0 = 10.0 [ft]; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear Bending(+) Axial Combined (ax_al Axial Bearing Live Defl'n Total Defl'n fv = 5 fb = 439 fc = 442 + eccentric moment) fc = 442 negligible 0.09 = <L/999 Fv' = 130 Fb' = 1345 Fc' = 800 Fc* = 1435 1.00 = L/120 psi psi psi psi in fv/Fv' = 0.04 fb/Fb' = 0.33 fc/Fc' = 0.55 Eq.15.4-3 = 0.95 fc/Fc* = 0.31 0.09 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fv' 145 0.90 1.00 1.00 - - - - 1.00 1.00 1 Fb'+ 1000 0.90 1.00 1.00 1.000 1.300 1.00 1.15 1.00 1.00 1 Fc' 1450 0.90 1.00 1.00 0.557 1.100 - - 1.00 1.00 1 E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 1 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 1 Fc* 1450 0.90 1.00 1.00 - 1.100 - - 1.00 1.00 1 CRITICAL LOAD COMBINATIONS: Shear : LC #1 = D only, V = 111, V design = 111 lbs Bending(+): LC #1 = D only, M = 1108 lbs -ft Deflection: LC #1 = D only (total) Axial : LC #1 = D only, P = 14573 lbs Kf = 1.00 Eq.15.4-3 : LC #1 = D only Fb'= 1345 FCE= 1002 Pxe/S=fc(6xe/d)= 439 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 2012 CALCULATIONS: Deflection: EI = 33.3e06 lb-int/ply "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Ekam, xxx S 160th Tukwilla WA 06/24/18 Page 55 of 96 1141 1 1 WoodWorks® SOFTWARE FOR WOOD DESIGN COMPANY Oct. 17, 2016 21:41 PROJECT column Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit dl Self -weight Dead Dead Axial Axial (Ecc. = 0.58") 2900 29 lbs lbs Lateral Reactions (lbs): t 10' co D 0 o CD L 0 10' Unfactored: Dead 14 -14 Factored: R ->L Load comb L ->R Load comb 14 #1 14 #1 #1 4x4 braced Lumber Post, D.Fir-L (N), No.1/No.2, 4x4 (3-1/2"x3-1/2") Support: Non -wood Total length: 10.0'; volume = 0.9 cu.ft.; Pinned base; Load face = width(b); Ke x Lb: 1.0 x 0.0 = 0.0 [ft]; Ke x Ld: 1.0 x 10.0 = 10.0 [ft]; Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear Bending(+) Axial Combined (ax:al Axial Bearing Live Defl'n Total Defl'n fv = 2 fb = 237 fc = 239 + eccentric moment) fc = 239 negligible 0.08 = <L/999 Fv' = 162 Fb' = 1147 Fc' = 379 Fc* = 1449 1.00 = L/120 psi psi psi psi in fv/Fv' = 0.01 fb/Fb' = 0.21 fc/Fc' = 0.63 Eq.15.4-3 = 0.97 fc/Fc* = 0.16 0.08 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fv' 180 0.90 1.00 1.00 - - - - 1.00 1.00 1 Fb'+ 850 0.90 1.00 1.00 1.000 1.500 1.00 1.00 1.00 1.00 1 Fc' 1400 0.90 1.00 1.00 0.261 1.150 - - 1.00 1.00 1 E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 1 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 1 Fc* 1400 0.90 1.00 1.00 - 1.150 - - 1.00 1.00 1 CRITICAL LOAD COMBINATIONS: Shear : LC #1 = D only, V = 14, V design = 14 lbs Bending(+): LC #1 = D only, M = 141 lbs -ft Deflection: LC #1 = D only (total) Axial : LC #1 = D only, P = 2929 lbs Eq.15.4-3 : LC #1 = D only Fb'= 1147 FcE= 406 Pxe/S=fc(6xe/d)= 237 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 2012 CALCULATIONS: Deflection: EI = 20.0e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Axial load eccentricity applied in direction of load face only. It is the designers responsibility to check for effect of eccentricity in the other direction. Ekam, xxx S 160th Tukwilla WA 06/24/18 Page 56 of 96 IWoodworks° SOFTWARE FOR WOOD DESIGN COMPANY Oct. 17, 2016 21:49 PROJECT column Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit dl Self -weight Dead Dead Axial Axial (Ecc. = 0.58") 2900 29 lbs lbs Lateral Reactions (lbs): t 10' °' D o m L 0. 10' Unfactored: Dead Factored: 14 -14 R ->L Load comb L ->R Load comb 14 #1 14 #1 #1 4x4 unbraced Lumber Post, D.Fir-L (N), No.1/No.2, 4x4 (3-1/2"x3-112") Support: Non -wood Total length: 10.0'; volume = 0.9 cu.ft.; Pinned base; Load face = width(b); Ke x Lb: 1.0 x 10.0 = 10.0 [ft]; Ke x Ld: 1.0 x 10.0 = 10.0 [ft]; Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear Bending(+) Axial Combined (ax:al Axial Bearing Live Defl'n Total Defl'n fv = 2 fb = 237 fc = 239 + eccentric moment) fc = 239 negligible 0.08 = <L/999 Fv' = 162 Fb' = 1147 Fc' = 379 Fc* = 1449 1.00 = L/120 psi psi psi psi in fv/Fv' = 0.01 fb/Fb' = 0.21 fc/Fc' = 0.63 Eq.15.4-3 = 0.97 fc/Fc* = 0.16 0.08 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fv' 180 0.90 1.00 1.00 - - - - 1.00 1.00 1 Fb'+ 850 0.90 1.00 1.00 1.000 1.500 1.00 1.00 1.00 1.00 1 Fc' 1400 0.90 1.00 1.00 0.261 1.150 - - 1.00 1.00 1 E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 1 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 1 Fc* 1400 0.90 1.00 1.00 - 1.150 - - 1.00 1.00 1 CRITICAL LOAD COMBINATIONS: Shear : LC #1 = D only, V = 14, V design = 14 lbs Bending(+): LC #1 = D only, M = 141 lbs -ft Deflection: LC #1 = D only (total) Axial : LC #1 = D only, P = 2929 lbs Eq.15.4-3 : LC #1 = D only Fb'= 1147 FcE= 406 Pxe/S=fc(6xe/d)= 237 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 2012 CALCULATIONS: Deflection: EI = 20.0e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Axial load eccentricity applied in direction of load face only. It is the designers responsibility to check for effect of eccentricity in the other direction. Ekam, xxx S 160th Tukwilla WA 06/24/18 Page 57 of 96 %i WoodWorks SOFTWARE FOR WOOD DESIGN COMPANY Oct. 17, 2016 21:43 PROJECT column Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit dl Self-weight Dead Dead Axial Axial (Ecc. = 0.92") 7500 45 lbs lbs Lateral Reactions (lbs): 10' co clo'm D a 0' L 10' Unfactored: Dead Factored: 57 -57 R->L Load comb L->R Load comb 57 #1 57 #1 #1 4x6 braced Lumber Post, D.Fir-L (N), No.1/No.2, 4x6 (3-1/2"x5-112") Support: Non-wood Total length: 10.0'; volume = 1.3 cu.ft.; Pinned base; Load face = width(b); Ke x Lb: 1.0 x 0.0 = 0.0 [ft]; Ke x Ld: 1.0 x 10.0 = 10.0 [ft]; Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear Bending(+) Axial Combined (axial Axial Bearing Live Defl'n Total Defl'n fv = 4 fb = 390 fc = 392 + eccentric moment) fc = 392 negligible 0.08 = <L/999 Fv' = 162 Fb' = 994 Fc' = 791 Fc* = 1386 1.00 = L/120 psi psi psi psi in fv/Fv' = 0.03 fb/Fb' = 0.39 fc/Fc' = 0.50 Eq.15.4-3 = 0.95 fc/Fc* = 0.28 0.08 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fv' 180 0.90 1.00 1.00 - - - - 1.00 1.00 1 Fb'+ 850 0.90 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 1 Fc' 1400 0.90 1.00 1.00 0.571 1.100 - - 1.00 1.00 1 E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 1 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 1 Fc* 1400 0.90 1.00 1.00 - 1.100 - - 1.00 1.00 1 CRITICAL LOAD COMBINATIONS: Shear : LC #1 = D only, V = 57, V design = 57 lbs Bending(+): LC #1 = D only, M = 573 lbs-ft Deflection: LC #1 = D only (total) Axial : LC #1 = D only, P = 7545 lbs Eq.15.4-3 : LC #1 = D only Fb'= 994 FcE= 1002 Pxe/S=fc(6xe/d)= 390 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 2012 CALCULATIONS: Deflection: EI = 77.6e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Axial load eccentricity applied in direction of load face only. It is the designers responsibility to check for effect of eccentricity in the other direction. Ekam, xxx S 160th Tukwilla WA 06/24/18 Page 58 of 96 1 WoodWorks® SOFTWARE FOR WOOD DESIGN COMPANY Oct. 17, 2016 21:48 PROJECT column Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit dl Self -weight Dead Dead Axial Axial (Ecc. = 0.92") 5400 45 lbs lbs Lateral Reactions (lbs): 10' W m po m -1 -0 0' 0 10' Unfactored: Dead Factored: 41 -41 R ->L Load comb L ->R Load comb 41 #1 41 #1 #1 4x6 unbraced Lumber Post, D.Fir-L (N), No.1/No.2, 4x6 (3-1/2"x5-1/2") Support: Non -wood Total length: 10.0'; volume = 1.3 cu.ft.; Pinned base; Load face = width(b); Ke x Lb: 1.0 x 10.0 = 10.0 [ft]; Ke x Ld: 1.0 x 10.0 = 10.0 [ft]; Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear Bending(+) Axial Combined (ax_al Axial Bearing Live Defl'n Total Defl'n fv = 3 fb = 281 fc = 283 + eccentric moment) fc = 283 negligible 0.06 = <L/999 Fv' = 162 Fb' = 994 Pc' = 377 Fc* = 1386 1.00 = L/120 psi psi psi psi in fv/Fv' = 0.02 fb/Fb' = 0.28 fc/Fc' = 0.75 Eq.15.4-3 = 0.98 fc/Fc* = 0.20 0.06 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fv' 180 0.90 1.00 1.00 - - - - 1.00 1.00 1 Fb'+ 850 0.90 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 1 Fc' 1400 0.90 1.00 1.00 0.272 1.100 - - 1.00 1.00 1 E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 1 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 1 Fc* 1400 0.90 1.00 1.00 - 1.100 - - 1.00 1.00 1 CRITICAL LOAD COMBINATIONS: Shear : LC #1 = D only, V = 41, V design = 41 lbs Bending(+): LC #1 = D only, M = 413 lbs -ft Deflection: LC #1 = D only (total) Axial : LC #1 = D only, P = 5445 lbs Eq.15.4-3 : LC #1 = D only Fb'= 994 FcE= 1002 Pxe/S=fc(6xe/d)= 281 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 2012 CALCULATIONS: Deflection: EI = 77.6e06 lb -int "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Axial load eccentricity applied in direction of load face only. It is the designers responsibility to check for effect of eccentricity in the other direction. Ekam, xxx S 160th Tukwilla WA 06/24/18 Page 59 of 96 WoodWorks SOFTWARE FOR WOOD DESIGN COMPANY Oct. 17, 2016 21:45 PROJECT column Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit dl Self -weight Dead Dead Axial Axial (Ecc. = 0.92") 8000 71 lbs lbs Lateral Reactions (lbs): 10' t co y > m o -o 0' A 10' Unfactored: Dead Factored: 61 -61 R ->L Load comb L ->R Load comb 61 #1 61 #1 #1 6x6 braced Timber -soft, D.Fir-L (N), No.2, 6x6 (5-112"x5-112") Support: Non -wood Total length: 10.0'; volume = 2.1 cu.ft.; Post and timber; Pinned base; Load face = width(b); Ke x Lb: 1.0 x 0.0 = 0.0 [ft]; Ke x Ld: 1.0 x 10.0 = 10.0 [ft]; Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear Bending(+) Axial Combined (ax_al Axial Bearing Live Defl'n Total Defl'n fv = 3 fb = 264 fc = 267 + eccentric moment) fc = 267 negligible 0.07 = <L/999 Fv' = 153 Fb' = 652 Fc' = 485 Fc* = 630 1.00 = L/120 psi psi psi psi in fv/Fv' = 0.02 fb/Fb' = 0.41 fc/Fc' = 0.55 Eq.15.4-3 = 0.95 fc/Fc* = 0.42 0.07 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fv' 170 0.90 1.00 1.00 - - - - 1.00 1.00 1 Fb'+ 725 0.90 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 1 Fc' 700 0.90 1.00 1.00 0.771 1.000 - - 1.00 1.00 1 E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 1 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 1 Fc* 700 0.90 1.00 1.00 - 1.000 - - 1.00 1.00 1 CRITICAL LOAD COMBINATIONS: Shear : LC #1 = D only, V = 61, V design = 61 lbs Bending(+): LC #1 = D only, M = 611 lbs -ft Deflection: LC #1 = D only (total) Axial : LC #1 = D only, P = 8071 lbs Eq.15.4-3 : LC #1 = D only Fb'= 652 FcE= 812 Pxe/S=fc(6xe/d)= 264 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 2012 CALCULATIONS: Deflection: EI = 99.1e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Axial load eccentricity applied in direction of load face only. It is the designers responsibility to check for effect of eccentricity in the other direction. Ekam, xxx S 160th Tukwilla WA 06/24/18 Page 60 of 96 -i WoodWorks® SOFTWARE FOR WOOD DESIGN COMPANY Oct. 17, 2016 21:47 PROJECT column Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit dl Self -weight Dead Dead Axial Axial (Ecc. = 0.92") 8000 71 lbs lbs Lateral Reactions (lbs): 10' w °'D N co o -0 0' 10' Unfactored: Dead Factored: 61 -61 R ->L Load comb L ->R Load comb 61 #1 61 #1 #1 6x6 unbraced Timber -soft, D.Fir-L (N), No.2, 6x6 (5-1/2"x5-112") Support: Non -wood Total length: 10.0'; volume = 2.1 cu.ft.; Post and timber; Pinned base; Load face = width(b); Ke x Lb: 1.0 x 10.0 = 10.0 [ft]; Ke x Ld: 1.0 x 10.0 = 10.0 [ft]; Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear Bending(+) Axial Combined (ax_al Axial Bearing Live Defl'n Total Defl'n fv = 3 fb = 264 fc = 267 + eccentric moment) fc = 267 negligible 0.07 = <L/999 Fv' = 153 Fb' = 652 Fc' = 485 Fc* = 630 1.00 = L/120 psi psi psi psi in fv/Fv' = 0.02 fb/Fb' = 0.41 fc/Fc' = 0.55 Eq.15.4-3 = 0.95 fc/Fc* = 0.42 0.07 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fv' 170 0.90 1.00 1.00 - - - - 1.00 1.00 1 Fb'+ 725 0.90 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 1 Fc' 700 0.90 1.00 1.00 0.771 1.000 - - 1.00 1.00 1 E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 1 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 1 Fc* 700 0.90 1.00 1.00 - 1.000 - - 1.00 1.00 1 CRITICAL LOAD COMBINATIONS: Shear : LC #1 = D only, V = 61, V design = 61 lbs Bending(+): LC #1 = D only, M = 611 lbs -ft Deflection: LC #1 = D only (total) Axial : LC #1 = D only, P = 8071 lbs Eq.15.4-3 : LC #1 = D only Fb'= 652 FcE= 812 Pxe/S=fc(6xe/d)= 264 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 2012 CALCULATIONS: Deflection: EI = 99.1e06 lb -int "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Axial load eccentricity applied in direction of load face only. It is the designers responsibility to check for effect of eccentricity in the other direction. Ekam, xxx S 160th Tukwilla WA 06/24/18 Page 61 of 96 • ;It Wo )dWorks® SOFTWARE FOR WOOD DESIGN COMPANY Oct. 17, 2016 22:18 PROJECT column Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: Load Type Distribution Pat- tern Location (ft] Start End Magnitude Start End Unit dl Self -weight Dead Dead Axial Axial (Ecc. = 0.92") 11000 71 lbs lbs Lateral Reactions (lbs): 10' I LO °'D m o -0 0' 0 10' Unfactored: Dead Factored: 84 -84 R ->L Load comb L ->R Load comb 84 #1 84 #1 #1 6x6 braced both directions Timber -soft, D.Fir-L (N), No.2, 6x6 (5-112"x5-112") Support: Non -wood Total length: 10.0'; volume = 2.1 cu.ft.; Post and timber; Pinned base; Load face = width(b); Ke x Lb: 1.0 x 0.0 = 0.0 [ft]; Ke x Ld: 1.0 x 0.0 = 0.0 [ft]; Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear Bending(+) Axial Combined (ax:al Axial Bearing Live Defl'n Total Defl'n fv = 4 fb = 364 fc = 366 + eccentric moment) fc = 366 negligible 0.09 = <L/999 Fv' = 153 Fb' = 652 Fc' = 630 Fc* = 630 1.00 = L/120 psi psi psi psi in fv/Fv' = 0.03 fb/Fb' = 0.56 fc/Fc' = 0.58 Eq.15.4-3 = 0.89 fc/Fc* = 0.58 0.09 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fv' 170 0.90 1.00 1.00 - - - - 1.00 1.00 1 Fb'+ 725 0.90 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 1 Fc' 700 0.90 1.00 1.00 1.000 1.000 - - 1.00 1.00 1 E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 1 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 1 Fc* 700 0.90 1.00 1.00 - 1.000 - - 1.00 1.00 1 CRITICAL LOAD COMBINATIONS: Shear : LC #1 = D only, V = 84, V design = 84 lbs Bending(+): LC #1 = D only, M = 840 lbs -ft Deflection: LC #1 = D only (total) Axial : LC #1 = D only, P = 11071 lbs Eq.15.4-3 : LC #1 = D only Fb'= 652 FcE=11686785 Pxe/S=fc(6xe/d)= 364 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 2012 CALCULATIONS: Deflection: EI = 99.1e06 lb -int "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. FIRE RATING: may be conservative relative to approved code provisions for "short" columns. 4. Axial load eccentricity applied in direction of load face only. It is the designers responsibility to check for effect of eccentricity in the other direction. Fkm avvv q 1Rrlth Tt,In, ills WA /1 /9d/1R Panc R9 of OR • • COLUMNS Allowable Axial Loads (lbs) for 1.3E TimberStrand® LSL Column Bearing Type Effective Column Length Column Size 31/2" x 31" 31/4" x 43/e" 31/2" x 51" 31" x 711" 31/2" x 8s/e" 100% 1 115% 1 125% 100% 1 115% 125% 100% 115% 125% 100% 1 115% 1 125% 100% 1 115% 1 125% On Column Base 3' 12,165 1 13,665 1 14,625 15,210 17,085 1 18,280 19,120 .L 21,475 • 22,980 18,590 19,625 25,205] 28,310 00,290 22,260 24,505 25,870 29,985 y 33,680 ' 36,035 4' 10,745 11,830 12,490 13,435 14,790 15,610 - r4. 11,400 1 12,265 1 12,765 9,440 9,980 10,295 7,79T41;_8,160 8,370 26,480 29,155 30,780 5' - 11-0,215 9,120-1 9,810 , 10,215 7,550 7,985 8,235 _16,885 14,335 ` 15,420:16,050 11,865 12,550 12,945 9,800 10,520 4_10,255_4_ 8,160 8,485 8,670 r 6,870 1 7,110 7,245 t- 18,895 20,325 21,155 15,640 16,540 • 17,060 12,915 13,520 T 13,870 r--. ._. 22,480 T 24,180 25,170 6' 18,610 19,680 20,300 1' 6,235 6,525 7 6,695 1 5,195 5,400 5,515 4,3751 4,525 4,610 15,365' 16,085 16,500 i_ 8' -+ 6,490 6,750 6,895 + 5,465 5,655 5,765 + 10,755 11,185 11,430 + 12,795_ 13,305 13,595 9' 9,060 1_9,3701 9,550 7,715 7,950 8,085 10,775y 1111150 11,360 9,115 9,460. -9,M5- ,62012' 10' 3,725 3,840 3,905 4,655 4,795. 4,880 3,480 , 3,565 1 3,615 2,695 , 2,750. 2,780 5,850 6,030 6,135 12' 2,785 T 2,855 2,895 4,3754,485 [ 4,545 3,385 ' 3,455 3,495 5,770 5,9101 5,995 6,860 7,030 T 7,130 14' 2,155 2,200 2,225 4,465 4,555. 4,610 5,310 5,420. 5,485 On Wood Platen 3'-1' 5,765 J 5,765 5,765 7,065 1 7,065 I 7,065 8,740 1 8,740 1 8,740 10,785 i 10,785 1 10,785 12,830 1 12,830 1 12,830 8' _1 5,195 5,400 5,515 4,375 4,525 T 4,610 6,490 6,750 6,895 8,160 8,485 8,670 10,755 10,785 10,785 12,795 12,830 12,830 9' 5,465 T 5,6- 55 t 5,765 6,870 1 7,110 7,245 9,060 1 9,370 9,550 7,715 7,950 8,085 10,775 " 11,150 11,360 9,175 9,460 9,620 10' 3,725 3,840 3,905 _ 4,655 4,795 4,880 5,850 6,030 6,135 4,375 I 4,485 T 4,545 12' 2,785 2,855 T 2,895 3,480 3,5� 65 t 3,615 2,695 2,750 2,780 _ 5,770 j 5,910 5,995 4,465 4,555 4,610 6,860 ' 7,030 % 7,130 5,310 5,420 5,485 14' 2,155 2,200 2,225 3,385 , 3,455 3,495 (1) Wood plate bearing is based on compression perpendicular -to -grain stress of 425 psi adjusted per the NDS®, 3.10.4. (2) See connection details below. Allowable Axial Loads (lbs) for 1.8E Parallam® PSL Column Bearing Effective Column Column Size 31/4" x 344" 114" x 5W 31/2" x 1" 51/4" x 514" 5/" x 1" 7" x 1" Type Length 100% ( 115% 1 125% 100% J 115% 1 125% 100% 115% 125% 100% 1 115% 1 125% 100% 1 115% 1 125% 100% 1 115% 125% 6' 10,595' 11,200 11,545 15,890 116,800 17,320 21,190 22,395 23,095 33,295 ; 36,675 38,735 40,000 40,000 140,000 40,000 40,000140,000 1' 8,735 9,140 9,370 13,105113,710 14,060 17,475 18,280 18,745 30,010 32,545 34,030 40,000 140,000 40,000 40,000 40,000x40,000 8' 7,265 7,550 7,715 10,900 11,325 11,570 14,535 15,100 15,425 26,650 ; 28,490 T29,555 35,530 1 37,985 ; 39,410 40,000 40,000 ;40,000 9' 6,115 6,320. 6,440 9,170 1 9,480 , 9,660 12,225 12,640 .12,880 23,475 , 24,835 , 25,620 31,300 i 33,115 34,165 40,000 40,000 .40,000 10' 5.200 5.3551 5.445 7.800 8.035 1 8 170 )0 400 10.715 1 10.895 20.66071.695 128.925 ' 29.775 40.000 40.000 :40.0001 CoO n mn 12' 3,885 3,980 ' 4,030 5,825 15,965 ' 6,050 7,765 7,955 8,065 16,160.16,805 _122290_77.545 17,175 21,545 ' 22,405 22,900 40,000 40,000 .40,000 14' 3,000 3,065 3,100 4,500, 4,595 4,645 6,0051-061T,195 12,890, 13,315 13,560 17,185; 17,75518,080 x Base 34,155 35,7851-36,720 16' 10,480 10,775 10,950 13,970 14,370 14,595 28,485 29,640 30,300 18' 8,670 8,8851 9,010 11,560 rll,850112,010 24,020 24,860 25,345 20' Slenderness ratio exceeds 50 7,285 7,535 9,710_1_9,925 10,050 20,475 21,110 21,475 22' _7,445 17,630 18,125 18,405 24' 15,325 ; 15,715 15,935 General Notes • Tables are based on: - Solid, one-piece column members used in dry -service conditions. - Bracing in both directions at column ends. - NDS®. - Simple columns with axial loads only. For side loads or other combined bending and axial loads, see the NDS®. • Allowable loads have been adjusted to accommodate the worst case of the following eccentric conditions: Vs of column thickness (first dimension) or x/e of column width. • Beams and columns must remain straight to within St%coe (in.) of true alignment. L is the unrestrained length of the member in feet. For column allowable design stresses see page 5. The column and connector values listed are for dry -service conditions ONLY When wet -service conditions exist, contact your Weyerhaeuser representative for other product solutions. Wide face of strands Top or Bottom Plate Connection Two 16d (0.162" x 31/2") nails for every 1/" of column width, nailed through the plate into the column In order to use the manufacturer's published capacities when designing column caps, bases, or holdowns for uplift the bolts or screws must be installed perpendicular to the wide face of strands as shown at left. Wide face of strands DO NOT install bolts or screws into the narrow face of strands Ekam, xxx S 160th Tukwilla WA Trus Joist® Beam, Header and Collier's Guide TJ -9000 I July 2016 30 Page 63 of 96 0 WoodWorks° ' - SORWARf FOR WOOD DES/GN COMPANY Oct. 17, 2016 22:30 PROJECT studwall Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit DL LL WL Self -weight Dead Live Wind Dead ;Axial Axial UDL Axial UDL Full Area UDL (Ecc. = 0.50") (Ecc. = 0.50") 500 1000 30.00(8.0") 49 plf plf psf plf Lateral Reactions (lbs): 19' W N D 0 -a m 0 0' 19' Unfactored: Dead Live Wind Factored: 1 1 190 -1 -1 190 R ->L Load comb L ->R Load comb 115 #5 2 #2 114 #4 2x6 @ 8 Lumber Stud, Hem -Fir, No.2, 2x6 (1-1/2"x5-1/2") Support: Lumber Stud Bottom plate, Hem -Fir No.2; Bearing length = stud thickness; continuous lower support Spaced at 8.0" c/c; Total length: 19.0'; volume = 1.1 cu.ft.; Pinned base; Load face = width(b); Ke x Lb: 1.0 x 0.0 = 0.0 [ft]; Ke x Ld: 1.0 x 19.0 = 19.0 [ft]; Repetitive factor: applied where permitted (refer to online help); WARNING: Member length exceeds typical stock length of 18.0 [ft] Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear Bending(+) Axial Combined (ax:al Axial Bearing Support Bearing Live Defl'n Total Defl'n fv = 21 fb = 870 fc = 125 + eccentric & fc = 125 fcp = 125 1.30 = L/175 1.32 = L/172 Fv' = 240 Fb' = 2033 Fc' = 217 side load bending) Fc* = 1430 Fcp = 506 1.43 = L/160 1.43 = L/160 psi psi psi psi psi in in fv/Fv' = 0.09 fb/Fb' = 0.43 fc/Fc' = 0.58 Eq.15.4-1= 0.88 fc/Fc* = 0.09 fcp/Fcp = 0.25 0.91 0.93 Ekam, xxx S 160th Tukwilla WA 06/24/18 Page 64 of 96 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN studwall WoodWorks® Sizer 10.42 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fv' 150 1.60 1.00 1.00 - - - - 1.00 1.00 4 Fb'+ 850 1.60 1.00 1.00 1.000 1.300 1.00 1.15 1.00 1.00 5 Fc' 1300 1.00 1.00 1.00 0.152 1.100 - - 1.00 1.00 2 Fc'comb 1300 1.60 - - 0.096 - - - - - 3 E' 1.3 million 1.00 1.00 - - - 1.00 1.00 5 Emin' 0.47 million 1.00 1.00 - - - 1.00 1.00 5 Fc* 1300 1.00 1.00 1.00 - 1.100 - - 1.00 1.00 2 Fcp sup 405 1.00 1.00 - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #4 = .6D+.6W, V = 114, V design = 114 lbs Bending(+): LC #5 = D+.6W, M = 548 lbs -ft Deflection: LC #4 = .6D+.6W (live) LC #5 = D+.6W (total) Axial : LC #2 = D+L, P = 1032 lbs Eq.15.4-1 : LC #3 = D+.75(L+.6W) fb= 644 Fb'= 2033 FCE= 225 Pxe/S=fc(6xe/d)= 55 Support : LC #2 = D+L; R = 1032 lbs, Cap = 4176, Lb = 1.50", Cb = 1.25 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 2012 CALCULATIONS: Deflection: EI = 27.0e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. Ekam, xxx S 160th Tukwilla WA 06/24/18 Page 65 of 96 i:l l W ) dWorks® SOF1 WAR( FOR WOOD DESIGN COMPANY Oct. 17, 2016 22:28 PROJECT studwall Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit DL LL WL Self -weight Dead Live Wind Dead Axial UDL Axial UDL Full Area Axial UDL (Ecc. = 0.50") (Ecc. = 0.50") 500 1000 30.00(16.0") 17 plf plf psf plf Lateral Reactions (lbs): t 13.5' c m Do m —1 L 0' 13.5' Unfactored: Dead Live Wind 2 4 270 -2 -4 270 Factored: R ->L Load comb L ->R Load comb 164 #5 6 #2 161 #4 2x6 @ 16 Lumber Stud, Hem -Fir, No.2, 2x6 (1-1/2"x5-112") Support: Lumber Stud Bottom plate, Hem -Fir No.2; Bearing length = stud thickness; continuous lower support Spaced at 16.0" c/c; Total length: 13.5'; volume = 0.8 cu.ft.; Pinned base; Load face = width(b); Ke x Lb: 1.0 x 0.0 = 0.0 [ft]; Ke x Ld: 1.0 x 13.5 = 13.5 [ft]; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear Bending(+) Axial Combined (ax:al Axial Bearing Support Bearing Live Defl'n Total Defl'n fv = 30 fb = 890 fc = 245 + eccentric & fc = 245 fcp = 245 0.66 = L/244 0.68 = L/236 Fv' = 240 Fb' = 2033 Fc' = 412 side load bending) Fc* = 1430 Fcp = 506 1.01 = L/160 1.01 = L/160 psi psi psi psi psi in in fv/Fv' = 0.12 fb/Fb' = 0.44 fc/Fc' = 0.60 Eq.15.4-1= 0.93 fc/Fc* = 0.17 fcp/Fcp = 0.48 0.66 0.68 Ekam, xxx S 160th Tukwilla WA 06/24/18 Page 66 of 96 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN studwall WoodWorks® Sizer 10.42 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fv' 150 1.60 1.00 1.00 - - - - 1.00 1.00 4 Fb'+ 850 1.60 1.00 1.00 1.000 1.300 1.00 1.15 1.00 1.00 5 Fc' 1300 1.00 1.00 1.00 0.288 1.100 - - 1.00 1.00 2 Fc'comb 1300 1.60 - 0.186 - - - - 3 E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 5 Emin' 0.47 million 1.00 1.00 - - - 1.00 1.00 5 Fc* 1300 1.00 1.00 1.00 - 1.100 - - 1.00 1.00 2 Fcp sup 405 1.00 1.00 - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #4 = .6D+.6W, V 163, V design = 163 lbs Bending(+): LC #5 = D+.6W, M = 561 lbs -ft Deflection: LC #4 = .6D+.6W (live) LC #5 = D+.6W (total) Axial : LC #2 = D+L, P = 2023 lbs Eq.15.4-1 : LC #3 = D+.75(L+.6W) fb= 650 Fb'= 2033 FcE= 445 Pxe/S=fc(6xe/d)= 110 Support : LC #2 = D+L; R = 2023 lbs, Cap = 4176, Lb = 1.50", Cb = 1.25 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 2012 CALCULATIONS: Deflection: EI = 27.0e06 lb -int "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. Ekam, xxx S 160th Tukwilla WA 06/24/18 Page 67 of 96 ,a` i'I I W )O dWorks® SOFIWARF FOR WOOD DESIGN COMPANY Oct. 17, 2016 22:33 PROJECT studwall Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit DL LL WL Self -weight Dead Live Wind Dead Axial UDL Axial UDL Full Area Axial UDL (Ecc. = 0.50") (Ecc. = 0.50") 500 1000 30.00(8.0") 84 plf plf psf plf Lateral Reactions (lbs): 25' W I PA > 0 m0 A P 25' Unfactored: Dead Live Wind Factored: 1 1 250 -1 -1 250 R ->L Load comb L ->R Load comb 151 #5 2 #2 150 44 2x8 @ 8 Lumber Stud, Hem -Fir, No.2, 2x8 (1-1/2"x7-1/4") Support: Lumber Stud Bottom plate, Hem -Fir No.2; Bearing length = stud thickness; continuous lower support Spaced at 8.0" c/c; Total length: 25.0'; volume = 1.9 cu.ft.; Pinned base; Load face = width(b); Ke x Lb: 1.0 x 0.0 = 0.0 [ft]; Ke x Ld: 1.0 x 25.0 = 25.0 [ft]; Repetitive factor: applied where permitted (refer to online help); WARNING: Member length exceeds typical stock length of 18.0 [ft] Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear Bending(+) Axial Combined (ax_al Axial Bearing Support Bearing Live Defl'n Total Defl'n fv = 21 fb = 862 fc = 97 + eccentric & fc = 97 fcp = 97 1.70 = L/176 1.72 = L/174 Fv' = 240 Fb' = 1877 Fc' = 217 side load bending) Fc* = 1365 Fcp = 506 1.88 = L/160 1.88 = L/160 psi psi psi psi psi in in fv/Fv' = 0.09 fb/Fb' = 0.46 fc/Fc' = 0.45 Eq.15.4-1= 0.70 fc/Fc* = 0.07 fcp/Fcp = 0.19 0.91 0.92 Ekam, xxx S 160th Tukwilla WA 06/24/18 Page 68 of 96 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN studwall WoodWorks® Sizer 10.42 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fv' 150 1.60 1.00 1.00 - - - 1.00 1.00 4 Fb'+ 850 1.60 1.00 1.00 1.000 1.200 1.00 1.15 1.00 1.00 5 Fc' 1300 1.00 1.00 1.00 0.159 1.050 - - 1.00 1.00 2 Fc'comb 1300 1.60 - - 0.101 - - - - 3 E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 5 Emin' 0.47 million 1.00 1.00 - - - 1.00 1.00 5 Fc* 1300 1.00 1.00 1.00 - 1.050 - - 1.00 1.00 2 Fcp sup 405 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #4 = .6D+.6W, V = 150, V design = 150 lbs Bending(+): LC #5 = D+.6W, M = 944 lbs -ft Deflection: LC #4 = .6D+.6W (live) LC #5 = D+.6W (total) Axial : LC #2 = D+L, P = 1056 lbs Eq.15.4-1 : LC #3 = D+.75(L+.6W) fb= 642 Fb'= 1877 FCE= 226 Pxe/S=fc(6xe/d)= 32 Support : LC #2 = D+L; R = 1056 lbs, Cap = 5505, Lb = 1.50", Cb = 1.25 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 2012 CALCULATIONS: Deflection: EI = 61.9e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. Ekam, xxx S 160th Tukwilla WA 06/24/18 Page 69 of 96 i WoodWorks° SOFFWARF FOR WOOD DESIGN COMPANY Oct. 17, 2016 22:32 PROJECT studwall Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit DL LL WL Self -weight Dead Live Wind Dead Axial UDL Axial UDL Full Area Axial UDL (Ecc. = 0.50") (Ecc. = 0.50") 500 1000 30.00(16.0") 32 plf plf psf plf Lateral Reactions (lbs): 1 19' co m D --1 $ L 0' 19' Unfactored: Dead Live Wind 1 3 380 -1 -3 380 Factored: R ->L Load comb L ->R Load comb 229 #5 4 #2 227 #4 2x8 @ 16 Lumber Stud, Hem -Fir, No.2, 2x8 (1-112"x7-114") Support: Lumber Stud Bottom plate, Hem -Fir No.2; Bearing length = stud thickness; continuous lower support Spaced at 16.0" c./c; Total length: 19.0'; volume = 1.4 cu.ft.; Pinned base; Load face = width(b); Ke x Lb: 1.0 x 0.0 = 0.0 [ft]; Ke x Ld: 1.0 x 19.0 = 19.0 [ft]; Repetitive factor: applied where permitted (refer to online help); WARNING: Member length exceeds typical stock length of 18.0 [ft] Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear Bending(+) Axial Combined (axial Axial Bearing Support Bearing Live Defl'n Total Defl'n fv = 32 fb = 1002 fc = 188 + eccentric & fc = 188 fcp = 188 1.14 = L/200 1.15 = L/197 Fv' = 240 Fb' = 1877 Fc' = 364 side load bending) Fc* = 1365 Fcp = 506 1.43 = L/160 1.43 = L/160 psi psi psi psi psi in in fv/Fv' = 0.13 fb/Fb' = 0.53 fc/Fc' = 0.52 Eq.15.4-1= 0.90 fc/Fc* = 0.14 fcp/Fcp = 0.37 0.80 0.81 Ekam, xxx S 160th Tukwilla WA 06/24/18 Page 70 of 96 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN studwall WoodWorks® Sizer 10.42 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fv' 150 1.60 1.00 1.00 - - - - 1.00 1.00 4 Fb'+ 850 1.60 1.00 1.00 1.000 1.200 1.00 1.15 1.00 1.00 5 Fc' 1300 1.00 1.00 1.00 0.267 1.050 - - 1.00 1.00 2 Fc'comb 1300 1.60 - - 0.172 - - - - - 3 E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 5 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 5 Fc* 1300 1.00 1.00 1.00 - 1.050 - - 1.00 1.00 2 Fcp sup 405 - 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #4 = .6D+.6W, V = 229, V design = 229 lbs Bending(+): LC #5 = D+.6W, M = 1097 lbs -ft Deflection: LC #4 = .6D+.6W (live) LC #5 = D+.6W (total) Axial : LC #2 = D+L, P = 2043 lbs Eq.15.4-1 : LC #3 = D+.75(L+.6W) fb= 741 Fb'= 1877 FCE= 391 Pxe/S=fc(6xe/d)= 63 Support : LC #2 = D+L; R = 2043 lbs, Cap = 5505, Lb = 1.50", Cb = 1.25 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 2012 CALCULATIONS: Deflection: EI = 61.9e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. Ekam, xxx S 160th Tukwilla WA 06/24/18 Page 71 of 96 ISTRUCTURAL ENGINEERING Innovative Engineering, Bulla To Last. PAC www.pacstructuratengineering.com STRUCTURAL ENGINEERING CONSULTANT LATERAL DESIGN Ekam, xxx S 160th Tukwilla WA 06/24/18 Page 72 of 96 SEISMIC TRIB AREA TRANSVERSE LOADING 42'-0" 4 0 755 sf M. BPR 2I' -40x16'-10' 1,087 sf DN HALL 0 A#2 1 6'-2• DDR #2 $$' 11'516' 0' DDR #4 IS' -7'614-6' L__J El o A#3 C 4'1 636 sf -^rPUBELOW OF FLOOR BELO TTP OPEN DDR #3 16'-Hx14'-c' UPPER FLOOR PLAN Ekam, xxx S 160th Tukwilla WA 06/24/18 SQUARE FOOTAGE 1,592 S.F. 1 BASEMENT 1,617 6.F. MAIN FLR 1,666 S.F. UPPER FLR 4,640 S.F. TOTAL FINISHED 6F] 621 S.F. GARAGE 40 S.F. CVR'D PORCH 70 S.F. OUTDOOR LIV'G Page 73 of 96 SEISMIC TRIB AREA TRANSVERSE LOADING 1 521-011 H OUTDOOR LIV'G 1 14-O'x14'-0 Ir BAR PINING fa-o'xle'-s' 773 sf 0 01` i B `€I b'xe'O.14DOOR a xq' 3—CAR GARAGE -1 8'X8'O.14 DOOR Ekam, xxx S 160th Tukwilla WA 723 sf 16' X 8' 0.14 DOOR 1,124 sf gNTRY GUEST SUITE I! -O'xle'-1' 1 CVR'D PRCH MAIN FLOOR PLAN SCALE. 