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Permit D15-0197 - DUNBABIN - LOT D - NEW SINGLE FAMILY RESIDENCE
DUNBABIN - LOT D 14125 34 PL S D15-0197 City of Tukwila A 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 Parcel No: 1523049321 Address: 14125 34TH PL S Project Name: DUNBABIN LOT D COMBOSFR PERMIT Permit Number: D15-0197 Issue Date: 11/12/2015 Permit Expires On: 5/10/2016 Owner: Name: ORCAS HOMES LLC Address: 813 THOMAS AVE SW, RENTON, WA, 98057 Contact Person: Name: BOB RESTER Phone: (253) 820-8311 Address: PO BOX 731310, PUYALLUP, WA, 98373 Contractor: Name: BRC FAMILY LLC Phone: Address: PO BOX 731310, PUYALLUP, WA, 98373 License No: BRCFAFL901QQ Expiration Date: 11/18/2016 Lender: Name: AMERICAN CONTRACTORS INDEMNITY Address: 625 THE CITY DR S #3305 , ORANGE, CA, 92868 DESCRIPTION OF WORK: NEW SFR - 2950 SF LIVING SPACE, 446 SF GARAGE, 128 SF COVERED DECK PROJECT ON VALLEY VIEW SEWER AND WD #125 WATER. PUBLIC WORKS ACTIVITIES INCLUDE ACCESS DRIVEWAY, EROSION CONTROL, LAND ALTERING AND STORM DRAINAGE. Project Valuation: $394,239.54 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: Fees Collected: $11,251.31 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 296-46B: 2014 Uniform Plumbing Code Edition: 2012 WA State Energy Code: 2012 International Fuel Gas Code: 2012 Public Works Activities: Chan nelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Volumes: Cut: 440 Fill: 10 Number: 0 Water Meter: No Permit Center Authorized Signature: Date: l I�fa 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. I Signature: Date: Print Name: f^ 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: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 14: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 15: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 16: 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. 17: Every occupied space other than enclosed parking garages and buildings used for repair of automobiles shall be ventilated in accordance with the applicable provisions of the International Mechanical Code, 18: 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. 19: 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). 20: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 21: 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. 22: 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. 23: ***MECHANICAL PERMIT CONDITIONS*** 24: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 25: 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. 26: Manufacturers installation instructions shall be available on the job site at the time of inspection. 27: 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. 28: 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. 29: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 30: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 31: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 32: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 33: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 34: 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. 35: 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. 36: 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. 37: 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. 38: 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. 39: 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. 40: 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. 41: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 42: 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 43: 'PUBLIC WORKS PERMIT CONDITIONS' 44: Call to schedule mandatory pre -construction meeting with Dave Stuckle, Public Works Inspector, (206) 433- 0179. 56: Construction shall be performed in accordance with May 26, 2015 Ages Engineering ,LLC, A Geotech and Environmental Services, LLC Preliminary Geotechnical Report for Dunbabin Residential and September 21, 2015 Design Memo. Prior to final Public Works permit sign -off the Geotech Engineer shall certify in writing based on construction observations, that the site work and the two -tiered rockery wall was constructed per approved plans and geotech reports. 45: 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. 46: 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. 47: 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. 48: 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. 49: 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. 50: Any material spilled onto any street shall be cleaned up immediately. 51: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 52: 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. 53: The Land Altering Permit Fee is based upon an estimated 440 cubic yards of cut and 10 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 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: The property owner is responsible for the maintenance of its storm drainage system except portion installed under Public Works permit PW14-0140 inside the easement; refer to Private Drainage Maintenance Agreement recorded under King County recording no.20150209000062. 58: Prior to backfill of pipe and final sign off, provide as -constructed plan sheet showing dimensions in relation to property line and house. 59: Geotechnical Engineer/Soils Engineer shall provide certification of trench backfill to the Public Works Inspector. Trench backfill shall be per 2012 WSDOT Standard Specifications for Road, Bridge, and Municipal Construction. (No native backfill unless approved by the City Engineer.) 60: Rockeries shall be constructed per the most current Associated Rockery Contractors (ARC) Standard Rockery Construction Guidelines. In the event that a rockery cannot be installed per the ARC, the applicant is required to notify the Building Department immediately and submit alternative engineered plans for a retaining wall, including structural calculations. 61: Maintain emergency, pedestrian, and vehicular access to buildings, trails and transit at all times. 62: One tree on this lot was preserved as part of the short plat of the property. This tree is located at the back of the lot, at the northwestern corner. This tree shall be preserved as part of this project. Tree protection measures shall be inspected prior to the start of work. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL" 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5060 LANDSCAPE IRRIGATION 0502 LATH & GYPSUM 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 1500 PLANNING FINAL 1900 PLUMBING FINAL 5160 PUBLIC WORKS PRE -CON 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR r CITY OF TUKWILA Community Development Department ' Public Works Department • Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 littv:HwwNN,.Tukwi Ia W A. gov Combination Permit No. Project No.: Date Application Accepted: Date Application Expires: 121161 in, For office use only) COMBINATION PERMIT APPLICATION - NEW SINGLE FAMILY SITE LOCATION 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. L 1 rZ , .n IL I **please print** King Co Assessor's Tax No.: 1523049321 Site Address 1.41.25 34th PI S PROPERTY OWNER Name: BRC Family Address: P.O. Box 731.31.0 City: Puyallup State: Wa Zip: 98373 CONTACT PERSON — person receiving all project communication Name: Bob Rester Address: P.O. Box 73131.0 City: Puyallup State: Wa Zip: 98373 Phone: (253) 820-8311 Fax: (253) 881-3042 Email: brester@thebrcf.com GENERAL CONTRACTOR INFORMATION Company Name: BRC Family Address: P.O. Box 73131.0 City: Puyallup State: Wa Zip: 98373 Phone: (253) 820-831.1 Fax: (253) 881-3042 Contr Reg No.: CCBRCFAFL901Q Exp Date: 11/18/2016 Tukwila Business License No.: BUS-0996177 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 LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: American Contractors Indemnity Address: 625 The City Dr. S #3305 City: Orange State: Ca Zip: 92868 MApplicationsTonns-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-1 l.do" Revised: August 2011 bh Page 1 of 4 PROJECT INFORMATION — Valuation of project (contractor's bid price): $ 205,974.90 Scope of work (please provide detailed information): Build Single Family Residence DETAILED BUILDING INFORAMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement O floor 1,286 2 rid floor 1,664 Garage m carport ❑ 446 Deck — covered LZ uncovered ❑ 128 Total square footage 3,524 Per City of Tukwila Ordinance No. 2327, all new single family (tomes 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 S 9,144.00 1 furnace <I00k btu 1 thermostat emergency generator fuel type: 1 appliance vent 1 1 wood/gas stove other mechanical equipment PLUMBING: - Value of plumbing/gas piping work S 8,620.00 2 bathtub (or bath/shover combo) 1 dishwasher 6 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 4 water closet lawn sprinkler system 3 gas piping outlets H:\Applications\fomu-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx 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 ®... Water District # 125 [:1 .. High]ine El.. Renton ❑ ...Letter of water availability provided SEWER DISTRICT ❑ ...Tukwila ®...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): ® ...Civil Plans (Maximum Paper Size — 22" X 34") ® ...Technical Information Report (Storm Drainage) ®.. Geotechnical Report ❑ ... Hold Harmless — (SAO) m ...Bond m .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) ... Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ ...Right -Of -Way Use - Potential disturbance ❑ .. Construction/Excavation/Fill - Right -of -Way... ❑ -or- Non Right -of -Way.. ❑ ® ...Total Cut 440 Cubic Yards ❑ .. Work In Flood Zone m ...Total Fill 10 Cubic Yards ®.. Storm Drainage ® ...Sanitary Side Sewer ❑ .. Abandon Septic Tank m ..Trench Excavation ❑ ...Cap or Remove Utilities m .. Curb Cut Z .. Utility Undergrounding ❑ ...Frontage Improvements ❑ .. Pavement Cut ❑ .. Backflow Prevention - Fire Protection ❑ ...Traffic Control ❑ .. Looped Fire Line Irrigation Domestic Water m ...Permanent Water Meter Size ............... 1 tt " WO # ® ...Residential Fire Meter Size ................. 1 tt " WO # El ..Deduct Water Meter Size .................... El ... Temporary Water Meter Size .............. " WO # ❑ ...Sewer Main Extension .....................Public ❑ - or - Private ❑ ❑... 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: WATER METER REFUND/BILLING: Name: Mailing Address: City Day Telephone: City State Zip State Zip H:\Applications\Forms-Applications On Line\ 01I ApplicationsTombination Permit Application Revised 5-9-1 Lclocx Rmsed: August 2011 Page 3 of 4 bh 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 Print Name: R _6_ + `a 7T i- Mailing Address:__ IO0Q 39-l'l' Ave, SW Date: Day Telephone: 1 City State Zip H:\Applications\Forms-Applications On Line\2011 ApplicationsTombination Permit Application Revised 5-9.1 Ldoc Revised: August 2011 bh Page 4 of 4 Date Paid: Monday, January 11, 2016 Paid By: MERRITT RILEY Pay Method: CREDIT CARD 07357D Printed: Monday, January 11, 2016 8:27 AM 1 of 1 r sYszcrns DESCRIPTIONS ACCOUNT QUANTITY PAID 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 8640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $1,678.28 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 PAIDR6619 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 CM-IffSYS7EM5 Date Paid: Wednesday, August 05, 2015 Paid By: ORCAS HOMES LLC Pay Method: CREDIT CARD 06100D Printed: Wednesday, August 05, 2015 11:02 AM 1 of 1 (r)" SYSTEMS So INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: ID ctic11 r� Type of_yps� 'on�. �t, I �1J Address: Z 3 f Ste! Date Called: Special Instructions: Date ted: a.m. p.m. Requester: Phone No: Inspector: Dater 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 ( �� CTION 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: Type oLlntp ction: Arj;s rt f� Date Called: Special Instructions: Date W ted: a.m. r —to — p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. tr IInspector: k.." IDat9.,-10 -16 I REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I INSPECTION RECORD t 1!9-0 /q7 Retain a copy with permit INSPECTION 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 Project: T pe of Inspection: Address: L Date Called: 2 ot la S ecial Instructions. Date Want d: a.rri. � i3 U- 11619 p.m. Requester: Phone No: 9 Approved per applicable codes. E Corrections required prior to approval. nspector: ❑ RE1148PECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. CL INSPECTION RECORD G Retain a copy with permit l - O i 1 CTI 0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Soutpcenter Blvd., #100, Tukwila. WA 9818� f_,��(20b) 43�3�0/ Permit Inspection Request line (206 rU 438-9350 ''��q // C�- `"iC POjec Type ol Inspection, � ` f / Address: Date Called: Special Instructions: Date Want d: / a.m. •.—I p.m. Requester: Phone No: Inspector: Date: ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. E INSPECTION RECORD (IF-ii) I % - If Retain a copy with permit I M- 0 CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #1.00, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request line (206) 438-9350 Pro'ect: r �u baC ( k Type of Inspection: Ats'k_ � � Date Called: Speci(/al InJstruch)ns: 4 Date Wanted: a.m. pm. Requester: Phone No: WApproved per applicable codes. El Corrections required prior to approval. v✓L I 1't=� of H-i r- (u VLt_ctc_� .1 Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Cc INSPECTION RECORD Retain a copy with permi tz,t IS&KICTION 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 PrVect: uk Type of Iction: Kt o VA . Add rs a �� s I11 1 r� a Date Call d: Special Instructions: pj- 1 Date Wanted, a.m. —V — ( p.m. l Requester: Phone No: F] Approved per applicable codes. E-1 Corrections required prior to approval. REINSPEICTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD _ Z3 Retain a copy with permit Pis 6��7 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 PrGI.���f"I "1 Type of Inspe t Address: /�{� C Date Called: Special Instructions: I - Date 5—)Viant4d, _ P a.m. p.m. Requester: Phone No: aApproved per applicable codes. a Corrections required prior to approval. Inspector: �uateL-�- ` /r REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd- Suite 100. Catl to schedule reinspection. L INSPECTION RECORD Retain a copy with permit P(� SPE 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 F—Iter P 'ct: Type ofdnspectlon: PLI b4 i (.t P( Q, I l2 t t ®i�— Address: - 3 � � Date Cal ed: Spe ial Instructions: Date anted: a.m. - p.m. Requester: Phone No: Inspector: Date: �—'3 1 — (6 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Calf to schedule reinspection. �% INSPECTION RECORD bf� G,z I Retain a copy with permit I PECTI 0 NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: C Type of Inspect; n: Add ess: � [�- 6 r� Date Called: Special Instructions: -1 anted: a.m. D1-f( : / p.m. Requester: Phone No: ❑ Approved per applicable codes. E Corrections required prior to approval. Inspector: Date��� � r/ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. wo C( INSPECTION RECORD Retain a copy with permit �f SPECTIO N PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Profit: ` )� Typepf Inspection. � (� Address � � � �� Fate C I Special Instructions: 4jl/+�Cj Date Wanted, / a.m. p.m. illeque ter. Phone No: 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 permit71 INSP 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 Prpje c Type of Inspection: Addre s `�, pd _ 7,5 / , &. W s. Date C I d: Special Instructions,: Date nted: r a.m. p.m. Requester: i Phone No: o Approved per applicable codes. Corrections required prior to approval. < < COMMENTS: r• 1 � / Vj �Q.,��/ �G ` �. r to ".i4/�) % r�r7 r- Inspector: �� �- � Date: u REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD U Retain a copy with permit (Y-0( T7 0 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: I I Type of Inspection: Address: Date Called: Special Instructions Date Wanted, a.m. p.m. Requester. Phone No: Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call. to schedule reinspection. INSPECTION RECORD Retain a copy with permit �f-l77 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: wa (t —' s u Address: Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. Inspector: Date: 3-z3-1 ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD �� :I: J-7 rc Retain a copy with permit (,' ®� IN ION No. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect: �i Type of Inspection*, G.Lf A dress: .LJ- ,(� f Date' Called: Speual Instructions:, �'M Date Wanted: a.m. — p.m. Requester: Phone No: PApproved per applicable codes. Corrections required prior to approval. . OMMENTS: lcfc,)✓ p�� r W\ \./✓ Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I INSPECTION RECORD n (S�a� Retain a copy with permit I PEC I 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' cr ML-�C% C ( L Type Inspectiop: 4 k'&-t Address: ADate Called: Special Instructions: Date Wanted: a.m. p.m. Re uester:. Phone No: ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection, INSPECTION RECORD GPCT Retain a copy with permit LT?(LF�>'f :10 PERMI"f N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 /o� Project: l Y TyD-e of Ins ection: Addresw(p XDate 1 '` � U d Call d: Special Instructions: Date2W�n ed: a.m. JJ �� p.m. Requester: Phone No: (Inspector: IIuate: 3 _ (U ,t � I ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Calt to schedule reinspection. Vj- INSPECTION RECORD O( L Retain a copy with permit IN EC N 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 (� Type pf inspection: pl Address: 1 Date alled: Special Instructions: Date Wanted: a.m. 3 — _ 6 p.m. Requester: Phone No: (Inspector:i (Date: `l 8 _, L REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD ... . . .. .. . ri. IRetain a copy with permit � (1--o � R 7 I SPE ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350A0 v, y k Pr 'ect: Tyne of Inspecti A dress: 3 Date Ca{ d: Special Instructions: �RequesteT: Date Wa d: / a.m. p.m. Phone No: Inspector: Date: 3 _' ) .� 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 (14 C &'I Retain a co with ermit' �s—d(T % —PECi 0. copy p PERMIT NO. CITE( OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431,3670 Permit Inspection Request Line (206) 438-9350 69-sPa� Project: u R b hr �I Type of Ipspectio : L/0-- ace -� C(i Address:__ S O S Date Called: Special Instructions: �� Date Wanted: �r a.m. l p.m. Requestgr: Phone No: 3-1r f6 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I� INSPECTION RECORD P ts-O(' % Retain a copywith ermit INSPEC N 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 r PrW�ct,'kb44 Tof In ectio t ype � � � Ad (s: �w Date Called: Special Instructions: AA Date Wanted: a.m. 2-� -1 p.m. Requester: Phone No: Inspector: Date 2— REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. f-6 INSPECTION RECORD Retain a copy with permit INIQX-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 N;Wect: �r �IJ Yl ��1� � Type of Insp coon: A VjC ,l Aclidres�: __ 3 p � Date Called: Special Instructions: Date Wanted: t a,m. 2- — � ► I % p.m. Req� Prev ,\�! Phone No: Inspector: Date: _ 24 l 12 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. i% INSPECTION RECORDEj Retain a copy with permit INS IQNNO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Tect: Ty f 1 pection: Address: 7 L ( I R Date Called: Special Instructions: Date Wanted* a.m. -q "(C p.m. Requester: Phone No: Inspector: Date: _ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect: Type of Ins ec io I Address., 411,11 Z _5 Date Calved: Special Instructions: // _ /T . Date Wanted: a.m l p.m. Requester: Cris Phone No: proved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: /// j REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD �, 5 --ev Retain a copy with permit -7 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd..; #100, Tukwila. WA 98188 (206) 431-3670 Permit inspection Request Line (206) 438-9350 Project: Type of 1ction: /' Address 5�� Date C Iled: Special Instructions: Date Wanted: p.m. Requester: Phone No: I pproved per applicable codes. E Corrections required prior to approval. U paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. f INSPECTION RECORD ID157011771 Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request tine (206) 438-9350 Project: 0jacA Type of Insp iop: Address: j Date Calfed: Special Instructions: Date Wanted: I l ( p.m. Requester: Phone No: proved per applicable codes. Corrections required prior to approval. U paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. C INSPECTION RECORD Retain a co with permit copy 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' ct: / // 1� y4�CJ � l Lof D Type of Ins ction: / 1v r4/l/ 4 Address: Date Called: Special Instructions: Date Wanted: I p� p.m. Requester: Phone No: Approved per applicable codes. I orrections required prior to approval. paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection i INSPECTION RECORD Retain a copy with permillr2-019_� 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 Mect,, Tr— AI J une of Inspection: 2 d 4s, L',ate Called: Special instructions'. Date Wante ip. .m L 3 1- i Rtquester: 1' � P, one No: r---%/ 0 Approved per applicable codes. Corrections required prior to approval. F] REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter 8I.A., Suite 100. Call to schedule reinspection. INSPECTION RECORD D/Y - nl 9 Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project:2? L Type of Inspection Address: �1 S Contact Person: Suite #: Special Instructions: Phone No.: VlApproved per applicable codes. Corrections required prior to approval. t COMMENTS: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: f, j j Date: 6 /-7 / �, Hrs.: ) . $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. tsming Aaaress Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD 1� r5- - Cal 5- 2 Retain a copy with permit < - s - no I INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: tx/ A t.-- Type of Inspection: Address: N a �.-' 3 u S Contact Person: Suite #: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: oe Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: � '� �!� Date:,..)- /-4)/ / �- Hrs.: ❑ $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Lsming Aaaress Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD 5 -- 0 l `� Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: S r/i l Type of Inspection: 6 f� Cle= Address: Suite #: /Z S Conta t Persons Special Instructions: Phone No.: 1-1 Approved per applicable codes. 1-1 Corrections required prior to approval. COMMENTS: /L- VP Needs Shift Inspection: - Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: 1 Inspector: y Date: h 1 Hrs.: / U $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. tsming Aaaress Attn: Company Name: Address: City: state: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 Window, Skylight and Door Schedule Project Information Contact Information Plan 2950 Darin Rue ell 253-297-8040 City of Tukwila + Width Hei ILDING DIVISION Qt. Feet Inch Few rea UA Ref. U-factor Exempt Swinging Door (24 sq. ft. max.) , I I -d Exempt Glazed Fenestration (15 sq. ft. max.) Vertical Fenestration (Windows and doors) Component -tion Ref.• -__ I 1 --._ 1 ! _-_- 1 t IMEMIMMEN 1 I HIM 1 1 _ 1 1 HIM 1 ! -_IMMOMMI1 1 HIM 1 I -1 1 MEMEMENE 1 IMMEMMEN 1 1 IMMEMMEN 1 1 IMMEMMEN 1 1 IMEMIMMEN 1 MEMEMENE 1 HIM 1 'fir' -#A 4 A LTJ_ 1 1 MOMMEE ``�� _ t 1 Er�'1� RiMINE 1 1 NEW,_ _ 1 1 _1 1 • "WEE MEN• s �_ MINN__ REVIEWED FOR CODE COMPLIANCE .APPROVED Width Height Qt. Feet Inch Fee Inch =MEMO =MEMO MMEME MMEME ©MEMO MMEM■ MME�■ MMEME MM■MO MMEM■ =MEr•�■■ MMEME =MEMO MMEME MME�c� =MEMO MMEM■ INME O EMEiE■ MMEME =MEMO NE■EENNO E IMEE■ EIMEM■ =MEMO EIMEMO EMEEi■ INMEMO =MEMO IEMEMO ■MO MON MMOM■ 11 111 /1 111 Area UA . 1 � :1 IMF .1 1:1 1 �1 1 1 �1 1 1 • 11 1 1 1 1 • 11 1 1 • 11 I 11 . 11 11 . 11 11 111 I1 1/1 11 1 11 11 111 11 111 11 1/1 11 111 11 111 1 1 ! 11 11 111 11 /11 11 111 11 111 11 1/1 11 111 D I e 0111 41 Overhead Glazing (Skylights) Component Sum of Vertical Fenestration Area and UA Vertical Fenestration Area Weighted U = UA/Area Ref. U-factor Width Height Qt. Feet inch Feet inch Sum of Overhead Glazing Area and UA Overhead Glazing Area Weighted U = UA/Area Total Sum of Fenestration Area and UA (for heating system sizing calculations) IMI 1436.01 130.80 0.30 Area UA � 1436.01 130.80 0.30 Area UA � 1 1 11 436.01 130.80 IV bim le Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2012 Washington State Energy Code (WSEC) and ACCA Manuals J and S. This calculator will calculate heating loads only. ACCA procedures for sizing cooling systems should be used to determine coolinq loads. 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. r-ro ectinrormanon contact Inionnation Plan 2950 Darin Rue ell 253-297-8040 Heating System Type: O All Other Systems O Heat Pump To see detailed instructions for each section, place your cursor on the word "Instructions". Design Temperature Instructions Design Temperature Difference (AT) { rkwlla Y ry _ , hT = Indoor (70 degrees) - OutdoorDesVn Temp Area of Buildinq Conditioned Floor Area Instructions Conditioned Floor Area (sq ft) 2,950 Average Ceiling Height Conditioned Volume Instructions Average Ceiling Height (ft) 9.0 26,550 Glazing and Doors U-Factor X Area = UA Instructions 0.30 436 130.80 Skylights U-Factor X Area = UA Instructions 0.50 -- Insulation Attic U-Factor X Area = UA Instructions i R-49 — — _� --- >a I 0.026 1.724 44.82 Single Rafter or Joist Vaulted Collings U-Factor X Area UA Instructions iNo vaulted Ceilings in this projea V - Above Grade Walls (see Figure 1) U-Factor X Area UA Instructions r — Intermediate R-21 i ' _ I 0.056 2.574 144.14 i Floors U-Factor X Area UA Instructions R-30 �� 0.029 1,724 50.00 Below Grade Walls (see Figure 1) U-Factor X Area UA Instructions I.r No Below Grade walls in this project- — V --- --- Slab Below Grades (see Figure 1) F-Factor X Len th UA Instructions i; Slab Below Grade in this project. Slab on Grade (see Figure 1) F-Factor X Lon th UA Instructions No Slab on Grade In this project. ..� - J Location of Ducts Instructions =-- - Unconditioned Space �;' Duct Leakage Coefficient 1.10 Sum of UA 369.76 Figure 1. Above Grade 46 Envelope Heat Load 17,009 Btu / Hour Sum of UA X AT Air Leakage Heat Load 13,190 Btu/Hour volumeX 0.6X6TX.018 Building Design Heat Load 30,199 Btu / Hour Air Leakage + Envelope Heat Loss Building and Duct Heat Load 33,219 Btu 1 Hour Duds in unconditioned space: Sum of Building Heat Loss X 1. 10 Duds in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 46,507 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 (07101113) Prescriptive Energy Code Compliance for All Climate Zones in Washington Proje! Information Contact Information Plan 2950 Darin Rueppell 253-297-8040 This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative 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 49' 0.026 Wood Frame Walls,',' 21 int 0.056 Mass Wall R-Value' 21/21h 0.056 Floor 309 0.029 110Belo Grade Wali`,k 10/15/21 int + TB 0.042 d R-Value & Depth , 2 ft n/a OV V rx-IVL. I.1 arlu 1 aoie K402.1 3 Footnotes included on Page 2. Date 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. 03. Large Dwelling Unit: 2.5 points Dwelling units exceeding 5000 square feet of conditioned floor area. 04. Dwelling unit other than one and two-family dwellings and townhouses: Exempt As defined in Section 101.2 of the International Residential Code r auie m4uo.L summary Option Description 1a Efficient Building Envelope 1a vcuu a 0.5 lb Efficient Building Envelope lb 1.0 1c Efficient Building Envelope 1c 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 T�a�l n__�•a_ Renewable Electric Energy 0.5 I WWI Vre(71[S *Please refer to Table R406.2 for complete option descriptions http://www.gnergy.wsu.edu/Documents/Table..406 2 Energy Credits 2012 WSEC pdf 0.5 0.5 0.5 0.0 1.50 ITabIr 9402.1.1 Footnotes II ,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. "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R- 13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. f Basement wall insulation is not required in warm -humid locations as defined by Figure R301.1 and Table R301.1. a 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. I 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. mat" M 7 Ages Engineering,,0, LLC A Geotechnical and Environmental Services, LLC P.O. Box 935 PuyaUup, WA_ 98371 (253)845-7000 www.agesengLneermg.com PRELIMINARY GEOTECHNICAL REPORT Dunbabin Residential REVIEWED FOR CODE COMPLIANCE APPROVED NOV 0 6 2015 City of Tukwila BUILDING DIVISION RFCEIVED OCT 06 2015 TUKVYILA PUBLIC WORKS 4062 — 33`" Avenue SE Tukwila, Washington Project No. A-234 RECEIVED CITY OF TUKWILA SEP Z 9 2015 PERMIT CENTER Prepared For: BRCF c/o Bob Rester P. O. Box 731310 Puyallup, Washington 98375 CORRECTION LTR# May 26, 2015 hl5.Olq1 P Box 935 Ages Engineering, LLC Puyallup, WA. 98371 y llup,W Main (253) 845-7000 A Geotechnical and Environmental Services LLC www.agesengineering.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 P� KN0 4 5_M-iS v wa `c�S�oST$ �Gti NAL 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................................................................... l 2.0 SCOPE.....................................................:....................................I 3.0 SITE CONDITIONS..........................................................................2 3.1 Surface.................................................................................2 3.2 Soils .................... 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...................................................................... ....4 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 SiteExploration................................................................. .........Appendix A Ages Engineering, LLC Page 1 253-845-7000 Preliminary Geotechnical Report Dunbabin Residential 14062 — 33rd Avenue SE Tukwila, Washington 1.0 PROJECT DESCRIPMN 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 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 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 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 — 33id 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`b 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 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, LLG 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 '/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 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 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 5 253-845-7000 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. 5A 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 25.3-845-7000 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 (pef). 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 Stab -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 Buildine 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 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 pcf. 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 pcf Earth Pressure Restrained Additional 100 psf 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 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 9 253-945-7000 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 t Y 'k y , S 1241h St .^; : ►.t.IL �� !331y+1 D• S116thSt S 128th St S 128th St s -� s t�rn* st 156 !00 S 132rtd St $ 14"Th S133rd S� 4 S .'t.:. P.-k Riverton 0� L 5,34th St S 9 foster 4� FIrRe+ Goo S 116th St m S t 3l +ks �h S: Rh 1. 13t Pak Sa n.: t S 13Cth St .t Rti irov crl t to N > CYm-teary �y 'qb O S I40th St 556 p .t t42r4 Sr S Ujrd St ti O � 5 144th St 4 K r n s '4Y•tf+ SI S 14f^t St J 1W q N $ � S 150th St r^ S 152nd St S 1S4th $t t I tt e i 5 tS4th St �SSiS4thSt s..,r.-�., We S 156th St S ts6tr, St !! . qd 154A SOf - Q 1 / Five Corners t C S ISM St %c4JeJ `_) a4h CrySLI ff C Q Spnnpl 7 'r1 O Yk ? S 160th St S 160th St r .. IS4 SOf tf-- yr t S 164ttt St Str::xler Btkd K'k D h ✓+ 'IS3 3 s 1loth St c a S 1J1rM St �, 2000 feet 500 m Approximate Site Location Ages Engineering, LLC Site Vicinity Map P. O. Box 935 Dunbabin Residential Puyallup, WA. 98371 14062 — 33rd Avenue SE Main (253) 845-7000 Tukwila, Washington www.agescngineering.coin Project No.: A-234 May 2015 Figure 1 I I 1 I I 1 1 I 3�•": 4 �J Fil'tWl i a1� LOT 0:14 i 10( XW Ir-3 .� .., ,. err. is a r� TP-1 LOT 3 t814o SQ. ery I L�—r"' LIL- uR� _ o TP-3 ♦ ME h LOT 1 . r (9'm SQ. FT; C: (,6,6 TP-2 v -WLVDJJ rc ._. _ Cr 5MQ YAf:', NAIAX KEY: APPROXIMATE LOCATION OF TEST PITS TP-1 Ages Engineering, LLC P. O. Box 935 Puyallup, WA. 98371 Main (253) 845-7000 www.agesenginming.com Exploration Location Plan Dunbabin Residential 14062 — 33rd Avenue SE Tukwila, Washington Project No.: A-234 May 2015 Figure 2 \j Qva1 "% , I Ova 0 Approximate Site Location Ages Engineering, LLC P. O. Box 935 Puyallup, WA. 98371 Main (253) 845-7000 www.agesenginecring.com Qvr 4pft Qvt i YM Geologic Map Dunbabin Residential 14062 — 33ra 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 WITH COARSE More than 501/6 Of Coarse Fraction Retained on BETWEEN S 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 % FPS GC Clayey GRAVEL SAND SW Well -Graded SAND WITH SP Poorly -Graded SAND More than 50% Retained on SAND < 5 % FINES SAND SW-SM Well -Graded SAND with silt No. 200 Sieve 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 % FINES SC Clayey SAND FINE GRAINED Liquid Limit Less than SO ML Inorganic SILT with low plasticity CL Lean inorganic CLAY with low plasticity OL Organic SILT with low plasticity son's 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 3 ,� ,. � ,4 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 — 33`d Avenue SE Main (253) 845-7000 Tukwila, Washington www.agesengineering.com Project No.: A-234 May 2015 Figure A-1 Ages Engineering, LLC Test Hole TH-1 P.O. Box 9.35 Puyallup, WA. 98371 Office (253) 845-7000 DATE: May 20, 2015 LOGGED BY: BPK UEY: Depth Soil Description Notes (feet) M% 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) Brownish -gay 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 Figure A-2 ProjmtNo.: A-234 Ages Engineering, LLC P.O. Box 935 O��ct 25W s45 98371 000 Test Hole TH-3 DATE: May 20 2015 LOGGED BY: BPK ELEV: Depth Soil Description Notes (feet) I I M% Other A 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 est Hole terminated at a depth of 5.0 feet below surface grades. fo groundwater seepage encountered. 