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Permit D15-0206 - DUNBABIN - LOT B - NEW SINGLE FAMILY RESIDENCE
14050 33 AVE S D15-0206 �4 City of Tukwila • Department of Community Development • 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov COMBOSFR PERMIT Parcel No: 1523049319 Permit Number: D15-0206 Address: 14050 33RD AVE S Issue Date: 11/12/2015 Permit Expires On: 5/10/2016 Project Name: DUNBABIN LOT B Owner: Name: ORCAS HOMES LLC Address: 813 THOMAS AVE SW, RENTON, WA, 98057 Contact Person: Name: BOB RESTER Address: PO BOX 731310, PUYALLUP, WA, 98373 Contractor: Name: BRC FAMILY LLC Address: PO BOX 731310, PUYALLUP, WA, 98373 License No: BRCFAFL901QQ Lender: Name: AMERICAN CONTRACTORS INDEMNITY Address: 625 THE CITY DR S #3305 , ORANGE, CA, 92868 DESCRIPTION OF WORK: NEW SFR Project Valuation: $439,536.06 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: Phone: (253) 820-8311 Phone: Expiration Date: 11/18/2016 Fees Collected: $11,916.41 Occupancy per IBC: R-3 Water District: Sewer District: Current Codes adopted by the City of Tukwila: International Building Code Edition: 2012 National Electrical Code: 2014 International Residential Code Edition: 2012 WA Cities Electrical Code: 2014 International Mechanical Code Edition: 2012 WAC 296-466: 2014 Uniform Plumbing Code Edition: 2012 WA State Energy Code: 2012 International Fuel Gas Code: 2012 Public Works Activities: ChanneIization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 458 Fill: 35 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: No c q' Permit Center Authorized Signature: ` Date: I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signa Print Date: / , A'? )i This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 2: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 4: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 5: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. (City Ordinance #2435) 6: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 3: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 7: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 8: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at(206)575-4407. 9: ***BUILDING PERMIT CONDITIONS*** 10: 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. 11: 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. 12: 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. 13: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 14: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 15: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 16: All wood to remain in placed concrete shall be treated wood. 17: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 18: 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. 19: 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. 20: 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). 21: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 22: 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. 23: 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. 24: ***MECHANICAL PERMIT CONDITIONS*** 25: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 26: 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. 27: Manufacturers installation instructions shall be available on the job site at the time of inspection. 28: 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. 29: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 30: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 31: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 32: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 33: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 34: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 35: 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. 36: 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. 37: 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 guage. 38: 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. 39: 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. 40: 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. 41: 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. 42: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 43: 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 44: No fencing allowed within the 10' sidewalk, street lighting, and utility easement. 45: ***PUBLIC WORKS PERMIT CONDITIONS*** 46: Contractor shall contact Public Works at 206 433-0179 minimum 48 hours in advance to schedule a mandatory meeting with Public Works Inspector. 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. Prior to final Public Works permit sign -off applicant shall submit a letter from the Geotech Engineer of record that the construction was completed in accordance with the Geotech reports. 56: Construction shall be conducted in accordance with May 26, 2015 Preliminary Geotechnical Report Dunbabin Residential dated May 26, 2015 and October 2, 2015 prepared by AGES Engineering, LLC, P.O. Box 915, Puyallup, WA 98371, phone (253) 845-7000. 47: Permit is valid between the weekday hours of 7:00 a.m. and 5:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 48: 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. 49: 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. 50: 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. 51: Any material spilled onto any street shall be cleaned up immediately. 52: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 53: 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. 54: 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. 55: 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. 57: A total of eight (8) replacement trees at a minimum of 2.5" caliper shall be planted to replace trees proposed to be removed from the steep slope area. The trees to be planted shall be 3 Bitter Cherry, 4 Vine Maple, and 1 Big Leaf Maple, or other native trees approved by the city. See redlined sheet PG1 for tree locations. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL" 0301 CONCRETE SLAB 0610 ENERGY EFF CERT 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 0502 LATH & GYPSUM 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 1900 PLUMBING FINAL 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING CITY OF TUKWILA Community Development Deparhuent • Public Works Deparhnent • Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http:Hwv♦%v.Tukwi laW A. gov Combination Permit No. D19 ' 09�e Project No.: Date Application Accepted: 001 Date Application Expires: 1A A I 1V (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: 14050 33rd Ave S, Tukwila, Washington PROPERTY OWNER Name: BRC Family Address: P.O. Box 731310 City: Puyallup State: Wa Zip: 98373 CONTACT PERSON — person receiving all project communication Name: Bob Rester Address: P.O. Box 731310 City: Puyallup State: Wa Zip: 98373 Phone: (253) 820-8311 Fax: (253) 881-3042 Email: brester@thebrcicom GENERAL CONTRACTOR INFORMATION Company Name: BRC Family Address: P.O. Box 731310 City: Puyallup State: Wa Zip: 98373 Phone: (253) 820-8311 Fax: (253) 881-3042 Contr Reg No.: CCBRCFAFL901Q Exp Date: 11/18/2016 Tukwila Business License No.: BUS-0996177 King Co Assessor's Tax No.: 1523049319 ARCHITECT OF RECORD Company Name: Rueppell Home Design Architect Name: Darin Rueppell Address: 424 29th St NE - Suite City: Puyallup State: Wa Zip: 98372 Phone: (253) 297-8040 Fax: Email: darin@rueppell.com ENGINEER OF RECORD Company Name: ELR Engineering Engineer Name: Eric L Rice PE Address: 1915 Dayton Ave NE City: Renton State: Wa Zip: 98056 Phone: (206) 200-8764 Fax: Email: elreng33@gmail.com LENDERIBOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: American Contractors Indemnity Address: 625 The City Dr. S #3305 rE, Orange State: Ca Zip: 92868 WApplicationsTorns-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.60cx Revised: August 2011 Page 1 of 4 bh PROJECT INFORMATION — Valuation of project (contractor's bid price): $ 216,750.00 Scope of work (please provide detailed information): Build Single Family Residence DETAILED BUILDING INFORMMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement 0 In floor 1,21.8 2 "d floor 1,994 Garage ® carport ❑ 662 Deck — covered ❑ uncovered m 596 Total square footage 4,470 SoM1 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 $ 9,576.00 1 furnace <100k btu 1 thermostat emergency generator fuel type: 1_ appliance vent 1 wood/gas stove other mechanical equipment PLUMBING: Value of plumbing/gas piping work $ 8,973.00 2 bathtub (or bath/shower combo) 1 dishwasher 5 lavatory (bathroom sink) 1 1 water heater (gas) ❑ electric m gas ventilation fan connected to single duct water heater (electric) bidet 1 clothes washer floor drain 1 shower sink 3 water closet lawn sprinkler system 3 gas piping outlets H:\Applications\Fomu-Applicatioiis0ii Line\2011 ApplicationsTombination Permit Application Revised 8-9-1 ).do" Revised: August 2011 Page 2 of 4 bh 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 m ... Water District #125 ❑ .. Highline El.. Renton ❑ ...Letter of water availability provided SEWER DISTRICT ❑ ...Tukwila m ... Valley View ❑ .. Renton ❑ .. Seattle ❑ ...Sewer use certificate ❑...Letter of sewer availability provided SEPTIC SYSTEM: ❑ .. On -site septic system — for on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): m ...Civil Plans (Maximum Paper Size — 22" X 34") m ...Technical Information Report (Storm Drainage) m .. Geotechnical Report ❑ ... Hold Hannless — (SAO) m ...Bond ® .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) El ... Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ ... Right-Of--�Wjay Use 9tential disturbance ❑ ..Construction/Excavation/Fill - Right -of -Way... El -or- Non Right -of -Way.. El® ...Total Cut-lfifi Cubic Yards ❑ .. Work In Flood Zone m ...Total Fill 2li5 45* Cubic Yards m .. Storm Drainage m ...Sanitary Side Sewer ❑ .. Abandon Septic Tank ❑ ...Cap or Remove Utilities ❑ .. Curb Cut ❑ ...Frontage Improvements ❑ .. Pavement Cut ❑ ...Traffic Control ❑ .. Looped Fire Line ❑ ...Permanent Water Meter Size ............... WO # m ...Residential Fire Meter Size ................. 1 WO # ...Deduct Water Meter Size .................... ❑ ...Temporary Water Meter Size .............. WO # ❑ ...Sewer Main Extension ..................... Public ❑ - or - Private ❑ ® .. Trench Excavation m..Utility Undergrounding ❑ .. Backflow Prevention - Fire Protection_ Irrigation Domestic Water ❑... Water Main Extension Public ❑ - or - Private ❑ FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) ❑ ...water ❑ ...sewer ❑ ...sewage treatment MONTHLY SERVICE BILLING TO: Name: Day Telephone: Mailing Address: City State Zip WATER METER REFUND/BILLING: Name: Day Telephone: Mailing Address: City State Zip H:\Applications\Forms-Applications On LineL01 I ApplicationsTombination Permit Application Revised 8-9-11.docx Revised: August 2011 Page 3 of 4 bl, 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 OWNER O A _ : Q Signature: Date: CJ 3ir Print Name: _ 1t� 0�� D. K l.°,' Ae r �Jr Day Telephone:_ Mailing Address: D• 1J -7S i 7 Z City State Zip H:\Applications\Forms-Applications On Line\2011 ApplicationsTombination Permit Application Revised 8-9-1 ].do" Revised: August 2011 Page 4 of 4 bh BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees e . �*_ PROJECT NAME Di kn bo-b i PERMIT # If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 2. 3 9 5. APPLICATION BASE FEE Enter total construction cost for each improvement categQyy: Mobilization `-TQ Erosion prevention Water/Sewer/Surface Water a Road/Parking/Access A. Total Improvements Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. TOTAL PLAN REVIEW FEE (B+C+D). Enter total excavation volume y� <k cubic yards Enter total fill volume ��'57 cubic yards 13 :S- 250 (1) $ S (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- .I. 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for IIT 100,600, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees $ ��, 00 (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 review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 12/17/14 "A" 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) $ 1 3�5 (6) 7. Pavement Mitigation Fee $ The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin I to estimate the pavement mitigation fee. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. QUANTITY IN CUBIC RATE YARDS 50 or less $23.50 51 —100 $37.00 101— 1,000 $37.00 for lst 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for lst 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 1" 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1st 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5 % of 6+8) Approved 09.25.02 Last Revised 12/17/14 2 (7) $ I:2 �.yv (9) r� 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 A1. Total A through E 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) B. Allentown Sewer (Ordinance 1777) C. Ryan Hill Water (Ordinance 1777) D. Allentown/Foster Pt Water (Ord 2177) E. Allentown/Foster Pt Sewer (Ord 2177) F. Special Connection (TMC Title 14) G. Duwamish H. Transportation Mitigation I. Other Fees DUE WHEN PERMIT IS ISSUED Total A through I (6+7+8+9+10+11) $ $ (9) (10) ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2015-12.31.2015 Total Fee 0.75 $625 $6005 $6630 1 $1125 $15,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 1 $12525 $300,250 $312,775 Approved 09.25.02 Last Revised 12/17/14 Temporary Meter 0.75" _ $300 2.5" $1,500 3 Date Paid: Friday, January 29, 2016 Paid By: BRC FAMILY LLC Pay Method: CHECK 3794 Printed: Friday, January 29, 2016 11:34 AM 1 of 1 CfWSYSTEMS DESCRIPTIONS 1 PermitTRAK $17,755.03 D15-0197 Address: 14125 34TH PL S Apn: 1523049321 $8,672.04 DEVELOPMENT $3,972.60 PERMIT FEE R000.322.100.00.00 0.00 $3,968.10 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $1,677.88 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $135.00 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $135.00 GRADING PLAN REVIEW R000.345.830.00.00 0.00 $37.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $107.00 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 TECHNOLOGY FEE $232.56 TECHNOLOGY FEE R000.322.900.04.00 0.00 $232.56 D15-0206 Address: 14050 33RD AVE S Apn: 1523049319 $9,082.99 DEVELOPMENT $4,363.60 PERMIT FEE R000.322.100.00.00 0.00 $4,359.10 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $1,678.28 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $135.00 Date Paid: Tuesday, November 10, 2015 Paid By: BRC FAMILY LLC Pay Method: CREDIT CARD 310164 Printed: Tuesday, November 10, 2015 11:46 AM 1 of 2 SYSTEMS DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $17,755.03 D15-0206 Address: 14050 33RD AVE S Apn: 1523049319 $9,082.99 PUBLIC WORKS $1,678.28 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $135.40 GRADING PLAN REVIEW R000.345.830.00.00 0.00 $37.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $107.00 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 TECHNOLOGY FEE $252.11 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R6619 R000.322.900.04.00 0.00 $252.11 $17,755.03 Date Paid: Tuesday, November 10, 2015 Paid By: BRC FAMILY LLC Pay Method: CREDIT CARD 310164 Printed: Tuesday, November 10, 2015 11:46 AM 2 of 2 CsrsTEMs Date Paid: Thursday, August 13, 2015 Paid By: MERRITTA RILEY Pay Method: CREDIT CARD 05008D Printed: Thursday, August 13, 2015 9:39 AM 1 of 1 SYSTEMS C� INSPECTION RECORD �(F- t,>—®,,C C2 Retain a copy with permit �S)PECTION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-367 Permit Inspection Request Line (206) 438-9350 Proe : i Q ( r� r1 TYPe o sgectiog� � Ars,-0 6 9— Jr1v 1 � . Date Calle Special Instructions: ,¢ 1 Date Wanted: a.m. �� 4p.m. Requester: Phone No: Approved per applicable codes. 11 Corrections required prior to approval. C Inspector: Date: a _ J 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 W 0 (aE=CTIONNO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 P�joject: Ych IOGC6( G' Typeo I pec ' of 1 Address: wOS® . w( SSG , Date Call d: Special Instructions: 44, Date Pant l —� a.m. p.m. Requester: Phone No: Approved per applicable codes. %, Corrections required prior to approval. REM +wb�► y '(•%Now, % ' RI /t ITT �I a � � Inspector: �/� Date*�`� ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. ,77� 231- )INSPECTION RECORD cz;;,) Retain a copy with permit DES 4 z-0 G N-WSTPECTIMI-ft. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 4�1-3670 Permit Inspection Request Line (206) 438-9350 � f u C1141 F(0q, Project: p Type of Inspection: LIZ AdI Y6 3-0 6-4 4-� Date Called: Special Instructions: Date Wanted' "' ( ra.m. p.m. Requester: Phone No: (Inspector: y� _ (Date:{'_rC) REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. I ALP INSPECTION RECORD Retain a copy with permit PO -o ZO P TIO 0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 ei(e" `7 y �_7fcam- f Project: �a� (I', Type of Inspection: tit4 Fr Address: o o 3 � J� ya Date Called: Special Instructions: AA Date ant d: a.m. " �a - p.m. Requester: Phone No: Inspector: Date: E2 —IF ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 4 lL INSPECTION RECORD "g)0 Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect: Type of Inspection: Address: ( q 0 �3 � - Date Called! Special Instructions: Date/ante _ a.m. l -W '6 p.m. RequesW: 7t"(Kul �I . Phone No: Inspector: Date: `24 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. L INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect: s j, Type of Inspection: Address:_ Date Called: Spe ial Instructions: 4�/� Date WantecQ� a.m.. (C✓ 46� p.m. Requester: Phone No: Inspector: Date: y-/F _16 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Fri INSPECTION RECORD Retain a copy with permit PECTION 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 Projec . r 4 Type of Inspection: F(evir -1�41 I Address: 6 33 �� �✓�lo . Date Called: Special instructions: Date VVantek a.m. p.m. Requester_ Phone No: Inspector: � � Date: El 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 I '® 3 NSP .TION 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 Pf04e- qt ZKfkt� .f Project: Type of inspe ion: Address: � �t G , Date Called: Special Instructions: Date Want : / a.m. p.rr1. Requester: Phone No: Inspector: IDate: (�� 7�_% El REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call. to schedule reinspection. e INSPECTION RECORD _ Retain a copy with permit 3 ` [WTION0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect: Type of Inspection: %lT,/re s:4 a _te a ` Date Called: Special Instructions: Date Wanted: a.m. Requester: Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: c U, c o Vlts 0t (M0 ( ula a avj d CIA Inspector: Date: '-f —r I I t REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 0 INSPECTION RECORD 60 0 Retain a copy with permit P�f"C'� SPEC neKN0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188}�,(206),431-3670 Permit Inspection Request Line (206) 438-9350 r-V—c( Project: Puy 6 k Type of lnspec ion: Address: OjO l • � Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: Date: / i _( 3 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call. to schedule reinspection. ILA INSPECTION RECORD (W Retain a copy with permit D�S �0 INSP ON N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: � � � &Ia Type of Olnspection:. Address. vv( `u4 d t 0 .!7 Date CaII Special Instructions: Date Wa� ed: f a.m, — (j p,.m. Requester: Phone No: KApproved per applicable codes. L! Corrections required prior to approval. Inspector: Date: q_( J vl 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 DES IN TION 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 Pe t: pij� ��rt. NSr( Typ of Inspection: Adu. k. �(c� Address: OS-0 33 ' a9ille Jo. Date Ca d: Special Instructions: Date Wanted- a.m. p.m. Requester: Phone No: Inspector: % Date: Lf't 3 _ (6:p REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. IX INSPECTION RECORD a�Retain a copy with permit IPT �' INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect: Type o Inspectioni Addr s: Date Called: Special Instructions: „ �✓( Date Want a.m. p.m. Requester: Phone No: ElApproved per applicable codes. Corrections required prior to approval. w i r c® r� ,�.z ...�, , . r _ N G� ►FIVES (Inspector: ( Date :q / �L _1,6 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. /-Y1, 3 INSPECTION RECORD D Retain a copy with permit INS E .ION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 o'e Prct, ' Ik Type f Inspectio : Cns O Address: o,s-Q- 3 "� via Date Called: Special Instructions: /f /,(,IrReq,eate Wanted: I a.m. �— p.m. ter: Phone No: Inspector: Date:` —46 I El REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call. to schedute reinspection. Al INSPECTION RECORD rt3 Retain a copy with permit 1962.WION 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 �t! Type f Inspection: q iT6� -0 3'� �,�, Je `l Date Called: Special Instructions: Date W nted, / a.m. tT-1iI ✓ (-b p.m. Requester: Phone No: Approved per applicable codes. 0Correction s required prior to approval. r r6 si-q-to, C 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 Projec`�,` � TYPAof Insgection Aildress: ,!(�J �P � ((_� v r , Date Ca d: Special Instructions: Date ante :� a.m. P.M. Requester: Phone No: QApproved per applicable codes. I x I Corrections required prior to approval. COMMENTS:V4 go / e a o S o Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. t INSPECTION RECORDf) f 0� Retain a copy with permit I\LWECTION 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 Proj TCt: � 1 (-/1binspectjon. Address:01-0 v, Date Calle Special Instructions: Date Wanted. a.m. -- — 12 p.m. Requester: Phone No: Approved per applicable codes. j�Corrections required prior to approval. COMMENTS: L.JT `rtie�s I'In t,c/ � �✓ LL d V REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD d�0 Z7* Retain a copy with permit ECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., 4100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: D' c , ! 6 r � mf inspection.,���-�� �+-6 __Gcq Address: a o 33' Date Ca d: Special Instructions: Dat anted: ` .0 a.m. 6 Requester:. Phone No: 1lnspector: �� IDatelr#_/ � J REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedute reinspection. is INSPECTION RECORD Retain a copy with permit � (s P TION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 P oject. r_ ) (� kfoalw � A/ /V P: Type of Insp ction* ldL��( Addr �s: � � � �� Date Called: Spe 'al Instructions: " ► /f � Date anted: a.m. - U — 06 p.m. Requester: Phone No: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. �10 INSPECTION RECORD Retain a copy with permitf5�� if Er -ION N0. PERMIT NO, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: .4%S" Type f Ins ection, r Iddtess: Date Called: spe ial Instructions: Cate Wanted: a.m. p.m. Requester: Phone No: 'Inspector: Dated ./ 3 (kj REINSPECTION PEE 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 IPV- ' nl 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 Peed: I ` t ,� J Type of i pection: A dress: Q 0 Date Called: Special Instructions: Date Wanted: a.m. 3 —"6' -- bg p.m. Re7i tW (9 9 PhoJJne No: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. lid INSPECTION RECORD I Retain a copy with permit Pf ;, - INSPErj'IO v 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 'ect: �� ACC f•�- ( Type. of inspection: _ � �4 A ress: 6.To 35reir tlP� d'• Date Called: Special Instructions: Date Wanted: a.m. 3—F: (C p.m. Requester: Phone No: ❑ Approved per applicable codes. t__.J Corrections required prior to approval. re Im Inspector: IDate:3—r REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. /f. INSPECTION RECORD 10 Retain a copy with permit S INSP NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect: L raG�c'(� /V�I� Type of Inspectio c�1 C'� ra Address: N oTO 33 `4 Je-5o. Date called: Special Instructions: b �M Date Wanted: a.m. 2 — 1 r p.m. Requester: Phone No: Inspector: � Date: p ` 0- Q El REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. a INSPECTION RECORD �� LO-1 Retain a copy with permitF ( 1NSPECITION 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 : c Py, C,- �1 Type of Inspection- &ro Gri(7 Address: Date Called: Special Instructions: 4/M Date Wanted: f/ a.m. Z—f/`— (ib P.M. Requester: Phone No: Inspector: / � Dater REINSPECTION FEE REQUIRED. Prior to next inspection, fee must b6 paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD 1 A-) Retain a copy with perms[ l�yv SP _ ION NO. PERMIT NO. CITY OF TUKWILA, BUILDING DIVISION 6300 couthcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 PrPect: � � ,) � 'Type of Inspectiry on:al, f ks Tess: V_dtpefo,Date Called/. Special Instructions: Date Wanted: a.m. p.m. 1 Requester: GhV( * S u Phone No: E] Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: AIR- C e-C ®C� / ✓0 0 rr �� Inspector: ":�/ Date:2, Y —�L 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 Projecr����� �( � Type of Insp c ' y Addres o ra Called: PDate Special Instructions: Wanted: a. p.m. Requester: Phone No: pproved per applicable codes. t_J Corrections required prior to approval. " paid at 6300 Southcenter Blvd., Suite 100. Catt to schedule reinspection. M/ INSPECTION RECORD r \ Retain a copy with permit IN 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 Project:( I �/l�Z5 Type of Ition: < c�4(/iG' Address: Date Called: pe ial Instructions: Date Wanted:-.1447 p.m_ Requester: j Phone No:� Approved per applicable codes. Corrections required prior to approval. COMMENTS: 't, - LV iG q/ T u paid at 6300 Southcenter Blvd., Suite 100. Catt to schedule reinspection. 1 INSPECTION RECORD C / Retain a copy with permit INS TION NO. PERMIT NO. CITY OI" TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proje 1� /> f` Ad/dress: "� /f Type of Inspe��//f, Date Called: Special Instructions: Date Wanted: a. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: L409- ,'A/ ff Inspector: � � .� Date! H REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD J>5 71Cp Retain a copy with permit - INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: j Type of Inspection: Address: Contact Person: 2� Suite #: c/�3 Special Instructions: Phone No.: ® Approved per applicable codes. Corrections required prior to approval. 1 COMMENTS: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: .a _ yyj�- I Date: (,& y & Hrs.: < (� ❑ $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: Type of Inspection: Address: Suite #: % OS 0-S. Contact Person: Special Instructions: Phone No.: l Approved per applicable codes. .FS—VICorrections required prior to approval. LP COMMENTS: it Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspect6 �, .�' Date: S r Hrs.: / 0 $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. tsming waaress Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 93 INSPECTION RECORD Retain a copy with permit%ram — S - c)a,:�o INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: as- Type of Inspection: r c Address: 7 O�- 3 1 }-�— �� S Contact Person: / Suite #: ` Special Instructions: Phone No.: '[2�4pproved per applicable codes. Corrections required prior to approval. f COMMENTS: j e ..._ r.) (c, Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector:'1� Z Date: I Hrs.: ❑ $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Esming Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 1915 Dayton Ave NE, Renton, WA 98056 Phone: 206.200.8764 Email: elreng33@gmail.com Date: 1 /19/2016 To: Plans Reviewer City of Tukwila From: Eric L. Rice, PE ELR Engineering Subj ect FIL&W Revisions - Plan 3212 - Lot B Project address: 14050 33rd Ave S REVIEWED FOR CODE COMPLIANCE APPROVED JAN 2 8 2016 City of Tukwila BUILDING DIVISION Tukwila, WA 98168 Attachments: 9 pages of calculations (supplemental to our previously submitted calculations dated 8/8/15) Reference: S-1, S-2, S-3, and SD-3 - each revised 01/15/16 We are providing this letter and calculations to document our approval of the following revisions as shown on the revised S-1, S-2, S-3, and SD-3 dated 01/15/16: 1) S-1, S-2, S-3, and SD-3 revised in order to: - better accommodate the actual site grade. - change the front porch roof support. - provide alternate stem wall and footing rebar callouts in detail 31-9/SD-3. - reflect and coordinate framing members with the actual roof truss framing plan. - change the upper level great room window header. Please call or email with any questions. Eric L. Rice, PE ELR Engineering Gy, RICF AS ts' 34839 Q O��SSIONA Rti�G RECEIVED CITY OF TUKWILA JAN 20 2016 PERMIT CENTER REVISION -NO.- C) 2�6 MEMBER REPORT Roof, RB-1-(011516) 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 Overall Length: 9' 2" 0 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. i)eS� C1' R@ S�CiR Member Reaction (Ibs) ActtC Lotion 2246 @ 8' 10" ilChiard 12031 (5.50") Result Passed (19%) C Cx.... C fsbtl Ccsmbrrtuhotip8"tm 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1179 @ 8' 1 1/4" 3502 Passed (34%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 2601 @ 4' 8 13/16" 3438 Passed (76%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.115 @ 4' 6 11/16" 0.289 Passed (L/902) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.198 @ 4' 6 11/16" 0.433 Passed (L/525) 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 9' 2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Applicable calculations are based on NDS. It >*, �iasrlxlax SuppolltSTo3aC „�tvallahCc 1 - Column - DF 3.50" 3.50" 1.50" 456 628 -63 1084/-63 Blocking 2 - Column - HF 5.50" 5.50" 1.50" 927 1319 -235 2246/-235 Blocking • mocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tr.14rr :SnY+pw'41trd :.- ,._ ..,, r0�a5ti _ ._.mead I�Ilidtlf _ ......,i#) m _-:(i:15j - .. "l dtl)tlFtiYFIiEffi... __ 1 - Uniform (PSF) 7 to 9' 2" 23' 9" 17.0 25.0 - Snow 2 - Tapered (PSF) 0 to 7' 3' 11" to 8' 17.0 25.0 3 - Point (lb) 7' N/A -260 -383 -298 B1 TRUSS 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 Rueppell, Inc. IN PASSED ' System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD .SUSTAINABLE FORESTRY INITIATIVE 1 R T E MEMBER REPORT Roof, RB-3-(011516) PASSED 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 Overall Length: 2' 11" F-. - .», l.. :k.�d .i•Yt+ra Il�:f �tt:.�ki E":i�..>: 10 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 ... DPI n ;Results Aetuai@ Looatdoir ]lliowed Result =-. ttiF=ad: ............_ Curtbmation:(ha4tean) Member Reaction (Ibs) 1864 @ 0 3281 (1.50") Passed (57%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 932 @ 8 3/4" 3502 Passed (27%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1359 @ 1' 5 1/2" 3438 Passed (40%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.007 @ 1' 5 1/2" 0.097 Passed (L/999+) — 1.0 D + 0 S (All Spans) Total Load Defl. (in) 0.012 @ 1' 5 1/2" 1 0.146 1 Passed (L/999+) -- .1. 1.0 D + 1.0 S (All Spans) • uenectlon criteria: ILL (1-/360) and TL (L/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 2' 11" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Applicable calculations are based on NDS. ... T SUPP4, `= BraNng Length ':[bads to Supports,(Ibs) Actassorles . Total Avalitrb►e' ...:.iRequ�ed:: Dead _.. = 5now ... Total 1 - Trimmer - HF 1.50" 1.50" 1.50" 760 1104 1864 None 2 - Trimmer - HF 1.50" 1.S0" 1.50" 760 1104 1864 None Tributa ry ;Dead Snow- Ukld5 _' _ Lacatlan '"T Width o90 Commerrts 1 - Uniform (PLF) 0 to 2' 11" N/A 515.0 757.0 B7 TRUSS Weyewhaeusew'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.woodbywV.com/services/5_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. Eric Rico ELR Engineering (206) 200-e764 ehenp33@gmaii.com Plan 3212 Lot B 14050 33rd Ave S Tukwila: WA 98168 System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD .... susTA "6U: FORESIi Y tNi nkiVE 1119/2016 12_:00:39 PM Forte v5.0, Design Engine: V6.4.0.40 3211.4te Page 1 of 1 0 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 0 eSI "1 #5Xiillss As l � Il ac�sutiri �I d R Member Reaction (Ibs) 5490 @ 1 1/2" 10313 (3.00") Passed (53%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 4265 @ 1' 2 1/2" 8244 Passed (52%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 14190 @ 5' 5" 15684 Passed (90%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.167 @ 5' 5" 0.353 Passed (L/761) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.285 @ 5' 5" 0.529 Passed (L/446) 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 10' 10" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Applicable calculations are based on NDS. .m.." _......., - wing t,.,,.:.;.;gth ., s r'Sa j mm A,_►al�a4fa, 1 - Trimmer - HF 3.00" 3.00" 1.60" 2274 3216 5490 None 2 - Trimmer - HF 3.00" 3.00" 1.60" 2274 3216 5490 None Trillwiary 3"IMAM . �1. - _ T 1 - Uniform (PSF) 0 to 10' 10" 23' 9" 17.0 25.0 Snow 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.woodbVwV.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD {I,Lj SUSTAINABLE FORES W WTI.ATIVE Forte software Olsetator Job Notes 1 I19/2016 1'T_.:00:08 Pivl `. Lo Forte v5.0, Design Engine: V6.4.0.40 Eric Rica Plan 3212 Lo 8 ELR Engineering 1405033id Ave S 3211.4te (206) 2010-8764 Tiikwila, WA 98168 e1reng33@grnail.com Page 1 of 1 MEMBER REPORT Roof, RH-3-(011516) PASSED R .I 1 piece(s) 4 x 10 Douglas Fir -Larch No. 2 Overall Length: 6' 11" 0 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 m Member Reaction (Ibs) O �Atutiyi 4158 @ 4' 7 1/2" ws��tes�lt 6563 (3.00") Passed (63%) -- Crsi�hrt#�tiun{Iattl: 1.0 D + 1.0 S (Adj Spans) Shear (Ibs) 2980 @ 5' 6 1/4" 4468 Passed (67%) 1.15 1.0 D + 1.0 S (Adj Spans) Moment (Ft-Ibs) 1994 @ 5' 7 1/2" 5166 Passed (39%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) 0.002 @ 5' 9 3/16" 0.072 Passed (L/999+) -- 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.003 @ 5' 9 3/16" 1 0.108 Passed (L/999+) 1.0 D + 1.0 S (Alt Spans) • uenecuon criteria: ILL (L/sell) and IL (1-/248). • Bracing (Lu): All compression edges (top and bottom) must be braced at b' 11" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Applicable calculations are based on NDS. ffimmm lawn 1 - Trimmer - HF 1.50" 1.50" 1.50" 117 170 287 None 2 - Trimmer - HF 1.50" 1,50" 1.50" 2 177/-126 179/-126 None 3 - Trimmer - HF 3.00" 3.00" 1.90" 1690 2469 4159 None 4 - Trimmer - HF 3.00" 3.00" 1.50" 981 1441 2422 None 1 - Point (lb) 5' 7 1/2" N/A 1641 2413 81 TRUSS 2 - Tapered (PSF) 0 to 5' 7 1/2" 3' 11' to 8' 17.0 25.0 3 - Uniform (PSF) 5' 7 1/2" to 6' 11" 23' 9" 17.0 25.0 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 FSR-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 Rueppell, Inc. Eric Rico ELR Engineering (206) 200-8764 elreng33Cbgmail.com Plan 3212 Lot B 14050 33rd Ave S Tukwila, WA 98168 System: Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY 1N111ATIVf 1 /19/2016 11:58:59 AM Forte v5,0, Design Engine: V6.4.0.40 3211.4te Page 1 of 1 - MEMBER REPORT Upper floor, 2FB-5-(011216) PASSED F � � T +` 1 pieces) 4 x 10 Douglas Fir -Larch No. 2 Overall Length: 5' 41/2' 0 0 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. 9 0 t1; R�9ti6 ,__ ._. , ' . 11tlutpkllo iule Gci1um6Ee�aio _? ... Member Reaction (Ibs) 5921 @ 5' 3" 6563 (3.00") Passed (90%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 2973 @ 4' 4 1/4" 4468 Passed (67%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 3227 @ 4' 8" 5166 Passed (62%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.022 @ 2' 9 3/8" 0.175 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.038 @ 2' 9 11/16" 1 0.262 Passed (L/999+) -- 1 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 S' 4 112" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Applicable calculations are based on NDS. Iflrribtn41cSltts144 uFpolr is t Avslia% �laii&el _....,....Derail f1p{1t c„et Miss : 1 - Trimmer - HF 1.50" 1.50" 1.50" 544 571 609 1724 None 2 - Trimmer - HF 3.00" 3.00" 2.71" 2517 598 3404 6519 None �r7 1b5 ^.... Laiott Wi[flf if#D� .. .. C3 fl0 { .....:. ...!tea ..... 1 - Uniform (PSF) 0 to T 4 1/2" 811.1 10.0 - Exterior wall 2 - Uniform (PSF) 4' 8" to 5' 4 1/2" 17' 6" 17.0 - 25.0 Roof 3 - Uniform (PSF) 0 to 5' 4 1/2" 3' 7 1/2" 5.0 60.0 25.0 Deck 4 - Point (lb) 4' 8" N/A 2274 - 3216 Linked from: RH-2- 011216 Support 2 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.woodbywV.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. Eric Rice ELR Engineering (206) 200-8764 e1renc33@gmai1.com Plan 3212 Lot B 14050 33rd Ave S Tukwila, WA 98168 System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD .......................................... {lj):SUSTAINABLE FORESTRY iNITIATIUE. 1/19/2016 12:01:34 PM Forte v5.0, Design Engine: V6.4.0.40 3211.4te Page 1 of 1 ELR Engineering Title Standard retaining wall designs Page: 1 r �.WMEENING 1915 Dayton Ave NE Job # : Dsgnr: ELR Date: 19 JAN 2016 Renton, WA 98056 Description.... phone: 206.200.8764 9'/40/150/150010.25/60,0001toeslab/garage wheel loading email: elreng33@gmail.com This Wall in File: C:\Users\elreng33\Retaining walls\Standards\standards 121015.RPX RetainPro (c) 1987.2015, Build 11.15.11.18 License: KW-06061470 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To: ELR Engineering Criteria Soil Data Retained Height = 9.00 ft Allow Soil Bearing = 1,516.0 psf ..' Wall height above soil = 0.33 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00 Active Heel Pressure = 40.0 psf/ft Height of Soil over Toe = 0.00 in Passive Pressure = 150.0 psf/ftnn Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 1.97 OK Slab Resists All Sliding ! Total Bearing Load = 4,082 Ibs ...resultant ecc. = 11.45 in Soil Pressure @ Toe = 1,516 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,516 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,819 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 26.9 psi OK Footing Shear @ Heel = 23.3 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 2,277.7 Ibs Soil Density, Toe = 110.00 pcf FootingIlSoil Friction = 0.250 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem __ 0.0 psf (Service Level) Stem Construction Design Height Above Ftg ft = Wall Material Above "Ht" _ Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level Ibs = Strength Level Ibs = Moment.... Actual Service Level ft-# = Strength Level ft-# = Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code IBC 2012,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Bottom Stem OK 0.00 Concrete LRFD 8.00 # 5 7.50 5.688 0.797 3,031.4 9,076.2 Moment..... Allowable = 11,389.3 Shear..... Actual Service Level Strength Level Shear..... Allowable Wall Weight Rebar Depth 'd' Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = psi = 44.4 psi = 75.0 psf = 100.0 in = 5.69 Footing Width = 0.38 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 7.17 ft Footing Type Square Footing Base Above/Below Soil = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 psi = psi = = Medium Weight = ASD psi = 2,500.0 psi = 60,000.0 r� ELR Engineering 1At& MCtnr>EF-MI G 1915 Dayton Ave NE Renton, WA 98056 phone: 206.200.8764 email: eireng33@gmail.com This Wall in File: RetainPro (c) 1987-2015, Build 11.15.11.18 License: KW-06061470 License To: ELR Engineering Footing Dimensions & Strengths Toe Width = 2.42 ft Heel Width = 3.08 Total Footing Width = 5.50 Footing Thickness = 11.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0014 Cover @ Top 2.00 @ Btm: 3.00 in 14 Title Standard retaining wall designs Page: 2 Job # Dsgnr: ELR Date: 19 JAN 2016 Description.... 9'/40/150/1500/0.25/60,000/toesiab/garage wheel loading 121015.RPX Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 Footing Design Results IQ2 HS&I Factored Pressure = 1,819 0 psf Mu': Upward = 4,517 687 ft-# Mu': Downward = 482 3,951 ft-# Mu: Design = 4,035 3,263 ft-# Actual 1-Way Shear = 26.90 23.28 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 4 @ 12.00 in Heel Reinforcing = # 4 @ 12.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: #4@ 12.99 in, #5@ 20.13 in, #6@ 28.57 in, #7@ 38.96 in, #8@ 51.30 in, #9@ 6 Heel: #4@ 12.99 in, #5@ 20.13 in, #6@ 28.57 in, #7@ 38.96 in, #8@ 51.30 in, #9@ 6 Key: No key defined Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 1,966.8 3.31 6,501.4 Soil Over Heel = 2,392.4 4•29 10,267.2 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = 310.9 3.48 1,083.2 Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = * Axial Live Load on Stem = = Soil Over Toe = Surcharge Over Toe = Total 2,277.7 O.T.M. 7,584.6 Stem Weight(s) = 933.3 2.75 2,566.5 Earth @ Stem Transitions= _ = Footing Weight = 756.2 2.75 2,079.6 Resisting/Overturning Ratio = 1.97 Key Weight = Vertical Loads used for Soil Pressure = 4,081.9 Ibs Vert. Component = Total = 4,081.9 Ibs R.M.= 14,913.2 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.071 in ELR Engineering Title Standard retaining wall designs Page : 4 ' fENGpWEElt1NG, 1915 Dayton Ave NE Job # Dsgnr. ELR Date: 19 JAN 2016 Renton, WA 98056 Description.... phone: 206.200.8764 9'/40/150/1500/0.25/60,000/toeslab/garage wheel loading email: elreng33@gmail.com This Wall in File: C:\Users\elreng33\Retaining walls\Standards\standards_121015.RPX RetainPro (c) 1987.2015, Build 11.15.11.18 License: KW-06061470 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To: ELR Engineering ELR Engineering Title Standard retaining wall designs Page: 5 1915 Dayton Ave NE Job # Ds nr. u �Nctti�lpt� Yt g ELR Date: 19 JAN 2016 Renton, WA 98056 Description.... phone: 206.200.8764 9740/150/1500/0.25/60,0001toeslab/garage wheel loading email: elreng33@gmail.com This Wall in File: C:\Users\elreng33\Retaining walls\Standards\standards_121015.RPX RetainPro (c) 1987-2015, Build 11.15.11.18 License: KW-06061470 Cantilevered Retaining Wall Code: IBC 2012,ACI318-11,ACI530-11 License To: ELR Enaineerina e Heating Svstem Size: Washington State The glazing (window) and door portion of this calculator assumes the installed glazing and door products have an area weighted average U-factor of 0.30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2012 WSEC. Please fill out all of the green drop -downs and boxes that are applicable to your project. As you make selections in the drop -downs for each section, some values will be calculated for you. If you do not see the selection you need in the drop -down options, please call the WSU Energy Extension Program at (360) 956-2042 for assistance. Project Information ;Plan 3212 Heating System Type: QQ 41I Other Systems Contact Information Darin Rueppell 2532978040 OHeat Pump 1 m' z%er'I�u��_ inn To see detailed instructions for each section, place your cursor on the word 'Instructions". " �— Design Temperature��iTQ��� -- -- U Instructions Design Temperature Differen Tukwila dT glndoor (70 degrees) -Outdoor D�sign Temp Area of Building Conditioned Floor Area Instructions Conditioned Floor Area (sq ft) Average Ceiling Height Instructions Average Ceiling Height (ft) Glazing and Doors Instructions Skylights Instructions Insulation Attic Instructions -;! V Single Rafter or Joist Vaulted Ceilings Instructions No Vaulted Ceilings in this project. ---�- Above Grade Walls (see Fioure 1) Instructions R-21Intermediate W Floors Instructions R30 Below Grade Walls (see Fioure 1) Instructions R 21 Interior Slab Below Grade (see Figure 1) Instructions L No Slab Below Grade in this project. Slab on Grade (see Figure 1) Instructions No Slab on Grade in this project. Location of Ducts Instructions kr kill Unconditioned Space Figure 1. Above Grade 3,212 9.01 28,908 U-Factor X Area 0.30 452 U-Factor X Area = 0.50 U-Factor X Area = 0.026 F 1.994 U-Factor X Area U-Factor X Area 0.056 1,660 U-Factor X Area 0.029 1,218 U-Factor X Area 0.042 1,100 F-Factor X ((--Len--gth F-Factor X Length Sum of UA NOV 0 6 205 olume--A vi�y , FOf C u'�l:�vi�s, BUILUNG DNISI011�11 .� �IJA,4 135.60 UA UA 51.84 UA Duct Leakage Coefficient 1.10 UA 92.96 UA 35.32 UA 46.20 UA RCCEI`V I- LIA CITY OF TUKWILA 361.93 AUG 1 al 2nu15 PERMIT CENTER Envelope Heat Load 16,649 Btu / Hour Sum of UA X dT Air Leakage Heat Load 14,361 Btu / Hour Volume X 0.6 X dT X .018 Building Design Heat Load 31,010 Btu / Hour Air Leakage + Envelope Heat Loss Building and Duct Heat Load 34,111 Btu / Hour Ducts in unconditioned space: Sum of Building Heat Loss X 1.10 Ducts in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 47,756 Btu / Hour Building and Duct Heat Loss X 1.40 for Forced Air Furnace Building and Duct Heat Loss X 1.25 for Heat Pump 1)' 5i aWo (01101113) w 7DDWindow Skylight and Door Schedule Project Information Plan 3212 Ref. U-factor Exempt Swinging Door (24 sq. ft. max.) == d Exempt Glazed Fenestration (15 sq. ft. max.) Vertical Fenestration (Windows and doors) Component Description Ref. U-factor 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 Contact Information REVIEWED FOR CODE COMPLIANCE APPROVED Darin Rueppell —1; „^,,. I 2532978040 I Ivu r v v cull 1 IN Width Height n, Poot Inch Poi City of Tukwila UILDING 0JUISIONIl Width Height Qt. Feet Inch Feet Inch =MEMO INM©ME =MEMO ©©EME ©©EME =MEMO =MEMO 1E©E©O =MEMO ©MEMO MMEME ©MEME ©MEMO ©MEMO NEMENNO M©EME ©MEMO M©EME M©EME =MEMO =MEMO =MEMO MMEME =MEMO MEMO =MEMO MMEME =MEMO EIMEMO EIMEMO NEM��� NEENE�� MMEMN =MEMO MMEME RE(11i 'Y OF AUG 1 Area UA IDI PERMIT CENTER 0290 5• J' Overhead Glazing (Skylights) Component Sum of Vertical Fenestration Area and UA Vertical Fenestration Area Weighted U = UA/Area Ket. u-Tactor Width Height Qt. Feet Inch Feet Inch Sum of Overhead Glazing Area and UA Overhead Glazing Area Weighted U = UA/Area Total Sum of Fenestration Area and UA (for heating system sizing calculations) 451.51 135.46 0.30 Area UA ME1 451.5 135.46 -,presbriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information Plan 3212 Darin Rueppell 2532978040 This project will use the requirements of the Prescriptive Path below and incorporate t :P the minimum values listed. In addition, based on the size of the structure, the approp ate REVIEWED FOR number of additional credits are checked as chosen by the permit applicant. CODE COMPLIANCE, APPROVED Authorized Representative - Date r wnv 1 All Climate Zones R-Valuea U-Factora Fenestration U-Factorb n/a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGCb,e n/a n/a Ceiling 49i 0.026 Wood Frame Wall9'k.1 21 int 0.056 Mass Wall R-Value' 21/21h 0.056 Floor 301 0.029 Below Grade Wall`,k 10/15/21 int + TB 0.042 Slab R-Value & Depth 10, 2 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. City of Tulwdila BUI),Q1N!r, DIVISION CITY OF TUKWILA AUG 13 2015 HERMIT CENTER Each dwelling unit in one and two-family dwellings and townhouses, as defined in Section 101.2 of the International Residential Code shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: ❑1. Small Dwelling Unit: 0.5 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 less than 750 square feet of heated floor area. ❑2. Medium Dwelling Unit: 1.5 points All dwelling units that are not included in #1 or #3, including additions over 750 square feet. ❑3. Large Dwelling Unit: 2.5 points Dwelling units exceeding 5000 square feet of conditioned floor area. ❑4. Dwelling unit other than one and two-family dwellings and townhouses: Exempt As defined in Section 101.2 of the International Residential Code Table R406.2 Summary Option Description Credit(s) 1 a Efficient Building Envelope 1 a 0.5 1 b Efficient Building Envelope 1 b 1.0 1 c Efficient Building Envelope 1 c 2.0 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 3a High Efficiency HVAC 3a 0.5 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 2.0 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 0.5 5b Efficient Water Heating 1.5 6 Renewable Electric Energy 0.5 Total Credits *Please refer to Table R406.2 for complete option descriptions El El 21 0.5 El R1 0.5 El 21 0.5 �*1200 kQwh 0.0 1.50 http://www.energy.wsu.edu/Documents/Table 406 2 EnergV Credits 2012 WSEC. df • For SI: 1 foot .= 304.8 mm, ci .= continuous insulation, int .= intermediate framing. a R-values are minimums. U-factors and SHGC are maximums. When insulation is installed in a cavity which is less than the label or design thickness of the insulation, the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. b The fenestration U-factor column excludes skylights. The SHGC column applies to all glazed fenestration. Exception: Skylights may be excluded from glazed fenestration SHGC requirements in Climate Zones 1 through 3 where the SHGC for such skylights does not exceed 0.30. 1110/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R- 13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. f Basement wall insulation is not required in warm -humid locations as defined by Figure R301.1 and Table R301.1. g Reserved. h First value is cavity insulation, second is continuous insulation or insulated siding, so "13.+5" means R-13 cavity insulation plus R-5 continuous insulation or insulated siding. If structural sheathing covers 40 percent or less of the exterior, continuous insulation R-value shall be permitted to be reduced by no more than R-3 in the locations where structural sheathing is used to maintain a consistent total sheathing thickness. ' The second R-value applies when more than half the insulation is on the interior of the mass wall. ' For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38. k Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Log and solid timber walls with a minimum average thickness of 3.5 inches are exempt from this insulation requirement. Table R402.1.3 Footnote a Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. A Engineering, LLC Puyyallle sglup, WA, 98371 E'2 } neerin .c WED F�N A Geotechnical &Environmental Seryes L COMPLIOE gineering.c Bob Rester BRC Family P. O. Box 731310 Puyallup, WA. 98373 Subject: Lot B Rockery Dubanbin Short Plat 14050 — 33`d Avenue S Tukwila, Washington Parcel Number: 1523049319 NOV 0 6 2015 City of Tukwila BUILDING DIVISION nVORRECTON LT R # _.I...