1/4' • 1'-0' DEN/OFFICE 1r-O'x1B'-1' SQUARE FOOTAGE 1,3aa B.F. BASEMENT 1,617 B.F. MAIN FLR 1,866 B.F. UPPER MR 4,640 B.F. TOTAL FINISHED BF 621 B.F. GARAGE 40 B.F. GVR'D PORCH 70 B.F. OUTDOOR LIV'G 06/24/18 Page 74 of 96 SEISMIC TRIB AREA LONGIT LOADING 0 3� UPPER FLOOR PLAN SCALE. I/4 • I'-0' Ekam, xxx S 160th Tukwilla WA 06/24/18 SQUARE FOOTAGE I,597 6.F. BA5pyprr 1,417 S.F. MAIN FLR I,SK 6.F. UPPER FLR I 4,440 &F. TOTAL FINISHED SF 621 S.F. OARAGE 40 S.F. CVR'D PORCH 70 6.F. OUTDOOR LINFOri Page 75 of 96 O N SEISMIC TRIB AREA LONGIT LOADING OUTDOOR LIV'G INING GREAT RM I4' -Ogle' -0. GUEST SUITE lei-arle_I• 3—CAR GARAGE gNTRY 1,203 sf PEN/OFFICE II -0'x18'-I• 16'X6'0.14DOOR Ekam, xxx S 160th Tukwilla WA MAIN FLOOR PLAN SCALE. I/4' • I'-0' SQUARE FOOTAGE 1,5q2 B.F. BASEMENT 1,617 S.F. MAIN PLR 1,666 S.F. UPPER PLR 4,640 S.F. TOTAL FINISHED 6F 621 S.F. GARAGE 40 S.F. CVRD PORCH 70 S.F. OUTDOOR LIV'G 06/24/18 Page 76 of 96 if lglii :1ir1211111it mr Page 77 of 96 Ekam, xxx S 160th Tuk SW LENGTHS 42'-0" 3'-0" 3'-1"< 1` LC) 0 Ln v QA N � M. BA I2 -0'x19'-9' 8' 0" M. BDR 21'-4'x16'-10' J c '-11" El BccaeLas W.I BDR #2 I51-II'x16'-O' 8' T1TLINE OF FLOOR BELOW HALL OPEN r 8, 2„ BDR #4 IS' -1x14 -S' BDR #3 IS' -1'x14' -O' 8' 2" —� UPPER FLOOR PLAN Ekam, xxx S 160th Tukwilla WA 06/24/18 LO - _ - SQUARE FOOTAGE I,O92 S.F. 1 BASEMENT 1,617 S.F. MAIN PLR 1,1666 S.F. UPPER FLR A 4,640 O.F. TOTAL PINIONED OF 621 S.F. GARAGE 40 O.F. CVRD PORCH 70 6.P. OUTDOOR LIV'G '� Page 78 of 96 SW LENGTHS N 521-0" e' X 6' 0.14 DOOR 5 < 8'-211 m 8'_�"_ -I- - - OUTDOOR LIV'G 51-511 O 140Z' -O < > 3,-4" 12' 6AR PINING 10'-0.x1V-0 UD/LNDRY 6'-7'x9'-6 4,1 6' X 6' 0.14 DOOR 3 -CAR GARAGE 2I-O',Q9'_I• • Ekam, xxx S 160th Tukwilla WA 16'X6'0.14DOOR _6'c.o_a gNTRY MAIN FLOOR PLAN GREAT RM 14'-0'x14'-0' GUEST SUITE 16'-OklS'_I' PHDR PEN/OFFICE ll'-O'xle'-I' SQUARE FOOTAGE 1,694 S.P. BASEMENT 1,617 S.F. MAIN PLR 1,666 S.F. UPPER PLR 4,640 S.F. TOTAL FINISHED Sr 641 S.F. GARAGE 40 S.F. CVR'D PORCH 70 S.F. OUTDOOR, LIV'G 06/24/18 Page 79 of 96 Lateral Design Shear Force Distribution N • E 3 8 i v v -o C _ c_ c 3 § 3 v O 0 3 3 N to O Q O- . U Ul N 0 O K Result .--1 c4 07 01 L 01 01� ,4 Q N QN. N 0 m m c-1 m N 0 C 0 0 1 1 20 3 6 4 9 6 0 0 27 16 Wind 2 1237 24740 3686 3689 4896 4901 3431 67.5 101.5 3751 3778 2267 Seismic 3 1172 23440 3493 3496 4639 4644 3251 67.5 101.5 3751 3778 2267 Seismic 0 A 636 12720 1895 1898 2517 2522 1765 67.5 60.5 2972 2999 1799 Wind B 1087 21740 3239 3242 4303 4307 3015 288 5472 5499 3299 Wind C 755 15100 2250 2253 2988 2993 2095 67.5 15 2108 2135 1281 Seismic WIND (lbs, sq ft) Atw+I corn Atw+I ryp [ Atw corn I Atw ryp I Vwind I Vwind total I .6W Seismic (lbs, sq ft) w N O > LL C0 0 0 > 0 L 0) f0 an an + + LL VI LII 47 09 0 +-' = E N t.0 m 7.. v H Ol w y. W w7 0. O. 0. a v N. 0) m .-+ O n Ni .-I Cf N .-1 _c ▪ }, .-I OA L O v tl0 O 2 v T UU N O > J L%) Lr) 0 LL • LL + O 1.33 adjustment factor .0▪ 5 co E V IJ O T U Z C C C N o _ 3 3 3 §N V Y 3 Page 80 of 96 CO N O O Ekam, xxx S 160th Tukwilla WA Lateral Design Shear Force Distribution 67, O 7 w 4- . H 0. 0. 01 Ip ,-1 ra-1 a) J 0 O 1' ro C 3 ° Z- 13 0 v C C C_ (+5 psf wall dl) CO 0 a V- 4- . Nin 0. a 0 0 -1 O n N '--1 .-1 O 3 • a) 3 o U G 3 u z c c c vii ° 3 3 3 3v,• u Y 3 12- 0 0 faLL C a) E N 0 -0 J Y a — 0 t t.0O R O 00 CO .05 N 00 .moi H N 0 ID m m m CON 'y O N In 0.69 adjustment factor 0 OJ LC E.45 • O > x N 0) V lL LL Page 81 of 96 Ekam, xxx S 160th Tukwilla WA Result 1 K > a .-1 In N N 0 .11 inLna o m 0 c 1 150 3000 447 453 309 317 222 69 1863 1890 1134 Wind 2 1214 24280 3618 7307 2499 7400 5180 34.5 250.5 5691 9469 5681 Wind 3 1203 24060 3585 7080 2476 7120 4984 103.5 140.5 5464 9242 5545 Wind 0 A 723 14460 2155 4053 1488 4010 2807 103.5 83.375 4379 7378 4427 Wind B 1124 22480 3350 6592 2313 6621 4634 313.38 5954 11453 6872 Wind C 773 15460 2304 4556 1591 4584 3209 103.5 23 3232 5366 3220 Wind 0 U WIND (lbs, sq ft) Atw+I corn Atw*i typ Atw corn Atw typ Vwind Vwind total .6W Seismic (lbs, sq ft) w TO O x > > 0 0 > 0 a L 00 m via 5) c N 0 12- 0 0 faLL C a) E N 0 -0 J Y a — 0 t t.0O R O 00 CO .05 N 00 .moi H N 0 ID m m m CON 'y O N In 0.69 adjustment factor 0 OJ LC E.45 • O > x N 0) V lL LL Page 81 of 96 Ekam, xxx S 160th Tukwilla WA HOLDDOWN DESIGN = o z z o x o 0 o x o zz z 2 LI. d 6 16 194.4 100 30 78 39 155 236 3431 41168.2 4500 1350 3510 78975 -840 -760 3251 39007 5200 1560 4056 105456 -1278 -1197 1799 21592.8 4200 1260 3276 68796 -1124 -1043 3299 39592.8 2000 600 1560 15600 1200 1280 2095 25142.4 4200 1260 3276 68796 -1039 -959 E i 0 .6 u r C 0 fi O o b i E 9 — C u Q SHEARWALL DESIGN c- E Perf. H/W reduction 1 Adjusted.7E I .7v 1 SW 1.00 222 11 1 0.91 5692 281 1 0.80 6230 308 2 1.00 2807 306 2 0.77 6019 354 2 0.80 4011 133 1 Wind (Ib, pin Pert. H/W reduction I Adjusted .6W 1 .6v I SW 1.00 16 16 1 1.00 2267 63 1 1.00 2267 46 1 0.77 2337 136 1 1.00 3299 165 1 0.80 1601 70 1 Seismic (Ib, plf) Perf. H/W reduction I Adjusted .7E I .7v I SW 1.00 6 6 1 1.00 3431 95 1 1.00 3251 66 1 0.51 3462 202 1 1.00 3015 151 1 0.80 2619 115 1 'Roof 25 ft n -j 1 1u mmm pan nog' o m m 4 o 4 "e1n o 2a 9.,,m <u HOLDDOWN DESIGN Applied (Ib, Ib-' Resist (Ib, lb -ft) 1 Result (Ib) c ==.- o a o o g z z o Z 2 Fm„ I Mx,,,„ I Dl,.,n I OL.,,,.. I .601 I Mx,,., I Tx„,, I T,,,, 1134 14742 2000 480 1488 14880 -7 229 5681 73858.2 2425 582 1804.2 21875.9 2144 1384 5545 72087.6 3425 822 2548.2 43637.9 831 -367 4427 57545.5 917 220 682.248 3128.11 5934 4891 6872 89334.4 2100 504 1562.4 16405.2 3473 4753 3220 41854.8 5200 1248 3868.8 100589 -1130 -2088 3 ry ry ry m m e n a 3 z 2 0 0 d 3 a x Perf. H/W reduction I Adjusted .6W I .6v 1 SW 1.00 1134 57 1 0.91 6243 308 1 0.80 6932 342 1 1.00 4427 483 2 0.77 8925 525 2 0.80 4025 133 1 c- E Perf. H/W reduction 1 Adjusted.7E I .7v 1 SW 1.00 222 11 1 0.91 5692 281 1 0.80 6230 308 2 1.00 2807 306 2 0.77 6019 354 2 0.80 4011 133 1 13 ft 'Wall Dimensions' Forces (lb) 3 m,; a ry o 1u ,ry viDi uv'i dem mm o rgi o m joa,a, oaN 7f2::1,4 c'ry Main o ,.,rvm ¢mu Page 82 of 96 O O Ekam, xxx S 160th Tukwilla WA Lateral Design Opening Height/Total Height Shearwall Reduction Fa Percent Wall 01 10% 20% 30% 40% 50% 60% 70% 80% 90% 100% :tors H/3 H/2 2H/3 5H/6 H Height Ratio Shearwall Reduction 1/3 1/2 2/3 5/6 1 0.10 1.00 0.69 0.53 0.43 0.36 0.20 1.00 0.71 0.56 0.45 0.38 0.30 1.00 0.74 0.59 0.49 0.42 0.40 1.00 0.77 0.63 Factor 0.45 0.50 1.00 0.80 0.67 _0.53 0.57 0.50 0.60 1.00 0.83 0.71 0.63 0.56 0.70 1.00 0.87 0.77 0.69 0.63 0.80 1.00 0.91 0.83 0.77 0.71 0.90 1.00 0.95 0.91 0.57 0.83 1.00 1.00 1.00 1.00 1.00 1.00 Roof Height Ratio Shearwall Reduction Height Ratio Shearwall Reduction Perforated Shearwall Reduction Perforated Shearwall Reduction Wall Lengths Seismic Wind Wind Seismic and Wind Seismic and Wind Total Reduction ID Hwa 1 call 1 Leotatopentne 1 Hnoenopenin` 14huneseoeh b/h ratio I Check I Factor Factor H/3 I H/2 2H/3 15H/6 I H Htalkstopening I Max Opening I %Full Sheathed Wall I Reduction Seismic Wind 1 na Seismic Wind 1 #DIV/0! #DIV/0! #DIV/0l 1.00 ####### ###### ###### ###### na 0.00 #VALUE! #DIV/01 #DIV/01 #DIV/0! #DIV/01 2 na #01V/0! #DIV/0! 2 #DIV/01 #DIV/0! #DIV/01 1.00 ####### ###### ###### ###### na 0.00 #VALUE! #DIV/01 #DIV/01 #DIV/0! #DIV/01 3 na 0.91 0.91 3 #DIV/01 #DIV/01 #0IV/01 1.00 ####### ###### ###### ###### na 0.00 **VALUE! #DIV/01 #0IV/01 #DIV/0! #DIV/01 A 10.00 42.00 24.84 5.00 1.66 3.01 ok 0.66 1.00 3.33 5.00 6.67 8.33 10.00 5.00 0.50 0.40 0.77 0.51 0.77 B na #DIV/01 #DIV/0! A #DIV/0! #DIV/01 #DIV/01 1.00 ####### ###### ###### ###### na 0.00 #VALUE! #DIV/01 #DIV/01 #DIV/0! #DIV/01 C 10.00 42.00 19.17 5.00 3.00 1.67 ok 1.00 1.00 3.33 5.00 6.67 8.33 10.00 5.00 0.50 0.50 0.80 0.80 0.80 Znd Height Ratio Shearwall Reduction Perforated Shearwall Reduction Wall Lengths Seismic Wind Seismic and Wind Total Reduction ID Hwa I Lwoit Leaoto,ontne Heoneseooentne L:hono:t ao- b/h ratio I Check Factor Factor H/3 1 H/2 2H/3 15H/6 H I Hedkse o,onine Max Opening I %Full Sheathed Wall I Reduction Seismic Wind 1 na #DIV/01 #DIV/01 #DIV/01 1.00 ####### ###### ###### ###### na 0.00 #VALUE! #DIV/01 #DIV/01 #01V/0! #DIV/0! 2 10.00 24.25 4.00 5.00 4.50 1.11 ok 1.00 1.00 3.33 5.00 6.67 8.33 10.00 5.00 0.50 0.80 0.91 0.91 0.91 3 10.00 34.25 14.00 5.00 4.90 1.02 ok 1.00 1.00 3.33 5.00 6.67 8.33 10.00 5.00 0.50 0.50 0.80 0.80 0.80 #DIV/01 #DIV/01 #DIV/01 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.33 #DIV/01 #DIV/01 #DIV/01 #DIV/0! A na #DIV/01 #DIV/01 #DIV/01 1.00 ####### ###### ###### ###### na 0.00 #VALUE! #DIV/01 #DIV/01 #DIV/01 #DIV/0! B 10.00 21.00 4.00 7.00 4.90 1.43 ok 1.00 1.00 3.33 5.00 6.67 8.33 10.00 7.00 0.83 0.80 0.77 0.77 0.77 C 10.00 52.00 21.84 5.00 3.33 1.50 ok 1.00 1.00 3.33 5.00 6.67 8.33 10.00 5.00 0.50 0.50 0.80 0.80 0.80 Ekam, xxx S 160th Tukwilla WA 06/24/18 Page 83 of 96 1 I PAC STRUCTURAL ENGINEERING www.pacstructuralengineering.com STRUCTURAL ENGINEERING CONSULTANT Innovative Engineering, Built To Last. Va 2986 1305 4745 5660 2215 3285 4065 5055 8045 LATERAL DESIGN Diaphragms, Shearwalls, and Holddown Capacity Summary Roof Diaphragm Unblocked 1 Typical @6 edge and @ 12 oc Seismic SD Wind SD 252 352 Floor Diaphragm Unblocked 1 Typical @6 edge and @ 12 oc Seismic SD Wind SD 315 445 Blocked 6oc 4oc 2.5oc 2oc Seismic SD Wind SD Seismic SD Wind SD Seismic SD Wind SD Seismic SD Wind SD 380 535 505 710 745 1050 855 1200 Blocked 6oc 4oc 2.5oc 2oc Seismic SD Wind SD Seismic SD Wind SD Seismic SD Wind SD Seismic SD Wind SD 475 700 635 885 950 1335 1085 1520 Shearwall Dia Blocked 6oc Pallow 4oc Pmax 3oc 5 2oc 1250 Seismic SD Wind SD Seismic SD Wind SD Seismic 5D Wind SD Seismic SD Wind SD 460 645 686 945 890 1235 1130 1580 285 405 425 590 555 770 705 990 J Bolt Anchor Min Spacing oc inches (phi Vn) 61 1 44 I 41 30 1 32 1 23 1 25 1 18 1. -(16) 166 Simpson LTP4 21 1 15 14 1 10 I 11 I 8 I 8 1 6 YG:06B O..2. 4. Simpson A35 21 1 15 14 1 10 1 11 1 8 1 9 I 6 11D1 1D2 5/8" Post Installed Anchors (6" wall) 36.52173911 26.046511631 24.48979592 17.777781 18.876404491 13.60323891 14.867256641 10.63291139 Holddown Post Install HILT! HIT HY200 Dia Embed Eff Phi Tn Pallow 6" wall w/ DTT2Z 6" wall w/ (2)DTT2Z 8" wall w/ HDU2 8" wall w/ (2) HDU2 Pmax 1/2" dia 5 2000 1250 1250 (2) 1/2" dia 4 2800 1750 1750 5/8" dia 5 2800 1750 1750 (2) 5/8" dia 4.5 3900 2437.5 2437.5 HOLDOWN SCHEDULE MARKSTUDS 51 MOOR =API STUD CD 81tt1 N How Boos / 6414 T5 R8 BOLTS ANCHORS TO 255 58050 POW BOLTED WARD 18051 M9C2B OIL 2. 4. _ (I6) 161 _ 44010 1440 m 2. 4. - 06) 106 HDS3 J431052 OR ?. 1. -(16) 166 _ _ _ HDS4 YG:06B O..2. 4. _ (661 VA - 11D1 1D2 661. 2. 4. (6)) 2 W EDS - 55914 3c . Y HD2 1100! D0. 2. 1. (40) 216 Stn - 59811 Ti` . S' H03 IDN3 OR 2. 1. (14) 2 )4. 5A _ 59816 !6. 6' H04 Hin 1. (20) 214 SOS _ TARN OR S67/024 jj',o- H05 /B011 - 6. (mi 2 1F SDS 381. i' 410- 14136 IUU11 - G (s) 2 %6 SOS - 311.30 1' 414- m111 1. MOOR B0.T5 Man MEWL SFV MA / %NI 16 SOME POUR. 2. 85 !Warr To 1E VV6fAClt/RD (R WSW SiROR6-Tr ca OR W3R worms Br DU4600 6861015688 688N05 88 68886865 68350646 Il01110081 3. 880811 80.15 TO 1E 4367. ROOK TO ROOK 8864138110145, /0135 TO ft A76 BOMB Imo.^. 4, a URI O7 7/66 51111904 557RA 7/116 149 8005 61 its 58 Ma a/ I4' al®111R 5. N 565 0< C. '98430. 2 -BOLO, 18 Nl5 amp Pots 11a (6062 a/ 46 worm r.:IPDRE 6 61681 ban TO 466 1,,dSI/1' RM 11164ER R101 WINE MRS. REiiR TO PRRNT 466E Ekam, xxx S 160th Tukwilla WA 06/24/18 Page 84 of 96 Innovative Engineering, Built To Last. A n 1 ROOF FLOOR LATERAL DESIGN Table 4.2C Nominal Unit Shear Capacities for Wood -Frame Diaphragms Unblocked Wood Structural Panel Diaphragms -2;3,4 Sheathing Grade Commtrti Nail Size Minimum Fastener Penetration in Framing (In.) Minimum Nominal Panel Thickness (in.) Minimum Nominal Width or Weed Face at Supported Edges and Boundaries On.) 6d 1-114 5/16 2 3 Structural! 8d 1-318 318 2 3 lOd 1-1/2 15/32 2 3 5(16 2 6d 1-1/4 3 3(8 2 3 3(8 2 3 Sheathing and 7116 2 Single -Floor 0,1 1-310 3 15/32 2 3 15/32 2 10d 1-1/2 3 19/32 2 3 SE A ISMIC 6 in. Nail Spacing at and sORAO diaphragm boundaries rtinq members Case 1 Cases 2,14,5,6 v. G. (pif) (kipsiin,) 07513 PLY 330 9.0 7 0 370 7.0 6.0 v'. (pit) G. (kipslln.) 059 PLY 250 6.0 4.5 280 4.5 4.0 480 530 570 640 300 340 330 370 430 480 8.5 7.0 7.5 6.0 14 10 12 9.0 9.0 6.5 7.0 5.5 7.5 55 6.0 4.5 9.0 6.5 7.5 5.5 360 6.0 4.5 400 5.0 4,0 430 9.5 7.0 480 8.0 6.0 220 6.0 4.0 250 5.0 3,5 250 5.0 4.0 280 4.0 3.0 320 6.0 4.5 360 5.0 3.5 s WIND 6 in, Nall Spacing at diaphragm boundaries and supporting members Case 1 Cases 2,3,4,5,6 vw 460 520 350 390 670 740 505 560 800 895 600 670 420 475 310 350 460 520 350 390 600 670 450 505 460 8.5 6.0 340 5.5 4.0 645 475 510 7.0 480 7 5 530 6.5 510 15 580 12 5.5 5.5 5.0 9.0 8.0 380 4,5 3.5 360 5.0 4.0 400 4.0 3.5 380 10 6.0 430 8.0 5.5 715 530 870 740 505 560 715 810 530 600 570 13 8.5 430 8.5 5.5 800 600 640 10 7.5 480 7,0 5.0 1 \tnninal nail shear capaciuies shall he adjjusicd in accor Ionc; with 4.2 3 to r clermin•ASt) allow;l for specific nzgurrcmcnts, sec 4.2.7.1 for wood stnretorsi pa icl diaphragms. Sce Appendix A far 2. 1 or species and grades of framing other than I]oueii .Fir -L. rch or Souihcn Pine. reduced nom( Specific firm ityAdiuclmein Farinr= 11-I0.5.(ii). where G" Specific (:ravdy of the framing Iuln 1. Aliparent shear sritl'ness values (i„ are used on nail Stip in framing with ni e1uure content Iczc tl 3.11ply plyn.oa.tl panel.. Whin $.ply or 5.pty plywood panels or composite panels arc used 1\'grogmuivnrro corneal ol-the framing i.graterthan 19.::1 times(fabric: ion, i, viFtie hill fife unit 0110(1 cap(cil), and LR ontmon nail dimensions. .tl unit shear ra IcmC% s1ut11 er firm the .1)54Tnhle 11 1 mit or espial to 19!1, al time o (1, values shill bc pcnidd,;d 4c iplied by II 5 FD (nrk+rcd unit n:sisl;tnce Fn e chin -mined hy multiplying Ilio 2A1. 1 he Specific (;ray by Adie fabrication.ind panel stiffness hl he inaca,etl by 1.2. 895 670 ger end cnnvtruaint tab hated nominal u nt Factor :shall n abate: i :kr diaphragm 1Uyallrt111cnl1. 00 111 shear capacity u he greater than cnnsttitct0J will 4,2 (.. by tete either ROOF G HF2= x 0.93 ASD /2 LRDF x 0.8 425 pif 315 pif 600 pif 440 pif 210 pif 155 pif 300 pif 220 pif 340 pif 252 pif 480 pif 352 pif FLOOR G HF2= x 0.93 ASD /2 LRDF x 0.8 m, xxx S 160th Tukwilla WA 525 pif 400 pif 725 pif 555 pif 265 plf 195 pif 360 pif 275 pif -9;;/24/48 420 pif 315 pif 575 pif 445 pif "agc 85 of 9E ROOF Table 4.2A Nominal Unit Shear Capacities for Wood -Frame Diaphragms Blocked Wood Structural Panel Diaphragms1,2,3,4 A SEISMIC 13 WIND Sheathing Grade Common Nan Size Minimum Fastener Penetration In Framing Member or Blocking (141.) Minimum Nominal Panel Thickness (ln-) Minimum Nominal Width of Nailed Face M Adjoining Panel Edges and Boundaries (In.) Structural! 641 1.174 5116 2 3 Nail Spacing (in.) al diaphragm boundaries (aN eases). at continuous panel edges parallel to load (Cases 3 & 4), and at all panel edges (Cases 5 & 6) 6 4 1 2.172 1 2 Nall Spacing (In.) at diaphragm boundaries (alt eases), at continuous panel edges parallel to load (Cases 3 +s 4), and at all panel edges (Cases 5 & 6) 6 1 4 L 2-172 1 2 Nall Spacing (in.) at other panel edges (Cases 1. 2, 3. & 4) 6 4 Nall Spacing (In.) at other panel edges (Cases 1 2, 3, & 4 6 6 4 3 v. G. (P1f) PrIPelln.) v. (PIf) G. (kipslin.) v. (pm G. (kipsJin.) v, OBI G, (kipsfa.) 050 370 15 420 12 PLY 12 95 OSB 500 8.5 560 7,0 PLY 75 6.0 OSB 750 12 840 9.5 PLY 10 3.5 840 954 050 20 17 PLY 15 13 Bd 1.378 378 2 3 104 1-112 15732 23 8d 1.174 516 2 3 3/8 2 3 540 600 640 720 340 380 370 420 14 12 24 20 15 12 13 10 10 17 15 10 9.0 9.5 8.0 729 800 550 960 450 500 500 560 90 7.5 15 12 9.0 7.0 7.0 5.5 378 2 3 480 15 540 12 11 640 9.5 9.9 720 7.5 6.5 12 9S 7.0 6.0 6.0 5.0 7.5 60 1060 1200 1280 1440 670 760 750 840 13 10 20 16 13 10 10 8.5 10 9.0 15 13 9.5 8.0 8.0 7.0 1200 1350 1460 1640 760 860 840 950 21 18 31 26 21 17 18 14 15 13 21 18 13 12 12 10 960 13 9.5 080 11 8 5 1090 1220 18 1.2 21 13 (pi ) v. v. v. (plf) (pH) 520 700 1050 1175 590 105 1175 13.30 755 1010 148$ 1690 840 1120 1680 1890 895 1190 1790 1010 1345 2015 475 630 940 530 700 1065 520 590 700 1050 785 1175 2045 2295 1065 1205 1175 1330 670 895 1345 1525 755 1010 1510 1710 2 510 14 0 680 8.5 7.0 1010 12 9.5 1150 20 13 715 950 1415 1610 O t7 n FLOOF LATERAL DESIGN Single:Floor 3 570 11 9 0 760 '7.0 6.0 40 10 8.0 1290 17 12 15/32 2 3 15732 2 3 540 600 580 650 13 10 25 21 9 5 720 7.5 8 5 800 6.0 15 770 15 14 860 12 6.5 55 11 9.5 1060 1200 1150 1300 9.0 21 17 8.5 7.5 14 12 1200 19 13 1350 15 11 1310 33 18 1470 26 18 1460 640 21 14 850 13 9.5 280 18 12 800 1065 1595 1805 755 1010 640 1120 1485 1680 1680 1890 810 1080 910 1205 1610 1835 1820 2060 28 17 695 1190 1790 2045 3 720 17 12 960 10 8.0 440 14 11 1640 24 15 1 Nominal unit shear capacnirs drall be adjusted in ncconknncc with, 2.1 to deternnnc ASD a1lowihle unit shear capacity and LRFD factored unit resisrrnce. For general construction requirements sec 4.2.n. For specific requirements, see 4 2.7.1 for wood stnteturel panel diaphragms. See Appendix A for common nail di nenslwns. 2. F v species and grades of Framing other than Douglas -Fir -Larch t r Stanitern Pita, reduced nominal unit shear capacities shall be determined by multiplying the tabulated nominal ono shear capacity by the Specific Gravity Adj istment Factor • • 11 -405 -Gil. where( Specific Grm.ny of the framing lumber huts the NOS (Mb le 11 ? 2A I. The Specific Gravity Adjus0lxnt Factor shall not be greater than 1. 3. Apparent shear stiffness values. G,, arc based on nail clip in (mini ig with moisnire content leas than or equal to 19*5 at time of fabrication and panel stiffness values for diaphragms constructed wuh either OSB or 3 -ply plywood pa Cels. When 4 -ply or 1 -ply plvu-rand panels or composite panels arc used, G. values shall be permitted 10 he increased by 1.2. 4 Where nmislurc content of the framing is greater than 19% at tinge of rtbricatinn, (i,, values shall he multiplied by 0,5. Load Framing Blocking, if wad 1� 4, :111T1 Gane 4 Leen 1141 Continuous nous pane joints - �; Case 2 Diaphragm ►oanelvy Case 5 Booms. it used 9,111 T-1 1010 1345 2015 2296 r- Case 3 Case 8 Continuous panel Joints Ft lt: - i a. . ROOF G HF2= x 0.93 475 pif 630 pif 935 pif 1070 pif 665 885 1315 1500 ASD /2 235 pif 315 pif 665 pif 535 pif 335 445 655 750 LRDF x 0.8 380 plf 504 pif 745 plf 855 pif 532 708 1050 1200 FLOOR G HF2= x 0.93 595 plf 790 plf 1190 pif 1357 pif 835 1105 1665 1900 ASD /2 275 pif 380 pif 595 pif 675 pif 420 550 835 800 m, xxx S 160th Tukwilla WA LRDF x 0.8 468/P11/18 635 pif 950 pif 1085 pif 700 qvge 861 0i 1520 rtt Ol .i.a CO O cu • k .q` C1 8 el • L.7 Lip W /a� �W W Z ail w •'� U 1Z+t '4.J 3g 0 -J QM 6i. Lu }--Lu Uzce ha. U') W LATERAL DESIGN Table 4.3A Nominal Unit Shear Capacities for Wood -Frame Shear Walis1,3le,7 Wood -based Panels4 m, xxx S 160th Tukwilla WA 06/24/18 Page 87 of 96 A SEISkt1C B WIND Minimun Minimum Fastener Panel Edge Fastener Sheathing Nom)nal Pentttratlon Fastener Panel Edge Fastener Spacing (in.) Spacing (In.L Material panel Thickness In Framing Member or Typo & BIzo 6 4 3 2 6 4 3 2 Y, G v. G. v. G. v. G v„ v. v. v. (in.) Blocking (in.) (plf) (kips)in.) (pit) (kipsfin.) (plf) (kipsftn.) (pWf) (klpsfin.) (pif) (p44) (p44) (plf) Nail (common or galvanized box' OSB PLY OSB PLY OSB PLY OSB PLY Wood 5116 1-114 84 400 13 10 800 18 13 780 23 16 1020 35 22 560 840 1090 1430 Structural Paraetructs: - 3761 460 19 14 720 24 17 920 30 20 1220 43 24 645 1010 1290 1710 Structural!'" 7116' 1-318 84 510 16 13 790 21 16 1010 27 19 1340 411 24 715 1105 1415 1970 15132 560 14 11 860 18 14 1100 24 17 1460 37 23 785 1205 1540 2045 15132 1-112 104 630 22 16 0020 29 20 1330 36 22 1740 51 28 950 t430 1850 2435 51161-174 aa 360 13 9.5 540 18 12 700 24 14 900 37 18 5 05 755 98 0 1260 wood 318 400 11 9.5 800 15 11 780 20 13 1020 32 17 560 840 1090 1430 318' 440 17 12 040 25 15 820 31 17 1000 45 20 615 895 1150 1495 5lru1 4114 711'61 1.318 ad 480 15 11 700 22 14 900 28 17 1170 42 21 670 980 1260 1640 Panatx fihra4hir.4,s 15//32 520 13 10 760 19 13 960 25 15 1280 39 20 73.0 1055 1370 1790 15132 620 22 14 920 30 17 1200 37 19 1540 52 23 870 1290 1680 2155 I 39132 1-112 10d 680 19 13 1020 26 16 1330 33 . 18 1740 48 22 950 1430 1650 2435 PlywoodNail (galvanized casing) Wong 5116 1.114 68 280 13 420 16 550 17 720 21 390 590 770 1010 378 1-318 8d 320 16 480 18 620 20 820 22 450 670 87(3 1150 F�anittetlosrd Nall (common or gaMenlred box) SIx111hi11g • 'Exterior 378 64 240 15 350 17 460 19 600 22 335 505 8.48 844 th1•S Glue and 318 84 260 18 380 20 480 21 630 23 365 530 670 860 51•2 "Exterior 112 280 18 420 20 540 22 700 24 390 590 755 98 0 Glue") 112 104 370 21 550 23 720 24 920 25 520 770 1010 1290 518 400 21 610 23 790 24 1040 26 550 B55 1105 1455 Nail (galvanized roofing) Slrudurai F,berbnardi 112 11 gra. galy. ru0fing anal (0.120" x 1-1.12' long a 7116" head) 1 740 4.0 480 5 0 520 55 475 645 730 Sheathing 25132. 11 9e. galy. rooting nail (0.120' x 1-314"longlx 310' heady 340 4.0 460 5.0 520 S.S 475 645 730 I. Nominal unit shear values shall he adjusted in aeeordlne1 with 4.3.3 t0 det:rtntne ASD allowable 1 nit shear .opacil5 and LP1 13 ftie'tnlld Unit O lSLl fee. For general COnitl5I.ti0n re- Ili!LYI7171 IS see 4 1.6. Fe specific requirements, sec 4.3.7.1 tiar'asod stntctural panel sheer wails. 4.3 7.2 for particleboard sit. ar'n a Ils. and 4,3.7.3 ter lbcrbvard shear walls. Ste Appenchx x1.031 evmnl 771 and ox na11 limens( as 2. Shears are permitted to he increased to values shown fon 15.132 inch sheathi nq with ,ane nailing pec across studs 'sided 43) atuda arc spat.4 a maximum of 10 lath 2,s 00, eerucr, or. 1)5) panel , are apj ted wit 4 !mg d 1na1Si.11 3. For inc.:ie., and grades of framing nther than Douglas -lir -Larch or Snuthi m Pine, reduced 14ontini 1 unit shear capacities 51 all he determined by 111u11iph ins the tabulated n 1n1in31 t nit ahea r raps:: y by ;hi S,predieGnlvIlyAdpicheen1Factor ii. li-40.5-4'ill, where G Specific Ciro, 'tyofthcframing limb cafrom dye ,V'PS`(IiMcl .3.2A1. The Specific GrwityAdiustrncni Factor . hall not hegreaLerthan . 1. Apparctlt 4)14ar atitint-ei Values t5„ are based run Kill 541)1 11] Tulin 1415 Willi 1111.511117 cn141rni Tess Own 11' espied 111 lEe!li at rime l f fabrication and pals'I s. I tln.'ae values far ;hear :1l la 17 411.lrllc.`i: wilt cit her 054 or 3 -ply plywood panek. iw hen 4 -ply or 5. -ply pIy ood panels or cogo psi 8. panels art used. (5, v.11i es shall he permitted to be incr4VSia by 1.2. 5 Where m11i:1ine .amara/ of the ironing is greater than I O*.s at time of fahri..niim, G, %%luxe shall he milli iplied by fi 5. I 6. Whert panels arc applied an. both faces of a shear wall and. nail spacing; is 'ess than a." en center or calm side. panel lams shall he offset to fall on different naming lnrmhtra. Aitttlative4y the width nt'tbi nailed face of flaming member -5 shall he 3" nominal or greater, at adjoining 1ane1 edges and 113i1a at 11I panel c49ex shall he 1 aggrre3. 