10 — Test Hole TH-4 DATE: May 20, 2015 LOGGED BY: BPK ELEV: Depth Soil Description J Notes (feet) I I M% I Other 0 5 10 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 5.0 feet below surface grades_ No groundwater seepage encountered. Figure A-3 P�;M No.: A-234 L Pon STRUCTURAL CALCULATIONS for the PROPOSED RUEPPELL HOME DESIGN. INC. REVIEWED FOR PLAN 2950-A CODE COMPLIANCE APPROVED August 1, 2015 RECEIVED NOV 0 6 2015 CITY OF TUKWILA City of Tukwila ILDING DIVISION BRC Family Homes AUG 0 5 2015 PERMIT CENTER Site: Tax Parcel # 1523049321 - Lot D 14125 34th Place South Tukwila, WA 98168 Calculated by: Eric L. Rice, PE ,,C L. RICE ELR Engineering �oF Sf� 1915 Dayton Ave NE Renton, WA 98056 - z Phone: (206) 200-8764 Email: elreng33@gmail.com 34839 . dop 01 I ELR Eneineerine 1915 Dayton Ave NE Renton, WA 98056 phone: (206) 200-8764 email: elreng33@gmail.com Scope of Work: Project: BRC Family Homes - Plan 2950-A Job No. 2950AMODRU120079 Figured by: ELR Checked by: Date: 8/1/2015 Sheet: 2 ELR Engineering was asked to provide permit submittal structural calculations for the proposed plan 2950-A 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 "I. r44% GRADE CNANGE NOT APPLICABLE -BUILDING SITE TO BE FLAT/LEVEL 2950-A FRONT ELEVATION PROJECT SITE INFORMATION Lot D 14125 34th PL S TUKWILA, WA 98168 SEE GENERAL STRUCTURAL NOTES FOR SPECIFIC DESIGN INFORMATION ELR En ing eering 1915 Dayton Ave NE Renton, WA 98056 phone: (206)200-8764 email: elreng33@gmail.com Vertical Calculations F 0 R T E 3 JOB SUMMARY REPORT 2950-A.4te 01: ROOF Member Name Results Current Solution Comments RT1 Passed 2 Piece(s) 1 3/4" x 16" 2.0E Microllam@ LVL @ 24" OC RGT1 Passed 3 Piece(s) 1 3/4" x 18" 2.0E Microllam@ LVL RH1 Passed 1 Piece(s) 4 x 8 Douglas Fr -Larch No. 2 RH2 Passed 1 Piece(s) 4 x 6 Douglas Fir -Larch No. 2 RH3-2950 Passed 1 Piece(s) 4 x 10 Douglas Fir -Larch No. 2 02: UPPER FLOOR_ -- Member Name Results Current Solution Comments 291 Passed 1 Piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC 2F32 Passed 1 Piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC 2F33 Passed 1 Piece(s) 2 x 12 Hem -Fir No. 2 @ 12" OC 2F34 Passed 1 Piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC 2F35 Passed 1 Piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC 2F36 Passed 1 Piece(s) 2 x 12 Hem -Fir No. 2 @ 12" OC 2F37 Passed 1 Piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC 298 Passed 1 Piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC 2F39 Passed 1 Piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC 2F310 Passed 1 Piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC 2F311 Passed 1 Piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC 2FH3-2950-2 Passed 1 Piece(s) 4 x 12 Douglas Fir -Larch No. 2 2FH2-2950 Passed 1 Piece(s) 4 x 6 Douglas Fir -Larch No. 2 2FH3 Passed 1 Piece(s) 3 1/2" x 9" 24F-V4 DF Glulam 2FH4 Passed 2 Piece(s) 2 x 12 Hem -Fir No. 2 2FH5-2950 Passed 1 Piece(s) 4 x 12 Douglas Fir -Larch No. 2 2FH7-2950 Passed 1 Piece(s) 3 1/2" x 12" 24F-V4 DF Glulam 2FH3-2950 Passed 1 Piece(s) 4 x 6 Douglas Fir -Larch No. 2 2FB1-2950-1 Passed 1 Piece(s) 6 x 10 Douglas Fir -Larch No. 2 2FH8-2950 Passed 1 Piece(s) 6 3/4" x 19 1/2" 24F-V4 DF Glulam 03: LOWER FLOOR Member Name Results Current Solution Comments 1FG1 Passed 1 Piece(s) 4 x 12 Douglas Fir -Larch No. 2 1FG2 Passed 1 Piece(s) 6 x 12 Douglas Fir -Larch No. 2 1FG3 Passed 1 Piece(s) 6 x 12 Douglas Fir -Larch No. 2 1F31 Passed 4 Piece(s) 2 x 10 Hem -Fir No. 2 1FG4 Passed 1 Piece(s) 4 x 8 Douglas Fir -Larch No. 2 102 Passed 2 Piece(s) 2 x 10 Hem -Fir No. 2 Forte Software Operator Job Notes - Eric L. Rice, PE Plan 2950-A Lot D ELR Engineenng BRC Family Homes (206) 200-8764 14125 34th PI S clrcng33t_agmail.com Tukwila, WA 8/1/2015 2:16:58 PM Forte v4.6, Design Engine: V6.1.1.5 2950-A.4te Page 1 of 32 MEMBER REPORT ROOF, RTl PASSED FORTE 2 piece(s) 1 3/4" x 16" 2.0E Microllam@ LVL @ 24" OC Overall Length: 42' :::::::::::::::::::::::::..::::::::e. _.............................................................__............................................................................__.........._................._ ?p«n::::::::::::..........................................................: id e..«ee:er.:efiiiidf:::.....:...:::::x::::::::::::::::::::::::::::�:.'e":PirPPSg::;......................................,.......,.............................._. ..dl,:€ Atl h 39'. 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual W Member Reaction (Ibs) MO**1t# 1765 @ 1' 8 3/4" 7796 (5.50") r Passed (23%) F -- sari Cgnbpn an Jattern _ 1.0 D + 1.0 S (Adj Spans) Shear (Ibs) 1488 @ 3' 3 1/2" 12236 Passed (12%) 1.15 1.0 D + 1.0 S (Adj Spans) Moment (Ft-Ibs) 15509 @ 21' 37212 Passed (42%) 1.15 1.0 D + 1.0 S (Aft Spans) Live Load Defl. (in) 1.053 @ 21' 1.285 Passed (L/439) 1.0 D + 1.0 S (Aft Spans) Total Load Defl. (in) 1.766 @ 21 1.927 Passed (L/262) 1.0 D + 1.0 S (Aft Spans) uerlectlon criteria: LL tysou) ano I L l,L/L4U). Overhang deflection criteria: LL (2L/360) and TL (21-/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 12' 8 3/4" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A 4% increase in the moment capacity has been added to account for repetitive member usage. M f til now. �1765 1 - Stud wall - HF 5.50" 5.50" 1.50" 714 1051 Blocking 2 - Stud wall - HF 5.50" 5.50" 1.50" 714 1051 1765 Blocking • Bloclong Panels are assumed to carryno loads applied directly above them and the full load is applied to the member being designed. ... .. I>H' _-=-'::ls:E!i.'=.',_,". ^.eit?w.°p-.._ yi�e xc «......—Ty:k:. _ — : —7-6x Ji ... ..d_—uxx::?1, '....41.X.....s ....::_.._,..:.n:f.:l: "... lW% ." .:.. ;xLqp f .. ..:.._._....._ xY :_ .... e E [i 'ii;?RiiLiii?i®'1:" . ...... ._.;...::..Ni: U..j..`..—'ii : ex—x........... ,e I i ... f�::,r,-; fk? x::�?Ii3NidiM ' /V'S;E4. v-r'.'le [:i:t:.: L ' �jlsill� Ill�lliil n ��:3 System : Roof Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD Member Pitch: 0/12 .._x...._.__; ... ......_..._.. :� ....._..3 -:x_ii:::;:::���::x......,...�-W,-,x=«::,::w:,:�::... ._,. _ ....._..--.---.:._..�::x�.,.xx. ....�.. Models trusses to develop reactions only erhaeuser warrants that the sizing of its productswill be in accordance with Weyerhaeuser product design criteria and published design values. erhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. w.woodbywy.com) Accessories (Rim Board, Blocldng Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to iinvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to re that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable >try standards. product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. PorteSoftware:Uperaior job Notes Eric L. Rice, PE Plan 2950 A Lot D ELR Engineering BRC Family Homes (206) 200-3764 14125 34th PI 5 e1reng33 ,gmail.com Tukwila, WA 1 SUSTAINABLE FORESTRY INITIATIVE 8/1/2015 2:16:58 PM Forte v4.6, Design Engine: V6.1.1.5 2950-A.4te Page 2 of 32 F O R T E' MEMBER REPORT ROOF, RGT1 3 piece(s) 13/4" x 18" 2.0E Microllam@ LVL Overall Length: 21' 6" 0 a a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Member Reaction (Ibs) 10219 @ 4" 11694 (5.50") Passed (87%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 8357 @ 1' 11 1/2" 20648 Passed (40%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 51573 @ 10' 9" 66849 Passed (77%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Deft. (in) 0.494 @ 10' 9" 0.694 Passed (L/506) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.852 @ 10' 9" 1 1.042 1 Passed (L/293) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (1-/360) and TL (L/240). 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 bracing is required to achieve member stability. II€I ��s i` uk.1 a fGl x: pI€� !' .:.f:�Si !�: • .:' . �,°'!,:;k:., I�I Sw ( r r • ._ .. ... -®u:_. ... .:,::3 illl�l��:. .,Y.... ..... ..�..�.....;�._..,_..-.a...:«���snR..:...�aHill E.3 , :'x I 3 _:3� Y III �I::-.$.9-?.�r�.,":`"!E"3f.i'u��r _- :il:lix:� " S� • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. ..ri•u' -. x.' x v.- i Ik"' : s.:: NUNN! i.. •.:.:-`. t._ _ !!'>¢.. dx'v ' .:..2W=P:- •:ss-w;!-{:fin": "°x!e;x' 3e€.f:::lilt- RMN, 3 ; Models trusses to develop reactions only INeyerhaeuser warrants that the sizing of its productswill be in accordance with Weyerhaeuser product design criteria and published design values. INeyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. ;wvvw.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to :ircumvent 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. Korte Software 0 r6tar ......... ..._ Job Notes ...... .... ... ...... .......... ......._. Eric L. Rice, PE Plan 2950-A Lot D ELR Engineering BRC Family Homes (206) 200-8764 14125 34th PI S elreng33@gmail.wm Tukwila, WA PASSED System : Roof Member Type : Rush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD Member Pitch: 0/12 1 SUSTAINABLE FORESTRY INITIATIVE 8/1 /2015 2:16:58 PM Forte v4.6, Design Engine: V6.1.1.5 2950-A.4te Page 3 of 32 l F 0 R T E` MEMBER REPORT ROOF, RH1 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 Overall Length: 5' 3" 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizonta I.; Drawing is Conceptual Member Reaction (Ibs) 2333 @ 0 3281(1.50") Passed (71%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1685 @ 8 3/4" 3502 Passed (48%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 3063 @ 2' 7 1/2" 3438 Passed (89%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.051 @ 2' 7 1/2" 0,175 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.085 @ 2' 7 1/2" 0.262 Passed (L/737) - 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 5' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. - vx�::;::.;;�r�;_.,.:::ix:�:::.:i.:e ..... � �-.t • .' ' _..:ii2�:ii':il]= .: �3:�. w.::u�: L�x:t:::::::::x�� �... :t................._-+.:�:x:::::::::...___ __..rt::x:x:v::::::::::::'-�[y-y''q'� ... :x...... v.iev..�...._....a...,..z.___.................._.._.....:.. _xxti... ..-.ur#.:...x... f.._....__.....,. I:..___::::::..__.I.....-.. - : f[#f,.=�::�x �::::::_.....#_.... v...#..#....__..._... ::.:..........m...._... _x_;...._. ..: ...x:._....._._............ .._ ...._.x_i�::::� � rrs��e:_:.....:xa�—� ...:_�: :?:ai:-�iuiL�::•,v,�••___x _sxa.. r .. �!:: �:- ,y...�_..:x::.. {:!!:ii:t.x.�.v�i ..iL6 �r;l:;:. - :.:xsxx • . -�: �., �. �..�:xmfzE:,=:xi":=::': ;;,� ...... #iiiii:..;;� ..__. .......... x....:::-::.. _.... .. ,;,,,,i ;` : �FEE : :x ., :'x.. °'d ii':;,v,°�� �71.1 :fix"':"::" al 3ud .; u ;:yIS"�'.�?r'r �. '::d� EM Weyerhaeuser warrants that the sizing of its productswill 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. Fort¢ 8ofiwaro.Clperator :.:.:.:.. ..... _.. Job Notes .. ._. ......... Eric L. Rice, PE Plan 2950-A Lot D ELR Engineering BRC Family Homes (206) 200-8764 14125 34th PI S elreng33@gmail.cxim Tukwila, WA PASSED System : Wall Member Type: Header Building Use : Residential Building Code : IBC Design Methodology : ASD A\ SUSTAINABLE FORESTRY INITIATIVE 8/1 /2015 2:16:58 PM Forte v4.6, Design Engine: V6.1.1.5 2950-A.4te Page 4 of 32 a F O R T E .F MEMBER REPORT ROOF, RH2 1 piece(s) 4 x 6 Douglas Fir -Larch No. 2 Overall Length: 6 9" ;e:;r:lllli{III°III':FII isll€IIIIIIIIII€€ee€€eee€€I€Iliei-li€illi"ii_:I:Illllliiilix!!ieiiiS .:::::::i:litiiiwii::i!!!!!i!iiiiei::i::�?r�:""is::::ee:e:e:�:isceieii::iiiieilliiiliiiire�i:. ..................11.....-.......a aeF.:?:�:::::....:........:.:..........:..............—ea:..................,..,...................._.........._.. n3. tee......... ..........— rs!!lr:::::l::,In.,,:.a:::.:sa�::�:!�!::i::!!::»:::::sl!lsassesttta::![[::I::,::............ �s• All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual _RIM' Member Reaction (Ibs) 678 @ 0 . 3281 (1.50") Aeeu),t; ��am " 3y$NErfh) 1.0 D + 1.0 S (All Spans) Passed (21%) Shear (Ibs) 541 @ 7" 2657 Passed (20%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 975 @ 2' 10 1/2" 1979 Passed (49%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.044 @ 2' 10 1/2" 0.192 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl.(in) 0.075 @ 2' 10 1/2" 0.287 Passed (L/923) - 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 5' 9" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. �` i ,ram 8 �Sulppor{e'(Ibs; 1- Trimmer - HF 1501, 1.501, 1501, 283 1 395 678 None 2 - Trimmer - HF 1.501, 1.501, 1.501, 283 1 395 678 None Mimi . e ,�! .....::.-r-. � :;x"a '<;Nil x.x .. 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, Blocldng 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 2950-A Lot D ELR Engineers ng BRC Family Homes (206) 200-8764 14125 34th PI S elrcng33@gmaiLmm Tukwila, WA PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD (!}) SUSTAINABLE FORESTW INITIATIVE 8/1/2015 2:16:59 PM Forte v4.6, Design Engine: V6.1.1.5 2950-A.4te Page 5 of 32 a F O R T E" MEMBER REPORT ROOF, RH3-2950 1 piece(s) 4 x 10 Douglas Fir -Larch No. 2 Overall Length: 5' 6" LJ 9 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual _ Member Reaction (Ibs) 4379 @ 1 1/2" 6563 (3.00") Passed (67%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 3470 @ 1' 1/4" 4468 Passed (78%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 3681 @ 1' 1" 5166 Passed (71%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.021 @ 2' 5" 0.175 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.036 @ 2' 5" 1 0.262 1 Passed (L/999+) 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 5' 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. ... .... y—m.:i'?:Tw,.x»a'L i! is x: .... :Yr' I..".,.5;. ,,...115 fi,w::....—:. �✓, I .!r:. is lu �x3m�i.. — _ _• .:,. :.r u:.:�i: : _ :.°'..x' .. .:::� F �!�! , . °olf;E �.......x �, .:, t ._.-..:.. •._.::. a ... . :L.r ::::::: ar_ai�'<:,�,� � ,._7 . �„», . „ : A ®rniC,,;w';� �6 A;,;A� . 11 ®®® • . 11 11 — 1 - Point (lb) V 1" N/A 1722 2532 2 - Uniform (PLF) 0 to 1' 1" N/A 357.0 525.5 Linked from: RT1, Support 1 Weyerhaeuser warrants that the szing 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. ._._ _........ ...... 1=orte'SoTtware Operatar ._. Job Notes .. Eric L. Rice, PE Plan 2950-A Lot D ELR Engineering BRC Family Homes (206) 200-8764 14125 34th PI S elren933@gmaiI.com Tukwila, WA PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD 4 SUSTAINABLE FORESTRY INITIATIVE 8/1/2015 2:16:59 PM Forte v4.6, Design Engine: V6.1.1.5 2950-A.4te Page 6 of 32 igFO R T Em MEMBER REPORT UPPER FLOOR, 2FA 1 piece(s) 2 x 12 Hem -Fir No. 2@ 16" OC Overall Length: 5' 10" f a 's °' 5' 10""" 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual jojg� ui(�l �'''"i ,1Ijrj, Member Reaction (Ibs) x ia' 196 @ 2 1/2" 2126 (3.50") s h Passed (9%) ME" -- dt bmation b' ). - 1.0 D + 1.0 L (All Spans) Shear (Ibs) 111 @ 1' 2 3/4" 1688 Passed (7%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 239 @ 2' 10" 2577 Passed (9%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.004 @ 2' 10" 0.175 Passed (U999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.005 @ 2' 10" 0.262 Passed (U999+) 1.0 D + 1.0 L (All Spans) TJ-Pro'" 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 5' 8 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. ,it���� "'i j{ Ili I l ee�n' aA r atls Su' 1b xi I va iabl _ FI 1 a WT irir'eil ad v� 5 Total . caxilabnne� l 1 - Stud wall - HF 3.50" 3.50" 1.50" 45 151 196 Blocking 2 - Stud wall - HF 5.50" 4.00" 1.50" 48 160 208 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. E :.. i_.....a..:�::1:°._a, rr a n:::":i� •-r:d a! Ill i !!I lI=' .!{ m ..... e !!! : ; : � .; €; .. T. �! .._.. ' �;; t'''i'it !' °€ m: u. .:- :. �,.. 1 • 1 / / 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. (vwvw.woodbywy.com) Accessories (Rim Board, Bloclang 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. _ — Porte 5oftwar0 Operator ., .. ......... .......... . Job Notes Eric L- Rico, PE Plan 2950-A Lot D ELR Engineenng BRC Family Homes (206) 200-8764 14125 341h PI S elreng33@gmail.wm Tukwila, WA PASSED System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD ti SUSTAINABLE FORESTRY INITIATIVE 811 /2015 2:16:59 PM Forte v4.6, Design Engine: V6.1.1.5 2950-A.4te Page 7 of 32 dvI F 0 D T C 'r MEMBER REPORT UPPER FLOOR, 2FJ2 �!3 • ` ` 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC Overall Length: 16' 6" WWI ^,Y�TA4L F 5 F +} l 168" �! He 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual L# erns Member Reaction (Ibs) 572 @ 2 1/2" 2126 (3.50") Passed (27%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 487 @ 1' 2 3/4" 1688 Passed (29%) 1.00 1.0 D + 1.0 L (All Spans) Moment (R-Ibs) 2242 @ 8' 3" 2577 Passed (87%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.347 @ 8' 3" 0.536 Passed (L/556) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.451 @ 8' 3" 0.804 Passed (1-/428) 1.0 D + 1.0 L (All Spans) TJ-Pro'" 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 4' 1/4" 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. ..... ;_ :L�rµ'':x?—I'�I _Ioo.E..f ::���I.' �Il—IF:I .I .—_._a.�.91I: IP[:a ;.,.I::;'yI;t:l,uom...g�a.,.l....f.,., i.. - .' :�: �: rP— It.;:l:u;,>;, 110E .(.1;e:ri—;am !r...,:=1.•c.."_,!Ia3�,lnxl','-:�;�::j:'y::::.:!�;.!:::.'.j�g.li llfI;�:rvI,�.�; :.l..!i::i:. .��.", ::._.. ,, ._A,: �� I9 mY .:i ,yl'� Amu "61"l09I.Ryd!:9 �Ih • 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. H.; _.... .,,.. ... .. x......,..;.. ..�..YEr' .x. i .._:. *�!:3�zixx=.x��xj:#91F:!x. k : S`•',tt . ' ?f.E,'a'['G: _ k a ::.' - "' m. I A i. zuser warrants that the sizing of its productswill be in accordance with Weyerhaeuser product design criteria and published design values. user expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details Noodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to tent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable tstandards. product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. Porte 5oRware Operator ... Job Notes Eric L. Rice, PE Plan 2950-A Lot D ELR Engineering BRC Family Homes (206) 200-8764 14125 341h PI S clrcng33@9mail.com Tukwila, WA PASSED System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD ti SUSTAINABLE FORESTRY INITIATIVE 8/1/2015 2:16:59 PM Forte v4.6, Design Engine: V6.1.1.5 2950-A.4te Page 8 of 32 ;'A F 0 Q T E "' MEMBER REPORT UPPER FLOOR, 2FJ3 `+ • 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 12" OC Overall Length: 20' 2" B'tgpR.ye K SA Y'S' •'^+�•,•`K Xx: •..u'e .. - :... - e .. ---- 20' 2" u All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontaL;Drawing is Conceptual . R-t k�s ..: a Member Reaction (Ibs) 520 @ 2 1/2" 2126 (3.50") Passed (24%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 456 @ 1' 2 3/4" 1688 Passed (27%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2493 @ 10' 2577 Passed (97%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.572 @ 10' 0.653 Passed (L/411) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.744 @ 10' 0.979 Passed (L/316) 1.0 D + 1.0 L (All Spans) 1-J-Pro'" Rating N/A N/A Deflection criteria: LL (L/360) and TL (1.1240). Bracing (Lu): All compression edges (top and bottom) must be braced at 1' 11 7/16" 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. ,�k 6CM46 supp rta (Ibe) , I i ra"}{:1 Stud wall HF 3.50'.1.50" r 120 400 520 Blocking2 - Stud wall - HF 5.50"1.50" 122 407 529 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. ........._....._.._ ...w..:::::�: ........ .. .:.........: x,....e. off..'',.. ::"ii.�:::i�fS:.:_:l!tl:Y:::. ;3 .!Ig7 U!§gE;FlGf l`, -E:il€;1= ' i1=€I4 '`If:";?. 1 4up; !=.; 0. x::� ;:9. :I. - -- - — p.. x : f I, — .. ...:. '- is'. __ 6 - w t — , - t ` e _ , Weyerhaeuser warrants that the sizing of iis _ - products will be in accordance with Weyerhaeuser product design criterin a and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (vmw.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 Sop Notes .:.:. Eric L. Rice, PE Plan 2950-A Lot D ELR Engineenng BRC Family Homes (206) 200-8764 14125 34th PI S elreng33@gmaiLenm Tukwila, WA PASSED System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 8/1 /2015 2:17:00 PM Forte v4.6, Design Engine: V6.1A.5 2950-A.4fe Page 9 of 32 a F O R T E ,", MEMBER REPORT UPPER FLOOR, 2FJ4 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC Overall Length: 14' 10" C 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are h orizonta I.; Drawing is Conceptual t� i� k a a rv� - "I im�'vA�ii,d_ .f)kk' ,•Ae4� liil�ll �..r.�tiDF *cadntoisfhi[I++uttfpni[�e[tsri"�,u;1a Member Reaction (Ibs) 508 @ 14' 7 1/2" 2126 (3,50") Passed (24%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 423 @ 1' 4 3/4" 1688 Passed (25%) 1.00 1.0 D + 1.0 L (All Spans) Moment (R-Ibs) 1760 @ 7' 6" 2577 Passed (68%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.214 @ 7' 6" 0.475 Passed (L/800) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.278 @ 7' 6" 0.712 Passed (L/615) 1.0 D + 1.0 L (All Spans) TJ-Pro'" 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 6' 2 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 be account for repetitive member usage. Applicable calculations are based on NDS 2005 methodology. No composite action between deck and joist was considered in analysis. 1 - Stud wall - HF 5.501, 5.50" 1.50" 120 400 520 Blocking 2 - Stud wall - HF 3.50" 3.50" 1.50" 117 391 508 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. " c "' w �r'tive 16" 12.0 40.0 Residential - Living 1 - Uniform (PSF) 0 to 14' 10" Areas Weyerhaeuser warrants that the sizing o its products will be in accordance Wth Weyerhaeuser product design criteria � H d1s �1) + 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. Poo 5okwara tlperator ....... ...._ , .. :. Job Notes.: .... ..... .. .... - Eric L. Rice, PE Plan 2950-A Lot D ELR Engineering BRC Family Homes (206)200-8764 14125 34th PIS elren933@gmai1.mm Tukwila, WA PASSED System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 8/1 /2015 2:17:00 PM Forte v4.6, Design Engine: V6.1.1.5 2950-A.4te Page 10 of 32 F O R T E ", MEMBER REPORT UPPER FLOOR, 2FJ5 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC Overall Length: 4' 4" 07 t Fr" 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizonta I.; Drawing is Conceptual Member Reaction (Ibs) 144 @ 4' 1 1/2" 2126 (3.50") Passed (7%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 59 @ 1' 4 3/4" 1688 Passed (4%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 122 @ 2' 3" 2577 Passed (5%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.001 @ 2' 3" 0.125 Passed (U999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.001 @ 2' 3" 0.188 Passed (U999+) 1.0 D + 1.0 L (All Spans) T]-Pro'" Rating N/A I N/A I -- -- Deflection criteria: LL (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 4' 4" 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. aka xr 4- 71 1 ........ ....... adel suppd (Ibrt y # s , Wll �)N �t>dG L�� lf+6ivT4YltMf � r1EC ,� E I 1��,fit 1 - Stud wall - HF 5.50" 5.50" 1.50"' 36 120 156 Blocking 2 - Stud wall - HF 3.50" 3.50" 1.50" 33 111 144 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. — �'tIG6a 2 1 - Uniform (PSF) 0 to 4' 4" 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. (vwrw.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 ;OperaWr .. ., .-.. Eric L. Rice, PE Plan 2950-A Lot D ELR Engineering BRC Family Homes (206) 200-8764 14125 34th PI S e1rcng33@gmail.com Tukwila, WA PASSED System :Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 8/1/2015 2:17:00 PM Forte v4.6, Design Engine: V6.1.1.5 2950-A. 4te Page 11 of 32 F 0 R T E' MEMBER REPORT UPPER FLOOR, 2FJ6 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 12" OC Q Overall Length: 19' 2" .......... ' 'tit: • :•. ....... . : •;: •••'?:'::• Y: . .. ....... ... ...... . . . . . ..... . 'f 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual De§i n Rewlis :; Actual �'4ocetion�' jJ111owed t Result` a 4DF toad: Ccmbinatron (Pattern)s : a w, Member Reaction (Ibs) 477 @ 5 1/2" 911(1.50") Passed (52%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 428 @ 1' 4 3/4" 1688 Passed (25%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2185 @ 9' 7 1/2" 2577 Passed (85%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.439 @ 9' 7 1/2" 0.611 Passed (L/501) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.571 @ 9' 7 1/2" 0.917 Passed (L/385) -- 1.0 D + 1.0 L (All Spans) TJ-Pro— Rating N/A N/A I -- Deflection criteria: LL (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 4' 3 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. e a z' ��.dA'� y�t LirxTfR"�I ��Y Bearing n�� "F 4 toads to Support (Ibs) • r `r3''�' �. �i .'� .t. StfpPDPD�� j Totai Required Deady„; c Tota( it . Aotx ones � i P EAvadab4 l 1 �� , 1 - Hanger on 11 1/4" GLB beam 5.50" Hanger' 1.50" 116 385 501 See note' 2 - Stud wall - HF 5.50" 5.50" 1.50" 115 382 497 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to 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. PASSED System : Floor Member Type :Joist Building Use : Residential Building Code : IBC Design Methodology : ASO iCiOnnatt�oP..^RSilm n5troin`;C!GI71flCCbDIS`�''rG'�,;",d°.,;•.s: :':,_.• ....,.� r.'.;:,r.;u:zr35?;��T+ .? '".: • T r�pPa=7� .,� +�� '",, ;`?, fin.. �'i� , rr�++nr •�,e_1Moda1�E�F�x,�x�; �., fSeatttsngth '` `7'ep Walls..,.,;: ,,Face Naie � tNemberJMailc .�, ltcceasories 1 - Face Mount Hanger LUS210 1.75" N/A 8-10d common 4-10d common u:t� 1 . a 1 S'1h �io Y `7 ( Deeetli �(090) hF7oot lWa' : F Olk 4 y ' Load9 °$ 7 vt Btte� , (1:00) � 0ornmerMa - Uniform (PSF) 0 to 19' 2" 12' 12.0 40.0 Residential - Living Areas ;WeyerheetuxrNote,>s,�{ ��"�..#.�'r�,ilxhaF��t,�,. �aii•,�. �,'�'"�'..,�:,'�,,�' �����r���:v,,�y:;.-. �` _�1_ Weyerhaeuser warrants that the siring 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. (ewaw.woodbywy.eom) 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 informabon have been provided by Rueppell, Inc. . :: � �'� Forte Software Operator. .. Job Notes.:; Eric L. Rice, PE Plan 2950-A Lot D ELR Engineering BRC Family Homes (206) 200-8764 14125 34th PI S e1rcng33@gmai1.mm Tukwila, WA ti SUSTAINABLE FORESTRY INITIATIVE 8/1 /2015 2:17:00 PM Forte v4.6, Design Engine: V6.1.1.5 2950-A.4te Page 12 of 32 F O R T E"' MEMBER REPORT UPPER FLOOR, 2FJ7 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC Overall Length: 10' 2" + f::iiiiE EE E f_ + D ... 33 31 II D �. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontaI.;Drawing is Conceptual I 352 @ 2 1/2" i�"�j+uk 2126 (3,50") rUil l Passed (17%) w,iDF.)3oad -- an ;i a�R'i(rd 1.0 D + 1.0 L (All Spans) Member Reaction (Ibs) Shear (Ibs) 267 @ 1' 2 3/4" 1688 Passed (16%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 824 @ 5' 1" 2577 Passed (32%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.047 @ 5' 1" 0.325 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.061 @ 5' 1" 0.488 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) TJ-Pro" Rating N/A N/A uenemon criteria: LL tystw) ana I L (L/t90). Bracing (Lu): All compression edges (top and bottom) must be braced at 10' 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. ;�:!mG!: isp9pI! aE I lllL�!�g:9:,!'a:;!EEius'.r:s:x!Jr`•:-""W ... l...... �,l,,,'> °..:!Ili9<!Il — .::.....::.:.....:....t:,.._::..;.,.,,..._.........�:::::+ :?:em:x.::..:_.-x'•::Zi».� e:,;.x:'r.....s—e;.x16�:!s ix::J!!L:.m::::::::: -:1:::!:r..�-:::x� ;7'"' p :....x,...... ... a:::...._. .^::���^!vx�.'•!'IXf I 'mod= � n I :. •.......".v,... .... ®a::» w r�:. _ :..lii :. f '::::.:..k::-_::::.:.:::J...:..:..!.:3i.4:.: !: :.:..�e!ili'::::::: i f f, , ,j I q Iil i:llll .�:2;—.:.•��€3�r • Bloclang Panels are assumed to carry no loads applied directly above them and the Full load is applied to the member being designed. :iI:;y:IF6 ._: 3 ma: .' .;l._x ' -J '= ' "• !,�i' .n .,.;JR45"'emm, y...Y?` idlflllk� Weyerhaeuser warrants that the sizing of its productswill 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'SORware Operator Job Notes .: Eric L. Rice PE Plan 2950-A Lot D ELR Engineering BRC Family Homes (206) 200-8764 14125 34th PI S e1rcng33@gmail_corn Tukwila, WA PASSED System : Floor Member Type :Joist Building Use: Residential Building Code : IBC Design Methodology : ASD 0 SUSTAINABLE FORESTRY INITIATIVE 8/1 /2015 2:17:01 PM Forte v4.6, Design Engine: V6.1.1.5 2950-A.4te Page 13 of 32 F O R T E :' MEMBER REPORT UPPER FLOOR, 2FJ8 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC Overall Length_ 4' 4" F tl ; 'd � Fq, .�Y.qb�;�'�' i3 �•-e�"r• �.. '_ d+� d: 4 4 _ 0 IS] All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual 144 @ 4' 1 1/2" 2126 (3.50") Passed (7%) 1.0 D + 1.0 L (All Spans) Member Reaction (Ibs) Shear (Ibs) 59 @ 1' 4 3/4" 1688 Passed (4%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 122 @ 2' 3" 2577 Passed (5%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.001 @ 2' 3" 0.125 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.001 @ 2' 3" 0.188 Passed (U999+) 1.0 D + 1.0 L (All Spans) TJ-Pro'" Rating N/A I N/A Deflection criteria: LL (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 4' 4" 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. ��IIfi�lil��lll�iill�1111111�1� 1'I "t i HP _ {i8 I i i u n rn", d�taT asonae 1- Stud wall - HF 5.50" 5.50" 1.50" 36 120 156 Blocking 2 - Stud wall - HF 3.50" 3.50" 1.50" 33 111 144 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. ly:...:•: ii . ..: a�t ';' ��i` �i. IQ 4P �` N €!� fIIR,Pv�" Ip $F=1:. . . e �� '.._.. � i::3..1 er LJ' LL "I eE —b—.'v 9 1 W . _ . �S:�h:. AI:.� & %!{F>P�:oA.S.A,—•, Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (vwvw.woodbywy.com) Accessories (Rim Board, Blocldng 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. ForiaSoftwar0 gparaidr .:.: Job Notes- Eric L. Rice, PE Plan 2950-A Lot D ELR Engineering BRC Family Homes (206) 200-3764 14125 34th PI S 0ren933 ,gmail.com Tukwila, WA PASSED System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD l SUSTAINABLE FORESTRY INITIATIVE 8/112015 2:17:01 PM Forte v4.6, Design Engine. V6.1.1.5 2950-A.4te Page 14 of 32 2 F O R T E ,x- MEMBER REPORT UPPER FLOOR, 2FJ9 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC Overall Length: 8' 6" 0 J 0 0 E All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual A#00 r01111 11 11l. f ,,'1 811i Member Reaction (Ibs) 289 @ 8' 3 1/2" 2126 (3.50") Passed (14%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 204 @ 1' 4 3/4" 1688 Passed (12%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 543 @ 4' 4" 2577 Passed (21%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.020 @ 4' 4" 0.264 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.026 @ 4' 4" 0.396 Passed (U999+) 1.0 D + 1.0 L (All Spans) TJ-Pro— 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 B' 6" 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. ,..''x'.:x. '-°s:',.:":•,� °.„'°i.,!:._',I::�' ':III!li 1ll � :.i.:' 3: :: ' l .4u:�11J:u. :.;11°:xi �:.:' :S=,�m?_ ._'.m�.:-a..x..x�N..!..xx_xLi,i''::l#�� i::,'5�::i.K,:..s�x...:.A;, :s.. i.i,°'.,'u°u!i.�:z...ei.a3`z.M-dte�Y-^5.-:.,:f�y:-=::-�:.:e__.:.—v,_:.sim.®x.x-.Wv:...:a_s.-.,.'w:.x::.::,.. x"::-.:�.. t:�'vri.".i,�'I.,ry gjrk...�:I:�.I:x:-:,::mz.—a; ::IK�:;:;. -r..:".:::,...::.;Nf:::l;: :,.x..:::::� :3,: .�E.®�:..�_,x:.:•m::-..T::.`: :i�x�_�• : :Tx::xJ.':�. . � x' :: "_. "iI_'?,s1i..i'-l� .. ,��."'; ip:lv.:_"i_�: .x=f..z �a�l1i .°..-e:.a3.i.d x°:'a.sm :,:':x::.1��"..:..i: ' .-::-e1.:�!L y,. . ._x .'�.� �.,,:-- ;: • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. x i1�,,'.., . '..x. ."..: 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. (vwww.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. Fong Software Operofnr ... .......I.._ ........... _.. _. ... _ ....... iob Notes : ::.:.: ._„ ... Eric L. Rice, PE Plan 2950-A Lot D ELR Engineering BRC Family Homes (206) 200-8764 14125 34th PI S elreng33w9mail.com Tukwila, WA PASSED System :Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD l SUSTAINABLE FORESTRY INITIATIVE 8/1 /2015 2:17:01 PM Forte v4.6, Design Engine: V6.1.1.5 2950-A.4te Page 15 of 32 r'1 F 0 R T E "s MEMBER REPORT UPPER FLOOR, 2FJ10 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC Overall Length: 14' 8" 14' 8" lY 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Des�gn'Re [ts s' , dctuai�`Lssation ) lUlowed', Recall_:lead"Corn bmafron(Fettam)- Member Reaction (Ibs) 503 @ 14' 5 1/2" 2126 (3.50") Passed (24%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 417 @ 1' 4 3/4" 1688 Passed (25%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1719 @ 7' 5" 2577 Passed (67%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.204 @ 7' 5' 0.469 Passed (1-1828) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.265 @ 7' 5" 1 0.704 Passed (L/637) 1.0 D + 1.0 L (All Spans) TJ-Pro'" Rating N/A I N/A Deflection criteria: LL (1./360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 4 3/8" 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. Bearing: ; Loads to Supports (Ibcj,' SU; T ,1.1 Aotacaori� Total 43.