___.. October 2, 2015 oiect No. A-234 I`n' iV D CITY OF TUrKVViLA OCT 0 6 2015 PERMIT CENTER Reference: Geotechnical Report, Dunbabin Short Plat, prepared by Ages Engineering, LLC and dated May 26, 2015 Dear Mr. Rester, As requested, we are providing a rockery design for Lot B at the subject site located at 14050 — 33'd Avenue S. in Tukwila, Washington. We were provided with the City of Tukwila Department of Community Development Correction Letter #1, dated September 24, 2015 and a Site Drainage Plan dated August 10, 2015 showing the site topography and the planned rockery configuration. Based on the plan provided to us, we understand a tiered rockery will be constructed at the SE house corner. The upper tier will face the north and extend east from the SE house corner for a distance of approximately 20 feet. The upper tier of the rockery will be constructed with the Top of Wall (TOW) at Elev. 360.00 and the Bottom of Wall (BOW) at Elev. 355.00. The lower tier will face the north, will be located approximately 3 feet north of the upper tier, and will also extend approximately 20 feet to the north. The lower tier of the rockery will be constructed with the Top of Wall (TOW) at Elev. 355.00 and the Bottom of Wall (BOW) at Elev. 350.00. The purpose of the rockery is to provide a grade break between the south side yard of the new residence, and the backyard of the house. We previously performed a subsurface evaluation of the site and presented our finding in the referenced Geotechnical Report. According to the findings in the referenced Geotechnical Report, the site is underlain with medium dense to dense silty sand with gravel consistent with glacial till. The test hole excavated on Lot B indicates the dense unweathered glacial till was encountered at a depth of 2.0 feet below surface grades. fir: -R.n Mr. Bob Rester October 2, 2015 CONCLUSIONS AND RECOMMENDATIONS Based on our review, it is our opinion the site is suitable for the construction of a cut rockery at the SE corner of the new residence planned on Lot B. The soils in this area consist of native, moist, medium dense to dense silty sand with gravel consistent with glacial till. The rockery should be constructed as shown on the plan provided to us and according to the project specifications and the recommendations provided in this report. The new rockery construction should conform to the Associated Rockery Contractors (ARC) Standard Rock Wall Construction Guidelines. All rock used in the rockery construction should meet Washington State Department of Transportation (WSDOT) requirements presented in their standard specifications 9-13.7, Rock for Rock Wall. The drainage zone behind the rockery face should be provided with a 6 inch diameter perforated PVC pipe encased in clean angular ballast rock from the base of the rockery to the ground surface. The drainage zone should be a minimum of 12 inches thick. Cleanouts should be installed along the rockery drain at each end and at 100 foot intervals along its length. These cleanouts should be services at least once per year. The lower rockery tier should be provided with a minimum of 1.0 feet of toe embedment. The upper tier should have a toe embedment of 2.0 feet to prevent the upper tier from surcharging the lower tier. Therefore, the upper tier B.O.W. should be constructed at Elev. 353.00 and the lower tier B.O.W. should be constructed at Elev. 349.0. These revised toe elevations will result in a toe embedment depth of 1.0 foot for the lower tier and 2.0 feet for the upper tier. The upper tier will have a maximum total height of 7.0 feet and the lower tier a maximum total height of 6.0 feet. The face of each rockery tier should be battered at a 1:10 (Horizontal:Vertical). We trust this information is sufficient for your current needs. If you have any questions, or require additional information, please call. Respectfully Submitted, Ages Engineering, LLC Bernard P. Knoll, H, P.E. Principal BPK:bpk Project No.: A-234 p. KN6j" waste, r 06 fi8 38917 HE'S QtSTE `TONAL EY.PIRES //-08-Z9i6 /D -Z-Z a i1- Page-2- Ages Engineering, LLC A Geotechnical and Environmental Services, LLC P.O. Box 935 Puyallup, WA_ 98371 (253) 845-7000 www.agesengineering.com PRELIMINARY GEOTECIINICAL REPORT r" 7 1= " Dunbabin Residential 4062 — 33rd Avenue SE REVIEWED f=OR Tukwila, Washington CODE COMPLIANCE APPROVED NOV 0 6 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TiJK ILA OCT 0 6 2015 PERMIT CENTER Project No. A-234 ("J"ORREGTiON LT R # _.I _ Prepared For: BRCF c/o Bob Rester P. O. Box 731310 Puyallup, Washington 98375 May 26, 2015 01y �0'w (o Ages Engineering, LLC Rtyallup,WA. 98371 Main (253) 845-7000 A Geotechnical and Environmental Services LLC www.agesenguieeruig.com May 26, 2015 Project No. A-234 BRCF c/o Bob Rester P. O. Box 731310 Puyallup, WA. 98375 Subject: Preliminary Geotechnical Report Dunbabin Residential 14062 33'd Avenue SE Tukwila, Washington PN: 1523049071, 1523049319, 1523049320, and 1523049321 Dear Mr. Rester, As requested, we have conducted a preliminary geotechnical study for the subject project. The attached report presents our findings and recommendations for the geotechnical aspects of project design and construction. Our field exploration indicates the site is generally underlain with brownish -gray silty sand with gravel consistent with glacial till. We did not observe groundwater seepage in any of the test holes advanced on the site. In our opinion, the soil and groundwater conditions at the site are suitable for the planned development. The new structures can be supported on typical spread footing foundations bearing on the existing organic -free native soils or on structural fill placed above these soils. Detailed recommendations addressing these issues and other geotechnical design considerations are presented in the attached report. We trust the information presented is sufficient for your current needs. If you have any questions or require additional information, please call. Ages Engineering, LLC Page 1 253-845-7000 Respectfully Submitted, Ages Engineering, LLC E�.4'iRE8 1/—-21�Y� Bernard P. Knoll, H Principal BPK:bpk Project Number: A-234 Project Name: Dunbabin Residential Date: May 26, 2015 Ages Engineering, LLC Page 2 253-845-7000 TABLE OF CONTENTS 1.0 PROJECT DESCRIPTION...................................................................1 2.0 SCOPE..........................................................................................I 3.0 SITE CONDITIONS..........................................................................2 3.1 Surface.................................................................................2 3.2 Soils............................................................. .2 ...................... 3.3 Mapped Soils.........................................................................3 3.4 Groundwater..........................................................................3 4.0 GEOLOGIC HAZARDS.....................................................................3 4.1 General.................................................................................3 4.2 Seismic.................................................................................4 4.3 Erosion................................................................ 5.0 CONCLUSIONS AND RECOMMENDATIONS.........................................4 5.1 General.................................................................................4 5.2 Site Preparation and Grading.......................................................5 5.3 Excavations...........................................................................6 5.4 Foundations............................................................................7 5.5 Slab -on -Grade Floors................................................................7 5.6 Lower level and Building Walls...................................................8 5.7 Storm water...........................................................................9 5.8 Drainage.................................................................................9 6.0 ADDITIONAL SERVICES...................................................................9 7.0 LIMITATIONS..................................................................................10 Figures SiteVicinity Map ............................................ •..................................Figure I Exploration Location Plan.....................................................................Figure 2 GeologicMap.................................................................. ...Figure 3 Appendix Site Exploration ................................... • ........ • .............................Appendix A Ages Engineering, LLC Page 1 253-845-7000 Preliminary Geotechnical Report Dunbabin Residential 14062 — 33rd Avenue SE Tukwila, Washington 1.0 PROJECT DESCRIPTION The project will consist of a residential development. We were provided with a topographic site plan showing the planned development on the site. Based on our review of the plan provided to us, we understand three new single-family residences will be constructed. The site is an assemblage of four residential lots. The existing single-family residence on the southwestern lot will remain and three new single-family residences will be constructed on the three remaining parcels. Access to the two western Iots will be from 33'd Avenue S. located along the west side of the site. Access to the two eastern lots will be from 34'h Place S. located along the east side of the subject site. Finish site grades are currently not available. However, based on our experience with similar projects, we expect cuts and fills of up to 8.0 feet in depth will be necessary to construct the new residences. The development storm water will discharge off of the site to the existing City of Tukwila storm water system. Detailed development plans are currently not available. However, based on our experience with similar projects in the vicinity of the site, we expect the new residences will be two- to three-story wood -framed structures with either slab -on -grade main floors, or raised floors constructed over a crawl space. Foundation loads should be relatively light, in the range of l to 3 kips per lineal foot for bearing walls and up to 25 kips for isolated column footings. The conclusions and recommendations presented in this report are based on our understanding of the above stated site and the planned project design features. If actual site conditions differ, the planned project design features are different than we expect, or if changes are made, we should review them in order to modify or supplement our conclusions and recommendations as necessary. 2.0 SCOPE On May 20, 2015, we advanced four hand -augured test holes to a maximum depth of 5.0 feet below surface grades. Using the information obtained from our subsurface exploration, we developed geotechnical design and construction recommendations for the project. Specifically this report addresses the following: • Reviewing the available geologic, hydrogeologic and geotechnical data for the site area, and conducting a geologic reconnaissance of the site area. • Addressing the appropriate geotechnical regulatory requirements for the planned site development, including a Geologic Hazard evaluation. Ages Engineering, LLC Page 1 253-845-7000 • Advancing four test holes in the planned new development area to a maximum depth of approximately 5.0 feet below surface grades. • Providing geotechnical recommendations for site grading including site preparation, subgrade preparation, fill placement criteria, suitability of on -site soils for use as structural fill, temporary and permanent cut and fill slopes, and drainage and erosion control measures. • Providing geotechnical recommendations for design and construction of new foundations and floor slabs, including allowable bearing capacity and estimates of settlement. • Providing geotechnical recommendations for lower level building or retaining walls, including backfill and drainage requirements, lateral design loads, and lateral resistance values. • Provide recommendations for the development storm water. • Providing recommendations for site drainage. It should be noted that our work does not include services related to environmental remediation or design and performance issues related to moisture intrusion through walls. An appropriate design professional or qualified contractor should be contacted to address these issues. 3.0 SITE CONDITIONS 3.1 Surface The subject site area is an assemblage of four residential lots located at 14062 — 33`a Avenue S. in Tukwila, Washington. The southwestern lot is currently occupied with a single-family residence. The three remaining lots are unoccupied. The site is bordered with residential lots to the north and south, 33`a Avenue South to the west, and 34`" Place S. to the east. The location of the site is shown on the Site Vicinity Map provided in Figure 1. In general surface grades in the vicinity of the site slope down to the northeast at surface inclinations ranging from 10 to 35 percent. The southwestern portion of the site, where the existing single-family residence exists is relatively flat. Site vegetation consists of various medium-sized evergreen and deciduous trees with moderately thick underbrush. 3.2 Soils The soils we observed at the site generally consist of silty sand with gravel consistent with glacial till. We observed approximately 6 inches of topsoil in each of the test holes advanced on the site. Underlying the surficial topsoil, we encountered moist silty sand with gravel consistent with glacial till. In general the till was medium dense and weathered in the upper portions. The dense, unweathered glacial till was encountered at a depth of 2.0 feet below surface grades. Ages Engineering, LLG Page 2 253-845-7000 Figures A-1 through A-3 present more detailed descriptions of the subsurface conditions encountered in the test holes. The approximate test hole locations are shown on the Exploration Location Plan provided in Figure 2. 3.3 Mapped Soils According to The Geologic Map of DesMoines- A Progress Report, by Kathy Goetz Troost, Derek B. Booth, Aaron P. Wisher, and Scott A. Shimel, the soils at the site are mapped as Vashon glacial till (Qvt). The glacial till was deposited during the Vashon stade of the Fraser Glaciation, approximately 12,000 to 1.5,000 years ago. The till was deposited underneath the advancing glacial ice and was consequently over -ridden by the glacial ice mass. The Vashon till, and all units under the till, will typically be found in a very dense condition where undisturbed. The near surface soils at the site have been disturbed by natural weathering processes that have occurred since their deposition. No springs or groundwater seepage was observed on the surface of the site at the time of our site visit. A copy of the Geologic Map for the subject site is provided in Figure 3. 3.4 Groundwater We did not encounter groundwater seepage in any of the test holes advanced on the site. However, we expect a seasonal perched water table that develops within the upper portions of the dense glacial till during the wet winter months. The groundwater levels and flow rates will fluctuate seasonally and typically reach their highest levels during and shortly following the wet winter months (October through May). 4.0 GEOLOGIC HAZARDS 4.1 General According to Section 18.45.120 in the City of Tukwila Municipal code defines geologically hazardous areas as follows: "areas of potential geologic instability are classified as follows: 1. Class 1 area, where landslide potential is low, and which slope is less than 15%; 2. Class 2 areas, where landslide potential is moderate, which slope is between 15% and 40%, and which are underlain by relatively permeable soils; 3. Class 3 areas, where landslide potential is high, which include areas sloping between 15% and 40%, and which are underlain by relatively impermeable soils or by bedrock, and which also include all areas sloping more steeply than 40%; 4. Class 4 areas, where landslide potential is very high, which include sloping areas with mappable zones of groundwater seepage, and which also include existing mappable landslide deposits regardless of slope". Based on the existing site grades shown on the topographic site plan provided to us ranging from 15 to 35 percent, the site has areas that are classified as "Class 2" - areas where the landslide potential is moderate. According to Section 18.45.120 (C) in the City of Tukwila Municipal Ages Engineering, LLC Page 3 253-845-7000 code, "each development proposal containing or threatened by an area of potential geologic instability Class 2 or higher shall be subject to a geotechnical report pursuant to the requirements of TMC Chapter 18.45.040 C, and 18.45.060. The geotechnical report shall analyze and make recommendations on the need for and width of any setbacks or buffers necessary to achieve the goals and requirements of TMC Chapter 18.45. Development proposals shall then include the buffer distances as defined within the geotechnical report". Based on our study, the site is underlain with dense to very dense silty sand with gravel consistent with glacial till that will exhibit a high shear strength and low compressibility, even in a steeply sloping environment. Due to the existence of dense, relatively impenneable glacial till underlying the site, it is our opinion that the site is inherently stable and no buffers or setbacks are necessary to protect the site and adjacent properties from the Class 2 potential geologic instability designation. 4.2 Seismic The state of Washington has adopted the 2003 International Building Code (IBC). Based on the soil conditions encountered and the local geology, per chapter 16 of the 2003 (IBC) site class "C" can be used in structural design. This correlates to Soil Profile Type Sc in the 1997 Uniform Building Code (UBC). This is based on the inferred range of SPT (Standard Penetration Test) blow counts for the upper 100 feet of the site relative to hand excavation progress and probing with a '/2-inch diameter steel probe rod. The presence of glacially consolidated soil conditions were assumed to be representative for the site conditions beyond the depths explored. 4.3 Erosion Temporary Erosion and Sediment Control (TESC) measures must be in place prior to and maintained during construction activity at the site. In our opinion, the potential for erosion is not a limiting factor in site development. Erosion hazards can be mitigated by applying Best Management Practices (BMPs) outlined in the Washington State Department of Ecology's (Ecology) Stormwater Management Manual.for Western Washington. Temporary Erosion and Sediment Control (TESC) measures, as required by the City of Tukwila, should be in place prior to the start of construction activities at the site. 5.0 CONCLUSIONS AND RECOMMENDATIONS 5.1 General Based on our study, in our opinion, soil and groundwater conditions at the site are suitable for the proposed development. The new structures can be supported on conventional spread footings bearing on the existing organic -free native site soils, or on structural fill placed above these existing soils. Floor slabs and pavements should be similarly supported. The native soils encountered at the site contain a high enough percentage of fines (silt and clay - size particles) that will make them difficult to compact as structural fill when too wet. Ages Engineering, LLC Page 4 253-845-7000 Accordingly, the ability to use the soils from site excavations as structural fill will depend on their moisture content and the prevailing weather conditions at the time of construction. If grading activities will take place during the winter season, the owner should be prepared to import free -draining granular material for use as structural fill and backfill. The following sections provide detailed recommendations regarding these issues and other geotechnical design considerations. These recommendations should be incorporated into the final design drawings and construction specifications. 5.2 Site Preparation and Grading To prepare the site for construction, all vegetation, organic surface soils, and other deleterious materials including any existing structures, foundations or abandoned utility lines should be stripped and removed from the new development areas. Organic topsoil will not be suitable for use as structural fill, but may be used for limited depths in non-structural areas. Once clearing and stripping operations are complete, cut and fill operations can be initiated to establish desired grades. In order to achieve proper compaction of structural fill, and to provide adequate foundation and floor slab support, the native subgrade must be in a stable condition. Prior to placing structural fill, and to prepare the foundation subgrade, all exposed surfaces should be compacted with heavy vibratory compaction equipment to determine if any isolated soft and yielding areas are present. If excessively soft or yielding areas are present, and cannot be stabilized in place by compaction, they should be cut to firm bearing soil and filled to grade with structural fill. If the depth to remove the unsuitable soil is excessive, using a geotextile fabric can be considered, such as Mirafi HP270 or an approved equivalent, in conjunction with structural fill. In general, a minimum of 18-inches of clean, granular structural fill over the geotextile fabric should establish a stable bearing surface. A representative of Ages Engineering, LLC should observe the foundation subgrade compaction operations to verify that stable subgrades are achieved for support of structural elements. Our study indicates the native surface soils encountered at the site contain a sufficient enough percentage of fines (silt and clay -size particles) that will make them difficult to compact as structural fill when too wet. Accordingly, the ability to use the soils from site excavations as structural fill will depend on their moisture content and the prevailing weather conditions at the time of construction. If grading activities are planned during the wet winter months, or the on - site soils become too wet to achieve adequate compaction, the owner should be prepared to import a wet -weather structural fill. For wet weather structural fill, we recommend importing a granular soil that meets the following gradation requirements: Ages Engineering, LLC Page 5 253-845-7000 U. S. Sieve Size Percent Passing 6 inches 100 No. 4 75 maximum No. 200 5 maximum* * Based on the'/< inch fraction Prior to use, Ages Engineering, LLC should examine and test all materials to be imported to the site for use as structural fill. Structural fill should be placed in uniform loose layers not exceeding 12 inches and compacted to a minimum of 95 percent of the soils' laboratory maximum dry density as determined by American Society for Testing and Materials (ASTM) Test Designation D-1557 (Modified Proctor). The moisture content of the soil at the time of compaction should be within two percent of its optimum, as determined by this same ASTM standard. In non-structural areas, the degree of compaction can be reduced to 90 percent. 5.4 Excavations All excavations at the site associated with confined spaces, such as utility trenches and lower level building and retaining walls, must be completed in accordance with local, state, and/or federal requirements. Based on current Washington State Safety and Health Administration (WSHA) regulations, the existing near -surface fill and medium dense weathered glacial till soils observed in the upper portions of the site would be classified as Type C soils. The deeper dense, unweathered glacial till soils would be classified as Type A soils. According to WSHA, for temporary excavations of less than 20 feet in depth, the side slopes in Type C soils should be laid back at a slope inclination of 1.5:1 (Horizontal:Vertical) or flatter from the toe to the crest of the slope and the side slopes in Type A soils should be laid back at a slope inclination of 0.75:1 (Horizontal:Vertical) or flatter from the toe to the crest of the slope. All exposed slope faces should be covered with a durable reinforced plastic membrane during construction to prevent slope raveling and rutting during periods of precipitation. These guidelines assume that all surface loads are kept at a minimum distance of at least one half the depth of the cut away from the top of the excavation slope and that significant seepage is not present on the slope face. Flatter cut slopes will be necessary where significant raveling or seepage occurs, or if construction materials will be stockpiled along the slope crest. If these safe temporary slope inclinations cannot be achieved due to property line constraints, shoring may be necessary. This information is provided solely for the benefit of the owner and other design consultants, and should not be construed to imply that Ages Engineering, LLC assumes responsibility for job site safety. It is understood that job site safety is the sole responsibility of the project contractor. Ages Engineering, LLC Page 6 253-845-7000 5.5 Foundations The new residential foundations may be supported on conventional spread footing foundations bearing on the competent native organic -free soils or on structural fills placed above these native soils. Foundation subgrades should be prepared as recommended in the "Site Preparation and Grading„ section of this report. Perimeter foundations exposed to the weather should bear at a minimum depth of 1.5 feet below final exterior grades for frost protection. Interior foundations can be constructed at any convenient depth below the floor slab. We recommend designing new foundations for a net allowable bearing capacity of 2,500 pounds per square foot (psf). For short-term loads, such as wind and seismic, a one-third increase in this allowable capacity can be used. With the anticipated loads and this bearing stress applied, building settlements should be less than one-half inch total and one -quarter inch differential. For designing foundations to resist lateral loads, a base friction coefficient of 0.35 can be used. Passive earth pressures acting on the sides of the footings can also be considered. We recommend calculating this lateral resistance using an equivalent fluid weight of 350 pounds per cubic foot (pcf). We recommend not including the upper 12 inches of soil in this computation because it can be affected by weather or disturbed by future grading activity. This value assumes the foundations will be constructed neat against competent soil and backfilled with structural fill, as described in the "Site Preparation and Grading" section of this report. The values recommended include a safety factor of 1.5. Foundation Parameter Summary Description *Design Value Net Allowable Bearing Capacity 2,500 psf Friction Coefficient 0.35 Lateral Resistance 350 pcf *Details regarding the use of these parameters are provided in the section above. 5.6 Slab -On -Grade Slab -on -grade floors should be supported on subgrades prepared as recommended in the "Site Preparation and Grading" section of this report. Immediately below the floor slab, we recommend placing a four -inch thick capillary break layer of clean, free -draining, coarse sand or fine gravel that has less than three percent passing the No. 200 sieve. This material will reduce the potential for upward capillary movement of water through the underlying soil and subsequent wetting of the floor slabs. The drainage material should be placed in one lift and compacted to a firm and unyielding condition. The capillary break layer will not prevent moisture intrusion through the slab caused by water vapor transmission. Where moisture by vapor transmission is undesirable, such as covered floor Ages Engineering, LLC Page 7 253-845-7000 areas, a common practice is to place a durable plastic membrane on the capillary break layer and then cover the membrane with a layer of clean sand or fine gravel to protect it from damage during construction, and aid in uniform curing of the concrete slab. It should be noted that if the sand or gravel layer overlying the membrane is saturated prior to pouring the slab, it will not assist in uniform curing of the slab, and may serve as a water supply for moisture transmission through the slab and affecting floor coverings. Additionally, if the sand is too dry, it can effectively drain the fresh concrete, thereby lowering its strength. Therefore, in our opinion, covering the membrane with a layer of sand or gravel should be avoided. 5.7 Lower Level and Building Walls The magnitude of earth pressure development on below -grade walls, such as basement or retaining walls, will greatly depend on the quality of the wall backfill and the wall drainage. We recommend placing and compacting wall backfill as structural fill. Wall backfill below structurally loaded areas, such as pavements or floor slabs, should be compacted to a minimum of 95 percent of its maximum dry density, as determined by ASTM Test Designation D-1557 (Modified Proctor). In unimproved areas, the relative compaction can be reduced to 90 percent. To guard against hydrostatic pressure development, drainage must be installed behind the wall. We recommend that wall drainage consist of a minimum 12 inches of clean sand and/or gravel with less than three percent fines placed against the back of the wall. In addition, a drainage collector system consisting of 4-inch perforated PVC pipe should be placed behind the wall to provide an outlet for any accumulated water. The drains should be provided with cleanouts at easily accessible locations. These cleanouts should be serviced at least once every year. The wall drainage material should be capped at the ground surface with 1-foot of relatively impermeable soil to prevent surface intrusion into the drainage zone. Alternatively, the 12-inch wide drainage layer placed against the back of the wall can be replaced with a Miraft GIOON Drainage Board, or an approved equivalent. If drainage board is used, the 4-inch perforated PVC pipe should be covered with at least 12 inches of clean washed gravel and the drainage board should be hydraulically connected to drainpipe and surrounding gravel. With wall backfill placed and compacted as recommended and the wall drainage properly installed, unrestrained walls can be designed for an active earth pressure equivalent to a fluid weighing 35 pc£ For restrained walls, an additional uniform lateral pressure of 100 psf should be included. These values assume a horizontal backfill condition and that no other surcharge loading, such as traffic, sloping embankments, or adjacent buildings, will act on the wall. If such conditions exist, then the imposed loading must be included in the wall design. Friction at the base of the wall foundation and passive earth pressure will provide resistance to these lateral loads. Values for these parameters are provided in the "Foundations" section of this report. Ages Engineering, LLC Page 8 253-845-7000 Lower Level Building and Retaining Wall Parameter Summary Description Condition *Design Value Earth Pressure Unrestrained 35 pef Earth Pressure Restrained Additional 100 psf Earth Pressure Surcharge Dependant upon ma nitude *Details regarding the use of these parameters are provided in the section above. 5.8 Storm Water Due to the existence of dense relatively impermeable glacial till soils in the upper portions of the site, infiltration of the development storm water will not be feasible. The storm water collected in the roof and foundation drains should discharge off of the site to the existing City of Tukwila storm water system adjacent the site. 5.9 Site Drainage Surface, Final exterior grades should promote free and positive drainage away from the building area. All ground surfaces, pavements, and sidewalks should be sloped away from the structure. We recommend providing a gradient of at least three percent for a minimum distance of ten feet from the building perimeter, except in paved locations. In paved locations, a minimum gradient of one percent should be provided, unless provisions are included for collection and disposal of surface water adjacent to the structure. Subsurface, We recommend installing a continuous drain along the lower outside edge of the perimeter building foundation. The foundation drain should be tightlined to an approved point of controlled discharge. The roof drain should not be connected to the footing drains unless a backflow device will be installed, or an adequate gradient will prevent backflow into the footing drains. Subsurface drains must be laid with a gradient sufficient to promote positive flow to the point of discharge. All drains should be provided with cleanouts at easily accessible locations. These cleanouts should be serviced at least once every year. 6.0 ADDITIONAL SERVICES Ages Engineering, LLC should review the final project designs and specifications in order to verify that earthwork and foundation recommendations have been properly interpreted and incorporated into project design. If changes are made in the loads, grades, locations, configura- tions or types of facilities to be constructed, the conclusions and recommendations presented in this report may not be fully applicable. If such changes are made, we should be given the opportunity to review our recommendations and provide written modifications or verifications, as necessary. Ages Engineering, LLC Page 9 253-845-7000 We should also provide geotechnical services during construction to observe compliance with our design concepts, specifications, and recommendations. This will allow for expedient design changes if subsurface conditions differ from those anticipated prior to the start of construction. 7.0 LIMITATIONS We prepared this report in accordance with generally accepted geotechnical engineering practices. No other warranty, expressed or implied, is made. This report is the copyrighted property of Ages Engineering, LLC and is intended for the exclusive use of BRCF, Mr. Bob Rester and their authorized representatives for use in the design, permitting, and construction portions of this project. The analysis and recommendations presented in this report are based on data obtained from others and our site explorations, and should not be construed as a warranty of the subsurface conditions. Variations in subsurface conditions are possible. The nature and extent of which may not become evident until the time of construction. If variations appear evident, Ages Engineering, LLC should be requested to reevaluate the recommendations in this report prior to proceeding with construction. A contingency for unanticipated subsurface conditions should be included in the budget and schedule. Sufficient monitoring, testing and consultation should be provided by our firm during construction to confirm that the conditions encountered are consistent with those indicated during our exploration, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether earthwork and foundation installation activities comply with contract plans and specifications. The scope of our services does not include services related to environmental remediation and construction safety precautions. Our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. Ages Engineering, LLC Page 10 253-845-7000 0 "7 Asi If S 1561h St Ve coryle�.� S 509 2000 feet 5 '24ti, St cv "N V S 1281f) M Xl� VIA "E" Y 0, S 144th S* % At S Cal' L L4 f St V 'Q !!xPth %t 160th St 16('W "T HO IT St S rd St Approximate Site Location Ages Engineering, LLC P. O. Box 935 Puyallup, WA. 98371 Main (253) 845-7000 www-agesciagineamg-mn Site Vicinity Map Dunbabin Residential 14062 — 33' Avenue SE Tukwila, Washington Project No.: A-234 I May 201 Figure 1 is ju. 'EWE' FZ- L I. -,4 TP-1 LOT 2 MA7, LOT TP-4 I CO* (8,%J sc2, Ft) J- 7 TR-3 LOT 1 (6,6 T 2 ♦ ;4 M�I KEY: APPROXIMATE LOCATION OF TEST PITS TP- I Ages Engineering, LLC P. O. Box 935 Puyallup, WA. 98371 Main (253) 845-7000 www-agesengineffing.corn Exploration Location Plan Dunbabin Residential 14062 — 33d Avenue SE Tukwila, Washington Project No. 7A-234TMay 2015 Figure 2 Approximate Site Location Ages Engineering, LLC P. O. Box 935 Puyallup, WA. 98371 Main (253) 845-7000 www.agesengia=ing.com Geologic Map Dunbabin Residential 14062 — 33`d Avenue SE Tukwila, Washington Project No.: A-234 I May 2015 Figure 3 APPENDIX A FIELD EXPLORATION AND LABORATORY TESTING Dunhabin Residential Tukwila, Washington On May 20, 2015, we explored subsurface conditions at the site by excavating 4 hand -augured test holes to a maximum depth of 5.0 feet below surface grades. The approximate test hole locations are shown on Figure 2. The test hole logs are presented on Figures A-2 and A-3. A geotechnical engineer from our office conducted the field exploration, maintained a log of each test hole, classified the soils encountered, collected representative soil samples, and observed pertinent site features. All soil samples were visually classified in accordance with the Unified Soil Classification System (USCS) described on Figure A-1. Representative soil samples obtained from the test holes were placed in sealed containers and taken to our laboratory for further examination and testing. The moisture content of each sample was measured and is reported on the test hole logs. Project No. 234 UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP SYMBOL GROUP NAME GRAVEL GW Well -Graded GRAVEL WITH GP Poorly -Graded GRAVEL GRAVEL < 5 % FINES GRAVEL GW-GM Well -Graded GRAVEL with silt GW-GC Well -Graded GRAVEL with clay WITH COARSE More than 50% Of Coarse Fraction Retained on BETWEEN 5 AND 15 % FINES GP -GM Poorly -Graded GRAVEL with silt GP -GC Poorly -Graded GRAVEL with clay GRAINED No. 4 Sieve GRAVEL GM Silty GRAVEL SOILS WITH > 15 % FINES GC Clayey GRAVEL SAND SW Well -Graded SAND WITH SP Poorly -Graded SAND More than 50% Retained on SAND < 5 % FINES No. 200 Sieve SAND SW-SM Well -Graded SAND with silt SW -SC Well -Graded SAND with clay WITH More than 50% Of Coarse Fraction Passes BETWEEN 5 AND 15 % FINES SP-SM Poorly -Graded SAND with silt SP-SC Poorly -Graded SAND with clay No. 4 Sieve SAND SM Silty SAND WITH > 15 % SC Clayey SAND FINES FINE ML Inorganic SILT with low plasticity GRAINED Liquid Limit Less than 50 CL Lean inorganic CLAY with low plasticity OL Organic SILT with low plasticity SOILS SILT AND CLAY MH Elastic inorganic SILT with moderate to high plasticity More than 50% Passes Liquid Limit 50 or more CH Fat inorganic CLAY with moderate to high plasticity Organic SILT or CLAY with moderate to high plasticity No. 200 Sieve HIGHLY ORGANIC SOILS:i PEAT NOTES: (1) Soil descriptions are based on visual field and laboratory observations using the classification methods described in ASTM D-2488. Where laboratory data are available, classifications are in accordance with ASTM D-2487. (2) Solid lines between soil descriptions indicate a change in the interpreted geologic unit. Dashed lines indicate stratigraphic change within the unit. (3) Fines are material passing the U.S_ No. 200 Sieve. Ages Engineering, LLC Unified Soil Classification System (USCS) Dunbabin Residential P_ O. Box 935 Puyallup, WA. 98371 14062 — 33rd Avenue SE Main (253) 845-7000 Tukwila, Washington www.agesen&ecring.com Project No.: A-234 May 2015 Figure A-1 Ages Engineering,LLC P.oallup, 5 Puyallup, WA. 98371 Office (253) 845-7000 Test Hole TH-1 DATE: May 20, 2015 LOGGED sr: BPK ELEv: Depth Soil Description Notes ILL M% I Other 0 Reddish -brown silty SAND with gravel, slightly cemented, medium dense, moist. (SM) (Weathered Glacial Till) Brownish -gray silty SAND with gravel, moderately cemented, dense,moist. (SM) (Glacial Till) Test Hole terminated at a depth of 4.0 feet below surface grades. 5 No groundwater seepage encountered. 10 Test Hole TH-2 DATE: May 20, 2015 LOGGED BY: BPK ELEV: Depth Soil Description Notes (feet) M% I Other 0 Reddish -brown silty SAND with gravel, slightly cemented, medium dense, moist. (SM) (Weathered Glacial Till) 5 10 Brownish -gay silty SAND with gravel, moderately cemented, dense,moist_ (SM) (Glacial Till) t Hole terminated at a depth of 5.0 feet below surface grades. groundwater seepage encountered. Figure A-2 Project ho.: A-234 Ages Engineering, LLC Test Hole TH-3 HATE: May 20, 2015 LOGGED BY: BPK Depth Soil Description feet Q L _..L.... TADQ 77 Reddish -brown silty SAND with gravel, slightly cemented, medium dense, moist. (SM) (Weathered Glacial Till) Brownish -gray silty SAND with gravel, moderately cemented, dense,moist. (SM) (Glacial Till) 5 t Hole terminated at a depth of 5.0 feet below surface grades. groundwater seepage encountered. 10 DATE: May 20, 2015 LOGGEDBY: BPK Depth Soil Description feet 0 6 inches TOPSOIL Reddish -brown silty SAND with gravel, slightly cemented, medium dense, moist. (SM) (Weathered Glacial Till) Brownish -gray silty SAND with gravel, moderately cemented, dense,moist. (SM) (Glacial Till) 5 Test Hole terminated at a depth of 5.0 feet below surface grades. No groundwater seepage encountered. 10 P.O. Box 935 Puyallup, WA. 98371 Office (253) 845-7000 ELEV: Notes M% 1 Other ELEv: Notes M% I Other Figure A-3 PcojedNo.: A-234 Box 935 P.D.11up,W Ages Engineerin g LLC Puyallup, RSA. 98371 , Main (253) 845-7000 A Geotechnical and Environmental Services LLC www.agesengineering.coin . wt BRCF c% Bob Rester P. O. Box 731310 Puyallup, WA, 98375 REV�EwED FOR COCE COMP IA CE P.ppROV �m 0 6 211, city °f TprvlSloN gU1LDING May 26, 2015 Project No. A-234 RECEIVED CITY OF TUKWILA A U 6 13 22D15 Subject: Preliminary Geotechnical Report PERMIT CENTER Dunbabin Residential 14062 33 d Avenue SE Tukwila, Washington PN: 1523049071, 1523049319, 1523049320, and 1523049321 Dear Mr. Rester, As requested, we have conducted a preliminary geotechnical study for the subject project. The attached report presents our findings and recommendations for the geotechnical aspects of project design and construction. Our field exploration indicates the site is generally underlain with brownish -gray silty sand with gravel consistent with glacial till. We did not observe groundwater seepage in any of the test holes advanced on the site. In our opinion, the soil and groundwater conditions at the site are suitable for the planned development. The new structures can be supported on typical spread footing foundations bearing on the existing organic -free native soils or on structural fill placed above these soils. Detailed reconunendations addressing these issues and other geotechnical design considerations are presented in the attached report. We trust the information presented is sufficient for your current needs. If you have any questions or require additional information, please call. 253-845-7000 Respectfully Submitted, Ages Engineering, LLC p. KNOB y � � 389174�q "�p1VAL, EXPIRES Bernard. P. Knoll, H Principal BPKbpk Project Number: A-234 Project Name: Dunbabin Residential Date: May 26, 2015 Ages Engineering, Lt.0 Page 2 253-845-7000 TABLE OF CONTENTS 1.0 PROJECT DESCRIPTION................................................................... I 2.0 SCOPE.........................................................................................I 3.0 SITE CONDITIONS..........................................................................2 3.1 Surface.................................................................................2 3.2 Soils....................................................................................2 3.3 Mapped Soils.........................................................................3 3.4 Groundwater..........................................................................3 4.0 GEOLOGIC HAZARDS....................................................... 4............. 3 4.1 General......................................................... ........3 ................ 4.2 Seismic.................................................................................4 4.3 Erosion ................................................... ............... 5.0 CONCLUSIONS AND RECOMMENDATIONS.........................................4 5.1 General.................................................................................4 5.2 Site Preparation and Grading.......................................................5 5.3 Excavations...........................................................................6 5.4 Foundations............................................................................7 5.5 Slab -on -Grade Floors................................................................7 5.6 Lower level and Building Walls...................................................8 5.7 Storm water...........................................................................9 5.8 Drainage.................................................................................9 6.0 ADDITIONAL SERVICES...................................................................9 7.0 LIMITATIONS..................................................... .. ...........................10 Figures SiteVicinity Map...............................................................................Figure I Exploration Location Plan.....................................................................Figure 2 Geologic Map ................................ ....Figure 3 Appendix Site Exploration ................................................ .. Appendix A Ages Engineering, LLC Page l 253-845-7000 Preliminary Geotechnical Report Dunhabin Residential 14062 — 33`d Avenue SE Tukwila, Washington 1.0 PROJECT DESCRIPTION The project will consist of a residential development. We were provided with a topographic site plan showing the planned development on the site. Based on our review of the plan provided to us, we understand three new single-family residences will be constructed. The site is an assemblage of four residential lots. The existing single-family residence on the southwestern lot will remain and three new single-family residences will be constructed on the three remaining parcels. Access to the two western lots will be from 33'd Avenue S. located along the west side of the site. Access to the two eastern lots will be from 30' Place S. located along the east side of the subject site. Finish site grades are currently not available. However, based on our experience with similar projects, we expect cuts and fills of up to 8.0 feet in depth will be necessary to construct the new residences. The development storm water will discharge off of the site to the existing City of Tukwila stone water system. Detailed development plans are currently not available. However, based on our experience with similar projects in the vicinity of the site, we expect the new residences will be two- to three-story wood -framed structures with either slab -on -grade main floors, or raised floors constructed over a crawl space. Foundation loads should be relatively light, in the range of I to 3 kips per lineal foot for bearing walls and up to 25 kips for isolated column footings. The conclusions and recommendations presented in this report are based on our understanding of the above stated site and the planned project design features. If actual site conditions differ, the planned project design features are different than we expect, or if changes are made, we should review them in order to modify or supplement our conclusions and recommendations as necessary. 2.0 SCOPE On May 20, 2015, we advanced four hand -augured test holes to a maximum depth of 5.0 feet below surface grades. Using the information obtained from our subsurface exploration, we developed geotechnical design and construction recommendations for the project. Specifically this report addresses the following: • Reviewing the available geologic, hydrogeologic and geotechnical data for the site area, and conducting a geologic reconnaissance of the site area. • Addressing the appropriate geotechnical regulatory requirements for the planned site development, including a Geologic Hazard evaluation. Ages Engineering, LLC Page i 253-845-7000 • Advancing four test holes in the planned new development area to a maximum depth of approximately 5.0 feet below surface grades. • Providing geotechnical recommendations for site grading including site preparation, subgrade preparation, fill placement criteria, suitability of on -site soils for use as structural fill, temporary and permanent cut and fill slopes, and drainage and erosion control measures. • Providing geotechnical recommendations for design and constriction of new foundations and floor slabs, including allowable bearing capacity and estimates of settlement. • Providing geotechnical recommendations for lower level building or retaining walls, including backfill and drainage requirements, lateral design loads, and lateral resistance values. • Provide recommendations for the development storm water. • Providing recommendations for site drainage. It should be noted that our work does not include services related to environmental remediation or design and performance issues related to moisture intrusion through walls. An appropriate design professional or qualified contractor should be contacted to address these issues. 3.0 SITE CONDITIONS 3.1 Surface The subject site area is an assemblage of four residential lots located at 14062 — 33`d Avenue S. in Tukwila, Washington. The southwestern lot is currently occupied with a single-family residence. The three remaining lots are unoccupied. The site is bordered with residential lots to the north and south, 33`d Avenue South to the west, and 34 h Place S. to the east. The location of the site is shown on the Site Vicinity Map provided in Figure 1. In general surface grades in the vicinity of the site slope down to the northeast at surface inclinations ranging from 10 to 35 percent. The southwestern portion of the site, where the existing single-family residence exists is relatively flat. Site vegetation consists of various medium-sized evergreen and deciduous trees with moderately thick underbrush. 3.2 Soils The soils we observed at the site generally consist of silty sand with gravel consistent with glacial till. We observed approximately 6 inches of topsoil in each of the test holes advanced on the site. Underlying the surficial topsoil, we encountered moist silty sand with gravel consistent with glacial till. In general the till was medium dense and weathered in the upper portions. The dense, unweathered glacial till was encountered at a depth of 2.0 feet below surface grades. Ages Engineering, LLC Page 2 253-845-7000 Figures A-1 through A-3 present more detailed descriptions of the subsurface conditions encountered in the test holes. The approximate test hole locations are shown on the Exploration Location Plan provided in Figure 2. 3.3 Mapped Soils According to The Geologic Map of DesMoines- A Progress Report, by Kathy Goetz Troost, Derek B. Booth, Aaron P. Wisher, and Scott A. Shimel, the soils at the site are mapped as Vashon glacial till (Qvt). The glacial till was deposited during the Vashon stade of the Fraser Glaciation, approximately 12,000 to 15,000 years ago. The till was deposited underneath the advancing glacial ice and was consequently over -ridden by the glacial ice mass. The Vashon till, and all units under the till, will typically be found in a very dense condition where undisturbed. The near surface soils at the site have been disturbed by natural weathering processes that have occurred since their deposition. No springs or groundwater seepage was observed on the surface of the site at the time of our site visit. A copy of the Geologic Map for the subject site is provided in Figure 3. 3.4 Groundwater We did not encounter groundwater seepage in any of the test holes advanced on the site. However, we expect a seasonal perched water table that develops within the upper portions of the dense glacial till during the wet winter months. The groundwater levels and flow rates will fluctuate seasonally and typically reach their highest levels during and shortly following the wet winter months (October through May). 4.0 GEOLOGIC HAZARDS 4.1 General According to Section 18.45.120 in the City of Tukwila Municipal code defines geologically hazardous areas as follows: "areas of potential geologic instability are classified as follows: 1. Class 1 area, where landslide potential is low, and which slope is less than 15%; 2. Class 2 areas, where landslide potential is moderate, which slope is between 15% and 40%, and which are underlain by relatively permeable soils; 3. Class 3 areas, where landslide potential is high, which include areas sloping between 15% and 40%, and which are underlain by relatively impermeable soils or by bedrock, and which also include all areas sloping more steeply than 40%; 4. Class 4 areas, where landslide potential is very high, which include sloping areas with mappable zones of groundwater seepage, and which also include existing mappable landslide deposits regardless of slope". Based on the existing site grades shown on the topographic site plan provided to us ranging from 1.5 to 35 percent, the site has areas that are classified as "Class 2" - areas where the landslide potential is moderate. According to Section 18.45.120 (C) in the City of Tukwila Municipal Ages Engineering, LLC Page 3 253-845-7000 code, "each development proposal containing or threatened by an area of potential geologic instability Class 2 or higher shall be subject to a geotechnical report pursuant to the requirements of TMC Chapter 18.45.040 C, and 18.45.060. The geotechnical report shall analyze and make recommendations on the need for and width of any setbacks or buffers necessary to achieve the goals and requirements of TMC Chapter 18.45. Development proposals shall then include the buffer distances as defined within the geotechnical report". Based on our study, the site is underlain with dense to very dense silty sand with gravel consistent with glacial till that will exhibit a high shear strength and low compressibility, even in a steeply sloping environment. Due to the existence of dense, relatively impermeable glacial till underlying the site, it is our opinion that the site is inherently stable and no buffers or setbacks are necessary to protect the site and adjacent properties from the Class 2 potential geologic instability designation. 