7. Galvanized nails shall he hat-dippccl or tumbled. G HF2= x 0.93 575 plf 855 plf 1115 plf 1415 plf 810 1185 1545 1980 ASD /2 285 plf 425 plf 555 plf 705 plf 405 590 770 990 LRDF x 0.8 460 plf 685 plf 890 plf 1130 plf 645 945 1235 1580 m, xxx S 160th Tukwilla WA 06/24/18 Page 87 of 96 PAC STRUCTURAL ENGINEERING www.pacstructuralengineering.com STRUCTURAL ENGINEERING CONSULTANT Innovative Engineering, Built To Last. Concrete Breakout Strength of Anchor in Shear (Appendix D ACI -318 ) Anchor Governed by Concrete Breakout SHEARWALL CIP ANCHORS # Anchors = 1 s= Din fc = 2500 psi hef = 4.5 in Cal = 6 in Ca2= 4 in Vb = 5.6 kips (D-24) e'v = 0 yJec,V = 1.00 (D-26) yied,V = 0.83 (Controlling D-27 or D-28) tpc,V = 1 Avc = 108 int Avco = 162 int (D-23) Vcbg = 3.1 kips (D-22) cp = 0.75 (For Conc. Breakout Pryout) cpNcbg = 2.35 kips Anchor Governed By Pryout Ncb = Kcp = cpVcpg = 30.99 kips 2 46.48 kips (D-5) (D-30) Controlling Value = 2.35 kips Ekam, xxx S 160th Tukwilla WA 06/24/18 Page 88 of 96 ti www.hilti.us Profis Anchor 2.6.3 Company: Specifier: Address: Phone I Fax: E -Mail: 1 Page: Project: Sub -Project I Pos. No.: Date: 1 Shearwall Design 3/16/2016 Specifier's comments: 1 Input data Anchor type and diameter: HIT-HY 200 + Rebar A 615 Gr.40 #4 Effective embedment depth: het,apii = 2.874 in. (het.iimtt = 8.750 in.) Material: ASTM A 615 GR.40 Evaluation Service Report: ESR -3187 Issued I Valid: 9/1/2015 1 3/1/2016 Proof: Design method ACI 318-08 / Chem Stand-off installation: - (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete, 2500, fc' = 2500 psi; h = 10.000 in., Temp. short/long: 32/32 °F Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) no Geometry [in.] & Loading [Ib, in.lb] Z Input data ltmu3t,bgspteekeld fpqthe existing conditions and for p PROFIS grWfdrjrb010104416 MilFWt�aan Hilti is aregistered Trademark of 141R/41V aan Page 89 of 96 www.hilti.us MULTI Profis Anchor 2.6.3 Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 1 Shearwall Design 3/16/2016 Specifier's comments: 1 Input data Anchor type and diameter: HIT-HY 200 + Rebar A 615 Gr.40 #4 Effective embedment depth: hef,0Pn = 3.031 in. (heflimlt = 6.750 in.) Material: ASTM A 615 GR.40 Evaluation Service Report: ESR -3187 Issued I Valid: 9/1/2015 1 3/1/2016 Proof: Design method ACI 318-08 / Chem Stand-off installation: - (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete, 2500, fc1 = 2500 psi; h = 10.000 in., Temp. short/long: 32/32 °F Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) no Geometry [in.] & Loading [Ib, in.Ib] Z Input data and _results mu dfpr_ e t with the existingconditions and for �PROFIS grreogb�amtnitit�t aan Hilti is aregistered Trademark of 14 aan Page 90 of 96 0 Straps & res LTP4/LTP5/A34/A35 framing Angles & Plates The larger LTP5 spans subfloor at the top of the blocking or rim joist. The embossments enhance performance. The LTP4 Lateral Tie Plate transfers shear forces for top plate -to -rim joist or blocking connections. Nail holes are spaced to prevent wood splitting for single and double top plate applications. May be installed over plywood sheathing. The A35 anchor's exclusive bending slot allows instant, accurate field bends for all two- and three-way ties. Balanced, completely reversible design permits the A35 to secure a great variety of connections. MATERIAL: LTP4/LTP5-20 gauge; all others -18 gauge FINISH: Galvanized. Some products available in stainless steel or ZMAX® coating; see Corrosion Information, pages 13-15. INSTALLATION: • Use all specified fasteners. See General Notes. • A35—Bend one time only. CODES: See page 12 for Code Reference Key Chart. These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong -Tie for details. ® These products are approved for installation with the Strong -Drive® SD Connector screw. See page 27 for more information. SIMPSON Stronerie A35 LTP5 LTP4 Model No. Type of Connection Fasteners Direction 01 LoadRef. DF/SP Allowable Loads SPF/HF Allowabte Loads Code Floor (100) Roof (125) (160) Floor (100) Roof (125) (160) P A34 8 8dx1'h Ft 395 485 515 340 415 445 IP1, L5 L18, F13 II3 F2` 395 455 455 340 390 390 r A35 9 8dx1'/z Ai,E 295 365 395 255 315 340 13 Ci 210 210 210 180 180 180 © 12-8dx1'r A2 295 365 380 255 315 325 C2 295 365 370 255 315 320 D 230 230 230 200 200 200 [4] 12 8dx1Yz F1 595 695 695 510 600 600 F25 595 670 670 510 575 575 r LTP4 12 8dx1'h G 580 670 670 500 570 575 114, L5, F13 © H 580 600 600 500 515 515 LTP5 12 8dx1'/z G 580 620 620 500 535 535 1p1, L18,F25 H 545 545 545 470 470 470 . Allowable loads are for one anchor. When anchors are installed on each side of the joist the minimum joist thickness is 3'. y - - 2. Some illustrations show connections that could cause cross -grain tension or bending of the wood during loading if not reinforced sufficiently. In this case, mechanical reinforcement should be considered. 3. LTP4 can be installed over W wood structural panel sheathing with edxl'/ nails and achieve 0.72 of the listed load, or over 1/2“ and achieve 0.64 of the listed load. 8d commons will achieve 100% load. 4. The LTP5 may be installed over wood structural panel sheathing up to Yi thick using 8dx1'/ nails with no reduction in load. 5. Connectors are required on both sides to achieve F2 loads in both directions. 6. NAILS: 8dx1 Yz = 0.131' dia. x 1'/2 long. See pages 22-23 for other nail sizes and information. 206 Joists to Plate with A Leg Inside Studs to Plate with B Leg Outside Joists to Beams Ceiling Joists to Beam 1❑ A34 A35 Chimney Framing Ekam, xxx S 160th Tukwilla WA IILTP4 Installed over Wood Structural Panel ShQNAAi(18 LTP4 attaching Top Plates to Rim Joist ©LTP5 fI Structural l'ShrnIlfifig C -C-2015 © 2015 SIMPSON STRONG -TIE COMPANY INC. PRINTED 12/14 Holdowns & Tension Ties 46 Holdown & Tension Ties HDU/DTT Holdown This product is preferable to similar connectors because of a) easier installation, b) higher loads, c) lower installed cost, or a combination of these features. HDU holdowns are pre -deflected during the manufacturing process, virtually eliminating deflection under load due to material stretch. They use Simpson Strong -Tie° Strong -Drive® SDS Heavy -Duty Connector screws which install easily, reduce fastener slip and provide a greater net section when compared to bolts. The HDU series of holdowns are designed to replace previous versions of the product such as PHDs as well as bolted holdowns. The HDU2, 4 and 5 are direct replacements for the PHD2, 5 and 6, respectively. The DTT tension ties are designed for lighter -duty holdown applications on single 2x posts. The new DTT1Z is Installed vnth nails or Simpson Strong -Tie Strong -Drive SD Connector screws and the DTT2Z installs easily with the Strong -Drive SDS Heavy -Duty Connector screws (included). The DTT1Z holdowns have been tested for use in designed shearwalls and prescriptive braced wall panels as well as prescriptive wood -deck applications (see page 209 for deck applications). For more information on holdown options, contact Simpson Strong -Tie. HDU SPECIAL FEATURES: • Holdown designs virtually eliminate deflection due to material stretch. • Uses Strong -Drive SDS Heavy -Duty Connector screws which install easily, reduce fastener slip, and provide a greater net section area of the post compared to bolts. • Strong -Drive SDS Heavy -Duty Connector screws are supplied with the holdowns to ensure proper fasteners are used. • No stud bolts to countersink at openings. MATERIAL: See table FINISH: HDU — Galvanized; DTT1Z and DTT2Z — ZMAX° coating; DTT2SS — stainless steel INSTALLATION: • See General Notes on page 45. • The HDU requires no additional washer, the DTT requires a standard cut washer (included with DTT2Z) be installed between the nut and the seat. • Strong -Drive SDS Heavy -Duty Connector screws install best with a low speed high torque drill with a Va" hex head driver. CODES: See page 12 for Code Reference Key Chart. - These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong -Tie for details. o � • • • • • • pilot Holes for Manufacturing Purposes (Fastener not required) HDU U.S. Patent 6,112,495; ' 5,979,130 SIMPSON Strofnerie ° Post size by Designer Minimum wood member thickness Preservative- reated barrier may be required Vertical HDU Installation 1161°31 '— Hanger not shown Vertical Wood Member Thickness Threaded Rod DTT1Z U.S. Patent ?ending Studs/Post I, Ga Dimensions (1°') Floor Minimum Wood Member (In.) Joist Ref. 0 H B i SO Anchor Solt Dia. (in.) Horizontal HDU Offset Installation (Plan View) See Holdown and Tension Tie General Notes on page 45. Typical HDU Tie Between Floors 2-2x Blocking Model No. Ga Dimensions (1°') Fasteners Minimum Wood Member (In.) Allowable Tension Loads (160),Code Ref. W H B i SO Anchor Solt Dia. (in.) Fasteners PostThickness DF/SP SPF/HF Deflection at Allowable Load (in.) DTT1Z 14 1'% 7'% 1!i, 'i< 'ie % 6 -SD #9x1'/2 1/ 840 840 0.170 160 6-10dx1% 910 640 0.167 8-10dx1 % 910 850 0.167 DTT2Z 14 3% 6'5/16 1% 13/6 3/6 '/ 8 -SDS %'x11/2' 11/2 1825 1800 0.105 16' L8, F5 8 -SDS %'x11/2' 3 2145 1835 0.128 DTT2Z-SDS2.5 8-SDS'A'x2'/ 3 2145 2105 0.128 HDU2-SDS2.5 14 3 811/6 3'% 16/6 1% 6Y6 6-SDS'A'x2Y2' 3 3075 2215 0.088 HDU4-SDS2.5 14 3 10'%6 3'% 16/6 1% 6/6 10 -SDS 1/4"x21/2" 3 4565 3285 0.114 HDU5-SDS2.5 14 3 133,6 3'% 1316 13/6 6/6 14-SDS'/."x21/z' 3 5645 4065 0.115 HDU8-SDS2.5 10 3 166%6 31/2 1% 11/2 % 20-SDS'/1x2'/z' 3 6765 4870 0.084 31h 6970 5020 0.116 4'/z 7870 5665 0.113 HDU11-SDS2.5 10 3 22% 314 1% 11/2 1 30-SDSWx21/2' 51/2 9535 6865 0.137 7'% 11175 8045 0.137 HDU14-SDS2.5 7 3 251%6 31,4 1146 16/,6 1 36 -SDS 1A'x2W 4x63•' 10770 7755 0.122 170 7343 14390 10435 0.177 16, L8, F5 51/243 14445 10350 0.177 1. See page 45 for Holdown and Tensioc Tie General Notes. 2. Noted HDU14 allowable loads are based on a 51/2" wide post (6x6 min.). 3. HQ1(�14 r„equires,tle x4nGh-or. put to chieve tabulated loads (supplied with aw 4. Larads�Fb a' iict l ttili ROWI h tlf r narrow or wide face of post. /14 $ UPDATED 03/27/15 Page 92 of 96 C -C-2015 02015 SIMPSON STRONG -TIE COMPANY INC. PRINTED 12/14 (This page has been updated since printing) • www.hilti.us 1■■11`T1 Profis Anchor 2.6.3 Company: Specifier: Address: Phone I Fax: E -Mail: 1 Page: Project: Sub -Project I Pos. No.: Date: 1 Post Install Holddown 3/16/2016 Specifiers comments: 1 Input data Anchor type and diameter: HIT-HY 200 + Rebar A 615 Gr.60 #4 Effective embedment depth: hef,opn = 4.843 in. (hef.limlt = 8.750 in.) Material: ASTM A 615 GR.60 Evaluation Service Report: ESR -3187 Issued I Valid: 9/1/2015 1 3/1/2016 Proof: Design method ACI 318-08 / Chem Stand-off installation: - (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete, 2500, fc' = 2500 psi; h = 10.000 in., Temp. short/long: 32/32 °F Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) no Geometry [in.] & Loading [Ib, in.Ib] Z Q Input data adfresults mu$t bgpgepk*dfpr__with the existing ns and for iaAPROFIS rAli�b34OV�i Ak`W!`aan Hilti is a registeredconTrademark of NRS! aan Page 93 of 96 www.hilti.us 1■■IILTI Profis Anchor 2.6.3 Company: Specifier: Address: Phone I Fax: E -Mail: 1 Page: Project: Sub -Project I Pos. No.: Date: 1 Post Install Holddown 3/16/2016 Specifier's comments: 1 Input data Anchor type and diameter: HIT-HY 200 + Rebar A 615 Gr.60 #4 Effective embedment depth: hef,opti = 3.937 in. (hef,iimit = 8.750 in.) Material: ASTM A 615 GR.60 Evaluation Service Report: ESR -3187 Issued I Valid: 9/1/2015 1 3/1/2016 Proof: Design method ACI 318-08 / Chem Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.375 in. Anchor plate: I, x Iy x t = 4.000 in. x 8.000 in. x 0.375 in.; (Recommended plate thickness: not calculated Profile: no profile Base material: cracked concrete, 2500, fb. = 2500 psi; h = 10.000 in., Temp. short/long: 32/32 °F Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) no Geometry [in.] & Loading [Ib, in.lb] Z cc 8 0 Input PROFIS� eII g340 4igt pr_ er rt with the exi is a e sndns and for playg (Ijty�,Mhaan OtIB A � aan Hilti is a registered Trademark of FI I{� Page 94 of 96 www.hilti.us 1■■11`TI Profis Anchor 2.6.3 Company: Specifier: Address: Phone 1 Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 1 Post Install Holddown 3/16/2016 Specifier's comments: 1 Input data Anchor type and diameter: HIT-HY 200 + Rebar A 615 Gr.60 #5 Effective embedment depth: hef,uptl = 4.843 in. (hef,Ilmit = 8.500 in.) Material: ASTM A 615 GR.60 Evaluation Service Report: ESR -3187 Issued I Valid: 9/1/201513/1/2016 Proof: Design method ACI 318-08 / Chem Stand-off installation: - (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete, 2500, fc' = 2500 psi; h = 10.000 in., Temp. short/long: 32/32 °F Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) no Geometry [in.] & Loading [Ib, in.lb] Z 0 Input data .D results mu b �tfpra e t with the existing conditions and for plays iU}YI PROFIS A4 ( ) 1434t�AitI ?�haan Hilti is a registered Trademark of H IAS! Mhaan Page 95 of 96 www.hilti.us l-uILT1 Profis Anchor 2.6.3 Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub -Project 1 Pos. No.: Date: 1 Fist Install Holddown 3/16/2016 Specifiers comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [Ib, in.lb] HIT-HY 200 + Rebar A 615 Gr.60 #5 het,ope = 4.331 in. (her.iimit = 8.500 in.) ASTM A 615 GR.60 ESR -3187 9/1/2015 1 3/1/2016 Design method ACI 318-08 / Chem e, = 0.000 in. (no stand-off); t = 0.375 in. 1,, x I, x t = 4.000 in. x 8.000 in. x 0.375 in.; (Recommended plate thickness: not calculated no profile cracked concrete, 2500, fc' = 2500 psi; h = 10.000 in., Temp. short/long: 32/32 °F hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar no Z 0 Input data and qapfLesults IS34MM dtfpr_ _I r rt with the existing conditions and for of WAWA ib A;W. aan PROFIS Arr r(rb AY aan Hilti is a registered Trademark of Flptl�( Page 96 of 96 May 22, 2019 \. City of Tukwila Department of Community Development RICKY DHALIWAL 7909 PACIFIC HWY E MILTON, WA 98354 RE: Correction Letter # 2 to Revision #1 COMBOSFR Permit Application Number D17-0162 KHATKAR RESIDENCE - 4736 S 160 ST Dear RICKY DHALIWAL, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size 11x17 to a preferably maximum size of 24x36; all sheets shall be the same size; larger sizes may be negotiable. "New revised" plan sheets shall be the same size sheets as those previously submitted.) (BUILDING REVIEW NOTES) 1. Revised plans are not consistent with details and notes shown. Site plans are not consistent with each other. Note at the bottom of sheet one does not make sense where the arrow is pointing. Provide plans that are consistent and where details are clear and accurate. 2. Floor plan sheet one does not show where the intermediate beams are placed or where post and pads are placed for the beams. Provide a clear floor framing plan showing location of all beams and post pads and include spacing dimensions of all supporting framing. 3. The concrete retaining walls are not consistent with the site plan. Also, it is not clear if that retaining walls are below the deck and the height is not mentioned. Please clarify. 4. Provide a guardrail detail showing how the guard posts are anchored. Guard rail shall be anchored to sufficiently to support a later force of 200 lbs. and any point of the guardrail. 5. Please ensure all details and plan views are clear and consistent with all required information shown. Note: Contingent on response to these corrections, further plan review may request for additional corrections. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Sincerely, Bill Rambo Permit Technician File No. D17-0162 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 May 08, 2019 i' City of Tukwila Department of Community Development RICKY DHALIWAL 7909 PACIFIC HWY E MILTON, WA 98354 RE: Correction Letter # 1 to Revision #1 COMBOSFR Permit Application Number D17-0162 KHATKAR RESIDENCE - 4736 S 160 ST Dear RICKY DHALIWAL, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size 11x17 to a preferably maximum size of 24x36; all sheets shall be the same size; larger sizes may be negotiable. "New revised" plan sheets shall be the same size sheets as those previously submitted.) (BUILDING REVIEW NOTES) 1. Plans show what appear to be pier blocks in some details and others indicate concrete pads. For clarity and consistency show all details with poured concrete pads. Include details with specifications for reinforcing bars in the concrete pads and specify post anchors. 2. Provide specific details for the leger connections specifying/naming the specific manufactures hardware attachments to be used. 3. Provide specific details for flashing at the building connection to show how proposed flashing installation method shall prevent moisture from entering the exterior wall/floor framing. Note: Contingent on response to these corrections, further plan review may request for additional corrections. PLANNING DEPARTMENT: MAX BAKER at (206)-431-3683 if you have questions regarding these comments. • Provide site plan showing: - Distance from property lines - Area of deck in relation to property and house. - If a roof is proposed for the deck, provide elevations. Roof pitches in the LDR zone must be greater than or equal to 5:12. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 C 0 Sincerely, Bill Rambo Permit Technician File No. D17-0162 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 CASCADE HOME DESIGN LLC 360-613 0579 c 0 Cascade Home Design Response Letter City of Tukwilla Plan Review Planning Response Correction #2 Site Address: 4736 S 160th St Tukwilla, WA Permit# D17-0162 Dave, Please see below my responses to your correction letter Dated July. 23rd 2018. 1. The site plan sheet A1.1 has been revised to show underground power to the building. This was previously handled in Correction #1, I have clouded this again for reference. Per our Phone call discussion on July 27th we coordinated this. 2. The Site Plan sheet A1.1 has also been clouded again to show the existing & proposed Topo. 3. The civil engineering plans are now submitted, they were forgotten in the first submittal 4. The footing & down spout drains & information has been labeled on the Civil engineers plan. 5. The drainage system has been prepared by a Licensed Civil Engineer, see plans. 6. The Owner / Builder will supply the Bond Information. 7. All construction on Site has stopped. These changes to the plans, have been clouded for your reference. Thank you for your time to review & approve these revisions. Please do not hesitate to contact me with any Questions. Brandon Keller Cascade Home Design LLC 360-625-8579 RECEIVED CITY OF TUKWILA ORRE e_C N AUG 27 2018 .TR# --- 0 PERMIT CENTER July 23, 2018 City of Tukwila Department of Community Development RICKY DHALIWAL 7909 PACIFIC HWY E MILTON, WA 98354 RE: Correction Letter # 2 COMBOSFR Permit Application Number D 17-0162 KHATKAR RESIDENCE - 4736 S 160 ST Dear RICKY DHALIWAL, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING - C DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size 11x17 to a preferably maximum size of 24x36; all sheets shall be the same size; larger sizes may be negotiable. "New revised" plan sheets shall be the same size sheets as those previously submitted.) "STAMP AND SIGNATURES" (If applicable) For Engineers: "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient (WAC 196-23-010 & 196-23-020). Architects: "date" only not required (WAC 308-12-081). (BUILDING REVIEW NOTES) Please respond to item #4 of the previous review memo. I required, show all specifications on the structural foundation plan sheets. Cloud the responses. 4. Footings specify 3000 psi concrete. Provide special inspections for the concrete. Also specify if there shall be pipe piles as what the geotechnical engineer indicated in the report. If so provide those special inspections. Note: In response to these corrections for this permit -plan -review, other corrections may be needed. PW - C DEPARTMENT: Dave McPherson at 206-431-2448 if you have questions regarding these comments. • 1. Revise plan sheets A-1.1 & A-1.2 to include (1) show and label undergrounding of power for proposed house. (see enclosed sample plan sheet) 2. Show & label current existing contours & proposed contours on plan sheets A-1.1 and A-1.2. 3. Revise plan sheet A-1.2 (Drainage & TESC) to comply with the 2016 King County Surface Water Design Manual — Appendix C — Simplified Drainage Requirements & similar to sample drainage plan. Show & label storm drainage separate from the foundation drain. (See enclosed sample plan sheet & drainage plan by Eastside Consultants, Inc., dated June 6, 2018). 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 4. NOTE: Downspouts shall not connect to footing drains. Footing drain and downspouts may share a single discharge pipe downstream of the lowest footing drain. Show on-site drainage system including profile - if footing drain and downspouts are sharing a single discharge pipe. 5. Any proposed drainage system within the Public right-of-way (S. 160th Street), shall be designed by a Washington State Licensed Engineer and be shown in detail; including showing and labeling all existing utilities. Existing 60 -inch water main, sidewalk, and other utilities within S. 160th Street will make connecting to the City storm drainage system difficult. 6. Any work within the S. 160th Street Public right-of-way requires a Street Use permit as part of this Building permit. Bonding, insurance, and a Hold Harmless Agreement for work within the Public Right -of -Way are required. 7. NOTE: This site has been cleared and graded without approval of this Building permit no. D17-0162. Obtain Building permit approval and complete work under this permit to be in compliance with City of Tukwila standards, specifications, and requirements. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. Sincerely, Ii/h10)(v9 achelle Ripley Permit Technician File No. D17-0162 6300 Southcenter Boulevard Suite #100 • Tukwila Wachimnon 98188 • Phnno 7nR-4? 1-7/,7n . Rnv 71)#_Aa 1_aKXc !CASCACIE 1HOME! D'E SI G=N L.L. G wuvcrnv.•..rwnwie�anxiw<wn. Cascade Home Design Response Letter City of Tukwilla Plan Review Building Dept' Site Address: 4736 S 160th St Tukwilla, WA Permit# D17-0162 Allen, Please see below my responses to your correction letter Dated June. 30th 2017. 1. The elevations sheet A3.1, Roof Framing sheet 55.0 & Engineering calculations have been revised to account for a 5:12 Roof Pitch per TMC 18.50.050 #5 2. The elevations sheet A3.1 has been revised to indicate north, east, south & west. 3. The main floor plan A2.1 has been revised to indicate the 95% GAS FAU with outdoor combustion inlet / exhaust to be provided. The HWT will be a electric heat pump style. No inlet air needed for the HWT. 4. The Structural Engineer specified 3000 PSI Concrete per the GeoTech report. We have placed a note on the foundation sheet requiring special inspection for the 3000 PSI concrete. There will be need for special pilings in the foundation. The Struct'I engineer has designed wider footings w/ more rebar based on soil pressures per the soils report. These changes to the plans, have been clouded for your reference. Thank you for your time to review & approve these revisions. Please do not hesitate to contact me with any Questions. Brandon Keller Cascade Home Design LLC 360-625-8579 CORRECTION LTR# o RECEOVED MT OF IlVtIfini..A JUR 27 2018 PCRET CT ER 0 City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director December 18, 2017 Ricky Dhaliwal 7909 Pacific Hwy E Milton, WA 98354 RE: Request for Application Extension #1 Permit Number D17-0162 Dear Mr. Dhaliwal, This letter is in response to your written request for an extension to Application Number D17-0162. 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 through June 15, 2018. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, 114 ac e e Riple Permit Technician File: Permit No. D17-0162 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwiiaWA.gov Rachelle Ripley From: Ekam Construction <ekam-inc@hotmail.com> Sent: Monday, December 11, 2017 7:24 PM To: Rachelle Ripley Subject: Permit Application #D17-0162 - KHATKAR RESIDENCE Hi Rachelle, I just wanted to get an extension on the above mentioned permit number, all the engineers and architect have been busy so getting answers have been very tough. I will I be in touch with my architect and engineer in the morning and see where he is with everything. I will be emailing you mid week with an update. Also the address that you have on file is an old address can you please send all future correspondence to the follow: 7909 Pacific Hwy E Milton, WA 98354 Please email or call if you have any further questions. Thanks Ricky Dhaliwal EKAM CONSTRUCTION Phone: (206) 651-1234 Email: ekam-inc@hotmail.com 1 Request for Extension # Current Expiration Date: Extension Request: y Approved for /() days Denied (provide explanation) Signature/lnitials i 1 11/2/2017 0 City of Tukwila Department of Community Development RICKY DHALIWAL 12893 SE 225 CT KENT, WA 98031 RE: Permit Application No. D17-0162 KHATKAR RESIDENCE 4736 S 160 ST Dear RICKY DHALIWAL, Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 6/15/2017, 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 COMMENTS OUT and is due to expire on 12/15/2017. 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, Bill Rambo Permit Technician File No: D17-0162 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 June 30, 2017 City of Tukwila Department of Community Development RICKY DHALIWAL 12893 SE 225 CT KENT, WA 98031 RE: Correction Letter # 1 COMBOSFR Permit Application Number D17-0162 KHATKAR RESIDENCE - 4736 S 160 ST Dear RICKY DHALIWAL, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) "STAMP AND SIGNATURES" "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient. (WAC 196-23-010 & 196-23-020) (BUILDING REVIEW NOTES) 1. Roof slope specifies 3:12 pitch. New sloped roofs shall be a minimum of 5:12 pitch per Tukwila Municipal Code. Revise plans and engineering to reflect 5:12 pitch roofs. (TMC 18.50.050 #5.) 2. Revised elevation view sheet A-3.1 to indicate North East South and West. 3. Outdoor combustion air shall be provided for gas appliances located in the garage. Show combustion air opening(s) with sizes specified in the garage. (IRC G2407.6 & IFGC 304.5) 4. Footings specify 3000 psi concrete. Provide special inspections for the concrete. Also specify if there shall be pipe piles as what the geotechnical engineer indicated in the report. If so provide those special inspections. Note: In response to these corrections for this permit -plan -review, other corrections may be needed. PLANNING DEPARTMENT: MAX BAKER at (206)-431-3683 if you have questions regarding these comments. • Roof slope specifies 3:12 pitch. New sloped roofs shall be a minimum of 5:12 pitch per Tukwila Municipal Code. Revise plans and engineering to reflect 5:12 pitch roofs. (TMC 18.50.050 #5.) 63n0.Cnuthrantar Rnulavnrrl.Cuita fflnn • Tulne2iln Wnchinntnn °R1RR a -111A 1 _ 1116 A? 1 ?A -KC PW DEPARTMENT: Dave McPherson at 206-431-2448 if you have questions regarding these comments. • 1. Provide a completed Traffic Concurrency Certificate Application for this Building permit prior to Building permit issuance. Test Fee based on one single family residence is $300.00. (see enclosed application) 2. Revise plan sheets A-1.1 & A-1.2 to include (1) show and label undergrounding of power for proposed house (2) show and label any proposed retaining walls, including height(s) of wall(s) — if applicable. (3) retaining walls over 4 feet in height and structural retaining walls require a separate Building permit. 