�".rt''' C wadable .. Ti �i "�"i Raqurred, Daad Hoot ti r Total � :{ .'. 4. ..-..� ..._ .. ^'t'�f--�t'!K. 4,'MMe _ 4td.,k"".rk:, ,. caw.. , , .r. t wie :„', 1- Stud wall - HF S.W 4.00" 1.50" 119 396 515 1 1/2" Rim Board 2 - Stud wall - HF 3.50" 3.50" 1.50" 116 387 503 Blocking • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. �5 +�. Dead §Floorrl'Ne r i 1 - Uniform (PSF) 0 to 14' 8" 16" 12.0 I 40.0 Residential - Living Areas We' ETE108Use� NOCS" : ` ._ I"�" rru yh I M ` k it ih rea Weyerhaeuser warrants that the sizing of its productswill 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 _.a -.. `Job Notes` Eric L. Rice, PE Plan 2950-A Lot D ELR Engineering BRC Family Homes (206) 200-8764 14125 34th PI S clrcng33@gmail.com Tukwila, WA PASSED System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology: ASD ti SUSTAINABLE FORESTRY INITIATIVE 8/1/2015 2:17:01 PM Forte v4.6, Design Engine: V6.1.1.5 2950-A.4te Page 16 of 32 a' F 0 R T E 4 MEMBER REPORT UPPER FLOOR, 2FJ11 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC Overall Length: 6' 6" ; k 4 x +fir �AW'-" 6 6" 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontaL;Drawing is Conceptual _ '. ib, d.: FtC ME Member Reaction (Ibs) 217 @ 4 1/2" 2430 (4.00") Passed (9%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 129 @ 1' 4 3/4" 1688 Passed (8%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 287 @ 3' 3" 2577 Passed (11%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.006 @ 3' 3" 0.192 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.007 @ 3' 3" 0.287 Passed (L/999+) 1.0 D + 1.0 L (All Spans) T]-Pro— Rating I 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 6' 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 NOS 2005 methodology. No composite action between deck and joist was considered in analysis. ...:.... _':e. ... u, e., �.rc:.... .... ,@ II .:. ' . f!i:!!„rvP. N!. N �!!i, :. � q ..'�' 'o-r ;: �-,I!t x:e A - �y::i �.__.:�::; .. ..fix M� Iu::: rij'�'.I :� is a _�dl�l' f .T f'.b:x:: e: a y!I::,�p, I I full€eii':°[e - y �ii_EY::: .._ ...�eii'f'!::�—ry ...:.:d.;.««;�_ .... ;;.a .y:' lR' !AE =�—saisiisla::� G'siliiii�l€ i:!'�,:_ • 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. im ill; �,•, ., r , , u. � > r I^ EI#1 ! n u!r , _{ —ai Weyerhaeuser warrants that the sizing of its productswill 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. Fortel:Software Operator - Job Notes - Eric L. Rice, PE Plan 2950-A Lot D ELR Engineering BRC Family Homes (206) 200-8764 14125 34th PI S elreng33 ,gmail.com Tukwila, WA PASSED System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASO lZ� SUSTAINABLE FORESTRY INITIATIVE 8/1/2015 2:17:02 PM Forte v4.6, Design Engine: V6.1.1.5 2950-A. 4te Page 17 of 32 F O R T E .' MEMBER REPORT UPPER FLOOR, 2FH1-2950-2 1 piece(s) 4 x 12 Douglas Fir -Larch No. 2 Overall Length: 6' 6" F8 9 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Member Reaction (Ibs) 4509 @ 1 1/2" 6563 (3.00") Passed (69%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 2832 @ V 2 1/4" 5434 Passed (52%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-Ibs) 6656 @ 3' 2 11/16" 7004 Passed (95%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.038 @ 3' 2 15/16" 0.208 Passed (U999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0,071 @ 3' 2 15/16" 0.313 Passed (U999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Bracing (Lu): Ail compression edges (top and bottom) must be braced at 6' 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. 1- Trimmer -HF 3.00" 3.00" 2.06" 2050 1245 2033 5328 None 2 - Trimmer - HF 3.00" 3.00" 2.01" 2016 1131 2033 5180 None 1 - Uniform (PSF) 0 to 6' 6" 8' 1" 10.0 - 2 - Uniform (PSF) 0 to 6' 6" 4' 17.0 - 25.0 3 - Uniform (PLF) 2' 8" to 6 6" N/A 101.3 336.8 - Linked from: 21`12, Support 2 4 - Uniform (PLF) 0 to 2' B" N/A 122.0 407.0 - Linked from: 2F13, Support 2 5 - Uniform (PLF) 0 to 6' 6" N/A 357.0 - 525.5 Linked from: RTl, Su000rt 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. FoAe$oitware Operator . i3ob Notes Eric L. Rice, PE Plan 2950-A Lol D ELR Engineering BRC Family Homes (206) 200-8764 14125 34th PI S elreng33@,gmail.com Tukwila, WA PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 8/1 /2015 2:17:02 PM Forte v4.6, Design Engine: V6.1.1.5 2950-A.4te Page 18 of 32 MEMBER REPORT UPPER FLOOR, 2FH2-2950 F O R T E° 1 piece(s) 4 x 6 Douglas Fir -Larch No. 2 Overall Length: 2' 3" c 2' I 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontaI.;Drawing is Conceptual ©i@iti$ .tm Member Reaction (Ibs) 11ia1` �aca(seh+= 821 @ 2' 3" ilawad` NesutE£ atkC mtinatlnrtAaierrr)i� 3281 (1.50") Passed (25%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 588 @ 1' 8" 2657 Passed (22%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 394 @ 1' 9" 1979 Passed (20%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.002 @ 1' 2 1/8" 0.075 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.004 @ 1' 2 1/8" 0.112 Passed (U999+) -- 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 2' 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. �@ Vg�IB - Ul I s hOyy �pY�lli.. 1bfiCf: J C ran W' t -�?# .i� Y2' µ, D�r1E6.t� 'uki�, a.� 1- Trimmer - HF 1.50" 1.50" 1.50" 219 135 113 467 None 2- Trimmer -HF 1.50" 1.50" 1.50" 423 135 395 953 None 1 1 "! Y, kill Ill la 1 I I „ {i.t%gy ��, i am cqj' 1 - Uniform (PSF) 0 to 2' 3" 8' 1" 10.0"- 2 - Uniform (PLF) 0 to 2' 3" N/A 36.0 120.0 - Linked from: 291, Support 2 3 - Point (lb) 1.9.. N/A 368 - 508 Linked from: RH3- 2950,Support 2 Weyerhaeuser warrants that the szing of its productswill 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. (vwow.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 prodded by Rueppell, Inc. Forte $oftwarz;r7pe[aWr I: Job Notes !: Eric L Rice, PE Plan 2950-A Lot D ELR Engineenng BRC Family Homes (206) 200-8764 14125 34th PI S elrcng33@9mail.com Tukwila, WA PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD IW l SUSTAINABLE fCN2E5TIZY INITIATIVE 8/1 /2015 2:17:02 PM Forte v4.6, Design Engine: V6.1.1.5 2950-A. 4te Page 19 of 32 F O R T E" MEMBER REPORT UPPER FLOOR, 2FH3 1 piece(s) 3 1/2" x 9" 24F-V4 DF Glulam 10 Overall Length: IV S-"s'��.'� .�e r' x �� r'''i� '� E is Y �e''�-r max; `�+•' 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizonta L; Drawing is Conceptual 'ten R ul "! ociorr nl,e ' - at�I i _ lIN Member Reaction (Ibs) 2712 @ 1 1/2" 6825 (3.00") Passed (40%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 2167 @ 1' 5565 Passed (39%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 6417 @ 4' 11 3/4" 9450 Passed (68%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.216 @ 4' 11 3/4" 0.324 Passed (L/540) -- 1.0 D + 1.0 L (All Spans) Total Load DER (in) 0.284 @ 4' 11 3/4" 1 0.485 Passed (L/410) - 1.0 D + 1.0 L (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 10' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 9' 8 1/2". 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. Xr 01 A vai ab �rell CAI l�at�lll', i t1Iti I Iar3 ,IttAi�� ;il`. 1- Trimmer - HF 3.00" 3.00" 1.50" 654 2058 2712 None 2 - Column - HF 3.50" 3.50" 1.50" 660 2075 2735 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. r ►."fa � �+I+ 4 � 1 - Uniform (PLF) 0 to 10' N/A 99.0 330.0 Linked from: 2FJ2, Support 1 2 - Uniform (PLF) 0 to 10' N/A 24.8 83.3 Linked from: 295, Su ort 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. (vwvw.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 -parry certified to sustainable forestry standards, product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. FortelSoflware Qperator Job Notes ............: Eric L. Rice, PE Plan 2950-A Lot D ELR Engineering BRC Family Homes (206) 200-8764 14125 34th PI S elreng33@gmaiLenm Tukwila, WA PASSED System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD l SUSTAINABLE FORESTRY INITIATIVE 8/1/2015 2:17:02 PM Forte v4.6, Design Engine: V6.1.1.5 2950-A.4te Page 20 of 32 ,ryas F O R p T C "' MEMBER REPORT UPPER FLOOR, 2FH4 �!J G 2 piece(s) 2 x 12 Hem -Fir No. 2 4 Overall Length: 6' 2 1/2" ''e'f'rt w�+'�� �r� „,y� Rr'ka ^' E. a '� A.. s-a�''@q'�• q�•r' ti: `y 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizonta I.; Drawing is Conceptual Member Reaction (Ibs) 2444 @ 1 1/2" 3645 (3.00") Passed (67%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1503 @ 1' 2 1/4" 3375 Passed (45%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 3468 @ 3' 1" 4482 Passed (77%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.036 @ 3' 1" 0.118 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.047 @ 3' 1" 0.296 Passed (L/999+) -- 1 1.0 D + 1.0 L (All Spans) Deflection criteria: LL (L/600) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 2 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. ..i::.. i w e. i!!!rr!Il,.,,„�;lil: ,e:j'— e.:.; Y:sr'I °II 186 � � 'Y=. : �i "I'" �•i!i:fl ...:...........Y.....-c.n':ixa..i:„—.+:!!;"s1!5,:=1n9,;� G'£. ,_ ......€m:. .. _L dae:. ''xx.:ii!I! ,'r�.'°'i4 ,. L' • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. ^ 1 - Uniform (PLF) 0 to 6''2 1/2" N/A 120.0 400.0 Linked from: 21713, Support 1 2 - Uniform (PLF) 0 to 6' 2 1/2" N/A 60.6 203.3 Linked from: 21`17, 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. (vwvw.woodbywy.com) Accessories (Rim Board, Blocldng Panels and Squash Blocks) are not desgned 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. ......... FOrt:O Sbfiware Cipefatbr ..... ....... _ _... Jqb Notes' ... :... Eric L. Rice, PE Plan 2950-A Lot D ELR Engineering BRC Family Homes (206) 200-8764 14125 34th PI S elreng33@gmail.mm Tukwila, WA - PASSED System :Floor Member Type : Rush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD lZ� SUSTAINABLE FORESTRY INITIATIVE 8/1/2015 2:17:03 PM Forte v4.6, Design Engine: V6.1.1.5 2950-A.4te Page 21 of 32 MEMBER REPORT UPPER FLOOR, 2FH5-2950 F O R T E 1 piece(s) 4 x 12 Douglas Fir -Larch No. 2 Overall Length: 2' 9" 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontaI.;Drawing is Conceptual Member Reaction (Ibs) 6798 @ 2' 6" 9844 (4.50") Passed (69%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 4282 @ 1' 5 1/4" 5434 Passed (79%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 5754 @ 1' 7 1/2" 7004 Passed (82%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.004 @ 1' 4 13/16" 0.075 Passed (U999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.006 @ 1' 4 13/16" 1 0.112 1 Passed (U999+) -- 1.0 D + 1:0 S (All Spans) Deflection criteria: LL (L/360) and TL (11240). Bracing (Lu): All compression edges (top and bottom) must be braced at 2' 9" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. 1- Trimmer - HF 4.50" 4.50" 2.16" 2054 2679 4733 None 2 - Trimmer - HF 4.50" 4.50" 3.11" 2926 3671 6797 None 1i4 1 - Uniform (PSF) 0 to 2' 9" 811. 10.0 - 2 - Uniform (PSF) 1' 7 1/2" to 2' 9" 5' 6" 17.0 25.0 3 - Uniform (PSF) 0 to 1' 7 1/2" 1119.1 17.0 25.0 4 - Point (Ib) 1' 7 1/2" N/A 4301 5918 Linked from: RGTl, su ort z user:No—tee T: IF,11 P 1,I111 �_ 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 2950-A Lot D ELR Engineering BRC Family Homes (206) 200-8764 14125 341h PI S elreng33@gmail.com Tukwila, WA PASSED System :Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD 51USTAINABLE FORESTRY INITIATIVE 8/1 /2015 2:17:03 PM Forte v4.6, Design Engine: V6.1.1.5 2950-A.4te Page 22 of 32 F O R T E" MEMBER REPORT UPPER FLOOR, 2FH7-2950 1 piece(s) 3 1/2" x 12" 24F-V4 DF Glulam Overall Length: 16' 7 1/2" a 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual � r,r. 09nINeiiWl� N k:,1, r e ,. T �t tas®tm +Sri II l Pi� t lilt Member Reaction (Ibs) 958 @ 1 1/2" 6825 (3.00") Passed (14%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 814 @ 1' 3" 8533 Passed (10%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 3862 @ 8' 3 3/4" 19320 Passed (20%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.111 @ 8' 3 3/4" 0.546 Passed (U999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.205 @ 8' 3 3/4" 0.819 1 Passed (L/956) - 1.0 D + 1.0 S (All Spans) Deflection criteria: U. (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 16' 7 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 16' 4 1/2". 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. 1- Trimmer -HF 3.00" 3.00" 1.50" 438 520 958 None 2- Trimmer -HF 3.00" 3.00" 1.50" 438 520 958 None a::...i:4':.:eix ::k. .^.,._... "+I::: w!i '..E.._4's—. .._—„..4" �: J :::n.:.. 9 a;s; ,,, 3:' I, imp.MRn%— „ :a:31�!s 31? .......fi v ,.�I. laeuser warrants that the sizing of its productswill be in accordance with Weyerhaeuser product design criteria and published design values. laeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. voodbywy.com) Accessories (Rim Board, Blocldng Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to rent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable r standards. product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. Korte150ftware Operator Job Notes ' Eric L. Rice PE Plan 2950-A Lot D ELR Engineering BRC Family Homes (206) 200-8764 14125 34th PI S elreng33@gmail.com Tukwila, WA PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD 4 SUSTAINABLE FORESW INITIATIVE 8/1/2015 2:17:03 PM Forte v4.6, Design Engine: V6.1.1.5 2950-A.4te Page 23 of 32 — x MEMBER REPORT UPPER FLOOR, 2FMI-2950 F O R T E 1 piece(s) 4 x 6 Douglas Fir -Larch No. 2 Overall Length: 4' 3" 2a"'��✓,�.� ,,�tcs'r,,"' - �.atia„ar ,' ti°+.v v ate' sxe�s......... 4' n 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are h orizonta I.; Drawing is Conceptual NeW s �r� a:' M • `+ bi°nation `�"' Member Reaction (Ibs) 1306 @ 0 3281(1.50") Passed (40%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 948 @ 7" 2310 Passed (41%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1388 @ 2' 1 1/2" 1720 Passed (81%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.038 @ 2' 1 1/2" 0.142 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Deft. (in) 0.058 @ 2' 1 1/2" 0.213 Passed (L/878) -- 1.0 D + 1.0 L (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 4' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. ' ! "�.i9�ll�.. :.............._..._�_........_ .._.._..... .:.. ..,Y .:!:... :' � 3tit' _:.._.,!�!! . � ::.�ia. ;!. I —?,:E r. .. - _ - - �xz:.=: :. s y��; �a>. _ ...........:._.��:..n...nal.... ..........._.._............................._...._:..,m...._,.::,:::: ��::: t7:1:x n:x�, x.M. �::::�:::�::_:!:�.. _ - _ - .;, " •.ter .:._,L..ox....,:x:3 � .. .!iii:i:rxa aii13 ..:,;;.;?fr"e .��.eei39S'::iIl:iWoIAIWIfl! 3 �E s- Vr ...Ex �� I : Il:.,e._.=R .. lii ell�n� ,;,y; fl, :e:.� .Ilep If:u: .3 1 •�� � :!� :::::. ` .. ''..i- _ !; y'' .&?f �i��lA^"'A��`�.e�iiii� %:-�.._ .. 1 - Uniform (PSF)�� 1 1 �- Boom 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. _.. _ Fort¢ SOFtwart;tlperator :_. ..... :.. :Job Notes .. ....:. .......:... ,,. .... Eric L. Rice, PE Plan 2950-A Lot D ELR Engineering BRC Family Homes (206) 200-8764 14125 34th PI S clrcn933@gmail.com Tukwila, WA PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD AA SUSTAINABLE FORESTRY INITIATIVE 8/1 /2015 2:17:03 PM Forte v4.6, Design Engine: V6.1.1.5 2950-A.4te Page 24 of 32 MEMBER REPORT UPPER FLOOR, 2F81-2950-1 F R T E 1 piece(s) 6 x 10 Douglas Fir -Larch No. 2 Overall Length: 15' 8" C a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizonta L; Drawing is Conceptual Member Reaction (Ibs) 1776 @ 2" 12031 (3.50") Passed (15%) y 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1530 @ 1' 1" 6810 Passed (22%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 6664 @ 7' 10" 6937 Passed (96%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl.(in) 0.309 @ 7' 10" 0.511 Passed (L/595) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.552 @ 7' 10" 0.767 1 Passed (L/333) - 1.0 D + 1.0 S (All Spans) Deflection criteria: U. (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 15' 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. _ 1- Column - DF 3.50' 3.50" 1.50" 781 995 1776 ngg Blocki 2 - Column - DF 3.50" 3.50" 1.50" 781 995 1776 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. 9i�'! :+ . � �' � �� ,9,'�5lis � - �i,. , °� .. � .;�i:j�s�p.alF =9jl ll�r' •'I' i n "kuJx'�.... Ii 19 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. (awvw.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,Qperator :Job Notes�� Eric L. Rice, PE Plan 2950-A Lot D ELR Engineering BRC Family Homes (206)200-8764 14125 34th PIS clrcng33@gmail.com Tukwila, WA PASSED System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD Member Pitch: 0/12 SUSTAINABLE FORESTRY INITIATIVE 8/1/2015 2:17:04 PM Forte v4.6, Design Engine: V6.1.1.5 2950-A. 4te Page 25 of 32 Gail F O R T E MEMBER REPORT UPPER FLOOR, 2FH8-2950 1 piece(s) 6 3/4" x 19 1/2" 24F-V4 DF Glulam Overall Length: 22' B H All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Q�y}1���jflfICIII{ •7�:! Is4:3A Member Reaction (Ibs) tp 21713 @ 4" g� ',�'} If ''''. l> 1 24131 (5.50") i �. I�it Passed (90%) Ih� -- - ,-. '8�' •'� �£. .. - 1.0 D + 1.0 S (All Spans) Shear (Ibs) 15896 @ 2' 1" 26742 Passed (59%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Pos Moment (Ft-Ibs) 81982 @ 10' 11 11 16" 91037 Passed (90%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.471 @ 10' 10 5/16" 0.711 Passed (L/544) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.882 @ 10' 10 1/4" 1.067 Passed (L/290) 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 22' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Critical positive moment adjusted by a volume factor of 0.93 that was calculated using length L = 21' 4". 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. !i t$SI i s€II • :I, fs;l,,.,".,,u;!!i'.v.. ., �' .. si� , _ ', ° � F :!:n.:.�:::! .��...::: ::..... ....:: .. .....' ...:;,�..` :.: �: _ -�::>ufr.�':.;�v x x::_..e..i r�e:. �:::�. ....... �,..::.:::�]:u�i!:!!',�-'-I;i.�f f •xr PP' PP Pe:�_�.i .!€i€e:�`iu...!x.�..:--� p j .. . ..._. :...........:.�xA..uail .. ..�ifd Far .. .�. , ... .... .,,,r ..._....,a..... ....: • 1 1 1 1 1 1 >TrTi yV . ) me 1 - Uniform (PSF) Y to 22' 8' 1" 10.0 - - 2 2- Unrform (PSF) 0 to 2' 8" 4' 9" 12.0 40.0 - 3 - Uniform (PSF) 0 to 22' 1' 6" 17.0 25.0 4 - Uniform (PLF) V 3" to 12' 10 1/2" N/A 357.0 525.5 Linked from: RT1, Support 1 5 - Point (lb) 12' 10 1/2" N/A 1786 2593 Linked from: RH3- 2950 Su o t 1 6 - Point (lb) 18' 1 3/4' N/A 368 - 508 Linked from: RH3- 2950 Support 2 7 - Uniform (PLF) 2' B" to 22' N/A 116.0 385.0 _ Linked from: 296, Support 1 8 - Point (Ib) V 3" N/A 4301 5918 Linked from: RGTI, Support 2 faeuser warrants that the sizing of its productswill be in accordance with Weyerhaeuser product design criteria and published design values. faeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. voodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to rent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable r standards. product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. E'Ortel$Oftwar0 C)perator ::.:I Job Notes : Eric L. Rice, PE Plan 2950-A Lot D ELR Engineering BRC Family Homes (206)200-8764 14125 34th PIS crcng33@gmaiI.wm Tukwila, WA PASSED System : Floor Member Type : Rush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD l SUSTAINABLE rORESTIZY INITIATIVE 8/1 /2015 2:17:04 PM Forte v4.6, Design Engine: V6.1.1.5 2950-A.4te Page 26 of 32 F O R T E" MEMBER REPORT LOWER FLOOR, 1FG1 r R ` 1 piece(s) 4 x 12 Douglas Fir -Larch No. 2 Overall Length: 40' 51/2" _ �. ,a -...r� F T . z'K �ti it PYk nS'stfi, e�,.3 d r I1 1'�/ 1 1 7' 6 1/2 Ir( 7' S" •' T 5" 7' 5• T 5" 1 !7 1A,Y All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontaL;Drawing is Conceptual F gatl,sGan ),I .1 Member Reaction (Ibs) 4700 @ 31' 5" 6563 (3.00") Passed (72%) 1.0 D + 1.0 L (Adj Spans) Shear (Ibs) 2858 @ 8' 1/2" 4725 Passed (60%) 1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft-Ibs) -4905 @ 9' 2" 6091 Passed (81%) 1.00 1.0 D + 1.0 L (Adj Spans) Live Load Defl. (in) 0.047 @ 5' 3 1/2" 0.247 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.058 @ 5' 3 1/4" 1 0.371 Passed (L/999+) -- 1 1.0 D + 1.0 L (Alt Spans) Deflection criteria: ILL (L/360) and TL (L/240). Overhang deflection criteria: LL (2L/360) and TL (2L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 35' 8 1/8" 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. - #f 1 - Column - HF 3.00" a' Blocking Tl4v ball 3.00" dAbcesgnr7 2.07" 1199 3332 4531 2 - Column - HF 4.50" 4.50" 3.22" 1817 5224 7041 Blocking 3 - Column -HF 3.00" 3.00" 2.12" 954 3692 4646 Blocking 4 - Column -HF 3.00" 3.00" 2.09" 1 969 3603 1 4572 1 Blocking 5 - Column - HF 3.00" 3.00" 2.15" 1051 3649 4700 Blocking 6 - Column - HF 3.00" 3.00" 1.50" 645 2152 2797 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. ME 1 - Un' orm (PSF) 0 to 40' 5 1/2" 10' 2" 12.0 40.0 Residential - Living Areas 2 - Uniform (PLF) 0 to 9' 9" N/A 68.0 223.0 3 - Uniform (PLF) 0 to 9' 9" N/A 40.0 - 4 - Uniform (PLF) 9' 9" to 12' 3' N/A 68.0 163.0 5 - Uniform (PLF) j 9' 9" to 12' 3' N/A 29.0 - 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'Ciperater - - _ -- iob Notes Eric L Rice, PE Plan 2950-A Lot D ELR Engineering BRC Family Homes (206) 200-3764 14125 341h PI S elreng33@gmail.com Tukwila, WA PASSED System :Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD l SUSTAINABLE FORESTRY INITIATIVE 8/1/2015 2:17:04 PM Forte v4.6, Design Engine: V6.1.1.5 2950-A.4te Page 27 of 32 a F O R T E.". MEMBER REPORT LOWER FLOOR, 1FG2 1 piece(s) 6 x 12 Douglas Fir -Larch No. 2 Overall Length: 21' 1 3/8" Z?FI.lsd.+} G xx 0 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are ITorizontaI.;Drawing is Conceptual Member Reaction (Ibs) 8933 @ 4' 7 7/8" 10313 (3.00") Passed (87%) 1.0 D + 1.0 L (Adj Spans) Shear (Ibs) 3950 @ 13' 2 5/8" 7168 Passed (55%) 1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft-Ibs) -7476 @ 12' 718" 8840 Passed (85%) 1.00 1.0 D + 1.0 L (Adj Spans) Live Load Defl. (in) 0.040 @ 15' 10 13/16" 0.243 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.048 @ 15' 11 5/16" 0.365 Passed (L/999+) -- 1 1.0 D + 1:0 L (Alt Spans) Deflection criteria: LL (L/360) and TL (L/240). Overhang deflection criteria: LL (21-/360) and TL (2L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 21' 1 3/8" 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. I 44 1t III 1 - Column - HF 3.00" 3.00" 1.50" 720 3013/-378 3733/-378 Blocking 2 - Column - HF 3.00" 3.00" 2.60" 2104 6829 8933 Blocking 3 - Column - HF 4.50" 4.50" 3.11" 2956 7739 10695 Blocking 4 - Column - HF 1 3.00" 1 3.00" 1 1.67" 1 1576 4152 5728 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. EIri� io hff MERAVI, 0 to 21' 1 3/8" 9' 8" 12.0 40.0 1 - Uniform (PSF) Residential - Living Areas 2 - Uniform (PSF) 0 to 21' 1 3/8" 9' V 8.0 - 3 - Uniform (PLF) 0 to 3' 3/8" N/A 27.0 90.0 Linked from: 295, Support 1 4 - Uniform (PLF) 0 to 10' 2" N/A 60.8 203.3 Linked from: 2F17, Support 2 5 - Uniform (PLF) 3' 3/8" to 21' 1 3/8' N/A 120.0 400.0 Linked from: 293, Support 1 6 - Uniform (PLF) 10' 2" to 16' 3" N/A 27.0 90.0 Linked from: 21`38, Support 1 31 I M117111 Weyerhaeuser warrants that the sizing of its productswill be in accordance with Weyerhaeuser � proIdu'cv'€t ^ des'ige"n 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. .........._ _...... __._. _._._. .-..... Fort¢ SOkwarm'Operator : _..... ._....__._ _.___..._ ____..._...._..._.__.... .Job Notes I Eric L Rice, PE Plan 2950-A Lot D ELR Engineering BRC Family Homes (206) 200-8764 14125 34th PI S elreng33@gmail.com Tukwila, WA PASSED System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD ti SUSTAINABLE FORESTRY INITIATIVE 8/1 /2015 2:17:04 PM Forte v4.6, Design Engine: V6.1.1.5 2950-A.4te Page 28 of 32 ,,�!l C O R T E '" MEMBER REPORT LOWER FLOOR, 1FG3 11 r 1 piece(s) 6 x 12 Douglas Fir -Larch No. 2 Overall Length: 18' 11 3/8" "1' 7 1/2"1 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 Member Reaction (Ibs) 8724 @ 9' 10 7/8" 10313 (3.00") Passed (85%) 1.0 D + 1.0 L (Adj Spans) Shear (Ibs) 3344 @ 8' 9 7/8" 7168 Passed (47%) 1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft-Ibs) -6259 @ 9' 10 7/8" 8840 Passed (71%) 1.00 1.0 D + 1.0 L (Adj Spans) Live Load Defl. (in) 0.048 @ 0 0.200 Passed 2L 999+ 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.049 @ 0 0.261 Passed 2L 999+ 1.0 D + 1.0 L (Alt Spans) Deflection criteria: ILL (L/360) and TL (L/240). Overhang deflection criteria: LL (0.2") and TL (2L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 18' 113/8" 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. Dad, ��daor . nTotalaAasoneaT 1- Column - HF 3.00" 3.00" 1.92" 1950 4652 6602 Blocking 2 - Column - HF 3.00" 3.00" 2.54" 2349 6375 8724 Blocking 3 - Column - HF 3.00" 3.00" 1.50" 1346 3671 5017 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. I I, 1 - Uniform (PSF) 0 to 18' 113/8" 8' 10" 12.0 e` 40.0 Residential -Living Areas 2 - Uniform (PSF) 0 to 8' 9.1.. 10.0 - 3 - Uniform (PLF) 8' to 18, 1V N/A 56.0 - 4 - Uniform (PLF) 8' to 18' 11" N/A 68.0 228.0 5 - Uniform (PLF) 8' to 18, 11" N/A 14.0 47.0 6 - Uniform (PLF) 8' to 18' 11" N/A 8.0 25.0 7 - Uniform (PLF) 8' to 18' 11" N/A 11.0 36.0 8 - Uniform (PLF) 0 to 8' N/A 60.8 203.3 Linked from: 2F]7, Support 1 9 - Uniform (PLF) 0 to 8' N/A 50.3 166.5 Linked from: 299, siuDoort 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. (vwwv.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. ......... __ . Pprte$oftware Ciperator ... Sob Notes _. ... Eric L. Rice, PE Plan 2950-A Lot D ELR Engineering BRC Family Homes (206) 200-8764 14125 341h PI S elrcng33@gmail.com Tukwila, WA PASSED System :Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD (Zy) SUSTAINABLE FORESTRY INmATIVE 8/1 /2015 2:17:05 PM Forte v4.6, Design Engine: V6.1.1.5 2950-A.4te Page 29 of 32 F 0 R T E 1 MEMBER REPORT LOWER FLOOR, iFJ1 4 piece(s) 2 x 10 Hem -Fir No. 2 Overall Length: 10' 1 1/2" 0 �o' � 1)z• 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual DCS) n.:Reslltlts 4dual,Qlocation ;"' 6iveds'ii tYtesult ?5:.,: LIN, Load Combination Member Reaction (Ibs) 1749 @ 4" 9720 (4.00") Passed (18%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1734 @ 1' 2 3/4" 5550 Passed (31%) 1.00 1.0 D + 1.0 L (All Spans) Moment (R-Ibs) 6309 @ 4' 6667 Passed (95%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Dell. (in) 0.119 @ 4' 10 1/2" 0,321 Passed (L/970) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.162 @ 4' 10 9/16" 1 0.481 1 Passed (L/712) 1.0 D + 1.0 L (All Spans) • Uenecbon criteria: LL (L/JbU) and I L (L/ZgU). Bracing (Lu): All compression edges (top and bottom) must be braced at 9' 2 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. .•+,y I Bearing t - f :^r„s _,o-.s.k'7`f•F�" LoaddtoSupportsQbs) : 31,- t it F'_�-`` L p:. , Stljipoli9 Aoxssodes ; rofal Avaitabie Required DeadFl�- Total : �raw'1a. tlES I'"tc ,r:., t-.:>•,- L wrry-,rcr� +e; o,i aw'.�`� Live • • , 1 - Plate on concrete - HF 5.50, 4.00" 1.50" 475 1274 1749 1 1j2" Rim Board 2 - Beam - DF 3.50" 3.50" 1.50" 319 784 1103 Blocking • KIm Waro Is assumea to carry an Ioaas appltea alrecay 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. y T�ib"butary "Dead It 'Floor Live t.Oddt4�� ,��• � `Looation Walth k� (090)<<,; .,(100)` CommertLs €.` . 1 - Point (lb) 4' N/A 654 2058 Linked from: 2FH3, Support I Wra»netnn�+7kry.Y ;4 `.i, ,, '7:fl,.: •}' lG.,';" 1 ".} eyerhaeuserfVotea _ :..3 t�t,n, r ?: 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 bads, dimensions and support information have been provided by Rueppeil, Inc. ;Forte Software Operator; :.> :Job Notes - - - .. ..... Eric L. Rice. PE Plan 2960-A Lot D ELR Engineering BRC Family Homes (206) 200-8764 14125 34th PI S clrcng33@gmail.mm Tukwila, WA PASSED System : Floor Member Type : Rush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD & SUSTAINABLE FORESTRY INITIATIVE 8/1 /2015 2:17:05 PM Forte v4.6, Design Engine: V6.1.1.5 2950-A.4te Page 30 of 32 a F O R T E" MEMBER REPORT LOWER FLOOR, 1FG4 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 Overall Length: 10' 8" t 1' 7 1/2" R 9 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontaI.;Drawing is Conceptual _Fors nil esu �` . r it n ti s�i I ,TII ', v t .: r "i `I� �) �, f. Member Reaction (Ibs) 1797 @ 8' 11" 6563 (3.00") Passed (27%) 1.0 D + 1.0 L (Adj Spans) Shear (Ibs) 986 @ 2' 5 3/4" 3045 Passed (32%) 1.00 1.0 D + 1.0 L (Adj Spans) Moment (R-lbs) 1977 @ 5' 4" 2989 Passed (66%) 1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in) 0.082 @ 5' 4" 0.239 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.101 @ 5' 4" 0.358 Passed (L/847) - 1.0 D + 1.0 L (Alt Spans) Deflection criteria: ILL (L/360) and TL (L/240). Overhang deflection criteria: ILL (2L/360) and TL (2L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 10' 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. FIR ^M a--gag- i : ffiOEM, w .. ��..xi I. 11 11 ®®®® i • P • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. .. la II.. hkx'r.'.i :.ik:..� �... , .... ....e .;,,.. •. {.-siv'®= !:;;°u i_ v: �' 5_j,TL if ... - 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. Porte,Aoftware Operator Job Notes '' Eric L. Rice, PE Plan 2950-A Lot D ELF? Engineering BRC Family Homes (206) 200-8764 14125 34th PI S e1rcn933@gmaiI.com Tukwila, WA PASSED System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD l SUSTAINABLE FORESTRY INITIATIVE 8/1/2015 2:17:05 PM Forte v4.6, Design Engine: V6.1.1.5 2950-A.4te Page 31 of 32 F O R T E MEMBER REPORT LOWER FLOOR, 1FJ2 2 piece(s) 2 x 10 Hem -Fir No. 2 Overall Length: 11Y g{F % ...e.... .....e..... aaei��✓. ee✓. A .a ......... ..c !.��� ....,. ....... ...v.9�9e0.'%.ioh- e.✓n �i Fal 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Member Reaction (Ibs) 662 @ 9' 8" 6683 (5.50") Passed (10%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 654 @ 8' 9 1/4" 2775 Passed (24%) 1.00 1.0 D + 1.0 L (All Spans) Moment (R-Ibs) 2451 @ 5' 10 1/2" 3333 Passed (74%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.088 @ 5' 2 1/2" 0.311 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.119 @ 5' 2 7/16" 0.467 Passed (L/939) -- 1 1.0 D + 1.0 L (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 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 2005 methodology. it `ram lip,u 1- Beam - DF 5.50" 5.50" 1.50, 134 330 464 Blocking 2 - Beam - DF 5.50" 5.50" 1.50" 180 482 662 Blocking • Blocking Panels are assumed to tarty no loads applied directly above them and the full load is applied to the member being designed. �; .�- `Clv)f''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. product application, input design loads, dimensions and support information have been provided by Rueppell, Inc. Forte.SoftwareOperaior ' � .._....... Job Notes . � �< -� .'i Eric L. Rice, PE Plan 2950-A Lot D ELR Engineering BRC Family Homes (206) 200-8764 14125 34th PI S clrcng33@gmail.mm Tukwila, WA PASSED System :Floor Member Type : Rush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD 1 SUSTAINABLE FORESTRY INITIATIVE 8/1 /2015 2:17:05 PM Forte v4.6, Design Engine: V6.1.1.5 2950-A.4te Page 32 of 32 ELR Engineering Project Title: 1915 Dayton Ave NE Engineer: ELR Project ID: Renton, WA 98056 Project Descr: Phone: (206) 200-8164 Email: elreng33@gmail.com PriMed: 1 AUG 2015, 2:10PM Wood Column e=C:kUsersketeng331Dropboxkl ELRE-Ili ELR_--1120151RUEPPE-113RCFaniyA2950-ASEnercak12950-a.ec6 ENERCALC, INC.1963.2015, Baild:6.15.7.30, Ver.6.15.7.30 Licensee: KW-06010691 Description : ))>UPPER FLOOR framing member = west end 2FHB-2950 tLK Engineering Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Analysis Method : Allowable Stress Design Wood Section Name 6x8 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 9.50 ft Wood Member Type Sawn (/SP,(iT0!"!)O!]-SIBp(�B!"f,8/C.'llld flClnS � Exact Width 5.50 in Allow Stress Modification Factors Wood Species Douglas Fir - Larch Exact Depth 7.50 in Cf or Cv for Bending 1.0 Wood Grade No.2 Area 41.250 in^2 Cf or Cv for Compression 1.0 Fb - Tension 875 psi Fv 170 psi Ix 193.359 in^4 Cf or Cv for Tension 1.0 Fb - Compr 875 psi R 425 psi ly 103.984 in^4 Cm: Wet Use Factor 1.0 Fc - Prll 600 psi Density 31.2 pcf Ct : Temperature Factor 1.0 Fc - Perp 625 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf : Built-up columns 1.0 NDS 15.3.2 Basic 1300 1300 1300 ksi Use Cr: Repetitive ? No (non-cb wFy) Minimum 470 470 Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for X-X Axis buckling = 9.50 ft, K = 1.0 Y-Y (depth) axis : Unbraced Length for X-X Axis buckling = 9.50 ft, K = 1.0 Applied Loads Service loads entered. Load Factors vvill be applied for calculations. Column self weight included : 84.906 Ibs * Dead Load Factor AXIAL LOADS ... Axial Load at 9.50 ft, D=10.30, L = 3.740, S=11.410 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.9896 :1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+S+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections ... At maximum location values are ... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 21.795 k for load combination : n/a Applied Mx 0.0 k-ft Applied My 0 0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc: Allowable 533.93 psi for load combination : n/a Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.0 :1 Bendinq Compression Tension Load Combination +0.60D+0.70E+0.60H Cf or Cv : Size based factors 1.000 1.000 Location of max.above base 9.50 ft Applied Design Shear 0.0 psi Allowable Shear 272.