4.2 Seismic The state of Washington has adopted the 2003 International Building Code (IBC). Based on the soil conditions encountered and the local geology, per chapter 16 of the 2003 (IBC) site class "C" can be used in structural design. This correlates to Soil Profile Type Sc in the 1997 Uniform Building Code (UBC). This is based on the inferred range of SPT (Standard. Penetration Test) blow counts for the upper 100 feet of the site relative to hand excavation progress and probing with a 1/2-inch diameter steel probe rod. The presence of glacially consolidated soil conditions were assumed to be representative for the site conditions beyond the depths explored. 4.3 Erosion Temporary Erosion and Sediment Control (TESL) measures must be in place prior to and maintained during construction activity at the site. In our opinion, the potential for erosion is not a limiting factor in site development. Erosion hazards can be mitigated by applying Best Management Practices (BMPs) outlined in the Washington. State Department. of EcoIogy's (Ecology) Stormvvater Management Manual for Western Washington. Temporary Erosion and Sediment Control (TESC) measures, as required by the City of Tukwila, should be in place prior to the start of construction activities at the site. 5.0 CONCLUSIONS AND RECOMMENDATIONS 5.1 General Based on our study, in our opinion, soil and groundwater conditions at the site are suitable for the proposed development. The new structures can be supported on conventional spread footings bearing on the existing organic -free native site soils, or on structural fill placed above these existing soils. Floor slabs and pavements should be similarly supported. The native soils encountered at the site contain a high enough percentage of fines (silt and clay - size particles) that will make them difficult to compact as structural fill when too wet. Ages Engineering, LLC — Page 4 253-945-7000 Accordingly, the ability to use the soils from site excavations as structural fill will depend on their moisture content and the prevailing weather conditions at the time of construction. If grading activities will take place during the winter season, the owner should be prepared to import free -draining granular material for use as structural fill and backf ill. The following sections provide detailed recommendations regarding these issues and other geotechnical design considerations. These recommendations should be incorporated into the final design drawings and construction specifications. 5.2 Site Preparation and Gradine To prepare the site for construction, all vegetation, organic surface soils, and other deleterious materials including any existing structures, foundations or abandoned utility lines should be stripped and removed from the new development areas. Organic topsoil will not be suitable for use as structural fill, but may be used for limited depths in non-structural areas. Once clearing and stripping operations are complete, cut and fill operations can be initiated to establish desired grades. In order to achieve proper compaction of structural fill, and to provide adequate foundation and floor slab support, the native subgrade must be in a stable condition. Prior to placing structural fill, and to prepare the foundation subgrade, all exposed surfaces should be compacted with heavy vibratory compaction equipment to determine if any isolated soft and yielding areas are present. If excessively soft or yielding areas are present, and cannot be stabilized in place by compaction, they should be cut to firm bearing soil and filled to grade with structural fill. If the depth to remove the unsuitable soil is excessive, using a geotextile fabric can be considered, such as Mirafi HP270 or an approved equivalent, in conjunction with structural fill. In general, a minimum of 18-inches of clean, granular structural fill over the geotextile fabric should establish a stable bearing surface. A representative of Ages Engineering, LLC should observe the foundation subgrade compaction operations to verify that stable subgrades are achieved for support of structural elements. Our study indicates the native surface soils encountered at the site contain a sufficient enough percentage of fines (silt and clay -size particles) that will make them difficult to compact as structural fill when too wet. Accordingly, the ability to use the soils from site excavations as structural fill will depend on their moisture content and the prevailing weather conditions at the time of construction. If grading activities are planned during the wet winter months, or the on - site soils become too wet to achieve adequate compaction, the owner should be prepared to import a wet -weather structural fill. For wet weather structural fill, we recommend importing a granular soil that meets the following gradation requirements: Ages Engineering, LLC Page 5 253-945-7000 U. S. Sieve Size Percent Passim 6 inches 100 No. 4 75 maximum No. 200 5 maximum' * Based on the 1% inch fraction Prior to use, Ages Engineering, LLC should examine and test all materials to be imported to the site for use as structural fill. Structural fill should be placed in uniform loose layers not exceeding 12 inches and compacted to a minimum of 95 percent of the soils' laboratory maximum dry density as determined by American Society for Testing and Materials (ASTM) 'Pest Designation D-1557 (Modified Proctor). The moisture content of the soil at the time of compaction should be within two percent of its optimum, as determined by this same ASTM standard. In non-structural areas, the degree of compaction can be reduced to 90 percent. 5.4 Excavations All excavations at the site associated with confined spaces, such as utility trenches and lower level building and retaining walls, must be completed in accordance with. local, state, and/or federal requirements. Based on current Washington State Safety and Health Administration (WSHA) regulations, the existing near -surface fill and medium dense weathered glacial till soils observed in the upper portions of the site would be classified as Type C soils. The deeper dense, unweathered glacial till soils would be classified as Type A soils. According to WSHA, for temporary excavations of less than 20 feet in depth, the side slopes in Type C soils should be laid back at a slope inclination of 1.5:1 (Horizontal:Vertical) or flatter from the toe to the crest of the slope and the side slopes in Type A soils should be laid back at a slope inclination of 0.75:1 (Horizontal:Vertical) or flatter from the toe to the crest of the slope. All exposed slope faces should be covered with a durable reinforced plastic membrane during construction to prevent slope raveling and rutting during periods of precipitation. These guidelines assume that all surface loads are kept at a minimum distance of at least one half the depth of the cut away from the top of the excavation slope and that significant seepage is not present on the slope face. Flatter cut slopes will be necessary where significant raveling or seepage occurs, or if construction materials will be stockpiled along the slope crest. If these safe temporary slope inclinations cannot be achieved due to property line constraints, shoring may be necessary. This information is provided solely for the benefit of the owner and other design consultants, and should not be construed to imply that Ages Engineering, LLC assumes responsibility for job site safety. It is understood that job site safety is the sole responsibility of the project contractor. Ages Engineering, LLC Page 6 253-945-7000 5.5 Foundations The new residential foundations may be supported on conventional spread footing foundations bearing on the competent native organic -free soils or on structural fills placed above these native soils. Foundation subgrades should be prepared as recommended in the "Site Preparation and Grading" section of this report. Perimeter foundations exposed to the weather should bear at a minimum depth of 1.5 feet below final exterior grades for frost protection. interior foundations can be constructed at any convenient depth below the floor slab. We recommend designing new foundations for a net allowable bearing capacity of 2,500 pounds per square foot (psf). For short-term loads, such as wind and seismic, a one-third increase in this allowable capacity can be used. With the anticipated loads and this bearing stress applied, building settlements should be less than one-half inch total and one -quarter inch differential. For designing foundations to resist lateral loads, a base friction coefficient of 0.35 can be used. Passive earth pressures acting on the sides of the footings can also be considered. We recommend calculating this lateral resistance using an equivalent fluid weight of 350 pounds per cubic foot (pcf). We recommend not including the upper 12 inches of soil in this computation because it can be affected by weather or disturbed by future grading activity. This value assumes the foundations will be constructed neat against competent soil and backfilled with structural fill, as described in the "Site Preparation and Grading" section of this report. The values recommended include a safety factor of 1.5. Foundation Parameter Summary Description *Design Value Net Allowable Bearing Capacity 2,500 psf Friction Coefficient 0.35 Lateral Resistance 350 pcf *Details regarding the use of these parameters are provided in the section above. 5.6 Slab -On -Grade Slab -on -grade floors should be supported on subgrades prepared as recommended in the "Site Preparation and Grading" section of this report. Immediately below the floor slab, we recommend placing a four -inch thick capillary break layer of clean, free -draining, coarse sand or fine gravel that has less than three percent passing the No. 200 sieve. This material will reduce the potential for upward capillary movement of water through the underlying soil and subsequent wetting of the floor slabs. The drainage material should be placed in one lift and compacted to a firm and unyielding condition. The capillary break layer will not prevent moisture intrusion through the slab caused by water vapor transmission. Where moisture by vapor transmission is undesirable, such as covered floor Ages Engineering, LLC Page 7 253-845-7000 areas, a common practice is to place a durable plastic membrane on the capillary break layer and then cover the membrane with a layer of clean sand or fine gravel to protect it from damage during construction, and aid in, uniform curing of the concrete slab. It should be noted that if the sand or gavel layer overlying the membrane is saturated prior to pouring the slab, it will not assist in uniform curing of the slab, and may serve as a water supply for moisture transmission through the slab and affecting floor coverings. Additionally, if the sand is too dry, it can effectively drain the fresh concrete, thereby lowering its strength. Therefore, in our opinion, covering the membrane with a layer of sand or gravel should be avoided. 5.7 Lower Level and Building Walls The magnitude of earth pressure development on below -grade walls, such as basement or retaining walls, will greatly depend on the quality of the wall backfill and the wall drainage. We recommend placing and compacting wall backfill as structural fill. Wall backfill below structurally loaded areas, such as pavements or floor slabs, should be compacted to a minimum of 95 percent of its maximum dry density, as detenmined by ASTM Test Designation D-1557 (Modified Proctor). In unimproved areas, the relative compaction can be reduced to 90 percent. To guard against hydrostatic pressure development, drainage must be installed behind the wall. We recommend that wall drainage consist of a minimum 12 inches of clean sand and/or gravel with less than three percent fines placed against the back of the wall. In addition, a drainage collector system consisting of 4-inch perforated PVC pipe should be placed behind the wall to provide an outlet for any accumulated water. The drains should be provided with cleanouts at easily accessible locations. These cleanouts should be serviced at least once every year. The wall drainage material should be capped at the ground surface with 1-foot of relatively impermeable soil to prevent surface intrusion into the drainage zone. Alternatively, the 12-inch, wide drainage layer placed against the back of the wall can be replaced with a Mirafi G100N Drainage Board, or an approved equivalent. If drainage board is used, the 4-inch perforated PVC pipe should be covered with at least 12 inches of clean washed gravel and the drainage board should be hydraulically connected to drainpipe and surrounding gravel. With wall backfill placed and compacted as recommended and the wall drainage properly installed, unrestrained walls can be designed for an active earth pressure equivalent to a fluid weighing 35 pc£ For restrained walls, an additional uniform lateral pressure of 1.00 psf should be included. These values assume a horizontal backfill condition and that no other surcharge loading, such as traffic, sloping embankments, or adjacent buildings, will act on the wall. If such conditions exist, then the imposed loading must be included in the wall design. Friction at the base of the wall foundation and passive earth pressure will provide resistance to these lateral loads. Values for these parameters are provided in the "Foundations" section of this report. Ages Engineering- LLC Page 8 253-845-7000 Lower Level Building and Retaining Wall Parameter Summary Description Condition *Design Value Earth Pressure Unrestrained 35 pcf Earth Pressure Restrained Additional 100 nsf Earth Pressure Surcharge Dependant upon -magnitude 'Details regarding the use of these parameters are provided in the section above. 5.8 Storm Water Due to the existence of dense relatively impermeable glacial till soils in the upper portions of the site, infiltration of the development storm water will not be feasible. The storm water collected in the roof and foundation drains should discharge off of the site to the existing City of Tukwila storm water system adjacent the site. 5.9 Site Drainage Surface, Final exterior grades should promote free and positive drainage away from the building area. All ground surfaces, pavements, and sidewalks should be sloped away from the structure. We recommend providing a gradient of at least three percent for a minimum distance of ten feet from the building perimeter, except in paved locations. In paved locations, a minimum gradient of one percent should be provided, unless provisions are included for collection and disposal of surface water adjacent to the structure. .Subsurface, We recommend installing a continuous drain along the lower outside edge of the perimeter building foundation. The foundation drain should be tightlined to an approved point of controlled discharge. The roof drain should not be connected to the footing drains unless a backflow device will be installed, or an adequate gradient will prevent backflow into the footing drains. Subsurface drains must be laid with a gradient sufficient to promote positive flow to the point of discharge. All drains should be provided with cleanouts at easily accessible locations. These cleanouts should be serviced at least once every year. 6.0 ADDMONAL SERVICES Ages Engineering, LLC should review the final project designs and specifications in order to verify that earthwork and foundation recommendations have been properly interpreted and incorporated into project design. If changes are made in the loads, grades, locations, configura- tions or types of facilities to be constructed, the conclusions and recommendations presented in this report may not be fully applicable. If such changes are made, we should be given the opportunity to review our recommendations and provide written modifications or verifications, as necessary. Ages Erwneering, LLC Page 9 253-845-7000 We should also provide geotechnical services during construction to observe compliance with our design concepts, specifications, and recommendations. Thus will allow for expedient design changes if subsurface conditions differ from those anticipated prior to the start of construction. 7.0 LIMITATIONS We prepared this report in accordance with generally accepted geotechnical engineering practices. No other warranty, expressed or implied, is made. This report is the copyrighted property of Ages Engineering, LLC and is intended for the exclusive use of BRCF, Mr. Bob Rester and their authorized representatives for use in the design, permitting, and construction portions of this project. The analysis and recommendations presented in this report are based on data obtained from others and our site explorations, and should not be construed as a warranty of the subsurface conditions. Variations in subsurface conditions are possible. The nature and extent of which may not become evident until the time of construction. if variations appear evident, Ages Engineering, LLC should be requested to reevaluate the recommendations in this report prior to proceeding with construction. A contingency for unanticipated subsurface conditions should be included in the budget and schedule. Sufficient monitoring, testing and consultation should be provided by our firm during construction to confirm that the conditions encountered are consistent with those indicated during our exploration, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether earthwork and foundation installation activities comply with contract plans and specifications. The scope of our services does not include services related to environmental remediation and construction safety precautions. Our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. Ages Engineering, LLC Page 10 253-845-70M ar sib ` 97 IS Wq - 3 i Approximate Site Location Ages Engineering, LLC P. O. Box 935 Puyallup, WA.98371 Main (253) 845-7000 wwW.agesrngiDMiDg.com Site Vicinity Map Dunbabin Residential 14062 — 33`d Avenue SE Tukwila, Washington Project No.: A-234 May 2015 Figure 1 TP-1 e I TP-4 ♦ �LOT2� L i 3 C� Coll d, + LOT 1 L' C�.cit SQ. i; 16A, 7 , i7 I1 .. APPROXIMATE LOCATION OF TEST PITS TP_ 1 Ev-13 Ages Engineering, LLC P. O. Box 935 Puyallup, WA, 98371 Main (253) 845-7000 www.agesengimffing.ttan Exploration Location Plan Dunbabin Residential 14062 — 33rd Avenue SE Tukwila, Washington ova Approximate Site Location Ages Engineering, LLC P. O. Box 935 Puyallup, WA.98371 Main (253) 845-7000 www.agesengineering.emn v Qvr QPff t))� Qvt Geologic Map Dunbabin Residential 14062 — 33'd Avenue SE Tukwila, Washington Project No.: A-234 I May 2015 1 Figure 3 APPENDIX A FIELD EXPLORATION AND LABORATORY TESTING Dunbabin Residential Tukwila, Washington On May 20, 2015, we explored subsurface conditions at the site by excavating 4 hand -augured test holes to a maximum depth of 5.0 feet below surface grades. The approximate test hole locations are shown on Figure 2. The test hole logs are presented on Figures A-2 and A-3. A geotechnical engineer from our office conducted the field exploration, maintained a log of each test hole, classified the soils encountered, collected representative soil samples, and observed pertinent site features. All soil samples were visually classified in accordance with the Unified Soil Classification System (USCS) described on Figure A-1. Representative soil samples obtained from the test holes were placed in sealed containers and taken to our laboratory for further examination and testing. The moisture content of each sample was measured and is reported on the test hole logs. Project No. 234 UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP SYMBOL GROUP NAME GRAVEL GW Well -Graded GRAVEL WITH GP Poorly -Graded GRAVEL GRAVEL < 5 % FINES GRAVEL GW-GM Well -Graded GRAVEL with silt GW-GC Well -Graded GRAVEL with clay COARSE More than 50% Of Coarse Fraction Retained on WITH BETWEEN 5 AND 15 % FINES GP -GM Poorly -Graded GRAVEL with silt GP -GC Poorly -Graded GRAVEL with clay GRAINED SOILS No. 4 Sieve GRAVEL WITH > 15 % GM Silty GRAVEL GC Clayey GRAVEL FINES SAND SW Well -Graded SAND More than 50% Retained on SAND WITH < 5 % FINES SP Poorly -Graded SAND SAND SW-SM Well -Graded SAND with silt No. 200 Sieve SW -SC Well -Graded SAND with clay More than 50% Of Coarse Fraction Passes WITH BETWEEN 5 AND 15 % FINES SP-SM Poorly -Graded SAND with silt SP-SC Poorly -Graded SAND with clay No. 4 Sieve SAND SM Silty SAND WITH > 15 % SC Clayey SAND FINES FINE ML Inorganic SILT with low plasticity GRAINED Liquid Limit Less than 50 CL Lean inorganic CLAY with tow plasticity sons SILT AND OL Organic SILT with low plasticity CLAY MH Elastic inorganic SILT with moderate to high plasticity More than 50% Passes Liquid Limit 50 or more CH Fat inorganic CLAY with moderate to high plasticity No. 200 Sieve Organic SILT or CLAY with moderate to high plasticity HIGHLY ORGANIC SOILS PEAT NOTES: (1) Soil descriptions are based on visual field and laboratory observations using the classification methods described in ASTM D-2488. Where laboratory data are available, classifications are in accordance with ASTM D-2487. (2) Solid lines between soil descriptions indicate a change in the interpreted geologic unit. Dashed lines indicate stratigraphic change within the unit. (3) Fines are material passing the U.S. No. 200 Sieve. Ages Engineering, LLC P. 0. Box 935 Puyallup, WA. 98371 Main (253) 845-7000 vnA,w.agesengineering.com Unified Soil Classification System (USCS) Dunbabin Residential 14062 — 33`d Avenue SE Tukwila, Washington Box 935 Engineering, P.O.Ages LLC Puyallup, W A. 98371 Office (253) 845-7000 Test Hole TH-1 DATE: May 20, 2015 Eoccm BY: BPK ELEV: Depth Soil Description Notes feet M% I Other 0 Reddish -brown silty SAND with gravel, slightly cemented, medium dense, moist. (SM) (Weathered. Glacial Till) Brownish -gray silty SAND with gravel, moderately cemented, dense,moist. (SM) (Glacial Till) 5 Test Hole terminated at a depth of 4.0 feet below surface grades. No groundwater seepage encountered. 10 Test Hole TH-2 DATE: May 20, 2015 t.ocom ev: BPK EYr•: Depth Soil Description Notes (feet) M% q 0 - Reddish -brown silty SAND with gravel, slightly cemented, medium dense, moit- (SM) (Weathered Glacial Till) 5 10 Brownish -gray silty SAND with gravel, moderately cemented, dense,moist. (SM) (Glacial. Till) est Hole terminated at a depth of 5.0 feet below surface grades. to groundwater seepage encountered. Figure A-2 v,,.: A-234 Ages Engineering, LLC Puyalllup WA. 98371 Office (253) 845-7000 Test Hole TH-3 DATE: May 20, 2015 LOGGED BY: BPK ELEV: Depth Soil Description Notes feet M% I Other 0 6 inches TOPSOIL Reddish -brown silty SAND with gm, vrcl, slightly cemented, medium densc, moist. (SM) (Weathered Glacial Till) Brownish -gray silty SAND with gravel, moderately cemented, dense,moist. (SM) (Glacial Till) M Test Hole terminated at a depth of 5.0 feet below surface grades. No groundwater seepage encountered. 10 Test Hole TH4 DATE: May.20, 2015 LOGGED BY: BPK ELEV.: Depth Soil Description Notes (feet) M% I Other 0 6 inches TOPSOIL Reddish -brown silty SAND with gravel, slightly cemented, medium dense, moist. (SM) (Weathered Glacial Till) 5 10 Brownish -gray silty SAND with gravel, moderately cemented, dense,moist. (SM) (Glacial Till) t Hole terminated at a depth of 5.0 feet below surface grades. groundwater seepage encountered. Figure A-3 Pt*jM vo.: A-234 i', Is Client: 1! ' k� ti pr E11V%7T M a LA STRUCTURAL CALCULATIONS for the PROPOSED RUEPPELL HOME DESIGN INC. PLAN 3212 August 8, 2015 BRC Family Homes Site: Lot D 14050 33rd Ave S Tukwila, WA 98168 Calculated by: Eric L. Rice, PE REVIEWED FOR CODE COMPLIANCE APPROVED NOV 0 6 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 13 2015 PERMIT CENTER ELR Engineering 1915 Dayton Ave NE 41G wRscF Renton, WA 98056 w oV _ Phone: (206) 200-8764 �17o Email: elreng33@gmail.com Ol _ 34839 .G AL IbI900u* ELR Engineering 1915 Dayton Ave NE Renton, WA 98056 phone: (206) 200-8764 email: elreng33@gmail.com Scope of Work: Project: BRC Family Homes - Plan 3212 Job No. 3212M20080 Figured by: ELR Checked by: Date: 8/8/2015 Sheet: 2 ELR Engineering was asked to provide permit submittal structural calculations for the proposed plan 3212 for BRC Family Homes. Our structural engineering information is shown in the "Construction Sketches" section of these calculations as well as on the submitted S-sheets. The information in this report conforms to the 2012 International Building Code as amended by the local jurisdiction. These calculations are valid only for the specific site stated on the cover sheet of these calculations. Questions should be addressed to the undersigned. Eric L. Rice, PE ELR Engineering 3212 LEFT ELEVATION 1 M s- -nm!l =00 M, LNJ i: I m ME M AMOMMM I I Law F PROJECT SITE INFORMATION Lot 8 14050 33rd AVE S TUKWILA, WA 98168 3212 FRONT ELEVATION SEE GENERAL STRUCTURAL NOTES FOR SPECIFIC DESIGN INFORMATION 'ELR En h ineering 1915 Dayton Ave NE Renton, WA 98056 phone: (206)200-8764 email: elreng33@gmail.com Vertical Calculations ®� '�' 30B SUMMARY REPORT ggF3211.4te 01: Root Member Name Results Current Solution Comments RH-i Passed 1 Piece(s) 3 1/2" x 9 1/2" 2.2E Parallam@ PSL RH-2 Passed 1 Piece(s) 4 x 8 Douglas Fir -Larch No. 2 RH-3 Passed 1 Piece(s) 4 x 10 Douglas Fir -Larch No. 2 RH-4 Passed t 1 Piece(s) 3 1/2" x 11 7/8" 2.2E Parallam@ PSL RH-5 Passed 1 Piece(s) 4 x 8 Douglas Fir -Larch No. 2 RB-I Passed 1 Piece(s) 3 1/2" x 9" 24F-V4 DF Glulam 02: Upper floor Member Name Results Current Solution Comments 2FJ-1 Passed 1 Piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC 2FJ-2 Passed 1 Piece(s) 2 x 12 Hem -Fir No. 2 @ 12" OC 2F]-3 Passed 1 Piece(s) 2 x 12 Hem -Fir No. 2 @ 12" OC 2FJ-4 Passed 1 Piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC 2FB-1 Passed 12 Piece(s) 2 x 12 Hem -Fir No. 2 2FB-2 Passed 1 Plece(s) 4 x 12 Douglas Fir -Larch No. 2 2FB-3 Passed 1 Piece(s) 6 x 10 Douglas Fir -Larch No. 2 2FB-4 Passed 1 Piece(s) 6 x 12 Douglas Fir -Larch No. 2 03: Lower floor Member Name Results Current Solution Comments 1FB-1 Passed 1 Piece(s) 6 x 12 Douglas Fir -Larch No. 2 1FG-1 Passed 1 Piece(s) 4 x 10 Douglas Fir -Larch No. 2 1FG-2 Passed 1 Piece(s) 4 x 8 Douglas Fir -Larch No. 2 1FG-3 Passed 1 Piece(s) 4 x 12 Douglas Fir -Larch No. 2 1FG-5 Passed 1 Piece(s) 4 x 10 Douglas Fir -Larch No. 2 1FG-4 Passed 1 Piece(s) 4 x 8 Douglas Fir -Larch No. 2 1FG-6 Passed 1 Piece(s) 4 x 10 Douglas Fir -Larch No. 2 2FG-7 Passed 2 Piece(s) 2 x 12 Hem -Fir No. 2 Forte software Operator Job Notes Eric L. Rice, PE Plan 3212 Lot B ELR Engineering 14050 33rd Ave S (206) 200-8764 Tukwila, WA 98168 elreng33(cilgmaiLwm 8/8/2015 8:25:36 AM Forte v4.6, Design Engine: V6.1.1.5 3211.4te Page 1 of 23 r V K i E MtMt3tR REPORT Roof, RH-1 WIIIIIIIIIIIII 1 piece(s) 3 1/2" x 9 1/2" 2.2E Parallam® PSL PASSED Overall Length: 8' 6" 0 0 All locations are measured from the outside face of left support (or left cantilever end), All dimensions arP hnri7nnt�l n. ,; DeSigln ResutC� Actual � t.ocatlan ; Aflowetl; Risult u)F Load .CoimWnatl�n,iPattBfn) � _' Member Reaction (Ibs) 4284 @ 1 1/2" 7613 (3.00") Passed (56%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) Moment (Ft-Ibs) 3234 @ 1' 1/2" 7393 Passed (44%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 8575 @ 4' 3" 0.128 @ 4' 3" 15016 Passed (57%) 1.15 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.218 @ 4' 3" 0.275 0.412 Passed (L/771) 1.0 D + 1.0 S (All Spans) • Deflection criteria: ILL (L/360) and TL (U240). Passed (L/454) 1.0 D + 1.0 S (All Spans) 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. Loads .' t ecadon Tsitwtary Wicffh Dead (0 90) . Snow . (i 15j Corrlinents ` 1 - Uniform (PSF) 0 to 8' V 23' 9' 17.0 , 25.0 ., . Snow weyemaeuser 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 susta(nabie forestry standards. The product application, input design loads, dimensions and support information have been provided by Rueppelt, Inc. Forte Software Operator Job Notes Eric L. Rice, PE Plan 3212 Lot B ELR Engineering 14050 33rd Ave S (206) 200-8764 elreng33@gmaii.com Tukwila, WA 98168 System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology: ASD ( SUSTAINABLE FORESTRY INITIATIVE 8/8/2015 8:25:36 AM Forte v4.6, Design Engine: V6.1.1.5 3211,4te Page 2 of 23 a F V R T EMEMBER REPORT Roof, RH-2 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 PASSED Overall Length: 5' 3" 0 0 0 z0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual trie�lglll RasiiiltiS , , Jlctuai ,Location Avowed'`; Re3iiit ' 'LDF Lola :comwrtat#tii (Pattern) ° i Member Reaction (Ibs) 2635 @ 0 3281 (1.50") Passed (80%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1903 @ 8 3/4" 3502 Passed (54%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 3459 @ 2' 7 1/2" 3438 Passed (101%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.057 @ 2' 7 1/2" 0.175 Passed (U999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.096 @ 2' 7 1/2" 0.262 Passed (U653) 1.0 D + 1.0 S (All Spans) v is I L acii": a kyyou/ mis i L Ly[9U). Bracing (Lu): All compression edges (top and bottom) must be braced at 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NOS 2005 methodology. e StI(�POI$ � � Bearing Loads tb Strpptirts ilbs) Accessories ' ,Total Avaita6fe kequiral Dead $now Total 1 - Trimmer - HP 1.50" 1.50" 1.50" 1077 1559 2636 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 1077 1559 2636 None ;% TribytdrY `Deatl $npw, ' 1 loads _ location " _ Wroth _ _ (0 §o) _ ; (i ssj ' Lommwrts �. 1 - Uniform (PSF) 0 to 5' 3" 23' 9" 17.0 25.0 Snow 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. The product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. I" Software Operator Jab Notes Eric L. Rice, PE Plan 3212 Lot B ELR Engineering 14050 33rd Ave S (206) 200-8764 Tukwila, WA 98168 eireng33@gmail.com System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD 1 SUSTAINABLE FORESTRY INITIATIVE 8/8/2015 8:25:37 AM Forte v4.6, Design Engine: V6.1.1.5 3211.4te Page 3 of 23 a F O R ! E '� MEMBER REPORT Roof, RH-3 �` 1 piece(s) 4 x 10 Douglas Fir -Larch No. 2 PASSED Overall Length: 6' 11" 0 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual =jbeSlJf1 R45U1tS _ Actual @rlocataon Allovlied= ftpsutt LDF; load .Combination�(Pattemy_" Member Reaction (Ibs) 4919 @ 4' 7 1/2" 6563 (3.00") Passed (75%) 1.0 D + 1.0 S (Adj Spans) Shear (Ibs) 3625 @ 5' 6 1/4" 4468 Passed (81%) 1.15 1.0 D + 1.0 S (Adj Spans) Moment (Ft-Ibs) 2423 @ 5' 7 1/2" 5166 Passed (47%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) 0.002 @ 5' 9 1/8" 0.072 Passed (L/999+) -- '1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.004 @ 5' 9 1/8" 1 0.108 1 Passed (L/999+) -- 11.0 D + 1.0 S (Alt Spans) uenecoon cnu:na: LL (ysbu) ano I L (L/24U). Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 11" o/c unless detailed otherwise. Proper attachment and positioning of lateral bradng is required to achieve member stability. -264 Ibs uplift at support 2' 3 1/2". Strapping or other restraint may be required. • Applicable calculations are based on NDS 2005 methodology. SUQQOI FS ;- 6earing Loads to Supports (fbs) ; Accesson� . total Ava11ab1e `>Required Oead" Snovr Total 1 - Trimmer - HF 1.50" 1.50" 1.50" 126 184 310 None 2 - Trimmer - HF 1.50" 1.50" 1.50" -55 135/-210 135/-265 None 3 - Trimmer - HF 3.00" 3.00" 2.25" 1998 2922 4920 None 4 - Trimmer - HF 3.00" 3.00" 1.50" 1130 1660 2790 None Loads l aitlbn tributary 1Nfclth Dead Snow 1 - Point (lb) 57 1/2' N/A 2051 3016 2 - Tapered (PSF) 0 to T 7 1/2" 3' 11" to 8' 17.0 25.0 3 - Uniform (PSF) T 7 1/2" to 611" 23' 9" 17.0 25.0 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 Bloch) 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. The product application, Input design loads, dimensions and support information have been provided by Rueppell, Inc. Forte Software Operator Jots Notes - Eric L. Rice, PE Plan 3212 Lot B ELR Engineering 14050 33rd Ave S (206) 200-8764 Tukwila, WA 98168 elreng33@gmail.com System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 8/8/2015 8:25:37 AM Forte v4.6, Design Engine: V6.1.1.5 3211.4te Page 4 of 23 F O D T E' MEMBER REPORT Roof, RH-4 (iill� „ 1 piece(s) 3 1/2" x 11 7/8" 2.2E Parallam® PSL PASSED Overall Length: IT 6" 0 0 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Deli 11 i%slutt� ACWat � tocafun Allowea Resyik ; iDi: ` toad: contblri�tiori„ (Pattern) Member Reaction (Ibs) 4295 @ 1 1/2" 7613 (3.00") Passed (56%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 3042 @ 1' 2 7/8" 9241 Passed (33%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 8597 @ 4' 3" 22888 Passed (38%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.070 @ 4' 3" 0.275 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.120 @ 4' 3" 1 0.412 1 Passed (L/827) I - 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. "� $tippOCtS , Hearing Loads M Suppdrts (Ibs) AtcesSofies T6tai • 'ASariabie : <Requrred': Dead SttowuYai _ 1 - Trimmer - HF 3.00" 3.00" 1.69" 1771 2523 4294 None 2 - Trimmer - HF 3.00" 3.00" 1.69" 1771 2523 4294 None Tnbutary Dead Straw LOad3': _ 4oCebcm, WSdM. „ <•.i i09t!) � , (? xSj Commerti;g 1 - Uniform (PSF) 0 -to 8' 6" 23' 9" 17.0 25.0 Snow 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. product application, Input design loads, dimensions and support Information have been provided by Rueppell, Inc. Forte Software Operator Job Notes Eric L. Rice, PE Plan 3212 Lot B ELR Engineering 14050 33rd Ave S (206) 200-8764 Tukwila, WA 98168 elreng33@gmail.com System : Floor Member Type: Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD 0 SUSTAINABLE FORESTRY INITIATIVE 8/8/2015 8:25:37 AM Forte v4.6, Design Engine: V6.1.1.5 3211.4te Page 5 of 23 I� F O R T E .� MEMBER REPORT Roof, RH-5 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 PASSED Overall Length: 8' 3" 0 0 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual l�Slglh=Results Actxial � toaatton ',sAtlowed ' Result lDF :,`loati:.Combination(Paitern"j Member Reaction (Ibs) 3969 @ 2' 1 1/4" 9844 (4.50") Passed (40%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1872 @ 2' 10 3/4" 3502 Passed (53%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 2740 @ 5' 4 1/2" 3438 Passed (80%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) 0.061 @ 5' 2 1/4" 0.201 Passed (L/999+) -- 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.096 @ 5' 2 11/16" 0.301 1 Passed (L/756) -- 1.0 D + 1.0 S (Alt Spans) Deflection criteria: LL (1-/360) and TL (L/240). Overhang deflection criteria: ILL (0.2") and TL (2L/240). Bracing (Lu): All compression edges (top and botmm) must be braced at 8' 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 2005 methodology. Supports Bearing Lisadsto"Sup"piirts (1bs} Accessories total Available ,'Requital Dead ;. 5nf+w `; . Yotai 1 - Trimmer - HF 4.50" 4.50" 1.81" 1627 2341 3968 None 2 - Trimmer - HF 3.00" 3,00" 1.50" 822 1261 2083 None Loads ' 1`ocattan .`;. tributary Vuitltb Dead a (a9D),, `; Snow' (t=�3) C»ititnnthtts 1 - Uniform (PSF) 0 to 8' 3" 17' 1" 17.0 25.0 Snow 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. The product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. Forte 5oi{ware Opefator Job Notes Eric L. Rice, PE Plan 3212 Lot B ELR Engineering 14050 33rd Ave S (206) 200-8764 Tukwila, WA 98168 eireng33@gmail.com System: Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASO 0 SUSTAINABLE FORESTRY INITIATIVE 8/8/2015 8:25:37 AM Forte v4.6, Design Engine: V6A A L 3211.4te Page 6 of 23 F O R ! `a MEMBER REPORT Roof, RB-1 1 piece(s) 3 1/2" x 9" 24F-V4 DF Glulam PASSED 0 E' Overall Length: 9' 2" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontaI.;Draw! ng Is Conceptual bCSI j11FResuits pctua) Location =Allowed Result t OF . 'Load "combittat3on.(Pattem); Member Reaction (Ibs) 6754 @ 8' 10" 12513 (5.50") Passed (54%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 5539 @ 7' 11 1/2" 6400 Passed (87%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 10078 @ 7' 10868 Passed (93%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.180 @ 4' 10 7/16" 0.289 Passed (L/579) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.304 @ 4' 10 3/8" 0.433 Passed (L/342) 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 9' 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' 8". 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 2005 methodology. Supports Bearing Loads to 5uppott3 (fbs) Accessories, „ . Total nvadabie Required- peed . Snow ` Tutal 1 - Column - DF 3.50" 3.50" 1.50" 950 1347 2297 Blocking 2 - Column - HF 5.50" 5.50" 2.97" 2755 3999 6754 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. L8ad5- location.. ° TribUtarY 'Wdth i pead : (O. Snoyo (1 sy Cflhiruents . 1 - Point (lb) 7' N/A 2051 3016 2 - Uniform (PSF) 7' to 9' 2" 23' 9" 17.0 25.0 Snow 3 - Tapered (PSF) 0 to 7' 3' 11" to 8' 17.0 25.0 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. The product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. Eric L. Rice; PE ELR Engineering (206)200.8764 eireng33@gmail.com Plan 3212 Lot B 14050 33rd Ave S Tukwila, WA 98168 System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD 1 SUSTAINABLE FORESTRY INITIATIVE 8/8/2015 8:25:38 AM Forte v4.6, Design Engine: V6.1.1.5 3211.4te Page 7 of 23 � C 0 R T E '" MEMBER REPORT Upper floor, 2FJ-1 r1 ■ 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC PASSED Overall Length: 10' 6" 0 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are hodzontal.;Drawing is Conceptual C1eSigilt Results Actual � Locatan ,Allowed_, itesult LDS..; Load `Comfiinatitsii,;(Patberii)'�- Member Reaction (Ibs) 358 @ 10' 3 1/2" 2126 (3.50") Passed (17%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 273 @ 1' 4 3/4" 1688 Passed (16%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 852 @ 5' 4" 2577 Passed (33%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.050 @ 54" 0.248 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.065 @ 5' 4" 0.496 1 Passed (U999+) 1.0 D + 1.0 L (All Spans) TJ-Pro'" Rating N/A N/A I -- oetlection criteria: U. (L/quo) and TL (1-124U). Bracing (Lu): All compression edges (top and bottom) must be braced at 10' 4 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS 2005 methodology. No composite action between deck and joist was considered in analysis. Supports Bearing Loads to Supports (Ibsj ;= Accrrssories , total Available 7telq quired Deatl Flour; ` Total 1 - Stud wall - HF 5.50" 4.00" 1.50" 85 284 369 1 1/2" Rim Board 2 - Stud wall - HF 3.50" 3.50" 1,50" 83 276 359 Blocking • ram uoara is assumed to carry aii ioaas applied directly above it, bypassing the member being designed. • Blocking Panels are assumed be carry no loads applied directly above them and the full load Is applied to the member being designed. i � Dead Floor,thve _ Loads` • 4ow�ron �- °Spacing �' (0 30j :� (1.90) Coiih>en3s = 1 - Uniform (PSF) 0 to 10' 6" 16" 12.0 40.0 Residential - Living Areas 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. The product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. :Forte Software Operator I Job Notes Eric L. Rice, PE ELR Engineering (206) 200-8764 elreng33@gmail.com Plan 3212 Lot B 14050 33rd Ave S Tukwila, WA 98168 System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 8/8/2015 8:25:38 AM Forte v4.6, Design Engine: V6.1.1.5 3211.4te Page 8 of 23 F O R T E MEMBER REPORT Upper floor, 2FJ-2 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 12" OC PASSED Overall Length: 20' 2" 0 0 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual 13�51.gn"'R$5U1� . f ' Acdial �D iACatlon Allowed � R�sullt � LDF;; Load Combma?bbn(Paillem);: �; Member Reaction (Ibs) 524 @ 2 1/2" 2126 (3.50") Passed (25%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 460 @ 1' 2 3/4" 1688 Passed (27%) 1,00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2535 @ 10' 1" 2577 Passed (98%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.592 @ 10' 1" 0.658 Passed (L,/400) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.769 @ 10' 1" 0.988 Passed (L/308) 1.0 D + 1.0 L (All Spans) TJ-ProT" Rating N/A N/A Deflection criteria: LL (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 1' 2 3/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS 2005 methodology. No composite action between deck and joist was considered in analysis. Supports u, Bearing Loads to soppgrCs (lb5) rocai Avdiiabie Required - Dead �O°r oFal ,Accessories TiZ 1 - Stud wall - HF 3.50" 3.50" 1.50" 121 403 524 Blocking 2 - Stud wall - HF 3.50" 3.50" 1.50" 121 403 524 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. ' pead Ftbor Live � Lodci5 _: loca4on �aCing . _ (0 90) .. < ., (i a0) commer"its 1 - Uniform (PSF) 0 to 20' 2" 12" 12.0 40.0 Residential - Living Areas 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. The product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD 0 SUSTAINABLE FORESTRY INITIATIVE Forte software Operator 8/8/2015 8:25:38 AM Forte v4.6, Design Engine: V6.1.1.5 3211.4te Page 9 Of 23 job Notes. Eric L. Rice, PE Plan 3212 Lot B ELR Engineering 14050 33rd Ave S 64 Tukwila, WA 98168 elreng33@gmail.com eiren 33@g — F O R T E' MEMBER REPORT Upper floor, 2FJ-3 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 12" OC PASSED Overall Length: 18' 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing Is Conceptual SLiitS' Aclual� Locat7cn `Allod :Ri'ction (Ibs) 468 @ 2 1/2"pans) M(lbs) 404 @ 1' 2 3/4" 1688.pans) -Ibs) 2010 @ 9' 2pans) efl. (in) 0pans) efl. (in) 0:483 @ 9' 0.879 Passed (V437) 1.0 D + 1.0 L (All Spans) TJ-Pro- Rating N/A N/A • Defier inn rritPria I I n /7am ..A rl n ,gem Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 1 1/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS 2005 methodology. No composite action between deck and joist was considered in analysis. 5UppOCtS Bearinjl Load§ to $Ifplsu►ta {Ibs) A_,cces'sorias Iotai Available Required bead Floor Total=. 1 - Stud wall - HF 3.50" 3.50" 1.50" 108 360 468 Blocking 2 - Stud wall- HF • Rlnrkinn D..1e 3.50" 3.50" 1.50" 108 360 468 Blocking - ---- - -- -, .,,, a„ u 11 — n dppuea to me memoer oeing designed. s µbead < Floor Live 1 - Uniform (PSF) 0 to 18' 12" 12.0 40.0 - Residential - Living Areas 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. The product application, input design loads, dimensions and support Information have been provided by Rueppell, Inc. Forte Software AperatoY Jo1f Notes Eric L. Rice, PE Plan 3212 Lot B ELR Engineering 14050 33rd Ave S (206) 200-8764 Tukwila, WA 98168 elreng33@gmaii.com System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD 1 SUSTAINABLE FORESTRY INITIATIVE 8/8/2015 8:25:38 AM Forte v4.6, Design Engine: V6.1.1.5 3211.4te Page 10 of 23 O R E MEMBER REPORT Upper floor, 2FJ-4 �i 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC PASSED Overall Length: 11' 10" 0 0 � 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual iiESlg11 R@St i S ACdiat t Location Re IkVL17 ' 'Load rtbrndt3o»'(Pattemj,; Member Reaction (Ibs) 404 @ 2 1/2" 2126 (3.50") Passed (19%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 319 @ 1' 2 3/4" 1688 Passed (19%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1097 @ 5' 10" 2577 Passed (43%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.083 @ 5' 10" 0.375 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.108 @ 5' 10'. 1 0.563 Passed (L/999+) 1.0 D + 1.0 L (All Spans) TJ -ProTM Rating N/A N/A Deflection criteria: LL (1.1360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 11' 7 11/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS 2005 methodology. No composite action between deck and joist was considered in analysis. $Up�iol#S Bearing total Available ,Required Loadsto Sopptirts`�ibsj ' " deed Floor total Live Accessones 1 - Stud wall - HF 3.50" 3.50" 1.50" 93 311 404 Blocking 2 - Stud wall - HF 5.50" 4.00" 1.50" 96 320 416 1 1/2" Rim Board • 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. ti@ad F1tlor Live 1 - Uniform (PSF) 0 to ill 10" 16" 12.0 40.0 Residential - Uving Areas 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 thlyd-party certified to sustainable forestry standards. The product application, Input design loads, dimensions and support information have been provided by Rueppell, Inc. Forte Software Opel itor Job Notes ' Eric L. Rice, PE Plan 3212 Lot 8 ELR Engineering 14050 33rd Ave S (206) 200-8764 Tukwila, WA 98168 eireng33@gmail.com System : Floor Member Type : Joist Building Use : Residential Building Cade : IBC Design Methodology : ASD (2� SUSTAINABLE FORESTRY INITIATIVE 8/8/2015 8:25:39 AM Forte v4.6, Design Engine: V6.1,1.5 3211.4te Page 11 of 23 MEMBER REPORT Upper floor, 2FB-1 2 piece(s) 2 x 12 Hem -Fir No. 2 PASSED Overall Length: 12' 9" 0 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontaI.;Drawing is Conceptual t�esign Results Actual towtion . Ailowetir Result LCfPR toad GombWation Patiem)"; Member Reaction (Ibs) 397 @ 12' 5 1/2" 1823 (1.50") Passed (22%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 336 @ 11' 6 1/4" 3375 Passed (10%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1219 @ 6' 3 3/4" 4482 Passed (27%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.022 @ 6' 3 3/4" 0.246 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.072 @ 6' 3 3/4" 0.615 Passed (U999+) -- 1.0 D + 1.0 L (All Spans) • uenecoon cntena: LL (L/buu) and I L (L/24o). Bracing (Lu): All compression edges (top and bottom) must be braced at 12' 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 2005 methodology. ` $ePPo Beat'lrlg �tOad3 t0 Supports (Ibs) Accessories Total ' Avadable #tequrred: t)eid door Live - Total 1 - Stud wall - HF 3.50" 2.00" 1.50" 280 126 406 1 1/2" Rim Board 2 - Hanger on 11 1/4" HF beam 3.50" Hanger' 1.50" 284 129 413 See note ' • wm Board is assumed to carry all loads applied directly above It, bypassing the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ' See Connector grid below for additional information and/or requirements. System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD Corinecor. 'Sim son Stron �Tte Connectors �} Support;; Model Sit length Top Nails ,r rate Nails Membe' Netts Accessories -:, 2 - Face Mount Hanger U210-2 2.00" N/A 14-10d x 1-1/2 6-10d x 1-1/2 " Tributary � Dead a r400t: Give h' t.OSdS z CoeaHort ,. W)tlHt- (6 8d) },- (1.00) Commems 1 - Uniform (PSF) 0 to 12' 9" T 10.0 - 2 - Uniform (PSF) 0 to 12' 9" 6" 12.0 40.0 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 riot 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. The product application, Input design loads, dimensions and support information have been provided by Rueppell, Inc. Forte Software Operatar Job Notes Eric L. Rice, PE Plan 3212 Lot B ELR Engineering 14050 33rd Ave S (206) 200-8764 Tukwila, WA 98168 eireng33@gmail.com 4 SUSTAINABLE FORESTRY INITIATIVE 8/8/2015 8:25:39 AM Forte v4.6, Design Engine: V6.1.1.5 3211.4te Page 12 of 23 F O R T E MEMBER REPORT Upper floor, 2FB-2 1 piece(s) 4 x 12 Douglas Fir -Larch No. 2 PASSED Overall Length: 8' 11" 0 0 E 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Acttiai � Location Alloweii' �Restlt LOt= Load..Catlbinat36n(Pattetrij:;- � _+ Member Reaction (Ibs) 2280 @ 8' 9" 2835 (2.00") Passed (80%) 1.0 D + 1.0 L (Alt Spans) Shear (Ibs) 1936 @ 4' 11" 4725 Passed (41%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2326 @ 6' 8 1/16" 6091 Passed (38%) 1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in) 0.010 @ 6' 4 7/8" 0.098 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.014 @ 6' 5 1/16" 0.246 Passed (L1999+) -- 1.0 D + 1.0 L (Alt Spans) Deflection criteria: U. (1./600) and TL (I1240). Bracing (Lu): All compression edges (top and bottom) must be braced at 8' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. S�Pt�� seawing - Laafs to sitppbtts (Ibs) . u . Actessories Total Ayatlattle - "Required= Dew! Floor Total 1 - Stud wall - HF 3.50" 2.00" 1.50" 196 650/-315 846/-315 1 1/2" Rim Board 2 - Column - HF 3.50" 3.50" 2.35" 1722 3417 5139 None 3 - Stud wall - HF 3.50" 2.00" 1.61" 679 1734 2413 ----- 1 1 1/2" Rim Board • ram uoara is assumea to carry all loaas appuea airecuy above It, bypassing me member being designed. Tritriifary Dead Fioori:itr¢ - LoadS' I ocafSon Wid#h (0 90) (1.00) Comments :.- 1 - Uniform (PSF) 0 to 8' 11" 911.1 8.0 - 2 - Point (lb) 3' 10" N/A 284 129 Linked from: 2FB-1, Sup rt 2 3 - Uniform (PLF) 3' 10" to 8' 11" N/A 121.0 403.0 Linked from: 2FJ-2, Support 2 4 - Uniform (PLF) 0 to 8' 11" N/A 108.0 360.0 Linked from: 2FJ-3, Support 1 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. The product application, input design loads, dimensions and support Information have been provided try Rueppell, Inc. System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD l SUSTAINABLE FORESTRY INITIATIVE Forte software operator 8/8/2015 8:25:39 AM Forte v4.6, Design Engine: V6.1.1.5 3211.4te Page 13 of 23 Job Nates Eric L. Rice, PE Plan 3212 Lot B ELR Engineering 14050 33rd Ave S (206) 200-8764 Tukwila, V'JA 98168 elreng33@gmail.com u F O Q T E" MEMBER REPORT Upper floor, 2FB-3 le 1 piece(s) 6 x 10 Douglas Fir -Larch No. 2 PASSED Overall Length: 9' 2" 0 0 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual lie8igr_=ReSu1tiS JlCtual� Locafon Allowed; Ret�lE wF Lo�ili �onlbinatfi►n'(Paicem7: Member Reaction (Ibs) 2198 @ 2" 12031 (3.50") Passed (18%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 1593 @ 1' 1" 5922 Passed (27%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 4440 @ 4' 7" 6032 Passed (74%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.111 @ 4' 7" 0.294 Passed (L/954) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.129 @ 4' 7" 0.442 Passed (L/824) 1.0 D + 0.75 L + 0.75 S (All Spans) uenecoon cntena: a (L/sbu) and I L (ytgu). • Bracing (Lu): Ail compression edges (top and bottom) must be braced at 9' 2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. St ipj7Of$ lbearrng f ied3tb'SuPPgrt''(1bs) Accessories ToI Avadahifl ,kequir� Dead l - Snout hotel 1 -Column - DF 3.50" 3.50" 1.50" 299 1788 745 2832 Blocking 2 - Column - HF 3.50" 3.50" 1.50" 299 1788 745 2832 Blocking • CIocKIng Panels are assumea to carry no loads applied directly above them and the full load is applied to the member being designed. ` 'tributary Dead )looriive Sndw l.O�d5, location width {0 90} (3 00) „1 Y5), Coromentst 1 - Uniform (PSF) 0 to 9' 2' 6' 6" 8.0 60.0 25.0 Residential - Living Areas 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. The product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. Forte Software Operator Job Notes Eric L. Rice, PE Plan 3212 Lot B ELR Engineering 14050 33rd Ave S (206) 200-8764 Tukwila, WA 98168 eireng33@gmail.com System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD 1 SUSTAINABLE FORESTRY INITIATIVE 8/8/2015 8:25:39 AM Forte v4.6, Design Engine: V6.1.1.5 3211.4te Page 14 of 23 FORTE ' MEMBER REPORT Upper floor, 2FB-4 1 piece(s) 6 x 12 Douglas Fir -Larch No. 2 PASSED Overall Length: 14' 41/4" 0 in a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.:Drawing is rnnrantnal �ieSlglt IreStlttS Acti&1 �+ Location p. Allowed ; Reside iiiP�F L�id..CornWnatSori�{Pati�rn}� � - Member Reaction (Ibs) 4050 @ 14' 3" 9453 (2.75") Passed (43%) 1.0 D + OJ5 L + 0.75 S (All Spans) Shear (Ibs) 1576 @ 1' 5" 7168 Passed (22%) Spans) Moment (Ft-Ibs) 6495 @ T 3 1/2" 8840 Passed (73%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.220 @ 7' 3 1/2" 0.464 Passed (L/758) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) • Deflertinn rritnria• i I n 1'4an) -A 0.263 @ 73 1/2" n n r n% 0.696 Passed (L/635) 1.0 D + 0.75 L + 0.75 S (All Spans) • Bracing (Lu): All compression edges (top and bottom) must be braced at 14' 4 1/4" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. $�ippot$ Bearrng Loads to Supports{Ibs) . Aoortes Total Avadabie Required : Dead Floor . Live- 5naw total 1 - Column - HF 5.50" 5.50" 1.50" 333 1623 676 2632 Blocking 2 - Column - HF 2.75" 2.75" 1.50" 656 3195 1331 5182 Blocking • Blocking Panels are assumnrl rn rare,, nn i. A� .... _..