3. Revise plan sheet A-1.2 (Drainage & TESC) to comply with the 2016 King County Surface Water Design Manual — Appendix C — Simplified Drainage Requirements. (See enclosed) 4. Proposed on-site drainage system is under -sized. Any drainage system within the Public right-of-way (S. 160th Street), shall be designed by a Washington State Licensed Engineer and be shown in detail. Existing 60 -inch water main, sidewalk, and other utilities within S. 160th Street will make connecting to the City storm drainage system difficult. Should consider other on-site options. 5. There are three existing utility easements at the Southwest corner of this parcel. Show on plan sheet A-1.1. Verify that proposed garage and other construction activities are outside the easement areas (or) relinquish easement(s) as applicable. 6. Show footing drain(s) on a plan sheet. Downspouts shall not connect to footing drains. Footing drain and downspouts may share a single discharge pipe downstream of the lowest footing drain. Show on-site drainage system including profile - if footing drain and downspouts are sharing a single discharge pipe. 7. Work within the S. 160th Street Public right-of-way requires a Street Use permit as part of this Building permit. Bonding, insurance, and a Hold Harmless Agreement for work within the Public Right -of -Way are required. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at 206-431-3655. Sincerely, Bill Rambo Permit Technician File No. D17-0162 6300 Southcenter Boulevard Suite #100 • Tukwila Wnchin otnn OR1RR • Phnnn 766.431-367n Fav 7nA_4 t_7Kfc 0 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0162 PROJECT NAME: KHATKAR RESIDENCE SITE ADDRESS: 4736 S 160TH ST Original Plan Submittal X Response to Correction Letter # 2 DATE: 07/01/19 Revision # before Permit Issued X Revision # . 1 after Permit Issued DEPARTMENTS: mg6' Building Division gm1, Public Works Fire Prevention Structural Planning Division ❑ Permit Coordinator • PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 07/04/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 08/01/19 Approved Corrections Required (corrections entered in Reviews) Approved with Conditions Denied (ie: Zoning Issues) n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping 0 PW 0 Staff Initials: 12/18/2013 PERMIT COORD COPY C PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0162 PROJECT NAME: KHATKAR RESIDENCE SITE ADDRESS: 4736 S 160 ST Original Plan Submittal DATE: 05/21/19 Revision # before Permit Issued X Response to Correction Letter # 1 X Revision # 1 after Permit Issued DEPARTMENTS: A'1- Coria, 1.5--)-2-1 Building Division gip Public Works Fire Prevention Structural r�,a, }FP s�41 Planning Division IN ❑ Permit Coordinator go PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 05/23/19 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: Approved Corrections Required U Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 06/20/19 n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED:Ute Departments issued corrections: Bldg Fire Ping PW 0Staff Initials: 12/18/2013 ORD COP? t PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0162 PROJECT NAME: KHATKAR RESIDENCE SITE ADDRESS: 4736 S 160TH ST Original Plan Submittal Response to Correction Letter # DATE: 04/22/19 Revision # before Permit Issued X Revision # 1 after Permit Issued DEPARTMENTS: NY- cesvf Building Division1111\ VA , Public Works = Structural AAA N/453-11 Fire Prevention Planning Division ❑ Permit Coordinator DATE: 04/25/19 Mil PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) 41;0 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 05/23/19 Approved Corrections Required ❑ Approved with Conditions ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: E REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Ping] PW 0 Staff Initials: 12/18/2013 CPERMIT COORD COPY C PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0162 DATE: 08/29/18 PROJECT NAME: KHATKAR RESIDENCE SITE ADDRESS: 4736 S 160TH ST Original Plan Submittal Revision # before Permit Issued _X_ Response to Correction Letter # 2 Revision # after Permit Issued DEPARTMENTS: f\ KIN C6 Building Division AVO uP -blic Works Fire Prevention Structural PRELIMINARY REVIEW: DATE: Planning Division n Permit Coordinator n 08/30/18 Not Applicable ❑ Structural Review Required (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved DUE DATE: /27/18 ❑ Approved with Conditions n Corrections Required ❑ Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: git c' - REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW ❑ Staff Initials: 12/18/2013 9ERMIT COORD COPY ° PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0162 DATE: 06/27/18 PROJECT NAME: KHATKAR RESIDENCE SITE ADDRESS: 4736 S 160 ST Original Plan Submittal X Response to Correction Letter # 1 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: A33- Covr2 ii $ Building Division tr'\ Covi •.13-`[ 8 Public Works Fire Prevention Structural n Planning DivisioItAv n IP nPermit Coordinator II PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 06/28/18 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 07/26/18 Approved ❑ Approved with Conditions ❑ Corrections Required Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only �� CORRECTION LETTER MAILED: ' ^ 1�146 Departments issued corrections: BldgFire 0 Ping ❑ PW g Staff Initials: 12/18/2013 PERMIT COORD COPY. C' PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0162 PROJECT NAME: KHATKAR RESIDENCE SITE ADDRESS: 4736 S 160 ST X Original Plan Submittal Response to Correction Letter # DATE: 06/15/17 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: r -J Gips. (0\11 Building Division bM C042— 6111-17 Public Works MVl PrWc t 1'1 Fire Prevention Structural -Kos- clt COArgliANt 1 Planning Division ❑ Permit Coordinator • PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 06/20/17 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 07/18/17 Approved Corrections Required ❑ Approved with Conditions ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: to -30-17 Departments issued corrections: B144 --Fire ❑ Ping Staff Initials: 12/18/2013 0 City of Tukwila 0 Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL RECEIVED CITY OFTUKWILJ JUL 032019 PERMIT CENTER Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 7/402-0/ 7 Plan ChecWPermit Number: 4) 1 / -o 16 2. ❑ Response to Incomplete Letter # Response to Correction Letter # ,[ Revision # 1 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: K � aka r i?estdeiwe Project Address: 47 2, f - S 46" gire? f " Contact Person: Ricky bh q.//Wel,/ Phone Number: 2196' Summary of Revision: Sevise exl1li9 deck , s u,L,k;if Cor,. cT '4 Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center Entered in TRAKiT on 7- 3- / W:\Pern it Center \Templates\Forms\Revision Submittal Form.duc Revised: August 2015 City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWJA.eov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. o.,.5iz1(zb1i Plan Check/Permit Number: ❑ Response to Incomplete Letter # 0 Response to Correction Letter # 'J— Revision # ) after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Project Address: Contact Person: SPS t ( C-- 3 A,0, 64-o f (__u.), 1 Phone Number: 1-2.0 17 of (0z Summary of Re Sion: p(clyi 5\``"?.,L, RECEIVED RECEIVED CITY OF TUKWILA MAY 2.1 2019 PERMIT CENTE Sheet Number(s): "Cloud" or highlight all areas of revision including date ofrr�evision Received at the City of Tukwila Permit Center by: 'Entered in TRAKiT on '�- (–A 1 W:1Permit Center\Templates\Farms\Revision Submittal Formdoc Revised: August 2015 0 City of Tukwila 0 Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http:iiww. TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 4-22-2019 Pian Check/Permit Number: -2464)444+° J)I —7 — 01 (.0 Z ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ❑ Revision # I after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Khatkar Residence RECEIVED CITY OF TUKWILA. APR 2 3 2019 PERMIT CENTER Project Address: 4736 S 160th Street Contact Person: Ricky Dhaliwal Summary of Revision: Would like to extend the rear deck from 14' x 5' to 24' x 24'. Phone Number: 206-651-1234 Sheet Number(s): "Cloud" or highlight all areas of revision including Received at the City of Tukwila Permit Center by )] Entered in TRAKiT on 1 1- Z3". \V:\Permit Center\TemplutsslForms\Revision Submittal Form. don Revised: August 2015 e of revision 0 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite 4100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 8/25/18 Plan Check/Permit Number: D17-0162 ❑ Response to Incomplete Letter # • Response to Correction Letter # 2 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ l Deferred Submittal # Project Name: KHATKAR RESIDENCE Project Address: 4736 S 160th St Tukwilla, WA Contact Person: Brandon K / Cascade Home Design Phone Number: 360-625-8579 Summary of Revision: Civil Engineering & Report provided to Suffice Public Works, Site Plan revised to show utilities & proposed TOPO. Struct'I Engineer provided a pin piling plan sheet S2.2 & Details on Sheet A8.2. RECEIVED CITY OF TUKWILA AUG 2 8 2018 PFJ-1f; (.PLATER Sheet Number(s): A1.1, S2.0, S2.2,S3.0, S6.0 & S8.2 "Cloud" or highlight all areas of revision includin_ ; ' to of revisi Rem' ed at the City of Tukwila '; rmit Entered in TRAKiT on L6 W:\Permit Center \7emplatcs\Foms\Revision Submittal Formdoc Revised: August 2015 0 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 6/25/18 Plan Check/Permit Number: D17-0162 O Response to Incomplete Letter # • Response to Connection Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building inspector or Plans Examiner O Deferred Submittal # Project Name: KHATKAR RESIDENCE Project Address: 4736 S 160th St Tukwilla, WA Contact Person: Brandon K / Cascade Home Design Phone Number: 360-625-8579 Summary of Revision: Civil Engineering & Report provided to Suffice Public Works, Site Plan revised showing existing easement, Home moved north on Site. Roof Pitch revised to be 5:12. Gas FAU notes revised. RECEIVED CITY OF TUKWILA JUN 2 7 2018 NTER Sheet Number(s): A1.1, A3.1, A4.1, A5.1, S2.0, S3.0, S4.0 & S5.0 "Cloud" or highlight all areas of revision including-dataof rev_isi Received at the City of Tukwila Permit Center by: Zil—Entered in TRAKiT on %�� �'1� \VMerinit Center \Tentlates\rormcReviskm Submittal Formdoc Reused: August 2015 BULLETIN A2 0 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME {/1'1TYJ WW - PERMIT # 1\A-1- 0 t tp 2 If you do not provide contractor bids oranengineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water/Sewer/Surface Water Road/Parking/Access A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. Z 000 ko $250 (1) C. 2.0% of amount over $100,000, but Tess than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) 5. Enter total excavation volume cubic yards Enter total fill volume cubic yards $ (4) Use the following table to estimate the grading plan review fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51-100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1sT 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees $ (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional revievREQ attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan ReviewZ OF TUKWILA Approved 09.25.02 Last Revised 02/21/17 brT.-$911(p2 JUN 15 2011 PERMIT CENTER Post Bases Installed on Existing Concrete Code Requirements Load Resistance • Columns shall be restrained to prevent lateral displacement at the bottom end. Such lateral restraint shall be provided by manufactured connectors insta",ed in accordance with section R507 and the manufacturer's requirements, or a minimum post em 12 inches in surrounding �. s concrete piers. W shall not be less in than 4• x 4". 1 [ SIMPSON Posts must be properly attached to a concrete footing in order to resist lateral and uplift Toads. Preservative -treated wood that is cut must be field treated or the post must be elevated off the concrete by 1". Simpson Strong-lle® Solutions These products utilize anchors installed during the pour or after the concrete hardens. 7IEVIEW D FOR Wood DE COL�PLIANC norm : dze APPROVED IRC 2015 Section R507. IRC 2012/2015 Section • Column and post -end shall be fastened to rest and net induced uplift f IBC 2015 Section 2304. 407.3 tIUL 09 2019 • s lateral City of Tukwila °� UILDING DIVISIO IBC 2012 Section 2304.9.7 For additional information see page 13. Selection of products based upon performance and/or suitability for a specific application should be made by a qualified professional. Simpson Strong -Tie recommends that deck designs be approved by the local building department before construction begins. 0.11,) Fro GtS #8D6 GALVANIZen. These products are available with a ZMAX or hot -dip galvanized coating. Stainless-steel connectors are also available for higher -exposure environments or applications using certain preservative -treated woods. See page 27 for more dela RECEIVED COWY OF TNC(198LA MAY 21 2019 nmoT CENTER ABW Adjustable st Base with Standoff 'table In ZMAX° coating. ABU Adjustable Post Base with Standoff ZMAX coating or stainless steel recommended. Post -Installed Anchors CORRECTION LTR#_1 CPTZ Concealed Post Tie Available in ZMAX coating and stainless steel. EPB44PHDG Elevated Post Base Available with hot -dip galvanized coating _. RPBZ Retrofit Post Base Available in ZMAX coating. (not for new construction) VISON Installing a post base on existing concrete requires the installation of a post -instal ed anchor to attach the base to the concrete. Simpson Strong -Tie offers a variety of mechanical anchors and anchoring adhesives that are code listed for structural applications. Mechanical Anchors: Strong-Bolte 2 Wedge Anchor The Strong-Bolte 2 wedge anchor is a wedge -style expansion anchor designed to provide optimum performance in concrete and masonry. It is code listed under the current 1BC/IRC requirements for post -installed anchors in cracked and uncracked concrete. Anchoring Adhesives Anchoring adhesives are ideal when maximum strength is needed or when anchoring close to the edge of concrete or masonry. Simpson Strong -Tie SET -XP® epoxy is a high- strength epoxy adhesive, and AT -Xie is an acrylic formula ideal for fast cure and cold -weather applications. Both products are available in a variety of cartridge sizes, including convenient single -tube cartridges. Hot -dip galvanized or stainless-steel threaded rod recommended. For more information on these products, see the Simpson Strong -Tie Anchoring and Fastening Systems for Concrete and Masonry catalog or visit strongtie.com/anchors. 12 1 Deck. Connection and Fastening Guide (800) 999-5099 1 stiongtie l Post Bases Installed in New Concrete Simpson Strong -Tie® Solutions Cast-in-Pface These products are cast into the concrete at the time of the pour. or PB Post Base use With decay -resistant ative-treated ZMAX°or . -.ipg: anized coating recommended. PBS Post Base with Standoff Features a 1' standoff. ZMAX or hot -dip galvanized coating recommended. PPBZ Porch Post Base Features a 1' standoff. Available in ZMAX coating. MPBZ Moment Post Base Provides moment resistance for wooden columns or posts in free-standing structures. Features 1' standoff tabs. F0ECKCO0EI7 0 2017 Simpson S11000-Tle Company Inc. CBS() Column Base Installs with Strong -Drive" SDS wood screws and features a 1" standoff. Hot -dip gahranized coating recommended. A 1' standoff at the base of the post Is required when building with wood that is not preservative treated or decay resistant. The standoff plate raises the post end off the concrete, keeping it drier and reducing the chances of decay. For best long-term results, Simpson Strong -Tie recommends that a base with a standoff be used in exterior/wet applications. SIMPSON Stzo T e Code Requirements Decay Resistance of Post • Wood columns shall be approved wood of natural decay resistance or approved pressure - preservative -heated wood. Exception: Columns exposed to the weather when supported by concrete piers or metal pedestals projecting 1' above a concrete floor or 6' above exposed earth and the earth Is covered by an approved moisture -impervious barrier. IRC 2012/2015 Section R317.1.4 IBC 2015 Section 2304.12.2.2 IBC 2012 Section 2304.11.2.7 For additional information see page 12. Selection of products based upon performance and/or suitability for a specific application should be made by a qualified professional. Simpson Strong -Tie recommends that deck designs be approved by the local building department before construction begins. GUS LI Li GALVANIZED` These products are available with a ZMAX or hot -dip galvanized coating. Stainless-steel connectors are also available for higher -exposure environments or applications using certain preservative -treated woods. See page 27 for more detail. (800)999-5099 1 strongtie.com Deck Connection and Fastening Guide 1 13 Lateral -Load Connection For decks that are partially supported by an adjacent structure (such as a house), the connection between the deck and that structure is vital. A bolted or screwed ledger -to -rim - board connection is suitable to support gravity loads; however, in some cases the building codes require a connection that is able to resist lateral Toads. In these situations, tension ties are typically called out to tie the joists of the deck directly to the structure. DTT deck tension ties are a safe, cost-effective solution designed to meet or exceed lateral - load code requirements for deck construction. The DTT1Z satisfies the 2015 IRC provision for a 750 Ib. lateral -load connection to the house at four locations per deck. This code detail permits the lateral connection from the deck joists to be made to top plates, studs or headers within the supporting structure. The DTT2 can be used to satisfy the 2012/2015 IRC provision for a 1,500 Ib. lateral -load connection at two locations per deck. W HOG lag screw With HDG washer Or SDWH Timber -flex HDG screw (shown) into top plate, studs, or header Typical DTT1Z Deck -to -House Lateral -Load Connection DTT2 Deck Tension Tie DTT12 Deck Tension Tie W diameter HDG threaded rod with nuts and washers Roor sheathing — nailed at 6' max. on center to joist Typical DTT2 Deck -to -House Lateral Load Connection SIMPSON Code Requirements • The lateral -load connection required by Section 11507.1 shall be permitted to be in accordance with Figure R507.2.3(1) (2012 IRC Figure R507.2.3) or R507.2.3(2) (not included in 2012 IRC). IRC 2015 Sectlon R507.2.4 /RC 2012 Section 11507.23 • Where the lateral -load connection is provided in accordance with Figure 11507.2.3(1) (2012 IRC Figure R507.2.3) hold-down tension devices (with capacity not less than 1,500 pounds) shall be Installed in not less than two locations per deck, within 24 inches of each end of the deck. IRC 2015 Section R507.2.4 iRC 2012 Section R507.2.3 • Where the lateral -bad connections are provided in accordance with Figure R507.2.3(2), the hold-down tension devices (with capacity not less than 750 pounds) shalt be installed in not less than four locations per deck. IRC 2015 Sectlon R507.2.4 Selection of products based upon performance and/or suitability for a specific application should be made by a qualified professional. Simpson Strong -Tie recommends that deck designs be approved by the local building departrnent before construction begins. CMS GALVANIZED• These products are available with a ZMAX or hot -dip galvanized coaling. Stalnless-steel connectors are also available for higher -exposure environments or applications using certain preservative -treated woods. See page 27 for more detail. For more information on lateral -load connections, refer to Simpson Strong Tie technical bulletin T-C-DECKLAT at strongtie.com. F-DECKCOOE 17 0 2017 Simpson Strong -Tie Company Inc. (800)999-5099 I strongtie.com Deck Connection and Fastening Guide 1 19 11 1-S ., Q S 00 5S' 3411 W 120.00' CONSTRUCTION CO SEPARATE PERMIT FILE COPY Permit No. 017— 0 I to 2 REQUIRED FOR: Mechanical [/Electrical PRIVATE O�� Plan review approval Is subject to errors and I omissions Approval of construction docunette ds [ZYPlwmbing 1:: Gas Piping� — Q N DRAWN BY DL5 APPROVED q p vaedny aFdieodptCedopCOd yanO City of Tukwila_,.„_ Nathn,crIezeRtehceevipiotloaftiaopnporof BUILDING DIVISION O conaivo9s itAcnowiedgea: ( a:Jcrrdaelnuy Datel PANNING APPROVED • City of Tukwila i BUILDING DIVISION L J No changes can be made. to these plans without approval from the co )� �� 0 0 M a Mil O n R, a CJO? n Il-nil O o O a -41 Planning Division of DCD II11 Approved By: V let the _ ,v j co "t Date: 21 - _ � 38,9' N C tO ¥ in = K, W ,, REVIEWED FOR CO c j aD . ^ VJ 24" WIDE CONCRETE RETAIN WALL BELOW DECK ~ X w A PROVEpNCE O - -JUL 09 `Q n.9' w 4 -_ 2019 City of Tukwila O U w w O Q 0 lX v BUILDING DIVISIO N RECEIVED5 CITY OF TUKWILA REVISIONS �- . W No c•.a I ,aes aha{! be made ;"-� o X ,,. tt Q G, 1 JUL�_ 03 2019 Of wont wit NOT Tukwi NOTE: Revisions to the scoAo out prior approval of the Q a Building Division. �, tt N w u `� u o +- - EaD?E I v1IT CENTER !� s submittal and may ons wilt require a new plan. o Include additional i ; ;, .</o a 0 CORR T'- �j� _ Z 6) I REVISION pan re W 4o NO, 0 3 LTR# �, �, Itv M O ,S 00 58' 11" W 120.00' d s ....... 0_ w 1 O N EXISTING CONC. WALL . Go\ Ca D D A 241-0" J oe t 'o at EXISTING CONC. WALL O 6► 4'-0" x 4'-0" i=a4N S/GLER CONSTRUCTION TYPICAL DECK NOTES: APPROVED BLD. WRAP OVER WALL SHEETING METAL FLASHING W/ SIDING OVER FLASHING 36 HIGH RAILING UJ/ MAX. SPACING OF 4" 5/4 CEDAR DECKING OR APPROVED DECKING 2X10 PT JOICE 16" OC UJ/U28 SIMP. HANGERS RIM LEDGER LADED 12" OC THROUGH SIDEING W/ 3/8 X6"LAGS 4 WASHERS 4X12 PT BEAM UJ/ 4X6 PT POSTS ' 8' OC SIMP. P1546 ON 24X24 CONC. PADS W/4 4.4 REBAR EACH WAY MIN. 12" BELOW GRADE 9 241-0" i -o 141-0" 1 x •9 O STRAP TO EXISTING FLOOR JOICE WITH SIMPSON DTT2 DECK TENSION TIE REVIEWED FOR CODE COMPLIANCE APPROVED JUL 0 9 2019 City of Tukwila BUILDING DIVISION O x 0 RECEIVED CITY OF TUKWILA INSTALL P.T. SILL PLATE AND CONNECT DECK JOICE TO SILL PLATE W/ SIM, DTT2 TENSION TIES JUL 0 3 2019 PERMIT CENTER 1 z m � O csi0 Q) —3 c W H 0 SCALE 1/4"=1' DRAWN BY DLS O O 24'-011 ' II II � I � T �1--- fi----_�--_�--_�-- I /11 I I 4 I II I I I I a —T T< 2 1 I I 41><1P fIDTI 5E4MP 1 1'-41111-� I I 4 ° 14 9 ° °I 4 D D D D D D I D D D I D D D D D EXISTING CONC. WALL 15I-011 °v I° I vl I 4 A p° 4 pfd • o o o p 1v 14'-0" O -61 3-O /GL FR CONSTRUCTION TYPICAL 4X6 POSTS W/4X4 CROSSBRACEING OVER 2411X2411 DIA. CONCRETE PADS *0 A MIN. OF 1211 BELOW GRADE EXISTING CONC. WALL REVIEWED FOR CODE COMPLIANCE APPROVED JUL 0 9 2019 City of Tukwila BUILDING DIVISION v O> z" 0o e d pnd EXISTING LOWER LEVEL_ D 3_0"_x _417.01 RECEIWED CITY OF TUKWILA JUL 0 3 2019 PERMIT CENTER 2 SCALE 1/411=1' DRAWN BY DLS SUPPORT U w O 0 4 GRADE k 1=121 S/GLFR CONSTRUCTION BACK OF GARAGE 2X10 PT JOICE o 4 4 'A . 6'A D D D D D O °, O ° o 4 ° • 4 ) • e rI 4 'o . o D A D D t 4 4 n 4° 4 4 ° 4 ° A )D D )D A D 1 o O o 4 o n L ° • 4 ° • 4 • v° U'0 4 4X 12 PT BEAM 4vA 4 D A D A Q D a � o ° 4 ° 4 D D D D min, TOP OF RETAINING WALL AT PLATE LINE SECTION 8312 GUARDS 8312,1 Guards, Porches, balconies, ramps or raised floor surfaces located more than 30 inches (Y62 mm) above the floor or grade belowshall have guards not Tess than 36 inches (S14 mm) in height. Open sides of stairs with a total rise of' more than 30 inches (162 mm) above the floor or grade below shall have guards not less than 34 inches (864 mm) in height measured vertically from the nosing of the treads. Porches and decks which are enclosed with insect screening shall be equipped with guards where the walking surface is located more than 30 inches (162 mm) above the floor or grade below, 8312,2 Guard opening limitations, Required guards on open sides of stairways, raised floor areas, balconies and porches shall have intermediate rails or ornamental closures which do not allow passage of a sphere 4 inches (102mm) or more in diameter, A NOTE: 24" WIDE CONC. RETAINING WALL REVIEWED FOR CODE COMPLIANCE APPROVED JUL 0 9 2019 City of Tukwila BUILDING DIVISION NOTE: GUARD RAILS TO FASTENED AND ANC1-IORED TO DECK AT A MIN, LATERAL FORCE OF 200 LISS. I ECEIVED CITY OF TUKWILA JUL 032019 PERMIT CENTER 3 ELEVATION 4 Lu —r=r=ter= a ° a a ° a ° a ' a ° a ‘o . 4. . 4'_/ . C o . C 'o . 4'6. . C 'o . C •o . C ,6 , v o D D D D D D D D D D D D D A D D D D D d ° d ° d ° d ° d ° d ° d ° d° d° d a a a a a a a a °' a ,o . C, . C o . C o . 4.6 . 0 0 . C'o . /._\-‘/._\-‘c\' . C'o , C'o 1 - D D D D D o A o D o A > D o A D D P , n i A n n n n n n n n n n n n n A ., E:a4N S/aLER CONSTRUCTION TYPICAL EECK DETAIL 41 4.0 // /� NOTES: 36" HIGH RAILING W/ MAX. SPACING OF 4" 5/4 CEDAR DECKING 2X10 PT JOICE 16" OC W/U28 SIMP. HANGERS RIM LEDGER LAGED 6 12" OC THROUGH SIDEING UJ/ 3/8 X6"LAGS 4 WASHERS 4X12 PT BEAM W/ 4X6 PT POSTS 6 8' OC SIMP. PB46 ON 24" SQ. CONC. PADS ....W/ MIN. OF 12" DEPTH REVIEWED FOR CODE COMPLIANCE RECEIVED APPROVED CITY OF TUKWILA JUL 0 3 2019 PERMIT CENTER JUL 0 9 2019 City of Tukwila BUILDING DIVISION June 04, 2019 1- 4 DRAWN BY DLS SIDE ELEVATION "WOREL G MARV 16LJTF.R £,VHRO4; EYE"0 -Ville, 147--.. PIT' SEW 'R DISTRICT 3460 S 148th Suite 100 Seattle, WA 98168 Phone: (206) 242-3236 Fax: (206) 242-1527 RCC it 0030144 CERTIFICATE OF SEWER AVAILABILITY / NON AVAILABILITY Residential: $ 50.00 Commercial: $ 100.00 Certificate of Sewer Availability OR C Certificate of Sewer Non -Availability Part A: (To Be Completed By Applicant ) Purpose of Certificate: Building Permit ■ Preliminary Plat or PUD ❑ Short Division ❑ Rezone ■ Other Proposed Use: ■ Commercial 'sidential Single Family • Residential Multi -Family ❑ Other Applicant's Name Mktq I N DSK 1,14 A-1 Kk.. Phone Number 2.e -�5 I - 23 i- -Property Address-. 113t,- 5 110V') ST, -1-v0m 1L Tax Lot Number 222(:)4--11IS Legal Description (Attach Map and legal Description if Necessary ); Part B: (To be Completed by Sewer Agency ) a. A Sewer Service will be provided by side sewer connection only to an existing 2 " size sewer 1' ❑ OR ❑ b. \�, Sewer feet from the site and the sewer system has the capacity to serve the proposed use. service will require an improvement to the sewer system of: ■ (1) feet of sewer trunk or lateral to reach the site; and/or ■ (2) The construction of a collection system on the site and/or • (3) Other (describe) 2. Must be completed if 1. b above is checked Ca. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR C. b. The sewer system improvement will require a sewer comprehensive amendment. 3. Ca. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District. OR C a. Annexation or BRB approval will be necessary to provide service. tL''7 lib 0 1602 4. Service is subject to the following; SS Permit $ a. District Connection Charges due to connection: /5.0 ( .,,y,/,;,. prior GFC: $ 6/033. co SFC: $ ,/OO • "`'' Unit: $ Total $ /2) 2 -3 • (Subject to Change on January 1st) RECEIVED CITY OF TUKWILA Either a King County/METRO Capacity Charge SWSSD or Midway Sewer District Connection Charge may be due upon connection to sewers. JUN 15 2017 b. Easements: ❑ Required May beRESIIIIIT CENTER c. Other f,i t',cc. G,v-e »- e -, I hereby certify that the above sewer agency information is true. This certification shall be valid for one year from the date of signature. By X07— Title C.S- //I/ -A e i p✓ Date 0 1-7' / / oiZ ATTACHMENT TO VALLEY VIEW SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NON-AVAILABILITY The following terms and conditions apply to the attached Valley View Sewer District ("District") Certificate of Sewer Availability/Non Availability ("Certificate") 1. This certificate is valid only for the real property referenced herein ("Property") which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and/or City of SeaTac. This certificate is between the District and the applicant only and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of Seatac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. lithe District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. I acknowledge that I have received the Certificate of Sewer Availability/Non -Availability and this attachment, and fully understand the terms and conditions herein. Applicant's signature Date ‘7/07 Reset Form Print Form CITY OF TUKWILO Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Permit Cetuilding Division: 206-431-3670 Public Works Department: 206-433-0179 Planning Division: 206-431-3670 CERTIFICATE OF WATER AVAILABILITY Required only if outside of City of Tukwila Water District PERMIT NO.: Part A: To be completed by applicant Site Address: 4736 S 160th St (attach map and legal description showing hydrant location and size of main):. Owner Information: Agent/Contact Person:: Owner Name: Dalraj Khatkar Agent/Contact: Ricky Dhaliwal Owner Address: 7909 Pacific Hwy E., Milton, WA 98354 Agent Address: 12893 SE 225th CT, Kent, WA 98032 Owner Phone: Contact Phone: 206-261-1234 This certificate is for the purposes of: SFR ❑d BUILDING PERMIT ❑ COMMERCIAL INDUSTRIAL ❑ PRELIMINARY PLAT ❑ REZONE ❑ SHORT SUBDIVISION ❑ OTHER Estimated number of service connection and water meter size(s): One new in service/meter Vehicular distance from nearest hydrant to the closest point of structure is 55'+/- to property. See attached map for hydrant location. Area is served by (Water Utility District:) HIGHLINE WATER DISTRICT Owner/Agent Signature Date PART B: To Be completed by water utility district 1. The proposed project is within TUKWILA /King 2. 0 No improvements required. 3. (City/County) The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: 4. Based upon the improvements listed above, water can be provided will be available at the site with a flow of at 20 psi residual for a duration of 2 hours at a velocity of 10 fps as documented by the attached calculations. Customer recognizes that the water pressure/fire flow information provided pursuant to this request is general in nature and may not be accurate for any specific location at any specific time. Customer remains solely responsible for determining the specific water pressure/flow information available for Customer's intended use. The general information provided by the District is not intended for and should not be relied upon to design a water system or fire supression system for a specific location. Customer is responsible to field verify the specific water pressure and fire flow at Customer's specific location for Customer's specific needs. 1500 gpm 5. Water Availability: 0 Acceptable service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements in item B-3 are met. ❑ System is not capable of providing service to this project RECEIVED CITY OF TUKWILA JUN 151017 PETIT CENTER I hereby certify that the above information is true and correct, b on the best available information. HIGHLINE WATER DISTRICT / 206-824-0375 By Agency/Phone DISTRICT ENGINEER Date VT- 12 ATTACHMENT 1 0 37490 0 co LOT 0 coo LOT D o3 LOT B TUSP L 2007100 (0 LOT 1 V4892' o 122.5 M 55 H2127 M > 1 16006 rn 8"AC 0 cD LO CO CRYSTAL SPRINGS CITY OF SEATAC V4893 2 160g) E III ti 40 1,l 2 120 not found 13 16013? 16015 16021 V1535 1y S. 160TH ST. Y 25 55 H2126TUKWILA 0 P-1 16002 CO. WESTRIDGE, w CO 2 16010 3 16016 16022 I I 2D.751343 N co TUKWILA OF 75 N 03 00 N IF- 0 FPI 63.25 H3 Legend Water Availability Site Mapfir • ® Water meters Vat 473 6 S 160th St IH Valves 560 Zone Water Main 1:100 4/10/17 Test Report Print Title for 4736 S 160th ST Date: Monday, April 10, 2017, Time: 14:49:29, Page 1 new node cut in for H2127 elev 380 TH ID Static Demand (gpm) Static Pressure (psi) Static Head (ft) Fire -Flow Demand (gpm) Residual Pressure (psi) Available Flow at Hydrant (gpm) Available Flow Pressure (psi) 1 fl J888 0.92 68.54 538.17 1,500.00 52.71 2,914.08 20.00 Date: Monday, April 10, 2017, Time: 14:49:29, Page 1 new node cut in for H2127 elev 380 TH lc) CITY OF fUKYVdLA Department of Community Development 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431-367o FAX (206) 431-3665 E-mail: tukplan@ci.tukwila.wa.us Permit Center/Building Division 206 431-367o Public Works Department 206 433-0179 Planning Division 206 431-367o AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION STATE OF WASHINGTON) COUNTY OF KING ss. p1pr �a� �- l(4-" [please print name] , states as follows: PERMIT NO: 11/ 0VL 1. I have made application for a permit from the City of Tukwila, Washington. 2. I understand that state law requires that all building construction contractors be registered with the State of Washington. The exceptions to this requirement are stated under Section 18.27.090 of the Revised Code of Washington, a copy of which is printed on the reverse side of this Affidavit. I have read or am familiar with RCW 18.27.090. 3. I understand that prior to issuance of a permit for work which is to be done by any contractor, the City of Tukwila must verify either that the contractor is registered by the State of Washington, or that one of the exemptions stated under RCW 18.27.090 applies. 4. In order to provide verification to the City of Tukwila of my compliance with this requirement, I hereby attest that after reading the exemptions from the registration requirement of RCW 18.27.090, I consider the work authorized under this permit to be exempt under number j 3, and will therefore not be performed by a registered contractor. 5. I understand that the licensing provision of RCW 19.28.161 through 19.28.271 shall not apply to persons making electrical installations on their own property or to regularly employed employees working on the premises of their employer. The proposed electrical work is not for the construction of a new building for rent, sale or lease. I understand that I may be waiving certain rights that I might otherwise have under state law in any decision to engage an unregistered contractor to perform construction work. C�riM4.-, Owner/Owner's Agent* Signed and sworn to befor day of NOTARY PUB Residing at in and or the State of Washington Name as commissioned: My commission expires: 18.27.090 Exemptions. The �stration provisions of this chapter do not appy` 1. An authorized representative of the United States government, the state of Washington, or any incorporated city, town, county, township, irrigation district, reclamation district, or other municipal or political corporation or subdivision of this state; 2. Officers of a court when they are acting within the scope of their office; 3. Public utilities operating under the regulations of the utilities and transportation commission in construction, maintenance, or development work incidental to their own business; 4. Any construction, repair, or operation incidental to the discovering or producing of petroleum or gas, or the drilling, testing, abandoning, or other operation of any petroleum or gas well or any surface or underground mine or mineral deposit when performed by an owner or lessee; 5. The sale of any finished products, materials, or articles of merchandise that are not fabricated into and do not become a part of a structure under the common law of fixtures; 6. Any construction, alteration, improvement, or repair of personal property performed by the registered or legal owner, or by a mobile/manufactured home retail dealer or manufacturer licensed under chapter 46.70 RCW who shall warranty service and repairs under chapter 46.7o RCW; 7. Any construction, alteration, improvement, or repair carried on within the limits and boundaries of any site or reservation under the legal jurisdiction of the federal government; 8. Any person who only furnished materials, supplies, or equipment without fabricating them into, or consuming them in the performance of, the work of the contractor; 9. Any work or operation on one undertaking or project by one or more contracts, the aggregate contract price of which for labor and materials and all other items is less than five hundred dollars, such work or operations being considered as of a casual, minor, or inconsequential nature. The exemption prescribed in this subsection does not apply in any instance wherein the work or construction is only a part of a larger or major operation, whether undertaken by the same or a different contractor, or in which a division of the operation is made into contracts of amounts less than five hundred dollars for the purpose of evasion of this chapter or otherwise. The exemption prescribed in this subsection does not apply to a person who advertises or puts out any sign or card or other device which might indicate to the public that he or she is a contractor, or that he or she is qualified to engage in the business of contractor; 10. Any construction or operation incidental to the construction and repair of irrigation and drainage ditches of regularly constituted irrigation districts or reclamation districts; or to farming, dairying, agriculture, viticulture, horticulture, or stock or poultry raising; or to clearing or other work upon land in rural districts for fire prevention purposes; except when any of the above work is performed by a registered contractor; 11. An owner* who contracts for a project with a registered contractor, except that this exemption shall not deprive the owner of the protections of this chapter against registered and unregistered contractors. The exemption prescribed in this subsection does not apply to a person who performs the activities of a contractor for the purpose of leasing or selling improved property he or she has owned for less than twelve months; 12.* Any person working on his or her own property, whether occupied by him or her or not, and any person working on his or her personal residence, whether owned by him or her or not but this exemption shall not apply to any person who performs the activities of a contractor on his or her own property for the purpose of selling, demolishing, or leasing the property; 13. An owner* who performs maintenance, repair, and alteration work in or upon his or her own properties, or who uses his or her own employees to do such work; 14. A licensed architect or civil or professional engineer acting solely in his or her professional capacity, an electrician certified under the laws of the state of Washington, or a plumber certified under the laws of the state of Washington or licensed by a political subdivision of the state of Washington while operating within the boundaries of such political subdivision. The exemption provided in this subsection is applicable only when the person certified is operating within the scope of his or her certification; 15. Any person who engages in the activities herein regulated as an employee of a registered contractor with wages as his or her sole compensation or as an employee with wages as his or her sole compensation; 16. Contractors on highway projects who have been prequalified as required by RCW 47.28.070, with the department of transportation to perform highway construction, reconstruction, or maintenance work; 17. A mobile/manufactured home dealer or manufacturer who subcontracts the installation, set-up, or repair work to actively registered contractors. This exemption only applies to the installation, set-up, or repair of the mobile/manufactured homes that were manufactured or sold by the mobile/manufactured home dealer or manufacturer; 18. An entity who holds a valid electrical contractor's license under chapter 19.28 RCW that employs a certified journeyman electrician, a certified residential specialty electrician, or an electrical trainee meeting the requirements of chapter 19.28 RCW to perform plumbing work that is incidentally, directly, and immediately appropriate to the like -in-kind replacement of a household appliance or other small household utilization equipment that requires limited electric power and limited waste and/or water connections. An electrical trainee must be supervised by a certified electrician while performing plumbing work. . Per Washington State Department of Labor and Industries lessee has been interpreted to be equivalent to owner for purposes of exemptions. 372' ----- 374' 374' 376 378L 380' \ n 1 TO 1 EXCAVATION \ CUT HERE. NO EXCAVATION ALLOWED TO ENCROACH ONTO NEIGHBORING PARCEL 3 LINE OF ROOF 0.H 18' MAX PROTRUSION INTO SIDE YARD SETBACK 382' - SOLID BLOCK EAVES ALONG WALL ABUTTING 5.0' SIDE YARD SETBACK 1 HR FIRE RATING SEE CIVIL DRAINAGE PLANS FOR ROOF It FTG DRAINS, CLEARING LIMITS t FILTER FABRIC FENCE TYP 370' N 88'43' 1711 E 86.60' 368' \ \ \ 10.0' BSBL \ \ REAR YARD RSZOF OVERHANG 2ND PLR\ CANTILEVER \ \ \ \ \� - il• \\ \ \ I\ —�\ \ 5 J PORCI4 \ \ \ \ \ \ NEW\,RES1 DENCE SLAB •3'1.2.00' MAIN •381\50' UPPER •392.61\0' \ '' SLAB EL. 380.75' \ \ \ \ \ \\ \ \\GA A`GE \ 1-A4 EL.-480.5tk \ PORC1-I 5' WIDE PRIVATE SANITARY SEWER EASEMENT UNDERGROUND PWR LINE 5' WIDE PRIVATE UNDERGROUND POWER EASEMENT cn EXISTING APPROACH I 881431 17" \ 55.13' \ \ 374' \ Fi \ 76' \ 380' 8' w o_ o_ 3 m NEWIII' WTR SERVICE< LIN CON ECT NEW 4' SEWER LINE TO EXIST SIDE SEWER W/ LEANOUT, EXIST 91 1 6 0TH S T SITE SEWER APPROX LOCATION OF EXIST ACCESS DRIVEWAY 0 0 cv mN N ID 0 z 572' FLAN SCALE 1" = 10,0' 370' N k65' 61/sts egyr\ PROJECT TEAM O WNER: EKAM CONSTRUCTION B UILDER: EKAM CONSTRUCTION DESIGNER: CASCADE HOME DESIGN STRUCT'L ENGINEER: PAC ENGINEERING CIVIL ENGINEER: N/A SURVEYOR: TERRANE SURVEYING PARCEL NUMBER 2 2 2 3 0 4 - q 1 1 5 S 1 T E ADDRESS 4736 160TH ST 5 TUKWILLA, WA Z 0 N 1 N G Z O N I N G: R- 2 0 FRONT SETBACK: 20.0' REAR SETBACK: 1 0 . 0' S IDE SETBACK: 5.0' MAX. BLDH HT: 30.0' MAX. BLDG COVERAGE: 35% LOT COVERAGE H O M E FP: 2 4 0 1 S F D RIVEWAY: 782 5 F W ALKWAY: 3q 5 F TOTAL: LOT AREA: COVERAGE: 3, 2 2 2 SF 10,383 SF 3 1 . 0 0 % N 0 T E 5 SEE SURVEY FOR ADDT'L INFORMATION 380.00' GRADE OUT LINE I/I • PROP LINE p(CAVATION CUT SECTION 'A' ❑,�`. '.:,:cal ❑F:, bng ❑ Cc.s Piping cf ABE CALCS A 3 8 2 . 2 5 B 3 7 3 . 7 5 G 3 6 q . q 0 D = 3 7 2 . 2 5 1488.15' / 4 = 374.53' ABE MAX MID POINT = 404.53' ACTUAL MID POINT = 401.82' (372.00' + 2q.82' = 401.82') rPrc No than r - -• to for, .•COOP of :tow I01 • 372.$6 AP z FILE C^^Y Penni!: No. IOW Qa1912" Flan revic71 C' ,. Approval of cc the violatk;n Cf c`.; of approve, Fick.: C ; y crtc By: \1/4.41 -Si.► sitLet& Date: \\'1 \A 7. s,. )rn"ta' Iran rev:cntoe; 1 REVIEWED FOR—I CODE COMPLIANCE I APPROVED SEF' 1 r 2018 �J PP City of Tukwila BUILDING DIVISION AUG 2 7 2018 PERMIT CENTER LTR# z E O — 0 r U) w z lc) 0t m l7 U) zw - ntn Qw _ - E : O ,D 03 U.1 • -1 p < 0 �u‘1) N < C 3 w 3 OC X a_ DRAWN: BMK CHECKED: BMK REVISIONS: AUG. 22ND 2018 JUN. 12T1-1 2017 VI1-DIbl- a-'' NOTE: THE EXISTING UTILITIES AS SHOWN ARE ONLY APPROXIMATE. OTHER EXISTING UTILITIES MAY EXIST ALONG THIS PROPOSED ALIGNMENT. IT SHALL BE THE CONTRACTOR AND OR OWNERS RESPONSIBILITY TO VERIFY THE SIZE TYPE LOCATION AND DEPTH OF ALL EXISTING UTILITIES PRIOR TO STARTING CONSTRUCTION CaII Before You Dig 811 ND AVENUES. 27 01-06-14 FOUND CONC MON IN CASE BRASS DISC DOWN 0.25' FOUND 01-06-14 REBAR 8 CAP 'LS 04 76' 0.2' N OF PRbPERTY CORNER LOT 1 CITY OFlvrA WORT PLAT No. L05 -O47 37C 4736 S 160TH STREE RESIDENCE SE 1/4, SE 1/4, SEC.22, T.23N., R.4E., W.M. CITY OF TUKWILA, WASHINGTON PARCEL E CITY OF MAMBA ORT PLAT 'NO. L93-0029 370' 01-06-14 SET WHITE STAKE gil CB, TWE RNII - 371.00 4' E N (RD) 3NL\50 4'EN(FD) - !' E OUT - 370.00 WOOD FENCE IS 3.3' N OF LINE 0 0 REAR 4'X•LF PVC RD 4'IOILF CS' Ala NC14 PER Fla TRE 1 (3 V 0 E OUT(FD)-309,00 E OUT(RD)-370.00 01-06-14 SET WHITE STAKE 01-06-14 SET WHITE STAKE 1726.08' CALC'D $89.49'34"E 45.32' 01-06-14 FOUND CONC NON IN CASE BRASS DISC DN 0.1' S OF SECTION LINE CALC'D 381 01-06-14 FOUND REBAR NO ID' ATCPTY R -0-W \ 01-06-14 04000 FENCE \ 1, IS '-'FOUND REBAR 6 CAP LS 04267E- 01 -06-14 N 6 0.1' W OF PROPERTY CORNETT N 0 800'57'34'N ///- 01-06-14 FOUND 3 4 CAP LSS 08 18394' 0.4' CORAPROPERTY ?At:PARCEL NO. 222000006 IS 0.2 W OFEF LINE 3' N S 0.6' W PROPERTY CORNER 91 1:43• 1 86.63' 1 11 1 - 1- - - - CALC'D BIS OFARI 586"43'17"E226636.74' MEAS. (2636.68' SP 233/9-10) tQ-W 9 100 0 824.03' CALC'D Z nhs 01-06-14 FOUND CONC MON IN CA BRASS DISC DOWN 0.9' GRAPHIC SCALE 10 0 10 20 11111 NM NE IIIII ( IN FEET ) 1 inch = 10 ft. DEVELOPER/AGENT: EKAM CONSTRUCTION 12893 SE 225TH COURT KENT, WA 98031 PROPERTY OWNER: MANIMDER AND KARANVIR KHATKAR 4736 S, 160TH STREET TUKWILA, WA 98188 PROPERTY ADDRESS: 4736 S, 160TH STREET TUKWILA, WA 98188 CI SURVEYOR/ENGINEER: EASTSIDE CONSULTANTS, INC. 1320 NW MALL ST., STE B ISSAQUAH WA 98027 ZONING: LDR TAX ACCOUNT NO. 2223049115 LOT SIZE: 10,393 S.F. • •1?T F1: VICINITY MAP N. T.S. LEGAL DESCRIPTION LOT 2. CITY OF TUKWILA SHORT PLAT N0. L05-047, RECORDED UNDER RECORDING NO. 20071004900002. IN KING COUNTY. WASHINGTON. SITUATE IN THE CITY OF TUKWILA, COUNTY OF KING, STATE OF WASHINGTON. BASIS OF BEARING A BEARING OF S88243'17'E ON THE CENTERLINE OF S. 160TH STREET. PER CITY OF TUKWILA SHORT PLAT N0. 105-047. AS RECORDED IN BOO 233 OF SURVEYS. PAGES 9-10. RECORDS OF KING COUNTY, NA. METHOD OF SURVEY INSTRUMENTATION FOR THIS SURVEY WAS A LEICA ELECTRONIC DISTANCE MEASURING UNIT. PROCEDURES USED IN THIS SURVEY WERE DIRECT AND REVERSE ANGLES. NO CORRECTION NECESSARY, MEETS STATE STANDARDS SET BY WAC 332-130-090. SURVEYOR'S NOTES: UTNE BOUNDARY SURVEY SHOWN HEREON WAS PERFORMED IN JANUARY OF 2014. THE FIELD DATA WAS COLLECTED AND RECORDED ON MAGNETIC MEDIA THROUGH AN ELECTRONIC THEODOLITE. THE DATA FILE 1S ARCHIVED ON DISC OR CD. WRITTEN FIELD NOTES MAY NOT EXIST. 2)SUBJECT PROPERTY TAX PARCEL NO. 2223048115. 3/SUBJECT PROPERTY AREA PER THIS SURVEY IS 10.393 SO. FT. +/-. LEGEND: + PIMIO NOMSSR AS Mnw • FOLIC am S GIP AS NNW • SIT LINE STAKE AS NNW R -o -R NEWT '-Illy ( 3 RECORD AS NDiw E CENTERLINE of RIMS MOOD FOC NEW IMPERVIOUS AREA LOT AREA: 10,393 S.F. HOUSE/GARAGE BLDG ROOF AREA: 2,4015.F. WALKWAY AREA: 39 S.F. DRIIVEWAY 573 S.F. TOTAL AREA: 3,013 S.F. PERCENT LOT COVERAGE 3,013/10,393 - 28.99% APPROVED SEP 0 9 2018 t ity of Tukwila PUBLIC Works CNYA REVIEWED FOR CODE COMPLIANCE APPROVED SEP 1 2018 City of Tukwila BUILDING DIVISION Ci Y O ':. 's'.'; L. - AUG 2 7 2018 tiFn .: i CENTER LOCATION INDEX. SECTION 22, T23N, R4E. W.M. a. m ENGINEERS - SURVEYORS Z z so Nr oat wial o JOS 110. 18047 it DATE 0/18 SCALE T,20' DFD RSV DRAWN RSF CHECKED REIF APPROVED RSP X SHEET 1 OF 2 n.'✓wYn'^dXM:aNMnfM'4n r♦v!WBa.'4Yx:.:.1.:vstir<a M3 &w:4�tY'.pd.JC=n'ViL��P+ Y.Ma`.� 4— NOTE: THE EXISTING UTILITIES AS SHOWN ARE ONLY APPROXIMATE. OTHER EXISTING UTILITIES MAY EXIST ALONG THIS PROPOSED ALIGNMENT. IT SHALL BE THE CONTRACTOR AND OR OWNERS RESPONSIBILITY TO VERIFY THE SIZE TYPE LOCATION AND DEPTH OF ALL EXISTING UTILITIES PRIOR TO STARTING CONSTRUCTION Cali Before You DIA 811 N42ND AVENUE S. 01-06-14 FOUND CONC MON IN CASE BRASS DISC DOWN 0.25' 01-06-14 FOUND REBAR 6 CAP 'LS 042676' 0.2' N OF PROPERTY CORNER CLEARING UNITS 7O BE MARKED PAM HIGH MSIBILTY FENCE PER BMP 0.21.1.1 LOT Q 7I' ®1P 711EMO AI OIRT 1P1(4AT NO. IIA95-147 $ e; 374' 4736 S 160TH STREE RESIDENCE SE 1/4, SE 1/4, SEC.22, T.23N., R.4E., W.M. CITY OF TUKWILA, WASHINGTON FARM 13 wnnr ®IF' 71 1 11119 5 r,A 011110ET PLAT PTO. L9S-0022 370' 588'43' 17 'E 01-06-14 SET WHITE STAKE 86.60' WOOD FENCE IS 3.3' N OF LINE SILT FENCE PER BMP 21.3.1 ON ALL DOMNGRADtlT SLOPES \ \ PERMANENT/ \ \\ TEMPORARY SEEDING PER BMP D.2.1.2.6 REAR Y \ y w do ti \s! ,� x 11 f h U' ...n MULCHING PER BMP 0.2122 LOT \ NETS AND 1', BLANKETS PER BMP 0.2.1.2.3 y af0 QW " io �c .z.� :LA: 2¢� Q 2 cc f o 0\ k. cc it 20\ Qo NQ • JW' \ Q 31-Q.yIOU '14 Q Irmaallbarim -.1;1 \ n M M — CONCRETE HANDLING AND MATERIAL DELVERY, STORAGE CONTAINMENT PER BMWS C151 AND 153 1 01 06 14 SET WHITE STAKE PROPOSED RESIDENCE 2.401 SF FF SLAB . 372.00' FF MAIN - 381.50' FF UPPER - 392.00' 1 1 01-06-14 SET WHITE STAKE \I' STABIUZATION CONSTRUCTION ENTRANCE PER BLP 0.2.1.4.1 1726.06' CALC'D 01-06-14 FOUND CONC I40N IN CASE BRASS DISC DONN 0.4 0.1 S OF SECTION L INE -573 SFY • 01-06-14 FOUND REBAR AT PROPERTY CORNER 4 • viR 4 • 4- 66.63' CALC'D BASIS OF BEIARING W000 FENCE IS NIN PROPERTY CORNER I 01-06-14 FOUND REBAR CAP -LS 06394" 0.4' M OF PROPERTY CORNER 500 '57.34'M 22250419006 MOOD FENCE IS 01-06-14 FOUND REBAR IS CAP "LS 042676" PROPERTY CORNER 624.03' CALC'D us Lu 22 ro 27 01-06-14 FOUND CONC MON IN CAS BRASS DISC DOWN 0.9' GRAPHIC SCALE 10 10 20 SEP 0 9 2818. PUBLIC Works oklk ( IN FEET ) CODE COMPLIANCE APPROVED SEP 10 2018 City of Tukwila BUILDING DIVISION AUG 2 7 2018 LOCATION INDEX Lai i o w. icc get co It be - NEN o oi get o se CO ENGINEERS - SURVEYORS eel 0 0100 Iftt Ittin NMI JOS NO. 18047 DATE 4/18 SCALE TWO' DESIGNED NSF DRAM RSF CHECKED RE* APPROVED REIF SHEET 2 OF 2 ePPY • PRESCRIPTIVE ENERGY CODE COMPLIANCE This project will use the requirements of the Prescriptive Path below and incorporate the minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked. All Climate Zones Fenestration U -Factor° Skylight U -Factor Glazed Fenestration SHGCbe Ceiling Wood Frame Wall°•`^" Mass Wall R -Value' Floor Below Grade WaII°' Slab° R -Value & Depth R -Values U -Factors With use of Credit la n/a 0.30 0.28 U -Factor n/a 0.50 n/a n/a BACK -DRAFT DAMPER SELECTION: 491 0.026 MANUAL VOLUME DAMPER 21 int 0.056 WALL 21/21" 0.056 30° 0.029 38 R -Value (0.025) 10115/21 int +TB 0.042 R-10 perimeter & entire slab 10, 2 ft n/a R-10 perimeter & entire slab For single ratter- or joist -vaulted ceilings, the insulation may be reduced to R-38. Table R402.1.1 footnotes included on Sheet A1. Each dwelling as to achieve ❑1. Small unit in a residential building shall comply with sufficient options from Table R406.2 so the following minimum number of credits: Dwelling Unit: 1.5 points Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are 500 square feet of heated floor area but less than 1500 square feet. Dwelling Unit: 3.5 points Al dwelling units that are not included in #1 or #3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. Dwelling Unit: 4.5 points Dwelling units exceeding 5000 square feet of conditioned floor area. less than 500 square feet: .5 credits El 2. Medium X ■ 3. Large ❑4. Additions ENERGY CREDIT OPTION DESCRIPTIONS Option Description Credit(s) 0.5 la Efficient Building Envelope la 0.5 ■ ■ ❑ 1b Efficient Building Envelope 1b 1.0 lc Efficient Building Envelope lc 2.0 Id Efficient Building Envelope 1d 0.5 2a Air Leakage Control and Efficient Ventilation 2a 0.5 • ❑ ❑ 1.0 1, 0 ■ ■ ■ 0.5 El ❑ 1.5 O ❑ ■ 3.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 3a High Efficiency HVAC 3a 1.0 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 1.5 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 5a 0.5 5b Efficient Water Heating 5b 1.0 5c Efficient Water Heating 5c 1.5 5d Efficient Water Heating 5d 0.5 6 Renewable Electric Energy j *1200 kwh Total Credits RHEEM HYBRID HEAT PUMP HWT. 2.45 EF RATING. 8700 BTUH/H. 26 GA STRAP TO NALL S TOP It SOT. W/ PLATFORM IB" A.F.F. RHEEM PRESTIGE SERIES GAS FURNACE. 964 AFUE. 120K BTU WINDOW, SKYLIGHT & DOOR SCHEDULE CONDITIONED FLOOR AREA: SUM OF ALL GLAZING AREAS FROM BELOW: GLAZING TO FLOOR AREA RATIO: EXEMPT DOOR AND WINDOW ROOM 4640 565 12 2% SUM OF UA FOR HEATING SYSTEM SIZING:I 195.2 (DOES NOT INCLUDE EXEMPT DOOR & WINDOW) U-VAL QTY W H AREA UA COMMON EXEMPT SWINGING ODOR (24 S.F. MAX) 0.46 1 3.00 6.60 COMMON E)E:MPT WINDOW (15 S.F. MAX) 0.28 1 4.00 4.00 EXTERIOR DOORS (OPAQUE) ROOM TYPE REF FOYER DOOR SUM OF AREA AND UA FOR HEATING SYSTEM SIZE ONLY: U-VAL OTY W H WSEC 0.46 2 3.00 6.60 SUM OF AREA AND MA AREA WEIGHTED U = MA/AREA: 19.80 9.11 16.00 4.48 35.8 13.6 AREA UA 39.60 18.22 0.00 0.00 39.8 0.00 0.00 18.2 0.48 VERTICAL GLAZING (ALL WINDOWS ARE DOUBLE GLAZED. Ll -FACTORS ARE DETERMINED N ACCORDANCE WITH NFRC 100) ROOM TYPE REF MODEL FRAME GAS L0-= E PKG U-VAL SPCRS QTY W H AREA UA 8120 VINYL ARGON YES SIINC/i89 0.27 EDGE 1 5.00 4.00 20.00 20.00 32.00 24.00 15.00 4.50 30.00 12.50 30.00 15.00 30.00 1500 30.00 10.00 25.00 12.50 12.50 36.00 25.00 12.50 363 BDR04 SODER MILGARD BDR 45 COMMON DEN DEN DEN GUEST GREAT GREAT GREAT DINING DINING KIT KR BOR N2 BDR 02 BDR 2 WIC OPEN BDR *3 BDR N3 BA 03 BDR 04 BDRX4 M. BDR M. BA M. BA M. BDR WIC BA *2 SUDER MILGARD 8120 VNYL ARGON YES SU'4C/I&9 0.27 EDGE 1 5.00 4.00 SLIDER MILGARD 8120 VINYL ARGON YES 30 MAX 0.30 E MAX 1 8.00 4.00 CASE MILGARD 8520 VINYL ARGON YES 30 0.29 EDGE 4.00 6.00 PICTURE MILGARD 8320 VINYL ARGON YES 3D 0.30 EDGE 1 2.50 6.00 PICTURE MILGARD 8320 VINYL ARGON YES 30 0.30 EDGE 2 1.50 1.50 SLIDER MILGARD 8120 VINYL ARGON YES 3D MAX 0.30 E. MAX 6.00 5.00 PICTURE MILGARD 8320 VINYL ARGON VES 3D 0.30 EDGE 2 2.50 2.50 PICTURE MILGARD 8320 VINYL ARGON YES 3D 0.30 EDGE 2 2.50 6.00 CASE MILGARD 8520 VINYL ARGON YES 3D 0.29 EDGE 2.50 8.00 PICTURE MILGARD 8320 VINYL ARGON YES 30 0.30 EDGE 2 2.50 6.00 CASE MILGARD 8520 VINYL ARGON YES 3D 0.29 EDGE 2.50 6.00 PICTURE MILGARD 8320 VINYL ARGON YES 30 0.30 EDGE 2 2.50 6.00 SLIDER MILGARD 8120 VINYL ARGON YES 3D MAX 0.30 E. MAX 4.00 4.50 PICTURE MILGARD 8320 VINYL ARGON YES 30 0.30 EDGE 2 2.50 5.00 CASE MILGARD 8520 VINYL ARGON YES 3D 0.30 E MAX 2.50 5.00 PICTURE MILGARD 8320 VINYL ARGON YES 30 0.30 EDGE 2.50 5.00 PICTURE MILGARD 8320 VNYL ARGON YES 3D 0.30 EDGE 6.00 6.00 PICTURE MILGARD 8320 VINYL ARGON YES 3D 0.30 EDGE 2 2.50 5.00 CASE MILGARD 8520 VINYL ARGON YES 3D 0.29 EDGE 2.50 5.00 PICTURE MILGARD 8320 VINYL ARGON YES 3E1 0.30 EDGE 3.00 1.00 SLIDER MILGARD 8120 VINYL ARGON YES SUNC/i89 0.27 EDGE 5.00 4.00 PICTURE MILGARD 8320 VINYL AIR YES SUNC/i89 0.27 EDGE 3 2.50 5.00 SLIDER MILGARD 8120 VINYL ARGON YES SUNC/189 0.27 EDGE t 8.50 5.00 PICTURE MILGARD 8320 VINYL AIR YES SUNC/i89 0.27 EDGE 2.50 5.00 PICTURE MILGARD 8320 VINYL AIR YES SUNGi89 0.27 EDGE t 5.00 4.00 PICTURE MILGARD 8320 VINYL AIR YES SUNC1i89 0.27 EDGE 2.00 2.00 S.HUNG MILGARD 8220 VINYL AIR YES SIINCh89 0.27 FOAM 1 2.00 3.00 SUM OF AREA AND UA: AREA WEIGHTED U = UA/AREA: OVERHEAD GLAZING ROOM TYPE REF MODEL FRAME GAS LO -E LAYERS U-VAL l I I QTY W 540 540 9.60 6.98 4.50 1.35 900 3.75 900 4 35 9.00 435 900 5.40 7,50 3.75 3.75 10.80 7.50 3.00 0.90 20.00 37.50 42.50 12.50 20.00 4.00 6.