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.668 0.5596 PASS 0.0ft 0.0 PASS 9.50 ft +D+L+H 1.000 0.668 0.7048 PASS 0.0ft 0.0 PASS 9.50 ft +D+Lr+H 1.250 0.668 0.4477 PASS 0.0ft 0.0 PASS 9.50 ft +D+S+j-j 1.150 0.668 0.9896 PASS 0.0ft 0.0 PASS 9.50 ft +D+0.750Lr+0.750L+H 1.250 0.668 0.5686 PASS 0.0ft 0.0 PASS 9.50 ft +D+0.750L+0.750S+H 1.150 0.668 0.9874 PASS 0.0ft 0.0 PASS 9.50 ft +D+0.60W+H 1.600 0.668 0.3926 PASS 0.0ft 0.0 PASS 9.50 ft +D+0.70E+H 1.600 0.668 0.3926 PASS 0.0ft 0.0 PASS 9.50 ft +D+0.750Lr+0.750LA.450W'+H 1.600 0.668 0.4986 PASS 0.0ft 0.0 PASS 9.50 ft +D+0.750L+0.750S+0.450W+H 1.600 0.668 0.8222 PASS 0.0ft 0.0 PASS 9.50 ft +D+0.750L+0.750S+0.5250E+H 1.600 0.668 0.8222 PASS 0.0ft 0.0 PASS 9.50 ft 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: 1 AUG 2015, 2:10PM Description : ))>UPPER FLOOR framing member = west end 2FH8-2950 Load Co-. Results._ . Maximum Axial +Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.60W+0.60H 1.600 0.668 0.2356 PASS O.Oft 0.0 PASS 9.50 ft +0.60D+0.70E+0.60H 1.600 0.668 0.2356 PASS O.Oft 0.0 PASS 9.50 ft �°Sket>wties . V 25.d5nk 6x8 5.50 in Loads are total entered value. Arrows do not reflect absolute direction. 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. 1 AUG 2015, 2:12PM Wood Column e=C:lUserslekerg331Dropboxll_ELRE-tit ELR_-1120151RUEPPE-118RCFenr6W950-AiEnetcak12950•a.ec6 ENERCALC, INC.1983-2015, Build:6.15.7.30, Ver:6.15.7.30 Description : ))>UPPER FLOOR framing member = east end 2FH8-2950 Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 6x8 End Fixities Top & Bottom Pinned WoodGrading/Manuf. Graded Lumber Overall Column Height 9.50 ft Wood Member Type Sawn ( t1sed for non -slender calculations ? Exact Width 5.50 in Allow Stress Modification Factors Wood Species Douglas Fir - Larch Exact Depth 7.50 In Cf or Cv for Bending 1.0 Wood Grade N0.2 Area 41.250 inA2 Cf or Cv for Compression 1.0 Fb - Tension 875.0 psi Fv 170.0 psi Ix 193.359 in'14 Cf or Cv for Tension 1.0 Fb - Compr 875.0 psi Ft 425.0 psi ly 103.984 inA4 Cm: Wet Use Factor 1.0 Fc - Prll 600.0 psi Density 31.20 pcf Ct :Temperature Factor 1.0 Fc - Perp 625.0 psi Cf FI t U F t E : Modulus of Elasticity ... x-x Bending y-y Bending Axial u . lt se ac or 1.0 Ki :Built-up columns 1, () NDS 15.3.2 Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr :Repetitive ? NO (ron-gti orty) Minimum 470.0 470.0 Brace condition for deflection (buckling) along columns : X-X (width) axis: Unbraoed Length for X-X Axis buckling = 9.50 ft, K = 1.0 Y-Y (depth) axis : Unbraced Length for X-X Axis buckling = 9.50 ft, K = 1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 84.906 Ibs ` Dead Load Factor AXIAL LOADS ... Axial Load at 9.50 ft, D = 5.640, L = 4.210, S = 4.540 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.5579 :1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+0.750L+0.750S+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 it Maximum SERVICE Load Lateral Deflections .. . At maximum location values are ... Along Y-Y 0.0 in at 0.0 It above base Applied Axial 12.287 k for load combination : n/a Applied Mx 0, 0 k-ft Applied My 0 0 k-ft Along X-X 0.0 in at 0.0 It above base Fc: Allowable 533.93 psi for load combination : n/a PASS Maximum Shear Stress Ratio = 0.0: 1 Load Combination +0.60D+0.70E+0.60H Location of max.above base 9.50 ft Applied Design Shear 0.0 psi Allowable Shear 272.0 psi Load Combination Results Other Factors used to calculate allowable stresses ... Bending Compression Tension Cf or Cv : Size based factors 1.000 1.000 Load Combination C D C P Maximum Axial + Bending Stress Ratio Status Stress Ratios Location Maximum Shear Ratios Stress Ratio Status Location +D+H 0.900 0.668 0.3085 PASS O.Oft 0.0 PASS 9.50 ft +D+L+H 1.000 0.668 0.4957 PASS 0.0ft 0.0 PASS 9.50 ft +D+Lr+H 1.250 0.668 0.2468 PASS O.Oft 0.0 PASS 9.50 ft +O+S+H 1.150 0.668 0.4661 PASS 0.0ft 0.0 PASS 9.50 ft +D+0.750Lr+0.750L+H 1.250 0.668 0.3829 PASS 0.0ft 0.0 PASS 9.50 ft +D+0.750L+0.750S+H 1.150 0.668 0.5579 PASS 0.0ft 0.0 PASS 9.50 ft +D+0.60W+H 1.600 0.668 0.2164 PASS 0.0ft 0.0 PASS 9.50 ft +0+0.70E+H 1.600 0.668 0.2164 PASS 0.0ft 0.0 PASS 9.50 ft +D+0.750Lr+0.750L+0.45OW4H 1.600 0.668 0.3358 PASS 0.0ft 0.0 PASS 9.50 ft +D+0.750L+0.750S+0.450W+H 1.600 0.668 0.4645 PASS 0.0ft 0.0 PASS 9.50 ft +D+0.750L+0.750S+0.5250E+H 1.600 0.668 0.4645 PASS 0.0ft 0.0 PASS 9.50 ft 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: 1 AUG 2015, 2:12PM Wood Column a=C:IUsersleheng331DropboAl ELRE-111 ELR_-1120151RUEPPE-11BRCFamiItA2950-AlEnercalc12950•a.ec6 ENERCALC, INC.1983.2015, Build:6.15.7.30, Ver.6.15.7.30 KW-06010691 Licensee: ELIR Engineering Deschptlon : ))>UPPER FLOOR framing member = east end 2FH8-2950 Load Combination Results Maximum Axial +Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.60W+0.60H 1.600 0.668 0.1299 PASS O.Oft 0.0 PASS 9.50 ft +0.60D+0.70E+0.60H 1.600 0.668 0.1299 PASS O.Oft 0.0 PASS 9.50 ft Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0000 in 0.000 it 0.000 in 0.000 it +D+L+H 0.0000 in 0.000 it 0.000 in 0.000 it +D+Lr+H 0.0000 in 0.000 it 0.000 in 0.000 it +D+S+H 0.0000 in 0.000 it 0.000 in 0.000 it +D+0.750Lr+0.750L+H 0.0000 in 0.000 it 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+0.70E+H 0.0000 in 0.000 It 0.000 in 0.000 It +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 it +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 it 0.000 in 0.000 ft +0.60D+O.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 It +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 It 0.000 in 0.000 it S Only 0.0000 in 0.000 it 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 it 0.000 in 0.000 ft Sketches 6x8 5.50 In 1+.3M Loads are total entered value. Arrows do not reflect absolute direction. 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: 1 AUG 2015 2 14PM General Footing e=C:IUserslekeng330ropboxll ELRE-111 ELR_-1120151RUEPPE-118RCFamly12950•AlErlercak12950•a.ec6 g KW-06010691 ENERCALC, INC.1983.2015, 130Id:6.15.7.30, Ver:6.15.7.30 Licensee: Description : ))> Footing = 2FH8-2950-west ELR Engineering Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties Soil Design Values Pc : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance (for Sliding) = 150.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = 0.250 W Values Flexure = 0.90 Shear = Analysis SettingE 0.750 Increases based on footing Depth Footing base depth below soil surface = ft Min Steel % Bending Reinf. = Allowable pressure increase per foot of dept= 0.150 ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.0 : 1 Min. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Fig Wt for Soil Pressure Yes Allowable pressure increase per foot of dep = ksf Use ftg wt for stability, moments & shear. Yes when maximum length or width is greater- ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability, mom & shear No Dimensions Width parallel to X-X Axis = 4.250 ft Length parallel to Z-Z Axis = 4.250 It Footing Thicknes = 12.0 in Pedestal dimensions px : parallel to X-X Axis = in pz : parallel to Z-Z Axis = in Height = in Rebar Centerline to Edge of Concrete. at Bottom of footing = 3.250 in Reinforcing Bars parallel to X-X Axis Number of Bars = 6.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 6.0 Reinforcing Bar Sizf = # 4 ......... 6. sl Ben _.6--4 B.. Bandwidth Distribution Check (ACI 15.4.4.2) O Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D Lr L S W E H P : Column Load = 10.302 3.740 11.411 k OB : Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k ELR Engineering 1915 Dayton Ave NE Renton, WA 98056 Phone: (206) 200-8764 Email: elreng33@gmail.com Project Title: Engineer: ELR Protect Descr: Project ID: Printed: 1 AUG 2015, 2:14PM Description : ))> Footing = 2FH8-2950-west ,�`DESIGNYSUMMARY � �, Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.9013 Soil Bearing 1.352 ksf 1.50 ksf +D+S+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 Uplift 0.0 k 0.0 k No Uplift PASS 0.5622 Z Flexure (+X) 4.061 k-ft 7.224 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.5622 Z Flexure (-X) 4.061 k-ft 7.224 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.5622 X Flexure (+Z) 4.061 k-ft 7.224 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.5622 X Flexure (-Z) 4.061 k-ft 7.224 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.3236 1-way Shear (+X) 24.269 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.3236 1-way Shear (-X) 24.269 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.3236 1-way Shear (+Z) 24.269 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.3236 1-way Shear (-Z) 24.269 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.6876 2-way Punching 103.143 psi 150.0 psi +1.20D+0.50L+1.60S+1.60H ELR Engineering Project Title: 1915 Dayton Ave NE Engineer: Renton, WA 98056 Project Descr: Phone: (206) 200-8764 Email: elreng33@gmail.com ELR Project ID: Printed' 1 AUG 204. 2'14PM General Footing e=C:IUsersleteng331Dropboxll ELRE-111-ELR_-1120151RUEPPE-11BRCFamIy050•AlEnercak12950-a.ec6 g ENERCALC. INC. 1983-2015. Bt ild-6.15.7.30- Ver-6.15.7 30 Description : ))> Footing = 2FH8-2950-east Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Material Properties Soil Design Values fc : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance (for Sliding) = 150.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = 0.250 �p Values Flexure = 0.90 Shear = Analysis SettingE 0.750 Increases based on footing Depth Footing base depth below soil surface = ft Min Steel % Bending Reinf. = Allowable pressure increase per foot of dept= 0.150 ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.0 : 1 Min. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dep = ksf Use ftg wt for stability, moments & shear. Yes when maximum length or width is greate- It Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability, mom & shear No Dimensions Width parallel to X-X Axis = 3.250 It Length parallel to Z-Z Axis = 3.250 ft Footing Thicknes = 10.0 in Pedestal dimensions... px : parallel to X-X Axis = in pz : parallel to Z-Z Axis = in Height - in Rebar Centerline to Edge of Concrete. at Bottom of footing = 3.250 in Reinforcing Bars parallel to X-X Axis Number of Bars = 4.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 4.0 Reinforcing Bar Sizf = # 4 to 4-#4B— a-p4 Ban Bandwidth Distribution Check (ACI 15.4.4.2) ^ Z.Z5eewnLw1&Vtc.X Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D Lr L S W E H P : Column Load = 5.640 4.210 4.540 k OB : Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k 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: Primed: 1 AUG 2015, 2:14PM FDESIG/V'SUINMAftY emu.., . - • • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.8533 Soil Bearing 1.280 ksf 1.50 ksf +D+0.750L+0.750S+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 Uplift 0.0 k 0.0 k No Uplift PASS 0.4166 Z Flexure (+X) 2.017 k-ft 4.842 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.4166 Z Flexure (-X) 2.017 k-ft 4.842 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.4166 X Flexure (+Z) 2.017 k-ft 4.842 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.4166 X Flexure (-Z) 2.017 k-ft 4.842 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.2724 1-way Shear (+X) 20.433 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.2724 1-way Shear (-X) 20.433 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.2724 1-way Shear (+Z) 20.433 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.2724 1-way Shear (-Z) 20.433 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.5739 2-way Punching 86.084 psi 150.0 psi +1.20D+0.50L+1.60S+1.60H 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: 1 AUG 2015, 2,13PM General Footing e=C:lUserslekeng331Dropboxll ELRE-111 ELR_-1120151RUEPPE-11BRCFaniW950-AlEnercak12950-a.ec6 g ENERCALC, INC. 1983.2015, Butd:6.15.7.30, Vet:6.15.7.30 KW-06010691 Licensee: ELR Engineering Description : ))> Footing = Typical maximum point load on continuous T-wall with 24' tall 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 Soil Design Values fc : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 40.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 2,850.0 ksi Soil Passive Resistance (for Sliding) = 150.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = 0.250 (p Values Flexure = 0.90 Shear = Analysis Settingf 0.750 Increases based on footing Depth Footing base depth below soil surface = ft Min Steel % Bending Reinf. = Allowable pressure increase per foot of dept= 0.150 ksf Min Allow % Temp Reinf. = 0.00140 when footing base is below = ft Min. Overturning Safety Factor = 1.0 : 1 Min. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure No Allowable pressure increase per foot of dep = ksf Use ftg wt for stability, moments & shear. No when maximum length or width is greate- ft 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 e" Footing Thicknes = 6.0 in Mil 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 III 7- u 1 eq Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separationg X-X Axis ro # Bars required within zone 43.5 % # Bars required on each side of zone 56.5 % JX-LXS .... Ln :1. L.I. ApplieLoads D Lr L S W E H P : Column Load = 2.80 5.60 k OB : Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = 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 Printed: 1 AUG 2015. 2:13PM Rm C:lLlserslerreng331Dropboxll ELRE 117 ELR_=112t}95lRUEPPE-IS Famityt2950-A1Enercal� 2q%a'ec6 tsneral; oofln ._. �,. �..._ �... _ %, ,,. _ ENERCALC, INC.1988 2o15,,Buitd:6.15.7.3D, Ver.6:15.7.36 . . Description : ))> Footing = Typical maximum point load on continuous T-wall with 24' tall stemwall �..fl�S1GMSUMMARY. "' �,����� �; .N ;. � - • • Min. Ratio Item Applied Capacity Governing Load Combination PASS 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 (-X) 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 0.1291 1-way Shear (A) 9.679 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 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 En ing eering 1915 Dayton Ave NE Renton, WA 98056 phone: (206)200-8764 email: elreng33@gmail.com Lateral Calculations 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 ASCE Seismic Base Shear e= Printed: 1 AUG 2015, U6PM .30 Seismic load design values Risk Category Calculations per ASCE 7-10 Risk Category of Building or Other Structure : 'II' : All Buildings and other structures except those listed as Category I, 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 USER DEFINED 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 Class, Site Coeff. and Design Category Site Classification 'D' :Shear Wave Velocity 600 to 1,200 fUsec = D ASCE 7-10 Table 20.3-1 Site Coefficients Fa & Fv Fa = 1.00 ASCE 7-10 Table 11.4-1 & 11.4-2 (using straight-line interpolation from table values) Fv = 1.50 Maximum Considered Earthquake Acceleration S MS = Fa ' Ss = 1.500 ASCE 7-10 Eq. 11.4-1 S M1 = Fv' S1 = 0.900 ASCE 7-10 Eq. 11.4-2 Design Spectral Acceleration S os S Msy3 = 1.000 ASCE 7-10 Eq. 11.4-3 S p1= S M1 2/3 = 0.600 ASCE 7-10 Eq. 11,4-4 Seismic Design Category = D ASCE 7-10 Table 11.6-1 & -2 Resisting System ASCE 7-10 Table 12.2-1 Basic Seismic Force Resisting System ... Bearing Wall Systems Light -framed walls sheathed w1wood 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 Force Procedure 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 7-1012.8 Determine Building Period Use ASCE 12.8-7 Structure Type for Building Period Calculation : All Other Structural Systems ' Ct ' value = 0.020 ' hn ' : Height from base to highest level = 29.170 It ' x ' value = 0.75 ' Ta ' Approximate fundemental period using Eq. 12.8-7 : Ta = Ct ' (hn ^ x) = 0.251 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 = 0.251 sec " Cs " Response Coefficient ASCE 7-10 Section 12.8.1.1 S 0S: Short Period Design Spectral Response = 1.000 From Eq.12.8-2, Preliminary Cs = 0.154 ' R ' : Response Modification Factor = 6.50 From Eq. 12.8-3 & 12.8-4 , Cs need not exceed = 0.368 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) = 90.01 k Seismic Base Shear V = Cs' W = 13.85 k a � 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: 1 AUG 2015, 2:06F Q1s., CSUesleeng3' 30ropboxklELRE 111 ELR-' 120151RUEPPE-18RCFar6y050-A1Ene5rcac 2950a.e6 ENERCALC,3hC. 19832015, au10:6.15$3Vee:61573DCE Selsrolo Base She �- Vertical Distnbutfon t> Seismic Forces,... 3 ASCE 7-10 Section 12.8.3 ' k ' : hx exponent based on Ta =IN Table ofbuilding Weights by Floor Level.. Level # Wi: Weight Hi : Height (Wi * Hi) A Cvx Fx=Cvx * V Sum Story Shear Sum Story Moment 2 45.41 20.12 913.65 0.6363 .8.81 8.81 0.00 1 44.60 11.71 522.27 0.3637 5.04 13.85 74.10 Sum Wi = 90.01 k Sum Wi * Hi = 1,435.92 k-it Total Base Shear = 13.85 k Base Moment = 236.3 k-ft Diaphragm FOtces : Seismic C%esgn,Cctegory "B"to aE"., , ASCE 7-10 12.10.1.1 Level # Wi Fi Sum Fi Sum Wi Fpx 2 45.41 8.81 8.81 45.41 9.08 1 44.60 5.04 13.85 90.01 8.92 Wpx ........................ Weight at level of diaphragm and other structure elements attached to it. Fi .......................... Design Lateral Force applied at the level. Sum Fi ...................... Sum of "Lat. Force" of current level plus all levels above MIN Req'd Force @ Level ........ 0.20 * S os I * Wpx MAX Req'd Force @ Level ....... 0.40 * S oS I *Wpx Fpx : Design Force @ Level ...... Wpx * SUM(x->n) Fi I SUM(x->n) wi, x = Current level, n = Top Level FI I WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN 2950-A_1.wsw Woodworks® ShearwalIs 10.31 Aug.1, 2015 14:05:51 Level 2 of2 -.�-- -- - - - ---- --._r.__ _ - - -�-- -- - -- -- - - � — 44' II t I�If F : -- € i i1 l� 1111�i91Flt[I1F - #11 1l i i[I%�I 1IFiI glossa -----I t I � } 3 , IN _ I IN £ i s €{ ... ... .... .. .. _ ... : _ ._ t 01 ..., ...,. ,... ... L. .. .... i. £ .. ._ .. l E t- _ i 61 4 E. E 13 Ila MR L i , ::. £ -_ MR A' .I €a -- —= � - -------- - — UI } E01 } I I 04' I 8' 12' 16' 20' I 36' 40' 44' t5 32 Woodwork$@ ShearwallS SOFTWARE FOR WOOD DESIGN 2950-A_1.wsw WoodWorksO Shearwalls 10.31 Aug. 1, 2015 14:05:51 Level 2 of 2 44' I i 0' 4' 8' Orange = selected wall(s) 40' MM 32' 28' 24' 20' 16' 12' --8' - - 4' 0' -4' I � I -12' i 12' 16' 20' 24' 28' 3L' 36' 40' 44' 48 WoodWorks@ Shearwalls SOFTWARE FOR WOOD DESIGN 2950-A-1.wsw Level "f 2 G Q'Orango = 1436cted walik, 12' WoodWorks@ Shearwalls 10.31 Aug. 1, 2015 14:05:51 + .---44' 20' _0 AJ2 Lo 28' 32' 3 40' (D 40' 36' 32' - --28' 24' 20' -16' 12' 8' ----4' 0, -4' -12' 4 1 4' Woodworks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorksO Shearwalls 10.31 2950-A 1.wsw Project Information COMPANY AND PROJECT INFORMATION r—company I Project ELR Engineering Plan 2950-A Lot D 1915 Dayton Ave NE BRC Family Homes Renton, WA 98056 14125 34th P1 S Tukwila, WA 98168 DESIGN SETTINGS Aug.1, 201514:39:36 Design Code Wind Standard Seismic Standard IBC 2012/AWC SDPWS 2008 ASCE 7-10 Directional (All heights) ASCE 7-10 Load Combinations Building Code Capacity Modification For Design (ASD) For Deflection (Strength) Wind Seismic 0.70 Seismic + 0.60 Dead 1.00 Seismic + 0.90 Dead 1.00 1.00 0.60 Wind + 0.60 Dead 1.00 Wind + 0.90 Dead Service Conditions and Load Duration Max Shearwall Offset [ft] Duration Temperature Moisture Content Plan Elevation Factor Range Fabrication Service (within story) (between stories) - - - - 4.00 0.96 Maximum Height -to -width Ratio Wood panels Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 3.5 - - - - - Ignore non -wood -panel shear resistance contribution... Collector forces based on... Wind Seismic Hold-downs Applied loads when comb'd w/ wood panels Always Drag struts Applied loads Shearwall Relative Rigidity: Wall capacity Design Shearwall Force/Length: Based on wall rigidity/length SITE INFORMATION Wind Seismic ASCE 7-10 Directional (All heights) ASCE 7-10 12.8 Equivalent Lateral Force Procedure Design Wind Speed 110mph Risk Category Category II - All others Exposure Exposure B Structure Type Irregular (Horz or in -plane v.) Enclosure Enclosed Building System Bearing Wall Min Wind Loads: Walls 16 psf Design Category D Roofs 8 psf Site Class D Topographic Information [ft] Spectral Response Acceleration Shape Height Length S1:0.600g Ss:1.500g - - - Fundamental Period E-W N-S Site Location: - T Used ApproximateTa 0.178s 0.178s 0.178s 0.178s Elev: 495ft Avg Air density: 0.0754 lb/cu ft Rigid building - Static analysis Maximum T 0.250s 0.250s Case 2 E-W loads N-S loads Response Factor R 6.50 6.50 Eccentricity (%) 15 15 Fa: 1 . 00 Fv: 1 . 50 Loaded at 75 0 Woodworks@ Shearwalls 2950-A 1.wsw Aug. 1, 201514:39:36 Structural Data STORY INFORMATION Story Elev rfti Floor/Ceiling Depth in Wall Height ft Ceiling 20.12 4.0 Level 11.71 12.0 8.08 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 24/16 0.438 3 Horz 83500 8d Nail N 3 12 Y 1,2,3 2 Ext Struct Sh OSB 24/16 0.438 3 Horz 83500 8d Nail N 6 12 Y 1,3 3 Ext Struct Sh OSB 24/16 0.438 3 Horz 83500 8d Nail N 3 12 Y 1,2,3 4 Ext Struct Sh OSB 24/16 0.438 3 Horz 83500 8d Nail N 4 12 Y 1,2,3 5 Ext Struct Sh OSB 24/16 0.438 3 Horz 835001 8d Nail N 6 12 N 1 1,3 Legena: 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 Ibrn. 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 forgypsum sheathing; Box - box nail; Casing - casing nail; Roof - roofing nail; Screw - drywall screw Size - Common, box, and casing nails: refer to SDPWS Table Al (casing sizes = box sizes). Gauges: 11 ga = 0.120"x 1-314" (gypsum sheathing, 25/32" fiberboard ), 1-112" (lath & plaster, 1/2" fiberboard); 13 ga plasterboard = 0.92"x 1- 1/8" Cooler or gypsum wallboard nail: 5d =. 086" x 1-518'; 6d =. 092" x 1-718", 8d = .113"x 2-318"; 618d = 6d base ply, 8d face ply for 2-ply GWB. Drywall screws: No. 6, 1-114"long. 518" 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 Grp Species Grade b in d in Spcg in SG E pSiA6 Standard Wall 1 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 Std. wall 5 2 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 Std. wall 1 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 9 4 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 Std. wall 2 5 Hem -Fir Stud 1.50 5.50 16 1 0.43 1.20 w6A Legena: 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 2950-A 1.wsw Aug.1, 201514:39:36 I Design Summary SHEARWALL DESIGN Wind Shear Loads, Flexible Diaphragm All shearwalls have sufficient design capacity Wind Shear Loads, Rigid Diaphragm All shearwalls have sufficient design capacity 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 2950-A 1.wsw Aug. 1, 201514:39:36 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 V Ibs vmax IF Int Ext Co C Total V Obs] Res . Line 1 Level 2 Lnl, Lev2 5 S->N .60 1549 39.7 39.7 203 1.00 S 203 7921 0.20 5 N->S .60 1673 42.9 42.9 203 1.00 S 203 7921 0.21 Level 1 Lnl, Levl 2 S->N 1.0 3257 88.0 88.0 339 1.00 S 339 12525 0.26 2 N->S 1.0 3718 100.5 100.5 339 1.00 S 339 12525 0.30 Line 6 Level 2 Ln6, Lev2 5 S->N .60 1799 59.0 59.0 203 1.00 S 203 6195 0.29 5 N->S .60 1831 60.0 60.0 203 1.00 S 203 6195 0.30 Level 1 Ln6, Levl 2 S->N 1.0 3366 105.2 105.2 339 1.00 S 339 10833 0.31 2 N->S 1.0 3571 111.6 111.6 339 1.00 S 339 10833 0.33 E-W W For H/W-Cub ASD Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Int . Ext Vfibs] vmax IF Int Ext Co C Total V Ibs Res . Line A Level 2 LnA, Lev2 2 W->E 1.0 308 51.4 51.4 339 1.00 S 339 2031 0.15 2 E->W 1.0 322 53.7 53.7 339 1.00 S 339 2031 0.16 Level 1 LnA, Levl 1 W->E 1.0 1.0 3332 - 341.6 638 638 1.00 A 1276 12445 0.27 1 E->W 1.0 1.0 3384 - 346.9 638 638 1.00 A 1276 12445 0.27 Wall A-1 1 W->E 1.0 1.0 2051 341.6 341.6 638 638 1.00 1276 4789 0.27 1 E->W 1.0 1.0 2083 346.9 346.9 638 638 1.00 1276 4789 0.27 Wall A-3 1 W->E 1.0 1.0 2050 341.6 341.6 638 638 1.00 1276 7656 0.27 1 E->W 1.0 1.0 2082 346.9 346.9 638 638 1.00 1276 7656 0.27 Line B Level 2 LnB, Lev2 3 W->E 1.0 2076 254.2 254.2 638 1.00 S 638 5210 0.40 3 E->W 1.0 2090 256.0 256.0 638 1.00 S 638 5210 0.40 Line E Level 1 LnE, Levl 2 W->E 1.0 2366 151.0 151.0 339 1.00 S 339 5303 0.45 2 E->W 1.0 2370 151.3 131.3 339 1.00 S 339 5303 0.45 Line H Level 2 LnH, Lev2 2 Both 1.0 1767 78.0 78.0 339 1.00 S 339 7673 0.23 Level 1 LnH, Levl 4 Both 1.0 2749 117.8 117.8 495 1.00 S 495 11544 0.24 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. "A" 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 SD PW S 4.3.6.4.2,4. Woodworks® Shearwalls 2950-A 1.wsw Aug. 1, 201514:39:36 HOLD-DOWN DESIGN ( flexible wind design) 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 2.00 -0.87 1 843 3619 V Elem 2.00 2.13 1 323 2805 Refer to upper level 1-1 L Op 1 2.00 26.71 1 963 4404 1-1 R Op 1 2.00 31.96 1 822 614 207 2x sill 1525 0.14 1-1 R End 2.00 40.88 1 1287 5895 Line 6 V Elem 44.00 -0.87 1 484 4698 Refer to upper level 6-1 L Op 3 44.00 0.88 1 167 6-1 R Op 1 44.00 3.13 1 993 1241 6-1 L Op 2 44.00 9.38 1 1054 666 387 2x sill 1525 0.25 6-1 R Op 2 44.00 11.63 1 1023 1427 V Elem 44.00 14.38 1 493 3052 Refer to upper level 6-1 L Op 3 44.00 15.13 1 1086 1236 6-1 R Op 3 44.00 19.38 1 966 1072 V Elem 44.00 19.63 1 485 1492 Refer to upper level V Elem 44.00 34.38 1 493 1516 Refer to upper level V Elem 44.00 40.12 290 Refer to upper level 6-1 R End 44.00 40.88 1 1025 2450 Line A A-1 L End 2.13 -1.00 1 90 A-1 L Op 1 4.13 -1.00 1 667 A-1 R Op 1 18.79 -1.00 1 3323 2585 738 STHD14/14R 3500 0.21 A-1 R End 22.30 -1.00 1 3375 2012 1363 STHD14/14R 3500 0.39 A-2 L End 22.63 -3.00 296 A-2 L Op 1 24.88 -3.00 591 A-2 R Op 1 30.79 -3.00 602 A-2 R End 33.04 -3.00 324 A-3 L End 33.29 -1.00 1 4161 3566 594 STHD14/14R 3500 0.17 A-3 L Op 1 36.04 -1.00 1 4249 3346 903 STHD14/14R 3500 0.26 A-3 R Op 1 41.13 -1.00 1 3904 2873 1032 STHD14/14R 3500 0.29 A-3 R End 43.88 -1.00 1 3981 2689 1292 STHD14/14R 3500 0.37 Line B V Elem 2.13 2.00 1 2191 515 1676 Refer to upper level V Elem 5.88 2.00 1 2206 1159 1047 Refer to upper level V Elem 11.13 2.00 1 2185 1181 1005 Refer to upper level V Elem 15.04 2.00 1 2200 1181 1020 Refer to upper level V Elem 20.29 2.00 934 Refer to upper level V Elem 22.30 2.00 301 Refer to upper level V Elem 22.55 2.00 1 89 Refer to upper level V Elem 25.63 2.00 1 79 Refer to upper level Line E E-1 L End 2.13 21.17 1 1393 1393 2x sill 1525 0.91 E-1 R End 17.54 21.17 1 1396 1396 2x sill 1525 0.92 Line H H-1 L End 2.13 41.00 1 1824 2447 H-1 L Op 1 5.38 41.00 1 1698 1506 192 2x sill 1525 0.13 H-1 R Op 1 7.63 41.00 1 970 788 182 STHD14/14R 3500 0.05 V Elem 11.13 41.00 1 652 1588 Refer to upper level H-1 L Op 2 17.96 41.00 1 1642 4013 H-1 R Op 2 30.88 41.00 1 1658 3522 H-1 L Op 3 36.21 41.00 1 1194 818 376 STHD14/14R 3500 0.11 H-1 R Op 3 40.46 41.00 1 578 2180 V Elem 43.13 41.00 1 515 Refer to upper level H-1 R End 43.88 41.00 1 1148 2160 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 2.00 2.13 1 323 2805 1-1 R End 2.00 40.88 1 349 3677 Line 6 6-1 L End 44.00 -0.87 1 484 2755 6-1 L Op 1 44.00 14.38 1 493 3052 6-1 R Op 1 44.00 19.63 1 485 1492 6-1 L Op 2 44.00 34.38 1 493 1516 6-1 R Op 2 44.00 40.12 290 6-1 R End 44.00 40.88 1545 Line A A-1 L End 22.63 -3.00 1 93 Woodworks® Shearwans 2950-A 1.wsw Aug. 1, 201514:39:36 HOLD-DOWN DESIGN ( flexible wind design, continued) A-1 L Op 1 26.21 -3.00 166 A-1 R Op 1 29.46 -3.00 166 A-1 R End 33.04 -3.00 93 A-2 L End 33.29 -1.00 1 777 134 643 CS14-(30)1 2490 0.26 A-2 L Op 1 36.04 -1.00 1 812 350 462 CS14-(30)1 2490 0.19 A-2 R Op 1 41.13 -1.00 1 520 350 171 CS14-(30)1 2490 0.07 A-2 R End 43.88 -1.00 1 544 134 410 CS14-(30)1 2490 0.16 Line B B-1 L End 2.13 2.00 1 2191 515 1676 MSTC48B3-( 3420 0.49 B-1 L Op 1 5.88 2.00 1 2206 1159 1047 MSTC48B3-( 3420 0.31 B-1 R Op 1 11.13 2.00 1 2185 1181 1005 MSTC48B3-( 3420 0.29 B-1 L Op 2 15.04 2.00 1 2200 1181 1020 MSTC48B3-( 3420 0.30 B-1 R Op 2 20.29 2.00 934 B-1 R End 22.30 2.00 301 B-3 L End 22.55 2.00 1 89 B-3 R End 25.63 2.00 1 79 Line H H-1 L End 2.13 41.00 1 672 515 157 2x sill 1525 0.10 H-1 L Op 1 5.88 41.00 1 672 1159 H-1 R Op 1 11.13 41.00 1 652 1588 H-1 L Op 2 18.21 41.00 1 652 2275 H-1 R Op 2 28.79 41.00 1 644 2790 H-1 L Op 3 39.88 41.00 1 644 1846 H-1 R Op 3 43.13 41.00 1 515 H-1 R End 43.88 41.00 1 129 Legena: 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 Load Case - Results are for critical load case: ASCE 7 All Heights: Case 1 or 2 from Fig. 27.4-8 ASCE 7 Low-rise: Windward corner(s) and Case A or B from Fig. 28.4-1 ASCE 7 Minimum loads (27.1.5128.4.4) 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 SDP WS 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: CS14-(30)1 Od for studs with thickness > 0'-1.5" and depth > 0'-3.5" : 2x4 framing Refer to Shear Results table for perforation factors Co. s 1NoodWorks@ Shearwalls 2950-A 1.wsw Aug. 1, 201514:39:36 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 1 1-1 Left Opening 1 2.00 26.83 1 292 333 1-1 Right Opening 1 2.00 31.83 1 96 110 Line 6 6-1 Right Opening 1 44.00 3.00 1 321 340 6-1 Left Opening 2 44.00 9.50 1 158 167 6-1 Right Opening 2 44.00 11.50 1 318 337 6-1 Left Opening 3 44.00 15.25 1 224 238 6-1 Right Opening 3 44.00 19.25 1 545 578 Line A A-1 Right Opening 1 18.67 -1.00 1 1322 1343 A-1 Right Wall End 22.42 -1.00 1 338 343 A-3 Left Wall End 33.17 -1.00 1 1190 1209 A-3 Left Opening 1 36.17 -1.00 1 403 410 A-3 Right Opening 1 41.00 -1.00 1 787 799 Line E E-1 Right Wall End 17.67 21.17 1 1483 1486 Line H H-1 Left Opening 1 5.50 41.00 1 183 183 H-1 Right Opening 1 7.50 41.00 1 52 52 H-1 Left Opening 2 18.08 41.00 1 607 607 H-1 Right Opening 2 30.75 41.00 1 223 223 H-1 Left Opening 3 36.33 41.00 1 70 70 H-1 Right Opening 3 40.33 41.00 1 192 192 Level 2 Drag Strut Line- Position on Wall Location [ft] Load Force [Ibs] Wall or Opening X Y Case ---> <--- Line 6 6-1 Left Opening 1 44.00 14.50 1 250 255 6-1 Right Opening 1 44.00 19.50 1 36 37 6-1 Left Opening 2 44.00 34.50 1 278 283 Line A A-2 Left Wall End 33.17 -1.00 1 153 160 A-2 Left Opening 1 36.17 -1.00 1 42 44 A-2 Right Opening 1 41.00 -1.00 1 ill 116 Line B B-1 Left Opening 1 6.00 2.00 1 819 825 B-1 Right Opening 1 11.00 2.00 1 572 576 B-1 Left Opening 2 15.17 2.00 1 1425 1435 Line H H-1 Left Opening 1 6.00 41.00 1 144 144 H-1 Right Opening 1 11.00 41.00 1 67 67 H-1 Left Opening 2 18.33 41.00 1 196 196 H-1 Right Opening 2 28.67 41.00 1 238 238 H-1 Left Opening 3 40.00 41.00 1 168 168 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 I 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 <- Due to shearline force in the east -to -west or north -to -south direction Woodworks® Shearwalls 2950-A 1.wsw Aug. 1, 201514:39:36 Rigid Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS N-S W For HAU-Cub ASD Shear Force [plf] Allowable Shear [plf] Crit. Shearlines 2p Dir Int Ext V Ibs vmax v Int Ext Co C Total V Obsl Reap. Line 1 Level 2 Lnl, Lev2 5 S->N .60 1711 43.9 43.9 203 1.00 S 203 7921 0.22 5 N->S .60 1817 46.6 46.6 203 1.00 S 203 7921 0.23 Level 1 Lnl, Levl 2 S->N 1.0 3407 92.1 92.1 339 1.00 S 339 12525 0.27 2 N->S 1.0 3815 103.1 103.1 339 1.00 S 339 12525 0.30 Line 6 Level 2 Ln6, Lev2 5 S->N .60 1637 53.7 53.7 203 1.00 S 203 6195 0.26 5 N->S .60 1687 55.3 55.3 203 1.00 S 203 6195 0.27 Level 1 Ln6, Levl 2 S->N 1.0 3216 100.5 100.5 339 1.00 S 339 10833 0.30 2 N->S 1.0 3474 108.6 108.6 339 1.00 S 339 10833 0.32 E-W W For H/W-Cub ASD Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V Mal vmax v Int Ext Co C Total V [lbsl Res . Line A Level 2 LnA, Lev2 2 W->E 1.0 618 103.1 103.1 339 1.00 S 339 2031 0.30 2 E->W 1.0 624 104.1 104.1 339 1.00 S 339 2031 0.31 Level 1 LnA, Levl 1 W->E 1.0 1.0 3661 - 375.3 638 638 1.00 A 1276 12445 0.29 1 E->W 1.0 1.0 3698 - 379.1 638 638 1.00 A 1276 12445 0.30 Wall A-1 1 W->E 1.0 1.0 2253 375.3 375.3 638 638 1.00 1276 4789 0.29 1 E->W 1.0 1.0 2276 379.1 379.1 638 638 1.00 1276 4789 0.30 Wall A-3 1 W->E 1.0 1.0 2252 375.3 375.3 638 638 1.00 1276 7656 0.29 1 E->W 1.0 1.0 2275 379.1 379.1 638 638 1.00 1276 7656 0.30 Line B Level 2 LnB, Lev2 3 W->E 1.0 1568 192.0 192.0 638 1.00 S 638 5210 0.30 3 E->W 1.0 1583 193.9 193.9 638 1.00 S 638 5210 0.30 Line E Level 1 LnE, Levl 2 W->E 1.0 1527 97.5 97.5 339 1.00 S 339 5303 0.29 2 E->W 1.0 1537 98.1 98.1 339 1.00 S 339 5303 0.29 Line H Level 2 LnH, Lev2 2 W->E 1.0 1965 86.7 86.7 339 1.00 S 339 7673 0.26 2 E->W 1.0 1972 87.0 87.0 339 1.00 S 339 7673 0.26 Level 1 LnH, Levl 4 W->E 1.0 3259 139.7 139.7 495 1.00 S 495 11544 0.28 4 E->W 1.0 3269 140.1 140.1 495 1.00 S 495 11544 0.28 Legena: 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 = vlTotal = 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 2950-A 1.wsw Aug. 1, 201514:39:36 HOLD-DOWN DESIGN ( rigid wind design) 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 2.00 -0.87 1 882 3619 V Elem 2.00 2.13 1 357 2805 Refer to upper level 1-1 L Op 1 2.00 26.71 1 988 4404 1-1 R Op 1 2.00 31.96 1 859 614 245 2x sill 1525 0.16 1-1 R End 2.00 40.88 1 1341 5895 Line 6 V Elem 44.00 -0.87 1 441 4698 6-1 L Op 3 44.00 0.88 167 6-1 R Op 1 44.00 3.13 1 949 1241 6-1 L Op 2 44.00 9.38 1 1025 666 359 2x sill 1525 0.24 6-1 R Op 2 44.00 11.63 1 978 1427 V Elem 44.00 14.38 1 454 3052 Refer to upper level 6-1 L Op 3 44.00 15.13 1 1056 1236 6-1 R Op 3 44.00 19.38 1 923 1072 V Elem 44.00 19.63 1 441 1492 Refer to upper level V Elem 44.00 34.38 1 454 1516 Refer to upper level V Elem 44.00 40.12 290 Refer to upper level 6-1 R End 44.00 40.88 1 997 2450 Line A A-1 L End 2.13 -1.00 90 A-1 L Op 1 4.13 -1.00 667 A-1 R Op 1 18.79 -1.00 1 3651 2585 1066 STHD14/14R 3500 0.30 A-1 R End 22.30 -1.00 1 3688 2012 1676 STHD14/14R 3500 0.48 A-2 L End 22.63 -3.00 296 A-2 L Op 1 24.88 -3.00 591 A-2 R Op 1 30.79 -3.00 602 A-2 R End 33.04 -3.00 324 A-3 L End 