- ,..,.., .... - -wp" w — ...anwur oeing oesignea. � ' _ inbu�ary 1Deatl ' � Floor Live Show l ads Location Width ;{096) (lilpj 1• , <,(115) Comments„„ 1 - Uniform (PSF) 0 to 14' 4 1/4" 3' 8 1/2" 8.0 60.0 25.0 Residential -Living 2 -Point (Ib) 14' 4 1/4" N/A 333 1623 676 Areas Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.3 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. The product application, input design loads, dimensions and support Information have been provided by Rueppeli, Inc. FbrteSoftware. rotor Job�.Notes Eric L. Rice, PE Plan 3212 Lot B ELR Engineering 14050 33rd Ave S (206) 200-8764 Tukwila: WA 98168 elreng33@gmail.com System : Floor Member Type: Drop Beam Building Use : Residential Building Code: IBC Design Methodology : ASD 4 SUSTAINABLE FORESTRY INITIATIVE 8/8/2015 8:25:40 AM Forte v4.6, Design Engine: V6.1.1.5 3211.4te Page 15 of 23 F Q T E� MEMBER REPORT Lower floor, 1FB-1 1 piece(s) 6 x 12 Douglas Fir -Larch No. 2 PASSED Overall Length: 14' 41/4" 0 o All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual �SIt,Jt it@SiUliS ACCuI � Lowti0n .-.: Alloviied;' R�suit LDF� load ,Combinatlmi(?ahem);:- Member Reaction (Ibs) 8101 @ 14' 3" 9453 (2.75") Passed (86%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 1576 @ 1' 5" 7168 Passed (22%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 6495 @ 7 3 1/2" 8840 Passed (73%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.220 @ 7' 3 1/2" 0.464 Passed (L/758) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.263 @ 7' 3 1/2" 1 0.696 Passed (L/635) 1.0 D + 0.75 L + 0.75 S (All Spans) uenectlon cntena: LL (L4sbu) and TL (L/L4u). Bracing (Lu): All compression edges (top and bottom) must be braced at 14' 4 1/4" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NOS 2005 methodology. SIi Ott5 Hearing ; Ldads to Supports (Ibs) Acc�ssbnes i T otal AVatlable - lieyuired-' Dead Floor , Snow total 1 - Column - HF 5.50" 5.50" 1.50" 666 3246 1352 Blocking 2- - HF 2.75" 2.75" 2.36" 1312 6390 2662 +_1,264 30364 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. ------------- 01 Tribtitary Dead door Live 5nanv = LOOMS Locat7on < . Width {0 9a) {i 00) '{i, i5) Gommenis 1 - Uniform (PSF) 0 to 14' 4 1/4" T 8 1/2" 8.0 60.0 25.0 Residential - Living Areas 2 - Point (lb) 14' 4 1/4" N/A 333 1623 676 3 -Point (lb) 2 3/4" N/A 333 1623 676 Linked from: 2FB-4, Su rt 1 4 - Point (lb) 14' 4 1/4" N/A 656 3195 1331 Unked from: 2FB-4, Support 2 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. The product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. System : Floor Member Type: Drop Beam Building Use : Residential Building Code : IBC Design Methodology: ASD Y SUSTAINABLE FORESTRY INITIATIVE Forte Software Opeator 8/8/2015 8:25:40 AM Forte v4.6, Design Engine: V6.1.1.5 g g 3211.4te Page 16 Of 23 Sob Notes Eric L. Rice, PE Plan 3212 Lot B ELR Engineering 14050 33rd Ave S (206) 200-8764 TUkwila, WA 98168 elreng33@gmail.com - F 0 R T E " MEMBER REPORT Lowerfloor, 1FG-1 1 piece(s) 4 x 10 Douglas Fir -Larch No. 2 Overall Length: 15' 6" 0 0 0 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Desigit.ltesitlt� actuat.�'lowt3on . ={anuwed: itesut �oF._` 1oad.co`nbtr►atin�'taattern)- , Member Reaction (Ibs) 8481 @ 5' 2 3/4" 9844 (4.50") Passed (86%) 1.0 D + 1.0 L (Adj Spans) Shear (Ibs) 3051 @ 4' 3 1/4" 3885 Passed (79%) 1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft-Ibs) -4181 @ 5' 2 3/4" 4492 Passed (93%) 1.00 1.0 D + 1.0 L (Adj Spans) Live Load Defl. (in) 0.032 @ 2' 6 3/4" 0.170 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl.(in) 0.040 @ 2'6 1/4" 0,255 Passed (L/999+) I -- 1.0 D + 1.0 L (Alt Spans) uenection criteria: LL (L/3bu) ana I L (L/24u). Bracing (Lu): All compression edges (top and bottom) must be braced at 15' 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 2005 methodology. 9earmg . Loans to Supports (Ibs? I SN OI r5 pp .= 7otat aaatlable '1lequired, mead Floor T+>fa( accessories 1 - Column - HF 3.00" 3.00" 1.50" 829 2454/-273 3283/-273 Blocking 2 - Column - HF 4,50" 4.50" 3.88" 2209 6273 8482 Blocking 3 - Column - HF 4.50" 4,50" 3.79" 2142 6151 8293 Blocking 4 - Column - HF 3.00" 3.00" 1.50" 798 23901-291 31881-291 Blocking Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Trtibitary ". D�iJ Floor lure - ` Wads [ocatlon '' v�iith ' Zfl so) (i oo) �mments 1 - Uniform (PSF) 0 to 15' 6" 10' 1 1/2" 12.0 40.0 Residential - Living Areas 2 - Uniform (PSF) 0 to 15' 6" 9' 1" 8.0 - 3 - Uniform (PLF) 0 to 15' 6" N/A 62.3 207.0 inked from: 2FJ-1, Support 2 4 - Uniform (PLF) 0 to 15' 6" N/A 121.0 403.0 1 Linked from: 29-2, Surmort 1 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. The product application, input design loads, dimensions and support Information have been provided by Rueppell, Inc. PASSED System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology: ASD 0 SUSTAINABLE FORESTRY INITIATIVE Forte software operator lob Ttotes 8/8/2015 8:25:40 AM Eric L. Rice, PE Plan 3212 Lot B Forte v4.6, Design Engine: V6.1 A .5 ELR Engineering 14050 33rd Ave S 3211,4te (206) 200-8764 Tukwila, VVA 98168 elreng33@gmail.com Page 17 of 23 F 0 R T E' MEMBER REPORT Lower floor, 1FG-2 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 PASSED Overall Length: 28' 2" J G - 0 11 9 9 ® 9 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizonta I.; Drawing is Conceptual Design Results, pctval Location Allowed ;". Result LDF Load Comblaatwn_(Pattern)". Member Reaction (Ibs) 4115 @ 7' 6" 6563 (3.00") Passed (63%) -- 1.0 D + 1.0 L (Adj Spans) Shear (Ibs) 1916 @ 6' 9 1/4" 3045 Passed (63%) 1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft-Ibs) -2739 @ T 6" 2989 Passed (92%) 1.00 1.0 D + 1.0 L (Adj Spans) Live Load Defl. (in) 0.097 @ 3' 7" 0.246 Passed (L/915) 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.123 @ 3' 6 3/4" 0.369 Passed (L/718) 1.0 D + 1.0 L (Alt Spans) • Deflection criteria: LL (1-1360) and TL (IJ240). Bracing (Lu): All compression edges (top and bottom) must be braced at 28' 2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. 8earing Loads tb 5uppafts (Ibs) - - 5t1pP�„ 7ntal 7 Avatiable . `Regttlred Dead T11�ver Gotai Accesso►ies _ _ 1 - Column - HF 3.00" 3.00" 1.50" 393 12981-54 1691/-54 Blocking 2 - Column - HF 3.00" 3.00" 1.88" 947 3168 4115 Blocking 3 - Column - HF 3.00" 3.00" 1,50" 519 2369 2888 1 Blocking 4 - Column - HF 3,10" 3.00" 1.50" 669 2495 3164 Blocking 5 - Column - HF 3.00" 3.00" 1.50" 731 2509 3240 1 Blocking 6 - Column - HF 3.00" 3.00" 1.50" 273 974/-110 1247/-110 1 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; y tocatio(1 = Tributary width 'Dead = , , tago3 . Floor Lure (1 iloj Comller,ts ,, , 1 - Uniform (PSF) 0 to 28' 2" 9' 11" 12.0 40.0 Residential - Living Areas 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 (R m 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. The product application, input design loads, dimensions and support Information have been provided by Rueppell, Inc. System : Floor Member Type: Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD 4 SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 8/8/2015 8:25:40 AM Forte v4.6, Design Engine: V6.1.1.5 3211.4te Page 18 of 23 Job Notes ' Eric L. Rice, PE Plan 3212 Lot B ELR Engineering 14050 33rd Ave S (206) 200-8764 Tukwila, WA 98168 etreng33@gmail.com Q " MEMBER REPORT Lower floor, 1FG-3 m 1 piece(s) 4 x 12 Douglas Fir -Larch No. 2 PASSED 0 Overall Length: 24' 4" . G QlY a e 01% 0 o a ® o All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Q251 Jta �ESultS Actual � location .: Allowed:; Result _ LDF� Load ComWrrdtl6ri';(Pattern) j�n3i(pj ''., Member Reaction (Ibs) 9595 @ 19' 1/4" 9844 (4.50") Passed (97%) 1.0 D + 1.0 L (Adj Spans) [1) Shear (Ibs) 3219 @ 20' 1 3/4" 4725 Passed (68%) 1.00 1.0 D + 1.0 L (Adj Spans) [1] Moment (Ft-Ibs) -4795 @ 19' 1/4" 6091 Passed (79%) 1.00 1.0 D + 1.0 L (Adj Spans) [1] Live Load Defl. (in) 0.021 @ 21' 8 13/16" 0.173 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) [1] Total Load Defl. (in) 0.026 @ 21' 9 5/16" 0.259 Passed (L/999+) I -- 1 1.0 D + 1.0 L (Alt Spans) [1] • Detlection criteria: LL (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 24' 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 2005 methodology. 13e.irmg _ Loads II Supports (Ibs) SupporEs .a Yntaf Available ;Required= dead „ floor - Live. total Accessories i - Column - HF 3.00" 3.00" 1.50" 398 1438/-186 1836/-186 Blocking 2 - Column - HF 4.50" 4.50" 3.49" 2160 5469 7629 Blocking 3 - Column - HF 4.50" 4.50" 3,96" 2181 6490 8671 1 Blocking 4 - Column - HF 4.50" 4.50" 4.13" 2246 6780 9026 1 Blocking 5 - Column - HF 4.50" 4.50" 4.39" 2476 7119 9595 Blocking 6 - Column - HF 3.00" 3.00" 1,69" 924 2779/-301 3703/-301 Blocking Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. ' Y Tributary � Deed floor Live Loads Lacatwn Wltltb (0 96) _'-< (1.d0) ,,, Comments _ 1 - Uniform (PSF) 0 to 24' 4" 9' 4 1/2" 12.0 40.0 Residential - Living Areas 2 - Uniform (PSF) 8' 4 3/4" to 24' 4" 9111, 8.0 - 3 - Uniform (PLF) 8' 4 3/4" to 24' 4" N/A 121.0 403.0 from: 29-2, Linkedrt su z 4 - Uniform (PLF) 8' 4 3/4" to 24' 4" N/A 108.0 360.0 Linked from: 2F]-3, Su rt 1 5 - Point (lb) 1 1/2" N/A 196 650/-315 Linked from: 2FB-2, SuvDort 1 6 - Point (lb) 3' 8" N/A 1722 3417 Linked from: 2FB-2, su rt 2 7 - Point (lb) 8' 7" N/A 679 1734 Linked from: 2FB-2, Support 3 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. The product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. System : Floor Member Type: Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 8/8/2015 8:25:41 AM Forte v4.6, Design Engine: V6.1.1.5 3211.4te Page 19 of 23 fob Notes '' Eric L. Rice, PE Plan 3212 Lot B ELR Engineering 14050 33rd Ave S (206) 200-8764 Tukwila, WA 98168 elreng33@gmail.com a F V R T E '� MEMBER REPORT Lower floor, 1FG-5 1 piece(s) 4 x 10 Douglas Fir -Larch No. 2 Overall Length: 20' 3" 0 0 0 o a ® o All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontaI.;Drawing is Conceptual DeSlgla ittSU�itS - Attual � Location - ..� Aitovved _ R�sutt LDf Load.CoMbinAflbn(Pat�ern)z ' Member Reaction (Ibs) 8588 @ 14' 11 1/4" 9844 (4.50") Passed (87%) 1.0 D + 1.0 L (Adj Spans) Shear(lbs) 3098 @ IF 10 3/4" 3885 Passed (80%) 1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft-Ibs) -4322 @ 14' 11 1/4" 4492 Passed (96%) 1.00 1.0 D + 1.0 L (Adj Spans) Live Load Defl. (in) 0.033 @ 17' 7 13/16" 0.173 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.041 @ 17' 8 3/8" 0.259 Passed (U999+) -- 1.0 D + 1.0 L (Alt Spans) �cnauvn uaand: LL ky.7ov) dnu I L (y[vU). Bracing (Lu): All compression edges (top and bottom) must be braced at 17' 8 1/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. = ° 9eatwne Loads to Supports (Ibs)::; Supports lotai Avallble ltequinetl Dead door,` Total Accessories `' - r I-- Column - HF 3.00" 3.00" 1.50" 671 2135/-370 2806/-370 Blocking 2 - Column - HF 4.50" 4.50" 3.62" 2055 5853 7908 Blocking 3 - Column - HF 4.50" 4.50" 3.61" 1922 5965 7887 Blocking 4 - Column - HF 4.50" 4.50" 3.93" 2253 1 6335 8588 Blocking 5 Column - HF 3.00" 3.00" 1.50" 827 1 2450/-275 3277/-275 1 Blocking aiocKing raneis are assumea to carry no toads applied directly above them and the full load is applied to the member being designed. ' Tnt±itary Dead Y Flodr,Lve ;LOetls;; ` FYycatlon :; ,:, WMth ,j0 90) .:i � {1.Od) Cnminet►ts , " 1 - Uniform (PSF) 0 to 20' 3" 10' 3" 12.0 40.0 Residential - Living Areas 2 - Uniform (PSF) 0 to 20' 3" 911.1 8.0 3 - Uniform (PLF) 0 to 20' 3" N/A 108.0 360.0 Linked from: 2FJ-3, Support 2 4 - Uniform (PLF) 0 to 20' 3" N/A 69.8 233.3 Linked from: 25-47 SUDDort I 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. The product application, input design loads, dimensions and support Information have been provided by Rueppell, Inc. Forte Software Operiitar lob Notes Eric L. Rice: PE Plan 3212 Lot B ELR Engineering 14050 33rd Ave S (206) 200-8764 Tukwila: WA 98168 elreng33@gmail.com PASSED System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology: ASD SUSTAINABLE FORESTRY INITIATIVE 8/8/2015 8:25:41 AM Forte v4.6, Design Engine: V6.1.1.5 3211.4te Page 20 of 23 F O R T F MEMBER REPORT Lower floor, 1FG-4 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 PASSED Overall Length: 20' 3" 0 0 5' 2 3/4" 5' 3 3/4" o a a a a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawino Is Concentual 'SUIltS pztuai $6 Locat3pri Allowfnl ktlsult LDF Y oaf! Cpitbiha#inn;(Pattiri) --------------------- ction (Ibs) 3324 @ 14' it 1/4" 6563 (3.00") Passed (51%)z 1.0 D + 1.0 L (Adj Spans) MShear(lbs) 1325 @ 15' 8" 3045 Passed (44%) 100 1.0 D + 1.0 L (Adj Spans) -Ibs) -1667 @ 14' 11 1/4" 2989 Passed (56%) 100 10 D + 10 L AdSans) efl. (in) 0,024 @ IT 7 13/16" 0.173 Passens) efl. (in) • DPf'IPr}inn rrii PHb I I /1 /zcn\ �nA 0.033 @ 17' 8 1/2" T / 0.259 Passed (L/999+) 1.0 D + 1.0 L (Alt Spans) Bracing (Lu): All compression edges (top and bottom) must be braced at 20' 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 2005 methodology. lear+n9 Loads to Suppotts (Ibs) 5uppalts Accessories Total At+afiable -Required ; Dead Floor ' Toil' 1 - Column - HF 3.00" 3.00" 1.50" 326 752/-130 1078/-130 Blocking 2 - Column - HF 3.00" 3.00" 1.50" 996 2062 3058 Blocking 3 -Column - HF 3.00" 3.00" 1.50" 932 ZILI 3033 Blocking 4 - Column - HF 3.00" 3.00" 1.52" 1093 2231 3324 Blocking 5 - Column - HF 3.00" 3.00" 1.50" 401 863/-97 1264/-97 1 Blocking - •w� err =� r uuuvd u- dnu uie run Joao is appuea to the member being designed. - L00id& Tribtrary �f:atl "{0.90). Flf>orlivfa "` � � L6catlon :; ,Width (1,00) Comrnerits . _ 1 - Uniform (PSF) 0 to 20' 3" 8' 10" 12.0 40.0 Residential - Living Areas 2 - Uniform (PSF) 0 to 20' 3" 9111, 8.0 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. The product application, Input design loads, dimensions and support information have been provided by Rueppell, Inc. Forte Software Operator Job Notes Eric L. Rice, PE Plan 3212 Lot B ELR Engineering 14050 33rd Ave S (206) 200-8764 Tukwila, WA 98168 elreng33@gmail.com System : Floor Member Type : Drop Beam Building Use : Residential Building Code: IBC Design Methodology : ASD 0 SUSTAINABLE FORESTRY INITIATIVE 8/8/2015 8:25:41 AM Forte v4.6, Design Engine: V6.1A.5 3211.4te Page 21 of 23 a F 4 R T E"' MEMBER REPORT Lower floor, 1FG-6 1 piece(s) 4 x 10 Douglas Fir -Larch No. 2 PASSED Overall Length: 29' 2" 0 0 a a a ® a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual �91gi1 Resulfs %(ctaal CrP Locclf3on Aiiowed.� Result LOF Load: CombinatEidxt;(PatDem)_: Member Reaction (Ibs) 9480 @ 9' 8" 9844 (4.50") Passed (96%) 1.0 D + 0.75 L + 0,75 S (Adj Spans) Shear (Ibs) 4192 @ 10' 7 1/2" 4468 Passed (94%) 1.15 1.0 D + 0.75 L + 0.75 S (Adj Spans) Moment (Ft-Ibs) -4738 @ 9' 8" 5166 Passed (92%) 1.15 1.0 D + 0.75 L + 0.75 S (Adj Spans) Live Load Defl. (in) 0.063 @ 13' 5 1/16" 0.267 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 S (Alt Spans) Total Load Defl. (in) 0.094 @ 13' 3 3/8" 0.400 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 S (Alt Spans) ueriecuon cncena: L (i./sou) ana I L (L/[4U). Bradng (Lu): All compression edges (top and bottom) must be braced at 23' 6 15/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. Suppots 13earrng� Loads toPl�orts (4bs) .,: Accessoraaa Tonal Available Re4uteed;:' l9ead. � Floor ,.L9ve. = Snow': Iota► 1 - Column - HF 3.00" 3.00" 1.50" 354 1069/-150 97 1520/-150 Blocking ` 2 - Column - HF 3.00" 3.00" 1.50" 335 2683 -522 3018/-522 Blocking 3 - Column - HF 4.50" 4.50" 4.33" 3781 3534 4064 11379 Blocking 4 - Column - HF 4.50" 4.50" 3.81" 3275 3618 1 3142 10035 Blocking 5 - Column - HF 4.50" 4.50" 3.50" 3187 3143 1 2808 9138 Blocking 6 - Column - HF 3.00" 3.00" 1.50" 1174 1233/-153 1053 3460/-153 Blocking tsloaang Panels are assumea to carry no loads applied directly above them and the full load is applied to the member being designed. k - Tributary Dead floor Live Snow Loads °'. Locat9on wlat 415) Co 1 - Uniform (PSF) 0 to 29' 2" 11' 4 1/2" 12.0 40.0 Residential - Living Areas 2 - Uniform (PSF) 17' 8" to 29' 2" 911. 8.0 3 - Uniform (PSF) 178" to 29' 2" 17' 1" 17.0 25.0 4 - Point (lb) 9' 7" N/A 1262 1792 Unked from: 2FG-7, su rt 1 5 - Point (lb) 11' 8" N/A 1627 2341 Linked from: RH-5, Support 1 6 - Point (lb) 17' 8" N/A 822 1261 Linked from: RH-5, Support 2 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. The product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. Forte Software operator Job Notes Eric L. Rice, PE Plan 3212 Lot B ELR Engineering 14050 33rd Ave S (206) 200-8764 Tukwita, WA 98168 etreng33@gmail.com System : Floor Member Type: Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD 4 SUSTAINABLE FORESTRY INITIATIVE 8/8/2015 8:25:41 AM Forte v4.6, Design Engine: V6.1.1.5 3211.4te Page 22 of 23 �II MEMBER REPORT Lower floor, 2FG-7 tl F R T E 2 pieces) 2 x 12 Hem -Fir No. 2 PASSED 0 Overall Length: 10' 5" 10' 5' I 0 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Design Results Actual ® Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 3054 @ 2" 4253 (3.50") Passed (72%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 3044 @ 1' 2 3/4" 3881 Passed (78%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 3556 @ 1' 4" 5155 Passed (69%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (In) 0.055 @ 4' 5 5/16" 0.198 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.096 @ 4' 5 11/16" 0.496 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Deflection criteria: LL (1.1600) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 10' 3 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to Supports (lbs) Accessories Total Available Required Dead Snow Total 1 - Beam - DF 3.50" 3.50" 2.51" 1262 1792 3054 Blocking 2 - Plate on concrete - HF 5.50" 4.00" 1.50" 207 239 446 1 1/2" Rim Board • 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 Tributary Width Dead (0.90) Snow (1.15) Comments 1 - Point (lb) V 4" N/A 1381 2031 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 rat 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. The product application, Input design loads, dimensions and support information have been provided by Rueppell, Inc. Forte Software Operator Job Notes Eric L. Rice. PE Plan 3212 Lot 8 ELR Engineering 14050 33rd Ave S (206) 200-8764 Tukwila, WA 98168 eireng33@gmail.com System : Floor Member Type: Flush Beam Building Use : Residential Building Code : IBC Design Methodology : Aso 4 SUSTAINABLE FORESTRY INITIATIVE 8/8/2015 8:25:42 AM Forte v4.6, Design Engine: V6.1.1.5 3211.4te Page 23 of 23 ELR Engineering Project Title: 1915 Dayton Ave NE Engineer: ELR Renton,' WA 98056 Project Descr: Phone: (206) 200-8764 Email: elreng33@gmail.com Project ID: Pfted: 8 AUG 2015. 8:34AM General Footing File=C:lUsersleEeng331Dropboxll_ELRE-1t1_ELR_-1120151RUEPPE-lkBRCFamily132111Enercabt3211.ec6 ENERCALC, INC.1983.2015, Build:6.15.7.30, Ver.6.15.7.30 Description : ))> Footing = Typical maximum point load on continuous T-wall with 24e tali stemwall Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties fc : Concrete 28 day strength = 2.50 ksi fy : Rebar Yield = 40.0 ksi Ec : Concrete Elastic Modulus = 2,850.0 ksi Concrete Density = 150.0 pcf (p Values Flexure = 0.90 Shear = 0.750 Analysis Setting: Min Steel % Bending Reinf, _ Min Allow % Temp Reinf. = 0.00140 Min. Overturning Safety Factor = 1.0 : 1 Min. Sliding Safety Factor = 1.0 : 1 Add Ftg Wt for Soil Pressure No Use ftg wt for stability, moments & shear. No Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability, mom & shear No Dimensions Width parallel to X-X Axis = 1.250 ft Length parallel to Z-Z Axis = 4.50 ft Footing Thicknes = 6.0 in Pedestal dimensions... px : parallel to X-X Axis = 6.0 in pz : parallel to Z-Z Axis = 54.0 in Height - 24.0 in Rebar Centerline to Edge of Concrete. at Bottom of footing = 3.250 in Reinforcing Bars parallel to X-X Axis Number of Bars = 3.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 2.0 Reinforcing Bar Siz1 = # 3 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separationg X-X Axis # Bars required within zone 43.5 % # Bars required on each side of zone 56.5 % Applied Loads Soil Design Values Allowable Soil Bearing = 1.50 ksf Increase Bearing By Footing Weight = No Soil Passive Resistance (for Sliding) = 150.0 pcf Soil/Concrete Friction Coeff. = 0.250 Increases based on footing Depth Footing base depth below soil surface = ft Allowable pressure increase per foot of dept= 0.150 ksf when footing base is below = ft Increases based on footing plan dimension Allowable pressure increase per foot of dep = ksf when maximum length or width is greate- ft v, ,, d CD 7 -1/ n X•X Sectbn Lw" to +Z- 1 i �E. � Z29ctbnlnoUpb�X D Lr L S W E H P : Column Load = 2.80 5.60 k OB : Overburden = ksf = k-ft M-zz k-ft Vx _ k .. V-z = k ELR Engineering 1915 Dayton Ave NE Renton, WA 98056 Phone: (206) 200-8764 Email: elreng33@gmail.com General Footing Project Title: Engineer: ELR Project Descr: Description : ))> Footing = Typical maximum point load on continuous T wail with 24" tall stemwall Project ID: Prirded: 8 AUG 2015, 8:34AM INC.1983-2015, Build:6.16.7.30. Ver:6.15.7 DESIGN SUMMARY Design O Min. Ratio Item Applied Capacity Governing Load Combination rAb* 0.9953 Soil Bearing 1.493 ksf 1.50 ksf +D+L+H about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1455 Z Flexure (+X) 0.1540 k-ft 1.058 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1455 Z Flexure (A) 0.1540 k-ft 1.058 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.0 X Flexure (+Z) 0.0 k-ft 0.0 k-ft No Moment PASS 0.0 X Flexure (-Z) 0.0 k-ft 0.0 k-ft No Moment PASS 0.1291 1-way Shear (+X) 9.679 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS PASS 0.1291 1-way Shear (A) 9.679 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H n/a 1-way Shear (+Z) 0.0 psi 75.0 psi n/a PASS n/a 1-way Shear (-Z) 0.0 psi 75.0 psi n/a PASS 0.1492 2-way Punching 13.679 psi 91.667 psi +1.20D+0.50Lr+1.60L+1.60H ,ELR Engineering 1915 Dayton Ave NE Renton, WA 98056 phone: (206)200-8764 email: elreng33@gmail.com Lateral Calculations ELR Engineering 1915 Dayton Ave NE Renton, WA 98056 Phone: (206) 200-8764 Email: elreng33@gmail.com Seismic load design values Project Title: Engineer: ELR Project Descr: Project ID: Calculations per ASCE 7-10 Risk Category of Building or Other Structure : "II" : All Buildings and other structures except those listed as Category 1, III, and IV ASCE 7-10, Page 2, Table 1.5-1 Seismic Importance Factor = 1 ASCE 7-10, Page 5, Table 1.5-2 OSER OWED Ground Motion ASCE 7-10 11.4.1 Max. Ground Motions, 5%Damping SS = 1.50 g, 0.2 sec response S 1 = 0.60 g. 1.0 sec response Site Ciass„ Site go*and l)eslgri Category Site Classification W . Shear Wave Velocity 600 to 1,200 fUsec = D ASCE 7-10 Tahlp 9n.1-1 Site Coefficients Fa & Fv (using straight-line interpolation from table values) Maximum Considered Earthquake Acceleration Design Spectral Acceleration Fa = 1.00 Fv = 1.50 S MS = Fa * Ss = 1.500 S Mt = Fv * S1 = 0.900 S DS S MS 2/3 = 1.000 S D1= S M1 213 = 0.600 ASCE 7-10 Table 11.4-1 & 11.4-2 ASCE 7-10 Eq. 11.4-1 ASCE 7-10 Eq. 11.4-2 ASCE 7-10 Eq. 11.4-3 ASCE 7-10 Eq. 11.4-4 Seismic Design Category = D ASCE 7-10 Table 11.64 & -2 Re§iStiMg System '. ASCE 7 10 Table 12 2 1 Basic Seismic Force Resisting System ... Bearing Wall Systems Light -framed walls sheathed w/wood structural panels rated for shear resistance or steel sheets. Response Modification Coefficient " R " = 6.50 Building height Limits : System Overstrength Factor " Wo " = 2.50 Category "A & B" Limit: No Limit Deflection Amplification Factor " Cd " = 4.00 Category "C" Limit: No Limit Category "D" Limit: Limit = 65 NOTE! See ASCE 7-10 for all applicable footnotes. Category "E" Limit: Limit = 65 Category "F" Limit: Limit = 65 latEral FofCQ ProCedUte ASCE 7-10 Section 12.8.2 Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 71012 8 Defefmlit Building ;Period ' use ASCE 12 a 7 Structure Type for Building Period Calculation : All Other Structural Systems " Ct " value = 0,020 " hn " : Height from base to highest level = 31.330 ft " x " value = 0.75 " Ta " Approximate fundamental period using Eq. 12.8-7 : Ta = Ct * (hn ^ x) = 0.265 sec "TL" : Long -period transition period per ASCE 7-10 Maps 22-12 -> 22-16 6.000 sec Building Period " Ta " Calculated from Approximate Method selected = 0.265 sec " CS "Response COefflClent:- , ASCE 7-10 Section 12.8,1.1 S DS• Short Period Design Spectral Response = 1.000 From Eq. 12.8-2, Preliminary Cs — " R " : Response Modification Factor " " = 6.50 From Eq.12.8-3 & 12.84 , Cs need not exceed 0.154 — 0.349 I : Seismic Importance Factor = 1 From Eq. 12.8-5 & 12.8-6, Cs not be less than = 0.046 Cs :Seismic Response Coefficient = = 0.1538 Seismic Base. Shear ASCE 7-10 Section 12.8.1 Cs = 0.1538 from 12.8.1.1 W ( see Sum Wi below) = 127.82 k Seismic Base Shear V = Cs * W = 19.66 k ELR Engineering Project Title: 1915 Dayton Ave NE Engineer: ELR Project ID: Renton, WA 98056 Project Descr: Phone: (206) 200-8764 Email: elreng33@gmail.com Pricked: 8AUG 2015, 8:2" ASCE Seismic Base .Shear File =C:lUserslekeng331Dropboxll ELRE-11t ELR_-ii20151RUEPPE-11BRCFamibA32111Enercalc13211.ec6 ENERCALC, INC.1983-2015, BuM:6.15.7.30, Ver.6.15.7.30 KW-06010691 Licensee ELR Engineering Vertical Distribution of Seismic Forces ASCE 7-10 Section 12.8.3 " k " : hx exponent based on Ta = 1.00 Table of building Weights by Floor Level.. Level # Wi: Weight Hi : Height (Wi * Hi) ^k Cvx Fx=Cvx * V Sum Story Shear Sum Story Moment 2 68.05 21.52 1,464.44 0.6766 13.31 13.31 0.00 1 59.77 11.71 699.91 0.3234 6.36 19.66 130.53 Sum Wi = 127.82 k Sum Wi * Hi = 2,164.34 k-ft Total Base Shear = 19.66 k Base Moment = 360.8 k-ft Diaphragm Forces: Seismic Design Category T" to "F" ASCE7-10 12.10.1.1 2 68.05 13.31 13.31 68.05 13.61 1 59.77 6.36 19.66 127.82 11.95 Wpx ........................ Weight at level of diaphragm and other structure elements attached to it. Fi .......................... Design Lateral Force applied at the level. Sum Fi ...................... Sum of "Lat. Force" of current level plus all levels above MIN Req'd Force @ Level .... , ... 0.20 * S D31 * Wpx MAX Req'd Force @ Level ....... 0.40 * S D* I *Wpx Fpx : Design Force @ Level ...... Wpx * SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level aWoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN 3211_1.wsw WoodWorks® Shearwalls 10.31 Aug. 8, 2015 07:48:29 Level 2 of 2 48' 44' 40' 36' 32' 28' 24' 20' 16' 12' 8' 4' 0' -4' 0' 4' 8' 12' 16' 20' 24' 28' 32' 36' 40' 44' 48' 52' 56' 60' I+ WOOCIWOI'KS® ShearwaIIS SOFTWARE FOR WOOD DESIGN 3211_1.wsw Wood Works® Shearwalls 10.31 Aug. 8, 2015 07:48:29 Level 2 of 2 64' 60' 56' _ 52' 48' l� F 1:Std. Wall 1 a 44' Y I E-1 N i 40' ti N.J 36' 32' 28' 24' S D-1:Std. Wall 2 20' r 44 co 16' { c `,*.N 12 E � . N i i f u r 4' _�1 4 - L� .1._._ e -8. -12' -20' -16' -12' -8' -4' 0' 4' 8' 12' 16' 20' 24' 28' 32' 36' 40' 44' 48' 52' 56' 60' 64' 68' 72' 76' Oranv = Selnted vjall(s) r- WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN 3211_1.wsw WoodWorks® Shearwalls 10.31 Aug. 8, 2015 07:48:29 Level 1 of 2 64' _ 60' _ 56' 52' 48' F-1:Std. Wall 1 N T 44' E-1:Std. Wall i� s _ 40' co M -� c o I 36' N CO N N 32' 28' 00 .. as 2 4' D-1:Std. Wall 18 m T D-2 � n ° 20' 2 (�j r cli . a _ cu 16' C9:Std. Wall 18 �° m 12' 8' N Cb 4' rn m B-1:Std. Wall , B-2 .6 0. a, - :Std. Wall 18 in A-3 7 -4' r A 1:Std. Wall 19 q? fO N 7 -12' -16' -20' -16' -12' -8' -4' 0' 4' 8' 12' 16' 20' 24' 28' 32' 36' 40' 44' 48' 52' 56' 60' 64' 68' 72' 76' Orange - Selected wall(s) WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Aug. 8, 2015 08:50:47 WoodWorks® Shearwalls 10.31 3211_1.wsw Project Information COMPANY AND PROJECT INFORMATION Company Project ELR Engineering Plan 3212 Lot B 1915 Dayton Ave NE 14050 33rd Ave S Renton, WA 98056 Tukwila, WA 98168 DESIGN SETTINGS SITE INFORMATION WoodWorks® Shearwalls 3211_1.wsw Aug. 8, 2015 08:50:47 Structural Data STORY INFORMATION Story Elev ft Floor/Ceiling Depth in Wall Height ft Ceiling 21.52 8.8 Level 11.71 12.0 9.08 Level 1.63 11.5 9.08 Foundation 0.67 SHEATHING MATERIALS by WALL GROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type Df Eg Fd Bk Notes in in Ibs/in in in 1 Both Struct Sh OSB 40/20 0.594 3 Horz 88500 10d Nail N 2 12 Y 1,2 2 Both Struct Sh OSB 24/16 0.438 3 Horz 83500 8d Nail N 3 12 Y 1,2,3 3, 1 Struct Sh OSB 24/16 0.438 3 Horz 83500 8d Nail N 4 12 Y 1,2,3 4 Ext Struct ShOSB 24/16 0.438 3 Horz 835001 8d Nail N 6 12 Y 1,3 �.yu Grp - Wall Design Group number, used to reference wall in other tables Surf - Exterior or interior surface when applied to exterior wall Ratng - Span rating, see SDPWS Table C4.2.2.2C Thick - Nominal panel thickness GU - Gypsum underlay thickness Ply - Number of plies (or layers) in construction of plywood sheets Or - Orientation of longer dimension of sheathing panels Gvtv - Shear stiffness in Ib/in, of depth from SDPWS Tables C4.2.2A-B Type - Fastener type from SDPWS Tables 4.3A-D: Nail - common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for GWB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing; Box - box nail, Casing - casing nail; Roof - roofing nail; Screw - drywall screw Size - Common, box, and casing nails: refer to SDPWS Table A 1 (casing sizes = box sizes). 1/8"Gauges: 11 ga = 0.120"x 1-3/4" (gypsum sheathing, 25/32" fiberboard), 1-1/2" (lath & plaster, 1/2" fiberboard); 13 ga plasterboard = 0.92"x 1- Cooler or gypsum wallboard nail: 5d =. 086" x 1-5/8"; 6d =. 092"x 1-7/8", 8d =. 113" x 2-3/8"; 6/8d = 6d base ply, 8d face ply for 2-ply GWB. Drywall screws: No. 6, 1-1/4"long. 5/8" gypsum sheathing can also use 6d cooler or GWB nail Df - Deformed nails ( threaded or spiral), with increased withdrawal capacity Eg - Panel edge fastener spacing Fd - Field spacing interior to panels Bk - Sheathing is nailed to blocking at all panel edges; Y(es) or N(o) Apply Notes - Notes below table legend which apply to sheathing side Notes: 1.Capacity has been reduced for framing specific gravity according to SDPWS T4.3A Note 3. 2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3.7.1.4 3. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud spacing is 16" max. or panel orientation is horizontal. See SDPWS T4.3A Note 2. FRAMING MATERIALS and STANDARD WALL by WALL GROUP Wall Species Grade b d Spcg SG E Standard Wall Grp in in in pSJA6 1 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 Std. wall 18 2 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 3 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 Std. wall 2 4 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 Std. wail 1 �vyw fu. Wall Grp - Wall Design Group b - Stud breadth (thickness) d - Stud depth (width) Spcg - Maximum on -centre spacing of studs for design, actual spacing may be less. SG - Specific gravity E - Modulus of elasticity Standard Wall - Standard wall designed as group. Notes: Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs. Woodworks® Shearwalls 3211_1.wsw Aug. 8, 2015 08:50:47 Design Summary SHEARWALL DESIGN Wind Shear Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Wind Shear Loads, Rigid Diaphragm All shearwalls have sufficient design capacity. Seismic Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Seismic Loads, Rigid Diaphragm All shearwalls have sufficient design capacity. HOLDDOWN DESIGN Wind Loads, Flexible Diaphragm All hold-downs have sufficient design capacity Wind Loads, Rigid Diaphragm All hold-downs have sufficient design capacity Seismic Loads, Flexible Diaphragm All hold-downs have sufficient design capacity Seismic Loads, Rigid Diaphragm All hold-downs have sufficient design capacity. This Design Summary does not include failures that occur due to excessive story drift (NBC 4.1.8.13 (3)). Refer to Story Drift table in this report to verify this design criterion. Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.2.2D). 3 WOOdWOrks@ Shearwalls 3211_1.wsw Aug. 8, 2015 08:50:47 Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS N-S W For H/W-Cub ASD Shear Force [plf] Allowable Shear [plf] Crit. Shearlines GP Dir Int Ext Vfibs] vmax v Int Ext Co C Total V [lbsl Line 1 Res . Level 2 Lnl, Lev2 4 S->N 1.0 1710 67.1 67.1 339 1.00 S 339 8632 0.20 Level 1 4 N->S 1.0 1635 64.1 64.1 339 1.00 S 339 8632 0.19 Lnl, Levi 4 S->N 1.0 2655 - 68.1 339 1.00 S 339 13202 0.20 Wall 1-2 4 4 N->S S->N 1.0 1.0 2578 1106 66.1 339 1.00 S 339 13202 0.20 4 N->S 1.0 1074 68.1 66.1 68.1 66.1 339 1.00 339 5501 0.20 Wall 1-1 4 S->N 1.0 1549 68.1 68.1 339 339 1.00 339 5501 0.20 4 N->S 1.0 1504 66.1 66.1 339 1.00 1.00 339 339 7701 0.20 Line 3 7701 0.20 Ln3, Levi 1 S->N 1.0 1.0 1216 153.5 153.5 1133 1133 1.00 A 2265 17935 0.07 Line 4 1 N->S 1.0 1.0 1203 152.0 152.0 1133 1133 1.00 A 2265 17935 0.07 Ln4, Levi 1 S->N 1.0 1.0 702 175.6 175.6 1133 1133 1.00 A 2265 9062 0.08 Line 5 1 N->S 1.0 1.0 696 173.9 173.9 1133 1133 1.00 A 2265 9062 0.08 Level 2 Ln5, Lev2 3 S->N 1.0 4054 222.1 222.1 495 1.00 S 495 9029 0.45 Level 1 3 N->S 1.0 3877 212.4 212.4 495 1.00 S 495 9029 0.43 Ln5, Levi 1 S->N 1.0 1.0 4977 272.7 272.7 1133 1133 1.00 A 2265 41345 0.12 Line 6 1 N->S 1.0 1.0 4796 262.8 262.8 1133 1133 1.00 A 2265 41345 0.12 Ln6, Levi 1 S->N 1.0 1.0 1567 383.7 383.7 1133 1133 1.00 A 2265 9251 0.17 Line 8 1 N->S 1.0 1.0 1557 381.2 381.2 1133 1133 1.00 A 2265 9251 0.17 Level 2 Ln8, Lev2 4 S->N 1.0 1671 41.8 41.8 339 1.00 S 339 13541 0.12 Level 1 4 N->S 1.0 1573 39.3 39.3 339 1.00 S 339 13541 0.12 Ln8, Levi 4 S->N 1.0 2747 - 59.1 339 1.00 S 339 15741 0.17 Wall 8-1 4 4 N->S S->N 1.0 1.0 2638 1482 - 56.7 339 1.00 S 339 15741 0.17 4 N->S 1.0 1423 59.1 56.7 59.1 56.7 339 1.00 339 8491 0.17 Wall 8-2 4 S->N 1.0 1265 59.1 59.1 339 339 1.00 339 8491 0.17 4 N->S 1.0 1215 56.7 56.7 339 1.00 1.00 339 339 7250 7250 0.17 0.17 E-W W For H/W-Cub ASD Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext Vfibs] vmax v Int Ext Co C Total Vfibs] Line A Raw. Level 1 LnA, Levi Wall A-2 1 1 Both 1.0 1.0 484 16.4 1133 1133 1.00 A 2265 66832 0.01 Wall A-3 1 Both Both 1.0 1.0 1.0 172 16.4 16.4 1133 1133 1.00 2265 23788 0.01 Line B 1.0 312 16.4 16.4 1133 1133 1.00 2265 43044 0.01 Level 2 LnB, Lev2 2 W->E 1.0 1.0 2205 348.2 348.2 638 638 1.00 A 1276 8081 0.27 Level 1 2 E->W 1.0 1.0 2178 343.9 343.9 638 638 1.00 A 1276 8081 0.27 LnB, Levi 1 W->E 1.0 1.0 3309 - 165.4 1133 1133 1.00 A 2265 45310 0.07 Wall B-2 1 1 E->W 1.0 1.0 3260 163.0 1133 1133 1.00 A 2265 45310 0.07 W->E 1.0 1.0 1654 165.4 165.4 1133 1133 1.00 2265 22655 0.07 Wall B-1 1 1 E->W 1.0 1.0 1630 163.0 163.0 1133 1133 1.00 2265 22655 0.07 W->E 1.0 1.0 1654 165.4 165.4 1133 1133 1.00 2265 22655 0.07 Line C 1 E->W 1.0 1.0 1630 163.0 163.0 1133 1133 1.00 2265 22655 0.07 LnC, Levi Wall C-1 1 1 Both 1.0 1.0 1168 52.9 1133 1133 1.00 A 2265 50029 0.02 Wall C-2 1 Both Both 1.0 1.0 1.0 1.0 264 52.9 52.9 1133 1133 1.00 2265 11327 0.02 Line D 904 52.9 52.9 1133 1133 1.00 2265 38702 0.02 Level 2 LnD, Lev2 Level 1 3 Both 1.0 2560 130.7 130.7 495 1.00 S 495 9689 0.26 LnD, Lev1 1 1 Both 1.0 1.0 1 3905 - 104.4 1 1133 1133 1.00 A 2265 84767 0.05 WoodWorks® Shearwalls 3211_1.wsw Aug. s, 2o1s os:5o:47 SHEAR RESULTS ( flexible wind desian. continued) Wall D-1 1 Both 1.0 1.0 1826 104.4 104.4 1133 1133 1.00 2265 39646 0.05 Wall D-2 1 Both 1.0 1.0 2078 104.4 104.4 1133 1133 1.00 2265 45121 0.05 Line F Level 2 LnF, Lev2 4 Both 1.0 920 37.3 37.3 339 1.00 S 339 8350 0.11 Level 1 LnF, Levl 4 Both 1.0 2019 69.2 69.2 339 1.00 S 339 9874 0.20 Fugal iu. Unless otherwise noted, the value in the table for a shearline is the one for wall on the line with the critical design response. W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of wind force along shearline. H/W-Cub — Fibreboard height -to -width factor from SDPWS table 4.3.4 note 3, or Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2 for critical segment on wall. V - ASD factored shear force. For shearline: total shearline force. For wall: force taken by total of all segments on wall. vmax - Base shear = ASD factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-8 = V/FHS/Co. v - Design shear force = ASD factored shear force per unit full height sheathing. For wall, it is the largest force on any segment. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Includes Cub and height -to -width factors. Co - Perforation factor from SDPWS Table 4.3.3.5. C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest. Total - Combined int and ext unit shear capacity inc. perforation factor. V — For wall: Sum of combined shear capacities for all segments on wall. For shearline: sum of all wall capacities on line. Crit Resp — Critical response = v/Total = design shear force/unit shear capacity for critical segment on wall or shearline. "S" indicates that the seismic design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. WOodWorks® Shearwalls 3211_1.WSW Aug. s, 2015 08:50:47 HOLD-DOWN DESIGN ( flexible wind desinn) Level 1 Tensile ASD Line- Location [ft] Load Holddown Force jibs] Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-downfibs] Res Line 1 . 1-1 L End 0.00 0.12 1 1241 9172 V Elem 0.00 20.63 1 589 1501 Refer to upper level 1-1 R End 0.00 22.63 1 607 6197 1-2 L End 0.00 22.88 1 628 2572 V Elem 0.00 26.88 1 643 599 44 Refer to upper level V Elem 0.00 31.38 1 615 543 71 Refer to upper level V Elem 0.00 36.63 1 506 Refer to upper level 1-2 R End 0.00 38.87 1 610 4454 Line 3 3-1 L End 20.00 -4.87 1 817 3-1 R End 20.00 -2.12 1 817 3-2 L End 17.50 15.13 1 1440 4615 3-2 R End 17.50 22.79 1 1425 4618 Line 4 4-1 L End 22.50 15.13 1 1701 2885 4-1 R End 22.50 18.88 1 1684 2894 Line 5 V Elem 30.50 -1.87 1 136 Refer to upper level 5-2 V Elem 30.50 -0.12 1 136 Refer to upper level L End 30.50 0.12 1 4555 8043 5-2 R End 30.50 18.13 1 4375 8043 V Elem 30.50 28.63 1 1089 Refer to upper level Line 6 V Elem 30.50 44.38 1 1089 Refer to upper level 6-2 L End 39.58 19.12 1 3711 3333 378 2x sill ^1000 0.38 6-2 R End 39.58 22.96 1 3687 3327 360 2x sill ^1000 0.36 Line 8 8-1 L End 59.50 -1.87 1 923 10885 8-1 R End 59.50 22.96 1 520 6833 8-2 L End 59.50 23.21 1 543 8691 V Elem 59.50 37.88 1 359 2568 Refer to upper level 8-2 V Elem R End 59.50 59.50 44.13 44.38 1 801 Refer to upper level Line A 521 10109 A-1 L End 10.13 -5.00 1 5448 V Elem 13.13 -2.00 7558 Refer to upper level V Elem 17.87 -2.00 238 Refer to upper level V Elem 18.13 -2.00 103 Refer to upper level A-1 R End 19.88 -5.00 1 5448 A-2 V Elem L End 20.04 -2.00 492 Refer to upper level 20.13 -2.00 Min 153 5720 A-2 V Elem R End 28.46 30.38 -2.00 -2.00 Min 492 Refer to upper level A-3 L End 40.63 -2.00 Min 153 151 5824 10415 V Elem 41.71 -2.00 842 Refer to upper level A-3 V Elem R End 58.29 59.38 -2.00 -2.00 Min 842 Refer to upper level Line B 151 10415 B-1 L End 0.12 0.00 1 5029 8774 V Elem 2.54 0.00 1 3446 2484 962 Refer to upper level B-1 V Elem R End 9.46 0.00 1 3393 2719 674 Refer to upper level 9.87 0.00 1 1518 2768 B-2 V Elem L End 12.88 0.00 1 3351 2714 638 Refer to upper level 30.63 0.00 1 1541 4630 V Elem 31.88 0.00 1432 Refer to upper level B-2 V Elem R End 39.29 40.38 0.00 0.00 1 1261 Refer to upper level Line C 1518 2922 C-1 L End 17.63 15.00 1 506 1143 C-1 R End 22.38 15.00 1 506 1352 C-2 L End 22.63 19.00 1 487 4654 C-2 R End 39.46 19.00 1 487 4654 Line D D-1 L End 0.12 22.75 1 961 4767 D-1 R End 17.38 22.75 1 961 4767 D-2 L End 39.71 23.08 1 960 5425 D-2 V Elem R End 40.04 59.38 23.08 23.08 1 1202 6374 Refer to upper level Line F 1 2162 8139 F-1 L End 10.13 44.50 1 1017 4588 Woodworks® Shearwalls 3211_1.WSW Aug. 8, 2o1s os:so:47 HOLD-DOWN DESIGN ( flexible wind design, continued) F-1 L Op 1 14.96 44.50 1 lull 3164 F-1 R Op 1 25.54 44.50 1 997 3826 F-1 L Op 2 33.46 44.50 1 936 2674 F-1 R Op 2 38.71 44.50 1 581 1171 V Elem 42.71 F-1 L Op 3 50.88 44.50 44.50 1 347 2732 Refer to u pper level F-1 R Op 3 56.13 44.50 1 1 858 547 2248 1330 V Elem 59.13 44.50 1 1404 F-1 R End 59.38 44.50 1 677 3378 Refer to upper level Level 2 Line- Location [ft] Load Tensile ASD Holddown Force [Ibs] Wall Posit'n X Line 1Cmb'd If Case Shear Dead Uplift Hold-down bs est. 1-1 L End 0.00 0.12 1 616 2975 1-1 L Op 1 0.00 20.63 1 589 1501 1-1 R Op 1 0.00 1-1 L Op 2 0.00 26.88 31.38 1 643 599 44 2x ill s1000 0.04 1-1 R Op 2 0.00 36.63 1 1 615 543 71 2x sill 1000 0.07 1-1 R End 0.00 38.87 1 506 1881 Line 5 5-1 L End 30.50 -1.87 1 136 5-1 R End 30.50 -0.12 1 136 5-2 L End 30.50 0.12 1 2045 3072 5-2 R End 30.50 18.13 1 1956 3072 5-3 L End 30.50 28.63 1 1089 5-3 R End 30.50 44.38 1 1089 Line 8 8-1 L End 59.50 -1.87 1 382 4052 8-1 L Op 1 59.50 37.88 1 359 2568 8-1 R Op 1 59.50 44.13 801 8-1 R End 59.50 44.38 1419 Line A A-1 L End 13.13 -5.00 7558 A-1 R End 17.87 -5.00 238 A-2 L End 18.13 -2.00 103 A-2 L Op 1 20.04 -2.00 492 A-2 R Op 1 28.46 -2.00 492 A-2 R End 30.38 -2.00 103 A-3 L End 40.63 -2.00 64 A-3 L Op 1 41.71 -2.00 842 A-3 R Op 1 58.29 -2.00 842 A-3 R End 59.38 -2.00 64 Line B B-1 L End 0.12 B-1 L Op 1 2.54 0.00 0.00 1 3488 2434 1054 STHD14/14R 3500 0.30 B-1 R Op 1 9.46 0.00 1 1 3446 2484 962 STHD14/14R 3500 0.27 B-1 R End 12.88 0.00 1 3393 3351 2719 674 STHD14/14R 3500 0.19 B-2 L End 30.63 0.00 1 2714 638 STHD14/14R 3500 0.18 B-2 L Op 1 31.88 0.00 1906 1432 B-2 R Op 1 39.29 0.00 1261 B-2 R End 40.38 0.00 198 Line D D-1 L End 40.04 23.08 1 1202 6374 D-1 R End 59.38 23.08 1 1202 2714 Line F F-1 L End 10.13 44.50 1 356 2541 F-1 L Op 1 14.96 44.50 1 356 2330 F-1 R Op 1 25.54 44.50 1 348 2893 F-1 L Op 2 34.46 44.50 1 348 2547 F-1 R Op 2 42.71 44.50 1 347 2732 F-1 L Op 3 52.88 44.50 1 347 2436 F-1 R Op 3 59.13 44.50 1 1404 F-1 R End 59.38 44.50 1 1465 Legend. Line -Wall: At wall or opening - Shearline and wall number At vertical element Shearline Positn - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Woodworks® Shearwalls 3211 1.wsw Aug. 8, 201508.50.47 Load Case - Results are for critical load case: ASCE 7 All Heights: Case 1 or 2 from Fig. 27.4-8 ASCE 7 Low-rise: Windward corner(s) and Case A or 8 from Fig. 28.4-1 ASCE 7 Minimum loads (27.1.5 / 28.4.4) Hold-down Forces: Shear— Wind shear overturning component based on shearline force, includes perforation factor Co, factored for ASD by 0.60 Dead — Dead load resisting component factored for ASD by 0.60 Uplift - Uplift wind load component, factored for ASD by 0.60 Cmb d - Sum of ASD factored overturning, dead and uplift forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2 when openings are staggered. Hold-down — Device used from hold-down database Cap — Allowable ASD tension load Crit. Resp. - Critical Response = Combined ASD force /Allowable ASD tension load Notes: 'WARNING - This hold-down does not have design capacities for the thickness of end studs selected, so additional jack studs or blocking required Refer to Shear Results table for perforation factors Co. ` WoodWorks® Shearwalls 3211_1.wsw Aug. s, 2015 0s:50:47 DRAG STRUT FORCES ( flexible wind design) Level 1 Drag Strut Line- Position on Wall Location [ft] Load Force [Ibs] Wall or Opening X Y Case ---> <-- Line 3 3-2 Left Wall End 17.50 15.00 1 491 486 3-2 Right Wall End 17.50 22.92 1 530 525 Line 4 4-1 Left Wall End 22.50 15.00 1 257 254 4-1 Right Wall End 22.50 19.00 1 385 381 Line 5 5-2 Left Wall End 30.50 0.00 1 224 216 5-2 Right Wall End 30.50 18.25 1 2712 2613 Line 6 6-2 Left Wall End 39.58 19.00 1 739 735 6-2 Right Wall End 39.58 23.08 1 684 679 Line A A-2 Left Wall End 20.00 -2.00 1 98 98 A-2 Right Wall End 30.50 -2.00 1 28 28 A-3 Left Wall End 40.50 -2.00 1 126 126 Line B B-1 Right Wall End 10.00 0.00 1 1098 1082 B-2 Left Wall End 30.50 0.00 1 42 41 B-2 Right Wall End 40.50 0.00 1 1057 1041 Line C C-1 Left Wall End 17.50 15.00 1 344 344 C-2 Right Wall End 39.58 19.00 1 391 391 Line D D-1 Right Wall End 17.50 22.75 1 678 678 D-2 Left Wall End 39.58 23.08 1 771 771 Line F F-1 Left Opening 1 15.08 44.50 1 145 145 F-1 Right Opening 1 25.42 44.50 1 277 277 F-1 Left Opening 2 33.58 44.50 1 45 45 F-1 Right Opening 2 38.58 44.50 1 249 249 F-1 Left Opening 3 51.00 44.50 1 104 104 F-1 Right Opening 3 56.00 44.50 1 100 100 Level 2 Drag Strut Line- Position on Wall Location [ft] Load Force [Ibs] Wall or Opening X Y Case ---> <--- Line 1 1-1 Left Opening 1 0.00 20.75 1 482 461 1-1 Right Opening 1 0.00 26.75 1 219 209 1-1 Left Opening 2 0.00 31.50 1 329 314 Line 5 5-2 Left Wall End 30.50 0.00 1 182 174 5-2 Right Wall End 30.50 18.25 1 2209 2113 Line 8 8-1 Left Opening 1 59.50 38.00 1 234 220 Line B B-1 Left Opening 1 2.67 0.00 1 736 727 B-1 Right Opening 1 9.33 0.00 1 254 251 B-1 Right Wall End 13.00 0.00 1 1265 1250 Line D D-1 Left Wall End 39.92 23.08 1 1717 1717 Line F F-1 Left Opening 1 15.08 44.50 1 95 95 F-1 Right Opening 1 25.42 44.50 1 97 97 F-1 Left Opening 2 34.58 44.50 1 75 75 F-1 Right Opening 2 42.58 44.50 1 74 74 F-1 Left Opening 3 53.00 44.50 1 121 121 Legend: Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All heights Case 1 or 2 ASCE 7 Low-rise corner; Case A or B Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force, includes perforation factor Co. -> Due to shearline force in the west -to -east or south -to -north direction WoodWorks® Shearwalls 3211_1.wsw Aug. 8, 2015 08:50:47 Rigid Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS N-S W For H/W-Cub ASD Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext Vfibs] vmax v Int Ext Co C Total V Ibs Res . Line 1 Level 2 Lnl, Lev2 4 S->N 1.0 2439 95.7 95.7 339 1.00 S 339 8632 0.28 4 N->S 1.0 2332 91.5 91.5 339 1.00 S 339 8632 0.27 Level 1 Lnl, Levl 4 S->N 1.0 1647 - 42.2 339 1.00 S 339 13202 0.12 4 N->S 1.0 1605 - 41.2 339 1.00 S 339 13202 0.12 Wall 1-2 4 S->N 1.0 686 42.2 42.2 339 1.00 339 5501 0.12 4 N->S 1.0 669 41.2 41.2 339 1.00 339 5501 0.12 Wall 1-1 4 S->N 1.0 961 42.2 42.2 339 1.00 339 7701 0.12 4 N->S 1.0 936 41.2 41.2 339 1.00 339 7701 0.12 Line 3 Ln3, Levl 1 S->N 1.0 1.0 2296 290.0 290.0 1133 1133 1.00 A 2265 17935 0.13 1 N->S 1.0 1.0 2233 282.0 282.0 1133 1133 1.00 A 2265 17935 0.12 Line 4 Ln4, Levl 1 S->N 1.0 1.0 1168 292.1 292.1 1133 1133 1.00 A 2265 9062 0.13 1 N->S 1.0 1.0 1136 283.9 283.9 1133 1133 1.00 A 2265 9062 0.13 Line 5 Level 2 Ln5, Lev2 3 S->N 1.0 2199 120.5 120.5 495 1.00 S 495 9029 0.24 3 N->S 1.0 2097 114.9 114.9 495 1.00 S 495 9029 0.23 Level 1 Ln5, Levl 1 S->N 1.0 1.0 5392 295.5 295.5 1133 1133 1.00 A 2265 41345 0.13 1 N->S 1.0 1.0 5237 287.0 287.0 1133 1133 1.00 A 2265 41345 0.13 Line 6 Ln6, Levl 1 S->N 1.0 1.0 1222 299.3 299.3 1133 1133 1.00 A 2265 9251 0.13 1 N->S 1.0 1.0 1186 290.4 290.4 1133 1133 1.00 A 2265 9251 0.13 Line 8 Level 2 Ln8, Lev2 4 S->N 1.0 2796 69.9 69.9 339 1.00 S 339 13541 0.21 4 N->S 1.0 2656 66.4 66.4 339 1.00 S 339 13541 0.20 Level 1 Ln8, Levl 4 S->N 1.0 2138 - 46.0 339 1.00 S 339 15741 0.14 4 N->S 1.0 2071 - 44.5 339 1.00 S 339 15741 0.13 Wall 8-1 4 S->N 1.0 1153 46.0 46.0 339 1.00 339 8491 0.14 4 N->S 1.0 1117 44.5 44.5 339 1.00 339 8491 0.13 Wall 8-2 4 S->N 1.0 985 46.0 46.0 339 1.00 339 7250 0.14 4 N->S 1.0 954 44.5 44.5 339 1.00 339 7250 0.13 E-W W For H/W-Cub ASD Shear Force [plf] Allowable Shear [pif] Crit. Shearlines Gp Mr Int Ext Vfibs] Max v Int Ext Co C Total Vjibs] Res . Line A Level 1 LnA, Levl 1 W->E 1.0 1.0 1931 - 65.5 1133 1133 1.00 A 2265 66832 0.03 1 E->W 1.0 1.0 1897 - 64.3 1133 1133 1.00 A 2265 66832 0.03 Wall A-2 1 W->E 1.0 1.0 667 65.5 65.5 1133 1133 1.00 2265 23788 0.03 1 E->W 1.0 1.0 675 64.3 64.3 1133 1133 1.00 2265 23788 0.03 Wall A-3 1 W->E 1.0 1.0 1244 65.5 65.5 1133 1133 1.00 2265 43044 0.03 1 E->W 1.0 1.0 1222 64.3 64.3 1133 1133 1.00 2265 43044 0.03 Line B Level 2 LnB, Lev2 2 W->E 1.0 1.0 1972 311.3 311.3 638 638 1.00 A 1276 8081 0.24 2 E->W 1.0 1.0 1959 309.3 309.3 638 638 1.00 A 1276 8081 0.24 Level 1 LnB, Levl 1 W->E 1.0 1.0 1393 - 69.7 1133 1133 1.00 A 2265 45310 0.03 1 E->W 1.0 1.0 1372 - 68.6 1133 1133 1.00 A 2265 45310 0.03 Wall B-2 1 W->E 1.0 1.0 697 69.7 69.7 1133 1133 1.00 2265 22655 0.03 1 E->W 1.0 1.0 686 68.6 68.6 1133 1133 1.00 2265 22655 0.03 Wall B-1 1 W->E 1.0 1.0 697 69.7 69.7 1133 1133 1.00 2265 22655 0.03 1 E->W 1.0 1.0 686 68.6 68.6 1133 1133 1.00 2265 22655 0.03 Line C LnC, Levl 1 W->E 1.0 1.0 2380 - 107.8 1133 1133 1.00 A 2265 50029 0.05 1 E->W 1.0 1.0 2369 - 107.3 1133 1133 1.00 A 2265 50029 0.05 Wall C-1 1 W->E 1.0 1.0 539 107.8 107.8 1133 1133 1.00 2265 11327 0.05 1 E->W 1.0 1.0 536 107.3 107.3 1133 1133 1.00 2265 11327 0.05 Wall C-2 1 W->E 1.0 1.0 1842 107.8 107.8 1133 1133 1.00 2265 38702 0.05 11 I WoodWorks® Shearwalls 3211_1.wsw Aug. 8, 2015 08:50:47 SHEAR RESULTS (rigid wind design, continued) 1 E->W 1.0 1.0 1833 107.3 107.3 1133 1133 1.00 2265 38702 0.05 Line D Level 2 LnD, Lev2 3 W->E 1.0 2105 107.5 107.5 495 1.00 S 495 9689 0.22 3 E->W 1.0 2096 107.0 107.0 495 1.00 S 495 9689 0.22 Level 1 LnD, Levl 1 W->E 1.0 1.0 4414 - 118.0 1133 1133 1.00 A 2265 84767 0.05 1 E->W 1.0 1.0 4402 - 117.6 1133 1133 1.00 A 2265 84767 0.05 Wall D-1 1 W->E 1.0 1.0 2065 118.0 118.0 1133 1133 1.00 2265 39646 0.05 1 E->W 1.0 1.0 2059 117.6 117.6 1133 1133 1.00 2265 39646 0.05 Wall D-2 1 W->E 1.0 1.0 2350 118.0 118.0 1133 1133 1.00 2265 45121 0.05 1 E->W 1.0 1.0 2343 117.6 117.6 1133 1133 1.00 2265 45121 0.05 Line F Level 2 LnF, Lev2 4 W->E 1.0 1608 65.2 65.2 339 1.00 S 339 8350 0.19 4 E->W 1.0 1603 65.0 65.0 339 1.00 S 339 8350 0.19 Level 1 LnF, Levl 4 W->E 1.0 712 24.4 24.4 339 1.00 S 339 9874 0.07 4 E->W 1.0 714 24.5 24.5 339 1.00 S 339 9874 0.07 Leyenu: Unless otherwise noted, the value in the table for a shearline is the one for wall on the line with the critical design response. W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "A" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of wind force along shearline. HM/-Cub - Fibreboard height -to -width factor from SDPWS table 4.3.4 note 3, or Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2 for critical segment on wall. V - ASD factored shear force. For shearline: total shearline force. For wall: force taken by total of all segments on wall. vmax - Base shear = ASD factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-8 = V/FHS/Co. v - Design shear force = ASD factored shear force per unit full height sheathing. For wall, it is the largest force on any segment. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Includes Cub and height -to -width factors. Co - Perforation factor from SDPWS Table 4.3.3.5. C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest. Total - Combined int, and ext unit shear capacity inc. perforation factor. V - For wall: Sum of combined shear capacities for all segments on wall. For shearline: sum of all wall capacities on line. Crit Resp - Critical response = v/Total = design shear force/unit shear capacity for critical segment on wall or shearline. "S"indicates that the seismic design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 12 �WoodWorks® Shearwails 3211_1.wsw Aug. 8, 2015 08:50:47 HOLD-DOWN DESIGN (rigid wind desinnl Level 1 Tensile ASD Line- Location [ft] Load Holddown Force [Ibs] Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down Ibs Res Line 1 . 1-1 L End 0.00 0.12 1 1267 9172 1-1 V Elem R End 0.00 0.00 20.63 22.63 1 841 1501 Refer to upper level 1-2 L End 0.00 22.88 1 1 378 389 6197 2572 V Elem 0.00 26.68 1 917 599 318 Refer to upper level V Elem 0.00 31.38 1 877 543 334 Refer to upper level V Elem 0.00 36.63 506 Refer to upper level 1-2 R End 0.00 38.87 1 379 4454 Line 3 3-1 L End 20.00 -4.87 817 3-1 R End 20.00 -2.12 817 3-2 L End 17.50 15.13 1 2719 4615 3-2 R End 17.50 22.79 1 2644 4618 Line 4 4-1 L End 22.50 15.13 1 2829 2885 4-1 R End 22.50 18.88 1 2750 2894 Line 5 V Elem 30.50 -1.87 136 Refer to upper level 5-2 V Elem 30.50 -0.12 136 Refer to upper level L End 30.50 0.12 1 3830 8043 5-2 R End 30.50 18.13 1 3700 8043 V Elem 30.50 28.63 1089 Refer to upper level V Elem 30.50 44.38 1089 Refer to upper level Line 6 6-2 L End 39.58 19.12 1 2895 3333 6-2 R End 39.58 22.96 1 2809 3327 Line 8 8-1 L End 59.50 -1.87 1 1060 10885 8-1 R End 59.50 22.96 1 408 6833 8-2 L End 59.50 23.21 1 422 8691 V Elem 59.50 37.88 1 607 2568 Refer to upper level V Elem 59.50 44.13 801 Refer to upper level 8-2 R End 59.50 44.38 1 409 10109 Line A A-1 L End 10.13 -5.00 5448 V Elem 13.13 -2.00 7558 Refer to upper level V Elem 17.87 -2.00 238 Refer to upper level V Elem 18.13 -2.00 103 Refer to upper level A-1 R End 19.88 -5.00 5448 V Elem 20.04 -2.00 492 Refer to upper level A-2 L End 20.13 -2.00 1 609 5720 V Elem 28.46 -2.00 492 Refer to upper level A-2 R End 30.38 -2.00 1 598 5824 A-3 L End 40.63 -2.00 1 602 10415 V Elem 41.71 -2.00 842 Refer to upper level V Elem 58.29 -2.00 842 Refer to upper level A-3 R End 59.38 -2.00 1 592 10415 Line B B-1 L End 0.12 0.00 1 3768 8774 V Elem 2.54 0.00 1 3099 2484 615 Refer to upper level V Elem 9.46 0.00 1 3034 2719 315 Refer to upper level B-1 R End 9.87 0.00 1 639 2768 V Elem 12.88 0.00 1 3014 2714 301 Refer to upper level B-2 L End 30.63 0.00 1 649 4630 V Elem 31.88 0.00 1432 Refer to upper level B-2 V Elem R End 39.29 40.38 0.00 0.00 1 1261 Refer to upper level Line C 639 2922 C-1 L End 17.63 15.00 1 1030 1143 C-1 R End 22.38 15.00 1 1026 1352 C-2 L End 22.63 19.00 1 993 4654 C-2 R End 39.46 19.00 1 989 4654 Line D D-1 L End 0.12 22.75 1 1087 4767 D-1 R End 17.38 22.75 1 1084 4767 D-2 L End 39.71 23.08 1 1085 5425 D-2 V Elem 40.04 23.08 1 989 6374 Refer to upper level R End 59.38 23.08 1 2066 8139 Line F F-1 L End 10.13 44.50 1 856 4588 13 WoodWorks® Shearwalls 3211_1.wsw Aug. 8, 2015 08:50:47 HOLD-DOWN DESIGN (ricid wind desion. continued) F-1 F-1 F-1 F-1 F-1 F-1 F-1 L Op 1 R Op 1 L Op 2 R Op 2 V Elem L Op 3 R Op 3 V Elem R End 14.96 25.54 33.46 38.71 42.71 50.88 56.13 59.13 59.38 44.50 44.50 44.50 44.50 44.50 44.50 44.50 44.50 44.50 1 1 1 1 1 1 1 1 854 837 730 120 606 605 11 239 3164 3826 2674 1171 2732 2248 1330 1404 3378 Refer to upper level Refer to upper level Level 2 Tensile ASD Line- Location [ft] Load Holddown Force [Ibs] Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down Ibs Res . Line 1 1-1 L End 0.00 0.12 1 879 2975 1-1 L Op 1 0.00 20.63 1 841 1501 1-1 R Op 1 0.00 26.88 1 917 599 318 2x sill 1000 0.32 1-1 L Op 2 0.00 31.38 1 877 543 334 2x sill 1000 0.33 1-1 R Op 2 0.00 36.63 506 1-1 R End 0.00 38.87 1881 Line 5 5-1 L End 30.50 -1.87 136 5-1 R End 30.50 -0.12 136 5-2 L End 30.50 0.12 1 1109 3072 5-2 R End 30.50 18.13 1 1058 3072 5-3 L End 30.50 28.63 1089 5-3 R End 30.50 44.38 1089 Line 8 8-1 L End 39.50 -1.87 1 639 4052 8-1 L Op 1 59.50 37.88 1 607 2568 8-1 R Op 1 59.50 44.13 801 8-1 R End 59.50 44.38 1419 Line A A-1 L End 13.13 -5.00 7558 A-1 R End 17.87 -5.00 238 A-2 L End 18.13 -2.00 103 A-2 L Op 1 20.04 -2.00 492 A-2 R Op 1 28.46 -2.00 492 A-2 R End 30.38 -2.00 103 A-3 L End 40.63 -2.00 64 A-3 L Op 1 41.71 -2.00 842 A-3 R Op 1 58.29 -2.00 842 A-3 R End 59.38 -2.00 64 Line B B-1 L End 0.12 0.00 1 3119 2434 686 STHD14/14R 3500 0.20 B-1 L Op 1 2.54 0.00 1 3099 2484 615 STHD14/14R 3500 0.18 B-1 R Op 1 9.46 0.00 1 3034 2719 315 STHD14/14R 3500 0.09 B-1 R End 12.88 0.00 1 3014 2714 301 STHD14/14R 3500 0.09 B-2 L End 30.63 0.00 1906 B-2 L Op 1 31.88 0.00 1432 B-2 R Op 1 39.29 0.00 1261 B-2 R End 40.38 0.00 198 Line D D-1 L End 40.04 23.08 1 989 6374 D-1 R End 59.38 23.08 1 984 2714 Line F F-1 L End 10.13 44.50 1 622 2541 F-1 L Op 1 14.96 44.50 1 621 2330 F-1 R Op 1 25.54 44.50 1 608 2893 F-1 L Op 2 34.46 44.50 1 607 2547 F-1 R Op 2 42.71 44.50 1 606 2732 F-1 L Op 3 52.88 44.50 1 605 2436 F-1 R Op 3 59.13 44.50 1404 F-1 R End 59.38 44.50 1465 Legena: Line -Wall: At wall or opening - Shearline and wall number At vertical element - Shearline Posit'n - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View 14 Wood Works® Shearwalls 3211_ 1. wsw Aug. 8, 2015 08.50.47 Load Case - Results are for critical load case: ASCE 7 All Heights: Case i or 2 from Fig. 27.4-8 ASCE 7 Low-rise: Windward comer(s) and Case A or 8 from Fig. 28.4-1 ASCE 7 Minimum loads (27.1.5 /28.4.4) Hold-down Forces: Shear— Wind shear overturning component, based on shearline force, includes perforation factor Co, factored forASD by 0.60 Dead — Dead load resisting component, factored for ASD by 0.60 Uplift - Uplift wind load component factored for ASD by 0.60 Cmb d - Sum of ASD factored overturning, dead and uplift forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down — Device used from hold-down database Cap —Allowable ASD tension load Crit. Resp. - Critical Response = Combined ASD force /Allowable ASD tension load Notes: Refer to Shear Results table for perforation factors Co. 15 WoodWorks® Shearwalls 3211_1.wsw Aug. 8, 2015 08:50:47 DRAG STRUT FORCES ( rigid wind design) Level 1 Drag Strut Line- Position on Wall Location [ft] Load Force [Ibs] Wall or Opening X Y Case ---> <--- Line 3 3-2 Left Wall End 17.50 15.00 1 928 902 3-2 Right Wall End 17.50 22.92 1 1001 974 Line 4 4-1 Left Wall End 22.50 15.00 1 427 415 4-1 Right Wall End 22.50 19.00 1 641 623 Line 5 5-2 Left Wall End 30.50 0.00 1 242 235 5-2 Right Wall End 30.50 18.25 1 2938 2854 Line 6 6-2 Left Wall End 39.58 19.00 1 577 560 6-2 Right Wall End 39.58 23.08 1 533 517 Line A A-2 Left Wall End 20.00 -2.00 1 390 383 A-2 Right Wall End 30.50 -2.00 1 112 110 A-3 Left Wall End 40.50 -2.00 1 502 494 Line B B-1 Right Wall End 10.00 0.00 1 462 455 B-2 Left Wall End 30.50 0.00 1 18 17 B-2 Right Wall End 40.50 0.00 1 445 438 Line C C-1 Left Wall End 17.50 15.00 1 700 697 C-2 Right Wall End 39.58 19.00 1 797 793 Line D D-1 Right Wall End 17.50 22.75 1 766 764 D-2 Left Wall End 39.58 23.08 1 872 870 Line F F-1 Left Opening 1 15.08 44.50 1 51 51 F-1 Right Opening 1 25.42 44.50 1 98 98 F-1 Left Opening 2 33.58 44.50 1 16 16 F-1 Right Opening 2 38.58 44.50 1 88 88 F-1 Left Opening 3 51.00 44.50 1 37 37 F-1 Right Opening 3 56.00 44.50 1 35 35 Level 2 Drag Strut Line- Position on Wall Location [ft] Load Force [Ibs] Wall or Opening X Y Case ---> <--- Line 1 1-1 Left Opening 1 0.00 20.75 1 687 657 1-1 Right Opening 1 0.00 26.75 1 312 298 1-1 Left Opening 2 0.00 31.50 1 469 449 Line 5 5-2 Left Wall End 30.50 0.00 1 99 94 5-2 Right Wall End 30.50 18.25 1 1198 1143 Line S 8-1 Left Opening 1 59.50 38.00 1 391 371 Line B B-1 Left Opening 1 2.67 0.00 1 658 654 B-1 Right Opening 1 9.33 0.00 1 227 225 B-1 Right Wall End 13.00 0.00 1 1131 1124 Line D D-1 Left Wall End 39.92 23.08 1 1412 1406 Line F F-1 Left Opening 1 15.08 44.50 1 166 166 F-1 Right Opening 1 25.42 44.50 1 169 169 F-1 Left Opening 2 34.58 44.50 1 130 130 F-1 Right Opening 2 42.58 44.50 1 129 129 F-1 Left Opening 3 53.00 44.50 1 211 211 Legeno: Line -Wall - Shearline and wall number Position... - Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All heights Case 1 or 2 ASCE 7 Low-rise corner; Case A or B Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force, includes perforation factor Co. -> Due to shearline force in the west -to -east or south -to -north direction 16 WoodWorks® Shearwalls 3211 I.wsw aUg. s, 2015 os:so:a7 <- Due to shearline force in the east -to -west or north -to -south direction 17 WoodWorks® Shearwalls 3211_1.wsw Aug. 8, 2015 08:50:47 ---� Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Ibs Area s .ft Story Shear [Ibs] E-W N-S Diaphragm E-W Force Fpx [Ibs] N-S 2 68050 2680.8 13607 13607 13610 13610 1 59767 2701.7 6057 6057 11953 11953 All 127817 - 19664 19664 - - �I& Building mass — Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12. Storey shear— Total unfactored (strength -level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Diaphragm force Fpx - Unfactored force intended for diaphragm design from Eqn 12.10-1; used by Shearwalls only for drag strut forces, see 12.10.2.1 Exception 2. Redundancy Factor p (rho): E-W 1.00, N-S 1.00 Automatically calculated according to ASCE 7 12.3.4.2. Vertical Earthquake Load Ev Ev = 0.2 Sds D; Sds = 1.00; Ev = 0.200 D unfactored; 0.140 D factored; total dead load factor: 0.6 - 0.140 = 0.460 tension, 1.0 + 0.140 = 1.140 compression. 18 WoodWorks@ Shearwalls 3211_1.wsw A ug. s, 2015 0s:50:47 SHEAR RESULTS ( flexible seismic design) N-S W For HIW-Cub ASD Shear Force [plf] Allowable Shear [pif] Crit. Shearlines Gp Dir Int Ext V Ibs vmax v Int Ext Co C Total Vfibs] Res . Line 1 Level 2 Lnl, Lev2 4 Both .77 2600 102.0 102.0 186 1.00 S 186 4753 0.55 Level 1 Lnl, Levl 4 Both .77 3362 - 86.2 186 1.00 S 186 7270 0.46 Wall 1-2 4 Both 1.0 1401 86.2 86.2 242 1.00 242 3929 0.36 Wall 1-1 4 Both 1.0 1961 86.2 86.2 242 1.00 242 5501 0.36 Line 3 Ln3, Levl 1 Both 1.0 1.0 749 94.6 94.6 809 809 1.00 A 1618 12811 0.06 Line 4 Ln4, Levl 1 Both 1.0 1.0 398 99.5 99.5 809 809 1.00 A 1618 6473 0.06 Line 5 Level 2 Ln5, Lev2 3^ Both 1.0 4373 239.6 239.6 353 1.00 S 353 6450 0.68 Level 1 Ln5, Levl 1 Both 1.0 1.0 4991 273.5 273.5 809 809 1.00 A 1618 29532 0.17 Line 6 Ln6, Levl 1 Both 1.0 1.0 846 207.2 207.2 809 809 1.00 A 1618 6608 0.13 Line 8 Level 2 Ln8, Lev2 4 Both .77 2552 63.8 63.8 186 1.00 S 186 7456 0.34 Level 1 Ln8, Levl 4 Both .77 3418 - 73.5 186 1.00 S 186 8668 0.39 wall 8-1 4 Both 1.0 1844 73.5 73.5 242 1.00 242 6065 0.30 Wall 8-2 4 Both 1.0 1574 73.5 73.5 242 1.00 242 5179 0.30 E-W W For HIW-Cub ASD Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V Ibs vmax v Int Ext Co C Total V Ibs _Res . Line A Level 1 LnA, Levl 1 Both 1.0 1.0 368 - 12.5 809 809 1.00 A 1618 47737 0.01 Wall A-2 1 Both 1.0 1.0 131 12.5 12.5 809 809 1.00 1618 16991 0.01 Wall A-3 1 Both 1.0 1.0 237 12.5 12.5 809 809 1.00 1618 30746 0.01 Line B Level 2 LnB, Lev2 2^ Both .59 .59 3366 531.5 531.5 268 268 1.00 A 535 3390 0.99 Level 1 LnB, Levl 1 Both 1.0 1.0 4176 - 208.8 809 809 1.00 A 1618 32364 0.13 Wall B-2 1 Both 1.0 1.0 2088 208.8 208.8 809 809 1.00 1618 16182 0.13 Wall B-1 1 Both 1.0 1.0 2088 208.8 208.8 809 809 1.00 1618 16182 0.13 Line C LnC, Levl 1 Both 1.0 1.0 820 - 37.1 809 809 1.00 A 1618 35735 0.02 Wall C-1 1 Both 1.0 1.0 186 37.1 37.1 809 809 1.00 1618 8091 0.02 Wall C-2 1 Both 1.0 1.0 635 37.1 37.1 809 809 1.00 1616 27644 0.02 Line D Level 2 LnD, Lev2 3 Both 1.0 3733 190.6 190.6 353 1.00 S 353 6921 0.54 Level 1 LnD, Levl 1 Both 1.0 1.0 4756 - 127.1 809 809 1.00 A 1618 60548 0.08 Wall D-1 1 Both 1.0 1.0 2224 127.1 127.1 809 809 1.00 1618 28319 0.08 Wall D-2 1 Both 1.0 1.0 2532 127.1 127.1 809 809 1.00 1618 32229 0.08 Line F Level 2 LnF, Lev2 4 Both .77 2426 98.4 98.4 186 1.00 S 186 4598 0.53 Level 1 LnF, Levl 4 Both .77 3644 124.9 124.9 186 1.00 S 186 5437 0.67 Legend: Unless otherwise noted, the value in the table for a shearline is the one for wall on the line with the critical design response. W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of seismic force along shearline. H/W-Cub - Height -to -width factor from SDPWS table 4.3.4 notes 1, 3 or unblocked structural wood panel factor Cub from SDPWS 4.3.3.2 for critical segment on wall. V - ASD factored shear force. For shearline: total shearline force. For wall: force taken by total of all segments on wall. vmax - Base shear = ASD factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-8 = V/FHS/Co. v - Design shear force = ASD factored shear force per unit full height sheathing. For wall, it is the largest force on any segment. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Includes Cub and height -to -width factors. Co - Perforation factor from SDPWS Table 4.3.3.5. 19 Wood works® Shearwalls 321 1 1.wsw Aug. 8, 2015 os:5o:a7 C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest. Total - Combined int. and ext. unit shear capacity inc. perforation factor. V — For wall: combined shear capacity. For shearline: sum of all wall capacities on line. Crit Resp — Critical response = v/Total = design shear force/unit shear capacity for critical segment on wall or shearline. "W" indicates that the wind design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. M WoodWorks® Shearwalls 3211_1.wsw Aug. 8, 2015 08:50:47 nvLu-uvwn wt:wUN ( flexible seismic design) Level 1 Tensile ASD Line- Location [ft] Holddown Force [Ibs] Wall Line 1 Posit'n X Y Shear Dead Ev Cmb'd Hold-down Cap Ibs Crit Res . 1-1 L End 0.00 0.12 1729 9172 1-1 V Elem R End 0.00 0.00 20.63 22.63 937 1501 Refer to upper level 1-2 L End 0.00 22.88 792 795 6197 2572 V Elem V Elem 0.00 0.00 26.88 31.38 977 599 140 518 Refer to upper level V Elem 0.00 36.63 977 543 127 561 Refer to upper level 1-2 R End 0.00 38.87 795 506 4454 Refer to upper level Line 3 3-1 L End 20.00 -4.87 817 3-1 R End 20.00 -2.12 817 3-2 L End 17.50 15.13 887 4615 3-2 R End 17.50 22.79 887 4618 Line 4 4-1 L End 22.50 15.13 964 2885 4-1 R End 22.50 18.88 964 2894 Line 5 V Elem 30.50 -1.87 136 V Elem 30.50 -0.12 136 Refer to upper level 5-2 L End 30.50 0.12 4724 8043 Refer to upper level 5-2 R End 30.50 18.13 4724 8043 V Elem 30.50 28.63 1089 V Elem 30.50 44.38 1089 Refer to upper level Line 6 Refer to upper level 6-2 L End 39.58 19.12 2004 3333 6-2 R End 39.58 22.96 2004 3327 Line 8 8-1 L End 59.50 -1.87 1257 10885 8-1 R End 59.50 22.96 674 6833 8-2 L End 59.50 23.21 675 8691 V Elem V Elem 59.50 59.50 37.88 44.13 583 2568 Refer to upper level 8-2 R End 59.50 44.38 675 801 10109 Refer to upper level Line A A-1 L End 10.13 -5.00 5448 V Elem V Elem 13.13 17.87 -2.00 -2.00 7558 Refer to upper level V Elem 18.13 -2.00 238 103 Refer to upper level A-1 R End 19.88 -5.00 5448 Refer to upper level V Elem 20.04 -2.00 492 A-2 L End 20.13 -2.00 116 5720 Refer to upper level A-2 V Elem R End 28.46 30.38 -2.00 -2.00 492 Refer to upper level A-3 L End 40.63 -2.00 116 115 5824 10415 V Elem V Elem 41.71 58.29 -2.00 -2.00 842 Refer to upper level A-3 R End 59.38 -2.00 115 842 10415 Refer to upper level Line B B-1 L End V Elem 0.12 2.54 0.00 7270 8774 2047 543 2x sill ^1000 0.54 V Elem 9.46 0.00 0.00 5325 5179 2484 580 3420 Refer to upper level B-1 R End 9.87 0.00 1945 2719 2768 634 3094 Refer to upper level B-2 V Elem L End 12.88 30.63 0.00 5179 2714 633 3098 Refer to upper level 0.00 1945 4630 V Elem V Elem 31.88 39.29 0.00 0.00 1432 Refer to upper level B-2 R End 40.38 0.00 1945 1261 2922 Refer to upper level Line C C-1 L End 17.63 15.00 355 1143 C-1 R End 22.38 15.00 355 1352 C-2 L End 22.63 19.00 342 4654 C-2 R End 39.46 19.00 342 4654 Line D D-1 L End 0.12 22.75 1171 4767 D-1 R End 17.38 22.75 1171 4767 D-2 L End 39.71 23.08 1169 5425 D-2 V Elem R End 40.04 23.08 1753 6374 Refer to upper level 59.38 23.08 2922 8139 Line F F-1 L End 10.13 44.50 2132 4588 21 'I WoodWorks® Shearwalls 321 1_l.wsw Aug. s, 2015 os:5o:47 MULU-UUWN UE51GN ( tiexlbie.seismic design, continued) F-1 F-1 F-1 F-1 F-1 F-1 F-1 L R L R V L R V R Op 1 Op 1 Op 2 Op 2 Elem Op 3 Op 3 Elem End 14.96 25.54 33.46 38.71 42.71 50.88 56.13 59.13 59.38 44.50 44.50 44.50 44.50 44.50 44.50 44.50 44.50 44.50 2132 2088 1928 997 915 1730 879 1222 3164 3826 2674 1171 2732 2248 1330 1404 3378 273 524 99 7 2x sill Refer to upper 2x sill Refer to upper 1000 level 1000 level 0.10 0.01 Level 2 Tensile ASD Line- Location [ft] Holddown Force [Ibs] Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-downfibs] Res . Line t 1-1 L End 0.00 0.12 937 2975 1-1 L Op 1 0.00 20.63 937 1501 1-1 R Op 1 0.00 26.88 977 599 140 518 2x sill 1000 0.52 1-1 L Op 2 0.00 31.38 977 543 127 561 2x sill 1000 0.56 1-1 R Op 2 0.00 36.63 506 1-1 R End 0.00 38.87 1881 Line 5 5-1 L End 30.50 -1.87 136 5-1 R End 30.50 -0.12 136 5-2 L End 30.50 0.12 2206 3072 5-2 R End 30.50 18.13 2206 3072 5-3 L End 30.50 28.63 1089 5-3 R End 30.50 44.38 1089 Line 8 8-1 L End 59.50 -1.87 583 4052 8-1 L Op 1 59.50 37.88 583 2568 8-1 R Op 1 59.50 44.13 801 8-1 R End 59.50 44.38 1419 Line A A-1 L End 13.13 -5.00 7558 A-1 R End 17.87 -5.00 238 A-2 L End 18.13 -2.00 103 A-2 L Op 1 20.04 -2.00 492 A-2 R Op 1 28.46 -2.00 492 A-2 R End 30.38 -2.00 103 A-3 L End 40.63 -2.00 64 A-3 L Op 1 41.71 -2.00 842 A-3 R Op 1 58.29 -2.00 842 A-3 R End 59.38 -2.00 64 Line B B-1 L End 0.12 0.00 5325 2434 568 3459 STHD14/14R 3500 0.99 B-1 L Op 1 2.54 0.00 5325 2484 580 3420 STHD14/14R 3500 0.98 B-1 R Op 1 9.46 0.00 5179 2719 634 3094 STHD14/14R 3500 0.88 B-1 R End 12.88 0.00 5179 2714 633 3098 STHD14/14R 3500 0.89 B-2 L End 30.63 0.00 1906 B-2 L Op 1 31.88 0.00 1432 B-2 R Op 1 39.29 0.00 1261 B-2 R End 40.38 0.00 198 Line D D-1 L End 40.04 23.08 1753 6374 D-1 R End 59.38 23.08 1753 2714 Line F F-1 L End 10.13 44.50 939 2541 F-1 L Op 1 14.96 44.50 939 2330 F-1 R Op 1 25.54 44.50 918 2893 F-1 L Op 2 34.46 44.50 918 2547 F-1 R Op 2 42.71 44.50 915 2732 F-1 L Op 3 52.88 44.50 915 2436 F-1 R Op 3 59.13 44.50 1404 F-1 R End 59.38 44.50 1465 Line -Wall: At wall or opening - Shearline and wall number At vertical element - Shearline Posit'n - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n 22 Wood Works® Shearwalls 3211 1. wsw Aug. s, 2015 0s:50, Location - Co-ordinates in Plan View Hold-down Forces: Shear— Seismic shear overturning component, factored for ASD by 0.7, includes perforation factor Co. Dead — Dead load resisting component factored for ASD by 0.60 Ev — Vertical seismic load effect from ASCE 712.4.2.2 =-0.2Sds x ASD seismic factor x unfactored D = 0.233 x factored D. Refer to Seismic Information table for more details. Cmb d - Sum of ASD-factored overturning, dead and vertical seismic forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down — Device used from hold-down database Cap —Allowable ASD tension load Crit. Resp. — Critical Response = Combined ASD force/Allowable ASD tension load Notes: ^WARNING - This hold-down does not have design capacities for the thickness of end studs selected, so additional jack studs or blocking required Shear overturning force is horizontal seismic load effect Eh from ASCE 7 12.4.2. Uses load combination 8 from ASCE 7 2.4.1 = 0.6D + 0.7 (Eh - Ev). Anchor bolts must have minimum 0.229" x 3" x 3" steel plate washers, conforming to specifications in SDPWS 4.3.6.4.3 and 4.4.1.6. Refer to Shear Results table for perforation factors Co. Shearwalls does not check for either plan or vertical structural irregularities. 23 WoodWorks® Shearwalls 3211_1.WsW Aug. 8, 2015 0s:50:47 j DRAG STRUT FORCES ( flexible seismic desion) Level 1 Drag Strut Line- Position on Wall Location [ft] Force [Ibs] Wall or Opening X Y ---> <--- Line 3 3-2 Left Wall End 17.50 15.00 303 303 3-2 Right Wall End 17.50 22.92 327 327 Line 4 4-1 Left Wall End 22.50 15.00 146 146 4-1 Right Wall End 22.50 19.00 218 218 Line 5 5-2 Left Wall End 30.50 0.00 224 224 5-2 Right Wall End 30.50 18.25 2720 2720 Line 6 6-2 Left Wall End 39.58 19.00 399 399 6-2 Right Wall End 39.58 23.08 369 369 Line A A-2 Left Wall End 20.00 -2.00 74 74 A-2 Right Wall End 30.50 -2.00 21 21 A-3 Left Wall End 40.50 -2.00 96 96 Line B B-1 Right Wall End 10.00 0.00 1386 1386 B-2 Left Wall End 30.50 0.00 53 53 B-2 Right Wall End 40.50 0.00 1334 1334 Line C C-1 Left Wall End 17.50 15.00 241 241 C-2 Right Wall End 39.58 19.00 275 275 Line D D-1 Right Wall End 17.50 22.75 826 826 D-2 Left Wall End 39.58 23.08 940 940 Line F F-1 Left Opening 1 15.08 44.50 261 261 F-1 Right Opening 1 25.42 44.50 500 500 F-1 Left Opening 2 33.58 44.50 81 81 F-1 Right Opening 2 38.58 44.50 449 449 F-1 Left Opening 3 51.00 44.50 188 188 F-1 Right Opening 3 56.00 44.50 180 180 Level 2 Drag Strut Line- Position on Wall Location [ft] Force [Ibs] Wail or Opening X Y ---> <--- Line 1 1-1 Left Opening 1 0.00 20.75 732 732 1-1 Right Opening 1 0.00 26.75 332 332 1-1 Left Opening 2 0.00 31.50 500 500 Line 5 5-2 Left Wall End 30.50 0.00 197 197 5-2 Right Wall End 30.50 18.25 2383 2383 Line 8 8-1 Left Opening 1 59.50 38.00 357 357 Line B B-1 Left Opening 1 2.67 0.00 1123 1123 B-1 Right Opening 1 9.33 0.00 387 387 B-1 Right Wall End 13.00 0.00 1932 1932 Line D D-1 Left Wall End 39.92 23.08 2505 2505 Line F F-1 Left Opening 1 15.08 44.50 251 251 F-1 Right Opening 1 25.42 44.50 256 256 F-1 Left Opening 2 34.58 44.50 197 197 F-1 Right Opening 2 42.58 44.50 195 195 F-1 Left Opening 3 53.00 44.50 319 319 Legeno: Line -Wall - Shearline and wall number Position... - Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearfine. Based on ASD factored shearline force derived from the greater of. - Diaphragm force Fox from Eqn. 12.10-1 plus 25% irregularity increase (12.3.3.4) Storey force Vx from Eqn 12.8-13 Includes perforation factor Co and redundancy factor rho. -> Due to shearline force in the west -to -east or south -to -north direction 24 Wood works® Shearwalls 3211_ l.wsw any. s, 2015 os:5o:a7 <- Due to shearline force in the east -to -west or north -to -south direction 25 j WoodWorks® Shearwalls 3211_1.wsw Aug. s, 2015 0s:s0:47 Rigid Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Ibs Area s .ft Story Shear [Ibs] E-W N-S Diaphragm E-W Force Fpx [Ibs] N-S 2 68050 2680.8 13607 13607 13610 13610 1 59767 2701.7 6057 6057 11953 11953 All 127817 - 19664 19664 - - Legend: Building mass — Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12. Storey shear— Total unfactored (strength -level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Diaphragm force Fpx - Unfactored force intended for diaphragm design from Eqn 12.10-1; used by Shearwalls only for drag strut forces, see 12.10.2.1 Exception 2. Redundancy Factor p (rho): E-W 1.00, N-S 1.00 Automatically calculated according to ASCE 7 12.3.4.2. Vertical Earthquake Load Ev Ev = 0.2 Sds D; Sds = 1.00; Ev = 0.200 D unfactored; 0.140 D factored; total dead load factor: 0.6 - 0.140 = 0.460 tension, 1.0 + 0.140 = 1.140 compression. 26 /� WoodWorks® Shearwalls 3211_i.wsw Aug. 8, 2015 08:50:47 SHEAR RESULTS ( rigid seismic design) N-S W For H/W-Cub ASD Shear Force [pif] Allowable Shear [pif] Crit. Shearlines Gp Dir Int Ext V Ibs vmax v Int Ext Co C Total V Obs] Res . Line 1 Level 2 Ln1, Lev2 4^ Both .77 3526 138.3 138.3 186 1.00 S 186 4753 0.74 Level 1 Lnl, Levl 4 Both .77 1891 - 48.5 186 1.00 S 186 7270 0.26 Wall 1-2 4 Both 1.0 788 48.5 48.5 242 1.00 242 3929 0.20 Wall 1-1 4 Both 1.0 1103 48.5 48.5 242 1.00 242 5501 0.20 Line 3 Ln3, Levl 1^ Both 1.0 1.0 2443 308.6 308.6 809 809 1.00 A 1618 12811 0.19 Line 4 Ln4, Levl 1 Both 1.0 1.0 1072 267.9 267.9 809 809 1.00 A 1618 6473 0.17 Line 5 Level 2 Ln5, Lev2 3 Both 1.0 2868 157.1 157.1 353 1.00 S 353 6450 0.44 Level 1 Ln5, Levl 1 Both 1.0 1.0 5497 301.2 301.2 809 809 1.00 A 1618 29532 0.19 Line 6 Ln6, Levl 1 Both 1.0 1.0 1166 285.5 285.5 809 809 1.00 A 1618 6608 0.18 Line 8 Level 2 Ln8, Lev2 4 Both .77 3932 98.3 98.3 186 1.00 S 186 7456 0.53 Level 1 Ln8, Levl 4 Both 77 2452 - 52.7 186 1.00 S 186 8668 0.28 Wall 8-1 4 Both 1.0 1323 52.7 52.7 242 1.00 242 6065 0.22 Wall 8-2 4 Both 1.0 1129 52.7 52.7 242 1.00 242 5179 0.22 E-W W For H/W-Cub ASD Shear Force [plf] Allowable Shear [pif] Crit. Shearlines Gp Dir Int Ext V Ibs vmax v Int Ext Co C Total V Ibs Res . Line A Level 1 LnA, Levl 1 Both 1.0 1.0 2444 - 82.9 809 809 1.00 A 1618 47737 0.05 Wall A-2 1 Both 1.0 1.0 870 82.9 82.9 809 809 1.00 1618 16991 0.05 Wall A-3 1 Both 1.0 1.0 1574 82.9 82.9 809 809 1.00 1618 30746 0.05 Line B Level 2 LnB, Lev2 2 Both .59 .59 2392 377.7 377.7 268 268 1.00 A 535 3390 0.71 Level 1 - LnB, Levl 1 Both 1.0 1.0 1770 - 88.5 809 809 1.00 A 1618 32364 0.05 Wall B-2 1 Both 1.0 1.0 885 88.5 88.5 809 809 1.00 1618 16182 0.05 Wall B-1 1 Both 1.0 1.0 885 88.5 88.5 809 809 1.00 1618 16182 0.05 Line C LnC, Levl 1 Both 1.0 1.0 3388 - 153.4 809 809 1.00 A 1618 35735 0.09 Wall C-1 1 Both 1.0 1.0 767 153.4 153.4 809 809 1.00 1618 8091 0.09 Wall C-2 1 Both 1.0 1.0 2621 153.4 153.4 809 809 1.00 1618 27644 0.09 Line D Level 2 LnD, Lev2 3 Both 1.0 4147 211.8 211.8 353 1.00 S 353 6921 0.60 Level 1 LnD, Levl 1 Both 1.0 1.0 6656 - 177.9 809 809 1.00 A 1618 60548 0.11 Wall D-1 1 Both 1.0 1.0 3113 177.9 177.9 809 809 1.00 1618 28319 0.11 Wall D-2 1 Both 1.0 1.0 3543 177.9 177.9 809 809 1.00 1618 32229 0.11 Line F Level 2 LnF, Lev2 4 Both .77 3295 133.6 133.6 186 1.00 S 186 4598 0.72 Level 1 LnF, Levl 4 Both .77 965 33.1 33.1 186 1.00 S 186 5437 0.18 f-Gye„u. Unless otherwise noted, the value in the table for a shearline is the one for wall on the line with the critical design response. W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "I" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of seismic force along shearline. H/W-Cub - Height -to -width factor from SDPWS table 4.3.4 notes 1, 3 or unblocked structural wood panel factor Cub from SDPWS 4.3.3.2 for critical segment on wall. V - ASD factored shear force. For shearline: total shearline force. For wall: force taken by total of all segments on wall. vmax - Base shear = ASD factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-8 = V/FHS/Co. v - Design shear force = ASD factored shear force per unit full height sheathing. For wall, it is the largest force on any segment. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Includes Cub and height -to -width factors. Co - Perforation factor from SDPWS Table 4.3.3.5. 27 WoodWorks® Shearwalls 3211I.wsw Aug. 8, 201508:so:47 C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest. Total - Combined int and ext. unit shear capacity inc, perforation factor. V — For wall: combined shear capacity. For shearline: sum of all wall capacities on line. Crit Resp — Critical response = v/Total = design shear force/unit shear capacity for critical segment on wall or shearline. "W°indicates that the wind design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. J WoodWorks® Shearwalls 3211_1.wsw Aug. 8, 2015 08:50:47 HOLD-DOWN DESIGN ( rigid seismic design) Level 1 Line- Wall Posit'n Location [ft] X Y Shear Tensile ASD Holddown Force [Ibs] Dead Ev Cmb'd Hold-downfibs] Cap Crit Res . Line 1 1-1 L End 0.00 0.12 1716 9172 V Elem 0.00 20.63 1271 1501 350 120 Refer to upper level 1-1 R End 0.00 22.63 445 6197 1-2 L End 0.00 22.88 447 2572 V Elem 0.00 26.88 1325 599 140 866 Refer to upper level V Elem 0.00 31.38 1325 543 127 909 Refer to upper level V Elem 0.00 36.63 506 Refer to upper level 1-2 R End 0.00 38.87 447 4454 Line 3 3-1 L End 20.00 -4.87 817 3-1 R End 20.00 -2.12 817 3-2 L End 17.50 15.13 2894 4615 3-2 R End 17.50 22.79 2894 4618 Line 4 4-1 L End 22.50 15.13 2595 2885 673 383 2x sill ^1000 0.38 4-1 R End 22.50 18.88 2595 2894 675 376 2x sill ^1000 0.38 Line 5 V Elem 30.50 -1.87 136 Refer to upper level V Elem 30.50 -0.12 136 Refer to upper level 5-2 L End 30.50 0.12 4219 8043 5-2 R End 30.50 18.13 4219 8043 V Elem 30.50 28.63 1089 Refer to upper level V Elem 30.50 44.38 1089 Refer to upper level Line 6 6-2 L End 39.58 19.12 2761 3333 778 206 2x sill ^1000 0.21 6-2 R End 39.58 22.96 2761 3327 776 210 2x sill ^1000 0.21 Line 8 8-1 L End 59.50 -1.87 1382 10885 8-1 R End 59.50 22.96 484 6833 8-2 L End 59.50 23.21 484 8691 V Elem 59.50 37.88 898 2568 Refer to upper level V Elem 59.50 44.13 801 Refer to upper level 8-2 R End 59.50 44.38 484 10109 Line A A-1 L End 10.13 -5.00 5448 V Elem 13.13 -2.00 7558 Refer to upper level V Elem 17.87 -2.00 238 Refer to upper level V Elem 18.13 -2.00 103 Refer to upper level A-1 R End 19.88 -5.00 5448 V Elem 20.04 -2.00 492 Refer to upper level A-2 L End 20.13 -2.00 771 5720 V Elem 28.46 -2.00 492 Refer to upper level A-2 R End 30.38 -2.00 771 5824 A-3 L End 40.63 -2.00 762 10415 V Elem 41.71 -2.00 842 Refer to upper level V Elem 58.29 -2.00 842 Refer to upper level A-3 R.End 59.38 -2.00 762 10415 Line B B-1 L End 0.12 0.00 4609 8774 V Elem 2.54 0.00 3784 2484 580 1880 Refer to upper level V Elem 9.46 0.00 3681 2719 634 1596 Refer to upper level B-1 R End 9.87 0.00 824 2768 V Elem 12.88 0.00 3681 2714 633 1600 Refer to upper level B-2 L End 30.63 0.00 824 4630 V Elem 31.88 0.00 1432 Refer to upper level V Elem 39.29 0.00 1261 Refer to upper level B-2 R End 40.38 0.00 824 2922 Line C C-1 L End 17.63 15.00 1466 1143 267 590 2x sill ^1000 0.59 C-1 R End 22.38 15.00 1466 1352 316 429 2x sill ^1000 0.43 C-2 L End 22.63 19.00 1414 4654 C-2 R End 39.46 19.00 1414 4654 Line D D-1 L End 0.12 22.75 1639 4767 D-1 R End 17.38 22.75 1639 4767 D-2 L End 39.71 23.08 1636 5425 V Elem 40.04 23.08 1948 6374 Refer to upper level D-2 R End 59.38 23.08 3583 8139 Line F F-1 L End 10.13 44.50 1592 4588 29 WoodWorksO Shearwalls 3211_1.WSW Aug. 8, 2015 0s:50:47 HOLD-DOWN DESIGN ( rigid seismic design, continued) F-1 L Op 1 14.96 44.50 1592 3164 F-1 R Op 1 25.54 44.50 1557 3826 F-1 L Op 2 33.46 44.50 1339 2674 F-1 R Op 2 38.71 44.50 88 1171 F-1 V Elem 42.71 44.50 L Op 3 50.88 44.50 1243 2732 Refer to upper level F-1 R Op 3 56.13 44.50 1083 143 2248 1330 F-1 V Elem 59.13 44.50 R End 59.38 44.50 323 1404 Refer to upper level 3378 Level 2 Tensile ASD Line- Location [ft] Holddown Force [Ibs] Wall Line 1 Posit'n X Y Shear Dead Ev Cmb'd Cap Hold-downribs] Crit Res . 1-1 L End 0.00 0.12 1271 2975 1-1 1-1 L Op 1 0.00 20.63 R Op 1 0.00 1271 1501 350 120 2x sill 1000 0.12 1-1 26.88 L Op 2 0.00 31.38 1325 599 140 866 2x sill 1000 0.87 1-1 R Op 2 0.00 36.63 1325 543 127 909 2x sill 1000 0.91 1-1 R End 0.00 38.87 506 1881 Line 5 5-1 L End 30.50 -1.87 136 5-1 R End 30.50 -0.12 136 5-2 L End 30.50 0.12 1447 3072 5-2 R End 30.50 18.13 1447 3072 5-3 L End 30.50 28.63 1089 5-3 R End 30.50 44.38 1089 Line 8 8-1 L End 59.50 -1.87 898 4052 8-1 L Op 1 59.50 37.88 898 2568 8-1 R Op 1 59.50 44.13 801 8-1 R End 59.50 44.38 1419 Line A A-1 L End 13.13 -5.00 7558 A-1 R End 17.87 -5.00 238 A-2 L End 18.13 -2.00 103 A-2 L Op 1 20.04 -2.00 492 A-2 R Op 1 28.46 -2.00 492 A-2 R End 30.38 -2.00 103 A-3 L End 40.63 -2.00 64 A-3 L Op 1 41.71 -2.00 842 A-3 R Op 1 58.29 -2.00 842 A-3 R End 59.38 -2.00 64 Line B B-1 B-1 L End 0.12 0.00 L Op 1 2.54 3784 2434 568 1918 STHD14/14R 3500 0.55 B-1 0.00 R Op 1 9.46 0.00 3784 3681 2484 580 1880 STHD14/14R 3500 0.54 B-1 R End 12.88 0.00 3681 2719 2714 634 633 1596 STHD14/14R 3500 0.46 B-2 L End 30.63 0.00 1906 1600 STHD14/14R 3500 0.46 B-2 L Op 1 31.88 0.00 1432 B-2 R Op 1 39.29 0.00 1261 B-2 R End 40.38 0.00 198 Line D D-1 L End 40.04 23.08 1948 6374 D-1 R End 59.38 23.08 1948 2714 Line F F-1 L End 10.13 44.50 1276 2541 F-1 L Op 1 14.96 44.50 1276 2330 F-1 R Op 1 25.54 44.50 1247 2893 F-1 L Op 2 34.46 44.50 1247 2547 F-1 R Op 2 42.71 44.50 1243 2732 F-1 L Op 3 52.88 44.50 1243 2436 F-1 R Op 3 59.13 44.50 1404 F-1 R End 59.38 44.50 1465 Legend: Line -Wall: At wall or opening - Shearline and wall number At vertical element - Shearline Posit'n - Position of stud that hold-down is attached to: V Elem - Vertical element. column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n 30 Wood works® Shearwalls 3211_ 1. wsw Aug. 8, 2015 08.50.47 Location - Co-ordinates in Plan View Hold-down Forces: Shear — Seismic shear overturning component, factored for ASD by 0.7, includes perforation factor Co. Dead — Dead load resisting component, factored for ASD by 0.60 Ev — Vertical seismic load effect from ASCE 712.4.2.2 =-0.2Sds x ASD seismic factor x unfactored D = 0.233 x factored D. Refer to Seismic Information table for more details. Cmb d - Sum of ASD-factored overturning, dead and vertical seismic forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down — Device used from hold-down database Cap — Allowable ASD tension load Crit. Resp. — Critical Response = Combined ASD force/Allowable ASD tension load Notes: ^WARNING - This hold-down does not have design capacities for the thickness of end studs selected, so additional jack studs or blocking required Shear overturning force is horizontal seismic load effect Eh from ASCE 7 12.4.2. Uses load combination 8 from ASCE 7 2.4.1 = 0.6D + 0.7 (Eh - Ev). Anchor bolts must have minimum 0.229" x 3" x 3" steel plate washers, conforming to specifications in SDPWS 4.3.6.4.3 and 4.4.1.6. Refer to Shear Results table for perforation factors Co. Shearwalls does not check for either plan or vertical structural irregularities. 31 Woodworks® Shearwalls 3211_1.WSW Aug. s, 2015 0s:50:47 DRAG STRUT FORCES t riniri caicmir Level 1 Line- Position on Wall Location [ft] Drag Strut Force [Ibs] Wall or Opening X Y Line 3 ..., 3-2 Left Wall End 17.50 15.00 987 987 3-2 Right Wall End 17.50 22.92 1065 1065 Line 4 4-1 Left Wall End 22.50 15.00 392 392 4-1 Right Wall End 22.50 19.00 588 588 Line 5 5-2 Left Wall End 30.50 0.00 247 247 5-2 Right Wall End 30.50 18.25 2995 2995 Line 6 6-2 Left Wall End 39.58 19.00 550 550 6-2 Right Wall End 39.58 23.08 509 509 Line A A-2 Left Wall End 20.00 -2.00 494 494 A-2 Right Wall End 30.50 -2.00 142 142 A-3 Left Wall End 40.50 -2.00 636 636 Line 8 B-1 Right Wall End 10.00 0.00 588 588 B-2 Left Wall End 30.50 0.00 22 22 B-2 Right Wall End 40.50 0.00 565 565 Line C C-1 Left Wall End 17.50 15.00 996 996 C-2 Right Wall End 39.58 19.00 1134 1134 Line D D-1 Right Wall End 17.50 22.75 1155 1155 D-2 Left Wall End 39.58 23.08 1315 1315 Line F F-1 Left Opening 1 15.08 44.50 69 69 F-1 Right Opening 1 25.42 44.50 132 132 F-1 Left Opening 2 33.58 44.50 21 21 F-1 Right Opening 2 38.58 44.50 119 119 F-1 Left Opening 3 51.00 44.50 50 50 F-1 Right Opening 3 56.00 44.50 48 48 Level2 Line- Position on Wall Location Ift] Drag Strut Force [Ibs] Wall or Opening X Y Line 1 ...> �_.. 1-1 Left Opening 1 0.00 20.75 993 993 1-1 Right Opening 1 0.00 26.75 451 451 1-1 Left Opening 2 0.00 31.50 678 678 Line 5 5-2 Left Wall End 30.50 0.00 129 129 5-2 Right Wall End 30.50 18.25 1563 1563 Line 8 8-1 Left Opening 1 59.50 38.00 550 550 Line 8 B-1 Left Opening 1 2.67 0.00 798 798 B-1 Right Opening 1 9.33 0.00 275 275 B-1 Right Wall End 13.00 0.00 1373 1373 Line D D-1 Left Wall End 39.92 23.08 2783 2783 Line F F-1 Left Opening 1 15.08 44.50 341 341 F-1 Right Opening 1 25.42 44.50 347 347 F-1 Left Opening 2 34.58 44.50 267 267 F-1 Right Opening 2 42.58 44.50 265 265 F-1 Left Opening 3 53.00 44.50 433 433 l ananrl• Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force derived from the greater of: Diaphragm force Fox from Eqn. 12. 10-1 plus 25% irregularity increase (12.3.3.4) Storey force Vx from Eqn 12.8-13 Includes perforation factor Co and redundancy factor rho. -> Due to shearline force in the west -to -east or south -to -north direction 32 1915 Dayton Ave NE Project 3212 Remton, WA98056 Shearwall ID: Upper Floor Plan Grid Date : 08107M 5 PAGE: DESIGN BY: ELR REVIEW BY INPUT DATA LATERAL FORCE: Vdia, WIND (0.6W) 2205 -:pounds p(SERVICE LOADS) vaa, sEISWC (.7pOE) 3388 :� 'pounds plf DIMENSIONS: L, 267 _tI, L3 I.in ft L,&L3=2ftmin H, 1.$ -'.(t, Hz 633it H3 _ ft KING STUD SECTION 2 pcS,b = 7 5j -- m, h = PANEL GRADE (0 or t) f. _ <= Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS = 19/32 :in OSB/PLY .OBB COMMON NAIL SIZE (0=6d 1 8d 2 10d) 2 -10d SPECIFIC GRAVITY OF FRAMING MEMBERS OVERSTRENGTH FACTOR (Do) = CD 4 '. DESIGN SUMMARY = t Appy Do per 12.3.3.3? THE HOLD-DOWN FORCES: THE MAX STRAP FORCE: THE SHEAR WALL DEFLECTION: YSIS :OVERALL ASPECT RATIO SHEAR PIER ASPECT RATIO TL = 2.73 k Tp = 2.73 k F = 5.02 k USE SIMFSON CMST in <Deflecti0nld h/I = 0.8 < 3.5 and h/I = 2.9 < 3.5 and IELS OF WALL ARE GIVEN BY FOLLOWING FIGU 1 V Li L2 L3 L TL TR ASSUME INFLECTION POINT AT MIDDLE OF WINDOW < 2 > 2 Li 12/2 L2/2 L3 F1 _ F2 _ F2 _ F3 1 F4 I 2 F4 I 3 F4 4 F5 F6 F7 F8 F9 F10 FII F12 F5 _ F8 " 5 6 FS FB F13 F14 E;�, FS F8 N 7 8 FS F8 F15 F16 F17 F18 FS FB F19 F20 � FI = 9 F21 10 F21 J 1 1 F21 12 F22 + F23 F23 1 F24 TL FREE —BODY INDIVIDUAL PANELS OF WALL J Cont'd INDIVIDUAL PANEL W (ft) H (ft) MAX SHEAR STRESS (plf) NO. FORCE (Ibt) NO. FORCE (Ibf) 1 2.67 1.25 -922 F1 -2463 F13 1883 2 3.34 1.25 1507 F2 5024 F14 1883 3 3.34 1.25 1507 F3 -2676 F15 4919 4 2A7 1.25 -1233 F4 1883 F16 3036 5 2.67 3.17 959 F5 2561 F17 3425 6 2.17 3.17 1082 F6 5024 F18 5306 7 2.67 3.17 959 F7 5024 F19 4424 8 2.17 3.17 1082 F8 2348 F20 4424 9 2.67 1.50 -698 F9 -1153 F21 1990 10 3.34 1.50 1327 F10 3036 F22 -1863 11 3.34 1.50 1327 F11 3425 F23 4424 12 2.17 1.50 -957 F12 -1542 F24 -2076 THE UNIT SHEAR FORCE 21Z . vb = 1507 pit, ( 2 Sides Diaphragm Required, the Max. Nail Spacing = 2 `, in) -SHEAR CAPACIT!ES: Panel Grade Common Nail Min. Penetration (in) Min. Thickness (in) Blocked Nail Spacing Boundary & All Edges 6 4 3 2 Sheathingand Single -Floor 10d 11/2 19/32 316 474 618 809 rvore: me naalcateu shear numuers nave ueen reauceo oy me specmc gravity factor. SPACING OF 5/8" DIA ANCHOR BOLT S 14 in oc in a 3x mudsill S t t in oc in a 2x mudsill TWC uni n-nnIAM enoree- vaa Wall Seismic Overturning Resisting Safety Net Uplift Holdown (B) at mid -story Ibs Moments ft-Ibs Moments ft-lbs Factors Ibs SIMPSON SEISMIC 427 44577 Left 28483 0.46 Right 28483 0.46 WIND 192 20021 Left 28483 0.60 T 255 Right 28483 0.60 be,sw = 8vh3/EAb + vh/100013a + hAa/b Where: vb 2152.-;plfj'ft A I:6SD •C in' h 6.33 `ft Ga , '38 'ktpslin Techincal References: 1. "National Design Specification, NDS", 2012 Edition, AF&AP. U:49 in E = 1360060i. psi A.b,1t8':;41n ELR Engineering 1915 Dayton Ave NE Renton, WA 98056 phone: (206)200-8764 email: elreng33@gmail.com Retaining Walls ELR Engineering 1915 Dayton Ave NE Renton,'WA 98056 Phone: (206) 200-8764 Email: elreng33@gmail.com Project Title: Engineer: ELR Project Descr: Project ID: Printed: 8 AUG 2015, 8:34AM [Cantilevered Retaining Wall File=C:lUserslekeng331Dropboxll ELRE-111 ELR-1120151RUEPPE-11BRCFamily1321f1Enercalc13211.ec6 ENERCALC, INC.1983-2015, Build:6.15.7.30, Ver:6.15.7.30 Description : Wall = 5 feet unbalanced WITH slab at toe Criteria Retained Height = 5.00 ft Wall height above soil = 0.25 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: USED for Soil Pressure. USED for Sliding Resistance. USED for Overturning Resistance. Design Summary Wall Stability Ratios Overturning = 1.61 OK Sliding = 0.53 UNSTABLE! Slab Resists All Sliding 1 Total Bearing Load = 1,375 Ibs ...resultant ecc. = 8.41 in Soil Pressure Toe = @a 1,450 psf OK Soil Pressure Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,740 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 11.1 psi OK Footing Shear @ Heel = 9.9 psi OK Allowable = 75.0 psi Sliding Calcs Slab Resists All Sliding! Lateral Sliding Force = 731.3 Ibs less 100% Passive Force = - 42.2 Ibs less 100% Friction Force = 340.6 Ibs Added Force Req'd = 345.3 Ibs NG ....for 1.5 :1 Stability = 710.9 Ibs NG Load Factors Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Soil Data Allow Soil Bearinc = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 45.0 psf/ft Toe Active Pressure = 45.0 psf/ft Passive Pressure = 150.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf Friction Coeff btwn Ftg & Soil = 0,250 Soil height to ignore for passive pressure = 0.00 in Stem Construction I Top Stem Stem OK 0.00 Concrete 8.00 # 4 18.00 User Spec Design Height Above Ftg Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Moment,... Actual Moment ..... Allowable Shear..... Actual Shear,.... Allowable Wall Weight Rebar Depth 'd' Lap splice if above Lap splice if below Hook embed into footing Concrete Data fc Fy ft= in = in = 0.447 Ibs = 900.0 ft-I = 1,500.0 ft-I = 3,355.6 psi = 13.0 psi = 75.0 psf = 100.0 in = 5.75 in = 18.72 in = 6.00 in = 6.00 psi = 2,500.0 psi = Calculations per ACI 318.11, ACI 530.11, IBC 2012, CBC 2013, ASCE 7.10 ELR Engineering Project Title: 1915 Dpyton Ave NE Engineer: ELR Project ID: Renton, WA 98056 Project Descr: Phone: (206) 200-8764 Email: elreng33@gmail.com Printed: 8AUG 2015, 8:34AM Cantilevered RetainingWall FIIe=C:lUserslelmng331Dropboxl1 ELRE-1\1_ELR_-1120151RUEPPE-11BRCFamibA32111EnercalcQ211.ec6 1111 ENERCALC. INC.1983.2015. Build:6.15.7.30. Ver:6.15.7.30 Description : Wall = 5 feet unbalanced WITH slab at toe Footing Dimensions & Strengths Toe Width = 1.00 ft Heel Width = 1.67 Total Footing Width = 2.67 Footing Thickness = 9.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Footing Design Results Toe Heel Factored Pressure = 1,740 0 psf Mu': Upward = 717 2 ft-lb Mu': Downward = 68 398 ft-lb Mu: Design = 650 396 ft-lb Actual 1-Way Shear = 11.13 9.88 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 4 @ 18.00 in Heel Reinforcing = # 4 @ 18.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-lb Ibs ft ft-lb Heel Active Pressure = 743.9 1.92 1,425.8 Soil Over Heel = 550.2 2.17 1,192.2 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -12.7 0.25 -3.2 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = * Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 525.0 1.33 700.0 Earth @ Stem Transitions = Total = 731.3 O.T.M. = 1,422.7 Footing Weight = 300.0 1.33 400.1 Resisting/Overturning Ratio = 1.61 Key Weight = Vertical Loads used for Soil Pressure = 1,375.2 Ibs Vert. Component = 2.67 Total = 1,375.2 Ibs R.M. = 2,292.3 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. ELR Engineering Project Title: 1915 Dayton Ave NE Engineer: ELR Project ID: Renton, WA 98056 Project Descr: Phone: (206) 200-8764 Email: elreng33@gmail.com Printed: 8 AUG 2015. 8:34AM Cantilevered RetainingWall File =C:IUserslelreng331Dropboxll ELRE-111 ELR-t120151RUEPPE-11BRCFamity32111Enerca�t3211.ec6 ENERCALC, INC.1983-2015, BuiW6.15.7.30, Ver:6.15.7.30 Description : Wall = 6 feet unbalanced WITH slab at toe Criteria Retained Height = 6.00 ft Wall height above soil = 0.25 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: USED for Soil Pressure. USED for Sliding Resistance, USED for Overturning Resistance. Design Summa Soil Data Allow Soil Bearinc = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 45.0 psf/ft Toe Active Pressure = 45.0 psf/ft Passive Pressure = 150.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf Friction Coeff btwn Ftg & Soil = 0.250 Soil height to ignore for passive pressure = 0.00 in Stem Construction I Top Wall Stability Ratios Overturning = 1.74 OK Sliding = 0.51 UNSTABLE! Slab Resists All Sliding ! Total Bearing Load = 1,880 Ibs ...resultant ecc. = 9.09 in Soil Pressure @ Toe = 1,378 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,654 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 16.6 psi OK Footing Shear @ Heel = 13.8 psi OK Allowable = 75.0 psi Sliding Calcs Slab Resists All Sliding! Lateral Sliding Force = 1,012.5 Ibs less 100% Passive Force = - 42.2 Ibs less 100% Friction Force = - 470.0 Ibs Added Force Req'd = 500.3 Ibs NG ....for 1.5 : 1 Stability = 1,006.6 Ibs NG Load Factors Dead Load 1.200 Live Load 1.600 Earth, H 1,600 Wind, W 1.600 Seismic, E 1.000 Design Height Above Ftg Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Moment.... Actual Moment..... Allowable Shear..... Actual Shear.,,.. Allowable Wall Weight Rebar Depth 'd' Lap splice if above Lap splice if below Hook embed into footing Concrete Data fc Fy Stem Stem OK ft = 0.00 = Concrete in = 8.00 # 4 in = 16.75 = User Spec 0.720 Ibs= 1,296.0 ft-I = 2,592.0 ft-I = 3,598.4 psi = 18.8 psi = 75.0 psf = 100.0 in = 5.75 in = 18.72 in = 6.00 in = 6.00 psi = 2,500.0 psi = Calculations per ACI 318.11, ACI 530.11, IBC 2012, CBC 2013, ASCE 7.10 ELR Engineering 1915 Dayton Ave NE Renton, WA 98056 Phone: (206) 200-8764 Email: elreng33@gmail.com Description : Wall = 6 feet unbalanced WITH slab at toe Footing Dimensions & Strengths Toe Width = 1.33 ft Heel Width = 2.00 Total Footing Width = 3.33 Footing Thickness = 9.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,500 psi Footing Concrete Density Fy = 60,000 psi = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Project Title: Engineer: ELR Project Descr: Footing Design Results Toe Heel Factored Pressure = 1,654 0 psf Mu': Upward = 1,230 39 ft-lb Mu': Downward = 120 824 ft-lb Mu: Design = 1,110 785 ft-lb Actual 1-Way Shear = 16.62 13.79 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 4 @ 18.00 in Heel Reinforcing = # 4 @ 18.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined Project ID: Printed: 8 AUG 2015, 8:34AM Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-lb Ibs ft ft-Ih Heel Active Pressure = Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 1,025.2 2.25 2,306.6 -12.7 0.25 -3.2 Total = 1,012.5 O.T.M. = 2,303.4 Resisting/Overturning Ratio = 1.74 Vertical Loads used for Soil Pressure = 1,880.0 Ibs Soil Over Heel = 880.0 2.67 2,346.4 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 625.0 1.67 1,041.5 Earth @ Stem Transitions = Footing Weight = 375.0 1.67 624.9 Key Weight = Vert. Component = 3.33 Total = 1,880.0 Ibs R.M.= 4,012.7 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. ELR Engineering Project Title: 1915 Dayton Ave NE Engineer: ELR Project ID: Renton, WA 98056 Project Descr: Phone: (206) 200-8764 Email: elreng33@gmail,com Printed: 8 AUG 2015, 8:33AM Cantilevered Retaining Wall File=C:tUsersteirengnDopboxt'LELRE-111 ELR_-1120151RUEPPE-11BRCFami032111Enercab13211.ec6 ENERCALC, INC.1983-2015, Buik1:6.15.7.30, Ver:6.15.7.30 Description : Wall = 7 feet unbalanced WITH slab at toe Criteria Retained Height = 7.00 ft Wall height above soil = 0.25 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 it Vertical component of active Lateral soil pressure options: USED for Soil Pressure. USED for Sliding Resistance. USED for Overturning Resistance. Design Summary Soil Data Allow Soil Bearinc = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 45.0 psf/ft Toe Active Pressure = 45.0 psf/ft Passive Pressure = 150.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf Friction Coeff btwn Ftg & Soil = 0.250 Soil height to ignore for passive pressure = 0.00 in Stem Construction Wall Stability Ratios Overturning = 1.81 OK Sliding = 0.50 UNSTABLE! Slab Resists All Sliding! Total Bearing Load = 2,508 Ibs ...resultant ecc. = 10.06 in Soil Pressure @ Toe = 1,440 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,728 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 18.7 psi OK Footing Shear @ Heel = 16.2 psi OK Allowable = 75.0 psi Sliding Calcs Slab Resists All Sliding! Lateral Sliding Force = 1,365.0 Ibs less 100% Passive Force = 52.1 Ibs less 100% Friction Force = 620.0 Ibs Added Force Req'd = 685,9 Ibs NG ....for 1.5 : 1 Stability = 1,368.4 Ibs NG Load Factors Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Design Height Above Ftg Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Moment.... Actual Moment ..... Allowable Shear..... Actual Shear..... Allowable Wall Weight Rebar Depth 'd' Lap splice if above Lap splice if below Hook embed into footing Concrete Data fc Fy ft= in = in = Ibs = ft-I = ft-I = psi = psi = psf = in = in = in = in = Top Stem Stem OK 0.00 Concrete 8.00 # 4 10.75 User Spec 0.747 1,764.0 4,116.0 5,512.1 25.6 75.0 100.0 5.75 18.72 6.19 6.19 psi = 2,500.0 psi = Calculations per ACI 318.11, ACI 530.11, IBC 2012, CBC 2013, ASCE 7-10 ELR Engineering 1915 Dayton Ave NE Renton, WA 98056 Phone: (206) 200-8764 Email: elreng33@gmail.com Project Title: Engineer: ELR Project ID: Project Descr: Printed: 8 AUG 2015, 8:&VM Cantilevered RetainingWall File= C:lUsersleVeng331Dropboxll ELRE-111 ELR_-1120151RUEPPE-11BRCFaniW21 lSnemalc13211.ed ENERCALC, INC.19n2015. Build:6.15.7.30. Ver:6.15.7.30 Description : Wall = 7 feet unbalanced WITH slab at toe Footing Dimensions & Strengths Toe Width = 1.67 ft Heel Width = 2.33 Total Footing Width = 4.00 Footing Thickness = 10.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Footing Design Results Toe Heel Factored Pressure = 1,728 0 psf Mu': Upward = 2,018 126 ft-lb Mu': Downward = 208 1,491 ft-lb Mu: Design = 1,809 1,365 ft-lb Actual 1-Way Shear = 18.74 16.24 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 4 17.25 in Heel Reinforcing = # 4 @a 18.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: #4@ 17.25 in, #5@ 26.50 in, #6@ 37,75 in, #7@ 48.25 in, #8@ 48.25 in, #9@ 4 Heel: Not req'd, Mu < S * Fr Key: No key defined Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs It ft-lb Ibs It ft-lb Heel Active Pressure = 1,380.6 2.61 3,605.0 Soil Over Heel = 1,283.1 3.17 4,063.3 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -15.6 0.28 -4.3 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = * Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 725.0 2.00 1,450.2 Earth @ Stem Transitions = Total = 1,365.0 O.T.M. = 3,600.6 Footing Weight = 500.0 2.00 1,000.0 Resisting/Overturning Ratio = 1.81 Key Weight = Vertical Loads used for Soil Pressure = 2,508.1 Ibs Vert. Component = 4.00 Total = 2,508.1 Ibs R.M. = 6,513.5 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. ELR Engineering Project Title: 1915 Dayton Ave NE Engineer: ELR Project ID: Renton,'WA 98056 Project Descr: Phone: (206) 200-8764 Email: elreng33@gmail.com Printed: 8 AUG 2015, 8:33AM Cantilevered Retaining Wail File=C:lUserslekeng33lDropboxll ELRE-111_ELK-1120151RUEPPE-IIBRCFamiW211IEnercalc13211.ec6 ENERCALC, INC.1983-2015, Build:6.15.7.30. Ver:6.15.7.30 Description : Wall = 8 feet unbalanced WITH slab at toe Criteria Retained Height = 8.00 ft Wall height above soil = 0.25 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: USED for Soil Pressure. USED for Sliding Resistance. USED for Overturning Resistance. Design Summary Soil Data Allow Soil Bearinc = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 45.0 psf/ft Toe Active Pressure = 45.0 psf/ft Passive Pressure = 150.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf Friction Coeff btwn Ftg & Soil = 0.250 Soil height to ignore for passive pressure = 0.00 in Stem Construction Wall Stability Ratios Overturning = 1.99 OK Sliding = 0.50 UNSTABLE! Slab Resists All Sliding! Total Bearing Load = 3,323 Ibs ...resultant ecc. = 10.08 in Soil Pressure @ Toe = 1,405 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,686 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 20.4 psi OK Footing Shear @ Heel = 18.1 psi OK Allowable = 75.0 psi Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 1,770.0 Ibs less 100% Passive Force = - 63.0 Ibs less 100% Friction Force = - 830.0 Ibs Added Force Req'd = 876,3 Ibs NG ....for 1.5 : 1 Stability = 1,761.3 Ibs NG Load Factors Dead Load Live Load Earth, H Wind, W Seismic, E 1.200 1.600 1.600 1.600 1.000 Design Height Above Ftg Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Moment.... Actual Moment ..... Allowable Shear..... Actual Shear..... Allowable Wall Weight Rebar Depth 'd' Lap splice if above Lap splice if below Hook embed into footing Concrete Data fc Fy ft= in = in = Top Stem Stem OK 0.00 Concrete 8.00 # 4 9.00 User Spec 0.942 Ibs = 2,304.0 ft-I = 6,144.0 ft-I = 6,522.4 psi = 33.4 psi = 75.0 psf = 100.0 in = 5.75 in = 18.72 in = 7.88 in = 7.88 psi = 2,500.0 psi = Calculations per ACI 318.11, ACI 530.11, IBC 2012, CBC 2013, ASCE 7.10 ELR Engineering 1915 Dayton Ave NE Renton, WA 98056 Phone: (206) 200-8764 Email: elreng33@gmail.com Project Title: Engineer: ELR Project ID: Project Descr: Printed: 8 AUG 2015, 8:33AM Cantilevered RetainingWall File=C:UfserslehN331Dropboxl1 ELRE-111 ELR_-112015tRUEPPE-11BRCFamiW2111Enercab13211.ec6 ENERCALC, INC.1983-2015, Build:6.15.7.30, Ver:6.15.7.30 Description : Wall = 8 feet unbalanced WITH slab at toe Footing Dimensions & Strengths Toe Width = 2.08 ft Heel Width = 2.75 Total Footing Width = 4.83 Footing Thickness = 11.