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 565.00 5.40 10.13 11.48 3.38 5.40 1.08 1.62 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 D 163.38 0.29 H AREA UA SUM OF AREA AND UA: AREA WEIGHTED U = UAIAREA: 0.00 0.00 0.00 0.00 0.00 VERTICAL GLAZING IN UNHEATED SPACES ROOM TYPE REF MODEL FRAME GAS LO -E LAYERS U-VAL SPCRS QTY W H AREA 1 1 1 SUM OF VERTICAL GLAZING IN UNHEATED SPACES. (rpt included in sum of all glazing above) OVERHEAD GLAZING IN UNHEATED SPACES ROOM TYPE REF MODEL FRAME GAS LO -E LAVERS U-VAL OTY W H 1 1 1 SUM OF OVERHEAD GLAZING IN UNHEATED SPACES. (no! included in sum of all glazing above) 1 1 1 o.00 I o.00 AREA 0.00 0.00 ALL BEDROOMS TO HAVE VENTED WINDOWS TO COMPLY W/ OUTDOOR AIR PER M1507.3.4.4 SIMPLE HEATING SYSTEM SIZE This heating system sizing Is based on the Prescriptive Requirements of the 2015 Washington State Energy Code. This is for heating only. ACCA procedures for sizing cooling systems should be used to determing cooling. Indoor Design Temperature Outdoor Design Temperature Design Temperature Difference hdoor - Outdoor Design Terrp Conditioned Floor Area Conditioned Volume Glazing Sum of UA from Glazing Schedule Attic 70 241 46 4640 42121 U -Factor X Area R-49 0.026 Other. 1866 Single Rafter or Joist Vaulted Ceilings U -Factor X Area R-38 0.027 Other. Above Grade Walls R-21 + R-10 HEADERS Other 0 U -Factor X Area 0.056 3650 Floors U -Factor X Area R-38 Other: Below Grade Walls R-21 Interior R-10 Continuous exterior Other Slab Below Grade R-10 Fully insulated Other Slab on Grade R-10 Fully insulated Other Sum of UA 0.025 695 U -Factor X Area 0.042 0,064 1530 F -factor X Length 0.36 180 F -factor X Length 0.36 Envelope Heat Load Sum of VA X Design Terrperature Dfference Air Leakage Heat Load ((Volume X 0.6) X Design Outdoor Terrp) X .018)) Building Design Heat Load Air Leakage + Envelope Heat Loss Building and Duct Heat Load 1 159.0 = UA 48.52 = UA = UA 204.40 = UA 17.38 = UA 64.26 = UA 64.80 = UA 461.67 21237 20926 42163 42163 Use 1.1 A ducts are located in unconditioned space: Sum of Building Heat Loss X 1.1 Use 1 if ducts are located al conditioned space: Sum of Butdng Beat Loss X 1 Maximum Heat Equipment Output Use 1.4 for forced air furnace: Building & Duct Heat Loss x 1.4 Use 1.25 for heat purrp: Building & Duct Heat Loss x 1.25 1.4 59028 Btu / Hour Btu / Hour Btu / Hour Btu / Hour Btu / Hour ROOF VENTILATION Cantilivered Truss Roof Framing Assembly (no birdblocking): Roof Area :UPPER ROOF 1866 st.. Ventilation Required: 1866 s.f. x 144 / 300 = 895.68 s.i. Req'd Provide between 40% & 50% of the total required ventilation no more than 3 ft below the ridge or the highest point of the space. Remainder to be installed at eave vents. Ridge Ventilation: Continuous Ridge Vent = 18.00 s.i. per U. Upper Ventilation MINIMUM = 895.68 s.i. x 0.4 / 18 s.i. per I.f. = 20 I.f, Upper Ventilation MAXIMUM = 895.68 s.i. x 0.5 / 18 s.i. per I.f. = 24 I.f. Protide: 24 I.f. soffit vent. Ventilation = 432.00 s.i. Ventilation area remainder for eave vents = 463.68 s.i. Eave Ventilation: 1 1/2" Continuous Soffit Vent = 16.87 s.i. / U. - 25% reduction = 12.65 s.i. / I.f. Eave Ventilation Required = 463.68 s.i. / 12.65 s.i. per I.t = 36.65 I.f Provide Minimum: 37 I.f. soffit vent. Ventilation = 468.14 s.i. Minimum Ventilation Provided = 900.14 si. IS GREATER THAN : 895.68 si- Req'd ROOF VENTILATION Cantilivered Truss Roof Framing Assembly (no birdblocking): Roof Area :GARAGE ROOF 200 s.f, Ventilation Required: 200 s.f. x 144 / 300 = 96 s.i. Req'd Provide between 40% & 50% of the total required ventilation no mom than 3 ft below the ridge or the highest point of the space. Remainder to be installed at eave vents. Ridge Ventilation: Continuous Ridge Vent = 18.00 s.i. per I.f. Upper Ventilation MINIMUM = 96 s.i. x 0.4 / 18 s.i. per I.f. = 3 Lf Upper Ventilation MAXIMUM = 96 s.i. x 0.5 / 18 s.i. per I.f. = 2 It. Provide: 2.5 I.f. soffit vent. Ventilation = 45.00 s.i. Ventilation area remainder for eave vents = 51.00 s -i. Eave Ventilation: 1 1/2" Continuous Soffit Vent = 16.87 s.i. / I.f. - 25% reduction = 12.65 s.i. /11 Eave Ventilation Required = 51.00 s.i. / 12.65 s.i. per I.f. = 4.03 I.f. Provide Minimum: 5 11. soffit vent. Ventilation = 63.26 s.i. Minimum Ventilation Provided = 108.26 si. 15 GREATER THAN : 96 s.i. Req'd WHOLE HOUSE VENTILATION i X OPTION 1. INIERMITIENTWHOLE HOOSE VENTILATION USING EMAUST FANS (IRC M1507.3.4) 140 MIN. CFM @ 0.25 WG EXHAUST FANS FLOW RA11NG PER RC TABLE M1507.3.3(1) OUTDOOR AIR DISTRIBUTED TO EACH HABITABLE ROOM BY INDIVIDUAL OUTDOOR AIR INLETS. OPTION 2. INTERMITTENT WHOLE HOUSE VENTIIATION INTEGRATED WfTH A FORCED -AIR SYSTEM (IRC M1507.3.5) PROVIDE OUTDOOR AIR AT 140 CFM PER IRC SECTION M1507.3.3 i MOTORED DAMPER CONNECTED TO THE AUTOMATIC VENTILATION GONIROL OPTION 3. INTERMITTENT WHOLE HOUSE VENI1LA11ON USING A SUPPLY FAN (IRC M1507.3.6) PROVIDE OUTDOOR AIR AT 140 CFM @ 0.40 WG PER IRC TABLE M1507.3.3(1) FACE STAPLED BACKED BATTS INO1 SMOOTH OR NCH FLEXBLE OUTDOOR AIR INLET DUCT PER IRC TABLE M1507.3.6.2 BACK -DRAFT DAMPER SELECTION: CALIBRATED MANUAL VOLUME DAMPER MANUAL VOLUME DAMPER AUTOMATIC FLOW -REGULATING DEVICE WALL El OPTION 4 INTERMITTENT WHOLE HOUSE VENThA110N USING A HEAT RECOVERY VENTILATION SYSTEM (RC M1507.3.7) AIR LEAKAGE Building Volume = 42121 cubic feet I Components of the building thermal envelope as listed in TABLE R402.4.1.1 shall be installed per manufacturers specifications to limit air leakage rate to not exceed 5 air changes per hour (ACH) AIR LEAKAGE CALCULATION (maximum blower test CFM) CFM50-caic maximum ACH CFM50-ca1c = BLDG VOL (ft) X 5 ACH ! 60 min = 3510 cfm I ACTUAL Blower test result cfrn 'REVIEWED FOR I CODE COMPLIANCE! APPROVE( SEP 1.0 2018 City of Tukwila BUILDING DIVISION AUG 2 7 2018 CENTER Z t0 w Q rW O a 4 U 4 v z 111 O 0 1/45 • z co 1/43 - co al • 0 ro 1Y X IL BrIK BMK APR. 4TH 2017 --- 2 1 VAPOR RETARDER FLOOR 4 MIL POLY FACE STAPLED BACKED BATTS X PLYWOOD W/ EXT. GLUE WALL 4 MIL POLY FACE STAPLED BACKED BATTS X PVA PRIMER RIM JOIST 4 MIL POLY X FACE STAPLED BACKED BATTS PVA PRIMER CEILING 4 MIL POLY FACE STAPLED BACKED BATTS X PVA PRIMER 'REVIEWED FOR I CODE COMPLIANCE! APPROVE( SEP 1.0 2018 City of Tukwila BUILDING DIVISION AUG 2 7 2018 CENTER Z t0 w Q rW O a 4 U 4 v z 111 O 0 1/45 • z co 1/43 - co al • 0 ro 1Y X IL BrIK BMK APR. 4TH 2017 --- 2 1 12 5 4 jib �.:��. �/�1•1•�i 1': 1 p .•i • 0 in LEFT/JEST ELEVATIO SCALE: 1/4" • 1'-0" 304.63' MAX MID POINT OF ROOF 303.47' ACTUAL MID POINT OF ROOF 29'-IOi" ACTUAL 12 12 5 8'-1" T/PLATE 9'-6" PLATE �■ ■...— �:�s -_:— • r -IM r -i� I'-i�_ail _• ;Man -mu --t-._ -:?_=.- ..—=_ ft �l MI i __. ��ilmr-ir :gals ����= • -- - -- .' ., --�- i. a l•e,� rasa. r•-. _er e an .-E-- ----•--■—•-. - ■ ._ • 12'-O" T/ PLATE 4 I/2" EXP SMOOTH HARD LAP SIDING TYP 12 5 YR COMP ROOFING TYP 304.53' MAX MID POINT OF ROOF 303.47' ACTUAL MID POINT OF ROOF /4"XB" FASCIA BOARD W/ 4" PTD GUTTER - 3/4 374.68' AB MIMS • REAR/SOU-II-I ELEVATION SCALE: 1/4" - I' -O" Salle n� 1 moi. En.�1 L_ J � •� -_M , SI. ranallianniaMatrain ADHERED CAST STONE NARDI PANEL VENEER "LEDGESTONE" BUILT UP COLUMN TYP FRO\T/\ORTI-I ELEVATION SCALE: 1/40 • I'-0" NOTE: NO ROCKERY HALLS TO BE GREATER THEN 45" 12 5 1- F a J N 1 - EXP SMOOTH 4-1ARD10 LAP SIDING TYP 6 374.53' ABE Q 0 m 12 11 0 1 Q 4 UD 4 U U fy 1- z 0 v 4 aQ F X J rD vt- REVIEWM) E0 CODE COMP,LIA CE APPRINED 1 SEP 1.^ 2010 City of Tukwila BUILDING DIVISION R C-s�IT/EAST ELEVATIO SCALE: 1/4" • 1'-0" AUG 2 7 2018 CENTER DRAWN BMK CHECKED: BMK REVISIONS: JUN. 10TH 201B APR. 4T1-1 2017 1 17. w 'iii 1 •=•' ZARYF'DI PANEL SIDING 1- d /4" SILL TYP H 1Airis 1 t0 3/4 374.68' AB MIMS • REAR/SOU-II-I ELEVATION SCALE: 1/4" - I' -O" Salle n� 1 moi. En.�1 L_ J � •� -_M , SI. ranallianniaMatrain ADHERED CAST STONE NARDI PANEL VENEER "LEDGESTONE" BUILT UP COLUMN TYP FRO\T/\ORTI-I ELEVATION SCALE: 1/40 • I'-0" NOTE: NO ROCKERY HALLS TO BE GREATER THEN 45" 12 5 1- F a J N 1 - EXP SMOOTH 4-1ARD10 LAP SIDING TYP 6 374.53' ABE Q 0 m 12 11 0 1 Q 4 UD 4 U U fy 1- z 0 v 4 aQ F X J rD vt- REVIEWM) E0 CODE COMP,LIA CE APPRINED 1 SEP 1.^ 2010 City of Tukwila BUILDING DIVISION R C-s�IT/EAST ELEVATIO SCALE: 1/4" • 1'-0" AUG 2 7 2018 CENTER DRAWN BMK CHECKED: BMK REVISIONS: JUN. 10TH 201B APR. 4T1-1 2017 1 41'-6" 14'-8" 261-.10" 2'- " 14'-1 91_611 • X6 FURRED STUDS O 16" O.0 PERR21T t I" AIR GAP PER 10/46.0 TYP S.O.G 3'-2" 8° 4° XCIX SL DR COMMON RM 5' -6*" 13'-1" PR ILL M SE TI DE STA RN AY NATION PER ON R303,7 IRC A6 UP 10" TREADS 110V S.D.C.O 0 N r TYP BDR #4 0 110V S.D. 0 n m 10'-0" 201-0" e' -o" N r 0 A 1 x n N r O V• I0 0 U) 13'-6" 51'-6" SASE LENT FLOOR FLAN SCALE: 1/4" - 1'-0" NOTE: SEE "5" SHEETS FOR LATERAL/GRAVITY t ENGINEERING DETAILS SQUARE FOOTAGE 1,392 S.F. BASEMENT 1,617 S.F. MAIN FLR 1,866 S.F. UPPER FLR 4,640 S.F. TOTAL FINISHED SF 621 S.F. GARAGE 40 S.F. CVRD PORCH 70 S.F. OUTDOOR LIV'G FLOOR PLAN NOTES: rREVIEJdE FOR e -ODE COMPLIANCE APPROVEC SEI' ; 21318 City of Tukwila BUILDING DIVISION z 0 1- U 4 W ZE • 0r NV wpm � z co l7 . Z� — 0 _ n _o I CO W 1 « — U F N .a Z Q w 'n 0 . N3 u.i3 W_ 3 IL 1Q I- 3 O Q U)J mlL rD 1. CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS t DRAWN: CONDITIONS PRIOR TO CONSTRUCTION BMK 2. PROVIDE SOLID BLOCKING OVER SUPPORTS AUG 2 7 2018 CHECKED: PROVIDE FIREBLOCKING ® ALL PLUMBING PENETRATIONS 3' WINDOW t DOORS ARE SHOWN it NOTED A5 NOMINAL SIZES BMK 4• WINDOW HEADERS • 6'-10" ABOVE FINISHED FLOOR O REVISIONS: 5. UPPER FLOOR, UNO 6. EXTERIOR WALLS TO BE 2x6 STUDS ® 16" OC W/ R-21 INSULATION, UNO 7. SMOKE DETECTORS: • SHALL BE 110 V INTERCONNECTED W/ BATTERY BACKUP * SHALL BE INSTALLED ON EACH FLOOR AND IN ALL BEDROOMS *SHALL 8E INSTALLED IN EACH LOCATION WHERE THERE I5 A CEILING HEIGHT CHANGE GREATER THAN 24" 8. SEE SHEET A0.0 FOR ADDITIONAL NOTES q. ENERGY CREDITS USED: 1.4 EFFICIENT BLDG ENVELOPE 5A NIGH EFFICIENCY HVAC 5A EFFICIENT WATER HEATING 5C EFFICIENT WATER HEATING APR. 4TH 2017 A-4.1 J WHOLE HOUSE MECHANICAL NOTES 1. LOCATION OF CONTROLS. CONTROLS FOR ALL VENTILATION SYSTEMS SHALL BE READILY ACCESSIBLE BY THE OCCUPANT. 2. INSTRUCTIONS. OPERATING INSTRUCTIONS FOR WHOLE -HOUSE VENTILATION SYSTEMS SHALL BE PROVIDED TO THE OCCUPANT BY THE INSTALLER OF THE SYSTEM. 3. LOCAL EXHAUST SYSTEMS. LOCAL EXHAUST SYSTEMS SHALL BE CONTROLLED BY MANUAL SWITCHES, DEI-IUMI DI STATS, TIMERS, OR OTHER APPROVED MEANS. 5. INTERMITTENT WHOLE -HOUSE VENTILATION SYSTEMS. INTERMITTENT WHOLE -HOUSE VENTILATION SYSTEMS SHALL COMPLY WITH THE FOLLOWING: 5.1. THEY SHALL BE CAPABLE OF OPERATING INTERMITTENTLY AND CONTINUOUSLY. 5.2. THEY SHALL HAVE CONTROLS CAPABLE OF OPERATING THE EXHAUST FANS, FORCED -AIR SYSTEM FANS, OR SUPPLY FANS WITHOUT ENERGIZING OTHER ENERGY -CONSUMING APPLIANCES. 5.3. T4 -1E VENTILATION RATE SHALL BE ADJUSTED ACCORDING TO THE EXCEPTION IN SECTION 403.8.5.1. 5.4. THE SYSTEM SHALL BE DESIGNED 50 THAT IT CAN OPERATE AUTOMATICALLY BASED ON THE TYPE OF CONTROL TIMER INSTALLED. 5.5. THE INTERMITTENT MECHANICAL VENTILATION SYSTEM SHALL OPERATE AT LEAST ONE HOUR OUT OF EVERY FOUR. 5.6. THE SYSTEM SHALL HAVE A MANUAL CONTROL AND AUTOMATIC CONTROL, SUCH A5 A 24-HOUR CLOCK TIMER. 5.7. A7 THE TIME OF FINAL INSPECTION, THE AUTOMATIC CONTROL SHALL BE SET 70 OPERATE THE WHOLE -HOUSE FAN ACCORDING TO THE SCHEDULE USED TO CALCULATE THE 14140LE-1-1OUSE FAN SIZING. 5.8. A LABEL SHALL BE AFFIXED TO THE CONTROL THAT READS "WHOLE HOUSE VENTILATION (SEE OPERATING INSTRUCTIONS)." 51'-6" 10'-o" 14'-o" 27'-6" FAN TO RECEIVE MAKE U AIR USING A CURRENT SENSOR TO CYCLE THE FURNACE FRESH AIR INTAKE DAMPER t FURNACE FAN 12'-6" 4' -7 21-10" 2'-10" 7'-0" 2'-10" , 2'-10" 4' -6 2'-10' 51_21" OUTDOOR LIV'G 266PPIC 268°PIC jNSUL CANTI FLR W/ R-38 TYP 268° WHOLE HOUSE FAN USED BY EXHAUST FAN W/ 24 HR TIMER 140 CFM MIN RUN 0 75% OPERATING TIME SEE A2 SCHEDULES o); 61_011 Al 1x IN 1j 11 0 KIT 266°PIC 266?CSMT 2'6°PIC L 266"'IC 2666"CSMT 26PIG— T -PREP. ISLAND + 56" A.F.F 12" BAR REF DINING UD/LNDRY SOLID CORE DOOR 20 MIN FIRE RATED IN/ SELF CLOSURE DEVICE 6 X 8' 0.4.1 000R _L_ r 51X9'0.H DOOR –7 1'-0" INSTALL HIGH EFFICIENT ELECTRIC HEAT PUMP 4-1147 PROVIDE STRAPPING t PLATFORM 1B" ABV SLAB PER DET. 2/46.0 INSTALL 95% EFFICIENT GAS FAU. PROVIDE AIR COMBUSTION INLET It EXHAUST THRU EXT. GARAGE WALL P 2OV I DE ILLUMI$ A S°CION 11 list10" DN TREADS ' FAU IR WAY ER IRC UP 7'-6" C.0 110V S.D.C.0 0 3—CAR GARAGE CONC / SLOPE 4" 70 0H DOORS INSTALL (I) LAYER Y," G.W.5 • WALLS ABUTTING LIVING SPACE t (1) LAYER OF " " TYPE X G.W.B • CEILING ,A4SUL HEATED FLR ABV GIARAGE 14/ R-36 TYP 4" DIA BOLLARb PLACED WHERE NO VEHICLE IMPACT CAN OCCUR PER 1307.3.1 t 8'-0" 1 fa,21-0" 16' X 9' 0.1-1 DOOR 16'-0" -102 LINE OF FLR ABV GREAT RM HEATILATOR BUILT F. MUST BE LISTED, LABELED t INSTALLED PER LISTING F.P TO 5E TESTED IN ACCORDANCE W/ UL127 PROVIDE 20" WIDE NON -COMB. HEARTH 1, I I m ENTRY 2 -STORY ° TRANSOM GUEST SUITE 0 110V S.D. 11 II II II II 110V 5. D. 0 0 CVRD PRCI-r ID DEN/OFFICE 4° 6° :SMT 41_0" 41-0" 2'-8 2'-7 3C-4" 5'-4" 0 P VENT TO OUTSIDE �� WALL HERE. v I in gi WO A X M —to N r 0 TYP 5 A6 Zit co in 0 r 1 m m v n eD n 0 ID 6'-0" 13'-6" 51'-6" FLOOR PLAN NOTES: I. CONTRACTOR 54-IALL VERIFY ALL NOTES, DIMENSIONS t CONDITIONS PRIOR TO CONSTRUCTION 2. PROVIDE SOLID BLOCKING OVER SUPPORTS PROVIDE FIREBLOCKING O ALL PLUMBING PENETRATIONS WINDOW t DOORS ARE SHOWN t NOTED AS NOMINAL SIZES WINDOW HEADERS • 8'-0" ABOVE FINISHED FLOOR • UPPER FLOOR, UNO EXTERIOR WALLS TO BE 2x6 STUDS 0 16" OC W/ R-21 INSULATION, SMOKE DETECTORS: * SHALL BE 110 V INTERCONNECTED W/ BATTERY BACKUP SHALL BE INSTALLED ON EACH FLOOR AND IN ALL BEDROOMS +SHALL BE INSTALLED IN EACH LOCATION WHERE THERE 15 A CEILING HEIGHT CHANGE GREATER THAN 24" 3. 4. 5. 6. 7. 8. SEE SHEET 40.0 FOR ADDITIONAL NOTES q. ENERGY CREDITS USED: IA EFFICIENT BLDG ENVELOPE 3A HIGH EFFICIENCY WAG 5A EFFICIENT WATER HEATING 5C EFFICIENT WATER HEATING UNO I" FAIN FLOOR FLAN SCALE: 1/4 - I'-0' SEE "5" SHEETS FOR LATERAL/GRAVITY t ENGINEERING DETAILS RHEEM HYBRID HEAT PUMP HWT. 2.45 EF RATING. 8700 BTUI-1/H. 26 GA STRAP TO WALL • TOP t BOT. IN/ PLATFORM 18" A.F.F. RHEEM PRESTIGE SERIES GAS FURNACE. 96% AFUE. 120K BTU INSTALL 1.0 GPM MAX O ALL LAVATORY INSTALL 1.75 GPM MAX O ALL TUB/51-1WRS SQUARE FOOTAGE 1,392 S.F. BASEMENT 1,617 S.F. MAIN FLR 1,866 S.F. UPPER FLR 4,640 S.F. TOTAL FINISHED 5F 621 S.F. GARAGE 40 S.F. CVR'D PORCH 70 S.F. OUTDOOR LIV'G rREVIEWED FOR CODE COMPLIANCE 1 APPROVED EP 1 0 2M City of Tukwila BUILDING DIVISION AUG 2 7 2018 W Q 4 0 OD 4 U z O 1- U 1- z O U 4 NZ W zQ 1- 3 O m 4 -J J v f` D Nt DRAWN: BMK CHECKED: BMK REVISIONS: JUN. 811-1 2018 APR. 411H 2017 A - 4.2 0 41'-6" 10'-3 17'-q tl 13'-5" 4'-7 6'-1 8'-10 2` 5° P C 0 =rt 0 m W re D U W 0 N TYP 0415- I 0 b 865° XO> EGRESS SLDR / 3'-2 M. BA 60 CFM V.T.O. SIM M. BDR 10"NTREADSf INSTALL 4-IANDRAIL PER q/A6.1 110V S.D.C.O 0 A6. / 2'-I0" / 2'-10" /, 4'-6 265°F1 265° P 0 110V S.D. HALL 22530" ATTIC ACCESS INSULATE It WEATHER STRIP it PER 7/A6.0 I L R*5 L 26 5' PIC 2'-11i" 2' —4 EGRESS 2'5°PIC265°CSMT 2'5°PIC UTLINE OF FLOOR TYP BELOW C 265 PIC BDR #4 1 om tDA r r 5 A6. A m W.I.0 J Rt5 0 m m m T S 0 n RIS IN_ 0 110®.D. CONTRACTOR SHALL VERIFY TO INSPECTOR THAT ALL RAILING CAN RESIST 200L85 4" MAX DIA BETWEEN SPICKETS \ 0- 1 OPEN 2—STORY 4'-7 5'-3 2'-l0" / 2'-10" 14'-3" 3'-11 6°6°PIC 1_6 TYP BDR #3 EGRESS 265°°IC 26'5°CSMT 2°5°PIC 3'—II" 2'-10" 2'-10" 3'_11" 8'-51" 13'-6" 41'-6" FLOOR PLAN NOTES: 1. CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS t CONDITIONS PRIOR TO CONSTRUCTION 2. PROVIDE SOLID BLOCKING OVER SUPPORTS PROVIDE FIREBLOCKING I ALL PLUMBING PENETRATIONS WINDOW t DOORS ARE SHOWN t NOTED AS NOMINAL SIZES WINDOW HEADERS O 7'-0" ABOVE FINISHED FLOOR I UPPER FLOOR, UNO EXTERIOR WALLS TO BE 2X6 STUDS 116" OC W/ R-21 INSULATION, UNO SMOKE DETECTORS: * SI-IALL BE 110 V INTERCONNECTED W/ BATTERY BACKUP * SHALL BE INSTALLED ON EACH FLOOR AND IN ALL BEDROOMS * SHALL BE INSTALLED IN EACH LOCATION WHERE THERE 15 A CEILING HEIGHT CHANGE GREATER THAN 24" 3. 4. 5. 6. 7. 8. SEE SHEET A0.0 FOR ADDITIONAL NOTES q. ENERGY CREDITS USED: 1A EFFICIENT BLDG ENVELOPE 3A HIGH EFFICIENCY HVAC 5A EFFICIENT WATER HEATING 5C EFFICIENT WATER HEATING UPPER FLOOR PLAN SCALE: 1/4" M. 1'-0" NOTE: SEE "5" SHEETS FOR LATERAL/GRAVITY t ENGINEERING DETAILS SQUARE FOOTAGE 1,392 S.F. BASEMENT 1,617 S.F. MAIN FLR 1,866 S.F. UPPER FLR 4,640 S.F. TOTAL FINISHED SF 621 S.F. GARAGE 40 S.F. CVRD PORCH 70 S.F. OUTDOOR LIV'G REVIEVIED FOR CODE CC`I': LIANCE APPROVED SEP i 2C18 City of Tukwila BUILDING DIVISION I AUG 2 7 2018 z O 1- U z O U E 4 11 W zQ 1— 1 O Q J NJ �3 r D V I - DRAWN: BMK CHECKED: BMK REVISIONS: APR. 4TH 2017 A - 4.3 COMP ROOFIN OVER 7/16" 51-IEATHING OVER TRUSSES PER PLAN SCREENED VENTED ELK' 4" CONTI GALV MTL GUTTER OVER 2X6 FASCIA IN/ 1X2 TRIM TYP UNO FINISH PER ELEVATION OVER 15L8 FELT OVER 746" OSB SHEATHING 4" CONC SLAb OVER 4" COMPACT GRAVEL SLOPE TO DOOR 4" DIA FT ! ROOF DRAIN SURROUND IN GRAVEL TIGHTLINE TO OUTFALL 2X6 STUDS C 16" 0.0 INSUL IN/ R-21 AV 1fnrl I. 12 3.. CONTI RIDGE VENT INSUL IN/ R-4 JPAIPAI HrPA" tr- ---ntAPAIPetteeeiftWttttt/ rPr,YwflwINPAIM1��MAn.. ttii i-�-. -A AW�1�IPAW" WWWWW WWW /• - is INSTALL (1) LAYER )4" G.H.B • WALLS ABUTTING LIVING SPACE t (1) LAYER OF %' TYPE X G.W.B • CEILING 2 -CAR GARAGE NSUL EXT. HDR 11/ R-10 RIGID TYP BA#2 LN DRYN. V I I I PLY \ L -I N. Ll \ L • \• 7 \\ Ll • L \\ -1 HALL %" TW VER TJI FLR JOISTS \ L� HALL. BA#3 r BA#3 GUEST SUITE I 0 Aka - 011101 R-5 THERMAL BREAK' := TYP— r I,I- 1-711=11 amI I t LJ�I 1 11-41 .1 IL 11411I b 4117 7 - STORAGE HALL 1 \ L• l •L \ l \ L • • • BDR #4 4" 5.0.G OVER 6 MIL V.P OVER R-10 RIGID INSUL OVER 4" COMPACT GRAVEL TYP Zs co 11m1101114 11X11- 11'41 ARUM 11 , IIIU E. -4 1 i11- '4' BLDG SECTION SCALE: 1/4" • 1'-0" TYPICAL HALL CONSTRUCTION - 7/16" 05B 5HTG. - 30 MIN. PAPER BUILDING WRAP OR EQ. - 2X6 STUDS • 16" O.G. EXTERIOR WALLS - 2x4 STUDS • 16" O.C., INTERIOR PARTITIONS (2X6 • PLUMBING WALLS) - R-21 INSULATION WITH VAPOR BARRIER TYPICAL FLOOR CONSTRUCTION - FINISHED FLOOR PER PLANS - 3/4" TtG SUBFLOOR (GLUE AND NAIL) - FLOOR JOISTS PER PLAN - R-30 INSULATION OVER UNHEATED AREAS TYPICAL ROOF CONSTRUCTION - COMPOSITION ROOF SHINGLES - 15* ROOFING FELT - 7/16" SHEATHING RATED 24/16 - STRUCTURAL SYSTEM AS NOTED CN FRAMING PLAN - R-49 INSULATION TYP UNO - 1/2" GWB t WALLS t CEILINGS - I/6" TO 1/4" MESH SCREEN OVER BIRD BLOK'G - NET OPENING AREA MINIMUM 1/150 OF VENTED AREA OR 1/300 IF 50X -80X OF VENTING NEAR TOP OR VAPOR RETARDER - PROVIDE 1" MINIMUM CLEARANCE 0 BATT INSUL. II p=int.41,00"111/441,1 arrI- 1L7 to 1 I IF -r 0 Art -7 CODE CCM L1I NCE I APPROVED SU' I City of Tukwila BUILDING DIVISION I AUG 2 7 2018 DRAWN: HMK CHECKED: 8MK REVISIONS: APR. 4TH 2017 A-5.1 I IANCE VED C9it la +kwiI )IVISION 11111 918 z w Q E 0 U 4 U z 0 U L 4 W 1< H3 O 4 J mY rJ 1- 1— DRAWN: BMK CHECKED: BMK REVISIONS: APR. 471-1 2017 STUD WALL PER PLAN INSUL PER PLAN SHEATHING PER PLAN ►1. l. ,:311 ` ! ,' 2x6 STUD WALL, BATT 2 LAYERS GRADE D BLDG PAPER WEATHER RESISTANT BARRIER :� �� HOUSE WRAP OVER FLASHING II INSULATION 1 SIDING PER CORROSION RESISTANT (GALV.) METAL LATH 6. r4" 411/4 MIN. -• NEGT STRAP 70 LEDGER W/ Y41DIA X 5" LAG SCREWS WWASHERS.., / .adi 9 PLAN ADHERED STONE VENEER / r• 'II�III_r.I, ROOF MAT'L PER ELEVATION OVER BUILDING PAPER 'Z' FLASHING ,�` INSUL. BAFFLE TO EXTEND t SHEATHING I\ lig 2X4 LEDGER TOP t 80T. CONNECT TO PER PLAN 12' MIN ABV. INSUL. W/ PER MANUF. 1I� ir ■I- SPECS. \ TYPE N ��� STUDS W/ Y' DIA X 5' LAG SCREWS 4 11 MIN AIR SPACE 4x WINDOW HEADER PER PLAN MORTAR JOINT II TYPE "N" MORTAR SEATING BED ►.I �` VENTED 2X BLKG W/ (3) 0 \I �♦', FILL CAVITY S HEADER 0~ LOCA dr R LAN HOLD H.W TIGHT TOY+" G. W.B + , 2 DIA. HOLES PER 24 O.0 TRIM PER 11 ,• ♦ w/ R-10 RIGID INSULATION 2b GA ALV. CORROSION r. .. 26 GA. STRAP AROUND CONNECTED TO STUDS OR SLK'G ALV. FLASHING ELEVATIONS I \I I\ ./'' ' SCREED -OVERLAP BLDG RESISTANT WEEP "''" MTL GUTTER OVER 2X8 FASCIA 11i`� • TI. PTD R 2X FAS � \ II III. •. Ix TRIM PAPER -LATH TO COVER t PLATFORM TOP • IB" MIN \I TERMINATE ON FLANGE ABV SLAB OR F.F.E 11�/-�- (/ I1 —' I SEALANT — (34" ABV STEMWALL MIN.) = ` T Ix TRIM, EXTENDED • w = I'BEYOND WALL FINISH •C ROOF TRUSSES 2X6 STUDS W/ R-21 INSUL. STEMWALL PER PLAN 4' DIA. STEEL BOLLARD PER PLAN ' '- • O WHEN TANK LOCATED IN GARAGE 1 PER PLANS SHIM AS NEEDED OPT. VENEER BLW. GRADE• CONDTION - P.T PLYWD • Y+ G W B TYP G ELEVATION FINISH PERBUILDING CONC. NAIL 70 STEMWALL ��. OVER 1546 BUILDING PAPER WINDOW PER PLAN t VARIES '• �_ OVER SHEATHING PER PLAN / Al' MIN. (SCREED TO GRADE) (SCREED TO PAVEMENT) lI"+I C .� .. b.: NOTE - PROVIDE - INSULATE PRESSURE RELIEF VALVE TO OUTSIDE. WATER PIP! PER WESC REST'S. C SCHEDULE 1*u SCALE: 5'4"-O 1 " u' SCALE: 34" 1'-O" SCALE: N,T.S EL) MASONRY VENEER �2J 1-1OT WATER NEATER E D COMMON TRUSS @ EAVE 4\ TYP. WINDOW HEADER C1 WRI8 � � iI- TO BOTTOM OF ROOF FRAMING GLASS \ -4 ZX STUDS PER PLA W �— iE 8 TRUSS PER PLAN I 1- w .4 GROUTED TILE WALL= t FLOOR CHANNELSTONE WINDOW PER PLAN t I/ " OVMEER FOR GLASS DOOR. BPR. TYP. Z FLASHING 1 P.T 2X8 SLK' L , SCHEDULE S INSTALL PER i BATT INSULATION SPECS VARIES V PER PLAN 1/2' CONCRETE BACKER• 2X FRAMED SHOWER x CURB. 1§ BACKER SHIM AS NEEDED AilI I� I 6 �A� BOARD SIDES t 70P L ��• TILE ��/ WALL FRAMING INSUL W/ R-21 F REINFORCED MOR7ERB- TO CONTINUE SEALANT --- -,/ Ix TRIM, EXTENDED I" — 0111 OVER SHWR CURB f 4 4 •, ► 4 4- .. W -' „tea BEYOND WALL• ������������������ v. v. v v v t TRIM PER — ---__ :. FINISH FLR FRAMING PER PLAN 1,` A.♦..♦♦.♦.I� PLR SHEATHING it UNDERLAYMENT BOARD AS ELEVATIONSi ':1 ��.�.♦♦♦rrv♦�.� NEEDED.11 VINYL MOISTURE 4 . ♦-♦-.�,-♦�►-.-♦-.-.-♦-�-.-.-. BARRIER TO CONTI. 1 •��.��..��_ �_o�"00a. . ��.. �o.�... . OVER CURB AND \ Cj'A L "` _ "� "_"`_"`_ `� "`_� 1 OPTIONAL 1x4 WOOD " VINYL MOISTURE BARRIER ONTO FLOOR. DO NOT `� HOUSE WRAP OVER ' \ ;' TRIM .3I �� TO LAP 12' MIN ON ALL NAIL 7HRU BARRIER WINDOW FLASHING S SIDES TYP. FLANGE ` li FLR FRAMING PER PLAN 1-. `•� x u J \ • GRADE 4 �� METAL " Y4 NEOPRENE R-35 RIGID INSULATION SLOPE FLOOR Y+" PER 12' TO CAULKED t SEALED 2 PIECE NOTES, VINYL MEMBRANE IS' UP HALL SIDES MIN. 2x6 STUD WALL, BATT • •:. ° (2) 2X6 TOP PLATES WEATHER CLAMP DRAIN, -INSTALL TILE TILE ADHl81vE PER MFR SPECS INSULATION 1 SIDING PER PLAN — III III—III • . —III —. as 4-4-44-4/- -• • •-� ►� STRIPPING BOTTOh7 OF CEILING - CAULK ALL JOINTS - INSTALL DAMP -PROOFING PAPER UNDER MORTERSED .... �... = FRAMING (OVER uNDERumENr BOARD) II—II.:1...•j1. 1: SS IPCI �� d BACKFILL W/ GRAVEL I I—III • • • (CURTAIN DRAIN), THEN FILL •• C5) TYP. WINDOW SILL -III-III • •e • a elhe eOS ATTIC ACCESS �� E8)5�-10W ER PAN DETAIL 1=1 I -+�+�+�+�" DAMP PROOFING (BITUMINOUS GOAT) to - 9!.f FTG t REINF. PER BTRUGT'L PLAN SOLID WOOD OR SIM _ I -III—I `� • . T . I •. �. �� � I Ij 4 CONTI. TOP RAIL. CONNECT 70 NEWEL POST • I -.. NOTE: SPACING BETWEEN INTERMEDIATE -III-III �'� ,� �� SIDING OVER BUILDING W/ Y4' X 6' SDS SCREWS (HANDRAIL GRIP SIZE PER E2x !I O SIM. Iii IRC R311.5.6.3.) GUARDRAIL MEMBERS TO A SPHERE OF 4'DIA. SHALL BE SUCH THAT NOT PASS —III—I •-• • � " • •`. • ► OVER STUD WALL PER I jl / 1 1/4" DIA. MIN. HANDRAIL, CONT. THROUGH ANY OPENING -III-III .4:4:4:11.; 4:4!..i.:411.: •:i:i:i:< •-•,�• it • ►_� 1" MIN. AIR GAP PLAN 1 BATT INSULATION PER PLAN !` ! I Ij 2' 11 X 2 BALUSTERS MIN. FOR FULL LENGTH HANDRAILS PER 1—III—I -•-•-r. ' II (4x PASS S70 OF STAIR IRC 12311.5.6 III -III :. 4tC�•i! DESIGN CRITERIA STRUCTURAL DESIGN IS BASED ON CODE 2015 EDITION. DEAD DESIGN LOAD ROOF (MAIN) LIVE LOAD GROUND SNOW ROOF SNOW EXPOSURE IMPORTANCE FACTOR ROOF LIVE GENERAL NOTES 15 psf 25 psf 25 psf 1.0 20 psf THE INTERNATIONAL BUILDING WIND DESIGN CRITERIA BASIC WIND SPEED (3 SEC GUST ULT. LOAD) EXPOSURE IMPORTANCE FACTOR BUILDING CATEGORY 110 MPH SEISMIC DESIGN CRITERIA SEISMIC SITE CLASS (ASSUMED) D DESIGN CATEGORY D Ss 51 IMPORTANCE FACTOR 1.46 0.54 1.0 R (LIGHT FRAMED SHEARWALLS) 6.5 TOTAL BASE SHEAR V = 0.149W 1. TESTING AND INSPECTION TO CONFORM TO IBC 2015. IT IS THE CONTRACTORS RESPONSIBILITY TO CONTACT A GEOTECHINCAL ENGINEER AS NEEDED PRIOR TO PLACEMENT OF ALL FOUNDATION WORK TO ASSURE THE PREPARED SOILS AND BEARING SURFACES MEETS THE MINIMUM REQUIRED BY THIS DOCUMENT. SOILS COMPACTION SHALL BE PER GEOTECHINCAL ENGINEER RECOMMENDATION (IF REQUIRED) AND SHALL BE SUPERVISED AN APPROVED TESTING AGENCY OR GEOTECHINCAL ENGINEER. 2. CONTRACTOR SHALL PROVIDE ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS, EXISTING CONSTRUCTION AND SOIL EXCAVATION AS REQD. AND IN A MANNER OF SUITABLE TO THE WORK SEQUENCE. TEMPORARY SHORING AND BRACING SHALL NOT BE REMOVED UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE DRAWINGS AND MATERIAL HAVE ACHIEVED DESIGN STRENGTH. ALL ERECTION PROCEDURES SHALL CONFORM TO OSHA STANDARDS. ANY DEVIATION MUST BE APPROVED BY OSHA PRIOR TO ERECTION. 3. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE WORK. 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE WORK OF ALL TRADES AND SHALL CHECK ALL DIMENSIONS. ALL DISCREPANCIES SHALL BE CALLED TO THE ATTENTION OF THE ENGINEER AND BE RESOLVED PRIOR TO PROCEEDING WITH THE WORK. 5. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED SUBJECT TO REVIEW BY THE ENGINEER. 6. ALL DETAILS DESIGNATED AS STANDARD OR TYPICAL SHALL OCCUR IN ADDITION TO ANY OTHER SPECIFIC DETAIL CALLED OUT. 7. ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING CONDITIONS IS GIVEN AS THE BEST PRESENT KNOWLEDGE, BUT WITHOUT GUARANTEE OF ACCURACY. WHERE ACTUAL CONDITIONS CONFLICT WITH THE DRAWINGS, THEY SHALL BE REPORTED TO THE ENGINEER SO THE PROPER REVISIONS MAY BE MADE. MODIFICATIONS TO CONSTRUCTION DETAILS SHALL NOT BE MADE WITHOUT PRIOR WRITTEN APPROVAL BY THE ENGINEER. FOUNDATIONS ALL FOUNDATION DESIGN IS BASED ON THE RECOMMENDATION IN THE INTERNATIONAL BUILDING CODE TABLE 1804.2. FOUNDATION WORK SHALL BE PERFORMED IN ACCORDANCE WITH CHAPTER 18 OF THIS CODE. MATERIALS ALLOW. SOIL BEARING SOIL FRICTION EQUIV. FLUID PRESSURES ACTIVE PRESSURE PASSIVE PRESSURE 1000 PSF 0.40 (NET) 35 PCF 200 PCF NOTES 1. ALL FOOTINGS SHALL BE FOUNDED AT LEAST BELOW FROST DEPTH BELOW THE UNDISTURBED GROUND SURFACE OR TO FROST DEPTH. ALL FOOTINGS SHALL BE FOUNDED ON COMPACTED FILL OR UNDISTURBED NATURAL GRADE UNLESS OTHERWISE NOTED. 2. COMPACTION: MATERIAL FOR FILLING AND BACKFILLING SHALL CONSIST OF THE EXCAVATED MATERIAL AND/OR IMPORTED BORROW AND SHALL BE FREE OF ORGANIC MATTER, TRASH, LUMBER, OR OTHER DEBRIS. ALL WALLS SHALL BE ADEQUATELY BRACED PRIOR TO BACKFILLING. FILL AND BACKFILL SHALL BE DEPOSITED IN LAYERS NOT TO EXCEED 8 INCHES THICK, PROPERLY MOISTENED TO APPROXIMATE OPTIMUM REQUIREMENTS AND THOROUGHLY ROLLED OR COMPACTED WITH APPROVED EQUIPMENT IN SUCH A MANNER AND EXTENT AS TO PRODUCE A RELATIVE COMPACTION OF 90% OF MAXIMUM POSSIBLE DENSITY AS DETERMINED BY ASTM D1557. HAND TAMPERS SHALL WEIGH AT LEAST 50 POUNDS EACH AND SHALL HAVE A FACE AREA NOT IN EXCESS OF 64 SQUARE INCHES. HAND TAMPERS MAY BE OPERATED EITHER MANUALLY OR MECHANICALLY AND SHALL BE USED WHERE LARGER POWER DRIVEN COMPACTION EQUIPMENT CANNOT BE USED. FILL OVER 12" DEEP SHALL COMPLY WITH A GEOTECHNICAL REPORT. SEE GEOTECHNICAL REPORT FOR FURTHER DESIGN CRITERIA. 