33.29 -1.00 1 5277 3566 1711 STHD14/14R 3500 0.49 A-3 L Op 1 36.04 -1.00 1 5330 3346 1984 STHD14/14R 3500 0.57 A-3 R Op 1 41.13 -1.00 1 4763 2873 1890 STHD14/14R 3500 0.54 A-3 R End 43.88 -1.00 1 4810 2689 2121 STHD14/14R 3500 0.61 Line B V Elem 2.13 2.00 1 1655 515 1140 Refer to upper level V Elem 5.88 2.00 1 1671 1159 512 Refer to upper level V Elem 11.13 2.00 1 1651 1181 470 Refer to upper level V Elem 15.04 2.00 1 1666 1181 486 Refer to upper level V Elem 20.29 2.00 934 Refer to upper level V Elem 22.30 2.00 301 Refer to upper level V Elem 22.55 2.00 89 Refer to upper level V Elem 25.63 2.00 79 Refer to upper level Line E E-1 L End 2.13 21.17 1 899 899 2x sill 1525 0.59 E-1 R End 17.54 21.17 1 905 905 2x sill 1525 0.59 Line H H-1 L End 2.13 41.00 1 2113 2447 H-1 L Op 1 5.38 41.00 1 1979 1506 473 2x sill 1525 0.31 H-1 R Op 1 7.63 41.00 1 1159 788 371 STHD14/14R 3500 0.11 V Elem 11.13 41.00 1 725 1588 Refer to upper level H-1 L Op 2 17.96 41.00 1 1912 4013 H-1 R Op 2 30.88 41.00 1 1926 3522 H-1 L Op 3 36.21 41.00 1 1414 818 596 STHD14/14R 3500 0.17 H-1 R Op 3 40.46 41.00 1 727 2180 V Elem 43.13 41.00 515 Refer to upper level H-1 R End 43.88 41.00 1 1365 2160 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 2.00 2.13 1 357 2805 1-1 R End 2.00 40.88 1 379 3677 Line 6 6-1 L End 44.00 -0.87 1 441 2755 6-1 L Op 1 44.00 14.38 1 454 3052 6-1 R Op 1 44.00 19.63 1 441 1492 6-1 L Op 2 44.00 34.38 1 454 1516 6-1 R Op 2 44.00 40.12 290 6-1 R End 44.00 40.88 1545 Line A A-1 L End 22.63 -3.00 93 WoodWorks® Shearwalls 2950-A 1.wsw Aug. 1, 201514:39:36 HOLD-DOWN DESIGN ( rigid wind design, continued) A-1 L Op 1 26.21 -3.00 166 A-1 R Op 1 29.46 -3.00 166 A-1 R End 33.04 -3.00 93 A-2 L End 33.29 -1.00 1 1559 134 1425 CS14-(30)1 2490 0.57 A-2 L Op 1 36.04 -1.00 1 1575 350 1225 CS14-(30)1 2490 0.49 A-2 R Op 1 41.13 -1.00 1 1045 350 695 CS14-(30)1 2490 0.28 A-2 R End 43.88 -1.00 1 1055 134 921 CS14-(30)1 2490 0.37 Line B B-1 L End 2.13 2.00 1 1655 515 1140 MSTC48B3-( 3420 0.33 B-1 L Op 1 5.88 2.00 1 1671 1159 512 MSTC48B3-( 3420 0.15 B-1 R Op 1 11.13 2.00 1 1651 1181 470 MSTC48B3-( 3420 0.14 B-1 L Op 2 15.04 2.00 1 1666 1181 486 MSTC48B3-( 3420 0.14 B-1 R Op 2 20.29 2.00 934 B-1 R End 22.30 2.00 301 B-3 L End 22.55 2.00 89 B-3 R End 25.63 2.00 79 Line H H-1 L End 2.13 41.00 1 747 515 232 2x sill 1525 0.15 H-1 L Op 1 5.88 41.00 1 750 1159 H-1 R Op 1 11.13 41.00 1 725 1588 H-1 L Op 2 18.21 41.00 1 728 2275 H-1 R Op 2 28.79 41.00 1 716 2790 H-1 L Op 3 39.88 41.00 1 719 1846 H-1 R Op 3 43.13 41.00 515 H-1 R End 43.88 41.00 129 Legend: Line -Wall: At wall or opening - Shearline and wall number At vertical element - Shearline Posit n - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All Heights: Case 1 or 2 from Fig. 27.4-8 ASCE 7 Low-rise: Windward corner(s) and Case A or B from Fig. 28.4-1 ASCE 7 Minimum loads (27.1.5 / 28.4.4) Hold-down Forces: Shear- Wind shear overturning component, based on shearline force, 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: CS14-(30)10d for studs with thickness > 0'-1.5" and depth > 0'-3.5" : 2x4 framing Refer to Shear Results table for perforation factors Co. 10 Woodworks® Shearwalls 2950-A 1.wsw Aug. 1, 201514:39:36 DRAG STRUT FORCES ( rigid wind design) Level 1 Drag Strut Line- Position on Wall Location [ft] Load Force [Ibs] Wall or Openina X Y Case ---> <--- Line 1 1-1 Left Opening 1 2.00 26.83 1 305 342 1-1 Right Opening 1 2.00 31.83 1 100 113 Line 6 6-1 Right Opening 1 44.00 3.00 1 306 331 6-1 Left Opening 2 44.00 9.50 1 151 163 6-1 Right Opening 2 44.00 11.50 1 304 328 6-1 Left Opening 3 44.00 15.25 1 214 231 6-1 Right Opening 3 44.00 19.25 1 520 562 Line A A-1 Right Opening 1 18.67 -1.00 1 1453 1467 A-1 Right Wall End 22.42 -1.00 1 371 375 A-3 Left Wall End 33.17 -1.00 1 1308 1321 A-3 Left Opening 1 36.17 -1.00 1 443 448 A-3 Right Opening 1 41.00 -1.00 1 865 873 Line E E-1 Right Wall End 17.67 21.17 1 957 963 Line H H-1 Left Opening 1 5.50 41.00 1 217 218 H-1 Right Opening 1 7.50 41.00 1 62 62 H-1 Left Opening 2 18.08 41.00 1 719 721 H-1 Right Opening 2 30.75 41.00 1 264 265 H-1 Left Opening 3 36.33 41.00 1 83 83 H-1 Right Opening 3 40.33 41.00 1 228 228 Level 2 Drag Strut Line- Position on Wall Location [ft] Load Force [Ibs] Wall or Opening X Y Case ---> <--- Line 6 6-1 Left Opening 1 44.00 14.50 1 228 235 6-1 Right Opening 1 44.00 19.50 1 33 34 6-1 Left Opening 2 44.00 34.50 1 253 261 Line A A-2 Left Wall End 33.17 -1.00 1 307 310 A-2 Left Opening 1 36.17 -1.00 1 84 85 A-2 Right Opening 1 41.00 -1.00 1 223 225 Line B B-1 Left Opening 1 6.00 2.00 1 619 625 B-1 Right Opening 1 11.00 2.00 1 432 436 B-1 Left Opening 2 15.17 2.00 1 1077 1087 Line H H-1 Left Opening 1 6.00 41.00 1 160 160 H-1 Right Opening 1 11.00 41.00 1 74 75 H-1 Left Opening 2 18.33 41.00 1 218 219 H-1 Right Opening 2 2B.67 41.00 1 265 266 H-1 Left Opening 3 40.00 41.00 1 187 188 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 f 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 <- Due to shearline force in the east -to -west or north -to -south direction 11 Woodworks@ Shearwalls 2950-A 1.wsw Aug. 1, 201514:39:36 SHEAR RESULTS ( flexible seismic design) N-S W For H/W-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 1 Level 2 Ln1, Lev2 5 Both .60 3009 77.2 77.2 145 1.00 S 145 5658 0.53 Level 1 Lnl, lievl 2 Both 1.0 4731 127.9 127.9 242 1.00 S 242 8947 0.53 Line 6 Level 2 Ln6, Lev2 5^ Both .60 3304 108.3 108.3 145 1.00 S 145 4425 0.75 Level 1 Ln6, Levl 2 Both 1.0 4963 155.1 155.1 242 1.00 S 242 7738 0.64 E-W W For H/W-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 2 LnA, Lev2 2 Both .74 698 116.4 116.4 ISO 1.00 S 180 1077 0.65 Level 1 LnA, Levl 1^ Both .66 .66 4174 - 427.9 301 301 1.00 A 602 5874 0.71 Wall A-1 1^ Both .83 .83 2569 427.9 427.9 377 377 1.00 753 2828 0.57 Wall A-3 1^ Both .66 .66 2567 427.9 427.9 301 301 1.00 602 3613 0.71 Line B Level 2 LnB, Lev2 3^ Both .99 2764 338.4 336.4 451 1.00 S 451 3685 0.75 Line E Level 1 LnE, Levl 2 Both 1.0 1661 106.0 106.0 242 1.00 S 242 3788 0.44 Line H Level 2 LnH, Lev2 2 Both .99 2852 125.8 125.8 239 1.00 S 239 5427 0.53 Level 1 LnH, Lev1 4 Both .77 3859 165.4 165.4 272 1.00 S 272 6357 0.61 Legena: 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-lo-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. 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. 13 Woodworks@ Shearwalls 2950-A 1.wsw Aug. 1, 201514:39:36 HOLD-DOWN DESIGN ( flexible seismic design) Level 1 Tensile ASD Line- Location [ft] Holddown Force [Ibs] Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down Ibs Res . Line 1 1-1 L End 2.00 -0.87 1225 3619 V Elem 2.00 2.13 627 2805 Refer to upper level 1-1 L Op 1 2.00 26.71 1225 4404 1-1 R Op 1 2.00 31.96 1193 614 143 723 2x sill 1525 0.47 1-1 R End 2.00 40.88 1821 5895 Line 6 V Elem 44.00 -0.87 890 4698 Refer to upper level 6-1 L Op 3 44.00 0.88 167 6-1 R Op 1 44.00 3.13 1464 1241 290 513 2x sill 1525 0.34 6-1 L Op 2 44.00 9.38 1464 666 155 954 2x sill 1525 0.63 6-1 R Op 2 44.00 11.63 1509 1427 333 415 2x sill 1525 0.27 V Elem 44.00 14.38 890 3052 Refer to upper level 6-1 L Op 3 44.00 15.13 1509 1236 288 562 2x sill 1525 0.37 6-1 R Op 3 44.00 19.38 1425 1072 250 602 2x sill 1525 0.39 V Elem 44.00 19.63 890 1492 Refer to upper level V Elem 44.00 34.38 890 1516 Refer to upper level V Elem 44.00 40.12 290 Refer to upper level 6-1 R End 44.00 40.88 1425 2450 Line A A-1 L End 2.13 -1.00 90 A-1 L Op 1 4.13 -1.00 667 A-1 R Op 1 18.79 -1.00 4163 2585 603 2181 STHD14/14R 3500 0.62 A-1 R End 22.30 -1.00 4163 2012 469 2620 STHD14/14R 3500 0.75 A-2 L End 22.63 -3.00 296 A-2 L Op 1 24.88 -3.00 591 A-2 R Op 1 30.79 -3.00 602 A-2 R End 33.04 -3.00 324 A-3 L End 33.29 -1.00 5999 3566 832 3265 STHD14/14R 3500 0.93 A-3 L Op 1 36.04 -1.00 5999 3346 781 3434 STHD14/14R 3500 0.98 A-3 R Op 1 41.13 -1.00 5418 2873 670 3216 STHD14/14R 3500 0.92 A-3 R End 43.88 -1.00 5418 2689 627 3356 STHD14/14R 3500 0.96 Line B V Elem 2.13 2.00 2916 515 120 2522 Refer to upper level V Elem 5.88 2.00 2916 1159 270 2028 Refer to upper level V Elem 11.13 2.00 2909 1181 275 2004 Refer to upper level V Elem 15.04 2.00 2909 1181 275 2004 Refer to upper level V Elem 20.29 2.00 934 Refer to upper level V Elem 22.30 2.00 301 Refer to upper level V Elem 22.55 2.00 89 Refer to upper level V Elem 25.63 2.00 79 Refer to upper level Line E E-1 L End 2.13 21.17 978 978 2x sill 1525 0.64 E-1 R End 17.54 21.17 978 978 2x sill 1525 0.64 Line H H-1 L End 2.13 41.00 2702 2447 571 825 2x sill 1525 0.54 H-1 L Op 1 5.38 41.00 2498 1506 351 1343 2x sill 1525 0.88 H-1 R Op 1 7.63 41.00 1335 788 184 731 STHD14/14R 3500 0.21 V Elem 11.13 41.00 1052 1588 Refer to upper level H-1 L Op 2 17.96 41.00 2420 4013 H-1 R Op 2 30.88 41.00 2441 3522 H-1 L Op 3 36.21 41.00 1691 818 191 1065 STHD14/14R 3500 0.30 H-1 R Op 3 40.46 41.00 691 2180 V Elem 43.13 41.00 515 Refer to upper level H-1 R End 43.88 41.00 1612 2160 Level 2 Tensile ASD Line- Location [ft] Holddown Force [Ibs] Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down Ibs Res . Line 1 1-1 L End 2.00 2.13 627 2805 1-1 R End 2.00 40.88 627 3677 Line 6 6-1 L End 44.00 -0.87 890 2755 6-1 L Op 1 44.00 14.38 890 3052 6-1 R Op 1 44.00 19.63 890 1492 6-1 L Op 2 44.00 34.38 890 1516 6-1 R Op 2 44.00 40.12 290 6-1 R End 44.00 40.88 1545 Line A A-1 L End 22.63 -3.00 1 93 14 Woodworks® Shearwalls 2950-A 1.wsw Aug. 1, 201514:39:36 HOLD-DOWN DESIGN ( flexible seismic design, continued) A-1 L Op 1 26.21 -3.00 166 A-1 R Op 1 29.46 -3.00 166 A-1 R End 33.04 -3.00 93 A-2 L End 33.29 -1.00 1760 134 31 1658 CS14-(30)1 2490 0.67 A-2 L Op 1 36.04 -1.00 1760 350 82 1492 CS14-(30)1 2490 0.60 A-2 R Op 1 41.13 -1.00 1179 350 82 911 CS14-(30)1 2490 0.37 A-2 R End 43.88 -1.00 1179 134 31 1077 CS14-(30)1 2490 0.43 Line B B-1 L End 2.13 2.00 2916 515 120 2522 MSTC48B3-( 3420 0.74 B-1 L Op 1 5.88 2.00 2916 1159 270 2028 MSTC48B3-( 3420 0.59 B-1 R Op 1 11.13 2.00 2909 1181 275 2004 MSTC48B3-( 3420 0.59 B-1 L Op 2 15.04 2.00 2909 1181 275 2004 MSTC48B3-( 3420 0.59 B-1 R Op 2 20.29 2.00 934 B-1 R End 22.30 2.00 301 B-3 L End 22.55 2.00 89 B-3 R End 25.63 2.00 79 Line H H-1 L End 2.13 41.00 1084 515 120 689 2x sill 1525 0.45 H-1 L Op 1 5.88 41.00 1084 1159 270 196 2x sill 1525 0.13 H-1 R Op 1 11.13 41.00 1052 1588 H-1 L Op 2 18.21 41.00 1052 2275 H-1 R Op 2 28.79 41.00 1039 2790 H-1 L Op 3 39.88 41.00 1039 1846 H-1 R Op 3 43.13 41.00 515 H-1 R End 43.88 41.00 129 Legend: Line -Wall: At wall or opening - Shearline and wall number At vertical element - Shearline Posit n - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Hold-down Forces: Shear - Seismic shear overturning component, factored for ASD by 0.7, 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: CS14-(30)10d for studs with thickness > 0'-1.5" and depth > 0'-3.5" : 2x4 framing 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. 15 Woodworks® Shearwans 2950-A 1.wsw Aug. 1, 201514:39:36 DRAG STRUT FORCES ( flexible seismic design) Level 1 Drag Strut Line- Position on Wall Location [ft] Force [Ibs] Wall or Opening X Y ---> <--- Line 1 1-1 Left Opening 1 2.00 26.83 424 424 1-1 Right Opening 1 2.00 31.83 140 140 Line 6 6-1 Right Opening 1 44.00 3.00 473 473 6-1 Left Opening 2 44.00 9.50 233 233 6-1 Right Opening 2 44.00 11.50 469 469 6-1 Left Opening 3 44.00 15.25 330 330 6-1 Right Opening 3 44.00 19.25 803 803 Line A A-1 Right Opening 1 18.67 -1.00 1656 1656 A-1 Right Wall End 22.42 -1.00 423 423 A-3 Left Wall End 33.17 -1.00 1491 1491 A-3 Left Opening 1 36.17 -1.00 505 505 A-3 Right Opening 1 41.00 -1.00 986 986 Line E E-1 Right Wall End 17.67 21.17 1042 1042 Line H H-1 Left Opening 1 5.50 41.00 257 257 H-1 Right Opening 1 7.50 41.00 74 74 H-1 Left Opening 2 18.08 41.00 852 852 H-1 Right Opening 2 30.75 41.00 312 312 H-1 Left Opening 3 36.33 41.00 98 98 H-1 Right Opening 3 40.33 41.00 270 270 Level 2 Drag Strut Line- Position on Wall Location [ft] Force [Ibs] Wall or Opening X Y ---> <--- Line 6 6-1 Left Opening 1 44.00 14.50 579 579 6-1 Right Opening 1 44.00 19.50 84 84 6-1 Left Opening 2 44.00 34.50 644 644 Line A A-2 Left Wall End 33.17 -1.00 346 346 A-2 Left Opening 1 36.17 -1.00 95 95 A-2 Right Opening 1 41.00 -1.00 252 252 Line B B-1 Left Opening 1 6.00 2.00 1090 1090 B-1 Right Opening 1 11.00 2.00 761 761 B-1 Left Opening 2 15.17 2.00 1897 1897 Line H H-1 Left Opening 1 6.00 41.00 232 232 H-1 Right Opening 1 11.00 41.00 108 108 H-1 Left Opening 2 18.33 41.00 317 317 H-1 Right Opening 2 28.67 41.00 385 385 H-1 Left Opening 3 40.00 41.00 272 272 Legend: Line -Wall - Sheadine and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force derived from the greater of., Diaphragm force Fpx from Eqn. 12.10-1 plus 25% irregularity increase (12.3.3.4) Storey force Vx from Eqn 12.8-13 Includes perforation factor Co and redundancy factor rho. -> Due to shearline force in the west -to -east or south -to -north direction <- Due to shearline force in the east -to -west or north -to -south direction 16 Woodworks@ Shearwalls 2950-A 1.wsw Aug. 1, 201514:139:36 SHEAR RESULTS( hold seismic design) N-S W For H/W-Cub ASD Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V Obs] vmax v Int Ext Co C Total V Ibs Res . Line 1 Level 2 Lnl, Lev2 5 Both .60 3443 88.3 88.3 145 1.00 S 145 5658 0.61 Level 1 Lnl, Levl 2 Both 1.0 5430 146.7 146.7 242 1.00 S 242 8947 0.61 Line 6 Level 2 Ln6, Lev2 5 Both .60 3229 105.9 105.9 145 1.00 S 145 4425 0.73 Level 1 Ln6, Levl 2 Both 1.0 4808 150.2 150.2 242 1.00 S 242 7738 0.62 E-W W For H/W-Cub ASD Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V Pbs] vmax v Int Ext Co C Total V [lbsj Res . Line A Level 2 LnA, Lev2 2^ Both .74 775 129.1 129.1 180 1.00 S 180 1077 0.72 Level 1 LnA, Levl 1 Both .66 .66 4074 - 476.6 301 301 1.00 A 602 5874 0.79 Wall A-1 1 Both .83 .83 2861 476.6 476.6 377 377 1.00 753 282E 0.63 Wall A-3 1 Both .66 .66 2266 380.9 380.9 301 301 1.00 602 3613 0.63 Line B Level 2 LnB, Lev2 3 Both .99 2602 318.6 318.6 451 1.00 S 451 3685 0.71 Line E Level 1 LnE, Levl 2 Both 1.0 2219 141.6 141.6 242 1.00 S 242 3788 0.59 Line H Level 2 LnH, Lev2 2 Both .99 3301 145.6 145.6 239 1.00 S 239 5427 0.61 Level 1 LnH, Levl 4^ Both .77 3877 166.1 166.1 272 1.00 S 272 6357 0.61 Legena: 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 shearine 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: 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. 18 Woodworks® Shearwans 2950-A 1.wsw Aug. 1, 201514:39:36 HOLD-DOWN DESIGN (rigid seismic design) Level 1 Tensile ASD Line- Location [ft] Holddown Force [Ibs] Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-downfibs] Res . Line 1 1-1 L End 2.00 -0.87 1406 3619 V Elem 2.00 2.13 718 2805 Refer to upper level 1-1 L Op 1 2.00 26.71 1406 4404 1-1 R Op 1 2.00 31.96 1370 614 143 899 2x sill 1525 0.59 1-1 R End 2.00 40.88 2088 5895 Line 6 V Elem 44.00 -0.87 870 4698 Refer to upper level 6-1 L Op 3 44.00 0.88 167 6-1 R Op 1 44.00 3.13 1419 1241 290 467 2x sill 1525 0.31 6-1 L Op 2 44.00 9.38 1419 666 155 908 2x sill 1525 0.60 6-1 R Op 2 44.00 11.63 1462 1427 333 368 2x sill 1525 0.24 V Elem 44.00 14.38 870 3052 Refer to upper level 6-1 L Op 3 44.00 15.13 1462 1236 288 514 2x sill 1525 0.34 6-1 R Op 3 44.00 19.38 1380 1072 250 558 2x sill 1525 0.37 V Elem 44.00 19.63 870 1492 Refer to upper level V Elem 44.00 34.38 870 1516 Refer to upper level V Elem 44.00 40.12 290 Refer to upper level 6-1 R End 44.00 40.88 1380 2450 Line A A-1 L End 2.13 -1.00 90 A-1 L Op 1 4.13 -1.00 667 A-1 R Op 1 18.79 -1.00 4636 2585 603 2654 STHD14/14R 3500 0.76 A-1 R End 22.30 -1.00 4636 2012 469 3094 STHD14/14R 3500 0.88 A-2 L End 22.63 -3.00 296 A-2 L Op 1 24.88 -3.00 591 A-2 R Op 1 30.79 -3.00 602 A-2 R End 33.04 -3.00 324 A-3 L End 33.29 -1.00 5726 3566 832 2992 STHD14/14R 3500 0.85 A-3 L Op 1 36.04 -1.00 5726 3346 781 3161 STHD14/14R 3500 0.90 A-3 R Op 1 41.13 -1.00 5081 2873 670 2879 STHD14/14R 3500 0.82 A-3 R End 43.88 -1.00 5081 2689 627 3020 STHD14/14R 3500 0.86 Line B V Elem 2.13 2.00 2746 515 120 2351 Refer to upper level V Elem 5.88 2.00 2746 1159 270 1858 Refer to upper level V Elem 11.13 2.00 2739 1181 275 1834 Refer to upper level V Elem 15.04 2.00 2739 1181 275 1834 Refer to upper level V Elem 20.29 2.00 934 Refer to upper level V Elem 22.30 2.00 301 Refer to upper level V Elem 22.55 2.00 89 Refer to upper level V Elem 25.63 2.00 79 Refer to upper level Line E E-1 L End 2.13 21.17 1307 1307 2x sill 1525 0.86 E-1 R End 17.54 21.17 1307 1307 2x sill 1525 0.86 Line H H-1 L End 2.13 41.00 2880 2447 571 1003 2x sill 1525 0.66 H-1 L Op 1 5.38 41.00 2644 1506 351 1489 2x sill 1525 0.98 H-1 R Op 1 7.63 41.00 1310 788 184 706 STHD14/14R 3500 0.20 V Elem 11.13 41.00 1218 1588 Refer to upper level H-1 L Op 2 17.96 41.00 2565 4013 H-1 R Op 2 30.88 41.00 2584 3522 H-1 L Op 3 36.21 41.00 1717 818 191 1090 STHD14/14R 3500 0.31 H-1 R Op 3 40.46 41.00 554 2180 V Elem 43.13 41.00 515 Refer to upper level H-1 R End 43.88 41.00 1619 2160 Level 2 Tensile ASD Line- Location [ft] Holddown Force [Ibs] Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down Ibs Reap. Line 1 1-1 L End 2.00 2.13 718 2805 1-1 R End 2.00 40.88 718 3677 Line 6 6-1 L End 44.00 -0.67 870 2755 6-1 L Op 1 44.00 14.38 870 3052 6-1 R Op 1 44.00 19.63 870 1492 6-1 L Op 2 44.00 34.38 870 1516 6-1 R Op 2 44.00 40.12 290 6-1 R End 44.00 4D.88 1545 Line A A-1 L End 22.63 -3.00 93 19 WoodWorks@ Shearwalls 2950-A 1.wsw Aug. 1, 201514:39:36 HOLD-DOWN DESIGN ( rigid seismic design, continued) A-1 L Op 1 26.21 -3.00 166 A-1 R Op 1 29.46 -3.00 166 A-1 R End 33.04 -3.00 93 A-2 L End 33.29 -1.00 1953 134 31 1850 CS14-(30)1 2490 0.74 A-2 L Op 1 36.04 -1.00 1953 350 82 1685 CS14-(30)1 2490 0.68 A-2 R Op 1 41.13 -1.00 1308 350 82 1040 CS14-(30)1 2490 0.42 A-2 R End 43.88 -1.00 1308 134 31 1206 CS14-(30)1 2490 0.48 Line B B-1 L End 2.13 2.00 2746 515 120 2351 MSTC48B3-( 3420 0.69 B-1 L Op 1 5.88 2.00 2746 1159 270 1858 MSTC48B3-( 3420 0.54 B-1 R Op 1 11.13 2.00 2739 1181 275 1834 MSTC48B3-( 3420 0.54 B-1 L Op 2 15.04 2.00 2739 1181 275 1834 MSTC48B3-( 3420 0.54 B-1 R Op 2 20.29 2.00 934 B-1 R End 22.30 2.00 301 B-3 L End 22.55 2.00 89 B-3 R End 25.63 2.00 79 Line H H-1 L End 2.13 41.00 1255 515 120 860 2x sill 1525 0.56 H-1 L Op 1 5.88 41.00 1255 1159 270 366 2x sill 1525 0.24 H-1 R Op 1 11.13 41.00 1218 1588 H-1 L Op 2 18.21 41.00 1218 2275 H-1 R Op 2 28.79 41.00 1203 2790 H-1 L Op 3 39.88 41.00 1203 1846 H-1 R Op 3 43.13 41.00 515 H-1 R End 43.88 41.00 129 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 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 7 12.4.2.2 =-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: CS14-(30)10d for studs with thickness > 0'-1.5" and depth > 0'-3.5" : 2x4 framing 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 = 0.61) + 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. 20 Woodworks@ Shearwalls 2950-A 1.wsw Aug. 1, 201514:39:36 DRAG STRUT FORCES (rigid seismic desian) Level 1 Drag Strut Line- Position on Wall Location [ft] Force [Ibs] Wall or Opening X Y ---> <--- Line 1 1-1 Left Opening 1 2.00 26.83 486 486 1-1 Right Opening 1 2.00 31.83 160 160 Line 6 6-1 Right Opening 1 44.00 3.00 458 458 6-1 Left Opening 2 44.00 9.50 225 225 6-1 Right Opening 2 44.00 11.50 454 454 6-1 Left Opening 3 44.00 15.25 320 320 6-1 Right Opening 3 44.00 19.25 778 778 Line A A-1 Right Opening 1 18.67 -1.00 1617 1617 A-1 Right Wall End 22.42 -1.00 192 192 A-3 Left Wall End 33.17 -1.00 1235 1235 A-3 Left Opening 1 36.17 -1.00 383 383 A-3 Right Opening 1 41.00 -1.00 852 852 Line E E-1 Right Wall End 17.67 21.17 1391 1391 Line H H-1 Left opening 1 5.50 41.00 258 258 H-1 Right Opening 1 7.50 41.00 74 74 H-1 Left Opening 2 18.08 41.00 855 855 H-1 Right Opening 2 30.75 41.00 314 314 H-1 Left Opening 3 36.33 41.00 98 98 H-1 Right Opening 3 40.33 41.00 271 271 Level 2 Drag Strut Line- Position on Wall Location [ft] Force [Ibs] Wall or Opening X Y ---> <--- Line 6 6-1 Left Opening 1 44.00 14.50 566 566 6-1 Right Opening 1 44.00 19.50 82 82 6-1 Left Opening 2 44.00 34.50 629 629 Line A A-2 Left Wall End 33.17 -1.00 384 364 A-2 Left Opening 1 36.17 -1.00 105 105 A-2 Right opening 1 41.00 -1.00 279 279 Line B B-1 Left Opening 1 6.00 2.00 1027 1027 B-1 Right Opening 1 11.00 2.00 717 717 B-1 Left Opening 2 15.17 2.00 1786 1786 Line H H-1 Left Opening 1 6.00 41.00 268 268 H-1 Right Opening 1 11.00 41.00 125 125 H-1 Left Opening 2 18.33 41.00 367 367 H-1 Right Opening 2 28.67 41.00 445 445 H-1 Left Opening 3 40.00 41.00 314 314 Legena: 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 sheartine force derived from the greater of: Diaphragm force Fpx from Eqn. 12.10-1 plus 25% irregularity increase (12.3.3.4) Storey force Vx from Eqn 12.8-13 Includes perforation factor Co and redundancy factor rho. -> Due to shearline force in the west -to -east or south -to -north direction <- Due to shearline force in the east -to -west or north -to -south direction 21 Dayton Ave NE Project n, WA98056 Shearwall ID INPUT DATA LATERAL FORCE: Vsawlw(aew) -4624-pounds I>r51 Iplf (SERVICE LOADS) Vda 91SMIC (.700E) pounds 63 ,., plf DIMENSIONS: L, 5 "3 'eft, Lz 6.33` ft, L3 3 '.ft L,&Ly=2ftmin H i.,,163.•'.ft, Hx �,,b.,ft, H�= 125 'ft KINGSTUDSECTION•a`2pcs,b= 1;5%in, h=„5.5 '.in PANEL GRADE (0 or 1) _ _ 1 ;': <= Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS = 7116 , in OSB/PLY> OSB , COMMON NAIL SIZE (0=6d, 1=8d, 2=10d) 1 8d SPECIFIC GRAVITY OF FRAMING MEMBERS . 0.43 OVERSTRENGTH FACTOR (Do) _ _2.�5 _; Sas = 1 Ca = A DESIGN SUMMARY Apply Oo per 12.3.3.3? THE HOLD-DOWN FORCES: THE MAX STRAP FORCE: THE SHEAR WALL DEFLECTION: I,LYSIS 'K OVERALL ASPECT RATIO :;K SHEAR PIER ASPECT RATIO FORC - __ PAGE: DESIGN BY: TL = 0.13 k TA = 0.13 k F= 0.60 k USESIMPSbNCS22-O! a- A413a] in <Defledllori <. h/I = 0.7 < 3.5 and h/I = 1.7 < 3.5 and F INDIVIDUAL PANEL W (ft) H (ft) MAX SHEAR STRESS (plt) 1 3.00 1.25 -70 2 3.17 1.25 189 3 3.17 1.25 189 4 3.00 1.25 -70 5 3.00 2.50 129 6 3.00 2.50 129 7 3.00 2.50 129 8 3.00 2.50 129 9 3.00 1.83 -28 10 3.17 1.83 149 11 3.17 1.83 149 12 &00 1.83 -28 HE UNIT SHEAR FORCE cuceo rer 111a.c• = vp= 189 ptl NO. FORCE (Ibf) NO. FORCE (bf) F1 -209 F13 236 F2 597 F14 236 F3 -209 F15 559 F4 236 F16 323 F5 388 F17 323 F6 597 F18 559 F7 597 F19 471 F8 388 F20 471 F9 -87 F21 272 F10 323 F22 -83 F11 323 F23 471 F12 -87 F24 -83 ( j i .. Side Diaphragm Required, the Max. Nail Spacing _. 6 d in) Panel Grade Common Nail Min. Penetration (in) Min. Thicknem (in) Blocked Nail Spacing Boundary & All Edges fi 1 4 3 Sheatni and Si le•Floor 8d 13/8 7/16 1 223 1 326 419 544 Nofe: the Inaicafea snear numoers nave peen reoucea Dy the speclTic gravity factor. SPACING OF 5/8" DIA ANCHOR BOLT S�in oc Ina 3x rnudsil S = '48 in oc in a 2x mudsil Vd. Wall Seismic Overturning Resisting Safety Net Uplift Hod - at raid-sto Ibs Moments ft-lbs Moments ft-bs Factors Ibs SIMPSON SEISMIC 63 6262 Left 10110 0.46 TL = 131 Ri hr 10110 0.46 Tn = 131 �b � WIND 51 5042 Left 10110 0.60 TL= -83 Right 10110 0.60 Te = -83 Se,sw = 8vh3/EAb + vh/1 ONGa + hAa/b Where: vn=. 259 ,pit L„.=; 3,00 �': It A-� 16.50 din' h =1 5.00 it Ga , 15; ,;kips* Techlncal References: 1. "National Design Specification, NDS", 2012 Edition, AFBAP. 0.103.. in E = 1300660_. psi A, = 6.066 in Dayton Ave NE Project : in, WA98056 Shearwall ID: PAGE: 1/21i i.l.DESIGN BY: •ELfi REVIEW BY: s: INPUT DATA .,LATERAL FORCE: Vdr,. wIKo lace, ,1045'; ', pounds 111 "pit (SERVICE LOADS) Vda SEISMIC (]pCE) 1405 pounds i > 149 pit 'DIMENSIONS L, _ • "=233:'ft, Lz = 5 ft, La = 2.083 tt IL,&L3=2ftrNn H 283 eft, Hz _ 4 'ft, H3 = -" 1.25. ft KINGSTUDSECTION .2 .pos,b 1.S in, h- 5.5 in PANEL GRADE (0 or 1) _ : 1 <= Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS = 7115 :in OSB/PLV "�"OSS COMMON NAIL SIZE (0=6d, 1=8d, 2=10d) 1 -8d SPECIFIC GRAVrrYOF FRAMING MEMBERS OVERSTRENGTH FACTOR (Do) 2.5 Sos = 1 Co=..- 4 DESIGN SUMMARY I=' a Apply Do per 12.3.3.3? Y THE HOLD-DOWN FORCES: TL= 2.09 k Te= 2 THE MAX STRAP FORCE: F = 0.97 k luStsimpsoI THE SHEAR WALL DEFLECTION: 6s = =m L YSIS OVERALL ASPECT RATIO h/ I = 0.9 < 3.5 SHEAR PIER ASPECT RATIO h/ I = 1.9 c 3.5 11111 WIN ral, , IIIIIf�'1�1 and < 2 and c 2 FIGURES AND TABLES AS L1 1.2/2 1.2/2 L3 F7 I F2 _ I F2 F3 _ 2 1 �F. I —21[ F, I 3 � F,Z_Fl F6 + F7 F9 Flo F11 F12 F5 _ F8 5 6 F5 FS F13 F14 F5 F8 7 8 FS F8 F15 F16 F17 F18 F5 — F19 F20 F8 = 9 F21 I 1 0 F21 J 11 F21 1 2 F22 + F23 F23 224 TL FREE —BODY INDMQUAL PANELS OF WALL TR 4 INDIVIDUAL PANEL W (ft) H (it) MAX SHEAR STRESS (pIQ NO. FORCE (Ibl) NO. FORCE (bt) 1 2.33 1.25 -107 F1 -249 F13 485 2 2.50 1.25 388 F2 970 F14 485 3 2.50 1.25 388 F3 -286 F15 1104 4 2.08 1.25 -137 F4 485 F16 619 5 2.33 2.00 309 F5 721 F17 657 6 2.08 2.00 328 F6 970 F18 1142 7 2.33 2.00 309 F7 970 F19 637 8 2.08 2.00 328 F8 684 F20 637 9 2.33 2.83 36 F9 -134 F21 721 10 2.50 2.83 255 F10 619 F22 84 11 2.50 2.83 255 Fit 657 F23 637 12 2.08 2.83 23 F12 -172 F24 47 HE UNIT SHEAR FORCE r—w-3--1 v,= 388 pit, ( 1 Side Diaphragm Required, the Max. Nail Spacing _ 3. in) CNFAR r.APArITIFC- Panel Grade Common Nail Min. Penetration (in) Min. Thicknem (in) Blocked Nail Spacing Boundary & All Edges 6 4 3 Sheathi and Si 8d 13/8 7/16 223 326 419 544 Note: line Indicated shear num Ders have Deen reauceo Dyine speCITIC grawlytactor. ....... ...... SPACING OF 5/8" DIA ANCHOR BOLT S = '48 in oc in a 3x mudsil S = -43 - ^� in oc in a 2x nWsil TUP uro n_nnwu coerce Ve, Wall Seismic athid-sto Ibs Overturring Moments ft-lbs Resisting Moments ft-bs Safety Factors Net Uplift lbs Hold— SIMPSON SEISMIC 149 11352 Uft 19006 0.46 086 k* Right 19006 0.46 2086 WIND ill 8444 Left 19006 0.60 a="-3-14 -314 Ri t 19006 0.60 Se,sw = 8vh3/EAb + vh/1000Ga + hoa/b Where: V,= 554 .,..., pit LV,_'. 233 ...--it A=: 1650 'inz h= 4:00 �.it Ga= 1'28 ''kips/in Tecrincal References: 1. "National Design Specification, NDS", 2012 Edtion, AF&AP. 021.3': in E = 1300D€7i'3 psi a, = 0.075 in 5 Dayton Ave NE PrOjeCt �1550=A: PAGE: 4on, WA 98056 Shearwall ID Lowerftoor Plan= Gnd A - A3 .. '. DESIGN BY : ELF!, n...,. ..oi.,.. r,.r owicnr ov- IPUT DATA 7ERALFORCE: Vaa, WIM(oM) 2082-� pouts 169 ".pH =RVICE LOADS) Vda. SEIS.IIC(.7p(E) 2544 pounds 206 MENSIONS: L,= 3 ft, L3 6.33 ft. L3 - -_ 8 `.ft &L3=2ftmin H,= 2 •'.ft, Hz 6 ft, Ha 1.08 _`ft VG STUD SECTION - 2 PCs,h= 1.5 ;.in, h= 5.5 .in ,NEL GRADE (0 or 1) _ 1 ',—Sheathing and Single -Floor NIMUM NOMINAL PANEL THICKNESS 7116 in OSB/PLY?, . OSB )MMON NAIL SIZE (0=6d, 1=8d, 2=10d) ' 1 8d -ECIFICGRAVRYOF FRAMING MEMBERS OAS ' /ERSTRENGTH FACTOR (Do) 2.61 SDs=� 1� ESIGN SUMMARY I= 1 Apply Oo per 12.3.3.3? :.. N .. ,• THE HOLD-DOWN FORCES: Ti = 1.50 k Tq = THE MAX STRAP FORCE: F = 2.47 k USE:SIMF THE SHEAR WALL DEFLECTION: OVERALL ASPECT RATIO SHEAR PIER ASPECT RATIO 5- = 1.11 i -;: in <,Deflecdpn;i< h/I = 0.7 < 3.5 and h/I = 2.0 c 3.5 and IELS OF WALL ARE GIVEN BY FOLLOWING FIGU / V V/2 V/2 x L TI TR AND L1 L2/2 L2/2 L3 11 I F2 _ ID11 F2 F3 2L 1� F4 I 2F4 F4IRS,+ F7 1 F8 F9 F10 Ft F12 F5 _ F8 5 6 F5 FS F13 F14 F8 7 8 FS F8 F15 F16 F17 F18 F5 F19 I I F20 F8 = 9 F21 I 1 0 F21 I 1 1 F21 12 F22 + F23 + F23 F24 TL FREE —BODY INDMDUAL PANELS OF WALL TR INDIVIDUAL PANEL IN (ft) H (ft) MAX SHEAR STRESS (pH) NO. FORCE (IN) NO. FORGE (bQ 1 3.00 1.08 -398 F1 -1195 F13 842 2 3.17 1.08 779 F2 2467 F14 842 3 3.17 1.08 779 F3 -1195 F15 2114 4 3.00 1.08 -398 F4 842 F16 1272 5 3.00 3.00 424 F5 1272 F17 1272 6 3.00 3.00 424 F6 2467 F18 2114 7 3.00 3.00 424 F7 2467 F19 1633 8 3.00 3.00 424 FB 1272 F20 1633 9 3.00 2.00 -120 F9 -430 F21 1032 10 3.17 2.00 516 F10 1272 F22 -361 11 3.17 2.00 516 F11 1272 F23 1633 12 3.00 2.00 -120 F12 -430 F24 -361 HE UNIT SHEAR FORCE r 2W3>= v,= 779 plF, Sides Diaphragm Reclured, the Max. Nail Spacing= 3 „',in) CLIFAP CAPACITIFQ- Panel Grade Common Nail Min. Peneeation (in) Min, Thicknext (in) Blocked Nail Spacing Boundary & All PGgm 1 fi 1 4 13 Sheatni and Si le -Floor Bd 1 3/B 7116 1 223 1 326 1 419 1 544 1-- 1- niwcdreu Wald[ nunioers nave gaen reauceG oy Inc 5Pecme grawry raClOr. SPACING OF 5/8" DIA ANCHOR BOLT S in oc in a 3x mudsil S =� _ 121,,,-°�inocina2xmudsil Tue uni n-nnwu enPnee• Vd. Well Seismic Overturning Resisting Safety Net Uplift Hoklown at and-storyIbs Moments ft-lbs Moments ft-bs Factors Ibs SIMPSON SEISMIC 206 23100 Left 10110 0.46 T = 1496 Rip,ht 10110 0.46 Te= 1496 WIND 169 18905 Left 10110 0.60 TL = 1041 Right 10110 0.60 Te = 1041 Se,sw = 8vh3/EAb + vh/1000Ga + hoa/b Where: Vo .'1114- Lw 800.:`.-+ft A ;16.56 . ir? h = r bAO; ',ft Ga ,'y.,JG r: Ykipsrn Techincal References: 1. "National Design Specification, NDS", 2012 Edition, AF&AP. Oi278 �'in E = 130(tIJW psi A. A,W`';in • c ELR Eneineerine 1915 Dayton Ave NE Renton, WA 98056 phone: (206) 200-8764 email: elreng33@gmail.com Construction Sketches � u r 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(GCpJ _ ± 0.18 2. Seismic - Risk category = II, Seismic importance factor (Ie) = 1.00, Site Class = D, Ss = 1.500, S, = 0.600, Sps = 1.000, Spl = 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. PIPE PILES 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 5-14 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'-0". 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: I* r 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 1. Apply 23/32" 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. ' r r BUILT-UP WOOD COLUMNS 1. All 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 any Manufacturers drawings and installation drawings. 3. Construction loads in excess of the design loads are not permitted. 4. Provide erection bracing until sheathing material has been installed. 5. See manufacturer's references for limitations on the cutting of webs and/or flanges. STEEL CONSTRUCTION 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 AISC 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 = 2000 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 l'-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 l'-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 5". 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. Contractor shall review and stamp all shop drawings prior to submitting for review by the engineer of record. Submissions shall include a reproducible and one copy. Reproducible will be marked and returned. Re -submittals of previously submitted shop drawings shall have all changes clouded and dated with a sequential revision number. Contractor shall review and stamp all revised and resubmitted shop drawings prior to submittal and review by the engineer of record. In the event of conflict between the shop drawings and design drawings/specifications, the design drawings/specifications shall control and be followed. •; N O. N 0, O. C O. eq Q a '7 lO W u C E N •� V Ln w n. M w C N N O. M O. a a LnC T C t0 O. 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I i 1 I 1 J N I III 1 �E. 31 1 as N II I 1 / W r OVE mR � = n x POST & (I)H TEDOVIN ECTOR TpSC2R/L-so GR (2)TS22 CINNECTORS / GIRDER TRUSS 4x8 DF2 400 DF2 ROOF FRAMING PLAN NOTE ALL OV£RFR/4IE TO BE 2.v wj2 FOR SPANS UP TO Id-0', FOR SPANS OVER 10'-0' USE 2.r NF/1. ALL CONIECTIONS TO SPECPED AND/ OR VERFED BY TRUSS YAMIFACTURM NOTE: ALL SOLD SAW BEAMS TO BE DF#2 OR BETTER I6 8 WAPFAR 8/50-1 SD-i SD-1 UPPER FLOOR SW PLAN v . 0 2s m 1% EPZ6Z/6x6 POST 10 DF2�___ lye EPZ6Z/64 POST Li ?old 2x LE wrrH (2)SDSdx5 sazm INTO EACH UPPER WALL STUD(TYP) to (4)2x6 POST N NIOI 8 (2)2x6 CRIPPLE �x6�FZ L&.12OF _ - (3 POSTL — — — 3.5x�OL� — II II IE 2�2.T2�JF2— 4x6 D 22 I I I I I I I I I I I I 1 I ILOW SOLID I ILMM POINT LOAD 4x6 DIF T EPCez At " D, POST �PaINr LOAD ABOTE f I AB01f _ — -3.502 CUB l-MONO-TRUSSES o 24- D.C. (TYP.) (U.N.Q) ^28 sD-2 UPPER FLOOR FRAMING PLAN ALL CONKnONS TO SPECM AND/ OR WEWED BY JUST MANIBACMtM NOTE ALL SOLID SAWN BEAMS TO BE DF/1 OR BETTER , . C 4/Ox4/6 (2)CS14x12'-4' HORZ, STRAPS PER 8/SD-1 SO-2 SD 1 6/Ox8/0 SLIDING CLASS DOOR FOYER U H N 7� 0 2 0 (2) 1/4x6/O SID 16/00/0 SECTIONAL O.H. GARAGE DOOR LOWER FLOOR SW PLAN 76 / 28 S9 2 SO-2 .. r r PROVIDE SOLID BL UNDER ALL POINT (TYP AT POSTS AND DOWN LOADS FROM PB586 & 24' 50.WIO' THICK FTG. W/(2)/4 EACH WAY (2 LOC.) 4' CONCC, SLAB OVER 4' GRANULAR FILL SLOPE AWAY FROM ��W+,. HOUSE FOR DRAINAGE AY 11 ________ _ _ ___ ________________ __ I I r----------------------------- NOTE: PoIITOATION 1SN15 TO BE MIK -------- —---------- I or 3'-0" FROM COMERS PER R40e.2 I I I 1 FLOOR( JOISTS 0 16' O.C. IIIII MINIMUM 24' TAIL (IIIII II1IIII (MIT.ODK N24' DAL' EWITH STEMWALL(T II NW73) (294 EACH WAY (P. (TYPICAL U.NO.) b • (I 7'-5" wh 7'-5' 6. I/ \ \ \ I --- --- ---- I I I I a 1 g I r,----- �-07-- \L 7 1 R to I I i CANT. (To I t SD t 1 P09 AM 7 26' DA.to' TEK I I I I I I FTC. W/(3M4 FALN I PROYOE Y Ak CN NI K Kin I WAY1 FACE OF CONC. (1W) I M W/(3)/4 EACH 1 I WAY I I a ONG 1N5 liIE ' I I I POST Pam I I I I g•_t- o -- ------------------- I I ' I I j EH 15 Sao mm I I O BLOCK m MINIMUM 24" TALL I I STEMWALL(TYP) I _ e.t2 OF2 I I I I ( I AL i 4 CONC. SLAB 0/ 4' COMP. FILL SLOPED I I Y TOWARD DOOR I I I I CRAWL SPACE ' I '-2' tS'- . aII I ML BLACK VISOUEEN N I I I VAPOR BARRIER I c FTG W/(3N4 w I I I I I I o I I n I I 4.8 DF2 GIRD R I I LOAD I I ALOWG Tm L 9I I I I 1HCK _ I I 7'-4' 2'-6' 8'-2' 4' ' SO.d2' THM FIG 1 eOVEI J J L _ { W/ )/4 MH WAY W/(4)14 EACH WAY I / \ F _ _ _ — _ _ _ J I L 1 1 I I I I I 6 N o I I I m — — — — — — — — — — — — — I — ------ — — — — — — — — — — — — - Ll J FOUNDATION FRAMING PLAN ALL MINEC710NS TO SPECIFIED AND/ OR VERIFED BY JOIST MANUFACTURER. MOTE: ALL SOW SAWN BENTS TO BE DrJ2 OR BETTER Ages Engineerin((��, LLC P'OBox 935 Puyallup, WA. 98371 Wp,WA Main (253) 845-7000 A Geotechnical & Environmental Services LLC wwwagesengineeria&com DESIGN MEMO TO: Bob Rester, BRC Family FROM: Bernard P. Knoll H CC: Han Phan, PBG, LLC DATE: September 21, 2015 RE: Cut Rockery CITY OF I QI<A iLA SEP 2 9 2015 PERMIT CENTER As requested, we reviewed the site plan and cut rockery detail shown on Sheet No. PG I, Site Civil Plan and Detail, dated August 30, 2015. Based on our review, it appears there is a. 7.0 foot tall grade break along the west side (backyard) of the new residence planned on the site. The plans indicate a tiered rockery will be constructed across the east end of the site. The face of the upper tier will be constructed approximately 12.0 feet from the east property line and the face of the lower tier will be 5.0 feet from the face of the upper tier. Each tier will have a maximum total height of less than 5.0 feet. At the north and south ends, the rockery will turn 90 degrees and extend east along the north and south property margins as a single tier. The north and south rockeries will be located approximately 5.0 feet from the property lines. In our opinion, due to the site being underlain with medium dense to very dense silty sand with gravel consistent with glacial till, the rockery can be constructed as shown on the plan provided to us. We expect construction of the rockery as shown on the plans will not decrease the stability of the site or adjacent properties and the risk for such occurrence should be considered negligible. 