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,500_psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Footing Design Results Toe Heel Factored Pressure = 1,686 0 psf Mu': Upward = 3,121 461 ft-lb Mu': Downward = 358 2,649 ft-lb Mu: Design = 2,763 2,188 ft-lb Actual 1-Way Shear = 20.43 18.09 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 4 @ 15.00 in Heel Reinforcing = # 4 @ 18.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: #4@ 15.00 in, #59 23.00 in, #6@ 32.75 in, #7@ 44.50 in, #8@ 48.25 in, #9@ 4 Heel: Not req'd, Mu < S Fr Key: No key defined Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING...,. Force Distance Moment Force Distance Moment Item Ibs ft ft-lb Ibs ft ft-lb Heel Active Pressure = 1,788.9 2.97 5,317.0 Soil Over Heel = 1,833.2 3.79 6,950.4 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -18.9 0.31 -5.8 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = ` Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 825.0 2.42 1,993.6 Earth @ Stem Transitions = Total = 1,770.0 O.T.M. = 5,311.3 Footing Weight = 664.5 2.42 1,605.9 Resisting/Overturning Ratio = 1.99 Key Weight = Vertical Loads used for Soil Pressure = 3,322.7 Ibs Vert. Component = 4.83 Total = 3,322.7 Ibs R.M. = 10,549.8 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. ELR Engineering Project Title: 1915 Dayton Ave NE Engineer: ELR Project ID: Renton, WA 98056 Project Descr, Phone: (206) 200-8764 Email: elreng33@gmail.com Printed: 8 AUG 2015. 8:31AM + t•Ile = t; lUsersleUeng331Uropbozll_ELRE�l1]_ELR_- 112015IRUEPP&118RC family132111EnercaldQ211.ec6 J Cantilevered Retaining Wall ENERGALG.ING"19832015.8uik1:6.18.7:30.Ver:6.15;7.30 Description : Wall = 9 feet unbalanced WITH slab at toe Criteria Retained Height = 9.00 ft Wall height above soil = 0.25 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: USED for Soil Pressure, USED for Sliding Resistance. USED for Overturning Resistance. Design summary Wall Stability Ratios Overturning = Sliding = Slab Resists All Sliding! Total Bearing Load = 4,073 Ibs ...resultant ecc. = 10.66 in 2.04 OK 0.49 UNSTABLE! Soil Pressure @ Toe = 1,459 psf OK Soil Pressure @ Heel = 23 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,750 psf ACI Factored @ Heel = 27 psf Footing Shear @ Toe = 26.0 psi OK Footing Shear @ Heel = 22.4 psi OK Allowable = 75.0 psi Sliding Calcs Slab Resists All Sliding! Lateral Sliding Force = 2,193.8 Ibs less 100% Passive Force = - 63.0 Ibs less 100% Friction Force = 1,018.0Ibs Added Force Req'd = 1,112.4 Ibs NG ....for 1.5 :1 Stability = 2,209.2 Ibs NG Load Factors Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Soil Data Allow Soil Bearinc = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 45.0 psf/ft Toe Active Pressure = 45.0 psf/ft Passive Pressure = 150.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf Friction Coeff btwn Ftg & Soil = 0.250 Soil height to ignore for passive pressure = 0.00 in Stem Construction Top Design Height Above Ftg ft = Wall Material Above "Ht" = Co Thickness in = Rebar Size = Rebar Spacing in = Rebar Placed at = Use Design Data fb/FB + fa/Fa = Total Force @ Section Ibs = 2 Moment.... Actual ft-1= 8 Moment..... Allowable ft-I = 13 Shear..... Actual psi = Shear..,.. Allowable psi = Wall Weight psf = Rebar Depth 'd' in = Lap splice if above in = Lap splice if below in = Hook embed into footing in = Concrete Data fc psi = 2 Fy psi = Stem Stem OK 0.00 ncrete 8.00 # 6 8.75 r Spec 0.656 ,916.0 ,748.0 ,340.8 43.2 75.0 100.0 5.63 28.08 7.83 7.83 ,500.0 Calculations per ACI 318.11, ACI 530.11, IBC 2012, CBC 2013, ASCE 7.10 ELR Engineering Project Title: 1915 Dayton Ave NE Engineer: ELR Project ID: Renton, WA 98056 Project Descr: Phone: (206) 200-8764 Email: elreng33@gmail.com Printed: 8 AUG 2015, 8:31AM Cantilevered R@tllllllll W81� FIIe= C:\Userslelreng3lQD o.pboxll,ELRE�111 ELR_-lk20l51RUEPPE-11BRC F*hily32ll1E-nercalci3211.ec6 g ENERCALC. INC.1983-2013. BA:6.15.7.30. Ver;6.15 7.30 Description : Wall = 9 feet unbalanced WITH slab at toe Footing Dimensions & Strengths Toe Width = 2.42 ft Heel Width = 3.08 Total Footing Width = 5.50 Footing Thickness = 11.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150,00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Footing Design Results Toe Heel Factored Pressure = 1,750 27 psf Mu': Upward = 4,375 816 ft-lb Mu': Downward = 482 3,950 ft-lb Mu: Design = 3,893 3,134 ft-lb Actual 1-Way Shear = 25.98 22.44 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 4 @ 15.00 in Heel Reinforcing = # 4 @ 13.25 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: #4@ 15.00 in, #5@ 23.00 in, #6@ 32.75 in, #7@ 44.50 in, #8@ 48.25 in, #9@ 4 Heel: #4@ 13.25 in, #5@ 20.50 in, #6@ 29.00 in, #7@ 39.25 in, #8@ 48.25 in, #9@ 4 Key: No key defined Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-lb Ibs ft ft-lb Heel Active Pressure = Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 2,212.7 3.31 7,314.1 -18.9 0.31 -5.8 Total = 2,193.8 O.T.M. = 7,308.3 Resist! ngl0verturning Ratio = 2.04 Vertical Loads used for Soil Pressure = 4,073.4 Ibs Soil Over Heel = 2,392.2 4.29 10,266.8 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 925.0 2.75 2,544.1 Earth @ Stem Transitions = Footing Weight = 756.3 2.75 2,079.7 Key Weight = Vert. Component = 5.50 Total = 4,073.4 Ibs R.M. = 14,890.5 Axial live load NOT included in total displayed or used for overtuming resistance, but is included for soil pressure calculation. ELR Engineering Project Title: 1915 Dayton Ave NE Engineer: ELR Project ID: Renton; WA 98056 Project Descr: Phone: (206) 200-8764 Email: elreng33@gmail.com Printed: 8 AUG 2015. 8:14AM Cantilevered RetainingWall rne=c:wserslerengsnuropooxlt tLKt:-11fi:LK--1tzu15IKULFNt-116HCFamiWZ111Enercalc13211,ec6 ENERCALC, INC.1983.2015, Bufld:6.15.7.30, Ver:6.15.7.30 Description : Wall = 10 feet unbalanced WITH slab at toe and wheel loading Criteria Retained Height = 10.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: USED for Soil Pressure. USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel = 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Soil Data Allow Soil Bearinc = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 45.0 psf/ft Toe Active Pressure = 45.0 psf/ft Passive Pressure = 150.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf Friction Coeff btwn Ftg & Soil = 0.250 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 pit ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Wind on Exposed Stem = 0.0 psf Stem Construction Wall Stability Ratios Overturning = 2.65 OK Sliding = 0.55 UNSTABLE! Slab Resists All Sliding! Total Bearing Load = 6,306 Ibs ...resultant ecc. = 6.40 in Soil Pressure @ Toe = 1,312 psf OK Soil Pressure @ Heel = 489 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,632 psf ACI Factored @ Heel = 609 psf Footing Shear @ Toe = 35.2 psi OK Footing Shear @ Heel = 19.7 psi OK Allowable = 75.0 psi Sliding Calcs Slab Resists All Sliding! Lateral Sliding Force = 2,979.0 Ibs less 100% Passive Force = - 63.0 Ibs less 100% Friction Force = - 1,576.8lbs Added Force Req'd = 1,339.4 Ibs NG ....for 1.5 : 1 Stability = 2,828.9 Ibs NG Load Factors Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Design Height Above Ftg Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Moment.... Actual Moment ..... Allowable Shear,.... Actual Shear..... Allowable Wall Weight Rebar Depth 'd' Lap splice if above Lap splice if below Hook embed into footing Concrete Data fc Fy Calculations per ACI 318.11, ACI 530.11, IBC 2012, CBC 2013, ASCE 7.10 Adjacent Footing Load Adjacent Footing Load = 3,000.0 Ibs Footing Width = 0.38 It Eccentricity = 0.00 in Wall to Fig CL Dist = 5.00 ft Footing Type Line Base Above/Below Soil _ - 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Top Stem Stem OK ft = 0.00 = Concrete in = 10.00 # 6 in = 7.50 = User Spec 0.657 Ibs = 4,080.5 ft-I = 14,138.0 ft-I = 21,524.3 psi = 44.6 psi = 75.0 psf = 125.0 in = 7.63 in = 18.44 in = 7.91 in = 7.91 psi = 2,500.0 psi = ELR Engineering Project Title: 1915 Dayton Ave NE Engineer: ELR Project ID: Renton, WA 98056 Project Descr: Phone: (206) 200-8764 Email: elreng33@gmail.com Printed: 8 AUG 2015, 8:14AM Cantilevered RetainingWall File=c:lUserslekeng331Dropboxil_ELRE-1N_ELR_-1120151RUEPPE-11BRCFamiy132111Enercab13211.ec6 ENERCALC, INC.1983-2015, Build:6.15.7.30. Ver:6.15.7.30 Description : Wall = 10 feet unbalanced WITH slab at toe and wheel loading Footing Dimensions & Strengths Toe Width = 3.08 ft Heel Width = 3.92 Total Footing Width = 7.00 Footing Thickness = 11.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 It fc = 2,500psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Footing Design Results Toe Heel Factored Pressure = 1,632 609 psf Mu': Upward = 7,043 3,616 ft-lb Mu': Downward = 784 7,074 ft-lb Mu: Design = 6,259 3,458 ft-lb Actual 1-Way Shear = 35.16 19.69 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 4 @ 9.50 in Heel Reinforcing = # 4 @ 13.25 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: #4@ 9.50 in, #5@ 14.75 in, #6@ 21,00 in, #7@ 28.50 in, #8@ 37.50 in, #9@ 47 Heel: #4@ 13.25 in, #5@ 20.50 in, #6@ 29.00 in, #7@ 39.25 in, #8@ 48.25 in, #9@ 4 Key: No key defined Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-lb Ibs ft ft-lb Heel Active Pressure = 2,681.4 3.64 9,757.3 Soil Over Heel = 3,395.3 5.46 18,537.4 Surcharge over Heel Toe Active Pressure = -18.9 0.31 -5.8 Surcharge Over Toe = Adjacent Footing Load = 316.5 5.13 1,622.6 Added Lateral Load = Load @ Stem Above Soil = Total = 2,979.0 O.T.M. = 11,374.2 Resist! ngi'Overturning Ratio = 2.65 Vertical Loads used for Soil Pressure = 6,306.0 Ibs Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load = 697.8 5.46 3,809.7 Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 1,250.0 3.50 4,374.6 Earth @ Stem Transitions = Footing Weight = 962.9 3.50 3,371.6 Key Weight = Vert. Component = 7.00 Total = 6,306.0 Ibs R.M.= 30,093.3 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. ELR Engineering 1915 Dayton Ave NE Renton, WA 98056 phone: (206)200-8764 email: elreng33@gmail.com Construction Sketches GENERAL STRUCTURAL NOTES -(Unless noted otherwise on plans and details) CODES AND SPECIFICATIONS 1. International Building Code - 2012 edition with local jurisdiction amendments as applicable 2. ASCE / SEI 7-10 Minimum Design Loads for Buildings and Other Structures 3. AF&PA NDS-12 / SPDWS 2008 / WFCM 2012 National Design Specification for Wood Construction / Special Design Provisions for Wind & Seismic / Wood Frame Construction Manual for One and Two Family Dwellings 4. ACI 318-11 Building Code Requirements for Structural Concrete 5. AISC 360-10 / 341-10 Specification for Structural Steel Buildings / Seismic Design Manual 6. AWS D1.1 / D1.1M:2006 / Structural Welding Code -Steel 7. TMS 402-11 / ACI 530-11 / ASCE 5-11 Building Code Requirements for Masonry Structures DESIGN CRITERIA 1. Wind - Risk category = II, Basic wind speed (V) = 110 mph, Wind directionality factor = 0.85, Exposure category = B, Topographic factor Kzt = 1.00, Gust effect factor = 0.85, Enclosure classification = Enclosed, Internal pressure coefficient(GCpi) _ ± 0.18 2. Seismic - Risk category = II, Seismic importance factor (Ie) = 1.00, Site Class = D, SS = 1.500, S, = 0.600, SIDS = 1.000, SIDi = 0.600, Seismic Design Category = D, Basic seismic -force -resisting system = A.15 per ASCE 7-10 Table 12.2-1, Seismic response coefficient (Cs) = 0.154 (orthogonal 1) & 0.154 (orthogonal 2),Response modification factor (R) = 6.5 (orthogonal 1) & 6.5 (orthogonal 2), Design procedure used = Equivalent Lateral Force Procedure 3. Roof - Dead: 17 psf Live: 20 psf Snow: 25 psf 4. Floor - Dead: 15 psf Live: 40 psf, 60 psf (deck) 5. Soils - Vertical bearing pressure (capacity): 1500 psf Lateral bearing pressure (capacity): 150 psf/ft of depth Coefficient of friction (capacity): 0.25 (multiplied by dead load) Active design lateral load: 40 psf/ft of depth At -rest design lateral load: 60 psf/ft of depth STRUCTURAL OBSERVATION 1. Structural observation is required only when specifically designated as being required by the registered design professional or the building official. SOIL CONSTRUCTION 1. Extend footings to undisturbed soil or fill compacted to 95% Modified Proctor (ASTM D1557). All construction on fill soils shall be reviewed by a registered geotechnical engineer. All footings shall be 18 inches minimum below adjacent finish grade. It is the contractor's responsibility to verify that the site soils provide the minimum vertical bearing pressure capacity stated above. PTPF. PTT.Fq 1. Pipe shall conform to ASTM A53 Grade B. Unless noted otherwise, pipe is not required to be galvanized. 2. Pipe shall be driven to refusal and tested (as required) per Geotechnical Engineer's requirements. REINFORCED CONCRETE 1. f'c = 2500 psi at 28 days for footings, slabs and walls. Min 5-;Z sacks of cement per cubic yard of concrete and maximum of 6-3/4 gallons of water per 94 lb. sack of cement. 2. Maximum aggregate size is 7/8". Maximum slump = 4 inches. 3. All concrete shall be air entrained - 5% minimum / 7% maximum (percent by volume of concrete). 4. Mixing and placement of all concrete shall be in accordance with the IBC and ACI 318. Proportions of aggregate to cement shall be such as to produce a dense, workable mix which can be placed without segregation or excess free surface water. Provide 3/4 inch chamfer on all exposed concrete edges unless otherwise indicated on architectural drawings. 5. No special inspection is required. 6. Vibrate all concrete walls. Segregation of materials shall be prevented. REINFORCING STEEL 1. Concrete reinforcement shall be detailed, fabricated and placed in accordance with ACI 318. 2. Reinforcing steel shall be grade 40 minimum and deformed billet steel conforming to ASTM A615. 3. Welded wire mesh shall conform to ASTM A185. 4. Reinforcing steel shall be accurately placed and adequately secured in position. The following protection for reinforcement shall be provided: Min Cover Cast against and permanently exposed to earth - 3" Exposed to earth or weather - 1.5" for #5 bar and smaller 2" for #6 bar and larger Slabs and walls at interior face - 1.5" 5. Lap continuous reinforcing bars 32 bar diameters (1'-6" min) in concrete. Corner bars consisting of 32 bar diameter (1'-6" min) bend shall be provided for all horizontal reinforcement. Lap welded wire mesh edges 1.5 mesh minimum. This criteria applies unless noted otherwise. RETAINING WALLS 1. Concrete floor slabs to be poured and cured and floor framing above shall be complete before backfilling behind retaining walls. TIMBER 1. Unless noted otherwise, all sawn lumber shall be kiln dried and graded/marked in conformance with WCLIB standard grading for west coast lumber. Lumber shall meet the following minimum criteria: 4x and larger: DF #2 (Fb=875 psi) 3x and smaller: HF #2 (Fb=850 psi) or SPF #2 (Fb=875 psi) 2. Wall studs shall be: Bearing walls with 10'-0" maximum stud length 2x4 HF stud grade or btr at 24" (max) oc - carrying only roof and ceiling 2x4 HF stud grade or btr at 16" (max) oc - carrying only one floor, roof and ceiling 2x6 HF stud grade or btr at 24" (max) oc - carrying only one floor, roof and ceiling 2x6 HF stud grade or btr at 16" (max) oc - carrying only two floors, roof and ceiling Non -Bearing walls with maximum stud length noted 2x4 HF stud grade or btr at 24" (max) oc - 10'-0" maximum stud length 2x6 HF stud grade or btr at 24" (max) oc - 15'-0" maximum stud length 3. Provide 4x6 DF2 header over openings not noted otherwise. Provide (1)2x trimmer and (1)2x king header support for clear spans 5'-0" or less. Provide (2)2x trimmer and (1)2x king header support for clear spans exceeding 5'-011. 4. Provide solid blocking in floor space under all posts and wall members connected to holdowns. Orient blocking such that wood grain in blocking is oriented vertically. 5. Provide double floor joists under all partition walls parallel to floor joists and along the perimeter of all diaphragm openings. 6. Provide double blocking between floor joists under all partition walls perpendicular to floor joists. WOOD CONNECTORS, FASTENERS AND PRESSURE TREATED WOOD 1. All wood connectors shall be Simpson or approved equal. 2. All nails shall be common wire nails unless noted otherwise. 3. All nailing shall meet the minimum nailing requirements of Table 2304.9.1 of the International Building Code. 4. All wood in contact with ground or concrete to be pressure -treated with a wood preservative. 5. Wood used above ground shall be pressure treated in accordance with AWPA U1 for the following conditions: • Joists, girders, and subfloors that are closer than 18" to exposed ground in crawl spaces or unexcavated areas located within the perimeter of the building foundation. • Wood framing including sheathing that rest on exterior foundation walls and are less than 8 inches from exposed earth. • Sleepers, sills, ledgers, posts and columns in direct contact with concrete or masonry. 6. All field -cut ends, notches, and drilled holes of preservative -treated wood shall be treated, for use category UC4A per AWPA U1-07, in the field using a 9.08% Copper Naphthenate (CuN) solution such as "End cut Solution" (Cunapsol-1) in accordance with the directions of the product manufacturer. 7. All wood connectors and associated steel fasteners (except anchor bolts and holdown anchors, 1/2" diameter and larger) in contact with any preservative -treated wood shall conform to one of the following corrosion protection configuration options: a) All wood connectors and associated steel fasteners shall be Type 303, 304, 306 or 316 stainless steel when actual wood preservative retention levels exceed the following levels: Treatment Retention level (pcf) ACQ (Alkaline Copper Quat) Greater than 0.40 MCQ (Micronized Copper Quat) Greater than 0.34 CA-B (Copper Azole) Greater than 0.21 CA-C & MCA (Copper Azole & Azole Biocide) Greater than 0.15 pCA-C (Azole Biocide) Greater than 0.14 b) When actual wood preservative retention levels do not exceed the levels in 4.a) above, all wood connectors and fasteners shall, at a minimum, be hot -dipped galvanized by one of the following methods: • Continuous hot -dipped galvanizing per ASTM A653, type G185. ■ Batch or Post hot -dipped galvanizing per ASTM 123 for individual connectors and as per ASTM A153 for fasteners. Fasteners, other than nails, timber rivets, wood screws and lag screws, may be hot -dipped galvanized as per ASTM B695, Class 55 minimum. c) Plain carbon steel fasteners in SBX/DOT and zinc borate preservative treated wood in an interior, dry environment shall be permitted. 8. Do not mix stainless steel and hot -dipped galvanized wood connectors and fasteners. 9. All anchor bolts shall be as specified in the general notes on the shearwall schedule. 10. Where a connector strap connects two wood members, install one half of the total required nails or bolts in each member. 11. All bolts in wood members shall conform to ASTM A307. 12. Provide standard cut washers under the head of all bolts and lag screws bearing on wood. ANCHORAGE 1. All anchor bolts and holdown bolts embedded in concrete or masonry shall be A307 unless noted otherwise. Expansion bolts into concrete not otherwise specified shall be Simpson STRONG -BOLT 2 Wedge Anchor. Install in accordance with ICC ESR-1771, including minimum embedment depth requirements. NAILS 1. Nailing of wood framed members to be in accordance with IBC 2012 table 2304.9.1 unless otherwise noted. Connection designs are based on "Common Wire" nails with the following properties: Penny Weight Diameter (Inches) Length (Inches) 8d 0.131 2-1/2 10d 0.148 3 16d 0.162 3-1/2 20d 0.192 4 SHEARWALLS 1. All shearwall plywood nailing and anchors shall be as detailed on the drawings and noted in the shearwall schedule. All exterior walls shall be sheathed with 7/16" APA rated sheathing (24/16) - blocked - with minimum nailing 0.131" diameter x 2.5" nails @ 6" OC edges/12" oc field unless noted otherwise. 2. All headers shall have strap connectors to the top plate each end when the header interrupts the continuous (2)2x top plate. Use (1)Simpson MSTA24 connector each end unless noted otherwise. 3. All shearwall holdowns shall be as noted on the plans and shall be Simpson or approved equal. 4. All holdown anchors shall be installed as shown on plans and as per manufacturer's requirements. Holdown anchors may be wet -set or drilled and epoxied (Simpson "SET" epoxy or approved equal) with prior approval from the Engineer of Record. Provide the full embedment into concrete as stated on the plans. FLOOR AND ROOF DIAPHRAGMS I. Apply ZJ/J2" APA rated Sturd-I-Floor(24" oc) nailed to floor framing members with 0.148" diameter x 3" nails at 6" OC at all supported edges and at 12" OC at interior supports unless noted otherwise on the plans. Offset panel joints between parallel adjacent runs of sheathing. 2. Apply 7/16" APA rated sheathing(24/16) nailed to roof framing members with 0.131" diameter x 2.5" nails at 6" OC at supported edges and at 12" OC at interior supports unless noted otherwise on the plans. Offset panel joints between parallel adjacent runs of sheathing. 3. Blocking of interior edges is not required unless noted otherwise on the plans. BUILT-UP WOOD COLUMNS ,1, A+11 columns not specified or otherwise noted on the plans shall be (2)2x studs gang fastened per standard detail. 2. All columns not specified or otherwise noted on the plans supporting girder trusses or beams shall be (3)2x studs gang fastened per standard detail. MANUFACTURED WOOD TRUSSES 1. Trusses shall be designed, fabricated, and installed in accordance with the "Design Specifications for Light Metal Plate Connected Wood Trusses" by the Truss Plate Institute. 2. All trusses shall be designed and stamped by a professional engineer licensed in the State of Washington. 3. Roof trusses shall be fabricated of Douglas Fir -Larch or Hem -Fir. 4. All mechanical connectors shall be IBC approved. 5. Submit design calculations, shop drawings and installation drawings stamped by a licensed engineer of all trusses to the owner's representative for review and Building Department approval. 6. Truss members and components shall not be cut, notched, drilled, spliced or otherwise altered in any way without written approval of the registered design professional. 7. Where trusses align with shearwalls, a special truss shall be provided that has been designed to transfer the load between the roof sheathing and the shearwall below. This truss shall be designed to transfer a minimum of 100 plf along the full length of the truss. 8. All temporary and permanent bracing required for the stability of the truss under gravity loads and in -plane wind or seismic loads shall be designed by the truss engineer. Any bracing loads transferred to the main building system shall be identified and submitted to the engineer of record for review. PARALLEL STRAND LUMBER (PSL) 1. Parallel strand lumber shall be manufactured as per NER-292 and meet the requirements of ASTM D2559 - Fb=2900 psi, E=2.2E6 psi for beams and Fb=2400 psi, E=1.8E6 psi for columns. LAMINATED VENEER LUMBER (LVL) 1. Laminated veneer lumber shall be Doug Fir meeting the requirements of ASTM D2559 - Fb=2600 psi, E=2.OE6 psi. 2. For top loaded multiple member beams only, fasten with two rows of 0.148" diameter x 3" nails at 12" OC. Use three rows of 0.148" diameter x 3" nails for beams with depths of 14" or more. 3. Provide full depth blocking for lateral support at bearing points. LAMINATED STRAND LUMBER (LSL) 1. Laminated strand lumber shall be manufactured as per NER-292 and meet the requirements of ASTM D2559 - Fb=2325 psi, E=1.55E6 psi for beams and Fb=1700 psi, E=1.3E6 psi for beams/columns and Fb=1900 psi, E=1.3E6 psi for planks. GLUED LAMINATED WOOD MEMBERS (GLB) 1. Glued laminated wood beams shall be Douglas Fir, kiln -dried, stress grade combination 24F-V4 (Fb=2400 psi, E=1.8E6 psi) unless otherwise noted on the plans. 2. Fabrication shall be in conformance with current applicable ANSI/AITC A190.1 and ASTM D3737. 3. AITC stamp and certification required on each and every member. WOOD I -JOISTS 1. Joists by Truss Joists/MacMillan or approved equal. 2. Joists to be erected in accordance with the plans and installation drawings. 3. Construction loads in excess of the design loads are 4. Provide erection bracing until sheathing material has S. See manufacturer's references for limitations on the STEEL CONSTRUCTION any Manufacturers drawings and not permitted. been installed. cutting of webs and/or flanges. 1. Structural steel shall be ASTM A992 (wide flange shapes) or A53-Grade B (pipe) or A36 (other shapes and plate) unless noted otherwise. 2. All fabrication and erection shall comply with RISC specifications and codes. 3. All welding shall be as shown on the drawings and in accordance with AWS and AISC standards. Welding shall be performed by WABO certified welders using E70XX electrodes. Only pre -qualified welds (as defined by AWS) shall be used. MASONRY 1. Construction shall meet the requirements of IBC Chapter 21. 2. Special inspection is not required. 3. All concrete block masonry shall be laid up in running bond and shall have a minimum compressive strength of f'm = 1500 psi, using Type "S" mortar, f'c = 1800 psi. 4. All cells containing reinforcing bars shall be filled with concrete grout with an f'c = 2©00 psi in maximum lifts of 4'-0". 5. Bond beams with two #5 horizontally shall be provided at all floor and roof elevations and at the top of the wall. 6. Provide a lintel beam with two #5 horizontally over all openings and extend these two bars 2'-0" past the opening at each side or as far as possible and hook. 7. Provide two #5 vertically for the full story height of the wall at wall ends, intersections, corners and at each side of all openings unless otherwise shown. 8. Dowels to masonry walls shall be embedded a minimum of 1'-6" or hooked into the supporting structure and of the same size and spacing as the vertical wall reinforcing. 9. Provide corner bars to match the horizontal walls reinforcing at all wall intersections. 10. Reinforcing steel shall be specified under "REINFORCING STEEL". Lap all reinforcing bars 40 bar diameters with a minimum of 1'-6". 11. Masonry walls shall be reinforced as shown on the plans and details and if not shown, shall have (1) #5 @ 48" OC horizontally and (1) #5 @ 48" OC vertically. 12. Embed anchor bolts a minimum of 511. GENERAL CONSTRUCTION 1. All materials, workmanship, design, and construction shall conform to the project drawings, specifications, and the International Building Code. 2. Structural drawings shall be used in conjunction with architectural drawings for bidding and construction. Contractor shall verify dimensions and conditions for compatibility and shall notify the architect of any discrepancies prior to construction. Discrepancies: The contractor shall inform the engineer in writing, during the bidding period, of any and all discrepancies or omissions noted on the drawings and specifications or of any variations needed in order to conform to codes, rules and regulations. Upon receipt of such information, the engineer will send written instructions to all concerned. Any such discrepancy, omission, or variation not reported shall be the responsibility of the contractor. 3. The contractor shall provide temporary bracing as required until all permanent framing and connections have been completed. 4. The contractor shall coordinate with the building department for all permits and building department required inspections. 5. Do not scale drawings. Use only written dimensions. 6. 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 and approval by the architect and the structural engineer. 7. Contractor initiated changes shall be submitted in writing to the architect and structural engineer for approval prior to fabrication or construction. 8. All structural systems which are to be composed of field erected components shall be supervised by the supplier during manufacturing, delivery, handling, storage, and erection in accordance with instructions prepared by the supplier. 9. Contractor shall be responsible for all safety precautions and the methods, techniques, sequences, or procedures required to perform the work. 10. Shop drawing review: Dimensions and quantities are not reviewed by the engineer of record, therefore, must be reviewed by the contractor. 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Z H n 53 a O -- - - - - - I - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - b City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director October 20, 2015 BOB RESTER PO BOX 731310 PUYALLUP, WA 98373 RE: Correction Letter # 2 COMBOSFR Permit Application Number D15-0206 DUNBABIN LOT B - 14050 33RD AVE S Dear BOB RESTER, 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: PLANNING - DEPARTMENT: VALERIE LONNEMAN at (206)433-7140 if you have questions regarding these comments. • 1) Provide a table on sheet PG1 to list the species and DBH of the three trees that are proposed to be removed in the area of steep slopes (between 15-40%). The table shall also include the proposed replacement trees, including minimum DBH and species (ref.TMC 18.54.130(3)). 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 accented through the mail or by a messenger service. If you have any questions, I can be reached at (206)433-7165. Sincerely, Rachelle Ripley P Y Permit Technician File No. D15-0206 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 9 Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: hqp://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: 10/03/2015 Plan Check/Permit Number: D15-0206 i Response to Incomplete Letter # I Response to Correction Letter # Revision # after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: BRC Single Family Residence - Lot B Project Address: 14050 33rd Ave South Contact Person.. Bob Rester Summary of Revision: Phone Number: (253) 820-8311 Building Department 1. Provided Coordinate Descriptions on Elevation Sheets 2. Provided WH Detail on Sections Page and Noted on Floor Plan 3. Provided geotechnical report with wet stamp/signature 4. Provided Roof Overhang Dimensions on Roof Layout and Elevations 5. Created New Sheet E-1 for Window Schedule and WSEC Energy Compliance 6. Provided geotechnical MEMO for rockery wall. Elevations and section are provided on sheet PG and EC 1. Rockery wall shown as 5' away from property line. Planning Department 1. Added Sheet A 1.2 showing Roof Height Calculations 2. Showed tree removal on sheet PG1. 3. Revised house location to show 20' setback from easement line. PW Department 1. Added E/W rockery wall cross section to sheet EC 1. 2. Added rockery wall footing drain collector to plan. 3. Added a note to cross reference geotechnical report. SheetNumber(s): EC1, SP1, "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ❑ Entered in Permits Plus on H:\Applications\Forms-Applications On Line\2010 Applications\7-2010 -Revision Submittal. doe Revised: May 2011 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director September 24, 2015 BOB RESTER PO BOX 731310 PUYALLUP, WA 98373 RE: Correction Letter # 1 COMBOSFR Permit Application Number D15-0206 DUNBABIN LOT B - 14050 33RD AVE S Dear BOB RESTER, 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 2406; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) All Structural Drawings and structural calculations sheets to be stamped (original signed wet stamp, not copied) by Washington State licensed architect, structural engineer or civil engineer. (BUILDING REVIEW NOTES) 1. Revise elevation sheets to indicate house elevations as North, South, East & West. 2. Show a detail or provide notes that indicate water heater to be provided with a stand or framing where it shall be elevated 18" min. above the floor and seismically strapped per code requirements. 3. Geotechnical soils report stamp and signature by the engineer appears to be a copy. Provide soils report by the soils engineer that has original wet stamp/signature on the front of each report (2 copies), no electronic copies. 4. Show dimensions for roof overhangs. 5. Provide a window and door schedule on the plan. Specify U-value for windows and exterior doors that comply with current energy codes. (WSEC CHAPTER 4 [RE]) 6. The retaining walls shall require engineered design with details specific to this site. Provide retaining wall plans with details. Also retaining walls along the property line greater than 4 feet shall conform to setbacks. Contact the planning department for recommendations and variances. PLANNING DEPARTMENT: VALERIE LONNEMAN at (206)433-7140 if you have questions regarding these comments. 1) Please provide a cross-section showing the grade plane and midpoint of highest roof to confirm that the building height is 30 feet or less using International Building Code measurement technique. 2) If any significant trees (min. 4" diameter Ref. TMC 18.06.775) are proposed to be removed, indicate the location on site plan and include size and species information. Up to four significant trees may be removed in areas where the slope is greater than 15% per TMC 18.45.050. 3) Provide a minimum 20 foot setback to the house from the 10' sidewalk, street lighting, and utility easement. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • For 206-4.31-3665 PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. • 1) Provide E/W cross section of proposed retaining wall segments including existing and proposed contours. 2) Does the wall(s) require a footing drain? 3) Cross reference the Geotech Report on your civil site plan. 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 accented through the mail or by a messenger service. If you have any questions, I can be reached at (206)431-3655. Sincerely, ---" —�a Bill Rambo2 Permit Technician File No. D15-0206 6300 Southcenter Boulevard Suite #100 • Tukwila WashinPton 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMIT COORQ COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D 15-0206 PROJECT NAME: DUNBABIN LOT B SITE ADDRESS: 14050 33 AVE S Original Plan Submittal Response to Correction Letter # DEPARTMENTS: DATE: 01/20/16 Revision # X Revision # 1 before Permit Issued after Permit Issued h� mo '�± AK WA VL- �)14- Building Division 0 Fire Prevefition Planning Division &S N/-I— 17-A-1 � Public Works v Structural ❑ Permit Coordinator PRELIMINARY REVIEW: DATE: 01/21/16 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 02/18/16 Approved ❑ Approved with Conditions ❑ Corrections Required ❑ (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0206 DATE: 10/29/15 PROJECT NAME: BRC SINGLE FAMILY RESIDENCE - LOT B SITE ADDRESS: 14050 33RD AVE S Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter #Aj Revision # after Permit Issued DEPARTMENTS: VL AW(/ llj� Building Division ❑ Fire Prevention ❑ Planning Division Public Works ❑ Structural ❑ Permit Coordinator PRELIMINARY REVIEW: DATE: 10/29/15 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 11/26/15 Approved ❑ Approved with Conditions ❑ Corrections Required ❑ (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 Y PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0206 DATE: 10/09/15 PROJECT NAME: DUNBABIN LOT B SITE ADDRESS: 14050 33 AVE S S X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: A�- &(,, 10-wK �OYf V� IbI1�J Building Division 12 Fire Prevention ❑ Planning Division J1 P�WU Ib�t Public Works Structural ❑ Permit Coordinator ❑ PRELIMINARY REVIEW: DATE: 10/13/15 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 11/10/15 Approved ❑ Approved with Conditions ❑ Corrections Required ❑ (corrections entered in Reviews) Notation: Denied ❑ (ie: Zoning Issues) REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: O t� Departments issued corrections: Bldg ❑ Fire ❑ Plug ] PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0206 PROJECT NAME: DUNBABIN LOT B SITE ADDRESS: 14050 33RD AVE S X Original Plan Submittal Response to Correction Letter # DEPARTMENTS: A-Y (vvv�, Building Division &)s cOV19— Public Works PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: DATE: 08/17/15 Revision # Revision # W W& Fire Prevention Structural ❑ before Permit Issued after Permit Issued boa, q�� VI/ Planning Division Permit Coordinator ❑ DATE: 08/18/15 Structural Review Required ❑ DATE: DUE DATE: 09/15/15 Approved ❑ Approved with Conditions ❑ Corrections Required (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only !� CORRECTION LETTER MAILED: Departments issued corrections: Bldg Q- Fire ❑ Ping �R- PW Staff Initials: "V 12/18/2013 PROJECT NAME: " Uv�, _ SITE ADDRESS: 140,Sf 33 PERMIT NO: Us,—,), �p ORIGINAL ISSUE DATE: Lt--la,�� REVISION NO. DATE REE;;2 TAFF IT ALS ISSUED DATE STAFF INITIALS (_ m Sumary of Revision: v- J Receive REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please prmt) 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) City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: ,?—(3 J � Plan Check/Permit Number: bl�-- Q a 6 `� ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Revision # / after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: ��°9r� 3 Zl Z - &a7— 0 // ,�� Project Address: © 3 34' � U /�. S 6o Contact Person: tl S%sE� OICC Phone Number: Summary of Revision: G R-6 V1r1'fi)1J" TO C cfr/, 11-� W `-, RECEIVED CITY (2. WKWILA AN 212016 PERMIT CENTER Sheet Number(s): s "Cloud" or highlight all areas of Received at the City of Tukwila Permit Center by: [& Entered in TRAKiT on I �� --3 date of revision nl City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 10/26/2015 Plan Check/Permit Number: D15-0206 Response to Incomplete Letter # ✓ Response to Correction Letter # Revision # after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: BRC Single Family Residence - Lot B Project Address: 14050 33rd Ave South Contact Person: Bob Rester Phone Number: (253) 820-8311 Summary of Revision: Planning Department 1. Added a table on sheet PG1 for existing trees and new trees on steep slope. FIEGOMM SheetNumber(s): PG1, "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ❑ Entered in Permits Plus on H:\Applications\Forms-Applications On Line\2010 Applications\7-2010 - Revision Submittal. doe Revised: May 2011 W�►�. City of Tukwila o, �x Department of Community Development -�' 6300 Southcenter Boulevard, Suite #1.00 J= Tukwila, Washington 98188 ` .. - Phone: 206-431-3670 19- 08 Fax: 206-431-3665 Web site: http:/hvww,ci.tukwila,wa.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Plan Check/Permit Number: D 15-0206 ❑ Response to Incomplete Letter # Z. Response to Correction Letter # 1 ❑ Revision # after Permit is Issued MCBM ❑ Revision requested by a City Building Inspector or Plans Examiner OCT 0 6 2015 Project Name: Dunbabin Lot B PERMIT rFNTpp Project Address: 14050 33 Ave S Q Contact Person: 40 ?- Phone Number: Summary of Revision: Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ❑ Entered in TRAKiT on \applications\forms-applications on line evision submittal Created: 8-13-2004 ` Revised: .r City of Tukwila OF NVATM I - A AII,ABILI'ITY 6300 Southeenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: hn://www.TukwilaWA.gav Part A: To be completed by applicant Site address (attach map and lygal scrip iontand size of main): PERMIT NQ.: D* -*(gW owner Information A ep!L ntact Person Name: rv, ,Name: Address: �� 3 t h �, Address W el Phone: a 5 3 1 Phone: a _$ a O— 3 I I This certificate is for the purposes of. "sidential Building Permit . ❑ Preliminary Plat ❑ Commercial/Industrial Building Permit ❑ Rezone Estimated number of service connections and water meter size(s): Y Vehicular distance from nearest hydrant to the closest point of structure is Area is served by (Water Utility District): r n a C 0m r+-�%r Owner/Agent Part B: To be completed b y water utility district 1, The proposed project is within _ 2. No improvements required. ❑ Short Subdivision ❑ Other li ,:5-1 Date - 3. The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: 4. s. (Use separate sheet {f non room is needed) Based upon the improvements listed above, water can be provided and will be available at the site with a flow of ; 9� gent 20 psi residual for a duration of 2 hours at a velocity of tO fps as documented by the attached calculations CITY OF- TUKWILA PERMIT CENTER AUG 13 115 I hereby certify that the above information is true and correct. �215 Agency/Phone- BY Date Ae'x Pi kCS �5' � ! � -• ! �� CLp,vr� y AU8.0 1TIe tt tO Certificate of Water Availability King County. hater District No. 125 The following terms and conditions apply to the attached Certificate of Availability ("Certificate") 1. This Certificate of Water Availability is valid only for the real property referenced herein for the sole purpose of submission to the. City of Tukwila ("City"). This Certificate is issued at the request of the City and is not assignable or transferable to any other party. Further, no third person or party shall have any rights hereunder whether by agency or as a third party beneficiary or otherwise. 2. The District makes no representations, expressed or implied, the applicant will be able to obtain the necessary permits, approvals and authorization from the City or any other applicable land use jurisdiction or governmental agency necessary before applicant can utilize the utility service which is the subject of this Certificate. 3. As of the date of the issuance of this Certificate. the District has water available to provide utility service to the real property which is the subject of this Certificate, and the utility systems exist or may be extended by the applicant to provide service to such property. However, the issuance of this Certificate creates no contractual relationship between the District and the applicant or the City, and the issuance of this Certificate may not be relied upon and does not constitute the District's guarantee that water utility service will be available to the real property at the time the applicant may apply to the District for such service. 4. Application for and the possible provision of District utility service to the real property which is the subject of this Certificate shall be subject to and conditioned upon the availability of water service to the real property at the time of such application, as well as all application for utility service, including conservation, water restrictions, and other policies and regulation then in effect. Applicant's Signature Date / s" District Representative M _o&,h_ PamAgn Date ` ' 1 3460S 148th Suite 100 r Seattle, WA 98168 Phone: (206) 242-3236 ► Fax. (206) 242-1521 CERTIFICATE OF SEWER AVAILABILITY / NON AVAILABILITY Residential: $ 50.00 Commercial: $ 100.00 C: Certificate of Sewer Availability OR (' Certificate of Sewer Non -Availability Part A: (To Be Completed By Applicant 1 Purpose of Certificate: ® Building Permit ❑ Preliminary Plat or PUD ❑ Short Division ❑ Rezone ❑ Other Proposed Use: ❑ Commercial ❑x Residential Single Family ❑ Residential Multi -Family ❑ Other—� Applicant's Name Phone Number 2538208311 BRC Family --� Property Address Tax Lot Number 1523049319 1405033rdAveS Legal Description (Attach Map and legal Description If Necessary); LOT I S23049319 OF CITY OF TUKW ILA SHORT PLAT NO. L 14-0037, RECORDED FEBRUARY 24, 2015 UNDER RECORDING NUMBER 20150224900002, RECORDS OF KING COUNTY, WASHINGTON. Part B: (To be Completed by Sewer Agency 1 1 a, A Sewer Service will be provided by side sewer connection only to an existing ®f%6 @PM feet from the site and the sewer system has the capacity to serve the proposed use. OR ❑ b. Sewer service will require an improvement to the sewer system of. AUG IC 1 9 � J ❑ (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 PERMIT ❑ (3) Other (describe) 2, Must be completed if 1, b above is checked a. 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. yl a. The proposed project is within the corporate limits of the District, or has been granted Boundary $ Review Board approval for extension of service outside the District. OR (' a. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following; Permit $ !7f! a. District Connection Charges due prior to connection: GFC: $ 1*)3 j SFC: $1= Unit: $ Total $ (Subject to Change on January 1 st) Either a Ki a Coun_ t_ /�MET_RO Capacity Charap, SWSSD or Midway Sewer District Connection Charge may be due upon connection to sewers. b. Easements: ❑ Required ❑ Maybe Required c. Other I hereby certify that the above sewer agency information is true. This certification shall be valid for one year from the fsignature. By Title 4,y Date U W'ILA )15 TER 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") This certificate is valid onlyfor 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. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations, express or implied, Including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of Seatac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting a ny 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. 1 acknowledge that I have received the Certificate of SewerAvoilobiliry/Non -Availability and this attachment and fully understand the terms and conditions herein. Applicant's signature Date r BRC FAMILY LLC BRC FAMILY LLC Owner or tradesperson Principals RILEY, MERRITT ANN, PARTNER/MEMBER MORRISON, LORI DEE, PARTNER/MEMBER RILEY, WILLIAM JOSEPH, PARTNER/MEMBER RILEY, ALTHEA VERA, PARTNER/MEMBER Doing business as BRC FAMILY LLC WA UBI No. 602 863 429 License Hoare Inicio en. I;spafiol. Contact. Safety Claims & Insurance PO BOX 731310 PUYALLUP, WA98373 253-881-3035 PIERCE County Business type Limited Liability Company Page 1 of 2 Search L&I A-7,Inch Workplace Rights Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. ........................................................................... Meets current requirements. License specialties GENERAL License no. BRCFAFL901 QQ Effective — expiration 11 /18/2010-11 /18/2016 Bond ................. American Contractors Indem CO $12,000.00 Bond account no. 100144304 Received by L&I Effective date 11/18/2010 11 /01 /2010 Expiration date https://secure.Ini.wa.gov/verify/Detail.aspx?UBI=602863429&LIC=BRCFAFL901QQ&SAW= 11/12/2015 JOISTS PER PLAN \I--- ANCHOR BOLTS PER NOTES (7)&(8) ON SW SCHEDULE AND 2x4 TREATED MUDSILL S.O.G. PER PLAN EL. PER PLAN EL. PER PLAN ,I .. CONCRETE WALL PER PLAN. .......... (REINF. NOT SHOWN) HANGER PER PLAN LEDGER/CONN. PER PLANA A 5" EMBED. WOOD FLOOR/S.O.G. TRANSITION AA N.T.S. O 0 I WHERE UNBALANCED BACKFILL EXCEEDS 4 FEET 31- SD- WHERE UNBALANCED BACKFILL EXCEEDS 4 FEET in n9jamm M I 0 59'-6" 101- 0" i, 49'- 6" 15'-0" 15-0" A29'-6" \ .00 30" SQ.x12" THICK W/(3)#4 EACH WAY (4 LOC.) DTT1 Z CONNECTOR (4 LOC. MIN.) -TYPICAL FASTENERS PER DTT1 Z SHALL BE AS FOLLOWS: PBS66 PBS66-(1)3/8" DIA. HDG LAG SCREW & HDG WASHER WITH 3" MIN. THREAD PENETRATION INTO —r ; -- I E 6x12 DF2 II6x12 DF2 I I TOP PLATE, STUDS, OR HEADER I— — _ _ _ _ _ _ _ I—(8)0.148" DIA.x1.5 HDG NAILS INTO UNDERSIDE OF NEW DECK JOIST L — — — J N L--- I �--- I x <r, STEP TOP OF WALL AS GRADE ALLOWS c 00 PBS66 M N w (LOCATION APPROXIMATE) cn = _< CON WHERE UNBA NCED Qcn - = 2x8 HF2 LEDGER W/(2)HORZ. STEP FOOTING AS GRADE K, BACKFILL EXCEEDS Z> � ROWS SDS x4.5 SCREWS AT ALLOWS (LOCATIONS 4 FEET ^I �V)< a? OC IN EACH ROW (TYP) APPROXIMATE)N Q>m3 2x BLKG. " w - - - - - - - - -- X- - - - - - - - - I ----In-� ---_-- ---- ---------�--- %—�— ---/ --- i- i--=-------%--% ---- i--- --'-----%�---�-/---- --- Ll -/--' 4 _ o6x10 DF2 OD - - - - - - - - L—J AIIIIII, � -----J CONTROL T/R/OL _J OINT2x10 PT/HF2 LEDGER III1III L1210W-/(16)10.148 DIA.x1.5IIIjII ,�IIII 2% HORZ. ;ROW/S /1 2" DIA. BOLTS AT 16 OC INSLAi -ON-GRADE/ /i j i i' jIIIiV1I IIiII�I; IEACH ROW(STAGGERED);% 2x10'S 16" O.C. 3/4" T&G OVER 1.6 WIDEx/8 / THiICK i CONT. BII1IIII %351;.50 /W/(2 14 LONG. (TYP) (3)2x BLKG. 4URED CONCRETE31-/AA % 29 �� $IjIII D1--9SLAB-ON=GRADEiW/NWF -3 -1 0'-0" SD 6x6-W.1:4/W1,4' 10 WHERE UNBALANCED AS GRADE 3 VARIESCRAWL SPACE BACKFILL EXCEEDS 4 FEET EL. DOWEL (2")#4x28" ;/eARs(nP)351.50 �o i F7-� I _ ' I J, 1---------------- - - - - - - - - - - I % i I® I I I�-- - - - - - - - - - - - - - - � I ------------� 1 N04 I = p> I I �.----.=------- i I I I WHERE UNBALANCE o- I I I I I BACKFILL EXCEEDS 0 `j I I I I I o _A 4 FEET (Mi--------- I j I I I 00 2'-0„ MINIMUM 24" TALL STEMWALL(TYP) I I 6x6 PT POST & N I 36" SQ.0 2" FTG. N i i I I W t> I j W/(3)#4 EACH WAY ----------- I I -- ---- ---- I I (TYP, 3 LOC.) - , r , , I `jO 4" CONC. SLAB 0/ 4" COMP. FILL j I SLOPED 3" TOWARD DOOR I I 0 N II 6x10 DF2 f—S--„-_ _ _ _ 4----+—EI _ I I o, r 4x6 PT � I 0 I I I I � I I SD-3 I I I POST L — --J L — -- L-- --J I I 31-X SLAB -ON -GRADE I I N cD N I I I POINT LOAD ABOVE I POINT LOA ABOVE 1 1 I SD-3 T.O.S. 1 I N I I 5 —4 5 —0 8'-0" 5'-10 6 —4 I , I I I I I WHERE UNBALANCED 360.50 I I I I 17 -.3 5 -8 7 -7 1 I BACKFILL EXCEEDS I PROVIDE SOLID BLOCKING � 1 I 4 FEET I I I I IN RIM JOIST SPACE o O CRAWL SPACE `--I F-J c° I I UNDER ALL POINT LOADS (0 0 1 1 Q0 I I N I IAND MEMBERS CONNECTED I p I CRAWL SPACE I I 1 N I 1 I I TO HOEDOWNS (TYP) - 6 MIL. BLACK VISQUEEN I I N M VAPOR BARRIER I A1 29 SD-3 I i STEP TOP OF x i i I I I I WALL (LOCATION I APPROXIMATE) „ I 4 THICK POURED CONCRETE I I I I I I I I SLAB -ON -GRADE W/WWF 6x6-W1.4/W1.4 I I L---------- ------ --- -- ---- --, I L-------- ------------ j I ----------- ------=- ------ --o - I I IL r------ -------- 1 I I I N - - - - - - - - - - - - L----------------------------- --- --J I I N I I N �� — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — --_J 0 12" SQ.x12" TALL PLINTH �� 0 W/(4)#4 VERT. STUBS 5 (2 LOC.) F J/ ` PBS66 (2 LOC.) 16 8 ROCKERY 24 DIA.x60 (VERIFY) + 16 28 SD-2 SD- THICK FTG. W/(4)#4 SD-2 SD-2 VERT. (2 LOC.) 9'-4„ 10'-0" 10'-0" 10'-6" or 02 8'-3" 0-41 ° 16'-3" 1'-41 , 18'-0" 12'-6" 10'-0" 49 19'-0" 59'-6" FOUNDATION PLAN 1/4"=1'-O" ALL CONNECTIONS TO SPECIFIED AND/ OR VERIFIED BY TRUSS MANUFACTURER. NOTE: ALL SOLID SAWN BEAMS TO BE DF#2 OR BETTER 0 t t9 3 Zt ta 0 F p O W U W N Woo$a' z W wo3 W i O ZZw o[� n. z i O CjaLL 1- U? _ W ZZ¢Z Z , [ Z } I W NU O U �OaN_, V. W W~ S X�°,= 5Eow03 OWi CxQ5 a-o " pZ i Z V-V 1= xS gE W LL - } K O z=O/a LL id o�Zz `0p rY OpviZ p W W O EW J O W y W H LL EL m}Z p 0¢ Q� O U [ 0 1 QZ? } Z, WJ NZ}? Z W ONZ W FQ wooO [ UZ �ZZaaO - �_pp5 2VW Z Z 1 F�LLj W LL w �U7CU pLL U Q I a [[ FwO U.�jW W Z� aWLLNOF9 F =,H)mN LLGQOpLLw ww Z Z f W LLp Z W�Z �2p> W Z Z j0a W = N D I .>i LL=�N o[7 =J ¢ 9 N WW F O o O O Z N,N Ur Z}U } 0¢ Z w W W W �`W W W W W LLW r { .�, O j W OmO=N HF oo�ir? zzo[Wn pw i Zap } w a o w K z¢ [ U rU K 2 H J W a W a Z W H S w 2 o..' 3 W U m U W m[S-.0 W a�Zoz o� i UONZ <LLLU W7a�au0-i LL 3wN oiz �F I NoF�IL zazzoF i 5 co) m LL Qw-E N— w WtiWW K N ; UJ =P: [ 0 W Z g$ i 20ZjK LL W a U a F 0Y 'T DLL(Y S m i 4za [ FILE COPY AIu REVIEWED FOR Plan raview appirovFL! is subject to errors and CODE COMPLIANCE Approval of ; o; si.� . u� iz do � 2 c; ,-; not , � APPROVED tl ;�1it33a'ai,~ C1� .�I.t�fi0;l: !