3. ALL EARTHWORK, MATERIAL BACKFILL AND COMPACTION SHALL BE IN ACCORDANCE WITH THE RECOMMENDATION OF THE GEOTECHINCAL REPORT (IF PROVIDED BASED ON THE GOVERNING JURISDICTION REQUIREMENTS). EXCAVATE TO DEPTH SHOWN AND TO FIRM UNDISTURBED MATERIAL. OVER -EXCAVATIONS SHALL BE BACKFILLED WITH LEAN CONCRETE AT THE CONTRACTORS EXPENSE. BACKFILL BEHIND WALLS SHALL NOT BE REPLACED BEFORE THE WALL IS PROPERLY SUPPORTED BY THE FLOOR MATERIAL, SLAB OR TEMPORARY BRACING. CONCRETE ALL CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF CHAPTER 19 OF THE IBC MATERIALS CEMENT ASTM C150, TYPE I OR TYPE II COARSE & FINE AGGREGATE ASTM C33 WATER CLEAN AND POTABLE STRENGTH SLABS FOOTINGS, WALLS, GRADE BEAMS 2,500 PSI ® 28 DAYS 3,000 PSI CO 28 DAYS ADMIXTURES WATER REDUCING ADMIXTURES MAY BE INCORPORATED IN CONCRETE MIX DESIGNS SHALL CONFORM TO ASTM C 494, AND BE USED IN STRICT ACCORDANCE WITH THE MANUFACTURES RECOMMENDATIONS. CALC2 OR OTHER WATER-SOULABLE CHLORIDE ADMIXTURES SHALL NOT BE USED. AN AIR ENTRAINING AGENT CONFORMING TO ASTM C 260 SHALL BE USED IN ALL CONCRETE MIXES FOR FLATWORK WITCH IS EXPOSED TO WETHER THE AMOUNT OR ENTRAINED AIR SHALL BE IN ACCORDANCE WITH ACI 301 AND MEASURED IN THE FIELD AT THE DISCHARGE END OF THE PLACING HOSE NOTES 1. WATER/CEMENT RATIO SHALL BE MEASURED BY WEIGHT AND SHALL BE BASED ON THE TOTAL CEMENTIOUS MATERIAL. W/C RATIO SHALL BE DETERMINED BY THE SUPPLIER BASED ON STRENGTH REQ'S AND SHALL NOT EXCEED MAXIMUM W/C RATIO SHOWN ABOVE. 2. FIELD MEASURED SLUMP SHALL CONFORM TO THE SUBMITTED CONCRETE MIX DESIGN. TOLERANCE OF SLUMP SHALL CONFORM TO ASTM C 94. 3. FORM WORK SHALL FOLLOW RECOMMENDED PRACTICE FOR CONCRETE FORM ACI 347. 4. IF THE AIR TEMPERATURE WILL EXCEED 75 DEGREES F WITHIN 48 HOURS OF PLACING CONCRETE, A MOIST CURE SHALL BE APPLIED TO THE CONCRETE FOR A PERIOD OF 36 HOURS AFTER FINISHING CONCRETE SURFACES. SEE SPECIFICATIONS FOR CURING REVS. 5. CONCRETE SHALL BE MAINTAINED IN A MOIST CONDITION FOR A MINIMUM OF FIVE (5) DAYS AFTER PLACEMENT. ALTERNATE METHODS WILL BE APPROVED IF SATISFACTORY PERFORMANCE CAN BE ASSURED. 6. KEYED CONSTRUCTION JOINTS SHALL BE USED IN ALL CASES. ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND ALL LAITANCE SHALL BE REMOVED. ALL VERTICAL JOINTS SHALL BE THOROUGHLY WETTED AND SLUSHED WITH A COAT OF NEAT CEMENT IMMEDIATELY BEFORE PLACING NEW CONCRETE. 7. SUBMIT LOCATION OF POUR JOINTS PRIOR TO PLACEMENT. POUR JOINTS SHALL BE LOCATED TO MINIMIZE EFFECTS OF SHRINKAGE AS WELL AS PLACED AT POINTS OF LOW STRESS. MAXIMUM AREA OF POUR JOINTS IS 400 SF. REINFORCING STEEL DEFORMED BAR REINFORCEMENT DETAIL, FABRICATE AND PLACE SUPPORT REINFORCEMENT CONCRETE COVER SLAB BARS NONSTRUCTURAL S.O.G WALL BARS: INTERIOR FACES EXPOSED TO EARTH OR WEATHER FOOTINGS ASTM A615-GR.60 ACI 315 AND ACI 318. CRSI MANUAL OF STANDARD PRACTICE, MSP -1. " TYP, 1" FOR RATED CONST. MID -DEPTH 4„ 4 1 h" (N0. 5 AND SMALLER) BOTTOM 3", TOP 1 Y2", SIDE 2" NOTES 1. ELECTRICAL CONDUIT SHALL NOT BE PLACED WITHIN A S.O.G BUT SHALL BE PLACED BELOW THE SLAB IN THE SUB -BASE. 2. WELDING OF REINFORCING, WHEN APPROVED BY AN ENGINEER, SHALL BE PER AWS D1.4 REINFORCING STEEL WELDING CODE. REBAR TO BE ASTM A706, GR 60 LOW ALLOY, USE E70XX WELDING ELECTRONICS WHEN WELDING TO STRUCTURAL STEEL AND E90XX WHEN WELDING TO REBAR. 3. ALL REINFORCING STEEL SHALL BE LAPPED AS NOTED ON THE PLANS. WHERE LAP OR SPLICE LOCATIONS ARE NOT SPECIFICALLY INDICATED ON THE CONSTRUCTION DOCUMENTS, LAPS AND/OR SPLICES SHALL BE 42 BAR DIA AND BE WELL STAGGERED. 4. ANCHOR BOLTS, DOWELS AND OTHER EMBEDDED ITEMS SHALL BE SECURELY TIED IN PLACE BEFORE CONCRETE IS POURED. SLAB ON GRADE REINFORCEMENT SHALL BE PLACED AT MID -DEPTH OF SLAB AND SHALL BE HELD SECURELY IN PLACE WITH MECHANICAL DEVICES DURING PLACING OF THE CONCRETE. WOOD WOOD DESIGN, FABRICATION MATERIALS STUDS TYPICAL WALLS TALL WALLS JOISTS 2x4, 2x6 2x8 AND LARGER BEAMS POSTS GLU-LAM. TIMBER SINGLE SPAN CANTILEVER AND MULTI. SPAN LSL AND ERECTION SHALL CONFIRM TO THE REQ'S OF CHAPTER 23 OF THE IBC BEAMS COLUMNS LVL PSL BEAMS COLUMNS I -JOIST SHEATHING WALLS ROOF FLOOR HEM -FIR CONSTRUCTION GRADE M-12 FRAMER SERIES LUMBER HEM -FIR STRUCT. GRADE NO. 2 DOUGLAS FIR -LARCH STRUCT. GRADE DOUGLAS FIR -LARCH STRUCT. GRADE DOUGLAS FIR -LARCH STRUCT. GRADE 24F -V4 24F -V8 1.7 KSI x 1.55E 1.3E 2.6 KSI x 2.0E N0. 2 NO. 2 NO.1 2.9 KSI x 2.0E 1.8E TRUSJOIST BY WEYERHAEUSER OR EQUIV. PER ASTM D5055 15/32" WOOD STRUCTURAL PANELS STRUCTURAL I GRADE 1/2" APA RATED STRUCTURAL I (MIN., UNO ON PLAN) 3/4" APA RATED STRUCTURAL I (MIN., UNO ON PLAN) NOTES 1. ALL FRAMING LUMBER SHALL COMPLY WITH THE LATEST EDITION OF THE GRADING RULES OF THE WESTERN PRODUCTS ASSOCIATION OR THE WEST COAST LUMBER INSPECTION BEREAU. ALL LUMBER SHALL BE STAMPED WITH THE GRADE MARK ON AN APPROVED LUMBER GRADING AGENCY AND SHALL HAVE THE MINIMUM DESIGN PROPERTIES SHOWN. 2. ALL WOOD IN CONTACT WITH CONCRETE, MASONRY, OR GRADE OR EXPOSED TO WEATHER SHALL BE TREATED LUMBER, TREATED LUMBER SHALL BE IN ACCORDANCE WITH AMERICAN WOOD-PRESEVER'S ASSOCIATION (AWPA) SPECIFICATIONS FOR THE PRESSURE TREATMENT OF WESTERN WOODS, LATEST EDITION. A; FIELD CUTS AND DRILLED HOLES SHALL BE IN FIELD TREATED IN ACCORDANCE TO AWPA M-4. PRESERVATIVE TREATED LUMBER USED IN ENCLOSED LOCATIONS SHALL HAVE A MOISTURE CONTENT OF 19% OR LESS BEFORE COVERING. 3.MANUFACTURED WOOD TRUSSES SHALL BE MANUFACTURED AS REQ'D BY TPI 1 AND DESIGNED BY A PROFESSIONAL ENGINEER. 4. BOLTS SHALL BE ASTM A307 UNO. NAILS SHALL BE ASTM F1667 COMMON. ANCHOR CONNECTIONS SHALL BE SIMPSON OR TECO OR !BO APPROVED. ALL FASTENERS SHALL BE INSTALLED PER MANUFACTURER RECOMMENDATIONS UNO. ALL STEEL CONNECTORS EXPOSED TO THE WEATHER OR IN UNHEATED PORTIONS OF THE BUILDING SHALL BE HOT DIPPED GALV. AFTER FABRICATIONS PER ASTM A123. FASTENERS IN CONTACT WITH PRESERVATIVE TREATED LUMBER SHALL BE HOT -DIPPED GALV. UNO. IN ACCORDANCE WITH THE MANUFACTURES RECOMMENDATION. MIN. FASTENING SHALL BE IBC TABLE 2304.9.1 5. MINIMUM NAILING FOR SHEATHING SHALL BE 10D COMMON NAILS © 6" O.C. FOR PANEL EDGES AND 12" FOR INTERMEDIATE SUPPORTS UNO. PROVIDE A Ye" GAP BETWEEN 4X8 SHEETS ()4" GAP FOR SHEETS LARGER THAN 8X8). ROOF SHEATHING SHALL HAVE A MOISTURE CONTENT OF 15% OR LESS BEFORE ROOFING. 6. ROOF AND FLOOR FRAMING LAYOUTS ARE PROVIDED TO ILLUSTRATE CONDITIONS OF CONSTRUCTION AND DO NOT NECESSARILY INDICATE SPECIFIC QUANTITIES OR MATERIAL OR COMPONENTS REQUIRED FOR CONSTRUCTION. 7. USE OF DRILLED CONCRETE ANCHORS, INCLUDING BY EXPANSION BOLTS, ADHESIVE ANCHORS, AND UNDERCUT ANCHORS, WHERE NOT SPECIFIED IN THE DOCUMENTS SHALL BE SUBJECT TO APPROVAL BY THE ARCHITECT/ENGINEER. ANCHORS SHALL BE INSTALLED PER THE MANUFACTURERS RECOMMENDATIONS. ICBG OR ICC REPORTS SHALL BE SUBMITTED FOR ALL ANCHORS. 8. 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), 10d COMMON (0.148" DIA., 3" LONG), 16d COMMON (0.162" DIA., 3-1/2" LONG). 9. ALL NAILING TO COMPLY WITH REQUIREMENTS OF IBC TABLE 2304.9.1. 10. PROVIDE 6" MINIMUM CLEAR BETWEEN WOOD AND EARTH, 12" CLEAR MINIMUM BETWEEN FLOOR BEAMS AND EARTH, AND 18" CLEAR MINIMUM BETWEEN FLOOR JOIST AND EARTH. 11. PROVIDE PROPERLY SIZED WASHERS UNDER HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. 12.PROVIDE 3x3x4" WASHERS AT ALL ANCHOR BOLTS. VERIFY WITH LOCAL JURISDICTION REQUIREMENTS. 13. BOLT HOLES SHALL BE NOMINAL DIAMETER OF BOLT PLUS b' UNLESS NOTED OTHERWISE. LAG BOLT PILOT HOLES SHALL BE PRE -DRILLED TO 60% OF THE NOMINAL DIAMETER OF THE LAG BOLT UNLESS NOTED OTHERWISE. 14. ALL SILL PLATES SHALL BE BOLTED TO THE FOUNDATION WITH i" MINIMUM DIAMETER BOLTS SPACED AT A MAXIMUM OF 48" ON CENTER. BOLTS MUST BE EMBEDDED A MINIMUM OF 7" INTO CONCRETE OR MASONRY. SEE PLANS AND DETAILS FOR SPECIFIC REQUIREMENTS WHERE APPLICABLE. 15. RIM JOIST IS TO BE 1 " MINIMUM THICKNESS. EXCEPTION: FOR SHEARWALLS TYPE 1, AND 2, 14" LSL RIM IS ACCEPTABLE. 16. ALL I -JOIST TO BE ERECTED AND INSTALLED IN ACCORDANCE WITH THE PLANS AND THE MANUFACTURER'S INSTALLATION REQUIREMENTS AND RECOMMENDATIONS. CONTRACTOR SHALL GIVE NOTIFICATION PRIOR TO ENCLOSING THE JOISTS TO PROVIDE A OPPORTUNITY FOR INSPECTION OF THE INSTALLATION. PROVIDE BRIDGING, CONTINUOUS LATERAL BRACING, AND DIAGONAL BRACING BETWEEN THE JOISTS PER THE MANUFACTURER'S RECOMMENDATIONS. DRAWINGS AND CALCULATIONS SHALL BE STAMPED AND SIGNED BY A REGISTERED PROFESSIONAL ENGINEERED. 17. THE TRUSSES SHALL BE DESIGNED BY THE FABRICATOR TO FIT DIMENSIONS AND LOADS INDICATED ON THE PLANS AND IN THE STRUCTURAL NOTES. ALL DESIGNS SHALL BE IN ACCORDANCE WITH ALLOWABLE VALUES ASSIGNED BY THE BUILDING CODE. CONCENTRATED MECHANICAL ROOF LOADS SHALL BE INCLUDED IN THE DESIGN. VERIFY WEIGHTS AND LOCATIONS WITH THE ARCHITECT. SHOP DRAWINGS MUST BE RETAINED AT THE JOB SITE AND AVAILABLE TO THE BUILDING INSPECTOR FOR REFERENCE. THE TRUSS CALCULATION PACKAGE SHALL BE DESIGNED UNDER THE DIRECT SUPERVISION OF A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF WASHINGTON. THE TRUSS ENGINEER SHALL ASSUME ALL RESPONSIBILITY FOR THE WORK OF ALL SUBORDINATES INVOLVED IN THE PREPARATION OF THE TRUSS PLACEMENT PLANS AND THE TRUSS DESIGN DRAWINGS. U J J 0 U Drown By AC Date: 03-30-17 PACSE JOB NO. 1713 w NO. DATE BY ZEVIEVv''_D FOR CODE CCM PLIANCE 1 APPROVED SEP 1.r 71118 City of Tukwila BUILDING DIVISION GENL AL 18. SHOP DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TO FABRICATION. DRAWINGS AND CALCULIkTIohle: ° Th': SHALL BE STAMPED AND SIGNED BY A REGISTERED PROFESSIONAL ENGINEER. THE DRAWINGS SHALL SHOW ALL CRITICAL DIMENSIONS AS WELL AS TIa6 2 7 201E LOADS THE TRUSSES ARE DESIGNED TO SUPPORT. THE TRUSSES ARE TO BE ERECTED AND INSTALLED IN ACCORDANCE WITH THE PLANS, APPROVED FABRICATOR DRAWINGS, AND INSTALLATION SUGGESTIONS. CONTRACTOR SHALL GIVE NOTIFICATION PRIOR TO ENCLOSING THE TRUSSES TO PROVIDES<Aia?,'r .. _.;• � E' OPPORTUNITY FOR INSPECTION OF THE INSTALLATION. DESIGN AND PROVIDE BRIDGING BETWEEN THE TRUSSES, CONTINUOUS LATERAL BRACING AND DIAGONAL BRACING PER TRUSS PLATE INSTITUTE RECOMMENDATIONS. SHOP DRAWINGS MAY CONTAIN THE MANUFACTURERS ENGINEERING RESPONSIBILITY LIMITATIONS. HOWEVER, THEY SHALL MAKE NO STATEMENT AS TO THE ENGINEER OF RECORD RESPONSIBILITIES. 19. PROPOSED SUBSTITUTIONS SHALL BE SUBMITTED ALONG WITH THE APPROPRIATE ICBO EVALUATION REPORTS TO THE ENGINEER FOR REVIEW PRIOR TO CONSTRUCTION. INSTALLATION OF SUBSTITUTIONS SHALL NOT PROCEED WITHOUT PRIOR WRITTEN APPROVAL OF THE ENGINEER. 20. CONTACT ENGINEER OF RECORD PRIOR TO MAKING ANY CHANGES OR TO PROVIDE ANY ADDITIONAL INFORMATION NOT SHOWN HERE PRIOR TO CONSTRUCTION. NOTES STRUCTURAL SHEET S1.0 PLAN NOTES: I. REFER 70 TYP. DETAIL 4 50HEDULES FOR ADDITIONAL INFORMATION. 2. ALL WOOD IN CONTACT W/ CONCRETE OR EXPOSED TO WEATHER SHALL BE PRESSURE TREATED 3. B07. OF EXTERIOR FTG TO BE 24" BELOW GRADE MIN. VERIFY FROST DEPTH W/ JURISDICTION PRIOR TO BUILD. 4. PROVIDE BLOCKING BETWEEN ALL JOISTS, RAFTERS d TRUSSES AS NOTED 5. PROVIDE CCQ POST CAPS t CBS POST BASES FOR ALL FREE STANDING POSTS 6. PROVIDE SOLID COLUMN FRAMING EQ. TO THE WIDTH OF THE MEMBER BEING SUPPORTED. COLUMN DEPTH TO BE EQUAL DEPTH TO WALL STUD, 6" (NOMINAL) MIN U.N.0 7. JACK 4 KING STUD • WINDOWS it MAN DOOR: - UP TO 4'-0" (2) JACK STUDS t (1) KING STUD - UP TO 6'-0" (2) JACK STUDS t (2) KING STUD ▪ UP TO 10'-0" (3) JACK STUDS t (3) KING STUD 8. ALL EXTERIOR WALLS TO BE SHEARWALL TYPE "SW1" MIN. TYP U.N.0 q. PROVIDE SQUASH BLOCKING EQUIV. TO THE WIDTH OF BEAM/POST 10. PROVIDE POST SUPPORT ALL THE WAY TO FOUNDATION AT APPLICABLE LOCATIONS 11. BALLON FRAMING • STAIRS 4 SIM. TO BE CONTI. BETWEEN HORIZ DIAPHRAGMS 12. PROVIDE DRAINAGE AROUND BLDG PER GEOTECH, WHEN REQ'D/PROVIDED 13. PROVIDE VAPOR BARRIER AND/OR CAPILLARY BREAK 4 COMPACT FILL UNDER 5.O.G 14. PROVIDE DBL JOISTS AROUND INTERIOR OPENINGS MIN TYP U.N.0 15. WALL FRAMING TO BE: 2X16 0 16" 0.0 UP TO 12' MAX. 2X6 • 8" 0.0 UP 70 18 MAX. 2X8 0 8" 0.G UP TO 22' 16. ALL HEADERS TO BE 4X6 MIN U.N.O 17. ROOF OVERFRAMING TO BE INSTALLED ON TOP OF MAIN ROOF SHEATHING 18. PROVIDE HURRICANE CLIP • ALL ROOF TRUSSES / JOISTS TYP 1q. IF TRUSS LAYOUT PROVIDED BY TRUSS DESIGNER DIFFERS FROM SHOWN, PLEASE CONTACT EOR FOR APPROVAL 51'-6" 10 0" 15'-5 '-3" R.0 q'-1 • R.0 5'-4 " 14'-0" I0' -O" E J SHALLOW CONTI FN SHOWN HERE. PILES MAY BE REQ'D PER GEOTECH PER FIELD FINDINGS, AT EXCAVATION. SEE 5-2.1 PILE/GRADE BEAM PLAN FOR PIPE LOCATIONS RETAINING WALL 4 FTG PER SCHEDULE TYP TYP 10'-0" r 8-3" R 0 1 r L I I L_ -_J 46 r kg 36 5 - 10'-11" 18" W X 12" D THK SLAB PER 5/58.1 TYP L RET. WALLS t FTG PER TYP SCHED STEP WALL 411 S.O.G OVER R-10 RIGID INSUL W/ EMIL V.P OVER 4" COMPACT GRAVEL RETAINING WALL d FTG PER SCHEDULE TYP GEE MAIN FLR FRAMING PLAN SHEET 53.0 FOR SLAB ON GRADE/FTG INFORMATION PROVIDE SPECIAL INSPECTION FOR 3000 PSI CONCRETE kLr RAISE CONC WALL FOR FLUSH MOIJINTED JOIST HERE' ONLY EXTEND FTG 5' BEYOND PILASTER ALL SIDES MIN TYP RAISE CONC STEMWALL AS NEEDED FOR SIMPSON PORTAL FRAME SYSTEM SEE SHEET 56.0 1 in J 54 1 YA 4- t- 1 55 I I I L -_--J RETAINING WALL it FTG PER SCHEDULE TYP 16'-1 13'-1 STEP WALL oth 7 1uiuuiuiuuuiuu aiuiuruiuuuruiuiuuuuiui 'r 16"WX12" THK SLAB PER 5/58.1 I TYI, r I / I 1 1 1 LIJi--I 30 6 LILA I I \g r L-136 ■ iu/t/iuuuuiuuuii RETAINING WALL 4 FTG PER SCHEDULE TYP ■ ■ TYP 0\ T in 0 in v 9 m in 1 ENLARGE FTG SIZE BELOW SIMPSON STRONG HALL PER 5FIEARWALL PLAN 5-6.0 51'-6" 8-0" 13' -6" 8'-0" 13'-6" FOUNDATION FLAN SCALE: 1/4" • I'-0" NOTES: 1. REFER TO SITE PLAN / ELEVATIONS PLANS FOR GRADING DESIGN. STEP TOP OF WALL TO ACCOMMODATE GRADE SLOPE TYP. 9 m in m in ROVIDE iso 0 12" 0.0 ALONG PERIMETER OF CONC PILASTER d *3 H00PS • 6" 0.0 CODE CC7 !.IANCE I APPROVED SEr 1 , . 21.18 City of Tukwila BUILDING DIVISION AUG 2 7 2818 W E O z O 1- U 1- z O U Q 4 � X 0 1/40 -4 J • J # X # V # * 4 - DRAWN: BMK CHECKED: BMK REVISIONS: AUG. 22140 2018 APR. 4TH 2017 Se2.O PLAN NOTES: I. REFER TO TYP. DETAIL t SCHEDULES FOR ADDITIONAL INFORMATION. 2. PILES SHOWN ARE BEST APPROXIMATED LOCATIONS PER GEOTECH REPORT. ALL PILES SHOWN MAY NOT BE NEEDED IF SUITABLE BEARING SOIL IS FOUND DURING EXCAVATION. ADDN'L PILES MAY BE NEEDED IF NON SUITABLE BEARING SOIL I5 PRESENT. PROVIDE SHALLOW CONTI. FOUNDATIONS AT SUITABLE SOIL BEARING CONDITIONS. PROVIDE PILES It GRADE BEAMS AT NON SUITABLE BEARING SOIL CONDITIONS FOR SHALLOW FOUNDATION SYSTEMS. PILES SHALL BE 3" DIA SCHEDULE 40 0 48" OC MAX, AT TYPICAL CONDITION (NON RETAINING WALLS). (2) PILES 0 48" OC SHALL BE PROVIDED AT RETAINING WALL CONDITIONS. 3. SEE SHEET 58.2 FOR PILE FOUNDATION RELATED INFORMATION FOOTING INSPECTION (RE: Geotech report Over exavationrequg structural (engineered) fill shall comply with recommendations as outlined in the k4. ^ geotechnical report. Prior to requesting a footing ins engineer of record shall veriffythe soilsnconditontheoanch d p provide an insoecf oreport 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 t construction. Geotech en ineers re ort presented to the buildin mso shall be msoection ector at time of footin ✓ 1' NEC 250.52 Grounding Electrodes A concrete encased grounding electrode is required in all new concrete footings. The electrode shall consist of at least 20 feet of 1/2" or larger reinforcement bar or Bare copper conductor not smaller than 4 AWG, and shall be located A 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 .t shall protrude 8" min. above top of foundation wall near location of power panel.) .1 BATTER PILE BATTER PILE INTERIOR FACE OF RETAINING WALL TYP 3" DIA SCHEDULE 40 PILES 0 48" OC MAX TYP BATTER PILE\ �• INTERIOR FACE OF RETAINING WALL TYP • TYP L --J INSTALL PILES 0 41-0" OC MAX I• J • • • 1 O STEP G TYP BATTER PILE 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. -! L_ • • SEI FTGI L— • • r • • ATTER PILE INTERIOR FACE • OF RETAINING WALL TYP • • 4 • a m. • L • 1, • • • •J 117 Ar L_—J— _I STEP WALL BATTER PILE INTERIOR FACE OF RETAINING WALL TYP L A I(2) PILES ON 18"X24" PILE CAP SEE DET. 3/58.2 PROVIDE SPECIAL INSPECTION FOR 3000 PSI CONCRETE 12" WIDE GRADE BEAM SEE DETAIL I/58.2 FOR REINF SCHEDULE • STEP FTG 4) PILES ON 185X24" PILE CAP SEE DET. 3/58.2 BATTER PILE STEP FTG 4 STEP FTG T 1- • BATTER PILE INTERIOR FACE OF RETAINING WALL TYP STEP WALL ra/fia -I 1 • BATTER PILE INTERIOR FACE OF RETAINING WALL TYP • 7 INSTALL PILES 0 '-0"OCM L_ 3" DIA SCHEDULE 40 PILES 0 48" OC MAX TYP STEP WALL • 1 — I • ezIATTER PILE / INTERITA FACE f�f OF RETAINING WALL TYP •_J R v;Et ac4! r�' l CODE 0u'i cc,:., _Ir,l4cr_ APPRG"vti) CEP n 2818 City of Tukwila BUILDING DIVISION r. AUG 2 7 2018 L Q 1 w Q Q U 4 U zLtr —ur (n Warn O z co . O < Jwty — 3 I N• IQ W J < 4 —U I—N•9 z Q ul rn 0 . N3 tui GC 11_ z O 1- U 3 1- z O U Q Y w 1 Q 3 # D # 1- DRAWN: BMK CHECKED: BMK REVISIONS: PLAN NOTES: 1. REFER TO TYP. DETAIL t SCHEDULES FOR ADDITIONAL INFORMATION. 2. ALL WOOD IN CONTACT W/ CONCRETE OR EXPOSED TO WEATHER SHALL BE PRESSURE TREATED 3. BOT. OF EXTERIOR FTG TO DE 24" BELOW GRADE MIN. VERIFY FROST DEPTH W/ JURISDICTION PRIOR TO BUILD. 4. PROVIDE BLOCKING BETWEEN ALL JOISTS, RAFTERS t TRUSSES AS NOTED 5. PROVIDE CCQ POST CAPS t CBS POST BASES FOR ALL FREE STANDING POSTS 6. PROVIDE SOLID COLUMN FRAMING EQ. TO THE WIDTH OF THE MEMBER BEING SUPPORTED. COLUMN DEPTH TO BE EQUAL DEPTH TO WALL STUD, 6" (NOMINAL) MIN U.N.0 7. JACK t KING STUD m WINDOWS It MAN DOOR: • UP TO 4'-0" (2) JACK STUDS t (1) KING STUD - UP TO 6'-0" (2) JACK STUDS t (2) KING STUD - UP TO 10'-0" (3) JACK STUDS it (3) KING STUD 8. ALL EXTERIOR WALLS TO BE 51-IEARWALL TYPE "SWI" MIN. TYP U.N.0 q. PROVIDE SQUASH BLOCKING EQUIV. TO THE WIDTH OF BEAM/POST 10. PROVIDE POST SUPPORT ALL THE WAY TO FOUNDATION AT APPLICABLE LOCATIONS 11. BALLON FRAMING • STAIRS t SIM. TO BE CONTI. BETWEEN HORIZ DIAPHRAGMS 12. PROVIDE DRAINAGE AROUND BLDG PER GEOTECH, WHEN REG' D/PROVIDED 13. PROVIDE VAPOR BARRIER AND/OR CAPILLARY BREAK t COMPACT FILL UNDER S.O.G 14. PROVIDE DBL JOISTS AROUND INTERIOR OPENINGS MIN TYP U.N.0 15. WALL FRAMING TO BE: 2X16 116" 0.0 UP TO 12' MAX. 2X6 • 8" 0.0 UP 70 18' MAX. 2X8 m 8" O.0 UP TO 22' 16. ALL HEADERS TO BE 4X5 MIN U.N.0 17. ROOF OVERFRAMING TO BE INSTALLED ON TOP OF MAIN ROOF SHEATHING 18. PROVIDE HURRICANE CLIP C ALL ROOF TRUSSES / JOISTS TYP 111. IF TRUSS LAYOUT PROVIDED BY TRUSS DESIGNER DIFFERS FROM SHOWN, PLEASE CONTACT EOR FOR APPROVAL BOT OF FT TO MATCH BASEMENT FTG DEPTH TYP 8" GONG 5TEMWALL W/ REINF PER SCHED. STEP FT PER 3/98.0 TYP 8" CONC 5TEMWALL W/ REINF PER SCHED. TURN DOWN SLA= PER TYP DETAIL BOT OF FT TO MATCH BASEMENT FTG DEPTH TYP 6 14'-0" I wir `r r PILASTER PER TYP DETAIL 3/4" APA RATED STRUCT SHEATHING, NAIL W/ 100 NAILS ® 6" 0.0 EDGE It 12" 0.0 FIELD TYP UNO C520 X 26' DIAG. STRA W/ ON TOP OF FLR SHEATHING ALONG WALL PROVIDE BLK'S BWTN JOISTS NAIL 0 6" OC 1 DOTTED AREA INDICATES BLOCKED FLR DIAPHRAGM TYP 10'-0" 8'-3" R.0 ONTINUOUS ren -o START STEPPING FT PER TYP DETAIL AS NEEDED RAISE CONC 5TEMWALL AS NEEDED FOR SIMPSON PORTAL FRAME SYSTEM SEE SHEET 56.0 0 4.x"6 1 I � 0 k° STE FTG 4° N to -11° P+/ 4X10 029 P+b 3'4 X 12" GL BM P+% low • tr S.O.G OVER 4" COMPACT GRAVEL. SLOPE AWAY 3'- 3 AN TI. E►�1�1�1 J 42 S.O.G OVER 4" COMPACT GRAVEL SLOPE 3" TOWARDS DOOR ENLARGE FTG SIZE BELOW SIMPSON STRONG WALL PER SHEARWALL PLAN 5-6.0 CONTINUOUS / 10 8'-3" R.0 10'-0" !-10 STEP FTG i -b GL 3 ) H X 12" FLUS BOT OF FT TO MATCH BASEMENT FTG DEPTH TYP CONTINUOUS STEP FTG 0 0b STEP STEP FTG FTG +k RAISE CONC STEMNALL AS NEEDED FOR SIMPSON PORTAL FRAME SYSTEM SEE SHEET 56.0 16'-3" R.0 20'-0" b 4k� 1 11 7/8" TJI FLR JOISTS 0 16" 0.0 TYP U.N.0 GL 6 94' X 18" FLUSH rusrrarrrxrrrevurturkrxruewsrw trWS GL 3)z X 12" FLUSH BEARING 111I BEARING ;rr%rrr� 1 Q GL 5 )Q' X 10 34" :xyrrxxrxfiglie krHs�sr x GL5Yz"X10)4" Ef7Alit•1iYm xtillflrlW. OMmofrn mmymom ormmrmMOW in 11 7/8" TJI FLR JOISTS 0 16" O.0 TYP U.N.0 '3i S.O.G n COMPACT GR OPE AWAYU v 0 X v v NLARGE FTG SIZE BELOW SIMPSON STRONG WALL PER SHEARWALL PLAN 5-6.0 I" IA I N FLR FRA1" (I NG FLAN SCALE: 1/4 - 1'-0" CODE CC kf'Fidv';iL;; nri City of Tukwila BUILDNG DIVISION AUG 2 7 2018 Z '3 U) • Ea - • O -ut- N wain Q Zco zu O -Q 1n J 1Y N - o 1 NCI mw J Q O - u Z Q w "n 0 . N3_ w3 • 3 0_ 4 w DRAWN: BMK CHECKED: BMK REVISIONS: AUG. 22ND 2018 APR. 4TH 2017 S3.O PLAN NOTES: 1. REFER TO TYP. DETAIL t SCHEDULES FOR ADDITIONAL INFORMATION. 2. ALL WOOD IN CONTACT W/ CONCRETE OR EXPOSED TO WEATHER SHALL BE PRESSURE TREATED 3. BOT. OF EXTERIOR FTG TO BE 24" BELOW GRADE MIN. VERIFY FROST DEPTH W/ JURISDICTION PRIOR 70 BUILD. 4. PROVIDE BLOCKING BETWEEN ALL JOISTS, RAFTERS $ TRUSSES AS NOTED 5. PROVIDE CCQ POST CAPS $ CBS POST BASES FOR ALL FREE STANDING POSTS 6. PROVIDE SOLID COLUMN FRAMING EQ. TO THE 1A11071-1 OF THE MEMBER BEING SUPPORTED. COLUMN DEPTH TO BE EQUAL DEPTH TO WALL STUD, 6" (NOMINAL) MIN U.N.0 7. JACK * KING STUD O WINDOWS * MAN DOOR: - UP TO 4'-0" (2) JACK STUDS 6 (I) KING STUD - UP TO 6'-0" (2) JACK STUDS $ (2) KING STUD - UP TO 10'-0" (3) JACK STUDS $ (3) KING STUD 8. ALL EXTERIOR WALLS TO BE SHEARWALL TYPE "SWI" MIN. TYP U.N.0 9. PROVIDE SQUASH BLOCKING EQUIV. TO THE WIDTH OF BEAM/POST 10. PROVIDE POST SUPPORT ALL 711E WAY 70 FOUNDATION AT APPLICABLE LOCATIONS 11. BALLON FRAMING C STAIRS $ SIM. TO BE CONTI. BETWEEN I.4ORIZ DIAPHRAGMS 12. PROVIDE DRAINAGE AROUND BLDG PER GEOTECH, WHEN REQ'D/PROVIDED 13. PROVIDE VAPOR BARRIER AND/OR CAPILLARY BREAK * COMPACT FILL UNDER S.O.G 14. PROVIDE DBL JOISTS AROUND INTERIOR OPENINGS MIN TYP U.N.0 15. WALL FRAMING TO SE: 2X16 0 16" 0.0 UP TO 12' MAX. 2X6 0 6" 0.0 UP TO 18' MAX. 2X6 0 8" 0.0 UP TO 22' 16. ALL. HEADERS 70 BE 4X8 MIN U.N.0 17. ROOF OVERFRAMING TO BE INSTALLED ON TOP OF MAIN ROOF SHEATHING 18. PROVIDE HURRICANE CLIP 0 ALL ROOF TRUSSES / JOISTS TYP 19. IF TRUSS LAYOUT PROVIDED BY TRUSS DESIGNER DIFFERS FROM SHOWN, PLEASE CONTACT EOR FOR APPROVAL PROVIDE A35 CLIP ALONG LOW ROOF TO SIDE WALL 1/2" APA RATED STRUCT SHEATHING, NAIL W/ BD NAILS • 6" 0.0 EDGE $ 12" 0.0 FIELD TYP UNO TYP 4 DOTTED AREA INDICATES BLOCKED FLR DIAPHRAGM TYP 57C28 STRAP SIDE ROVIDE DRAFT BLK'G OF BM TO STUDWALL /0 CANTILEVER TYP. TYP k ± E =e I X - _U I- 4� 3/4" APA RATED STRUCT 51-1EATHING, NAIL W/ 100 NAILS 0 6" 0.0 EDGE $ 12" 0.0 FIELD TYP UNO C520 X 15' STRA ON TOP OF FLR SHEATHING ALONG WALL, NAIL 06"OC TYP 1'-6" 0.1-1 TYP. 4X10 X 59.1 BLOCKED ROOF DIAPHRAGM SOLID BLOCK EAVE ALONG THIS WALL LINE ONLY FOR 1 HR FIRE RATED PER R302.1 �o. (`F 4� .E. 1 Sq.I 5Yz" X 12GL JI 1 X m •3 1Q' • X•12"GL BM • b 11 7/8" TJI FLR JOISTS 0 16" 0.0 TYP U.N.0 BEARING 1- X8 X8 4X8 t - INSTALL RIPPED 2X SLEEPERS ® 16" 0.0 W/ 1/2" PLYWOOD SHEATHING OVER STRUCT'L DIAPHRAGM SLOPE TO DRAIN SCUPPER II 7/8" ROOF JOIST 0 16" 0.0 W/ 1/2" APA RATED STRUCT I SHEATHING, NAIL W/ 8D NAILS ® 6" 0.0 EDGE $ 12" 0.0 FIELD 1- _N O 0 0 GL 8314" X 15" BM ...... 25:12.... or --1111 Gl-.3)4".X9" GL 3 )" X 9 I--- GL-37T57.74"-FL1z r 3)4"X12" GL BM BEARING S v Fr HEARING 4X8 GL 3 )4 X 9" FLUSH SIP d=i1S• .. .......... ... BEARING 4X10 - ............................... TYP 5:12 4X10 GL 3 )4' X i9" -1 _1 UPPER FLR/LOW ROOF FRAI" (I NG SCALE: I/4" - 1'-O" TYP O v 0 0 o v C520 X 25' STRAP ON TOP OF FLR SHEATHING ALONG WALL, NAIL ® 6" OC TTED AREA INDICATES BLOCKED FLR DIAPHRAGM TYP INSTALL RIPPED 2X SLEEPERS • 16" 0.0 W/ 1/2" PLYWOOD SHEATHING OVER STRUCT'L DIAPHRAGM SLOPE TO DRAIN SCUPPER 2X6 ROOF JOISTS 0 24" 0.0 W/ 1/2" APA RATED T 1 SHEATHING, NAIL W/ o { A✓4;6'.. O 6" 0.0 EDGE $ 12" SE,; 1 . SE,' (iltU E 4 W DRAWN: BMK City of Tukwila CHECKED: BUILDING DIVISION j BMK AUG 2 7 2018 REVISIONS: JUN. 8TH 2018 APR. 471-1 2017 5 - 4.0 PLAN NOTES: 1. REFER TO TYP. DETAIL $ SCHEDULES FOR ADDITIONAL INFORMATION. 2. ALL WOOD IN CONTACT W/ CONCRETE OR EXPOSED TO WEATHER SHALL SE PRESSURE TREATED 3. BOT. OF EXTERIOR FTG TO BE 24" BELOW GRADE MIN. VERIFY FROST DEPTH W/ JURISDICTION PRIOR TO BUILD. 4. PROVIDE BLOCKING BETWEEN ALL JOISTS, RAFTERS t TRUSSES AS NOTED 5. PROVIDE COP POST CAPS $ C5S POST BASES FOR ALL FREE STANDING POSTS 6. PROVIDE SOLID COLUMN FRAMING E0. TO THE WIDTH OF THE MEMBER BEING SUPPORTED. COLUMN DEPTH TO 5E EQUAL DEPTH TO WALL STUD, 6" (NOMINAL) MIN U.N.0 7. JACK * KING STUD • WINDOWS $ MAN DOOR: - UP TO 4'-0" (2) JACK STUDS $ (1) KING STUD - UP TO 6'-0" (2) JACK STUDS t (2) KING STUD - UP TO 10'-0" (3) JACK STUDS 4 (3) KING STUD 8. ALL EXTERIOR WALLS TO BE 51-IEARWALL TYPE "SW1" MIN. TYP U.N.0 9. PROVIDE SQUASH BLOCKING EQUIV. TO THE WIDTH OF BEAM/POST 10. PROVIDE POST SUPPORT ALL THE WAY TO FOUNDATION AT APPLICABLE LOCATIONS 11. BALLON FRAMING • STAIRS $ SIM. TO BE CONTI. BETWEEN HORIZ DIAPHRAGMS 12. PROVIDE DRAINAGE AROUND BLDG PER GEOTECH, WHEN REQ'D/PROVIDED 13. PROVIDE VAPOR BARRIER AND/OR CAPILLARY BREAK d COMPACT FILL UNDER 5.O.G 14. PROVIDE DBL J015T5 AROUND INTERIOR OPENINGS MIN TYP U.N.0 15. WALL FRAMING TO 8E: 2X16 • 16" 0.0 UP TO 12' MAX. 2X6 • 8" 0.0 UP TO 18' MAX. 2X8 0 6" 0.0 UP TO 22' 16. ALL HEADERS TO BE 4X8 MIN U.N.0 17. ROOF OVERFRAMING TO 8E INSTALLED ON TOP OF MAIN ROOF SHEATHING 18. PROVIDE HURRICANE CLIP 0 ALL ROOF TRUSSES / JOISTS TYP 19. IF TRUSS LAYOUT PROVIDED BY TRUSS DESIGNER DIFFERS FROM SHOWN, PLEASE CONTACT EOR FOR APPROVAL TRUSS DESIGNER TO DESIG FOR ADDTIONAL 6000 LBS AXIAL LOAD SEE UPPER FLR FRAMING SHEET FOR LOWER ROOF FRAMING r TYP 2'-0" 0.1-1 TYP. 4X10 - GL 5 I/2" X 10 1/2" , 4X10 -- -- 0 $ t HIP MASTER/ GIRDER TRUSS PROVIDE CONTI. RIDGE VEN SEE A2.1 SCI-IEDU 41-IEET FOR ROOF VENT'G CA 5 S 15:12 1 1 I TRUSSES PER MFR 0 24" 0.0 III 1 1 DRAG TRUSS v HIP MASTER/ GIRDER TRUSS F - 1\\//1 I//\\I 1 y OVER FOR PARAPET 4X8 I 0 v /2" APA RATED STRUCT 1 SHEATHING, NAIL W/ BD NAILS • 60 0.0 EDGE It 12" 0.0 FIELD TYP UNO SHADED WALLS INDICATE 2X6 BEARING WALLS BELOW TYP. HIP MASTER/ GIRDER TRUSS L J 4X10 4X10 ������OOOOOOUTLINE OF FLOOR BEL•'' YP 4X10 L - - -0— —B- TYP 4X10 UPPER ROOF FRAI" I I NG PLAN SCALE: /4" - 1'-0" -22"X30" ATTIC ACCESS INSULATE it WEATHER STRIP 2530" ATTIC ACCESS INSULATE * WEATHER STRIP n i . 23 i2 City of Tukwila I BUILCiNG DIVIS'ONj AUG 2 7 201E w El 0 a z 0 1- U D 1- z O U 4 Y W 0 Q Q J N J DRAWN: BMK CHECKED: BMK REVISIONS: JUN. 18TH 2018 APR. 4TH 2017 ti PLAN NOTES; I. REFER TO TYP. DETAIL i SCHEDULES FOR ADDITIONAL INFORMATION. 2. ALL WOOD IN CONTACT W/ CONCRETE OR EXPOSED TO WEATHER SHALL BE PRESSURE TREATED 3. BOT. OF EXTERIOR FTG TO BE 24" BELOW GRADE MIN. VERIFY FROST DEPTH W/ JURISDICTION PRIOR TO BUILD. 