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, LLrR'VJ ,p, KNocwaste r1 38917 ��r��a 'IST84 Gti )NAT. Bernard P. Knoll, II, P.E. Principal 9-z I- zoir jORRECi'ION l.TR# J.._ City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director August 26, 2015 BOB RESTER PO BOX 731310 PUYALLUP, WA 98373 RE: Correction Letter # 1 COMBOSFR Permit Application Number D15-0197 DUNBABIN LOT D - 14125 34TH PL 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 l 1x17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) 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 the 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 appear 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: Jaimie Reavis at 206-431-3659 if you have questions regarding these comments. • 1. The "Site Civil Plan and Detail" sheet shows multiple rockeries on the sides and rear of the new home. The rockeries on the north side of the property do not meet the 5-foot side yard setback requirement. Please revise plans to show how the rockeries will meet the setback requirements, or demonstrate how the project can meet the criteria of 18.50.150 to allow a setback waiver. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 9 Fax 206-431-3665 PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. • 1) Please provide an East/West cross section of the property showing the West property line, fence, two -tiered stepped retaining wall and covered porch foundation. This cross section shall be drawn to scale. 2) Applicant shall contact Tukwila Building department to determine if the wall can be rockery or it has to be keystone or reinforced concrete wall. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at 206-431-3655. Sincerely, F Bill Rambo Permit Technician File No. D15-0197 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 20150209000062 PBG LLC EAS 76.00 Return Address: PACE—02015 F 000:52 r KING COUNTY, WA CAD� L k5l Pi— nAM ortvoe inf-4;iian WASHTNGTON STATE RECORDER'S Cover Sheet (RCW 65.041 jmcum�ei# Title(s) (of trars!dons cor , diiiied thercip): (all areas applicable to your document must be filled in) /—r-- Q Reference Nuni pber(s) of,Documeut,� assig;ieo.or-'ieleased: . -:- - - — Additional reference i's on page oidoc��: oz)C) Grantor(S) Exactly as riame(s)-appea5on dqcum.t nt 2. Additional names on page of docui6eni. Grantee(S) Exactly as name(s) appear on doerAmenc: Lc , 2. Additional namj:s on page of document. Legal desdip'tion abbreviatedl: i.e. lot, block, plat or section, —f 44- AjilitioiXil legal is on.oag5,,Lof document. %Tax Pairel/Account Number s s e ss''o jr., s: Property EJ Assessor.;%T'ax:# not yet assigned 36,Al:q Q71 The Auoilotecor're, will rely . an the information on this form. The staff will not read the document I to verify t�i curacy or.,��C'ompfetcncss of in& information provided herein. "I am signing below and n ing a "'A� additigithl $50 recording fee (as provided in RCW 36.18.010 and referred to as an emergency nonstandard- .�ecgusc this document does not meet margin and formatting requircmelris. Furthermore, 4 hereby.�nq. lirstiiiii that the recording process may cover up or `:WFi'uf t text of the original docume4t. as a result of this request." otherwise obscure some p he g Signature of Requesting Party INote to submitte.r: Do not sign above nor: additional SSq fee iftbe d6rcurt ent meets margin/formatting requirements 1 l 20150205000578 After recording ORCAS EAS 74.00 POGE-001 OF 003 plE2se ikurn to: 02/0KING /OUNTYI?% ORCAS•liomes, LLC I 100 Dexter Ave.N, Suite 275 EXCISE TAX NOT REQUIRED Se4ttle; WA'98109:- King Co. Re oo ivWon By. PRIVATiURAINAGE EASEMENT ANII`"MAINTENANCE AGREEMENT Rcferenea ..City -df TokwilatShort Plat N0.114-0037 GRANTOR: ORCAS HQMES, LI;C`V(Owner`of, Lois C and D - City of Tukwila Short Plat No. L14-0037) GRANTEE: ORCAS HOME&; LLC'— (CiwnEr ofLots C and D - City of Tukwila Short Plat No. L14-0037) Grantor Legal Description Lot 4 of City of Tukwila Short Plat No. U 12-018 as recordi d;ilnder recording No. 20140715900001, records of King County :W`ashington. Grantor - Assessors .ax Parcel No. 1523049071 Grantee Legal Description Lot 4 of City: 4Tukwila Short Plat No. L12-018, as recorded under recording:iVo 20140.11590.b001: records of King County, Washington. Grantee - Assessors Tax Parcel No. 1523049071 THIS EASEMENT AGREEMENT is made and entered into by and between the undersigned owner (grantor): in fee simple of the land described herein. And is for the benefit of.the Grantee's property. For and in consideration of 6e mutu8l covenants, adagreement hereinafter expressed and other good and valuable considerations, iri hand paid; receipt of Which is hereby acknowledged, the parties hereto agree as follows: Pagel of 3 1. The owner of the above described land does hereby define, grant and convey to the present and future owner(s) (Grantee) of the land described as follows: An exclusive perpetual Private Drainage Easement over, across, along, in, upon and under that portion;.af said.Grantor's land described as follows: PRIVATE,. DRAINAGE EASEMENT OVER A PORTION OF LOT D OF CITY OF yUKWII A:SHORT PLAT No. L14-0037 LEGAL DESCRIPTION OF PRIWATI~{. DRAINAGE EASEMENT AREA: BEGINNING: AT THE NORTHEAST 00RNE,R OF SAID LOT D; THENCE, ALONG THE NORTKBOUNDARY OF SAID LOT>D, S89i6'03"W 9.86 FEET; THENCE S00°19'57"E 31.00 FEET; THENCE'N804&03"E; .110 FEET; TO:.THE WEST BOUNDARY OF TRACT A, WILDWOOD COURT, ACCOG'TO T t PLAT RECORDED UNDER VOLUME 72, PAGE 95, RECORDS OP` KING COUNTY, V, A..§ NGTON; THENCE, ALONG SAID WEST BOUNDARY, NOW-22,TY E 5.01` FEET, TO;`I1TE:WEST MARGIN OF 34TH PLACE SOUTH; THENCE, ALONG SAID WEST Ic�IARGIN, ALONG A TANGENT CURVE TO THE LEFT WITH A RADIUS. OF 78.00 FEET, THROUC A CENTRAL ANGLE OF 19030' 16", A DISTANCE OFt26.5� FEET, TO THE:�OlNT. OF BEGINNING. 2. This easement is for the sole purpose c f the'constrdctioi?;:.use and maintenance of a Private Drainage Easement. 3. Grantee of Lot G shall install any improvemerits in said:,Prjvate 'braipage, Easement at its sole cost and expense. and shall continue to maintaitr and shall continue W&::,r all: cost'of repair and maintenance or repair of said Private Drainage `Easement.;: 4. Grantee of Lot C shall hold Grantor harmless from and a&ihst any and all claims which may be madq'agai; st Grantor arising out of the installation, operation, itlaintenance;`or,i:epair or said Private Drainage Easement. 5. The herein easement afid agreement may be amended only with the written agreement of the Grantee herein, his . eits and/or assigns. This easement agreement shall ruir with the land and shall be binding on all parties having or acquiring aiiytiight,::'title 'or interest jri the land descried herein or any part thereof. J. Page:2 of 3 IN"WITNESS WHEREOF, said individual have caused this instrument to be executed this d'ay of uC orized Signature STATE OF WASHIN6TON ).:' ass. COUNTY OF KING On this day personally appeared before nee tQ' .:..f'T6�1 to me known as the individual(s) described in and who executed the withinand foregoing instrument and acknowledged that they signed the`same as:their free and voluntary 2ct and deed, for the uses and purposes therein stated. Dated 1 5 pis' V, P Notary Public in and .`6F,1he;tiStafe of Washington:: f , residing at$?� My appointment expires b 2 '20: o. r t DEPICTION OF PRIVATE STORM DRAINAGE EASEMENT / \ .•"• Ip MVATE SE4VER EASEMENT \ LOT B• DRA0UIDE EASEMENT // / /PRNATE • N81,0.11"T ' o N89^4 W'E 160.00' 109.9J' :` 1 1ai LOT`D'`':, r20140620000182 .'Icri :. — — — —W9°40M'E- NW4OUr# 12SW 22�.78' - ----- - - - - - - - - - - - - - - - -- I f' N NTS NTS ,#turnlo City Qlerk" G"y 0' 6200 So6thdent&Boulqvard Tukwila, WA..-...98188 7p'tJ41 I �) 9"&Z 20150I l d I� II 21'000928 P "AC0 OF 007' "ji .... 78.00 15 16:09 KING COUNTY, WA HOLD: '*HARMLESS - S IfNSIT�JVE 4�R�� �A Grantor/Borrower: ORCAS HOME -.LLC Grantee/Benefi,qiary: CITY OF TUKWILA, a Municipa',.corporation'bf., King Cd.unty,.z' Washington Docurneint Reference Number(s): Secti6n1Tow1'nship/R6nge: SW1/4 OF THE SW1/4, SEC. 15-T2$N-R4E, Wm As7esso.4s Ta.� Parbel Number(s): 1523049071 Pr6pertyLeg6lDqs;priP'tion.(abbreviated): LOT 4 OF CITY OF TUKWIi1 . SHORT PLAT NO. L12-018, AS UNDER RECORDING NO. 201407159000 0 . 1:,::: . RECORDS OF KING COUNT, D15- SENSITIVE AREA COVENANT AND HOLD HARMLESS AGREEMENT This covenant and hold harmless agreement is entered into between ORCAS HOMES LLC (Individual(s), (:"Grantiir), and the City of Tukwila, a Washington municipal corporation ("Grantee"). RECITALS WHEREAS, Grantor owps"'-and has applied for necessary permits to develop certain jea[ pro'perty.:,(the.:"Property") legally described in Exhibit A, which is attached and in.eorporated:by reference: WHEREAS, el portion of the; Property contains sensitive areas of potential geologic instability (potential slide ;areas):, es' deputed 'Ip Exhibit B, which is attached and incorporated. by reference. •; WHER-Lgs;-,as a:: condition of the;.issuance of subdivision plat approval, land use permits, and/or construgtion,permits for. -the, Property, the Grantee required the Grantor to execute and record this "Sehsitive Area Covenant apd Hold Harmless Agreement" to hold the City of Tukwila harmless from all; foss incurred'as 'a result of'agy landslide or seismic activity, or soil disturbance`.` WHEREAS, Grantor assumed,-'-thisobligation.-in o'rder`to. obtain said subdivision plat approval, land use permits, a4ot coristructi©n perin:6 fe r the Property. WHEREAS, the parties agree fhat #his' :agreement constitutes ai;. arms length, bargained-for'•agreement, which includes a wvaive'r of>..liatiility: that>runswith the lane] for risks created by the proposed use of property because of the shape, �ompos(tion,;`location or other Characteristic unique to the Property sought 6 be developed: NOW, THEREFORE, the parties agree as follows: AGREEMENT consideration of Grantee issuing subdivision plat approval and/or other development permits, which Constitutes good and valuable consideration, the receipt of which and the`sAciency.'of which the Grantor hereby acknowledges, the Grantor shall defencl:,i ;pdemnify, aid hold .the.: Grantee, its officers, officials, employees, agents, and assigns harmless fr©m 2ny and all claims, injuries, damages, losses, or suits, whether brought by grantor or::tbiird parties, including all legal costs and reasonable attorney fees, arising out of or in connection' wittr'any injuides or damages to persons or property caused in whole or in part by an 'landslide or `seismic activity or soil disturbance on the Property, legally described in Exfi�it A which is attached and incorporated by reference. 2. Grantor on its own. behalf'And .on behalf of. its -heirs, successors and assigns hereby waives any right to assert arty claim against. th¢ Grantee, its officers, officials, Rage 2' of. 7 .::employees, agents, and assigns for any loss, or damage to people or property either on or off .the site resulting from any landslide or seismic activity or soil disturbance on said Property by reason of or arising out of the issuance of the permit(s) by the City for development on said Property except only for such losses that may directly result from the sole negligbnce of the City. 3.: Grantor will inform its successors and assigns of said Property that the Property is in an area of potential geologic instability (potential slide area), of the risks associated with deveiopr. ientihereon, of any conditions or prohibitions on development imposed by Ehe City of Tukwila, and ,bf any features in this design which will require maintenance or modification for address anticipated soils changes. 4. Grantor will maintain continuous insurance coverage as required by the permit authorizing the development; 5. Grantee's inspection or`aeceptaiice of a6y of the Grantor's construction or other work either during construction or when cdmpleted shall not be grounds to avoid any of these covenants 'of indemhific2tion..; 6. This covenan-i and hold hariihles's agreement shall be a::covenant running with the land and the rights and obligations ,contained herein shall fiun.:'with and burden the Property, including each parcel --:comprising the Property *and shallJnure to the benefit of and be binding upon the Grantdr.and Granteeu;iheir,.4uecessorsand assigns. Page 3 of::7 'STATE OF WASHINGTON) )ss. County of King A VcertifYthat%] know or have satisfactory evidence that ?OF&W- IAIJ�fe/ /V I I C is person(s) who appeared before a&n6wl6dged it to.be his/he'! acknowledged that he/she/they signed this instrument and his/her/their free and voluntary act for the uses and purposes :ineniion.pcl in this instrument. Da ted 6:$ 701-15- My appointment expir6 J i -A A.I .� ;lv.,.. - .. A�. and ci kn6wn,to me to be the A: Mayor and -City Clerk, respectively, of CITY OF.-.TUKWILA,Ahq'municipaI corporatidn that. executed the foregoing instrument; afid ecknoWl6dbed itto e tfie free and :voluntaract of said municipal corpo'rbt'ion:*'forthe: :�"" uses 6hd p6rposes mentiq,ned.in this instrument, and on oath stated th6t:he/si..q W.�s puftrizod.fo execute said irstrutnent. WITNESS my hand and,official seal hereto affixed the day and year aboie written. &T RAfy "I:' pdntnarw— Page 5 of 1 �t EXHIBIT "B" DEPICTION OF SENSITIVE AREA STEEPROPEARE4 109.10, VON' 10.0'SIDEWAtk, STREETLIGHTING" ' ::' .. I - -\% I & vtjw"y EASEMENr .:' .: .. KC OMRD.02014062 . D00076?4e, PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0197 PROJECT NAME: DUNBABIN LOT D SITE ADDRESS: 14125 34TH PL S Original Plan Submittal Response to Correction Letter # DATE: 12/22/15 Revision # before Permit Issued X Revision # 1 after Permit Issued DEPARTMENTS: vie Iff P- -�s A0, Nlg- Building Division Fire Prevention Planning Division Public Works Structural ❑ Permit Coordinator PRELIMINARY REVIEW: DATE: 12/22/15 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 01/19/16 Approved Corrections Required ❑ (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: Approved with Conditions ❑ 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: D15-0197 DATE: 10/05/15 PROJECT NAME: DUNBABIN LOT D SITE ADDRESS: 14125 34TH PL S Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: /+7 Building Division )�s AWC q� � Public Works Fire Prevention ❑ Structural ❑ J IL AW(I < < lf� Planning Division F Permit Coordinator ❑ PRELIMINARY REVIEW: DATE: 10/06/15 Not Applicable ❑ Structural Review Required ❑ (no approval review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 11/03/15 Approved ❑ Approved with Conditions ❑ Corrections Required ❑ Denied ❑ (corrections entered �i(n�Reviews) (ie: Zoning Issues) Notation: s l�-i/r O-V\ S — I REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ] 2/18/2013 4' t�, r�� CC YeERMIT C�;v PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0197 DATE: 08/11/15 PROJECT NAME: DUNBABIN RESIDENTIAL SITE ADDRESS: 14125 34TH PL S X _ Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: W* h4 s�' Building Division �*Ul c Worw?. ] PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Corrections Required (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: 4M Auc Fire Prevention Structural ❑ )?-, (�ry-)z Planning Division Permit Coordinator ❑ DATE: 08/13/15 Structural Review Required ❑ DATE: DUE DATE: 09/10/15 Approved with Conditions ❑ Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: —� Departments issued corrections: Bldg Fire ❑ Ping PW r4- Staff Initials: .19 12/18/2013 PROJECT NAME: J/ v`►' `%" " ' SITE ADDRESS: p PERMIT NO: D1 "✓ . 6 (qj ORIGINAL ISSUE DATE: OUT REVISION LOG REVISION NO. DATE RECEIVED STAFF INIT AL S ISSUED DATE STAFF INIT ALS Summary of Revision: Received by: o REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: ham://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: 1z1/ ���5� Plan ChecwPermit Number: b / S-- 4-1-7/9 7 ❑ Response to Incomplete Letter # A ❑ Response to Correction Letter # OF ruvw 4 ❑ Revision # after Permit is Issued !,DEC 18. 2015 Revision requested by a City Building Inspector or Plans Examiner X,k f Project Name: gAG Project Address: / Lf / 0 7- Contact Person: 6 Phone Number: 9-Z y Summary of Revision: Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision i Received at the City of Tukwila Permit Center by: ❑ Entered in TRAKiT on City of Tukwila Department of Community Development 6300 Southeenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.ci.tukwila.wa.us REVISIONSUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not he accepted through the mail, fax, etc. Date: Plan Check/Permit Number: D 15 -019`7 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner kow Lt1*v OF TUKMIA Project Name: Dunbabin Lot D SEP 2 9 2015 Project Address: 1Q�R;MIi QENiERp4125 34 P1 S p Contact Person: �� �� j'd Phone Number: o�s�3 ga " 0 - ) Summary of Revision: 14,,),�, n--,z Sheet Number(s): "Cloud" or highlight all areas of revision including to p/f r�ev'�'on Received at the Cityof Tukwila Permit Center b : W w /lil Y ❑ Entered in TRAKiT on applica6onsl orms-applications on lineVevision submittal Created: 8-13-2004 Revised: CL ITFICATE OF WATER City 0f TukwUa AE'AILABILITI' 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-131.3670 Web site: hn://www.TukwilaWA.gov PERMIT NO.: Part A: To be completed by applicant Site address (attach map and legal description showing hydrant location and size of main):i I Owner Information ent/Contact Person Name: 1 ,Name: Address: /Paa 3 911 5� G Address5 W l� Phone: This certificate is for the purposes of Residential Building Permit . ❑ Preliminary Plat ❑ Commercial/Industrial Building Permit ❑ Rezone Estimated number of service connections and water meter sizes): Vehicular distance from nearest hydrant to the Area is served by (Water Utility District): e ❑ Short Subdivision ❑ Other r it Date Part B: To be completed by water utility district 1. The proposed project is within TLe. tGw l4A / { i a) (City/County) fJ 2. No improvements required. 3. The improvements required to upgrade the water system to bring it into compliance with the utilities, comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: (Use separate sheet i%mom room u needed) 4. Based upon the improvements Listed above, water can be provided and will be available at the site with a flow c���,I�r' c ' t U 11 ti�! L A residual for a duration of 2 hours at a velocity of t O fps as documented by the attached calculations. " 5. Water availability AUGLvJ Acceptable service can A G 20+5 be provided to this project t Acceptable service cannot be provided to this project unless the improvements in Item B•2 are met R E R M I T CENTER System is not capable of providing service to this project. I hereby certify that the above information is true and cornet. AJc; A 1J ks wrg-g n i S'1""ai c / Agency one y Dare Lo(c• zq2.-�3647 B �XPi�CS�S_r8-1(c� 1 Attachinent to Certificate of Water Availability King ti County hater District No.125 The following terms and conditions apply to the attached Certificate of Availability ("Certificate") 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 :5— �a15 District Representative lti2�{,k, EaA&.,, Date 5- iia--15 3460 S 148th Suite 100 Seattle, WA 98168 Phone: (206) 242-3236 ff Fax: (206)242.7527 CERTIFICATE OF SEWER AVAILABILITY / NON AVAILABILITY Residential: $ 50.00 Commercial: $100.00 G Certificate of Sewer Availability OR C Certificate of Sewer Non -Availability Part A: (To Be Completed By Applicant ) Purpose of Certificate: ❑x Building Permit ❑ Preliminary Plat or PUD ❑ Short Division ❑ Rezone ❑ Other Proposed Use: ❑ Commercial ❑x Residential Single Family ❑ Residential Multi -Family ❑ Other Applicant's Name Phone Number 2538208311 BRC Family Property Address 14125 34th PIS Tax Lot Number 1523049321 Legal Description (Attach Map and legal Description if Necessary); LOT 1523049321 OF CITY OF TUKWILA 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 a. A Sewer Service will be provided by side sewer connection only to an existing di/ size sewer feet from the site and the sewer system has the capacity to serve the proposed use. OR ❑ b. Sewer service will require an improvement to the sewer system of: ❑ (1) = feet of sewer trunk or lateral to reach the site; and/or ❑ (2) The construction of a collection system on the site and/or ❑ (3) Other (describe) 2. Must be completed if 1. b above is checked If 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. 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 $ G}fj� a. District Connection Charges due prior to connection: GFC: $ O SFC: $[== Unit: $ = Total $ E (Subject to Change on January 1 st) CITY Q Either a inqCounty/METROCapacitycharg SWSSD or Midway Sewer District Connection pp Charge maybe due upon connection to sewers. HU b. Easements: ❑ Required ❑ May be Required PERMi c. Other I hereby c ify that the above sew r agency information is true. This certification shall be valid for one year from t dat of signature. By Title �jjl ��� Date Ei-,/r-0 TUKWIILA 5 2015 ENTER DIS•Olol'I 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 only for the real property referenced herein ("Property") which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and/or City of SeaTac. This certificate is between the District and the applicant only and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may applyto 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. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. 1 acknowledge thatlhave received the Certificate of Sewer Availabilitylblon-Availobilityand this attachment, and fully understand the terms and conditions herein. Applicant's signatures/��- --� Date / L j Ejj 1 ��I BRC FAMILY LLC n (rWashington State Department of .bll Labor Industries 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 Home Inicio en Espanol 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 -'I., Ind( 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 ` ID N : F, � MR A-K A,� D I -E ONfEDIIN T CAS 'N EX. POWER POLE if L - - - 7 .................... ............. S, - - - ------------ - SS . .......... S ................ S . .... .. S 'S, ............Ff ....... :� C, ss ........... UTILITY TRENCH (POWER & COMMUNICATION) Y - - t�v :` .. . . . ... ... ... ... ... ... ... ... J V 1.14" K, '\ b". # -ME AGEE,�SE -NT� PVT. -DRAIN KING COUNTY REC-.,-#20150209000062 EX. 6" SIDE SEWER STUB -41L 344 EX. H.IGH-R�CKERY WALL L0 GRAPE BREAK se- EL=347.84 1 J �Iy Al . ... ... ... ... ... Lo. \ \ i 11, i ONNE Tq 4 EX. ST RM tN ff D A!89040'6"FJ103.26, C, cz� ?AN 9. t 7GARAGE Q11 -rA A- r Z b FOY, BRA 'S INI (01 Q10 o O O �) N,4 r iq: UMENT C LOT D`� W C) 5�1 K 1.05•(6,509 $Q. Fry\., . ......... D .CD. VEkE 7 4 1� - -A i i : I .- , 1( tB�7: 3�4 -U I I i t \* , M11 ENTRY 4 PdRCH E . . . . . . . E PROPOSE[ SINGLE' L :2 ICATCH' BASIN -6 FA -T 0 U EN ZTGIRIVITTUBJ`;� W., W FINISI-1 MILY RESIDENCE N1. W b 12" -CIPIEP W=,3`8.60' Cl) W L ,FFE =35,1.00 4 S11 -7 P! N4 Z51 BSBL 6 9 - S .... ..2 CUJ 0 ' ' 0 0 ROOF OVEF HANG ROOF & FOOTING DRAIN E SEE DRAINAGE SECTION A -A C3 Z 0 o z- - - - - - - - - - - - - - - - - - 0- < A LL1 U \ < 4" PVC DOWNSPOUT DRAIN LINE I N89 40 03T 98.78 V 27' 0. BORE UNDERNEATH OR TRENCH (BY KC WATER DISTRICT #125) NX'Z'\' EX. 8" SEWER MAIN "ZI, 1, U) SITE BENCHMARK IP4',' 240 (SEWER MANHOLE) R !�bw- �2' ELEV=350.24 - - - - -- -- - - - - - - ',10'�,VT SEWER,-]-,_, A 4 wit. KPTOODI Cf')URT EMENT 1. 0 Vy': D E E�s CONSTRUCTION NOTES: 0 -J (D CONSTRUCT GRAVEL STRIP (281 X 2-W X 2-D) PER DETAIL 3 THIS SHEET. Z FINISH GRADE E FOUNDATION t11F% CONSTRUCT (2'W x 1 OIL x 1.5'D) ROOF INFILTRATION TRENCH PER Q) a_ DETAIL 1 THIS SHEET. 0 INSTALL 12 LF 4" SOLID PVC @ 1.00%. .7- 7 BACKFILL YARD DRAIN OR CB PROVIDE 12" MIN COVERAGE RIM=348.50, IE (N)=345.70, IE(S)=346.00, IE(W)=345.80 -Or DRAIN WITH CLEAN 1 1/2" - 3/4" 0 x WASHED -ROCK INSTALL 3 LF 4" SOLID PVC ROOF FOOTING DRAIN COLLECTOR @ 0.00%. 0 < ju-, INSTALL 12 LF 4" SOLID PVC FOOTING DRAIN @ 1.00% MIN. 0 5, Y FABRIC (D INSTALL 10 LF 4" SOLID PVC ROOF DRAIN @ 1.00% MIN. '(MI.R-AFI 1 OOX OR EQUIVALENT) 0 ff V', q INSTALL 52 LF 4" PVC SIDE SEWER @ 2.00% MIN. 1,41 A`- tZ� LF 1,Y2" WATER SERVICE LINE. FIRE DEPARTMENT MIGHT INSTALL 28 REQUIRES AN ADDITIONAL LINE FOR SPRINKLER. I C) 0 INSTALL 1 WATER METER (BY WATER DISTRICT #125). 0 0 CONSTRUCT ROCKERY WALL PER DETAIL 2 THIS SHEET. 4" PERFORATED PVC FOOTING DRAIN LINE NOTES: REMOVE EXISTING CURB AND INSTALL 18'WIDE DRIVEWAY APPROACH CURB. 0 DRAIN LINES TO BE SEPERATE AND TIGHT. PROVIDE CLEAN OUTS, ELBOWS 13 REMOVE & REPLACE CURB. AND OTHER FITTINGS AS NEEDED. C 0 DRAINAGE DETAIL SECTION A -A SCALE: NONE PLANNING APPROVED E 0 1-4o changes can be made. to these plans without approval from the Pianning Division of DCD 0 fA HORIZONTAL GRAPHIC SCALE P�,ipproved By: I 1 1% oci 20 10 0 10 20 f,,�ire: 1 inch = 20 ft. GENERAL NOTES: 1. CONTRACTOR SHALL FIELD VERIFY ALL GRADES PRIOR TO CONSTRUCTION. 2. KEEP INFILTRATION TRENCH 5'MIN. FROM PROPERTY AND 10' MIN. FROM HOUSE FOUNDATION. 3. GRADE AROUND THE HOUSE WITH 5% SLOPE AND 10 FEET WIDE AWAY FROM THE FOUNDATION. 4. FOR MORE INFORMATION ABOUT ROCKERY WALL DETAILS, SEE STRUCTURAL ENGINEERING PLANS AND CALCULATIONS. PROPERTY LINE B.S.B.L RIGHT OF WAY LINE RIGHT OF WAY CENTERLINE ADJACENT PROPERTY LINE EXISTING EASEMENT LINE 4" CONCRETE PAVEMENT PROPOSED RESIDENCE [ - - - - - - - PROPOSED INFILTRATION TRENCH CORNER SET 2.0'GRAVEL STRIP SLOPE CONCRETE DRIVEWAY WASHED ROCK 3/411 Y211 SCALE: NONE ROCKERY WALL TABLE POINT # BOW TOW El 348.50 350.50 ff] 348.50 356.00 3 353.00 358.50 353.00 356.00 350.75 353.50 Ho Ch e to the SCOP anges shall 64 -id of work %vithout prior approval Of Tu!M,,,i;Ia Building Division. NOTE: will require a new plan submittal and may include additional plan review fees csi Sr::R RATE P NEQUIRE FORS Urflie'chanied WElectdcal golumbIng Ufflas Piping City of Tukwila NATIVE Z cm WRAP WASHED ROCK ENTIRELY TER FABRIC EXISTING GROUND 4" RIGID PERFORATED PVC PIPE LAID LEVEL (TYP) WASHED ROCK 3/4" - 1 1/2" ME COPY 2411 Parmltft- -0 4 lot !t;b Cl Plan review approval is subject to errors and ornis TRENCH X- mv al of construction documents does not a 11, NTS the violation of any adopted code or ordinance pt of approved F iold Copy and conditions is ackin B4281 y: D I&AW ate: )/I fill - PROPOSED HOUSE NTS City of Tukwila EXPIRES. y BUILDING DIVISION PERFORATED TIGHLINE STUB OUT SCALE: NONE MAXIMUM BUILDING COVERAGE HOUSE AND COVERED PORCH 2,149 SQ. FT. (INCLUDING OVERHANG) TOTAL 2,149 SQ. FT. 2,149 6,509=0.330 X 100% = 33.0% MAX. BUILDING COVERAGE These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy - of the design rests totally with the designer. Additions, deletions or revisions to these drawing s after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: )5P Ix .501 Its IS UJ 11.85' �7- UJ EL 0 EX. GROUND - - - - - - - QGRAVEL BACKFILL FOR DRAIN CONNECT TO LOT L- ROOF DRAIN STUB -J 2'X 10' LEVEL TRENCH WITH PERFORATED PIPE CATCH BASIN OR AREA DRAIN WITH SOLID LID IMPERVIOUS SURFACE COVERAGE HOUSE AND COVERED PORCH (INCLUDING OVERHANG) 2,149 SQ. FT. DRIVEWAY & WALKWAY 573 SQ. FT. TOTAL 2,722 SQ. FT. 2,722 6,509=0.418X 100% = 41.8% IMPERV. SURF. COVERAGE CHAIN LINE FENCE cV PERFORATED PIPE 4" MIN. NON -WOVEN GEOTEXTILE FOR 10 NOTES' UNDERGROUND DRAINAGE it 41'1 $ 20 WSDOT/APWA 9-03.12[4] KEYWAY U, @ CHAIN LINK FENCE, TYPE NO. 4 OR 6 (WSDOT/APWA STANDARD), REQUIRED WHEN ROCKERY HEIGHT IS 18 IN. OR GREATER. PERFORATED PIPE 4" MIN. WSDOT/APWA STANDARD SPECIFICATION SECTION 9-33 NON -WOVEN GEOTEXTILE FOR 6. THE ROCK FACING FOUNDATION AND/OR KEYWAY IS TO BE CLEARED UNDERGROUND DRAINAGE OF ORGANIC MATTER AND DEBRIS AND THE UNDERLYING MINERAL SOIL COMPACTED TO A MINIMUM 95% OF THE MAXIMUM DRY DENSITY. 12" MIN. THICKNESS OF -4" QUARRY SPALLS 5' REVIEWED FOR CODE COMPLIANCE APMOVED JAN 0 7 2016 City Of TUW412 BUILDING DIVISION CHAIN LINE FENCE(a) No, 12" MIN. THI CKNES N 2"-4" QUARRY S 10 P 4 U.J 82 0 tV -cc M l 51 L KEYWAY GRAVEL BACKFILL 02 FOR DRAIN KERY WALL CUT SECTION PER 2007 KING COUNTY ROAD DESIGN AND CONSTRUCTION STANDARDS FIGURE 5-003 SCALE: 1"=4' FACE OF HOUSE 89 4" CONC. SLAB W/ COVERED PORCH REFERENCE SHEET NO. PG1 0 J M � Woo U) C-4 LO Wco LU � Q U) 2: 0- CK -17 J LLJ V M < 0-4 LO LPL k�a) M SHEET - OF 2 SHEETS J W < W - ProH. i3Y WA �\4, C =3 0 U cn ► Ca LU > cu C a 00 C "000 < LL = rr"Ji a) 0 -N In C� `LD CD M fa r-1 (D rq fa Ln Ln Ln LU T-4 C:1 < W -r 00 co a a. U) 7: T: Ci M 0 U.J IM > LU (D LU 0 LO C) Z C14 11-- 0 Z:) f5C I c- = TUKWILA 0 co W 0 2-r O[IEC 18 20 5 0 7-' 0 4t W W LU PVMIT CENTE R D WzW r C-! 9 =11 0 W 0 M [If 11� 0 W > 0 0 co W U-) C? LO Cb C1 00 C14 O T 0 J E 0 z 0 J 3 z Q J 0 Cn w O J E 0 m / 0 0 / 0 0 Q U / 0 n `0 t Cn •o 0 J I O 0 N IT t9 0 / Y c 0 n C 0 E 0 u� 0 I 0 N OCT U N LEGEND PROPERTY LINE — — RIGHT OF WAY LINE RIGHT OF WAY CENTERLINE — — — — — — — — — ADJACENT PROPERTY LINE — — — — — — EXISTING EASEMENT LINE PROPOSED RESIDENCE CORNER SET HORIZONTAL GRAPHIC SCALE 20 10 0 10 20 1 inch = 20 ft. , f ;- ......................._ _ ......................_...... - ?k �S `7 ,fr 3 ~ , R , , --- ` fQ INSTALL CONSTRUCTION'�E'NTRANCE'�`/r: ; -PER DETAIL THIS SHEET s / \•v„ \ _. / w a: co if i •� INSTALL, SILT FENCE (TYP' P IL THIS PER DETAIL S SHEETS` EA1 l r PRIVAT� D � NEE-' .. k _ t EASE EN Tn,j ' — — — — — N89°40'03"E • 103.28; ,) # — •- - - ``� �, �, , `• r , �r l -f r , _. ._ 1 y,�\\% i �. i� Y F y . °vi`) _ r�iYr\ ts� y-. 1 .�•- \ SDi- . 4 i r� �ft OQ �\'\ C `u T�.r�.°, t fl<N'. -D DP," S TACK IN* 1--- `. ^l\� ; t' , GO i:.,,. CATCH! ,c ; C E / / � ;a •.l ;.l :.� �<' i�Ny f I <^rr r-: : \ � ` � �; .,, �.1 i.'•, \. :.,,, y \7 -'1i:.: „ ...//�\: f ,\ �::/\\ E ... ..�. .. .).1.... Pam,. : icy Q I\ \\ ��, ��..r% � � �° \.. =:� "t` ,rr q ;.;_, t-w ,,�\ 1 ,\T® I F �J • � r t� C�:; .`....41 ........ t <:SS TAIL THIS I �� INSTALL INLET ON ,. --`�---�'---%------ N89°40'03"E 98.78' r_ U I ( ? I PER S STOCK PILE (TYP) E ' INSTALL PLASTIC COVER; PER DETAIL THIS SHEET" b ,O�h�p �Q f -----------------------------=�------------(t9- ; ? �k of -RA" ti t i a� ICOU WIDE JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS. 2" X 2" X 14 GA. WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED. . ......:...:........: ......I.....,...:...i....;....,...;....,. —r FILTER FABRIC . :,. ,..,./ -sir,`/� -: ::„/,.., .,,-:.,; - ..r/>, , . - - - • .q�;..,, j-------- II -------- I -- II II II u u 6' MAX. POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING IS USED 2" X 4" WOOD POSTS. STEEL FENCE POSTS, REBAR, OR EQUIVALENT 19, z T- Z 4" MIN 75 BACKFILL TRENCH WITH NATIVE SOIL OR 3/4" - 1.5" WASHED GRAVEL FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE. SILT FENCE DETAIL PER 2009 KCSWDM FIGURE C.3.6.A SCALE: NONE UNDISTURBED GROUND CONTRACTOR TO PROTECT MUD FROM BEING TRACKED ONTO THE PUBLIC ROAD SOP/ EDGE OF EXISTING PAVEMENT / .1-1 ) INSTALL DRIVEWAY CULVERT R=25' MIN. IF THERE IS A ROADSIDE DITCH , PER KING COUNTY ROAD STANDARDS GEOTEXTILE UNDERLINE z 4" TO 8" QUARRY SPALLS wtr%1r=M These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy- of the design rests totally with the designer. Additions, deletions qr revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by P l the Public Works utilities inspector. Date: _ By: TIRES, SANDBAGS, OR EQUIVALENT MAY BE USED TO WEIGHT PLASTIC SEAMS BETWEEN SHEETS MUST OVERLAP A MINIMUM OF 12" AND BE WEIGHTED OR TAPED TOE IN SHEETING IN -- MINIMUM 4"X4" TRENCH -- --- PROVIDE ENERGY DISSIPATION ` AT TOE WHEN NEEDED PLASTIC COVERING DETAIL PER 2009 KCSWDM FIGURE C.3.4.A SCALE: NONE 100' MIN. 15' MIN. PROVIDE FULL WIDE OF INGRESS/EGRESS AREA CATCH BASIN REVIEWED FOR 900E COMPLIANCE } APPROVED JAN 0 7 2016 City Of Tuna BUILDING DIVISION AS PER KING COUNTY ROAD STANDARDS, DRIVEWAYS SHALL BE PAVED TO THE EDGE OF RIGHT-OF-WAY PRIOR TO INSTALLATION OF THE CONSTRUCTION ENTRANCE TO AVOID DAMAGING OF NOTES: THE ROADWAY. THIS DETAIL IS ONLY SCHEMATIC. ANY INSERT IS ALLOWED THAT HAS A MIN IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE ROAD. 0.5 CUBIC FEET OF STORAGE WITH THE MEANS TO DEWATER THE STORED SEDIMENT, PROVIDE AN OVERFLOW, AND CAN BE EASILY MAINTAINED. COMTRUCIION ENTRANCE DETAIL INLET PROTECTION DETAIL PER 2009 KCSWDM FIGURE C.3.1.A PER 2009 KCSWDM FIGURE C.3.9.13 SCALE: NONE SCALE: NONE REFERENCE SHEET SHEET NO. 2 EC1 OF 2 SHEETS 0 J o�= -'cN�- Z:) W WC:) �O V N W 2-7Lr) U 0 W �- n O J C)ZCL W J = � W � J CM U .J < o- C� � U r ry m W F— L C ,.