� tiio vio?atinn P tcd jade tw ordinance. i✓loceipt JAN 2 8 20166,/� of a�gr �... ' aJ; top :si;,� is acknowledged: tL�f REVISIONS No chances Shall bo made to the Scope of work witho,,. t prior approvel of TuloAfa 60!dintg Diviiion. PeOT- C-. i ....' s y y f plan submittal •, m� f is �.,.0Cit±Jal�:l EPC6Z & 6x6 POST EPC6Z & 6x6 POST EPC6Z & 6x6 POST 6x12 DF2 6x12 DF2 c °o PC6Z & 6x6 POST POINT LOAD ABOVE I I I I J 4" CONC. SLAB 0/ 4" COMP. FILL SLOPED 3" TOWARD DOOR I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I IL--------------------------------- J I I I I I --------------------------------------- -� MAIN FLOOR FRAMING, LOWER SW & UPPER FOUNDATION PLAN_ ALL CONNECTIONS TO SPECIFIED AND/ OR VERIFIED BY TRUSS MANUFACTURER. NOTE: ALL SOLID SAWN BEAMS TO BE DF#2 OR BETTER RECEIVED CITY OF TUKWILA JAN 20 2016 PERMIT CENTER �R. Ch 3A` Z a 3 � tl.� b 000 •r r, x. j wO �U t z 0 F z paw O (WJ Z V ) ZO LL W N — W W wWw 0$a' 06CL z Go1pk fflrn N U V 0. _ .01 W /- N= O O z W F O O ~ d 0 p 0 W ZoZ 7H w�� oz Q V F F 7 aU' Z W_ LL Z w N O m W zo Z Z~ d O. < co O z K 9aWW Q�� a WWNzw c O y ZwZU? CW'Jw z�-a OEZD 5 a� 0 cn = z z R T R 6- W U W� ZOZ ,- - pa iUF-U UQ ZOUN= H �., wLu O W Off-. y W �= p0 Nz?.w= NoF z W Nmrn azd 50 Z w�a0Ww 0,6 LL WE "� `OO}Z wzyz WO o��} o O O F w =5 W mec rc a OOww� ��}7d. � trio j 7N�'(7 JQw Z O ((�� r W W,wO a W W W W W 4. FFamv domes wLL OmU=y UUVI O ❑G�� Z ZZQZZqZ O!p 0 W W W O} ru 'L? NW W U J _ m K Z -OWUU NWP pa z w�� S W�' U h p U W m W y N U W 2 Z p z O) W N Z =Wow R yWN �F ZN _.O Z a z z a Nww Wv WvW wOFza F Is=W2 LUaOvj 0=00i zN�OWW- N N .. M 0. cu Ali J REVIEWED FOR CODE COMPLIANCE APPROVED JAN 2 8 2016 CO m 0') j >. CM N O z .. N O uri t iasi�o m Tukwila DIVISION EPC4Z & 4x4 POST 6 21 SD-1 SD-2 to 3:. (2)H2A TIEDOWN CONNECTORS _ ___ PL ; 4x8 DF2 11 044 1I LL HUC46 II `X I II 4x6 DF2 LRBij "J� N 0 00 x (3 )2x POST (3)2x POST 18 SD-2 (4)2x6 POST & (2)H2A TIEDOWN CONNECTORS , (2)2x TRIMMER 6x12 DF1 W6 3.5x9.5 2.2E PSL — — — — — — — — — — — — —1 - (2)2x TRIMMER I I I I I I I I I I I I I I I I I I I I — — — — — — — — — — — — — — — — — — — — — — — — — II Z O Z O II O O IIF- ~ z C o HVAC SUPPLIER TO o II z PROVIDE COMPLIANCE z TO FURNACE_ ATTIC____- 1 22 z 'INSTALLATION S('ECS./REO.__z ____________ I SD-2 --- �� o o o o FURN. IFffd N I d NI i II I I a D �N �NI� N N`---------; I II C� � i C M z = I I LJJ ... .... ...... ------- CIS -__ III .. ... .. W � i W Ljj = ...... ':::'::::[if I` z 4x8 DF2 II .......... .... .. / ............ ...... . cn II II z:(3)2x S'T':'&:':(-1)H �:::'. :. - 18TIEDN'CONNECTO ...... .......w w SD-2 ...... _ ..............Q - - - - - - - - - - ��--- i�CANT. I 4x8 DF2--- LBW 8 DF2 I II W I11 (2� TRIMMER 9 - - - - - - - - - - - - - - wl III I IIof I" I I I I) III I ®DINING U j I RAISED I EILING I I II I (THIS]AREA) J I I (4)2x POST & (1)H2A � ili I cJj I� I I TIEDOWN CONNECTOR II 11 I^ i 1g " i IN (SEE TRUSS ENGIN ING OR ADDITIONAL INFORMATION) I 18 SD-2 SD-2 RUS S @ 24" O.C. (TYP.) (U.N.O.) I I" (2)j2x TRIMMNERACTURE POST & A \ (3)2x (1)HI 18 I " TIEDOWN CONNECTOR SD-2 --4x10 DF2 -- , 4x8 DF2 i --�- - -�- - i ------ ------ - - ---- 3.5x11.875 2.2E PSI— I8 D MIN �C F. ST14x11'-6' HORZ-..._... - _--__.... .....__-..... APS PER 8/SD-1 Of- 6x6 POST (2 LOC.) (4)2x CRIPPLE & (1)H2A TIEDOWN CONNECTOR HUC68 (2 LOC.) 16 8 ►1IIIwXAml&11IIi 18 SD-2 27 SD- AMTJ (4)2x POST & (1)H2A TIEDOWN CONNECTOR - 4x8 DF2 II /T-L-i Q 5x11.875 2.2E PSL o W N (4)2x6 POST & (1)H2A TIEDOWN CONNECTOR ROOF FRAMING & UPPER SW PLAN NOTE: ALL OVERFRAME TO BE 2x6" HF#2 FOR SPANS UP TO 10'-0", FOR SPANS OVER 10'-0" USE 2x8" HF#2. ALL CONNECTIONS TO SPECIFIED AND/ OR VERIFIED BY TRUSS MANUFACTURER. NOTE: ALL SOLID SAWN BEAMS TO BE DF#2 OR BETTER NOTE: ENGINEERING FOR SUPPORT OF ROOF FRAMING IS BASED ON THE PROVIDED ROOF TRUSS LAYOUT. VERIFY CONSISTENCY WITH TRUSS MANUFACTURER'S ENGINEERING/LAYOUT WHEN AVAILABLE. IN L L. 10 �00 x 1 (4)2x POST & (1)H2A TIEDOWN CONNECTOR RECEIVED CITY OF TUKWILA JAN 20 2016 PERMIT CENTER 3 W QtiG�ON It M w 00 ,. ,.. i 0 r- O a 0 n ¢ I LL (LZ Z w IL -�wxCz W W O R'a Fpw � U w 1 Z> wNb IWL�v�'Z a� 7 U s oo�N O W= F N7��ILp ; i N SOp C7� F-UF ❑7d" `�3 aOOO(9 w��� I Q JWD� HpZWU oz_ u�Z W N IL OU)Z DoN WzoWH J ZOO z3 1 9 W J I~¢N4�o IWy Q W 4 N WTS z}Q z Qzz ZZ cd Lo ¢w. rr o 0mom- zz�a p.a' ZR O a,U V) T R p] Z ULL U¢ w a Z 7 I O 1 N LL p W m v ¢Z z000)T � wOW y d wKI�I .1IIi F2�z yKm2�Ugo5z- ZJ LLO 2- 1 0,612 Np I wIRZW OO�yoq =g� 2 W I a W W NO KOOK 2M>- R' o po RP M jjm (9 >-H JQ �w I W O UUU p IL w F7TTWIM-LL F-F-<- U� WW m W .W (/ W�OLL RmU=,nU DO -MR? 26wi pw i zs _IL ¢zE= FoLo) I ,W iw-pN��Oiz J 1 W UUNZ J=WOJ COZ S Qy Iq Z ' a . Wf9 0u 1 zED IL g Z m� w ZQZ WO JN.lUp IV F � U) - ILFzdrz� W LL W w =� i W Z O m O FW w w IL r 0 Q m F=-U0 V))LL KNDc Ow 7 J , A�J REVIEWED FOR CODE COMPLIANCE APPROVED Al 2 8 2016 (M of Tukwila BUILtWNG DIVISION .> Q ^' V CL 00 I---. N N LO CO m N .. CD Z cu Q O _ cu c— o on PONY WALL (WHERE OCCURS) ADDITIONAL #4 CONT. HORZ. AT 24" OC WHEN STEMWALL OVERALL VERTICAL DIMENSIOk EXCEEDS 24" (TYP; FLOOR FRAMING (WHERE OCCURS) ANCHOR BOLTS (OR APPROVED EQUAL) AND MUDSI PER NOTES (7) & (8) ON SHEARWALL SCHEDULE (TYP, WHERE OCCURS, U.N.O.) (1)#4 CONT.-HORZ. LOCATED WITHIN UPPER 12" OF WALL � t*J GARAGE SLAB NOT PERMITTED #4 AT 48" OC-VERT #4 AT 48" OC-VERT. HOOK EQ. BARS WITH 16" LAP (TYP)- 25° 8" (TYP 6" EQ. .. EQ. v c� �' TYP. PRESCRIPTIVE FOUNDATION WAEL APPLICABLE ONLY TO CRAWL SPACE WALLS AND BASEMENT WALLS WITHIN THE LIMITATIONS (* NOTED ABOVE. #4 HORZ. AT 18" OC (TYP) COLD JOINT ALLOWED EQ. (TYP) ; (3)#4-CONT. LONG. - \ SLAB -ON -GRADE PER —\ PLAN (TYP, REO'D) A_ #4 VERT. AT 18" OC 2" COVER (TYP) #4 AT 18" OC-VERT. HOOK 8" (TYP) BARS WITH 12" LAP (TYP)- L20" EQ. (TYP) 8" 4#4 AT 16" OC-TRANS. COLD JOINT ALLOWED FE (4)#4-CONT. LONG. LLJ #4 VERT. AT 16" OC }d T_ S U w _ J J X 0 I 00 of W —j U � z Q L� ¢ o m w z o �n "X ¢ LJ o w O — #4 AT 16" OC-VERT. HOOK BARS WITH 14" LAP (TYP)- L22" 8" #4 AT 16" OC-TRANS. COLD JOINT ALLOWED - (5)#4-CONT. LONG. 31 —5 31 —6 TYP. ENGINEERED FOUNDATION AND/OR SITE WALE APPLICABLE ONLY TO CANTILEVERED BASEMENT WALLS AND CANTILEVERED SITE WALLS WHEN N.T.S. CONDITIONS FALL OUTSIDE THE I LIMITATIONS * OF DETAIL 29. SLAB -ON -GRADE F PLAN (TYP, REQ 2-1 0 ��TYP. ENGINEERED RETAINING WALL AT GARAGE APPLICABLE ONLY TO CANTILEVERED BASLMLN I WALLS AND CAN I ILEVLRLD SI I L WALLS WHLN N . T. S . CONDITIONS FALL OUTSIDE THE LIMITATIONS OF DETAIL 29. �4 VERT. AT 9" OC #4 AT 9" OC-VERT. HOOK BARS WITH 19" LAP (TYP)- 29" 8" #4 AT 12" OC-TRANS. COLD JOINT ALLOWED (8)#4-CONT. LONG. OR (6)#5-CONT. LONG. 31 —9 GENERAL NOTES 1. CONCRETE STRENGTH(F'C)=2500 PSI AT 28 DAYS. 2. STEEL REINFORCEMENT IS GRADE 60. 3. MINIMUM REBAR COVER=3"(UNLESS NOTED OTHERWISE). 4. BACKFILL TO BE FREE -DRAINING, GRANULAR SOIL COMPACTED TO 90% MODIFIED PROCTOR. INSTALL 4" DIAMETER PVC PERFORATED DRAIN LINE. OUTFALL TO APPROVED LOCATION. 5. CONTRACTOR IS RESPONSIBLE FOR SAFETY, TEMPORARY BRACING AND SHORING DURING CONSTRUCTION. 6. WHEN REQUIRED, ALL FLOOR FRAMING AND NOTED CONNECTIONS SHALL BE INSTALLED PRIOR TO BACKFILLING HIGHER THAN 1/3 OF THE HEIGHT OF THE WALL. 7. WHEN REQUIRED, SLAB -ON -GRADE AT TOE OF WALL SHALL BE POURED AND CURED (7 DAYS MIN) BEFORE BACKFILLING BEHIND WALL. 8. UNLESS NOTED OTHERWISE, MINIMUM LONGITUDINAL FOOTING REINFORCEMENT IS (2)#4. 9. LOCATE BOTTOM OF FOOTING ON FIRM, UNDISTURBED SOIL A MINIMUM OF 18" BELOW ADJACENT GRADE. RESIDENTIAL LIVE LOADING (40 PSF UNIFORM) OR PASSENGER VEHICLE LOADING (40 PSF UNIFORM OR 3000 POUND CONCENTRATED) IS ALLOWED. WHEN VEHICLE LOADING CONDITION OCCURS, CONSTRUCT THE WALL PER THE DETAIL WITH A MAX. UNBALANCED DIMENSION OF 1 FOOT MORE THAN THE ACTUAL MAX. UNBALANCED DIMENSION (TYP AT DETAIL 31 ONLY, UP TO AND INCLUDING THE 8'-0" MAX. UNBALANCED CONDITION). RECEIVED . CITY OF TUKWILA JAN 20 2016 ', G-GN v� M �' t Q711 - a PLO z 0 F z 0 2 a n~. N cto w Z O W z_ '.. 0 ceW F QOQ Z T K N Z ai Z} Fa- w uu11 R� H V? O p O w ¢.0 } K W W w Z J W N w OO to 0 y H N 00. w0 Z� O z Q N� O z 3 wW 5a. Dit 0 ow0< �ww zzdzz �o wpm � Wa�43w >�lI N > Z W ONZ W W2^'0Q F U' 0 O Z R w oa�pzgN 7 Z a zULL Z_ z O p m T OW �1- O w W2OH S W of D WV. ZQF-wwO wm �ZOF� Fai w j N~ N Zd O Z Z W w¢ Z w O N y K W�3�OwF .a'2 WW0 ww .. THe W w OW w y x I- O ww p 0 0 O O Z w SSW z } ¢ z N "' a 1_ R w O u g w~ xW w oo�&Z ZZo� oW zwp}1u w_ z W W F K u0n: f2 w W FW F Z W w0 tt U W aZduu�°w' ZWw.ua�Oz 13ZpFw y C-an 0 ~-- a}aZ Ngzm�wLL-p0KN ww=w aF ppE 0:yw aUo j� =ozW�a�w¢ 1-Ow Om2 m R)Ow za cu Q N � �F�un �--- N ca -10 0 \ c:) 0 ri A, LJ REVIEWED FOR CODE COMPLIANCE APPROVED JAN 2 8 2016 City of T tbDING I 00 1 cr) N in 000ti J L •• N L O la 310N ry nt_%%n1rr11 n/11 r :UNERNEATH PAVEMENT (BYVD #125) r , <., > i y \ .may, {1J �•� \ 700, (b� V• -' 30� Q, 0 J E z \ 3 Q HORIZONTAL GRAPHIC SCALE J 20 10 0 10 20 rZ f LLJ 1 inch = 20 ft. Q _z Q CONSTRUCTION NOTES: om '.DOWNSPOUTS I I I I EX. 6" SIDE SEWER STUB 0 INFILTRATION TRENCH J B1= REMOVIt'bI " �4.4,f r _...__..._ ....__......_....._.._._.__. CORNER SET 6 5' BSBL f K �,.. ----- -- - NB°E �.^ - - ;� (, GENERAL NOTES: 1. CONTRACTOR SHALL FIELD VERIFY ALL o - I GRADES PRIOR TO CONSTRUCTION Ui ` i v I Z o f F� 2. KEEP INFILTRATION TRENCH 5' MIN. FROM JVERHANG.. I w o ��..' y>��, �' ` �, _._CONS GAF ROQkKERY UUAL,L ' I 2 o PROPERTY AND 15' MIN. FROM HOUSE O �`' FOUNDATION. FOOTING D IN `:� O rn (APPR 1X F TALL}! iiiil o \GE SECTION A -A ' t 1u` '� 011 Q d T W= 357.�0 360.00 _ �,O11 Q°5 w i° \BOW 3�5IQQ: �.^.� �.1' �'y O^�' w N TE < � CHMARIC _ i 'Q EVh c ti V-EI� MANHOLE r l Y rl r- �.�' i , ) CONS€TiRUCTiRC}O-#1<E...F�Y,INAI L1,0 ,'LO I w C) =' ;EV=1360.90 (�FJ�OX. 5: F ,T%AL/L�.. `_`,..� G I w� ; r I U t. BOV1=351/90 I Y LEGEND PROPERTY LINE B.S.B.L — — RIGHT OF WAY LINE RIGHT OF WAY CENTERLINE — — — — — — — — — ADJACENT PROPERTY LINE _. . — �e — " — — — — — — —EXISTING EASEMENT LINE 4" CONCRETE PAVEMENT 3" CLASS B ASPHALT OVER 6" CSBC J 1U CONSTRUCT GRAVEL STRIP (301 X 2'W X 2'D) PER DETAIL 3 THIS SHEET. _ L CONSTRUCT (2'W x 101 x 2.0'D) ROOF INFILTRATION TRENCH PER DETAIL 2 THIS SHEET. 0 CONSTRUCT 25' LONG DISPERSION TRENCH PER DETAIL 1 THIS SHEET. ®INSTALL 34 LF 4" SOLID PVC ROOF DRAIN COLLECTOR @ 1.00% MIN. o O CATCH BASIN -TYPE 1 WITH SOLID LID. o RIM=354.00, IE (W)=349.50, IE(NE)=349.40, IE(S)=349.50. Q © INSTALL 6 LF 6" PVC STORM DRAIN @ 1.00% MIN. i O INSTALL 10 LF 4" PVC STORM DRAIN @ 0.00%. ® INSTALL 18 LF 4" SOLID PVC FOOTING DRAIN COLLECTOR @ 10.00%. V) o t9 AREA DRAIN WITH SOLID LID. 0 RIM=345.50, IE (N, W)=343.50, IE(E)=343.40. C J 10 INSTALL 78 LF 4" PVC SIDE SEWER @ 2.0% MIN. 0 11 INSTALL 54 LF 1," WATER SERVICE LINE. N 11 INSTALL 1" WATER METER (BY WATER DISTRICT #125). 0 13 UTILITY TRENCH (POWER & COMMUNICATIONS). Y 14 CONSTRUCT 20' WIDE ASPHALT DRIVEWAY APPROACH PER LEGEND. a CONSTRUCT CONCRETE DRIVEWAY PER LEGEND. � 1U6' INSTALL 4" SOLID ADS N12 FOOTING DRAIN. SLOPE TO DRAIN. 0 0 1 0 N N O U 0 PROPOSED RESIDENCE PROPOSED DISPERSION & 3. FOR SOILS ANALYSIS, SEE GEO'TECHMAL REPORT DONE BY ACES ENK&4EEfM LLC DATED MAY 26TH, 2015. � ADDRESS PO BOX 935, PUYALLUP WA 98371 CONTACT: BERNIE KNOLL PHONE NUMBER: 253-845-7r oer PAS _ O cT�BI✓ 21 Zn t 5. 3�5 p ::�• �`... O 2.0' GRAVEL STRIP R VIII( � •. ..ice � ~`i /..ice •?3 ``..J. � \ ,. L..._..�_„ ram^ � ` ,.\> ��•1 ,-��: z. i �, - : _,,5 ,. ,'1. 4 SLOP CI — ,' rx-•reviewed+y-414o -PiNiC \ Works Department for conformance with `�curre t cc is stlb'ect to errors vit, d CONCRETE omissions which do not authorize violations o DRIVEWAY :'. adopted standards or ordinances. The responsibility sin rests totally with the for the adequac, • of the design y designer. Additions, deletions or revisions to these WASHED ROCK 3/4" - 1 XF drawings after this date will void this acceptance and will require a resubmittal of revised drawings - .RAVEL STRIP DETAIL for subsequent approval. - SCALE: NONE Final acceptance is subject to field inspection by the Public Works utilities inspector. - Date By: :.-- 4 01 T U REFERENCE SHEET 2.5' SHEET N0. CLEAN OUT WYE END CAP OR PLUG 1 FROM PIPE PG I OF A. 2 6" RIGID PERFORATED PIPE @ 0.0% SHEETS NOTCHED GRADE BOARD �I ~ • �_� 10.0' MIN W U) �/ F cj,J T A A M i 5.0' MIN (J ~ w r,r� ROOF DRAIN d- w W CD O U) t x c z U `'Ya1 W LU Q Jo: CnZO LU! ry L!J co J CJ M 0. �- 6" SOLID PIPE @ 1.0% MIN. --ICCATCH BASIN OR AREA DRAIN ry L= J WITH SOLID LID �C � > PLAN VIEW LL_ NTS � ROOF DRAIN AW ROOF DOWN SPOUT WITH OVERFLOW WYE AND EXISTING GROUND SPLASH BLOCK BEND IF NEEDED H A of sy��r T. J 4" SOLID PIPE ,��, ��42815�� w� o� CI STER 4� �"SIONAL ENG� FINE MESH SCREEN ELEVATION VIEW NTS GALVANIZED BOLTS 2" X 12" PRESSURE TREATED GRADE BOARD �` - l' REVISIONS C° ! � t the sco P ram' "'TING GROUND JRAP WASHED ROCK ENTIRELY VITH FILTER FABRIC (TYP) 3011 _I EXPIRES: 6" RIGID PERFORATED PIPE LAID LEVEL WASHED r '�: ` T r a l: r, 0 Mochanical ,012rBectricai Ci Piuirnbing 0 Gus Piping 0!' , of i ultti.^aila Z FINISH GRADEI r{=.ii;i;rc� n {mot t submttt?! \ Fi v`,y, I +s�crRrii`�1 f c 4" X 4' `— FILTER FABRIC y J rf.,. ! _ ��J - SUPPORT POST SECTION A -A e REVIEWED FOR ::.... ..: ;:...:...... CODE COMPLIANCE BACKFILL APPROVED .PROVIDE 1211 MIN COVERAGE NOTES' NOV 0 6 2015 -OF DRAIN WITH CLEAN 1 1/2" - 3/4" 1. THIS TRENCH SHALL BE CONSTRUCTED SO AS TO 19 WASHED ROCK PREVENT POINT DISCHARGE AND/OR EROSION. rr .,,�;Y :, -, 2. TRENCH AND GRADE BOARD MUST BE LEVEL. ALIGN T City of Yul:wila Y Y Y FOLLOW CONTOURS OF SITE. [3LlILDING DIVISI.ufl FILTER FABRIC 3. SUPPORT POST SPACING AS REQUIRED BY SOIL _�wn z ° : (MIFL4F1 100X OR EQU CONDITIONS TO ENSURE GRADE BOARD REMAINS LEVEL. Plan review approval is subject to errors and orn;ssions. Approval Pf t onstruction documents does not aulho6ze 18" O.C. ' r the violation of any adopted code or ordinance. Receipt 211 of approved Field Copy and conditions is acknowledged: RIGID PERFORATED PVC PIPE By: •�T ID LEVEL (TYP) " 4" PERFORATED PVC FOOTING �I�f.E-� -L� � 2" GRADE +~ 211 BOARD NOTCHES WASHED ROCK 3/4" 1 1/2" TYP NQ�S'' ' FOUNDATION 4 PVC DOWNSPOUT D imsm tames shall ho rnn r, Lt P of -w6rk without prior -PP-PPr val of tE<<"'�ltci 8'.IIIfCil1'tg Division. C 00 'L r cn S c w � 0 N N C 0 tv Ln V O Ma ► J Ln u) Uj Ln 0 o z z N Q < Cn M a a 0 z m co w Zz w m � on w v _ z � LO 0 CV N z m 0 U cn 1' w 0 ri z 0 CE.•s`! 1D ul Lu IT'' OF TU ;Vv LA °f J CT 0 6 2015 z 0 E MI CENT R �® 2.0' ®, - ( ) City of Tumila m DRAIN LINES TO BE SEPERATE AND TIGHT. PROVIDE CLEAN OUTS, ELBOWS BUILDING DIVISION R®0F FOOTING AND OTHER FITTINGS AS NEEDED. ,r,DISPEIiSION TRENCH DETAIL W INFILTRATION TRENCH DETAIL n DRAINAGE DETAIL SECTION A -A SCALE• NOwE 1 SCALE: NONE SCALE: NONE T 0 J E Z 0 J z a J d U V) W H m 0 J E L a_ m C .3 0 0 / 0 0 a U 0 FL 0 0 c 0 J I O O N 0 / 0 s a- C 0 LEGEND / REFERENCE SHEET N0. SHEET 2 PROPERTY LINE PROPOSED RESIDENCE CONTRACTOR TO PROTECT MUD FROM BEING � TRACKED ONTO THE PUBLIC ROAD 100' MIN. EC OF �Op� 2 - - RIGHT OF WAY LINE CORNER SET 5'( \NG SHEETS - - RIGHT OF WAY CENTERLINE - - - - - - - - - ADJACENT PROPERTY LINE / 00 - — — — — — - EXISTING EASEMENT LINE HORIZONTAL GRAPHIC SCALE 20 10 0 10 20 EDGE OF EXISTING 1 inch = 20 ft. I PAVEMENT O O I I r. �M W \ I I INSTALL DRIVEWAY CULVERT R=25' MIN. 15' MIN. PROVIDE FULL WIDE OF INGRESS/EGRESS AREA d' W CDM O ® U \ I IF THERE IS A ROADSIDE DITCH GEOTEXTILE UNDERLINE STOCK PILE (TYP) I I I PER KING COUNTY ROAD STANDARDS z 4" TO 8" QUARRY SPALLS 2 Z CV U) r W W INSTALL PLASTIC COVER = I I I iv \ \ PER DETAIL THIS SHEET I I NOTES U) `; \ ':> INSTALL SILT FENCE (TYP) \ PER DETAIL SHEET \>' �� �` \ I AS PER KING COUNTY ROAD STANDARDS DRIVEWAYS SHALL BE PAVED TO THE EDGE OF W z ry J THIS RIGHT-OF-WAY PRIOR TO INSTALLATION OF THE CONSTRUCTION ENTRANCE TO AVOID DAMAGING OF -� THE ROADWAY. i' W M ' ,r 11�89 40 03 s w�a — —... ....—... �...—.—..m ... IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE ROAD — r , 4. Tf x t :� CONSTRUCTION ENTRANCE DETAIL O \, . PER 2009 KCSWDM FIGURE (J () \;y Y ;\:r;,. C.3.1.A SCALE: NONE V T :y • .12,165,SQ. FT'} . W IV 'A ` i".._'<l:ZX"/t1`.\>r<.""x.2`f.<;:;:\^�::r`X'rt:13:r�_Z;:�;d:,tlo `.., `� ~".... w S\ , Z ry) Y i c ,.. 1C- ..�z"a. �2; fa �t- fi \ `fie l�'t, ?Y ,:. ' 'IC. Yr Tk \ X',Jk Sx�a \`. --_. \\j.�.,�j�/�'4 ... ... ... ... \ JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS USE STAPLES, WIRE RINGS, ORwAsyJ��Q�. EQUIVALENT TO ATTACH FABRIC TO POSTS. EQ •� 42815 ��,,^�� SSt�VNAL till QSF' ► ��A _ 360 - - 2" X 2" X 14 GA. WIRE OREQUIVALENT, �� aa,�.� e , ;. 160.00 ,r — — — — - NS 9�°40'03 "E _ _ — — — — — — IF STANDARD STRENGTH FABRIC USED. EXPIRES: �+ ,� 42815 �o '��'crsTER`�° �ww sst OVAL --t { INSTALL CONSTRUCTION ENTRANCE '\ -•- , PER DETAIL THIS SHEET „ , r ' FILTER FABRIC I I I I Z \ \ �N -\Cn �} O`L W O o{` I I I - O UNDISTURBED GROUND = �" 0 = sous.. / ir'�1:).:a ti� ,1, pry.:' �. p O �G Yr i \ ..; r `~EME lT— 55.9 J�Q py� - 37a 5' W U U U w _;vL :""IE:;,' f ; , \ , '� `f / !%;/� 1 R_ :: :. �__ U) � 6' MAX. POST SPACING MAY BE INCREASED z 4" MIN t00 U 0° ���'f TO 8' IF WIRE BACKING IS USED a 41 N rn t�.- tee.>'r =\ — — --— — \.. — — —=-.:._...= ' q:. .....:....... �� �� 2 X 4 WOOD POSTS. POSTS, BACKFILL TRENCH WITH NATIVE - IL R3 1 5 o N N ? _ a ........... �.. - :ice---�;..---,�5-............_T ..... k......_ ,..i _.:....., ��• -"'�� ...._ ; ... ... c: ............. •� ., _. ,.3 ^ - - ,� -----�'=- --`- -- :-....................`, --;---------� REBAR, OR EQUIVALENT WASHED GRAVEL ro L o o o \ ------ — ------ —` ---�-- NOTES: J LnV� FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR These plans have been reviewed by the Public SILT FENCE DETAIL WHENEVER POSSIBLE. o N z Z Works Department for conformance with current p CHAIN LINE FENCE ® City standards. Acceptance is subject to errors and PER 2009 KCSWDM FIGURE C.3.6.A CO = a _ a omissions which do not authorize violations of SCALE: NONE 6' NOTES: adopted standards or ordinances. The responsibility " 12 MIN. THICKNESS OF A 9-03.12 4 for the ade uac, - of the design rests totally with the q 2"-4" QUARRY SPALLS designer. Additions, deletions or revisions to these a ® CHAIN LINK FENCE, TYPE NO. 4 OR 6 (WSDOT/APWA STANDARD), 4 drawings after this date will void this acceptance W z REQUIRED WHEN ROCKERY HEIGHT IS 18 IN. OR GREATER. and will require a resubmittal of revised drawings 50 WSDOT/APWA STANDARD SPECIFICATION SECTION 9-33 for subsequent approval. m m 6� — — — — — — — — CHAIN LINE FENCE® 6. THE ROCK FACING FOUNDATION AND/OR KEYWAY IS TO BE CLEARED ptance is subject to field inspection by 10.0 MAX. Final acceptance z m z m o z — — OF ORGANIC MATTER AND DEBRIS COMPACTED TO A MINIMUM 95% AND THE UNDERLYING MINERAL SOIL OF THE MAXIMUM DRY DENSITY. the Public Works utilities inspector. p Date: BY; { r5 TIRES, SANDBAGS, OR EQUIVALENT (n o w v o N '' M1 J J D MAY BE USED TO WEIGHT PLASTIC SEAMS BETWEEN SHEETS MUST LO (2)GRAVEL BACKFILL FOR DRAIN ,.T' ? 12" MIN. THICKNESS OF :.... ,.. . 2"-4" QUARRY SPACES (f... . : ........: ' ' . .:..:...:, : , — ... OVERLAP A MINIMUM OF 12" AND R TA BE WEIGHTED O TAPED O d k.. . ,.�.tr • :.......... i .......... ........: N REVIEVVE 7Fw s - CODE COMPLIANCE LU LU ,..,.. 4 Y le� TOE IN SHEETING IN - : . o APPROVED w PERFORATED PIPE 4 MIN. •— A << ¢ w FINISH GRADE o _» o = = 5 NON -WOVEN GEOTEXTILE FOR EX. GROUND MINIMUM 4"X4" TRENCH ......: 0 201 NOVUNDERGROUND W W Z DRAINAGE KEYWAY — , City Of I) IV >C tE. ILDINO PERFORATED PIPE 4" MIN. KEYWAY NON -WOVEN GEOTEX11LE FOR GRAVEL BACKFILL 2� UNDERGROUND DRAINAGE FOR DRAIN - - _ ' - - _ — — ..... -' PROVIDE ENERGY DISSIPATION Z -OCT W o ER IT 6 C E 95 TER Q AT TOE WHEN NEEDED PLASTIC COVERING DETAIL m md = W LO ROCKERY WALL CUT SECTION PER 2009 KCSWDM FIGURE C.3.4.A PER 2007 KING COUNTY ROAD DESIGN AND CONSTRUCTION SCALE: NONE o STANDARDS FIGURE 5-003 rn z a SCALE: 1 "=4' 2012 IRC R4031(o FOUNDATION ANCHORAGE: 2012 IRC MI503.1 GENERAL: 2012 W5EC SECTION 404.1: FIRE BLOCKING NOTES: PER IRC SECTION R6028 WOOD SOLE PLATES At ALL EXTERIOR WALLS ON MONOLITHIC SLABS, RANGE HOODS SHALL DISCHARGE TO THE OUTDOORS THROUGH A SINGLE -WALL R404.1: LIGHTING EQUIPMENT (MANDATORY). FIRE BLOCKING SHALL BE PROVIDED IN ACCORDANCE WITH SECTION R302.11 WOOD SOLE PLATES OF BRACED WALL PANELS AT BUILDING INTERIORS DUCT. THE DUCT SERVING THE HOOD SHALL HAVE A SMOOTH INTERIOR SURFACE, A MINIMUM OF 15 PERCENT OF PERMANENTLY INSTALLED LAMPS IN LIGHTING ON MONOLITHIC SLA55 AND ALL WOOD SILL PLATES SHALL BE SHALL BE AIR TIGHT AND SHALL. BE EQUIPPED WITH A"BACKDRAFT DAMPER FIXTURES SHALL BE HIGH-EFFICANGY LAMPS. SECTION R302.1: ANCHORED TO THE FOUNDATION WITH ANCHOR BOLTS SPACED A DUCTS SERVING RANGE HOODS SHALL NOT TERMINATE IN AN ATTIC OR CRAWL CONSTRUCTION, PROJECTIONS, OPENINGS AND PENETRATIONS OF EXTERIOR MAXIMUM OF 6 FEET ON CENTER BOLTS SHALL BE AT LEAST 1/2 INCH IN. SPACE. OR AREAS INSIDE THE BUILDING. R404.1.1: LIGHTING EQUIPMENT (MANDATORY). WALLS OF DWELLINGS AND ACCESSORY BUILDINGS SHALL COMPLY WITH TABLE DIAMETER AND SHALL EXTEND A MINIMUM OF i INCHES INTO CONCRETE FUEL GAS LIGHTING SYSTEMS SHALL NOT HAVE CONTINUOUSLY BURNING PILOT 302.1 OR GROUTED CELLS OF CONCRETE MASONRY UNITS. A NUT AND WASHER EXCEPTION: WHERE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S LIGHTS SHALL BE TIGHTENED ON EACH ANCHOR BOLT. THERE SHALL BE A INSTALLATION INSTRUCTIONS, AND WHERE MECHANICAL OR NATURAL VENTILATION 2012 IRC MI502.45 GENERAL: EXCEPTIONS: MINIMUM OF TWO BOLTS PER PLATE SECTION WITH ONE BOLT LOCATED IS OTHERWISE PROVIDED, LISTED AND LABELED DUCTLESS RANGE HOODS 1. WALLS, PROJECTIONS, OPENINGS OR PENETRATIONS IN WALLS PERPENDICULAR NOT MORE THAN 12 INCHES OR LESS THAN SEVEN BOLT DIAMETERS FROM SHALL NOT BE. REQUIRED TO DISCHARGE TO THE OUTDOORS. LENGTH IDENTIFICATION: WHERE THE EXHAUST DUCT 15 CONCEALED WITHIN THE TO THE LINE USED TO DETERMINE THE FIRE SEPARATION DISTANCE. EACH END OF THE PLATE SECTION. INTERIOR BEARING WALL SOLE 2012 I C 6 PLATES ON MONOLITHIC SLAB FOUNDATION THAT ARE NOT PART OF A R MI 01.1 DUCT 5E51GN: BUILDING CONSTUCTION, THE EQUIVALENT LENGTH OF THE EXHAUST DUCT SHALL 2. ,WALL5 OF DWELLINGS AND ACCESSORY STRUCTURES LOCATED ON THE 'SAME BRACED WALL PANEL BE POSITIVELY ANCHORED WITH BE IDENTIFIED ON A PERMANENT LABEL OR TAG. THE LABEL OR TAG LHAL BE LOT. .SHALL APPROVED FASTENERS. DUCT SYSTEMS SERVING HEATING, COOLING, AND VENTILATION EQUIPMENT SHALL LOCATED WITHIN 6 FEET OF THE EXHAUST DUCT CONNECTION. BE FABRICATED IN ACCORDANCE WITH THE PROVISIONS OF THIS SECTION AND - 3. DETACHED TOOL SHEDS AND STORAGE SHEDS, PLAYHOUSES AND SIMILAR CONCRETE NOTE: MANUAL D OR OTHER. APPROVED METHODS. PER WAC 15082: CONTINUOUSLY OPERATING EXHAUST STRUCTURES EXEMPTED FROM PERMITS ARE NOT REQUIRED TO PROVIDE WALL CONCRETE SHALL HAVE MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF f�, VENTILATION SYSTEMS SHALL PROVIDE THE MINIMUM FLOW RATE OF 15 PROTECTION BASED ON LOCATION ON THE LOT. PROJECTIONS BEYOND THE AS SHOWN IN CABLE 4022. CONCRETE SUBJECT To MODERATE OR SEVERE 2012 WSEG SECTION R403: CF=M BASED ON SQUARE FOOTAGE of HOUSE AND NUMBER of BEDROOMS. EXTERIOR WALL SHALL NOT EXTEND OVER THE LOT LINE. WEATHERING AS. INDICATED IN TABLE R301.2 (1) SHALL BE AIR ENTRAINED AS SPECIFIED IN CABLE 402.2. R403.1.1 PROGRAMMABLE THERMOSTAT. IRC MI502.4.5 DRYER EXHAUST DUCT LENGTH IN CONCEALED 4. DETACHED GARAGES ACCESSORY TO A DWELLING LOCATED WITHIN 2 PEET OF WHERE THE PRIMARY HEATING SYSTEM 15 A FORCED -AIR FURNACE, AT LEAST ONE CONSTRUCTION REQUIRES EQUIVALENT LENGTH TO BE POSTED WITHIN 6' A LOT LINE ARE PEIRMITTED TO HAVE ROOF EAVE PROJECTIONS NOT EXCEEDING THERMOSTAT PER DWELLING UNIT SHALL BE CAPABLE OF CONTROLLING THE FLASHING NOTE 2012 IRC SECTION Ri038: OF THE DUCT CONNECTION PROTECT DUCT PER IRC M1502B 4INCHES. HEATING AND COOLING SYSTEM ON A DAILY SCHEDULE TO MAINTAIN DIFFERENT TEMPERATURE SET POINTS AT DIFFERENT TIMES OF THE DAY. THE THERMOSTAT APPROVED CORROSION -RESISTANT FLASHING SHALL BE APPLIED SHALL ALLOW FOR, At A MINIMUM, A 5-2 PROGRAMMABLE SCHEDULE PROVIDE COMBUSTION AIR OPENING GAS FURNACE OPTION PER IRC 5. FOUNDATION VENTS INSTALLED IN COMPLIANCE WITH THI5 CODE ARE PERMITTED. SHINGLE -FASHION IN A MANNER TO PREVENT ENTRY OF WATER INTO THE WALL (WEEKDAYS/WEEKENDS) AND BE CAPABLE OF PROVIDING AT LEAST TWO G240i.62 CAVITY OR PENETRATION OF WATER TO THE BUILDING STRUCTURAL FRAMING PROGRAMMABLE SETBACK PERIODS PER DAY. THIS THERMOSTAT SHALL INCLUDE 2012 IRC R806.1 VENTILATION: COMPONENTS. SELF ADHERED MEMBRANES USED AS FLASHING SHALL THE CAPABILITY TO SET BACK OR TEMPORARILY OPERATE THE SYSTEM TO R302.12 DRAFTSTOPPING: COMPLY WITH AAMA 111. THE FLASHING SHALL EXTEND TO THE SURFACE OF MAINTAIN ZONE TEMPERATURES DOWN TO 55OF (13°C) OR UP TO 85°F (290G). THE IN COMBUSTIBLE CONSTRUCTION WHERE THERE 15 USABLE SPACE BOTH ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FORMED WHERE CEILINGS THE EXTERIOR WALL FINISH, APPROVED CORRO51ON-RE515TANT FLA5HING5 THERMOSTAT SHALL INITIALLY BE PROGRAMMED WITH A HEATING TEMPERATURE ABOVE AND BELOW THE CONCEALED SPACE OF A FLOOR/CEILING ASSEMBLY, DRAFTSTOP5 SHALL BE INSTALLED SO THAT THE AREA ARE APPLIED DIRECTLY TO THE UNDERSIDE OF POOP RAFTERS SHALL HAVE SHALL BE INSTALLED AT ALL OF THE FOLLOWING LOCATIONS: SET POINT NO HIGHER THAN i0°F l21°C) AND A COOLING TEMPERATURE SET POINT OF THE CONGEALED SPACE DOES, NOT EXCEED I;mOm SQUARE FEEL. GROSS VENTILATION FOR EACH SEPEiZ4TE SPACE BY VENTILATING OPENINGS NO LOWER THAN 18°F (260C). THE THERMOSTAT AND/OR CONTROL SYSTEM SHALL DRAFTSTOPPING SHALL DIVIDE THE CONCEALED SPACE INTO PROTECTED AGAINST THE ENTRANCE OF RAIN OR SNOW. VENTILATION OPENINGS 1. EXTERIOR WINDOW AND DOOR OPENINGS. FLASHING At EXTERIOR WINDOW HAVE AN ADJUSTABLE DEADBAND OF NOT LESS THAN I0°F.: APPROXIMATELY EQUAL AREAS. WHERE THE ASSEMBLY 15 ENCLOSED SHALL HAVE A LEAST DIMENSION OF �' MINIMUM AND 1/4' MAXIMIUM. VENTILATION ,.AND DOOR OPENINGS SHALL EXTEND TO THE SURFACE OF THE EXTERIOR BY A FLOOR MEMBRANE ABOVE ANp A CEILING MEMBRANE BELOW, OPENINGS HAVING A LEAST DIMENSION LARGER THAN 1/4' SHALL BE PROVIDED WALL FINISH OR TO THE WATER RESISTIVE BARRIER FOR SUBSEQUENT EXCEPTIONS: DRAFTSTOPPING SHALL BE PROVIDED IN FLOOR/CEILING ASSEMBLIES WITH CORRO5ION-RE515TANT WIRE CLOTH SCREENING, HARDWARE CLOTH, OR DRAINAGE. is SYSTEMS CONTROLLED BY AN OCCUPANT SENSOR THAT IS CAPABLE OF UNDER THE FOLLOWING CIRCUMSTANCES: SIMILAR MATERIAL WITH OPENINGS HAVING A LEAST DIMENSION OF' MINIMUM 2. At THE INTERSECTION OF CHIMNEYS OR OTHER MASONRY CONSTRUCTION SHUTTING THE SYSTEM 01 WHEN NO OCCUPANT 1, SENSED FOR A PERIOD WITH FRAME OR STUCCO WALLS, WITH PROJECTING LIPS ON BOTH SIDES I. CEILING 15 SUSPENDED UNDER THE FLOOR FRAMING. AND 1/4' MAXIMUM. OPENINGS IN ROOF FRAMING MEMBERS SHALL CONFORM TO OF UP t0 THIRTY MINUTES: UNDER STUCCO COPINGS. 2SYSTEMS CONTROLLED SOLELY BY A MANUALLY OPERATED TIMER S 2. FLOOR FRAMING IS CONSTRUCTED OF TRUSS -TYPE OPEN -WEB THE REQUIREMENTS OF SECTION R802.1 . 3. UNDER AND At THE ENDS OF MASONRY, WOOD OR METAL COPINGS AND CAPABLE OF OPERATING THE SYSTEM FOR NO MORE THAN TWO OR PER1=oRATED MEMBERS. SILLS: HOURS. 4. CONTINUOUSLY ABOVE ALL PROJECTING WOOD TRIM. - R302.12.1 MATERIALS.DRAFT5TOPPING MATERIALS SHALL NOT BE SECTION 313.12 RATPROOEING: 5. WHERE EXTERIOR PORCHES, DECKS OR STAIRS ATTACH TO A WALL OR R4032 DUCTS. LESS THAN j'GYPSUM BOARD, J' WOOD STRUCTURAL PANELS OR OTHER APPROVED MATERIALS ADEQUATELY SUPPORTED: 313.12.1: STRAINER PLATES ON DRAIN INLET55HALL BE DESIGNED AND INSTALLED FLOOR ASSEMBLY OF WOOD -FRAME CONSTRUCTION. DUCTS AND AIR HANDLERS SHALL: BE IN ACCORDANCE WITH SECTIONS R4032.1 DRAFTSTOPPING SHALL BE INSTALLED PARALLEL To THE FLOOR 50 THAT NO OPENING 15 GREATER THAN INCH IN THE LEAST DIMENSION. 6. At WALL AND ROOF INTERSECTIONS. THROUGH R403.23. FRAMING MEMBER UNLESS OTHERWISE APPROVED BY THE 313.12.2; METER BOXES SHALL BE CONSTRUCTED IN SUCH A MANNER THAT RATS 'f. AT BUfLT-IN GUTTERS. R4032.i INSULATION (PRESCRIPTIVE). DUCTS SHALL BE INSULATED TO A MINIMUM INSULATION BUILDING oFFICIAI_. THE INTEGRITY OF THE DRAFTstoPS SHALL 13E CANNOT ENTER A BUILDING BY FOLLOWING THE SERVICE PIPES FROM THE BOX OF R-8. , MAINTAINED. INTO THE BUILDING. IRC M15025 PROTECTION REQUIRED: 313.123: IN OR OM BUILDINGS WHERE OPENINGS HAVE BEEN MADE IN WALLS, PROTECTIVE SHIELD PLATES SHALL BE PLACED WHERE NAILS OR SCREWS FROM EXCEPTION: ROOF GENERAL NOTES: FLOORS, OR CEILINGS FOR THE PASSAGE OF PIPES, SUCH OPENINGS SHALL BE FINISH OR OTHER WORK ARE LIKELY TO PENETRATE THE CLOTHES DRYER DUCTS OR PORTIONS THEREOF LOCATED COMPLETELY INSIDE THE BUILDING a CONTRACTOR MALL PROVIDE ATTIC VENTILATION AS PER CODE COOLED AND PROTECTED BY THE INSTALLATION OF APPROVED METAL COLLARS SCUREOY FASTENED TO THE ADJOINING STRUCTURE. EXHAUST DUCT. SHIELD PLATES SHALL BE PLACED ON THE FINISHED FACE OF THERMAL ENVELOPE. DUCTS LOCATED IN CRAWL SPACES DO NOT QUALIFY FOR B. PROVIDE FLASHING a ALL VALLEYS, PITCH CHANGES AND AT VERTICAL PLANES. 313.12.4: TUB WASTE OPENINGS IN FRAMED CONSTRUCTION TO CRAWL SPACES AT ALL FRAMING MEMBERS WHERE THERE 15 LESS THAN 11/4' BETWEEN THE DUCT AND THIS EXCEPTION. C. PROVIDE FLASHING AND COUNTER FLASHING AT CHIMNEYS A MIN. OF 8' A50VE ROOF SHEATHING t CRICKETS AS SHOWN. OR BELOW THE FIRST FLOOR SHALL BE PROTECTED BY THE INSTALLATION OF THE FINISHED FACE OF THE FRAMING MEMBERS. PROTECTIVE SHIELD PLATES R40322 SEALING (MANDATORY). DUCTS, AIR HANDLERS, AND FILTER BOXES D. RAFTERS WILL BEAR DIRECTLY ON TRUSSES OR BLOCKING BETWEEN THE T%SSES. APPROVED METAL COLLARS OR METAL SCREEN SECURELY FASTENED to THE SHALL BE CONSTRUCTED OF STEEL, SHALL HAVE A MINIMUM THICKNESS OF 0.052 SHALL BE SEALED. JOINTS AND SEAMS SHALL COMPLY WITH EITHER THE E. HEADERS TO BE A MINIMUM OF 4x10 DK URO. ADJOINING STRUCTURE WITH NO OPENING GREATER THAN INCH IN THE LEAST INCH AND SHALL EXTEND A MINIMUM OF 2 INCHES ABOVE SOLE PLATES AND INTERNATIONAL MECHANICAL CODE OR INTERNATIONAL RESIDENTIAL CODE, AS F. PROVIDE DOUBLE FELT UNDERI.AYMENT FOR COMPOSITION ROOFING. (TYP.) FOR SLOPES UNDER 4:12 DIMENSION. BELOW TOP PLATES. APPLICABLE. G. UNDERLAYMENT SHALL BE APPLIED IN SHINGLE FASHICN, PARALLEL TO AND STARTING FROM THE EAVE t LAPPED 2, FASTENED SUFFICIENTLY TO HOLD IN PLACE. END LAPS SHALL BE OFFSET BY 6 FEET EGRESS NOTES: EXCEPTIONS: I.: AIR -IMPERMEABLE SPRAY FOAM PRODUCTS SHALL BE PERMITTED TO BE VENTILATION CALCULATIONS 8 REQUIREMENTS WSEC R4013 CERTIFICATE (MANDATORY). A PERMANENT CERTIFICATE SHALL BE COMPLETED AND POSTED ON OR WITHIN PER IRC R310.1. BASEMENTS, HABITABLE ATTICS AND EVERY SLEEPING ROOM APPLIED WITHOUT ADDITIONAL JOINT SEALS. ` RW62: THE TOTAL NET FREE VENTILATING AREA SHALL NOT BE LESS THAN OF THE AREA OF THE SPACE THREE FEET OF THE ELECTRICAL DISTRIBUTION PANEL BY THE BUILDER OR SHALL HAVE AT LEAST ONE OPERABLE EMERGENCY ESCAPE AND RESCUE 2. WHERE A DUCT CONNECTION IS MADE THAT IS PARTIALLY INACCESSIBLE, VENTILATED EXCEPT THAT REDUCTION OF THE TOTAL AREA To 3j6 18 PEWITTED PROVIDED THAT AT LEAST REGISTERED DESIGN PROFESSIONAL. THE CERTIFICATE SHALL BE COMPLETED OPENING. WHERE BASEMENTS CONTAIN ONE OR MORE SLEEPING ROOMS, THREE SCREWS OR RIVETS SHALL BE EQUALLY SPACED ON THE EXPOSED 5M. AND NOT MORE THAN W% OF THE REQUIRED VENTILATING AREA 15 PROVIDED BY VENTILATORS BY THE BUILDER OR REGISTERED DESIGN PROFESSIONAL AND SHALL NOT EMERGENCY EGRESS AND RESCUE OPENINGS SHALL BE REQUIRED IN EACH PORTION OF THE JOINT SO AS TO PREVENT A HINGE EFFECT. LOCATED IN THE UPPER PORTION OF THE SPACE TO BE VENTILATED AT LEAST 3 FEET ABOVE THE EAVE OR COVER OR OBSTRUCT THE VISIBILITY OF THE CIRCUIT DIRECTORY LABEL, SLEEPING ROOM. WHERE EMERGENCY ESCAPE AND RESCUE OPENINGS ARE CONTINUOUSLY WELDED AND LOCKING -TYPE LONGITUDINAL JOINTS AND CORNICE VENTS WITH THE BALANCE OF THE REQUITED VENTILATION PROVIDED BY EAVE OR CORNICE VENTS. SERVICE DISCONNECT LABEL OR OTHER REQUIRED LABELS. THE CERTIFICATE PROVIDED THEY SHALL HAVE A SILL HEIGHT OF NOT MORE THAN 44 INCHES 3• SEAMS IN DUCTS OPERATING AT STATIC PRESSURES LE55 THAN 2 INCHES OF VENTILATION GENERAL NOTES: SHALL LIST THE PREDOMINANT R-VALUES OF INSULATION INSTALLED IN OR ON CEILING/ROOF, WALLS, FOUNDATION (SLAB, BELOW -GRADE WALL, AND/OR FLOOR) ABOVE THE FLOOR WATER COLUMN (500 PA) PRESSURE COASSIFICATIoN SHALL NOT REQUIRE A ROOFS TALLER THAN V WILL USE BIRD BLOCKING AND A150 VENTS AS REaLI1RED. AND DUCTS OUTSIDE CONDITIONED SPACESt U-FACTORS FOR FENESTRATION AND 2012 I 10.1.1 MINIMUM OPENING AREA ADDITIONAL CLOSURE SYSTEMS. C R3 R P RE B. ROOFS SHORTER THAN V WILL USE BIRD BLOCKING AS REQUIRED. THE SOLAR HEAT GAIN COEFFICIENT (SHGC) OF FENESTRATION, AND THE RESULTS ALL EMERGENCY ESCAPE AND RESCUE OPENINGS SHALL HAVE A MINIMUM NET FROM ANY REQUIRED DUCT SYSTEM AND BUILDING ENVELOPE AIR LEAKAGE CLEAR OPENING OF 5.1 SQUARE FEET. DUCTS SHALL BE LEAK TESTED IN ACCORDANCE WITH WSU RS-33, USING THE TESTING DONE ON THE BUILDING. WHERE THERE IS MORE THAN ONE VALUE FOR EXCEPTION: GRADE FLOOR OPENINGS SHALL HAVE A MINIMUM NET CLEAR MAXIMUM DUCT LEAKAGE RATES SPECIFIED. DUCT TIGHTNESS SHALL BE VERIFIED MAIN ROOF CALCULATIONS: EACH COMPONENT, THE CERTIFICATE SHALL LIST THE VALUE COVERING THE OPENING OF 5 SQUARE FEET: BY EITHER OF THE FOLLOWING: LAR3E6T AREA. THE CERTIFICATE SHALL LI5T THE TYPES AND EFFICIENCIES OF 2,1W 5a. FT ATTIC AREA / 150 -185 Sa. FT: HEATING, COOLING AND SERVICE WATER HEATING EQUIPMENT. WHERE A 1. OSTCONS c O TEST: o 2012 IRC R310.12 MINIMUM OPENING HEIGHT P tRU TI N TE T TOTAL LEAKAGE SHALL BE LESS THAN OR OF VENTILATION REQUIRED 12,669 Sa. INCHES). GAS -FIRED UNVENTED ROOM HEATER, ELECTRIC FURNACE, OR BASEBOARD THE MINIMUM NET CLEAR OPENINGS HEIGHT SHALL BE 24 INCHES. EQUAL TO 4 CFM (1133 L/MIN) PER 100 SQUARE FEET (929 M2) OF ELECTRIC HEATER 15 INSTALLED IN THE RESIDENCE, THE CERTIFICATE SHALL LIST CONDITIONED FLOOR AREA WHEN TESTED AT A PRESSURE DIFFERENtiAL 01= UPPER ROOF VENTING PROVIDED BY AF50 ROOF VENTS (50 S<a.IN. PER VE) 'GAS -FIRED UNVENtED ROOM HEATER,' 'ELECTRIC FURNACE' OR 'BASEBOARD 2012 IRC R310.13 MINIMUM OPENING. WIDTH 0.1 INCHES W.G. l25 PA) ACROSS THE ENTIRE SYSTEM, INCLUDING THE 2,669 SR fN x 5P. = IA34 SQ IN. REQUIRED. ELECTRIC HEATER,' AS APPROPRIATE. AN EFFICIENCY SHALL NOT BE LISTED FOR THE MINIMUM NET CLEAR OPENING WIDTH SHALL BE 20 INCHES. MANUFACTURER'5 AIR HANDLER ENCLOSURE. ALL REGISTER BOOTS SHALL : PROVIDE l21) AF50 ROOF VENTS = 1350 SQ. IN. GAS -FIRED UNVENTED ROOM HEATERS, Ct ICU C ELECTRIC: F RNACE$ OR ELECTRIC BE TAPER OR OTHERWISE SEALED DURING THE TEST. LEAKAGE TO LOWER ROOF VENTING PROVIDED BY BIRDBLOCKING: (4) V DIA HOLES (3.14' EA) _ (125 Sa. INCHES BASEBOARD HEATERS: 2012 IRC R3I0.1.4 OPERATIONAL CONSTRAINTS OUTDOORS SHALL BE LESS THAN OR EQUAL TO 4 CFM (1333 L/MIN) PER 100 AND WITH AF50 ROOF VENTS (50 Sa. K PER VENT) FOUNDATION VENT CALCUOATIONS EMERGENCY ESCAPE AND RESCUE OPENINGS SHALL BE OPERATIONAL FROM THE SQUARE FEET OF CONDITIONED FLOOR AREA. 2,669 S(a. IN. x 50% : 1334 S(a. IN. REQUIRED. INSIDE OF THE ROOM WITHOUT THE USE OF KEYS, TOOLS, OR SPECIAL KNOWLEDGE. 2. ROUGH -IN TEST: TOTAL A S S Q O C R UG TE T L LEAKAGE HALL `BE OE 5 THAN ORE UAL T 4 FM PROVIDE (42) BIRDBLOCKS = 525 SQ IN. a FRONT s FEAR OF HOUSE AND NOT WITHIN 2' OF THE SIDES: AND PROVIDE (171) AF50 ROOF VENTS = 850 Sa. IN 8'xi6' SCREENED FOUNDATION TO BE A MINIMUM OF 3'-0' FROM (1133 L/MIN) PER 100 SQUARE FEET (929 M2) OF CONDITIONED FLOOR AREA. WHEN TESTED AT A PRESSURE DIFFERENTIAL OF 0.1 INCHES W:G. (25 PA) ` _ THE CORNERS PER IRC R 405.2 VENTS - 50 SQ FT. WINDOW NOTES: ACROSS THE SYSTEM, INCLUDING THE MANUFACTURER'S AIR HANDLER E TNR Y PRGN O CALCULATIONS. 1994/300 _ - BO SQ. FT. VENTILATION -OR- 14 VENTS ENCLOSURE. ALL REGISTERS SHALL BE TAPED OR OTHERWISE SEALED .IN DWELLING UNITS, WHERE THE OPENING OF AN OPERABLE WINDOW IS LOCATED DURING THE TEST. IF THE AIR HANDLER 15 NOT:INSTALLED At THE TIME OF 46 Sa FT ATTIC AREA i 3W = 015 Sa. FT. MORE THAN 12 INCHES ABOVE THE FINISHED GRADE OR SURFACE BELOW, THE THE TEST, TOTAL LEAKAGE SHALL BE LESS THAN OR EQUAL TO 3 CFM. (85 OF VENTILATION REQUIRED (22 8a. INCHES LOWEST PART OF THE CLEAR OPENING OF THE WINDOW SHALL BE A MINIMUM OF L/MIN) PER 100 SQUARE FEET (929 M2),OF CONDITIONED FLOOR AREA. . 24 INCHES ABOVE THE FINISHED FLOOR OF THE ROOM IN WHICH THE WINDOW IS UPPER ROOF VENTING PROVIDED BY AF50 ROOF VENTS (50 SQ INS PER VENT) REQUIRED ENERGY CREDITS: LOCATED. :OPERABLE SECTIONS OF WINDOWS SHALL Not PERMIT OPENINGS EXCEPTION: 22 $a. IN x SOq = 11 SQ INI .THAT ALLOW PA55AGE OF A 4 INCH DIAMETER SPHERE WHERE SUCH OPENINGS _ PROVIDE (1) AF 50 ROOF VENTS - 50 SQ IN. 2a AIR LEAKAGE CONTROL AND EFFICIENT VENTILATION. HIGH EFFICIENCY WHOLE ARE LOCATED WITHIN 24 INCHES OF THE FINISHED FLOOR THE TOTAL LEAKAGE TEST 15 NOT REQUIRED FOR DUCTS AND AIR HANDLERS HOUSE FAN AND FINAL AIR LEAKAGE TEST TO BE s4.0 AIR EXCHANGES PER LOCATED ENTIRELY WITHIN THE BUILDING THERMAL ENVELOPE..DUGTS LOCATED IN LOWER ROOF VENTING PROVIDED BY BIRDBLOCIKING: (4) V DIA: HOLES (3.14' EA) _ (12.5 SQ INCHES.) HOUR MAX. EXCEPTIONS: CRAWL SPACES DO NOT QUALIFY FOR THIS EXCEPTION. AND WITH AF50 ROOF VENTS (50 Sa. IN. PER VENT) 21 SQ. IN. x 20x : 4,4 SQ IN. REaUIRED. PROVIDE (2)131W51LOCKS = 25 $0. N. a FRONT a REAR OF HOUSE AND NOT WITHIN T OF THE SIDES, 3a HIGH EFFICIENCY HVAC EQUIPMENT. GAS, PROPANE OR OIL -FIRED WITH MIN. 1. WINDOWS WHO'S OPENINGS WILL NOT ALLOW A 4 INCH SPHERE TO PASS R4032.2.1 SEALED AIR HANDLER AFUE OF 95% OR BETTER THROUGH, THE OPENING WHEN THE OPENING 15 IN ITS LARGEST POSITION. AIR HANDLERS SHALL HAVE A MANUFACTURER'S DESIGNATION FOR AN AIR OPENINGS THAT ARE PROVIDED WITH WINDOW FALL PREVENTION DEVICES LEAKAGE OF NO MORE THAN 2 PERCENT OF THE DESIGN AIR FLOW RATE WHEN 5b EFFICIENT WATER HEATING. WATER HEATING SYSTEM SHALL INCLUDE THE .2. THAT COMPLY WITH SECTION R6123. TESTED IN ACCORDANCE WITH ASHRAE 193, FOLLOWING: GA5/PROPANE/OIL MIN. EF 0,52 3. OPENINGS THAT ARE PROVIDED WITH FALL PREVENTION DEVICES THAT COMPLY WITH ASTM F 209O: R40323 BUILDING CAVITIES (MANDATORY). 4. WINDOWS THAT ARE PROVIDED WITH OPENING LIMITING DEVICES THAT BUILDING FRAMING CAVITIES SHALL NOT BE USED AS DUCTS OR PLENUMS. COMPLY WITH SECTION R612.4. INSTALLATION OF DUCTS IN EXTERIOR WALLS, FLOORS OR CEILINGS SHALL NOT O NI Q 00 F.- � �- `' ./ 00 CV Q m nl FLOOR PLAN CALCULATIONS LOUDER FLOOR: _ 1,2Ia. 6F. MAIN FLOOR., 1,994 S.R. GARAGE: h62 5.1=. TOTAL: 3,212 5P. L,IL VI 1 arrawnw BUILDING DIVISION m N 0 i' ■ � , . p p 0 G c' '— '.> . C: 6'-7" " 5'-C 6'-011 5'-� a- a COVERED DECK_ cn - 5/0x5/0 SL. 5/0x5/0 SL. 5/0x4/6 ISL. $/Ox4/6 SL. El EGRESS EGRESS = TUB 4 SHWR i V.T.O. -�N 3/0 FL 50 CFM -' 5/0x4/6 SL: / U _ i :r -' — 13EDROOM w. 12'x13'S e� R oM D o GAME = 19'&x2O'8 p o O II'0x1�'� c = ' � r BEDROOM 8'-2" 1, m' S'8x12'10 - - - 6/0 BI-PASS s A A-4 6'-2�� I. 0' 3'-4 — �- 3'-01' ' 0" S01=F1 DOWN 12 ` FOR NYAC - — - :-. 3'-411 L 5'-4" �� _ 6/0 BI-PASS 5/0 B1-PASS ®0 @ _ i ®@ 30'x3O' MIN. I I m 2/6 N C � r --------- — 2/6 NC CRAWL SPACE y. v RCS _ ACCESS 36 +OPEN RAIL PiZ VIE TAI Y i ILLUM194TI R SE T 03 C cfJ77 ,3 z _2 3'_4' 8'-01 8'-5' 3'-0. 8' -21 3'-2` 17'-11" 19'-ll° W � fm L AN 1/4'=1'-0'. 5 MIN. AIR EXCHANGE CEILING FANS PER PLAN 110 VOLT SMOKE DETECTOR HARD- WIRED INTERCONNECTED WITH SATTERI' BACK_ UP CARBON MONOXIDE DETECTOR tTS � 00 � m N Cif mco CY) m c\l 0 m Cal ILLUMINATION NOTES: PER IRC SECTION 303b, R311S.1 ALL INTERIOR AND EXTERIOR STAIRWAYS SHAD. BE PROVIDED WITH A MEANS TO ILLUMINATE THE STAIR INCLUDING LANDINGS 4 TREADS. INTERIOR STAIRWAYS COMPOSITION ROOF SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF THE 30FELT EA. COURSE LANDING OF THE STAIRWAY. EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH A LIGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF THE TOP OF THE LANDING OF THE STAIRWAY. LIGHTING CONTROLS SHALL BE SEE SHEAR WALL SCHEDULE FOR SHEATHING REQ. ACCESSIBLE AT THE TOP 4 BOTTOM OF EACH STAIRWAY WITHOUT TRAVERSING ANY STEPS. MANUFACTURED TRUSSES NOTES: 4 OR MORE RISERS To _ (OR 2XRAFTERS 4 CLG. JSTS.) HAVE AT LEAST ONE HANDRAIL R-49 ELEC. RESIST. INSULATION BLOWN -IN RlM11NG CONTINUOUS THROUGH FULL R-30 ELEC. RESIST: AT SINGLE RAFTER / VAULT LENGTH OF STAIR MIN.14T, R MAX Ht. �1/2' GYPSUM BD. CEILING END SHALL RETURN TO EN L E WALL OR NEWEL POST OR VOLUTE HANDRAIL MUST BE STRONG ENOUGH TO RESIST 2X SOLID BLK'G A 200 LB. Fr. IN ANY DIRECTION - HANDRAIL TO BE PRE ON ON AT LEAST ONE SIDE OF STAIR - HANDGRIP PORTION OF HANDRAILS I. GUTTER ON 5/4 0 FASCIA SHALL HAVE CIRCULAR CROSS SECTION OF 11q' MIN. 4 29Q' MAX. EDGES SHALL HAVE A MIN. RADIUS OF IV. SIDING (S ELEVATIONS) D EE ALL REQUIRED GUARDRAILS t0 BE 36' � 15# BLDG. PAPER (OR TYVEK) MIN. IN HEIGHT. Z SEE SHEAR WALL SCHEDULE FOR SHEATHING REQ.? _ 2X6 STUDS a 16' O.C. m R-21 ELEC. RESIST: AT EXT. WALLS } GYPSUM BD. - � ( l3/44' MAX RISER IS HT. IM JOISTS lit-.. N. TREAD DEPTH '. lw GUARD 4 STA � i� REGU I fi�I=MENTS FLOOR FINISH 3/4' T4G SUB FLOOR HANDRAILS WITH A CIRCULAR CROSS FL. JOISTS (SEE PLAN) GYPSUM BD CEILING SECTION SHALL HAVE AN OUTSIDE DIAMETER OF AT LEAST 11/4 INCHES (32 MM) AND NOT GREATER THAN 2 INCHES (51 MM). IF THE HANDRAIL IS NOT CIRCULAR IT SHALL HAVE A PERIMETER FLOOR FINISH' DIMENSION OF AT LEAST 4 INCHES (102 3/4' T4G SUB FLOOR INCHESS (1AND 60 �� TH A MAXIMUM CROSS 0 I 0 OF AR-'W -'TOP 130TTOM OF AI;CH ' DRYWALL PER PLAN 02') 41 4' WIDTI-I PER PLAN - w 3 V2' FLOOR BASEE L41 o FINISHED FLOOR OOR cc �Wz W W DEPTH I�C1If4C—R PLAN�Z� ova Z TYPICAL ART NICE DETAIL 08=W=a - WWg °p C\ ?�Fx 9�Wxx° a � o 112 ID ao _ zz3 .. 0 N z z —u�o z } Z w ao ry 8 ? w.. _ O w O vi _oH w z. jOa Z U u-.. N gtjW O Q az . p �' - Qz4� �TyUUBw oLLo° F] o¢QW �a iL r (1) W ?w F� wZ O w 6. D ca (4p t za �z W N _ KDo N}} NOW = D-° W o -. Q °'Q4�SSSo W�� WW08 � _ 0g w a - Na O zw� - yti) o �wwyo ° t 0o m o= xLLo p zNw .L � . . . I . � I I I � I I I . � I I . - . . . . � .1 . I I �. I I I I I I . 1. �. I . I . . . . . . . . . � . . I I I I . I I I . . . � . I I I . .. . I I .. I . 1. .� . . . . . I .1 � I . . � I � I � I . . . 1. I I I I .1 � � I . I . I I � I . . � � � I I I . I . � I I . . � I . � . � . � I I . �. 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I I PLANS SHALL COMPLY WITH IRC SECTION R402, BUILDING I I . � . I.. I � I I . I I . . I . I . . I I . . . . � � I I . . � I ,. I � I � I . I I I � . I I . . . . � . I I I I . I I I . I � � I ..''. . .1 I ... . I I � � .. � . I I I I � I I � . . . I � I .1 I I � � I . I THERMAL ENVELOPE. I I � I . I �. I I I . � . . I I . � � . I I . 11 � . � I � I � 1, I � . I � � I . � . � I I . I . . . I � I I I . I I I . � . . � . . I � I . . . I I I I . I I � I � I . . I I I I � . . I . I � . . . I I I 1. I . . .. .1 I . I . 1. � I I . . . I I I I ,� I I � . I � I I � I I I I � I I I � I . . I I . � . I I I I . . BLOWER DOOR TESTING � . I . . . . � � � . . . . . . I I I . . . . I � I I I I . .. . . . I . . I � . . I I � � . � I . 1. . . I . I . � I . I I . � I . . � � . .. I I . . � � I . . . 1. . � I .1 I I . . I I . I � . I I R402.4.1.2 Testing. The building or dwelling unit shall be tested and � .. I . . I., I . I . I I I I . .... I I � , . .� I � . . I I . I I .1 I - I - I I I . ,� . I � . � �. � I . I I . . . � . . I I . . I . I . q . . . I ... . � I I . .1 . I . I : I I . I..........'. 4. * I I I . . verified as having an air leakage rate of not exceeding 5 air changes per . . I . � I .......... .......... . . I . � . I . ::::::Pr6scrIPtIve,Ener v Code4ompliance .for -All: ClIniate2ones.1in Washlna�pn 'JJJ................ �: :::::,:,: : :::: : : : I I . . I I . . . � � ....... �... I . .. ................. ..... . I I . . . . I . . I . . I I I . . I . ..:.:.:.,. ....- _........... a'..... -......�....:::::::::::::::::::::: : *; , - . I..... . ::::::::::: I I � I . .1 . �� . I ....... . . .. .. : .......... , :::::::::::::::::::::::::::�:::::::::........... hour. Testing shall be conducted with a blower door at a pressure of 0.2 1 1 1 . . I I . .........::::::;::::::::::::::.......................�'- vonl�bi lilf6h)*W16 I .. .. .. I .. .. .. .. .. .. .. .. ................... I I �� I � ". I I . . . I . I . I . . pibytisot h1faimation . ) : I . . . � � I . � , . I . � I . � I �. I I . � . ...... System Size: Washington State - . I � . � I . . . - , I� "W . - Simple Heating . I I . . P',�ii,"_ "i", ,,W,"","� Nfti�,' : ... inches w.g. (50 Pascals). Where required by the code official, testing , , "__ : : I "',", "I " I. " �, � .........,...... . � fils heolinst �ulplor is bused on the Proscripliv Rogulroulonis of Itse 2012 Washington 51alo Energy Coijo CWSEC) and AC(,A - ", , � , . � � , � ; , 1- :: :: :: I � . �, " � I , �, :t :: :: :: - I ', � 11 I-- I 11 I I . . : ; - ' , . � . . . ,� , � 1�' . .,. I I I . ' , ", ,� , , . a I I a � .. .. .. I. .. .. I. .. - . , ! :; :� :. Z 'm , . I . . . :::::::::;:!::: ::!........... ..'.... .. ::.::::::::::::::::,:::: . . ...: '160��321,2;�,,F,��'I'��,,�""I'll- - I - ,III 11 I I 11 111 : * , .. .... I . . � I � :::: -:::;:::::::::::::::::::!::::::::::::: .. � - ... - .. �... " .. ... � , ,� , ,I sysiorn siring cals. a I . � I I . ....., 1. ....... � .......... .... ................. �W `111�11111' .. .. .. .. :: : . . � � I I 11 1h," I I , , ", I �,, I I,,;- I 12�11 I I � 11 I I - I "I 1- 11 � I Manuals J and S. This calculator W11 valculato floating loads only. ACCA emeoduras for slAng cooling systorns Should bo usod to dolorinlruis cooling shall be conducted by an approved -third party. A written report of the . . � I 1 t ,", _ , __ , ._ A - ,_ - . . . . � . ..... . ... I ..... I .. . ... :,:,:.: . - ��,,,�f��l�,,�,,,"�-"-,��,��,,-���"iv,*I �' _,", i'�;'�' 9", 'MIN ...... . . . I I I . . . .Window, �Skyliight and Door Schedule .... .. ....., * , * * : ::::: .; .: : :-::-:-:-:-:. . .....'... .... � ,� I I 1. . I ,, � " , I ,� . 11 .:::::::�,:::::::::.:::: - '. . I � . g.��.' - , * � � IN -_ : . . ; : .: .: .: .! .: : . . . . . I I . ! : : : : :.: :.. . :- t . . . . . . : :- ,� -.- ,,, :: : :::::: I � . . . . * :. - 6. 6, :: :: :664i: * * ** , , . - I . � . I I . :...:. .:.;.:. .:1 �% .: .:. .:..:. .:. .:.:.;. * *"*.*.,.. ... ., ... .*.'...*... '.. ..'... ... .... ., . ... ..; . . . . . . I . . . . . I . . . . I. 1. .:..:..::.::::!:.;:.:.:.::.: I .. .. .. .. - ;.-. ....... .. .. :: : : : . . , , _"� ::: �::: " , - .. .. .. - I I I � � . . _1 . . , aw_ , �,.___,_ ", _,;,4,� ,�.,E__ 220MMM O� I � . .. .. .. .. .. , .� ,,� gw : : . � I ::::::;p:: �:::::::::::::....................":::: ::: : : . :::: '. �4__ I' ` I L , results of the test shall be signed by the party conducting the test and , � \ I . . ...._......'... : ::::::::: :::::: - : : �:: � - , gqg,g " I -g "- - -��-j,,,'U`,'i ...... �,-'�'�,'��;�,�,�"-,,",,",,�--, 1"I't 1,1� "7 .. .. .. .. : : ; '1110,11"11111, :::::: I � I . I ;�,, ,wgu, g�' ,,,�,,g,,,i,,�,1,,,, �� Ct IftrMStion: :: : :: :: :: :: !: :: :: :: :: :: :: :: : ,, � g_ p 't ,, Project Inf6ennation: n � � pq � I � = - , r, . . , ;�igii, I - " "� ..... . W��"A _pvARI '_'k,w _qvtR'nX,,R,T, "; . I � . I , "Y""","N', , ", '', " , _? I , !jl� E.1 " 4 -1 "Iffi I I i,;I_q��g ,",1 11 M., :' �: w: w: I The glazing (vAndow) and door portion of this calculator assumes the Installed glazing and door products have an area weighted average U actor of ��� - . , . ; : :� I , ''I �,,� I F _ I 114k, - ,� 11 ' I . I I Q-11% iimz�'i' I 11 , I ... : - 4',a, "L 1, " - 1. - I ... provided to the code offictial. Testing shall be performed at any time after . I � � I . � . Pla"2,1,2,4449 Ili, 1 """ �11'11`11 I . Par , v -e - I 1 , , . � h.. . . � . I . I . I . t . . I . . . , . . . . . . . . . . : - .. .. 0,30. The Incorporated Insulation requirements arc the minimum pro5criptivc amounts specified by the 2012 WSEQ , . . . . - , . � i ' i i i . . . . . . . � . . . . . I . : , , I : ''' ' T t e, . . . . . : : . . . . . . . � . I I . : I ; . : :: - . . . . . ... I ::: :: , �, I I I . .. �: :: W pr6jod will, uidel herequiremerit.e.ofth6 Pr6sdriptiv .Path below:irid ln6q'r66rit6thei:::::: ` .:.:.:.: .: ; .: .: : : : . . I , , . . , .. .. . � _ _ �. I., .. .. .. . . .. .. .. � . . . I � I 11 I I . .. I .......... � - .. .. :. . .: .: :. - - :: .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. - .. .. .. ;. ;: :. ::-: :. .. .. .. :: :: :: :: :: :: - Please fill out oil of the green drop -downs and boxas that ore applicable to your project As you mulia Selections In the drop -downs for ouch sur.lion, , I � � � � � - R�53�91,494_0 I I . �, _,�� I" I �1�1,�. I I I � I I � - .. .. .. .. .. ::::::::::::.:::;:::: . creation of all penetrations of the building thermal envelope. Once visual I � . :: . .. ih'u unihiniurri'vulufaii listrid. Irfudditibili,'bused on the size'dis thlifistruittuire'the appropriate ...... I . some valuos will he calculated for you. It you do riot Sao the suloction you flood in file drup-down options, plauso call the WSU Enorgy Extension . � � I . I . I I I . . q , ..... . . . : . * . . � . . . . I .. . , o' WA 0 0 1. ::: : .: .: : : ::: : : ... . ... . . '.'.':-:-:-. Program at (160) 956-2042 for assistance. � � I . . . � I . IM ,I R" , tj ber of ,iddItIohaI.:cradIts** chocko s a 0 4, or .. ....... � I ins . Z I I I ::::,:: :: in M . .by.1h 0. mItappII60ht,ii.:.i.. .. .......... :::;::;::::::::::::::::::::::: � pection has confirmed sealing (see Table R402.4.1.1), operable 0 1 . I ......... I. �... �....�.�.....................,.............................. .... .......'............ .......... ...................... ....... .. . I.... . : .:r! .. .. ... I... ....�.......:;:::::::::::::::::::.::::::::::::::::::::: ** * , , .: . � � . . : I ..........,.......................................... 1. ... ... . . I I I � I I , I I I i . . . I . . . . I : . . . . . 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(.) :: :: :: following minimum number of credits: I Attic . z - , . 1:5 1 . . . :::::: ::: :.: 50.0 : : 15400 . . . . ....... I . . . . . 11 11 ... ... ... ... .. �... . . :::::: . . . . . ..... ... I . . 1. ::: . . I ::::::: 226 :::::O 75 . . . .: :: q: : . . 50.0 15 00 . . . . . . . . . . . . . . . �. a e . *:, .,:* .,:, ..... :: .: �6160 I ..... .. 1. �; I I . � . . . . I... I . . . . �... �. �. . I.! . . .: .::: ': :':,:2a:::::':: Air:Leakagei.0 :: :: :: :: :: : :: :: :: . �.:::. .....0.0 . 0.00 :::::: .:, .. .. .. .. .. - . .. . I . : '" , � �i i� O�O .: .... ::: :::: 3a::: High Elficiancy,HVAC 3a a : .: : : . � 0.5 : d :,: , , :::::: .::;:::::::::::::: 1. I .... :-:-: : : :-:-:-: : : : I.... , :,0.00 . . . ... .: : : : : : ! : : : : - : : , : : : :: .;.;: ::: 77= .: : .. .. .0. I .. .. : : :i:. . , . . . . . .. .. - - .. .. .. .. . . . . . . � I . � ...... - ...... . .: :: : . I . . . � . . . I � ::::::::: :::;::::: ::::: 0.0 ::::: 0.00 .. .: . � ;: . .:: : �:. . 0. , 0 . .:. .:.:, 0*.00 : :: :: : : :: ;: 0 :; :' Renewable Electric Eli . I I - I . .1.11, : �::: i i: i: � I :�: . I . . I I . . � . � ... I I . � . � . :.......... . . * ... I ...... � � . I . . I I I . I . I I .......... :: ... *............ . . . ............. ....... * , - : : : .: .::::;: :: :. . .. I I .... * ,...,. , , , .... ... � ... ..... : : :::1:50 : ... ... I I . � I � I .. ... ... ... ... ... I .. .. ... ... .. ... ... �-. ... ... .. .. ... .. .. ... ... ... ... ... .. . . . . . . . . . - - : . . I I - Suns atSuddiisis Was LmisX 1. 10 � :T6taI'Ch;IdIt9*:'.'.'. .'. .'. .'. .'. .. ." .. .'. .'.,::: .::::::::::::::;::::::::::�:::::::: ' * . . . . . . . .. .. - .. .. .. .. .. : : :. I :: :. *.-� *..,.. Duda ri unwassilkorjud Wum � . I . . .. . . 0.0 . � . 0.00 , : * : : ., . . * , , , , , , , , , " ': :: :p : w: :: :: :: .. .. :: :d :: :: 6. :: :: ad :: :: :: � I .. .. .. .. .. I : :: :: .: .. .. .. I .. .. .. .. .. .. .. .. :: ::.:: :: :: :; :: :: r: :: :: :: :: - ** - I I .. .. - . . .. .. .. :: :: :: :: :: .. .. .. .. .: :: :: :: :: :: :: :: :: :: :: :: :: .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ,. ., .. .. .. : : :: : :: :: :: :: :: :: :. .. .. . . . .. ., .. .. .. .. ,gH"tIssw?