4. PROVIDE BLOCKING BETWEEN ALL JOISTS, RAFTERS 4 TRUSSES AS NOTED 5. PROVIDE CCQ POST CAPS 4 CBS P057 BASES FOR ALL FREE STANDING POSTS 6. PROVIDE SOLID COLUMN FRAMING EQ. TO THE WIDTH OF THE MEMBER BEING SUPPORTED. COLUMN DEPTI-I 70 BE EQUAL DEPTH TO WALL STUD, 6" (NOMINAL) MIN U.N.0 7. JACK ! KING STUD O WINDOWS 4 MAN DOOR: - UP TO 4'-0" (2) JACK STUDS 6 (I) KING STUD - UP TO 6'-0" (2) JACK STUDS t (2) KING STUD - UP TO 10'-0" (3) JACK STUDS ! (3) KING STUD 8. ALL EXTERIOR WALLS TO BE SHEAR/HALL TYPE "SWI" MIN. TYP U.N.0 9. PROVIDE SQUASH BLOCKING EQUIV. TO THE WIDTH OF BEAM/POST 10. PROVIDE POST SUPPORT ALL THE WAY TO FOUNDATION AT APPLICABLE LOCATIONS 11. BALLON FRAMING O STAIRS C SIM. TO BE CONTI. BETWEEN HORIZ DIAPHRAGMS 12. PROVIDE DRAINAGE AROUND BLDG PER GEOTECH, WHEN REQ'D/PROVIDED 13. PROVIDE VAPOR BARRIER AND/OR CAPILLARY BREAK $ COMPACT FILL UNDER S.O.G 14. PROVIDE DBL JOISTS AROUND INTERIOR OPENINGS MIN TYP U.N.0 15. WALL FRAMING TO BE: 2X16 O 16" 0.0 UP TO 12' MAX. 2X6 O B" 0.0 UP TO 18' MAX. 2X8 O 16. ALL HEADERS TO BE 4X8 MIN U.N.0 17. ROOF OVERFRAMING 70 BE INSTALLED ON TOP OF MAIN ROOF SHEATHING 18. PROVIDE HURRICANE CLIP O ALL ROOF TRUSSES / JOISTS TYP 19. IF TRUSS LAYOUT PROVIDED BY TRUSS DESIGNER DIFFERS FROM SHOWN, PLEASE CONTACT EOR FOR APPROVAL B" 1 V 0.0 UP TO 22' ya D BASEMENT SI-IEARWALL / 1-IOLDOWN PLAN SCALE: 1/4' • I' -O' V RA SE CONC STEMWAL: AS NEEDED FOR SIMPSON PORTAL FRAME SYSTEM n • 6' WIDE X 111' TNK X 6' LONG FTG BELOW SIMPSON STRONG WALL REFER TO SIMPSON FOR ADDN'L REBAR HAIRPINS 6 REINFORCMENT O STRONG WALL A SWIiXSX6 RAISE CONC STEMWALL AS NEEDED FOR SIMPSON PORTAL FRAME SYSTEM 1 SWI6XSX6 6' WIDE X 16' TWK X 6' LONG FTG BELOW SIMPSON STRONG WALL REFER TO SIMPSON FOR ADDN'L REBAR HAIRPINS 6 REINFORCMENT O STRONG WALL MAIN SI-IEARWALL / I-IOLDOWN PLAN SCALE: I/4" • 1'-0' Gi 1 r 7 J A A A A tu FI 0 a 0 Q 0 t0 4 0 z U O U- � N w to n co — QUI Q Ie n — n D co LU • J la Q QD — U I- N Z W QU (03 w3 M 3 0. of Tukw. iiu G DIVi3!ON z 0 1- 0 1- z 0 0 4 UPPER SHEARWALL / I-4OLDOWN PLAN SCALE. 1/4" • 1'-0' NOTES: I. AT LOCATIONS WERE STRAP IS ATTACHED TO BEAM, PROVIDE SAME SIZE STRAP • BOTH ENDS OF THE BEAM TO WALL AUG 2 7 2018 DRAWN: BMK CHECKED: BMK REVISIONS: AUG. 22ND 2018 APR. 4TH 2017 5-6.0 SHEARWALL SCHEDULE (OSB) SHEARWALL MARK SHEATHING EDGE NAILING FIELD NAILING SILL PLATE CONNECTION SILL PLATE CONNECTION W/ EPDXY SILL PLATE CONNECTION W/ RETROFIT TOP&BOT PLATE CONN. MIN. STUD FRAMING MEMBER AOR SW1 APA 15/32"8d RATED ®6' o/c 8d ®12 o/c 2x SILL PL. w/ 0 X 7" J -BOLT ® 48" o/c 2x SILL PL. w/ 0 x 7"SIMPSON EMBED A.B. 0 26" o/c UFP1O-SDS3 0 38" o/c LTP4 OR A35 ® 24" o/c w/ 2x BOTTOM PLATE 2X ©OR SW2 15/32" APA RATED 8d ®4 o/c 8d ®12" o/c 2x SILL PL. w/ 5%" 0 X 7" J -BOLT ® 30" o/c 2x SILL PL. w/ %" 0 x 7" EMBED A.B. 0 18" o/c SIMPSON UFP1O-SDS3 ® 26" o/c LTP4 OR A35 0 16" o/c w/ 2x BOTTOM PLATE 2X, 3X AT ABUTTING PANELS 36" AOR SW3 15/32" APA RATED 8d 0 3" o/c STAGGERED 8d ®12' o/c 2x SILL PL. w/ %" 0 X 7" J -BOLT. 0 24" o/c 2x SILL PL. w/ %" 0 x 7" EMBED A.B. ® 14" o/c SIMPSON UFP1O-SDS3 0 20" o/c LTP4 OR A35 0 12" o/c w/ 2x BOTTOM PLATE 3X AOR SW4 15/32" APA RATED 8d ® 2" o/c STAGGERED 8d ®12" o/c 2x SILL PL. w/ % 0 X 7"2x J -BOLT ® 18" o/c SILL PL. w/ %' 0 x 7"SIMPSON EMBED A.B. 0 10" o/c UFP1O-SDS3 ® 16" o/c LTP4 OR A35 c, 6" o/c w/ 2x BOTTOM PLATE 3X NOTES: 1. ALL STUDS, BLOCKING, TOP AND BOTTOM PLATES SHALL BE HEM -FIR NO. 2 UNLESS NOTED OTHERWISE ON PLANS. ALL SHEATHING EDGES MUST BE BACKED WITH 2x OR WIDER FRAMING (SEE NOTE #3). 2. SHEATHING MAY BE INSTALLED EITHER HORIZONTALLY OR VERTICALLY. ALL SHEARWALL SHEATHING MUST EXTEND TO THE OUTISDE EDGE OF ALL HOLDOWN POSTS AND CORNERS, AND TO THE INSIDE EDGE OF FRAMING AROUND OPENINGS. 3. WHERE SHEATHING NAILING IS SHEARWALL SW3 AND GREATER, ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THAN A SINGLE 3 -INCH NOMINAL MEMBER. ADDITIONALLY, WHERE SHEARWALLS ARE SHEATHED ON BOTH FACES, ALL STUDS AND PLATES RECEIVING EDGE NAILING FROM BOTH FACES MUST BE A SINGLE 3 -INCH NOMINAL MEMBER OR PANEL JOINTS MUST BE OFFSET. (2)2x MAY BE SUBSTITUTED FOR A SINGLE 3x MEMBER PROVIDED THE STUDS ARE STITCH NAILED TOGETHER w/ 10d NAILS STAGGERED 0 6" o/c FROM EACH SIDE. 4. ANCHOR BOLTS SHALL BE PLACED TO PROVIDE A MINIMUM OF 2" COVER. PROVIDE 3" COVER FOR CONCRETE CAST AGAINST SOIL. PROVIDE 3x34" WASHERS AT ALL ANCHOR BOLTS. 5. ALL MACHINE BOLTS SHALL BE ASTM A307 OR BETTER. 6. ALL NAILS AND CONNECTORS IN CONTACT WITH PRESSURE TREATED WOOD (EXCEPT FOR BORITE TREATED WOOD) MUST BE HOT DIPPED GALVANIZED OR STAINLESS STEEL TO RESIST CORROSION. 7. NAILS SHALL BE 10d COMMON. 8. MINIMUM (2) 2X6 OR 4X6 POST ® EACH END OF SHEARWALL AT 1ST AND 2ND STORY (2) 2X6 OR 4X6 ® EACH END OF SHEARWALL AT TOP STORY. SCHEDULE SHEARWALL SCHEDULE FOOTING SCHEDULE (UNO ON PLAN) MARK WIDTH LENGTH THICKNESS BOTTOM BARS CONTI. 18 18" CONTI. 10 (3) #4 LONGITUDINAL W/ STEMWALL VERT BAR HOOKED INTO FOOTING. ALT DIRECTION. CON TI. 24 24" CON TI. 10" (3) #4 LONGITUDINAL IN/ STEMWALL VERT BAR HOOKED INTO FOOTING. ALT DIRECTION. 24 24" 24" 12" (3) #4 EACH WAY 30 30" 30" 12" (4) #4 EACH WAY 36 36" 36" 12" (5) #4 EACH WAY 42 42" 42" 12" (6) #4 EACH WAY 48 48" 48" 12" (7) #4 EACH WAY 54 54" 54" 12" (8) #4 EACH WAY 60 60" 60" 12" (9) #4 EACH WAY 120 12 DIA. NA FROST DEPT (4) #4 VERT W/ #3 SPIRAL 0 6" OC 160 16 DIA. NA FROST DEPT (4) #4 VERT W/ #3 SPIRAL © 6" OC 180 18 DIA. NA FROST DEPT (4) #4 VERT W/ #3 SPIRAL 0 6" OC 240 24 DIA. NA FROST DEPT (4) #4 VERT W/ #3 SPIRAL 0 6" OC THICKEN SLAB PER PLAN PER PLAN 10" MIN #4 0 12" OC LONGIT AND #4 0 18" TRANS SCHEDULE C FOOTING 'XX' CONTINUOUS FOOTING SIZE PER SCHEDULE 'XX' SPOT FOOTING XX SIZE PER SCHEDULE FOOTING NOTES 1. CONTINUOUS FOOTING REBAR TO CONTINUE THROUGH SPOT FOOTING WHEN OVERLAP. 2. BOTTOM OF EXTERIOR FOOTING TO MEET FROST DEPTH MINIMUM. 3. BOTTOM OF INTERIOR FOOTING TO BE 12" BELOW GRADE MINIMUM. CONCRETE STRENGTH (UP TO 3,000 PSI) BAR SIZE Ld (INCHES) Ldt (INCHES) Lb (INCHES) Lbt (INCHES) #3 17 22 28 9 44 22 29 38 11 #5 28 36 47 14 #6 33 43 56 17 #7 48 63 81 20 #8 55 72 93 22 #9 62 81 105 25 IAP SPI ICE LFDGFND db = BAR DIAMETER Ld = BOTTOM BAR DEVELOPMENT LENGTH Ldt = TOP BAR DEVELOPMENT LENGTH Lb = BOTTOM BAR LAP SPLICE LENGTH Lbt = TOP BAR LAP SPLICE LENGTH Ldh =HOOKED BAR DEVELOPMENT LENGTH NOTES: 1. A TOP BAR IS A HORIZONTAL BAR WITH MORE THAN 12" OF FRESH CONCRETE CAST BELOW IT. 2. FOR BEAMS AND COLUMNS WHERE CLEAR COVER IS LESS THAN db OR CLEAR SPACING IS LESS THAN db, MULTIPLY VALUES IN TABLE BY 1.5. 3. FOR WALLS AND SLABS WHERE CLEAR COVER IS LESS THAN db OR CLEAR SPACING IS LESS THAN 2db, THEN MULTIPLY VALUES IN TABLE BY 1.5. 4. FOR SPLICING OF DIFFERENT REINFORCEMENT SIZES, USE VALUES FOR SMALLER REINFORCEMENT. 5. FOR #14x AND #18x BAR USE MECHANICAL COUPLERS. 6. MECHANICAL COUPLERS MAY BE USED IN LIEU OF LAP SPLICES, AT CONTRACTORS OPTION. SCHEDULE REBAR DEVELOPMENT LENTHS HOLDOWN SCHEDULE MARK SIMPSON MODEL END COLUMN STUD/POST CONNECTION ANCHOR DIA. EMBED INTO FOOTING SSTB ANCHOR OPTION NOTES HD1 HDU2-SDS2.5 DBL 2x STUD OR 4x POST (6) SDS i" x 23" i" DIA. 5" SSTB16 HD2 HDU4-SDS2.5 DBL 2x STUD OR 4x POST (10) SDS 1" x 23" r DIA, 5" SSTB16 HD4 HDU5-SDS2.5 DBL 2x STUD OR 4x POST (14) SDS 4" x 23" i" DIA. 5" SSTB20 HD5 HOUR-SD52.5 4x POST (20) SDS 4" x 23" i" DIA. 7 - PROVIDE #3 x 2'-6" LONG U -SHAPE HAIRPIN AT A.B. WASHER IN FOOTING HD6 HDU11-SDS2.5 6x POST (30) SDS 4" x 23" 1" DIA. 7" - PROVIDE #3 x 2'-6" LONG U -SHAPE HAIRPIN AT A.B. WASHER IN FOOTING HD7 HDU14-SDS2.5 6x POST (36) SDS ;" x 24" 1" DIA. 7" - PROVIDE #3 x 2'-6" LONG U -SHAPE HAIRPIN AT A.B. WASHER IN FOOTING HD11 MSTC28 DBL 2x STUD OR 4x POST (16) 16d SINKERS - - - NAILING NOT REQ. AT RIM JOIST HD12 MSTC40 DBL 2x STUD OR 4x POST (36) 16d SINKERS - - - NAILING NOT REQ. AT RIM JOIST HD13 MSTC52 DBL 2x STUD OR 4x POST (48) 16d SINKERS - - - NAILING NOT REQ. AT RIM JOIST HD14 MSTC66 DBL 2x STUD OR 4x POST (68) 16d SINKERS - - - NAILING NOT REQ. AT RIM JOIST HD15 MSTC78 DBL 2x STUD OR 4x POST (76) 16d SINKERS - - - NAILING NOT REQ. AT RIM JOIST NOTES: 1. ANCHOR BOLTS INTO CONCRETE TO BE A307. FLOOR TO FLOOR COUPLED -INSTALLED ANCHORS TO BE A36 THREADED 2. ANCHOR BOLTS TO HAVE 2"x2"x4" WASHER PLATE WITH DOUBLE NUTS. ROD. R'EV;Et t:C k COD CG ' .i', 4CE AP'R(W D 3. SHEATHING MAY BE INSTALLED EITHER HORIZONTALLY OR VERTICALLY. ALL SHEARWALL SHEATHING MUST EXTEND TO THE OUTISDE EDGE OF FILL SEF _'t,' 2U1i HOLDOWN POSTS AND CORNERS, AND TO THE INSIDE EDGE OF FRAMING AROUND OPENINGS. 4. STITCH DOUBLE 2x W/ 16d SINKERS 0 4" o/c STAGGERED. 5. ALL ANCHOR BOLTS MUST BE RE -TIGHTENED PRIOR TO ENCLOSING THE WALL PERMANENTLY. 6. DOUBLE HOLDOWN INSTALLED ON A SINGLE POST SHALL BE VERTICALLY OFFSET WITH EXTENSION ROD ON ONE SIDE. 7. POST -INSTALL HOLDOWN IS ONLY ACCEPTABLE AT EXISTING CONCRETE. EMBED 8" MINIMUM INTO FOUNDATION. SCHEDULE CHOLDOWN City of Tukwila 1 BUILDING DIVISION' AUG 2 7 2018 ,4TER U J J E 0 0 • 0 o, rn E r cn E d'N c c� w�n<.c 3r)�cv 0 cq �i- L +5 8r) U (1) Q 0 0 0 Drawn By: AC Date: 03-30-17 PACSE JOB NO. 1713 w NO. DATE BY SCHEDULES STRUCTURAL SHEET S7.0 (2) #4 BARS FOR HEADER (CAN BE FOUNDATION REBAR) CONCRETE WALL PER PLAN (1) #4 x 3'—O" LONG ALL CORNERS (2) BARS ALL EDGES (TYP) TYPICAL DETAIL CONCRETE WALL OPENI (2) BARS, MIN #3 @ 6" OC \G WALL ENDS UP TO 2'—O" 1 Y2" TYP 42 BAR DIA. (27" MIN) --)TIE TO MATCH SIZE AND SPACING OF WALL BARS t—Lbt OR CLOSED HOOP Nip • • • • 2'-0" TO 4'-0" SMALL WALL SECTIONS WALL CORNER WALL INTERSECTION DOUBLE LAYER REINFORCMENT (2) VERTICAL BAR, MIN. NOTE: SMALL WALL SECTION DETAILS APPLY BOTH IN HORIZONTAL AND VERTICAL DIRECTIONS. TYPICAL DETAIL rWALL REINFORCEMENT LAP SLAB REINFORCEMENT SLAB ON GRADE PER PLAN 6"MIN 1 I I'—_`I aL—`t_Vl =IIIT11'— FROST DEPTH MN TO i" MAX OR ZIP STRAP 1 -8" MIN SLAB EDGE #4 BAR TOP & BOT MIN KEY JOINT AT MID—DEPTH CONTROL JOINT CONSTRUCTION JOINT NOTES: 1. CONTRACTOR TO COORDINATE WITH CLIENT/OWNER IF SLAB REINFORCEMENT IS DESIRED FOR SHRINKAGE AND CRACKING CONTROL. PROVIDE #4 @ 18" o/c OR WWF 4x4 x 4.0x4.0 MIN. 2. SLAB TO REST ON COMPACTED SOIL OR STRUCTURAL FILL. CONTRACTOR TO COORDINATE. 3. SLAB ON GRADE CONTROL JOINT @ 10 FT. o/c MAX. CONSTRUCTION JOINT @ 50 FT. o/c MAX. MAX WIDTH TO LENGTH RATION OF 2:1 MAX. 4. SLAB REINFORCEMENT TO CONTINUE THROUGH JOINTS. TYPICAL DETAIL SLA3 ON GRADE HORZ OR VERT WALL BAR (2) BARS @ i_ WALL END MIN HOOK END. HOOK MAY BE SKEWED TO MAINTAIN COVER WALL ENDS • UP TO 21, 2'—O" 2'-0" TO 4'-0" SMALL WALL SECTIONS r Tr. WALL CORNER WALL INTERSECTION SINGLE LAYER REINFORCMENT k WALL REINF TYP CORNER BARS AT LtB CONTRACTOR'S OPTION or — JI ALTERNATE ENDS (1) VERT BAR MIN @ CORNERS HORIZONTAL BARS W/ STD 90° HOOKS OR CORNER BARS TO MATCH HORIZONTAL WALL REINFORCING FOOTING BOTTOM REBAR REINF PER PLAN ADDITIONAL MAT OF BOTTOM BARS MAINTAIN FOOTING THICKNESS MIN. w 0 c5 2H MIN TYPICAL DETAIL FOOTING STEP • • FOOTING PER PLAN 2'—O" MAX PER STEP • -II 11111 'Tf PER PLAN J TRANSVERSE TOP BAR PER SCHEDULE CONTI. FTG TRANSVERSE BOT BARS #4 @ 18" o/c MIN. 4" 0 PERFORATED PIPE CENTERED IN 1 SQ. FOOT WASHED PEA GRAVEL AND DRAINED TO DAYLIGHT MIN. OR APPROVED OUTFALL 1 FOOTING DEPTH HEIGHT F PT SILL PLATE w/ %8" 0 ANCHOR BOLTS PER SHEARWALL SCHEDULE (SW 1 MINIMUM) VERTICAL BARS PER SCHEDULE HORIZONTAL BARS PER SCHEDULE MATCH DOWEL TO VERTICAL BAR. HOOK INTO FOOTING AS SHOWN. LAP 42 BAR DIA. MIN. TEMPERATURE BARS PER SCHEDULE (3) #4 TEMP BARS BOT SLAB ON GRADE 4 A 4 } HEEL NOTES: 1. INSTALL SLAB ON GRADE PRIOR TO BACKFILL. 2. PROVIDE BACKFILL PRIOR TO FRAMING ERECTION. WIDTH STEM 3" COVER, REFER TO DETAILS ON PILES/GRADE BEAMS FOUNDATION PLAN FOR GRADE BEAM SIZE AND REINFORCEMENT REQUIRED FOR PILES. �� HEIGHT HEEL • • • • 3 • • FOOTING DEPTH �• ✓ • HORIZONTAL BARS TRANSVERSE TOP FOOTING BARS TEMPERATURE BARS 2FT 12" 8" yC • • • • 12" #4 @ 12" o/c • • • • #4 @ 18" o/c #4 @ 12" o/c WALL CORNER WALL INTERSECTION DOUBLE LAYER REINFORCMENT (2) VERTICAL BAR, MIN. NOTE: SMALL WALL SECTION DETAILS APPLY BOTH IN HORIZONTAL AND VERTICAL DIRECTIONS. TYPICAL DETAIL rWALL REINFORCEMENT LAP SLAB REINFORCEMENT SLAB ON GRADE PER PLAN 6"MIN 1 I I'—_`I aL—`t_Vl =IIIT11'— FROST DEPTH MN TO i" MAX OR ZIP STRAP 1 -8" MIN SLAB EDGE #4 BAR TOP & BOT MIN KEY JOINT AT MID—DEPTH CONTROL JOINT CONSTRUCTION JOINT NOTES: 1. CONTRACTOR TO COORDINATE WITH CLIENT/OWNER IF SLAB REINFORCEMENT IS DESIRED FOR SHRINKAGE AND CRACKING CONTROL. PROVIDE #4 @ 18" o/c OR WWF 4x4 x 4.0x4.0 MIN. 2. SLAB TO REST ON COMPACTED SOIL OR STRUCTURAL FILL. CONTRACTOR TO COORDINATE. 3. SLAB ON GRADE CONTROL JOINT @ 10 FT. o/c MAX. CONSTRUCTION JOINT @ 50 FT. o/c MAX. MAX WIDTH TO LENGTH RATION OF 2:1 MAX. 4. SLAB REINFORCEMENT TO CONTINUE THROUGH JOINTS. TYPICAL DETAIL SLA3 ON GRADE HORZ OR VERT WALL BAR (2) BARS @ i_ WALL END MIN HOOK END. HOOK MAY BE SKEWED TO MAINTAIN COVER WALL ENDS • UP TO 21, 2'—O" 2'-0" TO 4'-0" SMALL WALL SECTIONS r Tr. WALL CORNER WALL INTERSECTION SINGLE LAYER REINFORCMENT k WALL REINF TYP CORNER BARS AT LtB CONTRACTOR'S OPTION or — JI ALTERNATE ENDS (1) VERT BAR MIN @ CORNERS HORIZONTAL BARS W/ STD 90° HOOKS OR CORNER BARS TO MATCH HORIZONTAL WALL REINFORCING FOOTING BOTTOM REBAR REINF PER PLAN ADDITIONAL MAT OF BOTTOM BARS MAINTAIN FOOTING THICKNESS MIN. w 0 c5 2H MIN TYPICAL DETAIL FOOTING STEP • • FOOTING PER PLAN 2'—O" MAX PER STEP • -II 11111 'Tf PER PLAN J TRANSVERSE TOP BAR PER SCHEDULE CONTI. FTG TRANSVERSE BOT BARS #4 @ 18" o/c MIN. 4" 0 PERFORATED PIPE CENTERED IN 1 SQ. FOOT WASHED PEA GRAVEL AND DRAINED TO DAYLIGHT MIN. OR APPROVED OUTFALL 1 FOOTING DEPTH HEIGHT F PT SILL PLATE w/ %8" 0 ANCHOR BOLTS PER SHEARWALL SCHEDULE (SW 1 MINIMUM) VERTICAL BARS PER SCHEDULE HORIZONTAL BARS PER SCHEDULE MATCH DOWEL TO VERTICAL BAR. HOOK INTO FOOTING AS SHOWN. LAP 42 BAR DIA. MIN. TEMPERATURE BARS PER SCHEDULE (3) #4 TEMP BARS BOT SLAB ON GRADE 4 A 4 } HEEL NOTES: 1. INSTALL SLAB ON GRADE PRIOR TO BACKFILL. 2. PROVIDE BACKFILL PRIOR TO FRAMING ERECTION. WIDTH STEM 3" COVER, REFER TO DETAILS ON PILES/GRADE BEAMS FOUNDATION PLAN FOR GRADE BEAM SIZE AND REINFORCEMENT REQUIRED FOR PILES. SCHEDULE RETAINING WALL L U J J E O U 7 U L. U) 0 d N w rf) •— Z 0 in w 0 d 0 L cn U a a Drawn By: AC Date: 03-30-17 PACSE JOB NO. 1713 w NO. DATE BY cc. AP r `0 City cif Tukwila EUI _C:NG DFVi I GNI AUG27 CONCRETE DETAILS 2018 STRUCTURAL SHEET S8,0 RETAINING WALL SCHEDULE HEIGHT HEEL STEM WIDTH FOOTING DEPTH VERTICAL BARS HORIZONTAL BARS TRANSVERSE TOP FOOTING BARS TEMPERATURE BARS 2FT 12" 8" 2'-8" 12" #4 @ 12" o/c #4 @ 12" o/c #4 @ 18" o/c #4 @ 12" o/c 4FT 14" 8" 2'-10" 12" #4 @ 9" o/c #4 @ 12" o/c #4 @ 18" o/c #4 @ 12" o/c 6FT 22" 8" 4'—O" 12" #4 @ 8" o/c #4 @ 12" o/c #4 @ 18" o/c #4 @ 12" o/c 8FT 38" 8" 5'-6" 12" #5 @ 10" o/c #4 @ 12" o/c #5 @ 18" o/c #4 @ 12" o/c 1OFT 52" 8" 7'—O" 12" #5 @ 6" o/c #4 @ 12" o/c #5 @ 10" o/c #4 @ 12" o/c SCHEDULE RETAINING WALL L U J J E O U 7 U L. U) 0 d N w rf) •— Z 0 in w 0 d 0 L cn U a a Drawn By: AC Date: 03-30-17 PACSE JOB NO. 1713 w NO. DATE BY cc. AP r `0 City cif Tukwila EUI _C:NG DFVi I GNI AUG27 CONCRETE DETAILS 2018 STRUCTURAL SHEET S8,0 =1 II 1 1111 1�I I ITII I II: WITHOUT RIM JOIST 6" MIN #i11 II ll1 -HITT-pi-6111 EMBED 18" INTO WALL MIN WITH RIM JOIST TYPICAL DETAIL CilJ HOLDOWN TO RETAINING/CONCRETE WALL (2) LAYER OF 90# FELT SLAB ON GRADE TYPICAL DETAIL CO\TINUOUS EXTERIOR FOOTING RD PILASTER • SQ PILASTER 6"MIN SHEARWALL PER PLAN HOLDOWN PER PLAN SQUASH BLOCK MATCHING COLUMN ABOVE J—BOLT PER SHEARWALL SCHEDULE CONCRETE WALL PER PLAN PROVIDE #3 x 2'-6" LONG U—SHAPE HAIRPIN AT A.B. WASHER IN FOOTING 1 FROST DEPTH MIN UNO ON PLAN 111=111-111,r ll1 II li r -1I- • —1 PER PLANE -- EXTERIOR FOOTING TYPICAL DETAIL ISOLATED/SPOT FOOTING 2x BLOCKING © SOLID SAWN JOISTS TJI BLOCKING 0 TJI JOISTS (2) BAYS BLOCKING 0 48" o/c (4) 10d NAILS © EACH BAY Part I"I II 1111111 PARALLEL JOISTS COLUMN PER PLAN SIMPSON CB POST BASE 10" ROUND OR 10" SQUARE PILASTER (4) #4 VERTICAL & #3 SPIRAL OR HOOP © 4" o/c FOOTING SIZE PER PLAN REBAR PER SCHEDULE 2x PLATE = (2) 16d NAILS 3x PLATE = (2) SDS4"x43" SHEARWALL PANEL EDGE NAILING AT PLATE, TYP C4D (2) ROWS OF SHEARWALL----__ PANEL EDGE NAILING TO RIM JOIST / 2x RIM © SOLID SAWN JOIST 1" LVL RIM © TJI JOIST DRAIN PER GEOTECH REPORT WHEN REQUIRED. PROVIDE 4" PERFORATED PLASTIC PIPE, CENTERED IN ONE CUBIC FOOT OF FREE DRAINING GRAVEL AND DRAIN TO APPROVED LOCATION. WITHOUT RIM JOIST TYPICAL DETAIL HOLDOWN TO FOUNDATION 6" MIN =11=1 HOLDOWN ANCHOR EMBED DEPTH PER SCHEDULE COLUMN PER PLAN SIMPSON CB POST BASE (RPBZ AT EXISTING FOOTING) FOOTING SIZE PER PLAN REBAR PER SCHEDULE "I MIN i I—PER PLAN --1 1 TYPICAL DETAIL INTERIOR FOOTING ON SLAB 6" MIN • tlain --'Il- . PER PLAN— FROST DEPTH f PER PLAN --1PER PLAN1— PERPENDICULAR JOISTS 2x STUD WALL PER PLAN JOIST PER PLAN (SOLID SAWN SHOWN) J BOLT PER SHEARWALL SCHEDULE (48" o/c MIN) (2) BAR © T/WALL VERT & HORZ REINF PER SCHEDULE FOOTING REINF PER SCHEDULE. HOOK VERT BARS INTO FOOTING. ALTERNATE DIRECTION WITH RIM JOIST .J J2 SHEARWALL PER PLAN HOLDOWN PER PLAN SQUASH BLOCK MATCHING COLUMN ABOVE J—BOLT PER SHEARWALL SCHEDULE FOOTING PER PLAN ADDITION REBAR HAIRPIN AS REQ PER SHEARWALL SCHEDULE PER PLAN --1 1 STUDWALL PER PLAN W/ AB © 48" o/c MIN #4 LONGIT BARS © 12" o/c #4 TRANSVERSE BARS 18" o/c MIN TYPICAL DETAIL (5)INTERIOR THIC<EVED SLAB REFER TO DETAILS ON PILES/GRADE BEAMS FOUNDATION PLAN FOR GRADE BEAM SIZE AND REINFORCEMENT REQUIRED FOR PILES. STEMWALL REINFORCEMENT SCHEDULE li t #5 BAR 8" WALL #4 11 III I 1 12" o/c HORZ #5 © 15" o/c HORZ WITHOUT RIM JOIST 6" MIN #i11 II ll1 -HITT-pi-6111 EMBED 18" INTO WALL MIN WITH RIM JOIST TYPICAL DETAIL CilJ HOLDOWN TO RETAINING/CONCRETE WALL (2) LAYER OF 90# FELT SLAB ON GRADE TYPICAL DETAIL CO\TINUOUS EXTERIOR FOOTING RD PILASTER • SQ PILASTER 6"MIN SHEARWALL PER PLAN HOLDOWN PER PLAN SQUASH BLOCK MATCHING COLUMN ABOVE J—BOLT PER SHEARWALL SCHEDULE CONCRETE WALL PER PLAN PROVIDE #3 x 2'-6" LONG U—SHAPE HAIRPIN AT A.B. WASHER IN FOOTING 1 FROST DEPTH MIN UNO ON PLAN 111=111-111,r ll1 II li r -1I- • —1 PER PLANE -- EXTERIOR FOOTING TYPICAL DETAIL ISOLATED/SPOT FOOTING 2x BLOCKING © SOLID SAWN JOISTS TJI BLOCKING 0 TJI JOISTS (2) BAYS BLOCKING 0 48" o/c (4) 10d NAILS © EACH BAY Part I"I II 1111111 PARALLEL JOISTS COLUMN PER PLAN SIMPSON CB POST BASE 10" ROUND OR 10" SQUARE PILASTER (4) #4 VERTICAL & #3 SPIRAL OR HOOP © 4" o/c FOOTING SIZE PER PLAN REBAR PER SCHEDULE 2x PLATE = (2) 16d NAILS 3x PLATE = (2) SDS4"x43" SHEARWALL PANEL EDGE NAILING AT PLATE, TYP C4D (2) ROWS OF SHEARWALL----__ PANEL EDGE NAILING TO RIM JOIST / 2x RIM © SOLID SAWN JOIST 1" LVL RIM © TJI JOIST DRAIN PER GEOTECH REPORT WHEN REQUIRED. PROVIDE 4" PERFORATED PLASTIC PIPE, CENTERED IN ONE CUBIC FOOT OF FREE DRAINING GRAVEL AND DRAIN TO APPROVED LOCATION. WITHOUT RIM JOIST TYPICAL DETAIL HOLDOWN TO FOUNDATION 6" MIN =11=1 HOLDOWN ANCHOR EMBED DEPTH PER SCHEDULE COLUMN PER PLAN SIMPSON CB POST BASE (RPBZ AT EXISTING FOOTING) FOOTING SIZE PER PLAN REBAR PER SCHEDULE "I MIN i I—PER PLAN --1 1 TYPICAL DETAIL INTERIOR FOOTING ON SLAB 6" MIN • tlain --'Il- . PER PLAN— FROST DEPTH f PER PLAN --1PER PLAN1— PERPENDICULAR JOISTS 2x STUD WALL PER PLAN JOIST PER PLAN (SOLID SAWN SHOWN) J BOLT PER SHEARWALL SCHEDULE (48" o/c MIN) (2) BAR © T/WALL VERT & HORZ REINF PER SCHEDULE FOOTING REINF PER SCHEDULE. HOOK VERT BARS INTO FOOTING. ALTERNATE DIRECTION WITH RIM JOIST .J J2 SHEARWALL PER PLAN HOLDOWN PER PLAN SQUASH BLOCK MATCHING COLUMN ABOVE J—BOLT PER SHEARWALL SCHEDULE FOOTING PER PLAN ADDITION REBAR HAIRPIN AS REQ PER SHEARWALL SCHEDULE PER PLAN --1 1 STUDWALL PER PLAN W/ AB © 48" o/c MIN #4 LONGIT BARS © 12" o/c #4 TRANSVERSE BARS 18" o/c MIN TYPICAL DETAIL (5)INTERIOR THIC<EVED SLAB REFER TO DETAILS ON PILES/GRADE BEAMS FOUNDATION PLAN FOR GRADE BEAM SIZE AND REINFORCEMENT REQUIRED FOR PILES. STEMWALL REINFORCEMENT SCHEDULE #4 BAR #5 BAR 8" WALL #4 0 12" o/c HORZ #5 © 15" o/c HORZ #4 ® 12" o/c VERT #5 Q 15" o/c VERT NOTES: 1. FOOTING TO REST ON COMPACTED SOIL OR STRUCTURAL FILL AS REQUIRED. CONTRACTOR TO COORDINATE. 2. REINFORCEMENT TO CONTINUE THROUGH SPOT/ISOLATED FOOTINGS. co[: G\.', City of Ti f3UILC:NG G E U J V J J a w i N E Wu7QLc7,E a r ) CNI 0 E .4 w o Ori• — Z 2 i O fn a a Drawn By: AC Date: 03-30-17 PACSE JOB NO. 1713 w >- � w 1- 0 z U w=Q O 0 OL 0 c < U L -J W .wiia Vi. iON AUG 27 Zola ONCRETE DETAILS STRUCTURAL SHEET S8.1 PIPE FOUNDATION 1. 4"95 PIPE, ASTM A-53, TYPE E OR S, GRADE B (GALVANIZED), AS SPECIFEID IN THE GEOTECHNICAL REPORT, IS TO BE USED AT ALL LOCATIONS . 2. Y4"x5"x5" CAP ON TOP OF PILES. PROVIDE SQUARE AND THREADED ENDS. USE THREADED OR SLIP COUPLERS TO EXTEND PIPE PILES. LENGTHS TO BE DETERMINED BY FIELD CONDITIONS. 3. PIPE PILING TO BE INSTALLED UNDER THE OBSERVATION OF THE GEOTECHNICAL ENGINEERS. 1'-9" 2'-4" GRADE BEAM REINFORCEMENT TYPICAL SCHEDULE SIZE TOP REINFORCEMENT DEPTH TO TOP REINFORCEMENT BOTTOM REINFORCEMENT DEPTH TO BOTTOM REINFORCEMENT STIRRUPS AT CORNERS STIRRUPS OVER PILES AND AT ENDS STIRRUPS AT INTERSECTING BEAMS 8" W x 28" D (2) #5 BARS 3„ (2) #5 BARS 21” (3) #3 STIRRUPS ® 8" o/c (4) #3 STIRRUPS 0 8" o/c (4) #3 STIRRUPS 0 10 o/c TYPICAL DETAIL GRADE BEAM REINFORCEMENT SCHEDULE F8 STIRRUP PER SCHED, 48" o/c MIN TYP A' '4. e . • 1 • • 4 4 4 4 : 4 . a.. fi 4 . 1'-6" 4 a .4. • a -11'='II I I hr I 1-11 11 NOTES: 1. SEE PLAN FOR BATTER PILES LOCATIONS. TYPICAL DETAIL GRADE BEAM SIZE AND REINF 4 10" (39 GRADE BM PER PLAN PILE CAP PER PLAN, 10" THICK MIN #4 ® 12" o/c EW PILES PER PLAN NOTES: 1. SEE PLAN FOR BATTER PILES LOCATIONS. TYPICAL DETAIL ISOLATED PILE CAP PILE FOUNDATION INSPECTION SCHEDULE VERIFICATION AND INSPECTION TASK CONTINUOUS DURING TASK LISTED PERIODIC DURING TASK LISTED 1. VERIFY PILE MATERIALS, SIZES, AND LENGTHS 'AMPLY WITH THE REQUIREMENTS X — 2. DETERMINE CAPACITIES OF TEST PILES AND CONDUCT ADDITIONAL LOAD TESTS, AS REQUIRED X — 3. OBSERVE DRIVING OPERATIONS AND MAINTAIN COMPLETE AND ACCURATE RECORDS OF EACH PILE X — TYPICAL DETAIL PILE FOUNDATION INSPECTION SCHEDULE 10" MIN BATTER PILE DIRECTION TYPICAL DETAIL BATTER PILE 6" MIN 1 S 4 GRADE BEAM PER PLAN BATTER PILE PER PLAN GRADE BEAM REINFORCMENT PILES PER PLAN • . 4 • a d 10" CL WALL NOTES: 1. SEE RETAINING WALL SCHEDULE 5/58.0 FOR ADDITIONAL INFORMATION. 2. SEE PLAN FOR BATTER PILE LOCATIONS. TYPICAL DETAIL RETAINING WALL PILES COvc CC;.•., :JAN APiiik('J L:i) SEI''I''I City of Tukwila BUILDING DIVISI AUG 2 7 201 CLIO- J J E 0 0 Drown By. AC Date: 08-20-18 PACSE JOB NO. 1713 NO. DATE BY 0 LLJ 0 0 CC co a_ s—Q -J 0 V7 -J S D Q F— V LiJ I 1 l'L ONI CONCRETE DETAILS L A POST PER PLAN BEAM PER PLAN DIAPHRAGM SHEATHING AND NAILING PER PLAN. PROVIDE EDGE NAILING AT WALL 2x BLOCKING AT SAWN LUMBER JOIST AND 1i" LSL OR EQUIV. AT STRUCTURAL LUMBER FRAMING DOUBLE TOP PLATE. PROVIDE 48" LAP LENGTH W/ (10) 16d NAILS MINIMUM STUD FRAMING PER PLAN. 3x STUD MAY BE REQUIRED PER SHEARWALL SCHEDULE 2x RIM BOARD AT SAWN LUMBER JOISTS AND 14" LSL OR EQUIV. AT STRUCTURAL LUMBER HOLDOWN POST PER SCHEDULE JACK AND KING STUD PER TYPICAL DETAIL HOLDOWN PER PLAN MSTC27 STRAP CCQ CAP TYP UNO END CONDITION INTERMEDIATE CONDITION TYPICAL DETAIL POST TO BEAM STUD PER PLAN POST PER SHEARWALL SCHEDULE STRAP PER PLAN (RIM JOIST CONDITION SHOWN) TYPICAL DETAIL FLOOR TO FLOOR STRAP • 4 4 e • • 4. r• e .I:14 •d d.• 4 1 e a . a a t 1 . 4 e n 4 4 ' • II • e e 4 A A a. 4 DOUBLE TOP PLATE. (2) 16d NAILS © 16" OC TYP SHEARWALL SHEATHING PER SCHEDULE. INSTALL SHEARWALL SHEATH WITH LONG DIMENSION HORIZONTAL. STAGGER SHEATHING BLOCKING AT PANEL EDGES. 3x BLOCKING MAY BE REQUIRED PER SHEARWALL SCHEDULE PANEL FIELD AND EDGE NAILING PER SCHEDULE DOUBLE STUDS AT WALL END MIN TYP HEADER PER PLAN MIN TYP (4) 16d KING STUDS TO HEADER MIN SIMPSON MSTA36 W/ 2x BLOCKING PROVIDE (2) KING AND (2) JAMB STUD MIN. PROVIDE (3) KING AND (3) JAMB ® 8'-0" OR GREATER OPENING MIN. UNO ON PLAN. ANCHOR BOLTS PER SHEARWALL SCHEDULE. 48" OC MIN. 2x SILL PLATE MIN. FOUNDATION PER PLAN. PROVIDE REBAR © TOP, $ MID, AND BOTTOM OF STEMWALL MIN. a 4 4 d • ,Ia . 4 • a. 4 a :• a a • • • a 4 a NOTES: 1. STRAP AND BLOCKING IS ACCEPTABLE ON INSIDE FACE OF WALL. 2. STITCH STUD W/ 16d SINKER ( 4" OC STAGGERED. TYPICAL DETAIL WALL FRAMING ELEVATION 16d ® EA BLOCK AND 12" 0/0 INTO RIM (2) BAYS OF BLOCKING O 48" 0/0 W/ (5) 10d NAILS © EA BLOCK JOIST PARALLEL TO WALL TYPICAL DETAIL 0-) JOIST TO WALL SHEARWALL EDGE NAILING TO BOTTOM PLATE 10d © 6" 0/0 TO RIM (2) ROWS OF SHEARWALL EDGE NAILING INTO RIM (TYP 2—PLACES) SHEARWALL EDGE NAILING STAGGERED INTO TOP PLATE 16d © EA JOIST OIST PER PLAN (I—JOIST SHOWN) (2) 16d NAILS © EACH JOIST JOIST PERPENDICULAR TO WALL C JOIST PER PLAN w/ ITT HANGER OR EQUIVALENT FLUSH BEAM W/ HANGER TYPICAL DETAIL JOIST BEAM/ WALL DRAG STRAP PER PLAN WHEN NOTED JOIST BLOCKING w/ 10d NAILS © 6" o/c INTO TOP PLATE MIN JOIST PER PLAN Sarni : JOIST TO BEAM & WALL DIAPHRAGM EDGE NAILING PER PLAN (10d ® 6" o/c MIN) A35 PER SHEARWALL SCHEDULE (© 48" o/c MIN) WALL TO BEAM SUPPORT I VA CORNER SHEARWALL END POST. SEE SHEARWALL SCHEDULE NOTES FOR SHEARWALL END POST INTERMEDIATE TYPICAL DETAIL iWALL CORNER AND INTERSECTION FRA �5J SHEARWALL NAILING ABOVE AND BELOW OPENINGS SHALL ADJACENT SHEARWAL PATTERN MIN CU SHEARWALL END OR HOLDOWN POST PER SCHEDULE TYPICAL DETAIL SHEARWALL AND HOLDOWN SYMBOLS MING SIMPSON A35 CLIP 9" o/c SHEARWALL END POST. SEE SHEARWALL SCHEDULE NOTES FOR SHEARWALL END POST SHEARWALL PANEL EDGE NAIL © ALL NAILS SHOWN SHEARWALL TYPE PER SCHEDULE. SYMBOL SHOWN ON SIDE TO BE INSTALLED. INSTALL BOTH SIDES IF SHOWN BOTH SIDES. 1 v r_ QFe't;v:yii C ' of lukwala BUILD;NGCity DIVi30N I 111_ -cul_ 0 O O e OPENING PER PLAN LP C 0 kP O A O AUG 2 7 201 U J J E 0 U Drawn By: AC Date: 03— 30-17 PACSE JOB NO. 713 NO. DATE BY REV. F— U LL Q 0 0 O c Q Q LU WOOD DETAILS STRUCTURAL SHEET S9 O SHEARWALL EDGE NAILING STUD WALL AND SHEATHING PER PLAN AT WALL DIAPHRAGM EDGE NAILING PER PLAN SLOPE PER DESIGNER SIMPSON HU CANE CLIP @ EA RAFTER TYP CLIP PER SHEARWALL SCHEDULE TYPICAL DETAIL RAFTER TO WALL/3EAv1 U AT BEAM TRUSSES PER PLAN ROOF DIAPHRAGM NAILING PER PLAN 2x BLOCKING TYP SIMPSON H1 HURRICANE CLIP @ EA TRUSS OR EQUIV TYP SIMPSON A35 CLIP PER SHEARWALL SCHEDULE SHEARWALL SHEATHING NAILING TO TOP PLATES ROOF SHEATHING PER PLAN RAFTER PER PLAN 2x BLOCKING TYP BEAM PER PLAN TYPICAL DETAIL TRUSS TO WALL CONN 48" SPLICE, MIN. TYPICAL DETAIL TOP PLATE SPLICE (8) 16d NAILS STAGGERED @ EA SIDE OF TOP PLATE SPLICE (2) 16d @ 12" OC TYP UNO (4) 16d NAILS STAGGERED EA SIDE OF BOT PLATE SPLICE MAIN FRAME TRUSSES BELOW NOT SHOWN FOR CLARITY 2x6 SLEEPER w/ (2) 10d NAIL TO EACH TRUSS 2xFLATE BLOCKING BETWEEN OVERFRAMED RAFTERS NAIL w/ 10d NAILS @ 6" o/c 2x6 RIDGE BOARD 2x6 OVERFRAMING RAFTERS @ 24" o/c w/ (3) 10d TOE NAIL EACH END 2x VERT SUPPORT ALONG RAFTERS AND RIDGE BEAM. ALIGN SUPPORT WITH TRUSS BELOW TYPICAL DETAIL TOP OF WALL CONNECTION ROOF DIAPHRAGM AND PANEL EDGE NAILING PER PLAN BLOCKING BTWN TRUSSES OR RAFTERS TYP LTP4 OR A35 CLIP PER SHEARWALL SCHEDULE SIMPSON H1 HURRICANE CLIP @ EACH TRUSS/JOIST OR EQUIV TYP STUD WALL PER PLAN TYPICAL DETAIL r---OVERFRAMING PLAN VIEW DRAG TRUSS PER PLAN TYPICAL DETAIL LTP4/A35 FROM DRAG TRUSS TO TOP PLATE. SPACING PER SHEARWALL SCHEDULE SHEARWALL PER PLAN ()DPAG TRUSS/TOP PLATE CONN. SHEARWALL PER PLAN BLOCKED ROOF DIAPHRAGM TRUSS PER PLAN 2x FLAT BLOCKING IN LINE w/ TRUSS TOP CHORD. 16d @ 4" o/c, ." SE • City of Tukwila BUILDING DIVISION i FLOOR FRAMING PER PLAN TYPICAL i�SHEARWALL TO LOWER ROOF CONNECTION AUG 2 7 2018 U J J E 0 0 c 7 w0 Z i ""O D a--' IZ 0) 0 0 0 Drown By: AC Date: 03-30-17 PACSE JOB NO. 1713 w o' NO. DATE BY WOOD DETAILS STRUCTURAL SHEET S9.1