� U CD 1 c I W 1 9 C 0 N E kD NlCL ai -0 0 cn o fa O L rna V J Ln v) Ln w z z Q a W 00 _ ;� CL 0- _ _ _ _ 7W z m m m z w m w Z Z Y 0 N m _ a =i F U ," -Xi L U w O o DEC 18 2015 o_ W � R IT EN EF co tz W tY _I z N d' W O Cn O U w = w 0 0 U � M m a = a- _ W Lo f- 0 6 M 00 N r• z a N t EX. POWER POLE ... F......................"...... C`i-; -. ...- :.�C, ......�................_ SS ..>`:_ .-. <-•- ............. ..._ ........-- CC ................____. _'_'_ ............. .... ,:).7 y��-..r....................� •- _. ._ ... i UTILITY TRENCH r?` / 09 ' � I ow & ER COMMUNICATION) co 0 +;t PVT. DRAINAGE EASEMENT Ar ' ,,.. REC. #201.50209000062 I'll/ `IN 344 _' - -- --- I " - IIbWNSPOUTS EX. 6"SIDE SEWER STUB / �` / ''� 6 /` l i � � • t�' " t � � �z r [' L.LI�,I:'J Ii�f h�r9fi•'v1 •v1��•.`J CASE t: 1 Ii 4.7 ;R ,f :f7p G` _ _... GRADE BREAK C: "CONNE T T fr` EX - - I o . 8 ,: 1 6'z"� . ST RM1 N89°40'03'E . 103.Z6; 51 W,` -- -----_ ---- - O / p B Q0 NA D' Z O OO o GARAGE '•' �•' '•• t ;.n'. `� iD BRA' a AC,: K IN W o p'3j p0 T �� -� SLAB=348.00 ? ..i M. f:!P�9f::P'd `. -�t :.�, f � LOT D CCDD f✓ 01'` 3s4 0 6 569 S FT ,. .` + ... � � BASIN 1C- j f`T( Ii OVERE t �.. ri v Y�(�!O • ` SI;: �;i .;,_, I '.PORCH ENTRY '� i. Ky iI S`:-3� ,) �` E`JI`LI Gi�::::z( 3.1> ,; R. ,.: I E"6 )STORM . T.Uri ,.z w i / ,,,; _ Zr .I B PROPOSE[ SINGLE 2 �.� :::.:r r�-.,., .8\. �, .. 6 c� z ...-c..:'' 3- FAMILY RESIDENCE ;�N 5 13 '.� „ . 0 11 .) FFE 35 0 , ,;Sh [ 14 j �,i .5, BSBL ti --``---------- N89o40'03"E 9878' i = _ .' o ' _221J; �9. (L - BORE UNDERNEATH OR TRENCH ROOF OVERHANG pip pOp "fix. I': p■ � ? � (BY KC WATER DISTRICT #125) ROOF & FOOTING DRAIN �1L �4 •��r®�11 SEE DRAINAGE SECTION A -A & EX. 8" SEWER MAIN \ JCQ,yp'y t' O }` T G�� SITE BENCHMARK ' (SEWER MANHOLE) i ELEV=350.24 --\--------------------------T------------��- ':10' PVT. SE ER'� -�r�e a ;: \ I SEME T Ji •.``+ 1.00,YY'iDE W CD z 4" PVC DOWNSPOUT DRAIN LINE CO STRUC110N NOTES z FINISH GRADE Q CONSTRUCT GRAVEL STRIP (281 X 2'W X 2'D) PER DETAIL 3 THIS SHEET. FOUNDATION O2 CONSTRUCT (2'W x 10'L x 1.5'D) ROOF INFILTRATION TRENCH PER o .. DETAIL 1 THIS SHEET. @ INSTALL 12 LF 4 SOLID PVC @ 1.00%. BACKFILL " -4YARD DRAIN OR CB '..PROVIDE 12" MIN COVERAGE RIM=348.50, IE (N)=345.70, IE S =346.00, IE(W)=345.80 0 -OF DRAIN WITH CLEAN 1 1/2" - 3/4" ( ) j VVASMED ROCK O5 INSTALL 3 LF 4" SOLID PVC ROOF / FOOTING DRAIN COLLECTOR @ 0.00%. Q 'a '.� © INSTALL 12 LF 4" SOLID PVC FOOTING DRAIN @ 1.00% MIN. FILTER FABRIC cy 7 INSTALL 10 LF 4" SOLID PVC ROOF DRAIN @ 1.00% MIN. (MIRAFI 100X OR EQUIVALENT) O ;.`J ; `S:T ' ', ; s ® INSTALL 52 LF 4" PVC SIDE SEWER @ 2.00% MIN. L } INSTALL 28 LF 1Y2" WATER SERVICE LINE. FIRE DEPARTMENT MIGHT / J REQUIRES AN ADDITIONAL LINE FOR SPRINKLER. J 10 INSTALL 1" WATER METER (BY WATER DISTRICT #125). 0 11 CONSTRUCT ROCKERY WALL PER DETAIL 2 THIS SHEET. \_4" PERFORATED PVC FOOTING DRAIN LINE NOTES 1® REMOVE EXISTING CURB AND INSTALL 18' WIDE DRIVEWAY APPROACH CURB. DRAIN LINES TO BE SEPERATE AlxUkT� ab> ThRR(DMIDFe-C1f%PUTcSPEtP-O WS 13 REMOVE & REPLACE CURB. AND OTHER FITTINGS AS NEEDFOrks Department for conformance with current Y WAIL A e ' b'e t t erro s and INSTALL 4" SOLID ADS N12 FOOTING DRAIN. SLOPE TO DRAIN. DRAB AGE b : a; dul response for t e a equacy o the design rests totally with the GENERAL NOTES: = designer. Additions. deletions or revisions to these drawings after this date will void this acceptance E and will require a resubmittal of revised drawings � for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. N HORIZONTAL GRAPHIC SCALE Date: By. 0 20 10 0 10 20 phig- Q 1 inch = 20 ft. 1. CONTRACTOR SHALL FIELD VERIFY ALL GRADES PRIOR TO CONSTRUCTION. 2. KEEP INFILTRATION TRENCH 5' MIN. FROM PROPERTY AND 1 O' MIN. FROM HOUSE FOUNDATION. 3. GRADE AROUND THE HOUSE WITH 5% SLOPE AND 10 FEET WIDE AWAY FROM THE Q FOUNDATION. 4. FOR MORE INFORMATION ABOUT ROCKERY WALL DETAILS, SEE STRUCTURAL ENGINEERING PLANS AND CALCULATIONS. PROPERTY LINE B.S.B.L - - RIGHT OF WAY LINE - - RIGHT OF WAY CENTERLINE - - - - - - - - - ADJACENT PROPERTY LINE - - - - - - - EXISTING EASEMENT LINE 4" CONCRETE PAVEMENT PROPOSED RESIDENCE PROPOSED INFILTRATION TRENCH CORNER SET 2.0' GRAVEL STRIP SLOPE ,4 CONCRETE DRIVEWAY WASHED ROCK 3/4"- 1 Y2" SCALE: NONE ROCKERY WALL TABLE POINT # BOW TOW 10 348.50 350.50 20 348.50 356.00 3] 353.00 358.50 4 356.00 358.50 5 348.50 354.00 © 348.50 350.50 T Res'.. i- is ❑ Mdchan!cal Electrical ❑ Plumbing I ❑ Gas Piping Al NATIVE CD Z CV - REVISIONS { NO chanpo.s all ho mad of tf17rlt t^.�it;� ii,:f1' j(�r C C, n ��..0 1^ E: NONE WRAP WASHED ROCK ENTIRELY TER FABRIC EXISTING GROUND 4" RIGID PERFORATED PVC PIPE LAID LEVEL (TYP) WASHED ROCK 3/4" - 1 1/2" 24" NTS TED TIGHLINE STUB OUT MAXIMUM BUILDING COVERAGE HOUSE AND COVERED PORCH 2,149 SQ. FT. (INCLUDING OVERHANG) TOTAL 2,149 SQ. FT. 2,149 / 6,509=0.330 X 100% = 33.0% MAX. BUILDING COVERAGE Permit NO. _dcl - DRI Plan review approval is subject to errors and o*c'Mions. Approval o! t;onstruction documents does not suihorixe the violation of any adopted code or ordinance. Rece pt of approved Field Copy and conditions is acknowledged: Date: J ► JS� City of Tukwi a BUILDING DIVISION NOTED 2Q WSDOT/APWA 9-03.12[4] CHAIN LINK FENCE, TYPE NO. 4 OR 6 (WSDOT/APWA STANDARD REQUIRED WHEN ROCKERY HEIGHT IS 18 IN. OR GREATER. 50 WSDOT/APWA STANDARD SPECIFICATION SECTION 9-33 6. THE ROCK FACING FOUNDATION AND/OR KEYWAY IS T( OF ORGANIC MATTER AND DEBRIS AND THE UNDERLYIN COMPACTED TO A MINIMUM 95% OF THE MAXIMUM DR` IT JB V!l 1 %./1 1 u/lV 11 Y V �L1 I \ !1 \/{JI V'11N WITH SOLID LID 1 IMPERVIOUS SURFACE COVERAGE HOUSE AND COVERED PORCH 2,149 SQ. FT. (INCLUDING OVERHANG) DRIVEWAY & WALKWAY 573 SQ. FT. TOTAL 2,722 SQ. FT. 2,722 / 6,509=0.418X 100% = 41.8% IMPERV. SURF. COVERAGE CHAIN LINE FENCE @ z 11.85' J 12" MIN. THICKNESS OF W 2"-4" QUARRY SPALLS a 0 5' c n` z EX. GROUND REVIEWED FOR CODE COMPLIAN(APPROVED - - - - - - - - - CHAIN LINE FENCE@ z_ .'' NOV 0 6 2015 2Q cV GRAVEL BACKFILL FOR DRAIN 6z 12" MIN. THICKNESS OF - io 2"-4" QUARRY SPALLS City of Tukwila BUILDING DIVISIC 0.4 ox iV 6 �-- F- PERFORATED PIPE 4 MIN. 04 - -' L 0 w Z - a w FACE OF (5 NON -WOVEN GEOTEXTILE FOR _ o = N cr m = HOUSE UNDERGROUND DRAINAGE = `,t 5% ..2X KEYWAY 1 5'L 8' PERFORATED PIPE 4" MIN. KEYWAY 4" CON SLAB yy/ COVERED PORCH NON -WOVEN GEOTEXTILE FOR GRAVEL BACKFILL BE CLEARED UNDERGROUND DRAINAGE FOR DRAIN G MINERAL SOIL 5Q ' DENSITY. ROCKERY WALL CUT SECTION PER 2007 KING COUNTY ROAD DESIGN AND CONSTRUCTION STANDARDS FIGURE 5-003 SCALE: 1 "=4' REFERENCE SHEET NO. PG1 I- r• _ 0 W CD cn Z W U W 0 J O V ' Z W J W U Cn C Q I� r V U ry M CO)43 1 u r c' C 1W ' 20 +'�+ N a �T-1 r ¢ L : C 0� N o 0 MtD 0 Ma J Ln V) Ln 0 o N z Q z Q L-u. O v) M �2 06 = 2 NZ SHEET 1 OF 2 SHEETS 0 0 OL F_ z m m w Z m z m w z :5 _ w 0 0 o a 0 04 C N Z 0 U) � y" 0 = T' l'r: 'lL Z :m SE 2 20 5 cn Ja RM T CEN ER UJ z 0 LU "JNRECT N 0 T # v m °- 73 0 E 0 _J n 0 Cn LIJ 0 _J E n D 0 n 0 CD 0 ry M .S� Y 0i_ 6-9 IMMIvEm PROPERTY LINE RIGHT OF WAY LINE RIGHT OF WAY CENTERLINE ADJACENT PROPERTY LINE EXISTING EASEMENT LINE PROPOSED RESIDENCE CORNER SET HORIZONTAL GRAPHIC SCALE 20 10 0 10 20 1 inch = 20 ft. 4zi- . ......... . ........ L - — — — — - . ...... ..... SS .......... . . .......... 5.................... ' . . ....................... -'s ... SS SS ............. ............ ss ........... S S .. . .. ... ... ... ... ... ... .. .. ... ... ... - . .. . ... ... ... ... ... ... ... ... - V igy INSTALL CONSTRUCTION -ENTRANCE -PER DETAIL THIS'SHEFT 34 INSTALL SILT FENCE (TYP),, -,PER DETAIL THIS'SHEET 31 . ... ... ... ... 0* PRIVAT� DkiA f EASE ENT/ N89040'03'�t, 103.26' (2 :. 4- SC I'ZIP'_ Mn . . ........... STOCK PILE (TYP): L) INSTALL PLASTIC COVER,; PER DETAIL THIS SHEET" — — — — — — — — — — — — — — — — -- JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS. 'y CP Yy k" : l ,f� — — — — — — — — — — -- 2" X 2" X 14 GA. WIRE OR EQUIVALENT, --n IF STANDARD STRENGTH FABRIC USED. . ........ FILTER FABRIC AY[L. U U 1 6' MAX. POST SPACING MAY BE INCREASED TO 8'IF WIRE BACKING IS USED 2" X 4" WOOD POSTS. STEEL FENCE POSTS, REBAR, OR EQUIVALENT Z 4" MIN BACKFILL TRENCH WITH NATIVE SOIL OR 3/4" - 1.5" WASHED GRAVEL NOTES: FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE. -SILT FENCE DETAIL PER 2009 KCSWDM FIGURE C.3.6.A SCALE: NONE UNDISTURBED GROUND Sim ICATCH.' BASIN '01 .. ............... N 3 W —INSTALL INLET PROTECTION PER DETAIL THIS SHEET CONTRACTOR TO PROTECT MUD FROM BEING TRACKED ONTO THE PUBLIC ROAD EDGE OF EXISTING PAVEMENT 10.0'MAX. TOE IN SHEETING IN .......... MINIMUM 4"X4" TRENCH 1,'hCSC PhITIS have been reviewed by the Public ',Torks Department for conformance with current CIty standards. Acceptance is subject to errors and omissions which do not authorize violations of TIRES, SANDBAGS, OR EQUIVALENT MAY BE USED TO WEIGHT PLASTIC SEAMS BETWEEN SHEETS MUST OVERLAP A MINIMUM OF 12" AND BE WEIGHTED OR TAPED C5 V-- 2 adopt ---------- Led standards or ordinances. The responsibility for the adequacy of the design rests totally with the ......... .......... designer. Additions, deletions or revisions to these ........ ... drawings after this date will void this acceptance and will require a resubmittal of revised drawings PROVIDE ENERGY DISSIPATION for subsequent approval. AT TOE WHEN NEEDED Final acceptance is subject to field inspection by PLASTIC COVERING DETAIL the Public Works utilities inspector. Date: By: PER 2009 KCSWDM FIGURE C.3.4.A SCALE: NONE 116 Qdha I fw Eko INSTALL DRIVEWAY CULVERT K=Zt)* MIN. IF THERE IS A ROADSIDE DITCH PER KING COUNTY ROAD STANDARD,,q GEOTEXTILE UNDERLINE 4" TO 8" QUARRY SPALLS N T_ 100'MIN. 15'MIN. PROVIDE FULL WIDE OF INGRESS/EGRESS AREA NOTES AS PER KING COUNTY ROAD STANDARDS, DRIVEWAYS SHALL BE PAVED TO THE EDGE OF RIGHT-OF-WAY PRIOR TO INSTALLATION OF THE CONSTRUCTION ENTRANCE TO AVOID DAMAGING OF THE ROADWAY. IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE ROAD. C"'ONSTRUCIION ENTRANCE DETAIL PER 2009 KCSWDM FIGURE C.3.1.A SCALE: NONE —CATCH BASIN rGRATE REVIEWED FOR CODE COMPLIANCE APPROVED NOV 0 6 2015 City of Tukwila BUILDING DIVISION FrTT OVERFLOW 'X/ W% LDS;; FILTER MEDIA FOR X� DEWATERING AX\ X/1 A POROUS BOTTOM X.- NOTES: THIS DETAIL IS ONLY SCHEMATIC. ANY INSERT IS ALLOWED THAT HAS A MIN 0.5 CUBIC FEET OF STORAGE WITH THE MEANS TO DEWATER THE STORED SEDIMENT, PROVIDE AN OVERFLOW, AND CAN BE EASILY MAINTAINED. ISLET PROTECTION DETAIL PER 2009 KCSWDM FIGURE C.3.9.13 SCALE: NONE. REFERENCE SHEET SHEET NO. 2 EC1 OF 2 SHEETS Cl) .J F- 0 _J CN CO F_ '% @) M W L.0 "qr 0 C/) C-'4 U-) UJ (-) LU < Z n_ W Z UJ F— -doo Cf) J :> < N < U_ �� U Cl) M W u 43 0 U LU Ut.0 r 00 C .' 15 CV r o 4 5 U C) fa uU Ln T-q Cn U) N 6 ZZ < < a. 00 0 M M >M- 0 a W M Z UJ LU LO C) C14 C6 C14 Z 0 F_ U) =) 6 U) LU 0 , SO 2 U) 0 rERPAIT �-PENTE LU W 0 U-1 W CK m LU LO Q C? 6 co b Z . ... _.: °,�40� 2012 IRC R403.1.6 FOUNDATION ANCHORAGE: 2012 IRC M1503.1 GENERAL: : 2012 WSEC SECTION 404.1: FIRE BLOCKING NOTES: PER IRC SECTION R6028 WSEC R401.3 CERTIFICATE (MANDATORY). . A AN NT C IF CA S 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 PERM E ERt i TE HALL BE COMPLETED AND POSTED ON OR WITHIN WOOD SOLE PLATES 01= BRACED WALL. PANELS AT BUILDING INTERIORS DUCT. THE DUCT SERVING THE HOOD SHALL HAVE A SMOOTH INTERIOR SURF,4CE, A MINIMUM OF 15 PERCENT OF PERMANENTLY INSTALLED LAMPS IN LIGHTING THREE FEET OF THE ELECTRICAL DISTRIBUTION PANEL BY THE BUILDER OR SHALL BE AIR TIGHT AND SHALL BE EQUIPPED WITH A BACKDRAFT DAMPER FIXTURES SHALL BE HIGH-EFFICANCY LAMPS. SECTION R302.1: REGISTERED DESIGN PROFESSIONAL. THE CERTIFICATE SHALL BE COMPLETED ON MONOLITHIC SLABS AND ALL.. WOOD SILL PLATES SHALL BE BY THE BUILDER OR REGISTERED DESIGN PROFESSIONAL AND SHALL NOT 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 . . COVER OR OBSTRUCT THE VISIBILITY OF THE CIRCUIT DIRECTORY LABEL, MAXIMUM OF 6 FEET ON CENTER BOLTS SHALL BE AT LEAST �� INCH IN SPACE OR AREAS INSIDE THE BUILDING. R404.1.1: LIGHTING EQUIPMENT (MANDATORY). WALLS 01= DWELLINGS AND ACCESSORY BUILDINGS SHALL COMPLY WITH TABLE SERVICE DISCONNECT LABEL OR OTHER REQUIRED LABEL$ THE CERTIFICATE DIAMETER AND SHALL EXTEND A MINIMUM OF INCHES INTO CONCRETE FUEL GAS LIGHTING SYSTEMS SHALL NOT HAVE CONTINUOUSLY BURNING PILOT 302.1 OR GROUTED CELLS OF CONCRETE MASONRI' UNITS. A NUT AND WASHER EXCEPTION: WHERE INSTALLED IN ACCORDANCE WITH THE MANUFACTURERS LIGHTS .I . I In . _ SHALL LIST THE PREDOMINANT R-VALUES OF INSULATION INSTALLED IN OR ON INSTALLATION INSTRUCTIONS, AN WHERE MECHANICAL O NATURAL VENTILATION CEILING/ROOF, WALLS, FOUNDATION (SLAB, BELOW -GRADE WALL, AND/OR FLOOR) SHALL BE TIGHTENED ON EACH ANCHOR BOLT. THERE SHALL BE A LL RU D ERE E L R N RAL VE L + . 2012 IRC MI502.45 GENERAL: AND DUCTS OUTSIDE CONDITIONED SPACES_ U-FACTORS FOR FENESTRATION AND MINIMUM OF TWO BOLTS PER PLATE SECTION WITH ONE BOLT LOCATED 16 OTHERWISE PROVIDED, LISTED AND LABELED DUCTLESS RANGE HOODS' 1. WALLS, PROJECTIONS, OPENINGS OR PENETRATIONS IN WALLS PERPENDICULAR THE SOLAR HEAT GAIN COEFFICIENT (SHGC) OF FENESTRATION, AND THE RESULTS NOT MORE THAN 12 INCHES OR LESS THAN SEVEN BOLT DIAMETERS FROM SHALL NOT BE REQUIRED TO DISCHARGE TO THE OUTDOORS. TO THE LINE USED t0 DETERMINE THE FIRE SEPARATION DISTANCE. LENGTH IDENTIFICATION: WHERE THE EXHAUST DUCT IS CONCEALED WITHIN THE FROM ANY REQUIRED DUCT SYSTEM AND BUILDING ENVELOPE AIR LEAKAGE EACH END OF THE PLATE SECTION. INTERIOR BEARING WALL SOLE z . BUILDING CONSTUCTION, THE EQUIVALENT LENGTH OF THE EXHAUST DUCT SHALL TESTING DONE ON THE BUILDING. WHERE THERE IS MORE THAN ONE VALUE FOR ° PLATES ON MONOLITHIC SLAB FOUNDATION THAT ARE NOT PART OF A 2012 IRC M1601.1 DUCT SESIGN: 2. WALLS OF DWELLINGS AND ACCESSORY STRUCTURES LOCATED ON THE SAME F . BE IDENTIFIED ON A PERMANENT LABEL OR TAG. THE LABEL OR TAG SHAL BE EACH COMPONENT, THE CERTIFICATE SHALL LIST THE VALUE COVERING THE o BRACED WALL PANEL SHALL. BE POSITIVELY. ANCHORED WITH LOT. I - � �, 6 LL � LOCATED WITHIN 6 FEET OF THE EXHAUST DUCT CONNECTION. LARGEST AREA. THE CERTIFICATE SHALL LIST THE TYPES AND EFFICIENCIES OF � 2 K W Z W W . APPROVED FASTENERS. DUCT SYSTEMS SERVING HEATING, COOLING, AND VENTILATION EQUIPMENT SHALL W ° o ° s ° HEATING, COOLING AND SERVICE WATER HEATING EQUIPMENT. WHERE A �s o W Z LL - BE FABRICATED IN ACCORDANCE WITH THE PROVISIONS OF.TH15 SECTION AND 3. DETACHED TOOL SHEDS AND STORAGE SHEDS, PLAYHOUSES AND SIMILAR ° � a ° Z _ ° GAS -FIRED UNVENTED ROOM HEATER, ELECTRIC FURNACE, OR BASEBOARD PER WAC 15082: CONTINUOUSLY OPERATING EXHAUST '' � o � � N = Z } � ACCA MANUAL D OR OCHER APPROVED METHODS. STRUCTURES EXEMPTED FROM PERMITS ARE NOT REQUIRED TO PROVIDE WALL o p k � °, = U CONCRETE NOTE: VENTILATION SYSTEMS SHALL PROVIDE THE MINIMUM FLOW RATE OF �5 ELECTRIC HEALER IS INSTALLED IN THE RESIDENCE, THE CERTIFICATE SHALL LIST ° ° g a ¢ PROTECTION BASED ON LOCATION ON THE LOT. PROJECTIONS BEYOND THE _ , , N ° 3 � W W � �: CONCRETE SHALL HAVE MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF f �, cF M BASED ON SQUARE FOOTAGE OF HOUSE AND NUMBER O1= GAS FIRED UNVENTED ROOM HEATER, ELECTRIC FURNACE OR BASEBOARD . W s z o 2012 WSEC SECTION R403: I _ EXTERIOR WALL SHALL NOT EXTEND OVER THE LOT LINE. , s = LL o W AS SHOWN IN TABLE 4022. CONCRETE SUBJECT TO MODERATE OR SEVERE BEDROOMS. ELECTRIC HEATER, AS APPROPRIATE. AN EFFICIENCY SHALL NOT BE LISTED FOR � a � 0 _ zd=3. _�� °z r WEATHERING AS INDICATED IN TABLE R301.2 (1) SHALL BE AIR ENTRAINED AS GAS -FIRED UNVENTED ROOM HEATERS, ELECTRIC FURNACES OR ELECTRIC 4. DETACHED GARAGES ACCE56O Y TO A W ING OCAt WITHIN 2 FEET OF LL m W : N R403.1.1 PROGRAMMABLE THERMOSTAT. R DELL L ED Z a ° �, . SPECIFIED IN TABLE 402.2. IRC 1-11502.4.5 DRYER EXHAUST DUCT LENGTH IN CONCEALED BASEBOARD HEATERS. ° a N Z Z Z � W � j 6 WHERE THE PRIMARY HEATING SYSTEM IS A FORCED -AIR FURNACE, At LEAST ONE CONST UCTION REQUIRES EQUIVALENT LENGTH TO BE: POSTED WITHIN 6' A LOT LINE ARE PERMITTED TO HAVE ROOF EAVE PROJECTIONS NOT EXCEEDING - z � � o a I W Z ° ° �- TNI=RMOSTAT PER DWELLING UNIT SHALL BE CAPABLE OF CONTROLLING THE R 4 INCHES. W ° N W FLASHING NOTE 2012 IRC SECTION RiID3 8: OF THE DUCT CONNECTION PROTECT DUCT PER IRC M1502 5 m a o ¢ W o a a . HEATING AND COOLING SYSTEM ON A DAILY SCHEDULE TO MAINTAIN DIFFERENTCL - Z Z = ¢ 4 o m o Z FOUNDATION VENT CALCULATIONS °> N 3 Z W °, o tEMPE tU E SEt OINTS AT DIFFE NT TIMES OF tNE AY, tN THE OSTAt 5. FOUNDATION VENTS INSTALLED IN COMPLIANCE WITH THIS CODE ARE - m = � N ¢ N ; o RA R P RE D E PROVIDE COMBUSTION AIR OPENING GAS FURNACE OPTION PER IRC ° N z �i1 Z _ _ _ M APPROVED CORROSION -RESISTANT FLASHING SHALL BE APPLIED - SHALL ALLOW FOR, At A MINIMUM, A 5-2 PROGRAMMABLE SCHEDULE PERMITTED. G240�.62 8 x16 SCREENED FOUNDATION TO BE A MINIMUM OF 3 -0 FROM E o g �; 2 0 8 � o' SHINGLE -FASHION IN A MANNER TO PREVENT ENTRY OF WATER INTO THE WALL (WEEKDAYS/wEEKENDS) AND BE CAPABLE OF PROVIDING AT LEAST two _ Z o a W I. CAVITY OR PENETRATION OF WATER TO THE BUILDING STRUCTURAL FRAMING SECTION 313.12 RATPROOFING: THE COWERS PER IRC R 4082 YEN = 50 SQ. PT. 0 ° f u W � W z ° LO, PROGRAMMABLE SETBACK PERIODS PER DAY. THIS THERMOSTAT SHALL INCLUDE _ o W W o LL o COMPONENTS. SELF ADHERED MEMBRANES USED AS FLASHING SHALL R302.12 DRAFTSTOPPING: 1�14/300 = 424 SQL FT. VENTILATION -OR 9 VENTS ° N ° o r' THE CAPABILITY t0 SET SACK OR TEMPORARILY OPERATE THE SYSTEM TO z a � W LL , = W = = Z IN COIN UST( L CONSt CTION WHERE THERE IS USABLE SPACE BOTH W > N ° ° Z g - O COMPLY WITH AAMA 111. THE FLASHING SHALL EXTEND TO THE SURFACE OF MAINTAIN ON TEMPERATURES OWN TO 55T- (13°C) O U TO 85°1 (29°C). THE B B E CONSTRUCTION 313.12.1. STRAINER PLATES ON DRAIN INLETSSHALL BE DESIGNEE) AND INSTALLED N Z N m a � o F � Z � � ZONED R P ABOVE AND BELOW THE CONCEALED SPACE OF A FLOOR/CEILING W LL a N. "� s o Y W N - THE EXTERIOR WALL FINISH. APPROVED CORROSION -RESISTANT FLASNINGS THERMOSTAT SHALL INITIALLY BE PROGRAMMED WITH A HEATING TEMPERATURE SO THAT NO OPENING IS GREATER THAN INCH IN THE LEAST DIMENSION. _ ° ° z W ° �; � W , � ASSEMBLY, DRAFTSTOPS SHALL BE INSTALLED SO THAT THE AREA 2012 IRC R806.1 VENTILATION: � N � , W Z N o ° Z SHALL BE INSTALLED AT ALL OF THE FOLLOWING LOCATIONS: SET POINT NO NIGHER THAN 70°F l21 °C) AND A COOLING TEMPERATURE SEt POINT 313.122: METER BOXES SHALL BE CONSTRUCTED IN SUCH A MANNER THAT RATS ° _ ; _ = 3 a . OF THE CONCEALED SPACE DOES NOT EXCEED .1,000 SQUARE FEEL. LL . N ° W } ( , . o ��Naiw =g o' o a ¢ �/ . NO LOWER THAN 18T (26 C). THE THERMOSTAT AND/OR CONTROL SYSTEM SHALL CANNOT ENTER A BUILDING BY FOLLOWING THE SERVICE PIPES FROM THE BOX W W W � _ � ° ° o O DRAFtSTOPPING SHALL DIVIDE THE CONCEALED SPADE INTO ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FORMED WHERE CEILINGS ° ° _ 3 1. EXTERIOR WINDOW AND DOOR OPENINGS. FLASHING AT EXTERIOR WINDOW o o W > ° Z o . HAVE AN ADJUSTABLE DEADBAND OF NOT LESS THAN 10°F. APPROXIMATELY EQUAL AREAS. WHERE THE ASSEMBLY IS ENCLOSED INTO THE BUILDING. N N Z W } ° y }, ARE APPLIED DIRECTLY TO THE UNDERSIDE OF FOOL' RAFTERS SHALL HAVE _ = W a AND DOOR OPENINGS SHALL EXTEND TO THE SURFACE OF THE EXTERIOR BY A FLOOR MEMBRANE ABOVE AND A CEILING MEMBRANE BELOW, 313.123: IN OR OM BUILDINGS WHERE OPENINGS HAVE BEEN MADE IN WALLS, ° ° w . - J, � ° ° o W � . CROSS VENTILATION FOR EACH SEPERATE SPACE BY VENTILATING OPENINGS _ _ o W LL ° N a wALL. FINISH OR t0 THE WATER RESISTIVE BARRIER 1=0R SUBSEQUENT ` . XC PIONS: DRAFTSTOPPING SHALL BE PROVIDED IN FLOOR/CEILING ASSEMBLIES FLOORS, OR CEILINGS FOR THE PASSAGE OF PIPES SUCH OPENINGS SHALL BE ~ a _ o _ _ = N . O . - E EP PROTECTED AGAINST THE ENTRANCE OF RAIN OR SNOW. VENTILATION OPENINGS o m o m ° m o Z . . _ DRAINAGE. UNDER THE FOLLOWING CIRCUMSTANCES. COS AN PROTECTED Y THE INSTALLATIONM o a o N °, ° Z w LL N ° >_ I. SYSTEMS CONTROLLED BY AN OCCUPANT SENSOR THAT IS CAPABLE OF CLOSED D PR E ED B E OF APPROVED METAL i W W = Z Z Z ° N ° W SHALL HAVE A LEAST DIMENSION OF 6 MINIMUM AND i4 MAXIMIUM. VENTILATION z a- a a s o 2 S z, � � 2. At THE INTERSECTION "OF CHIMNEYS OR OTHER MASONRY CONSTRUCTION S SYSTEM W O OCCUPANT S SENSED A 10 COLLARS SCURELY FASTENED TO THE ADJOINING STRUCTURE. W a _ _ , HUTTING THE Y TEM OFF WHEN N PANT I E ED R .PER D I. CEILING IS SUSPENDED UNDER THE FLOOR FRAMING. OPENINGS HAVING A LEAST DIMENSION LARGER THAN 1/' SHALL BE PROVIDED w 1, R -'. - m � = F 4 LL CL WITH FRAME OR STUCCO WALLS, WITH PROJECTING LIPS ON BOTH SIDES OF UP TO THIRTY MINUTES. 313.12.4: TUB WASTE OPENINGS IN FRAMED CONSTRUCTION TO CRAWL SPACES AT a ¢ W a �, m O S 2. FLOOR FRAMING IS CONSTRUCTED OF TRUSS -TYPE OPEN -WEB WITH CORROSION -RESISTANT WIRE CLOTH SCREENING, HARDWARE CLOTH, OR W - o 2 _ W 6 o ., N - - O UNDER STUCCO C PING . 2. SYSTEMS CONTROLLED SOLELY BY A MANUALLY OPERATED TIMER OR BELOW THE FIRST FLOOR SHALL BE PROTECTED BY THE INSTALLATION OF m Z N �, 3 s Z LL Z ° = o OR PEi�FORATED MEMBERS. J° N z Q o 3. UNDER AND AT THE ENDS OF MASONRY, WOOD OR METAL COPINGS AND CAPABLE OF OPERATING THE SYSTEM FOR NO MORE THAN TWO APPROVED METAL COLLARS OR METAL SCREEN SECURELY FASTENED TO THE SIMILAR MATERIAL WITH OPENINGS HAVING A LEAST DIMENSION OF �' MINIMUM a ° _ � . a N = W U SILLS. HOURS. - 02 2 A IA S FTSTO IN MAT IA S SHA NOT A JOININ S C AND a MAXIMUM. OPENINGS IN ROOF FRAMING MEMBERS SHALL CONFORM TO N °, a Z ¢ Z Z ° N Z R3 .1 .1 M TER L .DRA PP G MATERIALS SHALL BE D G TRU LURE WITH NO OPENING GREATER THAN I INCH IN THE LEAST Z Z m � � - � - � ., . 4. CONTINUOUSLY ABOVE ALL PROJECTING WOOD TRIM. THE REQUIREMENTS OF SECTION R802. a ° Z _ � N = W . LESS THAN GYPSUM BOARD, > WOOD STRUCTURAL PANELS OR DIMENSION. ¢ ' Cd LL T W � F W 5.. WHERE EXTERIOR PORCHES, DECKS OR STAIRS ATTACH TO A WALL OR . o ° . a v a F_ ° = Z . R4032 DUCTS. OTHER APPROVED MATERIALS ADEQUATELY SUPPORTED. = o Z & a LL Z a 1. FLOOR ASSEMBLY OF WOOD -FRAME CONSTRUCTION. DR.4FtStOPPING SHALL BE INSTALLED PARALLEL t0 THE FLOOR ~ ° ° ° W = ¢ DUCTS AND AIR HANDLERS SHALL BE IN ACCORDANCE WITH SECTIONS R4ID32.1 6. AT WALL AND ROOF INTERSECTIONS. FRAMING MEMBER UNLESS OTHERWISE APPROVED BY THE . THROUGH R40323. i. At BUILT-IN GUTTERS: BUILDING OFFICIAL. THE INTEGRITY OF THE DR.AFTSTOPS SHALL BE REQUIRED ENERGY CREDITS: R4032.1 INSULATION (PRESCRIPTIVE). DUCTS SHALL BE INSULATED TO A MINIMUM - . MAINTAINED. OF R-8. 2a Al A - R LEAKAGE CONTROL AND EFFICIENT VENTILATION. HIGH EFFICIENCY WHOLE I IRC M1502B PROTECTION REQUIRED: . HOUSE FAN AND FINAL AIR LEAKAGE LEST TO BE �4.0 AIR EXCHANGES PER . PROTECTIVE; SHIELD PLATES SHALL BE PLACED WHERE NAILS OR SCREWS FROM EXCEPTION: ROOF GENERAL NOTES: .millilm FINISH O OTHER WO A LIKELY TO PENETRATE THE CLOTHES DRYER DUCTS OR PORTIONS THEREOF LOCATED COMPLETELY INSIDE THE BUILDING HOUR MAX. - R ER WORK RE a CONTRACTOR SHALL PROVIDE ATTIC VENTILATION AS PER CODE EXHAUST DUCT. SHIELD PLATES SHALL BE PLACED ON THE FINISHED FACE OF THERMAL ENVELOPE. DUCTS LOCATED IN CRAWL SPACES DO NOT QUALIFY FOR 5. PROVIDE FLASHING a ALL VALLEYS, PITCH CHANGES AND AT VERTICAL PLANES. . i C. PROVIDE FLASHING AND COUNTER FLASHING AT CHIMNEYS A MIN. OF V A50VE ROOF SHEATHINGS 3a HIGH EFFICIENCY HVAC EQUIPMENT. GAS, PROPANE OR OIL -FIRED WITH MIN. ALL FRAMING MEMBERS WHERE THERE IS LESS THAN I /a BETWEEN THE DUCT AND THIS EXCEPTION.. . . .THE FINISHED FACE OF THE FRAMING MEMBERS. PROTECTIVE SHIELD PLATES R4032.2 SEALING(MANDATORY). DUCTS, AIR HANDLERS, AND FILTER BOXES < CRICKETS AS SNou�l AFUE OF 95�o OR BETTER p. RAFTERS WILL SEAR DIRECTLY ON TRUSSES OR BLOCKING BETWEEN THE TRUSSES. . SHALL BE CONSTRUCTED OF STEEL, SHALL HAVE A MINIMUM THICKNESS OF 0.062 SHALL BE SEALED. JOINTS AND SEAMS SHALL COMPLY WITH EITHER THE E. HEADERS TO BE A MINIMUM OF 4x10 DM UNA. C C CO O A O A S A CO AS 5b EFFICIENT WATER HEATING. WATER HEATING SYSTEM SHALL INCLUDE tl-1E . INCH AND SHALL EXTEND A MINIMUM OF 2 INCHES ABOVE SOLE PLATES AND INTERNATIONAL ME HANI AL DE R INTERN Tl N L RE IDENTI L DE, F. PROVIDE DOUBLE FELT UNDERLAYMENT FOR COMPOSITION ROOPING. (TYR) FOR SLOPES UNDER 4:12 . FOLLOWING: GA5/PROPANE/OIL MIN. EP 0.82 BELOW TOP PLATES. APPLICABLE. G. UNDERLAYMENT SHALL BE APPLIED IN SHINGLE FASHION, PARALLEL TO ANp STARTING FROM THE . . EAVE E LAPPED 2', FASTENED SUFFICIENTLY TO HOLD IN PLACE. END LAPS SHALL BE OFFSET BY 6 FEET. - EGRESS NOTES: EXCEPTIONS: VENTILATION CALCULATIONS 4 REQUIREMENTS I I . . I � � S 1. AIR -IMPERMEABLE SPRAY FOAM PRODUCTS SHALL BE PERMITTED TO BE . PER IRC R310.1 BASEMENTS, HABITABLE ATTICS AND EVERY SLEEPING ROOM 2: THE TOTAL NET FREE VENTILATING AREA SHALL NOT BE LESS THAN OF THE AREA OF THE SPACE APPLIED WITHOUT ADDITIONAL JOINT SEALS. R806 � SHALL HAVE AT LEAST ONE OPERABLE EMERGENCY ESCAPE AND RESCUE I A x THAT ucrlON of r tot a A to IS I p vl THAT AT ASt 2. WHERE A DUCT CONNECTION IS MADE THAT 16 PARTIALLY INACCESSIBLE, � L. TEA E CEPT REp HE AL RE PERM TTE PRO DED LE ���. ... I.. �. .� I -. . .� II. I I� II� � �.I� � I I �. 1I .. .I I 1I ��I 1 I�. I . ' .I-. .... .,.I .�. ,I I � -I�I.DI I .. I I. 1.II.-I I -I.�.I. �.1 .5I .ILII ... 1PI ,.II L. .II �A.�. I� C.�. IEI. �� . �I �RI I I ;=..Q � . l I�I I LIRI . .I. ;-=. D. . .�L I E�� NII \lI..I IE�l ,I .I. (.. ).IIRI . ;I= III. N� �I S1I ,'. I11 ... � AI.I ..T.L II��M. ..-. I%. .I II,�. �� .� . ��. . .: . I. II. ..L. L L � . .I I. I. 'I.I1 . . I .II .I . .. .� �.L I .�� I L I I . .II . �. . L .I� II � .-1 � ..�. .1.I �.II � .I . I.LI �.�1.. . I. ..� .�.. .L I � I. . . . .� II .I� . 1.� .. . L . II � � II. . �. II � 1 OPENING. WHERE BASEMENTS CONTAIN ONE OR MORE SLEEPING ROOMS, 5P. AND NOT MORE THAN 80% OF THE REQUIRED VENTILATING AREA IS PROVIDED 13Y VENTILATORS - M NGY G SS AN SCUE OPENINGS SHALL BE REQUIRED IN EACH THREE SCREWS OR RIVETS SHALL BE EQUALLY SPACED ON THE EXPOSED 0- IS EAVE (TYP) . (I� I * . .. 1 � II .1 � I v:I4��I I I . I� L . I ,. I � II . I .. I II . �I ...II II II I Ic. I I .I I ��. I . II � .� . � I . 7. I I.II IR I . �I I�� I. II . 0 I �, . II I. II0 I .I . I I II .r 7 .I 1 I .II �FI. �. I- .I,� I I .. L�I I. �F��� .II II I1� .... �.I I � ..L. L � x I I. .�I.I . I � I.A� �. 1I ��, II1I , I I .l 1 leN. IS I .�. . . . . I .I.I... II.. . �,. I .... 1� I1.- , I. I� � . I. � .I.. . .. II II .I I , E ERGE . ERE D RE P LOCATED IN THE UPPER PORTION OF THE SPACE r0 BE VENTILATED AT LEAST 3 FEET ABOVE THE EAVE OR .I'III I . ��I 1.I .I1 . i I .I I .. I� I. SLEEPING Roots. WHERE EMERGENCY ESCAPE AND RESCUE OPENINGS ARE PORTION OF tHl= JOINT SO AS To PREVENT A HINGE AFFECT. CORNICE VENTS WITH THE BALANCE oP THE REQUIRED VENTILATION PROVIDED BY EAvE OR CORNICE VENTS. - - - - - - 5 � I. �� I.I. I . I '. 1.II ' I. I . . .�. I . .� � ..1. .��. . .II . I�. I I . . .I ..I II 1 I� , 1 1I . ..� II �. . . �1I I .. . I I II I . . 1..I . .� � I<(�0I m .II OI onI ICCMmwI. _ (_lI0. ..)E = .II . , II � � ,0oi .M �. I . fLL-.I>a PROVIDED THEY SHALL HAVE A SILL HEIGHT OF NOT MORE THAN 44 INCHES 1I18mm 3. CONTINUOUSLY WELDED AND LOCKING -TYPE LONGITUDINAL JOINTS AND' N MEASURED FROM THE FINISHED FLOOR TO THE BOTTOM OF THE CLEAR OPENING.. SEAMS IN DUCTS OPERATING AT STATIC PRESSURES LESS THAN 2 INCHES OF VENTILAtiON GENERAL NOTES: WATER COLUMN (500 PA) PRESSURE CLASSIFICATION SHALL NOT REQUIRE I `r (20) BIRO BLOCK6 A ROOFS TALLER THAN 3 WILL USE BIRD BLOCKING AND AF50 VENTS AS REQUIRED. 2012 IRC R310.1.1 MINIMUM OPENING AREA ADDITIONAL CLOSURE SYSTEMS. OOPS S THAN V WILL USE BIRD BLOCKING AS REQUIRED. I B R NORTER - . ALL EMERGENCY ESCAPE AND RESCUE OPENINGS SHALL HAVE A MINIMUM NET `" I I . D.S ------ - ---- 1-------- .S. CLEAR OPENING OF 5.1 SQUARE FEET... DUCTS SHALL BE LEAK TESTED IN ACCORDANCE WITH WSU RS-33, USING THE SSA A A MINIMUM N T C A EXCEPTION GRADE FLOOR OPENING H LL H VE E LE R . MAXIMUM DUCT LEAKAGE RATES SPECIFIED. DUCT TIGHTNESS SHALL BE VERIFIED I . Il. MAIN i�00F CALCULATIONS: OPENING OF 5 SQUARE FEET. 1. II BY EITHER OF THE FOLLOWING . I �I I.� . . .r I. . I. . �I . _ I . - 1,162 5Q. PT ATTIC AREA / 30D . 5.8'15Q PT. . 0 INIMUM O NIN H f HT . 2012 IRC R31 .1.2 M PE G E G i C S: 1. POSTCONSTRUCTION TESL. TOTAL LEAKAGE SHALL BE LESS THAN OR OF VENTILATION R�QUII�p (845 SQ INCF�ES) : - I , U T C A O NINGS H IGHt SHA 24 IN HE THE MINIM M NE LE R PE E LL BE .. .1I � I I 1.� I .� � � I . �I .II� I. . .I IIw..I .I I o . ..7� I I III . EQUAL t0 4 CFM (1133 L/MIN) PER 100 SQUARE FEEL 0929 M2) OF I �Ia I �I I . I . .. �. ,L I.I .l S (50 8Q ) �me;� NTIA OF UPPER ROOF VENTING PROVIDED BY AF50 ROOF VENT K PER VENT I . MINIMUM O NIN wl TH . w CONDITIONED FLOOR AREA WHEN TESTED AT A PRESSURE DIFFERE L 2012 IRC R310.13 PE G D 84b SQ IN x 60� 51� SQ IN REQUIRED. C OSS H N I S S M INCLUDING TH _ :. I .I .I.I� .�. �I.� I .I .IL . .. III. .I. . .I.. I I.. � ., � I I .I II IIII ��-.II.I. I . I.� ,�. �I I.1.. . . I.I I I.II ,I 11l . ��I I.m � ...I� � �.1� I .I �I1LI1�... .�l.. . ��. .I 1�. ,�I� �II� .. I I ..i . III�I..II �� . III .. I ... I ..�II I �l..� II. I .� . . �.�.�I I�. �. I I. � � �. L� �.,I. �.I I . .1.� ..I .1��II � ..r.I� ...I1. . . . 11�II�. .. � 1I.II � 1.�1 I�I��I� .� � ..IIII� 1 . I...I . I II I��.:I1.1..�.... .. .. . . . I .I.� .. I . I. I . I .1I. . ..1��� III . .1.11..,�I . .. .I. .... . 11I.. I l. .II I .1I.1 1.I.�. .11 1 I L� I II I� .. -II .I .. 1.. .. I� ��.I I. II. I II .I .-�I. �1 I.. ��. � �.IL � 1I . . II . ., I I I� I�I -.II ,�II . I 1I .I .I� I. . II. . � I I1. . II. I ILL .�I .. 1. .I 1. I. -. II �..I ..�� . I II � .� ��� I I �1I .1 � I .I,I �.. ..I. � �I. . . L. I . I .I1.. .I� . I.1�. I I.I 0.1 INCHES WG.125 PA A R t E E T RE Y TEE i C A O NIN WI TH SHA 20 INCHES. S SQ .. . THE MINIMUM NET LE R PE G D LL BE E PROVIDE lli) AF*�0 ROOF VENT 550 IN . MANUFAGTUS Ai NAN NC OSU A GIST BOOTS SHALL TRER R DLER E L RE LL RE ER •O O WIS S A U IN TH t ST. AKAG TO . BE TAPED THETREK E E LED D R G E E LE E OWER ROOF VENTING PROVIDED BY BIRpBLOCKING. (4) 2 DIA HOLES (3.14 EA) (125 SQ. INCHES) i 2012 IRC R310.1.4 OPERATIONAL CONSTRAINTS L OUTDOORS SHALL BE LESS THAN OR EQUAL t0 4 C1=M 11333 L/MIN PER 100 . AN WITH AP50 DOF rS l50 SQ IN ) NCY SCA AN SCU D NINGS SHA E OPERATIONAL FROM THE p R YEN PER VENT _ EMERGE E PE D RE E PE LLB P OF CON TION F 00 A A. SQUA F t DI ED L R RE _ RE EE - 84Pi SQ IN. x 40q° - 340 SQ. IN. QUI p. ._. .:.. ^ INS( OF TH OOM WITHOUT THE USE OF KEYS TOOLS OR SPECIAL: KNOWLEDGE. RE RE : 1 ❑ ❑ ❑ DE E R � _ p'�.C�.: _ PROVIDE l30) BIRABLOCKS = 315 SQ. IN. a FRONT 4 i�AR OF HOUSE AND NOT WITHIN 2 OF THE SIDES. . 2.: ROUGH IN TEST. TOTAL LEAKAGE SHALL B LESS THAN OR EQUAL TO 4 CFM : _ L , . ❑ ❑ ❑ ❑ ❑ �{ - ; .�'.. .r . .II � � I I � 8:12 8:12 L A 11133 L/MIN) PER 100 SQUARE BEET 1929 M2) OF CONDITIONED FLOOR AREA n_ . �- R DGE S AT A SSU IFP NTIA OP 0.1 INCHES w G. l25 A) � , o WHEN TE TED PRE REP ERE L E P . . SEA 1 � 2 - 015 . . ;ACROSS THE SYSTEM INCLUDING THE MANUFACTURERS AIR HANDLER I . . WINDOW NOTES. . . ENCLOSURE, ALL REGISTERS SHALL BE TAPED OR OTHERWISE SEALED I 4 I .. . U IN TH T ST. IF TH AI HAN I6 NOT INSTA AT TH TIME OF . , . w ,u LRMIT GENT . IN DWELLING UNITS; WHERE THE OPENING OF AN OPERABLE WINDOW IS LOCATED D R G E E R DLER LLED E - I - N O SU AC OW TH THE TEST TOTAL LEAKAGE SHALL BE LESS THAN OR EQUAL TO 3 CFM (85 . - - MORE 1NAN2 INCHES ABOVE THE FINISHED GRADE R RF E BEL E . I ,� . OW SHA A MINIMUM OF L/MIN) PER 100 SQUARE FEET (929 M2) OF CONDITIONED FLOOR AREA. LOWEST PART OF THE CLEAR OPENING OF THE WIND LL BE L . I . 2 INCH S A O TH FINISH F 00 OP THE ROOM IN WHICH THE WINDOW 1S ❑ O . 4 E B VE E ED L R R Yl . . I . O N S O SECTIONS OF WINDOWS SHALL NOT PERMIT PE ING - .LOCATED. PERABLE E D 0 _ ` _ Cf- SUC O NIN S EXCEPTION. J- THAT ALLOW PASSAGE OF A 4 INCH DIAMETER SPHERE WHERE H . PE G _ O THE TOTAL LEAKAGE TEST IS NOT REQUIRED FOR DUCTS AND AIR HANDLERS I - ARE LOCATED WITHIN 24 INCHES OF THE FINISHED FLOOR - I •- 00 . LOCATED ENTIRELY. WITHIN THE BUILDING THERMAL ENVELOPE. DUCTS LOCATED IN ❑ 1 (lm) BIRD BLOCKS G� EXCEPTIONS: CRAWL SPACES DO NOT QUALIFY FOR THIS EXCEPTION. � . . � I- . I v `1 O . I 8:12 8:2 ---- O � z 1 ©>�RE ❑ Lo c CT 1� 1 I .. I . . . � .. 1. WINDOWS WHO'S OPENINGS WILL NOT ALLOW A 4 INCH SPHERE TO PASS R4032.2.1 SEALED AIR HANDLER I -� - - - REVIEV THROUGH THE OPENING WHEN THE OPENING 15 IN ITS LARGEST POSITION. AIR HANDLERS SHALL HAVE A MANUFACTURER'S DESIGNATION FOR AN AIR CODE COMPLIANCE � � TA 0 -I--r m 2. OPENINGS THAT ARE PROVIDED WITH WINDOW FALL PREVENTION DEVICES LEAKAGE OF NO MORE THAN 2 PERCENT OF THE DESIGN AIR FLOW RATE WHEN - - - - - - - - - - - APPROVED O (u J . D.S oL - - - - - 1- .S. � D.S. I L� : THAT COMPLY WITH SECTION R6123. TESTED IN ACCORDANCE WITH ASHRAE 193. N -F-+ N . . . L---- --4 -N 3. OPENINGS THAT ARE PROVIDED WITH FALL PREVENTION DEVICES THAT NOV 06 2015 O . I- >' ,, . COIN Y WITH ASTM F 2090. .... 12' At RAKE (TYR) J PL R4032.3 BUILDING CAVITIES (MANDATORY).` . . O .. 4. WINDOWS THAT ARE PROVIDED WITH OPENING LIMITING DEVICES THAT O BUILDING FRAMING CAVITIES SHALL NOT BE USED AS DUCTS OR PLENUMS. -- c(1) . COMPLY WITH SECTION R612.4. Cifi o Tukwila . INSTALLATION OF DUCTS IN EXTERIOR WALLS, FLOORS OR CEILINGS SHALL NOT x " ..� Dl91LDING DIVISION (� 0 � S o . . 0 0 1/S' = I'-0' . D.S. =DOWNSPOUT FLOOR FLAN CALCULATIONS MAIN FLOOR: 1,28(o S.1=. UPPER FLOOR: 1,664 S.F. TOTAL * FTC . (NEATED): 2,950 S.F. 2-CAR GARAGE: 44(o 5.1=. 