(1 . � . � .. - .. , , I . .. .. .. .. .. . . . . .. .. .. I I IM40. ow0lio.0spava: So.POM,ddl, I I � * * � , , . I . IRC Section R406.1 Scope. This section establishes options for I , * * * 6;0 *Please refer to Table R406.2. for. comp,late opt;ion descripflons,_:_:_ . . ....... . . . . . . . . I . . . I.. I I . . . : : :::::- �� i: I �: i: �0.00 . . .... � . . . :::::::::::::::;;::::::::::::::. _::..... . � . . . . . . . : .: .: _; .. .. - . . ... . . . ..:.: .: .: .: .: .: .: : . . . . . . Maximum Heat Equipment Output 47,760 BtutHour � - .. I I I ........ ..... . ..::::::.: . . . . . � . . . ..... :::::::::::::::::: :::: . . . . . . . . . . ... ... . . I IN M , 11 = . . . . . . . . . � � . . . . . . . . . . . I I... .. ..................... . A A. - - - -.-.. -.-- - i - , - __ . - - . . � I 11 . 11. . I . .. .. .. .. .. .. .. .. .. .. � . . .1 . � . . I I . . : :: :: :: 'P :i - - . . . - : � UUMPis 0?19 "M I WE LQ81 A MV M MIM AN 1-11111"V � I . dUUMUlIcil L;IlLf;,'Ild LU Uld 11111UL IUI LIM:: dIIU LWU idililly UW Hilly IIU I .. . I I I � . I I � � . � . . I .1 I I I . I . ..... �' htt'0,//VvwW. .noekV.'W�o.t-du/06�6rhtirit�/tAblo��40G� 2 i:lEh*0r:Ay Credit%..901.7i WSECJidf �� ii �::::::::............. . . 5UA1U)9fmdD;ff:tHff.IL.Q.?#X 1,25AWWRInarp . . I tj Zj d . .. � . I I . . . . � . . . I , I . . . . , I : . I I I . . I I . . . . . . . . . . . . . . . . . . . . . ... . . . . . . . . . . . . . . .......:.....''.......�................ . . . . I I I . .1 I . . . ::;:;:::::: , : . . . . . . � . . . . . . . . . . . . . . ::: * , ,,,,,, * ::-:::::::::::::::::: - - . . .... I I � I ... . . . . .,.,.,.,.,. . ................ . I townhouses, as defined in section 101.2 of the International Residential . .......... ........ � I � I I I ....... : .: :: : : :.:.:.:.:.:.::::::.:.;.:::::::::::::::....:::::::::,* ''' I . �. I . . . I . I . � ......., .............,.....,....:::..:..:;;:::::! . .. ..... .. *..*.-..-.,.-........ : - ............'.. . . . � . . - I I I I I I I ............... I... ...........,................................,::::::::::::::::::::: :::::.::::::::::::�::::::::::::::::::::::.I ...... .. ...... .. .. .. .. .. .. .. .... I ' . I . I . - � I . . I I . . I � . 1. I .. I I . I I . I I I .. I (0//00-7) I . I I � . . � I I .1 � I . I I � I - � I I . . � I I I I I �L I . 11 � . Code to demonstrate compliance with this code. , � . . . . � . . . � � . � I I I � I . I . . I . . I I � . I I . I I I I I I . I I I * ' . I . � � . I .. � I . I . . I � . I . . I I . . . I . I . .1 I I 11 . . � . IRC Section R406.2 Additional energy efficiency requirements I .. I � . . . � I I � I � I . . 11 . . .. I I � . I . . . I I I 10 . . � � , I . I.". � 1. I . I I I � . � . . I I I . 11 . I . I . I I - I 11 . .1 I .� I I I I I � . I I I . . � I I . �. (Mandatory). Each dwell,ing unit in one and two family dwellings and , I I I = . . . . . ,� I I . .1 . I �,:M - I - � " �, ,� - �� , ;I';," ,I I 1, I" I", , � 1.1111, ,"lill-"i'�11 11-11 "I , �n ,�!��,",3�g�k',,fflt,i � , � I �'§' '6�,��,`,,1� , """, '�k�,W �,,', 4 ,��, , �: � v 1, � , , , NA" I I '104 I � I , � ,,, , I I w,�,,� , , ", " I .. I I ", 11 I ikM��,','N �,01ANNZJR,'%, i " I I � � ��'iw , 1,_�X�1_1,111 X, X I i � � I , I 100. " �, .1 I'll, " I I � I I �� - , 1- I � 11 � I'- t , . `11A_1� 4111� I 'Mtlll ... 1� �, ''I "N' %, M&AM 1: 1 I 11 � �1� � 'NP � ��� ... , � �, Q "I' - I 1,11_11`1� ,� I I " �11'1 I "' I'll � I'll - I I "I ,� I'll, ,� ::�,, , I'll", ,, A i"'I", � , I- "I - ,''ma, � �,� ,,� M nl, I lq&,�, 11 I 1, 11 "N 'V� - i I 1 , M ", � ,, I , "I,,,: �,_ - I " 111-, - , , � "g,"'o," � 'ig' ,�, "",- -" ,,g �%pi,,,, w,,,,,,,v i, �4 "' Z , �i,, I 1, � ,g.�,, .-�, , � N ��11 , 11 �_ % " 1 11 � I�M,��4'1'1� 1, 1 i" 1111"�, , .1 I "I , .1 , i I t, .1 �, � - 1, 11""', "I , " "" , � 51 ""I', I" 1�� I", I "I � .;; I , j 11 I - - k N_ - - , 'M , I I ': � ` , � - ; � I �� " - I I " , A � �i,tl , I 1, � � - , 10 I �, I A - � '� .... '�. "I -1 . � " I I I I" il , 11 �, I 11 I.. . 1� I I 11 "I , , , , " W I "I � - IN - I I 1�11' I - 11 -, 11_1� 1:� � I I I I'll, I 1-1, I I g-,,g% li, I �,,� , I'll-, .� I " 11 � I � __ I ��1111111 1_ ��_ I , .i � L mm=11-112-2- "I'll'' �� R-111-W I '�� , , , "' ,_ 1-M I - I , 111_'%N1"1194 I I "I _1I" "I NIEN � I I I 11 11 , I" �_, - kl 11 " I'll I'll, � I ,. A , I " � I I I'll � - ", � I" i , ,,, I , ,� is -, " , - ,� " " , I � , 4 I , , 1-1 0 ) �F`19 ___� , " 7:=,- 'nw', 0", - a , , Ri ,� i i , I � . iiil v "i "" 444 " , , % �, ,� 11 44 "" - �i - 'N %,R = " _- ,; %T � � ; 1 WNTMOT ....... - .::: :��, 1. .. .. .. .. ::: 0,0 - ::,0.00 - , , , . � ; I- I . . .:.: : ::: . :: : �: . . . . � � ..... ::,:::*o : : 0 I :: 0 .001 �. I " I ::;: � . ::::: 0.0 ::::: 0.00 - � . .1 . .. .. .. .. .. :: :: :: :: :: - .. .. :. 6 . 0 :: .1 . � :; : I 0 � . � 00 . I 1-71"'C' - , � ,,,, =,N "', � �' , , I . , " '� � 31,:1K1'11 , .. I � I I , 11 _�, 11111,1ii-I � � I'll I � 11 I I 1711 W , " I '' , , - ?"-- ", '01, a 1 � 1111, 11,11-1-_ �Ii�,4 vg." , I �'. "�i�� , i'*,' -n� - , .I " � , MA ','. -, � , V,�, � " , M.1,1% I .Z"'[M�,;'W'e,�, "M '-s", , 4t, -,�, �� - 7��, I IS I'M I'l I LL . . . . . 1* *: ': ': :* .. .. .. .. �' .. . . :: :: 0 0 . :: :: 0 ..... 100 ,.. 1 . . . . . . . ': . : . .. : .. .. . . I . . . .. I .. - .. .: .. . I � :-:-:-;-: . .:.:.:.: ..:.:.::: .. .. .. .. .. . ... I I 0.01 : . . :; .000 : - � I . ..... ....... . . I .. .10.01 .. . - �.. �. � ) )I I . I I I I . . . I . iownnouses,asaeTineain-)ection-iu-i.zoTineiniernaiionaiKesiaenliaI . . . - � I ,. I I I . I I . I . . I � L I . � . I . � 1. . � I I .. - �.� I � I Code shall comply with sufficient options from Table R406.2 so as to I . . I 1= � � I .� I � � I I . . � . . - . I � I � achieve the following minimum number of credits.' � . I = � . I . I I . I I mec an ca ven a on Sys em, nc u ng ns, con ro s, an u s, I . I I � . I . I I � � � . � I � I I I . . .� . . I � . with outdoor air. I I I I . . . . I I 1. . . �� . . I . � I I . � I . . I t . I I I I I . . � . � . � . . . I . . � .. . I . I . . . . I � I � �. I � . � r � . . . I I I I I . I � . . . . . � � I I I � I . I . . I . I . . . I . WHOLE HOUSE VENTILATION REQUIREMENTS: I I I . � I . . . 1. . . I . . I � I . I . I I I . I I . . I I � . . . I 1 00 cfm fan standard on each home. , I I . I I I . I . � . I . . . I . � I � . I I � I I . I � . I . � I � . . I I . I . 1, � I I � . 11 500-3000 s.f. 2-3 bedroom = 60 cfm (min. outdoor airflow rate) - I I � I . � . I . . I � I . . . . I I I . . . . I I I � . Fractional on -time = 0.7, Cycle Time (hours) 24 = 0.90, , . � I . � I � � . I . � r I I I � I I . � � I � � . . . I . . I � I I I � I . � . I . � � . . . 60cfm/(0.90 x .7) = 95 cfm (per ASH RAE 62-2-2007, Addendum b) I � I I . I . . I I I I . . . . . . � I . . I � Outdoor air shall be supplied to all habitable rooms (at flow rates � . � . � I . . . I I .. I I I . . . I - � I I . � . I . . � � . . I . I . � � I 1. - . I I . I calculated per IRC Section MI 508.3) through the forced air system ducts. . I I . I I I . I . � . I � � I � � I . . . � I I I I I I . . %N I . . I � . I . . � . . I I . � . I I . . I . . I � � I . . � � . . � . . . I . ��, � I I . . . I b) Be ducted from the exterior and connected to the return air . . I I , I I . 11 I I . . I . . . . I � . . � I . I . . I I � I . � . . I . I I I � I stream, at a point within four feet upstream of the forced air I . . I � I � . . . . . 11 . . I . � . . . . . . . I . I � I I I . . . . I I . I . ,handler and shall not be,,conne'cted directly into the forced air . I I � I I I I � . I � I . � � � . . I . I I � . I . � I I I . I I � I I I � I I � I � . I � I . . . � . . unit cabinet. � . I r. � . I I �NEW I I - I . . . . . I � I . . . . � I . I . . I I I . . I I I I . I . . I . . � I I I � � I � . . . c) Be equipped with a motorized damper connected to the � � . . � � I . .. . . . � . I I . . � I . � � I I I I I � � I I . . I I I . automatic ventilation control as specified in IRC Secti . . . I . . . � � . . I on . I � � . I I . I � . I � � . . I I I I � . � I . � I I I .. I . . I I . � I . . I I � . � I . I I I . I I I I I . I I I . . � . 1508.5.2 and the required air flow rate -shall be verified by field �. I I .1 . � . . 11 . I . . I I � � . I I . I I . . I I I � ".. .. . . � � I I I . I . . I I .. . I � . I . I . I I . . .. I � - � . . . . . . I . I I I � � . testing with a flow hood or a flow measuring station- . . I .1 I I � I I � I . � . . I I . . . � I � I � I . � I . I . . . � I I .1 . I I i . . I . . I I . I I . � � . . � . . I � I . I I � . I . I I . . I I I . . I � . � . I I I . I . . I . .1 . � . ^� I . . . . I I . � I d) Be insulated to a minumum R-4 when located within heated I . � . - ` " ED I I . � � I I I . . I I I . 11 .. %, . i �./ E , � I . I . . . . I . � � .. . I I . . I . . � � I I . I I I I � I . areas. I I � . I I I . . . . � . � I . : . � I . . � . I I CITY,OF TUKWILA . � . . I � IV � � . I � 11 I . . e) Be connected to filtration device, and be readlily accessible for , - I I � � I � I � . I � . . . � . � . I � . I � � I � I I - . I � I I . � . � I , maintenance and. replacement. The filter shall have a � I I . ,� I I . � . I . I I . . . � . I I . . I I � . . I I I . � I .11 minimum efficiency rating (MERV) of at least 6. . I � I - . I I I .11 OCT 06 2015 1 . . I . I I . I I I . I I � . � � . I � I . . I . . . . . I . I : . . � . � I .. I � I � ___ . I I I � I � I I � I I . � . I 11 I I I � . . . 1. I WSEC SECTION R4 . 01.3 RESIDENTIAL ENERGY EFFICIEl � JCYREVIEMD FOR' . . I I . . I ..PERMIT CENTER , � I . . I I � I � I .1 , I � . � I . . I I . I I � I . I I I . I � I . . � A permanent certificate shall be completed and posted on or vdbn,jLyteomPLIAN6` . . � . I . � � ' F, , . I . I � ... � . � . � . feet of the electrical distribution panel by the builder or regist .ared d . 11 I . � C:) , � I I � . I . � .. 940FDROVED. . ,. . � I . � I . I . . . . . I . professional. The certificate shall be completed by the builde - or . I . . � 11 . M Nt . � I . . � I I I . � I . � I I I � . I registered design professional and shall not cover or obstruc the � < I C) : . . I ... I � .1 I � . I . I I I I or ot NOV 06 2015 , , - 1__. . 00 I � I I . . I � I . visibility of the circuit directory label, service disconnect labe her ... . * I . � I � I . . TABLE 1507.3.3(i) . I � : TABLE 1507.3.3(2) � . I required labels. The certificate shall list the predominant R_V lues of . 1. � .� . . N 3:, Z 0- F-1 . . � . I I . CONTINUOUS WHOLE -HOUSE I I I I I � I I , I . � . MECHANICAL VENTILATION SYSTEM AIRFLOW RATE REQUIREMENTS . INTERMITTENT WHOLE -HOUSE MECHANICAL VENTILATION RATE FACTORS I insulation installed in or on ceiling/roof, walls, foundation (sla I I -9 I^A1;I I T� _�e LO - . (n 0) . I I Number of Bedrooms Dwelling Unit FloorArea - 0-1 1 2-3 1 4-5 1 6-7 [ > 7 (sq. tt.) . - � . I Alrilow In CFM � . < 1500 � 30 45 1 60 75 90 1501-3000 , 45 .60 75 1 90 105 3001-4500 60 75 1 90 105 120 4501-6000 75 90 105 120 135 6001-7500 90 `105 � 120 135 150 > 7500 105 1 120 , 1 135 1 150 1 165 Run -Time Percentage In Each , 4-Hour Segment I - 25% I - ___[ 33% __J�6% 600/6 � 75% 0% Factor . � 4 1 3 - - 1 2 I-- 1.5 1 1.3 � 1.0 Area to be Vented Ventilation Rates . Kitchens I 100 cfim Intermittent or . 25 ch contimuously Bathroom / Laundry / Similar . I 50 ch Intermittent or . - areas--- __ 1 . 20 clm contimuously . . I . Ll ie value covering L Is largest area. Lhe cei til icaLe shall list Lf ie pes and , .1, I 1N I 0 . L_ Z .� . . .�, . efficiencies of heating, cooling and service water heating equipment. I . 1. I . . . 0 0 � 0 . I . . � . where a gas -fired unvented room heater, electric furnace, or baseboard . I I 1. . I (1) . . . . . . � � I . .. . I . I . (n I electric heater is installed in the residence, the certificate shall list I . .1 I M - - - (1) - .5 .::4 C: I � � . I "n;;-_f1rArI i invinntp.rl rnnm hp..qtp.r "P.Ipr.trir fi irn.qrp." nr "h.qqPhn;;rrl inlpr.trir I . . % V 1-% 4_5 - 0 . below -grade, and/or floor) and ducts outside conditioned spa es: "'lly ,j . U . 0. . it htUl GDIVISION A . IN _.j F_ T- *I-- W -I--, (- N . . . I - (y), U-factors for fenestration, and the results from any required � � . CD cu. �.- . � � I I � . . and building envelope air leakage testing done on the building. where - . I . I I � . M co ,N If') I L0 I .. CO � I . � I Minimum Re uIred Exhaust Rates . there is more than one value for each component, the certificate shall list � 11 � I �� N . . .� � I Table � M 1 507.4 . I I � . . . tlm I . _L__j M I I . . GENERAL STRUCTURAL NOTES Un ess note of erwise on plans and details) . 3. AL�Tarwall plywood nang and anchors shall be as detailed on the drawings and noted in the CODES AND SPECIFICATIONS shearwall schedule. All exterior walls shall be sheathed with 7/16" APA rated sheathing (24/16) - . Internationa Bui ing Code - 2012 edition with local jurisdiction amendments as applicable blocked -with minimum nailing 0.131" diameter x 2.5" nails @ 6" oc edges/12" oc field unless 2. ASCE / SEI 7-10 Minimum Design Loads for Buildings and Other Structures noted otherwise. 3. AF&PA NDS-12 / SPDWS 2008 / WFCM 2012 National Design.Specification for Wood Construction / Special Design 2. All headers shall have strap connectors to the top plate each end when the header interrupts the Provisions for Wind & Seismic /.Wood Frame Construction Manual for One and Two Family Dwellings continuous (2)2x top plate. Use (1) Simpson MSTA24 connector each end unless noted otherwise. 4. ACI 318-11 Building Code Requirements for Structural Concrete 3. All shearwall holdowns shall be as noted on the plans and shall be Simpson or approved equal. 5. AISC 360-10 / 341-10 Specification for Structural Steel Buildings / Seismic Design Manual .'4._ All holdown anchors shall be installed as shown on plans and as per manufacturer's requirements. 6. AWS D1.1 / D1.1M:2006 / Structural Welding Code -Steel Holdown anchors may be wet -set or drilled and epoxied (Simpson "SET" epoxy or approved equal) with 7. TMS 402-11 / ACI 530-11 / ASCE 5-11 Building Code Requirements for.Masonry Structures - prior approval from the engineer of record. Provide the full embedment into concrete as stated on DESIGN CRITERIA - the plans., - . Risk category = II, Basic wind speed (V) = 110 mph, Wind directionality factor = 0.85, FLOOR AND ROOF DIAPHRAGMS Exposure category = B, Topographic factor Kzt=.1.00, Gust effect factor = 0.85, Enclosure App y APA rate Sturd-I-Floor(24" oc) nailed to floor framing members with 0.148" diameter classification =Enclosed, Internal pressure coefficient (GCpi) - ± 0.18 x 3" nails at 6" OC at all supported edges and at 12" OC at interior supports unless noted 2. Seismic -Risk category = II, Seismic importance factor (Ie) =.1.00, Site Class = D. Ss = 1.500, S1 = otherwise on the plans. Offset panel joints between parallel adjacent runs of sheathing. 0.600, SDS = 1.000, SDI = 0.600, Seismic Design Category.= D, Basic seismic -force -resisting 2. Apply 7/16" APA rated sheathing(24/16) nailed to roof framing members with 0.131" diameter x:2.5" :system = A.15 per ASCE 7-10 Table 12.2-1, Seismic response coefficient (CS) = 0.154 (orthogonal: I I n n nails at 6. OC at supported edges and at 12 OC at interior supports unless noted otherwise on the 1) & 0.154 (orthogonal 2), Response modification factor (R) 6.5 (orthogonal 1) & 6.5 plans. Offset panel joints between parallel adjacent runs of sheathing. (orthogonal 2), Design procedure used Equivalent Lateral Force Procedure 3. Blocking of interior edges is not required unless noted otherwise. on the plans. 3. Roof = Dead: 17 psf, Live: 20 psf, Snow: 25 psf BUILT-UP WOOD COLUMNS 4. Floor - Dead: 12 psf, Live: 40 psf, Live (deck): 60 psf Al umns not specified or otherwise noted on the plans shall be (2)2x studs gang fastened per 5. Soils - Vertical bearing pressure (capacity): 1500 psf standard detail. Lateral bearing pressure (capacity): 150 psf/ft of depth (up to 2250 psf max.) 2. All columns not specified or otherwise noted on the plans supporting girder trusses or beams shall Coefficient of friction (capacity): 0.25.(multiplied by dead load) be (3)2x studs gang fastened per standard detail. Active design. lateral load: 40 psf/ft of depth MANUFACTURED WOOD TRUSSES . At -rest design lateral load:: 60 psf/ft of depth russes s a e esigned, fabricated, and installed in accordance with the "Design Specifications STRUCTURAL OBSERVATION - for Light Metal Plate Connected Wood Trusses" by the Truss Plate Institute. . . Structura o servation is required only when specifically designated as being required by the registered 2. All trusses shall be designed and stamped by a professional engineer licensed in the State of design professional or the building official. Washington. . SOIL CONSTRUCTION 3. Roof trusses shall be fabricated of Douglas Fir -Larch or Hem -Fir: . Exten ootings to undisturbed soil or fill compacted to 95% Modified Proctor (ASTM D1557). All - 4, All mechanical connectors shall be IBC approved. construction on fill soils shall be reviewed by a registered geotechnical engineer. All footings shall be 5. Submit design calculations, shop drawings and installation drawings stamped by a licensed engineer 18 inches minimum below adjacent finish grade. It is the contractor's responsibility to verify that the of all trusses to the owner's representative for review and Building Department approval. site soils provide the minimum vertical bearing pressure capacity stated above. 6. Truss members,and components shall not be cut, notched, drilled, spliced or otherwise altered in Shearwall Schedule [ (1) (2) , (3) , (7) (13) ] , If Bottom Bottom Bottom Anchor Mark No. .Edge Field Framing member plate Bottom -plate p late nail p late when Anchor bolt spacing- Top Top plate seismic Vwind (plf, per sheathing sides Fastenerfastener fastener at when spacing directly bolt 2x plate. connector (plf, % . +40 0, plan (ply/osB) sheathed size spacing spacing ad oinin ] 9 irectly nail in on dia. plate/ connector (9,15) spacing p 4 ASD, ASD, (14) panels on size each concrete (8) 3x (11,15) (12) ) (12)) wood(10) .row (4,5) plate W6A 7/16" 1 0.131" dia.x 6" 12" 2x 2x 0.148" dia, x (1) row 2x or 5/8„ 72"(2x) A35 or 48" 145 203 2.5" (unblocked) 3.25,, 13" 3x 72" (3x) LTP4 W6B 7/16" 1 0.131" dia.x 6" 6" 2x 2x 0.148" dia. x (1) row 2x or . 72"(2x) A35 36" 193 271 2.5" (unblocked) 3.25,, 10" 3x 72. (3x) LTP4 4 W6 7/16 1t 1 0.131" dia.x - �� 6 12 2x 2x 0.14 8" dia. x (1) row 2x or 5/8,, 68"(2x) A35 or . 30" 242 339 2.5" 3.25,, 8" 3x 72 (3x) LTP4 . W4 7/16" 1 0.131„ dia.x 4" 12" 2x 2x 0.148" dia. x (1) row 2x or 5/8" 48"(2x) A35 or 21" 348 467 2.5" 3.25,, 3x 1 60" (3x) 1,6�r LTP4 W3 7/16" 1 0.131" dia.x 3" 12" 1 2x 2x 0.148" dia. x (1) row 2x or 5�8" 36"(2x) A35 or 16" 452 633 2.5" 3.25,, 4" 3x 45"(3x) LTP4 W2 7/16" 1 0.131" dia.x 2" 12" 3x (5) 2x 0.148" dia, x (2) rows 7" x or 2 5/811 28"(2x) A35 or 12" 594 832 2.5" 3.25,, (6) 3x 34 (3x) LTP4 . 0.131" 0.148" (3) . 2W3 7/16" 2 dia.x 3" 12" 3x(5) 2x dia. x rows 6" 3x 5/8" 23"(3x) A35 or 8„ 904 1266 2.5" 3.25,, (6) LTP4 . . 0.148" 0.148" (3) A35 . 2W2 19/32" 2 dia.x 2" 12" 3x(5) 2x -dia. x rows 4" 3x 1 5/8" 12"(3x) or 4" 1620 2268 3IF 3.25" (6) LTP4 o . o ° o `� 9 0 2 W'b' 0� ob Z N a;0. Z a �i0° Z= W �y� Z} ° (3- W 2 J Q N w C 000 H W _ a) LL[0 W- z ��� oo�o 9W° a �� Nw 2 0- wWog awQ rsa Nm z 8 0 0 > o . I W IFFY 5U,na wo8 =ran si � - PIPE PILES Pi e s all conform to ASTM A53 Grade B. Unless noted otherwise, pipe is not required to be galvanized. p p q 7 any way without written approval of the registered design professional. . Where trusses align with shearwalls, a special truss shall be provided that has been designed to I General notes (unless noted otherwise) a=� o Z o 8 �;0aW ° W �° W Q W ° LO 2. P Pipe shall be driven to refusal and tested (as required) per Geotechnical Engineer's requirements. . transfer the load between the roof sheathing and the shearwall below. This truss shall be designed 1) Wall Stud framing is assumed to be as per the general structural notes. 8 8� �0 ) 0,6 ,� r REINFORCED CONCRETE to transfer a minimum of 100 plf along the full length of the truss . 2) All anel ed es are t0 be su orted b f ramin members - studs later and blocking u . n . o . . p g pp y g ' p ' g ( ) W } N ° N Z O • c = si at 28 da s for footin s slabs and walls. Min 5-� sacks of cement er cubic. and of p Y g P Y 8. All tern orar and ermanent bracin re uired for the stabilit of the truss under ravit loads p Y P g q Y g Y 3) ,, Allowable shears in table above assume either"1 walls studs at 24 oc with ) panel long -axis oriented =�Nm= moot �oF� �s0 Z� W N concrete and maximum of 6-3/4 gallons of water per 94 lb. sack of cement. and in -plane wind or seismic loads shall be designed by the truss engineer. Any bracing loads `submitted �� horizontally Or 2) wall studs at 16 Oc with panel long -axis oriented vertically or horizontally. o-�T oo - 2.: Maximum aggregate size is 7/8". Maximum slump = 4 inches. transferred to the main building system shall be identified and to the engineer of o�}} �oW= =3 O 3. o o All concrete shall be air entrained - 5o minimum / 7a maximum (percent by volume of concrete) . record for review. 4) Where the full thickness of (2) 2x and 3x mudsills are directly connected to wall studs, use (2) 0.148 „ WWWN� �o Q Mixing and placement of all concrete shall be in accordance with the IBC and ACI 318.. Pro ortions of g p p PARALLEL STRAND LUMBER (PSL) " dia.x4 end nails (20d box) per stud. 2Ho 1,o8� ° oa S C6N 3 .4. a re ate to cement shall be such as to roduce a dense, workable mix which can be laced without gg g p p ara e s ran um er s all be manufactured as er NER-292 and meet the re uirements of ASTM p q 5) (2)2x material can be used in lieu of 3x material provided the (2)2x is nailed as the °°I RN ==W�� °U �� N ++ segregation or excess free surface water. Provide 3/4 inch chamfer on all exposed concrete edges unless D2559 - Fb=2900 psi, E=2.2E6 psi for beams and Fb=2400 psi, E=1.8E6 psi for columns. gang per associated Shearwall bottom nailing. WW!oS _WV Wo a" Wa � � otherwise indicated on architectural drawings. LAMINATED VENEER LUMBER (LVL) plate ��o J= _, W 5. -No s ecial inspection is required. p Lamina e veneer um er s all be Doug Fir meeting the requirements of ASTM D2559 - Fb=2600 psi, 6) Where bottom plate nailing specifies 2 or more rows of nails into the' wood floor below, provide rim °mom=N DUN~ LL° z 'L 6. Vibrate all concrete walls. Segregation of materials shall be'prevented. E=2.OE6 psi. joist(s), joist(s), or blocking that has a minimum total Width of 2.5". oo -oZ wW=[L NUZW 55a0 En-D °W W O REINFORCING STEEL 2. Foretop loaded multiple member beams only, fasten with two rows of 0.148" diameter x 3" nails at 7) ,; „ Unless noted otherwise, provide (1) 2x treated mudsill with 5/8 diameter anchor bolts at 72 oc and ��°}� y�W > LL Q ri d and laced in accordance with ACI 318. oncre e rein orcement shall be detailed, fab cate p 12" OC. Use three rows of 0.198" diameter x 3" nails for beams with depths of 14" or more. p . �aW6W ~-mm� oa W 0 2..Reinforcing steel shall be grade 40 minimum and deformed billet steel conforming to ASTM A615. 3. Provide full depth blocking for lateral support at bearing points. located within 4" to 12" from the cut end of the sill late. Provide a minimum of two anchor bolts P W..o�= WZ� 3ZZ o Wo W 3 . Welded wire mesh shall conform to ASTM A185. LAMINATED STRAND LUMBER (LSL) per mudsill S2CtiOn . fL W,- J 8 �; o a s Z � U 4 Reinforcing steel shall be accurately placed and adequately secured in position: The following protection. aminate stran um er s all be manufactured as per NER-292 and meet the requirements of ASTM $ ) Provide 0.229"x3"x3" late washers at all anchor bolts in 2x4 3x4 mudsills and 0.229"x3"x4-1 2" p 1"_°� aW6W� a'' o for reinforcement shall be provided: D2559 - Fb=2325 psi, E=1.55E6 psi for beams and Fb=1700 psi, E=1.3E6 psi for beams/columns and plate washers at all anchor bolts in 2x6/3x6 mudsills. The distance from the inside face of any °U) a. tom W z¢Z O _� w NI_ �N Z . Min Cover Cast against and permanently exposed to earth - 3 Fb=1900 psi, E=1.3E6 psi for planks. GLUED LAMINATED WOOD MEMBERS (GLB) . structural sheathing to the nearest edge of the nearest plate washer shall not exceed 1/2" . Embed L�� W z ° 8 o d y W W =F <m W W Exposed to earth or weather - 1 .5 for #5 bar and smaller G ue aminate woo earns s a be Douglas Fir, kiln -dried, stress grade combination 24F-v4 anchor bolts 7 inches minimum into concrete . Minimum anchor bolt. concrete edge distance (perp . to = ° Z, W 1-0092 ' W = 0 W M a' O W Z < 7J ° Q . 2" for #6 bar and larger (Fb=2400 psi, E=1.8E6 psi) unless otherwise noted on the plans. mudsill) is 1-3/4" . Minimum anchor bolt concrete end distance (parallel to mudsill is 811. (p ) . Slabs and walls at interior face - 1.5" 2. Fabrication shall be .in conformance with current applicable ANSI/AITC A190.1 and ASTM D3737. 9) - �,. g. use 0.131 x long Use 0.131 x 1 1/2 long nails if connector is in contact with framin1. 5. Lap continuous reinforcing bars 32 bar diameters (1'-6" min) in concrete. Corner bars consisting of 32 bar 3. AITC stamp and certification required on each and every member. .2-1/2" diameter (1'-6" min) bend shall be provided for all horizontal reinforcement. Lap welded wire mesh edges WOOD I -JOISTS nails if connector is installed' over sheathing. 1 .5 mesh minimum. This criteria applies unless noted otherwise. oosts y russ Joists/MacMillan or approved equal. 10) Adjoining horn . panel j Dints are not permitted to be located on either side of the top plate or the RETAINING WALLS 2 . Joists to be erected in accordance with the plans and any Manufacturers drawings and installation bottom late . Locate ad oinin horz . anel Oints at the mid -line Of the rim Dist or at the mid -line P J g P 7 J I,P,, . Concrete oor slabs to be poured and cured and floor framing above shall be complete before backfilling drawings. Of blocking in the wall above/below. Iil, behind retaining walls. 3. Construction loads in excess of the design loads are not permitted. . TIMBER. 4. Provide erection bracing until sheathing material been installed. 11) Spacing shown assumes top plate connectors are on. one side of wall . If installed on both Zess noted otherwise, all sawn lumber shall be kiln dried and graded/marked in conformance with WCLIB 5. .has See manufacturer's references for limitations on the cutting of webs and/or flanges. .installed sides of wall, required spacing can be multiplied by two (2) . standard grading for west coast lumber. Lumber shall meet the following minimum criteria: 4x and larger: DF #2 (Fb=875 psi) STEEL CONSTRUCTION Structura stee shall be ASTM A992 (wide flange shapes) or A53-Grade B (pipe) or A36 (other_ 12 ) Table above shows ASD allowable unit shear ca acit . LRFD factored unit shear resistance is p y ' noted calculated by multiplying ASD values above by 1. 6. 3x and smaller: HF_ #2 (Fb=850 psi) or SPF #2 (Fb=875 psi) shapes and plate) _unless otherwise. 2. Wall studs shall be: Bearing walls with 10'-0" maximum stud length 2." All fabrication and erection shall comply with AISC specifications and codes. 13) Shearwalls designated as FTAO (force transfer around<.openings) or -perforated require sheathing and x HF stu gra e or tr at max oc - carrying only roof and ceiling 3. All welding shall be as shown on the drawings and in accordance with. AWS and AISC standards. using shear nailing above and below all Openings for the full extent of the Shearwall. 2x4 HF stud grade or btr at 16" (max) oc - carrying only one floor, roof and ceiling Welding shall be performed by WABO certified welders E70XX electrodes. Only pre -qualified 14 ) Shearwall edge nailin is required alon full height of all holdown osts. At built-u holdown g g q g g p P II 2x6 HF stud grade or btr at 24" (max) oc - carrying only one floor, roof and ceiling welds (as defined by AWS) shall be used. members, distribute the shearwall edge nailing into all laminations. � 2x6 HF stud grade or btr at 16" (max) oc - carrying only two floors, roof and ceiling MASONRY Non -Bearing walls with maximum stud length noted . Construction shall meet the requirements of IBC Chapter 21. 15) LTP4's and/Or A35' S are not required at the top of the shear _wall When/where the shear wall is I . x s u gra e or tr at max oc - - maximum stud length 2 . special inspection is not required. - sheathed on one side onl and when/where the location of the ad ' oinin horz . anel joints meets note y p � LLI 2x6 HF stud grade or btr at 24" (max) oc - 15'-0" maximum stud length 3. All concrete block masonry shall be laid up in running bond and shall have a minimum compressive �J I {10) requirements. 3. Provide 4x6 DF2 header over openings not noted otherwise. Provide. (1)2x trimmer and (1)2x king header strength of f'm = 1500 psi, using Type "S" mortar, f'c = 1800 psi. support for clear spans 5'-0" or less. Provide (2)2x trimmer and (1)2x king header support for clear 4. All cells containing reinforcing bars shall be filled with concrete grout with an f'c = 2000 psi s ans exceeding 5'-0". ." p I 1. in maximum lifts of 4.-0". . . . �''i, 4. Provide solid blocking in floor space under all posts and wall members connected to holdowns.,Orient 5. Bond beams with two #5 horizontally shall be provided at all floor and roof elevations and at the blockin such that wood grain in blocking is oriented vertically., g top.of the wall. . 5. Provide double floor joists under all partition walls parallel to floor joists and along the perimeter of; 6. Provide a lintel beam with two #5 horizontally over all openings and extend these two bars 2'-O" . II all dia hra m o eniri s. P g P g past the opening at each side or as far as possible and hook. .I . 6. - Provide double blocking between floor joists under all partition walls perpendicular to floor joists. 7. Provide two #5 vertically for the full story height. of the wall at wall ends, intersections, . � WOOD CONNECTORS FASTENERS AND PRESSURE TREATED WOOD corners and at each side of all openings unless otherwise shown. . A woo connectors s a e Simpson or approve equal. 8: Dowels to masonry walls shall be embedded a minimum of 1'-6" or hooked into the supporting . 2. A11 nails shall be common wire nails unless noted otherwise. -structure and of.the same size and spacing as the vertical wall reinforcing. - 3. All nailin shall meet the minimum nailing requirements of Table 2304.9.1 of the International Building`- g 9. Provide corner bars to match the horizontal walls reinforcing at all wall intersections. Code. 10. Reinforcing steel shall be specified under "REINFORCING STEEL". Lap all reinforcing bars 40 bar �. 4. All wood in contact with ground or concrete to be pressure -treated with a:wood preservative. diameters with a minimum of l'-61. . 5. Wood used above ground shall be pressure treated in accordance with AWPA Ul for the following conditions: 11. Masonry walls shall be reinforced as shown on the plans and details and if not shown, shall have ` a) Joists,girders, and subfloors that are closer than 18" to exposed ground in crawl spaces or g (1)#5 at 48" OC horizontally and (1) #5 @ 48" OC vertically. . unexcavated areas located within the perimeter of the building foundation. 12. Embed anchor bolts a minimum of 51. b Wood framin includin sheathin that rest on exterior foundation walls and are less than 8 inches8. : g g g -GENERAL CONSTRUCTION .. . . from ex osed earth'. p A materia s, workmanship, design, and construction shall conform to the project drawings, V�;!jj! a"'' f .' ._ c) Sleepers, sills, ledgers, posts and columns in direct contact with concrete or masonry. specifications, and the International Building Code. 6. All field -cut ends' notches and drilled holes of reservative-treated wood be treated for use p 2. Structural drawings shall be used in conjunction with architectural drawings for bidding and . .shall cate or UC4A er AWPA U1-07 in'the field usin a 9.08% Co er Na hthenate`(CuN) solution such as "End g Y. p g Pp P construction. Contractor shall verify dimensions and conditions for compatibility and shall notify . - cut Solution (Cunapsol-1) in accordance with the directions of the product manufacturer. the architect of any discrepancies prior to construction. . iI 7. od connectors and associated steel fasteners except anchor bolts.and holdown anchors 1/2" diameter All wo ( P Discre ancies: The contractor shall inform the engineer in writing, during the bidding P and largerin contact with an reservative-treated wood shall conform to one of .the following corrosion g ) Y p . period, of any and all discrepancies or omissions noted on the drawings and specifications or . rotection,confi uration options: P g of any variations needed in order to conform to codes, rules and regulations. Upon receipt a All wood connectors and associated steel fasteners shall be. T e 303, 304, 306 or 316 stainless steel Yp of such information, the engineer will send written instructions to all concerned. Any such � I when actual wood preservative retention levels exceed the following levels: discrepancy, omission, .or variation not reported shall be the responsibility of the f Treatment Retention level (pc ) contractor.. . 1. - 2WCWmI IIE= ACQ A7hine Copper Quat) Greater t an 3. The contractor shall rovide tern orar bracin as re uired until all ermanent framin and - p P Y g q P g 1. . ,I MCQ (Micronized Copper Quat) Greater than 0.34 connections have been corn leted. P . - o er Azole Greater than 0.21 CAB (c pp ) 4. The contractor shall coordinate with the building department for all.permits and building . CA-C & MCA (Co er Azole & Azole Biocide) Greater than 0.15 pp department required inspections. .." . .II u CA-C (Azole Biocide) .: Greater than 0.14 ,. 5. Do not scale drawings. Use only written dimensions: . �. . .I II III b) When actual wood preservative retention levels do not exceed the levels in 4.a) above, all wood 6. Drawings indicate general and typical details of construction. Where conditions are not . . . connectors and fasteners shall, at a minimum, be hot -dipped galvanized by one of the following specifically indicated but are of similar character to details shown, similar details of . methods• construction shall be used, subject to review and approval by the architect and the structural . I . I . . . I I . . , I � . ..I . I.L L LL . . . . I i) Continuous hot -dipped galvanizing per ASTM A653, type G185. engineer ii) Batch or post hot -dipped galvanizing per ASTM 123 for individual connectors and as per 7. Contractor initiated changes shall be submitted in iL I to the architect and structural . ASTM A153 for fasteners. Fasteners, other than nails, timber rivets, wood screws and engineer for approval prior to fabrication or construction. . lag screws; may be hot -dipped galvanized as per ASTM B695, Class 55 minimum. 8. All structural systems which are to be composed of field erected components shall be supervised by 1. L L I . . II . I L I I . I . I . I I I . I I . c) Plain carbon steel fasteners in SBX/DOT and Zinc Borate preservative treated wood in an . the -supplier during manufacturing, delivery, handling, storage, and erection in accordance with interior, dry environment shall be permitted. instructions prepared by the supplier. 8. Do not mix stainless steel and hot -dipped galvanized wood connectors and fasteners. 9.` Contractor shall be responsible for all safety precautions and the methods, techniques, sequences, 9. All anchor bolts shall be as'specified in the general notes on the shearwall schedule. or procedures required to perform the work. 10. Where a connector strap connects two wood members, install one half of the total required nails 10. Shop drawing -review: Dimensions and quantities are not reviewed by the engineer of record, L � I L . I � I . .L . . . .1I. I I1 � . . . I L L I 1. .1 L I .I. LL II I I. L I . 1L 1 1I . L�.. II IL or bolts in each member. therefore, must be reviewed by the contractor.. Contractor shall review and stamp all shop 11..All bolts in wood members shall conform to ASTM A307.I . . I . . drawings prior to submitting for review by the engineer of record. Submissions shall include a 12. Provide standard cut washers under the head of all bolts and lag screws bearing on wood.. reproducible and one copy. Reproducible will be marked and returned. Re -submittals of previously ANCHORAGE submitted shop drawings shall have all changes clouded and dated with a sequential revision Co (= • CD � N z 0) � �- � N . � Co dj CO -J-, N �Aiianchor bolts and holdown bolts embedded in concrete.or masonry.shall be A307 unless notedI I I number. Contractor shall review and stamp all revised and. resubmitted 'shop drawings prior to \ 0 '' N . . otherwise. expansion bolts into concrete not otherwise specified shall be Simpson Strong -Bolt 2 submittal and review by the engineer of record. In the event of conflict between the shop. 0 - > -i CM p wedge anchor. Install in accordance with ICC ESR-1771, including mmum embedment depth drawings and design drawings/specations, the: design drawings/speccations shall control and N , I � 0 . requirements. be followed. _ 0 O .. NAILS • . .. 1 bailing of wood framed members to be in accordance with IBC 2012 Table 2304.9.1 unless otherwise D � C noted. Connection designs are based on "Common Wire" nails with the following properties: Penny weight Diameter (inches) Length (inches) � . L =. - . . 10d 0.148 3 r:C; svE� a' n- 16d 0.162 3-1/2 20d 1.I I I 0.192 4 CITY OF TU�:Vti%ILA AUG 1 3 "z015 PERMIT CENTER S 0 . II . . . I . I I VN 1 FL !1 rl n/ I PBS66 PBS66 (W. o Oox12 DF2 I I &A2 DF2 I I 9 W ,Z U 0 U._ � ��Z w O N I I I I DTT1 Z CONNECTOR (4 LOC. MIN.) - TYPICAL co_ s W ---� r-x--- L __-� FASTENERS PER DTT1 Z SHALL BE AS FOLLOWS: N w g Z W Z N PBS66 (1)3/8" DIA. HDG LAG SCREW & HDG WASHER °� o k N =: ; U N WITH 3" MIN. THREAD PENETRATION INTO TOP PLATE, ; 38 W OR HEADER - N w s N F ", C9 STUDS, � 8 g 2x8 HF2 LEDGER W/(2)HORZ. �� (8)0.148.. DIA.x1.5 HDG NAILS INTO UNDERSIDE OF cn _ o °°8 _ (l Z ROWS SDSjx4.5 SCREWS AT W Z 8 16 OC IN EACH ROW (TYP) NEW DECK JOIST e _ ~ � = a z W PBS66 rn O (3)2x BLKG. Z 81 O m W o F �0 Z go w ow Q- �,ci zo aN Q ?3 Q Na — — r ------ -- ------------------------------- w Zx i o a. 0 -�----------------------- -- N ---------- --- --- -------- m o w a I_ 6x10 DF2 I oNZZ dN�Z mo ---------�r------------------- ----------- --- ------------- —-------------------- i Z o 0. n/ = i i------- I o g a = F J o WW l.I_ L _CIA_J tt I I , I Iwo8 Z�' Q. I I MINIMUM 24 TALU STEMWALL P a I I I 8Z '0� _° LL o� W. W zaF LL =at�i xz. -, 13%I (2)2x4 POST & ' , ) N I 3 2x4 POST & I I a. � ° -Z iv W. a ( ) 1 m>N�ao omz 1-- X I I 22" DIA.x 10" FTG. I 30" SQ.x 12" FTG. I I = a m m - (V I rnzmwa -coop z� wl<r-= 'u7501 �? I I -, I r— , -, W 3 4 EACH WAY I ~WF z tgmK oo Z 2, 0 �owZ w3 a �_- ---- 0----_ W/(2)#4 EACH WA Ir- I I I /( )� I =oogi ° .w-LL m3 (TYP, 8 LOC.) I I /�� (TYP, 9 LOC.) I LL t w o w p o X rrdNv�ro xgd oa ¢ V I I T I I j ,1--------------_—_ Mo1w0 C, a s0Z LL 3 550� J Z �2'a 6 10 I I I WUi p =',W8 SD- SD-1 SD -I i i D,a D Da DIa Da I _ 2AO S 16 O.C. 2x10 S 16 O.C. 2XId S 16 O.G.a W & z nW/ 3/�t4Cz OVER L> Li IW/ 3/4' tCOVER =� - 10T 'a Lt1 W.N °W W ffi (3)2x BLKG. a O O o 10 iazZ° 2, °z = I I I I I Iom�� did=N =W rn I I im'-4' 9'-II" 9'-11" I 8'-1P>" I -1Od" I 11'-8" I I Nag8w ��$Wo 5a w 1 I I mm I I 1 I r U O co ccm Ix W = J a I I r- HU48-PROVIDE WOOD-' 31-XSD-3 I I — I -�/ �— - j — TO -CONCRETE BARRIER] I 31-X (TYP, 12 LOC.) I SD-3 AS CsRADE VARIdd L— , _� L--I--,---------------�— _--' —-----------� I,45 GRADE VARIES `i _ ' 1 1 BI 2' I „ 2'-0" j u-------- = ---- -- ---- I I xl icl 65L. J IS 5 I DBL JOIST j NEC 250.52 Grounding Electrodes. _ / - - _ _ - - - A concrete encased grounding electrode is required - - - - - - - J I in all new concrete footings. The electr L� -`_ _ I g ode shall -} ---I� I I i !7 I I� i-- - - - - - - - - - - - N _ I I consist of at least 20 feet of /a or larger xl reinforcement- bar or Bare copper conductor not -----;------ -- --� I I I `r v N I small r — I----N w------ I----- ------------ 8------------I a _ e than 4 AWG, and shall be located l7 U �1 = I i I I w I I horizontally within that portion of a concrete I I m I X 0 I I I I foundation or footing that is in direct contact with -' @ I I I I �I N I I = I the earth & encased by at least 2" of concrete. - I I M I `� - I II I -- -� I 12' -0 MINIMUM 24" TALL STEMWALL(TYP) I I (NOTE: 20 foot rebar shall be one continuous piece (3)2x4 POST & cn ti . I L r „ ,1 36 SQ.xl2 FTG.mtied alongside any vicinity footing rebar and `shall xI ----- I W/(3)#4 EACH WAY ' "' I I ------- I I protrude 8" min. above top of foundation wall near TYP 3 LOC. L -- J I _ I I location of powerpanel.) I I (TYP, ) r— --� r-----�' � � I I P P , I I I Z I I 1 4 CONC. SLAB 0/ COMP. FILL _t��I SLOPED 3' TOWARD DOOR 4x10 DF2-f—�►-�- 29 I _ m POINT LOAD ABOVE POINT LOADABOVE I I � ;, � � n 1 I I I I N 5 -4 5 -O S -m 5 -1Od h -4 40 lY I I I rJ I I 0 I I I I FOOTING INSPECTION RE N ( : Geotech report prepared for this sit — 29 I "' 29 I I — I I Over excavationrequiring e•) requiring structural (engineered) fill shall SD-3 I - SD-3 I I comply with recommendations ) I I N b- I I P Y mendations as outlined m the eotechmcal PROVIDE SOLID BLOCKING c� i I I I I report. g X CRAWL SPACE IN RIM JOIST SPACE C., 6 MI BLACK YISQLI N Prior to requesting L BL EE i I I I q ng a footing inspection the Geotech UNDER ALL POINT LOADS otech VAPOR BARRIER I i engineer of I I I _ I g record shall verifythe soils condition _ I AND MEMBERS. CONNECTED I I I I an hon and provide inspection report prepared and TO HOLDOWNS (TYP) I I I P p signed by the Geotech L-- -- -------------- L-------------- I engineer. Geotech I ------- --- , I------� I I g h report shall verify that soils conditions ' : I including compacted fill shall satisfyspecifications as outlined T , I I r I I for footing/foundation construction. ------------------ ---------- — I I --------------- I I N Geotech en�meers report L--------------------� I I L---------------------------------� I 1 shall be present I I I N ed to the building inspector at time of footing rye ,j, �# CONC. SLAB `�' I t4, + I I inspection. @ ,� OVER GRAN. L- ---------------------� S' L-- __--------------------------- VER CxRA FILL: � � _ r I � �� �' IE cD FOR DE MPLIANCE �j Q _ 00 - Q APPROVE® SD-2 SD-1 16 28 NOV 0 6 2015 SD-2 SD-2 � N N oo LO M 1 r 1 Cit of Tdkwila m : lOd'-D" lm'-Od" lO'�� m2 g1_311 02 �-�'2 16'-3" � ¢ y � LOOP 2 BUILDING DIVISlt�N O LO IS'-D IZ'-C ° IO'-O" J -� � 19m .. 00 Oz IDENTIFY LOT LINES . . Lot lines shall be established on site and made visible to (n verify distance of building setbacks the from lot lines, at FOUNDATION FLAN time of footing/foundation inspection, prior to pouring � -M > O P P g � � � N � concrete. A survey may be required to verify lot lines. In 0 1/�•'=1'-Od' NOTE: ALL OVEI�RAME TO BE 2x6' NF+2 FOR SPANS LIP t0 10'-0', FOR SPANS OVER 10'-0' USE 2x8' NF+'2. PLEASE NOTE: Setback(s) shall be calculated and E ;, ALL CONNECTIONS TO SPECIFIED AND/ OR VERIFIED BY TRUSS MANUFACTURER. Rz..Gt_, �lCU NOTE: ALL SOLID SAWN BEAMS TO BE DF"2 OR BETTER measured from the buildings finish face or corner of the ,„ , buildingnearest the property line and n CITY O F T L, r, W I L A P P y of necessarily measured from the exterior foundation. AUG 1 2015 PERMIT CENTER ^ ' NCL \ CO N m � O � m CV . CC)O Z -� m co C� Lo (QmN 00 Z PONY WALL PER PLAN ANCHOR BOLTS (OR APPROVED EQUAL) AND MUDSILL (WHERE OCCURS) PER NOTES (7) & (8) ON SHEARWALL SCHEDULE ;. (TYP, U.N.O.) „ (1)#4 CONT. HORZ. LOCATED WITHIN OF WALL. SHEATHING PER SHEAR WALL SCHEDULE STUD/SHEAR WALL PER PLAN ADDITIONAL #4 CONT. HORZ. AT 24 C WHE TEMWALL OVERALL VERTICAL DIMENSION ED " SW EDGE NAILING PER SW SCHED. • _ 1 ( U.N.O. PROVIDE "W6" NAILING FLOOR SHEATHING NAILS ® 4" OC �o E . . o P HERE #3 AT 48 OC —-�— HORZ. JOINT (WHERE OCCURS) — 4 VERT. AT C VERT. HOOK SW EDGE NAILING PER SW SCHED. 48" OC TYP BARS -, (TYP) 6" 18 (U.N.O., PROVIDE "W6" NAILING) — o EQ. E Q. 8nlii:_ 6 (1)#4 C0 i , .° JOISTS PER PLAN �� FINISH NISH G�„ " . II{=11.__III-11.1.-1_J..1-11.1=II.. JOISTS PER PLAN = _ . - IIII Z Z JOIST BLOCKING ® 48 OC III. 11I 111- _III (BLOCKING ONLY REQ D WHEN SHEATHING PER SHEAR WALL SCHEDULE STUD/SHEARWALL PER PLAN /— SW EDGE NAILING PER SY SCHED. /z (U.N.O., PROVIDE "W6" NALING) IN HORZ. JOINT(WHERE OCCURS) >— SW EDGE NAILING PER S'N SCHED. ,k (U.N.O., PROVIDE "W6" NAILING) SILL NAILING PER SW SCHED. (U.N.O., USE "W6" SILL NAILING) SH PER SHEAR WALL SCHEDULE D/S WALL PER PLAN 4• �3 BEARING WALL (WHERE OCCURS) 4 ��oN c FLOOR DIAPHRAGM BOUNDARY NAILING -PROVIDE 0.148" DIA.0" S AILING PER SW SCHED. SHEATHING PER PLAN/GENERAL NOTES w� AT 6" OC (TYP, U.N.O.) (U..., PROVIDE W6 NAILING) 4 FULL DEPTH BLOCKING 1 x4 x 12 EA. SIDE. w/(4)0.148 SHEATHING PER PLAN/GENERAL NOTES OVER ALL BEAM LINES Z7 DIA.x3" EA. MEMBER (16 NAILS TOTAL) rI O HORZ. JOINT(WHERE OCCURS): pR BLOCKING PER JOIST SW EDGE NAILING PER SW SCHED. - MANUFACTURER REQ TS. VIDE 'V116 NAILING) (U.N.O., PRO ) OST PER PLAN BEAM PER PLAN W/MIN. 1" AIR JOISTS PER PLAN RIM JOIST PER JOIST G P644 OR 2 A34 ao ( ) n MANUFACTURER REQTS. SPACE ®ENDS TO CONCRETE Z A35 CLIPS AT 30. OC NREINF. PER PLAN 90 LB. FELT o w FOOTING PER PLAN (CONT OR SPOT) 0 Q ° � ....,...;w � n) III-�ao _r _ -�- i� n 1 4 CONT. EXCEEDS 24APPROVED ALTERNATIVE TO 5/8n DIA. L �: APPROVED ALTERNATIVE TO 5/8 DIA. :. UNBALANCED BACKFILL. HORZ ANCHOR BOLTS AT 6' -0 OC ANCHOR BOLTS AT 6 -0 OC r -MASA OR MASAP AT 4'-8" OC -MASA OR MASAP AT 4'-8" OC z B-ON-GRADE PER PLAN WHERE OCCURS -LMA4Z AT 2'-7" OC -LMA4Z AT 2'-7" OC w 4 AT 48" OC-VERT. HOOK BARS WITH 14" LAP(TYP)_L21" -LMA6Z AT 3'-2" OC -LMA6Z AT 3'-2" OC 15 6" -MA4 AT 2'-2" OC -MA4 AT 2'-2" OC CRAWL SPACE MT. ;(B) SLAB -ON -GRADE (C) THICKENED EDGE _MA6 AT 2'-7" QC -MA6 AT 2'-7" OC .-MAB15 OR MA823 AT V-11" OC -MAB15 OR MAB23 AT 1'-11" OC FOUNDATION WALL DETAILS FLOOR JOIST PARALLEL @ RIM DETAIL FLOOR JOIST PERPENDICULAR @ RIM DETAIL D 2 3 N.T.S. N.T.S. N.T.S. ROOF DIAPHRAGM NAILING PER GENERAL NOTES PANEL JOINT WHERE OCCURS ROOF DIAPHRAGM NAILING PER GENERAL NOTES > ROOF SHEATHING GABLE END ROOF FRAMING I m o PER GENERAL NOTES i .. a w SW HOEDOWN PER �, N PLAN (WHERE LLJ ff = OCCURS) (2) ROWS 0.148" DIA.x3" NAILS v FULL DEPTH FRAMING CONNECTOR PER SW AT 16" OC IN EACH ROW 2x BLOCKING SCHEDULE PANEL JOINT (WHERE OCCURS) a • ° CONNECTORS PER SW SCHEDULE a "H1" AT ALL TRUSS RAFTER e N BEARING LOCATIONS .0.148 DIA.0NAILS AT 8 OC EDGE NAILING PER SW SCHEDULE '; MATCH HOLDOWN o WALL FRAMING PER GENERAL `° ABOVE WHERE z HORZ. BLOCKING PER STRUCTURAL NOTES—TYP(U.N.O.) PANEL JOINT (WHERE OCCURS) • OCCURS) SW SCHEDULE (TYP. U.N.O.) o: _ HORZ. PANEL JOINT (WHERE OCCURS) BOTTOM PLATE NAILING PER SW SCHEDULE BLOCK ALL HORZ. PANEL JOINTS i IN PER SW SCHEDULE (TYP, U.N.O.) t °i r - FLOOR DIAPHRAGM NAILING PER BOUNDARY MEMBER PER PLANuj ° .° GENERAL NOTES. (TYP, U.N.O.) (2)2x MIN. (TYP) a EDGE NAILING PER SW SCHEDULE �� FLOOR SHEATHING PER GENERAL NOTES r o SHEARWALL EXTENT PER PLAN c� • SW SHEATHING FRAMING MEMBERS PER PER SW SCHED. HORZ. PANEL JOINT (WHERE OCCURS) GENERAL STRUCTURAL / W NOTES (TYP) REFERENCE NOTE (6) ON SW SCHEDULE / N FOR REQUIREMENTS WHEN 2 OR MORE ROWS SW NAILING PER • .. o OF BOTTOM PLATE NAILING IS SPECIFIED-TYP SW SCHEDULE (TYP) .. o SHEA HORZ PANEL JOINT (WHERE OCCURS) w MUDSILL & ANCHOR BOLTS PER • • • • • v 8 NOTES (7) & (8) ON SW SCHEDULE •° o TYP, U.N.O. JOINTS(I - �, ( ) PANEL JOINT (WHERE OCCURS) z w °_ O SILL NAILING PER SW SCHED. I EDGE NAILING G SW SCHEDULE HORZ. PANEL JOINT (WHERE OCCURS t E N PER W SOLID Y 11 �„ m H( w ,. w �. HOLDOWN PER PLAN (WHERE OCCURS) 0 .. y. EDGE a SW S( REF. 1/SD-1 FOR a PANEL JOINT (WHERE OCCURS) ° z FOUNDATION INFORMATION o SOLID BLOCK UNDER HOLDOWN STUDS rFh x MUDSILL PER SW SCHEDULE HOLDOWN ANCHORAGE PER FRAMING PERPENDICULAR FRAMING PARALLEL PLAN(WHERE OCCURS) -� MUDSILL & ANCHOR BOLTS PER l NOTES (7) & (8) ON SW SCHEDULE.' PROVIDE NAILING PER IBC WALL FRAMING DETAILS TABLE 2304.9.1-TYP(U.N.O.) TYPICAL SHEARWALL DETAIL (TYP, U.N.O.) N.T.S. SILL NAILING PER SW SCHED. (U.N.O., USE "W6 SILL NAILING) DIAPHRAGM NAILING -PROVIDE 0.148" DIA.0" INTO ALL MEMBERS AT: FLOOR DIAPHRAGM BOUNDARY 6" OC - WHEN BEAM IS SINGLE MEMBER NAILING -PROVIDE 0.148" DIA.0" BLOCKING PER JOIST MANUFACTURER 12" OC -. WHEN BEAM IS (2) MEMBER REQTS.. AT EVERY OTHER JOIST SPACE AT 6" OC (TYP, U.N.O.) 18" OC - WHEN BEAM IS (3) MEMBER RIM JOIST PER JOIST 24" OC - WHEN BEAM IS (4) MEMBER MANUFACTURER'S REQT'S SW EDGE NAILING PER SW SCHED. SHEATHING PER GENERAL NOTES PROVIDE (3)0.148" DIA.x3" SHEATHING PER GENERAL NOTES z NAILS PER BLOCK (U.N.O., PROVIDE "W6" NAILING) FLOOR SHEATHING , PER GEN. NOTES HORZ. PANEL JOINT(WHERE OCCURS) _ SW EDGE NAILING PER SW SCHED. JOISTS PER PLAN z (U.N.O., PROVIDE "W6" NAILING) JOISTS PER PLAN PROVIDE (3)0.148" DIA.0" JOISTS PER PLAN HANGERS PER PLAN REFERENCE NOTE (15) ON SHEARWALL INTOENAILS PER BLOCK BEAM PER PLAN SCHEDULE AS TO THE CONDITIONS THAT MAY ALLOW THE FRAMING CLIPS TO BE BEAM PER PLAN OMITTED HEADER PER PLAN STUD/SHEARWALL PER PLAN - CONT.- DOUBLE TOP PLATE SHEATHING PER SW SCHEDULE (SPLICE PER 13/SD-1) DETAIL @ UPPER FLOOR JOISTS (PERPENDICULAR SHOWN,- .PARALLEL. SIM.) DROPPED BEAM •DETAIL FLUSH BEAM DETAIL 1 2 N.T.S. r— APPROVED ALTERNATIVE TO 5 8 DIA. _ ___ ....__ :::_.. MAX SLOPE PER W25 Z n / . •. :LI I: -1 I1 I I:I:-_::I I_I: -: I_i... GEOTECH REQTS _ - o ANCHOR BOLTS AT 6 -0 OC �_ �_ _ _i i i—� �_ ' .I I I� 11= I- =1 I 1� Z -MASA OR MASAP AT 4 -8 OC w Hui 2 a �, > 08 - -LMA4Z AT 2'-7" OC W coW W W C DISTANCE FROM s o —LMA6Z AT S-2" OC K, DIMENSION PER PLAN SLOPE PER GEOTECHNICAL € a ° -MA4 AT 2'-2" OC REQUIREMENTS a _ '�� a Z W � _ -MA6 AT 2'-7" OC OF a Z N Z CL Z_� a -MAB15 OR MA823 AT 1'-11" OC o ° - O o 0 0 ° CL CANTILEVER FLOOR JOISTS DETAIL INTERIOR SUPPORT @ FLOOR JOISTS DETAIL ma�o�� �a N LL>.r3 <ToG Wo N.T.S. N.T.S. 0U)z &NaaN O tA2 Z Z - Zw � o$ 0 Z � oa �Rio LL 0 ufi°w�d ZL- ° Lo Lu vwiyCL wa z r� O FRAMING MEMBERS PERPENDICULAR FRAMING MEMBERS PARALLEL F- W ° Z w °'d W 0D� ?o0 w3 zd W O 2x BLOCKING N N W o 0 0 0.131 "DIA.x2.5" NAILS AT 6" OC °co ° W ~ ° W ° „; o _ 0.131, DIA.x2.5 NAILS FOR FULL EXTENT OF SW BELOW B W a o � o fL i AT 6 OC FOR FULL TRUSS TOP CHORD „ „ a EXTENT OF SW ROOF SHEATHING 0.131 DIA.x2.5 - o > o m $ ° m LL N BELOW (TYP) NAILS AT 6" OC N a 2 a g o o LOU O N .� FULL HEIGHT GANGED PER GEN. NOTES '' 2 STUDS PER PLAN AT ROOF DIAPHRAGM FOR FULL LENGTH N � � = a 4 LL Q 3E NAILING 5W SCHED. 'ENT PER PLAN PER SW SCHED._ IG AT ALL 2. PANEL OCCURS) UNDER V STUDS 37 PER TYP n -I , x WHEN GREATER THAN 14.5" (2)2x MINIMUM 7/16 SHEATHING FOR FULL W Z o, 3 0 o g PROVIDE 2x4 FLAT STUDS m w N O Z o o I. zi EXTENT OF SW BELOW J W Z a V) Z V TRUSS BOTTOM CHORD AT 16 OC o G � z o ° Z TRUSS BOTTOM om�� J '�o oW a _ Z U CHORD O = 2x BLOCKING d d �a � F w ti w NZo$� �U��o Sm W CONT. HORZ. STRAP = O Z& a LL s O r-oo na �w0:ow » a PER PLAN OVER °- SHEATHING TOP OF WALL ROOF TRUSSES ABOVE (SIMILAR TO BELOW) SW PER PLAN N BLOCKING TO RECEIVE LA T•-1 LA =: ALT.-3 ALT.-4 LA T•-5 STRAP NAILING-TYP 2x BLOCKING AT 16" OC MATCH SW EDGE ca NAILING (TYP) 2x BLKG. CONNECTOR PER SW SCHEDULE (TYP) FLOOR JOISTS 2x BLOCKING CONT. 2x CONT. HORZ. STRAP NAILER ' PER PLAN OVER FLOOR JOISTS SHEATHING OP OF WALL T MATH SC W SILL SILL NAILING PER FLOOR JOISTS ABOVE SILL NAILING / SW SCHED. SW PER PLAN _ ALT.-1 LA T•_2 ALT.-3 ALT.-4 w � .� Qw. w HOEDOWN PER PLAN (WHERE OCCURS) SW PER PLAN HOLDOWN ANCHORAGE BOTTOM OF WALL PER PLAN (WHERE. FLOOR JOISTS BELOW SW SILL NAILING PER SW OCCURS) SCHEDULEP (TYP)