4 -C 3 -4 3 -0 -ro 3 -IO 5 -4 4'-1011 2'-10" �'-�" 6'-�'Lo D FOR REVIEW C) 0 � - CODS COMPLIANCE N -� N APPROVED O . `�` � N 0:6 2015 J O o O .._ C: (D ,, _� C . -8 I -10 10'-10' ol 10'-s' 2 �. 42 -0 co 0 co REVIEWED FOR F� 0 � � � Z N CODE COMPLIANCE i-- n� PH tad v . " ' �< di f _ - I -I VfQIi{ II JIVIIIIQ{IVII - VVIIrOV{ IIIIVIIIJQ,IVIJ xr f ss � t Window, Sk Ir tond Door -Schedule , .. s 'I t k r ' ;� Project ln(omiahon Co1it8at (nfoimeLon .. .... S r v ✓.. Gi CJ� `� \ i rf tl,.. � x3> �. '7@�s.,. .,.,. .,.,., ._. � .,. ,. _... ,.. ,/5'� .: � � � E_., -.,...._.,..,._. Thrs ro twill use the re uirem n f r r P h mco orete t e This .ec a ts'o the Presc r t ve at below:and r h a d'aai 3...,+ # hm` S.' Ft f'.. S `A" 2 {. ^i'x ..;i= F ,r�V V ># : Sr+x'� - _S Y> 0''^ 37.. 2N }4'1Y`,3rSe#E}"a„ �.. F'im r:: , :: , ., >, r .: <, w ,., _ > -,., ,. .,. *§,., .. .. .. the rmmrrrum values hated. In addrtron based on the siz�i of the structure the b ro riate r PP P .� , w ,<. , ..,:,:s 9'._<..-, .. .,'I.. �'? :;M;21r1 .�"F3:..,�r:�,,,>5,.,, r .. .. ..?., .. ,.:> .....::::........:. _ ...... - :.......: r:r'r n mbe of addlt on I cradlts`9re e s ho o t e m t a llc ht::::.....:.' tl r L a he kad a c a n.hY ha P r I PP e i s>',`R� 13' ?i., x�, a=,�„ s ,, ,�, ;, rs'�.K,.1` ,.x�. 7F'1.j k`�'. ✓ 4! t ,�' �v�� j�+_i, 's, ��$': �(��3�.'�, 'r, �,� fi ,{ ��s�'1€F%%>:Ns9 3',��d�>'''i�'biSt�I•,r ,r3 f��,✓ > va f jf t ,. �-,.; ,.. � R,�,i f, ��„ ?',4 'i��`x n�«�'�`'£`�ds;Evf'.;,,,..X� An ?.", � ,'.,.s�,�/iw� mp ' IIF •,.. "xR..�s'.��r3.'i#i,; 5a^k' sax�'za Ax RZ',,Y,.cr,^r2s.,».#G1 .�ndrrn�' ,,:r" 3,� I�a fi:��x46 YR; a 'a >�3. '} `ss 3r aR v y�3 } roi ., , 4�4�6}X E3,A f,`., w? d<J.>i3u, k, ;h'. .3, sc t✓ . . ?,Yk, �,$'=,0.y ,� 5'.. <'� �..�5 �9� >5��. �.L �fE# z"�7���e„ 5��,J"� '��,7. �•;€£Y yay�j���a''i >,r�, �},'��,��'�^^.e,, qK .4, �'�U s, �'; . t`ti.�Yl..?e .,., 308[ritg ,'vfi3+i,,f\ q..�s;I,� w�, KV 2 C�: 9 h EX..F mw '`, �„ .¢s^�+'% ,..... ;.: �. � y��R�, *'s � €' � �€�i,*�', �✓s' z�K�i„:'a s��,i�V fi�„,'S�"� � �C :. �''�,a�`�„ 3;<; r���. „�; s� 9 U ?,w i %"ek�'3F^ dry �'-s # }��r,,Ni ».✓R $� N`'; i� 'R.,.£>,uAFir3.s�„.:,.,.,��.Y,&"9;cx ni..sis^frs ��iv ��£ ,�. i� Y ,S l 4 � �, gS sF„'x iFC °✓' u, E3> k �, � F 'x"' qN "✓> `3'%'> � r f ':# 3: i A Y \� \ 4 i �Y' '�;�`�` 1,',bE;"kFh X>:: `S°F' #5� 2�`•+'t" g Y,, >� OWN' .�,1.f inches w 9(50 Pascals). required b the code official, testing ,I i i � _ a I .shall be conducted b an approved third party. A written report of the Y pp p Y p � results of the test shall be signed b the art conducting the test and 9 Y party g provided to the code offictial. Testing shall be performed at an time after. p 9 p Y creation of all penetrations of building thermal envelope. Once visual p g inspection has confirmed sealing (see Table R402.4.1.1), operable o dUUM http://www•ener�y.wswedu/Documents/Tablr ::d05 2:'�ner 4: Creditti� 2t117::W EC•Pdf ::: surlrnl ftll Olfd «i Ofl . ° H , , Y . _ _ :..,............. :. ..... Y 1 Fhr L xX 12 hrFM 7f'nry _ _ - ent townhouses, as defined in section 101.2 of the International Residential rorvu�3� Code to demonstrate compliance with this code. IRC Section i ' • I n Add Additional energy efficiency requirements (Mandatory). Each dwellingunit in one and two family dwellings and Y 9 F. # k k y 'x4 {, �,� :..'y �,f}dy� 3 xaa >ss}':.ii.4 £r 3 M I y: M ' ✓,13,. Y r !:,;F. ,.ry .;. <> ., sS,m.C,. F.e>. x.. av m.. ,,.'.. x at,§k,.v ... , v . ,.. , . n ,... 5,: , ,xr... 3N`... ,r;,>.k. _"', �'\�d {v �v "` £, x . s4 4 v`tr,. o.0 oaio o' A ; :o .0. 0 0.0 ::::: 0:00 00 0.0 .... 0.00 .00 townhouses, as deflned in Section 101.2 of the International Residential i Code shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits. WHOLE HOUSE VENTILATION SYSTEM. A mechanical venilation s stem includin fans controls- and ducts which re laces b direct or indirect means air from the habitable rooms p Y with outdoor air. WHOLE HOUSE VENTILATION REQUIREMENTS: 100 cfm fan standard on each home. 1500-3000 s.f. 2-3 bedroom 60 cfm (mina outdoor airflow rate) Fractional on -time= 0.7, Cycle Time (hours) 24 = 0.90, _ 60cfm/(0.90 x .7) = 95 cfm (per ASH RAE 62-2-2007, Addendum b) Outdoor air shall be supplied to all habitable rooms (at flow rates calculated per IRC Section M1508.3) through the forced air system ducts usin the followin method:- g 9 - _ ' FRESH AIR�INLE D T UCTSHALL COMPLY WITHTHE FOLLOWING. a B IZ e s ed accordin to IRC Section M1508.3 9 bBe ducted from the exterior and connected to the return air stream point four feet upstream of the forced air - r at a p p handler and shall not be connected directly into the forced air unit cabinet. NEW- c) Be equipped with a motorized damper connected to the :automatic ventilation control as specified in IRC Section _ 1508.5.2 and the required air flow rate shall be verified by field testing with a flow flood or a flow measuring station. CITY OF T;rr; d) Be insulated to a minumum R-4 when located within heated W ILA areas. e) Be connected to filtration device, and be readlily accessible for SEP 2 9 201 maintenance and replacement. The filter shall have a minimum efficiency rating (MERV) of at least 6. PERMIT CENTER WSEC SECTION R401.3 RESIDENTIAL ENERGY EFFICIENCY C7 A permanent certificate shall be completed and posted on or within three d" feet of the electrical distribution panel by the builder or registered design professional. The certificate shall be completed by the builder or: = 00 registered design professional and shall not cover or obstruct the visibility of the circuit directory label service disconnect label or other, TABLE 1507•3.3 t) required labels. The certificate shall list.the predominant R-values of CONTINUOUS WHOLE -HOUSE TABLE 1507.3.3(2) (V MECHANICAL VENTILATION SYSTEM AIRFLOW RATE REQUIREMENTS INTERMITTENT WHOLE -HOUSE MECHANICAL VENTILATION RATE FACTORS insulation installed in of on ceiling/roof, walls, foundation (slab, Lr.�— Number of Bedrooms Dwelling Unit Floor Area 0-1 2-3 1 4-5 6-7 >7 (sq. tt•) Airflow In CFM < 1500 30 45 60 75 90 1501-3000 45 60 75 90 105 3001-4500 60 75 90 105 120 4501-6000 75 90 105 120 135 6001-7500 90 105 120 135 150 > 7500 105 120 135 150. F 165 Run -Time Percentage In Each 4-Hour Segment 25% 33% 60% 66% 76% 1 100% Factor 4 3 2 1.5 1.3 1.0 Area to be Vented Ventilation Rates Idtchens 100 cfm Intermittent or 25 cfm oontimuously Bathroom / Laundry / Similar 50 cfm Intermittent or areas 20 cfm contimuously t e Value covering the largest a1 ea. the certl icate S I tip IANCE �1.1. J O L— � . efficiencies of heating, cooling and service water he tui where a gas -fired unvented room heater, electric fur ace, o MED.MED. C � I: (1) electric heater is installed in the residence, the certifi ate shall list "aas-fired unvented room heater."electric furnace" or "hase ii �d e tr�� 15 CCS � P1 4-5 i � t-m � O below -grade, and/or floor) and ducts outside conditioned spaces: 0 � ^ M I -factors for fenestration, and the results from any required duct system � (0 and building envelope air leakage testing done on the building. where }, (� 0 � Minimum Required Exhaust Rates Table M1507.4 there Is more than One value for each component, th' i '' "11.1's� ' O� . O `'� N GENERAL STRUCTURAL NOTES SHEARWALLS - Un ess note of erwise on plans and details) A s earwall plywood nailing 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. I 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 bESIGN CRITERIA the plans.. .Win - Risk category = II, Basic wind speed (V) = 1l0 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 l2" OC at interior supports unless noted 2.;Seismic - Risk category = II, Seismic importance factor (Ie) = 1.00, Site Class = D, Ss = 1.500, S1 =. 1. I otherwise on the plans. Offset panel joints between parallel adjacent runs of sheathing. 0.600, SDS 1.000, SD1 = 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 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 11 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 A co 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 Trusses s all 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. . Washin ton. g 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) ] , , Bottom Bottom Bottom Anchor Mark No. Edge Field Framing member plate Bottom Plate nail plate when Anchor bolt s acin - p g Top Top -plate seismic nd (plf, (plf, per sheathing sides Fastener fastener fastener at when plate spacing irectly bolt 2x plate connector (plf, % +40 0, plan (ply/osB) sheathed size spacing spacing adjoining 7 5 irectly nail in on . dia. plate/ connector (g,15) s acin p g 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 (unblocked) 13" 3x 72" (3x) LTP4 - 2.5" 3.25,. . W6B 7/16 tt 1 0.131" dia.x 6 �� 6 �� 2x 2x 0.148" dia. x (1) row 2x or 5/8 72" (2x) A35 or 36 ,; 193 271 2.5" (unblocked) 3.25^ 101, 3x 72" (3x) LTP4 W6 7/16" 1 0.131" dia.x 6" 12" 2x 2x 0.148" dia. x (1) row 2x or 5/81, (2x) 68"(2x) A35 or 30" 242 . 339 g�� 3x 72"(3x) LTP4 2.5" 3.25,, W4 7/1611 1 dia.x 4" 12" 2x. 2x 0.148" dia, x (1) row 2x or 5/8„ 48"(2x) A35 or 21" 348 487 2.5" 3.25•• 6" 3x 60" (3x) LTP4 0.131" 0.148" (.1) row 2x or 36"(2x) A35 or W3 7/16" 1 . dia.x 3" 12" 2x 2x dia, x 4" 3x, 5/8" 45"(3x) LTP4 16" . 452 633 2.5" 3.I 0.131" 0.148" (2) �� 2x or 28"(2x) A35 or W2 7/16�� 1 dia.x 211 1211 3x (5) 2x dia. x rows 7 3x 5/8,, 34 (3x) LTP4 . 12" 594 832 2.5" 3.25 (6) 0.131" 0.148" (3) A35 or 2W3 7/16" 2 dia.x 3" 12" 3x(5) 2x dia. x rows 6" 3x 5/8" 23"(3x) LTP4 8" 904 1266 2.5" 1 3.25" (6) 0.148" 0.148" (3) A35 or 2W2 19/3211 2 dia.x 211 1211 3x (5) 2x dia. x rows 4 �� 3x 5/8�� 12�� (3x) LTP4 410 1620 2268 3" 3.25" (6) 1 . 0 F o, o . . to w° ? W 'n ° �W O x a N Z 'n ° ul ��� �. Z p . � °8WQ a5 - ��$ US . ZF��O§ O ° � a � UJ - ZZ: co o �Z W Z � - Z ozpZ NoO NZW UJ Z o ry O� W pUtli ZULL �a j iE - PIPE PILES any way without. written approval of the registered design professional. �870 feW� . Z o i s�iall conform to ASTM A53 Grade B. Unless noted otherwise pipe is not required to be galvanized. 7. Where trusses ali m with shearwalls, a s ecial truss shall be rovided that has been desi ned to General notes (unless noted Otherwise) : ZOU a a �P pe P P q g g P P g B�W.= .aWo= WE ,6 .� T_ 2. 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 1S assumed to be as per the general structural notes. ��� =Z to transfer a minimum of 100 if alon the full len th of the truss. W>N�o B�,Z '-- REINFORCED coNCRETE - P g g 2) All panel edges are to be supported by framing members - studs, plates, and blocking (u . n . o .) (n Z N W a w ° F � Z c = psi at 28 days for footings, slabs and walls. Min 5-� sacks of cement per cubic yard of 8. All temporary and permanent bracing required for the stability of the truss under gravity loads 3 Allowable shears in table above assume either 1)` walls studs ` at 24" Oc with anel ion -axis oriented W LL a o N LL a 5 o N Y 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 ) „ _ p g moo W NZ � oo - to size is 7 8". Maximum slum = 4 inches. transferred to the main building system shall be identified and submitted to the engineer of horizontally or 2) wall studs at 16 oc with panel long axis oriented vertically or horizontally. °tea �o�F =3 2. Maximum aggrega / O P O 4 Where the full thickness of (2) 2x and 3x mudsills are -direct connected to wall studs use (2) 0.148" �aN�n� =s�of �a. O 3. All concrete shall be air entrained - 5o`minimum / 7o maximum (percent by volume of concrete) record for review.. ) Y WWWo �° O oo 4. Mixing. and placement of all concrete shall be in accordance with the IBC and ACI 318 Proportions of PARALLEL STRAND LUMBER (PSL) did . x4" end nails (2Od box) per stud. 0 0 Z W N o W ° 0 , o � aggregate to cement shall be such as to produce a dense, :workable mix which can be placed without Para e stran um er s all be manufactured as per NER-292 and meet the requirements of ASTM 5) (2) 2x material can be used in lieu Of 3x material rovided the (2) 2x is gang nailed as per the 55W��' Z ao - se gregation 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. p r 2 " o o W r w otherwise indicated on architectural drawin s. LAMINATED VENEER LUMBER (LVL) associated shearwall' bottom plate nailing. o },. m o � S m T _' g 5. No special inspection is required. 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 hails into the wood floor below, provide rim �m@=N °O n LLo Z O°- O z N V' Z W O N O = Z U1 W - 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" . Z W o; ° N Z - � REINFORCING STEEL 2. For top 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 �8� �m a Q oncrete rein orcement shall be detailed, fabricated and placed in accordance with ACI 318. 12" OC. Use three rows of 0.148" diameter x 3 nails for beams with depths of 14" or more. „ ',p WWoas W�Fo Bo N 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 plate . Provide a minimum of two anchor bolts W Z � N 3 � S ° o o W = ° 3 . Welded wire mesh shall conform to _ASTM A185. LAMINATED STRAND LUMBER (LSL) per mudsill SeCtiOri . ; J W a a ? z U 4. Reinforcin steel shall be accurately placed and adequately secured in position. The following protection amina e stran um er s all be manufactured as per NER-292 and meet the requirements of ASTM 8) Provide 0.229"x3"x3" plate washers at all anchor bolts in 2x4/3x4 mudsills and 0.229"x3"x4-1/2" o��W dQdZo W� z g D2559 - Fb=2325 si, E=1.55E6 si for beams and Fb=1700 si, E=1.3E6 si for beams/columns and ZZmg� 1N1, W2 for reinforcement shall be provided: - P P P P plate washers at all anchor bolts in 2x6/3x6 mudsills . The distance from the inside face of any s ° ° O W Min cover Fb=1900 psi, E=1.3E6 psi for planks. structural sheathin to the nearest ed e of the nearest late washer shall not exceed 1/2 Embed Nogg jE W0 W Cast against and permanently exposed to earth - 3" GLUED LAMINATED WOOD MEMBERS (GLB) g g p =oZU)2 �,L 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 . t0 ° o N LL N o W ° P 2" for #6 bar and lar er (Fb=2400 si, E=1.8E6 si) unless otherwise noted on the lans. �� 1� g P P P mudsill) is 1-3/4 Minimum anchor bolt concrete end distance (parallel°to mudsill) is 8 . `Slabs and walls at interior face - 1.5" 2. Fabrication shall be in conformance with current applicable ANSI/AITC A190.1 and ASTM D3737. _ „ reinforcin 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. 9) Use 0 . 131 x 1 1/2 long nails if connector is in contact with framing. use 0.131 .x 2-1/2" long 5. Lap continuous g ( ). g 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. ois s y toss Joists/MacMillan or approved equal. 10) Ad] Oining horz . panel joints are not permitted to be located on either side Of the top plate or the . 2: Joists to be erected`in accordance with the plans and any Manufacturers drawings and installation - - P!' f ""i;d1?!' RETAINING wALLs bottom plate . Locate adjoining horz panel joints at the mid line of the rim joist or at the mid line �Y „ (SPA' A g„I ® . oor slabs to be oured and cured and floor framin above shall be corn lete before backfilling drawings. p'+!i 11ri�',I ��,itll,�4lbll�!w� concrete p g P of blockin in the wall above/below. behind retaining walls. .. .: 3 Construction loads in excess of the design loads are not permitted. g TIMBER 4. Provide erection bracing until sheathing material has been installed. 11) Spacing shown assumes top plate connectors are installed on one side of wall . If installed on both 11 I ca I I dress noted otherwise, all sawn lumber shall be kiln dried and graded/marked in conformance with WCLIB 5. See manufacturer's references for limitations on the cutting of webs and/or flanges. sides of wall, required spacing can be multiplied by two (2)1. standard grading for west coast lumber. Lumber shall meet the following minimum criteria: STEEL CONSTRUCTION 12) Table above shows .ASD allowable . unit shear ' capacity. LRFD factored unit shear resistance is . 4x and larger: DF #2 (Fb=875 psi) Structura stee shall .be ASTM A992 (wide flange shapes) or A53-Grade B (pipe) or A36 (other D v 1 v 1 smaller: HF 2 Fb=850 si or SPF #2 Fb=875 si) sha es and plate) unless noted otherwise. calculated by. multiplying AS a ues abo e by . 6 3x and - �� # ( p ) ( P P 2, wall studs shall be: Bearin 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 g 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. 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 using E70XX electrodes. Only pre -qualified 14) shearwall ed e nailin is required along full height Of all holdown posts . At built-up , hOldown co 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. g g . HF stud rade or btr at 16" max oc - carrying onl two floors, .roof and ceiling MASONRY members, distribute the shearwall edge nailing into all laminations . 2x6 g (max) Y g Y, . Non-Bearin walls with maximum stud len th 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 . I , E g g . x F stu gra e or tr at max oc - - maximum stud length 2. special inspection is not required. sheathed on one side only and when/where the location of the adjoining horz. panel joints meets note 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 10 re uirements 3. Provide 4x6.DF2 header over o enin s 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. ( ) q P g 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 exceedin 5'-0". in maximum lifts of 4'-0" P g . 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. top of the wall. g 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'-0" all diaphragm openings. past the opening at each side or as far as possible and hook. . P 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. All nails shall be common wire nails unless noted otherwise: structure and of the same size and spacing as the vertical wall reinforcing. ilin shall meet the minimum nailin re uirements of Table 2304.9.1 of the International Building 9. Provide corner bars to match the horizontal walls reinforcing at all wall intersections. 3. All.na g g q 1.Code. 10.. Reinforcing steel shall be specified under "REINFORCING STEEL". Lap all reinforcing bars 40 bar ncrete to be ressure-treated with a wood reservative. diameters with a minimum of 1'-6" . 4. All wood in contact with ground or co p P . d above round shall be ressure treated in accordance with AWPA U1 for the following` conditions: 11. Masonry walls shall be reinforced as shown on the plans and details and if not shown, shall have . 5. Wood use g P 1 and 1 5 48" OC vertically.I 1. . 1 5 at 48 OC horizontal a # @ 1 aces or ) Y a) Joists,. girders, and subfloors that are closer than 18 to exposed ground in craw spaces ( )# Y unexcavated areas located within the perimeter of the building foundation. 12. Embed anchor bolts a minimum of 5". b Wood framing including sheathing that rest on exterior foundation walls and are less than 8 inches8 GENERAL CONSTRUCTION . g r h g g P� g P ] g q from exposed ea t A materials, workmanshi desi n, and construction shall conform to the ro'ect drawin s, c Slee ers sills, led ers, osts and columns indirect contact with concrete or masonry. specifications, and the International Building Code. P g P 6. All field -cut ends, notches, and drilled holes of preservative -treated wood shall be treated, for use 2. Structural drawings shall be used in conjunction with architectural drawings for bidding and cate or UC4A er AWPA U1-07, in the field using a 9.08% Copper Naphthenate (CuN).solution such as "End -construction. Contractor shall verify dimensions and conditions for compatibility and shall notify . g Y P cut Solution" (Cunapsol-1) in accordance with the directions of the product manufacturer. the architect of any discrepancies prior to construction. r exce t anchor bolts and holdown anchors 1/2" diameter Discrepancies: The contractor shall inform the engineer in writing, during the bidding 7. All wood connectors and associated steel fastene s ( p , . mi ive-treated wood shall conform to one of the corrosion. period,. of any and all discrepancies or omissions noted on the drawings and specifications or . and larger) in contact with any preservat g - of any variations needed in order to conform to codes, rules and regulations. Upon receipt _ protection configuration options: iated steel fasteners shall`be T e 303 304 306 or 316 stainless steel of such information, the engineer will send written instructions to all concerned. Any such a) All wood connectors and assoc YP al wood reservative retention levels exceed the followin levels: discrepancy, omission, or variation not reported shall be the responsibility of the . when actu p g . Treatment Retention level (Pcf) contractor. r t an 3. The contractor shall rovide tern orar bracing as required until all permanent framing and . ACQ (Alkaline Copper Quat) Greate P P Y er oat Greater than 0.34 connections have been completed. MCQ (Micronized CoPP Q ) Greater than 0.21' 4. The contractor shall coordinate with the building department for all permits and building - CA-B (Copper Azole) . CA-C & MCA (Copper Azole & Azole Biocide) Greater than 0.15 department required inspections. u CA-C (Azole Biocide) Greater than 0.14 5 Do not scale drawings. Use only written dimensions. 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 O lvanizin er ASTM A653 type G185 engineer. . i) Continuous hot dipped ga g p , yp i Batch or ost hot -di ed alvanizin er ASTM 123 for individual connectors and as per 7. Contractor initiated changes shall be submitted in writing to the architect and structural 1) P PP g g P ((� ASTM A153 for fasteners. Fasteners,. other than nails, timber rivets, wood screws and engineer for approval prior to fabrication or construction. EEO= CL CL C . la screws, ma 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 - O g Y . Q • - 00 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 terior, dr environment shall be ermitted. . instructions prepared by the supplier. \ in , y p 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, REVIEWED FOR � 9. All anchor bolts shall be as specified in the general notes on the shearwall schedule. or procedures required to perform the work. ®pE'G®I�PLIANCE O � 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, Lo. .. N or bolts in each member. therefore, must be reviewed by the contractor. Contractor shall review and stamp all shop .APPROVED � � T_ � M�y'� � in'wood members shall conform to ASTM A307. drawings prior to submitting for review by the engineer of record. Submissions shall include a \ -1-J W co 11. All bolts rd cut washers under the head of all bolts and la screws bearing on wood. reproducible and one copy: Reproducible will be marked and returned. Re -submittals of previously NOV 0 U. J'i . I � ku 12. Provide standa g 1LO ANCHORAGE submitted shop drawings shall have all changes clouded and dated with a sequential revision .�� N ractor shall review and stam all revised and resubmitted sho drawin s riot to \ N . A anchor bolts and holdown bolts embedded in concrete or masonry shall be A307 unless noted number. Cont p P g P Q i �i otherwise specified shall be Simpson Strong -Bolt 2 submittal and review by the engineer of record. In the event of conflict between the shop otherwise. expansion bolts into concrete not p P g r l J wed e anchor. Install in accordance with.ICC ESR-1771, including minimum embedment depth : drawings and design drawings/specifications, the design drawings/specifications shall cont o and City of Tu re uirements: be followed. , r ■ q BUIL®IIa! N NAILS -1.1� .(n � 1�lailing of wood framed members to be .in accordance with IBC 2012 Table 2304.9.1 unless otherwise _ �'{� (D noted. Connection designs are based on "Common Wire nails with the. following properties: �V -0 -� > (Z O Penny weight Diameter (inches) Length (inches) (0. W L- � 10d 0.148 3 16d 0.162 3-1/2 RECEIVED. 20d 0.192 4 . CITY OF TllY11VILA I . . , 9 5 2015 . � .: . r.L; .ni. - - - - O O Z NO_N N O 0 ? Z. U N XX W Lu O Go o r Gz x' . � (� �ui0_ 1� -011 ui o° .. _0 8aLLN OM �.. PBS66 & 24" SQ.x 10" THICK FTG. o oL ¢ N = 3 N L— - W/(2)#4 EACH WAY (2 LOC.) _9 <y°W w ao /��� zu oNZZNZ a 4' CONC.SLAB OVER 4' GRANULAR FILL ooF��� W SLOPE AWAY n+ L PE FROM Sy+ s�o�` a o NOUSE FOR DRAINAGE ,�,Q o 0 W � o 9 � ° N 421-�' ��ti za�LL NKo yW�� w� a O m inwa NZ O /11 0 z O 5 D w �a z U) �' w o 1- t;?_ woo 82 ' a z�n0 aa. D3 0 ma. o��a o Oo 0 0>�z aL Wo LL m > _ N ou�Oap OF�a� f O `� a' z N oz E I =) a LL ou ��w� orWOj Rio a W r N w1.- 0 0110 �� O mzdmW!. (0ClF z� ^.' Q RX W. i I�__I/2 OBS� ❑ I z °510x4/XO 5Ox4/XO o a. \ �o U Uzi o w O x Q ZWo�z gQ%5 z~� U ^� PONY WALL PER PLAN ANCHOR BOLTS (OR APPROVED EQUAL) AND MUDSILL (WHERE OCCURS) PER NOTES (7) & (8) ON SHEARWALL SCHEDULE .l.�_ (TYP, U.N.O.) OC T UPPER 12" OF WALL. SHEATHING PER SHEAR WALL SCHEDULE SHEATHING PER SHEAR (1)#4 CONT. HORZ. LOCATED WITHIN r STUD/SHEAR WALL PER PLAN STUD/SHEARWALL PER ADDITIONAL #4 CONT. HORZ. AT 24" OC WHEN STEMWALL _ OVERALL VERTICAL DIMENSION EXCEEDS 24" (TYP) SW EDGE NAILING PER SW SCHED. SW EDGE NAILING PE m (U.N.O., PROVIDE "W6" NAILING) _ (U.N.O., PROVIDE "WE FLOOR SHEATHING NAILS @ 4" OC SLAB -ON -GRADE o PER PLAN WHERE 3 AT 48" OC HORZ. JOINT WHERE OCCURS HORZ. JOINT(W R # #4 VERT. AT -�+I OCCURS VERT. HOOK SW EDGE NAILING PER SW SCHED.) SW EDGE NAILING (P 48" OC (TYP) BARS 1<6" (U.N.O., PROVIDE "W6" NAILING) (U.N.O., PROVIDE "W ^ I EQ. EQ. 6 JOISTS PER PLANS _ JOISTS PER PLAN _ _ 8 F CONT.. , tII-,II._-.III--,III_.._:.1.1_I:=.III_._,,. (1)#4 '� JOIST BLOCKING @ 48 OC 111._ .! I I III=.-111-III_==.i l l_..I E 1=III-III-) I I=III=III=III i 1 III III I11=III II (BLOCKING ONLY REQ D WHEN 't EXCEEDS 2 „ Ili " _ -1 :,:: o0 � ' `• ,,._,� UNBALANCED BACKFILL EX ED 4) _ _, �� I i_i �- = 1 4 CONT. APPROVED ALTERNATIVE. TO 5/8 DIA. APPROVED ALTERNATIVE `i� HORZ. ANCHOR BOLTS AT 6 -0 oC ANCHOR BOLTS AT 6'- W `X L-MASA OR MASAP AT 4'-8" OC -MASA OR MASAP AT r,r=r min-T� m :rrr ..rrr:'_ Z SLAB -ON -GRADE PER PLAN WHERE OCCURS -LMA4Z AT 2'-7" OC -LMA4Z AT 2'-7 OC � ,, 20 -LMA6Z AT 3'-2" OC -LMA6Z AT S-2" OC �= EQ. 8 EQ. #4 AT 48 OC-VERT. HOOK BARS WITH 14 LAP (TYP) - 15 6" -MA4 AT 2'-2" OC -MA4 AT 2'-2" OC BSMT. SLAB -ON -GRADE C THICKENED EDGE -MA6 AT 2'-7" OC -MA6 AT 2'-7" OC A) CRAWL SPACE f -MAB15 OR MAB23 AT 1'-11" OC -MAB15 OR MAB23 AT FOUNDAI"ION WALL DETAILS FLOOR JOIST PARALLEL © RIM DETAIL_: FLOOR `JOIST PERPENDICULAR C - /A �. . ROOF DIAPHRAGM NAILING PER GENERAL NOTES PANEL JOINT (WHERE OCCURS) 1 7 7. cn ROOF DIAPHRAGM NAILING PER GENERAL NOTES ROOF SHEATHING GABLE END ROOF FRAMING , m CD PER GENERAL NOTES / Q o c, w (2) ROWS 0.148" DIA.0" NAILS FULL DEPTH FRAMING CONNECTOR PER SW AT 16" OC IN .EACH ROW PANEL JOINT (WHERE OCCURS) 2x BLOCKING SCHEDULE CONNECTORS PER SW SCHEDULE / z _.. "H1" AT ALL TRUSS RAFTER BEARING LOCATIONS/ 0.148" DIA.0" NAILS AT 8" OC EDGE NAILING PER SW SCHEDULE o WALL FRAMING PER GENERAL / = HORZ. BLOCKING. PER z STRUCTURAL NOTES-TYP(U.N.O.) PANEL JOINT (WHERE OCCURS) e SW SCHEDULE (TYP. U.N.O.) o _ HORZ. PANEL JOINT (WHERE OCCURS) BOTTOM PLATE NAILING PER SW SCHEDULE BLOCK ALL : HORZ. PANEL JOINTS PER SW SCHEDULE (TYP, U.N.O.) d FLOOR DIAPHRAGM NAILING PER BOUNDARY MEMBER PER PLAN • / z GENERAL NOTES (TYP, U.N.O.) i- - (2)2x MIN. (TYP) C EDGE NAILING PER SW SCHEDULE FLOOR SHEATHING PER GENERAL NOTES o SHEARWALL EXTENT PER PLAN v HORZ. PANEL JOINT WHERE OCCURS FRAMING MEMBERS PER ( ) GENERAL STRUCTURAL / o° Z NOTES (TYP) i REFERENCE NOTE (6) ON SW SCHEDULE FOR REQUIREMENTS WHEN 2 OR MORE ROWS SW NAILING PER = OF BOTTOM PLATE NAILING IS SPECIFIED-TYP SW SCHEDULE (TYP) / • ° o HORZ. PANEL JOINT (WHERE OCCURS) W W u, .. s - ,r--- MUDSILL & ANCHOR BOLTS PER v cn NOTES (7) & (8) ON SW SCHEDULE .� _,,�._._ ._ ...... ,f `-.. -- (TYP, U.N.O.) z PANEL JOINT (WHERE OCCURS) > 'lz W oAr - c� J 7 HORZ. PANEL JOINT (WHERE OCCURS i EDGE NAILING PER SW SCHEDULE • - Lu li III � W HOLDOWN PER PLAN (WHERE OCCURS) o .. _ C REF. 1/SD-1 FOR ' ° a. PANEL JOINT (WHERE OCCURS) • Z FOUNDATION INFORMATION o SOLID BLOCK UNDER HOLDOWN STUDS _ ;' MUDSILL PER SW SCHEDULE HOLDOWN ANCHORAGE PER FRAMING PERPENDICULAR FRAMING PARALLEL PLAN(WHERE OCCURS) MUDSILL & ANCHOR BOLTS PER NOTES (7) & (8) ON SW SCHEDI,�� PROVIDE NAILING. PER IBC WALL FRAMING DETAILS TABLE 23o4s.1-TYP(u.N.o.) TYPICAL SHEAR WALL DETAIL (TYP, U.N.O.) 6 7 N.T.S. 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.x3" BLOCKING PER JOIST MANUFACTURER 12" OC WHEN BEAM IS (2) MEMBER - REQTS. AT EVERY OTHER JOIST SPACE 18" OC - WHEN BEAM IS (3) MEMBER AT 6" OC (TYP, U.N.O.) 24" OC WHEN BEAM IS 4 MEMBER RIM JOIST. PER JOIST ( ) 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 U.N.O. PROVIDE "W6" NAILING)NAILS PER BLOCK 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 JOISTS PER PLAN PROVIDE (3)0.148" DIA.x3" HANGEf REFERENCE NOTE (15) ON SHEARWALL TOENAILS PER BLOCK BEAM PER PLAN CHEDULE AS TO THE. CONDITIONS THAT MAY ALLOW THE FRAMING CLIPS TO BE BEAM PER PLAN HEADER PER PLAN - OMITTED 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 0 N.T.S. SILL NAILING PER SW SCHED.` SCHEDULE (U.N.O., USE W6 SILL NAILING) SH PER SHEAR WALL SCHEDULE D/SH WALL PER PLAN �3 FLOOR DIAPHRAGM BOUNDARY BEARING WALL (WHERE OCCURS) �4�-,orr SCHED. NAILING -PROVIDE 0.148" DIA.x3" S AILING PER SW SCHED. SHEATHING PER PLAN/GENERAL NOTES k ��' �� o _ING) AT 6" OC (TYP, U.N.O.) (U..., PROVIDE "W6" NAILING) 943 I�f2 CO FULL DEPTH BLOCKING 1x4 x 12" EA. SIDE w/(4)0.148" . a ' f o SHEATHING PER PLAN GENERAL NOTES OVER ALL BEAM LINES / DIA.x3" EA. MEMBER (16 NAILS TOTAL), OCCURS) HORZ. JOINT(WHERE OCCURS) I SCHED. BLOCKING PER JOIST SW EDGE NAILING PER SW SCHED.;ay� P� DUNG) MANUFACTURER REQTS. (U.N.O., PROVIDE. "W6" NAILING) OST PER PLAN BEAM PER PLAN W/MIN. 1" AIR JOISTS PER PLAN RIM JOIST PER JOIST P644 OR (2)A34 rj „REQTS. SPACE @ENDS TO CONCRETE Z A35 CLIPS AT 30 OC MANUFACTURER REINF. PER PLAN 90 LB. FELT Z o 101 FOOTING PER PLAN (CONT. OR SPOT) a i 8" DIA. - `�- APPROVED ALTERNATIVE TO 5 8" DIA. m __ _._: y: MAX SLOPE PER w a 2 „ 1 I ......I. El I I:,:, ELL-=._ I III 1I_I.... � L:�GEOTECH REQTS o � a s =- _ � o ANCHOR BOLTS AT 6 0 OC -I I II __ I I-� ! I : I -I I I� I I_I I I-1 I I=11I _I I _. V ��_ILI—III 0°kN'� oC -MASA OR MASAP AT 4'-8" OC w h ° 8 a < a N rZ -LMA4Z AT 2'-7" OC 0 W s w " DISTANCE FROM 8 = a o w -LMA6Z AT 3 -2 OC r, DIMENSION PER PLAN SLOPE PER GEOTECHNICAL ° -MA4 AT 2'-2" OC REQUIREMENTS Z W } -MA6 AT 2 7 OC _ O Na.Z . 0zz 2�2 3 1" OC -MAB15 OR MAB23 AT 1'-11" OC Z O o o 3 0 ,IM DETAIL L^�. CANTILEVER FLOOR JOISTS DETAIL INTERIOR SUPPORT @ FLOOR JOISTS DETAIL m <wwl CA 0 tU Lu N.T.S. N.T.S. N.T.S. z g�u-� ,,7 5�0vWo wz2wiL NZoZ,. z� W�W ^, FRAMING MEMBERS PERPENDICULAR FRAMING MEMBERS PARALLEL x ° ° ° ° z W Z W'. >- wzv,- o° z SW HOEDOWN PER LL § U. 5 ; g U S PLAN WHERE ,; o o W ffi W R 0 3 ( 2x BLOCKING 0.131 DIA.x2.5 NAILS AT 6 OC N ; w G LL � N OCCURS) 0.131 DIA.x2.5 NAILS == N 9 6 a- o " FOR FULL EXTENT OF SW BELOW W W � o � � � 8 w � AT 6 OC FOR FULL TRUSS TOP CHORD ". „ � � � o o w _ = LL EXTENT OF SW 0.131 DIA.x2.5 o m a. _ ° "8 N ° z ROOF SHEATHING NAILS AT 6" OC W ° = ° z N z z N o W FULL HEIGHT GANGED BELOW (TYP) PER GEN. NOTES W. a O a � o y z t- U FOR FULL LENGTH w w 0 >- lr a - 2x STUDS PER PLAN AT ROOF DIAPHRAGM 8 � G x m _ a " C L MATCH HOEDOWN ABOVE (WHERE OCCURS) EDGE NAILING PER SW SCHED. V SHEATHING :R SW SCHED. SW EXTENT PER PLAN SHEATHING PER SW SCHED. BLOCKING AT ALL HORZ. PANEL. JOINTS(WHERE OCCURS) LL NAILING :R SW SCHED. SOLID BLOCK UNDER HOLDOWN STUDS EDGE NAILING PER SW SCHED.-TYP v n ZW�3v tq''fD�. 0rL w6 2 2x MINIMUM 7/16 SHEATHING FOR FULL6.WHEN GREATER THAN 14.5 OF -TRUSS � O EXTENT OF SW BELOW PROVIDE 2x4 FLAT STUDS m a�a 2 ° o o W V U viz W Z�a— V)Z AT 16 OC <� 0.0. a� __ W TRUSS BOTTOM CHORD Z N} a Z a o Z TRUSS BOTTOM g o m _ n J ffiCHORD a� ��d w Fut Wo2xBLOCKING CONT. HORZ. STRAP x ° z = _ = n F-UOto LL. 0:W KO W =J PER PLAN OVER SHEATHING TOP OF WAIL ROOF TRUSSES ABOVE z (SIMILAR TO BELOW) SW PER PLAN N BLOCKING TO RECEIVE ALT.-1 ALT.-2 ALT.-3 LA T.-4 ALT.-5 STRAP NAILING-TYP 2x BLOCKING AT 16" OC MATCH SW EDGE 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 TOP OF WALL MATCH SW SILL/SILL NAILING PER FLOOR JOISTS ABOVE SILL NAILING SW SCHED. SW PER PLAN ALT.-1 ALT.-2 ALT.-3 ALT.-4 ALT.-5 0 m w HOLDOWN PER PLAN (WHERE OCCURS) SW PER PLAN HOLDOWN ANCHORAGE BOTTOM OF WALL - PER PLAN (WHERE FLOOR JOISTS BELOW SW SILL NAILING PER SW OCCURS) SCHEDULE (TYP) MUDSILL & ANCHOR BOLTS PER ANGED BLKG. (2-2x) GANGED JOIST _ (DOUBLE JOIST) NOTES O & 7 8 O ON SW SCHEDULE �-� ALT•-2 - (TYP, U.N.O.) FRAMING MEMBERS PERPENDICULAR FRAMING MEMBERS PARALLEL TYPICAL DETAIL. OF SHEARWALL DESIGNED TYPICAL SHEARWALL CONNECTIONS DET. FOR FORCE TRANSFER :AROUND OPENING TOP & BOTTOM OF WALL - - o N.T.S. @PE®irli AN A l NO EQ.' (TYP) EQ. (TYP) 0 6 SPLICE LENGTH ALTERNATE BCxO CONNECTOR " " " AS PER PLAN OR DSC-NOT SHOWN Cii� of Tukwila 0 (2) ROWS 0.148 DIA. x 3 AT 8 OC ( ) r• IN EACH ROW FOR LENGTH OF SPLICE MEMBER PER PLAN BUILDING �IVIS N d" �i 44�1 C:) LET -IN AS REQ'f) ••= OO OPTION -BOTTOM FLUSH STRAP PER PLAN MSTA24, U.N.O. �. RIM JOIST ALTERNATE BCxO CONNECTOR 0 Z. AS PER PLAN (OR DSC-NOT SHOWN) Lo L(7 TOP CHORD SPLICE r ,� • • • STRAP PER PLAN (MSTA24, U.N.O.) m co . LTP4 OR-A35 AT 30 OC � Q icu—� LO MEMBER PER PLAN BOTTOM PLATE SPLICE 0 OPTION -BOTTOM FLUSH r` POST PER PLAN , O 0 . . RPLAN F " .. • — � 0 4 -0 MIN. BETWEEN SPLICES - � -- _ a, (SPLICE TO BE LOCATED @ C.L. OF WALL STUD -TYP) DOUBLE TOP PLATE • • J STRAP PER PLAN (MSTA24, U.N.O.) .� i 0 -� OPT10N-TOP FMEMBER PER PLAN O (6 te�a/) LUSH CONNECTOR PER PLAN (WHERE OCCURS) C Y0 T TOP PLATE SPLICE DETAIL TYP. DRAG STUT CONNECTION DETAIL w� 14 N.T.S. 0 5L 2015 PERMIT CENTER r " I _,ld e W